20061085 Ver 2_Stormwater Info_20061106

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DAVIS-MARTIN-POWELL & ASSOCIATES, INC.
ENGINEERING LAND PLANNING • SURVEYING
6415 Old Plank Road, High Point, NC 27265
[phone] • Fax [phone] • www.dmp-inc.com
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Rex Gleason, P.E.
Surface Water Protection
NCDENR -Mooresville RO
Division of Water Quality
610 East Center Avenue
Suite 301
Mooresville, NC 28115
Dear Mr. Gleason:
October 30, 2006
RE: Elementary School G
DMP Job No. E3938
DWQ EXP ID: 06-1085
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N (.! V .~
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Thank you for your letter dated October 26, 2006 requesting additional information for the above
referenced project. In accordance with your letter we offer the following additional information:
Comment
1. The stream crossing diagrams are insufficient. Placement of culverts and other structures
in waters, streams, and wetlands shall be designed and installed to allow for low flow
passage of water and aquatic life movement, and maintain existing stream dimensions
above and below each culvert. Please provide cross sectional diagrams showing
elevations of culverts and stream profile and culvert diameter. In the case of multiple
culverts for one crossing, it may be necessary to maintain the low flow channel through
one culvert, while placing the others slightly higher in elevation to handle storm flows.
Details for temporary crossings should also be provided.
Response
1. We have revised the plans to show additional details for the stream crossings. The plans
show the invert ends of the pipe installed below the stream. At the multiple culvert we
have elevated the two other culverts higher that the center culvert. Please refer to plan
sheet 3 for detailed information.
Comment
2. Length of the rip rap dissipaters for the culverts is not indicated on the plan. Please provide more
details. If rip rap is needed it must be imbedded in the stream bottom to maintain a low flow
stream channel.
Response
2. Plunge Pool energy dissipaters are now shown at the ends of the large culverts A note
has been added to the plans indicating that the rip-rap must be imbedded in the bottom of
the channel. See plan sheet 3.

Comment
3. Due to the concentrated azea of impervious surface (consisting of school buildings and pazking
lots) a storm water management plan will be required for that area. The plans show storm water
being routed to a storm water pond to the north, but other storm water is routed east of the school
with appazently no treatment. Please address this discrepancy. Questions regarding storm water
management plan approval should be routed to the 401 Oversite/Express Permitting Unit in
Raleigh.
Response
3 Two copies of a storm water management plan are attached. The plan shows a
permanent wet detention pond for the area below the school parking and bus parking lot.
The storm drainage pipes which drain the eastern half of the school buildings will
discharge into a grassed storm water Swale. Applicable Storm Water applications and
worksheets are included in this submittal.
Comment
4. Storm water outfalls should be located in such a manner as to not impact receiving streams. On
the plans, the outfall below stream impact S-2 appears very close to the stream.
Response
S. The culvert above stream S-2 has been relocated away from the stream.
Comment
6. Floodway culverts should be used as needed to maintain the hydrology of wetlands which are
crossed byroads. Please address this issue for wetland impact W-1.
Response
6. The current location of the road has been shifted upstream from the area noted during your
recent site visit. The wetland area is not as wide in this area. As shown on the detail referenced in
our response to comment No. 1 we have raised the inverts of the two other culverts to maintain
the depth of the existing channel through the culvert and at the same time provide the necessary
flood relief through the roadway culverts.
We have enclosed five copies of the revised plans and the storm water study. A copy of the
storm water study has been forwarded to Cynthia for her review.
Thank you once again for your review. If you have any questions or need additional
information, please give me a call.
Sincerely,
:File
Debbie Green (UCPS)
Cynthia Van Der Wiele

Project Name: Elem School G
Project No. DWQ 061085
Pond 1
SUBMITTED DESIGN:
elevations
Bottom of Basin (ft) 675
Permanent Pool (ft) 680
Temporary Pool (ft) 681.5
areas
Permanent Pool SA (sq ft) 9416
Drainage Area (ac) 5.32
Impervious Area (ac) 4.08
volumes
Permanent Pool (cu ft) 30737
Temporary Pool (cu ft) 15312
Forebay (cu ft) 15487
other parameters
SA/DA 2.88
Orifice Diameter (in) 1.6
Design Rainfall (in) 1
Linear Interpolation of Correct SA/DA
Im ervious
Next Lowest 70
Project Impervious 76.7
Next Highest 80
REQUIRED DESIGN:
3.3 average depth status
5 ft. depth ok
1.5 ft. depth ok
5278 sq. ft. ok
4688 hased on avg depth ok
76.7 % -
14295 cu. ft. ok
50.4 % checkforebc
2.28 -
0.06 cfs drawdown -
3.0 day drawdown ok
5 ft. Permanent Pool Depth
SA/DA fron (Avg. Depth)
2.07 1.808306075 1.08
2.28 2.02 1.31
2.38 2.128879567 L43
3 ft 4

~ DAVIS-MARTIN-POWELL & ASSOCIATES, INC.
ENGINEERING LAND PLANNING SURVEYING
6415 old Plank Road, High Point, NC 27265
- [phone] • Fax [phone] • www.dmp-inc.cam
TRANSMITTAL
Date: October 31, 2006
To:
Ms Cynthia Van Der Wiele
North Carolina DENR
Division of Water Quality
Storm Water Review Unit
512 N. Salisbury Street
Raleigh, North Carolina 27604
919-733-7015
We are sending you attached the following items:
^ Shop Drawings ^ Samples
^ Prints ^ Specifications
® Plans ^ Disk
Re:
Union County School
Elementary School G
Storm water permit
Job No. E-3938.02(BF)
~x p t~ o to - 10$5 Y2
^ Copy of Letter
^ Other
# Copies Drawing # Description Disposition
~ Storm water permit application and supporting
information For Review and
Approval
Remarks:
c:Barry Love
Heather Crutchfield
Debbie Green
File
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WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. .Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed
of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wet [wetland] detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 3.75 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 3.75 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 680
Sediment moval EL 676.2- 75 /o
0
- Sediment Removal Elevation 676.25 75 /°
Bottom E vation _675 5%
FOREBAY MAIN POND
5
6
7
Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
All components of the wet detention basin system shall be maintained in good working order.
Page 1 of 2

8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: Don Hughes
Title: Director Facilities Plannin4 and Construction
Address: 116 North Main Street Monroe NC 28112
Phone:[phone] r~ ,g
Signature:
Date: I U' 30 ~ 0 Co
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
Ivts)have been sold and_a resident of the subdivision has been named the president.
I, __ ~4Lt~CU.~ t ~• t~~w ~~ , a Notary Public for the State of 1~4~ ~C,u-o li n0. ,
County of «.hd.bb~ , do hereby certify that Don Hughes
personally appeared before me this 30'~'ti day of ~C,-E'o bP.V' , X00 ~0 ,and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
,,l,~nr~n,~ ~. ~aw~2a.~.
SEAL
My commission expires ~ ('" (-b(p
Page 2 of 2

Elementary School G
Storm Water Narrative Report
Elementary School G is located at 320 Reid Dairy Road in Western Union County. The
total site area is 55.22 acres. The proposed overall impervious area for the site is 14%.
The site consists of open fields, moderately wooded areas and some residential structures.
A small farm pond is located in the central portion of the site. This pond will remain
following construction. Several intermittent streams transect the site and are indicated on
the attached site plan. Elevations range from a low of approximately 642 on the northern
end of the site and to a high elevation of approximately 711 at the southern end of the site
near Rea Road. The site is within the Catawba River basin.
The building site location was selected to minimize wetland impacts and to provide
sufficient traffic storage off of Rea Road. The North Carolina Department of
Transportation required that the access drive align with the intersection of Crane Road.
Approximately 32.5 Acres will be disturbed during construction.
Drainage from this site has been divided into approximately 9 basins as shown on the
overall storm water plan. These areas are summarized as follows:
Basin ID Drainage Area Proposed Impervious
Area
1 4.37 31.7
2 1.32 0.59%
3 5.32 76.7%
4 1.20 37.8%
5 20.55 0.25%
6 12.05 3.06%
7 7.63 9.73%
8 13.54 6.11%
9 6.42 1.14%
Storm water best management practices will be provided for basin 1 and 3. Basin 1 is
located on the north side of the site and has a total drainage area of 4.37 acres.
Impervious areas in this basin include roof areas and sidewalks. A grassed Swale
approximately 486 feet in length is proposed. Supporting calculations for this swale are
included as Attachment I.
Basin 3 includes the southern half of the school structure. It also includes a substantial
portion of the vehicle and bus parking lots. This basin has a total drainage area of 5.32
acres. A wet detention pond is proposed to provide storm water treatment for this basin.
Supporting calculations for Wet Detention pond are included as Attachment II.

ATTACHMENT I
BASIN #1-GRASSED SWALE BMP

Grassed Swale -Drainage Basin #1
Drainage Area 4.37 Acres
Minimum Swale Length 380 feet
10 year storm 5.5 in/hr
100 year storm
c= 0.7
Q10= 16.8245 cfs
Max Velocity 1 FPS

Elementary School G
Grassed Swale
Drainage Basin #1
Trapezoidal Channel
Side Slope (Hor to Vert)
Bottom Width in Feet
Slope in
Manning n
4 to 1
10
0.5 = 0.005
0.09
WETTED FLOW
DEPTH PERIM. AREA
FEET FT SF
1.12 19.236 16.218
HYD MANNING FLOW
RADIUS GPD CFS VEL
0.843 10, 950, 511 16.94 1.04
TRACTIVE FORCE CALCULATION Grass Class C
T=YDS Y=62.4 PSF
D=FLOW DEPTH
S=CHANNEL SLOPE VR= 0.880866
T= 0.34944 (HYDRAULIC RADIUS "VELOCITY)

ATTACHMENT II
BASIN #3 -WET DETENTION POND

wetpond
PERMANENT WET DETENTION POND DESIGN

PROJECT: School G INDEX NO:
Drainage Basin #3 CHECKED BY: etm
LOCATION: DATE:
REVISED:

