20080495 Ver 1_Stormwater Plans_20080314

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Stormwater, Process Wastewater &
Erosion Control Analysis 0 4 9 5

Jenco Concrete Plant
Three Sisters Road
Wake. County, North Carolina
Prepared for:
Jenco Concrete, Inc.
©Kimley-Hom and Associates, Inc., 2008
U LS V R\:! I UR
MAR 1 4 2008
DENR iNATER 4'A"'
y1,'ETIANDS AND ST TER BRANCH
? ? ? Kimley-Horn
and Associates, Inc.

JENCO CONCRETE PLANT
THREE SISTERS ROAD
WAKE COUNTY, NORTH CAROLINA
STORMWATER, PROCESS WASTEWATER &
EROSION CONTROL ANALYSIS
Prepared for:
JENCO CONCRETE, INC.
Prepared by:
KIMLEY-HORN AND ASSOCIATES, INC.
P. O. BOX 33068
RALEIGH, NORTH CAROLINA 27636
1T l CAR Y

MARCH 2008
012858000
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This document, together with the concepts and designs presented herein, as an instrument of service, is intended
only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this
document without written authorization and adaptation by Kimley-Horn and Associates, Inc. shall be without
liability to Kimley-Horn and Associates, Inc.

TABLE OF CONTENTS

OVERVIEW
FIGURES

- USGS QUADRANGLE MAP
PRE-DEVELOPMENT DRAINAGE AREA MAP

POST-DEVELOPMENT DRAINAGE AREA MAP

- SOIL CLASSIFICATIONS
a USDA SOIL SURVEY MAP
SOIL CLASSIFICATION SUMMARY
EROSION CONTROL CALCULATIONS
SEDIMENT BASIN DESIGN CALCULATIONS
RIP RAP APRON CALCULATIONS
WATER QUALITY & PROCESS WASTEWATER TREATMENT
AGGREGATE PIT AND SETTLING CHAMBER DESIGN SUMMARY
STOKES LAW CALCULATIONS
WET DETENTION BASIN DESIGN SUMMARY
NITROGEN EXPORT CALCULATIONS
WATER QUANTITY
STORMWATER RUNOFF SUMMARY
PRE-DEVELOPMENT STORMWATER CALCULATIONS
POST-DEVELOPMENT STORMWATER CALCULATIONS
APPENDICES
APPENDIX A: DWQ ON-SITE DETERMINATION FOR APPLICABILITY OF THE NEUSE
BUFFER RULES
APPENDIX B: DRAFT STORMWATER POLLUTION PREVENTION PLAN
APPENDIX C: FORTRANS PH MONITORING SYSTEMS LITERATURE
APPENDIX D: FLOOD STUDY
OVERVIEW
- Background
This report outlines the Stormwater, Process Wastewater and Erosion Control Plan for the Jenco
Concrete Plant in Wake County, North Carolina. The proposed plant will be located at 512 Three Sisters
Road southwest of the US-64 bypass and US-64 Business interchange east of Knightdale, North
• Carolina. The project encompasses approximately 5.97 total acres and will consist of a ready mixed
concrete plant, raw material storage areas, process wastewater and stormwater treatment facilities, plant
operations building and all associated utilities and parking. Stormwater and process wastewater will be
- treated in accordance with NCDENR, NPDES and Wake County regulations. Throughout this report,
runoff from the concrete plant and truck wash down area is referred to as "process wastewater".
Stormwater runoff generated from stockpile areas, parking and maintenance areas is simply referred to as
• "stormwater". Each type of runoff will be treated separately.
Existing Conditions
. The site is currently wooded and has an existing creek running through the center of the property. The
existing creek conveys runoff from an upstream drainage area of approximately 58 acres and discharges
from the site through an existing 30-inch CMP which runs under the adjacent railroad tracks.
Throughout this report this discharge point is referred to as Point of Interest "A" (POI-A). There are also
- existing drainage ditches along Three Sisters Road that convey offsite runoff from an additional 38.60
acres. Runoff from this drainage area travels through an existing onsite drainage ditch and leaves the site
at POI-A.
• Soils
The Wake County soils survey indicates that Appling sandy loam (ApB, ApB2, ApC2 and ApD), Colfax
sandy loam (CnA), and Worsham sandy loam, (Wy) are present onsite. The Appling sandy loam is
classified as hydrologic soil group B, the Colfax series is classified as hydrologic soil group C and the
Worsham sandy loam is classified D according to the USDA.
• Areas of non-flood hazard prone soils have been identified in order to locate suitable areas for a septic
field. These have been delineated and are shown on the Pre-Development Drainage Area Map in the
Figures section of this report.
- Existing Wetlands and Streams
The proposed development will impact approximately 475 linear feet of the existing onsite creek. The
i Division of Water Quality (DWQ) and the United States Army Corp of Engineers (USACE) have
conducted field visits and have determined that the existing creek is an unimportant stream feature and is
not subject to Neuse River Basin Rules. A 60-inch RCP is proposed to convey the existing creek through
- the site. The applicant will apply for a 401 Water Quality Certification. There are no existing wetlands
• onsite.
Water Quality
• The proposed stormwater plan divides the site water quality treatment into two drainage areas. The
western portion of the site consists of the plant operations building, parking areas and the driveway from
Three Sisters Road. This portion of the site will sheet flow into a proposed grass swale that will
discharge into a vegetated buffer and be conveyed to POI-A through an existing vegetated ditch.
Drainage will flow through approximately 615 feet of vegetated cover before exiting the site.
- The other drainage area consists of everything east of the plant operations building. This area includes
all of the concrete plant equipment and raw material storage areas. Stormwater runoff from the concrete
plant and truck wash down area is considered process wastewater due to its pH and must be treated by
- devices designed to comply with NPDES general permit NCG140000. Stormwater runoff and truck wash
i down from this area will drain into an aggregate pit and through a settlement chamber. The aggregate pit
will allow larger solids to settle before runoff enters the settlement chamber. The settlement chamber is
sized to hold the volume of runoff from the 10-year storm from the concrete plant and truck wash down
- area. Connected to the settlement chamber will be a Fortrans monitoring device that records the pH of
the runoff and treats the water as necessary to maintain a pH level compliant with general permit
NCG140000. Water then flows from the settlement chamber through a weir to a wet detention basin.
- The wet detention basin will provide the storage needed to control post-development peak flow
• discharges and allow additional settlement of solids. The basin will provide 85% TSS removal for
aggregate stockpile areas and other areas of the site where high TSS is an issue. To ensure that 85% TSS
removal is achieved, the entire 10-year storm will draw down through a 1-inch orifice in the pond outlet
. structure. The wet detention pond will reduce nitrogen loading rates for the site below the required 10
• lb/ac/yr per the Neuse Stormwater Rules. A buy down payment will be made to the NCEEP to reduce the
site nitrogen loading from 10 to 3.6 lb/ac/yr.
i Water Quantity
The wet detention pond reduces post-development runoff rates to pre-development levels for the 1-year
- storm in accordance with Wake County regulations.
The majority of offsite drainage flowing through the site is conveyed through a proposed 60" RCP.
Drainage swales have also been included to bypass offsite drainage around the wet detention pond. A
- flood study has been prepared to size the bypass system and to analyze the projected backwater areas
- generated at the entrance of the proposed 60" RCP and the existing 30" CMP located at POI-A. The
projected backwater elevation at the inlet of the 60" RCP elevation during the 100-year storm is
- approximately 261.00. The area delineated by this elevation requires that a drainage easement is
- obtained from the upstream property owners. This proposed easement is shown on the Post-
Development drainage area map found in the Figures section of this report. The existing 30" CMP is
undersized and creates approximately 11 feet of headwater during the 100-year storm event. The
- projected backwater elevation at this location for the 100-year storm is approximately 260.39. The site
- plan has been developed to avoid flooding of all onsite facilities during the 100-year storm event.
Erosion Control
Erosion control measures have been designed in accordance with Wake County erosion control standards
to minimize sediment laden runoff. Silt fence will be installed along the low sides of the site. Tree
- protection fence will also be provided where necessary. Sediment basins and diversion ditches will be
- utilized as necessary during grading operations.
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• Conclusion
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• Based on the analyses provided herein, the proposed stormwater and erosion control measures designed
• for the Jenco Concrete Plant will be adequate to address the requirements of Wake County and
NCDENR.
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FIGURES
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SOIL CLASSIFICATIONS
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Soil Map-Wake County, North Carolina
Map Unit Legend
Jenco Concrete
Wake County, North Carolina (NC183)
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
ApB Appling sandy loam, 2 to 6 3.6 3.3%
percent slopes
ApB2 Appling sandy loam, 2 to 6 45.9 42.4%
percent slopes, moderately
eroded
ApC2 Appling sandy loam, 6 to 10 24.7 22.8%
percent slopes, moderately
eroded
ApD Appling sandy loam, 10 to 15 8.1 7.5 /o
percent slopes
CnA Colfax sandy loam, 0 to 3 13.6 12.5%
percent slopes
WyA Worsham sandy loam, 0 to 3 12.4 11.4%
percent slopes
Totals for Area of Interest (AOI)
108.2
100.0%
U` Natural Resources
Conservation Service
Web Soil Survey 2.0
National Cooperative Soil Survey
7/6/2007
Page 3 of 3
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EROSION CONTROL
CALCULATIONS
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CKimley-Horn
and Associates, Inc.
EROSION CONTROL CALCS (CUSTOM BASINS)
Project Information
Project Name: _ Jenco Ready Mixed Concrete Plant
KHA Project #: 12858000
Designed by: JCA Date: 2/28/2008
Revised by: Date:
Checked by: CMD Date: 2128/2008

Custom Sediment Basin #1
Drainage Area Total, AT= 1.06 Ac
Disturbed, AD= 1.06 Ac
10-year Runoff (Qto) C = 0.40
To = 5.00 min
Ito = 7.22 in/hr
Qto = 3.1 cis
Surface Area Required SA = 435sf x Q10
SA = 1,332 sf
Volume Required VR = 1800 cf/Ac x AD
VR = 1,908 cf
Sediment Trap Dimensions L= 60 ft (Spillway Length)
W = 30 ft (Spillway Width)
D= 2.5 ft (Depth of Storage)
Side Slopes = 3 :1
Lto =
Ltop = 69 ft
Lbot = 45 ft Wto Wbot
Wtop= 39 It Lbot=
Wbot= 15 ft
L/W Ratio= 2.0 :1 (must be 2:1 to 6:1)
Elevations Description Elevation
Top of Berm 256.00 (allow 1ft freeboard above spillway flow height)
Emergency Spillway 254.50
Cleanout Mark 253.25 (half of storage height)
Bottom 252.00
Provided SAP= 1,800 sf > 1,332
Vp = 3,093.8 cf > 1,908
Emergency Spillway - 25 Year Si 125 = 8.19
Q26 = 3.47 cfs
h= 0.5 It
Cw = 3.0
Lw= 4 ft (sized to pass Q25)
`USE 6 FT MINIMUM
C I7 Kimley-Horn
and Associates, Iric.
EROSION CONTROL CALCS (CUSTOM BASINS)
Project Information
Project Name: Jenco Ready Mixed Concrete Plant
KHA Project #: 12858000
Designed by: JCA Date: 2/28/2008
Revised by: Date:
Checked by: CMD Date: 2/28/2008

Custom Sediment Basin #2
Drainage Area Total, AT= 1.20 Ac
Disturbed, Ac= 1.20 Ac
10-year Runoff (Qto) C= 0.40
Tc = 5.00 min
Ito = 7.22 in/hr
Qtn = 3.5 cfs
Surface Area Required SA = 435sf x Qto
SA= 1,508 sf
Volume Required VR = 1800 cf/Ac x AD
VR = 2,160 cf
Sediment Trap Dimensions L= 60 It (Spillway Length)
W = 30 ft (Spillway Width)
D = 3 ft (Depth of Storage)
Side Slopes = 3 :1
Lto =
Ltop = 69 ft
Lbot= 45 ft Wto Wbot
Wtop= 39 ft Lbot=
Wbot= 15 ft
L/W Ratio= 2.0 :1 (must be 2:1 to 6:1)
Elevations Description Elevation
Top of Berm 256.00 (allow 1ft freeboard above spillway flow height)
Emergency Spillway 254.50
Cleanout Mark 253.25 (half of storage height)
Bottom 252.00
Provided SAP= 1,800 sf > 1,508
VP = 3,094 cf > 2,160
Emergency Spillway - 25 Year Si 125 = 8.19
Q25 = 3.93 cfs
h= 0.5 ft
Cw = 3.0
Lw= 4 ft (sized to pass Q25)
`USE 6 FT MINIMUM
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/? Kimley-Horn
I , I , and Associates, Inc.
EROSION CONTROL CALCS (CUSTOM BASINS)
Project Information
Project Name: Jenco Ready Mixed Concrete Plant
KHA Project #: 12858000
Designed by: JCA Date: 2/28/2008
Revised by: Date:
Checked by: CMD Date. 2/28/2008

Custom Sediment Basin #3 (Proposed Wet Detention Pond)

