SW6091001_HISTORICAL FILE_20090808

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW �6�
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYMMDD

r' SINCE FROEHLING & R❑BERTSON, INC.
Engineering • Environmental • Geotechnical
FA � NC Engineering License # F-0266
327 East Jenkins Street
Fayetteville, North Carolina 28306 1 USA
1 8 8 1 T 910.323.9832 1 F 910.323.5455
August 8, 2009
Ms. Adriana Hegeman, PE
Crawford Design Company
116 N. Cool Spring Street
Fayetteville, NC 28301
Re: Evaluation of Seasonal High Water Table
Family Life Center Expansion
Stedman, North Carolina
F&R Record No. K64-092G
Dear Ms. Hegeman:
As requested, F&R personnel have observed soil samples collected from four hand -auger borings (B-1
through B-4) which were advanced within the proposed possible two locations of stormwater detention
pond at the Stedman Pentecostal Holiness Church in Stedman, North Carolina. Each of the borings was
taken in proximity of borings P1 through P4 shown on drawing #1 in our report dated May 28, 2009.
The hand auger borings were continuously sampled and logged in 6-inch to 12 inch intervals to depths
ranging from 0 to 60 inches below the existing ground surface. The following are log descriptions of the
shallowest soil samples observed from each boring which exhibit chroma 2 or less colors, redoximorphic
depletions and concentrations:
B-1
Sample Depth: 18" — 24"
Munsell Color: 2.5Y 5/2
Description: Apparent fill soil, gleyed fine -very fine granular matrix with coarse sized subrounded peds.
Peds exhibit evidence of Iron reduction and accumulation, moist.
Boring Depth: 60"
Approx. Seasonal High Water Table: 18"
HQ: 3015 DUMBARTON ROAD RICHMOND,VA 23228 USA T804.264.2701 F804.264.1202 www.fandr.com
VIRGINIA • NORTH CAROLINA • SOUTH CAROLINA • MARYLAND • DISTRICT OF COLUMBIA • EASTERN EUROPE
A Woman -Owned Business

0
B-2
Sample Depth: 0" —12"
Munsell Color: 2.5Y 2.5/1
Description: Apparent fill soil with organics, exhibits aquaic conditions, wet.
Boring Depth: 30"
Approx. Seasonal High Water Table: <12"
B-3
Sample Depth: 0" —12"
Munsell Color: 2.5Y 2/1
Description: Apparent fill soil with organics, exhibits aquaic conditions, mottled, wet.
Boring Depth: 48"
Approx. Seasonal High Water Table: <12"
B-4
Sample Depth: 0" —12"
Munsell Color: 2.5Y 3/1
Description: Apparent fill soil with organics, exhibits aquaic conditions, mottled, wet.
Boring Depth: 42"
Approx. Seasonal High Water Table: <12"
Stedman Pentecostal Holiness Church
F&R Record NO.K64-092G
PA
Family Life Center Expansion
August 8, 2009

The soil samples observed from borings 1 through 4 appear to consist of relatively old fill and exhibit
characteristics that may suggest shallow year-round water table conditions in the areas evaluated. Due
to the complex nature of characterizing old fill soils, F&R recommends that exploratory pits be
excavated and logged by North Carolina Licensed soil scientist to further evaluate the potential for
shallow water table conditions at the project site.
Respectfully,
FROEHLING ROBERTSON, INC.
Andrew Kosse, LEED AP
61 Environmental Group manager
Stedman Pentecostal Holiness Church
F&R Record No.K64-092G
�oq�
Xrl
R. P. BEV
Gilles Bellot, P.E. p►eNwonNr' E
Branch Manager
Family Life Center Expansion
3 August 8, 2009
A

SINCE FROEHLING & ROBERTSON, INC.
Engineering • Environmental • Geotechnical
�(1 � NC Engineering License # F-0266
`(J,► 327 E. Jenkins Street
Iasi
O Fayetteville, North Carolina 28306 1 USA
May 28, 2009
Rev. C. Randall Strickland
Stedman Pentecostal Holiness Church
P.O. Box 396
Stedman, North Carolina 28391
Re: Results of Laboratory Testing and Hydraulic Conductivity
Family Life Center Expansion
Stedman, North Carolina
F&R Record No. K64-092G
Dear Rev. Strickland:
Please find, below, the results of our laboratory work completed on May 21, 2009, for the
above referenced project. The testing provided include Sieve Analysis, Percent Fines, Water
Content and Hydrometer Analysis in general accordance with ASTM Standards. Please refer to
the following tables for a summary of our test results.
Table 1: Summary of Laboratory Analysis — Boring P-1
�.USCS
,Water ;
�'' Pe"rcent
Percent
Percent
Percent '-
Sample
Depth
Classification
Content'
Gravel
Sand
Silt
"Clay
P-1
SM*
11.2
0.0
59.3
24.6
16.1
Top
P-1
k5-
SC*
11.6
0.0
72.0
13.3
14.7
MiddleP
1
SC*
13.2
0.0
63.0
14.6
22.4
Bottom
* USCS Soil Classification based on visual/manual observation in the field during drilling.
HQ: 3015 DUMBARTON ROAD RICHMOND, VA 23228 USA T $04.264.2701 F 804.264.1202 www.fandr.com
VIRGINIA • NORTH CAROLINA • SOUTH CAROLINA • MARYLAND • DISTRICT OF COLUMBIA • EASTERN EUROPE
A Woman -Owned Business

