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PUR 313.01
Stormwater Compliance Statement
For
Performance Foods Expansion Pureland Industrial Park
Sheet 28.01, Block 2803, Lot 12
Logan Township, Gloucester County, New Jersey
July 1, 2020
Prepared for: Heron South II, LLC
P.O. Box 585 Bridgeport, New Jersey 08014
Prepared by:
Marathon Engineering & Environmental Services, Inc. 3 Killdeer Court, Suite 302
Swedesboro, New Jersey 08085 Phone: (856) 241-9705
Cert. of Authorization: 24GA27995700
_________________________________
Jesse Dougherty, P.E. Professional Engineer New Jersey License No. 24GE05008100
ALL DOCUMENTS PREPARED BY MARATHON ENGINEERING & ENVIRONMENTAL SERVICES ARE INSTRUMENTS OF SERVICE WITH RESPECT TO THE PROJECT. THEY ARE NOT INTENDED OR REPRESENTED TO BE SUITABLE FOR REUSE BY THE OWNER OR OTHERS ON EXTENSIONS OF THE PROJECT OR ON ANY OTHER PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION OR ADAPTATION BY MARATHON ENGINEERING & ENVIRONMENTAL SERVICES FOR THE SPECIFIC PURPOSE INTENDED WILL BE AT OWNER’S SOLE RISK AND WITHOUT LIABILITY OR LEGAL EXPOSURE TO MARATHON ENGINEERING & ENVIRONMENTAL SERVICES; AND OWNER SHALL INDEMNIFY AND HOLD HARMLESS MARATHON ENGINEERING & ENVIRONMENTAL SERVICES FROM ALL CLAIMS, DAMAGES, LOSSES AND EXPENSES ARISING OUT OF OR RESULTING THEREFROM.
Performance Foods Expansion Table of Contents Narrative and Summary
Figure Maps Figure 1 – Logan Township Tax Map
Figure 2 – Logan Township Zoning Map
Figure 3 – USGS Quadrangle Map
Figure 4 – FEMA FIRM Map
Figure 5 – Soils Map
Appendixes Appendix A Stormwater Management Report –
Multi-Foods, Logan Township, Gloucester County, Last Revised September 23, 1999, Prepared by Vincent Mariani, PE, Marathon Engineering & Environmental Services, Inc.
PERFORMANCE FOODS EXPANSION STORMWATER MANAGEMENT REPORT
MARATHON ENGINEERING & ENVIRONMENTAL SERVICES, INC. PAGE 1 OF 2
1.0 PROJECT DESCRIPTION
The applicant, Heron South II, LLC, is proposing to construct a 56,005 square feet dry storage expansion, a 6,905 square feet forklift charging and maintenance area, and a 8,007 square feet office area expansion to the existing 165,808 square foot facility with associated site improvements in the Pureland Industrial Park in Logan Township, Gloucester County, New Jersey. The project site address is 301 Heron Drive and is situated between the Amazon Fulfillment Center and Heron Drive. Stormwater from the proposed development will be conveyed through an existing drainage system into the Stormwater Management Basins # 1 an # 2 on site that have been previously designed and approved to accommodate the runoff generated from this project area and its anticipated future development. The site is part of the previously approved commercial and industrial complex known as the Pureland Industrial Park.
2.0 DESIGN CRITERIA
The overall site known as Block 2803, Lot 12, located on Heron Drive. The overall stormwater management system design on this was designed to include the potential expansion of the facility. As previously approved, Basins # 1 and # 2 on site, takes into account the runoff generated by the impervious area that will be created by the proposed development. The previously approved stormwater management design is described in the “Stormwater Report for Multi-Foods, Logan Township, Gloucester County, New Jersey” prepared by Marathon Engineering & Environmental Services, last revised September 23, 1999, this report has been included in this report and is located in the appendix of this report.
3.0 IMPERVIOUS AREA AND RUNOFF QUANTITY
As stated above, the increase in impervious surfaces associated with the proposed development was accounted for in the previously approved design and is well below the total impervious area assumed to generate runoff discharging to the previously constructed basins for the overall site. The basins affected by the development is known as Basin # 1 and Basin # 2 (see Drainage Maps). The basin original design contributing area accounted for not only approved 160,000 square foot building, but also future expansion areas of 210,000 sf with associated parking and truck loading areas on site. The table below summarizes the total impervious area accounted for and approved with the design of Basin # 1 and Basin # 2, from the Block 2803, Lot 12 parcel area contributing to the basin:
Table 1 - Basin 1
ContributingDrainageArea (Ac.)
TotalImpervious
Area(Ac.)
TotalPervious
Area(Ac.)
