HomeMy WebLinkAbout- Miscellaneous - 1600 OSGOOD STREET 10/3/2019 STORMWATER MANAGEMENT REPORT
for
Proposed Redevelopment
1600 Osgood Street
North Andover, Massachusetts
Prepared For.
Hillwood Enterprises, L.P.
4507 North Front Street, Suite 302
Harrisburg, PA 17110
Prepared By.
Langan Engineering & Environmental Services, Inc.
361 Newbury Street
Boston, MA 02115
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Massachusetts Licensed Professional Engineer No. 38118
August 2019
Revised: 10/03/2019
Langan Project No. 140182701
LANEAN
361 Newbury Street, 5th Floor Boston, MA 02115 T: 1.800.952.6426 www.langan.com
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TABLE OF CONTENTS
Page No.
EXECUTIVE SUMMARY........................................................................................................... 1
1.0 INTRODUCTION............................................................................................................ 1
1.1 General .............................................................................................................. 1
1.2 Site Location..................................................................................................... 1
1.3 Existing Conditions........................................................................................... 1
1.4 Project Description ........................................................................................... 3
1.5 FEMA ................................................................................................................. 3
1.6 Soil Conditions.................................................................................................. 4
2.0 STORMWATER MANAGEMENT.................................................................................. 8
2.1 Stormwater Management Regulations........................................................... 8
2.2 MA DEP Stormwater Performance Standards................................................ 9
2.3 Design Criteria .................................................................................................12
2.4 Design Methodology.......................................................................................13
2.5 Existing Runoff Discharges (See Appendix A for Calculations)....................13
2.6 Proposed Runoff Discharges (See Appendix B for Calculations)..................16
3.0 STORMWATER QUALITY............................................................................................20
3.1 Stormwater Quality Improvements ...............................................................20
3.2 Additional Stormwater Quality Features.......................................................23
3.3 Retention and Infiltration Sizing.....................................................................23
4.0 STORM DRAINAGE COLLECTION SYSTEM DESIGN (See Appendix F for
Calculations)................................................................................................................26
4.1 Design Criteria .................................................................................................26
4.2 Design Methodology.......................................................................................26
4.3 Storm Drainage Collection Summary ............................................................27
5.0 CONCLUSION ..............................................................................................................27
6.0 REFERENCES...............................................................................................................28
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TABLE OF CONTENTS
(Continued)
FIGURES
Figure 1 Location Map
Figure 2 FEMA Flood Map
Figure 3 Soil Survey Map
DRAWINGS
Drawing CG Series Grading & Drainage Plan (Under Separate Cover)
Drawing CE Series Soil Erosion & Sediment Control Plan (Under Separate Cover)
Drawing CE 501 Soil Erosion & Sediment Control Notes & Details (Under Separate Cover)
Drawing EX-WS Existing Watershed Map
Drawing PR-WS Proposed Watershed Map
Drawing DA-CB Drainage Area Map
APPENDICES
Appendix A Existing Stormwater Discharge Calculations
Appendix B Proposed Stormwater Discharge Calculations
Appendix C Stormwater Quality Calculations
Appendix D TSS Removal Worksheets
Appendix E BMP Sizing Calculations
Appendix F Stormwater Collection System Calculations
Appendix G Long Term Pollution Prevention Operation and Maintenance Plan
Appendix H Groundwater Contour Maps
Appendix I Illicit Discharge Compliance Statement
Appendix J Massachusetts DEP Checklist for Stormwater Report
Appendix K Preliminary Geotechnical Engineering Study
(Under Separate Cover)
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Stormwater Management Report August 2019
1600 Osgood St. Revised: 1010312019
North Andover, Massachusetts
Langan Project No.: 140182701
EXECUTIVE SUMMARY
This stormwater management report has been prepared in support of the proposed
redevelopment of a 167.8-acre site located at 1600 Osgood Street which includes a total of
approximately 1.9 million square feet of existing buildings, parking and associated improvements.
The development was originally constructed for a single user in the 1950's for what was known
as Western Electric, and thereafter, the facility was acquired and operated by Lucent
Technologies, Inc. until 2003 when Lucent Technologies, Inc. sold the site to 1600 Osgood
street, LLC and the Site is currently known as Osgood Landing. The existing site includes a
variety of uses, including a 6MW solar energy facility consisting of roof-mounted panels on
Building Nos. 20, 21 and 70, as well as ground-mounted solar panels and related infrastructure.
Approximately 126 acres of the ±168- acre site is currently developed. More than 40 buildings
exist on the site ranging in size from a couple hundred square feet to a 1+ million square foot
facility located at the center of the site. The site has historically included a single tenant
manufacturing user with an accessory office. In 1993, the current owner expanded uses at the
property to multiple users and tenants including manufacturing, office space, educational,
distribution, and other businesses. Just over half of the existing property includes is consisting
of buildings, parking lots, walkways, research structures, and a waste treatment facility. The
remainder of the site consists of grass and landscaped areas, athletic fields, wooded areas, and
various wetlands and streams.
As a part of the proposed redevelopment program, 1600 Osgood Street will be reconfigured into
three lots (known as Lots A, B and C) and a subdivision roadway proposed currently depicted as
Lot D. Lot A will consist of approximately 27 acres, and will include the renovation and
improvement of approximately 400,000 square feet (133,333 s.f footprint) of existing buildings
known as Building Nos. 20 and 21, along with 1,500 parking spaces described in a separate
application. Existing rooftop solar on Buildings 20 and 21 and related solar improvements are
proposed to remain on Lot A. Lot B will consist of ± 1 10 acres, and is proposed to be redeveloped
into an e-commerce warehouse, storage and distribution facility along with parking, landscaping
and other improvements. Lot C will consist of 30.00 acres, and existing roof-mounted solar
energy facilities currently located on Building 70, as well as all existing ground-mounted solar
energy facilities, will be relocated onto Lot C as a Large Scale Ground-Mounted Solar Energy
System. Lot D, which is depicted on the site plans as approximately 1.06 acres in size, is being
proposed as a subdivision roadway to provide street frontage and limited access for proposed
Lot C, given that Lot C's entire frontage is encumbered by wetlands resource areas. In addition
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to serving as legal frontage to Lot C, the proposed roadway on Lot D will also serve as the main
access route for Lot B.
Hydrologically, the site is located in the Merrimack River watershed, which is approximately
5,010 square miles, of which the project site encompasses a nominal amount of less than
0.01%. Under the proposed conditions, the majority of the site will drain through closed pipe
networks to the stormwater treatment systems before discharging off site at a controlled rate.
The existing discharge locations are being maintained and no new discharge locations from the
site are being incorporated. A portion of the site to remain unaltered in the proposed condition
will sheet flow to the abutting properties as it does currently.
The stormwater management report has been designed in accordance with the Massachusetts
Department of Environmental Protection (MA DEP) Stormwater Handbook, the Massachusetts
Erosion and Sediment Control Guidelines for Urban and Suburban Areas, the North Andover
Stormwater Management and Erosion Control Regulations, the Town's Wetlands Protection
Bylaw (Chapter 190), and the North Andover Wetland Protection Regulations. Moreover, this
report has been prepared to comply with the requirements and criteria outlined in Articles VII
through X of the North Andover Stormwater Management and Erosion Control Regulations
(Chapter 250) promulgated under Chapter 165 of the Town Bylaws (Stormwater Management
and Erosion Control Bylaw), as well as the applicable stormwater requirements of the Planning
Board's Subdivision Regulations (Chapter 255), and to the greatest extent practicable the
Town's draft Stormwater Management Plan (SWMP) developed to comply with the
requirements under the US EPA NPDES municipal separate storm sewer system (MS4) in
Massachusetts (the "Small MS4 General Permit"). See "Town of North Andover Draft
Stormwater Management Plan," dated October, 2018, prepared by Tighe & Bond, Inc.
It is the opinion of this office and the findings of this report that the proposed stormwater system,
as designed, will effectively manage quality and quantity of stormwater runoff for the proposed
development.
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1.0 INTRODUCTION
1.1 General
This stormwater management report has been prepared in support of the proposed
redevelopment of the 1600 Osgood Street property. The redevelopment will include a
subdivision creating four lots; Lot A (±27 acres), Lot B (±110 acres), Lot C (±30.00 acres),
and Lot D (±1 acres). Lot A will consist of approximately 27 acres, and will include the
renovation and improvement of approximately 400,000 square feet of existing buildings
known as both Building Nos. 20 and 21, along with 1,500 parking spaces described in a
separate application. Existing rooftop solar on Buildings 20 and 21 and related solar
improvements are proposed to remain on Lot A. Lot B will consist of ±1 10 acres, and is
proposed to be redeveloped into a 3,773,997 s.f. e-commerce fulfillment center(including
an 819,799 s.f. footprint) along with parking, landscaping and other improvements. Lot
C will consist of 30.00 acres, and existing roof-mounted solar energy facilities located on
Building 70, as well as all existing ground-mounted solar energy facilities, will be relocated
onto Lot C as a Large Scale Ground-Mounted Solar Energy System. Lot D is proposed as
a private subdivision roadway extending westerly from Osgood Street in the location of
the existing north entrance. This report addresses the engineering design of stormwater
conveyance and management systems for the property.
1.2 Site Location
The site is located at 1600 Osgood Street, North Andover Massachusetts on a ±168-acre
property to be redeveloped as a part of a proposed redevelopment consisting of four lots.
The property is bounded: to the east by Osgood Street; the south by Holt Road; to the
south west by various state and town owned properties, including the Massachusetts
Bay Transportation Authority (MBTA) along the western property line; and, by a highway
and utility contracting company along the northern property. (See Figure 1).
1.3 Existing Conditions
Approximately 126 acres of the ±167.8-acre site is currently developed. More than 40
buildings exist on the site ranging in size from a couple hundred square feet to a ±1.0
million square foot warehouse located at the center of the site. More than 40 buildings
exist on the site ranging in size from a couple hundred square feet to a 1+ million square
foot warehouse located at the center of the site. Historically, the site has included a single
tenant manufacturing user with accessory office until 1993, at which time the current
owner expanded uses at the property to multiple users and tenants including
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manufacturing, office space, educational, distribution, and other businesses. Slightly over
half of the development is impervious coverage consisting of buildings, parking lots,
walkways, research structures, and a waste treatment facility. The remainder of the site
consist of grassed and landscaped areas, athletic fields, wooded areas, and various
wetlands and streams. The existing site contains a large number of ground and roof top,
sled mounted solar panels. These solar panels will be relocated to Lot C as part of the
redevelopment.
The majority of the structures on site are located in the center of the development where
elevations range from elevation ±60 along Osgood Street, down to elevation ±24 along
the western property line abutting the MBTA railroad and abutting properties. From the
southern property line abutting Holt Road in a northerly direction to a site entrance drive
slopes approach 35% through wooded and grassed areas. Elevations in this location
range from ±122 to ±40. The northern section of the property contains a large parking lot,
athletic fields and wetlands. Elevations in this area vary from elevation ±44 along Osgood
Street to elevation ±16 at the northwest property line at elevation.
The southern half of the site contains a major subsurface stormwater conveyance feature
located beneath the southern parking lot and drive aisle. This infrastructure will remain in
the proposed conditions. A stream located in the southeast corner of the site enters a 60
inch reinforced concrete pipe (RCP) through a grated, concrete headwall. This pipe runs
in a westerly direction where it connects at a manhole and combines flow with a 48 inch
RCP and both discharges to a 72 inch RCP to the south west. The 48 inch RCP collects
stormwater runoff east of the point of connection with the 60 inch RCP. The 48 inch RCP
collects stormwater runoff from multiple locations on site and from within the Osgood
Street right of way. The 72 inch RCP runs in a southwest direction collecting runoff from
multiple connections throughout the site. The pipe then transitions to a 6 foot by 3 foot
box culvert which continues in the south west direction and discharges to a concrete
lined, trapezoidal drainage swale that has developed into a wetland. The concrete channel
then conveys water in a southern direction where it ultimately discharges to an existing
stream off site through a grated concrete culvert at the property line. While the majority
of the existing connections to the conveyance features discussed above will be
demolished, the main lines will remain in place and function as they do under existing
conditions. The western portion of the existing 48 inch RCP pipe is to be removed and
replaced up to the junction point of the 60 inch RCP conveying the stream.
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1.4 Project Description
The proposed redevelopment includes the demolition of majority of the buildings and
associated site features on the property. Two office buildings, known as buildings 20 and
21, with a total footprint of ±133,333 square feet located along Osgood Street are to
remain. The parking lot, drive aisles, infrastructure and other associate site features
located between these buildings and Osgood Street will remain along with several other
site features located elsewhere on the development identified in the design drawings.
Following demolition, construction of a 3,773,997 s.f. e-commerce fulfillment center
(±819,799 s.f. footprint) with associated loading and truck parking facilities, employee
parking, stormwater management features, utility infrastructure, and other associated site
improvements will occur.
Site improvements to the existing office building are also proposed and include the
construction of additional parking lots, loading areas and landscape improvements.
Lot C will serve as the location for the consolidated solar panels that are to be relocated
from elsewhere on site. The ground and roof mounted panels that are currently located
throughout the property, as well as all the necessary infrastructure for this system will be
located within this parcel. Improvements associated with this include the solar panels,
various solar infrastructure components, access drives and fencing. A division of the
existing property to eliminate existing interior lot lines and to create lots A, B, C, and D is
discussed in section 1.1 above.
Hydrologically, the site is located in the Merrimack River watershed, which is
approximately 5,010 square miles, of which the project site encompasses a nominal
amount of less than 0.01 %. Under the proposed conditions, the majority of the site will
drain through closed pipe networks to the stormwater treatment systems before
discharging off site at a controlled rate. The existing discharge locations are being
maintained and no new discharge locations from the site are being incorporated. A portion
of the site will sheet flow to the abutting properties as it does under existing conditions.
1.5 FEMA
According to the Flood Insurance Rate Map of Essex County, Massachusetts conducted
by the Federal Emergency Management Agency(FEMA) map number 25009CO226F with
an effective date of July 3, 2012 the site is located within the following zones:
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- FEMA Flood Zone X (Unshaded)
- FEMA Flood Zone X (Shaded),
- and FEMA Flood Zone AE with a base flood elevation (BFE) of 31 (see Figure 2).
The FEMA figure does not accurately reflect the limits of the Zone AE flood plain. The
limit follows the elev. 31 contour and is reflected accurately on the design documents.
The proposed development impacts Flood Zone AE and therefore has provided, at a
minimum, 1 cubic foot per 1 cubic foot of free flowing compensatory storage on site.
1.6 Soil Conditions
According to the USDA Natural Resources Conservation Service (NRCS)Web Soil Survey,
the site soil type is predominantly 602 (see Figure 3). The Web Soil Survey has classified
these soils as hydrologic soil group A, and "unrated" pits condition. The surrounding soil
types are classified as A, therefore the small section classified as pits will be assigned
the same hydrologic soil group rating A.
Table 1: NRCS Soil Survey
Hydrologic Soil Group- Summary by Map Unit-State of Massachusetts
Map Unit Map Unit Name Rating
Symbol
6 A Scarboro mucky fine sandy loam, 0-3% slopes A/D
225 B Belgrade very fine sandy loam, 0-3% slopes C
255 A,C,D Windsor loamy sand, 0-3%, 3-8%,and 8-15% slopes A
257 E Windsor loamy sand, 15-25% slopes A
275 A Agawam fine sandy loam, 0-3% slopes B
310 C Woodbridge fine sandy loam, 8-15% slopes C/D
602 Urban land N/A
651 Udorthents, smoothed A
713 A Limerick and rumney soils, 0-3% slopes B/D
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A summary of the basic characteristics of the soil series present on-site are outlined
below:
Scarboro Loam —The Scarboro Loam Series consists of mucky fine sandy
loam, weak medium granular structure, with common fine roots and very
strong acidity. The soil is classified as very poorly drained with high
hydraulic conductivity.
Belgrade Loam — The Belgrade Loam Series consists of very fine sandy
loam and many yellow red and brown masses of iron accumulation and
gray iron depletions with slight acidity. The soil is classified as moderately
well drained with moderately high hydraulic conductivity.
Windsor Sand — The Windsor Sand Series consists of loamy sand, weak
medium granular structure, with many roots present, and strong acidity.
The soil is classified as excessively drained with high hydraulic
conductivity.
Agawam Loam — The Agawam Loam Series consists of fine sandy loam,
weak medium and coarse subangular blocky structure, present roots, and
strong acidity. The soil is classified as well drained with moderately high
hydraulic conductivity.
Woodbridge Loam —The Woodbridge Loam Series consists of fine sandy
loam, very firm, brittle, many medium strong brown masses of iron
accumulation and light brownish gray areas of iron depletion, with
moderate acidity. The soil is classified as moderately well drained with
moderately high hydraulic conductivity.
Urban Land-- Urban Land consists of nearly level to moderately steep
areas where the soils have been altered by urban works and structures.
Udorthents—Udorthents Soils consist of areas from which soils have been
excavated, and nearby areas in which the excavated material has been
deposited.
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Limerick Loam — The Limerick Loam Series consists of silt loam, present
fine roots, masses of iron accumulation, with moderate acidity. The soil is
classified as poorly drained with moderately high hydraulic conductivity.
Rumney Loam —The Rumney Loam Series consists of sandy loam, single
grain, with iron depletions and moderate acidity. The soil is classified as
poorly drained with moderately high hydraulic conductivity.
Soils are classified into hydrologic soil groups (HSG) to indicate the minimum rate of
infiltration obtained for bare soil after prolonged wetting. The HSGs, which are A, B, C
and D, are one element used to determine runoff curve numbers and analyzing
stormwater characteristics of a site.
Group A: Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group 8: Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C: Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D: Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
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In addition to a review of the NRCS Web Soils Survey, environmental site investigations,
including soil investigations, were conducted by Langan Engineering and Environmental
Services throughout the year of 2018. This evaluation included borings, test pits,
monitoring wells, historical data, and various lab testing of samples collected on site. The
findings of these reports are consistent with the NRCS Web Soils Survey and can be
viewed in the following reports, available upon request.
- "Phase I Environmental Site Assessment" dated 161h of November 2018,
- "Supplemental Phase 11 Environmental Site Investigation" dated 121h of December
2018.
Groundwater monitoring data has been collected for approximately the last 15 years on
site. Langan has performed additional testing and monitoring on site to supplement this
data. There are two hydrogeological zones beneath the subject property. The uppermost
zone consists of overburden groundwater which was first encountered in borings at
depths ranging from 5 to 20 feet below grade (about el. +22 to el. +41). Overburden
groundwater level measurements collected during this investigation compared to the last
15 years of data suggest that groundwater elevations fluctuate between 10 and 15 feet
below ground surface from year to year and season to season. Groundwater is generally
shallower in the southern portion of the subject property and is deeper beneath buildings
and to the north. Based on the groundwater elevation measurements, the general
groundwater flow direction in the overburden is to the north-northwest, toward the
Merrimack River. An overburden groundwater contour map can be found in Appendix H.
The second hydrogeological zone represents a confined bedrock aquifer beneath the
glacial till. Groundwater data collected during this investigation, and coupled with
numerous historical investigations; indicates an artesian groundwater condition within
bedrock aquifer.
Although a part of a Potentially Productive Aquifer (PPA) encroaches into the northeast
section of the subject property, the PPA within 500 feet of the Subject Property is
classified as a Non-Potential Drinking Water Source Area by MassDEP. As such, there are
no Current or Potential Drinking Water Source Areas within 500 feet of the Subject
Property.
While extensive testing and groundwater monitoring has been performed on site, testing
was focused mainly in the AUL zone. Additional testing will be required to confirm
groundwater elevation in the vicinity the proposed infiltration features and to confirm
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outdated historic groundwater information. Infiltration rates will be confirmed during
groundwater exploration and the design adjusted if necessary. Assumed infiltration rates
are based off of a hydrologic soil group A and a Rawl's rate 2.41 inch per hour.
2.0 STORMWATER MANAGEMENT
2.1 Stormwater Management Regulations
The purpose of the Stormwater Management Plan is to provide long-term protection of
natural resources in and around the site. This is achieved by implementing stormwater
quality and quantity control measures designed to reduce pollutant discharge from the
site, maintain a level of stormwater recharge and control discharge rates.
The following regulations and guidelines where referenced for this project:
• Massachusetts State Stormwater Management Performance Standards and
Guidelines, Department of Protection and Office of Coastal Zone Management
(DEP/CZM, 2008)
• Environmental Protection Agency(EPA) National Pollutant Discharge Elimination
System (NPDES) Stormwater Permit for Construction Activities (EPA, Federal
Register, December 8, 1999 as amended).
• Massachusetts Erosion and Sediment Control Guidelines for Urban and
Suburban Areas, Department of Environmental Protection, Bureau of Resource
Protection, May 2003
• 2016 Massachusetts Small MS4 General Permit (EPA)
• North Andover Wetlands Protection Bylaw(Chapter 190), and the North Andover
Wetland Protection Regulations
• Articles VII through X of the North Andover Stormwater Management and
Erosion Control Regulations (Chapter 250) promulgated under Chapter 165 of
the Town Bylaws (Stormwater Management and Erosion Control Bylaw)
• Stormwater requirements of the Planning Board's Subdivision Regulations
(Chapter 255)
• Town of North Andover Stormwater Management Plan," dated February, 2019,
prepared by Tighe & Bond, Inc.
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2.2 MA DEP Stormwater Performance Standards
A summary of MA DEP Stormwater Performance Standards as well as a method of
ensuring compliance with each standard are summarized below:
1. No new stormwater conveyances may discharge untreated stormwater directly
to or cause erosion in wetlands or waters of the Commonwealth.
Response: All discharge locations in the proposed condition make use of
existing stormwater outfall locations. The discharge locations currently
convey untreated stormwater from a developed site to wetlands and
ultimately waters of the Commonwealth. Under the proposed conditions,
stormwater treatment measures and peak flow attenuation features
discussed in this report will improve water quality and flow to the existing
discharge location before leaving the site.
2. Stormwater management systems shall be designed so that post-development
peak discharge rates do not exceed pre-development peak discharge rates.
This Standard may be waived for discharges to land subject to coastal storm
flowage as defined in 310 CM 10.04.
Response: The redevelopment of this site, as discussed in this report,will
result in a decrease of peak discharge rates from the existing condition.
3. Loss of annual recharge to groundwater shall be eliminated or minimized
through the use of infiltration measures including environmentally sensitive site
design, low impact development techniques, stormwater best management
practices, and good operation and maintenance. At a minimum, the annual
recharge from the post-development site shall approximate the annual recharge
from pre-development conditions based on soil type. This Standard is met
when the stormwater management system is designed to infiltrate the required
recharge volume as determined in accordance with the Massachusetts
Stormwater Handbook.
Response: As a redevelopment project,this standard has been met to the
greatest extent possible. An Activity Use Limitation (AUL) zone
prohibiting groundwater recharge exists on the site. Recharge volume
from areas unable to infiltrate have been compensated for in other
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appropriately located infiltration features. Supporting calculations can be
found in this report.
4. Stormwater management systems shall be designed to remove 80% of the
average annual post-construction load of Total Suspended Solids (TSS). This
Standard is met when:
• Suitable practices for source control and pollution prevention are identified in a
long- term pollution prevention plan, and thereafter are implemented and
maintained;
• Structural stormwater best management practices are sized to capture the
required water quality volume determined in accordance with the
Massachusetts Stormwater Handbook; and
• Pretreatment is provided in accordance with the Massachusetts Stormwater
Handbook.
Response: Runoff generated from the proposed project will meet the
water quality requirements of this standard, as a redevelopment, using a
variety of on-site treatment practices to exceed the 80% TSS removal
requirement. The TSS Removal Worksheets can be found in Appendix D
of this report. Treatment for the redevelopment exceeds the
Massachusetts Stormwater Hand Book design criteria and has been
designed to the greatest extent practicable to the EPA Small MS4
watershed requirements.
Stormwater Operations & Maintenance Measures are included in
Appendix G of this report.
5. For land uses with higher potential pollutant loads, source control and pollution
prevention shall be implemented in accordance with the Massachusetts
Stormwater Handbook to eliminate or reduce the discharge of stormwater
runoff from such land uses to the maximum extent practicable. If through
source control and/or pollution prevention all land uses with higher potential
pollutant loads cannot be completely protected from exposure to rain, snow,
snow melt, and stormwater runoff, the proponent shall use the specific
structural stormwater BMPs determined by the Department to be suitable for
such uses as provided in the Massachusetts Stormwater Handbook.
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Stormwater discharges from land uses with higher potential pollutant loads
shall also comply with the requirements of the Massachusetts Clean Waters
Act, M.G.L. c. 21, §§ 26-53 and the regulations promulgated thereunder at 314
CM R 3.00, 314 CM R 4.00 and 314 CM R 5.00.
Response: Due to the generation of a larger number than 1,000 trips per
day in the passenger vehicle parking area of both Lot A and Lot B,the site
is considered a high pollutant load generator. The Water Quality Volume
(WQV) for the redevelopment will treat 1 inch of rain fall over all new
impervious surfaces with the exception of the roof areas. Roof areas will
generate a 0.5 inch of WQV.
6. Stormwater discharges within the Zone II or Interim Wellhead Protection Area
of a public water supply and stormwater discharges near or to any other critical
area require the use of the specific source control and pollution prevention
measures and the specific structural stormwater best management practices
determined by the Department to be suitable for managing discharges to such
areas as provided in the Massachusetts Stormwater Handbook. A discharge is
near a critical area, if there is a strong likelihood of a significant impact occurring
to said area, taking into account site-specific factors. Stormwater discharges
to Outstanding Resource Waters and Special Resource Waters shall be
removed and set back from the receiving water or wetland and receive the
highest and best practical method of treatment. A "storm water discharge" as
defined in 314 CMR 3.04(2)(a)1 or (b) to an Outstanding Resource Water or
Special Resource Water shall comply with 314 CMR 3.00 and 314 CMR 4.00.
Stormwater discharges to a Zone I or Zone A are prohibited unless essential to
the operation of a public water supply.
Response: The project does not discharge to a protected area or water
way as described in standard 5.
7. A redevelopment project is required to meet the following Stormwater
Management Standards only to the maximum extent practicable: Standard 2,
Standard 3, and the pretreatment and structural best management practice
requirements of Standards 4, 5, and 6. Existing stormwater discharges shall
comply with Standard 1 only to the maximum extent practicable. A
redevelopment project shall also comply with all other requirements of the
Stormwater Management Standards and improve existing conditions.
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Response: The site will be considered a redevelopment and is therefore
regulated by standard 7. The proposed development will greatly improve
the water quality from the existing conditions. Currently, stormwater is
collected in various on site stormwater conveyance systems and
discharged off site or to wetlands with little to no treatment. In the
proposed condition, stormwater treatment practices, designed in
compliance with the Massachusetts Stormwater Handbook, will be
installed. The redevelopment will result in a decrease of impervious area,
a reduction to peak flows, and improved water quality.
8. A plan to control construction related impacts including erosion, sedimentation
and other pollutant sources during construction and land disturbance activities
(construction period erosion, sedimentation, and pollution prevention plan) shall
be developed and implemented.
All redevelopment projects shall fully comply with Standard 8.
Response: Soil erosion and sediment control plans have been developed
for this project and can be found in the design documents. The plans have
been designed in accordance with the Massachusetts Erosion and
Sediment Control Guidelines for Urban and Suburban Areas.
9. A long-term operation and maintenance plan shall be developed and
implemented to ensure that stormwater management systems function as
designed.
Response: Individual Stormwater Operations&Maintenance Plans for Lot
A and Lot B are included in Appendix I.
10. All illicit discharges to the stormwater management system are prohibited.
Response: The stormwater management system for this site does not
include any illicit connections to the stormwater system. An illicit
discharge compliance statement is included in Appendix I of this report.
2.3 Design Criteria
Peak flow rates at all points of discharge from the site were analyzed to compare
proposed discharge rates with the existing condition.
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Langan Project No.: 140182701
The storms analyzed include the following:
• A 2-year, 24-hour storm consisting of 3.20 inches of rainfall
• A 10-year, 24-hour storm consisting of 4.80 inches of rainfall
• A 25-year, 24-hour storm consisting of 6.00 inches of rainfall
• A 100-year, 24-hour storm consisting of 8.60 inches of rainfall
These events are based on the National Weather Service MAN Precipitation Frequency
Data Server (PFDS) and the Northeast Regional Climate Center (NRCC) "Atlas of
Precipitation Extremes for the Northeastern United States and Southeast Canada" Type
III, 24-hour storm event defined by the North Andover Stormwater Management and
Erosion Control Regulations.
2.4 Design Methodology
The peak runoff discharges for the existing and proposed conditions were analyzed using
Soil Conservation Service (SCS) methodology, which outlines procedures for calculating
peak rates of runoff resulting from precipitation events, and procedures for developing
runoff hydrographs. Values for area, curve number, and time of concentration were
calculated for the existing and proposed conditions.
The curve number "CN" is a land-sensitive coefficient that dictates the relationship
between total rainfall depth and direct storm runoff. The soils within the watershed are
divided into hydrologic soil groups (A, B, C and D) as previously described.
The time of concentration, Tc, is defined as the time for runoff to travel from the
hydraulically most distant point in the watershed to a point of interest. Values of time of
concentration were determined for existing and proposed conditions based on land cover
and slope of the flow path, using methods outlined in the SCS methodology.
For this study, a 24-hour SCS Type III standard rainfall distribution was used to determine
the peak flow rate to all points of discharge from the site.
2.5 Existing Runoff Discharges (See Appendix A for Calculations)
The existing site has four main discharge locations,
1. A concrete lined swale to a culvert under the southern property line which discharges
to a stream leading to the Merrimack river, (Watershed A)
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Langan Project No.: 140182701
2. A concrete culvert conveying flows from the grass field along the south west property
line that discharges to the same stream mentioned above, (Watershed B)
3. A 48 inch pipe routed below the MBTA railroad property that discharges directly to
the Merrimack river, (Watershed C)
4. A concrete culvert along the North West property line conveying flow from a stream
below the MBTA railroad property to the Merrimack River. (Watershed C)
The existing site has been broken into several watersheds discharging to these four
locations. Only areas contribution stormwater runoff to areas affected by the
redevelopment have been analyzed. Excluded areas include the existing parking lot to the
east of buildings 20 and 21 that is to remain unaltered in the proposed condition, a wetland
area in an existing field located along the western property line, and an area along the
Holt Road property line to the south. The existing watersheds analyzed in this report were
delineated into Watershed A-1, A-2, A-3, A-4, A-5, B, C, and D and described below:
Watershed A-1, ±6 acres, consists of the southern half of building 20's roof area, site
access driveways, parking lots, a guardhouse, a grass field, sidewalks and various
landscape features. Stormwater runoff from this watershed is collected by catchbasins,
roof drains, and yard drains and conveyed to an existing 48 inch RCP discussed previously
in this report.
Watershed A-2, ±33 acres, consists of about one quarter of the main building's roof area,
several smaller buildings, a sand storage structure, a loading area for the main building,
the boiler building, two 175,000 gallon fuel storage tanks, cooling towers, the majority of
both southern parking lots and drive aisles, a large part of the southern grassed and
wooded hill, wetland areas, and various landscape features. Stormwater runoff from this
watershed is collected via catchbasins, roof drains, and yard drains conveyed to the
existing 6 foot by 3 foot box culvert discussed previously in this report.
Watershed A-3, ±3 acres, consists primarily of wetland areas a concrete, trapezoidal
stormwater swale, a small section of parking lot, and grassy and wooded areas.
Stormwater runoff from this area sheet flows directly over land to the concrete channel
where it is discharged through a grated concrete culvert to a stream off site discussed
earlier in this report.
Watershed A-4, ±3 acres, consists of an auxiliary parking lot in the southwest corner of
the site, an abandoned concrete radio wave testing pad, various wetland features, and an
over grown stormwater pond. Stormwater from this watershed is directed via grass and
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asphalt swales to the stormwater pond. The pond discharges to the concrete swale
described in watershed A-3.
Watershed B, ±21 acres, is located to the west of the main building. It consists of
primarily impervious areas including large parking lots, drive aisles, a solar field resting on
asphalt, several buildings, cooling towers, and a part of the wastewater treatment plant
including the 1 million gallon-surge tank. A small portion of this watershed consists of
grass landscaped areas. Stormwater runoff from this watershed is collected via
catchbasins, roof drains, and yard drains or sheet flows to an existing wetland in a grass
field located at the western side of the property. Stormwater from this area discharges
from the site through a grated concrete culvert at the property line to the same stream
discussed in watershed A-4 which continues to the west and ultimately to the Merrimack
River.
Watershed C, ±68 acres, contains the majority of the northern half of the site. A large
portion of the existing office buildings that is proposed to remain, as well as a large portion
of the main building that is proposed to be demolished and several smaller building roof
areas contribute to this watershed. Other impervious areas in the watershed include the
remainder of the wastewater treatment plant, associated tanks, drying beds and pump
station, loading areas, drive isles, a solar field resting on asphalt pavement, a substation,
two large northern parking lots, the northern site entrance, and an abandoned microwave-
testing pad. Pervious within this watershed include athletic fields, grass fields, wooded
areas, various wetland and landscaping features. Stormwater runoff from this watershed
is collected by catchbasins, roof drains, and yard drains where it is conveyed to an existing
48 inch RCP located along the western property line or sheet flows to the northern portion
of the property and is directed to the drainage swales and wetland areas. The existing 48
inch RCP travels under the M BTA railroad and discharges directly to the Merrimack River.
The stream located within the wetlands of this watershed discharges through a grated
concrete culvert at the property line to an open stream and continues to the Merrimack
River.
Watershed D, ±3 acres, consists of a large grass field, a small parking lot to the north
east, and various landscaping. Storm water runoff from this watershed is collected
through catch basins and yard drains where it discharged to an onsite stream in watershed
C mentioned above.
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2.6 Proposed Runoff Discharges (See Appendix B for Calculations)
The proposed watershed analysis remains with in the previously defined limits of the
existing watershed. The existing watersheds have been further delineated to accurately
model the proposed conditions. The proposed watersheds are A-1.1, A-1.2, A-1.3, A-1.4,
A-1.5, A-2.1, A-2.2, A-3, A-4, B-1, B-2, C-1, C-2, C-3, D-1 and D-2.
Watershed A-1.1, ±2 acres, includes the southern half of building 20's roof area, the
existing drive ways that are to remain, parking, sidewalks and landscaped areas, and
minor proposed drive isles and landscaping. Runoff from this watershed is collected via
existing catch basins and closed pipe network to the 48 inch RCP pipe running east to
west and discharging through the concrete lined swale at the western property line.
Watershed A-1.2, ±2 acres, includes the southeastern most parking lot of Lot A. Runoff
from this watershed is collected via off-line deep sump catch basins and conveyed to a
sediment forebay in infiltration basin A-1.2. Attenuated flows are then conveyed through
a closed pipe network and discharged to the 48 inch RCP pipe running east to west and
ultimately discharging through the concrete lined swale at the south western property
line.
