SW7071121_HISTORICAL FILE_20071210

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW �y7l�d
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYMMDD

NORANDEX REYNOLDS "BLYPE C E I Y E D
435 Garner Road
New Bern, No" Carolina DEC 10 2007
STORMWATER NARRATIVE -INTRODUCTION DWQ
This narrative discusses the express permit application for the Norandex Rcyno#1i;;01J4
of the project is Mr. R. Mitchell Brydge of Grantham, LLC. The plan includes construction of a slab -on
grade, metal building to serve as commercial facility on a 2.28-arce parcel located off Garner Road in
New Bern, Craven County, North Carolina. The parcel accesses Gamer Road, approximately 200 feet
north of Highway 70. As seen on the included location and topo map, the site drains over one mile
towards the Ncuse River. This section of the Neuse is classified as a SB, SW, NSW waters.
EXISTING CONDITIONS
The existing topography of the parcel is divided into three drainage divides. A significant portion of the
site is within pre -development drainage divides 1 and 2 (DDI and DD2). They are relatively flat and
drain at a minimum grade of 0.5%, with no existing defined ditches or swales on the site. The site is
designed so that all impervious surfaces within DDI and DD2 will drain to the forebay/wet detention
pond facility. DD3 will remain undisturbed.
STORMWATER MANAGEMENT
Located in a coastal county, the project is being permitted under the high density option. 67% of the
73,187 sq.ft. within DDI and DD2 are the proposed impervious surfaces, including building area
(22,000 sq ft) and paved parking driveway areas (27,207 sq ft).
With 67% impervious surfaces, the stormwater management is being permitted under the high density
option and includes a forebay and wet detention facility which will provide 90% TSS with a SA/DA
ratio of 7.7 and average depth of 3-feet (actual depth 6.5 feet). As seen on the attached spreadsheet
workshect and drawings, the wet detention pond meets the surface area requirements for permanent
pool storage. The provided permanent pool area is 5,654 sq feet, which exceeds the required 5,635 sq ft
and is approximately 92' by 62'. At a 6.5 foot actual depth, the volume of the permanent pool is 16,964
cu.ft., which results in an average depth of 34cet. Approximately 20% of the permanent pool volume is
within the forebay.
Above the permanent pool, the proposed stormwatcr control system is designed to control one inch of
run-off. As seen in the attached routing calculations, the design storm drains in approximately 81 hours
(3.3 days) through the 1.25-inch draw down orifice with the peak elevation at 25.61 feet. Events
greater than one -inch will by-pass the pond through the top of the four -foot concrete riser. The riser

NORANDEXREYNOLDS
435 Gamer Road
New Bern. North Carolina
and drawdown orifice arc fitted with a trash rack to preclude trash from entering the riser and outfall
culvert. From the riser, run-off will discharge into a 12" culvert and into an existing swalc and culvert
into an existing concrete junction box. The downstream capacity is sufficient as the post development
rate has been reduced to 0.08cfs.
MAJOR DESIGN ELEMENTS
• The total pre -development run-off rate for entire site =3.3 cfs
• The total post -development run-off rate for entire site = 0.59 cfs, 0.08 cfs
from the pond and from 0.51 cfs from DD3.
• Provided permanent pool surface area = 5,654 sq.ft.
• Required permanent pool surface area = 5,635 sq.ft.
• Ave depth (Perm.Pool VoUPerm.P(>ol area)= 1 6964/5654=3ft
• Percentage of Perm.Pool in forebay = +/- 20%
• 3.3 day draw down of I" rainfall through 1.25" orifice
• The temporary storage elevation=25.6I'
• One foot of freeboard = 26.6'
• Wet pond within casement, access from Garner road and across parking
• Nitrogen requirements above those met with the pond will be met through
monetary credits, as required.
Suaaortint
Documentation
(Prc-Dev Route)
(Post-Dev Route)
(Plan set-Sht.3)
(Spreadsheet)
(Spreadsheet)
(Spreadsheet)
(Post-Dev routing)
(Post-Dev routing)
(Plan set-Sht.4)
(Plan set-Sht.4)
(Spreadsheet)
n

NORANDEXREYNOLDS
435 Cramer Road
New Bern North Carolina
EROSION AND SEDIMENT CONTROL
An erosion and sediment control permit will be required as 1.84 acres will be disturbed. The 1.84 acres
includes some off -site grading through a proposed easement for an access road to the site from Garner
Road. A letter from the owner of the property is included which allows for the construction of the
access road. Sediment control will be achieved through the use of a construction entrance, silt fence
and a sediment trap. The trap provides 6843 cu. ft. Clean out elevation is 24.7, as seen on attached
spreadsheet and Sheet 5. It does not appear that a CAMA permit or a Stream origin determination will
be required as the site is over one mile to the receiving water body.
CONCLUSION
The proposed design is for 2.28 total acre site for a commercial facility. 67% of the DD I includes the
proposed building and parking which drain to the forebay/wet detention storage facility. The remainder
of the site remains as is and undisturbed. With the wct detention facility the post development rate run-
off is less than the pre development run-off. Additionally, the proposed pond contains the required
event, draw down, freeboard, meeting or exceeding all k DENR size, depth and volume
requirements. `0% CARo�'''o
Qyiukm &der urger Q, Q�; FEssjp`° af
Susan H. Sayger,PE
KSMJ,pllc SE,'ryrg
3 4 U a
388 McCotter Blvd, Havelock, NC 28532 Z 0,
252-349-5803,252444-5765
11

9W (3
pgp3 #
RECET VED
DEC 10 2007
DWQ
PROD #
li 9CS-dtr. aC ss5'.JfcCalteY.d&ul .?lnncfacPt .4rC 2:52-{{4.576.i
D cr,&. 11119/2007
rm6ecl NORANDEX RENYOLDS, 435 GARNER ROAD, NEW BERN, CRAVEN COUNTY, NC
gmodtl�p Wet detention pond
Site Parameters
Twt.�l wi�...-
ervou
ImI:A
%
Drainage
rea
imperviou
Area-bldgs-
Area-
Area-bldgs-
Area -streets-
Pervious
Drainage area number
Drainage Area-sq ft
Area-Ac
s ft,
s
S ft
streetsSgFt^
Ac
Ac
Area -Ac
1.680142332
!1
0 0
rnm 0 505050505 0.624586777 0.55050501
total %
length
perm pool
imperviou
from table
width @top
length @length
width @top
@length
FULL DEVELOPMENT
tempI de th
depth
s
----------
salda
perm pool
perm I
TEMP pool
TEMP pool
event store
Design Requirements
Permanent pool
49207 Impervious(sq ft)
1,680142332 Total area area ACRES 1,766368228
0.67 %da impervious
5635 REM surface area SO FT=sa/da/100-contriIhutin area
5654 PROV surface area Sq Ft
temp storage
0.655111564 rw.05-,009(%impervious)
3995 REOD volume= Wdrainage/12)
4035 PRVO volume cf ft
Percent T99 removal 90% 0.001764706
Ave Depth
3.0 ave depth = (permanent pool vol/permanent area)
ratio 1.5
0.228571429
4.375

T-3fil•" (& 385,1(r M I :7GRreforlt :YC 2.i?-a1J..i7G.i
Jo .L NORANDEX RENYOLDS, 435 GARNER ROAD, NEW BERN, CRAVEN COUNTY, NO
9.,,d4 wet demon pone
HaPd ANDTEMPVOLINE
ELEV
UELTAMEA
LENGTH
MTN
OEI.TAEW
MEA
Ea:RE AL
VOLUME
OUMMUTATM
VOLt
—
MO w
PERMANENT
IDOL
VOL
KCVMEO
TEMP POOL
ML.
REW
1FIaP POOL
IM
PROVaSED
PERMAtENT POOL
AREA
REOG
PERMANENT
POOL
Mu
28
l6i4
W21
are
me
031
73M
am
4055
MS
.11
2M5
02N
1n20
M
ON
5454
M
0.0
0.00
"S1
2Y0
law
15104
5a58
245
0.50
4110
3910
14521
IN1.W
5210
MCB
10811
2]
1.00
N12
n 5
2005
no
100
:m
1M2
.m1
PD
IN
1516
AU
MI.
18.5
2.52
ZID
0
0
0
1aM1
0
5615
SB%
,Cn R,
5a05
ISe FII
' , 1 iuIi ,.r 1 ,...r 1 ,.....r 1 ...
nEANan
Vq.UME
4241 T
I E82 ELF
M

CARpI
si°�golq��':
1 24 e c'
Prs�ect NORANDEX RENYOLDS, 435 GARNER ROAD, NEW BERN, CRAVEN COUNTY, NC
Wet detention pond NM,o=`�`� `
FOREBAY
PROVIDED
RED FOREBAY VOL
FOREBAY VOL
INCREMNTAL
CUMMULATIVE
CLEANOUT
3392.826
3062
ELEV
DELTA ELEV AREA VOLUME
VOLUME
VOLUME
25
195C
795
3082
C EA OUT
24,5
0.5
1228
567
2268
766
24
05
1039
864
1701
22.62
ELEV
23
1
688
838
838
21A
1.6
359
0
0
0
0
0
0
0
0
0
0
0
0
0
0
3062
NITROGEN
18.99424931
per acre of
rious surface I 10.79548898 Lbs nitrogen remaining
per acre of
surface
0.0

PostDD1
PostDD1
Postdd2 2 P
Post2 wetpond
Subca Reach Pond Dminage Diagram for MITCHELLSEPT2007ROUTE
Prepared by {enter your company name here} 12/8/2007
HydroCAD88.00 s/n 004746 ®2006 HydroCAD Software Solutions LLC

Norandex Reynolds-Rvsed routing
MITCHELLSEPT2007ROUTE
Prepared by (enter your company name here) Page 2
HydroCAD® 8.00 s/n 004746 ® 2006 HydroCAD Software Solutions LLC 12/8/2007
Area Listing (all nodes)
Area (sq-ft) CN Description (subcats)
24,002 69 50-75% Grass cover, Fair, HSG B (PostDD1)
12,545 79 (Postdd2)
49,179 98 Paved parking & roofs (PostDD1)
85,726

Norandex Reynolds-Rvsed routing
MITCHELLSEPT2007ROUTE Type H 24-hr Rainfall=2.00"
Prepared by {enter your company name here} Page 3
HydroCAD® 8.00 s/n 004746 ® 2006 HydroCAD Software Solutions LLC 12/8/2007
Subcatchment PostDD1: PostDD1
Runoff = 1.45 cfs @ 11.93 hrs, Volume= 5,886 cf, Depth= 0.97"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-96.00 hrs, dt= 0.30 hrs
Type II 24-hr Rainfall=2.00"
Area (ac) CN Descriotion
1.129
98 Paved parking & roofs
0.551
69 50-75% Grass cover, Fair, HSG B
1.680
88 Weighted Average
0.551
Pervious Area
1.129
Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (fUsec) (cfs)
8.9 160 0.0050 0.30 Sheet Flow,
n= 0.020 P2= 1.00"
2.3 24 0.0050 0.17 Sheet Flow,
n= 0.025 P2= 1.00"
11.2 184 Total

MITCHELLSEPT2007ROUTE
Norandex Reynolds-Rvsed routing
Type it 24-hr Rainfall=2.00"
Prepared by {enter your company name here} Page 4
HydroCAD® 8.00 s/n 004746 ® 2006 HydroCAD Software Solutions LLC 12/8/2007
Hydrograph for Subcatchment PostDD1: PostDD1
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
1.50
0.03
0.00
0.00
3.00
0.07
0.00
0.00
4.50
0.11
0.00
0.00
6.00
0.16
0.00
0.00
7.50
0.22
0.00
0.00
9.00
0.29
0.00
0.00
10.50
0.41
0.01
0.03
12.00
1.33
0.46
1.41
13.50
1.60
0.65
0.12
15.00
1.71
0.74
0.08
16.50
1.78
0.79
0.06
18.00
1.84
0.84
0.05
19.50
1.89
0.88
0.04
21.00
1.93
0.91
0.03
22.50
1.97
0.94
0.03
24.00
2.00
0.97
0.02
25.50
2.00
0.97
0.00
27.00
2.00
0.97
0.00
28.50
2.00
0.97
0.00
30.00
2.00
0.97
0.00
31.50
2.00
0.97
0.00
33.00
2.00
0.97
0.00
34.50
2.00
0.97
0.00
36.00
2.00
0.97
0.00
37.50
2.00
0.97
0.00
39.00
2.00
0.97
0.00
40.50
2.00
0.97
0.00
42.00
2.00
0.97
0.00
43.50
2.00
0.97
0.00
45.00
2.00
0.97
0.00
46.50
2.00
0.97
0.00
48.00
2.00
0.97
0.00
49.50
2.00
0.97
0.00
51.00
2.00
0.97
0.00
52.50
2.00
0.97
0.00
54.00
2.00
0.97
0.00
55.50
2.00
0.97
0.00
57.00
2.00
0.97
0.00
58.50
2.00
0.97
0.00
60.00
2.00
0.97
0.00
61.50
2.00
0.97
0.00
63.00
2.00
0.97
0.00
64.50
2.00
0.97
0.00
66.00
2.00
0.97
0.00
67.50
2.00
0.97
0.00
69.00
2.00
0.97
0.00
70.50
2.00
0.97
0.00
72.00
2.00
0.97
0.00
73.50
2.00
0.97
0.00
75.00
2.00
0.97
0.00
76.50
2.00
0.97
0.00
78.00
2.00
0.97
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
79.50
2.00
0.97
0.00
81.00
2.00
0.97
0.00
82.50
2.00
0.97
0.00
84.00
2.00
0.97
0.00
85.50
2.00
0.97
0.00
87.00
2.00
0.97
0.00
88.50
2.00
0.97
0.00
90.00
2.00
0.97
0.00
91.50
2.00
0.97
0.00
93.00
2.00
0.97
0.00
94.50
2.00
0.97
0.00
96.00
2.00
0.97
0.00

Norandex Reynolds-Rvsed routing
MITCHELLSEPT2007ROUTE Type 1124-hr Rainfall=2.00"
Prepared by (enter your company name here) Page 5
HydroCAD® 8.00 s/n 004746 m 2006 HydroCAD Software Solutions LLC 12/8/2007
Subcatchment Postdd2: Post2
Runoff = 0.11 cfs @ 11.91 hrs, Volume= 546 cf, Depth= 0.52"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-96.00 hrs, dt= 0.30 hrs
Type II 24-hr Rainfall=2.00"
Area (so CN Description
12,545 79
12,545 Pervious Area
Tc Length Slope
iin) (feet) (ft/ft)
8.0 100 0.0050
Velocity Capacity Description
0.21 Sheet Flow,
n= 0.028 P2= 1.00"

MITCHELLSEPT2007ROUTE
name here}
vdroCAD Software Solutions LLC
Norandex Reynolds-Rvsed routing
Type 1124-hr Rainfall=2. 00 "
Page 6
Hydrograph for Subcatchment Postdd2: Post2
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
1.50
0.03
0.00
0.00
3.00
0.07
0.00
0.00
4.50
0.11
0.00
0.00
6.00
0.16
0.00
0.00
7.50
0.22
0.00
0.00
9.00
0.29
0.00
0.00
10.50
0.41
0.00
0.00
12.00
1.33
0.18
0.11
13.50
1.60
0.31
0.01
15.00
1.71
0.36
0.01
16.50
1.78
0.40
0.01
18.00
1.84
0.43
0.01
19.50
1.89
0.46
0.00
21.00
1.93
0.48
0.00
22.50
1.97
0.50
0.00
24.00
2.00
0.52
0.00
25.50
2.00
0.52
0.00
27.00
2.00
0.52
0.00
28.50
2.00
0.52
0.00
30.00
2.00
0.52
0.00
31.50
2.00
0.52
0.00
33.00
2.00
0.52
0.00
34.50
2.00
0.52
0.00
36.00
2.00
0.52
0.00
37.50
2.00
0.52
0.00
39.00
2.00
0.52
0.00
40.50
2.00
0.52
0.00
42.00
2.00
0.52
0.00
43.50
2.00
0.52
0.00
45.00
2.00
0.52
0.00
46.50
2.00
0.52
0.00
48.00
2.00
0.52
0.00
49.50
2.00
0.52
0.00
51.00
2.00
0.52
0.00
52.50
2.00
0.52
0.00
54.00
2.00
0.52
0.00
55.50
2.00
0.52
0.00
57.00
2.00
0.52
0.00
58.50
2.00
0.52
0.00
60.00
2.00
0.52
0.00
61.50
2.00
0.52
0.00
63.00
2.00
0.52
0.00
64.50
2.00
0.52
0.00
66.00
2.00
0.52
0.00
67.50
2.00
0.52
0.00
69.00
2.00
0.52
0.00
70.50
2.00
0.52
0.00
72.00
2.00
0.52
0.00
73.50
2.06
0.52
0.00
75.00
2.00
0.52
0.00
76.50
2.00
0.52
0.00
78.00
2.00
0.52
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
79.50
2.00
0.52
0.00
81.00
2.00
0.52
0.00
82.50
2.00
0.52
0.00
84.00
2.00
0.52
0.00
85.50
2.00
0.52
0.00
87.00
2.00
0.52
0.00
88.50
2.00
0.52
0.00
90.00
2.00
0.52
0.00
91.50
2.00
0.52
0.00
93.00
2.00
0.52
0.00
94.50
2.00
0.52
0.00
96.00
2.00
0.52
0.00

MITCHELLSEPT2007ROUTE
Norandex Reynolds-Rvsed routing
Type 1124-hr Rainfall=2.00"
Prepared by {enter your company name here} Page 7
HydroCAD® 8.00 s/n 004746 C 2006 HydroCAD Software Solutions LLC 12/8/2007
Pond 2P: wetpond
Inflow Area = 73,181 sf,
Inflow Depth = 0.97"
Inflow = 1.45 cfs @
11.93 hrs, Volume= 5,886 cf
Outflow = 0.08 cfs @
14.98 hrs, Volume= 5,615 cf, Atten= 95%, Lag= 182.6 min
Primary = 0.08 cfs @
14.98 hrs, Volume= 5,615 cf
Routing by Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.30 hrs
Peak Elev= 25.61' @ 14.98 hrs
Surf.Area= 7,368 sf Storage= 4,024 cf
Plug -Flow detention time= 1,456.2 min calculated for 5,597 cf (95% of inflow)
Center -of -Mass det. time= 1,439.5 min ( 2,268.2 - 828.7 )
Volume
Invert Avail.Storage Storage
Description
#1
25.00'
6,948 cf wet storage (Pyramidal) Listed below
Elevation
Surf.Area
Inc.Store
Cum.Store
Wet.Area
(feet)
(sq-ft)
(cubic -feet)
(cubic -feet)
(sq-ft)
25.00
5,654
0
0
5,654
25.50
7,265
3,221
3,221
7,273
25.61
7,368
805
4,026
7,383
26.00
7,614
2,921
6,948
7,663
#1 Primary 25. 1.2�Vr�. Orifice/Grate C= 0.600
#2 Primary 25.6 00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600
Primary OutFlow Max=0.08 cfs @ 14.98 hrs HW=25.61' (Free Discharge)
�7=Orifice/Grate (Orifice Controls 0.03 cfs @ 3.60 fps)
2=Orifice/Grate (Weir Controls 0.05 cfs @ 0.32 fps)

MITCHELLSEPT2007ROUTE
Norandex Reynolds-Rvsed routing
Type 1124-hr Rainfall=2.00"
Prepared by {enter your company name here} Page 8
HydroCAD® 8.00 sln 004746 ® 2006 HydroCAD Software Solutions LLC 12/8/2007
Hydrograph for Pond 2P: wetpond
Time
Inflow
Storage Elevation
Primary
(hours)
(cis)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
0
25.00
0.00
3.00
0.00
0
25.00
0.00
6.00
0.00
0
25.00
0.00
9.00
0.00
2
25.00
0.00
12.00
1.41
174,
25.34
0.02
15.00
0.08
4024�
,
25.61
0.08
18.00
0.05
,984
25.60
0.05
21.00
0.03
3,962
25.60
0.03
24.00
0.02
3,951
25.60
0.03
27.00
0.00
3,663
25.56
0.03
30.00
0.00
3,377
25.52
0.03
33.00
0.00
3,102
25.48
0.02
36.00
0.00
2,841
25.44
0.02
39.00
0.00
2,592
25.40
0.02
42.00
0.00
2,356
25.37
0.02
45.00
0.00
2,133
25.33
0.02
48.00
0.00
1,923
25.30
0.02
51.00
0.00
1,726
25.27
0.02
54.00
0.00
1,542
25.24
0.02
57.00
0.00
1,370
25.21
0.02
60.00
0.00
1,212
25.19
0.01
63.00
0.00
1,067
25.17
0.01
66.00
0.00
935
25.15
0.01
69.00
0.00
815
25.13
0.01
72.00
0.00
709
25.11
0.01
75.00
0.00
616
25.10
0.01
78.00
0.00
536
25.08
0.01
81.00
0.00
469
25.07
0.01
84.00
0.00
414
25.06
0.00
87.00
0.00
368
25.06
0.00
90.00
0.00
331
25.05
0.00
93.00
0.00
299
25.05
0.00
96.00
0.00
273
25.04
0.00
%Zy 6 u lot'"
ems-= t 1 k i. vu

fI
LJ
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It

M ITC H ELLSEPT2007 ROUTE
Prepared by {enter your company name here}
HydroCAD® 8.00 s/n 004746 ® 2006 HydroCAD SO
Elevation Primary
(feet)
(Cfs)
25.00
0.00
25.01
0.00
25.02
0.00
25.03
0.00
25.04
0.00
25.05
0.00
25.06
0.00
25.07
0.01
25.08
0.01
25.09
0.01
25.10
0.01
25.11
0.01
25.12
0.01
25.13
0.01
25.14
0.01
25.15
0.01
25.16
0.01
25.17
0.01
25.18
0.01
25.19
0.01
25.20
0.01
25.21
0.02
25.22
0.02
25.23
0.02
25.24
0.02
25.25
0.02
25.26
0.02
25.27
0.02
25.28
0.02
25.29
0.02
25.30
0.02
25.31
0.02
25.32
0.02
25.33
0.02
25.34
0.02
25.35
0.02
25.36
0.02
25.37
0.02
25.38
0.02
25.39
0.02
25.40
0.02
25.41
0.02
25.42
0.02
25.43
0.02
25.44
0.02
25.45
0.02
25.46
0.02
25.47
0.02
25.48
0.02
25.49
0.03
25.50
0.03
25.51
0.03
25.52
0.03
Norandex Reynolds-Rvsed routing
Type 1124-hr Rainfall=2.00"
Page 9
LLC
Stage -Discharge for Pond 2P: wetpond
Elevation Primary
(feet)
(Cfs)
25.53
0.03
25.54
0.03
25.55
0.03
25.56
0.03
25.57
0.03
25.58
0.03
25.59
0.03
25.60
0.03
25.61
0.08
25.62
0.18
25.63
0.30
25.64
0.45
25.65
0.61
25.66
0.80
25.67
1.00
25.68
1.21
25.69
1.44
25.70
1.68
25.71
1.94
25.72
2.21
25.73
2.48
25.74
2.77
25.75
3.07
25.76
3.38
25.77
3.70
25.78
4.03
25.79
4.37
25.80
4.71
25.81
5.07
25.82
5.43
25.83
5.80
25.84
6.19
25.85
6.57
25.86
6.97
25.87
7.37
25.88
7.79
25.89
8.21
25.90
8.63
25.91
9.07
25.92
9.51
25.93
9.95
25.94
10.41
25.95
10.87
25.96
11.34
25.97
MM
25.98
12.29
25.99
12.78
26.00
13.27