Froehling & Robertson, Inc (F&R) appreciates the continued opportunity to provide
engineering and testing services during this phase of your project. If you have any questions
concerning this report, please feel free to contact us at your convenience.
Respectfully,
FROEHL7 ROBERTSON, C.
/J Michael J. P.E.
Senior Geotechnitechnical Engineer
\\64svr\server"F"\Projects K64\K64-092G \Hyd. Cond. Report.doc
COAgAk
Gilles Bellot, P.E.
Branch Manager
N.C. Registration No. 25609
Stedman Pentecostal Holiness Church Family Life Center Expansion
F&R Record No. K64-092G 3 May 28, 2009

THIS DRAWING IS PART OFA REPORT
AND SHOULD ONLY BEK64USED
SE IN COCNJUCTION OPYRIGHTWITH THE WRITTEN REPORT
FROEHLING & ROBERTSON, INC.
ALL RIGHTS RESERVED
B❑RING L❑CATI❑N PLAN
on Pentecostal Holiness Churc
Stedman, North Carolina
Scale: N.T.S. TD GB
Stedman Pentecostal Holiness Church
SINCE FroehUng & Robertson, Inc.
f&� 327 East Jenkins Street
Fayetteville, North Carolina
1881

BORING LOG
SINGE
FROERLING IR ROB
ENGINEERING•ENVIRONMENTAL- GEOTECHN
[CAL
Date: May, 2009
ReportNo.: K64-U921s 1881
Client. Stedman Pentecostal Holiness Church
Project. SPHC Infiltration Basins, Stedman, NC
BoringNo.: P-1 (1 of 1) Det tlh 10.0' Elev: 118.5ft t Location: See Drawing 1
Typeof Boring: HSA2-1/4" Started: 5/8/09 Completed: 5/8/09 Driller: DWEBB
DESCRIPTION OF MATERIALS * Sample ar"Pl Depth Value
e RENLARKS
(blows/ )
Elevation Depth (Classification) Blows feet
1183
0.2
Organic Laden Soil (2")
2-J-2
Loose, brown, fine to medium, poorly graded SAND
5
(SP-SC) with clay, moist
117.0
1.5
1'5
5
Loose to medium dense, brown and gray clayey
2-3-2
SAND (SC), moist
''0
11
347
4'S
11
356
6.0
111.5
7.0
Loose, white, fine to medium, poorly graded SAND
(SP-SC) with clay, wet
Stabilized GWL @ 8.5' on
05/11/09
8.5
6
2-;-3
108.5
10.0
Boring terminated at 10' below ground surface
Wet Spoon 10'
Piezometer Installed to 10'
c
J
6
U
J
1
U
J
l:
2
Y
0 d v 2" O D
1 375" 1 D split
-spoon
sammer in
successive 6" increments.
*Number of blows required for a 140 lb automatic hammer dropping to n e _ . . . -
The sum of the second and third increments of penetration is termed the Standard Penetration Test value. "N".

BORING LOG
SINCE
FROEHLING IR ROB , INC.
ENGINEERING•ENVIRONMENTAL -GEOTECHNICAL
Date: May, 2009
ReportNo.: K64-092G ' ° ° '
Client: Stedman Pentecostal Holiness Church
Project: SPHC Infiltration Basins, Stedman, NC
Boring No.: P-2 (1 of 1) Totalh 10.0' Elev: 116.Oft t Location: See Drawing 1
DeptType
of Bo ing: HSA 2-1/4" I Started: 5/8/09 Completed: 5/8/09 Driller: D WEBB
DESCRIPTION OF MATERIALS ' Sample Depth (blows/ Valuele N REMARKS
Elevation Depth (Classification) Blows feet
�•
Organic Laden Soil (1")
1-2 2
•
4
(FILL) Very loose to loose, dark brown clayey SAND
•,
(SC), with organics, trace brick fragments, moist
1.5
5
3
113.0
3.0
3.0
8
Loose, gray clayey SAND (SC), wet
3-3_5
111.5
4.5
4.5
7
Wet Spoon @ 4.5'
Loose, light gray, fine to medium) poorly graded
1.4-3
SAND (SP-SC) with clay, wet
6.0
109.0
7.0
Loose, light gray and brown, fine to coarse, well
graded SAND (SW -SC) with clay and gravel, wet
3.5
6
5-3-3
106.0
10.0
Boring terminated at 10' below ground surface
5
U
Y
6
1
U
Q
G
Z
G
?" (lI)..
1975" 1.D, soli[-siwon
sampler in
successive 6" increments.
"Number of -blows requtreo toy a'4u to auwmauc,L.LH,,— ..• ... .__ -._.,
The sum of the second and third increments of penetration is termed the Standard Penetration Test value, "N".

