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EInSite Engineering, LLC

1955 Route 34, Suite 1A • Wall, NJ 07719732-531-7100 (ph) • 732-531-7344 (fx) • [email protected] • www.InSiteEng.net

Licensed in NJ, PA, DE, NY, CT, MD, NC, DC, & CO

STORMWATER MANAGEMENT REPORT for

PROPOSED SELF-STORAGE FACILITY

Located at

BLOCK 1709; LOT 1

In

TOWNSHIP OF NEPTUNE MONMOUTH COUNTY, NJ

Has been prepared for

PSI ATLANTIC NEPTUNE NJ, LLC 530 OAK COURT DRIVE. SUITE 185

MEMPHIS, TN 38117

On

February 7, 2020

InSite Project No. 19-1255-01

________________________________________ Jason L. Fichter, PE, PP NJPE 43118– NJPP 5726

TABLE OF CONTENTS

INTRODUCTION......................................................................................................................... 2 PROJECT LOCATION ............................................................................................................... 2 FLOOD HAZARD AREA ............................................................................................................ 2 SOIL CHARACTERISTICS ....................................................................................................... 3 PRE-DEVELOPMENT CONDITIONS ..................................................................................... 4 POST-DEVELOPMENT CONDITIONS ................................................................................... 4 STORMWATER MANAGEMENT SUMMARY ...................................................................... 5 WATER QUALITY N.J.A.C. 7:8-5.5 .......................................................................................... 6 GROUNDWATER RECHARGE N.J.A.C. 7:8-5.4(a)2 ............................................................. 7 SOIL EROSION AND SEDIMENT CONTROL ....................................................................... 7 CONCLUSION ............................................................................................................................. 8 APPENDIX A

Exhibits: 1. Tax Map 2. USGS Map 3. Soils Map 4. FEMA Map

APPENDIX B Pre-Development Flow Calculations

APPENDIX C Post-Development Flow Calculations

APPENDIX D Basin Drain Down Time Scour Hole Design Emergency Spillway Design Soil Logs Offsite Stability (Failure Analysis)

APPENDIX E Pre-Development Drainage Map Post-Development Drainage Map

Stormwater Management Report Page 2 of 14 PSI Atlantic Neptune NJ, LLC February 7, 2020 Block 1709; Lot 1 Township of Neptune, Monmouth County, NJ

InSite Engineering, LLC 1955 Route 34; Suite 1A • Wall, NJ 07719

732-531-7100 (ph) • 732-531-7344 (fx) • [email protected] • www.InSiteEng.net Licensed in NJ, PA, DE, NY, CT, NC, DC, & CO

INTRODUCTION

This stormwater management report is being submitted as part of the development application

for the Proposed Self-Storage Facility, located on Block 1709; Lot 1 as shown on Sheet 17 of the

Official Tax Map of Township of Neptune, Monmouth County, New Jersey. This report was

prepared in accordance with the Township of Neptune, Monmouth County, the State Soil

Conservation District (SCD) Standards, the New Jersey Department of Environmental Protection

(NJDEP) as well as current industry standards and practices for stormwater management.

The site is a single-family home, storage buildings, multiple greenhouses, and a cell tower with a

maintenance building. The project to demolish the home, storage buildings, and greenhouses

and construct a self-storage facility with leasable parking spaces for vehicles such as RVs,

trailers, or automobiles, as well as site improvements such as, paved parking lot, stormwater

management system, lighting and landscaping.

The project is considered a “major development” in terms of stormwater by disturbing more than

one acre and complies with stormwater quantity reductions, stormwater quality, and groundwater

recharge by means of the proposed infiltration basin.

PROJECT LOCATION

The property is zoned within the C-5 Route 33 Commercial Zone in the Hospital Support

Overlay where a self-storage facility is not a permitted use. The project site is located at the

intersection of Route 18 and Route 33, in between the entrance ramp from Route 33 Westbound

to Route 18 Southbound. The site has frontages on the ramp to Route 18 Southbound on the

south, west, and north sides, and Route 18 on the east. The area consists of highways and

commercial uses.

FLOOD HAZARD AREA

According to FEMA's current Effective FIRM entitled, "FIRM Flood Insurance Rate Map,

Monmouth County, New Jersey (All Jurisdictions) Panel 333 of 457", Map Number




#34025C0333F, dated 01/30/15, the site is not within a flood hazard area and is located in Zone

AE and X, with a base flood elevation of 48.

According to FEMA's current Preliminary FIRM entitled, "Preliminary Flood Insurance Rate

Map (FIRM)", Community Panel #34025C0333G, dated 01/30/15, the site is within a flood

hazard area and is located in Zone AE, with base flood elevation of 48. Both FEMA maps and

the record survey reference the NAVD88 vertical datum.

A Flood Hazard Verification Report (Method 6) has been prepared SWM Consulting, entitled

"Hydrologic and Hydraulic Analysis Report" dated February 12, 2020 as part of this application.

The calculated flood hazard elevation is 41.93. The outlet of the proposed basin is above this

elevation to prevent any tailwater effects. An application has been prepared to NJDEP for the

approval of the flood hazard verification.

SOIL CHARACTERISTICS

Geotechnical information for this application is based on the report and plans prepared by

Ingram Engineering Services, Inc., entitled "Geotechnical Investigation Report", being dated

06/19/19. According to test pit #10, the seasonal high groundwater is at approximate elevation

40.0. The bottom of the infiltration basin is at 42.50 and the sand layer at 43.00, thus complying

with the two-foot separation requirement. The basin drains within 72 hours using a design

infiltration rate of 0.5 inches per hour. The soil boring logs are provided in Appendix D.

The existing soil classifications for the site are based on the USDA NRCS Web Soil Survey. The

survey is useful at the planning level to draw general conclusions about the suitability of a site

for certain land uses. Based on the NRCS data, the site consists of the following soil type:




SOIL NAME HYDROLOGIC GROUP

EvuB – Evesboro-Urban land complex, 0 to 5 percent slopes

A

FrrC – Freehold-Urban land complex, 0 to 10 percent slopes

B

UdauB – Udorthents-Urban land complex, 0 to 8 percent slopes

D

The soils promote infiltration and will be classified as hydrologic group A. The majority of the

site belongs to hydrologic soil group “A” and will be analyzed as such.

