SW8050515_COMPLIANCE_20050610

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

Compliance Inspection Report
Permit: SW8050515 Effective: 06/10/05 Expiration: 06/10/15 Owner: Bob McCall Builders, Inc.
Project: The lands Townhomes
County: Onslow Corner Of Pete Jones Road And Cooper St
Region: Wilmington
Richlands NC 28574
Contact Person: Bob McCall Title: Phone: [phone]
Directions to Project:
From Hwy 24 US 17 intersection, take Hwy 24 West towards Richlands. Turn Right onto Pete Jones Rd. As soon as you enter
Richlands city limits. Project is on right.
Type of Project: State Stormwater - HD - Detention Pond
Drain Areas: 1 - (Squires Run) (03-05-02) ( C;NSW)
On -Site Representative(s):
Related Permits:
Inspection Date: 04/19/2010 Entry Time: 03:00 PM
Primary Inspector: David W Cox
Secondary Inspector(s):
Reason for Inspection: Complaint
Permit Inspection Type: State Stormwater
Facility Status: Q Compliant ® Not Compliant
Question Areas:
IM State Stormwater
(See attachment summary)
Exit Time: 03:30 PM
Phone: [phone]
Inspection Type: Compliance Evaluation
Page: 1

Permit: SW8050515 Owner - Project: Bob McCall Builders, Inc.
Inspection Date: 04/19/2010 Inspection Type: Compliance Evaluation Reason for Visit: Complaint
Inspection Summary:
In order to bring this system into compliance you must perform the following:
1. Submit the required Engineer's Certification
2. Address all non -compliant issues listed in the comment section of this inspection report.
File Review
Is the permit active?
Signed copy of the Engineer's certification is in the file?
Signed copy of the Operation & Maintenance Agreement is in the file?
Copy of the recorded deed restrictions is in the file?
Comment: 1. This office has not received a copy of the required Engineer's
Certification.
Built Upon Area
Is the site BUA constructed as per the permit and approval plans?
Is the drainage area as per the permit and approved plans?
Is the BUA (as permitted) graded such that the runoff drains to the system?
Comment: 1. An additional dumpster access has been constructed prior to approval.
In addition, the runoff associated with this unapproved access is not being directed into
the stormwater system.
2. Also, some roof drains are disconnected from the collection system and draining
offsite.
CW Men011ra_
Are the SW measures constructed as per the approved plans?
Are the inlets located per the approved plans?
Are the outlet structures located per the approved plans?
Comment:
Operation and Maintenance
Are the SW measures being maintained and operated as per the permit requirements?
Yes No NA NE
En ❑ ❑
❑M00
® ❑ ❑ ❑
❑ ❑ ® ❑
Yes No NA NE
❑ ®❑ Cl
©❑❑❑
❑ ® ❑ ❑
Yes No NA NE
®❑❑❑
®❑❑❑
8 ❑ ❑ ❑
Yes No NA NE
❑ IN 0 0
Are the SW BMP inspection and maintenance records complete and available for review or provided to DWQ ❑ ❑ ❑ IN
upon request?
Comment: 1. The pond slopes are eroded with severe erosion in the forbay.
2. Permenant vegetation has not been established on the pond slopes.
3. The inlet flume is eroded and about to collapse.
4. The outlet structure, outlet swale, and overflow spillway are filled with trash and
debris.
Page: 2