MITCHELLSEPT2007ROUTE
Norandex Reynolds-Rvsed routing
Type II 24-hr Rainfall=2.00"
Prepared by {enter your company name here} Page 10
HydroCAD®8 00 s/n 004746 ® 2006 HydroCAD Software Solutions LLC 12/8/2007
Stage -Area -Storage for Pond 2P: wetpond
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
25.00
5,654
0
25.01
5,686
64
25.02
5,718
129
25.03
5,751
193
25.04
5,783
258
25.05
5,815
322
25.06
5,847
387
25.07
5,880
451
25.08
5,912
515
25.09
5,944
580
25.10
5,976
644
25.11
6,008
709
25.12
6,041
773
25.13
6,073
838
25.14
6,105
902
25.15
6,137
966
25.16
6,170
1,031
25.17
6,202
1,095
25.18
6,234
1,160
25.19
6,266
1,224
25.20
6,298
1,289
25.21
6,331
1,353
25.22
6,363
1,417
25.23
6,395
1,482
25.24
6.427
1,546
25.25
6,460
1,611
25.26
6,492
1,675
25.27
6,524
1,740
25.28
6,556
1,804
25.29
6,588
1,868
25.30
6,621
1,933
25.31
6,653
1,997
25.32
6,685
2,062
25.33
6,717
2,126
25.34
6,749
2,191
25.35
6,782
2,255
25.36
6,814
2,319
25.37
6,846
2,384
25.38
6,878
2,448
25.39
6,911
2,513
25.40
6,943
2,577
25.41
6,975
2,642
25.42
7,007
2,706
25.43
7,039
2,770
25.44
7,072
2,835
25.45
7,104
2,899
25.46
7,136
2,964
25.47
7,168
3,028
25.48
7,201
3,092
25.49
7,233
3,157
25.50
7,265
3,221
25.51
7,274
3,295
25.52
7,284
3,368
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
25.53
7,293
3,441
25.54
7,302
3,514
25.55
7,312
3,587
25.56
7,321
3,660
25.57
7,331
3,733
25.58
7,340
3,807
25.59
7,349
3,880
25.60
7,359
3,953
25.61
7,368
4,026
25.62
7,374
4,101
25.63
7,381
4,176
25.64
7,387
4,251
25.65
7,393
4,326
25.66
7,400
4,401
25.67
7,406
4,476
25.68
7,412
4,551
25.69
7,418
4,625
25.70
7,425
4,700
25.71
7,431
4,775
25.72
7,437
4,850
25.73
7,444
4,925
25.74
7,450
5,000
25.75
7,456
5,075
25.76
7,463
5,150
25.77
7,469
5,225
25.78
7,475
5,300
25.79
7,482
5,374
25.80
7,488
5,449
25.81
7,494
5,524
25.82
7,500
5,599
25.83
7,507
5,674
25.84
7,513
5,749
25.85
7,519
5,824
25.86
7,526
5,899
25.87
7,532
5,974
25.88
7,538
6,049
25.89
7,545
6,124
25.90
7,551
6,198
25.91
7,557
6,273
25.92
7,564
6,348
25.93
7,570
6,423
25.94
7,576
6,498
25.95
7,582
6,573
25.96
7,589
6,648
25.97
7,595
6,723
25.98
7,601
6,798
25.99
7,608
6,873
26.00
7,614
6,948

Norandex Reynolds Stormwater Pennit Application
Subject: Norandex Reynolds Storulwater Pennit Application
From: Scott Vinson <[e-mail]>
Date: Fri. 07 Dec 2007 16:15:33 -0500
To: Sue Sayger <[e-mail]>
CC: [e-mail], Scott Vinson <[e-mail]>
Sue,
as required, I'm following up on our phone conversation on the Norandex Reynolds
State Stormwater Permit application with this quick email. Below are the items we
discussed, please call or write if you have any further questions. I look forward to
seeing you again on Monday, December 100 2007.
Take care,
Scott
December 7, 2007
A PHONE LOG of a Request for Additional Information made on December 7, 2007 to Susan Sayger, PE requesting the
following:
Subject: Stormwater Review SW7071121
Norandex Reynolds
Craven County
/This office received a Coastal Stormwater permit application and plans for the subject project on November 27,
2007. A preliminary review of the project indicates that before a State Stormwater permit can be issued the
following additional information is needed./
1) Please provide an additional 35 cubic feet of storage volume between the permanent pool elevation and the
temporary pool or overflow elevation. Any freeboard volume above the overflow weir can not be counted towards
meeting the design storage volume. Please revise the supplement form, plans and calculations as needed.
2) Please reduce the orifice size. Although the routing calculations provided gives a 2.4 day drawdown time of the
design storm, when the orifice equation is used to double check this drawdown, the 1" volume is drawn down in
approximately 1.4 days and not the minimum 2 days. Please revise forms, calculations & plans as needed.
Please have this information submitted by December 10, 2007.
Scott Vinson
Environmental Engineer
12/7/2007 4:15 PM
I oft

Norandex Reynolds Stormwater Permit Application
Washington Regional Office
cc: Robert M. Brydge, Grantham Crossing, LLC
Washington Regional Office
2 of 2 12/7/2007 4:15 PM

North Carolina Secretary of State
CORPORATIONS
http: //www. secretary. state. nc. us tcorporations/Corp. aspx?Pitemld=...
Date: 11 /28/2007
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NC Grantham Legal
Crossing, LLC
Limited Liability Company Information
SOSID:
0811339
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11/4/2005
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Domestic
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2 of 2 11/28/2007 9:59 AM

"J) I,.(I'I:)T7(!r'n!1; j1r'71rtl -W.
rJ!h1
1=11eelharcl sallitan- District
PO Box 579
f?mLclharcl. NC 27824
Suhjccl: Sewer Collection Issues
Gn_elhard SD Collection S_ysicin
WQCSDO062
Dent collmion System Pelmittees:: �.
July 12. 2007
Ylichazl I'. ISlislee, Governor
Will ium G. Ross Jr. Sccrctun
Nut9h C;Imlinu Dcpori mans of Lnvimm�mni :nxl sl;nur.il Resources
Culccn I I. Sullins - IiIICell Ir
Dirisinn of WuM Clu:diic
The Division will soon implement revised strateuics to address sewer collection system issues. Due to the continued hi�'h _
numbers of sanitary sewer ovcrtlows in North Carolina the Division will begin implementation of a iie<sl Sani6I Setvei
Overtlow (SSO) cnforcclncnt policy. In,addition. there will be new (low allocation accounling I-equiremenls associated with
permitting of sewer collection syslcm extension projects. Between now and June I. the Division will notify collection system
perntiuces of these policies.
Beginning.lune 1 until December I. 2007. any reportable SSO will be issued a Notice of Violation (NOV). "hhe NOVs will
explain the nc.m step of this policy described below. Civil penalty cases wilfcontinue to be 1-cnerated using esislin
euiclance. when ncccssnl'v.
Bcuinning December I. 2007. civil penalties will be issued fta' SSOs based on.volume. volume reaching surtitce wafers
duration. gravity. impacts to public health. fish kills of recreationaLarca closures. The Division will illso consider the
perinittcc's history of spills. the cost of lectil,' ins_ the damage, Whether the spill was intentionml, and any Inoncv saved by
non-compli:mce (see attached cnforcclncnt Lleta-s).
In addition to issues with SSOS. there liave been nutiierous instances ofoermittees faiIill _ tomouerly mannscYkiw allocation.
Allocations have been assigned by sane perntittecs such that its Nyastewater facility is conunitted to accept volumes of
wastewnlcr hcyond its tremment capacity. phis Ilow numagclment inadequate flow accounting
II is the mvnu's responsibility to aeeurdtely account Ion Current and (allure flow. Attached is a Flow 'I mcking for Sewer
I-Mension I'umit Application. "I his loran must he completed :md submitted by the owner of the receiving WN''I P with till
sgiplicotions lilt sewer line esmnsio is, efl'ectivc,Dceelnher I, 2007. The,stait date of December I, 2007 allows permittees to
develop an accounting. system. Willey do not alicacIv have one, to meet this new icquiremeni. Applications received after the
intplcmenmtion date (hat lilil 10 inilude this infornmtion will be immediately returned as incomplete.
I'vou have any Iiulhel-qucstions or concerns. please contact me of Mr..1. Wayne Bryant at 252-946-648I
Sinccrch'.
11
Al I- lodge. Regional Supervisor
Division of, Water Quality
Silli:iceA:llel Section''' .. . -
Washiltglon Regional Office
Attachments: I low (racking. form. entixecmew t:tctors
cc: Central Piles. no aaachments
Noah Carolina Division of Witicr [ n,lIils1617 Mail Ser is ccntcr Raciuh. NC-7699-161 7 Phonc (919) 733-701 �
c ,•( IntcloctI I.ocimon'. S12 N. S;lllsbuiv St. Rulci__h. NC 27604 Gas (I)IN) 753-'.196
NnnhC;ualina
Customer Sci vice
I-S77-623-67dri �n
An Equal OpponunitylAllirmative Action Employer - 50% Recycled110 % Post Consumer Paper

KSM],PLLC
388 MCCOTTER BLVD NOV 27 2007
FIAVELOCK,NC 28532
252-349-5803,252-4445765
TRANSMITTAL SHEET
'1'O:
FROM:
Lyn Hardison
Susan Sayger,PE
COMPANY:
DATE:
KSMJ,pllc
11 /26/2007
FAX NUM1317R:
TOTAL NO. OF PAGES INCLUDING COVER:
PHONE NUMBER: SENDER'S RE17ER17NCE NUMBER:
252 444-5765 Office 252 349-5803 Cell
RF: YOUR RFI'F_RFNCB NUMBER:
Express Permit Application
❑ URGItNT x FOR REVIEW ❑ PLEASE COMMENT ❑ PL6ASH REPLY ❑ 1'I.1?A91;. RI:CYCI.1-
NOTES/COMMCN•I'S:
Lyn,
Here is the package for Norandex Reynolds, 435 Garner Road, New Bern. It includes
Check-S4130
Stormwawr Narrative
Stormwater Application Form (original and copy)
Wet Detention Basin Supplement
Inspection and Maintenance agreemen Form (notarized and copy)
High Density Commercial deed restriction(original notarized)
Craven County Tax Map
Topozone Location Map
Registered Agent for Owner
Pre and Post Stormwater Routing
Pond Calculation spreadsheet
Sediment trap volume calculation spreadsheet
Express Financial Responsibility Form (original notarized) and checklist
Copy of deed
4 plan sets
Sue
388 McCotter Blvd

NORANDEX RENTAL
435 Gamer Road
New Bern, North Carolina
STORMWATER NARRATIVE -INTRODUCTION
This narrative discusses the express permit application for the Norandex Rental project. The owner of
the project is Mr. R. Mitchell Brydge of Grantham, LLC. The plan includes construction of a slab -on
grade, metal building to serve as commercial facility on a 2.28-arce parcel located off Gamer Road in
New Bern, Craven County, North Carolina. The parcel accesses Garner Road, approximately 200 feet
north of Highway 70. As seen on the included location and topo map, the site drains over one mile
towards the Neuse River. This section of the Neuse is classified as a SB, SW, NSW waters.
The existing topography of the parcel is divided into three drainage divides. A significant portion of the
site is within pre -development drainage divides 1 and 2 (DDI and 13132). They are relatively flat and
drain at a minimum grade of 0.5%, with no existing defined ditches or swales on the site. The site is
designed so that all impervious surfaces within DDI and DD2 will drain to the forebay/wet detention
pond facility. DD3 will remain undisturbed.
STORMWATER MANAGEMENT
Located in a coastal county, the project is being permitted under the high density option. 67% of the
73,187 sq.ft. within DDI and DD2 are the proposed impervious surfaces, including building area
(22,000 sq ft) and paved parking driveway areas (27,207 sq ft).
With 67% impervious surfaces, the stormwater management is being permitted under the high density
option and includes a forebay and wet detention facility which will provide 90% TSS with a SA/DA
ratio of 7.7 and average depth of 3-feet (actual depth 6.5 feet). As seen on the attached spreadsheet
worksheet and drawings, the wet detention pond meets the surface area requirements for permanent
pool storage. The provided permanent pool area is 5,654 sq feet, which exceeds the required 5,635 sq ft
and is approximately 92' by 62'. At a 6.5 foot actual depth, the volume of the permanent pool is 16,964
cu.ft., which results in an average depth of 3-feet. Approximately 20% of the permanent pool volume is
within the forebay.
Above the permanent pool, the proposed stormwater control system is designed to control one inch of
run-off. As seen in the attached routing calculations, the design storm drains in approximately 58 hours
(2.4 days) through the 1.75-inch draw down orifice with the peak elevation at 25.6 feet. Events greater
than one -inch will by-pass the pond through the top of the four -foot concrete riser. The riser and

NORANDEX RENTAL
435 Garner Road
New Bem, North Carolina
drawdown orifice are fitted with a trash rack to preclude trash from entering the riser and outfall
culvert. From the riser, run-off will discharge into a 12" culvert and into an existing Swale and culvert
into an existing concrete junction box. The downstream capacity is sufficient as the post development
rate has been reduced to 0.06 cfs.
MAJOR DESIGN ELEMENTS
Supportinfl
Documentation
• The total pre -development run-off rate for entire site =3.3 cfs
(Pre-Dev Route)
• The total post -development run-off rate for entire site = 0.56 cfs, 0.06 cfs
from the pond and from 0.51 cfs from DD3.
(Post-Dev Route)
• Provided permanent pool surface area = 5,654 sq.ft.
(Plan set-Sht.3)
• Required permanent pool surface area = 5,635 sq.ft.
(Spreadsheet)
• Ave depth (Perm.Pool Vol/Perm.Pool area)-- 16964/5 654=3 ft
(Spreadsheet)
• Percentage of Perm.Pool in forebay =+/- 20%
(Spreadsheet)
• 2.4 day draw down of I" rainfall through 1.75" orifice
(Post-Dev routing)
• The temporary storage elevation =25.6'
(Post-Dev routing)
• One foot of freeboard = 26.6'
(Plan set-Sht.4)
• Wet pond within easement, access from Garner road and across parking
(Plan set-Sht.4)
• Nitrogen requirements above those met with the pond will be met through
monetary credits, as required.
(Spreadsheet)
1)

NORANDEX RENTAL
435 Gamer Road
New Bern, North Carolina
EROSION AND SEDIMENT CONTROL
An erosion and sediment control permit will be required as 1.84 acres will he disturbed. The 1.84 acres
includes some off -site grading through a proposed easement for an access road to the site from Garner
Road. A letter from the owner of the property is included which allows for the construction of the
access road. Sediment control will be achieved through the use of a construction entrance, silt fence
and a sediment trap. The trap provides 6843 cu. ft. Clean out elevation is 24.7, as seen on attached
spreadsheet and Sheet 5. It does not appear that a CAMA permit or a Stream origin determination will
be required as the site is over one mile to the receiving water body.
CONCLUSION
The proposed design is for 2.28 total acre site for a commercial facility. 67% of the DDI includes the
proposed building and parking which drain to the forebay/wet detention storage facility. The remainder
of the site remains as is and undisturbed. With the wet detention facility the post development rate run-
off is less than the pre development run-off. Additionally, the proposed pond contains the required
event, draw down, freeboard, meeting or exceeding all DENR size, depth and volume
requirements. ii irq�
OSuwn C td'r O&Ne
Susan H. Sayger,PE = 4
KSMJ,pllc
1`24 _
388 McCotter Blvd, Havelock, NC 28532
252-349-5803,252-444-5765
�� V

TopoZone - USGS New Bern (NC) Topo Map
Page 1 of 1
0 0.3 0.6 0.9 1.2 1.5 km
0 0.2 0.4 0.6 0.8 1 mi
—� 35° 03' 23"N, 77° 01' 01"W (NAD83/WGS84)
USGS New Bern (NC) Quadrangle M=-9.725
Projection is UTM Zone 18 NAD83 Datum G=-1. 159
http://www.topozone.com/pri nt. asp?lat=3 5.05636&Ion=-77.01693 &size=l&u=6&1 ayes --... 10/29/2007

MAPS
Page 1 of 2
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LAYOUT
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http://gismaps.cravencounty.com/maps/map_print. asp?pid=7-022`/920`/920`/920-030&min... 10/29/2007

North Carolina Secretary of State
Page 1 of I
North Carolina
Elaine F. Marshall DEPARTMENT OF THE
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PO Box 29622 Raleigh, NC 27626-0622 1919)807-2000
Date: 10/22/2007
Click here to:
View Document Filings I
Print apre-populated Annual Report Form I Annual Report G
Report I
Corporation Names
Name
Name Type
NC Grantham Crossing, LLC Legal
Limited Liability Company Information
SOSID:
0811339
Status:
Current -Active
Date Formed:
11/4/2005
Citizenship:
Domestic
State of Inc.:
NC
Duration:
Perpetual
Registered Agent
Agent Name:
Registered Office Address:
Registered Mailing Address:
Principal Office Address:
Principal Mailing Address:
Atkins, Beth F.
2407 Grace Avenue
New Bern NC 28562
P.O. Box 975
New Bern NC 28563
1210 Broad Creek Road
New Bern NC 28560
1210 Broad Creek Road
New Bern NC 28560
For questions or comments about the Secretary of State's web site, please send e-mail to Webmaster.
http://www.secretary.state.nc.us/corporations/Corp.aspx?PitemId=7852583 10/22/2007

s'
.. , �
,.

1-606-7852583
LIMITED LIABILITY COMPANY
ANNUAL REPORT
NAME OF LIMI FI) LIABILITY COMPANY: Grantham Crossing, LLC
STATE OF INCORPORATION: NC
SECRETARY OF STATE R.L.L.P. ID NUMBER: 0811339
NATURE OF BUSINESS: Real Estate development
RI GIST ERED AGENT: Atkins, Beth F.
REGISTERED OFFICE MAILING ADDRESS: P.O. Bo.r 975
New Bern, NC 28563
REGISTFRE1) OFFICE STREET ADDRESS: 2407 Grace Avenue
New Bern, NC 28562 Craven CaunN
SIGNATURE.' OF TI IF, NEW REGISTERED AGENT:
SIGNATURE CONSTITUTES CONSENT TO T'l1E APPOINTMENT
PRINCIPAL, OFFICE TELEPHONE NUMBER: [W9) 633-1999
PRINCIPAL OFFICE MAILING ADDRESS: 1210 Broad Creek Road
New Bern, NC 28560
PRINCIPAL OFFICE ST IREl I' ADDRESS: 1210 Broad Creek Rood
New Bern, NC 28560
MANAG ER SIMEMBERS/ORGANIZERS
:
Name: Robin R Strickland
7711e: Manager
Address:
1109 Country Chab Rd
New Bern, NC 28.562
Name: Aleta 1, Brydge
Title: Manager
Address:
1210 Broad Creek Road
Name: Robert R Strickland
Title: Manager
Address:
1109 Country Club Rd
New Bern, NC 28562
Name: Robert MBrydge
Title: Manager
Address:
I210 Broad Creek Road
New Bern, NC 28560
CERTIFICATION OF ANNUAL REPORTMUST BE CONQTLETED BY ALL LIMIIT.'D LIABILITY COMPANIES
FORM MUSTBE SIGNED 13Y A MANAGER/MEMBIT
DATE
TYPE OR PRINT' NAME TYPIS OR PRIN'P'1'I'1 L17
ANNUAL REPORT PEE: $200 MAIL TO: Secretary oi'State • Cogxtmtions Division • Post Ol3iee Box 29525 • Raleigh. NC 27626-0525

October 26, 2007
To Whom It May Concern,
I, William Alexander, managing partner of JBGF LLC, 4735 South Roanoke
Way, Nagshead N.C. 27959, am in the process of granting an easement on
Craven County tax parcel 7-022-007 that would allow Grantham Crossing
LLC, 1210 Broad Creek Road, New Bern N.C. 28560 access to Craven
County tax parcel 7-022-030.
William Alexander

XS.4t . p, ffe.,XVS'.;ticeotter nw, 3fauefoch .Ae 2.52-444-.5765
.,bmL..iIM912007
91,,,ojcd NORANDEX RENYOLDS, 435 GARNER ROAD, NEW BERN, CRAVEN COUNTY, NC
Y.Cdd�p Wet detention pond
Site Parameters
1111111, rp..
CAROL''',
SS,
--_ -
ervouDrainage
�'Msp'Area
imperviou
Area-bldgs-
Area-
Area-bldgs
Area -streets-
Pervious
Drainage area number
Drainage Area-sq ft
Area-Ac
sq ft'
s
Sq ft
streetsSgFt
Act
Ac
Area --Ac
-
1.680142332
n. na00lnf.I G9 00r'M
--------- - - -
0 0
77IDM n 5n5r15r m n 6J4566777 055050505
total %
width
length
Perm pool
imperviou
from table
width @top
length @length
@top
@length
FULL DEVELOPMENT
temp pool depth
depth
s
sa/d I
perm pool
perm pool
TEMP pool
TEMP pool
event storn
Design Requirements
Permanent pool
49207 impervious(sq it)
1.680142332 Total area area ACRES
0.67 %da impervious
5635 REOD surface area SO FT=sa/da/100'contrioutm area
5654 PROV surface area So Ft
tamp storage
0,655111564 rvr.05*.009(%impervious)
3995 REOD volume= Wdrainage/12)
6950 PRVD volume cfq
Percent TSS removal
90%
Ave Depth
3.0 ave depth = (permanent pool wgpermanent area)
ratio 1.5

2lala: nnvxooT
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WRtdet.mioDDOOd
PERM ARD TEED VOLLAW
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LENOTH
!MOTH
DELTA ELEV
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INCREMNTLL
VOLUME
Cummu"TIVE
VOLUME
PROVIDED
PERMANENT
POOL
VOL.
PROVIDED
TEMP POOL
VOL.
Raw
TEMPPOOL
VOL
PROVIDED
PERMMIEU POOL
AREA
REOO
PERSUNEN
TPOOL.
AREA
2e
2614
37"
6060
265
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7266
32M
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25
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330.126
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246
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2)a1.' 11H912007
.P�o NORANDEX RENYOLDS, 435 GARNER ROAD, NEW BERN, CRAVEN COUNTY, NC
goadikf�p Wet detention pond
0 075
SEDIMENT TRAP
INCREMNTAL
VOLUME
CUMMULATWE
VOLUME
CLEANOUT
VOLUME
ELEV
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PROVIDED VOL
01MURFACE AREA
29
25
24
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CLEANOUT
ELEV

MITCHELLSEPT2007ROUTE
Prepared by {enter your company name here}
Norandex Rentals -Garner Road,POSSTT-DDEEV
Page 1
LLC 1111612007
Area Listing (all nodes)
Area (sq-ft) CN Description (subcats)
24,002 69 50-75% Grass cover, Fair, HSG B (PostDD1)
12,545 79 (Postdd2)
49,179 98 Paved parking & roofs (PostDD1)
85,726

Norandex Rentals -Garner Road,POST-DEV
MITCHELLSEPT2007ROUTE Type // 24-hr Rainfall=2.00"
Prepared by {enter your company name here} Page 2
HydroCAD® 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC 11/16/2007
Subcatchment PostDD1: PostDD1
Runoff = 2.27 cfs @ 11.99 hrs, Volume= 5,886 cf, Depth= 0.97"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs
Type II 24-hr Rainfall=2.00"
Area (ac) CN Descriotion
1.129
98 Paved parking & roofs
0.551
69 50-75% Grass cover, Fair, HSG B
1.680
88 Weighted Average
0.551
Pervious Area
1.129
Impervious Area
Tc Length Slope Velocity Capacity Description
8.9 160 0.0050 0.30 Sheet Flow,
n= 0.020 P2= 1.00"
2.3 24 0.0050 0.17 Sheet Flow,
n= 0.025 P2= 1.00"
11.2 184 Total