SITE DATA
TOTAL SITE AREA = 5.32 acres WATERSHED =
PROPOSED BUILT UPON AREA = 4.08 acres CLASSIFICATION : WS -
FUTURE BUILT UPON AREA = 0.00 acres
TOTAL ON-SITE BUILT UPON AREA = 4.08 acres
PERCENT BUILT-UPON = 76.69% (GWA/WCA) _
ON-SITE DRAINAGE AREA TO POND = 5.32 acres MAX. OFF-SITE B.U.% _
OFF-SITE DRAINAGE AREA TO POND = 0.00 acres
TOTAL WATERSHED AREA TO POND = 5.32 acres
DISTURBED AREA = 5.32 acres
TEM P. SED. STOR. USED Y/N) Y

DESIGN DATA
TEMPORARY SEDIMENT STORAGE 0.5 acre-inch per disturbed acre
PERMANENT SEDIMENT STORAGE 0.125 acre-in per total drainage area
PERMANENT WATER QUALITY
COMPOSITE B.U. % = 76.69 percent
DEPTH (minimum 3 feet) 3.0 feet
SA/DA (Figure 5.6-2) 3.2 percent
TEMPORARY WATER QUALITY 1.0 Inch rainfall to be controlled

PRINCIPAL SPILLWAY
TYPE X corrugated aluminum
reinforced concrete
DESIGN STORM 10 year
RAINFALL INTENSITY 5.32 inches per hour
RUNOFF COEFFICIENT 0.7

EMERGENCY SPILLWAY
TYPE X grass lined
rip-rap lined
DESIGN STORM 100 year
RAINFALL INTENSITY 8.15 inches per hour
RUNOFF COEFFICIENT 0.7

POND DATA
ELEV. @ BOT. OF POND = 676 SURFACE AREA = 5170 SF
ELEV.@ BOT. OF PSS = 676 SURFACE AREA = 5170 SF
ELEV. @ BOT. OF PWQ = 677 SURFACE AREA = 6147 SF
ELEV. @ BOT. OF TWQ = 680 SURFACE AREA = 9416 SF
ELEV. @ TOP. OF TWQ = 681.5 SURFACE AREA = 11000 SF
ELEV. @ EMER. SPILLWAY = 683
ELEV. @ TOP OF DAM = 685
INVERT OF BARREL = 909
Page 1

wetpond

POND DESIGN
TEMPORARY SEDIMENT STORAGE VO LUME REQUIRED 9656 Cubic Feet

VOLUME PROVIDED

ELEV. @ BOT. OF POND= 676.00 SURFACE AREA = 5170 Square Feet
ELEV. @ BOT. OF TWQ = 680.00 SURFACE AREA = 9416 Square Feet

ALLOW 75% OF BASIN VOLUME TO WQ ORIFICE = 21879 Cubic Feet
OK

PERMANENT SEDIMENT S TORAGE VO LUME REQUIRED 2414 Cubic Feet

VOLUME PROVIDED

ELEV. @ BOT. OF PSS = 676.00 SURFACE AREA = 5170 Square Feet
ELEV. @ BOT. OF PWQ = 677.00 SURFACE AREA = 6147 Square Feet

VOLUME PROVIDED = 5659 Cubic Feet
OK

PERMANENT WATER QUALITY SURFACE AREA RE 'D 7416 Square Feet

NORMAL POOL ELEVATION = 680.00
SURFACE AREA PROVIDED = 9416 Square Feet
OK

TEMPORARY WATER U ALITY STORAGE RE UIRED
Rv= 0.740 in/in
VOLUME REQUIRED = 14295 Cubic Feet

VOLUME PROVIDED

ELEV. @ BOT. OF TWQ = 680.00 SURFACE AREA = 9416 Square Feet
ELEV. @ TOP OF TWQ = 681.50 SURFACE AREA = 11000 Square Feet

VOLUME PROVIDED = 15312 Cubic Feet
OK
Page 2

wetpond
~ ~
PRINCIPAL SPILLWAY

DESIGN STORM PEAK FLOW = 19.8 CFS
HEAD ABOVE TOP OF RISER = 1.50
ELEVATION AT TOP OF RISER = 681.50

BARREL: ELEV. OF BARREL INV. = 909
TRY BARREL DIA. = 24.00 in. dia. h = -227
ORIFICE EQUATION Q = #NUM! #NUM!

RISER: RISER(AREA) =1.5 TIMES BARREL(AREA)
TRY RISER DIA. = 36 in. dia.
WEIR EQUATION Q = 57.7 CFS OK

ORIFICE EQUATION Q= 41.7 CFS OK

ORIFICE CONTROLS

WATER QUALITY RELEAS E HOLE

ELEV. @ BOT. OF WATER QUALITY RELEASE HOLE = 680.00
MAXIMUM RELEASE RATE = 4 Days
MINIMUM RELEASE RATE = 6 Days
MAXIMUM HOLE SIZE = 0.013860349 1.59 in. dia.
MINIMUM HOLE SIZE = 0.009240232 1.30 in. dia.

EMERGENCY SPILLWAY

ELEV. @EMER. SPILLWAY = 683
DESIGN STORM PEAK FLOW = 30.4 CFS
FLOW THROUGH EMER. SPILLWAY = 10.5 CFS
HEAD ABOVE TOP OF RIS ER = 1
BOTTOM WIDTH = 3.51

FLOTATION OF RISER

ELEV. @ TOP OF RISER = 681.50
ELEV. @ BOT. OF PSS = 676.00
H = 5.50 ft
AREA OF RISER = 7.1 SF
VOLUME OF RISER = 38.9 Cubic Feet

AREA OF BARREL = 3.1 SF
EXPOSED LENGTH = 10.00 ft
VOLUME OF BARREL = 31.4 Cubic Feet

WEIGHT OF WATER DISPLACED = 4386.29 Ib
FACTOR OF SAFETY (10%) 4824.92 Ib

VOLUME OF CONCRETE ANCHOR = 32.2 Cubic Feet
Page 3

Wet Detention Pond
Volume Worksheet

Sediment Forebay

EI Area Av. Area Volume Sum Volume

675 1585
1847 1847
676 2109 1847
2404.5 2404.5
677 2700 4251.5
3029.5 3029.5
678 3359 7281
3722.5 3722.5
679 4086 11003.5
4483.5 4483.5
680 4881 15487
5312 5312
681 5743 20799

Overall Volume

EI Area Av. Area Volume Sum Volume

675 4250
4710 4710
676 5170 1847
5658.5 5658.5
677 6147 7505.5
6663.5 6663.5
678 7180 14169
7725 7725
679 8270 21894
8843 8843
680 9416 30737
10017.5 10017.5
681 10619 40754.5
11249 11249
682 11879 52003.5
12307 12307
683 12735 64310.5
13637 13637
684 14539 77947.5

10 Year Storm
PROJECT: School G JOB NUMBER: E-3698
10-Year
O 22.01 D 24 AREA 3.14 EMERGENCY S PILLWAY
TP 19.4806 BARREL INVERT UP 675 ELEVATION 683.5
dT 4 Cw 3.33 BARREL INVERT OR LENGTH 25
Ks 4438.634139 L 160 DOWNSTREAM W.L. 674 C FACTOR 3
b 1.22 36 N FACTOR 0.027
N 1 STARTING LEVEL 680 Ke 1
Cd 0.59 SPILLWAY LEVEL 681.5
SPILLWAY AREA 7.07 SPILLWAY LENGTH 9.42
1
INFLOW STORAGE STAGE HEADWATER ORIFICE WEIR HYD. GRADE TOTAL EMERGENCY
TIME CFS CFS FT FLOW FLOW FLOW FLOW FLOW SPILLWAY

0.0 0.00 0 680.00 0.00 0.00 0.00 0.00 0.00 0
1.9 0.54 63 680.03 33.35 0.00 0.00 19.89 0.00 0
2.9 1.20 133 680.06 33.43 0.00 0.00 19.94 0.00 0
3.9 2.10 256 680.10 33.57 0.00 0.00 20.00 0.00 0
4.9 3.22 444 680.15 33.75 0.00 0.00 20.09 0.00 0
5.8 4.54 709 680.22 33.98 0.00 0.00 20.21 0.00 0
6.8 6.01 1060 680.31 34.26 0.00 0.00 20.35 0.00 0
7.8 7.60 1505 680.41 34.59 0.00 0.00 20.52 0.00 0
8.8 9.28 2047 680.53 34.97 0.00 0.00 20.70 0.00 0
9.7 11.00 2691 680.66 35.38 0.00 0.00 20.91 0.00 0
10.7 12.73 3434 680.81 35.84 0.00 0.00 21.14 0.00 0
11.7 14.40 4276 680.97 36.33 0.00 0.00 21.39 0.00 0
12.7 16.00 5211 681.14 36.84 0.00 0.00 21.65 0.00 0
13.6 17.47 6232 681.32 37.37 0.00 0.00 21.92 0.00 0
14.6 18.79 7330 681.51 37.92 2.71 0.02 22.20 0.02 0
15.6 19.91 8493 681.70 38.48 14.94 2.79 22.48 2.79 0
16.6 20.81 9546 681.87 38.97 20.34 7.04 22.73 7.04 0
17.5 21.47 10389 682.00 39.34 23.75 11.20 22.92 11.20 0
18.5 21.87 11013 682.10 39.62 25.95 14.61 23.06 14.61 0
19.5 22.01 11445 682.17 39.80 27.36 17.13 23.15 17.13 0
20.5 21.87 11723 682.21 39.92 28.22 18.80 23.21 18.80 0
21.4 21.47 11878 682.23 39.99 28.70 19.76 23.25 19.76 0
22.4 20.81 11940 682.24 40.01 28.88 20.14 23.26 20.14 0
23.4 19.91 11926 682.24 40.01 28.84 20.06 23.26 20.06 0
24.4 18.79 11852 682.23 39.98 28.62 19.60 23.24 19.60 0
25.3 17.63 11736 682.21 39.93 28.27 18.89 23.22 18.89 0
26.3 16.52 11598 682.19 39.87 27.84 18.04 23.19 18.04 0
27.3 15.48 11448 682.17 39.81 27.37 17.14 23.15 17.14 0
28.2 14.50 11293 682.14 39.74 26.87 16.23 23.12 16.23 0
29.2 13.59 11139 682.12 39.67 26.37 15.33 23.09 15.33 0
30.2 12.73 10987 682.10 39.61 25.86 14.47 23.05 14.47 0
31.2 11.93 10839 682.07 39.54 25.36 13.63 23.02 13.63 0
32.1 11.18 10696 682.05 39.48 24.86 12.84 22.99 12.84 0
33.1 10.48 10558 682.03 39.42 24.36 12.09 22.96 12.09 0
34.1 9.82 10425 682.01 39.36 23.88 11.38 22.93 11.38 0
35.1 9.20 10297 681.99 39.30 23.40 10.72 22.90 10.72 0
36.0 8.62 10175 681.97 39.25 22.93 10.09 22.87 10.09 0
Page 1

