20110478 Ver 1_More Info Received_20110720

SHABELDEEN ENGINEERING, PA
2905 9"' STREET PLACE NE • HICKORY, NC • 28601-8400 PHONE: [phone]
CIVIL VATER/SEWER/ENVIRONMENTAL [e-mail]
July 19, 2011
Ms. Karen Higgins
Wetlands, Buffers, Stormwater - Compliance & Permitting Unit Supervisor
NCDENR - DWQ - Wetlands & Stormwater Branch
1650 Mail Service Center, Raleigh, NC 27699-1650
SUBJECT: Prospect Baptist Church - Stormwater Management Plan
Albemarle, NC
Dear Ms. Higgins:
On behalf of Prospect Baptist Church, Shabeldeen Engineering, PA is submitting the following items for
your files.
1. Final Approval of stormwater measures from City of Albemarle
2. Civil plan sheets C-1 Site Layout, C-2 Grading & Drainage, and C-4 Details
3. Stormwater Model output
4. Model results summary table
We have appreciated the Departments assistance in this project. Please do not to contact me if you have any
other questions.
Sincerely,
Dan Shabeldeen, P.E.
? ?/;:?'15Q V
Cc: Alan Johnson - NCDER Mooresville (letter only) J U L 2 0 2011
Stoney Benfield - Prospect Baptist Church (letter only)
Barry Edwards/Mackie Johnson - Mackie Johnson Architects (letter only) ?NR - WA R qL
Ltr Higgins Submittal
SHABELDEEN
ENGINEERING
Ethics • Integrity • Engineering
City of Albemarle
North Carolina
City of Albemarle
Engineering Services Department
PO Box 190, Albemarle, NC 28042
Fax [phone]

Jon Mendenhall
Director
Phone [phone]
[e-mail]
December 13, 2010
Mr. Dan Shabeldeen
2905 9"' Street Place NE
Hickory, NC 28601-8400
RE: Prospect Baptist Church Phase 11 Final Approval
Dear Mr. Shabeldenn:
The City of Albemarle Department of Engineering Services has reviewed the
plans for Phase 2 of the Prospect Baptist Church development and does hereby approve
the plans as submitted to this office. Please understand that in order for you to begin
construction you will need to complete the following steps in order:
1. Apply for and obtain a business license to conduct work in the corporate
limits of Albemarle; see Collections I" Floor City Hall.
2. Apply for and obtain a zoning coordination form from the City of Albemarle;
see Planning and Community Development 2nd Floor City Hall.
3. Apply for and obtain a building permit from Stanly County Inspections; see
Stanly County Inspections 1000 N First Street, Suite 13C, Albemarle, NC.
I look forward to working with you on this project and seeing this project to
completion. Engineering Services will inspect and review your improvements in the field
before project completion. Should you have any questions please do not hesitate to
contact me directly at 704-984-9437.
Sincerely,
J Mendenhall
Director of Engineering Services
Cc: Terry Smith Construction
City of Albemarle, Engineering Services
Correspondence Page I of I
Stormwater Model Result Summary
Prospect Baptist Church
Albemarle, NC
Detention Pond Outfall - Maximum Flow (cfs)
25 -Yr, 24-Hr

Storm Event
Pre-development Post-
development
Existing Pond Pond 1 17.1 14.3
New Pond (Pond 2) 14.0 7.6
1ITotal Discharge 3101 21.9
Revsion:
1-Modified existing structure design with a single 9" orifice at
pond bottom elevation 532.0
2-Modified new Pond 2 structure with a single 12" orifice at the
raised pond bottom elevation 521.0
PROSPECT BAPTIST CHURCH
Pre-development
Project Description 25Yr-24Hr Storm
Project File Name : Prospectlc Ditch Revla.SPF
Project Description :
Project Options
Flow Units .................................................. .. CFS
Elevation Type ........................................... .. Elevation
Hydrology Method ...................................... .. SCS TR-20
Time of Concentration (TOC) Method ....... .. SCS TR-55
Link Routing Method .................................. .. Hydrodynamic
Enable Overflow Ponding at Nodes ........... .. YES
Skip Steady State Analysis Time Periods .. .. NO
Analysis Options
Start Analysis On .................................. ....... Sep 17, 2010 00:00:00
End Analysis On ................................... ........ Sep 18, 2010 00:00:00
Start Reporting On ............................... ........ Sep 17, 2010 00:00:00
Antecedent Dry Days ........................... ........ 0 days
Runoff (Dry Weather) Time Step ......... ........ 0 01:00:00 days hh:mm:ss
Runoff (Wet Weather) Time Step ........ ........ 0 00:05:00 days hh:mm:ss
Reporting Time Step ............................ ........ 0 00:05:00 days hh:mm:ss
Routing Time Step ............................... ........ 5 seconds
Number of Elements
Qty
Rain Gages ................................ .................. 1
Subbasins ................... ......... ................. 16
Nodes .......................................... .................. 30
Junctions ............................ ................. 26
Outtalls ............................... ................. 2
Flow Diversions .................. ................. 0
Inlets ................................... ................. 0
Storage Nodes .................... ................ 2
Links ............................................ .................. 34
Channels ............................ ................. 6
Pipes .................................. ............ 21
Pumps ................................ ................. 0
Orifices ............................... ................. 7
weirs .................................. ................. 0
Outlets ................................ ................. 0
Pollutants .................................... ................. 0
Land Uses .................................. .................. 0
Page 1 of 49 Shabeldeen Engineering, PA
[phone]
PROSPECT BAPTIST CHURCH
Pre-development
Subbasin Summary 25Yr-24Hr Storm
SN Subbasin Area Weighted Total Total Total Peak Time of
ID Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 Sub-15 31.10 72.00 6.10 3.08 95.63 99.85 0 00:22:17
2 Sub-5 1.56 79.00 6.10 3.77 5.88 9.29 0 00:00:00
3 Sub-6 1.10 79.00 6.10 3.77 4.15 6.55 0 00:00:00
4 Sub-CB1 0.36 98.00 6.10 5.86 2.11 2.87 0 00:00:00
5 Sub-CB2 0.36 98.00 6.10 5.86 2.11 2.87 0 00:00:00
6 Sub-CB3 0.16 98.00 6.10 5.86 0.94 1.28 0 00:00:00
7 Sub-CB4 0.21 98.00 6.10 5.86 1.23 1.69 0 00:00:00
8 Sub-CB5 0.38 98.00 6.10 5.86 2.23 3.03 0 00:00:00
9 Sub-CB6 0.37 98.00 6.10 5.86 2.17 2.97 0 00:00:00
10 Sub-CB7 0.41 98.00 6.10 5.86 2.40 3.28 0 00:00:00
11 Sub-CB8 0.54 98.00 6.10 5.86 3.17 4.31 0 00:00:00
12 Sub-DI-1&2 0.61 90.00 6.10 4.94 3.02 4.50 000:00:00
13 Sub-DI-3&8 0.27 90.00 6.10 4.94 1.33 1.99 0 00:00:00
14 Sub-DI-4 0.44 90.00 6.10 4.94 2.17 3.27 0 00:00:00
15 Sub-DI-6&7 0.33 90.00 6.10 4.94 1.63 2.47 0 00:00:00
16 Sub-Phase l 0.94 90.00 6.10 4.94 4.65 6.97 0 00:00:00
Shabeldeen Engineering, PA
Page 2 of 49 [phone]
PROSPECT BAPTIST CHURCH
Pre-development
Node Summary 25Yr-24Hr Storm
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft') (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min)
1 CB-1 Junction 533.75 536.75 534.25 0.00 0.00 2.87 534.25 0.00 2.50 0 00:00 0.00 0.00
2 CB-2 Junction 530.00 533.25 531.00 0.00 0.00 5.73 531.00 0.00 2.25 0 00:00 0.00 0.00
3 CB-3 Junction 528.00 531.25 529.00 0.00 0.00 6.99 529.00 0.00 2.25 0 00:00 0.00 0.00
4 CB-4 Junction 524.25 528.00 525.25 0.00 0.00 8.66 526.89 0.00 1.11 0 00:00 0.00 0.00
5 C13-5 Junction 528.50 531.50 528.50 0.00 0.00 3.02 529.37 0.00 213 0 00:00 0.00 0.00
6 C13-6 Junction 527.65 530.90 527.65 0.00 0.00 5.95 528.42 0.00 2.48 0 00:00 0.00 0.00
7 CB-7 Junction 525.00 529.00 525.00 0.00 0.00 9.19 525.90 0.00 3.10 0 00:00 0.00 0.00
8 CB-8 Junction 523.50 527.50 523.50 0.00 0.00 13.56 525.81 0.00 1.69 0 00:00 0.00 0.00
9 DI-1 Junction 538.25 541.00 538.25 540.50 0.00 4.50 539.66 0.00 1.34 0 00:00 0.00 0.00
10 DI-2 Junction 537.75 541.00 537.75 0.00 0.00 4.51 538.78 0.00 2.22 0 00:00 0.00 0.00
11 DI-3 Junction 537.25 541.00 537.25 0.00 0.00 6.42 538.06 0.00 2.94 0 00:00 0.00 0.00
12 DI-4 Junction 538.25 541.00 538.25 540.50 0.00 3.27 540.32 0.00 0.68 0 00:00 0.00 0.00
13 DI-5 Junction 537.50 540.85 537.50 0.00 0.00 3.27 538.10 0.00 2.75 0 00:00 0.00 0.00
14 DI-6 Junction 536.25 539.50 536.25 540.50 0.00 5.70 537.28 0.00 2.22 0 00:00 0.00 0.00
15 DI-7 Junction 535.50 539.80 535.50 0.00 0.00 5.68 536.62 0.00 3.18 0 00:00 0.00 0.00