PRE-DEVELOPMENT CONDITIONS

A summary of the previously discussed drainage areas for the pre-development condition follows

below. Refer to the Appendix B for accompanying maps and hydrograph calculations and

Appendix E for the Pre-Development Drainage Map.

Total Area = 3.745 acres

Area 1: Drainage area to Route 33 Area: 0.621 acres Runoff Curve Number: CN = 55 Time of concentration: Tc = 10 minutes

Area 2: Drainage area to wetlands

Area: 3.123 acres Runoff Curve Number: CN = 72 Time of concentration: Tc = 11.2 minutes

POST-DEVELOPMENT CONDITIONS

A summary of the previously discussed drainage areas for the post-development condition

follows below. Refer to the Appendix C for hydrograph calculations Appendix E for the Post-

Development Drainage Map.

Total Area = 3.745 acres

Area 1: Drainage area to Route 33 Area: 0.475 acres Runoff Curve Number: CN = 57 Time of concentration: Tc = 10 minutes




Area 2: Project area to proposed infiltration basin Area: 2.956 acres Runoff Curve Number: CN = 80 Time of concentration: Tc = 10 minutes

Area 3: Project area to Musquash Brook bypassing the basin

Area: 0.406 acres Runoff Curve Number: CN = 30/39 Time of concentration: Tc = 10 minutes

Area 4: Offsite area captured by infiltration for basin sizing only, reductions not required for this area. Area: 0.199 acres Runoff Curve Number: CN = 39 Time of concentration: Tc = 16.2 minutes

STORMWATER MANAGEMENT SUMMARY

Methods of determining stormwater runoff and peak discharge follow the procedures as outlined

in “Urban Hydrology for Small Watersheds”, Soil Conservation Service Technical Release No.

55. Rainfall data for each storm event is taken from New Jersey 24-hour Rainfall Frequency

Data (NOAA Atlas 14 Volume 2). Stormwater hydrographs were performed using HydroCAD

Software Solutions’ “HydroCAD 10.00” computer program. The following 24-hour storm

events were studied using the SCS TR-20 runoff method, Type III storm distribution, and the

Delmarva Unit Hydrograph:

Monmouth County

Storm Frequency (Years)

Rainfall (Inches)

2 10 25 100

3.38 4.38 6.53 8.94

Pre- and Post-development computations for the resultant hydrographs, routing computations,

and runoff volumes are appended, respectively, to this report. For each drainage area, the

following summaries were generated:




Pre- and Post-Development Flow Rates to Route 33

Storm (Year)

Pre-Development Peak Flow

(cfs)

Post-Development Peak Flow

(cfs)

Difference (cfs)

2 0.4 0.3 -0.1 10 0.6 0.5 -0.1 100 1.4 1.1 -0.3

Under pre-development conditions, a portion of the site drains towards Route 33. Under post-

development conditions, this drainage area is reduced. The table above demonstrates that the

post-development flows to this area meet existing flows or are reduced, and therefore complies

with stormwater quantity requirements for all storm events.

Pre- and Post-Development Flow Rates to Musquash Brook

Storm (Year)

Pre-Development Peak Flow (cfs)

Reduction Allowable Peak Flow (cfs)

Flow from Offsite Area (cfs)

Total Allowable Peak Flow (cfs)

Post-Development Peak Flow (cfs)

2 3.7 50% 1.9 0.0 1.9 1.8 10 5.8 75% 4.4 0.0 4.4 4.3 25 7.4 - - 0.0 - 5.9 100 10.9 80% 8.7 0.2 8.9 8.9

Under pre-development conditions, this drainage area reaches Musquash Brook. Under post-

development conditions, this drainage area contains the proposed development and is directed

into the proposed infiltration basin and ultimately discharging to the Musquash Brook. Offsite

areas also drain to the proposed infiltration basin which have been included for basin volume and

sizing, however, these areas are not required to receive peak flow rate reductions. Therefore,

under post-development conditions, the peak flow rates from the undisturbed drainage areas are

added to the reduced peak flows to calculate the actual allowable peak flow rate. The table

above demonstrates that the post-development flows to this area meet existing flows or are

reduced, and therefore complies with stormwater quantity requirements for all storm events.

WATER QUALITY N.J.A.C. 7:8-5.5

NJDEP regulations require that water quality treatment be provided for the proposed site runoff.

The water quality standards require that stormwater management measures be designed to reduce

the post-construction load of total suspended solids (TSS) in stormwater runoff generated from




the water quality design storm for new asphalt areas by 80% of the anticipated load from the

developed site and 50% for the existing asphalt areas, expressed as an annual average.

Under existing conditions, 0.173 ac. of impervious area drains to Route 33. Under proposed

conditions, the amount of impervious area to Route 33 is reduced to 0.137 ac., which improves

stormwater quality to this outfall.

The remaining portion of the site drains 0.559 ac. of dirty impervious area to Musquash Brook.

Under proposed conditions, the dirty impervious area to Musquash Brook is increased to 1.13 ac.

All impervious surfaces within this drainage area are captured and directed into the proposed

infiltration basin which provides 80% TSS removal, therefore complying with stormwater

quality requirements. The first stage orifice is set to the water surface elevation for the NJDEP

water quality storm event to ensure infiltration.

GROUNDWATER RECHARGE N.J.A.C. 7:8-5.4(A)2

In accordance with N.J.A.C. 7:8-5.4(a).2.ii, groundwater recharge does not apply to projects

within the “urban redevelopment area”. An Urban Redevelopment Area is defined, per N.J.A.C.

7:8 1.2, as development portions of areas delineated on the State Plan Policy Map as the

Metropolitan Planning Area. The proposed development is located within Planning Area 1

(Metropolitan Planning Area) and is not required to meet groundwater recharge. However, the

infiltration basin provides groundwater recharge, which is inherently beneficial.

