20052070 Ver 1_Stormwater Info_20060214 (203)

Soil & Environmental Consultants, PA
11010 Raven Ridge Road • Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
www.SandEC.com
February 14, 2006
S&EC Project # 8713.W1
Department of Environment and Natural Resources
Division of Water Quality
Attn: Cyndi Karoly
2321 Crabtree Boulevard
Suite 250
Raleigh, NC 27604
f -!H
0
Re: Reply to the Division of Water Quality's Request for More Information
Weavers Pond Subdivision, DWQ # 05-2070 FF9 1 4 7006
Zebulon, Wake County, NC
DENA - WAIER QUA n
Dear Ms. Karoly: WET111N?WAND1?TARM -96RANCH
The purpose of this letter is to respond to your November 22, 2005 letter requesting further information.
The original questions/requests are copied below as they appear on the 11/22/05 letter and are then
followed by our response to each.
Additional Information Requested.
1. Please indicate all stormwater outfalls on the site plan.
An overall stormwater site plan map is attached for your review. This site plan map includes all
stormwater outfalls proposed within the previously applied for Weavers Pond Subdivision.
2. Please indicate the diffuse flow provision measures on the site plan.
A stormwater plan with an overall stormwater plan map that provides diffuse flow is attached for you
review. This stormwater plan includes dry detention basins followed by level spreaders, timber weir wall
level spreaders and pre-formed scour holes all designed to meet the diffuse flow requirements. In
addition, level spreader worksheets, dry detention worksheets and 2 Operations & Maintenance
Agreements for level spreaders and dry detention basins are included.
3. The road crossing labeled as "Road D-Crossing #3 " on the plans does not appear to be
necessary. Please eliminate the road crossings or provide additional information as to why
it is necessary for this project.
As stated within the Pre-Construction Notification Application, this road crossing is needed for internal
connectivity, to insure safety due to the number of lots served and to accommodate future development to
the northern portion of the property. As such, the applicant is now proposing to cross this feature with a
bottomless culvert and completely spanning both banks to avoid all stream impacts. In the original
application, USACE Stream Quality Assessment Worksheets and DWQ Stream Identification Forms
were completed and submitted, along with photo's of this. unimportant, intermittent stream to emphasize
Charlotte Office:
236 LePhillip Court, Suite C
Concord, NC 28025
Phone: [phone]
FAX- OW) 79n_9406
Greensboro Office:
3817-E Lawniale Drive
Greensboro, NC 27455
Phone: [phone]
Fax- [phone]
the low quality of this agricultural feature and its existing riparian buffer. Attached are new impact maps
for Road D-Crossing #3 and photo's of the existing riparian buffer.
We hope that this answers all of the DWQ's questions in order to finish the final review process for a
401 Water Quality Certification. If you have any further questions or any additional explanation is
needed, please don't hesitate to call.
Sincerely,
/ 4e-
C&,
Aaron Cooper
Environmental Scientist
Attachments:
1) Overall Stormwater Site Plan, sheets 1-6 (5 copies)
2) Overall Stormwater Site Plan, aerial photo (5 copies)
3) Stormwater and Erosion Control Calculations binder (includes level spreader & dry detention
worksheets) (5 copies)
4) Level Spreader Operations & Maintenance Agreement, signed and sealed (5 copies)
5) Dry Detention Operations & Maintenance Agreement, signed and sealed (5 copies)
6) Revised Road D-Crossing #3 Impact Map & Vertical Cross-section
7) Photo's of stream and impact area for proposed Road D-Crossing #3 (5 copies)
8) Revised pages 3, 4, 5 & 8 of the PCN (5 copies)
CC: Michael Whitehead-MacGregor Development Co., 201 Shannon Oaks Circle, Cary, NC 27511
2
10. Describe the overall project in detail, including the type of equipment to be used: The
proposed project consists of the construction of a residential subdivision with typical utilities (i.e.
sewer, water). Typical construction and ading_gquipment will be utilized for this project.
11. Explain the purpose of the proposed work: The purpose of the proposed project is to
develop a residential subdivision.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules. S&EC conducted a preliminary wetland delineation followed by a
detailed wetland delineation and Neuse Buffer evaluation in April of 2004. Ms. Jennifer
Burdette, formerly of the USACE, verified our delineation on November 30, 2004. A sign-off
map will be submitted at a later date. Mr. Michael Horan of the NC-DWQ conducted a site visit
to determine features subject to the Neuse Buffer Rules (NBRRO#04-0211: letter is attached).
No previous permits have been issued for the project.
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
No future permit requests are anticipated for this project at this time.
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. Each impact must be
listed separately in the tables below (e.g., culvert installation should be listed separately from
riprap dissipater pads). Be sure to indicate if an impact is temporary. All proposed impacts,
permanent and temporary, must be listed, and must be labeled and clearly identifiable on an
accompanying site plan. All wetlands and waters, and all streams (intermittent and perennial)
should be shown on a delineation map, whether or not impacts are proposed to these systems.
Wetland and stream evaluation and delineation forms should be included as appropriate.
Photographs may be included at the applicant's discretion. If this proposed impact is strictly for
wetland or stream mitigation, list and describe the impact in Section VIII below. If additional
space is needed for listing or description, please attach a separate sheet.
1. Provide a written description of the proposed impacts: Permanent impacts associated
with road construction and widening include 0.15 acres of Zone 1 Neuse Buffer, 0.14 acres
of Zone 2 Neuse Buffer. Temporary impacts due to sanitary sewer line installation and
Page 3 of 10
additional access needed for the construction of the roads include 95 linear feet of stream
channel, 0.33 acres of Zone 1 Neuse Buffer, 0.19 acres of Zone 2 Neuse Buffer, .030 acres of
open water impacts and 0.396 acres of wetlands.
2. Individually list wetland impacts. Types of impacts include, but are not limited to
mechanized clearing, grading, fill, excavation, flooding, ditching/drainage, etc. For dams,
separately list impacts due to both structure and flooding.
Wetland Impact Type of Wetland Located within Distance to Area of
Site Number Type of Impact (e.g., forested, marsh, 100-year Nearest Impact
(indicate on map) herbaceous, bog, etc.) Floodplain Stream (acres)
es/no linear feet
Utility Impact Permanent
Headwater Forested
No
0 0.132
Map #1 Temporary 0.264
Total Wetland Impact (acres) 0.396
3. List the total acreage (estimated) of all existing wetlands on the property: >0.5 acres
4. Individually list all intermittent and perennial stream impacts. Be sure to identify temporary
impacts. Stream impacts include, but are not limited to placement of fill or culverts, dam
construction, flooding, relocation, stabilization activities (e.g., cement walls, rip-rap, crib
walls, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is proposed,
plans and profiles showing the linear footprint for both the original and relocated streams
must be included. To calculate acreage, multiply length X width, then divide by 43,560.
Stream Impact
Perennial or Average Impact Area of
Number Stream Name Type of Impact
Intermittent? Stream Width Length Impact
(indicate on ma Before Impact linear feet acres
Utility Impact UT to Beverdam
Temporary
Perennial +/- 3'
31
0.002
Map #1 Crk
Utility Impact UT to Beverdam
Temporary
Perennial +/- 3'
34
0.002
Map #1 Crk
Utility Impact UT to Beverdam
Temporary
Perennial +/- 3'
30
0.002
Map #2 Crk
Total Stream Impact (by length and acreage) 95 0.006
5. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.). Open water impacts include, but are not limited to
fill, excavation, dredging, flooding, drainage, bulkheads, etc.
Open Water Impact Name of Waterbody Type of Waterbody Area of
Site Number (if applicable) Type of Impact (lake, pond, estuary, sound, bay, Impact
indicate on ma ocean, etc. acres
Page 4 of 10
Crossing #1 N/A Road-temporary Pond 0.010
Crossing #1 N/A Utility-temporary Pond 0.020
Total Open Water Impact (acres) 0.030
6. List the cumulative impact to all Waters of the U.S. resulting from the project:
Stream Im act (acres): 0.006
Wetland Impact (acres): 0.396
Open Water Impact (acres): 0.030
Total Impact to Waters of the U.S. (acres) 0.432
Total Stream Impact (linear feet): 95
7. Isolated Waters
Do any isolated waters exist on the property? ? Yes ® No
Describe all impacts to isolated waters, and include the type of water (wetland or stream) and
the size of the proposed impact (acres or linear feet). Please note that this section only
applies to waters that have specifically been determined to be isolated by the USACE.
8. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.): N/A
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): N/A
Current land use in the vicinity of the pond: N/A
Size of watershed draining to pond: N/A Expected pond surface area: N/A
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
The client requested a nreliminarv and detailed wetland delineation and Neuse Buffer
evaluation for the project prior to site plan development. The widening of Pippin Road
(Crossings 1 and 2) is necessary to accommodate the increased traffic in the area, however the
applicant has utilized the existing Right-Of-way to widen the road so no new stream impacts are
proposed. Crossing 3 proposes to impact a ditched, intermittent stream within an agricultural
field (see attached USACE & DWO stream forms and photos). This crossing is needed for
internal connectivity, to insure safety due to the number of lots served and to accommodate
future development to the northern portion of the property. In addition, this is the only
Page 5 of 10
2. If "yes", identify the square feet and acreage of impact to each zone of the riparian buffers.
If buffer mitigation is required calculate the required amount of mitigation by applying the
buffer multipliers.
Zone* Crossing 1 Multiplier Required
(square feet Mitigation
1 273 perm 3 (2 for Catawba) N/A
1,984 temp**
2 1,334 perm 1.5 N/A
641 temp
Total 1,607 perm 1.5 N/A
2,625 temp
* Zone 1 extends out 30 feet perpendicular from the top of the near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
** Temporary Zone I impacts will not be impervious, these areas will be re-vegetated.
Zone* Crossing 2 Multiplier Required
(square feet Mitigation
1 1,52 tperm. emp**
18 3 (2 for Catawba) N/A
2 835 perm 1.5 N/A
518 temp
Total 837 perm 1.5 N/A
2,036 temp
* Zone 1 extends out 30 feet perpendicular from the top of the near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
** Temporary Zone 1 impacts will not be impervious, these areas will be re-vegetated.
Zone* Crossing 3 Multiplier Required
(square feet Mitigation
1 6,310 perm 3 (2 for Catawba) N/A
715 temp**
2 3,973 perm 1.5 N/A
452 temp
Total 10,283 perm 1.5 N/A
1,167 temp
* Zone I extends out 30 feet perpendicular from the top of the near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
** Temporary Zone 1 impacts will not be impervious, these areas will be re-vegetated.
Zone* 6 Utility Lines
(square feet Multiplier Required
Mitigation
1 10,409 3 (2 for Catawba) N/A
2 6,682 1.5 N/A
Total 17,091 1.5 N/A
* Zone 1 extends out 30 feet perpendicular from the top of the near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
Page 8 of 10
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OPERATIONS AND MAINTENANCE AGREEMENT
WEAVERS POND SUBDIVISION
DRY DETENTION BASINS #l, #2, & #3
1. INTRODUCTION
This manual establishes procedures for maintenance of the dry detention pond for the
Weavers Pond Subdivision. These procedures are in compliance with the guidelines of
DWQ Stormwater Runoff Management Policy that requires the dry detention pond be
inspected and maintained as part of the development.
A. Dry Detention Pond
The dry detention pond will function as a stormwater control facility by providing
temporary storage of post-development runoff in excess of pre-development runoff. The
pond is designed to provide a 2-5 day discharge of the volume from a 1" rain in
accordance with Division of Water Quality Policy.
II. MAINTENANCE
A. Vegetation
The dry detention pond has a ground cover of fescue, which, if properly
maintained, will prevent erosion of the embankment and provide an easy surface
for inspection. Grass should be fertilized every October and April.
Re-seeding - Periodically re-seeding may be required to establish grass on
areas where seed did not take or has been destroyed. Before seeding,
fertilizer (12-12-12) should be applied at a minimum rate of 12 to 15 pounds
per 1,000 SF. The seed should be evenly sewn at a rate of three pounds per
1,000 SF. The seed should be covered with soil to the depth of
approximately 1/4". Immediately following the planting, the area should be
mulched with straw.
Mowing - Grass mowing and removal of weed vegetation will be necessary
for the proper maintenance of the embankment. All slopes should be mowed
when the grass exceeds 8" in height. Acceptable methods include the use of
weed whips or power brush cutters and mowers. Grass and vegetation
clipping shall be bagged and removed from the site, they will not be allowed
to remain on the ground which would result in washing into the storm water
system.
B. Erosion
Erosion occurs when the water concentrates causing failure of the vegetation or
when vegetation dies and sets up the environment for rill erosion and eventually
gullies from the stormwater runoff. Proper care of vegetative areas that develop
erosion is required to prevent more serious damage to the slopes. Rills and
gullies should be filled with suitable soil compacted and then seeded. Where
eroded areas are observed, the cause of the erosion should be addressed to
prevent a continued maintenance problem.
C. Standing Water
• Areas where water "stands" shall be re-graded to provide a minimum 0.5%
slope.
D. Storm Water Sewers/Culverts
A. Structural Elements - At a minimum, the structural elements of the
underground stormwater culverts should be thoroughly inspected once
a year. Several of the structural elements may need more frequent
inspections. The inspections should include the following:
The inside of the structure should be inspected for cracks,
spalling, joint failure or leaks a minimum of once per year. If
signs of cracks, leaks, misalignment, sagging or settlement of the
structure or storm sewers are observed, a Civil Engineer or
Geotechnical Engineer should be retained to determine the
probable cause and recommended remediation.
The orifice should be inspected and storm sewers should be
inspected for debris or sediment accumulation after every major
storm event. Any sediment or debris removal should be removed
to prevent blockage. Sediment shall not be flushed into storm
system and shall be collected and removed from the site.
The outlet pipe should be visually inspected for sagging and
alignment a minimum of once per year.
Ili. OPERATION
A. Record Keeping
Operation of the dry detention pond should include recording of the following:
• Annual Inspection Reports - A collection of written reports should be kept
on file with the Homeowner's Association. A visual inspection should be
conducted annually by a professional engineer or his/her representative. All
visual observations should be recorded.
• Maintenance - Recommendations for maintenance and/or repairs should be
recorded within the Annual Inspection Report.
• Other Operational Procedures - The Homeowner's Association should
maintain a complete and up-to-date set of plans (as-built drawings) and all
changes made to the dry detention pond over time should be recorded on the
as-builts by a Professional Engineer.
B. Sedimentation and Dredging
The accumulation of sediment within the dry detention pond may require
periodic removal to maintain sufficient capacity for storage of stormwater. The
frequency of this sediment removal can be reduced by ensuring that the site areas
around the upland areas are stabilized with a vegetative ground cover such that it
restrains erosion. The removed material should be hauled offsite to a suitable
site or mounded somewhere on site and stabilized with a ground cover sufficient
to restrain erosion.
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Print
Title
Address: Ur Skx4&-v, QaN CL,;ti Sub,,, 201
Note: The legally responsible party should not be a homeowners association unless
more than 50% of the lots have been sold and a resident of the subdivision has
-- been named the president.
a Notary Public for the State of
M' County of e , do hereby certify that
r'P personally appeared before me this
day of V Q?Oyoo_.i'N , QP-64,, and acknowledge the due execution of the
forgoing wet [wetland] detention basin maintenance requirements. Witness my hand
and official seal, 4to
Q`t ?0 A R Y <
i
'rZ ': 'O X181-?G V
CO UN?y,\07
SEAL l
My commission expires 'Z> V? • ap-
LEVEL SPREADER OPERATION AND MAINTENANCE AGREEMENT
WEAVERS POND SUBDIVISION
The level spreader is defined as an elongated, level. threshold, designed to diffuse
stormwater runoff.
Maintenance activities shall be performed as follows:
1. After construction and until vegetation has been established, level spreader(s)
shall be inspected after every rainfall. Thereafter, level spreader(s) shall be
inspected at least every month and more frequently during the fall season and
after heavy rainfall events:
a. Accumulated sediment, leaves, and trash shall be removed, and
repairs made if required.
b. Inspect level spreader(s) for evidence of scour, undercutting,
settlement of the structure, and concentrated flows downhill from the
level spreader(s).
C. A level elevation shall be maintained across the entire flow-spreading
structure at all times. Repair or replace the level spreader if it is
damaged.
d. Mow vegetative cover to a height of six (6) inches and prune plants if
they cover over half of the level spreader surface.
e. Repair eroded areas and replace/replant dead or damaged
vegetation.
1. Vegetation
Grass should be fertilized every October and April.
Re-seeding - Periodically re-seeding may be required to establish
grass on areas where seed did not take or has been destroyed.
Before seeding, fertilizer (12-12-12) should be applied at a
minimum rate of 12 to 15 pounds per 1,000 SF. The seed should
be evenly sewn at a rate of three pounds per 1,000 SF. The seed
should be covered with soil to the depth of approximately 1/4".
Immediately following the planting, the area should be mulched
with straw.
Mowing - Grass mowing and removal of weed vegetation will be
necessary for the proper maintenance of the embankment. All
slopes should be mowed when the grass exceeds 8" in height.
Acceptable methods include the use of weed whips or power
brush cutters and mowers.
2. The contractor should avoid the placement of any material on and prevent
construction traffic across the structure. If the measure is damaged by
construction traffic, it shall be repaired immediately.
3. Inspect and repair the collection system (e.g., catch basins, pipes, swales,
riprap) four (4) times a year to maintain proper functioning.
I acknowledge and agree by my signature below that I am responsible for the
performance of the seven maintenance procedures listed above. I agree to notify DWQ
of any problems with the system or prior to any changes to the system or responsible
party. A '
Print name: P1111'.
[P.0; A Prvpc. ?_?_ L-c-6
Title: L ?. UJLk t . Pmt LO
Note
a Notary Public for the State of
Y' e- , do hereby certify that
personally appeared before me this
a and acknowledge the due execution of the
forgoing wet [wetland] detention basin maintenance requirements. Witness my hand
and official seal,
M00 ?''V4,
?Q';•'•0? AR y
d ?
PU8%?q CV
0
COU
The legally responsible party should not be a homeowners association unless
more than 50% of the lots have been sold and a resident of the subdivision has
been named the president.
SEAL //ll
My commission expires
v
Address:'&( %7AoLft 1941 ?? ?r'?e lAf a.utar?? `1 . ?

GIN??a QQ;
i. alb
?12g1?6
IDS - agC)
Weavers Pond Subdivision
Phase
Storm Water and Erosion Control
Calculations
OARo
9?o??eoa
oQ?
o -
o _
a0=

January 2005
41!:we Group.-) inc.
LAND US>= l=?/ALUATION
CI?/IL >=1VGIN?1=fZING
CONSTRUCTION MANAGEMENT
1051 Pemberton Hill Road, Suite 201 - Apex, N.C. 27502
Voice [phone] - fax [phone]
o G,C? G ? 1 -q ?
Q
FEB 1 4 ?(?06
WETLANDS AND STOROAl Lit i#MNCii

t

G

0

DRY BASIN
#1

Project No. DWQ
DIVISION OF WATER QUALITY
401 EXTENDED DRY DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
At a minimum, a complete stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and
specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance
agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and
approval of the project
1. PROJECT INFORMATION (please complete the following information):
Project Name : WEAVERS POND
Contact Person: JOE PAULKNER Phone Number: (9 19} 367-8790
For prcjects with multiple basins, specify which basin this worksheet applies to:_ DRY BASIN # 1
' Drainage Area:_acres Percent Impervious Area: 34 %
13.155
II. REQUIRED ITEMS CHECKLIST
' The following checklist outlines design requirements per the Stormwater Best Management Practices Manual (N.C. Department of
Environment, Health and Natural Resources, November 1995) and Administrative Code Section: 15 A NCAC 2H .1008. Initial in the space
' provided to indicate the following design requirements have been met and supporting documentation is attached. If a requirement has not
been met, attach an explanation of why.
' Applicants Initials
Ilk Ac
1?
-Ether capture runoff from 1 yr., 24 hour storm and release over a 48 hour period, or
capture runoff from 1 inch storm and draw down over a period of 2 to 5 days.
-Please provide routing for 1 yr. 24 hr. event or volume from 1 inch rain
The basin length to width ratio is greater than 3:1.
The basin side slopes are no steeper than 3:1.
A small permanent pool at outlet orifice is provided to reduce clogging.
An emergency drain to completely empty the basin is provided.
Vegetation plan prepared is specified on plans.
Basin to be stabilized within 14 days of construction is specified.
Sediment storage (20% of detention volume) in addition to detention volume is provided.
Inlet and outlet erosion control measures to prevent scour are provided.
Additional treatment to meet the 85% TSS removal efficiency is provided.
Access for clean-out and maintenance is provided.
Inlet plunge pool or other energy dissipation is provided.
.Forebay is provided to capture sediment and minimize clean-out problems.
Uncompacted natural soils are util'¢ed to promote vegetation and reduce sedimentation.
Seasonal high water table is at least 1 foot below bottom of basin.
If used as a temporary sediment basin, plans indicate clean-out prior to final operation.
A site specific operation and maintenance plan with the following provisions is provided.
The O&M agreement is signed by the responsible party and notarized.
1

I

C?

C

Dry Basin #1

Q=CIA Total Site Area = 13.155 acres
Proposed Impervious
Roadway - Total 59,082 s.f.
Sidewalk 3,991 15,964 s.f.
Amenity Parking Lot s.f.
Lots @ 3,042 s.f.Aot 25.5 ea 77,571 s.f. 17 Lots & 17Full Lots
Lots @ 3,502 s.f.Aot 12 ea 42,504 s.f. 12 Lots
Impervious Total 195,121 s.f.
4.479 Acres
Weighted C Value
Impervious Area Pervious Area Weighted
195,121 s.f. 377,900 s.f. "C"
C - Value 0.95 0.30 Value
0.32 0.20 0.52
Detention Pond Design
(85 % Pollutant Removal Effeciency)
Total Drainage Area - 13.155 Acres
Impervious On-Site Area - 4.479 Acres
Percentage of Impervious Area - 34%
1" Storage Volume
Rv = 0.05+0.009 (1)
I = Percent Impervious
Rv = 0.356 (in./in.)
Volume = (Design Rainfall) (Rv) (Drainage Area)
1" Volume Required = 0.391 acres
17,015 c.f.
1" Volume Provided = 21,113 c.f.
Stage / Storage

Elev Contour Incremental Total Stage
Area Volume Volume

332 2,447
5,069 5,069 1
333 7,690
10,438 15,506 2
334 13,185
5,607 21,113 2.4
334.4 14,852
9,546 25,052 3
335 16,967
17,724 38,837 4
336 18,480
19,821 44,872 5
337 21,161
V Volume Elevation (Provided)= 334.4

Drawdown calculation for 1" Volume
Orifice required for 2-5 Day Drawdown
4.3 ft of storage, 2.2 ft of avg head
1.50 in. Orifice Size Q2-day= 14,964
Qavg = 0.087 cfs Q5-day= 37,410
So, this Orifice will drawdown pond in 2.27 days (This references required
volume calc)
Storage depth= 4.30 ft Intermim Calc. 11.7669
Average head= 2.15 ft 10rificeArea= 0.012266 Used for Q

Maximum Release of 2-5 Day Draw down would be based upon the 4.3 feet storage depth.
1.50 in.,*: Orifice Size Intermim Calc. 16.64091
Qmax= 0.122 cfs Orifice Area = 0.012266

Level Spreader Required = Qmax' 13 feet
L= 1.6 feet
The proposed flared end section will disperse the 1" flush flow due to such a low discharge rate.
Peak Flow Q10
= 7.22 in/hr. 1 = 9.72 in/hr.
C = 0.52 C = 0.52
A = 13.15 Ac. A = 13.15 Ac.
Q10 = CIA Q100= CIA
Q10 = 49.5 CFS Q100 = 66.7 CFS
Principal Spillway Riser Elevation = 334.4
Riser Invert Elevation = 331.5
Barrel Invert = 331
Barrel Length = 57 ft.
Barrel Size = 30 " RCP
Kp = 0.00786
Barrel Area = 4.91 sf
Q barrel = 36.41 cfs Capable of
L Riser
Length of Riser
Width of Riser
Width of Weir
Q riser =
H=
EMERGENCY SPILLWAY
Spillway Elev. _
Width =
Depth =
Qspillway =
CHECK
Qspillway+ Qbarrel = Q25
5 ft inside dimension
5 ft inside dimension
20 ft
51.2 cfs
0.90 ft H is Weir depth above riser.
334.90
30
0.5
31.8 cfs
68.2 cfs
pass
Carrying
Contour Contour Incr. Accum. Stage
Elev. Area Storage Storage (S) (Z)
(ft) (sf) (cf) (cf) (ft) In (S) In (Z) Z est

332.0 2,447 - - -
333.0 7,690 5,069 5,069 1.00 8.53 0.00 1.00
334.0 13,185 10,438 15,506 2.00 9.65 0.69 1.99
335.0 16,967 15,076 30,582 3.00 10.33 1.10 3.03
336.0 18,480 17,724 48,306 4.00 10.79 1.39 4.02
337.0 21,161 19,821 68,126 5.00 11.13 1.61 4.97
Regression Output:
b= 1.616997996 (X Variable Coeff)
Ks- 5,103
i (er"nlem,p5
i Itage - Storage Equation is of the form: S = (Ks)(ZI
Check of Ks and b : S = Ks z
Storagae Area Stage
5,103 1
15,652 2
30,152 3
. 48,011
68,872 4
5 #
t
Page 1 of 15
Barrel
actor =
f 0.013
t
.
. of Ori fce = 24.0 inches
ea of Orifice, (Ao) = 3.14 sf
Pipe Length, (L) = 80.0 feet
Friction Coeff., (Kp) = 0.0124
t v. of Barrel = 331.50 feet
Riser
I lev. of Riser Crest = 334.40 feet
Circular:
Dia. of Riser = 0 inches
err Length = - feet
ea of Riser = sq. ft.
Rectangular:
Length of Riser = 5 feet
rdth of Riser = 5 feet
Length=
L 20 feet
Area of Riser =
ea 25 sq.ft.
1 1
Barre None
ra, of Barrel =
v of Control Barrel

1
F11

Area
1.5 inches 0.0122718
332
I Page 2 of 15
Control TOTAL
TIME INFLOW STORAGE STAGE BARREL OUTFLOW
min cfs (cf) L1 cfs cfs
0.00 0.00 17015 2.11 0.0857 0.0857
5.00 0.00 17015 2.11 0.0857 0.0857
10.00
15.00 0.00
0.00 16989
16964 2.10
2.10 0.0857
0.0857 0.0857
0.0857
20.00 0.00 16938 2.10 0.0856 0.0856
25.00 0.00 16912 2.10 0.0856 0.0856
30.00 0.00 16886 2.10 0.0855 0.0855
35.00 0.00 16861 2.09 0.0855 0.0855
40.00 0.00 16835 2.09 0.0855 0.0855
45.00 0.00 16810 2.09 0.0854 0.0854
50.00 0.00 16784 2.09 0.0854 0.0854
55.00 0.00 16758 2.09 0.0853 0.0853
60.00 0.00 16733 2.08 0.0853 0.0853
65.00 0.00 16707 2.08 0.0853 0.0853
70.00 0.00 16682 2.08 0.0852 0.0852
75.00 0.00 16656 2.08 0.0852 0.0852
80.00 0.00 16630 2.08 0.0851 0.0851
85.00 0.00 16605 2.07 0.0851 0.0851
90.00 0.00 16579 2.07 0.0851 0.0851
95.00 0.00 16554 2.07 0.0850 0.0850
100.00 0.00 16528 2.07 0.0850 0.0850
105.00 0.00 16503 2.07 0.0849 0.0849
110.00 0.00 16477 2.06 0.0849 0.0849
115.00 0.00 16452 2.06 0.0849 0.0849
120.00 0.00 16426 2.06 0.0848 0.0848
125.00 0.00 16401 2.06 0.0848 0.0848
130.00 0.00 16376 2.06 0.0847 0.0847
135.00 0.00 16350 2.05 0.0847 0.0847
140.00 0.00 16325 2.05 0.0847 0.0847
145.00 0.00 16299 2.05 0.0846 0.0846
150.00 0.00 16274 2.05 0.0846 0.0846
155.00 0.00 16249 2.05 0.0845 0.0845
160.00 0.00 16223 2.04 0.0845 0.0845
165.00
170.00 0.00
0.00 16198
16172 2.04
2.04 0.0845
0.0844 0.0845
0.0844
175.00 0.00 16147 2.04 0.0844 0.0844
180.00 0.00 16122 2.04 0.0843 0.0843
185.00 0.00 16097 2.03 0.0843 0.0843
190.00 0.00 16071 2.03 0.0842 0.0842
195.00 0.00 16046 2.03 0.0842 0.0842
200.00 0.00 16021 2.03 0.0842 0.0842
205.00 0.00 15995 2.03 0.0841 0.0841
210.00
215.00 0.00
0.00 15970
15945 2.03
2.02 0.0841
0.0840 0.0841
0.0840
220.00 0.00 15920 2.02 0.0840 0.0840
225.00 0.00 15895 2.02 0.0840 0.0840
230.00 0.00 15869 2.02 0.0839 0.0839
235.00 0.00 15844 2.02 0.0839 0.0839
240.00 0.00 15819 2.01 0.0838 0.0838
245.00 0.00 15794 2.01 0.0838 0.0838
250.00 0.00 15769 2.01 0.0838 0.0838
255.00 0.00 15744 2.01 0.0837 0.0837
260.00 0.00 15719 2.01 0.0837 0.0837
265.00 0.00 15693 2.00 0.0836 0.0836
270.00 0.00 15668 2.00 0.0836 0.0836
275.00 0.00 15643 2.00 0.0835 0.0835
280.00 0.00 15618 2.00 0.0835 0.0835
285.00 0.00 15593 2.00 0.0835 0.0835
290.00 0.00 15568 1.99 0.0834 0.0834
295.00 0.00 15543 1.99 0.0834 0.0834
300.00 0.00 15518 1.99 0.0833 0.0833
305.00 0.00 15493 1.99 0.0833 0.0833
310.00 0.00 15468 1.99 0.0833 0.0833
315.00 0.00 15443 1.98 0.0832 0.0832
320.00 0.00 15413 1.95 0.0832 0
0832
325.00 0.00 15393 1.98 0.0831 .
0.0831
330.00 0.00 15368 1.98 0.0831 0.0831
335.00 0.00 15343 1.98 0.0831 0.0831
340.00 0.00 15318 1.97 0.0830 0.0830
345.00 0.00 15293 1.97 0.0330 0.0330
350.00 0.00 15269 1.97 0.0829 0.0529
355.00 0.00 15244 1.97 0.0329 0.0829
360.00 0.00 15219 1.97 0.082S 0.0828
365.00 0.00 15194 1.96 0.0328 0.0828
Page 3 of 15
370.00 0.00 15169 1.96 0.0828 0.0828
375.00 0.00 15144 1.96 0.0827 0.0827
380.00 0.00 15120 1.96 0.0827 0.0827
385.00 0.00 15095 1.96 0.0826 0.0826
390.00 0.00 15070 1.95 0.0826 0.0826
395.00 0.00 15045 1.95 0.0825 0.0825
400.00 0.00 15020 1.95 0.0825 0.0825
405.00 0.00 14996 1.95 0.0825 0.0825
410.00 0.00 14971 1.95 0.0824 0.0824
415.00 0.00 14946 1.94 0.0824 0.0824
420.00 0.00 14921 1.94 0.0823 0.0823
425.00 0.00 14897 1.94 0.0823 0.0823
430.00 0.00 14872 1.94 0.0823 0.0823
435.00 0.00 14847 1.94 0.0822 0.0822
440.00 0.00 14823 1.93 0.0822 0.0822
445.00 0.00 14798 1.93 0.0821 0.0821
450.00 0.00 14773 1.93 0.0821 0.0821
455.00 0.00 14749 1.93 0.0820 0.0820
460.00 0.00 14724 1.93 0.0820 0.0820
465.00 0.00 14700 1.92 0.0820 0.0820
470.00 0.00 14675 1.92 0.0819 0.0819
475.00 0.00 14650 1.92 0.0819 0.0819
480.00 0.00 14626 1.92 0.0818 0.0818
485.00 0.00 14601 1.92 0.0818 0.0818
490.00 0.00 14577 1.91 0.0817 0.0817
495.00 0.00 14552 1.91 0.0817 0.0817
500.00 0.00 14528 1.91 0.0817 0.0817
505.00 0.00 14503 1.91 0.0816 0.0816
510.00 0.00 14479 1.91 0.0816 0.0816
515.00
520.00 0.00
0.00 14454
14430 1.90
1.90 0.0815
0.0815 0.0815
0.0815
525.00 0.00 14405 1.90 0.0814 0.0814
530.00 0.00 14381 1.90 0.0814 0.0814
535.00 0.00 14357 1.90 0.0814 0.0814
540.00 0.00 14332 1.89 0.0813 0.0813
545.00 0.00 14308 1.89 0.0813 0.0813
550.00 0.00 14283 1.89 0.0812 0.0812
555.00 0.00 14259 1.89 0.0812 0.0812
560.00
565.00 0.00
0.00 14235
14210 1.89
1.88 0.0811
0.0811 0.0811
0.0811
570.00 0.00 14186 1.88 0.0811 0.0811
575.00 0.00 14162 1.88 0.0810 0.0810
580.00 0.00 14137 1.88 0.0810 0.0810
585.00 0.00 14113 1.88 0.0809 0.0809
590.00 0.00 14089 1.87 0.0809 0.0809
595.00 0.00 14064 1.87 0.0808 0.0808
600.00 0.00 14040 1.87 0.0808 0.0808
605.00 0.00 14016 1.87 0.0808 0.0808
610.00 0.00 13992 1.87 0.0807 0.0807
615.00 0.00 13968 1.86 0.0807 0.0807
620.00 0.00 13943 1.86 0.0806 0.0806
625.00 0.00 13919 1.86 0.0806 0.0806
630.00 0.00 13895 1.86 0.0805 0.0805
635.00 0.00 13871 1.86 0.0805 0.0805
640.00 0.00 13847 1.85 0.0805 0.0805
645.00 0.00 13823 1.85 0.0804 0.0804
650.00 0.00 13798 1.85 0.0304 0.0804
655.00 0.00 13774 1.85 0.0803 0.0803
660.00 0.00 13750 1.85 0.0803 0.0803
665.00 0.00 13726 1.84 0.0802 0.0802
670.00 0.00 13702 1.84 0.0802 0.0802
675.00 0.00 13678 1.84 0.0802 0.0802
680.00 0.00 13654 1.84 0.0801 0.0801
685.00 0.00 13630 1.84 0.0801 0.0801
690.00 0.00 13606 1.83 0.0800 0.0800
695.00 0.00 13582 1.83 0.0800 0.0800
1
700.00 0.00 13553 1.83 0.0799 0.0799
705.00 0.00 13534 1.83 0.0799 0.0799
710.00 0.00 13510 1.83 0.0798 0.0798
715.00
720.00 0.00
0.00 13486
13462 1.82
1.82 0.0798
0.0798 0.0793
0.0798
725.00 0.00 13438 1.82 0.0797 0.0797
730.00 0.00 13414 1.82 0.0797 0.0797
735.00 0.00 13390 1.82 0.0796 0.0796
740.00 0.00 13366 1.31 0.0796 0.0796
745.00 0.00 13343 1.81 0.0795 0.0795
750.00 0.00 13319 1.81 0.0795 0.0795
755.00 0.00 13295 1.81 0.0795 0.0795
760.00 0.00 13271 1.81 0.0794 0.0794
Paga 4 of 15
' '? 1 1' 1 1' 11
765.00 0.00 13247 1.80 0.0794 0.0794
770.00 0.00 13223 1.80 0.0793 0.0793
775.00 0.00 13200 1.80 0.0793 0.0793
780.00 0.00 13176 1.80 0.0792 0.0792
785.00 0.00 13152 1.80 0.0792 0.0792
790.00 0.00 13128 1.79 0.0791 0.0791
795.00 0.00 13105 1.79 0.0791 0.0791
800.00 0.00 13081 1.79 0.0791 0.0791
805.00 0.00 13057 1.79 0.0790 0.0790
810.00 0.00 13033 1.79 0.0790 0.0790
815.00 0.00 13010 1.78 0.0789 0.0789
820.00 0.00 12986 1.78 0.0789 0.0789
825.00 0.00 12962 1.78 0.0788 0.0788
830.00 0.00 12939 1.78 0.0788 0.0788
835.00 0.00 12915 1.78 0.0787 0.0787
840.00 0.00 12891 1.77 0.0787 0.0787
845.00 0.00 12868 1.77 0.0787 0.0787
850.00 0.00 12844 1.77 0.0786 0.0786
855.00 0.00 12821 1.77 0.0786 0.0786
860.00 0.00 12797 1.77 0.0785 0.0785
865.00 0.00 12774 1.76 0
0785 0
0785
870.00 0.00 12750 1.76 .
0.0784 .
0.0784
875.00 0.00 12726 1.76 0.0784 0.0784
880.00 0.00 12703 1.76 0.0783 0.0783
885.00 0.00 12679 1.76 0.0783 0.0783
890.00 0.00 12656 1.75 0.0782 0.0782
895.00 0.00 12632 1.75 0.0782 0.0782
900.00 0.00 12609 1.75 0.0782 0.0782
905.00 0.00 12586 1.75 0.0781 0.0781
910.00
915.00 0.00
0.00 12562
12539 1.75
1.74 0.0781
0.0780 0.0781
0.0780
920.00 0.00 12515 1.74 0.0780 0.0780
925.00 0.00 12492 1.74 0.0779 0.0779
930.00 0.00 12469 1.74 0.0779 0.0779
935.00 0.00 12445 1.74 0.0778 0.0778
940.00 0.00 12422 1.73 0.0778 0.0778
945.00 0.00 12398 1.73 0.0778 0.0778
950.00 0.00 12375 1.73 0.0777 0.0777
955.00 0.00 12352 1.73 0.0777 0.0777
960.00 0.00 12329 1.73 0.0776 0.0776
965.00 0.00 12305 1.72 0.0776 0.0776
970.00 0.00 12282 1.72 0.0775 0.0775
975.00 0.00 12259 1.72 0.0775 0.0775
980.00 0.00 12235 1.72 0.0774 0.0774
985.00 0.00 12212 1.72 0.0774 0.0774
990.00 0.00 12189 1.71 0.0773 0.0773
995.00 0.00 12166 1.71 0.0773 0.0773
1000.00 0.00 12143 1.71 0.0773 0.0773
1005.00 0.00 12119 1.71 0.0772 0.0772
1010.00 0.00 12096 1.71 0.0772 0.0772
1015.00 0.00 12073 1.70 0.0771 0.0771
1020.00 0.00 12050 1.70 0.0771 0.0771
1025.00 0.00 12027 1.70 0.0770 0.0770
1030.00 0.00 12004 1.70 0.0770 0.0770
1035.00 0.00 11981 1.70 0.0769 0.0769
1040.00 0.00 11958 1.69 0.0769 0.0769
1045.00 0.00 11935 1.69 0.0768 0.0768
1050.00 0.00 11911 1.69 0.0768 0.0768
1055.00 0.00 11888 1.69 0.0768 0.0768
1060.00 0.00 11865 1.69 0.0767 0.0767
1065.00 00
0 11842 68
1 0
0767 0
0767
1070.00 .
0.00 11819 .
1.68 .
0.0766 .
0.0766
1075.00 0.00 11796 1.68 0.0766 0.0766
1080.00 0.00 11773 1.68 0.0765 0.0765
1085.00 0.00 11751 1.68 0.0765 0.0765
1090.00 0.00 11728 1.67 0.0764 0.0764
1095.00 0.00 11705 1.67 0.0764 0.0764
1100.00 0.00 11682 1.67 0.0763 0.0763
1105.00 0.00 11659 1.67 0.0763 0.0763
1110.00
1115.00 0.00
0.00 11636
11613 1.66
1.66 0.0762
0.0762 0.0762
0.0762
1120.00 0.00 11590 1.66 0.0762 0.0762
1125.00 0.00 11567 1.66 0.0761 0.0761
1130.00 0.00 11545 1.66 0.0761 0.0761
1135.00 0.00 11522 1.65 0.0760 0.0760
1140.00 0.00 11499 1.65 0.0760 0.0760
1145.00 0.00 11476 1.65 0.0759 0.0759
1150.00 0.00 11453 1.65 0.0759 0.0759
1155.00 0.00 11431 1.65 0.0758 0.0758
' Page 5 of 15