10 Year Storm

INTENSITY 5.91 SCS CURVE NO. 81

C" FACTOR
0.7 Weighted C -See
Below
PRECIP DEPTH
3.64
DRAINAGE AREA 5.32 T 19.48062221
O 22.00884

S Z
CONTOUR CONTOUR INCR ACCUM
AREA VOLUME VOLUME STAGE In S In Z Zest
675 4250.12 0 0 0
676 5170.26 4710.19 4710.19 1 8.4575 0.0000 2.1351
677 6146.94 5658.6 10368.79 2 9.2466 0.6931 2.2243
678 7180.16 6663.55 17032.34 3 9.7429 1.0986 3.00
678 7180.16 0 17032.34 3 9.7429 1.0986 3.00
678 7180.16 0 17032 3 9.7429 1.0986 3.00

Ks 4438.634139
b 1.22

Area "C" C"A
4.96 0.22 1.0912
6.04 0.6 3.624

11 4.7152

Wei hted C 0.4

Page 2

100 year Storm
PROJECT: School G JOB NUMBER: E-3698
100-Year
O 30.35 D 24 AREA 3.14 EMERGENCYS PILLWAY
TP 25.2045 BARREL INVERT UP 875 ELEVAT~N 882.5
dT 4 Cw 3.33 BARREL INVERT O R LENGTH 25
Ks 4438.63414 L 160 DOWNSTREAM W.L . 674 C FACTOR 3
b 1.22 36 N FACTOR 0.027
N 1 STARTING LEVEL 680 Ke 1
Cd 0.59 SPILLWAY LEVEL 681.5
SPILLWAY AREA 7.07 SPILLWAY LENG TH 9.42
1

TIME INFLOW
CFS STORAGE
CFS STAGE
FT HEADWATER
FLOW ORIFICE
FLOW WEIR
FLOW HYD. GRADE
FLOW TOTAL
FLOW EMERGENCY
SPILLWAY

0.0 0.00 0 680.00 0.00 0.00 0.00 0.00 0.00 0
2.5 0.74 112 880.05 33.41 0.00 0.00 19.93 0.00 0
3.8 1.85 237 880.09 33.55 0.00 0.00 19.99 0.00 0
5.0 2.90 457 680.16 33.76 0.00 0.00 20.10 0.00 0
6.3 4.44 793 88024 34.05 0.00 0.00 20.24 0.00 0
7.6 6.26 1266 680.36 34.42 0.00 0.00 20.43 0.00 0
8.8 8.29 1892 68.50 34.88 0.00 0.00 20.65 0.00 0
10.1 10.49 2885 680.66 35.36 0.00 0.00 20.91 0.00 0
11.3 12.80 3853 680.85 35.97 0.00 0.00 2121 0.00 0
12.6 15.18 4800 681.07 36.82 0.00 0.00 21.53 0.00 0
13.9 17.55 6127 681.30 37.32 0.00 0.00 21.89 0.00 0
15.1 19.86 7829 881.56 38.07 7.97 0.42 22.27 0.42 0
16.4 22.08 9266 681.82 38.84 19.07 5.80 22.66 5.80 0
17.6 24.10 10649 882.04 39.46 24.69 12.59 22.98 12.59 0
18.9 25.91 11656 68220 39.89 28.02 18.40 23.20 18.40 0
20.2 27.45 12341 682.31 40.18 30.05 22.69 23.35 22.89 0
21.4 28.70 12795 682.37 40.37 31.31 25.87 23.44 23.44 0
22.7 29.61 13281 682.45 40.57 32.55 28.83 23.54 23.54 0
23.9 30.18 13762 682.52 40.77 33.81 32.34 23.65 23.65 0
25.2 30.35 14269 682.60 40.97 35.04 35.99 23.75 23.79 0
26.5 30.16 14751 682.67 41.17 38.17 39.57 23.85 24.03 0
27.7 29.61 15173 682.73 41.33 37.12 42.77 23.94 24.39 0
29.0 28.70 15499 882.78 41.48 37.83 45.29 24.00 24.80 1
30.2 27.45 15699 682.81 41.54 38.27 46.88 24.04 25.12 1
31.5 25.91 15758 882.82 41.56 38.39 47.32 24.05 25.23 1
32.8 24.31 15688 682.81 41.54 38.24 48.77 24.04 25.11 1
34.0 22.78 15512 682.78 41.47 37.88 45.40 24.00 24.82 1
35.3 21.34 15249 682.74 41.36 3729 43.38 23.95 24.48 1
36.5 20.00 14911 682.69 41.23 38.53 40.77 23.88 24.14 0
37.8 18.74 14502 682.63 41.07 35.59 37.71 23.80 23.88 0
39.1 17.56 14024 682.56 40.88 34.46 34.21 23.70 23.71 0
40.3 16.46 13476 682.48 40.65 33.10 30.32 23.59 23.59 0
41.6 15.42 12858 682.38 40.40 31.48 26.09 23.46 23.46 0
42.6 14.45 12177 68228 40.12 29.58 21.84 23.31 21.84 0
44.1 13.54 11565 682.19 39.86 27.74 17.84 23.18 17.84 0
45.4 12.69 11175 682.13 39.89 26.49 15.54 23.09 15.54 0
46.6 11.89 10899 682.08 39.57 25.56 13.97 23.03 13.97 0
47.9 11.14 10685 882.05 39.47 24.82 12.78 22.98 12.78 0
49.1 10.44 10508 682.02 39.40 24.18 11.83 22.95 11.83 0
50.4 9.78 10353 882.00 39.33 23.81 11.01 22.91 11.01 0
51.7 9.17 10214 681.98 39.27 23.08 1029 22.88 10.29 0
52.9 8.59 10086 681.96 39.21 22.59 9.64 22.85 9.64 0
54.2 8.05 9968 681.94 39.16 22.11 9.04 22.82 9.04 0
55.4 7.54 9853 681.92 39.10 21.65 8.49 22.80 8.49 0
56.7 7.07 9746 681.90 39.06 2120 7.97 22.77 7.97 0
58.0 6.82 9844 881.88 39.01 20.77 7.49 22.75 7.49 0
59.2 8.21 9546 881.87 38.97 20.35 7.04 22.73 7.04 0
60.5 5.82 9454 681.85 38.92 19.93 6.62 22.70 8.62 0
Page 1

100 year Storm

SCS CURVE NO. 81
Weighted C -See
Below
PRECIP DEPTH
5.3
5.32 T 25.2045408

S Z
CONTOUR ACCUM
VOLUME STAGE In S In Z Zest
675 0 0
676 4710.19 1 8.4575 0.0000 2.1351
877 10388.79 2 9.2486 0.8931 2.2243
678 17032.34 3 9.7429 1.0986 3.00
878 17032.34 3 9.7429 1.0988 3.00
678 17032 3 9.7429 1.0986 3.00

Ks 4438.834139
b 1.22

C'A
1.0912
3.624

4.7152

Page 2

r I .
~X~A Y 2 O to - t 0 $S
.,.~;:>~.~ ~::i ~~.~.tt~~.~~'.~~>.:i~FF1GEi7SE~QN1yY ,~; fk.,.._ ;-rr.~r~ ~t~, *r4~?::~.ti~>_ ::a..,
Date Received Fee Paid Permit Number

State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form maybe photocopied for use as an original
I. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
Union County Schools
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Don Hughes, Director Facilities Planning and Construction
3. Mailing Address for person listed in item 2 above:
11~ PT-. l~i$-Szree~
City: Monroe State: NC Zip: 28112
Telephone Number: ( 704 ) 296=5960
4. Project Name (subdivision, facility, or establishment name -should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Elementary School "G"
5. Location of Project (street address):
326 R~,~ D~,r ~v
11
City: ~ CciC V1Ge ~ ~ ~~ l~ County: Union
6. Directions to project (from nearest major intersection):
Highway 16 South from I-485, turn right on Rea Road, take right at next
road (Reid Dairy Road)
7. Latitude: 3874670 N Longitude: 520398E of project
8. Contact person who can answer questions about the project:
Name: Eddie MacEldowney Telephone Number: ( 3~6. 1 886=1E821
II. PERMTT INFORMATION:
1. Specify whether project is (check one): X New Renewal Modification
Form SWU-101 Version 3.99 Page 1 of 4
NU`~ (~ ~~Ij~
Wk Ti.Ht3~c~ ~ ~1 i. ~~~+~`~-