agm05r04i2005 16:26 4553441 PARKER & ASSOCIATES PAGE 01
ATA
D5DS I S
■N -C E R
■ North Carvlina Department of Environment and Natural Resources
127 Cardinal Drive Extension, Wilmington, NC 28405 [phone] FAX [phone] id
_.-- -� -
_ Request-forAxpress_Pe.r.mit. Review.,
FlLL4N all information below and CHECK required Permit(s).
FAX to Cameron Weaver along with a narrative and vicink map of the project location.
Projects must be submitted by 9:00 A.M. on the review date, unless prior arrangements are made.
DATE May 4, 2005
APPLICANT Name: Bob McCall
Company: Bob McCall Builders, Inc,
Address: P.O. Box 7573 City: Jacksonville
Phone : [phone] Fax
PROJECT. Name: The Lands Townhomes
ENGINEER/CONSULTANT Name: Jason A. Houston, E.I.
Zip: 28540 County: Onslow
Email
Company: Parker & Associates, Inc.
Address: 306 New Bridge Street City: Jacksonville Zip: 28541 County: Onslow
Phone : [phone] Fax: [phone] Email -. paitext(aftizec.rr,com
❑ STREAM ORIGINATION CERTIFICATION
® STORMWATER ❑ Low Density ® High Density -Detention Pond ❑ Off site
❑ Low Density -Curb & Gutter ❑ High Density -Infiltration
The Soils Scientist must visit the site to confirm the soils prior to submittal.
The Designer's Certification and recorded deed restrictions must be submitted.
❑ COASTAL
MANAGEMENT
❑ LAND QUALITY
--------�-----------------------
❑ WETLANDS (401
❑ Excavation & Fill
❑ Upland Development
❑ Bridges & Culverts ❑ Structures Information
❑ Manna Development ❑ Urban Waterfront
❑ Erosion and Sedimentation Control Plan
❑ Wetlands Delineated/No JD
❑ Jurisdictional Determination has been done
❑ Greater than 0,5 AC Wetlands Impacted
The legislation allows additional fees, not to exceed 50% of the original Express Review permit application fee,
to be charged for subsequent reviews due to the insufficiency of the permit applications.
SUBMITTAL DATES:
SW
CAMA
LQS
401
❑ No Wetlands on Site (letter from COE)
❑ Greater than 0.1 AC Wetlands Impacted
❑ Less than 0.1 AC Wetlands Impacted
For DENR use only
Fee Split for multiple permits:
$
$
Total Fee Amount $

05/04/2005 15:26 4553441 PARKER & ASSOCIATES PAGE 02
THE LANDS TOWNHOMES
Stormwater Narrative
The .Lands Townhomes is a proposed 1.6 acre parcel to be developed into a high density
residential subdivision. The development will include the construction of 24 townhouse units,
drives, parking and all associated utilities. The stormwater from the sitc drain to a wet detention
basin located in the East corner of the lot. Stormwater from this site flows to Squires Run and is
classified as C:NSW Waters.
c l .PORMS.Swvmwakcr.Land9.nar

WILMINGTON
ST.
SITE �
TO
JAGK50NVILLE �
FAIRWAY CT.
A
TO
JACKSONVILLE A
VICINITY SKETCH

STORMWATER NARRATIVE
THE LANDS TOWNHOMES
Townhomes at The Village is a proposed High Density Development consisting
of buildings, private streets and parking areas. The stormwater runoff from all
impervious surfaces are collected and conveyed to the Wet Detention Basin. For more
detailed information please refer to the Stormwater Management Permit Application
Form and the Wet Detention Basin Supplement.
c2. FORMS. Stormwa to r.TheLa n dsTown homes. nar

EROSION AND SEDIMENTATION CONTROL NARRATIVE
THE LANDS TOWNHOMES
APRIL 2005
The Lands Townhomes is a proposed high density residential subdivision. The
site is an existing grassed vacant lot. The entire site is to have a silt fence envelope to
Ensure no sediment will leave the construction site. The stormwater detention pond is
to be excavated an extra 1 foot deep to allow for sediment storage. The entire site is to
be graded to direct stormwater flow into the pond.
c1.JAH. Lands.e.sc. nar

