20041145 Ver 1_Complete File_20040713

??0? W A T?9Q Michael F. Easley, Governor
p William G. Ross Jr., Secretary
} 6 ° North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
August 26, 2005
DWQ # 20041145
Wake County
CERTIFIED MAIL - RETURN RECEIPT REQUESTED
SAS Institute, Inc
Attn: Greyson Quarles, Chief Administration Officer
SAS Campus Drive
Cary, NC 27513
Subject Property: The Umstead Hotel
UT to Reedy Creek [03-04-04, 27-45-10, C NSW]
NOTICE OF WITHDRAWL
Dear Mr. Quarles:
On July 13, 2004, you requested a 401 Water Quality Certification from the Division of Water
Quality (DWQ) for your project. We wrote to you on July 28, 2004 discussing concerns that we have
regarding the design of the project and stating that it would be placed on hold for three weeks giving
you time to address DWQ's concerns. As of today, DWQ has not received a response to this request.
Therefore, your file is hereby considered withdrawn and will not be reviewed until DWQ's earlier
concerns are addressed. Once you have collected sufficient information to have a complete
application (please see our July 28, 2004 letter for the missing information), you will need to reapply
for DWQ approval. This includes submitting a complete application package with the appropriate
fee.
Please be aware that you have no authorization under Section 401 of the Clear Water Act for this
activity and any work done within waters of the state would be a violation of North Carolina General
Statuses and Administrative Code. Please call Mr. Ian McMillan at 919-715-4631 if you have any
questions or concerns.
:v ew Permitting Unit
cc:
Raleigh DWQ Regional Office
Raleigh Corps of Engineers
Central Files
File Copy
Kevin Martin, S&EC, 11010 Raven Ridge Road, Raleigh, NC27614
Filename: S:\2005 Correspondence\04-1145 The Umstead Hotel (Wake) Withdrawl.doc
401 Oversight/Express Review Permitting Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: httg//h2o cnr state nc us/ncwetlands
Carolina
wWumily
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper
mailbox:///CI/Documents%20and%20Settings/bob_zarzeck /Applicat...
Subject: Re: umstead hotel SAS
From: Bob Zarzecki.<[e-mail]>
Date: Thu, 16 Sep 2004 09:53:09 -0400
To: Kevin Martin <[e-mail]>
CC: John Dorney <[e-mail]>, Cynthia Van Der Wiele
<[e-mail]>
Kevin,
The minor variance request was received on July 13th (DWQ Project No. 04-1145). I
recommended the approval, it was seconded and passed on to John to review the
stormwater on July 15th. I haven't seen it since then. After reviewing the file, it
appears that John passed it on to Cynthia to perform the stormwater plan review. A
request for additional information regarding the stormwater plan was sent to you on
July 28th. It does not appear that we have received a response yet.
- Bob
Kevin Martin wrote:
Bob, did you ever get a response from Withers and Ravenel on the stormwater
questions you had at Umstead? I did not get one and have not seen an
approval of the minor variance from you either. Thanks Kevin
1 of 1 9/16/2004 9:53 AM
N
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Michael F. Easley, Governor
July 28, 2004
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Mr. Kevin Martin
Soil and Environmental Consultants, PA
11010 Raven Ridge Road
Raleigh, NC 27614
Subject Property: The Umstead Hotel, SAS Institute, Inc.
REQUEST FOR MORE INFORMATION
Dear Mr. Martin:
William G. Ross, Jr., Secretary
Alan W. Klimek, P.E., Director
DWQ Project # 04-1145
Wake County
On July 13, 2004, the Division of Water Quality (DWQ) received your request for a minor variance from
the Neuse River Basin Maintenance of Riparian Areas rules dated July 13, to construct the proposed
Umstead Hotel. 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 wetlands and/or streams 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 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 Requested
1. Please include a site plan with the level spreaders depicted.
2. Please include the calculations and worksheets for all stormwater management devices (see attached).
3. Please provide evidence that the stormwater will enter the level spreaders at non-erosive velocities.
Plunge pools or other site-appropriate devices may be used to reduce outlet velocities.
4. Please send an original copy of the Operation and Maintenance agreement for these stormwater
management facilities.
Please respond within three weeks of the date of this letter by sending this information to me in,writing.
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.
401 Wetlands Certification Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone]/ FAX [phone] / intemet: httpY/h2o.enr.state.nc.us/ncwetiands
An Equal Opportunity/Affirmative Action Employer - 500/6 Recycled/10% Post Consumer Paper
NorthCarohna
Naturally
Mr. Kevin Martin
Page 2 of 2
July 28, 2004:
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. John Dorney at 919-733-1786 or Ms. Cynthia Van
Der Wiele at 919-715-3473 if you have any questions regarding or would like to set up a meeting to
discuss this matter.
Sincerely,
crvvl;?
O'L?',2
John Domey,
DWQ, Wetlands / 401 Unit
JRD/cvdw
Attachments: Bioretention Worksheet
Level Spreader Worksheet
cc: DWQ Raleigh Regional Office
USACE Raleigh Regulatory Field Office
File Copy
Central Files
Environmental Consultants, PA
Road • Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
www.SandEC.com
July 13, 2004
DENR-DWQ
Wetland Group
WETLANDS 1401 GROUP
Attn: Bob Zarzecki
2321 Crabtree Blvd., Suite 205
JUL 13 2004
Raleigh, NC 27604

Dear Mr. Zarzecki: WATER
QUALITY SECTION
The purpose of this correspondence is to request a minor variance from the Neuse
River Basin Maintenance of Riparian Areas rules on behalf of SAS Institute Inc.
On 5/27/04 I met on-site and in the office with you and Steve Mitchell of DWQ to
evaluate the area and have discussed the project a number of times since then. Our client
has agreed to implement all the suggestions we mutually developed regarding
redevelopment of the site. All buffer impacts that DWQ objected to have been removed
from the proposed development plan.
The project is located due south of the intersection of I-40 and Harrison Avenue
in Wake County, just north of Cary, NC (see Figure 1). The site is currently developed
and contains numerous buildings and impervious parking areas. Figure 3 is an aerial
photo of the subject property and shows existing conditions. As you will remember there
is very little forest vegetation adjacent to the feature. It is mostly grass lawn with a few
trees. Even though half of the buffer impacts (392ft2 out of 822ft2) will be returned to
grass areas the client proposed to mitigate via payment to the NCEEP at the required
1:1.5 ratio for all Zone 2 impacts (temporary and permanent).
Figures 4 and 5 show the proposed redevelopment plan for the site. A
preliminary Stormwater management plan for the site by Withers and Ravenel dated
6/24/04 is attached.
The following list demonstrates the justification for permitting:
Practical difficulties, hardships and uniqueness-
1. Much of the site contains existing impervious surface that currently
requires no treatment of its Stormwater.
Charlotte Office: Greensboro Office: Hickory Office:
236 LePhillip Court, Suite C 3817-E Lawndale Drive 622 Coon Mountain Lane
Concord, NC 28025 Greensboro, NC 27455 Taylorsville, NC 28681
Phone: [phone] Phone: [phone] Phone [phone]
Fax: [phone] Fax: [phone] Fax: [phone]
2. Even the grassed areas adjacent to the buffered stream and pond is
somewhat compacted and allows little infiltration (behaves like
impervious).
3. See Part 2 Item 2 and 4 of the minor variance form (attached) for
additional practical difficulties and hardships.
Water Quality will be better protected if the permit is issued because:
1. DWQ typically requires treatment of Stormwater only for new impervious
surface on a site. The proposed plan will treat all new impervious
surfaces. Currently no stormwater from the existing site is treated.
2. The existing buffered features on-site have very little to no woody buffer
adjacent to them.
3. Even after doing all of the above the client will still have to pay into the
EEP to offset 822ft2 of impacts to pay for 1233ft2 of buffer restoration.
Please call if you have questions or need further information in order to support
this request.
Sincerely,
Kevin Martin,
President
Attachments:
Minor Variance Form
USGS Vicinity Map
Wake County Soil Survey
DWQ Buffer Determination Letter
MapVue Vicinity Map
Existing Conditions Airphoto
Redevelopment Plan (Overall and Impact Area)
OFFICE USE ONLY: Date Received Request #
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
Variance Request Form - for Minor Variances
Protection and Maintenance of Riparian Areas Rules
NOTE.- This form may be photocopied for use as an original.
Please identify which Riparian Area (Buffer) Protection Rule applies.
o Neuse River Basin: Nutrient Sensitive Waters Management Strategy
Protection and Maintenance of Riparian Areas Rule (15A NCAC 02B
.0233)
? Tar-Pamlico River Basin: Nutrient Sensitive Waters Management
Strategy Protection and Maintenance of Riparian Areas Rule (15A
NCAC 0213.0259)
? Catawba River Basin: Protection and Maintenance of Existing
Riparian Buffers (15A NCAC 0213.0243)
Part 1: General Information
(Please include attachments if the room provided is insufficient.)
1. Applicant's name (the corporation, individual, etc. who owns the property):
SAS Institute, Inc
2. Print Owner/Signing Official (person legally responsible for the property and its compliance)
Name: Greyson Quarles
Title: -Chief Administration Officer
Street address: -SAS Campus Drive
City, State, Zip: _Cary, NC 27513
Telephone: [phone]
Fax: [phone]
3. Contact person who can answer questions about the proposed project:
Name: Kevin Martin S&EC PA
Telephone: [phone]
Fax: [phone]
Email: kmartin(a-)-sandec.com
Version 2: November 2002
4. Project Name (Subdivision, facility, or establishment name - consistent with project name on
plans, specifications, letters, operation and maintenance agreements, etc.):
The Umstead
Hotel
5. Project Location:
Street address:
City, State, Zip:
County:
Latitude/longitude:
SAS Campus Drive
Cary, NC 27513
Wake
6. Directions to site from nearest major intersection (Also, attach an 8 %2 x 11 copy of the USGS
topographic map indicating the location of the site):
Immediately south of the intersection of Interstate 40 and Harrison Avenue in Cary, NC
(see attached USGS).
7. Stream to be impacted by the proposed activity:
Stream name (for unnamed streams label as "UT to the nearest named stream):
UT to Reedy Creek
Stream classification [as identified within the Schedule of Classifications 15A NCAC 2B .0315
(Neuse) or.0316 (Tar-Pamlico)]: C. NSW
8. Which of the following permits/approvals will be required or have been received already for
this project?
Required: Received: Date received: Permit Type:
CAMA Major
CAMA Minor
401 Certification/404 Permit
On-site Wastewater Permit
NPDES Permit (including stormwater)
Non-discharge Permit
Water Supply Watershed Variance
X Others (specify) Erosion & Sedimentation
Control
Part 2: Proposed Activity
(Please include attachments if the room provided is insufficient.)
1. Description of proposed activity [Also, please attach a map of sufficient detail (such as a plat
map or site plan) to accurately delineate the boundaries of the land to be utilized in carrying
out the activity, the location and dimension of any disturbance in the riparian buffers
associated with the activity, and the extent of riparian buffers on the land. Include the area of
buffer impact in ft2.]: 822 sq.ft. (Zone 2)
Construction ompervious and impervious activity larins and terraces associated with a 150 room, luxury
hotel. (430ft2 impervious retaining wall, 392ft2 pervious lawn)
Variance Request Form, page 2
Version 2: November 2000
2. State reasons why this plan for the proposed activity cannot be practically accomplished,
reduced or reconfigured to better minimize or eliminate disturbance to the riparian buffers:
The new building and associated parking have been located to save as much of the natural
vegetation, including mature 8" to 14" caliper trees, as possible by taking advantage of the
pads left after demolishing the old buildings and by slightly encroaching on zone 2. In
addition, a variance will be requested from the Town of Cary in order to reduce the required
parking by 20% The site plan was modified substantially based on comments by DWQ
staff to eliminate Zone 1 Impacts and reduce Zone 2 Impacts.
3. Description of any best management practices to be used to control impacts associated with
the proposed activity (i.e., control of runoff from impervious surfaces to provide diffuse flow,
re-planting vegetation or enhancement of existing vegetation, etc.):
The existing development currently has no stormwater treatment designed for it. All new
impervious area will be treated to DWQ design criteria as per the attached plans by
Withers and Ravenel.
4. Please provide an explanation of the following:
(1) The practical difficulties or hardships that would result from the strict application of this Rule.
Numerous large trees would have to be removed and the parkinq would have to be
reduced below what the Town would allow. Furthermore, movinq the building away
from the pond and up the hill would require higher retaining walls on the pond side
of the building.
(2) How these difficulties or hardships result from conditions that are unique to the property
involved.
The constraints (shape contours trees) of the property make it impossible to place the
building in other location
(3) If economic hardship is the major consideration, then include a specific explanation of the
economic hardships and the proportion of the hardship to the entire value of the project.
The mature trees which are the primary amenity on this site, could not be replaced at any
cost. The loss of parking spaces would create an operational problem for the life of the
hotel of undeterminable cost. The additional retaining walls would be undesirable
aesthetically and would add substantial cost to the proiect.
Part 3: Deed Restrictions
By your signature in Part 5 of this application, you certify that all structural stormwater best
management practices required by this variance shall be located in recorded stormwater
easements, that the easements will run with the land, that the easements cannot be changed or
deleted without concurrence from the State, and that the easements will be recorded prior to the
sale of any lot.
Part 4: Agent Authorization
If you wish to designate submittal authority to another individual or firm so that they may provide
information on your behalf, please complete this section:
Variance Request Form, page 3
Version 2: November 2000
Designated agent (individual or firm): Soil & Environmental Consultants, PA (S&EC)
Mailing address: 11010 Raven Ridge Road
City, State, Zip: Raleigh, NC 27614
Telephone: [phone]
Fax: [phone]
Email: kmartin(a7sand ec.com
Part 5: Applicant's Certification
G ?- Pte/ C,C)A, Q ua- C, (print or tvoe name of person
listed in Part I, Item,*2), certify that the information included on this permit application form is
correct, that the project will be constructed in conformance with the approved plans and that the
deed restrictions in accords ith Part 5 of this form will be recorded with all required permit
conditions. /) ? ? ,
Signature:
Date:`` ~ ?.1 O
Title: (, ;,? v?; S?cu o v? O lc e c'
Variance Request Form, page 4
Version 2: November 2000
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May 11, 2004
Kevin Martin
S&EC,Inc.
110 10 Raven Ridge Road
Raleigh, N.C. 27614
Dear Mr. Martin:
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
Subject: Neuse River Basin Riparian Buffer Rules
NBR 04-152
S&EC Project No. 4341 WI
SAS Umstead Hotel
Wake County
-I-have-reviewed the-information submitted-for the--project referenced by-the-Raleigh Regional Office as-NBR 04- -- - -
152. An evaluation of the stream features on the property represented on Wake County Soils and the USGS Cary
Quad topographic reap was performed.
The main surface water feature (C) that is tributary to the pond was previously determined to be subject to buffer
protection under the Neuse River Basin: Nutrient Sensitive Waters Management Strategy; Protection and
Maintenance of Existing Riparian Areas, Administrative Code 15A:20B.0233. Feature B is no longer present on
campus as a feature and the other tributary (A) to the pond (near the 140 ramp) is not present on the ground and
therefore not buffered. This onsite determination shall expire five (5) years from the date of this letter.
Landowners or affected parties that dispute a determination that a water body exists and that it is subject to the
buffer rule may request a determination by the Director. Such a request shall be referred to the Director in writing
c/o John Domey, DWQ Wetlands/401 Unit, 2321 Crabtree Blvd., Raleigh, N.C. 27604. Individuals that dispute a
determination that "exempts" a surface water from the rule may ask for an adjudicatory hearing. Action must be
taken within 60 days of the date of receipt of this letter. Applicants are hereby notified that the 60-day statutory
appeal time does not start until the affected party (including downstream and adjacent landowners) is notified of the
decision. DWQ recommends that the applicant conduct this notification in order to be certain that third party
appeals are made in a timely manner.
To ask for a hearing, send a written petition that conforms to Chapter 150B of the North Carolina General Statutes to
the Office of Administrative Hearings, Post Office Box 27447, Raleigh, N.C. 27611-7447. The determination is
final and binding unless a request is presented within the 60 days.
This letter addresses only those issues involving the riparian area. For information relative to other impacts,
401/404, or wetland issues, please contact Mr. John Dorney at 919-733-1786. Thank you for your attention to this
matter and if this Office can be of any other assistance or if you have additional questions, please do not hesitate to
contact me at 919-5714700.
Sincerely,
Steve Mitchell
Environmental Scientist
cc; RRO/John Domey
Cary
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December 10, 2003
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WITHERS &- RAVEN EL
UMSTEAD HOTEL AT SAS CAMPUS
STORMWATER MANAGEMENT PLAN
Cary, North Carolina
Prepared For:
SAS INSTITUTE, INC. WETLANDS/4p? G
SAS Campus Drive RQUp
Cary, NC 27513
JUL13 2004
WATER QUALITY SECTION
Prepared By:
WITHERS & RAVENEL, INC
111 MacKenan Drive
Cary, North Carolina 27511
June 2004
W&R Project No. 204145
William E. Lee Jr., P.E.
TABLE OF CONTENTS
SECTION
Stormwater Management Plan
Exhibit A - Site Conditions
Proposed Bio-Retention Area
Exhibit B - Proposed Site Conditions
Exhibit C - Proposed Drainage Area Delineation Map
Appendix A - PondPack Output Pre- and Post-Development Conditions
Appendix B - Nitrogen Control Plan
UMSTEAD HOTEL AT SAS CAMPUS
STORMWATER MANAGEMENT PLAN
CARY, NORTH CAROLINA
INTRODUCTION
The proposed Umstead Hotel site is located on the SAS Campus off Harrison Avenue in Cary,
North Carolina. The project proposes to remove two existing buildings and other infrastructure in
• order to construct a five-star hotel facility in its place.
The purpose of this study is to document pre- and post-development peak stormwater discharges for
the 1-year design storm event. The goal is to provide detention structures adequate to maintain a
• discharge less than or equal to the pre-development peak discharges after the site has been
developed. This report also demonstrates the site's compliance with the Town of Cary nitrogen
reduction requirements. Finally, this report documents the site's compliance with NC DWQ
requirements to treat the stormwater runoff from the net impervious surface area increased by this
• project for 85% Total Suspended Solids (TSS) removal.
METHODOLOGY
This stormwater study was conducted using the natural drainage features as depicted by the Wake
County aerial topographic information (2-ft contours), field survey, 2-ft contours generated from
• LIDAR topographic data and proposed development within the project area. The project proposes
to utilize the existing pond for peak attenuation purposes. In addition, one bioretention area is
proposed to meet NC DWQ requirements for 85% TSS removal for 0.97 acres of additional
• impervious area for the hotel site. The bioretention area will also provide some peak attenuation
• for the site. A pipe storage area is also proposed on the site to provide peak attenuation and diffuse
flow through the Neuse riparian buffer from the majority of the stormwater runoff from the site not
routed through the bioretention area. Level spreaders will be used at each new pipe outlet in order
• to meet the diffuse flow requirements for stormwater before it enters the riparian buffers. Some
• stormwater runoff will enter a collection system on the eastern side of the site and tie to an existing
storm drain routed to the pond. The remainder of the stormwater runoff will sheet flow off the site
to the buffer.
The scope of work included the following analyses:
Hydrology
¦ Simulation of 1-year, 10-year and 100-year rainfall events for the Cary area
¦ Formulation of 1-year, 10-year and 100-year flood hydrographs for pre- and post-
development conditions
• Hydraulic
¦ Routing the 1-year, 10-year and 100-year flood hydrographs for post development
runoff through the existing pond

The results of the hydrology analyses are used in the hydraulic analyses. The hydraulic design
requires the development of stage-storage and stage-discharge functions for the existing pond. The
rainfall/runoff hydrographs, stage-storage and stage-discharge functions have been combined to
create a routing computer simulation model using Haestad Methods PondPack v9.0 software. This
PondPack model was then used to assess the impact of the peak discharges for the design rainfall
events. The Pond Pack computer model analyses results are provided as Appendices to this report.
Umstead Hotel at SAS Campus
Stormwater Management Plan
W&R Project 204145
June 24, 2004
UMSTEAD HOTEL AT SAS CAMPUS
STORMWATER MANAGEMENT PLAN
CARY, NORTH CAROLINA
• HYDROLOGY
The SCS Method was used to develop runoff hydrographs for the Type II, 24-hour duration, 1-year,
10-year and 100-year storm events for the Cary, North Carolina area. This method requires three
basic parameters: a curve number (CN), a time of concentration (tc), and drainage area. Curve
• numbers were based on soil types and land use. Soil types were delineated from the Soil Survey of
Wake County, North Carolina (November 1970). Land use for existing and proposed conditions
was based on field observation, aerial photography, and proposed site development. Times of
• concentrations were calculated using the methods described in the SCS publication "Urban
Hydrology for Small Watersheds, TR-55" and were based on field observation and the Wake
County topographic map. Drainage areas were delineated based on field-surveyed topography, as
well as 2-foot contours generated from LIDAR topographic data. A summary of data used to
• formulate hydrographs and peak discharges is presented in the PondPack output reports in
Appendix A.
• HYDRAULICS
• Computer simulated reservoir routing of the 1-year, 10-year and 100-year design storms utilized
• stage-storage and stage-discharge functions. Stage-storage functions were derived from the field
surveyed topography for the existing pond. A non-linear regression relation for surface area versus
elevation was derived for the existing pond. This relation estimates the incremental volume of the
• basin to the stage or elevation of the basin. Stage-discharge functions were developed for the
existing outlet structure of the pond, which consists of three 12" diameter CMP culverts,
approximately 156 feet in length. The upstream inverts of the three culverts are approximately
390', with pipe slopes of approximately 2.2%.

CONCLUSIONS
As the supporting documentation demonstrates, the post development peak discharge rate from the
outlet of the existing pond is 2.79 cfs for the 1-year 24-hour design storm. This is an increase of
0.16 cfs, or approximately 6.1 %, compared to the pre-development 1-year peak discharge of 2.63
cfs. The current plan is to modify the existing pond outlet structure to provide more peak
attenuation, as well as provide some storage above the normal pool of the existing pond. These
modifications will be included in the stormwater modeling at a later date and will address the
increase of 0.16 cfs for post development conditions.
The proposed Umstead Hotel site has an average Total Nitrogen Export from the site of 8.16
Ibs/ac/year, taking credit for 30% reduction in TN for the drainage area to the bioretention area.. In
accordance with the Town of Cary regulations, this project proposes to buy down the remainder of
the nitrogen export to 3.6 Ibs/ac/year. This equates to a buy-down amount of approximately
$44,302 for the 29.45-acre project area.
In order to comply with the NC Division of Water Quality's requirements for a Neuse Riparian
Buffer variance, the site must treat the runoff from the net impervious surface area added to the site
with the proposed project. The net impervious surface area increase from pre-development to post
development conditions is 0.97 acre. Therefore, the proposed bioretention treats the runoff from
0.99 acres of impervious surfaces, as well as 0.68 acre of open space. The proposed bioretention
area is sized and designed to meet the NC DWQ requirement for 85% TSS removal.
Umstead Hotel at SAS Campus
Stormwater Management Plan
W&R Project 204145
June 24, 2004
I•
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ENGINEERS I PLANNERS I SURVEYORS PROPOSED DRAINAGE AREA Dw 6123104
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Y W&R 204145.00
APPENDIX A
PONDPACK OUTPUT
Umstead Hotel at SAS Campus W&R Project 204145
Stormwater Management Plan June 24, 2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Job File: K:\04\04-140\04145\H&H\UMSTEAD HOTEL-PROPOSED STORMWATER MODEL.PPW
Rain Dir: K:\04\04-140\04145\H&H\
JOB TITLE
--------------------------
--------------------------
Project Date: 6/24/2004
Project Engineer: Withers & Ravenel
Project Title: Umstead Hotel Stornwater Management Plan
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004

UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS •

Table of Contents i

Table of Contents •

********************** MASTER SUMMARY *********************

Watershed....... Master Network Summary ............. 1.01

****************** DESIGN STORMS SUMMARY *******************

Wake County..... 1-yr
Design Storms ...................... 2.01 •

********************** TC CALCULATIONS *********************
•
AREA OFFSITE.... Tc Calcs ........................... 3.01

AREA ONSITE..... Tc Calcs ........................... 3.04 •
AREA TO BIO..... Tc Calcs ........................... 3.06 •
AREA TO L.D..... Tc Calcs ........................... 3.07
•
AREA TO P.S..... Tc Calcs ........................... 3.08

OFF-SITE AREA... Tc Calcs ........................... 3.09 •
ON-SITE AREA.... Tc Calcs ........................... 3.12

********************** CN CALCULATIONS ********************* •

AREA OFFSITE.... Runoff CN-Area ..................... 4.01 .
AREA ONSITE..... Runoff CN-Area ..................... 4.02 •

AREA TO BIO..... Runoff CN-Area ..................... 4.03

•
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004 •
•
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•
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Table of Contents
Table of Contents (continued)
ii
AREA TO L.D..... Runoff CN-Area ..................... 4.04
AREA TO P.S..... Runoff CN-Area ..................... 4.05
OFF-SITE AREA... Runoff CN-Area ..................... 4.06
ON-SITE AREA.... Runoff CN-Area ..................... 4.07
*********************** POND VOLUMES ***********************
BIORETENTION.... Vol: Elev-Area ..................... 5.01
EXIST POND...... Vol: Elev-Area ..................... 5.02
EXIST POND2..... Vol: Elev-Area ..................... 5.03
PIPE STORAGE.... Vol: Pipe .......................... 5.04
******************** OUTLET STRUCTURES *********************
Outlet 1........ Outlet Input Data .................. 6.01
Composite Rating Curve ............. 6.04
Outlet Bio...... Outlet Input Data .................. 6.05
Composite Rating Curve ............. 6.07
Outlet P.S...... Outlet Input Data .................. 6.08
Composite Rating Curve ............. 6.10
*********************** POND ROUTING ***********************
BIORETENTION.... Pond Infiltration Calcs ............ 7.01
Pond E-V-Q Table ................... 7.02
EXIST POND...... Pond E-V-Q Table ................... 7.03
SIN: 22160372E1C5
PondPack Ver. 9.0046
Withers & Ravenel
Time: 1:42 PM
Date: 6/24/2004
UMSTEAD HOTEL STORMNATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Table of Contents
Table of Contents (continued)
EXIST POND2..... Pond E-V-Q Table ................... 7.05
PIPE STORAGE.... Pond E-V-Q Table ................... 7.07
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
•
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UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Wake County
Total
Depth Rainfall
Return Event in Type RNF ID
--
------------
1-yr ------
3.0000 ----------------
Synthetic Curve --------------
TypeII 24hr
10-yr 5.3800 Synthetic Curve TypeII 24hr
100-yr 8.1000 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)
Return HYG Vol Qpeak Qpeak
Node
------ ID
---------- Type
- ---- Event
------ ac-ft Trun
---------- -- hrs
--------- cfs
-------
AREA OFFSITE AREA 1 2.106 12.1500 21.60
AREA OFFSITE AREA 10 7.460 12.1000 92.53
AREA OFFSITE AREA 100 15.135 12.1000 191.93
AREA ONSITE AREA 1 2.628 11.9400 47.22
AREA ONSITE AREA 10 7.225 11.9300 133.06
AREA ONSITE AREA 100 13.169 11.9300 239.58
AREA TO BIO AREA 1 .201 12.0000 3.31
AREA TO BIO AREA 10 .490 11.9800 7.95
AREA TO BIO AREA 100 .845 11.9800 13.40
AREA TO L.D. AREA 1 .185 11.9200 3.45
AREA TO L.D. AREA 10 .396 11.9200 7.11
AREA TO L.D. AREA 100 .644 11.9200 11.24
AREA TO P.S. AREA 1 .439 11.9300 8.09
AREA TO P.S. AREA 10 1.206 11.9200 22.72
AREA TO P.S. AREA 100 2.199 11.9200 40.92
SIN: 22160372E1C5
PondPack Ver. 9.0046
Withers & Ravenel
Time: 1:42 PM
Max
Max WSEL Pond Storage
ft ac-ft
-------- ------------
Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Master Network Summary Page 1.02
Name.... Watershed
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.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 Storage
Node ID Type Event ac-ft Trun
-- hrs
--------- cfs
-------- ft
-------- ac-ft
------------
-------------
BIORETENTION ---
IN ----
POND ------
1 ----------
.201 12.0000 3.31
BIORETENTION IN POND 10 .490 11.9800 7.95
BIORETENTION IN POND 100 .845 11.9800 13.40
BIORETENTION OUT POND 1 .133 12.0300 3.15 407.66 .042
BIORETENTION OUT POND 10 .415 12.0100 7.78 407.79 .051
BIORETENTION OUT POND 100 .764 12.0000 13.20 407.91 .060
EXIST POND IN POND 1 4.734 12.0100 58.16
EXIST POND IN POND 10 14.685 12.0100 191.48
EXIST POND IN POND 100 28.305 12.0100 367.16
EXIST POND OUT POND 1 3.084 16.1400 2.63 390.64 2.779
EXIST POND OUT POND 10 10.858 14.6000 9.08 391.90 8.703
EXIST POND OUT POND 100 10.125 12.0300 9.14 392.00 9.178
EXIST POND2 IN POND 1 4.908 12.0100 45.41
EXIST POND2 IN POND 10 14.980 12.0200 166.95
EXIST POND2 IN POND 100 28.655 12.0100 309.08
EXIST POND2 OUT POND 1 2.706 16.9100 2.79 390.66 2.873
EXIST POND2 OUT POND 10 10.401 14.7300 9.09 391.92 8.799
EXIST POND2 OUT POND 100 10.426 12.0800 9.14 392.00 9.178
FES 30 JCT 1 .572 12.0400 3.93
FES 30 JCT 10 1.621 11.9500 29.12
FES 30 JCT 100 2.941 12.0000 45.21
OFF-SITE AREA AREA 1 2.106 12.1900 17.32
OFF-SITE AREA AREA 10 7.460 12.1900 76.20
OFF-SITE AREA AREA 100 15.135 12.1900 158.81
ON-SITE AREA AREA 1 2.045 11.9300 37.90
ON-SITE AREA AREA 10 5.502 11.9200 103.56
ON-SITE AREA AREA 100 9.934 11.9200 184.29
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
•
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•
•
•
•
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Master Network Summary Page 1.03
Name.... Watershed
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.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 Storage
Node ID
--------------
--- Type
---- Event
------ ac-ft Trun
-- hrs cfs ft ac-ft

*OUT POST DEV
JCT
1 -
------- --
2.706 ---------
16.9100 --------
2.79 -------- ------------
*OUT POST DEV JCT 10 10.401 14.7300 9.09
*OUT POST DEV JCT 100 10.426 12.0800 9.14
*OUT PRE DEV JCT 1 3.084 16.1400 2.63
*OUT PRE DEV JCT 10 10.858 14.6000 9.08
*OUT PRE DEV JCT 100 10.125 12.0300 9.14
PIPE STORAGE IN POND 1 .439 11.9300 8.09
PIPE STORAGE IN POND 10 1.206 11.9200 22.72
PIPE STORAGE IN POND 100 2.199 11.9200 40.92
PIPE STORAGE OUT POND 1 .439 12.4100 .85 404.30 .174
PIPE STORAGE OUT POND 10 1.206 11.9400 22.38 405.61 .220
PIPE STORAGE OUT POND 100 2.177 11.8700 32.00 406.00 .227
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Design Storms Page 2.01
Name.... Wake County Event: 1 yr
File.... K:\04\04-140\04145\H&H\
Storm... TypeII 24hr Tag: 1-yr
DESIGN STORMS SUMMARY
Design Storm File,ID = Wake County
Storm Tag Name = 1-yr
Data Type, File, ID
Storm Frequency
Total Rainfall Depth
Duration Multiplier
Resulting Duration
Resulting Start Time
Synthetic Storm TypeII 24hr
1 yr
3.0000 in
1
24.0000 hrs
.0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 10-yr
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 5.3800 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 100-yr
Data Type, File, ID =
Storm Frequency =
Total Rainfall Depth=
Duration Multiplier =
Resulting Duration =
Resulting Start Time=
Synthetic Storm TypeII 24hr
100 yr
8.1000 in
1
24.0000 hrs
.0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
•
•
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Tc Calcs Page 3.01
Name.... AREA OFFSITE
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 114.00 ft
2yr, 24hr P 3.6000 in
Slope .017500 ft/ft
Avg.Velocity .12 ft/sec
Segment #1 Time: .2627 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 415.00 ft
Slope .035300 ft/ft
Unpaved
Avg.Velocity 3.03 ft/sec
Segment #2 Time: .0380 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Channel
Flow Area 12.0000 sq.ft
Wetted Perimeter 10.00 ft
Hydraulic Radius 1.20 ft
Slope .033700 ft/ft
Mannings n .0600
Hydraulic Length 415.00 ft
Avg.Velocity 5.15 ft/sec
Segment #3 Time: .0224 hrs
------------------------------------------------------------------------
S/N: 22160372E1C5
PondPack Ver. 9.0046
Withers & Ravenel
Time: 1:42 PM
Date: 6/24/2004
i
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Tc Calcs
Name.... AREA OFFSITE
Page 3.02
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
Segment #4: Tc:
Flow Area
Wetted Perimeter
Hydraulic Radius
Slope
Mannings n
Hydraulic Length
TR-55 Channel
16.0000 sq.ft
12.00 ft
1.33 ft
.039000 ft/ft
.0600
308.00 ft
Avg.Velocity 5.94 ft/sec
Segment #4 Time: .0144 hrs
------------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: .3375 hrs
-------------------------
-------------------------
S/N: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Tc Calcs
Name.... AREA OFFSITE
Page 3.03
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %
___= SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
___= SCS Channel Flow
R = Aq / Wp
V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
Tc = (Lf / V) / (3600sec/hr)
Where: R = Hydraulic radius
Aq = Flow area, sq.ft.
Wp = Wetted perimeter, ft
V = Velocity, ft/sec
Sf = Slope, ft/ft
n = Mannings n
Tc = Time of concentration, hrs
Lf = Flow length, ft
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Tc Calcs Page 3.04
Name.... AREA ONSITE
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL-PROPOSED STORMWATER MODEL.P
TIME. OF. CONCENTRATION CALCULATOR
-----------------
Segment #1: Tc: ------------------------
TR-55 Sheet ------------------- ------------
Mannings n .4000
Hydraulic Length 15.00 ft
2yr, 24hr P 3.6000 in
Slope .066700 ft/ft
Avg.Velocity .09 ft/sec

-----------------
------------------------ Segment #1 Time:
------------------- .0457 hrs
------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 765.00 ft
Slope .068000 ft/ft
Unpaved
Avg.Velocity 4.21 ft/sec