16 DI-8 Junction 534.50 539.25 535.00 0.00 0.00 12.03 535.72 0.00 3.53 0 00:00 0.00 0.00
17 Jun-11 Junction 553.00 554.00 553.00 0.00 0.00 9.28 553.92 0.00 0.08 0 00:00 0.00 0.00
18 Jun-12 Junction 553.00 554.00 553.00 0.00 0.00 6.54 553.72 0.00 0.28 0 00:00 0.00 0.00
19 Jun-25 Junction 540.00 544.00 540.00 0.00 0.00 100.14 542.52 0.00 1.48 0 00:00 0.00 0.00
20 Jun-26 Junction 539.00 544.00 539.00 0.00 0.00 99.77 540.79 0.00 3.21 0 00:00 0.00 0.00
21 Jun-27 Junction 522.00 528.00 522.00 0.00 0.00 111.38 525.23 0.00 2.77 0 00:00 0.00 0.00
22 Jun-28 Junction 521.00 528.00 521.00 0.00 0.00 111.29 523.56 0.00 4.44 0 00:00 0.00 0.00
23 Jun-29 Junction 546.00 549.00 546.00 0.00 0.00 97.96 547.66 0.00 1.34 0 00:00 0.00 0.00
24 Jun-30 Junction 519.00 522.00 519.00 0.00 0.00 118.83 521.38 0.00 0.62 0 00:00 0.00 0.00
25 Jun-31 Junction 521.00 528.00 521.00 0.00 0.00 7.57 521.96 0.00 6.04 0 00:00 0.00 0.00
26 Pond1 Control Junction 531.90 534.70 531.90 0.00 0.00 15.74 532.56 0.00 2.14 0 00:00 0.00 0.00
27 Out-1 OutFall 532.00 9.08 532.91
28 Out-6 OutFall 518.00 118.79 519.90
29 Pond-1 Storage Node 532.00 535.00 532.00 0.00 18.81 532.74 0.00 0.00
30 Pond-2 Storage Node 521.00 528.00 521.00 0.00 21.76 525.76 0.00 0.00
Shabeldeen Engineering, PA
Page 3 of 49 [phone]
PROSPECT BAPTIST CHURCH
Pre-development
Link Summary 25Yr-24Hr Storm
SN Element Element From To (Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged
Node Elevation Elevation Ratio Total Depth
Ratio
(ft) (ft) (ft) (%) Ill) (of.) Ids) (ft/sec) (ft) (min)
1 Con-1 Pipe DI-1 DI-2 103.00 538.25 537.75 0.4854 1.250 0.0150 4.51 3.90 1.16 3.85 1.13 0.91 0.00
2 Con-1-2 Pipe CB-1 CB-2 69.30 533.75 530.00 5.4192 1.000 0.0150 2.86 7.19 0.40 5.50 0.63 0.75 0.00
3 Con-2 Pipe DI-2 DI-3 51.00 537.75 537.25 0.9804 1.250 0.0150 4.46 5.54 0.80 4.61 0.91 0.74 0.00
4 Con-23 Pipe Pondl Control Jun-27 43.00 531.90 522.00 23.6588 1.500 0.0150 14.34 44.28 0.32 10.56 1.07 0.72 0.00
5 Con-2-3 Pipe CB-2 CB-3 70.84 530.00 528.00 2.8244 1250 0.0150 5.72 9.41 0.61 7.21 0.77 0.80 0.00
6 Con-3 Pipe DI-3 DI-8 87.00 537.25 535.17 2.3915 1.500 0.0150 6.41 14.08 0.46 7.13 0.75 0.51 0.00
7 Con-30 Pipe Jun-25 Jun-26 72.67 540.00 539.00 1.3762 3.000 0.0150 49.30 67.81 0.73 9.07 2.14 0.72 0.00
8 Con-33 Pipe Jun-31 Jun-30 36.48 521.00 519.00 5,4907 1.500 0.0150 7.56 21.33 0.35 5.69 1.22 0.82 0.00
9 Con-3-4 Pipe C13-3 C13-4 70.28 528.00 524.25 5.3434 1.250 0.0150 7.81 12.94 0.60 9.86 0.93 0.80 0.00
10 Con-4 Pipe DI-4 DI-5 96.00 538.25 537.50 0.7813 1.000 0.0150 3.27 2.73 1.20 4.85 0.80 0.80 0.00
11 Con-4-Pond2 Pipe C84 Pond-2 15.00 524.25 521.00 22.1939 1.500 0.0150 8.56 42.89 0.20 14.69 1.50 1.00 7.00
12 Con-5 Pipe DI-5 DI-6 78.00 537.50 536.25 1.6028 1.250 0.0150 3.26 7.09 0.46 3.83 0.81 0.65 0.00
13 Con-5-6 Pipe CBS CM 70.00 528.50 527.65 1.2144 1.000 0.0150 3.00 340 0.88 4.36 0.82 0.82 0.00
14 Cons Pipe DI-6 DI-7 77.00 536.25 535.50 0.9741 1.500 0.0150 5.68 8.98 0.63 4.21 1.05 0.72 0.00
15 Con-6-7 Pipe CBS CB-7 80.00 527.65 525.00 3.3143 1.250 0.0150 5.95 10.19 0.58 7.28 0.83 0.67 0.00
16 Con-7 Pipe DI-7 0I-8 67.00 535.50 535.00 07463 1.500 0.0150 5.64 7.86 0.72 4.43 0.99 0.68 0.00
17 Con-7-8 Pipe C13-7 CB-8 70.00 525.00 523.50 2.1433 2.000 0.0150 9.32 28.70 0.32 7.36 1.39 0.71 0.00
18 Con-8 Pipe DI-8 Pond-l 180.00 534.50 532.00 1.3890 2.000 0.0150 12.09 23.11 0.52 8.84 0.89 0.46 0.00
19 Con-8Pond2 Pipe CB-8 Pond-2 20.00 523.50 521.00 12.5988 2.000 0.0150 13.20 69.59 0.19 4.61 2.00 1.00 14.00
20 Con-DW1 Pipe Jun-25 Jun-26 62.97 540.00 539.00 1.5883 3.000 0.0150 WAS 72.85 0,69 9.29 2.14 0.72 0.00
21 Con-DW2 Pipe Jun-27 Jun-28 60.00 522.00 521.00 1.6669 3.000 0.0150 111.29 149.26 0.75 8.14 2.77 0.93 0.00
22 Con-10 Channe l Jun-11 Out-1 462.34 553.00 532.00 4.5468 1.000 0.0320 9.08 11.58 0.78 5.42 0.91 0.92 0.00
23 Con-26 Channe l Jun-26 Jun-27 367.21 539.00 522.00 4.6345 3.000 0.0320 99.55 322.28 0.31 6.50 2.39 0.80 0.00
24 Con-28 Channe l Jun-28 Jun-30 125.00 521.00 519.00 1.6002 3.000 0.0320 111.30 18937 0.59 6.49 2.44 0.82 0.00
25 Con-29 Channe l Jun-29 Jun-25 87.46 546.00 540.00 6.8765 3.000 0.0320 98.00 392.57 0.25 7.64 2.09 0.70 0.00
26 Con-32 Channe l Jun-30 Outs 20.00 519.00 518.00 5.0063 3.000 0.0320 118.79 334.96 0.35 8.82 2.11 0.71 0.00
27 Con-9 Channe l Jun-12 Jun-25 159.18 553.00 540.00 8.1942 1.000 0.0320 6.49 15.55 0.42 4.39 0.86 0.86 0.00
28 Orifice-1.1 Critics Pond-1 Pondl Control 532.00 531.90 0750 1.32
29 Orif -2.1 Orifice Pond-2 Jun-31 521.00 521.00 1.000 7.57
30 Weir-Pondl Overflow Orifice Pond-1 Pondl Control 532.00 531.90 0.500 15.01
31 Weir-Pond2 Overflowl Orrfioe Pond-2 Jun-31 521.00 521.00 0.500 0.00
32 Weir-pond2 Overfl oW2 Orfioe Pond-2 Jun-31 521.00 521.00 0.500 0.00
33 Weir-Pond2 OverAow3 Orifice Pond-2 Jun-31 521.00 521.00 0.500 0.00
34 Weir-Pond2 Overflow4 Orifice Pond-2 Jun-31 521.00 521 00 0.500 0.00
Shebeldeen Engineering, PA
Page 4 of 49 [phone]
PROSPECT BAPTIST CHURCH
Pre-development
Subbasin Hydrology 25Yr-24Hr Storm
Subbasin : Sub-15
Input Data
Area (ac) ....................................................... ................. 31.10
Weighted Curve Number .............................. ................. 72.00
Rain Gage ID ................................................ ................. Gage-1
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
31.10 72.00
Composite Area & Weighted CN 31.10 72.00
Time of Concentration
TOC Method : SCS TR-55
Sheet Flow Equation :
Tc = (0.007 ' ((n ` Lf)^0.8)) / ((P^0.5) ` (SfA0.4))
Where:
Tc = Time of Concentration (hrs)
n = Manning's Roughness
Lf =Flow Length (ft)
P = 2 yr, 24 hr Rainfall (inches)
Sf =Slope (ft/ft)
Shallow Concentrated Flow Equation
V = 16.1345 ` (SfAO.5) (unpaved surface)
V = 20.3282`(Sf^0.5)(paved surface)
V = 15.0 ` (Sf^0.5) (grassed waterway surface)
V = 10.0 ` (Sf^0.5) (nearly bare & unfilled surface)
V = 9.0 ` (Sf^0.5) (cultivated straight rows surface)
V = 7.0 ` (Sf^0.5) (short grass pasture surface)
V = 5.0 (Sf^0.5) (woodland surface)
V = 2.5 ` (SfAO.5) (forest w/heavy litter surface)
Tc = (Lf / V) / (3600 sec/hr)
Where
Tc = Time of Concentration (hrs)
Lf = Flow Length (ft)
V = Velocity (ft/sec)
Sf = Slope (ft/ft)
Channel Flow Equation
V = (1.49 ` (R^(2/3)) ` (Sf^0.5)) / n
R =Aq/Wp
Tc = (Lf / V) / (3600 sec/hr)
Where :
Tc = Time of Concentration (hrs)
Lf = Flow Length (ft)
R =Hydraulic Radius (ft)
Aq = Flow Area (ft:)
Wp = Wetted Perimeter (ft)
V = Velocity (ft/sec)
Sf = Slope (ft/ft)
n = Manning's Roughness
Shabeldeen Engineering, PA
Page 5 of 49 [phone]
Sheet Flow Computations
Manning's Roughness :
Flow Length (ft) :
Slope (%) :
2 yr, 24 hr Rainfall (in)
Velocity (ft/sec) :
Computed Flow Time (min) :
Shallow Concentrated Flow Computations
Flow Length (ft) :
Slope (%) :
Surface Type
Velocity (ft/sec) :
Computed Flow Time (min) :
Channel Flow Computations
Manning's Roughness :
Flow Length (ft) :
Channel Slope (%) :
Cross Section Area (W) :
Wetted Perimeter (ft)
Velocity (ft/sec) :
Computed Flow Time (min) :
Total TOC (min) ..................22.28
Subbasin Runoff Results
PROSPECT BAPTIST CHURCH
Pre-development
25Yr-24Hr Storm
Subarea Subarea Subarea
A B C
0.40 0.00 0.00
100 0.00 0.00
2 0.00 0.00
3.60 0.00 0.00
0.08 0.00 0.00
20.25 0.00 0.00
Subarea Subarea Subarea
A B C
150 0.00 0.00
2 0.00 0.00
Unpaved Unpaved Unpaved
2.28 0.00 0.00
1.10 0.00 0.00
Subarea Subarea Subarea
A B C
0.030 0.00 0.00
1000 0.00 0.00
3.5 0.00 0.00
21 0.00 0.00
8 0.00 0.00
17.68 0.00 0.00
0.94 0.00 0.00
Total Rainfall (in) ................................................ ............ 6.10
Total Runoff (in) ................................................. ............ 3.08
Peak Runoff (cfs) ............................................... ............ 99.85
Weighted Curve Number ................................... ............ 72.00
Time of Concentration (days hh:mm:ss) ............ ............ 0 00:22:17
Shabeldeen Engineering, PA
Page 6 of 49 [phone]
PROSPECT BAPTIST CHURCH
Pre-development
25Yr-24Hr Storm
Subbasin : Sub-15
Rainfall Intensity Graph
r
c
`c
6-
7.5
7-
i.5-
6-
i.5-
.
5
1.5-
4-
1.5
3 >F

i 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)
Runoff Hydrograph
N
U
0
C
20-
15..