BORING LOG
SINCE
F ROB
ENGINEERING•ENVIRONMENTAG- GEOTECHN
ICAL
Date: May, 2009
ReportNo.: K64-1)92G
Client: Stedman Pentecostal Holiness Church
Project: SPHC Infiltration Basins, Stedman, NC
Boring No.: P-3 (1 of 1) ral& 10.0' Elev: 118.5ft t Location: See Drawing 1
Ty pe of Boring: HSA 2-1/4" Started: 5/8/09 Completed: 5/8/09 Driller: D WEBB
DESCRIPTION OF MATERIALS * Sample Depthample blowsValue REMARKS
( )
Elevation Depth (Classification) Blows feet)
•
Organic Laden Soil (P)
2-2-7
9
Loose, dark gray silty, fine, SAND (SM), with
organics. moist
117.0
Y.
LS
1.5
9
' Loose, gray clayey, fine, SAND (SC), moist
4-4-5
' 0
7
Cave -In @ 3.0'
3.3.4
114.0
4.5
4.5
11
Medium dense, brown to gray, fine, poorly graded
3-7-4
SAND (SP-SM) with silt, trace roots, moist
112.E
6.0
6.0
Wet Spoon @ 6.0'
Brown, fine, poorly graded SAND (SP-SM) with silt,
wet
6.6
Additional spoon advanced
after deep roots were
110.E
8.0
identified
Medium dense, brown, fine to medium, poorly
graded SAND (SP-SM) with clay, wet
8.5
18
6-6- 22
108.E
10.0
Boring terminated @ 10' below ground surface
U
[J
V
Y
U
=1
O
Z
z
p
:75" IT) mlit-c000n
SanTDlfr In
SucC2551VC 6" increments.
*Number of blows regmreu Tor a 14u to automauc naumw� • ,..—_, -- - --- - -,
The sum of the second and third increments of penetration is termed the Standard Penetration Test value, 'NT ".

BORING LOG
ReportNo.: K64-092G
SINCE
FROEHLING IR ROBERTSG
O ENGINEERING • ENVIRONMENTAL •GEOTEOHNOTECHNICAL
a�
eat Date: N1ay,2009
Client: Stedman Pentecostal Holiness Church
Project: SPHC Infiltration Basins, Stedman, NC
BoringNo.: P-4 (1 of 1) De tth 10.0'
Elev: 119.5ft f
Location: See Drawing 1
Tvpeof Boring: HSA2-1/4"
I Started: 5/8/09 Completed: 5/8/09
Driller: DWEBB
Elevation
Depth
DESCRIPTION OF MATERIALS
* Sample
n"Ph
N Value
RENWRKS
(Classification)
Blows
(feet)
(blows/ft)
•
Organic Laden Soil (l")
2-1-2
(POSSIBLE FILL) Soft, dark brown, fine, sandy
3
SILT (ML), with organics, trace roots, moist
L5
4
2-2-2
3.0
4
1-2-2
115.0
4.5
4.5
13
Wet Spoon @ 4.5'
'
Medium dense, dark brown clayey SAND (SC), with
I-5-8
organics, trace roots, wet
Stabilized GWL @ 5' on
05/t 1/09
113.5
6.0
6.0
Loose, gray, fine to coarse, well graded SAND
(SW -SC), with clay and gravel, wet
8.5
l0
4 6
109.5
10.0
Boring terminated at 10' below ground surface
Piezometer Installed to 10'
'Number of blows required for a 140 Ib automatic hammer dropping 30" to drive 2" O.D.. 1375" I.D. split -spoon sampler in successive 6" increments.
The sum of the second and third increments of penetration is termed the Standard Penetration Test value. "N".

' 1. Proiect Name:
2. Proiect Location:
City:
General Location:
3. General Proiect Infonnation:
LANDSCAPE ARCHITECTURE
ENGINEERING
PLANNING
DRAINAGE DESIGN NOTES
Stedman Pentecostal Holiness Church
116 N. Cool Spring St....
Fayetteville, NC 28305
910 221 0033
Fax [phone]
0 ,%If
rO�IM
_r Fly
n� 4Q�i 1.1
Town of Stedman
Near the intersection of Hillsboro Street & Azelia Drive
a. Proiect Description:
The project consists of constructing a new Family Life Center building for Stedman Pentecostal
Holiness Church with new parking, sidewalks, associated stormwater facilities and utilities.
h. Utilities: Utilities service will be provided by Stedman Pentecostal Holiness Church.
1
4. Draina-ee and Desho Criteria
a. NC State DWO (Phase H):
5. Site Soils Information
Discharge at pre -development conditions for the
1 year- 24 hours storm event and
85% TSS removal.
1
1 Freehling & Robertson Inc conducted a subsurface investigation on the proposed site and summarized
their findings in the report dated May 28, 2009. The water table was encountered
during the investigation of the subsurface at approximately 5 to 8.5 feet below the existing grades.
' However, the seasonal high water table provided is approximately 18" below surface.
A copy of the soils report and USDA information is provided in Attachment A.
' 11/12/2009

6. Drainage Design Description
The system will be designed to be a wet detention basin due to the high seasonal water table elevation
and comply with NCDENR, DWQ criteria for a stormwater management system.
The basin is designed to provide water quality treatment volume and control
post -development discharge rates at pre -development conditions for the 1 year- 24 hours storm
event.
' a. Drainage Area
The project contains three Pre -development drainage areas. DA-I drains into the chanal.
DA-2&3 drain into the road system. This report includes an analysis of a BMP for DA-I.
For pre -development conditions the rational coeficient used for open areas was 0.3 and for
impervious areas was 0.9. Impervious and open areas for post -development conditions are described below:
Pre -development conditions DA-1
Description
Area
CN
C
(sf)
(Acres)
Impervious
33,541
0.77
98.0
0.9
Pervious
82,328
1.89
35.0
0.3
Totals
115,870
2.66
53
0.47
Post -development conditions DA-1
Description
Area (sf.)
Area
CN
C
Impervious
98
Pervious
49
(SO
(Acres)
Pond
0
8,678
8.678
0.20
98
0.3
New Impervious
64,904
0
64,904
1.49
98
0.9
Existing Impervious to remain
7,405
0
7.405
0.17
98.0
0.9
Open
0.00
34,882
34,882
0.80
35.0
0.3
Totals
72,310
1 34,882
1 115,870
2.66
79
0.67
24,575 SF of existing parking will be removed
1 11/12/2001 2

