20050687 Ver 1_COMPLETE FILE_20050420

0V Yv.,??9QG
? r
o Y
Tim Morgan
Evergreen Construction Company, Inc.
7706 Six Forks Road
Suite 202
Raleigh, NC 27615
Subject Property: Autumn Trace Apartments
Trawick Road, Raleigh

William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
July 20, 2006
DWQ Project # 2005-0687
Corps Action ID 200420789
Wake County
Approval of 401 Water Quality Certification and Authorization Certificate per the Neuse River Buffer
Protection Rules (15A NCAC 2B .0233) with Additional Conditions
Dear Mr. Morgan:
You have our approval, in accordance with the attached conditions and those listed below, to place fill within or
otherwise impact 0.098 acres of wetlands, 20 feet of streams and 3,648 square feet (ft) of protected riparian buffers
for the purpose of constructing the apartment complex and associated road widening at the subject property, as
described within your application dated April 15, 2005 and received by the N.C. Division of Water Quality (DWQ).
on April 20, 2005. After reviewing your application, we have decided that the impacts are covered by General
Water Quality Certification Number(s) 3402 (GC3402). The Certification(s) allows you to use Nationwide.
Permit(s) 39 when issued by the US Army Corps of Engineers (USACE). This letter shall also act as your approved
Authorization Certificate for impacts. to the protected riparian buffers per 15A NCAC 2B .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 Non-discharge regulations. Also, this
approval to proceed with your proposed impacts or to conduct impacts to waters as depicted in your
application shall expire upon expiration of the 404 or CAMA Permit.
This approval is for the purpose and design that you described in your application. If you change your project, you
must notify us and you may be required to send us a new application. If the property is sold, the new owner must be
given a copy of this Certification and approval letter and is thereby responsible for complying with all conditions. If
total fills for this project (now or in the future) exceed one acre of wetland or 150 linear feet of stream,
compensatory mitigation may be required as described in 15A NCAC 2H .0506 (h). This approval requires you to
follow the conditions listed in the attached certification and any additional conditions listed below.
The Additional Conditions of the Certification are:
1. Impacts Approved
The following impacts are hereby approved as long as all of the other specific and general conditions of
this Certification (or Isolated Wetland Permit) are met. No other impacts are approved including incidental
impacts:
Amount Approved nits Plan Location or Reference
Stream 20 feet Site plan
404/CAMA Wetlands 0.098 acres Site plan
Buffers 3,648 (square ft. Site plan
401 Oversight(Express Review Permitting Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone [phone] / Fax [phone]
Internet: http://h2o.enr.state.nc.us/ncwetiands
kl"MX
r Vl
An Equal Opportunity/Affirmative Action Employer- 50% Recycled/10% Pout Consumer Paper
Tim Morgan
Page 2 of 3
July 20, 2006
2. Erosion & Sediment Control Practices
Erosion and sediment control practices must be in full compliance with all specifications governing the
proper design, installation and operation and maintenance of such Best Management Practices in order to
protect surface waters standards:
a. The erosion and sediment control measures for the project must be designed, installed, operated, and
maintained in accordance with the most recent version of the North Carolina Sediment and Erosion
Control Planning and Design Manual.
b. The design, installation, operation, and maintenance of the sediment and erosion control measures
must be such that they equal, or exceed, the requirements specified in the most recent version of the
North Carolina Sediment and Erosion Control Manual. The devices shall be maintained on all
construction sites, borrow sites, and waste pile (spoil) projects, including contractor-owned or leased
borrow pits associated with the project.
c. For borrow pit sites, the erosion and sediment control measures must be designed, installed, operated,
and maintained in accordance with the most recent version of the North Carolina Surface Mining
Manual.
d. The reclamation measures and implementation must comply with the reclamation in accordance with
the requirements of the Sedimentation Pollution Control Act.
No Waste, Spoil, Solids, or Fill of Any Kind
No waste, spoil, solids, or fill of any kind shall occur in wetlands, waters, or riparian areas beyond the
footprint of the impacts depicted in the Pre-Construction Notification. All construction activities, including
the design, installation, operation, and maintenance of sediment and erosion control Best Management
Practices, shall be performed so that no violations of state water quality standards, statutes, or rules occur.
4. No. Sediment & Erosion Control Measures w/n Wetlands. or Waters
Sediment and erosion control measures shall not be placed in wetlands or waters to the maximum extent
practicable. If placement of sediment and erosion control devices in wetlands and waters. is unavoidable,
they shall be removed and the natural grade restored within six months of the date that the Division of Land
Resources has released the project.
5. Certificate of Completion
Upon completion of all work approved within the 401 Water Quality Certification or applicable Buffer
Rules, and any subsequent modifications, the applicant is required to return the attached certificate of
completion to the 401 Oversight/Express Review Permitting Unit, North Carolina Division of Water
Quality, 1650 Mail Service Center, Raleigh, NC, 27699-1650.
6. Written Stormwater Management Plan (No Further Approval Needed)
The final, written stormwater management plans (including a signed and notarized Operation and
Maintenance Agreement) dated July 3, 2006 (received by DWQ on July 18, 2006) as prepared by your
consultant (Rick Baker with Piver and Associates), must be implemented and the stormwater management
facilities shall be constructed and operational before any permanent building is occupied at the subject site.
The structural stormwater practices as approved by this Office as well as drainage patterns must be
maintained in perpetuity. No changes to the structural stormwater practices shall be made without written
authorization from the Division of Water Quality.
P%w Carotura' a
??
401 Ovenight/Express Review Permitting Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone [phone] / Fax [phone]
Internet: htto://h2o.enr.state.nc.us/ncwetlands
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper
W
rage.5 ui o
July 20, 2006
Violations of any condition herein set forth may result in revocation of this Certification and may result in criminal
and/or civil penalties. The authorization to proceed with your proposed impacts or to conduct impacts to waters as
depicted in your application and as authorized by this Certification, shall expire upon expiration of the 404 or
CAMA Permit.
If you do not accept any of the conditions of this Certification (associated with the approved wetland or stream
impacts), you may ask for an adjudicatory hearing. You must act within 60 days of the date that you receive, this
letter. To ask for a hearing, send a written petition, which conforms to Chapter 150B of the North Carolina General
Statutes to the Office of Administrative Hearings, 6714 Mail Service Center, Raleigh, N.C. 27699-6714. This
certification and its conditions are final and binding unless you ask for a hearing.
Any disputes over determinations regarding this Authorization Certificate (associated with the approved buffer
impacts) shall be referred in writing to the Director for a decision. The Director's decision is subject to review as
provided in Articles 3 and 4 of G.S. 150B.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water Act and the
Neuse riparian buffer protection rule as described within 15A NCAC 2B .0233. If you have any questions, please
telephone Cyndi.Karoly at 919-733-99721.
Sincerely,
C? l
Alan W. Klimek, P.E..
AWK/jrd
Enclosures: GC 3402
Certificate of Completion
cc: Rick Baker, Piver and Associates, 8009 Creedmoor Road, Suite 200, Raleigh, NC 27613
USACE Raleigh Regulatory Field Office
Eric Kulz, DWQ Raleigh Regional Office
DLR Raleigh Regional Office
File Copy
Central Files
Filename: 20050687Auft=Trace(Wake)401 and NBR
NQ" Caro a
Ntura
401 Oversight/Express Review Pertnitting Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone [phone] / Fax [phone]
Internet: htto://h2o enr state nc.us/ncwetlands
An Equal Opportunity/Affirmative Action Employer - 50% Recycled110% Post Consumer Paper
PIVER & ASSOCIATES, P.A.
Development Engineering
8009 Creedmoor Road Suite 200
RALEIGH, NORTH CAROLINA 27613-4394
[phone] Fax [phone]
TO
A,L-_ -

DA I I. JOB NO.
U7/ /o b
Al Ir NTION
HI- d ^
WE ARE SENDING YOU `\ Attached 1 Under separate cover via the following items:
? Shop drawings f I Prints L I Plans I I Samples A FI Specifications
L I Copy of letter F] Change order I k //? 'r Yu -- A c T
COPIES DATE NO. DESCRIPIION
c_, . -t G3 a x 3
l =. t L fr x 1
?4
(
`
Gi Y"' W 4 ?s \ V'2-j- l
l
I !
S d-
V"j
J
/ ?
2 c z •- a

THESE ARE TRANSMITTED as checked below:
K For approval
For your use
? As requested
? For review and comment
? FORBIDS DUE

REMARKS
I_ PRINTS RETURNED AFTER LOAN TO US
-
yyEM AitN1.S AND STOORM01ER BR40
COPY TO
SIGNED:
If enclosures are not as noted, kindly notify us at once.
L-1 Approved as submitted
L J Approved as noted
I i Returned for corrections
IJ - --
I I Resubmit copies for approval
I 1 Submit copies for distribution
I I Return corrected prints
CC
Piver & Associates, P.A.
8009 Creedmoor Road, Suite 200 • Raleigh, North Carolina 27613
July 3, 2006
Sam Aghimien
Environmental Engineer 11
Wetland Program Development Unit
NC Division of Water Quality
1650 Mail Service Center
Raleigh, North Carolina 27699-1650
Reference: Autumn Trace Apartments
DWQ Project #20050687
Raleigh, North Carolina
Dear Mr. Aghimien:
Per our conversation on June 27, 2006, we are asking NCDWQ to review this project and
grant approval as designed under the case by case review basis.
Stormwater from the apartment complex is being routed to a dry detention basin on site to
meet the Neuse Buffer/City of Raleigh pre and post development flow requirements as well as
capture of the runoff from the 1" storm with discharge in 2-5 days. A nitrogen buy down
payment has been made to NCEEP as required. The stormwater will flow from the outlet
structure of the dry pond through a 15" culvert, across Eck Drive (parallel to Trawick Road but
within the property boundary of lot #2) to the north and discharge into a grassed swale
approximately 175' in length and into the proposed scour hole (alternate level spreader design per
"NCDWQ Draft Level Spreader Design Options"). The alternative level spreader design was
selected due to the limited area available for a structure and the limiting slopes to the riparian
buffer.
This design meets the intent of the rules and we ask for your approval. Do not hesitate to
call if additional information is required.
Sincerely,
Piver and Associates, P. A.
Rick Baker, P. E.
Production Manager
Cc: Tim Morgan, Evergreen Construction
Tel: [phone] • Fax: [phone] • E-mail: [e-mail]
Piver & Associat
P.A.
8009 Creedmoor Road, Suite 200 • Raleigh, North Carolina 27613
May 5, 2006
Sam Aghimien
Environmental Engineer II
Wetland Program Development Unit
NC Division of Water Quality
1650 Mail Service Center
Raleigh, North Carolina 27699-1650
Reference: Autumn Trace Apartments
DWQ Project #20050687
Raleigh, North Carolina
Dear Mr. Aghimien:
Per our conversation, please find attached the revised level spreader design and additional
design information requested. Included in this package are revised plans sheets C3 and C10 (in
both 24" x 36" and 11" x 17"), summary of project, level spreader worksheet and level spreader
and dry pond maintenance agreement, dry pond routing calculations and storm pipe calculations
from dry pond to scour hole/level spreader.
Please review the attached documentation for approval. Do not hesitate to call if
additional information is required.
Sincerely,
Piver and Associates, P. A.
??
Rick er, P. E.
Production Manager
Cc: Tim Morgan, Evergreen Construction
Tel: [phone] • Fax: [phone] E-mail: [e-mail]
8009 Creedmoor Road, Suite 200 • Raleigh, North Carolina 27613
June 6, 2006
Sam A&nm en
Environmental Engineer H
Wetland Program Development Unit
NC Division of Water Quality
1650 Mail Service Center
Raleigh, North Carolina 27699-1650
Reference: Autumn Trace Apartments
DWQ Project #20050687
Raleigh, North Carolina
Dear Mr. Aghimien:
Per our conversation, please find attached the revised plan sheets C3 and C 10 (in both 24"
x 36" and 11" x 17') showing the dry pond designed to NCDWQ standards and including grassed
swales upstream of the level spreader scour hole. We also offer the following responses to your
comments:
1. A grassed swale has been added between the dry pond discharge and scour hole/level
spreader. Please see sheet C3. Also see the revised project summary for description.
2. An orifice has been added to the dry detention pond to capture the runoff from the 1"
rain event to be released 2-5 days. Please see sheet C10 for the orifice detail and the
attached orifice sizing spreadsheet. A dry detention basin worksheet is not available
on the NCDWQ website and therefore has not been submitted.
A notarized maintenance agreement for the dry pond, grass swale and scour hole/level
spreader is attached.
4. Although previously attached, the level spreader worksheet and pond calculations are
attached.
Tel: [phone] Fax: [phone] E-mail: [e-mail]
A planting plan has not been attached, however sheet C10 shows the seeding schedule
for the dry pond and grass swale.
Please review the attached documentation for approval. Do not hesitate to call if
additional information is required.
Sincerely,
Piver and Associates, P. A.
Rick Baker, P. E.
Production Manager
Cc: Tim Morgan, Evergreen Construction
Piver & Associates, P.A.
8009 Creedmoor Road, Suite 200 • Raleigh, North Carolina 27613
June 13, 2006
Sam Aghimien
Environmental Engineer II
Wetland Program Development Unit
NC Division of Water Quality
1650 Mail Service Center
Raleigh, North Carolina 27699-1650
Reference: Autumn Trace Apartments
DWQ Project #20050687
Raleigh, North Carolina
Dear Mr. Aghimien:
Per our conversation on June 12, 2006, please find attached the revised plan sheet C9 (in
both 24" x 36" and 11" x 17') showing the dry pond outlet structure per NCDWQ standards.
We have also attached a "Wet Detention Basin Supplement" modified for a Dry Pond.
Also per your request, the lot north of Eck Drive does not have any proposed
development at this time and stormwater design will be reviewed at the time of development.
Per our conversation these should be the last items needed for approval. Do not hesitate
to call if additional information is required.
Sincerely,
Piver and Associates, P. A.
Rick Baker, P. E.
Production Manager
Cc: Tim Morgan, Evergreen Construction
Tel: [phone] • Fax: [phone] • E-mail: engineersOpiverassociates.com

STORMWATER CALCULATIONS
Autumn Trace Apartments - Trawick Road and Eck Drive
Raleigh, NC
Developer:
Autumn Trace Housing Associates,
LLC
7706 Six Forks Road; Suite 202
Raleigh, NC 27615
[phone]
Designer:
Piver & Associates, P.A.
8009 Creedmoor Rd., Suite 200
Raleigh, NC 27613
[phone]
oWnann`
V% UAR
•? FSB
4
Y
May 5, 2006 i
Revised June 8, 20Q6
w
w
?A
?0?
CONTENTS
Project Summary
Nitrogen Calculations
Level Spreader Worksheet
Storm Drainage Calculations
Dry Detention Pond Calculations
(2, 10 and 100 yr)
(1" Runoff Orifice Sizing)
Riser Floatation Calculations
Project Summary
Project Summary
Project: 34 Unit Apartment Complex and Widening of Trawick Road
The initial project site consisted of 10.247 ac divided by Eck Drive (extending east from Trawick
Road). The property was subdivided into 3 parcels: # 1) 5.866 ac to the south of Eck Drive, #2)
4.203 ac to the north Eck Drive and #3) 0.178 ac to the north of Eck Drive. Development for Lot
# 1 is proposed as a 34-unit apartment complex, no development is currently planned for lot #2 and
lot #3 has an existing residence.
As part of the property subdivision, the City of Raleigh is requiring the widening of Trawick Road.
A portion of this widening is impacting the riparian buffer adjacent lot #2. At the recommendation
of John Dorney, stormwater from the proposed apartment complex either needs to be treated by
constructed wetland or discharge in a diffuse manner to the riparian buffer. The option of
discharging flow in a diffuse manner has been proposed.
Stormwater from the apartment complex is being routed to a dry detention basin on site to meet the
Neuse Buffer/City of Raleigh pre and post development flow requirements as well as capture of the
runoff from the 1" storm with discharge in 2-5 days. A nitrogen buy down payment has been made
to NCEEP as required. The stormwater will flow from the outlet structure of the dry pond through
a 15" culvert, across Eck Drive (parallel to Trawick Road but within the property boundary of lot
#2) to the north and discharge into a grassed swale approximately 175' in length and into the
proposed scour hole (alternate level spreader design per "Draft Level Spreader Design Options").
The alternative level spreader design was selected due to the limited area available for a structure
and the limiting slopes to the riparian buffer. Note, a bypass has not been provided as the dry
detention pond is attenuating the 10-year storm flow to 5.93 cfs and the 100-year storm flow only
reaches 6.5 cfs.
Please see the following for a summary of the flows.
Site Area (Apartment Complex) 5.866 ac
Impervious Area (Apartment Complex) 2.144 ac
Total Area Draining to Dry Pond (including offsite area) 6.364 ac
I" storm runoff discharge 2.7 days
10-year Pre development flow 9.47 cfs
*I 0-year Post development flow 5.93 cfs
100-year Discharge 6.5 cfs
*Larger area drains into pond including offsite drainage (6.364 ac) as compared to lot area of
5.866 ac. Therefore, additional flow being discharge in diffuse manner than required.
Nitrogen Calculations
1
Nitrogen Calculations:
Project: Autumn Trace Apt
Date: 22-Sep-05

Area TN export TN export
Pre-Development Loadina: (Ac.) (Ibs/ac/yr) (Ibs/yr)
Permanently Protected Undisturbed Open Space 0 0.60 0.00
Managed Open Space 5.746 1.20 6.90
Existing Impervious Area 0.120 21.20 2.54
Total 5.866 9.44
Nitrogen Loading Rate = 1.61
Area TN export TN export
Post Development Loading: (Ac.) (Ibs/ac/yr) (Ibs/yr)
Permanently Protected Undisturbed Open Space 0 0.60 0.00
Existing Open Space Allocation 0.208 0.00 0.00
New Open Space 3.514 1.20 4.22
Existing Impervious Area 0.120 0.00 0.00
New Impervious Area 2.024 21.20 42.91
Total 5.866 47.13
Nitrogen L oading Rate = 8.51
Area TN export TN export 10%
LoadingAfter Dry Pond: (Ac.) (Ibs/ac/yr) (Ibs/yr) Reduct
Permanently Protected Undisturbed Open Space 0 0.60 0.00
Existing Open Space Allocation 0.208 0.00 0.00
New Open Space 1.563 1.20 1.88 1.88
New Open Space Through Dry Pond (10% Reduction) 1.951 1.20 2.34 2.11
Existing Impervious Area 0.120 0.00 0.00
New Imp Area Through Dry Pond (10% Reduction) 2.024 21.20 42.91 38.62
Total 5.866 42.60
Nitrogen Loading Rate = 7.69
Calc Nitrogen Buydown 7.69lbs/ac-3.6lbs/ac*$3 30*area $7,479.05
Calculate C Area C
(ac)
Predevelopment Impervious 0.120 0.95 0.11
Grass 5.746 0.20 1.15
Totals 5.866 1.26
C= 0.22
Postdevelopment Impervious 2.144 0.95 2.04
Grass 8.722 0.20 0.74
Totals 5.866 2.78
C= 0.47
Pre/Post Calculations
Pre-Development Two Storm C = 0.22 Q = CIA = 7.28 cfs
Post Development Two Storm C = 0.47 Q = CIA = 16.02 cfs
Pre-Development Ten Storm C = 0.22 Q = CIA = 9.47 cfs
Post Development Ten Storm C = 0.47 Q = CIA = 20.86 cfs
Required Storage 2 yr storm= [Q(Pre) - Q(Post)]cfs x 5 min x 60 secmin = 2623 cf
Required Storage 10 yr storm= [Q(Pre) - Q(Post)]cfs x 5 min x 60 secmin = 3416 cf
Level Spreader Worksheet
DWQ Project No. 20050687
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : Autumn Trace Apartments
Contact Person: Rick Baker Phone Number: 1919 1 844-9060
Level Spreader ID: _
Level Spreader Length Scour Hole design ft. (perpendicular to flow)
Drainage Area 6.364 ac. (on-site and off-site drainage to the level spreader)
Impervious Area 2.144 ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope 2 % (6%for forested, leaf littler cover, 8%for thick ground covert
grass
Max. Discharge from a 10 Year Storm 5.9 cfs
Max. Discharge to Level Spreader 6.5 cfs
Filter Strip/Buffer Vegetation. thick ground cover (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method N/A
11. REQUIRED ITEMS CHECKLIST
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 f
S W . If, i C 4;.!Y. _" Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
w Pre-Form Scour Holes are on flat slopes only
2 No structures are located in protected buffers"
If bypass method specified in the Draft Level Spreader Design Option Document
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
(? w r. The operation and maintenance agreement includes annual erosion and vegetation repair.
2 8 The operation and maintenance agreement signed and notarized by the responsible party is provided.
Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
Storm Drainage Calculations
c?
a c`
U ?
N
? c
? m
EO
1 €
a'W

(Sd3) -19A gdld TIfU r
' r
00
(Sao) Mo`Id 3d1d I IIL3 00
N N °o °o °o
n o 0 o c

a;
MOI3 3 o c o 0
n

IJA) ado'IS ddId
( o
.
0 0 0 0 0 0
M M M M M M
INdI0I33d00 SSUMHOflOld o 0 0 0 0 0
0 0 0 0 0 0
(JA) 2I'3.LdWVIQ g(Ild
SddId 30 H29MIN
to
0
o b
I'dHANI YWHIUSNMOU
o
all
rn

is

O lNgANI WVAN.LSdn o
LL
y
A. o
o ;? i
O ? Q
o
d gdld 30 IUON'Tl N

,UISNUNI
N
r '

z;
N
?
N
r
N
r
N
r
N
r
o,

ITV) NOLLV2LLN'ADNOO 30 aWLL ° w ? ° o
O e
Vo G3.LVllM(lO3V
r
r O O O O
C py O

J,TlNI -dOA Vo r Z o 0 0 0 0
o i
Oi

MO'I3NYTVNOLLIQQV c i
qAqi c o o c o

'IVRId.LVW ddld a Q o. o, a, a w
G

o
H-If iLon,&LS Oi w
w

d2Ifuon2LLS Wo2Ia
Q 0
ti
2HdHWfIN 3dld N M v v c
II
it
it
O II
II
II
O II
II
II II
I
II II
it
II II
II
0

? ?
1
IA
C

0

F *?
.
.
N

?
?'?IA 0 O'1
lT N
N

o
a,
O;
N O
O
O N
N O
O C?
? rv
N p
O n
O; N
N

o O
O r
Ch N
Cl! O

O
C
O b O b O o b O o b b O O Q O
3 1°
V
O
Vg2IV p
00 0
O C
oG O
O O
O O
O O
0 pp
0 O
O p
O b
O O
O 0
O 0
Q O
O O
O o
6 O
O
` 0 0 C 0 0 O 0 0 O O O O c. O O C O C

Q. Q U V U U U U

? a? (.LN9Wdo'I2AaU LSOd) >
"3 v1 >
l1 5 >
HHAOD UNflOWO 4o n y wQ z
? a u 1 ? 3
00 8 F
O
O O F
O 00 F
0 8
E C F-u a FU t a ?
U 1 041 a F. Q w a 0 ; 00
HHEIMIN ?-. e
a a luf1L3n2LLS 2
Dry Detention Pond Calculations
Autumn Trace Apartment
Stormwater Design Calculations
Basin Characteristics
Total Basin Area (Ta)= 277,216 sf= 6.36 ac Percent Impervious (1)= 33.69 %
(I a/Ta )
Impervious Area (la)= 93,393 sf= 2.14 ac
Pond Elevations
Select Design Perm. Pool Depth= 0 ft
Permanent Pool Top Elevation= 106 ft
Bottom Elevation= 106 ft
Top of Dike Elevation= 113.0 ft
Storm Volume TeMDorarv Pool
Runoff Coefficient (Rv)= 0.35 in/in
(0.05+0.009*1)
(0.05+0.009*33.69)
Required Volume:
1" Storm Volume (Vol)= 0.19 ac-ft 8,160 cf
(1 "*Rv*Ta )
(0.083*0.35*6.36)
1" Storm Stage= 106 ft
Outlet Structure Elev= 106.3 ft
Actual Volume Stored= 8,200 cf
Select orifice size and calculate drawdown time. Volume to be drawn down from 2 to 5 days.
Orifice Coefficient (Cd)= 0.6
Number of Orifices= 1
Orifice Size (d)= 1.5 in
Orifice Area= 0.01 sf
g= 32.2 ft/sec` Drawdown Time= 2.7 d OK
head (h)= 0.36 ft
Discharge (Q)= 0.04 cfs
06/05/06
RWB
Autumn Trace AA-Sample County 2-Year Duration=90 min, Inten=5.60 in1hr
Prepared by PIVER $ ASSOCIATES, PA
HydroCAD® 7.00 s/n 002707 © 1986-2003 Applied Microcomputer Systems 9/26/2005
Elevation Storage
(feet) (acre-feet)
106.00 0.000
106.04 0.001
106.08 0.003
106.12 0.004
106.16 0.006
106.20 0.007
106.24 0.009
106.28 0.010
106.32 0.012
106.36 0.013
106.40 0.015
106.44 0.016
106.48 0.018
106.52 0.019
106.56 0.021
106.60 0.022
106.64 0.024
106.68 0.026
106.72 0.027
106.76 0.029
106.80 0.030
106.84 0.032
106.88 0.033
106.92 0.035
106.96 0.036
107.00 0.038
107.04 0.039
107.08 0.041
107.12 0.043
107.16 0.044
107.20 0.046
107.24 0.047
107.28 0.049
107.32 0.051
107.36 0.052
107.40 0.054
107.44 0.055
107.48 0.057
107.52 0.059
107.56 0.060
107.60 0.062
107.64 0.063
107.68 0.065
107.72 0.067
107.76 0.068
107.80 0.070
107.84 0.072
107.88 0.073
107.92 0.075
107.96 0.076
108.00 0.078
108.04 0.080
108.08 0.081
108.12 0.083
Stage-Area-Storage for Pond 1 P: (new Pond)
Elevation Storage
(feet) (acre-feet)
108.16 0.085
108.20 0.086
108.24 0.088
108.28 0.090
108.32 0.091
108.36 0.093
108.40 0.095
108.44 0.097
108.48 0.098
108.52 0.100
108.56 0.102
108.60 0.103
108.64 0.105
108.68 0.107
108.72 0.109
108.76 0.110
108.80 0.112
108.84 0.114
108.88 0.115
108.92 0.117
108.96 0.119
109.00 0.121
109.04 0.122
109.08 0.124
109.12 0.126
109.16 0.128
109.20 0.130
109.24 0.131
109.28 0.133
109.32 0.135
109.36 0.137
109.40 0.138
109.44 0.140
109.48 0.142
109.52 0.144
109.56 0.146
109.60 0.147
109.64 0.149
109.68 0.151
109.72 0.153
109.76 0.155
109.80 0.157
109.84 0.158
109.88 0.160
109.92 0.162
109.96 0.164
110.00 0.166
110.04-- 0.168
110.08 0.169
110.12 0.171
110.16 0.173
110.20 0.175
110.24 0.177
(10.28 0.179
Elevation Storage
(feet) (acre-feet)
110.32 0.181
110.36 0.183
110.40 0.184
110.44 0.186
110.48 0.188
110.52 0.190
110.56 0.192
110.60 0.194
110.64 0.196
110.68 0.198
110.72 0.200
110.76 0.202
110.80 0.204
110.84 0.206
110.88 0.207
110.92 0.209
110.96 0.211
111.00 0.213
111.04 0.215
111.08 0.217.
111.12 0.219
111.16 0.221
111.20 0.223
111.24 0.225
111.28 0.227
111.32 0.229
111.36 0.231
111.40 0.233
111.44 0.235
111.48 0.237
111.52 0.239
111.56 0.241
111.60 0.243
111.64 0.245
111.68 0.247
111.72 0.249
111.76 0.251
111.80 0.253
111.84 0.255
111.88 0.257
111.92 0.259
111.96 0.261
112.00 0.263
112.04 0.265
112.08 0.267
112.12 0.270
112.16 0.272
112.20 0.274
112.24 0.276
112.28 0.278
112.32 0.280
112.36 0.282
112.40 0.284
112.44 0.286
Elevation Storage
(feet) (acre-feet)
112.48 0.288
112.52 0.290
112.56 0.293
112.60 0.295
112.64 0.297
112.68 0.299
112.72 0.301
112.76 0.303
112.80 0.305
112.84 0.307
112.88 0.310
112.92 0.312
112.96 0.314
113.00 0.316
113.04 0.318
113.08 0.320
113.12 0.322
113.16 0.325
113.20 0.327
113.24 0.329
113.28 0.331
113.32 0.333
113.36 0.336
113.40 0.338
113.44 0.340
113.48 0.342
113.52 0.344
113.56 0.347
113.60 0.349
113.64 0.351
113.68 0.353
113.72 0.355
113.76 0.358
113.80 0.360
113.84 0.362
113.88 0.364
113.92 0.367
113.96 0.369
114.00 0.371
Autumn Trace AA-Sample County 2-Year Duration=10 min, Inten=5.60 in/hr
Prepared by PIVER & ASSOCIATES, PA
HydroCAD® 7.00 s/n 002707 ®1986-2003 Applied Microcomputer Systems 10/4/2005
Pond 1 P: (new Pond)
Hydrograph
---- -------------------------------- ---------------------- ------------ ---------- ------------------ ----
16:89rcfs - - ----------------------------------
--- - - - - - - ---- - - Inftaw;Area=63C-a-c-
18
------------ - - ------- --- -- -Peak -Elav=110. 3?-
17
15 - -- - - -- ------- - - - St--4? ---------
14-.:
13 ---------- - -- ---- - ------------------------------ ----- ----------------------------- ------ -
12
_ --------------------- --- - -- ------------------ - --------- ----------- --------
10 --------------- - ------.-- -------------------------- --- -- ------- --------- ---------
$ -------------- - - ----- - - ----- ---------------- -- ------- ----------------- -- -- -
------ ------------------------ ------------------------------- -- -- ------- -------------------------------
7 b06 cfs --------------- - - - - - -
8 ------ - ----- -----------------------------.. _ -------- ------
--------------- -------------- -- ---------- --- ---- ---- ---------
4
3
2
¦ Inflow
M outflow
El Primary
® Secondary
1 2 3
Time (hours)
Autumn Trace AA-Sample County 2-Year Duration=90 min, Inten=5.60 in/hr
Prepared by PIVER & ASSOCIATES, PA
HydroCAD® 7.00 s/n 002707 ® 1986-2003 Applied Microcomputer Systems 10/4/2005
Pond 1 P: (new Pond)
Inflow Area = 6.364 ac, Inflow Depth = 0.44" for 2-Year event
Inflow = 16.89 cfs @ 0.09 hrs, Volume= 0.232 of
Outflow = 5.06 cfs @ 0.23 hrs, Volume= 0.231 af, Atten= 70%, Lag= 8.1 min
Primary - 5.06 cfs @ 0.23 hrs, Volume= 0.231 of
Secondary = 0.00 cis @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Peak Elev= 110.13'@ 0.23 hrs Surf.Area= 0.047 ac Storage= 0.172 of
Plug-Flow detention time= 19.1 min calculated for 0.230 of (99% of inflow)
Center-of-Mass det. time= 19.4 min ( 26.9 - 7.5 )
# Invert Avail.Storaae Storage Description
1 106.00' 0.371 of 20.00'W x 80.00'L x 8.00'H Prismatoid Z=0.5
# Routing Invert Outlet Devices
1 Primary 106.00' 10.0" Vert. Orifice/Grate C= 0.600
2 Secondary 113.00' 24.0' long x ON breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=5.06 cfs @ 0.23 hrs HW=110.13' (Free Discharge)
t--1=Orifice/Grate (Orifice Controls 5.06 cfs @ 9.3 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=106.00' (Free Discharge)
t-2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Autumn Trace AA-Sample County 2-Year Duration=10 min, Inten=5.60 in/hr
Prepared by PIVER & ASSOCIATES, PA
HydroCADO 7.00 s/n 002707 m 1986-2003 Applied Microcomputer Systems 10/4/2005
Hydrograph for Pond 1 P: (new Pond)
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (acre-feet (feet) (cfs) (cfs) (cf )
0.00 0.00 0.000 106.00 0.00 0.00 0.00
0.10 16.89 0.071 107.84 3.13 3.13 0.00
0.20 10.13 0.167 110.02 4.98 4.98 0.00
0.30 0.00 0.147 109.58 4.67 4.67 0.00
0.40 0.00 0.111 108.77 4.03 4.03 0.00
0.50 0.00 0.080 108.05 3.36 3.36 0.00
0.60 0.00 0.055 107.44 2.66 2.66 0.00
0.70 0.00 0.036 106.96 1.94 1.94 0.00
0.80 0.00 0.023 106.62 1.18 1.18 0.00
0.9Q 0.00 0.016 106.43 0.64 0.64 0.00
1.00 0.00 0.012 106.32 0.38 0.38 0.00
1.10 0.00 0.009 106.26 0.25 0.25 0.00
1.20 0.00 0,008 106.21 0.17 0.17 0.00
1.30 0.00 0.007 106.18 0.12 0.12 0.00
1.40 0.00 0.006 106.15 0.09 0.09 0.00
1.50 0.00 0.005 106.13 0.08 0.08 0.00
1.60 0.00 0.004 106.12 0.06 0.06 0.00
1.70 0.00 0.004 106.11 0.05 0.05 0.00
1.80 0.00 0.004 106.10 0.04 0.04 0.00
1.90 0.00 0.003 106.09 0.03 0.03 0.00
2.00 0.00 0.003 106.08 0.03 0.03 0.00
2.10 0.00 0.003 106.08 0.02 0.02 0.00
2.20 0.00 0.003 106.07 0.02 0.02 0.00
2.30 0.00 0.002 106.07 0.02 0.02 0.00
2.40 0.00 0.002 106.06 0.02 0.02 0.00
2.50 0.00 0.002 106.06 0.02 0.02 0.00
2.60 0.00 0.002 106.05 0.02 0.02 0.00
2.70 0.00 0.002 106.05 0.02 0.02 0.00
2.80 0.00 0.002 106.05 0.01 0.01 0.00
2.90 0.00 0.002 106.04 0.01 0.01 0.00
3.00 0.00 0.001 106.04 0.01 0.01 0.00
Autumn Trace AA-Sample County 2-Year Duration=10 min, Inten=5.60 irVhr
Prepared by PIVER & ASSOCIATES, PA
HydroCAD® 7.00 s/n 002707 ® 1986-2003 Applied Microcomputer Systems 10/4/2005
Stage-Discharge for Pond 1 P: (new Pond)
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs)
106.00 0.00 0.00 0.00
106.10 0.04 0.04 0.00
106.20 0.15 0.15 0.00
106.30 0.33 0.33 0.00
106.40 0.56 0.56 0.00
106.50 0.82 0.82 0.00
106.60 1.11 1.11 0.00
106.70 1.39 1.39 0.00
106.80 1.64 1.64 0.00
106.90 1.83 1.83 0.00
107.00 2.01 2.01 0.00
107.10 2.17 2.17 0.00
107.20 2.32 2.32 0.00
107.30 2.47 2.47 0.00
107.40 2.60 2.60 0.00
107.50 .2.73 2.73 0.00
107.60 2.86 2.86 0.00
107.70 2.98 2.98 0.00
107.80 3.09 3.09 0.00
107.90 3.20 3.20 0.00
108.00 3.30 3.30 0.00
108.10 3.41 3.41 0.00
108.20 3.51 3.51 0.00
108.30 3.60 3.60 0.00
108.40 3.70 3.70 0.00
108.50 3.79 3.79 0.00
108.60 3.88 3.88 0.00
108.70 3.97 3.97 0.00
108.80 4.05 4.05 0.00
108.90 4.14 4.14 0.00
109.00 4.22 4.22 0.00
109.10 4.30 4.30 0.00
109.20 4.38 4.38 0.00
109.30 4.46 4.46 0.00
109.40 4.54 4.54 0.00
109.50 4.61 4.61 0.00
109.60 4.69 4.69 0.00
109.70 4.76 4.76 0.00
109.80 4.83 4.83 0.00
109.90 4.90 4.90 0.00
110.00 4.97 4.97 0.00
110.10 5.04 5.04 0.00
110.20 5.11 5.11 0.00
110.30 5.18 5.18 0.00
110.40 5.24 5.24 0.00
110.50 5.31 5.31 0.00
110.60 5.37 5.37 0.00
110.70 5.44 5.44 0.00
110.80 5.50 5.50 0.00
110.90 5.56 5.56 0.00
111.00 5.62 5.62 0.00
111.10 5.68 5.68 0.00
111.20 5.74 5.74 0.00
111.30 5.80 5.80 0.00
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs)
111.40 5.86 5.86 0.00
111.50 5.92 5.92 0.00
111.60 5.98 5.98 0.00
111.70 6.04 6.04 0.00
111.80 6.09 6.09 0.00
111.90 6.15 6.15 0.00
112.00 6.21 6.21 0.00
112.10 6.26 6.26 0.00
112.20 6.32 6.32 0.00
112.30 6.37 6.37 0.00
112.40 6.42 6.42 0.00
112.50 6.48 6.48 0.00
112.60 6.53 6.53 0.00
112.70 6.58 6.58 0.00
112.80 6.64 6,64 0.00
112.90 6.69 6.69 0.00
113.00 6.74 6.74 0.00
113.10 8.91 6.79 2.13
113.20 12.85 6.84 6.01
113.30 18.17 6.89 11.28
113.40 24.67 6.94 17.73
113.50 32.45 6.99 25.46
113.60 41.39 7.04 34.35
113.70 51.93 7.09 44.84
113.80 63.81 7.14 56.67
113.90 75.01 7.18 67.83
114.00 86.91 7.23 79.68
Autumn Trace AA-Sample County 10-Year Duration=10 min, /nten=7.50 in1hr
Prepared by PIVER & ASSOCIATES, PA
HydroCAD® 7.00 sln 002707 ® 1986-2003 Applied Microcomputer Systems 10/4/2005
Pond 1 P: (new Pond)
Hydrograph

- - - - - ---------- -;-------------------------------------
- - - - -
¦ Inflow
2262' cfs
_
------------- ------ --- ® outflow
-- - -
Inflow Area=6
364 ac Primary
.
-- - -- - - M Secondary
24
----------
--------------
--------- -P--eak--Eaev=1-l1-:5-l
22
--------------
20 ------ -------- - - ----------- --- ----Storage=0-:238-a#- -

:
-

- --------------
18 .
-------- - ------------.-.
---------- ---
---------------- ---- ----------------
---- -- ------- - -------- --- - -- ------------------- -- ----- --- -- ----------- - -- ------ ---------
--------------
14 -------------- --- ----------- ---- - -- - -------- -- ----------------- ---
- - -----
12 --------- - ---- - - ------------------------ ----------- ----------- --- - ---- -- - --- - ----- -
U. --------------
,o
.93 --------_ --__._ -_ --_---___----.-.-.-.----- _ ------- - --_-..-_- __-.._.--_-.---._.-.-__--- -
g 5.93 cfs - - - - ----------- -------------- - -
------- ----- ----- ---- ------
1 2 3
Time (hours)
Autumn Trace AA-Sample County 10-Year Duration=10 min, Inten=7.50 in/hr
Prepared by PIVER & ASSOCIATES, PA
HydroCADO 7.00 s/n 002707 ®1986-2003 Applied Microcomputer Systems 10/4/2005
Pond 1P: (new Pond)
Inflow Area = 6.364 ac, Inflow Depth = 0.59" for 10-Year event
Inflow - 22.62 cfs @ 0.09 hrs, Volume= 0.311 of
Outflow = 5.93 cfs @ 0.23 hrs, Volume= 0.309 af, Atten= 74%, Lag= 8.3 min
Primary = 5.93 cfs @ 0.23 hrs, Volume= 0.309 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Peak Elev= 111.51'@ 0.23 hrs Surf.Area= 0.050 ac Storage= 0.238 of
Plug-Flow detention time= 21.8 min calculated for 0.309 of (99% of inflow)
Center-of-Mass det. time= 21.8 min (29.3 - 7.5 )
# Invert Avail.Storage Storage Description
1 106.00' 0,371 of 20.00'W x 80.001 x 8.00'H Prismatoid Z=0.5
# Routing Invert Outlet Devices
1 Primary 106.00' 10.0" Vert. Orifice/Grate C=0.600
2 Secondary 113.00' 24.0' long x ON breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=5.92 cfs @ 0.23 hrs HW=111.51' (Free Discharge)
t-1 =0rifice/G rate (Orifice Controls 5.92 cfs @ 10.9 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=106.00' (Free Discharge)
t--2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Autumn Trace AA-Sample County 10-Year Duration=10 min, lnten=7.50 in/hr
Prepared by PIVER & ASSOCIATES, PA
HydroCAD® 7.00 s/n 002707 ®1986-2003 Applied Microcomputer Systems 10/4/2005
Hydrograph for Pond 1P: (new Pond)
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (acre-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0.000 106.00 0.00 0.00 0.00
0.10 22.62 0.096 108.43 3.73 3.73 0.00
0.20 13.57 0.229 111.33 5.82 5.82 0.00
0.30 0.00 0.210 110.92 5.57 5.57 0.00
0.40 0.00 0.166 110.00 4.97 4.97 0.00
0.50 0.00 0.127 109.15 4.34 4.34 0.00
0.60 0.00 0.094 108.38 3.68 3.68 0.00
0.70 0.00 0.067 107.72 3.00 3.00 0.00
0.80 0.00 0.045 107.17 2.29 2.29 0.00
0.90 0.00 0.029 106.77 1.56 1.56 0.00
1.00 0.00 0.019 106.51 0.86 0.86 0.00
1.10 0.00 0.014 106.37 0.49 0.49 0.00
1.20 0.00 0.011 106.28 0.30 0.30 0.00
1.30 0.00 0.009 106.23 0.20 0.20 0.00
1.40 0.00 0.007 106.19 0.15 0.15 0.00
1.50 0.00 0.006 106.16 0.11 0.11 0.00
1.60 0.00 0.005 106.14 0.08 0.08 0.00
1.70 0.00 0.005 106.13 0.07 0.07 0.00
1.80 0.00 0.004 106.11 0.06 0.06 0.00
1.90 0.00 0.004 106.10 0.05 0.05 0.00
2.00 0.00 0.003 106.09 0.04 0.04 0.00
2.10 0.00 0.003 106.08 0.03 0.03 0.00
2.20 0.00 0.003 106.08 0.03 0.03 0.00
2.30 0.00 0.003 106.07 0.02 0.02 0.00
2.40 0.00 0.002 106.07 0.02 0.02 0.00
2.50 0.00 0.002 106.06 0.02 0.02 0.00
2.60 0.00 0.002 106.06 0.02 0.02 0.00
2.70 0.00 0.002 106.05 0.02 0.02 0.00
2.80 0.00 0.002 106.05 0.02 0.02 0.00
2.90 0.00 0.002 106.05 0.02 0.02 0.00
3.00 0.00 0.002 106.04 0.01 0.01 0.00
Autumn Trace AA-Sample County 10-Year Duration=10 min, Inten=7.50 in/hr
Prepared by PIVER & ASSOCIATES, PA
HydroCAD® 7.00 s/n 002707 ®1986-2003 Applied Microcomputer Systems 10/4/2005
Stage-Discharge for Pond 1 P: (new Pond)
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs)
106.00 0.00 0.00 0.00
106.10 0.04 0.04 0.00
106.20 0.15 0.15 0.00
106.30 0.33 0.33 0.00
106.40 0.56 0.56 0.00
106.50 0.82 0.82 0.00
106.60 1.11 1.11 0.00
106.70 1.39 1.39 0.00
106.80 1.64 1.64 0.00
106.90 1.83 1.83 0.00
107.00 2.01 2.01 0.00
107.10 2.17 2.17 0.00
107.20 2.32 2.32 0.00
107.30 2.47 2.47 0.00
107.40 2.60 2.60 0.00
107.50 2.73 2.73 0.00
107.60 2.86 2.86 0.00
107.70 2.98 2.98 0.00
107.80 3.09 3.09 0.00
107.90 3.20 3.20 0.00
108.00 3.30 3.30 0.00
108.10 3.41 3.41 0.00
108.20 3.51 3.51 0.00
108.30 3.60 3.60 0.00
108.40 3.70 3.70 0.00
108.50 3.79 3.79 0.00
108.60 3.88 3.88 0.00
108.70 3.97 3.97 0.00
108.80 4.05 4.05 0.00
108.90 4.14 4.14 0.00
109.00 4.22 4.22 0.00
109.10 4.30 4.30 0.00
109.20 4.38 4.38 0.00
109.30 4.46 4.46 0.00
109.40 4.54 4.54 0.00
109.50 4.61 4.61 0.00
109.60 4.69 4.69 0.00
109.70 4.76 4.76 0.00
109.80 4.83 4.83 0.00
109.90 4.90 4.90 0.00
110.00 4.97 4.97 0.00
110.10 5.04 5.04 0.00
110.20 5.11 5.11 0.00
110.30 5.18 5.18 0.00
110.40 5.24 5.24 0.00
110.50 5.31 5.31 0.00
110.60 5.37 5.37 0.00
110.70 5.44 5.44 0.00
110.80 5.50 5.50 0.00
110.90 5.56 5.56 0.00
111.00 5.62 5.62 0.00
111.10 5.68 5.68 0.00
111.20 5.74 5.74 0.00
111.30 5.80 5.80 0.00
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs)
111.40 5.86 5.86 0.00
111.50 5.92 5.92 0.00
111.60 5.98 5.98 0.00
111.70 6.04 6.04 0.00
111.80 6.09 6.09 0.00
111.90 6.15 6.15 0.00
112.00 6.21 6.21 0.00
112.10 6.26 6.26 0.00
112.20 6.32 6.32 0.00
112.30 6.37 6.37 0.00
112.40 6.42 6.42 0.00
112.50 6.48 6.48 0.00
112.60 6.53 6.53 0.00
112.70 6.58 6.58 0.00
112.80 6.64 6.64 0.00
112.90 6.69 6.69 0.00
113.00 6.74 6.74 0.00
113.10 8.91 6.79 2.13
113.20 12.85 6.84 6.01
113.30 18.17 6.89 11.28
113.40 24.67 6.94 17.73
113.50 32.45 6.99 25.46
113.60 41.39 7.04 34.35
113.70 51.93 7.09 44.84
113.80 63.81 7.14 56.67
113.90 75.01 7.18 67.83
114.00 86.91 7.23 79.68
r
Autumn Trace AA-Sample County 100-Year Duration=10 min, Inten=9.40 in/hr
Prepared by PIVER & ASSOCIATES, PA
HydroCAD® 7.00 s/n 002707 ®1986-2003 Applied Microcomputer Systems 10/4/2005
Pond 1 P: (new Pond)
Hydrograph
28:35 cfs
/.'"'a ----
--- - -- --------------- -----= -- -- ¦ Inflow

Inflow Area=6.364 ac- -- ® Outflow
?? primary
Peak Elev=112.83' ® Secondary
- - --- -- ------- - _- ---Storage=0.307 of---
20 --
3 15 -
0 F cis
EL °6.65 cfs
10
0
1 2
Time (hours)
3

Autumn Trace AA-Sample County 100-Year Duration=10 min, lnten=9.40 in/hr
Prepared by PIVER & ASSOCIATES, PA
HydroCADO 7.00 s/n 002707 0 1986-2003 Applied Microcomputer Systems 10/4/2005
Pond 1P: (new Pond)
Inflow Area = 6.364 ac, Inflow Depth= 0.74" for 100-Year event
Inflow = 28.35 cfs @ 0.09 hrs, Volume= 0.390 of
Outflow = 6.65 cfs @ 0.23 hrs, Volume= 0.388 af, Atten= 77%, Lag= 8.4 min
Primary = 6.65 cfs @ 0.23 hrs, Volume= 0.388 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Peak Elev= 112.83'@ 0.23 hrs Surf.Area= 0.053 ac Storage= 0.307 of
Plug-Flow detention time= 24.1 min calculated for 0.388 of (100% of inflow)
Center-of-Mass det. time= 24.1 min ( 31.6 - 7.5 ),
# Invert Avail.Storage Storage Description
1 106.00' 0.371 of 20.00'W x 80.00'L x 8.00'H Prismatoid Z=0.5
# Routing Invert Outlet Devices
1 Primary 106.00' 10.0" Vert. Orifice/Grate C=0.600
2 Secondary 113.00' 24.0' long x ON breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=6.65 cfs @ 0.23 hrs HW=112.83' (Free Discharge)
't-1=Orifice/Grate (Orifice Controls 6.65 cfs @ 12.2 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=106.00' (Free Discharge)
t2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

Autumn Trace AA-Sample County 900-Year Duration=10 min, Inten=9.40 in/hr
Prepared by PIVER & ASSOCIATES, PA
HydroCAD® 7.00 s/n 002707 0 1986-2003 Applied Microcomputer Systems 10/4/2005
Hydrograph for Pond 1 P: (new Pond)
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (acre-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0.000 106.00 0.00 0.00 0.00
0.10 28.35 0.122 109.02 4.24 4.24 0.00
0.20 17.01 0.294 112.58 6.52 6.52 0.00
0.30 0.00 0.276 112.22 6.33 6.33 0.00
0.40 0.00 0.225 111.24 5.77 5.77 0.00
0.50 0.00 0.180 110.30 5.17 5.17 0.00
0.60 0.00 0.139 109.42 4.55 4.55 0.00
0.70 0.00 0.104 108.63 3.90 3.90 0.00
0.80 0.00 0.075 107.93 3.23 3.23 0.00
0.90 0.00 0.051 107.34 2.52 2.52 0.00
1.00 0.00 0.033 106.88 1.80 1.80 0.00
1.10 0.00 0.022 106.58 1.05 1.05 0.00
1.20 0.00 0.015 106.41 0.58 0.58 0.00
1.30 0.00 0.011 106.31 0.35 0.35 0.00
1.40 0.00 0.009 106.25 0.23 0.23 0.00
1.50 0.00 0.008 106.20 0.16 0.16 0.00
1.60 0.00 0.006 106.17 0.12 0.12 0.00
1.70 0.00 0.006 106.15 0.09 0.09 0.00
1.80 0.00 0.005 106.13 0.07 0.07 0.00
1.90 0.00 0.004 106.12 0.06 0.06 0.00
2.00 0.00 0.004 106.10 0.05 0.05 0.00
2.10 0.00 0.003 106.09 0.04 0.04 0.00
2.20 0.00 0.003 106.09 0.03 0.03 0.00
2.30 0.00 0.003 106.08 0.03 0.03 0.00
2.40 0.00 0.003 106.07 0.02 0.02 0.00
2.50 0.00 0.003 106.07 0.02 0.02 0.00
2.60 0.00 0.002 106.06 0.02 0.02 0.00
2.70 0.00 0.002 106.06 0.02 0.02 0.00
2.80 0.00 0.002 106.06 0.02 0.02 0.00
2.90 0.00 0.002 106.05 0.02 0.02 0.00
3.00 0.00 0.002 106.05 0.02 0.02 0.00
f *, .
Autumn Trace AA-Sample County 100-Year Duration=10 min, Inten=9.40 in/hr
Prepared by PIVER & ASSOCIATES, PA
HydroCAD® 7.00 s/n 002707 ®1986-2003 Applied Microcomputer Systems 10/4/2005
Stage-Discharge for Pond 1 P: (new Pond)
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs)
106.00 0.00 0.00 0.00
106.10 0.04 0.04 0.00
106.20 0.15 0.15 0.00
106.30 0.33 0.33 0.00
106.40 0.56 0.56 0.00
106.50 0.82 0.82 0.00
106.60 1.11 1.11 0.00
106.70 1.39 1.39 0.00
106.80 1.64 1.64 0.00
106.90 1.83 1.83 0.00
107.00 2.01 2.01 0.00
107.10 2.17 2.17 0.00
107.20 2.32 2.32 0.00
107.30 2.47 2.47 0.00
107.40 2.60 2.60 0.00
107.50 2.73 2.73 0.00
107.60 2.86 2.86 0.00
107.70 2.98 2.98 0.00
107.80 3.09 3.09 0.00
107.90 3.20 3.20 0.00
108.00 3.30 3.30 0.00
108.10 3.41 3.41 0.00
108.20 3.51 3.51 0.00
108.30 3.60 3.60 0.00
108.40 3.70 3.70 0.00
108.50 3.79 3.79 0.00
108.60 3.88 3.88 0.00
108.70 3.97 3.97 0.00
108.80 4.05 4.05 0.00
108.90 4.14 4.14 0.00
109.00 4.22 4.22 0.00
109.10 4.30 4.30 0.00
109.20 4.38 4.38 0.00
109.30 4.46 4.46 0.00
109.40 4.54 4.54 0.00
109.50 4.61 4.61 0.00
109.60 4.69 4.69 0.00
109.70 4.76 4.76 0.00
109.80 4.83 4.83 0.00
109.90 4.90 4.90 0.00
110.00 4.97 4.97 0.00
110.10 5.04 5.04 0.00
110.20 5.11 5.11 0.00
110.30 5.18 5.18 0.00
110.40 5.24 5.24 0.00
110.50 5.31 5.31 0.00
110.60 5.37 5.37 0.00
110.70 5.44 5.44 0.00
110.80 5.50 5.50 0.00
110.90 5.56 5.56 0.00
111.00 5.62 5.62 0.00
111.10 5.68 5.68 0.00
111.20 5.74 5.74 0.00
111.30 5.80 5.80 0.00
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs)
111.40 5.86 5.86 0.00
111.50 5.92 5.92 0.00
111.60 5.98 5.98 0.00
111.70 6.04 6.04 0.00
111.80 6.09 6.09 0.00
111.90 6.15 6.15 0.00
112.00 6.21 6.21 0.00
112.10 6.26 6.26 0.00
112.20 6.32 6.32 0.00
112.30 6.37 6.37 0.00
112.40 6.42 6.42 0.00
112.50 6.48 6.48 0.00
112.60 6.53 6.53 0.00
112.70 6.58 6.58 0.00
112.80 6.64 6.64 0.00
112.90 6.69 6.69 0.00
113.00 6.74 6.74 0.00
113.10 8.91 6.79 2.13
113.20 12.85 6.84 6.01
113.30 18.17 6.89 11.28
113.40 24.67 6.94 17.73
113.50 32.45 6.99 25.46
113.60 41.39 7.04 34.35
113.70 51.93 7.09 44.84
113.80 63.81 7.14 56.67
113.90 75.01 7.18 67.83
114.00 86.91 7.23 79.68
M '. 9
Riser Floatation Calculations