10
00-
95
90- -
85-
80
75-
70
65
60-. _
55
50-
45
40-
35.
30.
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)
Page 7 Of 49 Shabeldeen Engineering, PA
[phone]
PROSPECT BAPTIST CHURCH
Pre-development
Subbasin : Sub-5 25Yr-24HrStorm
Input Data
Area (ac) ........................................................................ 1.56
Weighted Curve Number ............................................... 79.00
Rain Gage ID ................................................................. Gage-1
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
1 acre lots, 20% impervious 1.56 C 79.00
Composite Area & Weighted CN 1.56 79.00
Time of Concentration
Subbasin Runoff Results
Total Rainfall (in) ................................................ ............ 6.10
Total Runoff (in) .................................................. ........... 3.77
Peak Runoff (cfs) ............................................... ............ 9.29
Weighted Curve Number .................................... ........... 79.00
Time of Concentration (days hh:mm:ss) ............ ............ 0 00:00:00
Shabeldeen Engineering, PA
Page 8 of 49 [phone]
PROSPECT BAPTIST CHURCH
Pre-development
25Yr-24Hr Storm
Subbasin : Sub-5
Rainfall Intensity Graph
r
c
m
C
7 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)
Runoff Hydrograph
U
O
3
9.
B.5
8-
7.5
7-
5.5-
6..
55
5.
t.5-
4
?.5-
2
1.5..
).5.
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)
Shabeldeen Engineering, PA
Page 9 of 49 [phone]
PROSPECT BAPTIST CHURCH
Pre-development
Subbasin : Sub-6 25Yr-24Hr Storm
Input Data
Area (ac) ........................................................................ 1.10
Weighted Curve Number ............................................... 79.00
Rain Gage ID ................................................................. Gage-1
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
1 acre lots, 20% impervious 1.10 C 79.00
Composite Area & Weighted CN 1.10 79.00
Time of Concentration
Subbasin Runoff Results
Total Rainfall (in) ................................................ ............ 6.10
Total Runoff (in) .................................................. ........... 3.77
Peak Runoff (cfs) ............................................... ............ 6.55
Weighted Curve Number .................................... ........... 79.00
Time of Concentration (days hh:mm:ss) ............ ............ 0 00:00:00
Shabeldeen Engineering, PA
Page 10 of 49 [phone]
Subbasin : Sub-6
r
c
m
c
M
It
U
O
3
PROSPECT BAPTIST CHURCH
Pre-development
25Yr-24Hr Storm
Rainfall Intensity Graph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)
Runoff Hydrograph

1.0-
7.
6.5
6-
5.5-
5
4.5-
,
4
3.
. ... ..
2.5
2-
5
2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2:
Time (hrs)
Shabeldeen Engineering, PA
Page 11 of 49 [phone]
PROSPECT BAPTIST CHURCH
Pre-development
Subbasin : Sub-CB1 25Yr-24Hr Storm
Input Data
Area (ac) ........................................................................ 0.36
Weighted Curve Number ............................................... 98.00
Rain Gage ID ................................................................. Gage-1
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Paved roads with curbs & sewers 0.36 C 98.00
Composite Area & Weighted CN 0.36 98.00
Time of Concentration
Subbasin Runoff Results
Total Rainfall (in) ............................................................ 6.10
Total Runoff (in) ............................................................. 5.86
Peak Runoff (cfs) ........................................................... 2.87
Weighted Curve Number ............................................... 98.00
Time of Concentration (days hh:mm:ss) ........................ 0 00:00:00
Shabeldeen Engineering, PA
Page 12 of 49 [phone]
PROSPECT BAPTIST CHURCH
Pre-development
25Yr-24Hr Storm
Subbasin : Sub-CB1
Rainfall Intensity Graph
L
C
l0
C
R'
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)
Runoff Hydrograph
3
2.9.....
2.8
2.7
2.6
2.5-
2.4 2.3.E
2.2-
.:
2.1
2
1.9-
1.8-
1.7-
1.6
1.51.4-
1.3
1.2
1.1
1
0.9 I
0.s I
0.7 I
0.6
0.5-
0.4-
0.3
0.2
0.1-
U
0
C
3
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)
Shabeldeen Engineering, PA
Page 13 of 49 [phone]
PROSPECT BAPTIST CHURCH
Pre-development
Subbasin : Sub-CB2 25Yr-24Hr Storm
Input Data
Area (ac) ........................................................................ 0.36
Weighted Curve Number ............................................... 98.00
Rain Gage ID ................................................................. Gage-1
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Paved roads with curbs & sewers 0.36 C 98.00
Composite Area & Weighted CN 0.36 98.00
Time of Concentration
Subbasin Runoff Results
Total Rainfall (in) ............................................................ 6.10
Total Runoff (in) ............................................................. 5.86
Peak Runoff (cfs) ........................................................... 2.87
Weighted Curve Number ............................................... 98.00
Time of Concentration (days hh:mm:ss) ........................ 0 00:00:00
Shabeldeen Engineering, PA
Page 14 of 49 [phone]
Subbasin : Sub-CB2
L
m
`c
W
U
O
It
PROSPECT BAPTIST CHURCH
Pre-development
25Yr-24Hr Storm
Rainfall Intensity Graph
3.5-
8
7.5.. _I
7-
6.5
_
6-
i.5
4.5-
4-
3.5 3..
2.5.
2
1.5-
0.5
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)
Runoff Hydrograph
3
2g.
2.8- 1
2.7-
?.6
?.5-
.:
2.4
2.3
2.2-
2
1.9
1.7
6
1.4
1.3
1.2
1
).7
).6. ..
l.5
).4-
).3
2-
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)
Shabeldeen Engineering, PA
Page 15 of 49 [phone]
PROSPECT BAPTIST CHURCH
Pre-development
Subbasin : Sub-C63 25Yr-24HrStorm
Input Data
Area (ac) ........................................................................ 0.16
Weighted Curve Number ............................................... 98.00
Rain Gage ID ................................................................. Gage-1
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Paved roads with curbs & sewers 0.16 C 98.00
Composite Area & Weighted CN 0.16 98.00
Time of Concentration
Subbasin Runoff Results
Total Rainfall (in) ............................................................ 6.10
Total Runoff (in) ............................................................. 5.86
Peak Runoff (cfs) ........................................................... 1.28
Weighted Curve Number ............................................... 98.00
Time of Concentration (days hh:mm:ss) ........................ 0 00:00:00
Page 16 of 49 Shabeldeen Engineering, PA
[phone]

PROSPECT BAPTIST CHURCH
Pre-development
25Yr-24Hr Storm
Subbasin : Sub-CB3
Rainfall Intensity Graph
r
c
m
c
1.5
0.5
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 lb 1b 11 16 le zU 21 zz LS
Time (hrs)
Page 17 of 49
Shabeldeen Engineering, PA
[phone]
PROSPECT BAPTIST CHURCH
Pre-development
Subbasin : Sub-Ci34 25Yr-24Hr Storm
Input Data
Area (ac) ........................................................................ 0.21
Weighted Curve Number ............................................... 98.00
Rain Gage ID ................................................................. Gage-1
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Paved parking & roofs 0.21 C 98.00
Composite Area & Weighted CN 0.21 98.00
Time of Concentration
Subbasin Runoff Results
Total Rainfall (in) ............................................................ 6.10
Total Runoff (in) ............................................................. 5.86
Peak Runoff Ids) ........................................................... 1.69
Weighted Curve Number ............................................... 98.00
Time of Concentration (days hh:mm:ss) ........................ 0 00:00:00
Shabeldeen Engineering, PA
Page 18 of 49 [phone]
PROSPECT BAPTIST CHURCH
Pre-development
25Yr-24Hr Storm
Subbasin : Sub-CB4
Rainfall Intensity Graph
r
c
m
c
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)
Runoff Hydrograph
t^
t
1
1
1
1
1
1
w
0
O
C
0
0
0
0
0
0
0
0
7

5
a

3.
2_

1
9
6
7-
6-
5
4-
3
.
.
2

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)
Shabeloeen Engineering, PA
Page 19 of 49 [phone]
PROSPECT BAPTIST CHURCH
Pre-development
Subbasin : Sub-M 25Yr-24Hr Storm
Input Data
Area (ac) ........................................................................ 0.38
Weighted Curve Number ............................................... 98.00
Rain Gage ID ................................................................. Gage-1
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Paved roads with curbs & sewers 0.38 C 98.00
Composite Area & Weighted CN 0.38 98.00
Time of Concentration
Subbasin Runoff Results
Total Rainfall (in) ............................................................ 6.10
Total Runoff (in) ............................................................. 5.86
Peak Runoff (cfs) ........................................................... 3.03
Weighted Curve Number ............................................... 98.00
Time of Concentration (days hh:mm:ss) ........................ 0 00:00:00
Shabeldeen Engineering, PA
Page 20 of 49 [phone]
Subbasin : Sub-CB5
L
C
N
C
PROSPECT BAPTIST CHURCH
Pre-development
25Yr-24Hr Storm
Rainfall Intensity Graph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)
Runoff Hydrograph
N
U
0
0
of
3.2
3-
.
2.8
2.6-
2.4-
2-2-
2-
1.8
11.6-
.4-
.2-
0.8
).6..
A
0.2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)
Page 21 of 49 Shabeldeen Engineering, PA
[phone]
PROSPECT BAPTIST CHURCH
Pre-development
Subbasin : Sub-CB6 25Yr-24Hr Storm
Input Data
Area (ac) ........................................................................ 0.37
Weighted Curve Number ............................................... 98.00
Rain Gage ID ................................................................. Gage-1
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Paved roads with curbs & sewers 0.37 C 98.00
Composite Area & Weighted CN 0.37 98.00
Time of Concentration
Subbasin Runoff Results
Total Rainfall (in) ............................................................ 6.10
Total Runoff (in) ............................................................. 5.86
Peak Runoff (cfs) ........................................................... 2.97
Weighted Curve Number ............................................... 98.00
Time of Concentration (days hh:mm:ss) ........................ 0 00:00:00
Shabeldeen Engineering, PA
Page 22 of 49 [phone]
PROSPECT BAPTIST CHURCH
Pre-development
25Yr-24Hr Storm
Subbasin : Sub-CB6
Rainfall Intensity Graph
r
c
m
`c
l 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)
Runoff Hydrograph
3-
2.8-
.
2.7
2.6.
2.5-
2.4
2.3
2.2-
2
..
1.9
1.7:
1.6.
1.5-
1.4 1.3
1.2..
1.1-
).7
).6.
).5-
).4
).3 _
).2
).1 -
a
U
O
IX
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)
Shabeldeen Engineering, PA
Page 23 of 49 [phone]
PROSPECT BAPTIST CHURCH
Pre-development
Subbasin : Sub-CB7 25Yr-24Hr Storm
Input Data
Area (ac) ........................................................................ 0.41
Weighted Curve Number ............................................... 98.00
Rain Gage ID ................................................................. Gage-1
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Paved roads with curbs & sewers 0.41 C 98.00
Composite Area & Weighted CN 0.41 98.00
Time of Concentration
Subbasin Runoff Results
Total Rainfall (in) ............................................................ 6.10
Total Runoff (in) ............................................................. 5.86
Peak Runoff (cfs) ........................................................... 3.28
Weighted Curve Number ............................................... 98.00
Time of Concentration (days hh:mm:ss) ........................ 0 00:00:00
Shabeldeen Engineering, PA
Page 24 of 49 [phone]
Subbasin : Sub-CB7
r
c
m
`c
PROSPECT BAPTIST CHURCH
Pre-development
25Yr-24Hr Storm
Rainfall Intensity Graph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)
Runoff Hydrograph
3.4-
3.2-
3
.