FENTION POND ANALYSIS
1 r FROJECT #: SW8 050515
FILE NAME: G:\DATA\WPDATA\WQS\POND1050515.WK1
REVIEWER: P.Bartlett
PROJECT NAME: The lands Townhomes
Receiving Stream: Squires Run
Drainage Basin: White Oak
Site Area
Drainage Area
IMPERVIOUS AREAS
bldgs
parking/drives/sidewalks
TOTAL
DATE: 25-May-05 (C
Class: C; NSW �
Index No. 19-3 C' �4
1.59 acres
square feet Area
18053-00 square feet
18732-00 square feet
square feet
square feet
square feet
square feet
square feet
1.59 acres
Rational C
0,95
0.95
Rational Cc= 0.60
SURFACE AREA CALCULATION
% IMPERVIOUS
53,27%
SA/DA Ratio 4.19%
Des. Depth
4.5
Req. SA 2896 sf
TSS:
90
Prov. SA El' sf
Note: Perm Pool L:W <3.1 jVd- —'ye�e6;
w"S-
VOLUME CALCULATION
* place a "W' in the box if Rational is used
Rational ?*
FOREBAY
Des. Storm
1Ofl inches
Perm. Pool Volume=
5096
Rv=
0.53
Req. Forebay Volume=
1019.2
Bottom
47 msl
Provided Volume=
1239.00
Perm. Pool
msl
Percent=
Design Pool
52.5 msl
Design SA
3708 sf
Req. Volume
3 cf
SA @
Prov. Volume
cf
Elevation=
ORIFICE CALCULATION
Avg. Head =
Flow Q2, cfs
Flow Q5, cfs
No. of Orifices
Diameter, inches
Drawdown =
0.48
ft
0,018
cfs
0.007
cfs
:075weirHxW
days
Q2 Area =
Q5 Area =
Orifice Area
Q=
in
COMMENTS
Surface Area , Volume and Orifice are within Design Guideline:
0.76
sq. in.
0.30
sq. in.
0.44
sq. in.
0.010
cfs
x
in

V
PARKER & ASSOCIATES, INC. shaping Horizotj�
Consulting Engineers - Land Surveyors - Land Planners
306 New Bridge Street + P.O. Box 976
Jacksonville, NC 28541-0976
[phone] + Fax: [phone]
THE LANDS TOWNHOMES
RICHLANDS, NORTH CAROLINA
STORMWATER WET DETENTION POND
ENGINEERING CALCULATIONS
Aos
A %
=Q� -
• SEAL
1457'5 =
•
GI NE ••••y�Q
y,
•++i 11 F I 1 N ',
1. AREA
Total Drainage Area 83,903 SF
Impervious Area:
Buildings, Drives, Parking, and Sidewalks 36,786 SF
Percent Impervious = Impervious = 36,786 = 43.8 %
Total 83,903
2. PERMANENT POND SURFACE AREA
5 -01-V 5
From Chart 4 - Appendix E from D.E.M. Report 87-05, for 43.8% impervious,4.5
basin depth without Vegetative Filter (90% TSS Removal) Yields SAIDA = 3.4%
(Interpolation between 40 % and 50 %)
83,903 SF x 3.4 % = 2853 SF surface area required
Top of permanent pond elevation is 51.5
Area at 51.5 elevation = 3005 SF provided
ENVIRONMENTAL ENGINEERING + STORM WATER MANAGEMENT + WATER AND WASTEWATER SYSTEMS
DEVELOPMENT CONSULTING + FEASIBILITY REPORTS + COMPUTER AIDED DESIGN + CONSTRUCTION PLANS

A I
ENG-2
3. TEMPORARY DETENTION STORAGE VOLUME
Retain 1" of runoff from area draining to pond
Use Schueler "Simple Method" from Stormwater Best Management Practices
Manual
RV = 0.05 + 0.009 (1)
RV = Runoff coefficient (inch per inch)
I = Percent Impervious
RV = 0.05 + 0.009 (43.8) = 0.4442 inch 1 inch
Find Temporary Storage Volume
V = (Design Rainfall) (RV) (Drainage Area)
= 1 inch X 0.4442 inch 1 inch X 1 ft. X 83,903 SFIAc
12 in.
= 3106 C_F Required
4. TEMPORARY DETENTION STORAGE VOLUME
Use 1.0 Ft. Temporary Pool
Area at 51.5 elevation (permanent pond) = 3,005 SF
Area at 52.5 elevation (temporary pond) = 3,708 SF
Average Area = 3,357 SF
Storage Vol.= 3,357 SF x 1.0 Height = 3,357 C.F. provided
3,357 C.F. provided > 3,106 C.F. required
5. RELIEVE TEMPORARY STORAGE VOLUME IN 2 TO 5 DAYS
Q = Cd A 2gh (orifice equation)