SOIL EROSION AND SEDIMENT CONTROL

In accordance with the Soil Erosion and Sediment Control Act, soil erosion measures will be

incorporated into the design and graphically depicted on the Soil Erosion and Sediment Control

Plans. These measures consist of, but are not limited to:

• Sediment Barriers and Silt Fences

• Stabilized Construction Access

• Topsoil Stockpiles

• Temporary and Permanent Stabilization




Off-site stability is met by meeting or reducing the existing peak rate of runoff by for the 2- and

10- year storm events while discounting infiltration in the proposed basin while assuming the

basin is filled to the initial outfall device. The following summary table illustrates that off-site

stability reductions are met:

Off-site Stability Peak Flow Rates to Musquash Brook

Storm (Year)

Pre-Development Peak Flow (cfs)

Post-Development Peak Flow (cfs)

2 3.7 2.5 10 5.8 4.4

The An application will be filed to the Soil Conservation District for the plan to be certified. A

NJPDES 5G3 permit will also be obtained.

CONCLUSION

The project is considered a “major development” in terms of stormwater by disturbing more than

one acre and complies with stormwater quantity reductions, stormwater quality, and groundwater

recharge by means of the proposed infiltration basin.

InSite Engineering, LLC 1955 Route 34, Suite 1A • Wall, NJ 07719


APPENDIX A

Exhibits: 1. Tax Map 2. USGS Map 3. Soils Map 4. FEMA Map

SITE

USGS QUAD MAP

1,000

PLAN

Scale 1"=1,000'

0 1,000

Revisions

InSite Project No.19-1255-01

Drawing No.19-1255-01

DateJanuary 10, 2020

Site Location:

BLOCK 1709, LOT 12419 HIGHWAY 33TOWNSHIP OF NEPTUNEMONMOUTH COUNTY, NJ

PlanningSurveyingEngineering

InSite Engineering, LLC

CERTIFICATE OF AUTHORIZATION:

24GA28083200

1955 ROUTE 34, SUITE 1A,

WALL, NJ 08736

732-531-7100 (Ph)

732-531-7344 (Fax)

[email protected] www.InSiteEng.net

Reference:

U.S. GEOLOGICAL SURVEYFARMINGDALE, NJ 2016

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SOILS MAP

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Revisions


Reference:

USDA WEB SOIL SURVEY




Site Location:




24GA28083200


WALL, NJ 08736

732-531-7100 (Ph)

732-531-7344 (Fax)


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FEMA FLOOD INSURANCE RATE MAP

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Reference:

FEMA FLOOD INSURANCE RATE MAP (FIRM)MAP NUMBER 34025C0333FMAP REVISED SEPTEMBER 25, 2009ZONE AE AND X




Site Location:




24GA28083200


WALL, NJ 08736

732-531-7100 (Ph)

732-531-7344 (Fax)


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TAX MAP

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Reference:

TAX MAP OF TOWNSHIP OF NEPTUNEMONMOUTH COUNTY, NEW JERSEYTAX MAP SHEET #17DECEMBER 12/2013




Site Location:




24GA28083200


WALL, NJ 08736

732-531-7100 (Ph)

732-531-7344 (Fax)


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APPENDIX B

Pre-Development Flow Calculations

1S

Ex Area A1

2S

Ex Area A2

3L

Route 33

4L

Musquash Brook

Routing Diagram for 200207 Premier Storage Monmouth CountyPrepared by InSite Engineering LLC, Printed 2/11/2020

HydroCAD® 10.00-24 s/n 03018 © 2018 HydroCAD Software Solutions LLC

Subcat Reach Pond Link

Type III 24-hr 3-2yr Rainfall=3.38"200207 Premier Storage Monmouth County Printed 2/11/2020Prepared by InSite Engineering LLC

Page 2HydroCAD® 10.00-24 s/n 03018 © 2018 HydroCAD Software Solutions LLC

Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 pointsRunoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv.

Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method

Runoff Area=0.621 ac 27.86% Impervious Runoff Depth=0.88"Subcatchment 1S: Ex Area A1 Tc=10.0 min CN=39/98 Runoff=0.4 cfs 0.046 af

Runoff Area=3.123 ac 56.71% Impervious Runoff Depth=1.79"Subcatchment 2S: Ex Area A2 Flow Length=266' Tc=11.2 min CN=39/98 Runoff=3.7 cfs 0.465 af

Inflow=0.4 cfs 0.046 afLink 3L: Route 33 Primary=0.4 cfs 0.046 af

Inflow=3.7 cfs 0.465 afLink 4L: Musquash Brook Primary=3.7 cfs 0.465 af

Total Runoff Area = 3.744 ac Runoff Volume = 0.510 af Average Runoff Depth = 1.64"48.08% Pervious = 1.800 ac 51.92% Impervious = 1.944 ac



Summary for Subcatchment 1S: Ex Area A1

Runoff = 0.4 cfs @ 12.16 hrs, Volume= 0.046 af, Depth= 0.88"

Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.01 hrsType III 24-hr 3-2yr Rainfall=3.38"

Area (ac) CN Description0.173 98 Paved parking, HSG A0.448 39 >75% Grass cover, Good, HSG A0.621 55 Weighted Average0.448 39 72.14% Pervious Area0.173 98 27.86% Impervious Area

Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)10.0 Direct Entry,

Subcatchment 1S: Ex Area A1

Runoff

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

0.42

0.4

0.38

0.36

0.34

0.32

0.3

0.28

0.26

0.24

0.22

0.2

0.18

0.16

0.14

0.12

0.1

0.08

0.06

0.04

0.02

0

Type III 24-hr3-2yr Rainfall=3.38"

Runoff Area=0.621 acRunoff Volume=0.046 af

Runoff Depth=0.88"Tc=10.0 min

CN=39/98

0.4 cfs







Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs)

8.2 100 0.0292 0.20 Sheet Flow, 1Grass: Short n= 0.150 P2= 3.40"

2.4 93 0.0086 0.65 Shallow Concentrated Flow, 2Short Grass Pasture Kv= 7.0 fps


11.2 266 Total


Runoff

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

4

3

2

1

0



Runoff Depth=1.79"Flow Length=266'

Tc=11.2 minCN=39/98

3.7 cfs



Summary for Link 3L: Route 33

Inflow Area = 0.621 ac, 27.86% Impervious, Inflow Depth = 0.88" for 3-2yr eventInflow = 0.4 cfs @ 12.16 hrs, Volume= 0.046 afPrimary = 0.4 cfs @ 12.16 hrs, Volume= 0.046 af, Atten= 0%, Lag= 0.0 min

Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs

Link 3L: Route 33

InflowPrimary

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

0.42

0.4

0.38

0.36

0.34

0.32

0.3

0.28

0.26

0.24

0.22

0.2

0.18

0.16

0.14

0.12

0.1

0.08

0.06

0.04

0.02

0

Inflow Area=0.621 ac

0.4 cfs0.4 cfs



Summary for Link 4L: Musquash Brook



Link 4L: Musquash Brook

InflowPrimary

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

4

3

2

1

0


3.7 cfs3.7 cfs









Runoff

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

0.65

0.6

0.55

0.5

0.45

0.4

0.35

0.3

0.25

0.2

0.15

0.1

0.05

0




CN=39/98

0.6 cfs











11.2 266 Total


Runoff

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

6

5

4

3

2

1

0




Tc=11.2 minCN=39/98

5.8 cfs






Link 3L: Route 33

InflowPrimary

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

0.65

0.6

0.55

0.5

0.45

0.4

0.35

0.3

0.25

0.2

0.15

0.1

0.05

0


0.6 cfs0.6 cfs







InflowPrimary

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

6

5

4

3

2

1

0


5.8 cfs5.8 cfs









Runoff

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

1

0

Type III 24-hr7-100yr Rainfall=8.94"Runoff Area=0.621 ac

Runoff Volume=0.184 afRunoff Depth=3.56"

Tc=10.0 minCN=39/98

1.4 cfs











11.2 266 Total


Runoff

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

12

11

10

9

8

7

6

5

4

3

2

1

0



Flow Length=266'Tc=11.2 min

CN=39/98

10.9 cfs






Link 3L: Route 33

InflowPrimary

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

1

0


1.4 cfs1.4 cfs







InflowPrimary

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

12

11

10

9

8

7

6

5

4

3

2

1

0


10.9 cfs10.9 cfs



APPENDIX C

Post-Development Flow Calculations

7S

Pr Area 1

8S

Pr Area 2

10S

Pr Area 3

15S

Offsite Area

18P

Infiltration Basin

5L

Route 33

9L

Musquash Brook

Routing Diagram for 200207 Premier Storage Monmouth CountyPrepared by InSite Engineering LLC, Printed 2/11/2020



NJ DEP 2-hr 1-WQ Rainfall=1.25"200207 Premier Storage Monmouth County Printed 2/11/2020Prepared by InSite Engineering LLC




Runoff Area=0.475 ac 28.84% Impervious Runoff Depth=0.30"Subcatchment 7S: Pr Area 1 Tc=10.0 min CN=39/98 Runoff=0.3 cfs 0.012 af



Runoff Area=0.199 ac 0.00% Impervious Runoff Depth=0.00"Subcatchment 15S: Offsite Area Flow Length=522' Tc=16.2 min CN=39/0 Runoff=0.0 cfs 0.000 af

Peak Elev=44.68' Storage=0.176 af Inflow=3.8 cfs 0.176 afPond 18P: Infiltration Basin Outflow=0.0 cfs 0.000 af






Summary for Subcatchment 7S: Pr Area 1


Runoff by SCS TR-20 method, UH=Delmarva, Split Pervious/Imperv., Time Span= 0.00-72.00 hrs, dt= 0.01 hrsNJ DEP 2-hr 1-WQ Rainfall=1.25"



Subcatchment 7S: Pr Area 1

Runoff

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

0.28

0.26

0.24

0.22

0.2

0.18

0.16

0.14

0.12

0.1

0.08

0.06

0.04

0.02

0

NJ DEP 2-hr1-WQ Rainfall=1.25"



CN=39/98

0.3 cfs









Runoff

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

4

3

2

1

0




CN=39/98

3.8 cfs






Area (ac) CN Description0.141 30 Woods, Good, HSG A0.265 39 >75% Grass cover, Good, HSG A0.406 36 Weighted Average0.406 36 100.00% Pervious Area



Runoff

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

1

0




CN=36/0

0.0 cfs



Summary for Subcatchment 15S: Offsite Area



Area (ac) CN Description0.199 39 >75% Grass cover, Good, HSG A0.199 39 100.00% Pervious Area






16.2 522 Total

Subcatchment 15S: Offsite Area

Runoff

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

1

0




Tc=16.2 minCN=39/0

0.0 cfs



Summary for Pond 18P: Infiltration Basin

Inflow Area = 3.157 ac, 64.68% Impervious, Inflow Depth = 0.67" for 1-WQ eventInflow = 3.8 cfs @ 1.17 hrs, Volume= 0.176 afOutflow = 0.0 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 minPrimary = 0.0 cfs @ 0.00 hrs, Volume= 0.000 af

Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrsPeak Elev= 44.68' @ 3.10 hrs Surf.Area= 0.132 ac Storage= 0.176 af

Plug-Flow detention time= (not calculated: initial storage exceeds outflow)Center-of-Mass det. time= (not calculated: no outflow)

Volume Invert Avail.Storage Storage Description#1 43.00' 0.581 af Custom Stage Data (Prismatic) Listed below (Recalc)

Elevation Surf.Area Inc.Store Cum.Store(feet) (acres) (acre-feet) (acre-feet)43.00 0.079 0.000 0.00044.00 0.109 0.094 0.09445.00 0.143 0.126 0.22046.00 0.179 0.161 0.38147.00 0.220 0.200 0.581

Device Routing Invert Outlet Devices#1 Primary 43.00' 15.0" Round Culvert L= 30.0' Ke= 0.500

Inlet / Outlet Invert= 43.00' / 42.50' S= 0.0167 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf

#2 Device 1 44.70' 1.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #3 Device 1 45.45' 1.2' long Sharp-Crested Rectangular Weir 2 End Contraction(s)

Primary OutFlow Max=0.0 cfs @ 0.00 hrs HW=43.00' (Free Discharge)1=Culvert ( Controls 0.0 cfs)

2=Sharp-Crested Rectangular Weir ( Controls 0.0 cfs)3=Sharp-Crested Rectangular Weir ( Controls 0.0 cfs)



