SW7130611_HISTORICAL FILE_20130619

NORTH CAROLINA
Department of Environmental Qua

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW 7sj1
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
L HISTORICAL FILE
((❑,/
COMPLIANCE EVALUATION INSPECTION
DOC DATE
C2�ZZ /dj
YYYYM M D D

FINANCIAL RESPONSIBILITY/OWNERSHIP FORM
SEDIMENTATION POLLUTION CONTROL ACT
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.
1. Project Name Rockv Hock Baptist Church
2. Location of land -disturbing activity: County Chowan City or Township Rocky Hock
Highway/Street Rocky Hock Church Road Latitude 36.161225 Longitude-76.6839394
3. Approximate date land -disturbing activity will commence: July 8
4.. Purpose of development (residential, commercial, industrial, institutional, etc.): Church
5. Total acreage disturbed or uncovered (including off -site borrow and waste areas): 5.0 ac
6. Amount of fee enclosed: $ 325 The application fee of $65.00 per acre (rounded up
to the next acre) is assessed without a ceiling amount (Example: a 9-acre application fee is $585).
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 J. Stephen Janowski PE E-mail Address istephenianowski 's'aRineerigg.com
Telephone_ Cell # 252-714-3002 Fax # b E D
9. Landowner(s) of Record (attach accompanied page to list additional owners): JUN 2 U 2013
LAND CLAM SEC11ON
Rocky Hock Baptist Church 252-221-4133 WASNINGTON rtEOIONAL OFFICE
Name Telephone Fax Number
113 Rocky Hock Church Road same
Current Mailing Address Current Street Address
State
k'iry
10. Deed Book No. 249 Page No. 657 Provide a copy of the most current deed.
Part B.
Zip
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):
Donald Bass Chairman of Deacons lbunch(@rockvhockbaptistchurch' rc1
Name °� r-^ q
E-mail Address E D
113 Rocky Hock Church Road
Current Mailing Address
City
Current Street Address I N 2 1 2013
City
Zip';'
Telephone [phone] ' Fax

F. " N I J !i;13

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:
Current Mailing Address
City State Zip
Address
Current Street Address
City State Zip
Fax Number.
(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 State Zip
E-mail Address
Current Street Address
city
Fax Number
State Zip
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.
Donald Bass Chairman of Deacc
Type or print name
i ure
or Authority
6-3-1-3
Date
, a Notary Public of the County of a'4_
State of North Carolina, hereby certify that appeared
personally before me this day and being duly sworn acknowledged that the above form was
executed by him.
Witness my hand and notarial seal, this 3fj day o 20J-�—
n"&w
�
Seal Notar
My commission expires I

SOIL EROSION
AND
SEDIMENTATION CONTROL
PLAN
NARRATIVE
ROCKY HOCK BAPTIST CHURCH
ADDITIONS
CHOWAN COUNTY, NC
J.S. JANOWSKI
ENGINEERING, PA
J. S. Janowski Engineering PA
C-3754
J. Stephen Janowski, PE
PO Box30906
Greenville, NC 27833-0906
252-714-3002
Email: jstephegjanowski-+�jsjengincering.com
a 232. 1`
'�,� l�•.�S
JJ'.F( writ,
/n m
Rocky I -lock Baptist Church
113 Rocky Hock Church Road
Edenton, NC 27932
DeCEOe'V
JUN p is 2013 D
WqS NGTON q GIONA� RGE

PROJECT DESCRIPTION
This project includes the construction of a new building addition, parking lots, storm drainage and a storm water wet
detention pond. Approximately 24,448 SF of new buildings will be constructed. The parking lot and access improvements
will account for 56,343 SF of new pavement and walks. The property is bounded on the north by Evans -Bass Road (SR
1216), on the south and west by undeveloped property, and on the east by Rocky Hock Church Road. The site has slopes
averaging 0 to 1.5%. Overall, elevations vary from a high point of 23 feet above sea level to a low point of 15.0 feet above
sea level. The soil types on the site are Conetoe Loamy Sands and Lynchburg soils. This project drains to Rocky Hock
Creek in the Chowan River Basin.
The temporary stockpile will have 1.5 to 1 side slopes and be for topsoil. It will be redistributed and the remainder
permanently seeded. Upon the completion of the spread of topsoil it will be permanently seeded.
This site contains 6.96 acres on site of which 5.0 acres will be disturbed.
The site has slopes averaging 0 to 1.5%. Overall, elevations vary from a high point of 23 feet above sea level to a low
point of 15.0 feet above sea level. The soil types on the site are Conetoe Loamy Sands and Lynchburg soils.
III ADJACENT PROPERTY
The property is bounded on the north by Evans -Bass Road (SR 1216), on the south and west by undeveloped property,
and on the east by Rocky Hock Church Road.
IV. SOILS
According to the soil survey from the U.S. Dept of Agriculture the soil types on the site are Coxville, Lynchburg and
Conetoe soils
V. PLANNED STORM WATER MANAGEMENT AND EROSION AND SEDIMENTATION CONTROL
MEASURES
A Temporary Gravel Construction Entrance is to be used at all street connections.
TEMPORARY SILT FENCE
Temporary Silt Fences are to be placed at the toe of fill sites adjacent to the property line to collect sediment laden runoff.
The silt fence will provide an excellent barrier to protect off -site facilities from sediments.
FABRIC DROP INLET PROTECTION
Sediment fence will be installed around all catch basins and drop inlets to prevent sediment from entering the storm
drainage system.
STORM INLET SEDIMENT TRAP
Storm inlet sediment traps will be used at concentrated runoff points associated with drop inlets as shown on
plans.
CLASS I STONE APRON
Install Class I Stone aprons at the ends of pipes as designated on the plans. Contractor is to pay close attention to
maintain specified sizes and tonnages.
TEMPORARY ROCK CHECK DAMS and ROCK ARCH DAM
Install temporary rock check dams as shown on the plans to control erosion and sedimentation in ditches and swales.
Temporary check dams to be removed once grading has been completed and permanent ground cover has been
established. Also install rock arch dam around the outlet control structure for the wet detention pond.
GROUND COVER: Provide a groundcover (temporary or permanent) on exposed slopes within 21 calendar days
following completion of any phase of grading; and , a permanent groundcover for all disturbed areas within 15 working
days or 90 calendar days (whichever is shorter) following completion of construction or development.

VI.
CONSTRUCTION SCHEDULE
1. OBTAIN PLAN APPROVALS AND ALL APPLICABLE PERMITS.
2. FLAG LIMITS OF ROUGH GRADING FOR BUILDING SITE, PARKING LOTS AND ESTABLISH GRADE
LIMITS AS NEEDED.
3. HOLD PRECONSTRUCTION MEETING WITH GRADING CONTRACTOR, EROSION CONROL
ADMINISTRATOR, PROJECT ENGINEER AND OWNER.
4. INSTALL THE PERIMETER SEDIMENT FENCES AS THE FIRST CONSTRUCTION ACTIVITY PRIOR TO SITE
GRADING AND THEN INSTALL THE WET DETENTION POND
5. INSTALL STORM DRAINAGE AND INLET PROTECTION AROUND CATCH BASINS AND DROP INLETS AND
INSTALL RIP RAP PROTECTION AND ENERGY DISIPATORS
6. INSTALL TEMPORARY GRAVEL CONSTRUCTION ENTRANCE AND USE EXISTING ACCESS TO SITE.
7. BEGIN TO GRADE THE BUILDING PADS DISTRIBUTING EXCAVATED MATERIAL IN THE FILL SECTIONS.
8. UPON THE COMPLETION OF BUILDING PADS INSTALL NEW DRIVEWAY AS INDICATED ON PLANS.
9. INSTALL DRAINAGE AND SWALES AND INSTALL TEMPORARY EROSION CONTROL MEASURES.
10. BEGIN AND COMPLETE ROUGH GRADING OPERATIONS.
11. BRING BUILDING AND PARKING AREA TO WITHIN 2" OF FINAL SUBGRADE, TEMPORARILY SEED THESE
AREAS TO PREVENT EROSION UNTIL SUCH TIME OWNER IS READY TO PROCEED WITH FINAL
CONSTRUCTION.
12. TEMPORARILY SEED ALL DISTURBED AREAS WITH THE EXCEPTION OF AREAS WHICH
CONSTRUCTION WILL CONTINUE.
13. FINE GRADE AND PAVE DRIVEWAY AND PARKING LOTS.
14. PROVIDE STABILIZATION (TEMPORARY OR PERMANENT) IN ANY EVENT, SLOPES LEFT EXPOSED WILL BE
PLANTED OR OTHERWISE PORVIDED WITH GROUND COVER, DEVICES OR STRUCTURES SUFFICIENT TO
RESTRAIN EROSION WITHIN TWENTY ONE (21) CALENDAR DAYS OF COMPLETION OF ANY PHASE OF
GRADING.
15. PROVIDE A GROUND COVER (TEMPORARY OR PERMANENT) ON EXPOSED SLOPES 14 CALENDAR DAYS
FOLLOWING COMPLETION OF ANY PHASE OF GRADING FOR SLOPES 3:1 OR FLATTER INCLUDING ALL
OTHER SLOPES 4:1 OR FLATTER. PROVIDE A GROUND COVER (TEMPORARY OR PERMANENT) ON
EXPOSED SLOPES WITHIN 7 CALENDAR DAYS FOLLOWING COMPLETION OF ANY PHASE OF GRADING
FOR SLOPES 3:1 OR STEEPER INCLUDING ALL PERMANENT DIKES, SWALES, DITCHES AND SLOPES AND
DISTRUBANCES WITHIN HIGH QUALITY WATER (HQWQ) ZONES.
16. ADDITIONAL EROSION AND SEDIMENTATION CONTROL MEASURES MAY BE REQUIRED BY THE STATE OR
OWNER IF DEEMED NECESSARY.
17. AFTER SITE IS STABILIZED, REMOVE ALL TEMPORARY MEASURES, FINE GRADE DISTURBED AREAS, AND
INSTALL PERMANENT VEGETATION ON THE DISTURBED AREAS.
18. MAINTAIN PERMANENT VEGETATION BY TOP DRESSING WITH 700 LBS PER ACRE OF FERTILIZER EVERY
6 MONTHS UNTIL THE COMPLETION OF THE PROJECT.
19, WITHIN 6" OF FINAL GRADE, RE -DISTRIBUTE 6" OF TOP SOIL
20. FINE GRADE, PERMANENTLY SEED AND MULCH ALL LANDSCAPED AREAS
21. REMOVE ALL TEMPORARY EROSION AND SEDIMENTATION CONTROL MEASURES UPON COMPLETION AND
STABILIZATION OF PROJECT.
VII.
MAINTENANCE PLAN
1. All erosion and sediment control practices will be checked for stability and operation following every run-off
producing rainfall but in no case less than once every week. Any needed repairs will be made immediately to
maintain all practices as designed.
2. Sediment will be removed from behind the silt fence when it becomes 0.5 feet deep.
3. Sediment will be removed from the sediment trap when the storage has been approximately 50% filled. Gravel
will be cleaned and replaced when the sediment pool no longer drains properly.
4. All seeded areas will be fertilized, re -seeded as necessary, and mulched according to specifications in the
vegetative plan to maintain a vigorous, dense vegetative cover.
Vill.
VICINITY PLAN
See Erosion
Control Plan
IX.
VEGETATION PLAN
See Construction Drawings