MITCHELLSEPT2007ROUTE
Norandex Rentals -Garner Road,POST-DEV
Type 1l 24-hr Rainfall=2.00"
Prepared by {enter your company name here} Page 3
HydroCAD® 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC 11/16/2007
Hydrograph for Subcatchment PostDD1: PostDD1
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.10
0.00
0.00
0.00
0.20
0.00
0.00
0.00
0.30
0.01
0.00
0.00
0.40
0.01
0.00
0.00
0.50
0.01
0.00
0.00
0.60
0.01
0.00
0.00
0.70
0.01
0.00
0.00
0.80
0.02
0.00
0.00
0.90
0.02
0.00
0.00
1.00
0.02
0.00
0.00
1.10
0.02
0.00
0.00
1.20
0.03
0.00
0.00
1.30
0.03
0.00
0.00
1.40
0.03
0.00
0.00
1.50
0.03
0.00
0.00
1.60
0.03
0.00
0.00
1.70
0.04
0.00
0.00
1.80
0.04
0.00
0.00
1.90
0.04
0.00
0.00
2.00
0.04
0.00
0.00
2.10
0.05
0.00
0.00
2.20
0.05
0.00
0.00
2.30
0.05
0.00
0.00
2.40
0.05
0.00
0.00
2.50
0.06
0.00
0.00
2.60
0.06
0.00
0.00
2.70
0.06
0.00
0.00
2.80
0.06
0.00
0.00
2.90
0.07
0.00
0.00
3.00
0.07
0.00
0.00
3.10
0.07
0.00
0.00
3.20
0.07
0.00
0.00
3.30
0.08
0.00
0.00
3.40
0.08
0.00
0.00
3.50
0.08
0.00
0.00
3.60
0.08
0.00
0.00
3.70
0.09
0.00
0.00
3.80
0.09
0.00
0.00
3.90
0.09
0.00
0.00
4.00
0.10
0.00
0.00
4.10
0.10
0.00
0.00
4.20
0.10
0.00
0.00
4.30
0.10
0.00
0.00
4.40
0.11
0.00
0.00
4.50
0.11
0.00
0.00
4.60
0.11
0.00
0.00
4.70
0.12
0.00
0.00
4.80
0.12
0.00
0.00
4.90
0.12
0.00
0.00
5.00
0.13
0.00
0.00
5.10
0.13
0.00
0.00
5.20
0.13
0.00
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
5.30
0.14
0.00
0.00
5.40
0.14
0.00
0.00
5.50
0.14
0.00
0.00
5.60
0.15
0.00
0.00
5.70
0.15
0.00
0.00
5.80
0.15
0.00
0.00
5.90
0.16
0.00
0.00
6.00
0.16
0.00
0.00
6.10
0.16
0.00
0.00
6.20
0.17
0.00
0.00
6.30
0.17
0.00
0.00
6.40
0.17
0.00
0.00
6.50
0.18
0.00
0.00
6.60
0.18
0.00
0.00
6.70
0.19
0.00
0.00
6.80
0.19
0.00
0.00
6.90
0.19
0.00
0.00
7.00
0.20
0.00
0.00
7.10
0.20
0.00
0.00
7.20
0.21
0.00
0.00
7.30
0.21
0.00
0.00
7.40
0.21
0.00
0.00
7.50
0.22
0.00
0.00
7.60
0.22
0.00
0.00
7.70
0.23
0.00
0.00
7.80
0.23
0.00
0.00
7.90
0.24
0.00
0.00
8.00
0.24
0.00
0.00
8.10
0.24
0.00
0.00
8.20
0.25
0.00
0.00
8.30
0.25
0.00
0.00
8.40
0.26
0.00
0.00
8.50
0.26
0.00
0.00
8.60
0.27
0.00
0.00
8.70
0.28
0.00
0.00
8.80
0.28
0.00
0.00
8.90
0.29
0.00
0.00
9.00
0.29
0.00
0.00
9.10
0.30
0.00
0.00
9.20
0.31
0.00
0.00
9.30
0.31
0.00
0.00
9.40
0.32
0.00
0.01
9.50
0.33
0.00
0.01
9.60
0.33
0.00
0.01
9.70
0.34
0.00
0.01
9.80
0.35
0.00
0.01
9.90
0.35
0.00
0.01
10.00
0.36
0.01
0.01
10.10
0.37
0.01
0.02
10.20
0.38
0.01
0.02
10.30
0.39
0.01
0.02
10.40
0.40
0.01
0.02
10.50
0.41
0.01
0.03

Norandex Rentals -Garner Road,POST-DEV
MITCHELLSEPT2007ROUTE Type // 24-hr Rainfall=2.00"
Prepared by {enter your company name here) Page 4
HydroCAD® 8.00 sin 004746 ® 2006 HydroCAD Software Solutions LLC 11 /16/2007
Hydrograph for Subcatchment PostDD1: PostDD1 (continued)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
10.60
0.42
0.01
0.03
10.70
0.43
0.02
0.03
10.80
0.44
0.02
0.04
10.90
0.46
0.02
0.04
11.00
0.47
0.02
0.05
11.10
0.49
0.03
0.06
11.20
0.50
0.03
0.07
11.30
0.52
0.04
0.08
11.40
0.54
0.04
0.09
11.50
0.57
0.05
0.11
11.60
0.61
0.07
0.19
11.70
0.71
0.11
0.42
11.80
0.86
0.18
0.85
11.90
1.14
0.33
1.74
12.00
1.33
0.46
2.26
12.10
1.36
0.49
1.32
12.20
1.40
0.51
0.66
12.30
1.43
0.53
0.44
12.40
1.45
0.55
0.34
12.50
1.47
0.56
0.28
12.60
1.49
0.57
0.23
12.70
1.50
0.58
0.21
12.80
1.52
0.59
0.19
12.90
1.53
0.60
0.18
13.00
1.54
0.61
0.17
13.10
1.56
0.62
0.16
13.20
1.57
0.63
0.15
13.30
1.58
0.64
0.14
13.40
1.59
0.65
0.13
13.50
1.60
0.65
0.13
13.60
1.61
0.66
0.12
13.70
1.62
0.67
0.11
13.80
1.62
0.67
0.11
13.90
1.63
0.68
0.10
14.00
1.64
0.68
0.10
14.10
1.65
0.69
0.10
14.20
1.65
0.70
0.09
14.30
1.66
0.70
0.09
14.40
1.67
0.71
0.09
14.50
1.68
0.71
0.09
14.60
1.68
0.72
0.09
14.70
1.69
0.72
0.08
14.80
1.69
0.73
0.08
14.90
1.70
0.73
0.08
15.00
1.71
0.74
0.08
15.10
1.71
0.74
0.08
15.20
1.72
0.74
0.08
15.30
1.72
0.75
0.07
15.40
1.73
0.75
0.07
15.50
1.74
0.76
0.07
15.60
1.74
0.76
0.07
15.70
1.75
0.76
0.07
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
15.80
1.75
0.77
0.07
15.90
1.76
0.77
0.06
16.00
1.76
0.78
0.06
16.10
1.76
0.78
0.06
16.20
1.77
0.78
0.06
16.30
1.77
0.79
0.06
16.40
1.78
0.79
0.06
16.50
1.78
0.79
0.06
16.60
1.79
0.80
0.06
16.70
1.79
0.80
0.06
16.80
1.80
0.80
0.06
16.90
1.80
0.81
0.06
17.00
1.80
0.81
0.05
17.10
1.81
0.81
0.05
17.20
1.81
0.82
0.05
17.30
1.82
0.82
0.05
17.40
1.82
0.82
0.05
17.50
1.82
0.83
0.05
17.60
1.83
0.83
0.05
17.70
1.83
0.83
0.05
17.80
1.83
0.83
0.05
17.90
1.84
0.84
0.05
18.00
1.84
0.84
0.05
18.10
1.85
0.84
0.05
18.20
1.85
0.85
0.05
18.30
1.85
0.85
0.05
18.40
1.86
0.85
0.05
18.50
1.86
0.85
0.05
18.60
1.86
0.86
0.04
18.70
1.87
0.86
0.04
18.80
1.87
0.86
0.04
18.90
1.87
0.86
0.04
19.00
1.88
0.87
0.04
19.10
1.88
0.87
0.04
19.20
1.88
0.87
0.04
19.30
1.88
0.87
0.04
19.40
1.89
0.88
0.04
19.50
1.89
0.88
0.04
19.60
1.89
0.88
0.04
19.70
1.90
0.88
0.04
19.80
1.90
0.88
0.04
19.90
1.90
0.89
0.04
20.00
1.90
0.89
0.04
20.10
1.91
0.89
0.04
20.20
1.91
0.89
0.03
2030.
1.91
0.89
0.03
20.40
1.91
0.90
0.03
20.50
1.92
0.90
0.03
20.60
1.92
0.90
0.03
20.70
1.92
0.90
0.03
20.80
1.92
0.90
0.03
20.90
1.93
0.91
0.03

Norandex Rentals -Garner Road,POST-DEV
MITCHELLSEPT2007ROUTE Type /I24-hr Rainfall= 2. 00 "
Prepared by {enter your company name here} Page 5
HydroCAD® 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC 11/16/2007
Hydrograph for Subcatchment PostDD1: PostDD1 (continued)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
21.00
1.93
0.91
0.03
21.10
1.93
0.91
0.03
21.20
1.93
0.91
0.03
21.30
1.94
0.91
0.03
21.40
1.94
0.92
0.03
21.50
1.94
0.92
0.03
21.60
1.94
0.92
0.03
21.70
1.95
0.92
0.03
21.80
1.95
0.92
0.03
21.90
1.95
0.93
0.03
22.00
1.95
0.93
0.03
22.10
1.96
0.93
0.03
22.20
1.96
0.93
0.03
22.30
1.96
0.93
0.03
22.40
1.96
0.94
0.03
22.50
1.97
0.94
0.03
22.60
1.97
0.94
0.03
22.70
1.97
0.94
0.03
22.80
1.97
0.94
0.03
22.90
1.98
0.95
0.03
23.00
1.98
0.95
0.03
23.10
1.98
0.95
0.03
23.20
1.98
0.95
0.03
23.30
1.98
0.95
0.03
23.40
1.99
0.95
0.03
23.50
1.99
0.96
0.03
23.60
1.99
0.96
0.03
23.70
1.99
0.96
0.03
23.80
2.00
0.96
0.03
23.90
2.00
0.96
0.03
24.00
2.00
0.97
0.03
24.10
2.00
0.97
0.02
24.20
2.00
0.97
0.00
24.30
2.00
0.97
0.00
24.40
2.00
0.97
0.00
24.50
2.00
0.97
0.00
24.60
2.00
0.97
0.00
24.70
2.00
0.97
0.00
24.80
2.00
0.97
0.00
24.90
2.00
0.97
0.00
25.00
2.00
0.97
0.00
25.10
2.00
0.97
0.00
25.20
2.00
0.97
0.00
25.30
2.00
0.97
0.00
25.40
2.00
0.97
0.00
25.50
2.00
0.97
0.00
25.60
2.00
0.97
0.00
25.70
2.00
0.97
0.00
25.80
2.00
0.97
0.00
25.90
2.00
0.97
0.00
26.00
2.00
0.97
0.00
26.10
2.00
0.97
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
26.20
2.00
0.97
0.00
26.30
2.00
0.97
0.00
26.40
2.00
0.97
0.00
26.50
2.00
0.97
0.00
26.60
2.00
0.97
0.00
26.70
2.00
0.97
0.00
26.80
2.00
0.97
0.00
26.90
2.00
0.97
0.00
27.00
2.00
0.97
0.00
27.10
2.00
0.97
0.00
2720
2.00
0.97
0.00
27.30
2.00
0.97
0.00
27.40
2.00
0.97
0.00
27.50
2.00
0.97
0.00
27.60
2.00
0.97
0.00
27.70
2.00
0.97
0.00
27.80
2.00
0.97
0.00
27.90
2.00
0.97
0.00
28.00
2.00
0.97
0.00
28.10
2.00
0.97
0.00
28.20
2.00
0.97
0.00
28.30
2.00
0.97
0.00
28.40
2.00
0.97
0.00
28.50
2.00
0.97
0.00
28.60
2.00
0.97
0.00
28.70
2.00
0.97
0.00
28.80
2.00
0.97
0.00
28.90
2.00
0.97
0.00
29.00
2.00
0.97
0.00
29.10
2.00
0.97
0.00
29.20
2.00
0.97
0.00
29.30
2.00
0.97
0.00
29.40
2.00
0.97
0.00
29.50
2.00
0.97
0.00
29.60
2.00
0.97
0.00
29.70
2.00
0.97
0.00
29.80
2.00
0.97
0.00
29.90
2.00
0.97
0.00
30.00
2.00
0.97
0.00
30.10
2.00
0.97
0.00
30.20
2.00
0.97
0.00
30.30
2.00
0.97
0.00
30.40
2.00
0.97
0.00
30.50
2.00
0.97
0.00
30.60
2.00
0.97
0.00
30.70
2.00
0.97
0.00
30.80
2.00
0.97
0.00
30.90
2.00
0.97
0.00
31.00
2.00
0.97
0.00
31.10
2.00
0.97
0.00
31.20
2.00
0.97
0.00
31.30
2.00
0.97
0.00

MITCHELLSEPT2007ROUTE
Norandex Rentals -Garner Road,POST-DEV
Type 1124-hr Rainfall=2.00"
Prepared by {enter your company name here} Page 6
HydroCADO 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC 11 /16/2007
Hydrograph for Subcatchment PostDD1: PostDD1 (continued)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
31.40
2.00
0.97
0.00
31.50
2.00
0.97
0.00
31.60
2.00
0.97
0.00
31.70
2.00
0.97
0.00
31.80
2.00
0.97
0.00
31.90
2.00
0.97
0.00
32.00
2.00
0.97
0.00
32.10
2.00
0.97
0.00
32.20
2.00
0.97
0.00
32.30
2.00
0.97
0.00
32.40
2.00
0.97
0.00
32.50
2.00
0.97
0.00
32.60
2.00
0.97
0.00
32.70
2.00
0.97
0.00
32.80
2.00
0.97
0.00
32.90
2.00
0.97
0.00
33.00
2.00
0.97
0.00
33.10
2.00
0.97
0.00
33.20
2.00
0.97
0.00
33.30
2.00
0.97
0.00
33.40
2.00
0.97
0.00
33.50
2.00
0.97
0.00
33.60
2.00
0.97
0.00
33.70
2.00
0.97
0.00
33.80
2.00
0.97
0.00
33.90
2.00
0.97
0.00
34.00
2.00
0.97
0.00
34.10
2.00
0.97
0.00
34.20
2.00
0.97
0.00
34.30
2.00
0.97
0.00
34.40
2.00
0.97
0.00
34.50
2.00
0.97
0.00
34.60
2.00
0.97
0.00
34.70
2.00
0.97
0.00
34.80
2.00
0.97
0.00
34.90
2.00
0.97
0.00
35.00
2.00
0.97
0.00
35.10
2.00
0.97
0.00
35.20
2.00
0.97
0.00
35.30
2.00
0.97
0.00
35.40
2.00
0.97
0.00
35.50
2.00
0.97
0.00
35.60
2.00
0.97
0.00
35.70
2.00
0.97
0.00
35.80
2.00
0.97
0.00
35.90
2.00
0.97
0.00
36.00
2.00
0.97
0.00
36.10
2.00
0.97
0.00
36.20
2.00
0.97
0.00
36.30
2.00
0.97
0.00
36.40
2.00
0.97
0.00
36.50
2.00
0.97
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
36.60
2.00
0.97
0.00
36.70
2.00
0.97
0.00
36.80
2.00
0.97
0.00
36.90
2.00
0.97
0.00
37.00
2.00
0.97
0.00
37.10
2.00
0.97
0.00
37.20
2.00
0.97
0.00
37.30
2.00
0.97
0.00
37.40
2.00
0.97
0.00
37.50
2.00
0.97
0.00
37.60
2.00
0.97
0.00
37.70
2.00
0.97
0.00
37.80
2.00
0.97
0.00
37.90
2.00
0.97
0.00
38.00
2.00
0.97
0.00
38.10
2.00
0.97
0.00
38.20
2.00
0.97
0.00
38.30
2.00
0.97
0.00
38.40
2.00
0.97
0.00
38.50
2.00
0.97
0.00
38.60
2.00
0.97
0.00
38.70
2.00
0.97
0.00
38.80
2.00
0.97
0.00
38.90
2.00
0.97
0.00
39.00
2.00
0.97
0.00
39.10
2.00
0.97
0.00
39.20
2.00
0.97
0.00
39.30
2.00
0.97
0.00
39.40
2.00
0.97
0.00
39.50
2.00
0.97
0.00
39.60
2.00
0.97
0.00
39.70
2.00
0.97
0.00
39.80
2.00
0.97
0.00
39.90
2.00
0.97
0.00
40.00
2.00
0.97
0.00
40.10
2.00
0.97
0.00
40.20
2.00
0.97
0.00
40.30
2.00
0.97
0.00
40.40
2.00
0.97
0.00
40.50
2.00
0.97
0.00
40.60
2.00
0.97
0.00
40.70
2.00
0.97
0.00
40.80
2.00
0.97
0.00
40.90
2.00
0.97
0.00
41.00
2.00
0.97
0.00
41.10
2.00
0.97
0.00
41.20
2.00
0.97
0.00
41.30
2.00
0.97
0.00
41.40
2.00
0.97
0.00
41.50
2.00
0.97
0.00
41.60
2.00
0.97
0.00
41.70
2.00
0.97
0.00

Norandex Rentals -Garner Road,POST-DEV
MITCHELLSEPT2007ROUTE Type 1124-hr Rainfall=2.00"
Prepared by {enter your company name here) Page 7
HydroCADO 8.00 s/n 004746 0 2006 HydroCAD Software Solutions LLC 11/16/2007
Hydrograph for Subcatchment PostDD1: PostDD1 (continued)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
41.80
2.00
0.97
0.00
41.90
2.00
0.97
0.00
42.00
2.00
0.97
0.00
42.10
2.00
0.97
0.00
42.20
2.00
0.97
0.00
42.30
2.00
0.97
0.00
42.40
2.00
0.97
0.00
42.50
2.00
0.97
0.00
42.60
2.00
0.97
0.00
42.70
2.00
0.97
0.00
42.80
2.00
0.97
0.00
42.90
2.00
0.97
0.00
43.00
2.00
0.97
0.00
43.10
2.00
0.97
0.00
43.20
2.00
0.97
0.00
43.30
2.00
0.97
0.00
43.40
2.00
0.97
0.00
43.50
2.00
0.97
0.00
43.60
2.00
0.97
0.00
43.70
2.00
0.97
0.00
43.80
2.00
0.97
0.00
43.90
2.00
0.97
0.00
44.00
2.00
0.97
0.00
44.10
2.00
0.97
0.00
44.20
2.00
0.97
0.00
44.30
2.00
0.97
0.00
44.40
2.00
0.97
0.00
44.50
2.00
0.97
0.00
44.60
2.00
0.97
0.00
44.70
2.00
0.97
0.00
44.80
2.00
0.97
0.00
44.90
2.00
0.97
0.00
45.00
2.00
0.97
0.00
45.10
2.00
0.97
0.00
45.20
2.00
0.97
0.00
45.30
2.00
0.97
0.00
45.40
2.00
0.97
0.00
45.50
2.00
0.97
0.00
45.60
2.00
0.97
0.00
45.70
2.00
0.97
0.00
45.80
2.00
0.97
0.00
45.90
2.00
0.97
0.00
46.00
2.00
0.97
0.00
46.10
2.00
0.97
0.00
46.20
2.00
0.97
0.00
46.30
2.00
0.97
0.00
46.40
2.00
0.97
0.00
46.50
2.00
0.97
0.00
46.60
2.00
0.97
0.00
46.70
2.00
0.97
0.00
46.80
2.00
0.97
0.00
46.90
2.00
0.97
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
47.00
2.00
0.97
0.00
47.10
2.00
0.97
0.00
47.20
2.00
0.97
0.00
47.30
2.00
0.97
0.00
47.40
2.00
0.97
0.00
47.50
2.00
0.97
0.00
47.60
2.00
0.97
0.00
47.70
2.00
0.97
0.00
47.80
2.00
0.97
0.00
47.90
2.00
0.97
0.00
48.00
2.00
0.97
0.00
48.10
2.00
0.97
0.00
48.20
2.00
0.97
0.00
48.30
2.00
0.97
0.00
48.40
2.00
0.97
0.00
48.50
2.00
0.97
0.00
48.60
2.00
0.97
0.00
48.70
2.00
0.97
0.00
48.80
2.00
0.97
0.00
48.90
2.00
0.97
0.00
49.00
2.00
0.97
0.00
49.10
2.00
0.97
0.00
49.20
2.00
0.97
0.00
49.30
2.00
0.97
0.00
49.40
2.00
0.97
0.00
49.50
2.00
0.97
0.00
49.60
2.00
0.97
0.00
49.70
2.00
0.97
0.00
49.80
2.00
0.97
0.00
49.90
2.00
0.97
0.00
50.00
2.00
0.97
0.00
50.10
2.00
0.97
0.00
50.20
2.00
0.97
0.00
50.30
2.00
0.97
0.00
50.40
2.00
0.97
0.00
50.50
2.00
0.97
0.00
50.60
2.00
0.97
0.00
50.70
2.00
0.97
0.00
50.80
2.00
0.97
0.00
50.90
2.00
0.97
0.00
51.00
2.00
0.97
0.00
51.10
2.00
0.97
0.00
51.20
2.00
0.97
0.00
51.30
2.00
0.97
0.00
51.40
2.00
0.97
0.00
51.50
2.00
0.97
0.00
51.60
2.00
0.97
0.00
51.70
2.00
0.97
0.00
51.80
2.00
0.97
0.00
51.90
2.00
0.97
0.00
52.00
2.00
0.97
0.00
52.10
2.00
0.97
0.00

Norandex Rentals -Garner Road,POST-DEV
MITCHELLSEPT2007ROUTE Type // 24-hr Rainfall=2.00"
Prepared by {enter your company name here} Page 8
HydroCADO 8.00 s/n 004746 ® 2006 HydroCAD Software Solutions LLC 11/16/2007
Hydrograph for Subcatchment PostDD1: PostDD1 (continued)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
52.20
2.00
0.97
0.00
52.30
2.00
0.97
0.00
52.40
2.00
0.97
0.00
52.50
2.00
0.97
0.00
52.60
2.00
0.97
0.00
52.70
2.00
0.97
0.00
52.80
2.00
0.97
0.00
52.90
2.00
0.97
0.00
53.00
2.00
0.97
0.00
53.10
2.00
0.97
0.00
53.20
2.00
0.97
0.00
53.30
2.00
0.97
0.00
53.40
2.00
0.97
0.00
53.50
2.00
0.97
0.00
53.60
2.00
0.97
0.00
53.70
2.00
0.97
0.00
53.80
2.00
0.97
0.00
53.90
2.00
0.97
0.00
54.00
2.00
0.97
0.00
54.10
2.00
0.97
0.00
54.20
2.00
0.97
0.00
54.30
2.00
0.97
0.00
54.40
2.00
0.97
0.00
54.50
2.00
0.97
0.00
54.60
2.00
0.97
0.00
54.70
2.00
0.97
0.00
54.80
2.00
0.97
0.00
54.90
2.00
0.97
0.00
55.00
2.00
0.97
0.00
55.10
2.00
0.97
0.00
55.20
2.00
0.97
0.00
55.30
2.00
0.97
0.00
55.40
2.00
0.97
0.00
55.50
2.00
0.97
0.00
55.60
2.00
0.97
0.00
55.70
2.00
0.97
0.00
55.80
2.00
0.97
0.00
55.90
2.00
0.97
0.00
56.00
2.00
0.97
0.00
56.10
2.00
0.97
0.00
56.20
2.00
0.97
0.00
56.30
2.00
0.97
0.00
56.40
2.00
0.97
0.00
56.50
2.00
0.97
0.00
56.60
2.00
0.97
0.00
56.70
2.00
0.97
0.00
56.80
2.00
0.97
0.00
56.90
2.00
0.97
0.00
57.00
2.00
0.97
0.00
57.10
2.00
0.97
0.00
57.20
2.00
0.97
0.00
57.30
2.00
0.97
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
57.40
2.00
0.97
0.00
57.50
2.00
0.97
0.00
57.60
2.00
0.97
0.00
57.70
2.00
0.97
0.00
57.80
2.00
0.97
0.00
57.90
2.00
0.97
0.00
58.00
2.00
0.97
0.00
58.10
2.00
0.97
0.00
5820
2.00
0.97
0.00
58.30
2.00
0.97
0.00
58.40
2.00
0.97
0.00
58.50
2.00
0.97
0.00
58.60
2.00
0.97
0.00
58.70
2.00
0.97
0.00
58.80
2.00
0.97
0.00
58.90
2.00
0.97
0.00
59.00
2.00
0.97
0.00
59.10
2.00
0.97
0.00
59.20
2.00
0.97
0.00
59.30
2.00
0.97
0.00
59.40
2.00
0.97
0.00
59.50
2.00
0.97
0.00
59.60
2.00
0.97
0.00
59.70
2.00
0.97
0.00
59.80
2.00
0.97
0.00
59.90
2.00
0.97
0.00
60.00
2.00
0.97
0.00
60.10
2.00
0.97
0.00
60.20
2.00
0.97
0.00
60.30
2.00
0.97
0.00
60.40
2.00
0.97
0.00
60.50
2.00
0.97
0.00
60.60
2.00
0.97
0.00
60.70
2.00
0.97
0.00
60.80
2.00
0.97
0.00
60.90
2.00
0.97
0.00
61.00
2.00
0.97
0.00
61.10
2.00
0.97
0.00
6120
2.00
0.97
0.00
61.30
2.00
0.97
0.00
61.40
2.00
0.97
0.00
61.50
2.00
0.97
0.00
61.60
2.00
0.97
0.00
61.70
2.00
0.97
0.00
61.80
2.00
0.97
0.00
61.90
2.00
0.97
0.00
62.00
2.00
0.97
0.00
62.10
2.00
0.97
0.00
62.20
2.00
0.97
0.00
62.30
2.00
0.97
0.00
62.40
2.00
0.97
0.00
62.50
2.00
0.97
0.00