Watershed A-1.3, ±4 acres, includes the western most parking lot of Lot A. Runoff from
this watershed is collected via rain garden and off-line deep sump catch basins and
conveyed through a water quality unit before entering underground retention system A-
1.3. Regulated flow is discharged from this retention system and conveyed through a
closed pipe network to the 48 inch RCP pipe running east to west and discharging through
the concrete lined swale at the south western property line.
Watershed A-1.4, ±1 acres, includes a portion of the southern drive driveway, the adjacent
parking lot and the two mechanical equipment pads on Lot A. Runoff from this watershed
is collected via off-line deep sump catch basins and conveyed to a sediment forebay in
the extended dry detention basin A-1.4. From this basin attenuated flow is conveyed
through a closed pipe network and discharged to the 48 inch RCP pipe running east to
west and discharging through the concrete lined swale at the south western property line.
Watershed A-1.5, ±1 acres, includes the majority of the southwestern parking lot of Lot
A. Runoff from this watershed is collected via off-line deep sump catch basins and
conveyed to a sediment forebay in infiltration basin A-1.5. From this basin attenuated
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flows are conveyed through a closed pipe network and discharged to the 48 inch RCP
pipe running east to west to the concrete lined swale at the south western property line.
Watershed A-2.1, ±19 acres, includes the southern half of the proposed e-commerce
warehouse roof area, southern loading bays, truck court, trailer parking, and secondary
guard house, as well as the majority of the southern parking lot, drive isles, and associated
features. Runoff from the truck court and loading bays sheet flows over a vegetated filter
strip and discharges into sediment forebay A-2.1. Roof runoff is conveyed via closed pipe
network to sediment forebay A-2.1. Runoff from the southern parking lot is collected via
rain garden and off-line deep sump catch basins and conveyed to a sediment forebay A-
2.1. Sediment forebay A-2.1 directs stormwater into wet basin A-2 were it is detained
allowing for settling of suspended solids. By means of an outlet control structure
attenuated flows are conveyed from wet basin A-2 to the existing 6 foot x 3 foot concrete
culvert flowing to the concrete lined swale that ultimately discharges at the southwest
property line.
Watershed A-2.2, ±19 acres, includes the southern lot B site entrance, a portion of the
southern lot B parking lot, and a large vegetated slope along the southern property line.
Runoff from the lot B's southern drive entrance and vegetated slope is collected via curb
leak off to a grassed channel and conveyed to sediment forebay A-2.2. Parking lot run off
is collected via off-line deep sump catch basins to sediment forebay A-2.2. Sediment
forebay A-2.2 directs flow to wet basin A-2 where it is combined with runoff from
watershed A-2.1 and discharged as described above.
Watershed A-3, ±4 acres, is comprised primarily of grassy and wooded wetland areas and
an existing concrete, trapezoidal stormwater swale. Stormwater runoff from this area
sheet flows directly over land to the concrete swale where it discharges along the south
western property line.
Watershed AA ±6 acres, includes grassy, wooded wetland areas, a grass field in what
was previously a parking lot, and an existing stormwater pond. Stormwater runoff from
this area sheet flows directly over land to the concrete swale where it is discharged along
the southwest property line.
Watershed B-1, ±11 acres, includes the Lot B western loading bays, truck court, trailer
parking, retaining wall, and a small portion of the western warehouse roof area. Roof area
runoff is conveyed via closed pipe network to extended dry detention basin B-1. Runoff
from the truck court is collected via off-line deep sump catch basins, through a WQU to
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Langan Project No.: 140182701
a sediment forebay in extended dry detention basin B-1. Through an outlet control
structure, stormwater is discharged to an existing on-site wetland and ultimately to the
western property line and off site as under existing conditions.
Watershed C-1, ±7 acres, includes the northwest parking lot and drive isles of Lot A.
Runoff from this watershed is collected via rain garden and off-line deep sump catch
basins and conveyed to a sediment forebay in infiltration basin C-1. Stormwater is
conveyed to infiltration basin C-2.
Watershed C-2, ±15 acres, includes the northern half of the warehouse roof area, the
northwest parking lot and the northern main driveway from Osgood Street, including Lot
D. Roof area runoff is conveyed via closed pipe network to infiltration basin C-1. Runoff
from the parking lot and driveway is collected via rain garden and off-line deep sump catch
basins and conveyed to a sediment forebay in infiltration basin C-2. Stormwater is
discharges at a regulated rate to an existing 48 inch RCP that runs beneath the railroad
along the northwestern property line to the Merrimack River.
Watershed C-3, ±1 acres, includes grassy areas. Runoff is discharged to the above
mentioned 48 inch RCP via an existing onsite inlet along the northwestern property line.
Watershed CA ±26 acres, includes Lot C and the proposed solar fields with the
associated site features and access road. The majority of grades will be unaltered in this
watershed. Stormwater runoff will follow existing drainage patterns and discharge to the
northern wetlands. The northern wetlands conveys water from the site through an
existing structure along the northwest property line to the Merrimack River.
Watershed D-1, ±8 acres, includes the existing building 21's roof area, the northern
parking area and drive isles, and the main loading area on Lot A. Runoff from this
watershed is collected via closed pipe network and off-line deep sump catch basins and
conveyed to a sediment forebay in infiltration basin D-1. Regulated flow is discharged to
an existing catchbasin on Lot A which conveys flow to the northern wetlands discussed
above.
Watershed D-2, ±0.5 acres, includes a small landscaped area along Osgood Street. Runoff
from his watershed is collected via the existing catchbasin mentioned above and
discharges to the northern wetlands.
The proposed stormwater management plan discussed in this report results in a net
reduction of peak offsite flows. To ensure that flows were not being increased to the
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existing 48 inch RCP that runs from east to west from Osgood street to the western
property line, all existing flows that contribute to the 48 inch pipe were modeled in
watershed A-1. In the proposed condition, flows were either matched or reduced and
discharged to the same size line. Watershed A-1 and D-1 represent all runoff from the Lot
A development. A similar method was used for watershed D. Under the existing
conditions, flows are collected by a single line which combine with upstream, off site
flows and discharges to the northern wetlands. Flows were reduced to this analysis point
to ensure that no flooding would occur. Table 2 below offers a comparison of flows from
the existing to the proposed condition for each watershed described in sections 2.5 and
2.6 above.
Table 2: Peak Flow Runoff Rate Comparison (cubic-feet per second)
2-year 10-year 25-year 100-year
Pre 7.90 16.45 23.30 38.57
A-1 Post 4.68 14.12 22.18 38.26
Delta -40.77% -14.16% -4.81% -0.80•/
Pre 39.09 84.49 122.06 207.51
Combine
Post 10.68 42.33 72.25 142.61
A
Delta -72.68% -49.90% -40.81% -31.28%
Pre 34.19 62.46 84.07 130.90
B Post 16.96 25.82 32.75 66.47
Delta -50.39% -58.66% -61.04% -49.22%
Pre 79.25 158.50 221.54 360.94
C Post 9.44 72.23 124.47 222.50
Delta -88.09% -54.43% -43.82% -38.36%
Pre 0.05 2.99 5.69 12.77
D Post 0.02 1.81 2.86 4.23
Delta -66.67% -39.26% -49.76% -66.86%
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North Andover, Massachusetts
Langan Project No.: 140182701
Table 3: Runoff Volume Comparison (cubic-feet)
2-year 10-year 25-year 100-year
Pre 27,801 56,358 79,815 133,691
A-1 Post 52,061 98,575 138,002 236,188
Delta 87.26% 74.91% 72.90% 76.67%
Combine Pre 189,728 394,391 565,509 964,212
A Post 238,067 450,291 631,609 1,070,360
Delta 25.48% 14.17% 11.69% 11.01%
Pre 128,585 236,024 320,749 510,008
B Post 95,680 165,659 225,100 368,306
Delta -25.59% -29.81% -29.82% -27.78%
Pre 333,047 655,344 916,796 1,512,084
C Post 96,742 298,806 474,108 891,940
Delta -70.95% -54.40% -48.29% -41.01%
Pre 4,155 13,977 23,729 49,331
D Post 633 28,251 53,268 115,049
Delta -84.77% 102.12% 124.48% 133.22%
3.0 STORMWATER QUALITY
3.1 Stormwater Quality Improvements
The stormwater management system has been designed in accordance with the
Massachusetts Department of Environmental Protection (MA DEP) Stormwater
Handbook, the Massachusetts Erosion and Sediment Control Guidelines for Urban and
Suburban Areas, the North Andover Stormwater Management and Erosion Control
Regulations, and to the greatest extent practicable the Massachusetts Small MS4 General
Permit.
The number of vehicle trips generated by the uses on Lot A and Lot B generate over
1,000 trips each, classifying the site a high pollutant generator. High pollutant generators
are required to provide a water quality volume equal to 1 inch of run off over all new
impervious surfaces within the high pollutant load area. This would pertain to the parking
areas and drive isles only. Additionally, as this project is considered a redevelopment the
requirement is to meet this criteria to the greatest extent possible.
While the Massachusetts Small MS4 watershed regulations have not been adopted by
the Town of North Andover at this time, it is our understanding that the town will be
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Langan Project No.: 140182701
implementing the regulations in the near future. To be in line with future development in
the Town of North Andover, the site was designed to the greatest extent practicable to
meet or exceed the MS4 stormwater management regulations. The main design criteria
of the MS4 regulations effecting our site is the Section 2.3.6 - a.ii. — 4 Redevelopment
Requirements. This standard requires that all development stormwater management
systems be designed to:
1. "Retain the volume of runoff equivalent to, or greater than, 0.80 inch multiplied by the
total post-construction impervious surface area on the site AND/OR"
2. "Remove 80% of the average annual post-construction load of Total Suspended
Solids (TSS) generated from the total post-construction impervious area on the site
AND 50% of the average annual load of Total Phosphorus (TP) generated from the
total postconstruction impervious surface area on the site. Pollutant removal shall be
calculated consistent with EPA Region 1's BMP Performance Extrapolation Tool or
other BMP performance evaluation tool provided by EPA Region 1 where available. If
EPA Region 1 tools do not address the planned or installed BMP performance any
federally or State approved BMP design guidance or performance standards(e.g. State
stormwater handbooks and design guidance manuals) may be used to calculate BMP
performance."
The proposed design meets and exceeds these requirements providing the below water
quality volumes and retention volume while incorporating stormwater features that
promote the removal of phosphorous and other pollutants. Phosphorous removal through
BMP selection is also a focus of this stormwater management design as the site
ultimately discharges to the Merrimack River.
The WQV has been calculated using 1 inch over all new impervious areas with the
exception of roofs. Roof areas will use a WQV 0.5 inches across the roof surface areas.
Groundwater recharge volumes have also been addressed for the site. As a
redevelopment with an AUL zone, this standard is to be met to the greatest extent
possible. Required volumes were calculated for each watershed based on the
stormwater manual guidelines. The calculation work sheets for water quality volume and
required recharge volumes can be found in Appendix C.
The site utilizes a number of stormwater features to provide stormwater quality and
attenuation. Below are the features used in the proposed design.
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StormvwsterMamaJonxynt Report August 2019
y000 Osgood St. Rewisety003120y9
North Andover, Massachusetts
Langan Project No.: 140182701
* : Catch basins on the site are to be
constructed with sumps (minimum 4 feet) to prevent discharge of sediments.
GRARHTE CURBI INLET FRAME AND GRATE 3 FORGE MIN
FINISHED GRADE LEBANON CATALOG NO S248
SECTI �5 MAX)BRICK MASONRY IN FUU MORTAR RED
PRWQF CATCH MASK HOLD LEBANON
CATALOG NO L-202 OR EQUAL TO
411-DA(TYPI MATCH DIMENSION OF OUTFLOW PIPE
��-XON-SHRINK MORTAR ALL AROUND
PRECAST REVFTOMRCED
TO CONFORM TO ASTM
Source:Massachusetts muo,mmmto,Handbook Volume o
* Provides T33 removal and Phosphorus removal. Not all rain gardens
on the development are large enough to meet the minimum design criteria for the
watershed area being directed toward them. These rain gardens were not taken
credit for in the stormwater calculations. Each rain garden has been equipped with
a riser and underdrain to ensure no flooding will occur. All rain gardens with in the
AUL zone will have on impermeable liner to prevent infiltration.
* Provides T33 removal for pretreatment and promotes
groundwater recharge.
* Provides T33 removal for pretreatment, promotes
groundwater recharge and dissipates inflow velocity and reduces erosion.
* ProvidesT33' Nitrogen' Phosphorous, and Metal
removal. Used in area where Infiltration basins are not viable option such as high
groundwater or with in the AUL zone with on impermeable liner.
* ProvidesT33' Nitrogen' Phosphorous' Metals, and Pathogen
removal while encouraging groundwater recharge and reduced risk of flooding.
* Provides T33' Nitrogen' Phosphorous' Metals, and Pathogen
removal.
* Provides T33 removal and oil water separation.
Poge33 of 18 � �� y���� �� y�X
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North Andover, Massachusetts
Langan Project No.: 140182701
The primary source of water quality varies for each watershed. A pretreatment rate of at
least 44% is achieved before reaching infiltration features with the exception of roof water
runoff. Roof water is considered to be clean as we are not located in a critical area and
can be discharged directly to the infiltration practice. All watersheds achieve a minimum
of 80% TSS removal with a focus on phosphorous removal before begin discharged of
site. TSS Removal Work Sheets for each watershed, including pretreatment, can be found
in Appendix D.
The site results in an overall reduction in impervious area.
3.2 Additional Stormwater Quality Features
In addition to the water quality improvements described above, the following water-
quality control measures will be provided:
• Operations & Maintenance Plan: Comprehensive Operations and Maintenance
programs have been developed for Lot A and Lot B. These programs include
regular pavement sweeping, catch basin cleaning, and enclosure and maintenance
of all dumpsters and loading areas.
• Vegetated Filter Strip: The vegetated filter strip is undersized for the runoff area
that it serves and has been excluded from the stormwater calculations. This has
been included in the design as an additional measure.
3.3 Retention and Infiltration Sizing
Infiltration opportunities on this site are limited by a number of factors. An AUL zone
exists around the main warehouse building that is to be demolished and infiltration within
this zone is prohibited. All rain gardens and retention features with in this area will have
an impermeable liner or water tight joints. Groundwater was also found to be shallow in
specific areas, limiting the ability to provide appropriate groundwater separation from the
bottom of the various infiltration features. To provide the required recharge volume for
the site as a whole, additional recharge volume was provided in the areas where
infiltration practices were suitable. Table 4 below summarizes the required recharge
volume for each watershed and the provided volume for each practice in a suitable
infiltration area. Drawdown times are calculated using the provided volume.
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North Andover, Massachusetts
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Table 4: Groundwater Recharge Volume and Drawdown Time
Rv PROVIDED K(IN/HR Bottom DRAW
POND WATERSHED (REQUIRED) RECHARGE Rawl's Rate) Area(S.F.) DOWN
(C.F.) (C.F) TIME(HR)
A-1.1 3,093 BYPASS 2.41 N/A N/A
A-1.2 2,875 4,1081 2.41 3,237 6.32
A-1.3 8,320 AUL 2.41 N/A N/A
A-1.4 1,982 AUL 2.41 N/A N/A
A-1.5 1,851 10,504 2.41 1,750 29.89
A-2 A-2.1 3,793 WET POND 2.41 N/A N/A
A-2.2 4,596 WETPOND 2.41 N/A N/A
B-1 22,281 GW 2.41 N/A N/A
C-1 11,652 8,652 2.41 4,770 9.03
C-2 28,205 59,466 2.41 13,932 21.25
ff
10,890 16,855 2.41 8,568 9.80
TAL= 99,538 99,585
Recharge volume
Rv = (F) x (impervious area)
_ (4.21 "/12") x (#AC) x (43,560 s.f.)
Rv = Required Recharge Volume, expressed in Ft3, cubic yards, or acre-feet
F (0.60") = Target Depth Factor associated with Hydrologic Soil Group A
Impervious Area (#AC) = pavement, concrete, rooftops, ect. in the watershed
Storage Volume
The systems have been designed using the STATIC method and retain the entire
recharge volume before infiltration is applied. The first available orifice to
discharge water from the basins is set above the provided volumes in Table 2.
Drawdown Time
Rv
Tim edr,wdown
(K)(Bottorn Area)
= # hr< 72hr
Rv (#c.f.)= Recharge Storage Volume
#s.f = Bottom Area
K (4.21 inch/hr)= Saturated Hydraulic Conductivity For "Static" and "Simple
Dynamic" Methods, use Rawls Rate (see Table 2.3.3)
Page 24 of 18 L r NGA N
Stormwater Management Report August 2019
1600 Osgood St. Revised: 1010312019
North Andover, Massachusetts
Langan Project No.: 140182701
All basins, ponds and swales on site have been sized to retain the 100 year design storm
without engaging emergency spillways. A minimum of 1 foot of freeboard during the 100
year storm event has been provided for all basins and ponds with the exception of
infiltration basin D-1. Due to the restricted flows under the existing conditions, and the
limited area for the pond placement, approximately 0.5 feet of freeboard has been
provided for infiltration basin D-1. The site has been graded to ensure that any potential
over topping would be directed away from all buildings. Infiltration basins have been
designed with either under drains or dry wells to ensure water will not remain in the basin
in case of clogging.
Sediment forebays have been sized to accommodate 0.1 inch of run off over the entire
watershed they are servicing. The forebays are established by rock check damns 1 to 3
feet tall allowing water to percolate through the stone more easily than an earthen berm.
The wet pond has been size to accept watershed A-2.1 and A-2.2 for a combined, required
water quality volume of 55,258 cubic feet. The wet portion of the pond exceeds the
minimum requirement of twice the water quality volume as seen Table 5 below. To
promote beneficial vegetation growth and a high level of water quality, the wet potion of
the pond is 4 feet deep including a 10 foot wide 1 foot deep aquatic shelf. The wet pond
will include an impermeable barrier up to elevation 37. Refer to the design drawings for
details.
Table 5: Wet Pond Storage
A-2 WET POND STORG E
ELV.(FT) AREA(SF)
33 15,850
34 18,571
35 21,349
36 24,184
37 37,120
TOAL
W ET STORAG E 117,074 CF
38 88,536
39 95,952
40 109,733
41 115,594
TOTAL
DRYSTORAGE 409,815JCF
Page 25 of 18 L r NGA N
Stormwater Management Report August 2019
1600 Osgood St. Revised: 1010312019
North Andover, Massachusetts
Langan Project No.: 140182701
Underground retention system A-1.3 is located within the AUL zone where infiltration is
not permitted. With space limitation and shallow groundwater in this area, above
ground treatment was determined not to be feasible. A proprietary water quality unit
has been proposed in order to provide the required treatment while allowing for
appropriate bypass flow rates before discharging to two 5 foot diameter 500 linear foot
sections of RCP designed to provide retention before discharging at a controlled rate.
The pipes are used for flow attenuation only.
The proposed proprietary water quality unit up stream of extended detention pond B-1
is used as a spill protection feature as well as water quality for the truck court and will
separate floatables as well as suspended solids from the runoff.
4.0 STORM DRAINAGE COLLECTION SYSTEM DESIGN (SEE APPENDIX F FOR
CALCULATIONS)
4.1 Design Criteria
The proposed subsurface storm drainage collection system is designed to convey the
25 -year design storm event to the discharge locations while maintaining an HGL below
the proposed grade. This is in accordance with the Town of North Andover Stormwater
Management and Erosion Control Regulations.
4.2 Design Methodology
The storm drainage system was analyzed using the Rational Method for estimating runoff
for a 25-year design storm event. The site was divided into subareas, each contributing
runoff to an individual catch basin, inlet or roof drain. A value for area, time of
concentration, and runoff coefficient was calculated for each contributing subarea.
Values of time of concentration were chosen based on land cover and flow path slope
from the hydraulically most distant point in the subarea to the appropriate inlet. The
average runoff coefficient, which is the ratio of peak runoff rate to the average rainfall rate
for the period known as the time of concentration, was chosen using the following values:
Page 26 of 18 L r NGA N
Stormwater Management Report August 2019
1600 Osgood St. Revised: 1010312019
North Andover, Massachusetts
Langan Project No.: 140182701
CONDITION C
Grass/Landscaping 0.30
Paved/Impervious 0.90
Rainfall intensities were taken from the intensity-duration-frequency curve for
Massachusetts as presented in National Weather Service (NOAA) Precipitation Frequency
Data Server (PFDS). Storm drainage pipes were then sized based on calculated flows
using Manning's Equation and were verified by solving for the hydraulic grade line.
Starting hydraulic grade lines for the pipe networks were set to the calculated maximum
water elevations in the respective ponds for the 25-year-design storm event creating a
conservative tail water condition.
4.3 Storm Drainage Collection Summary
The runoff from the development will be collected using a conventional roof drains, off
line catch basin, and manhole system. In cases of large storm events where overtopping
occurs along the collection system, all flooding is directed away from buildings, to the
western extents of the site. The southern portion of the site conveys all flood water to
the wet pond before engaging the emergency spillway directing flow to the existing
concrete lined channel discussed above. The northern portion of the site to the south of
the Lot B entrance drive is directed down the entrance drive and into the lower wetlands
along the western property line.
5.0 CONCLUSION
The proposed stormwater management system has been designed in accordance with
the Town of North Andover requirements, the Massachusetts Stormwater Management
Handbook, and the Massachusetts Erosion and Sediment Control Guidelines for Urban
and Suburban Areas. The system incorporates stormwater quality measures and
maintains or decreases the existing rate of runoff for all storm events analyzed.
It is the opinion of this office and the findings of this report that the proposed stormwater
system, as designed, will effectively manage quality and quantity of stormwater runoff
for the proposed redevelopment.
Page 27 of 18 L r NGA N
Stormwater Management Report August 2019
1600 Osgood St. Revised: 1010312019
North Andover, Massachusetts
Langan Project No.: 140182701
6.0 REFERENCES
1. Town of North Andover Zoning Bylaw (Chapter 195)
2. Stormwater Management Handbook, Massachusetts Department of Environmental
Protection, 2008.
3. Hydrology Handbook For Conservation Commissioners, Massachusetts Department of
Environmental Protection, 2002.
4. Massachusetts Erosion and Sediment Control Guidelines for Urban and Suburban
Areas, Department of Environmental Protection, Bureau of Resource Protection, May
2003
5. Rainfall Frequency Values for Massachusetts with 24-Hour Storm Duration, United
States Department of Commerce and Weather Bureau, T.P. 40, May 1961.
6. Precipitation Frequency Data Server (PFDS) National Weather Service (NOAA), April 21,
2017
7. USGS Web Soil Survey, United States National Resources Conservation Service, 2016
8. Urban Hydrology for Small Watersheds, Technical Release 55, United States
Department of Agriculture, Soil Conservation Service, June 1986.
9. Massachusetts Small MS4 General Permit 2016 Final Permit— Effective July 1, 2018
10. Town of North Andover Stormwater Management Plan," dated February, 2019,
prepared by Tighe & Bond, Inc.
\Vangan.com\data\NH\data7\140182701\Project Data\_Discipline\Site Civil\Reports\Stormwater\2019-07-25 Town Submission\North Andover 1600 Osgood
St Stormwater Managment Report 2019-07-25.docx
Page 28 of 18 L r NGA N
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APPENDIX A
Existing Stormwater Discharge Calculations
L A NEE lV
Proj ect 1600 Osgood By RJS Date 11/6/2018
Location North Andover, MA Checked NLK Date
Circle one: Present eveloped Proposed WatershedA-1
1. Runoff Curve Number (CM
Soil Name Cover description Area Product
and (cover type, treatment, and CN of
hydrologic hydrologic condition; N CN x area
Nacres
group percent impervious; miz
0 0
m s
unconnected/connected impervious ,,
(Appendix A) area ratio)
A Impervious 98 4.02 394.38
A Open Space, Good Cond. 39 2.30 89.60
1 Use only one CN source per line
Totals = 6.32 483.98
CN (weighted) = total product 483.98 — 76.56 Use CN = 77
total area 6.32
2. Runoff
Storm 1 Storm 2 1 Storm 3
Frequency yr
Rainfall, P (24-hour) in
S
Runoff, Q in
(Use P and CN with Table 2-1, Fig. 2-1,
CN Calcs
Proj ect 1600 Osgood By RJS Date 11/6/2018
Location North Andover, MA Checked NLK Date
Circle one: Present eveloped Proposed WatershedA-2
1. Runoff Curve Number (CM
Soil Name Cover description Area Product
and (cover type, treatment, and CN of
hydrologic hydrologic condition; N CN x area
Nacres
group percent impervious; miz
0 0
m s
unconnected/connected impervious ,,
(Appendix A) area ratio)
A Impervious 98 16.35 1602.04
A Open Space, Good Cond. 39 5.27 205.67
A Woods, Good Cond. 30 1.73 51.82
C Open Space, Good Cond. 74 1.80 133.52
C Woods, Good Cond. 70 8.03 561.87
1 Use only one CN source per line
Totals = 33.18 2554.92
CN (weighted) = total product 2554.92 - 77,00 Use CN = 77
total area 33.18
2. Runoff
Storm 1 Storm 2 Storm 3
Frequency yr
Rainfall, P (24-hour) in
S
Runoff, Q in
(Use P and CN with Table 2-1, Fig. 2-1,
CN Calcs
Proj ect 1600 Osgood By RJS Date 11/6/2018
Location North Andover, MA Checked NLK Date
Circle one: Present eveloped Proposed WatershedA-3
1. Runoff Curve Number (CM
Soil Name Cover description Area Product
and (cover type, treatment, and CN of
hydrologic hydrologic condition; N CN x area
Nacres
group percent impervious; miz
0 0
m s
unconnected/connected impervious ,,
(Appendix A) area ratio)
A Impervious 98 0.48 46.55
A Open Space, Good Cond. 39 2.25 87.91
A Woods, Good Cond. 30 0.43 12.83
1 Use only one CN source per line
Totals = 3.16 147.30
CN (weighted) = total product 147.30 — 46.66 Use CN = 47
total area 3.16
2. Runoff
Storm 1 Storm 2 Storm 3
Frequency yr
Rainfall, P (24-hour) in
S
Runoff, Q in
(Use P and CN with Table 2-1, Fig. 2-1,
CN Calcs
Proj ect 1600 Osgood By RJS Date 11/6/2018
Location North Andover, MA Checked NLK Date
Circle one: Present eveloped Proposed WatershedA-4
1. Runoff Curve Number (CM
Soil Name Cover description Area Product
and (cover type, treatment, and CN of
hydrologic hydrologic condition; N CN x area
Nacres
group percent impervious; miz
0 0
m s
unconnected/connected impervious ,,
(Appendix A) area ratio)
A Impervious 98 2.65 260.16
A Open Space, Good Cond. 39 2.00 78.19
A Woods, Good Cond. 30 0.88 26.30
C Open Space, Good Cond. 74 0.01 0.52
C Woods, Good Cond. 70 0.42 29.27
1 Use only one CN source per line
Totals = 5.96 394.44
CN (weighted) = total product 394.44 — 66.17 Use CN = 66
total area 5.96
2. Runoff
Storm 1 Storm 2 1 Storm 3
Frequency yr
Rainfall, P (24-hour) in
S
Runoff, Q in
(Use P and CN with Table 2-1, Fig. 2-1,
CN Calcs
Proj ect 1600 Osgood By RJS Date 7/9/2019
Location North Andover, MA Checked NLK Date
Circle one: Present eveloped Proposed Watershed B
1. Runoff Curve Number (CM
Soil Name Cover description Area Product
and (cover type, treatment, and CN of
hydrologic hydrologic condition; N CN x area
Nacres
group percent impervious; miz
0 0
m s
unconnected/connected impervious ,,
(Appendix A) area ratio)
A Impervious 98 16.63 1629.56
A Open Space, Good Cond. 39 5.02 195.85
A Streets, Gravel 76 0.21 16.11
B Woods, Good Cond. 55 0.57 31.48
1 Use only one CN source per line
Totals = 22.43 1873.00
CN (weighted) = total product 1873.00 - 83.49 Use CN = 83
total area 22.43
2. Runoff
Storm 1 Storm 2 1 Storm 3
Frequency yr
Rainfall, P (24-hour) in
S
Runoff, Q in
(Use P and CN with Table 2-1, Fig. 2-1,
CN Calcs
Proj ect 1600 Osgood By RJS Date 11/6/2018
Location North Andover, MA Checked NLK Date
Circle one: Present eveloped Proposed Watershed C
1. Runoff Curve Number (CM
Soil Name Cover description Area Product
and (cover type, treatment, and CN of
hydrologic hydrologic condition; N CN x area
Nacres
group percent impervious; miz
0 0
m s
unconnected/connected impervious ,,
(Appendix A) area ratio)
A Impervious 98 40.17 3936.91
A Open Space, Good Cond. 39 13.59 530.02
A Streets, Gravel 76 0.26 20.02
A Woods-Grass Comb., Good Cond. 32 1.72 54.96
B Open Space, Good Cond. 61 3.72 226.79
C Woods-Grass Comb., Good Cond. 72 8.33 599.87
1 Use only one CN source per line
Totals = 67.79 5368.58
total product 5368.58
CN (weighted) _ _ = 79.19 Use CN = 79
total area 67.79
2. Runoff
Storm 1 Storm 2 1 Storm 3
Frequency yr
Rainfall, P (24-hour) in
S
Runoff, Q in
(Use P and CN with Table 2-1, Fig. 2-1,
CN Calcs
Proj ect 1600 Osgood By RJS Date 11/6/2018
Location North Andover, MA Checked NLK Date
Circle one: Present eveloped Proposed Watershed D
1. Runoff Curve Number (CM
Soil Name Cover description Area Product
and (cover type, treatment, and CN of
hydrologic hydrologic condition; N CN x area
Nacres
group percent impervious; miz
0 0
m s
unconnected/connected impervious ,,
(Appendix A) area ratio)
A Impervious 98 1.22 119.89
A Open Space, Good Cond. 39 2.94 114.51
1 Use only one CN source per line
Totals = 4.16 234.40
CN (weighted) = total product 234.40 = 56.35 Use CN = 56
total area 4.16
2. Runoff
Storm 1 Storm 2 1 Storm 3
Frequency yr
Rainfall, P (24-hour) in
S
Runoff, Q in
(Use P and CN with Table 2-1, Fig. 2-1,
CN Calcs
Project North Andover, MA By RJS Date 11/26/2018
Location North Andover,MA Checked Date
Circle One: Present eveloped
Circle one: 67� It through subarea Existing Drainage AreaA-1
NOTES: Space for as many as two segments per flow type can be used for each
worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow (Applicable to Tc Only) Segment ID A
Dense
1. Surface description (table 3-1) Grasses
2. Manning's roughness coeff., n (table 3-1) 0.24
3. Flow Length, L (total L < 300 ft) ft 50
4. Two-yr 24-hr rainfall, Pz in 3.2
5. Land slope, s ft/ft 0.050
6. It = 0.007 (nL)°'8 Compute It hr 0.095
P z0.sso.4
Shallow concentrated flow Segment ID B
7. Surface description (paved or unpaved) Unpaved
8. Flow length, L ft 293
9. Watercourse slope, s ft/ft 0.022
10. Average velocity, A (figure 3-1) ft/s 2.4
11. It = L Compute It hr 0.034 + 0.034
3600 A
Channel flow Segment ID C
12. Cross sectional flow area, a ftz
13. Wetted perimeter, pw ft
_ a
14. Hydraulic radius, r r pw Compute r ft
15. Channel slope, s ft/ft 0.013
16. Manning's roughness coeff., n
V =
1.49 r2/3 S1/2
17. n Compute A ft/s 5.00
18. Flow length, L ft 252
_ L _
19. It 3600 A Compute It hr 0.014 + 0.014
20. Watershed or subarea Tc or It (add It in steps 6, 11, 19) 0.143 hr
Use Tc= 9 min
Project North Andover, MA By RJS Date 11/26/2018
Location North Andover,MA Checked Date
Circle One: Present eveloped
Circle one: 67� It through subarea Existing Drainage AreaA-2
NOTES: Space for as many as two segments per flow type can be used for each
worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow (Applicable to Tc Only) Segment ID A
Desnse
1. Surface description (table 3-1) Underbrush
2. Manning's roughness coeff., n (table 3-1) 0.80
3. Flow Length, L (total L < 300 ft) ft 50
4. Two-yr 24-hr rainfall, Pz in 3.2
5. Land slope, s ft/ft 0.040
6. It = 0.007 (nL)°'8 Compute It hr 0.271
P z0.sso.4
Shallow concentrated flow Segment ID B
7. Surface description (paved or unpaved) Unpaved
8. Flow length, L ft 1229
9. Watercourse slope, s ft/ft 0.066
10. Average velocity, A (figure 3-1) ft/s 4.1
11. It = L Compute It hr 0.082 + 0.082
3600 A
Channel flow Segment ID C
12. Cross sectional flow area, a ftz
13. Wetted perimeter, pw ft
_ a
14. Hydraulic radius, r r pw Compute r ft
15. Channel slope, s ft/ft 0.217
16. Manning's roughness coeff., n
V =
1.49 r2/3 S1/2
17. n Compute A ft/s 5.00
18. Flow length, L ft 23
_ L _
19. It 3600 A Compute It hr 0.001 + 0.001
20. Watershed or subarea Tc or It (add It in steps 6, 11, 19) 0.355 hr
Use Tc= 21 min
Project North Andover, MA By RJS Date 11/26/2018
Location North Andover,MA Checked Date
Circle One: Present eveloped
Circle one: 67� It through subarea Existing Drainage AreaA-3
NOTES: Space for as many as two segments per flow type can be used for each
worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow (Applicable to Tc Only) Segment ID A
Dense
1. Surface description (table 3-1) Grasses
2. Manning's roughness coeff., n (table 3-1) 0.24
3. Flow Length, L (total L < 300 ft) ft 50
4. Two-yr 24-hr rainfall, Pz in 3.2
5. Land slope, s ft/ft 0.080
6. It = 0.007 (nL)°'8 Compute It hr 0.078
P z0.sso.4
Shallow concentrated flow Segment ID B C
7. Surface description (paved or unpaved) Unpaved Paved
8. Flow length, L ft 142 236
9. Watercourse slope, s ft/ft 0.042 0.017
10. Average velocity, A (figure 3-1) ft/s 3.3 2.7
11. It = L Compute It hr 0.012 + 0.025 0.037
3600 A
Channel flow Segment ID
12. Cross sectional flow area, a ftz
13. Wetted perimeter, pw ft
_ a
14. Hydraulic radius, r r pw Compute r ft
15. Channel slope, s ft/ft
16. Manning's roughness coeff., n
V =
1.49 r2/3 S1/2
17. n Compute A ft/s
18. Flow length, L ft
_ L _
19. It 3600 A Compute It hr + 0.000
20. Watershed or subarea Tc or It (add It in steps 6, 11, 19) 0.115 hr
Use Tc= 7 min
Project North Andover, MA By RJS Date 11/26/2018
Location North Andover,MA Checked Date
Circle One: Present eveloped
Circle one: 67� It through subarea Existing Drainage AreaA-4
NOTES: Space for as many as two segments per flow type can be used for each
worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow (Applicable to Tc Only) Segment ID A
Desnse
1. Surface description (table 3-1) Underbrush
2. Manning's roughness coeff., n (table 3-1) 0.80
3. Flow Length, L (total L < 300 ft) ft 50
4. Two-yr 24-hr rainfall, Pz in 3.2
5. Land slope, s ft/ft 0.050
6. It = 0.007 (nL)°'8 Compute It hr 0.248
P z0.sso.4
Shallow concentrated flow Segment ID B
7. Surface description (paved or unpaved) Unpaved
8. Flow length, L ft 491
9. Watercourse slope, s ft/ft 0.041
10. Average velocity, A (figure 3-1) ft/s 3.3
11. It = L Compute It hr 0.042 + 0.042
3600 A
Channel flow Segment ID
12. Cross sectional flow area, a ftz
13. Wetted perimeter, pw ft
_ a
14. Hydraulic radius, r r pw Compute r ft
15. Channel slope, s ft/ft
16. Manning's roughness coeff., n
V =
1.49 r2/3 S1/2
17. n Compute A ft/s
18. Flow length, L ft
_ L _
19. It 3600 A Compute It hr + 0.000
20. Watershed or subarea Tc or It (add It in steps 6, 11, 19) 0.290 hr
Use Tc= 17 min
Project North Andover, MA By RJS Date 11/26/2018
Location North Andover,MA Checked Date
Circle One: Present eveloped
Circle one: 67� It through subarea Existing Drainage Area B
NOTES: Space for as many as two segments per flow type can be used for each
worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow (Applicable to Tc Only) Segment ID A
Dense
1. Surface description (table 3-1) Grasses
2. Manning's roughness coeff., n (table 3-1) 0.24
3. Flow Length, L (total L < 300 ft) ft 50
4. Two-yr 24-hr rainfall, Pz in 3.2
5. Land slope, s ft/ft 0.070
6. It = 0.007 (nL)°'8 Compute It hr 0.083
P z0.sso.4
Shallow concentrated flow Segment ID B C
7. Surface description (paved or unpaved) Unpaved Paved
8. Flow length, L ft 138 568
9. Watercourse slope, s ft/ft 0.051 0.004
10. Average velocity, A (figure 3-1) ft/s 3.6 1.3
11. It = L Compute It hr 0.011 + 0.123 0.133
3600 A
Channel flow Segment ID
12. Cross sectional flow area, a ftz
13. Wetted perimeter, pw ft
_ a
14. Hydraulic radius, r r pw Compute r ft
15. Channel slope, s ft/ft
16. Manning's roughness coeff., n
V =
1.49 r2/3 S1/2
17. n Compute A ft/s
18. Flow length, L ft
_ L _
19. It 3600 A Compute It hr + 0.000
20. Watershed or subarea Tc or It (add It in steps 6, 11, 19) 0.216 hr
Use Tc= 13 min
Project North Andover, MA By RJS Date 11/26/2018
Location North Andover,MA Checked Date
Circle One: Present eveloped
Circle one: 67� It through subarea Existing Drainage Area C
NOTES: Space for as many as two segments per flow type can be used for each
worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow (Applicable to Tc Only) Segment ID A
Dense
1. Surface description (table 3-1) Grasses
2. Manning's roughness coeff., n (table 3-1) 0.24
3. Flow Length, L (total L < 300 ft) ft 50
4. Two-yr 24-hr rainfall, Pz in 3.2
5. Land slope, s ft/ft 0.015
6. It = 0.007 (nL)°'8 Compute It hr 0.153
P z0.sso.4
Shallow concentrated flow Segment ID B
7. Surface description (paved or unpaved) Unpaved
8. Flow length, L ft 579
9. Watercourse slope, s ft/ft 0.008
10. Average velocity, A (figure 3-1) ft/s 1.4
11. It = L Compute It hr 0.111 + 0.111
3600 A
Channel flow Segment ID
12. Cross sectional flow area, a ftz
13. Wetted perimeter, pw ft
_ a
14. Hydraulic radius, r r pw Compute r ft
15. Channel slope, s ft/ft
16. Manning's roughness coeff., n
V =
1.49 r2/3 S1/2
17. n Compute A ft/s
18. Flow length, L ft
_ L _
19. It 3600 A Compute It hr + 0.000
20. Watershed or subarea Tc or It (add It in steps 6, 11, 19) 0.265 hr
Use Tc= 16 min
Project North Andover, MA By RJS Date 11/26/2018
Location North Andover,MA Checked Date
Circle One: Present eveloped
Circle one: 67� It through subarea Existing Drainage Area D
NOTES: Space for as many as two segments per flow type can be used for each
worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow (Applicable to Tc Only) Segment ID A
Dense
1. Surface description (table 3-1) Grasses
2. Manning's roughness coeff., n (table 3-1) 0.24
3. Flow Length, L (total L < 300 ft) ft 50
4. Two-yr 24-hr rainfall, Pz in 3.2
5. Land slope, s ft/ft 0.010
6. It = 0.007 (nL)°'8 Compute It hr 0.180
P z0.sso.4
Shallow concentrated flow Segment ID B
7. Surface description (paved or unpaved) Unpaved
8. Flow length, L ft 219
9. Watercourse slope, s ft/ft 0.011
10. Average velocity, A (figure 3-1) ft/s 1.7
11. It = L Compute It hr 0.036 + 0.036
3600 A
Channel flow Segment ID C
12. Cross sectional flow area, a ftz
13. Wetted perimeter, pw ft
_ a
14. Hydraulic radius, r r pw Compute r ft
15. Channel slope, s ft/ft 0.002
16. Manning's roughness coeff., n
V =
1.49 r2/3 S1/2
17. n Compute A ft/s 5.00
18. Flow length, L ft 99
_ L _
19. It 3600 A Compute It hr 0.005 + 0.005
20. Watershed or subarea Tc or It (add It in steps 6, 11, 19) 0.222 hr
Use Tc= 13 min
1
Watershed Model Schematic Hydraflow Hydrographs Extension forAutodesk®Civil 3D®2019 by Autodesk, Inc.v2020
4 5 6 7
CD CD CD CD CD CD
Leaend
Hvd• Origin Description
1 SCS Runoff 'EX-A-1'
2 SCS Runoff EX-A-2 ` 9
3 SCS Runoff EX-A-3
4 SCS Runoff EX-A-4
5 SCS Runoff 'EX-B'
6 SCS Runoff 'EX-C'
7 SCS Runoff 'EX-D'
8 Combine 'EX Discharge A'
9 Combine Total Off-site
Project: 1600 Osgood North Andover Existing.gpw Thursday, 07/ 18/2019
2
Hydrograph Return Period Regd ��
Hydra w Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020
Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph
No. type hyd(s) Description
(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
1 SCS Runoff ------ ------- 7.901 ------- ------- 16.45 23.30 ------- 38.57 'EX-A-1'
2 SCS Runoff ------ ------- 31.26 ------- ------- 65.19 92.52 ------- 153.63 EX-A-2
3 SCS Runoff ------ ------- 0.030 ------- ------- 0.702 2.264 ------- 7.189 EX-A-3
4 SCS Runoff ------ ------- 2.646 ------- ------- 7.625 12.06 ------- 22.67 EX-A-4
5 SCS Runoff ------ ------- 34.19 ------- ------- 62.46 84.07 ------- 130.90 'EX-B'
6 SCS Runoff ------ ------- 79.25 ------- ------- 158.50 221.54 ------- 360.94 'EX-C'
7 SCS Runoff ------ ------- 0.501 ------- ------- 2.985 5.693 ------- 12.77 'EX-D'
8 Combine 1,2,3, ------- 39.09 ------- ------- 84.49 122.06 ------- 207.51 'EX Discharge A'
4,
9 Combine 5,6,7, ------- 150.36 ------- ------- 304.81 428.82 ------- 705.58 Total Off-site
8
Proj. file: 1600 Osgood North Andover Existing.gpw Thursday, 07/ 18/2019
3
Hydrograph Summary Repo rtHydraflowHydrographs Extension for Autodesk®Civil 3D®2019byAutodesk, Inc.v202O
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 7.901 1 727 27,801 ------ ------ ------ 'EX-A-1'
2 SCS Runoff 31.26 1 736 147,357 ------ ------ ------ EX-A-2
3 SCS Runoff 0.030 1 887 817 ------ ------ ------ EX-A-3
4 SCS Runoff 2.646 1 736 13,753 ------ ------ ------ EX-A-4
5 SCS Runoff 34.19 1 729 128,585 ------ ------ ------ 'EX-B'
6 SCS Runoff 79.25 1 732 333,047 ------ ------ ------ 'EX-C'
7 SCS Runoff 0.501 1 741 4,155 ------ ------ ------ 'EX-D'
8 Combine 39.09 1 734 189,728 1,2,3, ------ ------ 'EX Discharge A'
4,
9 Combine 150.36 1 732 655,514 5,6,7, ------ ------ Total Off-site
8
1600 Osgood North Andover Existing.gpw Return Period: 2 Year Thursday, 07/ 18/2019
4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,07/18/2019
Hyd. No. 1
*EX-A-1*
Hydrograph type = SCS Runoff Peak discharge = 7.901 cfs
Storm frequency = 2 yrs Time to peak = 727 min
Time interval = 1 min Hyd. volume = 27,801 cuft
Drainage area = 6.320 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 9.00 min
Total precip. = 3.20 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
*EX-A-1
Q (cfs) Hyd. No. 1 --2 Year Q (cfs)
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 , 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,07/18/2019
Hyd. No. 2
EX-A-2
Hydrograph type = SCS Runoff Peak discharge = 31.26 cfs
Storm frequency = 2 yrs Time to peak = 736 min
Time interval = 1 min Hyd. volume = 147,357 cuft
Drainage area = 33.180 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 21.00 min
Total precip. = 3.20 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
EX-A-2
Q (cfs) Hyd. No. 2 --2 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 " 5.00
. ......
