20031042 Ver 1_COMPLETE FILE_20030818

Michael F. Easley
Governor
7 William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Alan W. Klimek, P.E., Director
Division of Water Quality
Coleen Sullins, Deputy Director
Division of Water Quality
November 5, 2003
Waterworks II, LLC
Attn: Murray Gould
PO Box 25457
Raleigh, NC 27611
Subject Property: Waterworks Development, 1813 Fayetteville Street, Raleigh, NC
UT to Walnut Creek [03-04-02, 27-34-(4), C NSW (nutrient sensitive)]
Neuse River Buffer Rule (15A NCAC 02B .0233) Compliance
Dear Mr. Gould:
DWQ Project No. 03-1042
Wake County
The Division of Water Quality (DWQ) has reviewed your stormwater management plan discussed within your letter dated
September 16, 2003 and received by the DWQ on October 1, 2003. The DWQ has determined that it is in compliance
with the Neuse Buffer Rule (15A NCAC 02B .0233). In addition, you should obtain or otherwise comply with any other
required federal, state or local permits before you go ahead with your project including (but not limited to) Erosion and
Sediment Control and the City of Raleigh stormwater management program plan approved by the Environmental
Management Commission as required under 15A NCAC 0213.0235.
If you have any questions, please contact Mr. Todd St. John at [phone]. This letter does not authorize any
impacts to either Waters of the United States or Waters of the State. Please contact the US Army Corps of Engineers
(USACE) or DWQ if any impacts are proposed to either of these waters.
Sincerely,
cc: Drew Baird, Stewart Engineering,
DWQ Raleigh Regional Office
File Copy
Central Office
bz
kY-(00,Dorney,
Q, Wetlands/401 U It
Hall Drive, Suite , Mooresville, NC 27560
North Carolina Division of Water Quality, WETLANDS / 401 UNIT
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
919-733-1786 (phone), 919-733-6893 (fax), http*//h2o.enr.state.nc.us/ncwetiands/

PWMM%
STEWART ENGINEERING INC
September 16, 2003
Mr. Todd St. John
NCDENR
Dept. Of Water Quality
512 N. Salisbury St
Raleigh, NC 27604
E
1 2003
RE: Waterworks Development Stormwater Management
Plan Review Comments
Dear St. John,
Per our Phone conversation I am enclosing a new copy of the Extended Detention Basin
Worksheet for your review. As I stated during our conversation the pond was designed to be a
Extended Detention Basin. It has a 3' permanent water depth with the 2 planting zones. I
have included some of the calc sheets that were originally submitted with some highlighted
points. The planting chart will be developed for the 2 zones upon the approval of this project
with the City Council. The entire area around the pond will be heavily landscaped to
showcase the renovated Water Works building.
If you have any questions about this project, please let us know.
Drew Baird, PE
Project Manager
Sincerely,
-,..? LD
Cc: Murray Gould, Waterworks II, LLC
Don Tise, Tise Kiester Architects

PO Box 12054, Research Triangle Park, NC 27709 1 Tel [phone] Fax [phone] www.stewart-eng.com
`o?OF ?rR.?'?9QG
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan Klimek, P.E., Director
Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
August 28, 2003
DWQ # 03-1042
CERTIFIED MAIL - RETURN RECEIPT REQUESTED Wake County
Waterworks II LLC
Attn: Murray Gould
Post Office Box 25457
Raleigh, NC 27611
Subject Property: Waterworks at 1813 Fayetteville Street, Raleigh, NC
Dear Mr. Gould:
On August 18, 2003 the Division of Water Quality (DWQ) was notified by receipt of your application regarding your plan to
fill wetlands or waters for .the purpose of constructing a stormwater management pond in Wake County. Approval from
DWQ is required to disturb these areas. Please provide 7 copies of the following information and refer to the DWQ # listed
above in your reply. Please show these on maps of suitable scale (for instance 1" = 100 feet) so we can begin to determine
your projects' compliance with 15A NCAC 2H.0500.
The proposed stormwater management device appears to be closer to an extended wet detention basin as
opposed to a pocket wetland. It is recommended that you base the design on the one in Chapter 2 of the
NC DENR Stormwater- Best Management Practices Manual, April 1999. Typical wetland designs
typically include more elaborate microtopography of which 90% should be 0 to 12 inches deep (see page
15, Figure 3) which allows for the cultivation of the various plant species. Cattails should not be planted,
as they will volunteer on their own. Also, it is recommended that you fill out the worksheet for extended
detention and pocket wetlands available at http://h2o.ehnr.state.nc.us/ncwetlands/mitresto.hunl.
Please telephone Todd St. John at 919-733-9584 if you have any questions or would require copies of our rules or
procedural materials. This project will remain on hold as incomplete in accordance with 15A NCAC 2H .0505(c). The
processing time for this application will begin when this information is received. If we do not hear from you by writing or
by fax at [phone] within three (3) weeks we will assume you no longer want to pursue the project and will consider
it withdrawn.
Sincerely,
JRD/bs
0_?
i R. Dorney
Water Quality Certifi anon Program
cc: Raleigh DWQ Regional Office v
Raleigh Corps of Engineers
Central Files
File Copy
Drew Baird, Stewart Engineering, 260 Town Hall Drive, Suite C, Mooresville, NC 27560
N. C. Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
[phone] (phone), 919-733-6893 (fax), (http://h2o.enr.state.nc.us/ncwetlands)
Customer Service #: 1-877-623-6748
2411

DWQ Project No.
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : ?en"? '
Contact Person: Phone Number: (O%n) S8O %I
For projects with multiple basins, specify which basin this worksheet applies to:
Permanent Pool Elevation 2 N. ft. (elevation of the orifice invert out)
Temporary Pool Elevation crox paslwc ft. (elevation of the outlet structure invert in)
TAO
Permanent Pool Surface Area
Drainage Area
Impervious Area
Forebay Surface Area
Marsh 0"-9" Surface Area
Marsh 9"-18" Surface Area
Micro Pool Surface Area
Temporary Pool Volume
4252. sq. ft.
5.5 ac.
'A•7 I ac.
48?. sq. ft.
?'S?? sq. ft.
sq. ft.
1650 sq. ft.
30 .ooocu. ft.
%.-) c.
(water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(at permanent pool elevation approximately 15%)*
(at permanent pool elevation approximately 35%)*
(at permanent pool elevation approximately 35%)*
(at permanent pool elevation approximately 15%)*
(volume detained on top of the permanent pool)
SA/DA used o •`11 (surface area to drainage area ratio)*
Diameter of Orifice in. (draw down orifice diameter) N
II. REQUIRED ITEMS CHECKLIST rum. °f k-1ZncC k.''`Z ` p`l'c ""°""? t????? •+?^•
?'aocs .rod tC?u:?C o.x w.a: w afc.w C7 QJY- G+? 'cCC. "4S
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Applicants Initials
The temporary pool controls runoff from the 1 inch rain.
l73 The basin side slopes are no steeper than 3:1.
U' A planting plan for the marsh areas with plant species and densities is provided.
?$ Vegetation above the permanent pool elevation is specified.
D An emergency drain is provided to drain the basin.
The temporary pool draws down in 2 to 5 days.
D? Sediment storage is provided in the permanent pool.
VFi A sediment disposal area is provided.
Access is provided for maintenance.
A site specific, signed and notarized operation and maintenance agreement is provided.
S? The drainage area (including any offsite area) is delineated on a site plan.
D Access is provided for maintenance.
?B Plan details for the wetland are provided.
03 Plan details for the inlet and outlet are provided.
\J'Q A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
http://h2o.ehnr.state.nc.us/ncwetlands/oandm.doc).
* Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS-- See pp. 19 and 20 of the NC DENR
Stormwater BMP Manual, April 1999. 10% open water, 50% high marsh, 40% low marsh.
CJ'.?\ be SJoe?.;?+ca fro C:?s.? a?- 1??c?? ?+?^ ?,pn5?•p,?-,c.a•. cca..p???a^
???5 w.?? BOG ?'?F•?tc?t"•??..?? G?r? ?J e?"C ?„?

NCDENR Extended Wet Detension Basin Design
,
S T E W A R T
ENGINEERING
Project Name: Water works
Project # : H1008
Date : 10/30/2002
Operator : Drew Baird
Title : Extended Wetland Detention Pond
Site Information Sq. ft Acres
Site Total Area: 239,580 5.50
Existing Conditions
Impervious Area: 64,948 1.49
Non Impervious Area: 174,632 4.01
Proposed Conditions
Total Impervious Area: 111,774 2.57
New Impervious Area: 46,826 1.07
Non Impervious Area: 127,806 2.93
% New Impervious: 20%
Permanent Water Quali Pool
CA/nA Tnhlo 1 1
% Impervious Cover Permanent Pool De th
3- 4' 6 6' 7. 8. 9.
10% 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20% 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30% 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40% 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50% 2.06 1.73 1.50. 1.30 1.09 1.00 0.92
60% 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70% 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80% 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90% 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Permanent Water Quality
Pond Depth: 3 ft.
Interpalation Equation: (B-A)/(C-A) _ (X a)/(c-a) where X = SA/DA
A=20 a=
B=20 X=
C=30 c=
0.99
0.97
1.34
SA/DA 0.97
Required Surface Area: 0.0536 Ac.
Side Slopes: 4:1
Length: 85.0
Width: 28.1
2,334 Sq ft
Area Check
2,384 Sq ft
Approximate Volume: 4,387 Cu ft

NCDENR Wet Detension Basin Design

S T 8 W A R T
ENGINEERING
Project Name: Water Works
Project H1008
Date : 10/30/2002
Operator : Drew Baird
Title : Extended Wetland Detention Pond
Permanent Water Quality Pool
Rv = 0.05 + 0.009(1) I = 20%
Rv = 0.226 intiin
Volume = (Design Rainfall) (Rv) (Drainage Area)
Design Rainfall is 1 in
Vol= 0.104 Ac ft =_> 4,510 Cu ft
Approx. Total Pond Size =_> 8,897 Cu It
Wet Detention Pond
Forbay Size: 1,779Cu ft
Extended Wetland Det. Pond
Forbay Size: 350 Sq ft Actual
482
0" to 9" : 817 Sq ft 1311
9" to 18" : 817 Sq ft 1296
18"-36"& Micro Pool 350 Sq ft 1650
POND Stage Storage
Contour Area (ft) increments Accum: Z (ft)
233 368 0 0 0
234 944 656 656 1
235 2365 1655 2311 2 Wc-" -A'
236 4256 3311 5621 3
237 6535 5396 11017 4
238 7613 7074 18091 5'
239 8747 8180 26271 6
240 9938 9343 35613 7
® N
,?? ® m
0? WRT?9
O G
r
x _
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan Klimek, P.E., Director
Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
August 28, 2003
DWQ #. 03-1042
Wake County
CERTIFIED MAIL - RETURN RECEIPT REQUESTED
Waterworks II LLC
Attn: Murray Gould
Post Office Box 25457
Raleigh, NC 27611
Subject Property: Waterworks at 1813 Fayetteville Street, Raleigh, NC
Dear Mr. Gould:
On August 18, 2003 the Division of Water Quality (DWQ) was notified by receipt of your application regarding your plan to
fill wetlands or waters for the purpose of constructing a stormwater management pond in Wake County. Approval from
DWQ is required to disturb these areas. Please provide 7 copies of the following information and refer to the DWQ # listed
above in your reply. Please show these on maps of suitable scale (for instance 1" = 100 feet) so we can begin to determine
your projects' compliance with 15A NCAC 2H.0500.
1. The proposed stormwater management device appears to be closer to an extended wet detention basin as
opposed to a pocket wetland. It is recommended that you base the design on the one in Chapter 2 of the
NC DENR Stormwater Best Management Practices Manual, April 1999. Typical wetland designs
typically include more elaborate microtopography of which 90% should be 0 to 12 inches deep (see page
15, Figure 3) which allows for the cultivation of the various plant species. Cattails should not be planted,
as they will volunteer on their own. Also, it is recommended that you fill out the worksheet for extended
detention and pocket wetlands available at http://h2o.ebnr.state.nc.us/ncwetlands/Mitresto.html.
Please telephone Todd St. John at 919-733-9584 if you have any questions or would require copies of our rules or
procedural materials. This project will remain on hold as incomplete in accordance with 15A NCAC 2H .0505(c). The
processing time for this application will begin when this information is received. If we do not hear from you by writing or
by fax at [phone] within three (3) weeks we will assume you no longer want to pursue the project and will consider
it withdrawn.
Program
JRD/bs
cc:
Raleigh DWQ Regional Office v
Raleigh Corps of Engineers
Central Files
File Copy
Drew Baird, Stewart Engineering, 260 Town Hall Drive, Suite C, Mooresville, NC 27560
4*72-1
m-
N. C. Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
[phone] (phone), 919-733-6893 (fax), (http://h2o.enr.state.naus/ncwetlandsl
Customer Service #: 1-877-623-6748
Sincerely,
imap://bob. zarzecki %40dwq.denr.ncmail. net @ cros.ncmail.net:143/fe...
Subject: Triage... DWQ # 031042
From: "Todd St. John" <todd,[e-mail]>
Date: Wed, 27 Aug 2003 11:39:25 -0400
To: Bob Zarzecki <[e-mail]>, Bev Strickland <[e-mail]>,
"Todd.St.John" <[e-mail]>
lingo:
The proposed stormwater management device appears to be closer to an extended wet
detention basin as opposed to a pocket wetland. It is recommended that you base the
design on the one in Chapter 2 of the NC DENR Stormwater Best Management Practices
Manual, April 1999. Typical wetland designs typically include more elaborate
microtopography of which 90% should be 0 to 12 inches deep (see page 15, Figure 3)
which allows for the cultivation of the various plant species. Cattails should not be
planted as they will volunteer on their own. Also, it is recommended that you fill
out the worksheet for extended detention and pocket wetlands available at
http://h2o.ehnr.state.nc.us/ncwetlands/mitresto.html.
1 of 1 9/13/2003 7:41 AM
"qqq
kh. -A
S T E W A R T
ENGINEERING
TO: Todd St. John
NCDENR
Dept. Of Water Quality
512 N. Salisbury St
Raleigh, NC 27604
[phone]
LET'T>i R OF TPMSML'I'I'AL
DATE: 08/18/03 JOB #: H1008.00
ATTN:
RE: Wetland Detention Pond
VIA:
WE ARE SENDING YOU:
SHOP DRAWINGS x PRINTS x PLANS SAMPLES OTHER
SPECIFICATIONS COPY OF LETTER CHANGE ORDER DISKETTES
COPIES DATE DESCRIPTION
2 08/18/03 Stormwater Management Permit Application
2 08/18/03 Wet Detention Supplement
1 08/18/03 Permit check for $420
2 08/18/03 Sets of Plans
2 08/18/03 Sets of Stormwater design calculations

THESE ARE TRANSMITTED AS INDICATED BELOW:
x For Approval Approved as submitted
For Your Use Approved as noted
As Requested Returned for corrections
For Review & Comment Returned after loan to us
REMARKS:
COPY TO:
Files
Resubmit copies for approval
SIGNED: Sincerely Yours
Drew Baird, PE
PO Box 12054, Research Triangle Park, NC 27709 Tel [phone] Fax [phone] www.stewart-eng.com
OFFICE USE ONLY... .
Date Received Fee Paid Permit Number
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
1. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
Waterworks II LLC
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Murray F. Gould, Managing member on behalf of M. Gould & Associates LLC
3. Mailing Address for person listed in item 2 above:
P.O. Box 25457
City: Raleigh State: NC Zip: 27611.
Telephone Number: ( 919 ) 836-0128
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Waterworks
5. Location of Project (street address):
1813 Fayetteville Street
City: Raleigh County: Wake
6. Directions to project (from nearest major intersection):
Located at intersection of Wilmington Street and Fayetteville Street
7. Latitude: Longitude: of project
8. Contact person who can answer questions about the project:
Name: Drew Baird, PE Telephone Number: ( 919 ) 380-8750
II. PERMIT INFORMATION:
1. Specify whether project is (check one): XX New Renewal Modification
Form SWU-101 Version 3.99 Page 1 of 4
2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number and its issue date (if known)
3. Specify the type of project (check one):
Low Density High Density XX Redevelop General Permit Other
4. Additional Project Requirements (check applicable blanks):
CAMA Major -Sedimentation/Erosion Control _404/401 Permit _NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
Storm systems will discharge into an extended detention wetlands pond. Other
conveyance w brass swage ana sneetr icTAr.
2. Stormwater runoff from this project drains to the Neuse River basin.
3. Total Project Area: 5.50 acres 4. Project Built Upon Area: 20 %
5. How many drainage areas does the project have? 1
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
i3 ?1S1I]_111r OI711fl110IL' " "DI?ilI18?? t?l t'. d';;1.. DI'311111yf: ACC?I
Receiving Stream Name Walnut Creek
Receiving Stream Class
Drainage Area 5.50 ac.
Existing Impervious* Area 1.19 ac.
Proposed Impervious*Area 1.38 ac.
% Impervious* Area (total) 470%
itn??eia-lous'_Surfacer?Ir i _ DI +ina?;e clrca'1 _ Dian lyc ,'?ica-L
On-site Buildings 1, lg
On-site Streets 0
On-site Parking 1.28
On-site Sidewalks 0.10
Other on-site 0
Off-site 0.56
Total: 3.13 Total:
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Form SWU-101 Version 3.99 Page 2 of 4
7. How was the off-site impervious area listed above derived? We will be treating some of
Fayetteville Street as well as City Driveway that runs parallel to Walnut
Creek in a grass swale.
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table
listing each lot number, size and the allowable built-upon area for each lot must be provided as an attachment.
1. The following covenants are intended to ensure ongoing compliance with state stormwater management permit number
as issued by the Division of Water Quality. These covenants may not be
changed or deleted without the consent of the State.
2. No more than square feet of any lot shall be covered by structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not include wood
decking or the water surface of swimming pools.
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
4. Built-upon area in excess of the permitted amount requires a state stormwater management permit modification prior to
construction.
5. All permitted runoff from outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be performed in a manner that maintains the integrity
and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the status
and availability of these forms.
Form SWU-102
Form SWU-103
Form SWU-104
Form SWU-105
Form SWU-106
Form SWU-107
Form SWU-108
Form SWU-109
Wet Detention Basin Supplement
Infiltration Basin Supplement
Low Density Supplement
Curb Outlet System Supplement
Off-Site System Supplement
Underground Infiltration Trench Supplement
Neuse River Basin Supplement
Innovative Best Management Practice Supplement
Form SWU-101 Version 3.99 Page 3 of 4
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Regional Office.
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initials
• Original and one copy of the Stormwater Management Permit Application Form DB
• One copy of the applicable Supplement Form(s) for each BMP DB
• Permit application processing fee of $420 (payable to NCDENR) DB
• Detailed narrative description of stormwater treatment/management DB
• Two copies of plans and specifications, including: DB
- Development/Project name
- Engineer and firm
-Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off-site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Designated agent (individual or firm): Drew Baird, PE (Stewart Engineering, nc )
Mailing Address: 260 Toim Hall Drive, Suite C
City: Morrisville
Phone: ( 919 ) 380-8750
VIII. APPLICANT'S CERTIFICATION
State: NC Zip: 27560
Fax: ( 919 ) 380-8752
I, (print or type name ofperson listed in General Information, item 2) Murray F. Gould
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of 15A
NCAC 2H.1000.

Date: Jut-v l? 20G:>
Form SWU-101 Version 3.99 Page 4 of 4
Permit No.
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
(to be provided by DWQ
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
1. PROJECT INFORMATION
Project Name: Waterworks
Contact Person: Drew Baird, PE Phone Number: (919 ) 380-8750
For projects with multiple basins, specify which basin this worksheet applies to: single :basin
elevations
Basin Bottom Elevation
Permanent Pool Elevation
Temporary Pool Elevation
areas
Permanent Pool Surface Area
Drainage Area
Impervious Area
volumes
Permanent Pool Volume
Temporary Pool Volume
Forebay Volume
Other parameters
SA/DA1
Diameter of Orifice
Design Rainfall
Design TSS Removal?
Form SWU-102 Rev 3.99
233 ft. (floor of the basin)
236 ft. (elevation of the orifice)
236 ft. (elevation of the discharge structure overflow)
4738 sq. ft. (water surface area at the orifice elevation)
3.80 ac. (on-site and off-site drainage to the basin)
2.16 ac. (on-site and off-site drainage to the basin)
5621 cu. ft. (combined volume of main basin and forebay)
29 , 992 cu. ft. (volume detained above the permanent pool)
819 cu. ft. (approximately 20% of total volume)
0.97 (surface area to drainage area ratio from DWQ table)
approx. 15 in. (2 to S da t m ora ool draw
2.2 -down required)
Grate u ede as pond outlet control
in.
85% % (minimum 85% required)
Page 1 of 4
Footnotes:
When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BMP manual provides design tables for both 85% TSS removal and 90% TSS removal.
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification. . .
Applicants Initials
DD a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
DB b. The forebay volume is approximately equal to 20% of the basin volume.
DB c. The temporary pool controls runoff from the design storm event.
N/A 24 hrs. d. The temporary pool draws down in 2 to 5 days. (see letter)
N/A e. If required, a 30-foot vegetative filter is provided at the outlet (include non-erosive flow
calculations)
DB f. The basin length to width ratio is greater than 3:1.
DB g. The basin side slopes above the permanent pool are no steeper than 3:1.
DB h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
DB i. Vegetative cover above the permanent pool elevation is specified.
DB j. A trash rack or similar device is provided for both the overflow and orifice.
DB k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
DB 1. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
DB in. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
extended detention wetlands
The wet detention basin system is defined as the -deterrtiorrbasilr, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) 0 does Adoes not incorporate a vegetated filter at the outlet.
This system (check one) does 0 does not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of 4
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads
When the permanent pool depth reads
feet in the main pond, the sediment shall be removed.
feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 236
Sediment
Bottom
El. 234.5
on 234
Sediment Removal Elevation 233.75 75?u
-----------
Bottom Elevation 233 25%
FOREBAY
MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
Form SWU-102 Rev 3.99 Page 3 of 4
7. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible parry.
Print name: Murray F . Gould
T;rta• On behalf of M. Gould & Associates LLC, managing member of Waterworks II LLC
Address: P.O. Box 25457 Raleigh, NC 27611
Phone: [phone]
Signature:' 4
Date: /J;j I o,
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
I C -1..0k!ih , a Notary Public for the State of A)61 (?E T6 + K
County of , do hereby certify that /V L4 Tr V E V'G K
personally appeared before me this 19 -d day of Z-V K(! I , d03, and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires q 1 &3 /;)0-0(0
Form SWU-102 Rev 3.99 Page 4 of 4
08 1Q
2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number and its issue date (if known)
3. Specify the type of project (check one):
Low Density High Density XX Redevelop General Permit Other
4. Additional Project Requirements (check applicable blanks):
_CAMA Major -Sedimentation/Erosion Control _404/401 Permit NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
Storm systems will discharge into an extended detention wetlands Pond Other
conveyance by grass wa and shP tfiow
2. Stormwater runoff from this project drains to the
3. Total Project Area: 5.50 acres
5. How many drainage areas does the project have? 1-
4. Project Built Upon
River basin.
20 %
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Basin Information Drainage Area I Drainage Area 2
Receiving Stream Name Walnut Creek
Receiving Stream Class
Drainage Area 5.50 ac.
Existing Impervious* Area 1.19 ac.
Proposed Impervious*Area 1.38 ac.
% Impervious* Area (total) 479.4
Impervirnas' Surface Area Drainage Area 1 Drainage Area 2
On-site Buildings 1.1.9
On-site Streets 0
On-site Parking 1.28
On-site Sidewalks 0.10
Other on-site 0
Off-site 0.56
Total: 3.13 Total:
* Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Neuse
Form SWU-101 Version 3.99 Page 2 of 4
7. How was the off-site impervious area listed above derived? We will be treating some of
Fayetteville Street as well as City Driveway that runs parallel to Walnut
Creek in a grass swale.
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table
listing each lot number, size and the allowable built-upon area for each lot must be provided as an attachment.
1. The following covenants are intended to ensure ongoing compliance with state stormwater management permit number
as issued by the Division of Water Quality. These covenants may not be
changed or deleted without the consent of the State.
2. No more than square feet of any lot shall be covered by structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not include wood
decking or the water surface of swimming pools.
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
4. Built-upon area in excess of the permitted amount requires a state stormwater management permit modification prior to
construction.
5. All permitted runoff from outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be performed in a manner that maintains the integrity
and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the status
and availability of these forms.
Form SWU-102
Form SWU-103
Form SWU-104
Form SWU-105
Form SWU-106
Form SWU-107
Form SWU-108
Form SWU-109
Wet Detention Basin Supplement
Infiltration Basin Supplement
Low Density Supplement
Curb Outlet System Supplement
Off-Site System Supplement
Underground Infiltration Trench Supplement
Neuse River Basin Supplement
Innovative Best Management Practice Supplement
Form SWU-101 Version 3.99 Page 3 of4
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Regional Office.
Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initials
• Original and one copy of the Stormwater Management Permit Application Form DB
• One copy of the applicable Supplement Form(s) for each BMP DB
• Permit application processing fee of $420 (payable to NCDENR) DB
• Detailed narrative description of stormwater treatment/management DB
• Two copies of plans and specifications, including: DB
- Development/Project name
- Engineer and firm
-Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off-site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Designated agent (individual or firm): Drew Baird, PE (Stewart Engineerincf, Inc.)
Mailing Address: 260 Tosm Hall Drive, Suite C
City: Morrisville State: NC Zip: 27560
Phone: ( 919 ) 380-8750 Fax: ( 919 ) 380-8752
VIII. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Information, item Z) Murray F_ Gould
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of 15A
NCAC 21-1.1000.
le? 20 v
Cianatnra• Date: J
Form SWU-101 Version 3.99 Page 4 of 4
Permit No.
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
(to be provided by DWQ)
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DW Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
1. PROJECT INFORMATION
Project Name: Waterworks
Contact Person: Drew Baird, PE Phone Number: (919 ) 380-8750
For projects with multiple basins, specify which basin this worksheet applies to: single basin
elevations
Basin Bottom Elevation 233 ft. (floor of the basin)
Permanent Pool Elevation 236 ft. (elevation of the orifice)
Temporary Pool Elevation 236 ft. (elevation of the discharge structure overflow)

areas
Permanent Pool Surface Area 4738 sq. ft. (water surface area at the orifice elevation)
Drainage Area 3.80 ac. (on-site and off-site drainage to the basin)
Impervious Area 2.16 ac. (on-site and off-site drainage to the basin)

volumes
Permanent Pool Volume 5621 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 29,992 cu. ft. (volume detained above the permanent pool)
Forebay Volume 81.9 cu. ft. (approximately 20% of total volume)
Other parameters
SA/DA1 0.97 (surface area to drainage area ratio from DWQ table)
Diameter of Orifice approx. 15 in. 2 to S day t maora ool draw-down required)
rate use s pent outlet control
Design Rainfall 2.2 in.
Design TSS Removal 2 85/ % (minimum 85% required)
Form SWU-102 Rev 3.99 Page 1 of 4
Footnotes:
When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BMP manual provides design tables for both 85% TSS removal and 90% TSS removal.
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Applicants Initials
DB a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
DB b. The forebay volume is approximately equal to 20% of the basin volume.
DB c. The temporary pool controls runoff from the design storm event.
N/A 24 hrs. d. The temporary pool draws down in 2 to 5 days. (see letter)
N/A e. If required, a 30-foot vegetative filter is provided at the outlet (include non-erosive flow
calculations)
DB f. The basin length to width ratio is greater than 3:1.
DB g. The basin side slopes above the permanent pool are no steeper than 3:1.
DB h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
DB i. Vegetative cover above the permanent pool elevation is specified.
DB j. A trash rack or similar device is provided for both the overflow and orifice.
DB k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
DB 1. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
DB in. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
extended detention iTetlands
The wet detention basin system is defined as the r -detenfion asirr, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) 0 does Adoes not incorporate a vegetated filter at the outlet.
This system (check one) does 0 does not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of4
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 236
Sediment Re oval El. 234.5 1 75q%
Sediment Removal Elevation 233.75 75%
----. 23
Bottom Ele ation 234 % --------------------------------------------- -- o --
Bottom Elevation 233 25 /°
FOREBAY MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
Form SWU-102 Rev 3.99 Page 3 of 4
7. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: Murray F. Gould
Title: On behalf of M. Gould & Associates LLC, managing member of Waterworks II LLC
Address: P.O. Box 25457 Raleigh, NC 27611
Phone: [phone]
Date: Ju ^-c 4?? Io&
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
+ ' 60 K d , a Notary Public for the State of ox ! k
I,
L&0- W
County of ?-'e- , do hereby certify that I4 TT V E620 K
personally appeared before me this _ day of Ill K(! 00 4, and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires 0
Form SWU-102 Rev 3.99 Page 4 of 4
OFFICE USETINLIYU
Date Received Fee Paid Permit Number
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
1. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
Waterwor'?:s II LLC
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Murray F. Gould, Managing member on behalf of M. Gould & Associates LLC
3. Mailing Address for person listed in item 2 above:
P.O. Box 25457
City: Raleigh State: NC Zip: 27611.
Telephone Number: ( 919 ) 836-0128
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Waterworks
5. Location of Project (street address):
1813 Fayetteville Street
CitY Raleigh County: Wake
6. Directions to project (from nearest major intersection):
Located at intersection. of Wilmington Street and Fayetteville Street
7. Latitude: Longitude: of project
8. Contact person who can answer questions about the project:
Name: Drew Baird, PE Telephone Number: ( 9]..9 ) 380-8750
II. PERMIT INFORMATION:
1. Specify whether project is (check one): XX New Renew Modification
R- r. 11 OV
A1JG 1 8 ?003
Form SWU-101 Version 3.99 Page 1 of4d j¢ 9p JB IA-TYSE °?[° A+
rwoq%
August 18, 2003
Mr. Todd St. John
NCDENR
Dept. Of Water Quality
512 N. Salisbury St
Raleigh, NC 27604
STEWART ENGINEERING INC
RE: Waterworks Development Stormwater Management
Plan Submittal
Dear St. John,
Per our correspondence back in the Spring of 2003, enclosed are the Stormwater Plans for the
renovation of the old City of Raleigh Water Works Plant. Things have changed quite a bit
since we last talked. The original plan, if you can remember our conversation, was to
integrate a Stormwater system with landscaping artwork theme. The original plans showed a
spiral landscape featuring a 3 tiered stormwater pond. This changed and has been replaced
with a standard Extended Wetland Detention Pond. There will still be art work sculptures
with old Water Works piping placed thru the landscaping but no variance will now be needed
for the Stormwater Pond.
If you have any questions about this project, please let us know.
Sincerely,
Drew Baird, PE
Project Manager
Cc: Murray Gould, Waterworks H, LLC
Don Tise, Tise Kiester Architects
PO Box 12054, Research Triangle Park, NC 27709 1 Tel [phone] Fax [phone] www.stewart-eng.com

10
Storm Water Analysis
For the proposed
WATER WORKS REHABILITATION PROJECT
RALEIGH, North Carolina
Prepared for
Tise Kiester Architects
1181/2 East Main Street
Carrboro, NC 27510
Prepared By
Stewart Engineering, Inc.
bb%
.A
STEWART
ENGINEERING
JANUARY 7, 2003
'VERAnNDSf41 CRC NO,
?,t1;? ? ? 2003
HATER QUALITYSECTIQN
Stormwater Impact Analysis
For
Water Works
Raleigh, North Carolina
Prepared for:
Tise Kiester Architects
1181/2 East Main Street
Carrboro, NC 27510
Prepared by:
Stewart Engineering, Inc.
Mr Drew Baird, PE
PO Box 12054
Research Triangle Park, NC 27709
919.380.8750
SEI Project No. H1008.00
April 9, 2003
2

I STORM WATER IMPACT ANALYSIS REPORT FOR
' PARK CENTER RETAIL
DURHAM, NORTH CAROLINA

' 1. EXECUTIVE SUMMARY
The proposed Water Works Rehabilitation Project is a mixed use development that is located at the
' intersection of Fayetteville Street and Wilmington Street. The existing Old Water Works treatment center is
going to be converted into a storage facility, possible restaurant and office space.
The Existing Site is approximately 5.50 Acres in size. The existing impervious area is approximately 1.49
Acres and existing vegetative area is approximately 4.01 Acres. Upon completion of construction proposed
impervious area will increase to approximately 2.57 Acres and vegetative areas will be approximately 2.93
' Acres. This results in a 47% increase in impervious surface runoff. Due to the increase in impervious area, we
will be required to have a Stormwater Management Facility. After meetings with the City of Raleigh
Stormwater Dept. and NCDENR, it was decided that since the project lies on the banks of Walnut Creek, which
' is a high flow stream, any increase in site flow will be insignificant and down stream erosion will not be a
concern. Thus no decrease in proposed flows will be required. The proposed pond, while not required to, will
have the ability to reduce the proposed flows. Because we will be directly discharging into Walnut Creek, an
t Extended Wetland Detention Pond will be required to account for Quality Concerns. The Pond will treat all of
the new proposed pavement as well as sum of the existing roof structure. There will be an offsite maintenance
road built for the City of Raleigh between the site and Walnut Creek, the storm water runoff from this road will
not be treated by the pond but will flow in a grass swale before discharging into the creek. We will also be
treating additional flow from the future Fayetteville road widening.
C

n
n

Impervious Calculations Existing Conditions
A

S T E W A R T
ENGINEERING
Project Name: Water Works
Project #: H1008
Date : 10/30/2002
Operator : Drew Baird
Title : Extended Wetland Detention Pond
Landuse Area
Grass Areas: 174,632 sq ft
Total: 174,632 sq ft = 4.01 Ac
Landscaped: 0 sq ft = 0.00 Ac
Total: 0 sq ft = 0.00 Ac
Woods: 0 sq ft = 0.00 Ac
Total: 0 sq ft = 0.00 Ac
Existing Impervious: 64,948 sq ft = 1.49 Ac
Total: 64,948 sq ft = 1.49 Ac
Total Site: 239,580 sq ft = 5.50 Ac
C
u

r
r
P 0 Box 12054, Research Triangle Park, NC 27709 Tel [phone] Fax [phone] www.stewart-eng.com
I
1

Impervious Calculations

' S T E W A R T
ENGINEERING
Project Name: Water Works
' Project 9: H1008
Date : 10/30/2002
Operator : Drew Baird
' Title : Extended Wetland Detention Pond

I

I
I
I

I
7
I
Landuse Area
Grass Areas: 127,763 sq ft
Total: 127,763 sq ft = 2.93 Ac
Landscaped: 0 sq ft = 0.00 Ac
Total: 0 sq ft = 0.00 Ac
Woods: 0 sq ft = 0.00 Ac
Total: 0 sq ft = 0.00 Ac
Existing Impervious: 51,792 sq ft = 1.19 Ac
Proposed Impervious: 59,982 sq ft = 1.38 Ac
Total: 111,774 sq ft = 2.57 Ac
Total Site: 239,537 sq ft = 5.50 Ac
ncrease in Impervious: Proposed - Existing = 1.07 Ac.
proposed % Impervious: Proposed Imp. / Total Site Area = 47%
krea of Concern: Increase in Imp. / Proposed % Imp. = 2.30 Ac.
P 0 Box 12054, Research Triangle Park, NC 27709 Tel [phone] Fax [phone] www.stewart-eng.com

NCDENR Wet Detension Basin Design
J

' S T AR
ENG I NEEERIN G
G
Project Name: Water Works
Project #: H1008
' Date :
Operator : 10/3012002
Drew Baird
Title : Extended Wetland Detention Pond

Site Information S q. ft Acres
Site Total Area: 239,580 5.50
Existing Conditions
Impervious Area: 64,948 1.49
Non Impervious Area: 174,632 4.01
Proposed Conditions
Total Impervious Area: 111,774 2.57
New Impervious Area: 46,826 1.07
Non Impervious Area: 80 6
7, 3
% New Impervious: E
Y ' Permanent Water Quality Pool
SA/DA Table 1.1

7
% Impervious Cover Perm anent Pool De th
3' 4' S' V 7' 8' 9'
10% 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20% 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30% 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40% 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50% 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60% 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70% 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80% 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90% 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Permanent Water Quality
' Pond Depth: 3 ft.
Interpalation Equation: (B-A)/(C-A) _ (X a)/(c-a) where X = SA/DA
' A=20 a= 0.99
B = 20 X= 0.97
C = 30 c = 1.34
' SA/DA 0.97
Required Surface Area: 0.0536 Ac. 2,334 Sq ft
Side Slopes: 4:1
Length: 85.0 Area Check
Width: 28.1 =_> 2,384 Sq ft
Approximate Volume: 4,387 Cu ft
'

NCDENR Wet Detension Basin Design
S T E W A R T
ENGINEERING
Project Name: Water Works
Project #: H1008
Date : 10/30/2002
Operator : Drew Baird
Title : Extended Wetland Detention Pond
Permanent Water Quality Pool
Rv = 0.05 + 0.009(1) I = 20%
Rv = 0.226 in/in
Volume = (Design Rainfall) (Rv) (Drainage Area)
Design Rainfall is 1 in
Vol= 0.104 Ac ft =_> 4,510 Cu ft

Approx. Total Pond Size =_> 8,897 Cu ft
Wet Detention Pond
Forbay Size: 1,779Cu ft
Extended Wetland Det. Pond Actual
Forbay Size: 350 Sq ft 482
0"to9": 817Sgft 1311
9" to 18" : 817 Sq ft 1296
18"-36" & Micro Pool 350 Sq ft 1650
POND Stage Storage
Contour Area (ft) Incrementa Accum. Z (ft)
Elevation Volume Volume S
233 368 0 0 0
234 944 656 656 1
235 2365 1655 2311 2
236 4256 3311 5621 3
237 6535 5396 11017 4
238 7613 7074 18091 5
239 8747 8180 26271 6
240 9938 9343 35613 7

Nitrogen Runoff Calculations
S T E W A R T
ENGINEERING
Project Name: Water Works
Project #: H1008
Date : 10/30/2002
Operator : Drew Baird
Title : Extended Welland Del
Step 1: Determine area for each type of land use and enter in
Column (2).
Step 2: Total the areas for each type of land use and enter at the
bottom of Column (2).
Step 3: Multiply the areas in Column (2) by the TN export
coefficients in Column (3) and enter in Column (4).
Step 4: Total the TN exports for each type of land use and enter at
the bottom of Column (4).
Step 5: Determine the export coefficient for site by dividing the total
TN export from uses at the bottom of Column (4) by the
total area at the bottom of Column (2) and enter the result
at the bottom of Column (5).
(1} (2) (3) (4) l5)
Type of Land Cover Site Areas TN export coefficient TN export by Land Use TN export From Site
(acres) (lbslaclyr) (Ibs/yr) (lbslac/yr)
Permanently preserved 0.00 0.60 0.00
undisturbed open space
(forest, unmown meadow)
Permanently preserved 1.07 1.20 1.29
managed open space
(grass, landscaping, etc.)
Impervious Surfaces 1.23 21.20 26.05
(Roads, parking lots, driveways,
roofs, ved storage areas, etc.) I
TOTAL 2.30 27.34
Average for Site L 11.87
Since the total nitrogen level is >10lbs/ac/yr a BMP structure is required
The use of an Extended Wetlands Detention pond will be used to decrease the nitrogen runoff by: 40%
The offset payment to achieve 3.6lbs/ac/yr will be:
Offset Payment = (Total Area)($330)(Total TN Export) _ $2,676.39

I
I

M M M ' M M M M M M M M M M M M M M M
Hydraf low Plan View -4 1
15
1
13
19
12
32
1 ?
30
11
9
28
7
26 9 Outfall d..,? tx?cn'bce?
18
25 24 23 7 1 e?.+
22
17 2
0
8 3
5
16 4
21
Project file: System l .stm OF file: div5.IDF No. Lines: 32 01-07-2003

Hydraf low Storm Sewer Tabulation Page 1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID
1 fl f
ll
coeff )
( ow u
Line To nc, Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn
Line 7
(ft) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 40.0 0.07 0.00 0.53 0.04 0.00 5.0 0.0 0.0 0.00 0.00 0.00 24 2.50 235.00 234.00 0.00 236.00 241.50 237.50 CB1 TO OUTLET
2 1 40.0 0.18 0.00 0.85 0.15 0.00 5.0 0.0 0.0 0.00 0.00 0.00 24 1.00 236.95 236.55 0.00 0.00 241.00 241.50 C132 TO CB1
3 2 98.0 0.27 0.00 0.91 0.25 0.00 5.0 0.0 0.0 0.00 0.00 0.00 12 1.58 238.70 237.15 0.00 0.00 241.75 241.00 C133 TO C132
4 3 72.0 0.20 0.00 0.73 0.15 0.00 5.0 0.0 0.0 0.00 0.00 0.00 12 3.61 241.50 238.90 0.00 0.00 244.70 241.75 CB4 TO C63
5 4 92.0 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.00 0.00 0.00 8 2.50 244.00 241.70 0.00 0.00 248.00 244.70 RD6-T TO CB4
6 5 7.0 0.02 0.00 0.95 0.02 0.00 5.0 0.0 0.0 0.00 0.00 0.00 6 1.43 244.10 244.00 0.00 0.00 248.10 248.00 RD6 TO RD6-T
7 2 61.0 0.24 0.00 0.88 0.21 0.00 5.0 0.0 0.0 0.00 0.00 0.00 18 3.03 239.00 237.15 0.00 0.00 244.05 241.00 CB9 TO CB2
8 5 45.0 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.00 0.00 0.00 8 1.00 244.45 244.00 0.00 0.00 249.00 248.00 RD7-T TO RD6-T
9 7 36.0 0.24 0.00 0.78 0.19 0.00 5.0 0.0 0.0 0.00 0.00 0.00 18 3.19 240.35 239.20 0.00 0.00 246.35 244.05 CB10 TO CB9
10 8 7.0 0.02 0.00 0.95 0.02 0.00 5.0 0.0 0.0 0.00 0.00 0.00 6 1.43 244.55 244.45 0.00 0.00 249.10 249.00 RD7 TO RD7-T
11 9 145.0 0.15 0.00 0.95 0.14 0.00 10.0 0.0 0.0 0.00 0.00 0.00 12 6.48 253.00 243.60 0.00 0.00 256.00 246.35 CB18 TO CB10
12 11 73.0 0.15 0.00 0.93 0.14 0.00 5.0 0.0 0.0 0.00 0.00 0.00 12 4.52 256.50 253.20 0.00 0.00 260.50 256.00 CB20 TO CB18
13 12 71.0 0.02 0.00 0.47 0.01 0.00 5.0 0.0 0.0 0.00 0.00 0.00 12 2.82 258.70 256.70 0.00 0.00 262.50 260.50 AD21 TO CB20
14 13 24.0 0.02 0.00 0.60 0.01 0.00 5.0 0.0 0.0 0.00 0.00 0.00 12 1.04 259.15 258.90 0.00 0.00 262.50 262.50 AD22 TO AD21
15 14 17.0 0.03 0.00 0.60 0.02 0.00 5.0 0.0 0.0 0.00 0.00 0.00 12 1.18 259.55 259.35 0.00 0.00 262.50 262.50 AD24 TO AD22
16 5 45.0 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.00 0.00 0.00 8 1.00 244.45 244.00 0.00 0.00 247.00 248.00 RD5-T TO RD6-T
17 8 29.0 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.00 0.00 0.00 8 1.03 244.75 244.45 0.00 0.00 250.00 249.00 RD8-T TO RD7-T
18 9 68.0 0.12 0.00 0.95 0.11 0.00 5.0 0.0 0.0 0.00 0.00 0.00 12 5.15 244.05 240.55 0.00 0.00 247.30 246.35 CB11 TO CB10
19 11 57.0 0.29 0.00 0.71 0.21 0.00 10.0 0.0 0.0 0.00 0.00 0.00 12 1.75 254.20 253.20 0.00 0.00 258.05 256.00 CB19 TO CB18
20 14 15.0 0.05 0.00 0.95 0.05 0.00 5.0 0.0 0.0 0.00 0.00 0.00 6 1.00 259.70 259.55 0.00 0.00 263.50 262.50 RD23 TO AD22
21 16 7.0 0.01 0.00 0.95 0.01 0.00 5.0 0.0 0.0 0.00 0.00 0.00 6 1.43 244.55 244.45 0.00 0.00 247.50 247.00 RD5 TO RD5-T
Project File: Systeml.stm IDF File: div5.IDF Total number of lines: 32 Run Date: 01-07-2003
NOTES: Intensity = 108.24 / (Inlet time + 17.00) ^ 0.88; Return period = 10 Yrs. ; Initial tailwater elevation = 236.00 (ft)