Drainage Area Total, AT= 2.31 Ac
Disturbed, Ao= 2.31 Ac
10-year Runoff (Q10) C = 0.85
Tc = 5.00 min
110 = 7.22 in/hr
Q10 = 14.2 cfs
Surface Area Required SA = 435sf x Q10
SA= 6,167 sf
Volume Required VR = 1800 cf/Ac x Ao
VR = 4,158 cf
Sediment Trap Dimensions L = 100 ft (Spillway Length)
W = 66 ft (Spillway Width)
D = 9 ft (Depth of Storage)
Side Slopes = 3 :1
Lto °
Ltop = 112 ft
Lbot= 46 ft Wtro Wbot
WWI, = 78 ft Lbot
Wbot= 12 ft
LIW Ratio= 1.5 :1 (must be 2:1 to 6:1)
Elevations Description Elevation
Top of Berm 265.00 (allow 1ft freeboard above spillway flow height)
Emergency Spillway 263.00
Cleanout Mark 258.50 (half of storage height)
Bottom 254.00
Provided SAP= 6,600 sf > 6,167
VP = 32,184 cf > 4,158
Emergency Spillway - 25 Year S1 125 = 8.19
Q26 = 16.08 cfs
h = 0.5 ft
Cw = 3.0
LH,= 16 ft (sized to pass Q25)
KimleyHorn
and Associates, Inc. Sheet No.
Job Subject Job No.
Designed by Date Checked by Date

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- Rcv. 12N3
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NEW YORK DOT DISSATOR METHOD
FOR USE IN
(Source: "Bank and channel lining procedures", New York Department
of Transportation, Division of Design and Construction, 1971.)
Note: To use the following chart you must know:
(1) Q full capacity
(2) Qto
(3) V full
(4) Vto
where Q = discharge in cfs and V = Velocity in FPS.
ESTIMATION OF STONE SIZE AND DIMENSIONS FOR
CULVERT APRONS
Step 1) Compute flow velocity Vo at culvert or paved channel outlet.
Step 2) For pipe culverts Do is diameter.
For pipe arch, arch and box culverts, and paved channel outlets,
Do=Ao, where A: cross-sectional area of flow at outlet.
For multiple culverts, use Do=1.25xDo of single culvert.
Step 3) For apron grades of 10% or steeper, use recommendations
For next higher zone. (Zones 1 through 6).
25
20
? 15
tL
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H
U
O 10
w
,
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0' S'
Figure 8.06.b.1
10' 10 -
DIAMETER (Ft.)
8.06.5

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• 8.06.6
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1#1
W
Z
nn
A N rf APRON
to PROTECT CLAVERT TO PREVENT SCOUR
APRON MATERIAL HOLE USE L2 ALWAYS
L1 L2
1 STONE FILLING (FINE) CL. A I 3 x Do 4 x Do
2 STONE FILLING (LIGHT) CL B 3 x Do 6 x Do
3 STONE FILLING (MEDIUM) CL 1 4 x Do 8 x Do
4 STONE FILLING (HEAVY) CL 1 4 x Do 8 x Do
5 STONE FILLING (HEAVY) CL 2 5 x Do 10 x Do
6 STONE FILLING (HEAVY) CL. 2 6 x Do 10 x Do
7 SPECIAL STUDY REQUIRED (ENERGY DISSIPATORS, STILLING
BASIN OR LARGER SIZE STONE).
Fig. 8.06.b.2
Width = 3 times .pipe dia. (min.)
DETERMINATION OF STONE SIXES FOR DUMPED STONE
CHANNEL LININGS AND REVETMENTS
Step 1) Use figure 8.06.b.3 to determine maximum stone size (e.g. for 12
Fps=20" or 550 lbs.
Step 2) Use figure 8.06.b.4 to determine acceptable size range for stone
(for 12 FPS it is 125-500 lbs. for 75% of stone, and the maximum
and minimum range in weight should be 25-5001bs.)
Note: In determining channel velocities for stone linings and revetment, use
the following coefficients of roughness:
Diameter Mannin's Min. thickness
(inches) "n" . of lining (inches)

Fine 3 0.031 9 12
Light 6 0.035 12 -M s'
Medium 13 0.040 13 24
Hea,,y 23 0.044 30 36
(Channels) (Dissapators)
Rcv. 12M
3
WATER QUALITY & PROCESS
WASTEWATER TREATMENT
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? ? Kimley-Horn
and Associates, Inc. Sheet No. of
Job J
d Subject '-4 Job No.
Designed by - F " Date Checked by Date
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Stokes Law Summary
Diameter of particle removed based on the Terminal
Velocity (vt) for the pond below 40 microns
Terminal Velocity (vt) 0.00125579 ft/s
(Based on particle size 108.4999 ft/d
above)
Settlement Chamber Dimensions:
Length 30 ft
Depth 4.5 ft
Top Width 20 ft
X-section 90 ft"2
bottom width 20 ft
side slopes 1
volume 2700 ft^3
Discharge from Plant & Truck Wash Down
Production water 2000 gpd
Volume of runoff for 10-yr storm 2580 cf
Total Discharge used for design 21298 gpd
2847 ft^3/d
0.0330 ft^3/s
Settling provided by above Chamber:
Detention time 0.9482 d
Terminal Velocity (vt) 108.4999 ft/d
Depth particles settle given detention Time 102.8840 ft
Conclusion:
During maximum operating conditions all particles greater than 40 microns
will be removed in the TSS Chamber.
P-Z/, Kiley-Ham
and Assodales, Inc.
Project Information
Site Information
Required Surface Area
Project Name: Jenco Concrete
KHA Project #: 012858000
Designed by: JCA Date: 2/25/2008
Revised by: Date:
Revised by: Date:
Checked by: Gry, Date: p J
Sub Area Location: Post-400 & Wash Down
Drainage Area (DA) = 1.76 Acres
Impervious Area (IA) = 1.42 Acres
Percent Impervious (1) = 80.7 %
Permament Pool Depth: 4 ft
SA/DA = 2.80 (85% TSS Removal via Pond)
Min Req'd Surface Area = 2147 sf (at Permanent Pool)
Required Storage Volume:
Elevations
WET DETENTION BASIN
Top of Pond Elevation = 265.00 ft
Temporary Pool Elevation = 263.50 ft (Riser Elev.)
Permanent Pool Elevation = 258.00 ft ( 1 in. Orifice Elev. )
Bottom of Pond Elevation = 254.00 It
Wet Basin Areas/Volumes
Area @ Top of Temporary Pool = 7081 sf (Elev = 263.50)
Area @ Top of Permanent Pool = 2150 sf (Elev = 258.00)
Design Storm = 1 inch (Project Does Not Drain to SA waters)
Determine Rv Value = 0.05 + .009 (1) = 0.78 in/in
Storage Volume Required = 4959 of (above Permanent Pool)
Volume of Temporary Storage = 24027, cf Perm. Pool Elev (258') to Riser Elev (263.5'))
Side Slopes of Pond = 3 : 1
Is Permanant Pool Surface Area Sufficient (yes/no)?
Orifice Sizing
Yes ( 2150 > 2147 ) sf
Volume of Storage for V Storm = 24027 Yes ( 24027 > 4959 ) cf (Elevation 258' to 263.5' )

Q2 Daye= 0.029 cfs (Flowrate required for a 2 day drawdown)
Q5Deys= 0.011 cfs (Flowrate required for a 5 day drawdown)
Orifice Size = 1.00 in (Diameter)
Q Orifice ° 0.026 cfs
Drawdown Time = 2.2 days
less than 5 days (yes/no) ? Yes
greater than 2 days (yes/no) ? Yes
Anti-Flotation Device
Riser Width = 4 ft
Riser Length = 4 ft
Top Riser Elev. = 263.50
Bottom Riser Elev. = 254.00 ft
Height of Riser = 9.50 ft
Area of Riser = 16.0 sf (Water Displaced)
Volume of Riser = 152.0 cf (Water Displaced)
Factor of Safety = 1.3
Weight = 9484.8 Ibs
Weight Req'd from Anti-Flotation Device = 12330.2 Ibs
'Weight of Riser = 3536.9 Ibs (Volume Riser Wall Buoyant Wt.)
Additional Volume of Concrete Req'd = 100.4 cf (Buoyant Wt Concrete = (150-62.4) pcf)
Vol. of Anti-flotation 7'x7'x2.5' Deep Conc. Slab = 122.5 cf
Is the Anti-flotation Device Sufficient (yes/no)? YES
'Assume 6" riser wall thickness with buoyant weight of concrete = (150-62.4) pcf
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PRE-DEVELOPMENT
STORMWATER CALCULATIONS
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PRE 100 POI_A
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• Type.... Master Network Summary Page 1.01
Name.... Watershed
• File.... K:\RAL_LDEV\012858000 Jenco\Stormwater\PdPK\Pre-JCA.ppw
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• MASTER DESIGN STORM SUMMARY

•
• Network Storm Collection: Raleigh, NC
•
Total
• Depth Rainfall
Return Event in Type
• ------------ --
- -
- ------

• 1 3.0000 Synthetic Curve
2 3.6000 Synthetic Curve
• 10 5.3800 Synthetic Curve
100 8.0000 Synthetic Curve
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•
RNF ID
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
• MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
• (*Node=Outfall; +Node=Diversion;)
• (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
•
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- Return HYG Vol
Node ID Type Event cu.ft Trun
• ------------- ---- ---- ------ ---------- --
*POI-A JCT 1 15453
• *POI-A JCT 2 23158
*POI-A JCT 10 50244
*POI-A JCT 100 96588
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PRE-100 AREA 1 15453
• PRE-100 AREA 2 23158
PRE-100 AREA 10 50244
. PRE-100 AREA 100 96588
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Max
Qpeak Qpeak Max WSEL Pond Storage
hrs cfs ft cu.ft
---------
12.1500 -------- -------
3.73 <-- yam ------------
s?or ??
12.1500 5.94
12.1000 13.70
12.1000 26.83
12.1500 3.73
12.1500 5.94
12.1000 13.70
12.1000 26.83
• SIN: DAYXYWJJ6M83
- Bentley PondPack (10.00.027.00) 1:26 PM
•
•
Bentley Systems, Inc.
2/13/2008
Type.... Design Storms
Name.... Raleigh, NC
Page 3.01
File.... K:\RAL LDEV\012858000 Jenco\Stormwater\PdPK\Pre-JCA.ppw
Title... Project Date: 7/6/2007
Project Engineer: JPK
Project Title: Jenco- Concrete Plant
Project Comments:
512 Three Sisters Road Knightdale
DESIGN STORMS SUMMARY
Design Storm File,ID = Raleigh, NC
Storm Tag Name = 1
Data Type, File, ID =
Storm Frequency =
Total Rainfall Depth=
Duration Multiplier =
Resulting Duration =
Resulting Start Time=
Synthetic Storm TypeII 24hr
1 yr
3.0000 in
1
24.0000 hrs
.0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 2
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.6000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 10
Data Type, File, ID =
Storm Frequency =
Total Rainfall Depth=
Duration Multiplier =
Resulting Duration =
Resulting Start Time=
Synthetic Storm TypeII 24hr
10 yr
5.3800 in
1
24.0000 hrs
.0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 100
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 8.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN: DAYXYWJJ6M83 Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:26 PM 2/13/2008
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Type.... Tc Calcs
Name.... PRE-100
File.... K:\RAL_LDEV\012858000 Jenco\Stormwater\PdPK\Pre-JCA.ppw
.........................................................
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: TR-55 Sheet
Mannings n .6000
Hydraulic Length 100.00 ft
2yr, 24hr P 3.6000 in
Slope .051000 ft/ft
Avg.Velocity .09 ft/sec
Segment #1 Time: .3210 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 138.00 ft
Slope .056000 ft/ft
Unpaved
Avg.Velocity 3.82 ft/sec
Segment #2 Time: .0100 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Shallow
Hydraulic Length 195.00 ft
Slope .092000 ft/ft
Unpaved
Avg.Velocity 4.89 ft/sec
Page 5.01
Segment #3 Time: .0111 hrs
------------------------------------------------------------------------
S/N: DAYXYWJJ6M83
Bentley PondPack (10.00.027.00)
1:26 PM
Bentley Systems, Inc.
2/13/2008
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Type.... Tc Calcs
Name.... PRE-100
Page 5.02
File.... K:\RAL_LDEV\012858000 Jenco\Stormwater\PdPK\Pre-JCA.ppw
Segment #4: Tc: TR-55 Shallow
Hydraulic Length 81.00 ft
Slope .057000 ft/ft
Unpaved
Avg.Velocity 3.85 ft/sec
Segment #4 Time: .0058 hrs
------------------------------------------------------------------------
Segment #5: Tc:
Flow Area
Wetted Perimeter
Hydraulic Radius
Slope
Mannings n
Hydraulic Length
TR-55 Channel
3.7500 sq.ft
9.16 ft
.41 ft
.020000 ft/ft
.0800
150.00 ft
Avg.Velocity 1.45 ft/sec
Segment #5 Time: .0287 hrs
------------------------------------------------------------------------
Total Tc: .3766 hrs
S/N: DAYXYWJJ6M83
Bentley PondPack (10.00.027.00)
1:26 PM
Bentley Systems, Inc.
2/13/2008
Type.... Runoff CN-Area
Name.... PRE-100
Page 6.01
File.... 1<.:\RAL_LDEV\012858000 Jenco\Stormwater\PdPK\Pre-JCA.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface
------------- Description
------ CN acres oC oUC CN