Pond 18P: Infiltration Basin

InflowPrimary

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

4

3

2

1

0

Inflow Area=3.157 acPeak Elev=44.68'Storage=0.176 af

3.8 cfs

0.0 cfs




Inflow Area = 0.475 ac, 28.84% Impervious, Inflow Depth = 0.30" for 1-WQ eventInflow = 0.3 cfs @ 1.17 hrs, Volume= 0.012 afPrimary = 0.3 cfs @ 1.17 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.0 min


Link 5L: Route 33

InflowPrimary

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

0.28

0.26

0.24

0.22

0.2

0.18

0.16

0.14

0.12

0.1

0.08

0.06

0.04

0.02

0


0.3 cfs0.3 cfs




Inflow Area = 3.563 ac, 57.31% Impervious, Inflow Depth = 0.00" for 1-WQ eventInflow = 0.0 cfs @ 0.00 hrs, Volume= 0.000 afPrimary = 0.0 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min



InflowPrimary

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

1

0


0.0 cfs0.0 cfs









Runoff

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

0.32

0.3

0.28

0.26

0.24

0.22

0.2

0.18

0.16

0.14

0.12

0.1

0.08

0.06

0.04

0.02

0




CN=39/98

0.3 cfs









Runoff

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

5

4

3

2

1

0




CN=39/98

4.5 cfs









Runoff

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

1

0




CN=36/0

0.0 cfs












16.2 522 Total


Runoff

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0

0

0

0

0

0

0

0

0

0




Tc=16.2 minCN=39/0

0.0 cfs




Inflow Area = 3.157 ac, 64.68% Impervious, Inflow Depth = 2.04" for 3-2yr eventInflow = 4.5 cfs @ 12.16 hrs, Volume= 0.536 afOutflow = 1.8 cfs @ 12.61 hrs, Volume= 0.357 af, Atten= 60%, Lag= 27.5 minPrimary = 1.8 cfs @ 12.61 hrs, Volume= 0.357 af


Plug-Flow detention time= 248.8 min calculated for 0.357 af (67% of inflow)Center-of-Mass det. time= 149.6 min ( 915.1 - 765.4 )






Primary OutFlow Max=1.8 cfs @ 12.61 hrs HW=45.45' (Free Discharge)1=Culvert (Passes 1.8 cfs of 8.0 cfs potential flow)

2=Sharp-Crested Rectangular Weir (Weir Controls 1.8 cfs @ 2.83 fps)3=Sharp-Crested Rectangular Weir ( Controls 0.0 cfs)




InflowPrimary

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

5

4

3

2

1

0


4.5 cfs

1.8 cfs






Link 5L: Route 33

InflowPrimary

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

0.32

0.3

0.28

0.26

0.24

0.22

0.2

0.18

0.16

0.14

0.12

0.1

0.08

0.06

0.04

0.02

0


0.3 cfs0.3 cfs







InflowPrimary

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

2

1

0


1.8 cfs1.8 cfs









Runoff

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

0.520.5

0.480.460.440.42

0.40.380.360.340.32

0.30.280.260.240.22

0.20.180.160.140.12

0.10.080.060.040.02

0




CN=39/98

0.5 cfs









Runoff

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

7

6

5

4

3

2

1

0




CN=39/98

7.0 cfs









Runoff

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

0.009

0.008

0.007

0.007

0.006

0.006

0.005

0.005

0.004

0.004

0.003

0.003

0.002

0.002

0.001

0.001

0.000

0




CN=36/0

0.0 cfs












16.2 522 Total


Runoff

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

0.009

0.008

0.007

0.007

0.006

0.006

0.005

0.005

0.004

0.004

0.003

0.003

0.002

0.002

0.001

0.001

0.000

0




Tc=16.2 minCN=39/0

0.0 cfs













2=Sharp-Crested Rectangular Weir (Weir Controls 3.2 cfs @ 3.57 fps)3=Sharp-Crested Rectangular Weir (Weir Controls 1.1 cfs @ 2.17 fps)




InflowPrimary

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

7

6

5

4

3

2

1

0


7.0 cfs

4.3 cfs






Link 5L: Route 33

InflowPrimary

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

0.520.5

0.480.460.440.42

0.40.380.360.340.32

0.30.280.260.240.22

0.20.180.160.140.12

0.10.080.060.040.02

0


0.5 cfs0.5 cfs







InflowPrimary

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

4

3

2

1

0


4.3 cfs4.3 cfs









Runoff

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

0.65

0.6

0.55

0.5

0.45

0.4

0.35

0.3

0.25

0.2

0.15

0.1

0.05

0




CN=39/98

0.6 cfs









Runoff

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

9

8

7

6

5

4

3

2

1

0




CN=39/98

8.8 cfs









Runoff

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

0.0520.05

0.0480.0460.0440.042

0.040.0380.0360.0340.032

0.030.0280.0260.0240.022

0.020.0180.0160.0140.012

0.010.0080.0060.0040.002

0




CN=36/0

0.0 cfs












16.2 522 Total


Runoff

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

0.042

0.04

0.038

0.036

0.034

0.032

0.03

0.028

0.026

0.024

0.022

0.02

0.018

0.016

0.014

0.012

0.01

0.008

0.006

0.004

0.002

0




Tc=16.2 minCN=39/0

0.0 cfs




InflowPrimary

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

9

8

7

6

5

4

3

2

1

0


8.9 cfs

5.8 cfs






Link 5L: Route 33

InflowPrimary

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

0.65

0.6

0.55

0.5

0.45

0.4

0.35

0.3

0.25

0.2

0.15

0.1

0.05

0


0.6 cfs0.6 cfs







InflowPrimary

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

6

5

4

3

2

1

0


5.9 cfs5.9 cfs









Runoff

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

1

0



Tc=10.0 minCN=39/98

1.1 cfs









Runoff

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

14

13

12

11

10

9

8

7

6

5

4

3

2

1

0



Tc=10.0 minCN=39/98

12.7 cfs









Runoff

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

0.26

0.24

0.22

0.2

0.18

0.16

0.14

0.12

0.1

0.08

0.06

0.04

0.02

0



Tc=10.0 minCN=36/0

0.2 cfs












16.2 522 Total


Runoff

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

0.15

0.14

0.13

0.12

0.11

0.1

0.09

0.08

0.07

0.06

0.05

0.04

0.03

0.02

0.01

0



Flow Length=522'Tc=16.2 min

CN=39/0

0.1 cfs




InflowPrimary

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

14

13

12

11

10

9

8

7

6

5

4

3

2

1

0


12.8 cfs

8.6 cfs






Link 5L: Route 33

InflowPrimary

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

1

0


1.1 cfs1.1 cfs







InflowPrimary

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

9

8

7

6

5

4

3

2

1

0


8.8 cfs8.8 cfs



APPENDIX D

Basin Drain Down Time Scour Hole Design

Emergency Spillway Design Soil Logs

Offsite Stability (Failure Analysis)