h. Basin Stage - Storage - Discharge nformation
' The system has the following orifice dimensions:
B-1
Orifice size (in) 4.00
Orifice elevation (msl) 115.50
Basin B-1 Stage - Temporary Storage Volume
Stage
(MSL)
Area
(SF)
Volume
(CF)
Vol. V 1
(AC -FT)
Area
(Ac.)
115.50
4,910
0
0
0.113
115.75
5,689
1,325
0.030
0.131
116.00
6,498
2,848
0.065
0.149
116.25
6,747
4,504
0.103
0.155
116.45
6,953
5,890
0.135
0.160
116.50
7,002
6,223
0.143
0.161
Top of basin elevation is 117.50 (including I ft freeboard)
Over flow weirs are located at the top of the treatment volume. Elev = 116.50
C. Water Onality Treatment Volume
J
' The basin provides water quality treatment volume for detention basin
between two and five days.
Below are The Simple Method Calculations for the volume required for the runoff
' Rv=0.05+0.9*IA
Rv = 0.61
Where: Rv = Runoff coefficient
h = 0.62 = Impervious Fraction (impervious portion of drainage area/drainage area]
V = 3630 * RI) * Rv * A
V = 5890 cu ft
Where: V = Volume of runoff that must be controlled for the design storm
RI) = 1.0 = Design storm rainfall depth (in)
A = 2.66 = Watershed area (ac)
11 /30/2009 3

Permanent Pool Provided
Stage
(MSL)
Area
(SF)
Volume
(CF)
Vol. V 1
(AC -FT)
Area
(Ac.)
112.00
933
0
113.00
1,499
1,966
0.045
0.03
114.00
2,238
4,953
0.114
0.05
115.00
3,115
9,187
0.211
0.07
115.50
4,910
1 14,876
1 0.342
1 0.11
Permanent pool include forebay volume
Permanent Pool Volume (CF)= 14,876
Average Depth= Permanent pool volume/Surface Area
Average Depth (ft)= 3
Sediment Storage: From elevation I I I to 112
d. Permanent Volume
According to North Carolina State Ordinance, the mean depth is 3 ft.
Bottom Elevation of basin = 112
Top elevation of permanent pool = 115.5
Depth of Permanet pool (ft)= 3 Average
Future Impervious area (ac)= 1.86
Drainage Area (ac)= 2.66
% impervious area = 69.92
According to Table 10-1 from NCDWQ Stormwater BMP page 10-14
Surface area to Drainage Area Ratio= 3.07
Surface Area required (SA)= (3.07*2.66)/100
SA required (ac)= 0.082
SA provided (ac)= 0.113 OK
Forebay Required (CF)=
Forebay Required (CF)=
iA provided
20 %* Permanent Pool Volume
2,975
ForeBay Provided
Stage
(MSL)
Area
(SF)
Volume
(CF)
Vol. VI
(AC -FT)
Area
(Ac.)
112.00
238
0
0
113.00
454
573
0.013
0.01
114.00
776
1,576
0.036
0.02
115.00
1,171
3,135
0.072
0.03
Forebay Provided (CF) _
3,135 OK
I 1 /12/2009 4

7. Orifice Design
Q= CnA(2gHo)A0.5 Q= V/ T T= V/ Q A= (17D2)/4
Where: Q = Discharge (cfs)
Cn = Coefficient of discharge (dimensionless) - Typical value 0.60
A = Cross- sectional area of flow at the orifice entrance (ft)
g = Acceleration of gravity (32.2 ft/sec 2)
Ho = Driving head (ft), measured from the centroid of the orifice area to the water surface (0.935 ft)
V = Treatment Volume (5890 ft3)
T = Time of drawdown to release treatment volume ( 3 days = 259,200 seconds)
D = Diameter of Orifice (ft)
Q = V / T = 5890 ft'/ 259,200 sec
Q = 0.023 cfs
Q = CDA(2g(Hd3))A0.5
A = Q / (CD(2g(Hd3))A0.5)
A = 0.025 / (0.6*(2*32.2*(0.935/3))A0.5)
A = 0.009 ft2
A = (T1D2)/4 D = (4j1A)A0.5
D = (4*3.14*0.009)A0.5
D = 0.34 ft
D=4.Oin
1 1 / 12/2009 5

Crawford Design Company ©Copyright 2009
All drawings, specifications and designs prepared by Crawford Design Company are instruments of service and shall remain the property of Crawford Design
Company. The Owner or any other parties shall not use the work on this or any project except by a proper agreement and appropriate compensation.
O
STEDMAN PENTECOSTAL
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HOLINESS CHURCH
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PRE -DEVELOPMENT
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DRAINAGE AREA