X.
A. 6.02 Land Grading
1. Construct and maintain all erosion and sedimentation control practices and measures in accordance with the approved
sedimentation control plan and construction schedule.
2. Remove good topsoil from areas to be graded and filled, and preserve it
for use in finishing the grading of all critical areas.
3. Scarify areas to be topsoiled to a minimum depth of 2 inches before
placing topsoil (Practice 6,04, Topsoiling).
4. Clear and grub areas to be filled by removing trees, vegetation, roots, or
other objectionable material that would affect the planned stability of the fill.
5. Ensure that fill material is free of brush, rubbish, rocks, logs, stumps,
building debris, and other materials inappropriate for constructing stable fills.
6. Place all fill in layers not to exceed 9 inches in thickness, and compact
the layers as required to reduce erosion, slippage, settlement, or other related
problems.
7. Do not incorporate frozen, soft, mucky, or highly compressible materials
into fill slopes.
8. Do not place fill on a frozen foundation, due to possible subsidence and
slippage.
9. Keep diversions and other water conveyance measures free of sediment
during all phases of development.
10. Handle seeps or springs encountered during construction in accordance
with approved methods (Practice 6.81, Subsurface Drain).
11. Permanently stabilize all graded areas immediately after final grading is
completed on each area in the grading plan. Apply temporary stabilization
measures on all graded areas when work is to be interrupted or delayed for 30
working days or longer.
12. Show topsoil stockpiles, borrow areas, and spoil areas on the plans,
and make sure they are adequately protected from erosion. Include final
stabilization of these areas in the plan.
B. 6.06 Temporary Gravel Construction Entrance
1. Clear the entrance and exit area of all vegetation, roots, and other
objectionable material and properly grade it.
2. Place the gravel to the specific grade and dimensions shown on the plans,
and smooth it.
3. Provide drainage to carry water to a sediment trap or other suitable
outlet.
4. Use geotextile fabrics because they improve stability of the foundation in
locations subject to seepage or high water table.
C. 6.14 Mulching
Select a material based on site and practice requirements, availability of
material, labor, and equipment. Table 6.14a lists commonly used mulches and
some alternatives.
Before mulching, complete the required grading, install sediment control

practices, and prepare the seedbed. Apply seed before mulching except in the
following cases:
• Seed is applied as part of a hydroseeder slurry containing wood fiber
mulch.
• A hydroseeder slurry is applied over straw
APPLICATION OF ORGANIC MULCH
Organic mulches are effective where they can be lacked securely to the surface
Material and specifications are given in Table 6.14a.
Spread mulch uniformly by hand, or with a mulch blower. When spreading
straw mulch by hand, divide the area to be mulched into sections of
approximately 1,000 ft2, and place 70-90 lb of straw ( 1 1/2 to 2 bales) in each
section to facilitate uniform distribution. After spreading mulch, no more than
25% of the ground surface should be visible. In hydroseeding operations a
green dye, added to the slurry, assures a uniform application.
ANCHORING ORGANIC MULCH
Straw mulch must be anchored immediately after spreading. The
following methods of anchoring mulch may be used:
Mulch anchoring tool —A tractor -drawn implement designed to punch mulch
into the soil, a mulch anchoring tool provides maximum erosion control with
straw. A regular farm disk, weighted and set nearly straight, may substitute,
but will not do a job comparable to the mulch anchoring tool. The disk should
not be sharp enough to cut the straw. These methods are limited to slopes no
steeper than 3:1, where equipment can operate safely. Operate machinery on
the contour.
Liquid mulch binders —Application of liquid mulch binders and tackffiers
should be heaviest at the edges of areas and at crests of ridges and banks,
to resist wind. Binder should be applied uniformly to the rest of the area.
Binders may be applied after mulch is spread, or may be sprayed into the
mulch as it is being blown onto the soil. Applying straw and binder together
is the most effective method. Liquid binders include asphalt and an array of
commercially available synthetic binders.
Emulsified asphalt is the most commonly used mulch binder. Any type thin
enough to be blown from spray equipment is satisfactory. Asphalt is classified
according to the time it takes to cure. Rapid setting IRS or CRS designation)
is formulated for curing in less than 24 hours, even during periods of high
humidity; it is best used in spring and fall. Medium setting (MS or CMS) is
formulated for curing within 24 to 48 hours, and slow setting (SS or CSS) is
formulated for use during hot, dry weather, requiring 48 hours or more curing
time.
Apply asphalt at 0.10 gallons per square yard (10 gal/1,000 ft2). Heavier
applications cause straw to "perch" over rills.
In traffic areas, uncured asphalt can be picked up on shoes and cause damage
to rugs, clothing etc. Use types RS or CRS to minimize such problems.
Synthetic binders such as Petroset, Terrateck, and Aerospray may be used, as
recommended by the manufacturer, to anchor mulch. These are expensive,
and therefore usually used in small areas or in residential areas where asphalt
may be a problem (Use of trade names does not constitute an endorsement).
Mulch neftings—Lightweight plastic, cotton, jute, wire, or paper nets may be
stapled over the mulch according to the manufacturer's recommendations (see
"Nets and Mats" below).
Peg and twine —Because it is labor-intensive, this method is feasible only in
small areas where other methods cannot be used. Drive 8-10 inch wooden
pegs to within 3 inches of the soil surface, every 4 feet in all directions. Stakes
may be driven before or after straw is spread. Secure mulch by stretching
twine between pegs in a criss-cross-within-a-square pattern. Turn twine two

or more times around each peg. Twine may be tightened over the mulch by
driving pegs further into the ground.
Vegetation —Rye (grain) may be used to anchor mulch in fall plantings, and
German millet in spring. Broadcast at 15 lb/acre before applying mulch.
CHEMICAL MULCHES
Chemical mulches may be effective for soil stabilization if used between May
1 and June 15, or Sept. 15 and Oct. 15, provided that they are used on slopes no
steeper than 4:1, and that proper seedbed preparation has been accomplished,
including surface roughening where required.
Chemical mulches may be used to bind other mulches, or with wood fiber in a
hydroseeded slurry at any time. Follow the manufacturer's recommendations
for application.
.Y[7X:CH�SY93i19G[e'
Fiberglass roving ('roving") is wound into a cylindrical package so that It can
be continuously withdrawn from the center using a compressed air ejector.
Roving expands into a mat of glass fibers as it contacts the soil surface. It is
often used over a straw mulch, but must still be lacked with asphalt.
Spread roving uniformly over the area at a rate of 0.25 to 0.35 Ib/yd2. Anchor
with asphalt immediately after application, at a rate of 0.25 to 0.35 gal/yd2.
As a channel lining, and at other sites of concentrated flow, the roving mat
must be further anchored to prevent undermining. It may be secured with
stakes placed at intervals no greater than 10 feet along the drainageway, and
randomly throughout its width, but not more than 10 feet apart. As an option
to staking, the roving can be buried to a depth of 5 inches at the upgrade end
and at intervals of 50 feet along the length of the channel.
NETS AND MATS
Nets alone generally provide little moisture conservation benefits and only
limited erosion protection. Therefore, they are usually used in conjunction
with an organic mulch such as straw.
Except when wood fiber slurry is used, netting should always be installed over
the mulch. Wood fiber may be sprayed on top of an installed net.
Mats, including "excelsior" (wood fiber) blankets, are considered protective
mulches and may be used alone, on erodible soils, and during all times of the
year. Place the matting in firm contact with the soil, and staple securely.
INSTALLATION OF NETTING AND MATTING
Products designed to control erosion should be installed in accordance with
manufacturer's instructions. Any mat or blanket -type product used as a .
protective mulch should provide cover of at least 30% of the surface where it
is applied. Installation is illustrated in Figure 6.14a.
1. Apply lime, fertilizer, and seed before laying the net or mat.
2. Start laying the net from the top of the channel or slope, and unroll it down
the grade. Allow netting to lay loosely on the soil or mulch cover but
without wrinkles —do not stretch.
3. To secure the net, bury the upslope end in a slot or trench no less than 6
inches deep, cover with soil, and tamp firmly as shown in Figure 6.14a. Staple
the net every 12 inches across the top end and every 3 ft around the edges and
bottom. Where 2 strips of net are laid side by side, the adjacent edges should
be overlapped 3 inches and stapled together. Each strip of netting should also
be stapled down the center, every 3 ft. Do not stretch the net when applying
staples.
4. To join two strips, cut a trench to anchor the end of the new net. Overlap the
end of the previous roll 18 inches, as shown in Figure 6.14a, and staple every