Cam, 1c wu-?...
I J
ciC r J

r-
-7?,? V? 11i???!t _?? 5th

c 1 -7 4
11-4
STORMWATER
OPERATIONS AND MAINTENANCE
MANUAL AND BUDGET
for the
Autumn Trace Apartments
Raleigh, NC
Prepared By:
Piver & Associates, P.A.
May 4, 2006
STORMWATER OPERATIONS & MAINTENANCE MANUAL AND BUDGET
Autumn Trace Apartments
This manual establishes procedures for maintenance and operation of the Autumn Trace
Apartments's stormwater system in accordance with the guidelines as set forth in the City of
Raleigh's Stormwater Management Design Manual. Any repairs that become necessary as a
result of periodic inspections shall be completed within (30) calendar days of filing the report
unless written approval of an extension is obtained from the City of Raleigh Conservation
Department.
The Apartment stormwater system consists of a dry detention pond, piping and scour hole/level
spreader system. The detained stormwater is slowly drained from the detention through a 10"
orifice into a 15" reinforced concrete pipe that crosses Eck Drive and towards the stream north
of the site. The stormwater discharges into a scour hole/level spreader designed to NCDWQ
standards for discharge upstream of the Riparian Buffer for diffuse flow into the stream. The 15"
RCP runs through a private drainage easement.
Detailed drawings of the stormwater control structure can be found in the Autumn Trace
Apartment Construction Plans prepared by Piver & Associates dated 07/27/05 latest revision.
MAINTENANCE OF DRY POND GRASS SWALES AND SCOUR HOLE/LEVEL SPREADER
The regular inspection of the dry pond and scour hole/level spreader shall be the
responsibility of the Autumn Trace Apartments and shall include the inspection of the
integrity of the dry pond, weir and orifice. After each inspection a copy of the inspection,
operation and maintenance checklist shall be completed and filed in accordance with
Section III.B of this section. All inspections shall be performed by a licensed North Carolina
professional engineer qualified in this area of expertise.
1. General
A. During each inspection of the stormwater drainage system, the attached checklist
shall be completed and filed with other maintenance records for the basin.
B. The pond slopes require continual maintenance of the vegetative cover. Grass
mowing, weeding, brush cutting and removal of woody vegetation, including trees,
within the grassed areas are necessary for the proper maintenance of the basin. All
tree litter, leaves, debris, etc. should be immediately removed from the grass
surface. The vegetated areas shall be maintained to keep a dense and vigorous
grass cover. Grassed areas shall be mowed according to the season (at least twice a
year) while maintaining a minimum height of 3 inches and a maximum height of 6
inches. The vegetated areas shall be periodically watered & fertilized (see attached
schedule) to maintain the grass in an optimum condition.
C. If cattails & other vegetation cover in excess of 25% of the pond storage area,
removal of said vegetation shall occur to provide a 10% max. vegetative cover.
D. All components, devices and structures of the stormwater drainage system shall be
maintained in proper working condition at all times. Repair and replacement of
components shall meet the original design specifications.
2
E. All areas draining into the detention pond shall be kept reasonably clear of trash and
debris that may obstruct the grates, basins or pipes.
2. During each inspection of the stormwater drainage system, the attached checklist shall
be completed and filed with other maintenance records for the basin.
A. Monthly, or after each runoff producing rainfall event, whichever comes first
Remove all accumulated litter and debris from the stormwater drainage system
basins and grates and scour hole/level spreader.
2. Inspect pond slopes & other grassed areas for any damages due to erosion or
vegetative failure. Reseed any denuded areas per attached seeding schedule.
Eroded rills and gullies should be filled with topsoil, compacted and then
reseeded. Any areas indicating signs of concentrated stormwater flows shall be
repaired such that the surface drainage will be dispersed & spread out in thin
layers as "sheet flow".
3. Inspect & clear all pipe components of the detention pond system of any
obstructions.
4. Inspect velocity dissipators (rip-rap aprons) below storm drain outlets that
discharge into open space areas. Repair or replace any displaced & damaged
riprap by adding larger diameter stones to the apron or by using a concrete slurry
to bind smaller stones together so as to increase their effective size and weight.
5. Inspect rip rap and soil matting. Replace as needed.
B. Quarterly
1. Thoroughly inspect the stormwater drainage system for proper functioning. Clear
accumulated sediment and trash from basin grates and inverts, and check piping
for obstructions.
2. Check detention pond drain pipes for undercutting. Repair if necessary.
3. Repair any broken pipes, grated inlets, catch basins, etc.
4. Riprap shall be inspected for accumulation of sediment, weeds and other foreign
matter. Any and all deficiencies shall be repaired or replaced.
5. Perform all required maintenance for the Monthly inspection.
C. Semi-Annually
1. Remove all accumulated sediment from basin inverts, pipe inverts & bottom of
detention pond.
2. The basin dam & slopes should be checked for cracks, slides, sloughing &
settlement. The cause of the slope distress must be determined by a qualified
geotechnical engineer before undertaking repairs. Short isolated cracks are not
usually significant, but larger well-defined cracks (wider than % inch) indicate a
serious problem. Such cracks provide avenues for water seepage & "piping"
could develop quickly. Small cracks can be sealed by compacting clay into the
cracks & reseeding. After the cracks have been sealed, those areas should be
monitored frequently to determine if movement is still occurring. More extensive
repairs may require the removal of all unsuitable material & the addition of good
compacted material to the slope. These type repairs require the direction of a
Professional Engineer.
3. Perform all required maintenance for the Quarterly inspection.
D. Annually
1. The Stormwater Drainage System shall be thoroughly inspected once a year by a
qualified North Carolina Registered Professional Engineer, Registered
Landscape Architect or Registered Professional Land Surveyor. This inspection
is required by the City of Raleigh, and a report is due on the anniversary of the
issuance of the Certificate of Occupancy. A copy of the annual inspection and
maintenance records shall be submitted to the City of Raleigh Inspections
department in accordance with the City of Raleigh Code Section 10-9028.
2. Visually inspect pipes for proper alignment, sagging, elongation & displacement
of joints, cracks, leaks, surface wear and blockage. Most problems occur at the
joints where gaps develop from settlement or elongation & loss of joint sealant /
filler material. Pipes should also be checked for signs of water seeping along
their exterior surface. A depression in the soil surface over the pipe may be a
sign that soil is being washed around the pipe. Effective repair of the internal
surface or joint of a conduit is often difficult, even hazardous, and should not be
attempted without appropriate professional supervision.
3. Perform all required maintenance for the Semi-Annual inspection.
MAINTENANCE OF PRIVATE DRAINAGE EASEMENTS
A. Vegetation
The slopes above the yard inlets and fill over the detention pipes have a ground
cover of fescue, which if properly maintained, will prevent erosion of the slope. Grass
should be maintained to keep cover dense and vigorous. This includes fertilizing
every October and April.
? Re-Seeding - Periodic re-seeding may be required to establish grass on areas
where seed did not take or has been destroyed. Before seeding, fertilizer (12-12-
12) should be applied at a minimum rate of 12 to 15 pounds per 1,000 SF. The
seed should be evenly sewn at a rate of three pounds per 1,000 SF. The seed
should be covered with soil to the depth of approximately %4". Immediately
following the seeding, the area should be mulched with straw.
? Trees & Shrubs - Trees, shrubs, and other landscape vegetation should not be
permitted within the Common Area or private drainage easements.
? Mowing - Grass mowing, brush cutting and removal of weed vegetation will be
necessary for the proper maintenance of the slopes. The Common Area should
be mowed when the grass exceeds 8" in height. Acceptable methods include the
use of weed whips or power brush cutters and mowers.
4
B. Erosion
Erosion occurs when the water concentrates causing failure of the vegetation or
when vegetation dies and sets up the environment for rill erosion, and eventually
gullies, from the stormwater runoff. The area around the yard inlets should be
inspected for such areas after any storm event of 1" or more over a 24-hour period.
Proper care of vegetative areas that develop erosion is required to prevent more
serious damage. Rills and gullies should be filled with suitable soil, compacted and
then seeded. Methods described in Section 2-A, on vegetation, should be used to
properly establish the grass surface. Where eroded areas are detected, the cause of
the erosion should be addressed to prevent a continued maintenance problem.
C. Trash and Debris
Trash and debris such as leaves, stones, large branches, loose bottles, cans, food
containers and other forms of rubbish should be kept clear of the yard inlets. Debris
upstream of the yard inlets shall be cleaned to prevent clogging. The yard inlets
should be inspected after a rainfall event of 1" or more over a 24 hour period and
cleared of debris, but no less than four times each year
D. Maintenance Schedule
? Common Area and private drainage easements to be inspected after any storm
event of 1" or more over a 24-hour period.
? Cut grass as needed, so that height does not exceed eight inches.
? Remove trash and debris quarterly
? Reseed and fertilize in October and April.
? At least annually remove trees and shrubs over storm pipes and private drainage
easements.
OPERATION
Operation and maintenance of the Dry Pond and common area yard inlets should
include the following:
A. Record Keeping
? Annual Inspection Reports - A collection of written inspection report should be
kept on record using the forms included within the appendix of this manual. An
annual inspection shall be conducted by a professional engineer in accordance
with Raleigh City Code section 10-9028. Copies of such inspection reports
should be provided to the City of Raleigh Stormwater Management Section of the
Engineering Division.
? Observations - All observations should be recorded. Where periodic inspections
are performed following significant rainfall events (1" storm event or more over a
24 hour period), these inspections should be logged into the Periodic Inspection,
Operation & Maintenance Form in the appendix of this manual.
? Maintenance - Written records of maintenance and/or repairs should be
recorded on the Periodic Inspection, Operation & Maintenance Form in the
appendix of this manual.
? Other Operation Procedures - The owner should maintain a complete and up-to-
date set of plans (as-built drawings) and all changes made to the underground
pipe structures over time should be recorded on the as-builts.
INSPECTION OPERATION & MAINTENANCE CHECKLISTS
As per Raleigh City Code section 10-9028 annual inspection of the storm water
control measures (detention pipes, and yard inlets) is required and must be
performed by a qualified registered Professional Engineer. The report must be filed
with City of Raleigh Public Works, Stormwater Division. Any deficiencies noted in
the inspections report shall be corrected. The written report shall be signed and
sealed by the inspector. The written report shall include the following certification:
"I certify that the BMP's, stormwater management facilities, and open space
referenced in this document have been maintained in conformance with the
approved stormwater management plan and maintenance manual except as noted
below. This certification is made based on personal inspection or on the inspection
by someone under my direct supervision of the site and review of the maintenance
records."
All exceptions shall be noted in detail.
See attached forms
Lyle D. Gardner , acknowledge and agree by my signature below that I
am responsible for maintenance and inspection of this stormwater pond and will perform the
maintenance as outlined above.
SI II I olR
Signatu
Date
Autumn Trace Housing Associates,, LLC
Lyle D. Gardner, Managing Member
I, .AN a Notary Public for the State of
r ,:ra i? f`cc rU ??? County of ?4; c,._(( do hereby certify that
personally appeared before me this II day
of 20 Gv ; , and acknowledge the due execution of the foregoing instrument.
Witness y hand and official seal,
Seal
'I - 'd 1 ) IOU,
0 TA
LIG
APPENDIX
STORMWATER FACILITIES INSPECTION CHECKLIST
Date:
Time:
Autumn Trace Apartments
Raleigh, NC
Pipes and Baffle
Check/Circle
Condition Noted Observations Action
Repair Action
Monitor Action
Investigative
Pipe and Baffle Type:
Debris
Cracks/Deterioration
Joint Deterioration
Improper Alignment
Yard Inlets Type:
Cracks/Deterioration
Joint Deterioration
Seepage/Piping
Undercutting
General Comments, Sketches & Field Measurements
STORMWATER INSPECTION CHECKLIST
Autumn Trace Apartments
Raleigh, NC
Common Area
Date:
Time:
Check/Circle
Condition Noted Observations Action
Repair Action
Monitor Action
Investigative
Common Area Type:
Vegetation/erosion
Undermining/erosion
Rodent burrows
Seepage/wetness

General Comments, Sketches & Field Measurements
PERODIC INSPECTION, OPERATION & MAINTENANCE RECORDS
Autumn Trace Apartments
Raleigh, NC
JUN-'1J-C:10Ub lb: J7 rKU1'I; r'1VtK 2k H55U1.1H I tJ 1717Jb'i`f-7YJ f r1 I U; 04OU4DJ I . C
Pcrmit No.
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
$TORMWATER MANAGEMENT PERMIT APPLICATION FORM
nW
DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Rcvicw:
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: A 64+ .. , &, Tc a c„
Contact Person: 'T: mil,. Phone Number: (Z 12 ) ?Y E - 2.ca I I
For projects with multiple basins, specify which basin this worksheet applies to: „InzZ,A
elevations
Basin Bottom Elevation lv G . ft. (floor of the basin)
Permanent Pool Elevation „A ft. (elevation of the orfflce)
Temporary Pool Elevation 1 o r..3 ft. (elevation of the discharge structure overflow)
areas
Permanent Pool Surface Area N/A sq. ft. (water surface area at tite orifice elevation)
Drainage Area 6. 3 (.4 ac. (on-site and of-site drainage to the basin)
Impervious Area -L, I I g ac. (on-site and of site drainage to the basin)
volumes
Permanent Pool Volume YV JA cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume Y, 26 o (3 cu. ft. (volume detained above the permanent pool)
Forebay Volume &XA cu. ft. (approximately 20% of total volume)
Other parameters
SAMAr /V A (surface area to drainage area ratio from DWQ table)
Diameter of Orifice 1 ?/z in. (1 to S day temporary pool draw-down required)
Design Rainfall ) in.
Design TSS Removal 2 N?? % (minimum 85% required)
Focm SW- 102 Rev 3.99 Page 1 of 4
[phone] => EVERGREEN SPECTRUM ,TEL=919 848 0455 06/13106 17:07
JUN-13-2006 16:39 FROM:PIVER & ASSOCIATES [phone] TO:e480455 P.3
' When using the Division SA/DA tables, the cornett 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.
2 In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wot detention basin is designed to provide
90% TSS removal. The NCDENR BMW manual provides design tables for both 85% TSS removal and 901/6 TSS removal.
H. 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: IS 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
- /V A - a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
N/ b. The forebay volume is approximately equal to 20% of the basin volume.
'n.0\ c. The temporary pool.controls runoff from the design storm event.
-fL*"- d. The temporary pool draws down in 2 to 5 days.
'.WA e. If required, a 30-foot vegetative filter is provided at the outlet (include non-eroWvc flow
calculations)
76" f. The basin length to width ratio is greater than 3:1.
N /,A g. The basin side slopes above the permanent pool are no steeper than 3:1.
N/A b. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
N/14 i. Vegetative cover above the permanent pool elevation is specified.
j. A trash rack or similar device is provided for both the overflow and orifice.
k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
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.
A m. A mechanism is specified which will drain the basin for maintenance or an emergency.
Dr
III. DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forcbays and the
vegetated filter if one is provided.
This system (check one) 0 does does not Incorporate a vegetated filter at the outlet.
This system (check one) 0 does ,'does not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99
Psge 2 of 4
[phone] => EVERGREEN SPECTRUM ,TEL=919 848 0455 06/13'06 17:08
JUN-13-1006 16:39 FROM:PIVER & ASSOCIATES [phone] TO:8480455 P.4
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
Or
a. Inspect the 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 NIA, feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads _ N/,A feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(rdl in the blanks)
Permanent Pool Elevation A[,?
Sediment R oval El, 10 e, 75 0
- -- sediment Removal Elevation 1 Y.U 77'%/9
Bottom Ele lion % ----------------------•----------------- - -Bottom Elevation 1 Q(, j 2FOREBAY 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
[phone] => EVERGREEN SPECTRUM ,TEL=919 848 0455 . 06/131.06 17:08
JUN-13-2006 16:40 FRUM:PIVER & RSSUCIRTES [phone] I U: >34dwq=>Z> r-.-)
V
7. All components of the wet detention basin system shall be maintained in good worldng 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: Ti n^ 01{„i l', Maryr.,
Title:
Address: Nt" L-7(.ts ---
Phone: 11CI - e-ti 8
Signature: /0,
Date: Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have boon sold and a
resident of the subdivision has been named the president
I
I,- a Notary Public for the State of
C ty of Gf. 6LICf , do hereby certify that
personally appeared before me this --- Y day of - zy?G ,and acknowledge the due
execution of the forgoing wet detention basin maim ce requirements. Witness my hand and official seal,
s-0`1
a'w
. "e,0N
SEAL
My commission expires ?i
Form SWU-102 Rev 3.99
Pagt: 4a 4

[phone] => EVERGREEN SPEC'"RUM ,TEL=919 848 0455 06/13'06 17:08

? \ l

1 I
_ ` 1
r 1
T I
X
_ I I
Z ;a ; m
m m v r-
o
o m -D m
(A ;o 0
o O a m 0
D n 0 g
q 'i
E)
K z zz zz
m in
z z
z D
z m
o m
z
n
m
i?

4 r MCMMM AGA336 s 300
_ _o
?14?OW271613
?\ f
J)
i
J
r t ?
1
I
I
a?
n?
AUTUMN TRACE
APARTMENTS
RALEIGI 4 NC
w

0
??l

I!
R
JUL-3-2006 13:51 FROM:PIVER & ASSOCIATES
0919)844-9070 TO:7336893 P.2
8009 Creedmoor Road, Suite 200 • Raleigh, North Carolina 27613
July 3, 2006
Sam Aghimien
Environmental Engineer II
Wetland Program Development Unit
NC Division of Water Quality
1650 Mail Service Center
Raleigh, North Carolina 27699-1650
Reference: Autumn Trace Apartments
DWQ Project #20050687
Raleigh, North Carolina
Dear Mr. Aghimien:
Per our conversation on June 27, 2006, we are asking NCDWQ to review this project and
grant approval as designed under the case by case review basis.
Stormwater from the apartment complex is being routed to a dry detention basin on site to
meet the Neuse Buffer/City of Raleigh pre and post development flow requirements as well as
capture of the runoff from the 1" storm with discharge in 2-5 days. A nitrogen buy down
payment has been made to NCEEP as required. The stormwater will flow from the outlet
structure of the dry pond through a 15" culvert, across Eck Drive (parallel to Trawick Road but
within the property boundary of lot #2) to the north and discharge into a grassed swale
approximately 175' in length and into the proposed scour hole (alternate level spreader design per
"NCDWQ Draft Level Spreader Design Options"). The alternative level spreader design was
selected due to the limited area available for a structure and the limiting slopes to the riparian
buffer.
This design meets the intent of the rules and we ask for your approval. Do not hesitate to
call if additional information is required.
r
Tel: [phone] • Fax: [phone] • E-mail: [e-mail] 715-10
Sincerely,
Piver a Associates, P. A.
ck Baker, P. E.
oduction Manager
Tim Morgan, Evergreen Construction
P. 2

J
STORMWATER CALCULATIONS
Autumn Trace Apartments - Trawick Road and Eck Drive
Raleigh, NC
EF4@f-40WF4 JUN 1 3 2006
DENR - WATER QUALITY
WETLANDS AND STORMWATER BRANCH
Developer:
Autumn Trace Housing Associates,
LL
7706 Six Forks Road; Suite 202
Raleigh, NC 27615
[phone]
Designer:
Piver &,Associates, P.A.
8009 Creedmoor Rd., Suite 200
Raleigh, NC 27613
[phone]
May 5, 2008 r
Revised June 8, 20Q6
1*1111ll
w
,ww
,A
neteec?il?l``°?etU ?wd'l? w
CONTENTS
Project Summary
Nitrogen Calculations
Level Spreader Worksheet
Storm Drainage Calculations
Dry Detention Pond Calculations
(2, 10 and 100 yr)
(1" Runoff Orifice Sizing)
Riser Floatation Calculations
Project Summary
Nitrogen Calculations
I ?
Nitrogen Calculations:
Project: Autumn Trace Apt
Date: 22-Sep-05

Area TN export TN export
Pre-Development Loading: (Ac.) (lbs/ac/yr) (lbs/yr)
Permanently Protected Undisturbed Open Space 0 0.60 0.00
Managed Open Space 5.746 1.20 6.90
Existing Impervious Area 0.120 21.20 2.54
Total 5.866 9.44
Nitrogen Loading Rate = 1.61
Area TN export TN export
Post Development Loading: (Ac.) (lbs/ac/yr) (Ibs/yr)
Permanently Protected Undisturbed Open Space 0 0.60 0.00
Existing Open Space Allocation 0.208 0.00 0.00
New Open Space 3.514 1.20 4.22
Existing Impervious Area 0.120 0.00 0.00
New Impervious Area 2.024 21.20 42.91
Total 5.866 47.13
Nitrogen Loading Rate = 8.51
Area TN export TN export 10%
LoadingAfter Dry Pond: (Ac.) (Ibs/ac/yr) (Ibs/yr) Reduct
Permanently Protected Undisturbed Open Space 0 0.60 0.00
Existing Open Space Allocation 0.208 0.00 0.00
New Open Space 1.563 1.20 1.88 1.88
New Open Space Through Dry Pond (10% Reduction) 1.951 1.20 2.34 2.11
Existing Impervious Area 0.120 0.00 0.00
New Imp Area Through Dry Pond (10% Reduction) 2.024 21.20 42.91 38.62
Total 5.866 42.60
Nitrogen Loading Rate = 7.69
Calc Nitrogen Buydown 7.69lbs/ac-3.6lbs/ac*$3 30*area $7,479.05
Calculate C Area C
(ac)
Predevelopment Imperviou: 0.120 0.95 0.11
Grass 5.746 0.20 1.15
Totals 5.866 1.26
C= 0.22
Postdevelopment Imperviou: 2.144 0.95 2.04
Grass 3.722 0.20 0.74
Totals 5.866 2.78
C= 0.47
Pre/Post Calculations
Pre-Development Two Storm C = 0.22 Q = CIA = 7.28 cfs
Post Development Two Storm C = 0.47 Q = CIA = 16.02 cfs
Pre-Development Ten Storm C = 0.22 Q = CIA = 9.47 cfs
Post Development Ten Storm C = 0.47 Q = CIA = 20.86 cfs
Required Storage 2 yr storm= [Q(Pre) - Q(Post)]cfs x 5 min x 60 secmin = 2623 cf
Required Storage 10 yr storm= [Q(Pre) - Q(Post)]cfs x 5 min x 60 secmin = 3416 cf
Level Spreader Worksheet
DWQ Project No. 20050687 a
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : Autumn Trace Apartments
Contact Person: Rick Baker Phone Number:( 919 ) 844-9060
Level Spreader ID:
Level Spreader Length Scour Hole design ft.
Drainage Area 6.364 ac.
Impervious Area 2.144 ac.
Maximum Filter Strip/Buffer Slope 2 %
grass
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)
(on-site and off-site drainage to the level spreader)
(6% for forested, leaf littler cover, $%for thick ground cover)*
Max. Discharge from a 10 Year Storm 5.9 cfs
Max. Discharge to Level Spreader 6.5 cfs
Filter Strip/Buffer Vegetation. thick ground cover (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method N/A
REQUIRED ITEMS CHECKLIST
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 J
J tfo I A? Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
w Pre-Form Scour Holes are on flat slopes only
P_ 9 No structures are located in protected buffers*.
If bypass method specified in the Draft Level Spreader Design Option Document
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
?- No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
2 w 0 The operation and maintenance agreement includes annual erosion and vegetation repair.
Q w B The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested area with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
Storm Drainage Calculations
?V
a?
Y
(Sd3)'I3A 3dld TWO ? W
(sao) MoiA 3dId -Ind ." N
r?
o
o
c
o

MOI3 ;;' ?; Cl
co
0
0

3d0'IS 3dId
c N
c O O O O
o c o 0 0 0

IN3IOLMOO Ss3Mionod M
o M
0 M
0 M
0 M
0 M
0
0 0 0 0 0 0
UA),azL3NIvIQ 3dId h h
S3dId 30 N3
q
c
O
fo

INHANI WVM USNMOQ

o

:
V

3
s .SHAM FiVg LLSd

a
$ z
o
gdtd 30 H.LflNn
AJ ISMaIM N
r N
n N
? N
r N
n N
r

NIW NOLLVN LN3ONOO 30
aWU

tz?
vO UZLV Iflwfloov
o
? 0
o o 0 0 0

13gm HOd vo
a
z 0 0 0 0 0
0

MO'I3PIIINNOLLIQQV Q pA o: a o: o 0
PdRI3LVI^I gad 44

3IIfuon,& S O,L
3iIf1L flux wo2I3 H

a
0
?

?I3HNIIlN 3dId N M v r ?o
o

q
0

o

0

0

0

0

3n'IVA o V>
? N h YS N
V
8 h N
C
$ Yl
qi N
N
S N
Cl
8 Yl N
?,
8
o c o a Q o 0 0 o c+ o 0 0 o c o 0
LL v3-IV $ $ $ g $ ' S ` 8 g g 8
G P ` O Ci [j o p P O O Q O 6 6 O p Q. O
U U U U U U

d. '
(LM9WJO
I3A3Q.LS
W9A000NIIOXO
8 8 $
c F P4 :. H U P+ H a H O :W. -i H x F

1139MIN
»«
CL ° 3xnL?nzrLS
Dry Detention Pond Calculations
A
Autumn Trace Apartment 06/05/06
Stormwater Design Calculations
RWB
Basin Characteristics
Total Basin Area (Ta)= 277,216 sf= 6.36 ac Percent Impervious (1)= 33.69 %
(larra)
Impervious Area (la)= 93,393 sf= 2.14 ac
Pond Elevations
Select Design Perm. Pool Depth= 0 ft
Permanent Pool Top Elevation= 106 ft
Bottom Elevation= 106 ft
Top of Dike Elevation= 113.0 ft
Storm Volume Temaorarv Pool
Runoff Coefficient (Rv)= 0.35 in/in
(0.05+0.009*1)
(0.05+0.009*33.69)
Required Volume:
1" Storm Volume (Vol)= 0.19 ac-ft 8,160 cf
(1 "*Rv*Ta )
(0.083*0.35*6.36)
1" Storm Stage= 106 ft
Outlet Structure Elev= 106.3 ft
Actual Volume Stored= 8,200 cf
Select orifice size and calculate drawdown time. Volume to be drawn down from 2 to 5 days.
Orifice Coefficient (Cd)= 0.6
Number of Orifices= 1
Orifice Size (d)= 1.5 in
Orifice Area= 0.01 sf
g= 32.2 ft/sec` Drawdown Time= 2.7 d OK
head (h)= 0.36 ft
Discharge (Q)= 0.04 cfs
Autumn Trace AA-Sample County 2-Year Duration=10 min, Inten=5.60 in/hr
Prepared by PIVER & ASSOCIATES, PA
HydroCAD® 7.00 s/n 002707 ®1986-2003 Applied Microcomputer Systems 9/2612005
Elevation Storage
(feet) (acre-feet)
106.00 0.000
106.04 0.001
106.08 0.003
106.12 0.004
106.16 0.006
106.20 0.007
106.24 0.009
106.28 0.010
106.32 0.012
106.36 0.013
106.40 0.015
106.44 0.016
106.48 0.018
106.52 0.019
106.56 0.021
106.60 0.022
106.64 0.024
106.68 0.026
106.72 0.027
106.76 0.029
106.80 0.030
106.84 0.032
106.88 0.033
106.92 0.035
106.96 0.036
107.00 0.038
107.04 0.039
107.08 0.041
107.12 0.043
107.16 0.044
107.20 0.046
107.24 0.047
107.28 0.049
107.32 0.051
107.36 0.052
107.40 0.054
107.44 0.055
107.48 0.057
107.52 0.059
107.56 0.060
107.60 0.062
107.64 0.063
107.68 0.065
107.72 0.067
107.76 0.068
107.80 0.070
107.84 0.072
107.88 0.073
107.92 0.075
107.96 0.076
108.00 0.078
108.04 0.080
108.08 0.081
108.12 0.083
Stage-Area-Storage for Pond 1 P: (new Pond)
Elevation Storage
(feet) (acre-feet)
108.16 0.085
108.20 0.086
108.24 0.088
108.28 0.090
108.32 0.091
108.36 0.093
108.40 0.095
108.44 0.097
108.48 0.098
108.52 0.100
108.56 0.102
108.60 0.103
108.64 0.105
108.68 0.107
108.72 0.109
108.76 0.110
108.80 0.112
108.84 0.114
108.88 0.115
108.92 0.117
108.96 0.119
109.00 0.121
109.04 0.122
109.08 0.124
109.12 0.126
109.16 0.128
109.20 0.130
109.24 0.131
109.28 0.133
109.32 0.135
109.36 0.137
109.40 0.138
109.44 0.140
109.48 0.142
109.52 0.144
109.56 0.146
109.60 0.147
109.64 0.149
109.68 0.151
109.72 0.153
109.76 0.155
109.80 0.157
109.84 0.158
109.88 0.160
109.92 0.162
109.96 0.164
110.00 0.166
110.04- 0.168
1-10.08 0.169
110.12 0.171
110.16 0.173
110.20 0.175
110.24 0.177
1'10.28 0.179
Elevation Storage
(feet) (acre-feet)
110.32 0.181
110.36 0.183
110.40 0.184
110.44 0.186
110.48 0.188
110.52 0.190
110.56 0.192
110.60 0.194
110.64 0.196
110.68 0.198
110.72 0.200
110.76 0.202
110.80 0.204
110.84 0.206
110.88 0.207
110.92 0.209
110.96 0.211
111.00 0.213
111.04 0.215
111.08 0.217
111.12 0.219
111.16 0.221
111.20 0.223
111.24 0.225
111.28 0.227
111.32 0.229
111.36 0.231
111.40 0.233
111.44 0.235
111.48 0.237
111.52 0.239
111.56 0.241
111.60 0.243
111.64 0.245
111.68 0.247
111.72 0.249
111.76 0.251
111.80 0.253
111.84 0.255
111.88 0.257
111.92 0.259
111.96 0.261
112.00 0:263
112.04 0.265
112.08 0.267
112.12 0.270
112.16 0.272
112.20 0.274
112.24 0.276
112.28 0.278
112.32 0.280
112.36 0.282
112.40 0.284
112.44 0.286
Elevation Storage
(feet) (acre-feet)
112.48 0.288
112.52 0.290
112.56 0.293
112.60 0.295
112.64 0.297
112.68 0.299
112.72 0.301
112.76 0.303
112.80 0.305
112.84 0.307
112.88 0.310
112.92 0.312
112.96 0.314
113.00 0.316
113.04 0.318
113.08 0.320
113.12 0.322
113.16 0.325
113.20 0.327
113.24 0.329
113.28 0.331
113.32 0.333
113.36 0.336
113.40 0.338
113.44 0.340
113.48 0.342
113.52 0.344
113.56 0.347
113.60 0.349
113.64 0.351
113.68 0.353
113.72 0.355
113.76 0.358
113.80 0.360
113.84 0.362
113.88 0.364
113.92 0.367
113.96 0.369
114.00 0.371
Autumn Trace AA-Sample County 2-Year Duration=10 min, Inten=5.60 in/hr
Prepared by PIVER $ ASSOCIATES, PA
HydroCAD® 7.00 s/n 002707 ®1986-2003 Applied Microcomputer Systems 10/4/2005
Pond 1 P: (new Pond)
Hydrograph
------------------ ---------------
------------------------------ ---------------
1fi:89?§'
----------------- - -----------------------------
18 --------------------------------------------------
17
15 ------------- -------------
14
13 ....................•.---••- --•----.....
12
11
-------------•----------• ------------.
10
f 8 e ..................... ------ --------. _..
-------------•----... ........
8
5 ------------ -----•----•-
4
3
--••-------- ---------------•------------------- - ¦ Inflow
----- ----------- ------- ------- ®OuClow
r c
..--.--.. In#tow- rea-6.364.ac.-- ®se *rl
---------------Peak-E1ev=l l0:1-3-----
-- -- raga=01-72--a#---
.
---------- -- --?tg
-------•----------------- -----•-- -•-------- ...............
-------- - ------------ -------
------------------------- ----- ----------------• ---- -
0 1 2
Time (hours)
3
Autumn Trace AA-Sample County 2-Year Duration=10 min, Inten=5.60 irVhr
Prepared by PIVER & ASSOCIATES, PA
HydroCADO 7.00 s/n 002707 01986-2003 Applied Microcomputer Systems 10/4/2005
Pond 1 P: (new Pond)
Inflow Area = 6.364 ac, Inflow Depth = 0.44" for 2-Year event
Inflow = 16.89 cfs (d3 0.09 hrs, Volume= 0.232 of
Outflow = 5.06 cfs @ 0.23 hrs, Volume= 0.231 of, Atten= 70%, Lag= 8.1 min
Primary = 5.06 cis @ 0.23 hrs, Volume= 0.231 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Peak Elev= 110.13'@ 0.23 hrs Surf.Area= 0.047 ac Storage= 0.172 of
Plug-Flow detention time= 19.1 min calculated for 0.230 of (99% of inflow)
Center-of-Mass det. time= 19.4 min ( 26.9 - 7.5 )
# Invert Avail.Storage Storage Description
1 106.00' 0.371 of 20.00'W x 80.001 x 8.00'H Prismatoid Z=0.5
_ # Routing Invert Outlet Devices
1 Primary 106.00' 10.0" Vert. Orifice/Grate C= 0.600
2 Secondary 113.00' 24.0' long x ON breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
„ Coef. (English) 2.80 2.92 3.08 3.30 3.32
PrimaryOutFlow Max=5.06 cfs @ 0.23 hrs HW=110.13' (Free Discharge)
t-1=Orifice/Grate (Orifice Controls 5.06 cfs @ 9.3 fps)
Secondary OutFlow Max=0.00 cis @ 0.00 hrs HW=106.00' (Free Discharge)
L2=Broad-Crested Rectangular Weir (Controls 0.00 cfs)
Autumn Trace AA-Sample County 2-Year Duration=10 min, Inten=5.60 in/hr
Prepared by PIVER & ASSOCIATES, PA
HydroCAD® 7.00 s/n 002707 01986-2003 Applied Microcomput6r Systems 10/4/2005
Hydrograph for Pond 1 P: (new Pond)
Time
lours) Inflow
(cfs) Storage
(acre-feet) Elevation
(feeQ Outflow
(cfs) Primary
(cfs) Secondary
(cfs)
0.00 0.00 0.000 106.00 0.00 0.00 0.00
0.10 16.88 0.071 107.84 3.13 3.13 0.00
0.20 10.13 0.167 110.02 4.98 4.98 0.00
0.30 0.00 0.147 109.68 4.67 4.67 0.00
0.40 0.00 0.111 108.77 4.03 4.03 0.00
0.50 0.00 0.080 108.05 3.36 3.36 0.00
0.60 0.00 0.055 107.44 2.66 2.66 0.00
0.70 0.00 0.036 106.96 1.94 1.94 0.00
0.80 0.00 0.023 106.62 1.18 1.18 0.00
0.90 0.00 0.016 106.43 0.64 0.64 0.00
1.00 0.00 0.012 106.32 0.38 0.38 0.00
1.10 0.00 0.009 106.26 0.25 0.25 0.00
1.20 0.00 0,008 106.21 0.17 0.17 0.00
1.30 0.00 0.007 106.18 0.12 0.12 0.00
1.40 0.00 0.006 106.15 0.09 0.09 0.00
1.50 0.00 0.005 106.13 0.08 0.08 0.00
1.60 0.00 0.004 106.12 0.06 0.06 0.00
1.70 0.00 0.004 106.11 0.05 0.05 0.00
1.80 0.00 0.004 106.10 0.04 0.04 0.00
1.90 0.00 0.003 106.09 0.03 0.03 0.00
2.00 0.00 0.003 106.08 0.03 0.03 0.00
2.10 0.00 0.003 106.08 0.02 0.02 0.00
2.20 0.00 0.003 106.07 0.02 0.02 0.00
2.30 0.00 0.002 106.07 0.02 0.02 0.00
2.40 0.00 0.002 106.06 0.02 0.02 0.00
2.50 0.00 0.002 106.06 0.02 0.02 0.00
2.60 0.00 0.002 106.05 0.02 0.02 0.00
2.70 0.00 0.002 106.05 0.02 0.02 0.00
2.80 0.00 0.002 106.05 0.01 0.01 0.00
2.90 0.00 0.002 106.04 0.01 0.01 0.00
3.00 0.00 0.001 106.04 0.01 0.01 0.00
Autumn Trace AA-Sample County 2-Year Duration=10 min, lnten=5.60 Whr
Prepared by FIVER & ASSOCIATES, PA
HydroCAD® 7.00 s/n 002707 ®1986-2003 Applied Microcomputer Systems , 10!4/2005
Stage-Discharge for Pond 1 P: (new Pond)
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) Scfs)
106.00 0.00 0.00 0.00
106.10 0.04 0.04 0.00
106.20 0.15 0.15 0.00
106.30 0.33 0.33 0.00
106.40 0.56 0.56 0.00
106.50 0.82 0.82 0.00
106.60 1.11 1.11 0.00
106.70 1.39 1.39 0.00
106.80 1.64 1.64 0.00
106.90 1.83 1.83 0.00
107.00 2.01 2.01 0.00
107.10 2.17 2.17 0.00
107.20 2.32 2.32 0.00
107.30 2.47 2.47 0.00
107.40 2.60 2.60 0.00
107.50 2.73 2.73 0.00
107.60 2.86 2.86 0.00
107.70 2.98 2.98 0.00
107.80 3.09 3.09 0.00
107.90 3.20 3.20 0.00
108.00 3.30 3.30 0.00
108.10 3.41 3.41 0.00
108.20 3.51 3.51 0.00
108.30 3.60 3.60 0.00
108.40 3.70 3.70 0.00
108.50 3.79 3.79 0.00
108.60 3.88 3.88 0.00
108.70 3.97 3.97 0.00
108.80 4.05 4.05 0.00
108.90 4.14 4.14 0.00
109.00 4.22 4.22 0.00
109.10 4.30 4.30 0.00
109.20 4.38 4.38 0.00
109.30 4.46 4.46 0.00
109.40 4.54 4.54 0.00
109.50 4.61 4.61 0.00
109.60 4.69 4.69 0.00
109.70 4.76 4.76 0.00
109.80 4.83 4.83 0.00
109.90 4.90 4.90 0.00
110.00 4.97 4.97 0.00
110.10 5.04 5.04 0.00
110.20 5.11 5.11 0.00
110.30 5.18 5.18 0.00
110.40 5.24 5.24 0.00
110.50 5.31 5.31 0.00
110.60 5.37 5.37 0.00
110.70 5.44 5.44 0.00
110.80 5.50 5.50 0.00
110.90 5.56 5.56 0.00
111.00 5.62 5.62 0.00
111.10 5.68 5.68 0.00
111.20 5.74 5.74 0.00
111.30 5.80 5.80 0.00
Elevation Discharge Primary Secondary
(feet) (cfs) (CS) (cfs)
111.40 5.86 5.86 0.00
111.50 5.92 5.92 0.00
111.60 5.98 5.98 0.00
111.70 6.04 6.04 0.00
111.80 6.09 6.09 0.00
111.90 6.15 6.15 0.00
112.00 6.21 6.21 0.00
112.10 6.26 6.26 0.00
112.20 6.32 6.32 0.00
112.30 6.37 6.37 0.00
112.40 6.42 6.42 0.00
112.50 6.48 6.48 0.00
112.60 6.53 6.53 0.00
112.70 6.58 6.58 0.00
112.80 6.64 6,64 0.00
112.90 6.69 6.69 0.00
113.00 6.74 6.74 0.00
113.10 8.91 6.79 2.13
113.20 12.85 6.84 6.01
113.30 18.17 6.89 11.28
113.40 24.67 6.94 17.73
113.50 32.45 6.99 25.46
113.60 41.39 7.04 34.35
113.70 51.93 7.09 44.84
113.80 63.81 7.14 56.67
113.90 75.01 7.18 67.83
114.00 86.91 7.23 79.68
Autumn Trace AA-Sample County 10-Year Duration=10 min, Inten=7.50 in/hr
Prepared by PIVER & ASSOCIATES, PA
HydroCAD® 7.00 s/n 002707 ©19W2003 Applied Microcomputer Systems 10/4/2005
Pond 1 P: (new Pond)
Hydrograph
. ................ .......... ------ _........--•--• Inflow
x;62 U outflow
Inflow ?A
a=6
364 ac ® S'ma"
.
re
-----------------------------------------------------------•------ -------------------------------------- -- ® Secondary
24 . , ,

--•-
--------------------------------------------------------------Peak--E4ev=11.1-.54'
22
20 ----------- Storage=0-:238..a#.._

18 - ------------------------------- ----------------------------- ------------------ -------.-------

18 • ------------- ------------------------- ---•---•-------------........................... ---------------.-...----

14
3 -------------------------•- -------------------------------•-•- -----------------------------••---

12 --- ---------------------------- ---------------------------------------- ----------------------------------------
10
m

8 ----•----•------------ ---------•------------------------- -- ----------- ---------------- -
1 2 3
Time (hours)
Autumn Trace AA-Sample County 10-Year Duration=10 min, Inten=7.50 MIN
Prepared by PIVER & ASSOCIATES, PA
HydroCADO 7.00 s/n 002707 ®1986-2003 Applied Microcomputer Systems 10/4/2005
Pond 1P: (new Pond)
Inflow Area = 6.364 ac, Inflow Depth = 0.59" for 10-Year event
Inflow = 22.62 cis @ 0.09 hrs, Volume= 0.311 of
Outflow - 5.93 cfs @ 0.23 hrs, Volume= 0.309 af, Atten= 74%, Lag= 8.3 min
Primary = 5.93 cfs @ 0.23 hrs, Volume= 0.309 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Peak Elev= 111.51'@ 0.23 hrs Surf.Area= 0.050 ac Storage= 0.238 of
Plug-Flow detention time= 21.8 min calculated for 0.309 of (99% of inflow)
Center-of-Mass det. time= 21.8 min ( 29.3 - 7.5 )
# Invert Avail.Storage Storage Description
1 106.00' 0.371 of 20.00'W x 80.001 x 8.00'H Prismatoid Z=0.5
# Routing Invert Outlet Devices
1 Primary 106.00' 10.0" Vert. Orifice/Grate C= 0.600
2 Secondary 113.00' 24.0' long x ON breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=5.92 cfs @ 0.23 hrs HW=111.51' (Free Discharge)
t-I=Orifice/Grate (Orifice Controls 5.92 cfs @ 10.9 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=106.00' (Free Discharge)
tr-2=Broad-Crested Rectangular Weir (Controls 0.00 cfs)
Autumn Trace AA-Sample County 10-Year Duration=10 min, Inten=7.50 in/hr
Prepared by PIVER & ASSOCIATES, PA
HydroCADO 7.00 s/n 002707 ®1986-2003 Applied Microcomputer Systems 10/4/200.5
Hydrograph for Pond 1 P: (new Pond)
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (acre-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0.000 106.00 0.00 0.00 0.00
0.10 22.62 0.096 108.43 3.73 3.73 0.00
0.20 13.57 0.229 111.33 5.82 5.82 0.00
0.30 0.00 0.210 110.92 5.57 5.57 0.00
0.40 0.00 0.166 110.00 4.97 4.97 0.00
0.50 0.00 0.127 109.15 4.34 4.34 0.00
0.60 0.00 0.094 108.38 3.68 3.68 0.00
0.70 0.00 0.067 107.72 3.00 3.00 0.00
0.80 0.00 0.045 107.17 2.29 2.29 0.00
0.90 0.00 0.029 106.77 1.56 1.56 0.00
1.00 0.00 0.019 106.51 0.86 0.86 0.00
1.10 0.00 0.014 106.37 0.49 0.49 0.00
1.20 0.00 0.011 106.28 0.30 0.30 0.00
1.30 0.00 0.009 106.23 0.20 0.20 0.00
1.40 0.00 0.007 106.19 0.15 0.15 0.00
1.50 0.00 0.006 106.16 0.11 0.11 0.00
1.60 0.00 0.005 106.14 0.08 0.08 0.00
1.70 0.00 0.005 106.13 0.07 0.07 0.00
1.80 0.00 0.004 106.11 0.06 0.06 0.00
1.90 0.00 0.004 106.10 0.05 0.05 0.00
2.00 0.00 0.003 106.09 0.04 0.04 0.00
2.10 0.00 0.003 106.08 0.03 0.03 0.00
2.20 0.00 0.003 106.08 0.03 0.03 0.00
2.30 0.00 0.003 106.07 0.02 0.02 0.00
2.40 0.00 0.002 106.07 0.02 0.02 0.00
2.50 0.00 0.002 106.06 0.02 0.02 0.00
2.60 0.00 0.002 106.06 0.02 0.02 0.00
2.70 0.00 0.002 106.05 0.02 0.02 0.00
2.80 0.00 0.002 106.05 0.02 0.02 0.00
2.90 0.00 0.002 106.05 0.02 0.02 0.00
3.00 0.00 0.002 106.04 0.01 0.01 0.00
Autumn Trace AA-Sample County 10-Year Duration=10 min, lnten=7.50 in/hr
Prepared by PIVER & ASSOCIATES, PA
HydroCAD® 7.00 s/n 002707 ®1986-2003 Applied Microcomputer Systems 10/4/2005
Stage-Discharge for Pond 1P: (new Pond)
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs)
106.00 0.00 0.00 0.00
106.10 0.04 0.04 0.00
106.20 0.15 0.15 0.00
106.30 0.33 0.33 0.00
106.40 0.56 0.56 0.00
106.50 0.82 0.82 0.00
106.60 1.11 1.11 0.00
106.70 1.39 1.39 0.00
106.80 1.64 1.64 0.00
106.90 1.83 1.83 0.00
107.00 2.01 2.01 0.00
107.10 2.17 2.17 0.00
107.20 2.32 2.32 0.00
107.30 2.47 2.47 0.00
107.40 2.60 2.60 0.00
107.50 2.73. 2.73 0.00
107.60 2.86 2.86 0.00
107.70 2.98 2.98 0.00
107.80 3.09 3.09 0.00
107.90 3.20 3.20 0.00
108.00 3.30 3.30 0.00
108.10 3.41 3.41 0.00
108.20 3.51 3.51 0.00
108.30 3.60 3.60 0.00
108.40 3.70 3.70 0.00
108.50 3.79 3.79 0.00
108.60 3.88 3.88 0.00
108.70 3.97 3.97 0.00
108.80 4.05 4.05 0.00
108.90 4.14 4.14 0.00
109.00 4.22 4.22 0.00
109.10 4.30 4.30 0.00
109.20 4.38 4.38 0.00
109.30 4.46 4.46 0.00
109.40 4.54 4.54 0.00
109.50 4.61 4.61 0.00
109.60 4.69 4.69 0.00
109.70 4.76 4.76 0.00
109.80 4.83 4.83 0.00
09.90 4.90 4.90 0.00
110.00 4.97 4.97 0.00
110.10 5.04 5.04 0.00
110.20 5.11 5.11 0.00
110.30 5.18 5.18 0.00
110.40 5.24 5.24 0.00
110.50 5.31 5.31 0.00
110.60 5.37 5.37 0100
110.70 5.44 5.44 0.00
110.80 5.50 5.50 0.00
110.90 5.56 5.56 0.00
111.00 5.62 5.62 0.00
111.10 5.68 5.68 0.00
111.20 5.74 5.74 0.00
111.30 5.80 5.80 0.00
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (c L31
111.40 5.86 5.86 0.00
111.50 5.92 5.92 0.00
111.60 5.98 5.98 0.00
111.70 6.04 6.04 0.00
111.80 6.09 6.09 0.00
111.90 6.15 6.15 0.00
112.00 6.21 6.21 0.00
112.10 6.26 6.26 0.00
112.20 6.32 6.32 0.00
112.30 6.37 6.37 0.00
112.40 6.42 6.42 0.00
112.50 6.48 6.48 0.00
112.60 6.53 6.53 0.00
112.70 6.58 6.58 0.00
112.80 6.64 6.64 0.00
112.90 6.69 6.69 0.00
113.00 6.74 6.74 0.00
113.10 8.91 6.79 2.13
113.20 12.85 6.84 6.01
113.30 18.17 6.89 11.28
113.40 24.67 6.94 17.73
113.50 32.45 6.99 25.46
113.60 41.39 7.04 34.35
113.70 51.93 7.09 44.84
113.80 63.81 7.14 56.67
113.90 75.01 7.18 67.83
114.00 86.91 7.23 79.68
Autumn Trace AA-Sample County 100-Year Duration=10 min, Inten=9.40 in/hr
Prepared by PIVER & ASSOCIATES, PA
!±(droCAD® 7.00 s/n 002707 ®1986-2003 Applied Microcomputer Systems 10/4/2005
Pond 1 P: (new Pond)
Hydrograph
2 3`? cis -- ---- ----------- ----- ........ -- -- ...... ...---------------------
Inflow Area=6.364 ac
30 Peik Elev=112.83'
StbTage=0:303 -af--
25
20 '
--------------- -
-- -------------
v
3 15
o ---------- ----------------------------------
10
¦ Inflow
IN Outflow
® Primary
® Secondary
0 1 2 3
Time (hours)

Autumn Trace AA-Sample County 100-Year Duration=10 min, Inten=9.40 in/hr
Prepared by PIVER & ASSOCIATES, PA
HydroCAD®7.00 stn 002707 ®1986-2003 Applied Microcomputer Systems 10/4/2005
Pond 1 P: (new Pond)
Inflow Area = 6.364 ac, Inflow Depth = 0.74" for 100-Year event
Inflow = 28.35 cfs @ 0.09 hrs, Volume= 0.390 of
Outflow = 6.65 cfs @ 0.23 hrs, Volume= 0.388 af, Atten= 77%, Lag= 8.4 min
Primary = 6.65 cfs @ 0.23 hrs, Volume= 0.388 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Peak Elev= 112.83'@ 0.23 hrs Surf.Area= 0.053 ac Storage= 0.307 of
Plug-Flow detention time= 24.1 min calculated for 0.388 ref (100% of inflow)
Center-of-Mass det. time= 24.1 min ( 31.6 - 7.5 T
# Invert Avail.Storage Storage Description
1 106.00' 0.371 of 20.00'W x 80.00'L x 8.00'H Prismatoid Z=0.5
# Routing Invert Outlet Devices
1 Primary 106.00' 10.0" Vert. Orifice/Grate C= 0.600
2 Secondary 113.00' 24.0' long x ON breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=6.65 cfs @ 0.23 hrs HW=112.83' (Free Discharge)
t--1=Orifice/Grate (Orifice Controls 6.65 cfs @ 12.2 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=106.00' (Free Discharge)
t-2=13road-Crested Rectangular Weir ( Controls 0.00 cfs)

Autumn Trace AA-Sample County 100-Year Duration=10 min, Inten=9.40 in/hr
Prepared by PIVER & ASSOCIATES, PA
HydroCAD® 7.00 s/n 002707 ®1986-2003 Applied Miorocomputer Systems 1014/2005
Hydrograph for Pond 1 P: (new Pond)
Time Inflow Storage Elevation Outflow Prim
0.00 0.00 0.000 106.00 0.00 0.00 0.00
0.10 28.35 0.122 109.02 4.24 4.24 0.00
0.20 17.01 0.294 112.58 6.52 6.52 0.00
0.30 0.00 0.276 112.22 6.33 6.33 0.00
0.40 0.00 0.225 111.24 5.77 5.77 0.00
0.50 0.00 0.180 110.30 5.17 5.17 0.00
0.60 0.00 0.139 109.42 4.55 4.55 0.00
0.70 0.00 0.104 108.63 3.90 3.90 0.00
0.80 0.00 0.075 107.93 3.23 3.23 0.00
0.90 0.00 0.051 107,34 2.52 2.52 0.00
1.00 0.00 0.033 106.88 1.80 1.80 0.00
1.10 0.00 0.022 106.58 1.05 1.05 0.00
1.20 0.00 0.015 106.41 0.58 0.58 0.00
1.30 0.00 0.011 106.31 0.35 0.35 0.00
1.40 0.00 0.009 106.25 0.23 0.23 0.00
1.50 0.00 0.008 106.20 0.16 0.16 0.00
1.60 0.00 0.006 106.17 0.12 0.12 0.00
1.70 0.00 0.006 106.15 0.09 0.09 0.00
1.80 0.00 0.005 106.13 0.07 0.07 0.00
1.90 0.00 0.004 106.12 0.06 0.06 0.00
2.00 0.00 0.004 106.10 0.05 0.05 0.00
2.10 0.00 0.003 106.09 0.04 0.04 0.00
2.20 0.00 0.003 106.09 0.03 0.03 0.00
2.30 0.00 0.003 106.08 0.03 0.03 0.00
2.40 0.00 0.003 106.07 0.02 0.02 0.00
2.50 0.00 0.003 106.07 0.02 0.02 0.00
2.60 0.00 0.002 106.06 0.02 0.02 0.00
2.70 0.00 0,002 106.06 0.02 0.02 0.00
2.80 0.00 0.002 106.06 0.02 0.02 0.00
2.90 0.00 0.002 106.05 0.02 0.02 0.00
3.00 0.00 0.002 106.05 0.02 0.02 0.00
A '4 I
Autumn Trace AA-Sample County 100-Year Duration=10 min, Inten=9.40 in/hr
Prepared by PIVER & ASSOCIATES, PA
HydroCAD® 7.00 s/n 002707 ®1986-2003 Applied Microcomputer Systems 10/4/2005
Stage-Discharge for Pond 1 P: (new Pond)
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (CN)
106.00 0.00 0.00 _
0.00
106.10 0.04 0.04 0.00
106.20 0.15 0.15 0.00
106.30 0.33 0.33 0.00
106.40 0.56 0.56 0.00
106.50 0.82 0.82 0.00
106.60 1.11 1.11 0.00
106.70 1.39 1.39 0.00
106.80 1.64 1.64 0.00
106.90 1.83 1.83 0.00
107.00 2.01 2.01 0.00
107.10 2.17 2.17 0.00
107.20 2.32 2.32 0.00
107.30 2.47 2.47 0.00
107.40 2.60 2.60 0.00
107.50 2.73 2.73 0.00
107.60 2.86 2.86 0.00
107.70 2.98 2.98 0.00
107.80 3.09 3.09 0.00
107.90 3.20 3.20 0.00
108.00 3.30 3.30 0.00
108.10 3.41 3.41 0.00
108.20 3.51 3.51 0.00
108.30 3.60 3.60 0.00
108.40 3.70 3.70 0.00
108.50 3.79 3.79 0.00
108.60 3.88 3.88 0.00
108.70 3.97 3.97 0.00
108.80 4.05 4.05 0.00
108.90 4.14 4.14 0.00
109.00 4.22 4.22 0.00
109.10 4.30 4.30 0.00
109.20 4.38 4.38 0.00
109.30 4.46 4.46 0.00
109.40 4.54 4.54 0.00
109.50 4.61 4.61 0.00
109.60 4.69 4.69 0.00
109.70 4.76 4.76 0.00
109.80 4.83 4.83 0.00
109.90 4.90 4.90 0.00
110.00 4.97 4.97 0.00
110.10 5.04 5.04 0.00
110.20 5.11 5.11 0.00
110.30 5.18 5.18 0.00
110.40 5.24 5.24 0.00
110.50 5.31 5.31 0.00
110.60 5.37 5.37 0.00
110.70 5.44 5.44 0.00
110.80 5.50 5.50 0.00
110.90 5.56 5.56 0.00
111.00 5.62 5.62 0.00
111.10 5.68 5.68 0.00
111.20 5.74 5.74 0.00
111.30 5.80 5.80 0.00
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs)
111.40 5.86 5.86 0.00
111.50 5.92 5.92 0.00
111.60 5.98 5.98 0.00
111.70 6.04 6.04 0,00
111.80 6.09 6.09 0.00
111.90 6.15 6.15 0.00
112.00 6.21 6.21 0.00
112.10 6.26 6.26 0.00
112.20 6.32 6.32 0.00
112.30 6.37 6.37 0.00
112.40 6.42 6.42 0.00
112.50 6.48 6.48 0.06
112.60 6.53 6.53 0.00
112.70 6.58 6.58 0.00
112.80 6.64 6.64 0.00
112.90 6.69 6.69 0.00
113.00 6.74 6.74 0.00
113.10 8.91 6.79 2.13
113.20 12.85 6.84 6.01
113.30 18.17 6.89 11.28
113.40 24.67 6.94 17.73
113.50 32.45 6.99 25.46
113.60 41.39 7.04 34.35
113.70 51.93 7.09 44.84
113.80 63.81 7.14 56.67
113.90 75.01 7.18 67.83
114.00 86.91 7.23 79.68
,. L
Riser Floatation Calculations
ill
3
i;
I '
i
i
it
Vii! l
I
II
I' i J ? ?