...,,Il,�.uwwmuw�mwww um �m wwmooi' ➢mi�nu�.,. .,.
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,07/18/2019
Hyd. No. 3
EX-A-3
Hydrograph type = SCS Runoff Peak discharge = 0.030 cfs
Storm frequency = 2 yrs Time to peak = 887 min
Time interval = 1 min Hyd. volume = 817 cuft
Drainage area = 3.160 ac Curve number = 47
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 7.00 min
Total precip. = 3.20 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
EX-A-3
Q (cfs) Hyd. No. 3 --2 Year Q (cfs)
0.10 0.10
......... ........ ........ ........ ........ ........ ........ ........ ........ ........ ........ ........ .........
0.09 0.09
.......... ........ ........ ........ ........ ........ ........ ........ ........ ........ ........ .....
0.08 0.08
.......... ........ ........ ........ ........ ........ ........ ........ ........ ........ ........ ........ .........
0.07 0.07
......... ........ ........ ........ ........ ........ ........ ........ ........ ........ ........ ........ .........
0.06 0.06
.......... ........ ........ ........ ........ ........ ........ ........ ........ ........ ........ ........ .........
0.05 0.05
.......... ........ ........ ........ ........ ........ ........ ........ ........ ........ ........ .....
0.04 0.04
......... ........ ........ ........ ........ ........ ............
........ ........ ........ ........ .........
0.03 0.03
0.02 ^ 0.02
0.01 0.01
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)
7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,07/18/2019
Hyd. No. 4
EX-A-4
Hydrograph type = SCS Runoff Peak discharge = 2.646 cfs
Storm frequency = 2 yrs Time to peak = 736 min
Time interval = 1 min Hyd. volume = 13,753 cuft
Drainage area = 5.960 ac Curve number = 66
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 17.00 min
Total precip. = 3.20 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
EX-A-4
Q (cfs) Hyd. No. 4 --2 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
�,
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)
8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,07/18/2019
Hyd. No. 5
*EX-B*
Hydrograph type = SCS Runoff Peak discharge = 34.19 cfs
Storm frequency = 2 yrs Time to peak = 729 min
Time interval = 1 min Hyd. volume = 128,585 cuft
Drainage area = 21.390 ac Curve number = 84
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.00 min
Total precip. = 3.20 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
*EX-B*
Q (cfs) Hyd. No. 5 --2 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
........ ........ ....
.......... m ..... .. WW „
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)
9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,07/18/2019
Hyd. No. 6
*EX-C*
Hydrograph type = SCS Runoff Peak discharge = 79.25 cfs
Storm frequency = 2 yrs Time to peak = 732 min
Time interval = 1 min Hyd. volume = 333,047 cuft
Drainage area = 67.790 ac Curve number = 79
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 16.00 min
Total precip. = 3.20 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
*EX-C*
Q (cfs) Hyd. No. 6 --2 Year Q (cfs)
80.00 80.00
70.00 70.00
........ ........ ........ ........ ........ ........ ..... ........ ........ ........ ........ ........
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
.... ...................... ........ .........
0.00 m W 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)
10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,07/18/2019
Hyd. No. 7
*EX-D*
Hydrograph type = SCS Runoff Peak discharge = 0.501 cfs
Storm frequency = 2 yrs Time to peak = 741 min
Time interval = 1 min Hyd. volume = 4,155 cuft
Drainage area = 4.160 ac Curve number = 56
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.00 min
Total precip. = 3.20 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
*EX-D*
Q (cfs) Hyd. No. 7 --2 Year Q (cfs)
1.00 1.00
......... ........ ........ ........ ........ ........ ........ ........ ........ ........ ........ ........ .........
0.90 0.90
.......... ........ ........ ........ ........ ........ ........ ........ ........ ........ ........ .....
0.80 0.80
.......... ........ ........ ........ ........ ........ ........ ........ ........ ........ ........ ........ .........
0.70 0.70
......... ........ ........ ........ ........ ........ ........ ........ ........ ........ ........ ........ .........
0.60 0.60
.......... ........ ........ ........ ........ ........ ........ ........ ........ ........ ........ ........ .........
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
...." ...
0.00 , ... 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)
11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,07/18/2019
Hyd. No. 8
*EX Discharge A*
Hydrograph type = Combine Peak discharge = 39.09 cfs
Storm frequency = 2 yrs Time to peak = 734 min
Time interval = 1 min Hyd. volume = 189,728 cuft
Inflow hyds. = 1, 2, 3, 4 Contrib. drain. area = 48.620 ac
*EX Discharge A*
Q (cfs) Hyd. No. 8 --2 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 , muumi 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Hyd No. 1 Hyd No. 2 Hyd No. 3 Time (min)
Hyd No. 4
12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,07/18/2019
Hyd. No. 9
Total Off-site
Hydrograph type = Combine Peak discharge = 150.36 cfs
Storm frequency = 2 yrs Time to peak = 732 min
Time interval = 1 min Hyd. volume = 655,514 cuft
Inflow hyds. = 5, 6, 7, 8 Contrib. drain. area = 93.340 ac
Total Off-site
Q (cfs) Hyd. No. 9 --2 Year Q (cfs)
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
�W www .. .........
0.00 , mMVmu mi 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Hyd No. 5 Hyd No. 6 Hyd No. 7 Time (min)
Hyd No. 8
13
Hydrograph Summary Repo rtHydraflowHydrographs Extension for Autodesk®Civil 3D®2019byAutodesk, Inc.v202O
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 16.45 1 727 56,358 ------ ------ ------ 'EX-A-1'
2 SCS Runoff 65.19 1 735 298,724 ------ ------ ------ EX-A-2
3 SCS Runoff 0.702 1 732 5,239 ------ ------ ------ EX-A-3
4 SCS Runoff 7.625 1 734 34,071 ------ ------ ------ EX-A-4
5 SCS Runoff 62.46 1 729 236,024 ------ ------ ------ 'EX-B'
6 SCS Runoff 158.50 1 731 655,344 ------ ------ ------ 'EX-C'
7 SCS Runoff 2.985 1 731 13,977 ------ ------ ------ 'EX-D'
8 Combine 84.49 1 733 394,391 1,2,3, ------ ------ 'EX Discharge A'
4,
9 Combine 304.81 1 731 1,299,734 5,6,7, ------ ------ Total Off-site
8
1600 Osgood North Andover Existing.gpw Return Period: 10 Year Thursday, 07/ 18/2019
14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,07/18/2019
Hyd. No. 1
*EX-A-1*
Hydrograph type = SCS Runoff Peak discharge = 16.45 cfs
Storm frequency = 10 yrs Time to peak = 727 min
Time interval = 1 min Hyd. volume = 56,358 cuft
Drainage area = 6.320 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 9.00 min
Total precip. = 4.80 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
*EX-A-1
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
IIII�
�������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������������o���m�io u
mmum�m� ��u��,���� p�mwwu�uuummuiowmmmuuomuuwmn i
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,07/18/2019
Hyd. No. 2
EX-A-2
Hydrograph type = SCS Runoff Peak discharge = 65.19 cfs
Storm frequency = 10 yrs Time to peak = 735 min
Time interval = 1 min Hyd. volume = 298,724 cuft
Drainage area = 33.180 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 21.00 min
Total precip. = 4.80 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
EX-A-2
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
.....
141
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,07/18/2019
Hyd. No. 3
EX-A-3
Hydrograph type = SCS Runoff Peak discharge = 0.702 cfs
Storm frequency = 10 yrs Time to peak = 732 min
Time interval = 1 min Hyd. volume = 5,239 cuft
Drainage area = 3.160 ac Curve number = 47
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 7.00 min
Total precip. = 4.80 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
EX-A-3
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
1.00 1.00
......... ........ ........ ........ ........ ........ ........ ........ ........ ........ ........ ........ .........
0.90 0.90
.......... ........ ........ ........ ........ ........ ........ ........ ........ ........ ........ .....
0.80 0.80
.......... ........ ........ ........ ........ ........ ........ ........ ........ ........ ........ ........ .........
0.70 0.70
0.60 0.60
0.50 0.50
......... ........ ........ ........ ........ ........ .... ........ ........ ........ ........ ........ .........
0.40 0.40
0.30 0.30
......... ........ ........ ........ ........ ........
0.20 0.20
.....ki..
0.10 � 0.10
'1 'k..
, ........
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)
17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,07/18/2019
Hyd. No. 4
EX-A-4
Hydrograph type = SCS Runoff Peak discharge = 7.625 cfs
Storm frequency = 10 yrs Time to peak = 734 min
Time interval = 1 min Hyd. volume = 34,071 cuft
Drainage area = 5.960 ac Curve number = 66
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 17.00 min
Total precip. = 4.80 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
EX-A-4
Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs)
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 , 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)
18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,07/18/2019
Hyd. No. 5
*EX-B*
Hydrograph type = SCS Runoff Peak discharge = 62.46 cfs
Storm frequency = 10 yrs Time to peak = 729 min
Time interval = 1 min Hyd. volume = 236,024 cuft
Drainage area = 21.390 ac Curve number = 84
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.00 min
Total precip. = 4.80 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
*EX-B*
Q (cfs) Hyd. No. 5 -- 10 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
........ ......... ......... ......... ......... w.. .........
......... ......... ......... ......... ....... iif im ,,,, ......... ,,,,,,,,,,,,ice ' ri, ... ........... .......... .........
0.00W °m 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)
19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,07/18/2019
Hyd. No. 6
*EX-C*
Hydrograph type = SCS Runoff Peak discharge = 158.50 cfs
Storm frequency = 10 yrs Time to peak = 731 min
Time interval = 1 min Hyd. volume = 655,344 cuft
Drainage area = 67.790 ac Curve number = 79
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 16.00 min
Total precip. = 4.80 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
*EX-C*
Q (cfs) Hyd. No. 6 -- 10 Year Q (cfs)
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
.... ........ .......
. ......
..... ......... ........ ......... ....
. .... .... U wW .. ........
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)
20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,07/18/2019
Hyd. No. 7
*EX-D*
Hydrograph type = SCS Runoff Peak discharge = 2.985 cfs
Storm frequency = 10 yrs Time to peak = 731 min
Time interval = 1 min Hyd. volume = 13,977 cuft
Drainage area = 4.160 ac Curve number = 56
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.00 min
Total precip. = 4.80 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
*EX-D*
Q (cfs) Hyd. No. 7 -- 10 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
11 .. ........ ........ ........ ........ .........
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)
21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,07/18/2019
Hyd. No. 8
*EX Discharge A*
Hydrograph type = Combine Peak discharge = 84.49 cfs
Storm frequency = 10 yrs Time to peak = 733 min
Time interval = 1 min Hyd. volume = 394,391 cuft
Inflow hyds. = 1, 2, 3, 4 Contrib. drain. area = 48.620 ac
*EX Discharge A*
Q (cfs) Hyd. No. 8 -- 10 Year Q (cfs)
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 L40.00
..........................
........ .........................
....... ... ........ ........ ........ ........ ........ .........
30.00 30.00
20.00 20.00
10.00 110.00
.... ..... .....
... ......a ......... ..........
0.00 mmmuimui 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Hyd No. 1 Hyd No. 2 Hyd No. 3 Time (min)
Hyd No. 4
22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,07/18/2019
Hyd. No. 9
Total Off-site
Hydrograph type = Combine Peak discharge = 304.81 cfs
Storm frequency = 10 yrs Time to peak = 731 min
Time interval = 1 min Hyd. volume = 1,299,734 cuft
Inflow hyds. = 5, 6, 7, 8 Contrib. drain. area = 93.340 ac
Total Off-site
Q (cfs) Hyd. No. 9 -- 10 Year Q (cfs)
320.00 320.00
280.00 280.00
240.00 240.00
200.00 200.00
160.00 160.00
120.00 120.00
80.00 80.00
40.00 40.00
........ ...." "m oNum � ' "!wimu'urv➢l immu.mwwumwmw.wmum mowum Iwum n wum l ofiuid""gym"""";n"" ,,,,,,,,
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Hyd No. 5 Hyd No. 6 Hyd No. 7 Time (min)
Hyd No. 8
23
Hydrograph Summary Repo rtHydraflowHydrographs Extension for Autodesk®Civil 3D®2019byAutodesk, Inc.v202O
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 23.30 1 727 79,815 ------ ------ ------ 'EX-A-1'
2 SCS Runoff 92.52 1 735 423,060 ------ ------ ------ EX-A-2
3 SCS Runoff 2.264 1 728 10,440 ------ ------ ------ EX-A-3
4 SCS Runoff 12.06 1 733 52,194 ------ ------ ------ EX-A-4
5 SCS Runoff 84.07 1 729 320,749 ------ ------ ------ 'EX-B'
6 SCS Runoff 221.54 1 731 916,796 ------ ------ ------ 'EX-C'
7 SCS Runoff 5.693 1 730 23,729 ------ ------ ------ 'EX-D'
8 Combine 122.06 1 733 565,509 1,2,3, ------ ------ 'EX Discharge A'
4,
9 Combine 428.82 1 731 1,826,784 5,6,7, ------ ------ Total Off-site
8
1600 Osgood North Andover Existing.gpw Return Period: 25 Year Thursday, 07/ 18/2019
24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,07/18/2019
Hyd. No. 1
*EX-A-1*
Hydrograph type = SCS Runoff Peak discharge = 23.30 cfs
Storm frequency = 25 yrs Time to peak = 727 min
Time interval = 1 min Hyd. volume = 79,815 cuft
Drainage area = 6.320 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 9.00 min
Total precip. = 6.00 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
*EX-A-1
Q (cfs) Hyd. No. 1 --25 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
w. .........
... ......... ... .........................' mom
0.00 �m m m 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,07/18/2019
Hyd. No. 2
EX-A-2
Hydrograph type = SCS Runoff Peak discharge = 92.52 cfs
Storm frequency = 25 yrs Time to peak = 735 min
Time interval = 1 min Hyd. volume = 423,060 cuft
Drainage area = 33.180 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 21.00 min
Total precip. = 6.00 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
EX-A-2
Q (cfs) Hyd. No. 2 --25 Year Q (cfs)
100.00 100.00
........ ........ ........ ........ ........
90.00 90.00
80.00 ..... ........ ........ ........ ........ ........ ......... 80.00
70.00 70.00
........ ........ ........ ........ ........ ........ ..... ........ ........ ........ ........ ........ .........
60.00 60.00
........ ........ ........ ........ ........ ........ .... ........ ........ ........ ........ ........ .........
50.00 50.00
40.00 40.00
30.00 30.00
..........................
........ ........ ........ ....... .. ........ ........ ........ ........ .....
20.00 20.00
10.00 IIIIL 10.00
... ............ ......... ......... . .........
'�" a„ww ww umm
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,07/18/2019
Hyd. No. 3
EX-A-3
Hydrograph type = SCS Runoff Peak discharge = 2.264 cfs
Storm frequency = 25 yrs Time to peak = 728 min
Time interval = 1 min Hyd. volume = 10,440 cuft
Drainage area = 3.160 ac Curve number = 47
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 7.00 min
Total precip. = 6.00 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
EX-A-3
Q (cfs) Hyd. No. 3 --25 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
........ .....
0.00 , 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)
27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,07/18/2019
Hyd. No. 4
EX-A-4
Hydrograph type = SCS Runoff Peak discharge = 12.06 cfs
Storm frequency = 25 yrs Time to peak = 733 min
Time interval = 1 min Hyd. volume = 52,194 cuft
Drainage area = 5.960 ac Curve number = 66
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 17.00 min
Total precip. = 6.00 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
EX-A-4
Q (cfs) Hyd. No. 4 --25 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)
28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,07/18/2019
Hyd. No. 5
*EX-B*
Hydrograph type = SCS Runoff Peak discharge = 84.07 cfs
Storm frequency = 25 yrs Time to peak = 729 min
Time interval = 1 min Hyd. volume = 320,749 cuft
Drainage area = 21.390 ac Curve number = 84
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.00 min
Total precip. = 6.00 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
*EX-B*
Q (cfs) Hyd. No. 5 --25 Year Q (cfs)
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)
29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,07/18/2019
Hyd. No. 6
*EX-C*
Hydrograph type = SCS Runoff Peak discharge = 221.54 cfs
Storm frequency = 25 yrs Time to peak = 731 min
Time interval = 1 min Hyd. volume = 916,796 cuft
Drainage area = 67.790 ac Curve number = 79
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 16.00 min
Total precip. = 6.00 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
*EX-C*
Q (cfs) Hyd. No. 6 --25 Year Q (cfs)
240.00 240.00
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
....... ........ ........ ......
.
0.00 emu 0m 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)
30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,07/18/2019
Hyd. No. 7
*EX-D*
Hydrograph type = SCS Runoff Peak discharge = 5.693 cfs
Storm frequency = 25 yrs Time to peak = 730 min
Time interval = 1 min Hyd. volume = 23,729 cuft
Drainage area = 4.160 ac Curve number = 56
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.00 min
Total precip. = 6.00 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
*EX-D*
Q (cfs) Hyd. No. 7 --25 Year Q (cfs)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
. ...... ........ ........ ........ ........
.. ...........,.
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)
31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,07/18/2019
Hyd. No. 8
*EX Discharge A*
Hydrograph type = Combine Peak discharge = 122.06 cfs
Storm frequency = 25 yrs Time to peak = 733 min
Time interval = 1 min Hyd. volume = 565,509 cuft
Inflow hyds. = 1, 2, 3, 4 Contrib. drain. area = 48.620 ac
*EX Discharge A*
Q (cfs) Hyd. No. 8 --25 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
LIB
....... .................
........ ......
0.00 , mu uuumlllmllllllllllmul 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Hyd No. 1 Hyd No. 2 Hyd No. 3 Time (min)
Hyd No. 4
32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,07/18/2019
Hyd. No. 9
Total Off-site
Hydrograph type = Combine Peak discharge = 428.82 cfs
Storm frequency = 25 yrs Time to peak = 731 min
Time interval = 1 min Hyd. volume = 1,826,784 cuft
Inflow hyds. = 5, 6, 7, 8 Contrib. drain. area = 93.340 ac
Total Off-site
Q (cfs) Hyd. No. 9 --25 Year Q (cfs)
480.00 480.00
420.00 420.00
........ ........ ........ ........ ........ ........ ...... ........ ........ ........ ........ ........
360.00 360.00
........ ........ ........ ........ ........ ........ ...... ........ ........ ........ ........ ........
300.00 300.00
240.00 240.00
180.00 180.00
120.00 120.00
60.00 60.00
....... .......
0.00 ulllllllllmllllml 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Hyd No. 5 Hyd No. 6 Hyd No. 7 Time (min)
Hyd No. 8
33
Hydrograph Summary Repo rtHydraflowHydrographs Extension for Autodesk®Civil 3D®2019byAutodesk, Inc.v202O
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 38.57 1 727 133,691 ------ ------ ------ 'EX-A-1'
2 SCS Runoff 153.63 1 734 708,628 ------ ------ ------ EX-A-2
3 SCS Runoff 7.189 1 726 25,549 ------ ------ ------ EX-A-3
4 SCS Runoff 22.67 1 733 96,343 ------ ------ ------ EX-A-4
5 SCS Runoff 130.90 1 729 510,008 ------ ------ ------ 'EX-B'
6 SCS Runoff 360.94 1 731 1,512,084 ------ ------ ------ 'EX-C'
7 SCS Runoff 12.77 1 730 49,331 ------ ------ ------ 'EX-D'
8 Combine 207.51 1 732 964,212 1,2,3, ------ ------ 'EX Discharge A'
4,
9 Combine 705.58 1 731 3,035,636 5,6,7, ------ ------ Total Off-site
8
1600 Osgood North Andover Existing.gpw Return Period: 100 Year Thursday, 07/ 18/2019
34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,07/18/2019
Hyd. No. 1
*EX-A-1*
Hydrograph type = SCS Runoff Peak discharge = 38.57 cfs
Storm frequency = 100 yrs Time to peak = 727 min
Time interval = 1 min Hyd. volume = 133,691 cuft
Drainage area = 6.320 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 9.00 min
Total precip. = 8.60 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
*EX-A-1
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,07/18/2019
Hyd. No. 2
EX-A-2
Hydrograph type = SCS Runoff Peak discharge = 153.63 cfs
Storm frequency = 100 yrs Time to peak = 734 min
Time interval = 1 min Hyd. volume = 708,628 cuft
Drainage area = 33.180 ac Curve number = 77
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 21.00 min
Total precip. = 8.60 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
EX-A-2
Q (cfs) Hyd. No. 2-- 100 Year Q (cfs)
160.00 160.00
140.00 140.00
........ ........ ........ ........ ........ ........ ..... ........ ........ ........ ........ ........
120.00 120.00
100.00 100.00
80.00 80.00
........ .........................
........ ........ ....... .... ........ ........ ........
60.00 60.00
40.00 40.00
20.00 20.00
........ ...... ...
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,07/18/2019
Hyd. No. 3
EX-A-3
Hydrograph type = SCS Runoff Peak discharge = 7.189 cfs
Storm frequency = 100 yrs Time to peak = 726 min
Time interval = 1 min Hyd. volume = 25,549 cuft
Drainage area = 3.160 ac Curve number = 47
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 7.00 min
Total precip. = 8.60 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
EX-A-3
Q (cfs) Hyd. No. 3-- 100 Year Q (cfs)
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
....... ........ ........ ........ ........ ....... .I... ......... ........ ........ ........ ........ .........
0.00 , 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)
37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,07/18/2019
Hyd. No. 4
EX-A-4
Hydrograph type = SCS Runoff Peak discharge = 22.67 cfs
Storm frequency = 100 yrs Time to peak = 733 min
Time interval = 1 min Hyd. volume = 96,343 cuft
Drainage area = 5.960 ac Curve number = 66
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 17.00 min
Total precip. = 8.60 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
EX-A-4
Q (cfs) Hyd. No. 4-- 100 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
.............
�....
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)
38
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,07/18/2019
Hyd. No. 5
*EX-B*
Hydrograph type = SCS Runoff Peak discharge = 130.90 cfs
Storm frequency = 100 yrs Time to peak = 729 min
Time interval = 1 min Hyd. volume = 510,008 cuft
Drainage area = 21.390 ac Curve number = 84
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.00 min
Total precip. = 8.60 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
*EX-B*
Q (cfs) Hyd. No. 5-- 100 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
........ ..........
0.00 �mW 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)
39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,07/18/2019
Hyd. No. 6
*EX-C*
Hydrograph type = SCS Runoff Peak discharge = 360.94 cfs
Storm frequency = 100 yrs Time to peak = 731 min
Time interval = 1 min Hyd. volume = 1,512,084 cuft
Drainage area = 67.790 ac Curve number = 79
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 16.00 min
Total precip. = 8.60 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
*EX-C*
Q (cfs) Hyd. No. 6-- 100 Year Q (cfs)
400.00 400.00
350.00 350.00
........ ........ ........ ........ ........ ........ ...... ........ ........ ........ ........ ........
300.00 300.00
250.00 250.00
........ .... ......
200.00 200.00
........ ........ ........ ........ ........ ....... ..... ........ ........ ........ ........ ........
150.00 150.00
100.00 100.00
50.00 50.00
...... ........... .......................... ,............ ............ ........... �uu.,..... uu iumn ii1,,......... .. .. .,.
0.00 mom �M ����� ���
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)
40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,07/18/2019
Hyd. No. 7
*EX-D*
Hydrograph type = SCS Runoff Peak discharge = 12.77 cfs
Storm frequency = 100 yrs Time to peak = 730 min
Time interval = 1 min Hyd. volume = 49,331 cuft
Drainage area = 4.160 ac Curve number = 56
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.00 min
Total precip. = 8.60 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
*EX-D*
Q (cfs) Hyd. No. 7-- 100 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 , 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)
41
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,07/18/2019
Hyd. No. 8
*EX Discharge A*
Hydrograph type = Combine Peak discharge = 207.51 cfs
Storm frequency = 100 yrs Time to peak = 732 min
Time interval = 1 min Hyd. volume = 964,212 cuft
Inflow hyds. = 1, 2, 3, 4 Contrib. drain. area = 48.620 ac
*EX Discharge A*
Q (cfs) Hyd. No. 8-- 100 Year Q (cfs)
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 , mmuumMuuuuumllllllllllllllllllll �l�l 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8 Hyd No. 1 Hyd No. 2 Hyd No. 3 Time (min)
Hyd No. 4
42
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Thursday,07/18/2019
Hyd. No. 9
Total Off-site
Hydrograph type = Combine Peak discharge = 705.58 cfs
Storm frequency = 100 yrs Time to peak = 731 min
Time interval = 1 min Hyd. volume = 3,035,636 cuft
Inflow hyds. = 5, 6, 7, 8 Contrib. drain. area = 93.340 ac
Total Off-site
Q (cfs) Hyd. No. 9-- 100 Year Q (cfs)
707.00 707.00
606.00 606.00
505.00 505.00
404.00 404.00
303.00 303.00
202.00 202.00
101.00 101.00
....... ........ ........ ........ ........