12 inches just below the anchor slot.
D. 6.51 Fabric Drop Inlet Protection (Temporary)
1. Uniformly grade a shallow depression approaching the inlet
2. Drive 5-foot steel posts 2 feet into the ground surrounding the inlet.
Space posts evenly around the perimeter of the inlet, a maximum of 4 feet
apart.
3. Surround the posts with wire mesh hardware cloth. Secure the wire
mesh to the steel posts at the top, middle, and bottom. Placing a 2-foot flap
of the wire mesh under the gravel for anchoring is recommended.
4. Place clean gravel (NC DOT #5 or #57 stone) on a 2:1 slope with a
height of 16 inches around the wire, and smooth to an even grade.
5. Once the contributing drainage area has been stabilized, remove
accumulated sediment, and establish final grading elevations.
6. Compact the area properly and stabilized it with groundcover
E. 6.60 Temporary Sediment Trap
1. Clear, grub, and strip the area under the embankment of all vegetation and
root mat. Remove all surface soil containing high amounts of organic matter,
and stockpile or dispose of it properly. Haul all objectionable material to the
designated disposal area.
2. Ensure that fill material for the embankment is free of roots, woody
vegetation, organic matter, and other objectionable material. Place the fill in
lifts not to exceed 9 inches, and machine compact it. Over fill the embankment
6 inches to allow for settlement.
3. Construct the outlet section in the embankment. Protect the connection
between the riprap and the soil from piping by using filter fabric or a keyway
cutoff trench between the riprap structure and soil.
• Place the filter fabric between the riprap and the soil. Extend the fabric
across the spillway foundation and sides to the top of the dam; or
• Excavate a keyway trench along the center line of the spillway foundation
extending up the sides to the height of the dam. The trench should be at
least 2 feet deep and 2 feet wide with 1:1 side slopes.
4. Clear the pond area below the elevation of the crest of the spillway to
facilitate sediment cleanout.
5. All cut and fill slopes should be 2:1 or flatter
6. Ensure that the stone (drainage) section of the embankment has a
minimum bottom width of 3 feet and maximum side slopes of 1:1 that extend
to the bottom of the spillway section.
7. Construct the minimum finished stone spillway bottom width, as shown
on the plans, with 2:1 side slopes extending to the top of the over filled
embankment. Keep the thickness of the sides of the spillway outlet structure
at a minimum of 21 inches. The weir must be level and constructed to
grade to assure design capacity.
8. Material used in the stone section should be a well -graded mixture of stone
with a d50 size of 9 inches (class 8 erosion control stone is recommended) and
a maximum stone size of 14 inches. The stone may be machine placed and the
smaller stones worked into the voids of the larger stones. The stone should be
hard, angular, and highly weather -resistant.
9. Discharge inlet water into the basin in a manner to prevent erosion. Use
temporary slope drains or diversions with outlet protection to divert sediment-

laden water to the upper end of the pool area to improve basin trap efficiency
(References: Runoff Control Measures and Outlet Protection),
10. Ensure that the stone spillway outlet section extends downstream past the
toe of the embankment until stable conditions are reached and outlet velocity
is acceptable for the receiving stream. Keep the edges of the stone outlet
section flush with the surrounding ground, and shape the center to confine the
outflow stream (References: Outlet Protection),
11. Direct emergency bypass to natural, stable areas. Locate bypass outlets
so that flow will not damage the embankment.
12. Stabilize the embankment and all disturbed areas above the sediment pool
and downstream from the trap immediately after construction (References:
Surface Stabilization).
13. Show the distance from the top of the spillway to the sediment cleanout
level (1/2 the design depth) on the plans and mark it in the field.
14. Install porous baffles as specified in Practice 6.65, Porous Baffles.
F. 6.62 Temporary Sediment Fence
MATERIALS
1. Use a synthetic filter fabric of at least 95% by weight of polyolefins or
polyester, which is certified by the manufacturer or supplier as conforming to
the requirements in ASTM D 6461, which is shown in part in Table 6.62b.
Synthetic filter fabric should contain ultraviolet ray inhibitors and stabilizers
to provide a minimum of 6 months of expected usable construction life at a
temperature range of 0 to 1200 F.
2. Ensure that posts for sediment fences are 1.33 lb/linear ft steel with
a minimum length of 5 feet. Make sure that steel posts have projections to
facilitate fastening the fabric.
3. For reinforcement of standard strength filter fabric, use wire fence with a
minimum 14 gauge and a maximum mesh spacing of 6 inches.

APPENDIX
CALCULATIONS

Erosion Control
Rocky Hock Baptist Church
Edenton, NC
5/31/2013
J. S. Janowski Engineering, PA (C-8764)
PO Box 30906 620 A Red Banks Road
Greenville, NC 27833-0906
Outlet Swale
Outlet Based on 10 year storm
Total watershed area
Area Impervious C=
Area sandy soil C=
Area grass C=
SCS Soil Group
6-hr, 10 yr rainfall
Time of Concentration
channel flow (not overland)
6.96 acres
0.95 CN=
98
4.43 acres
0.1 CN=
65
0.00 acres
0.2 CN=
73
2.53 acres
C
4.4 inches
15.0 minutes
Composite C =
0.68
R
9
h
Rainfall Intensity = I = g/(h+T)
2
132
18 5.5 inches per hr
10
203
22
25
246
23
100
302
25
Peak Discharge O=CIA
25.8 cfs
Trapezoidal Swale with 3feet
base
Channel
Left Side Slope RlghtSide Slope
n=
slope
Veloctiv
2.00 2.00
0.03
0.16%
2.12 fps
Page 1

Trapezoidal Channels
Rocky Hock Baptist Churck
Edenton, NC
This spreadsheet calculates the uniform and critical flow depths for trapezoidal channels.
Enter values in blue. Results automatically update after any new entry.
Q =
25.8 cfs
Flow Rate
J. Stephen Janowski PE
n =
0.030
Manning's n
JS Janowski Engineering, PA
S =
0.0016 ft/ft
Downstream Slope
C3754
b =
0.0 ft
Base Width
PC Box 30906
z =
2.00 ft/ft
Side Slope
Greenville NC 27833
Uniform Flow Depth
A =
12.19 ftz
Flow Area
P =
11.04 ft
Wetted Perimeter
R =
1.10 It
Hydraulic Radius
K =
645.0 cfs
Manning's Conveyance
err =
0,0000 cfs
Manning's Q - Given Q
y„ =
2.47 ft
Uniform Flow Depth
Critical Flow Depth
A =
5.09 ft'
Flow Area
P =
7.13 ft
Wetted Perimeter
R =
0.71 ft
Hydraulic Radius
T =
6.38 ft
Top Width
err =
0.0000 ft,
QZ/g - A3/T
Y. =
1.60 ft
Critical Flow Depth
Note: Assign b = 0 for triangular channels or z = 0 for rectangular channels.
Velcoity = 2.12 fps b —'

Circular Channels
This spreadsheet calculates the uniform and critical flow depths
for circular channels. Enter values in blue.
Escritt = 1
Q =
25.8 cfs
Flow Rate
n =
0.012
Manning's n
S =
0.0040 f Ift
Downstream Slope
d =
2.50 It
Conduit Diameter
Uniform Flow
J. Stephen Janowski PE
JS Janowski Engineering, PA
C3754
PO Box 30906
Greenville NC 27833
Notes:
None
None
Critical Flow
0 =
4.60 red
Angle with Center
0 =
3.93 rad
Angle with Center
A =
4.37 fly
Flow Area
A =
3.63 ft'
Flow Area
P =
6.68 It
Wetted Perimeter
P =
4.91 ft
Wetted Perimeter
T =
1.86
Hydraulic Radius
R =
0.74 It
Hydraulic Radius
R =
0.65 It
Top Width
T =
2.31 It
Top Width
K =
407.9 cfs
Manning's Conveyance
err =
0.0000 cfs
QZ/g - A�/T
err =
0.0000 cfs
Manning's Q - Given Q
Uniform Flow Depth
Y. =
1.73 ft
Critical Flow Depth
y„ = 2.08 ft
Alt y„ =
None It
Alternate Uniform Flow Depth
r. 1. = s on f.
Maximum possible flow rate in a
pipe of this diameter:
y@QM..=
2.43ft
0 =
5.60 rad
A =
4.87 ft'
P =
7.42 ft
T =
0.83
R =
0.66 It
K =
455.2 cfs
Q.. =
28.8 cfs
Qmu =
28.1 cfs
There may be cases where any three of the following values have been observed, and the fourth value is to be
calculated. This is not the uniform or critical flow depth, but is simply a solution to the relationship between
flow geometry, flow rate and velocity.
Know diameter, flow depth and flow rate, what is the velocity? (d must be greater than y)
d =
1.00 ft
y =
0.50 ft
Q =
1.00 cfs
0 =
3.14
A =
0.39 fe
V =
2.55 ft/sec
Know diameter, flow depth and velocity, what is the flow rate? (d must be greater than y)
d = 6.50 It
y = 1.46 It
V = 3.07 ft/sec
0 =
1.97
A =
5.52 ft2
Q =
11 cfs
Know diameter, velocity and flow rate, what is the flow depth? (area of full pipe must be greater than QN)
d =
6.50 ft
V =
3.07 ft/sec
Q =
17.00 cfs
0 = 1.97
A = 5.54 ft2
1.45 It

J.S. Janowski Engineerng, PA Joe 30" outlet Pipe Rocky Hock
Engineering, Surveying & Planning
SHEET NO. 1 OF 1
1015 Conference Drive
CALCULATED BY jsi DATE 5131113
Greenville, NC 27858
CHECKED BY DATE
[phone]
SCALE
1
3
Discharge (ft3/DCC)
Given Information Calculated Information
je = 25.80 cfs max flow Width at entrance = 3Uo = 6 it use 6.0 it
Do = 24 Width at exit (Up * La) = 10 it use 10.0 it
'8' stone unit weight = 110 pcf Length of Apron (from chart) L = 8 ft
Thickness = 18 " thick Class'B' stone
Tonnage = 5.28 tons use 6 tons
Apron at FES:
Use 6 ft x 10 ft length, 18" thick, 6 tons
Designed apron meets minimum requirements
C:IUserSU. Stephen JanowakllpeaMhU Stephen, Janowski, P 01XW1 Rocky Hock Church EnantanPhaky Hock Erosion ConbolkCopy of RlpRapApnnC81ca-FESat0utle1-"I-13MV

Skimmer Basin
_.-
Disturbed Area (Acres)
Peak Flow from 10-year Storm (cfs)
9000 Required Volume ft3
8389 Required Surface Area ft2
64.8! Suggested Width ft
129.5,Suggested Length ft
58
Trial Top Width at Spillway Invert ft
335
M9
Trial Top Length at Spillway Invert ft
3
Trial Side Slope Ratio Z:1
Trial Depth It (2 to 3.5 feet above
grade)
41Bottom
Width ft
281',Bottom Length ft
1124', Bottom Area ft2
881191Actual Volume ft3 Okay
19430 Actual Surface Area ft2 Okay
20 Trial Weir Length ft
1 Trial Depth of Flow ft
60.0!Spillway Capacity cfs -Okay
®Skimmer Size (inches)
Skii
0.333! Head on Skimmer (feet)
t
0.25
Orifice Size (1/4 inch increments)
10_57_.68iDewatering Time (days)
IM
Suggest about 3 days
Note:
The wet detention pond acting as a "Skimmer Basin" is extremely efficient.