28
N
U
0
3
2.6 -
2.4..
2.2
1 8-.
1.6-
1.4-
1.2
1..
].6..
J.4-.
0.2
z a D b / H 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)
Page 25 of 49 Shabeldeen Engineering, PA
[phone]
PROSPECT BAPTIST CHURCH
Pre-development
Subbasin : Sub-CB8 25Yr-24Hr Storm
Input Data
Area (ac) ........................................................................ 0.54
Weighted Curve Number ............................................... 98.00
Rain Gage ID ................................................................. Gage-1
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Paved parking & roofs 0.54 C 98.00
Composite Area & Weighted CN 0.54 98.00
Time of Concentration
Subbasin Runoff Results
Total Rainfall (in) ............................................................ 6.10
Total Runoff (in) ............................................................. 5.86
Peak Runoff (cfs) ........................................................... 4.31
Weighted Curve Number ............................................... 98.00
Time of Concentration (days hh:mm:ss) ........................ 0 00:00:00
Shabeldeen Engineering, PA
Page 26 of 49 [phone]
PROSPECT BAPTIST CHURCH
Pre-development
25Yr-24Hr Storm
Subbasin : Sub-CBS
Rainfall Intensity Graph
7.
6.
5.
t
C
4.
r0
c
D!
3.
2.
1.
0.
i z s 4 b 6 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)
Runoff Hydrograph
N
zt:
0
1.2..
).6
3.4
12
a.4. _
4.2
3.8
3.6
3.2-
3.
2.8-
2.6-
?.4 .
2.2-
2
I.B.
1.4..
i z j 4 b 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)
Shabeldeen Engineering, PA
Page 27 of 49 [phone]
PROSPECT BAPTIST CHURCH
Pre-development
Subbasin : Sub-DI-1&2 25Yr-24HrStorm
Input Data
Area (ac) ........................................................................ 0.61
Weighted Curve Number ............................................... 90.00
Rain Gage ID ................................................................. Gage-1
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
0.61 - 90.00
Composite Area & Weighted CN 0.61 90.00
Time of Concentration
Subbasin Runoff Results
Total Rainfall (in) ............................................................ 6.10
Total Runoff (in) ............................................................. 4.94
Peak Runoff (cfs) ........................................................... 4.50
Weighted Curve Number ............................................... 90.00
Time of Concentration (days hh:mm:ss) ........................ 0 00:00:00
Shabeldeen Engineering, PA
Page 28 of 49 [phone]
PROSPECT BAPTIST CHURCH
Pre-development
25Yr-24Hr Storm
Subbasin : Sub-DI-1&2
Rainfall Intensity Graph
r
c
l6
c
Q:
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)
Runoff Hydrograph
4.6-
4.4-
4.2-
4
_
3.8
3.6. _
3.4
3.2
2.8
2.6-
2.4
2.2-
2-
-
1.8_
1.8_
1.6
1.4-
- _
1.2
).8
).6...
1a.
w
U
0
) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)
Shabeldeen Engineering, PA
Page 29 of 49 [phone]
PROSPECT BAPTIST CHURCH
Pre-development
Subbasin : Sub-DI-3&8 25Yr-24Hr Storm
Input Data
Area (ac) ........................................................................ 0.27
Weighted Curve Number ............................................... 90.00
Rain Gage ID ................................................................. Gage-1
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
0.27 - 90.00
Composite Area & Weighted CN 0.27 90.00
Time of Concentration
Subbasin Runoff Results
Total Rainfall (in) ................................................ ............ 6.10
Total Runoff (in) .................................................. ........... 4.94
Peak Runoff (cfs) ............................................... ............ 1.99
Weighted Curve Number .................................... ........... 90.00
Time of Concentration (days hh:mm:ss) ............ ............ 0 00:00:00
Shabeldeen Engineering, PA
Page 30 of 49 [phone]
PROSPECT BAPTIST CHURCH
Pre-development
25Yr-24Hr Storm
Subbasin : Sub-DI-388
Rainfall Intensity Graph
5.5
7-
6-
i.5
-
5-
1.5-
4-
1.5
3..
r5..
2
L
c
m
c
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)
Runoff Hydrograph
N
U
O
C
3
Page 31 of 49 Shabeldeen Engineering, PA
[phone]
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)
PROSPECT BAPTIST CHURCH
Pre-development
Subbasin : Sub-DI-4 25Yr-24Hr Storm
Input Data
Area (ac) ........................................................................ 0.44
Weighted Curve Number ............................................... 90.00
Rain Gage ID ................................................................. Gage-1
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
0.44 - 90.00
Composite Area & Weighted CN 0.44 90.00
Time of Concentration
Subbasin Runoff Results
Total Rainfall (in) ............................................................ 6.10
Total Runoff (in) ............................................................. 4.94
Peak Runoff (cfs) ........................................................... 3.27
Weighted Curve Number ............................................... 90.00
Time of Concentration (days hh:mm:ss) ........................ 0 00:00:00
Shabeldeen Engineering, PA
Page 32 of 49 [phone]
PROSPECT BAPTIST CHURCH
Pre-development
25Yr-24Hr Storm
Subbasin : Sub-DI-4
Rainfall Intensity Graph
1.5-
8
7-
i.5. ,...
6.'
5.5-
5-
t.5-
4-
3.5 3-..
1 t
?.5-
2-
1.5-
c
m
C
d'
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)
Runoff Hydrograph
N
O
0
O
C
7
Page 33 of 49 Shabeldeen Engineering, PA
[phone]
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)
PROSPECT BAPTIST CHURCH
Pre-development
Subbasin : Sub-DI-687 25Yr-24Hr Storm
Input Data
Area (ac) ........................................................................ 0.33
Weighted Curve Number ............................................... 90.00
Rain Gage ID ................................................................. Gage-1
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
0.33 - 90.00
Composite Area & Weighted CN 0.33 90.00
Time of Concentration
Subbasin Runoff Results
Total Rainfall (in) ............................................................ 6.10
Total Runoff (in) ............................................................. 4.94
Peak Runoff (cfs) ........................................................... 2.47
Weighted Curve Number ............................................... 90.00
Time of Concentration (days hh:mm:ss) ........................ 0 00:00:00
Page 34 of 49 Shabeldeen Engineering, PA
[phone]
Subbasin : Sub-DI-687
L
c
f0
c
PROSPECT BAPTIST CHURCH
Pre-development
25Yr-24Hr Storm
Rainfall Intensity Graph
s_
7.5-
7-
6-
5.5-
5-
1.5-
4-
3.5 .. ..
3_,.
5.
2.
1.5-
1
l.5
1 [ 6 4 a 6 I is 9 1U 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)
Runoff Hydrograph
w
v
0
J
2.5
2.4-
2.3-
- ..
2.2
2.1
2..
1.7.
1.6
1.5
1 4...
1.3-
1.2.
1.1
1
).7
).6-
).5
..
).4
).3..
).2._.
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)
Shabeldeen Engineering, PA
Page 35 of 49
[phone]
PROSPECT BAPTIST CHURCH
Pre-development
Subbasin : Sub-Phase I 25Yr-24Hr Storm
Input Data
Area (ac) ........................................................................ 0.94
Weighted Curve Number ............................................... 90.00
Rain Gage ID ................................................................. Gage-1
Composite Curve Number
Area Soil Curve
Soil/Surface Description (acres) Group Number
Urban commercial, 85% imp 0.94 B 90.00
Composite Area & Weighted CN 0.94 90.00
Time of Concentration
Subbasin Runoff Results
Total Rainfall (in) ............................................................ 6.10
Total Runoff (in) ............................................................. 4.94
Peak Runoff (cfs) ........................................................... 6.97
Weighted Curve Number ............................................... 90.00
Time of Concentration (days hh:mm:ss) ........................ 0 00:00:00
Page 36 Of 49 Shabeldeen Engineering, PA
[phone]
Subbasin : Sub-Phase I
L
C
f0
C
M
it
PROSPECT BAPTIST CHURCH
Pre-development
25Yr-24Hr Storm
Rainfall Intensity Graph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)
Runoff Hydrograph
N
U
O
c
1
7.
5.5.
6-
5.5-
5
1.5
4...