0
duiliil...uuimu�unnwrvmw .. ., m „, m.
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Hyd No. 5 Hyd No. 6 Hyd No. 7 Time (min)
Hyd No. 8
APPENDIX B
Proposed Stormwater Discharge Calculations
L A NEE lV
Proj ect 1600 Osgood By RJS Date 7/10/2019
Location North Andover, MA Checked NLK Date
Circle one: Present Developed Proposed WatershedA-1.1
1. Runoff Curve Number (CM
Soil Name Cover description Area Product
and (cover type, treatment, and CN of
hydrologic hydrologic condition; N CN x area
Nacres
group percent impervious; miz
0 0
m s s
unconnected/connected impervious , 4, w
(Appendix A) area ratio)
A Impervious 98 1.42 139.26
A Open Space, Good Cond. 39 0.44 17.03
1 Use only one CN source per line
Totals = 1.86 156.29
CN (weighted) = total product 156.29 = 84.13 Use CN = 84
total area 1.86
2. Runoff
Storm 1 Storm 2 1 Storm 3
Frequency yr
Rainfall, P (24-hour) in
S
Runoff, Q in
(Use P and CN with Table 2-1, Fig. 2-1,
PR CN Calcs
Proj ect 1600 Osgood By RJS Date 7/10/2019
Location North Andover, MA Checked NLK Date
Circle one: Present Developed Proposed WatershedA-1.2
1. Runoff Curve Number (CM
Soil Name Cover description Area Product
and (cover type, treatment, and CN of
hydrologic hydrologic condition; N CN x area
Nacres
group percent impervious; miz
0 0
m s s
unconnected/connected impervious , 4, w
(Appendix A) area ratio)
A Impervious 98 1.32 129.65
A Open Space, Good Cond. 39 1.08 42.02
1 Use only one CN source per line
Totals = 2.40 171.67
CN (weighted) = total product 171.67 = 71.52 Use CN = 72
total area 2.40
2. Runoff
Storm 1 Storm 2 1 Storm 3
Frequency yr
Rainfall, P (24-hour) in
S
Runoff, Q in
(Use P and CN with Table 2-1, Fig. 2-1,
PR CN Calcs
Proj ect 1600 Osgood By RJS Date 7/10/2019
Location North Andover, MA Checked NLK Date
Circle one: Present Developed Proposed WatershedA-1.3
1. Runoff Curve Number (CM
Soil Name Cover description Area Product
and (cover type, treatment, and CN of
hydrologic hydrologic condition; N CN x area
Nacres
group percent impervious; miz
0 0
m s s
unconnected/connected impervious , 4, w
(Appendix A) area ratio)
A Impervious 98 3.82 374.51
A Open Space, Good Cond. 39 0.63 24.48
1 Use only one CN source per line
Totals = 4.45 398.98
CN (weighted) = total product = 398.98 = 89.68 Use CN = 90
total area 4.45
2. Runoff
Storm 1 Storm 2 1 Storm 3
Frequency yr
Rainfall, P (24-hour) in
S
Runoff, Q in
(Use P and CN with Table 2-1, Fig. 2-1,
PR CN Calcs
Proj ect 1600 Osgood By RJS Date 8/9/2019
Location North Andover, MA Checked NLK Date
Circle one: Present Developed Proposed WatershedA-1.4
1. Runoff Curve Number (CM
Soil Name Cover description Area Product
and (cover type, treatment, and CN of
hydrologic hydrologic condition; N CN x area
Nacres
group percent impervious; miz
0 0
m s s
unconnected/connected impervious , 4, w
(Appendix A) area ratio)
A Impervious 98 0.91 89.34
A Open Space, Good Cond. 39 0.57 22.23
1 Use only one CN source per line
Totals = 1.48 111.57
CN (weighted) = total product 111.57 = 75.30 Use CN = 75
total area 1.48
2. Runoff
Storm 1 Storm 2 1 Storm 3
Frequency yr
Rainfall, P (24-hour) in
S
Runoff, Q in
(Use P and CN with Table 2-1, Fig. 2-1,
PR CN Calcs
Proj ect 1600 Osgood By RJS Date 8/9/2019
Location North Andover, MA Checked NLK Date
Circle one: Present Developed Proposed WatershedA-1.5
1. Runoff Curve Number (CM
Soil Name Cover description Area Product
and (cover type, treatment, and CN of
hydrologic hydrologic condition; N CN x area
Nacres
group percent impervious; miz
0 0
m s s
unconnected/connected impervious , 4, w
(Appendix A) area ratio)
A Impervious 98 0.85 83.60
A Open Space, Good Cond. 39 0.55 21.28
1 Use only one CN source per line
Totals = 1.40 104.88
CN (weighted) = total product 104.88 = 74.98 Use CN = 75
total area 1.40
2. Runoff
Storm 1 Storm 2 Storm 3
Frequency yr
Rainfall, P (24-hour) in
S
Runoff, Q in
(Use P and CN with Table 2-1, Fig. 2-1,
PR CN Calcs
Proj ect 1600 Osgood By RJS Date 7/17/2019
Location North Andover, MA Checked NLK Date
Circle one: Present Developed Proposed WatershedA-2.1
1. Runoff Curve Number (CM
Soil Name Cover description Area Product
and (cover type, treatment, and CN of
hydrologic hydrologic condition; N CN x area
Nacres
group percent impervious; miz
0 0
m s s
unconnected/connected impervious , 4, w
(Appendix A) area ratio)
A Impervious 98 17.43 1708.08
A Open Space, Good Cond. 39 1.77 69.08
A Streets, Gravel 76 0.13 9.59
1 Use only one CN source per line
Totals = 19.33 1786.74
total product 1786.74
CN (weighted) _ _ = 92.45 Use CN = 92
total area 19.33
2. Runoff
Storm 1 Storm 2 1 Storm 3
Frequency yr
Rainfall, P (24-hour) in
S
Runoff, Q in
(Use P and CN with Table 2-1, Fig. 2-1,
PR CN Calcs
Project 1600 Osgood By RJS Date 811412019
Location North Andover, MA Checked NLK Date
Circle one: Present Developed Proposed Watershed A-2.2
1. Runoff Curve Number (CN)
Soil Name Cover description Area Product
and (cover type, treatment, and CN 1 of
hydrologic hydrologic condition; CN x area
N
x acres
N N N group percent impervious; (Dmi2
unconnected/connected impervious ro f f
H
(Appendix A) area ratio)
A Impervious 98 2.11 206.84
A Open Space, Good Cond. 39 6.04 235.59
A Woods, Good Cond. 30 1.73 51.82
C Open Space, Good Cond. 74 1.51 111.78
C Woods, Good Cond. 70 7.64 535.10
D Open Space, Good Cond. 80 0.03 2.77
D Woods, Good Cond. 77 0.08 5.93
1 Use only one CN source per line
Totals = 19.15 1149.83
total product 1149.83
CN (weighted) _ _ = 60.06 Use CN = 60
total area 19.15
2. Runoff
Storm 1 Storm 2 1 Storm 3
Frequency yr
Rainfall, P (24-hour) in
S
Runoff, Q in
(Use P and CN with Table 2-1, Fig. 2-1,
PR CN Calcs.xlsx
Proj ect 1600 Osgood By RJS Date 7/10/2019
Location North Andover, MA Checked NLK Date
Circle one: Present Developed Proposed WatershedA-3
1. Runoff Curve Number (CM
Soil Name Cover description Area Product
and (cover type, treatment, and CN of
hydrologic hydrologic condition; N CN x area
Nacres
group percent impervious; miz
0 0
m s s
unconnected/connected impervious l 4, w
El
(Appendix A) area ratio)
A Open Space, Good Cond. 39 3.27 127.37
A Woods, Good Cond. 30 0.43 12.90
1 Use only one CN source per line
Totals = 3.70 140.27
CN (weighted) = total product 140.27 = 37.95 Use CN = 38
total area 3.70
2. Runoff
Storm 1 Storm 2 1 Storm 3
Frequency yr
Rainfall, P (24-hour) in
S
Runoff, Q in
(Use P and CN with Table 2-1, Fig. 2-1,
PR CN Calcs
Proj ect 1600 Osgood By RJS Date 7/10/2019
Location North Andover, MA Checked NLK Date
Circle one: Present Developed Proposed WatershedA-4
1. Runoff Curve Number (CM
Soil Name Cover description Area Product
and (cover type, treatment, and CN of
hydrologic hydrologic condition; N CN x area
Nacres
group percent impervious; miz
0 0
m s s
unconnected/connected impervious l 4,
El
(Appendix A) area ratio)
A Open Space, Good Cond. 39 4.65 181.54
A Woods, Good Cond. 30 0.88 26.30
C Open Space, Good Cond. 74 0.01 0.52
C Woods, Good Cond. 70 0.42 29.27
1 Use only one CN source per line
Totals = 5.96 237.64
total product 237.64
CN (weighted) _ _ = 39.89 Use CN = 40
total area 5.96
2. Runoff
Storm 1 Storm 2 1 Storm 3
Frequency yr
Rainfall, P (24-hour) in
S
Runoff, Q in
(Use P and CN with Table 2-1, Fig. 2-1,
PR CN Calcs
Proj ect 1600 Osgood By RJS Date 7/17/2019
Location North Andover, MA Checked NLK Date
Circle one: Present Developed Proposed Watershed B-1
1. Runoff Curve Number (CM
Soil Name Cover description Area Product
and (cover type, treatment, and CN of
hydrologic hydrologic condition; N CN x area
Nacres
group percent impervious; miz
0 0
m s s
unconnected/connected impervious , 4, w
(Appendix A) area ratio)
A Impervious 98 10.23 1002.61
A Open Space, Good Cond. 39 1.26 49.24
1 Use only one CN source per line
Totals = 11.49 1051.84
CN (weighted) = total product 1051.84 - 91.52 Use CN = 92
total area 11.49
2. Runoff
Storm 1 Storm 2 1 Storm 3
Frequency yr
Rainfall, P (24-hour) in
S
Runoff, Q in
(Use P and CN with Table 2-1, Fig. 2-1,
PR CN Calcs
Proj ect 1600 Osgood By RJS Date 7/10/2019
Location North Andover, MA Checked NLK Date
Circle one: Present Developed Proposed Watershed B-2
1. Runoff Curve Number (CM
Soil Name Cover description Area Product
and (cover type, treatment, and CN of
hydrologic hydrologic condition; N CN x area
Nacres
group percent impervious; miz
0 0
m s s
unconnected/connected impervious l 4, w
El
(Appendix A) area ratio)
A Open Space, Good Cond. 39 9.87 385.08
B Woods, Good Cond. 55 0.58 31.63
D Open Space, Good Cond. 80 0.16 12.52
1 Use only one CN source per line
Totals = 10.61 429.23
total product 429.23
CN (weighted) _ _ = 40.47 Use CN = 40
total area 10.61
2. Runoff
Storm 1 Storm 2 1 Storm 3
Frequency yr
Rainfall, P (24-hour) in
S
Runoff, Q in
(Use P and CN with Table 2-1, Fig. 2-1,
PR CN Calcs
Proj ect 1600 Osgood By RJS Date 7/15/2019
Location North Andover, MA Checked NLK Date
Circle one: Present Developed Proposed Watershed C-1
1. Runoff Curve Number (CM
Soil Name Cover description Area Product
and (cover type, treatment, and CN of
hydrologic hydrologic condition; N CN x area
Nacres
group percent impervious; miz
0 0
m s s
unconnected/connected impervious , 4, w
(Appendix A) area ratio)
A Impervious 98 5.35 523.87
A Open Space, Good Cond. 39 1.21 47.18
1 Use only one CN source per line
Totals = 6.56 571.04
total product 571.04
CN (weighted) _ _ = 87.11 Use CN = 87
total area 6.56
2. Runoff
Storm 1 Storm 2 1 Storm 3
Frequency yr
Rainfall, P (24-hour) in
S
Runoff, Q in
(Use P and CN with Table 2-1, Fig. 2-1,
PR CN Calcs
Proj ect 1600 Osgood By RJS Date 7/17/2019
Location North Andover, MA Checked NLK Date
Circle one: Present Developed Proposed Watershed C-2
1. Runoff Curve Number (CM
Soil Name Cover description Area Product
and (cover type, treatment, and CN of
hydrologic hydrologic condition; N CN x area
Nacres
group percent impervious; miz
0 0
m s s
unconnected/connected impervious , 4, w
(Appendix A) area ratio)
A Impervious 98 12.95 1269.36
A Open Space, Good Cond. 39 1.89 73.55
1 Use only one CN source per line
Totals = 14.84 1342.91
total product 1342.91
CN (weighted) _ _ = 90.50 Use CN = 91
total area 14.84
2. Runoff
Storm 1 Storm 2 1 Storm 3
Frequency yr
Rainfall, P (24-hour) in
S
Runoff, Q in
(Use P and CN with Table 2-1, Fig. 2-1,
PR CN Calcs
Proj ect 1600 Osgood By RJS Date 7/10/2019
Location North Andover, MA Checked NLK Date
Circle one: Present Developed Proposed Watershed C-3
1. Runoff Curve Number (CM
Soil Name Cover description Area Product
and (cover type, treatment, and CN of
hydrologic hydrologic condition; N CN x area
Nacres
group percent impervious; miz
0 0
m s s
unconnected/connected impervious l 4, w
El
(Appendix A) area ratio)
A Open Space, Good Cond. 39 0.91 35.67
1 Use only one CN source per line
Totals = 0.91 35.67
total product 35.67
CN (weighted) _ _ = 39.00 Use CN = 39
total area 0.91
2. Runoff
Storm 1 Storm 2 1 Storm 3
Frequency yr
Rainfall, P (24-hour) in
S
Runoff, Q in
(Use P and CN with Table 2-1, Fig. 2-1,
PR CN Calcs
Proj ect 1600 Osgood By RJS Date 8/12/2019
Location North Andover, MA Checked NLK Date
Circle one: Present Developed Proposed Watershed C-4
1. Runoff Curve Number (CM
Soil Name Cover description Area Product
and (cover type, treatment, and CN of
hydrologic hydrologic condition; N CN x area
Nacres
group percent impervious; miz
0 0
m s s
unconnected/connected impervious , 4, w
(Appendix A) area ratio)
A Impervious 98 6.03 590.50
A Open Space, Good Cond. 39 8.93 348.17
A Woods-Grass Comb., Good Cond. 32 1.59 50.84
A Streets, Gravel 76 0.78 59.25
B Open Space, Good Cond. 61 5.58 340.65
C Woods-Grass Comb., Good Cond. 72 8.59 618.69
1 Use only one CN source per line
Totals = 31.50 2008.10
CN (weighted) = total product 2008.10 - 63.75 Use CN = 64
total area 31.50
2. Runoff
Storm 1 Storm 2 1 Storm 3
Frequency yr
Rainfall, P (24-hour) in
S
Runoff, Q in
(Use P and CN with Table 2-1, Fig. 2-1,
PR CN Calcs
Proj ect 1600 Osgood By RJS Date 8/9/2019
Location North Andover, MA Checked NLK Date
Circle one: Present Developed Proposed Watershed D-1
1. Runoff Curve Number (CM
Soil Name Cover description Area Product
and (cover type, treatment, and CN of
hydrologic hydrologic condition; N CN x area
Nacres
group percent impervious; miz
0 0
m s s
unconnected/connected impervious , 4, w
(Appendix A) area ratio)
A Impervious 98 5.00 490.16
A Open Space, Good Cond. 39 2.67 104.10
1 Use only one CN source per line
Totals = 7.67 594.26
CN (weighted) = total product 594.26 = 77,47 Use CN = 77
total area 7.67
2. Runoff
Storm 1 Storm 2 Storm 3
Frequency yr
Rainfall, P (24-hour) in
S
Runoff, Q in
(Use P and CN with Table 2-1, Fig. 2-1,
PR CN Calcs
Proj ect 1600 Osgood By RJS Date 8/9/2019
Location North Andover, MA Checked NLK Date
Circle one: Present Developed Proposed Watershed D-2
1. Runoff Curve Number (CM
Soil Name Cover description Area Product
and (cover type, treatment, and CN of
hydrologic hydrologic condition; N CN x area
Nacres
group percent impervious; miz
0 0
m s s
unconnected/connected impervious l 4, w
El
(Appendix A) area ratio)
A Open Space, Good Cond. 39 0.21 8.06
1 Use only one CN source per line
Totals = 0.21 8.06
CN (weighted) = total product 8.06 = 39.00 Use CN = 39
total area 0.21
2. Runoff
Storm 1 Storm 2 1 Storm 3
Frequency yr
Rainfall, P (24-hour) in
S
Runoff, Q in
(Use P and CN with Table 2-1, Fig. 2-1,
PR CN Calcs
Project North Andover, MA By RJS Date 811212019
Location North Andover,MA Checked Date
Circle One: Present Developed
Circle One: O Tt through subarea Proposed Drainage AreaA-1.1
NOTES: Space for as many as two segments per flow type can be used for each
worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow (Applicable to T, Only) Segment ID A
Dense
1. Surface description (table 3-1) Grasses
2. Manning's roughness coeff., n (table 3-1) 0.24
3. Flow Length, L (total L < 300 ft) ft 50
4. Two-yr 24-hr rainfall, Pz in 3.2
5. Land slope, s ft/ft 0.040
6. Tt = 0.007(nL)°'8 Compute Tt hr 0.104 0.104
P o.sso.4
Shallow concentrated flow Segment ID B C
7. Surface description (paved or unpaved) Unpaved Paved
8. Flow length, L ft 138 86
9. Watercourse slope, s ft/ft 0.040 0.007
10. Average velocity, V (figure 3-1) ft/s 3.2 1.7
11. Tt = L Compute Tt hr 0.012 + 0.014 0.026
3600 V
Channel flow Segment ID D
12. Cross sectional flow area, a ftz
13. Wetted perimeter, p, ft
_ a
14. Hydraulic radius, r r p, Compute r ft
15. Channel slope, s ft/ft 0.072
16. Manning's roughness coeff., n
V =
1.49 rzis sziz
17. n Compute V ft/s 5.00
18. Flow length, L ft 111
_ L _
19. Tt 3600 V Compute Tt hr 0.006 + 0.006
20. Watershed or subarea T, or Tt (add Tt in steps 6, 11, 19) 0.136 hr
Use Tc= 8 min
Project North Andover, MA By RJS Date 811212019
Location North Andover,MA Checked Date
Circle One: Present Developed
Circle One: O Tt through subarea Proposed Drainage AreaA-1.2
NOTES: Space for as many as two segments per flow type can be used for each
worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow (Applicable to T, Only) Segment ID A
Dense
1. Surface description (table 3-1) Grasses
2. Manning's roughness coeff., n (table 3-1) 0.24
3. Flow Length, L (total L < 300 ft) ft 50
4. Two-yr 24-hr rainfall, Pz in 3.2
5. Land slope, s ft/ft 0.040
6. Tt = 0.007(nL)°'8 Compute Tt hr 0.104 0.104
P o.sso.4
Shallow concentrated flow Segment ID B
7. Surface description (paved or unpaved) Unpaved
8. Flow length, L ft 34
9. Watercourse slope, s ft/ft 0.045
10. Average velocity, V (figure 3-1) ft/s 3.4
11. Tt = L Compute Tt hr 0.003 + 0.003
3600 V
Channel flow Segment ID C
12. Cross sectional flow area, a ftz
13. Wetted perimeter, p, ft
_ a
14. Hydraulic radius, r r p, Compute r ft
15. Channel slope, s ft/ft 0.014
16. Manning's roughness coeff., n
V =
1.49 rzis sziz
17. n Compute V ft/s 5.00
18. Flow length, L ft 171
_ L _
19. Tt 3600 V Compute Tt hr 0.010 + 0.010
20. Watershed or subarea T, or Tt (add Tt in steps 6, 11, 19) O.111i hr
Use Tc= 7 min
Project North Andover, MA By RJS Date 811212019
Location North Andover,MA Checked Date
Circle One: Present Developed
Circle One: O Tt through subarea Proposed Drainage AreaA-1.3
NOTES: Space for as many as two segments per flow type can be used for each
worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow (Applicable to T, Only) Segment ID A
Dense
1. Surface description (table 3-1) Grasses
2. Manning's roughness coeff., n (table 3-1) 0.24
3. Flow Length, L (total L < 300 ft) ft 50
4. Two-yr 24-hr rainfall, Pz in 3.2
5. Land slope, s ft/ft 0.007
6. Tt = 0.007(nL)°'8 Compute Tt hr 0.203 0.203
P o.sso.4
Shallow concentrated flow Segment ID B
7. Surface description (paved or unpaved) Unpaved
8. Flow length, L ft 157
9. Watercourse slope, s ft/ft 0.007
10. Average velocity, V (figure 3-1) ft/s 1.3
11. Tt = L Compute Tt hr 0.032 + 0.032
3600 V
Channel flow Segment ID
12. Cross sectional flow area, a ftz
13. Wetted perimeter, p, ft
_ a
14. Hydraulic radius, r r p, Compute r ft
15. Channel slope, s ft/ft
16. Manning's roughness coeff., n
V =
1.49 rzis sziz
17. n Compute V ft/s
18. Flow length, L ft
L _
19. Tt _ 3600 V Compute Tt hr + 0.000
20. Watershed or subarea T, or Tt (add Tt in steps 6, 11, 19) O.231i hr
Use Tc= 14 min
Project North Andover, MA By RJS Date 811212019
Location North Andover,MA Checked Date
Circle One: Present Develope
Circle One: O Tt through subarea Proposed Drainage AreaA-1.4
NOTES: Space for as many as two segments per flow type can be used for each
worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow (Applicable to T, Only) Segment ID A
Dense
1. Surface description (table 3-1) Grasses
2. Manning's roughness coeff., n (table 3-1) 0.24
3. Flow Length, L (total L < 300 ft) ft 50
4. Two-yr 24-hr rainfall, Pz in 3.2
5. Land slope, s ft/ft 0.014
6. Tt = 0.007(nL)°'8 Compute Tt hr 0.158 0.158
P o.sso.4
Shallow concentrated flow Segment ID B C
7. Surface description (paved or unpaved) Unpaved Paved
8. Flow length, L ft 14 148
9. Watercourse slope, s ft/ft 0.014 0.010
10. Average velocity, V (figure 3-1) ft/s 1.9 2.0
11. Tt = L Compute Tt hr 0.002 + 0.020 0.022
3600 V
Channel flow Segment ID
12. Cross sectional flow area, a ftz
13. Wetted perimeter, p, ft
_ a
14. Hydraulic radius, r r p, Compute r ft
15. Channel slope, s ft/ft
16. Manning's roughness coeff., n
V =
1.49 rzis sziz
17. n Compute V ft/s
18. Flow length, L ft
L _
19. Tt _ 3600 V Compute Tt hr + 0.000
20. Watershed or subarea T, or Tt (add Tt in steps 6, 11, 19) 0.180 hr
Use Tc= 11 min
Project North Andover, MA By RJS Date 811212019
Location North Andover,MA Checked Date
Circle One: Present Developed
Circle One: O Tt through subarea Proposed Drainage AreaA-1.5
NOTES: Space for as many as two segments per flow type can be used for each
worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow (Applicable to T, Only) Segment ID A
Dense
1. Surface description (table 3-1) Grasses
2. Manning's roughness coeff., n (table 3-1) 0.24
3. Flow Length, L (total L < 300 ft) ft 50
4. Two-yr 24-hr rainfall, Pz in 3.2
5. Land slope, s ft/ft 0.015
6. Tt = 0.007(nL)°'8 Compute Tt hr 0.153 0.153
P o.sso.4
Shallow concentrated flow Segment ID B
7. Surface description (paved or unpaved) Unpaved
8. Flow length, L ft 18
9. Watercourse slope, s ft/ft 0.050
10. Average velocity, V (figure 3-1) ft/s 3.6
11. Tt = L Compute Tt hr 0.001 + 0.001
3600 V
Channel flow Segment ID
12. Cross sectional flow area, a ftz
13. Wetted perimeter, p, ft
_ a
14. Hydraulic radius, r r p, Compute r ft
15. Channel slope, s ft/ft
16. Manning's roughness coeff., n
V =
1.49 rzis sziz
17. n Compute V ft/s
18. Flow length, L ft
L _
19. Tt _ 3600 V Compute Tt hr + 0.000
20. Watershed or subarea T, or Tt (add Tt in steps 6, 11, 19) 0.155 hr
Use Tc= 9 min
Project North Andover, MA By RJS Date 811212019
Location North Andover,MA Checked Date
Circle One: Present Developed
Circle One: O Tt through subarea Proposed Drainage AreaA-2.2
NOTES: Space for as many as two segments per flow type can be used for each
worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow (Applicable to T, Only) Segment ID A
Dense
1. Surface description (table 3-1) Grasses
2. Manning's roughness coeff., n (table 3-1) 0.24
3. Flow Length, L (total L < 300 ft) ft 50
4. Two-yr 24-hr rainfall, Pz in 3.2
5. Land slope, s ft/ft 0.050
6. Tt = 0.007(nL)°'8 Compute Tt hr 0.095 0.095
P o.sso.4
Shallow concentrated flow Segment ID B C
7. Surface description (paved or unpaved) Unpaved Paved
8. Flow length, L ft 53 201
9. Watercourse slope, s ft/ft 0.026 0.033
10. Average velocity, V (figure 3-1) ft/s 2.6 3.7
11. Tt = L Compute Tt hr 0.006 + 0.015 0.021
3600 V
Channel flow Segment ID
12. Cross sectional flow area, a ftz
13. Wetted perimeter, p, ft
_ a
14. Hydraulic radius, r r p, Compute r ft
15. Channel slope, s ft/ft
16. Manning's roughness coeff., n
V =
1.49 rzis sziz
17. n Compute V ft/s
18. Flow length, L ft
L _
19. Tt _ 3600 V Compute Tt hr + 0.000
20. Watershed or subarea T, or Tt (add Tt in steps 6, 11, 19) 0.115 hr
Use Tc= 7 min
Project North Andover, MA By RJS Date 811212019
Location North Andover,MA Checked Date
Circle One: Present Developed
Circle One: O Tt through subarea Proposed Drainage AreaA-2.2
NOTES: Space for as many as two segments per flow type can be used for each
worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow (Applicable to T, Only) Segment ID A
Desnse
1. Surface description (table 3-1) Underbrush
2. Manning's roughness coeff., n (table 3-1) 0.80
3. Flow Length, L (total L < 300 ft) ft 50
4. Two-yr 24-hr rainfall, Pz in 3.2
5. Land slope, s ft/ft 0.040
6. Tt = 0.007(nL)°'8 Compute Tt hr 0.271 0.271
P o.sso.4
Shallow concentrated flow Segment ID B
7. Surface description (paved or unpaved) Unpaved
8. Flow length, L ft 1191
9. Watercourse slope, s ft/ft 0.066
10. Average velocity, V (figure 3-1) ft/s 4.1
11. Tt = L Compute Tt hr 0.080 + 0.080
3600 V
Channel flow Segment ID
12. Cross sectional flow area, a ftz
13. Wetted perimeter, p, ft
_ a
14. Hydraulic radius, r r p, Compute r ft
15. Channel slope, s ft/ft
16. Manning's roughness coeff., n
V =
1.49 rzis sziz
17. n Compute V ft/s
18. Flow length, L ft
L _
19. Tt _ 3600 V Compute Tt hr + 0.000
20. Watershed or subarea T, or Tt (add Tt in steps 6, 11, 19) 0.351 hr
Use Tc= 21 min
Project North Andover, MA By RJS Date 811212019
Location North Andover,MA Checked Date
Circle One: Present Developed
Circle One: O Tt through subarea Proposed Drainage AreaA-3
NOTES: Space for as many as two segments per flow type can be used for each
worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow (Applicable to T, Only) Segment ID A
Dense
1. Surface description (table 3-1) Grasses
2. Manning's roughness coeff., n (table 3-1) 0.24
3. Flow Length, L (total L < 300 ft) ft 50
4. Two-yr 24-hr rainfall, Pz in 3.2
5. Land slope, s ft/ft 0.080
6. Tt = 0.007(nL)°'8 Compute Tt hr 0.078 0.078
P o.sso.4
Shallow concentrated flow Segment ID B C
7. Surface description (paved or unpaved) Unpaved Paved
8. Flow length, L ft 142 236
9. Watercourse slope, s ft/ft 0.042 0.017
10. Average velocity, V (figure 3-1) ft/s 3.3 2.7
11. Tt = L Compute Tt hr 0.012 + 0.025 0.037
3600 V
Channel flow Segment ID
12. Cross sectional flow area, a ftz
13. Wetted perimeter, p, ft
_ a
14. Hydraulic radius, r r p, Compute r ft
15. Channel slope, s ft/ft
16. Manning's roughness coeff., n
V =
1.49 rzis sziz
17. n Compute V ft/s
18. Flow length, L ft
L _
19. Tt _ 3600 V Compute Tt hr + 0.000
20. Watershed or subarea T, or Tt (add Tt in steps 6, 11, 19) 0.115 hr
Use Tc= 7 min
Project North Andover, MA By RJS Date 811212019
Location North Andover,MA Checked Date
Circle One: Present Developed
Circle One: O Tt through subarea Proposed Drainage AreaA-4
NOTES: Space for as many as two segments per flow type can be used for each
worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow (Applicable to T, Only) Segment ID A
Desnse
1. Surface description (table 3-1) Underbrush
2. Manning's roughness coeff., n (table 3-1) 0.80
3. Flow Length, L (total L < 300 ft) ft 50
4. Two-yr 24-hr rainfall, Pz in 3.2
5. Land slope, s ft/ft 0.050
6. Tt = 0.007(nL)°'8 Compute Tt hr 0.248 0.248
P o.sso.4
Shallow concentrated flow Segment ID B
7. Surface description (paved or unpaved) Unpaved
8. Flow length, L ft 491
9. Watercourse slope, s ft/ft 0.041
10. Average velocity, V (figure 3-1) ft/s 3.3
11. Tt = L Compute Tt hr 0.042 + 0.042
3600 V
Channel flow Segment ID
12. Cross sectional flow area, a ftz
13. Wetted perimeter, p, ft
_ a
14. Hydraulic radius, r r p, Compute r ft
15. Channel slope, s ft/ft
16. Manning's roughness coeff., n
V =
1.49 rzis sziz
17. n Compute V ft/s
18. Flow length, L ft
L _
19. Tt _ 3600 V Compute Tt hr + 0.000
20. Watershed or subarea T, or Tt (add Tt in steps 6, 11, 19) 0.290 hr
Use Tc= 17 min
Project North Andover, MA By RJS Date 811212019
Location North Andover,MA Checked Date
Circle One: Present Developed
Circle One: O Tt through subarea Proposed Drainage Area B-1
NOTES: Space for as many as two segments per flow type can be used for each
worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow (Applicable to T, Only) Segment ID A B
Dense
1. Surface description (table 3-1) Grasses Asphalt
2. Manning's roughness coeff., n (table 3-1) 0.24 0.01
3. Flow Length, L (total L < 300 ft) ft 38 12
4. Two-yr 24-hr rainfall, Pz in 3.2 3.2
5. Land slope, s ft/ft 0.026
6. Tt = 0.007(nL)°'8 Compute Tt hr 0.099 0.099
P o.sso.4
Shallow concentrated flow Segment ID C
7. Surface description (paved or unpaved) Paved
8. Flow length, L ft 178
9. Watercourse slope, s ft/ft 0.013
10. Average velocity, V (figure 3-1) ft/s 2.3
11. Tt = L Compute Tt hr 0.021 + 0.021
3600 V
Channel flow Segment ID
12. Cross sectional flow area, a ftz
13. Wetted perimeter, p, ft
_ a
14. Hydraulic radius, r r p, Compute r ft
15. Channel slope, s ft/ft
16. Manning's roughness coeff., n
V =
1.49 rzis sziz
17. n Compute V ft/s
18. Flow length, L ft
L _
19. Tt _ 3600 V Compute Tt hr + 0.000
20. Watershed or subarea T, or Tt (add Tt in steps 6, 11, 19) 0.120 hr
Use Tc= 7 min
Project North Andover, MA By RJS Date 811212019
Location North Andover,MA Checked Date
Circle One: Present Developed
Circle One: O Tt through subarea Proposed Drainage Area B-2
NOTES: Space for as many as two segments per flow type can be used for each
worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow (Applicable to T, Only) Segment ID A
Dense
1. Surface description (table 3-1) Grasses
2. Manning's roughness coeff., n (table 3-1) 0.24
3. Flow Length, L (total L < 300 ft) ft 50
4. Two-yr 24-hr rainfall, Pz in 3.2
5. Land slope, s ft/ft 0.060
6. Tt = 0.007(nL)°'8 Compute Tt hr 0.088 0.088
P o.sso.4
Shallow concentrated flow Segment ID B
7. Surface description (paved or unpaved) Unpaved
8. Flow length, L ft 676
9. Watercourse slope, s ft/ft 0.005
10. Average velocity, V (figure 3-1) ft/s 1.1
11. Tt = L Compute Tt hr 0.165 + 0.165
3600 V
Channel flow Segment ID
12. Cross sectional flow area, a ftz
13. Wetted perimeter, p, ft
_ a
14. Hydraulic radius, r r p, Compute r ft
15. Channel slope, s ft/ft
16. Manning's roughness coeff., n
V =
1.49 rzis sziz
17. n Compute V ft/s
18. Flow length, L ft
L _
19. Tt _ 3600 V Compute Tt hr + 0.000
20. Watershed or subarea T, or Tt (add Tt in steps 6, 11, 19) 0.253 hr
Use Tc= 15 min
Project North Andover, MA By RJS Date 811212019
Location North Andover,MA Checked Date
Circle One: Present Developed
Circle One: O Tt through subarea Proposed Drainage Area C-1
NOTES: Space for as many as two segments per flow type can be used for each
worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow (Applicable to T, Only) Segment ID A B
Dense
1. Surface description (table 3-1) Grasses Asphalt
2. Manning's roughness coeff., n (table 3-1) 0.24 0.01
3. Flow Length, L (total L < 300 ft) ft 35 15
4. Two-yr 24-hr rainfall, Pz in 3.2 3.2
5. Land slope, s ft/ft 0.057 0.017
6. Tt = 0.007(nL)°'8 Compute Tt hr 0.068 0.005 0.072
P o.sso.4
Shallow concentrated flow Segment ID C D
7. Surface description (paved or unpaved) Paved Unpaved
8. Flow length, L ft 11 13
9. Watercourse slope, s ft/ft 0.010 0.050
10. Average velocity, V (figure 3-1) ft/s 2.0 3.6
11. Tt = L Compute Tt hr 0.002 + 0.001 0.003
3600 V
Channel flow Segment ID
12. Cross sectional flow area, a ftz
13. Wetted perimeter, p, ft
_ a
14. Hydraulic radius, r r p, Compute r ft
15. Channel slope, s ft/ft
16. Manning's roughness coeff., n
V =
1.49 rzis sziz
17. n Compute V ft/s
18. Flow length, L ft
L _
19. Tt _ 3600 V Compute Tt hr + 0.000
20. Watershed or subarea T, or Tt (add Tt in steps 6, 11, 19) 0.075 hr
Use Tc= 5 min
Project North Andover, MA By RJS Date 811212019
Location North Andover,MA Checked Date
Circle One: Present Developed
Circle One: O Tt through subarea Proposed Drainage Area C-2
NOTES: Space for as many as two segments per flow type can be used for each
worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow (Applicable to T, Only) Segment ID A
Dense
1. Surface description (table 3-1) Grasses
2. Manning's roughness coeff., n (table 3-1) 0.24
3. Flow Length, L (total L < 300 ft) ft 50
4. Two-yr 24-hr rainfall, Pz in 3.2
5. Land slope, s ft/ft 0.020
6. Tt = 0.007(nL)°'8 Compute Tt hr 0.137 0.137
P o.sso.4
Shallow concentrated flow Segment ID B
7. Surface description (paved or unpaved) Unpaved
8. Flow length, L ft 47
9. Watercourse slope, s ft/ft 0.043
10. Average velocity, V (figure 3-1) ft/s 3.3
11. Tt = L Compute Tt hr 0.004 + 0.004
3600 V
Channel flow Segment ID
12. Cross sectional flow area, a ftz
13. Wetted perimeter, p, ft
_ a
14. Hydraulic radius, r r p, Compute r ft
15. Channel slope, s ft/ft
16. Manning's roughness coeff., n
V =
1.49 rzis sziz
17. n Compute V ft/s
18. Flow length, L ft
L _
19. Tt _ 3600 V Compute Tt hr + 0.000
20. Watershed or subarea T, or Tt (add Tt in steps 6, 11, 19) 0.141 hr
Use Tc= 8 min
Project North Andover, MA By RJS Date 811212019
Location North Andover,MA Checked Date
Circle One: Present Developed
Circle One: O Tt through subarea Proposed Drainage Area C-3
NOTES: Space for as many as two segments per flow type can be used for each
worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow (Applicable to T, Only) Segment ID A
Dense
1. Surface description (table 3-1) Grasses
2. Manning's roughness coeff., n (table 3-1) 0.24
3. Flow Length, L (total L < 300 ft) ft 50
4. Two-yr 24-hr rainfall, Pz in 3.2
5. Land slope, s ft/ft 0.050
6. Tt = 0.007(nL)°'8 Compute Tt hr 0.095 0.095
P o.sso.4
Shallow concentrated flow Segment ID B
7. Surface description (paved or unpaved) Unpaved
8. Flow length, L ft 84
9. Watercourse slope, s ft/ft 0.137
10. Average velocity, V (figure 3-1) ft/s 6.0
11. Tt = L Compute Tt hr 0.004 + 0.004
3600 V
Channel flow Segment ID
12. Cross sectional flow area, a ftz
13. Wetted perimeter, p, ft
_ a
14. Hydraulic radius, r r p, Compute r ft
15. Channel slope, s ft/ft
16. Manning's roughness coeff., n
V =
1.49 rzis sziz
17. n Compute V ft/s
18. Flow length, L ft
L _
19. Tt _ 3600 V Compute Tt hr + 0.000
20. Watershed or subarea T, or Tt (add Tt in steps 6, 11, 19) 0.099 hr
Use Tc= 6 min
Project North Andover, MA By RJS Date 811212019
Location North Andover,MA Checked Date
Circle One: Present Developed
Circle One: O Tt through subarea Proposed Drainage Area CA
NOTES: Space for as many as two segments per flow type can be used for each
worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow (Applicable to T, Only) Segment ID A
Dense
1. Surface description (table 3-1) Grasses
2. Manning's roughness coeff., n (table 3-1) 0.24
3. Flow Length, L (total L < 300 ft) ft 50
4. Two-yr 24-hr rainfall, Pz in 3.2
5. Land slope, s ft/ft 0.015
6. Tt = 0.007(nL)°'8 Compute Tt hr 0.153 0.153
P o.sso.4
Shallow concentrated flow Segment ID B
7. Surface description (paved or unpaved) Unpaved
8. Flow length, L ft 579
9. Watercourse slope, s ft/ft 0.008
10. Average velocity, V (figure 3-1) ft/s 1.4
11. Tt = L Compute Tt hr 0.111 + 0.111
3600 V
Channel flow Segment ID
12. Cross sectional flow area, a ftz
13. Wetted perimeter, p, ft
_ a
14. Hydraulic radius, r r p, Compute r ft
15. Channel slope, s ft/ft
16. Manning's roughness coeff., n
V =
1.49 rzis sziz
17. n Compute V ft/s
18. Flow length, L ft
L _
19. Tt _ 3600 V Compute Tt hr + 0.000
20. Watershed or subarea T, or Tt (add Tt in steps 6, 11, 19) 0.265 hr
Use Tc= 16 min
Project North Andover, MA By RJS Date 811212019
Location North Andover,MA Checked Date
Circle One: Present Developed
Circle One: O Tt through subarea Proposed Drainage Area D-1
NOTES: Space for as many as two segments per flow type can be used for each
worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow (Applicable to T, Only) Segment ID A
Dense
1. Surface description (table 3-1) Grasses
2. Manning's roughness coeff., n (table 3-1) 0.24
3. Flow Length, L (total L < 300 ft) ft 50
4. Two-yr 24-hr rainfall, Pz in 3.2
5. Land slope, s ft/ft 0.010
6. Tt = 0.007(nL)°'8 Compute Tt hr 0.180 0.180
P o.sso.4
Shallow concentrated flow Segment ID B
7. Surface description (paved or unpaved) Unpaved
8. Flow length, L ft 184
9. Watercourse slope, s ft/ft 0.010
10. Average velocity, V (figure 3-1) ft/s 1.6
11. Tt = L Compute Tt hr 0.032 + 0.032
3600 V
Channel flow Segment ID
12. Cross sectional flow area, a ftz
13. Wetted perimeter, p, ft
_ a
14. Hydraulic radius, r r p, Compute r ft
15. Channel slope, s ft/ft
16. Manning's roughness coeff., n
V =
1.49 rzis sziz
17. n Compute V ft/s
18. Flow length, L ft
L _
19. Tt _ 3600 V Compute Tt hr + 0.000
20. Watershed or subarea T, or Tt (add Tt in steps 6, 11, 19) 0.212 hr
Use Tc= 13 min
Project North Andover, MA By RJS Date 811212019
Location North Andover,MA Checked Date
Circle One: Present Developed
Circle One: O Tt through subarea Proposed Drainage Area D-2
NOTES: Space for as many as two segments per flow type can be used for each
worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow (Applicable to T, Only) Segment ID A
Dense
1. Surface description (table 3-1) Grasses
2. Manning's roughness coeff., n (table 3-1) 0.24
3. Flow Length, L (total L < 300 ft) ft 50
4. Two-yr 24-hr rainfall, Pz in 3.2
5. Land slope, s ft/ft 0.090
6. Tt = 0.007(nL)°'8 Compute Tt hr 0.075 0.075
P o.sso.4
Shallow concentrated flow Segment ID B
7. Surface description (paved or unpaved) Unpaved
8. Flow length, L ft 50
9. Watercourse slope, s ft/ft 0.010
10. Average velocity, V (figure 3-1) ft/s 1.6
11. Tt = L Compute Tt hr 0.009 + 0.009
3600 V
Channel flow Segment ID C
12. Cross sectional flow area, a ftz
13. Wetted perimeter, p, ft
_ a
14. Hydraulic radius, r r p, Compute r ft
15. Channel slope, s ft/ft 0.002
16. Manning's roughness coeff., n
V =
1.49 rzis sziz
17. n Compute V ft/s 5.00
18. Flow length, L ft 99
_ L _
19. Tt 3600 V Compute Tt hr 0.005 + 0.005
20. Watershed or subarea T, or Tt (add Tt in steps 6, 11, 19) 0.089 hr
Use Tc= 5 min
1
Watershed Model Schematic Hydraflow Hydrographs Extension forAutodesk®Civil 3D®2019 by Autodesk, Inc.v2020
!!