-----------------
------------------------ Segment #2 Time:
------------------- .0505 hrs
------------
-------------
-------------
Total Tc: ------------
------------
.0962 hrs
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM
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Date: 6/24/2004 .
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UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Tc Calcs
Name.... AREA ONSITE
Page 3.05
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
==== SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %
==== SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Tc Calcs
Name.... AREA TO BIO
Page 3.06
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL-PROPOSED STORMWATER MODEL.PPW
TIME •OF.CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time: .1667 hrs
------------------------------------------------------------------------
Total Tc: .1667 hrs
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
•
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UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Tc Calcs
Name.... AREA TO L.D.
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL-PROPOSED STORMWATER MODEL.PPW
TIME .OF•CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
Total Tc: .0833 hrs
Page 3.07
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
SIN: 22160372E1C5
PondPack Ver. 9.0046
Withers & Ravenel
Time: 1:42 PM
Date: 6/24/2004
0
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS •
Type.... Tc Calcs Page 3.08 •
Name.... AREA TO P.S. •
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL-PROPOSED STORMWATER MODEL.PPW •
........................................................................
TIME OF CONCENTRATION CALCULATOR •
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
Total Tc: .0833 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM
Date: 6/24/2004 •
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UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Tc Calcs Page 3.09
Name.... OFF-SITE AREA
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL-PROPOSED STORMWATER MODEL.PPW
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 114.00 ft
2yr, 24hr P 3.6000 in
Slope .017500 ft/ft
Avg.Velocity .12 ft/sec
Segment #1 Time: .2627 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 1928.00 ft
Slope .035300 ft/ft
Unpaved
Avg.Velocity 3.03 ft/sec
Segment #3: Tc:
Flow Area
Wetted Perimeter
Hydraulic Radius
Slope
Mannings n
Hydraulic Length
TR-55 Channel
12.0000 sq.ft
10.00 ft
1.20 ft
.033700 ft/ft
.0600
415.00 ft
Avg.Velocity 5.15 ft/sec
SIN: 22160372E1C5
PondPack Ver. 9.0046
Segment #2 Time: .1767 hrs
------------------------------------
Segment #3 Time: .0224 hrs
-------------------------------------
Withers & Ravenel
Time: 1:42 PM
Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Tc Calcs
Name.... OFF-SITE AREA
Page 3.10
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
Segment #4: Tc: TR-55 Channel
Flow Area
Wetted Perimeter
Hydraulic Radius
Slope
Mannings n
Hydraulic Length
Avg.Velocity
Segment #4 Time: .0144 hrs
------------------------------------
-------------------------
-------------------------
Total Tc: .4761 hrs
-------------------------
-------------------------
16.0000 sq.ft
12.00 ft
1.33 ft
.039000 ft/ft
.0600
308.00 ft
5.94 ft/sec
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
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UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Tc Calcs
Name.... OFF-SITE AREA
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL-PROPOSED STORMWATER MODEL.PPW
-------------------------------------
Tc Equations used...
-------------------------------------
==== SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %
==== SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
==== SCS Channel Flow
R = Aq / Wp
V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
Tc = (Lf / V) / (3600sec/hr)
Page 3.11
Where: R = Hydraulic radius
Aq = Flow area, sq.ft.
Wp = Wetted perimeter, ft
V = Velocity, ft/sec
Sf = Slope, ft/ft
n = Mannings n
Tc = Time of concentration, hrs
Lf = Flow length, ft
SIN: 22160372E1C5
PondPack Ver. 9.0046
Withers & Ravenel
Time: 1:42 PM
Date: 6/24/2004
UMSTEAD HOTEL STORWMTER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Tc Calcs
Name.... ON-SITE AREA
Page 3.12
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL-PROPOSED STORMWATER MODEL.PPW
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
-------------------------------
-------------------------
-------------------------
Total Tc: .0833 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
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UMSTEAD HOTEL STORMNATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Runoff CN-Area
Name.... AREA OFFSITE
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Page 4.01
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC
- ----- CN
------
--------------------------------
Off-site Impervious Area ----
98 ---------
9.950 ---- 98.00
Off-site Woods; B soils 55 19.450 55.00
Off-site Open space; B 61 13.800 61.00
COMPOSITE AREA & WEIGHTED CN ---> 43.200 66.82 (67)
SIN: 22160372E1C5
PondPack Ver. 9.0046
Withers & Ravenel
Time: 1:42 PM
Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Runoff CN-Area
Name.... AREA ONSITE
Page 4.02
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL-PROPOSED STORMWATER MODEL.PPW
RUNOFF CURVE NUMBER DATA
Soil/Surface Description
Onsite Impervious Area
Onsite Woods; B soils
Onsite Open Space; B soils
Existing Pond
Impervious
Area Adjustment Adjusted
CN acres %C %UC
----- CN
------
----
98 ---------
9.460 ----- 98.00
55 7.660 55.00
61 8.110 61.00
98 4.220 98.00
COMPOSITE AREA & WEIGHTED CN ---> 29.450 76.63 (77)
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
•
•
•
UMSTEAD HOTEL STORMNATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Runoff CN-Area Page 4.03
Name.... AREA TO BIO
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Soil/Surface Description
--------------------------------
Impervious Area
Open Space; B soils
Impervious
Area Adjustment Adjusted
CN acres %C %UC CN
---- --------- ----- ----- ------
98 .991 98.00
61 .679 61.00
COMPOSITE AREA & WEIGHTED CN ---> 1.670 83.16 (83)
...........................................................................
...........................................................................
SIN: 22160372E1C5
PondPack Ver. 9.0046
Withers & Ravenel
Time: 1:42 PM
Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Runoff CN-Area
Name.... AREA TO L.D.
Page 4.04
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC
---- CN
------
--------------------------------
Impervious Area ----
98 ---------
.360 ----- - 98.00
Open Space; B soils 61 .230 61.00
Roof Area 98 .530 98.00
COMPOSITE AREA & WEIGHTED CN ---> 1.120 90.40 (90)
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMHATER MANAGE ENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Runoff CN-Area
Name.... AREA TO P.S.
Page 4.05
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres oC %UC
---- ----- CN
------
-------------------------------- -
Impervious Area ---
98 ---------
1.094 - 98.00
Open space (Lawns,parks etc.) - Goo 61 2.784 61.00
Roof Area 98 1.040 98.00
COMPOSITE AREA & WEIGHTED CN ---> 4.918 77.05 (77)
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Runoff CN-Area
Name.... OFF-SITE AREA
Page 4.06
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL-PROPOSED STORMWATER MODEL.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC
----- CN
------
--------------------------------
Off-site Impervious Area ----
98 ---------
9.950 ----- 98.00
Off-site woods; B soils 55 19.450 55.00
Off-site open space; B 61 13.800 61.00
COMPOSITE AREA & WEIGHTED CN ---> 43.200 66.82 (67)
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Runoff CN-Area
Name.... ON-SITE AREA
Page 4.07
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC
-
--- CN
------
--------------------------------
Impervious Area ----
98 ---------
6.720 -----
- 98.00
Woods; B soils 55 5.450 55.00
Open Space; B soils 61 5.350 61.00
Pond Area 98 4.220 98.00
COMPOSITE AREA & WEIGHTED CN --->
...................................
...................................
.....
..... 21.740
..........
..........
............
............ 78.12 (78)
.............
.............
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STOPIMTER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Vol: Elev-Area
Name.... BIORETENTION
Page 5.01
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft) (sq.in) (acres)
---------- (acres)
---------------- (ac-ft)
---------- (ac-ft)
-------------
------------
407.00 -----------
----- .0580 .0000 .000 .000
408.00 ----- .0753 .1994 .066 .066
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: 22160372E1C5 withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMNATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Vol: Elev-Area
Name.... EXIST POND
Page 5.02
f
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft)
----------- (sq.in) (acres)
--------------------- (acres)
---------------- (ac-ft)
---------- (ac-ft)
-------------
390.00 ----- 4.2200 .0000 .000 .000
391.00 ----- 4.5900 13.2111 4.404 4.404
392.00 ----- 4.9600 14.3214 4.774 9.178
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: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Vol: Elev-Area
Name.... EXIST POND2
Page 5.03
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL-PROPOSED STORMWATER MODEL.PPW
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft) (sq.in) (acres)
-------- (acres)
---------------- (ac-ft)
---------- (ac-ft)
-------------
------------
390.00 -------------
----- 4.2200 .0000 .000 .000
391.00 ----- 4.5900 13.2111 4.404 4.404
392.00 ----- 4.9600 14.3214 4.774 9.178
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-ELl) * (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 ELl and EL2
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMHATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Vol: Pipe
Name.... PIPE STORAGE
Page 5.04
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
COMPUTED VOLUMES FOR A PIPE
US Invert Elev.=
DS Invert Elev.=
Barrel Length =
Computed Slope =
Diameter =
# of Barrels =
400.00 ft
400.00 ft
75.00 ft
.000000 ft/ft
6.0000 ft
5.00
Slice Width = .25 ft
Vertical Incr. _ .10 ft
Perpendicular Wetted Filled Perpendicular Total
Elevation DS Depth DS Area Length Length US Depth US Area Volume
(ft) (ft)
-
----- (sq.ft)
--------- (ft)
---------- (ft)
---------- (ft)
---------- (sq.ft)
---------- (ac-ft)
--------
----------
400.00 ----
-
.00 .0000 75.00 .00 .00 .0000 .000
400.10 .10 .1028 75.00 .00 .10 .1028 .001
400.20 .20 .2892 75.00 .00 .20 .2892 .002
400.30 .30 .5285 75.00 .00 .30 .5285 .005
400.40 .40 .8095 75.00 .00 .40 .8095 .007
400.50 .50 1.1254 75.00 .00 .50 1.1254 .010
400.60 .60 1.4715 75.00 .00 .60 1.4715 .013
400.70 .70 1.8444 75.00 .00 .70 1.8444 .016
400.80 .80 2.2411 75.00 .00 .80 2.2411 .019
400.90 .90 2.6595 75.00 .00 .90 2.6595 .023
401.00 1.00 3.0975 75.00 .00 1.00 3.0975 .027
401.10 1.10 3.5534 75.00 .00 1.10 3.5534 .030
401.20 1.20 4.0257 75.00 .00 1.20 4.0257 .035
401.30 1.30 4.5129 75.00 .00 1.30 4.5129 .039.
401.40 1.40 5.0140 75.00 .00 1.40 5.0140 .043
401.50 1.50 5.5277 75.00 .00 1.50 5.5277 .047
401.60 1.60 6.0529 75.00 .00 1.60 6.0529 .052
401.70 1.70 6.5887 75.00 .00 1.70 6.5887 .057
401.80 1.80 7.1340 75.00 .00 1.80 7.1340 .061
401.90 1.90 7.6882 75.00 .00 1.90 7.6882 .066
402.00 2.00 8.2502 75.00 .00 2.00 8.2502 .071
402.10 2.10 8.8193 75.00 .00 2.10 8.8193 .076
402.20 2.20 9.3948 75.00 .00 2.20 9.3948 .081
402.30 2.30 9.9755 75.00 .00 2.30 9.9755 .086
402.40 2.40 10.5613 75.00 .00 2.40 10.5613 .091
402.50 2.50 11.1511 75.00 .00 2.50 11.1511 .096
402.60 2.60 11.7443 75.00 .00 2.60 11.7443 .101
402.70 2.70 12.3402 75.00 .00 2.70 12.3402 .106
402.80 2.80 12.9380 75.00 .00 2.80 12.9380 .111
402.90 2.90 13.5372 75.00 .00 2.90 13.5372 .116
403.00 3.00 14.1372 75.00 .00 3.00 14.1372 .121
403.10 3.10 14.7371 75.00 .00 3.10 14.7371 .126
403.20 3.20 15.3364 75.00 .00 3.20 15.3364 .132
403.30 3.30 15.9341 75.00 .00 3.30 15.9341 .137
403.40 3.40 16.5300 75.00 .00 3.40 16.5300 .142
403.50 3.50 17.1232 75.00 .00 3.50 17.1232 .147
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMNATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Vol: Pipe
Name.... PIPE STORAGE
Page 5.05
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
Perpendicular Wetted Filled Perpendicular Total
Elevation DS Depth DS Area Length Length US Depth US Area Volume
(ft) (ft) (sq.ft)
----
- (ft)
----------- (ft)
------ (ft)
----------- (sq.ft)
--------- (ac-ft)
----------
----------
403.60 ----------
3.60 -----
-
17.7131 75.00 .00 3.60 17.7131 .152
403.70 3.70 18.2988 75.00 .00 3.70 18.2988 .157
403.80 3.80 18.8796 75.00 .00 3.80 18.8796 .162
403.90 3.90 19.4550 75.00 .00 3.90 19.4550 .167
404.00 4.00 20.0241 75.00 .00 4.00 20.0241 .172
404.10 4.10 20.5862 75.00 .00 4.10 20.5862 .177
404.20 4.20 21.1403 75.00 .00 4.20 21.1403 .181
404.30 4.30 21.6856 75.00 .00 4.30 21.6856 .186
404.40 4.40 22.2214 75.00 .00 4.40 22.2214 .191
404.50 4.50 22.7467 75.00 .00 4.50 22.7467 .195
404.60 4.60 23.2604 75.00 .00 4.60 23.2604 .200
404.70 4.70 23.7615 75.00 .00 4.70 23.7615 .204
404.80 4.80 24.2486 75.00 .00 4.80 24.2486 .208
404.90 4.90 24.7209 75.00 .00 4.90 24.7209 .212
405.00 5.00 25.1769 75.00 .00 5.00 25.1769 .216
405.10 5.10 25.6149 75.00 .00 5.10 25.6149 .220
405.20 5.20 26.0333 75.00 .00 5.20 26.0333 .223
405.30 5.30 26.4299 75.00 .00 5.30 26.4299 .227
405.40 5.40 26.8028 75.00 .00 5.40 26.8028 .230
405.50 5.50 27.1489 75.00 .00 5.50 27.1489 .233
405.60 5.60 27.4648 75.00 .00 5.60 27.4648 .236
405.70 5.70 27.7458 75.00 .00 5.70 27.7458 .238
405.80 5.80 27.9851 75.00 .00 5.80 27.9851 .240
406.00 6.00 28.2743 75.00 75.00 6.00 28.2743 .243
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Outlet Input Data
Name.... Outlet 1
Page 6.01
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 390.00 ft
Increment = .10 ft
Max. Elev.= 392.00 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
----------------- ---- ------- --------- ---------
Culvert-Circular CV ---> TW 390.000 392.000
TW SETUP, DS Channel
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Outlet Input Data
Name.... Outlet 1
Page 6.02
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = CV
Structure Type = Culvert-Circular
------------------
------------------
No. Barrels = 3
Barrel Diameter = 1.0000 ft
Upstream Invert = 390.00 ft
Dnstream Invert = 386.60 ft
Horiz. Length = 156.00 ft
Barrel Length = 156.04 ft
Barrel Slope = .02179 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0250
Ke = .7000
Kb = .115657
Kr = .7000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0210
Inlet Control M = 1.3300
Inlet Control c = .04630
Inlet Control Y = .7500
T1 ratio (HW/D) = 1.140
T2 ratio (HW/D) = 1.480
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at Tl & T2...
At T1 Elev = 391.14 ft ---> Flow = 2.75 cfs
At T2 Elev = 391.48 ft ---> Flow = 3.14 cfs
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Outlet Input Data
Name.... Outlet 1
Page 6.03
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
OUTLET STRUCTURE INPUT DATA
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: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT'CONDITIONS
Type.... Composite Rating Curve
Name.... Outlet 1
Page 6.04
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ------ -- Converge -------------------------
Elev. Q TW El ev Error
ft cfs ft +/-ft Contributing Structures
--------------------------
--------
390.00 -------
.00 ------
Free -- -----
Outfall None contributing
390.10 .07 Free Outfall CV
390.20 .29 Free Outfall CV
390.30 .63 Free Outfall CV
390.40 1.11 Free Outfall CV
390.50 1.67 Free Outfall CV
390.60 2.33 Free Outfall CV
390.70 3.08 Free Outfall CV
390.80 3.90 Free Outfall CV
390.90 4.83 Free Outfall CV
391.00 5.82 Free Outfall CV
391.10 6.85 Free Outfall CV
391.20 7.86 Free Outfall CV
391.30 8.72 Free Outfall CV
391.40 8.90 Free Outfall CV
391.50 8.91 Free Outfall CV
391.60 8.94 Free Outfall CV
391.70 8.97 Free Outfall CV
391.80 9.02 Free Outfall CV
391.90 9.08 Free Outfall CV
392.00 9.14 Free Outfall CV
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Outlet Input Data
Name.... Outlet Bio
Page 6.05
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 407.00 ft
Increment = .10 ft
Max. Elev.= 408.00 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
----------------- ---- ------- --------- ---------
Weir-Rectangular WR ---> TW 407.500 408.000
TW SETUP, DS Channel
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMHATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Outlet Input Data
Name.... Outlet Bio
Page 6.06
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
--------------
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
WR
Weir-Rectangular
----------------
1
407.50 ft
16.00 ft
3.100000
Weir TW effects (Use adjustment equation)
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: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMHATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Composite Rating Curve
Name.... Outlet Bio
Page 6.07
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev,
Elev.
ft
407.00
407.10
407.20
407.30
407.40
407.50
407.60
407.70
407.80
407.90
408.00
Total Q Notes
------- ----- --- Converg e ---- ---------------------
Q TW Elev Error
cfs ft +/-ft
-
--
-- Contributing Structures
--------------------------
-------
.00 ----
Free ---
-
Outfall None contributing
.00 Free Outfall None contributing
.00 Free Outfall None contributing
.00 Free Outfall None contributing
.00 Free Outfall None contributing
.00 Free Outfall WR
1.57 Free Outfall WR
4.43 Free Outfall WR
8.12 Free Outfall WR
12.48 Free Outfall WR
17.43 Free Outfall WR
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Outlet Input Data
Name.... Outlet P.S.
Page 6.08
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL-PROPOSED STORMWATER MODEL.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 400.00 ft
Increment = .10 ft
Max. Elev.= 406.00 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
----------------- ---- ------- --------- ---------
Weir-Rectangular WR ---> TW 404.300 406.000
Orifice-Circular OR ---> TW 400.000 406.000
TW SETUP, DS Channel
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMNATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Outlet Input Data
Name.... Outlet P.S.
Page 6.09
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
------------------
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
Weir TW effects
= WR
= Weir-Rectangular
------------------
1
404.30 ft
= 5.00 ft
= 3.000000
(Use adjustment equation)
Structure ID = OR
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 400.00 ft
Diameter = .3333 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: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Composite Rating Curve
Name.... Outlet P.S.
Page 6.10
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL-PROPOSED STORMWATER MODEL.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ------ -- Converge -------------------------
Elev. Q TW El ev Error
ft cfs ft +/-ft
- Contributing Structures
--------------------------
--------
400.00 -------
.00 ------
Free -- ----
Outfall None contributing
400.10 .02 Free Outfall OR
400.20 .07 Free Outfall OR
400.30 .14 Free Outfall OR
400.40 .20 Free Outfall OR
400.50 .24 Free Outfall OR
400.60 .28 Free Outfall OR
400.70 .31 Free Outfall OR
400.80 .33 Free Outfall OR
400.90 .36 Free Outfall OR
401.00 .38 Free Outfall OR
401.10 .41 Free Outfall OR
401.20 .43 Free Outfall OR
401.30 .45 Free Outfall OR
401.40 .47 Free Outfall OR
401.50 .48 Free Outfall OR
401.60 .50 Free Outfall OR
401.70 .52 Free Outfall OR
401.80 .54 Free Outfall OR
401.90 .55 Free Outfall OR
402.00 .57 Free Outfall OR
402.10 .58 Free Outfall OR
402.20 .60 Free Outfall OR
402.30 .61 Free Outfall OR
402.40 .63 Free Outfall OR
402.50 .64 Free Outfall OR
402.60 .66 Free Outfall OR
402.70 .67 Free Outfall OR
402.80 .68 Free Outfall OR
402.90 .69 Free Outfall OR
403.00 .71 Free Outfall OR
403.10 .72 Free Outfall OR
403.20 .73 Free Outfall OR
403.30 .74 Free Outfall OR
403.40 .76 Free Outfall OR
403.50 .77 Free Outfall OR
403.60 .78 Free Outfall OR
403.70 .79 Free Outfall OR
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Composite Rating Curve
Name.... Outlet P.S.
Page 6.11
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ------ -- Converge -- -----------------------
Elev. Q TW El ev Error
ft cfs ft
-
- +/-ft
-- ----- Contributing Structures
--------------------------
--------
403.8,0 -------
.80 --
-
-
Free Outfall OR
403.90 .81 Free Outfall OR
404.00 .82 Free Outfall OR
404.10 .83 Free Outfall OR
404.20 .84 Free Outfall OR
404.30 .85 Free Outfall WR +OR
404.40 1.34 Free Outfall WR +OR
404.50 2.21 Free Outfall WR +OR
404.60 3.32 Free Outfall WR +OR
404.70 4.63 Free Outfall WR +OR
404.80 6.10 Free Outfall WR +OR
404.90 7.72 Free Outfall WR +OR
405.00 9.46 Free Outfall WR +OR
405.10 11.32 Free Outfall WR +OR
405.20 13.29 Free Outfall WR +OR
405.30 15.35 Free Outfall WR +OR
405.40 17.50 Free Outfall WR +OR
405.50 19.74 Free Outfall WR +OR
405.60 22.06 Free Outfall WR +OR
405.70 24.44 Free Outfall WR +OR
405.80 26.90 Free Outfall WR +OR
405.90 29.42 Free Outfall WR +OR
406.00 32.00 Free Outfall WR +OR
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORNKATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Pond Infiltration Calcs Page 7.01
Name.... BIORETENTION
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
INFILTRATION RATING TABLE CALCULATIONS
Infilt.(cfs) = (.5000 (in/hr) * Area) * Ku
Where: Ku = units conversion factor
W.S.Elev Total Area Infilt.
ft acres
- cfs
-------
--------
No storage at this elevation... ---------
infiltration set to zero.
407.00 .0580 .00
407.10 .0596 .03
407.20 .0613 .03
407.30 .0630 .03
407.40 .0646 .03
407.50 .0664 .03
407.60 .0681 .03
407.70 .0699 .04
407.80 .0717 .04
407.90 .0735 .04
408.00 .0753 .04
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMNATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Pond E-V-Q Table Page 7.02
Name.... BIORETENTION
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
LEVEL POOL ROUTING DATA
HYG Dir = K:\04\04-140\04145\H&H\
Inflow HYG file = NONE STORED - BIORETENTION IN 1-yr
Outflow HYG file = NONE STORED - BIORETENTION OUT 1-yr
Pond Node Data = BIORETENTION
Pond Volume Data = BIORETENTION
Pond Outlet Data = Outlet Bio
Infiltration = .5000 in/hr
INITIAL CONDITIONS
Starting WS Elev = 407.00 ft
Starting Volume = .000 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0100 hrs
Elevation Outflow Storage Area Infilt. Q Total 2S/t + 0
ft cfs ac-ft acres cfs
-- cfs
------------ cfs
----------
-------------
407.00 -----------
.00 ---------
.000 ------------
.0580 ---------
.00 .00 .00
407.10 .00 .006 .0596 .03 .03 14.26
407.20 .00 .012 .0613 .03 .03 28.89
407.30 .00 .018 .0630 .03 .03 43.92
407.40 .00 .025 .0646 .03 .03 59.36
407.50 .00 .031 .0664 .03 .03 75.22
407.60 1.57 .038 .0681 .03 1.60 93.06
407.70 4.43 .045 .0699 .04 4.46 112.62
407.80 8.12 .052 .0717 .04 8.16 133.43
407.90 12.48 .059 .0735 .04 12.52 155.36
408.00 17.43 .066 .0753 .04 17.46 178.30
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Pond E-V-Q Table Page 7.03
Name.... EXIST POND
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL-PROPOSED STORMWATER MODEL.PPW
LEVEL POOL ROUTING DATA
HYG Dir = K:\04\04-140\04145\H&H\
Inflow HYG file = NONE STORED - EXIST POND IN 1-yr
Outflow HYG file = NONE STORED - EXIST POND OUT 1-yr
Pond Node Data = EXIST POND
Pond Volume Data = EXIST POND
Pond Outlet Data = Outlet 1
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 390.00 ft
Starting Volume = .000 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment _ .0100 hrs
Elevation Outflow Storage Area Infilt.
ft cfs ac-ft acres cfs
--------------
------------
390.00 ------------
.00 ---------
.000 ------------
4.2200 .00
390.10 .07 .424 4.2563 .00
390.20 .29 .851 4.2928 .00
390.30 .63 1.282 4.3294 .00
390.40 1.11 1.717 4.3661 .00
390.50 1.67 2.156 4.4031 .00
390.60 2.33 2.598 4.4401 .00
390.70 3.08 3.044 4.4774 .00
390.80 3.90 3.493 4.5148 .00
390.90 4.83 3.947 4.5523 .00
391.00 5.82 4.404 4.5900 .00
391.10 6.85 4.865 4.6264 .00
391.20 7.86 5.329 4.6629 .00
391.30 8.72 5.797 4.6995 .00
391.40 8.90 6.269 4.7363 .00
391.50 8.91 6.744 4.7732 .00
391.60 8.94 7.224 4.8103 .00
391.70 8.97 7.706 4.8475 .00
391.80 9.02 8.193 4.8848 .00
391.90 9.08 8.683 4.9224 .00
392.00 9.14 9.178 4.9600 .00
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM
Q Total 2S/t + 0
cfs cfs
.00 .00
.07 1025.76
.29 2060.48
.63 3103.84
1.11 4156.53
1.67 5218.22
2.33 6288.97
3.08 7368.80
3.90 8457.41
4.83 9555.51
5.82 10662.78
6.85 11779.06
7.86 12904.13
8.72 14037.55
8.90 15179.52
8.91 16330.25
8.94 17489.95
8.97 18658.64
9.02 19836.02
9.08 21022.82
9.14 22218.72
Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Pond E-V-Q Table Page 7.04
Name.... EXIST POND2
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
LEVEL POOL ROUTING DATA
HYG Dir = K:\04\04-140\04145\H&H\
Inflow HYG file = NONE STORED - EXIST POND2 IN 1-yr
Outflow HYG file = NONE STORED - EXIST POND2 OUT 1-yr
Pond Node Data = EXIST POND2
Pond Volume Data = EXIST POND2
Pond Outlet Data = Outlet 1
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 390.00 ft
Starting Volume = .000 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0100 hrs
Elevation Outflow Storage Area Infilt. Q Total 2S/t + O
ft
--- cfs ac-ft acres cfs cfs
- cfs
----------
390.00 ------------
.00 ---------
.000 -----------
4.2200 -----------
.00 ------
-----
.00 ----------
.00
390.10 .07 .424 4.2563 .00 .07 1025.76
390.20 .29 .851 4.2928 .00 .29 2060.48
390.30 .63 1.282 4.3294 .00 .63 3103.84
390.40 1.11 1.717 4.3661 .00 1.11 4156.53
390.50 1.67 2.156 4.4031 .00 1.67 5218.22
390.60 2.33 2.598 4.4401 .00 2.33 6288.97
390.70 3.08 3.044 4.4774 .00 3.08 7368.80
390.80 3.90 3.493 4.5148 .00 3.90 8457.41
390.90 4.83 3.947 4.5523 .00 4.83 9555.51
391.00 5.82 4.404 4.5900 .00 5.82 10662.78
391.10 6.85 4.865 4.6264 .00 6.85 11779.06
391.20 7.86 5.329 4.6629 .00 7.86 12904.13
391.30 8.72 5.797 4.6995 .00 8.72 14037.55
391.40 8.90 6.269 4.7363 .00 8.90 15179.52
391.50 8.91 6.744 4.7732 .00 8.91 16330.25
391.60 8.94 7.224 4.8103 .00 8.94 17489.95
391.70 8.97 7.706 4.8475 .00 8.97 18658.64
391.80 9.02 8.193 4.8848 .00 9.02 19836.02
391.90 9.08 8.683 4.9224 .00 9.08 21022.82
392.00 9.14 9.178 4.9600 .00 9.14 22218.72
SIN: 22160372E1C5 Withers & Ravenel
PondPack Vex. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Pond E-V-Q Table Page.7.05
Name.... PIPE STORAGE
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL-PROPOSED STORMWATER MODEL.PPW
LEVEL POOL ROUTING DATA
HYG Dir = K:\04\04-140\04145\H&H\
Inflow HYG file = NONE STORED - PIPE STORAGE IN 1-yr
Outflow HYG file = NONE STORED - PIPE STORAGE OUT 1-yr
Pond Node Data = PIPE STORAGE
Pond Volume Data = PIPE STORAGE
Pond Outlet Data = Outlet P.S.
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 400.00 ft
Starting Volume = .000 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0100 hrs
Elevation Outflow Storage Infilt. Q Total 2S/t + O
ft cfs ac-ft
-- cfs
------------- cfs
------------ cfs
----------
-------------
400.00 -----------
.00 ---------
.000 -------- .00 .00 .00
400.10 .02 .001 .00 .02 2.01
400.20 .07 .002 .00 .07 5.67
400.30 .14 .004 .00 .14 10.38
400.40 .20 .006 .00 .20 15.89
400.50 .24 .009 .00 .24 22.05
400.60 .28 .012 .00 .28 28.79
400.70 .31 .015 .00 .31 36.04
400.80 .33 .018 .00 .33 43.75
400.90 .36 .021 .00 .36 51.89
401.00 .38 .025 .00 .38 60.40
401.10 .41 .028 .00 .41 69.25
401.20 .43 .032 .00 .43 78.43
401.30 .45 .036 .00 .45 87.88
401.40 .47 .040 .00 .47 97.61
401.50 .48 .044 .00 .48 107.58
401.60 .50 .048 .00 .50 117.78
401.70 .52 .053 .00 .52 128.18
401.80 .54 .057 .00 .54 138.76
401.90 .55 .062 .00 .55 149.51
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Pond E-V-Q Table Page 7.06
Name.... PIPE STORAGE
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
LEVEL POOL ROUTING DATA
HYG Dir = K:\04\04-140\04145\H&H\
Inflow HYG file = NONE STORED - PIPE STORAGE IN 1-yr
Outflow HYG file = NONE STORED - PIPE STORAGE OUT 1-yr
Pond Node Data = PIPE STORAGE
Pond Volume Data = PIPE STORAGE
Pond Outlet Data = Outlet P.S.
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 400.00 ft
Starting Volume = .000 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0100 hrs
Elevation Outflow Storage Infilt. Q Total 2S/t + 0
ft
---- cfs ac-ft cfs cfs cfs
---------
402.00 -----------
.57 ---------
.066 ---------- -------------
.00 -----------
.57 -----------
160.42
402.10 .58 .071 .00 .58 171.46
402.20 .60 .075 .00 .60 182.62
402.30 .61 .080 .00 .61 193.89
402.40 .63 .085 .00 .63 205.25
402.50 .64 .089 .00 .64 216.69
402.60 .66 .094 .00 .66 228.20
402.70 .67 .099 .00 .67 239.76
402.80 .68 .104 .00 .68 251.35
402.90 .69 .108 .00 .69 262.98
403.00 .71 .113 .00 .71 274.62
403.10 .72 .118 .00 .72 286.25
403.20 .73 .123 .00 .73 297.87
403.30 .74 .128 .00 .74 309.47
403.40 .76 .132 .00 .76 321.02
403.50 .77 .137 .00 .77 332.53
403.60 .78 .142 .00 .78 343.97
403.70 .79 .147 .00 .79 355.33
403.80 .80 .151 .00 .80 366.59
403.90 .81 .156 .00 .81 377.75
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Pond E-V-Q Table Page 7.07
Name.... PIPE STORAGE
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL-PROPOSED STORMWATER MODEL.PPW
LEVEL POOL ROUTING DATA
HYG Dir = K:\04\04-140\04145\H&H\
Inflow HYG file = NONE STORED - PIPE STORAGE IN 1-yr
Outflow HYG file = NONE STORED - PIPE STORAGE OUT 1-yr
Pond Node Data = PIPE STORAGE
Pond Volume Data = PIPE STORAGE
Pond Outlet Data = Outlet P.S.
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 400.00 ft
Starting Volume = .000 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0100 hrs
Elevation Outflow Storage Infilt. Q Total
ft . cfs ac-ft
---- cfs
------------ cfs
--------------
------------
404.00 -------------
.82 --------
.160 ------ .00 .82
404.10 .83 .165 .00 .83
404.20 .84 .169 .00 .84
404.30 .85 .174 .00 .85
404.40 1.34 .178 .00 1.34
404.50 2.21 .182 .00 2.21
404.60 3.32 .186 .00 3.32
404.70 4.63 .190 .00 4.63
404.80 6.10 .194 .00 6.10
404.90 7.72 .198 .00 7.72
405.00 9.46 .202 .00 9.46
405.10 11.32 .205 .00 11.32
405.20 13.29 .208 .00 13.29
405.30 15.35 .212 .00 15.35
405.40 17.50 .215 .00 17.50
405.50 19.74 .217 .00 19.74
405.60 22.06 .220 .00 22.06
405.70 24.44 .222 .00 24.44
405.80 26.90 .224 .00 26.90
405.90 29.42 .226 .00 29.42
406.00 32.00 .227 .00 32.00
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM
2S/t + 0
cfs
388.79
399.69
410.44
421.01
431.88
442.92
453.99
465.01
475.92
486.68
497.26
507.61
517.68
527.43
536.81
545.75
554.19
562.02
569.11
575.42
581.78
Date: 6/24/2004
Project Name: Umstead Hotel @ SAS Campus ro'ect # 204145
City/State: Cary, NC Date: 24-j un-04
PROPOSED BIORETENTION AREA
Drainage Area
sq. ft.
acres Impervious Surfaces
sq. ft. acres Open Space Area
sq. ft. acres
2856 0.066 2139 0.049 717 0.016
4152 0.095 3716 0.085 436 0.010
2457 0.056 1701 0.039 756 0.017
4029 0.092 2750 0.063 1279 0.029
8490 0.195 7731 0.177 759 0.017
18074 0.415 12393 0.285 5681 0.130
2319 0.053 1193 0.027 1126 0.026
3488 0.080 1033 0.024 2455 0.056
1737 0.040 749 0.017 988 0.023
2767 0.064 1027 0.024 1740 0.040
6174 0.142 2273 0.052 3901 0.090
9248 0.212 3361 0.077 5887 0.135
6930 0.159 3093 0.071 3837 0.088
72721 1.669 43159 0.991 29562 0.679
BIORETENTION AREA SIZING COMPUTATION
Area "C"
Land Use (sq. ft.) Factor C x Area
Impervious Surfaces 43159 0.95 41001
Open Space 29562 0.22 6504
72721 47505
Bioretention Surface Area = 5% Sum of C x Area
Required Surface Area = 2375 sq. ft
Surface Area Provided = 2522 sq. ft
APPENDIX B
NITROGEN CALCULATIONS
Umstead Hotel at SAS Campus W&R Project 204145
Stormwater Management Plan June 24, 2004
Nitrogen Control Plan
Commercial/Industrial/Residential Sites with Known Impervious Area
Project Title: UMSTEAD HOTEL @ SAS CAMPUS
Part 1. Riparian Buffers
Area includes riparian buffers? [ ] No [ X ] Yes [ ] Exempt
If yes, [ ] 50 foot [ X ] 100 foot
River Basin? [ X ] Neuse [ ] Cape Fear
Basis for Exemption
Show buffers on site plan.
Part II. Nitrogen Calculations (Method 2, Appendix C):
a. Site Information
Total area of property inc. R/W 29.45 ac
Denuded Area ac
Impervious Area incl. R/W 10.74 ac
Managed Open Space 13.26 ac
Protected Open Space 5.45 ac
b. Pre-development loading
Type of Land Cover
Permanently protected undisturbed open
space (forest, unmown meadow)
Permanently protected managed open space
(grass, landscaping, etc.)
Impervious Area
Nitrogen Loading Rate (Ibs/ac/yr) _
c. Post-development loading:
Type of Land Cover
Permanently protected undisturbed open
space (forest, unmown meadow)
Permanently protected managed open space
(grass, landscaping, etc.)
Impervious Area
Area TN export coeff
(arrpcl 1Ihc1ar1vr1
TOTAL
TN Export
from use
(IhQ1vr1
7.66 0.60 4.60
12.37 1.20 14.84
9.42 21.20 199.70
29.45 `: -- Z7 * n= 7'5.7µ1 219.14
7.44 Ibs/ac/yr
Area
(acres)
TOTAL
TN Export
TN export coeff from use
(Ibs/ac/vrl (Ibs/vr)
5.45 0.60 3.27
13.26 1.20 15.91
10.74 21.20 227.69
29.45 246.87
Nitrogen Loading Rate (Ibs/ac/yr) = 8.38 Ibs/ac/yr t&"N?R*Proposed BMP(s) Bioretention Area & Pipe Storage
Nitrogen Load after BMPs = 8.16 Ibs/ac/yr as°? o•°® E$s( "e o °•
Nitrogen Load offset by Payments = 4.56 Ibs/ac/yr
Net change in on-site N Load = 0.94 Ibs/ac/yr SE AL
19+572 e
Part III. Control of Peak Stormwater Flow (for 1 year, design storm) $ F. ?•: ??
?' ? '•°x'61 N?-?:•• •?? c
Calculated Pre-development Peak Flow 2.63 cfs
Flow Control Method Pipe Storage; Bioretention Area; Existing Pond
Calculated Post-development Peak Flow 2.79 cfs
I, the undersigned, certify to the best of my knowledge that the above information is correct (affix seal).
Supply notes & details showing control of Nitrogen and peak stormwater runoff.

UMSTEAD HOTEL - NITROGEN CALCULATIONS
PRE-DEVELOPMENT CONDITIONS
Town of Carv - Method 2 for QuantifvinQ TN Export from Developments when Footprints of all Impervious Areas are Shown

Type of Land Cover
Site Area
(ac)
TN Export Coeff.
(Ibs/ac/yr) TN Export by
Land Use
(Ibs/yr) TN Expo;T
From Site
(Ibs/ac/yr)
Permanently preserved undisturbed open space /wooded 7.66 0.6 4.60
Managed Open Space 12.37 1.2 14.84
Impervious surfaces 9.42 21.2 199.70
Total 29.45 219.14
Average for Site 7.44
Weighted Average Nitrogen Export from Site = 7.44 Ibs/ac/yr

UMSTEAD HOTEL - NITROGEN CALCULATIONS
POST DEVELOPMENT CONDITIONS
Town of Carv - Method 2 for Quantifving TN Export from Developments when Footprints of all Impervious Areas are Shown

Type of Land Cover
Site Area
(ac)
TN Export Coeff.
(Ibs/ac/yr) TN Export by
Land Use
(Ibs/yr) TN Expo;7
From Site
(Ibs/ac/yr)
Permanently preserved undisturbed open space /wooded 5.45 0.6 3.27
Managed Open Space to Bioretention Area 0.67 1.2 0.80
Managed Open Space 12.59 1.2 15.11
Impervious surfaces to Bioretention Area 1.00 21.2 21.20
Impervious surfaces 9.74 21.2 206.49
Total 29.45 246.87
Average for Site 8.38
Area Treated by Bioretention =
Total Nitrogen (TN) to Bioretention Area =
Nitrogen Export to Bioretention =
Nitrogen Export after Treatment (30%) =
1.67 acres
22.00 Ibs/yr
13.18 Ibs/adyr
9.22 Ibs/ac/yr
Remaining Area w/out Treatment -
Total Nitrogen (TN) for Remaining Area =
Nitrogen Export from Remaining Area =
Weighted Average Nitrogen Export from Site =
Estimated Buy Down to 3.6 Ibs/ac/yr =
27.78 acres
224.87 Ibs/yr
8.09 Ibs/ac/yr
8.16 Ibs/ac/yr
$44,302
Project No. Scale: Project Manager. Prepared by:
4341.W1 1" = 200' Sean Clark James Dasher
Soil& Environmental Consultants, FA
11010 Raven Ridge Rd.- Raleigh; NC 27614
[phone] . [phone]
Web Page: www.SandEC.com
December 10, 2003

x
ter,
-
Environmental Consultants, PA
Road - Raleigh, North Carolina 27614 - Phone: [phone] - Fax: [phone]
www.SandEC.com
July 13, 2004
DENR-DWQ
Wetland Group
Attn: Bob Zarzecki
2321 Crabtree Blvd., Suite 205
Raleigh, NC 27604
Dear Mr. Zarzecki:
WETLANDS/ 401 GROUP
JUL 13 2004
WATER QUALITY SECTION
The purpose of this correspondence is to request a minor variance from the Neuse
River Basin Maintenance of Riparian Areas rules on behalf of SAS Institute Inc.
On 5/27/04 I met on-site and in the office with you and Steve Mitchell of DWQ to
evaluate the area and have discussed the project a number of times since then. Our client
has agreed to implement all the suggestions we mutually developed regarding
redevelopment of the site. All buffer impacts that DWQ objected to have been removed
from the proposed development plan.
The project is located due south of the intersection of I-40 and Harrison Avenue
in Wake County, just north of Cary, NC (see Figure 1). The site is currently developed
and contains numerous buildings and impervious parking areas. Figure 3 is an aerial
photo of the subject property and shows existing conditions. As you will remember there
is very little forest vegetation adjacent to the feature. It is mostly grass lawn with a few
trees. Even though half of the buffer impacts (392f 2 out of 822$2) will be returned to
grass areas the client proposed to mitigate via payment to the NCEEP at the required
1:1.5 ratio for all Zone 2 impacts (temporary and permanent).
Figures 4 and 5 show the proposed redevelopment plan for the site. A
preliminary Stormwater management plan for the site by Withers and Ravenel dated
6/24/04 is attached.
The following list demonstrates the justification for permitting:
Practical difficulties, hardships and uniqueness-
1. Much of the site contains existing impervious surface that currently
requires no treatment of its Stormwater.
Charlotte Office: Greensboro Office: Hickory Office:
236 LePhillip Court, Suite C 3817-E Lawndale Drive 622 Coon Mountain Lane
Concord, NC 28025 Greensboro, NC 27455 Taylorsville, NC 28681
Phone: [phone] Phone: [phone] Phone ; [phone]
Fax: [phone] Fax: [phone] Fax: [phone]
2. Even the grassed areas adjacent to the buffered stream and pond is
somewhat compacted and allows little infiltration (behaves like
impervious).
3. See Part 2 Item 2 and 4 of the minor variance form (attached) for
additional practical difficulties and hardships.
Water Quality will be better protected if the permit is issued because:
1. DWQ typically requires treatment of Stormwater only for new impervious
surface on a site. The proposed plan will treat all new impervious
surfaces. Currently no stormwater from the existing site is treated.
2. The existing buffered features on-site have very little to no woody buffer
adjacent to them.
3. Even after doing all of the above the client will still have to pay into the
EEP to offset 822ft2 of impacts to pay for 1233ft2 of buffer restoration.
Please call if you have questions or need further information in order to support
this request.
Sincerely,
Kevin Martin,
President
Attachments:
Minor Variance Form
USGS Vicinity Map
Wake County Soil Survey
DWQ Buffer Determination Letter
MapVue Vicinity Map
Existing Conditions Airphoto
Redevelopment Plan (Overall and Impact Area)
OFFICE USE ONLY: Date Received Request #
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
Variance Request Form - for Minor Variances
Protection and Maintenance of Riparian Areas Rules
NOTE. This form may be photocopied for use as an original.
Please identify which Riparian Area (Buffer) Protection Rule applies.
? Neuse River Basin: Nutrient Sensitive Waters Management Strategy
Protection and Maintenance of Riparian Areas Rule (15A NCAC 02B
.0233)
? Tar-Pamlico River Basin: Nutrient Sensitive Waters Management
Strategy Protection and Maintenance of Riparian Areas Rule (15A
NCAC 0213.0259)
? Catawba River Basin: Protection and Maintenance of Existing
Riparian Buffers (15A NCAC 02B .0243)
Part 1: General Information
(Please include attachments if the room provided is insufficient.)
Applicant's name (the corporation, individual, etc. who owns the property):
SAS Institute, Inc
2. Print Owner/Signing Official (person legally responsible for the property and its compliance)
Name: Greyson Quarles
Title: -Chief Administration Officer
Street address: -SAS Campus Drive
City, State, Zip: _Cary, NC 27513
Telephone: [phone]
Fax: _ [phone]
3. Contact person who can answer questions about the proposed project:
Name: Kevin Martin S&EC PA
Telephone: [phone]
Fax: [phone]
Email: kmartin(a)sandec.com
Version 2: November 2002
4. Project Name (Subdivision, facility, or establishment name - consistent with project name on
plans, specifications, letters, operation and maintenance agreements, etc.):
The Umstead
5. Project Location:
Street address: SAS Campus Drive
City, State, Zip: Cary, NC 27513
County: Wake
Latitude/longitude:
6. Directions to site from nearest major intersection (Also, attach an 8 %2 x 11 copy of the USGS
topographic map indicating the location of the site):
Immediately south of the intersection of Interstate 40 and Harrison Avenue in Cary, NC
(see attached USGS).
7. Stream to be impacted by the proposed activity:
Stream name (for unnamed streams label as "UT to the nearest named stream):
UT to Reedy Creek
Stream classification [as identified within the Schedule of Classifications 15A NCAC 2B.0315
(Neuse) or.0316 (Tar-Pamlico)]: C. NSW
8. Which of the following permits/approvals will be required or have been received already for
this project?
Required: Received: Date received: Permit Type:
CAMA Major
CAMA Minor
401 Certification/404 Permit
On-site Wastewater Permit
NPDES Permit (including stormwater)
Non-discharge Permit
Water Supply Watershed Variance
X Others (specify) Erosion & Sedimentation
Control
Part 2: Proposed Activity
(Please include attachments if the room provided is insufficient.)
1. Description of proposed activity [Also, please attach a map of sufficient detail (such as a plat
map or site plan) to accurately delineate the boundaries of the land to be utilized in carrying
out the activity, the location and dimension of any disturbance in the riparian buffers
associated with the activity, and the extent of riparian buffers on the land. Include the area of
buffer impact in ft2.]: 822 soft. (Zone 2)
Construction of pervious and impervious activi? Imms and terraces associated with a 150 room, luxury
hotel. (430ft2 impervious retaining wall, 392ft pervious lawn)
Variance Request Form, page 2
Version 2: November 2000
2. State reasons why this plan for the proposed activity cannot be practically accomplished,
reduced or reconfigured to better minimize or eliminate disturbance to the riparian buffers:
The new building and associated parking have been located to save as much of the natural
vegetation, including mature 8" to 14" caliper trees, as possible by taking advantage of the
pads left after demolishing the old buildings and by slightly encroaching on zone 2. In
addition, a variance will be requested from the Town of Cary in order to reduce the required
parking by 20% The site plan was modified substantially based on comments by DWQ
staff to eliminate Zone 1 Impacts and reduce Zone 2 Impacts.
3. Description of any best management practices to be used to control impacts associated with
the proposed activity (i.e., control of runoff from impervious surfaces to provide diffuse flow,
re-planting vegetation or enhancement of existing vegetation, etc.):
The existing development currently has no stormwater treatment designed for it. All new
impervious area will be treated to DWQ design criteria as per the attached plans by
Withers and Ravenel.
4. Please provide an explanation of the following:
(1) The practical difficulties or hardships that would result from the strict application of this Rule.
Numerous large trees would have to be removed and the parking would have to be
reduced below what the Town would allow. Furthermore, moving the building away
from the pond and up the hill would require higher retaining walls on the pond side
of the building.
(2) How these difficulties or hardships result from conditions that are unique to the property
involved.
The constraints (shape, contours, trees) of the property make it impossible to place the
building in other location.
(3) If economic hardship is the major consideration, then include a specific explanation of the
economic hardships and the proportion of the hardship to the entire value of the project.
The mature trees, which are the primary amenity on this site, could not be replaced at any
cost. The loss of parking spaces would create an operational problem for the life of the
hotel of undeterminable cost. The additional retaining walls would be undesirable
aesthetically and would add substantial cost to the proiect.
Part 3: Deed Restrictions
By your signature in Part 5 of this application, you certify that all structural stormwater best
management practices required by this variance shall be located in recorded stormwater
easements, that the easements will run with the land, that the easements cannot be changed or
deleted without concurrence from the State, and that the easements will be recorded prior to the
sale of any lot.
Part 4: Agent Authorization
If you wish to designate submittal authority to another individual or firm so that they may provide
information on your behalf, please complete this section:
Variance Request Form, page 3
Version 2: November 2000
Designated agent (individual or firm): Soil & Environmental Consultants. PA (S&EC)
Mailing address: 11010 Raven Ridge Road
City, State, Zip: Raleigh, NC 27614
Telephone: [phone]
Fax: [phone]
Email: kmartin(a-)-sandec.com
Part 5: Applicant's Certification
I, t- \,k-O- C (print or type name of person
listed in Part I, Item ), certify that the information included on this permit application form is
correct, that the project will be constructed in conformance with the approved plans and that the
deed restrictions in accorda ith Part 5 of this form will be recorded with all required permit
conditions. ??f7 A
Signature: /
Date: 5-1 O
Title: tce (-