MITCHELLSEPT2007ROUTE
Norandex Rentals -Garner Road,POST-DEV
Type 11 24-hr Rainfall=2.00"
Prepared by {enter your company name here} Page 9
HydroCAD® 8.00 s/n 004746 B 2006 HydroCAD Software Solutions LLC 11 /16/2007
Hydrograph for Subcatchment PostDD1: PostDD1 (continued)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
62.60
2.00
0.97
0.00
62.70
2.00
0.97
0.00
62.80
2.00
0.97
0.00
62.90
2.00
0.97
0.00
63.00
2.00
0.97
0.00
63.10
2.00
0.97
0.00
63.20
2.00
0.97
0.00
63.30
2.00
0.97
0.00
63.40
2.00
0.97
0.00
63.50
2.00
0.97
0.00
63.60
2.00
0.97
0.00
63.70
2.00
0.97
0.00
63.80
2.00
0.97
0.00
63.90
2.00
0.97
0.00
64.00
2.00
0.97
0.00
64.10
2.00
0.97
0.00
64.20
2.00
0.97
0.00
64.30
2.00
0.97
0.00
64.40
2.00
0.97
0.00
64.50
2.00
0.97
0.00
64.60
2.00
0.97
0.00
64.70
2.00
0.97
0.00
64.80
2.00
0.97
0.00
64.90
2.00
0.97
0.00
65.00
2.00
0.97
0.00
65.10
2.00
0.97
0.00
65.20
2.00
0.97
0.00
65.30
2.00
0.97
0.00
65.40
2.00
0.97
0.00
65.50
2.00
0.97
0.00
65.60
2.00
0.97
0.00
65.70
2.00
0.97
0.00
65.80
2.00
0.97
0.00
65.90
2.00
0.97
0.00
66.00
2.00
0.97
0.00
66.10
2.00
0.97
0.00
66.20
2.00
0.97
0.00
66.30
2.00
0.97
0.00
66.40
2.00
0.97
0.00
66.50
2.00
0.97
0.00
66.60
2.00
0.97
0.00
66.70
2.00
0.97
0.00
66.80
2.00
0.97
0.00
66.90
2.00
0.97
0.00
67.00
2.00
0.97
0.00
67.10
2.00
0.97
0.00
67.20
2.00
0.97
0.00
67.30
2.00
0.97
0.00
67.40
2.00
0.97
0.00
67.50
2.00
0.97
0.00
67.60
2.00
0.97
0.00
67.70
2.00
0.97
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
67.80
2.00
0.97
0.00
67.90
2.00
0.97
0.00
68.00
2.00
0.97
0.00
68.10
2.00
0.97
0.00
68.20
2.00
0.97
0.00
68.30
2.00
0.97
0.00
68.40
2.00
0.97
0.00
68.50
2.00
0.97
0.00
68.60
2.00
0.97
0.00
68.70
2.00
0.97
0.00
68.80
2.00
0.97
0.00
68.90
2.00
0.97
0.00
69.00
2.00
0.97
0.00
69.10
2.00
0.97
0.00
6920
2.00
0.97
0.00
69.30
2.00
0.97
0.00
69.40
2.00
0.97
0.00
69.50
2.00
0.97
0.00
69.60
2.00
0.97
0.00
69.70
2.00
0.97
0.00
69.80
2.00
0.97
0.00
69.90
2.00
0.97
0.00
70.00
2.00
0.97
0.00
70.10
2.00
0.97
0.00
70.20
2.00
0.97
0.00
70.30
2.00
0.97
0.00
70.40
2.00
0.97
0.00
70.50
2.00
0.97
0.00
70.60
2.00
0.97
0.00
70.70
2.00
0.97
0.00
70.80
2.00
0.97
0.00
70.90
2.00
0.97
0.00
71.00
2.00
0.97
0.00
71.10
2.00
0.97
0.00
71.20
2.00
0.97
0.00
71.30
2.00
0.97
0.00
71.40
2.00
0.97
0.00
71.50
2.00
0.97
0.00
71.60
2.00
0.97
0.00
71.70
2.00
0.97
0.00
71.80
2.00
0.97
0.00
71.90
2.00
0.97
0.00
72.00
2.00
0.97
0.00

Norandex Rentals -Garner Road,POST-DEV
MITCHELLSEPT2007ROUTE Type 1l 24-hr Rainfall=2.00"
Prepared by {enter your company name here} Page 10
HydroCADO 8.00 s/n 004746 O 2006 HydroCAD Software Solutions LLC 11/16/2007
Subcatchment Postdd2: Post2
Runoff = 0.21 cfs @ 11.96 hrs, Volume= 546 cf, Depth= 0.52"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs
Type II 24-hr Rainfall=2.00"
Area (so CN Description
12,545 Pervious Area
Tc Length Slope
iin) (feet) (fyft)
8.0 100 0.0050
Capacity Description
0.21 Sheet Flow,
n= 0.028 P2= 1.00"

Norandex Rentals -Garner Road,POST-DEV
MITCHELLSEPT2007ROUTE Type /I 24-hr Rainfall=2.00"
Prepared by {enter your company name here} Page 11
HydroCAD® 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC 11/16/2007
Hydrograph for Subcatchment Postdd2: Post2
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
0.00
0.00
0.00
0.00
0.10
0.00
0.00
0.00
0.20
0.00
0.00
0.00
0.30
0.01
0.00
0.00
0.40
0.01
0.00
0.00
0.50
0.01
0.00
0.00
0.60
0.01
0.00
0.00
0.70
0.01
0.00
0.00
0.80
0.02
0.00
0.00
0.90
0.02
0.00
0.00
1.00
0.02
0.00
0.00
1.10
0.02
0.00
0.00
1.20
0.03
0.00
0.00
1.30
0.03
0.00
0.00
1.40
0.03
0.00
0.00
1.50
0.03
0.00
0.00
1.60
0.03
0.00
0.00
1.70
0.04
0.00
0.00
1.80
0.04
0.00
0.00
1.90
0.04
0.00
0.00
2.00
0.04
0.00
0.00
2.10
0.05
0.00
0.00
2.20
0.05
0.00
0.00
2.30
0.05
0.00
0.00
2.40
0.05
0.00
0.00
2.50
0.06
0.00
0.00
2.60
0.06
0.00
0.00
2.70
0.06
0.00
0.00
2.80
0.06
0.00
0.00
2.90
0.07
0.00
0.00
3.00
0.07
0.00
0.00
3.10
0.07
0.00
0.00
3.20
0.07
0.00
0.00
3.30
0.08
0.00
0.00
3.40
0.08
0.00
0.00
3.50
0.08
0.00
0.00
3.60
0.08
0.00
0.00
3.70
0.09
0.00
0.00
3.80
0.09
0.00
0.00
3.90
0.09
0.00
0.00
4.00
0.10
0.00
0.00
4.10
0.10
0.00
0.00
4.20
0.10
0.00
0.00
4.30
0.10
0.00
0.00
4.40
0.11
0.00
0.00
4.50
0.11
0.00
0.00
4.60
0.11
0.00
0.00
4.70
0.12
0.00
0.00
4.80
0.12
0.00
0.00
4.90
0.12
0.00
0.00
5.00
0.13
0.00
0.00
5.10
0.13
0.00
0.00
5.20
0.13
0.00
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
5.30
0.14
0.00
0.00
5.40
0.14
0.00
0.00
5.50
0.14
0.00
0.00
5.60
0.15
0.00
0.00
5.70
0.15
0.00
0.00
5.80
0.15
0.00
0.00
5.90
0.16
0.00
0.00
6.00
0.16
0.00
0.00
6.10
0.16
0.00
0.00
6.20
0.17
0.00
0.00
6.30
0.17
0.00
0.00
6.40
0.17
0.00
0.00
6.50
0.18
0.00
0.00
6.60
0.18
0.00
0.00
6.70
0.19
0.00
0.00
6.80
0.19
0.00
0.00
6.90
0.19
0.00
0.00
7.00
0.20
0.00
0.00
7.10
0.20
0.00
0.00
7.20
0.21
0.00
0.00
7.30
0.21
0.00
0.00
7.40
0.21
0.00
0.00
7.50
0.22
0.00
0.00
7.60
0.22
0.00
0.00
7.70
0.23
0.00
0.00
7.80
0.23
0.00
0.00
7.90
0.24
0.00
0.00
8.00
0.24
0.00
0.00
8.10
0.24
0.00
0.00
820
0.25
0.00
0.00
8.30
0.25
0.00
0.00
8.40
0.26
0.00
0.00
8.50
0.26
0.00
0.00
8.60
0.27
0.00
0.00
8.70
0.28
0.00
0.00
8.80
0.28
0.00
0.00
8.90
0.29
0.00
0.00
9.00
0.29
0.00
0.00
9.10
0.30
0.00
0.00
9.20
0.31
0.00
0.00
9.30
0.31
0.00
0.00
9.40
0.32
0.00
0.00
9.50
0.33
0.00
0.00
9.60
0.33
0.00
0.00
9.70
0.34
0.00
0.00
9.80
0.35
0.00
0.00
9.90
0.35
0.00
0.00
10.00
0.36
0.00
0.00
10.10
0.37
0.00
0.00
10.20
0.38
0.00
0.00
10.30
0.39
0.00
0.00
10.40
0.40
0.00
0.00
10.50
0.41
0.00
0.00

MITCHELLSEPT2007ROUTE
Norandex Rentals -Garner Road,POST-DEV
Type 11 24-hr Rainfall=2.00"
Prepared by {enter your company name here} Page 12
HydroCAD® 8.00 s/n 004746 0 2006 HydroCAD Software Solutions LLC 11/16/2007
Hydrograph for Subcatchment Postdd2: Post2 (continued)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
10.60
0.42
0.00
0.00
10.70
0.43
0.00
0.00
10.80
0.44
0.00
0.00
10.90
0.46
0.00
0.00
11.00
0.47
0.00
0.00
11.10
0.49
0.00
0.00
11.20
0.50
0.00
0.00
11.30
0.52
0.00
0.00
11.40
0.54
0.00
0.00
11.50
0.57
0.00
0.00
11.60
0.61
0.00
0.01
11.70
0.71
0.01
0.02
11.80
0.86
0.04
0.07
11.90
1.14
0.11
0.18
12.00
1.33
0.18
0.20
12.10
1.36
0.20
0.08
12.20
1.40
0.21
0.05
12.30
1.43
0.23
0.04
12.40
1.45
0.24
0.03
12.50
1.47
0.24
0.03
12.60
1.49
0.25
0.02
12.70
1.50
0.26
0.02
12.80
1.52
0.27
0.02
12.90
1.53
0.27
0.02
13.00
1.54
0.28
0.02
13.10
1.56
0.28
0.02
13.20
1.57
0.29
0.02
13.30
1.58
0.30
0.02
13.40
1.59
0.30
0.01
13.50
1.60
0.31
0.01
13.60
1.61
0.31
0.01
13.70
1.62
0.31
0.01
13.80
1.62
0.32
0.01
13.90
1.63
0.32
0.01
14.00
1.64
0.33
0.01
14.10
1.65
0.33
0.01
14.20
1.65
0.33
0.01
14.30
1.66
0.34
0.01
14.40
1.67
0.34
0.01
14.50
1.68
0.34
0.01
14.60
1.68
0.35
0.01
14.70
1.69
0.35
0.01
14.80
1.69
0.35
0.01
14.90
1.70
0.36
0.01
15.00
1.71
0.36
0.01
15.10
1.71
0.36
0.01
15.20
1.72
0.37
0.01
15.30
1.72
0.37
0.01
15.40
1.73
0.37
0.01
15.50
1.74
0.38
0.01
15.60
1.74
0.38
0.01
15.70
1.75
0.38
0.01
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
15.80
1.75
0.38
0.01
15.90
1.76
0.39
0.01
16.00
1.76
0.39
0.01
16.10
1.76
0.39
0.01
16.20
1.77
0.39
0.01
16.30
1.77
0.40
0.01
16.40
138
0.40
0.01
16.50
1.78
0.40
0.01
16.60
1.79
0.40
0.01
16.70
1.79
0.40
0.01
16.80
1.80
0.41
0.01
16.90
1.80
0.41
0.01
17.00
1.80
0.41
0.01
17.10
1.81
0.41
0.01
17.20
1.81
0.42
0.01
17.30
1.82
0.42
0.01
17.40
1.82
0.42
0.01
17.50
1.82
0.42
0.01
17.60
1.83
0.42
0.01
17.70
1.83
0.43
0.01
17.80
1.83
0.43
0.01
17.90
1.84
0.43
0.01
18.00
1.84
0.43
0.01
18.10
1.85
0.43
0.01
18.20
1.85
0.44
0.01
18.30
1.85
0.44
0.01
18.40
1.86
0.44
0.01
18.50
1.86
0.44
0.01
18.60
1.86
0.44
0.01
18.70
1.87
0.45
0.01
18.80
1.87
0.45
0.01
18.90
1.87
0.45
0.01
19.00
1.88
0.45
0.01
19.10
1.88
0.45
0.01
1920
1.88
0.45
0.00
19.30
1.88
0.46
0.00
19.40
1.89
0.46
0.00
19.50
1.89
0.46
0.00
19.60
1.89
0.46
0.00
19.70
1.90
0.46
0.00
19.80
1.90
0.46
0.00
19.90
1.90
0.47
0.00
20.00
1.90
0.47
0.00
20.10
1.91
0.47
0.00
2020
1.91
0.47
0.00
20.30
1.91
0.47
0.00
20.40
1.91
0.47
0.00
20.50
1.92
0.47
0.00
20.60
1.92
0.48
0.00
20.70
1.92
0.48
0.00
20.80
1.92
0.48
0.00
20.90
1.93
0.48
0.00

Norandex Rentals -Gamer Road,POST-DEV
MITCHELLSEPT2007ROUTE Type 11 24-hr Rainfall=2.00"
Prepared by {enter your company name here) Page 13
HydroCAD® 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC 11/16/2007
Hydrograph for Subcatchment Postdd2: Post2 (continued)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
21.00
1.93
0.48
0.00
21.10
1.93
0.48
0.00
21.20
1.93
0.48
0.00
21.30
1.94
0.49
0.00
21.40
1.94
0.49
0.00
21.50
1.94
0.49
0.00
21.60
1.94
0.49
0.00
21.70
1.95
0.49
0.00
21.80
1.95
0.49
0.00
21.90
1.95
0.49
0.00
22.00
1.95
0.50
0.00
22.10
1.96
0.50
0.00
22.20
1.96
0.50
0.00
22.30
1.96
0.50
0.00
22.40
1.96
0.50
0.00
22.50
1.97
0.50
0.00
22.60
1.97
0.50
0.00
22.70
1.97
0.51
0.00
22.80
1.97
0.51
0.00
22.90
1.98
0.51
0.00
23.00
1.98
0.51
0.00
23.10
1.98
0.51
0.00
23.20
1.98
0.51
0.00
23.30
1.98
0.51
0.00
23.40
1.99
0.51
0.00
23.50
1.99
0.52
0.00
23.60
1.99
0.52
0.00
23.70
1.99
0.52
0.00
23.80
2.00
0.52
0.00
23.90
2.00
0.52
0.00
24.00
2.00
0.52
0.00
24.10
2.00
0.52
0.00
24.20
2.00
0.52
0.00
24.30
2.00
0.52
0.00
24.40
2.00
0.52
0.00
24.50
2.00
0.52
0.00
24.60
2.00
0.52
0.00
24.70
2.00
0.52
0.00
24.80
2.00
0.52
0.00
24.90
2.00
0.52
0.00
25.00
2.00
0.52
0.00
25.10
2.00
0.52
0.00
25.20
2.00
0.52
0.00
25.30
2.00
0.52
0.00
25.40
2.00
0.52
0.00
25.50
2.00
0.52
0.00
25.60
2.00
0.52
0.00
25.70
2.00
0.52
0.00
25.80
2.00
0.52
0.00
25.90
2.00
0.52
0.00
26.00
2.00
0.52
0.00
26.10
2.00
0.52
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
26.20
2.00
0.52
0.00
26.30
2.00
0.52
0.00
26.40
2.00
0.52
0.00
26.50
2.00
0.52
0.00
26.60
2.00
0.52
0.00
26.70
2.00
0.52
0.00
26.80
2.00
0.52
0.00
26.90
2.00
0.52
0.00
27.00
2.00
0.52
0.00
27.10
2.00
0.52
0.00
27.20
2.00
0.52
0.00
27.30
2.00
0.52
0.00
27.40
2.00
0.52
0.00
27.50
2.00
0.52
0.00
27.60
2.00
0.52
0.00
27.70
2.00
0.52
0.00
27.80
2.00
0.52
0.00
27.90
2.00
0.52
0.00
28.00
2.00
0.52
0.00
28.10
2.00
0.52
0.00
28.20
2.00
0.52
0.00
28.30
2.00
0.52
0.00
28.40
2.00
0.52
0.00
28.50
2.00
0.52
0.00
28.60
2.00
0.52
0.00
28.70
2.00
0.52
0.00
28.80
2.00
0.52
0.00
28.90
2.00
0.52
0.00
29.00
2.00
0.52
0.00
29.10
2.00
0.52
0.00
29.20
2.00
0.52
0.00
29.30
2.00
0.52
0.00
29.40
2.00
0.52
0.00
29.50
2.00
0.52
0.00
29.60
2.00
0.52
0.00
29.70
2.00
0.52
0.00
29.80
2.00
0.52
0.00
29.90
2.00
0.52
0.00
30.00
2.00
0.52
0.00
30.10
2.00
0.52
0.00
3020
2.00
0.52
0.00
30.30
2.00
0.52
0.00
30.40
2.00
0.52
0.00
30.50
2.00
0.52
0.00
30.60
2.00
0.52
0.00
30.70
2.00
0.52
0.00
30.80
2.00
0.52
0.00
30.90
2.00
0.52
0.00
31.00
2.00
0.52
0.00
31.10
2.00
0.52
0.00
31.20
2.00
0.52
0.00
31.30
2.00
0.52
0.00

Norandex Rentals -Garner Road,POST-DEV
MITCHELLSEPT2007ROUTE Type // 24-hr Rainfall=2.00"
Prepared by {enter your company name here) Page 14
HydroCADO 8.00 s/n 004746 m 2006 HydroCAD Software Solutions LLC 11/16/2007
Hydrograph for Subcatchment Postdd2: Post2 (continued)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cis)
31.40
2.00
0.52
0.00
31.50
2.00
0.52
0.00
31.60
2.00
0.52
0.00
31.70
2.00
0.52
0.00
31.80
2.00
0.52
0.00
31.90
2.00
0.52
0.00
32.00
2.00
0.52
0.00
32.10
2.00
0.52
0.00
32.20
2.00
0.52
0.00
32.30
2.00
0.52
0.00
32.40
2.00
0.52
0.00
32.50
2.00
0.52
0.00
32.60
2.00
0.52
0.00
32.70
2.00
0.52
0.00
32.80
2.00
0.52
0.00
32.90
2.00
0.52
0.00
33.00
2.00
0.52
0.00
33.10
2.00
0.52
0.00
33.20
2.00
0.52
0.00
33.30
2.00
0.52
0.00
33.40
2.00
0.52
0.00
33.50
2.00
0.52
0.00
33.60
2.00
0.52
0.00
33.70
2.00
0.52
0.00
33.80
2.00
0.52
0.00
33.90
2.00
0.52
0.00
34.00
2.00
0.52
0.00
34.10
2.00
0.52
0.00
34.20
2.00
0.52
0.00
34.30
2.00
0.52
0.00
34.40
2.00
0.52
0.00
34.50
2.00
0.52
0.00
34.60
2.00
0.52
0.00
34.70
2.00
0.52
0.00
34.80
2.00
0.52
0.00
34.90
2.00
0.52
0.00
35.00
2.00
0.52
0.00
35.10
2.00
0.52
0.00
35.20
2.00
0.52
0.00
35.30
2.00
0.52
0.00
35.40
2.00
0.52
0.00
35.50
2.00
0.52
0.00
35.60
2.00
0.52
0.00
35.70
2.00
0.52
0.00
35.80
2.00
0.52
0.00
35.90
2.00
0.52
0.00
36.00
2.00
0.52
0.00
36.10
2.00
0.52
0.00
36.20
2.00
0.52
0.00
36.30
2.00
0.52
0.00
36.40
2.00
0.52
0.00
36.50
2.00
0.52
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
36.60
2.00
0.52
0.00
36.70
2.00
0.52
0.00
36.80
2.00
0.52
0.00
36.90
2.00
0.52
0.00
37.00
2.00
0.52
0.00
37.10
2.00
0.52
0.00
37.20
2.00
0.52
0.00
37.30
2.00
0.52
0.00
37.40
2.00
0.52
0.00
37.50
2.00
0.52
0.00
37.60
2.00
0.52
0.00
37.70
2.00
0.52
0.00
37.80
2.00
0.52
0.00
37.90
2.00
0.52
0.00
38.00
2.00
0.52
0.00
38.10
2.00
0.52
0.00
38.20
2.00
0.52
0.00
38.30
2.00
0.52
0.00
38.40
2.00
0.52
0.00
38.50
2.00
0.52
0.00
38.60
2.00
0.52
0.00
38.70
2.00
0.52
0.00
38.80
2.00
0.52
0.00
38.90
2.00
0.52
0.00
39.00
2.00
0.52
0.00
39.10
2.00
0.52
0.00
39.20
2.00
0.52
0.00
39.30
2.00
0.52
0.00
39.40
2.00
0.52
0.00
39.50
2.00
0.52
0.00
39.60
2.00
0.52
0.00
39.70
2.00
0.52
0.00
39.80
2.00
0.52
0.00
39.90
2.00
0.52
0.00
40.00
2.00
0.52
0.00
40.10
2.00
0.52
0.00
40.20
2.00
0.52
0.00
40.30
2.00
0.52
0.00
40.40
2.00
0.52
0.00
40.50
2.00
0.52
0.00
40.60
2.00
0.52
0.00
40.70
2.00
0.52
0.00
40.80
2.00
0.52
0.00
40.90
2.00
0.52
0.00
41.00
2.00
0.52
0.00
41.10
2.00
0.52
0.00
41.20
2.00
0.52
0.00
41.30
2.00
0.52
0.00
41.40
2.00
0.52
0.00
41.50
2.00
0.52
0.00
41.60
2.00
0.52
0.00
41.70
2.00
0.52
0.00

