SW6130105_HISTORICAL FILE_20130311

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW_ &�D���
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
RP HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
a
YYYYMMDD

RECEIVED
MAR 1 12013
DENR-FAYETTULLE REGIONAL OFFICE
TO: NCDNR-Division of Water Quality
Stormwater Permitting
1650 Mail Service Center
Raleigh, North Carolina 27699-1650
WE ARE SENDING YOU
❑ Shop Drawings
❑ Copy of Letter
LETTER OF TRANSMITTAL
Date
Job No. 2011105
January 17, 2013
ATTENTION:
Brian Lowther, Environmental Engineer
SUBJECT:
Spring Lake Congregation Kingdom Hall
Phase 2 Stormwater Plan
❑� Attached ❑ Under separate Cover via
❑ Prints ❑ Plans ❑ Samples
❑ Change Order ❑ Other
Mail
❑ Specifications
the following items:
COPIES
DATE
No.
DESCRIPTION
2
1/17/2013
Construction Plans
2
1/17/2013
Calculations
2
1/17/2013
SW101 Apps plus Wetland Sup and O&M Agreement
THESE ARE TRANSMITTED as checked below
0 For Approval
❑ Approved ❑ Resubmit copies for approval
❑ For Your Use
❑ Approved as Noted ❑ Submit copies for distribution
❑ As requested
❑ Disapproved ❑ Return copy with approval
❑ For Review and Comment
❑ Other
REMARKS
Brian
Please forward to appropriate reviewer if not you. Feel free to call me if you
have any questions. Thanks , David L. Smith, P.E
919-861-6257
RIVERS 8r ASSOCIATES, INC.
COPY TO SIGNED: If enclosures are not as noted, kindly notify us at once David L. Smith, PE
dsmith(@riversandassociates.com
6131 Falls of Neuse Road, Suite 300 ' Raleigh, North Carolina 27609 ' [phone] ' FAX [phone]
107 East Second Street ' Post Office Box 929 ' Greenville, North Carolina 27835 ' [phone] ' FAX [phone]

STORMWATER IMPACT STATEMENT AND NARRATIVE
JANUARY. 2013
SPRING LAKE KINGDOM HALL
SPRING LAKE, HARNETT COUNTY, NORTH CAROLINA
OWNER: SPRING LAKE CONGREGATION OF JEHOVAH'S WITNESSES, INC.
2415 ROSEHILL ROAD
FAYETTEVILLE, NORTH CAROLINA 28301
ENGINEERS: RIVERS AND ASSOCIATES, INC.
107 EAST SECOND STREET
GREENVILLE, NORTH CAROLINA 27835
252-752-3974
NC LIC NO. F-0334
RECEIVED
MAR 1 12013
MR -FAYETTEVILLE REGIOR'AL OFFICE
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STORMWATER MANAGEMEN PLAN:
SPRING LAKE KINGDOM HALL
SPRING LAKE, HARNETT COUNTY, NORTH CAROLINA
JAN, 2013
LOCATION
This site is located on a secondary state road (Raynor Road - SR 2052) approximately 600 feet
east of the intersection of NC 210 and SR 2052 on the north side of SR 20525 in an
unincorporated area of southern Harnett County, North Carolina.
SITE DESCRIPTION:
The site is a gently sloping (2%+-), cleared site previously possibly used for agricultural
purposes in the past. No improvements are present on the site. Soil types on this site consist of
predominantly Norfolk loamy sand (No). The Seasonal High Water Table was estimated at
36" below the ground surface in the area to be utilized for treatment. A soil report with Ksat
infiltration results is attached.
There are no wetlands or streams located on the property
PROPOSED PROJECT
The proposed project consists of the construction of a 5,000 SF single story building and
associated paved parking. The total disturbed area is approximately 1.6 acres. The project
includes site building sewer to on -site septic disposal and water tap for water.
The front half (south and bulk of development area) of the site drains into the existing state
road ditch and the property to the south east where it eventually discharges into the Upper
Little River in the Cape Fear basin. The back half of the site (north and predominantly the
septic disposal area) of the site drains overland across adjacent property (same ownership) to a
natural swale and eventually to the Upper Little River.
An offsite area drains to the site from the west (approximately 1.2 ac.) and is currently or
intermittently cultivated farm land. Runoff from this area will be collected, treated, and
discharged from the site.
Stormwater Management - In accordance with NCDNR's interactive map, this site is subject
to state Phase II water quality treatment regulations.
E

STORMWATER MANAGEMENT MEASURES:
The soil analysis of the site in the area to be utilized for treatment indicated low Ksat
infiltration rates (0.29 in/hr). This infiltration rate is below the threshold for an infiltration
BMP. The SHWT was estimated at 36" below the ground surface. This depth combine with
the relative low elevation differential across the site rendered a Bioretention BMP to be
impractical. A stormwater wetland is proposed which will meet the Phase II treatment and
discharge control requirements.
The proposed wetland has been sized to accommodate the on and off site drainage areas and
routing is attached showing no increase in the discharge for the 1 year - 24 hour storm in
accordance with the Phase II requirements. The basins are capable of containing the expected
runoff volume from the 1, 2, 10, 25-yr storms without increased discharge to surface waters.
An analysis point was chosen at the south west corner of the site where discharge occurs from
a combination of the existing DOT roadway ditch and the proposed wetland outlet. Results are
tabulated below:
RETURN
PERIOD
PRE
DEVELOPMENT
PEAK (CFS)
POST
DEVELOPMENT
PEAK (CFS)
WETLAND
STAGE
(FEET)
WETLAND
STORAGE
(CF)
1
3.46
1.96
215.15
4,937
2
5.31
3.30
215.37
6,127
10
11.10
10.89
216.00
9,561
25
14.94
14.68
216.31
11,642
100
21.37
22.07
216.71
14,414
No detrimental stormwater impacts are anticipated as a result of this development.
Calculations, drainage area maps, and backup attached.
ki