Variance Request Form, page 4
Version 2: November 2000
1�

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35

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Soil & Environmental Consultants
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Project Mgr.:
Sc
SAS 11010 Raven Ridge Rd.- Raleigh, NC 27614
[phone] - [phone]
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Scale:
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04119/04 Cary Quadrangle
Dated 1993
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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
May 11, 2004
Kevin Martin
S & E C, Inc.
110 10 Raven Ridge Road
Raleigh, N.C. 27614
Subject: Neuse River Basin Riparian Buffer Rules
NBR 04-152
S&EC Project No. 4341 WI
SAS Umstead Hotel
Wake County
Dear Mr. Martin:
I have reviewed the information submitted for the project referenced by the Raleigh Regional Office as NBR 04-
152. An evaluation of the stream features on the property represented on Wake County Soils and the USGS Cary
Quad topographic map was performed.
The main surface water feature (C) that is tributary to the pond was previously determined to be subject to buffer
protection under the Neuse River Basin: Nutrient Sensitive Waters Management Strategy; Protection and
Maintenance of Existing Riparian Areas, Administrative Code 15A:20B.0233. Feature B is no longer present on
campus as a feature and the other tributary (A) to the pond (near the 140 ramp) is not present on the ground and
therefore not buffered. This onsite determination shall expire five (5) years from the date of this letter.
Landowners or affected parties that dispute a determination that a water body exists and that it is subject to the
buffer rule may request a determination by the Director. Such a request shall be referred to the Director in writing
c/o John Domey, DWQ Wetlands/401 Unit, 2321 Crabtree Blvd., Raleigh, N.C. 27604. Individuals that dispute a
determination that "exempts" a surface water from the rule may ask for an adjudicatory hearing. Action must be
taken within 60 days of the date of receipt of this letter. Applicants are hereby notified that the 60-day statutory
appeal time does not start until the affected party (including downstream and adjacent landowners) is notified of the
decision. DWQ recommends that the applicant conduct this notification in order to be certain that third party
appeals are made in a timely manner.
To ask for a hearing, send a written petition that conforms to Chapter 150B of the North Carolina General Statutes to
the Office of Administrative Hearings, Post Office Box 27447, Raleigh, N.C. 27611-7447. The determination is
final and binding unless a request is presented within the 60 days.
This letter addresses only those issues involving the riparian area. For information relative to other impacts,
401/404, or wetland issues, please contact Mr. John Domey at 919-733-1786. Thank you for your attention to this
matter and if this Office can be of any other assistance or if you have additional questions, please do not hesitate to
contact me at 919-571-4700.
Sincerely,
Steve Mitchell
Environmental Scientist
cc; RRO/John Domey
Cary
H:\buflet.for\buf04\umstdhot1.152 M.
NCDET
Raleigh Regional Office 1628 Mail Service Center phone [phone] Customer Service
Water Quality Section Raleigh, NC 27699-1628 facsimile [phone] 1-800-623-7748
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06/7/04 THE UMSTEAD HOTEL
WITHERS & RAVENEL
ENGINEERS i PLANNERS I SURVEYORS 1"=150 NRB IMPACT FIGURE
Stinnad(? DrWeCary, North Carouoa27stt lei: 919-469-3340 f=919467-6008 w ..'derwave-ei.oom ATB CARY, NORTH CAROLINA
A,
00 20'
,o
_ 1 -
J
t J1.
i
/
EXISTING POND
j N'RB IM CT
20 0 20 40
/ •/i?" SCALE. 1" - 20'
- NRB IMPACTS SUMMARY
RETAINING WALL - 430 S.F.
LAWN AREA - 392 S.F.
.. TOTAL = 822 S.F.
WITHERS RAVENEL 11/1/14 THE UMSTEAD HOTEL
ENGINEERS 1 PLANNERS I SURVEYORS 1"=20' NRB IMPACT FIGURE
171 MacKenan Drive Cary. Nonheamline27511 te1:919.469.3340 far. 919-467-600a ?.Wia1sr?ne1xom ATB CARY, NORTH CAROLINA

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WITHERS & RAVENEL
ENGINEERS I PLANNERS I SURVEYORS
111 MacKenan Drive
CARY, NORTH CAROLINA, 27511
[phone]
FAX [phone]
TO: Soil & Environmental Consultants JUN 2 4
110 10 Raven Ridge Rd.
Raleigh, NC
WE ARE SENDING YOU
? Shop Drawings
? Copy of Letter

DATE 06/24/04 JOB NO. 204145.0
ATTENTION Kevin Martin
PHONE#
RE. Umstead Hotel at SAS Campus
200
GROUP
WATEk QUAUTY SEC
® Attached via Courier the following items: i70N
? Prints ® Plans ? Samples ® Specifications
? Change order ? Diskette ?
COPIES DATE NO. DESCRIPTION
2 Stormwater Management Plan
2 Construction Drawines
THESE ARE TRANSMITTED as checked below:
? For approval ? Approved as submitted ? Resubmit copies for approval
® For your use ? Approved as noted ? Submit copies for distribution
? As requested ? Returned for corrections ? Return corrected prints
? For review and comment ?
? FOR BIDS DUE 20 ? PRINTS RETURNED AFTER LOAN TO US
REMARKS:
To be used for DWQ variance. Please call with any questions.
COPY TO: SIGNED: Billy Lee, PE
if enclosures are not as noted, kindlynotify us at once.
WITHERS & RAVENEL,
U M ST EA D HOTEL AT SAS CAMPUS
STORMWATER MANAGEMENT PLAN
Cary, North Carolina
Prepared For: WETLANDS/ 401 GROUP
SAS INSTITUTE, INC.
SAS Campus Drive JULY 3 2004
Cary, NC 27513 WATER QUALITY SECTION
Prepared By:
WITHERS & RAVENEL, INC
111 MacKenan Drive
Cary, North Carolina 27511
June 2004 '
W&R Project No. 204145
SEAL •
• •
•
i ? wi vj as E? •
o
a
William E. Lee Jr., P.E.
TABLE OF CONTENTS
SECTION
Stormwater Management Plan
Exhibit A - Site Conditions
Proposed Bio-Retention Area
Exhibit B - Proposed Site Conditions
Exhibit C - Proposed Drainage Area Delineation Map
Appendix A - PondPack Output Pre- and Post-Development Conditions
Appendix B - Nitrogen Control Plan
n
L J
UMSTEAD HOTEL AT SAS CAMPUS
STORMWATER MANAGEMENT PLAN
CARY, NORTH CAROLINA
INTRODUCTION
The proposed Umstead Hotel site is located on the SAS Campus off Harrison Avenue in Cary,
North Carolina. The project proposes to remove two existing buildings and other infrastructure in
• order to construct a five-star hotel facility in its place.
The purpose of this study is to document pre- and post-development peak stormwater discharges for
the 1-year design storm event. The goal is to provide detention structures adequate to maintain a
• discharge less than or equal to the pre-development peak discharges after the site has been
developed. This report also demonstrates the site's compliance with the Town of Cary nitrogen
reduction requirements. Finally, this report documents the site's compliance with NC DWQ
requirements to treat the stormwater runoff from the net impervious surface area increased by this
• project for 85% Total Suspended Solids (TSS) removal.
METHODOLOGY
This stormwater study was conducted using the natural drainage features as depicted by the Wake
County aerial topographic information (2-ft contours), field survey, 2-ft contours generated from
• LIDAR topographic data and proposed development within the project area. The project proposes
to utilize the existing pond for peak attenuation purposes. In addition, one bioretention area is
proposed to meet NC DWQ requirements for 85% TSS removal for 0.97 acres of additional
• impervious area for the hotel site. The bioretention area will also provide some peak attenuation
for the site. A pipe storage area is also proposed on the site to provide peak attenuation and diffuse
flow through the Neuse riparian buffer from the majority of the stormwater runoff from the site not
routed through the bioretention area. Level spreaders will be used at each new pipe outlet in order
to meet the diffuse flow requirements for stormwater before it enters the riparian buffers. Some
stormwater runoff will enter a collection system on the eastern side of the site and tie to an existing
storm drain routed to the pond. The remainder of the stormwater runoff will sheet flow off the site
to the buffer.
The scope of work included the following analyses:
Hydrology
¦ Simulation of 1-year, 10-year and 100-year rainfall events for the Cary area
• ¦ Formulation of 1-year, 10-year and 100-year flood hydrographs for pre- and post-
development conditions
• Hydraulic
¦ Routing the 1-year, 10-year and 100-year flood hydrographs for post development
runoff through the existing pond

The results of the hydrology analyses are used in the hydraulic analyses. The hydraulic design
requires the development of stage-storage and stage-discharge functions for the existing pond. The
rainfall/runoff hydrographs, stage-storage and stage-discharge functions have been combined to
create a routing computer simulation model using Haestad Methods PondPack v9.0 software. This
Pond Pack model was then used to assess the impact of the peak discharges for the design rainfall
events. The PondPack computer model analyses results are provided as Appendices to this report.
Umstead Hotel at SAS Campus
Stormwater Management Plan
W&R Project 204145
June 24, 2004
r1
LJ
UMSTEAD HOTEL AT SAS CAMPUS
STORMWATER MANAGEMENT PLAN
CARY, NORTH CAROLINA
HYDROLOGY
The SCS Method was used to develop runoff hydrographs for the Type II, 24-hour duration, 1-year,
10-year and 100-year storm events for the Cary, North Carolina area. This method requires three
• basic parameters: a curve number (CN), a time of concentration (tc), and drainage area. Curve
numbers were based on soil types and land use. Soil types were delineated from the Soil Survey of
Wake County, North Carolina (November 1970). Land use for existing and proposed conditions
was based on field observation, aerial photography, and proposed site development. Times of
• concentrations were calculated using the methods described in the SCS publication "Urban
Hydrology for Small Watersheds, TR-55" and were based on field observation and the Wake
County topographic map. Drainage areas were delineated based on field-surveyed topography, as
well as 2-foot contours generated from LIDAR topographic data. A summary of data used to
• formulate hydrographs and peak discharges is presented in the PondPack output reports in
Appendix A.
• HYDRAULICS
• Computer simulated reservoir routing of the 1-year, 10-year and 100-year design storms utilized
• stage-storage and stage-discharge functions. Stage-storage functions were derived from the field
surveyed topography for the existing pond. A non-linear regression relation for surface area versus
elevation was derived for the existing pond. This relation estimates the incremental volume of the
• basin to the stage or elevation of the basin. Stage-discharge functions were developed for the
existing outlet structure of the pond, which consists of three 12" diameter CMP culverts,
approximately 156 feet in length. The upstream inverts of the three culverts are approximately
• 390', with pipe slopes of approximately 2.2%.
40 CONCLUSIONS
As the supporting documentation demonstrates, the post development peak discharge rate from the
outlet of the existing pond is 2.79 cfs for the 1-year 24-hour design storm. This is an increase of
• 0.16 cfs, or approximately 6.1 %, compared to the pre-development 1-year peak discharge of 2.63
• cfs. The current plan is to modify the existing pond outlet structure to provide more peak
attenuation, as well as provide some storage above the normal pool of the existing pond. These
modifications will be included in the stormwater modeling at a later date and will address the
• increase of 0.16 cfs for post development conditions.
The proposed Umstead Hotel site has an average Total Nitrogen Export from the site of 8.16
Ibs/ac/year, taking credit for 30% reduction in TN for the drainage area to the bioretention area.. In
• accordance with the Town of Cary regulations, this project proposes to buy down the remainder of
the nitrogen export to 3.6 Ibs/ac/year. This equates to a buy-down amount of approximately
$44,302 for the 29.45-acre project area.

In order to comply with the NC Division of Water Quality's requirements for a Neuse Riparian
Buffer variance, the site must treat the runoff from the net impervious surface area added to the site
with the proposed project. The net impervious surface area increase from pre-development to post
development conditions is 0.97 acre. Therefore, the proposed bioretention treats the runoff from
0.99 acres of impervious surfaces, as well as 0.68 acre of open space. The proposed bioretention
area is sized and designed to meet the NC DWQ requirement for 85% TSS removal.
Umstead Hotel at SAS Campus W&R Project 204145
Stormwater Management Plan 2 June 24, 2004
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APPENDIX A
PONDPACK OUTPUT
Umstead Hotel at SAS Campus W&R Project 204145
Stormwater Management Plan June 24, 2004
UMSTEAD HOTEL STORM MTER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Job File: K:\04\04-140\04145\H&H\UMSTEAD HOTEL-PROPOSED STORMWATER MODEL.PPW
Rain Dir: K:\04\04-140\04145\H&H\
JOB TITLE
Project Date: 6/24/2004
Project Engineer: Withers & Ravenel
Project Title: Umstead Hotel Stormwater Management Plan
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004

UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS

Table of Contents i

Table of Contents .

********************** MASTER SUMMARY **********************

Watershed....... Master Network Summary ............. 1.01

****************** DESIGN STORMS SUMMARY *******************

Wake County..... 1-yr
Design Storms ...................... 2.01 •

********************* TC CALCULATIONS ********************
•
AREA OFFSITE.... Tc Calcs ........................... 3.01

AREA ONSITE..... Tc Calcs ........................... 3.04 •
AREA TO BIO..... Tc Calcs ........................... 3.06 •
AREA TO L.D..... Tc Calcs ........................... 3.07
•
AREA TO P.S..... Tc Calcs ........................... 3.08
•
OFF-SITE AREA... Tc Calcs ........................... 3.09 •
ON-SITE AREA.... Tc Calcs ........................... 3.12 •

********************** CN CALCULATIONS *************** ****** •

AREA OFFSITE.... Runoff CN-Area ..................... 4.01 •
AREA ONSITE..... Runoff CN-Area ..................... 4.02 •

AREA TO BIO..... Runoff CN-Area ..................... 4.03

•
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004 t

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UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Table of Contents
ii
Table of Contents (continued)
AREA TO L.D..... Runoff CN-Area ..................... 4.04
AREA TO P.S..... Runoff CN-Area ..................... 4.05
OFF-SITE AREA... Runoff CN-Area ..................... 4.06
ON-SITE AREA.... Runoff CN-Area ..................... 4.07
*********************** POND VOLUMES ***********************
BIORETENTION.... Vol: Elev-Area ..................... 5.01
EXIST POND...... Vol: Elev-Area ..................... 5.02
EXIST POND2..... Vol: Elev-Area ..................... 5.03
PIPE STORAGE.... Vol: Pipe .......................... 5.04
******************** OUTLET STRUCTURES *********************
Outlet 1........
Outlet Bio......
Outlet P.S......
Outlet Input Data .................. 6.01
Composite Rating Curve ............. 6.04
Outlet Input Data .................. 6.05
Composite Rating Curve ............. 6.07
Outlet Input Data .................. 6.08
Composite Rating Curve ............. 6.10
*********************** POND ROUTING ***********************
BIORETENTION.... Pond Infiltration Calcs ............ 7.01
Pond E-V-Q Table ................... 7.02
EXIST POND...... Pond E-V-Q Table ................... 7.03
SIN: 22160372E1C5
PondPack Ver. 9.0046
Withers & Ravenel
Time: 1:42 PM
Date: 6/24/2004
UMSTEAD HOTEL STORMNATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Table of Contents
Table of Contents (continued)
EXIST POND2..... Pond E-V-Q Table ................... 7.05
PIPE STORAGE.... Pond E-V-Q Table ................... 7.07
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
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PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Wake County
Total
Depth Rainfall
Return Event in Type RNF ID
----------------
------------
1-yr ------
3.0000 ----------------
Synthetic Curve TypeII 24hr
10-yr 5.3800 Synthetic Curve TypeII 24hr
100-yr 8.1000 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
-------- -------- ------------
------
AREA ---------
OFFSITE -- ----
AREA ------
1 ---------- --
2.106 12.1500 21.60
AREA OFFSITE AREA 10 7.460 12.1000 92.53
AREA OFFSITE AREA 100 15.135 12.1000 191.93
AREA ONSITE AREA 1 2.628 11.9400 47.22
AREA ONSITE AREA 10 7.225 11.9300 133.06
AREA ONSITE AREA 100 13.169 11.9300 239.58
AREA TO BIO AREA 1 .201 12.0000 3.31
AREA TO BIO AREA 10 .490 11.9800 7.95
AREA TO BIO AREA 100 .845 11.9800 13.40
AREA TO L.D. AREA 1 .185 11.9200 3.45
AREA TO L.D. AREA 10 .396 11.9200 7.11
AREA TO L.D. AREA 100 .644 11.9200 11.24
AREA TO P.S. AREA 1 .439 11.9300 8.09
AREA TO P.S. AREA 10 1.206 11.9200 22.72
AREA TO P.S. AREA 100 2.199 11.9200 40.92
SIN: 22160372E1C5
PondPack Ver. 9.0046
Withers & Ravenel
Time: 1:42 PM
Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Master Network Summary Page 1.02
Name.... Watershed
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.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 Storage
Node ID Type Event ac-ft Trun
--- -- hrs
--------- cfs
-------- ft
-------- ac-ft
------------
-------------
BIORETENTION ---
IN ----
POND ------
1 -------
.201 12.0000 3.31
BIORETENTION IN POND 10 .490 11.9800 7.95
BIORETENTION IN POND 100 .845 11.9800 13.40
BIORETENTION OUT POND 1 .133 12.0300 3.15 407.66 .042
BIORETENTION OUT POND 10 .415 12.0100 7.78 407.79 .051
BIORETENTION OUT POND 100 .764 12.0000 13.20 407.91 .060
EXIST POND IN POND 1 4.734 12.0100 58.16
EXIST POND IN POND 10 14.685 12.0100 191.48
EXIST POND IN POND 100 28.305 12.0100 367.16
EXIST POND OUT POND 1 3.084 16.1400 2.63 390.64 2.779
EXIST POND OUT POND 10 10.858 14.6000 9.08 391.90 8.703
EXIST POND OUT POND 100 10.125 12.0300 9.14 392.00 9.178
EXIST P0ND2 IN POND 1 4.908 12.0100 45.41
EXIST P0ND2 IN POND 10 14.980 12.0200 166.95
EXIST P0ND2 IN POND 100 28.655 12.0100 309.08
EXIST P0ND2 OUT POND 1 2.706 16.9100 2.79 390.66 2.873
EXIST P0ND2 OUT POND 10 10.401 14.7300 9.09 391.92 8.799
EXIST POND2 OUT POND 100 10.426 12.0800 9.14 392.00 9.178
FES 30 JCT 1 .572 12.0400 3.93
FES 30 JCT 10 1.621 11.9500 29.12
FES 30 JCT 100 2.941 12.0000 45.21
OFF-SITE AREA AREA 1 2.106 12.1900 17.32
OFF-SITE AREA AREA 10 7.460 12.1900 76.20
OFF-SITE AREA AREA 100 15.135 12.1900 158.81
ON-SITE AREA AREA 1 2.045 11.9300 37.90
ON-SITE AREA AREA 10 5.502 11.9200 103.56
ON-SITE AREA AREA 100 9.934 11.9200 184.29
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
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UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Master Network Summary Page 1.03
Name.... Watershed
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol
Node ID Type Event ac-ft Trun
-----
*OUT ---------
POST DEV --- ----
JCT ------
1 ----------
2.706
*OUT POST DEV JCT 10 10.401
*OUT POST DEV JCT 100 10.426
*OUT PRE DEV JCT 1 3.084
*OUT PRE DEV JCT 10 10.858
*OUT PRE DEV JCT 100 10.125
PIPE STORAGE IN POND 1 .439
PIPE STORAGE IN POND 10 1.206
PIPE STORAGE IN POND 100 2.199
PIPE STORAGE OUT POND 1 .439
PIPE STORAGE OUT POND 10 1.206
PIPE STORAGE OUT POND 100 2.177
SIN: 22160372E1C5
PondPack Ver. 9.0046
Qpeak
hrs
16.9100
14.7300
12.0800
16.1400
14.6000
12.0300
11.9300
11.9200
11.9200
12.4100
11.9400
11.8700
Withers & Ravenel
Time: 1:42 PM
Max
Qpeak Max WSEL Pond Storage
cfs ft ac-ft
-------- -------- ------------
2.79
9.09
9.14
2.63
9.08
9.14
8.09
22.72
40.92
.85 404.30
22.38 405.61
32.00 406.00
174
220
227
Date: 6/24/2004
UMSTEAD HOTEL STORMHATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Design Storms Page 2.01
Name.... Wake County Event: 1 yr
File.... K:\04\04-140\04145\H&H\
Storm... TypeII 24hr Tag: 1-yr
DESIGN STORMS SUMMARY
Design Storm File,ID = Wake County
Storm Tag Name = 1-yr
----------------------------------------------------------------------
Data Type, File, ID
Storm Frequency
Total Rainfall Depth
Duration Multiplier
Resulting Duration
Resulting Start Time
Synthetic Storm TypeII 24hr
1 yr
3.0000 in
1
24.0000 hrs
.0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 10-yr
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 = 100-yr
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 8.1000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
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UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Tc Calcs Page 3.01
Name.... AREA OFFSITE
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL-PROPOSED STORMWATER MODEL.PPW
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 114.00 ft
2yr, 24hr P 3.6000 in
Slope .017500 ft/ft
Avg.Velocity .12 ft/sec
Segment #1 Time: .2627 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 415.00 ft
Slope .035300 ft/ft
Unpaved
Avg.Velocity 3.03 ft/sec
Segment #2 Time: .0380 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Channel
Flow Area 12.0000 sq.ft
Wetted Perimeter 10.00 ft
Hydraulic Radius 1.20 ft
Slope .033700 ft/ft
Mannings n .0600
Hydraulic Length 415.00 ft
Avg.Velocity 5.15 ft/sec
Segment #3 Time: .0224 hrs
------------------------------------------------------------------------
S/N: 22160372E1C5
PondPack Ver. 9.0046
Withers & Ravenel
Time: 1:42 PM
Date: 6/24/2004

UMSTEAD HOTEL STORMNATER MANAGEMENT PLAN
PONDPACR OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Tc Calcs
Name.... AREA OFFSITE
Page 3.02
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
Segment #4: Tc: TR-55 Channel
Flow Area
Wetted Perimeter
Hydraulic Radius
Slope
Mannings n
Hydraulic Length
Avg.Velocity
16.0000 sq.ft
12.00 ft
1.33 ft
.039000 ft/ft
.0600
308.00 ft
5.94 ft/sec
Segment #4 Time: .0144 hrs
------------------------------------------------------------------------
------------------------
------------------------
Total Tc: .3375 hrs
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Tc Calcs
Name.... AREA OFFSITE
Page 3.03
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
==== SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %
==== SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
==== SCS Channel Flow
R = Aq / Wp
V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
Tc = (Lf / V) / (3600sec/hr)
Where: R
Aq
Wp
V
Sf
n
Tc
Lf
Hydraulic radius
Flow area, sq.ft.
Wetted perimeter, ft
Velocity, ft/sec
Slope, ft/ft
Mannings n
Time of concentration, hrs
Flow length, ft
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
0
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Tc Calcs Page 3.04 •
Name.... AREA ONSITE
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL-PROPOSED STORMWATER MODEL.PPW •
........................................................................
TIME OF CONCENTRATION CALCULATOR •
----------------------------
Segment #1: Tc: TR-55 Sheet
Mannings n .4000
Hydraulic Length 15.00 ft
2yr, 24hr P 3.6000 in
Slope .066700 ft/ft
Avg.Velocity .09 ft/sec
Segment #1 Time: .0457 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 765.00 ft
Slope .068000 ft/ft
Unpaved
Avg.Velocity 4.21 ft/sec
Segment #2 Time: .0505 hrs
Total Tc: .0962 hrs
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM
Date: 6/24/2004 .
•
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Tc Calcs
Name.... AREA ONSITE
Page 3.05
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
==== SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %
==== SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACR OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS

Type.... Tc Calcs Page 3.06
Name.... AREA TO BIO
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL-PROPOSED STORMWATER MODEL.PPW •
...................................................................:.....
TIME OF CONCENTRATION CALCULATOR •
Segment #1: Tc: User Defined
Segment #1 Time: .1667 hrs
------------------------------------
Total Tc: .1667 hrs
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM
Date: 6/24/2004 •
•
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•
•
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Tc Calcs Page 3.07
Name.... AREA TO L.D.
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
Total Tc: .0833 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
SIN: 22160372E1C5
PondPack Ver. 9.0046
Withers & Ravenel
Time: 1:42 PM
Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Tc Calcs
Name.... AREA TO P.S.
Page 3.08
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL-PROPOSED STORMWATER MODEL.PPW
TIME •OF•CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
---------------------------------------
-------------------------
-------------------------
Total Tc: .0833 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
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UMSTEAD HOTEL STORMNATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Tc Calcs Page 3.09
Name.... OFF-SITE AREA
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL-PROPOSED STORMWATER MODEL.PPW
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 114.00 ft
2yr, 24hr P 3.6000 in
Slope .017500 ft/ft
Avg.Velocity .12 ft/sec
Segment #1 Time: .2627 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 1928.00 ft
Slope .035300 ft/ft
Unpaved
Avg.Velocity 3.03 ft/sec
Segment #k2 Time: .1767 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Ch
Flow Area 12.0000
Wetted Perimeter 10.00
Hydraulic Radius 1.20
Slope .033700
Mannings n .0600
Hydraulic Length 415.00
snnel
sq.ft
ft
ft
ft/ft
ft
Avg.Velocity 5.15 ft/sec
Segment #3 Time: .0224 hrs
------------------------------------------------------------------------
S/N: 22160372E1C5
PondPack Ver. 9.0046
Withers & Ravenel
Time: 1:42 PM
Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Tc Calcs
Name.... OFF-SITE AREA
Page 3.10
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
Segment #4: Tc: TR-55 Channel
Flow Area
Wetted Perimeter
Hydraulic Radius
Slope
Mannings n
Hydraulic Length
Avg.Velocity
16.0000 sq.ft
12.00 ft
1.33 ft
.039000 ft/ft
.0600
308.00 ft
5.94 ft/sec
Segment #4 Time: .0144 hrs
------------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: .4761 hrs
-------------------------
-------------------------
S/N: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Tc Calcs
Name.... OFF-SITE AREA
Page 3.11
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %
___= SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
___= SCS Channel Flow
R = Aq / Wp
V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
Tc = (Lf / V) / (3600sec/hr)
Where: R = Hydraulic radius
Aq = Flow area, sq.ft.
Wp = Wetted perimeter, ft
V = Velocity, ft/sec
Sf = Slope, ft/ft ,
n = Mannings n
Tc = Time of concentration, hrs
Lf = Flow length, ft
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Tc Calcs
Name.... ON-SITE AREA
Page 3.12
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL-PROPOSED STORMWATER MODEL.PPW
TIME •OF•CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
-----------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: .0833 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
-------------------------
-------------------------
S/N: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Runoff CN-Area
Name.... AREA OFFSITE
Page 4.01
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C oUC
----- CN
------
--------------------------------
Off-site Impervious Area ----
98 ---------
9.950 ----- 98.00
Off-site Woods; B soils 55 19.450 55.00
Off-site Open space; B 61 13.800 61.00
COMPOSITE AREA & WEIGHTED CN --->
..................................
..................................
......
...... 43.200
..........
..........
............
............ 66.82 (67)
.............
.............
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMMTER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Runoff CN-Area
Name.... AREA ONSITE
Page 4.02
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
---- ------
--------------------------------
Onsite Impervious Area ----
98 ---------
9.460 ----- -
98.00
Onsite Woods; B soils 55 7.660 55.00
Onsite Open Space; B soils 61 8.110 61.00
Existing Pond 98 4.220 98.00
COMPOSITE AREA & WEIGHTED CN ---> 29.450 76.63 (77)
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
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UMSTEAD HOTEL STORM MTER MANAGEMENT PLAN
PONDPACR OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Runoff CN-Area
Name.... AREA TO BIO
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Soil/Surface Description
--------------------------------
Impervious Area
Open Space; B soils
Page 4.03
Impervious
Area Adjustment Adjusted
CN acres %C %UC CN
---- --------- ----- ----- ------
98 .991 98.00
61 .679 61.00
COMPOSITE AREA & WEIGHTED CN ---> 1.670 83.16 (83)
...........................................................................
...........................................................................
SIN: 22160372E1C5
PondPack Ver. 9.0046
Withers & Ravenel
Time: 1:42 PM
Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Runoff CN-Area
Name.... AREA TO L.D.
Page 4.04
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL-PROPOSED STORMWATER MODEL.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC
-- CN
------
--------------------------------
Impervious Area ----
98 ---------
.360 ----- --- 98.00
Open Space; B soils 61 .230 61.00
Roof Area 98 .530 98.00
COMPOSITE AREA & WEIGHTED CN ---> 1.120 90.40 (90)
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORM MTER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Runoff CN-Area
Name.... AREA TO P.S.
Page 4.05
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
------------------------------------ ---- ---------- ------------
Impervious ------------
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-
-
-------------------------------- -
Impervious Area ---
98 ---------
1.094 ----- ----- ----
98.00
Open space (Lawns,parks etc.) - Goo 61 2.784 61.00
Roof Area. 98 1.040 98.00
COMPOSITE AREA & WEIGHTED CN --->
....................................
....................................
....
.... 4.918
..........
..........
............
............ 77.05 (77)
.............
.............
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Runoff CN-Area
Name.... OFF-SITE AREA
Page 4.06
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL-PROPOSED STORMWATER MODEL.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C oUC
-
--- CN
------
--------------------------------
Off-site Impervious Area ----
98 ---------
9.950 -----
- 98.00
Off-site woods; B soils 55 19.450 55.00
Off-site open space; B 61 13.800 61.00
COMPOSITE AREA & WEIGHTED CN ---> 43.200 66.82 (67)
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
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UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Runoff CN-Area
Name.... ON-SITE AREA
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL-PROPOSED STORMWATER MODEL.PPW
RUNOFF CURVE NUMBER DATA
Page 4.07
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC
--- CN
------
--------------------------------
Impervious Area ----
98 ---------
6.720 ----- -- 98.00
Woods; B soils 55 5.450 55.00
Open Space; B soils 61 5.350 61.00
Pond Area 98 4.220 98.00
COMPOSITE AREA & WEIGHTED CN ---> 21.740 78.12 (78)
SIN: 22160372E1C5
PondPack Ver. 9.0046
Withers & Ravenel
Time: 1:42 PM
Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Vol: Elev-Area
Name.... BIORETENTION
Page 5.01
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft) (sq.in) (acres)
------ (acres)
----------------- (ac-ft)
--------- (ac-ft)
-------------
-----------
407.00 ---------------
----- .0580 .0000 .000 .000
408.00 ----- .0753 .1994 .066 .066
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 ELl and EL2
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMNATER MANAGEMENT PLAN
PONDPACR OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Vol: Elev-Area
Name.... EXIST POND
Page 5.02
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft)
------------ (sq.in) (acres)
--------------------- (acres)
----------------- (ac-ft)
--------- (ac-ft)
-------------
390.00 ----- 4.2200 .0000 .000 .000
391.00 ----- 4.5900 13.2111 4.404 4.404
392.00 ----- 4.9600 14.3214 4.774 9.178
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 ELl and EL2
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACR OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Vol: Elev-Area
Name.... EXIST POND2
Page 5.03
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL-PROPOSED STORMWATER MODEL.PPW
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft) (sq.in) (acres)
------- (acres)
---------------- (ac-ft)
---------- (ac-ft)
-------------
-----------
390.00 --------------
----- 4.2200 .0000 .000 .000
391.00 ----- 4.5900 13.2111 4.404 4.404
392.00 ----- 4.9600 14.3214 4.774 9.178
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 ELl and EL2
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Vol: Pipe
Name.... PIPE STORAGE
Page 5.04
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
COMPUTED VOLUMES FOR A PIPE
US Invert Elev.=
DS Invert Elev.=
Barrel Length =
Computed Slope =
Diameter =
# of Barrels =
400.00 ft
400.00 ft
75.00 ft
.000000 ft/ft
6.0000 ft
5.00
Slice Width =
Vertical Incr. _
Perpendicular Wetted
Elevation DS Depth DS Area Length
(ft)
---------- (ft)
---------- (sq.ft)
---------- (ft)
--------
400.00 .00 .0000 75.00
400.10 .10 .1028 75.00
400.20 .20 .2892 75.00
400.30 .30 .5285 75.00
400.40 .40 .8095 75.00
400.50 .50 1.1254 75.00
400.60 .60 1.4715 75.00
400.70 .70 1.8444 75.00
400.80 .80 2.2411 75.00
400.90 .90 2.6595 75.00
401.00 1.00 3.0975 75.00
401.10 1.10 3.5534 75.00
401.20 1.20 4.0257 75.00
401.30 1.30 4.5129 75.00
401.40 1.40 5.0140 75.00
401.50 1.50 5.5277 75.00
401.60 1.60 6.0529 75.00
401.70 1.70 6.5887 75.00
401.80 1.80 7.1340 75.00
401.90 1.90 7.6882 75.00
402.00 2.00 8.2502 75.00
402.10 2.10 8.8193 75.00
402.20 2.20 9.3948 75.00
402.30 2.30 9.9755 75.00
402.40 2.40 10.5613 75.00
402.50 2.50 11.1511 75.00
402.60 2.60 11.7443 75.00
402.70 2.70 12.3402 75.00
402.80 2.80 12.9380 75.00
402.90 2.90 13.5372 75.00
403.00 3.00 14.1372 75.00
403.10 3.10 14.7371 75.00
403.20 3.20 15.3364 75.00
403.30 3.30 15.9341 75.00
403.40 3.40 16.5300 75.00
403.50 3.50 17.1232 75.00
.25 ft
.10 ft
Filled Perpendicular Total
Length US Depth US Area Volume
(ft)
---------- (ft)
---------- (sq.ft)
---------- (ac-ft)
--------
.00 .00 .0000 .000
.00 .10 .1028 .001
.00 .20 .2892 .002
.00 .30 .5285 .005
.00 .40 .8095 .007
.00 .50 1.1254 .010
.00 .60 1.4715 .013
.00 .70 1.8444 .016
.00 .80 2.2411 .019
.00 .90 2.6595 .023
.00 1.00 3.0975 .027
.00 1.10 3.5534 .030
.00 1.20 4.0257 .035
.00 1.30 4.5129 .039
.00 1.40 5.0140 .043
.00 1.50 5.5277 .047
.00 1.60 6.0529 .052
.00 1.70 6.5887 .057
.00 1.80 7.1340 .061
.00 1.90 7.6882 .066
.00 2.00 8.2502 .071
.00 2.10 8.8193 .076
.00 2.20 9.3948 .081
.00 2.30 9.9755 .086
.00 2.40 10.5613 .091
.00 2.50 11.1511 .096
.00 2.60 11.7443 .101
.00 2.70 12.3402 .106
.00 2.80 12.9380 .111
.00 2.90 13.5372 .116
.00 3.00 14.1372 .121
.00 3.10 14.7371 .126
.00 3.20 15.3364 .132
.00 3.30 15.9341 .137
.00 3.40 16.5300 .142
.00 3.50 17.1232 .147
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Vol: Pipe
Name.... PIPE STORAGE
Page 5.05
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
Perpendicular Wetted Filled Perpendicular Total
Elevation DS Depth DS Area Length Length US Depth US Area Volume
(ft) (ft) (sq.ft)
- (ft)
------------ (ft)
------ (ft)
------------ (sq.ft)
-------- (ac-ft)
----------
----------
403.60 -----------
3.60 --------
17.7131 75.00 .00 3.60 17.7131 .152
403.70 3.70 18.2988 75.00 .00 3.70 18.2988 .157
403.80 3.80 18.8796 75.00 .00 3.80 18.8796 .162
403.90 3.90 19.4550 75.00 .00 3.90 19.4550 .167
404.00 4.00 20.0241 75.00 .00 4.00 20.0241 .172
404.10 4.10 20.5862 75.00 .00 4.10 20.5862 .177
404.20 4.20 21.1403 75.00 .00 4.20 21.1403 .181
404.30 4.30 21.6856 75.00 .00 4.30 21.6856 .186
404.40 4.40 22.2214 75.00 .00 4.40 22.2214 .191
404.50 4.50 22.7467 75.00 .00 4.50 22.7467 .195
404.60 4.60 23.2604 75.00 .00 4.60 23.2604 .200
404.70 4.70 23.7615 75.00 .00 4.70 23.7615 .204
404.80 4.80 24.2486 75.00 .00 4.80 24.2486 .208
404.90 4.90 24.7209 75.00 .00 4.90 24.7209 .212
405.00 5.00 25.1769 75.00 .00 5.00 25.1769 .216
405.10 5.10 25.6149 75.00 .00 5.10 25.6149 .220
405.20 5.20 26.0333 75.00 .00 5.20 26.0333 .223
405.30 5.30 26.4299 75.00 .00 5.30 26.4299 .227
405.40 5.40 26.8028 75.00 .00 5.40 26.8028 .230
405.50 5.50 27.1489 75.00 .00 5.50 27.1489 .233
405.60 5.60 27.4648 75.00 .00 5.60 27.4648 .236
405.70 5.70 27.7458 75.00 .00 5.70 27.7458 .238
405.80 5.80 27.9851 75.00 .00 5.80 27.9851 .240
406.00 6.00 28.2743 75.00 75.00 6.00 28.2743 .243
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Outlet Input Data
Name.... Outlet 1
Page 6.01
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 390.00 ft
Increment = .10 ft
Max. Elev.= 392.00 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
----------------- ---- ------- --------- ---------
Culvert-Circular CV ---> TW 390.000 392.000
TW SETUP, DS Channel
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Outlet Input Data
Name.... Outlet 1
Page 6.02
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = CV
Structure Type
------ = Culvert-Circular
------------------
------------
No. Barrels = 3
Barrel Diameter = 1.0000 ft
Upstream Invert = 390.00 ft
Dnstream Invert = 386.60 ft
Horiz. Length = 156.00 ft
Barrel Length = 156.04 ft
Barrel Slope = .02179 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0250
Ke = .7000
Kb = .115657
Kr = .7000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0210
Inlet Control M = 1.3300
Inlet Control c = .04630
Inlet Control Y = .7500
Tl ratio (HW/D) = 1.140
T2 ratio (HW/D) = 1.480
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 391.14 ft ---> Flow = 2.75 cfs
At T2 Elev = 391.48 ft ---> Flow = 3.14 cfs
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Outlet Input Data
Name.... Outlet 1
Page 6.03
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
OUTLET STRUCTURE INPUT DATA
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: 22160372ElC5 Withers t Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMMTER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Composite Rating Curve
Name.... Outlet 1
Page 6.04
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
Elev. Q
ft cfs
-----
--------
390.00 --
.00
390.10 .07
390.20 .29
390.30 .63
390.40 1.11
390.50 1.67
390.60 2.33
390.70 3.08
390.80 3.90
390.90 4.83
391.00 5.82
391.10 6.85
391.20 7.86
391.30 8.72
391.40 8.90
391.50 8.91
391.60 8.94
391.70 8.97
391.80 9.02
391.90 9.08
392.00 9.14
-------- Converge
TW Elev Error
ft +/-ft
-------- -----
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Notes
-----------------
Contributing Structures
None contributing
CV
CV
CV
CV
CV
CV
CV
CV
CV
CV
CV
CV
CV
CV
CV
CV
CV
CV
CV
CV
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Outlet Input Data
Name.... Outlet Bio
Page 6.05
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 407.00 ft
Increment = .10 ft
Max. Elev.= 408.00 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
----------------- ---- ------- ---------
Weir-Rectangular WR ---> TW 407.500
TW SETUP, DS Channel
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM
E2, ft
408.000
Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Outlet Input Data
Name.... Outlet Bio
Page 6.06
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
--------------
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
WR
Weir-Rectangular
----------------
1
407.50 ft
16.00 ft
3.100000
Weir TW effects (Use adjustment equation)
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: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Composite Rating Curve
Name.... Outlet Bio
Page 6.07
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ------ -- Converge ---- ---------------------
Elev. Q TW El ev Error
ft cfs ft +/-ft Contributing Structures
--------------------
-
--------
407.00 -------
.00 ------
Free -- -----
Outfall ----
None -
contributing
407.10 .00 Free Outfall None contributing
407.20 .00 Free Outfall None contributing
407.30 .00 Free Outfall None contributing
407.40 .00 Free Outfall None contributing
407.50 .00 Free Outfall WR
407.60 1.57 Free Outfall WR
407.70 4.43 Free Outfall WR
407.80 8.12 Free Outfall WR
407.90 12.48 Free Outfall WR
408.00 17.43 Free Outfall WR
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMHATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Outlet Input Data
Name.... Outlet P.S.
Page 6.08
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 400.00 ft
Increment = .10 ft
Max. Elev.= 406.00 ft
**********************************************
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall El, ft E2, ft
----------------- ---- ------- --------- ---------
Weir-Rectangular WR ---> TW 404.300 406.000
Orifice-Circular OR ---> TW 400.000 406.000
TW SETUP, DS Channel
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Outlet Input Data
Name.... Outlet P.S.
Page 6.09
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
--------------
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
WR
Weir-Rectangular
----------------
1
404.30 ft
5.00 ft
3.000000
Weir TW effects (Use adjustment equation)
Structure ID = OR
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 400.00 ft
Diameter = .3333 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: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Composite Rating Curve
Name.... Outlet P.S.
Page 6.10
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL-PROPOSED STORMWATER MODEL.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ------ -- Converg e -------------------------
Elev. Q TW Elev Error
ft cfs ft +/-ft
--- Contributing Structures
--------------------------
--------
400.00 -------
.00 ------
Free -- --
Outfall None contributing
400.10 .02 Free Outfall OR
400.20 .07 Free Outfall OR
400.30 .14 Free Outfall OR
400.40 .20 Free Outfall OR
400.50 .24 Free Outfall OR
400.60 .28 Free Outfall OR
400.70 .31 Free Outfall OR
400.80 .33 Free Outfall OR
400.90 .36 Free Outfall OR
401.00 .38 Free Outfall OR
401.10 .41 Free Outfall OR
401.20 .43 Free Outfall OR
401.30 .45 Free Outfall OR
401.40 .47 Free Outfall OR
401.50 .48 Free Outfall OR
401.60 .50 Free Outfall OR
401.70 .52 Free Outfall OR
401.80 .54 Free Outfall OR
401.90 .55 Free Outfall OR
402.00 .57 Free Outfall OR
402.10 .58 Free Outfall OR
402.20 .60 Free Outfall OR
402.30 .61 Free Outfall OR
402.40 .63 Free Outfall OR
402.50 .64 Free Outfall OR
402.60 .66 Free Outfall OR
402.70 .67 Free Outfall OR
402.80 .68 Free Outfall OR
402.90 .69 Free Outfall OR
403.00 .71 Free Outfall OR
403.10 .72 Free Outfall OR
403.20 .73 Free Outfall OR
403.30 .74 Free Outfall OR
403.40 .76 Free Outfall OR
403.50 .77 Free Outfall OR
403.60 .78 Free Outfall OR
403.70 .79 Free Outfall OR
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Composite Rating Curve
Name.... Outlet P.S.
Page 6.11
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ------ -- Converge -- -----------------------
Elev. Q TW El ev Error
ft cfs ft
------ +/-ft
-- ----- Contributing Structures
--------------------------
--------
403.80 -------
.80 Free Outfall OR
403.90 .81 Free Outfall OR
404.00 .82 Free Outfall OR
404.10 .83 Free Outfall OR
404.20 .84 Free Outfall OR
404.30 .85 Free Outfall WR +OR
404.40 1.34 Free Outfall WR +OR
404.50 2.21 Free Outfall WR +OR
404.60 3.32 Free Outfall WR +OR
404.70 4.63 Free Outfall WR +OR
404.80 6.10 Free Outfall WR +OR
404.90 7.72 Free Outfall WR +OR
405.00 9.46 Free Outfall WR +OR
405.10 11.32 Free Outfall WR +OR
405.20 13.29 Free Outfall WR +OR
405.30 15.35 Free Outfall WR +OR
405.40 17.50 Free Outfall WR +OR
405.50 19.74 Free Outfall WR +OR
405.60 22.06 Free Outfall WR +OR
405.70 24.44 Free Outfall WR +OR
405.80 26.90 Free Outfall WR +OR
405.90 29.42 Free Outfall WR +OR
406.00 32.00 Free Outfall WR +OR
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Pond Infiltration Calcs Page 7.01
Name.... BIORETENTION
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
INFILTRATION RATING TABLE CALCULATIONS
Infilt.(cfs) = (.5000 (in/hr) * Area) * Ku
Where: Ku = units conversion factor
W.S.Elev Total Area Infilt.
ft acres
-
- cfs
-------
--------
No storage at this elevation... -------
-
infiltration set to zero.
407.00 .0580 .00
407.10 .0596 .03
407.20 .0613 .03
407.30 .0630 .03
407.40 .0646 .03
407.50 .0664 .03
407.60 .0681 .03
407.70 .0699 .04
407.80 .0717 .04
407.90 .0735 .04
408.00 .0753 .04
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Pond E-V-Q Table Page 7.02
Name.... BIORETENTION
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
LEVEL POOL ROUTING DATA
HYG Dir = K:\04\04-140\04145\H&H\
Inflow HYG file = NONE STORED - BIORETENTION IN 1-yr
Outflow HYG file = NONE STORED - BIORETENTION OUT 1-yr
Pond Node Data = BIORETENTION
Pond Volume Data = BIORETENTION
Pond Outlet Data = Outlet Bio
Infiltration = .5000 in/hr
INITIAL CONDITIONS
Starting WS Elev = 407.00 ft
Starting Volume = .000 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0100 hrs
Elevation Outflow Storage Area
ft cfs ac-ft acres
------------
407.00 ------------
.00 ---------
.000 -------------
.0580
407.10 .00 .006 .0596
407.20 .00 .012 .0613
407.30 .00 .018 .0630
407.40 .00 .025 .0646
407.50 .00 .031 .0664
407.60 1.57 .038 .0681
407.70 4.43 .045 .0699
407.80 8.12 .052 .0717
407.90 12.48 .059 .0735
408.00 17.43 .066 .0753
Infilt. Q Total 2S/t + 0
cfs cfs
-
-- cfs
----------
---------
.00 --------
-
.00 .00
.03 .03 14.26
.03 .03 28.89
.03 .03 43.92
.03 .03 59.36
.03 .03 75.22
.03 1.60 93.06
.04 4.46 112.62
.04 8.16 133.43
.04 12.52 155.36
.04 17.46 178.30
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Pond E-V-Q Table Page 7.03
Name.... EXIST POND
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
LEVEL POOL ROUTING DATA
HYG Dir = K:\04\04-140\04145\H&H\
Inflow HYG file = NONE STORED - EXIST POND
Outflow HYG file = NONE STORED - EXIST POND
IN 1-yr
OUT 1-yr
Pond Node Data = EXIST POND
Pond Volume Data = EXIST POND
Pond Outlet Data = Outlet 1
No Infiltration
INITIAL CONDITIONS
---------
Starting -----------
WS Elev = ---------
390.00 -----
ft
Starting Volume = .000 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0100 hrs
Elevation Outflow Storage Area Infilt. Q Total 2S/t + 0
ft cfs ac-ft acres cfs cfs
------------ cfs
----------
-------------
390.00 ------------
.00 --------
.000 ------------
4.2200 -----------
.00 .00 .00
390.10 .07 .424 4.2563 .00 .07 1025.76
390.20 .29 .851 4.2928 .00 .29 2060.48
390.30 .63 1.282 4.3294 .00 .63 3103.84
390.40 1.11 1.717 4.3661 .00 1.11 4156.53
390.50 1.67 2.156 4.4031 .00 1.67 5218.22
390.60 2.33 2.598 4.4401 .00 2.33 6288.97
390.70 3.08 3.044 4.4774 .00 3.08 7368.80
390.80 3.90 3.493 4.5148 .00 3.90 8457.41
390.90 4.83 3.947 4.5523 .00 4.83 9555.51
391.00 5.82 4.404 4.5900 .00 5.82 10662.78
391.10 6.85 4.865 4.6264 .00 6.85 11779.06
391.20 7.86 5.329 4.6629 .00 7.86 12904.13
391.30 8.72 5.797 4.6995 .00 8.72 14037.55
391.40 8.90 6.269 4.7363 .00 8.90 15179.52
391.50 8.91 6.744 4.7732 .00 8.91 16330.25
391.60 8.94 7.224 4.8103 .00 8.94 17489.95
391.70 8.97 7.706 4.8475 .00 8.97 18658.64
391.80 9.02 8.193 4.8848 .00 9.02 19836.02
391.90 9.08 8.683 4.9224 .00 9.08 21022.82
392.00 9.14 9.178 4.9600 .00 9.14 22218.72
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Pond E-V-Q Table Page 7.04
Name.... EXIST POND2
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
LEVEL POOL ROUTING DATA
HYG Dir = K:\04\04-140\04145\H&H\
Inflow HYG file = NONE STORED - EXIST POND2 IN 1-yr
Outflow HYG file = NONE STORED - EXIST POND2 OUT 1-yr
Pond Node Data = EXIST POND2
Pond Volume Data = EXIST POND2
Pond Outlet Data = Outlet 1
No Infiltration
INITIAL CONDITIONS
--------
Starting ------------
WS Elev = ---------
390.00 ----
ft -
Starting Volume = .000 ac- ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0100 hrs
Elevation Outflow Storage Area Infilt. Q Total 2S/t + 0
ft cfs ac-ft acres cfs cfs
-------
- cfs
----------
------------
390.00 ------------
.00 ---------
.000 ---- --------
4.2200 -----------
.00 ---
-
.00 .00
390.10 .07 .424 4.2563 .00 .07 1025.76
390.20 .29 .851 4.2928 .00 .29 2060.48
390.30 .63 1.282 4.3294 .00 .63 3103.84
390.40 1.11 1.717 4.3661 .00 1.11 4156.53
390.50 1.67 2.156 4.4031 .00 1.67 5218.22
390.60 2.33 2.598 4.4401 .00 2.33 6288.97
390.70 3.08 3.044 4.4774 .00 3.08 7368.80
390.80 3.90 3.493 4.5148 .00 3.90 8457.41
390.90 4.83 3.947 4.5523 .00 4.83 9555.51
391.00 5.82 4.404 4.5900 .00 5.82 10662.78
391.10 6.85 4.865 4.6264 .00 6.85 11779.06
391.20 7.86 5.329 4.6629 .00 7.86 12904.13
391.30 8.72 5.797 4.6995 .00 8.72 14037.55
391.40 8.90 6.269 4.7363 .00 8.90 15179.52
391.50 8.91 6.744 4.7732 .00 8.91 16330.25
391.60 8.94 7.224 4.8103 .00 8.94 17489.95
391.70 8.97 7.706 4.8475 .00 8.97 18658.64
391.80 9.02 8.193 4.8848 .00 9.02 19836.02
391.90 9.08 8.683 4.9224 .00 9.08 21022.82
392.00 9.14 9.178 4.9600 .00 9.14 22218.72
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Pond E-V-Q Table Page 7.05
Name.... PIPE STORAGE
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
LEVEL POOL ROUTING DATA
HYG Dir = K:\04\04-140\04145\H&H\
Inflow HYG file = NONE STORED - PIPE STORAGE IN 1-yr
Outflow HYG file = NONE STORED - PIPE STORAGE OUT 1-yr
Pond Node Data = PIPE STORAGE
Pond Volume Data = PIPE STORAGE
Pond Outlet Data = Outlet P.S.
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 400.00 ft
Starting Volume = .000 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0100 hrs
Elevation Outflow Storage Infilt.
ft cfs ac-ft
--------- cfs
-----------
------------
400.00 -------------
.00 --------
.000 - .00
400.10 .02 .001 .00
400.20 .07 .002 .00
400.30 .14 .004 .00
400.40 .20 .006 .00
400.50 .24 .009 .00
400.60 .28 .012 .00
400.70 .31 .015 .00
400.80 .33 .018 .00
400.90 .36 .021 .00
401.00 .38 .025 .00
401.10 .41 .028 .00
401.20 .43 .032 .00
401.30 .45 .036 .00
401.40 .47 .040 .00
401.50 .48 .044 .00
401.60 .50 .048 .00
401.70 .52 .053 .00
401.80 .54 .057 .00
401.90 .55 .062 .00
Q Total 2S/t + 0
cfs cfs
.00 .00
.02 2.01
.07 5.67
.14 10.38
.20 15.89
.24 22.05
.28 28.79
.31 36.04
.33 43.75
.36 51.89
.38 60.40
.41 69.25
.43 78.43
.45 87.88
.47 97.61
.48 107.58
.50 117.78
.52 128.18
.54 138.76
.55 149.51
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMHATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Pond E-V-Q Table Page 7.06
Name.... PIPE STORAGE
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
LEVEL POOL ROUTING DATA
HYG Dir = K:\04\04-140\04145\H&H\
Inflow HYG file = NONE STORED - PIPE STORAGE IN 1-yr
Outflow HYG file = NONE STORED - PIPE STORAGE OUT 1-yr
Pond Node Data = PIPE STORAGE
Pond Volume Data = PIPE STORAGE
Pond Outlet Data = Outlet P.S.
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 400.00 ft
Starting Volume = .000 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0100 hrs
Elevation Outflow Storage Infilt. Q Total 2S/t + 0
ft cfs ac-ft cfs cfs
---- cfs
-------
-------------
402.00 ------------
.57 --------
.066 ---------- -------------
.00 --------
.57 ---
160.42
402.10 .58 .071 .00 .58 171.46
402.20 .60 .075 .00 .60 182.62
402.30 .61 .080 .00 .61 193.89
402.40 .63 .085 .00 .63 205.25
402.50 .64 .089 .00 .64 216.69
402.60 .66 .094 .00 .66 228.20
402.70 .67 .099 .00 .67 239.76
402.80 .68 .104 .00 .68 251.35
402.90 .69 .108 .00 .69 262.98
403.00 .71 .113 .00 .71 274.62
403.10 .72 .118 .00 .72 286.25
403.20 .73 .123 .00 .73 297.87
403.30 .74 .128 .00 .74 309.47
403.40 .76 .132 .00 .76 321.02
403.50 .77 .137 .00 .77 332.53
403.60 .78 .142 .00 .78 343.97
403.70 .79 .147 .00 .79 355.33
403.80 .80 .151 .00 .80 366.59
403.90 .81 .156 .00 .81 377.75
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
UMSTEAD HOTEL STORMWATER MANAGEMENT PLAN
PONDPACK OUTPUT FOR PRE- AND POST-DEVELOPMENT CONDITIONS
Type.... Pond E-V-Q Table Page 7.07
Name.... PIPE STORAGE
File.... K:\04\04-140\04145\H&H\UMSTEAD HOTEL PROPOSED STORMWATER MODEL.PPW
LEVEL POOL ROUTING DATA
HYG Dir = K:\04\04-140\04145\H&H\
Inflow HYG file = NONE STORED - PIPE STORAGE IN 1-yr
Outflow HYG file = NONE STORED - PIPE STORAGE OUT 1-yr
Pond Node Data = PIPE STORAGE
Pond Volume Data = PIPE STORAGE
Pond Outlet Data = Outlet P.S.
No Infiltration
INITIAL CONDITIONS
---------
Starting ------------
WS Elev = ---------
400.00 ----
ft
Starting Volume = .000 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0100 hrs
Elevation
ft
404.00
404.10
404.20
404.30
404.40
404.50
404.60
404.70
404.80
404.90
405.00
405.10
405.20
405.30
405.40
405.50
405.60
405.70
405.80
405.90
406.00
Outflow Storage
cfs ac-ft
.82
.83
.84
.85
1.34
2.21
3.32
4.63
6.10
7.72
9.46
11.32
13.29
15.35
17.50
19.74
22.06
24.44
26.90
29.42
32.00
.160
.165
.169
.174
.178
.182
.186
.190
.194
.198
.202
.205
.208
.212
.215
.217
.220
.222
.224
.226
.227
Infilt. Q Total 2S/t + 0
cfs cfs cfs
-
-------
---------
.00 ------------
.82 --
-
388.79
.00 .83 399.69
.00 .84 410.44
.00 .85 421.01
.00 1.34 431.88
.00 2.21 442.92
.00 3.32 453.99
.00 4.63 465.01
.00 6.10 475.92
.00 7.72 486.68
.00 9.46 497.26
.00 11.32 507.61
.00 13.29 517.68
.00 15.35 527.43
.00 17.50 536.81
.00 19.74 545.75
.00 22.06 554.19
.00 24.44 562.02
.00 26.90 569.11
.00 29.42 575.42
.00 32.00 581.78
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0046 Time: 1:42 PM Date: 6/24/2004
Project Name: Umstead Hotel @ SAS Campus Project #: 204145
Ci Stat • Cary, NC Date: 24-)un-04
PROPOSED BIORETENTION AREA
Drainage Area
sq. ft.
acres Impervious Surfaces
sq. ft. acres Open Space Area
sq. ft. acres
2856 0.066 2139 0.049 717 0.016
4152 0.095 3716 0.085 436 0.010
2457 0.056 1701 0.039 756 0.017
4029 0.092 2750 0.063 1279 0.029
8490 0.195 7731 0.177 759 0.017
18074 0.415 12393 0.285 5681 0.130
2319 0.053 1193 0.027 1126 0.026
3488 0.080 1033 0.024 2455 0.056
1737 0.040 749 0.017 988 0.023
2767 0.064 1027 0.024 1740 0.040
6174 0.142 2273 0.052 3901 0.090
9248 0.212 3361 0.077 5887 0.135
6930 0.159 3093 0.071 3837 0.088
72721 1.669 43159 0.991 29562 0.679
BIORETENTION AREA SIZING COMPUTATION
Area "C"
Land Use (sq. ft.) Factor C x Area
Impervious Surfaces 43159 0.95 41001
Open Space 29562 0.22 6504
72721 47505
Bioretention Surface Area = 5% Sum of C x Area
Required Surface Area = 2375 sq. ft
Surface Area Provided = 2522 sq. ft
APPENDIX B
NITROGEN CALCULATIONS
Umstead Hotel at SAS Campus W&R Project 204145
Stormwater Management Plan June 24, 2004
Nitrogen Control Plan
Commercial/Industrial/Residential Sites with Known Impervious Area
Project Title: UMSTEAD HOTEL @ SAS CAMPUS
Part I. Riparian Buffers
Area includes riparian buffers? [ ] No [ X ] Yes [ ] Exempt
If yes, [ ] 50 foot [ X ] 100 foot
River Basin? [ X ] Neuse (] Cape Fear
Basis for Exemption
Show buffers on site plan.
Part II. Nitrogen Calculations (Method 2, Appendix C):
a. Site Information
Total area of property inc. RIW 29.45 ac
Denuded Area ac
Impervious Area incl. R/W 10.74 ac
Managed Open Space 13.26 ac
Protected Open Space 5.45 ac
b. Pre-development loading
TN Export
Area TN export coeff from use
(acres) (Ibs/ac/vrl (Ibs/vrl
Type of Land Cover
Permanently protected undisturbed open
space (forest, unmown meadow)
Permanently protected managed open space
(grass, landscaping, etc.)
Impervious Area
TOTAL
Nitrogen Loading Rate (Ibs/ac/yr) = 7.44
c. Post-development loadino:
Type of Land Cover
Permanently protected undisturbed open
space (forest, unmown meadow)
Permanently protected managed open space
(grass, landscaping, etc.)
Impervious Area
TOTAL
Nitrogen Loading Rate (Ibs/ac/yr) = 8.38
7.66 0.60 4.60
12.37 1.20 14.84
9.42 21.20 199.70
29.45 = >^
.7 'L J 219.14
Ibs/ac/yr

TN Export
Area TN export coeff from use
(acres) (Ibs/ac/vr) (Ibs/vrl
5.45 0.60 3.27
13.26 1.20 15.91
10.74 21.20 227.69
29.45 246.87
Ibs/ac/yr
Proposed BMP(s) Bioretention Area & Pipe Storage
Nitrogen Load after BMPs = 8.16 Ibs/ac/yr
Nitrogen Load offset by Payments = 4.56 Ibs/ac/yr
Net change in on-site N Load = 0.94 Ibs/ac/yr
Part 111. Control of Peak Stormwater Flow (for 1 year, design storm)
Calculated Pre-development Peak Flow 2.63 cfs
Flow Control Method Pipe Storage; Bioretention Area; Existing Pond
Calculated Post-development Peak Flow 2.79 cfs
%J-1JV J *
ESSlp ? ?a ? °•
/• O
SE AL •
19572
c
I, the undersigned, certify to the best of my knowledge that the above information is correct (affix seal).
Supply notes & details showing control of Nitrogen and peak stormwater runoff.

UMSTEAD HOTEL - NITROGEN CALCULATIONS
PRE-DEVELOPMENT CONDITIONS
Town of Carv - Method 2 for Ouantifvine TN Export from Develooments when Footorints of all Impervious Areas are Shown

Type of Land Cover
Site Area
(ac)
TN Export Coeff.
(Ibs/ac/yr) Export by
Land Use
(Ibs/yr) Export
From Site
(Ibs/adyr)
Permanently preserved undisturbed open space /wooded 7.66 0.6 4.60
Managed Open Space 12.37 1.2 14.84
Impervious surfaces 9.42 21.2 199.70
Total 29.45 219.14
Average for Site 7.44
Weighted Average Nitrogen Export from Site = 7.44 Ibs/ac/yr

UMSTEAD HOTEL - NITROGEN CALCULATIONS
POST DEVELOPMENT CONDITIONS
Town of Cary - Method 2 for Quantifying TN Export from Developments when Footprints of all Impervious Areas are Shown

Type of Land Cover
Site Area
(ac)
TN Export Coeff.
(Ibs/adyr) TN Export by
Land Use
(Ibs/yr) TN Expo;T
From Site
(Ibs/ac/yr)
Permanently preserved undisturbed open space /wooded 5.45 0.6 3.27
Managed Open Space to Bioretention Area 0.67 1.2 0.80
Managed Open Space 12.59 1.2 15.11
Impervious surfaces to Bioretention Area 1.00 21.2 21.20
Impervious surfaces 9.74 21.2 206.49
Total 29.45 246.87
Average for Site 8.38
Area Treated by Bioretention =
Total Nitrogen (TN) to Bioretention Area =
Nitrogen Export to Bioretention =
Nitrogen Export after Treatment (30%) =
1.67 acres
22.00 Ibs/yr
13.18 Ibs/ac/yr
9.22 Ibs/adyr
Remaining Area w/out Treatment -
Total Nitrogen (TN) for Remaining Area =
Nitrogen Export from Remaining Area =
Weighted Average Nitrogen Export from Site =
Estimated Buy Down to 3.6 Ibs/ac/yr =
27.78 acres
224.87 Ibs/yr
8.09 Ibs/adyr
8.16 Ibs/ac/yr
$44,302
Soil & Environmental Consultants, PA
11010 Raven Ridge Road - Raleigh, North Carolina 27614 - Phone: [phone] - Fax: [phone]
www.SandEC.com
July 13, 2004
DENR-DWQ
Wetland Group
Attn: Bob Zarzecki
2321 Crabtree Blvd., Suite 205
Raleigh, NC 27604
Dear Mr. Zarzecki:
WETLANDS1401 GROup
J"l 13 2004
WATER QUALITy SECTION
The purpose of this correspondence is to request a minor variance from the Neuse
River Basin Maintenance of Riparian Areas rules on behalf of SAS Institute Inc.
On 5/27/04 I met on-site and in the office with you and Steve Mitchell of DWQ to
evaluate the area and have discussed the project a number of times since then. Our client
has agreed to implement all the suggestions we mutually developed regarding
redevelopment of the site. All buffer impacts that DWQ objected to have been removed
from the proposed development plan.
The project is located due south of the intersection of I-40 and Harrison Avenue
in Wake County, just north of Cary, NC (see Figure 1). The site is currently developed
and contains numerous buildings and impervious parking areas. Figure 3 is an aerial
photo of the subject property and shows existing conditions. As you will remember there
is very little forest vegetation adjacent to the feature. It is mostly grass lawn with a few
trees. Even though half of the buffer impacts (392ft2 out of 822ft2) will be returned to
grass areas the client proposed to mitigate via payment to the NCEEP at the required
1:1.5 ratio for all Zone 2 impacts (temporary and permanent).
Figures 4 and 5 show the proposed redevelopment plan for the site. A
preliminary Stormwater management plan for the site by Withers and Ravenel dated
6/24/04 is attached.
The following list demonstrates the justification for permitting:
Practical difficulties, hardships and uniqueness-
1. Much of the site contains existing impervious surface that currently
requires no treatment of its Stormwater.
Charlotte Office: Greensboro Office: Hicko[y Office:
236 LePhillip Court, Suite C 3817-E Lawndale Drive 622 Coon Mountain Lane
Concord, NC 28025 Greensboro, NC 27455 Taylorsville, NC 28681
Phone: [phone] Phone: [phone] Phone [phone]
Fax: [phone] Fax: [phone] Fax: [phone]
2. Even the grassed areas adjacent to the buffered stream and pond is
somewhat compacted and allows little infiltration (behaves like
impervious).
3. See Part 2 Item 2 and 4 of the minor variance form (attached) for
additional practical difficulties and hardships.
Water Quality will be better protected if the permit is issued because:
1. DWQ typically requires treatment of Stormwater only for new impervious
surface on a site. The proposed plan will treat all new impervious
surfaces. Currently no stormwater from the existing site is treated.
2. The existing buffered features on-site have very little to no woody buffer
adjacent to them.
3. Even after doing all of the above the client will still have to pay into the
EEP to offset 822ft2 of impacts to pay for 1233ft2 of buffer restoration.
Please call if you have questions or need further information in order to support
this request.
Sincerely,
Kevin Martin,
President
Attachments:
Minor Variance Form
USGS Vicinity Map
Wake County Soil Survey
DWQ Buffer Determination Letter
MapVue Vicinity Map
Existing Conditions Airphoto
Redevelopment Plan (Overall and Impact Area)
I OFFICE USE ONLY: Date Received Request #
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
Variance Request Form - for Minor Variances
Protection and Maintenance of Riparian Areas Rules
NOTE. This form may be photocopied for use as an original.
Please identify which Riparian Area (Buffer) Protection Rule applies.
? Neuse River Basin: Nutrient Sensitive Waters Management Strategy
Protection and Maintenance of Riparian Areas Rule (15A NCAC 02B
.0233)
? Tar-Pamlico River Basin: Nutrient Sensitive Waters Management
Strategy Protection and Maintenance of Riparian Areas Rule (15A
NCAC 0213.0259)
? Catawba River Basin: Protection and Maintenance of Existing
Riparian Buffers (15A NCAC 0213.0243)
Part 1: General Information
(Please include attachments if the room provided is insufficient.)
1. Applicant's name (the corporation, individual, etc. who owns the property):
SAS Institute, Inc
2. Print Owner/Signing Official (person legally responsible for the property and its compliance)
Name: Greyson Quarles
Title: -Chief Administration Officer
Street address: -SAS Campus Drive
City, State, Zip: _Cary, NC 27513
Telephone: [phone]
Fax: [phone]
3. Contact person who can answer questions about the proposed project:
Name: Kevin Martin, SPEC, PA
Telephone: [phone]
Fax: [phone]
Email: kmartin(a)-sandec.com
Version 2: November 2002
4. Project Name (Subdivision, facility, or establishment name - consistent with project name on
plans, specifications, letters, operation and maintenance agreements, etc.):
The Umstead
5. Project Location:
Street address: SAS Campus Drive
City, State, Zip: Cary. NC 27513
County: Wake
Latitude/longitude:
6. Directions to site from nearest major intersection (Also, attach an 8 %2 x 11 copy of the USGS
topographic map indicating the location of the site):
Immediately south of the intersection of Interstate 40 and Harrison Avenue in Cary, NC
(see attached USGS).
7. Stream to be impacted by the proposed activity:
Stream name (for unnamed streams label as "UT" to the nearest named stream):
UT to Reedv Creek
Stream classification [as identified within the Schedule of Classifications 15A NCAC 2B .0315
(Neuse) or.0316 (Tar-Pamlico)]: C. NSW .
8. Which of the following permits/approvals will be required or have been received already for
this project?
Required: Received: Date received: Permit Type:
CAMA Major
CAMA Minor
401 Certification/404 Permit
On-site Wastewater Permit
NPDES Permit (including stormwater)
Non-discharge Permit
Water Supply Watershed Variance
X Others (specify) Erosion & Sedimentation
Control
Part 2: Proposed Activity
(Please include attachments if the room provided is insufficient.)
1. Description of proposed activity [Also, please attach a map of sufficient detail (such as a plat
map or site plan) to accurately delineate the boundaries of the land to be utilized in carrying
out the activity, the location and dimension of any disturbance in the riparian buffers
associated with the activity, and the extent of riparian buffers on the land. Include the area of
buffer impact in ft2.]: 822 scift (Zone 2)
Construction ofpervious and impervious activity lawns and terraces associated with a 150 room, luxury
hotel. (430ft2 impervious retaining wall, 392ft2 pervious lawn)
Variance Request Form, page 2
Version 2: November 2000
2. State reasons why this plan for the proposed activity cannot be practically accomplished,
reduced or reconfigured to better minimize or eliminate disturbance to the riparian buffers:
The new building and associated parking have been located to save as much of the natural
vegetation, including mature 8" to 14" caliper trees, as possible by taking advantage of the
pads left after demolishing the old buildings and by slightly encroaching on zone 2. In
addition, a variance will be requested from the Town of Cary in order to reduce the required
parking by 20% The site plan was modified substantially based on comments by DWQ
staff to eliminate Zone 1 Impacts and reduce Zone 2 Impacts.
3. Description of any best management practices to be used to control impacts associated with
the proposed activity (i.e., control of runoff from impervious surfaces to provide diffuse flow,
re-planting vegetation or enhancement of existing vegetation, etc.):
The existing development currently has no stormwater treatment designed for it. All new
impervious area will be treated to DWQ design criteria as per the attached plans by
Withers and Ravenel.
4. Please provide an explanation of the following:
(1) The practical difficulties or hardships that would result from the strict application of this Rule.
Numerous large trees would have to be removed and the parking would have to be
reduced below what the Town would allow. Furthermore, moving the building away
from the pond and up the hill would require higher retaining walls on the pond side
of the building.
(2) How these difficulties or hardships result from conditions that are unique to the property
involved.
The constraints (shape, contours, trees) of the property make it impossible to place the
building in other location.
(3) If economic hardship is the major consideration, then include a specific explanation of the
economic hardships and the proportion of the hardship to the entire value of the project.
'The mature trees, which are the primary amenity on this site, could not be replaced at any
cost. The loss of parking spaces would create an operational problem for the life of the
hotel of undeterminable cost. The additional retaining walls would be undesirable
aesthetically and would add substantial cost to the project.
Pail 3: Deed Restrictions
By your signature in Part 5 of this application, you certify that all structural stormwater best
management practices required by this variance shall be located in recorded stormwater
easements, that the easements will run with the land, that the easements cannot be changed or
deleted without concurrence from the State, and that the easements will be recorded prior to the
sale of any lot.
Part 4: Agent Authorization
If you wish to designate submittal authority to another individual or firm so that they may provide
information on your behalf, please complete this section:
Variance Request Form, page 3
Version 2: November 2000
Designated agent (individual or firm): Soil & Environmental Consultants, PA (S&EC)
Mailing address: 11010 Raven Ridge Road
City, State, Zip: Raleigh, NC 27614
Telephone: [phone]
Fax: [phone]
Email: kmartin(W-sandec.com
Part 5: Applicant's Certification
G t` Pte/ Sod, Q \A-O- r ke-S, (print or tvne name of Derson
listed in Part I, Item 2), certify that the information included on this permit application form is
correct, that the project will be constructed in conformance with the approved plans and that the
deed restrictions in accorda th Part 5 of this form will be recorded with all required permit
conditions. Signature: Date: r ?.l O
Title: (. v?; Sic u? o h O c e C
Variance Request Form, page 4
Version 2: November 2000
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Project No. Figure 2 - Soil Survey Map
4341.W1 Soil & Environmental Consultants, PA
Project Mgr.: SAS Site 11010 Raven Ridge Rd.- Raleigh, NC 27614
SC SAS [phone] - [phone]
Web Page: wwwr.SandEG.com
Scale: Wake County, NC
1" = 2,000'
04/07/04 Wake County Soil Survey
Sheets 37 & 47, Nov.1970
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
May 11, 2004
Kevin Martin
S & E C, Inc.
11010 Raven Ridge Road
Raleigh, N.C. 27614
Subject: Neuse River Basin Riparian Buffer Rules
NBR 04-152
S&EC Project No. 4341 WI
SAS Umstead Hotel
Wake County
Dear Mr. Martin:
I have reviewed the information submitted for the project referenced by the Raleigh Regional Office as NBR 04-
152. An evaluation of the stream features on the property represented on Wake County Soils and the USGS Cary
Quad topographic map was performed.
The main surface water feature (C) that is tributary to the pond was previously determined to be subject to buffer
protection under the Neuse River Basin: Nutrient Sensitive Waters Management Strategy; Protection and
Maintenance of Existing Riparian Areas, Administrative Code 15A:20B.0233. Feature B is no longer present on
campus as a feature and the other tributary (A) to the pond (near the 140 ramp) is not present on the ground and
therefore not buffered. This onsite determination shall expire five (5) years from the date of this letter.
Landowners or affected parties that dispute a determination that a water body exists and that it is subject to the
buffer rule may request a determination by the Director. Such a request shall be referred to the Director in writing
c/o John Dorney, DWQ Wetlands/401 Unit, 2321 Crabtree Blvd., Raleigh, N.C. 27604. Individuals that dispute a
determination that "exempts" a surface water from the rule may ask for an adjudicatory hearing. Action must be
taken within 60 days of the date of receipt of this letter. Applicants are hereby notified that the 60-day statutory
appeal time does not start until the affected party (including downstream and adjacent landowners) is notified of the
decision. DWQ recommends that the applicant conduct this notification in order to be certain that third party
appeals are made in a timely manner.
To ask for a hearing, send a written petition that conforms to Chapter 150B of the North Carolina General Statutes to
the Office of Administrative Hearings, Post Office Box 27447, Raleigh, N.C. 27611-7447. The determination is
final and binding unless a request is presented within the 60 days.
This letter addresses only those issues involving the riparian area. For information relative to other impacts,
401/404, or wetland issues, please contact Mr. John Dorney at 919-733-1786. Thank you for your attention to this
matter and if this Office can be of any other assistance or if you have additional questions, please do not hesitate to
contact me at 919-5714700.
Sincerely,
Steve Mitchell
Environmental Scientist
cc; RRO/John Dorney
Cary
H:\buflet.for\buf04\umstdhotl.152
NM EttiR
Raleigh Regional Office 1628 Mail Service Center phone [phone] Customer Service
Water Quality Section Raleigh, NC 27699-1628 facsimile (919) 5714718 1-800-623-7748

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WITHERS 06/7/04 THE UMSTEAD HOTEL
& RAVENEL
ENGINEERS 1 PLANNERS 1 SURVEYORS 1"=150 NRB IMPACT FIGURE
111 MacKea Drive Cary. North Camlina27511 let: 919469-3340 (arc 919-167-6008 www.withersnv loom ATB CARY, NORTH CAROLINA
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20 0 20 40
r/ / 1 I r/ SCALE: 1" = 20'
NRB IMPACTS SUMMARY
RETAINING WALL - 430 S.F.
LAWN AREA - 392 S.F.
/ P l TOTAL = 822 S. F.
WITHERS & RAVENEL 06/7/04 THE UMSTEAD HOTEL ENGINEERS I PLANNERS I SURVEYORS 1 "=20' NRB IMPACT FIGURE
iiiMacKenanDnveCary. North Camllm27311 te1:919469-3340 tar.919-a67-6aoe www.widmsrjv".com ATB CARY, NORTH CAROLINA
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GRAPHIC SCALE
1 300'
300 0 300 600

0

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¦ Complete items 1, 2, and 3. Also complete
item 4 if Restricted Delivery is desired.
¦ Print your name and address on the reverse
so that we can return the card to you.
¦ Attach this card to the back of the mailpiece,
or on the front if space permits.
1. Article Addressed to:
Soil and Environmental Consultants
11010 Raven Ridge Road
Raleigh, NC 27614
0 w9 J4 G y I I y5 - ?,«lce
A.
B.
D. Is delivAry ad
If YES, enter
3. Service
1 Certi
? Registe
? Insured
4. Restricted
.Agent
C. Date of Delivery
? Yes
No
Mail ? Express Mail
Retum Receipt for Merchandise
A ? C. .D.
? Yes
2. Article Number
(rransfer from service label)
PS Form 3811, February 2004
7001 2510 0009 0250 7236
Domestic Return Receipt
102595-02-M-1540
NITED STATES POSTAL SERVICE
LISPS
• Sender: Please print your name, address, and ZIP+4 in this box •
NC DENR Division of Water Quality
Wetlands/401 Certification Unit
2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604
First-Class Mail
Postage & Fees Paid
Permit No. G-10