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Stedman Pentecostal Church
PIPE SIZE CALCULATIONS
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I. Proiect Name:
2. Proiect Location:
City:
General Location.
3. General Proiect Information:
LANDSCAPE ARCHITECTURE
ENGINEERING
PLANNING
DRAINAGE DESIGN NOTES
Stedman Pentecostal Holiness Church
116 N. Cool Spring St.
Fayetteville, NC 28305
910 221 0033
Fax [phone]
Town of Stedman
Near the intersection of Hillsboro Street & Azelia Drive
a. Proiect Description:
The project consists of constructing a new Family Life Center building for Stedman Pentecostal
Holiness Church with new parking, sidewalks, associated stormwater facilities and utilities.
b. Utilities: Utilities service will be provided by Stedman Pentecostal Holiness Church.
4. Drainage and Desien Criteria
a. NC State DWO (Phase Il):
5. Site Soils Information
Discharge at pre -development conditions for the
I year- 24 hours storm event and
85% TSS removal.
Froehling & Robertson Inc conducted a subsurface investigation on the proposed site and summarized
their findings in the report dated May 28, 2009. The water table was encountered .
during the investigation of the subsurface at approximately 5 to 8.5 feet below the existing grades.
However, the seasonal high water table provided is approximately 18" below surface.
A copy of the soils report and USDA information is provided in Attachment A.
11/12/2009 1

6. Drainage Desierz Description
The system will be designed to be a wet detention basin due to the high seasonal water table elevation
and comply with NCDENR, DWQ criteria for a stormwater management system.
The basin is designed to provide water quality treatment volume and control
post -development discharge rates at pre -development conditions for the 1 year- 24 hours storm
event.
a. Drainage Area
The project contains three Pre -development drainage areas. DA-I drains into the chanal.
DA-2&3 drain into the road system. This report includes an analysis of a BMP for DA-1.
For pre -development conditions the rational coefficient used for open areas was 0.3 and for
impervious areas was 0.9. Impervious and open areas for post -development conditions are described below:
Pre -development conditions DA-1
Description
Area
CN
C
(sf)
(Acres)
Impervious
33,541
0.77
98.0
0.9
Pervious
82,328
1.89
35.0
0.3
Totals
115,870
2.66
53
0.47
Post -development conditions DA-1
Description
Area (sf.)
Area
CN
C
Impervious
98
Pervious
49
(sf)
(Acres)
Pond
0
8,678
8,678
0.20
98
0.3
New Impervious
64,904
0
64,904
1.49
98
0.9
Existing Impervious to remain
7,405
0
7,405
0.17
98.0
0.9
Open
0.00
34,882
34,882
0.80
35.0
0.3
Totals
72,310
34,882
115,870
2.66
79
0.67
24,575 SF of existing parking will be removed
11 / 1212009 2

b. Basin Stake - Storage - Discharge Information
The system has the following orifice dimension's:
B-]
Orifice size (in) 4.00
Orifice elevation (msl) I I5.50
Basin B-1 Stage - Temporary Storage Volume
Stage
(MSQ
Area
(SF)
Volume
(CF)
Vol. V 1
(AC -FT)
Area
(Ac.)
115.50
4,910
0
0
0.113
115.75
5,689
1,325
0.030
0.131
116.00
6,498
2,848
0.065
0.149
116.25
6,747
4,504
0.103
0.155
116.45
6,953
5,890
0.135
0.160
116.50
7,002
6,223
0.143
0.161
l op of basin elevation is 117.50 (including 1 ft freeboard)
Over flow weirs are located at the top of the treatment volume. Elev = 116.50
c. Water Quality Treatment Volume
The basin provides water quality treatment volume for detention basin
between two and five days.
Below are The Simple Method Calculations for the volume required for the rune
Rv=0.05+0.9*IA
RV = 0.61
Where: Rv = Runoff coefficient
Is = 0.62 = Impervious Fraction [impervious portion of drainage ai
V = 3630 * RD * Rv * A
V = 5890 cu ft
Where: V = Volume of runoff that must be controlled for the design storm
RD = 1.0 = Design storm rainfall depth (in)
A = 2.66 = Watershed area (ac)
11/30/2009

Permanent Pool Provided
Stage
(MSL)
Area
(SF)
Volume
(CF)
Vol. V 1
(AC -FT)
Area
(Ac.)
112.00
933
0
113.00
1,499
1,966
0.045
0.03
114.00
2,238
4,953
0.114
0.05
115.00
3,115
9,187
0.211
0.07
115.50
4,910 1
14,876 1
0.342
0.11
Permanent pool include forebay volume
Permanent Pool Volume (CF)= 14,876
Average Depth= Permanent pool volume/Surface Area
Average Depth (ft)= 3
Sediment Storage: From elevation I I I to 112
d. Permanent Volume
According to North Carolina State Ordinance, the mean depth is 3 ft.
Bottom Elevation of basin = 112
Top elevation of permanent pool = 115.5
Depth of Permanet pool (ft)= 3 Average
Future Impervious area (ac)= 1.86
Drainage Area (ac)= 2.66
% impervious area = 69.92
According to Table 10-1 from NCDWQ Stormwater BMP page 10-14
Surface area to Drainage Area Ratio= 3.07
Surface Area required (SA)= (3.07*2.66)/100
SA required (ac)= 0.082
SA provided (ac)= 0.113 OK
Forebay Required (CF) _
Forebay Required (CF)=
iA provided
20 %* Permanent Pool Volume.
2,975
ForeBay Provided
Stage
(MSL)
Area
(SF)
Volume
(CF)
Vol. V1
(AC -FT)
Area
(Ac.)
112.00
238
0
0
113.00
454
573
0.013
0.01
114.00
776
1,576
0,036
0.02
115.00
1,171
3,135 1-7.072-1
0.03
a'uiouay rluviucu tl.r) =
s,t.s--) UK
11/12/2009 4