Hydraflow Storm Sewer Tabulation
Page 2
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID
ff 1 fl f
ll
coe (
) ow u
Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
22 17 18.0 0.18 0.00 0.95 0.17 0.00 10.0 0.0 0.0 0.00 0.00 0.00 6 1.11 244.95 244.75 0.00 0.00 250.50 250.00 RD8 TO RD8-T
23 18 17.0 0.07 0.00 0.79 0.06 0.00 5.0 0.0 0.0 0.00 0.00 0.00 8 10.29 246.50 244.75 0.00 0.00 248.00 247.30 TD12 TO CB11
24 23 26.0 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.00 0.00 0.00 8 1.35 247.50 247.15 0.00 0.00 249.90 248.00 RD13-T TO TD12
25 24 6.0 0.02 0.00 0.95 0.02 0.00 5.0 0.0 0.0 0.00 0.00 0.00 6 1.00 247.56 247.50 0.00 0.00 250.00 249.90 RD13 TO RD13-
26 24 45.0 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.00 0.00 0.00 8 2.00 248.40 247.50 0.00 0.00 250.90 249.90 RD14-T TO RD1
27 26 6.0 0.03 0.00 0.95 0.03 0.00 5.0 0.0 0.0 0.00 0.00 0.00 6 1.00 248.86 248.80 0.00 0.00 251.00 250.90 RD14 TO RD14-
28 26 45.0 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.00 0.00 0.00 8 2.00 249.30 248.40 0.00 0.00 252.90 250.90 RD15-T TO RD1
29 28 6.0 0.03 0.00 0.95 0.03 0.00 5.0 0.0 0.0 0.00 0.00 0.00 6 1.00 249.36 249.30 0.00 0.00 253.00 252.90 RD15 TO RD15-
30 28 45.0 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.00 0.00 0.00 8 2.00 250.20 249.30 0.00 0.00 253.50 252.90 RD16-T TO RD1
31 30 6.0 0.03 0.00 0.95 0.03 0.00 5.0 0.0 0.0 0.00 0.00 0.00 6 1.00 250.26 250.20 0.00 0.00 253.60 253.50 RD16 TO RD16-
32 30 30.0 0.01 0.00 0.95 0.01 0.00 5.0 0.0 0.0 0.00 0.00 0.00 6 2.67 251.00 250.20 0.00 0.00 252.40 253.50 FD17 TO RD16-T
Project File: Systeml.stm IDF File: div5.IDF Total number of lines: 32 Run Date: 01-07-2003
NOTES: Intensity = 108.24 / (Inlet time + 17.00) ^ 0.88; Return period = 10 Yrs. ; Initial tailwater elevation = 236.00 (ft)
M M M M M M
Hydraf low Inlet Report

Page 1
Line Inlet ID Q = Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
CIA t b t line
No carry cap yp ype Ht L area L W So W SW Sx n depth spread depth spread Dep No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
1 CB1 TO OUTLET 0.00 0.00 0.00 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.055 2.00 0.080 0.080 0.013 0.03 0.38 0.00 0.00 0.0 Off
2 CB2 TO C61 0.00 0.00 0.00 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.045 2.00 0.080 0.015 0.013 0.00 0.00 0.00 0.00 2.00 Off
3 C63 TO CB2 0.00 0.00 0.00 0.00 Comb 6.0 3.00 3.10 3.00 2.00 Sag 2.00 0.080 0.042 0.000 0.00 0.00 0.00 0.00 2.00 Off
4 CB4 TO CB3 0.00 0.00 0.00 0.00 Comb 6.0 3.00 3.10 3.00 2.00 Sag 2.00 0.080 0.042 0.000 0.00 0.00 0.00 0.00 2.00 Off
5 RD6-T TO C64 0.00 0.00 0.00 0.00 None 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off
6 RD6 TO RD6-T 0.00 0.00 0.00 0.00 None 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off
7 C69 TO CB2 0.00 0.00 0.00 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.058 2.00 0.080 0.030 0.013 0.00 0.00 0.00 0.00 2.00 2
8 RD7-T TO RD6-T 0.00 0.00 0.00 0.00 None 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off
9 C1310 TO CB9 0.00 0.00 0.00 0.00 Comb 6.0 3.00 3.10 3.00 2.00 Sag 2.00 0.080 0.042 0.000 0.00 0.00 0.00 0.00 2.00 Off
10 RD7 TO RD7-T 0.00 0.00 0.00 0.00 None 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off
11 C618 TO C1310 0.00 0.00 0.00 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.066 2.00 0.080 0.066 0.013 0.00 0.00 0.00 0.00 2.00 7
12 CB20 TO CB18 0.00 0.00 0.00 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.086 2.00 0.080 0.050 0.013 0.00 0.00 0.00 0.00 2.00 11
13 AD21 TO CB20 0.00 0.00 0.00 0.00 DrGrt 0.0 0.00 3.10 3.00 2.00 Sag 2.00 0.125 0.125 0.000 0.00 0.00 0.00 0.00 0.0 Off
14 AD22 TO AD21 0.00 0.00 0.00 0.00 DrGrt 0.0 0.00 3.10 3.00 2.00 Sag 2.00 0.125 0.125 0.000 0.00 0.00 0.00 0.00 0.0 Off
15 AD24 TO AD22 0.00 0.00 0.00 0.00 DrGrt 0.0 0.00 3.10 3.00 2.00 Sag 2.00 0.125 0.125 0.000 0.00 0.00 0.00 0.00 0.0 Off
16 RD5-T TO RD6-T 0.00 0.00 0.00 0.00 None 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off
17 RD8-T TO RD7-T 0.00 0.00 0.00 0.00 None 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off
18 CBi 1 TO C610 0.00 0.00 0.00 0.00 Comb 6.0 3.00 3.10 3.00 2.00 Sag 2.00 0.080 0.053 0.000 0.00 0.00 0.00 0.00 2.00 Off
19 C1319 TO CB18 0.00 0.00 0.00 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.055 2.00 0.080 0.030 0.013 0.00 0.00 0.00 0.00 2.00 7
20 RD23 TO AD22 0.00 0.00 0.00 0.00 None 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off
21 RD5 TO RD5-T 0.00 0.00 0.00 0.00 None 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off
22 RD8 TO RD8-T 0.00 0.00 0.00 0.00 None 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off
Project File: Systeml.stm I-D-F File: div5.IDF Total number of lines: 32 Run Date: 01-07-2003
NOTES: Inlet N-Values = 0.013 ; Intensity = 108.24 / (Inlet time + 17.00) ^ 0.88; Return period = 10 Yrs. ; ' Indicates Known Q added
M M M M M M M M M M M M i M M ? ?
Hydraf low Inlet Report

Page 2
Line Inlet ID Q = Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
CIA t b t line
No carry cap yp ype Ht L area L W So W SW Sx n depth spread depth spread Dep No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sgft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
23 TD12 TO CB11 0.00 0.00 0.00 0.00 Grate 0.0 0.00 0.00 24.00 1.00 0.042 1.00 0.080 0.055 0.013 0.00 0.00 0.00 0.00 2.00 18
24 RD13-T TO SD12 0.00 0.00 0.00 0.00 None 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off
25 RD13 TO RD13-T 0.00 0.00 0.00 0.00 None 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off
26 RD14-T TO RD13 0.00 0.00 0.00 0.00 None 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off
27 RD14 TO RD14-T 0.00 0.00 0.00 0.00 None 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off
28 RD15-T TO RD14 0.00 0.00 0.00 0.00 None 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off
29 RD15 TO RD15-T 0.00 0.00 0.00 0.00 None 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off
30 RD16-T TO RD15 0.00 0.00 0.00 0.00 None 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off
31 RD16 TO RD16-T 0.00 0.00 0.00 0.00 None 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off
32 FD17 TO RD16-T 0.00 0.00 0.00 0.00 Grate 0.0 0.00 3.10 3.00 2.00 Sag 2.00 0.005 0.005 0.000 0.00 0.00 0.00 0.00 0.0 Off
Project File: Systemi.stm I-D-F File: div5.IDF Total number of lines: 32 Run Date: 01-07-2003
NOTES: Inlet N-Values = 0.013 ; Intensity =108.24 / (Inlet time + 17.00) ^ 0.88; Return period = 10 Yrs. ; " Indicates Known Q added
Hydraf low Storm Sewer Tabulation Page 1
Station Len Drng Area Rnoff
ff Area x C Tc Rain
I Total
fl Cap
f
ll Val Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID
Line To
Line

(ft) Incr

(ac) Total

(ac) coe

(C) Incr Total Inlet

(min) Syst

(min) )
(
(in/hr) ow

(cfs) u

(cfs)

(ft/s) Size

(in) Slope

(%) Up

(ft) Dn

(ft) Up

(ft) Dn

(ft) Up

(ft) Dn

(ft)
1 End 28.0 0.22 0.22 0.55 0.12 0.12 5.0 5.0 5.8 0.70 6.46 2.62 15 1.00 230.98 230.70 231.32 231.04 234.50 233.00 AD30 TO OUTFA
Project File: System2.stm IDF File: div5ADF Total number of lines: 1 Run Date: 01-07-2003
NOTES: Intensity = 34.94 / (Inlet time + 7.20) ^ 0.72; Return period = 2 Yrs. ; Initial tailwater elevation = 231.04 (ft)
M M M M M M
Hydraflow Inlet Report

Page 1
Line
N Inlet ID Q =
CIA Q Q
t Q
b Junc
t Curb Inlet Grate Inlet Gutter Inlet Byp
line
o
(cfs) carry
(cfs) cap
(cfs) yp
(cfs) ype Ht
(in) L
(ft) area
(sqft) L
(ft) W
(ft) So
(ft/ft) W
(ft) Sw
(ft/ft) Sx
(ft/ft) n depth
(ft) spread
(ft) depth
(ft) spread
(ft) Dep
(in) No
1 AD 30 0.70 0.00 0.70 0.00 DrGrt 6.0 3.00 3.10 3.00 2.00 Sag 3.00 0.330 0.330 0.013 0.10 3.63 0.10 3.63 0.0 Off
Project File: System2.stm I-D-F File: div5.IDF Total number of lines: 1 Run Date: 01-07-2003
NOTES: Inlet N-Values = 0.013 ; Intensity = 34.94 / (Inlet time + 7.20) A O.72; Return period = 2 Yrs. ; * Indicates Known Q added
= = = m m m m = = ? = m m = m m m m m

Hydraflow Storm Sewer Tabulation
Page 1
Station Len Drng Area Rnoff
ff Area x C Tc Rain
1 Total
fl Cap
f
ll Vel Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID
Line To
Line

(ft) Incr

(ac) Total

(ac) coe

(C) Incr Total Inlet

(min) Syst

(min) (
)
(in/hr) ow

(cfs) u

(cfs)

(ft/s) Size

(in) Slope

(%) Up

(ft) Dn

(ft) Up

(ft) Dn

(ft) Up

(ft) Dn

(ft)
1 End 345.0 0.21 0.21 0.85 0.18 0.18 5.0 5.0 5.8 1.03 1.24 5.36 6 4.90 256.90 240.00 257.38 240.48 259.90 243.00 AD31 TO OUTFA
Project File: System3.stm IDF File: div5.IDF Total number of lines: 1 Run Date: 01-07-2003
NOTES: Intensity = 34.94 / (Inlet time + 7.20) A 0.72; Return period = 2 Yrs. ; Initial tailwater elevation = 240.48 (ft)
M M M M M M M
Hydraflow Inlet Report

Page 1
Line
N Inlet ID Q =
CIA Q Q
t Q
b Junc
t Curb Inlet Grate Inlet Gutter Inlet Byp
line
o
(cfs) carry
(cfs) cap
(cfs) yp
(cfs) ype Ht
(in) L
(ft) area
(sgft) L
(ft) W
(ft). So
(ft/ft) W
(ft) Sw
(ft/ft) Sx
(ft/ft) n depth
(ft) spread
(ft) depth
(ft) spread
(ft) Dep
(in) No
1 AD 31 1.03 0.00 1.03 0.00 Comb 6.0 3.00 3.10 3.00 2.00 Sag 1.50 0.080 0.042 0.000 0.03 0.38 0.14 0.91 2.00 Off
Project File: System3.stm I-D-F File: div5.IDF Total number of lines: 1 Run Date: 01-07-2003
NOTES: Inlet N-Values = 0.013; Intensity = 34.94 / (Inlet time + 7.20) ^ 0.72; Return period = 2 Yrs. ; * Indicates Known Q added
m m m m m m m m m m ? ? ? ? ? ? ? ? ?

Hydraf low Storm Sewer Tabulation
Page 1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID
ff 1 fl f
ll
coe )
( ow u
Line To ncr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn
Line 7
(ft) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 66.0 0.36 0.66 0.65 0.23 0.47 5.0 5.1 7.2 10.00 21.57 5.53 24 0.91 231.00 230.40 232.12 231.52 234.28 234.00 EX 28 TO EX 29
2 1 22.0 0.30 0.30 0.79 0.24 0.24 5.0 5.0 7.2 8.33 24.11 3.36 24 1.14 231.45 231.20 232.80 232.83 234.82 234.28 EX 27 TO EX 28
3 2 28.0 0.00 0.00 0.00 0.00 0.00 0.0 0.1 0.0 6.62 10.87 5.24 18 1.07 232.30 232.00 233.28 233.04 236.50 234.82 JB 26 TO EX 27
4 3 44.0 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 6.62 3.80 8.43 12 1.14 233.00 232.50 235.14 233.62 236.00 236.50 RP 25 TO JB 26
Project File: System4.stm IDF File: Raleigh.IDF Total number of lines: 4 Run Date: 01-08-2003
NOTES: Intensity =105.70 / (Inlet time + 16.80) ^ 0.87; Return period = 10 Yrs. ; Initial tailwater elevation = 231.52 (ft)

Hydraflow Inlet Report
M M M M M
Page 1
Line Inlet ID Q = Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
line
No CIA carry capt byp type Ht L area L W So W Sw Sx n depth spread depth spread Dep No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (tt) (ft) (ft) (in)
1 EX 28 TO EX 29 1.69 0.00 1.69 0.00 Comb 6.0 3.00 0.57 3.00 2.00 Sag 2.00 0.080 0.020 0.013 0.18 3.17 0.23 3.17 2.00 Off
2 EX 27 TO EX 28 1.71 0.00 1.71 0.00 Comb 6.0 3.00 3.10 3.00 2.00 Sag 2.00 0.080 0.020 0.013 0.14 1.79 0.19 1.84 2.00 1
3 JB 26 TO EX 28 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.013 0.00 0.00 0.00 0.00 0.0 2
4 RP 25 TO JB 26 6.62' 0.00 0.00 6.62 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off
Project File: System4.stm I-D-F File: Raleigh.IDF Total number of lines: 4 Run Date: 01-08-2003
NOTES: Inlet N-Values = 0.013 ; Intensity = 105.70 / (Inlet time + 16.80) ^ 0.87; Return period = 10 Yrs. ; ' Indicates Known Q added

\Plans\WaterWorks.drn 01/07/200310:12:17 AM
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TR55 Tc Worksheet
Page 1
Hydraflow Hydrographs by Intellsolve
Hyd. No. 1
Existing Conditions
Storm frequency = yrs
Sheet Flow
Manning's n-value = 0.170
Flow length = 300.0 ft
Two-year 24-hr precip. = 3.60 in
Land slope = 5.3 %
Travel Time ........................................ = 16.7 min
Shallow Concentrated Flow
Flow length = 185 ft
Watercourse slope = 3.2 %
Surface description = Paved
Average velocity = 3.66 ft/s
Travel Time ........................................ = 0.8 min
Channel Flow
Cross section flow area = 0.0 sqft
Wetted perimeter = 0.0 ft
Channel slope = 0.0 %
Manning's n-value = 0.015
Velocity = 0.00 ft/s
Flow length = 0.0 ft
Travel Time ........................................ = min
Total Travel Time, Tc ........................ = 17.5 min
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TR55 Tc Worksheet
Hyd. No. 1
Proposed Conditions
Storm frequency= yrs
Sheet Flow
Manning's n-value = 0.240
Flow length = 300.0 ft
Two-year 24-hr precip. = 3.60 in
Land slope = 8.3 %
Travel Time ........................................ . 18.3 min
Shallow Concentrated Flow
Flow length = 95 ft
Watercourse slope = 8.3 %
Surface description = Unpaved
Average velocity = 4.66 ft/s
Travel Time ........................................ . 0.3 min
Channel Flow
Cross section flow area = 0.0 sqft
Wetted perimeter = 0.0 ft
Channel slope = 0.0 %
Manning's n-value = 0.015
Velocity = 0.00 ft/s
Flow length = 0.0 ft
Travel Time ........................................ = min
Total Travel Time, Tc ..... ................... = 18.7 min
Page 1
Hydraflow Hydrographs by Intelisolve

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Reservoir Report
Page 1
Reservoir No. 1 - Ext. Wet Detention Po nd Hydraflow Hydrographs by Intelisolve
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult)
0.00 233.00 368 0 0
1.00 234.00 944 656 656
2.00 235.00 2,365 1,655 2,311
3.00 236.00 4,256 3,311 5,621
4.00 237.00 6,535 5,396 11,017
5.00 238.00 7,613 7,074 18,091
6.00 239.00 8,747 8,180 26,271
7.00 240.00 9,938 9,343 35,613
Culvert / Orifice Structures
-
Weir Structures
-?? ?"`G"?-
?P???`•'""'?
?r?
?;? ?
[A] [B] [C] [D] [A] [B] [C] [D]
Rise in = 12.0 0.0 0.0 0.0 Crest Len ft = 12.00 0.00 0.00 0.00
Span in = 12.0 0.0 0.0 0.0 Crest El. ft = 236.00 0.00 0.00 0.00
No. Barrels = 1 0 0 0 Weir Coeff. = 3.00 0.00 0.00 0.00
Invert El. ft = 233.00 0.00 0.00 0.00 Weir Type = Riser --- --- ---
Length ft = 44.0 0.0 0.0 0.0 Multi-Stage = Yes No No No
Slope % = 1.15 0.00 0.00 0.00 `
?C
N-Value = .013 .000 .000 .000
Orif. Coeff. = 0.60 0.00 0.00 0.00
Multi-Stage = n/a No No No Exfiltration Rate = 0.00 in/hr/sqft Tailwater Elev. = 0.00 ft
Note: All outflows have been analyzed under inlet and outlet control.
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total
ft tuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 233.00 0.00 --- --- --- 0.00 --- --- --- --- 0.00
1.00 656 234.00 0.00 --- --- --- 0.00 --- --- --- --- 0.00
2.00 2,311 235.00 0.00 --- --- --- 0.00 --- --- --- --- 0.00
3.00 5,621 236.00 0.00 --- --- --- 0.00 --- --- --- --- 0.00
4.00 11,017 237.00 6.96 --- --- --- 6.94 --- --- --- --- 6.94
5.00 18,091 238.00 7.90 --- --- --- 7.81 --- --- --- --- 7.81
6.00 26,271 239.00 8.74 --- --- --- 8.36 --- --- --- --- 8.36
7.00 35,613 240.00 9.50 --- --- --- 9.35 --- --- --- --- 9.35

' Hydrograph
Return Period Recap
Page 1
Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph

No. type Hyd(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff ------- ------- 2.90 ------- ------- 9.46 ------- ------- 22.41 Proposed Conditions
2 Reservoir 1 ------- 2.70 ------- ------- 6.62 ------- ------- 8.45 Pond routing

O?

Proj. file: Pond.gpw Run date: 01-08-2003

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Hydraflow Hydrographs by Intelisolve
C
' Hydrograph Summary Report

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Page 1
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cuft) Hydrograph
description
1 SCS Runoff 2.90 5 725 10,813 ---- ------ ------ Proposed Conditions
2 Reservoir 2.70 5 730 10,812 1 236.17 6,564 Pond routing 1
iavr-wv
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,rauC-V C-,'
Proj. file: Pond.gpw Return Period: 2 yr Run date: 01-08-2003
Hydraflow Hydrographs by Intelisolve
Hydrograph Report
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Hyd. No. 1
Proposed Conditions
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 2 yrs
= 3.80 ac
= 0.0%
= TR55
= 2.20 in
= 24 hrs
Page 1
Hydraflow Hydrographs by Intelisolve
Peak discharge = 2.90 cfs
5 min
82
0 ft
18.65076 min
Type II
484
Time interval
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Hydrograph Volume = 10,813 cuft
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs)

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11.17 0.03 14.00 0.22 16.83 0.12 19.67 0.08
11.25 0.04 14.08 0.21 16.92 0.12 19.75 0.08
11.33 0.05 14.17 0.20 17.00 0.12 19.83 0.08
11.42 0.07 14.25 0.20 17.08 0.12 19.92 0.08
11.50 0.08 14.33 0.19 17.17 0.11 20.00 0.08
11.58 0.11 14.42 0.19 17.25 0.11 20.08 0.08
11.67 0.19 14.50 0.19 17.33 0.11 20.17 0.08
11.75 0.37 14.58 0.18 17.42 0.11 20.25 0.07
11.83 0.73 14.67 0.18 17.50 0.11 20.33 0.07
11.92 1.48 14.75 0.18 17.58 0.11 20.42 0.07
12.00 2.34 14.83 0.18 17.67 0.11 20.50 0.07
12.08 2.90 << 14.92 0.17 17.75 0.11 20.58 0.07
12.17 2.79 15.00 0.17 17.83 0.11 20.67 0.07
12.25 2.29 15.08 0.17 17.92 0.11 20.75 0.07
12.33 1.76 15.17 0.16 18.00 0.10 20.83 0.07
12.42 1.25 15.25 0.16 18.08 0.10 20.92 0.07
12.50 0.81 15.33 0.16 18.17 0.10 21.00 0.07
12.58 0.61 15.42 0.16 18.25 0.10 21.08 0.07
12.67 0.54 15.50 0.15 18.33 0.10 21.17 0.07
12.75 0.48 15.58 0.15 18.42 0.10 21.25 0.07
12.83 0.43 15.67 0.15 18.50 0.10 21.33 0.07
12.92 0.40 15.75 0.14 18.58 0.10 21.42 0.07
13.00 0.37 15.83 0.14 18.67 0.10 21.50 0.07
13.08 0.35 15.92 0.14 18.75 0.09 21.58 0.07
13.17 0.33 16.00 0.13 18.83 0.09 21.67 0.07
13.25 0.32 16.08 0.13 18.92 0.09 21.75 0.07
13.33 0.30 16.17 0.13 19.00 0.09 21.83 0.07
13.42 0.29 16.25 0.13 19.08 0.09 21.92 0.07
13.50 0.28 16.33 0.13 19.17 0.09 22.00 0.07
13.58 0.27 16.42 0.12 19.25 0.09 22.08 0.07
13.67 0.26 16.50 0.12 19.33 0.09 22.17 0.07
13.75 0.25 16.58 0.12 19.42 0.09 22.25 0.07
13.83 0.24 16.67 0.12 19.50 0.08 22.33 0.07
13.92 0.23 16.75 0.12 19.58 0.08 22.42 0.07
Continues on next page...

Proposed Conditions
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
22.50 0.07
22.58 0.07
22.67 0.07
22.75 0.07
22.83 0.07
22.92 0.07
23.00 0.07
23.08 0.07
23.17 0.07
23.25 0.07
23.33 0.07
23.42 0.07
23.50 0.07
23.58 0.07
23.67 0.07
23.75 0.07
23.83 0.07
23.92 0.07
24.00 0.06
24.08 0.06
24.17 0.05
24.25 0.03
Page 2
...End
Hydrograph Report
Hyd. No. 2
Pond routing
Z`,? CLC?. ca?^`? Page1
Hydraflow Hydrographs by Intelisolve
Hydrograph type = Reservoir Peak discharge = 2.70 cfs
Storm frequency = 2 yrs Time interval = 5 min
Inflow hyd. No. = 1 Reservoir name = Ext. Wet Detentio
Max. Elevation = 236.17 ft Max. Storage = 6,564 cuft
Storage Indication method used. Outflow hydrograph volume = 10,812 cuft
Hydrograph Discharge Table
Time Inflow Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
11.25 0.04 236.00 0.03 ----- ----- ----- 0.03 ----- ----- ----- ----- 0.03
11.33 0.05 236.00 0.04 ----- ----- ----- 0.04 ----- ----- ----- ----- 0.04
11.42 0.07 236.00 0.05 ----- ----- ----- 0.05 ----- ----- ----- ----- 0.05
11.50 0.08 236.01 0.06 ----- ----- ----- 0.06 ----- ----- ----- ----- 0.06
11.58 0.11 236.01 0.08 ----- ----- ----- 0.08 ----- ----- ----- ----- 0.08
11.67 0.19 236.01 0.12 ----- ----- ----- 0.11 ----- ----- ----- ----- 0.11
11.75 0.37 236.02 0.20 ----- ----- ----- 0.19 ----- ----- ----- ----- 0.19
11.83 0.73 236.03 0.37 ----- ----- ----- 0.36 ----- ----- ----- ----- 0.36
11.92 1.48 236.06 0.73 ----- ----- ----- 0.72 ----- ----- ----- ----- 0.72
12.00 2.34 236.11 1.39 ----- ----- ----- 1.37 ----- ----- ----- ----- 1.37
12.08 2.90 << 236.16 2.30 ----- ----- ----- 2.29 ----- ----- ----- ----- 2.29
12.17 2.79 236.17 << 2.70 ----- ----- ----- 2.70 ----- ----- ----- ----- 2.70 <<
12.25 2.29 236.17 2.58 ----- ----- ----- 2.58 ----- ----- ----- ----- 2.58
12.33 1.76 236.15 2.18 ----- ----- ----- 2.17 ----- ----- ----- ----- 2.17
12.42 1.25 236.13 1.70 ----- ----- ----- 1.68 ----- ----- ----- ----- 1.68
12.50 0.81 236.10 1.22 ----- ----- ----- 1.20 ----- ----- ----- ----- 1.20
12.58 0.61 236.08 0.96 ----- ----- ----- 0.94 ----- ----- ----- ----- 0.94
12.67 0.54 236.07 0.78 ----- ----- ----- 0.77 ----- ----- ----- ----- 0.77
12.75 0.48 236.06 0.65 ----- ----- ----- 0.64 ----- ----- ----- ----- 0.64
12.83 0.43 236.05 0.56 ----- ----- ----- 0.55 ----- ----- ----- ----- 0.55
12.92 0.40 236.04 0.49 ----- ----- ----- 0.49 ----- ----- ----- ----- 0.49
13.00 0.37 236.04 0.44 ----- ----- ----- 0.44 ----- ----- ----- ----- 0.44
13.08 0.35 236.04 0.41 ----- ----- ----- 0.40 ----- ----- ----- ----- 0.40
13.17 0.33 236.03 0.38 ----- ----- ----- 0.37 ----- ----- ----- ----- 0.37
13.25 0.32 236.03 0.35 ----- ----- ----- 0.35 ----- ----- ----- ----- 0.35
13.33 0.30 236.03 0.33 ----- ----- ----- 0.33 ----- ----- ----- ----- 0.33
13.42 0.29 236.03 0.32 ----- ----- ----- 0.31 ----- ----- ----- ----- 0.31
13.50 0.28 236.03 0.30 ----- ----- ----- 0.30 ----- ----- ----- ----- 0.30
13.58 0.27 236.03 0.29 ----- ----- ----- 0.29 ----- ----- ----- ----- 0.29
13.67 0.26 236.02 0.28 ----- ----- ----- 0.27 ----- ----- ----- ----- 0.27
13.75 0.25 236.02 0.27 ----- ----- ----- 0.26 ----- ----- ----- ----- 0.26
13.83 0.24 236.02 0.26 ----- ----- ----- 0.25 ----- ----- ----- ----- 0.25
13.92 0.23 236.02 0.25 ----- ----- ----- 0.24 ----- ----- ----- ----- 0.24
14.00 0.22 236.02 0.24 ----- ----- ----- 0.23 ----- ----- ----- ----- 0.23
14.08 0.21 236.02 0.23 ----- ----- ----- 0.22 ----- ----- ----- ----- 0.22
14.17 0.20 236.02 0.22 ----- ----- ----- 0.22 ----- ----- ----- ----- 0.22
14.25 0.20 236.02 0.21 ----- ----- ----- 0.21 ----- ----- ----- ----- 0.21
14.33 0.19 236.02 0.21 ----- ----- ----- 0.20 ----- ----- ----- ----- 0.20
Continues on next page...
Pond routing
Page 2
Hydrograph Discharge Table

Time Inflow Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
14.42 0.19 236.02 0.20 ----- ----- ----- 0.20 ----- ----- ----- ----- 0.20
14.50 0.19 236.02 0.20 ----- ----- ----- 0.19 ----- ----- ----- ----- 0.19
14.58 0.18 236.02 0.19 ----- ----- ----- 0.19 ----- ----- ----- ----- 0.19
14.67 0.18 236.02 0.19 ----- ----- ----- 0.19 ----- ----- ----- ----- 0.19
14.75 0.18 236.02 0.18 ----- ----- ----- 0.18 ----- ----- ----- ----- 0.18
14.83 0.18 236.02 0.18 ----- ----- ----- 0.18 ----- ----- ----- ----- 0.18
14.92 0.17 236.02 0.18 ----- ----- ----- 0.18 ----- ----- ----- ----- 0.18
15.00 0.17 236.02 0.18 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17
15.08 0.17 236.02 0.17 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17
15.17 0.16 236.01 0.17 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17
15.25 0.16 236.01 0.17 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17
15.33 0.16 236.01 0.16 ----- ----- ----- 0.16 ----- ----- ----- ----- 0.16
15.42 0.16 236.01 0.16 ----- ----- ----- 0.16 ----- ----- ----- ----- 0.16
15.50 0.15 236.01 0.16 ----- ----- ----- 0.16 ----- ----- ----- ----- 0.16
15.58 0.15 236.01 0.16 ----- ----- ----- 0.15 ----- ----- ----- ----- 0.15
15.67 0.15 236.01 0.15 ----- ----- ----- 0.15 ----- ----- ----- ----- 0.15
15.75 0.14 236.01 0.15 ----- ----- ----- 0.15 ----- ----- ----- ----- 0.15
15.83 0.14 236.01 0.15 ----- ----- ----- 0.15 ----- ----- ----- ----- 0.15
15.92 0.14 236.01 0.14 ----- ----- ----- 0.14 ----- ----- ----- ----- 0.14
16.00 0.13 236.01 0.14 ----- ----- ----- 0.14 ----- ----- ----- ----- 0.14
16.08 0.13 236.01 0.14 ----- ----- ----- 0.14 ----- ----- ----- ----- 0.14
16.17 0.13 236.01 0.14 ----- ----- ----- 0.13 ----- ----- ----- ----- 0.13
16.25 0.13 236.01 0.13 ----- ----- ----- 0.13 ----- ----- ----- ----- 0.13
16.33 0.13 236.01 0.13 ----- ----- ----- 0.13 ----- ----- ----- ----- 0.13
16.42 0.12 236.01 0.13 ----- ----- ----- 0.13 ----- ----- ----- ----- 0.13
16.50 0.12 236.01 0.13 ----- ----- ----- 0.13 ----- ----- ----- ----- 0.13
16.58 0.12 236.01 0.13 ----- ----- ----- 0.12 ----- ----- ----- ----- 0.12
16.67 0.12 236.01 0.12 ----- ----- ----- 0.12 ----- ----- ----- ----- 0.12
16.75 0.12 236.01 0.12 ----- ----- ----- 0.12 ----- ----- ----- ----- 0.12
16.83 0.12 236.01 0.12 ----- ----- ----- 0.12 ----- ----- ----- ----- 0.12
16.92 0.12 236.01 0.12 ----- ----- ----- 0.12 ----- ----- ----- ----- 0.12
17.00 0.12 236.01 0.12 ----- ----- ----- 0.12 ----- ----- ----- ----- 0.12
17.08 0.12 236.01 0.12 ----- ----- ----- 0.12 ----- ----- ----- ----- 0.12
17.17 0.11 236.01 0.12 ----- ----- ----- 0.12 ----- ----- ----- ----- 0.12
17.25 0.11 236.01 0.12 ----- ----- ----- 0.11 ----- ----- ----- ----- 0.12
17.33 0.11 236.01 0.12 ----- ----- ----- 0.11 ----- ----- ----- ----- 0.11
17.42 0.11 236.01 0.11 ----- ----- ----- 0.11 ----- ----- ----- ----- 0.11
17.50 0.11 236.01 0.11 ----- ----- ----- 0.11 ----- ----- ----- ----- 0.11
17.58 0.11 236.01 0.11 ----- ----- ----- 0.11 ----- ----- ----- ----- 0.11
17.67 0.11 236.01 0.11 ----- ----- ----- 0.11 ----- ----- ----- ----- 0.11
17.75 0.11 236.01 0.11 ----- ----- ----- 0.11 ----- ----- ----- ----- 0.11
17.83 0.11 236.01 0.11 ----- ----- ----- 0.11 ----- ----- ----- ----- 0.11
17.92 0.11 236.01 0.11 ----- ----- ----- 0.11 ----- ----- ----- ----- 0.11
18.00 0.10 236.01 0.11 ----- ----- ----- 0.11 ----- ----- ----- ----- 0.11
18.08 0.10 236.01 0.11 ----- ----- ----- 0.10 ----- ----- ----- ----- 0.10
18.17 0.10 236.01 0.10 ----- ----- ----- 0.10 ----- ----- ----- ----- 0.10
18.25 0.10 236.01 0.10 ----- ----- ----- 0.10 ----- ----- ----- ----- 0.10
18.33 0.10 236.01 0.10 ----- ----- ----- 0.10 ----- ----- ----- ----- 0.10
18.42 0.10 236.01 0.10 ----- ----- ----- 0.10 ----- ----- ----- ----- 0.10
18.50 0.10 236.01 0.10 ----- ----- ----- 0.10 ----- ----- ----- ----- 0.10
18.58 0.10 236.01 0.10 ----- ----- ----- 0.10 ----- ----- ----- ----- 0.10
Continues on next page...
I

Pond routing
Hydrograph Discharge Table
Page 3
Time Inflow Elevation Clv A Clv B Clv C Civ D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
18.67 0.10 236.01 0.10 ----- ----- ----- 0.10 ----- ----- ----- ----- 0.10
18.75 0.09 236.01 0.10 ----- ----- ----- 0.10 ----- ----- ----- ----- 0.10
18.83 0.09 236.01 0.10 ----- ----- ----- 0.09 ----- ----- ----- ----- 0.09
18.92 0.09 236.01 0.10 ----- ----- ----- 0.09 ----- ----- ----- ----- 0.09
19.00 0.09 236.01 0.09 ----- ----- ----- 0.09 ----- ----- ----- ----- 0.09
19.08 0.09 236.01 0.09 ----- ----- ----- 0.09 ----- ----- ----- ----- 0.09
19.17 0.09 236.01 0.09 ----- ----- ----- 0.09 ----- ----- ----- ----- 0.09
19.25 0.09 236.01 0.09 ----- ----- ----- 0.09 ----- ----- ----- ----- 0.09
19.33 0.09 236.01 0.09 ----- ----- ----- 0.09 ----- ----- ----- ----- 0.09
19.42 0.09 236.01 0.09 ----- ----- ----- 0.09 ----- ----- ----- ----- 0.09
19.50 0.08 236.01 0.09 ----- ----- ----- 0.09 ----- ----- ----- ----- 0.09
19.58 0.08 236.01 0.09 ----- ----- ----- 0.08 ----- ----- ----- ----- 0.08
19.67 0.08 236.01 0.09 ----- ----- ----- 0.08 ----- ----- ----- ----- 0.08
19.75 0.08 236.01 0.08 ----- ----- ----- 0.08 ----- ----- ----- ----- 0.08
19.83 0.08 236.01 0.08 ----- ----- ----- 0.08 ----- ----- ----- ----- 0.08
19.92 0.08 236.01 0.08 ----- ----- ----- 0.08 ----- ----- ----- ----- 0.08
20.00 0.08 236.01 0.08 ----- ----- ----- 0.08 ----- ----- ----- ----- 0.08
20.08 0.08 236.01 0.08 ----- ----- ----- 0.08 ----- ----- ----- ----- 0.08
20.17 0.08 236.01 0.08 ----- ----- ----- 0.08 ----- ----- ----- ----- 0.08
20.25 0.07 236.01 0.08 ----- ----- ----- 0.08 ----- ----- ----- ----- 0.08
20.33 0.07 236.01 0.08 ----- ----- ----- 0.08 ----- ----- ----- ----- 0.08
20.42 0.07 236.01 0.08 ----- ----- ----- 0.07 ----- ----- ----- ----- 0.07
20.50 0.07 236.01 0.08 ----- ----- ----- 0.07 ----- ----- ----- ----- 0.07
20.58 0.07 236.01 0.07 ----- ----- ----- 0.07 ----- ----- ----- ----- 0.07
20.67 0.07 236.01 0.07 ----- ----- ----- 0.07 ----- ----- ----- ----- 0.07
20.75 0.07 236.01 0.07 ----- ----- ----- 0.07 ----- ----- ----- ----- 0.07
20.83 0.07 236.01 0.07 ----- ----- ----- 0.07 ----- ----- ----- ----- 0.07
20.92 0.07 236.01 0.07 ----- ----- ----- 0.07 ----- ----- ----- ----- 0.07
21.00 0.07 236.01 0.07 ----- ----- ----- 0.07 ----- ----- ----- ----- 0.07
21.08 0.07 236.01 0.07 ----- ----- ----- 0.07 ----- ----- ----- ----- 0.07
21.17 0.07 236.01 0.07 ----- ----- ----- 0.07 ----- ----- ----- ----- 0.07
21.25 0.07 236.01 0.07 ----- ----- ----- 0.07 ----- ----- ----- ----- 0.07
21.33 0.07 236.01 0.07 ----- ----- ----- 0.07 ----- ----- ----- ----- 0.07
21.42 0.07 236.01 0.07 ----- ----- ----- 0.07 ----- ----- ----- ----- 0.07
21.50 0.07 236.01 0.07 ----- ----- ----- 0.07 ----- ----- ----- ----- 0.07
21.58 0.07 236.01 0.07 ----- ----- ----- 0.07 ----- ----- ----- ----- 0.07
21.67 0.07 236.01 0.07 ----- ----- ----- 0.07 ----- ----- ----- ----- 0.07
21.75 0.07 236.01 0.07 ----- ----- ----- 0.07 ----- ----- ----- ----- 0.07
21.83 0.07 236.01 0.07 ----- ----- ----- 0.07 ----- ----- ----- ----- 0.07
21.92 0.07 236.01 0.07 ----- ----- ----- 0.07 ----- ----- ----- ----- 0.07
22.00 0.07 236.01 0.07 ----- ----- ----- 0.07 ----- ----- ----- ----- 0.07
22.08 0.07 236.01 0.07 ----- ----- ----- 0.07 ----- ----- ----- ----- 0.07
22.17 0.07 236.01 0.07 ----- ----- ----- 0.07 ----- ----- ----- ----- 0.07
22.25 0.07 236.01 0.07 ----- ----- ----- 0.07 ----- ----- ----- ----- 0.07
22.33 0.07 236.01 0.07 ----- ----- ----- 0.07 ----- ----- ----- ----- 0.07
22.42 0.07 236.01 0.07 ----- ----- ----- 0.07 ----- ----- ----- ----- 0.07
22.50 0.07 236.01 0.07 ----- ----- ----- 0.07 ----- ----- ----- ----- 0.07
22.58 0.07 236.01 0.07 ----- ----- ----- 0.07 ----- ----- ----- ----- 0.07
22.67 0.07 236.01 0.07 ----- ----- ----- 0.07 ----- ----- ----- ----- 0.07
22.75 0.07 236.01 0.07 ----- ----- ----- 0.07 ----- ----- ----- ----- 0.07
22.83 0.07 236.01 0.07 ----- ----- ----- 0.07 ----- ----- ----- ----- 0.07
Continues on next page...

Pond routing Page 4

Hydrograph Discharge Table
' Time Inflow Elevation Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
22.92 0.07 236.01 0.07 0.07 0.07
23.00 0.07 236.01 0.07 ----- ----- ----- 0.07 ----- ----- ----- ----- 0.07
23.08 0.07 236.01 0.07 ----- ----- ----- 0.07 ----- ----- ----- ----- 0.07
23.17 0.07 236.01 0.07 ----- ----- ----- 0.07 ----- ----- ----- ----- 0.07
23.25 0.07 236.01 0.07 0.07 0.07
23.33 0.07 236.01 0.07 ----- ----- ----- 0.07 ----- ----- ----- ----- 0.07
23.42 0.07 236.01 0.07 ----- ----- ----- 0.07 ----- ----- ----- ----- 0.07
23.50
23.58 0.07
0.07 236.01
236.01 0.07
0.07 0.07
0.07 0.07
0.07
23.67 0.07 236.01 0.07 ----- ----- ----- 0.07 ----- ----- ----- ---- 0.07
23.75 0.07 236.01 0.07 ----- ----- ----- 0.07 ----- ----- ----- ----- 0.07
23.83 0.07 236.01 0.07 0.07 0.07
' 23.92 0.07 236.01 0.07 ----- ----- ----- 0.07 ----- ---- ----- ----- 0.07
24.00 0.06 236.01 0.07 ----- ----- ----- 0.07 ----- ----- ----- ----- 0.07
24.08 0.0 23601 0.06 0.06 0.06
24.17 0.05 5 236.01 0.06 ????? --?-? 0.06 ---?- ----- -- --?- 0.06
24.25 0.03 236.00 0.05 ___ 0.05 __ 0.05
24.33 0.02 236.00 0.04 ----- ----- ----- 0.04 ----- ----- ----- ----- 0.04
' ... End

n

' Hydrograph Summary Report

Page 1
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
Interval
(min) Time to
peak
(min) Volume

(cult) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cuft) Hydrograph
description
1 SCS Runoff 9.46 5 725 33,356 ---- ------ ------ Proposed Conditions
2 Reservoir 6.62 5 735 33,355 1 236.69 9,348 Pond routing
to Cr?