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email [e-mail]
February 24, 2012
Mr. David Smith, PE
6131 Falls of Neuse Road
Suite 300
Raleigh, NC 27609
Re: Hydraulic conductivity (permeability) analysis & seasonal water table determination
(SI-I WT) for stormwater retention area, Kingdom Hall (Spring Lake) site, PID 010524
0018 18, Raynor Road, Harnett County, North Carolina
Dear Mr. Smith,
An evaluation of soil properties and hydraulic conductivity (Ksat) has been conducted at
your request on the aforementioned property. The purpose of the investigation was to
determine soil water table depths (SI-1 WT) based on soil profiles. In addition, Ksat was to
be provided at a depth 2.0 feet above the SH WT elevation for use with stormwater
retention basin design.
Saturated hydraulic conductivity of the unsaturated zone was measured in a similar
method as described in the Soil Science Society of America Journal, Vol. 53, no 5, Sept. -
Oct. 1989, "A Constant Permeameter for Measuring Saturated Hydraulic Conductivity of
the Vadose Zone" and Comparison of the Glover Solution with the Simultaneous
Equations Approach for Measuring Hydraulic Conductivity." This consists of advancing
a small diameter bore hole to a predetermined depth (typically 2 feet above SHWT). At
this depth, a constant head (pressure) was established and maintained. Flow
measurements were made at timed intervals after flow stabilized.
Soils at the proposed basin site are most similar to the Norfolk soil series (see attached
boring log). Two borings were advanced to 8.0 feet. Seasonal High Water Table
(SI-I WT) as determined by evidence of colors ol'chroma 2 or less (and/or concentrations
of high redox mottles) was encountered at a depth of 36 inches below the ground surface.
SOIUSITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USEISUBDIVISION PLANNING
GROUNDWATER DRAINAGE/MOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION 8 DESIGN

Two compact constant head permeameter (CCHP) tests were Conducted at it depth of 1.00
feet below the ground sttrfitce. The measured Ksat rate in boring I was 8.05 em/hr
(equivalent to 3.17 inches/hour). The measured Ksat rate in boring 2 was 0.73 cm/hr
(equivalent to 0.29 inches/hour).
fhe attached map shows locations of the sample points as well as Ksat location.
It should be noted that the reported SH W"f does not necessarily reflect the elevation of
static groundwater (due to variations in groundwater recharge rates. annual rainfall_
drought conditions, etc.).
The data presented in this report are limited by a number of considerations. The primary
consideration is that soil formations can be highly variable. The sails found on this site
can be subject to inclusions of other soil types; perched water. artesian conditions and/or
layers of undulating low permeability clay seams. These and other soil conditions can
have an affect on the steady state of groundwater flow. To the extent possible, we have
identified the soil types that will impact the flow of groundwater, and have provided a
professional opinion as to the depth of SII WT.
I trust this is the information you require at this time.
Sincerely,
�Zz�y
Mike Eaker
NC Licensed Soil Scientist #1030
"D Soft
pEL 0,

Southeastern -Soil &-Enviro mental -Associate:
P.O. Box 9321
=0100 E2020600 Fayetteville, 112 8311
Ph %i 3-(910)-822� &9,---E2021100_E2021200___
Email mike® southeastemsoil.com
r`
X = Soil Boring/Ksat Locations (Kingdom Hall - Spring Lake)
Raynor Road, Harnett County, INC
US State Plane 1983 Scale 1:1,250 KH-RAYNOR.cor
North Carolina 3200
NAD 1983 (Conus) N 0 150.0 2/24/2012
I _ GPS PathfinderoOffice
�r sM{� p
P/ � .Sli(f�/t� US Survey Feet �d•g�''�b'ee
SOIVSITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING
GROUNDWATER DRAINAGE/MOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email mike®southeasternsoil.com
Typical Profile Description for Kingdom Hall (Spring Lake), Raynor Road, Harnett
County, North Carolina
This map unit consists ol'well drained soils on uplands. These soils formed in loamy marine
sediments. Slopes range from 0 to 2 percent.
Ap - 0 to 4 inches; very dark brown ( 10YR 2/2) loamy sand; weak fine granular structure; very
friable; many fine roots; abrupt smooth boundary.
E - 5 to 8 inches; dark grayish brown (10YR 4/2) loamy sand; weak fine granular structure: very
friable; few small roots; abrupt smooth boundary.
Htl - 8 to 26 inches: olive brown (2.5Y 4/3) sandy clay loam; weak fine subangular blocky
structure; friable: slightly sticky, slightly plastic: clay coating and bridging of sand grains; many
fine roots; abrupt smooth boundary.
Bt2 - 26 to 36 inches; light yellowish brown (2.5Y 6/4) sandy loam; few medium prominent
yellowish red (5YR 5/6) mottles; weak fine granular structure; very friable; gradual wavy
boundary.
C I - 36 to 68 inches; very pale brown (10YR 8/2) loamy sand; common coarse prominent
yellowish red (5YR 5/6) and common fine distinct light yellowish brown (2.5Y 6/4) mottles:
pockets of sandy loam; weak fine granular structure; very friable; abrupt smooth boundary.
C2 - 68 to 86 inches; very pale brown (I OYR 8/2) loamy sand; common coarse prominent
yellowish red (5YR 5/6) mottles; massive; firm, abrupt smooth boundary.
C3g - 86 to 96 inches; white (10YR 8/1) gravelly loamy sand; massive structure; firm
SH WT @ 36 inches below ground surface (I OYR 8/2)
SOIUSITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING
GROUNDWATER DRAINAGE/MOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION 8 DESIGN