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number and its issue date (if known)
3. Specify the type of project (check one):
Low Density High Density Redevelop General Permit Other
4. Additional Project Requirements (check applicable blanks):
_CAMA Major %Sedimentation/Erosion Control ~ 404/401 Permit X NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project .
Drainage areas ~on~a;n~ng largPet = arranta~a••pf',j~= artiiniic aroma ~1,~71' 1,c t,-o~+ed
by a grass Swale and a wet detention pond.
2. Stormwater runoff from this project drains to the
3. Total Project Area: 55.22 acres
Catawba
4. Project Built Upon Area: 14.04 %
River basin.
5. How many drainage areas does the project have? " f
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
~~...~. ~ ? 1 yY. a> k .
i~~F.`~~~~~t~~rJ d „~ ~K . fir l•"S'~' .hF9•'~p }}'<'.'+•lTTJ TTTT~~~~~~ ;y~FY . ~ T ~, ~ Y'
5 3q~.7. ~~'3~.±~~~~F~ ..:. ~.~:'~~~ a 2i C #t~l Z D}. Y a}nh~-fi-~Qj,., In ~*`.Si fi
4.. 1K~~tC.^,-!%~l~ Fk ~h~F`+1-~X~ ~'
Receiving Stream Name
Receiving Stream Class SEE ATTACHED )
Drainage Area
Existing Impervious* Area
Proposed Impervious"Area
%Impervious" Area (total)
1~ ervious ~SurfaceiArexb
P ..... ~ r . r`. ~
On-site Buildings .~ ~, '"'.~ B .~'~`e ~~ ~} ^~~
n*.; .n ..v ~~i I~raina e ~ _:.a~l ~ ~}.,
~ ~. a e ; ea~L ,..
~~~~~ ~ ~~T ~y~, ~'-..x
On-site Streets ( SEE ATTACHED' )
On-site Parking
On-site Sidewalks
Other on-site
Off-site
Total: Total:
`Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Form SWU-101 Version 3.99 Page 2 of 4

Basin:~nforntation Drain a Area'1 Drama e~•Area 2° Draina e~~1r~a.3
Receivin Stream Name Varda Lake Varda Lake Varda Lake
Receivin Stream Class 11-138-3-1 Class C 11-138-3-1 Class C) 11-138-3-1 (Class C
Drama a Area 4.37 AC = 190207.63 SF 1.32 AC = 57561.91 SF 5.32 AC = 231817.92 SF
Existin Impervious Area 0.00 AC = 0.00 SF 0.00 AC = 0.00 SF 0.00 AC = 0.00 SF

Proposed Impervious Area FUTURE 1.39 AC =
60334.87SF 0.0078 AC = 339.89 SF 4.08 AC = 177806.35 SF
Impervious Area total 25.5 % FUTURE 31.7 % 0.59% 76.70%
:gym ~ eruious~SurfaceArea !~ :Drama aArea 1 - ` Dr,_aina • e Area 2 Drama a Area 3 -

On-Site Buildin s 0.87 AC = 37939.69 SF
FUTURE 1.08 AC
=47029.32 SF
0.006 AC = 280.SF
1.26 AC =54910.63 SF
On-Site Streets 0.00 SF = 0.00 AC 0.00 SF = 0.00 AC 0.00 AC = 0.00 SF
On-Site Parkin 0.00 SF = 0.00 AC 0.00 SF = 0.00 AC 2.46 AC =107057.18 SF

On-Site Sidewalks 0.21 AC=9113.18 SF
FUTURE 0.26 AC =
11244.31 SF
0.0014 AC = 59.89 SF
0.36 AC = 15838.54 SF
Other On-Site 0.05 AC = 2061.24 SF 0.00 AC = 0.00 SF 0.00 AC = 0.00 SF
Off-Site 0.00 SF = 0.00 AC 0.00 AC = 0.00 SF 0.00 AC = 0.00 SF
~, asinlnforrnation> Drairaa °Area 4 Qrair~a e:Area 5 Drains eArea°6
Receivin Stream Name Varda Lake Varda Lake Varda Lake
Receivin Stream Class 11-138-3-1 Class C 11-138-3-1 Class C 11-138-3-1 (Class C)
Drama a Area 1.20 AC = 52089.89 SF 20.55 AC = 895026.14 SF 12.05 AC = 525091.34 SF
Existin Im ervious Area 0.00 AC = 0.00 SF 0.17 AC = 7251.87 SF 0.00 AC = 0.00 SF
Pro osed Im ervious Area 0.45 AC = 19703.77 SF 0.13 AC = 5643.51 SF 0.37 AC = 16048.42 SF
Im ervious Area total 37.80% 0.25% 3.06%
~rrm .ervious'.:Surface~;4rea Dram : eArea~4 Drain Area 5 ; Drain a lea=6
On-Site Buildin s 0.00 AC = 0.00 SF 0.00 AC = 0.00 SF 0.00 AC = 0.00 SF
On-Site Streets 0.45 AC = 19703.77 SF 0.13 AC = 5643.51 SF 0.37 AC = 16048.42 SF
On-Site Parkin 0.00 AC = 0.00 SF 0.00 AC = 0.00 SF 0.00 AC = 0.00 SF
On-Site Sidewalks 0.00 AC = 0.00 SF 0.00 AC = 0.00 SF 0.00 AC = 0.00 SF
Other On-Site 0.00 AC = 0.00 SF 0.00 AC = 0.00 SF 0.00 AC = 0.00 SF
Off-Site 0.00 AC = 0.00 SF 0.22 AC = 9831.42 SF 0.00 AC = 0.00 SF
Basin ~lnformation ` Drairja eArea,7. ' ©raina a Area 8 Drama a Area`9
Receivin Stream Name Varda Lake Varda Lake Varda Lake
Receivin Stream Class 11-138-3-1 Class C 11-138-3-1 Class C) 11-138-3-1 Class C
Drama a Area 7.63 AC = 332158.94 SF 13.54 AC = 589970.67 SF 6.42 AC = 279552.97 SF
Existin Impervious Area 0.05 AC = 2163.73 SF 0.10 AC = 4237.63 SF 0.00 AC = 0.00 SF
Pro osed Im ervious Area 0.65 AC = 28312.89 SF 0.44 AC = 19212.83 SF 0.07 AC = 3191.14 SF
Impervious Area total 9.73% 6.11% 1.14%
Im ervious`Surface Area `Drains etArea 7 - ~ Drains a Area 8 Drain` eAcea 9
On-Site Buildin s 0.00 AC = 0.00 SF 0.00 AC = 0.00 SF 0.00 AC = 0.00 SF
On-Site Streets 0.65 AC = 28312.89 SF 0.44 AC = 19212.83 SF 0.00 AC = 0.00 SF
On-Site Parkin 0.00 AC = 0.00 SF 0.00 AC = 0.00 SF 0.00 AC = 0.00 SF
On-Site Sidewalks 0.00 AC = 0.00 SF 0.00 AC = 0.00 SF 0.03 AC = 1185.75 SF
Other On-Site 0.00 AC = 0.00 SF 0.00 AC = 0.00 SF 0.05 AC = 2005.39 SF
Off-Site 0.04 AC = 1841.14 SF 0.29 AC = 12611.07 SF 0.00 AC = 0.00 SF

n .
z-~
7. How was the off-site impervious area listed above derived? A ri 7 Map4~i ng
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table
listing each lot number, size and the allowable built-upon area for each lot must be provided as an attachment.
1. The following covenants are intended to ensure ongoing compliance with state stormwater management permit number
as issued by the Division of Water Quality. These covenants may not be
changed or deleted without the consent of the State.
2. No more than square feet of any lot shall be covered by structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not include wood
decking or the water surface of swimming pools.
3. Swales shall not be illled in, piped, or altered except as necessary to provide driveway crossings.
4. Built-upon area in excess of the permitted amount requires a state stormwater management permit moditlcatfon prior to
construction.
5. All permitted runofffrom outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater contml system shall be performed in a manner that maintains the integrity
and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BMP specified for this project. Contact the Stornnwater and General Permits Unit at [phone] for the status
and availability of these forms.
Form SWU-102
Form SWU-103
Form SWU-104
Form SWU-105
Form SWU-106
Form SWU-107
Form SWU-108
Form SWU-109
Wet Detention Basin Supplement
Infiltration Basin Supplement
Low Density Supplement
Curb Outlet System Supplement
Off-Site System Supplement
Underground Infiltration Trench Supplement
Neuse River Basin Supplement
Innovative Best Management Practice Supplement
Form SWU-101 Version 3.99 Page 3 of 4

4
r,;
VI. SUBMTI'TAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Regional Office.
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initials
• Original and one copy of the Stormwater Management Permit Application Form E
• One copy of the applicable Supplement Form(s) for each BMP L
• Permit application processing fee of $420 (payable to NCDENR)
• Detailed narrative description of stormwater treatment/management
• Two copies of plans and specifications, including: ~,
- Development/Project name
- Engineer and firm
- Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
-Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off-site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
-Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Designated agent (individual or fumy: Davis Martin-Powell:&~ Associates , Inc .
Mailing Address: 6415 Old Plank Road
City: High Point State: NC Zip; 27265
Phone: (336 ~ 886-4821 Fes; ( 336 ~ 886-4458
VIII. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Information, item Z) Don Hughes
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will ipe recorded, and that the proposed project complies with the requirements of 15A
NCAC 2H .1000, ~ 1 I ..
Date: ~ V ' z~. U~
Form SWU-101 Version 3.99 Page 4 of 4

Project No. DWQ (to be provided by DWQ)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
D~ Stonmwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay final review and approval of the project.
I. PROJECT INFORMATION (please complete the following information):
Project Name : Elementary School G
Contact Person: ie ac owney Phone Number: j ) -
For projects with multiple basins, specify which basin this worksheet applies to:
Basin Bottom Elevation 675 ft.
Permanent Pool Elevation 680 ft.
Temporary Pool Elevation 681.50 ft.
Permanent Pool Surface Area g [~ 1 h sq. ft.
Drainage Area 5.3 2 ac.
Impervious Area 4.08 ac.
(average elevation of the floor of the basin)
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
(water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
Permanent Pool Volume 30737 _ cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume cu. ft. (volume detained on top of the permanent pool)
Forebay Volume 1 5L~R7 cu. ft.
SA/DA used 2.88 (surface area to drainage area ratio)
Diameter of Orifice 1.6~~ in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have
been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of
why.
Anvlicants Initials
ETM The temporary pool controls runoff from the 1 inch storm event.
ETM The basin length to width ratio is greater than 3:1.
ETM The basin side slopes are no steeper than 3:1.
-- A submerged and vegetated perimeter shelf at less than 6:1 is provided.
-- Vegetation to the permanent pool elevation is specified.
ETM An emergency drain is provided to drain the basin.
ETM The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
ETM The temporary pool draws down in 2 to 5 days.
The forebay volume is approximately equal to 20% of the total basin volume.
RTM Sediment storage is provided in the permanent pool.
ETM Access is provided for maintenance.
ETM A minimum 30-foot vegetative filter is provided at the outlet.
ETM A site specific operation and maintenance (O&M) plan is provided.
ETM A vegetation management/mowing schedule is provided in the O&M plan.
ETM Semi-annual inspections are specified in the O&M plan.
ETM A debris check is specified in the O&M plan to be performed after every storm event.
ETM A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
ETM A responsible party is designated in the O&M plan.
FORM SWG100 09/97 Page 1 of 1

BARRIER
WATER / rSAND FILL
EDGE WATER
t-tl ---
II I ,..
PART 2 1 ~
BARRIER
._i; ` V i f
PART 1 k:~:4 :.e:~ -~~~~ .~_ - ~:~: ,_----
v,~~ ;;..° ~ O
~'~~ BOTTOM
SAND FILL PROP. PIPE
SILT FENCE
PLAN PROFILE
CONSTRUCTION SEQUENCE
1 CONSTRUCTION SHALL BE PERFORMED DURING LOW FLOW PERIODS.
2 CROSSINGS SHALL BE ACCOMPLISHED IN A MANNER THAT WILL NOT PROHIBIT THE
STREAM FLOW.
3 THE BANK OPPOSITE OF THE COFFER DAM SHALL BE PROTECTED BY SAND BAGS.
THE MINIMUM LENGTH OF PROTECTION REQUIRED IS 25 FT ON EACH SIDE OF THE
COFFER DAM, AT A HEIGHTH OF 24" ABOVE WATER LEVEL. THE EXTENT OF
PROTECTION MAY VARY AS DIRECTED BY THE ENGINEER ON AN INDIVIDUAL BASIS.
4 INSTALL NON-ERRODIBLE BARRIER AROUND 1 /2 OF CROSSING.
5 INSTALL FILTER FABRIC AROUND INSIDE BARRIER.
6 PLACE SAND FILL INSIDE BARRIER.
7 EXCAVATE PIPE TRENCH.
8 INSTALL PIPE.
9 BACKFILL WITH CONCRETE AND/OR EXCAVATED MATERIAL TO ORIGINAL PROFILE.
10 REMOVE SAND FILL.
11 REMOVE FILTER FABRIC AND BARRIER.
12 IMMEDIATELY REVEGETATE STREAM BANK BY SEEDING AND MULCHING.
13 INSTALL TEMPORARY SILT FENCE.
14 RELOCATE TO OPPOSITE SIDE OF STREAM AND REPEAT ABOVE STEPS.
15 AFTER WATER MAIN HAS BEEN INSTALLED AND COFFER DAMS REMOVED,
CONTRACTOR SHALL INSTALL CLASS I RIP RAP WITH FILTER FABRIC AND STONE
UNDERLAYMENT TO STABILIZE STREAM BED.
COFFER DAM STREAM CROSSING
NO SCALE
CBD-11
DAVIS-MARTIN-POWELL a ASSOCIATES, INC TEMPORARY STREAM CROSSING DETAIL
~ ENGINEERING -LAND PLANNING -SURVEYING NEW ELEMENTARY SCHOOL n~+7n
6415 OLD PLANK ROAD
HIGH POINT, NC 27265 UNION COUNTY SCHOOLS
~ [phone] FAx [phone] UNION COUNTY, NORTH CAROLINA

Hydraflow Plan View
Oc1611 61 YF7P Bt 66 ,~ YI
~ pj476 CFTC ~
CF21
W
~ CF7L
O~L611
YI•!
SI
YFIO
YI,Z
YM
Y{3
Si
YF13 _ 3,
AItlfiS
School G (Rea Road) ~ No. Lines: 67 10-31-2006
5 HydreOow Storm Sewell 2005
3
YW

Hydraulic Grade Line Computations
Page 1
Line Size Q Downstream Len Upstream Check JL Minor

coeff ioss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vei Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (mss) (ft) (ft) (%) (ft1 (R) (R) (ft) (sgft) (ft-s) (ft) (R) (%) (%) (R) (K) (ft)
67 15 0.55 673.20 675.24 1.25 1.23 0.45 0.00 675.24 0.007 53.0 677.00 677.30 J 0.30" 0.22 2.47 0.09 677.39 0.475 0.241 n!a 1.00 0.09
66 15 3.77 671.75 672.12 0.37' 0.30 12.42 2.40 674.52 9.405 13.0 673.00 675.01 1.25 1.23 3.07 0.15 675.15 0.341 4.873 0.633 0.59 0.09
65 24 8.00 670.00 671.50 1.50 2.53 3.16 0.15 671.66 0.150 78.0 675.00 676.00 j 1.00" 1.57 5.08 0.40 676.40 0.497 0.324 Na 1.00 n/a
64 24 12.33 663.45 665.03 1.58 2.66 4.64 0.34 665.36 0.320 147 669.80 671.04) 1.24" 2.05 6.01 0.56 871.60 0.591 0.456 n/a 1.38 nia
63 15 0.55 670.00 670.35 0.35 0.28 1.99 .0.06 670.41 0.280 40.0 675.00 675.30 j 0.30`" 0.22 2.47 0.09 675.39 0.475 0.387 n/a 1.00 0.09
62 15 1.05 664.00 865.26 1.25 1.23 0.86 0.01 665.27 0.026 27.0 669.80 670.21) 0.41"" 0.35 3.00 0.14 670.35 0.489 0.258 n/a 0.50 0.07
61 24 14.78 662.00 663.36 1.36' 2.28 6.49 0.65 664.02 0.656 53.0 663.25 664.61 j 1.36'" 2.28 6.49 0.65 665.27 0.656 0.656 n/a 1.50 0.98
60 15 2.91 684.00 664.69 0.69 0.69 4.21 0.27 664.96 0.591 177 688.00 668.68 j 0.68" 0.69 4.24 0.28 668.96 0.606 0.598 n/a 1.00 0.28
59 15 6.41 661.50 662.51 1.01' 1.07 6.01 0.56 663.08 1.005 101 663.20 664.21 j 1.01" 1.07 6.01 0.58 664.78 1.005 1.005 n/a 0.50 0.28
58 15 1.14 662.70 671.80 1.25 1.23 0.93 0.01 671.82 0.031 63.0 669.00 671.82 1.25 1.23 0.93 0.01 671.84 0.031 0.031 0.019 1.00 0.01
57 15 1.51 688.20 688.93 0.73 0.75 2.02 0.06 689.00 0.130 103 893.00 893.49 j 0.49'" 0.45 3.37 0.18 693.67 0.512 0.321 n/a 1.00 0.18
56 15 2.88 683.20 684.17 0.97 1.02 2.82 0.12 684.29 0.223 142 588.00 688.68) 0.68" 0.68 4.23 0.28 688.96 0.603 0.413 n/a 0.50 n/a
55 15 4.53 677.20 678.34 1.14 1.18 3.85 0.23 678.57 0.429 130 683.00 683.85 j 0.85" 0.69 5.09 0.40 684.25 0.754 0.592 n/a 0.50 n/a