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I I BASINS TO BE I~ EXISTING GATES CONVERTED TO JUNG - 2
I I TION BOX ~ I I TO BE RELOCATED PROPOSED SIDEWALK I-
II I ~ I
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I I Z I I I CI/L CONSTRUCTION
1 1 W 1 1 R W WIDTH VARIES Z I 1 / W
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I I I R/W MEDIAN ~ i I 1 j WIDTH VARIES R/W iii.
I 5' 5' WIDTH VARIES TO 35' B/B (21 -10') 36' g/g 11.5't NOTES:
i I I l I 1 1 ~ I 1, ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH CURRENT TOWN OF CARY
3 I G ~ II ~ ~ I 1 REMavE STANDARD SPECIFICATIONS AND DETAILS AND NCDOT STANDARDS, THE MOST
o ~ i EX SIDEWALK CURB do GUTTER I REMOVE EX STRINGENT SHALL APPLY WHEN THEY ARE IN CONFLICT.
I I j CURB & GUTTER ry I
~/S"~FOOi bR e I i o I I 1/2" /FOOT I I 4;1 TIE 2. CONTRACTOR SHALL CONTACT U-LOCO AND HAVE ALL EXISTING UTILITIES Q
~ ~ I I 1 4" FOOT OR e _ _ - N 1 LOCATED PRIOR TO EXCAVATION. U
N I I 3. UTILITIES IN CONFLICT SHALL BE RELOCATED BY OTHERS UNLESS NOTED -
f I I 1 EX CURB & GUTTER I OHTERWISE. CONTRACTOR SHALL EXCAVATE AT POTENTIAL CROSSINGS OF
I 1 30 CURB & GUTTER 18" MEDIAN CURB STORM DRAINAGE LINES AND EXISTING UTILITIES PRIOR TO CONSTRUCTION JOB N0. 204145.00
° ~ I ~ 5' CONCRETE TO ENSURE THAT THERE WILL NOT BE A CONFLICT. ANY POTENTIAL
a I I SIDEWALK _ , 1 1 PAVEMENT SECTION I II CONFLICT SHALL BE REPORTED TO THE ENGINEER FOR RESOLUTION. DIwwN BY DW
~ " ~ 1 I CHECKED BY DW 4. CONTRACTOR SHALL PROVIDE POSITIVE DRAINAGE THROUGHOUT THE PROJECT.
" I ~+~L SECTION A•A 8,~ ABC 4" HB 0 1 TYPICA 2" H OR 2" H 0 1'•10' HORIZ 2" i-2 2 I-2 DATE ISSUED 06/22/04
, I' 5' VERT i 5. CONTRACTOR SHALL PROTECT ALL INLETS WITH BLOCK & GRAVEL FILTERS, NOT APPROVED FOR CONSTRUCTION SCAIf ~ _50'
a
0 6. SURVEYOR SHALL SET RIM ELEVATIONS FOR ALL STORM STRUCTURES.
0 Y VALVE BOXES AND MANHOLE RIM ELEVATIONS SHALL BE SET BY USING Sheet No.
0 25 50' 100' 200' TYPICAL SECTIONS..
SCALE:1'=50' C102

r-- / ~ _
/ \ GENERAL NOTES:
~ ~ ~ / , T =439.98 ~ r.:. / / / , NV. IN=434,83 ~ 1, ALL STREETS IN FRONT OF PROJECT WILL BE KEPT CLEAN AT ALL TIMES OR A WASH STATION WILL BE REQUIRED.
ran o ~ / ~ , INV. OUT=434,75 • cv tJJ ~ / ~h ~ I 2. THE TREE PROTECTION FENCING ON THIS PROJECT WILL BE INSTALLED AND
v / / / / / ~ ' I ~ ~v INSPECTED BEFORE THE GRADING PERMIT IS ISSUED.
C7 ..i~~ / aP / ' ~ 3. THERE IS NOT At`IY FEMA MAPPED FLOOD PLAIN LOCATED ON THIS ~ 7 ~ PROJECT PER FIRM MAP 3 183C0304 E DATED MARCH 3, 1992, ~
o ~
4. ALL WETLANDS DELINEATION AND PERMITTING ASSOCIATED WITH THIS PROJECT IS THE RESPONSIBILITY OF THE OWNER'S ENVIRONMENTAL w cv ~
Z / '~r~'/ / / / ' / ~ / / / TOP=441.4 ~ ` - / ' ' , ~a ~ / ~ /4' , CONSULTANT. > ~
Z ~ .HQV, IN- .88 c 5. EXISTING TOPOGRAPHY SHOWN IS TAKEN FROM AN ACTUAL SURVEY BY ~ _ ~
INV. T 436:5 ~ ~ r'~ / ~ / r / I _ , WITHERS & RAVENEL, INC, ~ 0 ~ LL
/ j W / / / / O l , r ~ \ J - - 6. ALL WORK MUST COMPLY WITH NC STATE BUILDING/HANDICAPPED _
ACCESSIBILITY CODE VOL 1C. THE MAXIMUM GRADE ON THE HANDICAP r
PARKING SPACES IS 2.0%, ~ ~ Z a,
7. ALL STORM DRAINAGEI FRAMES, GRATESII AND HOODS SHALL BE w ,
/ / ! STAMPED WITH NOTE DRAINS TO RIVER IN ACCORDANCE _ ~
WITH TOWN OF CARY STANDARDS. Z
8. CUT AND FILL SLOPES WILL BE STABILIZED WITHIN 15 DAYS OF ANY FHASE Q = OF GRADING. , ~
/ \ I I ~ 1 / , ~ / J a
~ ~ 42 9, A BOND EQUAL TO 125% OF THE ENGINEERS ESTIMATE TO CONSTRUCT THE _ p ' BEST MANAGEMENT PRACTICE MUST BE POSTED BEFORE THE GRADING PERMIT
c c - SUED FOR THE PROJECT. (CHAPTER 10, PART 3.9, UDO), vl ro
/ / TOP=9A3.72 / r' if L , , l , + / I ~ ~ ~ m 10. THIS PR ~ ILL MEET ALL OF THE REQUIREMENTS RELATIVE TO BEST w ~ M
INV. 1~T=339. `I / / ~ ,L~/' ~ I ~i J ~ i ~ , ~ ~ ~ / ~ ' I (v ; \ , ,PROPOSED -DRAR~INI,~T _ ~ ~ ~ L/' / ' ~ ) / , ~•y ~i , D ~DR9R~INL~T MANAGEMENT PRAC 10~ ND ENGINEERED STORMWATER CONTROL STRUCTURES u p1
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N / ' i r' i 1 i l / , ' / 0 / / , I,
v ~ HUT t , / ~ l ,r , j / / '2 / / l / r , _ - \ • - i ~ CHECKED BY DW
v - II - ~ i , ~ ~ 1 DATE ISSUED 06/22/04 - - - yr j I~ ' ~
- - - I I SCALE 'I
- ` - ' - ~
- - - - - - - - - - - - - - - - - I ` _ _z, _ - - Sheet No.
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- - - 430
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- a N ~ ~ - ---r - 400
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- c c p~a~ N
_ ~ 405 - - - iu RAP--o~ ~4 ~2.
405 ~ 2,5 x,14% ~ o 1' ~ 1,39' 15 iu, ~ M 7 ~ ~
- v ~ pio. R~ " Dio. RC r r a ~ 395 5 0
~ PROPOSED _ ' 5 ' - = 395 ~ ° - ETEroT CP _ o ~ I 1. ° M rn c c ~ r
- - ----5- f~UO-~R1=~ ~ , ~ ~ ~ o ~ ~ c ~p> O_
- - 400 - - N ~ ~ c c 0 _
- 400 o _ POND > > c c
o ~o ~cv - ~ o ~ - > 390
390 {
- _ _ £ I TIE PROPOSE C TORM DRAINAG TO ReVISIOt1S TIE PROPOSED
~ ~ 395 TiNG~Tt TiNG~T6RM ~1'
- - - -----T 395
-
-r------ 385 385
--I 390
14+00 15+00 10+00 12+00 13+00 14+00 15+00 11 +00
390 11+00 12+00 13+00 9+00 10+00
445 ~ 445 ~ ~ 0] ' ap U ri Oi
_ _ - r ro 435 435 + Q
- WM m ~ NN m N o\ Z
m N~ m ~ m 17M ~ rM ~ - r or J
~ 440 v our _ ~ ; UnN UNM ~
- . \ V rN 440 ~ ~ N 440 ~(j U
~ ran ~ 440 0~ or o 430 430 2
- ~ mop d' ~ M ~ F- oC
- V M m K)O + , -k oM Q Z ~
~ 435 cn o or W
435 ~ v, - 435 J
- - ~ 435 425 425 ~
- --t- --m J
~U - - ~ ~ - W
- 430 - oC
430 9.1 ' 430 " pp. d.
430 ° I - 420 420
P - ia, 0.9
- p
- 425 - 29.21' e
425 - ' - 9,99' 1 3 - 425 425 N }
- "pia. 00 < o o / ° 6' ~ V- ~ 415 Z
- ~ . _ 58' 15 1. - o o ~ 6 ' 415 •8 4 >
- - - 000 ~ N ~ N N _ ° „ pro ° ~ - W ~
_ - ~ ~ 15 Qia• RC 420 N ~ tfi ij ' ~ W W
o ~ + . ~ ~ - 420 o o~ oci 10+00 11+00 ~ 420 (f ~ Q
- o o~ - 420
° ~ ~ _ - w- ~ Q Q
- Q4-___-
~ 415 / h ~
\ ~ ~ ------t~ ~ 0 M N pp t~l ~ 1~ N ~0 415 ~Q° pr ~ N N~ N ~ N fp~®
- 1 d. 0 ~ v N ~ N ~ N ~ 415 ~ N 415 STORM DRAINAGE NOTES. _ W
- ~ d'---- a+ 7 7 3 7~ 7 v~ j - O O C- ~ C C - O- WN OF ARY STD 8.03 T C IS TOP OF CURB OR COVER
- > > > > 1. CB IS CATCH BASIN ; TO C / 2. DI IS DROP INLET: TOWN OF CARY STANDARD 8.02 WITH GRATE AND FRAME
_ _ - - - - - - - - C C - - - - - 410 3. F IS CONCRETE FLARED ENO SECTION NCDOT STO 310,01
410 - ° ° ° ~ 0 4, DMH IS STORM DRAINAGE MANHOLE :TOWN OF CARY STD 8.05
Z _ 410 rri o n a ~ ' ~ 410 5. ALL INLETS WILL RECENE WIRE MESH AND GRAVEL INLET PROTECTION v N N ~ _ 6. JUNCTION BOX SHALL HAVE RIM AND FRAME CAPABLE IF H-20 TRAFFIC LOADING.
w ~ N ~ z ~ ~ ~ c ~ „ 7. RCP IS CLASS III REINFORCED CONCRETE PIPE
~ - - - o ` ~ ° IN STRUCTURES ARE USED FOR THIS PROJECT, CONTRACTOR 8. IF PRECAST CATCH BAS
3 : RCP ~ c c ~ ~ ° 405 _ P ®1. ' ' ` SHALL ASSUME ALL ADDITIONAL COSTS ASSOCIATED WITH USING PRECAST CATCH BASINS
AS A RESULT OF GRADE ADJUSTMENTS REQUIRED FOR SITE BALANCING OF EARTHWORK AND ADJUSTMENTS TO ACCOMODATE PHASING.
= 405 - - "Dia. AEA 405 405 9. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE LATEST TOWN OF CARY
- - d m - STANDARDS AND SPECIFICATIONS.
p - iD - N
Q U
o - 0 400
400 - o ~ o r N ~ ~ - 400 400
~r
- - -c-'6. - - o - - - - JOB N0. 204145,00
~ C c c c c - - DRAWN BY DW
- 395 a - _ CHECKED BY DW
395 - +00 11 +0 10 11+00 12+00
1 +00 14+00 15+00 16+00 NOT APPROVED FOR CONSTRUCTION DATE ISSUED o6~zl~oa
11+00 12+00 3 0 10+00 SCALE
0
P O 0 2S 5' 10' 20' 0 25' 50' 100' 200' Sheet No.
Y
SCALE: 1'=6' VERTICAL SCALE: 1'=50' HORIZONTAL
C1.3

i
_ r ' . 1
/ 1
IX. BIORETENTION AREA; SOIL SPECIFICATIONS ,
A, PLANTING SOIL '
AVING A ' THE BIORETEN110N AREAS SHALL CONSIST OF A PLANTING SOIL H Area '
AY AND SHALL BE OF A SANDY LOAM Drainage Area Impervious Surfaces Open Space COMPOSITION OF AT LEAST 10 TO 25 PERCENT CL TING SOIL . ft. acres s . ft. acres
Y SAND TEXTURE LOAMY SOILS MAY BE UTILIZED FOR THE PLAN sq, ft, acres sq q OR LOAM NISHED PLANTING SOIL SHALL
T MUST CONSIST OF 35% SAND, IN ADDITION, THE FUR 2856 0.066 2139 0,049 717 0.016 BU TUMPS ROOTS OR SIMILAR OBJECTS TON FREE OF STONES, S , BE OF UNIFORM COMPOST I 4152 0.095 3716 0.085 436 0.010 `
RUSH OR ANY OTHER MATERIAL OR SUBSTANCE WHICH MAY 7 LARGER THAN ONE INCH, B NANCE 2457 0.056 1701 0.039 756 0.01
0 PLANT GROWTH OR A HINDRANCE TO PLANTING OR MAINTE , BE HARMFUL T 4029 0.092 2750 0.063 1279 0.029
OPERATIONS,
8490 0.195 7731 0.177 759 0.017 p MUDA GRASS Z
NTING SOIL SHALL BE FREE OF PLANTS OR PLANT PARTS OF BER ~ 18074 0.415 12393 0.285 5681 0.130 THE PLA ON IVY CANADIAN ASS JOHNSON GRASS, MUGWORT, NUTSEDGE, POTS 0.053 1193 0.027 1126 0.026
QUACK GR 2319 THISTLE OR OTHERS AS SPECIFIED, 3488 0.080 1033 0.024 2455 0.056 `
0,040 749 0.017 988 0.023 _ , , , , ~,1:.t,~ r , , / .
HARMFUL TO PLANT GROWTH, 1737 - IT SHALL NOT CONTAIN TOXIC SUBSTANCES ' , r , Q
2767 0.064 1027 0.024 1740 0.040 ' MEET THE FOLLOWING CRITERIA; ~ ,
TH PLANTING SOIL SHALL BE TESTED AND 6174 0.142 2273 0.052 3901 0.090 ' E 9248 0.212 3361 0.077 5887 0.135 , O r , r , ( I' r
PH RANGE 5.5 - 5.6 6930 0.159 3093 0.071 3837 0.088 ' ' ' ' ' I / ' ' / ' ' C ' c x.'12 ' en ~ o
ANIC MATTER 1,5 - 3A% ORG ` , , , 1
ACRE 72721 1.669 43159 0.991 29562 0.679 ' MAGNESIUM - MG 35 LBS,/ '
PHOSPHORUS - P205 100 LBS./ACRE I / , . . ' ~ ~ ~ , , / , ' / f' , Z / / / , C~
POTASSIUM - K20 85 LBS./ACRE , J , , / / / / . / / / / , u! r
SOLUBLE SALTS NOT TO EXCEED 500 PPM ' RETENTION AREA SIZING COMPUTATION BIO ` , / I , ~ , , / ' ~ ,
THE FOLLOWING TESTING FREQUENCIES SHALL APPLY TO THE ABOUE SOIL / / , , , , , / / W H
CONSTITUENTS; Area "C" '
UT NO MORE THAN 1 and Use (s . ft.) Factor C x Area 1 r r / ! / r ~ I r l f , / , ' , i , 1 1
PH, ORGANIC MATTER; 1 TEST PER 90 CUBIC YARDS, B l Q , I , , / ~ / / , , ~ I
TEST PER BIORETENTION AREA urfaces 43159 0.95 41001 ` Impervious S , 1 . r , / / , / / I ~ I
SLUM SOLUBLE SALTS; 1 TEST PER 500 Open Space 29562 0.22 6504 ' ~ MAGNESIUM, PHOSPHORUS, POTAS , ~ ~ / / / / / , I , r , , F
S BUT NO LESS THAN 1 TEST PER BORROW SOURCE 7272 47505 CUBIC YARD , ' ~ D 13 2 ~ , , - _
_ / / , 2,522; SF AT EL. ,407,00 F3
90 CUBIC YARDS OF ONE GRAIN SIZE ANALYSIS SHALL BE PERFORMED PER ~ AREA. - um of C x Area , ' ,
PLANTING SOIL, BUT NO LESS THAN 1 TEST PER BIORETENTION Bioretention Surface Area - 51° S 1 ' ~ ~ Seal :~4_: , 1 , PROPO ED ~ ~ '
Required Surface Area = 2375 sq. ft 8, MULCH LAYER SPECIFICATIONS 1 I ' BIO-RETENTION , I 1 , ~ , r . / it , ~ ,
Surface Area Provided = 2522 sq. ft - - ~q' A~'EA , 0 ~ ~v 1 , 1 / / ~f' ~ ' I /
~ ANTING SOIL, AN ACCEPTABLE ~ A MULCH LAYER SHALL BE PROVIDED ON TOP OF THE PL _ I / / , ' / , , o d ,r , , ~ , , / ~ ~
~ HALL INCLUDE SHREDDED HARDWOOD OR SHREDDED WOOD CHIPS OR _ I MULCH LAYER S - ~ ~ O LEVEL SPR DER - ~ ~ ~ 0 , , , 9 a
OTHER SIMILAR MATERIAL _ ~ / ~ 20' (ZONE 2)
UNIFORM IN COLOR ' , , ~ ' / ' , / , . ~ , r , ,
OF THE APPROVED MULCH PRODUCTS, ALL MUST BE WELL AGED, R E OF FOREIGN MATERIAL INCLUDING PLANT MATERIAL, WELL-AGED MULCH I AND F E AST TWELVE ' / , I , , ~ . ,
DEFINED AS MULCH THAT HAS BEEN STOCKPILED OR STORED FOR AT LE r ~ , ~ / / I , / . , , , , ,r I , , ' \ , , / , 1 ' r ~ 1 , , , . , ,r I 1 r'~ I .
(12) MONTHS, ' / , , , / ~ . / / l I' 1 f r----" I / ,
~ 1 ' I , , r' ~ ~ ~ ~ r ' - ~ 30 (zp1~E ~ Revisions
C, SAND SPECIFICATIONS /
TER THAN 1 I ~ - ~ ~ ~ NE4lSE RIVER BUFFER / , ~ NOTE: , ' , ' ~ ' 1~ N GRADING ALLO (THIN ~ ;
A L BE FREE OF DELETERIOUS MATERIAL AND ROCKS GREA ' THE SAND SH L ' ~ INCH IN DIAMETER. ' ~ I' i 0 E RIVER BUFFED ~ / ~ ~ ~ / ZONE 1 OF NC~175 ~ , , ,
/ i 1 i 1 i ' ' I r ~ ~ ~ I r 1 1 l ~ Il / I ,i ,
D. COMPACTION , I , I 1 1 f , ~ r/, ~~l , I 1 1 1 / / 1 , ,
I 1 \ 1~~~ '~i 1 .
D IN LAYERS LESS THAN 18 INCHES AND LIGHTLY COMPACTED SOIL SHALL BE PLACE OR A
MINIMAL COMPACTIUE EFFORT BY TAMPING WITH A BUCKET FROM A DOZER ( ) , / 1 1 1 1 1 , i' \ • 1 , ,
BACKHOE, 1 1 ' ' , / 1 , ? \
X, BIORETENTION AREA; PLANT SPECIFICATIONS
GENERAL PLANTING SPECIFICATIONS 1 1 " 11 I \ X11 / ~ - Q
I ~ -
THE PLANT MATERIAL SHALL BE KEPT MOIST DURING TRANSPORT , ~ ROOT STOCK OF FROM THE SOURCE TO THE JOB SITE AND UNTIL PLANTED. , ~ -1 J
WALLS OF PLANTING PIT SHALL BE DUG SO THAT THEY ARE VERTICAL. n
~ HES 6 ANTING PIT MUST BE A MINIMUM OF SIX INC ( ) ~ THE DIAMETER OF THE PL 1``. \ U
ARGER THAN THE DIAMETER OF THE BALL OF THE TREE, L „ 1 , I _
H TO ALLOW 1 4 OF THE BALL TO BE THE PLANTING PIT SHALL BE DEEP ENOUG / ~ IT SHALL BE F1HEP \ \ / ° \
ABOVE THE EXISTING GRADE, LOOSE SOIL AT THE BOTTOM 0 Z
' TAMPED BY HAND. UNT OF FERTILIZER IS TO BE PLACED AT THE BOTTOM OF THE ~ THE APPROPRIATE AMO
PIT SEE BELOW FOR FERTILIZATION RATES), ( 0 10' 20' 40' 80'
PLANT SHALL BE REMOVED FROM THE CONTAINER AND PLACED IN THE ~ THE VER LIF1 BY
PIT BY LIFTING AND CARRYING THE PLANT BY ITS BALL (NE PLANTING J
BRANCHES OR TRUNK), IGHT AND IN THE CENTER OF THE PIT SO THAT THE TOP OF THE scALF; r=z~ W
~ SET 1HE PLANT UPR , BALL IS APPROXIMATELY 1/4 ABOVE THE FINAL GRADE. OR CONSTRUCTION ~ NOT APPROVED F J
~ BACKFILL PLANTING PIT WITH EXISTING SOIL, e;...
~ MAKE SURE PLANT REMAINS STRAIGHT DURING BACKFILLING PROCEDURE,
~ 111E NEVER COVER THE TOP OF THE BALL WITH SOIL, MOUND SOIL AROUND
EXPOSED BALL (1/4 W
A 8E BRACED BY USING 2 BY 2 WHITE OAK STAKES, STAKES SHALL BE ~ TREES SH LL ALLY PLACED PARALLEL TO WALKWAYS AND BUILDINGS, STAKES ARE TO BE EQU
ON THE OUTSIDE OF THE TREE BALL, UTILIZING HOSE AND WIRE, THE TREE SPACED
IS BRACED TO THE STAKES. z
FERTILIZATION W ° v
>y ~
N SHRUB FERTILIZER SHALL BY A 21-GM, TIGHTLY COMPRESSED, LONG LASTING, ~ TREE A D ANTEED ANALYSIS OF SLOW RELEASE (2 YEAR) fER11UZER TABLET WITH A MINIMUM GUAR YARD INLET OUTLET STRUCTURE ~ WITH CONCRETE TOP (10C STO 8.01) (n Q
20-10-5; T FOR ELEVATIONS AND INVERTS SEE CHAR W
I TOTAL NITROGEN (N) - 20% 6" PONDING ZONE W
WATER SOLUBLE ORGANIC NITROGEN - 7% WATER INSOLUBLE ORGANIC NITROGEN - 13% (SEE PLANTING PLAN
AVAILABLE PHOSPHORIC ACID (P COs) - 10%
SOLUBLE POTASH (K z0) - 5% W
R CONTAINERIZED TREES AND SHRUBS, PLACE THE SPECIFIED FERTILIZER TABLET(S) IN THE FO BOTTOM OF THE PLANTING PIT ACCORDING TO THE FOLLOWING RATES; OD ~ MULCH BED
1 GAL. CONTAINER 1 EA. 21 GM. TABLETS
3 GAL. CONTAINER 2 EA. 21 GM. TABLETS PLANTING SOIL (4' DEPTH)
w 5 GAL, CONTAINER 3 EA. 21 GM. TABLETS Z 7 GAL, CONTAINER 5 EA, 21 GM. TABLETS w 4'
OUTLET PIPE
~ PLANTING NON-GRASS GROUND COVER SEE STORM DRAINAGE (
W THE GROUND COVER PLANTING HOLES SHALL BE DUG THROUGH THE MULCH WITH ONE SUMMARY CHARTS) 12" SAND BED e a o 0 o e e e a e e e o
r 3 THE FOLLOWING; HAND TROWEL, SHOVEL, BULB PLANTER OR HOE (THIS DOES NOT AP L e e o 0 o e e• e e a e~~•
TO GRASSES OR LEGUMES). 4" SCHEDULE 40 PVC BOTTOM DRAIN
BEFORE PLANTING, BIODEGRADABLE POTS SHALL BE SPLIT, AND NON-BIODEGRADABL ~ L BE SPLIT OR WITH 3 8" PERFORATIONS WRAPPED ~ W MI IFI 110N FlLTER FABRIC, Q
POTS SHALL BE REMOVED. ROOT SYSTEMS OF ALL POTTED PLANTS SHAL CRUMBLED. S OPE TO DRAIN AND CONNECT U
° THE GROUND COUER SHALL BE PLANTED SO THAT THE ROOTS ARE SURROUNDED BY H N ~ TO OUTLE7 STRUCTURE, SEE CHART FOR LENGTH AND NUMBER
N SOIL BELOW THE MULCH. POTTED PLANTS SHALL BE SET SO THAT THE TOP OF THE POT IS OF PERFORATIONS
EVEN Wllli THE EXISTING GRADE. THE ROOTS OF BARE ROOT PLANTS SHALL BE COVE JOB N0. 204145.00
TO THE CROWN, BEFORE PLANTING, APPLY APRE-EMERGENT HERBICIDE TO 111E MULCHED AND PLANTED
° GROUND COVER BED. DRAWN 8Y pW e
~ THE EN11RE GROUND COVER BED SHALL BE THOROUGHLY WATERED. a en ion rea sec l on CHECKED BY DW lore
NOT TO SCALE DATE ISSUED 06/22104
PLANTING GRASS GROUND COVER 0
0 GRASSES AND LEGUME SEED SHALL BE 11LLED INTO THE SOIL TO A DEPTH OF AT LEAST 2 SCALE
o~ riru~o uno~nwur nv nicritir. rEaTU ~7FR SNAI I AE APPLIED AT THE SAME RA I
o AND UTILIZING THE SAME PROCESS FOR NON-GRASS GROUND COVER. GRASS AND LEGUME
AND ° PLUGS SHALL BE PLANTED FOLLOWING THE NON-GRASS GROUND COVER PLANTING I ~ Sheet .
Y TECHNIQUES,
ALL GROUND COVERS SHALL BE FERTILIZED WITH A 10-6-4 ANALYSIS FERTILIZER AS A WET C1No.4
APPLICATION AT THE RATE OF 3 LBS, PER 100 SQUARE FEET OF THE BIORETENTION AREA PRIOR TO PLANTING NON-GRASS GROUND COVER OR AS PART OF THE GRASS SEED GROUND COVER.
I

PAVEMENT SHALL BE SAWN TO PROVIDE
r -,r ,r ~ ,r ,G' ,r-1J 1,~ ~ rao,~l A CLEAN EDGE. SCORED JOINT ViITH BITUMINOUS JOINT SEALANT. (TYPICAL) sAK~O PAVEMENT CUTS.
- -CONSTRUCT THE LEt/EL UP ON UNDISTURBED SOiL ~ r ~r',~ ~r~r'.i ~ ~y~,c` SPREADER LIP ~ ~ ~ ~ CRASS LINED CHANNa 6 INC6IES DEEP. i' F00T NdOE. TO UNIFURM HEIGHT AND ZERO GRADE OVER THE LENGTH OF THE ,r ,r .~'i(Y~Jw'~~I ~J SEE PLANS FDR LENGTH AND ELEVATION. CONCRETE Fa1CH REPEAL"E 'J+IThI 2" SURFACE 3000 P.S.L_ PATCH SHALL 8E 7". 3000 P.S.I. COURSE. (TYPICAL)
I SPREADER PROTECT IT WITH AN EROSION RCSISTANT MATERIAL ~ ~ p 12" CONCRETE OR 7" 81NDER COURSE "
SUCH AS SURGE STONE TO PREVENT EROSION, TO BEGONE ,r ''r r,- ,r ~ ,r ~`u~r t. ~I Nag: EROSION CONTROL NETTING TO BE INSERTED AND ESiABUSyEp, ,r ~ ,T' ~ u I SECURED IN CRASS LINED CHANNEL. EpSTING PAVEMENT ~ MIN. y EXISTING PAVEMENT ,",t. , ' 6" MIN. - - _ ~y _ _
- - MUST 6E GENERALLY r Ou it fi AREA- THE OUTLET DISPOSAL AREA l- h. v~ _ . a 'F. - - 1,11-,I;.. •i -III I I III 1=' i .::I-I L- I~ I -.Jfd l I I+ C"
56100TH AND WELL VEGETATED wliH A MAXLMUM SLOPE OF 102. ,r- ,r r , K~ ,r ~ v`- ,r u~ ~ ~ ~ ~ P ~T PROTECTION VEGETATE ALL DISTURBED AREAS RIP RA GJTI.,_ , II-I Ir 3" MIN. If-Ill-II- I_I~ L+~~ - N-~ ~ ~-N~ 0 r ,III`- ~ ~ '`y~~:ze.-;:.~~.:-~__,~ 8" STONE Da NDT DISTURB 12"~ i2" o ~ V\
~ ,r ,r ,r OONNSTREA!A "LIP" MUST HE LEVEL AND ENERGY DISStPATDR SEC PLANS FDR DETAILS ~ MINIMUM 1~ ~ _ EXISTING STONE I I v Da Nor DlsruRB W N ~ I ~ EXISTING STONE
rmISTRU('TION SPFCIFlCATIONS ~ THE ENTIRE LENGTH OF SPREADER, ~r r ,~Uy i,l~ SPREADER UP MUST BE 1' MINIMUM. FLOW COVER ~ '1~ ? ~ fd ~ -I :~.^-..':"'>'"~'0''I- SHALL BE GRANULAR MATERIAL OR FLDWABLE - - ~I C
1. THE MATTING SHOULD AVER TFIEi~LIPI AONOYBUREEDN6 NCHES , ,r ,r 11~ ' J Jl SEE PLANS FOR ELEVATION. ExTENDING fi INCHES ELEV ~ F,lL(t FLARED END SECTION FILL TO PREVENT SETTLEMENT ,-p: v s~•,~~r~:~``''.`: I F N ITABLE MATERIAL SHALL 8E REPLACED) - ~ 0 it I _ (U SU ~
DEEP IN A VERTICAL TRENCH OW THE LOWER EDGE. ,r ,I' PT. V,,~' THE UPPER EDGE SHOULD BuTi AGAINST SMOOTHLY Cur r ~Jy ~ STABIUZED RIP RAP _ _ ;'a ~'.EI c I ' i l~- 'i> PIPE SIC I Y'i PIPE Ic ~ ~ V-
SOD AND BE SECURELY HELD IN PLACE WITH CLOSELY - SLOPE 2-3" SURGE STONE ~ _ -II I -III. II ~ III-Ilrlll ~~1~= P SAT LEAST 12 INCHES LONG. ~ _ _ - SPACED HEAVY DUTY IbIRE STA LE q~, {,y~j LED-~E%IILE FABRIC ~ _ I „--I~I~}-'III='rii~ ~ ,r - - :II ;;c: LIE ' " :IT _ LI 1u •Ti-N I ITr1111 L ~I-I' T n-I ur• V
- H SPR ADER IS LEVEL, FOR UNIFORM SPREADING V7~' V11" ~ ~n/~ E%TEND A MINIMUM OF GRASS 2 ENSURE THAT T C E STABLE , ~ ONE FODI PAST "LIP' I / - PIPE DI A. PIPE DIA.
OF STORM RUNOFF. UNDISTURBED 455 E~ ~ -I'r ~ OU TLCT AREA GQ' 11 ~ ~ =III = T I I ~ -r 18" t 18" N 41 HALT PAVEMENT ~ Z
3 CONSTRUCT THE LEVEL SPREADER ON UNDISTURBED SOIL. r. ~u T~L~ j~~ - II I'- (NOT ON FILL) 'r ~ ~ ,r , ~l ~ 1~ UNDISTURBED GROUND CONCRETE PAVEMENT ASP W t
1 I 4. CONSTRUCT A ZO FOOT TRANSITION SECTION FROid THE ~ ~ / f NOTE; THE WIDTH ~ i NOTES: Z
DI'JERSION CHANNEL TD BLEND SMOOTHLY WITH ,r J~ 1j/ ~PTH OF THE LEVEL SPREADER. LEVEL SPREADER DESIGN 4VIL1 BE EtAHEO ON AND DC J ~,I r- CURRENT DIVISION OP WATER DUAUIY DESIGN BE E3A5E0 ON OUAUiY DESIGN I. ALL PAVEMENT CUTS SHALL BE REPAIRED WITHIN A MAXIMUM OF THREE (3} DAYS FROM THE GATE THE CUT IS MADE. Q IF CONDITIONS DO NOT PERMIT A PERMANENT REPAIR WITHIN THE GIVEN TIME LIMIT, PERMISSION TD MAKE A TEMPORARY
R SS A PROPERLY ~ ELEV IJ ,I 5. DISPERSE RUNOFF FROM THE SPREADER AC 0 GUIDELINES. REPAIR MUST BE OBTAINED FROM THE TOWN ENGINEER. r @ '
STABILIZED SLOPE, NOi TO EXCEED 102, MAKE SURE THAT P~ ~ : 3 ELEVATION POINTS ON IUAIN IENANCE THE SLDPE 15 suFFICIENr!Y SMOOTH rD KEEP THE FLOV FaoM r ~ SPREADER ALL AT SAME INSPECT T1aE LEVEL SPREADER AFTER EVERY RAINFALL UNTIL VELETA?ON IS ESTABLISHED TREETS SHALL BE USED ONLY DURING INCLEMENT WEATHER WHEN ASPHALT ~ 2. CONCRETE TRENCH CAP DN ASPHALT 5 I PLANTS ARE NOT OPERATING. 0
COn'CENTRATIrlG• ~ ELEvanON (TYPICAL) AND PROPERLY MANE ANY NEEDED REPAIRS. AFTER THE AREA HAS BEEN STABILIZED, hAAKE PERIODIC INSPECTIONS AIJD KEEP VELETA iIIXV IN A HEALTHY. VIGOROUS CONDITION. 3. IN ALL OPEN TRENCHES, BACKFILL SHALL BE COMPACTED TO 95~ MAXIMUM DRY DENSITY. THE CONTRACTOR SHALL BE
6. IMMEDIATELY AFTER IT'S CONSTRUCTION, APPROH~AI?FVELSEED ~ r I' .«a ELEv AND MULCH THE ENTIRE DISTURBED AREA 0 5 RESPONSIBLE FOR VERIFYING COMPACTION REDUIREMENTS 8Y SOILS TESTING CERTIFIED BY A LICENSED PROFESSIONAL COa' CEOTECHNICAL ENGINEER. ~ ~ ~
SPREADER. ,r r ~A ~ ~ n : V PT. 4. BACKFILL M9TH A HIGIi CLAY CONTENT, HICIi SIiRINK-SWtiLI POTENTIAL, OR HIGH MOISTURE CONTENT THAT CANNOT MEET W Y '
SURGE STONE UP COMPACTION REQUIREMENTS SHALL BE DEEMED UNSUITABLE AND SHALL 8E REPlACEO WITH SUITABLE BACKFILL MATERIAL. W ~ ~~~pp ~ tl'
6)L fj ,B 5. ALL PAVEMENT PATCHES SHALL PROVIDE A UNIFORM AND SMOOTH DRMNG SURFACE. Z ~ ~
87 g a"F. D1Si'n[L V [)Ii FntL v D1S1'AILV DETAILAb. r
VEL SPREADER 04000.' STANDARD LEVEL SPREADER (CROSS SECTION} 04000. STANDARD LE EFFECTIVE: sH~r z GF 04000. ~ STANDARD TRENCH AND PAVEMENT REPAII2 SECTIONS 05000.01 Z r ai sH~r z of suEEt t or , W ~
s~cCr I aF . EFFECTIVE: EFFFJr17VE:
NCDUf STANDARD 2' x Z~ GRATE g" b" 35" MINIMUM 6" SHALLOW TYPE INTERMEDIATE TYPE (4'X4'1 DEEP TYPE (,~'X5'~ 6 (OVER 26 FEET IN DEPTH)
(SEE NOTE 5 FOR ORIENTATION G CRATE) (5 FEET OR LESS IN DEPTH) (5 FEET i0 2D FEET IN DEPTH)
STANDARD TYPE DEEP TYPE _ _ - - - - - ' _ STANDARD STEPS 56° REwFOaceO
rUP TO 20 FEET N DEPTH) COVER 20 FEET IN DEPTH} MORTAR BED ~ - e. .•I~ -4.,~ • ~ : G - - 16" ON CENTER CONCRETE _ ~6. R~N'FORCED SLAB CONCRETE 5lnfi '
STANDARD MANHOLE RING w N ~ 60"
STANDARD I~~a~u,-IDLE RING AND COVER ~ /-AND COvER T" PER COURSE o _ I 6" .r 36" 6' STANDnRO STEPS MIN. Seal 16" QV CENTER STANDARp 5:1 d1AX.
TOP DESIGNED FOR FOR 6 COURSE ~ _ STANDARD HS-20 LOADING TOP DESIGNEG FOR STEPS 16 6" STEPS 6"
STANDARC HS-2D LOADING MAY BE FLAT OR - t~~~.., /,r- -
STEPS 16" MAY 3E FLAT OR ON CENTER 60" L0. ECCENTRIC CONE a . MINIMUM ON CENTER H LD, ECCENTRIC CONE OVEP 20'-0' ~ t ~ ~ I.~IN. ~ r' I, Z p ~ MW, 6" WASHED ~C ~~1-~-.~. STONE BEDDING f `Mw, 6" wASHED
II O p UP TO 20-0 I ~ c ~ MIM. 6" WASHED STONE BEDDING FRAME, GRATE ~ nOCA STONE BEDDING FRAME, GRATE & HOOD pq PER D.O.T. STD. 840.030 FRAME. GRATE & HODO PER 0.0.T. S1D. 840.030
5:1 MAX. PLASTIC CEMENT ~ ~ qv 6- ~ 1 PUTTY OR BUTYL 5:1 MAx. _ ~ ~ I I PER D.O.T. STD. 8h0,03C REINFORCED REWFDRCED
P! ASiIC CEMENT _ . RUBBER JOWTS m PVTiY OR BUTYL `e". ~:r.:L'r,,: i - CONCRETE CONCRETE SLAB HEX 26" SLAB
RUBBER JOINTS ',c~ '2-'`-- . 6" ~ ~:1 - > ~ 0;. . _ 5" NOT TO ' - MIN. EXCEED .i-0 26".. c Z OVER ; . ,ROM 5'-0" - . .
'aaa: .r,,,:~,:.,;,;,-~- .,4' PIP ~I i'a5'k ;`ti;:p,~.. <"to, ~e BRICK AND ~ E ti" l f MINIMUM 6" THIGH 'q7 48' ro zo'-o" s fi0" 2a'-0"
)AORTAR INVERT 4" ° I BRICK AND MINIMUIJ 6' THICK WASHED STONE BEDDING E~ U _ c MIN. I MIN. ~ -
' MORTAR INVERT 1VASHEO STONE BEDDING ' ~ yi,.,, O r.` :f`. ~.;a,.w~~+.~ MIN. 6" WASHED %'`,s~;!= rTrY':• •I. k. s~a- .
FLAT TOP DETAIL - ~ EDDING " STONE B • ~ _ Revisions Na~ES W,--
FLAT TDP DETAIL CONCRETE PLAN VIEW R T ALL BE 40W P,S.I. MINIMUM FOR ALL MIN, 6" wnSHED ~ MiN. 6" wAMEO L GONG E E SH STONE BEDCINC STONE REDOING
3000 P.S.I. ~~~Tif~~~ I STANDARD STANDARD SECTION PRECAST CONCRETE CATCH BASINS. 2. PRECAST CONCR PEHSTCERTIFlEO AS ACCEPTABLE SLAB DETAIL SLAB DETAIL
j STEPS STEPS NnrFS: INSTALLED TO DE BT THE MANUFACTURER. 26" 3, "WAFFLE" BOXES ARE ACCEPTABLE FOR SHALLOW
_ 1. EITHER SOLID BRICK, SOLID BLOCK, OR PRECAST CONCRETE MAY BE USED. 12" ~ ~8 T2 J 72 2. FOR 2a INCH R.C.P. AND LARGER USE PIPE DIAMETER PLUS 72 INCHES FOR MINIMUM INSIDE 01!AENSIDN. ~I,AENSIDN. T"aE CATCH 6A9N5. SLAB TIiICNNE55 AND 1 r 36" 6' RElNFORCET~ENi FDR SLAB THICKNESS AND 1
3. GRATED INLETS SHALL NDT BE USED 'M THIN TRAIL AREAS. 4, STANDARD STEPS REQUIRED @ 16 INCHES O.C. INHERE DEPTH EXCEEDS 3 FEET. 60' 06 B flEINFCRCEMENT FOR 72 L SOIL PND ~AFFIC SOIL AND TRAFRC ~.2~ tDAdNG 6Y AN
~ ~ 5. WHERE STEPS ARE REQUIRED, USE OF PRECAST CONCRETE SLAB SHALL BE USED AS TOP AND CRATE POSITIONED OVER STEPS. } CRATE ~ LOADING BY AN ENGINL~R
6 ~ 6. YARD INLETS DEEPER THAN 10 FEET SHALL REQUIRE DOUBLE WA',.LS. ~e7'~ - al' ~.BD.._..I ENGINEER ~--n"~
DETAIL ND. DETAIL ND. DETAIL Ab. DETAIL 13~.
STANDARD PRECAST CONCRETE MANHOLE JiJNCIION BOX 08000.05 STANDARD YARD INLET WITH GRATE AND FRAME 08000.02 SHEET t Of I EI'F'ECTtVE: aj/Di/~ SHEET 7 Of I 08000.02 STANDARD PRECAST CONCRETECATCHBASIN 08000.03 SNEEI 7 Of , SNEET 2 6: Z EFFEECTIVE:
EFFECTIVE:
Q z ,
INTERMEDIATE TYPE (4'X4') DEEP TYPE (5'X5' I/B" RADIUS I~'+' R ' R J 4/ ! 43" MINIMUM O J ~4" E 1~8" R
S,HPLLOW TYPE {5 FEET TO 20 FEET IN DEPTH (OVER 20 FEET IN DEP1H) 3/5° F T, EITHER SOLID BRICK, SOLID BLOCK, OR PRECAST ~ r~ CONCRETE MAY BE USED. Q
5 FEET OR LESS IN DEPTH) GRA55 MEDIAN OR CONCRETE ISLAND ~ 1/6" R ( ~ o ~ ~r,__ _ - - I SEE Ncoor SID. 8a0.03 ~ • U ' ~ 2. STANDARD STEPS REDUIREO ®16 INCHES O.C. 1VHERE
- - - FRAME, GRATE MD HOOD ~ • C REINFORCED STANOAicD STEPS gEINFORCEO l; ¢ DEPTH EXCEEDS 3 FEET. -STD. MANHOLE RING AND GDVER
- - CONCRETE SLAB 16" ON CENTER 36" CONCRETE SLAB EXPANSION dDINT B EXPANSION $YNT ~ 9" ' ~ 9" - - I.~. A STANDARD '.36~~-~ Y-6" f= ~ (PER DETAIL 07000.06) MAY 8E 3. USE MINIMUM 3000 P.S.I. CONCRETE MIX. aC W 43" MIN. -~,((~0~, CAST IN SLAB OR SECURED TO O
T6°- STANDARD STEPS STEPS ~S. T- 2'-6" lfi" ON CENTER IG" O.C. B ALTERNATE LAYNG SECTION ' A-A' +_A., TDP Du<R STEPS a. INSIDE DIMEN90N FDR 241NCH PIPE AND GREATER USE PIPE DIAMETER PLUS 12 INCHES. Z ~J:
3" 6 ~ gREC9g4 EVERY ALTERNATE LAYING 6 ALTERNATE LAYING ~ I2" THIRD COURSE q B C 2 - 5. WHERE DEPTH EXCEEDS ?FEET, MANHOLE RING ANO
6" IR' iION EVERT P RY I 1/B" RADIUS I~ R 18' R D cC ;j;_ DIREC ON EVE ;D ~ 3/4~~ k / L F. THIRD COURSE ~ THIRD COCRSE 5~ •A'tiy,a w~~~ 1'_6" 1D' 0" ~-1)4" 10'-0~ o . I/B' R COVER TO 8E LOCATED OVER STEPS.
6.~ PLAN VIEW ~
6"~ RAIAE, CP.AiE do HCDD ~ CONCRETE SLAB J 7 2~_p^ CONCRETE SLAB DESIGNED
r~PER 0.0.1. 510. Ba0.03C FRAME, GRATE & HOOD v ~ VAR. 9" t0 ~'-0" REINFORCED r' 10'-0" ;i-1 10'-0° - - FOR EXPECTED LOADING ` e W 7 -fi"
CONCRETE PER D.D. T, STD. 8L0.03C ~ i;,~ 9" VAR. 1'- -fi" FRAME, GRATE k HOOD ~ ' ~ ~ ~ ~ f s c SL B L PER O.O.i. STD. B D.D3 ~ REINFORCED ~z• SECTION "B-E3°
. CONCRETE SLAB MAX, 26 - ~ t2 'O ° T i 3-B° $ I COURSE ~..-t: VARIES 35° MIN.
~-2E" FROhd 5'-0" I a fi _ I _ ~ 26" i0 ZD' C' z 60" ~ cRPAnS10rv JC1NT I I I DEPRESSED GUTTER LINE s~' _ 6" OPENING--~~
NOT ro 6' 0 IZ" ~ SEE NcODT STANDARD E%F AVSION JOINT B-~ E%CEED 5-D" ~ _ v "'g N0. BaO.Ot OR 8e0.02 At; STANDARD STEPS Z 16° O.C. ` t COURSE - - STANDARD STEPS
~ IZ;Z ELEVATION ,.~~-a~ 6 - 1- 6" hN"S~: . A.;,~ H ~ 7,55 M 1G" O.C. 5:1 MAX.
L M _ VARIABLE 0
6"J 2 6 PN~ 1 ~ 6 6. - ~ t9 6}D F I PIPE :-m
g'~ 3000 P.H.I. CONCRETE SLAB DETAIL 1/z' RADIUS o~c~~~ pt45~d . NpPC ~pcP1 26" SLAB DETAIL ~ NpP ep ,o E~ N,P pER 4,. ~ I Z
zs" , ~ 3' AADws ~ ~ ~~a le 'r ~ 1/8° FADIU_ Odi UP p5 4, _ -'t ~ 6' MINIMUM ~ ( ~
BLAB THICNNESH aND •o - ~ ~ X02 y; ACV, 6 I . -7 S ba A - . :6° 6 N Z NT FDR ~ G REI fDi CcME 0. 64" 0 0. L SOIL A1d0 TRAFFIC 3B° 6 SLAB THICICNE55 AND - - ~ R FO Q v + PLAN W U
LOADING HY AN 76'~ REINFORCEMENT FOR _ pQ`~ 0.or ENGINEER SOIL AND TRAFFIC L I'-B` CURp aNp GUTTfs' ~0 ` ~p,Q 30[10 P.S.I. CONCRETE SECTION ~
I_ 64~•~ LOADING Br aN 0. • I~ ~ ENdNEER I, SECTION "C-C" ~~GD"c Q
OvER 8' IN DEP11i. I2" WALL iHICLNESS 10 6 FRCV. ~76~•~ an 7.C ' 8T ~ TOP OF WALL AND 6• BOTTOM SLAB HhIAIL BE USED. tt3~ DETAIL hb. " Bh ~ • W DETAIL Ab. DETAIL ND.
DETAit rb. STANDARD MEDIAN CURB FOR CATCH BASII~1 08000.04 STANDARD YARD INLET WITHCONCRETESLAB 08000.01
TANDARD CONCRETE BLOCI~ ORBRICKCATCHBASIN 08000.03 (FORUSEWITH I'-6" CURB & GUTTER) 08000.04 S SHEET 1 or . SHEET i or z EFFECTVE: suEEt 1 or ~ EFFECTIVE: svEET T ar I
EFFECTIVE:
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W
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C O DRAWN BY py'<+
CHECKED BY DW
O DATE ISSUED 06/21/04
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CD CD PRELIMINARY
Y NOT APPROVED FOR CONSTRUCTION Sheet Na
C1.5