Impervious Ar ------
eas - Paved ------- -
parking to ---
98 ---------
.150 ----- ----- ------
98.00
Woods - grass combination - good 58 2.640 58.00
Woods - grass combination - good 72 .440 72.00
Woods - grass combination - good 79 2.730 79.00
COMPOSITE AREA & WEIGHTED CN ---> 5.960 =.66(70)
SIN: DAYXYWJJ6M83 Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:27 PM 2/13/2008
POST-DEVELOPMENT
STORMWATER CALCULATIONS
POST-400 POST-100
qaa" qaa?.
Addl- ink 50 Route 10 w Route 20 W Route 30
WASHDOWN AGG PIT SETT. CHAMBER WET POND POkA
POST-200
g0
aau??
P
Addlink 40
POST-30
Type.... Master Network Summary Page 2.01
Name.... Watershed
File.... K:\RAL LDEV\012858000 Jenco\Stormwater\PdPK\Post.ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Raleigh, NC
Total
Depth Rainfall
Return Event
------------ in
-- Type RN F ID

1 ----
3.0000 ---------
Synthetic -------
Curve -------
TypeII ---------
24hr
2 3.6000 Synthetic Curve TypeII 24hr
10 5.3800 Synthetic Curve TypeII 24hr
100 8.0000 Synthetic Curve TypeII 24hr
---------------------------
ICPM CALCULATION TOLERANCES
Target Convergence= .000 cfs +/-
Max. Iterations = 35 loops
ICPM Time Step = .0500 hrs
Output Time Step = .0500 hrs
ICPM Ending Time =
------------------- 35.0000
---------- hrs
--
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID
-----------
------ Type
---- Event
------ cu.ft Trun
---------- -- hrs
--------- cfs
-------- ft
-------- cu.ft

AGG
PIT
POND
1
1305
11.9000
.49 ------------
AGG PIT POND 2 1588 11.9000 .59
AGG PIT POND 10 2427 11.9000 .89
AGG PIT POND 100 3662 11.9000 1.33
AGG PIT OUT POND 1 306 13.4500 .02 265.50 1002
AGG PIT OUT POND 2 589 12.1500 .09 265.52 1008
AGG PIT OUT POND 10 1427 12.0000 .68 265.65 1061
AGG PIT OUT POND 100 2662 12.0000 1.14 265.75 1101
SIN: DAYXYWJJ6M83 Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:17 AM 3/7/2008
•
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• Type.... Master Network Summary Page 2.02
Name.... Watershed
• File.... K:\RAL_LDEV\012858000 Jenco\Stormwater\PdPK\Post.ppw
•
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• ---- ------------ ---- -------- ---
ICPM CALCULATION TOL ERANCES
• -------------------- -------- ---
Target Convergence= .000 cfs +/-
• Max. Iterations 35 loops
• ICPM Time Step .0500 hrs
Output Time Step _ .0500 hrs
• ICPM Ending Time =
-------------------- 35.0000
-------- hrs
---
•
• MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
•
(*Node=Outfall; +Node=Diversion;)
• (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
•
•
• Return HYG Vol
Node ID Type Event cu.ft Trui
• --------- -------- ---- ------ -- -------- --
*POI-A JCT 1 18300 R
• *POI-A JCT 2 24798 R
*POI-A JCT 10 47003 R
• *POI-A JCT 100 96676 R
•
POST-100 AREA 1 12142
• POST-100 AREA 2 17064
POST-100 AREA 10 33375
• POST-100 AREA 100 59793
• POST-200 AREA 1 658
• POST-200 AREA 2 1020
POST-200 AREA 10 2331
• POST-200 AREA 100 4635
• POST-300 AREA 1 1344
POST-300 AREA 2 2168
• POST-300 AREA 10 5255
• POST-300 AREA 100 10843
• POST-400 AREA 1 13905
POST-400 AREA 2 17354
• POST-400 AREA 10 27709
POST-400 AREA 100 43086
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SIN: DAYXYWJJ6M83
• Bentley PondPack (10. 00.027.00)
•
•
Max
Qpeak Qpeak Max WSEL Pond Storage
hrs cfs ft cu.ft
---------
12.1000 -------- ---
3.55-- --- ------------
-y?
12 . 1000 5.28 f v nr
12.1000 11.05
12.1000 24.00
12.1500 3.08
12.1500 4.42
12.1500 8.77
12.1000 15.67
12.0500 .21
12.0000 .35
12.0000 .85
12.0000 1.72
12.1000 .34
12.0500 .62
12.0500 1.70
12.0500 3.62
11.9000 5.61
11.9000 6.92
11.9000 10.78
11.9000 16.38
Bentley Systems, Inc.
10:17 AM 3/7/2008
•
F---1
L---A
• Type.... Master Network Summary Page 2.03
Name.... Watershed
• File.... K:\RAL_LDEV\012858000 Jenco\Stormwater\PdPK\Post.ppw
•
• -------------- -------- ---
ICPM CALCULATION TOLERANCES
• -------------------- --------- --
Target Convergence .000 cfs +/-
• =
Max. Iterations 35 loops
• ICPM Time Step = .0500 hrs
Output Time Step = .0500 hrs
• ICPM Ending Time = 35.0000 hrs

• -------------------- --------- --
• MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
•
(*Node=Outfall; +Node=Diversion;)
• (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
•
•
• Return HYG Vol
Node ID Type Event cu.ft Trur
• ----------------- ---- ------ -- --------
SETT. CHAMBER POND 1 306
• SETT. CHAMBER POND 2 589
• SETT. CHAMBER POND 10 1427
SETT. CHAMBER POND 100 2662
•
SETT. CHAMBEROUT POND 1 0
• SETT. CHAMBEROUT POND 2 0
SETT. CHAMBEROUT POND 10 0
• SETT. CHAMBEROUT POND 100 0
• WASHDOWN AREA 1 1305
• WASHDOWN AREA 2 1587
WASHDOWN AREA 10 2426
• WASHDOWN AREA 100 3662
• WET POND POND 1 13905
WET POND POND 2 17355
• WET POND POND 10 27710
- WET POND POND 100 43086
• WET POND OUT POND 1 4158 R
WET POND OUT POND 2 4547 R
• WET POND OUT POND 10 6044 R
WET POND OUT POND 100 21404 R
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SIN: DAYXYWJJ6M 83
• Bentley PondPack (10. 00.027.00)
•
•
Max
Qpeak Qpeak Max WSEL Pond Storage
hrs
--------- cfs
-------- ft cu.ft

13.4500
.02 -------- ------------
12.1500 .09
12.0000 .68
12.0000 1.14
.0500 .00 261.51 306
.0500 .00 261.98 589
.0500 .00 263.38 1427
.0500 .00 265.44 2662
11.9000 .49
11.9000 .59
11.9000 .89
11.9000 1.33
11.9000 5.61
11.9000 6.92
11.9000 10.78
11.9000 16.38
13.7000 .05 261.39 11587
13.7000 .05 262.04 14799
20.9500 .11 263.50 240411. 10-11-
12. 1000 3.75 263.65 25113 r
d r C`-
,a 0l) h
Bentley Systems, Inc.
10:17 AM 3/7/2008
Type.... Design Storms Page 4.01
Name.... Raleigh, NC
File.... K:\RAL_LDEV\012858000 Jenco\Stormwater\PdPK\Post.ppw
Title... Project Date: 7/6/2007
Project Engineer: JPK
Project Title: Jenco- Concrete Plant
Project Comments:
512 Three Sisters Road Knightdale
DESIGN STORMS SUMMARY
Design Storm File,ID = Raleigh, NC
Storm Tag Name = 1
Data Type, File, ID =
Storm Frequency =
Total Rainfall Depth=
Duration Multiplier =
Resulting Duration =
Resulting Start Time=
Synthetic Storm TypeII 24hr
1 yr
3.0000 in
1
24.0000 hrs
.0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 2
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.6000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 10
Data Type, File, ID =
Storm Frequency =
Total Rainfall Depth=
Duration Multiplier =
Resulting Duration =
Resulting Start Time=
Synthetic Storm TypeII 24hr
10 yr
5.3800 in
1
24.0000 hrs
.0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 100
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 8.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN: DAYXYWJJ6M83 Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:10 PM 2/25/2008
•
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Type.... Tc Calcs
Name.... POST-100
Page 6.01
File.... K:\RAL_LDEV\012858000 Jenco\Stormwater\PdPK\Post-JCA-FINAL.ppw
..........................................................
TIME OF CONCENTRATION CALCULATOR
Segment #l: Tc: TR-55 Channel
Flow Area
Wetted Perimeter
Hydraulic Radius
Slope
Mannings n
Hydraulic Length
Avg.Velocity
.9400 sq.ft
4.58 ft
.21 ft
004200 ft/ft
.0300
120.00 It
1.12 ft/sec
Segment #1 Time: .0298 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Sheet
Mannings n .8000
Hydraulic Length 57.00 ft
2yr, 24hr P 3.6000 in
Slope .088000 ft/ft
Avg.Velocity .08 ft/sec
Segment #2 Time: .2072 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Channel
Flow Area .9400 sq.ft
Wetted Perimeter 4.58 ft
Hydraulic Radius .21 ft
Slope .018000 ft/ft
Mannings n .0800
Hydraulic Length 55.00 ft
Avg.Velocity .87 ft/sec
Segment #3 Time: .0176 hrs
------------------------------------------------------------------------
S/N: DAYXYWJJ6M83
Bentley PondPack (10.00.027.00)
1:31 PM
Bentley Systems, Inc.
2/13/2008
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Type.... To Calcs
Name.... POST-100
Page 6.02
File.... K:\RAL_LDEV\012858000 Jenco\Stormwater\PdPK\Post-JCA-FINAL.ppw
Segment #4: To: TR-55 Channel
Flow Area .2300 sq.ft
Wetted Perimeter 1.45 ft
Hydraulic Radius .16 ft
Slope .017000 ft/ft
Mannings n .0130
Hydraulic Length 87.00 ft
Avg.Velocity 4.38 ft/sec
Segment #4 Time: .0055 hrs
------------------------------------------------------------------------
Segment #5: Tc: TR-55 Channel
Flow Area
Wetted Perimeter
Hydraulic Radius
Slope
Mannings n
Hydraulic Length
Avg.Velocity
.9400 sq.ft
4.58 ft
.21 ft
022000 ft/ft
.0800
502.00 ft
96 ft/sec
Segment #5 Time: .1451 hrs
------------------------------------------------------------------------
-Total Tc: ---- .4051 hrs
SIN: DAYXYWJJ6M83
Bentley PondPack (10.00.027.00)
1:31 PM
Bentley Systems, Inc.
2/13/2008