JP* ,.
8009 Creedmoor Road, Suite 200 • Raleigh, North Carolina 27613
June 6, 2006
Sam Aghimien
Environmental Engineer Il
Wetland Program Development Unit
NC Division of Water Quality
1650 Mail Service Center
Raleigh, North Carolina 27699-1650
Reference: Autumn Trace Apartments
DWQ Project #20050687
Raleigh, North Carolina
Dear Mr. Aghimien:
JUN 1 3 2006 DENR - WATER QUALITY
WETLANDS AND TORMWATER BRANCH
Per our conversation, please find attached the revised plan sheets C3 and C 10 (in both 24"
x 36" and 11" x 17") showing the dry pond designed to NCDWQ standards and including grassed
swales upstream of the level spreader scour hole. We also offer the following responses to your
comments:
1. A grassed swale has been added between the dry pond discharge and scour hole/level
spreader. Please see sheet C3. Also see the revised project summary for description.
2. An orifice has been added to the dry detention pond to capture the runoff from the 1"
rain event to be released 2-5 days. Please see sheet C10 for the orifice detail and the
attached orifice sizing spreadsheet. A dry detention basin worksheet is not available
on the NCDWQ website and therefore has not been submitted.
3. A notarized maintenance agreement for the dry pond, grass swale and scour hole/level
spreader is attached.
4. Although previously attached, the level spreader worksheet and pond calculations are
attached.
Tel: [phone] • Fax: [phone] • E-mail: [e-mail]
I
A planting plan has not been attached, however sheet C 10 shows the seeding schedule
for the dry pond and grass swale.
Please review the attached documentation for approval. Do not hesitate to call if
additional information is required.
Sincerely,
Piver and Associates, P. A.
Rick Baker, P. E.
Production Manager
Cc: Tim Morgan, Evergreen Construction
Piver & Associates, P.A.
8009 Creedmoor Road, Suite 200 • Raleigh, North Carolina 27613
June 13, 2006
Sam Aghimien
Environmental Engineer II
Wetland Program Development Unit
NC Division of Water Quality
1650 Mail Service Center
Raleigh, North Carolina 27699-1650
Reference: Autumn Trace Apartments
DWQ Project #20050687
Raleigh, North Carolina
Dear Mr. Aghimien:
Per our conversation on June 12, 2006, please find attached the revised plan sheet C9 (in
both 24" x 36" and 11" x 17') showing the dry pond outlet structure per NCDWQ standards.
We have also attached a "Wet Detention Basin Supplement" modified for a Dry Pond.
Also per your request, the lot north of Eck Drive does not have any proposed
development at this time and stormwater design will be reviewed at the time of development.
Per our conversation these should be the last items needed for approval. Do not hesitate
to call if additional information is required.
Sincerely,
Piver and Associates, P. A.
Rick Baker, P. E.
Production Manager
Cc: Tim Morgan, Evergreen Construction
I r"m 0 w 14 P
JUN r 5 Zoos
DENR - WATER QUALITY
WETLANDS AND STQRMWATER BRANCH
Tel: [phone] • Fax: [phone] • E-mail: [e-mail]
STORMWATER
OPERATIONS AND MAINTENANCE
MANUAL AND BUDGET
for the
Autumn Trace Apartments
Raleigh, NC
Prepared By:
Piver & Associates, P.A.
May 4, 2006
L:J
JUN 1 3 2006
UENR - WATER
WF7t S AM) STS U? 9RYANC11
STORMWATER OPERATIONS & MAINTENANCE MANUAL AND BUDGET
Autumn Trace Apartments
This manual establishes procedures for maintenance and operation of the Autumn Trace
Apartments's stormwater system in accordance with the guidelines as set forth in the City of
Raleigh's Stormwater Management Design Manual. Any repairs that become necessary as a
result of periodic inspections shall be completed within (30) calendar days of filing the report
unless written approval of an extension is obtained from the City of Raleigh Conservation
Department.
The Apartment stormwater system consists of a dry detention pond, piping and scour hole/level
spreader system. The detained stormwater is slowly drained from the detention through a 10"
orifice into a 15" reinforced concrete pipe that crosses Eck Drive and towards the stream north
of the site. The stormwater discharges into a scour hole/level spreader designed to NCDWQ
standards for discharge upstream of the Riparian Buffer for diffuse flow into the stream. The 15"
RCP runs through a private drainage easement.
Detailed drawings of the stormwater control structure can be found in the Autumn Trace
Apartment Construction Plans prepared by Piver & Associates dated 07/27/05 latest revision.
MAINTENANCE OF DRY POND GRASS SWALES AND SCOUR HOLE/LEVEL SPREADER
The regular inspection of the dry pond and scour hole/level spreader shall be the
responsibility of the Autumn Trace Apartments and shall include the inspection of the
integrity of the dry pond, weir and orifice. After each inspection a copy of the inspection,
operation and maintenance checklist shall be completed and filed in accordance with
Section III.B of this section. All inspections shall be performed by a licensed North Carolina
professional engineer qualified in this area of expertise.
1. General
A. During each inspection of the stormwater drainage system, the attached checklist
shall be completed and filed with other maintenance records for the basin.
B. The pond slopes require continual maintenance of the vegetative cover. Grass
mowing, weeding, brush cutting and removal of woody vegetation, including trees,
within the grassed areas are necessary for the proper maintenance of the basin. All
tree litter, leaves, debris, etc. should be immediately removed from the grass
surface. The vegetated areas shall be maintained to keep a dense and vigorous
grass cover. Grassed areas shall be mowed according to the season (at least twice a
year) while maintaining a minimum height of 3 inches and a maximum height of 6
inches. The vegetated areas shall be periodically watered & fertilized (see attached
schedule) to maintain the grass in an optimum condition.
C. If cattails & other vegetation cover in excess of 25% of the pond storage area,
removal of said vegetation shall occur to provide a 10% max. vegetative cover.
D. All components, devices and structures of the stormwater drainage system shall be
maintained in proper working condition at all times. Repair and replacement of
components shall meet the original design specifications.
2
E. All areas draining into the detention pond shall be kept reasonably clear of trash and
debris that may obstruct the grates, basins or pipes.
2. During each inspection of the stormwater drainage system, the attached checklist shall
be completed and filed with other maintenance records for the basin.
A. Monthly, or after each runoff producing rainfall event, whichever comes first
Remove all accumulated litter and debris from the stormwater drainage system
basins and grates and scour hole/level spreader.
2. Inspect pond slopes & other grassed areas for any damages due to erosion or
vegetative failure. Reseed any denuded areas per attached seeding schedule.
Eroded rills and gullies should be filled with topsoil, compacted and then
reseeded. Any areas indicating signs of concentrated stormwater flows shall be
repaired such that the surface drainage will be dispersed & spread out in thin
layers as "sheet flow".
3. Inspect & clear all pipe components of the detention pond system of any
obstructions.
4. Inspect velocity dissipators (rip-rap aprons) below storm drain outlets that
discharge into open space areas. Repair or replace any displaced & damaged
riprap by adding larger diameter stones to the apron or by using a concrete slurry
to bind smaller stones together so as to increase their effective size and weight.
5. Inspect rip rap and soil matting. Replace as needed.
B. Quarterly
1. Thoroughly inspect the stormwater drainage system for proper functioning. Clear
accumulated sediment and trash from basin grates and inverts, and check piping
for obstructions.
2. Check detention pond drain pipes for undercutting. Repair if necessary.
3. Repair any broken pipes, grated inlets, catch basins, etc.
4. Riprap shall be inspected for accumulation of sediment, weeds and other foreign
matter. Any and all deficiencies shall be repaired or replaced.
5. Perform all required maintenance for the Monthly inspection.
C. Semi-Annually
1. Remove all accumulated sediment from basin inverts, pipe inverts & bottom of
detention pond.
2. The basin dam & slopes should be checked for cracks, slides, sloughing &
settlement. The cause of the slope distress must be determined by a qualified
geotechnical engineer before undertaking repairs. Short isolated cracks are not
usually significant, but larger well-defined cracks (wider than % inch) indicate a
serious problem. Such cracks provide avenues for water seepage & "piping"
could develop quickly. Small cracks can be sealed by compacting clay into the
cracks & reseeding. After the cracks have been sealed, those areas should be
monitored frequently to determine if movement is still occurring. More extensive
repairs may require the removal of all unsuitable material & the addition of good
compacted material to the slope. These type repairs require the direction of a
Professional Engineer.
3. Perform all required maintenance for the Quarterly inspection.
D. Annually
The Stormwater Drainage System shall be thoroughly inspected once a year by a
qualified North Carolina Registered Professional Engineer, Registered
Landscape Architect or Registered Professional Land Surveyor. This inspection
is required by the City of Raleigh, and a report is due on the anniversary of the
issuance of the Certificate of Occupancy. A copy of the annual inspection and
maintenance records shall be submitted to the City of Raleigh Inspections
department in accordance with the City of Raleigh Code Section 10-9028.
2. Visually inspect pipes for proper alignment, sagging, elongation & displacement
of joints, cracks, leaks, surface wear and blockage. Most problems occur at the
joints where gaps develop from settlement or elongation & loss of joint sealant /
filler material. Pipes should also be checked for signs of water seeping along
their exterior surface. A depression in the soil surface over the pipe may be a
sign that soil is being washed around the pipe. Effective repair of the internal
surface or joint of a conduit is often difficult, even hazardous, and should not be
attempted without appropriate professional supervision.
3. Perform all required maintenance for the Semi-Annual inspection.
MAINTENANCE OF PRIVATE DRAINAGE EASEMENTS
A. Vegetation
The slopes above the yard inlets and fill over the detention pipes have a ground
cover of fescue, which if properly maintained, will prevent erosion of the slope. Grass
should be maintained to keep cover dense and vigorous. This includes fertilizing
every October and April.
? Re-Seeding - Periodic re-seeding may be required to establish grass on areas
where seed did not take or has been destroyed. Before seeding, fertilizer (12-12-
12) should be applied at a minimum rate of 12 to 15 pounds per 1,000 SF. The
seed should be evenly sewn at a rate of three pounds per 1,000 SF. The seed
should be covered with soil to the depth of approximately W. Immediately
following the seeding, the area should be mulched with straw.
? Trees & Shrubs - Trees, shrubs, and other landscape vegetation should not be
permitted within the Common Area or private drainage easements.
? Mowing - Grass mowing, brush cutting and removal of weed vegetation will be
necessary for the proper maintenance of the slopes. The Common Area should
be mowed when the grass exceeds 8" in height. Acceptable methods include the
use of weed whips or power brush cutters and mowers.
4
B. Erosion
Erosion occurs when the water concentrates causing failure of the vegetation or
when vegetation dies and sets up the environment for rill erosion, and eventually
gullies, from the stormwater runoff. The area around the yard inlets should be
inspected for such areas after any storm event of 1" or more over a 24-hour period.
Proper care of vegetative areas that develop erosion is required to prevent more
serious damage. Rills and gullies should be filled with suitable soil, compacted and
then seeded. Methods described in Section 2-A, on vegetation, should be used to
properly establish the grass surface. Where eroded areas are detected, the cause of
the erosion should be addressed to prevent a continued maintenance problem.
C. Trash and Debris
Trash and debris such as leaves, stones, large branches, loose bottles, cans, food
containers and other forms of rubbish should be kept clear of the yard inlets. Debris
upstream of the yard inlets shall be cleaned to prevent clogging. The yard inlets
should be inspected after a rainfall event of 1" or more over a 24 hour period and
cleared of debris, but no less than four times each year
D. Maintenance Schedule
? Common Area and private drainage easements to be inspected after any storm
event of 1" or more over a 24-hour period.
? Cut grass as needed, so that height does not exceed eight inches.
? Remove trash and debris quarterly
? Reseed and fertilize in October and April.
? At least annually remove trees and shrubs over storm pipes and private drainage
easements.
OPERATION
Operation and maintenance of the Dry Pond and common area yard inlets should
include the following:
A. Record Keeping
? Annual Inspection Reports - A collection of written inspection report should be
kept on record using the forms included within the appendix of this manual. An
annual inspection shall be conducted by a professional engineer in accordance
with Raleigh City Code section 10-9028. Copies of such inspection reports
should be provided to the City of Raleigh Stormwater Management Section of the
Engineering Division.
? Observations - All observations should be recorded. Where periodic inspections
are performed following significant rainfall events (1" storm event or more over a
24 hour period), these inspections should be logged into the Periodic Inspection,
Operation & Maintenance Form in the appendix of this manual.
? Maintenance - Written records of maintenance and/or repairs should be
recorded on the Periodic Inspection, Operation & Maintenance Form in the
appendix of this manual.
? Other Operation Procedures - The owner should maintain a complete and up-to-
date set of plans (as-built drawings) and all changes made to the underground
pipe structures over time should be recorded on the as-builts.
INSPECTION, OPERATION & MAINTENANCE CHECKLISTS
As per Raleigh City Code section 10-9028 annual inspection of the storm water
control measures (detention pipes, and yard inlets) is required and must be
performed by a qualified registered Professional Engineer. The report must be filed
with City of Raleigh Public Works, Stormwater Division. Any deficiencies noted in
the inspections report shall be corrected. The written report shall be signed and
sealed by the inspector. The written report shall include the following certification:
"I certify that the BMP's, stormwater management facilities, and open space
referenced in this document have been maintained in conformance with the
approved stormwater management plan and maintenance manual except as noted
below. This certification is made based on personal inspection or on the inspection
by someone under my direct supervision of the site and review of the maintenance
records."
All exceptions shall be noted in detail.
See attached forms
I Lyle D. Gardner , acknowledge and agree by my signature below that I
am responsible for maintenance and inspection of this stormwater pond and will perform the
maintenance as outlined above.
I I I [vt,
Signatu
Date
Autumn Trace Housing Associates, LLC
Lyle D. Gardner, Managing Member
I, 1r`zrve wh't4At r a Notary Public for the State of
?l pjA+, CcA?c,N r`a County of ? 4 ) c Ac_e_ do hereby certify that
Lyle "7. C?a, dne/r personally appeared before me this li day
of , 20_?QL, and acknowledge the due execution of the foregoing instrument.
Witnepc?s,My hand and,gfficial seal,
Seal

Y, k -, 71 -1 1 ou

6
APPENDIX
STORMWATER FACILITIES INSPECTION CHECKLIST
Date:
Time:
Autumn Trace Apartments
Raleigh, NC
Pipes and Baffle
Check/Circle
Condition Noted Observations Action
Re air Action
Monitor Action
Investigative
Pipe and Baffle Type:
Debris
Cracks/Deterioration
Joint Deterioration
Improper Alignment
Yard Inlets Type:
Cracks/Deterioration
Joint Deterioration
Seepage/Piping
Undercutting
General Comments, Sketches & Field Measurements
STORMWATER INSPECTION CHECKLIST
Autumn Trace Apartments
Raleigh, NC
Common Area
Date:
Time:
Check/Circle
Condition Noted Observations Action
Repair Action
Monitor Action
Investigative
Common Area Type:
Vegetation/erosion
Undermining/erosion
Rodent burrows
Seepage/wetness

General Comments, Sketches & Field Measurements
PERODIC INSPECTION, OPERATION & MAINTENANCE RECORDS
Autumn Trace Apartments
Raleigh, NC
Piver & Associates, P.A.
8009 Creedmoor Road, Suite 200 • Raleigh, North Carolina 27613
May 5, 2006
Sam Aghimien
Environmental Engineer II
Wetland Program Development Unit
NC Division of Water Quality
1650 Mail Service Center
Raleigh, North Carolina 27699-1650
Reference: Autumn Trace Apartments
DWQ Project #20050687
Raleigh, North Carolina
Dear Mr. Aghimien:
Per our conversation, please find attached the revised level spreader design and additional
design information requested. Included in this package are revised plans sheets C3 and C 10 (in
both 24" x 36" and 11" x 17"), summary of project, level spreader worksheet and level spreader
and dry pond maintenance agreement, dry pond routing calculations and storm pipe calculations
from dry pond to scour hole/level spreader.
Please review the attached documentation for approval. Do not hesitate to call if
additional information is required.
Sincerely,
Piver and Associates, P. A.
Rick a er, P. E.
Production Manager
Cc: Tim Morgan, Evergreen Construction
?D
MAY 9 2006
UE1%. yypT ?
AND STO TER BRANCH
Tel: [phone] Fax: [phone] • E-mail: [e-mail]
r rrN
e? '!'e
2.1 w
R v p r a , 4[
Rl
7
fill
a 1±l t . r
m R "
s71 rt
19
?.;
tin
IVA
?T t a_t
a
? a
4 A 31F 4% ills
1114 lid ?•
fit
z i
1 ` ! •iya? it "110611
ao
s..?w D
Z [ a O
f- rtvf?l. !M M!? 1, t? >n i p 1 -0.
FF''
10 v
o
11H n IIAI 1?.1 '? C
o aka 'LZ m f?l?!Iii??? ' R?I?,?lii yz
eD- Cn° as i Im to
lil
Gnu aR;m , . 11
o ?t A? o {
a s m 1 m t i'i i ?? a O
?!t r€ 1 1 o 11 f v' r?
tl?i? ?' 1 R Z i i? t1 R
-71
z 1 ? 1 ? d
all
M„N1M1NY
mBvnmm
_? •,,, Piver & Associates, P.A.
4 ?. CN.?.c ?..?....r..? ax AUTUMN TRACE ?•• "' «?» ....... «.......
?? 3 e? SON CRIMMMOR VDAD, S= 2W ? APARTMENTS ••'?' •••
O RMMMEL N Xn(C"aUNA 27613 • YR l?/.t as
7HMEK*B: (919) iM44=
_ _s NC
r. FAK [phone] RAMGTj
\
1

F-I

? x
M

C,
rn
m
-0 r
o m
Cn
m
. -0
?
rA rl X
m z t m
m p
0
a 0 p 01
z Z 0
z v
z
-4
z
v
Z cn
ri ?
D
m
z
C) m
m
z
n
m
O
V

`?,1 \ ICI` J /? f
?? I ` 1 III 1 ? ---
?y
J ?
? I
Z \ I
I

1
a O N1?1411NII
,?*'' •,,, Piver & Associates, P.A. `" sL AUTUMNTRACE , M. REvam
? m.,,, ftftv? wftm;;=-
it 1 SI-a-'-wG ?ig.V....?iy ,m .m...s" a... ?we...?,....ftft?
RAIE,Nat7HalaMC?AtQnMna? APARTMENTS . '....'.,..'mm.
72URNO m. (919) w/imo RALEIGH, NC
FAX: a ?~
(914) 844-M NNU m ?a•••+" • ua www
\ O\
? ? \11 I
---r- - ?.
I I
i ' = fir Rte: \ ?`?`?.,

0 V,
r

Piver & Associates, P.A.
8009 Creedmoor Road, Suite 200 • Raleigh, North Carolina 27613
March 6, 2006
John Dorney
Wetland Program Development Unit
NC Division of Water Quality
1650 Mail Service Center
Raleigh, North Carolina 27699-1650
Reference: Autumn Trace Apartments
DWQ Project #20050687
Raleigh, North Carolina
Dear Mr. Dorney:
MAR 1. 6 2006
E i IANr pFtNU S70'MWA ER BRANCH
We are in receipt of your letters to Tim Morgan dated October 14, 2005 and February 8,
2006 regarding the proposed buffer impacts for the proposed Trawick Road widening. We offer
the following responses to your comments. Also, please see the attached revised plan sheets C3
and C10. Plan sheets have been provided in 11" x 17" and 24" x 36" for easier reading.
The stormwater plan has been revised per you letter dated October 14, 2005 to provide
diffuse flow into the riparian buffer. This will be accomplished by providing a culvert from the
proposed curb inlet (CI #5) in Trawick Road, north to a flared end section with rip rap velocity
dissipater and level spreader designed to NCDENR standards. Since diffuse flow will be
provided, the dry detention pond will remain for the apartment complex as originally designed.
This design modification will actually provide diffuse flow for additional stormwater flow
above what is generated by the proposed apartment complex. The additional stormwater comes
from Trawick Road south of the site and Eck Drive east of the site, which will be collected and
delivered in a diffuse manner to the riparian buffer through the culvert and level spreader from CI
#5.
Please review the attached documentation for approval. Do not hesitate to call if
additional information is required.
Sincerely,
Piver and Associates, P. A.
Rick Baker, P. E.
Production Manager
Cc: Tim Morgan, Evergreen Construction
Tel: [phone] • Fax: [phone] • E-mail: [e-mail]

I I i
O
T K
0

v Fn m

o M

M •?p r
m
z rVI
m
O O
z z m

g m 0
r?
M
m
z
-a
v
z

?
N
; N
g

N
D
m
z
c) m
z
n
m
1
i
f
1(
--------
R
?r-
r?
Jr.

t
' Ic
Q }
I
's I I,
11
4
I
ii
f
Piver & ASSocateS9 P. . AUT[dNdNTRACB ?-,
v r' y?= ?"AR II?II/ 1R M?I? ?IA1 III -
Q?nR10AD. MUM
Q ?j € = IAL?$,1U1If11 ?i a mot
?" - ? i Oll1M4/M r? RALfW3K NC s .....??ww _
P•A• FAX M
Stan
all Jill --ra
r p
24 lei
? R? ? R r r r M ??a•:+aZ?•
3:• t ti. At.r,c.
o?
M A a tin 0 1
irk
OUR it
i
D
i
`s
i#0
r
1
1?!
r i
fit fit so
?r 1 ? , f ii • ? ? ? _ 1 ? i? f? i ? ?-.t-?
FBI
E, r6
,<_.. D
z{
?i !!!?t! MI' h ! '? D r ? !
D
CIF
AID m r-
a (n -0 U
Elio
rcn: '0'
rri
0 =j
rs ? ? ? a n ? ? a i
l a l a!
MIWININ _ -J
vxvmm
lie
?.e. r..r... ?,?e..•?••• ?.?.. ?..
Pig & Associates, P.A. AU'TEJW TMC E s
d r .ooroo _ . "ARTAMM
r
1 r IMMM ate on o " ??f RAM H, N+C Jam'-'
MIX 77--
- -- -- - -- - -- 1
f ,
C
8009 Creedmoor Road, Suite 200 a Raleigh, North Carolina 27613
April 15, 2005
050687
Raleigh Regulatory Field Office
US Army Corps of Engineers D ? ?
6508 Falls of Neuse Rd; Suite 120 D
Raleigh, North Carolina 27615?y
t b,, APR 2 0 2005
r
L -'4
Reference: Autumn Trace Apartments DENR - WATER QUALITY
Raleigh, North Carolina WETLM AND sTORMWATER BRANCH
Dear Sir or Madam:
Please find attached one copy of the PCN Application form with associated plan sheets
and maps for the proposed widening of an existing stream crossing for an unnamed tributary of
Marsh Creek for Trawick Road (SR 2205). The widening of Trawick Road was required by the
City of Raleigh due to the subdivision of a 10.33 ac along Trawick Road and divided by Eck
Drive (SR 2288).
The required widening of Trawick Road includes constructing '/2 of a 53' back-of-curb to
back-of-curb section of highway with sidewalk. The widening will occur on the east side of
Trawick Road. The road widening will impact 20 LF of stream for culvert extension and
headwall installation. In addition, an aerial sewer line will cross the same unnamed tributary of
Marsh Creek, east of the Trawick Road culvert crossing. The road widening will also impact
Neuse riparian buffer and an area (0.016 ac) of wetlands labeled "D" on the attached plans.
A 34-unit apartment complex is proposed for the tract of land south of Eck Drive. The
apartment complex will impact 0.082 ac of wetlands labeled "E" by site grading and storm
drainage construction.
Please review the attached documentation for approval. Do not hesitate to call if
additional information is required.
Sincerely,
Piver and Associates, P. A.
Rick Baker, P. E.
Production Manager
Cc: DWQ w/attachments
Tim Morgan, Evergreen Construction
Tel: [phone] • Fax: [phone] E-mail: [e-mail]
a§@%T6M1
APR 2 0 2005
ucnr% -R 01AI My
p? qNp ST ATER BRANCH
Office Use Only: Ttq?
USACE Action ID No. DWQ No
(If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A".)
I. Processing
1. Check all of the approval(s) requested for this project.
X Section 404 Permit X Riparian or Watershed Buffer Rules
? Section 10 Permit ? Isolated Wetland Permit from DWQ
X 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: 14
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ? N/A
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts {verify availability with NCWRP -prior to -submittal of PCN), -complete
section VIH and check here: ? N/A
5. If your project is located in any of North Carolina's twenty coastal -counties Misted on page
4), and the .project is within a North Caroline Division of Coastal management Area of
Environmental Concern (see the top of page 2 for further details), check here: ? N/A
H. Applicant Information
1. Owner/Applicant Information
Name: Evergreen Construction Company. Inc.
Mailing Address: 7706 Six Forks Road
.Suite 202
Raleigh. N.C. 27615
Telephone Number: 919-848-2041 Fax Number: 919-848-0455
E-mail Address:
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner/applicant.)
Name: N/A
Company Affiliation:
Mailing Address:
Telephone Number:
E-mail Address:
Fax Number:
Page 5 of 13
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the fizll-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Autumn Trace Apartments
2. T.I.P. Project Number or State Project Number (NCDOT Only): N/A
3. Property Identification Number (Tax PIN): 1725510635 and 1725511199
4. Location
County: Wake Nearest Town: Raleigh
Subdivision name (include phase/lot number): N/A
Directions to site (include road numbers, landmarks, etc.): Site is adjacent to intersection
of Trawick Road (SR 2205) and Eck Drive (SR 2288).
35° 48' 53.08" N
5. Site coordinates, if available (UTM or Lat/Long): 78° 34' 45.83" W
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Property size (acres): 4.54 ac and 5.79 ac
7. Nearest body of water (stream/river/sound/ocean/lake): Marsh Creek
8. River Basin: Neuse
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/maps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: The site previously had 5 +/- homes between the two tracts.
One house will be kept with a separate lot_ the other houses have been moved to other sites
The surrounding area is residential.
Page 6 of 13
10. Describe the overall project in detail, including the type of equipment to be used:
Existing culvert under Trawick Road (SR 2205) will be extended and a headwall installed as
part of required widening of Trawick Road. Track hoe, front loader will be used to install
pipe and headwall. Bull -dozer -and gpmpacter will be used in backfill culvert -as will -as the t
of wetlands required by site grading.
The elevated sanitary sewer crossing will employ bull dozers to clear the support piers
locations for the crossing. Loaders will bring in rebar and forms. Concrete trucks will supply
the concrete for the piers and a track hoe will place the encasement and carrier pipes.
11. Explain the pprpose of the proposed work: The project is a 34 unit apartment -development
on the 5.79 ac tract. The City of Raleigh is requiring widening of Trawick Road (SR 2205)
and Eck Drive (SR 2288) along with an elevated sanitary sewer crossing to tie site into
existing sewer outfall on far side of creek from project as part of project's site development.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
None are anticipated
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
Page 7 of 13
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
1. Provide a written description of the proposed impacts: Approximately 200 square feet
of the existing creek will be filled as part of the road widening. The stream will be pined
through this fill by extending an existing, culvert 20 linear feet. The elevated sanitarysewer
will have a temporary impact on stream wetlands as the area for the piers are cleared the
piers formed and poured, and the encasement and carrier pipes are placed. The wetlands
proposed to be filled are part of the overall site's grading__
2. Individually list wetland impacts below:
Wetland Impact
Site Number
indicate on ma
Type of Impact* Area of
Impact
acres Located within
100 year Floodplain**
es/no Distance to
Nearest Stream
ear feet
Type of Wetland***
"D" Fill .016 no 80 Forested Wetland
`B" Fill .082 no 410 Forested Wetland

' List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
" 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map service Center at 1-800-358-9616, or
online at htip://www.fema,gov.
•'* List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.) Indicate if wetland is isolated (determination of isolation to be made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property: .155
Total area of wetland impact proposed: .098
Page 8 of 13
3. Individually list all intermittent and perennial stream impacts below:
Stream Impact
Site Number
indicate on ma)
Type of Impact* Length of
Impact
feet
Stream Name** Average Width
of Stream
Before Impact Perennial or
Intermittent?
lease specify)
1 culvert 20 Marsh Creek 10' Perennial

" List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
'• Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.usas.¢ov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.tMozone.com,
www.mapquest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 20'
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U. S.) below:
Open Water Impact
Site Number
indicate on ma)

Type
of Impact* Area of
Im
(acres)
Name of Waterbody
(if applicable) Type of Waterbody

(lake, pond, estuary, sound,
ocean, etc.
N/A

• List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
Pond Creation N/A
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.):
Size of watershed draining to pond: Expected pond surface area:
Page 9 of 13
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
The City of Raleigh is requiring the widening of Trawick Road (SR 2205) and Eck Drive
(SR 2288) and the extension of the sanitary sewer across Marsh Creek The proposed headwall
on the culvert will minimize the impact on the stream as does the elevated sewer crossing
VIM Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving ' similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.nc.us/ncwetlands/strmgide.ht-
Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
Page 10 of 13
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
No mitigation is proposed
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP). Please note it is the applicant's responsibility to contact the NCWRP at
[phone] to determine availability and to request written approval of mitigation prior
to submittal of a PCN. For additional information regarding the application process for the
NCWRP, check the NCWRP website at http://h2o.enr.state.nc.us/wrp/index.htm. If use of
the NCWRP is proposed, please check the appropriate box on page three and provide the
following information:
Amount of stream mitigation requested (linear feet):
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
IX. Environmental Documentation (required by DWQ)
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federal/state) land?
Yes ? No X
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No ?
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Page 11 of 13
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify Meuse )?
Yes X No El If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
*
Zone Impact
Multiplier Required
(square feet Miti ation
1 1197 3 0
2 2451 1.5 0
Total 3648 0
• Zone 1 extends out 30 feet perpendicular from near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
XL
W
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or. 0260.
Stormwater (required by DWQ)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
The development project -associated with these impacts will meet the City of Raleigh's
Stormwater Management requirements
Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
The wastewater generated by the development project will be collected by an extension of the
City of Raleigh's public collection system -and transported to the City's Neuse -River Wastewater
Treatment Facility
Page 12 of 13
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ? No X
Is this an after-the-fact permit application?
Yes ? No X
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
3I2Slos'
Xpplicant/Aieni's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 13 Of 13
Copyright (C) IM. Meplech. Inc.
9

,
xf
• d
•`?, a : °' Proposed Trawick Road Widening -?
•? • Culvert Extension and Elevated y50
Sanitary Sewer Crossing
• i 150_
.•
Cbi
• R tl 'i
Mn
a• y
/l? S M a'r f r •tl
/ - rk "
9* w
Name: RALEIGH EAST Location: 035° 48'53.9" N 078° 34'33.57' W
Date: 2/28/2005
Scale: 1 inch equals 2000 feet
Copyright (C) 1998, Meptech, Inc.

R
8
K 114 8
!11
11
i?
r{?
g,,,??
?z --J 1 - 3 ©Z 3
/ O
I
9
pct "
99W? 1 Iv ?m'

K N
W?4
,

1 O u
fR nc ? r3 ,r, W ?? ?. ?-

_
-u?
J g m

oP? `

-?
qp __

y ¢ j m BUFFER m
s
> u
Q V? ? I A Sc? i ...,? - 4 r O
11 5-7 8 o Q f? F J S
m. z g _
Z A
z a l
i' lr tn0
{} ]]ZN
mo?.Ql ?
u. 33
O 't z 3 m m m \ \ r! _..?-y-"'=.'` ff Av ' w
Z cz Nc
D
N -oSiE- ,. 1 m
1p 06, 116 0,
OTZLJ- \ ? ? .. m?
-00 L
m Z { Am
0 3-?fz '
l D?='mtN a i.L eo
yy N \
c: I
4
aR
-?Omm
i

d?mCN
m-Lop C? y ff A
tni C?NmD
p NjmV-
m $
NC? j ?! 4 ad s \t7 1
?Y1 (g?$Y u
m
m D 1f
c E ' €?
QZZ?? yyo?? w -n,A
mi"D
A
p
?mOm
D a
AO-dmN \- x
903F 20
?omFm
oQ?Mi eo?? ®;TSt?®4?
mmm0
Om?AN
Fn pp tt- a ?T
?mNOD 'g9a3? S r\ ??
3 R
ypnr?o r A 4 ?'
yAm70 P r
U m _m l
N
r?y?ryr{Rf?y?-W ?jrrNr?-N -_ rr r rr r r \ \ ..
N?? N=? D m J S N A W N? O?? J n P L W N N 0 9 O J S N A W N= 0 S O J T N A W N -I Z
's SiG=- u, bay a°
'•.i e?a'oc Jw?wrano 'ww vi al
p$'a w. N > yy pD gin. "" ?. ?-JSUIU a. y r ? ?C` ` b?o?
A PSJSWV?D PNOO??OWUW L06 J?d9? 8W4?A 13t
0 ONO
n J mm gN ????
l,7 O nut} A??y _ li T W T A Y _._Ck/F_` O Pvn
Th/
FE .E .? •FF ?F m • Fm 41 --'zev
rir? 1
??yy mm rr -- yy JJ y. GG yy?? 1(1(aa ?aa? nn ? ? ?.,.
0 9 J A W = D O T II: A= O D m °' ?' .1 O L d J T N A W N N O D P J T z
N N ?J m J w m m ?? s
-O pLp ppy yN ym?O{DJ?=IOJPDD Oy=yA Jp6p''rr0 W W TPy W ?pJJJ? V IT W N1J WU iJN L;y {Oy.DpO. yWy J SJr m O 0 al .1..
9 ONNwd W - t 'i V r. _
J tTT $x8!£N $N OJ yNWlJL ?9D V m d J. W W 8JP0?tAlr W O W SON??-1m I'? _ti-_. __ - u
?Zl ZpZp Z Z Z N ,0', N ?3 w J S D J W V .?. ?ppFF]YY ??. ?`- .?... ?i
?l A? ?S y S O J? . . .m • t -? -
?y .pflp wD? D_ ryWT1 _ _ J J J
/ < g
mfm fm f f' m f E i_ ' J f i= J 'McGR`A'G._Ki?E..% N DRIVE
i
g (600 PUBLIC RWr ROADWAY NOT BUIL)
DESIGNED
m EVERGREEN CONSTRUCTION CO. tNo'.,,• DATE ---
RALEIGH, NORTH CAROLINA TRC Triangle., Inc. /afe°S ? i DRA ,,, ,RC PRO J.
ErQheerktg end Sjvw# g 1:1320 - -
r WETLAND DELINIATION FOR AUTUMN NEGKEOr DYX FILE tk I
300 OLBANOOD AVE R4B Wetbd..aw
PRa..r
^t TRACE APARTMENTS AND AUTUMN SPRING N°' X03
(?ID?28-3150 RwB nnsn. orsRmnwa wre
CONGREGATE CARE FACILITY ah
Ns.
gr?
4u
1
i
I
I ..
I= _ _ p=
1 ,f ? \ t? ` '? y 1
'-
11
1 ,7
4 ?K?Y_ ` Y n f I P
1
11 \\ ? ?. ? . i 1i
? I
\\ , ?
\ V ?. 1
;u a
D8? \\}
a
------
Qu i
G1 wano \\\ `` '
5 ?
1 rn
\V
1 ?
1? µ
rA If
M 1 \ \ ----------- - ---
N t'7 d Nll?lllI
NO'. & Associates, P.A. REVISION DATE
AUTUMN TRACE QOR GROUP HOUSING 1 OT II BViIYY O? 19M!
9L 8009 CREEDMOOR ROAD, SUITE 200 moo APARTMENTS
W y RALEIGH, NORTH CAROLINA 27613
TELEPHONE: [phone] RALEIGH, NC
PAX: [phone]
al?u
T
11
11 f.
1 ?I 1.
1

f
Alf --?__
?@ P
IR
h
L
V
\'? \ 10
? ` M \r
\ \i
y

-J
w
ml
r

z
--------- ---------- ,
P.A• FAX, [phone] Y -,
NO. R
EVISION DATE
Piver & Associates P.A.
AUTUMN TRACE OOR ORQY? NOYlINR 7 8T gpylRw 0 HB/8009 CREEDMOOR OAD, SUM 200 APARTMENTS
RAL TE E, NORTH CAROLE97A 27613 RALEIGH NC
TELEPHONE: [phone]
aw
r
? r
A
d R
?r
ilk?
L74 05WA
NCDENR
Michael F. Easley, Governor
February 8, 2006
CERTIFIED MAIL - RETURN RECIPT REQUESTED
Mr. Tim Morgan
Evergreen Construction Company, Inc.
7706 Six Forks Road
Suite 202
Raleigh, NC 27615
RE: Autumn Trace Apartments
Trawick Road, Raleigh
DWQ # 20050687
Wake County
William G. Ross, Jr., Secretary
Alan W. Klimek, P.E., Director
DWQ staff conducted a site visit to this site on February 8, 2006 in order to determine if
the site is in compliance with the Neuse River Riparian Protection rules (15A NCAC 2B .0233)
and the 401 Water Quality Certification rules (15A NCAC 2H .0500). From this visit, the site at
Trawick Road and Eck Road has been cleared and the wetland on the site filled. Since the
amount of wetland fill was less than one-tenth of an acre, written approval from DWQ is not
required for the use of Nationwide Permit 39 for the land clearing for the site as noted in our
letter of October 14, 2005. However once the land clearing and stream impact occurs for the
crossing of the small tributary parallel to Trawick Road as well as the larger stream which is
perpendicular to Trawick Road, this will require written approval from DWQ as noted in our
October 14 letter since these actions will require written approval for the Neuse River Riparian
Protection rules. As stated in our October letter, you will need to modify the proposed dry
detention basin for the apartment complex to a constructed wetland in order to remove
nutrients and comply with the buffer rules.
We again urge you to have your engineer submit a stormwater plan for the constructed
wetland for the apartment complex. We believe that the site plan can be modified to allow a
constructed wetland without major changes to the plan. Also please be aware that if the
above-mentioned streams are impacted without written DWQ approval for the impact and for a
revised stormwater plan, that this action will be in violation of the Neuse River Riparian
Protection rules and therefore subject to enforcement and financial penalties.
I can be reached at 733-9646 if you have any questions.
n er s,
rn
Cc: Eric Kulz, DWQ Raleigh Regional ce
Danny Smith, DWQ
File copy
Central files
Rick Barker, Piver and Associates, 8009 Creedmoor Road, Suite 300. Raleigh, NC
27613
401 Wetlands Certification Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650 One
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604 NorthCarolina
Phone: [phone]/ FAX [phone] / Intemet: httn://h2o.enr.state.nc.us/ncwetlands
An Equal Opportunity/Affirmative Action Employer- 500% Recycled110% Post Consumer Paper Natifirld4
North Carolina Department of Environment and Natural Resources
Division of Water Quality
W A 7-?9 o Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
October 14, 2005
CERTIFIED MAIL - Return receipt requested
Mr. Tim Morgan
Evergreen Construction Company, Inc.
7706 Six Forks Road
Suite 202
Raleigh, NC 27615
Subject Property: Autumn Trace Apartments
Trawick Road, Raleigh
DWQ #20050687
Wake County
The Division has reviewed the response dated September 9, 2005 from your consultant
(Mr. Rick Baker of Piver and Associates) with respect to the abovementioned development.
The Division concurs with your response with respect to the Neuse River Riparian Protection
Rules with the following exception.
As stated in your submittal, the origin of the tributary stream that runs parallel to Trawick
Road has been confirmed by DWQ staff (Ms. Debbie Edwards) on January 27, 2004 and the
stream will be relocated as a result of the road widening. This stream has a 50 foot protected
buffer at the top end of its origin and stormwater must be delivered in a diffuse flow manner or
be treated to remove nitrogen before it enters this protected buffer. Therefore, the proposed dry
detention basin for your site will need to be modified to become a constructed wetland designed
to DWQ guidelines in order to provide nutrient removal from stormwater for the proposed
development. This design change is needed in order to meet the requirement for diffuse flow or
stormwater best management practices that remove nitrogen before new stormwater is
discharged into ditches or streams in the Neuse River basin. Please modify your stormwater
plans accordingly in order to be in compliance with the Neuse River Riparian Protection Rules
(15A NCAC 2B .0233).
I can be reached at 733-9646 if you have any questions.
eo Dorney
Cc: Rick Baker, Piver and Associate Creedmoor 'Road, Suite 300, Raleigh, NC 27613
Mike Horan, DWQ Raleigh Regional Office
File copy
Central files
401 oversightlExpress Review Permits Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: http://h2o.ennstate.nc.us/ncwetlands
Noi Caro tna
NN1111
An Equal Opportunity/Affirmative Action Employer - 50% Recycied/l0% Post Consumer Paper

A ccnr,i n foQ
P.A.
8009 Creedmoor Road, Suite 200 • Raleigh, North Carolina 27613
September 9, 2005
John Dorney
Wetland Program Development Unit
NC Division of Water Quality
1650 Mail Service Center
Raleigh, North Carolina 27699-1650
Reference: Autumn Trace Apartments
DWQ Project #05-0687
Raleigh, North Carolina
Dear Mr. Dorney:

?+ETII,Ft? IJ4i1 s (',1W?r a t
We are in receipt of your letter to Tim Morgan dated August 24, 2005 regarding the
wetland and buffer impacts for the proposed Trawick Road widening, sewer line extensions and
Apartment complex development. We offer the following responses to your information request.
Also, please see the attached documentation associated with each response.
Water Quality Certification
We originally requested a Nationwide Permit 14; however during review the
USACOE looked at the items requested and issued a Nationwide Permit 39 to cover
the road widening, sewer line installation and apartment development. Please see
attached a copy of the Nationwide Permit 39.
2. Neuse Buffer Rules
S and EC was retained by the owner to provide wetland delineation and Neuse Buffer
determination for the site. As part of the report, a meeting with Mrs. Debbie
Edwards, NCDWQ, was held on November 6, 2003 to determine buffered streams on
site. All required Neuse Buffers are shown on the plans. Please see the attached
report from Sand EC dated January 2, 2004.
Stormwater Management
We have attached the proposed stormwater plan that is currently under review by the
City of Raleigh. The plan has been designed to meet all requirements of the City of
Raleigh Stormwater Design Manual, which include the provisions required by the
State for the Neuse Buffers/Nitrogen Loading.
The plan calls for a dry detention pond to be constructed on the southeast corner of
Trawick Road and Eck Drive. This pond will collect runoff from the apartment
Tel: [phone] Fax: [phone] • E-mail: [e-mail]
i
complex and detain the water to predevelopment rates for the 2-yr and 10-year storm
events. Water from the dry pond will be discharged into the City of Raleigh/NCDOT
storm drain system proposed for the widening of Trawick Road.
The apartment complex site has a nitrogen-loading rate below 10..0 lbs/ac/yr. The
nitrogen loading will be offset to the required 3.61bs/ac/yr by providing payment to
the NCEEP.
Please review the attached documentation for approval. Do not hesitate to call if
additional information is required.
Sincerely,
Piver and Associates, P. A.
Rick Baker, P. E.
Production Manager
Cc: Tim Morgan, Evergreen Construction
Mike Horan, DWQ Raleigh Regional Office
01 /o4?-/ot
Soil & Environmental Consultants, PA
11010 Raven Ridge Road • Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
www.SandEC.com
January 2, 2004
S&EC Project No.: 03-8296.W1
TRC Triangle, Inc.
Attn: Gene Cobb
500 Glenwood Avenue
Raleigh, NC 27603
Re: Detailed Wetlands Delineation and Stream Buffer Evaluation
Trawick Road Site: 10.25 acres
Wake County, NC
Dear Mr. Cobb:
r?
6r?jt
UENLRf 'JJ?;?'L?i. c?u C;RBRAHCH
WETLANND? Acau ,TC?{ .MVwf,
On December 18, 2003, S&EC conducted a detailed wetland delineation was completed on the
Trawick Road Site. A Neuse Buffer determination was previously made so will not be discussed
in this report. The subject property is located 2000 feet south of the intersection of Marsh Creek
Road (SR 2206) and Trawick Road (SR 2205). Figure 1 shows the location of the site on a
USGS topographic quadrangle.
EXECUTIVE SUMMARY
We have determined that wetlands and jurisdictional waters (i.e., streams, ponds, or lakes) exist
on the site. The attached wetland sketch map depicts the approximate location of wetlands and
jurisdictional waters identified on the site. Please refer to the sketch map and the results and
recommendations section below for more detailed information.
SCOPE OF WORK
The detailed wetland delineation consisted of pedestrian reconnaissance of the property to
examine the soils, vegetation, and hydrology for the presence of areas that meet the criteria for
jurisdictional wetlands by the procedures described in the Corps of Engineers Wetlands
Delineation Manual (January 1987 - Final Report. Areas on the site with positive indicators of
hydric soils and evidence of wetland hydrology and hydrophytic vegetation were flagged with
Charlotte Office: Greensboro Office: Hickory Office:
236 LePhillip Court, Suite C 3817-E Lawndale Drive 622 Coon Mountain Lane
Concord, NC 28025 Greensboro, NC 27455 Taylorsville, NC 28681
Phone: [phone] Phone: [phone] Phone [phone]
Fax: [phone] Fax: [phone] Fax: [phone]
January 2, 2004
S&EC Project #: 03-8296.W1
Page 2 of 6
sequentially numbered, pink S&EC logo flagging. Proof of wetland hydrology would be the
existence of hydric soils with oxidized root channels in the upper 12 inches of the "A" horizon,
water borne deposits, drift lines, scour marks, drainage patterns, regional indicators of soil
saturation, etc. Surface waters such as intermittent and perennial stream channels, ponds, and
lakes, which are also subject to regulation by the US Army Corps of Engineers (USACE) as
waters of the US, were also identified. The perennial stream along the northern border of the
property was also flagged with sequentially numbered, pink S&EC logo flagging at the top of
each side of the bank. These surface waters may also be referred to as jurisdictional waters to
indicate that they are within the jurisdiction of the USACE. It is important to note that wetlands
are also classified as waters of the US and regulated by the USACE.
Wake County Buffer Rules
As part of the Stormwater Control, Management, and Water Course Buffer Regulations of Wake
County, North Carolina, Wake County has adopted riparian buffer requirements. These
regulations include the establishment of 50-foot wide riparian buffers directly adjacent to surface
waters within Wake County's Planning Jurisdiction, excluding wetlands. Surface waters shall be
considered to be present if the feature is shown on the most recent version of the USDA Soil
Survey of Wake County, North Carolina or the most recent version of the 7.5-minute USGS
topographic quadrangle. Where conflicts between field conditions and Wake County Soil Survey
and USGS maps exist, appeals may be made to the North Carolina Division of Water Quality
(NC-DWQ) if the site is in the Neuse River Basin, or directly to the Wake County Department of
Environmental Services - Erosion, Flood & Stormwater Division for sites in the Cape Fear River
Basin.
RESULTS & RECOMMENDATIONS
The results of the detailed delineation of jurisdictional wetlands and other waters of the US and
the evaluation of surface waters on the site subject or potentially subject to the Neuse River
Basin riparian buffer rule are discussed below.
Wetlands and Jurisdictional Waters:
We have determined that wetlands and jurisdictional waters (i.e., streams, ponds, or lakes) exist
on the site. The wetland sketch map depicts the approximate location of wetlands and
jurisdictional waters identified within the evaluated area. Headwater forests are the predominant
wetlands that occur on the site. Several headwater forest wetlands occur north of Eck Drive
which bisects the property and were flagged with flags 100-105; 106-109; 110-121; 268.1-263.3;
277.1-277.3; 300-313. On the southern portion of the property, another headwater forest wetland
occurs as indicated by flags 322-330 and 400-410. Surface water features have been classified in
January 2, 2004
S&EC Project #: 03-8296.W1
Page 3 of 6
NC-DWQ's "Classification and Water Quality Standards Applicable to Surface Waters and
Wetlands of North Carolina" as (C NSW). No other wetlands were found within the project
boundaries.
All S&EC flags comprising the wetland and jurisdictional waters delineation should be surveyed
and a Wetland Delineation Map generated for use in USACE approval and permitting. The
Wetland Delineation Map should include all of the information listed on the attached
`Requirements for Wetland Delineation Maps'. S&EC delineation flag numbers should be
shown on the wetland survey. Please have the property owner complete the attached agent
authorization form if you would like S&EC to act on their behalf for requesting approval of the
wetland delineation. This form will also be used in preparing a permit application for impacts to
wetlands or surface waters when we are provided with a plan showing the proposed impacts.
S&EC cannot conduct correspondence with the USACE unless we have agent
authorization (see attached Agent Authorization). This authorization form must be filled
out in its entirety by the current landowner and sent to S&EC (a faxed copy is acceptable).
Neuse River Buffers:
A site meeting was held on November 6, 2003 with Mrs. Debbie Edwards of NC-DWQ. The
perennial stream along the northern boundary was confirmed to be a buffered stream.
Additionally, the tributary on the western portion of the property was also considered buffered up
to the headcut (Flag 127). No other surface waters are indicated on either the USGS topographic i
or Wake County Soil Survey maps. Ms. Edwards will be sending written confirmation of her
findings.
REGULATIONS
Regulations that apply to jurisdictional wetlands and waters present on the site are discussed
below.
Neuse River Basin Riparian Buffer Rules
The Neuse River Basin riparian buffer rules, which came into effect on 7/22/97, protect up to 50
feet from the edge of existing "surface waters" (intermittent streams, perennial streams, lakes,
ponds and estuaries) located within the Neuse River Basin. The 50-foot buffer basically consists
of two zones. Zone 1 is measured 30 feet landward from the top bank of streams and intended to
contain an undisturbed-forested area. Zone 2 is measured 20 feet from the edge of the first zone
and is intended to contain a vegetated buffer. A couple of notable points of the rules include the
following: the allowance of grading with re-vegetating within Zone 2 (the outer 20 feet) and the
requirement of mitigation for road crossings greater than 150 feet in width and utility lines
running parallel and within the buffers.
January 2, 2004
S&EC Project #: 03-8296.W l
Page 4 of 6
Wake County Preservation and Protection of Riparian Buffers
As part of the Stormwater Control, Management and Water Course Buffer Regulations, of Wake
County, North Carolina, Wake County has adopted riparian buffer requirements. These
regulations include the establishment of 50 foot wide riparian buffers directly adjacent to surface
waters within Wake County's Planning Jurisdiction, excluding wetlands. Surface waters shall be
considered to be present if the feature is shown on the most recent version of the USDA Soil
Survey of Wake County, North Carolina or the most recent version of the 7.5-minute USGS
topographic quadrangle.
The riparian buffer will consist of two zones, Zone 1(30 feet landward adjacent to stream bank,
severe development restrictions apply), and Zone 2 (20 feet landward adjacent to Zone 1, strict
development restrictions apply). Wake County has specified that activities may take place within
the riparian buffer as defined by 15A NCAC 2B.0233 provided that:
1) The applicant obtains an authorization certificate that documents that the NC-
Division of Water Quality (NC-DWQ) has approved the activity as an allowable use.
2) The applicant obtains an opinion form the NC-DWQ that vested rights have been
established for that activity.
3) The applicant obtains a letter from the NC-DWQ documenting that a variance has
been granted for the proposed activity.
Where conflicts between field conditions and Wake County Soil Survey and USGS maps exist,
appeals may be made to the North Carolina Division of Water Quality (NC-DWQ) if the site is
in the Neuse River Basin, or directly to the Wake County Department of Environmental
Services - Erosion, Flood & Stormwater Division for sites in the Cape Fear River Basin.
Water Supply Waters Rules
Perennial streams within a classified water supply watershed require a 100-foot buffer for new
development activities with greater than 24 percent "built upon" area (i.e., percent covered by
impervious or partially impervious cover) and a 30-foot buffer for activities with less than 24
percent built upon area by the NC-DWQ. (These buffers are in addition to the 50-foot Neuse
River Buffers. The stricter of the two buffers applies to these stream channels.) Other
regulations may also apply.
Wetland Permitting
Wetland impact permits are issued on a per-project basis as determined by the USACE. The
USACE has determined that impacts on parcels sub-divided from larger tracts are sometimes
considered to be cumulative to existing impacts for the large tract. If this is the case, then
January 2, 2004
S&EC Project #: 03-8296.W1
Page 5 of 6
thresholds as discussed below may not apply and impacts to wetlands must be considered in light
of existing permits.
Preconstruction notification to the USACE and the NC-DWQ is not required for wetland impacts
that meet the general conditions of Nationwide Permit 39 and that impact less than 1A0 acre per
project. Preconstruction notification and approval by the USACE is required for wetland impacts
that exceed 1/10 of an acre and /or 1y stream channel impacts. Preconstruction notification
and approval by the NC-DWQ is required for wetland impacts that exceed 1/10 of an acre
if the property is west of I-95 or 1/3 of an acre if the project is east of I-95. Preconstruction
notification and approval by the NC-DWQ is required for anv stream channel impacts
within buffered basins (i.e. the Neuse, Tar-Pamlico, Randleman, and portions of the
Catawba Basins) or for cumulative stream impacts that exceed 150 linear feet in non-
buffered basins. If development impacts exceed the thresholds for notification and proposed
impervious area for the project exceeds 30%, then stormwater treatment to meet the pollutant
removal design standard of 85% removal of total suspended solids (i.e., wet detention basins,
stormwater wetlands, bioretention areas, etc.) will likely be required by the NC-DWQ. The
maximum permanent impact allowed per project under the nationwide permits is 1/2 acre of
wetland and/or 300 linear feet of USACE important stream channel. Nationwide Permit 39
limits above-grade fills within 100-year floodplains specifically prohibiting above-grade fill
within the floodway. Additionally, Nationwide Permit 39 limits stream channelization and
relocation to streams with an average annual flow of less than 1 cfs.
Per project impacts to vegetated wetlands in excess of 1 acre or impacts to streams that contain
"significant aquatic function" in excess of 150 linear feet will most likely require mitigation by
the NC-DWQ. The USACE may require mitigation for-any wetland/jurisdictional waters
impacts. Actual mitigation requirements are typically determined on a case by case basis.
Wetland mitigation is a complex process that requires planning and monitoring. S&EC will
discuss mitigation issues with you if we believe your project may require mitigation.
Impacts to channels containing "significant aquatic function" in excess of the notification
thresholds may require mitigation. Channel mitigation is typically intended to replace lost
significant aquatic functions and values. Relocating channels is considered to be an adverse
impact and typically results in mitigation within the new channel. Therefore, this type of
mitigation usually requires that meanders be created within constructed channels. Side-slopes
and beds be vegetated; rip-rap is discouraged.
A complete NC-DWQ 401 Water Quality Certification application for a Nationwide Permit has a
maximum 60-day processing period. A complete USACE Nationwide Permit application has a
45-day processing period, while Individual Permit applications submitted to the USACE have no
maximum processing periods. The USACE requires that all impacts to wetlands or Waters
of the US, less than 1/10 acre, be reported to the USACE within 30 days of the completion
of construction.
January 2, 2004
S&EC Project #: 03-8296.W1
Page 6 of 6
Nationwide Permits can potentially be utilized if the project is designed to impact up to 1/2 acre
of jurisdictional wetlands or waters of the US including a maximum of 300 linear feet of
important stream channel impact under NWP 39. Cumulative impacts per project over these
nationwide thresholds will require an individual permit. Individual Permits require an analysis to
determine that the proposed impact is the least environmentally damaging practical alternative,
typically require compensatory mitigation, notification to adjacent property owners, a public
notice, and may require a public hearing. All impacts greater than 1/10 acre require written
justification.
ADDITIONAL SERVICES
If you choose to have us perform additional work, the following is a listing of additional services:
(1) Request that the USACE verify our delineation, and (2) Notification to the USACE and NC-
DWQ regarding impacts to jurisdictional areas and riparian buffers and permitting issues, if
required. This additional work can be completed at our hourly rates or a proposal can be
generated. Please advise.
Please call Sean Clark if you need further explanation of the information provided.
Sincerely,

Aaron Cooper
Botanist/
Wetland Scientist
Sean Clark
Wetland Scientist/
Project Manager
Attachments:
USGS topographic quadrangle
Wake County Soil Survey map
Wetland Sketch map
Agent Authorization Form
Requirements for Wetland Delineation maps

* \i?\ "gyp ? S• \ ` '- - I. if
R
?
L eoRt szax
.
1 1 -1
"
\ ?/I ,? II ? ,\ ..? ? •?
I r

11

k,

5 4
-? - •'? t? ?/ - 1 fib •? ? ?
-
; 1 - i
- . _
,

? ? )??
? %
?
I ' , _ '?`il
O 1 \,
?\•
`?) l ,;
'ate-?-? ? ?/n?. j
, ? ? X
?
,
_, ??- S
I? Ivry .._
I /
_ ?
f Y • ?.