IS'-0" MAX.
I~ vARIAaLE-r nPIcAL VARIABLE-z' TYPICAL fi/W fi' IF SIOENALK 9' IF EIOEWAIK NOTE:
(;PNFR AI NQTFS_ HYDRANT TO BE PLACED WITH 2'-0" MIN, PUMPER NOZZLE FAGNG THE 5'-0" MAX.
METER Nv0 BYPASS ASSEMBLY TO r - - - - - 4AL^_i 1'!ALL - - - - BE DUCTILE IRON RANGED PIPE. T.O.C. 20' MATER LINE t- - OLDCANC T.O.C. 20' WATER UNE TRAVEL/FIRE LANE. ~ CONCRETE SIDEWALK (IF APPLICABLE) (n
AS UNDER EASEMENT (TrPICAL) i I VALtE N"rEA EASEMENT (TYPICAL) METER FACE TD DE A MAXIMUM CURB & m P ~ p 1TOF CUIT'cR FINISFIED Q
DF 3.5' BELOW FINISHED GRADE. POST INDICATOR VALVE LOCATION inoN CONCRETE ENCASEIJENi I ? ~ I GRaDE ,I ~ r' tDD V
ADJUSTABLE CONNECTING PIECE TO 6E FDR CONTINUATION GY F-1 ADJUSTABLE CONNECTOR. m tOPA0Ffi7TY I PLUMBING CONTRACTOR FOA CONTINUATION BY GLOW 439 TO cUppLr I I I I - PWMEiING CDN TRACTOR h `ill-~ IH I r
~ - _ I c I r ACCESS DOOR SHALL 6E ALUMINUM I I MATER NEiEA T.O.C. STANDARD WaTEa METER IN vauLT =~e~~~_~~~~.. - z "~:~--TAMPED 1 ld ~ BACKFILL C ~ CAST IRON VALVE BOX ~
I MINIMUM OPENNG ' ul,e, uETER (SEE pETAII 05000A2) i (SEE DETAIL 05000.02) DOUBLE ODOR W ihl A 16 i I I I ] CF 42~~ X 36 . AOJU6rA6Ui CGXYECiING ) - - - - - - - - - TAIdPED _ ~ BACKfILL ~'.t~'Y.'.: MI MUM OF 8 C.F. ' 0
_AECE --_--J ~ TYPE°K° 'N IJ VALVES SHALL BE IRON BODY TYPE. _ . - - - - z ~-Tic - _ - - -'tv- NI BIB--- ~ - = No. 615iDNE (A
ttPE "K, GTS I < CTS REDUCER VAULT V7ALL _ _ I I ~ 5V M REDUCER I- II _ - I w - IEm NtSC55ART) I ~
Elll-TER SDLIO BRICK, SOLID BLOCK OR - 1- - - - - - - - I l' NatssurT) Si R~INEA I ~ I y, _ " I ~_y ~ S' D.I. WATER ••Fn 4' D.I. WATER PRECAST CONCRETE MAY BE USED. 6- 6 a/a _ 4 .in? Y`r } UNOIST REED ~ I I V) to U SOIL II. rnnlN - - ~ Igo
O(1VC. A/W ti'a`• MINIMUM (MINIMUM} ~te - P I INDICATOR v - AR - 10 ENSURE POST LIVE DRAINAGE, Tl'IE ENCAr-uw- Ds IHRU51 caL - ` i ~ ::I~I~ fi Irt Z ~r -
VAU T SHALL BE TIED INTO THE EXISTING AT 3,600 PSL ACCE65 OOGR DA61 INTO A CONCRCIE u TEE W/BLOCKING VALVE LOCATION ~ I L 6UV3 ANO M[ET H-20 IDADWG I I- I r TEE W/BLCCKII~G OOf ~ ET JOINT W hL SiOP,M DRAINAGE SYSTEM, IF POSITIVE nNTSn cRAnE Cv 1V/C.I. I ? cv w/c.l. I h 1 MECHANICAL JOINT W
DRAINAGE IS UNOBTAINABLE, A SUMP PUMP I -I _ I VALVE BOx I vawE eox SHALL 6E LOCATED AND OPERATED IN THE I - TII I o ~ _ _ _ _ _ _ I o r - - - - - 6° GATC VALVE MECHANICAL JOINT CONCRETE BLOCKING = CONCRETE THRUST BLOCK MINIMUM I/3 GY Ai I/3 CY AT 30D0 P.S.I. DUCTILE IRON PIPE SODD P.S.I. Z
I- REDUCER FOR CONTINUATIGV B R VAULT. VALVE 60N ~ VALYE 8' BLOCK 17A1L5 ~ PLUh181NG CQNTRAC 0 a
ISEE [h-TAIL D6DOD.Da, I I (rYRCU) (IF NEGESSnRY) 6iAROMp VhLYC ~ - FQR CON 7INUATICN BY sD% IN6TAllailoN) MEtEP g^ ~,_yD' FOR CONI1NU Ali OV BY FIP.E SERVICE CDR iRACtOR BY MAIN UNE TEE RAC70R a
Mlrv. I T.O.C. WATER I FIRE GERVtCE CONTRACTOR F~-vD- I I UNE EnEEMENI T.O.C. WATER I
I ~ _ _ iD PROPERTY I ISLAND CURB & I LINE EASEMENT TO SUPPLY - ~ ( I (TYPICAL] GUTTER TYPICAL} {TYPIDn) I j I _ - IS1 ND CURa k NO S, _ 0
i (PICAL r7 6LOCNING GU f1EA ( ) 1, TOP DF ALOCKINC TO 8E 2" FROM A. IF HYDRANT IS LOCATED ON A DOT ROADI'JAY USE HYDRANT >~EP HOLES. DOT STANDARpS FOR LOCATION OF HYDRANT C 0 _ M i VALVE TO HYDRANT IdAY BE Q~ M
I-- I - _ _ J I _ L ~;:c . ,:i'". `;"~?'Y STONEY ~•:`.•:.'~•~F~' - B % 18' CONGRCCE 2. HYDRANT TEE MAY BE SUBSTITUTED FOR 5. SID. RODDING FRO GA E fr1
:II I I,!II~LII,III!Tl~c~lil'"Ii JITG~-111Lr1t_I I FDOTwc, 3DOO Ps.l' TYPE A -SINGLE SERVICE TYPE B -DOUBLE SERVICE I--' ~~i uNasruaem =_on 1=1I I~ I F=1I -III-I a-III-r NICE D•I.P, NIPPLE AND RODDING TO VALVE. SUBSTITUTED WITH A CONCENTRIC RING RESTRAINT SYSTEM W V ~ SUCH AS MUELLER AQUAGRIP OR AN APPROVED EQUAL W ~
NOTE'. SYSTEM TO BE MAINTAINED BY THE NQTF: SYSTEli TD BE MAINTAINED 8Y THE DWNER PAST THE EASEMENT LINE. OWn~ER PAST THE EASEMENT LINE. N 7 AO OF A TEE PRODUCT PROVIDEp ALL PIPE SEGMENTS ARE RESTRAINED. ld 3Y THE - 3. TAPPING SADDLES MAY BE USED 15 E Z LINE. ` ' FOR NJATER LINES LARGER THAN 16 INCIHES. ' e71 • ~
DETAILI~b. ~ ~
at ~ DETAIL ND. DETAIL Na 'AIL No. Z fir" 0.05 STANDARD HYDRANT' INSTALLATION 06000.06 H
STANDARD COMBINED FIRE & DOMESTIC WATER SERVICE 06000.05 STANDARD 3" & 4" METER INSTALLATION & VAULT 06000.03 6NEET , ~ , wEEt , Df I EFFECTIVE: )0 sNEE, , or , W '7 , ~ I EFFL•GTIVE:
EFFECTIVE:
~(2) CLOSED PIGKHOLES
(UNPAVED AREAS) 5-3/4'" NEVER TO EXCEED t6" (VALVE TO TEE DISTANCE)
vAwE BOx COVERCONCRETE ENCASEMENT 5_t /4^ Lia1T1J`.~ 1" RAISED LETTERING WATER ~REGESSED FLUSH). I AT 3000 F.S.I. _ CaQ19~
cv C - _ ~n~ (TO BE LABELED v/kTER" OR ~ Z ~ - ~ -TYPICAL FINISFIED GRADE ~ °SEWER" AS APPROPRIATE).
TYwcAL FhNISHEp GRADE T ~ I ~ ~ IN UNPAVED AREAS IN PAVED AP.EAS - - 1-1/2" 7-5/16" TEE OR CROSS GATE VALVE Seal
I N I ~ ? I ~ I ~l" BOX SHALL BE CENTCRED
- - - - - -1- -I- I =1 1= I I== I . I I i_ _ ~ _ DVE R VALVE 3/4- ALL-THREAD STEEL / ROD (CUT TO LENGTH) 1
=1 1=111=III=1 I- =1~~1- .;T_:'._T_ ~ 4.. . a ' •
I ~ - OF BA$E COURSE I f' p _Q ALL PARTS SHALL BE x:' •'i' J _ - ~ 5-~/t6" T}{E SAME MATERIAL PND a d . Q.
a.:.:.. ~ - v nREAS '..~~TAMPED ~ SUPPLIED BY SHE SAME PA ED ) T ~ a R
( - - LID MANUFACTURE 12" THICKNE55 I-2, _ I `o<' BACKFILL o > I H OR HB BITUMINOUS ~ I I ' ' - 'I-- - a . o, G .
R TE MAY BE USEp - - CONC E N pp~p~p~~, g' d .a
(PAVED AREAS)- ~ NaT~F2 - (UNPAVED AREAS} i " " 0 d CONCRETE ENCASEMENT ~-5/8"- VALVE BOX _ 12'• THICKNE55 I-2, - - - - - ' ~ m e.
_ H OR HB BITUMINOUS AT 3000 P.s.l. ~T-3/e" CONCRETE MAY BE USED G-)/e" I - 2' 6 _ - t-0" M.J. NIPPLE WITH GLANDS {MINIMUM)
dQT~ 0 C A, 0 - I VALVE BOX COVtR I ~ - _
I VALVE BDX SHOULD NOT ` , T CCNTACr MAIN oR VALVE. VALV` (TO 8E LABELED "WATER" OR I ~ CONCRETE R@VISIOIIS
"SEWER" AS APPROPRIATE) ,o 6" m BLOCKING
MAIN I a,lAlrl COMPLETE BOX PLAN VIEW LD-I/9' ~ ,_,/z^ ROD REQUIREMENTS GENERAL NOTES:
NOTES'. No?E`-` BOTTOM SECTION BRANCH SIZE N0. OF RODS I, ONCE INSTALLED AND TIGHT, THE STEEL RODS
TAMPED 1. VALUc BGX COVER SHALL 41T:IGIi A MINIMUiA 26 Tbs. A 26 Tbs. 4" Z AND BOLTS SHALL BE COATED WITH 2 COATS 6" Z OF BITUMINOUS BASE PAWT.
BACKFiLL BLOCKING 1. ONLY MANUFACTURED vAl~ BOx EXTENSIONS SHALL BE ALLOw~D. ~ ~ ~ PRATING NUT NIUS7 BE ExTENOED SO THAT THE DEPTH ~6-D/a ~ 2. ENTIRE VALVE BOx ASSEMBLY g COVER SHALL 8E . lALcDE TALL BE 8.. a 2. SEE STANDARD ?iRUST BLOCK. 12" 4
I N VI W IS ND GREATER THAN 5' (il.) FROM THE SURFACE USING A r.--7-~/B" CASs FRD'd CLASS 35 GRAY IRON. SECT O ddANUFACTURER APPRDVED EY,TENSION KIT. 16" fi 3. CONCRETE SHALL NOT CONTACT BOLTS OR AND ~ 24" 6 ENDS OF MECHANICAL FlTTINGS.
5 ASSEMBLY SHALL BE DDMESrICnLLr MADE AND - v aR as. TOP SECTION MANUFACTURED IN THE u.s.a. 87~A
3 PRECAST CONCRETE ENCASEMENT IS ALLOWED OUTSIDE OF PA ED E et en ~ DETAIL No. DEfA1L Db. CALL No.
DETAIL No. STANDARD VALVERODDING 06000.09 OOD.DB 5dEE1, Or I
ARD VALVE BOXINSTALLATION 06000.08 'STANDARD VALVE BOXINSTALLATION 06000.08 STAND SNEEI ~ OF 2 SNCEi 1 Of Z EFFECTIVE: :Ef l ar z E~'ECnvE:
EFFECTIVE:
Q' Z
J
_T Q
RFI D AD IUSTMENT INSTRIICi10NS ~ U
A . r. A IvIINIMUM CONCRETE BLOCKING (C } t. REMOVE 1NE BODY FROM THE TOp OF THE 6" plA, t" SQUARE MAX.=10 _
1 NONE. PIPE TEES & 90' 46' 22-1/2 11-IIq. Ig° 12" T2.. EXCESS PRESSURE RELIEF INDICATOR POST ASSEMBLY EXTENSTON MIN.=7" I-' I ~ ~
DI A. IN. DEAD ENDS BEND BEND BEND BEND CLEAR ~C'L-E-A~R' CLCAR (OH Ai INSP. TEST) ~ f I ~ IZ" I - - ~ , ~ 12 TO ~RINi~ER SYTEM I Ic ~ 2. CUT THE REQUIRED LENGTH OFF THE BOOM SHUT Q SYSTEM DF THE STANDPIPE FOR THE GROUND LINE TO BOGY
c ,/3 ;/3 I/3 T/3 1/3 CLEAR LEAK WATER MorC=, ccuc ~ I ~ e e iP RE UIP-D MATCh UP MATH STANDPIPE GROUND LINO MARK. Z ~ 0
HATER FLOW S71TCH - - ~ (ulu6T TIE INTO a •R PIP T 3 RI '.~'v s. ~ 13 ~ 1 3 / Is' ...~~`v °c I ~ TRA TAIIDN i 3 _ a,o~laOH 3. CUT THE 1" S0. EXTENSION AT A DISTANCE ~ -
T / „ a LS / n nRM va_vc .nTH CEN ) L C EAR _ L 36" GAUGES AND RETARD ~ fAIIDN) OF 9" ABOVE THE TOP OF THE 6TANpPIPc. STANDPIPE (PAINTED RED} a. SE7 THE "OPEN' AND "SHUT" TARGETS FOR THE
6 ,/3 1/2 I/3 I/3 T/3 I FDC CHECK VALVE 1 APPROVED BACRFLOW vnwE APPROPRIATE VALVE SIZE. J
PREYcNiER AS5Eh161Y i0 Z/, 3/A t/2 1/3 1/3 6PRINKLtR vaLVE tnun aAEA 36" (TE' CLEARANCE ON SIDES) T THE TOP OF THE 5. RE-ATTACH THE BODY 0 ~ W
• (MOUNT HORI2GNTAL ONLY) o INDICATOR POST ASSEMBLY. GROUND UNE V 1 CR DUND UNE
3 1 3 1/3 APPROACH CLEARANCE TAMPER SVAiCd r} 12 3/4 1.0 2/ / STANDPIPE
I n i2" MIN. r0 FOC ~ Y- ~ - - r ~ TOP VIEW CLEAR 1 '-36" ABDVE 1-1 2 3/4 i/2 1/3 ~ iA , NOTE: I {PAINTED BLACK) i° ABDVE _1
~ 14 1.0 / FlNIShIED GnAOE} I D G'nAOE} POST INDICATOR VALVE SHALL BE LOCATED AT A MINIMUM ~-It FROM BUILDING
T REDUCER DR I V I I 15 I-1/3 2.0 l.D I/Z /3 REDUCER ELGOSY-~ ~ --GALL DRIP vAlu< oalP vA~u< ~ N
12' MIN. _1 ~ T_T 3 2/3 1/3 PIPE STAND CLEAR 1,1A1N DRAIN I I '
uNDISTUP.BED 18 t-2/3 2 /3 / ro DUtsIVE EARTH li .~1 a , ww 12" DI A. ~O
_IUd..,,. 3.0 1-2 3 3/4 1/2 ~ ~ " ITr 2D 2 D / I o ~-MINIMUaI (2} 3/a' ADD
,.=1 W/aruMlNOUS COATING Z W
)"''-I ee"a 3.D 4-T/3 2-1 /3 T-1/3 2/3 ( D.I. PIPE TO RISER ROOM W Q _ _ _ U
' tl~ IIJIt - - °~0~~ " CONCRETc SHALL 6E 3000 P.S.I. MIX. WINIMUM (2) 3/4" ROD a ~ ~ - CCNCREtE THRUST ALOCy w W
r,/BINMINOUS COATING L ~ Q (f
NOTE: ~ SECTION "A-A" D71'
~ FITTING SHALL BE WRAPPED 'MTH A ,'MINIMUM 4 MIL PL/+S~C. en . e7 ~ NO CONCRETE SHALL COVER BOLTS OR GLANDS. ~ DETAIL I3a. ;TAIL I~b.
DETAiL Ab. DETAIL Nb. 17 STANDARD TAPPING SLEEVE & POSTII~IDICATORVALVE 06000.19 i00D. suEEi, ar 1
00.13 STANDARD SPRINKLERRISER 06000.17 STANDARD REACT'IONBLO('IQNG 060 gIEET ~ of I w¢r, DF I EFFECTIVE: EEt , or ~ EFFECTIVE:
EFFECTIVE: W
W
(2) I/2^ x 13/9" HEX HEAD, 2 4ENi HOLES TD BE ~ BE TO CGMPACTED BACK FILL
STarvpARC MANHOLE RING k COVER STAINLESS STEEL BOLTS AND I ;/4' RAISED L.ETTERINC SPACED OPPOSITE TO SEE DEiA4 0'000.03) WASHERS AT I80' COUNTERSUNK. (RECESSED FLUSH) EACH OTHER IN OUTER RING IUTER RING COMPACTED BACK FILL DI A.).
USE FOUR 3/B INCH ANCHOR BOLTS ( ~ 0 MASHERS TO BE TYPE {HOLES iD BE t" DIR.). TD BOLT FRAME TO SPACER. USE ROPE BOLTS &
TI N FRAME & SPACER. 316 STAINLESS STEEL. MASTIC SEAL BE YEE `
z 20" MAXIMUM aORtH qq0 (2) OPEN J - - - - - - FROM MANHOLE BREAK POINT ~ PICKHOlES ~ UNDISTURBED ~ UNDISTURBED TRENCH WALL
_ _ TO i0P OF RING AND COVER ~ ~ 0 Z i" DIAMETER T 2 w ECCENTRIC TAPER FILLETS ®R I/B~~ ~ y / / TRENCH WALL ~
UNIT ~ 11871 a I 2'-0", 3'-0", OR 4'-C" 7-C -?I u, ~ R I" ~ Y ~ ~ y
A A 9 0
B B W ~ r R 5~~0 0 Y '0 ~ < I ~ TOP OP %PE 6" ~ _ ~'N IMTIAL Y
~ All F4LET5 ~ LR 1/2" - ~I/2" MINIMUM ~ R i/4" LR 1/2" ~ - ~ BACKFILL - c
~ ~ - ALl LIFT HOLES WHICH COMPLETELY FDJR R BOTTOM VIEW I7 PENETRATE THE MANHOLE SHALL BE COVER TOP VIEW COVE EMBEDMENT / ~ _t WIEW SPRING LINE MATERIAL % ~
ANCHOR RING TOP VIEW ~ A~-0°, 5'-0". DR 6~-0~~ FILLED WITH NON-SHRINKING GROUT OLTs B PIP ~ ~ HAUNCHING EMBEDMENT OF E \ < HAl1NCHING MATERIAL < CC . _
v DIAMETER 25 7 4" c t / - BEDDING N - _ 4" BEDDING MINIMUM Q hp 6" MINIMUM yr: % _ < U
~ ALL EXTERNAL JOINTS SHALL BE SEALED ~ ~a~~ ° ~°T~ °•+O ~ ~ + ~ , i - - WITH AN APPROVED JOINT SEALWG MATERIAL
0-RING OP, BUTri RUBBER JOINT- - - - - - - - 23 3/, 3/9" MIN. ' ~ ~ d + N ° I' i7 Li 81 ~ N 1r ~ 27 1 /2, JJJ 81 ~
7 ~ ; ` I ~ _ n •ea SPECIAL BEDDING STANDARD BEDDING
~ -lrr- RSLR ONIL L-I.~ ~ I I.~ T0+ 5" ~ i 3 ~ F R 14'-20' DEPTHS FOR 3' TD 14' DEPTHS JOB N0. 204145.00
o MANHOLE sTEPS aLONC A VERTICAL WALL o~R _ 1 ALTERNATE LETTERING 1HE EFFLUENT PIPE AND VERTICALLY ALICIJCD =RING ~ DRAWN 8Y pW
- 9 3 9° Mw. I- o (SEE DErAIL G/ooo.02) 2 BaSE uNIT ; 2 T/B~ 3" SPECIFICATIONS: NOTES:
~ - Ni~tES' 33 1/4" i, CLA55 35 GREY IRON. ^r 78M ;VASHED STONE IS TYPICALLY USED). CHECKED BY DW I. E116EDMENT MATERIAL MUST BE CLABS I {N0. 67 OR N0.
PRECAST CONCRETE INVERT ' L All MANHOLC CDNNECTTONS SHALL BE I, rt _ q^ - 2. COMPLIES VdTH ASTM A.4fi CL35B. ° MEETING SPECIFICATIONS PIPE PREFABRICATED OR CORED MATH A SECTION A-A a. WATER 2. EMBEDMENT MATERIAL SHA! L BE COMPACTED TO A MINIMUtA 95x STANDARD PROCTOR DENSITY FOR CLASS I MATERIAL DATE ISSUED 06/2104
CONCRETE CORING MACHINE. CASTING TD BE COATED WITH A YlAiER ° + `',n UlNIMUM WEIGHTS ~ » BASED ASFHPLI PAINT (BLACK). CRISP, /~y/.a~w~~~ 3. STANDARD BEDDING SHALL BE UTILIZED FOR ALL CASES NrHERE TRENCH BOTTOMS ARE UNSTABLE DUE TO SCALE
_ , fi _ 2. ALL NANFIOIES SHALL BE VACUUM TESTED. ~ ~ cn SECTION B-B 4 ALL LETTERING SHALL^BE CLEAN, CRISP, /,ry'/(ate\\`~l\ SOIL TYPE, OR MOISTURE CDNDIT10N5. D D C I I I,A I AI a
O COVER 1 AND CLFAKLT Ltl+t1LL. 5. DOMESTICALLY MADE & MANUFACTURED +CTURED r nL.`l IVI II~,r1§ 1 1 e 4. ALL SANITARY SEVER LINES LESS THAN 3 FEET AND OVER 20 FEET IN DEPTH MUST BE D.I.P.
o 12° BEDDING (#57 STONE) e7 TOTAL 30D IN TnE USA. QQ f I DETAIL 1\16. NOT APPROVED FOR CONSTRUCTION Sheet No.
Y 97 A ~ DETAIL M. DETAIL Nu. STANDARD MANHOLE RING AND COVER iECAIL M. BEDDING FOR FLEXIBLE & SEMI- RI® SANITARY SEWER PIPE 07000.13
STANDARD PRECAST CONCRETE MANHOLE 07000.01 (TYPE 2 FOR OUTFALLSORUNPAVEDAREAS) [17 000.03 17000.03 wit or, ;u¢i a c EFFECITVE:
wEET, or ~ EFFECTIVE: ¢i z c , EFFECTIVE:
C1.6
I

~ / / / CAM i , / / GENERAL NOTES -WATER & SEWER
/ / / ~ ~ R CTION SHALL BE IN ACCORDANCE WITH THE TOWN OF CARP 7) WATER MAINS SHALL BE LAID AT LEAST 10 FEET LATERALLY MEASURED
/ o~" ~ PROJECTED WASTEWATE WASTEWATER FLOW: 1) ALL coNSr u STANDARDS, SPECIFICATIONS AND DETAILS REVISED JULY 22, 1993. EDGE TO EDGE FROM EXISTING OR PROPOSED SANITARY OR STORM SEWER
i / / / / \ 149 RP~ MS ®120 GPD/ROOM = 17,F UNLESS THE ELEVATION OF THE BOTTOM OF THE WPTER MAIN IS AT BOOM = 17,880 GPD 2) ALL MANHOLES LOCATED OUTSIDE OF PAVEMENT AREAS SHALL HAVE A LEAST 18 INCHES ABOVE THE TOP OF THE SEWER WITH THE HORIZONTAL
/ / / / / ~ TA ANT @ 40 GPD SEAT = 4,f ~ ~ 120 EAT RES / /SEAT = 4,800 GPD RIM ELEVATION 1 F00T ABOVE FINISHED GRADE. SEPARATION OF AT LEAST 3 FEET WHERE WATER MAIN AND SANITARY
SEWER CROSS, AND THE VERTICAL SEPARATION IS LESS THAN 18 INCHES
/ / h / \ ~ ~ TOTAL 22,1 p / \ / / PV' / \ TOTAL = 72,680 GPD 3) SANITARY SEWER MAINS AND SERVICES SHALL BE INSTALLED WITH A OR WHERE THE WATERLINE PASSES UNDER THE SANITARY SEWER, THE ~ MINIMUM COVER OF 3 FEET IN NON-TRAFFIC AREAS OR PIPE SHALL BE SEWER MAIN SHALL BE DUCTILE IRON PIPE, C r
i ~ / / / / ~ / c / / \ FERROUS MATERIAL. 8) ALL WATER MAINS 4 INCHES AND LARGER SHALL BE DUCTILE IRON PIPE, }
/ / / ~ / / \ 4 SANITARY SEWER MAINS AND SERVICES SHALL 8E PROVIDED WITH A WATER SERVICES 3 INCHES AND LARGER SHALL BE DUCTILE IRON PIPE; W N
/ / / y ) FINI H SUBGRADE IN TRAFFIC AREAS WATER SERVICES LESS THAN 3 INCHES SHALL BE TYPE "K' COPPER TUBE ~ ~ MINIMUM COVER OF 4 FEET BELOW S ~
\ r / / / / / \ OR SHALL BE OF FERROUS MATERIAL. SERVICE (CTS) BETWEEN THE MAIN AND THE METER OR END OF THE ~ TOWN MAINTENANCE AS INDICATED BY EASEMENTS. WATER SERVICES ~ 0
~ ~ \ ~ 5 SANITARY SEWER MAINS INSTALLED WITH A DEPTH OF COVER OF 14 FEET N THE METER OR END OF TOWN MAINTENANCE AND THE POINT } IAL BEDDING IN ACCORDANCE WITH BETWEE IA ~ w TO 20 FEET SHALL REQUIRE SPEC OF TERMINATION SHOWN ON THE PLANS SHALL BE AS SPECIFIED ON THE
/ w / / / / \ ~/i i / / \ \ / / \ CARY STANDARD 7.16. SEWER SERVICES INSTALLED WITH A DEPTH OF PLANS. WHERE A SERVICE TERMINATES FOR CONTINUATION BY A PLUMBING - r
f / / / / \ / 36N / / / ~ / / \ \ COVER OF 14 FEET TO 20 FEET SHALL REOUIRE CLASS I BEDDING FROM 4 OR FIRE SERVICE CONTRACTOR, CAPPING SHALL BE PROVIDED IN ~
/ 3 / R'~ / / / \ \ / \ INCHES BELOW THE SERVICE TO 4 INCHES OVER THE SERVICE LINE. SEWER COORDINATION WITH THE NEXT CONTRACTOR SO THAT THE EXTENSIONS ~ ~ MAINS AND SERVICES INSTALLED WITH A DEPTH OF COVER OVER 20 FEET CAN BE MADE WITHOUT RETESTING OR RECERTIFICATION. ~ Z
LL REQUIRE DUCTILE IRON PIPE FOR THE ENTIRE RUN BETWEEN W
LEANOUTS. 9) WATER SERVICE IS TO BE TERMINATED 5' OUTSIDE OF BUILDING FOR Z MANN R C CONTINUATION BY PLUMBING CONTRACTOR. Z
6} MINIMUM SLOPE FOR Y SEWER SERVICES SHALL BE 0.6~ FOR 6 10) WATER MAINS SHALL BE INSTALLED WITH A MINIMUM COVER OF 4 FEET Q t
/ ~ - / / ~ \ \ CH SEWER SERVICES. CLEANO ALL BE PROVIDED AS SHOWN ON MEASURED FROM THE TOP OF THE PIPE TO THE FINISHED SUBGRADE. J y ' THE N BUT SHALL BE SPACED AT N R TER THAN 100 LF FOR 6 11 WHERE THE STAT{C WATER PRESSURE IS IN EXCESS OF 80 P51, A PRESSURE 0. 'C
/ / / / / ' ' / / / \ ~ ~ R E / ~P , ~ / / / ~ \ \ \ AN EXISTING 12 FO C AIN IS LOCATED INCH SERVIC CLEANOUTS SHALL EXTEND A UM OF 6 INCHES ) iING 12 FORCE M REDUCING VALVE SHALL BE PROVIDED INSIDE THE BUILDING IN _ ~
/ ~ ~o~'" ~ / ~ x ~ \ \ IN THIS VICINITY PER TO ,r / / / / ~ \ \ \ CONSTRUCTION PLANS (1 VICINITY PER TOWN OF CARY ABOVE FINISH GRADE T THE OPTIONAL CLEANOUT ~ EMENT ACCORDANCE WITH THE REQUIREMENTS OF THE PLUMBING CODE. JCTION PLANS (W/ 20 ESMT.) METHODS AS SPECIFIED IN CAR ~A ARD 7,01. CLEANOUTS LOC N HALL VERIFY THE LOCATION OF ALL EXISTING UTILITIES t!1 ~ C
PAVED AREAS MUST HAVE CAST IRON RIS TTINGS AND BRASS CAP. 12) CONTRACTORS ~ ,a. OR TO CONSTRUCTION. THE LOCATION OF EXISTING UTILITIES SHOWN OC y ~
ON T EAR NS IS BASED ON THE BEST AVAILABLE INFORMATION BUT CAN W U
BE CONSIDER Y AS APPROXIMATE. W ~~p tl'
RELOCATE 12 FORCE MAIN NOTE: 1 TERLINE EXTENSION AND RY SEWER LINE EXTENSION PERMITS Z < C~
~ A \ FM / A ALL NECESSARY ENCROACHMENTS SHAL B ISSUED PRIOR TO START t~ ONSTRUCTION. ~ AND PERMITS WILL BE OBTAINED ~ r'
~ A ~ ~ ~ / / V A , ~ PRIOR TO FORCE MAIN RELOCATION Z ~ ~ W H
/ ~ / , / D144 \ \ ~ p ~ N ~ ~
~ ~
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R \ \
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J' ~ ~ ~ , f' C63 > I
(1 ( f ~ . . SSMH 0 S ~
LOCATED E) p a o BOP \ fS it ~ i , \ ` ~ Revisions
i,~ ~ ~n o,~; . CB'i S p ~ ice, \
~ , F ~ ~
y ~ ii' I
~ 817 \ , IQ \ z , ~ ~ yr, i
\ , r ~
~ ti / . \ ¢ ol. o G ~ Q 6" DOUBLE CHECK VALVE BAC 0 P EVE BAC 0 P EVE ~ ~ M1~2 ~
3e ~ ' ~ . ~ 1 ~ % 2 F00 WA1TS MODEL 909 OR APP AL Boa ~ ~ 6" DOM STIC WATER p LOCATED IN SPRINKLER 't• P AL ? /
ERVIC ~ 6" \ ~ FE 2 S / METER SPRINKL F RISER - MBIY ~ AS MBIY ~ ( ~
/ IN 8 ~ R UN E ALVE AS ' S G 0 D VAULT b DOUBLE CH frr, s G~~~' ~F ROOM ~j ~ / BACKFLOW P TOR LOCATE )GATE 'M ~
~ \1 ~ R ROOM ~ 1 / IN SPRIN RISE \ / TTS OR APPROVED EO 1 EQ ~ ~ ~ \
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PROP FI HYDRANT SS'Y 1" I IGATION METER J , % /
D RVICE LOCATED ~ ~ ;I LOW GROUND VAULT / C' / ~
c - 1 ' t ® ~ i® / -
W
i" RP ACK LOW PREVENTOR 15 ~ ~ ~ LOCA IN OVE GROUND ~
/ \ ~ HOT BOX ID OF EASEMENT / J
• ~ \ I I J, 0_
~ 4 / , ~ l ~ 0
SSMH i "
OP=438,22 \ ~ ~ \ r / INV, IN-426.26 F M 11481 ~ E ~ ~ ~ ' - ra / i ~
INV. IN=432.83 FR 11481 \ ~ / ~~t~ 11170 ~ ~ / ~ ~ / INV. our-a2s,z2 ~ti ~ ` / a P J
sMH $ ~ CB13 p~ i ~ ~ P=431,17 ~ BENDS & BLOCKING , , ~=~;J ` 1 ~
I . IN-a22.os AS REQ D ~ i . , A =4 04 , , J % r 1 ~ G 10~ ~ 1~, I : ~ z / ~
/ (1) 4` OPfI r~rilr: W ~
. i A~ i ,.~t;.i" ~.r.z ~ R TO ABAN00 ! i' l ,~?`a>. ~J ~ ~ ~ ~ ~ n~ w 1.
` r ~ :1~i Q
oyM / DIJ7 J°~~,,~ -,~,~~~i~'li ~ ' I i t1~ OC y
/ OPEN CUT PAVEM T ~ ~ ~ ,r j~ ~ , ~ NSTALI WATER INE = 's'~z.,, ' 1 ~ ~ EX SCU TURE
EPAIR REPLACE P MENT _ ; ~ ~ TIO PER TOWN CARY S S ~ ~F.: ' 635' ~ I ~ ~'Ir~
I ~ . Is i is ~ / ~
RELOCATE EX FIRE HYDRANT a' , ~ff~ : 1 ~ ; , , , ; ';1
E ~ ;v~~' t~ , ' i~(d k~~ z 'r .1 C j ' 1'' ! C ( , :t., 7 ~ ~ 1 ' 5~F , ,v f l l' - ~ + W
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; !~•r?~ ~ I h ' ~ icy ~ .d rj r J0.` f , ,r r / w i '
gip,, +~ry ` i ' ~ i''~ j~~ n, 'p + W% ~ ~ rl! ~ ~,:,r 1, ( : ~GT it l y c; ~ ~ ,r~/l'
~ 9! ti ~ r ' IJ L~ ~ WATER ELEVATION
z ~ r~ ~ WSEL' 390.85 (APPROXI NOT APPROVED FOR CONSTRUCTION
P13 i I ~ ~ ~ w C812 ?i J~' ~ I~ Q ~ II~ 1! -I , ~ ~ 1~~, ~,1, PROPOSED DOGHOUSE MANHOLE
K ~ I ~~l \1 ~ 4 / ~ ,Jr ~ ~ ~J OVER EXISTING SEWER LINE
~ / ~ J ~ ~ i w ' ~ ~ a~, C611 LATCH EXISTING INVERT 0 20' 40' 60' I~' ,1 INV IN: 390.90
~ Iu1H33 / ~ ~ / xq~ ~ 1 l7 ~ i INV OUT:390.87f
j $s ~ l ~ , F g PVC S ~ : i'G--~ ~ SCALE; 1' =40' • h
O
G ~ :3.. / ~ DI32 ,,i~' MH1 / /
F3 RI 99,DOi W ~ ti ~ \ g t I QUT`391:6~ / ~ EX1511NG PUBLC UTILITY EASEMENT Q i U
N / ,4t s . J n e40f O ~ O / ~ /
w / ~ / c . ~ i ~
~ ~ / /'c / (/1 tp ~ o SSMH ~
~ ~ / V / / ti \ / / s • TOP=397,68 J08 N0. 204945.00 ~ ~
(y ~ c / MH ~ z i INV. INm390.29 FROM 80780 Z ~ r INV. OUT 389.98 TO 2806 DRAWN 8Y DW ~ 0 ~ ~
o / 4 T 409.48 / Q~ ~ / o ~ , ~ y INV. IN-404.88 FROM W / / i CHECKED BY DW
~ / =403.74 FROM SO ES / / / ~ / I , I 403,00 FROM 111 \ i _ _ _
o / I 0 =402,91 70 0780 \ / / ' /i r ~ i DATE ISSUED 06!22!04
~ ~hti ~ . + ~ I . ~-__•u-~-• SCALE 'J -40'
a~ \ / ' / ~ / ~ ~O , Q2
Sheet No.
i
\ NS p Wv
OF M _.~ypgfp
•
9