1160.00 0.00 11 408 1.64 0.0758 0.0758
1165.00 0.00 11385 1.64 0.0757 0.0757
1170.00 0.00 11362 1.64 0.0757 0.0757
1175.00 0.00 11340 1.64 0.0756 0.0756
1180.00 0.00 11317 1.64 0.0756 0.0756
1185.00 0.00 11294 1.63 0.0755 0.0755
1190.00 0.00 11272 1.63 0.0755 0.0755
1195.00 0.00 11249 1.63 0.0754 0.0754
1200.00 0.00 11226 1.63 0.0754 0.0754
1205.00 0.00 11204 1.63 0.0754 0.0754
1210.00 0.00 11181 1.62 0.0753 0.0753
1215.00 0.00 11159 1.62 0.0753 0.0753
1220.00 0.00 11136 1.62 0.0752 0.0752
1225.00 0.00 11113 1.62 0.0752 0.0752
1230.00 0.00 11091 1.62 0.0751 0.0751
1235.00 0.00 11068 1.61 0.0751 0.0751
1240.00 0.00 11046 1.61 0.0750 0.0750
1245.00 0.00 11023 1.61 0.0750 0.0750
1250.00 0.00 11001 1.61 0.0749 0.0749
1255.00 0.00 10978 1.61 0.0749 0.0749
1260.00 0.00 10956 1.60 0
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1265.00 0.00 10933 1.60 .
0.0748 .
0.0748
1270.00 0.00 10911 1.60 0.0747 0.0747
1275.00 0.00 10889 1.60 0.0747 0.0747
1280.00 0.00 10866 1.60 0.0746 0.0746
1285.00 0.00 10844 1.59 0.0746 0.0746
1290.00 0.00 10821 1.59 0.0746 0.0746
1295.00 0.00 10799 1.59 0.0745 0.0745
1300.00 0.00 10777 1.59 0.0745 0.0745
1305.00
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0.00 10754
10732 1.59
1.58 0.0744
0.0744 0.0744
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1315.00 0.00 10710 1.58 0.0743 0.0743
1320.00 0.00 10687 1.58 0.0743 0.0743
1325.00 0.00 10665 1.58 0.0742 0.0742
1330.00 0.00 10643 1.58 0.0742 0.0742
1335.00 0.00 10621 1.57 0.0741 0.0741
1340.00 0.00 10598 1.57 0.0741 0.0741
1345.00 0.00 10576 1.57 0.0740 0.0740
1350.00 0.00 10554 1.57 0.0740 0.0740
1355.00 0.00 10532 1.57 0.0739 0.0739
1360.00 0.00 10510 1.56 0.0739 0.0739
1365.00 0.00 10487 1.56 0.0738 0.0738
1370.00 0.00 10465 1.56 0.0738 0.0738
1375.00 0.00 10443 1.56 0.0737 0.0737
1380.00 0.00 10421 1.56 0.0737 0.0737
1385.00 0.00 10399 1.55 0.0736 0.0736
1390.00 0.00 10377 1.55 0.0736 0.0736
395.00
, 0.00 10355 1.55 0.0735 0.0735
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400.00 0.00 10333 1.55 0.0735 0.0735
1405.00 0.00 10311 1.54 0.0734 0.0734
1410.00 0.00 10289 1.54 0.0734 0.0734
1415.00 0.00 10267 1.54 0.0733 0.0733
1420.00 0.00 10245 1.54 0.0733 0.0733
11425.00 0.00 10223 1.54 0.0733 0.0733
1430.00 0.00 10201 1.53 0.0732 0.0732
1435.00 0.00 10179 1.53 0.0732 0.0732
1440.00 0.00 10157 1.53 0.0731 0.0731
1445.00 0.00 10135 1.53 0.0731 0.0731
1450.00 0.00 10113 1.53 0.0730 0.0730
1455.00 0.00 10091 1.52 0.0730 0.0730
1460.00 0
00 10069 1.52 0
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11465.00 .
0.00 10047 1.52 .
0.0729 0.0729
1470.00 0.00 10025 1.52 0.0728 0.0728
1475.00 0.00 10003 1.52 0.0728 0.0728
1480.00 0.00 9982 1.51 0.0727 0.0727
1485.00 0.00 9960 1.51 0.0727 0.0727
1490.00 0.00 9938 1.51 0.0726 0.0726
1495.00 0.00 9916 151 0.0726 0.0726
1500.00 0.00 9894 1.51 0.0725 0.0725
1505.00
11510.00 0.00
0.00 9873
9851 1.50
1.50 0.0725
0.0724 0.0725
0.0724
1515.00 0.00 9829 1.50 0.0724 0.0724
1520.00 0.00 9805 1.50 0.0723 0.0723
1525.00 0.00 97S6 1.50 0.0723 0.0723
1530.00 0.00 9764 1.49 0.0722 0.0722
11535.00 0.00 9742 1.49 0.0722 0.0722
1540.00 0.00 9721 1.49 0.0721 0.0721
1545.00 0.00 9699 1.49 0.0721 0.0721
1550.00 0.00 9673 1.49 0.0720 0.0720
Page 6 of 15
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1555.00 0.00 9656 1.48 0.0720 0.0720
1560.00 0.00 9634 1.48 0.0719 0.0719
1565.00 0.00 9613 1.48 0.0719 0.0719
1570.00 0.00 9591 1.48 0.0718 0.0718
1575.00 0.00 9570 1.48 0.0718 0.0718
1580.00 0.00 9548 1.47 0.0717 0.0717
1585.00 0.00 9527 1.47 0.0717 0.0717
1590.00 0.00 9505 1.47 0.0716 0.0716
11595.00 0.00 9484 1.47 0.0716 0.0716
1600.00 0.00 9462 1.47 0.0715 0.0715
1605.00 0.00 9441 1.46 0.0715 0.0715
1610.00 0.00 9419 1.46 0.0714 0.0714
1
1615.00 0.00 9398 1.46 0.0714 0.0714
1620.00 0.00 9376 1.46 0.0713 0.0713
1625.00 0.00 9355 1.45 0.0713 0.0713
1630.00 0.00 9334 1.45 0.0712 0.0712
1635.00 0.00 9312 1.45 0.0712 0.0712
11640.00 0.00 9291 1.45 0.0711 0.0711
1645.00 0.00 9270 1.45 0.0711 0.0711
1650.00 0.00 9248 1.44 0.0710 0.0710
655.00
11,660.00 0.00
0.00 9227
9206 1.44
1.44 0.0710
0.0709 0.0710
0.0709
1665.00 0.00 9184 1.44 0.0709 0.0709
1670.00 0.00 9163 1.44 0.0708 0.0708
1675.00 0.00 9142 1.43 0.0708 0.0708
1680.00 0.00 9121 1.43 0.0707 0.0707
11685.00 0.00 9099 1.43 0.0707 0.0707
1690.00 0.00 9078 1.43 0.0706 0.0706
1695.00 0.00 9057 1.43 0.0706 0.0706
1700.00 0.00 9036 1.42 0.0705 0.0705
11705.00 0.00 9015 1.42 0.0705 0.0705
1710.00 0.00 8994 1.42 0.0704 0.0704
1715.00 0.00 8973 1.42 0.0704 0.0704
1720.00 0.00 8951 1.42 0.0703 0.0703
1725.00 0.00 8930 1.41 0.0703 0.0703
11730.00 0.00 8909 1.41 0.0702 0.0702
1735.00 0.00 8888 1.41 0.0701 0.0701
1740.00 0.00 8867 1.41 0.0701 0.0701
1745.00 0.00 8846 1.41 0.0700 0.0700
11750.00 0.00 8825 1.40 0.0700 0.0700
1755.00 0.00 8804 1.40 0.0699 0.0699
1760.00 0.00 8783 1.40 0.0699 0.0699
1765.00 0.00 8762 1.40 0.0698 0.0698
1770.00 0.00 8741 1.39 0.0698 0.0698
1
1775.00 0.00 8720 1.39 0.0697 0.0697
1780.00 0.00 8699 1.39 0.0697 0.0697
1785.00 0.00 8678 1.39 0.0696 0.0696
1790.00 0.00 8658 1.39 0.0696 0.0696
11795.00 0.00 8637 1.38 0.0695 0.0695
1800.00 0.00 8616 1.38 0.0695 0.0695
1805.00 0.00 8595 1.38 0.0694 0.0694
1810.00 0.00 8574 1.38 0.0694 0.0694
1815.00 0.00 8553 1.38 0.0693 0.0693
1820.00 0.00 8533 1.37 0.0693 0.0693
1825.00 0.00 8512 1.37 0.0692 0.0692
1830.00 0.00 8491 1.37 0.0692 0.0692
1835.00 0.00 8470 1.37 0.0691 0.0691
11840.00 0.00 8450 1.37 0.0691 0.0691
1845.00 0.00 8429 1.36 0.0690 0.0690
1850.00 0.00 8408 1.36 0.0690 0.0690
1855.00
1860.00 0.00
0.00 8387
8367 1.36
1.36 0.0689
0.0689 0.0689
0.0689
1865.00 0.00 8346 1.36 0.0688 0.0688
1870.00 0.00 8325 1.35 0.0687 0.0687
1875.00 0.00 8305 1.35 0.0687 0.0687
180.00 0.00 8284 1.35 0.0686 0.0686
11:85.00 0.00 8264 1.35 0.0686 0.0686
1890.00 0.00 8243 1.35 0.0685 0.0685
1895.00 0.00 8222 1.34 0.0685 0.0685
900.00
1 0.00 8202 1.34 0.0684 0.0684
1905.00
1 0.00 8181 1.34 0.0684 0.0684
1910.00 0.00 8161 1.34 0.0683 0.0683
1915.00 0.00 8140 1.33 0.0683 0.0683
1920.00 0.00 8120 1.33 0.0682 0.0682
925.00 0.00 8099 1.33 0.0682 0.0682
1:930.00 0.00 8079 1.33 0.0681 0.0681
1935.00 0.00 8059 1.33 0.0681 0.0681
1940.00 0.00 8038 1.32 0.0680 0.0680
1945.00 0.00 8018 132 0.0679 0.0679
Page 7 of 15
' ' 1 1 1 C 1 1' 1 1
1950.00 0.00 7997 1.32 0.0679 0.0679
1955.00 0.00 7977 1.32 0.0678 0.0678
1960
00 0
00 7957 1
32 0.0678 0.0678
1 .
1965.00 .
0.00 7936 .
1.31 0.0677 0.0677
1970.00 0.00 7916 1.31 0.0677 0.0677
1975.00 0.00 7896 1.31 0.0676 0.0676
1980.00 0.00 7875 1.31 0.0676 0.0676
1985.00 0.00 7855 1.31 0.0675 0.0675
1990.00 0.00 7835 1.30 0.0675 0.0675
1995.00 0.00 7815 1.30 0.0674 0.0674
2000.00 0.00 7794 1.30 0.0674 0.0674
2005.00 0.00 7774 1.30 0.0673 0.0673
2010.00 0.00 7754 1.30 0.0673 0.0673
2015.00 0.00 7734 1.29 0.0672 0.0672
2020.00 0.00 7714 1.29 0.0671 0.0671
2025.00 0.00 7694 1.29 0.0671 0.0671
2030.00 0.00 7673 1.29 0.0670 0.0670
2035.00 0.00 7653 1.28 0.0670 0.0670
2040.00 0.00 7633 1.28 0.0669 0.0669
2045.00 0.00 7613 1.28 0.0669 0.0669
2050.00 0.00 7593 1.28 0.0668 0.0668
2055.00 0.00 7573 1.28 0.0668 0.0668
2060.00 0.00 7553 1.27 0.0667 0.0667
2065.00 0.00 7533 1.27 0.0667 0.0667
2070.00 0.00 7513 1.27 0.0666 0.0666
2075.00 0.00 7493 1.27 0.0665 0.0665
2080.00 0.00 7473 1.27 0.0665 0.0665
2085.00 0.00 7453 1.26 0.0664 0.0664
2090.00 0.00 7433 1.26 0.0664 0.0664
2095.00 0.00 7413 1.26 0.0663 0.0663
2100.00 0.00 7393 1.26 0.0663 0.0663
2105.00 0.00 7373 1.26 0.0662 0.0662
2110.00 0.00 7354 1.25 0.0662 0.0662
2115.00 0.00 7334 1.25 0.0661 0.0661
2120.00 0.00 7314 1.25 0.0660 0.0660
2125.00 0.00 7294 1.25 0.0660 0.0660
2130.00 0.00 7274 1.25 0.0659 0.0659
2135.00 0.00 7255 1.24 0.0659 0.0659
2140.00 0.00 7235 1.24 0.0658 0.0658
2145.00 0.00 7215 1.24 0.0658 0.0658
2150.00 0.00 7195 1.24 0.0657 0.0657
2155.00 0.00 7176 1.23 0.0657 0.0657
2160.00
2165.00 0.00
0.00 7156
7136 1.23
1.23 0.0656
0.0655 0.0656
0.0655
2170.00 0.00 7117 1.23 0.0655 0.0655
2175.00 0.00 7097 1.23 0.0654 0.0654
2180.00 0.00 7077 1.22 0.0654 0.0654
2185.00 0.00 7058 1.22 0.0653 0.0653
2190.00 0.00 7038 1.22 0.0653 0.0653
2195.00 0.00 7018 1.22 0.0652 0.0652
2200.00 0.00 6999 1.22 0.0652 0.0652
2205.00
2210.00 0.00
0.00 6979
6960 1.21
1.21 0.0651
0.0650 0.0651
0.0650
2215.00 0.00 6940 1.21 0.0650 0.0650
2220.00 0.00 6921 1.21 0.0649 0.0649
2225.00 0.00 6901 1.21 0.0649 0.0649
2230.00 0.00 6882 1.20 0.0648 0.0648
2235.00 0.00 6862 1.20 0.0648 0.0648
2240.00 0.00 6843 1.20 0.0647 0.0647
2245.00 0.00 6824 1.20 0.0646 0.0646
2250.00 0.00 6804 1.19 0.0646 0.0646
2255.00 0.00 6785 1.19 0.0645 0.0645
2260.00 0.00 6765 1.19 0.0645 0.0645
2265.00 0.00 6746 1.19 0.0644 0.0644
2270.00 0.00 6727 1.19 0.0644 0.0644
2275.00 0.00 6708 1.18 0.0643 0.0643
2280.00 0.00 6688 1.18 0.0642 0.0642
2285.00 0.00 6669 1.18 0.0642 0.0642
2290.00 0.00 6650 1.18 0.0641 0.0641
2295.00 0.00 6630 1.18 0.0641 0.0641
2300.00 0.00 6611 1.17 0.0640 0.0640
2305.00 0.00 6592 1.17 0.0640 0.0640
2310.00 0.00 6573 1.17 0.0639 0.0639
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2325.00 0.00 6515 1.16 0.0637 0.0637
2330.00 0.00 6496 1.16 0.0637 0.0637
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2340.00 0.00 6458 1.16 0.0636 0.0636
Papa 3 of 15

2345.00 0.00 6439 1.15 0.0635 0.0635
2350.00 0.00 6420 1.15 0.0634 0.0634
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2360.00 0.00 6382 .
1.15 0.0633 0.0633
2365.00 0.00 6363 1.15 0.0633 0.0633
2370.00 0.00 6344 1.14 0.0632 0.0632
2375.00 0.00 6325 1.14 0.0631 0.0631
2380.00 0.00 6306 1.14 0.0631 0.0631
2385.00 0.00 6287 1.14 0.0630 0.0630
2390.00 0.00 6268 1.14 0.0630 0.0630
2395.00 0.00 6249 1.13 0.0629 0.0629
2400.00 0.00 6230 1.13 0.0629 0.0629
2405.00 0.00 6212 1.13 0.0628 0.0628
2410.00 0.00 6193 1.13 0.0627 0.0627
2415.00 0.00 6174 1.13 0.0627 0.0627
2420.00 0.00 6155 1.12 0.0626 0.0626
2425.00 0.00 6136 1.12 0.0626 0.0626
2430.00 0.00 6118 1.12 0.0625 0.0625
2435.00 0.00 6099 1.12 0.0624 0.0624
2440.00 0.00 6080 1.11 0.0624 0.0624
2445.00 0.00 6061 1.11 0.0623 0.0623
2450.00 0.00 6043 1.11 0.0623 0.0623
2455.00 0.00 6024 1.11 0.0622 0.0622
2460.00 0.00 6005 1.11 0.0621 0.0621
2465.00 0.00 5987 1.10 0.0621 0.0621
2470.00 0.00 5968 1.10 0.0620 0.0620
2475.00 0.00 5949 1.10 0.0620 0.0620
2480.00 0.00 5931 1.10 0.0619 0.0619
2485.00 0.00 5912 1.10 0.0618 0.0618
2490.00 0.00 5894 1.09 0.0618 0.0618
2495.00 0.00 5875 1.09 0.0617 0.0617
2500.00 0.00 5857 1.09 0.0617 0.0617
2505.00 0.00 5838 1.09 0.0616 0.0616
2510.00 0.00 5820 1.08 0.0615 0.0615
12515.00 0.00 5801 1.08 0.0615 0.0615
2520.00 0.00 5783 1.08 0.0614 0.0614
2525.00 0.00 5764 1.08 0.0614 0.0614
2530.00 0.00 5746 1.08 0.0613 0.0613
2535.00 0.00 5728 1.07 0.0612 0.0612
2540.00 0.00 5709 1.07 0.0612 0.0612
2545.00 0.00 5691 1.07 0.0611 0.0611
2550.00 0.00 5673 1.07 0.0611 0.0611
2555.00
2560.00 0.00
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2565.00 0.00 5618 1.06 0.0609 0.0609
2570.00 0.00 5599 1.06 0.0608 0.0608
2575.00 0.00 5581 1.06 0.0607 0.0607
2580.00 0.00 5563 1.05 0.0607 0.0607
2585.00 0.00 5545 1.05 0.0606 0.0606
2590.00 0.00 5527 1.05 0.0606 0.0606
2595.00 0.00 5508 1.05 0.0605 0.0605
2600.00
2605.00 0.00
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2610.00 0.00 5454 1.04 0.0603 0.0603
2615.00 0.00 5436 1.04 0.0603 0.0603
2620.00 0.00 5418 1.04 0.0602 0.0602
2625.00 0.00 5400 1.04 0.0601 0.0601
2630.00 0.00 5382 1.03 0.0601 0.0601
2635.00 0.00 5364 1.03 0.0600 0.0600
2640.00 0.00 5346 1.03 0.0599 0.0599
2645.00 0.00 5328 1.03 0.0599 0.0599
2650.00 0.00 5310 1.02 0.0598 0.0598
2655.00 0.00 5292 1.02 0.0598 0.0598
2660.00 0.00 5274 1.02 0.0597 0.0597
2665.00 0.00 5256 1.02 0.0596 0.0596
2670.00 0.00 5238 1.02 0.0596 0.0596
2675.00 0.00 5220 1.01 0.0595 0.0595
2680.00 0.00 5202 1.01 0.0594 0.0594
2685.00 0.00 5185 1.01 0.0594 0.0594
2690.00 0.00 5167 1.01 0.0593 0.0593
2695.00 0.00 5149 1.01 0.0593 0.0593
2700.00 0.00 5131 1.00 0.0592 0.0592
2705.00 0.00 5113 1.00 0.0591 0.0591
2710.00 0.00 5096 1.00 0.0591 0.0591
2715.00 0.00 5078 1.00 0.0590 0.0590
2720.00 0.00 5060 0.99 0.0589 0.0589
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Page 9 of 15
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2755.00 0.00 4937 0.98 0.0585 0.0585
2760.00 0.00 4919 0.98 0.0584 0.0584
2765.00 0.00 4902 0.98 0.0584 0.0584
2770.00 0.00 4884 0.97 0.0583 0.0583
2775.00 0.00 4867 0.97 0.0582 0.0582
2780.00 0.00 4849 0.97 0.0582 0.0582
2785.00 0.00 4832 0.97 0.0581 0.0581
2790.00 0.00 4814 0.96 0.0580 0.0580
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2800.00 0.00
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2810.00 0.00 4745 0.96 0.0578 0.0578
2815.00 0.00 4728 0.95 0.0577 0.0577
2820.00 0.00 4710 0.95 0.0576 0.0576
2825.00 0.00 4693 0.95 0.0576 0.0576
2830.00 0.00 4676 0.95 0.0575 0.0575
2835.00 0.00 4658 0.95 0.0574 0.0574
2840.00
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2855.00 0.00 4590 0.94 0.0572 0.0572
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2875.00 0.00 4521 0.93 0.0569 0.0569
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2885.00 0.00 4487 0.92 0.0568 0.0568
2890.00
1 0.00 4470 0.92 0.0567 0.0567
2895.00 0.00 4453 0.92 0.0567 0.0567
2900.00 0.00 4436 0.92 0.0566 0.0566
2905.00 0.00 4419 0.91 0.0565 0.0565
2910.00 0.00 4402 0.91 0.0565 0.0565
2915.00 0.00 4385 0.91 0.0564 0.0564
2920.00 0.00 4368 0.91 0.0563 0.0563
2925.00 0.00 4351 0.91 0.0562 0.0562
2930.00 0.00 4334 0.90 0.0562 0.0562
2935.00
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2940.00 0.00 4301 0.90 0.0560 0.0560
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1
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2965.00 0.00 4217 0.89 0.0557 0.0557
2970.00 0.00 4200 0.89 0.0556 0.0556
2975.00 0.00 4183 0.88 0.0556 0.0556
2980.00
1 0.00 4167 0.88 0.0555 0.0555
2985.00 0.00 4150 0.88 0.0554 0.0554
2990.00 0.00 4133 0.88 0.0554 0.0554
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00 0
00 4117 0
88 0.0553 0.0553
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.
3000.00 .
0.00 4100 .
0.87 0.0552 0.0552
3005.00 0.00 4084 0.87 0.0552 0.0552
3010.00 0.00 4067 0.87 0.0551 0.0551
3015.00 0.00 4051 0.87 0.0550 0.0550
3020.00 0.00 4034 0.86 0.0549 0.0549
3025.00
1 0.00 4018 0.86 0.0549 0.0549
3030.00 0.00 4001 0.86 0.0548 0.0548
3035.00 0.00 3985 0.86 0.0547 0.0547
3040.00
3045.00
1 0.00
0.00 3968
3952 0.86
0.85 0.0547
0.0546 0.0547
0.0546
3050.00 0.00 3936 0.85 0.0545 0.0545
3055.00 0.00 3919 0.85 0.0545 0.0545
3060.00 0.00 3903 0.85 0.0544 0.0544
3065.00 0.00 3887 0.85 0.0543 0.0543
3070.00
1 0.00 3870 0.84 0.0542 0.0542
3075.00 0.00 3854 0.84 0.0542 0.0542
3080.00 0.00 3838 0.84 0.0541 0.0541
3085.00 0.00 3821 0.84 0.0540 0.0540
13090.00 0.00 3805 0.83 0.0540 0.0540
3095.00 0.00 3789 0.83 0.0539 0.0539
3100.00 0.00 3773 0.83 0.0538 0.0538
3105.00 0.00 3757 0.83 0.0538 0.0538
3110.00 0.00 3741 0.83 0.0537 0.0537
1
3115.00 0.00 3725 0.82 0.0536 0.0536
3120.00 0.00 3708 0.82 0.0535 0.0535
3125.00 0.00 3692 0.82 0.0535 0.0535
3130.00 0.00 3676 0.82 0.0534 0.0534
Page 10 of 15
' '1 1 1' C• ? 1' It
3135.00 0.00 3660 0.81 0.0533 0.0533
3140.00 0.00 3644 0.81 0.0532 0.0532
3145.00 0.00 3628 0.81 0.0532 0.0532
3150.00 0.00 3612 0.81 0.0531 0.0531
'
3155.00 0.00 3596 0.81 0.0530 0.0530
3160,00 0.00 3581 0.80 0.0530 0.0530
3165.00 0.00 3565 0.80 0.0529 0.0529
3170.00 0.00 3549 0.80 0.0528 0.0528
3175.00 0.00 3533 0.80 0.0527 0.0527
3180.00 0.00 3517 0.79 0.0527 0.0527
3185.00 0.00 3501 0.79 0.0526 0.0526
3190.00
3195.00 0.00
0.00 3486
3470 0.79
0.79 0.0525
0.0524 0.0525
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3200.00 0.00 3454 0.79 0.0524 0.0524
3205.00 0.00 3438 0.78 0.0523 0.0523
3210.00 0.00 3423 0.78 0.0522 0.0522
3215.00 0.00 3407 0.78 0.0522 0.0522
3220.00 0.00 3391 0.78 0.0521 0.0521
3225.00 0.00 3376 0.77 0.0520 0.0520
3230.00 0.00 3360 0.77 0.0519 0.0519
3235.00 0.00 3345 0.77 0.0519 0.0519
3240.00 0.00 3329 0.77 0.0518 0.0518
3245.00 0.00 3313 0.77 0.0517 0.0517
3250.00 0.00 3298 0.76 0.0516 0.0516
3255.00 0.00 3282 0.76 0.0516 0.0516
3260.00 0.00 3267 0.76 0.0515 0.0515
3265.00 0.00 3252 0.76 0.0514 0.0514
3270.00 0.00 3236 0.75 0.0513 0.0513
3275.00 0.00 3221 0.75 0.0513 0.0513
3280.00 0.00 3205 0.75 0.0512 0.0512
3285.00 0.00 3190 0.75 0.0511 0.0511
3290.00 0.00 3175 0.75 0.0510 0.0510
3295.00 0.00 3159 0.74 0.0509 0.0509
3300.00 0.00 3144 0.74 0.0509 0.0509
3305.00 0.00 3129 0.74 0.0508 0.0508
3310.00 0.00 3114 0.74 0.0507 0.0507
3315.00 0.00 3098 0.73 0.0506 0.0506
3320.00 0.00 3083 0.73 0.0506 0.0506
3325.00 0.00 3068 0.73 0.0505 0.0505
3330.00 0.00 3053 0.73 0.0504 0.0504
3335.00 0.00 3038 0.73 0.0503 0.0503
3340.00 0.00 3023 0.72 0.0503 0.0503
3345.00 0.00 3008 0.72 0.0502 0.0502
3350.00 0.00 2993 0.72 0.0501 0.0501
3355.00 0.00 2978 0.72 0.0500 0.0500
3360.00 0.00 2963 0.71 0.0499 0.0499
3365.00 0.00 2948 0.71 0.0499 0.0499
3370.00 0.00 2933 0.71 0.0498 0.0498
3375.00 0.00 2918 0.71 0.0497 0.0497
3380.00 0.00 2903 0.71 0.0496 0.0496
3385.00 0.00 2888 0.70 0.0496 0.0496
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00 0
00 2873 0.70 0.0495 0.0495
.
3395.00 .
0.00 2858 0.70 0.0494 0.0494
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3410.00 0.00 2814 0.69 0.0492 0.0492
3415.00 0.00 2799 0.69 0.0491 0.0491
'
3420.00 0.00 2784 0.69 0.0490 0.0490
3425.00 0.00 2770 0.69 0.0489 0.0489
3430.00 0.00 2755 0.68 0.0488 0.0488
3435.00 0.00 2740 0.68 0.0488 0.0488
3440.00 0.00 2726 0.68 0.0487 0.0487
3445.00 0.00 2711 0.68 0.0486 0.0486
3450.00 0.00 2696 0.67 0.0485 0.0485
3455.00 0.00 2682 0.67 0.0484 0.0484
3460.00 0.00 2667 0.67 0.0483 0.0483
3465.00 0.00 2653 0.67 0.0483 0.0483
3470.00 0.00 2638 0.67 0.0482 0.0482
3475.00 0.00 2624 0.66 0.0481 0.0481
3480.00 0.00 2609 0.66 0.0480 0.0480
' 3485.00 0.00 2595 0.66 0.0479 0.0479
3490.00 0.00 2581 0.66 0.0479 0.0479
3495.00 0.00 2566 0.65 0.0478 0.0478
3500.00 0.00 2552 0.65 0.0477 0.0477
3505.00 0.00 2538 0.65 0.0476 0.0476
t
3510.00 0.00 2523 0.65 0.0475 0.0475
3515.00 0.00 2509 0.64 0.0474 0.0474
3520.00 0.00 2495 0.64 0.0474 0.0474
3525.00 0.00 2481 0.64 0.0473 0.0473
Page 11 of 15

3530.00 0.00 2467 0.64 0.0472 0.0472
3535.00 0.00 2452 0.64 0.0471 0.0471
3540.00 0.00 2438 0.63 0.0470 0.0470
3545.00 0.00 2424 0.63 0.0469 0.0469
3550.00 0.00 2410 0.63 0.0469 0.0469
3555.00 0.00 2396 0.63 0.0468 0.0468
3560.00 0.00 2382 0.62 0.0467 0.0467
3565.00 0.00 2368 0.62 0.0466 0.0466
3570.00 0.00 2354 0.62 0.0465 0.0465
3575.00 0.00 2340 0.62 0.0464 0.0464
3580.00 0.00 2326 0.62 0.0463 0.0463
3585.00
3590.00 0.00
0.00 2312
2298 0.61
0.61 0.0463
0.0462 0.0463
0.0462
3595.00 0.00 2284 0.61 0.0461 0.0461
3600.00 0.00 2271 0.61 0.0460 0.0460
3605.00 0.00 2257 0.60 0.0459 0.0459
3610.00 0.00 2243 0.60 0.0458 0.0458
1
3615.00 0.00 2229 0.60 0.0457 0.0457
3620.00 0.00 2216 0.60 0.0457 0.0457
3625.00 0.00 2202 0.59 0.0456 0.0456
3630.00 0.00 2188 0.59 0.0455 0.0455
3635.00 0.00 2175 0.59 0.0454 0.0454
3640.00 0.00 2161 0.59 0.0453 0.0453
3645.00 0.00 2147 0.59 0.0452 0.0452
3650.00 0.00 2134 0.58 0.0451 0.0451
3655.00 0.00 2120 0.58 0.0450 0.0450
3660.00 0.00 2107 0.58 0.0449 0.0449
3665.00 0.00 2093 0.58 0.0449 0.0449
3670.00 0.00 2080 0.57 0.0448 0.0448
3675.00 0.00 2066 0.57 0.0447 0.0447
3680.00 0.00 2053 0.57 0.0446 0.0446
3685.00 0.00 2040 0.57 0.0445 0.0445
3690.00 0.00 2026 0.56 0.0444 0.0444
3695.00 0.00 2013 0.56 0.0443 0.0443
3700.00 0.00 2000 0.56 0.0442 0.0442
'
3705.00 0.00 1986 0.56 0.0441 0.0441
3710.00 0.00 1973 0.56 0.0440 0.0440
3715.00 0.00 1960 0.55 0.0440 0.0440
3720.00 0.00 1947 0.55 0.0439 0.0439
3725.00 0.00 1934 0.55 0.0438 0.0438
3730.00 0.00 1920 0.55 0.0437 0.0437
3735.00 0.00 1907 0.54 0.0436 0.0436
3740.00 0.00 1894 0.54 0.0435 0.0435
3745.00 0.00 1881 0.54 0.0434 0.0434
3750.00 0.00 1868 0.54 0.0433 0.0433
3755.00 0.00 1855 0.53 0.0432 0.0432
3760.00 0.00 1842 0.53 0.0431 0.0431
3765.00 0.00 1829 0.53 0.0430 0.0430
3770.00 0.00 1816 0.53 0.0429 0.0429
3775.00 0.00 1804 0.53 0.0428 0.0428
3780.00 0.00 1791 0.52 0.0427 0.0427
3785
00 0
00 1778 0.52 0.0426 0.0426
.
3790.00 .
0.00 1765 0.52 0.0426 0.0426
3795.00 0.00 1752 0.52 0.0425 0.0425
3800.00 0.00 1740 0.51 0.0424 0.0424
3805.00 0.00 1727 0.51 0.0423 0.0423
3810.00 0.00 1714 0.51 0.0422 0.0422
3815.00 0.00 1701 0.51 0.0421 0.0421
3820.00 0.00 1689 0.50 0.0420 0.0420
3825.00 0.00 1676 0.50 0.0419 0.0419
3830.00 0.00 1664 0.50 0.0418 0.0418
3835.00 0.00 1651 0.50 0.0417 0.0417
3840.00 0.00 1639 0.50 0.0416 0.0416
3845.00 0.00 1626 0.49 0.0415 0.0415
3850.00 0.00 1614 0.49 0.0414 0.0414
3855.00 0.00 1601 0.49 0.0413 0.0413
3860.00 0.00 1589 0.49 0.0412 0.0412
3865.00 0.00 1577 0.48 0.0411 0.0411
3870.00 0.00 1564 0.48 0.0410 0.0410
3875.00 0.00 1552 0.48 0.0409 0.0409
3880.00 0.00 1540 0.48 0.0408 0.0408
3885.00 0.00 1527 0.47 0.0407 0.0407
3890.00 0.00 1515 0.47 0.0406 0.0406
3895.00 0.00 1503 0.47 0.0405 0.0405
3900.00 0.00 1491 0.47 0.0404 0.0404
3905.00 0.00 1479 0.46 0.0403 0.0403
3910.00 0.00 1467 0.46 0.0402 0.0402
3915.00 0.00 1455 0.46 0.0401 0.0401
3920.00 0.00 1443 0.46 0.0400 0.0400
Page 12 of 15
' ' 1 1 1' i• IN-RIMA 1
3925.00 0.00 1431 0.46 0.0399 0.0399
3930.00 0.00 1419 0.45 0.0398 0.0398
3935
00 0.00 1407 0.45 0.0397 0.0397
.
'
3940.00 0.00 1395 0.45 0.0396 0.0396
3945.00 0.00 1383 0.45 0.0395 0.0395
3950.00 0.00 1371 0.44 0.0394 0.0394
3955.00 0.00 1359 0.44 0.0393 0.0393
3960.00 0.00 1348 0.44 0.0391 0.0391
3965.00 0.00 1336 0.44 0.0390 0.0390
3970.00 0.00 1324 0.43 0.0389 0.0389
3975.00 0.00 1312 0.43 0.0388 0.0388
3980.00 0.00 1301 0.43 0.0387 0.0387
3985.00 0.00 1289 0.43 0.0386 0.0386
3990.00 0.00 1278 0.42 0.0385 0.0385
3995.00 0.00 1266 0.42 0.0384 0.0384
4000.00 0.00 1254 0.42 0.0383 0.0383
4005.00 0.00 1243 0.42 0.0382 0.0382
4010.00 0.00 1232 0.42 0.0381 0.0381
4015.00 0.00 1220 0.41 0.0380 0.0380
4020.00 0.00 1209 0.41 0.0379 0.0379
4025.00 0.00 1197 0.41 0.0377 0.0377
4030.00 0.00 1186 0.41 0.0376 0.0376
4035.00 0.00 1175 0.40 0.0375 0.0375
4040.00 0.00 1164 0.40 0.0374 0.0374
4045.00 0.00 1152 0.40 0.0373 0.0373
4050.00 0.00 1141 0.40 0.0372 0.0372
4055.00 0.00 1130 0.39 0.0371 0.0371
4060.00 0.00 1119 0.39 0.0370 0.0370
4065.00 0.00 1108 0.39 0.0368 0.0368
4070.00 0.00 1097 0.39 0.0367 0.0367
' 4075.00 0.00 1086 0.38 0.0366 0.0366
4080.00 0.00 1075 0.38 0.0365 0.0365
4085.00 0.00 1064 0.38 0.0364 0.0364
4090
00 0.00 1053 0.38 0.0363 0.0363
.
4095.00 0.00 1042 0.37 0.0362 0.0362
4100.00 0.00 1031 0.37 0.0360 0.0360
4105.00 0.00 1020 0.37 0.0359 0.0359
4110.00 0.00 1010 0.37 0.0358 0.0358
4115.00 0.00 999 0.36 0.0357 0.0357
4120.00 0.00 988 0.36 0.0356 0.0356
4125.00 0.00 977 0.36 0.0354 0.0354
4130.00 0.00 967 0.36 0.0353 0.0353
00
4135 0
00 956 0.35 0.0352 0.0352
.
4140.00 .
0.00 946 0.35 0.0351 0.0351
4145.00 0.00 935 0.35 0.0350 0.0350
4150.00 0.00 925 0.35 0.0348 0.0348
4155.00 0.00 914 0.35 0.0347 0.0347
4160.00 0.00 904 0.34 0.0346 0.0346
4165.00 0.00 893 0.34 0.0345 0.0345
4170.00 0.00 883 0.34 0.0344 0.0344
4175.00 0.00 873 0.34 0.0342 0.0342
4180.00 0.00 862 0.33 0.0341 0.0341
4185.00 0.00 852 0.33 0.0340 0.0340
4190.00 0.00 842 0.33 0.0338 0.0338
4195.00 0.00 832 0.33 0.0337 0.0337
4200.00 0.00 822 0.32 0.0336 0.0336
4205.00 0.00 812 0.32 0.0335 0.0335
4210.00 0.00 802 0.32 0.0333 0.0333
4215.00 0.00 792 0.32 0.0332 0.0332
4220.00 0.00 782 0.31 0.0331 0.0331
4225.00 0.00 772 0.31 0.0329 0.0329
' 4230.00 0.00 762 0.31 0.0328 0.0328
4235.00 0.00 752 0.31 0.0327 0.0327
4240.00 0.00 742 0.30 0.0326 0.0326
4245.00 0.00 732 0.30 0.0324 0.0324
4250.00 0.00 723 0.30 0.0323 0.0323
4255.00 0.00 713 0.30 0.0322 0.0322
4260.00 0.00 703 0.29 0.0320 0.0320
4265.00 0.00 694 0.29 0.0319 0.0319
4270.00 0.00 684 0.29 0.0317 0.0317
4275.00 0.00 675 0.29 0.0316 0.0316
4280.00 0.00 665 0.28 0.0315 0.0315
4285.00 0.00 656 028 0.0313 0.0313
4290
00 0
00 646 0.28 0.0312 0.0312
.
4295.00 .
0.00 637 0.28 0.0311 0.0311
4300.00 0.00 628 0.27 0.0309 0.0309
4305.00 0.00 618 0.27 0.030S 0.0308
4310.00 0.00 609 0.27 0.0306 0.0306
4315.00 0.00 600 0.27 0.0305 0.0305
Pao' 13 of 15
' U61011 I' C• 1'• ?
4320.00 0.00 591 0.26 0.0303 0.0303
4325.00 0.00 582 0.26 0.0302 0.0302
4330.00 0.00 573 0.26 0.0300 0.0300
4335.00 0.00 564 0.26 0.0299 0.0299
'
4340.00 0.00 555 0.25 0.0298 0.0298
4345.00 0.00 546 0.25 0.0296 0.0296
4350.00 0.00 537 0.25 0.0295 0.0295
4355.00 0.00 528 0.25 0.0293 0.0293
4360.00 0.00 519 0.24 0.0291 0.0291
4365.00 0.00 511 0.24 0.0290 0.0290
4370.00 0.00 502 0.24 0.0288 0.0288
4375.00 0.00 493 0.24 0.0287 0.0287
4380.00 0.00 485 0.23 0.0285 0.0285
4385.00 0.00 476 0.23 0.0284 0.0284
4390.00 0.00 467 0.23 0.0282 0.0282
4395.00 0.00 459 0.23 0.0281 0.0281
4400.00 0.00 451 0.22 0.0279 0.0279
' 4405.00 0.00 442 0.22 0.0277 0.0277
4410.00 0.00 434 0.22 0.0276 0.0276
4415.00 0.00 426 0.22 0.0274 0.0274
4420
00 0.00 417 0.21 0.0272 0.0272
.
4425.00 0.00 409 0.21 0.0271 0.0271
4430.00 0.00 401 0.21 0.0269 0.0269
4435.00 0.00 393 0.20 0.0267 0.0267
4440.00 0.00 385 0.20 0.0266 0.0266
4445.00 0.00 377 0.20 0.0264 0.0264
4450.00 0.00 369 0.20 0.0262 0.0262
4455.00 0.00 361 0.19 0.0261 0.0261
4460.00 0.00 353 0.19 0.0259 0.0259
4465
00 0
00 346 0.19 0.0257 0.0257
.
' 4470.00 .
0.00 338 0.19 0.0255 0.0255
4475.00 0.00 330 0.18 0.0253 0.0253
4480.00 0.00 323 0.18 0.0252 0.0252
4485.00 0.00 315 0.18 0.0250 0.0250
4490.00 0.00 308 0.18 0.0248 0.0248
'
4495.00 0.00 300 0.17 0.0246 0.0246
4500.00 0.00 293 0.17 0.0244 0.0244
4505.00 0.00 286 0.17 0.0242 0.0242
4510.00 0.00 278 0.17 0.0240 0.0240
4515.00 0.00 271 0.16 0.0238 0.0238
4520.00 0.00 264 0.16 0.0236 0.0236
4525.00 0.00 257 0.16 0.0234 0.0234
4530.00 0.00 250 0.15 0.0232 0.0232
4535.00 0.00 243 0.15 0.0230 0.0230
4540.00 0.00 236 0.15 0.0228 0.0228
4545.00 0.00 229 0.15 0.0226 0.0226
4550.00 0.00 222 0.14 0.0224 0.0224
4555.00 0.00 216 0.14 0.0222 0.0222
4560.00 0.00 209 0.14 0.0220 0.0220
4565.00 0.00 202 0.14 0.0218 0.0218
4570.00 0.00 196 0.13 0.0216 0.0216
4575.00 0.00 189 0.13 0.0213 0.0213
4580.00 0.00 183 0.13 0.0211 0.0211
4585.00 0.00 177 0.12 0.0209 0.0209
4590.00 0.00 170 0.12 0.0206 0.0206
4595.00 0.00 164 0.12 0.0204 0.0204
4600.00 0.00 158 0.12 0.0202 0.0202
4605.00 0.00 152 0.11 0.0199 0.0199
4610.00 0.00 146 0.11 0.0197 0.0197
4615.00 0.00 140 0.11 0.0194 0.0194
4620
00 0.00 134 0.11 0.0192 0.0192
.
4625.00 0.00 128 0.10 0.0189 0.0189
4630.00 0.00 123 0.10 0.0187 0.0187
4635.00 0.00 117 0.10 0.0184 0.0184
4640.00 0.00 112 0.09 0.0181 0.0181
4645.00 0.00 106 0.09 0.0178 0.0178
4650.00 0.00 101 0.09 0.0176 0.0176
4655.00 0.00 96 0.09 0.0173 0.0173
4660.00 0.00 90 0.08 0.0170 0.0170
4665.00
4670.00 0.00
0.00 85
80 0.08
0.08 0.0167
0.0164 0.0167
0.0164
4675.00 0.00 75 0.07 0.0160 0.0160
4680.00 0.00 71 0.07 0.0157 0.0157
4685.00 0.00 66 0.07 0.0154 0.0154
4690.00 0.00 61 0.06 0.0150 0.0150
4695.00 0.00 57 0.06 0.0147 0.0147
4700.00 0.00 52 0.06 0.0143 0.0143
4705.00 0.00 48 0.06 0.0140 0.0140
4710.00 0.00 44 0.05 0.0136 0.0136
' Page 14 of 15
4715.00 0.00 40 0.05 0.0132 0.0132
4720.00 0.00 36 0.05 0.0127 0.0127
4725.00 0.00 32 0.04 0.0123 0.0123
4730.00 0.00 28 0.04 0.0119 0.0119
'
4735.00 0.00 25 0.04 0.0114 0.0114
4740.00 0.00 21 0.03 0.0109 0.0109
4745.00 0.00 18 0.03 0.0103 0.0103
4750.00 0.00 15 0.03 0.0097 0.0097
' 4755.00 0.00 12 0.02 0.0091 0.0091
4760.00 0.00 9 0.02 0.0084 0.0084
4765.00 0.00 7 0.02 0.0076 0.0076
4770.00 0.00 4 0.01 0.0067 0.0067
4775.00 0.00 2 0.01 0.0056 0.0056
4780.00 0.00 1 0.00 0.0039 0.0039
79.67 hours 3.3 days
Pond drains completely down at time 4,780 min utes or 3.3 days.