• ?

r? '' It
t' a
w? _.. • t _ ? -
? 1
4?-?' ._ =t •'I 271. ?
1 \ ? 11
... ..... ?\ '4
1
1
4
9a L_ C.?.
J? \
I ? ?'? Tr a' 'r.
_ Park. ,

S C

?
'- i
?
a4Fler WiIL
...- -i
• -
-
r

G? kh 1 r. \

Project 0: Scale:
8296.W1 1"=200 ure 1- USGS Ma
Fi
p
A
l
P
t pate: g tants, P
Soil & Environmental Consu
rojec
Mgr.: Sc Trawick Road 11010 Raven Ridge Rd.- Raleigh, NC 27614
12/30/03 TRC Triangle [phone] • [phone]
NC
C
t
W
k
oun
y,
a
e Web Page: www.SandEC.com
Southeast Raleigh Quadrangle

ProjectM Scale:
8296M1 1"=1320'
Project Date:
Mgr.: SC
12/30/03
Figure 2 - Soil Survey
Trawick Road
TRC Triangle
Wake County, NC
Sheet 50
Soil & Environmental Consultants, PA
11010 Raven Ridge Rd." Raleigh, NC 27614
[phone] " [phone]
Web Page: www.SandEC.com
Soil & Environmental Consultants, PA
11010 Raven Ridge Road • Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
www.SandEC.com
AGENT AUTHORIZATION FORM
All Blanks To Be Filled In By The Current Landowner
Name:
Address:
Phone:
Project Name/ Description:
Date:
The Department of the Army
U.S. Army Corps of Engineers, Wilmington District
P.O. Box 1890
Wilmington, NC 28402
Attn:
Field Office:
Re: Wetlands Related Consulting and Permitting
To Whom It May Concern:
I, the current roe owner, hereby designate and authorize Soil & Environmental Consultants, PA to
act in my behalf as my agent in the processing of permit applications, to furnish upon request
supplemental information in support of applications, etc. from this day forward. The day of
This notification supersedes any previous correspondence concerning the agent for this project.
NOTICE: This authorization, for liability and professional courtesy reasons, is valid only for
government officials to enter the property when accompanied by S&EC staff. You should call S&EC
to arrange a site meeting prior to visiting the site.
Print Property Owner's Name
cc: Mr. John Dorney
NCDENR - DWQ
2321 Crabtree Boulevard
Raleigh, NC 27604
Property Owner's Signature
cc: Mr. Sean Clark
Soil & Environmental Consultants, PA
Charlotte Office:
236 LePhillip Court, Suite C
Concord, NC 28025
Phone: [phone]
Fax: [phone]
Greensboro Office:
3817-E Lawndale Drive
Greensboro, NC 27455
Phone: [phone]
Fax: [phone]
Hickory, Office:
622 Coon Mountain Lane
'Ihylorsville, NC 28681
Phone [phone]
Fax: [phone]
Raleigh, North Carolina 27614
Consultants, PA
'hone: [phone] • Fax: [phone]
REQUMEMENTS FOR
WETLAND DELINEATION MAPS
Revised 3/27/02
1. Location of each point (wetland flags & channel locations) on the map; including a tick mark, with a descriptive
number (i.e. the actual flag number as hung in the field or sequential numbers assigned by surveyor for channel
locations). These points need to be legible in order for S&EC to verify that all of our wetland flags and channel
locations were surveyed and connected properly.
2. Listing of each point's northings and eastings (NC coordinate grid) or metes and bounds. If metes and bounds are
used, wetlands must be tied to a property corner or other known point and ties shown on the map so that the
survey could be replicated in the future.
3. Closure of all wetland boundaries resulting in distinct polygons and width of channels or linear wetlands labeled
as marked on S&EC flags. Total wetland acreage should be indicated for each polygon and for the total site.
4. Property lines must be closed and entire property or parcel must be shown. Total property acreage and total
acreage of jurisdictional wetlands and waters within the evaluated areas should be listed. If any part of the
property was not evaluated, the areas should be clearly identified and labeled.
5. Maps should show as least the property and wetland lines (topo lines are optional). The map should
include a vicinity map and be prepared on:
1. Sheets no larger than 11 a 17". If multiple sheets are used, match lines must be shown and there
must be overlap, and a master map of the whole site showing the sheets matched with each other
must be included.
- or-
2. On any size sheet if a digital file is provided with the paper copy in an AutoCad 14 or earlier
version, dxf, Awg or Microstation compatible format.
6. All surveys must be sealed by the surveyor.
7. Map title should be "Wetland Delineation for Project Name."
8. Map must have title, north arrow, and bar scale.
9. The following corps sign off title block should be included on the map:
"This certifies that this copy of this plat identifies as waters of the U. S. or wetlands all areas of waters of the U. S., including wetlands,
regulated pursuant to Section 404 of the Clean Water Act as determined by the undersigned on this date. Unless there is a change in
law or our published regulations, this determination of Section 404 jurisdiction may be relied upon for a period not to exceed five
years from this date. This determination was made utilizing the 1987 Corps of Engineers Wetlands Delineation Manual."
Name:
Title:
Date:
10. The survey should indicate that wetlands were delineated by Soil & Environmental Consultants, PA.
Contact S&EC if any difficulties in map interpretation occur, or if these instructions are not clear.
Charlotte Ofj=
236 LePhillip Court, Suite C
Concord, NC 28025
Phone: [phone]
-A I -A ^AhL
Environmental
Greensboro Office:
3817-E Lawndale Drive
Greensboro, NC 27455
Phone: [phone]
Fay. (33()540-8235
Hickoty umce:
622 Coon Mountain Lane
Taylorsville, NC 28681
Phone [phone]
Fax: [phone]
rl
STORMWATER CALCULATIONS
Autumn Trace Apartments - Trawick Road and Eck Drive
Raleigh, NC
Developer:
Autumn Trace Housing Associates,
LLC
7706 Six Forks Road; Suite 202
Raleigh, NC 27615
[phone]
Designer:
Piver & Associates, P.A.
8009 Creedmoor Rd., Suite 200
Raleigh, NC 27613
[phone]
8 A
02
f 1
May 5, 2006
!1
CONTENTS
Project Summary
Nitrogen Calculations
Level Spreader Worksheet
Storm Drainage Calculations
Dry Detention Pond Calculations
(2, 10 and 100 yr)
Riser Floatation Calculations
Project Summary
Project Summary
Project: 34 Unit Apartment Complex and Widening of Trawick Road
The initial project site consisted of 10.247 ac divided by Eck Drive (extending east from Trawick
Road). The property was subdivided into 3 parcels: 41) 5.866 ac to the south of Eck Drive, #2)
4.203 ac to the north Eck Drive and #3) 0.178 ac to the north of Eck Drive. Development for Lot
# 1 is proposed as a 34-unit apartment complex, no development is currently planned for lot #2 and
lot #3 has an existing residence.
As part of the property subdivision, the City of Raleigh is requiring the widening of Trawick Road.
A portion of this widening is impacting the riparian buffer adjacent lot #2. At the recommendation
of John Domey, stormwater from the proposed apartment complex either needs to be treated by
constructed wetland or discharge in a diffuse manner to the riparian buffer. The option of
discharging flow in a diffuse manner has been proposed.
Stormwater from the apartment complex is being routed to a dry detention basin on site to meet the
Neuse Buffer/City of Raleigh pre and post development flow requirements. A nitrogen buy down
payment has been made to NCEEP as required. The stormwater will flow from the outlet structure
of the dry pond through a 15" culvert, across Eck Drive (parallel to Trawick Road but within the
property boundary of lot #2) to the north and discharge to the proposed scour hole (alternate level
spreader design per "Draft Level Spreader Design Options"). The alternative design was selected
due to the limited area available for a structure and the limiting slopes to the riparian buffer. Note,
a bypass has not been provided as the dry detention pond is attenuating the 10-year storm flow to
5.93 cfs and the 100-year storm flow only reaches 6.5 cfs.
Please see the following for a summary of the flows.
Site Area (Apartment Complex) 5.866 ac
Impervious Area (Apartment Complex) 2.144 ac
Total Area Draining to Dry Pond (including offsite area) 6.364 ac
10-year Pre development flow 9.47 cfs
* 10-year Post development flow 5.93 cfs
100-year Discharge 6.5 cfs
*Larger area drains into pond including offsite drainage (6.364 ac) as compared to lot area of
5.866 ac. Therefore, additional flow being discharge in diffuse manner than required.
Nitrogen Calculations
ti
Nitrogen Calculations:
Project: Autumn Trace Apt
Date: 22-Sep-05

Area TN export TN export
Pre-Develoament Loading: (Ac.) (lbs/ac/yr) (Ibs/yr)
Permanently Protected Undisturbed Open Space 0 0.60 0.00
Managed Open Space 5.746 1.20 6.90
Existing Impervious Area 0.120 21.20 2.54
Total 5.866 9.44
Nitrogen Loading Rate = 1.61
Area TN export TN export
Post Develooment Loading: (Ac.) (lbs/ac/yr) (Ibs/yr)
Permanently Protected Undisturbed Open Space 0 0.60 0.00
Existing Open Space Allocation 0.208 0.00 0.00
New Open Space 3.514 1.20 4.22
Existing Impervious Area 0.120 0.00 0.00
New Impervious Area 2.024 21.20 42.91
Total 5.866 47.13
Nitrogen Loading Rate = 8.51
Area TN export TN export 10%
LoadinoAfter Dry Pond: (Ac.) (Ibs/ac/yr) (Ibs/yr) Reduct
Permanently Protected Undisturbed Open Space 0 0.60 0.00
Existing Open Space Allocation 0.208 0.00 0.00
New Open Space 1.563 1.20 1.88 1.88
New Open Space Through Dry Pond (10% Reduction) 1.951 1.20 2.34 2.11
Existing Impervious Area 0.120 0.00 0.00
New Imp Area Through Dry Pond (10% Reduction) 2.024 21.20 42.91 38.62
Total 5.866 42.60
Nitrogen Loading Rate = 7.69
Calc Nitrogen Buydown 7.69lbs/ac-3.6lbs/ac*$3 30*area $7,479.05
Calculate C Area C
(ac)
Predevelopment Impervious 0.120 0.95 0.11
Grass 5.746 0.20 1.15
Totals 5.866 1.26
C= 0.22
Postdevelopment Impervious 2.144 0.95 2.04
Grass x.722 0.20 0.74
Totals 5.866 2.78
C= 0.47
Pre/Post Calculations
Pre-Development Two Storm C = 0.22 Q = CIA = 7.28 cfs
Post Development Two Storm C = 0.47 Q = CIA = 16.02 cfs
Pre-Development Ten Storm C = 0.22 Q = CIA = 9.47 cfs
Post Development Ten Storm C = 0.47 Q = CIA = 20.86 cfs
Required Storage 2 yr storm= [Q(Pre) - Q(Post)]cfs x 5 min x 60 secmin = 2623 cf
Required Storage 10 yr storm= [Q(Pre) - Q(Post)]cfs x 5 min x 60 secmin = 3416 cf
Level Spreader Worksheet
DWQ Project No. 20050687
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : Autumn Trace Apartments
Contact Person: Rick Baker Phone Number: ( 919 ) 844-9060
Level Spreader ID: .
Level Spreader Length Scour Hole design ft.
Drainage Area 6.364 ac.
Impervious Area 2.144 ac.
Maximum Filter Strip/Buffer Slope 2 %
grass
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)
(on-site and off-site drainage to the level spreader)
(6%for forested, leaf littler cover, 8% for thick ground covert
Max. Discharge from a 10 Year Storm 5.9 cfs
Max. Discharge to Level Spreader 6.5 cfs
Filter 8tripBuffer Vegetation • thick ground cover (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method N/A
REQUIRED ITEMS CHECKLIST
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 J
Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
J 1461C
litter.
w Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers*.
If bypass method specified in the Draft Level Spreader Design Option Document
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
2w 0 The operation and maintenance agreement includes annual erosion and vegetation repair.
12-8 The operation and maintenance agreement signed and notarized by the responsible party is provided.
"Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
Storm Drainage Calculations
STRUCTURE

o ?- UMBER
? a
oo
a r
> ? n a
oo r
> ?

g n a
00 r
> x

g ? a
oo
a r
> x
g
+? ? a
00
a r
> ?
$
'? ? a
00
? ?
g
"?

COVER ? 3,
+r GROUND -
v, m v v, (POST DEVELOPMENT) .?
.

0
o 0
S 0
g 0
° 0
° 0
$ 0
° 0
$ 0
° 0
S 0
o o
0 O
0 o
0 o
0 p o c
AREA -n
C
o o o o 0 a,
d
N
0
C 0
N 0
B 0
C 0
tJ. 0
E6 0
C 0
tJ 0
?O 0
O 0
N 0
?c 0
O 0
N 0 0 0
N o
?q.
C VALUE n
c
Cl N V. Cl N U O N U O N. U Cl
N
U
to
N
U
0 0 O O 0 O
`q? W H

u
u
vi I

u
u
u
v I

u
u
u
vi
a
n
u
n
vi

u
u
u
vi
'c
ii
u
u
vi
rn U . w N PIPE NUMBER
FROM STRUCTURE
0

TOSTRUCTURE
o
i °

b
ro e
b
PIPE MATERIAL

0 0 0 0 d o d o ADDITIONAL INFLOW

y f0
y 0
Cl O o o
" o
" CA FOR INLET
t t J
'd ?C7
o o 0
0 Cl 0 oo ACCUMULATED CA
_
J J J

0 0 0 0 ' o o TIME OF CONCENTRATION (M

z
J
N J
N v
N J
N i z
?? J
N '
?
N INTENSITY

LENGTH OF PIPE

UPSTREAM INVERT g
o g n
d

u
DOWNSTREAM INVERT c
?
c
O
7
H
0 o a NUMBER OF PIPES
i w is iv PIPE DIAMETER (FT)
0 0 0 0 0 0
0
w 0
w C
w Cl
w Cl
w c
w ROUGHNESS COEFFICIENT
0 0 0 0 0 0
°o °o °o N ° rn PIPE SLOPE (FT/FT)
°o °o °o .4 Cl
0 0 0 V 10
o oho::
o 'rt' FLOW
0 0 0 0 ?, ? ?:
o> ?I

0 0 0 c. ?:.:I
FULL PIPE FLOW (CFS)
0 0 o J ;; rn :, +? ;;
bl, FULL PIPE VEL (FPS)
a w ?„
D
03

Dry Detention Pond Calculations
Autumn Trace AA-Sample County 2-Year Duration=10 min, Inten=5.60 in/hr
Prepared by PIVER & ASSOCIATES, PA
HydroCAD® 7.00 s/n 002707 ®1986-2003 Applied Microcomputer Systems 9/26/2005
Elevation Storage
(feet) (acre-feet)
106.00 0.000
106.04 0.001
106.08 0.003
106.12 0.004
106.16 0.006
106.20 0.007
106.24 0.009
106.28 0.010
106.32 0.012
106.36 0.013
106.40 0.015
106.44 0.016
106.48 0.018
106.52 0.019
106.56 0.021
106.60 0.022
106.64 0.024
106.68 0.026
106.72 0.027
106.76 0.029
106.80 0.030
106.84 0.032
106.88 0.033
106.92 0.035
106.96 0.036
107.00 0.038
107.04 0.039
107.08 0.041
107.12 0.043
107.16 0.044
107.20 0.046
107.24 0.047
107.28 0.049
107.32 0.051
107.36 0.052
107.40 0.054
107.44 0.055
107.48 0.057
107.52 0.059
107.56 0.060
107.60 0.062
107.64 0.063
107.68 0.065
107.72 0.067
107.76 0.068
107.80 0.070
107.84 0.072
107.88 0.073
107.92 0.075
107.96 0.076
108.00 0.078
108.04 0.080
108.08 0.081
108.12 0.083
Stage-Area-Storage for Pond 1 P: (new Pond)
Elevation Storage
(feet) (acre-feet)
108.16 0.085
108.20 0.086
108.24 0.088
108.28 0.090
108.32 0.091
108.36 0.093
108.40 0.095
108.44 0.097
108.48 0.098
108.52 0.100
108.56 0.102
108.60 0.103
108.64 0.105
108.68 0.107
108.72 0.109
108.76 0.110
108.80 0.112
108.84 0.114
108.88 0.115
108.92 0.117
108.96 0.119
109.00 0.121
109.04 0.122
109.08 0.124
109.12 0.126
109.16 0.128
109.20 0.130
109.24 0.131
109.28 0.133
109.32 0.135
109.36 0.137
109.40 0.138
109.44 0.140
109.48 0.142
109.52 0.144
109.56 0.146
109.60 0.147
109.64 0.149
109.68 0.151
109.72 0.153
109.76 0.155
109.80 0.157
109.84 0.158
109.88 0.160
109.92 0.162
109.96 0.164
110.00 0.166
110.04- 0.168
110.08 0.169
110.12 0.171
110.16 0.173
110.20 0.175
110.24 0.177
110.28 0.179
Elevation Storage
(feet) (acre-feet)
110.32 0.181
110.36 0.183
110.40 0.184
110.44 0.186
110.48 0.188
110.52 0.190
110.56 0.192
110.60 0.194
110.64 0.196
110.68 0.198
110.72 0.200
110.76 0.202
110.80 0.204
110.84 0.206
110.88 0.207
110.92 0.209
110.96 0.211
111.00 0.213
111.04 0.215
111.08 0.217
111.12 0.219
111.16 0.221
111.20 0.223
111.24 0.225
111.28 0.227
111.32 0.229
111.36 0.231
111.40 0.233
111.44 0.235
111.48 0.237
111.52 0.239
111.56 0.241
111.60 0.243
111.64 0.245
111.68 0.247
111.72 0.249
111.76 0.251
111.80 0.253
111.84 0.255
111.88 0.257
111.92 0.259
111.96 0.261
112.00 0.263
112.04 0.265
112.08 0.267
112.12 0.270
112.16 0.272
112.20 0.274
112.24 0.276
112.28 0.278
112.32 0.280
112.36 0.282
112.40 0.284
112.44 0.286
Elevation Storage
(feet) (acre-feet)
112.48 0.288
112.52 0.290
112.56 0.293
112.60 0.295
112.64 0.297
112.68 0.299
112.72 0.301
112.76 0.303
112.80 0.305
112.84 0.307
112.88 0.310
112.92 0.312
112.96 0.314
113.00 0.316
113.04 0.318
113.08 0.320
113.12 0.322
113.16 0.325
113.20 0.327
113.24 0.329
113.28 0.331
113.32 0.333
113.36 0.336
113.40 0.338
113.44 0.340
113.48 0.342
113.52 0.344
113.56 0.347
113.60 0.349
113.64 0.351
113.68 0.353
113.72 0.355
113.76 0.358
113.80 0.360
113.84 0.362
113.88 0.364
113.92 0.367
113.96 0.369
114.00 0.371
Autumn Trace AA-Sample County 2-Year Duration=10 min, Inten=5.60 in/hr
Prepared by PIVER & ASSOCIATES, PA
HydroCAD® 7.00 s/n 002707 ®1986-2003 Applied Microcomputer Systems 10/4/2005
Pond 1 P: (new Pond)
Hydrograph
----------- --------------------- ---------------------------------------- --------------- -- ----------------- In11ow
16.89 cfs ------ -- - ---- ------------ ------- --------------------------------------------- -- -- ---------- ®ounow
------- ------
- - - -
-
Inflo Area...-6 4- C -
=-- -
0 Primary
------
-------------
-- ® ary
------- -------------- ---- - -------------------
Pee
-.
-
---
-_E- eV=
-
17
--- -
----
.
-
-
_---------------- ----- ----

15 -----
-
------ - - -- ----- ---- --------------- -_-- ----rage=O.
-1=72_-
- -
14
-
- ----------- - ----------------- - - - ------------ - -
13
- ------- - -- - -- - - - - - - - -
----------- ---------- - - - - -
12
- -------
--------- - -- --- - - --------------------- ----- - - - - -------- --
" 11 .?
- - --- ------
10
--- ------
-------- - ----- -- -------- ------------------------------- -- -- -- -------- ---------------------------

--------- --- - -------- --- ------- -------------------------- ---------- - ------- ------- ---
--- ------ ----------- ------------- -- ------- ---------- - -- ---- ----- ---- ---------------------------
8 -- -------------------- -------- --- ---------------- --------------------- ---------------
7 5.08dis - --- - ------ - .---
e - ---...---- --------- ------
5 ----------------- ---- - - ------- -- ---------- --------

3
2
0.00 ds 005i?ai W7
0
0 1 2 3
Time (hours)
Autumn Trace AA-Sample County 2-Year Duration=10 min, Inten=5.60 in/hr
Prepared by PIVER & ASSOCIATES, PA
HydroCADO 7.00 s/n 002707 ®1986-2003 Applied Microcomputer Systems 10/4/2005
Pond 1 P: (new Pond)
Inflow Area = 6.364 ac, Inflow Depth = 0.44" for 2-Year event
Inflow = 16.89 cfs cQ 0.09 hrs, Volume= 0.232 of
Outflow = 5.06 cfs Q 0.23 hrs, Volume= 0.231 af, Atten= 70%, Lag= 8.1 min
Primary = 5.06 cfs @ 0.23 hrs, Volume= 0.231 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Peak Elev= 110.13'@ 0.23 hrs Surf.Area= 0.047 ac Storage= 0.172 of
Plug-Flow detention time= 19.1 min calculated for 0.230 of (99% of inflow)
Center-of-Mass det. time= 19.4 min ( 26.9 - 7.5 )
# Invert Avail.Storage Storage Description
1 106.00' 0.371 of 20.00'W x 80.001 x 8.00'H Prismatoid Z-0.5
# Routing Invert Outlet Devices
1 Primary 106.00' 10.0" Vert. Orifice/Grate C= 0.600
2 Secondary 113.00' 24.0' long x ON breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
PrimaryOutFlow Max=5.06 cfs @ 0.23 hrs HW=110.13' (Free Discharge)
t-1=0ri ice/Grate (Orifice Controls 5.06 cfs @ 9.3 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=106.00' (Free Discharge)
t-2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Autumn Trace AA-Sample County 2-Year Duration=10 min, lnten=5.60 in/hr
Prepared by PIVER & ASSOCIATES, PA
HydroCAD® 7.00 s/n 002707 01986-2003 Applied Microcomputer Systems 10/4/2005
Hydrograph for Pond 1 P: (new Pond)
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (acre-feet) (feet) (cfs) (cfs) (cfsl
0.00 0.00 0.000 106.00 0.00 0.00 0.00
0.10 16.89 0.071 107.84 3.13 3.13 0.00
0.20 10.13 0.167 110.02 4.98 4.98 0.00
0.30 0.00 0.147 109.68 4.67 4.67 0.00
0.40 0.00 0.111 108.77 4.03 4.03 0.00
0.50 0.00 0.080 108.05 3.36 3.36 0.00
0.60 0.00 0.055 107.44 2.66 2.66 0.00
0.70 0.00 0.036 106.96 1.94 1.94 0.00
0.80 0.00 0.023 106.62 1.18 1.18 0.00
0.90 0.00 0.016 106.43 0.64 0.64 0.00
1.00 0.00 0.012 106.32 0.38 0.38 0.00
1.10 0.00 0.009 106.26 0.25 0.25 0.00
1.20 0.00 0,008 106.21 0.17 0.17 0.00
1.30 0.00 0.007 106.18 0.12 0.12 0.00
1.40 0.00 0.006 106.15 0.09 0.09 0.00
1.50 0.00 0.005 106.13 0.08 0.08 0.00
1.60 0.00 0.004 106.12 0.06 0.06 0.00
1.70 0.00 0.004 106.11 0.05 0.05 0.00
1.80 0.00 0.004 106.10 0.04 0.04 0.00
1.90 0.00 0.003 106.09 0.03 0.03 0.00
2.00 0.00 0.003 106.08 0.03 0.03 0.00
2.10 0.00 0.003 106.08 0.02 0.02 0.00
2.20 0.00 0.003 106.07 0.02 0.02 0.00
2.30 0.00 0.002 106.07 0.02 0.02 0.00
2.40 0.00 0.002 106.06 0.02 0.02 0.00
2.50 0.00 0.002 106.06 0.02 0.02 0.00
2.60 0.00 0.002 106.05 0.02 0.02 0.00
2.70 0.00 0.002 106.05 0.02 0.02 0.00
2.80 0.00 0.002 106.05 0.01 0.01 0.00
2.90 0.00 0.002 106.04 0.01 0.01 0.00
3.00 0.00 0.001 106.04 0.01 0.01 0.00
Autumn Trace AA-Sample County 2-Year Duration=10 min, lnten=5.60 in/hr
Prepared by PIVER & ASSOCIATES, PA
HydroCAD® 7.00 s/n 002707 ®1986-2003 Applied Microcomputer Systems 10/4/2005
Stage-Discharge for Pond 1 P: (new Pond)
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) Scfs)
106.00 0.00 0.00 0.00
106.10 0.04 0.04 0.00
106.20 0.15 0.15 0.00
106.30 0.33 0.33 0.00
106.40 0.56 0.56 0.00
106.50 0.82 0.82 0.00
106.60 1.11 1.11 0.00
106.70 1.39 1.39 0.00
106.80 1.64 1.64 0.00
106.90 1.83 1.83 0.00
107.00 2.01 2.01 0.00
107.10 2.17 2.17 0.00
107.20 2.32 2.32 0.00
107.30 2.47 2.47 0.00
107.40 2.60 2.60 0.00
107.50 2.73 2.73 0.00
107.60 2.86 2.86 0.00
107.70 2.98 2.98 0.00
107.80 3.09 3.09 0.00
107.90 3.20 3.20 0.00
108.00 3.30 3.30 0.00
108.10 3.41 3.41 0.00
108.20 3.51 3.51 0.00
108.30 3.60 3.60 0.00
108.40 3.70 3.70 0.00
108.50 3.79 3.79 0.00
108.60 3.88 3.88 0.00
108.70 3.97 3.97 0.00
108.80 4.05 4.05 0.00
108.90 4.14 4.14 0.00
109.00 4.22 4.22 0.00
109.10 4.30 4.30 0.00
109.20 4.38 4.38 0.00
109.30 4.46 4.46 0.00
109.40 4.54 4.54 0.00
109.50 4.61 4.61 0.00
109.60 4.69 4.69 0.00
109.70 4.76 4.76 0.00
109.80 4.83 4.83 0.00
109.90 4.90 4.90 0.00
110.00 4.97 4.97 0.00
110.10 5.04 5.04 0.00
110.20 5.11 5.11 0.00
110.30 5.18 5.18 0.00
110.40 5.24 5.24 0.00
110.50 5.31 5.31 0.00
110.60 5.37 5.37 0.00
110.70 5.44 5.44 0.00
110.80 5.50 5.50 0.00
110.90 5.56 5.56 0.00
111.00 5.62 5.62 0.00
111.10 5.68 5.68 0.00
111.20 5.74 5.74 0.00
111.30 5.80 5.80 0.00
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) cis)
111.40 5.86 5.86 0.00
111.50 5.92 5.92 0.00
111.60 5.98 5.98 0.00
111.70 6.04 6.04 0.00
111.80 6.09 6.09 0.00
111.90 6.15 6.15 0.00
112.00 6.21 6.21 0.00
112.10 6.26 6.26 0.00
112.20 6.32 6.32 0.00
112.30 6.37 6.37 0.00
112.40 6.42 6.42 0.00
112.50 6.48 6.48 0.00
112.60 6.53 6.53 0.00
112.70 6.58 6.58 0.00
112.80 6.64 6.64 0.00
112.90 6.69 6.69 0.00
113.00 6.74 6.74 0.00
113.10 8.91 6.79 2.13
113.20 12.85 6.84 6.01
113.30 18.17 6.89 11.28
113.40 24.67 6.94 17.73
113.50 32.45 6.99 25.46
113.60 41.39 7.04 34.35
113.70 51.93 7.09 44.84
113.80 63.81 7.14 56.67
113.90 75.01 7.18 67.83
114.00 86.91 7.23 79.68

Autumn Trace AA-Sample County 10-Year Duration=10 min, lnten=7.50 Whr
Prepared by PIVER & ASSOCIATES, PA
HydroCAD® 7.00 s/n 002707 ®1986-2003 Applied Microcomputer Systems 10/4/2005
Pond 1 P: (new Pond)
Hydrograph
-------------------- ----------------; -------------------------------------- -------------------------- ¦ inflow
22.62 cis
-
- M OU&M
Inflow
Area=6
364 ac ° Pr'ma"
---------- .
----------------------------------------------- --------------------------------------- ¦&"ro ery
2,

'
Peak--Elev=11-1-.6V--
22
- ---------------
20 ---- ---------- -- ---- ----- ---------------
Starage-00238 a#
--
- ---------------
18 ----------------------------------- ----------------------------- --------
- -------------
- ----------- - - ------------------ -------------------------- -- ------------------ --- --------------
-
,4 --- - ------------ -- - ------------- -- - --------------- ------------- -- - -- --------------

12
--- -------- ----- - -------------- ---- --------------- - - - -------------- ------------ ------

-

10
U. -------- _----- ---------------------- ____-._______-_____-__-___-__
----- _-----------
g 5.93 cfs ---- - --- --- ----- ? - - - - - --- - - -:. - -

-
----------- -------- - -----
--------------------------- -- ----- --- - ---- -- ------ ----
0.00 de
0
0
1 2
Time (hours)
Autumn Trace AA-Sample County 10-Year Duration=10 min, Inten=7.50 in/hr
Prepared by PIVER & ASSOCIATES, PA
HydroCAD® 7.00 s/n 002707 m 1986-2003 Applied Microcomputer Systems 10/412005
Pond 1 P: (new Pond)
Inflow Area = 6.364 ac, Inflow Depth = 0.59" for 10-Year event
Inflow = 22.62 cfs @ 0.09 hrs, Volume= 0.311 of
outflow = 5.93 cfs Q 0.23 hrs, Volume= 0.309 af, Atten= 74%, Lag= 8.3 min
Primary = 5.93 cfs @ 0.23 hrs, Volume= 0.309 of
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Peak Elev= 111.51' @ 0.23 hrs Surf.Area= 0.050 ac Storage= 0.238 of
Plug-Flow detention time= 21.8 min calculated for 0.309 of (99% of inflow)
Center-of-Mass det. time= 21.8 min ( 29.3 - 7.5 )
# Invert Avaii.Storage Storage Description
1 106.00' 0.371 of 20.00'W x 80.001 x 8.00'H Prismatoid Z=0.5
# Routing Invert Outlet Devices
1 Primary 106.00' 10.0" Vert. Orifice/Grate C= 0.600
2 Secondary 113.00' 24.0' long x ON breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=5.92 cfs @ 0.23 hrs HW=111.51' (Free Discharge)
'L-1=Orifice/Grate (Orifice Controls 5.92 cfs @ 10.9 fps)
Secondary OutFlow Max=0.00 cis @ 0.00 hrs HW=106.00' (Free Discharge)
t-2=Broad-Crested Rectangular Weir (Controls 0.00 cfs)
Autumn Trace AA-Sample County 10-Year Duration=10 min, Inten=7.50 in/hr
Prepared by PIVER & ASSOCIATES, PA
HydroCADfD 7.00 s/n 002707 ©1986-2003 Applied Microcomputer Systems 10/412005
Hydrograph for Pond 1 P: (new Pond)
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (acre-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0.000 106.00 0.00 0.00 0.00
0.10 22.62 0.096 108.43 3.73 3.73 0.00
0.20 13.57 0.229 111.33 5.82 5.82 0.00
0.30 0.00 0.210 110.92 5.57 5.57 0.00
0.40 0.00 0.166 110.00 4.97 4.97 0.00
0.50 0.00 0.127 109.15 4.34 4.34 0.00
0.60 0.00 0.094 108.38 3.68 3.68 0.00
0.70 0.00 0.067 107.72 3.00 3.00 0.00
0.80 0.00 0.045 107.17 2.29 2.29 0.00
0.90 0.00 0.029 106.77 1.56 1.56 0.00
1.00 0.00 0.019 106.51 0.86 0.86 0.00
1.10 0.00 0.014 106.37 0.49 0.49 0.00
1.20 0.00 0.011 106.28 0.30 0.30 0.00
1.30 0.00 0.009 106.23 0.20 0.20 0.00
1.40 0.00 0.007 106.19 0.15 0.15 0.00
1.50 0.00 0.006 106.16 0.11 0.11 0.00
1.60 0.00 0.005 106.14 0.08 0.08 0.00
1.70 0.00 0.005 106.13 0.07 0.07 0.00
1.80 0.00 0.004 106.11 0.06 0.06 0.00
1.90 0.00 0.004 106.10 0.05 0.05 0.00
2.00 0.00 0.003 106.09 0.04 0.04 0.00
2.10 0.00 0.003 106.08 0.03 0.03 0.00
2.20 0.00 0.003 106.08 0.03 0.03 0.00
2.30 0.00 0.003 106.07 0.02 0.02 0.00
2.40 0.00 0.002 106.07 0.02 0.02 0.00
2.50 0.00 0.002 106.06 0.02 0.02 0.00
2.60 0.00 0.002 106.06 0.02 0.02 0.00
2.70 0.00 0.002 106.05 0.02 0.02 0.00
2.80 0.00 0.002 106.05 0.02 0.02 0.00
2.90 0.00 0.002 106.05 0.02 0.02 0.00
3.00 0.00 0.002 106.04 0.01 0.01 0.00

Autumn Trace AA-Sample County 10-Year Duration=10 min, lnten=7.50 MIN
Prepared by PIVER & ASSOCIATES, PA
HydroCAD® 7.00 s/n 002707 ®1986-2003 Applied Microcomputer Systems 10/4/2005
Stage-Discharge for Pond 1 P: (new Pond)
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs)
106.00 0.00 0.00 0.00
106.10 0.04 0.04 0.00
106.20 0.15 0.15 0.00
106.30 0.33 0.33 0.00
106.40 0.56 0.56 0.00
106.50 0.82 0.82 0.00
106.60 1.11 1.11 0.00
106.70 1.39 1.39 0.00
106.80 1.64 1.64 0.00
106.90 1.83 1.83 0.00
107.00 2.01 2.01 0.00
107.10 2.17 2.17 0.00
107.20 2.32 2.32 0.00
107.30 2.47 2.47 0.00
107.40 2.60 2.60 0.00
107.50 2.73 2.73 0.00
107.60 2.86 2.86 0.00
107.70 2.98 2.98 0.00
107.80 3.09 3.09 0.00
107.90 3.20 3.20 0.00
108.00 3.30 3.30 0.00
108.10 3.41 3.41 0.00
108.20 3.51 3.51 0.00
108.30 3.60 3.60 0.00
108.40 3.70 3.70 0.00
108.50 3.79 3.79 0.00
108.60 3.88 3.88 0.00
108.70 3.97 3.97 0.00
108.80 4.05 4.05 0.00
108.90 4.14 4.14 0.00
109.00 4.22 4.22 0.00
109.10 4.30 4.30 0.00
109.20 4.38 4.38 0.00
109.30 4.46 4.46 0.00
109.40 4.54 4.54 0.00
109.50 4.61 4.61 0.00
109.60 4.69 4.69 0.00
109.70 4.76 4.76 0.00
109.80 4.83 4.83 0.00
109.90 4.90 4.90 0.00
110.00 4.97 4.97 0.00
110.10 5.04 5.04 0.00
110.20 5.11 5.11 0.00
110.30 5.18 5.18 0.00
110.40 5.24 5.24 0.00
110.50 5.31 5.31 0.00
110.60 5.37 5.37 0.00
110.70 5.44 5.44 0.00
110.80 5.50 5.50 0.00
110.90 5.56 5.56 0.00
111.00 5.62 5.62 0.00
111.10 5.68 5.68 0.00
111.20 5.74 5.74 0.00
111.30 5.80 5.80 0.00
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (c%)
111.40 5.86 5.86 0.00
111.50 5.92 5.92 0.00
111.60 5.98 5.98 0.00
111.70 6.04 6.04 0.00
111.80 6.09 6.09 0.00
111.90 6.15 6.15 0.00
112.00 6.21 6.21 0.00
112.10 6.26 6.26 0.00
112.20 6.32 6.32 0.00
112.30 6.37 6.37 0.00
112.40 6.42 6.42 0.00
112.50 6.48 6.48 0.00
112.60 6.53 6.53 0.00
112.70 6.58 6.58 0.00
112.80 6.64 6.64 0.00
112.90 6.69 6.69 0.00
113.00 6.74 6.74 0.00
113.10 8.91 6.79 2.13
113.20 12.85 6.84 6.01
113.30 18.17 6.89 11.28
113.40 24.67 6.94 17.73
113.50 32.45 6.99 25.46
113.60 41.39 7.04 34.35
113.70 51.93 7.09 44.84
113.80 63.81 7.14 56.67
113.90 75.01 7.18 67.83
114.00 86.91 7.23 79.68

Autumn Trace AA-Sample County 100-Year Duration=10 min, lnten=9.40 in/hr
Prepared by PIVER & ASSOCIATES, PA
HyftCAD® 7.00 sth 002707 ®1986-2003 Apphed Microcomputer Systems 10/4/2005
Pond 1 P: (new Pond)
128.35 cfs
20
15 "
0
M 10 , 6.65 cfs
", jq
0.00 cfs
Hydrograph
------------------------------------
0 1
Time (hours)
----------------------------------------
Inflow Area=6.364 ac
Peek Elev=112.83'
-------------- StOrafle=0:30-9- of--
- - , -------------------- ---------
2
3
¦ Inflow
Outflow
0 Primary
® Secondary
Autumn Trace AA-Sample County 100-Year Duration=10 min, Inten=9.40 in/hr
Prepared by PIVER & ASSOCIATES, PA
HydroCADO 7.00 sin 002707 ®1986-2003 Applied Microcomputer Systems 10/4/2005
Pond 1 P: (new Pond)
Inflow Area = 6.364 ac, Inflow Depth= 0.74" for 100-Year event
Inflow = 28.35 cfs @ 0.09 hrs, Volume= 0.390 of
Outflow = 6.65 cfs @ 0.23 hrs, Volume= 0.388 af, Atten= 77%, Lag= 8.4 min
Primary = 6.65 cfs @ 0.23 hrs, Volume= 0.388 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, rime Span= 0.00-3.00 hrs, dt= 0.01 hrs
Peak Elev= 112.83@ 0.23 hrs Surf.Area= 0.053 ac Storage= 0.307 of
Plug-Flow detention time= 24.1 min calculated for 0.388 of (100% of inflow)
Center-of-Mass det. time= 24.1 min ( 31.6 - 7.5 )
# Invert Avail.Storaae Storage Description
1 106.00' 0.371 of 20.00'W x 80.00'L x 8.00'H Prismatoid Z=0.5
# Routing Invert Outlet Devices
1 Primary 106.00' 10.0" Vert. Orifice/Grate C= 0.600
2 Secondary 113.00' 24.0' long x ON breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=6.65 cfs @ 0.23 hrs HW=112.83' (Free Discharge)
t--1=0rifice/Grate (Orifice Controls 6.65 cfs @ 12.2 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=106.00' (Free Discharge)
t--2=Broad-Crested Rectangular Weir (Controls 0.00 cfs)
Autumn Trace AA-Sample County 100-Year Duration=10 min, Inten=9.40 in/hr
Prepared by PIVER & ASSOCIATES, PA
ydroCAD® 7.00 s/n 002707 01986-2003 Applied Microcomputer Systems 10/4/2005
Hydrograph for Pond 1 P: (new Pond)
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (acre-feet) (feet) (cfs) (cfs) (cis)
0.00 0.00 0.000 106.00 0.00 0.00 0.00
0.10 28.35 0.122 109.02 4.24 4.24 0.00
0.20 17.01 0.284 112.58 6.52 6.52 0.00
0.30 0.00 0.275 112.22 6.33 6.33 0.00
0.40 0.00 0.225 111.24 5.77 5.77 0.00
0.50 0.00 0.180 110.30 5.17 5.17 0.00
0.60 0.00 0.139 109.42 4.55 4.55 0.00
0.70 0.00 0.104 108.63 3.90 3.90 0.00
0.80 0.00 0.075 107.93 3.23 3.23 0.00
0.90 0.00 0.051 107.34 2.52 2.52 0.00
1.00 0.00 0.033 106.88 1.80 1.80 0.00
1.10 0.00 0.022 106.58 1.05 1.05 0.00
1.20 0.00 0.015 106.41 0.58 0.58 0.00
1.30 0.00 0.011 106.31 0.35 0.35 0.00
1.40 0.00 0.009 106.25 0.23 0.23 0.00
1.50 0.00 0.008 106.20 0.16 0.16 0.00
1.60 0.00 0.006 106.17 0.12 0.12 0.00
1.70 0.00 0.006 106.15 0.09 0.09 0.00
1.80 0.00 0.005 106.13 0.07 0.07 0.00
1.90 0.00 0.004 106.12 0.06 0.06 0.00
2.00 0.00 0.004 106.10 0.05 0.05 0.00
2.10 0.00 0.003 106.09 0.04 0.04 0.00
2.20 0.00 0.003 106.09 0.03 0.03 0.00
2.30 0.00 0.003 106.08 0.03 0.03 0.00
2.40 0.00 0.003 106.07 0.02 0.02 0.00
2.50 0.00 0.003 106.07 0.02 0.02 0.00
2.60 0.00 0.002 106.06 0.02 0.02 0.00
2.70 0.00 0.002 106.06 0.02 0.02 0.00
2.80 0.00 0.002 106.06 0.02 0.02 0.00
2.90 0.00 0.002 106.05 0.02 0.02 0.00
3.00 0.00 0.002 106.05 0.02 0.02 0.00
Autumn Trace AA-Sample County 100-Year Duration=10 min, Inten=9.40 in/hr
Prepared by PIVER & ASSOCIATES, PA
HydroCAD® 7.00 s/n 002707 ®1986-2003 Applied Microcomputer Systems 10/4/2005
Stage-Discharge for Pond 1 P: (new Pond)
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs)
106.00 0.00 0.00 0.00
106.10 0.04 0.04 0.00
106.20 0.15 0.15 0.00
106.30 0.33 0.33 0.00
106.40 0.56 0.56 0.00
106.50 0.82 0.82 0.00
106.60 1.11 1.11 0.00
106.70 1.39 1.39 0.00
106.80 1.64 1.64 0.00
106.90 1.83 1.83 0.00
107.00 2.01 2.01 0.00
107.10 2.17 2.17 0.00
107.20 2.32 2.32 0.00
107.30 2.47 2.47 0.00
107.40 2.60 2.60 0.00
107.50 2.73 2.73 0.00
107.60 2.86 2.86 0.00
107.70 2.98 2.98 0.00
107.80 3.09 3.09 0.00
107.90 3.20 3.20 0.00
108.00 3.30 3.30 0.00
108.10 3.41 3.41 0.00
108.20 3.51 3.51 0.00
108.30 3.60 3.60 0.00
108.40 3.70 3.70 0.00
108.50 3.79 3.79 0.00
108.60 3.88 3.88 0.00
108.70 3.97 3.97 0.00
108.80 4.05 4.05 0.00
108.90 4.14 4.14 0.00
109.00 4.22 4.22 0.00
109.10 4.30 4.30 0.00
109.20 4.38 4.38 0.00
109.30 4.46 4.46 0.00
109.40 4.54 4.54 0.00
109.50 4.61 4.61 0.00
109.60 4.69 4.69 0.00
109.70 4.76 4.76 0.00
109.80 4.83 4.83 0.00
109.90 4.90 4.90 0.00
110.00 4.97 4.97 0.00
110.10 5.04 5.04 0.00
110.20 5.11 5.11 0.00
110.30 5.18 5.18 0.00
110.40 5.24 5.24 0.00
110.50 5.31 5.31 0.00
110.60 5.37 5.37 0.00
110.70 5.44 5.44 0.00
110.80 5.50 5.50 0.00
110.90 5.56 5.56 0.00
111.00 5.62 5.62 0.00
111.10 5.68 5.68 0.00
111.20 5.74 5.74 0.00
111.30 5.80 5.80 0.00
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs)
111.40 5.86 5.86 0.00
111.50 5.92 5.92 0.00
111.60 5.98 5.98 0.00
111.70 6.04 6.04 0.00
111.80 6.09 6.09 0.00
111.90 6.15 6.15 0.00
112.00 6.21 6.21 0.00
112.10 6.26 6.26 0.00
112.20 6.32 6.32 0.00
112.30 6.37 6.37 0.00
112.40 6.42 6.42 0.00
112.50 6.48 6.48 0.00
112.60 6.53 6.53 0.00
112.70 6.58 6.58 0.00
112.80 6.64 6.64 0.00
112.90 6.69 6.69 0.00
113.00 6.74 6.74 0.00
113.10 8.91 6.79 2.13
113.20 12.85 6.84 6.01
113.30 18.17 6.89 11.28
113.40 24.67 6.94 17.73
113.50 32.45 6.99 25.46
113.60 41.39 7.04 34.35
113.70 51.93 7.09 44.84
113.80 63.81 7.14 56.67
113.90 75.01 7.18 67.83
114.00 86.91 7.23 79.68
I ,
Riser Floatation Calculations

F fe±-c`?-U L b ct.Ifs ?V??SY OT
C, J
5
iS? Y `? k 1 X het 1f - !?? ?(.
1 7t T=t
Tc?j
-77
1
I

l
F f?? _
¦ 1 10
0
1 T I

o
v
>

r

0

o
A

n

?

r

o
A

z =

4

N r
m
rn
z

YO
a9.

p.
Q
0
avi¦aw --
ads 4f AS3Mtes P.& (moofm)
AUTUMN TRACE ' .»••,•`•"•••••••
?r ..a?ooaao?a.?s AP
ARTi1OOV'I'3 - - - - w -
Run= nmmcAmQLm2w
IKAH?fmomw
RAMOK NC
ma 4"W"m
J!L U

l?
l
?f
1 ?~
_ Y_ II _
r rrN ? it
ri r=3
A n r ? Q . t!
sill
lot
le =• .? A
0,4
9 49Y
t
4
l
-444
WAS
i
?- .. Y ,ail 7,j 7
Y
tl
Vv -VIP
Of oil it
# c?
oil
staff,
Pit Ir'I of
p I Foi F4-i
D - -- -
¦ a /7? him l ssoWateS, PJL N is err w.?iwwew.w ww r ?'-?
iF AT,v?TRA
...¦...
1.t?
__ y NM?=D?aQtq ??w APAR71AHM
?asaaKaMo
go RAMOiLNC
11 I '
I
11 I
? II
i i
I
i I
® ? I I °

I
m
m
m F m
X
-13
z
r-
m
i
v
o 0
r*?
0
M z Ci

p

D (7

Z z n
0
z
0
;o
?
m
z ? N
z
v

z cn

?
? `?'
n
r
m
z
m

Kip
Q

ow
i

? I I I ? L
f N ``
r-
1
i

AUTUMN TRACE
""T1Voum
RAMOIL NC
I
ititt[ 10 POW tr o
I II
D I
I
i
? II
i III
?N MMNN
]Ewer & Assoetates `"
9r woral>aoaasou?? sam?oo oPms
¦Ai>?I, 11?7aCA1?iM?Jfl! s? ?e
'???to11?M?flOq
?•A• IIAZ pll?NNOA 1?''NNN?ix?"N?"-
r r:-p
fir,
All
Q HIM
?----?
r $?s f?
c ; joist cl
W # !S a ?e
41
T
oil
oil
lux
rri
f r+s:. i
rri
# # A ! 119 rri
B
¦
I I
D
Z k
k ?
r ?.!og 1 # Popp yy
D >! • ? ? r • r r! ? r ? - M
_ , #a %Aii
irT? ii'w«i«Kisi i golden
?• ? iN•i"I?? iP
?!? x p 3
a ? i???a'`??? R
?i
?1iP? ? ??? aaK
i It
all
FT1
FT1
€AA o
a=
Pli-I till
A ? aN„ynu,up„ 1tiY?i
P? & Assodates P?. =f i t. AUTUMN TRACE ?..,..?.,,»..., ...?.. .,,M...
,.;..,a.tt...
Q ? ? tma?e APART ESE ?....,...
r
mm "Nswo

-

?.

s

z
e
m
!PA
s
i
? rr?rr rt• r - 11 A? ? f kR ?? 1+ t Al
D .?
I
AI I o E
c
?