5131/13
North Carolina Secretary of State
�M!1Ulll1ll
North Carolina
Elaine F. Marshall DEPARTMENT Or- -1.1•IE
Secretary S'ECRETARY OF STATE
Date: 5/31 /2013
PO Box 29622 Raleigh, NC 27626-0622 [phone]
Click here to:
View Document Filings I
PC, PLLC, LP and Non -Profit entities are not required to file annual reports.
Corporation Names
Name Name Type
NC ROCKY HOCK BAPTIST LEGAL
CHURCH
Non -Profit Corporation Information
SOSID:
0469705
Status:
—'—Current-Actiee
Effective Date:
10/1/1998
Citizenship:
DOMESTIC
State of Inc.:
NC
Duration:
PERPETUAL
�gistered Agent
Agent Name: BUNCH, LEON
Office Address: 113 ROCKY HOCK CHURCH RD
EDENTON NC 27932
Mailing Address: 113 ROCKY HOCK CHURCH RD
EDENTON NC 27932
ncipal Office
Office Address: NO ADDRESS
Mailing Address: 113 ROCKY HOCK CHURCH RD
CHOWAN COUNTY
EDENTON NC 27932
ficers
rhis website is proNded to the public as a part of the
t11a
DECEIVED
J U N 19 2013
®WQ—Y ARO
of State Knowledge Base (SOSKB) system. Version:
mm-secretarystate-m-us/corporatiors/Corp.mpx?Pltemlr1=4919284 111

Y �a
�.� n V
r 44 {,

Dear
1 hereby give permission for Rocky Hock Baptist Church to access and grade my property to the
limits described on the construction drawings prepared by J.S. Janowski Engineering, PA. The
construction is for the purpose of a Wet Detention BMP to serve the Rocky Hock Baptist Church
expansion and I agree that this BMP can be located on my property and that Rocky Hock
Baptist Church is responsible for the maintenance of the BMP in accordance with the O&M
Agreement set forth by the NCDENR. An easement will be established for their access and
maintenance of this pond. I reserve the right to use water from the pond for the purposes of
irrigation.
Please contact me if you have any questions
Sincerely,
Date-
Roddy Leary
2410 Rocky Hock Road
Edenton, NC 27932
252-339-6514
RECEIVE®
J UN 1 9 2013
ff Q-Y VARY

0
Ui
LUI
C)
VA
L -t"rL4-
- - -
M
-
It,, -ALLL&
'U,-
Tel Te
-tLAf
-AWA I
--ALd. Rocky Hock
•W-04 Church Site
tL
—•
—L,4-
Chowan
kcadeMy.
q* C
r-
1211 tLu-
Ce

u
7

J.S. JANOWSKI
ENGINEERING, PA
RECEIVE
J U N 1 9 2013
Q- V V AR
11"ZMAX
ROCKY HOCK BAPTIST CHURCH ADDITION
CHOWAN COUNTY, NC
May 31, 2013
Owner:
Rocky Hock Baptist Church
113 Rocky Hock Church Road
Edenton, NC 27932
PO Box 30906 Greenville NC 27833-0906 252-714-3002
www.js'anowskien ig neering.com [e-mail]

J.S. JANOWSKI
ENGINEERING, PA
GENERAL PROJECT INFORMATION
This project includes the construction of a new building addition, parking lots, storm drainage and a storm
water wet detention pond. Approximately 24,448 SF of new buildings will be constructed. The parking lot ✓
and access improvements will account—fo>r 56,343 SF of new pavement and walks. The property is ✓
bounded on the north by Evans -Bass Road (SR 1216), on the south and west by undeveloped property,
and on the east by Rocky Hock Church Road. The site has slopes averaging 0 to 1.5%. Overall,
elevations vary from a high point of 23 feet above sea level to a low point of 15.0 feet above sea level.
The soil types on the site are Conetoe Loamy Sands and Lynchburg soils. This project drains to Rocky
Hock Creek in the Chowan River Basin.
STORMWATER INFORMATION _ -17g'�t_ o �rG`
Pre -development, this project site consists of 5.77 acres of property and 1.19 acres of offsite property
totaling 6.96 acres and includes the wet detention site. The existing slopes are averaging from 0% to
1.5% and 88,445 sf of existing -impervious -building, -pavement -and walks. Existing surface drainage is
currently draini g ards the west property line where an existing ditch exists. The proposed
development will add 80,791 sf of new and 43,561 sf future impervious -area. —
Post -development, runoff from 6.96 acres will be collected in a proposed storm drainage system
consisting reinforced concrete pipe before it is discharged into the proposed wet detention pond. From
the detention pond, the outflow will be discharged into an existing ditch that drains westward and then
southward towards Rocky Hock Creek. The total impervious area that will be draining into the new wet
detention facility will be 192,797 sf and will include the existing impervious area and the future.
1/ ✓
The purpose of the wet detention pond is to remove 90% total suspended solids in the system, and for
the attenuation of the peak stormwater flow of the 1-year, 24-hour storm (80%-2yr). Using the Surface
Area to Drainage Area Table for 90% TSS in the Coastal Region, the required surface area for this pond
for the inclusion of future development is 11,975 sf. The proposed pond contains 19,414 sf of surface
area.
The breakdown of the impervious areas for this project site area is as follows:
PROJECT SITE AREA BREAKDOWN
Total Project Area Post -Development
New Building Area
Future Building
Existing Building Area
New Employee Parking
New Future Parking
Existing Parking
Existing walks
New walks
Total Impervious Area Post -Development
Percent Impervious
6.96 ac
24,448 sf
20,000 sf
20,880 sf
52,143 sf
23,561 sf
43,311 sf
4,254 sf
4200 sf
192,797 sf or 4.426 ac
63.59 % for the BMP .
PO Box 30906
www.is'anowskien ineeringcony
Greenville NC 27833-0906 252-714-3002
jstephenjanowski@jsjengii)eei-ing.com

J.S. JANOWSKI
ENGINEERING, PA
ROCKY HOCK BAPTIST CHURCH
CHOWAN COUNTY, NC
STORM WATER MANAGEMENT
NARRATIVE AND CALCULATIONS
May 30, 2013
Owner:
Rocky Hock Baptist Church
113 Rocky Hock Church Road
Edenton, NC 27932
PO Box 30906
www.isqanowskienginecring.com
Greenville NC 27833-0906
252-714-3002
jstephenjanowski aOjsjengineering.com

J.S. JANOWSKI
ENGINEERING, PA
APPENDIX
PO Box 30906 Greenville NC 27833-0906
www.4sianowskienp.ineering.com
252-714-3002
js tephenjan o ws ki©jsjeng ineeri ng.co m

"al J.S. JANOWSKI
i` ENGINEERING. PA
Cil6a
PO Box "90t
OnwnyRe, NC 91. ]Ixai
Rocky Hock Church Addition
5I lM13
Taa, 10.3 SWac•Ada toIXeiuW And Ratio lot PwineMM Pod S'ubp to,,teve poo perwiI Too
Poll Removal Effi u in tln Costal Region
9n SREMOVAL_
20 %
]0 %
a %
6a %
90 %
53.63
TO %
90 %
90 %
Nola:TMIeyui.V enlace sne dowse J Wont Ns adn is to Ee Ixoo,, at.. pxm n. Pad ebvaaal.
OIOIPaBd Nua• ago Pau
ee B¢axYgfuMe •
1420 do
m9 Mo pwtl •
S.BC oc
6059%
di 2. Av.,.. P—. Pool Oegn•
6.iY 11
W,go. ..don, evenpe permarenl pad'm
o15.0B
cgnad for 19MP
0,0395
SMP• 00391997 695
11.025 SF
DeoN I 39 1
1• 5
1
SA lul 051 044 0.39
035 on 029
025
021
SA an 22A20 19.280 16031
15,315 I3,799 12A72
10,653
9,332
11,975 a1.Bit woods to penman"ncool eleven.. fdr .of ae d SMP
(90%TSSLas;, evanee 9e PP tan of5 69 ry
SA pouted of PP •
19,111 SF at 2i0e'ddow
( / /
m
�s ya✓'
IS.1
SMP'6 PmuMed by ad dmennwt bam
162
Rv • 0.05'.o0911) I • 5JRant.floods,9 % 11 ReYfloods,• J.09 Nom
Rv 062 inceuMchc Rv s- 025 Rv-0.05•.0091n 1• i257 K
Vlpe'pmn S8823 Rv 025 YGes/mUtee , r //
Vo9ana Nal mw u cmoWM WX
(.✓
Vol - (.even renmMFv)(DroYw9a Ara)
VOWme O.N mn Wlmence in l yr 24"0 odd oW drvvbcmeN In PQ
3]6la 1 I- I'd non CAWl od.d, 1.5' no CAMA..
TM peon of 1 5-w elwe9e ow I W 24 N Mrm for SA WaWe
1 Mucalwe 2].Ster "nave N clot water dw Pwmddefit podrveO Non /
Vol....' ne Cwe t By poolPn • S•@] c/-9st
pooddint Pod El—n.n 1000
"unlace
dtff.
Ekvalbn
elev ando.
b Eflonn.
B •^
Perm P" 150J
IBIN
-
13W
0,50
1060
15W
23,975
10841
1s.5o
0.5
0,50
12,405
few
25695
29,252
10M
1.0
0
22,015
I7_99
za,]m
sp26T
n.00
20
00
29,935
lap]
]1 des
60202
taw
30
Stwa9a eladoo and". do clasp. vdume•
16.21
—1 Ia v.Nnw•
20923 d
SA
19,111 nl
VOWme coal
95,Ia1'd
Vdo. Foree.y
15,943 d"
A —I. Boa
5695
Fwue %
1657%%.
it, ezti 0K-
LICJ�1
_324
)
. d� . FN NE;��'•• Q���
V�

{ J.S. JANOWSKI
ENGINEERING. PA
C-3754
PO Box 30906
Greenville, NC 27833-0906
[phone]
Rocky Hock Church, Chowan County
5/27/2013
Storage Volume
FOREBAV VOLUME
surface
diff.
accum.
Elevation
area
elev
storage
storage
Elevation
Stage
5.00
420
-
5.00
1.00
518
6.00
616
6.00
1.00
722
7.00
828
722
7.00
1.0
1.00
942
' 8.00
1056
1,664
8.00
2.0
.00
1,178
9.00
1300
2,842
9.00
3.0
1.00
1,430
10.00
1560
4,272
10.00
4.0
1.00
1,698
11.00
1836
5,970
11.00
5.0
1.00
1,982
12.00
- 2128
7,952
12.00
6,0
1.00
2,282
13.00
-2436
10,234
13.00
7.0
1.00
2,598
14.00
: , 2760
12,832
14.00
8.0
0.50
1,422
14.50
2928
14,254
14.50
8.5
0.50
1,689
15.00
3828
15,943
15.00
9.0
MAIN POND VOLUME
surface
diff.
accum.
Elevation
area
elev
storage
storage
Elevation
Stage
5.00
2,074-
5.00
-• N///
7.00
2,523
`03r•
,00 CpA
6.00
7.00
2,972
6.00
1.0......
y
•,•, Y i,.��J
J
3,914
3,443
7.00
2.0
8.00
4,896
7,848
8.00
3.0
= 12•
O
1.00
5,408
', "
9.00
5,920
13,256
9.00
4.0
..•
1.00
6,452
PHENt;
10.00
6,984
19,708
10.00
5.0
P��4
���r111111
1.00
7,537
11,00
8,090
27.245
11.00
6.0
1.00
8,663
12.00
9,236
35,908
12.00
7.0
1.00
9,902
13.00
10,566
45,810
13.00
8.0
1.00
11,110
14.00
11,652
56,920
14.00
9.0
0.50
6,009
14.50
12,382
62,929
14.50
9.5
-
0.50
6,992
15.00
15,586
69,921
15.00
10.0

J.S. JANOWSKI
I ENGINEERING, PA
C-3754
PO Box 30906
Greenville, NC 27833.0906
[phone]
Rocky Hock Church Additions
5/31/2013
Average Permanent Pool Depth Calculation Using Option 2
OPTION 2
* Area f I I Area f + Area *(Depth11
BollomSh l J L BotlomSM l f3ollomNoed Il JI J
DA 1.T = 0.... 5 1 + +
Area,,,,,.,. o/ 2 Areajonom Shfl
Permanent Pool Elev = 23.5
Top of Sediment Pool =
16
ITEM
AREA
DEPTH
W
ft
AreaPermPooi
19414
Area Bottom5helt
15310
AreaeottomPwd
3588
Depth
9.00
V
Average Perm Pool Depth Ic 5 69 ft / /

J.S. JANOWSKI
ENGINEEMNG. PA
C-3754
PO BOX 30906
GREENVILLE, NC 27633-09N
[phone] '
STORM WATER DETENTION ROUTING
FOR
ROCKY HOCK CHURCH
CHOWAN COUNTY, NORTH CAROLINA
6127/2013
2 Year 24-Hour Storm
S7
t tj
C # �232
t,1.��
V1r. -NGINCte' \O
q' 1HEN00����
2 year storm

Site Conditions Predevelooment
Total watershed area
6.96 acres
Transporation
C=
0.95
CN=
98
1.09 acres
Building
C=
1.00
CN=
98
0.48 acres
Managed Pervious Flat Lawn<2%
C=
0,20
CN=
73
5.39 acres
Cropland
C=
0.35
CN=
82
0.00 acres
Wooded
C=
0.15
CN=
78
0.00 acres
SCS Sod Group
B
Hydraulic Length
Overland
240
Channelized
300 feet
Vertical Relief
Overland
2
Channelized
2 feet
2 yr rainfall
3.88 inches
Time of Concentration
channel How
r �1nsae Overland
Channelized
J 6.7
+
4.3
11.1 minutes
—
128
Composite C based on published values (exhibit 1-Malcom)
0.37
R
8
g
h
Rainfall Intensify = / = 2
132
18
4.54 inches per fir
(h+T) 10
203
22
25
246
23
100
302
25
Peak Discharge Q = CIA
9.43 cis
2 year storm
2
(80%2-year)

Site Conditions Post Development
Total watershed area
6A6 acres
Tmnspondion Co
0.95
CN=
98
2.385 acres
Building C=
1.00
CN=
98
1.041 acres
Future Impervious C=
0.95
CN=
98
1.000 acres
Managed Pervious Flat Lawn 2% C=
0.20
CN=
73
2.534 acres
Wooded Pervious C=
0.15
CN=
78
0.000 eves
SCS Soil Group
B
Hydraulic Length
Chan Imp
240
Channelized
600 feet
Vertical Relief
Chan Imp
2
Channelized
5.00 feet
2 yr rainfall
3.88 inches
Design Hydrograph Formulation
Composite CN
88.9
1000
5=-10
25
CN
Runoff
Q. - (P - 0.2S �'
2.70 inches
P + 0.85
Time of Concentration
channel flow (not overland)
Ls
o.ees
Overland
Channelized
F/
6.7
«
2.7
9.4 minutes
r, =
128
Composite C =
0.68
8
R
g
h
Rainfall lntensfty= / =
�h+T�
2
132
18
4,81 inches per hr
10
203
22
25
246
23
100
302
25
Peak Discharge Q = C/A
18.34 cfs
(80%2-year)
Time to peak T _ Vol
1.39Q,
44.6 minutes
Storage Required S = (Q, - Q, )Tr
23,853 cf
Use for setting temporary
(Above 1st 1.5 inch of runoff pool)
pool for Ph 2 designs
Allowable release at impoundment (pre -bypass) =
9.43 cis
Peak rate of inflow at impoundment (pre -bypass) =
18.34 cis
Allowable release at impoundment(post-bypass)=
9.43 vs
Peak rate of inflow at impoundment (post -bypass) =
18.34 cfs
BYPASSED FLOW
' Area(ac) C
l(InA r)
Transportation 0.00 0.95
Roof 0,00 1.00
Qeypa>sad
0.00 cfs
(80%2-year)
Managed Pervious 0.00 0.2
Wooded 0.00 0.10
Total 0.00 0.10
4.81
2 year storm
3

STAGE STORAGE DATA
surface
diff.
accum.
Elevation
area
elev
storage
storage
Elevation
Stage
15.00
19,414
0.50
10,847
15.50
23,975
-
10,847
15.50
1
0.50
12,405
16.00
25,645
-
23,252
16.00
1.5
1.00
27,015
17.00
28,385
-
50.267
17.00
2.5
1.00
29.935
-
18.00
31,485
-
80,202
18.00
3.5
Storage elevation@minimum storage volume
16.21
msl
Temporary Pool Elevation Coastal L5" or diff htwn pre and p
Z
Computed
Storage Stage LN(storage)
LN(Stage)
Stage
23,252 1.5
1.43
50.267 2.5 10.83
0.92
2.50
80,202 3.5 11.29
1.25
3.50
b=In/\.c./ 1.39
L)
Z,
1, S
A. - s 14,084.40
Zx
Z=[K],0
24.24
16.21 feel met
Size Outlet Device for Control Structure
Invert elevation =
15.00 feet msl
estimated onfice center elev.
15.08 feet msi
Average Head Elevation =
16.21 feet msl
Average Head =
0.40 feet
discharge (d) =
9.4 cfs
coefficient of discharge =
0.6
O of once
0.067 ds
Draw down of temporary pool
4.14 days
Orifice equation
2gh
Q=C,A
1.98 Inches
SAY 2 inches
once will drain temp storage in 4.14 days
2 year storm
4

Peak Inflow =
Time to Peak =
Time
T (min)
0
3.00
6.00
9.00
12.00
15.00
18.00
21,00
24.00
27.00
30.00
33.00
36.00
39.00
42.00
45,00
48.00
51.00
54.00
57.00
60.00
63.00
66.00
69.00
72.00
75.00
78,00
81.00
84.00
87.00
90.00
93.00
96.00
99 00
102.00
105.00
108.00
111.00
114.00
117.00
120.00
123.00
126.00
129,00
132,00
135.00
138.00
141.00
144.00
147M
18.34 18.34
44.6 min
Orifice
Temp
Structure
Total
Inflow
Outflow
Outflow
Overflow
Outflow
01 cfs)
01 cfs)
01 cfs)
0( cfs)
01 cfs)
0.00
0.00
0.00
0.00
0.00
0.20
0.00
0.00
0.00
0.00
0.60
0.00
0.00
0.00
0.00
1.78
0,00
0.00
0,00
0.00
3.08
0.00
0.00
0,00
0.00
4.65
0.00
0.00
0.00
0.00
6,42
0.00
0.00
0.00
0.00
8.31
0.00
0.00
0.00
0.00
10.25
0.00
0.00
0.00
0.00
12.13
0.07
0.00
0.00
0.07
13.88
0.08
0.00
0.00
0.08
15.42
0.09
0.00
0.00
0.09
16.69
0.10
0.00
0,00
0.10
17.62
0.10
0.22
0.00
0.33
18.18
0.11
1.24
0.00
1.35
18.33
0.12
2.48
0.00
2.60
18.08
0.12
3.87
0.00
3.99
17.43
0.13
5,16
0.00
5.29
16.50
0.13
6.29
0.00
6.42
15.12
0.14
7.33
0.00
7.47
13.86
0.14
7.95
OM
8.09
12.70
0.14
8.43
0.00
8.57
11.64
0.14
8.91
0.00
9.05
10.66
0.14
9.07
0.00
9.22
9.77
0.14
9.07
0.00
9.22
B.95
0.14
9.07
0.00
9.22
8.20
0.14
8.91
0.00
9.05
7.52
0.14
8.75
0.00
8.89
6.89
0.14
6.59
0.00
8.73
6.31
0.14
8.27
0.00
8.41
5.78
0.14
7.95
0.00
8.09
5,30
0.14
7.64
0.00
7.78
4.86
0,14
7.33
0.00
7.47
4.45
0.14
7.03
0.00
7.17
4.08
0.14
6.73
0.00
6.87
3.74
0.14
6.29
0.00
6.43
3.42
0.14
6.00
0.00
6.14
3.14
0.14
5.72
0.00
5.85
2.87
0.14
5.44
0.00
5.57
2,63
0.13
5.16
0.00
5.30
2.41
0.13
4.89
0.00
5.03
2.21
0.13
4.63
0.00
4.76
2.03
0.13
4.37
0.00
4.50
1.86
0.13
4.12
0.00
4.25
1.70
0.13
3.87
0.00
4.00
1.56
0.13
3.62
0.00
3.75
1,43
0.13
3.38
0,00
3.51
1.31
0.13
3.15
0.00
3,28
1.20
0.13
3.04
0.00
3.16
1.10
0.13
2.81
0.00
2.94
2 year storm