1ARNETT COUNTY TAX ID#
Predsredb� ert hl6rBox 1057, Lillington, NC 27546
Return t r ,fl✓
Revenue tam $14 0 V
PIN: g0524 - 94. 0:0 4-12-0111.000; 0524-12-2490.000
NORTH CAROWA
HARNETT COLN
THIS DEED, mad and to in this G day of TGT_, 2011, by and between
Robert B. Morgan, Commissi er1 in er d ("Grantor"); and Spring Lake Congregation
ofJehovah's Witnesses, Spring fie, rt ar a, Inc., 1305 Koinonia Drive, Spring Lake, NC
28390, ("Grantee");
W1TNEH
THAT WHEREAS, in a certain spe 'al pr edi eni
Estate of Billy Ray Cox, Petitioner vs. Billy seph Co e
20110097Y7
FOR REGISTRATION REGISTER OF DEEDS
K14URLY S. KFQWWE
All At N 01:31:32 PN
aK:2003 P6:465467 FEE:$22.00
NC REV STW3140.00
I00 t MST
led "John Lacy Cox, Executor of the
inor and David Coffee, Father and
Guardian of Billy Joseph Coffee, Respondent", be nMC n her I I SP 0162, brought and
pending before the Clerk of the Superior Court of Co orth Carolina, an order was
made by said court appointing Grantor as Commissioner to aleaf�jth a public or private sale,
subject to the confirmation of the court, the land hereinafte de edN
AND WHEREAS, said Grantee offered to buy said lands fo he ce
eventy Thousand
Dollars ($70,000.00);
AND WHEREAS, said Grantor reported said sale to the courtt
ed open
for ten days and no advanced bid was filed;
AND WHEREAS, on the 27'" day of June, 2011, said court entein
andconfirming
said sale and directing said Grantor as Commissioner to ma,liiler
o
said Grantee a good and sufficient deed for said land upon the payment to him of said ur ep c ,
AND WHEREAS, said purchase price has been fully paid;
f

NOW, THEREFORE, said Grantor, acting as Commissioner as aforesaid, under authority
of court and in consideration of the said purchase price of Seventy Thousand Dollars
bargained and sold and by these presents does grant, bargain, sell, and convey unto
its successors and assigns a certain tract or parcel of land lying and being in
Township, Harnett County, North Carolina and more particularly described as
as shown on that map entitled "Doerco Enterprise, Inc."
Surveyors, recorded as Map 498 - 103, Hamett County
its recordation reference is incorporated herein for a full
TO HAVE H D d lands and premises, together with all privileges and
appurtenances thereunto b ong' , t t aid Grantee and its successors and assigns in as full and
ample a manner as said Gran or i ion as aforesaid is authorized and empowered to
convey the same.
1N TESTIMONY WHE , sa' Grantor,, a gas Commissioner as aforesaid, has
hereunto set his hand and seal the day and year fi above 'tten.
NORTH CAROLINA
MWUO�COIJUNTNT
Y
cun](wao
I, a Notary Public for said County and State aforesaid, cJ
Commissioner, personally appeared before me this day and ac l
foregoing instrument. n
Witness my hand and official stamp or seal, this d day
Printed/fyped Name
My Commission

O
� jkY. s Ca(�h
�T c AR
RLY S. HARGROVE
�F DEEDS, HARNETT
NELIUS HARNETT BLVD
-UITE 200
Filed For Registration: 07/08 0
Book: RE 286',�/g,,
Document No.: 2011009797
DEED 3 PG!
NC REAL ESTATE EXCISE TAX: $140.00
Recorder: MARYANNE
State of North Carolina, County of Harnett
KIMBERLY S. HARGROVE , REGISTER OF DEEDS
DO NC
2011009797
27546

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Fete Ss.P71 c. Api-A .
Southeastern Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311
Phone/Fax [phone]
Email [e-mail]
February 24, 2012
Mr. David Smith. PE
6131 Falls of Neuse Road
Suite 300
Raleigh, NC 27609
Re: Preliminary soil evaluation for subsurface waste disposal, +/- 2 acre combined tract
(PID 010524 0018 & 010524 0018 19, Raynor Road, Harnett County, North Carolina
Dear Mr. Smith,
A preliminary soils investigation has been completed for the above referenced tract at
your request. The property is located on Raynor Road as illustrated on the accompanying
map. The purpose of the investigation was to determine the extent of soil areas that may
have the ability to support a subsurface waste disposal system for a proposed church
facility [total facility flow of 720 gallons per day; up to 240 sanctuary seats u 3 gallons
per seat per day; no fellowship hall]. All ratings and determinations were made in
accordance with "Laws and Rules for Sanitary Sewage Collection, Treatment, and
Disposal, 15A NCAC 18A .1900".
Southeastern Soil and Environmental Associates, Inc. (SSEA) performed these soil
evaluations in February, 2012. SSEA traversed the property and observed landforms
(slope, drainage patterns, etc.) as well as soil conditions through the use of hand auger
borings and/or soil probes.
Soils on this site are dominantly suitable or provisionally suitable for a subsurface waste
disposal system to serve the proposed facility. Typically, these soils exhibited 10 or more
inches of fine loamy sand underlain by sandy clay loams to depths of 48 or more inches.
Soil wetness, depth, and mineralogy were typically provisionally suitable to depths of at
least 36 inches. A 720 gpd church facility would require approximately 12,000 sq.11. of
this soil area for drainfields and repair areas (exclusive of setbacks from lot lines,
facilities. etc.). (Note: These square footage recommendations assume appropriate
SOIL/SITE EVALUATION • SOIL PHYSICAL ANALYSIS • LAND USE/SUBDIVISION PLANNING
GROUNDWATER DRAINAGE/MOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

topography for a practical septic system layout on topographical contour. Space
requirements could increase with difficult topography, irregular lot lines, etc.) The initial
septic system in these soil types would require a 1,500 gallon septic tank with a
conventional drainlield (GOO linear leet of conventional drainline based on an [A -Alt of
0.4 gpd/sq. ft. installed on contour).
Note: Any site grading or soil removal in these suitable or provisionally suitable
areas may alter the findings of this report and render sites unusable. Areas for
septic disposal must remain undisturbed (no mechanical clearing, stripping,
excavation or heavy traffic).
Southeastern Soil and Environmental Associates, Inc. is pleased to be ofservice in this
matter. We look forward to assisting in additional site analysis or septic design needs you
may have in the future. Please feel free to call with any questions.
Sincerely,
Mike Eaker
President r�r�El7 Solt
GNPEL D. �%y\
F f
Nib •®oaMW�

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305 W Cornelius Harnett Blvd. Suite 100
Llllingten NC 27546
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RIVERS & ASSOCIATES, INC.
Engineers/Planners/Surveyors
One Springfield Center
6131 Falls Of Neuse Road, Suite 300
J RALEIGH, NORTH CAROLINA
[phone] Fax [phone]
JOB KH - 5P21A)(—) LIa9C
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RIVERS & ASSOCIATES, INC.
Engineers/Planners/Surveyors
One Springfield Center
6131 Falls Of Neuse Road, Suite 300
RALEIGH, NORTH CAROLINA
[phone] Fax [phone]
JOB LAK"--
SHEET NO. OF
CALCULATED BY DATE
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RIVERS & ASSOCIATES, INC.
Engineers/Planners/Surveyors
One Springfield Center
6131 Falls Of Neuse Road, Suite 300
RALEIGH, NORTH CAROLINA
[phone] Fax [phone]
SHEET NO. OF
CALCULATED BY DATE
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.. .. ... .. .... . .. .. . ... ... . .. ... .. ... . .........
e
. .. ... .. .. . ........
............. . .... .
.......... .. ...... .. ..............
.......... .... . .... ........... . .... .. ..... . .
... . ...... �c
.. . .... .... . ..... .... ......... .. .. .. ... ...
.. .. .. ... .. ... ..... -
... ...... ..
. . ............ -
.... .............. . ........
.. ... ... .. -
. .......... . . ... ..
........ ........
T t
... . .......... . . .......... ....... . ..
... .. ... .. .. .. .. .. ... .............. ....... .... ....... .. .. ... ...
............
............ .. . ....... .... ..........
..... .... .... ....... ...... ...
........... .. -
.............. - ... . .... . . ..............
.. ...
. ...
. ........... .. ....
.... ..... ............. ...........
. .. ... .. ...
.. .. ... . . ........... . ........... ..... . ....
... .. ...... . ... .. ...
....... - . .. .. ..
.. ... ... ...............
.. ... ... ...
... .. ... . ........ ... ... ... .. ...
............ . .... . ...... .. ... .. ...
. ... .. ... ..
PRODUCT 204 1 (SNe SVM) 20i1 (PW,d)

Precipitation Frequency Data Server
Page I
NOAA Atlas 14, Volume 2, Version 3 1-
�
Location name: Spring Lake, North Carolina, US* ;j
Coordinates: 35.2390,-78.9296 # W'
s s Elevation: 216ft*
a
'source: Google Maps
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Malin, B. Lln, T. Pancybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular i PF gall I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)'
Average
recurrence interval(years)
Duration
1
2
5
10
25
��]���
50
100
200
500
1000
0.433
0.511
0.595
0.657
0.731
0.783
0.833
0.878
0.932
0.975
5•min
(0.391-0.483)
(0,462-0.570)
(0.537-O.fi63)
(0.593-0.731)
(0.656-0.812)
(0.702-0.868)
(0.742-0922)
(0.779-0.971)
(0.819-1.03)
(0.851-1.08)
0.692
0.817
0.952
1.05
1.16
1.25
1.32
1.39
1.47
10-min
(0.625-0.772)
(0.739-0.912)
(0.861-1.06)
(0.948-1.17)
(1.05-129)
1(1.18-1
47)
(1.23-1 54)
(130-1.63 )
( 1.54 )
1 34-1.70
0.865
1.03
1.21
1.33
1.48
i.58
1.67
1. 66
1.86
1.93
15-min
(0.782-0.965)
(0.929-115)
1 (1.09-1.34)
1 (1.20-148)
1 (1.33-164)
1 (1.42-1.75)
(149-1.85)
1 (1.56-1.94)
(1.63-2.05)
(1.68-2.13)
1.19
1.42
1,71
1.93
2.19
2.38
2.56
2.73
2.95
3.12
30-min
(1.07-132)
(1.28-1.58)
(1.55-1.91)
(1.74-2.14)
(1.96-243)
1 (2.13-2.64)
1 (2.28-2.84)
j (2.42-3.03)
(260-3.27)
(2.72-3.45)
1.48
1.78
2.19
2.51
2.91
3.22
3.53
3.83
60•min
4.24
4.55
(1.34-165)
(1.61-1.99)
(1.98-245)
(2.26-2.79)
(2.61-3.23)
(2.89-3.57)
(3.14-3.91)
(3.40-424)
(372-4.69)
( 398-5.04)
1.73
2.10
2.82
3.03
3.57
4.00
4.43
4.86
5.44
2-hr
(1.55-1.96)
(1.88-2.37)
1 (2.35-2.96)
1 (2.70-342)
1 (3.17-4.03)
1 (3.53-4.51)
1 (3.89-4.99)
1 (4.24-5.47)
(4.70-6.12)
5.90
(506-6.64)
1.84
2.23
2.80
3.26
3.88
4.39
4.91
5.47
6.22
6.84
3-hr
(1.65-209)
(2.00-2.52)
(2.51-3.16)
(2.91-3.68)
(344-4.37)
(3.87-4.95)
(4.30-5.53)
(4.74-6.14)
(5.34-699)
(581-768)
2.20
2.66
3.34
3.90
4.66
5.29
5.94
6.63
7.59
8.37
6-hr
(1.99-245)
(2.41-2.96)
1 (3.02-3.71)
1 (3.51-4.33)
1 (4A7-5.16)
1 (4,70-5.85)
1 (5.24-6.57)
1 (5.79-7.30)
(6.54-8.36)
(7.13-9.23)
12-hr
2.59
1 3.14
3.97
4.65
5.60
6.39
7.22
8.11
9.38
10.4
(2.35-2.88)
1 (2.84-348)
(3.59-4.41) 11
(4,18-5.15)
1 (4.99-6.19)
1 (5,66-7.04)
1 (6.34-7.95)
1 1
(8.02-103)
(880-11.4)
24•hr
3.08
3.70
4.69
5.46
6.54
7.40
8.29
9.22
10.5
11.5
2.84-3.30)
(3.43-4.00)
(4.34-5.06)
(5.05-5.90)
(6.02-7.06)
(6.79-7.98)
(759-&94)
(8.42-9.94)
(9.53-11.3)
(10.4-12.4)
2-day
3. 6
(3.31-3.83)
4.29
(3.99-462)
5.39
1 (5.01-580)
6.26
1 (5,80-6.72)
7.46
1 (6.88-8.01)
8.41
1 (7.74-9.04)
9.40
1 (8.63-10.1)
10.4
1 (9.53-1 L2)
11.8
1 (108-12.8)
13.0
(11.7-14.0)
3.77
4.54
5.67
6.57
7.80
8.79
9.81
10.9
12.3
13.5
3-day
(3.52 4.05)
1 (4.24-487)
1 (5.28-608)
1 (6.10-7.03)
1 (7.22-8.35)
(8.7t-9.41)
(9.01-10.5)
1 (9.95-11.6)
(11.2-13.2)
(12.2-14.5)
3.99
4.80
5.98
6.88
8.15
9.17
10.2
11.3
12.8
14.0
4-day
(3.73-427)
1 (4.49-5.13)
1 (5.56-6.37)
1 (6.41-7.34)
(7,56-8.69)
1 (8.47-9.78)
(9.40-10.9)
1 (10.4-12.1)
(11.7-13.7)
(12.7-15.0)
4.62
F 5.52
6.77
7.77
9.13
10.2
11.3
12.5
14.1
7-day
(4,30-4.95)
1 (5.14-5.92)
1 (6.30-7.27)
1 (7.22-8.33)
(8.46-9.79)
1 (9.44-110)
(10.5-12.2)
1 (11.5-13.4)
(12.9-15.1)
15.3
(14.0-16.5)
5.27
6.29
7.59
8.62
10.0
11.1
12.2
13.3
14.9
10-day
(4.95-5.62)
(590-6.70)
(7.12-808)
(8.07-9.17)
(9.33-10.6)
(103-11.8)
(11.3-130)
(12.3-14.2)
(13.7-158)
18.0
(14.7-17.1)
7.10
F 8.40
9.99
11.2
12.9
14.2
15,5
16.9
20-day
18.7
20.1
(6.66-7.57)
(7.88-8.97)
(9.35-10.6)
(10.5-120)
(12.0-13.8)
(13.2-151)
(14A-16.6)
(15.6-18.0)
(17.2-20.0)
(18.5-21.6)
8.84
10.4
12.2
13.5
15.3
16.7
18.1
19.4
21.2
30-day
(8.32-9.41)
(9.80-11.1)
(11.4-13.0)
(127-14.4)
(14.3-16.3)
(156-178)
(168-193)
(18.1-20.7)
(19.7-22.7)
22.7
(20.9-24.2)
11.2
F 3.2
15.1
16.6
18.6
F 20.1
2 5
F 22.9
F 24.8
26.2
45•day
(10.6-11.9)
1 (12.4-139)
(t4.3-16.0)
(15.7-1T(B)
1 (17.5-19.7)
1 (18.8-21.3)
1 (202-22.8)
1 (21.4-24.4)
(23.1-26.4)
(24.4-27S)
13.4
15.7
17.9
19.5
21.7
23.3
24.8
26.4
28.3
60-day
(12.7-14.2)
(14.9-16.6)
(16.9-18.9)
(18.5-20 fi)
(20.5-22.9)
(22.0-246)
(23.4-26.2)
(24.8-27.8)
(26.6-300)
29.8
(27.9-31.6)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90 % confidence interval. The probability that precipitation frequency estimates (fare
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (Pi estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
bacK to I op
http://hdsc. nws.noaa.gov/hdsc/pfds/pfds_printpage.htm I?l at=3 5.2390&lon=-78.9296&data... 8/ 17/2012