Leaend
Hvd. Origin Description
1 SCS Runoff PR-A1.1
2 SCS Runoff PR-A-1.2
3 SCS Runoff PR-A-1.3
4 SCS Runoff PR-A-1.4
5 SCS Runoff PR-A-1.5
6 SCS Runoff PR-A-2.1
7 SCS Runoff PR-A-2.2
8 SCS Runoff PR-A-3
9 SCS Runoff PR-A-4
10 SCS Runoff PR-B-1
11 SCS Runoff PR-B-2
12 SCS Runoff PR-C-1
13 SCS Runoff PR-C-2
14 SCS Runoff PR-C-3
15 SCS Runoff PR-D-1
16 SCS Runoff PR-D-2
17 Combine Comb A-2
18 Reservoir Pond UG A-1.3
19 Diversion1 Infiltration Volume A-1.2
20 Diversion2 Detention Volume A-1.2
21 Reservoir Pond A-1.2
22 SCS Runoff PR-C-4
24 Reservoir Pond A-1.4
25 Diversion1 Infiltration Volume A-1.5
26 Diversion2 Detention Volume A-1.5
27 Reservoir Pond A-1.5
28 Combine 'PR Discharge A-1'
29 Reservoir Pond A-2
30 Combine 'PR Discharge A'
31 Reservoir Pond B-1
32 Combine 'PR Discharge B'
33 Diversion1 Infiltration Volume C-1
34 Diversion2 Detention Volume C-1
35 Reservoir Pond C-1
36 Diversion1 Infiltration Volume C-2
37 Diversion2 Detention Volume C-2
38 Combine C-2 Detention
39 Reservoir Pond C-2
40 Combine 'PR Discharge C'
41 Diversion1 Infiltration Volume D-1
42 Diversion2 Detention Volume D-2
43 Reservoir Pond D-1
44 Combine 'PR Discharge D'
Project: 1600 Osgood North Andover Propossed .gpw Wednesday, 10/2/2019
g
a
----------------
b
Mf p---------------------
i
N
N
A
2
Hydrograph Return Period Regd ��
Hydra w Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020
Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph
No. type hyd(s) Description
(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
1 SCS Runoff ------ ------- 3.446 ------- ------- 6.273 8.449 ------- 13.16 PR-A1.1
2 SCS Runoff ------ ------- 2.279 ------- ------- 5.347 7.903 ------- 13.76 PR-A-1.2
3 SCS Runoff ------ ------- 8.785 ------- ------- 14.60 18.94 ------- 28.23 PR-A-1.3
4 SCS Runoff ------ ------- 1.574 ------- ------- 3.429 4.944 ------- 8.361 PR-A-1.4
5 SCS Runoff ------ ------- 1.553 ------- ------- 3.384 4.873 ------- 8.230 PR-A-1.5
6 SCS Runoff ------ ------- 48.79 ------- ------- 78.81 101.09 ------- 148.84 PR-A-2.1
7 SCS Runoff ------ ------- 4.085 ------- ------- 16.05 27.77 ------- 57.41 PR-A-2.2
8 SCS Runoff ------ ------- 0.000 ------- ------- 0.064 0.511 ------- 3.690 PR-A-3
9 SCS Runoff ------ ------- 0.005 ------- ------- 0.186 1.190 ------- 5.906 PR-A-4
10 SCS Runoff ------ ------- 29.00 ------- ------- 46.85 60.09 ------- 88.47 PR-B-1
11 SCS Runoff ------ ------- 0.009 ------- ------- 0.353 2.201 ------- 11.69 PR-B-2
12 SCS Runoff ------ ------- 15.22 ------- ------- 26.41 34.88 ------- 53.09 PR-C-1
13 SCS Runoff ------ ------- 36.23 ------- ------- 59.36 76.54 ------- 113.37 PR-C-2
14 SCS Runoff ------ ------- 0.000 ------- ------- 0.021 0.167 ------- 1.143 PR-C-3
15 SCS Runoff ------ ------- 8.577 ------- ------- 17.89 25.36 ------- 42.04 PR-D-1
16 SCS Runoff ------ ------- 0.000 ------- ------- 0.005 0.039 ------- 0.264 PR-D-2
17 Combine 6,7, ------- 49.61 ------- ------- 87.44 118.02 ------- 187.36 Comb A-2
18 Reservoir 3 ------- 2.568 ------- ------- 10.79 16.82 ------- 27.59 Pond UG A-1.3
19 Diversion1 2 ------- 0.180 ------- ------- 0.180 0.180 ------- 0.180 Infiltration Volume A-1.2
20 Diversion2 2 ------- 2.099 ------- ------- 5.167 7.723 ------- 13.58 Detention Volume A-1.2
21 Reservoir 20 ------- 0.000 ------- ------- 0.282 0.439 ------- 0.657 Pond A-1.2
22 SCS Runoff ------ ------- 9.439 ------- ------- 33.53 56.09 ------- 112.07 PR-C-4
24 Reservoir 4 ------- 0.331 ------- ------- 0.526 0.634 ------- 1.164 Pond A-1.4
25 Diversion1 5 ------- 0.098 ------- ------- 0.098 0.098 ------- 0.098 Infiltration Volume A-1.5
26 Diversion2 5 ------- 1.455 ------- ------- 3.286 4.775 ------- 8.132 Detention Volume A-1.5
27 Reservoir 26 ------- 0.000 ------- ------- 0.000 0.061 ------- 0.424 Pond A-1.5
28 Combine 1, 18,21, ------- 4.684 ------- ------- 14.12 22.18 ------- 38.26 'PR Discharge A-1'
24,27
29 Reservoir 17 ------- 7.310 ------- ------- 31.13 53.43 ------- 103.41 Pond A-2
30 Combine 8,9,28, ------- 10.68 ------- ------- 42.33 72.25 ------- 142.61 'PR Discharge A'
29
31 Reservoir 10 ------- 16.96 ------- ------- 25.82 31.01 ------- 54.78 Pond B-1
32 Combine 11,31 ------- 16.96 ------- ------- 25.82 32.75 ------- 66.47 'PR Discharge B'
33 Diversion1 12 ------- 0.266 ------- ------- 0.266 0.266 ------- 0.266 Infiltration Volume C-1
34 Diversion2 12 ------- 14.95 ------- ------- 26.14 34.61 ------- 52.82 Detention Volume C-1
Proj. file: 1600 Osgood North Andover Propossed .gpw Wednesday, 10/2/2019
3
Hydrograph Return Period Regd ��
Hydra w Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020
Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph
No. type hyd(s) Description
(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
35 Reservoir 34 ------- 4.010 ------- ------- 13.27 17.82 ------- 24.12 Pond C-1
36 Diversion1 13 ------- 0.777 ------- ------- 0.777 0.777 ------- 0.777 Infiltration Volume C-2
37 Diversion2 13 ------- 35.45 ------- ------- 58.58 75.77 ------- 112.59 Detention Volume C-2
38 Combine 35,37 ------- 35.52 ------- ------- 68.90 91.34 ------- 133.69 C-2 Detention
39 Reservoir 38 ------- 5.581 ------- ------- 39.23 68.66 ------- 111.25 Pond C-2
40 Combine 14,22,39 ------- 9.439 ------- ------- 72.23 124.47 ------- 222.50 'PR Discharge C'
41 Diversion1 15 ------- 0.478 ------- ------- 0.478 0.478 ------- 0.478 Infiltration Volume D-1
42 Diversion2 15 ------- 8.099 ------- ------- 17.41 24.88 ------- 41.56 Detention Volume D-2
43 Reservoir 42 ------- 0.017 ------- ------- 1.809 2.900 ------- 4.323 Pond D-1
44 Combine 16,43 ------- 0.017 ------- ------- 1.813 2.916 ------- 4.370 'PR Discharge D'
Proj. file: 1600 Osgood North Andover Propossed .gpw Wednesday, 10/2/2019
4
Hydrograph Summary Repo rtHydraflowHydrographs Extension for Autodesk®Civil 3D®2019byAutodesk, Inc.v202O
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 3.446 1 726 11,075 ------ ------ ------ PR-A1.1
2 SCS Runoff 2.279 1 726 7,897 ------ ------ ------ PR-A-1.2
3 SCS Runoff 8.785 1 730 35,030 ------ ------ ------ PR-A-1.3
4 SCS Runoff 1.574 1 729 5,982 ------ ------ ------ PR-A-1.4
5 SCS Runoff 1.553 1 727 5,559 ------ ------ ------ PR-A-1.5
6 SCS Runoff 48.79 1 725 160,815 ------ ------ ------ PR-A-2.1
7 SCS Runoff 4.085 1 745 28,658 ------ ------ ------ PR-A-2.2
8 SCS Runoff 0.000 1 n/a 0 ------ ------ ------ PR-A-3
9 SCS Runoff 0.005 1 1331 56 ------ ------ ------ PR-A-4
10 SCS Runoff 29.00 1 725 95,590 ------ ------ ------ PR-B-1
11 SCS Runoff 0.009 1 1328 100 ------ ------ ------ PR-B-2
12 SCS Runoff 15.22 1 725 47,024 ------ ------ ------ PR-C-1
13 SCS Runoff 36.23 1 725 118,609 ------ ------ ------ PR-C-2
14 SCS Runoff 0.000 1 1440 1 ------ ------ ------ PR-C-3
15 SCS Runoff 8.577 1 730 33,212 ------ ------ ------ PR-D-1
16 SCS Runoff 0.000 1 1440 0 ------ ------ ------ PR-D-2
17 Combine 49.61 1 726 189,473 6,7, ------ ------ Comb A-2
18 Reservoir 2.568 1 755 35,016 3 41.42 13,102 Pond UG A-1.3
19 Diversion1 0.180 1 720 4,631 2 ------ ------ Infiltration Volume A-1.2
20 Diversion2 2.099 1 726 3,266 2 ------ ------ Detention Volume A-1.2
21 Reservoir 0.000 1 n/a 0 20 49.29 3,266 Pond A-1.2
22 SCS Runoff 9.439 1 738 55,682 ------ ------ ------ PR-C-4
24 Reservoir 0.331 1 760 5,971 4 41.79 2,128 Pond A-1.4
25 Diversion1 0.098 1 723 2,889 5 ------ ------ Infiltration Volume A-1.5
26 Diversion2 1.455 1 727 2,670 5 ------ ------ Detention Volume A-1.5
27 Reservoir 0.000 1 n/a 0 26 43.72 2,670 Pond A-1.5
28 Combine 4.684 1 726 52,061 1, 18,21, ------ ------ 'PR Discharge A-1'
24,27
29 Reservoir 7.310 1 769 185,950 17 38.30 88,213 Pond A-2
30 Combine 10.68 1 754 238,067 8,9,28, ------ ------ 'PR Discharge A'
29
31 Reservoir 16.96 1 733 95,580 10 31.20 21,384 Pond B-1
32 Combine 16.96 1 733 95,680 11,31 ------ ------ 'PR Discharge B'
33 Diversion1 0.266 1 669 13,752 12 ------ ------ Infiltration Volume C-1
34 Diversion2 14.95 1 725 33,271 12 ------ ------ Detention Volume C-1
1600 Osgood North Andover Propossed gpiv Return Period: 2 Year Wednesday, 10/2/2019
5
Hydrograph Summary Repo rtHydraflowHydrographs Extension for Autodesk®Civil 3D®2019byAutodesk, Inc.v202O
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
35 Reservoir 4.010 1 746 21,313 34 40.85 18,640 Pond C-1
36 Diversion1 0.777 1 706 39,396 13 ------ ------ Infiltration Volume C-2
37 Diversion2 35.45 1 725 79,213 13 ------ ------ Detention Volume C-2
38 Combine 35.52 1 726 100,526 35,37 ------ ------ C-2 Detention
39 Reservoir 5.581 1 771 41,058 38 37.22 65,630 Pond C-2
40 Combine 9.439 1 738 96,742 14,22,39 ------ ------ 'PR Discharge C'
41 Diversion1 0.478 1 721 15,689 15 ------ ------ Infiltration Volume D-1
42 Diversion2 8.099 1 730 17,523 15 ------ ------ Detention Volume D-2
43 Reservoir 0.017 1 946 632 42 41.59 17,464 Pond D-1
44 Combine 0.017 1 946 633 16,43 ------ ------ 'PR Discharge D'
1600 Osgood North Andover Propossed gpiv Return Period: 2 Year Wednesday, 10/2/2019
23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Hyd. No. 18
Pond UG A-1.3
Hydrograph type = Reservoir Peak discharge = 2.568 cfs
Storm frequency = 2 yrs Time to peak = 755 min
Time interval = 1 min Hyd. volume = 35,016 cuft
Inflow hyd. No. = 3 - PR-A-1.3 Max. Elevation = 41.42 ft
Reservoir name = A-1.3 UG PIPE Max. Storage = 13,102 cuft
Storage Indication method used.
Pond UG A-1.3
Q (cfs) Hyd. No. 18 --2 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 , 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 18 Hyd No. 3 EE V= Total storage used = 13,102 cult
Pond Report 24
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Pond No. 7 - A-1.3 UG PIPE
Pond Data
UG Chambers-Invert elev. =38.25 ft, Rise x Span=5.00 x 5.00 ft, Barrel Len=500.00 ft, No. Barrels=2, Slope=0.00%, Headers= No
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 38.25 n/a 0 0
0.50 38.75 n/a 1,022 1,022
1.00 39.25 n/a 1,776 2,798
1.50 39.75 n/a 2,160 4,958
2.00 40.25 n/a 2,379 7,336
2.50 40.75 n/a 2,485 9,822
3.00 41.25 n/a 2,485 12,307
3.50 41.75 n/a 2,378 14,685
4.00 42.25 n/a 2,159 16,844
4.50 42.75 n/a 1,774 18,618
5.00 43.25 n/a 1,021 19,639
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 30.00 6.00 0.00 0.00 Crest Len(ft) = 4.00 0.00 0.00 0.00
Span(in) = 30.00 6.00 0.00 0.00 Crest El.(ft) = 41.20 0.00 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 2.60 3.33 3.33 3.33
Invert El.(ft) = 38.25 38.25 0.00 0.00 Weir Type = Broad --- --- ---
Length(ft) = 85.00 0.50 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 0.80 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 38.25 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.05 102 38.30 0.01 is 0.01 is --- --- 0.00 --- --- --- --- --- 0.007
0.10 204 38.35 0.03 is 0.03 is --- --- 0.00 --- --- --- --- --- 0.028
0.15 307 38.40 0.06 is 0.06 is --- --- 0.00 --- --- --- --- --- 0.060
0.20 409 38.45 0.11 is 0.10 is --- --- 0.00 --- --- --- --- --- 0.103
0.25 511 38.50 0.16 is 0.15 is --- --- 0.00 --- --- --- --- --- 0.153
0.30 613 38.55 0.21 is 0.21 is --- --- 0.00 --- --- --- --- --- 0.212
0.35 715 38.60 0.29 is 0.28 is --- --- 0.00 --- --- --- --- --- 0.281
0.40 818 38.65 0.35 is 0.35 is --- --- 0.00 --- --- --- --- --- 0.348
0.45 920 38.70 0.43 is 0.41 is --- --- 0.00 --- --- --- --- --- 0.413
0.50 1,022 38.75 0.47 is 0.47 is --- --- 0.00 --- --- --- --- --- 0.470
0.55 1,200 38.80 0.51 is 0.51 is --- --- 0.00 --- --- --- --- --- 0.507
0.60 1,377 38.85 0.56 is 0.54 is --- --- 0.00 --- --- --- --- --- 0.539
0.65 1,555 38.90 0.57 is 0.57 is --- --- 0.00 --- --- --- --- --- 0.570
0.70 1,732 38.95 0.61 is 0.61 is --- --- 0.00 --- --- --- --- --- 0.607
0.75 1,910 39.00 0.66 is 0.63 is --- --- 0.00 --- --- --- --- --- 0.634
0.80 2,088 39.05 0.67 is 0.67 is --- --- 0.00 --- --- --- --- --- 0.665
0.85 2,265 39.10 0.72 is 0.69 is --- --- 0.00 --- --- --- --- --- 0.693
0.90 2,443 39.15 0.72 is 0.72 is --- --- 0.00 --- --- --- --- --- 0.721
0.95 2,620 39.20 0.77 is 0.75 is --- --- 0.00 --- --- --- --- --- 0.747
1.00 2,798 39.25 0.78 is 0.78 is --- --- 0.00 --- --- --- --- --- 0.776
1.05 3,014 39.30 0.84 is 0.80 is --- --- 0.00 --- --- --- --- --- 0.797
1.10 3,230 39.35 0.84 is 0.82 is --- --- 0.00 --- --- --- --- --- 0.825
1.15 3,446 39.40 0.85 is 0.85 is --- --- 0.00 --- --- --- --- --- 0.847
1.20 3,662 39.45 0.90 is 0.87 is --- --- 0.00 --- --- --- --- --- 0.870
1.25 3,878 39.50 0.90 is 0.90 is --- --- 0.00 --- --- --- --- --- 0.896
1.30 4,094 39.55 0.91 is 0.91 is --- --- 0.00 --- --- --- --- --- 0.915
1.35 4,310 39.60 0.97 is 0.94 is --- --- 0.00 --- --- --- --- --- 0.938
1.40 4,526 39.65 0.97 is 0.96 is --- --- 0.00 --- --- --- --- --- 0.961
1.45 4,742 39.70 0.98 is 0.98 is --- --- 0.00 --- --- --- --- --- 0.980
1.50 4,958 39.75 1.04 is 1.00 is --- --- 0.00 --- --- --- --- --- 1.000
1.55 5,195 39.80 1.04 is 1.02 is --- --- 0.00 --- --- --- --- --- 1.022
Continues on next page...
25
A-1.3 UG PIPE
Stage/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C MID Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
1.60 5,433 39.85 1.04 is 1.04 is --- --- 0.00 --- --- --- --- --- 1.044
1.65 5,671 39.90 1.06 is 1.06 is --- --- 0.00 --- --- --- --- --- 1.060
1.70 5,909 39.95 1.12 is 1.08 is --- --- 0.00 --- --- --- --- --- 1.080
1.75 6,147 40.00 1.12 is 1.10 is --- --- 0.00 --- --- --- --- --- 1.101
1.80 6,385 40.05 1.12 is 1.12 is --- --- 0.00 --- --- --- --- --- 1.120
1.85 6,623 40.10 1.14 is 1.14 is --- --- 0.00 --- --- --- --- --- 1.136
1.90 6,861 40.15 1.20 is 1.15 is --- --- 0.00 --- --- --- --- --- 1.154
1.95 7,098 40.20 1.20 is 1.17 is --- --- 0.00 --- --- --- --- --- 1.174
2.00 7,336 40.25 1.20 is 1.19 is --- --- 0.00 --- --- --- --- --- 1.192
2.05 7,585 40.30 1.21 is 1.21 is --- --- 0.00 --- --- --- --- --- 1.208
2.10 7,833 40.35 1.28 is 1.22 is --- --- 0.00 --- --- --- --- --- 1.224
2.15 8,082 40.40 1.28 is 1.24 is --- --- 0.00 --- --- --- --- --- 1.242
2.20 8,330 40.45 1.28 is 1.26 is --- --- 0.00 --- --- --- --- --- 1.260
2.25 8,579 40.50 1.28 is 1.28 is --- --- 0.00 --- --- --- --- --- 1.278
2.30 8,828 40.55 1.29 is 1.29 is --- --- 0.00 --- --- --- --- --- 1.292
2.35 9,076 40.60 1.37 is 1.31 is --- --- 0.00 --- --- --- --- --- 1.307
2.40 9,325 40.65 1.37 is 1.32 is --- --- 0.00 --- --- --- --- --- 1.324
2.45 9,573 40.70 1.37 is 1.34 is --- --- 0.00 --- --- --- --- --- 1.341
2.50 9,822 40.75 1.37 is 1.36 is --- --- 0.00 --- --- --- --- --- 1.357
2.55 10,070 40.80 1.37 is 1.37 is --- --- 0.00 --- --- --- --- --- 1.373
2.60 10,319 40.85 1.39 is 1.39 is --- --- 0.00 --- --- --- --- --- 1.386
2.65 10,567 40.90 1.46 is 1.40 is --- --- 0.00 --- --- --- --- --- 1.401
2.70 10,816 40.95 1.46 is 1.42 is --- --- 0.00 --- --- --- --- --- 1.417
2.75 11,064 41.00 1.46 is 1.43 is --- --- 0.00 --- --- --- --- --- 1.433
2.80 11,313 41.05 1.46 is 1.45 is --- --- 0.00 --- --- --- --- --- 1.448
2.85 11,561 41.10 1.46 is 1.46 is --- --- 0.00 --- --- --- --- --- 1.463
2.90 11,810 41.15 1.48 is 1.48 is --- --- 0.00 --- --- --- --- --- 1.476
2.95 12,058 41.20 1.55 is 1.49 is --- --- 0.00 --- --- --- --- --- 1.489
3.00 12,307 41.25 1.65 is 1.50 is --- --- 0.12 --- --- --- --- --- 1.616
3.05 12,545 41.30 1.86 is 1.50 is --- --- 0.33 --- --- --- --- --- 1.834
3.10 12,783 41.35 2.11 is 1.51 is --- --- 0.60 --- --- --- --- --- 2.111
3.15 13,020 41.40 2.46 is 1.51 is --- --- 0.93 --- --- --- --- --- 2.441
3.20 13,258 41.45 2.87 is 1.51 is --- --- 1.30 --- --- --- --- --- 2.810
3.25 13,496 41.50 3.32 is 1.51 is --- --- 1.71 --- --- --- --- --- 3.218
3.30 13,734 41.55 3.66 is 1.51 is --- --- 2.15 --- --- --- --- --- 3.664
3.35 13,972 41.60 4.16 is 1.51 is --- --- 2.63 --- --- --- --- --- 4.143
3.40 14,209 41.65 4.71 is 1.51 is --- --- 3.14 --- --- --- --- --- 4.650
3.45 14,447 41.70 5.30 is 1.51 is --- --- 3.68 --- --- --- --- --- 5.186
3.50 14,685 41.75 5.75 is 1.51 is --- --- 4.24 --- --- --- --- --- 5.751
3.55 14,901 41.80 6.36 is 1.51 is --- --- 4.83 --- --- --- --- --- 6.344
3.60 15,117 41.85 7.05 is 1.51 is --- --- 5.45 --- --- --- --- --- 6.958
3.65 15,333 41.90 7.76 is 1.51 is --- --- 6.09 --- --- --- --- --- 7.597
3.70 15,549 41.95 8.26 is 1.51 is --- --- 6.75 --- --- --- --- --- 8.263
3.75 15,764 42.00 9.01 is 1.51 is --- --- 7.44 --- --- --- --- --- 8.948
3.80 15,980 42.05 9.79 is 1.50 is --- --- 8.15 --- --- --- --- --- 9.654
3.85 16,196 42.10 10.38 is 1.50 is --- --- 8.88 --- --- --- --- --- 10.38
3.90 16,412 42.15 11.14 is 1.50 is --- --- 9.63 --- --- --- --- --- 11.13
3.95 16,628 42.20 11.96 is 1.50 is --- --- 10.40 --- --- --- --- --- 11.90
4.00 16,844 42.25 12.79 is 1.50 is --- --- 11.19 --- --- --- --- --- 12.69
4.05 17,021 42.30 13.63 is 1.50 is --- --- 12.00 --- --- --- --- --- 13.50
4.10 17,199 42.35 14.46 is 1.50 is --- --- 12.83 --- --- --- --- --- 14.32
4.15 17,376 42.40 15.30 is 1.49 is --- --- 13.67 --- --- --- --- --- 15.16
4.20 17,554 42.45 16.12 is 1.49 is --- --- 14.53 --- --- --- --- --- 16.03
4.25 17,731 42.50 16.93 is 1.49 is --- --- 15.42 --- --- --- --- --- 16.91
4.30 17,908 42.55 17.95 oc 1.48 is --- --- 16.31 --- --- --- --- --- 17.79
4.35 18,086 42.60 18.78 oc 1.47 is --- --- 17.23 --- --- --- --- --- 18.70
4.40 18,263 42.65 19.65 oc 1.45 is --- --- 18.16 --- --- --- --- --- 19.61
4.45 18,441 42.70 20.57 oc 1.43 is --- --- 19.11 --- --- --- --- --- 20.54
4.50 18,618 42.75 21.52 oc 1.40 is --- --- 20.07 --- --- --- --- --- 21.47
4.55 18,720 42.80 22.38 oc 1.33 is --- --- 21.05 --- --- --- --- --- 22.38
4.60 18,822 42.85 23.37 oc 1.33 is --- --- 22.04 --- --- --- --- --- 23.37
4.65 18,924 42.90 24.38 oc 1.32 is --- --- 23.05 --- --- --- --- --- 24.37
4.70 19,026 42.95 25.39 oc 1.31 is --- --- 24.08 --- --- --- --- --- 25.39
4.75 19,129 43.00 26.42 oc 1.30 is --- --- 25.12 --- --- --- --- --- 26.42
4.80 19,231 43.05 27.46 oc 1.29 is --- --- 26.17 --- --- --- --- --- 27.46
4.85 19,333 43.10 28.46 oc 1.28 is --- --- 27.18 s --- --- --- --- --- 28.46
4.90 19,435 43.15 29.38 oc 1.27 is --- --- 28.11 s --- --- --- --- --- 29.38
4.95 19,537 43.20 30.27 oc 1.26 is --- --- 29.01 s --- --- --- --- --- 30.27
5.00 19,639 43.25 31.13 oc 1.25 is --- --- 29.88 s --- --- --- --- --- 31.13
...End
28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Hyd. No. 21
Pond A-1.2
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 2 yrs Time to peak = n/a
Time interval = 1 min Hyd. volume = 0 cuft
Inflow hyd. No. = 20 - Detention Volume A-1.2 Max. Elevation = 49.29 ft
Reservoir name = A-1.2 Pond Max. Storage = 3,266 cuft
Storage Indication method used.