Design 9.17 5.37 3.79
Proposed 9.17 4.24 4.92
PERFORMANCE FOODS EXPANSION STORMWATER MANAGEMENT REPORT
MARATHON ENGINEERING & ENVIRONMENTAL SERVICES, INC. PAGE 2 OF 2
Table 2 - Basin 2
Contributing
Drainage Area (Ac.)
Total Impervious
Area (Ac.)
Total Pervious
Area (Ac.)
Design 16.59 5.37 3.79
Proposed 16.59 4.24 4.92
Since the impervious area created by the proposed improvements on Lot 12 is less than the total impervious area accounted for in the previously approved design, the proposed development is in compliance with the previous approvals for the subject property. The increase in runoff generated by the proposed development will be accommodated by the existing basins, while leaving room to accommodate future site improvements.
4.0 SOIL EROSION AND SEDIMENT CONTROL Temporary soil erosion and sediment control for this project was designed in accordance with the State Soil Erosion and Sediment Control Standards in New Jersey.
5.0 STORMWATER CONVEYANCE SYSTEM DESIGN The Rational method was used for the storm inlet and pipe design. The stormwater conveyance system was designed in accordance with Logan Township Land Use and Development ordinance requirements. The proposed storm sewer pipes are designed to convey the 25-year storm. A minimum pipe diameter of 18 inches is utilized for site drainage and pipes are laid at slopes to provide minimum velocity of 4 ft/sec. The crowns of the pipes have been matched when the pipe size increases.
6.0 CONCLUSION As described above, the Stormwater Management and conveyance systems on site, that have been previously designed and approved have been designed to accommodate the proposed site improvements while still maintaining additional capacity for potential future site improvements. requirements as described in previous Logan Township Planning Board Resolutions. The runoff generated by the increase in impervious area created by the proposed development was accounted for in the previously approved stormwater management system design and will be accommodated by the existing stormwater management basins on site with no modifications necessary to the existing outlet structures, for each basin or to the existing conduit outlet protection installed on site.
Figure Maps
ph (856) 241-9705fax (856) 241-9709
3 Killdeer CourtSuite 302SwedesboroNew Jersey 08085
Certificate of Authorization #24GA27995700
N
ph (856) 241-9705fax (856) 241-9709
3 Killdeer CourtSuite 302SwedesboroNew Jersey 08085
Certificate of Authorization #24GA27995700
N
ph (856) 241-9705fax (856) 241-9709
3 Killdeer CourtSuite 302SwedesboroNew Jersey 08085
Certificate of Authorization #24GA27995700
N
ph (856) 241-9705fax (856) 241-9709
3 Killdeer CourtSuite 302SwedesboroNew Jersey 08085
Certificate of Authorization #24GA27995700
N
ph (856) 241-9705fax (856) 241-9709
3 Killdeer CourtSuite 302SwedesboroNew Jersey 08085
Certificate of Authorization #24GA27995700
ph (856) 241-9705fax (856) 241-9709
3 Killdeer CourtSuite 302SwedesboroNew Jersey 08085
Certificate of Authorization #24GA27995700
N
ph (856) 241-9705fax (856) 241-9709
3 Killdeer CourtSuite 302SwedesboroNew Jersey 08085
Certificate of Authorization #24GA27995700
Appendix
PUR 099.21
Stormwater Management Report
For
Multi-Foods
Logan Township, Gloucester County, New Jersey
April 8,1999
Revised April 15, 1999 Revised June 10, 1999 Revised June 28, 1999 Revised July 06, 1999
Revised September 23, 1999
Prepared for: Center Square Builders
510 Heron Drive, PO Box 585 Bridgeport, New Jersey 08104
Prepared by: Marathon Engineering &
Environmental Services, Inc. 510 Heron Drive, Suite111
Swedesboro, New Jersey 08085 856-241-9705
Vincent R. Mariani Professional Engineer Lic. No. 22196
Table of Contents Summary ......................................................................................................................... 2 Design Reference Data ................................................................................................ 3-9 Storm Sewer Calculations ............................................................................................. 10 Swale Calculations ........................................................................................................ 11 Rip Rap Calculations ................................................................................................ 12-13 Runoff Curve Numbers & Time of Concentration Calculations ................................. 14-20 Basin #1 Calculations ............................................................................................... 21-84 Basin #2 Calculations ............................................................................................. 85-141 Trap Efficiency Calculations ........................................................................................ 142 Runoff Comparison & Spillway Design ................................................................. 143-144 Downstream Stability Analysis .................................................................................... 145 Drainage Map
Summary Proposed is a 160,000 s.f. Building with associated loading areas and parking areas. The drainage design makes allowance for a future 210,000 s.f. expansion with associated loading areas and building areas. The approximate configuration of the expansion is shown on the drainage map. The roof drains onto splash blocks located on the ground, and then flow overland. Drainage is to two Water Quality Basins (Basin #1 and Basin #2). Both water quality basins are designed to accommodate the increase in impervious area as a result of the proposed expansion. Basin #1 will accept runoff from drainage areas 1 thru 5, both overland and through storm sewer piping. The runoff from drainage area 6 will flow overland directly into the wetlands. Basin #2 will accept runoff from drainage areas 7 thru 13, both overland and through storm sewer piping. Basin #2 was previously approved by NJDEP as part of Waterfront Development Permit # 0809-89-0038.3, issued 12/15/95.