Proj. file: Pond.gpw Return Period: 10 yr Run date: 01-08-2003

I

I
Hydraflow Hydrographs by Intelisolve
I Hydrograph Report
\O y? Ycz?c7.?CC7???"' Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
' Proposed Conditions
' Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Peak discharge =
Time interval =
Curve number =
Hydraulic length =
Time of conc. (Tc) _
Distribution =
Shape factor =
= SCS Runoff
= 10 yrs
= 3.80 ac
= 0.0%
= TR55
= 4.25 in
= 24 hrs
9.46 cfs
5 min
82
0 ft
18.65076 min
Type II
484
Hydrograph Volume = 33,356 tuft
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)

Time -- Outflow
(hrs cfs)
Time -- Outflow
(hrs cfs)
9.67 0.10 12.50 2.23 15.33 0.40 18.17 0.25
9.75 0.10 12.58 1.65 15.42 0.39 18.25 0.25
9.83 0.11 12.67 1.45 15.50 0.39 18.33 0.25
9.92 0.12 12.75 1.28 15.58 0.38 18.42 0.24
10.00 0.13 12.83 1.15 15.67 0.37 18.50 0.24
10.08 0.14 12.92 1.06 15.75 0.36 18.58 0.24
10.17 0.15 13.00 0.98 15.83 0.35 18.67 0.24
10.25 0.16 13.08 0.92 15.92 0.35 18.75 0.23
10.33 0.17 13.17 0.87 16.00 0.34 18.83 0.23
10.42 0.19 13.25 0.83 16.08 0.33 18.92 0.23
10.50 0.20 13.33 0.79 16.17 0.32 19.00 0.22
10.58 0.22 13.42 0.75 16.25 0.32 19.08 0.22
10.67 0.24 13.50 0.72 16.33 0.31 19.17 0.22
10.75 0.26 13.58 0.69 16.42 0.31 19.25 0.22
10.83 0.28 13.67 0.66 16.50 0.31 19.33 0.21
10.92 0.30 13.75 0.64 16.58 0.30 19.42 0.21
11.00 0.33 13.83 0.61 16.67 0.30 19.50 0.21
11.08 0.36 13.92 0.59 16.75 0.30 19.58 0.20
11.17 0.39 14.00 0.57 16.83 0.30 19.67 0.20
11.25 0.42 14.08 0.54 16.92 0.29 19.75 0.20
11.33 0.48 14.17 0.53 17.00 0.29 19.83 0.20
11.42 0.54 14.25 0.51 17.08 0.29 19.92 0.19
11.50 0.62 14.33 0.50 17.17 0.29 20.00 0.19
11.58 0.76 14.42 0.49 17.25 0.28 20.08 0.19
11.67 1.12 14.50 0.48 17.33 0.28 20.17 0.19
11.75 1.84 14.58 0.47 17.42 0.28 20.25 0.18
11.83 3.19 14.67 0.46 17.50 0.27 20.33 0.18
11.92 5.57 14.75 0.45 17.58 0.27 20.42 0.18
12.00 8.06 14.83 0.45 17.67 0.27 20.50 0.18
12.08 9.46 << 14.92 0.44 17.75 0.27 20.58 0.18
12.17 8.74 15.00 0.43 17.83 0.26 20.67 0.18
12.25 6.98 15.08 0.42 17.92 0.26 20.75 0.18
12.33 5.21 15.17 0.42 18.00 0.26 20.83 0.18
12.42 3.55 15.25 0.41 18.08 0.26 20.92 0.18
Continues on next page...

u

Proposed Conditions
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
21.00 0.18
21.08 0.18
21.17 0.18
21.25 0.18
21.33 0.17
21.42 0.17
21.50 0.17
21.58 0.17
21.67 0.17
21.75 0.17
21.83 0.17
21.92 0.17
22.00 0.17
22.08 0.17
22.17 0.17
22.25 0.17
22.33 0.17
22.42 0.17
22.50 0.17
22.58 0.17
22.67 0.17
22.75 0.17
22.83 0.16
22.92 0.16
23.00 0.16
23.08 0.16
23.17 0.16
23.25 0.16
23.33 0.16
23.42 0.16
23.50 0.16
23.58 0.16
23.67 0.16
23.75 0.16
23.83 0.16
23.92 0.16
24.00 0.16
24.08 0.14
24.17 0.12
? Ene
Page 2
Hydrograph Report Pagel

I
I

Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Pond routing
Hydrograph type = Reservoir Peak discharge = 6.62 cfs
Storm frequency = 10 yrs Time interval = 5 min
Inflow hyd. No. = 1 Reservoir name = Ext. Wet Detentio
Max. Elevation = 236.69 ft Max. Storage = 9,348 cuft
Storage Indication method used. Outflow hydrograph volume = 33,355 cult
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
9.25 0.08 236.01 0.07 ----- ----- ----- 0.07 ----- ----- ----- ----- 0.07
9.33 0.08 236.01 0.07 ----- ----- ----- 0.07 ----- ----- ----- ----- 0.07
9.42 0.09 236.01 0.08 ----- ----- ----- 0.08 ----- ----- ----- ----- 0.08
9.50 0.09 236.01 0.08 ----- ----- ----- 0.08 ----- ----- ----- ----- 0.08
9.58 0.09 236.01 0.09 ----- ----- ----- 0.09 ----- ----- ----- ----- 0.09
9.67 0.10 236.01 0.09 ----- ----- ----- 0.09 ----- ----- ----- ----- 0.09
9.75 0.10 236.01 0.10 ----- ----- ----- 0.10 ----- ----- ----- ----- 0.10
9.83 0.11 236.01 0.10 ----- ----- ----- 0.10 ----- ----- ----- ----- 0.10
9.92 0.12 236.01 0.11 ----- ----- ----- 0.11 ----- ----- ----- ----- 0.11
10.00 0.13 236.01 0.12 ----- ----- ----- 0.12 ----- ----- ----- ----- 0.12
10.08 0.14 236.01 0.13 ----- ----- ----- 0.12 ----- ----- ----- ----- 0.12
10.17 0.15 236.01 0.13 ----- ----- ----- 0.13 ----- ----- ----- ----- 0.13
10.25 0.16 236.01 0.14 ----- ----- ----- 0.14 ----- ----- ----- ----- 0.14
10.33 0.17 236.01 0.16 ----- ----- ----- 0.15 ----- ----- ----- ----- 0.15
10.42 0.19 236.01 0.17 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17
10.50 0.20 236.02 0.18 ----- ----- ----- 0.18 ----- ----- ----- ----- 0.18
10.58 0.22 236.02 0.20 ----- ----- ----- 0.19 ----- ----- ----- ----- 0.19
10.67 0.24 236.02 0.21 ----- ----- ----- 0.21 ----- ----- ----- ----- 0.21
10.75 0.26 236.02 0.23 ----- ----- ----- 0.23 ----- ----- ----- ----- 0.23
10.83 0.28 236.02 0.25 ----- ----- ----- 0.25 ----- ----- ----- ----- 0.25
10.92 0.30 236.02 0.27 ----- ----- ----- 0.27 ----- ----- ----- ----- 0.27
11.00 0.33 236.03 0.30 ----- ----- ----- 0.29 ----- ----- ----- ----- 0.29
11.08 0.36 236.03 0.32 ----- ----- ----- 0.32 ----- ----- ----- ----- 0.32
11.17 0.39 236.03 0.35 ----- ----- ----- 0.34 ----- ----- ----- ----- 0.34
11.25 0.42 236.03 0.38 ----- ----- ----- 0.37 ----- ----- ----- ----- 0.37
11.33 0.48 236.04 0.42 ----- ----- ----- 0.41 ----- ----- ----- ----- 0.41
11.42 0.54 236.04 0.47 ----- ----- ----- 0.46 ----- ----- ----- ----- 0.46
11.50 0.62 236.05 0.52 ----- ----- ----- 0.52 ----- ----- ----- ----- 0.52
11.58 0.76 236.05 0.61 ----- ----- ----- 0.60 ----- ----- ----- ----- 0.60
11.67 1.12 236.07 0.77 ----- ----- ----- 0.76 ----- ----- ----- ----- 0.76
11.75 1.84 236.10 1.12 ----- ----- ----- 1.11 ----- ----- ----- ----- 1.11
11.83 3.19 236.15 2.13 ----- ----- ----- 2.12 ----- ----- ----- ----- 2.12
11.92 5.57 236.22 3.87 ----- ----- ----- 3.87 ----- ----- ----- ----- 3.87
12.00 8.06 236.33 6.00 ----- ----- ----- 6.00 ----- ----- ----- ----- 6.00
12.08 9.46 << 236.47 6.35 ----- ----- ----- 6.35 ----- ----- ----- ----- 6.35
12.17 8.74 236.62 6.55 ----- ----- ----- 6.54 ----- ----- ----- ----- 6.54
12.25 6.98 236.69 << 6.63 ----- ----- ----- 6.62 ----- ----- ----- ----- 6.62 <<
12.33 5.21 236.66 6.60 ----- ----- ----- 6.59 ----- ----- ----- ----- 6.59
Continues on next page...
I
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Pond routing
I

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Hydrograph Discharge Table
Page 2
Time Inflow Elevation Civ A Civ B Civ C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.42 3.55 236.54 6.45 ----- ----- ----- 6.45 ----- ----- ----- ----- 6.45
12.50 2.23 236.36 6.09 ----- ----- ----- 6.09 ----- ----- ----- ----- 6.09
12.58 1.65 236.20 3.30 ----- ----- ----- 3.30 ----- ----- ----- ----- 3.30
12.67 1.45 236.14 2.01 ----- ----- ----- 2.01 ----- ----- ----- ----- 2.01
12.75 1.28 236.12 1.55 ----- ----- ----- 1.53 ----- ----- ----- ----- 1.53
12.83 1.15 236.11 1.31 ----- ----- ----- 1.30 ----- ----- ----- ----- 1.30
12.92 1.06 236.10 1.17 ----- ----- ----- 1.16 ----- ----- ----- ----- 1.16
13.00 0.98 236.10 1.10 ----- ----- ----- 1.08 ----- ----- ----- ----- 1.08
13.08 0.92 236.09 1.04 ----- ----- ----- 1.02 ----- ----- ----- ----- 1.02
13.17 0.87 236.08 0.98 ----- ----- ----- 0.96 ----- ----- ----- ----- 0.96
13.25 0.83 236.08 0.92 ----- ----- ----- 0.91 ----- ----- ----- ----- 0.91
13.33 0.79 236.08 0.87 ----- ----- ----- 0.86 ----- ----- ----- ----- 0.86
13.42 0.75 236.07 0.83 ----- ----- ----- 0.82 ----- ----- ----- ----- 0.82
13.50 0.72 236.07 0.79 ----- ----- ----- 0.78 ----- ----- ----- ----- 0.78
13.58 0.69 236.07 0.75 ----- ----- ----- 0.74 ----- ----- ----- ----- 0.74
13.67 0.66 236.06 0.72 ----- ----- ----- 0.71 ----- ----- ----- ----- 0.71
13.75 0.64 236.06 0.69 ----- ----- ----- 0.68 ----- ----- ----- ----- 0.68
13.83 0.61 236.06 0.66 ----- ----- ----- 0.65 ----- ----- ----- ----- 0.65
13.92 0.59 236.06 0.64 ----- ----- ----- 0.63 ----- ----- ----- ----- 0.63
14.00 0.57 236.05 0.61 ----- ----- ----- 0.60 ----- ----- ----- ----- 0.60
14.08 0.54 236.05 0.59 ----- ----- ----- 0.58 ----- ----- ----- ----- 0.58
14.17 0.53 236.05 0.57 ----- ----- ----- 0.56 ----- ----- ----- ----- 0.56
14.25 0.51 236.05 0.55 ----- ----- ----- 0.54 ----- ----- ----- ----- 0.54
14.33 0.50 236.05 0.53 ----- ----- ----- 0.52 ----- ----- ----- ----- 0.52
14.42 0.49 236.04 0.51 ----- ----- ----- 0.51 ----- ----- ----- ----- 0.51
14.50 0.48 236.04 0.50 ----- ----- ----- 0.49 ----- ----- ----- ----- 0.49
14.58 0.47 236.04 0.49 ----- ----- ----- 0.48 ----- ----- ----- ----- 0.48
14.67 0.46 236.04 0.48 ----- ----- ----- 0.47 ----- ----- ----- ----- 0.47
14.75 0.45 236.04 0.47 ----- ----- ----- 0.47 ----- ----- ----- ----- 0.47
14.83 0.45 236.04 0.46 ----- ----- ----- 0.46 ----- ----- ----- ----- 0.46
14.92 0.44 236.04 0.46 ----- ----- ----- 0.45 ----- ----- ----- ----- 0.45
15.00 0.43 236.04 0.45 ----- ----- ----- 0.44 ----- ----- ----- ----- 0.44
15.08 0.42 236.04 0.44 ----- ----- ----- 0.44 ----- ----- ----- ----- 0.44
15.17 0.42 236.04 0.43 ----- ----- ----- 0.43 ----- ----- ----- ----- 0.43
15.25 0.41 236.04 0.43 ----- ----- ----- 0.42 ----- ----- ----- ----- 0.42
15.33 0.40 236.04 0.42 ----- ----- ----- 0.41 ----- ----- ----- ----- 0.41
15.42 0.39 236.04 0.41 ----- ----- ----- 0.41 ----- ----- ----- ----- 0.41
15.50 0.39 236.03 0.40 ----- ----- ----- 0.40 ----- ----- ----- ----- 0.40
15.58 0.38 236.03 0.40 ----- ----- ----- 0.39 ----- ----- ----- ----- 0.39
15.67 0.37 236.03 0.39 ----- ----- ----- 0.38 ----- ----- ----- ----- 0.38
15.75 0.36 236.03 0.38 ----- ----- ----- 0.37 ----- ----- ----- ----- 0.37
15.83 0.35 236.03 0.37 ----- ----- ----- 0.37 ----- ----- ----- ----- 0.37
15.92 0.35 236.03 0.36 ----- ----- ----- 0.36 ----- ----- ----- ----- 0.36
16.00 0.34 236.03 0.36 ----- ----- ----- 0.35 ----- ----- ----- ----- 0.35
16.08 0.33 236.03 0.35 ----- ----- ----- 0.34 ----- ----- ----- ----- 0.34
16.17 0.32 236.03 0.34 ----- ----- ----- 0.34 ----- ----- ----- ----- 0.34
16.25 0.32 236.03 0.33 ----- ----- ----- 0.33 ----- ----- ----- ----- 0.33
16.33 0.31 236.03 0.33 ----- ----- ----- 0.32 ----- ----- ----- ----- 0.32
16.42 0.31 236.03 0.32 ----- ----- ----- 0.32 ----- ----- ----- ----- 0.32
16.50 0.31 236.03 0.32 ----- ----- ----- 0.31 ----- ----- ----- ----- 0.31
16.58 0.30 236.03 0.31 ----- ----- ----- 0.31 ----- ----- ----- ----- 0.31
Continues on next page...

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1
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Pond routing
Hydrograph Discharge Table
Page 3
Time Inflow Elevation Civ A Civ B Civ C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
16.67 0.30 236.03 0.31 ----- ----- ----- 0.31 ----- ----- ----- ----- 0.31
16.75 0.30 236.03 0.31 ----- ----- ----- 0.30 ----- ----- ----- ----- 0.30
16.83 0.30 236.03 0.31 ----- ----- ----- 0.30 ----- ----- ----- ----- 0.30
16.92 0.29 236.03 0.30 ----- ----- ----- 0.30 ----- ----- ----- ----- 0.30
17.00 0.29 236.03 0.30 ----- ----- ----- 0.30 ----- ----- ----- ----- 0.30
17.08 0.29 236.03 0.30 ----- ----- ----- 0.29 ----- ----- ----- ----- 0.29
17.17 0.29 236.03 0.29 ----- ----- ----- 0.29 ----- ----- ----- ----- 0.29
17.25 0.28 236.03 0.29 ----- ----- ----- 0.29 ----- ----- ----- ----- 0.29
17.33 0.28 236.03 0.29 ----- ----- ----- 0.28 ----- ----- ----- ----- 0.28
17.42 0.28 236.02 0.29 ----- ----- ----- 0.28 ----- ----- ----- ----- 0.28
17.50 0.27 236.02 0.28 ----- ----- ----- 0.28 ----- ----- ----- ----- 0.28
17.58 0.27 236.02 0.28 ----- ----- ----- 0.28 ----- ----- ----- ----- 0.28
17.67 0.27 236.02 0.28 ----- ----- ----- 0.27 ----- ----- ----- ----- 0.27
17.75 0.27 236.02 0.27 ----- ----- ----- 0.27 ----- ----- ----- ----- 0.27
17.83 0.26 236.02 0.27 ----- ----- ----- 0.27 ----- ----- ----- ----- 0.27
17.92 0.26 236.02 0.27 ----- ----- ----- 0.27 ----- ----- ----- ----- 0.27
18.00 0.26 236.02 0.27 ----- ----- ----- 0.26 ----- ----- ----- ----- 0.26
18.08 0.26 236.02 0.26 ----- ----- ----- 0.26 ----- ----- ----- ----- 0.26
18.17 0.25 236.02 0.26 ----- ----- ----- 0.26 ----- ----- ----- ----- 0.26
18.25 0.25 236.02 0.26 ----- ----- ----- 0.25 ----- ----- ----- ----- 0.25
18.33 0.25 236.02 0.25 ----- ----- ----- 0.25 ----- ----- ----- ----- 0.25
18.42 0.24 236.02 0.25 ----- ----- ----- 0.25 ----- ----- ----- ----- 0.25
18.50 0.24 236.02 0.25 ----- ----- ----- 0.25 ----- ----- ----- ----- 0.25
18.58 0.24 236.02 0.25 ----- ----- ----- 0.24 ----- ----- ----- ----- 0.24
18.67 0.24 236.02 0.24 ----- ----- ----- 0.24 ----- ----- ----- ----- 0.24
18.75 0.23 236.02 0.24 ----- ----- ----- 0.24 ----- ----- ----- ----- 0.24
18.83 0.23 236.02 0.24 ----- ----- ----- 0.23 ----- ----- ----- ----- 0.23
18.92 0.23 236.02 0.23 ----- ----- ----- 0.23 ----- ----- ----- ----- 0.23
19.00 0.22 236.02 0.23 ----- ----- ----- 0.23 ----- ----- ----- ----- 0.23
19.08 0.22 236.02 0.23 ----- ----- ----- 0.23 ----- ----- ----- ----- 0.23
19.17 0.22 236.02 0.23 ----- ----- ----- 0.22 ----- ----- ----- ----- 0.22
19.25 0.22 236.02 0.22 ----- ----- ----- 0.22 ----- ----- ----- ----- 0.22
19.33 0.21 236.02 0.22 ----- ----- ----- 0.22 ----- ----- ----- ----- 0.22
19.42 0.21 236.02 0.22 ----- ----- ----- 0.21 ----- ----- ----- ----- 0.21
19.50 0.21 236.02 0.21 ----- ----- ----- 0.21 ----- ----- ----- ----- 0.21
19.58 0.20 236.02 0.21 ----- ----- ----- 0.21 ----- ----- ----- ----- 0.21
19.67 0.20 236.02 0.21 ----- ----- ----- 0.21 ----- ----- ----- ----- 0.21
19.75 0.20 236.02 0.21 ----- ----- ----- 0.20 ----- ----- ----- ----- 0.20
19.83 0.20 236.02 0.20 ----- ----- ----- 0.20 ----- ----- ----- ----- 0.20
19.92 0.19 236.02 0.20 ----- ----- ----- 0.20 ----- ----- ----- ----- 0.20
20.00 0.19 236.02 0.20 ----- ----- ----- 0.19 ----- ----- ----- ----- 0.19
20.08 0.19 236.02 0.19 ----- ----- ----- 0.19 ----- ----- ----- ----- 0.19
20.17 0.19 236.02 0.19 ----- ----- ----- 0.19 ----- ----- ----- ----- 0.19
20.25 0.18 236.02 0.19 ----- ----- ----- 0.19 ----- ----- ----- ----- 0.19
20.33 0.18 236.02 0.19 ----- ----- ----- 0.18 ----- ----- ----- ----- 0.18
20.42 0.18 236.02 0.19 ----- ----- ----- 0.18 ----- ----- ----- ----- 0.18
20.50 0.18 236.02 0.18 ----- ----- ----- 0.18 ----- ----- ----- ----- 0.18
20.58 0.18 236.02 0.18 ----- ----- ----- 0.18 ----- ----- ----- ----- 0.18
20.67 0.18 236.02 0.18 ----- ----- ----- 0.18 ----- ----- ----- ----- 0.18
20.75 0.18 236.02 0.18 ----- ----- ----- 0.18 ----- ----- ----- ----- 0.18
20.83 0.18 236.02 0.18 ----- ----- ----- 0.18 ----- ----- ----- ----- 0.18
Continues on next page...

Pond routing Page 4
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Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
20.92 0.18 236.02 0.18 ----- ----- ----- 0.18 ----- ----- ----- ----- 0.18
21.00 0.18 236.02 0.18 ----- ----- ----- 0.18 ----- ----- ----- ----- 0.18
21.08 0.18 236.02 0.18 ----- ----- ----- 0.18 ----- ----- ----- ----- 0.18
21.17 0.18 236.02 0.18 ----- ----- ----- 0.18 ----- ----- ----- ----- 0.18
21.25 0.18 236.02 0.18 ----- ----- ----- 0.18 ----- ----- ----- ----- 0.18
21.33 0.17 236.02 0.18 ----- ----- ----- 0.18 ----- ----- ----- ----- 0.18
21.42 0.17 236.02 0.18 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17
21.50 0.17 236.02 0.18 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17
21.58 0.17 236.02 0.18 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17
21.67 0.17 236.02 0.18 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17
21.75 0.17 236.02 0.18 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17
21.83 0.17 236.02 0.17 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17
21.92 0.17 236.02 0.17 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17
22.00 0.17 236.02 0.17 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17
22.08 0.17 236.02 0.17 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17
22.17 0.17 236.01 0.17 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17
22.25 0.17 236.01 0.17 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17
22.33 0.17 236.01 0.17 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17
22.42 0.17 236.01 0.17 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17
22.50 0.17 236.01 0.17 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17
22.58 0.17 236.01 0.17 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17
22.67 0.17 236.01 0.17 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17
22.75 0.17 236.01 0.17 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17
22.83 0.16 236.01 0.17 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17
22.92 0.16 236.01 0.17 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17
23.00 0.16 236.01 0.17 ----- ----- ----- 0.16 ----- ----- ----- ----- 0.16
23.08 0.16 236.01 0.17 ----- ----- ----- 0.16 ----- ----- ----- ----- 0.16
23.17 0.16 236.01 0.17 ----- ----- ----- 0.16 ----- ----- ----- ----- 0.16
23.25 0.16 236.01 0.17 ----- ----- ----- 0.16 ----- ----- ----- ----- 0.16
23.33 0.16 236.01 0.16 ----- ----- ----- 0.16 ----- ----- ----- ----- 0.16
23.42 0.16 236.01 0.16 ----- ----- ----- 0.16 ----- ----- ----- ----- 0.16
23.50 0.16 236.01 0.16 ----- ----- ----- 0.16 ----- ----- ----- ----- 0.16
23.58 0.16 236.01 0.16 ----- ----- ----- 0.16 ----- ----- ----- ----- 0.16
23.67 0.16 236.01 0.16 ----- ----- ----- 0.16 ----- ----- ----- ----- 0.16
23.75 0.16 236.01 0.16 ----- ----- ----- 0.16 ----- ----- ----- ----- 0.16
23.83 0.16 236.01 0.16 ----- ----- ----- 0.16 ----- ----- ----- ----- 0.16
23.92 0.16 236.01 0.16 ----- ----- ----- 0.16 ----- ----- ----- ----- 0.16
24.00 0.16 236.01 0.16 ----- ----- ----- 0.16 ----- ----- ----- ----- 0.16
24.08 0.14 236.01 0.16 ----- ----- ----- 0.15 ----- ----- ----- ----- 0.15
24.17 0.12 236.01 0.14 ----- ----- ----- 0.14 ----- ----- ----- ----- 0.14
24.25 0.08 236.01 0.12 ----- ----- ----- 0.12 ----- ----- ----- ----- 0.12
24.33 0.05 236.01 0.09 ----- ----- ----- 0.09 ----- ----- ----- ----- 0.09
... End

Hydrograph Summary Report
Page 1
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cuft) Hydrograph
description
1 SCS Runoff 22.41 5 725 80,175 ---- ------ ------ Proposed Conditions
2 Reservoir 8.45 5 750 80,174 1 238.80 25,224 Pond routing

Proj. file: Pond.gpw Return Period: 100 yr Run date: 01-08-2003

Hydraflow Hydrographs by Intelisolve
Hydrograph Report Pagel
' Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
' Proposed Conditions
Hydrograph type = SCS Runoff Peak discharge = 22.41 cfs
' Storm frequency = 100 yrs Time interval = 5 min
Drainage area = 3.80 ac Curve number = 82
Basin Slope = 0.0% Hydraulic length = 0 ft
' Tc method = TR55 Time of conc. (Tc) = 18.65076 min
Total precip. = 7.95 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484

Hydrograph Volume = 80,175 cuft
' Hydrograph Disch arge Table
Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow
' (hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs)
8.17 0.22 11.00 1.13 13.83 1.29 16.67 0.63
8.25 0.23 11.08 1.20 13.92 1.24 16.75 0.62
8.33 0.24 11.17 1.27 14.00 1.20 16.83 0.62
8.42 0.26 11.25 1.37 14.08 1.15 16.92 0.61
8.50 0.27 11.33 1.53 14.17 1.11 17.00 0.61
' 8.58 0.29 11.42 1.70 14.25 1.07 17.08 0.60
8.67 0.30 11.50 1.90 14.33 1.05 17.17 0.59
8.75 0.32 11.58 2.30 14.42 1.02 17.25 0.59
8.83 0.33 11.67 3.24 14.50 1.00 17.33 0.58
8.92 0.35 11.75 5.13 14.58 0.99 17.42 0.58
9.00 0.37 11.83 8.49 14.67 0.97 17.50 0.57
9.08 0.39 11.92 14.06 14.75 0.95 17.58 0.56
9.17 0.40 12.00 19.60 14.83 0.94 17.67 0.56
' 9.25 0.42 12.08 22.41 << 14.92 0.92 17.75 0.55
9.33 0.43 12.17 20.36 15.00 0.91 17.83 0.55
42 0.44
9 12.25 16.03 15.08 0.89 17.92 0.54
.
9.50 0.45 12.33 11.78 15.17 0.87 18.00 0.53
9.58 0.46 12.42 7.88 15.25 0.86 18.08 0.53
9.67 0.47 12.50 4.87 15.33 0.84 18.17 0.52
9.75 0.48 12.58 3.58 15.42 0.82 18.25 0.52
' 9.83 0.50 12.67 3.12 15.50 0.81 18.33 0.51
9.92 0.52 12.75 2.75 15.58 0.79 18.42 0.51
10.00 0.55 12.83 2.47 15.67 0.77 18.50 0.50
' 10.08 0.58 12.92 2.26 15.75 0.76 18.58 0.49
10.17 0.61 13.00 2.10 15.83 0.74 18.67 0.49
10.25 0.65 13.08 1.98 15.92 0.73 18.75 0.48
10.33 0.68 13.17 1.87 16.00 0.71 18.83 0.48
' 10.42 0.72 13.25 1.77 16.08 0.69 18.92 0.47
10.50 0.77 13.33 1.68 16.17 0.68 19.00 0.46
10.58 0.81 13.42 1.60 16.25 0.67 19.08 0.46
10.67 0.87 13.50 1.53 16.33 0.66 19.17 0.45
' 10.75 0.92 13.58 1.47 16.42 0.65 19.25 0.45
10.83 0.99 13.67 1.41 16.50 0.64 19.33 0.44
' 10.92 1.06 13.75 1.35 16.58 0.63 19.42 0.43
Continues on next page...

Proposed Conditions
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
19.50 0.43 23.75 0.33
19.58 0.42 23.83 0.32
19.67 0.42 23.92 0.32
19.75 0.41 24.00 0.32
19.83 0.40 24.08 0.29
19.92 0.40 24.17 0.24
20.00 0.39
20.08 0.39
20.17 0.38 ...End
20.25 0.38
20.33 0.37
20.42 0.37
20.50 0.37
20.58 0.37
20.67 0.37
20.75 0.37
20.83 0.37
20.92 0.36
21.00 0.36
21.08 0.36
21.17 0.36
21.25 0.36
21.33 0.36
21.42 0.36
21.50 0.36
21.58 0.36
21.67 0.35
21.75 0.35
21.83 0.35
21.92 0.35
22.00 0.35
22.08 0.35
22.17 0.35
22.25 0.35
22.33 0.35
22.42 0.34
22.50 0.34
22.58 0.34
22.67 0.34
22.75 0.34
22.83 0.34
22.92 0.34
23.00 0.34
23.08 0.33
23.17 0.33
23.25 0.33
23.33 0.33
23.42 0.33
23.50 0.33
23.58 0.33
23.67 0.33
Page 2

C?

Hydrograph Report Boa ?? ?,? Pagel
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Pond routing
Hydrograph type = Reservoir Peak discharge = 8.45 cfs
Storm frequency = 100 yrs Time interval = 5 min
Inflow hyd. No. = 1 Reservoir name = Ext. Wet Detentio
Max. Elevation = 238.80 ft Max. Storage = 25,224 cuft
Storage Indication method used. Outflow hydrograph volume = 80,174 cuft
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
6.42 0.10 236.01 0.09 ----- ----- ----- 0.09 ----- ----- ----- ----- 0.09
6.50 0.10 236.01 0.09 ----- ----- ----- 0.09 ----- ----- ----- ----- 0.09
6.58 0.11 236.01 0.10 ----- ----- ----- 0.10 ----- ----- ----- ----- 0.10
6.67 0.11 236.01 0.11 ----- ----- ----- 0.10 ----- ----- ----- ----- 0.10
6.75 0.12 236.01 0.11 ----- ----- ----- 0.11 ----- ----- ----- ----- 0.11
6.83 0.12 236.01 0.12 ----- ----- ----- 0.12 ----- ----- ----- ----- 0.12
6.92 0.13 236.01 0.12 ----- ----- ----- 0.12 ----- ----- ----- ----- 0.12
7.00 0.14 236.01 0.13 ----- ----- ----- 0.13 ----- ----- ----- ----- 0.13
7.08 0.14 236.01 0.14 ----- ----- ----- 0.13 ----- ----- ----- ----- 0.13
7.17 0.15 236.01 0.14 ----- ----- ----- 0.14 ----- ----- ----- ----- 0.14
7.25 0.15 236.01 0.15 ----- ----- ----- 0.15 ----- ----- ----- ----- 0.15
7.33 0.16 236.01 0.15 ----- ----- ----- 0.15 ----- ----- ----- ----- 0.15
7.42 0.17 236.01 0.16 ----- ----- ----- 0.16 ----- ----- ----- ----- 0.16
7.50 0.17 236.01 0.17 ----- ----- ----- 0.16 ----- ----- ----- ----- 0.16
7.58 0.18 236.01 0.17 ----- ----- ----- 0.17 ----- ----- ----- ----- 0.17
7.67 0.19 236.02 0.18 ----- ----- ----- 0.18 ----- ----- ----- ----- 0.18
7.75 0.19 236.02 0.18 ----- ----- ----- 0.18 ----- ----- ----- ----- 0.18
7.83 0.20 236.02 0.19 ----- ----- ----- 0.19 ----- ----- ----- ----- 0.19
7.92 0.20 236.02 0.20 ----- ----- ----- 0.19 ----- ----- ----- ----- 0.19
8.00 0.21 236.02 0.20 ----- ----- ----- 0.20 ----- ----- ----- ----- 0.20
8.08 0.22 236.02 0.21 ----- ----- ----- 0.21 ----- ----- ----- ----- 0.21
8.17 0.22 236.02 0.22 ----- ----- ----- 0.21 ----- ----- ----- ----- 0.21
8.25 0.23 236.02 0.22 ----- ----- ----- 0.22 ----- ----- ----- ----- 0.22
8.33 0.24 236.02 0.23 ----- ----- ----- 0.23 ----- ----- ----- ----- 0.23
8.42 0.26 236.02 0.24 ----- ----- ----- 0.24 ----- ----- ----- ----- 0.24
8.50 0.27 236.02 0.26 ----- ----- ----- 0.25 ----- ----- ----- ----- 0.25
8.58 0.29 236.02 0.27 ----- ----- ----- 0.26 ----- ----- ----- ----- 0.26
8.67 0.30 236.02 0.28 ----- ----- ----- 0.28 ----- ----- ----- ----- 0.28
8.75 0.32 236.03 0.30 ----- ----- ----- 0.29 ----- ----- ----- ----- 0.29
8.83 0.33 236.03 0.31 ----- ----- ----- 0.31 ----- ----- ----- ----- 0.31
8.92 0.35 236.03 0.33 ----- ----- ----- 0.33 ----- ----- ----- ----- 0.33
9.00 0.37 236.03 0.35 ----- ----- ----- 0.34 ----- ----- ----- ----- 0.34
9.08 0.39 236.03 0.36 ----- ----- ----- 0.36 ----- ----- ----- ----- 0.36
9.17 0.40 236.03 0.38 ----- ----- ----- 0.38 ----- ----- ----- ----- 0.38
9.25 0.42 236.03 0.40 ----- ----- ----- 0.39 ----- ----- ----- ----- 0.39
9.33 0.43 236.04 0.41 ----- ----- ----- 0.41 ----- ----- ----- ----- 0.41
9.42 0.44 236.04 0.43 ----- ----- ----- 0.42 ----- ----- ----- ----- 0.42
9.50 0.45 236.04 0.44 ----- ----- ----- 0.43 ----- ----- ----- ----- 0.43
Continues on next page...

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Pond routing
Hydrograph Discharge Table
Page 2
Time Inflow Elevation Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
9.58 0.46 236.04 0.45 ----- ----- ----- 0.44 ----- ----- ----- ----- 0.44
9.67 0.47 236.04 0.46 ----- ----- ----- 0.45 ----- ----- ----- ----- 0.45
9.75 0.48 236.04 0.47 ----- ----- ----- 0.46 ----- ----- ----- ----- 0.46
9.83 0.50 236.04 0.48 ----- ----- ----- 0.48 ----- ----- ----- ----- 0.48
9.92 0.52 236.04 0.50 ----- ----- ----- 0.49 ----- ----- ----- ----- 0.49
10.00 0.55 236.05 0.52 ----- ----- ----- 0.51 ----- ----- ----- ----- 0.51
10.08 0.58 236.05 0.55 ----- ----- ----- 0.54 ----- ----- ----- ----- 0.54
10.17 0.61 236.05 0.57 ----- ----- ----- 0.57 ----- ----- ----- ----- 0.57
10.25 0.65 236.05 0.60 ----- ----- ----- 0.60 ----- ----- ----- ----- 0.60
10.33 0.68 236.06 0.64 ----- ----- ----- 0.63 ----- ----- ----- ----- 0.63
10.42 0.72 236.06 0.67 ----- ----- ----- 0.67 ----- ----- ----- ----- 0.67
10.50 0.77 236.06 0.71 ----- ----- ----- 0.70 ----- ----- ----- ----- 0.70
10.58 0.81 236.07 0.76 ----- ----- ----- 0.75 ----- ----- ----- ----- 0.75
10.67 0.87 236.07 0.80 ----- ----- ----- 0.79 ----- ----- ----- ----- 0.79
10.75 0.92 236.07 0.85 ----- ----- ----- 0.84 ----- ----- ----- ----- 0.84
10.83 0.99 236.08 0.91 ----- ----- ----- 0.90 ----- ----- ----- ----- 0.90
10.92 1.06 236.08 0.97 ----- ----- ----- 0.96 ----- ----- ----- ----- 0.96
11.00 1.13 236.09 1.04 ----- ----- ----- 1.02 ----- ----- ----- ----- 1.02
11.08 1.20 236.10 1.11 ----- ----- ----- 1.09 ----- ----- ----- ----- 1.09
11.17 1.27 236.10 1.19 ----- ----- ----- 1.17 ----- ----- ----- ----- 1.17
11.25 1.37 236.11 1.30 ----- ----- ----- 1.28 ----- ----- ----- ----- 1.28
11.33 1.53 236.11 1.42 ----- ----- ----- 1.41 ----- ----- ----- ----- 1.40
11.42 1.70 236.12 1.57 ----- ----- ----- 1.56 ----- ----- ----- ----- 1.56
11.50 1.90 236.13 1.75 ----- ----- ----- 1.74 ----- ----- ----- ----- 1.73
11.58 2.30 236.14 2.01 ----- ----- ----- 2.00 ----- ----- ----- ----- 2.00
11.67 3.24 236.17 2.57 ----- ----- ----- 2.56 ----- ----- ----- ----- 2.56
11.75 5.13 236.22 3.84 ----- ----- ----- 3.84 ----- ----- ----- ----- 3.84
11.83 8.49 236.33 6.00 ----- ----- ----- 6.00 ----- ----- ----- ----- 6.00
11.92 14.06 236.61 6.53 ----- ----- ----- 6.53 ----- ----- ----- ----- 6.53
12.00 19.60 237.13 7.09 ----- ----- ----- 7.06 ----- ----- ----- ----- 7.06
12.08 22.41 << 237.71 7.64 ----- ----- ----- 7.53 ----- ----- ----- ----- 7.53
12.17 20.36 238.18 8.06 ----- ----- ----- 8.02 ----- ----- ----- ----- 8.02
12.25 16.03 238.56 8.38 ----- ----- ----- 8.17 ----- ----- ----- ----- 8.17
12.33 11.78 238.79 8.57 ----- ----- ----- 8.43 ----- ----- ----- ----- 8.43
12.42 7.88 238.78 8.56 ----- ----- ----- 8.37 ----- ----- ----- ----- 8.37
12.50 4.87 238.80 << 8.58 ----- ----- ----- 8.45 ----- ----- ----- ----- 8.45 <<
12.58 3.58 238.49 8.33 ----- ----- ----- 8.15 ----- ----- ----- ----- 8.15
12.67 3.12 238.47 8.31 ----- ----- ----- 8.14 ----- ----- ----- ----- 8.14
12.75 2.75 238.17 8.05 ----- ----- ----- 7.99 ----- ----- ----- ----- 7.99
12.83 2.47 238.09 7.98 ----- ----- ----- 7.85 ----- ----- ----- ----- 7.85
12.92 2.26 237.87 7.79 ----- ----- ----- 7.76 ----- ----- ----- ----- 7.76
13.00 2.10 237.64 7.58 ----- ----- ----- 7.48 ----- ----- ----- ----- 7.48
13.08 1.98 237.42 7.37 ----- ----- ----- 7.30 ----- ----- ----- ----- 7.30
13.17 1.87 237.19 7.16 ----- ----- ----- 7.13 ----- ----- ----- ----- 7.13
13.25 1.77 236.96 6.93 ----- ----- ----- 6.90 ----- ----- ----- ----- 6.90
13.33 1.68 236.68 6.62 ----- ----- ----- 6.61 ----- ----- ----- ----- 6.61
13.42 1.60 236.42 6.26 ----- ----- ----- 6.26 ----- ----- ----- ----- 6.26
13.50 1.53 236.22 3.83 ----- ----- ----- 3.83 ----- ----- ----- ----- 3.83
13.58 1.47 236.14 2.04 ----- ----- ----- 2.04 ----- ----- ----- ----- 2.04
13.67 1.41 236.12 1.61 ----- ----- ----- 1.60 ----- ----- ----- ----- 1.60
13.75 1.35 236.11 1.45 ----- ----- ----- 1.44 ----- ----- ----- ----- 1.44
Continues on next page...

Pond routing
Hydrograph Discharge Table
Page 3
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
13.83 1.29 236.11 1.37 ----- ----- ----- 1.35 ----- ----- ----- ----- 1.35
13.92 1.24 236.11 1.31 ----- ----- ----- 1.29 ----- ----- ----- ----- 1.29
14.00 1.20 236.10 1.25 ----- ----- ----- 1.24 ----- ----- ----- ----- 1.24
14.08 1.15 236.10 1.21 ----- ----- ----- 1.19 ----- ----- ----- ----- 1.19
14.17 1.11 236.10 1.16 ----- ----- ----- 1.15 ----- ----- ----- ----- 1.15
14.25 1.07 236.10 1.13 ----- ----- ----- 1.12 ----- ----- ----- ----- 1.12
14.33 1.05 236.10 1.10 ----- ----- ----- 1.09 ----- ----- ----- ----- 1.09
14.42 1.02 236.09 1.08 ----- ----- ----- 1.06 ----- ----- ----- ----- 1.06
14.50 1.00 236.09 1.05 ----- ----- ----- 1.04 ----- ----- ----- ----- 1.04
14.58 0.99 236.09 1.03 ----- ----- ----- 1.02 ----- ----- ----- ----- 1.02
14.67 0.97 236.09 1.01 ----- ----- ----- 1.00 ----- ----- ----- ----- 1.00
14.75 0.95 236.09 0.99 ----- ----- ----- 0.98 ----- ----- ----- ----- 0.98
14.83 0.94 236.08 0.98 ----- ----- ----- 0.96 ----- ----- ----- ----- 0.96
14.92 0.92 236.08 0.96 ----- ----- ----- 0.95 ----- ----- ----- ----- 0.95
15.00 0.91 236.08 0.94 ----- ----- ----- 0.93 ----- ----- ----- ----- 0.93
15.08 0.89 236.08 0.93 ----- ----- ----- 0.91 ----- ----- ----- ----- 0.91
15.17 0.87 236.08 0.91 ----- ----- ----- 0.90 ----- ----- ----- ----- 0.90
15.25 0.86 236.08 0.89 ----- ----- ----- 0.88 ----- ----- ----- ----- 0.88
15.33 0.84 236.08 0.88 ----- ----- ----- 0.87 ----- ----- ----- ----- 0.87
15.42 0.82 236.07 0.86 ----- ----- ----- 0.85 ----- ----- ----- ----- 0.85
15.50 0.81 236.07 0.84 ----- ----- ----- 0.83 ----- ----- ----- ----- 0.83
15.58 0.79 236.07 0.83 ----- ----- ----- 0.82 ----- ----- ----- ----- 0.82
15.67 0.77 236.07 0.81 ----- ----- ----- 0.80 ----- ----- ----- ----- 0.80
15.75 0.76 236.07 0.79 ----- ----- ----- 0.78 ----- ----- ----- ----- 0.78
15.83 0.74 236.07 0.78 ----- ----- ----- 0.77 ----- ----- ----- ----- 0.77
15.92 0.73 236.07 0.76 ----- ----- ----- 0.75 ----- ----- ----- ----- 0.75
16.00 0.71 236.06 0.74 ----- ----- ----- 0.73 ----- ----- ----- ----- 0.73
16.08 0.69 236.06 0.73 ----- ----- ----- 0.72 ----- ----- ----- ----- 0.72
16.17 0.68 236.06 0.71 ----- ----- ----- 0.70 ----- ----- ----- ----- 0.70
16.25 0.67 236.06 0.70 ----- ----- ----- 0.69 ----- ----- ----- ----- 0.69
16.33 0.66 236.06 0.68 ----- ----- ----- 0.67 ----- ----- ----- ----- 0.67
16.42 0.65 236.06 0.67 ----- ----- ----- 0.66 ----- ----- ----- ----- 0.66
16.50 0.64 236.06 0.66 ----- ----- ----- 0.65 ----- ----- ----- ----- 0.65
16.58 0.63 236.06 0.66 ----- ----- ----- 0.65 ----- ----- ----- ----- 0.65
16.67 0.63 236.06 0.65 ----- ----- ----- 0.64 ----- ----- ----- ----- 0.64
16.75 0.62 236.06 0.64 ----- ----- ----- 0.63 ----- ----- ----- ----- 0.63
16.83 0.62 236.06 0.64 ----- ----- ----- 0.63 ----- ----- ----- ----- 0.63
16.92 0.61 236.05 0.63 ----- ----- ----- 0.62 ----- ----- ----- ----- 0.62
17.00 0.61 236.05 0.62 ----- ----- ----- 0.61 ----- ----- ----- ----- 0.61
17.08 0.60 236.05 0.62 ----- ----- ----- 0.61 ----- ----- ----- ----- 0.61
17.17 0.59 236.05 0.61 ----- ----- ----- 0.60 ----- ----- ----- ----- 0.60
17.25 0.59 236.05 0.61 ----- ----- ----- 0.60 ----- ----- ----- ----- 0.60
17.33 0.58 236.05 0.60 ----- ----- ----- 0.59 ----- ----- ----- ----- 0.59
17.42 0.58 236.05 0.59 ----- ----- ----- 0.59 ----- ----- ----- ----- 0.59
17.50 0.57 236.05 0.59 ----- ----- ----- 0.58 ----- ----- ----- ----- 0.58
17.58 0.56 236.05 0.58 ----- ----- ----- 0.57 ----- ----- ----- ----- 0.57
17.67 0.56 236.05 0.58 ----- ----- ----- 0.57 ----- ----- ----- ----- 0.57
17.75 0.55 236.05 0.57 ----- ----- ----- 0.56 ----- ----- ----- ----- 0.56
17.83 0.55 236.05 0.56 ----- ----- ----- 0.56 ----- ----- ----- ----- 0.56
17.92 0.54 236.05 0.56 ----- ----- ----- 0.55 ----- ----- ----- ----- 0.55
18.00 0.53 236.05 0.55 ----- ----- ----- 0.54 ----- ----- ----- ----- 0.54
Continues on next page...
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Pond routing
Hydrograph Discharge Table
Page 4
Time Inflow Elevation Civ A Clv B Civ C Civ D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
18.08 0.53 236.05 0.55 ----- ----- ----- 0.54 ----- ----- ----- ----- 0.54
18.17 0.52 236.05 0.54 ----- ----- ----- 0.53 ----- ----- ----- ----- 0.53
18.25 0.52 236.05 0.53 ----- ----- ----- 0.53 ----- ----- ----- ----- 0.53
18.33 0.51 236.05 0.53 ----- ----- ----- 0.52 ----- ----- ----- ----- 0.52
18.42 0.51 236.05 0.52 ----- ----- ----- 0.51 ----- ----- ----- ----- 0.51
18.50 0.50 236.04 0.52 ----- ----- ----- 0.51 ----- ----- ----- ----- 0.51
18.58 0.49 236.04 0.51 ----- ----- ----- 0.50 ----- ----- ----- ----- 0.50
18.67 0.49 236.04 0.50 ----- ----- ----- 0.50 ----- ----- ----- ----- 0.50
18.75 0.48 236.04 0.50 ----- ----- ----- 0.49 ----- ----- ----- ----- 0.49
18.83 0.48 236.04 0.49 ----- ----- ----- 0.49 ----- ----- ----- ----- 0.49
18.92 0.47 236.04 0.49 ----- ----- ----- 0.48 ----- ----- ----- ----- 0.48
19.00 0.46 236.04 0.48 ----- ----- ----- 0.47 ----- ----- ----- ----- 0.47
19.08 0.46 236.04 0.47 ----- ----- ----- 0.47 ----- ----- ----- ----- 0.47
19.17 0.45 236.04 0.47 ----- ----- ----- 0.46 ----- ----- ----- ----- 0.46
19.25 0.45 236.04 0.46 ----- ----- ----- 0.46 ----- ----- ----- ----- 0.46
19.33 0.44 236.04 0.46 ----- ----- ----- 0.45 ----- ----- ----- ----- 0.45
19.42 0.43 236.04 0.45 ----- ----- ----- 0.44 ----- ----- ----- ----- 0.44
19.50 0.43 236.04 0.44 ----- ----- ----- 0.44 ----- ----- ----- ----- 0.44
19.58 0.42 236.04 0.44 ----- ----- ----- 0.43 ----- ----- ----- ----- 0.43
19.67 0.42 236.04 0.43 ----- ----- ----- 0.43 ----- ----- ----- ----- 0.43
19.75 0.41 236.04 0.43 ----- ----- ----- 0.42 ----- ----- ----- ----- 0.42
19.83 0.40 236.04 0.42 ----- ----- ----- 0.41 ----- ----- ----- ----- 0.41
19.92 0.40 236.04 0.41 ----- ----- ----- 0.41 ----- ----- ----- ----- 0.41
20.00 0.39 236.04 0.41 ----- ----- ----- 0.40 ----- ----- ----- ----- 0.40
20.08 0.39 236.03 0.40 ----- ----- ----- 0.40 ----- ----- ----- ----- 0.40
20.17 0.38 236.03 0.40 ----- ----- ----- 0.39 ----- ----- ----- ----- 0.39
20.25 0.38 236.03 0.39 ----- ----- ----- 0.39 ----- ----- ----- ----- 0.39
20.33 0.37 236.03 0.39 ----- ----- ----- 0.38 ----- ----- ----- ----- 0.38
20.42 0.37 236.03 0.38 ----- ----- ----- 0.38 ----- ----- ----- ----- 0.38
20.50 0.37 236.03 0.38 ----- ----- ----- 0.37 ----- ----- ----- ----- 0.37
20.58 0.37 236.03 0.38 ----- ----- ----- 0.37 ----- ----- ----- ----- 0.37
20.67 0.37 236.03 0.38 ----- ----- ----- 0.37 ----- ----- ----- ----- 0.37
20.75 0.37 236.03 0.37 ----- ----- ----- 0.37 ----- ----- ----- ----- 0.37
20.83 0.37 236.03 0.37 ----- ----- ----- 0.37 ----- ----- ----- ----- 0.37
20.92 0.36 236.03 0.37 ----- ----- ----- 0.37 ----- ----- ----- ----- 0.37
21.00 0.36 236.03 0.37 ----- ----- ----- 0.37 ----- ----- ----- ----- 0.37
21.08 0.36 236.03 0.37 ----- ----- ----- 0.36 ----- ----- ----- ----- 0.36
21.17 0.36 236.03 0.37 ----- ----- ----- 0.36 ----- ----- ----- ----- 0.36
21.25 0.36 236.03 0.37 ----- ----- ----- 0.36 ----- ----- ----- ----- 0.36
21.33 0.36 236.03 0.37 ----- ----- ----- 0.36 ----- ----- ----- ----- 0.36
21.42 0.36 236.03 0.36 ----- ----- ----- 0.36 ----- ----- ----- ----- 0.36
21.50 0.36 236.03 0.36 ----- ----- ----- 0.36 ----- ----- ----- ----- 0.36
21.58 0.36 236.03 0.36 ----- ----- ----- 0.36 ----- ----- ----- ----- 0.36
21.67 0.35 236.03 0.36 ----- ----- ----- 0.36 ----- ----- ----- ----- 0.36
21.75 0.35 236.03 0.36 ----- ----- ----- 0.36 ----- ----- ----- ----- 0.36
21.83 0.35 236.03 0.36 ----- ----- ----- 0.35 ----- ----- ----- ----- 0.35
21.92 0.35 236.03 0.36 ----- ----- ----- 0.35 ----- ----- ----- ----- 0.35
22.00 0.35 236.03 0.36 ----- ----- ----- 0.35 ----- ----- ----- ----- 0.35
22.08 0.35 236.03 0.36 ----- ----- ----- 0.35 ----- ----- ----- ----- 0.35
22.17 0.35 236.03 0.35 ----- ----- ----- 0.35 ----- ----- ----- ----- 0.35
22.25 0.35 236.03 0.35 ----- ----- ----- 0.35 ----- ----- ----- ----- 0.35
Continues on next page...