Type III 24-hr 7-100yr Rainfall=8.94"200207 Premier Storage Monmouth County Printed 2/11/2020Prepared by {enter your company name here}


Hydrograph for Pond 18P: Infiltration Basin

Time(hours)

Inflow(cfs)

Storage(acre-feet)

Elevation(feet)

Outflow(cfs)

Discarded(cfs)

Primary(cfs)

0.00 0.0 0.000 43.00 0.0 0.0 0.02.00 0.1 0.005 43.06 0.0 0.0 0.04.00 0.2 0.023 43.28 0.0 0.0 0.06.00 0.3 0.054 43.61 0.0 0.0 0.08.00 0.4 0.103 44.08 0.1 0.1 0.0

10.00 0.8 0.194 44.82 0.2 0.1 0.112.00 6.9 0.325 45.67 3.0 0.1 2.914.00 1.2 0.279 45.40 1.7 0.1 1.616.00 0.7 0.234 45.10 0.8 0.1 0.818.00 0.4 0.214 44.96 0.5 0.1 0.420.00 0.3 0.205 44.89 0.3 0.1 0.322.00 0.3 0.201 44.86 0.3 0.1 0.224.00 0.2 0.197 44.83 0.2 0.1 0.226.00 0.0 0.179 44.71 0.1 0.1 0.028.00 0.0 0.168 44.62 0.1 0.1 0.030.00 0.0 0.158 44.54 0.1 0.1 0.032.00 0.0 0.147 44.46 0.1 0.1 0.034.00 0.0 0.137 44.37 0.1 0.1 0.036.00 0.0 0.127 44.29 0.1 0.1 0.038.00 0.0 0.117 44.21 0.1 0.1 0.040.00 0.0 0.108 44.12 0.1 0.1 0.042.00 0.0 0.098 44.04 0.1 0.1 0.044.00 0.0 0.089 43.96 0.1 0.1 0.046.00 0.0 0.080 43.87 0.1 0.1 0.048.00 0.0 0.072 43.79 0.1 0.1 0.050.00 0.0 0.063 43.71 0.1 0.1 0.052.00 0.0 0.055 43.62 0.0 0.0 0.054.00 0.0 0.047 43.54 0.0 0.0 0.056.00 0.0 0.039 43.46 0.0 0.0 0.058.00 0.0 0.031 43.37 0.0 0.0 0.060.00 0.0 0.024 43.29 0.0 0.0 0.062.00 0.0 0.017 43.21 0.0 0.0 0.064.00 0.0 0.010 43.12 0.0 0.0 0.066.00 0.0 0.003 43.04 0.0 0.0 0.068.00 0.0 0.000 43.00 0.0 0.0 0.070.00 0.0 0.000 43.00 0.0 0.0 0.072.00 0.0 0.000 43.00 0.0 0.0 0.0

TOP OF BERM = 47.9 FT.

ELEV. = 46.8 FT.

Hmax = 0.3 FT.

ELEV. = 46.5 FT BOTTOM OF SPILLWAY

30 FT.

o Spillway Capacity:

Spillway calculation based on weir equation: Q = CLH**3/2

'C' = weir coefficient: Use 3.3

Qmax through spillway = 16.3

Spillway designed to pass 10 year flow

10 year flow = 7.00 CFS HEADWATER DEPTH = 0.17 FT.

ALLOWABLE HEADWATER DEPTH = 0.3 FT. WHICH IS GREATER THAN REQUIEREDTHEREFORE WEIR HAS CAPACITY

FREEBOARD 10-YR = 1.23 FT. SINCE GREATER THAN OR EQUALS

STABILITY:

Q=AV OR V=Q/A

Q (FLOW, CFS) 7.0A (AREA, SF) 9V (VELOCITY, FPS) 0.78 WHICH IS LESS THEN 2 FPS AS REQUIRED BY SCD

CHAPTER 18-1, TABLE 18-1 FOR LOAMY SAND

TOP OF SPILLWAY

SPILLWAY LENGTH =

EMERGENCY SPILLWAY CALCULATIONS

8S

Pr Area 2

10S

Pr Area 3

15S

Offsite Area

18P

Infiltration Basin

9L

Musquash Brook

Routing Diagram for 200207 Premier Storage Monmouth County - Offsite Stability

Prepared by InSite Engineering LLC, Printed 2/11/2020HydroCAD® 10.00-24 s/n 03018 © 2018 HydroCAD Software Solutions LLC


Type III 24-hr 3-2yr Rainfall=3.38"200207 Premier Storage Monmouth County - Offsite Sta Printed 2/11/2020Prepared by InSite Engineering LLC


















Runoff

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

5

4

3

2

1

0




CN=39/98

4.5 cfs









Runoff

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

1

0




CN=36/0

0.0 cfs












16.2 522 Total


Runoff

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0

0

0

0

0

0

0

0

0

0




Tc=16.2 minCN=39/0

0.0 cfs





Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrsStarting Elev= 44.70' Surf.Area= 0.133 ac Storage= 0.179 afPeak Elev= 45.61' @ 12.49 hrs Surf.Area= 0.165 ac Storage= 0.313 af (0.135 af above start)












InflowPrimary

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

5

4

3

2

1

0


4.5 cfs

2.5 cfs







InflowPrimary

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

2

1

0


2.5 cfs2.5 cfs

Type III 24-hr 5-10yr Rainfall=5.23"200207 Premier Storage Monmouth County - Offsite St Printed 2/11/2020Prepared by InSite Engineering LLC


