Type.... Tc Calcs
Name.... POST-200
File.... K:\RAL LDEV\012858000 Jenco\Stormwater\PdPK\Post.ppw
Page 6.04
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: TR-55 Sheet
Mannings n .4000
Hydraulic Length 84.00 ft
2yr, 24hr P 3.6000 in
Slope .145000 ft/ft
Avg.Velocity .18 ft/sec
Segment #1 Time: .1329 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Channel
Flow Area
Wetted Perimeter
Hydraulic Radius
Slope
Mannings n
Hydraulic Length
Avg.Velocity
.9400 sq.ft
4.58 ft
.21 ft
072000 ft/ft
.0400
270.00 ft
3.48 ft/sec
Segment #2 Time: .0216 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Channel
Flow Area
Wetted Perimeter
Hydraulic Radius
Slope
Mannings n
Hydraulic Length
2.8000 sq.ft
4.64 ft
.60 ft
.012000 ft/ft
.0130
344.00 ft
Avg.Velocity 8.97 ft/sec
Segment #3 Time: .0107 hrs
------------------------------------------------------------------------
S/N: DAYXYWJJ6M83
Bentley PcndPack (10.00.027.00)
4:11 PM
Bentley Systems, Inc.
2/25/2008
Type.... Tc Calcs
Name.... POST-200
File.... K:\RAL LDEV\012858000 Jenco\Stormwater\PdPK\Post.ppw
Segment #4: Tc: TR-55 Shallow
Hydraulic Length 90.00 ft
Slope .017000 ft/ft
Unpaved
Page 6.05
Avg.Velocity 2.10 ft/sec
Segment #4 Time: .0119 hrs
------------------------------------------------------------------------
-Total Tc: ---- .1770-hrs
SIN: DAYXYWJJ6M83
Bentley PondPack (10.00.027.00)
4:11 PM
Bentley Systems, Inc.
2/25/2008
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Type.... Tc Calcs
Name.... POST-300
File.... K:\RAL_LDEV\012858000 Jenco\Stormwater\PdPK\Post.ppw
Page 6.08
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: TR-55 Sheet
Mannings n .4000
Hydraulic Length 123.00 ft
2yr, 24hr P 3.6000 in
Slope .107000 ft/ft
Avg.Velocity .17 ft/sec
Segment #1 Time: .2036 hrs
------------------------------------------------------------------------
Segment #2: Tc:
Flow Area
Wetted Perimeter
Hydraulic Radius
Slope
Mannings n
Hydraulic Length
TR-55 Channel
.9400 sq.ft
4.58 ft
.21 ft
.036000 ft/ft
.0400
237.00 ft
Avg.Velocity 2.46 ft/sec
Segment #2 Time: .0268 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Shallow
Hydraulic Length 257.00 ft
Slope .068000 ft/ft
Unpaved
Avg.Velocity 4.21 ft/sec
Segment #3 Time: .0170 hrs
---------------------------------------------------------------=--------
-Total-Tc:- 2473 hrs
SIN: DAYXYWJJ6M83
Bentley PondPack (10.00.027,00)
4:12 PM
Bentley Systems, Inc.
2/25/2008
Type.... Tc Calcs
Name.... POST-400
Page 6.11
File.... K:\RAL LDEV\012858000 Jenco\Stormwater\PdPK\Post-JCA-FINAL.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment 41 Time: .0833 hrs
------------------------------------------------------------------------
Total Tc: .0833 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
-Use-Tc-=----- .0833-hrs
SIN: DAYXYWJJ6M83 Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:32 PM 2/13/2008
Type.... Tc Calcs
Name.... WASHDOWN
File.... K:\RAL LDEV\012858000 Jenco\Stormwater\PdPK\Post.ppw
Page 6.13
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: .0833 hrs
Calculated To < Min.Tc:
Use Minimum To...
Use Tc = 0833 hrs
S/N: DAYXYWJJ6M83 Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:12 PM 2/25/2008
Type.... Runoff CN-Area
Name.... POST-100
File.... K:\RAL LDEV\012858000 Jenco\Stormwater\PdPK\Post.ppw
Page 7.01
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- -
Impervious Areas - Paved parking to ---
98 ---------
.760 ----- ----- ------
98.00
Open space (Lawns,parks etc.) - Goo 61 .540 61.00
Woods - grass combination - good 58 .550 58.00
Open space (Lawns,parks etc.) - Goo 80 .330 80.00
Woods - grass combination - good 79 .940 79.00
COMPOSITE AREA & WEIGHTED CN ---> 3.120 76.92 (77)
SIN: DAYXYWJJ6M83
Bentley PondPack (10.00.027.00)
4:13 PM
Bentley Systems, Inc.
2/25/2008
Type.... Runoff CN-Area
Name.... POST-200
Page 7.02
File.... K:\RAL LDEV\012858000 Jenco\Stormwater\PdPK\Post-JCA-FINAL.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres oC oUC CN
------------------------------
Open space (Lawns,parks etc.) -- ----
- Goo 61 ---------
.210 ----- ----- ------
61.00
Open space (Lawns,parks etc.) - Goo 74 .030 74.00
Open space (Lawns,parks etc.) - Goo 80 .070 80.00
COMPOSITE AREA & WEIGHTED CN ---> .310 66.55 (67)
SIN: DAYXYWJJ6M83
Bentley PondPack (10.00.027.00)
1:32 PM
Bentley Systems, Inc.
2/13/2008
Type.... Runoff CN-Area
Name.... POST-300
File.... K:\RAL LDEV\012858000 Jenco\Stormwater\PdPK\Post.ppw
Page 7.03
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/ Surface Description CN acres oC %UC CN
-----
Open ---------------------------
space (Lawns,parks etc.) - Goo ----
61 ---------
.260 ----- ----- ------
61.00
Woods - grass combination - good 58 .320 58.00
Open space (Lawns,parks etc.) - Goo 74 .040 74.00
Woods - grass combination - good 72 .090 72.00
Open space (Lawns,parks etc.) - Goo 80 .080 80.00
COMPO SITE AREA & WEIGHTED ON ---> .790 63.62 (64)
SIN: DAYXYWJJ6M83
Bentley PondPack (10.00.027.00)
4:13 PM
Bentley Systems, Inc.
2/25/2008
i
Type.... Runoff CN-Area
Name.... POST-400
File.... K:\RAL LDEV\012858000 Jenco\Stormwater\PdPK\Post.ppw
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ---- --------- ----- ----- ------
Impervious Areas - Paved parking to 98 1.290 98.00
Open space (Lawns,parks etc.) - Goo 80 .340 80.00
COMPOSITE AREA & WEIGHTED CN ---> 1.630 94.25 (94)
Page 7.04
SIN: DAYXYWJJ6M83
Bentley PondPack (10.00.027.00)
4:13 PM
Bentley Systems, Inc.
2/25/2008
Type.... Runoff CN-Area
Name.... WASHDOWN
File.... K:\RAL LDEV\012858000 Jenco\Stormwater\PdPK\Post.ppw
Page 7.05
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres oC %UC CN
-------------------------------- ---- --------- ----- ----- ------
Impervious Areas - Paved parking to 98 .130 98.00
COMPOSITE AREA & WEIGHTED CN ---> .130 98.00 (98)
SIN: DAYXYWJJ6M83 Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 4:14 PM 2/25/2008
Type.... Vol: Elev-Area
Name.... WET POND
File.... K:\RAL LDEV\012858000 Jenco\Stormwater\PdPK\Post.ppw
Page 13.03
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft) (sq.in) (sq.ft) (sq.ft) (cu.ft) (cu.ft)
------------
258.00 ---------------------
----- 2150 -----------------
0 ---------
0 -------------
0?" '
259.00 ----- 2817 7428 2476 2476
260.00 ----- 3579 9571 3190 5666
261.00 ----- 4423 11981 3994 9660
262.00 ----- 5394 14701 4900 14560
263.00 ----- 6484 17792 5931 20491
264.00 ----- 7677 21216 7072 27563
265.00 ----- 9147 25204 8401 35964
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Areal + sq.rt.(Areal*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
P*-,' r-rviC'.n on
Fo J l
SIN: DAYXYWJJ6MB3 Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:20 AM 3/7/2008
Type.... Outlet Input Data
Name.... Wet Pond OCS
File.... K:\RAL LDEV\012858000 Jenco\Stormwater\PdPK\Post.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 258.00 ft
Increment = .25 ft
Max. Elev.= 265.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Page 14.134
Structure No. Outfall El, ft E2, ft
Inlet Box RO ---> CO 263.500 265.000
Orifice-Circular 00 ---> CO 258.000 265.000
Culvert-Circular CO ---> TW 254.000 265.000
TW SETUP, DS Channel
SIN: DAYXYWJJ6M83 Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:23 AM 3/7/2008
Type.... Outlet Input Data
Name.... Wet Pond OCS
File.... K:\RAL LDEV\012858000 Jenco\Stormwater\PdPK\Post.ppw
Page 14.135
OUTLET STRUCTURE INPUT DATA
Structure ID = RO
Structure Type = Inlet Box <---- L? YC 4
-------
------------------
# of Openings -----------
= 1
Invert Elev. = 263.50 ft
Orifice Area = 16.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 16.00 ft
Weir Coeff. = 3.000
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
Structure ID = 00
Structure Type
------------------ = Orifice-Circular ! O(i 1'• C
------------------
# of Openings = 1
Invert Elev. = 258.00 ft
Diameter = .0833 ft
Orifice Coeff. _ .600
SIN: DAYXYWJJ6M83 Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:23 AM 3/7/2008
Type.... Outlet Input Data Page 14.136
Name.... Wet Pond OCS
File.... K:\RAL LDEV\012858000 Jenco\Stormwater\PdPK\Post.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = CO If
Structure Type
------------------ = Culvert-Circular ?- Z.4 ilC-P
------------------
No. Barrels = 1
Barrel Diameter = 2.0000 ft
Upstream Invert = 254.00 ft
Dnstream Invert = 253.50 ft
Horiz. Length = 60.00 ft
Barrel Length = 60.00 ft
Barrel Slope = .00833 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .012411
Kr = .5000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equati on form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.156
T2 ratio (HW/D) = 1.303
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 256.31 ft ---> Flow = 15.55 cfs
At T2 Elev = 256.61 ft ---> Flow = 17.77 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
SIN: DAYXYWJJ6M83 Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:27 AM 3/7/2008
APPENDICES
APPENDIX A:
DWQ ON-SITE DETERMINATION FOR
APPLICABILITY OF THE NEUSE BUFFER RULES
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State of North Carolina
Department of Environment
and Natural Resources
Raleigh Regional Office
Michael F. Easley, Governor
William G. Ross Jr., Secretary
May 13, 2001
J. C. Edwards
Post Office Box 33250
803 Mt. Vernon Road
Raleigh, N.C. 27636

WETLANDS GRC;1"
Dear Mr. Edwards:
A&T4 i?sl i?l
NCDENFt
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NAru1RA4- RE:souRCEs
Subject: Neuse River Basin
Riparian Buffer Rules
Thompson Industrial Park
S.R. 2655 Mark's Creek Township
NBRRO 02-105
Wake County
The information that was received by the Raleigh Regional office on April
9, 2002 has been reviewed. The plat map and other information was
provided co allow a determination to be made as to whether or not the
site would reqauire compliance with the Neuse Buffer Rule_ This specific
protect is referenced by the Raleigh Regional Office as NBRRO 02-105.
The feature is represented on the Wake Soils map and on the USGS Wendell
Topographic Quad map. On May 3, 2002, I completed a site visit and
determined that there are no features present on this property that would
be subject to the Neuse River Basin: Nutrient Sensitive Waters Management
Strategy; Protection and Maintenance of Existing Riparian Areas,
Adr:inistrati-,-e Code T15A:029.0233 (NCAC 0233) .
This letter addresses only the applicability of the Neuse Buffer Rules.
For information relative to the Wetlands 401/404 issues, please contact
Mr. John Dorney at 919-733-1786_ rank you for your attentior. to this
matter and if this Office can be of any assistance or if you have
tior.al questions, please ao ncr_ hesitate to contact us.
Sincerely,
Me'lt' Mitchell
RRO!. ?;hn Dornev
F ,rbrl? f.r n 11`,j,. d, a.ds.
'628 Mail Service Center, Raleigh, NC 27699-1628 Telephone [phone] FAX[phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/10% post-consumer paper
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APPENDIX B:
DRAFT STORMWATER
POLLUTION PREVENTION PLAN
DRAFT
Storm Water Pollution
Prevention Plan
Prepared for
Jenco Associates, Inc.
Concrete Plant
512 Three Sisters Road
Wake County, NC
Prepared by
Kimley-Horn and Associates, Inc.
3001 Weston Parkway
Cary, NC 27513
July 1, 2008
TABLE OF CONTENTS

1.0 INTRODUCTION
1.1 Background
1.2 SWPPP Content
2.0 SWPPP COORDINATOR AND DUTIES
3.0 FACILITY DESCRIPTION
3.1 Facility Location
3.2 Site Activities
3.3 Site Description
3.4 Storm Water Drainage System
4.0 IDENTIFICATION OF POTENTIAL STORM WATER CONTAMINANTS
4.1 Significant Material Inventory
4.2 Historic Spill and Leak Record
4.3 Potential Areas for Storm Water Contamination
4.4 A Summary of Available Storm Water Sampling Data
5.0 STORM WATER MANAGEMENT CONTROLS
5.1 Compliance with Other Programs
5.2 Storm Water Management Practices
5.3 Storm Water Treatment
6.0 FACILITY MONITORING PLAN
7.0 COMPLIANCE AND REPORTING REQUIREMENTS
7.1 SWPPP and SWPPP Summary
7.2 Employee Training
7.3 Implementation Schedule
7.4 Record Retention Requirements
7.5 Principal Executive Officer Signature
7.6 Provisions for Amendment of the Plan
7.7 Corporate Certification
Appendix A: INSPECTION LOGS
-2-
LIST OF TABLES
1 Characteristics of Storm Water Drainage
2 Significant Materials Used
3 Locations of Potential Sources of Storm Water Contamination
4 Implementation Schedule
5 BMP Implementation Schedule
LIST OF FIGURES
1 Facility Location
2 Site Map with Drainage Areas and Storm Water Flow
3 Site Map with Structural BMPs
-3-
1.0 INTRODUCTION

1.1 Background
In 1972, Congress passed the Federal Water Pollution Control Act (FWPCA), also known
as the Clean Water Act (CWA), to restore and maintain the quality of the nation's
waterways. The ultimate goal was to make sure that rivers and streams were fishable,
swimmable, and drinkable. In 1987, the Water Quality Act (WQA) added provisions to
the CWA that allowed the EPA to govern storm water discharges from industrial
activities. EPA published the final notice for Phase I of the Multi-Sector General Storm
Water Permit program (Federal Register Volume 60 No. 189, September 20, 1995, page
50804) in 1995 which included provisions for the development of a Storm Water
Pollution Prevention Plan (SWPPP) by each industrial facility discharging storm water,
including ready mix concrete facilities.
Development, implementation, and maintenance of the SWPPP will provide Jenco
Associates, Inc. with the tools to reduce pollutants contained in storm water discharges
and comply with the requirements of the General Storm Water Permit issued by the State
of North Carolina (Permit No. NCG140000). The primary goals of the SWPPP will be
to:
Identify potential sources of pollutants that affect storm water discharges from the
site;
y Describe the practices that will be implemented to prevent or control the release of
pollutants in storm water discharges; and
y Create an implementation schedule to ensure that the practices described in this
SWPPP are in fact implemented and to evaluate the plan's effectiveness in reducing
the pollutant levels in storm water discharges.
1.2 SWPPP Content
This SWPPP includes all of the following:
r Identification of the SWPPP coordinator with a description of this person's duties;
Identification of the SWPPP implementation team members;
i= Description of the facility including information regarding the facility's location and
activities as well as a site description, site maps, and a summary of the storm water
drainage system;
Y Identification of potential storm water contaminants;
y Description of storm water management controls and various Best Management
Practices (BMPs) necessary to reduce pollutants in storm water discharge;
Description of the facility monitoring plan; and a
-4-
Description of the implementation schedule and provisions for plan amendments.