PUR 099.21 10/11/99
DRAINAGE ACERAGE
AREA REQ'D ACT. % REQ'D ACT. % REQ'D ACT. % REQ'D ACT. %
C.F. C.F. C.F. C.F.
DA-1 14.03 109,473 - 72.0% 76,448 - 41.4% 109,616 - 42.2% 127,830 - 80.2%
DA-2 17.14 42,507 - 28.0% 108,130 - 58.6% 150,325 - 57.8% 31,532 - 19.8%
TOTAL 31.17 151,980 204,940 100.0% 184,578 204,940 100.0% 259,941 267,948 100.0% 159,362 204,940 100.0%
where:
DA-1 Drainage Area #1 (Multifoods - Block 44 Lot 7)
DA-2 Drainage Area #2 (Block 44 Lot 7.13 & Block 44 Lot 7.14)
PRESENT Volume for present Multifoods construction and no improvements to Lots 7.13 & 7.14
PHASE 1 Volume for present Multifoods construction and 50% development of Lots 7.13 & 7.14)
PHASE 2 Volume for full development of Multifoods & full development of Lots 7.13 & 7.14
PHASE 3 Volume for full development of Multifoods & no development of Lots 7.13 & 7.14
PHASE 1 PHASE 2 PHASE 3
BASIN VOLUME (CF)
TABLE 1
PRESENT
PUR 099.21 10/11/99
ACERAGE COEFF. EQUIV. RELAT. %
IMPERV. IMPERV.
DA-1 10.13 0.25 2.53 6.39 72.0%
14.03 3.90 0.99 3.86
DA-2 (1) 9.93 0.25 2.48 2.48 28.0%
9.93 - - -
TOTAL 23.96 100.0%
(1) Natural drainage area of Lots 7.13 & 7.14 to Basin
ACERAGE COEFF. EQUIV. RELAT. %
IMPERV. IMPERV.
DA-1 10.13 0.25 2.53 6.39 41.4%
14.03 3.90 0.99 3.86
DA-2 10.71 0.25 2.68 9.04 58.6%
17.14 6.43 0.99 6.37
TOTAL 31.17 100.0%
ACERAGE COEFF. EQUIV. RELAT. %
IMPERV. IMPERV.
DA-1 5.17 0.25 1.29 10.06 42.2%
14.03 8.86 0.99 8.77
DA-2 4.28 0.25 1.07 13.80 57.8%
17.14 12.86 0.99 12.73
TOTAL 31.17 100.0%
PRESENT
PHASE 1
PHASE 2
ALLOCATION OF BASIN VOLUME
TABLE 2
PUR 099.21 10/11/99
ACERAGE COEFF. EQUIV. RELAT. %
IMPERV. IMPERV.