3.5
1 z J 4 b 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time (hrs)
Page 37 Of 49 Shabeldeen Engineering, PA
[phone]
PROSPECT BAPTIST CHURCH
Pre-development
Junction Input 25Yr-24Hr Storm
SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum
ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe
Elevation Offset Elevation Depth Cover
(ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft') (ft)
1 CB-1 533.75 536.75 3.00 534.25 0.50 0.00 -536.75 0.00 2.00
2 CB-2 530.00 533.25 3.25 531.00 1.00 0.00 -533.25 0.00 2.00
3 CB-3 528.00 531.25 3.25 529.00 1.00 0.00 -531.25 0.00 2.00
4 CB-4 524.25 528.00 3.75 525.25 1.00 0.00 -528.00 0.00 2.25
5 CB-5 528.50 531.50 3.00 528.50 0.00 0.00 -531.50 0.00 2.00
6 CB-6 527.65 530.90 3.25 527.65 0.00 0.00 -530.90 0.00 2.00
7 CB-7 525.00 529.00 4.00 525.00 0.00 0.00 -529.00 0.00 2.00
8 CB-8 523.50 527.50 4.00 523.50 0.00 0.00 -527.50 0.00 2.00
9 DI-1 538.25 541.00 2.75 538.25 0.00 540.50 -0.50 0.00 1.50
10 DI-2 537.75 541.00 3.25 537.75 0.00 0.00 -541.00 0.00 2.00
11 DI-3 537.25 541.00 3.75 537.25 0.00 0.00 -541.00 0.00 2.25
12 DI-4 538.25 541.00 2.75 538.25 0.00 540.50 -0.50 0.00 1.75
13 DI-5 537.50 540.85 3.35 537.50 0.00 0.00 -540.85 0.00 2.10
14 DI-6 536.25 539.50 3.25 536.25 0.00 540.50 1.00 0.00 1.75
15 DI-7 535.50 539.80 4.30 535.50 0.00 0.00 -539.80 0.00 2.80
16 DI-8 534.50 539.25 4.75 535.00 0.50 0.00 -539.25 0.00 2.58
17 Jun-11 553.00 554.00 1.00 553.00 0.00 0.00 -554.00 0.00 0.00
18 Jun-12 553.00 554.00 1.00 553.00 0.00 0.00 -554.00 0.00 0.00
19 Jun-25 540.00 544.00 4.00 540.00 0.00 0.00 -544.00 0.00 1.00
20 Jun-26 539.00 544.00 5.00 539.00 0.00 0.00 -544.00 0.00 2.00
21 Jun-27 522.00 528.00 6.00 522.00 0.00 0.00 -528.00 0.00 3.00
22 Jun-28 521.00 528.00 7.00 521.00 0.00 0.00 -528.00 0.00 4.00
23 Jun-29 546.00 549.00 3.00 546.00 0.00 0.00 -549.00 0.00 0.00
24 Jun-30 519.00 522.00 3.00 519.00 0.00 0.00 -522.00 0.00 0.00
25 Jun-31 521.00 528.00 7.00 521.00 0.00 0.00 -528.00 0.00 5.50
26 Pond1 C( 531.90 534.70 2.80 531.90 0.00 0.00 -534.70 0.00 1.30
Shabeldeen Engineering, PA
Page 38 of 49 [phone]
PROSPECT BAPTIST CHURCH
Pre-development
Junction Results 25Yr-24Hr Storm
SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time
ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded
Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume
Attained Occurrence
(cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (days hh:mm) (days hh:mm) (ac-in) (min)
1 CB-1 2.87 2.87 534.25 0.50 0.00 2.50 533.84 0.09 0 00:00 0 00:00 0.00 0.00
2 CB-2 5.73 2.87 531.00 1.00 0.00 2.25 530.14 0.14 0 00:00 0 00:00 0.00 0.00
3 C13-3 6.99 1.28 529.00 1.00 0.00 2.25 528.13 0.13 0 00:00 0 00:00 0.00 0.00
4 CB-4 8.66 1.69 526.89 2.64 0.00 1.11 524.43 0.18 0 00:00 0 00:00 0.00 0.00
5 CB-5 3.02 3.02 529.37 0.87 0.00 2.13 528.63 0.13 0 12:00 0 00:00 0.00 0.00
6 CB-6 5.95 2.97 528.42 0.77 0.00 2.48 527.78 0.13 0 12:00 0 00:00 0.00 0.00
7 CB-7 9.19 3.28 525.90 0.90 0.00 3.10 525.18 0.18 0 11:59 0 00:00 0.00 0.00
8 CB-8 13.56 4.31 525.81 2.31 0.00 1.69 523.78 0.28 0 12:08 0 00:00 0.00 0.00
9 DI-1 4.50 4.50 539.66 1.41 0.00 1.34 538.44 0.19 0 12:00 0 00:00 0.00 0.00
10 DI-2 4.51 0.00 538.78 1.03 0.00 2.22 537.90 0.15 0 12:00 0 00:00 0.00 0.00
11 DI-3 6.42 1.99 538.06 0.81 0.00 2.94 537.38 0.13 0 12:00 0 00:00 0.00 0.00
12 DI-4 3.27 3.27 540.32 2.07 0.00 0.68 538.41 0.16 0 11:58 0 00:00 0.00 0.00
13 DI-5 3.27 0.00 538.10 0.60 0.00 2.75 537.61 0.11 0 12:00 0 00:00 0.00 0.00
14 DI-6 5.70 2.47 537.28 1.03 0.00 2.22 536.41 0.16 0 12:00 0 00:00 0.00 0.00
15 DI-7 5.68 0.00 536.62 1.12 0.00 3.18 535.67 0.17 0 12:00 0 00:00 0.00 0.00
16 DI-8 12.03 0.00 535.72 1.22 0.00 3.53 534.71 0.21 0 12:00 0 00:00 0.00 0.00
17 Jun-11 9.28 9.28 553.92 0.92 0.00 0.08 553.21 0.21 0 12:00 0 00:00 0.00 0.00
18 Jun-12 6.54 6.54 553.72 0.72 0.00 0.28 553.17 0.17 0 12:00 0 00:00 0.00 0.00
19 Jun-25 100.14 0.00 542.52 2.52 0.00 1.48 540.45 0.45 0 12:10 0 00:00 0.00 0.00
20 Jun-26 99.77 0.00 540.79 1.79 0.00 3.21 539.38 0.38 0 12:10 0 00:00 0.00 0.00
21 Jun-27 111.38 0.00 525.23 3.23 0.00 2.77 522.51 0.51 0 12:10 0 00:00 0.00 0.00
22 Jun-28 111.29 0.00 523.56 2.56 0.00 4.44 521.57 0.57 0 12:10 0 00:00 0.00 0.00
23 Jun-29 97.96 97.96 547.66 1.66 0.00 1.34 546.34 0.34 0 12:10 0 00:00 0.00 0.00
24 Jun-30 118.83 0.00 521.38 2.38 0.00 0.62 519.52 0.52 0 12:11 0 00:00 0.00 0.00
25 Jun-31 7.57 0.00 521.96 0.96 0.00 6.04 521.24 0.24 0 12:11 0 00:00 0.00 0.00
26 Pond1 Control 15.74 0.00 532.56 0.66 0.00 2.14 532.03 0.13 0 12:06 0 00:00 0.00 0.00
Shabeldeen Engineering, PA
Page 39 of 49 [phone]
PROSPECT BAPTIST CHURCH
Pre-development
Channel Input 25Yr-24Hr Storm
SN Element Length Inlet Inlet Outlet Outlet Average Shape Height Width Manning's Entrance Exit/Bend Additional Initial Flap
ID Invert Invert Invert Invert Slope Roughness Losses Losses Losses Flow Gate
Elevation Offset Elevation Offset
(ft) (ft) (ft) (ft) (ft) (%) (ft) (ft) (cfs)
1 Con-10 462.34 553.00 0.00 532.00 0.00 4.5468 Triangular 1.000 4.000 0.0320 0.5000 0.5000 0.0000 0.00 No
2 Con-26 367.21 539.00 0.00 522.00 0.00 4.6345 Trapezoidal 3.000 14.000 0.0320 0.5000 0.5000 0.0000 0.00 No
3 Con-28 125.00 521.00 0.00 519.00 0.00 1.6002 Trapezoidal 3.000 14.000 0.0320 0.5000 0.5000 0.0000 0.00 No
4 Con-29 87.46 546.00 0.00 540.00 0.00 6.8765 Trapezoidal 3.000 14.000 0.0320 0.5000 0.5000 0.0000 0.00 No
5 Con-32 20.00 519.00 0.00 518.00 0.00 5.0063 Trapezoidal 3.000 14.000 0.0320 0.5000 0.5000 0.0000 0.00 No
6 Con-9 159.18 553.00 0.00 540.00 0.00 8.1942 Triangular 1.000 4.000 0.0320 0.5000 0.5000 0.0000 0.00 No
Shabeldeen Engineering, PA
Page 40 of 49 [phone]
PROSPECT BAPTIST CHURCH
Pre-development
Channel Results 25Yr-24Hr Storm
SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time Froude
ID Flow Peak Flow Capacity Design Flow Velocity Depth Depth/ Surcharged Number
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (ft) (min)
1 Con-10 9.08 0 12:00 11.58 0.78 5.42 0.91 0.92 0.00
2 Con-26 99.55 0 12:10 322.28 0.31 6.50 2.39 0.80 0.00
3 Con-28 111.30 0 12:11 189.37 0.59 6.49 2.44 0.82 0.00
4 Con-29 98.00 0 12:10 392.57 0.25 7.64 2.09 0.70 0.00
5 Con-32 118.79 0 12:11 334.96 0.35 8.82 2.11 0.71 0.00
6 Con-9 6.49 0 12:00 15.55 0.42 4.39 0.86 0.86 0.00
Shabeldeen Engineering, PA
Page 41 of 49 [phone]
Pipe Input
PROSPECT BAPTIST CHURCH
Pre-development
25Yr-24Hr Storm
SN Element Length Inlet Inlet Outlet Outlet Average Pipe Pipe Pipe Manning's Entrance ExittBend Additional Initial Flap No. of
ID Invert Invert Invert Invert Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(ft) (ft) (ft) (ft) (ft) (%) (ft) (ft) (cfs)
1 Con-1 103.00 538.25 0.00 537.75 0.00 0.4854 Circular 1.250 1.250 0.0150 0.5000 0.5000 0.0000 0.00 No 1
2 Con-1-2 69.30 533.75 0.00 530.00 0.00 5.4192 Circular 1.000 1.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
3 Con-2 51.00 537.75 0.00 537.25 0.00 0.9804 Circular 1.250 1.250 0.0150 0.5000 0.5000 0.0000 0.00 No 1
4 Con-23 43.00 531.90 0.00 522.00 0.00 23.6588 Circular 1.500 1.500 0.0150 0.5000 0.5000 0.0000 0.00 No 1
5 Con-2-3 70.84 530.00 0.00 528.00 0.00 2.8244 Circular 1.250 1.250 0.0150 0.5000 0.5000 0.0000 0.00 No 1
6 Con-3 87.00 537.25 0.00 535.17 0.67 2.3915 Circular 1.500 1.500 0.0150 0.5000 0.5000 0.0000 0.00 No 1
7 Con-30 72.67 540.00 0.00 539.00 0.00 1.3762 Circular 3.000 3.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
8 Con-33 36.48 521.00 0.00 519.00 0.00 5.4907 Circular 1.500 1.500 0.0150 0.5000 0.5000 0.0000 0.00 No 1
9 Con-3-4 70.28 528.00 0.00 524.25 0.00 5.3434 Circular 1.250 1.250 0.0150 0.5000 0.5000 0.0000 0.00 No 1
10 Con-4 96.00 538.25 0.00 537.50 0.00 0.7813 Circular 1.000 1.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
11 Con-4-Pond2 15.00 524.25 0.00 521.00 0.00 22.1939 Circular 1.500 1.500 0.0150 0.5000 0.5000 0.0000 0.00 No 1
12 Con-5 78.00 537.50 0.00 536.25 0.00 1.6028 Circular 1.250 1.250 0.0150 0.5000 0.5000 0.0000 0.00 No 1
13 Con-5-6 70.00 528.50 0.00 527.65 0.00 1.2144 Circular 1.000 1.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
14 Con-6 77.00 536.25 0.00 535.50 0.00 0.9741 Circular 1.500 1.500 0.0150 0.5000 0.5000 0.0000 0.00 No 1
15 Con-6-7 80.00 527.65 0.00 525.00 0.00 3.3143 Circular 1.250 1.250 0.0150 0.5000 0.5000 0.0000 0.00 No 1
16 Con-7 67.00 535.50 0.00 535.00 0.50 0.7463 Circular 1.500 1.500 0.0150 0.5000 0.5000 0.0000 0.00 No 1
17 Con-7-8 70.00 525.00 0.00 523.50 0.00 2.1433 Circular 2.000 2.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
18 Con-8 180.00 534.50 0.00 532.00 0.00 1.3890 Circular 2.000 2.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
19 Con-8Pond2 20.00 523.50 0.00 521.00 0.00 12.5988 Circular 2.000 2.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
20 Con-DW1 62.97 540.00 0.00 539.00 0.00 1.5883 Circular 3.000 3.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
21 Con-DW2 60.00 522.00 0.00 521.00 0.00 1.6669 Circular 3.000 3.000 0.0150 0.5000 0.5000 0.0000 0.00 No 2
Shabeldeen Engineering, PA
Page 42 of 49 [phone]
Pipe Results
PROSPECT BAPTIST CHURCH
Pre-development
25Yr-24Hr Storm
SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time Froude
ID Flow Peak Flow Capacity Design Flow Velocity Depth Depth/ Surcharged Number
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (ft) (min)
1 Con-1 4.51 0 12:00 3.90 1.16 3.85 1.13 0.91 0.00
2 Con-1-2 2.86 0 12:00 7.19 0.40 5.50 0.63 0.75 0.00
3 Con-2 4.46 0 12:00 5.54 0.80 4.61 0.91 0.74 0.00