Pond A-1.2
Q (cfs) Hyd. No. 21 --2 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 , 0.00
0 60 120 180 240 300 360 420 480 540 600 660 720 780 840 900
Time (min)
Hyd No. 21 Hyd No. 20 EE V= Total storage used = 3,266 cult
Pond Report 29
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Pond No. 1 - A-1.2 Pond
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation. Begining Elevation=48.50 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 48.50 3,237 0 0
1.00 49.50 5,047 4,108 4,108
2.00 50.50 6,914 5,955 10,064
3.00 51.50 8,836 7,855 17,918
4.00 52.50 10,816 9,808 27,727
5.00 53.50 12,852 11,818 39,545
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 8.00 4.00 0.00 0.00 Crest Len(ft) = 6.00 0.00 0.00 0.00
Span(in) = 8.00 4.00 0.00 0.00 Crest El.(ft) = 52.25 0.00 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 2.60 3.33 3.33 3.33
Invert El.(ft) = 47.50 49.50 0.00 0.00 Weir Type = 1 --- --- ---
Length(ft) = 141.00 0.50 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 5.70 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Contour)
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 48.50 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.10 411 48.60 1.37 is 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.20 822 48.70 1.37 is 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.30 1,232 48.80 1.37 is 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.40 1,643 48.90 1.37 is 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.50 2,054 49.00 1.37 is 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.60 2,465 49.10 1.37 is 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.70 2,876 49.20 1.37 is 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.80 3,287 49.30 1.37 is 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.90 3,697 49.40 1.37 is 0.00 --- --- 0.00 --- --- --- --- --- 0.000
1.00 4,108 49.50 1.37 is 0.00 --- --- 0.00 --- --- --- --- --- 0.000
1.10 4,704 49.60 1.37 is 0.02 is --- --- 0.00 --- --- --- --- --- 0.024
1.20 5,299 49.70 1.37 is 0.08 is --- --- 0.00 --- --- --- --- --- 0.083
1.30 5,895 49.80 1.37 is 0.15 is --- --- 0.00 --- --- --- --- --- 0.155
1.40 6,490 49.90 1.37 is 0.20 is --- --- 0.00 --- --- --- --- --- 0.203
1.50 7,086 50.00 1.37 is 0.24 is --- --- 0.00 --- --- --- --- --- 0.243
1.60 7,682 50.10 1.37 is 0.28 is --- --- 0.00 --- --- --- --- --- 0.277
1.70 8,277 50.20 1.37 is 0.31 is --- --- 0.00 --- --- --- --- --- 0.307
1.80 8,873 50.30 1.37 is 0.33 is --- --- 0.00 --- --- --- --- --- 0.334
1.90 9,468 50.40 1.37 is 0.36 is --- --- 0.00 --- --- --- --- --- 0.360
2.00 10,064 50.50 1.37 is 0.38 is --- --- 0.00 --- --- --- --- --- 0.384
2.10 10,849 50.60 1.37 is 0.41 is --- --- 0.00 --- --- --- --- --- 0.406
2.20 11,635 50.70 1.37 is 0.43 is --- --- 0.00 --- --- --- --- --- 0.427
2.30 12,420 50.80 1.37 is 0.45 is --- --- 0.00 --- --- --- --- --- 0.447
2.40 13,206 50.90 1.37 is 0.47 is --- --- 0.00 --- --- --- --- --- 0.467
2.50 13,991 51.00 1.37 is 0.49 is --- --- 0.00 --- --- --- --- --- 0.485
2.60 14,776 51.10 1.37 is 0.50 is --- --- 0.00 --- --- --- --- --- 0.503
2.70 15,562 51.20 1.37 is 0.52 is --- --- 0.00 --- --- --- --- --- 0.520
2.80 16,347 51.30 1.37 is 0.54 is --- --- 0.00 --- --- --- --- --- 0.537
2.90 17,133 51.40 1.37 is 0.55 is --- --- 0.00 --- --- --- --- --- 0.553
3.00 17,918 51.50 1.37 is 0.57 is --- --- 0.00 --- --- --- --- --- 0.569
3.10 18,899 51.60 1.37 is 0.58 is --- --- 0.00 --- --- --- --- --- 0.584
3.20 19,880 51.70 1.37 is 0.60 is --- --- 0.00 --- --- --- --- --- 0.599
3.30 20,861 51.80 1.37 is 0.61 is --- --- 0.00 --- --- --- --- --- 0.614
3.40 21,842 51.90 1.37 is 0.63 is --- --- 0.00 --- --- --- --- --- 0.628
3.50 22,822 52.00 1.37 is 0.64 is --- --- 0.00 --- --- --- --- --- 0.642
3.60 23,803 52.10 1.37 is 0.66 is --- --- 0.00 --- --- --- --- --- 0.655
Continues on next page...
30
A-1.2 Pond
Stage/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
3.70 24,784 52.20 1.37 is 0.67 is --- --- 0.00 --- --- --- --- --- 0.669
3.80 25,765 52.30 1.37 is 0.68 is --- --- 0.17 --- --- --- --- --- 0.856
3.90 26,746 52.40 1.60 is 0.69 is --- --- 0.91 --- --- --- --- --- 1.601
4.00 27,727 52.50 2.59 is 0.64 is --- --- 1.95 --- --- --- --- --- 2.587
4.10 28,908 52.60 3.26 oc 0.21 is --- --- 3.05 s --- --- --- --- --- 3.264
4.20 30,090 52.70 3.30 oc 0.14 is --- --- 3.16 s --- --- --- --- --- 3.297
4.30 31,272 52.80 3.32 oc 0.11 is --- --- 3.21 s --- --- --- --- --- 3.316
4.40 32,454 52.90 3.33 oc 0.08 is --- --- 3.25 s --- --- --- --- --- 3.331
4.50 33,636 53.00 3.35 oc 0.07 is --- --- 3.28 s --- --- --- --- --- 3.346
4.60 34,818 53.10 3.36 oc 0.06 is --- --- 3.30 s --- --- --- --- --- 3.358
4.70 35,999 53.20 3.38 oc 0.05 is --- --- 3.32 s --- --- --- --- --- 3.373
4.80 37,181 53.30 3.39 oc 0.04 is --- --- 3.34 s --- --- --- --- --- 3.383
4.90 38,363 53.40 3.40 oc 0.04 is --- --- 3.35 s --- --- --- --- --- 3.388
5.00 39,545 53.50 3.41 oc 0.03 is --- --- 3.36 s --- --- --- --- --- 3.398
...End
32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Hyd. No. 24
Pond A-1.4
Hydrograph type = Reservoir Peak discharge = 0.331 cfs
Storm frequency = 2 yrs Time to peak = 760 min
Time interval = 1 min Hyd. volume = 5,971 cuft
Inflow hyd. No. = 4 - PR-A-1.4 Max. Elevation = 41.79 ft
Reservoir name = A-1.4 Pond Max. Storage = 2,128 cuft
Storage Indication method used.
Pond A-1.4
Q (cfs) Hyd. No. 24 --2 Year Q (cfs)
2.00 2.00
1.00 1.00
0.00 0.00
0 180 360 540 720 900 1080 1260 1440 1620 1800 1980
Time (min)
Hyd No. 24 Hyd No. 4 EE V= Total storage used = 2,128 cult
Pond Report 33
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Pond No. 3 - A-1.4 Pond
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation. Begining Elevation=41.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 41.00 2,366 0 0
1.00 42.00 3,046 2,699 2,699
2.00 43.00 3,782 3,407 6,106
3.00 44.00 4,575 4,172 10,277
4.00 45.00 5,425 4,993 15,271
5.00 46.00 6,330 5,871 21,142
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 8.00 4.00 0.00 0.00 Crest Len(ft) = 6.00 0.00 0.00 0.00
Span(in) = 8.00 4.00 0.00 0.00 Crest El.(ft) = 44.75 0.00 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 39.00 41.00 0.00 0.00 Weir Type = 1 --- --- ---
Length(ft) = 41.00 0.50 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 1.20 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 41.00 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.10 270 41.10 1.97 oc 0.02 is --- --- 0.00 --- --- --- --- --- 0.024
0.20 540 41.20 1.97 oc 0.08 is --- --- 0.00 --- --- --- --- --- 0.083
0.30 810 41.30 1.97 oc 0.15 is --- --- 0.00 --- --- --- --- --- 0.155
0.40 1,079 41.40 1.97 oc 0.20 is --- --- 0.00 --- --- --- --- --- 0.203
0.50 1,349 41.50 1.97 oc 0.24 is --- --- 0.00 --- --- --- --- --- 0.243
0.60 1,619 41.60 1.97 oc 0.28 is --- --- 0.00 --- --- --- --- --- 0.277
0.70 1,889 41.70 1.97 oc 0.31 is --- --- 0.00 --- --- --- --- --- 0.307
0.80 2,159 41.80 1.97 oc 0.33 is --- --- 0.00 --- --- --- --- --- 0.334
0.90 2,429 41.90 1.97 oc 0.36 is --- --- 0.00 --- --- --- --- --- 0.360
1.00 2,699 42.00 1.97 oc 0.38 is --- --- 0.00 --- --- --- --- --- 0.384
1.10 3,039 42.10 1.97 oc 0.41 is --- --- 0.00 --- --- --- --- --- 0.406
1.20 3,380 42.20 1.97 oc 0.43 is --- --- 0.00 --- --- --- --- --- 0.427
1.30 3,721 42.30 1.97 oc 0.45 is --- --- 0.00 --- --- --- --- --- 0.447
1.40 4,061 42.40 1.97 oc 0.47 is --- --- 0.00 --- --- --- --- --- 0.467
1.50 4,402 42.50 1.97 oc 0.49 is --- --- 0.00 --- --- --- --- --- 0.485
1.60 4,743 42.60 1.97 oc 0.50 is --- --- 0.00 --- --- --- --- --- 0.503
1.70 5,084 42.70 1.97 oc 0.52 is --- --- 0.00 --- --- --- --- --- 0.520
1.80 5,424 42.80 1.97 oc 0.54 is --- --- 0.00 --- --- --- --- --- 0.537
1.90 5,765 42.90 1.97 oc 0.55 is --- --- 0.00 --- --- --- --- --- 0.553
2.00 6,106 43.00 1.97 oc 0.57 is --- --- 0.00 --- --- --- --- --- 0.569
2.10 6,523 43.10 1.97 oc 0.58 is --- --- 0.00 --- --- --- --- --- 0.584
2.20 6,940 43.20 1.97 oc 0.60 is --- --- 0.00 --- --- --- --- --- 0.599
2.30 7,357 43.30 1.97 oc 0.61 is --- --- 0.00 --- --- --- --- --- 0.614
2.40 7,774 43.40 1.97 oc 0.63 is --- --- 0.00 --- --- --- --- --- 0.628
2.50 8,192 43.50 1.97 oc 0.64 is --- --- 0.00 --- --- --- --- --- 0.642
2.60 8,609 43.60 1.97 oc 0.66 is --- --- 0.00 --- --- --- --- --- 0.655
2.70 9,026 43.70 1.97 oc 0.67 is --- --- 0.00 --- --- --- --- --- 0.669
2.80 9,443 43.80 1.97 oc 0.68 is --- --- 0.00 --- --- --- --- --- 0.682
2.90 9,860 43.90 1.97 oc 0.69 is --- --- 0.00 --- --- --- --- --- 0.695
3.00 10,277 44.00 1.97 oc 0.71 is --- --- 0.00 --- --- --- --- --- 0.707
3.10 10,777 44.10 1.97 oc 0.72 is --- --- 0.00 --- --- --- --- --- 0.720
3.20 11,276 44.20 1.97 oc 0.73 is --- --- 0.00 --- --- --- --- --- 0.732
3.30 11,775 44.30 1.97 oc 0.74 is --- --- 0.00 --- --- --- --- --- 0.744
3.40 12,275 44.40 1.97 oc 0.76 is --- --- 0.00 --- --- --- --- --- 0.755
3.50 12,774 44.50 1.97 oc 0.77 is --- --- 0.00 --- --- --- --- --- 0.767
3.60 13,273 44.60 1.97 oc 0.78 is --- --- 0.00 --- --- --- --- --- 0.778
Continues on next page...
34
A-1.4 Pond
Stage/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
3.70 13,773 44.70 1.97 oc 0.79 is --- --- 0.00 --- --- --- --- --- 0.790
3.80 14,272 44.80 1.97 oc 0.80 is --- --- 0.22 --- --- --- --- --- 1.024
3.90 14,772 44.90 1.97 oc 0.81 is --- --- 1.16 --- --- --- --- --- 1.972
4.00 15,271 45.00 3.02 oc 0.52 is --- --- 2.50 --- --- --- --- --- 3.020
4.10 15,858 45.10 3.51 oc 0.16 is --- --- 3.34 s --- --- --- --- --- 3.508
4.20 16,445 45.20 3.56 oc 0.11 is --- --- 3.45 s --- --- --- --- --- 3.562
4.30 17,032 45.30 3.60 oc 0.09 is --- --- 3.52 s --- --- --- --- --- 3.601
4.40 17,619 45.40 3.64 oc 0.07 is --- --- 3.57 s --- --- --- --- --- 3.635
4.50 18,206 45.50 3.67 oc 0.06 is --- --- 3.61 s --- --- --- --- --- 3.664
4.60 18,794 45.60 3.70 oc 0.05 is --- --- 3.64 s --- --- --- --- --- 3.691
4.70 19,381 45.70 3.73 oc 0.04 is --- --- 3.68 s --- --- --- --- --- 3.724
4.80 19,968 45.80 3.76 oc 0.04 is --- --- 3.71 s --- --- --- --- --- 3.743
4.90 20,555 45.90 3.79 oc 0.03 is --- --- 3.73 s --- --- --- --- --- 3.762
5.00 21,142 46.00 3.81 oc 0.03 is --- --- 3.77 s --- --- --- --- --- 3.803
...End
37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Hyd. No. 27
Pond A-1.5
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 2 yrs Time to peak = n/a
Time interval = 1 min Hyd. volume = 0 cuft
Inflow hyd. No. = 26 - Detention Volume A-1.5 Max. Elevation = 43.72 ft
Reservoir name = A-1.5 Pond Max. Storage = 2,670 cuft
Storage Indication method used.
Pond A-1.5
Q (cfs) Hyd. No. 27 --2 Year Q (cfs)
2.00 2.00
1.00 1.00
0.00 , 0.00
0 120 240 360 480 600 720 840 960
Time (min)
Hyd No. 27 Hyd No. 26 EE V= Total storage used = 2,670 cult
Pond Report 38
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Pond No. 4- A-1.5 Pond
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation. Begining Elevation=42.50 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 42.50 1,750 0 0
1.00 43.50 2,412 2,072 2,072
2.00 43.50 3,131 2,763 4,835
3.00 45.50 3,906 3,511 8,346
4.00 46.50 4,738 4,315 12,661
5.00 47.50 5,627 5,176 17,837
6.00 48.50 6,572 6,093 23,930
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 8.00 4.00 0.00 0.00 Crest Len(ft) = 6.00 0.00 0.00 0.00
Span(in) = 8.00 4.00 0.00 0.00 Crest El.(ft) = 47.25 0.00 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 41.50 46.00 0.00 0.00 Weir Type = 1 --- --- ---
Length(ft) = 206.00 0.50 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 1.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Contour)
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 42.50 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.10 207 42.60 1.23 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.20 414 42.70 1.23 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.30 622 42.80 1.23 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.40 829 42.90 1.23 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.50 1,036 43.00 1.23 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.60 1,243 43.10 1.23 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.70 1,450 43.20 1.23 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.80 1,658 43.30 1.23 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.90 1,865 43.40 1.23 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
1.00 2,072 43.50 1.23 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
1.10 2,348 43.60 1.23 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
1.20 2,625 43.70 1.23 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
1.30 2,901 43.80 1.23 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
1.40 3,177 43.90 1.23 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
1.50 3,454 44.00 1.23 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
1.60 3,730 44.10 1.23 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
1.70 4,006 44.20 1.23 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
1.80 4,283 44.30 1.23 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
1.90 4,559 44.40 1.23 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
2.00 4,835 43.50 1.23 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
2.10 5,186 43.60 1.23 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
2.20 5,538 43.70 1.23 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
2.30 5,889 43.80 1.23 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
2.40 6,240 43.90 1.23 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
2.50 6,591 44.00 1.23 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
2.60 6,942 44.10 1.23 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
2.70 7,293 44.20 1.23 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
2.80 7,644 44.30 1.23 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
2.90 7,995 44.40 1.23 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
3.00 8,346 45.50 1.23 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
3.10 8,778 45.60 1.23 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
3.20 9,209 45.70 1.23 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
3.30 9,641 45.80 1.23 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
3.40 10,072 45.90 1.23 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
3.50 10,504 46.00 1.23 oc 0.00 --- --- 0.00 --- --- --- --- --- 0.000
Continues on next page...
39
A-1.5 Pond
Stage/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
3.60 10,935 46.10 1.23 oc 0.02 is --- --- 0.00 --- --- --- --- --- 0.024
3.70 11,367 46.20 1.23 oc 0.08 is --- --- 0.00 --- --- --- --- --- 0.083
3.80 11,798 46.30 1.23 oc 0.15 is --- --- 0.00 --- --- --- --- --- 0.155
3.90 12,230 46.40 1.23 oc 0.20 is --- --- 0.00 --- --- --- --- --- 0.203
4.00 12,661 46.50 1.23 oc 0.24 is --- --- 0.00 --- --- --- --- --- 0.243
4.10 13,179 46.60 1.23 oc 0.28 is --- --- 0.00 --- --- --- --- --- 0.277
4.20 13,696 46.70 1.23 oc 0.31 is --- --- 0.00 --- --- --- --- --- 0.307
4.30 14,214 46.80 1.23 oc 0.33 is --- --- 0.00 --- --- --- --- --- 0.334
4.40 14,732 46.90 1.23 oc 0.36 is --- --- 0.00 --- --- --- --- --- 0.360
4.50 15,249 47.00 1.23 oc 0.38 is --- --- 0.00 --- --- --- --- --- 0.384
4.60 15,767 47.10 1.23 oc 0.41 is --- --- 0.00 --- --- --- --- --- 0.406
4.70 16,284 47.20 1.23 oc 0.43 is --- --- 0.00 --- --- --- --- --- 0.427
4.80 16,802 47.30 1.23 oc 0.45 is --- --- 0.22 --- --- --- --- --- 0.671
4.90 17,319 47.40 1.63 oc 0.47 is --- --- 1.16 --- --- --- --- --- 1.627
5.00 17,837 47.50 2.14 oc 0.14 is --- --- 2.01 s --- --- --- --- --- 2.143
5.10 18,446 47.60 2.17 oc 0.08 is --- --- 2.08 s --- --- --- --- --- 2.166
5.20 19,055 47.70 2.19 oc 0.06 is --- --- 2.13 s --- --- --- --- --- 2.185
5.30 19,665 47.80 2.20 oc 0.05 is --- --- 2.15 s --- --- --- --- --- 2.197
5.40 20,274 47.90 2.22 oc 0.04 is --- --- 2.17 s --- --- --- --- --- 2.206
5.50 20,883 48.00 2.23 oc 0.03 is --- --- 2.18 s --- --- --- --- --- 2.214
5.60 21,493 48.10 2.24 oc 0.02 is --- --- 2.21 s --- --- --- --- --- 2.232
5.70 22,102 48.20 2.26 oc 0.02 is --- --- 2.23 s --- --- --- --- --- 2.250
5.80 22,711 48.30 2.27 oc 0.02 is --- --- 2.21 s --- --- --- --- --- 2.229
5.90 23,320 48.40 2.29 oc 0.02 is --- --- 2.23 s --- --- --- --- --- 2.250
6.00 23,930 48.50 2.30 oc 0.01 is --- --- 2.26 s --- --- --- --- --- 2.273
...End
41
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Hyd. No. 29
Pond A-2
Hydrograph type = Reservoir Peak discharge = 7.310 cfs
Storm frequency = 2 yrs Time to peak = 769 min
Time interval = 1 min Hyd. volume = 185,950 cuft
Inflow hyd. No. = 17 - Comb A-2 Max. Elevation = 38.30 ft
Reservoir name = A-2 Pond Max. Storage = 88,213 cuft
Storage Indication method used.
Pond A-2
Q (cfs) Hyd. No. 29 --2 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
wwm
0.00 ..............uuuuuu........................... 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640
Time (min)
Hyd No. 29 Hyd No. 17 EE V= Total storage used = 88,213 cult
Pond Report 42
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Pond No. 12 - A-2 Pond
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation. Begining Elevation=37.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 37.00 37,120 0 0
1.00 38.00 88,536 60,988 60,988
2.00 39.00 95,952 92,210 153,198
3.00 40.00 109,733 102,755 255,954
4.00 41.00 115,594 112,640 368,593
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 30.00 12.00 0.00 0.00 Crest Len(ft) = 16.00 40.00 0.00 0.00
Span(in) = 30.00 12.00 0.00 0.00 Crest El.(ft) = 38.25 40.00 0.00 0.00
No.Barrels = 2 2 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El.(ft) = 32.30 37.00 0.00 0.00 Weir Type = 1 Broad --- ---
Length(ft) = 15.00 0.50 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 2.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 37.00 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
0.10 6,099 37.10 87.79 is 0.09 is --- --- 0.00 0.00 --- --- --- --- 0.088
0.20 12,198 37.20 87.79 is 0.36 is --- --- 0.00 0.00 --- --- --- --- 0.355
0.30 18,297 37.30 87.79 is 0.74 is --- --- 0.00 0.00 --- --- --- --- 0.744
0.40 24,395 37.40 87.79 is 1.29 is --- --- 0.00 0.00 --- --- --- --- 1.290
0.50 30,494 37.50 87.79 is 1.89 is --- --- 0.00 0.00 --- --- --- --- 1.891
0.60 36,593 37.60 87.79 is 2.60 is --- --- 0.00 0.00 --- --- --- --- 2.602
0.70 42,692 37.70 87.79 is 3.38 is --- --- 0.00 0.00 --- --- --- --- 3.375
0.80 48,791 37.80 87.79 is 4.10 is --- --- 0.00 0.00 --- --- --- --- 4.103
0.90 54,890 37.90 87.79 is 4.83 is --- --- 0.00 0.00 --- --- --- --- 4.827
1.00 60,988 38.00 87.79 is 5.35 is --- --- 0.00 0.00 --- --- --- --- 5.347
1.10 70,209 38.10 87.79 is 5.86 is --- --- 0.00 0.00 --- --- --- --- 5.858
1.20 79,430 38.20 87.79 is 6.33 is --- --- 0.00 0.00 --- --- --- --- 6.327
1.30 88,651 38.30 87.79 is 6.76 is --- --- 0.60 0.00 --- --- --- --- 7.360
1.40 97,872 38.40 87.79 is 7.17 is --- --- 3.10 0.00 --- --- --- --- 10.27
1.50 107,093 38.50 87.79 is 7.56 is --- --- 6.66 0.00 --- --- --- --- 14.22
1.60 116,314 38.60 87.79 is 7.93 is --- --- 11.03 0.00 --- --- --- --- 18.96
1.70 125,535 38.70 87.79 is 8.28 is --- --- 16.08 0.00 --- --- --- --- 24.37
1.80 134,756 38.80 87.79 is 8.62 is --- --- 21.73 0.00 --- --- --- --- 30.35
1.90 143,977 38.90 87.79 is 8.95 is --- --- 27.92 0.00 --- --- --- --- 36.87
2.00 153,198 39.00 87.79 is 9.26 is --- --- 34.61 0.00 --- --- --- --- 43.87
2.10 163,474 39.10 87.79 is 9.57 is --- --- 41.75 0.00 --- --- --- --- 51.32
2.20 173,749 39.20 87.79 is 9.86 is --- --- 49.33 0.00 --- --- --- --- 59.19
2.30 184,025 39.30 87.79 is 10.15 is --- --- 57.33 0.00 --- --- --- --- 67.47
2.40 194,300 39.40 87.79 is 10.42 is --- --- 65.71 0.00 --- --- --- --- 76.13
2.50 204,576 39.50 87.79 is 10.69 is --- --- 74.46 0.00 --- --- --- --- 85.16
2.60 214,852 39.60 94.42 is 10.85 is --- --- 83.57 0.00 --- --- --- --- 94.42
2.70 225,127 39.70 102.21 is 9.18 is --- --- 93.03 0.00 --- --- --- --- 102.21
2.80 235,403 39.80 106.37 is 8.23 is --- --- 98.13 s 0.00 --- --- --- --- 106.37
2.90 245,678 39.90 109.20 is 7.61 is --- --- 101.59 s 0.00 --- --- --- --- 109.20
3.00 255,954 40.00 111.55 is 7.09 is --- --- 104.45 s 0.00 --- --- --- --- 111.55
3.10 267,218 40.10 114.13 is 6.42 is --- --- 104.42 s 3.29 --- --- --- --- 114.12
3.20 278,481 40.20 116.65 is 5.65 is --- --- 101.69 s 9.30 --- --- --- --- 116.65
3.30 289,745 40.30 118.95 is 4.88 is --- --- 96.97 s 17.09 --- --- --- --- 118.94
3.40 301,009 40.40 120.89 is 4.19 is --- --- 91.55 s 25.14 s --- --- --- --- 120.89
3.50 312,273 40.50 122.43 is 3.71 is --- --- 87.99 s 30.72 s --- --- --- --- 122.42
3.60 323,537 40.60 123.76 is 3.33 is --- --- 85.12 s 35.31 s --- --- --- --- 123.76
3.70 334,801 40.70 124.98 is 3.01 is --- --- 82.70 s 39.26 s --- --- --- --- 124.97
Continues on next page...
43
A-2 Pond
Stage/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
3.80 346,065 40.80 126.10 is 2.74 is --- --- 80.63 s 42.71 s --- --- --- --- 126.09
3.90 357,329 40.90 127.17 is 2.52 is --- --- 78.85 s 45.79 s --- --- --- --- 127.15
4.00 368,593 41.00 128.19 is 2.32 is --- --- 77.29 s 48.54 s --- --- --- --- 128.16
...End
45
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Hyd. No. 31
Pond B-1
Hydrograph type = Reservoir Peak discharge = 16.96 cfs
Storm frequency = 2 yrs Time to peak = 733 min
Time interval = 1 min Hyd. volume = 95,580 cuft
Inflow hyd. No. = 10 - PR-B-1 Max. Elevation = 31.20 ft
Reservoir name = B-1 Pond Max. Storage = 21,384 cuft
Storage Indication method used.
Pond B-1
Q (cfs) Hyd. No. 31 --2 Year Q (cfs)
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 , 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 31 Hyd No. 10 EE V= Total storage used = 21,384 cult
Pond Report 46
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Pond No. 13 - B-1 Pond
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation. Begining Elevation=30.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 30.00 16,755 0 0
1.00 31.00 18,364 17,552 17,552
2.00 32.00 20,000 19,174 36,726
3.00 33.00 21,667 20,826 57,552
4.00 34.00 23,361 22,506 80,058
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 24.00 18.00 0.00 0.00 Crest Len(ft) = 16.00 20.00 0.00 0.00
Span(in) = 24.00 18.00 0.00 0.00 Crest El.(ft) = 32.50 33.00 0.00 0.00
No.Barrels = 2 3 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El.(ft) = 26.80 30.00 0.00 0.00 Weir Type = 1 Broad --- ---
Length(ft) = 26.80 3.00 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 0.50 0.00 0.00 n/a
N-Value = .012 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 30.00 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
0.10 1,755 30.10 43.63 oc 0.17 is --- --- 0.00 0.00 --- --- --- --- 0.174
0.20 3,510 30.20 43.63 oc 0.66 is --- --- 0.00 0.00 --- --- --- --- 0.655
0.30 5,265 30.30 43.63 oc 1.47 is --- --- 0.00 0.00 --- --- --- --- 1.469
0.40 7,021 30.40 43.63 oc 2.53 is --- --- 0.00 0.00 --- --- --- --- 2.526
0.50 8,776 30.50 43.63 oc 3.80 is --- --- 0.00 0.00 --- --- --- --- 3.796
0.60 10,531 30.60 43.63 oc 5.33 is --- --- 0.00 0.00 --- --- --- --- 5.333
0.70 12,286 30.70 43.63 oc 6.95 is --- --- 0.00 0.00 --- --- --- --- 6.948
0.80 14,041 30.80 43.63 oc 8.88 is --- --- 0.00 0.00 --- --- --- --- 8.878
0.90 15,796 30.90 43.63 oc 10.76 is --- --- 0.00 0.00 --- --- --- --- 10.76
1.00 17,552 31.00 43.63 oc 12.84 is --- --- 0.00 0.00 --- --- --- --- 12.84
1.10 19,469 31.10 43.63 oc 14.89 is --- --- 0.00 0.00 --- --- --- --- 14.89
1.20 21,386 31.20 43.63 oc 16.96 is --- --- 0.00 0.00 --- --- --- --- 16.96
1.30 23,304 31.30 43.63 oc 19.00 is --- --- 0.00 0.00 --- --- --- --- 19.00
1.40 25,221 31.40 43.63 oc 20.76 is --- --- 0.00 0.00 --- --- --- --- 20.76
1.50 27,139 31.50 43.63 oc 22.10 is --- --- 0.00 0.00 --- --- --- --- 22.10
1.60 29,056 31.60 43.63 oc 23.53 is --- --- 0.00 0.00 --- --- --- --- 23.53
1.70 30,974 31.70 43.63 oc 24.88 is --- --- 0.00 0.00 --- --- --- --- 24.88
1.80 32,891 31.80 43.63 oc 26.15 is --- --- 0.00 0.00 --- --- --- --- 26.15
1.90 34,808 31.90 43.63 oc 27.37 is --- --- 0.00 0.00 --- --- --- --- 27.37
2.00 36,726 32.00 43.63 oc 28.54 is --- --- 0.00 0.00 --- --- --- --- 28.54
2.10 38,808 32.10 43.63 oc 29.66 is --- --- 0.00 0.00 --- --- --- --- 29.66
2.20 40,891 32.20 43.63 oc 30.73 is --- --- 0.00 0.00 --- --- --- --- 30.73
2.30 42,974 32.30 43.63 oc 31.78 is --- --- 0.00 0.00 --- --- --- --- 31.78
2.40 45,056 32.40 43.63 oc 32.78 is --- --- 0.00 0.00 --- --- --- --- 32.78
2.50 47,139 32.50 43.63 oc 33.76 is --- --- 0.00 0.00 --- --- --- --- 33.76
2.60 49,221 32.60 43.63 oc 34.72 is --- --- 1.68 0.00 --- --- --- --- 36.40
2.70 51,304 32.70 43.63 oc 35.64 is --- --- 4.77 0.00 --- --- --- --- 40.41
2.80 53,387 32.80 45.30 oc 36.54 is --- --- 8.75 0.00 --- --- --- --- 45.30
2.90 55,469 32.90 50.90 is 37.42 is --- --- 13.48 0.00 --- --- --- --- 50.90
3.00 57,552 33.00 54.51 is 35.67 is --- --- 18.84 0.00 --- --- --- --- 54.51
3.10 59,802 33.10 58.41 is 32.00 is --- --- 24.76 1.64 --- --- --- --- 58.41
3.20 62,053 33.20 62.69 is 26.83 is --- --- 31.20 4.65 --- --- --- --- 62.69
3.30 64,304 33.30 66.50 is 20.85 is --- --- 37.11 s 8.54 --- --- --- --- 66.50
3.40 66,554 33.40 68.66 is 17.09 is --- --- 38.41 s 13.15 --- --- --- --- 68.65
3.50 68,805 33.50 70.15 is 14.48 is --- --- 38.89 s 16.77 s --- --- --- --- 70.14
3.60 71,056 33.60 71.29 is 12.66 is --- --- 39.46 s 19.16 s --- --- --- --- 71.28
3.70 73,306 33.70 72.26 is 11.24 is --- --- 39.93 s 21.09 s --- --- --- --- 72.26
Continues on next page...
47
B-1 Pond
Stage/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
3.80 75,557 33.80 73.13 is 10.08 is --- --- 40.32 s 22.72 s --- --- --- --- 73.12
3.90 77,808 33.90 73.92 is 9.12 is --- --- 40.67 s 24.12 s --- --- --- --- 73.91
4.00 80,058 34.00 74.67 is 8.31 is --- --- 40.98 s 25.36 s --- --- --- --- 74.65
...End
51
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Hyd. No. 35
Pond C-1
Hydrograph type = Reservoir Peak discharge = 4.010 cfs
Storm frequency = 2 yrs Time to peak = 746 min
Time interval = 1 min Hyd. volume = 21,313 cuft
Inflow hyd. No. = 34 - Detention Volume C-1 Max. Elevation = 40.85 ft
Reservoir name = C-1 Pond Max. Storage = 18,640 cuft
Storage Indication method used.
Pond C-1
Q (cfs) Hyd. No. 35 --2 Year Q (cfs)
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
........... ........... ...........
0.00 , 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time (min)
Hyd No. 35 Hyd No. 34 EE V= Total storage used = 18,640 cult
Pond Report 52
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Pond No. 14- C-1 Pond
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation. Begining Elevation=38.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 38.00 4,770 0 0
1.00 39.00 5,970 5,358 5,358
2.00 40.00 7,226 6,587 11,946
3.00 41.00 8,538 7,872 19,818
4.00 42.00 9,907 9,213 29,031
5.00 43.00 11,333 10,611 39,642
6.00 44.00 12,815 12,065 51,707
6.50 44.50 13,577 6,596 58,303
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 24.00 0.00 0.00 0.00 Crest Len(ft) = 0.00 0.00 0.00 0.00
Span(in) = 24.00 0.00 0.00 0.00 Crest El.(ft) = 0.00 0.00 0.00 0.00
No.Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 40.00 0.00 0.00 0.00 Weir Type = --- --- --- ---
Length(ft) = 230.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope(%) = 2.40 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Contour)
Multi-Stage = n/a No No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 38.00 0.00 --- --- --- --- --- --- --- --- --- 0.000
0.10 536 38.10 0.00 --- --- --- --- --- --- --- --- --- 0.000
0.20 1,072 38.20 0.00 --- --- --- --- --- --- --- --- --- 0.000
0.30 1,607 38.30 0.00 --- --- --- --- --- --- --- --- --- 0.000
0.40 2,143 38.40 0.00 --- --- --- --- --- --- --- --- --- 0.000
0.50 2,679 38.50 0.00 --- --- --- --- --- --- --- --- --- 0.000
0.60 3,215 38.60 0.00 --- --- --- --- --- --- --- --- --- 0.000
0.70 3,751 38.70 0.00 --- --- --- --- --- --- --- --- --- 0.000
0.80 4,287 38.80 0.00 --- --- --- --- --- --- --- --- --- 0.000
0.90 4,822 38.90 0.00 --- --- --- --- --- --- --- --- --- 0.000
1.00 5,358 39.00 0.00 --- --- --- --- --- --- --- --- --- 0.000
1.10 6,017 39.10 0.00 --- --- --- --- --- --- --- --- --- 0.000
1.20 6,676 39.20 0.00 --- --- --- --- --- --- --- --- --- 0.000
1.30 7,334 39.30 0.00 --- --- --- --- --- --- --- --- --- 0.000
1.40 7,993 39.40 0.00 --- --- --- --- --- --- --- --- --- 0.000
1.50 8,652 39.50 0.00 --- --- --- --- --- --- --- --- --- 0.000
1.60 9,311 39.60 0.00 --- --- --- --- --- --- --- --- --- 0.000
1.70 9,969 39.70 0.00 --- --- --- --- --- --- --- --- --- 0.000
1.80 10,628 39.80 0.00 --- --- --- --- --- --- --- --- --- 0.000
1.90 11,287 39.90 0.00 --- --- --- --- --- --- --- --- --- 0.000
2.00 11,946 40.00 0.00 --- --- --- --- --- --- --- --- --- 0.000
2.10 12,733 40.10 0.06 is --- --- --- --- --- --- --- --- --- 0.064
2.20 13,520 40.20 0.25 is --- --- --- --- --- --- --- --- --- 0.250
2.30 14,307 40.30 0.55 is --- --- --- --- --- --- --- --- --- 0.553
2.40 15,094 40.40 0.97 is --- --- --- --- --- --- --- --- --- 0.966
2.50 15,882 40.50 1.48 is --- --- --- --- --- --- --- --- --- 1.481
2.60 16,669 40.60 2.10 is --- --- --- --- --- --- --- --- --- 2.097
2.70 17,456 40.70 2.80 is --- --- --- --- --- --- --- --- --- 2.799
2.80 18,243 40.80 3.58 is --- --- --- --- --- --- --- --- --- 3.575
2.90 19,031 40.90 4.44 is --- --- --- --- --- --- --- --- --- 4.436
3.00 19,818 41.00 5.36 is --- --- --- --- --- --- --- --- --- 5.359
3.10 20,739 41.10 6.32 is --- --- --- --- --- --- --- --- --- 6.325
3.20 21,660 41.20 7.35 is --- --- --- --- --- --- --- --- --- 7.350
3.30 22,582 41.30 8.39 is --- --- --- --- --- --- --- --- --- 8.392
3.40 23,503 41.40 9.46 is --- --- --- --- --- --- --- --- --- 9.463
Continues on next page...