0
n

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DRY BASIN
#2

t
Project No. DWQ
' DIVISION OF WATER QUALITY
401 EXTENDED DRY DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
At a minimum, a complete stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and
specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance
agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and
approval of the project
1. PROJECT INFORMATION (please complete the following information):
' Project Name : WEAVER5 POND
Contact Person: JOE FAULKNER Phone Number: (919)3G7-5790
' For projects with multiple basins, specify which basin this worksheet applies to:_ DRY 6A51N #2
Drainage Area: _acres PercentlmperviousArea: 32 %
Applicants Initials
9.514
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual (N.C. Department of
Environment, Health and Natural Resources, November 1995) and Administrative Code Section: 15 A NCAC 2H .1008. Initial in the space
provided to indicate the following design requirements have been met and supporting documentation is attached. If a requirement has not
. been met, attach an explanation of nrhy.
Either capture runoff from 1 yr., 24 hour storm and release over a 48 hour period, or
capture runoff from 1 inch storm and draw down over a period of 2 to 5 days.
Please provide routing for 1 yr. 24 hr. event or volume from 1 inch rain
The basin length to width ratio is greater than 3:1.
The basin side slopes are no steeper than 3:1.
A small permanent pool at outlet orifice is provided to reduce clogging.
An emergency drain to completely empty the basin is provided.
Vegetation plan prepared is specified on plans.
Basin to be stabilized within 14 days of construction is specified.
Sediment storage (20% of detention volume) in addition to detention volume is provided.
Inlet and outlet erosion control measures to prevent scour are provided.
Additional treatment to meet the 85% TSS removal efficiency is provided.
Access for dean-out and maintenance is provided.
Inlet plunge pool or other energy dissipation is provided.
Forebay is provided to capture sediment and minimize clean-out problems.
Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
Seasonal high water table is at least 1 foot below bottom of basin.
If used as a temporary sediment basin, plans indicate clean-out prior to final operation.
A site specific operation and maintenance plan with the following provisions is provided.
The 0&M agreement is signed by the responsible party and notarized.

I
17
6.d
u

Dry Basin #2
Q=CIA Total Site Area = 9.514 acres
Proposed Impervious
Roadway - Total 35,124 s.f.
Sidewalk 3,228 If 12,912 s.f.
Lots @ 3,042 s.f./lot 28 ea 85,176 s.f. 28 12 Lots & 14 Full Lots
- s.f.
Impervious Total 133,212 s.f.
3.058 Acres
Weighted C Value
Impervious Area Pervious Area Weighted
133,212 s.f. 281,205 s.f. "C"
C - Value 0.95 0.30 Value
0.31 0.20 0.51
Detention Pond Design
(85 % Pollutant Removal Effeciency)
Total Drainage Area - 9.514 Acres
Impervious On-Site Area - 3.058 Acres
Percentage of Impervious Area - 32%
1" Storage Volume
Rv = 0.05+0.009 (1)
I = Percent Impervious
Rv = 0.339 (in./in.)
Volume = (Design Rainfall) (Rv) (Drainage Area)
1" Volume Required = 0.269 acres
11,713 c.f.
1" Volume Provided = 12,164 c.f.
Stage / Storage

Elev Contour Incremental Total Stage
Area Volume Volume

332.5 2,702
1,495 1,495 1
333 3,279
3,750 5,245 1.5
334 4,220
6,919 12,164 2.9
335.4 5,665
3,599 15,763 3.5
336 6,331
6,917 22,680 4.5
337 7,503
1" Volume Elevation (Provided)= 335.4
t
t
1
1
1
1
1
1
Drawdown calculation for 1" Volume
Orifice required for 2-5 Day Drawdown
2.9 ft of storage, 1.4 ft of avg head
1.00 in,P Orifice Size Q2-day= 5,462
Q = 0.032 cfs Q5-day= 13,654
So, this Orifice will drawdown pond in 4.29 days (This references required
volume calc)
Storage depth= 2.90 ft Intermim Calc. 9.663333
Average head= 1.45 ft Orifice Area = 0.005451 Used for Q

Maximum Release of 2-5 Day Draw down would be based upon the 4.3 feet storage depth.
1:D0 in. Orifice Size Intermim Calc. 13.66602
Qmax= 0.045 cfs Orifice Area = 0.005451

Level Spreader Required = Qmax' 13 feet
L = 0.6 feet
The proposed flared end section will disperse the 1"flush flow due to such a low discharge rate.
Peak Flow Q10
= 7.22 in/hr.
C = 0.51
A = 9.51 Ac.
EMERGENCY SPILLWAY
CHECK
Q10 = CIA
Q10 = 35.0 CFS
Principal Spillway Riser Elevation =
Riser Invert Elevation =
Barrel Invert =
Barrel Length =
Barrel Size =
Kp =
Barrel Area =
Q barrel =
I = 9.72 in/hr.
C = 0.51
A = 9.51 Ac.
Q100= CIA
Q100 =
335.4
332
331.5
44 ft.
36 "RCP
0.00616
7.07 sf
56.92 cfs
Block Riser
Length of Riser
Width of Riser
Width of Weir
Q riser = 51.2 cfs
H = 0.90 ft
5 ft inside dimension
5 ft inside dimension
20 ft
47.1 CFS
Capable of
Carrying
H is Weir depth above riser.
Maximum Water Surface Elevation = 335.6
Spillway Elev. _
Width =
Depth =
Qspillway =
Qspillway+ Qbarrel = Q25
335.00
0
0.5
0.0 cfs
56.9 cfs
pass
Contour Contour Incr. Accum. Stage
Elev. Area Storage Storage (S) (Z)
(ft) (sf) (cf) (cf) (ft) In (S) In (Z) Z est

332.5 2,702 - - - -
333.0 3,279 1,495 1,495 0.50 7.31 -0.69 0.59
334.0 4,220 3,750 5,245 1.50 8.56 0.41 1.52
335.0 5,237 4,729 9,973 2.50 9.21 0.92 2.46
336.0 6,331 5,784 15,757 3.50 9.67 1.25 3.47
337.0 7,503 6,917 22,674 4.50 10.03 1.50 4.56
' Regression Output:
6= 1.328404089 (X Variable CoefE)
Ks= 3,017 (ey-'-° )
?tage - Storage Equation is of the form: S = (Ks)(Zf
Check of Ks and b : S = Ks z
Storagae Area Stage
3,017 1
7,578 2
12,985 3
19,029 4
22,252 4.5 9
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Page 1 of 11
Barrel
n factor= 0.013
Dia, of Orifice = 36.0 inches
Area of Orifice, (Ao) = 7.07 sf
Pipe Length, (L) = 80.0 feet
Friction Coef .., (Kp) = 0.0072
Inv, of Barrel = 332.00 feet
Riser
'Elev. of Riser Crest = 335.40 feet
Circular:
ia, of Riser = 0 inches
f
eir Length = _ feet
rea of Riser = sq. ft.
Rectanerdar•
Length of Riser = 5 feet
Width of Riser = 5 feet
Weir Length = 20 feet
Area of Riser = 25 sq.ft.
VMM71Trm1f"&V1#17i
Barre None
Area
Dia. of ]3=cl = 1.5 inches 0.0122718
Inv of Control Barrel 332.5

1

Page 2 of 11
Control TOTAL
TIME INFLOW STORAGE STAGE BARREL OUTFLOW
min cfs fct L cfs cfs
0.00 0.00 11713 2.78 0.0984 0.0984
5.00 0.00 11713 2.78 0.0984 0.0984
10.00 0.00 11683 2.77 0.0984 0.0984
15.00 0.00 11654 2.77 0.0983 0.0983
20.00 0.00 11624 2.76 0.0982 0.0982
25.00 0.00 11595 2.75 0.0981 0.0981
30.00 0.00 11566 2.75 0.0980 0.0980
35.00 0.00 11536 2.74 0.0979 0.0979
40.00 0.00 11507 2.74 0.0978 0.0978
45.00 0.00 11478 2.73 0.0977 0.0977
50.00 0.00 11448 2.73 0.0976 0.0976
55.00 0.00 11419 2.72 0.0975 0.0975
60.00 0.00 11390 2.72 0.0974 0.0974
65.00 0.00 11360 2.71 0.0973 0.0973
70.00 0.00 11331 2.71 0.0972 0.0972
75
00 00
0 11302 70
2 0.0971 0.0971
.
80.00 .
0.00 11273 .
2.70 0.0970 0.0970
85.00 0.00 11244 2.69 0.0969 0.0969
90.00 0.00 11215 2.69 0.0969 0.0969
95.00 0.00 11186 2.68 0.0968 0.0968
100.00 0.00 11157 2.68 0.0967 0.0967
105.00 0.00 11128 2.67 0.0966 0.0966
110.00 0.00 11099 2.67 0.0965 0.0965
115.00 0.00 11070 2.66 0.0964 0.0964
120.00 0.00 11041 2.66 0.0963 0.0963
125.00 0.00 11012 2.65 0.0962 0.0962
130.00 0.00 10983 2.64 0.0961 0.0961
135.00 0.00 10954 2.64 0.0960 0.0960
140.00 0.00 10925 2.63 0.0959 0.0959
145.00 0.00 10897 2.63 0.0958 0.0958
150.00 0.00 10868 2.62 0.0957 0.0957
155.00 0.00 10839 2.62 0.0956 0.0956
160.00 0.00 10811 2.61 0.0955 0.0955
165.00 0.00 10782 2.61 0.0954 0.0954
170.00 0.00 10753 2.60 0.0953 0.0953
175.00 0.00 10725 2.60 0.0952 0.0952
180.00 0.00 10696 2.59 0.0951 0.0951
185.00 0.00 10668 2.59 0.0950 0.0950
190.00 0.00 10639 2.58 0.0949 0.0949
195.00 0.00 10611 2.58 0.0949 0.0949
200.00 0.00 10582 2.57 0.0948 0.0948
205.00 0.00 10554 2.57 0.0947 0.0947
210.00 0.00 10525 2.56 0.0946 0.0946
215.00 0.00 10497 2.56 0.0945 0.0945
220.00 0.00 10469 2.55 0.0944 0.0944
225.00 0.00 10440 2.55 0.0943 0.0943
230.00 0.00 10412 2.54 0.0942 0.0942
235.00 0.00 10384 2.54 0.0941 0.0941
240.00 0.00 10355 2.53 0.0940 0.0940
245.00 0.00 10327 2.52 0.0939 0.0939
250.00 0.00 10299 2.52 0.0938 0.0938
255.00 0.00 10271 2.51 0.0937 0.0937
260.00 0.00 10243 2.51 0.0936 0.0936
265.00 0.00 10215 2.50 0.0935 0.0935
270.00 0.00 10187 2.50 0.0934 0.0934
275.00
280.00 0.00
0.00 10159
10131 2.49
2.49 0.0933
0.0932 0.0933
0.0932
285.00 0.00 10103 2.48 0.0931 0.0931
290.00 0.00 10075 2.48 0.0930 0.0930
295.00 0.00 10047 2.47 0.0929 0.0929
300.00 0.00 10019 2.47 0.0928 0.0928
305.00 0.00 9991 2.46 0.0927 0.0927
310.00 0.00 9963 2.46 0.0926 0.0926
315.00 0.00 9936 2.45 0.0925 0.0925
320.00 0.00 9908 2.45 0.0924 0.0924
325.00 0.00 9880 2.44 0.0923 0.0923
330.00 0.00 9852 2.44 0.0922 0.0922
335.00 0.00 9825 2.43 0.0921 0.0921
340.00 0.00 9797 2.43 0.0920 0.0920
345.00 0.00 9769 2.42 0.0919 0.0919
350.00 0.00 97-12 2.42 0.0919 0.0919
355.00 0.00 9714 2.41 0.0918 0.0918
360.00 0.00 9687 2.41 0.0917 0.0917
365.00 0.00 9659 2.40 0.0916 0.0916
Page 3 of 11
' ' 1 1 1 ' : • Mill ' 1 "
370.00 0.00 9632 2.40 0.0915 0.0915
375.00 0.00 9604 2.39 0.0914 0.0914
380.00 0.00 9577 2.39 0.0913 0.0913
385.00 0.00 9550 2.38 0.0912 0.0912
390.00 0.00 9522 2.38 0.0911 0.0911
395.00 0.00 9495 2.37 0.0910 0.0910
400.00 0.00 9468 2.37 0.0909 0.0909
405.00 0.00 9440 2.36 0.0908 0.0908
410.00 0.00 9413 2.35 0.0907 0.0907
415.00 0.00 9386 2.35 0.0906 0.0906
420.00 0.00 9359 2.34 0.0905 0.0905
425.00
430.00 0.00
0.00 9332
9305 2.34
2.33 0.0904
0.0903 0.0904
0.0903
435.00 0.00 9277 2.33 0.0902 0.0902
440.00 0.00 9250 2.32 0.0901 0.0901
445.00 0.00 9223 2.32 0.0900 0.0900
450.00 0.00 9196 2.31 0.0899 0.0899
455.00 0.00 9169 2.31 0.0898 0.0898
460.00 0.00 9142 2.30 0.0897 0.0897
465.00 0.00 9116 2.30 0.0896 0.0896
470.00 0.00 9089 2.29 0.0895 0.0895
475.00 0.00 9062 2.29 0.0894 0.0894
480.00 0.00 9035 2.28 0.0893 0.0893
485.00 0.00 9008 2.28 0.0892 0.0892
490.00 0.00 8981 2.27 0.0891 0.0891
495.00 0.00 8955 2.27 0.0890 0.0890
1 500.00 0.00 8928 2.26 0.0889 0.0889
505.00 0.00 8901 2.26 0.0888 0.0888
510.00 0.00 8875 2.25 0.0887 0.0887
515.00 0.00 8848 2.25 0.0886 0.0886
520.00 0.00 8822 2.24 0.0885 0.0885
525.00 0.00 8795 2.24 0.0884 0.0884
530.00 0.00 8769 2.23 0.0883 0.0883
535.00 0.00 8742 2.23 0.0882 0.0882
540.00 0.00 8716 2.22 0.0881 0.0881
545.00 0.00 8689 2.22 0.0880 0.0880
550.00 0.00 8663 2.21 0.0879 0.0879
555.00 0.00 8636 2.21 0.0878 0.0878
560.00 0.00 8610 2.20 0.0877 0.0877
' 565.00 0.00 8584 2.20 0.0876 0.0876
570.00 0.00 8557 2.19 0.0875 0.0875
575.00 0.00 8531 2.19 0.0874 0.0874
00
580 00
0 8505 2.18 0.0873 0.0873
.
585.00 .
0.00 8479 2.18 0.0872 0.0872
590.00 0.00 8453 2.17 0.0871 0.0871
595.00 0.00 8427 2.17 0.0870 0.0870
600.00 0.00 8400 2.16 0.0869 0.0869
605.00 0.00 8374 2.16 0.0868 0.0868
' 610.00 0.00 8348 2.15 0.0867 0.0867
615.00 0.00 8322 2.15 0.0866 0.0866
620.00 0.00 8296 2.14 0.0865 0.0865
625.00
630.00 0.00
0.00 8270
8245 2.14
2.13 0.0864
0.0863 0.0864
0.0863
635.00 0.00 8219 2.13 0.0862 0.0862
640.00 0.00 8193 2.12 0.0861 0.0861
645.00 0.00 8167 2.12 0.0860 0.0860
650.00 0.00 8141 2.11 0.0859 0.0859
655.00 0.00 8115 2.11 0.0857 0.0857
660.00 0.00 8090 2.10 0.0856 0.0856
665.00 0.00 8064 2.10 0.0855 0.0855
670.00 0.00 8038 2.09 0.0854 0.0854
' 675.00 0.00 8013 2.09 0.0853 0.0853
680.00 0.00 7987 2.08 0.0852 0.0852
685.00 0.00 7962 2.08 0.0851 0.0851
690.00 0.00 7936 2.07 0.0850 0.0850
695.00 0.00 7911 2.07 0.0849 0.0849
700.00 0.00 7885 2.06 0.0848 0.0848
705.00 0.00 7860 2.06 0.0847 0.0847
710.00 0.00 7834 2.05 0.0846 0.0846
715.00 0.00 7809 2.05 0.0845 0.0845
720.00 0.00 7783 2.04 0.0844 0.0844
725.00 0.00 7758 2.04 0.0343 0.0843
730.00 0.00 7733 2.03 0.0842 0.0842
735.00 0.00 7703 2.03 O.OS41 0.0841
' 740.00 0.00 7632 2.02 0.0840 0.0840
745.00 0.00 7657 2.02 0.0539 0.0839
750.00 0.00 7632 2.01 0.0838 0.0338
755.00 0.00 7607 2.01 0.0837 0.0837
760.00 0.00 7582 2.00 0.0836 0.0836
Page 4 of 11
' 1 1 1' t 1 1' 1 1
765.00 0.00 7557 200 0.0835 0.0835
770.00 0.00 7532 1.99 0.0834 0.0834
775.00
780.00 0.00
0.00 7507
7482 1.99
1.98 0.0833
0.0832 0.0833
0.0832
785.00 0.00 7457 1.98 0.0831 0.0831
790.00 0.00 7432 1.97 0.0830 0.0830
795.00 0.00 7407 1.97 0.0829 0.0829
800.00 0.00 7382 1.96 0.0827 0.0827
805.00 0.00 7357 1.96 0.0826 0.0826
810.00 0.00 7332 1.95 0.0825 0.0825
815.00 0.00 7308 1.95 0.0824 0.0824
820.00 0.00 7283 1.94 0.0823 0.0823
825.00 0.00 7258 1.94 0.0822 0.0822
830.00 0.00 7234 1.93 0.0821 0.0821
835.00 0.00 7209 1.93 0.0820 0.0820
840.00 0.00 7184 1.92 0.0819 0.0819
845.00 0.00 7160 1.92 0.0818 0.0818
850.00 0.00 7135 1.91 0.0817 0.0817
855.00 0.00 7111 1.91 0.0816 0.0816
860.00 0.00 7086 1.90 0.0815 0.0815
865.00 0.00 7062 1.90 0.0814 0.0814
870.00 0.00 7037 1.89 0.0813 0.0813
875.00 0.00 7013 1.89 0.0812 0.0812
880.00 0.00 6989 1.88 0.0811 0.0811
885.00 0.00 6964 1.88 0.0810 0.0810
890.00 0.00 6940 1.87 0.0808 0.0808
895.00 0.00 6916 1.87 0.0807 0.0807
900.00 0.00 6892 1.86 0.0806 0.0806
905.00 0.00 6867 1.86 0.0805 0.0805
910.00 0.00 6843 1.85 0.0804 0.0804
915.00 0.00 6819 1.85 0.0803 0.0803
920.00 0.00 6795 1.84 0.0802 0.0802
925.00 0.00 6771 1.84 0.0801 0.0801
930
00 00
0 6747 1.83 0.0800 0.0800
.
935.00 .
0.00 6723 1.83 0.0799 0.0799
940.00 0.00 6699 1.82 0.0798 0.0798
945.00 0.00 6675 1.82 0.0797 0.0797
950.00 0.00 6651 1.81 0.0796 0.0796
955.00 0.00 6627 1.81 0.0795 0.0795
960.00 0.00 6603 1.80 0.0793 0.0793
965.00 0.00 6580 1.80 0.0792 0.0792
970.00 0.00 6556 1.79 0.0791 0.0791
975.00
980.00 0.00
0.00 6532
6508 1.79
1.78 0.0790
0.0789 0.0790
0.0789
985.00 0.00 6485 1.78 0.0788 0.0788
990.00 0.00 6461 1.77 0.0787 0.0787
995.00 0.00 6437 1.77 0.0786 0.0786
1000.00 0.00 6414 1.76 0.0785 0.0785
1005.00 0.00 6390 1.76 0.0784 0.0784
1010.00 0.00 6367 1.75 0.0783 0.0783
1015.00 0.00 6343 1.75 0.0782 0.0782
1020.00 0.00 6320 1.74 0.0780 0.0780
1025.00 0.00 6296 1.74 0.0779 0.0779
1030.00 0.00 6273 1.73 0.0778 0.0778
1035.00 0.00 6250 1.73 0.0777 0.0777
1040.00 0.00 6226 1.73 0.0776 0.0776
1045.00 0.00 6203 1.72 0.0775 0.0775
1050.00 0.00 6180 1.72 0.0774 0.0774
1055.00 0.00 6157 1.71 0.0773 0.0773
1060.00 0.00 6134 1.71 0.0772 0.0772
1065.00 0.00 6110 1.70 0.0771 0.0771
1070.00 0.00 6087 1.70 0.0770 0.0770
1075.00 0.00 6064 1.69 0.0768 0.0768
1080.00 0.00 6041 1.69 0.0767 0.0767
1085.00 0.00 6018 1.68 0.0766 0.0766
1090.00 0.00 5995 1.68 0.0765 0.0765
1095.00 0.00 5972 1.67 0.0764 0.0764
1100.00 0.00 5949 1.67 0.0763 0.0763
1105.00 0.00 5926 1.66 0.0762 0.0762
1110.00 0.00 5903 1.66 0.0761 0.0761
1115.00 0.00 5881 1.65 0.0760 0.0760
1120.00 0.00 5858 1.65 0.0758 0.0758
1125.00 0.00 5835 1.64 0.0757 0.0757

' 1130.00
1135.00 0.00
0.00 5812
5790 1.64
1.63 0.0756
0.0755 0.0756
0.0755
1140.00 0.00 5767 1.63 0.0754 0.0754
1145.00 0.00 5744 1.62 0.0753 0.0753
1150.00 0.00 5722 1.62 0.0752 0.0752
1155.00 0.00 5699 1.61 0.0751 0.0751
Page 5 of 11

1160.00 0.00 5677 1.61 0.0750 0.0750
1165.00 0.00 5654 1.60 0.0748 0.0748
1170.00 0.00 5632 1.60 0.0747 0.0747
1175.00 0.00 5609 1.59 0.0746 0.0746
1180.00 0.00 5587 1.59 0.0745 0.0745
1185.00 0.00 5565 1.59 0.0744 0.0744
1190.00 0.00 5542 1.58 0.0743 0.0743
1195.00 0.00 5520 1.58 0.0742 0.0742
1200.00 0.00 5498 1.57 0.0741 0.0741
1205.00 0.00 5476 1.57 0.0739 0.0739
1210.00 0.00 5453 1.56 0.0738 0.0738
1215.00 0.00 5431 1.56 0.0737 0.0737
1220.00 0.00 5409 1.55 0.0736 0.0736
1225.00 0.00 5387 1.55 0.0735 0.0735
1230.00 0.00 5365 1.54 0.0734 0.0734
1235.00 0.00 5343 1.54 0.0733 0.0733
1240.00 0.00 5321 1.53 0.0732 0.0732
1 1245.00 0.00 5299 1.53 0.0730 0.0730
1250.00 0.00 5277 1.52 0.0729 0.0729
1255.00 0.00 5255 1.52 0.0728 0.0728
1260.00 0.00 5233 1.51 0.0727 0.0727
1 1265.00 0.00 5212 1.51 0.0726 0.0726
1270.00 0.00 5190 1.50 0.0725 0.0725
1275.00 0.00 5168 1.50 0.0724 0.0724
1280
00 00
0 5146 1.49 0.0722 0.0722
.
1285.00 .
0.00 5125 1.49 0.0721 0.0721
1290.00 0.00 5103 1.49 0.0720 0.0720
1295.00 0.00 5082 1.48 0.0719 0.0719
1300.00 0.00 5060 1.48 0.0718 0.0718
1305.00 0.00 5038 1.47 0.0717 0.0717
1310.00 0.00 5017 1.47 0.0716 0.0716
1315.00 0.00 4995 1.46 0.0714 0.0714
1320.00 0.00 4974 1.46 0.0713 0.0713
325.00
1 0.00 4953 1.45 0.0712 0.0712
1330.00 0.00 4931 1.45 0.0711 0.0711
1335.00 0.00 4910 1.44 0.0710 0.0710
1340.00 0.00 4889 1.44 0.0709 0.0709
1345.00 0.00 4867 1.43 0.0707 0.0707
1350.00 0.00 4846 1.43 0.0706 0.0706
1355.00 0.00 4825 1.42 0.0705 0.0705
1360.00 0.00 4804 1.42 0.0704 0.0704
1365.00 0.00 4783 1.41 0.0703 0.0703
1370.00 0.00 4762 1.41 0.0702 0.0702
1375.00 0.00 4741 1.41 0.0700 0.0700
1380.00 0.00 4720 1.40 0.0699 0.0699
1385.00 0.00 4699 1.40 0.0698 0.0698
1390.00 0.00 4678 1.39 0.0697 0.0697
1395.00 0.00 4657 1.39 0.0696 0.0696
1400.00 0.00 4636 1.38 0.0695 0.0695
1405.00 0.00 4615 1.38 0.0693 0.0693
1410.00 0.00 4594 1.37 0.0692 0.0692
1415.00 0.00 4573 1.37 0.0691 0.0691
1420.00 0.00 4553 136 0.0690 0.0690
1425.00 0.00 4532 1.36 0.0689 0.0689
1430.00 0.00 4511 1.35 0.0687 0.0687
1435.00 0.00 4491 1.35 0.0686 0.0686
1440.00 0.00 4470 1.34 0.0685 0.0685
1445.00 0.00 4450 1.34 0.0684 0.0684
1450.00 0.00 4429 1.33 0.0683 0.0683
1455.00 0.00 4409 1.33 0.0682 0.0682
1460.00 0.00 4388 1.33 0.0680 0.0680
1465.00 0.00 4368 1.32 0.0679 0.0679
1470.00 0.00 4347 1.32 0.0678 0.0678
1475.00 0.00 4327 1.31 0.0677 0.0677
1480
00 0
00 4307 1.31 0.0676 0.0676
.
1485.00 .
0.00 4286 1.30 0.0674 0.0674
1490.00 0.00 4266 1.30 0.0673 0.0673
1495.00 0.00 4246 1.29 0.0672 0.0672
1500.00 0.00 4226 1.29 0.0671 0.0671
1505.00 0.00 4206 1.28 0.0670 0.0670
1510.00 0.00 4186 1.28 0.0668 0.0668
1515.00 0.00 4166 1.27 0.0667 0.0667
1520.00 0.00 4146 1.27 0.0666 0.0666
1525.00 0.00 4126 1.27 0.0665 0.0665
1530.00 0.00 4106 1.26 0.0664 0.0664
1535.00 0.00 4086 1.26 0.0662 0.0662
1540.00 0.00 4066 1.25 0.0661 0.0661
1545.00 0.00 4046 1.25 0.0660 0.0660
1550.00 0.00 4026 1.24 0.0659 0.0659
Paga 6 of t t
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1555.00 0.00 4007 1.24 0.0657 0.0657
1560.00 0.00 3987 1.23 0.0656 0.0656