DA-1 5.17 0.25 1.29 10.06 80.2%
14.03 8.86 0.99 8.77
DA-2 (1) 9.93 0.25 2.48 2.48 19.8%
9.93 - 0.99 -
TOTAL 23.96 100.0%
(1) Natural drainage area of Lots 7.13 & 7.14 to Basin
PHASE 3
RUNOFF CURVE NUMBERS
Project: MULTI-FOODS By ESJ
Location: LOGAN TOWNSHIP Date 07/01/20
Condition: PROPOSED Chkd
Sub-Area Number Cover Description C Area %Cover
DA-1 Impervious Surfaces 0.99 1.13 76.35%
Grassed Areas 0.25 0.35 23.65%
TOTALS: 0.82 1.48 100.00%
DA-2 Impervious Surfaces 0.99 0.67 72.83%
Grassed Areas 0.25 0.25 27.17%
TOTALS: 0.79 0.92 100.00%
DA-3 Impervious Surfaces 0.99 0.52 88.14%
Grassed Areas 0.25 0.07 11.86%
TOTALS: 0.90 0.59 100.00%
DA-4 Impervious Surfaces 0.99 0.31 30.39%
Grassed Areas 0.25 0.71 69.61%
TOTALS: 0.47 1.02 100.00%
DA-5 Impervious Surfaces 0.99 0.48 27.59%
Grassed Areas 0.25 1.26 72.41%
TOTALS: 0.45 1.74 100.00%
DA-6 Impervious Surfaces 0.99 2.15 69.58%
Grassed Areas 0.25 0.94 30.42%
TOTALS: 0.76 3.09 100.00%
DA-7 Impervious Surfaces 0.99 1.64 62.36%
Grassed Areas 0.25 0.99 37.64%
TOTALS: 0.71 2.63 100.00%
DA-8 Impervious Surfaces 0.99 0.51 96.23%
Grassed Areas 0.25 0.02 3.77%
TOTALS: 0.96 0.53 100.00%
DA-9 Impervious Surfaces 0.99 1.47 84.97%
Grassed Areas 0.25 0.26 15.03%
TOTALS: 0.88 1.73 100.00%
DA-10 Impervious Surfaces 0.99 0.80 95.24%
Grassed Areas 0.25 0.04 4.76%
TOTALS: 0.95 0.84 100.00%
RUNOFF CURVE NUMBERS
Project: MULTI-FOODS By ESJ
Location: LOGAN TOWNSHIP Date 03/29/99
Condition: PROPOSED Chkd
Sub-Area Number Cover Description C Area %Cover
DA-11 Impervious Surfaces 0.99 0.55 91.67%
Grassed Areas 0.25 0.05 8.33%
TOTALS: 0.93 0.60 100.00%
DA-12 Impervious Surfaces 0.99 0.95 100.00%
Grassed Areas 0.25
TOTALS: 0.99 0.95 100.00%
DA-13 Impervious Surfaces 0.99 1.73 14.08%
Grassed Areas 0.25 10.56 85.92%
TOTALS: 0.35 12.29 100.00%
DA-14A Impervious Surfaces 0.99 2.13 89.47%
Grassed Areas 0.25 0.25 10.53%
TOTALS: 0.91 2.38 100.00%
DA-14B Impervious Surfaces 0.99 2.13 89.47%
Grassed Areas 0.25 0.25 10.53%
TOTALS: 0.91 2.38 100.00%
RUNOFF CURVE NUMBERS
Project: MULTI-FOODS By ESJ
Location: LOGAN TOWNSHIP Date 03/29/99
Condition: AREAS TO BASINS Chkd
Sub-Area Number Cover Description CN Area %Cover
Basin #1 Impervious Surfaces 98.00 3.11 54.09%
Grassed Areas 61.00 2.64 45.91%
TOTALS: 81.01 5.75 100.00%
Basin #2 Impervious Surfaces 98.00 11.90 48.93%
Grassed Areas 61.00 12.42 51.07%
TOTALS: 79.10 24.32 100.00%
Overall Area Impervious Surfaces 98.00 15.01 49.92%
Grassed Areas 61.00 15.06 50.08%
TOTALS: 79.47 30.07 100.00%
MARATHON ENGINEERING & ENVIRONMENTAL SERVICES, INC.STORM SEWER COMPUTATION SHEET
Municipality:LOGAN TOWNSHIP
Subdivision or Locality:MULTI-FOODS Sheet Of
Computed By: ESJ Date: ###### Checked By: Pipe Material:
Revised By: Date: "n" Factor: #### (RCP) 25 Year Storm
0.010 (PEP)
CHECKS
Inc. Equiv. Total Pipe Pipe Flow Pipe Ground Elev. Invert Elev. Upper Lower Inlet