Runoff

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

7

6

5

4

3

2

1

0




CN=39/98

7.0 cfs









Runoff

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

0.009

0.008

0.007

0.007

0.006

0.006

0.005

0.005

0.004

0.004

0.003

0.003

0.002

0.002

0.001

0.001

0.000

0




CN=36/0

0.0 cfs












16.2 522 Total


Runoff

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

0.009

0.008

0.007

0.007

0.006

0.006

0.005

0.005

0.004

0.004

0.003

0.003

0.002

0.002

0.001

0.001

0.000

0




Tc=16.2 minCN=39/0

0.0 cfs





Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrsStarting Elev= 44.70' Surf.Area= 0.133 ac Storage= 0.179 afPeak Elev= 45.91' @ 12.44 hrs Surf.Area= 0.176 ac Storage= 0.366 af (0.187 af above start)












InflowPrimary

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

7

6

5

4

3

2

1

0


7.0 cfs

4.4 cfs







InflowPrimary

Hydrograph

Time (hours)727068666462605856545250484644424038363432302826242220181614121086420

Flo

w (

cfs)

4

3

2

1

0


4.4 cfs4.4 cfs

PROJECT- PREMIER STORAGE NENUMBER- 19-1255-01

BY- SGMDATE- 2/7/2020

rev

SCOUR HOLE CALCULATIONS18 " FES S-0 ADS HP PIPE

--------------------------------------------------- Do = 1.50

Wo = 1.50 (CIRCULAR SAME AS Do)TW = 2.40 (2 YR TW DEPTH)

Q(25) = 9.14 CFS MAX. FLOW BASED ON HWY = DEPTH OF SCOUR HOLE BELOW INVERTq= 6.09 CFS/FT (Q/Wo)

CASE 1 - RIPRAP SIZE FOR Y = 1/2 Do

0.0125D(50) = ---------- (q/Do) ^ 4/3 = 0.70 INCHES

TWUSE 1.0 INCHES

CASE 2 - RIPRAP SIZE FOR Y = Do

0.0082D(50) = ---------- (q/Do) ^ 4/3 = 0.46 INCHES

TWUSE 0.0 INCHES

USE CASE 1 RIPRAP SIZE = 1.0 INCHES Y = 0.75 FEET

APRON THICKNESS

T = 2 x D (50) = 2.00 InchesWith filter fabric

USE 0.17 FEET

WIDTH OF HOLE BOTTOM

W(H) = 2 x Wo = 3.00 FEET

LENGTH OF HOLE BOTTOM

L(H) = 3 x Do = 4.50 FEET

OVERALL WIDTH

W = W(H) + 2 (3 * Y) = 7.5 FEET

OVERALL LENGTH

L = L(H) + 2 (3 * Y) = 9.0 FEET

RIP RAP QUANTITY= WLT(1/27) = 0 CUBIC YARDS

Scour Hole Design



rev


--------------------------------------------------- Do = 1.50




0.0125D(50) = ---------- (q/Do) ^ 4/3 = 0.46 INCHES

TWUSE 0.0 INCHES


0.0082D(50) = ---------- (q/Do) ^ 4/3 = 0.30 INCHES

TWUSE 0.0 INCHES


APRON THICKNESS


USE 0.00 FEET


W(H) = 2 x Wo = 3.00 FEET


L(H) = 3 x Do = 4.50 FEET

OVERALL WIDTH

W = W(H) + 2 (3 * Y) = 7.5 FEET

OVERALL LENGTH

L = L(H) + 2 (3 * Y) = 9.0 FEET


Scour Hole Design



rev


--------------------------------------------------- Do = 1.25

Wo = 1.25 (CIRCULAR SAME AS Do)TW = 0.25 (0.2 Do ASSUMED)



0.0125D(50) = ---------- (q/Do) ^ 4/3 = 4.64 INCHES

TWUSE 5.0 INCHES


0.0082D(50) = ---------- (q/Do) ^ 4/3 = 3.05 INCHES

TWUSE 3.0 INCHES


APRON THICKNESS


USE 0.83 FEET


W(H) = 2 x Wo = 2.50 FEET


L(H) = 3 x Do = 3.75 FEET

OVERALL WIDTH

W = W(H) + 2 (3 * Y) = 6.3 FEET

OVERALL LENGTH

L = L(H) + 2 (3 * Y) = 7.5 FEET


Scour Hole Design



rev


--------------------------------------------------- Do = 1.50




0.0125D(50) = ---------- (q/Do) ^ 4/3 = 0.70 INCHES

TWUSE 1.0 INCHES


0.0082D(50) = ---------- (q/Do) ^ 4/3 = 0.46 INCHES

TWUSE 0.0 INCHES


APRON THICKNESS


USE 0.17 FEET


W(H) = 2 x Wo = 3.00 FEET


L(H) = 3 x Do = 4.50 FEET

OVERALL WIDTH

W = W(H) + 2 (3 * Y) = 7.5 FEET

OVERALL LENGTH

L = L(H) + 2 (3 * Y) = 9.0 FEET


Scour Hole Design



rev


--------------------------------------------------- Do = 1.50




0.0125D(50) = ---------- (q/Do) ^ 4/3 = 0.46 INCHES

TWUSE 0.0 INCHES


0.0082D(50) = ---------- (q/Do) ^ 4/3 = 0.30 INCHES

TWUSE 0.0 INCHES


APRON THICKNESS


USE 0.00 FEET


W(H) = 2 x Wo = 3.00 FEET


L(H) = 3 x Do = 4.50 FEET

OVERALL WIDTH

W = W(H) + 2 (3 * Y) = 7.5 FEET

OVERALL LENGTH

L = L(H) + 2 (3 * Y) = 9.0 FEET


Scour Hole Design



rev


--------------------------------------------------- Do = 1.25

Wo = 1.25 (CIRCULAR SAME AS Do)TW = 0.25 (0.2 Do ASSUMED)



0.0125D(50) = ---------- (q/Do) ^ 4/3 = 4.64 INCHES

TWUSE 5.0 INCHES


0.0082D(50) = ---------- (q/Do) ^ 4/3 = 3.05 INCHES

TWUSE 3.0 INCHES


APRON THICKNESS


USE 0.83 FEET


W(H) = 2 x Wo = 2.50 FEET


L(H) = 3 x Do = 3.75 FEET

OVERALL WIDTH

W = W(H) + 2 (3 * Y) = 6.3 FEET

OVERALL LENGTH

L = L(H) + 2 (3 * Y) = 7.5 FEET


Scour Hole Design

Ingram Engineering Services, Inc. 16 Hagerty Blvd., Suite 400

West Chester, PA 19382 Office 484-947-5549 Fax 610-431-7015

Premier Storage Investors, LLC – Neptune, NJ

18", 40" & 66" BGSSoil Description

0'' to 15" Topsoil and Little Root Mat, Sandy Loam Depth 1' 2' 3' 4'