' 1565.00
1570.00 0.00
0.00 3967
3947 1.23
1.22 0.0655
0.0654 0.0655
0.0654
1575.00 0.00 3928 1.22 0.0653 0.0653
1580.00 0.00 3908 1.21 0.0651 0.0651
1585.00 0.00 3889 1.21 0.0650 0.0650
1590.00 0.00 3869 1.21 0.0649 0.0649
1595.00 0.00 3850 1.20 0.0648 0.0648
1600.00 0.00 3830 1.20 0.0646 0.0646
1605.00 0.00 3811 1.19 0.0645 0.0645
1610.00 0.00 3792 1.19 0.0644 0.0644
1615.00 0.00 3772 1.18 0.0643 0.0643
1620.00 0.00 3753 1.18 0.0641 0.0641
1625.00 0.00 3734 1.17 0.0640 0.0640
1630.00 0.00 3715 1.17 0.0639 0.0639
1635.00 0.00 3695 1.16 0.0638 0.0638
1640.00 0.00 3676 1.16 0.0636 0.0636
1645.00 0.00 3657 1.16 0.0635 0.0635
1650.00 0.00 3638 1.15 0.0634 0.0634
1655.00 0.00 3619 1.15 0.0633 0.0633
' 1660.00 0.00 3600 1.14 0.0631 0.0631
1665.00 0.00 3581 1.14 0.0630 0.0630
1670.00 0.00 3562 1.13 0.0629 0.0629
1675.00 0.00 3543 1.13 0.0628 0.0628
1680.00 0.00 3525 1.12 0.0626 0.0626
1 1685.00 0.00 3506 1.12 0.0625 0.0625
1690.00 0.00 3487 1.12 0.0624 0.0624
1695.00 0.00 3468 1.11 0.0623 0.0623
1700.00 0.00 3450 1.11 0.0621 0.0621
1705.00 0.00 3431 1.10 0.0620 0.0620
1710.00 0.00 3412 1.10 0.0619 0.0619
1715.00 0.00 3394 1.09 0.0618 0.0618
1720
00 0.00 3375 1.09 0.0616 0.0616
.
1725.00 0.00 3357 1.08 0.0615 0.0615
1730.00 0.00 3338 1.08 0.0614 0.0614
1735.00 0.00 3320 1.07 0.0613 0.0613
1740.00 0.00 3302 1.07 0.0611 0.0611
1745.00 0.00 3283 1.07 0.0610 0.0610
1750.00 0.00 3265 1.06 0.0609 0.0609
1755.00 0.00 3247 1.06 0.0607 0.0607
1760.00 0.00 3228 1.05 0.0606 0.0606
1765.00
1770.00 0.00
0.00 3210
3192 1.05
1.04 0.0605
0.0604 0.0605
0.0604
1775.00 0.00 3174 1.04 0.0602 0.0602
1780.00 0.00 3156 1.03 0.0601 0.0601
1785.00 0.00 3138 1.03 0.0600 0.0600
1790.00 0.00 3120 1.03 0.0598 0.0598
1795.00 0.00 3102 1.02 0.0597 0.0597
1800.00 0.00 3084 1.02 0.0596 0.0596
1805.00 0.00 3066 1.01 0.0594 0.0594
1810.00 0.00 3048 1.01 0.0593 0.0593
' 1815.00 0.00 3031 1.00 0.0592 0.0592
1820.00 0.00 3013 1.00 0.0591 0.0591
1825.00 0.00 2995 0.99 0.0589 0.0589
1830.00 0.00 2977 0.99 0.0588 0.0588
1835.00 0.00 2960 0.99 0.0587 0.0587
' 1840.00 0.00 2942 0.98 0.0585 0.0585
1845.00 0.00 2925 0.98 0.0584 0.0584
1850.00 0.00 2907 0.97 0.0583 0.0583
1855.00 0.00 2890 0.97 0.0581 0.0581
1860.00 0.00 2872 0.96 0.0580 0.0580
1865.00 0.00 2855 0.96 0.0579 0.0579
1870.00 0.00 2837 0.95 0.0577 0.0577
1875.00 0.00 2820 0.95 0.0576 0.0576
1880.00 0.00 2803 0.95 0.0575 0.0575
1885.00 0.00 2786 0.94 0.0573 0.0573
1890.00 0.00 2768 0.94 0.0572 0.0572
1895.00 0.00 2751 0.93 0.0571 0.0571
1900.00 0.00 2734 0.93 0.0569 0.0569
1905.00 0.00 2717 0.92 0.0568 0.0568
1910.00 0.00 2700 0.92 0.0567 0.0567
1915.00 0.00 2683 0.92 0.0565 0.0565
1920
00 0
00 2666 0.91 0.0564 0.0564
.
1925.00 .
0.00 2649 0.91 0.0563 0.0563
1930.00 0.00 2632 0.90 0.0561 0.0561
1935.00 0.00 2615 0.90 0.0560 0.0560
1940.00 0.00 2599 0.89 0.0559 0.0559
' 1945.00 0.00 2582 0.89 0.0557 0.0557
Page 7 of t t
0IM-2119101 1 1' :• ' e 1' 11
1950.00 0.00 2565 0.88 0.0556 0.0556
1955.00 0.00 2548 0.88 0.0554 0.0554
1960.00 0.00 2532 0.88 0.0553 0.0553
1965.00 0.00 2515 0.87 0.0552 0.0552
1970.00 0.00 2499 0.87 0.0550 0.0550
1975.00 0.00 2482 0.86 0.0549 0.0549
1980.00 0.00 2466 0.86 0.0548 0.0548
1985.00 0.00 2449 0.85 0.0546 0.0546
'
1990.00 0.00 2433 0.85 0.0545 0.0545
1995.00 0.00 2416 0.85 0.0543 0.0543
2000.00 0.00 2400 0.84 0.0542 0.0542
2005.00
' 2010.00 0.00
0.00 2384
2368 0.84
0.83 0.0541
0.0539 0.0541
0.0539
2015.00 0.00 2352 0.83 0.0538 0.0538
2020.00 0.00 2335 0.82 0.0537 0.0537
2025.00 0.00 2319 0.82 0.0535 0.0535
2030.00 0.00 2303 0.82 0.0534 0.0534
'
2035.00 0.00 2287 0.81 0.0532 0.0532
2040.00 0.00 2271 0.81 0.0531 0.0531
2045.00 0.00 2255 0.80 0.0530 0.0530
2050.00 0.00 2239 0.80 0.0528 0.0528
2055.00 0.00 2224 0.79 0.0527 0.0527
2060.00 0.00 2208 0.79 0.0525 0.0525
2065.00 0.00 2192 0.79 0.0524 0.0524
2070.00 0.00 2176 0.78 0.0522 0.0522
2075.00 0.00 2161 0.78 0.0521 0.0521
2080.00 0.00 2145 0.77 0.0520 0.0520
2085.00 0.00 2129 0.77 0.0518 0.0518
2090.00 0.00 2114 0.76 0.0517 0.0517
2095.00 0.00 2098 0.76 0.0515 0.0515
' 2100.00 0.00 2083 0.76 0.0514 0.0514
2105.00 0.00 2067 0.75 0.0513 0.0513
2110.00 0.00 2052 0.75 0.0511 0.0511
2115.00 0.00 2037 0.74 0.0510 0.0510
2120.00 0.00 2021 0.74 0.0508 0.0508
2125.00 0.00 2006 0.74 0.0507 0.0507
2130.00 0.00 1991 0.73 0.0505 0.0505
2135.00 0.00 1976 0.73 0.0504 0.0504
2140.00 0.00 1961 0.72 0.0502 0.0502
2145.00 0.00 1946 0.72 0.0501 0.0501
2150.00 0.00 1931 0.71 0.0499 0.0499
2155.00 0.00 1916 0.71 0.0498 0.0498
2160.00 0.00 1901 0.71 0.0497 0.0497
2165.00 0.00 1886 0.70 0.0495 0.0495
2170.00 0.00 1871 0.70 0.0494 0.0494
2175.00 0.00 1856 0.69 0.0492 0.0492
2180.00 0.00 1841 0.69 0.0491 0.0491
2185.00 0.00 1827 0.69 0.0489 0.0489
2190.00 0.00 1812 0.68 0.0488 0.0488
2195.00 0.00 1797 0.68 0.0486 0.0486
2200.00 0.00 1783 0.67 0.0485 0.0485
2205
00 0
00 1768 0
67 0.0483 0.0483
.
' 2210.00 .
0.00 1754 .
0.66 0.0482 0.0482
2215.00 0.00 1739 0.66 0.0480 0.0480
2220.00 0.00 1725 0.66 0.0479 0.0479
2225.00 0.00 1711 0.65 0.0477 0.0477
2230.00 0.00 1696 0.65 0.0476 0.0476
2235.00 0.00 1682 0.64 0.0474 0.0474
2240.00 0.00 1668 0.64 0.0473 0.0473
2245.00 0.00 1654 0.64 0.0471 0.0471
2250.00 0.00 1639 0.63 0.0470 0.0470
2255.00 0.00 1625 0.63 0.0468 0.0468
2260.00 0.00 1611 0.62 0.0467 0.0467
2265.00 0.00 1597 0.62 0.0465 0.0465
2270.00 0.00 1583 0.62 0.0464 0.0464
2275.00 0.00 1569 0.61 0.0462 0.0462
2280.00 0.00 1556 0.61 0.0460 0.0460
2285.00 0.00 1542 0.60 0.0459 0.0459
2290.00 0.00 1528 0.60 0.0457 0.0457
2295.00 0.00 1514 0.60 0.0456 0.0456
2300.00 0.00 1501 0.59 0.0454 0.0454
2305.00 0.00 1487 0.59 0.0453 0.0453
2310.00 0.00 1473, 0.58 0.0451 0.0451
2315.00 0.00 1460 0.58 0.0450 0.0450
2320.00 0.00 1446 0.57 0.0448 0.0448
'
2325.00 0.00 1433 0.57 0.0446 0.0446
2330.00 0.00 1420 0.57 0.0445 0.0445
2335.00 0.00 1406 0.56 0.0443 0.0443
2340.00 0.00 1393 0.56 0.0442 0.0442
Page 8 of 11

2345.00 0.00 1390 0.55 0.0440 0.0440
2350.00 0.00 1366 0.55 0.0439 0.0439
2355.00 0.00 1353 0.55 0.0437 0.0437
2360.00 0.00 1340 0.54 0.0435 0.0435
'
2365.00 0.00 1327 0.54 0.0434 0.0434
2370.00 0.00 1314 0.53 0.0432 0.0432
2375.00 0.00 1301 0.53 0.0431 0.0431
2380.00 0.00 1288 0.53 0.0429 0.0429
'
2385.00 0.00 1275 0.52 0.0427 0.0427
2390.00 0.00 1263 0.52 0.0426 0.0426
2395.00 0.00 1250 0.52 0.0424 0.0424
2400.00 0.00 1237 0.51 0.0422 0.0422
2405.00 0.00 1224 0.51 0.0421 0.0421
2410.00 0.00 1212 0.50 0.0419 0.0419
2415.00 0.00 1199 0.50 0.0418 0.0418
2420.00 0.00 1187 0.50 0.0416 0.0416
2425.00 0.00 1174 0.49 0.0414 0.0414
2430.00 0.00 1162 0.49 0.0413 0.0413
2435.00 0.00 1149 0.48 0.0411 0.0411
2440.00 0.00 1137 0.48 0.0409 0.0409
2445.00 0.00 1125 0.48 0.0408 0.0408
2450.00 0.00 1113 0.47 0.0406 0.0406
2455.00 0.00 1100 0.47 0.0404 0.0404
2460.00 0.00 1088 0.46 0.0403 0.0403
2465.00 0.00 1076 0.46 0.0401 0.0401
2470.00 0.00 1064 0.46 0.0399 0.0399
2475.00 0.00 1052 0.45 0.0397 0.0397
2480.00 0.00 1040 0.45 0.0396 0.0396
2485.00 0.00 1028 0.44 0.0394 0.0394
2490.00 0.00 1017 0.44 0.0392 0.0392
' 2495.00 0.00 1005 0.44 0.0391 0.0391
2500.00 0.00 993 0.43 0.0389 0.0389
2505.00 0.00 981 0.43 0.0387 0.0387
2510.00 0.00 970 0.43 0.0385 0.0385
2515.00 0.00 958 0.42 0.0384 0.0384
'
2520.00 0.00 947 0.42 0.0382 0.0382
2525.00 0.00 935 0.41 0.0380 0.0380
2530.00 0.00 924 0.41 0.0378 0.0378
2535.00 0.00 912 0.41 0.0377 0.0377
2540.00 0.00 901 0.40 0.0375 0.0375
2545.00 0.00 890 0.40 0.0373 0.0373
2550.00 0.00 879 0.40 0.0371 0.0371
2555.00 0.00 868 0.39 0.0370 0.0370
2560.00 0.00 856 0.39 0.0368 0.0368
1
2565.00 0.00 845 0.38 0.0366 0.0366
2570.00 0.00 834 0.38 0.0364 0.0364
2575.00 0.00 824 0.38 0.0362 0.0362
2580.00 0.00 813 0.37 0.0361 0.0361
'
2585.00 0.00 802 0.37 0.0359 0.0359
2590.00 0.00 791 0.37 0.0357 0.0357
2595.00 0.00 780 0.36 0.0355 0.0355
2600
00 00
0 770 0.36 0.0353 0.0353
.
' 2605.00 .
0.00 759 0.35 0.0351 0.0351
2610.00 0.00 749 0.35 0.0350 0.0350
2615.00 0.00 738 0.35 0.0348 0.0348
2620.00 0.00 728 0.34 0.0346 0.0346
2625.00 0.00 717 0.34 0.0344 0.0344
2630.00 0.00 707 0.34 0.0342 0.0342
2635.00 0.00 697 0.33 0.0340 0.0340
2640.00 0.00 686 0.33 0.0338 0.0338
2645.00 0.00 676 0.32 0.0337 0.0337
2650.00 0.00 666 0.32 0.0335 0.0335
2655.00 0.00 656 0.32 0.0333 0.0333
2660.00 0.00 646 0.31 0.0331 0.0331
2665.00 0.00 636 0.31 0.0329 0.0329
2670.00 0.00 626 0.31 0.0327 0.0327
'
2675.00 0.00 617 0.30 0.0325 0.0325
2680.00 0.00 607 0.30 0.0323 0.0323
2685.00 0.00 597 0.30 0.0321 0.0321
2690.00 0.00 588 0.29 0.0319 0.0319
' 2695.00 0.00 578 0.29 0.0317 0.0317
2700.00 0.00 568 0.28 0.0315 0.0315
2705.00 0.00 559 0.28 0.0313 0.0313
2710.00 0.00 550 0.28 0.0311 0.0311
2715.00 0.00 540 0.27 0.0309 0.0309
1
2720.00 0.00 531 0.27 0.0307 0.0307
2725.00 0.00 522 0.27 0.0305 0.0305
2730.00 0.00 513 0.26 0.0303 0.0303
2735.00 0.00 503 0.26 0.0301 0.0301
Page 9 of 11
¦ 2740.00 0.00 494 0.26 0.0299 0.0299
2745.00 0.00 485 0.25 0.0297 0.0297
2750.00 0.00 477 0.25 0.0295 0.0295
2755.00 0.00 468 0.25 0.0293 0.0293
2760.00 0.00 459 0.24 0.0291 0.0291
2765.00 0.00 450 0.24 0.0289 0.0289
2770.00 0.00 442 0.24 0.0287 0.0287
2775.00
2780.00 0.00
0.00 433
424 0.23
0.23 0.0285
0.0282 0.0285
0.0282
2785.00 0.00 416 0.22 0.0280 0.0280
2790.00 0.00 408 0.22 0.0278 0.0278
2795.00 0.00 399 0.22 0.0276 0.0276
2800.00 0.00 391 0.21 0.0274 0.0274
2805.00 0.00 383 0.21 0.0272 0.0272
2810.00 0.00 375 0.21 0.0269 0.0269
2815.00 0.00 366 0.20 0.0267 0.0267
2820.00 0.00 358 0.20 0.0265 0.0265
' 2825.00 0.00 350 0.20 0.0263 0.0263
2830.00 0.00 343 0.19 0.0261 0.0261
2835.00 0.00 335 0.19 0.0258 0.0258
2840.00 0.00 327 0.19 0.0256 0.0256
2845.00 0.00 319 0.18 0.0254 0.0254
'
2850.00 0.00 312 0.18 0.0251 0.0251
2855.00 0.00 304 0.18 0.0249 0.0249
2860.00 0.00 297 0.17 0.0247 0.0247
2865.00 0.00 289 0.17 0.0244 0.0244
' 2870.00 0.00 282 0.17 0.0242 0.0242
2875.00 0.00 275 0.16 0.0240 0.0240
2880.00 0.00 268 0.16 0.0237 0.0237
2885.00 0.00 260 0.16 0.0235 0.0235
2890.00 0.00 253 0.15 0.0233 0.0233
2895.00 0.00 246 0.15 0.0230 0.0230
2900.00 0.00 239 0.15 0.0228 0.0228
2905.00 0.00 233 0.15 0.0225 0.0225
2910.00 0.00 226 0.14 0.0223 0.0223
' 2915.00 0.00 219 0.14 0.0220 0.0220
2920.00 0.00 213 0.14 0.0218 0.0218
2925.00 0.00 206 0.13 0.0215 0.0215
2930.00 0.00 200 0.13 0
0213 0
0213
2935.00 0.00 193 0.13 .
0.0210 .
0.0210
2940.00 0.00 187 0.12 0.0207 0.0207
2945.00 0.00 181 0.12 0.0205 0.0205
2950.00 0.00 175 0.12 0.0202 0.0202
2955.00 0.00 169 0.11 0.0199 0.0199
2960.00 0.00 163 0.11 0.0197 0.0197
2965.00 0.00 157 0.11 0.0194 0.0194
2970.00 0.00 151 0.10 0.0191 0.0191
2975.00
2980.00 0.00
0.00 145
139 0.10
0.10 0.0189
0.0186 0.0189
0.0186
2985.00 0.00 134 0.10 0.0183 0.0183
2990.00 0.00 128 0.09 0.0180 0.0180
2995.00 0.00 123 0.09 0.0177 0.0177
3000.00 0.00 118 0.09 0.0174 0.0174
'
3005.00 0.00 112 0.08 0.0171 0.0171
3010.00 0.00 107 0.08 0.0168 0.0168
3015.00 0.00 102 0.08 0.0165 0.0165
3020.00 0.00 97 0.08 0.0162 0.0162
'
3025.00 0.00 92 0.07 0.0159 0.0159
3030.00 0.00 88 0.07 0.0156 0.0156
3035.00 0.00 83 0.07 0.0153 0.0153
3040.00 0.00 78 0.06 0.0150 0.0150
3045.00 0.00 74 0.06 0.0146 0.0146
3050.00 0.00 69 0.06 0.0143 0.0143
3055.00 0.00 65 0.06 0.0140 0.0140
3060.00 0.00 61 0.05 0.0136 0.0136
3065.00 0.00 57 0.05 0.0133 0.0133
3070.00
1 0.00 53 0.05 0.0129 0.0129
3075.00 0.00 49 0.05 0.0125 0.0125
3080.00 0.00 45 0.04 0.0122 0.0122
3085,00 0.00 42 0.04 0.0118 0.0118
1
3090.00 0.00 38 0.04 0.0114 0.0114
3095.00 0.00 35 0.03 0.0110 0.0110
3100.00 0.00 31 0.03 0.0106 0.0106
3105.00 0.00 28 0.03 0.0102 0.0102
3110.00 0.00 25 0.03 0.0098 0.0098
'
3115.00 0.00 22 0.02 0.0093 0.0093
3120.00 0.00 19 0.02 0.0089 0.0089
3125.00 0.00 17 0.02 0.0084 0.0084
'3130.00 0.00 14 0.02 0.0079 0.0079
Page 10 of 11
. 3135.00 0.00 12 0.02 0.0074 0.0074
3140.00 0.00 10 0.01 0.0068 0.0068
3145.00 0.00 8 0.01 0.0062 0.0062
3150.00 0.00 6 0.01 0.0056 0.0056
3155.00 0.00 4 0.01 0.0049 0.0049
3160.00 0.00 3 0.00 0.0042 0.0042
3165.00 0.00 1 0.00 0.0033 0.0033
3170.00 0.00 0 0.00 0
0021 0
0021
52
83 hours 2
2 da
s . .
. .
y
Pond drains completely down at time 3,170 min utes or 2.2 days.

FI
J

F
u
1
C1

Page 11 of 11

t

DRY BASIN
#3

' Project No. DWQ
DIVISION OF WATER QUA#JTY
401 EXTENDED DRY DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
At a minimum, a complete stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and
specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance
agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and
approval of the project
1. PROJECT INFORMATION (please complete the following information):
Project Name : _WEAVER5 POND
Contact Person: JOE FAULKNER Phone Number: (919)3G7-8790
' For projects with multiple basins, specify which basin this worksheet applies to:_ DRY 6A51N #3
Drainage Area: _acres Percent Impervious Area: 30 %
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual (N.C. Department of
Environment, Health and Natural Resources, November 1995) and Administrative Code Section: 15 A NCAC 2H .1008. Initial in the space
Applicants Initials
?4'
The basin length to width ratio is greater than 3:1.
r
19.37
' #I. REQUIRED ITEMS CHECKLIST
' provided to indicate the following design requirements have been met and supporting documentation is attached. If a requirement has not
been met, attach an explanation of why.

Either capture runoff from 1 yr., 24 hour storm and release over a 48 hour period, or
capture runoff from 1 inch storm and draw down over a period of 2 to 5 days.
Please provide routing for 1 yr. 24 hr, event or volume from 1 inch rain
The basin side slopes are no steeper than 3:1.
A small pennanent pool at outlet orifice is provided to reduce clogging.
An emergency drain to completely empty the basin is provided.
Vegetation plan prepared is specified on plans.
Basin to be stabilized within 14 days of construction is specified.
Sediment storage (20% of detention volume) in addition to detention volume is provided.
Inlet and outlet erosion control measures to prevent scour are provided.
Additional treatment to meet the 85% TSS removal efficiency is provided.
Access for clean-out and maintenance is provided.
Inlet plunge pool or other energy dissipation is provided.
Forebay is provided to capture sediment and minimize clean-out problems.
Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
Seasonal high water table is at least 1 foot below bottom of basin.
If used as a temporary sediment basin, plans indicate clean-out prior to final operation.
A site specific operation and maintenance plan with the following provisions is provided.
The 0&M agreement is signed by the responsible party and notarized.
Dry Basin #3
Q=CIA Total Site Area = 19.375 acres
Proposed Impervious
Roadway - Total 87,697 s.f.
Sidewalk 5,121 20,484 s.f.
- s.f.
Lots @ 3,042 s.f./lot 43 ea 130,806 s.f. Full Lots
Lots @ 1,500 s.f./lot 8 ea 12,000 s.f. Partial
Impervious Total 250,987 s.f.
5.762 Acres
Weighted C Value
Impervious Area Pervious Area Weighted
250,987 s.f. 592,977 s.f. "C"
C - Value 0.95 0.30 Value
0.28 0.21 0.49
Detention Pond Design
(85 % Pollutant Removal Effeciency)
Total Drainage Area - 19.375 Acres
Impervious On-Site Area - 5.762 Acres
Percentage of Impervious Area - 30%
1" Storage Volume
Rv = 0.05+0.009 (1)
I = Percent Impervious
Rv = 0.318 (in./in.)
Volume = (Design Rainfall) (Rv) (Drainage Area)
1" Volume Required = 0.513 acres
22,332 c.f.
1" Volume Provided = 23,526 c.f.
Stage / Storage

Elev Contour Incremental Total Stage
Area Volume Volume

342.5 1,059
1,096 1,096 0.5
343 3,326
7,329 8,425 1.5
344 11,332
15,101 23,526 2.5
345 18,870
20,533 44,059 3.5
346 22,196
1" Volume Elevation (Provided)= 345

' "
Drawdown calculation for 1
Volume
Orifice required for 2-5 Day Drawdown
2.5 ft of storage, 1.3 ft of avg head
' x.00 in Orifice Size Q2-day= 20,284
Q = 0.117 cfs Q5-day= 50,711
So, this Orifice will drawdown pond in 2.20 days (This references required
volume calc)
Storage depth= 2.50 ft Intermim Calc. 8.972179
Average head= 1.25 ft Orifice Area = 0.021806 Used for Q
Maximum Release of 2-5 Day Draw down would be based upon the 4.3 feet storage depth.
2.00 in Orifice Size Intermim Calc. 12.68858
Qmax= 0.166 cfs Orifice Area = 0.021806
' Level Spreader Required = Qmax' 13 feet
L= 2.2 feet
The proposed flared end section will disperse the 1" flush flow due to such a low discharge rate.
Tc = 26.84 Minutes
Peak Flow Q10
1 = 3.99 in/hr. 1 = 5.09 in/hr.
C= 0.49 C= 0.49
A = 19.37 Ac. A = 19.37 Ac.
Q10 = CIA Q100= CIA
Q10 = 38.2 CFS Q100 = 48.6 CFS
Principal Spillway Riser Elevation = 345
Riser Invert Elevation = 342
Barrel Invert =
Barrel Length = 341.5
33 ft.
Barrel Size = 30 " RCP
Kp = 0.00786
Barrel Area =
Q barrel = 4.91 sf
37.21 cfs Capable of
DOUBLE 30" RCP's 74.42 cfs Carrying
' Riser
Length of Riser 9 ft inside dimension
Width of Riser 4 ft inside dimension
Width of Weir 26 ft
Q riser = 55.8 cfs
H = 0.80 ft H is Weir depth above riser.
EMERGENCY SPILLWAY
NO SPILLWAY
Spillway Elev. = 336.00
Width = 0
Depth = 0.7
Qspillway = 0.0 cfs
CHECK
' Qspillway+ Qbarrel = Q25 74.4 cfs
pass

Contour Contour Incr. Accum. Stage
Elev. Area Storage Storage (S) (Z)
(ft) (sf) (cf) (cf) (ft)
342.5 1,059 - - -
343.0 3,326 1,096 1,096 0.50
' 344.0 11,332 7,329 8,425 1.50
345.0 18,870 15,101 23,526 2.50
346.0 22,196 20,533 44,059 3.50
1
' Regression Output:
6= 1.957158416 (X Variable Coeff)
Ks= 3,840 (eY-"'-PS
Itage, - Storage Equation is of the form: S = (Ks)(Zf
Check of Ks and b : S = Ks z
Storagae Area Stage
1 3,840 1
14,909 2
32,968 3
. 44,578
72,901 3.5
4.5 #

In (S) In (Z) Z est
7.00 -0.69 0.53
9.04 0.41 1.49
10.07 0.92 2.52
10.69 1.25 3.48
Page 1 of 10
Barrel
factor = 0.013
Dia. of Orifice = 30.0 inches
ea of Orifice, (Ao) = 4.91 sf
Pipe Length, (L) = 80.0 feet
Friction Coeff., (Kp) = 0.0092
Iln v. of Barrel = 342.00 feet
Riser
F lev. of Riser Crest = 345.00 feet
Circular:
Dia. of Riser= 0 inches
err Length = feet
ea of Riser = sq. ft.
Rectaneular:
Length of Riser = 9 feet
rdth of Riser = 4 feet
Weir Length = 26 feet
Area of Riser = 36 sq.ft.
1
NXIMMA
Barrel None
INDia. of Barrel =
v of Control Barrel

i

Area
2 inches 0.0218166
335.4
r Page 2 of 10
Control TOTAL
TIME INFLOW STORAGE STAGE BARREL OUTFLOW
min cfs LcfZ jtt? cfs cfs
0.00 0.00 22332 2.46 0.1647 0.1647
5.00 0.00 22332 2.46 0.1647 0.1647
10.00
15.00 0.00
0.00 22283
22233 2.46
2.45 0.1646
0.1645 0.1646
0.1645
20.00 0.00 22184 2.45 0.1644 0.1644
25.00 0.00 22135 2.45 0.1643 0.1643
30.00 0.00 22085 2.44 0.1642 0.1642
35.00 0.00 22036 2.44 0.1642 0.1642
'
40.00 0.00 21987 2.44 0.1641 0.1641
45.00 0.00 21937 2.44 0.1640 0.1640
50.00 0.00 21888 2.43 0.1639 0.1639
55.00 0.00 21839 2.43 0.1638 0.1638
60.00 0.00 21790 2.43 0.1637 0.1637
65.00 0.00 21741 2.43 0.1636 0.1636
70.00 0.00 21692 2.42 0.1635 0.1635
75.00 0.00 21643 2.42 0.1634 0.1634
80.00 0.00 21594 2.42 0.1633 0.1633
85.00 0.00 21545 2.41 0.1632 0.1632
90.00 0.00 21496 2.41 0.1631 0.1631
95.00 0.00 21447 2.41 0.1630 0.1630
100.00 0.00 21398 2.41 0.1629 0.1629
105.00 0.00 21349 2.40 0.1628 0.1628
110.00 0.00 21300 2.40 0.1627 0.1627
115.00 0.00 21251 2.40 0.1626 0.1626
120.00 0.00 21203 2.39 0.1625 0.1625
125.00 0.00 21154 2.39 0.1624 0.1624
130.00 0.00 21105 2.39 0.1624 0.1624
135.00 0.00 21056 2.39 0.1623 0.1623
140.00 0.00 21008 2.38 0.1622 0.1622
145.00 0.00 20959 2.38 0.1621 0.1621
150.00 0.00 20910 2.38 0.1620 0.1620
155.00 0.00 20862 2.37 0.1619 0.1619
160.00 0.00 20813 2.37 0.1618 0.1618
165.00 0.00 20765 2.37 0.1617 0.1617
170.00 0.00 20716 2.37 0.1616 0.1616
175.00 0.00 20668 2.36 0.1615 0.1615
180.00 0.00 20619 2.36 0.1614 0.1614
185.00 0.00 20571 2.36 0.1613 0.1613
190.00 0.00 20523 2.35 0.1612 0.1612
195.00 0.00 20474 2.35 0.1611 0.1611
200.00 0.00 20426 2.35 0.1610 0.1610
205.00 0.00 20378 2.35 0.1609 0.1609
210.00
215.00 0.00
0.00 20329
20281 2.34
2.34 0.1608
0.1607 0.1608
0.1607
220.00 0.00 20233 2.34 0.1606 0.1606
225.00 0.00 20185 2.33 0.1605 0.1605
230.00 0.00 20137 2.33 0.1604 0.1604
235.00 0.00 20088 2.33 0.1603 0.1603
240.00 0.00 20040 2.33 0.1602 0.1602
245.00 0.00 19992 2.32 0.1601 0.1601
250.00 0.00 19944 2.32 0.1600 0.1600
255.00 0.00 19896 2.32 0.1599 0.1599
260.00 0.00 19848 2.31 0.1598 0.1598
265.00 0.00 19800 2.31 0.1597 0.1597
270.00 0.00 19752 2.31 0.1596 0.1596
275.00 0.00 19704 2.31 0.1595 0.1595
280.00 0.00 19657 2.30 0.1594 0.1594
285.00 0.00 19609 2.30 0.1593 0.1593
290.00 0.00 19561 2.30 0.1592 0.1592
295.00 0.00 19513 2.29 0.1591 0.1591
300.00 0.00 19465 2.29 0.1590 0.1590
305.00 0.00 19418 2.29 0.1589 0.1589
310.00 0.00 19370 2.29 0.1588 0.1588
315.00 0.00 19322 2.28 0.1587 0.1587
320.00 0.00 19275 2.28 0.1586 0.1586
325.00 0.00 19227 2.28 0.1585 0.1585
330.00 0.00 19180 2.27 0.1584 0.1584
335.00 0.00 19132 2.27 0.1583 0.1583
340.00 0.00 19085 2.27 0.1582 0.1582
345.00 0.00 19037 2.27 0.1551 0.1581
' 350.00 0.00 18990 2.26 0.1580 0.1550
355.00 0.00 18942 2.26 0.1579 0.1579
360.00 0.00 18895 2.26 0.1578 0.1578
365.00 0.00 11111 2,25 0.1577 0.1577
Page 3 of 10

370.00 0.00 18800 2.25 0.1576 0.1576
375.00 0.00 18753 2.25 0.1575 0.1575
380.00 0.00 18706 2.25 0.1574 0.1574
385.00 0.00 18658 2.24 0.1573 0.1573
390.00 0.00 18611 2.24 0.1572 0.1572
395.00 0.00 18564 2.24 0.1571 0.1571
400.00 0.00 18517 2.23 0.1570 0.1570
405.00 0.00 18470 2.23 0.1569 0.1569
410.00 0.00 18423 2.23 0.1568 0.1568
415.00 0.00 18376 2.23 0.1567 0.1567
420.00 0.00 18329 2.22 0.1566 0.1566
425.00 0.00 18282 2.22 0.1565 0.1565
430.00 0.00 18235 2.22 0.1564 0.1564
435.00 0.00 18188 2.21 0.1563 0.1563
440.00 0.00 18141 2.21 0.1562 0.1562
445.00 0.00 18094 2.21 0.1561 0.1561
450.00 0.00 18047 2.21 0.1560 0.1560
455.00 0.00 18001 2.20 0.1559 0.1559
460.00 0.00 17954 2.20 0.1558 0.1558
465.00 0.00 17907 2.20 0.1557 0.1557
470.00 0.00 17860 2.19 0.1556 0.1556
475.00 0.00 17814 2.19 0.1555 0.1555
480.00 0.00 17767 2.19 0.1554 0.1554
485.00 0.00 17720 2.18 0.1553 0.1553
490.00 0.00 17674 2.18 0.1552 0.1552
495.00 0.00 17627 2.18 0.1551 0.1551
500.00 0.00 17581 2.18 0.1549 0.1549
505.00 0.00 17534 2.17 0.1548 0.1548
510.00 0.00 17488 2.17 0.1547 0.1547
515.00 0.00 17441 2.17 0.1546 0.1546
520.00 0.00 17395 2.16 0.1545 0.1545
525.00 0.00 17349 2.16 0.1544 0.1544
530.00 0.00 17302 2.16 0.1543 0.1543
535.00 0.00 17256 2.16 0.1542 0.1542
540.00 0.00 17210 2.15 0.1541 0.1541
545.00 0.00 17164 2.15 0.1540 0.1540
550.00 0.00 17117 2.15 0.1539 0.1539
555.00 0.00 17071 2.14 0.1538 0.1538
560.00
565.00 0.00
0.00 17025
16979 2.14
2.14 0.1537
0.1536 0.1537
0.1536
570.00 0.00 16933 2.13 0.1535 0.1535
575.00 0.00 16887 2.13 0.1534 0.1534
580.00 0.00 16841 2.13 0.1533 0.1533
585.00 0.00 16795 2.13 0.1531 0.1531
590.00 0.00 16749 2.12 0.1530 0.1530
595.00 0.00 16703 2.12 0.1529 0.1529
600.00 0.00 16657 2.12 0.1528 0.1528
605.00 0.00 16611 2.11 0.1527 0.1527
610.00 0.00 16565 2.11 0.1526 0.1526
615.00 0.00 16520 2.11 0.1525 0.1525
620.00 0.00 16474 2.10 0.1524 0.1524
625.00 0.00 16428 2.10 0.1523 0.1523
630.00 0.00 16383 2.10 0.1522 0.1522
'
635.00 0.00 16337 2.10 0.1521 0.1521
640.00 0.00 16291 2.09 0.1520 0.1520
645.00 0.00 16246 2.09 0.1519 0.1519
650.00 0.00 16200 2.09 0.1517 0.1517
655.00 0.00 16155 2.08 0.1516 0.1516
660.00 0.00 16109 2.08 0.1515 0.1515
665.00 0.00 16064 2.08 0.1514 0.1514
670.00 0.00 16018 2.07 0.1513 0.1513
675.00 0.00 15973 2.07 0.1512 0.1512
680.00 0.00 15927 2.07 0.1511 0.1511
685.00 0.00 15882 2.07 0.1510 0.1510
690.00 0.00 15837 2.06 0.1509 0.1509
695.00 0.00 15792 2.06 0.1508 0.1508
700.00 0.00 15746 2.06 0.1506 0.1506
705.00 0.00 15701 2.05 0.1505 0.1505
710.00 0.00 15656 2.05 0.1504 0.1504
715
00 00
0 15611 2.05 0.1503 0.1503
.
720.00 .
0.00 15566 2.04 0.1502 0.1502
725.00 0.00 15521 2.04 0.1501 0.1501
730.00 0.00 15476 2.04 0.1500 0.1500
735.00 0.00 15431 2.04 0.1499 0.1499
740.00 0.00 15386 2.03 0.1498 0.1498
745.00 0.00 15341 2.03 0.1496 0.1496
750.00 0.00 15296 2.03 0.1495 0.1495
755.00 0.00 15251 2.02 0.1494 0.1494
760.00 0.00 15206 2.02 0.1493 0.1493
Page 4 of 10
¦ 765.00 0.00 15161 2.02 0.1492 0.1492
770.00 0.00 15117 2.01 0.1491 0.1491
775.00 0.00 15072 2.01 0.1490 0.1490
780.00 0.00 15027 2.01 0.1489 0.1489
'
785.00 0.00 14983 2.01 0.1487 0.1487
790.00 0.00 14938 2.00 0.1486 0.1486
795.00 0.00 14893 2.00 0.1485 0.1485
800.00
805.00 0.00
0.00 14849
14804 2.00
1.99 0.1484
0.1483 0.1484
0.1483
810.00 0.00 14760 1.99 0.1482 0.1482
815.00 0.00 14715 1.99 0.1481 0.1481
820.00 0.00 14671 1.98 0.1479 0.1479
825.00 0.00 14627 1.98 0.1478 0.1478
830.00 0.00 14582 1.98 0.1477 0.1477
835.00 0.00 14538 1.97 0.1476 0.1476
840.00 0.00 14494 1.97 0.1475 0.1475
845.00 0.00 14449 1.97 0.1474 0.1474
850.00 0.00 14405 1.97 0.1473 0.1473
855.00 0.00 14361 1.96 0.1471 0.1471
860.00 0.00 14317 1.96 0.1470 0.1470
865.00 0.00 14273 1.96 0.1469 0.1469
870.00 0.00 14229 1.95 0.1468 0.1468
875.00 0.00 14185 1.95 0.1467 0.1467
880.00 0.00 14141 1.95 0.1466 0.1466
885.00 0.00 14097 1.94 0.1464 0.1464
890.00 0.00 14053 1.94 0.1463 0.1463
895.00 0.00 14009 1.94 0.1462 0.1462
900.00 0.00 13965 1.93 0.1461 0.1461
905.00 0.00 13921 1.93 0.1460 0.1460
910.00 0.00 13877 1.93 0.1459 0.1459
915.00 0.00 13834 1.92 0.1457 0.1457
920.00 0.00 13790 1.92 0.1456 0.1456
925.00 0.00 13746 1.92 0.1455 0.1455
930.00 0.00 13702 1.92 0.1454 0.1454
935.00 0.00 13659 1.91 0.1453 0.1453
'
940.00 0.00 13615 1.91 0.1452 0.1452
945.00 0.00 13572 1.91 0.1450 0.1450
950.00 0.00 13528 1.90 0.1449 0.1449
00
955 0.00 13485 1.90 0.1448 0.1448
.
960.00 0.00 13441 1.90 0.1447 0.1447
965.00 0.00 13398 1.89 0.1446 0.1446
970.00 0.00 13355 1.89 0.1444 0.1444
975.00 0.00 13311 1.89 0.1443 0.1443
980.00 0.00 13268 1.88 0.1442 0.1442
985.00 0.00 13225 1.88 0.1441 0.1441
990.00 0.00 13181 1.88 0.1440 0.1440
995.00 0.00 13138 1.87 0.1438 0.1438
1000.00
1005.00 0.00
0.00 13095
13052 1.87
1.87 0.1437
0.1436 0.1437
0.1436
1010.00 0.00 13009 1.87 0.1435 0.1435
1015.00 0.00 12966 1.86 0.1434 0.1434
1020.00 0.00 12923 1.86 0.1432 0.1432
1025.00 0.00 12880 1.86 0.1431 0.1431
1,030.00 0.00 12837 1.85 0.1430 0.1430
1035.00 0.00 12794 1.85 0.1429 0.1429
1040.00 0.00 12751 1.85 0.1427 0.1427
1045.00 0.00 12708 1.84 0.1426 0.1426
11050.00 0.00 12666 1.84 0.1425 0.1425
1055.00 0.00 12623 1.84 0.1424 0.1424
1060.00 0.00 12580 1.83 0.1422 0.1422
1065.00 0.00 12537 1.83 0.1421 0.1421
1070.00 0.00 12495 1.83 0.1420 0.1420
1,075.00 0.00 12452 1.82 0.1419 0.1419
1080.00 0.00 12410 1.82 0.1418 0.1418
1085.00 0.00 12367 1.82 0.1416 0.1416
1090.00 0.00 12325 1.81 0.1415 0.1415
1,095.00 0.00 12282 1.81 0.1414 0.1414
1100.00 0.00 12240 1.81 0.1413 0.1413
1105.00 0.00 12197 1.81 0.1411 0.1411
1110
00 0.00 12155 1.80 0.1410 0.1410
.
1115.00 0.00 12113 1.80 0.1409 0.1409
1120.00 0.00 12071 1.80 0.1408 0.1408
1125.00 0.00 12028 1.79 0.1406 0.1406
1130.00 0.00 11986 1.79 0.1405 0.1405
1135.00 0.00 11944 1.79 0.1404 0.1404
1,140.00 0.00 11902 1.78 0.1402 0.1402
1145.00 0.00 11860 1.78 0.1401 0.1401
1150.00 0.00 11818 1.78 0.1400 0.1400
11155,01 0.00 11776 1.77 0.1399 0.1399
Page 5 of 10