Area Area Area Tc I Q Slope Dia. V Length Time Cap. Upper Lower Upper Lower End End Pipe Flow
Location From To Ac C Ac Ac min in/hr CFS ft/ft in FPS ft min. CFS End End End End Class Class Cap. (cfs)
DA-1 I-1 I-2 1.48 0.82 1.21 1.21 6.0 7.70 9.29 0.0080 21 5.89 219 0.62 14.17 17.93 17.93 14.72 12.97 III III ok 9.29
DA-2 I-2 I-3 0.92 0.79 0.73 1.93 6.6 7.50 14.49 0.0045 24 4.83 201 0.69 15.18 18.41 18.41 12.72 11.82 III III ok 5.44
DA-3 I-3 FES-1 0.59 0.90 0.53 2.46 7.3 7.44 18.33 0.0069 24 5.98 46 0.13 18.79 17.92 17.92 11.82 11.50 III III ok 3.96
DA-4 Basin #1 1.02 0.47 0.48 0.48 6.0 7.70 3.73 3.73 **
DA-5 Basin #1 1.74 0.45 0.79 0.79 6.0 7.70 6.08 6.08 **
DA-6 Overland 3.09 0.76 2.36 2.36 6.0 7.70 18.20 18.20 +
DA-7 I-4 I-5 2.63 0.71 1.87 1.87 6.0 7.70 14.41 0.0045 24 4.83 67 0.23 15.18 17.02 16.77 14.04 13.74 IV IV ok 14.41 ++
DA-8 I-5 I-6 0.53 0.96 0.51 2.38 6.2 7.66 18.24 0.0065 24 5.81 92 0.26 18.25 16.77 16.77 13.32 12.72 IV III ok 3.91
DA-9 I-6 I-7 1.73 0.88 1.52 3.90 6.5 7.61 29.69 0.0055 30 6.20 63 0.17 30.42 16.77 16.77 12.22 11.87 III III ok 11.57
DA-10 I-7 I-8 0.84 0.95 0.80 4.70 6.7 7.60 35.75 0.0030 36 5.17 100 0.32 36.53 16.77 16.77 11.37 11.07 III III ok 6.10
DA-11 I-8 I-9 0.60 0.93 0.56 5.26 7.0 7.50 39.45 0.0040 36 5.97 100 0.28 42.18 16.77 16.77 11.07 10.67 III III ok 4.18
DA-15 I-9 I-10 2.45 0.89 2.18 7.44 7.3 7.50 55.81 0.0030 42 7.45 100 0.22 71.64 16.77 18.60 10.17 9.87 ok ok ok 16.36 *
DA-12 I-10 MH-3 0.95 0.99 0.94 8.38 7.5 7.50 62.87 0.0030 42 7.45 200 0.45 71.64 18.60 14.50 9.87 9.27 ok ok ok 7.05 *
MH-3 MH-4 62.87 0.0025 48 7.43 230 0.52 93.37 14.50 13.50 8.52 7.95 ok ok ok *
MH-4 FES-2 145.00 0.0024 60 8.36 10 0.02 164.13 13.50 7.17 7.15 III III ok *
DA-13 Basin #2 12.29 0.35 4.35 4.35 9.0 7.05 30.69 30.69 **
OCS-8 FES-3 42.84 0.0020 36 5.49 152 0.46 38.78 9.50 9.50 4.80 4.50 ok ok ok *
OCS-9 FES-4 0.45 0.0075 15 5.93 75 0.21 7.27 13.50 11.00 8.56 8.00 ok ok ok *
DA-14A PIPE 12 MH-3 2.38 0.91 2.17 2.17 6.0 7.70 16.68 0.0050 36 8.67 100 0.19 61.31 17.50 14.50 10.27 9.77 ok ok ok 16.68 *
DA-14B PIPE 13 MH-4 2.38 0.91 2.17 2.17 6.0 7.70 16.68 0.0050 36 8.67 100 0.19 61.31 14.50 13.50 9.45 8.95 ok ok ok 16.68
* Use PEP Pipe
** These areas flow overland into the basins
+ This area flows overland directly into the wetlands
++ Use 30" x 19" Elliptical Concrete Pipe (24" Round used in calculations - equivalent round diameter)
STANDARD FOR GRASS WATERWAY COMPARISON
A B C
Velocity (fps) 1.05 2.15 1.47
Water Depth (ft.) 0.12 0.69 0.38
Elevation (ft.)
Cross-Section
Residential Site Improvement Standards. The area in question is stabilized with perennial erosion
resistant vegetation. The limiting values for this soil type are 2.1 fps @ 1.7 % slope. Since
conservative assumptions are made, off-site stability has been demonstrated.