Z

?
?
o
?
?a1
c

R
•
?? ?
4 z ? 1 ? ?i ?1
D
r ? ? ? ?ry i
?{ 1R
8 g ?
Q?
aia
? ? ?
A ? ? f 1 D r - M??M
JUN-13-2006 16:39 FROM:PIVER & ASSOCIATES
e w
[phone]
TO:8480455
Permit No.
P.2
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
;I n?
DETENTION BASIN SUPPLEMENT
This form may be phatocepled 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: A , -+,.*,* Contact Person: T': ?`4,, Phone Number. (jig ) P y E - 2v l 1
For projects with multiple basins, specify which basin this worksheet applies to: ZI A
elevations
Basin Bottom Elevation 10G.0 ft. (floor of the basin)
Permanent Pool Elevation ft. (elevation of the or flce)
Temporary Pool Elevation J o 6.3 ft. (elevation of the discharge structure overflow)
areas
Permanent Pool Surface Area N1r4 sq. ft. (water surface area at the orifice elevation)
Drainage Area 6.344 ac. (on-site and off-site drainage to the basin)
Impervious Area Z., i 9!J ac. (on-site and off-site drainage to the basin)
volumes
Permanent Pool Volume 8_11A _ cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume o u cu. ft. (volume detained above the permanentpool)
Forebay Volume &.04A _ cu. ft. (approximately 24% of total volume)
Other parameters
SAMA1 W.A (surface area to drainage area ratio from DWQ table)
Diameter of Orifice 1 VII- in. (2 to S day temporary pool draw-down required)
Design Rainfall 1 in.
Design TSS Removal Z iY,1_A % (minimum 85% required)
Foss SWU-102 Rev 3.99 Page 1 of 4
[phone] => EVERGREEN SPECTRUM ,TEL=919 848 0455 06/13'06 17:07
JUN-13-2006 16:39 FROM:PIVER & ASSOCIATES C919)844-9070

Footnotes:
TO:e4eo455
P.3
1 when using the Division SAIDA tables, the correct SAIDA 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.
2 In the 20 coastal oounties, the requirement for a vegetative filter maybe waived if the wet detention basin is designed to ptovido
900/a TSS removal. The NCDENR BhdP manual provides design tables for both 85% TSS removal and 90°x6 TSS removal.
11. 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: IS 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 justHication.
Applicants Initials
/V f A a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
N/ A b. The forebay volume is approximately equal to 20% of the basin volume.
'T.m c. The temporary pool controls runoff from the design storm event.
-9" d. The temporary pool draws down in 2 to S days.
A11A e. If required, a 30-foot vegetative filter is provided at the outlet (include non-erosive flow
calculations)
f. The basin length to width ratio is greater than 3:1.
g. The basin side slopes above the permanent pool are no steeper than 3:1.
N1 h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
i. Vegetative cover above the permanent pool elevation is specified.
`lam j. A trash rack or similar device is provided for both the overflow and orifice.
Aj z,A --- k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
Un 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.
&/ A m. A mechanism is specified which will drain the basin for maintenance or an emergency.
D .r
M. ARE& DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) 0 does does not incorporate a vegetated filter at the outlet.
This system (check one) 0 does ,,'does not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of4

[phone] => EVERGREEN SPECTRUM ,TEL=919 848 0455
06/13'06 17:08
JUN-13-2006 16:39 FROM:PIVER & ASSOCIATES
..
[phone]
Maintenance activities shall be performed as follows:
TO:8480455
1. After every significant runoff producing rainfall event and at least monthly:
Of
a. Inspect the vwk detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
P.4
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 6eA feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads /?1 A_ feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation ,Q(4ef'
Sediment R oval El. 10 75 °
_ -- _ Sediment Removal Elevation ) [? 1?. cs ' 75%
Bottom Ele ation..jlZ% ----------------------------------------- ------
Bottom Elevation 10(0j 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 of4
[phone] => EVERGREEN SPECTRUM ,TEL=919 848 0455 06/13'06 17:08
JUN-13-2006 16:40 FROM:PIUER & ASSOCIATES (919)844--9070
TO:8480455
7. All components of the wet detention basin system shall be maintained in good working order.
P.5
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:,- T'i maiiv4 Mary",t
Title: c,-6,-
Address. -7-7tc, yti F -I s ko4 lZclcx?L pat- L-7(.IS
Phone: 9 l 4 t?ti 6 -zoy l -
Signature:
Date: 6-1-4,06
NOW The legally responsible party should not be a homeowners association unless more than 50% of the lots have boon sold and a
resident of the subdivision has been named the president
a Notary Public for the State of
C ;ty of w? , do hereby certify that T? __ ??o
personally appeared before me this /_ day of and acknowledge the due
execution of the forgoing wet detention basin maint ce requirements. Witness my hand and official seal,
a w;
* d .4c
7 . eoly
Nvr
SEAL
My commission expires fx Z?
Form SWU-102 Rov 3.99
Page 4 c 4

[phone] => EVERGREEN SPEC-RUM ,TEL=919 848 0455 06/13'06 17:08
ig
!oil
41
p
L?
I

r

M
0
s
0

T;a
?.
CooE rmi ?. O
Q'i
co g? a o

0
? m
D •

f

i
f ?
m
I
i \
.?

a
n ? o
- h2
its.
Qo
T
w

It

?R
?aaac
r
f
4t
g

'_ •?b r
I
lot
I
i'
A
v
G'
2
L n
[JUt

Z J
)
?? ? Guy

?
o
- o
r O
cor)

r * r r
40-
I, #
•
I?

r---------------
I ? I
I TO
L----------------- J
?I
?i
I

P14ef & ASSOciat es PA
"''?°r• ?"
?w•
?` , ,?. ?.?...,,r„d..?.a. p. ?...?.
, +
?
? AUTUMN TRAM
UNA
mmCAmmmm
's NC
RALBiOH
A
ue o m
mom ,? , ,? ,

z
?r
?g
S

1ii a
IE
I?
It
- -- -.. 1-9*--1 f-'e"-1
O
Nph
R
any Zs ..,??_,.•_- ?• -
? o
-1
0
? m
N

m

ZZ \4
N? m
V
a
T ? r

00
o0
r
w?
I`
ll
i
gZ
v
v
D
0
p

?R

\
IT

'r r
` i
?.?rN
_ lee

r r r r r? `
C ?
cl)
a
R
iY
rill
I I

pH

G
m
9-
71

ZC
ti ? ?/ V r1
!
.
> A
> N
O
O
_ D7
2

r----------------7 i'1
1P H
I ?
. 1
g I
R . wi q
'?•Q L -----------------?
B
Jl
? ?MM1NIy/ ? _ ?i
Rver Associates, P.A. , ?.... ?.M.. ..,.?..... ?...,.. ' _
AUTUMN TRACE
J ZOAQ R3S2m _ s • ?e?a..a ?wa? w?ybawwo?w a? wr ?r
C? t111?,I?15CA1Q1U? APART a ?w?owe? -
V - -
?s? F
0 W A TF,9 Michael F. Easley, Governor
P
?

r William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources

O .? Alan W. Klimek, P.E. Director
Division of Water Quality
August 24, 2005
DWQ Project # 05-0687
Wake County
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Tim Morgan
Evergreen Construction Company, Inc.
7706 Six Forks Road
Suite 202
Raleigh, NC 27615
Subject Property: Autumn Trace Apartments
Trawick Road, Raleigh
REQUEST FOR MORE INFORMATION
Dear Mr. Morgan;
On April 20, 2005, the Division of Water Quality (DWQ) received your application dated April 15, 2005
to impact 0.082 acres of wetlands and 20 feet of streams to construct the proposed widening of Trawick
Road as required by the City of Raleigh for this development. Since more than 60 days has passed, the
Division has waived the 401 Certification for the road widening for the Nationwide Permit 14 which you
applied for. Therefore you can construct the road widening impacts as proposed.
However, the DWQ has determined that your application was incomplete and/or provided inaccurate
information as discussed below with respect to the proposed sewer line and apartment development. The
DWQ will require additional information in order to process your application to impact protected
wetlands and/or streams on the subject property. Therefore, unless we receive the additional information
requested below, we will have to move toward denial of your project as required by 15A NCAC 2H .0506
and will place this project on hold as incomplete until we receive this additional information. Please
provide the following information so that we may continue to review your project.
Additional Information Requested:
1. Water Quality Certification
You have proposed to use Nationwide Permit 14 for the road widening, sewer line and apartment
development. However, Nationwide Permit 14 is for road crossings rather than for sewer lines
and site development. Therefore, you will need another Nationwide Permit issued by the US
Army Corps of Engineers (and the corresponding 401 Certification from DWQ) for those
impacts. Please address which Nationwide Permits are available for the sewer and apartment
impacts.
401 Oversight/Express Review Permitting Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: httn://h2o.enr.state.nc.us/ncwettands
None thjCaroina
An Equal Opportunity/Affirmative Action Employer- 50% Recycled/10% Post Consumer Paper
Tim Morgan
Page 2 of 2
August 23, 2005
2. Neuse River Buffer rules
As you know, the Neuse River buffer rules apply to this site. The main stream channel which
crosses under Trawick Road is subject to these rules. However the Wake County Soil Survey
(Map 50) also shows a stream channel that runs parallel to Trawick Road through the wetland
areas delineated by the US Army Corps of Engineers. Therefore, unless DWQ staff make a site
visit and determine that this feature is not subject to the Neuse Buffer rules, then a protected 50
foot zone on each side of the channel is protected from development. According to your site
plan, the apartment complex is located on top of this feature. If this feature is subject to the
Buffer rules, you will need to modify your site plan to protect the stream buffer. I suggest that
you schedule a site visit with DWQ staff in order to make this determination. I can be reached at
733-9646 if you would like to schedule this visit.
3. Stormwater Management
The Buffer rules require that stormwater from development be directed to sheet flow through the
protected buffers in order to remove nutrients from runoff. According to your site plan, there is
no provision for on-site stormwater management although the application references stormwater
management to meet the City of Raleigh's Stormwater Management requirements. Please
provide a stormwater management plan which meets the requirements of the Buffer rules. It is
likely that a constructed wetland or bioretention areas will be needed based on the percent
impervious coverage of this site.
Please respond within three weeks of the date of this letter by sending this information to me in writing
and Mike Horan of the DWQ Raleigh Regional Office. If we do not hear from you within three weeks,
we will assume that you no longer want to pursue this project and we will consider the project as
withdrawn.
This letter only addresses the application review and does not authorize any impacts to wetlands, waters
or protected buffers. Please be aware that any impacts requested within your application are not
authorized (at this time) by the DWQ. Please call me or Mr. Ian McMillan at 919-733-1786 if you have
any questions regarding or would like to set up a meeting to discuss this matter.
Unit
CBK/jrd
cc: Mike Horan, DWQ Raleigh Regional Office
USACE Raleigh Regulatory Field Office
File Copy
Central Files
Rick Balser, Piver and Associates, 8009 Creedmoor Road, Suite 200, Raleigh, NC 27613
Filename: 050687AutumnTrace(W ake)OnHold& Waiver
Sincerely,
[Fwd: RRO Comments In]
Subject: [Fwd: RRO Comments In]
From: Cyndi Karoly <[e-mail]>
Date: Mon, 06 Jun 2005 09:47:01 -0400
To: Ian McMillan <[e-mail]>
Ian - please handle
Mike - please send straigtforward stuff like this to Ian. He'll see me with
questions - that's his OJT.
Subject: RRO Comments In
From: Mike Horan <mike. horan @ ncmail.net>
Date: Fri, 03 Jun 2005 15:57:09 -0400
To: Cyndi Karoly <[e-mail]>
Cyndi, I have entered comments for the following 401 Apps:
DWQ # 05-0631 The Knolls of the Neuse Put on hold for buffer determination
DWQ # 05-0687 Autumn Trace Apartments Put on hold need stormwater mngmt
DWQ # 05-0080 Magnolia Plantation Issue
RRO Comments In Content-Type: message/rfc822
Content-Encoding: 7bi t
1 of 1 6/6/2005 1:34 PM
Triage Check List
Date: V/ZZ/o L ProjettName:
DWQ#: o,- 0 6,1? 7
t+. 5 E County: Wu K?
To: ? ARO Kevin Barnett ? WaRO Tom Steffens and Kyle Barnes
? FRO Ken Averitte ? Wi-RO Noelle Lutheran
? MRO Alan Johnson ? WSRO Daryl Lamb
2 RRO Mike Horan
From: terry E. iv °- Telephone : (919) 7i s - 3y7/
The file attached is being forwarded 'to ° our for your evaluation.
Please call if you need as 'stance.
? Stream length impacted ?.
? Stream determination
® Wetland determination and distance to blue-line surface waters on USFW topo maps
? Minimization/avoidance issues
? Buffer Rules (Meuse, Tar-Pamlico, Catawba, Randleman)
? Pond fill
? Mitigation Ratios
? Ditching
? Are the stream and or wetland mitigation sites available and viable?
I, Check drawings for accuracy
? Is the application consistent with pre-application meetings?
? Cumulative impact concern
Comments: P(uJ< vrae, Suva 0, 1 ac vv?tl.,Kc{ ?nls r7 vuV
STORMWATER CALCULATIONS
Autumn Trace Apartments - Traivick Road and Eck Drive
Raleigh, NC
Developer:
Autumn Trace Housing Associates.
LLC
7706 Six Forks Road; Suite 202
Raleigh, NC 27615
[phone]
Designer:
Piver & Associates. P.A.
8009 Creedmoor Rd., Suite 200
Raleigh, NC 27613
[phone]

ry
t?
J
,
n

- 'J t
t?1
v
,

July 26, 2005
CONTENTS
Gutter Spread Calculations
Nitrogen Calculations
Summary of Pipes for Storm Drainage
Storm Drainage Calculations
Dry Detention Pond Calculations
Gutter Spread Calculations

Cl #1 Trawick Rd X-Section
Cross Section for Irregular Channel
Project Description
Project File c:\haestad\fmw\autumn t.fm2
Worksheet CI#1 Trawick Rd
Flow Element Irregular Channel
Method Manning's Formula
Solve For Water Elevation
Section Data
Wtd. Mannings Coefficient 0.015
Channel Slope 0.028600 ft/ft
Water Surface Elevation 0.10 ft
Discharge 0.55 cfs
0.55
0.5
0.45
0.4
0.35
9
0.3
C
0
m
0.25
UJ
0.2-
0.15-
0.1-
0.05-
0.0-
0.0
5.0 10.0 15.0 20.0 25.0
Station (ft)
30.0
07/24/05 FlowMester v5.13
12:43:55 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
Cl #1 Trawick Rd
Worksheet for Irregular Channel
Project Description
Project File c:\haestadlfmvAautumn t.fm2
Worksheet CI#1 Trawick Rd
Flow Element Irregular Channel
Method Manning's Formula
Solve For Water Elevation
Input Data
Channel Slope 0.028600 fVft
Elevation range: 0.00 ft to 0.54 ft.
Station (ft) Elevation (ft) Start Station End Station Roughness
0.00 0.54 0.00 26.50 0.015
26.00 0.00
26.00 0.50
26.50 0.50
Discharge 0.55 cfs
Results
Wtd. Mannings Coefficient 0.015
Water Surface Elevation 0.10 ft
Flow Area 0.24 ft2
Wetted Perimeter 4.94 ft
Top Width 4.84 ft
Height 0.10 ft
Critical Depth 0.13 ft
Critical Slope 0.008465 ft/ft
Velocity 2.25 ftis
Velocity Head 0.08 ft
.Specific Energy 0.18 ft
Froude Number 1.77
Flow is supercritical.
07/24/05 FlowMaster v5.13
12:43:00 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
Cl #2 Trawick Rd X-Section
Cross Section for Irregular Channel
Project Description
Project File c:\haestad\fmw\autumn t.fm2
Worksheet CI#2 Trawick Rd
Flow Element Irregular Channel
Method Manning's Formula
Solve For Water Elevation

Section Data
Wtd. Mannings Coefficient 0.015
Channel Slope 0.040000 ft/ft
Water Surface Elevation 0.13 ft
Discharge 1.22 cfs
0.55
0.5
0.45
0.4
0.35
0.3
C
0
m
0.25
w
0.2
0.15
0.1
0.05
0.0
0.0 5.0
10.0 15.0 20.0 25.0
Station (ft)
30.0
07/24/05 FlowMaster v5.13
12:58:02 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
Cl #2 Trawick Rd
Worksheet for Irregular Channel
Project Description
Project File c:\haestad\fmw\autumn t.fm2
Worksheet CI#2 Trawick Rd
Flow Element Irregular Channel
Method Manning's Formula
Solve For Water Elevation
Input Data
Channel Slope 0.040000 fttft
Elevation range: 0.00 ft to 0.54 ft.
Station (ft) Elevation (ft) Start Station End Station Roughness
0.00 0.54 0.00 26.50 0.015
26.00 0.00
26.00 0.50
26.50 0.50
Discharge 1.22 cfs
Results
Wtd. Mannings Coefficient 0.015
Water Surface Elevation 0.13 ft
Flow Area 0.39 ftz
Wetted Perimeter 6.27 ft
Top Width 6.14 ft
Height 0.13 ft
Critical Depth 0.17 ft
Critical Slope 0.007608 ft/ft
Velocity 3.12 ft/s
Velocity Head 0.15 ft
Specific Energy 0.28 ft
Froude Number 2.18
Flow is supercritical.
07/24/05 FlowMaster v5.13
12:57:55 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
Cl #3 Trawick Rd X-Section
Cross Section for Irregular Channel
Project Description
Project File c:\haestad\fmw\autumn t.fm2
Worksheet Cl #3 Trawick Rd
Flow Element Irregular Channel
Method Manning's Formula
Solve For Water Elevation
Section Data
Wtd. Mannings Coefficient 0.015
Channel Slope 0.040000 ft/ft
Water Surface Elevation 0.13 ft
Discharge 1.22 cfs
0.55
0.5
0.45-
0.4
0.35
sK
v
0.3
c
0
m
0.25
15
0.2
0.15
0.1
0.05
0.0
0.0 5.0 10.0 15.0 20.0
Station (ft)
25.0 30.0
07/24/05 FlowMaster v5.13
01:01:01 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
Cl #3 Trawick Rd
Worksheet for Irregular Channel
Project Description
Project File c:\haestad\fmw\autumn t.fm2
Worksheet Cl #3 Trawick Rd
Flow Element Irregular Channel
Method Manning's Formula
Solve For Water Elevation
Input Data
Channel Slope 0.040000 ft/ft
Elevation range: 0.00 ft to 0.54 ft.
Station (ft) Elevation (ft) Start Station End Station Roughness
0.00 0.54 0.00 26.50 0.015
26.00 0.00
26.00 0.50
26.50 0.50
Discharge 1.22 cfs
Results
Wtd. Mannings Coefficient 0.015
Water Surface Elevation 0.13 ft
Flow Area 0.39 ft2
Wetted Perimeter 6.27 ft
Top Width 6.14 ft
Height 0.13 ft
Critical Depth 0.17 ft
Critical Slope 0.007608 ft/ft
Velocity 3.12 ft/s
Velocity Head 0.15 ft
Specific Energy 0.28 ft
Froude Number 2.18
Flow is supercritical.
07/24/05 FlowMaster v5.13
01:00:47 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
CI #4 Trawick Rd X-Section
Cross Section for Irregular Channel
Project Description
Project File c:\haestad\fmw\autumn t.fm2
Worksheet CI #4 Trawick Rd
Flow Element Irregular Channel
Method Manning's Formula
Solve For Water Elevation
Section Data
Wtd. Mannings Coefficient 0.015
Channel Slope 0.033000 ft/ft
Water Surface Elevation 0.09 ft
Discharge 0.43 cfs
0.55
0.5
0.45
0.4
0.35
0.2
C
0
N
0.25
W
0.2-
0.15-
0.1-
0.05-
0.0-
0.0
5.0 10.0 15.0 20.0 25.0
Station (ft)
30.0
07/24/05 FlowMaster v5.13
02:10:46 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
Cl #4 Trawick Rd
Worksheet for Irregular Channel
Project Description
Project File c:lhaestadlfmw\autumn t.fm2
Worksheet Cl #4 Trawick Rd
Flow Element Irregular Channel
Method Manning's Formula
Solve For Water Elevation
Input Data
Channel Slope 0.033000 ft/ft
Elevation range: 0.00 ft to 0.54 ft.
Station (ft) Elevation (ft) Start Station
0.00 0.54 0.00
26.00 0.00
26.00 0.50
26.50 0.50
Discharge 0.43 oft
Results
Wtd. Mannings Coefficient 0.015
Water Surface Elevation 0.09 ft
Flow Area 0.19 ftz
Wetted Perimeter 4.39 ft
Top Width 4.30 ft
Height 0.09 ft
Critical Depth 0.11 ft
Critical Slope 0.008737 ft[ft
Velocity 2.24 f t/s
Velocity Head 0.08 ft
Specific Energy 0.17 ft
Froude Number 1.86
Flow is supercritical.
End Station
26.50
07/24/05
02:10:28 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone]
Roughness
0.015
FlowMaster v5.13
Page 1 of 1
i v
Cl #5 Trawick X-Section
Cross Section for Irregular Channel
Project Description
Project File c:\haestad\fmw\autumn t.fm2
Worksheet Cl #5 Trawick Rd
Flow Element Irregular Channel
Method Manning's Formula
Solve For Water Elevation
Section Data
Wtd. Mannings Coefficient 0.015
Channel Slope 0.027000 ft/ft
Water Surface Elevation 0.11 ft
Discharge 0.71 cfs
0.55
0.5
0.45-
0.4
0.35
0.3
C
0
co
m 0.25
W
0.2
0.15
0.1
0.05
0.0-
0.0 5.0 10.0 15.0 20.0 25.0 30.0
Station (ft)
07/24/05 FlowMaster v5.13
02:14:01 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
Cl #5 Trawick Rd
Worksheet for Irregular Channel
Project Description
Project File c:\haestadlfmvAautumn t.fm2
Worksheet Cl #5 Trawick Rd
Flow Element Irregular Channel
Method Manning's Formula
Solve For Water Elevation
Input Data
Channel Slope 0.027000 ft/ft
Elevation range: 0.00 ft to 0.54 ft.
Station (ft) Elevation (ft) Start Station End Station Roughness
0.00 0.54 0.00 26.50 0.015
26.00 0.00
26.00 0.50
26.50 0.50
Discharge 0.71 cfs
Results
Wtd. Mannings Coefficient 0.015
Water Surface Elevation 0.11 ft
Flow Area 0.30 ftz
Wetted Perimeter 5.49 ft
Top Width 5.38 ft
Height 0.11 ft
Critical Depth 0.14 ft
Critical Slope 0.008181 ft/ft
Velocity 2.35 ft/s
Velocity Head 0.09 ft
Specific Energy 0.20 ft
Froude Number 1.75
Flow is supercritical.
07/24/05 FlowMaster v5.13
02:13:44 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
Cl #6 Trawick Rd X-Section
Cross Section for Irregular Channel
Project Description
Project File c:Xhaestad\fmwlautumn t.fm2
Worksheet Cl #6 Trawick Rd
Flow Element Irregular Channel
Method Manning's Formula
Solve For Water Elevation
Section Data
Wtd. Mannings Coefficient 0.015
Channel Slope 0.020000 ft/ft
Water Surface Elevation 0.14 ft
Discharge 1.06 cfs
0.55
0.5
0.45-
0.4
0.35
v
0.3
C
0
m
0.25
111
0.2
0.15
0.1
0.05
0.0
0.0 5.0 10.0 15.0 20.0 25.0 30.0
Station (ft)
07/24/05 FlowMaster v5.13
02:17:43 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
CI #6 Trawick Rd
Worksheet for Irregular Channel
Project Description
Project File c:\haestad\fmw\autumn t.fm2
Worksheet Cl #6 Trawick Rd
Flow Element Irregular Channel
Method Manning's Formula
Solve For Water Elevation
Input Data
Channel Slope 0.020000 fttft
Elevation range: 0.00 ft to 0.54 ft.
Station (ft) Elevation (ft) Start Station End Station Roughness
0.00 0.54 0.00 26.50 0.015
26.00 0.00
26.00 0.50
26.50 0.50
Discharge 1.06 cfs
Results
Wtd. Mannings Coefficient 0.015
Water Surface Elevation 0.14 ft
Flow Area 0.46 ft2
Wetted Perimeter 6.77 ft
Top Width 6.63 ft
Height 0.14 ft
Critical Depth 0.16 ft
Critical Slope 0.007749 fttft
Velocity 2.32 ftts
Velocity Head 0.08 ft
Specific Energy 0.22 ft
Froude Number 1.56
Flow is supercritical.
07/24/05 FlowMaster v5.13
02:17:29 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
Cl #7 Trawick Rd X-Section
Cross Section for Irregular Channel
Project Description
Project File c:\haestadlfmw\autumn t.fm2
Worksheet Cl #7 Trawick Rd
Flow Element Irregular Channel
Method Manning's Formula
Solve For Water Elevation
Section Data
Wtd. Mannings Coefficient 0.015
Channel Slope 0.020000 ft/ft
Water Surface Elevation 0.09 ft
Discharge 0.30 cfs
0.55
0.5
0.45-
0.4
0.35
v
0.3
c
0
co
0.25
W
0.2
0.15
0.1
0.05
0.0
0.0 5.0 10.0 15.0 20.0 25.0 30.0
Station (ft)
07/24/05 FlowMaster v5.13
02:19:20 PM Haested Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
Cl #7 Trawick Rd
Worksheet for Irregular Channel
Project Description
Project File c:\haestad\fmw\autumn t.fm2
Worksheet Cl #7 Trawick Rd
Flow Element Irregular Channel
Method Manning's Formula
Solve For Water Elevation
Input Data
Channel Slope 0.020000 ft/ft
Elevation range: 0.00 ft to 0.54 ft.
Station (ft) Elevation (ft) Start Station End Station Roughness
0.00 0.54 0.00 26.50 0.015
26.00 0.00
26.00 0.50
26.50 0.50
Discharge 0.30 cfs
Results
Wtd. Mannings Coefficient 0.015
Water Surface Elevation 0.09 ft
Flow Area 0.18 ftz
Wetted Perimeter 4.22 ft
Top Width 4.13 ft
Height 0.09 ft
Critical Depth 0.10 ft
Critical Slope 0.009169 ft/ft
Velocity 1.69 ft/s
Velocity Head 0.04 ft
Specific Energy 0.13 ft
Froude Number 1.44
Flow is supercritical.
07/24/05 FlowMaster v5.13
02:19:06 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
Cl #10 Eck Dr X-Section
Cross Section for Irregular Channel
Project Description
Project File c:\haestadlfmwlautumn t.fm2
Worksheet Cl #10 Eck Dr
Flow Element Irregular Channel
Method Manning's Formula
Solve For Water Elevation
Section Data
Wtd. Mannings Coefficient 0.015
Channel Slope 0.025000 ft/ft
Water Surface Elevation 0.13 ft
Discharge 0.94 cfs
0.5
0.45
0.4
0.35
0.3
C
0.25
N
ty
W 0.2
0.15
0.1
0.05
07/24/05
02:30:53 PM
0.0'-
0.0
2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0
Station (ft)
FlowMaster v5.13
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
Cl #10 Eck Dr
Worksheet for Irregular Channel
Project Description
Project File c:\haestad\fmw\autumn t.fm2
Worksheet Cl #10 Eck Dr
Flow Element Irregular Channel
Method Manning's Formula
Solve For Water Elevation
Input Data
Channel Slope 0.025000 fttft
Elevation range: 0.00 ft to 0.50 ft.
Station (ft) Elevation (ft) Start Station End Station
0.00 0.31 0.00 15.50
15.00 0.00
15.00 0.50
15.50 0.50
Discharge 0.94 cfs
Results
Wtd. Mannings Coefficient 0.015
Water Surface Elevation 0.13 ft
Flow Area 0.38 ftz
Wetted Perimeter 6.18 ft
Top Width 6.06 ft
Height 0.13 ft
Critical Depth 0.16 ft
Critical Slope 0.007877 fttft
Velocity 2.45 ft/s
Velocity Head 0.09 ft
Specific Energy 0.22 ft
Froude Number 1.72
Flow is supercritical.
Roughness
0.015
07/24/05 FlowMaster v5.13
02:30:39 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
Cl #11 Eck Dr X-Section
Cross Section for Irregular Channel
Project Description
Project File c:\haestad\fmw\autumn t.fm2
Worksheet Cl #11 Eck Dr
Flow Element Irregular Channel
Method Manning's Formula
Solve For Water Elevation
Section Data
Wtd. Mannings Coefficient 0.015
Channel Slope 0.025000 ft/ft
Water Surface Elevation 0.04 ft
Discharge 0.06 cfs
0.5
0.4:
0.4
0.35
0.2
v
C
0.25
m
N
W 0.2
07/24/05
02:32:55 PM
0.15
0.1
0.05
0.0 L--
0.0
2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0
Station (ft)
FlowMaster v5.13
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
Cl #11 Eck Dr
Worksheet for Irregular Channel
Project Description
Project File c:\haestad\fmw\autumn t.fm2
Worksheet Cl #11 Eck Dr
Flow Element Irregular Channel
Method Manning's Formula
Solve For Water Elevation
Input Data
Channel Slope 0.025000 ft/ft
Elevation range: 0.00 ft to 0.50 ft.
Station (ft) Elevation (ft) Start Station End Station Roughness
0.00 0.31 0.00 15.50 0.015
15.00 0.00
15.00 0.50
15.50 0.50
Discharge 0.06 cfs
Results
Wtd. Mannings Coefficient 0.015
Water Surface Elevation 0.04 ft
Flow Area 0.05 ft2
Wetted Perimeter 2.14 ft
Top Width 2.09 ft
Height 0.04 ft
Critical Depth 0.05 ft
Critical Slope 0.011490 ft/ft
Velocity 1.21 ft/s
Velocity Head 0.02 ft
Specific Energy 0.07 ft
Froude Number 1.44
Flow is supercritical.
07/24/05 FlowMaster v5.13
02:32:44 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
Cl #12 Eck Dr X-Section
Cross Section for Irregular Channel
Project Description
Project File c:\haestad\fmw\autumn t.fm2
Worksheet Cl #12 Eck Dr
Flow Element Irregular Channel
Method Manning's Formula
Solve For Water Elevation
Section Data
Wtd. Mannings Coefficient 0.015
Channel Slope 0.050000 ft/ft
Water Surface Elevation 0.09 ft
Discharge 0.50 cfs
0.5
0.45
0.4
0.35
^ 0.3
v
C
a 0.25
w 0.2
0.15
w
0.1
0.05
0.0 L--
0.0
2.0 4.0 6.0 8.0 10.0 12.0 14.0
Station (ft)
16.0
07/24/05 FlowMaster v5.13
02:34:35 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
Cl #12 Eck Dr
Worksheet for Irregular Channel
Project Description
Project File c:\haestad\fmw\autumn t.fm2
Worksheet Cl #12 Eck Dr
Flow Element Irregular Channel
Method Manning's Formula
Solve For Water Elevation
Input Data
Channel Slope 0.050000 ft/ft
Elevation range: 0.00 ft to 0.50 ft.
Station (ft) Elevation (ft) Start Station End Station Roughness
0.00 0.31 0.00 15.50 0.015
15.00 0.00
15.00 0.50
15.50 0.50
Discharge 0.50 cfs
Results
Wtd. Mannings Coefficient 0.015
Water Surface Elevation 0.09 ft
Flow Area 0.18 ftz
Wetted Perimeter 4.30 ft
Top Width 4.21 ft
Height 0.09 ft
Critical Depth 0.12 ft
Critical Slope 0.008558 ft/ft
Velocity 2.72 ft/s
Velocity Head 0.11 ft
Specific Energy 0.20 ft
Froude Number 2.29
Flow is supercritical.
07/24/05 FlowMaster v5.13
02:34:23 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
Cl #13 Eck Dr X-Section
Cross Section for Irregular Channel
Project Description
Project File c:\haestad\fmw\autumn t.fm2
Worksheet CI #13 Eck Dr
Flow Element Irregular Channel
Method Manning's Formula
Solve For Water Elevation

Section Data
Wtd. Mannings Coefficient 0.015
Channel Slope 0.050000 tuft
Water Surface Elevation 0.12 ft
Discharge 1.18 cfs
0.5
0.45
0.35
0.4
9 0.3
C
0.25
co
m
w 0.2
0.15
0.1
0.05
0.0
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0
- --
Cl #13 Eck Dr
Worksheet for Irregular Channel
Project Description
Project File c:\haestad\fmw\autumn t.fm2
Worksheet CI #13 Eck Dr
Flow Element Irregular Channel
Method Manning's Formula
Solve For Water Elevation
Input Data
Channel Slope 0.050000 ft/ft
Elevation range: 0.00 ft to 0.50 ft.
Station (ft) Elevation (ft) Start Station
0.00 0.31 0.00
15.00 0.00
15.00 0.50
15.50 0.50
Discharge 1.18 cfs
Results
Wtd. Mannings Coefficient 0.015
Water Surface Elevation 0.12 ft
Flow Area 0.35 w
Wetted Perimeter 5.92 ft
Top Width 5.80 ft
Height 0.12 ft
Critical Depth 0.17 ft
Critical Slope 0.007637 ft/ft
Velocity 3.36 ft /s
Velocity Head 0.18 ft
Specific Energy 0.30 ft
Froude Number 2.41
Flow is supercritical.
End Station
15.50
07/24/05
02:35:56 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone]
Roughness
0.015
FlowMaster v5.13
Page 1 of 1
Nitrogen Calculations
Nitrogen Calculations:
Project: Autumn Trace Apt
Date: 22-Jul-05
Area TN export TN export
Pre-Development Loading: (Ac.) (lbs/ac/yr) (lbs/yr)
Permanently Protected Undisturbed Open Space 0 0.60 0.00
Managed Open Space 5.746 1.20 6.90
Existing Impervious Area 0.120 21.20 2.54
Total 5.866 9.44
Nitrogen Loading Rate = 1.61
Area TN export TN export
Post Development Loading: (Ac.) (Ibs/ac/yr) (Ibs/yr)
Permanently Protected Undisturbed Open Space 0 0.60 0.00
Existing Open Space Allocation 0.208 0.00 0.00
New Open Space 3.514 1.20 4.22
Existing Impervious Area 0.120 0.00 0.00
New Impervious Area 2.024 21.20 42.91
Total 5.866 47.13
Nitrogen Loading Rate = 8.51
Employ Constructed Wetlands N/A
Nitrogen Load = 8.51 Ibs/ac/yr WRF Fee
Nitrogen Loading Offset by Payments = 4.91 Ibs/ac/yr xs $330.00/lb xs Ac. _ $8,972.56
Net Change in on-site N Loading 6.90 Ibs/ac/yr
Calculate C Area C
(ac)
Predevelopment Impervious 0.120 0.95 0.11
Grass 5.746 0.20 1.15
Totals 5.866 1.26
C= 0.22
Postdevelopment Impervious 2.144 0.95 2.04
Grass 3.722 0.20 0.74
Totals 5.866 2.78
C= 0.47
Flow Detention Storage Volume Calculations
Pre-Development Two Storm C = 0.22 Q = CIA = 7.28 cfs
Post Development Two Storm C = 0.47 Q = CIA = 16.02 cfs
Pre-Development Ten Storm C = 0.22 Q = CIA = 9.47 cfs
Post Development Ten Storm C = 0.47 Q = CIA = 20.86 cfs
Required Storage 2 yr storm= [Q(Pre) - Q(Post)]cfs x 5 min x 60 secmin = 2623 cf
Required Storage 10 yr storm= [Q(Pre) - Q(Post)]cfs x 5 min x 60 secmin = 3416 cf
Summary of Pipes for Storm Drainage
Autumn Trace Apt
Stormwater Calcs.
Raleigh, NC
Summary of Pipes for Storm Drainage
From To Length
(Ft) Diameter
(Inches) Material" Slope
(%) Top
(From) Top
(To) Invert
(From) Invert
(To)
-System 1
FES#1 CI#1A 30 15 RCP 7.33 132.5 133.1 131.00 128.80
CI#1A CI#1 110 15 RCP 2.55 133.1 129.5 128.60 125.80
CI#1 CI#2 290 15 RCP 3.34 129.5 119.3 125.60 115.90
CI#2 CI#3 293 15 RCP 3.75 119.3 108.0 115.70 104.70
CI#3 CI#4 91 15 RCP 5.16 108.0 104.8 104.50 99.80
CI#4 CI#5 164 24 RCP 2.44 104.8 99.8 99.60 95.60
CI#5 CI#6 179 24 RCP 2.12 99.8 95.8 95.40 91.60
CI#7 CIN 73 15 RCP 1.51 96.8 95.8 92.70 91.60
FES#2 CI#10 18 18 RCP 16.67 106.8 106.8 105.00 102.00
Cl#10 CI#11 32 18 RCP 0.94 106.8 106.5 101.80 101.50
CI#14 CI#13 39 15 RCP 1.54 115.5 112.7 108.30 107.70
CI#13 CI#12 25 18 RCP 2.00 112.7 112.7 107.50 107.00
CI#12 CI#11 178 18 RCP 2.98 112.7 106.5 106.80 101.50
CI#11 CI#4 39 18 RCP 3.85 106.5 104.8 101.30 99.80
YI#15 YI#14 71 15 RCP 4.23 125.8 120.8 119.80 116.80
YI#14 YI#13 77 15 RCP 1.69 120.8 119.3 116.60 115.30
Y1#13 CI#13 136 15 RCP 5.44 119.3 112.7 115.10 107.70
CI#20 CI#21 94 15 RCP 1.91 126.2 124.3 121.00 119.20
CI#21 CI#22 107 15 RCP 1.03 124.3 124.3 119.00 117.90
CI#22 CI#23 117 15 RCP 1.03 124.3 121.0 117.70 116.50
CI#23 CI#24 40 18 RCP 1.25 121.0 121.0 116.30 115.80
CI#24 YI#25 56 18 RCP 1.96 121.0 119.5 115.60 114.50
YI#25 FES#3 134 18 RCP 3.73 119.5 108.8 112.00 107.00
CI#27 JB#28 66 15 RCP 1.21 119.5 128.0 114.50 113.70
JB#28 FES#4 90 15 RCP 4.44 128.0 339.0 111.00 107.00
" The amount of cover does not take into account the thickness of the pipe wall.
Page 1 of 1 Piver Associates, P.A.
Storm Drainage Calculations
0
N
w
A
T
K

cn
C? h n STRUCTURE o

p w c? y *- NUMBER
00 g' 8o x $ 00 g oo $ oo a g °O g 3
?'
yy ti yy t? yy
r" 'b t? " y
t" yb GROUNDCOVER
3
t r O O d
v, v? m m (POST DEVELOPMENT)
f?
C1 A n n (? A D f?D

O
° O
w C
o O b d O C d
w o
N Q
° b.
$ O
° G.
c b
° O
w : O
o 6
AREA
m -n
o w ;
? ,

O
v b
N O:
o O
v 0
is 0
?o 0
v O
i i 0 0
oo Q
is b 0
u d
is o
a O
%, O
is C
I
C VALUE O
_ N
O N u ?p N u N :u O N' U ?O N. a G N u
K
° O ° O ° O
3
M 0 1Q, n •A.a 5 ' H

V
II
vi
A
II
vi
W
II
vi
N
II
vi

vI
vi

II
vi
rn u a w N PIPE NUMBER
FROM STRUCTURE

I n
TO STRUCTURE
a w N r a

ro
ro
b f
€
w
PIPE MATERIAL
o cn a a f o o ADDITIONAL INFLOW
0
? 0
O z
I
E y C z
y d Ez
y p
$ •°?
y C z C
FA FOR INLET
N N N

N °D E 00 N ACCUMULATED CA

14? w
v v U o tn c TIME OF CONCENTRATION (M
0 0 0 O 0
e E

tJ
tJ
N
N
IJ
N INTENSITY
Y>` C
-3 E W ?
I a o LENGTH OF PIPE
g ? z S °z g ? °z g °z g z S ?

pal UPSTREAM INVERT
O U
d py
O' o
b 0

`^ A U po DOWNSTREAM INVERT
E 3
H
a p © o o NUMBER OF PIPES
g U N N U N PIPE DIAMETER (FT)
0 0 0 0 0 0
0 0 0 0 0 o ROUGHNESS COEFFICIENT
w w w w w w
o d o 0 0 0
ww U w PIPE SLOPE (FT/FT)
O? u `
?
A u W
O :Ai:': to ;:a:, O N N FLOW

w :...:; -. :
FULL PIPE FLOW (CFS)
.... A :::
is o N a A N FULL PIPE VEL (FPS)
J D N u N b
D
Q 3
w
A
n -
T I C, PRUCTURE o
A w -[ NUMBER
<
O O B A
OO b ? ? O A O O O ? O O O Y p O O A Q 37
GROUND COVER 3
`'
0, v (POST DEVELOPMENT) irtD

D

o
A v
°w o o
w a
w c
o o
g a
$ c
25 o
$ c o
$ o c
o o
o o a o
?
AREA
d
O

O
00 b
N
N 4.

U O
tJ
O Q
!J
N' O
?b O
p
S +?
N
N O
?b
U O
pp
O G
tJ
N O
?b
U O
00
W C
tJ
N O.
gib.
U o
00
O O
hI
'
N O
?G
N
C VALUE A
= H
? U .
O O O O O O 3
M ^ ? ? M

II
V
I C

II
IV

??
IV

II
IV ?

II
I

I?
tJ o 0 00 PIPE NUMBER
f? E FROM STRUCTURE
O I N J U f
A i i
EE M M A EE (f
TO STRUCTURE
E Q ? ?
b ro b PIPE MATERIAL
a
rs U 0 0 0 0 0 ADDITIONAL INFLOW
O z

? 0 0 0 CA FOR INLET
N ? U U
?
o Ed o o N d
N o o N e ACCUMULATED CA

v
o a d o o a I tOTi TIME OF CONCENTRATION WIN

1.1
N
N
tJ
tJ ?j
tJ INTENSITY

? LENGTH OF PIPE

I -n
4
UPSTREAM INVERT 0
c $ m

I n
O N
DOWNSTREAM INVERT
Q E g c o ?
O
3
N
o © © NUMBER OF PIPES
a o g PIPE DIAMETER (FT)

0 0 0 0 0 0
0 0 0 0 0 o ROUGHNESS COEFFICIENT
w w w w w w
0 0 0 0 0 0
PIPE SLOPE (FT/FT)
A J O O N
° FLOW
00 <b J O as ;!;A; ?p :•.

FULL PIPE FLOW (CFS)

w
57,

?

°

FULL PIPE VEL (FPS)
N N
D
c
9 3
Rg
C7 t»" n TRUCTURE o

is u N w NUMBER -
?
80 ? g ,b'o x '0 80 x $ 80 ? ?` 80 ? ?' 8o p ?' ?
GROUND COVER
(POST DEVELOPMENT) c?

n n

o
N
N
b
i..
?O
o
O
N
o
`D
c
?
C
O.
to
o
N
b
?
b
?
o

.
O
?
ti',
?
o
pcp
©'
o
c
S
b

AREA D
n
-

? y 01 •P N N N Q
N
0
w o
is a
c o
a 0
i w 0
Ea o
i^ a
N to o
U o
i ° o
oo o
N G5
4 o a
is cs
tc C VALUE A
_
O N U O N to ?O N U ?p N 'U A N U to N U

O O O O O O C

W

II A

If .A

ii

II Naa
'N
li
w
ii
00 a u a w PIPE NUMBER

FROM STRUCTURE
A U N W ?
'? f1 n ? n
w A w TO STRUCTURE
E
b ro ro PIPE MATERIAL

o o a o c o ADDITIONAL INFLOW
o z o o z o z o z c
yy 0 o yy yy tJ IJ CA FOR INLET

o C7 o C7 o G o C7 0
?,, pp f 00 ACCUMULATED CA
1D U r? E ?1 W W
a
? a a ;: a
a ?
'? o o ( ? o o z TIME OF CONCENTRATION (M
8 I 8 8 8

N
tJ
N
N
N ?
N INTENSITY
V
S .-.
g b
$ 'y U;
S hWp
S
LENGTH OF PIPE
?
z z g z z

o_
UPSTREAM INVERT O
0
Ot
A

U
n
n
g
n

DOWNSTREAM INVERT c
a
3

b o © o p © NUMBER OF PIPES
N N o o 14 PIPE DIAMETER (FT)
0 0 0 0 0 0
c o 0 0 0 o ROUGHNESS COEFFICIENT
w w w w w w
0 0 0 0 0 0
PIPE SLOPE (FIYFT)
10 W U 000 C A
U FLOW

o
;
s 00 FULL PIPE FLOW (CFS)
00
00
?
? o°o a N A

W U
A FULL PIPE VEL (FPS)
U b 00
D
c
?OaO
ry
D
rn, ? T n ? ?
URE ?, ?
w o w NUMBER {
y r ? ?
00 r
a

I
so
.4 r
a po n -i
0c r
a ? -?
0
a o

8
? ? ? GROUND COVER
3

(POST DEVELOPMENT)

0
U o
N' a
W o
A 0 0
W 0
?] 0
41 'o
W o
W c?
r b
i3 o
A o
W ¢
z;: o
r ' o

i o
C
AREA A
'T1
u oo h ?.7 ?
N
o
a
w G
U C
to o
?. 0
U 0
n
U o
v
to ?
U b
s
U o
rn
?7 n
U o
a
to o
w
? C
U o
e
U. o
w
N C
is
N O
Sa
U C VALUE n
_

O O O O O O 3

y l Iv i
`f?
v i
?
v i
fN
v i
w
v i
W N N o o PIPE NUMBER
t ?
N N I N ( E N ` N FROM STRUCTURE
A w ? N ! } O W
A O f1

N
A
W
N
N TO STRUCTURE
t
i• E t W
b ro PIPE MATERIAL

0 0
? o o u o o ADDITIONAL INFLOW

0
U
o
w O
z
o
o

E O
z
o
o I O
z
o
Fo
O
°„ O
z

CA FOR INLET
00 W t 00 2O U

t O O O
e € 0 O
a ACCUMULATED CA
00
`
? a a a a
O
a o E
E o o c t
+y TIME OF CONCENTRATION (M
E fa
0 0 t 0 U
is iv is N N ' , INTENSITY

g b
g
S W
g
LENGTH OF PIPE

T
w w ?^ UPSTREAM INVERT
O O O o
O ©
6 6 n
? d
j n
DOWNSTREAM INVERT
O O b C5 © Q
N
0 0 0 o q o NUMBER OF PIPES
N N PIPE DIAMETER (FT)
0 0 0 0 0 0
0 0 0 o b o ROUGHNESS COEFFICIENT
w w w w w w
0 0 0 o O o
PIPE SLOPE (FT/Ff)
ON N °w °w a
00 FLOW

.;;.
:. P
v [ 91 i 00
to
:::
FULL PIPE FLOW (CFS)

00
u
a
u
o
w
FULL PIPE VEL (FPS)

50
p c
D
IRUCTURE cs

oa ^'
,a u NUMBER fD
00 a $ ?o x' 00 a g 00 all
GROUND COVER

' (POST DEVELOPMENT) eMC
Go V
H 1
b
D

o
C, c o o
o o 'o
o o
0 n o o c
b v
6
AREA A TI

p
o 0 n

O
U t?

u O o O O o ' 4 O. O tm

C VALUE

O O O O C

4 w
0N0 u PIPE NUMBER

N N N FROM STRUCTURE
00
J
lw

N
TO STRUCTURE
A E 00 W
E ro PIPE MATERIAL

o 0 0 0 0 ADDITIONAL INFLOW

°z ° °z
yr o yr CA FOR INLET

G C7
o o .-
o ACCUMULATED CA
00

o n
e
? o d o t
? TIME OF CONCENTRATION (M
A
A p
p
N N N N INTENSITY
W
LENGTH OF PIPE
?

T

.. E
?
A
N UPSTREAM INVERT
p
O
i t
? p
p
O
0

n

o
f
!?'
?
DOWNSTREAM INVERT C
t p
p 7
N
o p n NUMBER OF PIPES
U U o PIPE DIAMETER (FT)
0 0 0 0
0 o b o ROUGHNESS COEFFICIENT
w w w w
0 0 0 0
N o w PIPE SLOPE (Ff/FI)
o w
FLOW
• o FULL PIPE FLOW (CFS)