1160.00 0.00 11734 1.77 0.1397 0.1397
1165.00 0.00 11692 1.77 0.1396 0.1396
1170.00 0.00 11650 1.76 0.1395 0.1395
1175.00 0.00 11608 1.76 0.1394 0.1394
1180.00 0.00 11566 1.76 0.1392 0.1392
1185.00 0.00 11525 1.75 0.1391 0.1391
1190.00 0.00 11483 1.75 0.1390 0.1390
1195.00 0.00 11441 1.75 0.1388 0.1388
1200.00 0.00 11399 1.74 0.1387 0.1387
1205.00 0.00 11358 1.74 0.1386 0.1386
1210.00 0.00 11316 1.74 0.1385 0.1385
215.00 0.00 11275 1.73 0.1383 0.1383
220.00
1 0.00 11233 1.73 0.1382 0.1382
1225.00 0.00 11192 1.73 0.1381 0.1381
1230.00 0.00 11150 1.72 0.1379 0.1379
1235.00 0.00 11109 1.72 0.1378 0.1378
1240.00 0.00 11068 1.72 0.1377 0.1377
1245.00 0.00 11026 1.71 0.1375 0.1375
1250.00 0.00 10985 1.71 0.1374 0.1374
1255.00 0.00 10944 1.71 0.1373 0.1373
1260
00 0
00 10903 1.70 0.1371 0.1371
.
' 1265.00 .
0.00 10862 1.70 0.1370 0.1370
1270.00 0.00 10820 1.70 0.1369 0.1369
1275.00 0.00 10779 1.69 0.1367 0.1367
1280.00 0.00 10738 1.69 0.1366 0.1366
1285.00 0.00 10697 1.69 0.1365 0.1365
1290.00 0.00 10656 1.68 0.1363 0.1363
1295.00 0.00 10616 1.68 0.1362 0.1362
1300.00 0.00 10575 1.68 0.1361 0.1361
1305.00
' 1310.00 0.00
0.00 10534
10493 1.67
1.67 0.1359
0.1358 0.1359
0.1358
1315.00 0.00 10452 1.67 0.1357 0.1357
1320.00 0.00 10412 1.66 0.1355 0.1355
1325.00 0.00 10371 1.66 0.1354 0.1354
1330.00 0.00 10330 1.66 0.1353 0.1353
1335.00 0.00 10290 1.65 0.1351 0.1351
1340.00 0.00 10249 1.65 0.1350 0.1350
1345.00 0.00 10209 1.65 0.1349 0.1349
1350.00 0.00 10168 1.64 0.1347 0.1347
' 1355.00 0.00 10128 1.64 0.1346 0.1346
1360.00 0.00 10087 1.64 0.1344 0.1344
1365.00 0.00 10047 1.63 0.1343 0.1343
1370.00 0.00 10007 1.63 0.1342 0.1342
1375.00 0.00 9967 1.63 0.1340 0.1340
1380.00 0.00 9926 1.62 0.1339 0.1339
1385.00 0.00 9886 1.62 0.1338 0.1338
1390.00 0.00 9846 1.62 0.1336 0.1336
1395.00 0.00 9806 1.61 0.1335 0.1335
' 1400.00 0.00 9766 1.61 0.1333 0.1333
1405.00 0.00 9726 1.61 0.1332 0.1332
1410.00 0.00 9686 1.60 0.1331 0.1331
1415.00 0.00 9646 1.60 0.1329 0.1329
1420.00 0.00 9606 1.60 0.1328 0.1328
1425.00 0.00 9566 1.59 0.1326 0.1326
1430.00 0.00 9527 1.59 0.1325 0.1325
1435.00 0.00 9487 1.59 0.1324 0.1324
1440.00 0.00 9447 1.58 0.1322 0.1322
1445.00 0.00 9407 1.58 0.1321 0.1321
1450.00 0.00 9368 1.58 0.1319 0.1319
1455.00 0.00 9328 1.57 0.1318 0.1318
1460
00 0
00 9289 1.57 0.1316 0.1316
.
1465.00 .
0.00 9249 1.57 0.1315 0.1315
1470.00 0.00 9210 1.56 0.1314 0.1314
1475.00 0.00 9170 1.56 0.1312 0.1312
1480.00 0.00 9131 1.56 0.1311 0.1311
1485.00 0.00 9092 1.55 0.1309 0.1309
1490.00 0.00 9052 1.55 0.1308 0.1308
1495.00 0.00 9013 1.55 0.1306 0.1306
1500.00 0.00 8974 1.54 0.1305 0.1305
1505.00 0.00 8935 1.54 0.1303 0.1303
' 1510.00 0.00 8896 1.54 0.1302 0.1302
1515.00 0.00 8857 1.53 0.1301 0.1301
1520.00 0.00 8818 1.53 0.1299 0.1299
1525.00 0.00 8779 1.53 0.1298 0.1298
1530.00 0.00 8740 1.52 0.1296 0.1296
1535.00 0.00 8701 1.52 0.1295 0.1295
1540.00 0.00 8662 1.52 0.1293 0.1293
1545.00 0.00 8623 1.51 0.1292 0.1292
1550.00 0.00 8584 1.51 0.1290 0.1290
Page 6 of 10
1555.00 0.00 8546 1.50 0.1289 0.1289
1560.00 0.00 8507 1.50 0.1287 0.1287
1565.00 0.00 8469 1.50 0.1286 0.1286
1570.00 0.00 8430 1.49 0.1284 0.1284
'
1575.00 0.00 8391 1.49 0.1283 0.1283
1580.00 0.00 8353 1.49 0.1281 0.1281
1585.00 0.00 8314 1.48 0.1280 0.1280
1590.00 0.00 8276 1.48 0.1278 0.1278
1595.00 0.00 8238 1.48 0.1277 0.1277
1600.00 0.00 8199 1.47 0.1275 0.1275
1605.00 0.00 8161 1.47 0.1274 0.1274
1610.00 0.00 8123 1.47 0.1272 0.1272
1615.00 0.00 8085 1.46 0.1271 0.1271
1620.00 0.00 8047 1.46 0.1269 0.1269
1625.00 0.00 8009 1.46 0.1267 0.1267
1630.00 0.00 7971 1.45 0.1266 0.1266
1635.00 0.00 7933 1.45 0.1264 0.1264
1640.00 0.00 7895 1.45 0.1263 0.1263
1645.00 0.00 7857 1.44 0.1261 0.1261
1650.00 0.00 7819 1.44 0.1260 0.1260
1655.00
1660.00 0.00
0.00 7781
7743 1.43
1.43 0.1258
0.1257 0.1258
0.1257
1665.00 0.00 7706 1.43 0.1255 0.1255
1670.00 0.00 7668 1.42 0.1253 0.1253
1675.00 0.00 7630 1.42 0.1252 0.1252
1680.00 0.00 7593 1.42 0.1250 0.1250
1685.00 0.00 7555 1.41 0.1249 0.1249
1690.00 0.00 7518 1.41 0.1247 0.1247
1695.00 0.00 7481 1.41 0.1246 0.1246
1700.00 0.00 7443 1.40 0.1244 0.1244
1705.00 0.00 7406 1.40 0.1242 0.1242
1710.00 0.00 7369 1.40 0.1241 0.1241
1715.00 0.00 7331 1.39 0.1239 0.1239
1720.00 0.00 7294 1.39 0.1238 0.1238
1725.00 0.00 7257 1.38 0.1236 0.1236
1730.00 0.00 7220 138 0.1234 0.1234
1735.00 0.00 7183 1.38 0.1233 0.1233
1740.00 0.00 7146 1.37 0.1231 0.1231
1745.00 0.00 7109 1.37 0.1229 0.1229
' 1750.00 0.00 7072 1.37 0.1228 0.1228
1755.00 0.00 7035 1.36 0.1226 0.1226
1760.00 0.00 6999 1.36 0.1225 0.1225
1765.00 0.00 6962 1.36 0.1223 0.1223
1770.00 0.00 6925 1.35 0.1221 0.1221
'
1775.00 0.00 6888 1.35 0.1220 0.1220
1780.00 0.00 6852 1.34 0.1218 0.1218
1785.00 0.00 6815 1.34 0.1216 0.1216
1790.00 0.00 6779 1.34 0.1215 0.1215
1795.00 0.00 6742 1.33 0.1213 0.1213
1800.00 0.00 6706 1.33 0.1211 0.1211
1805.00 0.00 6670 1.33 0.1210 0.1210
1810.00 0.00 6633 1.32 0.1208 0.1208
1815.00 0.00 6597 1.32 0.1206 0.1206
1820.00 0.00 6561 1.31 0.1205 0.1205
1825.00 0.00 6525 1.31 0.1203 0.1203
1830.00 0.00 6489 1.31 0.1201 0.1201
1835.00 0.00 6453 1.30 0.1199 0.1199
'
1840.00 0.00 6417 1.30 0.1198 0.1198
1845.00 0.00 6381 1.30 0.1196 0.1196
1850.00 0.00 6345 1.29 0.1194 0.1194
1855
00 00
0 6309 1.29 0.1193 0.1193
.
1860.00 .
0.00 6273 1.29 0.1191 0.1191
1865.00 0.00 6238 1.28 0.1189 0.1189
1870.00 0.00 6202 1.28 0.1187 0.1187
1875.00 0.00 6166 1.27 0.1186 0.1186
1880.00 0.00 6131 1.27 0.1184 0.1184
1885.00 0.00 6095 1.27 0.1182 0.1182
1890.00 0.00 6060 1.26 0.1180 0.1180
1895.00 0.00 6024 1.26 0.1179 0.1179
1900.00 0.00 5989 1.25 0.1177 0.1177
1905.00 0.00 5954 1.25 0.1175 0.1175
1910.00 0.00 5918 1.25 0.1173 0.1173
1915.00 0.00 5883 1.24 0.1171 0.1171
1920.00 0.00 5848 1.24 0.1170 0.1170
1925.00 0.00 5813 1.24 0.1165 0.1168
'
1930.00 0.00 5778 1.23 0.1166 0.1166
1935.00 0.00 5743 1.23 0.1164 0.1164
1940.00 0.00 5708 1.22 0.1162 0.1162
1945.00 0.00 5673 1.22 0.1161 0.1161
Page 7 of 10
¦ 1950.00 0.00 5638 1.22 0.1159 0.1159
1955.00 0.00 5604 1.21 0.1157 0.1157
1960.00 0.00 5569 1.21 0.1155 0.1155
1965.00 0.00 5534 1.21 0.1153 0.1153
'
1970.00 0.00 5500 1.20 0.1151 0.1151
1975.00 0.00 5465 1.20 0.1150 0.1150
1980.00 0.00 5431 1.19 0.1148 0.1148
1985
00 0
00 5396 19
1 0.1146 0.1146
.
' 1990.00 .
0.00 5362 .
1.19 0.1144 0.1144
1995.00 0.00 5327 1.18 0.1142 0.1142
2000.00 0.00 5293 1.18 0.1140 0.1140
2005.00 0.00 5259 1.17 0.1138 0.1138
2010.00 0.00 5225 1.17 0.1136 0.1136
2015.00
1 0.00 5191 1.17 0.1135 0.1135
2020.00 0.00 5157 1.16 0.1133 0.1133
2025.00 0.00 5123 1.16 0.1131 0.1131
2030.00 0.00 5089 1.15 0.1129 0.1129
2035.00
1 0.00 5055 1.15 0.1127 0.1127
2040.00 0.00 5021 1.15 0.1125 0.1125
2045.00 0.00 4987 1.14 0.1123 0.1123
2050.00 0.00 4954 1.14 0.1121 0.1121
2055.00 0.00 4920 1.14 0.1119 0.1119
'
2060.00 0.00 4886 1.13 0.1117 0.1117
2065.00 0.00 4853 1.13 0.1115 0.1115
2070.00 0.00 4820 1.12 0.1113 0.1113
2075.00 0.00 4786 1.12 0.1111 0.1111
2080.00
1 0.00 4753 1.12 0.1109 0.1109
2085.00 0.00 4719 1.11 0.1107 0.1107
2090.00 0.00 4686 1.11 0.1105 0.1105
2095.00 0.00 4653 1.10 0.1103 0.1103
2100.00 0.00 4620 1.10 0.1101 0.1101
'
2105.00 0.00 4587 1.10 0.1099 0.1099
2110.00 0.00 4554 1.09 0.1097 0.1097
2115.00 0.00 4521 1.09 0.1095 0.1095
2120.00 0.00 4488 1.08 0.1093 0.1093
2125.00
1 0.00 4455 1.08 0.1091 0.1091
2130.00 0.00 4423 1.07 03089 0.1089
2135.00 0.00 4390 1.07 0.1087 0.1087
2140.00 0.00 4357 1.07 0.1085 0.1085
' 2145.00 0.00 4325 1.06 0.1083 0.1083
2150.00 0.00 4292 1.06 0.1081 0.1081
2155.00 0.00 4260 1.05 0.1079 0.1079
2160.00 0.00 4228 1.05 0.1077 0.1077
2165.00 0.00 4195 1.05 0.1075 0.1075
1
2170.00 0.00 4163 1.04 0.1072 0.1072
2175.00 0.00 4131 1.04 0.1070 0.1070
2180.00 0.00 4099 1.03 0.1068 0.1068
2185.00
2190.00 0.00
0.00 4067
4035 1.03
1.03 0.1066
0.1064 0.1066
0.1064
2195.00 0.00 4003 1.02 0.1062 0.1062
2200.00 0.00 3971 1.02 0.1060 0.1060
2205.00 0.00 3939 1.01 0.1057 0.1057
2210.00 0.00 3907 1.01 0.1055 0.1055
2215.00
1 0.00 3876 1.00 0.1053 0.1053
2220.00 0.00 3844 1.00 0.1051 0.1051
2225.00 0.00 3813 1.00 0.1049 0.1049
2230.00 0.00 3781 0.99 0.1046 0.1046
12235.00 0.00 3750 0.99 0.1044 0.1044
2240.00 0.00 3719 0.98 0.1042 0.1042
2245.00 0.00 3687 0.98 0.1040 0.1040
2250.00 0.00 3656 0.98 0.1037 0.1037
2255.00 0.00 3625 0.97 0.1035 0.1035
2260.00 0.00 3594 0.97 0.1033 0.1033
2265.00 0.00 3563 0.96 0.1031 0.1031
2270.00 0.00 3532 0.96 0.1028 0.1028
2275.00 0.00 3501 0.95 0.1026 0.1026
'2280.00 0.00 3470 0.95 0.1024 0.1024
2285.00 0.00 3440 0.95 0.1021 0.1021
2290.00 0.00 3409 0.94 0.1019 0.1019
2211,10 0.00 3378 0.94 0.1017 0.1017
1
2300.00 0.00 3343 0.93 0.1014 0.1014
2305.00 0.00 3318 0.93 0.1012 0.1012
2310.00 0.00 3287 0.92 0.1010 0.1010
2315.00 0.00 3257 0.92 0.1007 0.1007
2320.00 0.00 3227 0.91 0.1005 0.1005
,
2325.00 0.00 3197 0.91 0.1002 0.1002
2330.00 0.00 3166 0.91 0.1000 0.1000
2335.00 0.00 3136 0.90 0.0993 0.0998
'2340.00 0.00 3107 0.90 0.0995 0.0995
Page 8 of 10
¦ 2345.00 0.00 3077 0.89 0.0993 0.0993
2350.00 0.00 3047 0.89 0.0990 0.0990
2355.00 0.00 3017 0.88 0.0988 0.0988
2360.00 0.00 2988 0.88 0.0985 0.0985
'
2365.00 0.00 2958 0.88 0.0983 0.0983
2370.00 0.00 2929 0.87 0.0980 0.0980
2375.00 0.00 2899 0.87 0.0978 0.0978
2380.00 0.00 2870 0.86 0.0975 0.0975
' 2385.00 0.00 2841 0.86 0.0973 0.0973
2390.00 0.00 2811 0.85 0.0970 0.0970
2395.00 0.00 2782 0.85 0.0967 0.0967
2400.00 0.00 2753 0.84 0.0965 0.0965
2405.00 0.00 2724 0.84 0.0962 0.0962
2410.00 0.00 2695 0.83 0.0960 0.0960
2415.00 0.00 2667 0.83 0.0957 0.0957
2420.00 0.00 2638 0.83 0.0954 0.0954
2425.00 0.00 2609 0.82 0.0952 0.0952
2430.00 0.00 2581 0.82 0.0949 0.0949
2435.00 0.00 2552 0.81 0.0946 0.0946
2440.00 0.00 2524 0.81 0.0944 0.0944
2445.00 0.00 2496 0.80 0.0941 0.0941
2450.00 0.00 2467 0.80 0.0938 0.0938
2455.00 0.00 2439 0.79 0.0935 0.0935
2460.00 0.00 2411 0.79 0.0933 0.0933
2465.00 0.00 2383 0.78 0.0930 0.0930
2470.00 0.00 2355 0.78 0.0927 0.0927
2475.00 0.00 2327 0.77 0.0924 0.0924
2480.00 0.00 2300 0.77 0.0922 0.0922
2485.00 0.00 2272 0.76 0.0919 0.0919
2490.00 0.00 2244 0.76 0.0916 0.0916
2495.00 0.00 2217 0.76 0.0913 0.0913
2500.00 0.00 2190 0.75 0.0910 0.0910
2505.00 0.00 2162 0.75 0.0907 0.0907
2510.00 0.00 2135 0.74 0.0904 0.0904
2515.00 0.00 2108 0.74 0.0901 0.0901
' 2520.00 0.00 2081 0.73 0.0898 0.0898
2525.00 0.00 2054 0.73 0.0895 0.0895
2530.00 0.00 2027 0.72 0.0892 0.0892
2535.00 0.00 2000 0.72 0.0889 0.0889
' 2540.00 0.00 1974 0.71 0.0886 0.0886
2545.00 0.00 1947 0.71 0.0883 0.0883
2550.00 0.00 1921 0.70 0.0880 0.0880
2555.00 0.00 1894 0.70 0.0877 0.0877
2560.00 0.00 1868 0.69 0.0874 0.0874
' 2565.00 0.00 1842 0.69 0.0871 0.0871
2570.00 0.00 1816 0.68 0.0868 0.0868
2575.00 0.00 1790 0.68 0.0864 0.0864

2110
00 00
0 1764 0.67 0.0861 0.0861
1
-
2585.00 .
0.00 1738 0.67 0.0858 0.0858
2590.00 0.00 1712 0.66 0.0855 0.0855
2595.00 0.00 1686 0.66 0.0851 0.0851
2600.00 0.00 1661 0.65 0.0848 0.0848
2605.00 0.00 1635 0.65 0.0845 0.0845
2610.00 0.00 1610 0.64 0.0841 0.0841
2615.00 0.00 1585 0.64 0.0838 0.0838
2620.00 0.00 1560 0.63 0.0834 0.0834
2625.00
2630.00
1 0.00
0.00 1535
1510 0.63
0.62 0.0831
0.0828 0.0831
0.0828
2635.00 0.00 1485 0.62 0.0824 0.0824
2640.00 0.00 1460 0.61 0.0821 0.0821
2645.00 0.00 1436 0.60 0.0817 0.0817
2650.00 0.00 1411 0.60 0.0813 0.0813
2655.00
1 0.00 1387 0.59 0.0810 0.0810
2660.00 0.00 1362 0.59 0.0806 0.0806
2665.00 0.00 1338 0.58 0.0802 0.0802
2670.00 0.00 1314 0.58 0.0799 0.0799
12675.00 0.00 1290 0.57 0.0795 0.0795
2680.00 0.00 1266 0.57 0.0791 0.0791
2685.00 0.00 1243 0.56 0.0787 0.0787
2690,110 0.00 1219 0.56 0.0784 0.0784
2695.00 0.00 1195 0.55 0.0780 0.0780
1
2700.00 0.00 1172 0.55 0.0776 0.0776
2705.00 0.00 1149 0.54 0.0772 0.0772
2710.00 0.00 1126 0.53 0.0768 0.0768
2715.00 0.00 1103 0.53 0.0764 0.0764
2720.00
1 0.00 1080 0.52 0.0760 0.0760
2725.00 0.00 1057 0.52 0.0756 0.0756
2730.00 0.00 1034 0.51 0.0751 0.0751
12731,10 0.00 1012 0.51 0.0747 0.0747
Page 9 of 10
¦ 2740.00 0.00 989 0.50 0.0743 0.0743
2745.00 0.00 967 0.49 0.0739 0.0739
2750.00 0.00 945 0.49 0.0734 0.0734
2755.00 0.00 923 0.48 0.0730 0.0730
2760.00 0.00 901 0.48 0.0725 0.0725
2765.00 0.00 879 0.47 0.0721 0.0721
2770.00 0.00 857 0.46 0.0716 0.0716
2775.00 0.00 836 0.46 0.0712 0.0712
2780.00 0.00 815 0.45 0.0707 0.0707
2785.00 0.00 793 0.45 0.0702 0.0702
2790.00 0.00 772 0.44 0.0697 0.0697
2795.00 0.00 751 0.43 0.0692 0.0692
2800.00 0.00 731 0.43 0.0688 0.0688
'
2805.00 0.00 710 0.42 0.0683 0.0683
2810.00 0.00 690 0.42 0.0677 0.0677
2815.00 0.00 669 0.41 0.0672 0.0672
2820.00 0.00 649 0.40 0.0667 0.0667
2825.00 0.00 629 0.40 0.0662 0.0662
2830.00 0.00 609 0.39 0.0656 0.0656
2835.00 0.00 590 0.38 0.0651 0.0651
2840.00 0.00 570 0.38 0.0645 0.0645
2845.00 0.00 551 0.37 0.0640 0.0640
'
2850.00 0.00 531 0.36 0.0634 0.0634
2855.00 0.00 512 0.36 0.0628 0.0628
2860.00 0.00 494 0.35 0.0622 0.0622
2865.00 0.00 475 0.34 0.0616 0.0616
2870.00 0.00 456 0.34 0.0610 0.0610
2875.00 0.00 438 0.33 0.0603 0.0603
2880.00 0.00 420 0.32 0.0597 0.0597
2885.00 0.00 402 0.32 0.0590 0.0590
2890.00 0.00 384 0.31 0.0584 0.0584
2895.00 0.00 367 0.30 0.0577 0.0577
2900.00 0.00 350 0.29 0.0570 0.0570
2905.00 0.00 333 0.29 0.0562 0.0562
2910.00 0.00 316 0.28 0.0555 0.0555
'
2915.00 0.00 299 0.27 0.0547 0.0547
2920.00 0.00 283 0.26 0.0539 0.0539
2925.00 0.00 266 0.26 0.0531 0.0531
2930.00
' 2935.00 0.00
0.00 251
235 0.25
0.24 0.0523
0.0514 0.0523
0.0514
2940.00 0.00 219 0.23 0.0506 0.0506
2945.00 0.00 204 0.22 0.0496 0.0496
2950.00 0.00 189 0.21 0.0487 0.0487
2955.00 0.00 175 0.21 0.0477 0.0477
2960.00 0.00 160 0.20 0.0467 0.0467
2965.00 0.00 146 0.19 0.0456 0.0456
2970.00 0.00 133 0.18 0.0445 0.0445
2975.00 0.00 119 0.17 0.0433 0.0433
2980.00 0.00 106 0.16 0.0420 0.0420
2985.00 0.00 94 0.15 0.0407 0.0407
2990.00 0.00 82 0.14 0.0393 0.0393
2995.00 0.00 70 0.13 0.0377 0.0377
3000.00 0.00 58 0.12 0.0361 0.0361
3005.00 0.00 48 0.11 0.0342 0.0342
3010.00 0.00 37 0.09 0.0322 0.0322
3015.00 0.00 28 0.08 0.0298 0.0298
3020.00 0.00 19 0.07 0.0270 0.0270
3025.00 0.00 11 0.05 0.0234 0.0234
3030.00 0.00 4 0.03 0.0178 0.0178
50.50 hours 2.1 days
d d
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3
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Page 10 of 10

I

'J

LEVEL SPREADER
FES#D3
FES#A5
t TIMBER LEVEL SPREADER#1
TIMBER LEVEL SPREADER#2
? TIMBER LEVEL SPREADER#3

0

0
I DWQ Project No.
I DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : WEAVERS POND
Contact Person: JOE FAULKNER Phone Number. ( 9 19) 3G7-8790
Level Spreader ID: FE5#A5
Level Spreader Length 40 ft. (perpendicular to flow)
Drainage Area 1.0 ac. (on-site and off-site drainage to the level spreader)
Impervious Area 0.31 ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope 3 % (6% for forested, leaf littler cover, 80/6 for thick ground cover)*
grass
Max. Discharge from a 10 Year Storm 3.G I cfs
Max. Discharge to Level Spreader 3.G I cfs
' Filter Strip/Buffer Vegetation GRA55 (thick ground cover or grass, can opied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method SCOUR HOLE
11. REQUIRED ITEMS CHECKLIST
1 Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
A licants Initials
Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
I Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
The operation and maintenance agreement includes annua] erosion and vegetation repair.
N/A Bypass method is specified (if applicable) and plan details and calculations are provided
N/A Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
N/A No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slope s of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.

DWQ Project No.
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
olect Name : WEAVER5 POND
lntact Person: JOE PAULKNER Phone Number. (919) 3G7-8790
Level Spreader ID: FE5#D3
Lei Spreader Length
Drainage Area
pervious Area
Maximum Filter Strip/Buffer Slope
grass
lax. Discharge from a 10 Year Storm
Max. Discharge to Level Spreader
[ter Strip/BufferVegetation
35 ft.
0.81 ac.
0.75 ac.
8 %
5.25 cfs
5.25 cfs
GRA55
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)
(on-site and off-site drainage to the level spreader)
($% for forested, leaf littler cover, 8% for thick ground cover)*
(thick ground cover or grass, canopied forest with leaf litter
groundcover)
e-treatment or Bypass Method 5COuR HOLE
REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
gtrirement has not been met, atfach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
rainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers*
'bypass method specified in the Draft Level Spreader Design Option Document:
N/A Bypass method is specified (if applicable) and plan details and calculations are provided
N/A Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
WA No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
evel spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slope s of up to 25% in areas
Nth thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area,

DWQ Project No.
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
PROJECT INFORMATION (please complete the following information):
oject Name : WEAVERS POND
ntactPerson: JOE FAULKNER Phone Number. ( 919) 367-8790
evel Spreader ID: TIMBER LEVEL SPREADER # I
Lei Spreader Length
Drainage Area
pervious Area
Maximum Filter Strip/Buffer Slope
grass
300 ft.
6. 12 ac.
2.05 ac.
5.65 %
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)
(on-site and off-site drainage to the level spreader)
(6% for forested, leaf littler cover, 8% for thick ground covert
'ax. Discharge from a 10 Year Storm 22.87 cfs
Max. Discharge to Level Spreader 22.87 cfs
Iter Strip/Buffer Vegetation GRA55 (thick ground cover or grass, canopied forest with leaf litter
groundcover)
reatment or Bypass Method TIMBER LEVEL SPREADER
REQUIRED ITEMS CHECKLIST
I tial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. /f a
uirement has not been met, aifach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
rainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
fdiicants tional information and wilt substantially delay final review and approval of the project.
Initials
Level spreader is at least 13 ft per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
N/A Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers=
t
ypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
`I The operation and maintenance agreement signed and notarized by the responsible party is provided.
evel spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slope s of up to 25% in areas
Sh thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance In protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
1

DWQ Project No.
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
oject Name : WEAVERS POND
ntactPerson: JOE FAULKNER Phone Number. ( 919) 3G7-8790
Level Spreader ID: _ TIMBER LEVEL 5PREADER #2
Iva] Spreader Length 195 ft. (perpendicular to flow)
Drainage Area 4.13 ac. (on-site and off-site drainage to the level spreader)
pervious Area 1.30 ac. (on-site and off-site drainage to the level spreader)
aximum Filter Strip/Buffer Slope 4.8 % (fi% for forested, leaf littler cover, 8% for thick ground cover)*
grass
L. Discharge from a 10 Year Storm 15.03 cfs
Max. Discharge to Level Spreader 15.03 cfs
Ater Strip/Buffer Vegetation GRA55
I e-treatment or Bypass Method TIMBER LEVEL 5PREADER
(thick ground cover or grass, canopied forest with leaf lifter
groundcover)
I REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. !f a
?quirement has not been met, attach an explanaffon of why. At a minimum, a complete stormwater management plan submittal includes
worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure detalls, a detailed
drainage plan and a fully executed operation and maintenance agreement An incomplete submittal package will result in a request for
ditional information and will substantially delay final review and approval of the project.
lica is Initials
Level spreader is at least 13 ft per cfs for thick ground cover orgrass or 100 ft per cfs in canopied forest with leaf
litter.
N/A Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers*
bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
-No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
:The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
evel spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slope s of up to 25% in areas
nth thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
I

DWQ Project No.
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : WEAVERS POND
Contact Person JOE PAULKNER Phone Number. ( 919) 3G7-8790
Level Spreader ID: _ TIMBER LEVEL SPREADER #3

t

Level Spreader Length
Drainage Area
Impervious Area
Maximum Filter Strip/Buffer Slope
grass
Max. Discharge from a 10 Year Storm
Max. Discharge to Level Spreader
Filter Strip/Buffer Vegetation
Pre-treatment or Bypass Method
103 ft.
2.20 ac,
O.G8 ac.
4.8 %
7.94 cis
7.94 Cf5
GRA55
TIMBER LEVEL SPREADER
(perpendicular to flow)
(on-site and off site drainage to the level spreader)
(on-site and off site drainage to the level spreader)
(fi% for forested, leaf littler cover, 81/6 for thick ground cover)*

11. REQUIRED ITEMS CHECKLIST

[i
(thick ground cover or grass, canopied forest with leaf lifter
groundcover)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. !f a
requirement has not besn met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
spreader is at least 13 ft. per cis for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
' Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slope s of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.

1

t

SCOUR HOLE LEVEL SPREADER FES # D3
Total Drainage Area = 0.81 ac.
Impervious Area = 0.75 ac. 92%
C= 0.90
1-10 = 7.22
Q-10= 5.27 cfs
Outlet Pipe 15' RCP
Level spreader outlets to grassed buffer area.
Weighted C Value
Impervious Area Pervious Area Weighted
32,632 s.f. 2,652 s.f. "C"
C - Value 0.95 0.30 Value
0.88 0.02 0.90
SCOUR HOLE LEVEL SPREADER FES # A5
Total Drainage Area = 1.0 ac.
Impervious Area = 0.31 ac. 31%
C = 0.50
1-10 = 7.22
Q-10 = 3.61 cfs
Outlet Pipe 15" RCP
Level spreader outlets to grassed buffer area.
Weighted C Value
Impervious Area Pervious Area Weighted
13,373 s.f. 30,187 s.f. "C"
C - Value 0.95 0.30 Value
0.29 0.21 0.50
F1

I TIMBER LEVEL SPREADER #1
Total Drainage Area = 6.12 ac.
Impervious Area = 2.05 ac. 33%
C = 0.52
1-10 = 7.22
Q-10= 22.87 cfs
Level spreader outlets to grassed buffer area.
Length Required = 13 L.F. / 1 CFS
Length Required = 297.3 L.F.
Length Provided = 300 L. F.
Bottom of Spreader =- 333.5 feet
Top of Spreader = 334.0 feet
Weighted C Value
Impervious Area Pervious Area Weighted
89,232 s.f. 177,355 s.f. "C"
C - Value 0.95 0.30 Value
0.32 0.20 0.52
TIMBER LEVEL SPREADER #2
Total Drainage Area = 4.13 ac.
Impervious Area = 1.30 ac. 31%
C = 0.50
1-10 = 7.22
Q-10= 15.03 cfs
Level spreader outlets to grassed buffer area.
Length Required = 13 L.F. 11 US
Length Required = 195 L.F.
Length Provided = 195 L.F.
Bottom of Spreader =- 338.6 feet
Top of Spreader = 340.0 feet
Weighted C Value
3
Impervious Area Pervi ous Area Weighted
56,432 s.f. 123,471 s.f. "C"
C - Value 0.95 0.30 Value
0.30 0.21 0.50

1

I TIMBER LEVEL SPREADER #3
' Total Drainage Area =
Impervious Area = 2.2 ac.
0.68 ac.
31%
C = 0.50
1-10 = 7.22
Q-10 =
Outlet Pipe 7.94 cfs
18" RCP
Level spreader outlets to grassed buffer area.
Length Required = 13 L.F . / 1 CFS
Length Required = 103 L. F.
Length Provided = 103 L. F.
Bottom of Spreader =- 338.6 feet
Top of Spreader = 340.0 feet
Weighted C Value
Impervious Area Pervious Area Weighted
29,434 s.f. 66,398 s.f. "C"
C - Value 0.95 0.30 Value
0.29 0.21 0.50
1

t
POST-DEVELOPED TO FES 1-1
TR-55 Time of concentration

Segment 1
Sheet Flow
Cultivated Soils - Residue Cover >20%
Mannings n = 0.17
Flow Length = 259 I.f.
2-yr 24hr. Rainfall, P = 3.7
High Point Elev.= 368 ft.
Low Point Elev.= 363 ft.
S = 0.019305 ft./ft.
0.8
Tt = 0.007* (nL; = 0.36 hr.
0.5 0.4
P S
Segment 2
Shallow Concentrated Flow
Woods - Light Underbrush
Flow Length = 212 I.f.
High Point Elev.= 363 ft.
Low Point Elev.= 359 ft.
Watercourse Slope, s = 0.018868 ft/ft
Average Velocity, V = 2.3 ft./sec.
L = 0.026 hr.
3600*V
Segment 3
Channel Flow =
Channel Flow Length= 560 I.f.
High Point Elevation = 359 ft.
Low Point Elevation = 347.8 ft.
Channel Slope = 0.020 ft/ft
Channel Depth (Bank Full Avg.) = 2 ft.
Channel Sideslopes (Avg.) = 2
Cross Sectional Flow Area, a = 24.0 s.f.
Wetted Perimeter = 10.9 ft.
Hyraulic Radius = 1.09 ft.
Mannings n = 0.045
0.670.5
V = 1.49 R S = 4.96 ft/s
n
See fig 3-1 "Urban Hydrology for
Small Watersheds" USGA TR-55
Bottom 2
Tt = L = 0.03 hr.
3600 *V
So, Tc = Sheet Flow Tt + Shallow Concentrated Flow Tt + Tt Pipe Time + Channel Flow Tt
Tc = 0.42 hr. 25.3 min.

I Q- Storm

F

Actual Use
Time of Concentration , (fc) => 25.29 25.29 minutes
Intensity, (1-10yr) = 4.12 inches/hr
Intensity, (1-25yr) = 4.80 inches/hr
Intensity, (1-100yr) = 5.77 inches/hr
Q-10yr = C I A Drainage Area =
C % of Area
Asphalt 0.9 0%
Residentia 0.5 100%
Grass 0.35 0%
Woods 0.2 0% Use: c=0.50
Full Flow
Q-10yr = 18.8 cfs
Q-25yr = 22.0 cfs
Q-100yr = 26.4 cfs
Rainfall Intensity Coeff:
Ret. Period g h
10 195 22
25 1 232 23 I
50 a 261 24
100 ' 290 25.
9.14 ac

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I 9s/ , / J
GENERAL CONSTRUCTION AND UTILITY NOTES wti v ~N W~
SAND UTILITIES SHOWN ARE BASED ON \ I TRUCTURE ! ~ ~ ~ I . EXISTING UNDERGROUND S A AI 8LE RECORD DRAWINGS. THE CONTRACTOR v w _ v 1 ~ ~ ~ ~ FIELD SURVEYS AND BEST V lA v vim' ~ r ~I ~ / W _ 3 1 aq ' /
\ ~ ~I / III \ \ SHALL FIELD VERIFY CONDITIONS PRIOR TO STARTING CONSTRUCTION AND \ ~3 3 / / W ~ nL Y3 ~ -
PANCIES. \ I ~ III \ ~ \ NOTIFY THE ENGINEER OF ANY DISCRE \ ~ ~w III V A A o
2. THE CONTRACTOR SHALL CONTACT NORTH CAROLINA ONE CALL AT 1800-632- ~ f u3~j 7 1 ~ i I vv D~ , ,moo ~ ~ ~ ~ ~ / sm~ ~o=n~~wau :u 3 / i .
AND THE TOWN OF ZEBULON FOR ASSISTANCE LOCATING EXISTING UTILITIES. ~ 7 ~=aa~~ v ~ III v s"~~ ,o~a~~Ma RS PRIOR TO ANY DIGGING. III \ r2 THE CONTRACTOR SHALL CALL AT LEAST 48 HOU ~ \ i III ~ e~~a as ~ / > ~ /
3. ALL CONSTRUCTION SHALL CONFORM TO THE TOWN OF ZEBULON STANDARDS _ ~ v I I ~ R~ , - III \ o ' / / 3 ~ ~ /
AND SFECI FICATIONS. ALL WATER AND SEWER IMPROVEMENTS ~ w _ v ~ III u > •uo ~ v ~ y ~ 3 / 1 ~x 3 3 2
SHALL CONFORM TO THE TOWN OF ZEBULON STANDARDS AND SPECIFICATIONS. \ S2 TiN 5~~2B} \ ~ I I I ~i S 34 i. / O
THIN THE N.C.D.O.T. RIGHT-OF-WAY SHALL CONFORM TO mow. " 4. ALL CONSTRUCTION WI ~ ~ TANDARDS AND SPECIFICATIONS. ~ III 'vz III N.C.D.O.T. S ~ ~ti----_' / / O
SS ~ / / / 1 i P ~ / 1 Date:
5. SEE DETAIL SHEETS 26 FOR UTILITY CONSTRUCTION DETAILS. \ A / ' , / I -29-05
6. ALL WATER MNNS SHALL HAVE A MINIMUM OF 3 FEET OF COVER A5 ~ ' MEASURED FROM FINISHED GRADE AT THE LOCATION WHERE INSTALLED. / /
L ~ ~ 7. SANITARY SEWER SHALL BE LAID AT LEAST I 0 FEET LATERALLY FROM THE ~ ~ ~ ~ ~ tale:
IN UNLESS THE EIfVATION OF THE ~ / EXISTING OR PROPOSED WATER MA 5 , , ~ ,3`~ ~ ~ ~ / /
THE ~ ~ ~ i i TOP OF THE SEWER IS AT LEAST 18 INCHES BELOW THE BOTTOM OF ~ WITH A HORIZONTAL SEPARATION OF AT LEAST 3 FEET. ~ ~ ~ / Drawn:
WATER MNN ~ m ~ ~ i ~ SS AND THE / ~ i ~ AJF
8. WHERE A SANITARY SEWER AND WATER MAINS CRO - 1 / S THAN 18 INCHES OR THE WATER LINE / VERTICAL SEPARATION IS LES / ~ i ~ i ~ Checked:
R THE SEWER E WATER MAINS SHALL BE \ / ~ ~ / ~ PASSES UNDER THE SEWS ~ \ N EACH SIDE OF THE \ ` ~ ~ / MVZ
DUCTILE IRON PIPE FOR A DISTANCE OF 10 FEET 0 ~ i ~ BOSSING. ~ ~ ~ POINT OF C ~ \ \ I / 1 altr puss ILd E,T-f-IPIJ 0.6 IB4Z PG. 27
~ 3~ o pN na t»enr-m-str Project No.
9. SANITARY SEWERS SHALL HAVE THE TOP OF PIPE AT LEAST 12 INCHES / i \ 1 \ h HEN THE HORIZONTAL ~ ! BELOW THE TOP OF THE STORM PIPE W i 275-07 r~
SEPARATION IS 3 FEET OR LESS FROM EXISTING OR PROPOSED STORM ss ~ ! r~ i I 7 Computer Dwg. Name
A SANITARY SEWER AND A STORM SEWER CROSS, AND ~ ~ ~ ' ~ , ~ 1 ~ SEWER. WHERE ~ ~ ~ ! ~ THE VERTICAL SEPARATION IS LESS THAN 12 INCHES, 7HE SANITARY \ ~ / \ I 7 ~ 275-07-GRADING.DWG \
SEWER SHALL BE DUCTILE IRON PIPE EQUIVALENT TO WATER MAIN \ ~ ~s / \ ! ~ \ i 7 \ \ \
FOR A DISTANCE OF 10 FEET ON EACH SIDE OF CROSSING. ~ \ ~ ~ \ STANDARDS / , ~ i \ \ ~ / \ \ NORTH Shoat Nn~
~ 7 \
10. TOPOGRAPHIC AND BOUNDARY SUKVrY NruKMA UN ANLn F RV V
SURVEY INFORMATION PROVIDED BY KEN CL05E SURVEYING, INC.
1 1. ALL SANITARY SEWER SERVICES DEEPER THAN 12-FOOT MUST BE 100' 0 100' 200'
DUCTILE OR CAST RON PIPE. PIPE MATERIAL TRAN5ITION5 ARE / ! \ \ I O~ i i \ \ i~ NOT ALLOWED WITHIN THE RIGHT Of WAY LIMITS.
5CALE: I 100' (Horiz.) Of
12. ANY PROPOSED SANITARY SEWER MAN HOLE THAT IS LOCATED OUTSIDE \ \ ! \ \ aao ! HT-OF-WAY LIMIT MUST BE SEALED AND VENTED IN ACCORDANCE OFARG
WITH CORPUD DETAILS 5-24 THROUGH 5-27 CONTRACTOR TO VERFY W / /
MANHOLE LOCATION PRIOR TO CONSTRUCTION TO DETERMINE IF APPLICABLE. r /