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2.0 SWPPP COORDINATOR AND DUTIES
The SWPPP coordinator for the facility is Mr. James Lochren (Phone # [phone]).
Mr. Lochren's duties include the following:
y Create a S WPPP team to aid in the implementation of the S WPPP plan;
Implement the SWPPP plan;
Y Oversee maintenance practices identified as BMPs in the SWPPP;
y Implement and oversee employee training;
Conduct or provide for inspection or monitoring activities;
Identify other potential pollutant sources and make sure they are added to the plan;
r Identify any deficiencies in the SWPPP and make sure they are corrected;
i= Prepare and submit reports; and
Ensure that any changes in facility operation are addressed in the SWPPP.
To aid in the implementation of the SWPPP plan, the members of the SWPPP team are
and will
ensure that all housekeeping and monitoring procedures are implemented, while
will ensure the integrity of the structural BMPs.
-6-
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• 3.0 FACILITY DESCRIPTION
•
• 3.1 Facility Location
• The Jenco Associates Ready Mix Plant is a 5.97-acre parcel located at 512 Three Sisters
• Road in Wake County, North Carolina. Figure 1 presents a map showing the location of
• the site. The facility is bound to the north by an undeveloped industrial parcel, to the
• west by Three Sisters Road, to the south by a railroad track, and to the east by a railroad
track and undeveloped residential property adjacent to US 64.
3.2 Site Activities
The Jenco Associates Ready Mix Plant consists of a maintenance area where
maintenance activities are performed on ready mix trucks, an office, a maintenance
garage, a sand and gravel truck unloading area, a truck washout area, a ready mix truck
loading area and a mix plant. Based on site activities, the Jenco Associates Ready Mix
Plant falls under the Standard Industrial Classification code of 3273. Typically, the
facility operates 10 hours per day, 6 days per week, and maintains a staff of
approximately 15 people.
3.3 Site Description
The total area of the site is approximately 5.97 acres and approximately 2.2 acres, or 37
percent, is impervious (i.e., pavement, buildings). The impervious area consists of a 0.7-
acre concrete maintenance area with operations building and a 1.5-acre compacted sand
and gravel truck unloading area, ready mix truck loading area and truck washout area.
The remainder of the site consists of a 1-acre area for stormwater management and septic
and approximately 2.75 acres of undeveloped wooded area. Storm drainage and process
wastewater sheet flows north to south across the site. Figure 2 is a facility Site Plan
showing the major site features.
Figure 1: Facility Location
Figure 2: Site Plan
3.4 Storm Water Drainage System
The site can be divided into 3 major drainage areas. Table 1 describes the significant
characteristics of each drainage area. Figure 3 shows the locations of the drainage areas
and the apparent storm water drainage patterns. Drainage area DA-03 located along the
perimeter of the property is undeveloped wooded area and generally covered by
vegetation. Because of the absence of site activities in this area, this drainage is not
significant and will not be addressed further in this SWPPP. Paved parking areas are
affected by plant operations and therefore are included in this SWPPP.
-7-
Drainage areas DA-01 (parking lot and roof drains from the office/maintenance building),
DA-02 (sand and gravel truck unloading area, truck washout area, fueling station, and
ready mix manufacturing area), and DA-03 (undeveloped wooded areas) ultimately
discharge to Marks Creek through a 30-inch CMP culvert under the railroad tracks at the
south end of the site. Marks Creek empties into the Neuse River approximately 8 miles
downstream. The Neuse River is a major tributary of Pamlico Sound.
Table 1
Storm Water Drainage Areas
Drainage Storm water Flow Total Impervious Runoff Drainage
Area(1) Description Size Surface Coefficient Discharge
(sq. ft.) Area (2) Point
(s q. ft.
DA-O1 Parking Area and 141,134 33,106 High POI-A
Office/Maintenance
Building: Sheet flow across
the paved area to a vegetated
swale.
DA-02 Sand and Gravel Truck 73,181 61,855 High POI - A
Unloading Area, Truck
Washout Area, Fueling
Station, and Ready Mix
Manufacturing Area:
Overland flow across the
compacted gravel area to
aggregate it
DA-03 Undeveloped Wooded Area: 43,738 0 Low POI - A
All vegetated areas located
along the perimeter of the
property. Flow from this area
bypasses the site stormwater
system.
(1) See Figure 3 for drainage areas
(2) Runoff Coefficient:
High: 70-100% impervious (example: asphalt, buildings, paved surfaces) 3-5
Medium: 40-70% impervious (example: packed soils)
Low: 0-40% impervious (example: grassy areas)
-8-
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4.0 IDENTIFICATION OF POTENTIAL STORM
WATER CONTAMINANTS
This section identifies significant materials located at the facility that may potentially
contaminate storm water. Additionally, the section presents a record of past spills and
leaks, identifies potential areas for storm water contamination, and summarizes available
storm water sampling data.
4.1 Significant Material Inventory
Materials used by the facility that have the potential to be present in storm water runoff
are listed in Table 2. This table includes information regarding material type, chemical
and physical description, and the specific regulated storm water pollutants associated
with each material.
4.2 Historic Spill and Leak Record
The facility is new with no records of spills in uncovered areas.
4.3 Potential Areas for Storm Water Contamination
The following potential source areas of storm water contamination were identified and
evaluated:
Parking and Office/Maintenance Building area: Employees park their vehicles and
concrete trucks park overnight in the parking lot area. Storm water from this area can
be potentially contaminated by leaking fluids from the parked vehicles. These
contaminants may contain mineral oil, petroleum distillates, benzene, ethyl benzene,
toluene, xylene, and MTBE.
y Sand and Gravel Truck Unloading area: Trucks unload sand and gravel in the sand
and gravel truck unloading area. Storm water from this area can be potentially
contaminated by fluids leaking on to the gravel surface from the trucks and by sand
and gravel spills. These contaminants may contain mineral oil, benzene, toluene,
xylene, MTBE, silicon, dissolved solids, suspended solids, calcium sulfate, tricalcium
aluminate, and tetracalcium aluminoferrite.
v Truck Washout area: Truck drums and the exterior of trucks are cleaned in the truck
washout area. Storm water from this area can be potentially contaminated by waste
water from truck cleaning operations and by leaking fluids from trucks. These
contaminants may contain mineral oil, benzene, MTBE, silicon, suspended solids,
calcium sulfate, calcium oxide sulfonated melamine-formaldehyde, alkyl benzene
sulfonates, methyl-ester-derived cocamide diethanolamine, and hydrochloric acid.
-9-
Fueling Station: Maintenance and fueling activities are performed on ready mix
concrete trucks in the maintenance area. Storm water from this area can be potentially
contaminated by fluids leaking from the trucks during the maintenance activities and
spills and leaks at the fueling station. These contaminants may contain mineral oil,
petroleum distillates, benzene, ethyl benzene, toluene, xylene, and MTBE.
Ready Mix Manufacturing area: Cement is loaded into the ready mix trucks at the
ready mix truck loading area. Storm water from this area can be potentially
contaminated by leaking fluids from trucks and cement spills or leaks during loading
activities. These contaminants may contain benzene, MTBE, calcium oxide,
sulfonated melamine-formaldehyde, calcium chloride, ethanol amine, fungicides, and
insecticides
Table 3 presents site specific information regarding storm water pollution potential from
each of these areas.
4.4 Summary of Available Storm Water Sampling Data
Jenco Associates has no available sampling data because the facility is new and sampling
has not been conducted at the site to date.
Table 2
Significant Materials Used
Trade Name Chemical/Physical Storm Water Pollutants i)
Material Description(l)
Limestone, marl, chalk White solid Calcium carbonate, turbidity
Lime White to slightly yellowish Calcium Oxide
solid
Clay, sand, shale Solid Silicon, suspended solids, turbidity
Bauxite, iron ore, recycled metals Solid Aluminum, iron, tricalcium aluminate,
tetracalcium aluminoferrite
Silicates Fine powder Dicalcium and tricalcium silicates
Gypsum (calcium and sulfur White solid Calcium sulfate
based mineral)
Waste fuel (motor oil, spent Various colored liquids, Mineral oil, petroleum distillates
solvents, printing inks, paint pastes, and solids, petroleum
residues, cleaning fluids, scrap hydrocarbons
tires)
Workability agents, Solid or aqueous solutions Sulfonated melamine-formaldehyde,
su er lasticizers sulfonated naphthalene formaldehyde
Air-entraining admixtures Liquid Alkyl benzene sulfonates, methylester-
derived cocamide diethanolamine
Admixtures Free flowing granules, gases, Calcium chloride, ethanol amine,
solids, liquids diethanolamine, fungicides,
germicides, insecticides
Wastewater recovered from truck Water Oil & grease, solids, hydrochloric acid
cleaning
Gasoline Colorless, pale brown or Benzene, ethyl benzene, toluene,
ink petroleum hydrocarbon x lene, MTBE
-10-
(1) Data obtained from MSDSs when available
Table 3
Locations of Potential Sources of Storm Water Contamination
Drainage Potential Storm Potential Pollutant Potential Problem
Area(l) Water Contamination
Point
DA-01 Parking Lot and Gasoline, waste fuel Leaking fluids from parked vehicles
Office/Maintenance in the parking lot.
Building Area
DA-02 Sand and Gravel Truck All materials in Table 2 All materials in Table 2 Leaking
Unloading Area, Truck fluids from trucks and wastewater
Washout Area, Fueling from cleaning and washout
Station, and Ready-Mix activities, fluid spills and leaks
Manufacturing Area during fueling, maintenance and
loading operations activities
DA-03 Undeveloped Wooded None None
Area
(1) See Figure 3 for drainage areas
-11-

5.0 STORM WATER MANAGEMENT CONTROLS
-
This section discusses the storm water management controls required by the permit and
describes the management practices selected to address the areas of concern identified in
Section 4 of this SWPPP.

- 5.1 Compliance with Other Programs
Storage of waste petroleum products and spent cleaning solvents complies with the
requirements of the Resource Conservation and Recovery Act (RCRA). Under RCRA,
- Jenco Associates conducts weekly inspections of the area storing the fluids to verify
- placarding, storage times, and the integrity of storage containers. During the RCRA
inspection, leaks or spills which may impact storm water are noted and cleaned
immediately. The BMPs included in this SWPPP are also intended to prevent soil and
- ground water contamination which could lead to a CERCLA enforcement action.
Jenco Associates, Inc.'s Ready Mix has also developed a Spill Prevention Control and
Countermeasure (SPCC) Plan which includes BMPs for oil storage. The BMPs in the
SPCC Plan prevent storm water contamination. Since these BMPs are included in the
- SPCC Plan, they are not included in this SWPPP.
5.2 Storm Water Management Practices

- Upon reviewing the potential pollutants at the facility and the facility operations, Jenco
- Associates prepared a list of planned Best Management Practices (BMPs). When
implemented, these BMPs will control the discharge of potential pollutants in storm
water runoff for each area of concern. Active and passive treatment BMPs were
developed with a goal to remove 85% of all storm water pollutants. The list of BMPs
- was reviewed by the operations manager for applicability and feasibility. Figure 3 shows
the structural BMPs that will be implemented to prevent storm water contamination.