7. Orifice Design
Q = CDA(2SHo)"0.5 Q = V /,T , , ''T - V / Q A 4r(Tf D2)/4
Where: Q = Discharge (cfs)
Co = Coefficient of discharge (dimensionless) - Typical value 0.60
A = Cross- sectional area of flow at the orifice entrance (ft2
g = Acceleration of gravity (32.2 ft/sec2)
Ho = Driving head (ft), measured from the centroid of the orifice area to the water surface (0.935 ft)
V = Treatment Volume (5890 ft3)
T = Time of drawdown to release treatment volume ( 3 days = 259,200 seconds)
D = Diameter of Orifice (ft)
Q = V / T = 5890 ft3 / 259,200 sec
Q = 0.023 cfs
Q = CDA(2g(Ho/3))"0.5
A = Q / (CD(2g(Ho/3))"0.5)
A = 0.025 / (0.6*(2*32.2*(0.935/3))"0.5)
A = 0.009 ft2
A = (TjD2)/4 D = (4TTA)"0.5
D = (4*3.14*0.009)"0.5
D = 0.34 ft
D=4.Oin
11 / 12/2009 5

ATTACHMENT A

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STEDMAN PENTECOSTAL
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DRAINAGE AREA

Crawford Design Company
Stedman Pentecostal Church
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SINc'E FROEHLING & R❑BERTSON, INC.
Engineering • Environmental • Geotechnical
O NC Engineering License # F-0266
�( 327 East Jenkins Street
p Fayetteville, North Carolina 28306 1 USA
1 8 8 1 T 910.323.9832 1 F 910.323.5455
August 8, 2009
Ms. Adriana Hegeman, PE
Crawford Design Company
116 N. Cool Spring Street
Fayetteville, NC 28301
Re: Evaluation of Seasonal High Water Table
Family Life Center Expansion
Stedman, North Carolina
F&R Record No. K64-092G
Dear Ms. Hegeman:
As requested, F&R personnel have observed soil samples collected from four hand -auger borings (13-1
through B-4) which were advanced within the proposed possible two locations of stormwater detention
pond at the Stedman Pentecostal Holiness Church in Stedman, North Carolina. Each of the borings was
taken in proximity of borings P1 through P4 shown on drawing #1 in our report dated May 28, 2009.
The hand auger borings were continuously sampled and logged in 6-inch to 12 inch intervals to depths
ranging from 0 to 60 inches below the existing ground surface. The following are log descriptions of the
shallowest soil samples observed from each boring which exhibit chroma 2 or less colors, redoximorphic
depletions and concentrations:
B-1
Sample Depth: 18" — 24"
Munsell Color: 2.5Y 5/2
Description: Apparent fill soil, gleyed fine -very fine granular matrix with coarse sized subrounded peds.
Peds exhibit evidence of Iron reduction and accumulation, moist.
Boring Depth: 60"
Approx. Seasonal High Water Table: 18"
HQ: 3015 DUMBARTON ROAD RICHMOND, VA 23228 USA T 804.264.2701 F 804.264.1202 www.fandr.com
VIRGINIA • NORTH CAROLINA • SOUTH CAROLINA • MARYLAND • DISTRICT OF COLUMBIA • EASTERN EUROPE
A Woman -Owned Business

$1
B-2
Sample Depth: 0" —12"
Munsell Color: 2.5Y 2.5/1
Description: Apparent fill soil with organics, exhibits aquaic conditions, wet.
Boring Depth: 30"
Approx. Seasonal High Water Table: <12"
B-3
Sample Depth: 0" —12"
Munsell Color: 2.5Y 2/1
Description: Apparent fill soil with organics, exhibits aquaic conditions, mottled, wet.
Boring Depth: 48"
Approx. Seasonal High Water Table: <12"
B-4
Sample Depth: 0" —12"
Munsell Color: MY 3/1
Description: Apparent fill soil with organics, exhibits aquaic conditions, mottled, wet.
Boring Depth: 42"
Approx. Seasonal High Water Table: <12"
Stedman Pentecostal Holiness Church
F&R Record No.K64-092G
2
Family Life Center Expansion
August 8, 2009

The soil samples observed from borings 1 through 4 appear to consist of relatively old fill and exhibit
characteristics that may suggest shallow year-round water table conditions in the areas evaluated. Due
to the complex nature of characterizing old fill soils, F&R recommends that exploratory pits be
excavated and logged by North Carolina Licensed soil scientist to further evaluate the potential for
shallow water table conditions at the project site.
Respectfully,
FROEHLING ROBERTSON, INC.
Andrew Kosse, LEED AP
Environmental Group manager
1-1
CUP,
Gilles Bello
Branch Manager
Stedman Pentecostal Holiness Church Family Life Center Expansion
F&R Record No.K64-092G 3 August 8, 2009