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~5z / ~ I I FEB-D8 \ ~ l ~ ~.1s INV.OUT=346.q I-D~ P ~ I I Q I I I V. EIfV. =347. ~ I W
PERMANENT OUtIF( B ELEV.=350.90 , ~G m / \ DISSAPATbR \ IN .ELEV. =346.90 V I I I -h9 ~
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/ iNV ELEV. =347.40 A \ I 3a 6 CI-1110
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i t ~ \ ~1 ~ 63 ~ 1 PERMS TM OUTLET Z W - DBS AOR 7 _ C r- _ Z L m CLASS B STONE N r
\ 1 1 ~ 97 I 6WX12'LX22'D ~ W ~j~ ~ a ~L
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i ~ ~ ~ , ~ INV. ELEV. _ I ~ ~ 58 ~ , '1 I m Z _ INV. ELEV. =344.5Q _ _ I W 3 ~ ~ I I o ~ ~ v"
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\ ~ 1 64 ~ 96 Eve, ELEV.=~ o c1# 1 ' - z z ~ co rn W U m I ~ , I m INV. ELEV. kN45 2C B/C LEV =350.27 0 C IN #3 ~ ~
\ 1 ~ I II m INV. ELE . =345.42 gg ~ rn DRY BA5 ~ ~ _ I I I I A 3 JoL~,~
C 1 ~ ~ 1 \ I 0 I cv ~ N 43 - ~ i~ V I ~ N „ Z ~ ~
I ~ ~ ~ t ~ ' ~ ~ V1 V J Q Q I _ J I- I m rn Z 8>
1 ~ ~ ~ 57 1 1 _ _ m 7' _ _ I - ~ I O o
1 ~ A ~ ~ ~ ~ / I A ~ ~ / ~Uu I _ o =~,,9
w I I ~ p _ PERA'ANENT LET w
I \ p`v1 ~ _ . ' I ~ ' ~ ' UIS5APATOR w I _ , ~ 95 ~ _ cLnss I To
I \ ~ 1 65 ~ ,,-~YI~7 ~ \ ~i A ~ RIMI I ~ / INV. rl#7 I ~ . ' ~ s W t24'LX2 "D ' ~ RIM ENV =346.0 I o INV. E'_EV. -343.00 100 ~ -C- i 0' n
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I ~ 56 ~ / ~ / 1 I , ~ ~ ~ ~ 0 7i -DRY BASIN# ~gplNlllglpf/~Iff/ I 4 _ ~uD coNC.
\ ~ ~ o ~ ~I o 1 i 'i550 21 f = 345.0 ~0 p u ~Q q~~ii 1 , ' ~ ~ nV. f.:.V_ =342.0 ~ s • "b,~~ 1 ~ i ~ 2 0' ;'CAWDOWN ORI°I E 3? ~ •rr 'y~~Z
~ ~ \ / ~ ~ _I ~ A ~ ti,E=42,5 a`'
_ , - ' ~ 94 ~ - d I I z SEE 5hTY28 f ~ J~ W~ _ . ~ ~ I ~ 2 L.F. DUl~ 3 CP ''Q ~ Zr1J 1 ~ =V7
~p h / 1-'' / - I I 1 CI#64 ~ ~ °n ~ ~ C9• ~ I 101
~ ~ 1 I ~ 1 1 ~V~ELEV~ 4256 ~1F IkG3 RY-POND k3 EADWA' ~ i~ Z 1 V.OUT=34 I . a I ~ ~ • d. ~ I I I ~ 15~RCP EL =347.36 ' 4 d ~
RBF ~ ~ ~ i N EL. \=342.67 / I gi~40 ••hrrnr?•r
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< ` 1 I \ d9 / 399 ` ~ I ~ ~ ~ \ \ ~.~55 s aNE I Q i 1 \ / / ~ ~w x 5 x 22' D
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\ I 1 ~ 93 ~ A~ / N
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: _ 78 ~ ` r: 343.67 I 78 w / l I I I ~ \
~ ~ 1 =339.67 w I ~ ~ ~iY02 I o > m I / ~ ~ 1~ / / / nl ~ / / \ /
54 erc ~ w -~~3.6? I I \ iNV E~~+' 332!4 I1~5"RCp I 1 \ / / /
3 ~ ~s / , CQ ESA 3 / I / W =34g'so / \ / 103 ~
Nr E:~V. =338 :0 / i~ °RFFO MED SCO~ q -C F i ~ / I _ ,n. I L~ LF ~ ~i~LCf341 / 92 P v" /
°EE DET~, IL 5'° i2 , NV. ELEV, 3 8.60 2 ` LF / Q / 1 / / G5 1 a lr1
P 'a x 5 L~ ' 2' D ~ / . ' ~ 18"KG T T' 1 / Z~~ Q BJ LE =344.93 / 79 „G ~ 1 C EV. 345.61 ~ ~ / 0~ INV. ~ 340.47 / \ O
~5C=41N, ~ / / ~ / I ~ ~ C EV. 345.61 7 j / / . CIk10 I V. ~=339,50 / / / I BIC ELEV.-34 .61 ~ V. =339,50 1 I / / / \ / \ ~ ~
GENERAL CONSTRUCTION AND UTILITY NOTES / ~ , ~ INS ELEV~3 2 , 1 ,a I ~ ~ / / CI#G6 V A ~ / BfC ELEV. 3 .9 / \ 1 ~ / INV. E~V~3 .3 \ v / 104 ~
8A`,~`7 oN / / ~ / I 77 I . EXISTING UNDERGROUND STRUCTURES AND UTILITIES SHOWN ARE / / ~Q~ , I I a9s I FIELD SURVEYS AND BEST AVAILABLE RECORD DRAWNGS. THE CONTRACTOR / I . ELF'r- =33e o2 66 I ~ / 91 V / \
IoN AND ~ ~ / ~ I I I I . SHALL FIELD VERIFY CONDITIONS PRIOR TO STARTING CONSTRUCT / ~J~ I L ~ , I ~ / a / / ~ J L ~ ~ ~ / TOP 0 MBER =3
NOTIFY THE ENGINEER OF ANY DISCREPANCIES. / ~ I J ~ ro / ( i N I ~ i t0 I / / ~ / I 1 ~ ~
T 2. THE CONTRACTOR SHALL CONTACT NORTH CAROLINA ONE CALL AT ' -800-632- < I ~ ' TI 111E I L'~~ '
AND THE TOWN OF ZEBULON FOR ASSISTANCE LOCATING EXISTING U L 5 THE CONTRACTOR SHALL CALL AT LEAST 48 HOURS PRIOR TO ANY GIGGING. ~ r I - _ - - ~ ~ ~ ' ~ Q ~ 80 / ~p / \ ~ / / \ y ~
_ _ - - - ~ I 3. ALL CONSTRUCTION SHALL CONFORM TO THE TOWN OF ZEBULON STANDARDS I - - ~ a ~ / A / ~ / A \ / A / \ /3A / 105
I I ATIONS. ALL WATER AND SEWER IMPROVEMENTS - - - 76 AND SPEC F C _ - - r ~ \ U / / 90 \ ~ / 1 / / ~
T THE TOWN OF ZEBULON STANDARDS AND SPECIFICA710N5. - - - I 1 SHALL CONFORM 0 - I I U ~5 ~ LU 1 ~
A NFORM TO O ' I > 4. ALL CONSTRUCTION WITHIN THE N.C.D.O.T. R1GHT-OF-WAY SH LL CO N.C.D.O.T. STANDARDS AND SPECIFICATIONS. I I I ~ ah / ~ \ / / I V / ~ ~
~ I 67 p I / / / / W ~l
5. SEE DETNL SHEETS 26 FOR UTILITY CONSTRUCTION DETAILS. / ~ I I EET OF COVER A5 F- / ~ ~ / / \ \ yQ~~ \ / / / TIMBER E I 1 /
6. ALL WATER MAINS SHALL HAVE A MINIMUM OF 3 F c / I I ' ~ , ~ I MEASURED FROM FINISHED GRADE AT THE LOCATION WHERE INSTALLED, 0J / 81 1 / / / \ ~ ~ \ / / \ Iss L.F. - I / c / SEE DETAIL
F ~ / I I I 7. SANITARY SEWER SHALL BE LAID AT LEAST I 0 FEE! LATERALLY FROM TH,. / - - - - - 75 , I / 89 \ e ~ / 106
EXISTING OR PROPOSED WATER MAINS UNLESS THE ELEVATION OF T7E 0 / I I A ~ ' I GD - IV L`v 34 . ~ / / W NI 1 / \ ~
TOP OF THE SEWER IS AT LEAST 18 INCHES BELOW THE BOTTOM OF THE ~ / 3 " - - - - Rv 9. A ~ ~ I / I - - - - ~ ~ ~ I A I I ~ / e ~ ~ \ /
WATER MNN WITH A HORIZONTAL SEPARATION OF AT LEAST 3 FEET. I I I I W I ~ L Nb' ~E =338.0 / /
A ITARY EWER AND WATER MAINS CROSS AND THE < 8. WHERE A S N S I I I 3A VERTICAL SEPARATION IS LESS THAN 18 INCHES OR THE WATER LINE I I 68 3~5 1 , - ;,3 - ~ \ / / \
AI A BE 53 I I ~ PASSES UNDER THE SEWER, THE SEWER ~ WATER M N5 5H LL ~ I I , , ' ~ ~ / 82 3" ~1 \ I Yi#,31 I0
DUCTILE IRON PIPE FOR A DISTANCE OF I 0 FEET ON EACH SIDE OF THE I I , ~ ' I I w POINT OF CROSSING. I I ~I# 14 E V.=341. ~ qa ~ 1 M E V. 34 ~ .0~ I X33 .5 3 , ~ ~C;
I CIM24 I ' < ~e = 34337 GI#12 I V. E V. 338."C - , ~ ~ y ~ ` / c 11~ _ ~ - _ I ~ 1 ~ \ Date
9. SANITARY SEWERS SHALL HAVE THE TOP OF PIPE AT LEAST 12 INCHES BIC ELEV.= 43.37 _ T ~ F~'.° 339,60 _ I I 74 BIC ELEV.- 42.15 2~`~ W I INV. ELEV.~339.b 28 = V - ~ - ~ ~ ~ INV. ELEV. 3 .0 I BELOW THE TOP OF THE STORM PIPE WHEN THE HORIZONTAL I - - N ~ " ' IN . 2 ~ P I W EL V.=342.15 ~ i 8., npp 3a4 1 88 ~~F° 08- 5-05 I IN . E<~V =337.50 ~ - LP ~ ~ ~ i ~1 1 ~ ~ ~ / ~
< 15'RC 'y 345 I I I SEPARATION 15 3 FEET OR LE55 FROM EXISTING OR PROPOSED STORM L- . - s _ ~ ~ I ~ . - - ~L4- ~ 1 1 g~ 1 a , ; ~ ~ \ I L - - 343 1 1 , \ ~ \ ~ i Scale:
SEWER. WHERP A SANITARY SEWER AND A STORM SEWER CRO55, AND _ _ - ~ - _ _ . - I THE VERTICAL SEPARATION IS LESS THAN 12 INCHES, THE SANITARY < _ - - - - - I I I \ ~ i , A
SEWER SHALL BE DUCTILE IRON PIPE EQUIVALENT TO WATER MAIN r I I o I I I 86 1 1 ~ ~ A p 3p3 ~ I / r ~ 1 1 / 1
STANDARDS FOR A DISTANCE OF 10 FEET ON EACH SIDE OF CROSSING. ~ I 69 I ~ ' _ I I I 1 1 ~ Drawn: - - _ ~ I 85 1 1 / a 108 1
52 I ~ I I 10. TOPOGRAPHIC AND BOUNDARY SURVEY INFORMATION TAKEN FROM I I w ' ' I I 73 I ~ I I I I 1 1 ~ ~ AJ F I 84 I 1 1 P )
SURVEY INFORMATION PROVIDED BY KPN CLOSE SURVEYING, INC. I ~ I _ z ~ I I I ~ I I I I I I 1 «b, ~ 3e3 ti \ I 83 I I_ 1 L S, =339 \ Checked:
I I . A ANITARY SEWER SERVICES DEEPER THAN 12-FOOT MUST BE I ~ _ A LLS < I - ~ 1,~; i I ~ I I I 1 ~ V FL`s - o a5 I I n 1 , ~ MVZ
DUCTILE OR CAST IRON PIPE. PIPE MATERAL TRANSITIONS ARE I _ _ _ J ~ _ _ - - - ~ ~ I I I I ~ I I I ~ I I J ~ I I I I I ~ Project No.
NOT ALLOWED WITHIN THE RIGHT OF WAY LIMITS. L L----- ~ I _ _ _ - - ~I I I a ~ ~ °!i
E T A I OCATED OUTSIDE - 1 - v 12. ANY PROPOSED SANITARY SEWER MAN HOL H T 5 L - - I . - - ~ \ ' I I I _ I ~ as 275-07 ~ I I J 3 /
OF A RIGHT-OF-WAY LIMIT MUST BE SEALED AND VENTED IN AGCORDANGE ~ I , . ' WITH CORPUD DETAILS 5 24 THROUGH 5-27 CONTRACTOR TO VERIFY N ~ ' I z i I I I ~ , - ~ ~ Computer Dwg. Name _ X44
MANHOLE LOCATION PRIOR TO CONSTRUCTION TO DETERMINE IF APPLICABLE. ~ 70 ~ ~ ~ ~ 51 ~ 72 I _ J - - 275-07-GRADING-REVOI OI 06 343 '~2
I I ~ ~1~19 'i L-8 3~ G'2 2 I = 4x.09 - /1 ~~1a4
I `A~ ~ ~ BICELEV,~4 '2 I
V uvv. LLLV~O.].rjuRGP 0 ~ C o S~f(GP lF i Sheet No:
0/C~5 ~k A °RC° &C EIfV 1-514 S q tiV ENV - 0
- 1 8 LF 92 / 1 1 50' 0 50' 100' ~ ELw =339.93 9
1 340 344 340 1 1 SCALE: I"=50'(Horiz.
3ao- ~G~~~Aj 7) c'' ~ AD 1 ) y 1 1 1 Of
_ ~ 343 1 1 1 3 1 1 1 I ' 1 1 1 1 l0 3A2 _ 1
/ 50 1 VII"-

wl I L~"~ I ~ ~ 1 ~ / / V \ `'CT Fs / / ~ pg ~
~ 80 , 3b~ i \ I I _ d ~ p ~ / / a p 1 ~ s 1 / O W / ~ ~ \ / C 1 1 NENT OUTLET DI ATOR 1 1 N Q
' ~ V ' / ~ x o / ~ ~ ' ~ /3a / 105 ~ d~ 1 1 6TV x 12'Lx32°ct V
- 76 ~ 90 90 ~ v / So 1 0=8' ~ ~ ~
_ ~ - i ~ ~ / ~ _
N I w I ,'r a5 1 ~ ~ ~ . ~ a I I I ah ~ ~ ~ 1 / / / 1 ND
I 67 w 1 ~ i / / ~ a vn ~ / / ~ 1 1 FESM I-7 ~ 46 L
I I 1 ~ ~ / / s ~ / / ~ ~ INV. OUT=339.5 ~ / / ~ ~ ~ / / TIMBERL EL PREADERk2 1 1 Z / / ~ ~ Z~ Fps ~ / ~ 195 L F. - P L=340.0 s s ~
i / ~ / / SEE DETAIL 5 ~ 0 0 0,~ 1 ~ T ~ ~~,~G / X 0 1 ~
i I _ 1 ~ ~ \ / 106 1 ~ ~ ~ / 89 ~ ~ 1 1 0
~ I r I ~ i 89 ( ~ I _ - w 75 ~ w ~ ~ i / ~ _ I~N LEV 34 . ~ ~ ~ ~ ~ / ~
~ I _ 1 ~ 3 NV 9, w p I I , ~ 1 ~ ( / I ~ ~ I / e wo ~ / ~1 1 ~ c~ z C ' V.= LF Z~~OP 8J G LE =341.20 / / ~ r ~ ~ Q
~ - I I~ I~ I L,-- - ~ ~ I r I w I I .ELE ~ INV. L =338.0 / O 1 ~r Q -
~ I ~ I a5 i ( I I I 3 45 1 ~ ' 9 "R `~w / ~ \ / / \ ~ 1 156 0 - O >
I 68 I 3 53 I I - ~ ~ b3 O< / / N Q lL~ i~ y 3 ~ ~ / ~ p m 1 AO 3A ~i'~ / w 1 \ Z
82 ~ , 3p5/ ( I I I 1 w YI#131 ~ L I ~ i I w ~I# 14 E V =341.5 ~ D \ i 3AA ~ ~ / / ~ 1 ~ \
I I I I D I IME V.-341.0~Q I '33.5 ( I CI#24 I CI# 5 3G33~0 74 BICI LEV.= 42,15 F C I I I V. E EU. 33820- ~ - I ~ J , ~ 1 ~ tiro c / \ I-
B/C ELEV.= 4337 ~ ELE - 339 - I 25t ~ INV. ELEV. 339.8 Zb LF IN EL~V~~ - _ - - - I w INV. ELEV. 3 .0 I B/ E. V.=342.15 - P Ib° ryDP 3aa ~ _ ~ _ a IN . E V. -33!.50 - L o ' 1 ~ i 0 OF TIMBER = 0,0 1 ' ~ ~ 1 88 ~ ~ \ \ ~ w
I 15"RGP n L_-- I I I ~ i- ( _ ~ ,r ~5 ~ I 1 3av ~ 1 1 1 1 ~W \ ~ ~ ~ ~ ~ \ ~ 1 1 ~ \ ~ 1 87 1 °~,,o ~ N ~ ~ ~ ~ 1 \ ~
I _ - ~ I I ` - 3a3 1 I ~ I ~ I 1
( I I I 86 I I W p3 ~ I I 1 1 ~A s ~ ~ ~ ~ ~ 1~ w g 36 1 1 V ~ a 155 ~ 1 1 ~ ~
I 69 I ~ ~ I I I ( I I ~ I 1 -I I 85 I 1 1 ~ ~ l08 1 ~ ~ ~ w
z N I ~ I - ~ I I I l 5 I W I I I 1 1 1 ~ ~ ~ ~ rnl ~ 1 ~ ) rn c
I ~ I I I 73 I 8a I I ~ I ?F I I I I I I I I I V I< w ~ 1 s3 - I 1 1 ~ ~ afrt ~ 3a, ~ / ~ Z rn 1 ~ 1 5 339. ~ ~ ~ ~ / -q C~ ~ 1.
I I T~ I I I N I I m, D I I I I 1 l NV. ELEV. 6,45 N n 'n ~ C `
< I ~ <~w I I I 1 I I I L_--- rn ,In I I ~ ~ 3ak / / / Iw ~ rn ~ > - 0 3k0 \ / / o l~ Z
~ I I I I L- _ w I I- I _ Po- I J'i v 1 I 0 I ' 6ocF ~ / 1 I 154 ~ w o ~
_ ~ I ' p I I 1 ' I 11// 3a0. w \ i~ ;w ~ J / /3aa / ~4 / / > 1 Q
I v I I I N ~ ~ I ~ 3aa i - _ _ 109
I 7o A \ 1 _ L - a3 . m ~ ~ ~ - _ ~ 3 1 1 I ~ 34z 1 ~
51 ( \ 72 L ~ 3 1 ~ cI# ~ ~ _ G12 o w J ~ / / BIC ELE p ~ 1 CIN I i 1 ~ ~j
w BIC CL.V.- 4C , 2 - 40.09 ~ _ °sl ~ INV. ELEV, 33 ~ ~p INV. ELEV. _ ~ / L~ 6. N BIC =339.30 ~ / I ~ i ~ A NV. V.-335.70 i i I
I 24 Cix i 5 I ~ ~ ~ R 4"RCP BlC ELEV. 41 S4 3A3 ~(i-a m ice/ ~ n ~ - ~~1 y~F ~ 4 W N Z P 1 I V ~ Z
( ~ ~ , ~ \ ~~1 \ ~ ' ~ cp P INV. ELEV. - 40 I I ~ ~ i CI#~~p IBL 1 1 y,„RC v' Z_~ r m aka ` 1 ~ , 1 SS ~ ~ ~ ~ 153 N r
~ ~ ~ i ~ / / ~ EIEU.=339.95 1 ~ ' I 1 ~ ~ ~ V ELEV. =335.70 ~ ~ 1 T TIMBER=3 .5 ~ 1 ~ ~ n/ W U ~ 1 III ~ i 1 n II
i~ 1 1 1 ,~Ge h 3aq 1 ~ 1 ~ ~ o 1 w II v Z m ,3aQ i ~ 1 ~ 1$ > w m ~ Q Z'
6D 1 AD - 6 3 sno I\O ~ 3aa / 1 1 112 1 1 1 ~rnma 1 o w o Z um - 1340 1 1 ~~<< ( FESI<K4 ~ W _ x ~ - ~ Z 1 1 1 ~ INV. OllT 3 ~ Q O„
F ~ 3a3 y 1 I ~ ~ ~ ~ ' DISSAPATOR A~ - CL0.55 5 5 NE - x 1 113 1 W~ , - ~ Z ~ 1 1 1 1 1 pia 5wX9'LX2'D ~ ~
I _ - ~ . , 1 I ~ ~6 3a2 - 50 ~ ~ 81C ELEV.=33° 36 _ ~ ~ - I I 1 1 ~~O 1 ~ ~ ~ D50=811J ~
1 INV. ELEV. =335.90 - I I ~ ~ 4 1 GI#23 - I I ~ ~ 1 1 1 1 1 W° ~ 342 ~ z~° 114 1 1 1 4 w ~ rr 1 1 1 ~ - ~ _ 3~
( 1 / B!C [lE -342.48 _ - I I 5 I I w ~ ~ ~ v INU.~,~ ~ I ~ ~ 6 I 1 1 ~ N a y 1 1 3a2 ~ o ~ Z I- ~ r I 1 , 2~ ~F TIMBER LEVEL 5 ER k3 P h m c0
.p / ~ Q V INV. ~~-3.,4.5 ~ 7 I I I ~ e, ~ d~G I I I, I 1 1 1 U 1 3d3 ~ ' ~ VF CP 103 L.F. -TOP EL =344.50 ~ r ro 1 1 / 38 15 R I#G 7 SEE DETAL S .Tq 8 ~ 3 ~ ~
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/ / ~ ~ / A A ~ V I I / ~ S~ d~ y3 ~9 yp~,~ QQ \ , t \ I I I I i ~ vl~iGl6i INV. ELEV.= 35.10 T P FTIMBER=3 .5 a ~ ~ 8 ~ 1 ~ y'AbYELEV.=339.50 i~ g I z-
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i 5" P ~ ~ Y~ 0 ~ A I 40LF / \ V I I I~~, - ~ , , - o ~ I I / ~ 2 ~E A a 134
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/ / ` ~ ~ CI#3 ~ / / \ ~ qo LP m 15 RG _ - Yf#G I SA / / \ C E~EV_~,,rr~~00 / / \ 9 9a ~ - ~ RIM ELEV.= 38.80 ° / 'Yf~GISA - A v v TO 0 TIMBER=33 .0 / \ RIM ELEV. 38.80 c \ \ \ ti~l{iUIWI INV. ELEV. - 335.30 / m \ l \ ~ ANN
/ / ELV =333. / ~ ~ - INV. ELEV. - 335.3( / 4 ~ / / ~'A 'Q~ v J / ' rL 120 I` s l \ o - - - - y \ \ ~ ~~4i
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INV. ELEV. =332.0 / ~ I I ~ ~ RIME .=335.4 1 1 / ~ A INS"E WDOWN ORI IC
GENERAL CONSTRUCTION AND UTILITY NOTES ~ 1 ~ "_RM~VE4T OUTLET DISSAPATOR FE5kG22 " 1 33 , ~ W INV,EL 332,5 INV. ELEV.- c5 u+ u ~ ('1
I . EXISTING UNDERGROUND STRUCTURES AND UTILITIES SHOWN ARE BASED ON ~ ~a~ ~ c.ASS STONE \ u ~ (SEED AIL Sh'T. 28; ~,J r 'OP 0° TIMBER 34.0/ ~
FIELD SURVEYS AND BEST AVAILABLE RECORD DRAWINGS. THE CONTRACTOR 3S ~ J70cx 35LX 22" D M ~ _ T P OF TIME` 34.0 ~ ~ INV. UT 33 ~ 5J /
SHALL FIELD VERIFY CONDITIONS PRIOR TO STARTING CONSTRUCTION AND L NOTIFY THE ENGINEER OF ANY DISCREPANCIES. ~ ~ I ~ \ / \ / P~
2. THE CONTRACTOR SHALL CONTACT NORTH CAROLINA ONE CALL AT I -800-632- 49 0~ pRY BASw# I ~ ~ \ ~ 333 /
AND THE TOWN OF ZEBULON FOR ASSISTANCE LOCATING EXISTING UTILITIES. ~,5 50 iD CONC. BOX
THE CONTRACTOR SHALL CALL AT LEAST 48 HOURS PRIOR TO ANY DIGGING. _ Rti =334.5 ;7 tf 30" RG` E~~V. =331.50 34~ I ~ ~ (p P` AN'EL1J !SSAPATOR / 37. / / Sj^ EVE
ZEB LON STANDARDS ~ , 5 ~RAwDOwN oREICE 3. ALL CONSTRUCTION SHALL CONFORM TO THE TOWN OF U ~~a `_L =332.0 AND SPECIFICATIONS. ALL WATER AND SEWER IMPROVEMENTS ~E_ CETAIL 511T. 28) \ / 3g9 / ~ 2»l L 22' / .5
SHALL CONFORM TO THE TOWN OF ZEBULON STANDARDS AND SPECIFICATIONS. VV.OU" = 33 ~ I I 3A0 / V \ ~ 3g9 / /
4. ALL CONSTRUCTION WITHIN THE N.C.D.O.T. RIGHT-OF-WAY SHALL CONFORM TO ~ I ~ ~ v / / 34
N.C.D.O.T. STANDARDS AND SPECIFICATIONS. ~ PER1daVEA- G.°~R DISSA°ATOR CUSS STQ~`_ \ \ I I ~ ~ ` 33. / / / / \ I /
5. SEE DETAIL SHEETS 26 FOR UTILITY CONSTRUCTION DETAILS. 8'w x zG_ z zr ~ 1 DSG- ~ ~ \ l ~ - . /
6. ALL WATER MAINS SHALL HAVE A MINIMUM OF 3 FEET OF COVER A5 ~ \ ~ ~ ~ SS Date: _ i
MEASURED FROM FINISHED GRADE AT THE LOCATION WHERE INSTALLED. ~ L - 08- 15-05
7. SANITARY SEWER SHALL BE LAID AT LEAST I 0 FEET LATERALLY FROM THE tale:
EXISTING OR PROPOSED WATER MAINS UNlE55 THE ELEVATION OF THE ` . TOP OF THE SEWER IS AT LEAST 18 INCHES BELOW THE BOTTOM OF THE ~ , ' ~ 1PS
WATER MAIN WITH A HORIZONTAL SEPARATION OF AT LEAST 3 FEET. L ' / ~ / ~ Drawn:
8. WHERE A SANITARY SEWER AND WATER MAINS CROSS, AND THE g / AJF
VERTICAL SEPARATION IS LESS THAN 18 INCHES OR THE WATER LINE PASSES UNDER THE SEWER, THE SEWER ~ WATER MAINS SHALL BE
DUCTILE IRON PIPE FOR A DISTANCE OF I 0 FEET ON EACH SIDE OF THE L ~ / Checked: - ~ i / / /
POINT OF CROSSING. L \ h / MVZ
9. SANITARY SEWERS SHALL HAVE THE TOP OF PIPE AT LEAST 12 INCHES ~ / 0 / ~ / Project No.
BELOW THE TOP OF THE STORM PIPE WHEN THE HORIZONTAL ~ EPARATION IS 3 FEET OR LESS FROM EXISTING OR PROPOSED STORM / 5 ~ / ~ / 275-07
SEWER. WHERE A SANITARY SEWER AND A STORM SEWER CROSS, AND m m / / ch ~ / / Computer Dwg. Name
THE VERTICAL SEPARATION IS LE55 THAN 12 INCHES, THE SANITARY ~ ~ m SEWER SHALL BE DUCTILE IRON PIPE EQUIVALENT TO WATER MAIN D / / 275-07-GRADING-RENO I O 106
STANDARDS FOR A DISTANCE OF I 0 FEET ON EACH SIDE OF CROSSING. /
~ I / /
10. TOPOGRAPHIC AND BOUNDARY SURVEY INFORMATION TAKfN FROM / NARTH _
SURVEY INFORMATION PROVIDED BY KEN CL05E SURVEYING, INC. / I / Sheet No:
1 1. ALL SANITARY SEWER SERVICES DEEPER THAN 12-FOOT MUST BE
DUCTILE OR CAST IRON PIPE. PIPE MATERIAL TRANSITIONS ARE 50 0 50' 100'
NOT ALLOWED WITHIN THE RIGHT OF WAY LIMITS.
12. ANY PROPOSED SANITARY SEWER MAN HOLE THAT 15 LOCATED OUTSIDE SCALE: I '=50' (Honz.)
OF A RIGHT-OF WAY LIMIT MUST BE SEALED AND VENTED IN ACCORDANCE \ 3 / ~ \ Of
WITH CORPUD DETAILS 5-24 THROUGH 5-27 CONTRACTOR TO VERIFY i MANHOLE LOCATION PRIOR TO CONSTRUCTION TO DETERMINE If APPLICABLE. 333

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3N11 ?131VM 3N1?10 53-0N~ 9: NVN1 SS3151 N011V2JVe3S ,V01 'c 3]A ?1010Vb1N00 3N1 'S9NOAV,'O 0? O~~ 119tTI IVAV 1539 ONV S,l3A-NnG 41313 3N10NV `SSO?10 SNVA 231VM 0NV?13M3S ?1V11NVS V 3?13UM ,9 NO C3Sd6 ;~!V %MOUS 53111111(1 ONv S3?1fll00?J15 0NnO'J0?43CNn 9NILSIX3 ' I
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Op7=~Z = sse / rn c p cn, o o
I Hill

_ ~ - V - ~ ~
~Ob ~ ooooW Wq N r` c ~
Z ` \ C ~ \ \ 00~ - O O cv ~
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~ r- - - -a - w - - ~ PERMArENr 3-FOOT ` \ OF F0~ Oq T ~0
~ ~ BASE DITCH ~ ~ m ~ \ ~ w ~ ~ PlP
FUTURE BOOSTER PUMP P
BTATK)rl LOCATION 100- BACKWATER 33 ~ ~ (S~
ELEV T10N -3320 S \ ~ IN- ~ q P-3 z z \ w w
_ FESB7 \ ~ Blo- 33ao5 ~ ~
\ NV. N'e- 328.74 0 0 \ ~ U U
~ ~ I 50LF 6' ~ ~ \ ~ ~ NV. OUT- 328.54 w w Z
~ ~ II I 15 I ~ r~~ ~ \ \ I I C1 B-3 16 I \ -5 s > 0 ~ OFF ~ ~ -
~ ~ 20 I I 19 17 I I 269LF RCP I 4 I I I \ 18 I B C- I i I I I I i Q~ 3 ~ F cl] c ~ w
I I ~I I I a e- I I I ~ I I . N- 33320 ~ I I I r~~ A-1 A/ F ~ z z ~
\ \ I I II~ ~ I I I 12 I \ NY. OllT- 333.00 I Blo- 334. I 2i v I I I I I I I ~ I I 12 ~ ~ ti's Zoo I ~ ~ PoM- 337.50 w
J - _ I N- 328.30 g~ I I ~ \ \ ~ I I I I ------J ---1 ~ \ ~ . OUi- 329.70 ~ ~ ~'9 ~ ~ ~ m m ~ o~0 ~aww
I ~ \ ~ 2LF 15' RCP - L - - - - - - J - /C- 33413 I I I - ~_----J L--- -t'N- I I ~ ~ \ ~ ~ CJ N N ~ ~ ~?~BLF 15 RCP ~A v
I r ) ~ 21Lf-3 328.00 I I I i - - -J I ~ ~ / ~ 0_~o Oz00 z z / ~
_ _ - INV. - 327.80 L ~ ~w ~ ~ 033 _ ~ ~ / FAO ~~oo
_J J to ~o -
r--~-_ - - ~h - - _ - - - S ~p _ ~ w w w w N /p~ w w w w ~ ~ ~ / V
n ~ ~ S / ~ / / ~ ~ ~ b~ Donn / tiC
m I 1 ~ _ w b ~ - - _~`'e' WNW \ ~ ~ A > > > > ~ / \ w w w ~ ~ ~ as-3 ~
I 22 _ ~ ~ _ ~ - - ~ ~ tis Bla 333.55
m~ i ~&2_---- I _ N o ~ ~ ~ - - - - - - -I ~ B/C- 338.85 I I . _ ~ ~ / ~ 0 I 1N!(Ph 32926 ~ m cv - Z
~°-m ~ m ~ I .60 I I I I I ~ i , I NV. N- 333 27 41LF 38' RCP I ~ ~ ~ INV. dUT- 329.06
z - . w ~ ~ ~ 2fl.F 15' RCP >
o~ I i ~ 0 1 I NV. OUT- 333.40 I I ~Np ~ , I 25 I I I 00 .z i o ~ I 26 I I _ ~ ~ ~ / v \ w ~ my / ~ ~ q A-2 w A ~
mom i a I I I I I ~Q .Z ~ i ~ I I I I I I I / \ \ B/C- 333.55 ~
_ ~ ~ ~ I I I I 36LF 15' RCP I I i 23 I 24 I I FESB-6 I 9 ~ \ ~ ~ M1. N- 329 0 ~ ~ / \ ~ S
~ I I I I a C-1 I J I I ti I NV. OUT- 327.50 8 I I I I I Bla 336.00 _ _ - - - - - I I i ~ 2 V ITV OUT- X329.36 ~ ~ ~ c / ~ ~ d _
I I ~ Nv. our-33400 ~ i~ ,1 V ~ w Z ~ N ~ ~ \ ~ ~
I I I 1 DIS3IPATEf~ I I i I Lam- I I 0 W N_
I ____J L_---- I sw~e'Lx22'D I I L_-- I I~ ~ ~--1/ i , B/C- 335.1 \ - z B6~AIDITCH / - ~ u ~
L------ 28 I o D50.9',Dmex~Y2'I I ~ I I NV. OUT- \ / W Z ~ / i m LL \ X o ~ x
CLASS BRIP-RAP 1~l I ~
_ ~ _ I/ ~ \ 3 \ \ / JW Z ~m
~ I -1 ~ / ~ II
\ V ~ ~ ~ 44 / ~ ~ ~ ~ ~ i ~ '~J \ \ ~ W Z No ~ > ~ U
v v ~ v , m ~ - ~ \ \ , 0 ~ \ \ ~ IL? Z ~
I ~ \ ~ I \ \ ~ \ \ i ~ ~ 4 \ \ ~ ~ ~~Ju
\ \ 43 \ ~ i / ~ ~ a A-4 \ =m \ 212LF 15 RCP \ /
I \ \ ~ ~ 1 i 29 Selo- 330. ~ ~ \ \ 42 ~ ~ A , ~ ~ l~~ / ~ \ \i ~ \ J ~ ~ -
~ \ V < NY. N- 326.99 0 \ \ ~ / ~ ~ ~ ~ ~i / ~ ti ~ (r 1 E u ~ \ \ / ~ d u ~ \ z_ Z o
\ \ ~ ~ I .OIJT• 326.79 ~ \ i ~ - \ , ON
\ \ \ ~ ~ ~ I ~ ~ \ U o ii \ ~
I aC 41 \ ~ ~i ~iN ~ ~ ~ I / BIC- 326. \ ~ ~ ~ \ / ~ 5 ~
I 3s / ~ I ~ I I N• 32V5 ~ ~ ~ ~ U ~ 6
I YI C- -32175 v ~ ~ ~ ~ NV' Qllt' \ ~ ~ ~ ~ ~ ~
326 ~ ~ I I Rld- \ i V ~ I I ~ i~
NV.OIlT• ~ ~ i ~ 30 ~ ~ \ ~ I ~
W ~ V ~ ~ OFF V ~ / / W ~ ~ ~ ~ ~/NF \ / ~ GENE ONSTRUCTION NOTES
I / 3, I ~ I ~ 1 ~ ~ ~ti ~ ti ~ ~ - EXISTING UNDERGROUND STRUCTURES AND UTILITIES SHOWN ARE BASED ON ..n ~O ~~~~~~i, - ~P•.. •.,d'b P A AI B E RD DRAWIN S. THE CONTRALTO A ELD SURVEYS AND BEST V LA L RECO G R
40 ~ 2 \ ~ ° ~ STALL IELD VERIFY CONDITIONS PRIOR TO STARTING CONSTRUCTION AND O d~, Vim'
/ v , - ~ \ \ ~ ~ , ~ ~ NOT'~FY THE ENGINEER OF ANY DISCREPANCfES. \ ? Q ~ Q ~ z~ rl
~ ~ ~ hA tvTAC1NORT7CAROLINAONE ALATI-800-632-4949 \ ~ .U.rn W CV ~'>3 2. T E CONTRACTOR 5 CO C L N
~ / ~ g2 z ~ f`~ ~ \ ~ ~ AND T'1E TOWN OF ZEBU_ON FOR ASSISTANCE LOCATING EXISTING UTILITIES. ~ ~ S ; ~ O •O • v ~ /1~ T-IE CONTRAC T OR SMALL CALL AT LEAST 48110UR5 PRIOR TO ANY DIGGING. \ mod. '.dd 0
I z~ \ ~ ~ .OUT- 32620 w 0A~•••......••'• ~P~~~~~ 3. AL_ CONBTRUCTiON STALL CONFORM TO THE TOWN OF ZEBULON STANDARDS (y ~ ~,,,'V , A\G \`p~
N I ~ 66tF~' ~ B/o- 325.60\ \ ~ ~ N ~ ~ \ ~ N ~ AN^ ~PE IFi ATiONS. ALL WATER AND SEWER IMPROVEMENTS ~ l 1 rrrN 4V` A~~~~ ~ C C ~ hngnnnnxmuo
N ~ / NV. N• 32120 \ ~ ~ . o ~ \ \ / ~ S!'ALL CONFORM TO THE TOWN OF ZEBULON STANDARDS AND SPECIFICATIONS.
~ ~ - ~ NV. OUT- 32L20 \ ~ / ~ i ~ D~~AT~ 4. ALA CONSTRUCTION WITHIN THE N.C.D.O.T. RIGHT-OF-WAY SHALL CONFORM TO \
~N qC4 ~ \ ti ~ m ~ .4 I BIC-3 60 33 \ \ ' 3.751Nx7.5Lz22'D N.C,D.O.T. STANDARDS AND SPECIFICATIONS.
~ ~ ~ D50.8~ DIPI9X• 12' 5. TOPOGRAPHIC AND 80UNDARY SURVEY INFORMATION TAKEN FROM SURVEY INFORMATION PROVIDED BY KEN CLOSE SURVEYING, INC. CLA33 B RP~IAP WI
~~r NV. 32140 ~ \ ,n- I ~ o~ . Nv. - 321140 I ti C~OTIXTLE L1~1 6 THERE SHALL BE NO PLACEMENT OF FILL MATERIAL WT'1iN 100 YEAR 1
amo I ~I s 2 N ~ FLOODPLAIN.
ozm z ~ ~ ~ m o z ~ x 7. CONTRACTOR IS NOT TO DISTURB WETLANDS ON ROAD "C" UNTIL ~
- , _ ~ 100 YEAR FLOODPLAN D ~ 100-YEAR BACKWA ALL ALOE AND DWQ PERMITS HAVE BEEN OBTAINED. CONTRACTOR ~ IS REQUIRED TO HAVE COPIES OF SUCH PERMITS.
ELEVATION -325.0 m D ~ 1 v D Q r
a c-6 z m ~ Z ~ W
' B/C¦ 32671 ~ m ~ m 2 DIS9PATEf1: D
' (3) NV. Nr 320,56 1 Fes GS 12'Wx32'Lx225'D EX15T, LAKE ~ / J ~ ~ Z Q
NV. OUT- 320.30 D50.10', Dmnx- ~i' / NV. N- 32150 / Q _9,81 ACRES Z
CL.A331 RP-RAP W/ 52LF 36' RCP z SURFACE AREA (L
NIgLANDB CIEOTEXTL.E LNER r ~ ro Z J
~ 0 1 1 FES C-7 m w 00 Z
~ ~ 1 .OUT• 320,30 ~~N I 2 -Z
Z
c~o° LMT LNE ~ I 42LF ' .m I (TYPICAI-) J J ~
~ I ~~m- o,~m ' I J ~ ~
oz~0-~ 38 J
W
I ~ 1 i 1' W N
m~ ~ 1G8LF 15' RCP 1 w 1 1
N o ~ 3 ~ 100 YEAR FLOODPLAN Z Q
1 1 m~ o W
~ I I 1 1 -N I ti~ ~ ~
1 1 1 1 ~ \ I 1 f 1
WNW I 37 ~ ~ I I \ ~ ~ ~ ' 1 t f ? TOP OF RISER ~ ~
~N ~ ~ ~ ~ ~ \ ~ 1 1 i 1 EL~24.79
m ~
~ , / - 1 ~ 1 1 1 1 ~ ~ BIC- 3290 a 1
F ~ 35 ~ ~ 322 ? \ ? 1 1 1 I / I
I / 1 1 1 1 ~ f 1 , 1 1 1 , 1 1 / Date:
t ~y r~ _ ~ 36 I I ~ / 1 1 1 1 1 1 1 ~ / 0 106/06 ~ i / I
1°k s f R1 l I 1 1 1 1 1 1 1 1 j., / Scale:
~ \ ~ ~ I I / / ~ / 1 1 1 1 ~ 1 1 1 f / ~ / I -60
~ZY ~ ~ I I 1 i~ 1 ! 1 ~ 1 1 1 ? ~ 1 1 1 f
x J ~ ~ 1 1 1 J ~ 1 1 1 1 ~ 1 1 1~ ~ I ~ i / / Drawn:
, ~ 1 1 1 f ~ 1 1 1 1 t I 1 1 1 ~ 1 / AJF
~ ~ 1 1 ~ /1 1 1 1 1 ~ ~ 1 ? \ 1 1 1 1 1 1 / 1 1 1 ~ 1 1 1 1\ 1 / Checked:
/ b I ~ / f n / / 1 0 ! 1 1 / ! 1 ~1p~~q / / / MVZ
r I ~ A / ~ N ZOPE AE i / / Project No.
1 ' ~ j ~ ~ 1 / r ~ ~ r - 1 i 1~ 1 r 1 -l 1 / 275-07
\ ~ ~ ~ ~ 1 I 1 ! ~ 1 ~ 1 ~ 1 1 ! ~ 1 1 1 1
1 / 1 / ~ 1 11 ~ 1 1 1 1 ~I~ ! 1 1 t ~ 1\ 1 / / / i / Computer Dwg. Name
/ 1 / 1 Il / ~ 1 I 1 / 1 ? \I1 1 / / / 1 `1 1 I ~ 1 / k / 1 k II 1 1 1 f ~ 1 1 ~ 1 1 `1, / FOR REGULATORY 275-07-ONSITE-EC-PLAN-REV / /
/ REVIEW ONLY
I / 1 i - - I - /
Sheet No:
/ 60' 0 60' 120
r - ~ I 1 r ~r r ~ r ~ ~ ? r / i r r ? 6h3~IR EDDI r ~ r ~ ? ? ? i ? ? i i ~p.~ 10,7 G. I F~ ? ? m m m m m 5
? ? ? ? ? ? X' ? ' ? X31 ? F SCALE; I"=60' (11orz,) NORTH
Of IG
/ J 20 'Co