¦
¦
¦

Pond routing Page 5
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
22.33 0.35 236.03 0.35 ----- ----- ----- 0.35 ----- ----- ----- ----- 0.35
22.42 0.34 236.03 0.35 ----- ----- ----- 0.35 ----- ----- ----- ----- 0.35
22.50 0.34 236.03 0.35 ----- ----- ----- 0.34 ----- ----- ----- ----- 0.34
22.58 0.34 236.03 0.35 ----- ----- ----- 0.34 ----- ----- ----- ----- 0.34
22.67 0.34 236.03 0.35 ----- ----- ----- 0.34 ----- ----- ----- ----- 0.34
22.75 0.34 236.03 0.35 ----- ----- ----- 0.34 ----- ----- ----- ----- 0.34
22.83 0.34 236.03 0.34 ----- ----- ----- 0.34 ----- ----- ----- ----- 0.34
22.92 0.34 236.03 0.34 ----- ----- ----- 0.34 ----- ----- ----- ----- 0.34
23.00 0.34 236.03 0.34 ----- ----- ----- 0.34 ----- ----- ----- ----- 0.34
23.08 0.33 236.03 0.34 ----- ----- ----- 0.34 ----- ----- ----- ----- 0.34
23.17 0.33 236.03 0.34 ----- ----- ----- 0.34 ----- ----- ----- ----- 0.34
23.25 0.33 236.03 0.34 ----- ----- ----- 0.33 ----- ----- ----- ----- 0.33
23.33 0.33 236.03 0.34 ----- ----- ----- 0.33 ----- ----- ----- ----- 0.33
23.42 0.33 236.03 0.34 ----- ----- ----- 0.33 ----- ----- ----- ----- 0.33
23.50 0.33 236.03 0.34 ----- ----- ----- 0.33 ----- ----- ----- ----- 0.33
23.58 0.33 236.03 0.33 ----- ----- ----- 0.33 ----- ----- ----- ----- 0.33
23.67 0.33 236.03 0.33 ----- ----- ----- 0.33 ----- ----- ----- ----- 0.33
23.75 0.33 236.03 0.33 ----- ----- ----- 0.33 ----- ----- ----- ----- 0.33
23.83 0.32 236.03 0.33 ----- ----- ----- 0.33 ----- ----- ----- ----- 0.33
23.92 0.32 236.03 0.33 ----- ----- ----- 0.32 ----- ----- ----- ----- 0.32
24.00 0.32 236.03 0.33 ----- ----- ----- 0.32 ----- ----- ----- ----- 0.32
24.08 0.29 236.03 0.32 ----- ----- ----- 0.32 ----- ----- ----- ----- 0.32
24.17 0.24 236.03 0.30 ----- ----- ----- 0.29 ----- ----- ----- ----- 0.29
24.25 0.16 236.02 0.25 ----- ----- ----- 0.25 ----- ----- ----- ----- 0.25
24.33 0.10 236.02 0.19 ----- ----- ----- 0.19 ----- ----- ----- ----- 0.19
24.42 0.05 236.01 0.14 ----- ----- ----- 0.13 ----- ----- ----- ----- 0.13
...End
__ _ _ _ _.
??t ,'s
J
STEWART ENGINEERING INC
1Vg DS/401 - `
S E P 2 2 200
September 16, 2003
Mr. Todd St. John
NCDENR
Dept. Of Water Quality
512 N. Salisbury St
Raleigh, NC 27604
RE:
Dear St. John,
910110, 0
Waterworks Development Stormwater Management
Plan Review Comments
Per our Phone conversation I am enclosing a new copy of the Extended Detention Basin
Worksheet for your review. As I stated during our conversation the pond was designed to be a
Extended Detention Basin. It has a 3' permanent water depth with the 2 planting zones. I
have included some of the calc sheets that were originally submitted with some highlighted
points. The planting chart will be developed for the 2 zones upon the approval of this project
with the City Council. The entire area around the pond will be heavily landscaped to
showcase the renovated Water Works building.
If you have any questions about this project, please let us know.
Sincerely,
Drew Baird, PE
Project Manager
Cc: Murray Gould, Waterworks 11, LLC
Don Tise, Tise Kiester Architects
PO Box 12054, Research Triangle Park, NC 27709. 1 Tel [phone] Fax [phone] www.stewart-eng.com
r-

Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan Klimek, P.E., Director
Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
August 28, 2003
DWQ # 03-1042
Wake County
CERTIFIED MAIL - RETURN RECEIPT REQUESTED
Waterworks II LLC
Attn: Murray Gould
Post Office Box 25457
Raleigh, NC 27611
Subject Property: Waterworks at 1813 Fayetteville Street, Raleigh, NC
Dear Mr. Gould:
On August 18, 2003 the Division of Water Quality (DWQ) was notified by receipt of your application regarding your plan to
fill wetlands or waters for the purpose of constructing a stormwater management pond in Wake County. Approval from
DWQ is required to disturb these areas. Please provide 7 copies of the following information and refer to the DWQ # listed
above in your reply. Please show these on maps of suitable scale (for instance 1" = 100 feet) so we can begin to determine
your projects' compliance with 15A NCAC 2H .0500.
The proposed stormwater management device appears to be closer to an extended wet detention basin as
opposed to a pocket wetland. It is recommended that you base the design on the one in Chapter 2 of the
NC DENR Stormwater Best Management Practices Manual, April 1999. Typical wetland designs
typically include more elaborate microtopography of which 90% should be 0 to 12 inches deep (see page
15, Figure 3) which allows for the cultivation of the various plant species. Cattails should not be planted,
as they will volunteer on their own. Also, it is recommended that you fill out the worksheet for extended
detention and pocket wetlands available at http://h2o.ehnr.state.nc.us/ncwetlands/Mitresto.html.
Please telephone Todd St. John at 919-733-9584 if you have any questions or would require copies of our rules or
procedural materials. This project will remain on hold as incomplete in accordance with 15A NCAC 2H .0505(c). The
processing time for this application will begin when this information is received. If we do not hear from you by writing or
by fax at [phone] within three (3) weeks we will assume you no longer want to pursue the project and will consider
it withdrawn.
Sincerely,
JRD/bs
R. Dorney
Water Quality Certifi ation Program
cc: Raleigh DWQ Regional Office V
Raleigh Corps of Engineers
Central Files
File Copy
Drew Baird, Stewart Engineering, 260 Town Hall Drive, Suite C, Mooresville, NC 27560
4TCA
N. C. Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
[phone] (phone), 919-733-6893 (fax), (http://h2o.enr.state.ne.t?s%ncwetlands)
Customer Service #: 1-877-623-6748
A
DWQ Project
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET) WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : Wc,?cc ?.?c?r?,s Q 1b13 S
Contact Person: Phone Number:
For projects with multiple basins, specify which basin this worksheet applies to:
Permanent Pool Elevation
Temporary Pool Elevation
Permanent Pool Surface Area
Drainage Area
Impervious Area
Forebay Surface Area
Marsh 0"-9" Surface Area
Marsh 9"-18" Surface Area
Micro Pool Surface Area
Temporary Pool Volume
A$(- ft.
r-.ox 5 crCRA < ft.
?Ao
425L sq. ft.
5.5 ac.
-Si ac.
AtS-A sq. ft.
13iN sq. ft.
12g(L sq. ft.
1650 sq. ft.
30 wocc. &'o,x cu, ft.
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
(water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(at permanent pool elevation approximately 15%)*
(at permanent pool elevation approximately 35%)*
(at permanent pool elevation approximately 35%)*
(at permanent pool elevation approximately 15%)*
(volume detained on top of the permanent pool)
SA/DA used o.`11 (surface area to drainage area ratio)*
Diameter of Orifice in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST ..o cc,??c `>I.CrZ ???? 6??"w?~ o^-+
aocS r-.oar- fC.c.?uifC 4.i?...a: accwa c7cw,r• ?cCCw\r.,"`S
??. Esc a
k" . V '-I"
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Applicants Initials
lplb The temporary pool controls runoff from the 1 inch rain.
73 The basin side slopes are no steeper than 3:1.
A planting plan for the marsh areas with plant species and densities is provided.
Vegetation above the permanent pool elevation is specified.
D An emergency drain is provided to drain the basin.
The temporary pool draws down in 2 to 5 days.
D? Sediment storage is provided in the permanent pool.
i>g A sediment disposal area is provided.
73i Access is provided for maintenance.
ddAlm - - - gg A site specific, signed and notarized operation and maintenance agreement is provided.
yl?? The drainage area (including any offsite area) is delineated on a site plan.
U 1% Access is provided for maintenance.
A4, Plan details for the wetland are provided.
V3 Plan details for the inlet and outlet are provided.
\-)V> A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
http://h2o.ehnr.state.nc.us/ncwetlands/oandm.doc).
* Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS - See pp. 19 and 20 of the NC DENR
Stormwater BMP Manual, April 1999. 10% open water, 50% high marsh, 40% low marsh.
C.J.11 ? 5?>IOr?`,?ca ?o G.?c, ari- 1??C?? ?.-??.. ?cans??c'^ Cc?.•.'p?c??cr.
s,Vc b4-. 10'+z, 0?-ZC4:cS,
'1J C.

NCDENR Extended Wet Detension Basin Design
S T E W A R T
ENGINEERING
Project Name: Water Works
Project # : H1008
Date : 10/30/2002
Operator : Drew Baird
Title : Extended Wetland Detention Pond
Site Information S q. ft Acres
Site Total Area: 239,580 5.50
Existing Conditions
Impervious Area: 64,948 1.49
Non Impervious Area: 174,632 4.01
Proposed Conditions
Total Impervious Area: 111,774 2.57
New Impervious Area: 46,826 1.07
Non Impervious Area: 127,806 2.93
% New Impervious: 20%
Permanent Water Quality Pool
SAMA T.M. 1 1
% Impervious Cover Permanent Pool De th
3' 4' 5 6' 7' 8' 9'
10% 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20% 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30% 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40% 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50% 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60% 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70% 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80% 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90% 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Permanent Water Quality ?....
Pond Depth: 3 ft.
Interpalation Equation: (B-A)/(C-A) _ (X a)/(c-a) where X = SA/DA
A = 20 a = 0.99
B=20 X= 0.97
C=30 c= 1.34
SA/DA 0.97
Required Surface Area: 0.0536 Ac.
Side Slopes: 4:1
Length: 85.0
Width: 28.1
2,334 Sq ft
Area Check
2,384 Sq ft
Approximate Volume: 4,387 Cu ft
at
w

NCDENR Wet Detension Basin Design

S T E W A R T
ENGINEERING
Project Name: Water Works
Project # : H1008
Date : 10/30/2002
Operator : Drew Baird
Title : Extended Wetland Detention Pond
Permanent Water Quality Pool
Rv = 0.05 + 0.009(1) 1 = 20%
Rv = 0.226 in/in
Volume = (Design Rainfall) (Rv) (Drainage Area)
Design Rainfall is 1 in
Vol= 0.104 Ac ft =_> 4,510 Cu ft
Approx. Total Pond Size
Wet Detention Pond
Forbay Size: 1,779Cu ft
Extended Wetland Det. Pond
Forbay Size: 350 Sq ft
0"to9": 817Sgft
9" to 18": 817 Sq ft
IF-36"& Micro Pool 350 Sq ft
8,897 Cu ft
Actual
482
1311
1296
1650

POND Stage Storage
Contour Area (ft) Incrementa Accum. Z (ft)
Elevation Volume Volume (S)
233 368` 0 0 0
234 944 656 656 1
235 2365 1655 2311 2 ?G?N?
236 4256 3311 5621 3
237 6535 5396 11017 4
238 7613 7074 18091 5
239 8747 8180 26271 6
240 9938 9343 35613 7
%
N
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R
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RfVER BUFFER '
I
\ EXISTING �1 \
�JQ
BRICK�1 OFFER
\ BLDG.
\ SSE
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f� 47.45 \
} s LOWER FLOOR
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PRIVATE
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40
- - ® ® ® BRICK
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�� - ---- FFE 248.9: i \
BRICK EXISTING 1
- %E 24' BLDG. CONCRETE
SLAB I
� o
EXISTING WATERWORKS BLDG.
x
LOADING DOCK
7"W
-:
137 7
1 �RA�Ei
j-
SCG II I0'W NEUSE
Ml c� < �� >> / RAVER BUFFER
C
5J ?M._.ilt�.�Cv�LbJil
1,
W �� NO3°56'15"W 397.92' - --
�\
13� NDCESSARYTO LTOSBRING TO
DELTA 3'33'26" R W -� 31d x EX. FENCE GRADE; RECOMPACT COURSE = S69'52'35"W i
CURVE TABLE
CURVE
LENGTH
RADIUS
C1
52.94
100.00
C2
43.72
100.00
C3
18.59
15.00
C4
26.98
18.26
C5
27.49
17,50
C6
26.70
17.00
C7
186.12
1277.24
C8
42.49
80.00
C9
139.69
1773.24
C10
10.51
1:_73.24
C11
27.87
1 273.24
C12
59.80
173.24
C13
45.87
1273.24
C14
10.69
37.00
C15
4.62
497.68
C16
1.38
497.68
C17
105.44
497.68
C18
1.54
497.68
C19
5.96
497.68
118 /2 East Main Street
Carrboro, NC 27510
Tel. [phone]
rti
O
U
U
J
STEWART
ENGINEERING INC
260 Town Hall Drive, Suite C Morrisville, NC 27560
Tel. [phone] Fax [phone]
02003: All doaments & caiculabons Including oompuler flies,
drawings, and spacMcaaon prepared by Stewart Engineering, Inc.
(SEI) are Instruments of professional service Intended for one•tlme
use. They are subject to copyright & dither properly right laws and
shall remain the pmpar y of SEI. They are not to be copied, modified,
or charged in any manner whatwever nor assgned to a thin! party
without pdor written permission of Stewart Engineering. Ina
These drawings have been commissioned
for this construction project and remain
the property of Tise K.iester Architects. No
reproduction or use is allowed without first
obtaining the Architect's written consent.
WATERWORKS
■ Job Number: C1017
■ Date: 04.14.03
■ Revisions:
07.30.03 Rev'd per C. 0. R.
Q CAR
SS
PR RL� q Ry
SVA. FOR' TR? ZZ
�
�. •••••o•••e �.
Aqv
L 1 �0
Geometry Plan
Sheet
GRAPHIC SCALE C=213
30 0 15 30 60 120
( IN FEET )
1 inch = 30 ft.
zi
LINE TABLE
LINE
LENGTH
BEARING
L162
00.00
NOT USED
L163
115.59
S85'46'04"W
L164
26.22
S85'46'04"W
L165
31.00
S85'46'04"W
-166
117.22
S08°35'30"E
L167
32.79
N86'02'04"E
L168
5.34
N86°02'04"E
L169
47.83
N86'02'04"E
L170
96.65
NO3°57'55"W
-171
35.76
N80°00'28"E
L172
195.21
NO3°57'56"W
L173
33.50
N86°02'04"E
L174
98.87
S03°57'55"E
L175
55.07
S86°02'05"W
-176
12.27
S86°02'05"W
L177
47.35
S86'02'05"W
L178
27.16
S23°43'24"W
L179
12.50
NO3°54'02"W
L180
20.46
NO3°54'02"W
-181
15.93
NO3°54'02"W
L182
42.83
N34°20'08"W
L183
1.69
N34"20'08"W
L184
3.61
N34°20'08"W
-185
31.35
N44°43'48"E
-186
39.73
S61'1 7'20"W
L187
177.70
N05°27'23"W
-1881
110.90
S71'51118"W
118 /2 East Main Street
Carrboro, NC 27510
Tel. [phone]
rti
O
U
U
J
STEWART
ENGINEERING INC
260 Town Hall Drive, Suite C Morrisville, NC 27560
Tel. [phone] Fax [phone]
02003: All doaments & caiculabons Including oompuler flies,
drawings, and spacMcaaon prepared by Stewart Engineering, Inc.
(SEI) are Instruments of professional service Intended for one•tlme
use. They are subject to copyright & dither properly right laws and
shall remain the pmpar y of SEI. They are not to be copied, modified,
or charged in any manner whatwever nor assgned to a thin! party
without pdor written permission of Stewart Engineering. Ina
These drawings have been commissioned
for this construction project and remain
the property of Tise K.iester Architects. No
reproduction or use is allowed without first
obtaining the Architect's written consent.
WATERWORKS
■ Job Number: C1017
■ Date: 04.14.03
■ Revisions:
07.30.03 Rev'd per C. 0. R.
Q CAR
SS
PR RL� q Ry
SVA. FOR' TR? ZZ
�
�. •••••o•••e �.
Aqv
L 1 �0
Geometry Plan
Sheet
GRAPHIC SCALE C=213
30 0 15 30 60 120
( IN FEET )
1 inch = 30 ft.
zi

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vUATER~U 1813 Fayetteville 118 ' 2 East Main Street
Carrboro, NC 27510
Tel. [phone]
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r ENGINEERING INC
Raleigh, NC 2 Drawing Index 280 Town Haa Drive, 8ulte C Mortisvllle, NC 27560
Te1.919.380.8750 Faz919.380.8752 ®7003: All dowmenb& alculatlav Includnp mmpukr Ales,
draWnge, eM eeetlMadan D~ePered by Sler,®rtErginaeMp, hm, (SEI) ere inewnema of profwabirelem~xe intended br ono-fime
uee. They ere eugad to roDNteM& aNer PmPedy rbht Mve end ehtl remoln the propertyoySEl. They en nM m he mpbd, modNkd, a durged M anymannerwheteceyer na awlpned b aMIM party
rdMOW Pda xrieen pemiadOn MS~+veR Erpineednp, Inc.
These drawings have been conunissioned
for this construction project and remain the property of Tise Kiester Architects. No
reproduction or use is allowed without first
obtaining the Architect's written consent.
COV Cover Sheet
- - C-0.0 Existing Conditions
t ~?.,f C-0.1 Existing Conditions
= i C-1.0 Demolition Plan 1813 Fayetteville Street
Raleigh, NC 27603
-1.1 Demoliti n PI n C o a
_ ` _
. ~ G2.0 Overall Site
r ~ i
G2.1 Site Pian
_ _ G22 Site Plan
VICINItt MAP
~E, C-2.3 Geometry Plan ¦ Job Number: C1017
¦ Date: 04.14.03
C-3.0 Utility Plan
¦ Revisions:
C-3.1 Utility Plan
07,30.03_ Revd per_C. U. R.
C-32 Water Plan and Profi C-4.0 Grading and Erosion
C-4.1 Grading and Erosion
C-42 Pond and Details Pla G5.0 Site Details
G5.1 Utility Details
C-52 Utility Details
G5.3 Erosion Control Detai
L-1.0 Planting Plan
' over he
L-1.1 Planting Plan and De A-3.1 Building Elevations et
Sheet
A-4.1 Building Elevations
E-1.9 Site Electrical Plan 'Ian of

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EASEMENT ,I ~ / LL . - ` ~ ~ ~'1.-~,,~. ~ ` t - ~ LOCATION OF NEUSE RIU <.; ~ 1 ' ~ ~ ~ ~ ~I 1 ~~6 4 0
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W w sf 1 ',,P / ~P 'h , ~ • I o ~ ' ¦ Date. 04.14.03
~ ~ ~ ~ ~ ,2 ~ ~ H- _ ~ ~ - ~ ~ EXI G
v~'` 1 ~ _ / ~ R~W ~ ~I ~ ~iA BRIq(
g MATCHLINE I ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ r ~ ~ i ~l ~ ~ ~ ~ ~ ~ ~ ~ BRI, ¦ Revisions:
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SITE DATA SUMMARY TABLE C o IPF -IRON PIN FOUND ~
tai GF ~ 0 NAIL SET ~ WATER WORKS-
NET AREA OF '~_OT 1 125565 S.E. 2.88 ACRES ~
NET AREA OF LOT 2 441628 S.F. 10.14 ACRES ~ UTILITY POLE o STREET ~ (FUTURES
NET AREA OF LOT 3 236447 S. F. 5.43 ACRES ~C ~ FIRE HYDRANT ~
NET AREA OF "WATER WORKS ST." 34882 S.F. 0.80 ACRES ~ NET AREA OF RAW DEDICAT30~N' ?aa7 S.F. QU ACRES ~ NO POINT SET
GROSS AREA 84590 S.F. 19.42 ACRES s ? EXIST. CONC. MONUMENT ~ o,
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VICINITY MAP
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Sheet
ALL EXI$TIP ALL EXISTING FEATURES SHOWN ARE BASED ON A SURVEY BY:
GRAPHIC SCALE
GERAGHTY&MILIER <o o zo +o eo t6a ~
801 C 801 Corporote Center Dr„ Suite. 300 Raleigh, NC 27607
T_I. !11 LI. Mn /O[A Annn r_.. nsn /oC1 CIAO _
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~ ~ ~ _ ; = E ~ i Carrboro, NC 27510
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~ ~ ~ EX I X E VAULT EX, HIMNEY & C ~ ~ ~ CC 3 ~ EX. VAULT ~ 1~ ,1 y ' 260 Town Hall Drive, Suite C Morrisville, NC 27580
OS ~ qY ~ ~ ~ N86'38'03"E- ~ ~ ~ ' ; 1 VAULT `~1 Te1.919.380.8750 Fax [phone] Z tP ! ~ ~ I, ®2003 Nl doamend8alalatlansinduding mmpderAlea
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" EX. CHIMNEY & ~ i ~ ~ ~ n i EX. VAULT EX, f,P~P INLET LOWER FLOOR l 1 Ss,r ~ These drawings have been commissioned ~ ~ for this construction project and remain
_ / ;`-EX. DROP INLET OP EL :'~3,gg FFE 25243 ~ _ _ 'TOP EL: 261,42 _ x I t ~ _ = ; ' ~ f ; the prop2ity of Tise Kiester Architects. No
- ~ - - _ - .----.._--c,~ 3 ~ ~ -tom-- - _ _ I EASE S - ~ ~ ! ' reproduction or use is allowed without fast
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rF DROP 'N~~t 4 ' , ~ CITY OF RALEIG 248.94 l~ EXISTING ~ ~ ~ ~z l BRICK ! T v, ~ ~ ~ ~ ~t ~
TOP EL. 2~ ~ , ~ TANK FOOTING r~ ~ ~ ; ~ EASEMENT o G ~E ING ~ ~ ~ ~ ~ ~ ~ ~ I . , BLDG. , C RETE ~ ~ I
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EX. DRCP ~.wL a _ ~ x ~ ~ TOF EL: 261.07 ~ ~ ~ ~ I ~ ~ ~ 0 ~ 1 t
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DELTA = 31'33'26" / ~ ~ ~ ~ ~ ~ ~ ~ EX. FENCE ~ rr ~ 3149 ~ x X 1r ~ r l
- ~ i / ~ / COURSE - S69'S2'35 CHORD = 220.53' ,y ~ ' ~ / ~ ~ ~ ~ ' --1-~ i ~I ~ t
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30.0 ~ } ~ / ' i ~ l.~
EX. CURB INLET w Q TOP EL 261.1? i x ~ ~ 1 w 1 / o~ ~ I ¦ Date: 04.14.03
~ EX. DROP INLET
~ ~ TOP EL 26109 / ~ I ~ ¦ Revisions: ~ ~ ~ I i 1 ~ , /
W ' 2 ~ ~ ~
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SITE DATA SUMMARY TABLE STREET ~ • IRON PIN SET o T
z (FUTURE, ~ o IPE -IRON PIN EOUND
NET AREA OF LOT 1 125565 S.F. 2:88 ACRES 0+ NAIL SET , o
NET AREA OF LOT 2 441628 S.F. 10.14 ACRES
NET AREA OF LOT 3 236447 S.P. 5.43 ACRES ,U~ UTILITY POLE = o
NET AREA OF "WATER WORKS S?.° 34882 S.F. 0.80 ACRES ~ FIRE HYDRANT , ~ BLUFF AVENUE o
NET AREA OF RAW DEDICATION 7447 S.F. 0:17 ACRES ~ NO POINT SET `
GROSS AREA 845969 S.F. 19.42 ACRES ? EXIST. CONC. MQNUMENT
-t GUY WIRE
VICINITY MAP
0 OHP OVERHEAD POWER ~ (NOT TO SCALE) Exlstin n I I Co d t on g s
U~ UGE UNDERGROUND ELECTRIC
Sheet
ALL EXISTIN ALL EXISTING FEATURES SHOWN ARE BASED ON A SURVEY BY:
GRAPHIC SCALE
GERAGHTY&MILLER ao o zo ao eo 1ao ~
801 801 Corporate Center Dr,, Suite. 300 Raleigh, NC 27607
Tel: ! Tel: [phone] Fax: [phone] ( IN FEET of
) 1 inch = 40 ft.

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G~ - WATER MANHOLE
3 ,oo of ~ :226,07
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15' CONSTRUCTION i~ ~ ~ 1 ~ SR, - Tel, 919.967.0158 ~ ~S6 `
EASEMENT ~'1.~-,~~Y, ~ ~ LOCATION OF NEUSE RIV ~ ~ _ 4 ~ o
SECONDARY RIPARIAN BUFF R J ~ ~
50' FROM CREEK ANK ~ ~ B ) I ~ 34 ~ ~ ~ , 3 `J~ • o
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~ ~ ~ STEWART ~ ~ w ~
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- ~ ~ _ /N SO 260 Tawn Hall Ddve, Sulfa C MorrlsNlle, NC 27580 t / I ~ Tel, 919.360.6750 Fax 919.38D.6752 ~
I j1! ~ ~ ` 02003: NI doamemaBalalmlonelMUdlnpcomputerfllea, ` ~ \ S tlrevAnpa, end e,roclEatla propafad bYStenaR ErgheMnp, Inc.
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I < Q. i acheiped in airy mennrNtahoaxrnorwlgned toe NlN party \ x11M1al plwwrMten pemeedan ofsroxaR Enplrroednp, Ina
1 I
~ ~ _ These drawings have been commissioned
for this construction project and remain
~ ~ I I J ~ t EX 'CI , R W-, ~ 2' ~ the property of Tise Kiester Architects. No l ~ ~ re roduction or use is allowed without first
l - ® 1 \ I ® p ; ~ obtaining the Architect's written cotlsent
'a I PROP05ED R/ ~ ~ ~ ~
I O
I t 5y ~ ExaST~G ~ jw ~I _ ~
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INV: 244.40 ~;~,n r- A _ ~ EX. N ~
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EX. HIGH / X..,16 _ METAL / g 7 t 1 0 ~ 0
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~ ~ _ . . ~ ~ ~ ® INV: 251.90 ~ ~ . i~ i ~ . ~ ~ TYP EXIS?ING R/W -6" GV `N n
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9 r-''"'~~ I 0 C i,, ~ i ~ d 1 s ~ ~o`' ~ ¦ Date: 0 4.1 0 3 / ~ ,2 '
s t XI TI © ~%o - B~iCK E S NG O
A I N - ~ M TCHL i ~ ~ 3 s , O O ~ BRICK / ¦ Revisions:
r~.~...~~~~~~~ ~ ~ Z ~ I
MATC ~ NE I , ~ ,I i ~ 0,30.0 Revd er C. 0. R.
w M~ w. 9 ? 0 A,~
1, CONTRACTOR SHALL NOTIFY THE UTILITY LOCATOR SERVICE (TELEPHONE
1-boa- - 1 E 922 09 A T 83 T A T RI l~ LE S 48 HOURS PRIOR TO BEGINNING CONSTRUCTION ELEC CAL OR GAS UTILITY SERVICES TO BE REMOVED SHALL BE REMOVED N
OR EXCAVATION TO HAVE EXISTING UTILITIES LOCATED. CONTRACTOR TO AND RELOCATED (AS NECESSARY) BY UTILITY PROVIDER. CONTACT ANY LOCAL UTILITIES THAT PROVIDE THEIR OWN INDEPENDENT tO REMOVE CURB AND GI CURB AND GUTTER AS SHOWN
LOCATOR SERVICES. REPORT ANY DISCREPANCIES TO THE ENGINEER. 2. DEMOLITION, AND SUBSEQUENT CONSTRUCTION OF STORM DRAINA F I ®SAWCUT EXISTING ASF EXISTING ASPHALT TO PROVIDE CLEAN EDGE
GE ACIL TIES SHALL BE PERFORMED IN SUCH A MANNER THAT THE OLD PIPE AND STRUCTURES ARE REMOVED AND 20 REMOVE ASPHALT ORI' ASPHALT DRIVE AREAS
2, PRIOR TO STARTING CONSTRUCTION, THE GENERAL CONTRACTOR SHALL NEW STRUCTURES AND PIPING ARE IMMEDIATELY PUT INT RVI 3 R HOLD A PRECONSTRUCTION CONFERENCE WITH TH ITY F I H 0 SE CE. CONTRACTOR SHALL O EMOVE CONCRETE CONCRETE
E C 0 RALE G ENSURE THAT STORM DRAINAGE DOES NOT REMAIN OUT OF RVI ENGINEERING DEPARTMENT AND ALL UTILITY SUBCONTRACTORS, SE CE FOR LONGER THAN ®REMOVE STORM DRAIN STORM DRAINAGE PIPE
12 HOURS AT A TIME, PROVISIONS SHALL BE MADE TO MAINTAIN STORM WATER DRAINAGE 5 REMOVE RAV RIV O G EL D E GRAVEL DRIVE AREAS
3. EXISTING UTILITIES AND STRUCTURES SHOWN, BOTH UNDERGROUND AND DURING CONSTRUCTION, 6 O ABANDON EXISTING R~ ABOVE, ARE BASED ON A FIELD SURVEY AND THE BEST AVAILABLE RECORD MANN I P J EXISTING RAW WATER LINES, VALVES AND
DRAWINGS, THE CONTRACTOR SHALL VERIFY FIELD CONDITIONS PRIOR TO 3. WHERE ASPHALT SECTION IS REMOVED, CONTRACTOR SHALL USE A AW OLES N LACE S CUT AT THE LIMITS :S IN PLACE
BEGINNING RELATED CONSTRUCTION. ANY DISCREPANCIES SHALL BE REPORTED OF DEMOLITION TO OBTAIN A C AN D O7 RELOCATE EX. F.H. A~ LE E GE E EX. F.H. AS SHOWN ON C-3.0 TO AVOID NEW DRIVEWAY
TO THE OwNER'S REPRESENTATIVE IMMEDIATELY, ®REMOVE/RELOCATE EX 'RELOCATE EXISTING ELECTRICAL SERVICE AND a1,,,,fl,,,,~~
POWER POLES. COOR 'OLES. COORD. W/ PROGRESS ENERGY AND/OR BELLSOUTH ~ CQR DEMOLITION LEGEND ~
4. EXISTING IMPROVEMENTS DAMAGED OR DESTROYED DURING CONSTRUCTION SHALL BE ~ REMOVE CHAIN LINK F REPLACED OR RESTORED TO THEIR ORIGINAL CONDITION, AND TO THE SATISFACTION 10 REMOVE EXISTING PLU~ CHAIN LINK FENCE SECTIONS AS INDICATED SS '••.'L
OF THE OWNER OF THE IMPROVEMENTS, 17 REMOVE EXISTING B I EXISTING PLUG IN 24 SAN. SEWER LINE f __Ti ~Q~ 9 ~ ;
O UL EXISTING BUILDING PER ARCH, PLANS -ASPHALT /CONCRETE TO BE REMOVED - , ;
REMOVE EXISTING TREI 5. THE CONTRACTOR MUST, AT ALL TIMES, KEEP THE PREMISES FREE FROM ACCUMULATIONS ~ XI TIN T E S G REES
REMOVE AND RELOCAI OF WASTE MATERIALS OR RUBBISH CAUSED BY HIM, HIS EMPLOYEES, OR HIS WORK, AND RELOCATE EXISTING 16 WATERLINE ~ ' FNGINk~~' ~ ` ' _ ~ -BUILDING TO BE REMOVED % ti
ALL DEBRIS SHALL BE REMOVED FROM THE PROJECT SITE ON A DAILY BASIS. i4 EXISTING EXHAUST CH SEE ARCH. PLANS EXHAUST CHIMNEY TO BE PAINTED AND RESTORED; ~ ~`~~Y~~~,; A qU R~,~~, H. PLANS ~ L~ a,,~
r' i~n,uu,
-GRAVEL TO BE REMOVED L_T~,_
- - -UTILITIES TO BE REMOVED
Demolition Plan
~IJ,3NOVN
Sheet
GRAPHIC SCALE
30 0 15 3D 60 120 ~
I I I I i
of
( IN FEET )
I inch = 30 ft.

1.6q:,~i y;,s,~;.tjii, eififiLl5~1?b
E i ~ EX. 16" DIP ~N! _ ~ / 1
~ ~ ~ _ INV: 2 4.40 _ - ~ ~ 1~ Y N
_ EX. 16° DIP 1A _ : W ~ ~ ~ ~ ~ v~~ ~ I ~ INV: 244.40 I~:~ ~ - I ~ ~ ~
1-~ X_ 16 / ~ ~ EX. HIGH ~ F ~ . _ ~ 6 I .,,,-..x. 1 i ~ p 6 I 11 ~ , 7 ; t
i< ~ METAL ~ - ~ (5~ -x I ~ 1 y---~'.._ ~ l ~ III,? x `Ex. ~ ~ 1 t> cP i
i OWER POLE -W~ 2' ~ ~ EX. 16" DIP ~-i ~ ' " EXIS'~ING R W, ~ _ ,X ~ a ,t, / !n NG R/W _ I 6 GV ~ 'I ~ r,
~ ~ 0 INV: 251.90 ~ ~ ~ - , TYP.I ~ INE t x ~ ~ ~,~~p1. L FENCE L r ~ I EXIS / 1 i
i- , v l i > ~ ~ / ~ , ~Q ti~ ~ ! I I ~ 4 N
~ ~ _ _ - ~9 ~ ~ r ~ ~ , ~ ~ ~ s I
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I INV: 255,44 x i / w i ~ ` 1 t ~
~ / ~ i i ~ ~ ~ , ~ i I ~L ,j n.~ -i ~ ~ PROPOSED I ,y ~ ~ _ ~r ~ li w R~W iii I i I ~ 1 ° I ~
/ ~ I 1 ~ ~ . to { 1
\ ~ ~ I ~O i ~ ~ I ~ ~ J !i ~ J • 1 i
~ A ~ ~ X' e P ~ r u ~ / F 118 2 East Maln Street
P k _ , 0 I I 11~ ~ 1 k ~ C. Carrboro, NC 27510 ~ ~ ~ ~ E~s~ 1
, , I ~ 'j ~ / v .~9 I~ Vy' i - I ~ 'I ryj o x_ ~ ~ A i N ~ + EXISTING ~ Tel. 919,967.015$ ~DiA ~ BRICK ~ R
1 a-- ~ w' i x ~:X',P~TtNGLR/W , j FI i v~ ~ -,r r 6 1 ~ BRICK - FF`L ~ BLDG _ R g
r ~ 2 „ 'I = .I ~ MATCHLINE ~ ~ ~ ~ ~ r~ ~ rr ~ ~L ~ ~ ~ ~ ~ ~X~ ~ ~ ~ r I u
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MAT NE C 9 ~ ~ ~ f ~ i, =1 i I 1 O ~ tP U W t ~ N p
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~ ' ~ , EX. VAULT i 0 ~ \ ~
F, , _I i EX. VAULT C ~ 14 5 ~ I 14 i ~ P F~ ` ~ I ~ 14 ~n ~ ~ ENGINEERING INC 1 ~n 1 ~
I N' rX. x (2 w EX. VAULT ~ EX. CHIMNEY & E.~ I zol~, r ~ 15 ~ ~ r Ct ~ 14 EX. VAULT , 1 260 Town Hall Drfue, Sulte C Mortlavllle, NC 27560 t 1 ~l 1 ~d. N T~. A1B.360.8750 Fax919.3~.8752
i CU ~IMD-2 0~ ~ q~.~ j ~t- ~ I ~ li, . ! 1 VAULT ~ 1 ~ 1 ®2003; aldaumatle6Ntliratlonelndudlny oampubrfiles, tlrewmpe, and apedhoetlan prepared by StewerlEnplneeAiq,Inc. 1, 1 ~ (SEp are lneeumeme atprebeelonel serdce lnteMad Mr onrtlme
N86°38'03"E- „ ~ r~ , ~~A ~ ; ; 1 1 - ~ ~ uee. They ere eubled toap>tiph16o01er prepedy riphl lewaend ~j tlullremeln the pmpenyofBEl.fieyare notta 6e mpied, modified,
40,82 i ~ I'~" ,I ' ~ 14 ~ ~ ~ ~ ~ - S81' 'X~ ~ ~ ~ ~ ~ _ EX. VAULT - ~ _ 4. 581'39 2a ~ ~ ~ ~ ~ ~ mdwn0edln anY mmnervfiehaewrrarewlgnetl to alhlN pedy 1 S5~ ~ I withautptlmw~IVen peim4tlon o19Enaan Enplneedny,Ina
GP - GRAVEL ~ I ~ _ - r ~y„ , , ~ ~ 9, I 47.45' J ~ ~
~EX. CONCRETE ~ AREA t ~ 1 ~ - j - - - ~ ~ EX. VAULT WALK ~z 5 r 1O SS ~ I „ ~ " , ' I These drawings have been comm2ssioned
~ , % ~ ~ ~ EX CHIMNEY & ' ~ EX. VAULT L EX. DROP INLET LOWER FLOOR ~ t5 N ~ - SS \ for this constriction project and remain )
I ; i EX. DROP INLET 14 - 1~ ~ TOP I L 253.98 FFE 252.43 ~ - z j,. - - TOP EL 261.42 ` 10 ~ ~ the property of 1 ise Kiester Architects, No ! _
j _ _ - ~ x / ~ ~ , ~ _ ~ ~ I ~ ASEt~ NT ~ reproduction or use is allowed without first E 5- ~ 9 ~ np ~d'~ ',f-; _ 1 N ~ obtaining the Architects w2itten consent. ~ -
o - - - _ ~ N - . - - __„I ~ i 5 ~ € - ~ ~ I I, _ SS -
E ~ -1 C,' ~ - - S20 59 ~ ~ , ~ ~ r € , ~ ~ S10'09'33"E
~ i~ I a , ; - - - - RAW 59.7~~ ~ I / i' ~ s ~ _ - -,.-.-.~:r," 9.58' /r ~ , 110'09'33"E LOWER FLOOR ~ g,5g' FFE 252.43 7 f ~ I
ABANDONED) _ 'Il ~ j. 63 ~~1 jE~l~ ~ ~ ~ ~;ceq~~,~pp. i LLI (n
^~bp„ _ -TES=;=_.:..~... ` I ' B~' 0 ~ I ~ ~ ~ / S~
w j ~ ~ ~ ' I EXISTING
S54 05'53~W ~ a FFE ~1~Z4:43 ~ . r...--G~---~ - - • ~ ._.x~ 49.22 ~ ~ ~ - - _ s 15 S' ~ ~ ~ BRICK ,S f ~ I,a I ~
e ® m 3 I I I~ 10 BLDG. `
~ j ~ ~ ~ „9~~, rw:~--=s--- ® ® NEW STO. FACILIT i~ ~ ,i ~ FE 4 4 E28.9 EW STO. FACILITY w EXISTING ~ ~ I FFE 248.94 I ~
~DROP INLE~ 'i j~. ~ - CITY OF RALEIGH ~z BRICK ~ I o ~ EXISTING ~
~ ~ roP EL: 2 1. ~ T ~ I ~I ~ ~ ~ ' ~ TANK FOOTING r I ,r ~ ~ I I ;n~ ~ I ~ - , ~ EASEMENT 15. I~ BLDG. CONCRETE ~
1 - . ~1 ~ I x SLAB ~ ~ w f I ~ I
o - 60' STRUCTURE ' ~ ' ' ' ~ EXISTING WATERWORKS BLDG. FooTIN~ EASEMENT 1T ~ ! ~ 3
x d I W ~ ~ . 15 584'02'07°W '
a , .1 j _..--t, ~ t j I ~ 137.75' ~ ~ f ~
2 t ~ ~ . A ~ ~ ~ ~ i, GRA4EL x 50'W NEUSE ~ 15
, ~ { ~ ~ ~ I ~ ~ ~ ~ I
x ~ I EI(. DROP iNl l , ~ ~ r 'ti ~ RIVER 6UFFER I
i4P EL: ?61.197 , . i ,i ~ ~ 1 - r ~ t
EX. F. H. ~ ' ~ I ~ z
_ _ ~ , D"W 397.92 ~6 / ~ i ~ n9, ~
~ ,1 l~ ' ~ ~ f , /r
? ~ ~ ~ ~ ~ p ,~r ~ ~ EX. FENCE -
R = 405.50, 6 i - DELTA - 31'33 26 ~ ~ 3 d3 ~ . - x x ~ i ~ 1
COURSE S69°52'35"W~ ~1 % ~ ~ _ - I 1 / .
CNORD = 220.53' ~ ~ ~ ~ I
/ j % x ~ ! , 1~ -f=- 30,0 (n . ~ ¦ Job Number: C1017
~ Y
z 30.0 Its ~ ¦ Date: 04.14.03
EX. CURB INLET ~ Q
TOP EL: 261.17 x
,c EX. DROP INLET k ¦ Revlslons: I
TOP EL: 261.09 1 I
W ' ' I D7.30,03 Revd er G. 0, R.
y ~ ~ i ~ W I j 1
i l
I k I i
I ~
l I
NE
1, CONTRACTOR SHALL NOTIFY THE UTILITY LOCATOR SERVICE (TELEPHONE
1-800-922-0983) AT LEAST 48 HOURS PRIOR TO BEGINNING CONSTRUCTION 1, ELECTRICAL OR GAS UTILITY SERVICES TO BE REMOVED SHALL BE REMOVED
OR EXCAVATION TO HAVE EXISTING UTILITIES LOCATED. CONTRACTOR TO AND RELOCATED (AS NECESSARY) BY UTILITY PROVIDER. DEM T N LI I T N KEY LI I
CONTACT ANY LOCAL UTILITIES THAT PROVIDE THEIR OWN INDEPENDENT
LOCATOR SERVICES. REPORT ANY DISCREPANCIES TO THE ENGINEER. 2. DEMOLITION, AND SUBSEQUENT CONSTRUCTION OF STORM DRAINAGE FACILITIES SHALL BE 1o REMOVE CURB AND C PERFORMED IN SUCH A MANNER THAT THE OLD PIPE AND STRUCTURES ARE REMOVED AND A AW T I TIN A CURB AND GUTTER AS SHOWN
PRI R T T TIN TH N RAL CONTRACTOR SHALL 1Q S CU EX S G S 2, 0 0 STARTING CONS RUC 0 E GE E NEW STRUCTURES AND PIPING ARE IMMEDIATELY PUT INTO SERVICE. CONTRACTOR SHALL 2 REMOVE ASPHALT DR EXISTING ASPHALT TO PROVIDE CLEAN EDGE
HOLD A PRECONSTRUCTION CONFERENCE WITH THE CITY OF RALEIGH O ASPHALT DRIVE AREAS tl u tl I I u,,~Y~~'
ITY NTRA TORS. ENSURE THAT STORM DRAINAGE DOES NOT REMAIN OUT OF SERVICE FOR LONGER THAN ENGINEERING DEPARTMENT AND ALL UTIL SUBCO C 12 HOURS AT A TIME, PROVISIONS SHALL BE MADE TO MAINTAIN STORM WATER DRAINAGE O REMOVE CONCRETE CONCRETE CqR DEMOLITION LEGEND
DURING CONSTRUCTION, ®REMOVE STORM DRAII 3, EXISTING UTILITIES AND STRUCTURES SHOWN, BOTH UNDERGROUND AND STORM DRAINAGE PIPE ~ p~',.e yg ~ ;
ABOVE ARE BASED ON A FIELD SURVEY AND THE BEST AVAILABLE RECORD O REMOVE GRAVEL DRI1 ' 3, WHERE ASPHALT SECTION IS REMOVED, CONTRACTOR SHALL USE A SAWCUT AT THE LIMITS GRAVEL DRIVE AREAS ;QV~ 9 ~ - - A PHALT CON R T T R M VED S CEE OBE E 0
DRAWINGS. THE CONTRACTOR SHALL VERIFY FIELD CONDITIONS PRIOR TO ©ABANDON EXISTING R BEGINNING RELATED CONSTRUCTION. ANY DISCREPANCIES SHALL BE REPORTED OF DEMOLITION TO OBTAIN A CLEAN EDGE. MANHOLES IN PLACE V A ~N EXISTING RAW WATER LINES, VAL ES ND ~ , ES IN PLACE
TO THE OWNER'S REPRESENTATIVE IMMEDIATELY. ~ RELOCATE EX, F.H. A 1•E EX, F.H, AS SHOWN ON C-3,0 TO AVOID NEW DRIVEWAY - p e,FN
© REMOVE/RELOCATE E - UI DING TO BE REM V •o,°GiNti~,,o /RELOCATE EXISTING ELECTRICAL SERVICE AND B L 0 ED A .,,,,,e
4, EXISTING IMPROVEMENTS DAMAGED OR DESTROYED DURING CONSTRUCTION SHALL BE POWER POLES. COOP POLES. COORD, W PROGRESS ENERGY AND OR BELLSOUTH - ~''~Yq~l L~R,~~`~ /
REPLACED OR RESTORED TO THEIR ORIGINAL CONDITION, AND TO THE SATISFACTION ~ REMOVE CHAIN LINK yY~yunn,tlr CHAIN LINK FENCE SECTIONS AS INDICATED ~ --1
OF THE OWNER OF THE IMPROVEMENTS. ip REMOVE EXISTING PLl EXISTING PLUG IN 24" SAN, SEWER LINE I -GRAVEL TO BE REMOVED
11 REMOVE EXISTING BUI 5, THE CONTRACTOR MUST, AT ALL TIMES, KEEP THE PREMISES FREE FROM ACCUMULATIONS EXISTING BUILDING PER ARCH, PLANS
OF WASTE MATERIALS OR RUBBISH CAUSED BY HIM, HIS EMPLOYEES, OR HIS WORK. 12 REMOVE EXISTING TRf EXISTING TREES -UTILITIES TO BE REMOVED
ALL DEBRIS SHALL BE REMOVED FROM THE PROJECT SITE ON A DAILY BASIS. 13 REMOVE AND RELOCA TRIN AND RELOCATE EXISTING 16 WA E L E
14 EXISTING EXHAUST CI EXHAUST CHIMNEY TO BE PAINTED AND RESTORED;
SEE ARCH, PLANS ~H, PLANS
15 DEMOLISH AND REMO In emo ition a .H AND REMOVE EXIST, SAN. SEWER MANHOLES AND ASSOC. ~t,t~NSVw
PIPING ALONG SOUTH 4LONG SOUTH WALL OF BUILDING
Sheet
GRAPHIC SCALE
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I I I I I I
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( IN FEET )
1 inch = 30 ft.