A I
ENG-3
Q = 3,106 C.F. = 2 days = 0.01797 CFS
Q = 3,106 C.F. _ 5 days = 0.007189 CFS
Cd = 0.60
g = 32.2 ftlsec
h = 0.5 average height
For 2 Day Release
Solve For A = Q = 0.01797 = 0.00527 S.F.
Cd 2gh (0.6) 2(32.2)(0.50)
Solve for Orifice Diameter, D
A = 0,00527 SF = n Rz
R = 0.041 ft. = 0.492 inch
D = 0.98 inch
For 5 Day Release
Solve For A = Q
Cd 2gh
Solve for Orifice Diameter, D
A=0.00211 SF=rrR2
R = 0.026 ft. = 0.31 inch
D = 0.62 inch
0.007189 = 0.00211 S.F.
(0.6) 2(32.2)(0.50)
Use 0.75 inch diameter orifice
6. SIZE OUTLET RISER PIPE AND OUTLET PIPE TO HANDLE 10 YR. 1 HR.
STORM
A. Storm Flow
Q = CiA
A = 83,903 SF OR 1.926 Ac.
C = 0.55
i = 2.88 in./hr. - 10 year, 1 hr. storm
Q = 0.55 (2.88) 1.926 = 3.1 cfs

' EEG-4
B. Outlet Riser Pipe
Water height before topping pond
53 - 52.5 = 0.5 feet
1. Riser Pipe as Orifice
Q = Cd A 2gh (orifice equation)
Cd = 0.6 (typical value)
h =.5
Q = 3.1
2g = 64.4
Solve For A R Q = 3.1 = 0.91 S.F.
Cd 2gh (0.6) 2(32.2)(0.5)
Using Cylindrical Wedge Lateral Surface Area.
Riser pipe area = 2.27 SF
2.27SF�0.79SFOK
2. Riser Pipe as Weir
Water Height before topping pond = 53.0 -52.5 = 0.5 feet
Q = CwL H312
Cw = 3.33
L = Length of Weir = Perimeter of Cylindrical Wedge Section
�7.0 ft.
h = 0.5 feet
Q= 3.33 (7.0) 0.5 "'
8.24 CFS
18" Cylindrical Wedge Section

ENG-5
C. Outlet Pipe
1. Check Orifice Equation
Q = Cd A 2gh (orifice equation)
A= ii R2 = Assume 18" CMP Cylindrical Wedge Section = 2.27 S.F.
h = Top of pond to center of outlet pipe
= 53.0 - (51.5 + 0.75) = .75
Q = 0.6(2.27) 2(32.2)(0.75)
Q = 9.5 CFS , Will handle 10 year 1 hour flow
2. Check Gravity Flow
18" pipe installed at .37 %
Use Manning's Equation
Q - 1.49 X A R 2/3 S 1�2
n
For 18" RCP Q = 6.4 cfs
USE 18" CMP OUTLET PIPE
7. 100 Year Flood
Q=CiA
Composite C = 0.55
i ,00 = 4.15 in 1 hr for 1 hour duration flood
A = 1.585 acres
Q = 0.55 (4.15) (1.926) = 4.4 CFS
Design to handle 100-yr flood through riser and outlet pipes prior to topping pond
A. Riser Pipe
As calculated before, 18" Cylindrical Wedge Section can handle 7.7 CFS
as Orifice and 8.24 CFS as a weir, therefore is OK to handle 100 year 1
hour flow of 4.4 CFS

ENG-6
B. Outlet Pipe
As calculated before, the 18" outlet pipe can handle 6.4 CFS flowing full
and will accept 9.5 CFS as an Orifice. Both are greater than 100 year 1
hour flow of 4.4 CFS.
Therefore, riser and outlet pipe will handle 100 yr. storm. No spillway
required. Emergency spillway is shown to handle overflow if outlet pipe
becomes clogged.
8. Forebav Volume
Main Bay Area at Elevation 51.5 =
2250 SF
Main Bay Area at Elevation
Bottom of Vegetative Shelf 49.83 =
749 SF
Average Area =
1500 SF
Volume = 1500 SF X 1.666 Ft. -
2499 CF
Main Bay Area at Elevation 49.83 =
749 SF
Main Bay Area at Elevation
Bottom of Pond 47.00 =
211 SF
Average Area =
480 SF
Volume = 480 SF X 2.83 Ft. =
1358 CF
TOTAL MAIN BAY VOLUME
3857 CF
Forebay Volume shall contain approximately 20% of the total permanent
pond volume.
Permanent Pool Volume = 5096 CF
Forebav Volume = 1239 CF
FOREBAY VOLUME / PERMANENT POOL VOLUME
= 1239 CF / 5096 CF = 24.3 % O.K.
C 1.JAH. LANDS. CAL.12.7. 04