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Hydrograph Return Period Recap
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
Hyd(s)
description
(origin)
1-Yr
2-Yr
3-Yr
5-Yr
10-Yr
25-Yr
50-Yr
100-Yr
1
SCS Runoff
-------
1.320
2.081
-------
-------
4.474
6.081
-------
8.806
OFFSITE-1
2
SCS Runoff
-------
3.443
4.552
-------
-------
7.692
9.625
-------
12.74
ONSITE WL
3
Combine
1, 2
4.651
6.501
-------
-------
11.96
15.45
-------
21.20
TO WL
4
Reservoir
3
0.445
1.553
-------
-------
6.557
8.593
-------
14.11
WL ROUTE e_— WG-TLA-JD
5
SCS Runoff
-------
1.190
1.721
-------
-------
3.319
4.353
-------
6.057
OFFSITE-2
6
SCS Runoff
-------
0.786
1.120
-------
-------
2,104
2.731
-------
3.772
SITE -BYPASS
7
Combine
5,6
1.934
2.783
-------
-------
5.329
6.973
-------
9.682
BYPASS
8
Combine
4,7
1.956
3.302
-------
-------
10.89
14.68
-------
22.07
POI ram— PosT Df-v. TOTAL
9
SCS Runoff
-------
3.463
5.310
-------
-------
11.10
14.94
-------
21.37
PREDEVELOPMENT
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1�
J
P
y~ o
3
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2
Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cuft)
Inflow
hyd(s)
aximum
elevation
(k)
Maximum
storage
(cuft)
Hydrograph
description
1
SCS Runoff
1.320
1
720
3,176
----
------
------
OFFSITE-1
2
SCS Runoff
3.443
1
718
6,993
----
------
------
ONSITE WL
3
Combine
4.651
1
718
10,170
1,2
------
------
TO WL
4
Reservoir
0.445
1
751
7,931
3
215.15
4,937
WL ROUTE
5
SCS Runoff
1,190
1
720
2,721
----
------
------
OFFSITE-2
6
SCS Runoff
0.786
1
718
1,583
----
------
------
SITE -BYPASS
7
Combine
1.934
1
719
4,304
5,6
------
------
BYPASS
8
Combine
1.956
1
719
12,235
4, 7
------
------
POI
9
SCS Runoff
3.463
1
722
9,259
----
------
------
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3
Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
Interval
(min)
Time to
peak
(min)
Volume
(cuff)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
SCS Runoff
2.081
1
720
4,815
----
------
------
OFFSITE-1
2
SCS Runoff
4.552
1
718
9,353
----
------
------
ONSITE WL
3
Combine
6.501
1
718
14,168
1,2
------
------
TO WL
4
Reservoir
1.553
1
728
11,916
3
215.37
6,127
WL ROUTE
5
SCS Runoff
1.721
1
720
3,897
----
-----
------
OFFSITE-2
6
SCS Runoff
1.120
1
718
2,249
----
------
------
SITE -BYPASS
7
Combine
2.783
1
719
6,146
5,6
------
------
BYPASS
8
Combine
3.302
1
721
18,062
4,7
------
------
POI
9
SCS Runoff
5.310
1
722
13,754
----
------
------
PREDEVELOPMENT
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4
Hydrograph Summary Report
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(k)
Maximum
storage
(cuft)
Hydrograph
description
1
SCS Runoff
4.474
1
720
10,123
----
------
------
OFFSITE-1
2
SCS Runoff
7.692
1
717
16,198
----
------
------
ONSITE WL
3
Combine
11.96
1
718
26,321
1,2
------
------
TO WL
4
Reservoir
6.557
1
724
24,045
3
216.00
9,561
WL ROUTE
5
SCS Runoff
3.319
1
719
7,524
----
�^
------
------
OFFSITE-2
6
SCS Runoff
2.104
1
718
4,285
----
------
------
SITE -BYPASS
7
Combine
5.329
1
718
11,809
5,6
------
------
BYPASS
8
Combine
10.89
1
721
35,854
4,7
------
------
POI
9
SCS Runoff
11.10
1
721
28,059
----
------
------
PREDEVELOPMENT
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Wednesday, Jan 9 2013, 10:37 AM
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Hydrograph Summary Report
5
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(tuft)
Inflow
hyd(s)
� "um
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
SCS Runoff
6.081
1
719
13,759
----
------
------
OFFSITE-1
2
SCS Runoff
9.625
1
717
20,544
----
------
------
ONSITE WL
3
Combine
15.45
1
718
34,303
1,2
------
------
TO WL
4
Reservoir
8.593
1
723
32,017
3
216.31
11,642
WL ROUTE
5
SCS Runoff
4.353
1
719
9,924
----
------
------
OFFSITE-2
6
SCS Runoff
2.731
1
717
5,626
----
------
------
SITE -BYPASS
7
Combine
6.973
1
718
15,549
5,6
------
------
BYPASS
8
Combine
14.68
1
720
47,566
4,7
------
------
POI
9
SCS Runoff
14.94
1
721
37,741
----
------
------
PREDEVELOPMENT
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Return Perlo . 25 Year
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Hydrograph Summary Report
C
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cuff)
Inflow
hyd(s)
a imum
elevation
(ft
Maximum
storage
(cuff)
Hydrograph
description
1
SCS Runoff
8.806
1
719
20,023
----
------
------
OFFSITE-1
2
SCS Runoff
12.74
1
717
27,710
----
------
------
ONSITE WL
3
Combine
21.20
1
718
47,733
1,2
------
------
TO WL
4
Reservoir
14.11
1
722
45,434
3
216.71
14,414
WL ROUTE
5
SCS Runoff
6.057
1
719
13,975
----
------
------
OFFSITE-2
6
SCS Runoff
3.772
1
717
7,882
----
------
------
SITE -BYPASS
7
Combine
9.682
1
718
21,858
5,6
------
------
BYPASS
8
Combine
22.07
1
721
67,291
4,7
------
------
POI
9
SCS Runoff
21.37
1
721
54,299
----
------
------
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Pond Report
Hydraflow Hydrographs by Intelisolve
Wednesday, Jan 9 2013, 10:39 AM
Pond No. 1 - WETLAND-1
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cuft)
Total storage (cult)
A
0.00 214.00
3,446
0
0
�ud
1.00 215.00
2.00 216.00
4,756
6,122
4,101
5,439
4,101
9,540
3.00 217.00
7,545
6,834
�t4
16,374
tv
Culvert I Orifice Structure; p �
Ne
Weir Structures
[Alel
[B]�
[C]
[D]
[Al
[Bl
A [C] �[W
Rise (in)
= 18.00
1.00
0.00
0.00
Crest Len (ft)
= 6.00
2.00
10.00 0.00
Span (in)
= 18.00
1.00
0.00
0.00
Crest El. (ft)
= 216.33
215.00 216.50 0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
3.33
2.60 0.00
Invert El. (ft)
= 213.30
214.00
0.00
0.00
Weir Type
= Riser
Rect
Broad ---
Length(ft)
= 30.00
0.00
0.00
0.00
Multi -Stage
= Yes
Yes
No No
Slope (%)
= 1.00
0.00
0.00
0.00
N-Value
= .022
.012
.000
.000
Orif. Coeff.
= 0.60
0.60
0.00
0.00
Multi -Stage
= n/a
Yes
No
No
Exfiltration = 0.000
in/hr (Contour)
Tailwater Elev. = 0.00 ft
Stage (ft)
3.00
2.00
1.00
2.00
Total Q
4.00 6.00 8.00
Note: CulverVOnfloe outflow have been analy ed under inlet and outlet mntrol.
Stage / Discharge
10.00 12.00 14.00 16.00 18.00 20.00
Stage (ft)
3.00
2.00
1.00
1 0.00
22.00
Discharge (cfs)