FROEHLING & ROBERTSON, INC.
Engineering • Environmental • Geotechnical
NC Engineering License # F-0266
327 E. Jenkins Street
Fayetteville, North Carolina 28306 1 USA
May 28, 2009
Rev. C. Randall Strickland
Stedman Pentecostal Holiness Church
P.O. Box 396
Stedman, North Carolina 28391
Re: Results of Laboratory Testing and Hydraulic Conductivity
Family Life Center Expansion
Stedman, North Carolina
F&R Record No. K64-092G
Dear Rev. Strickland:
Please find, below, the results of our laboratory work completed on May 21, 2009, for the
above referenced project. The testing provided include Sieve Analysis, Percent Fines, Water
Content and Hydrometer Analysis in general accordance with ASTM Standards. Please refer to
the following tables for a summary of our test results.
Table 1: Summary of Laboratory Analysis — Boring P-1
'
USCS' I ,,
�
;I Waters
Percerit'!
,;Percerit
Percent 1
"Pefcent:;
Sample
Depth
e�!
h i. E
�Classlf;catlon
Content
i, �
II
Sand'"
�. 11'
Silt :,
, I1 1,,
CI'ay
,
i' o
NO
;Gravel .
,
.,
P 1
4.5-6.0
SM*
11.2
0.0
59.3
24.6
16.1
Top
P 1
4.5-6.0
SC*
11.6
0.0
72.0
13.3
14.7
Middle
P 1
4.5-6.0
SC*
13.2
0.0
63.0
14.6
22.4
Bottom
* USCS Soil Classification based on visual/manual observation in the field during drilling.
HQ: 3015 DUMBARTON ROAD RICHMOND, VA 23228 USA T 804.264.2701 F 804.264.1202 www.fandrxom
VIRGINIA • NORTH CAROLINA • SOUTH CAROLINA • MARYLAND • DISTRICT OF COLUMBIA • EASTERN EUROPE
A Woman -Owned Business

9
Table 2: Summary of Laboratory Analysis — Boring P-4
Water
USCS
Percent
Percent
Percent
Percent
Sample
Depth
Content
Classification
Gravel
Sand
Silt
Clay
'
P4
4 5-6.0
SM*
11.2
0.0
51.0
35.2
13.8
Top
P-4
4.5-6.0
SM*
11.6
0.0
62.0
25.8
12.2
Middle
P-4
4.5-6.0
SP-SM*
13.2
0.0
95.0
2.0
3.0
Bottom
* USCS Soil Classification based on visual/manual observation in the field during drilling.
In conjunction with the laboratory testing, F&R utilized the United States Department of
Agriculture (USDA) Soil Survey Manual to determine a saturated hydraulic conductivity (Ksat)
value for the on -site soils. Based on the Soil Survey Manual, the soils typically encountered at
the site most likely correlate to a saturated hydraulic conductivity class of "Moderately High",
which indicates a range of Ksat values from 0.14 to 1.4 inches/hour. Based on our evaluation
of the data, we recommend using a saturated hydraulic conductivity (Ksat) value on the order
of 0.60 to 0.75 inches/hour for design of the BMP.
At the termination of drilling, temporary piezometers were installed in Borings P-1 and P-4 in
order to obtain stabilized groundwater readings. After a minimum 24-hour stabilization
period, groundwater levels were recorded in Borings P-1 and P-4 at depths of approximately
8% and 5 feet below existing grades respectively.
Based on the review of the boring logs and the stabilized groundwater readings obtained, we
would recommende that the proposed pond location be in the vicinity of Borings P-1 and P-2.
Stedman Pentecostal Holiness Church Family Life Center Expansion
F&R Record No. K64-092G 2 May 28, 2009

Froehling & Robertson, Inc (F&R) appreciates the continued opportunity to provide
engineering and testing services during this phase of your project. If you have any questions
concerning this report, please feel free to contact us at your convenience.
Respectfully,
FROEHL7 ROBERTSON, C.
Michael J. Walko, P.E.
Senior Geotechnical Engineer
\\64svr\server"F'\Projects K64\K64-092G \Hyd. Cond. Report.d6c
c "q4k--
Gilles Bellot, P.E.
Branch Manager
N.C. Registration No. 25609
R
Stedman Pentecostal Holiness Church Family Life Center Expansion
F&R Record No. K64-092G 3 May 28, 2009

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THIS ➢RAVING IS PART OFA REPORT
AND SHOULD ONLY BE USED N CONJUCTION WITH THE WRITTEN REPORT
K64-092G 2 COPYRIGHT 2009
FROEHLING 6 ROBERTSON, INC.
ALL RIGHTS RESERVED

BORING LOG
ReportNo.: K64-092G
SINCE
FROEHLING & ROBERTSON, INC.
O ru ENGINEERING • ENVIRONMENTAL GEOTECHNICAL
t e e t Date: May, 2009
Client. Stedman Pentecostal Holiness Church
Project: SPHC Infiltration Basins, Stedman, NC
Boring No.: P-] (1 of 1)1
Total
10.0'
Elev: 118.5ft f
Location: Sec Drawing 1
TrypeofBoring: HSA2-1/4"
Started: 5/8/09 Completed: 5/8/09
Driller: DWEBB
Elevation
Depth
DESCRIPTION OF MATERIALS
* Sample
Sample
Depth
N Value
REMARKS
(Classification)
Blows
feet
(blows/ft)
1 183
0.2
Organic Laden Soil (2")
2-3-2
5
Loose, brown, fine to medium, poorly graded SAND
(SP-SC) with clay, moist
117.0
1.5
1.5
5
'
Loose to medium dense, brown and gray clayey
23-2
'
SAND (SC), moist
3'0
I 1
3-4-7
4.5
l l
3-5-6
6.0
111.5
7.0
Loose, white, fine to medium, poorly graded SAND,
(SP-SC) with clay, wet
Stabilized GWL @ 8.5' on
8 5
05/11/09
2-3-3
el
6
108.5
10.0
goring terminated at 10' below ground surface
Wet Spoon @ 10'
Piezometer Installed to 10'
*Number of blows required for a 140 lb automatic hammer dropping 30" to drive 2" O.D., 1.375" I.D. split -spoon sampler in successive 6" increments.
The sum of the second and third increments of penetration is termed the Standard Penetration Test value, "N".