54 15 6.30 670.20 673.79 1.25 1.23 5.13 0.41 674.20 0.951 162 877.00 678.00 j 1.00" 1.06 5.96 0.55 678.56 0.987 0.969 n/a 0.50 0.28
53 15 9.30 662.70 670.92 1.25 1.23 7.58 0.89 671.82 2.077 93.0 670.00 672.86 1.25 1.23 7.58 0.89 673.75 2.076 2.077 1.931 0.50 0.45
52 15 12.83 661.00 662.25 1.25' 1.23 10.45 1.70 663.85 3.947 143 662.50 667.89 1.25 1.23 10.45 1.70 669.59 3.946 3.947 5.644 1.31 2.23
51 15 0.26 686.20 686.45 0.25 0.17 1.52 0.04 686.48 0.225 37.0 687.00 687.20 j 0.20"' 0.13 2.00 0.06 687.27 0.484 0.355 Na 1.00 n/a
50 15 0.71 685.00 685.80 0.80 0.83 0.85 0.01 685.82 0.022 84.0 686.00 686.34 j 0.34'" 0.27 2.66 0.11 886.45 0.477 0.250 n/a 1.37 n/a
49 15 0.79 686.00 666.52 0.52 0.48 1.64 0.04 685.56 0.115 52.0 687.00 687.35) 0.35" 0.29 2.74 0.12 687.47 0.479 0.297 Na 1.00 n/a
46 15 1.75 685:00 685.78 0.78 0.80 2.18 0.07 685.85 0.148 62.0 685.80 688.33 J 0.53'" 0.49 3.54 0.19 686.52 0.525 0.336 Na 0.50 0.10
47 15 3.16 680.70 681.49 0.79 0.82 3.85 0.23 681.72 0.450 170 684.80 685.51 j 0.71 "* 0.72 4.38 0.30 685.81 0.625 0.538 n/a 1.50 n/a
School G (Rea Road) Number of lines: B7 Run Date: 10-31-2006
Notes: • Normal depth assumed.; *` Critical depth.; j-Line contains hyd. jump.
Nydraflow Storm Sewers 2005

Hydraulic Grade Line Computations
Page 2
Line Size Q Downstream Len Upstream Check JL Minor
ff l
coe oss
Invert HGL Depth Area Vet Vel EGL Sf Invert HGL Depth Area Vel Vei EGL Sf Ave Enrgy
elev elev head elev elev elev head etev Sf ioss
(in) (cfs) (ft) (ft) (ft) (sgft) (ftls) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ftls) (ft) (ft) (°/a) (%) (ft) (K) (ft)
46 15 3.82 664.70 665.92 1.22 1.22 2.97 0.14 668.06 0.281 225 680.50 681.26 j 0.76" 0.78 4.63 0.33 681.59 0.665 0.473 n/a 0.97 0.32
45 15 0.82 684.00 684.56 0.56 0.54 1.52 0.04 684.60 0.091 56.0 685.00 685.36 j 0.36"' 0.29 2.77 0.12 685.48 0.480 0.286 n/a 1.00 0.12
44 15 0.52 684.00 684.57 0.57 0.54 0.97 0.01 684.58 0.037 72.0 686.00 686.29 j 0.29`* 0.22 2.43 0.09 686.38 0.475 0.256 n/a 1.00 0.09
43 15 1.96 682.20 682.95 0.75 0.77 2.55 0.10 683.05 0.204 97.0 683.80 684.36 j 0.56"` 0.53 3.68 0.21 684.57 0.538 0.371 Na 1.50 0.32
42 15 3.05 664.70 665.96 1.25 1.23 2.49 0.10 666.06 0.223 134 682.00 682.70 j 0.70'" 0.71 4.32 0.29 682.99 0.617 0.420 Na 0.58 0.17
41 15 6.31 664.00 665.01 1.01" 1.06 5.97 0.55 665.56 0.989 34.0 664.50 B65.51 j 1.01"" 1.06 5.97 0.55 666.06 0.989 0.989 Na 0.56 Na
40 15 0.82 677.20 677.66 0.45 0.40 2.02 0.06 677.72 0.199 110 678.00 678.36 J 0.36'" 0.29 2.77 0.12 678.48 0.480 0.340 n/a 1.00 0.12
39 15 1.48 676.00 677.01 1.01 1.06 1.40 0.03 677.04 0.055 112 677.00 677.49 j 0.49"• 0.44 3.35 0.17 677.66 0.510 0.282 Na 1.11 0.19
38 15 0.52 682.70 683.02 0.32 0.24 2.16 0.07 683.09 0.340 57.0 685.00 685.29 j 0.29"* 0.22 2.43 0.09 685.38 0.475 0.407 n/a 1.00 0.09
37 15 0.94 676.20 677.02 0.82 0.85 1.10 0.02 877.04 0.036 56.0 682.50 682.89 j 0.39" 0.32 2.89 0.13 683.02 0.484 0.260 Na 0.50 0.07
36 15 3.26 673.50 674.49 0.99 1.04 3.14 0.15 674.64 0.274 135 676.00 676.72 j 0.72" 0.73 4.43 0.31 677.03 0.634 0.454 Na 1.49 0.46
35 15 4.77 661.90 663.02 1.12 1.16 4.12 0.26 663.28 0.482 103 673.30 674.17 j 0.87"` 0.92 5.20 0.42 674.59 0.780 0.631 Na 0.78 n/a
34 15 6.28 661.50 662.50 1.00• 1.06 5.95 0.55 663.05 0.984 10.0 681.70 862.70 j 1.00*' 1.08 5.95 0.55 663.25 0.984 0.984 Na 0.15 0.08
33 15 0.79 683.20 684.34 1.14 1.18 0.67 0.01 684.35 0.013 53.0 684.00 684.36 j 0.36"" 0.29 2.88 0.11 684.47 0.451 0.232 0.123 1.00 0.11
32 15 1.05 686.00 886.63 0.63 0.62 1.68 0.04 686.88 0.102 66.0 886.50 686.91 j 0.41 "" 0.35 3.00 0.14 687.05 0.489 0.295 Na 1.00 0.14
31 15 2.30 685.20 885.83 0.63 0.62 3.72 0.22 686.04 0.497 85.0 685.80 686.41 j 0.61 ** 0.59 3.89 0.24 686.64 0.561 0.529 Na 0.72 0.17
30 15 2.51 684.20 685.00 0.80 0.83 3.03 0.14 685.14 0.277 45.0 885.00 685.63 j 0.83"' 0.62 4.01 0.25 685.88 0.575 0.426 nla 0.56 0.14
29 15 3.45 683.20 684.22 1.02 1.08 3.20 0.16 684.38 0.285 76.0 684.00 684.74 j 0.74'* 0.76 4.53 0.32 685.06 0.650 0.467 n!a 0.50 0.18
28 15 5.08 681.20 682.92 1.25 1.23 4.14 0.27 683.19 0.618 41.0 683.00 683.90 j 0.90" 0.95 5.36 0.45 684.35 0.816 0.717 n/a 1.47 Na
27 15 5.76 679.95 681.20 1.25' 1.23 4.70 0.34 681.54 0.797 157 881.00 682.45 1.25 1.23 4.70 0.34 682.79 0.797 0.797 1.251 1.15 0.39
26 15 0.79 685.00 685.51 0.51 0.47 1.66 0.04 685.56 0.119 66.0 686.00 686.35 j 0.35"* 0.29 2.74 0.12 686.47 0.479 0.299 Na 1.00 Na
School G (Rea Road) Number of lines: 67 Run Dafe: 10-31-2006
Notes: * Normal depth assumed.; `" Critical depth.; j-Line contains hyd. jump.
Hydratlow Storm Sewers 2005

Hydraulic Grade Line Computations
Page 3
Line Size Q Downstream Len Upstream Check JL Minor
ff l
coe oss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (s9ft) (mss) (R) (n) (%) (R) (R) (ft) (ff) (S9ff) (mss) (ft) (ft) (%) (%) (R) (K) (R)
25 15 1.73 681.15 681.75 0.60 0.59 2.94 _ 0.13 681.89 0.323 85.0 684.80 685.33 j 0.53"" 0.49 3.52 0.19 685.52 0.524 0.423 n/a 0.54 0.10
24 15 1.05 685.00 685.45 0.45 0.40 2.63 0.11 685.56 0.342 86.0 686.00 686.41) 0.41 `* 0.35 3.00 0.14 688.55 0.489 0.416 n/a 1.00 0.14
23 15 1.48 683.00 683.63 0.63 0.62 2.40 0.09 683.72 0.206 92.0 684.80 685.29 j 0.49"' 0.44 3.35 0.17 685.46 0.510 0.358 n/a 1.28 0.22
22 15 1.90 681.65 683.33 1.25 1.23 1.55 0.04 683.37 0.087 110 682.80 683.45 0.65 0.64 2.96 0.14 683.58 0.306 0.196 0.216 0.50 0.07
21 15 0.88 688.20 888.72 0.52 0.49 1.40 0.03 688.75 0.083 54.0 688.50 688.83 0.33'" 0.26 2.60 0.10 688.94 0.461 0.272 0.147 1.00 0.10
20 15 0.63 688.20 688.72 0.52 0.49 1.29 0.03 688.75 0.070 57.0 868.50 688.82 0.32"" 0.25 2.53 0.10 688.92 0.460 0.265 0.151 1.00 0.10
19 15 1.77 686.20 687.40 1.20 1.21 1.46 0.03 687.44 0.065 166 688.00 688.53 J 0.53"" 0.50 3.55 0.20 688.73 0.527 0.296 n/a 1.50 0.29
18 15 2.83 685.20 687.15 1.25 1.23 2.30 0.08 887.23 0.192 73.0 686.00 687.25 1.25 1.23 2.30 0.08 687.33 0.188 0.190 0.139 1.26 0.10
17 15 1.36 683.75 684.96 1.21 1.22 1.12 0.02 684.98 0.039 69.0 684.50 684.99 0.49 0.45 3.02 0.14 685.14 0.408 0.224 0.154 1.00 0.14
16 15 0.79 682.15 883.82 1.25 1.23 0.64 0.01 683.82 0.015 81.0 682.75 683.83 1.08 1.12 0.70 0.01 683.83 0.014 0.014 0.012 1.00 0.01
15 15 2.04 B86.70 687.63 0.93 0.98 2.09 0.07 687.70 0.123 29.0 687.00 687.58 0.58" 0.56 3.65 0.21 687.79 0.513 0.318 0.092 1.00 0.21
14 15 2.56 885.20 687.17 1.25 1.23 2.09 0.07 687.23 0.158 114 686.50 687.33 0.83 0.87 2.95 0.14 687.47 0.256 0.207 0.236 1.49 0.20
13 15 5.76 684.25 685.50 1.25" 1.23 4.70 0.34 685.84 0.797 110 685.00 686:38 1.25 1.23 4.70 0.34 686.72 0.797 0.797 0.876 1.50 0.51
12 18 6.70• 883.50 684.76 1.26 1.58 4.24 0.28 685.04 •0.392 96.0 684.00 685.11 1.11 1.40 4.77 0.35 885.47 0.504 0.448 0.430 0.74 0.26
11 18 8.49 683.00 684.04 1.03 1.30 6.53 0.66 684.70 0.969 19.0 683.30 684.41 1.11'" 1.40 6.04 0.57 684.98 0.808 0.888 nla 1.50 n/a
10 24 9.18 681.60 683.69 2.00 3.14 2.92 0.13 883.82 O.i85 187 682.50 683.92 1.42 2.39 3.85 0.23 684.15 0.227 0.196 0.327 0.50 0.12