Stage
4.00
3.00
2.00
1.00
0.00
Side ;lope estimated average from contours
WETLAND-1
Top of pond
I?.$
Z
NTS
(1 Yr)
Schematic only. Not for construction.
Hydraflow Hydrographs Pond Draw I Project: WETLAND-SCS.gpw I Wednesday, Jan 9 2013, 10:36 AM

RIVERS & ASSOCIATES, INC.
Engineers/Planners/Surveyors
One Springfield Center
6131 Falls Of Neuse Road, Suite 300
RALEIGH, NORTH CAROLINA
[phone] Fax [phone]
PPODUCT2 W (Sinft SM )t@I(POW)
SHEET NO.
CALCULATED BY
CHECKED BY —
DATE

OJT POT N010, �-Nt'RC-1.014 SICtnnMLZ c.�OR�'SFI(c£J
uSf. 'Zh SktAAAki;Z wl �."j OtZ t F1 C-
.0 - -,
Calculate Skimmer Size
Basin Volume in Cubic Feet 7,290 Cu.Ft Skimmer Size 2.0 Inch
Days to Drain* 3 Days Orifice Radius 0.8 Inch[es]
Orifice Diameter 1.7 Inch[es]
*In NC assume 3 days to drain
Estimate Volume of Basin Length width
Top of water surface in feet Feet VOLUME Feet
Cu, Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