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•

~

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~ ~o ~ 118 'z East Main Street
\ ,aoo , \ • ~ Carrboro, NC 27510
\ ~ o ,Z6. Tel. [phone]
M ll ~ ~ i~ Y ~
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~ / S ~ ,~s~oo \ ~ ~ o
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15' CON5IRUCTION ?,0 \ E •~~,.M /w FT
\ EASEMENT LOCATION OF NEUSE Po R \ ~ Fa1N a ~ .,r~ors STEWART ~ ~ W,~'n
\ SECONDARY RIPARIAN BUF R (50' FROM CREEK BANK} ENGINEERING INC ,~o
\ 34S , t5' \ ~4 289 Town HeN Drive, Sulte C MorrlavNe, NC 27560 ~ Te1.819.380.8750 Faz919.380.8752
\ \ O C ®l003: a1deanenb6aldiaEmelxludip wnipubrRlee, "^a.,„ fs dnrMrge.eM eparHm~aoe McParod by Stewart Engmeadrq,lm.
\ ~~~..„L9Np (SEQ en lneWmemsdprvhatlonel seMalnbrmaoMoiro•tlme (rD uee, iheyn euOpCbagdphl6 aMerproperly yght lard eM
\ I \ \ 5,5. , Lj ehdl ianlnUie gopry dBEI, Theyare ndb 6e copied. madiFd4 orcheiged in airy mrrerxMeuoewrnar aesiprodb a Mid WM1Y „ Wdputpla wdAen Dendekn dSbvdd Ergmeedng, Ina
\ ~ 174j» ~S~w s W .~`4
\ ~ M BUFF ~ ~ These drawings have been commissioned
\ 2 fR / for this construction project and remain
\ ~ - i~ FAYETTEVILLE ST, WIDENING ; . ~ ~ the property of Tise Kiester Architects. No
\ DESIGN AND CONSTRUCTION BY Q W , re roduchion or use is allowed without first P ' • ! obtaining the Architect's written consent.
\ CITY OF RALEIGH 3 ' TROL POINT
\ o \ ~ I N BAR SET ~`.-..r, " _ ~ Y 730568.0
X 210652 2
^A' \ i E = 233.9 ~
~ 11 ' ~ S26'C'9'S2°W
S. ~ 1~ \ F,X~S i ~ ~ 68.82 (TIE LINE)
\ i'" ~eg~ /
; \ t NEW PROPER. JNE ~ i % ~ i
~ \ ~ ~ J f~ , ,
/ .s _..r~ Fes,
ffEa 'J .r \ av R F AY ~ E w V/))
1 k SEE USE l 'w NE Z so 3.3 ~ E 28 ST
0 R UffE ~ RIVER 8
\ o ~ / ~C 6 I ~
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~ UffER ~-~`S B r'~ \ ~ESYARO r ~ ~ t5yl 5 / ~ ~I I i
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` / I it I ~ { i , I ; m I ~ i ; _ I I ;
- ~ I ~l - Z1 ~ ~y56
E ~ - EXISTING NE ' ' BRIGK FER ¦ Job Number: C1017
k r k ~ vE.R B~F I
i ~ s~ 1, ~ ~ I i ~ i I ~ I J Y/ ~ I I I j } I ~ , I I
,~I N~ 1 j 1 ~ ~ ~ ~ ~pOHeS ~ I ! ¦Date: 04.14.03 ~ ~~~HV~
I ~ I I ~ SpC%°S { I I ` ~ ooe5 ZONING; - rw N~ y0 rcR
~ ~ ~ l ~ ~ 5P IND-2 l~ sp::ces I '~"ie' a B~~ REVISI011S: I l i l ~v`<. ¦
A~ ~ t~ 5}~.C1CL'S i 1 ~ ~ ~ I i ~ i I 1 ~ j . D i I i I I I '
'CcK ~ t, A`~~ ~ l < ~ 1 ~ ~ ~ ~ ~ ~ ~ ZONING: 0 't ` ~ , { 1 ~ i I s ~ ~ ~ ~ ~ ~ , ~ i i ~ ~ D ~ 07.30.03 Revd per C. 0. R.
UD IND-2 ~ ~ i I ~ l ~ I I k N '38 03 E ~ ~ ~ ~ j I
tiF. _ ~ ~ ~ I~
G1. . . : ~ _ a _ S81'39'20"W 1 47.45' ' ~1
~'a. ~ t , . \ - - _ ' ~ ~ U)
• ~ LOWER FLOOR S I I tQ t J• • i \ 4, Z p - FFE 252.4.. C) W.~
_ _ -._I~ x - / ;
_ _ \ ~ _ ~ - . s_ EWER EASE?'E ` _ 5 -
~ ~ 520'S9'06'W 'i'~ t ~ 1 n • ~ ~ - m i _ _ - - ~ ~ i III I ~ _ - r _ ~ 59.74 i i , i I - - -_~_.-...=:G- _ _ t:~?- 510'09' - - _ 510'09'33"E LOWER FLOOR ~ 1~~~ % ~
I~s- - 9 5E 9.58' FFE 252.43 ~ ~
~ 'A . ~ „ ~ ~ ~ UPPER FL66R - v-__.......--.~---- ~ • / . w~-
S54'0553"W , , ~ ~ ` ~ EFE_ 26a:a<J ` _ , - _ :.:_c'3-.-..-...•~-- ~ • • • 49.22' "~t• ~ ~ _ _ • - _ --_~r~~ • ASPI+aL EXISTING
• • _ . _ • ~ BRICK
~ NEw 5T ~ _ FFE e NEW 570. FACILITY BLDG. FFE 248.94 ~ E%ISTING I
\ \ a i BRICK EXISTING I
\ ~ i. i • BLDG. CONCRETE w ,~~~luuu(„~
r ~ ..r l C~ ~ o. ~ ~i `s EXISTING WATERWORKS BLDG. SLAB w,v
~o. ~ , , o ~ : , , ~ I I L- e.•.eee.. `~A, i LOADING DOCK' I ~ ~p• •e• i
~ ~ - ~ 137.1- I 1 ~ 3 ••Q~ ~q ~ 9 - Q ~ SQ l
,EAV~EL 1 / 50~w NEUSE ~ ~ • I ; O
~ x s ~ Ey.~ ;1~01~eFOR TRij~ ~
~ ~ t . ~ - - ~ RIVER BUFFER LL ~ F
d~ ~ 1 1 ~ ND3'S6'15~W 397.92'
1 m l t.0 r„.„..„ ADp GRAVEL AS
~ N a . +osso ~ . e w - N r> w DELTA = 31'33 26 ~ R ~ EX FENCE ~ NECESSARY TO BRING TO
~ ~ ~ ~ COURSE = 569'5735'W o> ° I I x CHORD = 220.53' ~ ~ _ ~ o X X GRADE; RECOtiPACT
~ II w 11 V
H !r tz ~'I' 1 X II ~ ~ O I
W O S Y ~o~v ~ i z 0'
i a II
II ~ ver ' a it I n ~ ea
--~vl D~~~ND~~ Sheet
¦•r-
SEE SHEETS C-2.1 TO C-2. TO C-2,3 FOR SITE DATA,
PARKING DATA, DIMENSIONIN
v1ENSI0NING AND GEOMETRY. GRAPHIC SCALE
40 0 20 40 80 160
of
( IN FEET )
1 inch = 40 ft.

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ARD g ~ UFF ~ ZQ ,
fR '~~9 ~ 1 1 ~
1 b~ \ c) ~ 118 z East Main Street
1 15 CONSTRUC110N R Carrboro, NC 27510 /W
EASEMENT ~ , Tel, 919.967.0158 p9
LOCATION OF NEUSE RIV ® ~ , /NT 0 . ~'D 7S
I SECONDARY RIPARIAN BUFF R (50' FROM CREEK BANK ~ Gqy~
\ ~ 3 4,~ , 15 14
o
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\ ~ ~
S~Sa ~
~S'W 1~4 STEWART ~s~ ~ W W grR ENGINEERING INC
EE 1'ygR 280 Town Hell DPNe, Suite C Mortlavllle NC 27580 oe M
\ \ ~ OF / Te1.819.380.875D Fax819.3~.8752 e~
W ~ f \ ~ / tl20an;N8A000meMa6nbukamalMWhg canPNerAbe, f ~ ~ 9a. apeciflcatlan pleDeree ny3tewart Englnaennp, Vc. I "r ~ (SEIl are lretrunems atpmPoSabnelaerrkaintentletl bronatlme
W i,.;, \ I ~ t uae. They are suh~edbmpplphlaMhapropatey riphtkwseM ~ shellrertieh the pmpertyofBEl. They ere mtbbe mpied, modified adargad in nnymmrlax7w6oerarroraeeigned laalhiM perry
\ Q W ~ ; ~ ~ l Wlhoutprlorualt0en pertnlaelon of3tewert Enpineetlng,Inc.
\ ~ ~
\ o © These drawings have been commissioned
\ \ ~ J ' = for this construction ro ect and remain / the roe of Tise Kie t r Ar ' ~ ' - ~ s e ctutects. No _ / i P P MY
- ~ reproduction or use As allowed without first
o o. ~ ~ ~ ~ obtaining the Architect's written consent, ~
\ ~ ~
1 ~ o ° 1 A~
5 ~S J--`
< ~ ~
~ ~ ~ Ce i'~ ~
NEW PROPERTY LINE ~ ~
~ \ ~ _
M / i -
iD F / R
OFFER ~ i y....... _ - W
RO ~ R e- 0'W NEUSE ' ,3~
1 / s w ,r. 5 5 283 UFFER
1 RIVER B
5p] l . r ~ ! 1
:
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2C d-; ~ - 6 ~ i r ` ~ ~
~ ~ / ~ / Y ARO g 1
~ OFFER EEC ? F
5,w STR 1 1 I < t ~ E i ~
L ~ ~ 1
Q
i z. < 4 / I I ~ . i fit,
1 gE 1 E . `Y:
~ - ~ PROPOS R/
~ ~ 10 i r. , ~ i t
~ Ms's ' y'~ ;<F. ¦ Job Number; C1017
\ / h k I I I ~ ~ e
J / a ~ 3E I I i,~ - ¦ Date: 04.14.03
i i ' ~ 1F ~ ~ ® f______- 1F EXISTING
`r 1- 1 A ~ . ~ ? E 1A
~ ~ , ~ rr --T-~--~--~ ~ BRICK ¦ REVisions: I
~ , L I _ - ~ ~ r ,
! >r ~ ~ ~ ;.r-.~ 2 i ~ ~ ? I* t ~ a D7.30.03 Revd er C. 0. R.
GENERAL SITE NOTES SIGNAGE, STRIl'ING, AND M[A,RKING NOZ~S r
SITE CONSTRUCTION KEY 1, ALL DIMENSIONS ARE IN RADII, TO OUTSIDE FACE OF BUILDING, 1, A I NA LL S G GE SHALL CONFORM TO STATE DOT STANDARDS. SIGNAGE SEE SID WA K N
AND/OR TO BACK OF CURB UNLESS NOTED OTHERWISE. SHALL BE INSTALLED Y E L OTES FOR SPECIFICATIONS B CONTRACTOR. CATIONS OWNER: WAT RW E ORKS II LLC
AND CONSTRUCTION MEANS AND METHODS 2, ALL CONSTRUCTION TO BE IN ACCORDANCE WITH PLANS AND IETHODS P,O. BOX 25457
SPECIFICATIONS APPROVED BY THE CITY OF RA I H, 2~ ALL LOT STRIPING AND DIRECTIONAL ARROWS SHALL BE WHITE D1 CONSTRUCT 5' WIDE CONCRETE WALK LEG REFLECTIVE PAINT AND SHALL CONFORM T TAT T 4LK RALEIGH, NC 27611-5457
0 S E DO STANDARDS AND to CONSTRUCT CONCRETE WALK 3, ALL CONSTRUCTION TO BE IN ACCORDANCE WITH PERMITS SPECIFICATIONS. 5EE AR H P A
C L N5 FOR DIMENSIONS AND SPEC ISSUED AND APPLICABLE STATE, COUNTY AND LOCAL CODES. )NS AN p SITE ADDRESS: 1813 FAYETTEVILLE STREET UTILITY INSTALLATIONS AND OTHER PUBLIC FACILITIES, D S ECIFICATIONS INCLUDING SIDEWALKS AND HANDICAP RAMPS AR T E 0
3. HANDICAP SYMBOLS SHOWN IN THESE PLANS ARE FOR LOCATfON AND 1B CONCRETE DUMPSTER PAD 4, CONTRACTOR SHALL REPLACE/RESTORE EXISTING IMPROVEMENTS INFORMATIONAL PURPOSES ONLY. SEE DETAIL SHEET FOR ACTUAL 1C INSTALL STEPS; SEE ARCH. EX. BAIN PLANT SITE VACANT TRACT BE CONSTRUCTED ON ALL STREETS AS P IFI Y S EC ED B
DAMAGED DURING CONSTRUCTION TO THEIR ORIGINAL CONDITION AND TO CONSTRUCTION MEANS, METHODS, AND MARKINGS. 1 CONSTR T W PIN 1703602957 PIN ~ 1703615154 CITY CODE, THESE FACILITIES HAVE BEEN APPROVED ACREAGE: 2.88 Ac. ACREAGE: 2.62 Ac, BY THE CITY OF RALEIGH AND SHALL BE SO INSTALLED
© UC 6 IDE CONCRETE SIDEWALK THE SATISFACTION OF THE OWNER OF THE IMPROVEMENTS. )EWALK ZONING: IND-2 UNLESS A CHANG I
4, ALL TRAFFIC CONTROL 0 VI lE CONSTRUCT RETAINING WALL; SEE ARCH, 5. COMPACTION OF THE SOIL UNDER PAVED AREAS AND BUILDING AND E CES, PAVEMENT MARKINGS, SIGNS, AND , AR H ZONING: IND-2 E S AUTHORIZED BY WRITTEN C ' NOTE: NE CORNER OF DEED BOOK 09038 APPROVAL. PUBLIC SANITARY SEWER EASEMENTS ARE
SIGNALS SHALL BE DESIGNED, INSTALLED AND MAINTAINED IN 1F CONSTRUCT 18 WIDE CONCRETE SIDEWALK THE MAINTENANCE OF PROPER MOISTURE CONTENT SHALL BE SO AS TO CONFORMANCE WITH THE STANDAR " '~IDEWALK PROPERTY ZONED CUD TO BE RECORDED PRIOR TO FINAL ACCEPTANCE. DEED PAGE 2666
ACHIEVE 95 DENSITY. DS SET FORTH IN THE MANUAL ON iG INSTALL 6 THICK CONCRETE PAD, 3000 PSI, W, UNIFORM TRAFFIC CONTROL DEVICES. ®12" EACH DIRECTI N• TI 3000 PSI, W/ ~4rs IND-2 (CASE~Z-74-99)
O E EVERY OTHER JOIN1 6, THE CONTRACTOR SHALL OBTAIN AND PAY FOR ALL INSPECTIONS, 1H INSTALL 10" COMPACTED RA OTHER JOINT ZONING DISTRICT SIGNATURES; `~~,A""""~+,,,
T FI ? G VEL CER I CATIONS, EQUIPMENT, ETC. THAT MAY BE REQUIRED, OVERLAY-SHOD-2 CAR DEED BOOK 09038
CONCRETE AND SIDEWALK NOTES 1J CONSTRUCT BRICK AND BLOCK DUMPSTER 7, THE CONTRACTOR SHALL NOTE THAT THE DRAWINGS ARE ENCLOSURE PER DETAIL ON SHT, C2.2 ENGINEERING ~ 0~e• ••e , MPSTER F6SSlp ;ti ; DEED PAGE 2666 o N ;9 ,
SCHEMATIC IN NATURE AND DO NOT SHOW EVERY OFFSET, 1, CONTRACTOR SHALL REFERENCE THE ARCHITECTURAL PLANS F R 2? 24" CONCRETE CURB AND GUTTER C2.2 a'Q~ 9 S PUBLIC UTILITIE S
0 TRANSITION, FITTING, ETC. THAT MAY BE REQUIRED FORA DIMENSIONS, JOINTS AND INLAY SPECIFICATIONS. PROVIDE CONSTRUCTION A " EXISTING GAIN BUILDING GROSS SO. FOOTAGE; 61,210 S.F. , BLDG. USE -OFFICE/WAREHOUSE OFFICE 17,016 S.F. I~p'I~,FOR Rtl~ ~
COMPLETE AND WORKING SYSTEM. ® 30 CONCRETE CURB AND GUTTER JOINTS IN WALKWAYS EVERY 10' (MAXIMUM), OR AS INDICATED IN ®INSTALL 24" TO 30" CUR AN TT WHSE 22 1 TRANSPORTATION ; F ~ ;
ARCHITECTURAL PLAN SHEETS. B D GU ER TRANSI 8, SEE ARCHITECTURAL PLANS FOR DETAILS OF BUILDINGS AND INSTALL H,C. RAMP UTTER TRANSITION ,92 S.F, ;~{-'•.•NGINE~,.•' RESTAURANT 6,000 S.F, ,p
I IN BU LD G DIMENSIONS. 2. CONCRETE PADS AND WALKWAYS; UNLESS OTHERWISE NOTED, ARE ®TRANSITION TO FLUSH CURB CONSERVATION ENGINEER q(/ R~'~~`~ l LO EX. BLDG HEIGHT 49,5 FT (4 STORIES) tltfit
9, THE ENGINEER AND/OR OWNER DISCLAIM ANY ROLE IN THE 3000 PSI, OF 4" THICKNESS WITH 12"x12" w1.9 x w1,9 WELDED WIRE ®E TURN DOWN 51DEWALK
CONSTRUCTION MEANS AND METHODS ASSOCIATED WITH THE FABRIC THROUGHOUT. 3? INSTALL LIGHT DUTY PAVEMENT EXIST. FLOOR AREA RATIO; 49% PROP, TOTAL FLOOR AREA RATIO: 49%
PROJECT AS SET FORTH IN THESE PLANS. „ ®INSTALL HEAVY DUTY PAVEMENT EX. BUILDING FOOTPRINT; 43,119 S.F.
10. CONTRACTOR SHALL MAINTAIN AN AS BUILT SET OF DRAWINGS TO A P BUILDING LOT COVERAGE: 43,119 S,F, / 123„671 S, F, = 34,8%
RECORD THE EXACT LOCATION OF ALL PIPING PRIOR TO CONCEALMENT. ® SHALT PAVEMENT REPAIR DRAWINGS SHALL BE GIVEN TO THE ENGINEER UPON COMPLETION OF THE ®INSTALL CONC, PAVEMENT EXISTING IMPERVIOUS SURFACE AREA ;110,800 S.F. / 123,671 = 89% ~IJ,3N~VN
PROJECT WITH A COPY OF THE TRANSMITTAL LETTER TO THE OWNER. ® FUTURE DRIVEWAY CONNECTION TO WATERWORKS PROPOSED IMPERVIOUS SURFACE AREA :103,272 S. F. 123 671 = % I WATERWORKS STREET / 830
11. IF DEPARTURES FROM THE SPECIFICATIONS OR DRAWINGS ARE ® INSTALL VAN ACCESSIBLE H.C. SIGN
DEEMED NECESSARY BY THE CONTRACTOR DETAILS OF SUCH SHADING LEGEND ® INSTALL H.C. SIGN , N iP t I e an
DEPARTURES AND REASONS THEREOF SHALL BE SUBMITTED TO THE ® INSTALL CONCRETE WHEELSTOPS PARKING REQUIRED: 139 Sheet
OWNER FOR REVIEW. NO DEPARTURES FROM THE CONTRACT DOCUMENTS _ 5? SEE ARCH, PLANS FOR THIS AREA PARKING PROVIDED: 139 GRAPHIC SCALE
SHALL BE MADE WITHOUT THE WRITTEN PERMISSION OF THE OWNER, CONCRETE/CONCRETE SIDEWALKS „ 5® PAINT 4 WIDE STRIPING HANDICAP SPACES REQUIRED: 5 w o is ao
® PAINT 4" WIDE STRIPING AT 45' ANGLE ~ ~zo dGLE HANDICAP SPACES PROVIDED: 5
- LIGHT DUTY ASPHALT ® INSTALL CHAIN LINK FENCE OFFICE (1 SPACE/300 S,F.)17,016 S.F,/300 = 57 REO~D. SPACES ~
15 r.inT i icrn IeIADCLIl~I ICC 11 [^nnnr /n rssn, n..rrn . ~
~i ivvi ww vvHnCnVV,I'C k i 3rnt,L/L tMrLVTtCJ t I IKUUK = Z HLQ D. SPACES 1.4w ~m ( IN RESTAURANT (1 SPACE/4 SEATS) 320 SEATS/4 = 80 REQ'D, SPACES FEET )
- HEAVY DUTY ASPHALT ©E NOT USED 1 inch ch = 30 ft.
® PAINT DIRECTIONAL ARROWS of
® FOR POND AND PLAN DETAIL; SEE C-4,2 C-4,2

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„ ~ ~ z ~ o _ - ~ - Z - \ Z v ® ' - - _ ~;g ~ i I - - ~ the property o! Tise Kiester Architects. No - EASE~E reproduction or use is allowed without first
_ Sasn - t ~ ! 0~. - RNAZE SEWER . . ~ - . _ I ~
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49.22 ~ ~ ~ ~ ~ . .._r ----"~j_ i BRICK
x \ ® ® NEW STO. FACILITY 11E STO. FACILITY BLDG. '
_ _ _ FFE 248.94 j EXISTING E 248.94 f i ~ BRICK
~ ~ CITY OF RALEIGH ~ TANK FOOTING I EXISTING
_ _ - . - EASEMENT - - - _ BLDG. CONCRETE
RE 1 SLAB i I
x a _ EXISTING WATERW RK EASEMENT 0 S BLDG TING ~ Foo I
_ LOADING DOCK _ S8 . ' 7"W ;
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R = 405.50' S ~ ~ ~ ~ W ~ ~ DELTA = 31'33'26" R ~ ~ i ~ / ' EX. FENCE NECESSARY TO BRING TO
~ ~ COURSE = 569'52'35"W ~ ~ ~ / ~ ; % j j~ ~ . ' 31 ~ x GRADE; RECOMPACT ~ x /y
CHORD - 220.53' ~ ____L ---L
~
I ~ ~ ~ k ¦ Job Number C1017
1 ---L ~ ~ ~
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I 1 ¦ Date: 04.14.03
I ~ ~ ~ 1
~1 ' ¦ REVISIOnS:
~ 1
0730.03 Revd per C, 0. R.
GENERAL SITE NOTES SIGNAGE, STRIPING AND MARKING NOTES PRECAST CAP
1, ALL DIMENSIONS ARE IN RADII, TO OUTSIDE FACE OF BUILDING, 1, ALL SIGNAGE SHALL CONFORM TO STATE DOT STAN AROS. I NA D S G GE BRICK, SITE CONSTRUCTION KEY
AND/OR TO BACK OF CURB UNLESS NOTED OTHERWISE. SHALL BE INSTALLED BY CONTRACTOR. TO MATCH EXISTING UTILITY INSTALLATIONS AND OTHER PUBLIC FACILITIES, ~ '
2, ALL CONSTRUCTION TO BE IN ACCORDANCE WITH PLANS AND 2. ALL LOT STRIPING AND DIRECTIONAL ARR HA WHIT REFER TO C-2,1 FOR SITE CONSTRUCTION KEY INCLUDING SIDEWALKS AND HANDICAP RAMPS ARE TO
SPECIFICATIONS APPROVED BY THE CITY OF RALEIGH. OWS S LL BE E CMU PAINTED, REFLECTIVE PAINT AND SHALL CONFORM TO STATE DOT STANDARDS AND FILL SOLID BE CONSTRUCTED ON ALL STREETS AS SPECIFIED BY
3, ALL CONSTRUCTION TO BE IN ACCORDANCE WITH PERMITS SPECIFICATIONS. CITY CODE, THESE FACILITIES HAVE BEEN APPROVED BY THE CITY OF RALEIGH AND SHALL BE SO INSTALLED
ISSUED AND APPLICABLE STATE, COUNTY AND LOCAL CODES. UNLESS A CHANGE IS AUTHORIZED BY WRITTEN
3, HANDICAP SYMBOLS SHOWN IN THESE PLANS ARE FOR LOCATION AND 4, CONTRACTOR SHALL REPLACE/RESTORE EXISTING IMPROVEMENTS INFORMATIONAL PURPOSES ONLY. SEE DETAIL SHEET FOR ACTUAL APPROVAL. PUBLIC SANITARY SEWER EASEMENTS ARE
DAMAGED DURING CONSTRUCTION TO THEIR ORIGINAL CONDITION AND TO CONSTRUCTION MEANS, METHODS, AND MARKINGS. : TO BE RECORDED PRIOR TO FINAL ACCEPTANCE.
THE SATISFACTION OF THE OWNER OF THE IMPROVEMENTS.
4, ALL TRAFFIC CONTROL DEVICES PAVEMENT MARKINGS SIGNS AND 5. COMPACTION OF THE 501L UNDER PAVED AREAS AND BUILDING AND SIGNALS SHALL 8E DESIGNED, INSTALLED AND MAINTAINED IN
THE MAINTENANCE OF PROPER MOISTURE CONTENT SHALL BE SO AS TO CONFORMANCE WITH THE STANDARDS SET FORTH IN THE MANUAL ON
ACHIEVE 95 DENSITY, UNIFORM TRAFFIC CONTROL DEVICES. ``,~i,,,ruuritii,,
6, THE CONTRACTOR SHALL OBTAIN AND PAY FOR ALL INSPECTIONS, SIGNATURES; ~ ~qR
CERTIFICATIONS, EQUIPMENT, ETC. THAT MAY BE REQUIRED. ~o' SS ; ENGINEERING oF~ raN •,9 ;
CONCRETE AND SIDEWALK NOTES 7. THE CONTRACTOR SHALL NOTE THAT THE DRAWINGS ARE Q~ 9. :Q
SCHEMATIC IN NATURE AND DO NOT SHOW EVERY OFFSET, 1. CONTRACTOR SHALL REFERENCE THE ARCHITECTURAL PLANS FOR PUBLIC UTILITIES ~ ;
TRANSITION, FITTING, ETC, THAT MAY BE REQUIRED FORA DIMENSIONS, JOINTS AND INLAY SPECIFICATIONS. PROVIDE CONSTRUCTION ;I~1p'Iti~FOR TRij~'~0~
COMPLETE AND WORKING SYSTEM. JOINTS IN WALKWAYS EVERY 10' (MAXIMUM), OR AS INDICATED IN TRANSPORTATION ~/-•':FNGINti~'~.•'• ~
8, SEE ARCHITECTURAL PLANS FOR DETAILS OF BUILDINGS AND ARCHITECTURAL PLAN SHEETS.
BUILDING DIMENSIONS. 2, CONCRETE PADS AND WALKWAYS; UNLESS OTHERWISE NOTED, ARE CON RVATI N FOR SE 0 ENGINEER ,,,~rrrr~(te,,~
9. THE ENGINEER AND/OR OWNER DISCLAIM ANY ROLE IN THE 3000 PSI, OF 4" THICKNESS WITH 12~~x12" w1.9 x w1.9 WELDED WIRE
CONSTRUCTION M A E ODS SSOCIATED WITH THE FA RI THR • t•: 'M' ~4' ~ r•; • rw. . ~ . r ENS AND M TH A B C OUGHOUT, ~ ~ ~ ~ PROJECT AS SET FORTH IN THESE PLANS. 1,..
f~
10. CONTRACTOR SHALL MAINTAIN AN AS BUILT SET OF DRAWINGS TO RECORD THE EXACT LOCATION OF ALL PIPING PRIOR TO CONCEALMENT. '?~f:
DRAWINGS SHALL BE GIVEN TO THE ENGINEER UPON COMPLETION OF THE • "
PROJECT WITH A COPY OF THE TRANSMITTAL LETTER TO THE OWNER, SHADING LEGEND ~~a~N~r~ e
11. IF DEPARTURES FROM THE SPECIFICATIONS OR DRAWINGS ARE 8" CONCRETE PAD its PI an
DEEMED NECESSARY BY THE CONTRACTOR, DETAILS OF SUCH w/ sxsxwa.oxwa.o
DEPARTURES AND REASONS THEREOF SHALL BE SUBMITTED TO THE -CONCRETE CONCRETE SIDEWALKS Sheet
OWNER FOR REVIEW. NO DEPARTURES FROM THE CONTRACT DOCUMENTS SHALL BE MADE WITHOUT THE WRITTEN PERMISSION OF THE OWNER. (3) #3 REBAR
- LIGHT DUTY ASPHALT
NOTE; GRAPHIC SCALE
30 0 15 30 60 ~2p ~
t. SFF S1RI lCTI1R 61 FnR AA (1RG MAAPI FTC IIC TAII C nrTeuc -HEAVY DUTY ASPHALT ~ , ,
2. DUMPSTER SHALL BE BUILT ACCORDING TO CITY OF RALEIGH STANDARDS, SEE CIVIL TO of
( IN FEET )
DUMPSTER ENCLOSURE - ELEVATION 1 inch = 30 ft.
SEE ARCHITECTURAL PLANS FOR MORE DETAIL

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\ ~ ~ TIE INTO EXISTING WATERLINE t0 _ R/W a
3 15 CONSTRUCTION ~A' w Tel, 919,967.0158
\ Q Z EASEMENT ~ ~ ~ LOCATION OF NEUSE RIV ~ NT~o o ~ rs~
\ SECONDARY RIPARIAN BUFF R ~ 3 ~ ~ ~
(50 FROM CREEK BANK) 345 U
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~ a \ o. 1~4 ~ ts, 1 C~ E ENGINEERING INC
\ G STR W 3 THE SD 280 Town Hell OrNe, swta c Mortlevllle, Nc z75eo
~O EET YA ~ \ $ ~ ~ . ETyARp ~ Te1.919.380.8750 Fax [phone] a M / sD, UFF'eC1 0 0200.1; NI daamenh8celculatlonslncludlnp wmpulerAke,
~ ~ ~ f ~~1 / ,1Y, ~ \ areMngs, antl spedficatlon prepared 6ySMMEnplhseAng~lna
V uee. Th~IneW U6;adWCODYd9Me6 otlier~P~YdA~d haws end EX29 ahdl,arreln des propertyof SEI. They eie ml m de~spled, modMed, E ~ or draped Mem/mermerwiphaeKrna aetgnetl loetltinl party
~ ~ ; .itlfpN pdawrMlen pemiaslmM3lersR EnplneMly, lnu
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~ ~ ~ SLOf+~ 'L~, 'fir !i. These drawings have bee commissioned 6C ~ ~ © J for this construction project and remain
~ - _ ~ ~S ( the property of Tise Kiester Architects. No
_ ! reproduction or use is allowed without first
y--?--' ' obtaining the Architect's written consent. _ i / .AD30
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NEW PROPERTY LINE ~ / 6A
\ ~ ~ \ ~
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\ g>SFF ~ \ ~ RD ~Y P 83.32 5o'w N S 2
\ 5.1REE \ ~ ' /
C - ' RgUfE 6A _ -W_ -CMP RIVE .W- -~D- ~
\ CB9 A INSTALL 16 TAPPING w N ~
U ' \ SLEEVE AND VALVE
EX, HIGH ~ \ ET / ~ i 1~
POLE ALL EXIS G WA' I ~ L EXIS G WA RLINES'~ I X N 1
I To BE ~ ~ GV ~n ~n i ® C ~
~ ~ B~FfE ABANDON IN P 'ANDDN IN PLACE. ` \ , I 1 i
/ ~ ~ ETYAR~ NOTE: NE WA ~ ~ ~w'iS1RE / 6A / 15 SERVICE ALL ATE: NE WA RVI A ART ~ 6A I 1 CE LL Q-/ p~ ~ ~
~ ~ C OF NEW B ILDIN NEW B ILDIN USE p / ~0 I
~ ~ PERMIT. RMIT. 0P
CB19 ; ~ X ESMT. ~ , ; I 24 I 0
© ~o ~ o ~I i
a 12 PROPOS © d? O v~ O ~ ~ i o ~ N
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~ v~ ~i C i m / ~ ® o+ 4 ~ ~ . © ~ ¦ Job Number: C1017 i 1
i ~.~y~: ,i 86
~ Pi P P / P ~ ~ ¦ Date: 04.14, 03
\ ~ i~ / i F ~ EXISTING
~ ~ CB ~ / 6A ¦ Revisions:
v ~ / ATCH~ NE ~ ~ ~ sa N I BRICK 6A ~ C ~
~ ~ ~ ~ ~ ~ ~ ~ ~L ~ ~ ~ ~ ~ ,
MATC~HLINE Y`' ~ ~ ~ 07.30.03_ Rev__d_p_er_ C.__0,_ R_
5 stem 2 UTILITY CONSTRUCTION KEY
Line To Len th Pie Pie Inv Elev Inv Elev Gr Rim EI Gr Rim EI T DRA INA E T © INSTALL STORM PIPE AS INDICATED
AB LE No. Line Size Sloe U Dn U Dn SEE STORM TABLE FOR INFORMATION
ft in ~ ft ft ft ft S stem 1 6A INSTALL CURB INLET UTILITY INSTALLATIONS AND OTHER PUBLIC FACILITIES,
Structure dine To Len th Pie Pie Inv Elev Inv Elev Gr Rim EI Gr Rim EI AD30 TO OUTFAL~ 1 End 28 15 1.00 230.98 230,70 234.50 233.00 68 INSTALL AREA DRAIN INCLUDING SIDEWALKS AND HANDICAP RAMPS ARE TO
No. Line Size Sloe U Dn U Dn BE CONSTRUCTED ON ALL STREETS AS SPECIFIED BY 6C INSTALL JUNCTION BOX CITY CODE. THESE FACILITIES HAVE BEEN APPROVED
ft in % ft ft ft ft S stem 3 6D INSTALL 6" ROOF DRAIN LINE AT MIN, 1 ~ SLOPE BY THE CITY OF RALEIGH AND SHALL BE SO INSTALLED
CB1 TO OUTSET 1 End 40 24 2.50 235.00 234.00 241.50. 237.50 AD31 TO OUTFACE 1 End 345 15 4.32 254.90 240.00 257.90 243.00 UNLESS OTHERWISE NOTED UNLESS A CHANGE IS AUTHORIZED BY WRITTEN
CB2 TO CB1 2 1 40 24 1.00 236.95 236.55 241.00 241.50 m 4 APPROVAL. PUBLIC SANITARY SEWER EASEMENTS ARE 6E PIPE WITH OPEN END
CB3 TO CB2 3 2 98 15 1.58 238.70 237.15 41.7 41. S ste 2 5 2 00 EX 28 TO EX 29 1 End 66 24 0.91 231.00 230.40 234.28 4. TO BE RECORDED PRIOR TO FINAL ACCEPTANCE, 6F INSTALL TRENCH DRAIN
CB4 TO CB3 4 3 72 15 3.61 241.50 238.90 244.70 241.75 23 00 RD6-T TO CB4 5 4 92 8 2.50 244.00 241.70 4 . 44.7 EX 27 TO EX 28 2 1 22 24 1.14 231,45 231.20 234.82 234,28 6G INSTALL FOUNDATION DRAIN
2 8 00 2 0 JB 26 TO EX 27 3 2 28 1 1 7 RD6 TO RD6-T 6 5 7 6 1,43 244.10 244.00 248,10 248.00 8 .0 232.30 232.00 236.50 234.82 ?7 INSTALL 4" PVC SANITARY SEWER LINE SIGNATURES;
CB9 TO CB2 7 2 61 18 3.03 239.00 237.15 244.05 241.00 RP 25 TO JB 26 4 3 44 12 1.14 233.00 232.50 236.00 236.50 7A INSTALL DO HOUSE MANHOLE OV R XISTIN IN ```~~1~ ? G E E G L E ~ CAF?
RD7-T TO RD6-T 8 5 45 8 1.00 244.45 244.00 249.00 248.00 ENGINEERING 'L 76 INSTALL SANITARY SEWER CLEANOUT Q~,•• ~ ; ~.~FESSJpN••. 9
CB10 TO CB9 9 7 36 18 3.19 240.35 239.20 246.35 244.05 7C TIE SANITARY SEWER INTO BUILDING PUBLIC UTILITIES ~ :Q~' 9 : =
RD7 TO RD7-T 10 8 7 6 1.43 244.55 244.45 249.10 249.00 ® OPEN CUT EXISTING FAYETTEVILLE STREET ~
CB18 TO CB10 11 9 145 15 6.48 253.00 243.60 256.00 246.35 ENE L UTILITY N T E 8A RELOCATED FIRE HYDRANT ASSEMBLY W/ TAPPING SLEEVE AND VALVE TRANSPORTATION ~T•,FOR TRi~~O~
CB20 TO CB18 12 11 73 15 4.52 256.50 253.20 260.50 256, 00 ® EX. WATERLINES TO BE ABANDONED IN PLACE %~•'FNCINE.~~•'~~~
AD21 TO CB20 13 12 71 15 2.82 258.70 256.70 262.50 260.50 1. UNDERGROUND STRUCTURES AND UTILITIES SHOWN ARE BASED ON FIELD „ CONSERVATION ENGINEER `'••.....••°°~ti.` ® INSTALL 2 DOMESTIC WATER. METER '~,,'~q R~
AD22 TO AD21 14 13 24 15 1.04 259.15 258.90 262.50 262.50 SURVEYS AND THE BEST AVAILABLE RECORD DRAWINGS, THE CONTRACTOR SHALL FIELD VERIFY CONDITIONS PRIOR TO STARTING CONSTRUCTION AND Ul L~ ® TIE INTO EXISTING WATERLINE '~~nnn~~`
- NOTIFY THE ENGINEER IF THERE ARE ANY DISCREPANCIES. RD5-T TO RD6-T 16 5 45 8 1.00 244.45 244.00 247.00 248.00 8E TIE WATERLINE INTO BUILDING
RD8-T TO RD7-T 17 8 29 8 1.03 244.75 244.45 250.00 249.00 8F INSTALL 1" C900 WATERLINE
CB11 TO CB10 18 9 68 15 5.15 244.05 240.55 247.30 246.35 2. THE CONTRACTOR SHALL CALL "NORTH CAROLINA ONE CALL" AT 8G HORIZONTAL BENDS; DEGREES VARIES
CB19 TO CB18 19 11 57 15 1.75 254.20 253.20 258.05 256.00 800-632-4949 FOR ASSISTANCE IN LOCATING EXISTING UTILITIES. 8H NEW FIRE HYDRANT ASSEMBLY W/ TAPPING SLEEVE AND VALVE
RD23 TO AD22 20 14 15 6 1.00 259.70 259.55 263.50 262.50 CALL AT LEAST 48 HOURS PRIOR TO ANY DIGGING,
RD5 TO RD5-T 21 16 7 6 1.43 244.55 244.45 247.50 247.00 NO NOTE: BACKFLOW PREVENTER IS LOCATED IN BLDG.
RD8 TO RD8-T 22 17 18 6 1.11 244.95 244,75 250.50 250.00 3. WATER SERVICE PIPING SHALL BE AS FOLLOWS: Utilit PI n a
TD12 TO CB11 23 18 17 8 10.29 246.50 244.75 248.00 247.30 -DOMESTIC SERVICE: COPPER PIPE RD13-T TO TD12 24 23 26 8 1,35 247.50 247.15 249.90 248.00 4, UTILITIES SHALL COMPLY WITH THE STANDARDS AND SPECIFICATIONS ~I,I~NDt9Y
RD13 TO RD13-T 25 24 6 6 1.00 247.56 247.50 250.00 249.90 OF THE LOCAL UTILITY DEPARTMENT AND THE STATE OF NORTH Sheet
RD14-T TO RD13- 26 24 45 8 2.00 248.40 247.50 250.90 249.90 CAROLINA
RD14 TO RD14-T 27 26 6 6 1.00 248.86 248.80 251.00 250.90
RD15-T TO RD14- 28 26 45 8 2.00 249.30 248.40 252.90 250.90 5, SPACE CLEANOUTS AT 75 FEET MAXIMUM, LOCATE CLEANOUTS AT
RD15 TO RD15-T 29 28 ~ 6 6 1.00 249.36 249.30 253.00 252.90 ALL VERTICAL AND HORIZONTAL CHANGES OF DIRECTION. GRAPHIC SCALE •
Dn1G r in nn~c zn no nc n n nn ncn nn nnn zn ncz cn ~cn nn ~AINIMIIM SI (1PF• 4° SFWFR SERI/ICF = ~ M
v v v nUIJ-I JV LO 'tJ 0 L.VU LJV.LU L°t~) JV LJJ.JV LJL.yV V iv ~U OU 1(U
RD16 TO RD16-T 31 30 6 6 1.00 250.26 250.20 253.60 253.50 MINIMUM SLOPE; 6" SEWER SERVICE = 1,00
FD17 TO RD16-T 32 30 30 6 2.67 251.00 250.20 252.40 253.50 6. ANY EXISTING FACILITIES OR STRUCTURES DAMAGED OR REMOVED of
DURING CONSTRUCTION SHALL BE RESTORED TO PRE-EXISTING ( IN FEET )
CONDITIONS TO THE SATISFACTION OF THE OWNER. 1 inch = 30 ft.