sheet, and is a very conservative assumption. An n value of .050 was used. This corresponds to the
value for channels not maintained and brush uncut, clean bottom, brush on sides from the
These values have been calculated from the Civil Tools Program. A discharge of 5.12 CFS was
used. This corresponds to the discharge from FES-3 for the 10-year storm. A slope of .0225 was
used. This corresponds to the average slope of the waterway taken from the profile on the detail
PUR 099.21
25 Year Storm Date: 07/01/20
Structure: FES-1 Page:
DESIGN CRITERIA: APRON DIMENSIONS:
Design Storm 25 yr Length 25.67 Ft
Flow Rate, Q= 18.33 CFS Width @ Culvert 6.00 Ft
Culvert Horiz Dim.= 2.00 Ft Width @ End 31.67 Ft
Tailwater Depth= 0.40 Ft D(50) calc. 12 in
Filter Fabric Used? Y (Y/N) D(50) to be used 12 in
D(50) min. 6 in Thickness 23 in
SCOUR HOLE DIMENSIONS: SCOUR HOLE DIMENSIONS:
Culvert Vert Dim.= 2.00 Ft Culvert Vert Dim.= 2.00 Ft
Depth of Hole 1.00 Ft Depth of Hole 2.00 Ft
Length of Bottom 6.00 Ft Length of Bottom 6.00 Ft
Width of Bottom 4.00 Ft Width of Bottom 4.00 Ft
Length of Scour Hole 12.00 Ft Length of Scour Hole 18.00 Ft
Width of Scour Hole 10.00 Ft Width of Scour Hole 16.00 Ft
D(50) calc. 7 in D(50) calc. 5 in
D(50) to be used 7 in D(50) to be used 6 in
Thickness 14 in Thickness 12 in
Structure: FES-2
DESIGN CRITERIA: APRON DIMENSIONS:
Design Storm 25 yr Length 58.34 Ft
Flow Rate, Q= 145.00 CFS * Width @ Culvert 15.00 Ft
Culvert Horiz Dim.= 5.00 Ft Width @ End 73.34 Ft
Tailwater Depth= 1.92 Ft ** D(50) calc. 11 in
Filter Fabric Used? Y (Y/N) D(50) to be used 11 in
D(50) min. 8 in Thickness 22 in
SCOUR HOLE DIMENSIONS: SCOUR HOLE DIMENSIONS:
Culvert Vert Dim.= 5.00 Ft Culvert Vert Dim.= 5.00 Ft
Depth of Hole 2.50 Ft Depth of Hole 5.00 Ft
Length of Bottom 15.00 Ft Length of Bottom 15.00 Ft
Width of Bottom 10.00 Ft Width of Bottom 10.00 Ft
Length of Scour Hole 30.00 Ft Length of Scour Hole 45.00 Ft
Width of Scour Hole 25.00 Ft Width of Scour Hole 40.00 Ft
D(50) calc. 7 in D(50) calc. 5 in
D(50) to be used 8 in D(50) to be used 8 in
Thickness 16 in Thickness 16 in
NOTE: Use boxed dimensions.
NEW JERSEY SOIL EROSION & SEDIMENT CONTROL STANDARDS
FOR
CONDUIT OUTLET PROTECTION
* This value is based upon the actual outflow of the pipe.
** This value is based upon the maximum water elevation in the swale for the 25-year storm.
25 Year Storm Date: 07/01/20
Structure: FES-3 Page:
DESIGN CRITERIA: APRON DIMENSIONS:
Design Storm 25 yr Length 35.84 Ft
Flow Rate, Q= 42.84 CFS * Width @ Culvert 9.00 Ft
Culvert Horiz Dim.= 3.00 Ft Width @ End 44.84 Ft
Tailwater Depth= 0.60 Ft D(50) calc. 14 in
Filter Fabric Used? Y (Y/N) D(50) to be used 14 in
D(50) min. 6 in Thickness 28 in
SCOUR HOLE DIMENSIONS: SCOUR HOLE DIMENSIONS:
Culvert Vert Dim.= 3.00 Ft Culvert Vert Dim.= 3.00 Ft
Depth of Hole 1.50 Ft Depth of Hole 3.00 Ft
Length of Bottom 9.00 Ft Length of Bottom 9.00 Ft
Width of Bottom 6.00 Ft Width of Bottom 6.00 Ft
Length of Scour Hole 18.00 Ft Length of Scour Hole 27.00 Ft
Width of Scour Hole 15.00 Ft Width of Scour Hole 24.00 Ft
D(50) calc. 9 in D(50) calc. 6 in
D(50) to be used 9 in D(50) to be used 6 in
Thickness 17 in Thickness 12 in
25 Year Storm Date: 07/01/20
Structure: FES-4 Page:
DESIGN CRITERIA: APRON DIMENSIONS:
Design Storm 25 yr Length 9.33 Ft
Flow Rate, Q= 0.45 CFS Width @ Culvert 3.75 Ft
Culvert Horiz Dim.= 1.25 Ft Width @ End 13.08 Ft
Tailwater Depth= 0.25 Ft D(50) calc. 0 in
Filter Fabric Used? Y (Y/N) D(50) to be used 4 in
D(50) min. 4 in Thickness 8 in
SCOUR HOLE DIMENSIONS: SCOUR HOLE DIMENSIONS:
Culvert Vert Dim.= 1.25 Ft Culvert Vert Dim.= 1.25 Ft
Depth of Hole 0.63 Ft Depth of Hole 1.25 Ft
Length of Bottom 3.75 Ft Length of Bottom 3.75 Ft
Width of Bottom 2.50 Ft Width of Bottom 2.50 Ft
Length of Scour Hole 7.50 Ft Length of Scour Hole 11.25 Ft
Width of Scour Hole 6.25 Ft Width of Scour Hole 10.00 Ft
D(50) calc. 0 in D(50) calc. 0 in
D(50) to be used 4 in D(50) to be used 4 in
Thickness 8 in Thickness 8 in
NOTE: Use boxed dimensions.