15" to 40'' Light Brown Silty f. SAND, feint and few mottles, wet at 40" (episaturation) 18'' 9 15 12/6"

40'' to 115''Light Brown to Grey f. Sandy SILT with little to trace clay, many and prominent mottling, damp to moist

40'' 11 23 14/6"

115'' to 145''Grey to Light Brown f. Sandy SILT with some to little clay, moist, many and prominent mottling

66'' 14 28 15/6"

Perched water encountered at 40" BGS , Cave in at 40", Limiting Zone at 40" BGS (Episaturation and Mottling LZ)

16" BGSSoil Description

0'' to 8'' Topsoil and Little Root Mat, Sandy Loam Depth 1' 2' 3' 4'8'' to 33'' Light Brown to Tan Silty f-m SAND, dense 16'' 33 60

No GW or LZ Encountered within depths explored

36" & 72" BGSSoil Description


12" to 48''Light Brown to Tan SAND with some fine to medium gravel and little silt, wet at 48" (episaturation)

36'' 10 21 21

48'' to 85'' Light Brown to Grey f. Sandy SILT, dense, many and prominent mottling 72'' 13 38 25/6"

85'' to 102''Tan to Grey to Orange Silty CLAY with fine sand, damp to wet, many and prominent mottling

102'' to 126'' Dark Grey f. SAND and Micaceous SILT, platy to channers, damp to moist

126'' to 150''Grey to Orange to Tan Silty f. SAND with trace clay, wet, many and promiment mottling, dense

Perched water encountered at 48" BGS , Limiting Zone at 48" BGS (Episaturation and Mottling LZ)


0'' to 18'' Topsoil and Little Root Mat, Sandy Loam Depth 1' 2' 3' 4'

18'' to 63''Light Brown to Tan Silty f. SAND, feint and few mottling, dry to damp (moisture increased with depth)

11'' 8 19 10/6"

63'' to 144''Light Brown to Grey f. Sandy, Clayey SILT, moist to wet, many and prominent mottling

48'' 14 18 15/6"

66'' 16 28

LZ at 63" BGS (Mottling LZ)



12" to 49''Light Brown to Tan Silty f. SAND, feint and few mottling, dry to damp (moisture increased with depth)

24'' 7 10 7/6"

49'' to 78''Tan to Brown to Grey f. Sandy SILT with little clay, many and prominent mottling, moist

48'' 5 12 9/6"

78'' to 129'' Grey to Brown f. Sandy SILT, many and prominent mottling, moist to wet 72'' 12 17 12/6"129'' to 147'' Grey to Orange SILT with little f. sand, many and prominent mottling, wet


Test @Depth BGS Kneas Bar Testing Results (blows/foot)

Depth BGS Kneas Bar Testing Results (blows/foot)

TP #3

TP #1

Depth BGS Kneas Bar Testing Results (blows/foot)Test @


TP #4Test @

TP #2


TP #5Test @

Ingram Engineering Services, Inc. 16 Hagerty Blvd., Suite 400

West Chester, PA 19382 Office 484-947-5549 Fax 610-431-7015

Premier Storage Investors, LLC – Neptune, NJ



10'' to 33''Tan to Light Brown SAND with some f. gravel and little silt, few and feint mottling

17'' 16 27 16/6"

33'' to 46'' Tan to Grey SAND with little silt, few and prominent mottling 48'' 13 29 19/6"

46'' to 84''Light Brown to Tan to Grey Silty f. SAND, dry to damp, many and prominent mottling

72'' 9 19 6/6"

84'' to 133''Grey to Tan to Light Brown SILT and SAND with some pockets of clay, very wet

133'' to 147''Dark Grey to Black f. SAND and Micaceous SILT, damp, plates to channers, damp

147'' to 154'' Grey to Tan to Light Brown SILT and SAND with some pockets of clay, wet




10'' to 71''Grey to Dark Brown f. Sandy SILT with brick, concrete, pottery, terracotta (FILL)

12'' 8 8 2/6"

71'' to 85''Brown to Grey f. Clayey SILT with little to trace sand, many and prominent mottling, damp

48'' 3 2 3/6"

85'' to 97'' Dark Grey to Black f. Sandy SILT, plates to channers 78'' 5 13 12/6"

97'' to 119''Grey to Tan to Light Brown Clayey SILT with little to trace SAND, many and prominent mottling, damp

119'' to 154'' Grey to Tan to White f. Sandy SILT with many and prominent mottling, damp



0'' to 34'' FILL - Silt & Sand, gravel, brick, concrete, piping, debris Depth 1' 2' 3' 4'

34'' to 105''Tan to Yellow to Grey f. SAND and SILT with clay pockets, many and prominent mottling, damp to wet, episaturation at 105"

24'' 17 14 5/6"

105'' to 144''Dark Grey f. SAND and Micaceous SILT, damp to wet, groundwater at 140" BGS, damp to wet

42'' 10 12 4/6"

64'' 9 8 5/6"

Perched water encountered at 105" BGS , Limiting Zone at 105" BGS (Episaturation and Mottling LZ)Groundwater encountered at 140" BGS


0'' to 53'' FILL - Topsoil and Little Root Mat, Sandy Loam, buried concrete and brick Depth 1' 2' 3' 4'

53'' to 99''Grey to Orange to Brown f. Sandy SILT to Clayey SILT with f. sand, many and prominent mottling, damp

24'' 26 19 8/6"

99'' to 110'' Dark Grey to Dark Brown f. Sandy Micaceous SILT, plates to channers, damp 42'' 7 11 7/6"

110'' to 129''Grey to Dark Grey to Orange f. Sandy SILT, damp to wet, common and prominent mottling

64'' 9 10 2/6"



TP #9Test @


TP #10



TP #8Test @

TP #7



APPENDIX E

Pre-Development Drainage Map Post-Development Drainage Map

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