Norandex Rentals -Garner Road,POST-DEV
MITCHELLSEPT2007ROUTE Type I/ 24-hr Rainfall=2.00"
Prepared by {enter your company name here} Page 15
HydroCAD® 8.00 s/n 004746 ® 2006 HydroCAD Software Solutions LLC 11116/2007
Hydrograph for Subcatchment Postdd2: Post2 (continued)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
41.80
2.00
0.52
0.00
41.90
2.00
0.52
0.00
42.00
2.00
0.52
0.00
42.10
2.00
0.52
0.00
42.20
2.00
0.52
0.00
42.30
2.00
0.52
0.00
42.40
2.00
0.52
0.00
42.50
2.00
0.52
0.00
42.60
2.00
0.52
0.00
42.70
2.00
0.52
0.00
42.80
2.00
0.52
0.00
42.90
2.00
0.52
0.00
43.00
2.00
0.52
0.00
43.10
2.00
0.52
0.00
43.20
2.00
0.52
0.00
43.30
2.00
0.52
0.00
43.40
2.00
0.52
0.00
43.50
2.00
0.52
0.00
43.60
2.00
0.52
0.00
43.70
2.00
0.52
0.00
43.80
2.00
0.52
0.00
43.90
2.00
0.52
0.00
44.00
2.00
0.52
0.00
44.10
2.00
0.52
0.00
44.20
2.00
0.52
0.00
44.30
2.00
0.52
0.00
44.40
2.00
0.52
0.00
44.50
2.00
0.52
0.00
44.60
2.00
0.52
0.00
44.70
2.00
0.52
0.00
44.80
2.00
0.52
0.00
44.90
2.00
0.52
0.00
45.00
2.00
0.52
0.00
45.10
2.00
0.52
0.00
45.20
2.00
0.52
0.00
45.30
2.00
0.52
0.00
45.40
2.00
0.52
0.00
45.50
2.00
0.52
0.00
45.60
2.00
0.52
0.00
45.70
2.00
0.52
0.00
45.80
2.00
0.52
0.00
45.90
2.00
0.52
0.00
46.00
2.00
0.52
0.00
46.10
2.00
0.52
0.00
46.20
2.00
0.52
0.00
46.30
2.00
0.52
0.00
46.40
2.00
0.52
0.00
46.50
2.00
0.52
0.00
46.60
2.00
0.52
0.00
46.70
2.00
0.52
0.00
46.80
2.00
0.52
0.00
46.90
2.00
0.52
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
47.00
2.00
0.52
0.00
47.10
2.00
0.52
0.00
47.20
2.00
0.52
0.00
47.30
2.00
0.52
0.00
47.40
2.00
0.52
0.00
47.50
2.00
0.52
0.00
47.60
2.00
0.52
0.00
47.70
2.00
0.52
0.00
47.80
2.00
0.52
0.00
47.90
2.00
0.52
0.00
48.00
2.00
0.52
0.00
48.10
2.00
0.52
0.00
48.20
2.00
0.52
0.00
48.30
2.00
0.52
0.00
48.40
2.00
0.52
0.00
48.50
2.00
0.52
0.00
48.60
2.00
0.52
0.00
48.70
2.00
0.52
0.00
48.80
2.00
0.52
0.00
48.90
2.00
0.52
0.00
49.00
2.00
0.52
0.00
49.10
2.00
0.52
0.00
49.20
2.00
0.52
0.00
49.30
2.00
0.52
0.00
49.40
2.00
0.52
0.00
49.50
2.00
0.52
0.00
49.60
2.00
0.52
0.00
49.70
2.00
0.52
0.00
49.80
2.00
0.52
0.00
49.90
2.00
0.52
0.00
50.00
2.00
0.52
0.00
50.10
2.00
0.52
0.00
50.20
2.00
0.52
0.00
50.30
2.00
0.52
0.00
50.40
2.00
0.52
0.00
50.50
2.00
0.52
0.00
50.60
2.00
0.52
0.00
50.70
2.00
0.52
0.00
50.80
2.00
0.52
0.00
50.90
2.00
0.52
0.00
51.00
2.00
0.52
0.00
51.10
2.00
0.52
0.00
51.20
2.00
0.52
0.00
51.30
2.00
0.52
0.00
51.40
2.00
0.52
0.00
51.50
2.00
0.52
0.00
51.60
2.00
0.52
0.00
51.70
2.00
0.52
0.00
51.80
2.00
0.52
0.00
51.90
2.00
0.52
0.00
52.00
2.00
0.52
0.00
52.10
2.00
0.52
0.00

MITCHELLSEPT2007ROUTE
Norandex Rentals -Garner Road,POST-DEV
Type 11 24-hr Rainfall=2.00"
Prepared by (enter your company name here) Page 16
HydroCADV 8.00 s/n 004746 m 2006 HydroCAD Software Solutions LLC 11 /16/2007
Hydrograph for Subcatchment Postdd2: Post2 (continued)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
52.20
2.00
0.52
0.00
52.30
2.00
0.52
0.00
52.40
2.00
0.52
0.00
52.50
2.00
0.52
0.00
52.60
2.00
0.52
0.00
52.70
2.00
0.52
0.00
52.80
2.00
0.52
0.00
52.90
2.00
0.52
0.00
53.00
2.00
0.52
0.00
53.10
2.00
0.52
0.00
53.20
2.00
0.52
0.00
53.30
2.00
0.52
0.00
53.40
2.00
0.52
0.00
53.50
2.00
0.52
0.00
53.60
2.00
0.52
0.00
53.70
2.00
0.52
0.00
53.80
2.00
0.52
0.00
53.90
2.00
0.52
0.00
54.00
2.00
0.52
0.00
54.10
2.00
0.52
0.00
54.20
2.00
0.52
0.00
54.30
2.00
0.52
0.00
54.40
2.00
0.52
0.00
54.50
2.00
0.52
0.00
54.60
2.00
0.52
0.00
54.70
2.00
0.52
0.00
54.80
2.00
0.52
0.00
54.90
2.00
0.52
0.00
55.00
2.00
0.52
0.00
55.10
2.00
0.52
0.00
55.20
2.00
0.52
0.00
55.30
2.00
0.52
0.00
55.40
2.00
0.52
0.00
55.50
2.00
0.52
0.00
55.60
2.00
0.52
0.00
55.70
2.00
0.52
0.00
55.80
2.00
0.52
0.00
55.90
2.00
0.52
0.00
56.00
2.00
0.52
0.00
56.10
2.00
0.52
0.00
56.20
2.00
0.52
0.00
56.30
2.00
0.52
0.00
56.40
2.00
0.52
0.00
56.50
2.00
0.52
0.00
56.60
2.00
0.52
0.00
56.70
2.00
0.52
0.00
56.80
2.00
0.52
0.00
56.90
2.00
0.52
0.00
57.00
2.00
0.52
0.00
57.10
2.00
0.52
0.00
57.20
2.00
0.52
0.00
57.30
2.00
0.52
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
57.40
2.00
0.52
0.00
57.50
2.00
0.52
0.00
57.60
2.00
0.52
0.00
57.70
2.00
0.52
0.00
57.80
2.00
0.52
0.00
57.90
2.00
0.52
0.00
58.00
2.00
0.52
0.00
58.10
2.00
0.52
0.00
5820
2.00
0.52
0.00
58.30
2.00
0.52
0.00
58.40
2.00
0.52
0.00
58.50
2.00
0.52
0.00
58.60
2.00
0.52
0.00
58.70
2.00
0.52
0.00
58.80
2.00
0.52
0.00
58.90
2.00
0.52
0.00
59.00
2.00
0.52
0.00
59.10
2.00
0.52
0.00
59.20
2.00
0.52
0.00
59.30
2.00
0.52
0.00
59.40
2.00
0.52
0.00
59.50
2.00
0.52
0.00
59.60
2.00
0.52
0.00
59.70
2.00
0.52
0.00
59.80
2.00
0.52
0.00
59.90
2.00
0.52
0.00
60.00
2.00
0.52
0.00
60.10
2.00
0.52
0.00
60.20
2.00
0.52
0.00
60.30
2.00
0.52
0.00
60.40
2.00
0.52
0.00
60.50
2.00
0.52
0.00
60.60
2.00
0.52
0.00
60.70
2.00
0.52
0.00
60.80
2.00
0.52
0.00
60.90
2.00
0.52
0.00
61.00
2.00
0.52
0.00
61.10
2.00
0.52
0.00
61.20
2.00
0.52
0.00
61.30
2.00
0.52
0.00
61.40
2.00
0.52
0.00
61.50
2.00
0.52
0.00
61.60
2.00
0.52
0.00
61.70
2.00
0.52
0.00
61.80
2.00
0.52
0.00
61.90
2.00
0.52
0.00
62.00
2.00
0.52
0.00
62.10
2.00
0.52
0.00
62.20
2.00
0.52
0.00
62.30
2.00
0.52
0.00
62.40
2.00
0.52
0.00
62.50
2.00
0.52
0.00

Norandex Rentals -Garner Road,POST-DEV
MITCHELLSEPT2007ROUTE Type Il 24-hr Rainfall=2. 00 "
Prepared by {enter your company name here} Page 17
HydroCADO 8.00 s/n 004746 m 2006 HydroCAD Software Solutions LLC 11 /16/2007
Hydrograph for Subcatchment Postdd2: Post2 (continued)
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
62.60
2.00
0.52
0.00
62.70
2.00
0.52
0.00
62.80
2.00
0.52
0.00
62.90
2.00
0.52
0.00
63.00
2.00
0.52
0.00
63.10
2.00
0.52
0.00
6320
2.00
0.52
0.00
63.30
2.00
0.52
0.00
63.40
2.00
0.52
0.00
63.50
2.00
0.52
0.00
63.60
2.00
0.52
0.00
63.70
2.00
0.52
0.00
63.80
2.00
0.52
0.00
63.90
2.00
0.52
0.00
64.00
2.00
0.52
0.00
64.10
2.00
0.52
0.00
64.20
2.00
0.52
0.00
64.30
2.00
0.52
0.00
64.40
2.00
0.52
0.00
64.50
2.00
0.52
0.00
64.60
2.00
0.52
0.00
64.70
2.00
0.52
0.00
64.80
2.00
0.52
0.00
64.90
2.00
0.52
0.00
65.00
2.00
0.52
0.00
65.10
2.00
0.52
0.00
65.20
2.00
0.52
0.00
65.30
2.00
0.52
0.00
65.40
2.00
0.52
0.00
65.50
2.00
0.52
0.00
65.60
2.00
0.52
0.00
65.70
2.00
0.52
0.00
65.80
2.00
0.52
0.00
65.90
2.00
0.52
0.00
66.00
2.00
0.52
0.00
66.10
2.00
0.52
0.00
66.20
2.00
0.52
0.00
66.30
2.00
0.52
0.00
66.40
2.00
0.52
0.00
66.50
2.00
0.52
0.00
66.60
2.00
0.52
0.00
66.70
2.00
0.52
0.00
66.80
2.00
0.52
0.00
66.90
2.00
0.52
0.00
67.00
2.00
0.52
0.00
67.10
2.00
0.52
0.00
67.20
2.00
0.52
0.00
67.30
2.00
0.52
0.00
67.40
2.00
0.52
0.00
67.50
2.00
0.52
0.00
67.60
2.00
0.52
0.00
67.70
2.00
0.52
0.00
Time Precip. Excess Runoff
(hours)
(inches)
(inches)
(cfs)
67.80
2.00
0.52
0.00
67.90
2.00
0.52
0.00
68.00
2.00
0.52
0.00
68.10
2.00
0.52
0.00
68.20
2.00
0.52
0.00
68.30
2.00
0.52
0.00
68.40
2.00
0.52
0.00
68.50
2.00
0.52
0.00
68.60
2.00
0.52
0.00
68.70
2.00
0.52
0.00
68.80
2.00
0.52
0.00
68.90
2.00
0.52
0.00
69.00
2.00
0.52
0.00
69.10
2.00
0.52
0.00
69.20
2.00
0.52
0.00
69.30
2.00
0.52
0.00
69.40
2.00
0.52
0.00
69.50
2.00
0.52
0.00
69.60
2.00
0.52
0.00
69.70
2.00
0.52
0.00
69.80
2.00
0.52
0.00
69.90
2.00
0.52
0.00
70.00
2.00
0.52
0.00
70.10
2.00
0.52
0.00
70.20
2.00
0.52
0.00
70.30
2.00
0.52
0.00
70.40
2.00
0.52
0.00
70.50
2.00
0.52
0.00
70.60
2.00
0.52
0.00
70.70
2.00
0.52
0.00
70.80
2.00
0.52
0.00
70.90
2.00
0.52
0.00
71.00
2.00
0.52
0.00
71.10
2.00
0.52
0.00
71.20
2.00
0.52
0.00
71.30
2.00
0.52
0.00
71.40
2.00
0.52
0.00
71.50
2.00
0.52
0.00
71.60
2.00
0.52
0.00
71.70
2.00
0.52
0.00
71.80
2.00
0.52
0.00
71.90
2.00
0.52
0.00
72.00
2.00
0.52
0.00

Norandex Rentals -Garner Road,POST-DEV
MITCHELLSEPT2007ROUTE Type // 24-hr Rainfall=2.00"
Prepared by {enter your company name here} Page 18
HydroCAD® 8.00 s/n 004746 0 2006 HydroCAD Software Solutions LLC 11 /16/2007
Pond 2P: wetpond
Inflow Area = 73,181 sf, Inflow Depth = 0.97"
Inflow = 2.27 cfs @ 11.99 hrs, Volume= 5,886 cf
Outflow = 0.06 cfs @ 16.97 hrs, Volume= 5,674 cf, Atten= 98%, Lag= 298.8 min
Primary = 0.06 cfs @ 16.97 hrs, Volume= 5,674 cf
Routing.by_Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs
Peak.Elev= 25.60',@ 16.97 hrs Suff.Area= 7,332 sf Storm ge= 3,932 cf�
Plug -Flow detention time= 924.6 min calcu a e or /o of inflow)
Center -of -Mass det. time= 906.7 min ( 1,741.3 - 834.6 )
Volume Invert Avail.Storage Storage Description
#1 25.00' 12,452 cf wet storage (Pyramidal) Listed below
Elevation Surf.Area Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (cubic -feet) (cubic -feet) (sq-ft)
25.00 5,635 0 0 5,635
25.50 7,265 3,216 3,216 7,273
26.00 7,614 3,719 6,936 7,662
26.70 8,150 5,516 12,452 8,253
Device Routing Invert Outlet Devices
#1 Primary 25.00' 1.7" Vert. Orifice/Grate C= 0.600
#2 Primary 25.60' 4.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600
Primary OutFlow Max=0.06 cfs @ 16.97 hrs HW=25.60' (Free Discharge)
t1=Orifice/Grate (Orifice Controls 0.06 cfs @ 3.49 fps)
2=Orifice/Grate ( Controls 0.00 cfs)

Norandex Rentals -Garner Road,POST-DEV
MITCHELLSEPT2007ROUTE Type 1124-hr Rainfall=2.00"
Prepared by {enter your company name here) Page 19
HydroCADO 8.00 s/n 004746 m 2006 HydroCAD Software Solutions LLC 11/16/2007
Hydrograph for Pond 2P: wetpond
Time
Inflow
Storage
Elevation
Primary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
0.00
0.00
0
25.00
0.00
0.20
0.00
0
25.00
0.00
0.40
0.00
0
25.00
0.00
0.60
0.00
0
25.00
0.00
0.80
0.00
0
25.00
0.00
1.00
0.00
0
25.00
0.00
1.20
0.00
0
25.00
0.00
1.40
0.00
0
25.00
0.00
1.60
0.00
0
25.00
0.00
1.80
0.00
0
25.00
0.00
2.00
0.00
0
25.00
0.00
2.20
0.00
0
25.00
0.00
2.40
0.00
0
25.00
0.00
2.60
0.00
0
25.00
0.00
2.80
0.00
0
25.00
0.00
3.00
0.00
0
25.00
0.00
3.20
0.00
0
25.00
0.00
3.40
0.00
0
25.00
0.00
3.60
0.00
0
25.00
0.00
3.80
0.00
0
25.00
0.00
4.00
0.00
0
25.00
0.00
4.20
0.00
0
25.00
0.00
4.40
0.00
0
25.00
0.00
4.60
0.00
0
25.00
0.00
4.80
0.00
0
25.00
0.00
5.00
0.00
0
25.00
0.00
5.20
0.00
0
25.00
0.00
5.40
0.00
0
25.00
0.00
5.60
0.00
0
25.00
0.00
5.80
0.00
0
25.00
0.00
6.00
0.00
0
25.00
0.00
6.20
0.00
0
25.00
0.00
6.40
0.00
0
25.00
0.00
6.60
0.00
0
25.00
0.00
6.80
0.00
0
25.00
0.00
7.00
0.00
0
25.00
0.00
7.20
0.00
0
25.00
0.00
7.40
0.00
0
25.00
0.00
7.60
0.00
0
25.00
0.00
7.80
0.00
0
25.00
0.00
8.00
0.00
0
25.00
0.00
8.20
0.00
0
25.00
0.00
8.40
0.00
0
25.00
0.00
8.60
0.00
0
25.00
0.00
8.80
0.00
0
25.00
0.00
9.00
0.00
1
25.00
0.00
9.20
0.00
3
25.00
0.00
9.40
0.01
7
25.00
0.00
9.60
0.01
12
25.00
0.00
9.80
0.01
18
25.00
0.00
10.00
0.01
27
25.00
0.00
10.20
0.02
38
25.01
0.00
10.40
0.02
53
25.01
0.00

MITCHELLSEPT2007ROUTE
Norandex Rentals -Garner Road,POST-DEV
Type // 24-hr Rainfall=2.00"
Prepared by {enter your company name here) Page 20
HydroCAD® 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC 11/16/2007
Hydrograph for Pond 2P: wetpond (continued)
Time
Inflow
Storage
Elevation
Primary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
10.60
0.03
71
25.01
0.00
10.80
0.04
96
25.01
0.00
11.00
0.05
127
25.02
0.00
11.20
0.07
168
25.03
0.00
11.40
0.09
225
25.03
0.00
11.60
0.19
314
25.05
0.00
11.80
0.85
645
25.10
0.01
12.00
2.26
1,813
25.28
0.03
12.20
0.66
2,785
25.43
0.05
12.40
0.34
3,091
25.48
0.05
12.60
0.23
3,260
25.51
0.05
12.80
0.19
3,375
25.52
0.05
13.00
0.17
3,466
25.53
0.05
13.20
0.15
3,541
25.54
0.05
13.40
0.13
3,605
25.55
0.05
13.60
0.12
3,658
25.56
0.05
13.80
0.11
3,702
25.57
0.05
14.00
0.10
3,739
25.57
0.05
14.20
0.09
3,770
25.57
0.05
14.40
0.09
3,797
25.58
0.05
14.60
0.09
3,821
25.58
0.05
14.80
0.08
3,843
25.58
0.05
15.00
0.08
3,862
25.59
0.05
15.20
0.08
3,879
25.59
0.05
15.40
0.07
3,893
25.59
0.05
15.60
0.07
3,905
25.59
0.05
15.80
0.07
3,914
25.59
0.05
16.00
0.06
3,921
25.59
0.05
16.20
0.06
3,925
25.60
0.05
16.40
0.06
3,928
25.60
0.05
16.60
0.06
3,930
25.60
0.05
16.80
0.06
3,931
25.60
0.06
17.00
0.05
3,932
25.60
0.06
17.20
0.05
3,931
25.60
0.06
17.40
0.05
3,929
25.60
0.05
17.60
0.05
3,927
25.60
0.05
17.80
0.05
3,924
25.60
0.05
18.00
0.05
3,920
25.59
0.05
18.20
0.05
3,915
25.59
0.05
18.40
0.05
3,909
25.59
0.05
18.60
0.04
3,902
25.59
0.05
18.80
0.04
3,894
25.59
0.05
19.00
0.04
3,886
25.59
0.05
19.20
0.04
3,876
25.59
0.05
19.40
0.04
3,866
25.59
0.05
19.60
0.04
3,855
25.59
0.05
19.80
0.04
3,843
25.58
0.05
20.00
0.04
3,830
25.58
0.05
20.20
0.03
3,816
25.58
0.05
20.40
0.03
3,802
25.58
0.05
20.60
0.03
3,788
25.58
0.05
20.80
0.03
3,774
25.57
0.05
, � r
RIM)
1,.. M A

�V x

Norandex Rentals -Gamer Road,POST-DEV
MITCHELLSEPT2007ROUTE Type 1124-hr Rainfall=2.00"
Prepared by {enter your company name here} Page 21
HydroCAD® 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC 11 /16/2007
Hydrograph for Pond 2P: wetpond (continued)
Time
Inflow
Storage
Elevation
Primary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
21.00
0.03
3,760
25.57
0.05
21.20
0.03
3,745
25.57
0.05
21.40
0.03
3,731
25.57
0.05
21.60
0.03
3,716
25.57
0.05
21.80
0.03
3,702
25.57
0.05
22.00
0.03
3,687
25.56
0.05
22.20
0.03
3,672
25.56
0.05
22.40
0.03
3,657
25.56
0.05
22.60
0.03
3,642
25.56
0.05
22.80
0.03
3,627
25.56
0.05
23.00
0.03
3,611
25.55
0.05
23.20
0.03
3,596
25.55
0.05
23.40
0.03
3,581
25.55
0.05
23.60
0.03
3,565
25.55
0.05
23.80
0.03
3,549
25.54
0.05
24.00
0.03
3,533
25.54
0.05
24.20
0.00
3,508
25.54
0.05
24.40
0.00
3,472
25.53
0.05
24.60
0.00
3,435
25.53
0.05
24.80
0.00
3,398
25.52
0.05
25.00
0.00
3,361
25.52
0.05
25.20
0.00
3,325
25.51
0.05
25.40
0.00
3,289
25.51
0.05
25.60
0.00
3,253
25.50
0.05
25.80
0.00
3,217
25.50
0.05
26.00
0.00
3,181
25.49
0.05
26.20
0.00
3,146
25.49
0.05
26.40
0.00
3,110
25.48
0.05
26.60
0.00
3,075
25.48
0.05
26.80
0.00
3,041
25.47
0.05
27.00
0.00
3,006
25.47
0.05
27.20
0.00
2,972
25.46
0.05
27.40
0.00
2,938
25.46
0.05
27.60
0.00
2,904
25.45
0.05
27.80
0.00
2,870
25.45
0.05
28.00
0.00
2,837
25.44
0.05
28.20
0.00
2,804
25.44
0.05
28.40
0.00
2,771
25.43
0.05
28.60
0.00
2,738
25.43
0.05
28.80
0.00
2,706
25.42
0.04
29.00
0.00
2,674
25.42
0.04
29.20
0.00
2,642
25.41
0.04
29.40
0.00
2,610
25.41
0.04
29.60
0.00
2,578
25.40
0.04
29.80
0.00
2,547
25.40
0.04
30.00
0.00
2,516
25.39
0.04
30.20
0.00
2,485
25.39
0.04
30.40
0.00
2,455
25.38
0.04
30.60
0.00
2,424
25.38
0.04
30.80
0.00
2,394
25.37
0.04
31.00
0.00
2,364
25.37
0.04
31.20
0.00
2,335
25.36
0.04

Norandex Rentals -Garner Road,POST-DEV
MITCHELLSEPT2007ROUTE Type 1124-hr Rainfall=2.00"
Prepared by (enter your company name here} Page 22
HydroCAD® 8.00 s/n 004746 m 2006 HydroCAD Software Solutions LLC 11/16/2007
Hydrograph for Pond 2P: wetpond (continued)
Time
Inflow
Storage
Elevation
Primary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
31.40
0.00
2,305
25.36
0.04
31.60
0.00
2,276
25.35
0.04
31.80
0.00
2,247
25.35
0.04
32.00
0.00
2,219
25.34
0.04
32.20
0.00
2,190
25.34
0.04
32.40
0.00
2,162
25.34
0.04
32.60
0.00
2,134
25.33
0.04
32.80
0.00
2,106
25.33
0.04
33.00
0.00
2,078
25.32
0.04
33.20
0.00
2,051
25.32
0.04
33.40
0.00
2,024
25.31
0.04
33.60
0.00
1,997
25.31
0.04
33.80
0.00
1,971
25.31
0.04
34.00
0.00
1,944
25.30
0.04
34.20
0.00
1,918
25.30
0.04
34.40
0.00
1,892
25.29
0.04
34.60
0.00
1,866
25.29
0.04
34.80
0.00
1,841
25.29
0.04
35.00
0.00
1,816
25.28
0.03
35.20
0.00
1,791
25.28
0.03
35.40
0.00
1,766
25.27
0.03
35.60
0.00
1,741
25.27
0.03
35.80
0.00
1,717
25.27
0.03
36.00
0.00
1,693
2526
0.03
36.20
0.00
1,669
25.26
0.03
36.40
0.00
1,646
25.26
0.03
36.60
0.00
1,622
25.25
0.03
36.80
0.00
1,599
25.25
0.03
37.00
0.00
1,576
25.25
0.03
37.20
0.00
1,554
25.24
0.03
37.40
0.00
1,531
25.24
0.03
37.60
0.00
1,509
25.23
0.03
37.80
0.00
1,487
25.23
0.03
38.00
0.00
1,465
25.23
0.03
38.20
0.00
1,444
25.22
0.03
38.40
0.00
1,422
25.22
0.03
38.60
0.00
1,401
25.22
0.03
38.80
0.00
1,381
25.21
0.03
39.00
0.00
1,360
25.21
0.03
39.20
0.00
1,340
25.21
0.03
39.40
0.00
1,319
25.21
0.03
39.60
0.00
1,300
25.20
0.03
39.80
0.00
1,280
25.20
0.03
40.00
0.00
1,261
25.20
0.03
40.20
0.00
1,241
25.19
0.03
40.40
0.00
1,222
25.19
0.03
40.60
0.00
1,204
25.19
0.03
40.80
0.00
1,185
25.18
0.03
41.00
0.00
1,167
25.18
0.03
41.20
0.00
1,149
25.18
0.02
41.40
0.00
1,131
25.18
0.02
41.60
0.00
1,114
25.17
0.02