FULL PIPE VEL (FPS)
N
A
Dry Detention Pond Calculations
Autumn Trace AA-Sample County 10-Year Duration=10 min, Inten=7.50 in/hr
Prepared by PIVER & ASSOCIATES, PA
HydroCAD® 7.00 s/n 002707 ®1986-2003 Applied Microcomputer Systems 7/26/2005
Pond 1 P: (new Pond)
Inflow Area = 7.500 ac, Inflow Depth= 0.56" for 10-Year event
Inflow = 25.52 cfs @ 0.09 hrs, Volume= 0.351 of
Outflow = 6.47 cfs @ 0.23 hrs, Volume= 0.351 af, Atten= 75%, Lag= 8.3 min
Primary = 6.47 cfs @ 0.23 hrs, Volume= 0.351 of
Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs
Peak Elev= 112.07'@ 0.23 hrs Surf.Area= 0.052 ac Storage= 0.267 of
Plug-Flow detention time= 20.6 min calculated for 0.351 of (100% of inflow)
Center-of-Mass det. time= 20.5 min ( 28.0 - 7.5 )
_ # Invert Avail.Storage Storage Description
1 106.00' 0.371 of 20.00'W x 80.00'L x 8.00'H Prismatoid Z=0.5
_ # Routing Invert Outlet Devices
1 Primary 106.00' 10.0" Horiz. Orifice/Grate Limited to weir flow C=0.600
Primary OutFlow Max=6.47 cfs @ 0.23 hrs HW=112.07' (Free Discharge)
t-1=Orifice/Grate (Orifice Controls 6.47 cfs @ 11.9 fps)
Autumn Trace AA-Sample County 10-Year Duration=10 min, lnten=7.50 Whr
Prepared by PIVER & ASSOCIATES, PA
HydroCAD® 7.00 s/n 002707 ®1986-2003 Applied Microcomputer Systems 7/26/2005
Pond 1 P: (new Pond)
Hydrograph
---------------------- -- ------------------------------ ---- ----- -------------- ---- - ---------------
- ---- - --
28 25.52 - . - - ----------- --------------- - ----- - -
cfs
26
- - - inflow -Area=7.500--ac -
24 - - - - - ----------------------- -- - ------------- -- - - -- -------------- -
20 ----- - -- --- - - - ----- - - - - -_.P-eak-Ele-v=-1-12.07'
22
--- --- - - ---- -- - ---- - -- ---- ---- - - ------- - --- - -Storage=0.267
--af ---
18 ------ ---- - - -- - -- - ---- ------------------- ---- -- - ---- ------ --- ----- --- -----------------
18 ----------- - -- ----------- ------------------------------------- -- - - ----------------------------------
14 - - - - ---- ------ --------- - - - ------ -------------- -- -------------
- - --------------------- ----- ------- --
- -
10 - - - - - - ----------
6.47 cis
6 -------------------- - ------ ---------- ----- - ----------- ---- - - --------------- - - ----- ---- -
q ----------- ---- ----------------------------------,--------------- ----- ----------------.
¦ IrMow
p Primary
0 1 2 3
Time (hours)
Autumn Trace AA-Sample County 10-Year Duration=10 min, Inten=7.50 in/hr
Prepared by PIVER & ASSOCIATES, PA
HydroCAD® 7.00 s/n 002707 ®1986-2003 Applied Microcomputer Systems 7/26/2005
Elevation Storage
(feet) (acre-feet)
106.00 0.000
106.04 0.001
106.08 0.003
106.12 0.004
106.16 0.006
106.20 0.007
106.24 0.009
106.28 0.010
106.32 0.012
106.36 0.013
106.40 0.015
106.44 0.016
106.48 0.018
106.52 .0.019
106.56 0.021
106.60 0.022
106.64 0.024
106.68 0.026
106.72 0.027
106.76 0.029
106.80 0.030
106.84 0.032
106.88 0.033
106.92 0.035
106.96 0.036
107.00 0.038
107.04 0.039
107.08 0.041
107.12 0.043
107.16 0.044
107.20 0.046
107.24 0.047
107.28 0.049
107.32 0.051
107.36 0.052
107.40 0.054
107.44 0.055
107.48 0.057
107.52 0.059
107.56 0.060
107.60 0.062
107.64 0.063
107.68 0.065
107.72 0.067
107.76 0.068
107.80 0.070
107.84 0.072
107.88 0.073
107.92 0.075
107.96 0.076
108.00 0.078
108.04 0.080
108.08 0.081
108.12 0.083
Stage-Area-Storage for Pond 1 P: (new Pond)
Elevation Storage
(feet) (acre-feet)
108.16 0.085
108.20 0.086
108.24 0.088
108.28 0.090
108.32 0.091
108.36 0.093
108.40 0.095
108.44 0.097
108.48 0.098
108.52 0.100
108.56 0.102
108.60 0.103
108.64 0.105
108.68 0.107
108.72 0.109
108.76 0.110
108.80 0.112
108.84 0.114
108.88 0.115
108.92 0.117
108.96 0.119
109.00 0.121
109.04 0.122
109.08 0.124
109.12 0.126
109.16 0.128
109.20 0.130
109.24 0.131
109.28 0.133
109.32 0.135
109.36 0.137
109.40 0.138
109.44 0.140
109.48 0.142
109.52 0.144
109.56 0.146
109.60 0.147
109.64 0.149
109.68 0.151
109.72 0.153
109.76 0.155
109.80 0.157
109.84 0.158
109.88 0.160
109.92 0.162
109.96 0.164
110.00 0.166
110.04 0.168
110.08 0.169
110.12 0.171
110.16 0.173
110.20 0.175
110.24 0.177
110.28 0.179
Elevation Storage
(feet) (acre-feet)
110.32 0.181
110.36 0.183
110.40 0.184
110.44 0.186
110.48 0.188
110.52 0.190
110.56 0.192
110.60 0.194
110.64 0.196
110.68 0.198
110.72 0.200
110.76 0.202
110.80 0.204
110.84 0.206
110.88 0.207
110.92 0.209
110.96 0.211
111.00 0.213
111.04 0.215
111.08 0.217
111.12 0.219
111.16 0.221
111.20 0.223
111.24 0.225
111.28 0.227
111.32 0.229
111.36 0.231
111.40 0.233
111.44 0.235
111.48 0.237
111.52 0.239
111.56 0.241
111.60 0.243
111.64 0.245
111.68 0.247
111.72 0.249
111.76 0.251
111.80 0.253
111.84 0.255
111.88 0.257
111.92 0.259
111.96 0.261
112.00 0.263
112.04 0.265
112.08 0.267
112.12 0.270
112.16 0.272
112.20 0.274
112.24 0.276
112.28 0.278
112.32 0.280
112.36 0.282
112.40 0.284
112.44 0.286
Elevation Storage
(feet) (acre-feet)
112.48 0.288
112.52 0.290
112.56 0.293
112.60 0.295
112.64 0.297
112.68 0.299
112.72 0.301
112.76 0.303
112.80 0.305
112.84 0.307
112.88 0.310
112.92 0.312
112.96 0.314
113.00 0.316
113.04 0.318
113.08 0.320
113.12 0.322
113.16 0.325
113.20 0.327
113.24 0.329
113.28 0.331
113.32 0.333
113.36 0.336
113.40 0.338
113.44 0.340
113.48 0.342
113.52 0.344
113.56 0.347
113.60 0.349
113.64 0.351
113.68 0.353
113.72 0.355
113.76 0.358
113.80 0.360
113.84 0.362
113.88 0.364
113.92 0.367
113.96 0.369
114.00 0.371
Autumn Trace AA-Sample County 10-Year Duration=10 min, Inten=7.50 MIN
Prepared by PIVER & ASSOCIATES, PA
HydroCAD® 7.00 s/n 002707 ®1986-2003 Applied Microcomputer Systems 7/26/2005
Stage-Discharge for Pond 1 P: (new Pond)
Elevation Primary
(feet) (cfs)
106.00 0.00
106.04 0.07
106.08 0.19
106.12 0.36
106.16 0.55
106.20 0.77
106.24 1.01
106.28 1.27
106.32 1.49
106.36 1.58
106.40 1.66
106.44 1.74
106.48 1.82
106.52 1.89
106.56 1.97
106.60 2.03
106.64 2.10
106.68 2.17
106.72 2.23
106.76 2.29
106.80 2.35
106.84 2.41
106.88 2.46
106.92 2.52
106.96 2.57
107.00 2.63
107.04 2.68
107.08 2.73
107.12 2.78
107.16 2.83
107.20 2.88
107.24 2.92
107.28 2.97
107.32 3.02
107.36 3.06
107.40 3.11
107.44 3.15
107.48 3.19
107.52 3.24
107.56 3.28
107.60 3.32
107.64 3.36
107.68 3.40
107.72 3.44
107.76 3.48
107.80 3.52
107.84 3.56
107.88 3.60
107.92 3.64
107.96 3.68
108.00 3.71
108.04 3.75
108.08 3.79
108.12 3.82
Elevation Primary
(feet) (cfs)
108.16 3.86
108.20 3.90
108.24 3.93
108.28 3.97
108.32 4.00
108.36 4.03
108.40 4.07
108.44 4.10
108.48 4.14
108.52 4.17
108.56 4.20
108.60 4.23
108.64 4.27
108.68 4.30
108.72 4.33
108.76 4.36
108.80 4.39
108.84 4.43
108.88 4.46
108.92 4.49
108.96 4.52
109.00 4.55
109.04 4.58
109.08 4.61
109.12 4.64
109.16 4.67
109.20 4.70
109.24 4.73
109.28 4.76
109.32 4.79
109.36 4.81
109.40 4.84
109.44 4.87
109.48 4.90
109.52 4.93
109.56 4.96
109.60 4.98
109.64 5.01
109.68 5.04
109.72 5.07
109.76 5.09
109.80 5.12
109.84 5.15
109.88 5.17
109.92 5.20
109.96 5.23
110.00 5.25
110.04 5.28
110.08 5.30
110.12 5.33
110.16 5.36
110.20 5.38
110.24 5.41
110.28 5.43
Elevation Primary
(feet) (cfs)
110.32 5.46
110.36 5.48
110.40 5.51
110.44 5.53
110.48 5.56
110.52 5.58
110.56 5.61
110.60 5.63
110.64 5.66
110.68 5.68
110.72 5.71
110.76 5.73
110.80 5.75
110.84 5.78
110.88 5.80
110.92 5.83
110.96 5.85
111.00 5.87
111.04 5.90
111.08 5.92
111.12 5.94
111.16 5.97
111.20 5.99
111.24 6.01
111.28 6.03
111.32 6.06
111.36 6.08
111.40 6.10
111.44 6.13
111.48 6.15
111.52 6.17
111.56 6.19
111.60 6.21
111.64 6.24
111.68 6.26
111.72 6.28
111.76 6.30
111.80 6.32
111.84 6.35
111.88 6.37
111.92 6.39
111.96 6.41
112.00 6.43
112.04 6.45
112.08 6.48
112.12 6.50
112.16 6.52
112.20 6.54
112.24 6.56
112.28 6.58
112.32 6.60
112.36 6.62
112.40 6.64
112.44 6.66
Elevation Primary
(feet) (cis)
112.48 6.69
112.52 6.71
112.56 6.73
112.60 6.75
112.64 6.77
112.68 6.79
112.72 6.81
112.76 6.83
112.80 6.85
112.84 6.87
112.88 6.89
112.92 6.91
112.96 6.93
113.00 6.95
113.04 6.97
113.08 6.99
113.12 7.01
113.16 7.03
113.20 7.05
113.24 7.07
113.28 7.09
113.32 7.11
113.36 7.12
113.40 7.14
113.44 7.16
113.48 7.18
113.52 7.20
113.56 7.22
113.60 7.24
113.64 7.26
113.68 7.28
113.72 7.30
113.76 7.32
113.80 7.33
113.84 7.35
113.88 7.37
113.92 7.39
113.96 7.41
114.00 7.43
Autumn Trace AA-Sample County 10-Year Duration=10 min, Inten=7.50 in/hr
Prepared by PIVER & ASSOCIATES, PA
HydroCAD® 7.00 s/n 002707 ®1986-2003 Applied Microcomputer Systems 7/26/2005
Hydrograph for Pond 1 P: (new Pond)
Time Inflow Storage Elevation Primary
(hours) (cfs) (acre-feet) (feet) (cfs)
0.00 0.00 0.000 106.00 0.00
0.05 15.31 0.028 106.74 2.26
0.10 25.52 0.105 108.64 4.27
0.15 25.52 0.190 110.52 5.58
0.20 15.31 0.256 111.86 6.36
0.25 0.00 0.261 111.96 6.41
0.30 0.00 0.235 111.45 6.13
0.35 0.00 0.211 110.95 5.84
0.40 0.00 0.187 110.46 5.54
0.45 0.00 0.165 109.98 5.24
0.50 0.00 0.144 109.52 4.93
0.55 0.00 0.124 109.08 4.61
0.60 0.00 0.106 108.66 4.28
0.65 0.00 0.089 108.26 3.95
0.70 0.00 0.073 107.88 3.60
0.75 0.00 0.059 107.53 3.25
0.80 0.00 0.046 107.22 2.90
0.85 0.00 0.035 106.93 2.53
0.90 0.00 0.025 106.68 2.16
0.95 0.00 0.017 106.46 1.79
1.00 0.00 0.011 106.29 1.30
1.05 0.00 0.007 106.18 0.68
1.10 0.00 0.005 106.13 0.40
1.15 0.00 0.003 106.09 0.24
1.20 0.00 0.003 106.07 0.17
1.25 0.00 0.002 106.05 0.13
1.30 0.00 0.001 106.04 0.10
1.35 0.00 0.001 106.03 0.07
1.40 0.00 0.001 106.02 0.06
1.45 0.00 0.001 106.02 0.04
1.50 0.00 0.000 106.01 0.03
1.55 0.00 0.000 106.01 0.02
1.60 0.00 0.000 106.01 0.02
1.65 0.00 0.000 106.01 0.01
1.70 0.00 0.000 106.00 0.01
1.75 0.00 0.000 106.00 0.01
1.80 0.00 0.000 106.00 0.01
1.85 0.00 0.000 106.00 0.00
1.90 0.00 0.000 106.00 0.00
1.95 0.00 0.000 106.00 0.00
2.00 0.00 0.000 106.00 0.00
2.05 0.00 0.000 106.00 0.00
2.10 0.00 0.000 106.00 0.00
2.15 0.00 0.000 106.00 0.00
2.20 0.00 0.000 106.00 0.00
2.25 0.00 0.000 106.00 0.00
2.30 0.00 0.000 106.00 0.00
2.35 0.00 0.000 106.00 0.00
2.40 0.00 0.000 106.00 0.00
2.45 0.00 0.000 106.00 0.00
2.50 0.00 0.000 106.00 0.00
2.55 0.00 0.000 106.00 0.00
2.60 0.00 0.000 106.00 0.00
2.65 0.00 0.000 106.00 0.00
Time Inflow Storage Elevation Primary
(hours) (cfs) (acre-feet) (feet) (cfs)
2.70 0.00 0.000 106.00 0.00
2.75 0.00 0.000 106.00 0.00
2.80 0.00 0.000 106.00 0.00
2.85 0.00 0.000 106.00 0.00
2.90 0.00 0.000 106.00 0.00
2.95 0.00 0.000 106.00 0.00
3.00 0.00 0.000 106.00 0.00
tVtKbKttN Jrtl. I KUM 7 17 040 U477 Ur / U7 - W IU:4-7 NV. G 10 UGJ V4
U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action ID. 200420789 County: Wake 'USGS Quad: Raleigh Vast
GENERAL. PERMIT (REGIONAL AND NATIONWIDE) VERI.C'X ATION
Property Owner: a q a
Address; Evergreen Construction Company, Inc.
7706 Six Forks Road D
Suite 20JUN 2 2 2005
Raleigh, NC 27615
Telephone No.: 919-848-0455
Size and location. of property (water body, road name/number, town, etc.): The Project site is located at
the intersection of Trawick Road(SR 2205) and Eek Drive (SJt2.2 _ in 1Za>eigh, Wake County,
North Carolina.
Description of projects area and activity: This hermit authorizes the installation of culverts and the_
placement of fi11 associated with Autumn Trace avartments. Permanent impacts to wetlands
associated with one road crossing, lot MI and land clearing activities is 0.19,-acre.
Applicable law: Section 404 (Clean Water Act, 33 USC 1344)
[] Section 10 (Rivers and harbors Act, 33 USC 403)
Authorization: regional General Permit Number:
Nationwide Permit Number: 39
Your work is authorized by the above referenced permit provided it is accomplished in strict accordance with the
attached Nationwide and Special conditions, the attached North Carolina. Wildlife Resources Commission.
conditions, and your submitted plans. Any violation of the attached conditions or deviation from your submitted
plans may subject the permitted to a stop work order, a restoration order and/or. appropriate legal. action.
Tbis verification will remain valid urrti.l the expiration date identified below unless the nationwide authorization.
is modified, suspended or revoked. If, prior to the expiration date identified below, the nationwide permit
authorization is reissued and/or modified, this verification will remain valid until floe expiration. date identified
below, provided it complies with all requirements of the modified nationwide permit. If the nationwide permit
authorization expires or is suspended, revoked, or is modified, such that the activity would no longer comply with
the terms and conditions of the nationwide permit, activities which have commenced (i.e., are under construction) or
are under contract to cormnonce in reliance upon the nationwide permit, will remain authorized provided the activity
is completed within twelve months of the date of the nationwide permit's expiration, modification or revocation,
unless discretionary authority has been exercised on a cases-by-case basis to modify, suspend or revoke the
authorization.
Activities subject to Section 404 (as indicated above) may also require an individual Section 401 Water Quality
Certification. You should contact the NC Division of Water Quality (telephone [phone]) to determine
Section. 441 requirements.
For activities occurring within the; twenty coastal counties subject to regulation under the Coastal Area
Management Act (LAMA), prior to beginning work you must contact the N.C. Division of Coastal Management.
This Department of the Army verification does not rcheve the permitted of the responsibility to obtain any other
required Federal, State or local approvals/permits.
If there are any questions regarding this verification, any of the conditions of the permit, or the Carps of
Engineers regulatory program, please contact Andrea Wade at 919-876-8441 x 30.
Corps Regulatory Official A ea W e Date: June 17, 2005
Expiration. Date of Verification: March 18, 2007
-2-
CVtKVKCtN Jrtl.iKUM yIV 440 V4.)7 V(/V: U7 IV-.44 NV.410 V.'>/V4
s?
Detelrmin$taon of Jur"etxow
? Based on prelininary information, there appear to be waters of the US including wetlands within the above
described project area. This preliminary determination is not an appealable action under the Regulatory
Program Administrative Appeal Process ( Reference 33 CFR Part 331).
? There are Navigable Waters of the United States within the above described project area subject to the permit
requirements of Section 10 of the Rivers i d Harbors Act and Section. 404 of the Clean Water Act. Unless
there is a change in the law or our pubhsbed regulations, this determination. may be relied upon for a period not
to exceed five years from the date of this notification.
F1 There are waters of the US and/or wetlands within the above described project area subject to the permit
requirements of Section 404 of the Clean Water Act (CWA)(33 USC § 1344). Unless there is a change in the
law or our published regulations, this deter 'dnation may be relied upon for a period not to exceed. five years
from the date of this notification..
The jurisdictional areas within the above described project area have been identified under a previous action.
Please reference jurisdictional determination issued 6/24/2004. Action 1l) 200420789
Basis of jurisdictional Determination: Areas on this ft eg?ti)?it wetlapd criteria as described in the 1987 Corns
Wetland Delineations Manual and are adigcent to an unnamed tributary to Marsh Creek 'Fhe nrnnerty alto
contains stlresm channels that exhibit an Ordinary High Water Mart as indicated by chancres in soil
character and absence of terrestdsl vggetation and are hvdrolonically connected to Marsh Creek in the Neuse
River Basin.
Corps Regulatory Official: Andrea Wade
Tate June 17, 2pp5
SURVEY PLATS, FIELD SKETCH, WETLAND DELINEATION FORMS, PROJECT PLANS, ETC.,
MUST BE ATTACHED TO THE FILE COPY OF THIS FORM, IF REQUIRED OR AVAILABLE.
tvtKUKttn ti tLIKUM yly 448 V4JD V(/V: U7 IV:44 NV.410 V41V4
WILMINGTON DISTRICT
POST-CONSTRUCTION COMPLIANCE FORM
Permit Number: 200430789
Permit Type: NW39
Name of County: Wake
Name of Permittee: Evergreen. Construction. Company, Inc.
Date of Issuance: . June 1.7, 2005
Project Manager: Andrea Wade
Upon completion of the activity authorized by this permit and any mitigation required by the
permit,- sign this certification and return it to the following address:
U.S. Army Corps of Exx&eers
Attention: CESAW-RG-R
6508 Palls of the Neuse Road Suite 120
Raleigh, North Carolina 27615
Please note that your permitted activity is subject to a compliance inspection by an U.S. Army
Corps of Engineers representative. If you fail to comply with. this permit you are subject to
permit suspension, modification., or. revocation.
I hereby certify that the work authorized by the above referenced permit has been completed in
accordance with the terms and conditions of the said permit, and required mitigation was
completed in accordance with the permit conditions.
Signature of Fermittee
Date
State of North Carolina
Department of Environment
and Natural Resources
Raleigh Regional Office
Michael F. Easley, Governor
William G. (Bill) Ross, Secretary
Division of Water Quality
January 27, 2004
Kevin Martin
Soil & Environmental Consultants, Inc.
11010 Raven Ridge Road
Raleigh, NC 27614
A&Tilol
NCDE R
N
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
WETLANDS I40119ROUP
FEB U 2.2004
WATFRQUATYscC
77aN
Subject: Neuse River Basin Buffer Rules
NBRRO 04-032
Trawick Rd. & Eck Dr.
S&EC #03-8296.W1
Wake County, NC
Dear Mr. Martin:
On November 6, 2003, 1 conducted a site visit of features A and B involved in the above
referenced project as identified on the attached figures 1 and 2. It was determined that the features
shown on the Wake County Soil Survey and on the USGS Raleigh East, NC Quad map could
potentially be subject to protection under the Neuse River Basin: Nutrient Sensitive Waters
Management Strategy; Protection and Maintenance of Existing Riparian Areas, Administrative Code
T1 5A: 02B.0233 (NCAC .0233).
The Division of Water Quality (DWQ) has determined that the surface waters labeled
as "A and B" on the attached maps are subject to the Neuse Buffer Rule. Feature A is
subject throughout the northern property boundary. Feature B becomes subject at the deep
head cut along Trawick Road, near the confluence of feature A. These features and their
associated buffers should be identified on any future plans for this property. The owner (or future
owners) should notify the DWQ (and other relevant agencies) of this decision in any future
correspondences concerning this property. This on-site determinations all expire five (5) years
from the date of this letter.
Landowners or affected parties that dispute a determination made by the DWQ or Delegated
Local Authority that a surface water exists and that it is subject to the buffer rule may request a
determination by the Director. A request for a determination by the Director shall be referred to the
Director in writing, c/o John Dorney, DWQ Wetlands/401 Unit, 2321 Crabtree Blvd., Raleigh, NC
27604-2260.
Individuals that dispute a determination by the DWQ or Delegated Local Authority that
"exempts" a surface water from the buffer rule may ask for an adjudicatory hearing. You must act
within sixty (60) days of the date that you receive this letter. Applicants are hereby notified that the
sixty (60) day statutory appeal time does not start until the affected party (including downstream and
1628 Mail Service Center, Raleigh, NC 27699-1628 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/10% post-consumer paper
Trawick Rd. & Eck Dr.
Page 2
adjacent landowners) is notified of this decision. DWQ recommends that the applicant conducts
this notification in order to be certain that third party appeals are made in a timely manner. To ask
for a hearing, send a written petition, which conforms to Chapter 1508 of the North Carolina General
Statutes to the Office of Administrative Hearings, P.O. Box 27447, Raleigh, N.C. 27611-7447. This
determination is final and binding unless you ask for a hearing within sixty (60) days.
This letter only addresses the applicability of the Neuse Buffer Rules. For information
relevant to 401 Water Quality Certifications, wetlands and other impacts to "waters of the state",
please contact the Central Office at 733-1786. (Note: if a 401 Water Quality Certification is needed,
please be reminded not to begin your project until the certification has been received.) Thank you
for your attention to this matter and if this office can be of any assistance or if you have additional
questions, please do not hesitate to contact us.
Sincerely,
a?x_ k--
Deborah Edwards
Environmental Specialist I
cc: John Dorney/DWQ
Wake County
1628 Mail Service Center, Raleigh, NC 27699-1628 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/10% post-consumer paper
r

0
• ?"tiWo •
DR
-*•
lk [(,a (03
0
?O

'Q
Maps and databases ore public information supplied
by various government agencies. The author and/or
seller of the software program ore in no way
responsible or liable for the information depicted
herein. Inquiries concerning the data should be
directed to the appropriate government agency.

Ma VUE . • .h'?e
p .•... •-?.. Q„ ?e?
0 82 163 245 327 17:45
OC T 22, 2003
Scale in Feel C/
r I tom map printed on 10113103 from "North Carollna.tpo" and "Untitled.tpg"
z
0
0
0
0
o
MM
z
O
O
O
0
0
to
M
z
0
0
0
0
0
M
z
O
O
O
r
D
0
M
MN TN ®000 FEET 0 500 1000 1 MILE
METERS
Printed from TOP01®2001 Netionel Oeogmphic Hoklinp (www.topo.com)
WAKE COUNTY, NORTH CAR(
I
v
s
=m "
a
e
i
t
1
,t
ti
O
_N
N
V
s

EVERGREEN CONSTRUCTION COMPANY
N.C. Division of Water Quality
Invoice Date Description
45159 03/29/2005
050687
4-?-_oS
03/29/2005 $200.00
Invoice
Gross Retainag
$200.00
Control #45159 45159
Payment
e DiscoLlnt Amount
5200.00
,-, D, 6-s ""l- COP,,hI (,) i- 201, Con5I1u 1. DID C-,,J 1,
- -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
ALL CONSTRUCTION TO CITY OF RALEIGH & NC DO Q
STANDARDS, SPECIFICATIONS, AND DETAILS.
TRAWICK ROAD Wi ` ~ ~
5
1~ \ ~ ~ FF~ FF-tt8.8~ ti9.0 ~J}~' ~
t- \
111 i`~~I~~~~II~~III, ~ 1~ 1~ ~ 1
\ 1 t
~ ~ ~
~ w
~ ~ - I - ~ 0 ~ ~ 1 FES#4 / ~
l~'~ ~ I ~ ~ ~ ~
ism ~ l' l ~ ~ o l ~ ~ 'I a ~ 1 eo FE ~ ~ z
~ ~ ~ I' TDS ~

/ _ , x /Ilk r~~~'t ~ ~ ~ ~ I~~~I1 ~ ~ ~ \ ~ ~ a ' ,S~.~a~ ~ G7
i / W
~ ~ E"~~~ I a
~ _ ~
~ FN
/
~ ~`i cal'"
0
\ ~
j..• / / '
/ ~ / i
/ 1
/ ~ i- ~PP
o
~
v i ~ h• ((~V7 b
d
/ ~ N O ~
N~~~
~ V o°~a
0~ aua,~
~a~ ~
~~w
_ _ ~ x -
- E0. CB Z s~ ~ TOP~/5.60
i INV.fA.00 uixm wsruuna+s Iwo or e weuc r~c~mcs . ~
NCLUdIM SIDEWALKS AIID IMNDIGP BMNS ME TO BE CONSiRUC7E0 ON N.L STREfl5 AS SPEARED BY ~
C GIY CODE THESE FAdL171ES HAVE SEEN APPROVED ~ V 7
LEGEND er me cm o~ ar~icH µo s~w.~ ee so wsr~um UNLESS A CM~TiGE IS AUTMOPo2ED 6f WRIRQI APPRWN..
pNtlO~R TO~F~Itq~l ~ ANE TO 8E RECORDED
TDS 1EMPORARY DIVERSION SWALE ~`""n"`` ~t~s
-X X SILT FENCE "1°"~ " ~
,~urne o~a~ < ~ q,
-TP-TP-- TREE PROTECTION caa~v~,ar, cue:
d`~,~ / d
--~P~-TPS- TREE PROTECTION WITH SILT FENCE
y~ r o corrxiat~rr Zoos.
INLET PROtECTION DATES ~rz~ros
nxawiv: ~,s
¦ 60' 30' 0 - 60'
PROPdSED PAVEMENT 1MDENING S~~
PRELIMNARY DESIGN NOT RELEASED FOR CONSTRUCTION ~a~r

qANNi M f1i~ Msi!'Ifr 0~' dir Q @tit •800
•
j • M ~ K ik M ply I f~' lam" QFIt N'
6" . ~sr ~a
P~' fly' ~ 5~ A rlE A rl 7 0~ b rra,~
• c
• , . , . , _.~..._....,...._..._...~..T_.__.....,.. . ~ a ' n
' ' ' ~ .r R/w
4` NOTES: a11'e-e ~ C
t 1, 10' MAXIMUM BETWEEN CONSTRUCTION JOINTS. l V?
15' MAXIMUM BETWEEN CONSTRUCTION JOINTS ~ ~ ~ ~ ~ P N PAC A 2.b' 3.b' b'
4N MACHINE POURS, VfY ~ ~ • 11,, ALE w C ~ / •
NOT TO SCALE 1 4 1 4' ?'r
2. 1 2" EXPANSION JOINT EVERY 90', • + p~?~ w ~'~i i. ~ . ? . t ? ? ~ I 1 SIDEWALK • •
3. 3000 PSI CONCRETE MINIMUM, 4" SLUMP MAXIMUM,
WA K WITH DEPRESSED
4, LIQUID MEMBRANE CURING COMPOUND SHALL MEET NOT TO SCALE ECK DR1VE 60~W~
THE REQUIREMENTS OF SECTION 1026-2 OF NCDOT
STANDARDS A SPECIFICATIONS FOR ROADS AND RfW
STRUCTURES. ~ ~ 13,6' 1~,~'
5, ALL CONSTRUCTION JOINTS SHALL BE FILLED NOTE: PRONOE ,JiS MI C?
ALER IN ACCORDANCE CPA A IS 0.C. EA WITH JOINT FILLER AND SE Y (gyp
WITH NCDOT ROADWAY STANDARD DETAIL 846,01. 1'-O" THICKEN BAS i CONC, SIAa 2,5' 3,6' 6'
it s ~ w • 1i/4 _ ~r.
a" CONC. 2 MM, I-2 I~ITUiIN1OU5 PANNC L i~ I J4 /FT. UTTER URB & G 4 C (F18ER
NOT TO SCALE 'W1~i . sr~s~ i' . ~ 1 ?r o.ss ~ . d .D.A. ACCE35 ( )
1r ? ~A1ALK 1~~ * i ~ APRt# SLAB
W F'I'R ME~'I ~ S1{' BASE \ .-~-~...-___i:ss
TONE DAME A ~ a / 1 a ;
R ASP A - AT ON E TRA °~SI I N 4a a j Si.~'E F'I~,LS 6 DPE
- 2" I-2 SURFACE 5L Alt'~iG (''ACE OF CURB ~ C~"1
. ~19 .W. t ~ W
GATE
LINE t~ wl?I. STOP
SXd SPORT 8 DU R 8 DU R
a' ABC STONE 1.ss
~7~e ~x~ SPORT ~ w/ a EACIri SIDE
R7-8 RE d • 4i ~ w r ,
P .d' , ~ ..d ~ . ~ ~ . a ~ . •
4 ,a , . ~ e,
COMPACTED SU6GRADE • . / • ~ ' , ~ iwtii~Ar'',
J 1 •e.
t~ 4.15 (TYPICAL)
AIL ~"s~~D N DET ,r s > R DUTY PAVI TAN A D S 4*~ PA A »
14' STRIPE PAINTED Y4• ~ ~ 1'N~fIC 'N~~E TRAfFlC MINE NOT TO SCALE TaAPF~ r NOT TO SCALE
2t~ ~
i ~
• ~ ~r r ~ i~ ~ ~ r
VAN ACCESSIBLE SIGN VAN ~ PLANs As o d~ ~6~
ACCESSIBLE ~ ~'W ca_
I 20 0 - N
8 ~ .
4 BRICK 4 CMU d ,,d 0
- N R~,,,
RESERVED
--~Z:~a PARKING I N AppRpyED FOR usE S G
c UNDER GENERAL STATUTE 20,37.1 , ~A1' 3.~' ~D
0o eon' dof~ a~aa' , sus ,x ' • ' 4 BRICK
LEGEND AND BORDER - OREQi 1d 1,11A' WHITE SYMBOL ON BLUE BACKCAOl~ l6 a?~
BACKGROUND - WHRE A '~R OUM 1ER 4 CMU (PROVIDE LADDER TYPE REINF.
' EVERY 3 COURSE •
NOT TO ALE NOT TO SCALE 1 Jf
' 15 -D
~ 8
I~AXItulUiul SIGN R~-a0 t .~QL4ffi ' ~ ~ ~ > » N . ~ ~-O
PENALTY LEGEND R IOIIDER -GREEN . ~ ~ ~
X250 BACKGROUND - rrHITE - '.6 • ~ ' ~ ~ d w
' ~ , ' ~ ,6' DIA .PhP~ ,BOL'LA~ ~ ~y
' • ' ~ ' ~ F'IL~.ED. W CONCRET. 4 • ~ / o~
c ' ~ ' ' ' ' ' ' 4~~ ABOVE GRADE ' . 6° N R T w x -1 10 WWF ~ ~ CO C E E / 6 6 0/ t~~v~ . ' ~ ' , ~ ' 'BELOW'GRADE' "o~
~t 00
. ~ . ' ~
0 - ~
I ~
w O 8 o
W B
A C T N 8 B 50 E
GATE FRAME TO BE 1 1/2" DIA. GALV. ` 'E W/ TURNBUCKLE 3,000 PSI CONCRETE FOOTING 1 4
r,ROSS BRAI,~NG, WITH CHAIN LINK FENG~ +G, PROVIDE WOOD W/ 2 ~ 5 REBAR CONT. SLATS. PROVIDE LATCH MECHANISM ~ CENTER. i~l
ATTACH ANCHOR ROD TO ONE GATE W/ h~JLE DRILLED IN
TTY SIGNS AP ACCESSIBIL HANDIC FOR ECURIN GATES fN CLO~t_D POSITION. OONCRETE S G
NOT TO SCALE EL=114.0
EMERGENCY SPILLWAY EL=113,0'
I Z' ErP ~a~rt TOP EC= f 12, 25' FLAN SECTION
1' MiN. t 0-YEAR ELF 11207' ~ 1' MiN. FREEBOARD
NOTE BRICK TO MATCH BUILDING

/ ? t
~ 4
C~R~TE N.T.S. ~ .
4 -O RI~E~ ~ a UTILITY INSTALLATIONS AND OTHER PU~.IC FACILITIES ,
r e ~ • Z4 RCI'~-'-+ INCLUDING SIDEWALKS ANO HANDICAP RAMPS ARE TO
. 10 ii~E BE CONSTRUCTED ON ALL STREETS AS SPECIFIED BY CITY CODE. THESE FACILITIES HAVE BEEN APPROVED
° ~ , ~1 BY THE CITY OF RALEIGW AND SHALL BE SO ~VSTALLED
, ~ i . ~ - • ~ CONTRACTaI !MALL NSTALL A PERFORATED 1~ 1 UNLESS A CHANGE IS AUTHORIZED BY WRITTEN APPROVAL, PUBLIC SANITARY SEWER EASEMENTS ARE TO BE RECORDED
• ~ ~ ~ , : . PIPE WITM ENO PUlOCED AND WITH ENURE ~ PRIOR TO FINAL ACCEPTANCE.
. PIPE COVETED MAIN GRAVEL FOR USE AS A I o' SEDIMENT 8A9l, 1HE PERFORATED PIPE A~ ~tAVE1„ MAIL ~~al~ SIGNATURE:
TtI' NO.97 ST'S • 8E REMOVED Fpt CONVERSION TO DE1EN110N tt ENGINEERING DA'1'E~ ~~~ro~
n D, ,
.a > ~ r----~ PuBUC urlunES: ~ EAS DRA'4VN.
8E>;~ ~ ~ TRAFFlC ENgNEER: ~ SHEET;
NORTH C~JNA Gll t'~0'!32'4949 CONSERVATION ENGINEER;
J~ +vAi/~~~ •/~!`rt:C1.21C~II C Q~?A17'
p
S CURB CUI
NOT TO SCALE
PRELIMINARY. DESIGN -NOT RELEASED FOR CONSTRUCTION I C9 I

Q~~ ~

~ ~e
~Q~
C~ ° ~ DD C~CC~ G~ ~ i ~
I I ~ z
~ ~ I ~
I I ~
I
~
I ~ ~ ~
i h~ ~ , i
I ~ 1 ` ~ ~ ~l 1 ~ ,
~ ~ \ ~ ~
/ NIP ~~,c I'
~ I ~ ~ ~ ~ I / ~ ~ ~ ~ I 1 rood, "o''ro~ ~ ~ "-~+ia
fir i r, ~ , r ~
V
I ~ 1 I ~ / /t I ~ ~ I Il r IL - L- ~ ~ ~ I \ n~ w.v '°s w. ~*p` / -A o i
~ ~ i ~ ~
~ I II ~ 1~ 1 , ,~1 \ it \ I 1 ~ ~ ~ ' . ~
l ~
1 1 ~ 11 ~ I ~ ~ ~a«~ A
, ~ r
- ~b / D
r / °
r
r ~ ~e
_X11 ~~j~ ~~~~~II~I ~ ~[~J~ ~1,-,~~,; 1 j.~,
I
~
~ ~
~ ~ l
~
I
/ ~
b ~ ~ y f
pip ` (v ~p~c~K 11 x
LEGEND
~ ~
i M TDS TEMPORARY DIVERSION SWALE ~\PgEs
I -I - K x
~
E4 CB -X - X -SILT FENCE v~ ~
TOF.i0.l0 7 INV.YI.Op
I1 -TP-TP- TREE PROTECTION n
d~~I~d
~.~kV IH :1, ~?Y Cilhbll3M J L -~P~-TPS- TREE PROTECTION WITH SILT FENCE
! :vfJ Nfa 3r ~ c~+'YRtc+K[' Zoos.
S~~~l 3 ~yW
INLET PROTECTION ~ ~n ~ n~'1'$: ~mAs
- ~wrt: Bps
yM ~N~~
,oo' so' o ,oo~
,Fh PROPOSED PAVEMENT WIDENING
SCALE: 1'=50' C3

" !1 !1
TYPE 6 6 ~ n
DEPARTMENT OF TRANSPORTI! A A . PIPE OUL RAN5PORTA~'ION ~ o
SEEDING SCHEDULE v,~~ ~HEDULE
1
Co SHOULDERS, SIDE DITCHES, SLOPES MAX, ILOPES MAX, 3;1
$ w DATE TYPE PLANTING RATE ,
YA>< fOR REPAJR OF SILT FENCE FAILURES, USE VARIABLE A9 DIRECTED BY THE ENpNEER N0. 57 WASHED STONE.
s~ J,d ~ / AUG. 15 - NOW, t TALL FESCUE ~ ~/ACRE FOR ANCHOR WHEN SILT
~~y~~ RIPRAP Nov, t - MAR, t TAU. FESCUE 3(IQ LBS/ACRE ~ I FENCE IS PROTECTING
d4 ¦ PIPE DU ~ 'ZI ~ Lo * APRON LENGTH MAR. t -APR, 16 TAU, FESCUE 76 ~/ARE I I CATCH BASIN. 300 LBS/ACRE
W * APRON WIDTH APltl 1b -JUN, 30 HItLLED COMMON BERNIUDAORA99 199 78 L9S/ACRE wTER~oi rep" y~rr YIN, 10 OA, rYfEB IS1
3 X PIPE /MIN JUT. i AUG. 1S TALL FESCUE qNp •w BROWNTOP MILLET t 7O LBS/ACRE LSE MIRES I 36 lBS/ACRE ~ F
d • APRON DEPTH PLAN OR SORGHUM - SdQ1N HYBRIDS r'eRID.S 30 LeS/ACRE R+ A To I
SLOPES (3,1 TO 2c 1) GRADE ~
TYPICAL CONC. ,I
~ FLARED END LA¦12 MAR, I -JUN, 1 SERICEA IESPF,~7A SCARIflEb ~ a SECTION ~ W=14' ! d STESI POST I 6o I.NS ACNE / SOVELI MRE FAatlC
SLOPE 0 X FLpW ~ 3do=6' MAR. I -APR. 16 ADD TALL FESCUE 17O LeR/ACRE w sir fE,+a ocorant FAeec
I M RIC VI " MAR, t + JUN. 30 OR A~ WEEt~NtO LOVERGRA55 SO ET EVE d=12 YAR. t JUN, 30 pR App HULLED COMMON BERMUDAGRASS 1 ~I ~ r9 t0 L8S/ACRE ~ it jl
MED. STONE DIA.=6" JUN. t • SEP, t w~ TAU. FESCUE A?ro BERMUOAGRA9S 28 LB9/ACRE II 170 LB.R/ACRE ~ ~ FtL sLGPE FRONT VIEW
MAX, S10NE OIA,=9" ~ MsET 36 LBS/ACRE ~ ~ ,
CLASS 'B' RIP RAP ~w ~ ' HYBRIDS 30 LB$/ACRE ULLEO - UNSCARIFIEO) 70 LBS/ACRE ~ ~ e GRADE
SEP, t • MAR. ,1 SERK;EA LESPF~EiA (UNHUU.ED - UNSCAN d , t - AND TALL FESCUE 170 LBS/ACRE
SECTION A-A ~ I ADD ABRUIEZI RYE 76 LBS/ACRE " e' I/~L COVER r , °y~ MORr ~ ~ 1AEE PROTECTION AREA
Filter blanket =14' _ * w~ La La 9 La 9 TEMPORARY -RESEED ACCOROI~C TO OPTIMUM 5EASON FOR UM SEASON FOR DE5NtED PERMANENT VEGETATION, + d a
SEE APPROPRIATE SCHEDULE FOR DIMENSIONS W=15,25' W=10,25' W=10.25' DO NOT ALLOW TEMPORARY COVER TO ~ OVER 12" IN HEIGHT BI 17" IN HEIGHT BEFORE WOWING,OTIERMESE ExtENO ~ ~ wK rrro TRElKH ~ DO NOT ENTER Zi Arc ANCFIdI SIOItt A9 + DSIEC1fD dr EINIIEEII ~
1, La is the lenryth of the r7 ra a ron, 3do=3.75' 3do=3.75' 3do=3.75' FESCUE MAY eE sHADEO olTc 7 P P P " " "
21 d ¦ 1.b times the maximum stone diameter but d¦18 " d•12 d=12 " M o, stoNE olA.=~ ~ _ " _ " SEEDBED PREPARATION not less thou 6 E ED. STONE DIA. 6 MEO. STONE DIA, 6 SIDE VIEW ~n»a: WARNING SIGN DETAIL ~N WNaM10 SIGNS ro ~ YAOC a• autAe~ SEARIERWIOOF MATERIAL.
A fil r I n r filter fabric should be bIAX. STONE DU1.=11" MAX. STONE DIA.=9" MAX. STONE DIA,=9" t I P 3. to b a ket 0 ~ ~ , , , , , CH SEl COM ACTED AREAtI AND SPREAD 10PShc 3 wCHES D! tE1r61S ro eE J' HON vMrur, aaYaLr LE061E AYD SPAC[D AS OErASED. i011 3 NC1ES DEEP OVER AOVOgE 80L vL~Aa A~sa~r u~a r~ ~r ulul nsr niouc Two
installed between the r' r and loll foundation) CLASS 6 R1P RAP CLASS B RIP RAP CLASS 8 RIP RAP coNOmoNS, IF AvaLAr3LE. so' a aENtat w6EAiTER. _ i0R T$ PRORLC~pI AA~AS IE~ 11111 N PE~[~ IM1~ Ib 1/~ 11YW dE ,9kii 1 ~ 1A01~Cit~ AAA
~ ~ 1. RIP THE ENTIRE AREA TO r ItCIiES ' 3. REMfWE ALL LOOSE ROCK, R04TT5, ANO ~ UCTIONS -USE SR1 FENCE ONLY WHEN DRAOJAGE AREA A1>MM IMIt sipnEi.r 1o TESL[ PGtlt ANt /A~ UC1'ION$ LEAVING SURFACE DOES NOT EXCEED 1 /4 ACRE ANO NEVER IN ~ P11RCIb11 rtNx TNR~aa,oin ouRAnoT1 a P1QECr.
~4 F AREAS ff CONCENTRATED FLOW Aoanaau scNS YAr tE REGIAAED er dTr a: RALEISY NSPEC110NS OEPAR1ENr 8rt9ED CY ACiIUL FIELD CCNdRONA
4, ~ ,AND SUPEIiPFI08PW?TE NOT TO SCALE wlTtt soN. (SEE BELOrw), SUPERP110SPHATE UNMOttVLY AND iNX PUCE A Slgr AT fAC11 END aF tR~AR TREE PROtECIION AND str oN CENTER TNEREAFTE/L -00 Oi SLT fEMC[ NE4D110 ~ TiM1ED UPI#lL
S, CONTINUE 11LLAiGE LNr1N. A WELL - PULVEIq$D, t'MtM, iIEASOt ED, FMiY, REA90NABLY UNi0R11 lEEDeED
IS PREPARED 4 t0 6 NrCHES DEEP, 6. SEED ON A FRESHLY PREPARED SEEOEEID AND COVER 9Em U ~ corlER sEEO LIGHnr wnH STANDARD TEMPORARY SILT sEEOwc TREE PROTECTIO F
EQUIPMENT OR CULTIP~ AFTER 3EEOwG. N ENCE 1A
7, MULCH IMME~ATELY AFTER SEEDING AND ANCHOI! MULCH, l1! B, INSPECT ALL SEEDED AREAS AND MAKE NECESSARY IIEPNRS C IPSO ~ 1FIE PLANTING SEASON IF POS91~E, ~ STAItD SHOULD ~ 0111 ~ II~ILCH. SSARY IEPAiR9 01t REtlEEOM~.1 MI11EI
> sHOUD eE a~uEN eox aANACEO a
~ SCI ~ REESTABLISHED FOLLOWMrO ORIOMNL WE, FERTNJEER AND 9E! ONION' 0. OONSULT CONSERVATKMI 115PBCIOIt ON WllIIpMNCE TREATMI Ala smolND RATESr i' MAX TEWIICE TREATMENT AND FERTNJIA1gN vARY,xE Ae pRECTEO eY TI# ENCSEpt
AFTER PERWWENT COYER IS ESTABiJSF~DI !/3 P~F RW81VG s,sN
ONYEIDP ~ APPLY; AGRICULTURAL LME5T0T~ - 2 10th/ACRE OR 3 tOl 11 ~ ACRE OR 3 tONS ACRE Ni CUY 300.3 ~ II ~ / /
, FT:RTIUZER - t0o0 L~/ACr~ to-to-tG ~o-to ~ ~ ~ YM, ,~-in oA
, ~ , ; 4.,' n • SUPF.RPFI06PINITE .500 LBS ACRE ~ MULCH Z TONS/ACt~ (SIAALL CWW ~ ~ MTERIEDIATE ~ ~ Ys1, ,o GA, ~ L L L wREs
, ' ANCHOR AttPlIALT EMULSION AT 160 CAL. ACRE 460 GN»/ACRE uE WIRES ~ , I 'L L i
tai . . /,:r,•:•'
ORADE
' a, II. 'jl lil
A ARAN84 La RE9STAN/,
rlpl - Rr1SeL SR![YO1L ~ rolr eAarcADE FAeRrc fT~cAIJ iI
IIi IIi
F T I RON VIEW
3/4 EXTERIOR 51EE1 POST ROVEN NSiE FA918C
PLYWOOD MVAISNO SkRI
Af a?7NTA0 ~ ~ o SEE otn~. ORANGE, W RESISTANT, + T ~ YICN - TENSSE STIEN814 TREE PROTECTION AREA
arr~ ~ ~ POLYlARPoCAOE fA1RIC (iTPICAI) Nl' 4444111111I1TliF, h ~ DO NOt ENTER i ~~f,
...L. ~ I r ~ P
INLET PROTECTION FOR 5T RM RAIN UN R NSTR TIN r r d~, tR' ~ aRAOE WAR I N NG SIGN DETAIL ~ p ~ ~6,s
l NOT TO 5CALE ; ' . N01ES. bus CCi.
M11RYAC 8a15 TD !1 YALE OF OURABtG NEARA'RPROOF YA1dtlAL ~ Q ~ ,Z r / R Q LET1E45 ro BE sr NK31 IWAIUY, CLEARtr tEORR.E AYO SPAL7D AS OErAifD, _ v ~
Y•' ~i~3~ ~".y.' c ~ , W n'ts IIb10[ t. 51aa slut BE PLACED 1r sa' YAAMIUY INTERVALS ub ~ ~ to ~ ~ PLACE A 9CN AT EACH FA0 a LVVEAI! TREE PROTECTION AND 81P ON CENIEIP 11EIiEAFTER, i~' ~J, O L~ O~
b0 MNd, ° . .o~. , FpT TREE PROTECOON ARYA9 LESS iNAN 700' M PEARlE1EA, PROIcE NO LESS iMAY 01E SIGN PER PROhCiKN AREA. ~ ~ v v ~ ,,~d ATrACN SIGNS ~CURELY YO FENCE POSTS AND fABRJC, d
BUT SUFFICIENT TO KEEP t, PUT SILT FENCE OR TREE PROTECTION FENCE UP YAxrAw TREE PROTECTNw FENCE TNROUa+our G,AIATILW of PRQ,[CE i ~ N ~G,•
5EDIMENI ON SITE TO ENSURE CONSTRUCTION ENTRANCE L5 USED, ~ ~AfRIC t11llt ~ 1 ~ f~ I VI AGOrnavu tars YAr 9EREGL9RE0 iY aTr a Ruua1 SISPEC110N8 OEPARRIENI IASED ON ACTIIU FIELD CONOITATNS ~ V~\ PLACE A 81p1 Al EAC4 END Or LMEAR iR~ MO1tC1fON Alc SO' aV OGIRt RIEII[AFTER, III i! I i 1 1 11 4 4 111
y' ,*i a;'4d\'wl';:;''~.yw~•2~(; o''t~"~%;ly~~i iF CD~fIgICTION ON THE SITES ARE SUCH THAT NOII:; FOR TREE PROTECTION ONLY
"~~'ti • ..,v;?•• THE MUO IS NOT REMOWED BY ?'HE VENKAE TRAVEL- ' \ ' •,•'r'";• , • IMO OVER THE STONE 1HEN THE TITES OF THE
"M;."•,•~'~+2"-3" STONE TO BE USED~+'`•~~ ' OR WIpTH OF ' ~r'''J~r4~`~' I R A I¢: 26 VEHICLES MUST BE WASHED BEFORE EN1~IttG THE A CXISTING \ SURCE STONE OR RA l 0 D pROPpSEp STRUT, PUBLIC RQAD STANDARD TREE PROTECTION a DETAIL 1 B
ROADWAY ,.w`y"N'~;„ ALLAST)~,~;.;,;,;~,~t;Nr,"h..,;;;,f WHICHEVER LS a' ,a ,s;~,,~._'; t+;; ~ ' ~ 'n, GREATER,
. ; ; ~ 3, IF A PROJECT CONflNUES TO PULL MUD AND DEBRIS ,,,,4~,, ,y,•;.~.•*.:•t.,, i, , an„,',\, fr'M ON TO THE PUBLIC ROAD THE ~OVERINNG AUTHORITY
t,~ ~,r.w . , ; . , : o, WILL CLEAN TIN: AREA AND MNtlICE THE nNANCIALLY 'a,~,{~~*I~ dpi , h ~ i~ ~;t,~+ ;b', ~v' wl~:~ l',? 'u"i .'a' N p I N U
' + RESPOIISIBLE PERSON A8 INDiCnTED ON THE FINANCWr ~ pESP01gIBIIJTY FORM, 1, INSTALL TREE PROTECTi~ FENCE AS SHOWN ON PLANT CALL 890-3500 TO SCHEDULE INSPECTION,
~y TL 1b t>G ~ pfADE ~ WHEN APPROVED, OBTAIN GRADING PERMIT, ,
A ~ Z. CLEAR 5fTE SUFFICIENTLY TO INSTALL SILT FENCE, TEMP, CONSTRUCTION ENTRANCES, TEMP DIVERSION ~p
!fW ~PIiCI~gY G. . DITCHES AND SEDIMENT BASIN AS W , SOWN ON APPROVED PLAN,
ElIS'~C Agtpllr ~ 13' 1/Il 3, CALL 890-3500 FOR Or?SITE INSPECTION AND OBTAIN CERTIFICATE OF COMPLIANCE, CLEAR AND GRUB SITE NVD BEGIN ROUGH GRADING OF SITE, MAINTAIN EROSION CONTROL DEVICES ~
. AS REWII~Or
.•.'v EPIIrAOER V AND ~Tlal ' ~ i:•' 12° MILL 12' CtA55 A 5TONE tl?4i !N LtYd. ~ lonorr 5. INSTALL STORM DRAINAGE-AND BLOCK AND GRAVEL INLET PROTECTION,
8, CONSTRUCT PARKING AR DRNES UTI ° ~ UTIES, BUILDING PADS AND BUILDINGS, i,
7, SPREAD TOPSOIL AND F!!E ~iiADE. Q Q'
8, PREPARE SEEDBED ANO 'diSTURBEO AREASr - ~l _ _ Qi'
I'ABRIC UNDER 5TONE ~ _ , 1 9, INSPECT AND REPAIR ER0610N CONTROL DEVICES AFTER ALL SIGNIgCAN'1 RAIN EVENTS AND At ~ LEAST ONCE PER WEEK'AND REM ~ OVE SEDIMENT FROM ALL BARRIERS ONCE HALF CAPACITIF ?S MET, ~
14. AT OOMPIETION OF CANiTRUCTION AND AFTER GROUND COVER Ill 0 0 . HA5 BEEN ESTABLISHED,
t~S.S~ z CLEAN OUT THE SEOIMEI~ BASIN AND CONVERT TO ORY POND, RESEED ALL OiSTURBEO AREAS,
11. REMOVE ALL REMAINIG A0510N CONTROL MEASURES AND SEED ALL DISTURBED AREAS, W
,SON
NOT To SCALE
NOT TO S
GRAVEL CURB INLET SEDIMENT FILTER
MP WIRE MESH WITH 1 2" OPENINGS SHALL BE PLACED A, HARDWARE CLOTH OR CO ARABLE /
OVER THE CURB INLET OPENING SO THAT AT LEAST 12" OF WIRE EXTENDS ACR06S o~
N C RAND THE CONCRETE GUTTER MEASURED FROM THE Nr~ET 1~ BOTH THE I LET OVE
CONIETE BLOCK OPENING).
B. STONE SHALL BE PILED AGAINST THE WIRE SO AS TO ANCHOR IT AGANST THE ~ppl TEMPORARY WINE ~REE11 S
GUTTER AND INLET COVER ANO TO COMER THE INLET. OPENING COMPLETELY, U8E sEOMIE seDMtENt POOL
NCDOT ~!5 WASHED STONE. ~a
C. CHECK DEVICE AFTER EACH RNN, REPLACE WASHED STONE IF IT CLOGS WITH SEDIhIEM, 4 ~ - -
~ 1' MIN. 1' MIN, N + 10' ~ tt,,~~ d 7 MAX, ' CP9
4 4

WASHED GRAVEL FILTER WIRE MESFI
12 UTILITY INSTALU1tONS AND TH R ~
5EOIMEb .ram„ SEDIMENT DEWAfERP10 0 E PUBLIC FACILITIES , INCLUDING SIDEWALKS AND HANDICAP RAMPS ARE TO
SEDIMENT LADEN RUNDFF i SPECffTCATpNSI BE CONSTRUCTED ON ALL STREETS AS SPECIFIED BY t, LAY ONE ILOCt( ON EA011 0111E 911RUCTUtE CI11' CODE, THESE FACILITIES HAVE BEEN APPROVED
1~CJ~~4f'Jq~1gl~~XY 1~'~'~t'~t'~Ir~ ON ITS 910E IN 11NE IO110N RDW TO ALLOiW POOL 8Y THE CITY OF RALEIGH AN ~ D SHALL BE SO INSTALLED
~ ' ~ 211 SLOPE GRAVEL flLTlll DRARVi10E, 1N9 fgNgA110N E104AA K E%~IYATEO UNLESS A CHANGE IS AUTHORIZED BY WRITTEN APPROV . ,..r AL AT tEA9T 4 Mldt! ~ iltt CIEST OF TFE SfORltif PUBUC SANITARY SEWER EASEMENTS ARE TO BE RECORDED DATE: 7
r r r - ~ aG~,. DRAIN, PtAACE 1ME IOIMIOMr ROIN OF BLOCKS AGAtNS1 PRIOR TO FlNAL ACCEPTANCE.
` `'^~~r. 1 APP ABL AT CURB INLETS WHERE PONDING "'i •r ~~~ES, LIC E 12 ~ THE EOOE OF 11E sTOR11 ONAIN FOR LAT17W. SUPP~tT AND To Aeon MA9~otna rREN orER~ar oxuR9, s1GNATURE:
a;;;: ~ ~ IN FRONT OF THE STRUCTURE IS NOT LIKELY t0 CAUSE SEDIMENT ~ • ~ • IF NEEDED, GIVE IAIEML 9ta>PI+OICT TO SUBSEOUENT ENGINEERING
1 ,'~K~,;; lurn~vGUicurc na neuer.G m ~Rl~f`FNT CTTi1K:TIlRFC. ' RO1NS BY PIA~CMIC $~T4 MOOD 11tr~6 TFNbOIIGFi s
s,3 v y 1 Ir IVVI I II.er\Ibl VV V V rYrvrIVY• l r w TIES, OFFSITE PROPERTIES OR UNPROTECTED AREAS. CONCREYE GUTTER CURB INLET HMCTION :
BLOCK AND GRAVEL INLET PROTECTION GRAVEL CURB INLET SEDIMENT FILTER NOT TO SCALE E BLOCK Opus" S 2, CAREFULLY iR NAIDWIE CLAIM Oft OOWARA6LE PUBLIC UTILITIES: WIRE MESH W M 1 MICM OPEMNIGS OVER ALL
BLOCK OPENMICS NOW GRAVEL IN PUCE,
3, USE CLEAN WAIL 110 1 IM N MORE DIGGING, CALL TRAFFIC ENGINEER; DIAMETER, RIACW 1 IM TOP NORTH CAROLINA ONE CALL
OF THE BLOCK ON A 211 SLAPS Olt iMflER AND i -$00-632-1918
NOT TO SCALE SMOOTH IT TO AN EVEN GRADE DOT #67 S OO CONSERVATION ENGINEER: STONE IS RECOMMEN M-
0 0

D
~2 r
~ ~ ~
D ~g m
C~ ° ~ D0 ~C~ p •
i i ~ ~
~ ~
~ ~
~ ~
•
~ $
~ z~
~
1 .31 [x J-io e.P- ~ - -
~.na ~ -mac a- t ~r - f ~ - \ ~ ~ - - - - - - - J-,~.y--~.,,-- ~ i 1 I 1 r ~
i i
. 4
~
- , - - ~ ~ ~ ~I~~' ` JUl 1 S 2006
. 'I' _ f ~ ~ ~
I~~ 1 .nk-WF.TER ~~r
~ ~ ~ / ~ WEii+NDS aw; s'oPM'~~~R BR~1N%M
/t / ~ ~f / ~ ~ ~ ~ nay n ~ .