;.ie;-~ r.~;:,~,~,y~~ ,;r,,.;~;;zs
y 6 W- ~ W - .W-" 5D- ~ i w ~
CB9 sA , _ N ~n
W - / EX. HIGH ~ SA ~ `A _ ~
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POLE - All EXIS G W RLIN€5""J
-r , 8 / ® ~ ? 0 T T T4 BE f GV `N ~ C 3 s ~
FFER A AN N P A / ~ RO 8V B DON I L CE. ~ \ ~ , R~E~YA NOTE. NE WA ~ 1 , I ~
~ ~ ~W~ S1 / 6A SERVIC A L ART ~ 'v5 E L p ,v 6A ` 1
~ ~ OF NEW 6 ILDIN USE ~ / ~0 ~ ~ I
~ ~ PERMIT, 0P ~ M1. + P < ' N I l',
CB19 p'W ES ~ ~ 6A \ 2 ~ / 0w I
w ` ' i N `
a 0 PROPOS N
w R/ ,I~ ~ C$Y8 ~ Q 86 ~ ~ i n \ m ~ i
/ ~ ~ i BC o~ Q © / ~ ,'"r,
~ ~ 8B ~ ~ P - 1 ~ 118 z East Maln Street
P/ Carrboro NC 27510
~ F i ~ i © I ~ F ~ ~ EXISTING Tel. [phone]
i CB / ~ / ~ a 6A N ! BRIGK . .
ATCH~I~IE - ~ A ~ c C ~ ~
~ ~ . .BL ti o
MAT IN C ~ E ~ 1 v
~ ~ 6A <~1 ' 1 ~n z
~ SE ~ 1 NEV ` ' 'o
~ ~ iEX. F.H. :'I? CB20 ZONI 50w FER ~
~ ~ 1'D ~ ` \ ~ „s; IND-2 s wF ~ a R R~JE ~ m
~ • ~ - ~ 4"SS-SEE D 1 STEWART
~ . \ \c<. ~~n,. ~ ` SHT. P1,2 ~ ? ~ ENGINEERING INC
\ ~ tip' `y ~ I 1 ~ ~ ~ ~ ZO NG: 8G ~ NEW DOGHOUSE D ~ ' ~ SStdH OVER EX, LIN ` 260 Town Hall OiNe, 3ulte C Mortlavllle, NC 27560
\ ` ~ ~ ~ - ~a ~ ~ CU IND 2 Te1.919.380.8750 Fax [phone] ~ IN W) 245,74
N8,6°38'03"E ~ sa _ C m2A03: NI dammwMa d calculNpn Indidlnp ampuler Naa, ~ IN E) 243.62 ` ~(J1 anrMngt~BMepeG~cetlonpnparetlbySterarlEnAlneak,A,inc. I ~ ~ (SEparoimwmaMeolp~heelontlaenACalmendedroronsame
4 ,82' ` © 13 r ti uee. Thayare au6pd m onpylipht d oMerOreperty Nhthwa end S81'39'20"W I U~ ~ sheAnmaFinaAroGeRYdsH.meyarenatbbawvled~madlhed, a lunged in anymennerMiamarnrnoreaegnedlo atitlN pwFj
GP ~ I 6D E 1 ~ _ ~ - - ~ I I _ - . ~ ~ ItD14 47.45' ~ ~ vAMn6Adormitlan permlWon M9uwad Enghwedng, InF
_ ~ Rb15 ~ ~ sD! ~ ~ _ _ ~ I - 1 ~ ~ 1 6D 6 © 3 ~ 1 I
, ~ ~ i { RI) ? w 6 ~ FUTURE GREASE LOWER FLOOR ; SSCO ~ S, These drawings have been conunissioned INV. 244.34 N ~ , S
\ ' . ~ ~ a ' SEPARATOR FFE 252.43 6D s ~ , _ 6D _ , _ ~ for this construction project and remaut _
_ . z . - RD6 ,c 1~j ~ - _ ~ - _ . --~-r~~---~---_~'-~-. ~ RD8 6 51 ~ SSC ~ ~ S ~ t~ the property of Tise Kiester Architects. No - 34" ~ ER EpSEMESS ` reproduction or use is allowed without first ~ 7C , ' PRNAZE _
~ i + . F ~ 2~ c,- EX / N obtaining the Architect's written consent,
F ~ _ . ~ ~ ~ - ~ s2a°59 os w L, _ rl, N
- 510'09 33 E 59.74' , ~ 0 / 1 ; s ~ , . „ I S10'09'33"E LOWER FLOOR ~ ~ 7A ~ 9.58' FFE 252.43 ~ ~ ~ ~
~ ~ ~ ~ t ( ~ ~ - may. 9.58 / ~ i .-,~l ~ ~y
~ ~ - _
. ~ w ~ ~ cr UPPER FLOrOR. - y~y ® s • i I .C I « _ . . mod` • A • SS _~iASPH L EXISTING ~ ~
554°05'53'W \ ~ ~ r -FEE 2644__.. d. . i • 49.22 ~ 1 _ v ~ ~ ~:~:._--tom ` ~ ~ C ~ ~ SS I
- ~ • i r BRICK 7® ~
x %4 ~ : • • NEW STD. FA NEW STO. FACILITY 7 I BLDG, SSCO EXISTING 1
~ FFE 248.94 FFE 248.94 ~ I 3 BRICK ~
1 ~ , ~ SSCO EXISTING ~ INV. 246.94 `.1 BLDG. CONCRETE
~ SlA6 ~ 'i
I o DE - ~ s~
a ' - ~ ~ EXISTING WATERWORKS BLDG. S A ~ ~ z ~ LOADING DOCK' S ' 7"W
W a ~ s _ 'I 137.7. .
o ~ ~ ~ -T ~ - a 'y ~ ~V~L. ~ ~ 50'w NE
1 \ ~ ~ `R .
it r ' ~ ~ ` ~ Ml ~ ~ ~ ~ ~ ~1
y ~ ~ ~ ~ A ~ RIVER BI ~ - v 1~ pry ~ ' ~r~
I r IW _ ~ ~ nLG`,: ~=~i
~ ~ ~ ~ ~"W 397.92' ~ ~ / ~
` 'a~~ _c ~ 1 ~ t ~ ~ / i ~ ~ / i 1
~ 6 , r ~ ~ i ~ I I GRAVEL AS ~ ~ ~ j ~ ~ CESSARY TO BRIN
DELTA = 31'33'26" / ~ R ~ ` ~ ~ ~ % ~ ~ ~ ~I EX. FENCE R IPA ' ~ ~ X x QRADE, ECO C
` ~ i COURSE = S69 52'35°Wj ~ ~1 / ' i ~ ~ ~ / _
CHORD = 220.53' ~ 1 " ~ ' ~ i~ ~ ~ "'1 ---1 ~ , 1
~ 1 z
k ~ ¦ Job Number. C1017
1 Y z 0.0' ~
1 1 Q 1 X 1- ~ ¦ Date: 04.14.03
1 1
1 x 1 k ¦ Revisions:
1 1 1
1 i i 1 ~ UTILITY INSTALLATIONS AND OTH R P I FA I ITI E UBL C C L ES, ~ INCLUDING SIDEWALKS AND HANDICAP RAMPS ARE TO fl7.30.03 Revd er C. 0, R,
1 1 W 1 ~ r' BE CONSTRUCTED ON ALL STREETS AS SPECIFIED BY
~C I 1 W ~ t CITY CODE, THESE FACILITIES HAVE BEEN APPROVED
~ i• ;I 1 i ~ ~ BY THE CITY OF RALEIGH AND HA IN A S LL BE SO ST LLED s` ~ N A .
el P 1 U LESS CHANGE IS AUTHORIZED BY WRITTEN APPROVAL, PUBLIC SANITARY SEWER EASEMENTS AR I ~ E
TO BE RECORDED PRIOR TO FINAL ACCEPTANCE,
S stem 2
Line To '_en~ t~ P~~e Pie Inv Elev Inv Elev Gr Rim EI Gr Rim EI No. !ire Sze Sloe U Dn U Dn SIGNATURES:
S stem 1 -
Structure Line To Len th Pie Pie Inv Elev Inv Elev Gr Rim EI Gr Rim EI % eft ft eft ft ENGINEERING
No. Line Size Sloe U Dn U Dn I ft in ft ft ft ft AD30 TO OUTFACE 1 End ; 28 15 1.00 230.98 230.70 234.50 233.00
CB1 TO OUTLET 1 End 40 24 2.50 235.00 234.00 241.50 237.50 m I PUBLIC UTILITIES
1 1 1. 2 .95 236.55 241.00 ~ 241.50 S to 3 CB2 TO CB 2 40 24 00 36 AD31 TO OUTFACE 1 End 345 15 4. ~ TRANSPORTATION
CB3 TO CB2 3 2 98 15 1.58 238,70 237.15 241.75 241.00 32 254.90 24C.00 257.90 243.00 REFEI REFER TO C-3,0 FOR UTILITY CONSTRUCTION KEY
CB4 TO CB3 4 3 72 15 3.61 241.50 238.90 244.70 241.75 S stem 4 CONSERVATION ENGINEER
RD6-T TO CB4 5 4 92 8 2.50 244.00 241.70 248.00 244.70 EX 28 TO EX 29 1 End 66 24 0.91 231.00 230.40 234.28 234.00 ``~,~tuuuu~,',,, CAI?
RD6 TO RD6-T 6 5 7 6 1.43 244.10 244.00 248.10 248.00 EX 27 TO EX 28 2 1 22 24 1.14 231.45 231.20 234.82 234.28
CB9 TO CB2 7 2 61 18 3.03 239.00 237.15 244.05 241.00 JB 26 TO EX 27 3 2 28 18 1.07 232.30 232.00 236.50 234.82 ssr •o ti ;
RD7-T TO RD6-T 8 5 45 8 1.00 244.45 244.00 249.00 248.00 RP 25 TO JB 26 4 3 44 12 1.14 233.00 232.50 236.00 236.50 4~ 9 ;
CB10 TO CB9 9 7 36 18 3.19 240.35 239.20 246.35 244.05 RD7 TO RD7-T 10 8 7 6 1.43 244.55 244.45 249.10 249.00 T•• FOR TR
CB18 TO CB10 11 9 145 15 6.48 253.00 243.60 256.00 246.35 1, UNDERGROUND STRUCTURES AND UTILITIES SHOWN ARE BASED ON
CB20 TO CB18 12 11 73 15 4.52 256.50 253.20 260.50 256.00 FIELD SURVEYS AND THE BEST AVAILABLE RECORD DRAWINGS. THE ti
AD21 TO CB20 13 12 71 5 2.82 258, 70 256.70 262.50 260.50 CONTRACTOR SHALL FIELD VERIFY CONDITIONS PRIOR TO STARTING l LO yyyflilllll\1~~,
AD22 TO AD21 14 13 24 15 1.04 259.15 258.90 262.50 262.50 CONSTRUCTION AND NOTIFY THE ENGINEER IF THERE ARE ANY
DISCREPANCIES.
RD5-T TO RD6-T 16 5 45 8 1.00 244.45 244,00 247.00 248.00
RD8-T TO RD7-T 17 8 29 8 1.03 244.75 244.45 250.00 249.00 2, THE CONTRACTOR SHALL CALL "NORTH CAROLINA ONE CALL" AT
CB11 TO CB10 18 9 68 15 5.15 244.05 240.55 247,30 246.35 800-632-4949 FOR ASSISTANCE IN LOCATING EXISTING UTILITIES. CB19 TO CB18 19 11 57 15 1.75 254.20 253.20 258.05 256.00 CALL AT LEAST 48 HOURS PRIOR TO ANY DIGGING
RD23 TO AD22 20 14 15 6 1.00 259.70 259.55 263.50 262.50 3, WATER SERVICE PIPING SHALL BE AS FOLLOWS: ~1~13N9Y~
RD5 TO RD5-T 21 16 7 6 1.43 244.55 244.45 247.50 247.00 -DOMESTIC SERVICE: COPPER PIPE ili PI n t a
RD8 TO RD8-T 22 17 18 6 ~ 1,11 244.95 244.75 250.50 250.00
TD12 TO CB11 23 18 17 8 10.29 246.50 244.75 248.00 247.30 4, UTILITIES SHALL COMPLY WITH THE STANDARDS AND SPECIFICATIONS Sheet
R 1 -T T T 1 4 23 26 8 1.35 247.50 247.15 249.90 248.00 OF THE LOCAL UTILITY DEPARTMENT AND THE STATE OF NORTH D3 0 D2 2
RD13 TO RD13-T 25 24 6 6 1.00 247.56 247.50 250.00 249.90 CAROLINA
RD14-T TO RD13- 26 24 45 8 2.00 248.40 247.50 250.90 249.90 5. SPACE CLEANOUTS AT 75 FEET MAXIMUM, LOCATE CLEANOUTS AT GRAPHIC SCALE
RD14 TO RD14-T 27 26 6 6 1.00 248.86 248.80 251.00 250.90 ALL VERTICAL AND HORIZONTAL CHANGES OF DIRECTION, 30 0 15 30 60 120
RD15-T TO RD14- 28 26 45 8 2.00 249.30 248.40 252.90 250.90 Mitilt~ill~ si naF• a" CFWFR SFRVIf F - ~ M% L I I I _ I I ~
RD15 TO RD15-T 29 28 6 6 1.00 249.36 249.30 253.00 252.90 MINIMUM SLOPE: 6" SEWER SERVICE = 1.00%
RD16-T TO RD15- 30 28 45 8 200 250.20 249.30 253.50 252.90
RD16 TO RD16-T 31 30 6 6 1.00 250.26 250.20 253.60 253.50 6. ANY EXISTING FACILITIES OR STRUCTURES DAMAGED OR REMOVED ( IN FEET Of
FD17 TO RD16-T 32 30 30 6 2.67 251.00 250.20 252.40 253.50 DURING CONSTRUCTION SHALL BE RESTORED TO PRE-EXISTING 1 inch = 30 ft.
CONDITIONS TO THE SATISFACTION OF THE OWNER.

i. iii. -9(! yfl .,'s:7y~f~60%6
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~ ~ o c"~^ ~ ~ 1~~, ` [n I ,r ~ ~1 INSTALL 16rr - 45' ELBOW 118 ' z East Main Street
~ 5 ! TIE INTO EXISTING WATERLINE Carrboro, NC 27510
i 1 ~ 0 i ~ 60 ~ b.,, q i (y9 ~ v ~ IY , ~ 1 Tel. 919.967.015$
~ A S 1 ) ~ ~ ~ ff ~ I a. o ~ ~ p i
~ ~ 4 ~ I JI
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4? r~.I r W
~ ~ ~ ~ / ~ ~ 1< r I, ~
INSTALL 16 TAPPING W ~ ~ ; W' T ~ STEWART
SLEEVE AND VALVE ~ i ~ ~ / REMOVE WATERLINE AFTER APPROVAL ENGINEERING INC
~ ~ ~ ~ ~ : r w OF NEW LINE BY JElRISDICTION 280 Town HallDdve,SulteC Momawiia,NC27580 Tel. [phone] Fax [phone]
~ . ~ ~ , ®1007, All daumenb d ralwletlone Indudlrp rampuMrfllea erovAripe, end eped0catlon properedby Slewert ErMlneering, Inc.
~ l - iJ {6Eq eroinebumenfa dproleeabnai service ndan0ed PoraneUne sae, They ere aub)ectto wpyAphtddher prepertyripM Wue and shall remain Me pnpartydaEl. TMY ere nolto he apled, modMed,
1 ~ ~ o . ~ , . ashenOed In erry manner eimteoever na eedgned loeddrd parry w0hout prior wnNten pamYeeknd areweM1 EnglneeArp, Nc.
m ~ OPEN CUT EXISTING _ ~ ~ ~ (n ~ 1
FAYETTEVILLE STREET ' ~ ~ i r' ~ z ~ , These drawings have been commissioned
0,. for this construction project and remain
the property of Tise Keiester Architects. No reproduction or use is allowed without first
T ~ t t obtaining the Architect's written consent.
~ 1
~ ~
i 1 ~
~ t ~ ~ ~ ~ l~ ~ ~ ----~~1 ? ~ ~ ~
d t _ ~ `3 245 1~ i k
h _ - ra W - /
PLAN VIEW ~
I
I
~ / - - ~ EXISTING GRADE
/ ~ ~ AT CENTERLINE PIPE
/ I ~
~ \ ~ \
265 / ~ PLAN AND PROFILE
~ ' ~ I STA 0+00 TO STA 3+28.17
I /
HORIZONTAL SCALE 1" = 4 ' 0
I ~ VERTICAL SCALE 1" = 4'
' ~ FINISHED GRADE 260 ~ ~ - ~ ~ AT CENTERLINE PIPE
~ I
~ A
~ ~
I j /
¦ Job Number: C1017
255 --A - 4 „ SSU~IED 2 DEPTH FOR WATERLINE ~ ~
1 ¦ Date: 04.14, 03
INSTALL 16" TAPPING
SLEEVE AND VALVE ON 1 ¦ RsVISIOnS:
EXISTING 16„ DIP MIN 18 CLEARANCE ~
WATERLINE; - INSTALL N W 1 I PROPOSED 16" WATERLINE ' ' ~ E 6 L NE 250 D7.30.03 Revd per C. 0. R,
- _ _
I
1
1
I
1 245
1
240 - .
\ ~~,,,~~i~i,t,YY,/,
a CAR \ aaNN••• /
v ~ ~ ~ ee i •P ~~SS~~ •y~ i 0 N 9
w Q~ 9
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235 \ ;I~A'1•; FOR TRu~~0~1
o ti
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N
rn o
co w
o 230 _ + ~ a
Q 0 c~n a
TIE TIE WATERLINE INTO EXISTING W/ 45' ELBOW W r PI n n Pr fil
DATUh! ELEV EX 227.50 ate a a o e
~ ~t ~ ~ ~ ~ t{7 I~ r~ p~ ~ f~ N Sheet N
~ ~ ~ ~ ~ ~ ~ ~ N N N N N N N N r7 N
0+00 0+50 1+00 1+5n ~+nn ~-~~n ~.~nn In 1~l
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of
PROFILE VIEW

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~ ~ r , . i r u._ ~ r tr y.t 1 I~I i tr r O d' _ .
~ ~ a <<,~, , _ . , ~ r ~ ~ r . ' f r'~ r ~ _ ~ e 118 ' 2 East Main Street
-rr _ _ r., r, r ~ l5 f rr +y (?0 ~ ww~ ~ e ~ _ Carrboro, NC 27510 R/w
.r _ i 15~ CONSTRUCTION ~ , .,a Tel, 919.967.0158
. EASEMENT ® M.~~ , _ AAliy , Tab j
LOCATION OF NEUSE RI ~ ~ ~A~,',., ~ ~ ~ ~ , ~ Mw kf r S~9N D
SECONDARY RIPARIAN $UFF R = ~ ~ ~ V ~ ~ r r (50' FROM CREF~$ANK ~ ~ r' ~ ,a : ~ ~-R _ _ ~ ~ ~,_;d,,lf~ 4 ~
a.,~ rrl rr ~^^w^ ~J~ um
~ '"'~Jrj, 4..~ 'r~1.f'~r ~~r i rr \ ~ r . \ ~ i " fem. ~ _ V -..y ~~lIE E.t([~~! err ~ii~l, ~~,IVQ p 1 ~ f 1' i F 1 ~rtli ~ E ~ i 1 4J 1
' i I ~ / I ~A~~ ~ ~ "w.,, " v. ~ ~ ~ ~ , . ~ ~ N r~ ~ d f ~.I r r~ u i~ p, 0
{ ' ~ ' ~ ~ ~ ~ ~ , r - i ~ b0. -
, ~ r
~ , ~ ~ , i w . i f i ~ ~ ~ , ' ~ ~ • i I , „x1„ C ^p , ~ STEWART
y I~ , i ' ,,,r~rt ~ rl~. S ~ o i
,~;.~~~~I- li ~ Iw'w~.. ail i ,il if~'ili ~ ' 1 . 1 M . ~ S 280 Tawn Hall Drive, Suite C Morrisville, NC 27580
. V r". V N . , ~ _ _ ~ w., 'q - ~ ~ 1: / ~ ~ TeL 919.380,8750 Fax [phone] _ 03003: pl domunenteSaakultllmelndpdnp wmpNerAlea,
_ . _ ~ ~ ~ : , 1 N , , _ - ~ ~ ~L, , ~ ~ °a (SElyero inWm olpokeMOirelaeMCelmaME e0nbr~ano-tlme
~ _ , w _ , ~ a... _ 1 1 ; r . » ~ ~ F',X29 uaalme ere aph rood taoNar ~ 4 Y PY~ P~Pelq dpht~ee end i ahdl roman Ne ProParh of 68. They ere naltoM copied, modMkd, adlBrgedln enYmarmerMblaowxrareeaignee taaihim party
I . f/.~, ~ ` LE . h J ~ / , ~ ~ ~ wllhwlpdorurlden peenladon aratewertfiPplneeAnp,Ina. ~ LE ~ PE
{ - . i _ , v f N ~ r ~ m 1.1 ~ u 1 ~ 4
_ - v, w I 5 ' ~t_ , ; , , 2 _ , 2s ~ ~ These drawings have been conunissioned J . ~ ~ ~ 23 ~ for this construction project and remain
_ ~ a , \ . . ; ~ _ - , J ` 35, 45 r f Ti ' ster Ar hi N Y f the p operty o se Kae c tests, o
.4D _ _ ~ N ' ~ ~ ~ " t` 34.05 ~I re roduction or use is allowed without first I ~ ~ ~ p
~ 57.9D 233,80 a , ~ 0.. ,4 " . 1 3 2~ ~ 35.20 3Q obtaining the Architect's w3iuen consent, ? 34,7 ` ~
~ _ . X8.5 .0 2s 23
~ r ` 58,~.~. ~ / ~ , r _ a
8,15 S4 i' i " 58.60 58.60 " F s~ -58.~D- _ _ _ N 2 37,20 , ' 36, 70
5 1 D r E. , 1 ~ 58.80 ~ ~ _ .u~ ~ ~
~ P~ ~ - _ i ~ 4 ~~i i ~ MR ~ ~
59.05 - ~ 60,00 r.. i r ~ '~A` ,
a,.. ~ 56.55 ' ~ ~ . r 36. 60 fi , ~ I
\ 36.10
26 = ~ , - ~ 1 _ RI~- (V 4 ~ ~
61.15 R _ ~F ,9 ; 60.35 R L7 .f 37.40 W
~ r A. I ~~R 41,50 ' NEUSE r 36.90 0 W
\ ~ " { , , - TW~3.0 ~ 1~° i~ r.~ . - ~a ~ ,r 4' .55 42,40 41,00 41,50 41 MP R SUFFER ~ 42,40 .00 ~ C RIVE
y. ~ v., w=s4,oo - a1. D \ ,B JW=63.55 ' ~ ~ ~ CB9 a .05 a1. 0 ~ so- I ~
61.80 BW= ~ "
61.30 EX, yf~H i? i , `I
ET .63.35 P ~ _ . _
\ 63.70' 62.85 OLE / r - 44,16 ~ - ~ ~ ~ ~ - . i 64.45 63 2 ~ :r 44,16 ; .
l A,, ~ < . 4 - - ~ . 63.95 ' TW= - ER 1 1. ~ ~YARp .4 - _ , , ~ - _ _ ~r r
1lFF .90 64, 3 ~ RE 4~;~0
ST 63/1 ~ ~ 54,4 - , ~ 5 ' ~ 4.5.00 4 1 ~ 4,5.00 1'~'- 1.90
" ~ _ 95 _ 6.85 7 5 .28 42.2~~ ~
' ; 58 ,CB 19 56 7$ 7 ES1~ 6.35 _ 44,5 ' 41.75 3'7.40 _ ~ 44,00. i/: ,
64,45 58.0 ~ ~ r 46.00 63.~~2 1' 6 f~ S , ~ 45.35 46.00 `ij
6.02 ~ 50.45 ~ 47.00 5 45.35 t ~ .85 44.0 38.17•,
64.3 PR P 56,Sq -,~.g, 46.50 8 O ~ to 4 .~0 ' _ _ _ , ~ 47.50 63.73 . - w R/ f m _...j C$f~ 43.50 0 4.~0 44.15 37: 7
50,90 50,0 ' 47.00 1.50 46.1 43.65 7.00 ?A ! , 45.66 s; 43,63
~ °f° ~ 50,40 49,50 7,0 57,60 ~ ¦ Job Number: C1017 43.13
57.10 ~ + j~ 44. + 46,60 44.58
~ ~ 50.4 49.20 48.00 46.10 44,33 44,08 ` ¦ Date: 04.1403
i 49.90 50.45 48.70 47.50 8. 58.30 49.95 7. 0 8. _
~ 57,80 59.24 51.00 c TCHLIN 7 0 EXI G 45, 2 ~ _
~ ~ 58, 70 50, 50 ~ ~ r ~ . ~ 44,70 Sao BRi ¦ Revisions:
A TC LI f` , - 259 ~ ` 5f1:40 49.z ~ ~ s1.so b
~ ' ~ 60.20 ~ 49.90 48, 7 47, 47. " - ~ 61.10 52,25 n, ~ 47!.90 45.50 45.15 ' ~ D7.30.03 Revd er C. 0. R. 47, 40 , -.4.5.00 , 44,65
a ~
GRADING LE END . G
IN N E
1, ALL DIMENSIONS AND GRADES SHOWN ON THE PLANS SHALL BE FIELD VERIFIED BY THE CONTRACTOR PRIOR Fall Permanent Seeding August 14 -November 1 Shoulders, Side Ditches, Slopes (Max. 3;1) 34, 50 -PROPOSED SPOT ELEVATION
TO CONSTRUCTION. CONTRACTOR SHALL NOTIFY CONSTRUCTION MANAGER IF ANY DISCREPANCIES EXIST PRIOR Lime 2/tons/ac Dote Type Planting Rate TO PROCEEDING WITH CONSTRUCTION FOR NECESSARY PLAN OR GRADE CHANGES. NO EXTRA COMPENSATION 5-10-10 Fertilizer 1000 Ibs/ac August 15-Nov 1 Tall Fescue 120 Ibs/acre
SHALL BE PAID TO CONTRACTOR FOR ANY WORK DONE DUE TO DIMENSIONS OR GRADES SHOWN INCORRECTLY 0-20-0 500 Ibs/oc Nov 1 -Mar 1 Toll Fescue & 120 Ibs/acre 44.50 - TOP /BOTTOM OF CURB
ON THESE PLANS IF SUCH NOTIFICATION HAS NOT BEEN GIVEN. Unscorified Sericea Lespedeza 60 Ibs/ac Abruzzi Rye 25 Ibs/ocre 44.50
Ky-31 fescue 30/Ibs/ac Slopes (3:1 to 2.1) Rye Groin 25 Ibs/ac
2, WHEN HAND PLANTING, MULCH (HAY OR STRAW SHOULD BE UNIFORMLY SPREAD OVER SEEDED AREA WITHIN Strove Mulch 2 ions/oc Sep 1 -Mar 1 Sericea Lespedeza 70 Ibs/acre 24 HOURS OF SEEDING, (unhulled-unscarified) EROSION CONTROL LEGEND
Winter Temporary Cover November 1 - February 28 and Toll Fescue 50 Ibs/acre
3. DURING UNSUITABLE GROWING SEASONS, MULCH WILL BE USED AS A TEMPORARY COVER ON SLOPES THAT
ARE 4;1 OR STEEPER, MULCH WILL BE ANCHORED, Lime 2 tons/ac (Nov 1 -Mar 1) Add Abruzzi Rye 25 Ibs/acre 10-10-10 Fertilizer 700 Ibs/ac - INLET PROTECTION 08 8 a0 -RIP RAP
Oats 50/Ibs/oc Consult Conservation Engineer of Soil 4, EROSION AND SEDIMENT CONTROL DEVICES MUST BE INSTALLED AND INSPECTED PRIOR TO ANY GRADING ON Ryegross 20 Ibs/ac Conservation Service for additional P
SITE, PLEASE CALL FOR AN INSPECTION, Straw Mulch 2 tons/oc information concerning other alternatives -TP -TREE PROTECTION FENCE ® -SILT FENCE OUTLET ,,,,ttttrrY,YY
for vegetation of denuded areas, The ~ CAR
5. SEDIMENT/EROSION DEVICES MUST BE CHECKED AFTER EACH STORM EVENT, EACH DEVICE IS TO BE NCDOT RIGHTS OF WAY -ALL DISTURBED AREAS above vegetation rates are those which do well under local conditions; other MAINTAINED OR REPLACED IF SEDIMENT ACCUMULATION HAS REACHED ONE HALF THE CAPACITY OF THE DEVICE, WITHIN NCDOT R/W SHALL BE REPAIRED 'MTH THE seedin rote combinations are ossible. . Q~,.
FOLLOWING RATES OF SEED, PROPERLY MULCHED For a Sawn ualit turf I p ri I -CONSTRUCTION ENTRANCE fib _ FESS/O s~ ; n CHECK DAM p H .,9 ,
AND TACKED: Q y > daub e or t p e rates. m ~ Q~' 9
25# RELIANT HARD FESCUE 100 ALTA OR K.Y. 31 TALL FESCUE ***Temporary -Reseed according to
1. OBTAIN PLAN APPROVAL AND OTHER APPLICABLE PERMITS. 25~ KENBLUE K.Y. BLUEGRASS optimum season for desired permanent = T~ FOft TR -3 -DIVERSION DITCH s -SF -SILT FENCE .,•FN ~Q~•,.
1000# 5-10-10 FERTILIZER ve etation, Do not allow tem oror cover 2. FLAG WORK LIMITS. 4000 LIMESTONE g P y „L GINS A
3, HOLD PRE-CONSTRUCTION MEETING WITH INSPECTOR ON SITE, AT LEAST ONE WEEK PRIOR TO THE START OF to grow over 12" in height before mowing, otherwise Fescue may be shaded ANY LAND DISTURBING ACTIVITY, out. l L4 , 'YY,rrttltt~~~''
4, INSTALL CONSTRUCTION ENTRANCE AND SILT FENCE.
5. INSPECTION BY INSPECTOR.
6. CLEAR AND GRUB ALL TREES AND REMOVE ALL WOODY VEGETATION AND STUMPS, 7, PROVIDE GROUNDCOVER FOR ALL DENUDED AREAS WHICH WI N T I THE ALL CONSTRUCTION SHALL BE
LL E T R Y F E PR O B D S U BED B URTH R TE T E INN TE CONSTRUCTION, IN ACCORDANCE WITH NORTH CAROLINA
8, PROVIDE GROUNDCOVER FOR ALL DENUDED AREAS WHICH WILL NOT BE DISTURBED BY FURTHER 1. AT THE START OF GRADING INVOLVING THE STRIPPING OF TOPSOIL OR LOWERING OF EXISTING GRADE EROSION CONTROL SPECIFICATIONS BADE
CONSTRUCTION. AROUND A TREE, A CLEAN, SHARP, VERTICAL CUT SHALL BE MADE AT THE EDGE OF THE TREE SAVE AREA 'E AREA
9. ARRANGE FOR FINAL INSPECTION AND TO OBTAIN CERTIFICATE OF CQMPLETION. THE SAME TIME AS OTHER EROSION CONTROL MEASURES ARE INSTALLED. THE TREE PROTECTION FENCING 10. REMOVE ALL TEMPORARY MEASURES AFTER THE SITE HAS BEEN PERMANENTLY STABILIZED AND APPROVED SHALL BE INSTALLED ON THE SIDE OF THE CUT FURTHEST AWAY FROM THE TREE TRUNK. :NCING radin Er i os on ontrol ~lJ,NNOVN
BY INSPECTOR,
2. NO STORAGE OF MATERIALS, FILL, OR EQUIPMENT SHALL BE PERMITTED WITHIN THE PROTECTED AREA, AND AREA, AND
NOTES; NO TRESPASSING SHALL BE ALLOWED WITHIN THE BOUNDARY OF THE PROTECTED AREA, AND SHALL BE SO 1, INSPECTOR REFERS TO NORTH CAROLINA LAND QUALITY INSPECTOR OR HIS REPRESENTATIVE. FIELD NOTED ON THE GRADING AND EROSION CONTROL PLANS AND POSTED ON THE PROTECTION FENCE. A BE SO Sheet
INSPECTIONS MAY REQUIRE ADDITIONAL SEDIMENTATION AND EROSION CONTROL MEASURES A$ DEEMED PROTECTION FENCE CONSTRUCTED OF MATERIAL RESISTANT TO DEGRADATION BY SUN, WIND, AND MOISTURE A JISTURE GRAPHIC SCALE
NECESSARY BY THE INSPECTOR. FOR THE DURATION OF THE CONSTRUCTION SHALL BE INSTALLED AT THE SAME TIME AS THE EROSION ~N
2, CONSTRUCTION AND MAINTENANCE OF ALL EROSION CONTROL DEVICES SHALL CONFORM TO THE STANDARDS CONTROL MEASURES, AND SHALL REMAIN IN PLACE UNTIL ALL CONSTRUCTION IN THE VICINITY OF THE TREES HE TREES POND TO BE USED AS A SEDIMENT BASIN DURING so o is ao so tzo ~
SET FORTH IN THE NORTH CAR01 INA DEPARTMENT f)F FNVIR~NMFNT NFAI TH ANf1 NATIIRAI RFCfII IRf`F'c I anin HAS BEEN COMPLETED. cnNCrai icTinn~ nRnw nnwti Vdl 1/F Ic m RI- npcr,l I i i I I
QUALITY SECTION EROSION AND SEDIMENT CONTROL PLANNING LAND DESIGN MANUAL. V ~ "~vvv ,v~v ~1,V vv•v .vvv v... vv.. . •r. • VL VLAY V • Y Y• DURING CONSTRUCTION. UPON COMPLETION OF
3. THE TREE REMOVAL CONTRACTOR IS RESPONSIBLE FOR MAINTENANCE OF EROSION CONTROL METHODS DURING 3, TREE PROTECTION FENCING SHALL BE INSTALLED PRIOR TO DEMOLITION OPERATIONS IN SUCH A MANNER MANNER CONSTRUCTION, FINAL GRADES WILL BE REESTABLISHED PER
CONSTRUCTION, AND THE OWNER IS RESPONSIBLE FOR MAINTENANCE OF ALL PERMANENT EROSION CONTROL AS TO CLEARLY AND ADEQUATELY SEPARATE ALL TREES TO BE REMOVED FROM REMAINING VEGETATION. METHODS AFTER CONSTRUCTION IS COMPLETE, IF ANY PERMANENT METHODS ARE REQUIRED. ON. THIS GRADING PLAN AND DRAW DOWN VALVE CLOSED. ( IN FEET) Of
1 inch = 30 ft.

-
_w. ~ 1 - t 4 ~ ~ TW~f 3.00 ' ` 1~, u ~ ~ f Mr..~- .55 42,40 ,UU
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fi4.45 58.0 6,00 a a
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i 47.00 45,66 SAS 43,6 / i ~ 50.40 49.50 ~ - ~ ~ _ ` _ 43.63 z
/ ~ ~ 7.0 57°60 ~ 43.1: ~ 46,60 44.$3 'r' % f~`' ~ ~ 57,10 ~ + 44, 58 43.13 , - . 44,58 ~ ~ ~ 1 ~ t
' ~ ~G 6~~~ ~ - 4 46 ~ 10 44.33 ~ ~ ~5 t'` 1, 50.4 ~ 48.00 44,08 1 118 z East Maln Street 44,08
' / ~ 50,45 49,20 47.50 ' . , 49.90 49 95 48.70 8. ' ~ ~ _ ~ ~ - E Carrboro NC 27510 .
. . _ ' y°~`"' ~ ~ ~ 58,3D 7. 0 , 57,80 59.2 51.00 c - 45,2 EXi c 1 ' ~ Tel• 919.967.0158 5~
J ~ ~ 58,70 50.50 ~ 44J0 45,2 BRI ER 4 U ~U~ stir 44J0 DER =
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47 3 47.40 S.OQ 4,65 ~ ~ r,'~ ~ ~ 61, 59.70 3 51.75 ~ ° - 0 ~ - ~ . _ 4,65 - - , 45,20 - ~ i,~ ~ - z
~ y,°r~ ~,~-7~ r ~ a 50 ~ t ~ 48.0 47.55. ~ I ~ 61. I ,r ~ r,,~~ ~ i I ~ 00 260 1 ~ 51.20 51 ° 00 ~ 47. 44,70 ~ E ~
i ~ 61,0 I 45•;4 ~ ~ r i ~ ~ 50.70 45,;4 NEU 44.95 0~ FAR c
~ ~ Z NING:6 . CB ~ 60.9b ~ 0.50 ~ 48.54 44.35 ~ ~ ~ ~ f ' ~ I -2 ~ 61.47 60.4p ~ a~ ~ T~ 48.04 TW=51 i 6' - a Uf - w TW=51,25 ~ s ER ~ s t ~ + 4 ~ 1~ m
~ _ ~ \ ! I ~ 0.97 48, 55 48.64 BW-4 ,r,• ~ 65.93 . - ~ 48.05 48.14 ~°~47. 3 BW=43.4Q - TW 51 25 ~ 9 ~ _ ~ D I i~ -
~Q ~,',1 ~ ~ 65.43. f ~ ;c~ 4.60 4` 3 45,95. BW 43 2~.,_ , I _ - , ~ STEWART - 45, 4 ~
~ hd rn u ; 48.64 47 ~ , .03 1 4 ~ 6• 8 ua ~,~~5'~, ` ` 6~,502`~ONI 1 r~ ~ ~ 48,20 48: 0 ~ TW 51.5. W ~ ENGINEERING INC , 3' -::BW 43.5 ~ s a 260 Town Hall Ddve, Suke C Morrlavllle, NC 27560
~ ~ D (~-2 I~ 63.2 6L34 E 53.75 ~ 65,25 62.62 ' ~ ~ ~ 4 -~D ~ ~ { 7e1.919.3806760 fax [phone]
N8,6°38'03"E ~ , ~ 53,25 48.~69~` ~ 45.05 ~ 45.05 + 43.8 ~ ~ = I ®2008, A9 dowmeNa acdculWaulnduNn ~ WrBlee, drevMOe, end specMatlan properotl by 9Mwerl En~pneedng, Inc.
4 82' 65.57 ~ x! t ~ i ~ _ + 47.55 + ~ + + t~ ~ s .17 e ~ 13 P ~ m_ i~ a3. o ~ ' ~ _ ' (3Egsro lmWmeirta ofprefinelonel service lnterAadhrono-tlme I - use. They ere suhjeclrempyiiphtaolhx PiopeAY~llewaand
G \ 581°" , Q,,,~ ; X• ~ = 65.2 ) ~ - _ . . E ~ ~ ~ 48.77 • ~ . 64.92 FDl ~ - - ~ ~ ]~14 48.77 47.45 d' 43r~~ ehellremain+he propcAyo}SELTheY eronotta be xgled, moCdaE, 581 D',~. _ t N' 43:1;11 ~ W - 1 or dwngedin enymennerwheboeNr norewgrnd fnndtlM perry 4].45 ~ - ~ t ` wlMiaitptla wAtten pemiWlon ol9tewetl En~needng,Inn
+ . 52.25 r. ~~1~ 4 4q p 41,00 _ 248 ~ ' 1
2 24 ~ ~ , ~5, ~ ~ , 8.75 52.33 ` ~ a ~ i X4,75 ~ ! LOWER FLOOR 4 rail40.50 t ~ ~ } T 43:0 ~H ~ 1 , ~ ' , _ These drawings have been commissioned
~ Q ~ (9 ~ _ + + 51.15 ~ ~ ~ S~ 1 i FFE 252.43 ' _ 42 ~5, r GRADE ' - ~r for this construction project and remain
, ~ ~ - ~ 22 - - ~ p _ , _ RD6 Z ~ ~ . ~ _ , - - - - _ RD7 D5 4~'.SfY~ ~ , ,r--- ~ ~ r' ~ ~ the ro er[v of Tise IGester Architects. No ~D6 _ - . r 4?.00 EpSEM.,. w
_ o ~ ~ o n w - ~RD8 5.1.2"5 ~ . F ~ m _ . , Rl)23 - ~ ~ - , 00 Al SEWER ~ ~ reproduction or use is allowed without first ~ PRN ` r ' ob ' ' the Architect's written consent. - . , 1 EX. 20 ~ ~ ~ ra"""g
r.. _ - ,•.k_----- - _ ,r ,.u _ _ i _ . , TW 46, 25 , s ' ~ I,
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„ , ` - , _ UPPER FLOOR ~m_=-.: 0 ~ ° ® ® ® s
h S54 05 53 W ~ ~ FFE 264.49 _ _ _ 9 ~ ~ 49.22' ~ ~ ~ ~ - 48.90 ~ su HALT. !!i~* , 1 . / - EXISTING ~ ~ ~f TI~4;0.
EX. , ~ ) B~ 431, 5~ BRICK i
' ~ ~ t':. ~ x `t \ Yo NEW 5T0. FACILITY 1 ~ 43.15; 0. FACILITY - BLDG. I ~ j, 4,2.65'' 42.40 ~E'~1STING u``, i ; ,
~ FFE 248.94 \ ~ _ ~ \ 48.94 a ~ ~ ~
• , 41.90 $@ICK ~ ~ ~ r 4$10 ~E TING ~ ` ~ 48.40 ~ -
1 \ i' " ~ i • t ~ 3;80 ~ H~I1G, ~C RETE ~ ~ ~ 41.68 - 1 AB
+ r t 4, 8 90 _ 4 18 1 + E_
~,a ' EXISTING WAT - ERWORKS BLDG. 41.50 i t
. ~ ~oA ~ . LOADING DOCK . ~ 4 7 ~ 0 - ~ ° ~ 4 5 SB # - . 4.25 f37..7 -t: ~ ~
4~ 3 ' 1 ~
~ i ~ ~ ~ ~ '4.4 ' ~~Fr, ~ ~ 50~'W N'EUS ~ ~ -
~ ~ ' . ...,J.. ,G; x ~~L- ~ i 8,9 ~ ~ ,30. ~ ~ ~ ~ 1 4.$ ~.80 ~ 1 ~ t~l _ ~ i ~ ,
i ~ ~ ~ - RIVER;' Bl6~ER,'
~ ~ ~ Cl~ ~~1 ~ i~ A _ a y~<^ ~4, ~1 0l ~ ~C?~~ n0`~Yca r Jrq ~ I
~a_ ~
° ~ ~ ~ ~ 397.92' ~ N03°56'15 W ' ~ / i 1 ,l ~ ~
x ti p 0 ~ ~ j ~ 1 46, 41,60 a ~ ~ ADS GRAVEL,AS ~ ~ ~ -
R = 405.50' 6 i" ~ i DELTA = 31'33'26" I ~ R ~ / i / ~ ~ ~ ' ~ ~ ~ ~ 46,0 ' ~ N~CES3ARY ,fi0 BEING rfi0 . ~ ~ ~ EX, F~F1CE
COURSE = S69'S2'35"~l ' ~ ' % i i ~ / 1 31V ~ x ORAD6; R@COI~~ACT ' ,
CHORD = 220.53' w' ~ ' ~ % ~ ' _._.L - ~ - l ' ~ 1 - ~
~ j / i / i s._-.- ~ ~ I 1 ~ l ~ / - _ ~ ~ `t _ ~ ' ~
x i ~ ~ i j ' ~ k ! ~ ¦ Job Number; C1 17
o ~ I ~ _ /
z }I Q ! ~ f' j f`
1 1 X F-- i ~ ~ - W _ ! r~ ¦ Date: 04.14.03 o _ ~ ~
~ 1 ~ ~I o ~ ~ r nt ~ ~
¦ Revisions:
EN E N TE E N 07,30.03 Revd per C, 0, R.
1, ALL DIMENSIONS AND GRADES SHOWN ON THE PLANS SHALL BE FIELD VERIFIED BY THE CONTRACTOR PRIOR Foll Permonent Seedin Au ust 14 -November 1 Shoulders Si i h I N LE D
9 9 de D tc es, Slopes (Mox. 3;1) TO CONSTRUCTION, CONTRACTOR SHALL NOTIFY CONSTRUCTION MANAGER IF ANY DISCREPANCIES EXIST PRIOR
TO PROCEEDING WITH CONSTRUCTION FOR NECESSARY PLAN OR GRADE CHANGES, NO EXTRA COMPENSATION Lime 2/tons/ac Dote Type Plonting Rote 34.50 -PROPOSED SPOT ELEVATION
5-10-10 Fertilizer 1000 Ibs/ac August 15-Nov 1 Toll Fescue 120 Ibs/ocre SHALL BE PAID TO CONTRACTOR FOR ANY WORK DONE DUE TO DIMENSIONS OR GRADES SHOWN INCORRECTLY _ _ Nov t -Mar 1 T II F 0 20 0 500 Ibs/ac o escue & 120 Ibs/ocre ON THESE PLANS IF SUCH NOTIFICATION HAS NOT BEEN GIVEN. n riff Abruzzi Rye 25 Ibs acre 44.50
U sca ed Sericea Lespedezo 60 Ibs/oc / - TOP /BOTTOM OF CURB 44, 50
Ky-31 Fescue 30/Ibs/ac Slopes (3:1 to 2:1) 2. WHEN HAND PLANTING, MULCH (HAY OR STRAW) SHOULD BE UNIFORMLY SPREAD OVER SEEDED AREA WITHIN Rye Grain 25 Ibs/oc
24 HOURS OF SEEDING, Strow Mulch 2 ions/ac Sep 1 -Mor 1 Sericea Lespedezo 70 Ibs/acre TW= 44.50 - TOP /BOTTOM OF CURB
(unhulled-unscarified) 3. DURING UNSUITABLE GROWING SEASONS, MULCH WILL BE USED AS A TEMPORARY COVER ON SLOPES THAT Winter Temporary Cover November 1 -February 28 and Toll Fescue 50 Ibs/acre BW= 44.50
ARE 4:1 OR STEEPER, MULCH WILL BE ANCHORED. Lime 2 tons oc Nov 1 -Mor 1 Add A r i
/ ( ) buzz Rye 25 Ibs/acre 10-10-10 Fertilizer 700 Ibs/ac
4. EROSION AND SEDIMENT CONTROL DEVICES MUST BE INSTALLED AND INSPECTED PRIOR TO ANY GRADING ON Oats 50/Ibs/ac Consult Conservotion Engineer of Soil SITE. PLEASE CALL FOR AN INSPECTION, Ryegrass 20 Ibs/ac Conservation Service for additional
Straw Mulch 2 tons/ac information concerning other alternatives
for vegetation of denuded areas. The 5. SEDIMENT/EROSION DEVICES MUST BE CHECKED AFTER EACH STORM EVENT. EACH DEVICE IS TO BE above ve etation rates re h i
MAINTAINED OR REPLACED IF SEDIMENT ACCUMULATION HAS REACHED ONE HALF THE CAPACITY OF THE DEVICE. NCDOT RIGHTS OF WAY -ALL DISTURBED AREAS do well rider local no' n ose whch co d t o s, other ` \I\,,,111111,1,,,,,
WITHIN NCDOT R/W SHALL BE REPAIRED WITH THE seeding rate combinations are possible. FOLLOWING RATES OF SEED, PROPERLY MULCHED For a lawn quality turf, double or triple
E AND TACKED, ra , I tes N NTR L N TR U TI N E UEN E 25# RELIANT HARD FESCUE ss''•• ~ti';
100# ALTA OR K.Y. 31 TALL FESCUE 'r~•Temporary -Reseed according to 1. OBTAIN PLAN APPROVAL AND OTHER APPLICABLE PERMITS. 25# KENBLUE K.Y, BLUEGRASS im m QQ- 9 .
opt u season for desired permanent 2. FLAG WORK LIMITS, 1000# 5-1p-10 FERTILIZER ve elation, Do not allow tem orar cov r REFER TO SHEET C-4.0 FOR LEGEND '
3. HOLD PRE-CONSTRUCTION MEETING WITH INSPECTOR ON SITE, AT LEAST ONE WEEK PRIOR TO THE START OF 4000 LIMESTONE g p y e to grow over 12" in height before ;I~1p`1`~FOR TRij~'~4}~Q
ANY LAND DISTURBING ACTIVITY. mowing, otherwise Fescue may be shaded 4. INSTALL CONSTRUCTION ENTRANCE AND SILT FENCE. out. ti
5. INSPECTION BY INSPECTOR•
6. CLEAR AND GRUB ALL TREES AND REMOVE ALL WOODY VEGETATION AND STUMPS. ~II111111\
7. PROVIDE GROUNDCOVER FOR ALL N AR T DEUDE A WHIHWI NT IT RE D E S LL 0 R Y F E PR C BE D S U BED B RTH R TE U TI E N NT E
CONSTRUCTION. 8. PROVIDE GROUNDCOVER FOR ALL DENUDED AREAS WHICH WILL NOT BE DISTURBED BY FURTHER 1, AT THE START OF GRADING INVOLVING THE STRIPPING OF TOPSOIL OR LOWERING OF EXISTING GRADE
CONSTRUCTION. AROUND A TREE, A CLEAN, SHARP, VERTICAL CUT SHALL BE MADE AT THE EDGE OF THE TREE SAVE AREA .A
9. ARRANGE FOR FINAL INSPECTION AND TO OBTAIN CERTIFICATE OF COMPLETION. THE SAME TIME AS OTHER EROSION CONTROL MEASURES ARE INSTALLED. THE TREE PROTECTION FENCING
10, REMOVE ALL TEMPORARY MEASURES AFTER THE SITE HAS BEEN PERMANENTLY STABILIZED AND APPROVED SHALL BE INSTALLED ON THE SIDE OF THE CUT FURTHEST AWAY FROM THE TREE TRUNK. BY INSPECTOR.
2. NO STORAGE OF MATERIALS, FILL, OR EQUIPMENT SHALL BE PERMITTED WITHIN THE PROTECTED AREA, AND AND ~i,~aNSV~r
NOTES; NO TRESPASSING SHALL BE ALLOWED WITHIN THE BOUNDARY OF THE PROTECTED AREA, AND SHALL BE SO -e...l.r- ra in rosion on ro .o
1, INSPECTOR REFERS TO NORTH CAROLINA LAND QUALITY INSPECTOR OR HIS REPRESENTATIVE. FIELD NOTED ON THE GRADING AND EROSION CONTROL PLANS AND POSTED ON THE PROTECTION FENCE. A INSPECTIONS MAY REQUIRE ADDITIONAL SEDIMENTATION AND EROSION CONTROL MEASURES AS DEEMED PROTECTION FENCE CONSTRUCTED OF MATERIAL RESISTANT TO DEGRADATION BY SUN, WIND, AND MOISTURE
NECESSARY BY THE INSPECTOR, FOR THE DURATION OF THE CONSTRUCTION SHALL BE INSTALLED AT THE SAME TIME AS THE EROSION ~E Sheet
2. CONSTRUCTION AND MAINTENANCE ~OF ALL EROSION CONTROL DEVICES SHALL CONFORM TO THE STANDARDS CONTROL MEASURES, AND SHALL REMAIN IN PLACE UNTIL ALL CONSTRUCTION IN THE VICINITY OF THE TREES 'EES
SET FORTH IN THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENT, HEALTH AND NATURAL RESOURCES LAND HAS BEEN COMPLETED. GRAPHIC SCALE
QUALITY SECTION EROSION AND SEDIMENT CONTROL PLANNING LAND DESIGN MANUAL. 3. THE TREE REMOVAL CONTRACTOR 15 RESPONSIBLE FOR MAINTENANCE OF EROSION CONTROL METHODS DURING 3, TREE PROTECTION FENCING SHALL BE INSTALLED PRIOR TO DEMOLITION OPERATIONS IN SUCH A MANNER 30 0 15 30 60 120 ~
CONSTRUCTION, AND THE OWNER IS RESPONSIBLE FOR MAINTENANCE OF ALL PERMANENT EROSION CONTROL AS TO CLEARLY AND ADEQUATELY SEPARATE ALL TREES TO BE REMOVED FROM REMAINING VEGETATION, ER
1,1CTLJ f1f1C ACTrn /b1A I(^TI"111nT1 nr.l in nn..ni rTr .r "r'... ...r..+ ..rr~•......
viL- i ivua r+r LF\ w vD 1 r"uu 1 IUIV 13 t,UMI'LL I t, Ir HIV 1 I-t KMHNtN I Mt IMUUJ HKt Kt.UUIKtU.
( IN FEET ) of
i inch = 30 ft,