Norandex Rentals -Garner Road,POST-DEV
MITCHELLSEPT2007ROUTE Type 1124-hr Rainfall=2.00"
Prepared by (enter your company name here) Page 23
HydroCADO 8.00 s!n 004746 © 2006 HydroCAD Software Solutions LLC 11 /1612007
Hydrograph for Pond 2P: wetpond (continued)
Time
Inflow
Storage
Elevation
Primary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
41.80
0.00
1,096
25.17
0.02
42.00
0.00
1,079
25.17
0.02
42.20
0.00
1,062
25.17
0.02
42.40
0.00
1,046
25.16
0.02
42.60
0.00
1,029
25.16
0.02
42.80
0.00
1,013
25.16
0.02
43.00
0.00
997
25.16
0.02
43.20
0.00
981
25.15
0.02
43.40
0.00
966
25.15
0.02
43.60
0.00
951
25.15
0.02
43.80
0.00
936
25.15
0.02
44.00
0.00
921
25.14
0.02
44.20
0.00
906
25.14
0.02
44.40
0.00
892
25.14
0.02
44.60
0.00
878
25.14
0.02
44.80
0.00
864
25.13
0.02
45.00
0.00
850
25.13
0.02
45.20
0.00
837
25.13
0.02
45.40
0.00
823
25.13
0.02
45.60
0.00
811
25.13
0.02
45.80
0.00
798
25.12
0.02
46.00
0.00
786
25.12
0.02
46.20
0.00
774
25.12
0.02
46.40
0.00
762
25.12
0.02
46.60
0.00
750
25.12
0.02
46.80
0.00
739
25.11
0.02
47.00
0.00
728
25.11
0.02
47.20
0.00
717
25.11
0.01
47.40
0.00
706
25.11
0.01
47.60
0.00
696
25.11
0.01
47.80
0.00
685
25.11
0.01
48.00
0.00
675
25.11
0.01
48.20
0.00
666
25.10
0.01
48.40
0.00
656
25.10
0.01
48.60
0.00
647
25.10
0.01
48.80
0.00
637
25.10
0.01
49.00
0.00
628
25.10
0.01
49.20
0.00
620
25.10
0.01
49.40
0.00
611
25.09
0.01
49.60
0.00
603
25.09
0.01
49.80
0.00
594
25.09
0.01
50.00
0.00
586
25.09
0.01
50.20
0.00
578
25.09
0.01
50.40
0.00
571
25.09
0.01
50.60
0.00
563
25.09
0.01
50.80
0.00
556
25.09
0.01
51.00
0.00
548
25.09
0.01
51.20
0.00
541
25.08
0.01
51.40
0.00
534
25.08
0.01
51.60
0.00
527
25.08
0.01
51.80
0.00
521
25.08
0.01
52.00
0.00
514
25.08
0.01

Norandex Rentals -Garner Road,POST-DEV
MITCHELLSEPT2007ROUTE Type 11 24-hr Rainfall=2.00"
Prepared by {enter your company name here} Page 24
HydroCAD® 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC 11/16/2007
Hydrograph for Pond 2P: wetpond (continued)
�T_im _10flow Storage Elevation Primary
hours
fs
cubic -feet
feet
cfs
52.20
.00
508
25.08
0.01
5�4
0.00
502
25.08
0.01
52.60
0.00
496
25.08
0.01
52.80
0.00
490
25.08
0.01
53.00
0.00
484
25.08
0.01
53.20
0.00
478
25.07
0.01
53.40
0.00
472
25.07
0.01
53.60
0.00
467
25.07
0.01
53.80
0.00
462
25.07
0.01
54.00
0.00
456
25.07
0.01
54.20
0.00
451
25.07
0.01
54.40
0.00
446
25.07
0.01
54.60
0.00
441
25.07
0.01
54.80
0.00
436
25.07
0.01
55.00
0.00
432
25.07
0.01
55.20
0.00
427
25.07
0.01
55.40
0.00
422
25.07
0.01
55.60
0.00
418
25.06
0.01
55.80
0.00
414
25.06
0.01
56.00
0.00
409
25.06
0.01
56.20
0.00
405
25.06
0.01
56.40
0.00
401
25.06
0.01
56.60
0.00
396
25.06
0.01
56.80
0.00
392
25.06
0.01
57.00
0.00
388
25.06
0.01
57.20
0.00
384
25.06
0.01
57.40
0.00
380
25.06
0.01
57.60
0.00
377
25.06
0.01
57.80
0.00
373
25.06
0.01
8 0
0.00
369
25.06
0.01
58.20
0.00
365
25.06
0.01
0.00
362
25.06
0.00
58.60
0.00
358
25.06
0.00
58.80
0.00
355
25.06
0.00
59.00
0.00
351
25.05
0.00
59.20
0.00
348
25.05
0.00
59.40
0.00
345
25.05
0.00
59.60
0.00
341
25.05
0.00
59.80
0.00
338
25.05
0.00
60.00
0.00
335
25.05
0.00
60.20
0.00
332
25.05
0.00
60.40
0.00
329
25.05
0.00
60.60
0.00
326
25.05
0.00
60.80
0.00
323
25.05
0.00
61.00
0.00
320
25.05
0.00
61.20
0.00
317
25.05
0.00
61.40
0.00
314
25.05
0.00
61.60
0.00
311
25.05
0.00
61.80
0.00
308
25.05
0.00
62.00
0.00
306
25.05
0.00
62.20
0.00
303
25.05
0.00
62.40
0.00
300
25.05
0.00
Dlna w pow Dg

vs-r

Norandex Rentals -Gamer Road,POST-DEV
MITCHELLSEPT2007ROUTE Type 1l 24-hr Rainfall=2.00"
Prepared by {enter your company name here} Page 25
HydroCAD® 8.00 s/n 004746 m 2006 HydroCAD Software Solutions LLC 11/16/2007
Hydrograph for Pond 2P: wetpond (continued)
Time
Inflow
Storage
Elevation
Primary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
62.60
0.00
298
25.05
0.00
62.80
0.00
295
25.05
0.00
63.00
0.00
293
25.05
0.00
63.20
0.00
290
25.05
0.00
63.40
0.00
288
25.04
0.00
63.60
0.00
285
25.04
0.00
63.80
0.00
283
25.04
0.00
64.00
0.00
281
25.04
0.00
64.20
0.00
278
25.04
0.00
64.40
0.00
276
25.04
0.00
64.60
0.00
274
25.04
0.00
64.80
0.00
272
25.04
0.00
65.00
0.00
270
25.04
0.00
65.20
0.00
268
25.04
0.00
65.40
0.00
266
25.04
0.00
65.60
0.00
264
25.04
0.00
65.80
0.00
261
25.04
0.00
66.00
0.00
260
25.04
0.00
66.20
0.00
258
25.04
0.00
66.40
0.00
256
25.04
0.00
66.60
0.00
254
25.04
0.00
66.80
0.00
252
25.04
0.00
67.00
0.00
250
25.04
0.00
67.20
0.00
248
25.04
0.00
67.40
0.00
247
25.04
0.00
67.60
0.00
245
25.04
0.00
67.80
0.00
243
25.04
0.00
68.00
0.00
241
25.04
0.00
68.20
0.00
240
25.04
0.00
68.40
0.00
238
25.04
0.00
68.60
0.00
236
25.04
0.00
68.80
0.00
235
25.04
0.00
69.00
0.00
233
25.04
0.00
69.20
0.00
232
25.04
0.00
69.40
0.00
230
25.04
0.00
69.60
0.00
229
25.04
0.00
69.80
0.00
227
25.04
0.00
70.00
0.00
226
25.04
0.00
70.20
0.00
224
25.03
0.00
70.40
0.00
223
25.03
0.00
70.60
0.00
222
25.03
0.00
70.80
0.00
220
25.03
0.00
71.00
0.00
219
25.03
0.00
71.20
0.00
218
25.03
0.00
71.40
0.00
216
25.03
0.00
71.60
0.00
215
25.03
0.00
71.80
0.00
214
25.03
0.00
72.00
0.00
213
25.03
0.00

MITCHELLSEPT2007ROUTE
Norandex Rentals -Garner Road,POST-DEV
Type // 24-hr Rainfall=2.00"
Prepared by {enter your company name here} Page 26
HydroCAD® 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC 11/16/2007
Elevation Primary
(feet) (Cfs)
25.00 0.00
25.01 0.00
25.02 0.00
25.03 0.00
25.04 0.00
25.05 0.00
25.06 0.01
25.07 0.01
25.08 0.01
25.09 0.01
25.10 0.01
25.11 0.01
25.12 0.02
25.13 0.02
25.14 0.02
25.15 0.02
25.16 0.02
25.17 0.02
25.18 0.03
25.19 0.03
25.20 0.03
25.21 0.03
25.22 0.03
25.23 0.03
25.24 0.03
25.25 0.03
25.26 0.03
25.27 0.03
25.28 0.03
25.29 0.04
25.30 0.04
25.31 0.04
25.32 0.04
25.33 0.04
25.34 0.04
25.35 0.04
25.36 0.04
25.37 0.04
25.38 0.04
25.39 0.04
25.40 0.04
25.41 0.04
25.42 0.04
25.43 0.05
25.44 0.05
25.45 0.05
25.46 0.05
25.47 0.05
25.48 0.05
25.49 0.05
25.50 0.05
25.51 0.05
25.52 0.05
Stage -Discharge for Pond 2P: wetpond
Elevation Primary
(feet) (Cfs)
25.53 0.05
25.54 0.05
25.55 0.05
25.56 0.05
25.57 0.05
25.58 0.05
25.59 0.05
25.60 0.06
25.61 0.11
25.62 0.20
25.63 0.33
25.64 0.48
25.65 0.64
25.66 0.83
25.67 1.03
25.68 1.24
25.69 1.47
25.70 1.71
25.71 1.97
25.72 224
25.73 2.51
25.74 2.80
25.75 3.10
25.76 3.41
25.77 3.73
25.78 4.06
25.79 4.40
25.80 4.74
25.81 5.10
25.82 5.46
25.83 5.84
25.84 6.22
25.85 6.61
25.86 7.00
25.87 7.41
25.88 7.82
25.89 8.24
25.90 8.67
25.91 9.10
25.92 9.54
25.93 9.99
25.94 10.44
25.95 10.90
25.96 11.37
25.97 11.85
25.98 12.33
25.99 12.82
26.00 13.31
26.01 13.81
26.02 14.31
26.03 14.83
26.04 15.34
26.05 15.87
Elevation Primary
(feet) (Cfs)
26.06 16.40
26.07 16.93
26.08 17.48
26.09 18.02
26.10 18.57
26.11 19.13
26.12 19.70
26.13 20.27
26.14 20.84
26.15 21.42
26.16 2200.
26.17 22.59
26.18 23.19
26.19 23.79
2620 24.40
26.21 25.01
26.22 25.62
26.23 26.24
26.24 26.87
26.25 27.50
26.26 28.14
26.27 28.78
26.28 29.42
26.29 30.07
26.30 30.73
26.31 31.39
26.32 32.05
26.33 32.72
26.34 33.39
26.35 34.07
26.36 34.75
26.37 35.44
26.38 36.13
26.39 36.82
26.40 37.52
26.41 38.23
26.42 38.94
26.43 39.65
26.44 40.37
26.45 41.09
26.46 41.82
26.47 42.55
26.48 43.28
26.49 44.02
26.50 44.76
26.51 45.51
26.52 46.26
26.53 47.02
26.54 47.77
26.55 48.54
26.56 49.31
26.57 50.08
26.58 50.85
Elevation Primary
(feet)
(Cfs)
26.59
51.63
26.60
52.41
26.61
53.20
26.62
53.99
26.63
54.79
26.64
55.59
26.65
56.39
26.66
57.19
26.67
58.00
26.68
58.82
26.69
59.64
26.70
60.46

Norandex Rentals -Garner Road,POST-DEV
MITCHELLSEPT2007ROUTE Type 1124-hr Rainfall=2.00"
Prepared by {enter your company name here} Page 27
HydroCAD® 8.00 s/n 004746 ® 2006 HydroCAD Software Solutions LLC 11 /16/2007
Stage -Area -Storage for Pond 2P: wetpond
Elevation
Surface
Storage
_ (feet)
(sq-ft)
(cubic -feet)
25.00
5,635
0
25.01
5,668
64
25.02
5,700
129
25.03
5,733
193
25.04
5,765
257
25.05
5,798
322
25.06
5,831
386
25.07
5,863
450
25.08
5,896
515
25.09
5,928
579
25.10
5,961
643
25.11
5,994
708
25.12
6,026
772
25.13
6,059
836
25.14
6,091
901
25.15
6,124
965
25.16
6,157
1,029
25.17
6,189
1,094
25.18
6,222
1,158
25.19
6,254
1,222
25.20
6,287
1,287
25.21
6,320
1,351
25.22
6,352
1,415
25.23
6,385
1,480
25.24
6,417
1,544
25.25
6,450
1,608
25.26
6,483
1,673
25.27
6,515
1,737
25.28
6,548
1,801
25.29
6,580
1,866
25.30
6,613
1,930
25.31
6,646
1,994
25.32
6,678
2,058
25.33
6,711
2,123
25.34
6,743
2,187
25.35
6,776
2,251
25.36
6,809
2,316
25.37
6,841
2,380
25.38
6,874
2,444
25.39
6,906
2,509
25.40
6,939
2,573
25.41
6,972
2,637
25.42
7,004
2,702
25.43
7,037
2,766
25.44
7,069
2,830
25.45
7,102
2,895
25.46
7,135
2,959
25.47
7,167
3,023
25.48
7,200
3,088
25.49
7,232
3,152
25.50
7,265
3,216
25.51
7,272
3,291
25.52
7,279
3,365
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
25.53
7,286
3,440
25.54
7,293
3,514
25.55
7,300
3,588
25.56
7,307
3,663
25.57
7,314
3,737
25.58
7,321
3,811
25.59
7,328
3,886
C25;60
7-
3;960�
25.61
7,342
4,035
25.62
7,349
4,109
25.63
7,356
4,183
25.64
7,363
4,258
25.65
7,370
4,332
25.66
7,377
4,407
25.67
7,384
4,481
25.68
7,391
4,555
25.69
7,398
4,630
25.70
7,405
4,704
25.71
7,412
4,779
25.72
7,419
4,853
25.73
7,426
4,927
25.74
7,433
5,002
25.75
7,440
5,076
25.76
7,446
5,150
25.77
7,453
5,225
25.78
7,460
5,299
25.79
7,467
5,374
25.80
7,474
5,448
25.81
7,481
5,522
25.82
7,488
5,597
25.83
7,495
5,671
25.84
7,502
5,746
25.85
7,509
5,820
25.86
7,516
5,894
25.87
7,523
5,969
25.88
7,530
6,043
25.89
7,537
6,118
25.90
7,544
6,192
25.91
7,551
6,266
25.92
7,558
6,341
25.93
7,565
6,415
25.94
7,572
6,489
25.95
7,579
6,564
25.96
7,586
6,638
25.97
7,593
6,713
25.98
7,600
6,787
25.99
7,607
6,861
26.00
7,614
6,936
26.01
7,622
7,015
26.02
7,629
7,093
26.03
7,637
7,172
26.04
7,645
7,251
26.05
7,652
7,330

MITCHELLSEPT2007ROUTE
Norandex Rentals -Gamer Road.POST-DEV
Type // 24-hr Rainfall=2.00"
Prepared by {enter your company name here} Page 28
HydroCAD® 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC 11 /16/2007
Stage -Area -Storage for Pond 2P: wetpond (continued)
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
26.06
7,660
7,409
26.07
7,668
7,487
26.08
7,675
7,566
26.09
7,683
7,645
26.10
7,691
7,724
26.11
7,698
7,803
26.12
7,706
7,881
26.13
7,714
7,960
26.14
7,721
8,039
26.15
7,729
8,118
26.16
7,737
8,197
26.17
7,744
8,275
26.18
7,752
8,354
26.19
7,759
8,433
26.20
7,767
8,512
26.21
7,775
8,591
26.22
7,782
8,669
26.23
7,790
8,748
26.24
7,798
8,827
26.25
7,805
8,906
26.26
7,813
8,985
2627
7,821
9,064
26.28
7,828
9,142
26.29
7,836
9,221
26.30
7,844
9,300
26.31
7,851
9,379
26.32
7,859
9,458
26.33
7,867
9,536
26.34
7,874
9,615
26.35
7,882
9,694
26.36
7,890
9,773
26.37
7,897
9,852
26.38
7,905
9,930
26.39
7,913
10,009
26.40
7,920
10,088
26.41
7,928
10,167
26.42
7,936
10,246
26.43
7,943
10,324
26.44
7,951
10,403
26.45
7,959
10,482
26.46
7,966
10,561
26.47
7,974
10,640
26.48
7,982
10,718
26.49
7,989
10,797
26.50
7,997
10,876
26.51
8,005
10,955
26.52
8,012
11,034
26.53
8,020
11,112
26.54
8,027
11,191
26.55
8,035
11,270
26.56
8,043
11,349
26.57
8,050
11,428
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
26.58
8,058
11,506
26.59
8,066
11,585
26.60
8,073
11,664
26.61
8,081
11,743
26.62
8,089
11,822
26.63
8,096
11,900
26.64
8,104
11,979
26.65
8,112
12,058
26.66
8,119
12,137
26.67
8,127
12,216
26.68
8,135
12,295
26.69
8,142
12,373
26.70
8,150
12,452

MITCHELLSEPT2007ROUTEpre Type Il 24-hr Rainfall=2.80"
Prepared by {enter your company name here}
HydroCAD® 8.00 s/n 004746 @ 2006 HydroCAD Software Solutions LLC 11 /16/2007
Subcatchment Pre dd3: Pre -Post DD3
[491 Hint: Tc<2dt may require smaller dt
Runoff = 0.51 cfs @ 11.92 hrs, Volume= 1,171 cf, Depth= 1.04"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs
Type II 24-hr Rainfall=2.80"
Area (ac) CN Description
0.309 79 50-75% Grass cover, Fair, HSG C
0.309 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (wft) (fUsec) (cfs)
6.3 75 0.0050 0.20 Sheet Flow,
n= 0.028 P2= 1.00"

MITCHELLSEPT2007ROUTEpre
Norandex Rentals -Garner Road, PRE-DEV
axe--ze
Prepared by {enter your company name here} Page 1
HydroCAD® 8.00 s/n 004746 © 2006 HydroCAD Software Solutions LLC 11/16/2007
Area Listing (all nodes)
Area (sq-ft) CN Description (subcats)
99,143 79 50-75% Grass cover, Fair, HSG C (Pre DD1,Pre DD2,Pre dd3)
99,143

Norandex Rentals -Gamer Road, PRE-DEV
MITCHELLSEPT2007ROUTEpre Type 11 24-hr Rainfall=2.80"
Prepared by {enter your company name here} Page 2
HydroCAD® 8.00 s/n 004746 0 2006 HydroCAD Software Solutions LLC 11/16/2007
Subcatchment Pre DD1: Pre ddi
Runoff = 2.26 cfs @ 11.98 hrs, Volume= 5,801 cf, Depth= 1.04"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs
Type II 24-hr Rainfall=2.80"
Area (ac) CN Description
1.530 79 50-75% Grass cover, Fair HSG C
1.530 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (fUsec) (cfs)
10.3 272 0.0100 0.44 Sheet Flow,
n= 0.020 P2= 1.00"

MITCHELLSEPT2007ROUTEpre
Norandex Rentals -Garner Road, PRE-DEV
Type 1124-hr Rainfall=2.80"
Prepared by {enter your company name here} Page 3
HydroCAD® 8.00 s/n 004746 m 2006 HydroCAD Software Solutions LLC 11/16/2007
Subcatchment Pre DD2: Pre DD2
Runoff = 0.64 cfs @ 11.99 hrs, Volume= 1,657 cf, Depth= 1.04"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs
Type II 24-hr Rainfall=2.80"
_ Area (ac) CN Description
0.437 79 50-75% Grass cover, Fair, HSG C
0.437 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (fUft) (ft/sec) (cfs)
11.0 139 0.0050 0.21 Sheet Flow,
n= 0.030 P2= 1.00"

MITCHELLSEPT2007ROUTEpre
Norandex Rentals -Gamer Road, PRE-DEV
Type 1124-hr Rainfall=2.80"
Prepared by {enter your company name here) Page 4
HydroCAD® 8.00 s/n 004746 ® 2006 HydroCAD Software Solutions LLC 11/16/2007
Subcatchment Pre dd3: Pre -Post DD3
Runoff = 0.51 cfs @ 11.92 hrs, Volume= 1,171 cf, Depth= 1.04"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-72.00 hrs, dt= 0.10 hrs
Type II 24-hr Rainfall=2.80"
Area (ac) CN Description
0.309 79 50-75% Grass cover, Fair, HSG C
0.309 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (f /sec) (cfs)
6.3 75 0.0050 020 Sheet Flow,
n= 0.028 P2= 1.00"

MITCHELLSEPT2007ROUTEpre
Norandex Rentals -Gamer Road, PRE-DEV
Type 1124-hr Rainfall=2.80"
Prepared by {enter your company name here} Page 5
HydroCAD® 8.00 s/n 004746 ® 2006 HydroCAD Software Solutions LLC 11/16/2007
Pond Node a: PreDev Runoff Rate
Inflow Area = 99,143 sf, Inflow Depth = 1.04"
Inflow = 3.30 cfs @ 11.98 hrs, Volume= 8,629 cf
Primary = 3.30 cfs @ 11.98 hrs, Volume= 8,629 cf, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind metho ,Time Span= 0.00-72.00 hrs, dt= 0.10 hrs

(.
62
1
ow

2. (a) If the Financially Responsible Party is not a resident of North Carolina, give name and street address
of the designated North Carolina Agent:
Name
Current Mailing Address
City State Zip
E-mail Address
Current Street Address
Fax Number
State Zip
(b) If the Financially Responsible Party is a Partnership or other person engaging in business under an
assumed name, attach a copy of the Certificate of Assumed Name. If the Financially Responsible
Party is a Corporation, give name and street address of the Registered Agent:
Name of Registered Agent
Current Mailing Address
City
Telephone
State Zip
E-mail Address
Current Street Address
City State Zip
Fax Num
(c) In order to facilitate Express Permitting, it is necessary to be able to contact the Engineer or other
consultant who can assist in providing any necessary information regarding the plan and its preparation:
KSMJ, pllc [e-mail]
Engineering Firm or other consultant E-mail Address
Susan Sayger,PE 252-349-5803
Individual contact person (type or print) Telephone
252444-5765
Fax Number
The above information is true and correct to the best of my knowledge and belief and was provided by me
under oath (This form must be signed by the Financially Responsible Person if an individual or his attorney -in -
fact, or if not an individual, by an officer, director, partner, or registered agent with the authority to execute
instruments for the Financially Responsible Person). I agree to provide corrected information should there be
any change in the information provided herein.
Robert M. Brvdge Member/Manager
Type or print name Title or Authority
(p .?A . r cq
Date
I, ✓ g� / �r -_� a Notary Public of the County of Li ra V ('4
State of North Carolina, hereby certify that �OI r¢ ' G A �661Gr" appeared personally
before me this day and being duly sworn acknowledged that the above formv4vas executed by him.
Witness my hand and no 69his' �day of f 6<_rc_-, 20'7
�...,FA
.
Nota
Se
—ti— My commission expiresv�-