* Even though the present outflow is 8.70 CFS, the basin was approved for 42.84 CFS, and that
is the design that will be used.
FOR
CONDUIT OUTLET PROTECTION
NEW JERSEY SOIL EROSION & SEDIMENT CONTROL STANDARDS
Project: By: ESJ
Location: Date: 6/9/1999
Conditions: Checked:
Tc or Tt Subarea: Date:
SHEET FLOW:
Segment ID............................ 1
Surface Description............. Grass
Manning's n-value.............. 0.027
Flow Length, L (< 300'),......ft 300.00
2-Yr 24-Hr rainfall, P2,......in 3.40
Land slope, s,.........................ft/ft 0.0133
Tt,............................................hr 0.11 + 0.00 + 0.00 = 0.11
SHALLOW CONCENTRATED FLOW:
Segment ID.......................... 2
Surface Description............ Grass
Flow Length, L......................ft 157.48
Watercourse slope, s,...........ft/ft 0.0150
Average Veloctiy, V,.............fps 1.98
Tt.............................................hr 0.02 + 0.00 + 0.00 = 0.02
CHANNEL FLOW:
Segment ID..........................
Cross Sectional Area, A,.....sf
Wetted Perimeter, Pw.........ft
Hydraulic Radius, r..............ft
Channel Slope, s...................ft/ft
Manning's n-value...............
Velocity, V.............................fps
Flow Length, L.......................ft
Tt,...........................................hr 0.00 + 0.00 + 0.00 = 0.00
WATERSHED OR SUBAREA Tc OR Tt (HRS) = 0.14
(MIN) = 8.16
Logan Township
Pre-development
Basin #1
TR-55 WORKSHEET 3
TIME OF CONCENTRATION (Tc) OR TRAVEL TIME (Tt)
Multifoods
TR-55 WORKSHEET 3
TIME OF CONCENTRATION (Tc) OR TRAVEL TIME (Tt)
Project: By: ESJ
Location: Date: 6/9/1999
Conditions: Checked:
Tc or Tt Subarea: Date:
SHEET FLOW:
Segment ID............................ 1
Surface Description............. Grass
Manning's n-value.............. 0.027
Flow Length, L (< 300'),......ft 300.00
2-Yr 24-Hr rainfall, P2,......in 3.40
Land slope, s,.........................ft/ft 0.0083
Tt,............................................hr 0.14 + 0.00 + 0.00 = 0.14
SHALLOW CONCENTRATED FLOW:
Segment ID.......................... 2
Surface Description............ Grass
Flow Length, L......................ft 1145.46
Watercourse slope, s,...........ft/ft 0.0130
Average Veloctiy, V,.............fps 1.84
Tt.............................................hr 0.17 + 0.00 + 0.00 = 0.17
CHANNEL FLOW:
Segment ID..........................
Cross Sectional Area, A,.....sf
Wetted Perimeter, Pw.........ft
Hydraulic Radius, r..............ft
Channel Slope, s...................ft/ft
Manning's n-value...............
Velocity, V.............................fps
Flow Length, L.......................ft
Tt,...........................................hr 0.00 + 0.00 + 0.00 = 0.00
WATERSHED OR SUBAREA Tc OR Tt (HRS) = 0.31
(MIN) = 18.62
Basin #2
Logan Township
Multifoods
Pre-development
Project: By: ESJ
Location: Date: 4/5/1999
Conditions: Checked:
Tc or Tt Subarea: Date:
SHEET FLOW:
Segment ID............................
Surface Description............. Roof
Manning's n-value.............. 0.016
Flow Length, L (< 300'),......ft 150.00
2-Yr 24-Hr rainfall, P2,......in 3.40
Land slope, s,.........................ft/ft 0.0833
Tt,............................................hr 0.02 + 0.00 + 0.00 = 0.02
SHALLOW CONCENTRATED FLOW:
Segment ID..........................
Surface Description............
Flow Length, L......................ft
Watercourse slope, s,...........ft/ft
Average Veloctiy, V,.............fps
Tt.............................................hr 0.00 + 0.00 + 0.00 = 0.00
CHANNEL FLOW: *
Segment ID.......................... Grass Piping
Cross Sectional Area, A,.....sf
Wetted Perimeter, Pw.........ft
Hydraulic Radius, r..............ft
Channel Slope, s...................ft/ft
Manning's n-value...............
Velocity, V.............................fps 2.00
Flow Length, L.......................ft 301.00
Tt,...........................................hr 0.04 + 0.03 + 0.00 = 0.07
+ WATERSHED OR SUBAREA Tc OR Tt (HRS) = 0.09
(MIN) = 5.17
* The flow through the grass was taken at 2 fps over the total length from the building to inlet I-1.
For the flow time through the piping, see Storm Sewer Computation Sheet.