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~ ~ 234 ENGINEERING INC
x ~,J ~ `233.$0 ~ - - - - - ~ a~ ~1 260 Town Hall OrNe, 3ulfe C Mortisvlile, NC 27580 M.., Tel. [phone] Fax [phone] ~
23 j ~ ' ~ 02p03: NI daanren<a 8 rrdoulWam Indadlnp mmpuEBrA~a. dmelnpe, aM ape:sllatkn prtpered ay SbvnnEnphieMnp, Inc.
3 , SEI Bre IIpWBIBMa Bt BlreSaAm nlaMad fay OAFprnO usa. Theyare subject to ropydpht 8 oNa property right laua end shag remem the property Mme, They ere nat~ he mpkd, rtadiMd,
; 237 . -238 a cNnpedin enymennawh~eaevermraeelgned to athik party I vAMoA ptlprwAtlen pamlubn ol9tewen ErgineeMp,Inc.
~r , . 239
74 These drawings have been commissioned 30
- - ~r . for Ibis construction project and remain 235 i N
240 - , the property of 7 Ise IStester Arch teas. o n r u is we without first re roducho o se allo d
, ` .P' p obtaining the Architect's written consent
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TOP OF BERM
5,0 6
JB26 P23 SHELF 6" PEREERATED F _RF RAT P ¦ Job Number: C1017 E ED VC
FILTER FABRIC TER FABRIC ~
EL 240.00 WASHED STOP SASHED STONE ¦ Date: 04.14,03
DRAW DOWN VALVE
6~.1 3:1
¦ REVisions:
EL 236.00 ° 2
44' - 12" RCP 07.30.03 Revd per C, 0. R.
' 6" PVC EL 233.00 2 3.00
CONCRETE ANTI-
SEEP COLLAR
(cast in Place with
~4 Rebar 12" Ea. Way)
Surface Ar ~ ea b Elev y a~on
F~RO~IT Elevation Pond Foreba y
SIDE
14" 36" 14" 14" 36" 14° 233 3685 . F~,
234 9445 Ft. 1 8S Ft.
236.00
G RATE 235 23655 7t. 2725 Ft, ,h~`'''i`ilj"'''~-, ,a....e.,~,
, 236 4256S fit. 48~~ fit. FESSio ; . o N a•9
~ 35.5" VALVE #4©12"(4 sides 3.5" 3.5" QQ- 9 237 65355 Ft,
N ~ R1P RAP ~ ~ ~ 12
44'-12" RCP ~ 2 3 8 7 1 = fi FOR TR 6 3S fit. ,~o ; u~~~
6" PVC ~ ~ ~5@12"(4 sides) o
233.00
8„ 240 99385 fit. yJppillip,y~
. 2.75
230.66
10" 10" 10" 10"
35 ~ 34.75
12" 12" 12" 12„
P n and Details Plan od
Sheet
GRAPHIC SCALE

20 0 10 20 40 80 r I l r
of
( IN FEET
I inch = 20 ft.

~ ~
r-- - - - - - - - - - - - - - - - - -1
HANDICAP PARKING SIGN ~ EACH
ASPHALT PAVEMENT PATCH SPACE SEE PLAN VARI. SLOPE NOT VARI, SLOPE NOT
0 EXCEED 12;1 TO EXCEED 12;1 -
4'-0" 4'-0" I 1" 1-2
- r ' 16'-0" 16'-0" 1'ASPHALT
NEW ABC 12" MINIMUM DEPTH f r I' ~ H-BINDER » » ~ » 6'-0" ~ » 6'-0" 6 0 4 0 6 -0 2 2 4 -0 BACK OF CURB
18 -0 t f ~ MIN. MIN, 8° ABC ~ TOP OF CURB ~ ~
TYPICAL ~ SPACE ~ ~ 11 ' Min r
1' ~ ~ 1' LENGTH ~ ' 1 ; . , .a ~ currER uNE 8 2 East a St eet T'~ ,`L,~i~ r r NC 7510 Tr TANDARD CURB
/ ( ; I ~,i =:i~ Carboo, 2 „ i t~ ~ ~-PREPARED SUBGRADE DE RESSED CURB DEPRESSED CUR Tel. [phone]
~ ~CDMPnc~4 Flu. ~ ' ' - I It 'ii , i~,r I = ; ' STANDARD CURB
EJtlSTING SUBGRADE i.i.~ . 1 ~ I_~., I
9'-0" 5'-0" 8'-0" 5'-C" 8'-0" o DOUBLE ACCESS RAMP ~ 0
HC HC I TYPICAL SPACE SPACE ~ SPACE WIDTH WIDTH U
WIDTH ASPHALT PAVING ( 'PAVING ON AGGREGATE BASE HEAVY DUTY Z
1 H EAVY D TY U o
TYPICAL DIMENSIONS UNLESS OTHERWISE NOTED. N.T,S a
w VARI SLOPE NOT , N
TO EXGEEO 12;1 - STEWART
AbiES 1. THE PAVEMENT SHALL BE DEFINED BY A STRAIGHT EDGE, PREFERABLY A MACHINED SAW CUT, NOTE ENGINEERING INC 1" I-2
2, THE TRENCH SUBGRADE MATERIAL SHALL BE BACKFlLLED WITH SUITABLE MATERAL AND COMPACTED TO A DENSITY ALL PARKING STRIPING SHALL BE 4" OF Ai LEAST 85X OF THAT OBTAINED BY COMPACTING A SAMPLE OF THE MATERIAL IN ACCORDANCE W11H AASHTO 16'-D" ZBDT4wnHellDdve,Bul~G hloMsvilk,NC27S80
T-99 As MODfflED Br NCDOL HC PARKING DETAIL WIDE PAINTED LINES USING WHITE 3, THE FlNAL t' OF FlU SHALL CONSIST' OF ABC MATERIAL COMPACTED TO A DENSItt EQUAL TO 100% OF THAT TRAFFIC MARKING PAINT ' _ 1 ASPHALT Te1.919.380.8780 Fa~818.380.8152 H-BINDER » IN ~aaaNimewdm~r~aro~a«+waaw4e•»~
OBTAINED BY COMPACTING A SAMPLE OF THE MATERIAL IN ACCORDANCE N7TH ASSHTD T-80 AS MODIFIED BY N.T.S, NCDOi, BITUMINOUS BASE OR BINDER MAY BE SUBSTITUTED tF APPROVEp BY THE ENGINEER, -0"-? 0 M 6' D" BACK OF SIDEWALK ",M~sN"°r~°~e+i" wm~r~o'legeamm~myare, i
4. THE ENTIRE THICXNESS/VERACAL EDGE OF THE CUT SHALL BE LICKED. ` >M P._ » wmm~m".d~in~w~~ewwrMaseirn,r.en"eo,ar~, x;.r t1 ABC modlMd,aalen,edlnoeyma~nstfiMOewnormlpr"d laetliMpafyxltlao! pfiax>fNnpanidmd8l"aA6~,lreairg Fa
5. THE SAME DEPTH OF PAVEMENT MATERAL WHICH EXISTS SHALL BE REINSTALLED, BUi IN NO CASE SHALL THE ~ ASPHALT ~ LESS THAN 2" THICK, _ ~ I :ill~~ _ I
6, iHf ASPHALT PAVEMENT MATERAL SHALL BE INSTALLED AND COMPACTED hI0R0UGHLY TO ACHIEVE A SMOOTH I LEVEL PATCH, I i --j ~ i ~ li' i_I-~~ ~ ~ OP OF CURB -I 1_._,. ~ n _ ~ i ~ L I- ~ ! I 51 ALK ACCESS RAMP
l LI , ll~~ ''~J_~ l~~ ~ ~ ~I I ~ ~ --PREPARED SUBGRADE These drawings have been commissioned
_ ~_~a._r T i_ I I ~ ~ I I' ~ E_. ' ~ GUTTER LINE for this construction ro ect and remain a--r , I a-~-;:; ~ LIP NOT TO EXCEED 1 2" P f ~ z ~ ~ ~ Y: i , : ~ ~ ~ I , ! ~ ~ the property of Tise iGester Architects. No
I ........1...:. ~ • ~ ~ ~ DEPRESSED CURB reproduction or use is allowed without first
obtaining the Architect's written consent. STANDARD CURB
ASPHALT PAVING t PATCH AREA PAVING ON AGGREGATE BASE LIGHT DUTY SINGLE ACCESS RAMP
Cr1Y OF RALEIGH SEE NOTE LIGHT DUTY
CENTRAL ENGINEERING DEPARTMENT N.T.S
REVISIONS onTe: ~/s/oo oRAwr er. rre
ASPHALT ~ PAVEMENT
PATCH ; ` ~ ` ~ ~ i ~ ~ ; S `1 ~ 1 ~ } SIDEWALK
I
GRASS STRIP
--------J SURFACE COURSE, TYPEI-10R1-2
BITUMINOUS CONCRETE BINDER COURSE, TYPE H PATCH COMPONENTS COMPACTED AGGREGATE BASE COURSE
COMPACTED SOIL SUB-BASE
W4.0 X W4,0 WWF
UNDISTURBED SUBGRADE ASPHALT PAVING 1LT PAVING
VAN EXISTING STONE BASE EXISTING PAVEMENT COMPONENTS EXISTING ASPHALT .tr7.""""I' 6" CONCRETE
ACCESSIBLE ~ ~°nR u'C~_ , , r~,u~, - i '~a Orj OoC`n~.• c 4" AGGREGATE
.o -NOTES - i - Inc ' Ana > ` ~ ,°`0~ _ 0,. BASE COURSE SLOPE 12; I MAX.
i, SAWCUT PAVEMENT 1.5' BEYOND INTENDED AREA OF REPAIR. i I I ° RESERVE HEIGHT OF R7-Bc RESERVED PARKING ~-1 ~ ~ - , t ~ ISOMETERIC VIEW ` v . 0 '';1 0~ c
SIGNS AS PRESCRIBED BY N.C. 2, REMOVE EXISTING WASTE MATERIAL FROM SAWCUT AREA. NOTE; PORTLAND CEMENT i = DEPARTMENT OF TRANSPORTATION 3, RECOMPACT SUBBASE TO 98X PROCTOR, p~RE~E To HAVE a 28 oar BENT X28 DAY i ~ 98~ COMPACTED SUBGRADE
PARKING MANUAL ON UNIFORM TRAFFIC CONTROL 4 IN A A STRENGTH of 4 I l DEvlces, SECTION 2A-23, PART a ST LL GGREGATE BASE COURSE; COMPACT. o0o P5 5, INSTALL BINDER COURSE; INSTALL SURFACE COURSE, I i ~'-1 ~
6, PATCH TO MEET EXISTING GRADE; PROOF ROLL IF NECESSARY. - 6" 6" MIN.
~z" 7. PATCH MATERIALS TO BE HOT MIX. NOTE: SEE ARCHITECTURAL FOR FENCE DETAIL
tz ASPHALT PAVEMENT REPAIR ASPHALT TO I ASPHALT TO CONCRETE DUMPSTER PAD TRANSITION HANDICAPPED ACCESS RAMPS
° OO N.T.S. N,T.S. N,T,S. RALEIGH SIDEWALK DETIUI N.T.S.
° ® MAXIMUM ~ ° °
PENALTY ¦ Job Number: C1017
250 °
° ® ® 1 4" IT MIN PAN I N / B U OUS EX S 0 ¦ Date: 04.14.03
JOINT AT EXISTING OBJECT c 4x4 TREATED POST c (I,E. WALL, WALK, CURB, ETC.) r----------------
PAINT TO MATCH BUILDING (typ) i u) h
SLOPE TOP OF CONCRETE 1 /4" TOOLED CJ TOOLED " SEE PLAN (10' FOOTING TO DRAIN (iyp) SCORING PATTERN EDGES 1~4 O,C. MAX.) ¦ Revisions:
~f_ _ 07.30.03__,_ Rev'd__per C._ 0. R._
- _ , I~ 1-_ ~ s~ ~ ~ , 6,. 2'-0"
- _ - - - - - - - 6,~ I r I -~i-~ I I:. - - I ' - - - - i - - ~ ~ ~ I~_ :III =1 I I__[ I I__ I I i__{ I I-I I I~ I ICI 111__11 I__I ~ ~ I I (I_-1 ~ h_.I I = - _ ! _ , i2 R - I I I I I__I I I I I ~ I 1'-6" MONOLITHIC POUR OF 3000 PSI CONCRETE _
-I i 1~= I I.-'III --III=C I =1 I i_-_I i-III---I 11=-=I I i -1 I I--I I1=-1 I1= ~ ~ I. I ~ » ' - I I i I I ~ I I _ .
98% COMPACTED SUBGRADE i ^ I " IN UPPER 12" d~ m~
la 6„ 7YP. CONTROL JOINT il'P, EXPANSION JOINT EJ ®WALL
iQ HANDICAP PARKING SIGN (VAN ACCESSIBLE)
® RESERVED PARKING SIGN 6,~ ° M
® MAXIMUM PENALTY f250 NOTE; r „ ' N T \ Q ES,
3000 PS128 DA Y STRENGTH CONCRETE FOR THICKNESS, SEE PLAN - ~ CONCR F R ETE 0 CURB ~,pt~ ANO GUTTER SHALL f , pt~'' \
POST MOUNTED HANDICAP SIGN ".T.s, USE 1/4.81TUMtNOUS EXPANSION JOINT A MAX. OF 20' O.C. AND WHENEVER CONCRETE 2'-0° CONTAIN NOT MORE • ~ 2'-6" THAN 6,6 GALLONS OF ~Iti
WALK MEETS FIXED OBJECTS (IE. CURBS, BLDG. ECT.) WATER PER BAG NOT LESS 1,5 B B.LS PER •r.
CUBIC YARD, FORM , ~ r
CONCRETE SIDEWALK SECTION SECTION A-A MOSENBN RCEPTABLE ~ G EE
N.T,S. nnurr t I, A 3,5' RADIUS C i~~'r
HANDICAP PARKING SIGN EACH SPACE SEE DETAIL aRp
oFE IOb 9 1/8"MAX. ~ QQ q o
5" 1'-6" g" 6., \ ..NS• + •
~ ~ ~
6" 1'-0" ;IgA't6, FOR TRu~'~bOA
BUMPER FOR PAVEMENT DESIGN ~ 1' SEE SITE PLAN q F,
~T--_ , Ut. LOR 'rrlllri~rrl~`
, i i a ~ I ~ ~ SLOPE 1 4" P ~
° ' - ! ~ ~ ER FT. N A
8~-0" 6'-0" 8'-0" 9'-0° 5'-0" g•-0„ ~ j ~ ~ i VAN HC SID HC i0 ......1 1 ~ ~ ~ ,o 10'-0° MAX,
ACCESSIBLE SPACE SPACE SPACE HC SPACE ~ i I ~ ~ ~ ~ ~ BETWEEN JOINTS
r/2' oat JpM r SHEET 1 OF 2
VAN ACCESSIBLE SPACE NON-VAN ACCESSIBLE SPACE _..I ~ I i , , ' ~ j F , . FRONT VIEW r s ~
~ ' ~ I I " I.~ ~ STANDARD 24" OR 3~ NOTE: BASIC DESIRED DIMENSIONS ARE INDICATED. NTS ARD 24" OR 30"CURB AND GUTTER SECTION r a• CITY OF RALEIGH CENTRAL ENGINEERING DEPARTMENT It D I~ e eta s
CONSTRUCTION SHALL COMPLY W LOCAL AND STATE D,0.T, DETAILS AND SPECI ACATIONS, 20 do' SD^ REVISIONS Da/E, x/3/00 DRn"" er; ,lfg
DRIVEWAY
TE5~ CONCRETE FOR CURB AND GUTTER SHAH CONTAIN NOT MORE THAN 6.6 GALLONS OF SIDEWA KD TAI Sheet L DE L
WATER PER BAG, NOT LESS 1,5 B.B.L.$ PER CUBIC YARD, FORM MUST BE ACCEPTABLE TO HC PARKING DETAIL ENGINEER, STD. # 20.01
N,i,$,
CURB AND GUTTER (SPILL OUTI ~
N.T.S,
i I ~ I
of

:~i{!b,?>6;f {i'.%CiF~II, C+$E!r'v!E)%
SHALLOW TYPE INTERMEDIATE TYPE (4'X4') DEEP TYPE (5'X5') ~ ~ ¦
(5 FEET OR LESS IN DEPTH) (5 FEET TO 20 FEET IN DEPTH) (OVER 20 FEET IN DEPTH)
STANDARD STEPS " REINFORCED 'y` ~1~ REINFORCED 3 ALTERNATE LAYING _ . 't . 'CONCRETE SLAB ifi" ON CENTER CONCRETE I~ . ~ I I l~,i` i, I NOTES' ;~I Ili li~li~!,I'I'
- . A . -1 THIRD COURSE "Z~ 36 , ,a {,•„e ~ ~ d ~ ~ ~ I ~ , ~ I I " ~ 2. CONCRETE SHALL BE 2500 PSI. I. CONCRETE SHALL NOT CONTACT BOLTS
8" STANDARD _ qg" - - " 60" . STEPS 16" ON 8 1 ~I I . ; i ~ I, i l ~ ' OR ENDS OF MECHANICAL JOINT FITTINGS, ,'I
:C: STANDARD STEPS CENTER ALTERNATE LAYING ° < 16" ON CENTER 8" ~ _ DIREC110N EVERY i 3. TRENCHES SHALL CONFORM TO STANDARD DETAIL
fi _ _ - 12" THIRD COURSE 6' MIN, ~ ' ~ - --6 - f^~~' 4~ SEE STANDARD THRUST BLOCK TABLES FOR AREA OF CONCRETE REQUIRED,
6" ~ .I 'rk';~ ALTERNATE UYINO 6 ~ ~ - 0 5' ALL BENDS AND INT R E SECTIONS SHALL HAVE
DIRECTION EVERY o fi" ~ THIRD COURSE 7- 000 CONCRETE THRUST BLOCKING
.i .
T' 118 ' z East Main atreet TEE INTERSECTION Carrboro N
C 27510
PLAN Tel, 919.967.0158
II II
SOLD CONCRETE OR BRk;I( BLOCKING SHALL BE USED i I 'I 1 I I( I ) ~ I l ` i,~ II I I I I
AS FOOTNG TOR DUCTKE IRON PIPE, P.V.C. PpE FRAME, GRATE, k HOOD SHALL REWIRE A 2500 I I I ~ I s I wl I i I ~ r' I ~ I
/-FRAME, CRATE, & HOOD PER DA,T, STD. 840.OJC P,Sd. CONglETE FOOTING, 1 I `'NN''u", I I I I 4 V
PER D.O,T, STD. 840.03C FRAME, GRATE, & HOOD PER D.O.T. STD. 840.OJC '.J`ad.!'!•`,F'7i ai'1•;4y++: ' „7,11;' ~i;Y'' I ~
REINFORCED 28' TAPPING SLEEVE VALVE - CONCRETE SLAB 4~,},,:y „r«, REINFORCED 12" MAX NAIVE ~,lc"~'(.'ji,.`i?I'''~'d~5~ln'. ~:~SYL i,'t5~iq+1R~,~
L, T_ CONCRETE FWIGE MIN t " '~4a~'y tr;5+,i, ~''„(~~~,d w'•~„`tr~';r"v~,"7 ~Yr ~ I m /Y,d FITTINGS '~,:/,.,",~},~f ,',+.t. e.~,,,4;,;.'tt~l':hji''
- 2 SUB 7"•~L'+~~' M,J FITTINGS fi' - 48' 8, ;,'S',I,.I,a •pr'~r ~ri,'v, 'ul"•4 . 5,"i,' I,e I ~ ,
g" .a" NOT TO EXCEED 5' FROM 3' TO 20' - OVER 20' ';;',"'~L~: w: I S T E W A R T ~'~5 ' ~ ~ ENGINEERING INC
I::: T. 8" 6' MIN, EKISTINC ..T:.. 12" n THRUST BLOCK AREA 5}.;;?~'t ;~,,~'J~:{~'~;;~i';~"`'Y~! 280ToumH"IlOdue,Su9eC Nottisvlly,NC2TS9O
Te1.919,380.5750 fa><919,380,9]52
L ~ : 1- L ~aoaNlmam«aaawronndaroaawmrnow,ar,"al.lro 45' BEND r~«d ~'~a„~°:;ray'":°wgodreuo~ar
t , w. . 4 , 3000 PSI CONCRETE 8" • 1'' ~ 1',y "ai;+"~' , 7~9~hNm InanldrellnndatMpmpe~yd9El. iheyaendto0empbd, nadlfxd, rcthvgeENaeymaMlrr,AlsoaNxraer"goeE IoatlirdpalyffPoiaA
I 94' BEND Wlarx~tlnnD~ledondSlaxe~6AInaMB, inF
SLAB DETAIL
SLAB DETAIL ELEVATION SUB n6CKNESS ANO STANDARD THRUST BLOCKING VIEWS These drawings have been commissioned
8" REINFORCEMENT FOR SLAB THICKNESS AND t, CONCRETE SHALL NOT OONTACT BOLTS OR ENDS 64' flC REINFORCEMENT FOR 8" OR MEGHArUCQ JOR1f FrtTMGS, N.r.s, for this construction project and remain the property of Tise Koester Architects. No
26" EAR SOIL AND TRAFFlC 2, SEE STAND4RD REACTgN BLOCK TABLES LOADING BY AN FOR AREA OF CONCRETE AEOUTAED reproduction or use is allowed without first
ENGINEER 76" 26" obtaining the Architect's written consent.
F~ „ „ NOTES: 4 -12 STANDARD TAPPING SLEEVE AND VALVE ASSEM Y
BL OVER 8' BI DEPTH, 12' WALL THICKNESS TO 8' FROM TOP 76" N.T.S. OF WALL AND 8" BOTTOM SUB SHALL BE USED. ~----I ASSEMBLY
CONCRETE BLACK OR BRICK CATCH BASIN
-"-THRUST COLLAR
THRUST COLLAR SEE DETAIL , UNDISTURBED
'Y" SAR f SOIL , "A" o . ~
'k" BAR O,D,fNPE
5' MIN 5 MIN
A" o
\S.
J" MN. CLEARV~CE 3" MIN. CtARENCE b
CONCRETE THRUST BLOCK
AT ALL 45' BENDS ' REINFORCING REOUIREWENTS REINFORCING BAR SCHEDULE
1/4" STEEL PLATE I.D, PIPE REBAR SIZE ~f" BAR LENDTH "X" BAR WGHT~ "Y" BAR LENGTH "Y" BAR WGHT. N0. REQ'D.
RUO REQUIREMENTS 3/4" THREADED RODS 3/4" THREADED STEEL I. Fr i'-I" Li LBS. EA x-24, Y-12 RODS
s12E of 45• BEND Sianc THRUST IN POUNDS NUMBER OF WATER SEWER WATER SEWER THRUST COLLAR AND THRUST SCHEDULE NUMBER OF RCS REQUIRED I' ~ A o B b -6 -18 20 -24 JO -J6 48
A~'~ ME"'~ PAD DETAIL fi" 4~2s of vALVE eoX 6"-36" 1'-4" I'-O" I'_7" I'_0" q» J» 4» 2
8" 7694 11'-9 1/2" 7 J/4"-8 3/4" 12' ~ NOTES; ¦ Job Number: C1017
17,312 2 1, SEE CONSTRUCTION SPECIFlCATIgVS FOR THRUST BLOCKING ON PVC PIPE,
u1 vALYa. N T Q ES: 2. SEE STAN011RD DETAQ. FOR THRUST BLOCK LOCATIONS,
COVER ,r 1. ONCE INSTALLED AND n 8' :r: y GHT, THE STEEL RODS AND BOLTS SHALL BE CO J'~"~~~~~~N~' ¦ Date: 0414.03 VOLTS SHALL BE COATED WITH 4' ~NFO~NG BARS SHALL BE OEFORMEO, AND 11E0 TOGETHER,
2 COATS OF BITUMINOUS BASE PAINT. 6 3/4"-6 fi/8" 9/16"-7 3 8 / 4 5, TAENCN BOTTOM WOTH IN YKJNIY OF THRUST BiACI((S) INSTALUTION SHALL eE THE ANNBKNA WIDTH AS SHOWN ON STANDARD DETAIL ¦ Revisions:
2, CONCRETE SHALL NOT CONTACT BOLTS OR ENDS OF MECHANICAL JOINT MECHANIGAL JOINT BENDS. B, BACKFNl TAMPED IN B" LAYERS AS PER STANDARD DETNL
_T t6, 2; STANDARD VERTICAL BEND DETAIL JD DETAIL ~ REBAR sHUL BE SQUIRED FOR SEWER BLOCKING.
/ ~ ~ N.T.S. 3/4'-4 S/8' s. THRUST COLLN2 MUST BE FACTORY WELDED, oN BoTH sloES. 07.30.03 R v'
e d per G 0. R, THRUST BLOCKING DESIGN DATA DETAIL
STANDARD VALVE BOX PAVEMENT PAVEMENT TOP SECTION N.T.S.
j
o USE: ~
5" HEAVY WEIGHT ~ VALVE p CAST IRON SOIL BOX z`j NOTES:
PIPE FOR EXTENSION ~ x;~ ~ ~ ~ TO ENSURE POSTTNE DRAINAGE, THE VAULT THE VAULT
~ ~ SHOULD BE nED INTO THE EXISTING STORM ~i z M DRAINAGE SYSTEM WHEN POSSIBLE, ETER LNG STORM E, /
REACTION BEARING AREAS FOR
9" ~4" HORIZONTAL WATER PIPE BENDS ~I~ \ BASED ON TEST PRESSURE OF 200 P,S,L ALL AREA IN SQUARE FEET
STAB-IN SOIL h hl y PIPE CASKET 9 ~ 5, ~ ~0 y / ( ) 0 B 3" a
_ LOCK l P P ~ T- ~ ~ poi yo: l~' STEEL LID ~ ~ 2
5 1/2"-5 5/8" CAP V \ ARIES ° ° PULL SLOT (Z} 0 ~ v ~ v~
w. MaN vuvE ~ ~ ~ ~a ~ a ~ • ~ ~ o ~ \ \ 000 ~.y\ o, 1 a ~ y ~ ~ ~ ~
v o v . ~ , Q SKID RESISTANT ~ ~ ~ 0 ~ ~ IIIIIIII SURFACE ti~ p OJ Op0 ~ 0 0" \0~ ~ ~ \5t5tt Il~yr
~ ' COVER STANDARD YALYE BOX W. MqN x ~ ' ~ Q ~ ~ 0 0 ~ o CAR 1~ , 6" ~"eeoeeesee ri
BDTTOM SECTION ~e" S.S n' Y 711 2' 7 1 2 i I I 3 ~e° OF ONee"9
1' IRON BRACE 6" STONE ELEVATION PIPE SHALL BE LIGHT- I > QQ- 9 . 2s
BASE WEIGHT POLYMER CONCR ~ h~ e ~8'
9 N TES' :19A'1~. FOR TRtj~~O~'
fi 7 8"-8" 7 5/8"-8"1/2' TAMPED BACKFlLL e ti
t0 1/4 - i1' SHAH ~ EQUIPBP OSW ANGLEDRCHEBIKG do NOTES; ~U RFi l LO REACTION BEAPoNG AREA4 ARE IN SQUARE FEET NEASUREO IN A rrr~ylll nlltlt~``
OUTLETS & BY-PASS Fl/ANGED VALVE OR~~ BY-PASS FLANGED BALL VALVE INLETS AS DIMENSIONS INCHES VERTICAL PLANE IN THE 7R"NC11 $bE AT AN ANGIf OF 90' TO THE USE B"-9J BEgO YALUE FOR HYDRAMS FOR AOOIIIONAL SAFETY FACTOR
FURNISHED BY FORD CUSTOMSETTERS, A B MUELLER OR OTHER APPROVED EQUAL
18 3/8" 30 1/8" PRECAST CONCRETE BOX WITH ALUMINUM
ACCESS HATCH Wlll BE AN ACCEPTABLE
VALVE BOX INSTALLATION AND EXTENSION DETAIL ALTERNATNE WITH APPROVAL of THE TOWN OF LOIUSBURG. A A
N,T.S 0 MOUSE HOLES (2) 0
4"x 4" OPENING Bf WITH 4"x4" KNOCKOUT as BOX
ABOVE OPENING } l e ai s an
Sheet
STANDARD 2" METER INSTALLATION AND VAULT aU LT
N.T,S.
Jam.
I I v v. ~
of

p s ¦
'r
aG
it
.a .
FINISHED BADE _ ~ 1 1 8' 2 East Main S t r e e t
FINISHED GRADE METALLIC LOCATOR TAPE SHALL BE INSTALLED FOR Carrboro, NC 27510
All PVC WATER MAINS 18" Tel. 919.967,0158 BELOW FlNISHED GRADE,
8" 3 3/8" ~r
3 7/8" \ ~ FlNAL BACKFILI ~
ro r 0
U 0
4'-4" 3'-0" FINAL BACKFILL z m
24" x 24" CASTING , .a
' { N
UNDISTURBED SOIL ,l' ' ,~,u'~,'d,~r
"""~r~;? STEWART I,,v'' ,7; UNDISTURBED SOIL INITIAL BACKFlLL t ENGINEERING INC
2 -0 r{', ~,.,.r,°ivR~u~tiirr~ ,r}iai;{'it 260ian+IHellOree,Sui~C Mortisvd~,NC21580 „ i. ,hiaviaw Te1,91B.380.87W Pa>t919.38U.8T52
~ 67 STONE SEE NOTE 5 ®tooxuimamanmsaiw,mnw,are~r4umrnae,sr•tge,cm epe~mtlon SIaME ,mc EI etelroNn"nbd aw~M i0~6 [s l
'/BSI` -'i f~- --I I~ SPRING LINE I ';;{.g{., ° MM~mwd~cei~m~iwa ~maueal~gaeeu renam°~bemeomx a~r°e a~wM mrr muEMsd,ttd'mpedlo anyman~arWwmaevxmee~gredmeWN4eN"MaN
INITIAL BACKFILL " z t/Y } ; HAUNCHING ~ s°~ PIPE GRADE °rn°emi~mor~.,eEaroe~~a'inG
--I+"I~-- I [ ~ .i'. `
a" BEDDING These drawin shave been commissioned g
5/8" for this construction project and remain
6" X67 STONE SECTION - 24` x 24" CASTING WHEN ROCK IS 6" O.D. OF PIPE 6" MINIMUM SIDE CLEARANCE WORK WELL UNDER BOTTOM the property of Tise Kiester Architects. No OF PIPE 6" O,D. OF PIPE 6" MINIMUM SIDE CLEARANCE reproduction or use is allowed without first
ENCOUNTERED 12" O,D, OF PIPE 12" MAXIMUM SIDE CLEARANCE obtaining the Archftect's written consent.
' 12" 0,0. OF PIPE 12" MAXIMUM SIDE CLEARANCE
s• NOTES;
NOTES; 2 -C" ~ CASTING SHALL MEET A.S.T,M, 1. FOR TRENCHES REQUIRING SHORING AND BRACING, DIMENSIONS SHALL BE TAKEN FROM THE INSIDE FACE OF THE SHORING AND THE BRACING,
PLASTER 1/2" ~ _r SPECIFlCATION FOR CLASS 30 NOTES' 2, NO ROCKS OR BOULDERS 4" OR LARGER TO BE USED IN INITIAL BACKFILL,
OR BETTER 1, TRENCHES REQUIRING SHORING ANO BRACING, DIMENSIONS SHALL BE TAKEN FROM THE INSIDE FACE OF THE SHORING AND BRACING. 3. ALL BACKFILL MATERIAL SHALL BE SUITABLE NATNE MATERIAL.
24 x24 CASTING USED WITH 12",15"& 18" PIPE u ~ 24 x36 CASTING USED WITH 24" PIPE OR LARGER 2. NO ROCKS OR BOULDERS 4" OR LARGER TO BE USED IN INITIAL BACKFlLL 4. BACKFlLL SHALL BE TAMPED IN 6" LAYERS IN TRAFFIC AREAS, 12" IN
3, ALL BACKFILL MATERIAL SHALL BE SUITABLE NATNE MATERIAL NON-TRAFFC AREAS.
CLASS "C" CONC ~ 5. TO BE USED WITH PVC AND ABS.
r . ' ' ' 4, BACKFILL SHALL BE TAMPED IN 6" LAYERS IN TRAFFIC AREAS 12" IN N N- 0 TRAFFC AREAS '..e 1~2 D '
, , , ' ~
" , , ' i TRENCH BOTTOM DIMENSIONS & BACKFILLING REQUIREMENTS TYPICAL TRENCH BOTTOM DIMENSIONS AND BACKFILLING
cuss •e coNC ,'a": ~ ' ~ • 6• FOR DUCTILE IR ~ ON, VITRIFIED CLAY & REINFORCED CONCRETE PIPE, REQUIREMENTS FOR ABS COMPOSITE, C9O0-PVC, AND PVC GRAVITY PIPE
3'-0" N.T.S. ' N.T,S
s" s" STANDARD 24 AREA DRAIN
4'-4"
¦ Job Number: C1O17
PRESSURE TREATED OR CREOSOTE ¦ Date: 04.14.03
3-4"x6° OAK 3'_0" ENCLOSE ENDS WITH
TIMBER SKIDS 8" BRICK MASONRY 6 2 BEVEL ¦ Revisions:
~ I~ 07.3003___Rev'd per C. 0._R.
STEEL STRAPPING
- - - CL CARRIER PIPE
J CARRIER PIPE
STEEL ENCASEMENT PIPE ~ SLOPE TO DRAIN
` DRAINAGE GRAVEL
(10 CU. FT, STONE)
ELEVATION
PRESSURE TREATED OR CREOSOTE 3-4"x6" OAK
TIMBER SKIDS 1I11IIIII,,,
~ C'hi' Jr''%
12o CARRIER PIPE t off'>•" FEss~o ti ;
STEEL ENCASEMENT e Q~ 9
NOTES; 120• PIPE t
I~A'iti~FO TRIj~~Op
METAL "SPIDERS" MAY BE USED FOR SUPPORT OF THE STEEL STRAPPING ;~J-~°°FNGINE~'~°° ~V~
CARRIER PIPE WITHIN THE L LO ,
CASING PIPE, yyrhrltlllllill\
SECTION
STANDARD BORE AND JACK DETAIL
N.T.S.
tllt I et PI a s an
Sheet
of