.14~
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/
ND STREET CONSTRUCTION W N `D
/ / ~ rtS ~ C ~
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I I i pSCp,P ~ p 1AN
I I I ~ ~I EXISTING GUARD HOUSE ~ ~ oPOSE PROPOSED RELOCATED
TO 8E RELOCATED r I N ' ~ ~ r' PR ~ ~ GUARD HOUSE
~ 3s- ry ~ C _ Revisions
~I ~ 3'w _ 332,18 5 .00 \ 122.40' ~ I I ~ i
~ I ~ 9 ~ ~3 , % ~ ~ 2 N2521'14°W 502.79' J ~
I 1,. 1 ~ r ~ -
F _Z
, - ,r-~- ~ ~ _ _
~ _ , PROPOSED SIDEWALK
, PROPOSED LANDSCAPED MEDIAN
I - ~
I
( I I ~ PROPOSED ~ ' ~ ( . 30 CURB & GU Q Z
I I J
SAS CAMPUS D VE i EX LIGHTPOIE O
i I I I TO BE RELOCATED Q U
I I EX CATCH BASINS TO I EXISTING GATES BE ~ h T
~ I TO BE RELOCATED CONVERTED TO JUNCTION BOX - I ~s PROPOSED SIDEWALK I I H
li I I I ~I z
I I I I ~ t
I 1 I ~
I I ~ J
I II I I I BUILDING "L J L1.
I W - I I 1 W
I ~
-
I I I W I i I ~ ii I/
BUILDING L f~ I I I~ ! Q
I I I 1
~i h ~ r? Z I I
i I I I I J
I cn \ I
II ~ z ~
I o~ I I W W ~ V W
I Q I W
i I I I I
6 I I I 1 3
I I I
I I I ~ I ~ I I
I I I I I oC
I I I Z I i I
I I hl I I W
I I I
'I I
I I I I I I v I I
z I I _ C~L CONSTRUCTION J II J
z I I I R/W WIDTH VARIES I W
I I I ( I R/W MEDIAN OC
~ I j WIDTH VARIES R/W I ~ I I 'f
W ~ I I 5' 5' WIDTH VARIES TO 35' B/B (21 -10') 36' B/B 11'5 = 1 I I 1 NOTES:
3 ~ I I ~ ~ I I 1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH CURRENT TOWN OF CARY
d i REMOVE REMOVE IX MEDIAN o I I IX SIDEWALK CURB k GUTTER STANDARD SPECIFICATIONS AND DETAILS AND NCDOT STANDARDS. THE MOST
I REMOVE IX N I I I CURB d< GUTTER STRINGENT SHALL APPLY WHEN THEY ARE IN CONFLICT,
~ ~I I V4°/FOOT bR e - TING UTILITIES ~ 2. CONTRACTOR SHALL CONTACT U LOCO AND HAVE ALL EXIS
o I 1/2" /FOOT I I I 4:1 TIE t a" FOOT OR e - - - - - ~ t NATION. LOCATED PRIOR TO EXCA V
N I I N I I
C ~ I I I 3. UTILITIES IN CONFLICT SHALL BE RELOCATED 8Y OTHERS UNLESS NOTED
EX CURB & GUTTER I 30° CURB & GUTTER OHTERWISE. CONTRACTOR SHALL EXCAVATE AT POTENTIAL CROSSINGS OF
I 18" MEDIAN CURB a ~ r 5' CONCRETE STORM DRAINAGE LINES ANO EXISTING UTILITIES PRIOR TO CONSTRUCTION Boa No. 2aa7a5.oo TO ENSURE THAT THERE WILL NOT BE A CONFLICT, ANY POTENTIAL
o I SIDEWALK CONFLICT SHALL BE REPORTED TO THE ENGINEER FOR RESOLUTION. D~,wN eY Dw
~ PAVEMENT SECTION CHECKED BY DW
p TYPICAL SECTION A•A a,; ABC 4~~ HB I 2 H OR 2 4. CONTRACTOR SHALL PROVIDE POSITIVE DRAINAGE THROUGHOUT THE PROJECT.
° 1'10' HORIZ 2" I-2 T I-2 DATE ISSUED 06/2yoa
1' S' VERT i a c 5. CONTRACTOR SHALL PROTECT ALL INLETS WITH BLOCK & GRAVEL FILTERS, NOT APPROVED FOR CONSTRUCTION SCALE ~ .3Q'
P O 6. SURVEYOR SHALL SET RIM ELLVAIIUNS rUK ALL tiIUKM JIKUGIUKtZ~.
Y VALVE BOXES AND MANHOLE RIM ELEVATIONS SHALL BE SET BY USING
TYPICAL SECTIONS. 0 5' 100, .G,.
SCAlf;1' = 50'
C102

- 430 430
435
435 a
- ~ - 0 ~ N ~ o 1A
- _ - - 425 ~ 425 W cv ~
> ~d ~ c °1
00 m o m ~ o ° M °o .t ~ ~ x rno ~ = ~ ~ ~ . EXISTING GR DE ~ 0
- - - ~ - o o 0o r r N 430 430 - ~ ° ~c°v - o~ - N N ~ u.
N . e m ~;o t
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- 425 NO aD,- W ~
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425 - - - --1 M o ~ a s y J N
- - O - 415 a
415 = 0 0
- - ° 0 0 - - N - 420 U? ~ Q ~ ~ M
420 --1-------- - o - o R8P8 E W aL
r W V ~0p1 ~ d'
- - 410 p ° 410 Z ~ ~ ~ R o
- - - ~G 5 ~ ~ P OPOSED RETAI IN WALL 1 _
r,, 415 z r- ~
415 - - ~ 5 ~ W ~
- M NO 6 • o ~
° ~o a, RCP ° T + ~ - $ p ° 0 405 - f ° ° 40~
1. ° r ~ ~G o r ~ p~ • ::.r
- io, RCP ~ r ~ 4 p o 410 ° _ ,
410 - - - ®t • ~ °o o' c ° 6~
- - ~ 'c 'c c EX TORM DRA - EX TORM DRAINAG ~ c c
' c 400
° - 400 << I Sea
- „ is RCP ° 405 pio• ~
405 - 54~ ~ ° ---us o ~ 2. q,~4% o o _
° l~'r~ PROPOSED _ - 71,39' 15 ~ ~ M m
~ „ pio, R~ ETEIdT Ia CP - ° ` _ 395 ~ 5 = c 5~~ ~ O Dio, RC ° r ~ 395
- 1~9C-TDR~-3 t , , , t • ° << ~ 1• O Mm c c ~ ~
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400 400 o o~ 0 ~ > > c c
- o-Rrr ~ - POND > > C C
rj O d~ c 390
- ~ 390 ~
- c ~ TIE PROPO' TIE PROPOSED TORM DRAINAG TO Revisions
- - ' 395 E~t1~Tin1G~ 395 - E~ti~TING~TORkt
- 385 385
_ 390 390 - 14+00 15+00 10+00
9+00 10+00 11+00 12+00 13+00 11+00 12+00 13+00 14+00 15+00
_ 445 - r_ r o 445 a ~ u~ n u~ m m ~o~
~ M ~ A N N N r N 435 435
m m0" m m mN~- - ~ rM .r o Q
_ ~ • +ci- 440 °H off Z d' t0 N ~ SOD Ul J
440 ,.F ~ Gov, UnN VNM ~
- a ran ~ N N 440 I - OU - m O O tp O _ 440 Q U
or o 430 430 = ~M ~
U M m ~O + , I o~ ~
~ " 435 + Q
435 ~ b~ iii Z ~ v W
ACT - N - - _ - -m 435 435
- 425 425
~ U LL
- - ~ H - " 430 i W
430 - e
- 9.1 ' 4 - t 30 „ 'o. 1~ 430 p'
P ~ ° ® ~ 420 420
- „pia, 0,9
- - 425
425 - 2g.21' P ~
_ 9,99' 1 ia. 3 425 19 0' N ` 425
- - pia. R 00 °v °o o / t5' t. ~ ° 6'
- - - ° o r - o o ~ N~-- ,42' 15 Oia. o~ ,6 p ~ u~ N "h „ , ~p 415 415 Z J '8 P ~
~ U r V ' pia. RC D pto ° c _ O W
~ 'S ° 420 i; ® M 4 0 p OU pU ~ W
- - - 0 0 0 ~ 10+00 11+00 ~ 420 Q
~ - 420
- Q Q
- 415 ,
415 Q~ ~o nN ~ "?a ~ N ~ ~h ~
r o - - ~ O N N N N M N N ~t N ~ N fp~ 415
- ~ N _ _ v ~ ~ N ~ 415 ~ ° ~ ~ ~ r STORM DRAINAGE NOTES. W
0' - - - ° r > - > -
1. CB IS CATCH BASIN ;TOWN OF CARP STD 8,03 T/C IS TOP OF CURB OR COVER `'r, Z DI IS DROP INLET: TOWN OF CARY STANDARD 8,02 WITH GRATE AND FRAME
- - - ' - - - 410 410 - o ~ 3. F IS CONCRETE FLARED END SECTION NCDOT STD 310,01
Z 0 ~ ~ p N o ° , N 4. DMH IS STORM DRAINAGE MANHOLE :TOWN OF CARY STD 8.05
Z Z _ _ 410 M ~ - 'd' N ° ~ ~ INLET P T M ~ ~ 410 5. ALL INLETS WILL RECEIVE WIRE MESH AND GRAVEL ROTEC ION N „ N 6. JUNCTION BOX SHALL HAVE RIM AND FRAME CAPABLE IF H-20 TKAFFIC LOADING,
~ _ 7 7 _ _ " 0 7. RCP IS CLASS III REINFORCED CONCRETE PIPE
~ 3 CP c ° c „ ,a R - ~ - P ~ ~ _ > > > > 8. IF PRECAST CATCH BASIN STRUCTURES ARE USED FOR THIS PROJECT, CONTRACTOR
w _ ~ pia, 405 c c c ~ ' ' ` SHALL ASSUME ALL ADDITIONAL COSTS ASSOCIATED WITH USING PRECAST CATCH BASINS - CJ~ AS A RESULT OF GRADE ADJUSTMENTS REQUIRED FOR SITE BALANCING OF EARTHWORK
405 - 3 AEA AND ADJUSTMENTS TO ACCOMODATE PHASING,
405 m - o - - - 405 9. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE LATEST TOWN OF CARY
N STANDARDS AND SPECIFICATIONS,
~ ~ ~ -
o - ° o rn o r o 400 Q
400 - - - N ~ o ~ o ~ U
_ ~ ~ ~ ~ ~ 400 > - 400
o -
- - - o C C C C C )OB N0. 204145,00
` - 395 - DRAWN BY pyy
395 -
10+00 11 +0 CHECKED BY DW 11+00 12+00
° 10+00 11+00 12+00 13+00 14+00 15+00 16+00 ° NOT APPROVED FOR CONSTRUCTION DATE ISSUED obrn~oa
SCALE
°
0
Y 0 2.5' 5' 10' 20' 0 25' 50' 100" 200' Sheet Na,
SCALE; 1'=5' VERTICAL SCALE; 1'=50' HORIZONTAL
C1.3

IX. BIORETENTION AREA; SOIL SPECIFICATIONS
~3 ,
A. PLANTING SOIL , / / Ter' r / /
A ' THE BIORETEN110N AREAS SHALL CONSIST OF A PLANTING SOIL HAVING / / / , / ! :::f~~;Y e•~;21~ ra'^.::.. / , ~ , DVS
I N OF AT LEAST 10 TO 25 PERCENT CLAY AND SHALL BE OF A SANDY LOAM Draina a Area Impervious Surfaces Open Space Area COMP051T 0 g :~c / _ 0 r
Y SOILS MAY BE UTILIZED FOR THE PLANTING SOIL , OR LOAMY SAND TEXTURE, LOAM sq, ft. acres sq. ft. acres sq. ft. acres / / , / / / / i !
E FURNISHED PLANTING SOIL SHALL ' NSIST OF 35% SAND, IN ADDITION, TH ' BUT MUST CD ECTS 2856 0.066 2139 0.049 717 0.016 MPS ROOTS OR SIMILAR OBJ / !
BE OF UNIFORM COMPOSITION, FREE DF STONES, STU BSTANCE WHICH MAY 4152 0.095 3716 0.085 436 0.010 NE INCH BRUSH OR ANY OTHER MATERIAL OR SU LARGER THAN O
HARMFUL TO PLANT GROWTH OR A HINDRANCE TO PLANTING OR MAINTENANCE 2457 0.056 1701 0.039 756 0.017 ' BE
OPERATIONS. 4029 0.092 2750 0.063 1279 0.029 / / / ~ 2t..J ~ r , ~ , /
8490 0.195 7731 0.177 759 0.017 0 / / t
THE PLANTING SOIL SHALL BE FREE OF PLANTS OR PLANT PARTS OF BERMUDA GRASS, 0 0.415 12393 0.285 5681 0.13 Z
GWORT NUTSEDGE POISON IVY, CANADIAN 18074 QUACK GRASS, JOHNSON GRASS, MU ~ IFIED. 2319 0.053 1193 0.027 1126 0.026
THISTLE OR OTHERS AS SPEC 1033 0.024 2455 0.056 3488 0.080 `
IT SHALL NOT CONTAIN TOXIC SUBSTANCES HARMFUL TO PLANT GROWTH, 1737 0.040 749 0.017 988 0.023 _ - , / ~ / ;:'iii.:. , r
2767 0.064 1027 0.024 1740 0.040 ' :N: Y.CY......:.,.,-
TESTED AND MEET THE FOLLOWING CRITERIA; ' , , THE PLANTING SOIL SHALL BE 6174 0.142 2273 0.052 3901 0.090 r , / "°~~L'.~ ;^.y'M:~ Mrs. r' ' r t ` ' / ' / J ~ _ a
9248 0,212 3361 0.077 5887 0.135 , r ..a.,." / , , / /r (I / , , , ,
PH RANGE 5.5 - 5.6 ` ORGANIC MATTER 1,5 - 3.0% 6930 0.159 3093 0.071 3837 0.088 / r r I~ ! r / r / r ~ r' r r C H.12 ~ o - - ~
MAGNESIUM - MG 35 LBS./ACRE 72721 1.669 43159 0.991 29562 0.679 r ~ / , ' r r r' r r' r / / r' I I r ~ M
PHOSPHORUS - P205 100 LBS,/ACRE '
- 85 LBS. ACRE POTASSIUM K20 r v /
SOLUBLE SALTS NOT TO EXCEED 500 PPM BIORETENTION AREA SIZING COMPUTATION / ' / I' /r , / / / , r ~ ~ ~ r I / I / / r '
A APPLY TO THE ABDUE SOIL ' r / / / / / r , / / / r ii' , ~ / r ~ l~ ~1 , / / / ! / / ~ r /
THE FOLLOWING TESTING FREQUENCIES SH LL ' CONSTITUENTS; ' ' ` / ' ` I i / / , r / Z / / l~ / / ' r r / I r / ' i / / / / / / / / / / r P W
Area "C" / / t ~ / ! / / r , r r / ! / !
IC YARDS BUT NO MORE THAN 1 ~ PH, ORGANIC MATTER; 1 TEST PER 90 CUB land Use (sq. ft.) Factor C x Area / / / / / / / / / / I .:iii!;
TEST PER BIORETENTION AREA Impervious Surfaces 43159 0.95 41001 , / ! / /
, r' I / / , / / ! / ! ~ I / 1 / / / / / , r I ~ , ~ / / / / ~ / ~ I
MAGNESIUM PHOSPHORUS, POTASSIUM, SOLUBLE SALTS; 1 TEST PER 500 0 en S ace 29562 0.22 6504 ~ ~ p P 1 TEST PER BORROW SOURCE CUBIC YARDS, BUT NO LESS THAN 72721 47505 ' F 0
/
~ ONE GRAIN SIZE ANALYSIS SHALL BE PERFORMED PER 90 CUBIC YARDS OF -
PLANTING SOIL, BUT NO LESS THAN 1 TEST PER BIORETENTION AREA, Bioretention Surface Area = 5°!° Sum of C x Area ' , ~ 2,522; SF AT EL. ,407.00 ~ , , ~ ' / F3 n' ,
, ! I Seal PROPOSED ! / ~ ,
U CH LAYER SPECIFICATIONS Required Surface Area = 2375 sq. ft B. M L t t ~ ~ BIO-RETENTION ' ~ , 4' A~'EA O ,
Surface Area Provided = 2522 sq. ft A MULCH LAYER SHALL BE PROVIDED ON TOP OF THE PLANTING SOIL. AN ACCEPTABLE o o~ 1 , / p~0 ~ .
R SHREDDED WOOD CHIPS OR MULCH LAYER SHALL INCLUDE SHREDDED HARDWOOD 0 - - - ,gyp d I , _ ~ ~C,
OTHER SIMILAR MATERIAL, - - - r , ~ ! / ~ , q~O ~ LEVEL SPREADER 99 Q„ , , , , , , , , , , ,
NIFORM IN COLOR OF THE APPROVED MULCH PRODUCTS, ALL MUST BE WELL AGED, U T MATERIAL. WELL-AGED MULCH IS ~ i ~ r ~ 20 (ZONE 2) / i , , , , / , / , / / , , , , / / / /
AND FREE OF FOREIGN MATERIAL INCLUDING PLAN ' N STOCKPILED OR STORED FOR AT LEAST TWELVE DEFINED AS MULCH THAT HAS BEE r / r/ / / r / ! ~ / 1 / ~ /
(12) MONTHS. r ~ r, r / ! / I / ~ , , / r ~ / , , / , I ,
, ~1 , ' ,r ? I / / / , , r' I / ,r- ~ ~ ! r I / , / ! 1 / ~ / !
C, SAND SPECIFICATIONS r ~ / ~ : , , r / r r ,
. - r Rews~ons
F DELETERIOUS MATERIAL AND ROCKS GREATER THAN 1 THE SAND SHALL BE FREE 0 ' / - ~ ~ ! ~ , NOTE; NEI~SE RIVER BUFFER ~ ' ! / NO GRADING ALlO ITHIN ~ ;
INCH IN DIAMETER 1 / ZONE 1 OF NEi75E RIVER BUFFED r ~ , I , , , , , / , , / ,
D. COMPACTION
,
I HES AND LIGHTLY COMPACTED SOIL SHALL BE PLACED IN LAYERS LESS THAN 18 NC
OZER OR A (MINIMAL COMPACTIVE EFFORT) BY TAMPING WITH A BUCKET FROM A D
BACKHOE, I / - \ / `
X, 810RETENTION AREA; PLANT SPECIFICATIONS - ~ / ~ ~ /
ANTING SPECIFICATIONS GENERAL PL
\ 1 1 ~
AT RIAL SHALL BE KEPT MOIST DURING TRANSPORT ~ ROOT STOCK OF THE PLANT M E ' ~ Z
FROM THE SOURCE TO THE JOB SITE AND UN111 PLANTED. ' ~ WALLS OF PLANTING PIT SHALL BE DUG SO THAT THEY ARE VERTICAL,
n , THE DIAMETER OF THE PLANTING PIT MUST BE A MINIMUM OF SIX INCHES (6) ,
LARGER THAN THE DIAMETER OF THE BALL OF THE TREE, \ ~ \ Q I / U
THE PLANTING PIT SHALL BE DEEP ENOUGH TO ALLOW 1/4" OF THE BALI TO 8E
OIL AT THE BOTTOM OF THE PIT SHALL BE ABOVE THE EXISTING GRADE, LOOSE S ~ j I ~ ~ ~
TAMPED BY HAND. O Z
~ THE APPROPRIATE AMOUNT OF FERTILIZER IS TO BE PLACED AT THE BOTTOM OF THE PIT (SEE BELOW FOR FERTILIZATION RATES).
~ THE PLANT SHALL BE REMOVED FROM THE CONTAINER AND PLACED IN THE D 10' 20' 40' 80'
PLANTING PIT BY LIFTING AND CARRYING THE PLANT BY ITS BALL (NEVER LIFT BY
BRANCHES OR TRUNK).
~ SET THE PLANT UPRIGHT AND IN THE CENTER OF THE PIT SO THAT THE TOP OF THE SCALE. = 20' W
BALL IS APPROXIMATELY 1/4" ABOVE THE FINAL GRADE. NOT APPROVED FOR CONSTRUCTION ~
~ BACKFILL PLANTING PIT WITH EXISTING SOIL. ~ MAKE SURE PLANT REMAINS STRAIGHT DURING BACKFILLING PROCEDURE, J
~ NEVER COVER THE TOP OF 111E BALL WITH SOIL. MOUND SOIL AROUND THE
EXPOSED BALL (1/4").
~ TREES SHALL BE BRACED BY USING 2 BY 2 WHITE OAK STAKES. STAKES SHALL BE W
PLACED PARALLEL TO WALKWAYS ANO BUILDINGS. STAKES ARE TO BE EQUALLY
SPACED ON THE OUTSIDE OF THE TREE BALL. UTILIZING HOSE AND WIRE, THE TREE IS BRACED TO THE STAKES.
FERTILIZATION z
W ~ U
~ TREE AND SHRUB FERTILIZER SHALL BY A 21-GM, TIGHTLY COMPRESSED, LONG LASTING,
SLOW RELEASE (2 YEAR) FERIUZER TABLET WITH A MINIMUM GUARANTEED ANALYSIS OF 20-10-5; YARD INLET OUTLET STRUCTURE ITH CONCRETE 70P TOC STD 8.01 ~ W ( ) ~ Q
SEE CHART FOR ELEVATIONS AND INVERTS 3
TOTAL NITROGEN (N) - 20% W
~ WATER SOLUBLE ORGANIC NITROGEN - 7% 6" PONDING ZONE W
WATER INSOLUBLE ORGANIC NITROGEN - 13% AVAILABLE PHOSPHORIC ACID (P X05) - 10% (SEE PLANTING PLAN
SOLUBLE POTASH (K ~0) - 5%
W
~ FOR CONTAINERIZED TREES ANO SHRUBS, PLACE THE SPECIFIED FERTILIZER TABLET(S) IN THE
BOTTOM OF THE PLANTING PIT ACCORDING TO THE FOLLOWING RATES; g" = MULCH BED w
1 GAL, CONTAINER 1 EA. 21 GM. TABLETS
z 3 GAL. CDNTAINER 2 EA. 21 GM. TABLETS
5 GAL. CONTAINER 3 EA. 21 GM. TABLETS PLANTING SOIL (4' DEPTH)
Z 7 CAI. CONTAINER 5 EA. 21 GM. TABLETS 4'
~ PLANTING NON-GRASS GROUND COVER OUTLET PIPE
(SEE STORM DRAINAGE
~ THE GROUND COVER PLANTING HOLES SHALL BE DUG THROUGH THE MULCH WITH ONE OF THE FOLLOWING; HAND TROWEL, SHOVEL, BULB PLANTER OR HOE (THIS DOES NOT APPLY SUMMARY CHARTS) 12" SAND BED a e e e e e a o 0 o e e s
TO GRASSES OR LEGUMES), e e o o e e o o e e e~'~
IT AND NON-BIODEGRADABLE ~ BEFORE PLANTING, BIODEGRADABLE POTS SHALL BE SPL , 4" SCHEDULE 40 PVC BOTTOM DRAIN
POTS SHALL BE REMOVED, ROOT SYSTEMS OF ALL POTTED PLANTS SHAII BE SPLIT OR W1TH 3 8e PERFORATIONS WRAPPED W MI IFI 110N FlLTER FABRIC. °C
o CRUMBLED. ~ N ~ THE GROUND COVER SHALL BE PLANTED SO THAT THE ROOTS ARE SURROUNDED BY THE S OPE TO DRAIN AND CONNECT ~ U
N SOIL BELOW THE MULCH, POTTED PLANTS SHALL BE SET SO THAT THE TOP OF THE POT IS N TO OUTLET STRUCTURE, SEE CHART FOR LENGTH AND NUMBER
= EVEN WITH THE EXISTING GRADE, THE ROOTS OF BARE ROOT PLANTS SHALL BE COVERED OF PERFORATIONS
~ TO THE CROWN,
~ BEFORE PLANTING, APPLY APRE-EMERGENT HERBICIDE TO THE MULCHED AND PLAN ° GROUND COVER BED, JOB N0. 204145.00
~ THE ENTIRE GROUND CODER BED SHALL BE THOROUGHLY WATERED. DRAWN 8Y DW
0 yore en ion rea -sec ion CHECKED BY DW
PLANTING GRASS GROUND COVER NOT TO SCALE
° GRASSES AND LEGUME SEED SHALL BE TILLED INTO THE SOIL TO A DEPTH OF AT LEAST 2 DATE ISSUED 06!22/04
INCHES BY EITHER HARROWING OR DISCING, FERTILIZER SHALL BE APPLIED AT THE SAME RATE SCALE
~ aun uTU i~uir roc coot ?onrccc C/1D AIf161_('DACC COf11IAlll f'NIGR r.Recc eNn I F(;UfJF
MM) WiLuivu lHL JnmL nXWW.I i vn irvir-vttnali w.vvnv v- ~ •
° PLUGS SHALL BE PLANTED FOLLOWING THE NON-GRASS GROUND COVER PLANTING Y TECHNIQUES. Sheet No.
ALL GROUND COVERS SHALL BE FERTILIZED WITH A 10-6-4 ANALYSIS FERTILIZER AS A WET
APPLICATION AT THE RATE OF 3 LBS. PER 100 SQUARE FEET OF THE BIORETEN11ON AREA PRIOR
TO PLANTING NON-GRASS GROUND COVER OR AS PART OF THE GRASS SEED GROUND COVER. C1.4
i
I

~,O PAVEMEN i SHALL BE SAWN TO PROVIDE A CLEAN EDGE. SCORED JOINT WITH
I 5P AD I -CONSTRUCT THE LEVEL UP ON UNDISTURBED ..OIL ~ r ~ Y. ~r,~ k ~ ~l".f) cy~,c B11UMINOUS JOINT SEALANT. (TYPICF~L) SA1kD PAVEMENT CU75. CONCRETE PATCH REPLaL'E s41rH 2" SURFACE
F RM HEIGHT AND ZERO GRADE OVER THE LENGTH UI~ THE ~ _ ~ ~I GRA55 LINED CHANNCl 6 INCITES DEEP. I FOOT Nr1DE. TO UNI U .~rxr "~r~rl SPREADER. PROTECT IT WITH AN EROSION RE6ISTMT MATERIAL _ v K ~rY.xr V~ SF.E PLANS FDR LENGTH AND ELEVATION. COURSE. (TYPICAL) 3000 P.S I. PATCH SHALL 8E 7". 3000 P,S.I. 12" CONCREiE OR 7" BINDER COURSE-,
SUCH AS SURGE STONE TO PREVENT GROSICN, TO BECOIJE ~ ~ ~rK,,rr `~,[I'~ EROSION CONTROL NETTING TO BE INSERTED AND ~i' ~r ~r urxr ~ SECURED IN GRASS LINED CHANNEL. ES i ADLIS4ED. EXISTING PA44MENT MIN' Y ~ EXISTING PAVEMENT ~A - r+R., - ,-f. ..A f.• v:rlY. n ~S .,~vl~ ~ti_'' _ _ _ vFi..:~~ YI
- AL AREA MUST BE GENERALLY ~r ~r `r pail FI AREA- THE OUTLET DISPOS ~ I t~ 'J'. - - - - 6" MIN, -
SMOOTH AND WELL VEGETATED WITH A MAXIMUM SLOPE ?F f0~. ~ r ~r xr !a~ ~,~ir I' ~ ~r x' ~ RIP RAP CUTLET PROTECTION •a' ' ~ - - - - ~ V I I_ I I . 3" MIN. jj~11lc l lc l i ~ h hj l l~_T l n 1-11 II _ ' BII I„ 11-I H I L~1,jf=I~I I'' 0 C'
VEGETATE ALL DISTURBED AREAS I,~~ V' ~r ~ tom' ~ OONNSTREAM "LIP" MUST BE LEVEL AND ENERGY DISSIPATOR I- - r - - ~ ~ ~ "III- I r~`:"_-~;~`I' 6" STONE DO NOT DI_IURB t2" 12" a t!1 31 -Iil EXISTING STONE I ''i ~ DD NDT DISTURB ~ 4 MINIMUM LF ~ _ I N ~
f TI N P CIRCATIONS THE ENTIRE LENGTH OF SPREADER SEC PLANS FCR DErnILS r.DNSTRU , D 5 E COVER I _ Z EXISi1NG STONE ~s.. - 'I~
A MINIMUM OF ;FEET N1DE ~r^ t1~" J'~ SPREADER UP MUST DE 1' MINIMUM. FLOW t, THE MATTING SHOULD DE I~ ~ SEE PLANS FOR ELEVAION. ExTENDwG 6 INCHES OVER TFIE LIP AND BURIED 6 INCHES -,r ELEV ~ I - SHALL BE GRANULAR MATERIAL OR PLOWABLE _ I ~ C ~ II _ ' 'LIE FILL TO PREVENT SETTLEMENT - c:<:°`::..; . p. v ~
DEEP IN A VERTICAL TRENCH ON THE LOWER EDGE. FLARED END SECTION THE UPPER EDGE SHOULD BUTT AGAINST SMOOTHLY CUT FT. v,'~ STABIUZED _ - il-+.::~• rh`•`.:;~.JIE {UNSUITABLE lIATERIAL SHALL BE REPLACED) - 1 ~ "O
R Y H DIN PLACE WITH CLOSELY ,r PIF RAP - - _ - - SOD AND 8E SECU EL EL I _ ~i ~ SLOPE Icill- v UTY I"11RE STAPLES AT LEAST 12 INCHES LOnC. ~I ~r~r ~ 2-3_ SURGE STONE ~ _ - -1~I--`-filN i~ L,I,,,-I-III 11~11~111=~1= SPACED HEA Y D ~ ~ ~ GEC iEkTILE FABRIC 1--=1~~ `PIPE) :'I-I I_II 'PIPE '.,;6' 11_ N LL
ENSURE THAT THE SPREADER IS LEVEL, FOR UNIFORM SPP,EADhVG STABLE ~r(- N~ ! k;~/L EXTEND A MINIMUM OF GRASS 2 ~ r ~C(! ONE FDDi PAST "LIP" I / - c -I I• I I- I I I III-I I~ I I' T II=1 nr• ~
GF STORM RUNOFF. UNDISTURBED ~ P5`' ~ -II=~ ( ,r DurLET AREA ,r ~e- 'I = 11- T I I PIPC D1 A, PIPE DIA. V 18" t t8° ~ Q1
3 CONSTRUCT THE LEVEL SPREADER ON UNDISTUP,DED SOIL, r ,U ~ j~~ j~ ~I I' (NOT ON FILL) ~r ~ ~ ~ ~ -~i - MENT ~ Z CONCRETE PAVEMENT ASPHALT PAVE W
~r^ ~ ~ I I -1F UNDISTURBED GROUND I N FROM THE ~ u 1 4. CCN57RUCT q ZD FOOT TRANSITION SEDTO ~ NOTE; NOTES: _
DIVERSION CHANNEL TO 6LEN0 SMOOTHLY WITH THE WIDTP ~ ' III" v L READER. ~r ,r' ~1/ LEVEL SPREADER DESIGN 1AILL BE BASED ON AND DEPTH DF THE LEE ~ ~ ON t ALl PAVEMENT CUTS SHALL BE REPAIRED WITHIN A MAXIMUM OF THREE (3) GAYS FROM THE DATE THE CUT IS MADE. z
ELE4 II CURRENT DIVISION OF WATER OUAUiY DESIGN 5. DISPERSE RUNOFF FROM THE SPREADER ACROSS A PROPERLY GUIOEUNES. SIGN IF CONDITIONS DO NOT PERMIT A PERMANENT REPAIR WITHIN THE GIVEN T1ME LIMIT, PERMISSION TO MAKE A TEMPORARY Q t REPAIR MUST BE OBTAINED FROM THE TOWN ENGINEER. J
STABIL2ED SLOPE, NDi i0 E%CEED 10%, MAKE SURE THAT P~ MAIN IENANCE THE SLOPE IS SUFFICIENTLY SMOOTH i0 KEEP THE FL01^! FROId r ~ SPREADEROAlLDA17TSAME INSPECT THE LEVEL SPREADER AfiER EVERY RAINFALL UNTIL VEGEiAl1DN IS ESTABLISHED 2. CONCRETE TRENCH CAP DN ASPHALT STREETS SHALL BE USED ONLY DURING INCLEMENT WEATHER WHEN ASPHALT a
CONCENIP,ATiNG. ~r AND PROPERLY MAKE ANY NEEDED REPAIRS. AFTER THE AREA HAS BEEN STABILIZED, ~r ELEVATION (TYPICAL) PLANTS ARE NOT OPERATING. ~ 0
I 6, IMMEDIATELY AFTER IT'S CONSTRUCTION, APPROPRIATELY SEED r !AAKE PERIODIC INSPECTIONS AWO KEEP VEGETATION IN A HEALTHY. VIGCRCUS CONDITION. ~ ANO MULCH THE ENTIRE DISTURBED AREA OF THC LEVEL ,r ~ ~ ,t~tuT ELTv 3. IN ALL OPEN TRENCHES, DACKFlLL SHALL BE COMPACTED TO 95~' MAXIMUM DRY DENSITY. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING COMPACTION REDUIREMENTS BY SOILS TESTING CERTIFIED BY A LICENSED PROFESSIONAL ~ ~ 0
SPREADER. ~r ~ w:`•V P ' CEOTECHNICAL ENGINEER, ~ ~ M
SURGE STONE UP 4. BACKFILL M9TH A HIGIi CLAY CONTENT, HICIi SHRINK-SWELL POTENTIAL, OR HIGH MOISTURE CONTENT THAT CANNOT MEET W ~ COMPACTION REDVIREMENTS SHALL BE DEEMED UNSUITABLE AND SHALL BE REPLACED WITH SUTABLE BACKFIIL MA ER AL. W
671- g R! a 5. ALL PAVEMENT PATCHES SHALL PROVIDE A UNIFORM AND SMOOTH DRIwNG SURFACE. Z
_ A7Y ~ mm::Illl C41 ILV DE'CAILNo. ~ r p1
r >0.~ T ARD TRENCH AND PAVEMEN'I'Rk~AIRSECITONS 05000.01 Z ~ -
STANDARD LEVEL SPREADER 04000. ` STANDARD LEVEL SPREADER (CROSS SECTION) 04000. sH~r t of : EFFECTIVE: s~r~r z aF EF z~F EFFECTIVE: SKEET t oF, W ~
ETFECTIVE
NCDOT STANDARD 2' x 2~ GRATE y" 5" 35" MINIMUM 8° 4" (SEE NOTE 9 PpR ORIENTATION CP GRATE) SHALLOW TYPE INTERMEDIATE TYPE (4'X4') DEEP TYPE (5~X5'~ (5 FEET OR LESS IN DEPTH) (5 FEET TO 2D FEET IN DEPTH) {OVER 2D FEET IN DEPTH)
STANDARD TYPE DEEP TYPE yam,;
UP TO 20 FEET IN DEPTH) (OVER 2D FEET IN DEPTH) MORTAR BED ~ REINFORCED - - - _ _ _ STANDARD STEPS '6 CONCRETE
STANDARD MANHOLE RING w _ REI150RCED 16° ON CENTER SLAB 36 CONCREtE SLA6 -
STANDARD I~IAU-TOLE RING AND COVER 07 ~ ~ 36' 60" 6' 6- ti TGN pARp STEPS
AND CpvER 1" PER COURSE o TOP DESIGNED FOR FOR 6 COUP,SE U - STANDARD 10' GV CENTER STANDARD h,41N. 5:1 MAX. Seal 6' srPS 6'
TOP DESIGNED FOR STEPS 16" HS-20 LOADING _ ~ STANDARC HS-ZD LOADING ON CEIJTER 60" LD. MAY BE FLAT OR _ 16" O.C. 6" . 2. '
STEPS 16' MAY BE FLAT OR MINIMUM ECCENTRIC CONE C ON CENTER 48" LD. ECCENTRIC CONE - " MIN. 6" WASHED i -
~ I~ h ~ MIN. OvEF 2D' D" ~ ~ ~ ~~r: STONE BEDDING ~ i - `MIN 6~' WASHED 'I MIM. 6" WASHED A H D STONE BEDDING
UP i0 20'-D~ z o o ~ „ 5:1 MAX. PLASTIC CEMENT ~ ~ ~ 6- 1 P TTY OR BUTYL I V FRAME, GRATE !r MDCO STONE REDOING FRAME, Olt TE & 00 PER D.O.T. STD. 840.03E fRAME. GRATE & H000 PER O.D.T. STD. B40.DSC
_ P!AS11C CEMENT RUBBER JOINTS ~:I MAX. m fY• r.A.:y . D PUTTY OR BUTYL 1.' H y I ¢ PER O.O.T. STD. 840.03C REINFORCED REINFDACEO
rr.;: .ti.~, ' RUDBER JOINTS ' CONCRETE CONCRETE RAB 12` 26" SLAB NFL
.,.L.~~,:.-.,•";`~=`4`~ PIPE _ 6' NOT TO ' P&; MIN. EsCEED :i-0' . FROM 5'-D" z OV<R
,jK!iC;r~7`-,-==o,3,E. BRICK AND ~ ti:. „ MORTAR INVERT MINIATUM 6" THICK ' ,i ; ~ BRICK AND MINIMUIV o THICK WASHED STONE BEDDING - 4" ~ ~ „ s 60" 20'-0" 48• f0 20'-0 6• 6" 6„ ~ MIN.
MORTAR INVERT WASHED STONE BEDDING c MIN. • I 6" ~
} MIN. 6'~ WASHED - STONE BEDDING " ",I
FLAT TOP DETAIL ~ ~~I~ ~ ~ FLAT TOP DETAIL { N0; ES,. _ Revisions
CONCRETE I, I, CONCRETE SHALL BE 4000 P.S.I. MINIhdUM FOR ALL MIN, o` WASHED MIN. 6" WASHED PRECAST CONORcTE CATCH 6ASIN~. STONE REDOING STONE BEDDING
-A AR STANDARD 3000 Ps.l' SEC110N PLAN VIEW SI ND D STEPS Z' STEPS NnTF~; 2. PRECAST CONCR PEHSTCERTIIFlED AS ACCEPTABLE SLAB DETAIL SLAB DETAIL INSTALLED TO DE
1. EITII(.R SOLID BRICK, SOUD BLOCK, OR PRECAST CONCRETE MAY DE USED. 3' BY irtE MANUfAGTUACR. 26" 3, "WAFFLE" BOXES ARE ACCEPTABU FOR SHALLOW
iQ" , SB" 12- J 72 2. FDIC 2a INCH R,C.P. AND LARGER USE PIPE DIAMETER PLUS 12 INCHES FOR MINIMUM INSIDE DI!AENSIDV. 3. GRarED INLETS SHALL NOT BE USED 'MINIM TRAV<L AREAS. TYPE LATCH 6ASIN5. T 36• 6•• SLAB THICKNESS AND SLAB THICKNESS ANO 72• REINFORCETMENT FOR 6p' ~6 6 flEINFOFtCEMFNT FOR ~ ~6, SOIL PND ~ANFIC
4, STnNQARD STEPS REQUIRED ®16 INCHES O.C. 1a~HERE DEPTH EXOEEDS 3 FEET. ~ ~ 5. WNF(IE STEPS ARE REQUIRED, USE OF PRECAST CONCRETE SLAB SHALL BE USED AS TOP AND CRATE 1- SOIL AND TRAFFlC ~.--..I LDALY NG 8 LOADING BY AN ENGINEER
POtiITIONED OVER STEPS. + ENGINEER eT • ~ I--6o'~ I--~z°-I
\a7 • 97 ~ 6. YARD INLETS DEEPER THAN 10 FEET SHALL REQUIRE DOUBLE '!!ALES. DETAIL ND. DETAIL Na ~ DETAIL No.
STANDARD PRECAST CONCRETECATCHBASIN 08000.03 J.02
STANDARD PRECAST CONCRETE MANHOLEIUNCITONBOX 08000.05 STANDARD YARD INLET WITH GRATE AND rRAME 08000.02 EFFECTTVE: s7IEEl t Dr I EFFECTIVE: 06!01!03 gIEET t Cr I ~ oT t EFFECTIVE: 4tEET z a z
Q
I Z ~J f
INTERMEDIATE TYPE 4'X4' DEEP TYPE (5 X5,1 I/a" RADIUS t~'+' R SHALLOW TYPE To zc BEET IN DEPTHI (OVER 20 FEET IN DEPTH) 3/s" R 43" MINIMUM ~ 0
(5 FEET OR LESS 1N DEPTH) ~ - GRASS MEDIAN OR CONCRETE ISLAND ~ t/6" R c R t. EITHER SDUD BRICK. SOUD 6LOCX, OR PRECAST p~ caHCRETE uaY sE usED. Q
- - - r. - - - tl SEE Rcooi STD. 8a0.03 TAN ARO STEPS REOUIREO ~ 16 INCHES O.C. WHERE V 2 S 0
I RENFORCED STnNOaRD STEPS REINFORCED FRAAIE, GRATE MD HOOD ' - - - C a L : _ _ _ ,I CONCRETE Slnfi 16" ON CENTER 06" CONCRETE SLAB EkoaNS10N „DINT B EXPANSION .:CiNT ~ s" ` s' R DEPTH EXCEEDS 3 FEET. _ TD. TAAM1DlE PoNG AND COVE 5
STANDARD ~ 36°-+I A - STANDARD STEPS STEPS 7-6" 76" lfi" ON CENTER 1G" O.C. `g z 8' 2-6" (PER OETAL 07D00.06) 4AY BE 3. NNIMUM 30D0 P.S.I. CONCRETE MIX. 0~L W • ~ CAST IN SIAB OR SECURED TO ~ 43" MIN. - TDP Du<R STEPS
a^ 6' g ALTFANAIE LAYNC SECTION "A-A" CfREC1fN EVERY 4. INSIDE DIMENSION FOR 2~ INCH PIPE AND GREATER ,e:,•.•,, , USE PIPE DIAMETER PLUS 12 INCHES. Z
ALTERNATE LAYING 6' o Ip" 7NIR0 COURSE 6" DIRECTION EVERY hLTEFNATE LAYING I A B C 1/6" RADIUS I~" R ° :.,i ~ %5.•,--. 10.-0.~ ~-I 0/4,.4 I/8' R e_ R 5. WHERE DEPTH EXCEEDS ?FEET, MANHOLE RING AND
TRIRD COIIASE DIRECTON EvRY Y•V L y, .F~ ~ _ THIRD COURSE ~ a,:f~. i'-fi" 10.-0 _ b is _ :r', ~ .a COVER TO BE LOCATED OVER STEPS.
6•~ PLAN VIEW _ ^I "I - CONCRETE SLAB
FRAlAE, GP,ATE ec HOOD PER O, G.7. STD. Ba0.D3c FRAME, CRATE ~ HOOD v - t VAR. s" ro z'-o" J CONCRETE SLAB DESIGNED
REINFORCED 1 PER 0.0. T. STD. 840.030 iG'-0' 3-t~3 IDS-0° FRAME, GRATE do HOOD CONORErC --j ~ -r 5" VAR. I'-"` - ~-6" FOR EXPECTED LOADING y a_~. W s''
PER D.O. f. STD. 850.030 SLAB REINFOfiCED u' 1 CONCRETE QAB VAX, 26 I t2~ - - - B"
Ir2S FROM S'-0. 'p N - - I B I COURSE ' ,.s: ' VARIES - 35" MIN. ~ I~
f0 20'-0' 2s" 45" z 6° 6G" " ~ exPArvs10N JaNT I DEPRE56ED CUTER LINE _ NOT TO 1 o E%F.W\SION JOINT OPENING-l~ STANDARD STEPS z
G E%CEED 5-0" 6" _,y - 0 12" _Na SEE NcooT StaN0AR0 I i~;, ,I.,.,; ~ I N0. Bc O.Ot OR 8x0.02 n 16" O,C. ~ t COURSE - - - STANDARD STEPS M 16° O.C. 5:1 MAX.
c= L ~ 1~;z ELEVATION ,aco`" b" tk~•~ •'j'1~~~ N^ X55 VARIABLE
L ~ 0
e.. U~5 9sa- ~ - ~P O, 0 3000 P.G.I. CONCRETE SLAB DETAIL TAIL 1/2° RADIUS aC~Ut Ot~S~ 'tPFO EP°~l I PIPE _.::°'m 4., 4„
26° SLAB DE c° _SP~e* QED 26° 3.. RADIUS ~ cOd( ~P}G N51tJ ~ ? r
SU1B iHICKNESG AND t/8" RaDluS ~ O ~ G' 2 3 tiCN 0 6q" d6 8' REINFORCEMENT FDR ~ i - O0. bb aCP
L SOIL AND TRAFFIC 36" 6' SLAB rrllcxNESS AND - u ~ - p LOADING BY AN 76" REINFORCEMENT FOR pE.R ONF N p ~ PLA W U ' 3000 P.5.1, CONCRETE
ENGINEER SOIL AND TRAFFIC t'-6" CURB AND GUTTER p NP PeP h--64 ---"-I LOADING EY AN ~ t n GRC~ SECTION ~
_ I T _ ENgNEER BTI a SECTION C-C ~l~~oN i , . OVER 6' TIN DEPifi, 72" WALL iHIC/NESS TO 6' FROV~ ~76~~_.,,~ .fl 97 ~ TOP OF WAIL AND B' EJDTiO!A SLAB GFIaLI OE USED. !ice Q eT, V !
DETAIL AID. STANDARD MEDIAN CURB FOR CATCH BASIN DETAIL rb. W . Ab, DETAIL No.
STANDARD CONCRETE BLOCK ORBRICKCATCHBASIN 08000.03 (FORUSEWITH 1'-6" CURB & GUTTER) 08000.04 0.04 STANDARD YARD INLET WITH CONCRETE SLAB 08000.01
~ suELT 1 or z EFFECTTVE: suEET T Dr ~ EFFECTIVE: ~ or I EFFEC.IIVl:, s4~CT T aF t
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W
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O O N 4 ~
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O JOB N0. 204145,00
C O DRAWN BY DW
a
7 C CHECKED BY DW
O v DATE ISSUED 0617)/04
O
A A r ~ ~ ~ ~ ~ \ ~ A P17~/ SCALE
rnl=L=llvlllMJ?n T
NOT APPROVED FOR CONSTRUCTION Sheet No.
C1.5