FINANCIAL RESPONSIBILITY/OWNERSHIP FORM
SEDIMENTATION POLLUTION CONTROL ACT
EXPRESS PERMITTING OPTION 08012007
No person may initiate any land -disturbing activity on one or more acres as covered by the Act before this
form and an acceptable erosion and sedimentation control plan have been completed and approved by the
Land Quality Section, N.C. Department of Environment and Natural Resources. (Please type or print and, if
the question is not applicable or the e-mail and/or fax information unavailable, place N/A in the blank.)
Part A.
Project Name Norandex Reynolds
2. Location of land -disturbing activity: County Craven City or Township New Bern
Highway/Street 435 Garner Road Latitude N35003'23" Longitude 77001'01"W
3. Approximate date land -disturbing activity will commence: 30 November 2007
4. Purpose of development (residential, commercial, industrial, institutional, etc.): Commercial
5. Total acreage disturbed or uncovered (including off -site borrow and waste areas): 1.8 acres
6. Amount of fee enclosed: $ 130.00 . The Express Permitting application fee is a dual
charge. The normal fee of $65.00 per acre is assessed without a ceiling amount. In addition, the
Express Permitting supplement is $250.00 per acre up to eight acres, after which the Express
Permitting supplemental fee is a fixed $2,000.00 (Example: 9 acres total is $2,585). NOTE: Both fees
are rounded up to the next whole acre and need to be paid by separate checks to NCDENR.
7. Has an erosion and sediment control plan been filed? Yes No Enclosed X
8. Person to contact should erosion and sediment control issues arise during land -disturbing activity:
Name Robert Mitchell Brvdqe E-mail Address mitchell(d)brvdgeandlee.com
Telephone [phone] Cell #
Fax # [phone]
9. Landowner(s) of Record (attach accompanied page to list additional owners):
Grantham Crossing. LLC _(252) 633-1999 [phone]
Name Telephone Fax Number
1210 Broad Creek Road 1210 Broad Creek Road
Current Mailing Address Current Street Address
New Bern NC 28560 New Bern NC 28560_
City State Zip City State Zio
10. Deed Book No. 2277 Page No. 633 Provide a copy of the most current deed.
Part B.
1. Person(s) or firm(s) who are financially responsible for the land -disturbing activity (Provide a
comprehensive list of all responsible parties on an attached sheet):
Grantham Crossing, LLC
Name
mitchell(o brvdgeandlee.com
E-mail Address
1210 Broad Creek Road 1210 Broad Creek Road
Current Mailing Address Current Street Address
New Bern NC 28560 New Berm NC 28560
City State Zip City State Zip
Telephone [phone] Fax Number [phone]

Terracon Consultants, Inc.
111-C West Fire Tower Road
Winterville, North Carolina 28590
Phone 252.353,1600
Fax [phone]
www.terracnn rnm
GEOTECHNICAL ENGINEERING REPORT
PROPOSED NEW BERN LUMBER YARD
GARNER ROAD & CHERRY POINT ROADS
NEW BERN, NORTH CAROLINA
TERRACON JOB NO. 72065006
February 21, 2006
Prepared for: �, J �,',
3
CGarris-Evans Lumber Company
Greenville, North Carolina
6
Prepared by:
lrerrac®n
111-C West Fire Tower Road
Winterville, North Carolina 28590
[phone]
Delivering Success for Clients and Employees Since 1965
More Than 70 Offices Nationwide

February 21, 2006
Garris-Evans Lumber Company, Inc.
P.O. Box 2548
Greenville, North Carolina 27835
Attention: Mr. David A. Evans, Jr.
Subject: Geotechnical Engineering Report
Proposed New Bern Lumber Yard
Garner and Old Cherry Point Roads
New Bern, North Carolina
Terracon Project No. 72065006
Dear Mr. Evans:
Terracon Consultants, Inc.
111-C West Fire Tower Road
Winterville, North Carolina 28590
Phone, 252.353.1600
Fax 252,353.0002
www.lerracon.corn
Terracon is pleased to present this Geotechnical Engineering Report for the proposed New
Bern Lumber Yard to be constructed at the intersection of Garner Road and Old Cherry
Point Road in New Bern, North Carolina. Our services were provided in accordance with our
Proposal No. P-6-008-72 dated January 8, 2006. Findings, conclusions, and
recommendations given in this report are subject to the "General Comments" section of this
report.
Please contact us if you have any questions or comments regarding this report. We are
available to discuss our recommendations with you and to provide additional services as
necessary during the final design and construction phases of this project.
Sincerely,
Terracon Consultants, Inc.
Matthew S. Balven, P.E.
Geotechnical Project Engineer
Registered, North Carolina 030731
M $ ` SEAL
16252
ng `� C ap
0
/pit
�y„ °oenosoce°� ,
Carl F. Bonner, P.E. �'o,F,
Greenville Office Manager
Registered, North Carolina 16252 2 ZI 2°0(0
Reviewed by: Barney C. Hale. P.E.
Principal
Registered, North Carolina 11285
Delivering Success For Clients and Employees Since 1965
More Than 70 Offices Nationwide

TABLE OF CONTENTS
INTRODUCTION-------------------------------------------------------------------------------------------------1
PROJECT DESCRIPTION---------------------------------------------------------------------------------I
SITE EXPLORATION PROCEDURES ------------------------------------ _------------------------------- I
SITE CONDITIONS
SUBSURFACE CONDITIONS ------- — ----------------------------------------------------------------------- 2
Regional Geology
Soil Conditions ---
Groundwater Coni
ENGINEERING RECOMMENDATIONS
2
3
3
Geotechnical Considerations -------------- ------ ------ __----------------------------------------------
SitePreparation-----------------------------------------------------------------------------------------------4
FillConstruction ------------------------------------------------- ---------------------------------------------5
Foundations-------------------------------------------------------- — ------------------------------------------ 5
Seismic Considerations ------------------- —--------- —___
FloorSlabs ----------------------- —------- —--- —--- —----------------------------------------------------------
7
Pavements----------------------------------------------------------------------------- 7
GENERAL COMMENTS
APPENDIX
Site Location Plan
Boring Location Plan
Boring Logs
General Notes
Unified Soil Classification System

GEOTECHNICAL ENGINEERING REPORT
PROPOSED NEW BERN LUMBER YARD
GARNER ROAD & OLD CHERRY POINT ROAD
NEW BERN, NORTH CAROLINA
TERRACON PROJECT NUMBER 72065006
February 21, 2006
INTRODUCTION
The subsurface exploration for the proposed New Bern Lumber Yard to be constructed at
Garner Road and Old Cherry Point Road in New Bern, North Carolina has been completed.
Seven soil borings were performed at the project site to a depth of 15 feet. Individual boring
logs and a boring location plan are included with this report. The purpose of this
geotechnical study was to explore the general subsurface conditions at the project site and
to evaluate these conditions with respect to the design and construction of earthwork,
foundations, floor slabs, and pavements for the project. Our scope of services included
drilling soil test borings, performing engineering analyses, and preparing this report of our
findings and recommendations.
PROJECT DESCRIPTION
Project information was obtained from the Request for Proposal (RFP) dated January 11,
2006, received from Mr. Jim Walker at Rivers & Associates. The project includes
constructing a new lumber yard on a 6 acre site at the intersection of Garner Road and Old
Cherry Point Road in New Bern, North Carolina. The approximate location of the site is
shown on Drawing No. 1 in the Appendix.
We understand the project will include a showroom and offices, a warehouse, and several
open storage buildings for lumber. The buildings will be one-story with steel -frame
construction and slab -on -grade floors. New pavement will be constructed between buildings.
We expect maximum isolated column loads and continuous wall loads for the majority of the
structures will be on the order of 40 kips and 3 kips per lineal foot, respectively. Floor loads
in the warehouse and storage buildings are expected to be moderate. We anticipate only
minor cut and fill depths will be required to develop final grades.
SITE EXPLORATION PROCEDURES
In order to explore the general subsurface conditions at the project site, Mann Drilling
(subcontracted by Terracon) drilled seven soil test borings to a depth of 15 feet below
existing grades. The borings were advanced at the approximate locations shown on
Drawing No. 2 in the Appendix. The borings were located in the field by Terracon personnel.

New Bern Lumber Yard
Terracon Project No. 72065006
February 21, 2006
lrerracon
The soil test borings were performed by a power drilling rig mounted on an all -terrain vehicle
using rotary wash drilling procedures. Representative soil samples were obtained by the
split -barrel sampling procedure in general accordance with local practices.
In the split -barrel sampling procedure, the number of blows required to advance a standard
2-inch O.D. split -barrel sampler the last 12 inches of the typical total 18-inch penetration by
means of a 140-pound hammer with a free fall of 30 inches, is the standard penetration test
(SPT) resistance value (N-Value). This value is used to estimate the in -situ relative density
of cohesionless soils and the consistency of cohesive soils. The sampling depths,
penetration distance, and standard penetration resistance values are shown on the boring
logs. The samples were sealed and delivered to the laboratory for testing and classification.
Field logs of each boring were prepared by the drill crew. These logs included visual
classifications of the materials encountered during drilling as well as the driller's
interpretation of the subsurface conditions between samples. Final boring logs included with
this report represent an interpretation of the driller's field logs and a visual classification of
the soil samples made by the Geotechnical Engineer.
SITE CONDITIONS
The site is located at the intersection of Gamer Road and Old Cherry Point Road in New
Bern, North Carolina. The site consists of a relatively flat grass -covered field. At the time of
our drilling, some shallow standing water was observed on the site from the recent rain
events.
SUBSURFACE CONDITIONS
Regional Geology
The project site is located in the Coastal Plain Physiographic Province. The Coastal Plain
consists mainly of marine sediments that were deposited during successive periods of
fluctuating sea level and moving shoreline. The soils in this province consist of sands, silts, and
clays with irregular deposits of shells, which are typical of those laid down in a shallow sloping
sea bottom. Alluvial sands, silts, and clays are typically present near rivers and creeks.
Soil Conditions
The subsurface conditions encountered in the borings are shown on the boring logs and are
briefly described below. The stratification lines shown on the boring logs represent the
2

New Bern Lumber Yard
Terracon Project No. 72065006
February 21, 2006
lferracon
approximate boundaries between soil types; in -situ, the transition between materials may be
gradual and indistinct. Subsurface conditions can also vary between boring locations.
Surface vegetation underlain by approximately 6 inches of topsoil was encountered at the
majority of the borings. The topsoil was predominantly underlain by gray to dark gray and
orange, very soft to medium stiff, sandy clay (CL). An exception occurred at boring B-6,
where black, sandy silt (ML) with wood fragments was encountered. The clay and silt
extended to depths of 5 to 12 feet. The clay and silt were typically underlain by a layer of
clayey sand which extended to depths of 8 to 15 feet. The clayey sand was typically gray
and yellow -brown and had very loose to loose relative density. At some borings, the sand
was underlain by additional gray to dark gray, very soft to soft, sandy clay and silt. The
borings were terminated in the clay, silt, or sand at depths of 15 feet.
Please note that wetlands delineation, the assessment of environmental conditions or
chemical testing for the presence of contaminants in the soil or groundwater of the site were
beyond the scope of the geotechnical services provided.
Groundwater Conditions
The borings were monitored after a stabilization time of approximately 1 to 8 hours after
completing the borings. After the stabilization time, groundwater was measured at the borings
at depths of 0.2 to 1.5 feet. Based on our previous experience in the area, and the water levels
observed at the borings, we expect very shallow groundwater at the site.
The groundwater level fluctuates throughout the year due to variations in precipitation,
evaporation and surface runoff. Based on the results of the borings and our previous
experience in the area, we expect shallow groundwater to be present at the site.
Fluctuations in the groundwater table on the order of 1 to 2 feet are typical in the Coastal
Plain, depending on variations in precipitation, evaporation and surface water runoff.
Seasonal high groundwater levels are expected to occur during or just after the typically
wetter months of the year (November through April). Longer monitoring in piezometers or
cased holes would be required to evaluate longer -term groundwater conditions.
ENGINEERING RECOMMENDATIONS
Geotechnical Considerations
The borings generally encountered very soft to medium stiff clays and silts and very loose to
loose sand. Groundwater was also encountered at the borings at very shallow depths.
3

New Bern Lumber Yard
Terracon Project No. 72065006
February 21, 2006
lferraron
Considering these conditions, we recommend raising site grades to reduce the potential for
unstable subgrades due to shallow groundwater as well as to improve support for floor slabs
and pavements.
Provided the site grades can be raised, the proposed buildings could be supported on
shallow foundations using a modest bearing pressure. Floor slabs can be supported on
grade, but we expect areas with relatively high sustained floor loads (such as warehouse
and storage building floors) could experience significant settlement. In these areas it may be
desired to use non -rigid floor alternatives such as gravel or asphaltic concrete.
Recommendations for the design and construction of foundations and the support of on -
grade slabs and pavements are provided below.
Site Preparation
The near surface clay and silt are moisture sensitive and can be difficult to work. These
difficulties can include softening of exposed subgrade soils, excessive rutting or deflection
under construction traffic, and the inability to adequately dry and compact wet soil.
Site preparation should begin with the stripping of surface vegetation, topsoil, existing
pavements, and any debris. Site stripping should be performed using track mounted
equipment.
We expect the surface soils at the site to be wet and soft after stripping. Because of this
condition and the shallow groundwater at the site, we recommend raising site qrades in the
building and pavement areas at least 3 feet. Additionally, the use of wheel -mounted
construction equipment over the soft soils can cause excessive rutting or deflection of the
subgrade with the potential for this problem increasing with increasing wheel loads or
repetitions. To reduce the potential for rutting and degradation of the subgrade, we
recommend light -weight, track mounted equipment be used during site preparation. Excessive
subgrade disturbance can also be reduced by performing site preparation during typically drier
periods of the year (May through October). Additionally, the site should be graded during site
preparation activities to promote surface water runoff and avoid frequent ponding.
Provided site grades can be raised by at least 3 feet, an 18-inch bridge lift of fill should be
placed over the subgrade initially to provide a stable surface for the placement of additional fill.
The bridge lift should consist of sand as discussed in the Fill Construction" section.
Compaction of the bridge lift can be performed with track -mounted equipment, such as a bull-
dozer. Due to the potential difficulties in compacting the bridge lift over the soft subgrade soils,
4

New Bern Lumber Yard
Terracon Project No.72065006
February 21, 2006
lferracon
a reduced compaction requirement of 90% of standard Proctor (ASTM D 698) maximum dry
density could be specified for the bridge lift.
Fill Construction
All fill material should consist of approved materials, free of organics and debris. Off site fill
placed at the site should preferably consist of clayey or silty fine to medium sand with at least
15 percent passing the No. 200 sieve (SC or SM). "Clean" sand (sand having less than 15
percent clay or silt) is not recommended as fill due to the potential for perched water conditions
developing as the underlying clay traps water infiltrating the sand. It may also be feasible to
reuse the on -site soils as fill material, provided they are dried to a suitable moisture content.
Excessively wet clayey soils will be difficult to adequately compact and slow to dry. All
proposed fill materials should be approved prior to their use.
Structural fill placed above the bridge lift should be spread in maximum 9-inch thick loose lifts
at a moisture content within 2 percent of the optimum moisture content of the material as
determined by ASTM D 698 (standard Proctor). Each lift of fill placed within structural areas
should be uniformly compacted to a dry density of at least 95 percent of the maximum dry
density of the material determined according to ASTM D 698 (standard Proctor).
As discussed previously, the bridge lift should be compacted to at least 90% of the standard
Proctor maximum dry density value.
The geotechnical engineer's representative should perform in -place field density tests to
evaluate the compaction of the structural fill and backfill placed at the site. We recommend a
testing frequency of one test per lift per 2,500 square feet of fill area within the building and
pavement areas. At least one test per lift per 100 lineal feet of utility trench should also be
performed.
Foundations
Assuming the site grades are raised a minimum of 3 feet in the building areas, the buildings
may be supported on shallow spread footings. Footings bearing on approved sand soils can
be sized for a maximum net allowable soil bearing pressure of 1,500 pounds per square foot
(psf). The recommended net allowable bearing pressure is the pressure in excess of the
minimum surrounding overburden pressure at the footing base elevation.
It should be noted that soils marginal for the design bearing pressure were encountered at
some borings. We recommend close observation and testing of footing bearing conditions
during footing construction to verify that suitable bearing materials are present. If unsuitable
5

New Bern Lumber Yard
Terracon Project No. 72065006
February 21, 2006
lrerracon
materials are encountered, they should be overexcavated to a depth recommended by the
geotechnical engineer and replaced with washed, crushed stone meeting the gradation
requirements of NCDOT size No. 57 or 67. When washed. crushed stone is used as the
replacement material, additional compaction of the stone is not required.
The base of all foundation excavations should be free of water and loose soil prior to placing
concrete. Concrete should be placed as soon as possible after excavating to minimize
disturbance to bearing materials. Should the soils at the bearing level become disturbed or
saturated, the affected soil should be removed prior to placing concrete.
Continuous wall footings should have a minimum width of 16 inches and isolated column
footings should have a minimum width of 24 inches. Perimeter footings and footings beneath
unheated areas should bear at a minimum depth of 12 inches below lowest adjacent finished
grade for frost protection and protective embedment. Additionally, we recommend footings not
bear more than 30 inches below the existing grade to prevent overstressing of the deeper
loose soils encountered at the borings.
The foundation settlement will depend upon the variations within the subsurface soil profile, the
structural loading conditions, the embedment depth of the footings, the thickness of compacted
fill, and the quality of the earthwork operations. Assuming that footing construction is
performed in accordance with our recommendations, it is our opinion that total settlement will
be about 1 inch or less. Differential settlement between columns on the order of 1 /2 of the total
settlement should be anticipated.
Seismic Considerations
Based on the borings and our knowledge of geology in the area, the subsurface conditions
correspond most closely with those of Site Class Type "E" as described in Section 1615.1.1 of
the 2002 North Carolina State Building Code (2000 International Building Code with North
Carolina Amendments). This type classifies as a "soft soil profile", with an average standard
penetration resistance (N-value) less than 15 blows per foot in the upper 100 feet.
The Site Class provided above is based on the standard penetration values obtained at the
borings. The shear strength and seismic shear wave velocity parameters at the site could be
further evaluated using cone penetration test (CPT) soundings with seismic shear wave
velocity testing. Depending on the results of the additional testing, it may be possible to
reclassify the site as a Site Class Type "D".
13

New Bern Lumber Yard
Terracon Project No. 72065006
February 21, 2006
Floor Slabs
lrerracon
Provided site preparation and fill construction are performed as discussed in this report,
conventional ground -level floor slabs could be adequately supported on new fill material in
areas where only light floor loads will occur. We expect conventional floor slabs to be feasible
in the showroom and office areas. However, we expect warehouse and storage building
floors will be subjected to relatively high sustained floor loads due to stacked lumber or
storage shelves. We expect relatively large settlements could occur where floors will be
subjected to sustained loads in excess of 250 psf. The magnitude of settlement will depend
on the load applied at the floor as well as the size of the area that is loaded. Floor
settlements in heavily loaded areas could approach 2 to 3 inches. Because of the potential
damage and maintenance associated with large settlements of concrete floors, we suggest
gravel floors be considered in the warehouse and open storage building areas. Concrete
floor slabs could be used in these areas, but we recommend dowels be installed at the joints
to reduce the potential for displacement due to differential settlement.
In areas where conventional concrete floor slabs will be used. we recommend a 4-inch thick
layer of washed stone (NCDOT No. 57 or 67) be provided beneath the building floor slabs to
provide more uniform support and prevent capillary rise.
Additionally, we recommend an impermeable moisture retarder be placed below slabs in areas
were moisture sensitive floor coverings will be used. When moisture retarders are used,
precautions should be taken during the initial floor slab concrete curing period to reduce
differential curing and possible curling of the slabs. The recommendations provided in ACI
302 should be followed.
The floor slabs should be designed to resist the anticipated dead and live loads. We
recommend that the floor slabs be designed using a modulus of subgrade reaction (k) of 125
pounds per cubic inch, with saw cut control joints. We recommend that construction joints in
the slabs include dowels or keyways to improve load transfer across the joints and to reduce
the potential for differential vertical displacement across the joints.
Pavements
Based on the results of the borings, we expect the pavement subgrade soils to consist of
clayey or silty sand or new fill material. We recommend a design CBR value of 3 for
properly prepared "pavement subgrades consisting of the on -site soils. For rigid pavements,
we estimate that a design modulus of subgrade reaction value (k) of 125 psi/in should be
available for subgrades compacted to 95 percent of the standard Proctor maximum dry
density.
►I

New Bern Lumber Yard
Terracon Project No. 72065006
February 21, 2006
lrerraron
Because construction of pavements typically takes place near the end of construction, several
months after general site grading is performed, there is a potential for the pavement subgrade
to become disturbed during the course of the project due to construction traffic and weather.
Because of this, we recommend the pavement areas be rough graded and then proofrolled
with a loaded tandem axle dump truck a few days prior to paving. Particular attention should
be given to high traffic areas that were disturbed, and to areas where backfilled trenches are
located. Areas of unsuitable soils should be undercut and replaced with properly compacted
fill.
Pavement thickness design is dependent upon:
• the anticipated traffic conditions during the life of the pavement,
• subgrade and paving material characteristics, and
• climatic conditions of the region.
Traffic patterns and anticipated loading conditions were not provided at the time of this report.
We anticipate that traffic loads in the showroom and office parking and drive areas will be
produced primarily by automobile traffic and a limited number of delivery and trash removal
trucks. We expect pavements within the storage yard area to be subjected to heavy wheel
loads associated with forklifts.
Three pavement section alternatives have been provided and are based on a minimum of two
feet of off -site fill being placed under the pavement sections. The light -duty pavement sections
are for car traffic only. The heavy-duty pavement sections assume a total of 30,000 ESAL's
(18 kip Equivalent Single Axle Loads) for the life of the pavement and should be used for car
traffic with delivery truck loading. If heavier loading is required, Terracon should review these
pavement sections. Other pavement sections can be considered.
M

New Bern Lumber Yard
Terracon Project No, 72065006
February 21, 2006
TABLE 2
PAVEMENT THICKNESSES
lferracon
THICKNESS (INCHES)
PAVEMENTEpsi)
AL
Light -Duty
Heavy -Duty
Storage
TYPE
Yard
Rigid
5
6
7
one
(NCDOT ABC, Type A or B)
4
4
4
Flexible
Asphalt Concrete
(NCDOT Type S-9.5A or 1-2)
2.5
3
NA
Crushed Stone
(NCDOT ABC, Type A or B)
6
8
NA
Pavements and bases should be constructed in accordance with the guidelines of either the
1995 (for Marshall mixes) or 2002 (for SuperPave mixes) editions of "Standard
Specifications for Roads and Structures", North Carolina Department of Transportation.
Materials, weather limitations, placement, and compaction are specified under appropriate
sections of these publications.
Prevention of infiltration of water into the subgrade is essential for the successful
performance of any pavement. Both the subgrade and the pavement surface should be
sloped to promote surface drainage away from the pavement structure.
GENERAL COMMENTS
Terracon should be retained to review the final design plans and specifications so comments
can be made regarding interpretation and implementation of our geotechnical
recommendations in the design and specifications. Terracon also should be retained to
provide testing and observation during excavation, grading, foundation and construction
phases of the project.
The analysis and recommendations presented in this report are based upon the data obtained
from the borings performed at the indicated locations and from other information discussed in
this report. This report does not reflect variations that may occur between borings, across the
site, or due to the modifying effects of weather. The nature and extent of such variations may
not become evident until during or after construction. If variations appear, we should be
immediately notified so that further evaluation and supplemental recommendations can be
provided.
N

New Bern Lumber Yard
Terracon Project No. 72065006
February 21, 2006
1rerrwon
The scope of services for this project does not include either specifically or by implication any
environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification
or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about
the potential for such contamination or pollution, other studies should be undertaken.
This report has been prepared for the exclusive use of our client for specific application to the
project discussed and has been prepared in accordance with generally accepted geotechnical
engineering practices. No warranties, either express or implied, are intended or made. Site
safety, excavation support, and dewatering requirements are the responsibility of others. In the
event that changes in the nature, design, or location of the project as outlined in this report are
planned, the conclusions and recommendations contained in this report shall not be
considered 'valid unless Terracon reviews the changes and either verifies or modifies the
conclusions of this report in writing.
1n