-ITAI
I OF
Building Unit Dimensions
THE LANDS TOWNHOMES
KICHLAN05 TWP., ON5LOW CO., NORTH CAROLINA
BOB McCALL BUILDERS, INC.
P.Q. Box 7573
JACK50NVILLE, NORTH CAROLINA 25540
(9 f O) 265-52 19
Date: OQ0
Not
Parker & Associates, Inc. s e�=��,
Scale: Not to scale
Pilerwme: Consulting Engineers P.O. Box 976 - 28641--OM
THf-LAND5-GEN.dwg Land Surveyors — Land Planners s� Ny aew Norroe Street - �
Disk: Arad 929 Drawn By: JAMPhone [phone] - Fax [phone]"1

PARKER & ASSOCIATES, INC. �;xlg H01•�\
Consultingr - �� ors
Engineers Land Surveyors -Land Planners � �----�
306 New Bridge Street - P.O. Box 976
Jacksonville, North Carolina 28541-0976
Phone [phone] - Fax [phone]
Firm License Number F-0108
INSPECTION REPORT
Date: March 9.2010 Job No:
Project:
The Lands Townhomes
Client: CRI Pro erties Arrival:
s(m? 0sos/5
4882
8:45 am
Contractor: Departure:
Superintendent:
9:45 am
Weather: 650/ Sunny
Comments: - Pond/site inspection — see attached pictures for descriptions
eejozc(
4-1q-lo
�?¢s�rnse
1.Outfall pipe is heavily eroded. Area needs to be redressed. Pond breach will eventually
occur if not corrected.
2. Rear roof drain for Buildings #3 and #4. Needs to be routed to the pond forebay or
parking lot (that drains to forebay).
3. Stone driveway was never permitted in the BUA- shown on the plans. Either needs to be
removed or re -permitted.
4. Roof drain pipes behind Building #4 is damaged.
5. Broken roof drain between Building #1 and #2.
6. Broken roof drain at the rear of Building #2.
By: (--- Jason A. Houston, PE
Ignature f Inspector Print Name of Inspector
EMAIL ADDRESS: TEXT MESSAGES TO: [e-mail] MAPS AND PLANS TO: [e-mail]
♦ ENVIRONMENTAL ENGINEERING ♦ STORMWATER, WATER AND WASTEWATER SYSTEMS
4 FEASIBILITY AND DEVELOPMENT CONSULTING ♦ GLOBAL POSITIONING SURVEYS 4 SUBDIVISION AND CONSTRUCTION PLANS
2

INSPECTION REPORT (Continued)
Date: March 9.2010 Job No:
Project: The Lands Townhomes
4882
Comments: 7. Erosion needs to be repaired by inlet spillway. Water is undermining
the spillway. The area needs to be regraded to get it to flow into the spillway.
8. Water has eroded side of pond forebav and needs to be regraded and dressed „up.
9. Swale is not present to collect drainage to direct it into the pond.
10. Excess building material needs to be hauled off. BUA was not accounted for in the
permit.
11. Swale and berm are missing.
- Overall the pond looked okay. Small area of erosion that need to be taken care of before
they become larger problems.
- Lots of trash and debris were present onsite. Could lead to outfall blockage.
-The biggest problem would be the rear'r_o_of drains. Behind Building #1 and #2. They
appear to not be functioning as intended.
- The excess BUA onsite for the dumpster that was not accounted for in'the pond —
calculations and does not drain to the pond as would normally be required.
By: Jason A. Houston. PE
ignatu of Inspector Print Name of Inspector
C2JAH.TheLa ndsTwnhms.I nspection.Rpt.3.17.10

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