VARI A9Lc 2 iYPICA. I R/W VARIA3LE-2 TYPICAL IS'-0" MAX.
GENERAL NOTES'_ fi IF SIDEWALK 6' IF SIDEWALK NOTE: HYDRANT TO BE PLACED WITH 2'-0" MIN.
MATER AND BYPASS ASSEMBLY TO r - vaL!T HALL PUMPER NOZZLE FAGNC THE 5'-0" MAX.
BE DUCTILE IRON FLANGED PIPE. r- - - oLODalvc T.O.C. 20' WA1EA LINE T.O.C. 20' MATER UNE AS UNDER I EASEMENT (TYPICAL EASEMENT (TYPICa! ) VALVE TRAVEL~FIRE LANE. ~ CONCRETE SIDEWALK (IF APPLICABLE)
RIETER FACE TD BE A MAXIMUM M;rER ) OF 3.5 BELOW FINISHED GRADE. CURB & ,m N P ar
I vAwEl ~DannoN ADJUSTABLE CONNECTING PIECE TO 6E ~ FOR CONTINUATION GY anolRV CONCR~E ENCASEMEN i CU iTER y ~ fllllA FINISHED r- V ~ I GRADE ~I O r _ _
GLOW F-1439 ADJUSTABLE CDNNECTCR. I u roPaoPEAtt I PLUMBING CONTRACTOR m_suaalr -i- ~ FOA CONT1NUAl10N 8Y ROADWAY i~`L~'~1~~iL~ ~ 1-- - - I_. -1 ~
- SHALL DE ALUMINUM - ` I I I - I PLUMBING CDN RRa CTOR ACCL55 DOOR I I DOUBLE DOOR WITH A MINIMUM OPENING 16~,yi,~,I ~ , 1 uEiER WATER METER T,O,C. STANDARD I I N'aTER METER IN VAULT - - TAMPED CAST IRON VALUc BOX ~ BACKFILL ~ Id ~c
~ I (SEE DETAIL 05000.02) (SEE DETAIL 05000.02) CF 42" X 36'. _ I I r~aosrpeLE ccNNECnec I - - - - - - _ _ _ TAMPED _ ~ C BACKFILL = Q
VALVES SHALL BE IRON BODY TYPE. - - - - - - (iECE - - - - - ~ ~ ~ - vpun viALL I < TYPE "N" GTS I ~ CTSE ~ W tJ, REDUCER ,-in: - _ - ; , ~'f ~ -:.;=;~,rMINIMUM OF 8 C.F. ~ BTC= r . ' - N0.97 sTDNE -REDUCER I II _ _ _ _ - _ '-II~ ~ LL
ENl-TER SDLIO BRICK, SOLID BLOCK OR 1- - - - - - - - - - - - ~V PRECAST CONCRETE MAY BE USED. SR°INea I W M I I t-ntcessur,l fi- 6 3/5' c" D,I. WATER I ~ Ec 4' D.I. WATER 4" I N(C[SSNTTI _ - I~ R] - ! ~ _ 1 'i~ li _
• UNDISTURBEDB~ 111-~ J j p SOIL Bit nm - ' IE~' ~ V
10 ENSURE POSITIVE DRAINAGE, Tl'IE ENCas.uwT MINIMUM (MINIMUM) r G - - AT 3,CA0 P.Sd. r POST INOICATCR THRUST COLLAR 'J~"}d VAULT SHALL BE TiED INTO THE EXIS LING nC0E66 DOOR Ch51 Mi0 A CONCRCIE w TEE W/BLOCKING VALVE LOOATION dr ' - _ MITI I(~( Irt - 1=~ r - . I. ~ Z
SiOP,M DRAINAGE SYSTEM, IF POSITING SLA3 aN0 MCEf N-20 LDADWG I a a" Cv w/C.L I ~ TEE w/BLCCKII~G DN LAsr HINT DRANAGE IS UNOBTAINABLE, A SUMP PUMP rtNlsN cr+Am < Gv W/C.I. CF PIPE W M I ~ .I ,,.I c I : VALVE BOx I I ~ VALVE Sox B T ~ MECHANICAL JOINT W
SNALI BE LOCATED AN[} OPERATED IN THE --~~~.II = I ~ _ _ _ _ _ _ - - - - - - - VAULT. ~ H ~ REDUCER I ~ I FOR GONIINUATIGU BY VALVE 60% ypLyE 8' B100< PIAlLS CONCRETE THRUST BLOCK 6° GATE VALVE MECHANICAL JOINT CONCRETE BLOCKING Z I/3 CY AT 3000 P.S.I. MINIMUM I/3 CY AT
(SEE CEIAJL 06040.06. I I I ITYRCPL) (IF NECESSARY} ~ PLUMBING CL<VTRACTOR STAkDPRO VALK DUCTILE IRON PIPE 3000 P.S.I. Z BY MAIN LINE TEE a t
EO% INSTALLhil4N) MEtER I I FOR CONTINUATIDV aY FOR CDNIINUA11Gu BY -I MIN, ~ ~-20 FIP.E SERVICE CON iRACTQ4 L r 1.O.C. WATER I FlRE SERVICE CONTRACTOR ~-VO_ RACiQR J 7
I I I ~ I UNE EASEN.EN1 T.O.C, WATER TO PROPERTY (TYPICAL) I TO SUPPLY ISLAND CURB ~ LINE EAS$LIENT a
~ _ COTTER (TYPICAL) (TYPICA!) IS'1iN0 CURB k NOTES: _ 0
eLDCKTN4 CUrrER(+~'PICAL} L.I ___~~1~ 1, TOP OF BLOCKING TO AE 2" FROM ~.IF HYDRANT IS LOCATED ON A DOT ROADWAY USE IIYDRANT WEEP HOLES. DOT STANDARDS FOR LOCATION OF HYDRANT ~ ~ ~
i ; ,.i'' :'>',~•Z' SiavE>'..,.:~. ,.riC _ I Z % Id GONGRCTE :II - Il~lilli•L~~ilirl~~ullTiJli~~'I~'i~~ll~rlr=1 _ I FaoTwc, 3DOO Ps.l. T1PE A -SINGLE SERVICE _ 2. HYDRANT TEE MAY BE SUBSTITUTED FOR 5. STD. RODDING FROM GATE VALVE i0 HYDRANT MAY BE ~ M ~ SUBSTITUTED WITH A CONCENTRIC RING RESTRAINT SYSTEM M ,VICE D.I,P, NIPPLE AND RODDING TO VALVE. SUCH AS MUELLER AQUAGRIP OR AN APPROVED EQUAL W V
a"wsruastn soa 1=111~1~111= TYPE B DOUBLE SERVICE III lu=1N r NOTE. SYSTEM TO BE MAINTAINED BY THE SYSTEi,{ TO BE MAINTAINED BY THE PRODUCT PROVIDED ALL PIPE SEGMENTS ARE RESTRAINED. W ~ 3Y THE 3. TAPPING SADDLES MAY BE USED INSTEAD OF A TEE
y° OWNER PAST i}IE EASEMENT LINE. OWNER PAST THE EASEMENT LINE. on, LINE. ~ f N S LARGER THAN 16 INCHES. ~ 87i. FOR NlATER LIE z Q1
6T AILNo. DETAILNo. r
DETA]-L Na DETAIL No. )00.05 STANDARDHYURANTII~IST'ALLATION 060D0.06 Z t' ai
STANDARD 3" & 4" METER INSTALLATION & VAULT 06000.03 STANDARD COMBINED FIRE & DOMESTIC WATER SERVICE 06000.05 SHEET i or I EFFL•CT[VE: 6HEE; , C + ] T + G + EFFL-C1IVE: $HEEI T or , W
EFFECTIVE:
~(2) CLOSED PICKHOLES NEVER TO EXCEED 10'
{UNPAVED AREAS) 5-3/4" ~ U VA! VE box COVER CONCRETE ENCASEMENT [}aQp(j (VALVE TO TEE DISTANCE)
I AT 3000 P,5,1, 5-t/4" WATER RAISED LETTERING S _ I CaQI?~ (RECESSED Fll'SH).
~ ? ~ z -TYPICAL FINISHED GRADE _ _ ~R~ (TO BE LABELED WATER" OA TYPIEAL FwISMED GRADE ~ I ~ ~ 1N UNPAVED AREAS ~ 'SEWER" AS APPROPRIATE).
IN PAVED AP.EAS ~ ,N ~ z I-t/2" 7-5/I6" I - TEE OR (ROSS A GATE VALVE 6 Seal
- - - - - -I- I =1 1= 11= = I I I = - I ~ ~ 7 BOX SHALL BE CENTERED ;:II-_~IIL 11= =~I~II-III- 2„ - OVER VALVE 3/q' ALL-THREAD STEEL /
=1 X111=III-11= = I1=~11= - ~ R00 (CUT TO LENGTH) J a~ '
" ; ~ 4' _ . - BASE COURSE I `...f'.- ).:..:i.,;'-;'' ' ~ ,a 0 O
'~.~x~"~ ~ 2,-0, ~ I ALL PARTS SHALL BE OF _ ~ ~ 15-7/10" - ~ ~ THE SAME MATERIAL AND .
(PAVED AREAS) 'L TAMPED ~ ~ a SUPPLIED BY THE SAME 12" THICKNESS I-2, I - 'ot" ~ BACKFILL - < LID MANUFACTURER
MINOUS ~ . I ~ O > li OR HB BITU I N D~w CONCRETE MAY BE USED • = - - a. - a
' PAVED AREAS}- WAn -{VNPAVED AREAS) 9" ( - Ova~r CONCRETE ENCASEMENT -T-S/e"- VALVE 60X 12" THICKNESS I-2, - - - - - . .p
_ li OR H6 BITUMINOUS Ar 3000 PS.I. ~_3/g^ ' - ~ m c
CONCRETE MAY BE USED ~ - I ~ 3/B" 1 -0" M.J. NIPPLE VATH C1AN05 MINIMUM)
NOTE TO CoNTRAf,TOR; 3/e- 2" VALVE BOX SHOULD NOT I _ VALVE BOX COVER I ~ _ _
CONTACT MATH DR VALVE. ~ ~ ; (TO 8E LABELED "'.HATER OR - "SEWER" AS APPROPRIATE) T w ~ CONCRETE
I .MAIN e, a MaIN PLAN VIEW ,G_,/~• ~ COMPLETE BOX BLOCKING ReY1SlOC1S
t_I/2. R00 REQUIREMENTS GENERAL NOTES:
. - _ NOTES. NOTES', BRANCH SIZE NO. OF RODS t, ONCE IPISTALLED ANO TIGHT, THE STEE RODS
rnMPEO BOTTOM SECTION BACKFILL BLCCKIUG I ONLY MANUrAGTUREp VALVE BOx EXTENSIONS SHALL BE ALLOWED. 1. VALU< BOX COVER SHALL WEIGH A MINIMUM 26 Tbs. 26 Ibs. 4" 2 AND BOL75 SHALL BE COATED WITH 2 COATS 6" 2 OF BITUMINOUS BASE PAINT.
2. VALVE OPERATING NUT MU57 BE EXTENDED SO THAT THE DEPTH `"5-9/8 ~ 2. ENTIRE VnLVE BOX ASSEMBLY & COVER SHALL GE ALL BE g" 4 lz' a 2. SEE STANDARD ?iRUST BLOCK.
SECTION VIEW IS VO GREATER THAN 5' (TL) FROM THE SURFACE USING A i.-7-1/B" CAST FR DIM CLASS 35 GRAY IRON. JdaNUFACTURER APPROVED EY,TENSICN KIT. OM STICALLY MADE AND ~ _ 3. ASSEMBLY SHALL BED E 16" 6 3. CONCRETE SHALL NOT CONTACT BOLTS OR 1ND ~ 2q" 6 ENDS OF MECHANICAL FITTINGS.
3 PRECAST cCrICRETE ENCASEMENT IS ALLOWED OUTSIDE OF PAVED AREAS. „ 87 TOP SECTION MANUFACTURED w THE us.A. erg:
ei~ DETAIL I~b. DG'CAIL ND. AIL ~ DETAIL Db.
STANDARD VALVE BOXINSTALLATION 06000,08 STANDARD VALVE BOXINSTALLATION 06000.08 )DO.DB STANDARD VALVERODDING 06000.09
EFFECTIVE. zutET i or z EFFECTIVE: suEET a Or z 'r a ar z EFFECTIVE: saErl , or I
Q
Z J r 1,b" S0.
A A Y F1EID ADIUSTMENT INSTRUC.iIONS OC Q
I OCKING C. k~ + C R T RL l IvIINIIvIUM CONC E E ( U 1. REMOVE THE BODY FROM THE iCr' DF iF# 6° p0. 1' SQUARE IaAx.=.O-
` 1 NOn',. PIPE TEES & 90 =5' 22-i/2 1t-I/4- _ I II N BEND BEND 18" t2 ~2 EXCcSS PRESSURE RELIEF t 1 I Dl a. IN. DEAD ENDS BEND BED CLEAR 0.EAR " I CLEAR ~I (OA AT IPISP. TEST) INDICATOR POST ASSEMBLY. E%TENSION MIN.=7" _ I ~ ~
' 12 I ~ 12 RIN' ER SYiTEM f ~ e~ I I /3 1/3 1/3 • ~ CLEAR ~ GEAR TO EP A _ .I" 4 1/3 / A~ W:.TER NOTC.' CC.uG 2. CUi THE REQUIRED LENGTH OFF THE BOTTOM (JT YiTEN~ pF THE STANDPIPE FDR THE GROUND UNE TO O
I I i 8 8 ~ ~ ~ ~ ~ (IF REq'J.RED) I - ' - r H HATER IOVf SilI1C MATCH UP WITH STANDPIPE GROUND UNC NARK. BODY ~ D Z srncH 3. CUT THE 1' SO. EXTENSION aT A DISTANCE
7 z - - 1 13 ~'.'~~v 1' 1 3 3 R IR i TNT A 3 / / I RF TT I CLEAR nLnR,,+ vA'_vE cntH CENTRAL STAl10N) i0 a ,upN) OF 9" ABOVE THE TOP OF THE STANDPIPE. n _ STANDPIPE
. ;5., - I d t/3 ,/2 I/3 t/3 t/3 GAUGES AuD RETARD @ 4. SET THE °OPEN° AND "SHUT' TARGETS FOR THE ~ (PAINTED RED)
' FDC Cr+ECK vpwE " ' ~ APPROVED BAGKFLOW nwE APPROPRIATE VALVE SIZE. J
~ < 1 2 1 3 1 3 ~ Q PREV<NiER ASSEMBLY 10 2/.. 3/ / / / 3RINKLER VALVE TRIIA AREA J6" , (18" CLEARANCE ON SDES) (MOUNT HORIZGVTAL ONLY} c - TTA H 1HE BODY TO THE TOP OF THE 5. RE A C INDICATOR P457 ASSEMBLY. GROUND UNE W
1 3 APPROACH CLEARANCE Q~ ~ ~ i2 3/4 1.0 2/3 1/3 / GROUND LINE v ,
- ~ TANPER SvdiCH J STANDPIPE ~r NOTE: (PAINTED BLACK)
L' ~ - - ~ TOP VIEW a~ 12" ro FDE ~ ~ 14 1.0 1-1/2 3/4 1/2 1/3 cLEAR I (te"-ss° AeovE ABOVE cRC.oe) POST INDICATOR VALVE SHALL BE -
- FI NI StIED GRADE} IE I-I .3 Z.0 LD 1/2 1/3 REDUCER DR ( y 'y LOCAIEO AT A MINIMUM 5-It FRDN BUILDING ~
I I I I / flEDUCER ElGO',v-~ ~ rGALL DRIP VALUc EIP VALUC I W
UNDISTURBED iS `_2/J 2-1/3 1-1/3 2/3 1/3 12' MIN. I[ PIPE STENO CLEAR 1dAIN DRAIN EARTH ro DuisTDE 2 I . ww 12" DI A.
owol „ u= -i= " r~
- 'I'~ 2C 2p 3.0 I-2/3 3/4 1/2 a ITT: ~ - a• ~,=1 o I ItINIMUaI (2} ROD r F"
=1 - w/aruMlNOUS copilNc z W D
_ ( D.I. PIPE TO RISER ROOM 1 1 1 Q
CONCRETE SHALL 6E 3000 P S.I. MIX. ' CCNCREiE THRUST FLOCK MINIMUM (2j 3/4" ROD e~ ' - - - iii U
cr/BITUMINOUS COATING NOTE L ~ W Q ~
~ I WRAPPED Wlr~,~ A Mwm{uM s rrirL PLASTIC. SECTION "A-A'. FITTING SHA_L BE 87, • aR ~ NO CONCRETE SHALL COVER BOLTS OR GLANDS. ' ~ D71' V 1 3
DETAIL Db. DETAIL No. A]L No. DETAIL No.
ARD REACTIONBIpCIQNG 06000.13 STANDARD SPRINKLERRISER 06000.17 STAND )00.17 STANDARD TAPPING SLEEVE & POSTIIVDICATORVALVE 06000.19 sNEEI , Of 1 1 , or I EFFECTIVE: A'
~¢r , aF , EFFECTIVE: suEEt T or , II EFFECIlVE: LL
W
W
N AR MANHO E RING do COVER (2) I/Z° % 13/4" HEX HEAD, S ACED OPPEOSITEO BO SiA D D L STAINLESS STEEL BOLTS ANO I -,/a" RAISED LiiERING 3E f0
USE FOUR 3/B INCH ANCHOR BOLTS (SEE DETAIL 07000.03) WASHERS AT LBO" CC'JNTERSUNK. EACH OTHER IN OUTER RING TER RING COMPACTED BACK FILL /r COMPACTED BACK FIL! IA.. r )
TO BOLT FRAME TO SPACER. USE ROPE ~ 0 BOLTS & V~ASHERS TO BE TYPE (RECESSED FLUSH) (HaLES rD eE I" DIR.). MASTIC SEAL BETWEEN FRAME & SPACER. 316 STAINLESS STEEL.
z _ _ 20" MAXIMUM T H I - - - FROM MANHOLE BREAK POINT a0a q q0 (2) OPEN J PICKHOlES I
w _ _ _ _ _ TO 7DP OF RING AND COVER A ~ ~ t" DIAMETER w ECCENTRIC TAPER FILLETS ®R I/8' c 0 ~ t/2" y/ ~ UNDISTURBED ~ UNDISTURBED TRENCH WALL ~ y TRENCH WALL ~
UNIT U ~ 2. C.. A A a ~ R 1 ~ ~ fi y ~
` y y
w - 2 O 0 i o B r ~~'o 0
5 - RY ' ALL FILLETS 6" v _ ` I ~ TOP OP PIPE ~ INITIAL Y
~ I/2" MINIMUM C9R 1/4" `R 1/2.~ LR T/2" 1 / . ` BACKFILL Y- - ~ ~
n ALL LIFT HOLES WHICH COMPLETELY A FOUR PENETRATE THE MANHOLE SH LL EE COVER TOP VIEW COVER BOTTOM VIEW n.-0", 5'-0". OR 6 -0 FILLED WITH NON-SHRINKING GROUT ANCHOR SPRING LINE •..I I EMBEDMENT / _ - :-t dl EW - OF PIPE % ` ~ < HAUNCHING MATERIAL ; S' ~ HAUNCHING EMBEDMENT
RING TOP VIEW ~ BOLTS ~ a pIP.METER y MATERIAL _ } _ ~ ~
0 ALL EXTERNAL JOINTS SHALL BE SEALED 25 1 4 r°^`" rp^'" "•p t / BEDDING • ~ 4" BEDDING MINIMUM Q '+0 6" MINIMUM ~r: - y
ni 0-RING OR BUTYL RU6E9ER JOINT-- - - - - - - - - - WI1H AN APPROVED JOINT SEALING GATERIAL 23 3/4" 3/4" MTN. ~ ~ / < L9"~i V
C ' fi7 ~ B7 ~ 7 ~ 23 I /2' TTTIII
I r ` , ~ tv v RISER Null 1' ~Z ~ ~ ' I.. rap • SPECIAL BEDDING STANDARD BEDDING
o ,MANHOLE 57EPS ALONG A VERTICAL WALL Ov"cR 5 I` ~ 3° FOR 14'-20' DEPTHS FdR 3' i0 14~ DEPTHS JOB NO. 204145.00 ,LNG
THE EFFLUENT PIPE AND VERncauv AucNED - 1 ALTERNATE LETTERING (SEE DETAIL 07000.02) - - - - - - - - - g 29 3 9" MIN. T DRAWN BY pyU
BASC UNIT 2 1/B"~ „ ~ - I 3 s- SPECIFICATIONS: ~ 33 /4 NOTES:
a T INVERT \ 1 A ANH CONNECT10N5 SHALL BE _ 1. CLASS 35 GREY IRON. PRECAST CONGRE E LL M OLC i. EMBEDMENT MATERIAL MUST BE CLABS I (N0. 67 OR N0. 78M WASHED STONE IS TYPICALLY USED). CHECKED BY DW
° MELTING SPECIFICATIONS PIPE PREFABRICATED OR CORED tMTH A SECTION ~~A-Ar' ~ 2. COMPLIES WTH ASTM PA6 GL35B. o Y': - CONCRETE CORING MACHINE. 3. CASTING TD BE COATED V+iTH A WATER 1AiER 2. EMBEDMENT MATERIAL SHt~L BE COMPACTED TO A MINIMUTA 957. STANDARD PROCTOR DEN9TY fOR CLASS I MATERIAL DATE ISSUED 06/21/04
!dINIMUTM WEIGHTS n BASED ASPHA! i PAINT (BLACK). d. 2. ALL MANHIOLES SHALL BE VACUUM TESTED. SECTION B-B ~ o. ALL IETT.RING SHALL BE CLEAN, CRISP, CRISP, 3. STANDARD BEDDING SHALL BE UTILIZED FOR ALL CASES Fd•IERE TRENCH BOTTOMS ARE UNSTABLE DUE TO SOIL TYPE, DR MOISTURE CDNOITIONS. ~ ~ C' ' ~ A' w, A ~v SCALE
o g„ RING 160 AND FI FARt.Y LEGIBLE.
12° BEDDING (#57 STONE) ' COVER 12U 5, DOMESTICALLY MADE do MANUFACTURED 0 fURED r n c L, iri,'VAN1'1 T
Y 67 e7 TOTAL 300 IN Tric USA.
DETAIL M. DETAIL M.. STANDARD MANHOLE RING AND COVER qw- 4. ALL SANITARY SEWER LINES LESS THAN 3 FEET AND OVER 20 FEET IN DEPTH MUST BE D.I.P. WLM.. DETAIL M. NOT APPROVED FOR CONSTRUCTION Sheet No,
STANDARD PRECAST CONCRETE MANHOLE 07000.01 TYPE 2 FOR OUTFALLS OR UNPAVED AREAS) 07000.03 000.03 BEDDING FOR FLEXIBLE & SEMI- RIGID SANITARY SEWERPEPE 07000.13 SNEE7 , o ;T 2 } EFFECTIVE:
EFFECTIVE: SWEET 1 or l EFFECTIVE: Su¢7 s r7 3
C1.6

/ / / / ' ~ GENERAL NOTES:
/ ~ / , T =439.98 \ \
~ / / / , NV. IN=434.83 1, ALL STREETS IN FRONT OF PROJECT WILL BE KEPT CLEAN AT ALL TIMES OR A WASH STATION WILL BE REQUIRED.
~r % , INV. OUT=439:~5~ ` ~ o ~ / / / h / i r- tel.! / i \
rf / f / \ ~ 1 \ 2, THE TREE PROTECTION FENCING ON THIS PROJECT WILL BE INSTALLED AND INSPECTED BEFORE THE GRADING PERMIT IS ISSUED,
Q ~ / ~ ~ f / 3. THERE IS NOT APIY FEMA MAPPED FLOOD PLAIN LOCATED ON THIS ~
C7 j~ / ~ , r ~ J ~ ~ / / 1 r ti. / ~ ~ r r PROJECT PER FIRM MAP 3718300304 E DA ~ ~ TED MARCH 3, 1992 r 0 r
4, ALL WETLANDS DELINEATION AND PER~4ITTING ASSOCIATED WITH THIS } ~ ~ PROJECT IS THE RESPONSIBILITY OF THE OWNER'S ENVIRONMENTAL W N ~
0 / TOP 441.4 ! - / / / ~ ~ ~ , CONSULTANT. > ~d ~
Z d~ - ~ / INV. T=436.5 / / / , ~ / 5. EXISTING TOPOGRAPHY SHOWN IS TAKEN FROM AN ACTUAL SURVEY BY ~ ~ ~
/ / / / f / 1 / / l _ ' ~ I ~ r / / y. / C-'' r ~ I I r r r r , WITHERS & RAVENEL, INC. ~ 0
~ ~ 6. ALL WORK MUST COMPLY WITH NC STATE BUILDING/HANDICAPPED _
/ ~ ~ ' r / / ACCESSIBILITY CODE VOL 1 C, THE MAXIMUM GRADE ON THE HANDICAP t
PARKING SPACES IS 2.0%. ~ ~ Z
/ ~ / A 1 I / , ~4~ ~ ,I~ / Ot 7, ALL STORM DRAINAGE, FRAMES, GRATES„AND HOODS SHALL BE w
/ STAMPED WITH NOTE DRAINS TO RIVER IN ACCORDANCE Z ~
' I / / ~ I V / ~ ' Ji / / / ~ i / / ,r I~-----' I I / 4~ WITH TOWN OF CARY STANDARDS. Z
/ 8. CUT AND FILL SLOPES WILL BE STABILIZED WITHIN 15 DAYS OF ANY PHASE Q
~ ~ , / 1 , I / I L r , , , / r l , / d / / a I / ~ 1 / r OF GRADING, J ~ a
/ /i ' ;'~;i . / ; ~ ; ~ - 425-., 9, A BOND EQUAL TO 125% OF THE ENGINEERS ESTIMATE TO CONSTRUCT THE _ p
/ \ BEST MANAGEMENT PRACTICE MUST BE POSTED BEFORE THE GRADING PERMIT PR ECT HA ~ o SUED FOR THE OJ (C PTER 10, PART 3.9, UDO). v1 ,a,
/ / TOP=9si~.72 r L ,yam rr I / ; ; / `y; ' ,A I ~ _ INU, 1~T=339. ~ ~v ~ / i ~ r r' l~ ' ' r r' ~ v A\ ~ M
~ - . , , - , [ti . \ ~ ,PROPOSED ~DRAR,INLET ~ ti ' / / 1 ' r , ri~ / , I ~ , I ~I w / V_ / 1 1 ! / I r' / I` ' / I lam/ ! r r r ~DRAR,INL~T 10. THIS PR ~C ILL MEET ALL OF THE REQUIREMENTS RELATIVE TO BEST m Y rt MANAGEMENT PRAC 10~ ND ENGINEERED STORMWATER CONTROL STRUCTURES W ~
- ~ _ _ TLINED IN THE TOWN FC RY UNIFIED DEVELOPMENT ORDINANCE. _ Z ~ ~
is (CHAPT PART 3, UDO).
I ~ r ~ 1 r - Z T,
Iy / ~ F~. ~ W Fpg
> ~ ~
/ / ~ ~ - I , r r I , ,l / / / l ~ ~ 1 v I 1 I A 8 ,
\ \ In / / / , / , I 1\ ~ - ~ ~ TOP-44 9 ~ : Lr l ; r r , ' ,1 : ~ r' l 1 _ i 1 , ~ ~ - , ;
C6 i - 1 \ d' r li r r / ~ - INV. IN- . 9 1 v I r A =446. NV, OUT= 1:84 ` I ~ L ' / , ' .',~`~y r I I ~ \
/ \ I \ r ~ / r . r ~ r ' / NV. OUT-441.90 \ \ I L . \ X r r\ < , ~ I I _ - Ica r\ i rl ~ / ' ~ , / i . C'4 2 ~ ~ i ` , - • i~ ~ / I l I _ _ ~ ~ r I / / 1
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~ ~i ~ i ~
/ / i~ / / CAM ~ / GENERAL NOTES -WATER & SEWER
/ ,J" / /~i / / ~0 \ ~
/ o~'" ~ PROJECTED WASTEWATEf I WASTEWATER FLOW; 1} ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE TDWN OF CARP 7) WATER MAINS SHALL BE LAID AT LEAST 10 FEET LATERALLY MEASURED
~ ~ \ ~ = 17 STANDARDS, SPECIFICATIONS AND DETAILS REVISED JULY 22, 1993. EDGE TO EDGE FROM EXISTING OR PROPOSED SANITARY OR STORM SEWER
/ / / 149 Rb MS ®120 GPD/ROOM ,8 . ~ / \ ~ - ~ ~ 120 EAT RESTA ANT ~ 40 GPD/SEAT - 4,8 ;QOM = 17 880 GPD A L MANHOLES LOCATED OUTSIDE OF PAVEMENT AREAS SHALL HAVE A UNLESS THE ELEVATION OF THE BOTTOM OF THE WATER MAIN IS AT 2} L LEAST 18 INCHES ABOVE THE TOP OF THE SEWER WITH THE HORIZONTAL /SEAT = 4,800 GPD RIM ELEVATION 1 FOOT ABOVE FINISHED GRADE. SEPARATION OF AT LEAST 3 FEET. WHERE WATER MAIN AND SANITARY
r / C SEWER CROSS, AND THE VERTICAL SEPARATION IS LESS THAN 18 INCHES
/ / h/ / \ ~ ~ ~ TOTAL = 22 6 OTAL = 22,680 GPD 3) SANITARY SEWER MAINS AND SERVICES SHALL BE INSTALLED WITH A OR WHERE THE WATERLINE PASSES UNDER THE SANITARY SEWER, THE
/ / / / \ ~ co>~µ / / \ ~ ~ MINIMUM COVER OF 3 FEET IN NON TRAFFIC AREAS OR PIPE SHALL BE SEWER MAIN SHALL BE DUCTILE IRON PIPE, ~ r FERROUS MATERIAL, C r
/ / / / ~ / / 8) ALL WATER MAINS 4 INCHES AND LARGER SHALL BE DUCTILE IRON PIPE. ~ I~ 4) SANITARY SEWER MAINS AND SERVICES SHALL BE PROVIDED WITH A WATER SERVICES 3 INCHES AND LARGER SHALL BE DUCTILE IRON PIPE; W N `D
/ / / / / / ~ \ ' / ~ ~ / o / / / y MINIMUM COVER OF 4 FEET BELOW FINISH SUBGRADE IN TRAFFIC AREAS WATER SERVICES LESS THAN 3 INCHES SHALL BE TYPE "K' COPPER TUBE ~ ~ ~
i ~ \ C ~ OR SHALL BE OF FERROUS MATERIAL, SERVICE (CTS) BETWEEN THE MAIN AND THE METER OR END OF THE ~
o / ~ / / / \ \ 5 SANITARY SEWER MAINS INSTALLED WITH A DEPTH OF COVER OF 14 FEET TOWN MAINTENANCE AS INDICATED 8Y EASEMENTS. WATER SERVICES ~ 0 } BETWEEN THE METER OR END OF TOWN MAINTENANCE AND THE POINT
f / / / ~ / / / \ tf / ~ ` \ / / / / / / \ TO 20 FEES SHALL REQUIRE SPECIAL BEDDING IN ACCORDANCE WITH OF TERMINATION SHOWN ON THE PLANS SHALL BE A5 SPECIFIED ON THE ~ ~ CARY STANDARD 7.16, SEWER SERVICES INSTALLED WITH A DEPTH OF PUNS. WHERE A SERVICE TERMINATES FOR CONTINUATION BY A PLUMBING - r
~ / 3WC / / / \ I~~\ / / / / / ~ ~ ~ \ COVER OF 14 FEET TO 20 FEET SHALL REQUIRE CLASS I BEDDING FROM 4 OR FIRE SERVICE CONTRACTOR, CAPPING SHALL BE PROVIDED IN ~
/ ~ / p~ai / / / \ INCHES BELOW THE SERVICE TO 4 INCHES OVER THE SERVICE LINE. SEWER COORDINATION WITH THE NEXT CONTRACTOR SO THAT THE EXTENSIONS ~ m
- - ~ / , Ir / ~ ~ / /4 / ~ \ / / / ~ / coy d / ~a ~ / , , ~ \ ~ MAINS AND SERVICES INSTALLED WITH A DEPTH OF COVER OVER 20 FEET CAN BE MADE WITHOUT RETESTING OR RECERTIFICATION. ~ Z LL REQUIRE DUCTILE IRON PIPE FOR THE ENTIRE RUN BETWEEN WATER SERVICE IS TD BE TERMINATED T I I W
MANN R CLEANOUTS. 9) 5 OU SIDE OF BULDNG FOR Z ~ CONTINUATION BY PLUMBING CONTRACTOR, z
/i o ~ ~ ~ \ 6) MINIMUM SLOPE FOR Y SEWER SERVICES SHALL BE 0,6~ FOR 6 10) WATER MAINS SHALL BE INSTALLED WITH A MINIMUM COVER OF 4 FEET Q r
i CH SEWER SERVICES. CLEANO ALL BE PROVIDED AS SHOWN ON MEASURED FROM THE TOP OF THE PIPE TO THE FINISHED SUBGRADE. J ~ '
~ / / / aPO~ / / / j ~ \ \ \ AN EXISTING 12 FORCE THE BUT SHALL BE SPACED AT N R TER THAN 100 LF FOR 6 11 WHERE THE STATIC WATER PRE55URE IS IN EXCESS OF SO PSI A PRESSURE a F R E MAIN IS LOCATED VIC CLEANOUTS SHALL EXTEND A UM OF 6 INCHES ) ING 12 0 C INCH SER REDUCING VALVE SHALL BE PROVIDED INSIDE THE BUILDING IN ~
~ c ~ / ~ / ~ / \ \ IN THIS VICINITY PER TOV IICINITY PER TOWN OF CARY A80VE FINISH GRADE T THE OPTIONAL CLEANOUT EMENT
~j'~ ,i / / ~ / / ~ / \ \ r\ CONSTRUCTION PLANS {W / / / % 1~ \ CTION PLANS {W/ 20' ESMT.) METHODS AS SPECIFIED IN CAR ~A ARD 7,01. CLEANOUTS LOC N ACCORDANCE WITH THE P.EDUIREMENTS OF THE PLUMBING CODE. ~ PAVED AREAS MUST HAVE CAST IRON RIS TTINGS AND BRASS CAP. 12) CONTRACTOR SHALL VERIFY THE LOCATION OF ALL EXISTING UTILITIES IA ~ ~
/ / ~ / \ \ / / \ \ OR TO CONSTRUCTION. THE LOCATION OF EXISTING UTILITIES SHOWN OC ~ M
/ / ~ .i' . ~ ON T EAR NS IS BASED ON THE BEST AVAILABLE INFORMATION BUT CAN W aL ~ 8E CONSIDER Y AS APPROXIMATE. W ~
RELOCATE 12" FORCE MAIN 'e~ NOTE; 1 TERLINE EXTENSION AND RY SEWER LINE EXTENSION PERMITS Z
~ \ \ ALL NECESSARY ENCROACHMENTS ~ - ~ AND PERMITS WILL BE OBTAINED SHAL B ISSUED PRIOR TO START O~ ONSTRUCTION. ~ r
~ ~ r ~ PRIOR TO FORCE MAIN RELOCATION Z r
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V ~ WSEL' 390.85 (APPROX)
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