Stormwater routing
Penn Pool
Temp pool
Top of Box
4.00
16.00
2
Spillway
Spillway
-
Inch
16.21
17.04
T (time min)
D (CIS)
Storage
Stage
Outflow
Elevation
Orifice
Weir
Weir
0
0
-
0.00
0.00
15.00
3.00
0.2
-
0.00
0.00
15.00
0.00
0.0
0.0
6.00
0.8
37
0.01
0.00
15.01
0.00
0.0
0.0
9.00
1.8
182
0,04
0.00
15,04
0.00
0.0
0.0
12.00
3.1
501
0.09
0.00
15.09
0.00
0.0
0.0
15.00
4.6
1,056
0.15
0.00
16.15
0.00
0.0
0.0
18.00
6.4
1,892
0.24
0.00
15.24
0.00
0.0
0.0
21.00
8.3
3,048
0.33
- 0.00
15.33
0.00
0.0
0.0
24.00
10.2
4.545
0.44
0.00
15.44
0.00
0.0
0.0
27.00
12.1
6,389
0.57
0.07
15.57
0.07
0.0
0.0
30.00
13.9
8.560
0.70
0.08
15.70
0.08
0.0
0.0
33.00
15.4
11,045
0.84
0.09
15.84
0.09
0.0
0.0
36.00
16.7
13,806
0.99
0.10
15.99
0.10
0.0
0.0
39.00
17.6
16,793
1.14
0.10
16.14
0.10
0.0
0.0
42.00
18.2
19,946
1.28
0.33
16.28
0.11
0.2
0.0
45.00
18.3
23.158
1.43
1.36
16.43
0.12
1.2
0.0
48.00
18.1
26,213
1.56
2.61
16.56
0.12
2.5
0,0
51.00
17.4
28.998
1.68
4.00
16.68
0.13
3.9
0.0
54.00
16.5
31,417
1.78
5.30
16.78
0.13
5.2
0.0
57.00
15.1
33,435
1.86
6.43
16,86
0.14
6.3
0.0
60.00
13.9
35,000
1.93
7.47
16,93
0.14
7.3
0.0
63.00
12.7
36,150
1.97
8.09
16.97
0.14
8.0
0.0
66.00
11.6
36,979
2.00
8.57
17.00
0.14
8.4
0.0
69.00
10.7
37,531
2.03
9.05
17.03
0.14
8.9
0.0
72.00
9.8
37.821
2.04
9.22
17.04
0.14
9.1
0.0
75.00
9.0
37,920
2.04
9.22
17.04
0.14
9.1
0.0
78.00
8.2
37,872
2.04
9.22
17.04
0.14
9.1
0.0
81.00
7.5
37,689
2.03
9.05
17.03
0.14
8.9
0.0
84.00
6.9
37,413
2.02
8.89
1T02
0.14
8.7
0.0
87.00
6.3
37,052
2.01
8.73
17.01
0.14
8.6
0.0
90.00
5.8
36.617
1.99
8.41
16.99
0.14
8.3
0.0
93.00
5.3
36,144
1,97
8.09
16.97
0.14
8,0
0.0
96.00
4.9 '
35,642
1.95
7.78
16.95
0.14
7.6
0.0
99.00
4.4
35,115
1.93
7.47
16.93
0.14
7.3
0.0
102.00
4.1
34.572
1.91
7.17
16.91
0.14
7.0
00
105.00
3.7
34.015
1.89
6.87
16.89
0.14
6.7
0.0
108.00
3.4
33,452
1.86
6.43
16.86
0.14
6.3
0.0
111.00
3.1
32,911
1.84
6.14
16.84
0.14
6.0
0.0
114.00
2.9
32,371
1.82
5.85
16.82
0.14
5.7
0.0
117.00
2.6
31,835
1.80
5.57
16.80
0.13
5.4
0.0
120.00
2.4
31,306
1.78
5.30
16.78
0.13
5.2
0.0
123.00
2.2
30,787
1.76
5.03
16.76
0.13
4.9
0.0
126.00
2.0
30,280
1.74
4.76
16.74
0.13
4.6
0.0
129.00
1.9
29.788
1.72
4.50
16.72
0.13
4.4
0.0
132.00
1.7
29.312
1.70
4.25
16,70
0.13
4.1
0.0
135.00
1.6
28.854
1.68
4.00
16.68
0.13
3.9
0.0
138.00
1.4
28.415
1.66
3.75
16,66
0,13
3.6
0.0
141.00
1.3
27,997
1.64
3.51
16.64
0.13
3.4
0.0
144.00
1.2
27,601
1.62
3.28
16,62
0.13
3.2
0.0
147.00
1.1
27,227
1.61
3.16
1661
0.13
3.0
0.0
150.00
1.0
26.856
1.59
2.94
16.59
013
2.8
0.0
153.00
0.9
26,508
1.58
2.83
16.58
0.12
2.7
0.0
156.00
0.8
26,166
1.56
2.61
16.56
0.12
2.5
0.0
159.00
0.8
25,849
1.55
2.50
16.55
0.12
2.4
0.0
162.00
0.7
25,538
1.54
2.40
16.54
0.12
2.3
0.0
165.00
0.7
25,234
1.52
2.19
16.52
0.12
2.1
0.0
168.00
0,6
24.956
1.51
2.09
16.51
0.12
2.0
0.0
171.00
0.5
24,687
1.50
2.00
16.50
0.12
1.9
0.0
174.00
0.5
24.426
1.49
1.90
16.49
0.12
1.8
0.0
177.00
0.5
24,174
1.48
1.80
16.48
0,12
1.7
0.0
180.00
0.4
23.932
1.46
1.62
16.46
0.12
1.5
0.0
183.00
0.4
23,716
1.46
1.62
WAS
0.12
1.5
0.0
186.00
0,4
23.494
1.45
1.53
16,45
0.12
1.4
0.0
189.00
0.3
23.282
1.44
1.44
16.44
0.12
1.3
0.0
Results of routing
the 2 year storm
Use orifice =
2.00 Inches
will draw down temporary pool in
4.14
days
Peak outflow =
9.22 cis
Less than post -bypass allowable release of
9.43
cis
Peak Stage-
2.04 ft
Water Elevation=
17.04 real
Peak Storage=
37,920 cf
Design Spillway
16.21 mat
Temporary Pool Elevation for 1st
Inch and hall of mnoff
Length of Weir
4.00 ft
To control 80%2-year
storm
Structure Overflow
17.04 msl
Top of Outlet Control Structure
Length of weir
16.00 ft
2 year storm

20.00
19.00
18.00
17.00
16.00
15.00
14.00
13.00
12.00
N
0 11.00
d
10 10.00
m
cLi 9.00
N_
0 8.00
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00
Routing Hydrograph (2-YR-80%)
Inflow
Orifice Outflow
- Temp Outflow
- Structure Overflow
Total Outflow
- -
- -
Nil
10
0 9.00 18.00 27.00 36.00 45.00 54.00 63.00 72.00 81.00 90.00 99.00 108.00 117.00 126.00 135.00 144.00
Time (min)

I.S. jANOWSKI
L'NGINGGRING. PA
C-0754
PO 00%10004
GREEN C. NC 11011C000
(353171N002
STORM WATER DETENTION ROUTING
FOR
ROCKY HOCK CHURCH
CHOWAN COUNTY, NORTH CAROLINA
n7rz0u
10 Year 24-Hour $loon
LIC.�+f I' J24
�FMC�INE�Q'���`
N 11 P�a�
10 y0ar moan

Site Conditions Pradeveloprrlent
Total watershed area
9.96 eves
Transparence
C=
0.95
CN= 98
1.09 acres
Bulking
C.
1.00
CN- 98
0.48 acres
Managed Pervious Flat Lai
C=
020
CN= 23
5.39 acres
Denuded
C=
0.35
CN= 82
OW a.$
Wedded
C=
0,15
CN= 78
OM acres
SCS Soil Group
B
Hydraulic Length
Gvadand
240 Chromm ¢ad
300 feat
Venicel Relief
Overland
2 Changl¢ad
2.0 feet
10 Year Rainfall
5.98 Inches
Time of Concentration
channel llow
Overland
Channelized
1i
63
4.3
11A minutes
128
Composae C based on published values (exhibit 1-MalcOm)
0,37
R
$
g
B
Rainfall Intensity = )=
2
132
18
6,14 inches per hr
(h+T
10
203
22
25
246
23
100
302
25
Peek Discharge Q = CIA
15.93 Cs
Site Conditions Post Development
TOW watershed area
8.96 acres
Trensporation C=
0.05
CN=
N
239 eves
Building C.
im
CN=
99
IN acres
Future Impervious C=
0,95
CN=
N
1.00 eves
Managed Pernous Flat Lawn 2% C=
020
CN=
23
2.53 eves
Webbed Pervlom C=
0,15
CN=
28
0.W acres
SCS Soo Group
B
Hydraulic Length
Chan Imp
240.W
Channelized
BOOM feel
Vertical Relief
Chan Imp
2.W
Channeled
5.00 feet
10 yr rainfall
5.98 Inches
Design Hydrograph Formulation
Composite CN
BaS
0
S_00 __10
1.25
CN
Runoff
(f'-US)'
Q° _
4.20 inches
In+0.8s
Time of Concentration
channel flow (not overland)
° '
Overa6
Cbennellz
R
6]
.
2. 2l
8.4 minutes
•
` 128
Composite C =
OM
=
II2
Rainfall Intensity a 1 =
132
18
648 irlUms par M1r
(h+T�
10
203
22
25
248
23
100
302
25
Peak Discharge Q=CIA
30.76 cfs
Time to Peak Vol
T =-
1.39Q,
49.3 minutes
Storage R,umsi •S = (i), -C), �T,
41.214 c1
(Above 1st inch of runoff pool)
AJlowebie release at kr poundmenl (pre -bypass) =
15,93 cis
Peak rate of maow at Impalndmem (prebypess) ^
30.26 Gs
Alleviates Mieasa at impoundmaredposbbypees)-
15.93 Gs
Peak rate of inflow at impoundment (port -bypass) •
X.76 r1s
BYPASSED FLOW
Area(ac) C I(in/hr)
Transportation 0.00 0.95
Roof 000 1.W lovnineves 0.00 da
Managed Pevi 0W 0.2
Wooded 0.00 0,10
Total OM 0,10 6'tO
10 year storm
2