+ Use a minimum of 7.5 minutes, or .13 hrs. See Storm Sewer Computation Sheet.
Logan Township
Post-development
Basin #1
Marathon Engineering & Environmental Services Inc.TR-55 WORKSHEET 3
TIME OF CONCENTRATION (Tc) OR TRAVEL TIME (Tt)
Multi-Foods
Project: By: ESJ
Location: Date: 4/5/1999
Conditions: Checked:
Tc or Tt Subarea: Date:
SHEET FLOW:
Segment ID............................
Surface Description............. Pavement
Manning's n-value.............. 0.016
Flow Length, L (< 300'),......ft 300.00
2-Yr 24-Hr rainfall, P2,......in 3.40
Land slope, s,.........................ft/ft 0.0225
Tt,............................................hr 0.06 + 0.00 + 0.00 = 0.06
SHALLOW CONCENTRATED FLOW:
Segment ID..........................
Surface Description............ Pavement
Flow Length, L......................ft 10.00
Watercourse slope, s,...........ft/ft 0.0210
Average Veloctiy, V,.............fps 2.34
Tt.............................................hr 0.00 + 0.00 + 0.00 = 0.00
CHANNEL FLOW: Piping
Segment ID..........................
Cross Sectional Area, A,.....sf
Wetted Perimeter, Pw.........ft
Hydraulic Radius, r..............ft
Channel Slope, s...................ft/ft
Manning's n-value...............
Velocity, V.............................fps
Flow Length, L.......................ft
Tt,...........................................hr 0.04 + 0.00 + 0.00 = 0.04
WATERSHED OR SUBAREA Tc OR Tt (HRS) = 0.10
(MIN) = 6.25
Logan Township
Post-development
Basin #2
Marathon Engineering & Environmental Services Inc.TR-55 WORKSHEET 3
TIME OF CONCENTRATION (Tc) OR TRAVEL TIME (Tt)
Multi-Foods
Trap Efficiency Calculations
C = Total Capacity of Basin #1 needed for Trap Efficiency
I = Average Annual Surface Runoff Ac./Ft.
Disturbed Areas:
Basin #1 = 6.07 Ac.
Median Curve (Curve 4.4-1)
70% Trap Efficiency
C / I =
Average Annual Service Runoff = 18" (Figure 4.4-1)
I = (18"/12") * 6.07 =
C = 9.11 * 0.035 =
9.11 Ac./Ft.
0.32 Ac./Ft.= 13,881.48 Cu./Ft.
Basin Capacity at elevation 12.0 = 22,318 Cu./Ft.
0.035
The proposed outlet control structure has a 4" orifice. This orifice is at
elevation 11.50. A riser on the orifice will be constructed up to elevation
12.00 to ensure trap efficiency.
PUR 099.21
Trap Efficiency Calculations
C = Total Capacity of Basin #2 needed for Trap Efficiency
I = Average Annual Surface Runoff Ac./Ft.
Disturbed Areas:
Basin #2 = 16.60 Ac.
Median Curve (Curve 4.4-1)
70% Trap Efficiency
C / I =
Average Annual Service Runoff = 18" (Figure 4.4-1)
I = (18"/12") * 16.60 = 24.90 Ac./Ft.
C = 24.90 * 0.035 = 0.87 Ac./Ft.= 37,962.54 Cu./Ft.
Basin Capacity at elevation 8.0 = 77,727 Cu./Ft.
0.035
The proposed outlet control structure has a 4" orifice. This orifice is at
elevation 7.00. A riser on the orifice will be constructed up to elevation 8.00
to ensure trap efficiency.
PUR 099.21
PRE AND POST DEVELOP RUNOFF COMPARISON
Basin
Q AREA Q AREA Q AREA Q AREA
1 4.59 6.20 0.26 5.75 11.90 6.20 0.40 5.75
2 16.27 29.49 0.53 26.48 42.42 29.49 10.12 26.48
2-year storm 10-year storm
Pre-develop flow Post-develop flow Pre-develop flow Post-develop flow
(basin outlet)(to basin
discharge point)
(basin outlet) (to basin
discharge point)
PUR 099.21
NOVEMBER 8, 1999 STABILITY OF FES-4 PUR 099.21
Scour hole 8' L x 6.5' 'W *
Extended Rip-rap pad 32' L x 6.5' 'W **
Maximum Discharge 25-year storm .447 CFS ***
0.447 CFS / 6.5 ' W (rip-rap)
0.069 CFS/LF (of width of rip-rap)
* Based upon the design size of scour hole below FES-4.
** Based upon width of scour hole and length equals distance
needed to reach center of stream.
*** Based upon maximum discharge from Basin #1 during the
25-year storm.
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