FRONT VIEW
TOP ELEVATION OF STORMWATER 8' MAX NOTES; APPLICABLE AT ALL POINTS OF INGRESS & EGRESS UNTIL TYPICAL NOTE SITE IS STABILIZED, FREQUENT CHECKS OF THE DEVICE AN S
~I'~I~,".1~ VARIABLE AS DIRECTED BY THE ENGINEER ,I,,;.~ TIMELY MAINTENAN D o, NCDOT 5 OR 57 WASHED ST CE MUST BE PROVIDED. ~ ~ # ONE SHALL BE USED,
y57 WASHED 1 MAX, y `ll~ti_. STONE ~I~~ ~ ~1 ~ PAD TO BE 50 L X 20 W X 6"D AT A MINIMUM. s ~
~_s- ~ m ~ MIN 10 GA STEEL POST WOVEN b, TURNING RADIUS SUFFICIENT TO ACCOMMODATE LARGE ~ TRUCKS IS TO BE PROVIDED.
EXISTING SLOPE jli',;-~= - I~__ LINE WIRE WIRE FABRIC _i1 ~i~i1 c:fC;iii _~u._.iii GEOTEXTIIE FABRIC c, ENTRANCE(S) SHOULD BE LOCATED TO PROVIDE FOR
CLASS 1 RIP-RAP FILTER FABRIC MAXIMUM UTILITY BY ALL CONSTRUCTION VEHICLES.
SILT FENCE VARIES ~ ~ . 'x ~ d, MUST BE MAINTAINED IN A CONDITION WHICH WILL
SI T FE CE F ERIC ~r; . ~ EXISTING sLOPES SIDE VIEW ;~i y PREVENT TRACKING OR DIRECT FLOW OF MUO ONTO AD INING ROAD ri, OR STREETS. PERIODIC TOPDRESSING WITH T
IN 12.5 GA IN TALL D TO SECO D ~ ~ ~ 36" ~ ' OFD' NECESSARY' K p 5 ONE WILL BE
I:,,~, I TERMEDIATE WI E F M T P , ° FILL SLOPE i ~ r sp. ~ EE SOME HANDY, FILL SLOPE ~ kF Mi e, ANY MATERIAL WHICH STILL MAKES IT ONTO THE ROA Fp N MUST BE CLEANED UP IMMEDIATELY. D
I ~=1. WIR < ~ 3 ~111:~ TIT ES X 26" z SF~~
VARIES .11,1::_ I, ` ~ - :_I. ~~_~~r ~ ~ „ ~FNr
-,.I I~~- _ DESIGN OF SPIL WAY ~ _;,I1--i~fe~-i :_i L 5 1~ C, N ~'--111-;III. oN TRIANGLE SPECIFIC NOTES „ I S/r 1, SILT FENCE OR TREE PROTECTION
- / ' ~ . i M il~~~~Ti~-~ I ~ DRAINAGE AREA WEIR LENGTHI MIN 10 GA i O ~ ~ f~ US D T FENCE SHALL BE ~ E 0 UMR
11-1 (ACRES) (FT) EX LINE WIRE ~ EX GRADE - - _ _ _ _ - - - - ~ P~~I~ 1 4.0 _ _ _ _ - _ - - _ - ~i _ - - _ - ~i--i _ - . , , . , , , , 6" MI - ? ~ ' ~ W~) - o c" ! ` INGRESS AND EGRESS TO CONSTRUCTION ,r , EX GRADE - lJ ~ ENTRANCE ONLY. ~ 118 z East Main r
_ _ _ ~:I___- _ ~I~~ I1I_-- - iI-I~I_,II~ ;III-_(I w KEYED RIP RAP p 7.1 it-~~~ _II =III=~~ III-'~~ _IIC-i;,._ ,_111 L~~ -1 III ~i~=~_I-~~ - 2. IF coNSTR tee t ~ ~ ~ UCTION ON SITE IS SUCH THAT MUD IS NOT Carr C ~ 0 ~ REMOVED eY VEHICULAR TRAVEL OVER THE STONE TH b0 O, NC 27510
I (I -1 I f.~l I II ,III I I~ I I_I-1 I a 3 8.0 1= I- - i_-~ ~ i= _ .~i ~ -=1~1„ ~1-11 III_l~ l -111~~1~= -1i- _.1~, 4 10,0 ~--I I ,_I i , 5 120 -~i_i~.~ -_111-' ~ 5 TIRES MUST BE WASHED PRIOR T ~ E 'l ~~0 5 0 VEHICLES ENTERING Tel. [phone]
~~~-ii-ail=:1{I `=I1~ 1~~._1,1~ I-~11-1 57 wasHED sTONE 1 I I I. 5 MIN COVER OVER R 5~,0 THE PUBLIC ROADWAY, :R OVER 2" - 3" STONE ~OQO 3, IF CONSTR
~~_~~,~=III~1~ # DIMENSIONS SHAWN ARE MINIMUM SIDE VIEW 24.° SKIRT ANCHOR SKIRT I NOTES, AS DIRECTED BY IR SKIRT (SURGE STONE OR RR BALLAST) QR UCTION CONTINUES TO PULL MUD AND/OR DEBRIS ONTO THE PUBLIC THOROUGHFARE, THE GOVERNING r,
FRONT VIEW NNN~ 1, USE #57 WASHED STONE AS ANCHOR FOR REPAIR OF SILT UNDISTURB RTH ENGINEER BY AUTHORITY WILL CLEAN THE AREA AND INVOICE THE c
ED EA FINANCIALLY RESPONSIBLE PERSON(S) AS INDICATED ON ~ THE FINANCIAL RESPONSIBILITY FORM, o
- HEIGHT & WIDTH DETERMINED BY FENCE FAILURES, WHEN SILT FENCE IS PROTECTING CATCH BASIN, EXISTING TOPOGRAPHY AND z
- SEDIMENT STORAGE REQUIRED. 2, USE SILT FENCE ONLY WHEN DRAINAGE AREA DOES NOT EXCEED _ _ 1/4 ACRE AND NEVER IN AREA OF CONCENTRATED FLOW, U m 35' t 5' MIN P
EXISTING SLOPE KEY RIP RAP INTO THE DAM AREA OF a
FOR STABILIZATION. 3, END OF SILT FENCE MUST BE TURNED UPHILL, STEP SEQUENCE CONSTRUCTION w EXISTING ROADWAY , N
SILT FENCE STEWART
s" ~ ~.k ~ ~ ENGINEERING INC k~
CHECK DAM N.T.S. - ~ zso town Hau ors, sa&e c Mart~vllk, ~c 2rsao FABRIC UNDER STONE" T~.er9.3eo.9r~ Fax 919.390,8752
N.T.S. r ~ooa ra eaanam a mulmir mauano amwmrRn, aawae, ua ~Y NmtlE®tlo°paa~~YS~vdtEr~InIeM1~0.hw.~sEpemiatuoeimd
CROSS SECTION pa~aleartekmndearadnBamow.meraeeugx~mmmkmtoma wweM~bmw, aamWlianhmeq°peMdaEl taeysendmtamped,
mcdlled.amergetl In eoycunmrvhe@oe+ermaalpreeme9iNG®NMtlaa CONSTRUCTIQN ENTRANCE/EXIT °dmamen°em+amnmamMaBl°ladle', lee
N.T.S. Th ese drawings have been commissioned
for this construction project and remain
the property of Tise Kiester Architects. No
reproduction or use is allowed without first obtaining the Architect's written consent.
NOTE: ALL PARTIALLY COMPLETED STORM DRAINS CONCRETE BLOCK CONCRETE BLOCK
SHALL BE PROTECTED AT THE END OF EACH DAY OEWATERIN IN ACCORDANCE WITH THESE DETAILS. G EWATERING NOTES:
STEEL FENCE
POST (TYP.) UPSTREAM END OF OCnp000CiDLU POSITIVE GRADE MUST BE PROVIDED TO ASSURE DRAINAGE, IF SLOPE EXCEEDS 2X ~Q~ SEED AND MULCH DIVERSION, TRY NOT TO EXCEED 5X (HIGH VELOCITIES RESULT .
STORM DRAIN - O MAXIMUM D.A. = 5 ACRES WITHOUT SUPPORTIN ) G CALCS. DNERSIONS AT THE TOP OF
OVfRFIOW . ~ „ , , PSTREAM END OF ° WASHED STO CONSTRUCTION SPECIFICATIONS ~ / a ' ~ SLOPES MUST EMPTY INTO AN APPROVED SLOPE DRAIN. BERM DITCH IS MOST 0 COMMONLY USED,
STORM DRAIN - OVERFLOW FILTER ACROSS 8 ' ''a ' ~ _ ~
PIPE INLET + . ~ a P~ o ~ - o. MACHINE COMPACTION OF ALL FlLL IS REQUIRED. ONERSIONS SUFFICIENT TO DIRECT
' ' ~ 1. LAY ONE BLOCK ON EACH SIDE OF o 1/3 PIPE ; r', • ~ ~ THE STRUCTURE ON ITS SIDE ON THE ~ ALL I - SED MENT LADEN STORMWATER INTO A SEDIMENT CONTROL DEVICE MUST BE
" , D?wEIEe OTT M R W T - ~ B 0 0 0 ALLOW POOL , , . ~ INSTALLED PRIOR TO CLEARING AND GRUBBING OF THE AREA.
DRAINAGE. THE FOUNDATION SHOULD o , , , , , , BE EXCAVATED AT LEAST 2 INCH o oo o b. DIVERSIONS SHOULD BE LOCATED TO MINIMIZE DAMAGE DURING
, BELOW THE CREST OF THE STORM ° ° CONSTRUCTION OPERATIONS,
III.II I I I IL: I I~I~1~=~ ORAIN. PLACE THE BOTTOM ROW OF - - - 1 1 t 1 ~ ~ ~I'~I I` I " THE BLOCK AGAINST THE EDGE OF ~ o ° c. DNERSIONS SHALL BE SEEDED AND MULCHED IF THEY ARE TO REMAIN IN PLACED
11H11=11~111~`IIr=III=1 f~lll~i 1111=1i1= ° ILL=.1~~11-III -11~-`-711=11}==11'~III~ 1=11F~1i-11 1( ~ ( ~ ( HARDWARE CLOTH \ o THE STORM DRAIN FOR LATERAL ° OVER 30 DAYS.
- - - - - =n;--~n~-In-III--IT;=T~=~~IUT _I~ a~a~!:F I SUPPORT AND TO AVOID WASHOUTS v u u ~ o ~o ~~o~ocoooocdb d, CHECK DEVICE R
WHEN OVERFLOW OCCURS, IF NEEDED a/4" exr~aoR PLrwooo GNE LATERAL SUPPORT TO - AFTE EACH RAIN, BUT ONCE A WEEK REGARDLESS. REPAIR AS NECESSARY.
BuRY BorTOM PLYWOOD INLET PROTECTION STON FILTER I PR T TION SUBSEQUENT ROWS BY PLACING 2x4
OF PLYWOOD WOOD STUDS THROUGH BLOCK OPENINGS, 12" MIN
INLET PROTECTION FOR STORM DRAIN PIPE 2: t SLOPE, GRAVEL FILTER
NTS 2, CAREFULLY FIT HARDWARE CLOTH SLOPE 2;1 _ _ F~'0
OR COMPARABLE WIRE MESH WITH WIRE SCREEN MAX ~ z ~
1/2-INCH OPENING OVER ALL BLOCK TEMPORARY SEDIMENT OPENING TO HOLD GRAVEL IN PLACE. P00L NATURAL GROUND -
_ OR FILL OR CUT _ -
3. USE CLEAN GRAVEL,3/4-TO DEWATERING SLOPES ~ ~ ~
1/2-INCH IN DIAMETER, PLACED 2
INCHES BELOW THE TOP OF THE „ BLOCK ON A 2:1 SLOPE OR FLATTER 1'MIN. COMPACTED FILL ~ s ¦ Job Number: 1 1
AND SMOOTH IT TO AN EVEN GRADE, 2'MAX ? CQ7 BERM
DOT #57 WASHED STONE IS - - i i l- -1 _ ' RECOMMENDED. - 0`~ I !-1 I I-III 18" MIN FL
-1 I I~ I I I I l~ ;III-1 I I-1 I I-1 I ~I I I-1 I I- -1 I ~~I I I-l I ' <; ~ ~ ¦ Date: 04.14.03 I~III-III ;
-III III II-!IHI~I!L,; II~II~IC-II ~ I C-I I _ _
I-1 I ~I I I-1 I I_ + I I-1 I i-1 REE PROTECTION NOTES +o• SEDIMENT I ~I I I-11 I_ I I.I I I-1 - - ~ - ¦ Revisions:
-I I k 1. AT THE START OF GRADING INVOLVING THE 3' . _ -
STRIPPING Of TOPSOIL OR LOWERING OF EXISTING ,
GRADE AROUND A TREE, A CLEAN, SHARP, VERTICAL ~ TREE PROTECTION AREA g" CUT SHALL BE MADE AT THE EDGE OF THE TREE DO NOT ENTER ~ D7.30 03__ Revd _per C. 0._R.
SAVE AREA THE SAME TIME AS OTHER EROSION BLOCK AND GRAVEL DROP INLET PROTECTION )TECTION DETAIL DITCH
CONTROL MEASURES ARE INSTALLED. THE TREE PROHIBITO ENTRAR / ZONA N.T.S. 12" MIN Flow - - _
PROTECTION FENCING SHALL BE INSTALLED ON THE PROTECTORA PARA LOS ARBOLES SIDE OF THE CUT FURTHEST AWAY FROM THE TREE ~
TRUNK. _ z ,
SIGN DETAIL 2. NO STORAGE OF MATERIALS, FILL, OR EQUIPMENT ~ •
SHALL BE PERMITTED WITHIN THE PROTECTED AREA, _ _ ro
AND NO TRESPASSING SHALL BE ALLOWED WITHIN EXISTING TREE THE BOUNDARY OF THE PROTECTED AREA, AND
SHALL BE SO NOTED ON THE GRADING AND
EROSION CONTROL PLANS AND POSTED ON THE
PROTECTION FENCE. A PROTECTION FENCE CONSTRUCTED Of MATERIAL RESISTANT TO BERM/DITCH
DEGRADATION BY SUN, WIND, AND MOISTURE FOR
THE DURATION OF THE CONSTRUCTION SHALL BE - - INSTALLED AT THE SAME TIME AS THE EROSION POST Mar BE EITHER a"DIA. PINE, TEMPORARY DIVERSION BERM IT H /D C DETAIL
CONTROL MEASURES, AND SHALL REMAIN IN PLACE Y aa, OAK, OR 1,33 LB STEEL N.T.S,
UNTIL ALL CON TR I ~ S UCTION N THE VICINITY OF THE TREES HAS BEEN COMPLETED, YEIITHERPROOF SIGN
5'-0''0/C IIAK AS SHOWN ABO4E / i
3, NO MATERIALS SHALL BE STOCKPILED, NOR EQUIPMENT PARKED OR REPAIRED, NOR OIL OR ~ ..a.sea,a O`~ ~ ov~.•• ss ~ . FE /o ••.,ti
GASOLINE DUMPED WITHIN THE DRIPLINE OF A TREE M"~°1° .Q
SCHEDULED TO REMAIN. ,~ICJ(s. oRaNGE, UV RESISTANT, z HIGH-TENSILE STRENGTH,
~ ~ POLY BARRICADE FABRIC 4. IF WORK IS REQUIRED TO TAKE PLACE WITHIN THE ;I~jO1~~FOR TRq~~0~4
DRIPLINE OF A TREE, THE CONTRACTOR PERFORMING ;~~°~~NGINE~'~.°'~
SUCH WORK WILL BE REQUIRED TO COORDINATE a Z PLACEMENT OF A PROTECTIVE BARRIER OVER THE N ~ A ~1' `
AFFECTED PORTION Of THE TREE'S ROOT SYSTEM ~'~~x'~~l LOR x~~xllll ll 1111,`
CONSISTING Of 4 INCHES OF HARDWOOD MULCH INSTALL TREE PROTECTION FENCE & SIGNAGE PRIOR TO CALLING fOR THE BELOW WOOD LOGGING MATS THAT ARE TOPPED OF INITIAL ON-SITE INSPECTION BY THE CITY OF DURHAM ZONING INSPECTOR,
WITH 4 ADDITIONAL INCHES OF HAROW000 MULCH,
THIS BARRIER SHALL BE SCHEDULED TO BE NOTES:
REMOVED IMMEDIATELY UPON COMPLETION OF WORK -WARNING SIGNS TO BE MADE OF DURABLE, WEATHERPROOF MATERIAL. IN THE AREA, -LETTERS ARE TO BE 3" HIGH MIN., CLEARLY LEGIBLE AND SPACED AS DETAILED.
- SIGNS ARE TO BE PLACED NO GREATER THAN 75' ON CENTER.
5, TREES DAMAGED BY CONSTRUCTION OPERATIONS -PLACE SIGN AT EACH END OF LINEAR TREE PROTECTION AREA AND 75' ON CENTER THEREAFTER. OR AS A RESULT OF NEGLIGENCE ON THE PART Of -FOR TREE PROTECTION AREAS LESS THAN 200'IN PERIMETER, PROVIDE NO LESS THAN ONE Er osion ontr I 0
ANY CONTRACTOR SHALL BE REPAIRED BY AN SIGN PER PROTECTION AREA.
APPROVED TREE SURGEON WITH ALL COSTS BORNE -ATTACH SIGNS SECURELY TO FENCE PosrS aN0 FABRIC. BY THE CONTRACTOR THAT CAUSED THE DAMAGE. -MAINTAIN TREE PROTECTION FENCE POSTS AND FABRIC. etail sP an
ANY TREE DAMAGED BEYOND SAT1SFACTORY REPAIR -ADDITIONAL SIGNS MAY BE REQUIRED BY THE TOWN OF MOREHEAD CITY INSPECTION DEPARTMENT Sheet
SHALL BE REMOVED AND REPLACED AT THE EXPENSE BASED ON ACTUAL FIELD CONDITIONS. Of THE RESPONSIBLE CONTRACTOR, REPLACEMENT
TREES SHALL BE COMPARABLE MARKET COST AND
OF A SPECIES SELECTED BY THE ARCHITECT. TREE PROTECTION FENCE
TREE PROTECTION FENCE
of

' f,1 I r ~ ~
co ~ ~ ~ '
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. ~b _ 1~ 1 2 ~0 0
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15' CONSTRUCTION ®
EASEMENT LOCATION Of NEUSE RN 0
SECONDARY RIPARIAN GUFF R ~ 0
50' FROM CREEK BANK) , ~ 1 ~ ~ ~ i
15 ~ RE( REQUIRED STORMWATER POND PLANTING 118 ~ East Maln Street
~ TO TO BE COORDINATED WITH PUBLIC ART ~ rr r N ~ Ca bo o, C 27510
EXF M RE( EXHIBIT, SEE SHEET L1,1 FOR TYP. ~ ~ s% ~ TeL [phone] ~ RECOMMENDED WETLAND PLANTS ~
~ M
~ . y, l i5r~ ~ l~St ~s, S
~ STi Wg~f o
e M~ ~ o
OFFER ~ z I / \ )
..1..' s ~ N~'~ P.
~ I
THIS AREA RESERVED F R P LI ART EXHIBIT El 'I ~ 0 UB C ~ ~ _ ~ ~ 2 r,y; ~ ~ ! ~ 233.00 ~ ,
' TO BE PROVIDED AS PART OF THIS PROJECT ~ ~ ~ f STEWART
` ~ < f ~ ~ ENGINEERING INC ~ t.t ;y :.V
~ ' ~ . . r s ~ ~ s~ 280 Tam HeII Dnve, Suke C Mortisvllle NC 27566 I ; ' Te1.919.380.8750 Faz919.3~.8752 I
- ~ ~ ~ ®4043: AR daamanle8dculaamelrniuding wmputerfllee, ~ drewinga, and epetlACatlon prepared by Slewen Englneedng, Irc. ~ 1
QP-1 15'W x 455'L SITE TRIANGLE (TYP) ISEp ere inehumente m protmala~al service imentled mr orm~6me use. TYSy ere w61ec! to wpydghl8 aNer property dgM laws eM shell renmin the pmpedyof 9EI. Theyare nMm he mpled, modlAed
or changed In any mannerwheRoever rcr aeslgned to a ~Ib peM r.".;:~ witl~outPdorwilMen peimisdion a<SIMmd Engineanrg, Ina
\ 1: ~ ~ \
. ~ ` ~;>M,. s' \ These drawings have been commissioned
for this construction 'act and remain r>G w.c
-10 1 I ' ~ !u the property of Tise Kiester Architects. No sN."" ~ ~ reproduction or use is allowed without first
3 o.c. f~~ w -^F"° ,t>~° obtaining the Architect's written consent. ~ A
EW PROPERTY LINE a , ~ tF~,p o' r ~
0 j ~ R
- _ ICBN 8 ER ~ \
w r s ~ \ wn 4 ~ t
~ 0 6 a~~ _ ~ ~ ~ 283,32
Parking t 3 ~ , W S QP-3 ~ 5 x _
/ / _ W , \ <;y~
\ , ~,o t ~ s.~=v~ ~ '7 ':I qi .I >ti, ~ .o~, ~ ; ~ ~
~ ,~a.~.y- ~I s ;
,w.. i
, ,.R SEEDED SEEDED
Qp-2 ,,,rw r , - s",> ~ r>.- 't ~ ~
/ F: ; EDED " QP 3 r
I ~ K ~ ~ M CH BEDS
~ ~ ) ~BN
~ - I ,.~T ,r 3'0 . SEEDED
Y i \ ~ ~ f ICB -33 - 'i, NTING AREA -
-J O.C, 'o,c, 10 S.F,
_1 ~ 3 00. ~ ' , AR- ARZ AR_2 7 MN. WIDTH 1
: H VINE ~o,c. `y 1 45'o.c.
~ / . ` - ` : ~ ~ o.c, (NOTE 1) . r NOTE 1)
/Y~ ~ I
~O~ \ 1'. \ ` SEEDE ` EUS~
g. / . . f - / Y ,'1 EXISTING r~ N ` g0 R
l~ / BRICK _ ~FFE
/ SEEDED ER B BLDG. \ RN
SEEDED ~ ,.4 , -1 . - ¦ Job Number C1017 M CH ISLAND W~4"
~ ' ' r ' TRIPLE-SHREDDED 1
ti _ ~ MULCH SLAND W/4" ? ~ TRIP SHREDDED 4" HARD OOD MULCH SE U ~ ~ ¦ Date: 04.14.03 ~ ,W NE
5~~ ~ ~ I SEEDED QR-1 HAR 0 MULCH s, ~ ~ ~ 5O EFER
1 I / \ ' 1 1 ~ ~ LANTING AREA = 1022 S,F, R
~ \ ~ I -44 Parking of 1 IN. TH - R`~ Revisions; ~ PS ~
\ ~ 3'0. , Por ' g lot 2 7 NI r ~ ~ ~k5'o.c. OTE 1) QP-3
~ 07.30.03 _ Revd ,per C. 0, R. \ L_- - - -
_ QP-3
` 5 ICBN 5 ti N86'38 03 E ` 50 o,c. 3'0. - - _ v ,
4.82' ` ~ ~ ~ v° SOD SOD
F~ ~ I-1 v G ` SO _ S81'39'20'
~ .45' \ ,
~ ~ ~ _ - LOWER FLOOR SOD
~ ~ '~I FFE 252,43 ~ ~ I SEEDED ~
/ ~ ~ ~ ~ ~ ~ - _ , - ---_a ~ ~ hIEM
~ ~ ~ . \ _ I ~ \ \ I ~ - EASE ~ ' ~ 2 i
~ i' - ~ - _ . _ r-- ~
~ ~ ~ SOD I t I ~ - - - r- S20'S9 06"W ~ ~ I ~ S10'09 33 E R FLOOR f C
59.74 ~ ,n ~ ~ - ~ ..T__ ' 9.58 252.43
Ir__ ~ ~ ~ - SEEDED _-i •
~ ` ~ ; u
UPP R FL ~ S54'05'53"W \ ~ ~ I ---E~E_ 26s~4g ~ - ~ ~ ~ ~ . W ® ® ® ® I EXISTING ~ " ~ ~ 2~~ Q = ~ _ 1 :70 •u~ Z• J;
49.22' ~ ~ - - BRICK : tr ~ t .
I ' BLDG. EXISTIN • .3~ LD•° NEW STD. FACILITY #
x ~ 1 , • ~ i .._J I FFE 248.94 I BRICK MICHA
~ - ~ ~ 'yflunnl,,,~ BLDG.
~ i ~ . ~ _ ~ ~ `h`i - NOT FOR CONSTRUCTION
r ~IT~,;~E '~~~~TE~ ~ f~^.
~ ~~o~~~:, ~ REEI ~ XI TING WAT RWORKS L a 1 E S E B DG. .DG.
\ ~ ~ ~ , Y ~ ~ LOADING DOCK I, r ~~v
\ ~ ~ ~ ` S ''4'0741 . ti'• I
`2 i _ I ~ ~ \ _ ~'1,3~1.}5 ~ I --r ~ ~ ~ I. ~ ~ N ~ \ I~ N 50 W EUSE
V~\ ~ I ~ \ _
~ ~ I ~ ~ ~ V~ ` RIVER BUFFER \ ~ _
q1 I ~i~, "~L, L~!
~ ~ ~ ~ ~ W I ,.,,._a i i e
~rr,~HSrr~e ~i~ ' . ~~`_'a' . 6~15,.W 397.92' ~ 3 5 ~ 1 ~ NO PI ntin P n a la i' % ~ i ~ , ~ i
„ ~ ~ ~ ~ % i ~
~ 0 ~ ~ ~ ~ ~ ~ - ~ i'~ ~ ~ % i ~ , R - 405,50 ~ ~ ~ ; i / ~ Sheet i ~ ~ o-- x x
~ 1 / ' ~ ~ DELTA = 31'33 2fi ! ' ~ / i % ~ ~ ~ i i ~ ~ ~ ~ ~ ~ 31
a~ ~ ~ ~ / ~ ~ COURSE - S69 52 35"W ~ ~ ~ i ~ ~ ~ ~ ~ % ~ ' % i ~ /
CHORD = 220.53' ~ ~ ~ ~ ~ GRAPHIC SCALE / ,
JO 0 15 30 60 120
of
( IN FEET )
I inch = 30 ft.

rh • ¦
6' OC
118 'z East Main Street
Carrboro, NC 27510
Tel. 919,967.0158
r
NOTES PRUNE ANO THIN DECIDUOUS SHRUBS Table 2.2 Wetland Plants
APPROX, 1/3 OF INITIAL BRANCHES TO 1. SOIL MIX-i/3 ORGANIC COMPENSATE FOR LOSS OF ROOTS MATTER, 2/3 EXIST SOIL, WHILE DIGGING FOLLOWING PRUNING V 0
2. WROTH OF PLANT PIT PLANT SHALL MEET SPEdFlEO SIZE. z Scierrt~ic Narpe Camma+eW Iamdation Wildlife Value Notes ~
-SANDY SOIL, 24" WIDER THAN PLANT BALL Common Name FtKm A Tobs'aooe
-CLAY SOIL, 12" WIDER 4" MULCH MIN. PER SPEGFlCA110N THAN PLANT BALL 4" EARTH BERM TO FORM SAUCER Peltandro virginio Emergent yes up to 1 ft. High, Bemes are Full wn to partial shade "w Arrow arum eatett wood ducks ~ ~
3. FOR PLANTING AREAS WHEN SOIL HAS BEEN COM- REMOVE ALL METAL/PLASIIC CONT. Saggitaria fahfolia Emergent yes up to 1 ft. Madaate. Tubers and ive co oniter Aggress I STEWART
PACTED BY EQUIP, CONTACT ~ ~ ~ PRIOR TO PLANTING. SLICE FlBER ArrowheadlDuck seedseatenb ducks ENGINEERING INC
LA PRIOR TO PLANTING. ROOTS IN THREE PLACES i0 ALLOW 4, FOR CAMELLIAS, RHODOS, ROOT GROWTH. Andropogon virginicw Perimeter yes up to 3 in. High. Songbirds and Tolerartt of fluctuating warer ,,,~.,r.. 280 Town Nall DrNe, Suite C MoMevllle, NC 27580
AZALEAS, AND LAURELS; LOOSEN BURLAP AT STEM/ALLOW SOIL MIX, 2/3 ORGANIC AND IT TO REMAIN ON BALL BlDOI browaps. Winter food levels dr partial Shade Tel. [phone] Fax 919.38D.8752
1/3 EXISTING SOIL a[lu COYet ®2009: NI d°dxnaMa a alalatlaH Indud6p mnigrmr8lea, tlraxin0a~ aM apedllmtlan prepwred byabwaRErglneaing, Inc. Andropogon gtomtrorw Emageot yes up to 1 ft. Requires full sun {~,areliemimanredp~d~~nd~M~ld~lraedmr~n~.un°
5, SHRUB SHALL BEAR SAME TAMP OR WATER TOPSOIL MIXTURE RELATIONSHIP TO GRADE AS AT 6" INTERVALS. Bush Beard ass ~~.rhera~aan,edmapydpncadher onipeRrdem lew,and ahellremein the pmpaRy d3EL Theyan ndm ba mpied, modfied, a charged in any mannerxTehoererrror asagnetl m eNkd party
IT DID PRIOR TO DIGGING. T spp. Emergent yes up tolft. Iaw. Except 85 cover AggrsStve. May elrtrunate wiMalpRarwrOEenpamYnl°ndemweR En0lneadnO, Ina Caul 0$Itf SpCClE9. VO)Ullteef.
{lutant These drawin s have b
Cemrophyttum DWQtrsum Subrnergent yes yes Low food value, Good Fra floating SAV. Shade g een commtssroned
DOUBLE SHRUB PLANTING for this construction project and remain Coontall habitat and shelter for tolerant. Rapid growth. the property of Tice IGester Architects. No
N.T.S. fish and invertebrates reproduction or use is allowed without first Scirprts pungens Emergent yes up to 6 in. High. Seeds, cover. Fast colonizer. Can tolerate obtainin the Architect's written c
Common Three-Squarr Waterfowl, songbirds periods oFdryness. Ful{ g onsent.
wn. Hi h metal removal.
Lemma spp. Submergentl yes yes High, Food for High metal nmoval Duckweed Eme nt waterfowl, and fish
5aururus cernuus Emergent yes up to ] ft, Low, exec t for wood 'd rowth. Shade P ~ g
Lizard's Tail ducks tolerant.
Hrbiscus moscheutos Ettttxgent yes uP to 3 ia. Low. Nectar. Full sun. Can tolerate
Marsl? Hibiscus 'odic ss Pontederia co?data Emergent yea u? to I ft. Moderate. Ducks. Foil sun to partial shade
PRUNE AND THIN DECIDUOUS TREES Pickcrelwad Neaar for butterflies.
~r APPROXIMATELY 1/3 OF INITIAL BRANCHES. Potamogeton pectirwrrd Subn>crgenr yea yos Extremely high. Removes heavy metals.
PRUNE AND THIN DEdDUOUS TREES APPROXIMATELY i/3 OF INITIAL BRANCHES, Pond Wend Waterfowl, marsh sad
GARDEN HOSE, 1/2' qA. MNr. DOUBLE STRAND - 12 GAUGE GALVANIZED shonbirds, Leersia oryzoidrs Emergent yes up to 3 in. High. Food and coves. Full sun although tolerant of
WIRE TNRSTED GARDEN HOSE, 1/2" DIA. MIN, Ries cu s shade. Provides some
3 -2x2 HARDWOOD STAKES PER TREE, DOUBLE STRAND - 12 GAUGE GALVANIZED SPREAD 120 DEG. APART WIRE TWISTED
a TREE WRAP FROM GROUND TO FlRST 3 - 2x2 HARDWOOD STAKES PER TREE,
BRANCHES - 50% OVERLAP SPREAD 120 DEG, APART
3" MULCH OVER BERM a TREE WRAP FROM GROUND TO FlRST 4" EARTH BERM TO FORM SAUCER BRANCHES - 50% OVERLAP
TAMP CR WATER TOPSOIL MIXTURE 3" MULCH OVER BERM 4" EARTH BERM TO FORM SAUCER
AT 6" INTERVALS TAMP OR WATER TOPSOIL MIXTURE
AT 6" INTERVALS , . 3~
6" MIN, BETWEEN BALL AND BOTTOM . ' OF EXCAVATION
6" MIN. BETWEEN BALL AND BOTTOM OF LOOSEN SUBSOIL AT BOTOM OF EXCAVATION
EXCAVATION TO 6' MIN. DEPTH -TAMP LOOSEN SUBSOIL A7 BOTOM OF
EXCAVATION TO 6" MIN. DEPTH -TAMP
¦ Job Number: C1017
SMALL TREE PLANTING LARGE TREE PLANTING IN ISLANDS N. Ts.
N.T.S. ¦ Date: 04.14.03
NOTES;
1. RAISE TREE BERM t' -6" ABOVE CURB WHEN TREE IS PLACED IN TREE WELL
¦ Revisions:
2. HAVE TREE ISLAND Fi~E OF ASPHALT AND EXCESS CONCRETE AND INSPECTED BY ARCHITECT BEFORE PLANTING
07,30,03 Revd er C. 0, R, _ P___
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KEY No. SCIENTIFIC NAME COMMON NAME 1, VERIFICATION OF TOTAL LANDSCAPE MAT SIZE SPACING ROOT REMARKS PARKING LOT t ' CAPE MATERIAL QUANTITIES AS SHOWN ON THE LANDSCAPE
PLANS AND IN THE PLANT LIST SHALL LIST SHALL BE THE RESPONSIBILITY OF THE LAND P VEHICULAR SURFACE AREA; 29,750 S,F, SCA E
CONTRACTOR. THE LANDSCAPE ARCHI QP 18 Quercus phellos Willow Oak " 6 Cal, B&B Matched Specimens PRIOR TO FINAL BIDDING OR INSTALLATI CAPE ARCHITECT SHALL BE NOTIFIED OF ANY DISCREPANCIES SHADE TREES REQUIRED (1 TREE/2000 SF); 15
QR 4 Quercus rubra Red Oak ~ . R INSTALLATION. SHADE TREES PROVIDED, 15 SHRUBS REQUIRED(1 SHRUB/500 SF); 60
2 Cal, 8 h t. min B&B Best Available s i 2. ALL PLANT MATERIALS TO COMPLY WITF 9 ( ) pec men COMPLY WITH AMERICAN ASOC, OF NURSERYMEN STANDARD SHRUBS PROVIDED; 103
FOR NURSERY STOCK ANSI Z60. ALL 1 AR 9 Acer rubrum 'October Glor ' Red Mo le ' 2 Col, 8 hgt. (min) B&B Matched Specimens AND INSECT DAMAGE. Z60. ALL TREES ARE TO BE FREE OF CUTS, BARK BRUISES PARKING LOT 2 ~t~,,,,ill,,,,
ZS 6 Zelkova serrata 'Villa e Green' Ja anese Z Ik 3. CONTRACTOR SHALL VERIFY VEHICULAR SURFACE AREA; 9700 S,F,
e ova 2 Cal, 8 hgt. (min) B&B Matched S ecimens LOCATION t' LOCATION OF ALL UTILITIES PRIOR TO PLANTING, SHADE TREES REQUIRED (1 TREE/2000 SF); 5
LI 2 La erstromia indica 'Natchez' White Flow rin 4, SUBSTITUTIONS OF SPECIFIC PLANTS CA e Cre e M tie 2" Cal, 8 'h t. min B&B Multi-stem s ecimen PERMISSION BY LAN PLANTS CAN ONLY OCCUR WITH PRIOR WRITTEN SHADE TREES PROVIDED; 5 r``'
p DSCAPE DESIGNER. PS 3 Prunus edoensis 'Akebono' Pink Flowerin Ch rr 2" Cal 8 'h t. mi B 5. IN T DESIGNER, =y~~ SHRUBS REQUIRED(1 SHRUB/500 SF); 20 _ m ;tu Z
e g ( n) &B Matched Specimens S ALL PLANTS AS PER INSTRUCTIONS SHRUBS TRIPLE-SHREDDED HARDWOOD MULCH. VSTRUCTIONS AND MULCH BEDS WITH 4 OF SHRUBS PROVIDED: 37 = 1200 Q: SOD MULCH, ~ ~ ~ -
psi Y' PINE NEEDLE STRAW MAY BE SUBSTITUTED FOR PARKING LOT 3 •.,~3a 1~?,°• 0~
ICBN 6, SIX (6") MULCH LAYER OF PINE NEEDLE 178 Ilex cornuta 'Burfordii nana' Dwarf Burford Holl 1 HARDWOOD MULCH 8 h t. min Matched S ecimens ON AN ENTIRE SITE , 0 , ENTIRE SITE BASIS WITH PRIOR WRITTEN APPROVAL BY VEHICULAR SURFACE AREA, 6350 S,F, %,F
THE LANDSCAPE DESIGNER, ALL MULCH ICH 7 Ilex crenata 'Hetzi' Hetzi HOII " MI CH pE,,,, ALL MULCH IS TO BE CERTIFIED TO BE FREE OF WEEDS SHADE TREES REQUIRED (1 TREE/2000 SF): 4
24 h t. Matched S ecimens AND NON-NATIVE INVASIVE INSECTS ANI INSECTS AND THEIR LARVAE, SHADE TREES PROVIDED; 5 NOT FAR CONSTRUCTION
7. LAWN AREAS ARE TO BE SEEDED W RI / EEDED W/ REBEL III TURF TYPE TALL FESCUE SHRUBS REQUIRED(1 SHRUB/500 SF); 13
8, AREAS DAMAGED FROM ACTIVITIES OF T TIVITIES OF THE LANDSCAPE CONTRACTOR TO BE SHRUBS PROVIDED; 37
RESEEDED/REPLANTED AND REPAIRED A 9. ALL TREES TO BE PLANTED AT MIN, HEI REPAIRED AT NO ADDITIONAL COST TO THE OWNER,
I AT MIN, HEIGHTS & MIN, CALIPERS SHOWN IN PLANT TABLE, STR P EET ROTECTIVE YARD
10. ALL SHRUBS TO BE PLANTED AT A Mlr fED AT A MINIMUM HEIGHTS SHOWN IN PLANT TABLE. ONE TREE PER 50 LF,
11. ALL DECIDUOUS TREES LIMBED UP TO VINES BED UP TO 5' VERTICAL HEIGHT FOR VISUAL
CLEARANCE AND SECURITY,
HH AS ~ 12. IF ANY TREES DIE DUE TO CONSTRUCTIC REQD, Hedera helix Harrison En lish Iv 4" of Matched S ecimens THE CONTRACTOR'S EXPENSE. CONSTRUCTION ON SITE THEY WILL BE REPLACED AT 450 L, F, OF STREETYARD X 6" CAL/50 L,F, = 54 CAL, IN, EAST SIDE OF FAYETTEVILLE ST ( ) ;E, 9 TREES X 6 CAL EA, = 54 CAL, IN. PROVIDED 450 LF X 15 LF = 6750 S.F,
P MULCH AND TURF 13. ALL PLANT MATERIAL SHALL BE PROPEF In a tin I 200 L.F. OF STREETYA - an _ BE PROPERLY BACKFILLED, SOAKED AND MULCHED BY THE RD X 6 CAL/50 L.F. - 24 CAL. IN. (SOUTH SIDE OF
END OF THE DAY IN WHICH IT IS PLANTI IT IS PLANTED, PENMARK/WATERWORKS an 2t I
3" Depth Minimum 14. ALL PLANT BEDS OR SAUCER RINGS SHE ) ais 5 TREES X 6 CAL, EA, = 30 CAL, IN. PROVIDED 200 LF X 15 LF = 3000 S.F. .R RINGS SHALL BE EDGED WITH SMOOTH, CONTINUOUS CURVES.
PINE STRAW MULCH, WHEN USED, SHALL USED, SHALL BE ROLLED AND TUCKED ALONG PLANT BED EDGE, 560 L,F, OF STREETYARD X 6" CAL/50 L.F, 72 CAL, IN, (EAST SIDE OF WILMINGTON ST
If plant counts on drawing differ from plant counts on plant list, then lant count on drawin 15, TREE GUYING SHALL BE PERFORMED W/I Sheet FORMED W/IN ONE WEEK OF PLANTING, THE LANDSCAPE 550 L, F, OF STREETYARD X 6 CAL/50 L. F, = 66 CAL, IN, WEST SIDE OF FAYETTEVILLE ST
P g shall govern. Plant height/caliper requirement CONTRACTOR SHALL BE RESPONSIBLE FC governs over container size. ( ) DPONSIBLE FOR REMOVING ALL TREE GUYING WIRES, RUBBER
HOSES AND STAKES AFTER THE FIRST F THE FIRST FULL GROWING SEASON OR ONE YEAR, WHICHEVER
COMES FIRST.
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118 ' z East Main Street
Carrboro, NC 27510
Tel, 919.967.0158
RUBBER HOSE AROUND WIRE AT TREE
LOCATE ANCHOR STAKE 18" AWAY FROM TREE ~ 0 TRUNK ON SIDE OF PREVAILING WIND. T-RAIL IRON STAKE ~
OR ACCEPTABLE WOODEN SUBSTITUTE. ANCHOR FlRMLY, z
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CROWN OF ROOT BALL SHALL BEAR SAME RELA110N \ (OR SLIGHTLY ABOVE) TO FINISHED GRADE AS IT BORE S T E W A R T
TO PREVIOUS GRADE. PLACE ON SUBGRADE PEDESTAL. ENGINEERING INC
NOTES; PRUNE ANO THIN DEg000US SHRUBS PINE BARK MULCH 3" MIN zeBT~anHeuor~,StiBec MamsvB~e,NC2758B Te1.B1B380,B750 Fa~818.380.5T52
1, SOIL MIX-i/3 ORGANIC APPROX. i/3 OF INITIAL BRANCHES TO NOTES: PRUNE AND TI MATTER, 2 3 EXIST SOIL. COMPENSATE FOR LOSS OF ROOTS t, SOIL MIX-1/3 ORGANIC APPROX. 1 3 i ~WH: PI doaimaN d ca'abtlw IndudYq a nWmr derdnp~, ud CREATE SOIL SAUCER WITH TOPSOIL 6" MIN. ~°d"~°"°~°~°~'s°~"~°"°~'"°~'~I~""'"""""""°' - PRUNE AND THIN DECIDUOUS SHRUBS ~ : ~ • ~ c~e~m«dedrtrmesrs~etneynepaamoiaoue
2, WIDTH OF PLANT PIT WHILE DIGGING. FOLLOWING PRUNING MATTER, 2/J EXIST 50~. COMPENSATE E APPROX. 1/3 OF INITIAL BRANCHES TO ~ o10a'h"deb"'~mmi"^+~dbuwar,ds~i.nar~andme~o~a, COMPEN$A F ! ; m°mW~adripeamayaewsetereoevermre"y~°meus°perryu~aat
-SANDY SOIL, 24" WIDER PLANT SHALL MEET SPEgFlED SIZE. 2, WIDTH OF PLANT PIT WHILE DIGGING, THAN PLANT BALL -SANDY SOIL, 24 ?MDER PLANT SHALL ~ TE OR LOSS OF ROOTS cna~oa'm~a°rsm.to-am~~ lna WHILE DIGGING, FOLLOWING PRUNING FOLD DOWN OR T
-CLAY SOIL, 12" WIDER THAN PLANT BALL CU AND REMOVE TOP 1/3 OF BURLAP PLANT SHAH MEET SPECIFlED SIZE. F I NON-BIODEGRADABLE WRAP IS USED, REMOVE TOTALLY.
THAN PLANT BAIL 4 MULCH MIN. PER SPECIFICATION -CLAY SOIL, tY N10ER 4' MULCH MIN, 3, FOR PLANTING AREAS THAN PLANT BALL - 4' MULCH MIN, PER SPEGFlCATION These drawings have been commissioned
6" EARTH BERM TO FORM SAUCER 3. FOR PLANTING AREAS 4" EARTH SERI WHERE SOIL HAS BEEN COM- WHERE SOIL HAS EiEErE COM- - TOPSOIL MIX OR CLEAN SUBSOIL BACKFILL for thiscanstructionprojectandremain 4' EARTH BERM TO FORM SAUCER
REMOVE ALL METAL REMOVE au M PACTED BY EQUIP. CONTACT /PLASTIC CONL PACTED BY EQUIP, CONTACT LA PRIOR TO PLANTING. ~ PRIOR TO PLANTMIG. SLJCE FlBER LAP ~ PRIOR TO PLAt• the propelty of Tise Kiester Architects. No -REMOVE ALL METAL/PLASTIC CONT, reproduction or use is allowed without first
RIOR TO PLANTING. 4. FOR CAMELLIAS, RHODOS, ROOTS IN THREE PLACES TO ALLOW FOR CAMELUAS, RHOOOS, ROOTS IN THRE PRIOR TD PLANTING. SLICE FlBER PERPARED SUBSOIL PEDESTAL obtaining the Archltecfs written consent. ROOTS IN THREE PLACES TO ALLOW
ROOT GROWTH. AZALEAS, AND LAURELS; R00T AZALEAS, AND LAURELS; / LOOSEN BURLAP AT STEM/ALLOW SOIL MIX, 2/3 ORGANIC AND LOOSEN euRLa SOIL MIX, 2 3 ORGANIC AND 1 3 EXISTIN IT TO REMAIN I R00T GROWTH. L005Er1 BURLAP AT STEM/ALLOW
i/3 EXISTING SOIL IT TO REMAIN ON BALL / G SOiI IT TO REMAIN ON BALL
5. SHRUB SHALL BEAR SAME 5, SHRUB SHALL BEAR SAME TAMP RELA110NSHIP TO GRADE AS OR WATE RELATIONSHIP TO GRADE AS TAMP OR WATER TOPSOIL MIXTURE IT DIO PRIOR TO DIGGING, AT 6" INTERVAL - TAMP OR WATER TOPSOIL MIXTURE ~ 2"
IT DID PRIOR TO DIGGING. AT 6 INTERVALS. AT 6' INTERVALS.
MIN.
SINGLE SHRUB PLANTING n.r.s. DOUBLE SHRUB PLANTING
N.T.S. CONIFEROUS TREE PLANTING -HEAVY DUTY
N.T.S
PRUNE AND THIN DECIDUOUS TREES i, ,
f APPROXIMATELY 1/3 OF INITIAL BRANG•I ` ES
PRUNE ANO THIN DECDUOUS TREES PRUNE AND THIN DECIDUOUS TREES
APPROXIMATELY 1 3 OF INITIAL BRAN GARDEN HOSE, 1/2 DIA. MIN. / CHES. I APPROXIMATELY 1/3 OF INITIAL BRANCHES,
DOUBLE STRAND - 12 GAUGE GALVANIZED WIRE TWISTED GARDEN HOSE, 1/2" DIA, MIN, v GARDEN HOSE, 1/2" DIA. MIN,
3 - 2x2 HARDWOOD STAKES PER TREE, DOUBLE STRAND - 12 GAUGE GALVANIZED SPREAD 120 DEG. APART WIRE TWISTED DOUBLE STRAND - 12 GAUGE GALVANIZED
a BRAN WRAP FROM GROUND TO FIRST 3P 2x2 HARDWOOD STAKES PER TREE, WIRE TWISTED 3 - 2x2 HARDWOOD STAKES PER TREE,
CHES 50% OVERLAP S READ 120 DEG. APART SPREAD 120 DEG. APART
a TREE WRAP FROM GROUND TO FIRST a 3 MULCH OVER BERM 4" EARTH BERM TO FORM SAUCER BRANCHES - SOx OVERLAP TREE WRAP FROM GROUND TO FIRST BRANCHES - 50~ OVERLAP
TAMP OR WATER TOPSOIL MIXTURE 3" MULCH OVER BERM ¦ Job Number: C1017 4p MULCH OVER BERM
AT 6 INTERVALS 4" EARTH BERM TO FORM SAUCER TAMP OR WATER TOPSOIL MIXTURE EARTH BERM TO FORM SAUCER
~ AT 6" INTERVALS TAMP OR WATER TOPSOIL MOt'1lKtE RUBBER HOSE AT BARK AT 6" INTERVALS ¦ Date: 04.1 4, 03
. ~sIIo EDGE OF PAVEMENT OR OUTSIDE OF CURB GUY WIRES (3), WHITE FLAG ON EACH TO INCREASE
CENTER OF ROOT BALL 36 FROM ENO OF CURB/ ViSIBIUTY. AVOID TIGHT GUY WIRES AS THEY EDGE OF PAVEMENT PREVENT NATURAL SWAY ¦ ReVISIOiIS:
6" MIN. BETWEEN BALL ANO BOTTOM , . . . EXCAVATION '
O 6" MIN, BETWEEN BALL AND BOTTOM F LOOSEN SUBSOIL AT BOTOM OF EXCAVATION TURNBUCKLE (3), GALVANIZED OR DIP-PAINTED 6" MIN, BETWEEN BALL AND BOTTOM Of
EXCAVATION TO 6 MIN. DEPTH -TAMP LOOSEN SUBSOIL AT BOTOM OF EXCAVATION „ CORNER OF ROOT SYSTEM TO BE AT LINE D7,30.03 Revd er C. 0. R. OF ORIGINAL GRADE _ p ,
EXCAVATION TO 8 MIN. DEPTH -TAMP LOOSEN SUBSOIL AT BOTOM OF EXCAVATION TO 6" MIN. DEPTH -TAMP MULCH: PINE BARK OR WOOD CHIPS 3" MIN,
FIRMLY FORMED SAUCER (USE TOPSOIL)
" / i~%/~~ N OF REPOSE VARIES WITH STEEPNESS _ 1 -6 BERM ABOVE EXISTING GRADE OF SLOPE AND SOIL TYPE.
W000 STAKES (3)
SMALL TREE PLANTING LARGE TREE P CANTING IN ISLANDS LAR N.TS GE TREE PLANTING AT PARKING LOl ROPES AT TOP OF BALL SHALL BE CUT. REMOVE _ _ _ _
N, T. S. N, T.S. PARKING LOT EDGES TOP t/s OF BURLAP, NON-BIODEGRADABLE MATERIAL SHALL BE TOTALLY REMOVED
NOTES: PREPARED SUBSOIL TO FORM PEDESTAL TO PREVENT
NOTES: SETTLING
1, RAISE TREE BERM 1' -6" ABOVE CURB WHEN TREE IS PLACED IN TREE WELL 1. RAISE TREE BERM 1 -6 ABOVE TOP OF CURB OR EI P OF CURB OR EDGE OF PAVEMENT WHEN TREE IS PLACED IN TREE WELL 2X BALL DIA., .MIN,
2. HAVE TREE ISLAND FREE OF ASPHALT AND EXCESS CONCRETE AND INSPECTED BY ARCHITECT BEFORE PUNTTVG " 2, PLANT CENTER OF R00T BALL 36 FROM EDGE OF P,
ROM EDGE OF PAVEMENT
DECIDUOUS TREE PLANTING ON SLOPE -HEAVY DUTY
N.T.S. CAR ~~i~~/ ~ ,eNeObee i
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IF ANY EXISTING TREES DIE DUE TO CONSTRUCTION ON THE SIT
E THEY WILL BE REPLACED AT THE CONTRACTORS EXPENSE IN AC
CORDANCE WITH LANDSCAPE BUFFER ZONING ORDINANCE REQUIREMENTS.
Plantin and Li hti n
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