STAGE STORAGE DATA
surlme
dM.
accum.
Elevation
ens
,fee
store
atom a
Elevation
St...
15.00
19,414
-
15A0
0
0,50
10,847
15.50
23,9]5
10.847
15,50
0.5
0,50
12.405
1800
25,845
23,252
18.00
1
u 22b
1.00
27,015
17,00
2V385
-
50,257
17.00
2
1.00
29,935
18.00
31,485
-
80,202
18.00
3
Storage elevation@minimum storage volume 10.21 noel
2
Computed
Storage
Step.
LN(Sterage)
LN(Sta l
Step.
10,847
0.5
0.53
23,252
1
10.05
0.00
1.02
5Q281
2
10.63
Des
2,On
80,202
3
11.29
1.10
3,W
1.15
K. =r 3l
22.818.37
2.I
24, 80
K 1,
24.85 feetmsl
S¢e Outlet Device for Control Structure
even elevation
15.00 feet msl
estimated otlOce center slay. =
15.08 feet mel
proposed water surface slay. =
24.85 feet mel
Average head (h)=
328 feet
dischar,e (d) =
15,9 us
.efficient of cl,xh ilge =
OA
Orifice equatem
Q •C.,A 2Rh 1.53 Inches
SAY 2 inchos
Orden, will drain tamp storage in MREFI days
10 year storm
3

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No
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:ygxe
2b
��a8i8
yob
O
NJ

80.00
78.00
76.00
74.00
72.00
70.00
68.00
66.00
64.00
62.00
60.00
58.00
56.00
54.00
52.00
50.00
48.00
46.00
U 44.00
m 42.00
Of 40.00
e 38.00
u 36.00
m 34.00
G 32.00
30.00
28.00
26.00
24.00
22.00
20.00
18.00
16.00
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
Routing Hydrograph (10-YR)
0 12.00 24.00 36.00 48.00 60.00 72.00 84.00 96.00 108.00 120.00 132.00 144.00 156.00 168.00 180.00 192.00 204.00 216.00 228.00
Time (min)

m

J.S. JANOWSKI
ENGINEERING. PA
C-3754
vo eoz wcw
GREENVILLE, NC 211133-I900
1262)T144002
STORM WATER DETENTION ROUTING
FOR
ROCKY HOCK CHURCH
CHOWAN COUNTY, NORTH CAROLINA
&27=12
I GO Year 2iHwr Slorrn
CAF, -I/,
�•C <ESS/C
i
�. fr
a C.A .2924�y
f00'.'sm.

She Conditions Predeveloomem,
Total watershed area
0.90 sae•
Tranepomtion
C.
0.95
CN= 98
1.09 saes
Building
(>
1.DO
CN= 98
0.48 eaea
Managed Pervious Flat Iawna2%
C=
020
CN= 23
5.39 ease
Cmpmd
C=
0.35
CN• 02
0.W Saes
Wooded
G
0.15
GN= 20
0.00 saes
SCS Soil Group
B
Hydraulic Length
Ovedard
240 Channelizea
300.0 feel
Variul Relief
0v.mmd
2 Channollzed
2.0 feet
IN Year Rainfall
9.98 inches
Time of Cortcenma5on
Ch•nnol how
1. ' Overland Channelized
/1 s 67 . 4.3 11.1 minutes
128
Composite C based on published values (exhibit 1-Malcom) 0.37
H g
Rainfall Intensity = /_ 9 2 132 18 6.37 irldhisperm,
(h+T) 10 203 22
25 246 23
ISO 302 25
Peek D.oner, a C) = CIA 21.73 ofs
She Conditions Poet Develoomeni
Total watershed area
6.96 ease
Trsapaall.
C=
0.95
CN= 68
2.39 acres
Building
C=
1D0
CN= 98
1.04 acres
Future Impmvloa
C=
0.95
CN= 98
1.00 some
Managed Pervious Flat lawn 2%
C=
0.20
CN= 23
2S3 scree
Wooded Pemoa
G=
0,15
CN= 28
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SCS Soil Group
B
Hydraulic Length
Chan Imp
240.00 Chennelized
fi00,00 few
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100 yr rainfall
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Q (P-0.2.S)'
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Total Outflow
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1�1 iNG �N INItOINCS KA
00��jPO
Box 30906
7Date
Greenville, NC 27833-0906
Job No:
[phone]
Attention:
To: NCDENR — Washington Regional Office
Scott Vinson, Storm Water
Water Quality Section
Re:
943 Washington Square Mall
State Storm Water Permit
Washington, NC 27889
We are sending you: ❑ Attached Under separate cover via the following:
❑ Drawings ® Plans ❑ Prints ❑ Samples ® Specifications
❑ Letter ❑ Other
Date'D
1 6/6/13 Check $505, Deed, Secretary of State, USGS Map, Soils Report SHWT
2 6/6/13 Storm water Application
2 6/6/13 Narrative, Calculations, Average Depth Calc, SA/DA Cale, Pond Vol Calc, Wet Detention Suppl
2 6/6/13 Storm Water Routings
1 6/6/13 Wet Detention O&M Agreement 1 6/6/13 Drainage Area Map RECEIVED
Transmitted as checked below:
® For approval
❑ For your
use
❑ As requested
❑ For review
Remarks:
Copy to: file
❑
Approved as noted
❑
Approved as submitted
❑
Returned for corrections
❑ Other
Signed:
JUN 19 2013
❑ Resubmit
Submit copies for approval
❑
copies for distribution
❑ Return corrected prints
If enclosures are not as noted, kindly notify us at once.

I
el", -. I Jjb

Aston Soil Works, Inc.
P.O. Box 86
Simpson, NC 27879
J. S. Janowski Engineering PA
J. Stephen Janowski
PO Box 30906
Greenville, NC 27833
June 17.2013
RECEIVED
J U N 1 9 2013
Re: Seasonal High Water Table Determination for Rocky Hock Baptist Church in Chowan
County, NC.
Dear Mr. Janowski,
As requested, a seasonal high water table determination was conducted on June 15,
2013 for Rocky Hock Baptist Church in Chowan County, NC. The method of soil
evaluation utilized one hand auger boring to a depth of 25 inches. The boring location
was based on a plan provided by you. An enclosed map identifies the approximate
location of the boring conducted. The findings of this investigation suggest a seasonal
high water table is approximately 12 inches from the surface. The method of
determination was based on the presence of soil morphological features containing
2% chroma 2 color or less mottles within the subsoil. The soil profile description
contained:
1. Ap - 0-8inches; black (10YR 2/1) sandy loam; granular structure; friable.
Big — 8-25 inches; dark grayish brown (10YRY4/2) sandy clay loam; weak fine
subangular blocky structure; friable.
"Soil Saturation present at depth of 24 inches
If you have any further questions, please contact me at [phone]
Sincerely,
Gene Aston
Licensed Soil Scientist # 1261
soft S6.
E�ASFn
, X MOW
•1

Test Location Map for Stormwater Facility
Rocky Hock Church Project on Evans Street
Chowan County, NC
ECIV®
® - Test Location
JUN 1 9 2013
- IV) KU
Y
U
O
S
T
Y
U
O
rY
0 100,
SCALE: 1 100'
Aston Soil Works, Inc.
2858 Madison Grove
Greenville, NC 27858
Note: See Report for More Detail

l L6%iJij �J (SEAL)
J 1 C. Nixon, Trustee
STATE OF NORTH CAROLINA
COUNTY OF CHOWAN
I, Lo�-vs 1, �, Notary Public, for said
county and state, do hereby certify that Julie Blanchard,
Rob Boyce, Lee Bass, Emily Byrum and Joel C. Nixon, Trustees
of Rocky Hock Baptist Church, this day personally appeared
before me and acknowledged the due execution of the
foregoing instrument for the purposes therein expressed. Ja
Witness my hand and official pal, this the P day
of January, 1999.
MY CO'TMISSION EXPIRES �— w
My Com. Expires: APRIL25,1999 Notary Public
(NOTWASI EF,N ID
NOTARY PUBLIC' ID
CHOI°,'AN COUNTY, NC
NORTH CAROLINA
CHOWAN COUNTY
The foregoing certificateP) of TARS P. SR4NS0q, NJIARY IluIC OF
GUM Q. STAIE OF NWH GARQL NA IS
,
>F�iX�ftpC}IX� C 3G 6XXX certified
to
be correct.
This
instrument was presented and recorded
in the Office of
the
Register of Deeds, Chowan County,
North Carolina, in
Book
249 Page 657-66p on
the
20TH day
of
JANUARY 19 99
at
1:41 o'
clock
P M.
SUSAN S. ROUNTREE `�,),
Register of Deeds Ak)' )73X/Deputy Register of Deeds
RECORDED &.VERIFIED: NO STAMPS:
/u/usr/lps/deeds/TrsRHBptCh/jah/97-CP-5 {'RECEIVED
����;; pt \ E
J U N 1 9 2013