4 Con-23 14.34 0 12:05 44.28 0.32 10.56 1.07 0.72 0.00 Pond outlet
Ex. pipe
5 Con-2-3 5.72 0 12:00 9.41 0.61 7.21 0.77 0.80 0.00
6 Con-3 6.41 0 12:00 14.08 0.46 7.13 0.75 0.51 0.00
7 Con-30 49.30 0 12:10 67.81 0.73 9.07 2.14 0.72 0.00
8Con-33 7.56 012:09 21.33 0:35 5.69 122 0.82 0.00 New Pond outlet pipe
9 Con-3-4 7.81 0 00:00 12.94 0.60 9.86 0.93 0.80 0.00
10 Con-4 3.27 0 12:00 2.73 1.20 4.85 0.80 0.80 0.00
11 Con-4-Pond2 8.56 0 12:00 42.89 0.20 14.69 1.50 1.00 7.00
12 Con-5 3.26 0 12:00 7.09 0.46 3.83 0.81 0.65 0.00
13 Con-5-6 3.00 0 12:00 3.40 0.88 4.36 0.82 0.82 0.00
14 Con-6 5.68 0 12:00 8.98 0.63 4.21 1.05 0.72 0.00
15 Con-6-7 5.95 0 12:00 10.19 0.58 7.28 0.83 0.67 0.00
16 Con-7 5.64 0 12:00 7.86 0.72 4.43 0.99 0.68 0.00
17 Con-7-8 9.32 0 12:00 28.70 0.32 7.36 1.39 0.71 0.00
18 Con-8 12.09 0 12:00 23.11 0.52 8.84 0.89 0.46 0.00
19 Con-8Pond2 13.20 0 12:00 69.59 0.19 4.61 2.00 1.00 14.00
20 Con-DW1 50.46 0 12:10 72.85 0.69 9.29 2.14 0.72 0.00
21 Con-DW2 111.29 0 12:10 149.26 0.75 8.14 2.77 0.93 0.00
Total Discharge:
Ex. Pond = 14.34
New Pond = 7.56
Total = 21.90 cfs
(Pre-dev. Conditions Q = 31.1 cfs)
Shabeldeen Engineering, PA
Page 43 of 49 [phone]
PROSPECT BAPTIST CHURCH
Pre-development
Storage Nodes 25Yr-24Hr Storm
Storage Node : Pond-1
Input Data
Invert Elevation (ft) ............................................ ................................. 532.00
Max (Rim) Elevation (ft) .................................... ................................. 535.00
Max (Rim) Offset (ft) .................................... ................................. 3.00
Initial Water Elevation (ft) ................................. ................................. 532.00
Initial Water Depth (ft) ....................................... ................................. 0.00
Ponded Area (ft') .............................................. ................................. 0.00
Evaporation Loss .............................................. ................................. 0.00
Storage Area Volume Curves
Storage Curve : Pond-1
Stage Storage Storage
Area Volume
(ft) (ft') (ft')
0 3988.398 0.000
1 4590.425 4289.41
2 5227.263 9198.25
Shabeldeen Engineering, PA
Page 44 of 49 [phone]
PROSPECT BAPTIST CHURCH
Pre-development
25Yr-24Hr Storm
Storage Area Volume Curves
Storage Volume (ft')
Storage Area (ft2
I - Storage Area - Storage Volume
Page 45 of 49
Shabeldeen Engineering, PA
[phone]
PROSPECT BAPTIST CHURCH
Pre-development
Storage Node : Pond-1 (continued) 25Yr-24Hr Storm
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
(ft) (ft) (ft) (ft)
1 Office-1.1 Side Circular No 0.75 532.00 0.61
2 Weir-Pond1 Overflow Side Rectangular No 0.50 12.00 532.00 0.63
Output Summary Results
Peak Inflow (cfs) .............................................................. .................. 18.81
Peak Lateral Inflow (cfs) .................................................. .................. 6.97
Peak Outflow (cfs) ............................................................ ................. 15.74
Peak Exfrltration Flow Rate (cfm) ..................................... ................. 0.00
Max HGL Elevation Attained (ft) ....................................... ................. 532.74
Max HGL Depth Attained (ft) ............................................ ................. 0.74
Average HGL Elevation Attained (ft) ................................ .................. 532.08
Average HGL Depth Attained (ft) ..................................... .................. 0.08
Time of Max HGL Occurrence (days hh:mm) .................. .................. 0 12:05
Total Exfiltrabon Volume (1000-ft') .................................. .................. 0.000
Total Flooded Volume (ac-in) ........................................... ................. 0
Total Time Flooded (min) ................................................. ................. 0
Total Retention Time (sec) .............................................. .................. 0.00
Shabeldeen Engineering, PA
Page 46 of 49 [phone]
PROSPECT BAPTIST CHURCH
Pre-development
Storage Node : Pond-2 25Yr-24Hr Storm
Input Data
Invert Elevation (ft) ............................................ ................................. 521.00
Max (Rim) Elevation (ft) .................................... ................................. 528.00
Max (Rim) Offset (ft) ......................................... ................................. 7.00
Initial Water Elevation (ft) .................................. ................................ 521.00
Initial Water Depth (ft) ....................................... ................................. 0.00
Ponded Area (ft') .............................................. ................................. 0.00
Evaporation Loss .............................................. ................................. 0.00
Storage Area Volume Curves
Storage Curve : Pond-2
Stage Storage Storage
Area Volume
(ft) (ft') (ft')
0 823.259 0.000
1 1614.061 1218.66
3 3335.354 6168.08
5 5203.645 14707.08
7 7220.065 27130.79
Page 47 of 49 Shabeldeen Engineering, PA
[phone]
PROSPECT BAPTIST CHURCH
Pre-development
25Yr-24Hr Storm
Storage Area Volume Curves
Storage Volume (ft')
0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 20,000 22,000 24,000 26,000
7 7
6.8 _. _6.8
6.6 6.6
6.4 -6.4
6.2 -6.2
6 _ -6
5.8-
5.6-
5.4
5.4
5.2 _5.2
5 5
4.8 4.8
4.6 -4.6
4.4-
4.2-
-4.2
4 4
3.8 _ 3.8
w
' 3.6 w
3.6
N N
3.4
U) 3.2 3.2 W
g
2.8 -2.8
2.6 -2.6
2.4 -2.4
2.2 -2.2
2 2
1.8 _ -1.8
1.6- 1.6
1.4 1.4
1.2 1.2
1 1
0.8 .0.8
0.6 _ --0.6
0.4-
0.2-
0'
-0
1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000
Storage Area (ft2)
I - Storage Area - Storage Volume
Shabeldeen Engineering, PA
Page 48 of 49 [phone]
PROSPECT BAPTIST CHURCH
Pre-development
Storage Node : Pond-2 (continued) 25Yr-24Hr Storm
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
(ft) (ft) (ft) (ft)
1 Orifice-2.1 Side Circular No 1.00 521.00 0.61
2 Weir-Pond2 Overflow1 Side Rectangular No 0.50 3.00 526.00 0.63
3 Weir-Pond2 Overflow2 Side Rectangular No 0.50 3.00 526.00 0.63
4 Weir-Pond2 Overfl0w3 Side Rectangular No 0.50 3.00 526.00 0.63
5 Weir-Pond2 Overflow4 Side Rectangular No 0.50 3.00 526.00 0.63
Output Summary Results
Peak Inflow (cfs) ............................................................... ................. 21.76
Peak Lateral Inflow (cfs) ................................................... ................. 0.00
Peak Outflow (cfs) ............................................................ ................. 7.57
Peak Exfiltration Flow Rate (cfm) ..................................... ................. 0.00
Max HGL Elevation Attained (ft) ....................................... ................. 525.76
Max HGL Depth Attained (ft) ............................................ ................. 4.76
Average HGL Elevation Attained (ft) ................................ .................. 521.86
Average HGL Depth Attained (ft) ..................................... .................. 0.86
Time of Max HGL Occurrence (days hh:mm) .................. .................. 0 12:09
Total Exfiltration Volume (1000-ft3) .................................. .................. 0.000
Total Flooded Volume (ac-in) ........................................... ................. 0
Total Time Flooded (min) ................................................. ................. 0
Total Retention Time (sec) ............................................... ................. 0.00
Shabeldeen Engineering, PA
Page 49 of 49 [phone]
I / I — I 4�J N C Grid North
GPS OBSERVATION 0 TOTAL PARKING 543
20" s(Irlit NAD 83
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----
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I r--R7-8oL ALUMINU HEIGHT 'TO BOTTOM OF SIGN WHEN
_PARKING SIGN PEDESTRIAN PATH FROM CAR TO I "R 6"
;D WALK PASSES BY OR UNDER 1 "R
qL
ZD THE SIGN.
SECTION 'A'
1/4"R
1-112' RADIUS TYPICAL 1 11R
ON ALL SIGNS FLOW
CU UM
OPNXAiMLTY .. I.... . '/4a'- 12-v
$250.00 3/8' TYP. ///--SIGN '4
7.
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a.
OD
(3,000 psi) Mi I 1EIII 1 I M I IM I M1 I 1=1 I Mi I Mi I 1=1 I I
1-1/2' SQUARE 11-611
TUBULAR
UBULAR POST
6" S611 or ABC
FINISHED GRADE Note: Stone Base
1. Concrete shall be Class B 3000. psi compressive strength at 28
SETETT
POST IN CONCRETE days
12' ROUND OR 121 SQUARE Note:
2. Contraction joints shall be spaced at 10 -ft. intervals. 15 -ft may
1. 1/2" Expansion Joints - 30' OC
I Efy - 7
be used when a machine is used.
3. Contraction joints may be installed by the use of templates or 2. Form Plate Joint - 10' OC
J!
8�4'(Min.) V-0" (Min.) formed by other approved method. 3. Control Joint - 5OC; 1 " Deep (Min.)
COLORSt LEGEND AND BORDER -.GREEN TYPICAL VAN SPACE 4. All expansion joints shall be spaced at 90 -ft. intervals, and 4. Surface shall be rough, non-skid type. Broom finish along cross -slope.
WHITE SYMBOL ON BLUE BACKGROUND
BACKGROUND - WHITE SCALE:M adjacent to all rigid objects. 5. Sidewalks shall have cross -slope of 1/4" per ft. to drain toward street.
POST - BLUE 5. Top of 6" subgrade beneath the curb and gutter shall be
L I compacted to 100% Standard Proctor Density. SIDEWALK DETAIL
ACCESSIBLE PARKING SIGIN ur"'ETAILS .18" CURB AND GUTTER
NTS
E
Power Pole to be
..way 24 relocated by City
2" Bituminous ...... .... .. ...... ......................... ........... .......