53
C-1 Pond
Stage/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
3.50 24,424 41.50 10.55 is --- --- --- --- --- --- --- --- --- 10.55
3.60 25,346 41.60 11.61 is --- --- --- --- --- --- --- --- --- 11.61
3.70 26,267 41.70 12.64 is --- --- --- --- --- --- --- --- --- 12.64
3.80 27,188 41.80 13.61 is --- --- --- --- --- --- --- --- --- 13.61
3.90 28,110 41.90 14.47 is --- --- --- --- --- --- --- --- --- 14.47
4.00 29,031 42.00 15.12 is --- --- --- --- --- --- --- --- --- 15.12
4.10 30,092 42.10 15.86 is --- --- --- --- --- --- --- --- --- 15.86
4.20 31,153 42.20 16.57ic --- --- --- --- --- --- --- --- --- 16.57
4.30 32,214 42.30 17.24 is --- --- --- --- --- --- --- --- --- 17.24
4.40 33,275 42.40 17.90 is --- --- --- --- --- --- --- --- --- 17.90
4.50 34,336 42.50 18.52 is --- --- --- --- --- --- --- --- --- 18.52
4.60 35,397 42.60 19.13 is --- --- --- --- --- --- --- --- --- 19.13
4.70 36,458 42.70 19.72 is --- --- --- --- --- --- --- --- --- 19.72
4.80 37,520 42.80 20.29 is --- --- --- --- --- --- --- --- --- 20.29
4.90 38,581 42.90 20.85 is --- --- --- --- --- --- --- --- --- 20.85
5.00 39,642 43.00 21.39 is --- --- --- --- --- --- --- --- --- 21.39
5.10 40,848 43.10 21.92 is --- --- --- --- --- --- --- --- --- 21.92
5.20 42,055 43.20 22.43 is --- --- --- --- --- --- --- --- --- 22.43
5.30 43,261 43.30 22.94 is --- --- --- --- --- --- --- --- --- 22.94
5.40 44,468 43.40 23.43 is --- --- --- --- --- --- --- --- --- 23.43
5.50 45,674 43.50 23.91 is --- --- --- --- --- --- --- --- --- 23.91
5.60 46,881 43.60 24.39 is --- --- --- --- --- --- --- --- --- 24.39
5.70 48,087 43.70 24.85 is --- --- --- --- --- --- --- --- --- 24.85
5.80 49,294 43.80 25.31 is --- --- --- --- --- --- --- --- --- 25.31
5.90 50,500 43.90 25.76 is --- --- --- --- --- --- --- --- --- 25.76
6.00 51,707 44.00 26.20 is --- --- --- --- --- --- --- --- --- 26.20
6.05 52,367 44.05 26.41 is --- --- --- --- --- --- --- --- --- 26.41
6.10 53,026 44.10 26.63 is --- --- --- --- --- --- --- --- --- 26.63
6.15 53,686 44.15 26.84 is --- --- --- --- --- --- --- --- --- 26.84
6.20 54,346 44.20 27.06 is --- --- --- --- --- --- --- --- --- 27.06
6.25 55,005 44.25 27.27 is --- --- --- --- --- --- --- --- --- 27.27
6.30 55,665 44.30 27.48 is --- --- --- --- --- --- --- --- --- 27.48
6.35 56,324 44.35 27.68 is --- --- --- --- --- --- --- --- --- 27.68
6.40 56,984 44.40 27.89 is --- --- --- --- --- --- --- --- --- 27.89
6.45 57,644 44.45 28.09 is --- --- --- --- --- --- --- --- --- 28.09
6.50 58,303 44.50 28.30 is --- --- --- --- --- --- --- --- --- 28.30
...End
57
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Hyd. No. 39
Pond C-2
Hydrograph type = Reservoir Peak discharge = 5.581 cfs
Storm frequency = 2 yrs Time to peak = 771 min
Time interval = 1 min Hyd. volume = 41,058 cuft
Inflow hyd. No. = 38 - C-2 Detention Max. Elevation = 37.22 ft
Reservoir name = C-2 Pond Max. Storage = 65,630 cuft
Storage Indication method used.
Pond C-2
Q (cfs) Hyd. No. 39 --2 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
I�
0.00 .......... 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time (min)
Hyd No. 39 Hyd No. 38 EE V= Total storage used = 65,630 cult
Pond Report 58
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Pond No. 15- C-2 Pond
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation. Begining Elevation=34.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 34.00 13,932 0 0
1.00 35.00 17,849 15,849 15,849
2.00 36.00 21,814 19,796 35,645
3.00 37.00 25,892 23,822 59,466
4.00 38.00 30,081 27,958 87,424
5.00 39.00 34,385 32,206 119,630
5.70 39.70 36,579 24,831 144,461
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 48.00 Inactive 0.00 0.00 Crest Len(ft) = 16.00 0.00 0.00 0.00
Span(in) = 48.00 0.00 0.00 0.00 Crest El.(ft) = 37.00 0.00 0.00 0.00
No.Barrels = 1 2 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 24.00 37.00 0.00 0.00 Weir Type = 1 --- --- ---
Length(ft) = 108.00 0.50 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 8.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Contour)
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 34.00 0.00 --- --- --- 0.00 --- --- --- --- --- 0.000
0.10 1,585 34.10 171.12 is --- --- --- 0.00 --- --- --- --- --- 0.000
0.20 3,170 34.20 171.12 is --- --- --- 0.00 --- --- --- --- --- 0.000
0.30 4,755 34.30 171.12 is --- --- --- 0.00 --- --- --- --- --- 0.000
0.40 6,339 34.40 171.12 is --- --- --- 0.00 --- --- --- --- --- 0.000
0.50 7,924 34.50 171.12 is --- --- --- 0.00 --- --- --- --- --- 0.000
0.60 9,509 34.60 171.12 is --- --- --- 0.00 --- --- --- --- --- 0.000
0.70 11,094 34.70 171.12 is --- --- --- 0.00 --- --- --- --- --- 0.000
0.80 12,679 34.80 171.12 is --- --- --- 0.00 --- --- --- --- --- 0.000
0.90 14,264 34.90 171.12 is --- --- --- 0.00 --- --- --- --- --- 0.000
1.00 15,849 35.00 171.12 is --- --- --- 0.00 --- --- --- --- --- 0.000
1.10 17,828 35.10 171.12 is --- --- --- 0.00 --- --- --- --- --- 0.000
1.20 19,808 35.20 171.12 is --- --- --- 0.00 --- --- --- --- --- 0.000
1.30 21,787 35.30 171.12 is --- --- --- 0.00 --- --- --- --- --- 0.000
1.40 23,767 35.40 171.12 is --- --- --- 0.00 --- --- --- --- --- 0.000
1.50 25,747 35.50 171.12 is --- --- --- 0.00 --- --- --- --- --- 0.000
1.60 27,726 35.60 171.12 is --- --- --- 0.00 --- --- --- --- --- 0.000
1.70 29,706 35.70 171.12 is --- --- --- 0.00 --- --- --- --- --- 0.000
1.80 31,686 35.80 171.12 is --- --- --- 0.00 --- --- --- --- --- 0.000
1.90 33,665 35.90 171.12 is --- --- --- 0.00 --- --- --- --- --- 0.000
2.00 35,645 36.00 171.12 is --- --- --- 0.00 --- --- --- --- --- 0.000
2.10 38,027 36.10 171.12 is --- --- --- 0.00 --- --- --- --- --- 0.000
2.20 40,409 36.20 171.12 is --- --- --- 0.00 --- --- --- --- --- 0.000
2.30 42,791 36.30 171.12 is --- --- --- 0.00 --- --- --- --- --- 0.000
2.40 45,174 36.40 171.12 is --- --- --- 0.00 --- --- --- --- --- 0.000
2.50 47,556 36.50 171.12 is --- --- --- 0.00 --- --- --- --- --- 0.000
2.60 49,938 36.60 171.12 is --- --- --- 0.00 --- --- --- --- --- 0.000
2.70 52,320 36.70 171.12 is --- --- --- 0.00 --- --- --- --- --- 0.000
2.80 54,702 36.80 171.12 is --- --- --- 0.00 --- --- --- --- --- 0.000
2.90 57,084 36.90 171.12 is --- --- --- 0.00 --- --- --- --- --- 0.000
3.00 59,466 37.00 171.12 is --- --- --- 0.00 --- --- --- --- --- 0.000
3.10 62,262 37.10 171.12 is --- --- --- 1.68 --- --- --- --- --- 1.685
3.20 65,058 37.20 171.12 is --- --- --- 4.77 --- --- --- --- --- 4.766
3.30 67,854 37.30 171.12 is --- --- --- 8.75 --- --- --- --- --- 8.755
3.40 70,649 37.40 171.12 is --- --- --- 13.48 --- --- --- --- --- 13.48
3.50 73,445 37.50 171.12 is --- --- --- 18.84 --- --- --- --- --- 18.84
Continues on next page...
59
C-2 Pond
Stage/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
3.60 76,241 37.60 171.12 is --- --- --- 24.76 --- --- --- --- --- 24.76
3.70 79,037 37.70 171.12 is --- --- --- 31.20 --- --- --- --- --- 31.20
3.80 81,832 37.80 171.12 is --- --- --- 38.12 --- --- --- --- --- 38.12
3.90 84,628 37.90 171.12 is --- --- --- 45.49 --- --- --- --- --- 45.49
4.00 87,424 38.00 171.12 is --- --- --- 53.28 --- --- --- --- --- 53.28
4.10 90,645 38.10 171.12 is --- --- --- 61.47 --- --- --- --- --- 61.47
4.20 93,865 38.20 171.12 is --- --- --- 70.04 --- --- --- --- --- 70.04
4.30 97,086 38.30 171.12 is --- --- --- 78.97 --- --- --- --- --- 78.97
4.40 100,306 38.40 171.12 is --- --- --- 88.26 --- --- --- --- --- 88.26
4.50 103,527 38.50 171.12 is --- --- --- 97.88 --- --- --- --- --- 97.88
4.60 106,748 38.60 171.12 is --- --- --- 107.83 --- --- --- --- --- 107.83
4.70 109,968 38.70 171.12 is --- --- --- 118.10 --- --- --- --- --- 118.10
4.80 113,189 38.80 171.12 is --- --- --- 128.67 --- --- --- --- --- 128.67
4.90 116,409 38.90 171.12 is --- --- --- 139.54 --- --- --- --- --- 139.54
5.00 119,630 39.00 171.12 is --- --- --- 150.70 --- --- --- --- --- 150.70
5.07 122,113 39.07 171.12 is --- --- --- 123.77 is --- --- --- --- --- 123.77
5.14 124,596 39.14 171.12 is --- --- --- 125.85 is --- --- --- --- --- 125.85
5.21 127,079 39.21 171.12 is --- --- --- 127.89 is --- --- --- --- --- 127.89
5.28 129,562 39.28 171.12 is --- --- --- 129.90 is --- --- --- --- --- 129.90
5.35 132,045 39.35 171.12 is --- --- --- 131.88 is --- --- --- --- --- 131.88
5.42 134,528 39.42 171.12 is --- --- --- 133.83 is --- --- --- --- --- 133.83
5.49 137,012 39.49 171.12 is --- --- --- 135.75 is --- --- --- --- --- 135.75
5.56 139,495 39.56 171.12 is --- --- --- 137.64 is --- --- --- --- --- 137.64
5.63 141,978 39.63 171.12 is --- --- --- 139.51 is --- --- --- --- --- 139.51
5.70 144,461 39.70 171.12 is --- --- --- 141.36 is --- --- --- --- --- 141.36
...End
63
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Hyd. No. 43
Pond D-1
Hydrograph type = Reservoir Peak discharge = 0.017 cfs
Storm frequency = 2 yrs Time to peak = 946 min
Time interval = 1 min Hyd. volume = 632 cuft
Inflow hyd. No. = 42 - Detention Volume D-2 Max. Elevation = 41.59 ft
Reservoir name = D-1 Pond Max. Storage = 17,464 cuft
Storage Indication method used.
Pond D-1
Q (cfs) Hyd. No. 43 --2 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 , ............................... 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880
Time (min)
Hyd No. 43 Hyd No. 42 EE V= Total storage used = 17,464 cult
Pond Report 64
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Pond No. 16 - D-1 Pond
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation. Begining Elevation=40.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 40.00 7,841 0 0
0.25 40.25 8,571 2,051 2,051
1.00 41.00 11,515 7,504 9,555
1.25 41.25 12,467 2,997 12,552
2.25 42.25 16,312 14,345 26,897
3.25 43.25 20,212 18,225 45,122
4.25 44.25 24,170 22,159 67,281
5.25 45.25 28,183 26,148 93,430
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 10.00 Inactive 0.00 0.00 Crest Len(ft) Inactive 0.00 0.00 0.00
Span(in) = 10.00 8.00 0.00 0.00 Crest El.(ft) = 42.50 0.00 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 41.55 41.25 0.00 0.00 Weir Type = 1 --- --- ---
Length(ft) = 42.00 0.50 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 1.75 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Contour)
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 40.00 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.03 205 40.03 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.05 410 40.05 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.08 615 40.08 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.10 820 40.10 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.13 1,025 40.13 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.15 1,230 40.15 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.17 1,435 40.18 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.20 1,640 40.20 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.22 1,846 40.23 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.25 2,051 40.25 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.32 2,801 40.33 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.40 3,551 40.40 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.47 4,302 40.47 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.55 5,052 40.55 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.62 5,803 40.63 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.70 6,553 40.70 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.77 7,304 40.78 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.85 8,054 40.85 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
0.92 8,805 40.93 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
1.00 9,555 41.00 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
1.02 9,855 41.03 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
1.05 10,154 41.05 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
1.08 10,454 41.08 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
1.10 10,754 41.10 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
1.13 11,053 41.13 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
1.15 11,353 41.15 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
1.17 11,653 41.18 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
1.20 11,952 41.20 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
1.23 12,252 41.23 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
1.25 12,552 41.25 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
1.35 13,986 41.35 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
1.45 15,421 41.45 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
1.55 16,855 41.55 0.00 0.00 --- --- 0.00 --- --- --- --- --- 0.000
1.65 18,290 41.65 0.04 is 0.00 --- --- 0.00 --- --- --- --- --- 0.040
Continues on next page...
65
D-1 Pond
Stage/Storage/ Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
1.75 19,724 41.75 0.15 is 0.00 --- --- 0.00 --- --- --- --- --- 0.153
1.85 21,159 41.85 0.33 is 0.00 --- --- 0.00 --- --- --- --- --- 0.330
1.95 22,593 41.95 0.56 is 0.00 --- --- 0.00 --- --- --- --- --- 0.558
2.05 24,028 42.05 0.82 is 0.00 --- --- 0.00 --- --- --- --- --- 0.824
2.15 25,462 42.15 1.11 is 0.00 --- --- 0.00 --- --- --- --- --- 1.110
2.25 26,897 42.25 1.39 is 0.00 --- --- 0.00 --- --- --- --- --- 1.394
2.35 28,719 42.35 1.64 is 0.00 --- --- 0.00 --- --- --- --- --- 1.639
2.45 30,542 42.45 1.83 is 0.00 --- --- 0.00 --- --- --- --- --- 1.826
2.55 32,364 42.55 2.01 is 0.00 --- --- 0.00 --- --- --- --- --- 2.006
2.65 34,187 42.65 2.17 is 0.00 --- --- 0.00 --- --- --- --- --- 2.171
2.75 36,009 42.75 2.32 is 0.00 --- --- 0.00 --- --- --- --- --- 2.324
2.85 37,832 42.85 2.47 is 0.00 --- --- 0.00 --- --- --- --- --- 2.468
2.95 39,654 42.95 2.60 is 0.00 --- --- 0.00 --- --- --- --- --- 2.604
3.05 41,477 43.05 2.73 is 0.00 --- --- 0.00 --- --- --- --- --- 2.733
3.15 43,300 43.15 2.86 is 0.00 --- --- 0.00 --- --- --- --- --- 2.856
3.25 45,122 43.25 2.97 is 0.00 --- --- 0.00 --- --- --- --- --- 2.975
3.35 47,338 43.35 3.09 is 0.00 --- --- 0.00 --- --- --- --- --- 3.088
3.45 49,554 43.45 3.20 is 0.00 --- --- 0.00 --- --- --- --- --- 3.198
3.55 51,770 43.55 3.30 is 0.00 --- --- 0.00 --- --- --- --- --- 3.304
3.65 53,986 43.65 3.41 is 0.00 --- --- 0.00 --- --- --- --- --- 3.407
3.75 56,202 43.75 3.51 is 0.00 --- --- 0.00 --- --- --- --- --- 3.507
3.85 58,418 43.85 3.60 is 0.00 --- --- 0.00 --- --- --- --- --- 3.604
3.95 60,634 43.95 3.70 is 0.00 --- --- 0.00 --- --- --- --- --- 3.698
4.05 62,850 44.05 3.79 is 0.00 --- --- 0.00 --- --- --- --- --- 3.790
4.15 65,065 44.15 3.88 is 0.00 --- --- 0.00 --- --- --- --- --- 3.880
4.25 67,281 44.25 3.97 is 0.00 --- --- 0.00 --- --- --- --- --- 3.968
4.35 69,896 44.35 4.05 oc 0.00 --- --- 0.00 --- --- --- --- --- 4.048
4.45 72,511 44.45 4.12 oc 0.00 --- --- 0.00 --- --- --- --- --- 4.122
4.55 75,126 44.55 4.19 oc 0.00 --- --- 0.00 --- --- --- --- --- 4.195
4.65 77,741 44.65 4.27 oc 0.00 --- --- 0.00 --- --- --- --- --- 4.266
4.75 80,356 44.75 4.34 oc 0.00 --- --- 0.00 --- --- --- --- --- 4.337
4.85 82,970 44.85 4.41 oc 0.00 --- --- 0.00 --- --- --- --- --- 4.406
4.95 85,585 44.95 4.47 oc 0.00 --- --- 0.00 --- --- --- --- --- 4.475
5.05 88,200 45.05 4.54 oc 0.00 --- --- 0.00 --- --- --- --- --- 4.542
5.15 90,815 45.15 4.61 oc 0.00 --- --- 0.00 --- --- --- --- --- 4.608
5.25 93,430 45.25 4.67 oc 0.00 --- --- 0.00 --- --- --- --- --- 4.674
...End
67
Hydrograph Summary Repo rtHydraflowHydrographs Extension for Autodesk®Civil 3D®2019byAutodesk, Inc.v202O
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 6.273 1 726 20,328 ------ ------ ------ PR-A1.1
2 SCS Runoff 5.347 1 726 17,371 ------ ------ ------ PR-A-1.2
3 SCS Runoff 14.60 1 730 59,504 ------ ------ ------ PR-A-1.3
4 SCS Runoff 3.429 1 728 12,512 ------ ------ ------ PR-A-1.4
5 SCS Runoff 3.384 1 727 11,628 ------ ------ ------ PR-A-1.5
6 SCS Runoff 78.81 1 725 266,411 ------ ------ ------ PR-A-2.1
7 SCS Runoff 16.05 1 738 83,234 ------ ------ ------ PR-A-2.2
8 SCS Runoff 0.064 1 875 1,732 ------ ------ ------ PR-A-3
9 SCS Runoff 0.186 1 760 4,125 ------ ------ ------ PR-A-4
10 SCS Runoff 46.85 1 725 158,358 ------ ------ ------ PR-B-1
11 SCS Runoff 0.353 1 753 7,312 ------ ------ ------ PR-B-2
12 SCS Runoff 26.41 1 724 82,986 ------ ------ ------ PR-C-1
13 SCS Runoff 59.36 1 725 198,962 ------ ------ ------ PR-C-2
14 SCS Runoff 0.021 1 819 550 ------ ------ ------ PR-C-3
15 SCS Runoff 17.89 1 729 67,328 ------ ------ ------ PR-D-1
16 SCS Runoff 0.005 1 819 127 ------ ------ ------ PR-D-2
17 Combine 87.44 1 726 349,645 6,7, ------ ------ Comb A-2
18 Reservoir 10.79 1 738 59,490 3 42.13 16,314 Pond UG A-1.3
19 Diversion1 0.180 1 709 6,981 2 ------ ------ Infiltration Volume A-1.2
20 Diversion2 5.167 1 726 10,389 2 ------ ------ Detention Volume A-1.2
21 Reservoir 0.282 1 818 6,256 20 50.12 7,787 Pond A-1.2
22 SCS Runoff 33.53 1 733 152,424 ------ ------ ------ PR-C-4
24 Reservoir 0.526 1 769 12,501 4 42.74 5,203 Pond A-1.4
25 Diversion1 0.098 1 714 4,206 5 ------ ------ Infiltration Volume A-1.5
26 Diversion2 3.286 1 727 7,422 5 ------ ------ Detention Volume A-1.5
27 Reservoir 0.000 1 n/a 0 26 44.39 7,422 Pond A-1.5
28 Combine 14.12 1 738 98,575 1, 18,21, ------ ------ 'PR Discharge A-1'
24,27
29 Reservoir 31.13 1 749 345,859 17 38.81 135,859 Pond A-2
30 Combine 42.33 1 743 450,291 8,9,28, ------ ------ 'PR Discharge A'
29
31 Reservoir 25.82 1 733 158,348 10 31.77 32,394 Pond B-1
32 Combine 25.82 1 733 165,659 11,31 ------ ------ 'PR Discharge B'
33 Diversion1 0.266 1 720 16,175 12 ------ ------ Infiltration Volume C-1
34 Diversion2 26.14 1 724 66,811 12 ------ ------ Detention Volume C-1
1600 Osgood North Andover Propossed gpiv Return Period: 10 Year Wednesday, 10/2/2019
68
Hydrograph Summary Repo rtHydraflowHydrographs Extension for Autodesk®Civil 3D®2019byAutodesk, Inc.v202O
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
35 Reservoir 13.27 1 732 54,853 34 41.77 26,871 Pond C-1
36 Diversion1 0.777 1 698 48,514 13 ------ ------ Infiltration Volume C-2
37 Diversion2 58.58 1 725 150,448 13 ------ ------ Detention Volume C-2
38 Combine 68.90 1 726 205,301 35,37 ------ ------ C-2 Detention
39 Reservoir 39.23 1 736 145,833 38 37.82 82,254 Pond C-2
40 Combine 72.23 1 735 298,806 14,22,39 ------ ------ 'PR Discharge C'
41 Diversion1 0.478 1 727 22,213 15 ------ ------ Infiltration Volume D-1
42 Diversion2 17.41 1 729 45,115 15 ------ ------ Detention Volume D-2
43 Reservoir 1.809 1 782 28,124 42 42.44 30,378 Pond D-1
44 Combine 1.813 1 782 28,251 16,43 ------ ------ 'PR Discharge D'
1600 Osgood North Andover Propossed gpiv Return Period: 10 Year Wednesday, 10/2/2019
86
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Hyd. No. 18
Pond UG A-1.3
Hydrograph type = Reservoir Peak discharge = 10.79 cfs
Storm frequency = 10 yrs Time to peak = 738 min
Time interval = 1 min Hyd. volume = 59,490 cuft
Inflow hyd. No. = 3 - PR-A-1.3 Max. Elevation = 42.13 ft
Reservoir name = A-1.3 UG PIPE Max. Storage = 16,314 cuft
Storage Indication method used.
Pond UG A-1.3
Q (cfs) Hyd. No. 18-- 10 Year Q (cfs)
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
....................................................
0.00 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 18 Hyd No. 3 EE V= Total storage used = 16,314 cult
89
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Hyd. No. 21
Pond A-1.2
Hydrograph type = Reservoir Peak discharge = 0.282 cfs
Storm frequency = 10 yrs Time to peak = 818 min
Time interval = 1 min Hyd. volume = 6,256 cuft
Inflow hyd. No. = 20 - Detention Volume A-1.2 Max. Elevation = 50.12 ft
Reservoir name = A-1.2 Pond Max. Storage = 7,787 cuft
Storage Indication method used.
Pond A-1.2
Q (cfs) Hyd. No. 21 -- 10 Year Q (cfs)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400
Time (min)
Hyd No. 21 Hyd No. 20 EE V= Total storage used = 7,787 cult
91
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Hyd. No. 24
Pond A-1.4
Hydrograph type = Reservoir Peak discharge = 0.526 cfs
Storm frequency = 10 yrs Time to peak = 769 min
Time interval = 1 min Hyd. volume = 12,501 cuft
Inflow hyd. No. = 4 - PR-A-1.4 Max. Elevation = 42.74 ft
Reservoir name = A-1.4 Pond Max. Storage = 5,203 cuft
Storage Indication method used.
Pond A-1.4
Q (cfs) Hyd. No. 24-- 10 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
.......... .......... .......... .......... ...........
0.00 , 0.00
0 180 360 540 720 900 1080 1260 1440 1620 1800 1980
Time (min)
Hyd No. 24 Hyd No. 4 EE V= Total storage used = 5,203 cult
94
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Hyd. No. 27
Pond A-1.5
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 10 yrs Time to peak = n/a
Time interval = 1 min Hyd. volume = 0 cuft
Inflow hyd. No. = 26 - Detention Volume A-1.5 Max. Elevation = 44.39 ft
Reservoir name = A-1.5 Pond Max. Storage = 7,422 cuft
Storage Indication method used.
Pond A-1.5
Q (cfs) Hyd. No. 27-- 10 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 , 0.00
0 120 240 360 480 600 720 840 960 1080
Time (min)
Hyd No. 27 Hyd No. 26 EE V= Total storage used = 7,422 cult
96
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Hyd. No. 29
Pond A-2
Hydrograph type = Reservoir Peak discharge = 31.13 cfs
Storm frequency = 10 yrs Time to peak = 749 min
Time interval = 1 min Hyd. volume = 345,859 cuft
Inflow hyd. No. = 17 - Comb A-2 Max. Elevation = 38.81 ft
Reservoir name = A-2 Pond Max. Storage = 135,859 cuft
Storage Indication method used.
Pond A-2
Q (cfs) Hyd. No. 29-- 10 Year Q (cfs)
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
....................
.. ...........
0.00 0.00
0 180 360 540 720 900 1080 1260 1440 1620 1800 1980
Time (min)
Hyd No. 29 Hyd No. 17 EE V= Total storage used = 135,859 cult
98
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Hyd. No. 31
Pond B-1
Hydrograph type = Reservoir Peak discharge = 25.82 cfs
Storm frequency = 10 yrs Time to peak = 733 min
Time interval = 1 min Hyd. volume = 158,348 cuft
Inflow hyd. No. = 10 - PR-B-1 Max. Elevation = 31.77 ft
Reservoir name = B-1 Pond Max. Storage = 32,394 cuft
Storage Indication method used.
Pond B-1
Q (cfs) Hyd. No. 31 -- 10 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
m, ........
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 31 Hyd No. 10 EE V= Total storage used = 32,394 cult
102
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Hyd. No. 35
Pond C-1
Hydrograph type = Reservoir Peak discharge = 13.27 cfs
Storm frequency = 10 yrs Time to peak = 732 min
Time interval = 1 min Hyd. volume = 54,853 cuft
Inflow hyd. No. = 34 - Detention Volume C-1 Max. Elevation = 41.77 ft
Reservoir name = C-1 Pond Max. Storage = 26,871 cuft
Storage Indication method used.
Pond C-1
Q (cfs) Hyd. No. 35-- 10 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 , 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time (min)
Hyd No. 35 Hyd No. 34 EE V= Total storage used = 26,871 cult
106
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Hyd. No. 39
Pond C-2
Hydrograph type = Reservoir Peak discharge = 39.23 cfs
Storm frequency = 10 yrs Time to peak = 736 min
Time interval = 1 min Hyd. volume = 145,833 cuft
Inflow hyd. No. = 38 - C-2 Detention Max. Elevation = 37.82 ft
Reservoir name = C-2 Pond Max. Storage = 82,254 cuft
Storage Indication method used.
Pond C-2
Q (cfs) Hyd. No. 39-- 10 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 , 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Time (min)
Hyd No. 39 Hyd No. 38 EE V= Total storage used = 82,254 cult
110
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Hyd. No. 43
Pond D-1
Hydrograph type = Reservoir Peak discharge = 1.809 cfs
Storm frequency = 10 yrs Time to peak = 782 min
Time interval = 1 min Hyd. volume = 28,124 cuft
Inflow hyd. No. = 42 - Detention Volume D-2 Max. Elevation = 42.44 ft
Reservoir name = D-1 Pond Max. Storage = 30,378 cuft
Storage Indication method used.
Pond D-1
Q (cfs) Hyd. No. 43-- 10 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 180 360 540 720 900 1080 1260 1440 1620 1800 1980
Time (min)
Hyd No. 43 Hyd No. 42 EE V= Total storage used = 30,378 cult
112
Hydrograph Summary Repo rtHydraflowHydrographs Extension for Autodesk®Civil 3D®2019byAutodesk, Inc.v202O
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 8.449 1 725 27,626 ------ ------ ------ PR-A1.1
2 SCS Runoff 7.903 1 726 25,425 ------ ------ ------ PR-A-1.2
3 SCS Runoff 18.94 1 730 78,278 ------ ------ ------ PR-A-1.3
4 SCS Runoff 4.944 1 728 17,947 ------ ------ ------ PR-A-1.4
5 SCS Runoff 4.873 1 727 16,679 ------ ------ ------ PR-A-1.5
6 SCS Runoff 101.09 1 725 346,820 ------ ------ ------ PR-A-2.1
7 SCS Runoff 27.77 1 737 134,861 ------ ------ ------ PR-A-2.2
8 SCS Runoff 0.511 1 742 5,147 ------ ------ ------ PR-A-3
9 SCS Runoff 1.190 1 747 10,694 ------ ------ ------ PR-A-4
10 SCS Runoff 60.09 1 725 206,154 ------ ------ ------ PR-B-1
11 SCS Runoff 2.201 1 742 18,956 ------ ------ ------ PR-B-2
12 SCS Runoff 34.88 1 724 110,929 ------ ------ ------ PR-C-1
13 SCS Runoff 76.54 1 725 260,365 ------ ------ ------ PR-C-2
14 SCS Runoff 0.167 1 740 1,518 ------ ------ ------ PR-C-3
15 SCS Runoff 25.36 1 729 95,351 ------ ------ ------ PR-D-1
16 SCS Runoff 0.039 1 740 350 ------ ------ ------ PR-D-2
17 Combine 118.02 1 726 481,682 6,7, ------ ------ Comb A-2
18 Reservoir 16.82 1 735 78,263 3 42.50 17,713 Pond UG A-1.3
19 Diversion1 0.180 1 702 8,348 2 ------ ------ Infiltration Volume A-1.2
20 Diversion2 7.723 1 726 17,077 2 ------ ------ Detention Volume A-1.2
21 Reservoir 0.439 1 823 12,944 20 50.76 12,100 Pond A-1.2
22 SCS Runoff 56.09 1 732 242,023 ------ ------ ------ PR-C-4
24 Reservoir 0.634 1 777 17,936 4 43.44 7,961 Pond A-1.4
25 Diversion1 0.098 1 707 4,923 5 ------ ------ Infiltration Volume A-1.5
26 Diversion2 4.775 1 727 11,756 5 ------ ------ Detention Volume A-1.5
27 Reservoir 0.061 1 1007 1,234 26 46.16 11,207 PondA-1.5
28 Combine 22.18 1 733 138,002 1, 18,21, ------ ------ 'PR Discharge A-1'
24,27
29 Reservoir 53.43 1 746 477,765 17 39.13 166,225 Pond A-2
30 Combine 72.25 1 739 631,609 8,9,28, ------ ------ 'PR Discharge A'
29
31 Reservoir 31.01 1 734 206,144 10 32.23 41,439 Pond B-1
32 Combine 32.75 1 736 225,100 11,31 ------ ------ 'PR Discharge B'
33 Diversion1 0.266 1 717 17,113 12 ------ ------ Infiltration Volume C-1
34 Diversion2 34.61 1 724 93,816 12 ------ ------ Detention Volume C-1
1600 Osgood North Andover Propossed gpiv Return Period: 25 Year Wednesday, 10/2/2019
113
Hydrograph Summary Repo rtHydraflowHydrographs Extension for Autodesk®Civil 3D®2019byAutodesk, Inc.v202O
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
35 Reservoir 17.82 1 732 81,858 34 42.39 33,149 Pond C-1
36 Diversion1 0.777 1 694 52,188 13 ------ ------ Infiltration Volume C-2
37 Diversion2 75.77 1 725 208,177 13 ------ ------ Detention Volume C-2
38 Combine 91.34 1 726 290,035 35,37 ------ ------ C-2 Detention
39 Reservoir 68.66 1 731 230,567 38 38.18 93,348 Pond C-2
40 Combine 124.47 1 732 474,108 14,22,39 ------ ------ 'PR Discharge C'
41 Diversion1 0.478 1 722 25,413 15 ------ ------ Infiltration Volume D-1
42 Diversion2 24.88 1 729 69,938 15 ------ ------ Detention Volume D-2
43 Reservoir 2.900 1 777 52,918 42 43.19 43,965 Pond D-1
44 Combine 2.916 1 776 53,268 16,43 ------ ------ 'PR Discharge D'
1600 Osgood North Andover Propossed gpiv Return Period: 25 Year Wednesday, 10/2/2019
131
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Hyd. No. 18
Pond UG A-1.3
Hydrograph type = Reservoir Peak discharge = 16.82 cfs
Storm frequency = 25 yrs Time to peak = 735 min
Time interval = 1 min Hyd. volume = 78,263 cuft
Inflow hyd. No. = 3 - PR-A-1.3 Max. Elevation = 42.50 ft
Reservoir name = A-1.3 UG PIPE Max. Storage = 17,713 cuft
Storage Indication method used.