Figure 3. Site Map with Structural BMPs & Drainage Areas

-12-

DA-01
To prevent storm water impacts in the parking and office/maintenance building area (DA-
01), the following BMP will be implemented:
= All maintenance activities will take place inside the maintenance garage and drip pans
will be used at all times to collect leaking fluids.
All fluid containers stored in the maintenance garage will be placed on pallets with
secondary containment (a plastic grate on top of a tub approximately nine inches deep
to contain any spills or leaks).
The fluid containers will be inspected weekly for leaks and deterioration. Any leaks
identified during the inspection will be immediately cleaned using a dry absorbent.
Y An emergency spill kit and telephone will be placed inside the maintenance garage.
All spills which reach the storm system will be reported to the National Response
Center at 1-800-424-8802.
DA-02
To prevent storm water impacts in the sand and gravel truck unloading, truck washout,
fueling station, and ready-mix concrete manufacturing areas (DA-02), the following
BMPs will be implemented:
i The area will be sloped to an aggregate pit to contain possible fluid spills and
sand/gravel spills.
Curbing will be placed along the perimeter of the area to provide for easier cleanup of
contaminants.
r A spray wash rather than a hose wash system will be employed to clean the exterior
of the trucks.
To minimize the waste water generated from truck drum washing, chemical
stabilizing admixture systems will be used. The use of chemical admixtures will
bypass the need to remove the wash water from the drums because the cement in the
wash water will not be able to harden. The wash water can then remain in the drum
and be calculated into the next mix of concrete.
Within 30 days of the date of this plan, the fuel storage tank will be inspected weekly
for leaks and deterioration. Any leaks identified during the inspection will be
immediately cleaned using a dry absorbent.
? Within 30 days of the date of this plan, fuel pump nozzles at the fueling station will
be equipped with automatic back pressure shut-off to prevent overfilling of fuel tanks.
v Within 30 days of the date of this plan, a spill prevention plan will be prepared as a
resource to prevent spills, or in the event of a spill, to aid in the clean-up process. The
plan will address proper procedures and maintenance of the fueling station equipment
and identify supplies and equipment for quick spill response.
Within 30 days of the date of this plan, the supplies necessary to clean a fuel spill (a
broom, a shovel, kitty litter, saw dust, a 55-gallon drum) will be stored in close
proximity to the fueling station to be immediately available in the event of a spill.
-13-
Site Wide Control Measures
In order to prevent contaminated storm water from entering the Neuse River, the
following site wide control measures will be implemented within two years of the date of
this plan:
An aggregate pit and detention pond will be constructed in the south portion of the
property to slow the flow of water from the process areas (DA-02) and allow the
heavier suspended matter to settle out. Overflow from the pond will drain to an
existing 30-inch diameter CMP under the adjacent railroad. The aggregate pit and
pond will be designed to limit the discharge of effluent to 30 mg/1 suspended solids
and 5 ml/1 settleable solids.
y A water quality monitoring system will be constructed in the south portion of the
property to adjust the pH of the flow of water entering the pond from the process area
to be within the acceptable range of 6 - 9 SU.
r The aggregate pit will discharge to the detention pond.
5.3 Storm Water Treatment
New storm water treatment measures will be implemented at the facility. As discussed in
Section 5.2, an aggregate pit and detention pond will be installed to control discharge of
solids from the process area portions of the site.
-14-
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6.0 FACILITY MONITORING PLAN
- Visual inspections of the entire storm system will be made quarterly during dry weather
conditions for evidence of non-storm water discharges. The visual inspection will be
completed by an employee under the SWPPP Coordinator's direction. The dry weather
inspections will verify the site is not discharging sanitary or process water to storm
- systems. Information recorded on the annual inspection log shall include: date of
inspection, storm system location, inspection results, and potential significant sources of
non-storm water discovered through testing. Blank dry-weather inspections forms can be
found in Appendix A of this SWPPP.
Jenco Associates will perform quarterly visual inspections of the entire storm system
during rain events to look for evidence of storm water contamination. Inspections will be
conducted within the first 30 minutes of discharge or soon thereafter, but not exceeding
- 60 minutes. The visual inspection shall include any observations of color, odor, turbidity,
- floating solids, foam, oil sheen, or other obvious indicators of storm water pollution.
Information recorded during the quarterly inspection shall include:
y Date of inspection
Storm system location
y Inspection results
Potential significant sources of storm water contaminants if discovered
• Blank quarterly inspections forms can be found in Appendix A of this SWPPP. An
. annual storm water compliance inspection will be conducted approximately one year
following implementation of this SWPPP and annually thereafter. The inspection will
determine if the BMPs have been implemented and will assess their effectiveness. The
- inspection will also determine if site operations have changed since development of this
- SWPPP. If operational changes have been made, the SWPPP Coordinator will determine
if those changes have impacted storm water quality and develop new BMPs to address
the changes. All operational changes and new BMPs will be recorded in this SWPPP.
- Additionally, the inspection date, the inspection personnel, the scope of the inspection,
major observations, and any needed revisions will be recorded. Revisions to the plan will
occur within 14 days after the annual inspection. Blank annual compliance inspections
forms can be found in Appendix A of this SWPPP.
-15-
7.0 COMPLIANCE AND REPORTING
REQUIREMENTS
7.1 SWPPP and SWPPP Summary
As per the requirements of Jenco Associates' general permit number NCG140000, Jenco
Associates is required to prepare a SWPPP by the effective date of July 1, 2008. The
SWPPP will be kept at the facility and will be made available to the state or federal
compliance inspection officer upon request.
7.2 Employee Training
An employee training program will be developed and implemented to educate employees
about the requirements of the S WPPP. This education program will include background
on the components and goals of the S WPPP and hands-on training in spill prevention and
response, good housekeeping, proper material handling, disposal and control of waste,
container filling and transfer, and proper storage, washing, and inspection procedures.
All new employees will be trained within one week of their start date. Additionally, all
employees will be required to participate in an annual refresher training course. An
employee sign-in sheet for the refresher course can be found in Appendix A of this
document. The training program will be reviewed annually by the SWPPP coordinator to
determine its effectiveness and to make any necessary changes to the program.
7.3 Implementation Schedule
In accordance with the State of North Carolina, the S WPPP implementation schedule is
presented in Table 4. Table 5 presents the implementation schedule for the individual
BMPs. This schedule corresponds to the July 1, 2008 effective date of the SWPPP.
Table 4
Implementation Schedule
Storm Water Pollution Prevention
Action Items Implementation Date
Implement employee training Immediate
Biannual visual inspections of outfalls September 1, 2008; February 1, 2009; and
biannually thereafter
Quarterly visual monitoring during rain events August 1, 2008; November 1, 2008, February 1,
2009; May 1, 2009; and quarterly thereafter
Implementation of BMPs See Table 5
Annual facility site compliance inspection Februa 1, 2009 and annually thereafter
-16-
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Table 5
BMP Implementation Schedule
Drainage Best Management Practices Implementation
Area(') Date
DA-O1 All maintenance activities will take place inside the maintenance Immediately
garage.
Drip pans will be used during all maintenance activities. Immediately
All fluid containers in the maintenance garage will be stored on Containers will be
pallets with secondary containment. inspected weekly.
An emergency spill kit and telephone will be placed inside the Immediately
maintenance garage.
DA-02 The process area will be sloped and curbing will be placed along the Immediately
perimeter.
Fuel pump nozzles will be equipped with automatic back pressure Within 30 days
shut-off.
A spill prevention plan will be prepared. Within 30 days
An emergency fuel spill kit will be placed at the fueling station. Within 30 days
A spray wash system with flow controls will be implemented to clean Immediately
the exterior of trucks.
Chemical stabilizing admixtures will be used to minimize drum waste Within 6 months
water.
An aggregate pit will be installed at the low point of the process area Immediately
to collect stormwater run-off.
The aggregate pit will overflow into the new detention pond. Immediately
A detention pond will be installed to control solids from stormwater Immediately
run-off from the process area.
A water quality monitoring system will be installed to control the pH Immediately
of stormwater entering the new detention pond.
(1) See Figure 3 for drainage areas.
-17-
7.4 Record Retention Requirements
r
Records described in the S WPPP must be retained on site for 5 years beyond the date of
the cover letter (July 1, 2008) notifying the facility of coverage under a storm water
permit, and shall be made available to the state or federal compliance inspection officer
upon request. Additionally, employee training records and waste and recycling receipts
or vouchers shall also be maintained.
7.5 Principal Executive Officer Signature
In accordance with the State of North Carolina, this plan has been approved and signed
by Mr. James Lochren, the authorized representative responsible for the operation of the
facility.
7.6 Provisions for Amendment of the Plan
If the facility expands, experiences any significant production increases or process
modifications, or changes any significant material handling or storage practices which
could impact storm water, the SWPPP will be amended appropriately. The amended
S WPPP will have a description of the new activities that contribute to the increased
pollutant loading and planned source control activities. The SWPPP will also be
amended if the state or federal compliance inspection officer determines that it is
ineffective in controlling storm water pollutants discharged to waters.
7.7 Corporate Certification
I certify under penalty of law that this document and all attachments were prepared under
my direction or supervision in accordance with a system designed to assure that qualified
personnel properly gathered and evaluated the information submitted. Based on my
inquiry of the person or persons who manages the system, or those persons directly
responsible for gathering the information, the information submitted is, to the best of my
knowledge and belief, true, accurate, and complete. I am aware that there are significant
penalties for submitting false information, including the possibility of fine and
imprisonment for knowing violations.
Name:
Title:
Date:
-18-
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Appendix A
-19-
Refresher Course
Employee Sign-In Sheet
Date Employee Name Employee Signature
-20-
Non-Storm Water Discharge Assessment Log

Date Outfall Flow(l) If Flow is Yes, Complete This Section
Number or (Y/N) Possible Source Observations ) Corrective
Description Action
DA-01 Leaking fluids from
parked vehicles in the
parking lot and fluid
spills during
maintenance activities
DA-02 - Sand Leaking fluids from
and gravel trucks and sand and
unloading area gravel spills during
unloading operations.
DA-02 - Truck Leaking fluids from
washout areas trucks and wastewater
from cleaning and
washout activities.
DA-02 - Fueling Fluid spills during
station maintenance activities
and fuel leaks during
fueling.
DA-02 - Leaking fluids from
Ready Mix trucks and cement spills
manufacturing and leaks during loading
area operations.
(1) Inspections shall be conducted within the first thirty minutes of discharge or as soon thereafter as
practical, but not exceeding sixty minutes
(2) Observations include color, odor, turbidity, floating solids, foam, oil sheer, etc.
Inspector's Name:
-21-
Quarterly Visual Monitoring Inspection Log
Date Time(1) Outfall Number Weather Observations(2) Probable
or Description Conditions Source of Any
Observed
Contamination
DA-01 Leaking fluids
from parked
vehicles in the
parking lot and
fluid spills during
maintenance
activities
DA-02 - Sand and Fluid spills during
gravel unloading maintenance
area activities and fuel
leaks during
fueling.
DA-02 - Truck Leaking fluids
washout areas from trucks and
sand and gravel
spills during
unloading
operations.
DA-02 - Fueling Leaking fluids
station from trucks and
wastewater from
cleaning and
washout activities.
DA-02 - Leaking fluids
Ready Mix from trucks and
manufacturing area cement spills and
leaks during
loading o erations.
(1) Evaluation shall take place during dry periods
(2) Observations include flow, stains, sludge, color, odor, or other indications of a non-storm water
discharge
Inspector's Name:
-22-
Annual Facility Site Compliance Inspection Log (1)
Date Drainage Potential Changes in BMP Current Implementation
Area Pollutants Drainage Effective and Schedule for
and Source Conditions or (Y/N) Proposed proposed BMPs
Operations BMPs
Since Last
Inspection(2)
DA-01 Leaking fluids
from parked
vehicles in the
parking lot and
fluid spills
during
maintenance
activities
DA-02 - Sand Fluid spills
and gravel during
unloading area maintenance
activities and
fuel leaks
during fueling.
DA-02 - Leaking fluids
Truck washout from trucks
areas and sand and
gravel spills
during
unloading
operations.
DA-02 - Leaking fluids
Fueling station from trucks
and
wastewater
from cleaning
and washout
DA-02 - Leaking fluids
Ready Mix from trucks
manufacturing and cement
area spills and leaks
during loading
operations.
(1) Scope of this inspection is to verify that BMPs are properly operated and are adjusted if operational or
site changes require new BMPs to prevent storm water contamination
(2) Changes in drainage conditions or operations require revisions to the SWPPP
Inspector's Name:
-23-
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APPENDIX C:
FORTRANS PH MONITORING
SYSTEMS LITERATURE
- Mar 07
07 02:25P Robert Cooke
9193659004
ENGINia.iRS CER'I I'l-WATION
Or TILE MODEL 5000-S PH
MONITORING AND CONTROL SYSTEM
By:
G.C. Environmental, Inc.
P.O. Box 40125
Raleigh, NC 27621)
For.
Portraos Inc.
P-0. Box 40
Wendell, NC 27591
Dated:
September 11, 2003
p.2
- Mar- 07 07 02:25p Robert Cooke