A
BORING LOG
ReportNo.: K64-092G
SINCE
FRGEHLING IR
O ru ROB
ENGINEERING• ENVIRONMENTAL-GEOTECHN
ICAL
eat Date: May,2009
Client. Stedman Pentecostal Holiness Church
Project. SPHC Infiltration Basins, Stedman, NC
Boring No.: P-2 (1 of 1)
Delh 10.0
Elev: 116.Oft t
Location: See Drawing I
T,peof Boring: HSA2-1/4"
Started: 5/8/09 Completed: 5/8/09
Driller: DWEBB
Elevation
Depth
DESCRIP110N 017 MATERIALS
' Sample
araTl
N Value
(blows/ ft)
REMARKS
(Classification)
Blotvs
feetDepth
•
Organic Laden Soil (1 ")
1-2-2
(FILL) Very loose to loose, dark brown clayey SAND
•
4
(SC), with organics, trace brick fragments, moist
1.5
5
223
I I3.0
3.0
3.0
8
'
Loose, gray clayey SAND (SC), wet
3-3-5
111.5
4.5
4'S
7
Wet Spoon 4.5'
Loose, light gray, fine to medium) poorly graded
1-4-3
SAND (SP-SC) with clay, wet
6.0
109.0
7.0
Loose, light gray and brown, tine to coarse, well
graded SAND (SW -SC) with clay and gravel, wet
8.5
6
5_3.3
106.0
10.0
Boring terminated at 10' below ground surface
'Number of blows required fora 140 lb automatic hummer dropping 30" to drive 2" O.D., 1.375" I.D. split -spoon sampler in successive G' increments.
The sum of the second and third increments of penetration is termed the Standard Penetration Test value,'N".

BORING LOG
Report No.: K64-092G
SINCE
FROEHLING & ROBERTSON,INC.
O ENGINEERING• ENVIRONMENTAL• GEOTECHNICAL
a s
I aa, Date: May, 2009
Client. Stedman Pentecostal Holiness Church
Project: SPHC Infiltration Basins, Stedman, NC
Boring No.: P-3 (1 of 1)
pet th 10.0'
Elcy: 118.5ft t
Location: See Drawing 1
Type of coring: HSA 2-1/4"
Started: 5/8/09 Completed: 5/8/09
Driller: D WEBB
Elevation
Depth
DESCRIPTION OF MATERIALS
* Sample
Depth
N Value
REMARKS
(Classification)
Blows
Peet
(blows/ ft)
•
Organic Laden Soil (1 ")
2-2-7
Loose, dark gray silty, fine, SAND (SM), with
9
organics, moist
117.0
1.5
1.5
9
'
Loose, gray clayey, fine, SAND (SC), moist
4-4-5
3'0
7
Cave -In @ 3.0'
3-3-4
114.0
4.5
4.5
11
Medium dense, brown to gray, fine, poorly graded
3-7-4
SAND (SP-SM) with silt, trace roots, moist
112.5
6.0
6.0
S
Wet Spoon 6.0'
Brown, fine, poorly graded SAND (SP-SM) with silt,
wet
6.6
Additional spoon advanced
1 10.5
8.0
after deep roots were
Medium dense, brown, fine to medium, poorly
7
identified
graded SAND (SP-SM) with clay, wet
8.5
6-6-12
18
108.5
10.0
Boring terminated @ 10' below ground surface
I
*Number of -blows required for a 140 lb automatic hammer dropping 30" to drive 2" O.D., 1.375" I.D. split -spoon sampler in successive 6" increments.
The sum of the second and third increments of penetration is termed the Standard Penetration Test value, "N".

BORING LOG
ReportNo.: K64-092G
SINCE
FROEHLING & ROBERTSON,INC.
O ru ENGINEERING -ENVIRONMENTAL • GEOTECHNICAL
9
as Date. May, 2009
Client. Stedman Pentecostal Holiness Church
Project. SPHC Infiltration Basins, Stedman, NC
Boring No.: P-4 (I of 1)
Detalh 10.0' Elew 119.5ftf
Location: See Drawing 1
Tvpeof Boring: HSA 2-1/4"
I Started: 5/8/09 Completed: 5/8/09
Driller: D WEBB
Elevation
Depth
DESCRIPTION 017 MA"I'ERIALS
* Sample
Depth
N VIA=
REMARKS(Classification)
Bl0.1 ows
feet
(blows/ R)
Organic Laden Soil (1")
2-1-2
0.0
(POSSIBLE FILL) Soft, dark brown, fine, sandy
3
SILT (ML), with organics, trace roots, moist
1.5
4
�Z2
3.0
4
1-2-2
115.0
4.5
4.5
13
r
Wet Spoon 4.5'
Poon (�
'
Medium dense, dark brown clayey SAND (SC), with
1-5-8
organics, trace roots, we[
Stabilized GWL @ 5' on
OS/1 I/09
113.5
6.0
6.0
Loose, gray, fine to coarse, well graded SAND
(SW -SC), with clay and gravel, wet
8.5
10
2-4-6
109.5
10.0
Boring terminated at 10' below ground surface
Piezometer Installed to 10'
*Number of blows required for a 140 Ib automatic harnmer dropping 30" to drive 2" O.D., 1.375" I.D. split -sperm suppler in successive 6" increments.
The sum of the second and third increments of penetration is tenned the Standard Penetration Test value, "N".