~t~+
f. _ ~ ~ i
I~ 1 ` 11 \ ~ ~ ~ ~ ~ , ~ ~ f- ! „aK
I i ~~~j ~ ~ ~ ~ ~ ~ ~ I 1
/ ~ ~ ms's J ~+a~ alw , O~' d~~~6v
~
1 1 ~ ~ 11 ~ I ~ ~ ~ ~ ~ ~ ~ ~ ~ - F.,~.,
/ , ' " 'ado `,~~s
r,
/ / r ~ r~ o ~ ~ ~ ~'o
t / a °
/ ~
~J
a~~
~ a
r
~
~
/ ~ Hof _
P L / E'er 11~`^
LEGEND
TDS TEMPORARY DIVERSION SWALE \P.~~S
i ~ ~ i
f.~n ~ -X - X -SILT FENCE v,~ ~ Q
J INV.91.00
w~ J ~ S ~
-TP-TP- TREE PROTECTION ~`rd a

J~
~'P~-TPS- TREE PROTECTION WITH SILT FENCE ~~~d
m t~orx~etc~r zoos.
INLET PROTECTION ~A'~` ~mNs
. DRAWN: LAOS
PROPOSED PAVEMENT WIDENING 10° 5°p o goo' sue,,
SCALE: 1"=50' c ~

~ \ \
TYPE ?'g„ tr ~1 Q; ~ ~ ~
DEPARTMENT OF TRANSPORTATION A A r PIPE DUa ~IAI~~IY ~ TTY Q \ ~ ~ 0 ANCE ITH AL C BE IN ACC RD W N TRUCTION TO ALL CO S
SEEDING SCHEDULE I T H
v,~
~o SHOULDERS, 51DE D~'CHES, SLOPES (MAX, 3c 1) X, 3c1 )
PLANTING RA?E + FOR REPAIR OF Silt
W DATE 1YPE • PV S r ~ Y'~ FENCE FAILURES, USE VARIABLE AS gREC1ED BY THE ENgNEEII No, 57 WASHED STONE.
~ AuG, t5 • Nov, t 3oa ,,0 / - TALL FESCUE ~ FOR ANCHOR WHEN SILT .TOO LBS/ACRE FENCE IS PROTECTING
~ ~~~y~~ RIPRAP Nov, t MAR, t TAU FESCUE ~ JOO LBS/ACRE ~ ~ ~ i CATCH BASIN. 25 LBS/ACRE i i Md. 12-1/Z cA
y e AeRUtZI ttrE 25 do • PIPE DIA MAR, 1 -APR 15 TALL FESCUE 300 aoo LBS/ACRE ~ NTERYEgATE
Lo • APRON LENGTH APR, t5 • JUN, 30 HULLED COMMON SERMUDAGRASS 2a W r APRON WIDTH JUG 1 - AUG, 15 TALL FESCUE AND 110 25 LBS/ACRE LBIL to cA, ~ NREs
3 z PIPES a MIN w• eROwNTOP MILLET ~ 120 LBS ACRE uNE +++~s I 38 LBS/ACRE N ~ To ~c i ~
d • APRON DEPTH p~ OR SORGHUU - stzz+N HYBRIDS 3C ~o Les/AGRE 5
5LOPE5 3;1 TO 2;1 OAADE
( ) TYPICAL CONC, f.
FLARED END = WR, t -JUN, I ~ La 12 SERK;fA LESPEOEtA (SCAAIRED) 5p SO LeS/WCRE w~avEN°0°BUt FAO11C
, SECTION f'"' W* 14 Jk s~ 120 L95/ACRE ~ BtiT FENa otolExnE FABPoC
SLOPE 0 ~ FLOW r = ~ MAR. 1 -APR. 15 Apo TALL iESCUE 1 ZO _r, 3d0 6 MAR, t -JUN, 30 pR App WEEPING LOVERGRASS 10 10 LBS/ACRE
ISOMETRIC VIE1~ d=12 MAR. t -JUN, so pR App Hvu.® COMMON BERMuLtikCRASS 2a S 28 LBS/ACRE ~ , ~ ~ FROM VIEW 120 LBS/ACRE t, ~
MED. STONE DIA,=6" t • t •w TAU FESCUE AN0 Ira MAX, STONE DA,=9" M~LEt ~ 3S LBS/ACRE
, , OR 50RGHUM -SUDAN H'r9Rlp5 1a CLASS B RIP RAP SEP, t - MAR, I sEAiCEA LESpEDEtA (ureluLLED - uNSCA~FIEO) ya 30 LBS/ACRE , ~ M, I1~11~! 7 ACRE i II MWR ,CARIFIED) O L8S/
AND TALL FESCUE 11a 120 LBS/ACRE ~ T
d NOV, I - MAR, I Apo ABRUZ21 RYE 2a SECTION A-A 2b LBS/ACRE b B• YN OOVEA TREE PROTECTION AREA O ~ OVER ~ ~ 11" y r N Mi
Filter blanket L =14 La=9 La=9 TEMPORARY RESEED ACOOADING TD .OPTIMUM SEASON FOR DESIRED PEitl O , 'OR DESIRED PERYAWENT VEGETATION, '~I Exmo Mle B" YN. Nro 1RENa+ DD NOT ENTER F-+
W=15,25 W=10,25 W=10,25 DO NOT ALLOW TEMPORARY cDVER TO GROW ovER t~" IN HEIGHT BEFORE MOWIN< SEE APPROPRIATE SCHEDULE Foa aMENSIONS ? FESCUE MAY ~ sHADEp OuT, T BffORE MOWING OTHERWISE i;~ u+0 u+p~at saR1 As DETECTED BY ENDNEER '
i , La le the len th of the r1 rap opron, ado=3.75 ado=3.75 ado=3.75 9 R » _ " _ " Norrs~' WARNING SIGN DETAIL VI wARNwe /ATB ro ~ MADE Dr' oLVG81l, wEA1NtIIPR00f' YAfEAIAL
• i. tim the maximum atone diameter but d=18 d 12 " d 12 " 2 d ~ e~ SEED8E0 PREPARATION LETTERS 10 IE r Nlpl YNBAAI, pEARLr LEGNI.E AND SPACED AS DETAILED. SNNS SMALL 6E PUCED Ai BLr YAl01AlY NIERVALS
h n MED. STL'NE OIA,=~7 MED, 5TONE OIA,*6 MED, 5TONE D1A,=6 - npt less t O 6 " " _ " ' MAX. 5TUNE DIA,=11 MAX. S10NE DIA.=9 MAX. STONE DIAN 9 t, olasEl ooMPAOTm AREAS AND ~6PREAD ToPSDIL 3 a~CHES PEEP ovER ADI S DEEP OVER ACVERSE SOIL PLACE A SWN AT GCH EAO aF tD[AR 1REt PRDTEDnaN AAO SO' aH CENTER neREAFrzIV.
3, A filter blanket or (liter fabric should be , , ~ , , , ~ AvAUA~.E, FOf JREE PRDTECIIdI AREAS LESS iNAN t00' N PERBER'R, PR041DE ND LESS TNAN D~ SIGN PER PR01ECiKW AREA
' I f n t~ n, CLASS B RIP RAP CLASS 8 RIP RAP ClA5S B RIP RAP Installed between the riprap and sol ou do a ' 4, ~ THE ENTIRE AREA TO d INCHES pEPTH, 3, REMOVE ALL LOOSE ROCK, ROD'TS, ANd 01HER OBSTRUCTIONS LEAVING SUR -USE SILT FENCE ONLY NF~N DRAINAGE AREA AnAa+ mw5 BEaA1ELr To FENCE PosTS RAID FABR7G S~AOE DOES NOT ExCEED 1/4 ACRE AND NEVER IN YANTAIN IIIEE PRDTECiNN FENp: iNM7u0NDYT DURAiNN OF PRO~ECi,
' It£A50NA91.Y SMOOTH AND UNIFORM, AREAS OF CONCENTRATED FLOW ADDITKWAL SR,WS NAY ~ REOIIAED BY pTY OF RAlpCll NSPECRpIS DEPARIYENT BASED OM ACNAL F[LD COVD1110NS
4, APPLY AGRICULTURAL LAfE, FERTILZER, AND 3lJPERPHOSPW?T£ UNIFORMLY , UNIF Y AND YIX PUCE A $NiV AT EApI END DF LNfAR iREE PROTECRDN AAO eo' p+ [ENTER THEREAFTER. ORYL -END OF S9.T FENCE NEEDS TO ~ 1URNED UPHILL.
NOT TO SCALE WITH 5aL SEE ~LOw•y, 5, CONTINUE TILLAGE UNTIL A WELT, • PULVERIZED, FpW, REASOWMBI.Y UNIFOF AsoNAgI.Y uN~aRY sEEOeEO V1
iS PREPARED 4 TO !5 INCHE5 DEEP, 6, SEED ON A FRESHLY PAEPARED:SEEDBED AND COVER SEEP LIGHII.Y WITH ARD Tf~~MPORAR Y SILT- TREE PROTECTION FENCE 1 A STAND >a LIGHII.Y wrM SEEDING
EQU~IIENT OR CUITIPACif AFTER ~QING,
7, MULCH 1MMEDUTELY AFTER SEEDING AND ANCHOR MULCH, +;5 OR RESEEDINGS WITHIN ~
i INSPECT ALL SEEDED AREAS AFS! MAKE NECESSARY REPAIR5 OR RF.SEEOINC LPSIIPEW ETD THE PLANTING SEASON, IF POSSItA.E. IF STAND SHOULD BE OVER 60X ON1U oNER eoz DA>rA~Eo SEEDING RATES, e' YAX
Qr SRIAY p7W REESTABLISHED F~.LOwING OFdOgiN. LWE, FERTILIZEA AND SEEOINti RATES, olr~Fta o. ooNSUIT CONSERVATION INSPECTOR oN tWNTENANCE TREATMENT AND FEAT ATYENT AND FEA11lI1ATTON VARIABLE AS gREC1ED Br 111E ENCBEER ~ MNRTYLd ~
AFTER PERMANENT COVER IS ESTABLI5EIE0,
l/3 P~F • APPLY; AGRICULTURAL LIMESTONE - 1 TONS/ACRE OR J TONS/ACRE 01 t TONS/ACRE RI CUY SOk,S ~ I E C N A L L
• FERTILIZER - 1000 lBSS/ACRE 10-t0-10 - YN, 12-,/x oA NTEAYEgAIE
SUPERPHOSPHATE -500 LB5 ACRE ' ~ ~ . ~ ~ ' MULCH 2 TONS/ACRE (SMALL GRAIN STRAW) YN, 10 OA. I Yi~S LINE RIRE9 I
, ~ . ANCHOR ASPHALT EMULSKIN AT 450 GAL,/ACRE
a' w , _L L L L L I
t ~ ~ rAUOE
oRANx W RESISTANT LBaT - rouEE STRENGTH, yI
~ Par eAr+ecAx resat (r>t~cAU ~,I
NOTESI .I I
I, RIP RAP uNER SHALL BE UNDEIN~I RIP RAP IN SCOUR HOLE NOT SHOWN FOR CLARITY OR APPROVED EOLW„ ,ALL ~ ~ wRH YIR~ ~ FRONT VIEW y~, 81EEL PORT a~
3/4 EXtERIOR NDY6N RIAE FA~BC
PLYWOOD 3, PERM+wENt 501E r:EauoRCEME~rT M 6iu4v e0rnw tEINi'ORCEIiENi' PATTING StWI ~ tANpIAK TRY I wARNNO ea+ r ORANGE, LN RE91S1AN1, i
aR APPRONEO EQUAL„ AF 1~1'~00 AN fu,, ~ HICK - iEN31LE SiRENGiN, ~ TREE PROTEC110N AREA ~ II II IIII
gIS'TALL LEVEL 0 FLUSH 3, BOtH THE RIP RAP UNOERlJNER AN ~ ER AND THE LAND TRY 180 SHALL 8E ~ ~ Par 9ARLDCADE FABPoC (TTPIC+i) Do HOT ENTER 111 FF~4i 9 UNDERlJN LOK „ ~ ~ 1 ~
PEAMANENI SOIL ~ GAbIxID NISTALI,ED PEA MANUFACIURER's SF RpNFORCEMENT 4' IlWFACTURER'5 SPECIFICATIONS, ~ ~i Oy
AIN N R NSTRU TI~J TION FOR ST RM DR N T P ROT C MATTING PSRM ~ aA~ WARNING SIGN DETAIL ~ ~ ' ~ 6
SEE NO notES.~ - ~ W cfl.. MrN lABE tb eI YADE 7r pAlABLG ,REATHERgiODf YAtE1Ni!- ` L(/.'~ . Z r
Nor To sc~E , . 4 YEI~ ~ ~ 1/I Y~r dY, CLEAItl.r LEGIBLE AND SPACED AS D[TANLD. ~ V W 3". BxNB BNAU~ l AT .SO' YAAWUY NTERYN.S WWW (n
aaa A aaN AT cwd+ ENO ~ ENEAR TRa IIIORD:~L Ai0 BB' a D~ w+ELIEAnER. ~ a o: FDR TREE PRO1ECBa+ AREAS LEBf 1W1700' M POME~ ~EeloE ~ EE1K BMM as !01 P~Q PRO1~xp1 AREA. ~ d
~taa1 50' YIN, r ATTApl S+OVS SEl~f1Y iD iEM= I~fS NBi TANG / ~ ~ YAWTAN iREE' PRD1EC101 F7MZ ~IOI7T q~11p1 OF 1~CR ~~j 0 ,,N ~
FFICI NT TO KEEP 1, PUT 81L,T FENCE OR TREE PIIOTEL110N FpICL IN 19 RCP OU1LE1' TUT SU E 10 ENSURE CONSTRUCTION ENTRWVCE 16 U8E0, SIDE VIEW gr1D°A~`~ ~~Ar ~ ao Dr~u~tAlE~ w°11a i~°ate~ieM 51weMAaAYlooEra AOx1AL Roe caa~aNC 111 ? ~ Tnnlill
SEDMENT ON SITE FILL SLOPE NOTE; FOR TREE PROTECTION ONLY
IM, Y,,1 ? y,'" y~' ~ ' ' ~ '1~ ,N" ' R I~ aN THE wI W ~ tlilCll THAT ~w,~~Yy~,il~,~~w~tt,r}Y;".~nt,,,,~~yy`~~~r Z, TH TRA - ~ ~ 4 NATURAL
~.;;,r'!.r';'''''t~ w;.',:~'.rt:;"`",:~"",,,t„"' .,y:}r;.,T~~~H,//E~ /~M~U~~D~e IS NO(T~/R~E[M0NE,0ry,BY E VEINCL[ VEL FLOM 4 td FLOW ',M1 '''r' ~1 V•~.~r THE Y1~N\GI T'1~ THE TII~ DF THE GROUND AR TR PROTECTI N DETAI 1 •
r~2"-3" STONE TO~BE U5ED'~+'ti`'• 25' OR WIpIM OF IC M 8t~'ORE ENIEANIG THE I' • y ' `w ~ ~ PRaPaSEO STREETr ~ LES ~i T BE ' p EfOSTAiC ~'(SURGf STONE OR RAILROAD~t' PU~C 2 STAND D EE 0 L B
ROADWAY 'y:'r;'~ P4~®ALLAST],~X";y',;v:~'.'rr~t"";`'~: ;,e' WHICHEVER LS r..
i; i',?;'s~t';+~ K','i~; ~y.t:;,,h ~:'a~r~~M, ; ,,,•'u: GREATER, 3, IF A PROJECT CONTAIIJEB TO PULL. MUO Alq DE9RIS 1 S" RCP OUTLET ' Yy~ti'p'r~,iY'''~ ~ ~;~'ti}•{ . u."'t''r', aN 'F~ THE PLA~.ICi AQAD, TI~ ~~A~e~ ALITH~IY ~y^ ~ I,~~I 1~ N • RU I
",:y:.~7 v~~~ • x 4": ; i ; ~ "'~`'~i w WILL CLGN THE AAGI N'q MYOICC TIC FMW~CIALLY :~~,~~!.,~~;;,h~;?;;~.~;~;,,;".,wM,,;~~'r~,,~,r"; w, REePONeISLt 1EILfON AI MpICATI~ QN THE FDrANC1Al. RIP RAP LINER W TtlCK
ABVCNIaNIfn? FORM, 4' FlLTER FABRIC ( 1, BISTALL TREE PROTECTION FENCE AS SHOWN ON PLAN, CALL 890-3500 TO SCHEDULE INSPECTION. PERILIAi~NT SOIL WHEN APPROVED, OBTAIN GRADING PERMIT, ~
Plda NOTE5) NCDOT CLASS A V A REM~ORCQIENT MIAITING 2. CLEAR SITE 5UFFICIENTI.Y TO INSTALL SILT FENCE, TEMP, CONSTRUCTION ENTRANCES, TEMP DIVERSION
8EE0 WITH NATNE 13' THICK ~ ~ DRCHES, AND SED~IT BASIN AS SHOWN ON APPROVED PLAN, r
~ M GRASSES AT WSTAllA110N f' 4' 3, CALL 890-3500 FOR ONSITE INSPECTKN AND OBTAIN CERTIFlCATE OF COMPLIANCE, tv
Nptowlr ~ 's' ~ AND RU S AND BEGIN ROUGH GRADING OF SITE, MAINTAIN EROSION CONTROL DEVICES 4, CLEAR G B RE ~ AS REQUIRED, ~ ~
ts' 5, INSTALL STORK DRAINAGE AND BLOCK AND GRAVEL INLET PROTEC?ION, ,r„i
& CONSTRUCT PARIgNG AREAS, DRIVES, UTILmES, BUILDING PADS AND BUILDINGS,
d' MIN, , , ~ , ..'.t, P V I YY 7, SPREAD TOPSOIL ANO FlNI: GRADE, O ~
8, PREPARE SEEDBED ANO :'EEO DISTURBED AREAS, rx ^
FA811IC INlOER BTONE a 9, fNSPECT AND REPAIR EROSION CONTROL OEVKX:'S AFTER ALL SK?NIGICANT RAIN EVENTS AND AT ~ ~
LEAST ONCE PER WEEK, AND REMOVE SEDIMENT FROM ALL BARRIERS ONCE HALF CAPACITY IS MET, pG ~ t113 0
10, At COMPLETION OF CONSTRUC110N AND AFTER GROUND COVER HAS BEEN ESTABLISHED, ~ z
CLEAN OUT THE SEDIMEN?' BASIN ANO CONVERT TO ORY POND, RESEED ALL DISTURBED AREAS, 11, REMOVE ALL REMAINIG EF'OSION CONTROL MEASURES AND SEED ALL DISTURBED AREAS, x w
O
~ONSjR~
NOt TO SCALE
NOT TO SCALE
A, HARDWARE CLOTH OR COMPARABLE WIRE MESH WITH 1/2" OPENINGS SFUILL 8E PLACED e
OVER THE CURE INLET OPENING SO THAT At LEAST 12" OF WIRE EXTEN!)S ACROSS D
1E~ 90TH THE INLET COVER AND THE CONCRETE GUTTER (MEASURED FROM ~11E INLET COry~7E ~c
OPENING), MAY ~ 2006
9, STONE SHALL ~ PILED AGAINST THE WIRE SO A5 TO ANCHOR IT AGAINST THE 1d~DAARY tila~,utY S WIRE SCREEN E
THE INLET OPENING t~IPLETE;LY, USE - - SEDIMENT POOL GUTTER AND INLET COVER AND TO COVER I~ BOMIENT POOL DENR WATER DUAL r WETLANDS.4ND ST()RMWATER BRANC
NCDOT 5 WASHED STONE, " 1~ r~ -t O Y
WITH MENT, ~ C, CHECK DEVICE AFTER EACH RAIN, REPLACE WASHED STONE IF R CLOGS SERI k ~ t' MIN, to v? ~ ,
r 2 MAIL, d 4
~b
r
WASHED GRAVEL FILTER WIRE MESH d
rr sEar~t DEWAT'EAN~G UTILITY INSTALLA110NS AND OTHER PUBLIC FACILITIES , INCLUDING SIDEWALKS AND HANDICAP RAMPS ARE TO
FILTERED WAtER SPEGFICATK>Nsl BE CONSTRUCTED ON ALL STREETS A5 SPECIFIED BY
~ SEDIMENT LADEN RUNOFF ~3'1<,>r'if 7W~lY 1t' 1, LAY ONE ON il;Ngi SIDE Cf 1'K STRUCTURE CITY CODE. THESE FACILITIES HAVE BEEN APPROVED COP'~'RIC~~T 2005
" • JR'1of • . • ~ ON ITS S~ Ni 1FI[ IdY1'ON ROyP TO ALLOW POOL BY THE CITY OF RALEIGH AND SHALL BE SO INSTALLED DRAINAGE, 1NE FOUNd?T10N SHOULD BE EXCAVATED UNLESS A CHANCE IS AUTHORIZED BY WRITTEN APPROVAL,
A • tl VEL F'~ , , ~ Z SL,O~ tztA 1ER AT 2 BELOW THE CtII~T OF THE STORY PUBLIC SANITARY SEWER EASEMENTS ARE TO BE RECORDED DATE ~~~f ~S LEA4T PRIOR TO FINAL ACCEPTANCE. DRAIN, PLACE THE 90RRDw1, ROW OF BLOCKS AGAINSi
' e THE EOOE OF THE STORY DRAiN FOR LATERAL SUPPORT SIGNATURE;
N S; APPUCA9LE AT CURS INLETS WHERE PONDING ~ OTE 12 • ~ , , , AND TO ABO~ WASHOUTS TMtlEN OVERFLOW OCCURS, DRAWN: EAS IF NEEDED, (ANNE LATERAL. SUPPORT TO SUBSECUENT ENGINEERING
IN FRONT OF THE STRUCTURE IS N07 LIKELY TO CAUSE SEDIMENT ROWS 6Y PIJIC~ 2x4 WOOD STUDS 1}iROt~FI
iNrnwt~cwcrurv na new?r,F Tn ARIACFNT STRUCTURES. _ . _ _ _ _ _ , , s~nrx SHEET:
UTILITIES, OFFSITE PROPERTIES OR UNPROTECTED AREAS. CONCRETE GUTrER CURB INLET J N IINlMME CLM OR OOWMA" PUBLIC UTILITIES; WIRE MESH WITH 1 BiCH OPENNICS OVER ALL N%%M~ BLOCK OPkNIMM HOLD GRAVEL IN PLACE.
3. USE CLEAN OR V84 3/4 TO 1/2 NICH LN BEFORE DIG OG, CALL TRAFFIC ENGINEER;
GRAVEL CURB INLET SEDIMENT FILTER NOT TO SCALE DWI M, PLACED 2 INCH BELOW THE 10P NORTH CAKOLOR ONE CALL OF THE BLOCK ON A 2,1 SLOPE OR FLATI110 AND 1-$00'632-1049 CONSERVATION ENGINEER; clo
%MTN R TO AN EVEN GRADE, DDT 157 WOO
NOT TO SCALE STONE 15 RECOMMENDED, J

Qi C
C SDI N~ PL ~~1~ ~ FLAN
~ ~
i
~
i i i
i i ~~g~
~ ~
~ • ,oz ~.aa
~ ~ , - -
~I 1 ~ ~ ~~~,~I~~L~~~ ~ ~ r

I NIP - _ _ _
~ ~ r-`~~~', J~f~r~~
I 1 l z5~ J U~ v
'~4, t ~~y
- , ~ , ~ I / i ~ ~r ' ~ . 1. ~ ~ I - .
- ~ ~ X111 W
I
J ~ ~~11 ~ ,
~ o tom' t I ~
> I~ I
~t• ~ \ ~ ~ I J r~ R~ r
` _ waive ~ ~ ~ / / J ~!7."Y / !F
} - / A~ E
.
~ ~ ~ I~~ ~ ~ ~ I 1 ~ ~ ~ ~ ~ i~ ~if~~ ~uunpryq G
~ ~ '
1 1 ~ 111 II \ \ ~ ~ - _ ~ i'/ %S ~ Or
~ ~ 1 ''~dON ~
f ' r~
~ "A• • ~ r
s
~ ~ 1 ~ M
i Qtn
~ ~S
d~
. ~ ,
V ~ a
r~~ ~~r ~~1I I O~ ~
v
1 s ~ ~ '
~ --fit`- \ ~.Sr~ .,c -r.~ 1 / PP
~
b ~ ~ ~
~ ''1
LEGEND
QGC~~~~~'~~
TDS TEMPORARY DIVERSION SWALE MAV s Zoos J ~\~'~~5
I -J J_ r,
/ ~ ~Y Y Y UENR -M~ TER OUnUn'
EQ CE lOP~06.W -X - X -SILT FENCE Mt~~~ST~~~R ~ ~
J WV.N.OG
~ ~
1' -TP-TP- TREE PROTECTION 4 c~'~,^id

J~ BPS--TPS- TREE PROTECTION WITH SILT FENCE
cor~~rr Laos.
INLET PROTEC710N DAs: ~m'm ---r
~uwx: ~+s
nnnnnnrn nn~irur~iv unnr~u~in 100' Sl7' 0 1b0' 5~~~
rRVrVJCU rHVCMCw f VVIUGINIIVU
SCALE; 1"=50'
C3
b~ C
0

~z8~~o
~2,~-~-
9~F~
I I a
~ ( ~ ~
~ ~
~ ~ ~
~ ~ ~
~ I ~ x~
I nl~~~ ~ t ~1 ~ ~ ~ t ~
~ ~
/ 500'31Y3'E ~ 1 31 - ~'~c ~P L• I ~ ~ % II I i!/ice/ii~/'i,~, 1 1 iC~l
9, A'~ hM ~ A
~ ~ I~~ ~ ~
J~~ , /J ~ / ~ ~ Jim/ ~ / ~ ~ ~ ~ a~ 111
,
~ ~ ~ o
. ~ / ` ~ ~p~ i
Y~ ~ ~ ItW~ ``~u~~~unu~q'
- ,~1- E:~ ~ 11 ~ I ~ _ - . ~ SS ~ ~+d° 'gyp d~ `s6"
' I Y II ~i~ 1 ` I I \ \ \ \ \ ~ \ ~ \ ~ ,Vns~ R- R,NAi MA i?
l~
~ llM~~ I~ ~ ~ ~ ~
_ _ ~ , y
~ /
/ E ~ YL'~ ~ q~
~ J~j ~ / w G ~
~ a~ ~
r - ~ ~ ~ ~ ~a~a
z~~
\ \ I
,J' ~
/1
LEGENd JuN, 3 Moab
+ ~ -y
. - ~0.M i.r TDS TEMPORARY DIVERSION SWALE ~\PgES
i J ~ ~ ~x
0 -X - X -SILT FENCE v"i ~ a
TOV~i6.W INV.Y1.00
x ~ ~ ~ ~
-TP-TP- TREE PROTECTION
~''~~11 d
~P~-TPS- TREE PROTECTION WITH SILT FENCE
J~
_ D ooPYRIOHr Zoos.
INLET PROTECTION DAs: ~mros DRAWN: BAS
ST:
PROPOSED PAVEMENT WIDENING goo' 0 goo' S
SCALE: 1*=50'

- --x
TYPE. B
A DEPARTMENT OF TRANSP RTATI A 0 ON ~~~rioN , • , ,
" PIPE ou. SEEDING SCHEDULE ~ 6 ~ ~ ~ ~ ~
V~
SHOULDERS SIDE DRCHES LOP ' 1 S ES (IIAX, 3. ) to
GATE TYPE PU PW~TING AA?E ~
" AUG. tS - NON. t tAtl FESCUE BOO ~ Nav. t - wR, t TALL FE ~ FOR REpAiR OF SILT ~ FENCE FAILURES, USE
J'~-0J ~ SCUE J00 VAR+AgE AS BY iF~ ENCREER ~T44 LAS/ACRE r tMEC>ED No. 57 WASHED STONE, p, 15 LBS/ALGAE ~ FOR ANCHOR WHEN SILT
J ~JJ?Jl ? RIPRAP ~ ABRU2r ~ 25 d = P ~ ~ MAR. t • APA, 18 TALL FESGJE o IPE OU? y/ APR, t6 • JUN. JO ~ ~ I I FENCE IS PROTECTING i i~ CATCH BASIN.
La • APRON LENGTH JUL. 1 • t HO>LLEO COMMON BE;RI~NlOAOR11S5 15 ~ TALL FESCUE AND I ZO W =APRON WIDTH •a 110 LgS/ACRE i` YM. +2-+ cA o
3 X PIPE /MIN °p BROWNfOP MR1Ei 35 3S LBS/ACRE NIERIIEgA~E YIL To oA 1 MAES Z
OR SORpItW - SUCNN IFIIIRgS JO d • APRON DEPTH PLAN J4 L9S/A,CRE ~ vas I FFL F RIC '
SL P 0ES{311TO211) II . i0 9EC01 D iI
ii ~i' I! \ ~
TYPICAL CONC, " MAR, t - JUN. t R ~ SE IDEA LE~EOEL1 (SCA11F1E0) b0 p ~ ~i GARDE $ 174 L8S/ACRE I:,, ;.I ~
~ FLARED ~ La=12 ~ SECTION / , MAR, i -APR, 15 T ill !I ~ ~ 1 81EEL POST ?tl Lrs/ACRE ~ wRE FAgOC ~
P ? / W= ¢ - ADO ALL FESt~E 1~? SLOE 0 x FLOW 1 , MAR, 1 JUN. JO OR ADO WEEPIIG IJn1ERf~l1$S 1 14 LBS/ACRE WARrwsc sxR~ -
- ado=6 MAR. I -JUN, JO ° OR AC?O NULLED CONION ME~~QRA94 Z5 ISOf~IETRI VI a ~lN, I - SEPI 1 °q C ~ d 12 rAU FESCUE ANO tx i 15 LBS/ACRE i ALT ~ oro FABPoC IIl ;I~ o: Q 110 L8S/ACRE I'i ;II ~i
MED. STONE DIA1,=6" ,«BROWNTOP wLLET ~ JS L8S/ACTS ~ FR ~i ~
MAX, T _ " OR sORGHUA - SUCWI N 30 S+ONE olA, g SEP, , - MAR. I sERX~A uNNUUm • INISCARIF~O 70 ~ Egg/~~ p ~ Q Fu saPE ON T VIEW a ~
( ~ CLASS B RIP RAP AND TAU FESCUE t2o CAAIi~O 70 LBS ACRE ~ a a ~ / z ~ 110 LBS/ACRE ro" 9 W
~ NOV. t -MAR. t Aoo ABRUrn RrE s5 d SECTION A-A 1S LgS ACRE ~ b r DaAOE
as TEMPORAttr RESEEb ACCOROwC TO OPTIMUM"SEASON FOR DE31~D PERK . ~It DEAD PEA~iAMENT VEGEr'ATX1N, e' r~ ~
F~Iter blanket La=14 La=g Ln=g DO NOT ALLOW TEMPORARY COVER TO GROW OVER 1T w NEIpIT BEFORE MOtt~NG SEE APPROPRUQE SCHEDULE FOR DIMENSIONS W=15.25' W=10. 5' - FESCUE MAY BE SIIAOFD OUL b T MOiMNG,OTHERwISE I OvEN SHIRT ~ ~ TREE PROTECTION AREA it ~ 1/' y®y N M M
2 W-10.25 1, Ln is the length of the riprap apron, 3da=3.75' 3do=3.75' ado=3.7 ' ~I ExtENO wAE B' NIL, NTO iRENCH M DO NOT ENTER F~ AND ANdldi SNRtT AS +
" s SEEDBED PREPARATION 2. d = 115 times the maximum stone diameter but d¦18 d•12" d=12" _ DRECiED BY ENCNEERR ~
not less than 6 tulEO, STONE OIA,=7" MED, STONE DIAL=6" MEd. STONE IA = " II TOP101L ~ wpttll DEEP OV'ETt AOVI " " D B CONDITIONS, IF AVAIIJ~E. SIDE VI pip 4Va Apy 80N, __.~.W NOTESI WARNING SIGN DETAIL WARMNC SIfRLS r0 9E MADE Lr DURAp.E, w:A1HERPROpF YAIERUL.
3. A filter blanket or filter fabric should be MAX. STONE OU,=11 MAX. STONE OIA.=9 MAX. STONE OUrI*9" Z. R~ THE ENT1lE AREA TO~ (s,/!~wOHES DEPTH, LETTERS TD BE 7' HN,TI YAVIYUN, CLEARLY LEO~IF AND SPACED AS DETAILED.
installed between the riprap and soil foundation, CLASS 8 RIP RAP CLASS 'B' RIP RAP CLA55 'B' RIP RAP 31 LoosE •\v\ny ROCiTSI ANO OTMNIrR OISfRUCfiONS LEItr1iG SURF SIGNS SHALL 6E PUCED Ai 30' YA+OYJY MIERVALS, LEAirMiD SURFACE ~ PLACE A slpV A/ EACH END CF LINEAR TREE PROacnaN AAO 00' GN CENTER nIE1TEAFiER,
REASONA9LY SMOOTH ANO tNMFORM 4, APPLY AGRICULTURAL l~lE, FEI~tTTIIIZER, ANO SUPEMiPii0S1MIATE UN~ORIY,Y A FOA TREE PRO1EC11aN AREAS LESS iNAN 100' RI PERREIER, PROIOE NO l[SS iNAN aNE SNTN PER PROiECTx1N AREA. ATE UN~ORIA,Y Atq LAX -USE SILT FENCE ONLY WFIEN DRAINAGE AREA ATTACH Slavs sETA1RELY tD FENCE P~15 AND FABRIQ
wlTtl Sql (SEE BELOMN), La=9 ~ S, CONTINUE TIW7cE UNfll A WELL - PULVERI>;ED, FIRM, REASONA9LY UNIFORI DDES NOT E%CEED i/4 ACRE AND NEVER IN YAINTARI 1?EE PROTECININ FENCE THROUaHOUi DURARaN aF PROyECt,
NOT TO SCALE Wa10,25 IS PREPARED ~ TO 6 INCHES DEEP, SONABLY UtAFORY AREAS OF CONCENTRATED FLOW ADamwu SKYIS YAY ~ REpATN'D BY dTY of RALDGN M~SPECRLwS DEPARiI[Ni BASED d+ ACTUAL FOLD Cd+arwNx PLACE A SIGN Ar EACH END OF LWEAR TREE PR01EC11QN AND 30' aY CENTER iHEREAFIER. -END OF SN.T FENCE NEEDS TO 9E TURNED UPHILL.
3do=3,75' 6, sfEO oN A FRESHLY PREPARED SEED9F~ ANO COVER SEED tIGH11.Y WITH 51 " EQUIPMENT OR CULIIPACK AFTER SEEDING. i tID111LY YNTH 5EEdNG
d=12 y, MULCH NIRIEDIATELY AFTER SEEDNIG AND ANCHOR MUICIt,
MED. STONE OIA•=6" 81 INSPECt ALL SEEDF~ AREAS 1V10 MAKE NECESSARY REPAIRS OR I~SEEOINCS " THE PLANTING SEASON, IF POSSIBL%, IF STAND . SHOtIID 8E CiVEER 10tC oAMAG STANDARD TEMPORARY SIFT TREE PROTECTION F li 4R acs wnHw E N C E 1 A
1R,p410! MAX, STONE DIA.=9 ovER box aAwrcEo sEEaNC RATES,
~ CLASS 'B' RIP RAP FOU.OWING ORIpNAI LMtE, FERTILIZER Ate SEEOwG RATES 1. OONSULT CONSER~MTKNI INSPECTR ON MALNTENANCE 1REATMENT AND FERTq ~ S~1PY Q61N~ ~OIER~I4M' AFTER PERMANENT COVER 15 ESTA9lJSHEO. n1ENT AID FERtIUtAtrou
~ APPLYt AGRICULTURAL LIMESTWa? - Z TONS/ACRE OR 3 TONS/ACRE w Ct roNSiAC~E w cuY solo YAx.
FERTILIZER - to00 Les ACRE taro-ta / ) VARIABLE AS pRECTED BY THE ENGRA:ER WARNING SIGN ilj~
SUPERPIIOSPNATE -500 LBS ACRE (10li) MULCH - Z TONS/ACRE (SMNJ. CRAW STRAW) ~I ~ . I
ANCHOR -ASPHALT EMULSpN AT 4810 GAL./ACRE . , "~i li ~ E L L E PR ECT N REA L L it i YIN, 12-1/2 QA.
INiEAYEgATE
" • RIP RAP IN SCOUR HOLE NOT SHOWN FOR CIARIT7 YrI. +o cA. i~ L L L L ~I I wREs uNE wRES I, ; ,i
.'L L L L I
NOTES. • , . ~ MISCALL LEVEL ANO FLUSH I'~L L L L L L ~
1, RIP RAP LINER SHALL 9E UNOEtttAM PERMANENT SOIL WITH NATURAL GROUND Ill ~ INiDERWN tY1TTH IARAA tTLTER1NfAVE 704 GRADE ICI ;
~ , REINFORC M 1 OR APPROVED EQUA4 E ENT ~ MATTING PSRM u' i~~i li ,i! ri: i
) SEE NO 3. PERMANENT 501L RIOtiFORCEMENT W EM~FORCEMENT t1ATf~1D MALL 6E LANDLOK TRM aRANCE, uvRESSTANr, IUGH - TENSILE STRENGTH,
OR APPROVED EQW4.. N" 'li POLY BARRICADE FABRIC (1+1MCAL) jai ;il
4' 3. 90TH rHE RIP RAP UNOERLMiER ANC UNDERUNER AND THE uNDIOK TRLt, 164 Stulll 6E i li
3 4 EXTERK~R INSTALLED PER MANUFACTURER'S SPI / V(lFACTUAER'S SPECIFICATIONS, FRONT VIE W STEEL POST
g~Ry ~]T(AV _ PLYW000 " 15 RCP OUTIEt WOVEN wAE FABISC ~
OF arigAD I., WARNNO 91CN ORANGE, UV RESISTANT, +
F11. SLOPE HIGH -TENSILE STRENGTH, TREE PROTECTION AREA ~ b ~ i; ~ Par BARIDCADE FABPoC (TYMCAL) + tB' I I
4' >h ~ Ili ~ ~,Tlu ult,,~ CI ~ ~ ~ DO NOT ENTER l~~ ~
INLET PROTECTION FOR ST N I 4' e' t1' FLOW-a. ORM DRAT UNDER CONSTRUCTION t' NATURAL ~ '~i ~s ~I' ~ r I. P /
't ~ 1, GROUND II d ~ I .III, ~ oRAOE : ~ ; ,I, WARNING SIGN DETAIL ; p`~ d ~
NOT TO SCALE SQUARE PREFORMED " , NDTES; ~ ~ p ~ 6„ ~ b WARNAVG sda TO AE YAOE aF DURABLE, WEAIHFRPROOF YAIERTAI ~ Q ~
S~ HaE 15 RCP CUTLET 4 ~ ~ LEIlER5 TO 8E 3" FRf,T+ YRAYUN, CLEARLY LEGIBLE AND ~ACEO AS DETANED. ~ ~ WN ~ ~
50' MIN, ~~I SIGiLS SNAIL BE PLACED AT 30' YAXwUY INIERVALB W (/y N ~ RNiK III PLACE A SIGN Ai EACH ENO of LINEAR TREE PROTECTION AND SO' aN GfTITER THEREAFTER, ~y ~ = O;
FiIP RAP LINER w gut SUFFICIENT Td KEEP 1, PUt SILT FENCE OR TREE RIi~E 4' FILTER FABRIC {S E FOR TREE PROTECRCN AREAS LESS THAN 200' W PERSIETER, PRDYDE NO LESS THAN ONE SIGN PER PROTECApV AREA ~V' ad ~ AiiAd+ SIGNS SECURELY TO FENCE POSTS ANO iABPoC i, d
SEONENT ON SITE lO ENSURE ~ I1 U'ED. , I 1l I~RMANENI' $ f YANViAIN TREE PROTECTNw FENOE TNRDUCHq/t anAAgl aF PRaccr. 0 I Y ~ ~ v ~ ADanaNU sGNS YAY BE REawIED er aTY a RALEION /1!'~EC1aN8 oEpARnRNT ~ ~ ~ ~
DOTES) NCDOT CLASS A ,M;•yr`v}.~;;s `wrr.••;Ft>~;"`rci :=iy"y:,?t~~ 1, r OOIi11MIC11a1 a! UE 1RE5 :JtE SUCH THAT SEED M111i NATI~IE t3" THICK ' REINFORCEMENT MALTING SIDE VIEW PLACE A saa+ AY EACH EAO a LKAR rREE PROTECaaI AIO ao' DN tEURIT D~i1f1EEl<~ ACAlAL FrE1D caNOFBaNt
.,.r'r~0`~,•~t"ti~,, •N. t',,~,~,•.„r~1,~ ~,7N,\ THE MUD 15 Ndf RElldl® RI' THE VEHK~EE TRAVEL- GRASSES Ar 115TALLA'4ON ,•1 .~'•ly,!'1 • :•,..M.~•411 . 7.7. N•, )y.•fN • ~~~"IM41Y,M~ ~.~~4 (PSRM) FFFnnu?t~ N01E: FOR TREE PROTECTION ONLY
•"°~~`.\';;2"-3" STONE TO~BE USED~~'`•~ MIKt OVER THE STONE, TIW1! 1HE TICS OF TILE EXISTING 28 OR NNDTH OF 1N~T ~ wAS~D ~i,.OAE ,;(SURGE STONE OR RAILROAD`tw pRppp~O S~ EN1ERwG ~ ,
AY \.1 w ~ ~ PU~LC IIQAO, 12 ROADW ,~~?,BALLAST),^:~.1,,;~t,.,„%;~;y~•„fir<; WHICHEVER IS STANDARDTREE PR a OTECTION DETAIL 1B
•,?1. • : ••.t':••. GREATER, 3. li A PROJECT CONTwUES TO PULL 11q AID DEBRIS
y 'l • \ 1. •~T aN TO THE PUBLIC RGAD TIC GOVERIING AllRIORIIY • S:iY' 4'y:.l•.•1~ : i N• Y lY••4N r•~i M• 4' ti " 1 ~'Mv k,+;ti•:h~nM"y1:~ ~~«~'j~y~•b~•Hi •71174t' WILL CLEAN THE AREA AND MIVOICE
' ~ ~ THE FNIANCIALLY '~L• •1.1.7 1 1 .,f,. , .1 ~1.> ~ \N' RESPONSIBLE PERSON AS MIOICATEp ON THE FINANCIAL _ N R ° U I N N
RESPONSIBILITY FORM. NOt TO SCALE 1, INSTALL TREE PROTECTION FENCE AS SHOWN ON PLAN, - CALL 890 J500 TO SCHEDULE INSPECTION,
PlAd WHEN APPROVED, OBTAIN GRADING PERMIT,
Gi M 2, CLEAR SITE SUFFICIENTLY TO INSTALL SILT FENCE, TEMP, CONSTRUCTION ENTRANCES, TEMP DIVERSION
~EtF Ga~IM~agw DITCHES, AND SEDIMENT BASIN AS SHOWN ON APPROVED P ~ ~ LAN,
EtRS1MG Anlolttr UIII 13' ~ 3. CALL 890-3500 FOR ONSITE INSPECTION ANO OBTAIN CERTIFlCATE OF COMPLIANCE,
4, CLEAR AND GRUB SITE AND BEGIN ROUGH GRADING OF SITE, MAINTAIN EROSION C ~ ONTROL DEVICES ~ AS REQUIRED" o ~
8" MIN, . < ;,a•; . • , '••,,J,: ~ .,;,t i •4.. 5, INSTALL STORM DRAINAGE AND BLOCK AND GRAVEL INLET PROTECTION, •
8, CONSTRU T P ° ~ C ARKING AREAS, DRIVES, UTILITIES, BUILDING PADS AND BUILDINGS,
7, SPREAD TOPSOIL AND FlNE GRADE, ® Q+
r FABRIC UNDER STONE 8, PREPARE SEEDBED AND SEED I TU ~ D S RBED AREAS,
9, INSPECT AND REPAIR ER0510N CONTROL DEVICES AFTER ALL SIGNIGICANT " RAIN EVENTS AND AT ~
S84,SS.SIU~tl LEAST ONCE PER WEEK AND REMOVE SEDIM ENT FROM ALL BARRIERS ONCE HALF CAPACITY IS MET, ~ ~
10, AT COMPLETK)N OF CONSTRUCTION AND AFTER GROUND COVER HAS BEEN TAB I ~ ~ ES L SHED,
CLEAN OUT THE SEDIMENT BASIN AND CONVERT T P x 0 DRY OND. RESEED ALL DISTURBED AREAS,
CONSTRUCTION ENTRANCE 11, REMOVE All REMAINIG EROSION CONTROL MEASURES AND SEED ALL DISTURBED AREAS, ~ W
NOT TO SCALE
A V L UR INLET SEDIMENT' FILTER
A, HARDWARE CLOTH OR COMPARABLE WIRE MESH WITH 1/2" OPENINGS SHALL BE PLACED
OVER THE CURB INLET OPENING SO THAT AT LEAST 12" OF WIRE EXTENDS ACROSS o~
BOTH THE INLET COVER AND THE CONCRETE GUTTER MEASURED FROM THE IN tE~G { LET
OPENING). CarCAETE 9LOCK
B, STONE SHALL. BE PILED AGAINST THE WIRE SO AS TO ANCHOR R AI AG NST THE Q
~Y GUTTER AND INLET COVER AND TO COVER THE INLET OPENING COMPLETELY, USE ~IItARV SCiIEEN
• " SEDMIENT POOL NCDOT ~5 WASHED STONE, .,,_,r,,,,,,.,,•,,,. ~ + ~ wENr Poa JUN 1 3 2006 P
CI CHECK DEVICE AFTER EACH RAIN, REPLACE WASHED STONE IF IT CLOGS WITH IM - SEO ENT, ~
t 11N, . ~ ENR -WATER gUAll ~ 1 ~ WETIMpgMIpST ~
r z' MAX. 6 ~iMMITER DgtiNCN (/I ~y Q O'3
- 4 Q
C7 WASHED GRAVEL FILTER
WIRE MESH
SEOWENT DE ENT DEMUI'IEIANG UTILITY INSTALLATIONS AND OTHER P d UBLJC FACILITIES ,
~ SEDIMENT LADEN RUNOFF FlLTERED WATER INCLUDING SIDEWALKS AND HANDICAP RAMPS ARE TO
e°b ~ . , o 14(l~~OfJ4'11i'~Xi"~1' J~'~'?#'~" SRECIFYCAi'IGNgI BE CONSTRUCTED ON ALL STREETS A5 SPECIFIED BY I. uY ONE BLOCK Ott EACH SNyE OF THE $fAIJCIURE CITY CODE, THESE FACILITIES HAVE BEEN APPROVED
° o T ° ~ 0 00 ON ITS RIDE IN TiIE 901TTON ROW TO ALLAMI POOL BY THE CITY OF RALEIGH AND SHALL BE S IN '
• ~ , , 2 SLOPE GRAVEL. FILLER , DRAMIAGE, THE FOUIR>WITiON SHOULD 8E EXCAYATEO UNLESS A CHAN I A 0 STALLED GE S UTHORIZED BY WRITTEN APPROVAL. AT LEAST ~ N~11ES 9ELOM1 THE CREST OF THE STORM PUBLIC SANITARY SEWER EASEMENTS ARE TO BE RECORDED DATB: 'i/17p5
NOTES_ APPLICABLE AT CURB INLETS WHERE PONDING o, DRAAr, PLACE THE BORROM, RDYM OF 81,OCKS AGANIgi PRIOR TO FINAL ACCEPTANCE. THE EDOE_OF THE STORY DRAIN tTJR UITERAL SUPPORT .
IN FRONT OF THE STRUCTURE IS NOT UKELY TO CAUSE SEDIMENT , , AND TO A801D WASHOUTS WHEN OVERFLOW OCCURS, SIGNATURE: DRAWN: EM
INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES, IF NEEDED, GIVE LATERAL SUPPORT TO SUBSEQUENT ENGINEERING ROWS BY PLACMIG 20 WOOD STUDS THROUGH •
UTILITIES, OFFSITE PROPERTIES OR UNPROTECTED AREAS. CONCRE~ GUTTER CURB INLET BLOCK AND GRAVEL INLET PROTECTION BLOCK OPEN*4S,
2. CAREFULLY FIT HAWWARE GLOM OR COMPARABLE PUBLIC UTILITIES; WIRE MESH WON 1/2 WCH OPEN= OVER ALL
GRAVEL CURB INLET SEDIMENT FILTER NOT TO SCALE BLOCK OPEINNOS HOLD GRAVEL IN PLACE, 3. USE CLEAN GRAVEL, 3/4 TO 1/2 NICH IN BEFORE DIGGING, CALL TRAFFIC ENGINEER;
DAMETER, PLACED 2 INCHES BELOW THE TOP NORTH CAROLINA ONE CALL
NOT TO SCALE OF THE BLOCK ON A 2:1 SLOPE OR FLITTER AND 1-800-632-4949 c (a SMOOTH R TO AN EVEN GRADE. DOT #57 WASHED CONSERVATION ENGINEER;
STONE IS RED.
Q ~6
o ~

DD C~C~ pC ~ f
I ~ ~
~ I
~ I ~
~ ~
I
~ I ~
I ~
I ~ ~ ~ ~ ~ ~ i z
~ ~~~I~~ 1 \ I ~ p'
J I 1 ~ / - .e Lei c:.-- ~ - - - -
fl
/ SUO'S1'17'E ` 1 .31 ;u \ E!P ~ - - - - - -}?_~'--,rte ~ ~ I 1 ~ ~

~1 i ~ i
J ~
~ ~ ~ ~ ~ / %y l/ / ~ r Jim ~ ~ ~ ~ ~ ~
I%I I ~ ~ ~ ~l ~ I J I r~ - ~ 1 ~ 1 ~ R.~tlA ~ ~ _ I a ~ ~
r
~ i

~ il~% I~~~ ~I~~~~ ~ I ~ ~ ~ ~-i ~~5~~~~ ` a~w ?gyp d~'~~a's'
~p ~ ~
~ e / nc~ ~S vWi v 3'
? y :S ~a t~ O:
~
~
~ ~i
a~
a~~
~ a- o
~
~ ~ i
i~
b o~
LEGEND ~

~ 1310D _ ti M Z TDS TEMPORARY DIVERSION SWALE ~\p'~ES
ISNO.1! J ~ r ~ a ~
EF C8 -X - X -SILT FENCE y a
TOP~C6.60 Q~~~od~p ~ a
7 INV.i1.0U v~ ~ ~
-TP-TP- TREE PROTECTfON ~uN i s Zoos ~.~,~~d

TPA--TPS- TREE PROTECTION WITH SILT FENCE " ~ „
Ji ~ aorratc~xl' zoos.
ma~?8: imps
INLET PROTECTION r
D]ttAWN: BAS
¦ goo' so' o goo
PROPOSED PAVEMENT WIDENING
SCALE: 1~=so' C3
3~~ 0 0~~