9193658004
G. C. Environmental, Inc.
5:3 12 Pinewood Courl
Wendell, NC 27591
[phone]
September 11, 2003
PURPOSE
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G.C. Environmental, Inc-, was contracted to provide an engineers review a.nd certification that the
Model 5000-S pH Monitor and Control System rlManulacturcd by ('clastal Carolina Supply in
Morehead City, NC, could effectively provide cm a continuous basis, an average pi I range of:'0-9 units
on the supernate layer-of a stormwater/rinse water sedimentation hasin typically fi>und at Rcdi-mix
concrete Facilities.
SCOPE OF WORK
During the week of August l 1, 2003, G,('. Fl-kVironmenta.l, In(;, wit.nesscd the opcratt'on of-ihe Model
5000-S self-contained pH Monitoring and Control System at a Rcdi-mix plant. located in Durham, NC-
During the two (2) day test program, measurements were made within the la.cililics titormwater/rinse
water sedimentation basin for pl-1, temperature and depth (both supernate and sludge). During the first
day of testing, the basin was found to be heavily loaded with solids and adjustrncnts were made to the
solids blanket to complete test-Ing the following clay.
TEST METHODOLOGY
- A primary sedimentation basin located at a. RQ( i-mix concrctc giant located in Durham, INC was
treated utilizing the Model 5000-S pH Monitor and Control Sys(eni. DUI-ing the test prograrn, the
basin was, on a semi-continuous basiti, being fZA rinse water from the exterior cleaning of cement
trucks. Measurements for pll, temperature, stipernale and sludge blankets were made within the
• sedimentation basin. Initial pH mcastrrerrlcnts showed pl I levels elf at least 120 units The
sedimentation basin was rectangular in Jhape with concrctc watt, and hottonl 'I'hc ha51n ranted in
depth of I" at tltc inict to approximately Y at the dcepest point. Sludge measurements within the basin
- showed that at least 2/3 of the basins depth was comprised of sludge and the remainder supernate.
The Model 5000-S pH Monitor and Control System was set up at I he rrctans:1,L1lar sedimentation basin
with the intake and discharge hoses situated at oppo ate olds of the basin. Both the intake and
. discharge lines were set at depths within the supernate layer of-lhc hasin A clockwise flow pattern
was established once the unit began operation and III I and ternl)Critlure measurements were made at
several locations throughout the supernate layer of the sedimentation basin. Approximately eighteen
• (IS) pH and temperature measurements were collected with a mean pl f value cat' 8.56 and rnca.n
- temperature values of 30.94 "C_ The pH system was loll to r-Lill CSJCnliafly on A. continuous basis over
a four (4) hour period. An estimated volume cxistiMU within [hc scdiillcntation basin was 25, 000
gallons with a little over 8000 gallons consisting of rc:ialively clear supernate Tits amount of 25%
i
Mar 07 07 02:25p Robert Cooke 9193659004
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Sulfuric acid (H,SO,) used to treat the seditncnlation hasin, supcr-nale was approximately 18-20
• gallons.
•
• MODEL 5400-S PH !MONITOR AND CONTROL SYSTEM
• The model 5000-S pH Monitor and Control System is comprised ol'a f layward flower Flow 11 (3/4
• hp, 56 GPM) centrifugal pump which delivers raw water to a completely contained PH sensor
• connected to a pH meter equipped with control relays which operate two (2) stenner (00 GPD) acid
injection pumps. The acid 25% H, SO, is injected into, the pur;rp disch.rtrge lint; which empties into the
• sedimentation basin. Sulfuric acid is delivered to the system by 15 gallon c;arhuoys located outside of
• the fiberglass weatherproofenclosure which houses all ofthe.. af01,0111entioned equipment. On top of
the enclosed is an alarm light which is tied into the pl-I meter which is activated when pi I levels exceed
• 8.5 pH units or are below 6.0 units.
• CONCLUSION
•
• 1. The Model 5000-S pH Monitor and Control 5yst.ern is an cllccaivC syste:rlt fior the pl 1 balancing; of
• sedimentation basins which are used to collect stormwater ninoffand rinse water, cornmonly found
at Red-mix concrete plants-
•
• 2. During the test program an average pI-I oi'8.54 units was measured in the subject Sedimentation
• basin with a range of 7.95 to 9.34 measured,
• 3. Sludge levels existing within the rectangular sedirr?cntation rangcd firom 0,0 Inches to 2.0 feet, PH
values after pH stabilization at the sludge/supernate interface wexe aIppl-oxirmatcly 12.0 units
• 4, 1'orthis test program, approximately 180 tnLVI ofsultates ware .,.tided to the sedimentation basin as
• a result of PH adjustment with 25% sulfuric acid.
• 5. The 5000-S pH Monitor and Control System is hill
y automatccl and provides rt pi 1 adjusted waste
- water which could effectively be reused within the Redi-mix concrete industry.
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Fortrans..
?L
3800 Original Henry Rd., P.O. Box 759 • Henry, Va. 24102 • 877.387.8509 • www.fortrans.biz
Model 5000 S & SK pH Control Systems
INSTALLATION NOTES
1. Push hose ends all the way into the %" hose fittings.
2. Connect %" hose to hose fitting on the white C02 injector and the other end
of the hose to the hose fitting on the check valve at the solenoid valve.
Note: The C02 injector is shipped in an upside down position on skid mounted
systems. Turn it to an upright position and tighten union connection.
3. Connect hose fitting on return line to the Hose fitting marked "inlet' on the
sample cell with the Va" hose.
4. Connect hose fitting on the intake or suction line to the hose fitting marked
"outlet' on sample cell.
5. Insert pH probe into probe fitting and tighten. Do not let probe dry. If necessary
add water to sample cell through the probe holder and reinsert pH probe.
6. pH probe has been calibrated at the factory. It should be re-calibrated every
week. See operations manual for calibration instructions.
7. Catalog # 2866-L ph 4.01 buffer and catalog # 2881-L ph 7 buffer agent are
included. These materials may be re-ordered from Fortrans Inc.
8. It may be necessary to install a %2" PVC ball valve on intake line in order to fill
line with water to help prime the pump. See drawing in operation manual for
placement of the ball valve.
9. Use PVC Cleaner and PVC Cement to install Intake and outlet fitting through
the back of the housing.
10. Plug the pH Controller into the 1000 joule surge suppressor.
11. Ground pump to copper grounding rod.
12. Position outlet in basin so that the water flows parallel to surface of water.
This will create a circular flow in the basin. See drawing for more detail.
13. Install warning light and plug into outlet on right side of controller.
14. Tighten all union connections before operating.
.
.
.
Wakers of these fine products... • 5000S pH Control System • Mortarman.'" -Concrete Remover -Safe Soap II"` -Safe Soap' - Car Baby -Cherry Car Soap--
Grease Blaster" -Truck Wash -Fortrans 400' -Slic Trick- -SuperSlic' - Wood Revive' - Motorcycle Cleaners -Hawg Wash- -Rocket Wash' -Spray Bright'
r- -I
601
FORTRANS pH CONTROL SYSTEMS
FORTRANS pH CONTROL SYSTEMS are
completely automatic. They continually monitor/test
the pH of the influent water and compares it to the
pH setting of the control unit. If a change in pH is
detected, the controller activates the solenoid valve
for the C02. The pH adjustment chemical is then fed
to the return side of the circulation pump until the
pH is again at the proper level set at the controller.
The unit will continuously circulate the water until a
change in pH is detected and the treatment cycle
begins once again. The unit also features a digital
pH meter connected to a probe in the sample cell
to ensure unit is functioning properly and that the
correct pH level is maintained.
The pH CONTROL SYSTEMS are designed to
treat and maintain a specified pH level in a body of
water usually 100,000 gallons or less to allow the
permitted discharge of treated water to the
environment. Permits must be obtained from the
local governing agency to allow any discharge to the
environment. Treated water may be used for wetting
of rock and/or dust control to aid compliance with
stormwater run off regulations. Treated water may
also be used in water recycling systems.
These systems offers precise monitoring and
control of the pH in settling basins, lagoons and
other outfall containment devices.
-The pH CONTROL SYSTEMS will treat up to
57 gallons per minute - max 20' head pressure.
Unique water circulation design eliminates the need
for separate neutralization tank.
•1.5" quick connect fittings on inlet and return
for easy hook-up. The standard unit is equipped with
2-30'sections of 1.5" flexible hose with quick connect
fittings. Inlet and outlet fittings at the basin or lagoon
are per our specifications.
-Unit is shipped completely assembled. The
chemical controller is preprogrammed to maintain a
pH of 7.5. Just attach hoses and PVC fittings.
•1 year warranty on all component parts
and housing.
-
• Fortranscl
FORTRANS, INC. • 7400 C. Siemens Rd. • Wendelf N.C. 27591
- 1.866.365.8760 0 1.919.624.8832
[e-mail] • www.fortrans.biz

The Model 5000-S pH Control System is a self-
contained pH monitor and control system housed in
a weatherproof facility with lockable doors and
adequate space to house the instrumentation and
circulation pump. The system is configured for carbon
dioxide gas operation.
The Model 5000-SK Skid Mounted pH Control
System contains all of the instrumentation and
components of the regular Model 5000-S System
and is shipped on a 44'x47' plastic skid with a durable
solid plastic surface. The Control Panel is provided
loose with all components installed and is designed
to be attached to an interior wall of the control
building. The tubing to the sample cell and from the
C02 solenoid valve to the Sparger stone feed
assembly must be inserted after receipt of the unit.
The system features a 115V-30Amp Breaker Box
and two GFCI receptacles. The system is shipped
with a C02 feed system.
Ojmg
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W ORTRANS pH CONTROL SYSTEMS - MODEL 5000-S & 5000-SK
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Intake line detail
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Overhead view
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• Settling basin

Ralf
• wall
Return
• line
water
now
3/4" PVC ball
valve to facilitate
easy priming of
PAP
Option
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• ? ( I;nc

• Intake
assembly
1 1/2" pipe
• clamp(s)
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APPENDIX D:
FLOOD STUDY

DR-ALV I GI ST [ rD Y"
FOR
JENCO CONCRETE
CLIENT:
Jenco Concrete
Wendell, North Caroline
August 3, 2007
Prepared By: Dail Robinson, P.E.
Kimley-Horn
and Associates, Inc.
INTRODUCTION
Jenco Concrete retained Kimley-Horn and Associates to perform an
evaluation of the through site drainage condition in the proposed site
expansion area located between Three Sisters Road and the Railroad in
Wendell, North Carolina.
The Drainage Study had the following objectives:
• Determine the drainage area, discharge values, and proposed pipe
size required to pass the 25-yT and 100-yr design storm events
through the site (assuming upstream urban developed condition).
• Determine the drainage area, discharge values, and pipe capacity
of the existing 30" Ductile Iron Pipe (DIP) located under the
Railroad immediately downstream of the project site (assuming
upstream urban developed condition).
• Determine the backwater effects and area of inundation upstream
of the 30" DH' under the Railroad caused by the 100-yr storm
event.
Results
Drainage , t-cas -- The drainage areas for the two critical points noted
above are show °n on the attached drainage area map. The drainage areas
were delineated on 2006 hake County geographical information system
(GIS) contours. The drainage areas results include:
• Drainage Area to Site = 58 Acres
• Drainage Area to Railroad (downstream of site) = 102 Acres
Dischat-ges -- Two methods to produce peak discharge$ were utilized for
tliis project: Method 1) NCDOT Highway Drainage Charts and Method 2)
SCS Curve Number Method.
?Iflethod I -- This dischargc methodology is accordance with NCDOT
Guidelines for Drainage Studies and Hydraulic Design (1999 edition) and
were confirmed with Wake County Stormwater staff. The methods
utilized. include the NCDOT Highway Drainage Charts (C200.1 and
('200.3) Cor urban watersheds. The existing upstream land use is a mix if
of urban and undeveloped rural areas. The guidance to utilize the urban
charts was provided by Wake County staff and will take into consideration
futlIre upstream dtvelopmunt.
Method I estimated discharges for the 58 acre drainage area to the site are:
Q5 = 48 cfs
Q10==64cfs
Q25 87 cfs
Q50 -- I IS cfs
Q100 = 138 cf
(5-year return frequency)
(10-year return frequency)
(25-yearreturn frequency)
(50-year return frequency)
s (I 00-year return frequency)
Method I estimated discharges for the 102 Acre drainage area to the
Railroad are:
Q5 = 75 cfs (5-year return frequency)
Q10 - 100 cfs (I0-year return frequency)
Q25 - 135 cfs (25-year return frequency)
Q50 = 185 cfs (50-year return frequency)
Q100 =-= 215 cfs (100-year return frequency)
See the attached calculations for more detail on the Method I discharge
generation,
jthethod 2 - The SC:'S Curve Number discharge methodology was also
performed.
Method 2 estimated discharges for the 58 acre drainage area to the site are:
Q5 75 cfs (5-year return frequency)
Q I {) - 9$ cfs (I 0-year return frequency)
Q25 =- 125 cfs (25-year return frequency)
Q50 = 147 cfs (50-Year return frequency)
Q1 00 _ 175 cfs (100-year return frequency)
Proposed Pij)e ?Sizing -The Federal Highway Administration publication
" I-fydratihc Design of Highway Culverts - series number 5" (HDS-5) was
used to size the pipe that will pass the 58 acre drainage area through the
site. Specifically chart I B (headwater depth for concrete pipe culverts
with inlet control) was used for the design of the pipe. There were two
design options evaluated: 1) 25-yr storm event with a target
2
r
Headwater/Depth MW/D) ratio of 1.2 (normal cross culvert sizing
methodology) and 2) 100-y7- storm event with a target 11W/D ratio of 1.0
(to evaluate and minimize headwater to upstream property owner). The
results of the pipe sizing options (utilizing the NCDOT Highway Drainage
Chart Flows) indicate the 25-yr storm event warrants a 48" RCP and the
IOU-yr analysis warrants a 60" RCP. Based on the close proximity of the
proposed pipe to the upstream adjacent property owner, it is recommended
to utilize the 60" RCP to minimize the headwater produced in the 100-yr
storm event.

- We supplemented the HDS-5 calculations with a culvert analysis that
provides upstream water surface elevations based on the existing
topographic features present at the crossing site (including pipe inverts and
downstream channel information). CulvcrtMaster by Bentley/Haestad
Methods was used to model the proposed 60" RCP and produced a
headwater of495-f-6 (see attached calculations for additional information).
• 240, I to
Backwater analysis of the existing Railroad Pipe -- The HDS-5 inlet
control chart methodology was also utilized to evaluate the existing 30"
DIP located under the Railroad downstream of the site. The results
indicate that the existing pipe is extremely undersized for the urban flows
and backs up water into the proposed site. Since replacing the pipe under
the Railroad is not an option to improve the conveyance, the proposed site
will be graded and designed to avoid the ponding caused by the undersized
30" DIP. Wake County Storrnwater staff indicated that our study needed
to determine the backwater (ponding upstream of existing pipe) for the
100-yr storm event. We supplemented the HDS-5 calculations with a
culvert analysis that provides upstream water surface elevations based on
the existing topographic features present at the crossing site (including
pipe im/crts, downstream channel information, overtopping railroad
information, etc,). CulvcrtMaster program was used to analyze the
cxisting 30" DIP. The results of this analysis indicate that during the 100-
yr store event, the undersized culvert will backup water approximately
'
11
feet in depth until the water begins to overtop the Railroad in a low
area near where Three Sisters Road and the Railroad meet. This
backwater/ponding area caused by the undersized pipe should be avoided
with the site improvements. The proposed grades and building pad
elevations for the site should also be set above the 100-yr backwater
elevation.