Concrete Surface
Course Type S9.513 to
be placed immediately
ZXv, 'c,_.
on final preparation of M
ABC Stone Base
M1 I
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6" or 8" Compacted—�Com'pacted sub rade
Aggregate Base Course;
Compacted to 100% of
Maximum Density
ASPHA VIENT DETAIL
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, - ~ ~ I ® (See Sheet C 4) ~ t ~ N ~ • ' , ~m~zQ
w/18 ,HDPE Discharge I Outfall w/Rip-rap ~ ti ~
Outlet Protection I S3 Enlarged Stormwater ® ~ n a: ~n.Uos..W
' 0 _ - ~ T TAL PARKIN 5 ® Inv.-519,0 I 36 HDPE Dischar e N Detention Pond 8c Modify ARKING X43 gP ~ ~
/ / g 'S i S _ w Concrete Headwalls Ex. Structure (See Detatl / r / 2k 1,_\
_ nr' _ Qr f 1 - heet) / S _ ,e Inv. (N) - 523.0 ~ f ~
e~ _ Proposed Stormwater. ® ~ e ( .Inv. (S) - 522.0 ~
~ 4S / / .Detention Pond _ ~ ~ \ I
/ s1 ~ S 528 j w f
/ _ 24 HDPE Outlet _ ® S2 ~ ~ ~ ~ i ® f ~ ~ m Z~N~
w Ri ra Outlet .Protection ° S N ~ I ® .y$ ~ ~ , ~ ~ v a N ~
/ / P P ff`~ s ® 2 ~ ~e f 20 2 ~ „ R~ / Inv. 522.0 ° o ~ cn i R~ ~ ; ~ W c ' i W
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/ / 526 ~ ~ SS / A 24" RCP
4 Berm.=~' ' •5~• ® S ~ ~ / / 'C ..:Top °f 8 • • 2g ~ I ~rate ~ 59.20 ~ ® Ilnvert 5,36.20 ~ ~ ~ 1 I ~ f Ch W
„ ~enier6nc
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524 " " ~ I
/ I--._ 522 ~ \ rt~~ ® - 521 r u o ~ - - \
/ / 524 - ~ ti~ \ . s ® 526 5 \ cn \ c~ -
/ / ~ ®N U d' Outlet w/ Riprap Apron 528 / "52'8" . \ ~~nv. 533.0 Apron- j r gl ~ r g ~ S e i I ~ ~ r l _ ~ W
® ~ ~ 4, ......:.:....•To of 4 .M...Berm ~::•::•:::•~:::::::•:::~::::c•. o z
O / 28 _ 22 B 8 5~ ~
/ ~ _ rate EI. - 527.50 ~ ~ I g ~
/ w _ _ y' ® s s I N / n. Inv.. - 523.50. B-4 ~a C C < J E C~yy
® s / _ w Grate EI. 527.75 24 ® S o ~ , W V,"~ N Z
- \ / ~ 4 '--524 a~_._._Inv. - 524.25 • ® ~ ~ 2 o , I { ~ N ~ ~ ~ ~ { 1 ~~~~Ns;
/ ^q~ ~ N 15 HDPE Outlet _ \ s I ; _~~-~Z
/ h ~ ~ w Ri ra Otatlet Protecti n ~ 5g0 \ ~ ~ Q1 / P P o ~ \ ~ / I ~ ~ 1 ~ ~~,mzW®
• I v. 22. ~ \ ~ ~ s~ I: \ . ~ • ~ ~
p 6 26 S ~ ~ \ js / v+ z o
N ~ ?•52 s4.. y3 ® ~ N • 0 2 0•• \ ! ® X m?••••• 5 `a
\ S • e o • • o • ? e o • • s • • • • e s ? e • ~'J v`cS ~ Grat E Grate EL = 539.50 ~ t ~ ' ~ ' W m ~ ° ~ _ ~ Inv. - :536.25. ~ i 1 /R ~ ~ t= ~ ~ c
Inv. _
• 2 i ~ I ~ 1 ' ~ I DI-5 1 ~ ~ .PROJECT
S ? ® ® I a r if'~ ~ n DI 8 _ _ ~ j ~ i :Grate EL _ 540.85 1 {
6 ti L;••? , s oA Grate EI. = 539.25_ ®p p I ~ y~AnA• ~ .Inv. = 534.50 Inv. = 5371.50. ~ . 1 ,
~ Q rte El. = 529.00 530-a • • • \ \
o a a Jl??••• s ~ Inv.:= 525.00 _ ~ a ~ , ~ ~ i 0 18" HDPE _ f-~15" HDPE--it ~ o ~ O
r g ,~N CB-3 ~ 28 \
N ~,`o ~ h Grate EL = 531.25 5 \ ® • ~5 o Inv. - 528.00 a ~ ® 4 g p _ _ 540 ~ ~ ~ 1 I
~ ~ \ ~ \ ~ h h h ® ~ ~ o
® 5 '532 i ~ 5 ~ 30 ® 1 ~ S e N ~ ~ N t s
•d• •.,...d•a . •.a e ! I ~ 1
N . 1" • ® . • • • • . . • • ® ~ r.. • ? ~ • • • • 4 • . • 32 • • t~ , ~ . tp ~ ~ 1 ..t
~ ~ 5 ~ 5 • • • ~I
• • o <a~ 1 1 ~ 540 N o cn ~ ~ I ro Q t"`" . " 540 2 ~ ~ ~ k ~ ~
~2 3 ° ~
~ 53 • • 5 ' P I~ C ~ ~ ~ i ~ ~ Q
8-6 _ N w I f w 53 58- 0 ~ ~w w = N ~y618 Curb and n. • • • ~ ~ I I I ~ ~ L
y 30,3-' o a IGrate EI. 530.90 ~ o CB-2 ? • • ? ` 1 , o llnv. = 52,7.65 Gutter (Typ) _ Grate EI. = 533.25 4 ~ 1 1 I I ~ 52 ~ _ ~ ! ( ~ -
~ ° y . = 530.00 3a s ~ \ ; ~ 2% Grate EI. - .541.0 ~ \ I ~ ~ a° DI-3 f lnv. = 538.25 ` I ~ ~ Z
h N ~ 0 542 ~ \ ~ .Grate EI. = 54', ~ ~ ` 1 ~ p
• $ h h Ike h , ` 5 44--.,.. ~ Inv. = 53T2~ < € ~ ~ ! ~ I a
tl~ I~ ~ 11 1~ ~ ~ ? 544 ~ ~ I ~ o w m ii
~ i ~ cn { I ~ I 4 1~ ~ ~ , a / - I ~ O ~ ~ I ~ ii W _
~ ~ ~ 4 \ 546 ~ Gra a to reek ~ ? • ? ' ~ • • . • • • • • • • • \ o
• f ~ • • ? • • e ? o • • • o o ? ? ? • • e • o ~ \ ~ \ ~ ~ ~ ~ Grate EI I ~ ~ ~ ~
y3 , 1 y ~ y I I ~
~
• ~ sr B-5 k Concrete Steps (T , • ~ 542 _
32 Grate EI. =-531.50 B-1 ~ gs 5 Grote EI. = 536.75 ~ ~ 5 54 _ 1 • 46 Inv. 52.50 ~ 84 54 SA~ E ro ~ ~ ~ ~I ~ ~
~ Inv. - 533.75 /
f Mry 6--'"~ h 'h~ fk ~ / 550 ' h 5 ~ o y~ SS A
a ~ \ v~ ~ . ! S 1 -542 I ~
~ ~ a
/ h -`'532 SQ 534 54 ~ ~ h S~ ~ S 1< D~
~ 536 38 ~ • s' 540 , ~ ~ 4 ~ ~ 1 ~ ~ h~ ~ 4 S ouh Ider ~ c 4 ~ ~ a p i
- F ! 542 544 , ~ 'Shoup. er _~h ud g ~ ~ N ~ I
'`"f a,..-- 546 ~ 8 ! 548 53 - r~ 544. 5 ~ iS I
542.. - _ 546 ' 550 ~ .r. - 50 548 ~ ~ \ \ 544 h~® e W Q~ ~ ~ I
_548®_® \ 542 ~ PROJECT N0. ~ ~ _ 5~ 4 Shoulder e' ~ ~ ~ { ~ 09.010
X540 552 S ' -5~~ ~
~ h _ ' p ~ S \ ~ ~ 540 , 36" HDPE Dischar e I ~ 9 ~
/ 0 5~ p s 0 ~ ~ Q1 __--~~--w/Concrete Headwalls_5q.8 - DI-1 / ~ e I SHEET
: 5 Permanent D/wersion Ditch i o'~ ~ ~ ~ ~ ~ 11 I Inv. (E) = 540.0 Grate EI. = 541A
j / ~ ,Hlgh Retarning-Walt ~i 1 ~ ~ r ~~`g Inv. W = 539.0. °°'--inv. - 538.25.__ ~
~s__~ z Q'
GRADING AND DRAINAGE NOTES 8. CONTRACTOR SHALL BLEND NEW EARTHWORK SMOOTHLY TO TRANSITION BACK TO EXIS11n 14. ALL GRADED OR DISTURBED AREAS I vIITS OF PAVING, SIDEWALKS, .BUILDINGS, ETC. THAT ®z Z ~CK TO EXISI1NG GRADE. ARE NOT OTHERWISE LANDSCAPED P ;APING PLAN, SHALL BE .STABILIZED WITH A NEW
6` 1. L REFER TO THE GRADING AND DRAINAGE AND DETAILS FOR RELATED NOTES. LAWN SEEDED IN ACCORDANCE WITH iPECIFICATION ON THE EROSION CONTROL SHEET. ~ ~ Q
9• ALL FILL SHALL BE PLACED IN MAXIMUM 8-INCH LIFTS AND COMPACTED. ALL FILL WITHI ALL FILL WITHIN LIMITS OF CONTRACTOR SHALL MAINTAIN SEEDE . A HEALTHY STAND OF GRASS IS ESTABLISHED.. rn Q
2. 2. APPROVAL OF THIS PLAN IS NOT AN AUTHORIZATION TO GRADE PROPERTIES. WHEN FIELD CONDITIONS BUILDING AND PAVEMENT AREAS SHALL BE COMPACTED TO 100% STD. .PROCTOR DENSIT MAX 1 WARRANT OFF-SITE GRADING PERMISSION MUST BE OBTAINED FROM THE AFFECTED .OWNERS. - F OCTOR DENSITY WITHIN THE V
TOP 24 INCHES AND A MINIMUM 98% STD. PROCTOR DENSITY BELOW 24 INCH DEPTH 2 LANDSCAPED AREAS SHALL BE COMPACTED TO MINIMUM 90% STD. PROCTOR DENSITY. !CH DEPTH. FILL WITHIN 15. SHABELDEEN ENGINEERING, PA HAS ANY GEOTECHICAL EVALUATIONS OF THE SUBJECT R DENSITY. PROPERTY AND HAS NOT MADE ANY - -JS AS TO THE SUITABILITY OF SITE SOILS FOR USE DATE
1,5' (Min.). 3. SUBSURFACE DRAINAGE FACILITIES -MAY BE REQUIRED IN THE STREET RIGHT-OF-WAY IF DEEMED AS FILL BENEATH PROPOSED BUILDI~ ,PARKING AREAS, OR .FOR OTHER USES; NOR SLOPE
NECESSARY BY THE INSPECTOR. 10. LIMITS OF CLEARING SHOWN ON GRADING PLAN ARE BASED UPON THE APPROXIMATE CUl 'ROXIMATE CUT AND FILL STABILITY. ALL. EARTHWORK SHALL IN ACCORDANCE WITH THE RECOMMENDATIONS OF A OGt 2Q 2010
,NodhAmericanGreen SLOPE LIMITS. OR OTHER GRADING REQUIREMENTS. QUALIFIED GEOTECHINICAL ENGINEER RETAINED RY THE-OWNER: ~ni-rte nrvicin~~~
Liner C125 or Equal 4. ALL PROPOSED CONTOURS AND SPOT ELEVATIONS REFLECT FINISHED GRADES. Rr-v