Hydraflow Plan View
CB-1
948tOSppp�
2
V' V�
7 n
3 1
DI-2 DI-3 Outfall
S
Z
SPRING LAKE KH No. Lines: 3 12-09-2012
Hydraflow Storm Sewers 2005

Storm Sewer Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Ons
No.
rate
size
length
EL Dn
EL Up
slope
down
up
loss
Junct
line
(cfs)
(in)
(ft)
(ft)
(ft)
M)
(ft)
(ft)
(ft)
(ft)
No.
1
PIPE NO 3
8.61
18 c
64.0
214.00
214.50
0.781
215.12
215.66
n/a
216.47 i
End
2
PIPE NO 1
5.32
18 c
168.0
214.50
215.50
0.595
216.47
216.86
0.16
217.01
1
3
PIPE NO2
1.56
12 c
79.0
214.50
215.00.
0.633
216.47'
216.62'
0.06
216.68
1
SPRING LAKE KH
Number of lines: 3
Run Date: 12-10-2012
NOTES: c = cir; e = ellip; b = box; Return period = 10 Yrs. ;'Surcharged (HGL above crown). ; i - Inlet control.
Hydrafl w Starm Sewers 2005

Storm Sewer Tabulation
Page 1
n
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vol
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
in
o
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Up
Dn
Up
Dn
Up
Dn
ne
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(Ws)
(in)
(%)
(k)
(k)
(k)
(k)
(ft)
(ft)
1
End
64.0
0.31
1.92
0.86
0.27
1.14
5.0
5.9
7.5
8.61
9.28
5.97
18
0.78
214.50
214.00
215.66
215.12
217.00
216.00
PIPE NO 3
2
1
168.0
1.38
1.38
0.49
0.68
0.68
5.0
5.0
7.9
5.32
8.10
3.09
18
0.60
215.50
214.50
216.86
216.47
217.50
217.00
PIPE NO 1
3
1
79.0
0.23
0.23
0.86
0.20
0.20
5.0
5.0
7.9
1.56
2.83
1.98
12
0.63
215.00
214.50
216.62
216.47
217.00
217.00
PIPE NO 2
SPRING LAKE KH
Number of lines: 3
Run Date: 12-10-2012
NOTES: Intensity = 75.89 / (Inlet time + 12.20) ^ 0.80; Return period = 10 Yrs.
Hydraflow Storm Sewers 2005

Inlet Report
Page 1
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
byp
type
line
Ht
area
L
W
So
W
S.
S.
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)(sgft)
F(ft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
1
DI-3
2.10
0.00
2.10
0.00
Grate
6.0
3.00
3.09
3.00
2.00
Sag
2.00
0.040
0.020
0.013
0.09
2.42
0.22
2.42
2.00
Off
2
CB-1
5.32
0.00
5.32
0.00
Genr
6.0
3.00
3.09
3.00
2.00
Sag
2.00
0.040
0.020
0.013
0.30
13.00
0.30
13.00
0.00
Off
3
DI-2
1.56
0.00
1.56
0.00
DrGrt
6.0
3.00
3.09
3.00
2.00
Sag
2.00
0.020
0.020
0.013
0.14
15.90
0.14
15.90
0.00
1
SPRING LAKE KH
Number of lines: 3
Run Date: 12-10-2012
NOTES: Inlet N-Values = 0.016 ; Intensity = 75.89 / (Inlet time + 12.20) ^ 0.80; Return period = 10 Yrs. ` Indicates Known Q added
Hydmflow Storm Sewers 2005

Hydraulic Grade Line Computations
Page 1
Line
Size
a
Downstream
Len
Upstream
Check
JL
Minor
coeff
loss
HGL
Depth
Area
Val
Val
EGL
Sf
Invert
HGL
Depth
Area
Val
Val
EGL
Sf
Ave
Enrgy
7,lev
elev
head
elev
elev
elev
head
elev
Sf
loss
(in)
(cfs)(ft)
(ft)
(sgft)
MIS)
(ft)
(ft)
(%)
(ft)
(ft)
(ft)
(ft)
(sgft)
(ft/s)
(ft)
(ft)
M
(%)
(ft)
(K)
(ft)
1
18
8.61
214.00
215.12
1.12
1.41
6.08
0.58
215.70
n/a
64.0
214.50
215.66
1.16
1.47
5.85
0.53
216.20i
n/a
n/a
-0.031
1.50
n/a
2
18
5.32
214.50
216.47
1.50
1.77
3.01
0.14
216.61
0.257
168
215.50
216.86
1.36
1.68
3.17
0.16
217.01
0.225
0.241
0.405
1.00
0.16
3
12
1.56
214.50
216A7
1.00
0.79
1.98
0.06
216.53
0.191
79.0
215.00
216.62
1.00
0.79
1.98
0.06
216.68
0.191
0.191
0.151
1.00
0.06
SPRING LAKE KH
Number of lines: 3
Run Date: 12-10-2012
Hydraflow Storm Sewers 2005