APPENDIX

GARNER ROAD
I , ;
i HOUSES
I L�JI I
I I I I
i_r_,_,----------- ......_.7
B
' , O
0
TRAILER If
40-
B'2 B4 B•6 �
7 I
I 8'3 B•5 B•T
I ;
I ;
_. _._._,_,_._._ —,_._,'J IV
BORING LOCATION DIAGRAM
GEOTECHNICAL EXPLORATION
LEGEND
PROPOSED GARRIS-EVANS LUMBER YARD
GARNER ROAD 8 OLD CHERRY POINT ROAD
0
— LIMITS OF ASSESSED AREA
NEW BERN, NORTH CAROLINA
60
oaa xrg
vnw re.
'`o- APPROXIMATE BORING LOCATION
a��m:
lrlarracmn
�'•
Approximate Scale
(Feet)
qn y
RRN
„r<Wµ wby m
INN,
CMJn BY:
„/nbrM.lumm Gmv 1.151i
thv: —
i✓IS q>GRiFIR iqy GE.%ER:LLCCA➢ON Ontr.AND 15
NOT INIENOEO FORfA95IRI1Ci1014 PVRI'OSES
J. Y
.lywm 5l:
fyun lk.
7> m
ISMJAY
OECIEOSK81
�ESflVl.RY fi(d

DEPTH DESCRIPTION
(FT.)
0.0
5.5
12S
15X
40.0
Classified By: C. Bonner
Driller. Mann Drilling
Drill Rig: CME-450
Boring Type: Mud Rotary
GR04MD
W
DA'rL'
l'IMI?
DLPTH
L•
rD^SGI ^rGX. ('i. C^
Medium stiff moist to saturated dark gay sandy CLAY
(CL).
Very loose saturated gay and yellow brown slightly
clayey silty fine SAND (SM).
Very soft saturated dark gay slightly sandy SILT (ML).
Boring terniinated at IS flct.
S PENETRATION - BLOWSIFOOT
i a
BORING LOG
BORING NUMBER B-I —
DATE DRILLED71200
PROJECT NUMBER 7 006
PROJECT New Bem Lumber Yard
PAGE I OF i
4
5
3
1
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
S PENETRATION - BLOWSIFOOT
i a
BORING LOG
BORING NUMBER B-I —
DATE DRILLED71200
PROJECT NUMBER 7 006
PROJECT New Bem Lumber Yard
PAGE I OF i
4
5
3
1
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS

DEPTH.. DESCRIPTION
(FT.)
U
0.
5.
40.0
Classified By: C. Bonner
Driller. Mann Drilling
Drill Rig: CME 450
Boring'rype: Mud Rotary
GROUND
W
DA'fli TIMP. DHPIH E
AI'ER READINGS
LEVATION S7ABIL17ATION TIME
,LI 2006 a ms oz
0
g To soil a rox.0_5').
Medium stiffmoist to saturated gray slightly silty sandy
CLAY (CL).
Very loose saturated gray and yellow brown slighlty
silty clayey SAND (SC).
Very sofl saturated dark gray silty fine sandy CLAY
(CL).
Boring terminated at I5 feet.
I a
PENETRATION - BLOWSNOOT
JD 41)
T7
7777 BORING LOG
F
DATRINGNUMBEE DRILLEDR B-2
06
O CT NUMBERc 2/2�20006
OJECT New Bem Lumber Yard
2v�
5
4
3
2
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
0
g To soil a rox.0_5').
Medium stiffmoist to saturated gray slightly silty sandy
CLAY (CL).
Very loose saturated gray and yellow brown slighlty
silty clayey SAND (SC).
Very sofl saturated dark gray silty fine sandy CLAY
(CL).
Boring terminated at I5 feet.
I a
PENETRATION - BLOWSNOOT
JD 41)
T7
7777 BORING LOG
F
DATRINGNUMBEE DRILLEDR B-2
06
O CT NUMBERc 2/2�20006
OJECT New Bem Lumber Yard
2v�
5
4
3
2
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
I a
PENETRATION - BLOWSNOOT
JD 41)
T7
7777 BORING LOG
F
DATRINGNUMBEE DRILLEDR B-2
06
O CT NUMBERc 2/2�20006
OJECT New Bem Lumber Yard
2v�
5
4
3
2
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS

DEPTH
(Fr.)
DESCRIPTION
1 PENETRATION - BLOWS/FOO'
0.0
0.
40.0
Classified By: C. Bonner
Driller: Mann Drilling
Drill Rig: CME-450
Boring Type: Mud Rotary
GROUNDW
DATL
SZ
TIMIi
D('.ITIf
A]hR READINGS
CLCVATION
STAID ZAIIONTIM
vva
bras
ox
�r..-soil r.... . D c,
Medium stiff moist to saturated dark gray slightly silty
sandy CLAY (CL).
Veryloose saturated dark gray slightly silty SAND
(SM).
Very soft saturated dark gray silty sandy CLAY (CL).
Boring terminated at 15 feet.
u 10 20 30 40 60 80 100
•
•
•
•
BORING LOG
BORING NUMBER B-3
DATE DRILLED 2/2/2006
PROJECT NUMBER 72065006
PROJECT New Bem Lumber Yard
PAGE I OF I
4
5
5
3
WOH
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS

DEPTH; DESCRIPTION
(Fr.)
0.0
C.
40.0
Classified By: C. Bonner
Driller: Mann Drilling
Drill Rig: CMF-450
Boring Type: Mud Rotary
DATE
Q
TIME
GROUNDWATER
DEPDI
READINGS
ELEVATION
STABILIZATION TIME
XLW
1.5 1.
OS
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
� T,...�..a ram........ nor
Very loose .0,st to saturated dark gray slightly clayey
silty SAND (SM).
0
Soft to medium stiffsamrated gray and orange slightly
silly sandy CLAY (CI.).
Veryloose saturated dark gray slightly clayey silty
SAND (SM).
I
Boring terminated at IS feet.
P PENETRATION - BLOWS/FOO'
0110 _ 20 30 40 60 80 100
•
•
•
•
O
BORING LOG
BORING NUMBER B4
DATE DRILLED 2/2/2006
PROJECT NUMBER 72065006
PROJECT New Bern Lumber Yard
PAGE I OF I
2
3
6

DEPTH,
(I".)
0.0
0.5
8.0
12.0
15.0
40.0
Classified By: C. Bonner
Driller. Mann Drilling
Drill Rig: CME-450
Boring Type: Mud Rotary
c
ROUND
S[
WATER READINGS
DATIi
TIME
UEf?N
EI .FVATION
STABILIZATION TIME
vLo4
T ms
o.z
—
DESCRIPTION
Topsoil a rox. 0.5' .
Very soft mist to saturated gray and orange slightly
silty sandy CLAY (CL).
Loose saturated gray and yellow brown silty clayey
SAND (SC).
Soft saturated gray silty sandy CLAY (CL).
Boring terminated at 15 feet.
® PENETRATION - BLOWS/FOOT
a
BORING LOG
BORING NUMBER B-5
DATE DRH LED 2/2/2006
PROTECT NUMBER 72065006
PROJECT New Bern Lumber Yard
2
4
5
4
2 I
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS

DEPTH. DESCRIPTION
(FT.)
0.0
0.
8.
40.0
Classified By: C. Bonner
Driller. Mann Drilling
Drill Rig: CME-450
Boring Type: Mud Rotary
GROGND
DATE TIME
W
DFPITt
5 ,Topsoil approx.0.5').
Medium stiff to very stiff moist to saturated black sandy
SILT(ML) with organics
Wood fragments from 6 to 8 feet.
I Loose saturated gray silty clayey SAND (SC) with
organics.
Sofa saturated gray silty sandy CLAY (CL).
Boring terminated at 15 feet.
® PENETRATION - BLOWS/FOOT
0 10 20 30 40 60 80 100
0
7
BORING LOG
BORING NUMBER B-6
DATE DRILLED 2/2/2006
PROJECT NUMBER 72065006
PROJECT New Bem Lumber Yard
PAGE 1 OF 1
4
22
4
3
2 1
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
® PENETRATION - BLOWS/FOOT
0 10 20 30 40 60 80 100
0
7
BORING LOG
BORING NUMBER B-6
DATE DRILLED 2/2/2006
PROJECT NUMBER 72065006
PROJECT New Bem Lumber Yard
PAGE 1 OF 1
4
22
4
3
2 1
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS

UL�;JI:tU r1'1UN
• PENETRATION - BLOWS/FOOT
1!Gr Iil]:
(FT.)
o.o
0
6
8
40.0
Classified By: C. Bonner
Driller. Mann Drilling
Drill Rig: CME-450
Boring Type: Mud Rotary
UROU
DATE
TIME
DEPfH
NUW
FI
.5 To soil a rox. 0.5' .
Medium stiff moist to saturated gray silty sandy CLAY
(CL).
0 Loose saturated gray and yellow brown slightly clayey
silty fine SAND (SM). y
0 Soft saturated gray and yellow brown silty samly CLAY
(CL). C)
0 Very loose Saturated gray silty clayey SAND (S.
� Boring tcmlinated a[ IS fcet.
0
30
T
5
4
4
3
BORING LOG
BORING NUMBER B-7
DATE DRILLED 2/2/2006
PROJECT NUMBER 72065006
PROJECT New Bem Lumber Yard I
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
x
0
30
T
5
4
4
3
BORING LOG
BORING NUMBER B-7
DATE DRILLED 2/2/2006
PROJECT NUMBER 72065006
PROJECT New Bem Lumber Yard I
SEE KEY SHEET FOR EXPLANATION
OF SYMBOLS AND ABBREVIATIONS
x

GENERAL NOTES
DRILLING & SAMPLING SYMBOLS:
SS:
Split Spoon - 1-3/8" I.D., 2' O.D., unless otherwise noted
HS:
Hollow Stem Auger
ST:
Thin -Walled Tube - 2" O.D., unless otherwise noted
PA:
Power Auger
RS:
Ring Sampler - 2.42' I.D., 3" O.D., unless otherwise noted
HA:
Hand Auger
DB:
Diamond Bit Coring - 4", N, B
RB:
Rock Bit
BS:
Bulk Sample or Auger Sample
W B:
Wash Boring or Mud Rotary
The number of blows required to advance a standard 2-inch O.D. split -spoon sampler (SS) the last 12 inches of the total 18-inch
penetration with a 140-pound hammer falling 30 inches is considered the "Standard Penetration" or "N-value".
WATER LEVEL MEASUREMENT SYMBOLS
WL:
Water Level
WS:
While Sampling N/E: Not Encountered
WCI:
Wet Cave in
WD:
While Drilling
DCI:
Dry Cave in
BCR:
Before Casing Removal
AB:
After Boring
ACR:
After Casing Removal
Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. Groundwater levels at other
times and other locations across the site could vary. In pervious soils, the indicated levels may reflect the location of groundwater. In
low permeability soils, the accurate determination of groundwater levels may not be possible with only short-term observations.
DESCRIPTIVE SOIL CLASSIFICATION: Soil classification is based on the Unified Classification System. Coarse Grained Soils have
more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine
Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are
plastic, and silts if they are slightly plastic or non -plastic. Major constituents may be added as modifiers and minor constituents may be
added according to the relative proportions based on grain size. In addition to gradation, coarse -grained soils are defined on the basis
of their in -place relative density and fine-grained soils on the basis of their consistency.
CONSISTENCY OF FINE-GRAINED SOILS RELATIVE DENSITY OF COARSE -GRAINED SOILS
Standard
Unconfined
Penetration or
Standard Penetration
Compressive
N-value (SS)
or N-value (SS)
Strength. Cu. psf
Blows/Ft
Consistency
Blows/Ft
< 500
<2
Very Soft
0-3
500 — 1,000
2-3
Soft
4-9
1,001 — 2,000
4-6
Medium Stiff
10-29
2,001 — 4,000
7-12
Stiff
30-49
4,001 — 8,000
13-26
Very Stiff
50+
8,000+
26+
Hard
RELATIVE PROPORTIONS OF SAND AND GRAVEL
Descriptive Term(s) of other
Percent of
constituents
Dry Weight
Trace
< 15
With
15-29
Modifier
> 30
RELATIVE PROPORTIONS
OF FINES
Descriptive Term(s) of other
Percent of
constituents
Dry Weight
Trace < 5
With 5-12
Modifiers > 12
Relative Densitv
Very Loose
Loose
Medium Dense
Dense
Very Dense
GRAIN SIZE TERMINOLOGY
Major Component
of Sample Particle Size
Boulders Over 12 in. (300mm)
Cobbles 12 in. to 3 in. (300mm to 75 mm)
Gravel 3 in. to #4 sieve (75mm to 4.75 mm)
Sand #4 to #200 sieve (4.75mm to 0.075mm)
Silt or Clay Passing #200 Sieve (0.075mm)
PLASTICITY DESCRIPTION
Term
Plasticity Index
Non -plastic
0
Low
1-10
Medium
11-30
High
30+
Irerracon

UNIFIED SOIL CLASSIFICATION SYSTEM
Criteria for Assigning Group Symbols and Group Names Using laboratory Tests"
Coarse Grained Soils
Gravels
Clean Gravels
Cu z 4 and 1 s Cc s 3`
More than 50%retained
More than 50% of coarse
fraction retained on
Less than 5% fines`
Cu <4 and/or 1 > Cc > 3e
on No. 200 sieve
No. 4 sieve
Gravels with Fines More Fines classify as ML or MH
than 12% fines`
Fines classify as CL or CH
Sands
Clean Sands
Cu z 6 and 1 s Cc s 3`
50% or more of coarse
Less than 5% fines°
fraction passes
Cu c 6 and/or 1 > Cc > 3E
No. 4 sieve
Sands W th Fines
Fines classify as ML or MH
More than 12% fines-
Fines Classify as CL or CH
Fine -Grained Soils
Silts and Clays
inorganic
PI > 7 and plots on or atlove "A" line'
50 % or more passes the
Liquid limit less than 50
No. 200 sieve
PI < 4 or plots below "A" line'
organic
Liquid limit - oven dded
< 0.75
Liquid limit - not dried
Sills and Clays
inorganic
PI plots on or above "A" line
Liquid limn 50 or more
PI lots below "A" line
organic
Liquid limit - oven dried
< 0.75
Liquid firm" - not dried
Highly organic soils
_ Primarily
organic matter, dark in
color, and organic odor
"Based on the material passing the 3-in. (75-mm) sieve
'If field sample contained cobbles or boulders, or both, add "with cobbles
or boulders, or both" to group name.
cGravels with 5 to 12% fines require dual symbols: GW-GM well -graded
gravel with sill, GW-GC well -graded gravel with day, GP -GM poorly
graded gravel with silt. GP -GC poorly graded gravel with day.
° Sands with 5 to 12% fines require dual symbols: SW-SM well -graded
sand with sill, SW -SC well -graded sand with day, SP-SM poorly graded
sand with silt, SP-SC poorly graded sand with day
eCu = DadD,o Cc = —(DM)r
D10 x Dm
`If soil contains >_ 15%sand, add Vth sand" to group name.
cif fines classify as CL-ML, use dual symbol GC -GM, or SC-SM.
60
w 40
O
>Z
F 30
U
5 20
a
10
7
4
0
0
Soil Classification
Group
Symbol
Group Name°
GW
Welfgraded gravel`
GP
Poorly graded gmvel`
GM
Silty gmvef G"
GC
Clayey gravelfO^
SW
SP
Well, Waded sand'
Poorly graded sand'
SM
S6ty
SC
Clayey sand-"
CL
Lean clay"""
ML
Silt- "
OL
Organic Gay"'"'"
Organic sill't14O
CH
Fat day""
MH
Elastic Silt"'"'
OH
Organic day`i-
Organic silt"i"O
PT
Peat
"if fines are organic, add "with organic fines" to group name.
' If soil contains >_ 15% gravel, add 'W in gravel" to group name.
J If Atterberg limits plot in shaded area, soil is a CL-ML, silty day
'if soil contains 15 to 29% plus No. 200, add'With sand" or'With
gravel," whichever is predominant.
`If soil contains >_ 30% plus No. 200 predominantly sand, add
'sandy" to group name.
" if soil contains 2 30% plus No. 200, predominantly gravel, add
"gravelly' to group name.
"PI 2 4 and plots on or above "A' line.
OR < 4 or plots below "A" line.
e PI plots on or above 'A" line.
oPl plots below "A" line.
For classification of fine-grained
soils and fine-grained fraction
of coarse -grained soils
Jce�;
Equation of -A' - line
Horizontal at PI=410 LL=25.5.
then PI=0.73 (LL-20) —
I
71-
moo`
G
01r
I
Equation of'U' - line
Vertical
I
at LL=16 to PI=7, �'�
--I
--
then P60.9 (LL-6) --rv`—
0�
Gv
'
i
MH or OH
i
I
ML or OL
i I�
I
10 16 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT (LL)
Form 111-6,99
1 rerracon

NORTH CAROLINA DEPARTMENT OF ENVIRONMENT & NATURAL RESOURCES
Division of Water Quality - Stormwater Permitting Unit
COASTAL STORMWATER APPLICATION CHECKLIST
The following items are considered when reviewing an application in accordance with T15A:02H.1000,
Stonmwater management. This checklist is intended to (1) assist the reviewers in maintaining consistency
during the review process and (2) facilitate communication between the reviewer and applicant. It is not
intended to replace information (including other lists) which may be part of the application form,
supplements, BMP manual or the regulations. Nor is it intended to bypass best professional judgement with
respect to the sufficiency of the information submitted.
This double sided page lists those items impacting "Application Completeness". "Project Types and
Supplements" follows the checklist and provides an overview of low density, general, and high density
projects and the associated supplement forms. The latest versions of all referenced forms and documents
may be obtained on-line at http://h2o.enr.state.nc.us/su/Forms Documents.htm.
APPLICATION COMPLETENESS
1) Stormw ter Permit Application Form (SWU-101)
a. Original and one copy are provided. The copy will be returned to the applicant with the
permit.
b. /All items of the application are completed
C. Tamed applicant is an owner or corporation
d. ::�or corporations, registration with the Secretary of State is verifiable on the online
da;abase. Cwff2 <—
e. Z Signing official is the owner, a corporate President or Vice President, or an LLC
5;ii ber/manager. Documentation is required verifying LLC member status. If the permittee
wishes to delegate signature authority, a signed letter from the applicant must be provided
and it must include the name, title, mailing address and phone number of the authorized
signer
f.-Receiving stream classification is correct.
g. :Submittal requirements are initialed by hand.
h. 7ZOriginal signature is provided under applicant certification.
2) Plans
a. Tw ` pies are provided. The copy will be returned to the applicant with the permit.
b. _ an Is based on a topographical survey.
C. Development / project name is consistent with the application form.
d. -Engineer name, firm and seal are located on each page of the plans. For low density
projects not requiring engineered stormwater controls, the plans need not be sealed.
e. /Legend is provided including north arrow, scale, and plan details.
f. _ZLocation map is shown with named streets or NCSR numbers and distance to nearest
town or city.
g. :Date is listed.
h. ✓Revision number & date are listed, if applicable.
i. ZProperty and project boundaries are included.
j. -Wetlands are delineated, or a note on the plans states that none exist.
k. ,c Other geologic features are included: rock outcrops, streams, lakes, ponds, etc.
I. Mean high water line is identified, if applicable.
m. _ Drainage areas are delineated, including all off -site contributions.
n. _ Existing contours, proposed contours, spot elevations, and finished floor elevations are
clearly shown.
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q. _ZStormwater conveyance and management systems are shown. These include level
spreaders, side swales, wet detention ponds, infiltration trenches and basins, etc.
r. " Ror wet ponds, average depth is consistent with maximum depth.
s. na Monitoring wells or benchmarks are located.
t. -✓Drainage easements and pipe sizes are identified.
u. 5, Vegetated buffers (where required) are labeled.
V. qa Vegetated filters (where required) are identified.
w. � Level spreaders (where required) are identified.
X. ;iA-Dimensioned typical unit footprint for multi -unit developments are given.
y. _✓Details of roads, parking, cul-de-sacs, sidewalks, and collection systems are shown.
Z. ✓Details of stormwater control measures are included.
aa. ,L Vegetative stabilization plan is included.
3) Supplement Fomt(s) — these are general supplement requirements; see the following page for
further information on specific project types.
a. One original and one copy are provided. The copy will be returned to the applicant with the
permit.
b. _✓Correct supplements are provided for each drainage area.
C. 1AII items on the supplement(s) are completed.
d. /Project information is consistent with the application and plans.
e. Operation and Maintenance agreement for engineered stormwater systems including curb
outlet systems is signed and notarized.
4) Fee - $420 made payable to NCDENR is enclosed.
6) Narrative - the existing and proposed site characteristics, use, drainage, and stormwater
management plans are clearly described.
6) Calculations
a. _supporting calculations are provided for the numerical data submitted in the application
and supplements.
b. _For engineered stormwater controls, supporting calculations are signed and sealed.
7) Soils Report
a. e"For projects with engineered stormwater controls, a soils report is provided.
b. ,'On -site soil borings at the location of the proposed treatment system are included.
C. s A soil profile and characteristics including the depth to the seasonal high water table
(SHWT) is given.
d. /-Findings are related to the NRCS County Soils map, an 8% x 11 inch copy of the county
soils map with the project location shown is provided. l
8) Vegetation Plan
a. LTemporary and permanent grass seeding specifications are provided.
b. -,For projects with engineered stormwater controls, the plan includes additional species,
16cations, spacing, soil preparation, fertilizer requirements, procedures and a schedule for
installation. The plan was prepared by a qualified individual.
9) Deed Restrictions - Deed restrictions are provided for subdivisions and projects with outparcels.
These are necessary to ensure ongoing compliance. Examples of appropriate forms for each type
of project are available upon request (reference document names and locations).
J:\WPDATA\WQS\State SW-TMA\SW Application Review Checklist revised (Updated 6/18/07)

PROJECT TYPES AND SUPPLEMENTS
A. Low Density: Supplement SWU-104 or SWU-105
Applicability:
• Low density projects may not result in built -upon surfaces in excess of 25% or 30%, depending on
the classification of the receiving stream. For calculating density with wetlands, see guidance
memo (reference document and location). /
• In low density projects, stormwater is conveyed,primarily via sheet flow and swales with limited
piping for under road conveyance. Curb outlet systems may also be used in a low density project.
• No area of the project may be confiigured�such that it constitutes a pocket of high density. In other
words, if development is concentrated such that the undeveloped land does not significantly impact
treatment of the stormwater runoff from the developed or impervious surfaces, the low density
option may not be applied to the overall project.
• Low density projects must maintain a 30 foot wide vegetative buffer. That is, any impervious
surfaces must be at least 30,feet from surface waters, measured horizontally from the structure to
the mean high water line of'the surface water.
• All swales and related vegetated slopes must be 3:1 (horizontal to vertical) or flatter.
• Regulatory References: NCAC Title 15A, 02H.1005, 02H.1008(g).
SWU-104 is required for I low density projects for which lot subdivision and selling is intended. All
sections of the supplement should be completed including the built -upon area per lot calculation.
Deed restrictidns are required.
SWU-105 is required for low density projects in which curb and gutters are incorporated. All sections
should.be completed including swale design, Table 1. Supporting calculations should also be
supplied. The maintenance agreement contained within the supplement must be signed and
notarized.
171
Applicability:
• General permits may be issued for certain groups of similar activities, including
(1) construction of single family residences (SWG01),
(2) bulkheads and boat ramps,(SWG02),
(3) clearing and grading (SWG03), and
(4) linear utility projects (SWG04).
• For these types of p ojects, a Notice of Intent should be submitted. Upon review and approval, a
Certificate of Coverage will be issued covering the applicant under a general permit.
• Regulatory Reference: NCAC Title 15A, 02H.1013.
C.
General Considerations:
All runoff from the built -upon area shall be collected by swales, piping, or other means and directed
to an engineered stormwater control device or system. Runoff shall also be collected from
contributing off -site areas.
Wet ponds and infiltration basins and trenches are commonly utilized engineered stormwater
control devices. Other options include bioretention areas, extended dry detention basins,
stormwater wetlands, off -site systems, and innovative and alternative systems.

All systems shall be designed to meet minimum criteria, as listed in the regulations, the supplement
and in accordance with the current version of the Water Quality Section Stormwater Best
__Management Practices (BMP). The current BMP manual may be viewed through a link at
http://h2o.enr.state.nc.us/su/Forms Documents Main.htm
•All swales and related vegetated slopes shall be 3:1 (horizontal to vertical) or less steep.
• Operation and Maintenance plans are required for each engineered stormwater management
system. Plans are included in the respective supplements and they must be signed and notarized.
• For the purposes of operation and maintenance access, all stormwater management structures
shall be located within recorded drainage easements.
• Plans for engineered stormwater control systems shall be prepared and sealed by a professional
engineer.
• Supporting calculations must also be signed, dated and sealed.
• One supplement shall be submitted for each drainage area.
• Regulatory Reference: NCAC Title 15A, 02H.1008.