JENCO CONCRETE DRAINAGE AREA MAP
500 N
Feel
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i8o 10,000
11581 8,000 EXAMPLE (3)
t56 6 000 0 :42 Inches (3.5 loot) $'

i 44 ±3,000 0 120 Oil a.

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l32 feet 4

3,000
(1) 2.5 g.e .
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D and Q scales, or reverse as ,6
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12 HEADWATER DEPTH FOR
CONCRE TE P IP E CULVERTS
HEADWATER SCALES 283
REVISED MAY 1964 WITH INLET CONTROL
suassu OF ovaLsc noADa Aid. rues
c`

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:'fit:. _ i _... .. -... .... .. -.

Syn .rve TypeII 24hr
5. t.- _ ?. rve Type 11 14hr
a:ve, Type, li 4nr
-, the-. i_c ...rvu, TypeIT 2 4hr
Q ( 10(?+.1 j:1i 1a... _ Type =I 24it,.
MASTER NETWOR7 SUMMARY
Sti? ,.._. w lfvdcog-riph Method
Node--C?i:t=al.:l; -Node=1 fivers=ion; )
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1.75.
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Bentley Systems, Inc.
81^12007
Page 54 01
F:. -

mper inus
_ ._ .. uc CN
6ru 32.060 69.00
2 9 1.00 2.CiO
80 8.280 8v 00
0t c.070 81-00
96 AOO Moo
COMPOSITE /',B.rA e WFIGHTED CN -- 58.310 72.92 (73)
t, 3 Bentley Systems, Inc.
r 5.12 PSI 8/2/2007
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Segmen- #1 'l'ime: 5875 hrs
- - - - -- - - - - - - - - - - -- - - - - - - - - - - - - - - - - - --
Sec T ent #2: Tr_: 'P=?-55 C:i,a -,,e1
tvettea t.o, r 9.__? _'-
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Secrment. -2 .._me: .2216 h r3
8091 ht
3,,YX`1F ERJI6-i2
_,?,... r ?acx ,'!-.x)0.0: ,.,..;- 5:92 PM
Brantley Systems, Inc.
8/2/2007
Culvert Designer/Analyzer Report
Jenkco Bypass Culvert - Urban Chart Flows
A,ialysis Component
Storrn Event ?? Check Discharge 138.00 cts
Peak Discharge Method; User-Sper,.iFed
Design Discharge 87.00 cfs Check Discharge 138.00 cfs
Tailwater properties: Trapezoidal Channel
Tailwater conditions for Check Storm- 2?-? 1 80
Discharge 138.00 cfs Bottom Elevation -44 -$?9-ft
Depth 1.26 ft Velocity 4.77 ftls
Name Description Discharge HW Elev. Velocity
Culvert-1 1-60 inch Circular 138.02 cis 499.46 €6 13.56 fUs
Weir Roadway (Constant Elevatiordn00 cfs "a '?= N/A
Total --------------- 138.02 cfs 4a N/A
lz-" - I(o
Titt- NH John Carter Road Project Engineer: Dan Robinson
\ptot ctyesne o ro cre r !rni CulvertMaster v3.1 (03.01.009.001
08'02,'07 03.28 10 F+"t ent ,t sic. Hsostad Methods Solution Center Watertown. CT 06795 USA [phone] Page 1 of 3
Culvert Designer/Analyzer Report
Jenkco Bypass Culvert - Urban Chart Flows
Coinm ponent:Cuivert-1
Culvert Summary "0.16
Computed Headwater Elevr -485-49 ft Discharge 138.02 cfs
inlet Control HW Elev-L59,93 3 ft Tailwater Elevation -488,rft,26
3.0(p
Outlet Control HW Elev.2Lo,1 -ft Control Type .
Entrance Control
Headwater Depth/Height 1,03

Grades
Upstream Invert ft Downstream Invert 4m.88 ft -Z5)
Length 306.00 ft Constructed Slope 0.010458 ft/ft

Hydraulic Profile
Profile S2 Depth, Downstream 2.57 ft
Slope Type Steep Normal Depth 2.55 ft
Flow Regime Supercritical Critical Depth 3,37 ft
Velocity Downstream 13.56 ftls Critical Slope 0.004451 ft/ft

Section
Section Shape Circular Mannings Coefficient 0.013
Section Material Concrete Span 5.00 ft
Section Size 60 inch Rise 5.00 ft
Number Sections 1

Outlet Control Properties ?-(00.)(0
Outlet Control HW Elev. 495?+6 ft Upstream Velocity Head 1.50 ft
Ke 0.20 Entrance loss 0.30 ft

Inlet Control Properties _ ZS I.-I3
Inlet Control HW Elev. -ft Flow Control Unsubmerged
inlet Type Groove end w/headwall Area Full 19.6 ft'
K 0.00180 HDS 5 Chart 1
M 2.00000 HDS 5 Scale 2
C O.02920 Equation Form 1
Y 0.74.000
Title: NH John Carter Road Project Engineer: Dan Robinson
pr,1 ?tyenco rc>nc;ret Arr cuhn , t cvrn CulvertMaster v3.1 (03.01.009.00]
083.)2/01 03.214:10 RNBentley Sf terns, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 2 of 3
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Culvert Designer/Analyzer Report
Jenkeo Bypass Culvert - Urban Chart Flaws
Component: Weir
Hydraulic Component(s). Roadway (Constant Elevation) Ztoo.t(o
Discharge 0.00 cis Allowable FiW Elevation -44-11,r..r I'8' ft
Roadway Width 300.00 ft Overtopping Coefficient 2.90 US
Length 80.00 ft Crest Elevation 504.00 ft
Headwater Elevation N%A ft Discharge Coefficient (Cr) 2.90
Submergence Factor (Kt) 1.00
Sta (ft) Elev. (ft)
0.00 -5a4-.m) -ZVi. CDD
80.00 2loq .00
'1 itle, NH John Carter Road Project Engineer: Dan Robinson
Oprojecttjenco concrete \rr cuivert.cvrn CulvertMaster v3.1 [03.01.009.00]
08?02/07 03:28:10 MBentley Systoms, Inc. Haest,',id Methods Solution Center Watertown, CT 06795 USA [phone] Page 3 of 3
Rating Table Report
Jenkco Bypass Culvert - Urban Chart Flows
MiniMUM Maximum lncrern nt
Discharge 0.00 280.00 28.00 cfs
scharge (cf }iW Elev. (ft)
0.00
28.00 -499.56
-442-49
56.00 -4834+6
84.00 -413-F*
112.00
140.00 -4Q6-24-
168.00 -486-8
196.00 -496.58
224,00 -49V-.4F
252.00
280.00 4496 i
ZSS.oo
2.57.1 0
25$.05
25q.54?
2loo.Ll
Zbo.37
Ztol,58
Z(, Z.. W'1
2c?3.4a
Z 104. l0 1
`j`ihe: NH John Carter Road Project Engineer: Dan Robinson
r:\groject\jenco concrete\rr culvert.cvm CulvertMasterv3.1 (03.01.009.00]
08(02107 03:28:33 M-Bentley Systorns. Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page '1 of 1
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Performance Curves Report
Jenkco Bypass Culvert - Urban Chart Flows
Rang,.,
Minimurri Maximum inurement
Discharge 0-00 280.00 28.00 cfs
Performance Curves
- NW Elev.
Titles: NH Jahn Carter Read Project Engineer: Dan Robinson
r:'gwa (,,t4jenc0 concretevr culvert.cvr CulvertMaster v3.1 [03.01.009.001
08102!0' 03:28:49 FNSentley Systems, inc, Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 1
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180
10,000
188 6,000 EXAMPLE E?
j56 -6000 0.42 lochao ($.5 fast) 8.

144 0.120 oa
g 0
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4,000
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12 HEADWATER DEPTH FOR
HEADWATER SCALES 2113 CONCRETE PIPE CULVERTS
BUREAU Of W&LiC #0,4 0s 4.4tt, (9 63 REVISED MAY t964 WITH INLET CONTROL
225
Culvert Designer/Analyzer Report
RR Culvert - Jenkco
Analysis Component
Storm Event Crack Discharge 215.00 cfs
Peak Discharge Method: User-Specified
Design Discharge 1;35-00 cfs Check Discharge 215.00 cfs
Tailwater properties: Trapezoidal Channel
Tailwater conditions for Check Storm, 4Z
Discharge 215.00 cfs Bottom Elevation -46+4-2. ft
Depth 2.60 ft Velocity 7.67 ft;s
Name Description Discharge HW Elev. Velocity
Culvert-1 1-30 inch Circular 84,25 cfs -455-3J'I[ 18.92 ftfs
Weir Roadway (Constant Elevatl[Wi 00 cfs -t95--4T" NIA
Total --------------- 215.25 cfs -445--Q-ft, NIA
Zc,. o, 39
Title: NH John Carter Road Project Engineer: Dan Robinson
r:\project\jenco concrete\rr culvert,cvm CulvertMaster v3.1 (03.01.009.00]
08103/07 11:21-33 AASentley Systems, Inc_ Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 3
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Culvert Designer/Analyzer Report
RR Culvert - Jenkeo
ComponentCuivert-1
Culvert Summary
Computed Headwater Elev: rt
inlet Control HW Eiev.'LLPQ }4rJS39--ft
Ouiiet Control HW Elev2-57,3644,-8F1-ft
Headwater Depth/Height 4.40 Discharge
Tailwater Elevation
Control Type 84.25 cfs
-484,82 ft Zg9, D L
Inlet Control

Grades
Upstream Invert 7Z*J.3F1 -1839 It
Length 62_.00 ft Downstream Invert ft
Constructed Slope 0.047903 fttft

Hydraulic Profile
Profile CompositePressureProfiieSIS2
Slope Type N/A
Flow Regime NIA
Velocity Downstream 18,92 ft's Depth, Downstream
Normal Depth
Critical Depth
Critical Slope 2.13 ft
1.92 ft
2.47 ft
0.038660 ftlft

Section
Section Shape Circular
Section Material Concrete
Section Size 30 inch
Number Sections 1 Mannings Coefficient
Span
Rise 0.013
2.50 ft
2.50 It

Outlet Control Properties
Outlet Control HW Elev.2-15'1 4 4-1 ft
Ke 020 Upstream Velocity Head
Entrance Loss 4.60 ft
0,92 ft

Inlet Control Properties
Inlet Control HW Elev.2(o0.v1-->$?5-9 {F'
Inlet Type Groove end projecting
K 0.00450
M 2.00000
C 0.03170
Y 0,69000 Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form N/A
4.9 ft2
1
3
1
Title: NH John Carter Road Project Engineer: Dan Robinson
r'projecrijenco concretetrr culvert. nn CutvertMaster v3.1 (03.01.009.001
08/0'1/07 11:21:33 AM3entloy S: ->?_ ? < inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 2 of 3
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Culvert Designer/Analyzer Report
RR Culvert - Jenkco
Component: Weir
Hydraulic Component(s): Roadway (Constant Elevation)
Discharge 131.00 cfs Allowable HW Elevation ??t^ 2.rvO.39
Roadway Width 40.00 ft Overtopping Coefficient 2.66 US
Length 200.00 ft Crest Elevation -496.88 ft
Headwater Elevation 7-foD.31 445. 1P Discharge Coefficient (Cr) 2.66
Submergence Factor (Kt) 1.00

Sta (ft) Elev. (ft)
0,00 46568 - 2ro 0.. 0
200.08 -485.. z lo , Do
Title: NH John Carter Road Project Engineer: Dan Robinson
r:%proje:cfljenco cancretelrr culvert.cvm CuivertMaster v3.1 [03.01.009.00)
08/03/07 11.21;3:3 AM3entley Systems, Inc. Haestad Methods Solution Center Watertown. CT 06795 USA [phone] Page 3 of 3
Rating Table Report
RR Culvert - Jenkco
Range Data:
Minimum Maximurn Increment
Discharge 0.00 400.00 40.00 cfs
scharge (cf OW Elev. (ft)
0.00 -?e ..
40.00
80.00 -444-+?f-
120.00 4.
160.00
200.00
240.00
250.00 --44&4r3
320.00
360.00
400.00 "44&-49,
r ?
7A9.39
253.1
z 59.4-7
2(oD. t'7
Z.(rO.ZB
Ztn?.3 b
ZtoO,dfz
2(o0.5
Z4, 0. 5-1
Z.&oo .(03
Z( 0.(041
Title: NH John Carter Road Project Engineer: Dan Robinson
r-?proje3ctljencO concrete\rr culvert.cvm CulvertMaster v3.1 [0101.009.00]
m03/07 11:2142 AbBentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 1
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Performance Curves Report
RR Culvert - Jenkco
Rant e. Data:
PAinimum Maximum Increment
Discharge 0.00 400.00 40 00 cfs
Titlo. NH John Carter Rcjad Project Engineer: Dan Robinson
1pfojeut jenco rtmcretelrr culvert.ovrn CUIvertMaster v3.1 [03.01.009.00]
OFi/03,,0/ 11:21 52 AF3entlcy Systems, Inc. Hao"t;,id MethOdS Solution Center Watertown, CT 06795 USA [phone] Page 1 of 1