9 24 11.20 680.90 683.13 2.00 3.14 3.57 0.20 . 683.32 0.245 85.0 681.40 683.31 1.91 3.09 3.62 0.20 683.52 0.213 0.229 0.195 1.50 0.31
8 24 13.25 680.40 681.77 1.37" 2.30 5.76 0.52 682.29 0.514 58.0 680.70 682.07 1.37 2.29 5.78 0.52 682.59 0.519 0.517 0.300 1.50 0.78
7 30 15.12 678.70 680.64 1.94 4.08 3.71 0.21 680.85 0.152 225 679.95 681.25 J 1.3U'" 2.58 5.86 0.53 681.78 0.477 0.315 n/a 1.60 n/a
6 30 21.97 678.00 679.57 1.57' 3.24 6.79 0.72 880.28 0.558 60.0 878.50 680.07 1.57"' 3.24 6.79 0.72 680.78 0.558 0.558 Na 1.45 1.04
5 15 0.61 695.20 695.59 0.39 0.32 1.88 0.06 695.64 0.205 154 699.00 699.31 j 0.31"* 0.24 2.54 0.10 699.41 0.475 0.340 Ma 1.00 0.10
School G (Rea Road) Number of Iines: 67 Run Date: 10-31-2006
Notes: `Normal depth assumed.; •* Critical depth.; j-Line contains hyd. jump.
Hydraflow Slorm Sewers 2005

Hydraulic Grade Line Computations
Page 4
Line Size Q Downstream Len Upstream Check JL Minor
ff l
coe oss
!overt HGL Depth Area Vel Vei EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(In) (cft+) (ft) (ft) (ft) (soft) (ft/s) (ft) (ft) (%) (ft) (ft) (~) (ft) (soft) (ft/s) (~~ (~) (%) (%) (ft) (~ (ft)
4 15 1.21 690.20 691.00 0.60 0.83 1.45 0.03 691.03 0.064 172 695.00 695.44 j 0.44"` 0.39 3.13 0.15 695.59 0.496 0.280 nla 0.64 0.10
3 15 3.19 680.50 682.21 1.25 1.23 2.60 0.10 682.32 0.244 81.0 690.00 690.71 j 0.71 `* 0.73 4.40 0.30 691.02 0.628 0.436 n/a 0.59 n/a
2 15 3.89 679.20 681.19 1.25 1.23 3.17 0.16 681.35 0.362 216 680.30 681.97 1.25 1.23 3.17 0.16 682.13 0.362 0.362 0.782 1.20 0.19
1 15 5.87 679.00 679.97 0.97 1.02 5.74 0.51 680.48 0.921 10.0 679.10 680.07 0.97"' 1.02 5.73 0.51 680.58 0.915 0.918 0.082 1.50 0.77
School G (Rea Road) Number of lines: 87 Run Date: 10-31-2006
Notes: 'Normal depth assumed.; "Critical depth.; j-Line wntains hyd. jump.
Hydreflow Storm Sewers 2005

Hydrafilow Plan View
~-2 1 Otff~l
YI-11
55
2
YI-12
Yl-3
3
Yl-13 ~
YI-4
4' .~
YIS
5
School G Rea Road Yes
( ) i No. Lines: 66 10-31-2006
Flyaranow srorm seweB Zoos

Storm Sewer Profile
Proj. file: Storm Design.stm
Elev. (ft)
691
00
. ~~~~®00 EJlutifa11 Sta 2+26.00 - Ln: 2
~~ 8- 6s~3-~ Rim EI.684.50
rlv~vEE16699100rOut Inv. EI.680.30 Out
inv. EI.679.20 In
688.00

~
~
685.00 ~ '
v

h
682.00 ~
216.OLf-15"@0.51%
10.OLf - 1 1.00%
679.00
676
00
.
0 25 50 75 100 125 150 175 200 '225 250 275
Reach {ft)
Hydraflow Storm Sewers 2005

Storm Sewer Profile
Elev. (ft)
723.00
Rim EI.684.50 Rim EI.696.00
Inv. EI.680.30 O Inv. EI.690.00 Out
Inv. EI.680.50 In Inv. EI. 690.20 In
713.00

703.00
693.00
-11.73%
Rim EI. 701.50
Inv. EI.695.00 Out
Inv. EI.695.201n
~.
Proj. ale: Storm Design.stm
Sta 4+07. 0 - Ln: 5
Rim EI.70 .50
Inv. EI.69 .00 Out
683.00
673.00 '
0 50 100 150
200 250 300
Reach (ft)
350 400 450
Hydraflow Storm Sewers 2005

Hydraflow Plan View.

Storm Sewer Profile
684.00 J
v
Elev. (ft)
704.00 Sta 0+00.00 - Ot;
Grnd. EI.666.25
Inv. EI.661.00 In
694.00
674.00
664.00
bo
Rim EI.675.50 Rim EI•. 678.50
Inv. EI. 662.50 Out Inv. EI.670.00 Out
Inv. EI. 662.70 In Inv. EI.670.20 In
I
Proj. file: Storm Design.stm
Sta 3+88.00 - Ln: 54
Rim EI. 684.00
Inv. EI. 677.00 Out
a
t
654.00 ' '
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400
Reach (ft)
Hydraflow Storm Sewers 2005

Storm Sewer Profile
Rim EI.684.00
Inv. EI.677.00 Out
Inv. EI.677.20 In
Elev. (ft)
716.00
707.00
698.00 I o
689.00
680.00
671.00 ~
0
Sta 1+30.00 - Ln: 55
Rim EI.689.00
Inv. EI.683.00 Out
Inv. EI. 683.20 In
~.

Rim EI.694.00
Inv. EI.688.00 Out
Inv. El. 688.20 In
Proj. file: Storm Design.stm
Sta 3 75.00 - Ln: 57
Rim 1.697.50
Inv. E .693.00 Out
25 50 75 100 125 150 175 Z00 225 250 275 300 325 350 375
Reach {ft)
Hydraflow Storm Sewers 2045

Storm Sewer Profile
Proj. file: Storm Design.stm
Elev. (ft)
6
4
0
8
.
0 a + a + _ n:
Rim EI.675.50 Rim EI. 675.25
Inv. EI.662.50 Out Inv. EI. 669.00 Out
~° Inv. EI.662.70 In ~
679.00

674.00
669.00
- 5"
664.00

659.00
. 0 10 20 30 40 50 60 70 80 90 100
Reach (ft)
Hydraflow Storrri Sewers 2005

Hydraflow Plan View

Storm Sewer Profile
Proj. file: Storm Design.stm
Elev. (ft)
683
00
.
, Sta 0+00.00 - Outfall Sta 1+01.00 - Ln: 59 Sta 2+7 .00 - Ln: 60
Grnd. EI.666.75 Rim Ei. 668.50 Rim EI. 71.50
Inv. EI.661.50 In Inv. EI. 663.20 Out Inv. EI. 68.00 Out
Inv. Et. 664.00 In
678.00
~
~ \
J b
673.00 Q a

O
668.00
a
663.00 - ' ~ 7.s
658.00
0 25 50 75 100 125 150 175 200 225 250 275 300
Reach (ft)
Hydraflow Storm Sewers 2005

Hydraflow Plan View

Storm Sewer Profile
Sta 2+00.00 - Ln: 64
Rim EI.679.50
Inv. El. 669.80 Out
Inv. El. 670.00 In
Elev. (ft)~
696.00
VtQ VTVV.VV - VUUaAIQ VTaJJ.VV - LI1. L
Grnd. EI.668.00 Rim EI. 670.50
Inv. EI.662.00 In lnv. EI.663.25 Out
Inv. EI.663.45 In
688.00 I
~l
680.00 w~
n
a
672.00
664.00
656.00 ~
0

Proj. file: Storm Design.stm
Sta 2+76.00 - Ln: 65
Rim EI. 678.50
Inv. El. 75.00 Out

25 50 75 100 125 150 .175 200 225 250 275 300
Reach (ft)
Hydraflow Storm Sewers 2005

Storm Sewer Profile
Proj. fife: Storm Design.stm
Elev. (ft)
694
00
. Sta 0+00.00 Sta 0+27.00 - Ln: 62 Sta 0+67.00 - Ln: 63
Rim EI. 670.50 Rim Ei. 679.90 Rim EI. 679.90
Inv. EI. 663.25 Out ~ Inv. EI.669.80 Out. Inv. El. 675.00 Out
Inv. El. 664.00 In ~ Inv. EI.670.00 In
~
687.00 ~ ~
V
~ ~
680.00 ~

a
673.00 - °
27.0 .48%
666.00
659
00
.
0 10 20 30 40 50 60 70 80 90 100
Reach (ft)
Hydraflow Storm Sewers 2005

Storm Sewer Profile
Proj. file: Storm Design.stm
Elev. (ft)

693.00 Sta 0+00.00 Sta 0+13.00 - Ln: 66 Sta 0+66.00 - Ln: 67
Rim Ei. 679 5Rim EI.681.85 Rim EI.681.90
Inv. EI.669. BOiQtffl. 673.00 Out Inv. EI.677.00 Out
Inv. EI.671. !"n{n EI.673.20 In
688.00
~ ~
~'1 ~ ~
`~ `, V
a
683.00
678.00
f -15"
673.00 3. 5"

668.00
0 10 20 30 40 50 60 70 80 90 100
Reach (ft)
Hydraflow Storm Sewers 2005

i
Hydraflow Plan View
YI-56 ~~ 39 ...~.,.
-53
MH-5ffi0
36
YI-54
41
g 37
Outfeil YI-~ YI-55
33
~~ ~~ YI-60 45
64 VI-73 to RISER 76 ~"~ ~ ~ YI-83 ~ 44 42
YI-72
63 ~~ YI-46 YI-6
I 65 ~~
7 43
30 YI-47
6 q_75 66 YI-62
CI-78 31 f
YI-48
YI-70 50 46
YI-24 -69
32 49
25 YI-09 YI-
8
CI-25 YI-42 '
47
26 ~~
C~ 16 9 22 ~ YI.43 YI-37 ~
CI- CI-39 YI-66
,~
YI-41 YI-38
~ 24 21
p YI-36
19
10
CI-35
CI-2~7 CI.34
1 18
14
School G (Rea Road) 12 ~~ 13 .Lines: 66 10-31-2006
nywanuw acum~ oewers ~wu

Storm Sewer Profile
Proj. file: Storm Design.stm
Elev. (ft)
699.00
694.00
689.00
684.00
679.00
674.00
0
25 50 75 100 '125 150 175 200 225 250 275 300 325 350
Reach (ft)
!1
4iydraflow Storm Sewers 2005

Storm Sewer Profile
Proj. file: Storm Design.stm
Elev. (ft)
698.00 Sta 0+00.00
Rim El. 689.50
Inv. EI. 680.70 Out
Inv. EI. 680.90 In
694.00 _
690.00
686.00
682.00 ~ ~ ~ 85.OLf - 24" @ 0.59%
678.00 '
0 25 50
v
V
75
~~u v-*-ov.vv - u~. c
Rim EI.687.70
Inv. El. 681.40 Out
Inv. El. 681.60 In
167.OLf - 24" ~ 0.54%
Sta 2+5 t302at~1:.Q0 - Ln: 24
Rim El r7t~l. 687.80
Inv. EI 8f2.~1.(BBti.30 Out
Inv. EI 83.00 In
r ~
~ n
V ~
V
100 125 150 175 200 225 250 275
Reach (ft)
Hydraflow Storm Sewers 2005

Storm Sewer Profile
Elev. (ft)
700.00
Rim EI.687.80 Rim EI. 688.60