11. THE PROPOSED CONTOURS AND SPOT ELEVATIONS SHOWN WITHIN ROADWAYS, PARKING Lf PERMANENT DIVERSION DITCH SECTION 5. ALL ELEVATIONS ARE IN REFERENCE TO THE BENCHMARK. CONTRACTOR SHALL VERIFY THE BENCHMARK SIDEWALK AREAS REFLECT FINISHED ELEVATIONS INCLUDING PAVEMENT REFER TO PAVEMI 'S, PARKING LOTS, AND E Ro1: Nov. .8,J2010
PRIOR TO GROUND BREAKING. SECTION DATA TO ESTABLISH CORRECT SUBBASE OR AGGREGATE BASE COURSE ELEVATIC 'ER TO PAVEMENT CROSS _ ?OQFOF oti<.~
COMPLETED UNDER THIS CONTRACT. JRSE ELEVATIONS TO BE BEFORE YOU D' SEAL s
NOTE: Drop Inlets (Dls) shall be 2'x3' 6. THE CONTRACTOR SHALL IMMEDIATELY REPORT TO OWNER ANY DISCREPANCIES FOUND BETWEEN ACTUAL Contact N.C. One--Call at 029 32 SHEET No
FIELD CONDITIONS AND CONSTRUCTION DOCUMENTS AND SHALL WAIT FOR INSTRUCTION PRIOR TO 12. CONTRACTOR SHALL ENSURE POSITIVE DRAINAGE SUCH THAT RUNOFF WILL DRAIN BY GRI Pre-cast Concrete unless otherwise PROCEEDING DRAIN BY GRAVITY FLOW Revision 1:
ACROSS NEW PAVEMENT AREAS TO NEW OR EXISTING DRAINAGE INLETS, OR SHEET 0VERI Z SHEET OVERLAND. [phone] or (a) Modified Control Structures (See
noted; with Std. Frame & Grate USF 7. CONTRACTOR SHALL VERIFY LOCATION OF ALL EXISTING UTILITIES IN THE FIELD PRIOR TO BEGINNING 13. REFER TO NOTES ON EROSION CONTROL SHEET FOR CONSTRUCTION SEQUENCE REQUIREMI JCE REQUIREMENTS. details on Sheet C-41 F~ C-2
4190 6259 or E ual CONSTRUCTION. Q (b) Raised Pond 2 bottom to El. 521
(c) Moved Pond 2 outfall pipe of 6

i-Mcvg
v~? ~ ~ Z
~~Bti1GR~~ r,pN Q ~ ~
TED BY ENGINEER 5' Stee) POSt SEE SCHEDULE FOR VARIABLE AS DIREC RIP-RAP TO BE USED CHEDULE FOR i,,,i Z ~ Z AP TO BE USED ~ J ~ I
(10" MAX.). w0x0 / s ~ Q~QW
/ Q~- ~.e=U ~ Y
NCDOT #5 or #57 3
2 12 UAG ,4" "W LDE WI FA RIC WaStled Stone ~~=~Q I N
~ ~ ~~0~
" LENGTE ti• 6 FLARED END SECTION LENGTH = 6D - _ r ~ 0 1
A ~ , A ie-~ ` I Z ~ ~ ~ ~I~
_ ~a~~ ~ W N
o 2 x~~
ZERO - SLOPE ZERO .mOwJ SLOPE . 0 0 = ~
24" NCDOT #5 or #57
STEEL POST WaStted Stone - - - - r ~aUo_w ,
, MIN.
1 WIDTH = 2D ~ TEi~RARr GRAVEL Cd i ENTRANCE SHALL BE PERM _:;wm~.I
PLACE RIP-RAP MIN. 2' MADE AROUND REMOVE MUD L SOIL BUB.! I S CRUSHER-RUN STDt~E IS
PIPE OUTLET 8 Mlry 12~
WIREFABRIC Q~ - - 0 - - - l~ M
- ~5~ _ ~ F~~ - --1 TEMPORARY I CONSTRUCTION I p~~p
UV RESISTANT - - - GEOTEXTILE FABRIC - - I I PLAN VIEW NOT TO SCAT iC.. ~ . Z ~ N N
- - - I- li~.o~ ~ a N ~ `f
36" _ - ~ I- Oa U N.~ ~ fA 'L <'7 ~~~~ppW
TAMPED BACKFILL - - -I
- _ =iT' I ~=11 8~~ ~ ~
- - - GROUND LINE `~I • - irface Ground surfoce ~
3. .tr - °t~ ~
- ^ STD. REINFORCED STONE STONE THICKNESS VARIES ILB.~ w
- CONCRETE FLAREO ZERO SLOPE MIN, D; END SECTION MIN. D50 = 4 fll General backfill ~ )PE
BURY FABRIC 6° MIN. 2:1 SLOPE ~ E
12" I~ =11 hand Selected backfill hand ~ ~ w ~ ~
III F ' I I~ co ~ aped ~ ploced & tamped
,I
''~I ICI I II ~I ~1~~~1 I~ Ir :Ir I I I ~ I ~I~i k _ D D W o vi
FILTER FABRIC ~ Pipe bell o _ S ~ ~ . ~ ~
SECTION A- SECTION A-A ~ Stone {#57) ~ o F
RIP-RAP 1 RIP-RAP OUTLET. top of pipe & ° < J
NOT TO SCALE OU PROTECTIO PROTECTION _ ~ o ° _ ~
NOT TO SCALE NOT TO SCAL NOT TO SCALE. _ D D D ~ r ~ & ~ N o
Tamped fine 90 ~ < = a a ~ i
granular material 2 Min. m W a o
.Notes: Notes: = W ~ F ~
1. 1/4" B.C. hand ; hope bell holes for use t• Applicable to both earth and rock trenches. ~ W °z 3 0 0
in dry earth trey 2. Plowable fill may be necessary in some areas. c ~ ~ 2 Plowable fill may - some areas. Confirm Confirm bedding material with engineer prior 9 ~ c ~ c
bedding material _ - ~ior to placement. to placement. _ _ ~ N ~
Type 2-HDPE Bedding i- v? ~ 3 ~ o
-4.0' 4.0'- a.o~
DESIGNED SETTLED TOP Minimum trench width PROJECT
OVERFILLB"FOR SETTLEMENT) SIR IeBIOCicOr -2.5' ( 9 Standard Frame&Grate t2" 15" ts" 21" 24"
EMERGENCY BY-PASS SHALLBE 6"MIN. BPICk W/Nedt ~Oftaf JOInfS I~ISF 4190-6159, or Equall ize LD•
BELOW SETTLED TOP OF DAM 6" Overtlow Weir (All Sidesl 1 ° Min. (rest EL. = 526.00 width t'-it" 2'-2" 2'-5~' 2'-6"
12"Min. NCDOT#5 CLASS ..8.. BEDDING
1.5' Mi . or #57 Washed Stone (Mm~- 4' Min. Scale: 1/2" _ 1' - p"
~ .1 ~ 3,600 cNac 0
2' to 3.5' ax Fill 1;1 0 ao
Filter Fabri ~z^ once N U
1.5' Min. mv. 520.0 Z Lu
filter Fabric i~~~ ~ ~
NOTES 18"HDPE ~ /
OUTLET SHALL BE CONSTRUCTED USING 1 !7 WELL-GRADED STONE d50=9" TO 14"MAX. ~
CLASS B EROSION CONTROL STONE RECOMMENDED Inv.511.00 ~ r~ ~ SEEDING MIXTURE ~ Q
( ) Compacted Sub-base " 6 or Washed #57 Stone Species ,Ib acre Tall fescue ~
Sericea lespedeza
NOT TO SCALE Kobe lespedeza z
Pond 2 Pre-Cast Concrete Contro(Structure Lure
(NTS1 SEEDING NOTES: ~
1. After Aug. 15, ied seed. ~ o
2. Where neat aF desired, omit sericea and substitute 40 Ib/acre m Q
Bahiagrass or __3ermudagrass. W ~
3. To extend spr ates into June, add 15 Ib/acre hulled Bermudagrass. Z v However, it is seed temporary. cover and seed fesue in Sept. ~
Stake to Support Wire ' . 3 NURSE PLANTS ~
Support Rope to Wlre Pe to Prevent Sa99in9 t~5\o Between May ' 1 ~ add. 10 Ib/acre German millet or 15 Ib/acre. ^ w
has - ~ Ex. OutfoB Weir sir Sudangrass. Prio ~r Aug; 15, add 40 Ib/acre rye (grain). t-~ o
s~~ = 0.5 - _ _ (All Sides) EL. 534.0 . 534.0 SEEDING DATES - a
- - _ -I~
- =lr Possible Fall: A ~t. 15 Aug. 20 - Oct.25
_ - Late Winter F~ 21 Feb. 1 -Apra 15
- _I I _
Fall is best for ,nd lespedeza in late winter.. Overseeding of Kobe
1- lespedeza over f II fescue is very ..effective.. Use unhulled Bermudagrass.
_ -I ~ ~ Ex. 18" Diam. 0utfall Pi e - - - p _ - Inv. 531.0 am. 0utfall Pipe seed in fall.
SOIL AMENDMENT
24" Apply lime and 1 =----ding to soil tests or apply 4.000 Ib/acre ground
Add 9" Diam. Orifice n. Orifice agricultural limes _ 00 Ib/acre 10-10-10. `PROJECT.NO.
Inv. 532.0 09-010
-STEEL POS MULCH
Apply 4,000-5,0~ •ain straw or equivalent cover of another suitable SHEET
Coir Mesh or Equal, mulching materic ulch by tacking with asphalt,. roving, or netting. Netting
Stapled or trenched ~ • M If l tlon to Ex. Pond od Ca into bottom or side is the preferred =~thod on steep. slopes.
Pr - t Control fracture e cas ('e MAINTENANCE Refertilize in the unless growth is fully adequate. May be mowed once
NTS (I or twice a year, is not necessary. Reseed, fertilize,.. and mulch areas Q
36" (Min.) immediately.
W
..Source: Erosion Control Planning and Design Manual; Table 6.11 k DATE
Seeding No. 1 P pes or Poor Soils; .Low. Maintenance
Oct 20, 2010
i iov enQOir a~~ neini ?r~ncin~ic '
- , I 1 VVI\1 1 I"1V1\IV V IYIII Y. RCvL-)IVIV
r, 1: Nov. 8, 2010 Revision 1: Modified Control Structures CARp
?014P.. ESS 0q/9
.
Porous NOT TO SCALE ~e SEAL SHEET NO
i 029232 z
r..A
1 N f- -T
~t OF 6