~ ~
TYPE B U ~ ~ ~ ~
- DEPARTMENT OF TRANSPORTATION ~ RTA1'I N ~ ~ ~ ~ ~ ~ 0 .
A A r PIPE OUL SEEDING SCHEDULE ~ ~ ~ LE
~ ~ ~
~ IT H S P MAX, 3;1 ~R SHOULDERS, SIDE D C E , SLO ES ( ) ~F (MAX, 3.1) s s
~D DATE TYPE PUINTING RATE
o ~ $ W ,1 ~ FOR REPAIR OF SN.T
AUG. 1 S - NOV TALL FESCUE ACRE S' YA)L FENCE FAILURES, USE ~ VARIABLE AS DI~CIED SY THE ENCHiEER No. 57 WASHED STONE a
r NOV, 1 • MAR. 1 TALL FESCUE J,~,~ J / - ~ Aeaurn RYE ;iii ~ ~ FOR ANCHOR WHEN SILT ~ LBS/ACRE ~ I ~ FENCE IS PROTECTING
/ J~•uJJJyJJ RIPRAP MAR, 1 APR. 1S TALL FESCUE CATCH BASIN. J00 l9S/ACRE ~ ' I ~
APR. 1'S -JUN, JO Hl1LLE0 COMMON AGRASS do =PIPE DU 25 LBS/ACRE Z LBS/ACRE NTFRYEDIATE
= APR N LENGTH ~ I ' 15 TALL FESCUE AND Lo 0 BROWNTOP MILLET LBS/ACRE ARN. 10 CA. i' II IpRES
W =APRON WIDTH ~a PIP /LAIN ~ ~ - Sly ~ 3X E JO L8S/ACRE LINE VACS ~ p ~ FE F C Z ALL TO C C
=APRON DEPTH , d PUIN SLOPES (3c1 TO 2.1) .I J
it GRADE ~ J a
MAR. I - JUN. i R SCARIF~iD ' sE X;Fa LESPEDE?A ~ L85/ACRE '=~i ~ o
TrPlcu coNC. ~ ~ FLARED ENO ~ La =12 MATt, I -APR, t D AoD TAU FESCUE 1 L9S ACRE S W04EN MAE FABRIC ~O ! -
SECTION ~ _ ~ MAR, i -JUN. JO W-14 oR ADD wEEPNIC LavERCRAss 10 L9S ACRE , wArt?x~c seal I,I ~ LI / SILT FENCE GEOTEXT0.E FABPoC ~ 0
sLOPE o x Flow ~ 3do=6' 1 - ~ oR ADO HULLED cowroNN eERMUDAIc~ss - " JUN, I - SEP, 1 TALL FESCUE ANO ^uRA4S 25 LBS/ACRE IIi li~ ~ a 120 LBS/ACRE ,,I. ~ ~
ISOMETRIC VIEY~ d= T 2 ~h eRar~taP ~NUET 35 LBS ACRE 5 ~ FRONT VIEW a ~ / , N , , 1TLL aoPE
MED. STONE DIA,=6" oR SORGHIN?I - St~AN HYBIDDs JO LBS/ROBE ti ~ ~ a 70 LBS ACRE 'I!±~ ~ ~ ~
MAX, STONE DIA,*g" SEP. 1 - I SERICEII LESPEDEU (UNHULLED - UNSCAAIFND)) UNSCIWIi1ED) / Ijl ~ ;T. Q W W !LILT •~r 12O LBS/ACRE iv N N
CLASS 'B' RIP RAP AND TALL FESCUE DIMENSIONS Nov. 1 - MAR. i ADD ABRUUI RYE /ACRE i.; .Lz• . CRADE t! I,I 4 ~ ~
d TI N A-A TEMPORARY RESEED ACOORONIG TO OPflMUM~5EASON FOR DESNIED a T . ON FOR OESNiED PERWINENT VECETATKIN b E` INd GGVEa h TREE PROTECTION AREA
5EC 0 F F N DO NOT ALLOW TEMPORARY COMER TO GROW OVER i ~ IN NEXiItT BEFalE W Fllter blanket La=14 La=9 La=9 FESCUE MAY 8E SHADED OUT. ~EICHt BEf~E MOIMNC,OTIIERM~SE ~ OVER saRT 't 1P tl
SEE APPROPRUTE SCHEDULE FOR DIMENSIONS W=15.25' W=10.25' W=10.25' ~I EXTEND WAE 1' pN. NTO TRENCH ~ DD NOT ENTER NT AS + AND ANaNN 910
SEEDBED PREPARATION 1, La Is the Len th of the riprap apron, 3do=3.75 3do=3.75 3do=3.75 ORECTED 8Y ENGIIEER '
9 = " _ s " 2, d 1,5 times the maximum stone diameter but d 18 " d 12 " d 12 " t. ClnsEl coMPACTED AREAS Ate sPREAb toPSDlI ~ wcHEa DEEP bVEtp SI VI W Noh~: WARNING SIGN DETAIL ICIICS p>~p OVER ~ SOIL rARMVc sNAVS Tn ~ YAaT OF oIR1ABL~ 1E'ATAtRPR00F YATEId,V..
not less than 6" MED. STONE DIA,=7 MED. STONE DIA,=6 MED. STONE OIA.ffi8 COPIDTTWNS, ~ AVAXABLE. LErTERS To eE r HRiH YNM1Y, aEARLr LEGATEE Apo SPACED AS BErAILEO. 9013 9W1 ~ PLACED AT SC YApWY NTERVALS
MAX. STONE DIA,=11" MAX. STONE DiA.=9" MAX. STONE Otr4,•9" TME ~ e 3. A filter blanket or filter fobric should be , , , , ? ? a REMavE ALL Loop ROdc, RooTS, AND DTNEA a~ LEAVNiC UCflONS t,E11Vgi0 BUOi'ACE ~ wait A Slat Ar [RCN EAO ff uNEAR iRE1' PxoT[CTIdV AND SD' d1 CEpttR THEeeAfine fcw TREE PROTECTXW AREAS LESS THAN 2ao' W PERIfA'IER, PROVIaE NO LESS TNAN ONE s>cN PER PROTECna11 AREA
' ri rn and soil foundation, CLAS5 B RIP RAP CLASS B RIP RAP CLASS 8 RIP RAP REAsoI,IAeI,Y Installed between the p p 4 AP~Y ~ ~ UN~RMLY ~ ~k -USE SILT FENCE ONLY WHEN DRAINAGE AREA ArTACN SILNS SECURELr in FENOE POSH AND FABRIC,
WITH sal (SEE BELOMM), DOES NOT EXCEED i/4 ACRE AND NEVER BV pANrAN iIAE PROTECIIGN FENCE TlArouavour DURATTQV OF PROA:ci AREAS OF CONCENTRATED ROW ADgTTpVAL S!CNS YAY SE AECIMRED eY an OF RAlElai N9~ECnau OEPAQ1YENr BASED ON AGTUAI. fATlo CGNDIRCNS, 9EE~ PLACE A SIGN Al EACN END ~ lJI1EAR 11pE PROlEC110N AND SO' aV oJrra RKREAfTER
LO=9 S. CONTINUE TTIUMCE UNTII. A WELL - PULVER12EO, FIRM, REASONABLY LN -END OF 51LT FENCE NEEDS TO BE TURNED UP1UlL
W=1425' Is PREPARED 4 TO 6 INCHES DEEP. NOT TO SCALE r3. SEED ON A FRESHLY PREPARED SEEDBED TWO COVER SEED LIGHTLY W ~ LIGHII.Y WITH SEEO~IO p/~
3do=3,75 EOIAPMENT OR CULTIPACK AFTER SEEDING, ~d STANDARD TEMPORARY SILT TREE PROTECTION FENCE 1 A
d= T 2" 7. MULCH tMMEDUTELY AFTER 5EEOMIG AND ANCHOR MULCH. MED. STONE DIA,•6" B. MISPECt ALL SEEDED AREAS AID MAKE NECESSARY REPAIRS DR RESEE £PAIRS ~R ~ WrrHIN
" THE PLANTING SEASON, IF POS~BLE. IF STAN SHOUI.O ~ OVER 60% MAX. STONE D~.=9 REESTABLISHED F4LLaIVING a2161Wd. UME, FERTUJZER AND SEED~IG RA D ~ OVER 130% QA?tA~GED AND SEEORIG RATES,
ill ! ran CLASS '@' RIP RAP o, oDNS1xr CONSERVATKXY a+sPECroR W~>MEIUNCE TREIITIIENT ANO TREATMENT ANO FERiN,IL1TI0N
G~ STDaIT DwW ~Q?ERi1011' AFTER PERwMNENT COVER IS ESTt,BLISHED. • APPLY: AGRICULTURAL LIMESTONE - 2 TONS/ACRE OR 3 TONS/At~E e' NA>L xt 3 TONS//ARE MI CUY SOILS ~I~el~ As aI~cTEC er rNE ENaNEm
~ FERTILIZER - 1ooD L85/ACRE 10-10-10) wYe9pr sa ~
SUPERPHOSPHATE - S00 L8S ACRE (2Q~ MULCH - 2 TONS/ACRE (SMALL GRAIN STRAW) , . I ~
ANCHOR • ASPHALT EMULSION AT ~S' 0 GALS/ACSiE ILL E PR A L L I ~ YIN, 12-1/2 GA,
~ NTERAfdATE u11, to cA. ~ L L L ~ I wREs
.4.'..•y' M ,'i1:,•'.~~ RIP RAP IFI 5COUR HOLE NOT SF40MIN FOR CLARTIY IpIE raRES I, ~ ~ ~,'L L L L
N t: .i . • :1 NaTI:J: ~ FYI,', .;.I 't„ ..1. I L L !II !I '11 GRADE
• INSTALL LEVEL AND FLUSH 1. RIP RAP LMlER SHALL 8E ITNI ~ ~ . WITH NATURAL GROUND • PERMANENT' 541E ER SFiALI 9E l~fOEAlAa1 WITH MMtAfI FILTEAWEArE 700 I,I
~ • • NF ~ OR APPROVED E~tA4 ; , • ; 4 • REI ORCEMENT ~ O E~tAL I h! ~I
MATTING PSRM ) s, PERMUwENT soN. RE~'oRCEM SOA. RE~`ORCEMENT WTT1i0 SHALL AE tANOLOK TIr11 arAANGE, w AF9STANT, IWAI - 101lL SBtnOM
SEE NOT at APPRDVED EAUAL. D EQUAL 'i~ Pa.r ewrMCABE fAwc (tlwrx) I~ ICI III
4' 3. 80TH THE RIP RAP 1N10ERlJNI IP RAp UNOERIJNER ANO THE LANOLOK TRM ~d0 ffiMLL R FRONT VIEW
INSTALLED PER MANUFAC11NtEl ER MANUFACTIRtER'S SPECp1CI1TI0NS. ~
3/4 EXTERIOR wD~o19R FANG ' wAIBBNO BIO1
PLYWOOD 15" RCP OUTLET BrNt?' BOI1gY aRANCE, w BEIKiMIf, ICI T
AF a>t~ FNl SLOPE HIGH _ 1EN9lE SIAENOUL TREE PROTEC110N AREA b I ~i, € PCLY BAIiPoC/dfE FABAN; + ~ 11111111111
, I , ~ ham) DO NOT ENTER 11 1111 ~ 4 1, R ~,~I iii 17b ~ ~ NATURAL i; P I/ •
FLOW L' 18' FLOW I ~ ,o
N R ONSTRUCTI N :I N FOR STORM DRAIN U DE C INLET PROTECTIO ;1 gtOUND ~ ~ ~ ~ 1 2. ~ WARNING SIGN DETAIL C% .P 0 ~ -
NOTES ~ ~ ~ J v~ d'O 9ARAIAVG 90A5 TO K MADE Df xA1ABlE, MEAIHERPROOF pATEIBAL - -Q 4
NOT TO SCALE S aREFORMED " 15 RCP OUTLET ~ LilBiRS A t A1;11 IANAYUII, CLEARLY lECAitE AND SPACED AS DE1AIlED. h 9ipAS a1Nl. BE PLACED 1i fJ' pAAYiJY INTERVALS "~'y, v ~ p .
'cauR HOLE (PsH) ~ Pt1Ai.A 9GN AT EACH fAA) QT LAIEAR )BEE PRO1ECr/0N ANO SD' C#I CD/19! 1NEIAEAFIER. ~ ~ V~/ ~ O ~ Y fOR iRFE PROlEC1101 AREAS LEBS 1NAN 7a)' W PEAETER PB01~ MO ~ MA11 of 901 PQ NIOECA01 AREA. i "Q1 ~
' MIN. ~ ~ RIP RAP UIr1ER W T ATTACH S7CJIS SECIBELY TC fEArt .1Q51S A/O fA~ ~i~V" pANTAW ~ PROT9;TlaN rENa t1A1d10gIf pA1AT101 ar P1al~cr. ~ G
~ e FILTER FABRIC (S E BUT SUFFICIENT TO KEEP t, PUT SILT FENCE OR 1REE PROTECTNIN FENCE LIP ~ E N \ V PERMANENT StNI SIDE VIEW ADDIAENAI sHNS YAr eE REauRm Br o?Y a AWf101 BA/[C~ aalA1lBYTpr usEa a ACTUAL IELB Gaanawc 1111
TO ENSURE CONSTRUCTION ENTRAlMrE IS USED. NOTES) NCDOT CLASS A SEDIMENT ON SITE ~p ~ NATNE T 3" THICK 4S3 A REINFORCEMENT MATTING PLACE A Sld/ AT EAa END of M[Alt t~ PBORGBOI AIO BI Op roller iNEIItAFrpt 1j111 n 11111 (PSRM) NOTE: FOR TREE PROTECTION ONLY
~ . ; ' < <,; ~ ' yr' , ~ .,,f:.. 2. IF CONSTRUCTION ON THE SITES ARE SUCH THAT AT NNTALIAIiOTI
4p ~7~~''tt'd ~ ~~r..:'i.i Ord. V', .A:~.l.+k,; ~i M ,,ti,ti,;,,,~.,,~;'~,;:.: LPs,;~tiy~4~':. 't a~yy;;w.: THE MUD IS NOT REMOVED 8Y THE VEHICLE TRAVEL- Ur0 OVER THE STONE THEN THE TIRES OF THE
~'~:`•'';"~'~2"-3" STONE TO BE USED'~~'`'; 2b' OR WIDTH OF ' STANDARD TREE PROTECTION DETAIL 1 B a
EXISTING ' ' STREET VEHICLES MUST BE WASHED BEFORE ENTERING THE IY SURGE STONE OR RAILROAD ;',ti PROPOSED , • ; ~ ~ ~ ~ • PUBLIC ROAD. ROADWAY ~ ~ ,,,BALLAST). "•"~,,;''„r< y,i; WHICHEVER IS P N I W .f• M4' '~;~'".h''1•, ••Y'~y. 4. Vt•u,yl. ll't,rl•.
i, ~,::;s•, ~ , . , x; . GREATER, 3. IF A PROJECT CONTINUES TO PULL MUD AND DEBRIS Y„r..•'.r ~v.a:•;""i,. `''"v DN TD THE PUBLIC RDAD, THE GaVEANING AUTHORRY a
:;~;";."''L''i.bi,~ "s~~' ~'~~"~'~MI `t'r~~~°i• WILL CLEAN THE AREA AND MiVDICE THE FINANCIALLY N R TIN U T N
<,~a•~th , } ~ :,i. ~ A~ M; ~ RESPONSIBLE PERSON AS INDICATED ON THE FlNANCIAL TREE PROTECTION FENCE AS SHOWN ON PLAN, CAl1 890-3500 TO SCHEDULE INSPECTION. t , NSTALL
FORA, NOT TO SCALE APPROVED, OBTAIN GRADI PERMIT, ~ ~
Pfd 2. CLEAR SITE SUFFIC~NTLY 10 IN ~l.T FENCE, TEMP, CONSTRUCTION ENTRANCES, TEMP DIVERSION ~
OTfCHES, AND SEDS?tENT BASIN SFIOWN ON APPROVED PLAN, ~y
N~ ~ 3. CALL 890-3500 FOR ONSRE IN AND OBTAIN CERTIFlCATE OF COMPLIANCE, 4, CLEAR ANO GRUB SITE AND BE ROUGH GRADING OF SITE. MAJNTAIN EROSION CONTROL DEVICES ~ ~
ATllolblr Mt tS' MIl AS REQUIRED,
S. INSTALL STORM DRAINAGE AND K AND GRAVEL MILET PROTECTION, o
5 ' i.:.... tr. r ~'1: 6 MIN. :,a'„>ti•. ' ~ r' d. OONSTRUCT PARKING AREAS, ,UTILITIES, BUILDING PADS ANO BUILDINGS.
7. SPREAD TOPSOIL ANO FlNE G ® ~ ~
a PREPARE SEED8E0 AND SEED q URBEO AREAS, t~ ~ ~ ~
iABRIC IM~EER STONE 9. WSPECT ANO REPMR ER0610N C NTROL DEVICES AFTER All SIGNIgCANT RAIN EVENTS AND AT ~ ~ LEAST ONCE PER WEEK, AND RE OVE SEDIMENT FROM ALL BARRIERS ONCE HALF CAPACITY IS MET, ~
. 10. AT COMPLETION OF CONSTRUCII AND AFTER GROUND COVER HAS BEEN ESTABLISHED,
z CLEAN OUT THE SEDIMENT BASIN AND CONVERT TO DRY POND, RESEED ALL DISTURBED AREAS.
ar 1 t. REMOVE ALL REMA~IIG EROSION ONTROL MEASURES ANO SEED ALL DISTURBED AREAS.
T
NOT TO SCALE
GRAVEL CURB INLET SEDIMENT FILTER
A, HARDWARE CLOTH OR COMPARABLE WIRE MESH WITH 1/2" OPENINGS SHALL BE PLACED o~
OVER THE CURB INLET OPENING SO THAT AT LEAST 12" OF WIRE EXTENDS ACROSS
1EtaNC BOTH THE INLET COVER AND THE CONCRETE GUTTER (MEASURED PROM THE INLET CODE ~OqT
OPENING), 0
B. STONE SHALL BE PILED AGAINST THE WIRE SO AS TO ANCHOR IT AGAINST THE TEMPORARY TEI~ORARY ~S NIMiE SCREEN
AN TO COVER THE INLET OPENING COMPLETELY, USE , SEO~T ~ GUTTER AND INLET COVER D sEauENT POOL JU 1 3 ~P N 2006
N DOT 5 WASHED STONE. . C ~ ~r r .i r ~HR -war O GR pUA41ry (n
N IF IT CLOGS WITH SEDIMENT, ~ ~ C. CHECK DEVICE AFTER EACH RAIN, REPLACE WASHED STO E A, ~ Q I' INN, ~ ~ostc~rATER Q INN, v? ~ ,
MAX, x
~ - L7 ~
WASHED GRAVEL flITER WIRE MESH ~1 d
1?' SEOIIIEN't UTILf1Y INSTALLATIONS ANO OTHER PUBLIC FACILITIES ,
~ D~TE~ INCLUDING SIDEWALKS AND HANDICAP RAMPS ARE TO BE CONSTRUCTED ON ALL STREETS A5 SPECIFIED BY
SEDIMENT LADEN RUNOFF FTLTEREO WATER i. LAY ONE BLOCK ON E+YCN ~ a 11E STINlCTIIRE CITY CODE. THESE FACILITIES HAVE BEEN APPROVED
e!e J4flrJ4fJ4fJ4f~4(A'Jq' xt'~Y3~''~T' ~ 0 ~ e, e~ o.,, ~ ~ ~ ~ ~ ~ ~ ALlAW POOL B'Y THE CItY OF RALEIGH AND SHALL BE SO INSTALLED
091 ~ 00 /""I a. , ..o, ~ ~ 2:1 SLOPE GRAVEL iTLTER ORANIAOE 1HE fOUNOAiION SIi01Ad ~ ETEO UNLESS A CHANGE IS AUTHORIZED BY WRITTEN APPROVAL, ~ ~ ~ ~ STORMI PUBLIC SANITARY SEWER EASEMENTS ARE TO BE RECORDED ~A~ AT 1E11ST 2 NK;tiES BELON PRIOR TO FlNAL ACCEPTANCE.
DRAIN, PIJYCE THE BORROM. R0~ ~ BiOdcS AGANIST
THE EDGE OF TtIE STORK DRAM TOLL NTEAAI SUPPORT 1 Slrnlen Iric• 1tiD] , QJT?Y. ~ ~ ~
NOTES; APPLICABLE AT CURB INLETS WHERE PONDING ZEGU\TTER IN FRONT OF THE STRUCTURE IS NOT LIKELY TO CAUSE SEDIiIT INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES, AND TO ABOID WASHOUTS WHEN OVVVLOV OCCURS. lylRtfA1\: ~ca?7
F NEEDED, GIVE LATERAL SUPPORT TO SUBSEQUENT ENGINEERING ROWS DY PLACING 2x4 WOOD I UVS THROUGH
CONCR CURB INLET BLOCK AND GRAVEL INLET PROTECTION BLOCK OPENMIGB. 3MEL
UTILITIES, OFFSITE PROPERTIES OR UNPROTECTED TION 2, CAREFULLY FR HARDWARE CLOTH OR CWARAM PUBLIC UTILITIES: WIRE MESH vm 1 2 MICH Opoom OVER ALL
NOT TO SCALE BLOCK OPENINGS HOLD QMWIM IN PLACE 3. USE CLEAN GRiAMEL, 3/4 TO L WCH IN BEFORE OIGG1iG, CALL TRAMC ENGINEER:
DIAMETER, PLACED 1 INCHIM MM IM TOP NORTH CAROLINA ONE CALL
,GRAVEL CURB INLET SEDIMENT FILTER NOT TO SCALE OF THE BLOCK ON A 2:I SLOK OR FLATTER AND 1-400-632-4"9 CONSERVATION ENGINEER: SL400TH f< TO AN EVEN OR X OIF +67 WASHED
STONE Is RECOMMENDED.

_ _

~9
Q~'o
~ g ~ N ~ •M- ~ ~
» 18» Nmr a ~ 101111Iap~i~ ~ ~ o ~
6 oa T ~ 'Il']~ N
M , N 9 9 ° a?aa+r
6 , ~ t,acn~ a iss ter, ~?~+?1 s OAc , 1Ff, 1?pV 14
• ~ PDP f00T WX 5~01~ 1'EI05 A WIC ~ I1r105 A WIC
s,~x - ` - i _ o ~
4 , 'b'd' ~ U U
• e 4 ~ tt - - Z Y O
• ° .d NOTES' • 4` N01ES;
_ A 1, ASPWILT. NSTAWTgN MI 1Ni0 APPUGITIONSt 1 1 f 2' d 1'. 2, g~/ASPMNLT COMBINED OEPTH IS fNiFAlEk 11iW b
1, 10' MAXIMUM BETWEEN CONSTRUCTION JOINTS. JLVTIO[~(~A 15' MAXIMUM BETWEEN CONSTRUCTION JOINTS ~E TD -I~ _
d~ ' RAINA P ~ P RK PA SO r A IN C ON MACHINE POURS. J pQ 3. A BEAM MAD1H OF 9.5' IS AEOIIBtq ON LOCAL AOCE55 SYSIEM CE AI AOADWAYB IIIfIIN 80 FEET of ANY INTEIgECT1oN MID wn?rN
NOT TO SCALE 10o FEET OF ANY MFERSECTION oN couECroa STREET srsTEM RDADMtAYS SEE STAEEIS, 9DE11NM5 AND ORIYEW/1Y ACCESS FN14!
2. 1/2" EXPANSION JOINT EVERY 90'. 8001( (DESIGN CATIEAIA), ~ ~ 1?l fIlE1EW ~I Rx MACM III»' FAIMS SNI! W A ~9 ~
YFYMIrrYAiC 3'd8 iN'f NAiDl:~/!'Gr~ _ 1)Pt'!-1 GI F•L 11[ AIEIEM ~M IG4:YM~ N~FAAF3
3. 3000 PSI CONCRETE MINIMUM, 4" SLUMP MAXIMUM, ID WA E KW L ITH DEPR ESSED R U AID dABlrS SNlL L A YMMM Gr f A9G / I/t' ~ f?PE N
4, LIQUID MEMBRANE CURING COMPOUND SHALL MEET NOT TO SCJILE AID P 1 0~ iM!' 1-f Q41 Z ilt5f fIAflLMF ~11f WY ff M Af fAAlillllflNlC ~1MIKNf Il4B OY AiYFiC ~ ~i
THE REQUIREMENTS OF SECTION 1026-2 OF NCDOT NYUt; S~ Wl SbBACAa Aim fl1gT N~ a a
STANDARDS do SPECIFICATIONS FOR ROADS ANO ~ ~i
STRUCTURES, ~ !kt !I1?CMM Ol11L VI Ill N R/W ! qC• x.01
' 13.5' 13.8'
AL C NSTRUCTION JOINTS SHALL BE FILLED ~ P 1/2- ~ B/6 5. L 0 NOTE. ROVIDE EXP~JTS IN WITH JOINT FILLER AND SEALER IN ACCORDANCE CONC PAVING AT iS O.C, EA ® N M
TAI 4 1 WAY (TYP) WITH NCD07 ROADWAY STANDARD DE L 8 6,0 , » 27.5' ,
1-0 THICKEN BASE 0 CONC. SLAB 2.5 3.S S I
u CrRG 2 4 CURB 8t GUTTER 2" MIN. I.2 611UMINOUS PAVING , 4' » , 6 CONC. SLAB ~ ~ 1/4 /FY r 1~4 /F7.
PROPOSED INSIDE APT.COMPLEX (FlBERCRETE) ~ 4» ~
NOi TO SCALE .,~1,~';,y~,~?,{~ 9t. ? . • ~ ? I SIDEWALK
' ~ ~4r 4r ~ SIDEWALK
CRUSHED STONE BASE v •
COMPACTED y,?' L' Sf
TRANSITION AT CONCRETE ASPHALT M' R l ~ 1~' R, 1/1!/M. aat , .F A r
= _ _ . _ - - . ~ 2" I-2 SURFACE ~ - - - - - - - - = NOT TO SCALE TRAINI K R R W RW
~t w C_C a wraN aat m ~ wr ar
2 1/2 S9,56
3" 119.08 AE/lOnMl lIAE[f! m aarra~ ~ wrN
1 " CABC 0 as !C ftd >u : 1/!' I-! r AK. !.s m+mu arrarr~~c acvwn+par !0' S1' 1!A' 1!A' ! I/!' I-! r r; IA' oAR , Daew er.
16' !C IJA' 10,1' ! I/!" M! NAM. fi ~lAL
6" ABC STONE rtA~V NDA6
R7-6 RESE R7-$ RES r qG 1 10.11
rnu~ • a'.~ .M. .
i f ~ -
N . , , d~~ . . b, • , .
44'? ~ COMPACTED SUBGRADE ; ~ ' ' ~ ~ .ti • wuKw~r . MAIKWAY',
. j? r~. R R/W
31'9-8
"~"T 4~ STRIPE PAINTED ~ 2.b' 3,b' b'
4" STRI p PAVING DETAIL PE AINTED STANDARD DUTY t~ ST~PE ~ CIIG / TRAFFIC WHITE tµ• FT. ~ tit
12" STRIPE PAINTED ~ TRAFflC WMIITE \ 24 PROPOSED INSIDE APT.COMPLEX \ 24 ~ TRAFFIC TRAFFIC WHITE r "`j" ° ~ ~ .rte / 14 14 ?,~l
NOT TO SCALE T ~ I ~ N ~ N N M~' ° SDEWALK
i~ i~ / III ~
~ ~ 411 IIIIIIII
12" ECK DRIVE 6G R P ~ .
d' ~
i i VAN VAN ACCESSIBLE SIGN o ~ ~6~ ~ ~ ~ ~
AS SHOWN ON PLA[~$ (ACCESSI6LE c a :V W ~ 3=
I t!) ~ ~ a ~ a
d ,,,d
,,0 ,N
/IH 1111111
~ RESERVED
~ ? , ~ PARKING ' r r r dar ~
~ SIGN APPROVED FOR USE 8A0 d00 o.ss
j STATUTE 20.37.5 r UNDER GENERAL i6. r 00 ~ ~ 1,00 4 ,D.A. ACCESS ~ 5" THICK AKRON SLAB
~ ~ LEGEND AND BORDER -GREEN 16,00 W/ FIBER UESW ON STONE BASE t.ss
I WHITE SYMBOL ON BLUE BACKGROUND P STAI~ARD FOR VAN ACCESSIBLE ARKIyG _ D .AIL 0
i BACKGROUND -WHITE NOT TO SCALE a a a a
~ NOT TO SCALE SLOPE FULLS 6 SLOPE ~ ~ '
ALONG FACE OF CURB ~ w ~ ~ ~o
I,.__.._.. _ ~--'-SIGN R7-80 GAZE ~v
MAXIMUM 1 ~~~~p~
w I ~ SLSiVY1.~1~ PENALTY ! R - N uNE of w~EEL stop ~ ~ o
(n ~ LEGEND rk BOROE GREE j 4~~ BRICK 4" CMU ~2SO BACKGROUND -WHITE
8X6 SUPPORT 8 OU R 8 DU R o~ u 1, 66
8 a 4X4 SUPPORT ® ~
W/ 1X5 EACH SIDE ~
~ ' w Q~ M~ ' M GO V
v' W • Q~ W l%D ~y®® ~
' . ~I yFj Iii
0 . DU 51'EI7 DUI ER
r , W
O ~ , „ 4" BRICK
. 75 f~ PR VID LADDER TYPE REINF, 4,~s 4 C U( O E TYPICAL ( )
EVERY 3 COURSE)
UMPSTER PA D AI
-D D > NOT TO SCALE
ILITY SIGNS ANDICAP ACCESS B . H o~
NOT TO SCALE ~ ~ 6" DIA .PtP~ BOLLARD v D
' ' ' ' ' ' ' FILLED. W CONCRETE ' ~ ~
' ' . • , • ' 4.' A6QVE GRADE ~ . . ' • ' . ' ~ • ~r,J 15 2006
=1t 4 'BEI,OW'GRADE EL a,o O S
_ z ,~i i r_~ ~ry r n~,< . ~ k ,,,,.r 6 CONCRETE W/ 6 x 6-1010 WWF , • . ,~~p~, .,,_,~c~ ~P
TOP EL=113.0' ' 6
1' MIN. FREEBOARD ~ ~ ~ '
10-YEAR EL=111.51' ~ ~ ~ ~ ~ ' N Q Q 4
2-YEAR EL=110.13' 2, . ~ 12 ~ 2 "P~ UTILITY INSTALLATIONS AND OTHER PUBLIC FACILITIES ,
s ~ MP ARE TO ~I INCLUDING SIDEWALKS AND HANDICAP RA S
~ GATE FRAME TO BE 1 1 2 DIA. GALV. PIPE W TURNBUCKLE \ ~ / ~ 8 BE CON5TRUOTED ON ALL STREETS AS SPECIFIED BY 8 a CITY COOE• THESE FACILITIES HAVE BEEN APPROVED
CONCRETE ~ CROSS-BRACING, WITH CHAlN LINK FENCING, PROVIDE WOOD - TRASH RACK FOR DRY POND SLATS. PROVIDE LATCH MECHANISM AT CENTER. n ~'d 8 ABC STONE BY THE CITY OF RALEIGH AND SHALL BE SO INSTALLED
a'-o" RISER R T NE GATE W HOLE bRILLED IN ATTACH ANCHOR OD 0 0 / UNLESS A CHANGE IS AUTHORIZED BY WRITtEN APPROVAL.
+--EX. 15' RCP--~ CONCRETE FOR SECURING GATES iN CLOSED POSITION, 1'-4 3.000 PSI CONCRETE FOOTING PUBLIC SANITARY SEWER EASEMENTS ARE TO BE RECORDED W/ 2 ~ 5 REBAR CONT. PRIOR TO FINAL ACCEPTANCE.
10" HDPE EL=106.3 ~~N~~y SIGNATURE;
ENGINEERING ]~~''~'J~,
, 1-1/2' ORRICE IMTH TRASH RACK CONTRACTOR SHALL INSTALL A PERFORAIEO ELEY 106,0' SEC~'ION
ioi in i iru iTirc.
PIPE WITH END PLUGGED AND WITH ENTIRE sd~~ a xa At r~ou~ ~n~niw. DRAWN: EAS
PIPE COVERED WITH GRAVEL FOR USE AS A 1'~l CONCRETE BASE NOTE BRICK TO MATC SEDIMENT BASIN, THE PERFORATED PIPE AND GRAVEL SHAH TO MATCH BUILDING
BE REMOVED FOR CONVERSION TO DETENTION POND. 18' NO.57 STONE BEFORE DIGGING, CALL 1RAFFlC ENGINEER; SIFT.
IPSTER DETAIL NORTH CAROUNA ONE CALL i-800-632-4949 CONSERVATION ENGINEER;
.GARBAGE DUMPSTEf
T. S.
EX. DETENTION POND OUTLET STRUCTURE DETAIL N. T. S.
c 9
NOT TO SCALE

_
,l
~ ~ ~ N ~
6" 1 S" ~ dr p~ ~a~~ iorlolr ar ~ ~ ~ o ~ ~M( r
" " 6 " " 1~~?dr 9 9 ° ~i
' Ir r.~cn+ a gas r~r, ~EAi ~ l1ElV 1 I
' POP i00T Wa' SYApf I~E'105 A YID Ei05 A Ylrx
' ' ' ' A~ (b~ A~ s NIB'S " ? r
, . . . • a Q, , ~ ~f 0 0 U U
d e. ,
NOTES; . a, O Z Ra'IES;
1. 10' MAXIMUM BETWEEN CONSTRUCTION JOINTS. ~ZIVC1.tY.'~1LL. 1 ~ A9PH~lT. N5TALUTIDN MI iM10 AAPLICATIDN$t 1 1 J;!" tt 1", i 2. I1 gE~IH~I ~TGf~,/ASPINLT C01~MIED DEPTH 19 GREATER TWW ~
15' MAXIMUM BETWEEN CONSTRUCTION JOINTS pA ~ ~ WIDTH ~ 9.~' ~ REaunr~D oN 1.oG1~ svsraA Z
ON MACHINE POURS. ° ~ DRAINA ' G SOP P ARKING PA E ES AI S ss Rp,DWAYS wrtl~ ~ IEET ANY »,1flgECTIDI, AND wn1w1
NOT TO SCALE 2. 1/2" EXPANSION JOINT EVERY 90', ,DD ~ ~ ANY N1IERSEC11O11 off oou.ECTOR sTREEET sr~TEl+ ROMDWAYS. ~ AND oRr~rlur AOCE~ IwiD
~ co~+ ~ J. AF AAEIEN/!>E50Y ipt IMx ~ 9111 r~A U U
3. 3000 PSI CONCRETE MINIMUM, 4" SLUMP MAXIMUM, MMM~YAd;!'~$ARFHAID!!/!'~~ Z Z 1 M[ J-I pP J-L flif AAE1f1M Q~G1V All YICX 1M~D4CIiA~5 - -
ID W ALK WI TH D P ER E55E UR B AG1 APIBGIS Stwl ~ A MM!! ~ !'ARti 1 i/?' ~ ifPf H
4, LIQUID MEMBRANE CURING COMPOUND SHALL MEET NOT TO SCALE rl P I Jr 11EfACAtLWRg H ilSfD QYQY !A~?x~
THE REQUIREMENTS OF SECTION 1026-2 OF NCDOT NY SII~11~ Sa uui[S sln~lra' ~ lR1gr rttu~,t a a
STANDARDS do SPECIFICATIONS FOR ROADS AND STRUCTURES. o
ac IIIMdNY ~ g 0 ~ ~ w ~ ~ uo, 70A1 ~
5. ALL CONSTRUCTION JOINTS SHALL BE FILLED NOTE; PROVIDE EXP JTS IN 1/2- 9/B 13'5' S.5 rr
WITH JOINT FILLER AND SEALER IN ACCORDANCE COPIC PAVING AT 15' O.C. EA ~ N M
WITH NCDOT ROADWAY STANDARD DETAIL 846,01, WAY (TYP)
I'-0" THICKEN BASE 0 CONC, SLAB 2TS 2.b' 3.S' S' n „ 5' I
24 CURB & GUTTER " " ~ " 6 CONC, SLAB 2 MIN. I-2 BITUMINOUS PAVING 1 4 Fi. 14" ~ C L L- / //llY Y, I7
PROPOSED INSIDE APT.COMPLEX (FlBERCRETE) ~~l
NOT TO SCALE ~ ,.,~~.r''i'i~%?, ~ ; i •i ~ •i ~ ^.fy~~,~~~;y,.,,Mr,„~ ~1' . 1 ~ ~ ~ti• ? $IDEIMAI.K .~~y +M VGAA~ ~~TT
" ~ dl' 91' •
atusHED sTONE BASE ' O t
COMPACTED ~ u u r
TRANSITION AT CONCRETE ASPHALT - _ = T _ _ _ _ _ = 2" I-2 SURFACE N07 70 SCALE ' tint ~ '4
TRAWI K R R W
1 2" S9,58 2 / ~ C~ 0 wr~r mart 0 rs aous
3" 119,06 lnltm ~ ~ M rwl
10" CAQC MRNM{~ th
es' 1~ ied' i i/1' Ir ~ is' c~vnw. arow~wNO otauruEHr 00' 11' teA' tao' 1 t/1' h! M ~ 1.e'
6" ABC STONE I6' 11' 13A' 1A!' 1 1/1' h1 M qC 1.6' °+re t auw er. ,n,
7- R7-B RESE
R 8 RES i1R 1 10.lI
a ~ ,w. ? .
d ~ i ' i
4 e I ~ ~ ~
4 ~ e . d• . C~IPACTED SUBGRADE d a - ~ , • ' • ~ • , ' 4 ~ • . ~ ~ ~ ` ~ ' .
. ~ ~ ~ ~ WAIKWAV' IMAI.IfWAY' ~ NAV'
R/W R/W
31'8-B
• • 'r"""~' 4" I 1 .+w~-y. 4" 5'~IPE PAiN?EC ~ 2,b' 3,6' S'
STANDARD DUTY PAVING DETAIL I ~ 4 STRIPE PAINTED t 3 STRIPE PAINTED " ~ TIC 12" STRIPE PAINTED " ~ TRAFFl HI 24 CIIC TRAFfIC MIF~'TE ~ 1 4" FT. 'til
PROPOSED INSIDE APT,COMPLEX ~ 24 ~ ~ w TE TRAGIC WHITE NOT TO SCALE TRAFFIC WHITE ~ ~ C' L I 1/4 /~r,
i i i i I i a tit ! ~r~e~~i i.~~r ~r i i~ i~~'~ ~ :d~°~ i ~i'r .r~T ~ 1' , ~ ~ ~ , ~ ~ r ~ 'i SDEIMALK
I~ ~ i ~
12" ``I IIIIIIIIifff/' D r I~
ECK DRNE 60 R ~P
I I A IGN ~ d'~
VAN ~ vAN ccESSIBLE s ~ , AS SHOWN ON PUNS . o ~ ~6~ ~ ~ '~W m'9
;ACCESSIBLEI ~ z '~a ~ LJ,,, zx~~
i ~y ;~:W
d d
, . ,I o N ~ ,
f?Inuu?t
i RESERVED , 1
PARKING ~ tdo 5pp' xU0 51GN APPROVED FOR USE 8.rap
UNDER GENERAL STATUTE 20,37,6 ~ OD I 16, 0.66 a
.~L46S I,~DO' ~w APRON
L I LEGEND AND BORDER -GREEN 16OD W/ FIBER MESH ON 5TONE BASE I.ss
I WHITE SYMBOL ON BLUE BACKGROUND I I AR F R A A P I. BACKGROUND -WHITE , ~ o Q .
f NOT TO SCALE I I NOT TO SCAL E d Q I G
SLOPE FALLS 6 SLOPE
ALONC FACE OF CURE ~ ~
°--SIGN R7-8D ~ u ~o GAZE
MAXIMUM
~ IPN YI ~ E ALT ~ LEGEND do BORDER GREEN uNE OF rrK EL STOP ~ E ~ o
250 I 4" BRICK 4" CMU BACKGROUND -WHITE 6X6 SUPPt~iY $ OU R 8 DU R o ~ ~
,G _20-3•,_ I.ss ~
B 4X4 SUPPORT' ® ~
e w wJ ~X6 EACH $~DE r~ ~ „
W . ~ •
~ v r%
• ~l x
0 , DU 51'ER (XJi~i ER
w 4" BRICK
O (0 ~
• 15 --0 4" CMU PROVIDE LADDER TYPE REINF. _ 4.15 TYPICAL ( )
EVERY 3 COURSE)
UMPSTER PAD D AI ET L
0-D NOT TO SCALE D
8-0 HANDICAP ACCESSIBILITY SIGNS . ' . ' ~ . • 8-0
NOT TO SCALE • " .
• ~ . .6 • DIA .PtP~ .BOL'LARD ~urv r ~ zao~ ~ ~
• ~ FI W NR• ' ~ . • ' 4' ABQVE GRADE • llENR - WATER QUALITY
' ~ ' . ' ~ ~ 4' 'BE OW'GRADE' • ~TIA;•ASANO ST(W~IWATER BRRNCH
EL=114,0 ~ 0
~,~3 „ 6 CONCRETE W/ 6 x 6-10/10 WWF P
T P EL=113,0' ' 0 , 6 ~
~ 1 MIN, FREEBOARD ~ , 10-YEAR E~ L=111_51 d ,
2-YEAR EL=110.13 ti~ ~ ~ y 4 V1 ~ ,
, ~ 12 11 ~ r ~ ~L ~ 2 UTILITY INSTALLATIONS AND OTHER PUBLIC FACILITIES ,
7 X 7 ~ „ GATE FRAME TO BE 1 1/2 DIA, GALV. PIPE W/ TURNBUCKLE " s - INCLUDING SIDEWALKS AND HANDICAP RAMPS ARE TO I'I
~ 8 CONCRETE ~ CROSS-BRACING, WITH CHAIN LINK FENCING, PROVIDE WOOD 8 g,~ 8E CONSTRUCTED ON ALL STREETS AS SPECIFIED BY „ CI1Y CODE. THESE FACILITIES HAVE BEEN APPROVED
TRASH RACK FOR DRY POND 4'-0" SLATS, PROVIDE LATCH MECHANISM AT CENTER, $ ABC STONE 8Y THE CITY OF RALEIGH AND SHALL BE SO INSTALLED
RISER ATTACH ANCHOR ROD 70 ONE GATE W/ HOLE DRILLED IN ' 0 PSI CONCRETE FOOTING UNLESS A CHANCE IS AUTHORIZEb BY WRITTEN APPROVAL 1 -4 00 PUBLIC SANITARY SEWER EASEMENTS ARE TO BE RECORDED
?-EX, 15" RCP--r? CONCRETE FOR SECURING GATES IN CLOSED POSITION, W/ 2 # 5 REBAR CONT. PRIOR TO FINAL ACCEPTANCE.
EL=106.3' I0" . ©CO~YRI[GHT, 2005. SIGNATURE.
'''t''' 1-1/2" ORiICE IMTH TRASH RACK PLAN ENGINEERING
CONTRACTOR SHALL INSTALL A PERFORATED ELEV 1060' PIPE WITH END PLUGGED AND WITH ENTIRE 9'x9'xi' SEC~~~N
did in ~ m, inre.
PIPE COVERED WITH GRAVEL FOR USE AS AdO CONCRETE BASE AS
NOTE BRICK TO MATCH SEDIMENT BASIN, THE PERFORATED PIPE AND GRAVEL SHALL BE REMOVED FOR CONVERSION TO DETENTION POND, 18" NOW STONE MATCH BUILDING /t 17 rUDU%, Vnuiiw; DRAWN: JCiEl9?~
BEFORE OIGGM, CALL TRAFFIC ENGINEER; 3ET: Sh
GARBAGE DUMPSTER- STER DETAIL NORTH CAM M ONE CALL 1-800-632-4949 CONSERVATION ENGINEER:
N.T.S.
NOT TO SCALE C9

A
AUT~l11~N T~~E A s-zz-~~c~~
v~
5
Phase Number(s) 1 GH~`~~~~~' CAVER iNEET CVR
EXIiTING CONDITIONi C1
ilTE PLAN CZ
Number of Lots 1 TI~AWICK ROAD Cu1tAD11~li PLAN C3
I~TILITY PLAN C4 li
Lot Number(s) by Phase 1 RALEIGH, NORTH CARO SEWER PROFILE CS
!EWER PROFILE C6
Number of Units 34 p~~p~ ~~~A,~ a~s~ Livable Buildings 8 ~{~{~Mp TRA,C! M,pv~lpa p~yER Open Space? YES ` ~?ssoc~~?~s, 4t.c eoar~ ~rtE Number of Open Space Lots 1 stx Ftirt~cs rta. su~'rE ~t~ Public Water (LF) 37th ~y Ng g,~~.~ p 1"~tAWICK ROAD WIDE C7 VINO
E~CK DRIVE WIDENING C8 '
I t~E1'AILS
~;:TAILi Cib
tt ~ aIETAILi C11
C E'i'AILi C1~
~ ~T~~a1La C1s
~ Q ~"fAl C14 L8
t~''~DiCAPi PLAN L1
Public Sewer (LF) 1831 RAX (919j d48.04SS
Public Street (LF) 0
Public Sidewalk (LF) 158
Preliminary Subdivision Conditions Of A ravel pp 5-22-2004
Pria to issuance of grading permit for this site:
1. That a stormwate' control plan with a atarmwater aperetians maintenance manual and budget
FINANCIALLY RESPONSIBLE PERSONIAGENT shell be epprovd by d?e Conervation $nginaer is canpliance with Pert 10 Chapter 9, including
the deag<sction of buffs arses and open apace areas for etonnwater purposes prior to grading a
the approval dcatitrudion drawings, whicbeva event corrras first.
2, That the 9ito Spaoialist in the Irapedione Dapattrnent approves a tree protection plan, end
1. Person to contact ShaAA sediment tantrW Iss~~Oi ~rlle duYp Nnd~dYuibing aONIty. ~~~0 . that tree p ciACllOa measure are inplaoe on the ede far:
•ripariarr bufl'efs, m aoocrdarroe with ~ prelanirrary Plan and the State of North Carolina
Name: Lyle D. Gardner TdI~hO~N. f91918~2^4~ M pRS H C 2. Person (s) hrm (s) flnandatly respor~lbk for this land•dlsturbinq aWvlty.
-natural atr~t pretaotive yard loafed on Trerridc Rued;
Prror to Plermmg',ppacimetl anlllorlTfltren to record lob: ~,~nuurrr~~ Q
A~mn Trace HousingAssc.. LLC - GC - 1`p ~ i~~ ~ f
Name of Person (s) Frm (s) 'tA l~yl~K 3. That mien new PINS fa the lds subdivided from the parent treot north d Eok Drive ere dr
. ~ asaigosd; tlr. common Pf:I cadre pares! south d 8ck Drive be retained a t reaw (third) PIN ; O d ~6
s~ r~ Rya s~~ mz nos s~ r~~e. s~n~ mo _ RD. ~ ~ m~
MaGiny Addre~ Sd'eet Addros~ ~ ~ 4. Tlsttx'~eer (10') of additional right-of-way for Trawick Road is ded~atsd. W v~ L'a
S. Tht : 30' thaaughtare protective yard u indicated on the recorded map. : dy ~
t~~h NC 27615 Nalrlah IC 21515 d
cam, staoe av aq~ ~uu za Q 6. Thatt:~e reroa~vd d exrtir~g struoores n idiated an the slim' La be mted on the ~ Pr' P N ~ ~
ncade~l °~n and that eridenoe d ramous! b, submitted to d» P D mi. q~~
3. AppolMed Agent Eo receive am/ rrotlce, prota5, or pleading In arty acdon or legal praeeding arising out of arty mater rdatlnq to Ralebh City Code ChipEr S Part 10, 7. That t~rottnerioadracriup fa ell pub6o iacpraemab indicated as the preliminary plan be
tppraec":
TR,on,,,c M«~~ SKYCREST DR. E. T]tatripstimbuQ'era, a accedence withh the ptdimioary planand ttte State dNa1h Carolina •
Name of Individual d~k regulagow;, shall b shaem an the plats far recording aioag viith a note "Riparian buflhrs
ere subject to padiog and vagetatica removal r®trictiar in aoocrdaoa with State law.° •
Everoreerl Con4iuGtian [n. 919-848.2041 4. Thatt~o avaaaamaat far the reatQ lira in Trasvidc Randy paidto the Public iRihlitiea
Place of Busine~ Inside the Gly M Raltlph BuWleii TWplm Department
n` ~ ~
~ Q~ ~~w ~ ~~s SITE Prior b iasusooe , . in $re on N `hridiodparmib Inpeati Depufinent; ~
N N
d tQ That 4antrnotica of aU public imptovematb indicated on the prelimuary plan slang the
$orMaae of Lob 1 and 2 u completed
Compete the above ma adhere to eowr shwt of ~eoslon aondol plans. This doffs ,"0 • 'p"s~
not take the place of s compleb flnandal asponslblYgl brw. Acompl~d 1brn~ D r,
must bs 111~d with tlN Ra1Nph Insp~crons D~p~rbMnt plor b Issuana of pKnik. © aU~.,
n 1, ~
z
w
0
~ u ~I, ~ -
~ ~ 'i!1 ~5
d NEW BERN AVE. ~ ~ _ ~ tp .
Z 1 .%Y ~FFy~; . '
V'IEW'`..
b
y ~ UTILITY INSTALLATIONS AND OTHER PUBLIC FACILITIES , fll ~ ,
INCLUDING SIDEWALKS AND HANDICAP RAMPS ARE TO d Q BE CONSTRIICTEO ON ALL STREETS AS SPECIFIED BY
UICINI~Y MA CITY CODE. THESE FACILITIES HAVE BEEN APPROVED
8Y THE CITY OF RALEIGH AND SHALL BE SO INSTALLED dr UNLESS A CHANGE IS AUTHORIZED 8Y WRITTEN APPROVAL. r1
PUBLIC SANRARY SEWER EASEtiENTS ARE TO 8E RECORDED
PRIOR TO FINAL ACCEPTANCE.
SIGNATURE;
ENGINEERING ~ C~P'YR~{~HT 2,005.
PUBLIC UTILITIES: DATE, 7~7~
y TRAFFlC ENGINEER: D~A~1~: EAS
CONSERVATIt>nl ENGINEER: SHEET.
ALL CONSTRUCTION TO CITY OF RALEIGH & NCDOT
STANDARDS, SPECIFICATIONS, AND DETAILS.
PRELIMINARY DESIGN -NOT RELEASED FOR CONSTRUCTION CVR ~

d
A
y ~
D w
I
z
N 6A , LLfiA
+ ~ R/Ir ANC OOUGIAS SHANK 9Ni?~l,MO. 1#'~`! 09. 10247 P0. 1332
N Cb OM 1 MN/ 1725.50-4676 RAY EVlLI?I Jt. Pnir If24-5 -~i! ,
1 DI, 71 Nit.. Do~4 O6. 4614 P0. 426
9Ai91Nb ~OIIN R, +e Itutr r. t'-- N~~ 17~-11~43N PINT 1725-50-SS~1
m o1e27 Nc, oba~ ~ J' vBy 1726-al-JI/I ~
\ 1 ~ ~ ~ ~ ~ Gl~
. ~ \ r- -3aa~ / L J3
~ ~ i ~
S00'31'1J'E \ P ` EIP 4, n
~ 288,76' p S NIP ~ r A ~ /
\ ,,.-~-135-'"`
r4;,.;:ry.:; . ~ f ~ ~ / ^ ~
KAfI~NE Q / NIIlOp6 ~ ~ ~ / ~ t
/ IY, 1095 P0. 1420 y~.nNt
D/. /J89 PG 2009 ' ~ / ~ ~ / ~ NN31725-51 217! ~ J ~ / I A
I ~ / ~ / ~ / ~ r Ex 0 ~
~ > ~ ~ / C REND NJ? 1 /
/ \ --130---' / / ~ PIl~ 1725-80-1610
~ t N / / ~ J
I
t ~ ~ \ y ! ~ U7` I~MN CE
I ~ 1 ~ '.aut~N TRACE ~1 w
r ~ y ~ D6 11142 PG 2 6 / 1 11142 PG 2546 / / `
~ ti ~ ~ i
~ \ ~ / 1 \ \
a \ ~ / / / ( 4 1111 a uluf,, ~ ~ ~ ~ X11
O8. 05142 P0. 0979 1 ~ x d. 'i ~ \ \ \ \~ti5-- 9N. 1916 PG 1110 ! ! ~ \ ~ \ ~ \ i . V
PMN~ 1716-e1-1161 ; ~ ~ ~ ~ .l _ ~ \ \ t`,, ~
i i ~ _ i f / - ~c ~ ~ J - - i / ~ w YA. . CJ to W ~ a
\ ~ \ ° / W to t..: ,
s l / ~ EIP -1G~'
~ ~ ~ ~ ...115--' \ n"/ ~ J i'^ \ / / / / S i f! 1~ v ~ I ~ ~ f l f 11 \ ~ f 11 i 11111 r
~ RE CON5TUC110N CQ~ \ ~
-r- 7 o F ~ H
! ~ o' ? •
N~ i B 1 694 '0251- ~ r \ r IN 25- 1-Ofi35 \ ~ \ ( ~ P / i / ~ / ~
oe. olota 0/51 ~ 8f1. 1Y15 PG, 1110 1 \ ~ / ~ ~ I ~ f ~ / w / \ ~ /
,716-11-1176 ~ \ ` •
~ Nr? a wrl ~ \ off" N~
~ I 1 ~ ~ ~ Nog ~ ~ / ~ / i i
ti~ 6'1' ii ~
1 ~ ~ - ~ ~ti y ~
' ~ _1 ~ - i / ~ ~
r I \ ..5~ / i ~ \ D \ ~ / y C
S - J \ ~ IM / s-~' 1 ~ ..mss l 1 ~ i' ~ ~ ~ w l / ~ ~
~ \ ~ W Ili ^ . ~ ~ \ , u ~ I c. / rr.,
c ~ ~ ~ T t^n ~ ~ ti a NO ES. p
PENIriIAN, w Ew / \ / 04 ~ a
1 M / 1~ f- 0,9, 100711 G, 197 1. ALL STRUCTURES LOCATED ON PARCEL5 PIN 1725-51-1199 " ~ # ~ ~ I; j~
w, 1/ea 1,0 , ~ ~ - / fj~' / i AND 1725-51-0635 AND LABELED REMOVED HAVE BEEN a J
~ DE~v10LISHED AND REMOVED PER S-22-2004, THEY ARE BEING ~
SHOWN FOR EXISTING IMPERVIOUS CONDITIONS. w
\ ~ \ t- ~ > / t7
\ I - \ ¢ \ \ ? 2. CO~!TRACTOR SHALL OBTAIN ALL STATE AND LOCAL PERMITS ~
- ~ ~ ~ . W R ~ • 1 >l Nr ~ y FOR ABANDONING ALL WELLS. IF OTHER WELLS ARE LOCATED
\ \ \ \ ~ 00 AND NOT LABELED, CONTRACTOR SHALL NOTIFY OWNER,
11 i \ ` / \
\ ~ / ~ ~ \ 111 1 ~ ~ ~
loo- ~ ~ / r+ \ \ ~ EX. YI
\ ~ ~ ~ ~ TOP=108.08 UiILfiY INSTALLATIONS AND OTHER PUBLIC FACILITIES , ~ ~
N I r \ ~ 64143, / ~ / / }NV. 105.68 ~ M ~ ~w Nt t55~~' 0~ ~"'r INCLUDING SIDEWALKS AND HANDICAP RAMP5 ARE TO BE CONSTRUCTED ON ALL STREETS AS SPECIFIED BY
111, i P0, 420 ~ ' ~r''~ / ~ ° pP CITY CODE. THE5E FACILITIES HAVE BEEN APPROVED
~ / BY THE CITY OF RALEIGH AND SHALL BE 50 INSTALlEO UNLESS A CHANGE IS AUTHORIZED BY WRITTEN APPROVAL.
\ l PUBLIC SANITARY SEWER EASEMENTS ARE TO BE RECORDED ~,rj
~ ~ ~ ~ \t / ~ ~ /i " PRIOR TO FINAL ACCEPTANCE. ~P
i- 00 SIGNATURE;
ENGINEERING
c3it PUBLIC UTILITIES: ~ 4
TRAFFlC ENGINEER;
Nr ~ ELEV + 17.D1~ ^ ~ ' x TOP=99.48 `
~ ~ ~ INV. 95,30 d C~ CONSERVATION ENGINEER: f
x a
1 ~ ~ a ~ W / ~ EX. CB CO~~~"I~T Z~s.
d ~ ~ = 5.70 Z Ir' BCp / ~1 ~ TOP 9
ry I ~ INV. 90.85 y ~ ~ ~ INV=90.30 DATE; 7~27~05
~ ,
E>G ce ~ DRAWN. EAS
IOP+ /6.~ 7 100'
ww93,1 ~ 100 50 0 SHEET,
ELEV = 86.7 ~ ELEV = 86.80 i
PRELIMINARY DESIGN -NOT RELEASED FOR CONSTRUCTION

i ~ ,
li ~ ' ' .
X ~
1
y ~a.~
1 \ \ ~ ~
~ ~ I ~ J 1 0 /
~ ~ ~ / SOP FENCE \ \ / n ~
SE ACK ~ \ / 5
~J i ~ ~ ~ ~ / 30
.3~ I P E I P EIS" I Soo 2a 1 Irl1r ~W~4Ilr 1 p • 1 11 I ESP X500 2 04 E ~ 00 46 7 E
74 - - - = .2
- - - gyp- \ \ ~ ~ r
5 d I ~
\ \ ...r. I ~ ~ r ~ /
I ~ ~ ~ ~ ~
I ~ 1 P NCE ~ \ ;
~ / I
~ \ ~ ' I ~ ~ ~ ~ 0 a z
IVA Y ) ,.F f 6 TR TED YV000, ~
> / 1 ~ as ~
- 61 128.
~ I / ~ +dW.. ~ ~ FF-~ .67 ~ FF ? Ffw67 128,r~1 v
I ~ `r I , . \ ~
I ~ tF'
I I
I ~r I c C ~ ~ ~
/ ' . 1 I r~
I ~ / ~ V 1 ~
1 ~ 1 I `
0 I ~ i ~ ~
I ~ - i~
o ~ I ~ J~ /
I q„ ~ I ~ / ~ i ~ N
I ~ / I - ~ / i ~ ~
J 1 ~ ~ t Z f ~ ~
- r -12 ~qj.6 ' ~ ~ / / ~
Q~~ - \ ~ ~ / ~ ~
.61 120.31 - .119 ,r-- / 1 0 3 ~ ~ ' /
\ I ~ \ tl1N~ .y.. J ~ . c. : r,, ~ ,
~~ti t,
Q \ U ~ R
I - ~ r R N
\ I r ~ _ _ ~
~ \I \ ~ - FF-124,67 . l
~ ? \ i ~ I - -x-20 - - ~ ~ ~ ~-t1 ,67 ~2 67 ,r.y-~ ~ Z4,d7
I \ ~ 3 0 r - - ~ ~ ~ ~ ~ ~ 1 ~
I ~ ~ ~ - ~ o
~ I - ~ ~ \ h ~ ~ ~
PP ~P ? \ d' i ~ ~r ~ ~ Yy"/ . , i ~ ~ J~ ~
~ 0P . o d ~ ; ti r ~E : ~ 6, r
~ , ~ 5 ii ~ Wm- o
I ~ ~ ~ ~ ~ ~ ~ ~ try W Z/1 c j
\ I , ~ . ~ i / ~ ~ ~ / ~ d: ~ ~ P ~ ~ / / 1 ~ d
\ ~ 7 TRAM ~ ~ \ .
\ TO 2 2 T \
. ~ / , ~
\ ~ 'C~
~ ~ ~ F- ~ ~ I F - Ibbl 19,0 ~ ~ ' , ° / i
I FF- ~ ~ 7 ~ i j ~ ~ ~ ~
1 ~"'7.6 ~g,D ,r ~ 1 ~ i /
~ ~ 1 r .120~~ ~ F'F ~ ~ ~ ~ ~ ~ • ~ ~
~ r r
1 ~ I t ! ~ i
/ / ~ «
I ~ l / ~ ~ ~0
~ / ti 1,,,--~- ~ ~
I . o ~ I . ~ / , . d
I I FED a s-
' O / / s pry i \
I I I 1 f ~ ~ ©
\ FE ~ 1 I I TES s , . pG awl„ ~ ~
~ I ~ .1 / ~ _ 1 f3~ r V) o,
/ r r v
I I / . ~ ~ _ / ~
I ~ t r x w ~ ~
~ ~ ~ ~ I ~ , . a
I ~ / ~ 1 \ ~ '
~ ~ ~ ~ I ~a
~ ' ~ ~ / /
~
~ i ~ , l ~ /
UTILITY INSTALUTIONS AND OTHER PUBLIC FACILITIES , INCLUDING SIDEWALKS AND HANDICAP RAMPS ARE TO • '!rI
BE CONSTRUCTED ON All STREETS AS SPECIFIED 8Y
CITY CODE, THESE FACILITIES HAVE BEEN APPROVED 9Y THE CfiY OF RALEIGH AND SHALL 8E SO INSTALLED
~ ~ I .e ~ ~ \ I ~ UNLESS A CHANGE IS AUTHORIZED BY WRITTEN APPROVAL,
TDS T PUBLIC SANITARY SEWER EASE AR EMPORARY DIV uENTS E TO BE RECORD D ERSION SWALE E PRIOR TO FINAL ACCEPTANCE, ~•5
1 0 ~F SIGNATURE:
~ .~t, ~ ' ~ ~ ~C X ~ -~°-r ENGINEERING SILT FENC
J ,v I P ~ E ~ •
,max 60 i l ~ , , PUBLIC uTl ~ uTIES: o``b a a
~ TP-~- TP TR EE PROTECTI ON
- \ J TRAFFIC ENGINEER:
I J
CONSERVATION ENGINEER: ~ C ~ --fiPS~--w-TPS TREE PROTECTI N 0 WITH SILT F N E CE
7,~ , /
.t~ 1 r~ p'.i
/ 1 ~ / ©co>~x~~xT zoas.
y ~x INLET PROT T DATE; 7rz~ s EC ION ro
. /
DRAVMt: EAS
PP 50' 30' 0
~ r.. ~ l~R P so 0 OSE PA r D VEMEN T sxEET. wIoENINc
.i U , ' ~
SCALE: 1*=30'

PRELIMMARY DESIGN -NOT RELEASED FOR CONSTRUCTION I C3 I