Inv. EI.683.30 Out Inv. El. 684.00 Out
Inv. EI.683.50 In Inv. EI. 684.25 In
Rim EI.689.90
Inv. EI.685.000ut
Inv. EI.685.20 In
Sta 3+2 .~~i~Sfd.~O - Ln: 28
Rim EI. 9~i~9r0E1. 691.00
Inv. EI. ~~.0®~H87.00 Out
Inv. Ei. 6.70 In
696.00
692.00 I~
c~ ..
1
V
O
1
V
v
688.00
Proj. file: Storm Design.stm
-15"@1.
684.00
96.OLf-18" @ 0.52%
110.OLf -15" @ 0.68%
680.00 -'-
0
25 50 75 100 125 150 175 200 225 250 275 300 325 350
Reach (ft]
Hydraflow Storm Sewers 2005

Storm Sewer Profile
Proj. file: Storm Design.stm
Elev. (ft)
695
00
. a + a + - n: 9
Rim EI. 687.70 Rim EI. 686.00
Inv. EI. 681.40 Out Inv. EI. 682.75 Out
Inv. EI. 682.15 In
692.00

'~ M
689.00 ~
. V
686.00
683.00 81.OLf - 15" @ 0.74%
680
00
.
0 10 20 30 40 50 60 70 80 90 100
Reach (ft)
Hydraflow Storm Sewers 2005

Storm Sewer Profile
Proj. file: Storm Design.stm
Elev. (ft)
696
00
. a + a + _ n:
Rim EI. 687.80 Rim EI. 689.00
Inv. EI. 683.30 Out Inv. EI. 684.50 Out
Inv. EI. 683.75 In
693.00
Oo .

690.00 ~ ~
v
687.00
- o
684.00
68'1
00
.
0 10 20 30 40 50 60 70 80 90 100
Reach (ft)
Hydraflow Storm Sewers 2005

Storm Sewer Profile
Proj, file: Storm Design.stm
Elev. (ft)
702.00
698.00
694.00 ~
690.00
Rim EI. 689.90
lnv. EI.685.00 Out
Inv. EI.685.20 In
Sta 0+73.00 - Ln: 31
Rim EI.691.00
Inv. Ei. 686.00 Out
Inv. EI.686.20 In

S#a 2+39.00 - Ln: 32 to 2+96.00 - Ln:
Rim EI. 692.50 im EI. 692.50
Inv. EI. 688.00 Out nv. EI.688.50 Out
Inv. EI.688.20 In
~
~
M „
~
~

1
686.00 ~ ~ r 73.OLf -15" Q 1.i0%
682.00 ~-
0
25 50
75 100 125 150 175 200 225 250 275 300
Reach (ft)
Hydraflow Storm Sewers 2005

Storm Sewer Profile Proj. file: storm Designstm
Elev. (ft)
701
00
. a + a + _ n:
Rim EI. 692.50 Rim EI. 692.50
Inv. EI. 688.00 Out Inv. EI. 688.50 Out
Inv. El. 688.20 In
698.00
.9
695.00 ~ ~
a
x
692.00
689.00
686
00
.
0 10 20 30 40 50 60 70 80 90 100
Reach (ft)
Hydraflow Storm Sewers 2005

Sfiorm Sewer Profile
Sta 0+00.00
Rim EI. 689.50
Inv. EI. 680.70 Out
Inv. EI.681.65 In
Elev. (ft)
698.00
694.00 ~
h
690.00
686.00
682.00
678.00
0
110.OLf -15" @ 1.05%
Sta 1+10.00 - Ln:
Rim EI.691.10
Inv. EI.682.80 Out
Inv. E1.683.00 In
V
Rim EI.690.00
Inv. EI.684.80 Out
Inv. EI.685.00 In
Proj. file: Storm Design.stm
JLQ GTOO.VV - LI1. ~
Ri EI.690.50
Inv Ef. 686.00 Out
a
25 50 75 100 125 150 175 200 225 250 275 300
Reach (ft)
Hydraflow Storm Sewers 2005

Storm Sewer P rof i I e Proj. file: Storm Design.stm
Elev. (ft) '
698'00 Sta 0+00.00 Sta 0+85.00 - Ln:~38 Sta 1+51.00 - L : 39
Rim EI.690.25 ~ Rim EI.690.50 Rim El. 690.50
Inv. EI.679.95 Out Inv. EI.684.80Out Inv. EI.686.00 ut
Inv. EI.681.15 In Inv. EI.685.00 In
694.00 ~ a
a
690.00
686.00 66.OLf -15" °
,OLf - °
682.00
678
00
.
0 25 50 75 100 125 150 175
Reach (ft)
Hydraflow Storm Sewers 2005

Storm Sewer Profile Proj. file: Storm Design.stm
Elev. (ft)
701.00 Sta 0+00.00 Sta 1+57.00 - Ln:~ 1+98.00 - Ln: 41 Sta 2+74.00 - Ln: 42
Rim EI. 687.10 Rim EI. 689.50 Rim EI.688.50 Rim Ei. 691.00
Inv. EI. 678.50 Out ~ Inv. EI.681.00 t]fiv. EI.683.00 Out Inv. EI.684.000ut
lnv. EI. 679.95 In Inv. EI.681.20 I Inv. EI.683.20 In
696.00

M
691.00 h
~ ~ '
~
a
686.00
°
681.00 157.OLf - 15" @ 0.87%
676
00
.
0 25 50 75 100 125 150 175 200 225 250 275
Reach (ft)
Hydraflow Storm Sewers 2005

Storm Sewer Profile
Proj. file: Storm Design.stm
Elev. (ft)
701
00
. Sta 0+00.00 Sta 0+45.00 - Ln: 43 Sta 1+10.00 - Ln: 44 Sta 1+76.00 - Ln: 45

Rim EI. 691.00 Rlm El. 691.00 Rim EI. 691.00 Rim EI. 691.0
Inv. EI. 684.00 Out Inv. EI.685.00 Out Inv. EI.685.80 Out Inv. EI. 686.5 Out
Inv. EI. 684.20 In Inv. EI.685.20 In Inv. EI. 686.00 In
697.00

T r
~-

693
00
~ ~
. .
689.00 •

~~ 68.OLf -1 "

685.00
45. ~~ ° o
681
00
.
0 25 50 75 100 125 150 175 200
Reach (ft)
Hydraflow Storm Sewers 2005

Storm Sewer Profile Proj. fife: Storm Design.stm
Elev. (ft)
696.00 a + a + _ n:
Rim EI. 688.50 Rim EI. 688.50
Inv. EI. 683.00 Out Inv. EI. 684.00 Out
693.00 ~ Inv. EI. 683.20 In
h O
~ h
690.00 ~
687.00
684.00 - °
681.00
0 10 20 30 40 50 60 70 80 90 100
Reach (ft)
Hydraflow Storm Sewers 2005

Hydraflow Ptan View

Storm Sewer Profile
Proj. file: Storm Design.stm
Elev. (ft)
711.00
700.00
ow vTvwu~a r~wu~av - L~ i. ~
Grnd. I.I~t3E@I5670.00
Inv. EI. 6B~OHIli664.50 Out
Inv. EI.664.70 In
689.00
~ ~

3

678.00
1
667.00
2.91
Sta 1+68.00 - Ln: 42 Sta 2+65.00 - Ln: 43 Sta 3+37.00 - Ln: 44
Rim EI.689.50 Rim EI.690.50 Ri ' EI.690.50
Inv. El. 682.00 Out Inv. EI.683.80 Out Inv EI. 686.00 Out
Inv. E1. 682.20 In ~ Inv. EI. 684.00 In ~
V ~ ~
656.00 ' '
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350
Reach (ft)
Hydraflow Storm Sewers 2005

Storm Sewer Profile
Proj. file: Storm Design.stm
Elev. (ft)
696
00
. a + a + _ n:
Rim EI. 690.50 Rim EI. 689.50
Inv. EI. 683.80 Out Inv. EI. 685.00 Out
~ Inv. EI. 684.00 In M
693.00
~ ,

690.00
687.00
56.OLf -15° 1 °
684.00
681
00
.
0 10 20 30 40 50 60 70 80 90 100
Reach (ft)
Hydraflow Storm Sewers 2005

Storm Sewer Profile
Proj. file: Storm Design.stm
Elev. (ft)
712.00
701.00
690.00
6 79.00
668.00
657.00
0
25 50 75 100 125 150 175 200 225 250 275 300 325 350 375 400
Reach (ft)
17 I
Hydraflow Storm Sewers 2005

Storm Sewer Profile Prof. file: storm Designstm
Elev. (ft)
702
00
. Sta 0+00.00 Sta 0+62.00 - Ln: 48 Sta +14.00 - Ln: 49
Rim EI.691.50 Rim EI.691.50 Rim 1.691.50
lnv. El. 684.80 Out Inv. EI.685.80 Out Inv. 1.687.00 Out
Inv. EI.685.00 In Inv. EI.686.00 In
698.00 '

~ n
v
v
~ ~
694.00 '
690.00
52.OLf -15" °
686.00 s2. -
682.00
0 10 20 30 40 50 60 70 80 90 100 110 120
Reach (ft)
Hydraflow Storm Sewers 2005

Storm Sewer Profile Pro;. file: storm Design.stm
Elev. (ft)
702
00
. Sta 0+00.00 _ Sta 0+64.00 - Ln: 50 Sta 1+01 00 - Ln: 51
Rim EI.691.50 Rim EI.691.00 Rim EI. 91.50
Inv. EI. 684.80 Out Inv. EI.686.00 Out lnv. EI. 6 7.00 Out
Inv. EI.685.00 In Inv. EI.686.20 In
698.00

~
v ~
"
a
694.00 a a
690.00
37.OLf -15" 2.16°
686.00 64.OLf -15" 1 °
682
00
.
0 10 20 30 40 50 60 70 80 90 100 110
Reach (ft)
Hydraflow Storm Sewers 2005

Hydraflow Plan View

Sfiorm Sewer Profile
Proj. file: Storm Design.stm
Elev, (ft)
709
00
. S8~~89019100 E)h~6f~4 Sta 1+13.00 - Ln: 35 Sta 2+48.00 - Ln: 36
'nh EI.666.76 Rim EI.676.50 Rim EI.688.00
rtmvEE1666:fildOr(Jut Inv. E1.673.30 Out Inv. EI.676.00 Out
Inv. EI.661.90 In Inv. EI.673.50 In
698.00
a
n
687.00 h '
J
V t
~
~1 ~
676.00 ,
~ ~
103. .07%
665.00
10.OLf - /o
654
00
.
0 25 50 75 100 125 150 175 200 225 250
Reach (ft)
Hydraflow Storm Sewers 2005

Storm Sewer Profile
Proj. file: Storm Design.stm
Elev. (ft)
702.00
696.00
690.00
684.00
678.00
672.00
0
Hydraflow Storrn Sewers 2005
10 20 30 40 50 60 70 80 90 100 110 120
Reach (ft)

Storm Sewer Profile Proj. file: Storm Design.stm
Elev. (ft)
697.00 Sta 0+00.00 Sta 1+12.00 - Ln: 39 to 2+22.00 - Ln: 40
Rim EI. 688.00 Rim EI.682.50 im EI.682.50
Inv. EI.676.00 Out Inv. EI.677.00 Out nv. EI.678.00 Out
.~ Inv. EI.676.00 In Inv. EI.677.20 In
692.00 h
a
h ~
~
687.00 ~

682.00 '~"`_
'``~-~.
110.OLf- °
677.00 -
672
00
.
0 25 50 75 100 125 150 175 200 225
Reach (ft)
Hydraflow Storrn Sewers 2005