6"x6"x8' TREATED TIMBER STEEL ANTI-VORTEX PEar;rRASn RACK
10' 4'k4"x3a' TREATED TIMBER PLATE ATTACHED 6Y PLASTIC SOLUTIONS ~
POST - 8' ON CENTER 2' 30" LD. 2' OR APPROVED EQUAL W/5.5. HARDWARE Q
TOP OF WEIR = 334.0 12" GALVANIZED SPIKE TOP OF DAM EL.= 337,0 TRA511 RACK 6'~ TOP OF RISER EL.=334.40 ~ 12~~
MAINTAIN TIMBERS ON 3' ON CENTER CONTtN0005 GRADE EMERGENCY SPILLWAY EL=334,90
8" GALVANIZED SPIKE / 4
2 PER P05T PER COURSE 6" MIN. / ~p ~I TOP OF RISER ELEV.= 334.4 q WATERPROOF 5'x5' INSIDE DIM.
TOP OF GRADE= 333.0 I'_8"AMAX D~Op~ I ° STORAGE VOLUME I ~ I MASTIC (P'P.) 2 PRE-CAST CONC.
~ ~ \ ~E~'~5~ 2 I' FIAT FIARED END SECTION - SOLID RISER CLASS " I `RIP-RAP W/ CAST OPENING
~ I"STORAGE VOLUME 5'x5' INSIDE DIM. CLA RISER DIS: DISSIPATOR
4"THICK COMPACTED 20'I WASHED STONE LEVELING PAD I .5 " DRAWDOWN ORIFICE EL.=332.0 s~ LFisa~ RCP cLnsS s wiLOCKiNC "o" wNe ~o~Nr 2o'L x 8'W x 22' D 30" LD.
BOTTOM EL.= 331.50 U1 EXTENDED VALVE Z
12 COMPACTED EARTH IL 2' STEM W SUPPORT WATERPROOF ~ 2' / ~
BACKFILL NOTE: 1) INSTALL TEMPORARY NOTE: 2) EMERGENCY SPILLWAYS 1 ~ FAIRCLOTH SKIMMER TO BE INSTALLED IN RISER INVERT 5' INVERT of INVERT oUT=33 I.0 3' O.C. MASTIC (fYP.) ~
ONTO 4" DEWATERING CUT SECTION ONLY. EL.= 33 t .5o cur oFF STAINLESS STEEL 111
6°x6"x8' TREATED TIMBER PIPE. ONCE PERMANENT NOTIFY ENGINEER STORMWATER POND SECTION TRENCH ANTI-seep rl-Seep STEM GUIDES (i1'P.) ~ LLARS POURED IN PLACE
NTS coLLARs 4°x4°x3a' TREATED TIMBER COVER HAS BEEN ESTABLISHED IMMEDIATELY IF LOCATING sEe DETAIL oeTAIL #3 BAR (TYPICAL EACH FACE) 4" PLUG VALVE GROUT TO
TI115 SHEET PoSr - 8' oN cENTER 12"GALVANIZED SPIKE EXCAVATE SEDIMENT SPILLWAY IN CUT IS s SHEET CONCRETE COLLAR 4" DIP DEWATERING INVERT
TOP OF WEIR = 334.0 3' ON CENTER FROM POND TO ESTABLISH AN ISSUE. MAINTAIN TIMBERS ON FINAL GRADES AS SHOWN BASIN CROSS SECTION INLET ' NorE: coNCRETE shALL BE 3000 Psl @ 2a DAYS INV.IN=332.0 ~ 30" BARREL REINFORCING STEEL, ASTM A615, GRADE 60: Fl'-60,000 PSI I I INV. OUT=331.50
coNTwuous GRADE AND CLOSE DRAW DOWN VALVE. NOTE: 3 BASIN TO BE STABILIZED
) I "-50' 8° GALVANIZED SPIKE 6" MIN. l / WITHIN 14 DAYS OF INSTALL 1.5" PVC DRAWDOWN ANTI-SEEP COLLAR DETAIL PIPE OPPOSITE OF DEWATERING
2 PER P05T PER COURSE \ ~ v I'-8" MAX. /o~N° CONSTRUCTION. NTS VALVE. SEE CROSS SECTION FOR RISER DETAIL
TOP OFGRADE- 333.0 V ~~Np ~ ~ \ / ~ ELEVATION. NTS
TOP OFGRADE= 333.5
4" THICK COMPACTED
WASHED STONE LEVELING PAD
Z
12~~ COMPACTED EARTtI BACKFILL ~ 0 STEEL ANTE-VORTEX PEAKTRPSn RACK
PLATE ATTACHED eY PLl~snc SOLUTIONS 2' 36" LD. 2' OR APPROVED EquAL
TRASH RACK WI5.5. HARDWARE 6,~ TOP OF RISER EL.=335.40
TOP OF DAM EL.= 337,4 6"x6"x8' TREATED TIMBER 12 ~
TOP OF WEIR = 334.0 ~ ~
MAINTAIN TIMBERS ON CONTINUOUS GRADE 12" GALVANIZED SPIKE n Z _ WATERPROOF 2, 5'x5' INSIDE DIM. 7 Z W ~
3' ON CENTER / I TOP OF RISER ELE\~ = 335.4 3 3 MASTIC (TYP.) Z ~ ~ m PRE-CAST CONC. W N ~
TOP OF GRADE= 334.0 ~0 I"STORAGE VOLUME I ~ ~I ~p FLAB FLARED END SECTION - SOLID RISER ~ ~ ~
~ ~ 2 ~ / ~~G 5'x5' INSIDE DIM. CLA', I "STORAGE VOLUME RISER ~ DIS; ? can CLASS "I"RIP-RAP W/ CAST OPENING Z m
- 24'l DISSIPATOR W Q 24'Lx 9'Wx 22'D 36" LD• W Z u ~
1.5 " DRAWDOWN ORIFICE EL.=332.5 a4 LFi3s° RcP cwss = wnocKlNC "o" RNC ~oiNr WASHED STONE 30TTOM EL.= 332.0 Z 'm Q O ~ Z ~ d x
I L 2' u EXTENDED VALVE - "
18" Top DEGRADE= 333.50 NOTE: 1) INSTALL TEMPORARY NOTE: 2) BASIN TO BE STABILIZED I ~ STEM WI SUPPORT WATERPROOF J Z N °
4"THICK COMPACTED FAIRCLOTH SKIMMER WITHIN 14 DAYS OF 5 INVERroI RISER INVERT - 2 MASTIC ~ ~ ~ INVERT OUT-331.5 3 O.C. (Tl'P.) ~ _ 3 ~ Z
wnSHED sroNE LEVeuNG PAD ONTO 4" DEWATERING CONSTRUCTION. EL.= 332.0 cur oFF STORMWATER POND SECTION TRENCH ANTI-seep it-SEEP STAINLESS STEEL W u ~ m
PIPE. ONCE PERMANENT coLLARs A I I N~s L R HA BEEN E TABLISHED COVE S S sEE DETAIL LIARS STEM GUIDES (fl'P.) ~ ~ ~
EXCAVATE SEDIMENT rrns sHEEr DETAIL POURED IN PLACE 4" PLUG VALVE GROUT TO J ~ S s11EEr #3 BAR (TYPICAL EACH FACE) CONCRETE COLLAR 4" pIP DEWATERING INVERT - ~ ~ ~
6"x6"x8' TREATED TIMBER 12" GALVANIZED SPIKE FROM POND TO ESTABLISH Z o- INLET ' 2~~ ~ > NOTE: CONCRETE SHALL BE 3000 PSI @ 28 DAYS 36" BARREL _ Z g
3' ON CENTER FINAL GRADES AS SHOWN BASIN CROSS SECTION REINFORCING STEEL, ASTM A615, GRADE 60: FY- 60,000 PSI INV.IN=332.0 I I INV. OUT=332.0
4"x4"x36" TREATED TIMBER AND CLOSE DRAW DOWN VALVE. POST - 8' ON CENTER I °=50' ~UU
ANTI-SEEP COLLAR DETAIL INSTALL 1.5" PVC DRAWDOWN PIPE OPPOSITE OF DEWATERING
TOP OF WEIR = 340.0 MAINTAIN TIMBERS ON NTS VALVE. SEE GROSS SECTION FOR RISER DETAIL
CONTINUOUS GRADE I'-6" MAX, ELEVATION. NTS
8" GALVANIZED SPIKE I /
2 PER P05T PER COURSE TOP OF GRADE= 338.50 /dap TOP OF GRADE- 338.40 / Goo
~~~gIt111NINIUN4y~~4
~ ~ J~ Pu ~~~~~~i~i ' ' d'b
10' 4" THICK COMPACTED STEEL ANTI-VORTEX PEAK TPJaSn RACK s ~ ~ ~ PLATE ATTACHED 13Y PLASTIC soLUTIONS ~ d~~J ~
WASHED STONE LVELING PAD 2' 30" I.D. 2' 30" ' D 2' WIS.S. HARDWARE oR APPROVED Equni. ~ Q ~ ~ z~ N
I ~ COMPACTED EARTH TOP OF DAM EL.= 346.80 TRASH RACK 6~ TOP OF RISER EL.=345.0 = U ;w - C7; ~
BACKFILL ~ %r :d
d
~y~~h Eo CONCRfTe WATERPROOF 2, 9'x4' NS'DE D'M. ~~4wnn~m,nu
4' MIN I TCP R SeR ELEV.= 345.0 READWAil D CONCRPTE I ` 50~GE VOLUME I 1 MASTIC (fYP.) PRE-CAST CONC.
6"x6"x8' TREATED TIMBER TOP OF WEIR = 340.0 21 ~ FIARPD END SECrI FIARPD END SECrIoN - SOLID RISER
MAINTAIN TIMBERS ON ~ S"ORAGE dG ° 9'x4" ~PiS~DE DIM. D SS PATORIP-RAF CLASS"I"RIP-RAP Wl CAST OPENING - DISSIPATOR 30" I.D.
CONTINUOUS GRADE 12" GALVANIZED SPIKE RISER 24'L x 9'W x 22"D 3' ON CENTER 2: '.2,„^~: OR~FiCE EL.=342.5 ounL P~Pes s3 ~F aa~ RcP 24'L x 9'W x 22"D
TOP OF GRADE= 340.0 BO'"OM EL.= 3420 - - ~ cass 3 wiLOCK~N~ ~o~ R~N~ ~o~NT V !
L 2 ® EXTENDED VALVE
~ NOTE: 1) INSTALL TEMPORARY NOTE: Z) BASIN TO BE STABLIZED ~ FAIRCLOTH SKIMMER WITHIN 14 DAYS OF RISER INVERT 5' INVERT our=341.5 2' STEM W/ SUPPORT WATERPROOF - °RT OUT=341.5 3' O.C. MASTIC (TYP.)
~ ONTO 4" DEWATERING CONSTRUCTION. EL= 342.0 cur c°= Q STAINLESS STEEL F--
WASHED STONE TOP OF GRADE= 338,50 ~G~~p PIPE E T STOPvMWATER POND SECTION TREKC ! ANTI-SEEP STEM GUIDES (TYP.) W
eG .ONCE PERMAN N coLLARs COVER HAS BEEN ESTABLISHED NTS see DETAIL POURED IN PLACE Z #3 BAR (TYPICAL EAC" FACE) CONCRETE COLLAR 4" PLUG VALVE GROUT TO Q
- - - EXCAVATE SEDIMENT rHls sNEEr 4" DIP DEWATERING INVERT DUAL
18" FROM POND TO ESTABLISH 12" NOTE: CONCRETE 511ALL 8E 3000 P51 @ 28 DAYS INLET 30" BARREL n
FINAL GRADES AS SHOWN ~ASI N CROSS SECTION 4" THICK COMPACTED REINFORCING STEEL, ASTM A615, GRADE 60: FY- 60,000 PSI INV.IN=342.0 i I INV. OUT=341.50 ~ iJ__
wnSHED STONE ~vELING PAD AND CLOSE DRAW DOWN VALVE. ~=70 U INSTALL 2.0 PVG DRAWDOWN
6'k6"x8' TREATED TIMBER RISLK ANTI-SEEP COLLAR DETAIL ~ Z PIPE OPPOSITE OF DEWATERING NTS VALVE. SEE I RISER DETAI
4"x4"x36" TREATED TIMBER CRO55 SECT ON FOR L
POST - 8' ON CENTER 12" GALVANIZED SPIKE 3' ON CENTER ELEVATION. NTS ~ - Z
TOP OF WEIR = 340.0 0
MAINTAIN TIMBERS ON CONTINUOUS GRADE U J
CJ?LET PIPE 8" GALVANIZED SPIKE I~ ~ ~
2 PER POST PER COURSE I'-6` MAX. INVERTED ~ ~ m NOT RELEASED W W
TOP OF GRADE= 339.0 ' / DRAW DCWN I-
~ ~ ~ TOP OF GRADE= 338.50 / ~p ORIFICE LEVEL SPREADER N FOR CONSTRUCTION
/ G~Op SEE DETAIL THIS SHEET . ~ / ~5~\aG Q f ~itlr.',s1~j-~1" ,,,r,~ .~41~~~, t~,F.'ill~~')lV` f r+ _ _ L~
E~ DRAW DOWN PIPE PENETRATED P`S
THROUGH STORM BOX ~0 4" THICK COMPACTED (SEE BA51N DETAIL FOR SIZE) ~ P~ t~l.~`~# , ~ ~r
WASHED STONE LEVELING PAD ~0 0 _ W ' ~ f
12" QO 1 d t1
COMPACTED EARTH ~0 ~ BACKFILL ~i ~ r' 4
QO P~ ~0 ,~a w ~ V /
0 W
0~
A L
f ~ Date:
6'k6"x6' TREATED TIMBER ~ O8/ 15105 lF{I fEC1x iii 4
P05T - 6' ON CENTER
NTS REDUCER AS REQUIRED f ,y § Scale: ,f G~3f"It~,
6"x6"x8' TREATED TIMBER FOR DRAW DOWN PIPE `-v ~ t NIA
~S;Ca ~~r3 ~7t^,,;i:"i~x1'lt~~l~~fi"". Drawn: FES # PIPE SIZE B D W d RIP RAP w
TOP OF WEIR = 334.5 ~ f 0" PVC MAINTAIN TIMBERS ON 12" GALVANIZED SPIKE ~ TEE 10" PVC 5CH.40 - AJF i.
CONTINUOUS GRADE 3' ON CENTER ~~~r~~ttnK~~ NAME (IN) (N) (IN) checked:
2'-6" MAX 0 --CAP END ~~N D3 15 5' 12" 4' 6" CLASS A 4' MVZ
~`NG A5 15 7.75' 22" 4' 6" CLASS B 3.75' Project No.
8" GALVANIZED SPIKE _ _ _ / ~ 2 PER POST PER COURSE 275-07
TOP OF GRADE= 331.50
E 2' 0" 2'-0" 6'-0" . ~ ~ Computer Dwg. Name
TOP OF GRADE= 333.5 8'-0" 8'-0" f 275-07-EC-DETAILS-RENO l 0 106
WEIR WEIR 4" THICK COMPACTED ` `'y ,:,dtl~t
VVM0l ILU JIUIVL LLVLLIIVU I HV s min" Sheet No:
2" 1 1 \ 5u COMPACTED EARTH c,l
BACKPILL CUT PIPE IN
PIPE 5HALL BE LAID HALF FOR WEIR ON FLAT SLOPE 1 € f~ Pap
I I tt;ii M with F'Itlt--r Fon l-
Of
WEIR LL ,vTs
11

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GENERAL CONSTRUCTION AND UTILITY NOTES ' v wy ~ / ~ 1 v v 1 1 / 9~ / / 11 1 - J IIY...~~i
I . EXISTING UNDERGROUND STRUCTURES AND UTILITIES SHOWN ARE BASED ON \ ~ I ~ ~ \ I ~ \ _l N
FIELD SURVEYS AND BEST AVAILABLE RECORD DRAWINGS. THE CONTRACTOR ~ 1 ~ I R TO STARTING CONSTRUCTION AND v ~ ~ / f I ` ` >t 1
SHALL FIELD VERIFY CONDITIONS PRO \ ~ ^T ~ 1 ~ III \ \ NOTIFY THE ENGINEER OF ANY DISCREPANCIES. J 1 / ~ III v A A I ~ W a a4 ' / ~ zz 3 /
II \ \ \ T NORTH CAROLINA ONE CALL AT I -800-632- ` ~ ~ I \ 2. THE CONTRACTOR SHALLCONTAC 9/"~-~ / / - I I 1 , ~ / 1
B N FOR ASSISTANCE LOCATING EXISTING UTILITIES. ~ ~ I I \ D E T WN OF ZE ULO - ~ ~ I mow" AN TH 0 ~ ' ry. Kp~ /
THE CONTRACTOR SHALL CALL AT LEAST 48 HOURS PRIOR TO ANY DIGGING. , « ~ v i III v III v p ~ III ~a 3 W / /
3. ALL CONSTRUCTION SHALL CONFORM TO THE TOWN OF ZEBULON STANDARDS ~ \ AND SPECIFICATIONS. ALL WATER AND SEWER IMPROVEMENTS v III i / 3 /
v II w SHALL CONFORM TO THE TOWN OF ZEBULON STANDARDS AND SPECIFICATIONS. ~ ~ "~5~~;»~; ce,~ a~ ~ ~ / I tips;.:a ~ / III i ' ~ 1 ' 3 3 ~ / 2 F
4. ALL CONSTRUCTION WITHIN THE N.C.D.O.T. RIGHT-OF-WAY SHALL CONFORM TO 34 i . / O
N.C.D.O.T. STANDARDS AND SPECIFICATIONS. ~ III III \ Y 1~_----_' ice/ / / O / 1
5. SEE DETAIL SHEETS 26 FOR UTILITY CONSTRUCTION DETAILS. ~ SS ' ~ / /
A L WATER MNNS SHALL HAVE A MINIMUM OF 3 FEET OF COVER AS \ ~ 6 L / / / 1 - / Date: ~ i
E RED FROM FINISHED GRADE AT THE LOCATION WHERE INSTALLED. ~ ~ ~ ~ ~ M ASU - I -29-05 /
L 7. SANITARY SEWER SHALL BE LAID AT LEAST I 0 FEET LATERALLY FROM THE \ ' / ~ / / / Scale:
EXISTING OR PROPOSED WATER MAINS UNLESS THE EI~VATION OF THE ~ ~ ~ ^ ~ TOP OF THE SEWER IS AT LEAST l 81NCHES BELOW T11E BOTTOM OF THE ~ 3 / / I 100'
~ ~ WATER MAIN WITH A HORIZONTAL SEPARATION OF AT LEAST 3 FEET. ~ ~ ~ ~ m ~ ~ i m ~ /
8. WHERE A SANITARY SEWER AND WATER MAINS CROSS, AND THE ~ ~ Drawn:
THE WATER LINE ~ / ~ VERTICAL SEPARATION IS LESS THAN 18 INCHES OR / ~ i i PASSES UNDER THE SEWER, THE SEWER ~ WATER MAINS SHALL BE ~ / / / / ~ ~ ( ~ ~ ~ AJF
DUCTILE IRON PIPE FOR A DISTANCE OF I 0 FEET ON EACH SIDE OF THE \ ~ / ~ ~ Checked:
~ ~ PINT OF CROSSING. ~ ~ / ' 0 ~ , ` a~ ~ MVZ ~a a7-e-iou
\ I/ ~ f ~ 9. SANITARY SEWERS SHALL HAVE THE TOP OF PIPE AT LEAST 12 INCHES s i / ~a ~~~m Project No.
BELOW THE TOP OF THE STORM PIPE WHEN THE HORIZONTAL ~ ~ ~ / SEPARATION IS 3 FEET OR LESS FROM EXISTING OR PROPOSED STORM 3g 1 T~ 275-07
SEWER. WHERE A SANITARY SEWER AND A STORM SEWER CROSS, AND ~ I / Computer Dwg. Name
THE VERTICAL SEPARATION IS LESS THAN i 2 INCHES, THE SANITARY \ i ~ ~ V I i A I SEWER SHALL BE DUCTILE IRON PIPE EQUIVALENT TO WATER MAIN \ ~ / \ \ 275-07-GRADING.DWG
~ ~ ~A ~ / v STANDARDS FOR A DISTANCE OF 10 FEET ON EACH SIDE OF CROSSING. \
' \ ~ / \ / ~ ~ / \ \ \
10. TOPOGRAPHIC AND BOUNDARY SURVEY INFORMATION TAKEN FROM I~~ ~ ~ - ~ ~ ` ~ ~ ~ \ AIAQT4.1
SURVEY INFORMATION PROVIDED BY KEN CLOSE SURVEYING, INC. \ ~v• Sheet No:
1 1. ALL SANITARY SEWER SERVICES DEEPER THAN 12-FOOT MUST BE
DUCTILE ORCAST IRON PIPE. PIPE MATERIAL TRANSITIONS ARE 100' 0 100' 200'
NOT ALLOWED WITHIN THE RIGHT Of WAY LIMITS. ~Q \ \ low
12. ANY PROPOSED SANITARY SEWER MAN HOLE THAT 15 LOCATED OUTSIDE I \
Of A RIGHT-OF-WAY LIMIT MUST BE SEALED AND VENTED IN ACCORDANCE 330 ` SCALE: I 100' (Horiz.) Of
WITH CORPUD DETAILS 5-24 THROUGH 5-27 CONTRACTOR TO VERIFY I \ \ MANHOLE LOCATION PRIOR TO CONSTRUCTION TO DETERMINE If APPLICABLE.

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GENERAL CONSTRUCTION AND UTILITY NOTES / I / ~ INV, ELEV k3~92 ; I , / / ~ ~ 1 77 I 1 / / CIdG6 \ \ z / 51C ELI 3 9 V / \
I . EXISTING UNDERGROUND STRUCTURES AND UTILITIES SHOWN ARE 8F5ED ON / / 3°~ I I 39~ I FIELD SURVEYS AND BEST AVAILABLE RECORD DRAWINGS. THE CONTRACTOR / ~J ~ ELEV. =338,02 66 I / INV. ELLV~3 .3 ~ / 0!} I ~ / / \ _ ~ ~ ~ 9 \ / ~
A D ~ / I I I I SHALL FIELD VERIFY CONDITIONS PRIOR TO STARTING CONSTRUCTION N / J~ I I / / / - ~ _ - ' ~ TOP OF MBER =3
NOTIFY Tt1E ENGINEER OFANY DISCREPANCIES. / , ~ I J I N ' / I - - ~ I I ~
2. THE CONTRACTOR SHALL CONTACT NORTH CAROLINA ONE CALL AT I -800-632- ~ I - ' ~I I I - 1 / / s ~ \ / z ~ / / ~~T ~ V / \
AND THE TOWN OF ZEBULON FOR ASSISTANCE LOCATING EXISTING UTILITIES. A AT LEAST 48 HOURS PRIORTO ANY DIGGING. I ~~I - - -I - ' ~ Q THE CONTRACTOR SHALL C LL 80 3p~ / \ ~ ' / / ~ J
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I WATER AND SEWER IMPROVEMENTS - - - 7C AND SPECIFICAT ONS. ALL _ _ - / \ V 1 / / 90 V / - 1 / \ /
ZEBULON STANDARDS AND SPECIFICATIONS. - - - I SHALL CONFORM TO THE TOWN OF - I 0 ,I I a I I~ / ~ I ° gk5 / / ~ / V J W J 1 / ~ /
4. ALL CONSTRUCTION WITHIN THE N.C.D.O.T. RIGHT-OF-WAY SHALL CONFORM TO " I ~ N.C.D.O.T. STANDARDS AND SPECIFICATIONS. I I ' a / / \ / ~ V J - N
II I 67 w ~ ' / / / / \ `4 Y \ / / W
ETAI HEFTS 26 FOR UTILITY CONSTRUCTION DETAILS. / ~ I I 5. SEED LS v~ I I L- w / / / A s \ / / / ~ TIMBER E C
6. ALL WATER MAINS SHALL HAVE A MINIMUM OF 3 FEET OF COVER A5 < / ~ I I , ' ' ~ I MEASURED FROM FINISHED GRADE AT THE LOCATION WHERE INSTALLED. 0J / I - I / / / ~n v / / SEE DETAIL
/ I I I / / \ 'CA~L~r / I 89 \ ~ ~ / 106
7. SANITARY SEWER SHALL BE LND AT LEAST I 0 FEE( LATERALLY FROM ir1E ~~,J / - - - 75 EXISTING OR PROPOSED WATER MAINS UNLESS THE ELEVATION OF TI1E p / I I I - IM LEV 34 ~ I h ~ W I \ / A ~ /
TOP OF THE SEWER IS AT LEAST 18 INCHES BELOW THE BOTTOM OF TI1E ~ / ' - _ _ - - - - Nv ~E p ~ I / I - I ¢ I ~ I I 1 / 8 '~o~F \ / / C = 2 ~Q G7 / /
WATER MAIN WITH A HORIZONTAL SEPARATION OF AT LEAST 3 FEET. I I I I IW I ~ I ~ I L - / I ' .ELE - LP ~5 B/ ELE =341.20 / / \ ' _ , ~ / ~ °R INV. ~E -338.0 / / / \
AIN CROSS AND THE < ~ w 8. WHERE A SANITARY SEWER AND WATER M S I I I 3A VERTICAL SEPARATION IS LESS THAN 18 INCHES OR THE WATER LINE I I 68 I . - ~ ~ ~ \ / \ ' 345 1 - - ~ / /
53 I I ~ PASSES UNDER THE SEWER, THE SEWER # WATER MAINS SHALL BE ~ I I I , ~ ' ~ ~ ?a3 A / \ 82 3A v /
DUCTILE IRON PIPE FOR A DISTANCE OF I 0 FEET ON EACH SIDE OF Th1E I I ' I I I I ~ I POINT OF CROSSING. I I ~ n I w YIgl31 to ~Ik I E V.=341. ~ as /
~ CIR24 I C1# 5 ,343,37 CIk~2 ° v 8!G ELEV. 42 15 I M E V 34, pb I =33.5 3 ~ 6 f I V. E V. X38. C _ ~ ~ 'y 0 ~ ` c n - - - _ ~ i Date:
LTA Y EWERS SHALL HAVE THE TOP OF PIPE AT LEAST 12 INCI'ES ~ alC ELEV.= 43.37 5~ ELE ~ .33g.6o 74 LF C 1 I 9. SAN R S INV. ELEV. 339.8 F 0V. _ . - ~ I 25 BI E 2b'~ EL _ INV. ELEV. 3 .0 u I BELOW THE TOP OF THE STORM PIPE WHEN THE HORIZONTAL I - - - - 15"RC° ~ L - - - - I i P 1N [ 25LP E = 42.1 - ~ I Qa 1 ~ o BI 3 5 - ~ nDP 3 I ~ ~ 08- I -05 88 5 I P IN EC~V, =337.50 . - .P .8 ~ i ~ 1 ~ \ / /
SEPARATION IS 3 FEET OR LE55 FROM EXISTING OR PROPOSED STORM ~ L . - _ _ s _ 345 - I _ _ _ - i ~ 1 Q Ip y y / / \ I 1- - - 343 1 7 1 ' d~,~ \ ~ \ ~ ~ Scale:
AND I - 1 I I SEWER. WHERE A SANITARY SEWER AND A STORM SEWER CROSS, _ _ _ _ -l - _ _ - - THE VERTICAL SEPARATION IS LESS THAN 12 INCHES, THE SANITARY < - - - - I I I ~ 1 1 1 . s ~ ~ ~ I ~~=50'
SEWER SHALL BE DUCTILE IRON PIPE EQUIVALENT TO WATER MAIN I I I ~ I 86 1 A ~ ~ \ o a3 ~ I 1 I v 5 ~ 1 ~ 1
STANDARDS FOR A DISTANCE OF I 0 FEET ON EACH SIDE OF CROSSING. ~ I 69 I ~ ' ' ~ I I I 1 1 i Drawn: ~ I 85 1 1 / a 108 1
52 I ~ I ' ~ I 10. TOPOGRAPHIC AND BOUNDARY SURVEY INFORMATION TAKEN FROM I I = ~ I ' ' ~ I I I I 1 1 ~ ~ AJF I 84 I 1 I a )
N I I 73 SURVEY INFORMATION PROVIDED BY KPN CLOSE SURVEYING, INC. I I I I .I<F. I I I I 1 1 ,6, - 3a? ti ~ I I I 1 ~ S ~ - Checked: I 83 _ I ~ , F ..39 _ ~
I ~ ~ A I I . ALL SANITARY SEWER SERVICES DEEPER THAN 12-FOOT MUST BE ~ I I _ ~ ~ p I I I I I l I I 1 1 ~ -pry 4= Mvz
DUCTILE OR CAST IRON PIPE. PIPE MATERIAL TRANSITIONS ARE _ ~ J - _ - - - - ~ 2~; I I I = 1 I I ~ I I J 9A I I I I I Project No.
NOT ALLOWED WITHIN THE RIGHT OF WAY LIMITS. ~ - - iw _ _ _ _ - 1 I I ~ ~ ~ °u
12. ANY PROPOSED SANITARY SEWER MAN HOLE THAT IS LOCATED OUTSIDE _ - _ - ~ - c r ~ A ~ n I I I ~ as 275-07 F I I ~ 3
OF A RIGHT-OF-WAY LIMIT MUST BE SEALED AND VENTED IN ACCORDANCE I I , ' 1N ' ~ I z WITH CORPUD DETAILS 5-24 THROUGH 5-27 CONTRACTORTO VERIFY I 1 ~ 1 I I I ~ I- - ~ ~ ~ Computer Dwg. Name 3a4
MANHOLE LOCATION PRIOR TO CONSTRUCTION TO DETERMINE IF APPLICABLE. ~ 70 m l~ I J L - - a3 ~z 275-07-GRADING-RENO I OI 06 3 I--B 3~ G12
51 ~ 72 I ~ CIgl9 nl ~ ~ ~ BICELEV.~4 12 I _ = ao og
.3. inns ci car _~a: to - ~IAOTLJ /1 ~
'W. Cv. OD c lS GP SRGP !F b ~wR n Sheet No: 2 Yi5
J n / gR~p 4°RG° &C ELEV. 41.54 %V. ELEV. - .0
- 1 v CIY 92 1 E EV =33x 4; 3a} 1 50 0 50 100
CR ELEV. =3'_ E 'L , ' ~ ~ 1 I 2 1 1
}b ~ ~ I 1 1 112 1
E1,E 7 - -0 340 Q AD 340 1 1 SCALE: I 50' (Horiz.) 340 1\0 3ak 1 Of _ - '1 1 1 1
~ ~ 3tr3 1 1 13 1 1 ` I I I 1 1
i6 342 ~ 1

I - ~ / / / ~ ~ ~!T P / / \
6 ~ - - 80 / ~b~ / \ / \ y \ / / ~ q 1 ~ 345 ~ ~ g w ~ / $ ~ \ / / / ~ ~ O 1 NEM OUTLET DI ATOR ~ ~ ~
/ \ ~ / / \ X ~ 1 ~ 1 / N Q i \ \ /3n5 / 105 `~a 1 srv x I z~L x'Lt° V - ~
- 76 ~ D 90 V \ ~ 1 ~ 90 \ ~ / so 1 0-8 ~ ~ / ~ ~
- - ~ - / I n w 1 r., 45 / / ~ ~ / ~ _
N I A ~ \ a° J I \ 1 / / / 1 DP
I 67 w I / / \ 1 I, / / / \ ~'3 \ / / ~ 1 FES# I-7 146 L _ _ _
1 ~ I ~ , ( ~ / / / \ eL' \ / / ~ TIMBERL EL PREADER#2 3~ 1 INV. OUT=339.5 ~ / / ~ Z~C~ ~ / / \ I95 LF. - P L.=340.0 d~ s ~ 1 Z
/ I 7P - - 1 G / / F`~~ / I I ' ~ I 8 / / / / A \ / / SEE DETAILS # o 0 0,~ 1 T ~ CWC
/ / ~C G ~ / X ~~5 O 1 G / \ '°~°w / 106 ~ ~ ~ ~ 89 \ „ 1
c ~ I 75 ~ w ~ / / / ~ ~ ~m1 1 / ~ ~ ~
~ / I ~ ~ m I A - - --1 /
I ~ Iw I lF y~ B/ ELE 34 ~ .20 / a ~ ~ Q I .ELE - ~ NV. WLE =338.0 / / / \ O 1 ~a ~ - i 9
I I I 34 - - 345 1 I 68 I - R~ Fw \ \ ~ 1 156 0 - p 1 Q w
53 I I - ~ 3A3 0~ / / ~ G~ 1 3 / I w 1 m ~ z
I ~ 82 a5i C I i-~ I ~ YIki31 i~ 3 I I I ' - I ~I~ 14 ~ E V.=341, ~ ~ i 3AA \ C / 0 1 ~ ~ \
I I I n IM E V 341.0 I '33 .5 I / ~ I CIN24 I Clg 5 383,37 CIN 12 I V. E EV. 138.2,C_ - - I ~ ,e ~ ~ ~ o
~C ELEV.= 43.37 g 60 _ I I 74 BIC ELEV.= 42 I S w G I I 61 ELEy.-.33 25 B/ EL~V.-342,15 n o A4 INV. ELEV. 339.8 2g LF ~N EL V _ _ - - w INV. ELEV- 3 D P 1 _ LE ~ 8 'D~ 3 - a IN . EI~V -337.50 - ~ 1 FIFO \ TO 0` TIMBER = 0.0 1 ' ~ 1 88 ~~<< / / \ ~ / uJ
I 15"RCP `P L--- .4 I ~ ~ I ~i~ < _ N ,5 - i C 1 1 ~ L 1 ~ I 1 3A3 - l
I , ~ ` - - - - ~ - - - I _ / ~ I 1 1 1 ~ \ ~ \ 1 \ N 1 1 \ ~ ,w \ ~ ~ 1 z
< - - - I I - I 86 - I I o ,a3 ___--I ~ I 1 1 1 s ~ v ~ ~ 1~ W g 86 1 1 V / o 155 ~ 1 1 ~ ~ ~
~ I I - - ~ I I - ~ 69 ~ I ~ __--I ~ I I 85 I 1 < I ~ I ~ I I - I 1 1 ? ~ o f I` o 1 1 I e l08 1 ~ ~ ~ w
52 I I - ~ I I I I I ~ 1 1 ~ ~ ~ s ~ ~
I I I I 73 I 84 I I I I z~ I I I I I I 1 I I ~I< w ~ 1 83 - I 1 1 #6f ~ 3A3 `T` ~ ' ~ ~ ~ 1 . _ ~ W 1 ~ ~ .=339. ~ ~ / G ~ ~ - _ ~
I I m~ I I I N I I ~ rn ~ I 1 I r I I ~ ~ 1 NV 5_EV - 6.45 N p ~ / / /y 'A ~
~ I ~ <~w 1 I I I 1 i m .W I I ~ i 3AA / Iu ~ ~ _ ~ w 1 3A \ / c ~ _ D -
I I I I I ~ I - I- 60 / 1 I \ Z ~F ~ 154 / / ~1 0