South 69 degrees 10 minutes West 184.75 feet and South 69
degrees 25 minutes West 89.29 feet to a corner marked by an
iron rod; thence North 34 degrees 20 minutes West 115.39
feet to a point in a ditch; then, along and with said ditch
North 20 degrees 17 minutes west 109.36 feet, North 23
degrees 57 minutes West 102.31 feet, North 35 degrees 26
minutes West 61.41 feet, and North 35 degrees 11 minutes
West 140.29 feet to the Southeast margin of the 60 foot
right of way of SR 1213; then, along and with said margin of
said right of way North 56 degrees 31 minutes East 190.14
feet; then, continuing with the Southern margin of the right
of way of SR 1213 along an irregular curve, having a chord
running South 61 degrees 36 minutes East 193.07 feet; then,
continuing with the Southern margin of the right of way of
SR 1213 South 26 degrees 55 minutes East 417.18 feet to the
POINT OF BEGINNING, and being a parcel of land consisting of
3.82 acres, more or less, together with all improvements
thereon, said parcel of land being shown on a survey
entitled "PROPERTY OF ROCKY HOCK BAPTIST CHURCH", by Jasper
W. Hassell, Surveyor, dated June 2, 1973, and recorded in
Plat Book 7 at page 31, Chowan County Registry.
Tract 2: That certain parcel of land located in Second
Township, Chowan County, North Carolina, containing 1.95
acres, more or less, and being more particularly described
as follows:
BEGINNING at an iron stob in the centerline of a ditch,
which iron stob is located South 69 degrees 14 minutes 37
seconds West 273.39 feet from an iron stob in the western
edge of the right—of—way of Rocky Hock Church Road by an 18
inch concrete culvert near the southeast corner of the lands
owned by Rocky Hock Baptist Church, and proceeding from said
point of beginning South 69 degrees 25 minutes 00 seconds
West 156.01 feet to an iron pin, a corner; thence North 31
degrees 15 minutes 50 seconds West 497.02 feet to an iron
pin located in the southern edge of the right—of—way of
Evans — Bass Road, a corner; thence along the southern edge
of the right—of—way of Evans — Bass Road, North 58 degrees
44 minutes 10 seconds East 166.27 feet to an iron pin, a
corner; thence South 35 degrees 25 minutes 55 seconds East
141 feet along the centerline of a ditch to an iron pipe;
thence continuing along the centerline of the ditch South 35
degrees 26 minutes 00 seconds East 61.41 feet to an iron
pipe; thence continuing along the centerline of the ditch,
South 23 degrees 57 minutes 00 seconds East 102.31 feet to
an iron pin; thence continuing along the centerline of a
ditch, South 20 degrees 17 minutes 00 seconds East 109.36
feet to an iron pin; thence continuing along the centerline
of the ditch, South 34 degrees 20 minutes 00 seconds East
115.39 feet to the point and place of beginning. Said
parcel is more particularly described on a survey by Josiah
A. Webb, III, R.L.S., dated March 20, 1997, and entitled
"Parcel Being Conveyed to Rocky Hock Baptist Church, Second

PREPARED BY LARS P. SIMONSEN, PRITCHETT & BURCH, PLLC, POST OFFICE
DRAWER 100, WINDSOR, NORTH CAROLINA 27983
MAIL AFTER RECORDING TO: Rocky Hock Baptist Church, Inc.
�III!illlll 113 Rocky Hock Church Road
Edenton, North Carolina 27932
v G
all,
STATE OF NORTH CAROLINA
COUNTY OF CHOWAN �7
o'r
THIS DEED, made this the day of 2000, by
and between V. Faye Ober, unmarried, party of the first part, to Rocky Hock
f—
a� Baptist Church, Inc., a corporation organized under the laws of the State of
U CJ
North Carolina, with one of its offices at Edenton, North Carolina, whose mailing
address is 113 Rocky Hock Church Road, Edenton, North Carolina 27932, party
k1 of the second part:
c�
WITNESSETH: That for and in consideration of the sum of Ten Dollars
and other considerations in hand paid by the party of the second part to the
party of the first part, receipt of which is hereby acknowledged, the said party of
the first part has bargained, sold and conveyed and by these presents does
bargain, sell and convey unto the said party of the second part and its
successors and assigns, the following described land, to -wit:
'7 `?_•.,1
taea rr3pol'v
r.
:.w.ic eS;mp Tor.
Patchett &Burch, PLLC
Windsor, North Carolina
00 5S'S`

And the said party of the first part for herself, her heirs and personal
representatives covenant to and with the said party of the second party and its
successors and assigns, that she is seized of said lands in fee simple and has a
good right to convey the same in fee simple; that the said lands are free and
clear of all encumbrances, SAVE AND EXCEPTING rights of ways for highways
and public utilities and ad valorem taxes for the year 2000 and subsequent
years, and that she will forever warrant and defend the title to the same against
the lawful claims of all persons whomsoever.
IN WITNESS WHEREOF, the said party of the first part has hereunto set
her hand and seal, this the day and year first above written.
-U. J' u� c%mil (SEAL)
V. Faye Ober
STATE OF NORTH CAROLINA
COUNTY OF _hn z&*
I, Notary Public, for said county and
state, do hereby certify that V. Faye Ober, unmarried, this day personally
appeared before me and acknowledged the due execution of the foregoing
instrument for the purposes therein expressed.
Pritchett & Burch, PLLC
Windsor, North Carolina

Vn -
All that certain lot or parcel of land situate in Second
Township, Chowan County, North Carolina, and more particularly
described as follows:
BEGINNING at a pipe located in the Eastern margin of State
Road 1213 (60' R/W) at the Northwestern corner of the Rocky Hock
Baptist Church property and running thence from said beginning
point along the Eastern margin of State Road 1213 the following
courses and distances, to -wit: N 26 degrees 30 minutes West 100
feet, North 17 degrees 30 minutes West 100 feet, North 24 degrees
10 minutes East 100 feet and North 39 degrees 00 minutes East
322 feet to a pipe set at the intersection of the Northeastern
margin of State Road 1213 and the Western margin of State Road
1222 (50 feet right of way); running thence along the Western
margin of State Road 1222 the following courses and distances, to -
wit: South 13 degrees 15 minutes West 100 feet, South 10
degrees 20 minutes West 100 feet; South 7 degrees 15 minutes
West 100 feet; South 3 degrees 45 minutes West 100 feet and
South 3 degrees 30 minutes West 90 feet to a pipe located at the
Northeastern corner of the Rocky Hock Baptist Church property;
thence South 68 degrees 10 minutes West along the Northern
property line of Rocky Hock Baptist Church 106 feet to the pipe set
at the point and place of beginning, containing 1.3 acre, according
to plat of survey dated August 20, 1986 made by Carlyle C. Webb,
Registered Surveyor L-901.
LESS AND EXCEPT that certain portion thereof containing
28,947 S.F. as depicted upon that certain plat of survey made
October 26, 1992 entitled in part "Boundary Survey for Carolina
Telephone & Telegraph Company" made by McDowell & Associates,
P.A., which plat of survey is recorded in Book 198 page 419 of the
Chowan County Public Registry and the same is incorporated herein
by reference for purposes of more particular description.
This is the same property conveyed by Paul Ober to V. Faye
Ober by deed dated April 17, 1996, recorded in Deed Book 222
page 584, Chowan County Public Registry.
TO HAVE AND TO HOLD the aforesaid lands with all rights and privileges
thereunto belonging or in anywise appertaining unto the said party of the second
part and its successors and assigns, in fee simple forever.
Pritchett & Burch, PLLC
Windsor, North Carolina

Witness my hand and official seal/stamp, this the LS'� day of
�J .
Go'My 0-om
Ll
Notary PUis
Expires:
AL SEAL/STAMP)
NORTH CAROLINA
CHOWAN COUNTY
The foregoing certificate of ANGELA C. FOREHAND NOTARY PUBLIC OF
CHnwAN rn. , STAT OF NC 'Oddadc�k�fc�, is/ certified to be
correct. This instrument was presented and recorded in the Office of the
Register of Deeds, Chowan County, North Carolina, in Book )F� , Page
576-579 on the 19TH day of OCTOBER , 20 00 , at 4:5o
o'clock P .M.
SUSAN S. ROUNTREE
Register of Deeds
.U-
/Dep ty Register of Deeds
ATE OODeeds Ober, V. Faye to Rocky Hock Baptist Church 00-T-449 waj
RECORDED & VERIFIED:
DEED STAMPED: FORTY DOLLARS($40.00)
Pritchett & Burch, PLLC
Windsor, North Carolina

PREPARED BY LARS P. SIMONSEN, PRITCHETT & BURCH, PLLC, POST
OFFICE DRAWER 100, WINDSOR, N. C. 27983
MAIL AFTER RECORDING TO: Rocky Hock Baptist Church, Inc.,
2936 Rocky Hock Road, Edenton, North Carolina 27932
NO TITLE SEARCH PERFORMED ;.�{��� Prorl ly--
STATE OF NORTH CAROLINA
COUNTY
COUNTY OF CHOWAN
THIS DEED, made this the I / day of January, 1999,
by and between Julie Blanchard, Rob Boyce, Lee Bass,
Emily
Byrum and Joel C. Nixon, as Trustees for Rocky Hock
Baptist
Church, an unincorporated association, whose mailing
address
is 2936 Rocky Hock Road, Edenton, North Carolina,
27932,
parties of the first part, to Rocky Hock Baptist
Church,
Inc., a North Carolina non—profit corporation, whose mailing
address is 2936 Rocky Hock Road, Edenton, North Carolina
\
27932, party of the second part:
WITNESSETH: That for and in consideration of the sum
h
of Ten Dollars and other considerations in hand paid by the
party of the second part to the parties of the first part,
t�
1�
M
M
receipt of which is hereby acknowledged, the said parties of
othe
first part have bargained, sold and conveyed and by
i
these presents do bargain, sell and convey unto the said
party of the second part and its successors and assigns, the
zfollowing
described land, to —wit:
�o
Tract 1: That certain lot or parcel of land in Chowan
6
County, North Carolina, more particularly described as
follows: BEGINNING at a point in the Southwest margin of
the 60 foot right—of—way of SR 1213, said beginning point
being marked by a concrete marker located South 26 degrees
55 minutes East 4.0 feet from a brass plate labeled L-1065;
then, from said POINT OF BEGINNING, along and with the line
of the Hollowell Heirs property, and along and with a ditch
`C106 ).S

Township, Chowan County, North Carolina," a copy of which is
attached hereto for more particular description.
TO HAVE AND TO HOLD the aforesaid lands with all rights
and privileges thereunto belonging or in anywise
appertaining unto the said party of the second part and its
successors and assigns, in fee simple forever.
And the said parties of the first part for themselves,
their heirs and personal representatives covenant to and
with the said party of the second part and its successors
and assigns, that they are seized of said lands in fee
simple and have a good right to convey the same in fee
simple; that the said lands are free and clear of all
encumbrances, SAVE AND EXCEPTING rights of ways -for highways
and public utilities, easements and restrictions of record,
and ad valorem taxes for the year 1999 and subsequent years,
and that they will forever warrant and defend the title to
the same against the lawful claims of all persons
whomsoever.
IN WITNESS WHEREOF, the said parties of the first part
have hereunto set their hands and seals, this the day and
year first above written.
(SEAL)
(SEAL)
(SEAL)
67n,! A 73 & /) ,/ -(SEAL)
Emily Byrum, Tru ee