Precipitation Frequency Data Server http://hdse.nws.noaa.gov/hdsc/pfds/pfds_prinq)age.html?lat=35.2390&...
NOAA Atlas 14, Volume 2, Version 3
Location name: Spring Lake, North Carolina, US*
Coordinates: 35.2390,-78.9296
Elevation: 216 ft* i-��
source: Google Maps �"�.%�
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T Paaybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90%confidence intervals (in inches/hour)'
FDuratiom
recurrence interval (years)
- - -
��-
_Average
10
25 50
100
_
200
_
500
1000
5.20 6.13
7.14
7.88
8.77 9.40
10.0
10.5
11.2
11.7
S�min
(4.69-580) (5.54-6.84)
(6.44-7.96)
(7.12_8.77) :
(7.87-9.74) (8.42-10.a)
(8.90-111)
(9.37)
(9.8812.4p,
(10.2-12.9)
6 98 7.48
7.94
8.35
8 84
9.21
10-min
6
(3.75-4.63 (4.43 5047
-(5.17 37).
(5 6937_01) ,
(6 27 7 76) (6.71-8.30)
(7.07-8:79)
24)
(7.78 9 79)
(8 04.10.2)--
3.46 4.11
4.82
_
5.32
5.90 6.32
6.69
,(7.40-9
7.02
7.42
-
7.70
�15-mm
, (3.13_3.86) (3.72-4.58) .
(4.36-5.37)
(4 80 5.92) :
(5 30_6.56) (5.66_7.00)
(5_96-7.41)
(6.23_7.77)
(6.52 8.21)
(6.73-8.52)
2.37 2.84
3.42
3.85
4.37 4.76
5.12
5.46
5.91
6.24
(2.14_2.65) (2.57-3.17)_ .
(3.09-3.82) ,
(3.47-4.29)
(3 92-4.86) (4.26. 5.27)
(4.56-5.67) :
(4_85-6.05)
(5.19 6 53)-
(5.45-6.90)-
i�30-min
1.48 1.78
--
2 19
2 51
2.91
.
60-m10 �
j
3.22
3.53
3.83
4.24
I�_
4.55
(1.34 t.65)J (1.61-1 99 )
1.98 2 45
( - )
(2 26-2_79) l
3.23) (2.89-3.57)
(3.14-391)..,
(3.72 a_69)
(3 98 5.04)
0.866 1.05
1.31
1.52
_.(2.61 _
1.79 2.00
2.21
-(3.40-424) ,'
2.43
2 72
2.95
2-hr
(0 774 0.980) (0.940 1 19)
_(1.17 1.48)
(1.35-1.71)
(1.58-2.02) (1.77-2.25)
(1.94-2.49)_
(2.12-2.74)
(2.35 306-
)�
(2.53 3.32)
0 613 0.742
0.932
1.08
1.29 1.46
1.64
1.82
2.07
2.28
3-hr
(0.549_0.695) (0.666.0.840)
(0.835-1.05)
(09691.22):
(1.15-1.46) jj (1.291.65)j
(1.43-1.84)
(158-2.05)
(1.78-2.33)
(1 93-2.56)
6-hr 0 367 0.444
0.558
0.651
0.778 0.883
0.992
1.11
(0.332-0.409)� (0.402_0.494)j
(0_504.0.620)j
(0.587 0_7221
(0.697-0.862)� (0 785_0.977)
(0.874-1.10)
(0_966 1 22) I
(L09??40)
(1 94 .54) _
0 215 0.260
0.329
0.386
0.465 0.530
0.599
0.673
-
0.779
00
12-hr
(0.195-0.239) (0.236-0.289)
(0298 0.366)1(0.347-0.4J
(0.415.0_513)I (0.470-0.584)'
J
(0.526-0_659)i
(0_584-0.740),11(0666
0.855)�,
06-5
0 949_)
0 127 0.154
0 195
0.228
0 272 0.308
0.345
0.384
0 437
_(0.730
0.480
24-hr
(0.118-0.138)i (0.143-0 167):
(0.181 0 211),
(0.210-0,246)
(0 251-0.294) (0.283-0.333)
(0.316-0.373)
(0.351 _0 414)!
(0.397-0.472)1(0.434-0.518)
2-da 0.074 0.089
(0.069-0.080)(0.083-0.096)!(0.104-0.121)(0.121-0.140),(0.143-0.167)(0.161-0.188);(0.180-0.211)(0.198-0.234)(0.224-0.266)I(0.244-0.292)
0.112
0.130
0.155 0.175
0.196
0.217
0.247
0.270
3-day 0.052 0.063
0 079
073. 0.084),
0.091
0.108 0.122
0.136
0.151
0.1 11
0.187
(0.049-0.056)i (0_059=00.068)i
(0
(0.085-0.098J
(0.100-0.116) (0.113-0.131)i
(0 125-0.146)!
(0_138_0.162)1
(0.156-0.184)
(0_170-0.201)!
0.042 0.050
F 0.062
0.072
0.085 0.095
F 0. 006
F 0. 118
0.133
0.145
4-da
(0.039-0.044) (0.047-0.053)
(0.058 0.066)
(0.067-0.076);
(0.079-0.091), (0.088-0.102)I
(0.098-0.114).
(0.108-0.126)!
(0.122-0.142)j
(0.132-0.156)
0.027 0.033
0.040
0.046
0.054 0.061
0.067
0.074
0.084
0.091
7-day
(0.026-0.029) ( 0.031-0.035)
(0.038-0.043)
(0.043-0.050)
(0.050-0.058), (0.056-0.065);
(0.062-0.072)�
(0.068-0.080)
(0.077-0.090)
(0.083-0.098)
�I10-day 0 022 0.026
0032
0.036
0.042 0.046
0.051
0.056
0.062
0.067
(0.021_0.023) (OA25-0 028)
(0.030 0.034)
(0.034 0 038):
(0 039-0.0441 (0.043-0.049).
(0 047-0.054)!
(0_051-0.059),
(0.057 0 066),
(0.06-0.071).
0.015 0.017
0 021
0.023
0 027 0.030
0.032
0.035
0.039
0.042
20-da
(0.014-0.016) (0.016-0 019)
(0.019-0.022p
(0.022=0.025)
(0 025:0.029) (0.028-0.032)
(0.030-0.035)'
(0.033.0 038)
(0.036-0 042).
(0.038-0.045)
0.012 0.014
0.017
0.019
0.021 0.023
0.025
0.027
0.029
0.031
30-day
(0.012-0.013) (0.014-0.015)
(0.016-0.018)
(0.018-0.020).
(0.020.0.023); (0.022-0.025)
(0.023-0.027),
(0.025-0.029)
(0.027-0.032)
(0.029-0.034)
0 010 0.012
0.014
0.015
0.017 0.019
0.020
0.021
0.023
45-day
0.024
(0.010-0.011) (0:011-0.013)
(0.013-0.015)
(0.015-0.016)
(0.016-0.018): (0.017-0.020)
(0.019-0.021)
(0.020-0,023)
(0.021.0.024)
(0.023-0.026)
I of 5 9/27/2012 9:04 AM