_ a ~J A I I ~ I L AA M _ I J _ I 1 1 J 3 ~3Ap ~ ~ ~4R / / a w Q Cp 1 m /
- I n b I I I ~ I- _ - _ 344 ~ - ~ ~ - ~ 109
I l 0 ~ ~ - I L- a3 I ~ A~ 2 I __r-- 3 \ 1 ~ / 342 1 /
5 I ( \ 7 ~ e I \ Qk~' ~ - m V BBC _LEd - 4~ ' 2 I - 40-09 G12 o w ~ J I / / BIC ELE a ~ 1 CI# I i 1 / U
a',I ~ V'r.. p 3>~ INV. ELEV. _ ~ ~ I ~ ~ , %3~ N BlC =339.30 ~ ~ ~ r, NV. V. =335,70 ~ i / / ~ 1 ~ I z
d 2 C~a 5 p ~ \ J F P ~F ~ I , ` ~ ' R~ 4"RC B;. _LEV 41.54 343 ~ ~C~ ~ i~ / n - ~~1 yLF L~ ~ W -
C ~ / \ ~ '0 Iha. ELEV. - 40 I - \ ~ \ i CINIp0.~~8LF - ~ ~ 2 e ~ 1 ~ 4 Z `N 1 \ ~ygG , ~ u' Z G ~ m 3q4 ~ 1 ~ , 1 ~ / ~ 153 N ~
I - - - 1 V ~ ~ i \ / / c Q ELEU =339.9 i C - - . ~ ~ ~ ~ ~ ~ V A ~ ~ ~C ELEV. =333,70 ~ ~ ~ 1 1 I T TIMBER =3 .5 ~ ~ / ~ W U n II
L - - ` 1 ~ \ „roe ~ 44 ~ ~ 1 ~ ~<O n ~ ~ o ~ ~ ~ 1 o w 11 i3AA ~ 1 Jm~ D 1 1 a W m W ~l Z`~'1 Z 1 1 I I2 1 1 ~ mrn~ o ~ o z
1 ~ v \ 3~ ~ 3 ~ i-- ~ e ~ / 6~ ~ Kn AD - 6 3 340 1 \O ~ 34A 1340 1 ~<.p 1 FES#K4 a 7 ~ _ 1 1 INV. OUT=3 w L
~ ~ E~,e ~ 7 I ~ ~ - ~ I v ch F . 343 - - - ~ y ~ _ 1 1 1 ~ I Q o~ 1 1 1 3 1 1 1 w~ ~ DISSAPATOR A- CLA55 B 5 NE 7 C- x 1 w . , ~ 1"1 ` G ~ ~
~V 3~ - ~ I I ~ I IE 34z 1 I 50 ~ V ~ B1C FIFV,=339.86 _ - ~ I I 1 1 1 1 1 ~w ~ 5WX9'Lx2'D ~ uu- 1 1 ~,O 1 ~ ~ D50=BIN. ~ H I \ - 1 1 1 1 W o 3,? J z N
1 - I I ii4 \ CIk23 KV fIPV, =335.90 - I I I 1 1 1 R w i. t` 1 1 ' ~ 1" ~ O ~
/ B/C ELE .=3x243 I I ~ ~ 5 I I W ~ ~ ~ 'NV I x.56 "7#~ 1 1 ~ ~ ~ 7 3, 1 1 342 F o ~ r 1 1 , 21 L TIMBER LEVEL 5 ER X: 1 ~ Vp 1 h
.Q / ~ '~'JV ~ FV =334° ~ ~ I I ~ ~ 6 I I I ~ ~e \ ~ - I I 1 1 3p3 ~ ~ ~ if ~P 103 LP. -TOP E~.=344-5C' ~ ~m 1 1 / 38 ~ 5 R~ I#G 7 SEE DETAIL 5 "k C ~ 3] ~
~ ~ / ~ ~ v I I , I I I F ~ v , I ~ ~ / ~ ~ 1P~9 ~ ~ A 34~ S• FYI#22 I I I~~ I I 1 1 , ~ C E V.=339.68 1 ~ i~ 3aa 18" GP I V.E V=335.70 I J~ ~'O
/ ~ nO0 A A ~ PP 5JL4ELvV,-.":3.00 I I / ~ ~3 ~ V A NJ V. I I I I ~ ` .=3 9,68 N Z ~r~ O - U1 0
/ A d, ~ A A I V I I ~ / \ ~ ~ a'S ~ ~,q~~ \ 4 \ I I I I 1 i ~ r~ i 6i INV. E fV = 35.10 T P F TIMBER =3 .5 a ~ ~ ~ 1 i ~11A'FFV.=339.50
/ 'P ~ ~ ~iK" ~ ~ 8 v I I \ ~i~ > I I I, I I ~ - 8 - - ~ i ~ KV. ELEV. =335.30 1 a 1 ~ ~ ~ O ~ i ~ ~ ~ I
\ ~ ~ 15" P ~ ~ ~ C ~ A I ~ 4O~F ,~D ~ A V I I ..P , ~ -IUU „RCS 1 ~ I I / ~ 2A LP , , o o 134
~ 49 , r, ~ , ~ I 344 ~ ~ ~ s~~ o ~ ~ i v v I i ~ ~ I ~ I m / ~ C
~~.Q- Cp ~F'd' ~ 3 V I 343 ~ ~ ~ / ~ i/ 1
/ / Gd~ 119 ~ ~ v Vc`3~.5O - - ~ i ~ / \ ° I ^ i ~ / \ \ / \ \
~„EL~V.=342.1 6~, ~A l V °43 - i ~ NV. ELF . =338.65 lT \ ~ \ ~ ~ ~ po / / ~ ~ CIa3 ~ ~ v qo-- LP m 15°RCP _ - Y~ac ~ 5A ~ a ~ , I I v
/ / ~ C E.P, =3~"C ~ ~ \ 4 9b - . - RIM cLEV.= 38.80 RIV,cLEV.= 38.80 / c ~ \ F = I \ ~11NH111YMNp11 INV. _LLV, - 335.30 m \ \ H 1~J~
/ / ~ EL"~ =33a-~ ~ ~ ~ ~ INV. ELEV, - 335.3 \ / / .4r v ~ 43
~ ~ ~ ~ / / 12t ~ v / cA ~
~ ~ ~ i i \ ~ ~ I m 133 v ~ v ~,.•J c~ / 1 ~ \ \ ~ ~ _ ~
/ ~ \ ~ 4 343 \ / / / / ~ \ ~ Z; N ~ i -
\ / ~ v J ~ ~ 12 I A / ~ ~ ~ m ~ / ~ ~ GxG.o w = V ~ ~C ~LLN -34 06 - r . / ~ ~ VV. EL =33a 3C f I I I ~ y ~~0 t`
i s ~ ~F ~ / / C ~ % ~ 3gR. a \ \
_ ~ ~ ~ C r' 2 i ~A A / V ii 11 _ iy~
~ ~ A ~ F,~V.=341.00 I ~ ~ , A ~ ~ ~ ~ ~`,~V. =333.20 _ V
/ 47 ~ ~ v ~ ~ ~ / / ~ v k33 ~ v l \ \ \ ~ \ ~ v NI _ _ - - - ~ f1111NfIINIgN
< < 7 _ ~ ~ / / v ~ / 3 ~ I32 , w
\J / 3~h ~ ~ / ~ v ~ \ ~ v ~ ~
~ I I / ~ CI#G2C v v 1
~ ~ ~ ~ / _ ~ ~ v ~ % ~ ~ / ~ B/C ELEV.-340.37 Ory m 1 1 11 / INV. ELEV. 333
~ ~ / E ~ ~ ~ ~ ~ ~y a~ ~ ~ V 1 1 ~ / ~ ~ \ ~ i ~
~ ~ ~ v / Q l i 3'3 ~ ~ ~ ~ ~ A \ ~ ~ 1 ~ / ~ \ ~ m V ~ 3A0 ~S, \ ~ m 3a
~ ~ ~ ~ \ \ ~ /~C \ I \ ~ S / A3/ / ~ p CI#G2 ~ ~ ~ W gA3 \ ~ CA B!C E_EV.=340.3 \ 1 1 ~ ~
~ ~ ~ 3 s, \ \ ~ 45 / / IkV ELEV. =333,55 \ c 1 / ~
< \ \ / / ~ ~ a~ v ~ / \ ~ ~ TIM ER LEVEL SP R # 1 7 / \ \ ~ \ ~~3~ 30 L.F. -TOP EL 3 4.0 ~ L
^~4„ \ '~F~ / ~ \ SEE ETAIL ShT#28 1 1 ~ 131
~ ASS 0 L \ 1 \ \ 1 1
\ 'ti ~ \ I 1 \ \ 39
~ ~ \ ~ I Z 1 \ ~ a \
~ \J ~ I \ ~ \ w 1 / ~ ,A~ ~ w ~ya\ I n
t ~ FESk3a I NV.OUT= 1.6v ~ ~ C! \ ~F ~ Z 1 / ~ ~ _RM ENT OUTLET IS APArOR / / A~~, \ CLtS ~ S~ONE 1
\ 2 M / \~C A 9W x a". x 22' 7 ~ \ A 1 ~
\ 3~ L 42 RC` ~ 1 I I \ ~ ~ z / / I I I ~ U ~ 33S
\ I 1 / / ~ w c~
SDMriA33A PoM EL=338.0 / V A OUT TDRYBASIN#2 T1G= 0 5k5' OLID CONC. X g / i \ a-
INV. ELEV. =332.0 \ / / \ RIME .=335,4 1 1 ~ ~ V A INV. E V. =332.0
GENERAL CONSTRUCTION AND UTILITY NOTES ~ 1 \ 'ERh'AV~VT OUTLET DISSAPATOR \ FES#G22 w 15' WDOWN ORI IC 1 33 1 ~ I \ NV ~L. 332,5 ~ INV. E_ ~ 5 w ~ (SEED AIL St1T. 28;
N ~ CU55 STONE \ I . EXISTING UNDERGROUND STRUCTURES AND UTILITIES SHOWN ARE BASED 0 \ ~ ~ ~ - w w w TOP OF TIMBER 34.0 V 1 N
I D VEYS AND BEST AVAILABLE RECORD DRAWINGS. THE CONTRACTOR ~3S a ~ _ yr ~ 35LX 22° o F EL 5UR ~50~ ~ SHALL FIELD VERIFY CONDITIONS PRIORTO STARTING CONSTRUCTION AND ` \ ~ ~ ~ / 2 _ T P OF TIMBE 34,0 \ ~ ~ INV. UT=331,0 /
NOTIFY THE ENGINEEROF ANY DISCREPANCIES. ` ~ ~ ~ I V / \ / P~
2. THE CONTRACTOR 5HALL CONTACT NORTH CAROLINA ONE CALL AT I -800-632- 49 0~ ~ DRY BASwa I I ~ \ ~ / \ / Q~ / /
AND THE TOWN OF ZEBULON FOR ASSISTANCE LOCATING EXISTING UTILITIES, 50 iD CONC. BOX
THE CONTRACTOR 5HALL CALL AT LEAST 48 HOURS PRIOR TO ANY DIGGING. e_ =334.5 57 LF 30" RCP `_~~V, =331.50 34~ W PE ANERT' ~SSAPATOR \ / I 1' ~ / C 5~ ONE
3. ALL CONSTRUCTION SHALL CONFORM TO THE TOWN OF ZEBULON STANDARDS ~ 5 ~RAwoowN oR Face ~s'. FL =332.0 AND SPECIFICATIONS. ALL WATER AND SEWER IMPROVEMENTS s_5 FRAIL s~lT. 2e) / 33 33'I ~ 24'L k 22' \ / I I / / D5 10'
SHALL CONFORM TO THE TOWN OF ZEBULON STANDARDS AND SPECIFICATIONS. 'NV,OUT = 33 0 \ I 3A0 / / / \ ~ 33^ / / /
4. ALL CONSTRUCTION WITHIN THE N.C.D.O.T. RIGHT-OF-WAY SHALL CONFORM TO ~ ~ C~3, ~ / 34
N.C.D.O.T. STANDARDS AND SPECIFICATIONS. ~ PERMANEN- o'~'L.R DISSAPAroR CLAS` S'ee`
5. SEE DETNL SHEETS 26 FOR UTILITY CONSTRUCTION DETAILS. aw x z~_ x z2• o 1 DSC- C' ~ / \ /
6. ALL WATER MNNS 5HALL HAVE A MINIMUM OF 3 FEET OF COVER AB ~ \ ~ ~ ~ SS Date: ~
MEASURED FROM FINISHED GRADE AT THE LOCATION WHERE INSTALLED. ~ L ~ 08-15-05
7. SANITARY SEWER 5HALL BE LAID AT LEAST I 0 FEET LATERALLY FROM THE EXISTING OR PROPOSED WATER MAINS UNLESS THE ELEVATION OF THE ` ' , ~ ca e:
TOP OF THE SEWER IS AT LEAST 18 INCHES BELOW THE BOTTOM OF THE ~ . I "=50' 1PS
WATER MAIN WITH A HORIZONTAL SEPARATION OF AT LEAST 3 FEET. ~ / Drawn:
8. WHERE A SANITARY SEWER AND WATER MAINS CROSS, AND THE g / AJ F
VERTICAL SEPARATION IS LESS THAN 18 INCHES OR THE WATER LINE PASSES UNDER THE SEWER, THE SEWER t WATER MAINS 5HALL BE
DUCTILE IRON PIPE FOR A DISTANCE OF I 0 FEET ON EACH SIDE OF THE / / Checked: . _ / /
POINT OF CROSSING. L MVZ \ h / /
9. SANITARY SEWERS SHALL HAVE THE TOP OF PIPE AT LEAST 12 INCHES \ ~ ~ ~ / Pro ect No.
BELOW THE TOP OF THE STORM PIPE WHEN THE HORIZONTAL ~ ~ SEPARATION IS 3 FEET OR LE55 FROM EXISTING OR PROPOSED STORM / L ~ / / / J / / 275-07
SEWER. WHERE A SANITARY SEWER AND A STORM SEWER CROSS, AND ~ m c>7 \ / / Computer Dwg. Name
THE VERTICAL SEPARATION 15 LE55 THAN 12 INCHES, THE SANITARY ~ ~ m SEWER SHALL BE DUCTILE IRON PIPE EQUIVALENT TO WATER MAIN ~ / / I ~ 275-07-GRADING-RENO I O 106
STANDARDS FOR A DISTANCE OF I 0 FEET ON EACH SIDE OF CROSSING. / /
10. TOPOGRAPHIC AND BOUNDARY SURVEY INFORMATION TAKEN FROM I / /
/ NARTH _
SURVEY INFORMATION PROVIDED BY KEN CL05E 5URVEYING, INC. Sheet No:
1 1. ALL SANITARY SEWER SERVICES DEEPER THAN 12-FOOT MUST BE l
DUCTILE OR CAST IRON PIPE. PIPE MATERIAL TRAN5ITIONS ARE 50' 0 50' 100'
NOT ALLOWED WITHIN THE RIGHT OF WAY LIMI75. i m m m m ~M- 1 3
12. ANY PROPOSED SANITARY SEWER MAN HOLE THAT 15 LOCATED OUT5IDE SCALE: I "=50' (Horiz.)
Of A RIGHT-Of-WAY LIMIT MUST BE SEALED AND VENTED IN ACCORDANCE \ 3 i Of
WITH CORPUD DETAILS 5-24 THROUGH 5-27 CONTRACTOR TO VERIFY MANHOLE LOCATION PRIOR TO CONSTRUCTION TO DETERMINE IF APPLICABLE. 33,
Q

/ o ~ J ~ ~ v) \355 Z ~ ~ U' (n ~ lD
GENERAL CONSTRUCTION AND UTILITY NOTES ~ 355 I . EXISTING UNDERGROUND STRUCTURES AND UTILITIES SHOWN ARE BASED ON 8. WHERE A SANITARY SEWER AND WATER MAINS CROSS, AND THE \ Q 2m0~ N O W
FIELD SURVEYS AND BEST AVAILABLE RECORD DRAWINGS. THE CONTRACTOR VERTICAL SEPARATION 15 LE55 THAN 18 INCHES ORTHE WATER LINE ~ i SSA' Qo ~ m ~ 2 N Q
SHALL FIELD VERIFY CONDITIONS PRIOR TO STARTING CONSTRUCTION AND PASSES UNDER THE SEWER, THE SEWER ~ WATER MAINS SHALL BE ~ ~ ~ - ~
N TIFY THE ENGINEER OF ANY D15CREPANCIES. DUCTILE IRON PIPE FOR A DISTANCE OF I 0 FEET ON EACH SIDE OF THE ~ ~ \ \ 0 W ~ ~ ~ POINT OF CROSSING. ~ ~ ro v? QJ \ ~0
2. THE CONTRACTOR SHALL CONTACT NORTH CAROLINA ONE CALL AT i-800-632-4949 ~ I AND THE TOWN OF ZEBULON FOR ASSISTANCE LOCATING EXISTING UTILITIES. 9. SANITARY SEWERS SHALL HAVE THE TOP OF PIPE AT LEAST 12 INCHES ~ ~
THE CONTRACTOR SHALL CALL AT LEAST 48 HOURS PRIOR TO ANY DIGGING. BELOW THE TOP OF THE STORM PIPE WHEN THE HORIZONTAL ~ N ~ ~ \ ~ I I ~ ~ ~ I ~
SEPARATION IS 3 FEET OR LESS FROM EXISTING OR PROPOSED STORM ~ ~ ° 3g5 \ \ ~ ~ 3. ALL CONSTRUCTION SHALL CONFORM TO 7HE TOWN OF ZEBULON STANDARDS SEWER, WHERE A SANITARY SEWER AND A STORM SEWER CR055, AND ~ O ~ \ \ \ ~ I ~ / ~ ~ ~
AND SPECIFICATIONS. ALL WATER AND SEWER IMPROVEMENTS h • O E OF ZEBULON STANDARDS AND SPECIFICATIONS. THE VERTICAL SEPARATION 15 LESS THAN 12 INCHES, THE SANITARY 2 Q ' O ~ ~ \ \ I SHALL CONFORM TO TH TOWN SEWER SHALL BE DUCTILE IRON PIPE EQUIVALENT TO WATER MAIN \ ~ ~ ~2 ~ ~ A \ / / ~ ~ ~ z ~ ~ N / 1 ~ NORTH wC
A A T 2~ ~ o ~ \ \ 4. ALL CONSTRUCTION WITHIN THE N.C.D.O.T. RIGHT-0F W Y SH LL CONFORM 0 STANDARDS FOR A DISTANCE OF 10 FEET ON EACH SIDE OF CROSSING. I`~ w0 N ~ I m / / ~ ~ L l a o ~ ~
N.C.D.O.T. STANDARDS AND SPECIFICATIONS. W \ OQW ~ ~ \ \ ~ I / / o~ o 0 / ~ 2 ~ 3 ~ ~ ~ U
10. TOPOGRAPHIC AND BOUNDARY SURVEY INFORMATION TAKEN FROM ~ Ch ~~2 ~ ~ ~ \ I 5. SEE DETAIL SHEETS 26 FOR UTILITY CONSTRUCTION DETAILS. SURVEY INFORMATION PROVIDED BY KEN CLOSE SURVEYING INC. ? • N ~ u \ I I / ~ ~m O~n 0 0 30 60 ~ / ~
J z 0 ,W~~ \ 6. ALL WATER MAINS SHALL HAVE A MINIMUM OF 3 FEET OF COVER A5 ~ ~ w ~D ~ d Z / ~ ,ww ~ W ~ 0
MEASURED FROM FINISHED GRADE AT THE LOCATION WHERE INSTALLED I I . ALL SANITARY SEWER SERVICES DEEPER THAN 12-FOOT MUST BE ~ 02 ; w \ QO , Jp SCALE: I -30 (1loriz.) o cn
DUCTILE OR CAST IRON PIPE. PIPE MATERIAL TRANSITIONS ARE J ~ ~ ~ i / 7. SANITARY SEWER SHALL BE LAID AT LEAST I 0 FEET LATERALLY FROM THE NOT ALLOWED WITHIN THE RIGHT OF WAY LIMITS. W ~ OQ Z > ~ 2~~ Q W
EXISTING OR PROPOSED WATER MAINS UNLESS THE ELEVATION OF THE ~ , L _ _ _ \ - c~~~20 ~ ~ v z ~ ' I ~ m~'~z m I 3
TOP OF THE SEWER IS AT LEAST 18 INCHES BELOW THE BOTTOM OF THE 12. ANY PROPOSED SANITARY SEWER MAN HOLE THAT IS LOCATED OUTSIDE 353 _ WATER MAIN WITH A HORIZONTAL SEPARATION OF AT LEAST 3 FEET. OF A RIGHT-OF-WAY LIMIT MUST BE SEALED AND VENTED IN ACCORDANCE _ ' o I o 3S3 ~ 0 c>7~
~ \ WITH CORPUD DETAILS S 24 THROUGH 5-27 CONTRACTOR TO VERIFY ~ ~ I i ~ I I w ~ ~W I a ~ OQ 08 w
~ ~ ~ MANHOLE LOCATfON PRIOR TO CONSTRUCTION TO DETERMINE IFAPPLICABLE. - I l~ ~ I n tV ~ ~ \ ~ O a~ ~
m~ ~ ~ ~ i IN I I I I \ 2 u to ~ N I \ W.W. QZ ~ ~ I
t ~ " I I ~ NW W J 1 I ~ 35z I ~
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. OUT• 3 ~ ~ ~ \ \ \ ~ \ ~ NV ~ / ~ rRF£ \ ~ / GENERAL CONSTRUCTION NOTES \ p °X'ST~NG UNDERGROUND STRUCTURES AND UTILT,~., ~„L^~ AR~ BPSED ON
~ ~ w V A ~ ~/,yf \ I w~ v v ~ _ / / ~~~cr 31 ~ A- ` ESC SURVEYS AND BEST AVAILABLE RECORD DRANrNGS ` - .,ONTRACTOR 1 V~ P ~ J
I ~ ~ ~ V AN w ~ ~ ~ F ~ PRIOR TO STARTING CONSTRUCTION MD ~ ~:0~ J ~ d~' ~ ' 5~A_, IE~D VERIFY CONDITIONS S N u~; N g
'vOTIP" TrE ENGINEER OF ANY DISGREPANC E5. ~ = Q'~' W ~ 5 \ ~ =U y N c~.>.
2 T~E CONTRACTOR S'1A._ CONTACT NORTH CARO_ NA ONE CA~_ AT ! -800-632-4949 ~ n- F TAh E _OCA`h6 `_X ST NG UTILITIES. ~ ~ ~0 v a AhL T-° ~~Ah v ZE&~_Oh OR AS515 C
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. 326.E NF RM TO T-IE TOWN OF ZEB,,_ON STANDARDS ~ //~~~~~il M~ ALL coNSrRUCrION snni.L co o ~ I ~
I ~ i ~ ~ PECIFICATIONS. ALL WATER AND SEWER IMPROVEMENTS /I//unlunnuNmulnl AND 5 ~ Sf1ALL CONFORM TO THE TOWN OF ZEBULON STANDARDS AND SPECIFICATIONS.
66tF~40' / BIo- 325.00\ \ - ~ N I ~ J \ ~ ~ DI88PAT~# 4. ALL CONSTRUCTION WITHIN THE N.G.D.O.T. RIGHT-OF-WAY SHALL CONFORM TO \
N ~ / Nv. N- 32L20 o I ~ / • 3n2o\ \ ~ _ ~ / 3.75'Wx75'Lx22'D N.C.D.O.T. STANDARDS AND SPECIFICATIONS.
~ NV. ottT \ \ u~, i m i _ ~ N m 8' pmex• 12~ 5. TOPOGRAPHIC AND BOUNDARY SURVEY INFORMATION TAKEN FROM 1 D50- ,
m`~ a C 4 / 33 ~ \ ` `~~o B/fr .60 / ~ v ~ B Nl~ SURVEY INFORMATION PROVIDED BY KEN CL05E SURVEYING, INC.
~o~ ~ z mom I NV. 32140' I V 6. THERE SHALL BE NO PIACEMENT OF FILL MATERIAL WITHIN I00 YEAR C~OTD(TLE LI16~
FLOODPLNN.
am0 I ~'~I m Aim pz.z . / ~ X 7. CONTRACTOR 15 NOT TO DISTURB WETLANDS ON ROAD "C" UNTIL \
"'om L - - - - ~ J ' - _ ~ FLOODPLAN D ~ ~ goo - - _ _ _ 100 YEAR ~ ~ ALL ACOE AND DWQ PERMITS HAVE BEEN OBTAINED. CONTRACTOR - 15 REQUIRED TO HAVE COPIES OF SUCH PERMITS. L
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1 1 1 1 ~/1 1\ / / Pro ect No.
/ ~ ! 1 1 f 1 1 1 A l in 1 ° I ROODY~AY AREA ~ 1 / ~ / 275-07
~1 ^ / 1 ~ I~ ~ 1 1 f / ~ ~ , , / 1 1 ~ ~ ' N ZONE AE ~ ~ ~.1 ,1 1 1 1 1 1~~ 1
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1 1 ' 1 / / I 1 1 1 ~1 1 1 1 / 1I i i r ~ 1 1 1 / 1 1/ ~ ~ I EW ON LY REV
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TOP OF WEIR = 334.0 12" GALVANIZED SPIKE TOP OF DAM EL.= 337.0 TRASt1 RACK 12..
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6"x6"x8' TREATED TIMBER ONTO 4" DEWATERING CUT SECTION ONLY. EL.= 331.50 cur oFF ANTI-SEEP PIPE. ONCE PERMANENT NOTIFY ENGINEER STORMWATER POND SECTION TRENCr+ TI-SEEP STAINLESS STEEL ~ STEM GUIDES (fl'P.)
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2 PER POST PER COURSE \ ~ \ I'-8" MAX. /o°~o CONSTRUCTION. NTS VALVE. SEE CROSS SECTION FOR RISER DETAIL
TOP OF GRADE- 333.0 V ~~~0 ~ ~ \ / ELEVATION. NTS
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~ GG 2 ~ ~ 5'x5' INSIDE DIM. CLA ~ I"STORAGE VOLUME I ER ~ DIS' CLASS "I" R!P-RAP Wl CAST OPENING ~ ~ ~ Z m
~ RS - 2 4' I DISSIPATOR W Q z Z um 24'Lx 9'Wx 22"D 36" '.D.
1.5 " DRAWDOWN ORIFICE EL.=332.5 a4 ~Fias° RcR cuss ~ w~~ocKlNC "o" RING ~olNr WASHED STONE BOTTOM EL.= 332.0 Z - Q om Z ~ v x
I L 2' u EXTENDED VALVE "
I g" TOP OF GRADE= 333.50 NOTE: 1) INSTALL TEMPORARY NOTE: 2) BASIN TO BE STABILIZED I ~ Z o Z STEM Wl SUPPORT WATERPROOF J
4" THICK coMPACrED FAIRCLOTH SKIMMER WITHIN 14 DAYS OF RISER INVERT ~ INVERT of INVERT OUT=331.5 3' O.C. MASTIC (fl'P.) 0 ro ~ a y' Z
wASHED STONE ~veuNG PAD ONTO 4" DEWATERING CONSTRUCTION. EL.= 332.o cur oFF TI-SEEP STAINLESS STEEL ~ ~ m STEM GUIDES (fYP~) ~
PIPE, ONCE PERMANENT STORMWATER POND SECTION TRENCH ANTI-SEEP I NTS COLLARS 'L~~ POURED IN PLACE ] `v ~
A R HAS BEEN E TABLISHED E I LL COVE S SEE DETAIL EXCAVATE SEDIMENT mis shEET E DETAIL #3 BAR /CAL EACH FACE 4" PLUG VALVE GROUT TO J ~ S SKEET ~ ) CONCRETE COLLAR 4" DIP DEWATERING INVERT - ~ ~ u
Z o- INLET ' 2~~ \ ~ >
6"x6"x8' TREATED TIMBER I z°GALVANIZeo SPIKE FROM POND TO ESTABLISH 3' oN CENTER FINAL GRADES AS SHOWN BASIN CROSS SECTION NOTE: CONCRETE SHALL 9E 3000 PSI @ 28 DAYS INV.IN=332.0 I 36 BARREL _ Z _ REINFORCING STEEL, ASTM A615, GRADE 60: FY- 60.000 PSI I I INV. OUT=332.0
4"x4"x36" TREATED TIMBER AND CLOSE DRAW DOWN VALVE. I "=50' - ~Uu
POST - 8' ON CENTER ANTI-SEEP COLLAR DETAIL INSTALL I.5" PVC DRAWDOWN PIPE OPPOSITE OF DEWATERING
TOP OF WEIR = 340.0 MAINTAIN TIMBERS ON NTS VALVE. SEE CROSS SECTION FOR RISER DETAIL
CONTINUOUS GRADE I'-6" MAX. ELEVATION. NTS
8" GALVANIZED SPIKE I /
2 PER P05T PER COURSE TOP OF GRADE= 338.50 / J~p TOP OF GRADE= 338.40 / GRo
~ ~ ~ / St~aG `~~mmnwiu~~U~~~~~/i
- ~b
10' 4" THICK COMPACTED STEEL ANTI-VORTEX PeaK ~ Rnsn RACK ~ v~ . J PLATE ATTACHED sY PLASTIC SOLUTIONS ~ d~~v
WASHED STONE LrVELING PAD 2' 30" I.D. 2' 30" .D. 2' W/S.S. HARDWARE OR APPROVED EQUAL ~ Q ~ J ZEN
12 COMPACTED EARTt1 TOP OF DAM EL.= 346.80 TRA511 RACK 6~~ TOP OF RISER EL.=345.0 = U :y - y;~.
BACKFILL
d o••.",,
TC° OF RISER `__EV.= 345.0 REINFORCED CONCRETE 'y~r~~h ED CONCRETE WATERPROOF 2, 9'x4' INSIDE DIM. ''~~~innnlnm~
4' MIN. I ~EADWA:_ O~G`_ MASTIC (11'P.) PRE-CAS` CONC.
6"x6"x8' TREATED TIMBER FLARED ENC SECTION - SOL C R 5`_R
TOP OF WEIR = 340.0 2 I ~ FEARED END SECTi MAINTAIN TIMBERS ON ;-~e-~_ 9'X4" INSIDE DIM. ~ DI55 PATORIP-RAP CLA55' I' RIP-RAP WI CAS" OPEN NG - DI551PATOR 30" LD.
CONTINUOUS GRADE 12" GALVANIZ R 5 R 24'L x 9W x 22"D 3' ON GENTf R - _ =~~2.5 P ~s s3 ~F so° RcR 24'L x 9W x 22"D
50'TCM EL.= 342.0 LJ55 3 ~?LOCKiN6 "0" RING JOIN' TOP OF GRADE= 340.0 v !
IL 2 ~ EXTENDED VA~V~E ~
~ NOTE: 1) INSTALL TEMPORARY NOTE: Z) BASIN TO BE STABLIZED I ~ 2' STEM WI SUPPORT WATERPROOF - =RT OUT=341.5 3' O.G. MASTIC (TYP.)
FAIRCLOTH SKIMMER WITHIN 14 DAYS OF 5 wvERT our=341.5 RISER'~wERT ONTO 4" DEWATERING CONSTRUCTION. EL= 3~2.G cur c°= Q STAINLESS STEEL
WASHED STONE roP of GRADE= 33a.5o PIPE E T 5"ORMWATER POND SECTION TRErv~~ ANTI-sEF~ NG s .ONCE PERMAN N coLIARs STEM GUIDES (fYP.) W W
~ COVER HAS BEEN ESTABLISHED Nrs SEE DETAIL POURED IN PLACE Z #3 BAR (fl'PICAL EACH °ACE) CONCRETE COLLAR 4" PLUG VALVE GROUT TO Q
- - - - EXCAVATE SEDIMENT THIS SHEET 4" DIP DEWATERING INVERT DUAL
18„ FROM POND TO ESTABLISH 12° NoT E covcRET E snALL SE 3000 Psl @ z5 DAVS INLET 30" BARREL
FINAL GRADES AS SHOWN BASIN CROSS SECTION 4" THICK COMPACTED REINFORCING STEEL, ASTM A615, GRADE 60: FY- 60,000 PSI INVJN=342.0 I I INV. OUT=341.50 ~ l.L _ n
wASHED sroNE LEVeuNG PAD AND CLOSE DRAW DOWN VALVE. =50' b+-- NSTALL 2.0" PVC DRAWDOWN
6"x6"x8' TREATED TIMBER RISER ANTI-SEEP COLLAR DETAIL ~ Z PIPE OPPOSITE OF DEWATERING ~ z
4"x4"x36" TREATED TIMBER 12" GALVANIZED SPIKE Nrs VALVE. EE E i RISER DETAIL 5 CROSS S CT ON FOR z
POST - 8' ON CENTER 3' ON CENTER ELEVATION. NTS Z - Z
TOP OFWEIR = 340.0 O
MAINTAIN TIMBERS ON U J
CONTINUOUS GRADE CJ"~_ET PIPE 8" GALVANIZED SPIKE a ~
2 PER POST PER COURSE I~ oL ~ m NOT RELEASED W uJ
I'-6" MAX. INVERTED TOP OFGRADE= 339.0 / DRAW DCWN . , I- N
RIFICE ~ ~ ~ TOP OF GRADE= 338.50 / Q C LEVEL SPREADER FOR CONSTRUCTION _ _ Q
/ D~O~N SEE DETAIL Tfils Sr1EEF ~ / ~~~~G .r, r ~ F' li`l ~.~C11Ef~4til ~t'~ {I ~~pt
~ DRAW DOWN PIPE °EN'~RATED P`~ r; ~~~~yp ~~~~~±T~~~-a ~~~;~tib4f ~i =.t~ (1 ~~..-~lY!~I tf ~`l E~.`91~{y. z
THROUGH STORM BCx KO k:11:'"~~~'
4"THICK COMPACTED (SEE BA51N DETAIL FCR SIZE) ~ PrC WASHED STONE LEVELING PAD ti0 ~ L... ~ of s ~ W \ ~ - oL
12" 2C ~tt 'f" 11
COMPACTED EARTH ,~0 KG BACKFILL O ! i F
Q P~ ~0 a U 1
0 w
~v
A EI LL
s f~ T~i.:l~' t~s:f~? iP`~Ht ~ 'nl~t° Date: _ P..
6'k6"x6' TREATED TIMBER ~ - 08/ 15/05
POST - 6' ON CENTER Gain t1Gt "rr;,- Scale:
N-s REDUCER A5 REQUIRE) - - NIA
FOR DRAW DOWN PI?~ 6"x6"x8' TREATED TIMBER ~~~G t~~-t~ t',r~
~~:i~~ +"ft"~t:"i;pf''~lc;~l~,lt", Drawn: ~ FES # PIPE 51ZE B D W d RIP RAP w
TOP OFWEIR = 334.5 ~ 10" PVC MAINTAIN TIMBERS ON 12" GALVANIZED SPIKE 0 TE`_ 10" PVC SCr' 4G - AJF
CONTINUOUS GRADE 3' ON CENTER NAME I N PT I N FT I N P`f PT Checked.
2'-6" MAX. p CAP END /UN D3 15 5' 12" 4' 6" CLASS A 4' MVZ
A5 15 7.75' 22" 4' 6" CLASS 8 3,75' ProectNo.
~~itj0 8 GALVANIZED SPIKE _ _ _ ~ J 275-07
2 PER P05T PER COURSE TOP OFGRADE= 331.50
. ~ Computer Dwg. Name
TOP OF GRADE= 333.5 8'-O" 8'-O" 275-07-EC-DETAILS-RENO I 0 106 !~T ~ gar v=f;~.
WEIR WEIR 4" THICK COMPACTED i~.'._."'"'"".~ '~1~
n r~ n G~~
51 WAnrtu 5 UNr LtvtL NV rAU ( ` 11 1 A 11 Sheet No: Df o'
12" COMPACTED EARTH
BACKFILL CJ" PIPE IN
VPIPE 5tIAL- BE LAID r'A_P FOR WEIR ON FLAT SLOPE 1ri~ rs t3ss RED Pap
I I
WALL NTs PERMANENT LEVEL 5PREADEK- Of