Pond UG A-1.3
Q (cfs) Hyd. No. 18--25 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
....... ........ ..
U . ......... ........ .........
W
0.00 , 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 18 Hyd No. 3 EE V= Total storage used = 17,713 cult
134
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Hyd. No. 21
Pond A-1.2
Hydrograph type = Reservoir Peak discharge = 0.439 cfs
Storm frequency = 25 yrs Time to peak = 823 min
Time interval = 1 min Hyd. volume = 12,944 cuft
Inflow hyd. No. = 20 - Detention Volume A-1.2 Max. Elevation = 50.76 ft
Reservoir name = A-1.2 Pond Max. Storage = 12,100 cuft
Storage Indication method used.
Pond A-1.2
Q (cfs) Hyd. No. 21 --25 Year Q (cfs)
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400
Time (min)
Hyd No. 21 Hyd No. 20 EE V= Total storage used = 12,100 cult
136
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Hyd. No. 24
Pond A-1.4
Hydrograph type = Reservoir Peak discharge = 0.634 cfs
Storm frequency = 25 yrs Time to peak = 777 min
Time interval = 1 min Hyd. volume = 17,936 cuft
Inflow hyd. No. = 4 - PR-A-1.4 Max. Elevation = 43.44 ft
Reservoir name = A-1.4 Pond Max. Storage = 7,961 cuft
Storage Indication method used.
Pond A-1.4
Q (cfs) Hyd. No. 24--25 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
ram........... ............. ................................ .............
0.00 , 0.00
0 180 360 540 720 900 1080 1260 1440 1620 1800
Time (min)
Hyd No. 24 Hyd No. 4 EE V V l( V V Vl Total storage used = 7,961 cult
139
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Hyd. No. 27
Pond A-1.5
Hydrograph type = Reservoir Peak discharge = 0.061 cfs
Storm frequency = 25 yrs Time to peak = 1007 min
Time interval = 1 min Hyd. volume = 1,234 cuft
Inflow hyd. No. = 26 - Detention Volume A-1.5 Max. Elevation = 46.16 ft
Reservoir name = A-1.5 Pond Max. Storage = 11,207 cuft
Storage Indication method used.
Pond A-1.5
Q (cfs) Hyd. No. 27--25 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 , 0.00
0 240 480 720 960 1200 1440 1680 1920 2160
Time (min)
Hyd No. 27 Hyd No. 26 EE V V= Total storage used = 11,207 cult
141
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Hyd. No. 29
Pond A-2
Hydrograph type = Reservoir Peak discharge = 53.43 cfs
Storm frequency = 25 yrs Time to peak = 746 min
Time interval = 1 min Hyd. volume = 477,765 cuft
Inflow hyd. No. = 17 - Comb A-2 Max. Elevation = 39.13 ft
Reservoir name = A-2 Pond Max. Storage = 166,225 cuft
Storage Indication method used.
Pond A-2
Q (cfs) Hyd. No. 29--25 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 w 0.00
0 180 360 540 720 900 1080 1260 1440 1620 1800
Time (min)
Hyd No. 29 Hyd No. 17 EE V= Total storage used = 166,225 cult
143
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Hyd. No. 31
Pond B-1
Hydrograph type = Reservoir Peak discharge = 31.01 cfs
Storm frequency = 25 yrs Time to peak = 734 min
Time interval = 1 min Hyd. volume = 206,144 cuft
Inflow hyd. No. = 10 - PR-B-1 Max. Elevation = 32.23 ft
Reservoir name = B-1 Pond Max. Storage = 41,439 cuft
Storage Indication method used.
Pond B-1
Q (cfs) Hyd. No. 31 --25 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
......... uuuu
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 31 Hyd No. 10 EE V= Total storage used = 41,439 cult
147
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Hyd. No. 35
Pond C-1
Hydrograph type = Reservoir Peak discharge = 17.82 cfs
Storm frequency = 25 yrs Time to peak = 732 min
Time interval = 1 min Hyd. volume = 81,858 cuft
Inflow hyd. No. = 34 - Detention Volume C-1 Max. Elevation = 42.39 ft
Reservoir name = C-1 Pond Max. Storage = 33,149 cuft
Storage Indication method used.
Pond C-1
Q (cfs) Hyd. No. 35--25 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
.. ..........
0.00 , 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
Hyd No. 35 Hyd No. 34 EE V= Total storage used = 33,149 cult
151
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Hyd. No. 39
Pond C-2
Hydrograph type = Reservoir Peak discharge = 68.66 cfs
Storm frequency = 25 yrs Time to peak = 731 min
Time interval = 1 min Hyd. volume = 230,567 cuft
Inflow hyd. No. = 38 - C-2 Detention Max. Elevation = 38.18 ft
Reservoir name = C-2 Pond Max. Storage = 93,348 cuft
Storage Indication method used.
Pond C-2
Q (cfs) Hyd. No. 39--25 Year Q (cfs)
100.00 100.00
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 " "° �uuuuu uuuuuu 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time (min)
Hyd No. 39 Hyd No. 38 EE V= Total storage used = 93,348 cult
155
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Hyd. No. 43
Pond D-1
Hydrograph type = Reservoir Peak discharge = 2.900 cfs
Storm frequency = 25 yrs Time to peak = 777 min
Time interval = 1 min Hyd. volume = 52,918 cuft
Inflow hyd. No. = 42 - Detention Volume D-2 Max. Elevation = 43.19 ft
Reservoir name = D-1 Pond Max. Storage = 43,965 cuft
Storage Indication method used.
Pond D-1
Q (cfs) Hyd. No. 43--25 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
.........
w
oow
0.00 0.00
0 180 360 540 720 900 1080 1260 1440 1620 1800
Time (min)
Hyd No. 43 Hyd No. 42 EE V= Total storage used = 43,965 cult
157
Hydrograph Summary Repo rtHydraflowHydrographs Extension for Autodesk®Civil 3D®2019byAutodesk, Inc.v202O
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 13.16 1 725 43,926 ------ ------ ------ PR-A1.1
2 SCS Runoff 13.76 1 726 44,380 ------ ------ ------ PR-A-1.2
3 SCS Runoff 28.23 1 730 119,484 ------ ------ ------ PR-A-1.3
4 SCS Runoff 8.361 1 728 30,547 ------ ------ ------ PR-A-1.4
5 SCS Runoff 8.230 1 727 28,389 ------ ------ ------ PR-A-1.5
6 SCS Runoff 148.84 1 725 522,535 ------ ------ ------ PR-A-2.1
7 SCS Runoff 57.41 1 735 265,979 ------ ------ ------ PR-A-2.2
8 SCS Runoff 3.690 1 728 17,225 ------ ------ ------ PR-A-3
9 SCS Runoff 5.906 1 737 32,561 ------ ------ ------ PR-A-4
10 SCS Runoff 88.47 1 725 310,601 ------ ------ ------ PR-B-1
11 SCS Runoff 11.69 1 732 57,715 ------ ------ ------ PR-B-2
12 SCS Runoff 53.09 1 724 172,754 ------ ------ ------ PR-C-1
13 SCS Runoff 113.37 1 725 394,830 ------ ------ ------ PR-C-2
14 SCS Runoff 1.143 1 726 4,831 ------ ------ ------ PR-C-3
15 SCS Runoff 42.04 1 729 159,714 ------ ------ ------ PR-D-1
16 SCS Runoff 0.264 1 726 1,115 ------ ------ ------ PR-D-2
17 Combine 187.36 1 726 788,513 6,7, ------ ------ Comb A-2
18 Reservoir 27.59 1 732 119,469 3 43.06 19,244 Pond UG A-1.3
19 Diversion1 0.180 1 720 10,091 2 ------ ------ Infiltration Volume A-1.2
20 Diversion2 13.58 1 726 34,289 2 ------ ------ Detention Volume A-1.2
21 Reservoir 0.657 1 849 30,111 20 52.11 23,917 Pond A-1.2
22 SCS Runoff 112.07 1 732 466,234 ------ ------ ------ PR-C-4
24 Reservoir 1.164 1 768 30,536 4 44.81 14,346 Pond A-1.4
25 Diversion1 0.098 1 699 5,721 5 ------ ------ Infiltration Volume A-1.5
26 Diversion2 8.132 1 727 22,668 5 ------ ------ Detention Volume A-1.5
27 Reservoir 0.424 1 849 12,146 26 47.18 16,198 Pond A-1.5
28 Combine 38.26 1 729 236,188 1, 18,21, ------ ------ 'PR Discharge A-1'
24,27
29 Reservoir 103.41 1 742 784,386 17 39.73 228,089 Pond A-2
30 Combine 142.61 1 735 1,070,360 8,9,28, ------ ------ 'PR Discharge A'
29
31 Reservoir 54.78 1 732 310,591 10 33.01 57,707 Pond B-1
32 Combine 66.47 1 732 368,306 11,31 ------ ------ 'PR Discharge B'
33 Diversion1 0.266 1 709 18,634 12 ------ ------ Infiltration Volume C-1
34 Diversion2 52.82 1 724 154,120 12 ------ ------ Detention Volume C-1
1600 Osgood North Andover Propossed gpiv Return Period: 100 Year Wednesday, 10/2/2019
158
Hydrograph Summary Repo rtHydraflowHydrographs Extension for Autodesk®Civil 3D®2019byAutodesk, Inc.v202O
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
35 Reservoir 24.12 1 734 142,163 34 43.54 46,196 Pond C-1
36 Diversion1 0.777 1 670 56,648 13 ------ ------ Infiltration Volume C-2
37 Diversion2 112.59 1 725 338,182 13 ------ ------ Detention Volume C-2
38 Combine 133.69 1 726 480,345 35,37 ------ ------ C-2 Detention
39 Reservoir 111.25 1 730 420,876 38 38.64 107,819 Pond C-2
40 Combine 222.50 1 731 891,940 14,22,39 ------ ------ 'PR Discharge C'
41 Diversion1 0.478 1 716 28,683 15 ------ ------ Infiltration Volume D-1
42 Diversion2 41.56 1 729 131,030 15 ------ ------ Detention Volume D-2
43 Reservoir 4.323 1 783 113,937 42 44.73 79,837 Pond D-1
44 Combine 4.370 1 777 115,051 16,43 ------ ------ 'PR Discharge D'
1600 Osgood North Andover Propossed gpiv Return Period: 100 Year Wednesday, 10/2/2019
179
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Hyd. No. 21
Pond A-1.2
Hydrograph type = Reservoir Peak discharge = 0.657 cfs
Storm frequency = 100 yrs Time to peak = 849 min
Time interval = 1 min Hyd. volume = 30,111 cuft
Inflow hyd. No. = 20 - Detention Volume A-1.2 Max. Elevation = 52.11 ft
Reservoir name = A-1.2 Pond Max. Storage = 23,917 cuft
Storage Indication method used.
Pond A-1.2
Q (cfs) Hyd. No. 21 -- 100 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 , 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640
Time (min)
Hyd No. 21 Hyd No. 20 EE V V= Total storage used = 23,917 cult
181
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Hyd. No. 24
Pond A-1.4
Hydrograph type = Reservoir Peak discharge = 1.164 cfs
Storm frequency = 100 yrs Time to peak = 768 min
Time interval = 1 min Hyd. volume = 30,536 cuft
Inflow hyd. No. = 4 - PR-A-1.4 Max. Elevation = 44.81 ft
Reservoir name = A-1.4 Pond Max. Storage = 14,346 cuft
Storage Indication method used.
Pond A-1.4
Q (cfs) Hyd. No. 24 -- 100 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 , 0.00
0 180 360 540 720 900 1080 1260 1440 1620 1800
Time (min)
Hyd No. 24 Hyd No. 4 EE V= Total storage used = 14,346 cult
184
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Hyd. No. 27
Pond A-1.5
Hydrograph type = Reservoir Peak discharge = 0.424 cfs
Storm frequency = 100 yrs Time to peak = 849 min
Time interval = 1 min Hyd. volume = 12,146 cuft
Inflow hyd. No. = 26 - Detention Volume A-1.5 Max. Elevation = 47.18 ft
Reservoir name = A-1.5 Pond Max. Storage = 16,198 cuft
Storage Indication method used.
Pond A-1.5
Q (cfs) Hyd. No. 27 -- 100 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 , ........................... ........ 0.00
0 180 360 540 720 900 1080 1260 1440 1620 1800 1980 2160
Time (min)
Hyd No. 27 Hyd No. 26 EE V= Total storage used = 16,198 cult
186
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Hyd. No. 29
Pond A-2
Hydrograph type = Reservoir Peak discharge = 103.41 cfs
Storm frequency = 100 yrs Time to peak = 742 min
Time interval = 1 min Hyd. volume = 784,386 cuft
Inflow hyd. No. = 17 - Comb A-2 Max. Elevation = 39.73 ft
Reservoir name = A-2 Pond Max. Storage = 228,089 cuft
Storage Indication method used.
Pond A-2
Q (cfs) Hyd. No. 29 -- 100 Year Q (cfs)
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
,,,,,,,,,,,,,, ,,,,,,,,,,,,, ,,,,,,,,, ,,,,,,,,,,,,, ,,,, w...uwmioumuu�oiwrvwww�mumuomuwmii` ,"miu��, ,,,,,,,,,,, ,,,,,,,,,,,,,
�nww
0.00 0.00
0 180 360 540 720 900 1080 1260 1440 1620 1800
Time (min)
Hyd No. 29 Hyd No. 17 EE V= Total storage used = 228,089 cult
188
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Hyd. No. 31
Pond B-1
Hydrograph type = Reservoir Peak discharge = 54.78 cfs
Storm frequency = 100 yrs Time to peak = 732 min
Time interval = 1 min Hyd. volume = 310,591 cuft
Inflow hyd. No. = 10 - PR-B-1 Max. Elevation = 33.01 ft
Reservoir name = B-1 Pond Max. Storage = 57,707 cuft
Storage Indication method used.
Pond B-1
Q (cfs) Hyd. No. 31 -- 100 Year Q (cfs)
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 ........ uuu uuuuu uuuu 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 31 Hyd No. 10 EE V= Total storage used = 57,707 cult
192
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Hyd. No. 35
Pond C-1
Hydrograph type = Reservoir Peak discharge = 24.12 cfs
Storm frequency = 100 yrs Time to peak = 734 min
Time interval = 1 min Hyd. volume = 142,163 cuft
Inflow hyd. No. = 34 - Detention Volume C-1 Max. Elevation = 43.54 ft
Reservoir name = C-1 Pond Max. Storage = 46,196 cuft
Storage Indication method used.
Pond C-1
Q (cfs) Hyd. No. 35 -- 100 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 , ���������������������������������������������������������������������� �� ���� ������ ������������� �W��� 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 35 Hyd No. 34 EE V= Total storage used = 46,196 cult
196
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Hyd. No. 39
Pond C-2
Hydrograph type = Reservoir Peak discharge = 111.25 cfs
Storm frequency = 100 yrs Time to peak = 730 min
Time interval = 1 min Hyd. volume = 420,876 cuft
Inflow hyd. No. = 38 - C-2 Detention Max. Elevation = 38.64 ft
Reservoir name = C-2 Pond Max. Storage = 107,819 cuft
Storage Indication method used.
Pond C-2
Q (cfs) Hyd. No. 39 -- 100 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.000.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
Hyd No. 39 Hyd No. 38 EE V= Total storage used = 107,819 cult
200
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Wednesday, 10/2/2019
Hyd. No. 43
Pond D-1
Hydrograph type = Reservoir Peak discharge = 4.323 cfs
Storm frequency = 100 yrs Time to peak = 783 min
Time interval = 1 min Hyd. volume = 113,937 cuft
Inflow hyd. No. = 42 - Detention Volume D-2 Max. Elevation = 44.73 ft
Reservoir name = D-1 Pond Max. Storage = 79,837 cuft
Storage Indication method used.
Pond D-1
Q (cfs) Hyd. No. 43 -- 100 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
duo
0.00 0.00
0 180 360 540 720 900 1080 1260 1440 1620 1800
Time (min)
Hyd No. 43 Hyd No. 42 EE V= Total storage used = 79,837 cult
APPENDIX C
Stormwater Quality Calculations
L A NEE lV
Stormwater Quality and Groundwater Recharge Calculaitons
Calculation Design Guideline
Stormwater Quailty Volume(WQV) Massachusetts Stormwater Handbook/MS4 Watershed
Stormwater Quailty Flow(WQF) MassDEP&Ubran Hydrology for Small Watersheds TR-55
Groundwater Recharge Volume(Rv) Massachusetts Stormwater Handbook /MS4 Watershed
Site Characteristics Proposed Drainage Area A_1.
Description
Total Impervious Area 1.42 acres 0.002219 sq-miles
Water Quality Volume(WQV)
Water Quality Depth= 1 0.5 inches
Impervious Area= 0.48 0.94 acres
0.00075 0.001469 sq-miles
Sub WQV= 1742.4 1706.1 cubic feet
0.040 0.039 acre feet
Total Watershed WQV= 0.08 ac-ft 3448.5 cf
Water Quality Flow(WQF) determine qu using NRCS Runoff Curve Number
WQF=(qu)*(A)*(WQV)
qU=unit peak discharge(cfs/mil/inch)
A=drainage area(mil)
Water Quality Volume(WQV)= 1.0 0.5 inch
CN = 98.0 98.0
Tc= 0.133 0.0833 hrs
la/P= 0.034 0.058
qu = 736 773 csm/in Determine qu, Exhibit 4-III Chapter 4 TR-55
Sub WQF= 0.55 0.57 cfs
Total Watershed WQF= 1.12 cfs
Groundwater Recharge Volume(Rv)
Rv= F`Impervious Area
F= Hydrolic Recharge Depth by Soil Type
F= 0.6 inches Hydrologic Group Volume tct Rec luarge Ix.Total Impervious Area)
Imp.Area= 1.42 acres
Hydrologic Group Volume to Recharge x"Total Impervious area
........ ......... ........., .........
4}.'i iizche: ofrusmcfr
............................... .....
Rv= 3092.76 cf C 0 25 inches s of t-un ft..
11
13 �..................... .�........rac 1�"..�...................................................................................... pl uwch�� ��"rug
North Andover
1600 Osgood Street North Andover, MA BY TDO DATE 8/12/2019 PROJ NO. 140182701
CKD NLK DATE SHEET 1 of
LANGAN
Stormwater Quality and Groundwater Recharge Calculaitons
Calculation Design Guideline
Stormwater Quailty Volume(WQV) Massachusetts Stormwater Handbook/MS4 Watershed
Stormwater Quailty Flow(WQF) MassDEP&Ubran Hydrology for Small Watersheds TR-55
Groundwater Recharge Volume(Rv) Massachusetts Stormwater Handbook /MS4 Watershed
Site Characteristics Proposed Drainage Area A_1,2
Description
Total Impervious Area 1.32 acres 0.002063 sq-miles
Water Quality Volume(WQV)
Water Quality Depth= 1 0.5 inches
Impervious Area= 1.32 0 acres
0.002063 0 sq-miles
Sub WQV= 4791.6 0.0 cubic feet
0.110 0.000 acre feet
Total Watershed WQV= 0.11 ac-ft 4791.6 cf
Water Quality Flow(WQF) determine qu using NRCS Runoff Curve Number
WQF=(qu)*(A)*(WQV)
qU=unit peak discharge(cfs/mil/inch)
A=drainage area(mil)
Water Quality Volume(WQV)= 1.0 0.5 inch
CN = 98.0 98.0
Tc= 0.133 0.0833 hrs
la/P= 0.034 0.058
qu = 736 773 csm/in Determine qu, Exhibit 4-III Chapter 4 TR-55
Sub WQF= 1.52 0.00 cfs
Total Watershed WQF= 1.52 cfs
Groundwater Recharge Volume(Rv)
Rv= F`Impervious Area
F= Hydrolic Recharge Depth by Soil Type
F= 0.6 inches Hydrologic Group Volume tct Rec luarge Rx Total Impervious Area)
Imp.Area= 1.32 acres
Hydrologic Group Volume to Recharge x"total Impervious area
........ ......... ........., .........
4}.'i iizche: ofrusmcfr
............................... .....
Rv= 2874.96 cf C 0 25 inches s of t-un ft..
11
)3 �..................... .�........rac 1�"..�...................................................................................... pl uwch�� ��"rug
North Andover
1600 Osgood Street North Andover, MA BY TDO DATE 8/12/2019 PROJ NO. 140182701
CKD NLK DATE SHEET 1 of
LANGAN
Stormwater Quality and Groundwater Recharge Calculaitons
Calculation Design Guideline
Stormwater Quailty Volume(WQV) Massachusetts Stormwater Handbook/MS4 Watershed
Stormwater Quailty Flow(WQF) MassDEP&Ubran Hydrology for Small Watersheds TR-55
Groundwater Recharge Volume(Rv) Massachusetts Stormwater Handbook /MS4 Watershed
Site Characteristics Proposed Drainage Area A_1,3
Description
Total Impervious Area 3.82 acres 0.005969 sq-miles
Water Quality Volume(WQV)
Water Quality Depth= 1 0.5 inches
Impervious Area= 2.85 0.97 acres
0.004453 0.001516 sq-miles
Sub WQV= 10345.5 1760.6 cubic feet
0.238 0.040 acre feet
Total Watershed WQV= 0.28 ac-ft 12106.05 cf
Water Quality Flow(WQF) determine qu using NRCS Runoff Curve Number
WQF=(qu)*(A)*(WQV)
qU=unit peak discharge(cfs/mil/inch)
A=drainage area(mil)
Water Quality Volume(WQV)= 1.0 0.5 inch
CN = 98.0 98.0
Tc= 0.233 0.0833 hrs
la/P= 0.034 0.058
qu = 641 773 csm/in Determine qu, Exhibit 4-III Chapter 4 TR-55
Sub WQF= 2.85 0.59 cfs
Total Watershed WQF= 3.44 cfs
Groundwater Recharge Volume(Rv)
Rv= F`Impervious Area
F= Hydrolic Recharge Depth by Soil Type
F= 0.6 inches Hydrologic Group Volume tct Rec Barge Rx Total Impervious Area)
Imp.Area= 3.82 acres
Hydrologic Group Volume to Recharge x"total Impervious area
........ ......... ........., .........
4}.'i iizche: ofrusmcfr
............................... .....
Rv= 8319.96 cf C 0 25 inches s of t-un ft..
11
)3 �..................... .�........rac 1�"..�...................................................................................... pl uwch�� ��"rug
North Andover
1600 Osgood Street North Andover, MA BY TDO DATE 8/12/2019 PROJ NO. 140182701
CKD NLK DATE SHEET 1 of
LANGAN
Stormwater Quality and Groundwater Recharge Calculaitons
Calculation Design Guideline
Stormwater Quailty Volume(WQV) Massachusetts Stormwater Handbook/MS4 Watershed
Stormwater Quailty Flow(WQF) MassDEP&Ubran Hydrology for Small Watersheds TR-55
Groundwater Recharge Volume(Rv) Massachusetts Stormwater Handbook /MS4 Watershed
Site Characteristics Proposed Drainage Area A_1,4
Description
Total Impervious Area 0.91 acres 0.001422 sq-miles
Water Quality Volume(WQV)
Water Quality Depth= 1 0.5 inches
Impervious Area= 0.91 0 acres
0.001422 0 sq-miles
Sub WQV= 3303.3 0.0 cubic feet
0.076 0.000 acre feet
Total Watershed WQV= 0.08 ac-ft 3303.3 cf
Water Quality Flow(WQF) determine qu using NRCS Runoff Curve Number
WQF=(qu)*(A)*(WQV)
qU=unit peak discharge(cfs/mil/inch)
A=drainage area(mil)
Water Quality Volume(WQV)= 1.0 0.5 inch
CN = 98.0 98.0
Tc= 0.25 0.0833 hrs
la/P= 0.034 0.058
qu = 628 773 csm/in Determine qu, Exhibit 4-III Chapter 4 TR-55
Sub WQF= 0.89 0.00 cfs
Total Watershed WQF= 0.89 cfs
Groundwater Recharge Volume(Rv)
Rv= F`Impervious Area
F= Hydrolic Recharge Depth by Soil Type
F= 0.6 inches Hydrologic Group Volume tct Rec Barge Ix.Total Impervious Area)
Imp.Area= 0.91 acres
Hydrologic Group Volume to Recharge x"Total Impervious area
........ ......... ........., .........
4}.'i iizche: ofrusmcfr
............................... .....
Rv= 1981.98 cf C 0 25 inches s of t-un ft..
11
13 �..................... .�........rac 1�"..�...................................................................................... pl uwch�� ��"rug
North Andover
1600 Osgood Street North Andover, MA BY TDO DATE 8/12/2019 PROJ NO. 140182701
CKD NLK DATE SHEET 1 of
LANGAN
Stormwater Quality and Groundwater Recharge Calculaitons
Calculation Design Guideline
Stormwater Quailty Volume(WQV) Massachusetts Stormwater Handbook/MS4 Watershed
Stormwater Quailty Flow(WQF) MassDEP&Ubran Hydrology for Small Watersheds TR-55
Groundwater Recharge Volume(Rv) Massachusetts Stormwater Handbook /MS4 Watershed
Site Characteristics Proposed Drainage Area A_1.5
Description
Total Impervious Area 0.85 acres 0.001328 sq-miles
Water Quality Volume(WQV)
Water Quality Depth= 1 0.5 inches
Impervious Area= 0.85 0 acres
0.001328 0 sq-miles
Sub WQV= 3085.5 0.0 cubic feet
0.071 0.000 acre feet
Total Watershed WQV= 0.07 ac-ft 3085.5 cf
Water Quality Flow(WQF) determine qu using NRCS Runoff Curve Number
WQF=(qu)*(A)*(WQV)
qU=unit peak discharge(cfs/mil/inch)
A=drainage area(mil)
Water Quality Volume(WQV)= 1.0 0.5 inch
CN = 98.0 98.0
Tc= 0.2 0.0833 hrs
la/P= 0.034 0.058
qu = 669 773 csm/in Determine qu, Exhibit 4-III Chapter 4 TR-55
Sub WQF= 0.89 0.00 cfs
Total Watershed WQF= 0.89 cfs
Groundwater Recharge Volume(Rv)
Rv= F`Impervious Area
F= Hydrolic Recharge Depth by Soil Type
F= 0.6 inches Hydrologic Group Volume tct Rec Barge Rx Total Impervious Area)
Imp.Area= 0.85 acres
Hydrologic Group Volume to Recharge x"total Impervious area
........ ......... ........., .........
4}.'i iizche: ofrusmcfr
............................... .....
Rv= 1851.30 cf C 0 25 inches s of t-un ft..
11
)3 �..................... .�........rac 1�"..�...................................................................................... pl uwch�� ��"rug
North Andover
1600 Osgood Street North Andover, MA BY TDO DATE 8/12/2019 PROJ NO. 140182701
CKD NLK DATE SHEET 1 of
LANGAN
Stormwater Quality and Groundwater Recharge Calculaitons
Calculation Design Guideline
Stormwater Quailty Volume(WQV) Massachusetts Stormwater Handbook/MS4 Watershed
Stormwater Quailty Flow(WQF) MassDEP&Ubran Hydrology for Small Watersheds TR-55
Groundwater Recharge Volume(Rv) Massachusetts Stormwater Handbook /MS4 Watershed
Site Characteristics Proposed Drainage Area A_2,
Description
Total Impervious Area 17.43 acres 0.027234 sq-miles
Water Quality Volume(WQV)
Water Quality Depth= 1 0.5 inches
Impervious Area= 8.97 8.46 acres
0.014016 0.013219 sq-miles
Sub WQV= 32561.1 15354.9 cubic feet
0.748 0.353 acre feet
Total Watershed WQV= 1.10 ac-ft 47916 cf
Water Quality Flow(WQF) determine qu using NRCS Runoff Curve Number
WQF=(qu)*(A)*(WQV)
qU=unit peak discharge(cfs/mil/inch)
A=drainage area(mil)
Water Quality Volume(WQV)= 1.0 0.5 inch
CN = 98.0 98.0
Tc= 0.117 0.0833 hrs
la/P= 0.034 0.058
qu = 755 773 csm/in Determine qu, Exhibit 4-III Chapter 4 TR-55
Sub WQF= 10.58 5.11 cfs
Total Watershed WQF= 15.69 cfs
Groundwater Recharge Volume(Rv)
Rv= F`Impervious Area
F= Hydrolic Recharge Depth by Soil Type
F= 0.6 inches Hydrologic Group Volume tct Rec luarge Rx Total Impervious Area)
Imp.Area= 17.43 acres
Hydrologic Group Volume to Recharge x"total Impervious area
........ ......... ........., .........
4}.'i iizche: ofrusmcfr
............................... .....
Rv= 37962.54 cf C 0 25 inches s of t-un ft..
11
)3 �..................... .�........rac 1�"..�...................................................................................... pl uwch�� ��"rug
North Andover
1600 Osgood Street North Andover, MA BY TDO DATE 8/12/2019 PROJ NO. 140182701
CKD NLK DATE SHEET 1 of
LANGAN
Stormwater Quality and Groundwater Recharge Calculaitons
Calculation Design Guideline
Stormwater Quailty Volume(WQV) Massachusetts Stormwater Handbook/MS4 Watershed
Stormwater Quailty Flow(WQF) MassDEP&Ubran Hydrology for Small Watersheds TR-55
Groundwater Recharge Volume(Rv) Massachusetts Stormwater Handbook /MS4 Watershed
Site Characteristics Proposed Drainage Area A-2.2
Description
Total Impervious Area 2.11 acres 0.003297 sq-miles
Water Quality Volume(WQV)
Water Quality Depth= 1 0.5 inches
Impervious Area= 2.11 0 acres
0.003297 0 sq-miles
Sub WQV= 7659.3 0.0 cubic feet
0.176 0.000 acre feet
Total Watershed WQV= 0.18 ac-ft 7659.3 cf
Water Quality Flow(WQF) determine qu using NRCS Runoff Curve Number
WQF=(qu)*(A)*(WQV)
qU=unit peak discharge(cfs/mil/inch)
A=drainage area(mil)
Water Quality Volume(WQV)= 1.0 0.5 inch
CN = 98.0 98.0
Tc= 0.35 0.0833 hrs
la/P= 0.034 0.058
qu = 563 773 csm/in Determine qu, Exhibit 4-III Chapter 4 TR-55
Sub WQF= 1.86 0.00 cfs
Total Watershed WQF= 1.86 cfs
Groundwater Recharge Volume(Rv)
Rv= F`Impervious Area
F= Hydrolic Recharge Depth by Soil Type
F= 0.6 inches Hydrologic Group Volume tct Rec luarge Rx Total Impervious Area)
Imp.Area= 2.11 acres
Hydrologic Group Volume to Recharge x"total Impervious area
........ ......... ........., .........
4}.'i iizche: ofrusmcfr
............................... .....
Rv= 4595.58 cf C 0 25 inches s of t-un ft..
11
)3 �..................... .�........rac 1�"..�...................................................................................... pl uwch�� ��"rug
North Andover
1600 Osgood Street North Andover, MA BY TDO DATE 8/12/2019 PROJ NO. 140182701
CKD NLK DATE SHEET 1 of
LANGAN
Stormwater Quality and Groundwater Recharge Calculaitons
Calculation Design Guideline
Stormwater Quailty Volume(WQV) Massachusetts Stormwater Handbook/MS4 Watershed
Stormwater Quailty Flow(WQF) MassDEP&Ubran Hydrology for Small Watersheds TR-55
Groundwater Recharge Volume(Rv) Massachusetts Stormwater Handbook /MS4 Watershed
Site Characteristics Proposed Drainage Area B_1
Description
Total Impervious Area 10.23 acres 0.015984 sq-miles
Water Quality Volume(WQV)
Water Quality Depth= 1 0.5 inches
Impervious Area= 8.57 1.66 acres
0.013391 0.002594 sq-miles
Sub WQV= 31109.1 3012.9 cubic feet
0.714 0.069 acre feet
Total Watershed WQV= 0.78 ac-ft 34122 cf
Water Quality Flow(WQF) determine qu using NRCS Runoff Curve Number
WQF=(qu)*(A)*(WQV)
qU=unit peak discharge(cfs/mil/inch)
A=drainage area(mil)
Water Quality Volume(WQV)= 1.0 0.5 inch
CN = 98.0 98.0
Tc= 0.117 0.0833 hrs
la/P= 0.034 0.058
qu = 755 773 csm/in Determine qu, Exhibit 4-III Chapter 4 TR-55
Sub WQF= 10.11 1.00 cfs
Total Watershed WQF= 11.11 cfs
Groundwater Recharge Volume(Rv)
Rv= F`Impervious Area
F= Hydrolic Recharge Depth by Soil Type
F= 0.6 inches Hydrologic Group Volume tct Rec luarge Rx Total Impervious Area)
Imp.Area= 10.23 acres
Hydrologic Group Volume to Recharge x"total Impervious area
........ ......... ........., .........
4}.'i iizche: ofrusmcfr
............................... .....
Rv= 22280.94 cf C 0 25 inches s of t-un ft..
11
)3 �..................... .�........rac 1�"..�...................................................................................... pl uwch�� ��"rug
North Andover
1600 Osgood Street North Andover, MA BY TDO DATE 8/12/2019 PROJ NO. 140182701
CKD NLK DATE SHEET 1 of
LANGAN
Stormwater Quality and Groundwater Recharge Calculaitons
Calculation Design Guideline
Stormwater Quailty Volume(WQV) Massachusetts Stormwater Handbook/MS4 Watershed
Stormwater Quailty Flow(WQF) MassDEP&Ubran Hydrology for Small Watersheds TR-55
Groundwater Recharge Volume(Rv) Massachusetts Stormwater Handbook /MS4 Watershed
Site Characteristics Proposed Drainage Area (;_1
Description
Total Impervious Area 5.35 acres 0.008359 sq-miles
Water Quality Volume(WQV)
Water Quality Depth= 1 0.5 inches
Impervious Area= 5.35 0 acres
0.008359 0 sq-miles
Sub WQV= 19420.5 0.0 cubic feet
0.446 0.000 acre feet
Total Watershed WQV= 0.45 ac-ft 19420.5 cf
Water Quality Flow(WQF) determine qu using NRCS Runoff Curve Number
WQF=(qu)*(A)*(WQV)
qU=unit peak discharge(cfs/mil/inch)
A=drainage area(mil)
Water Quality Volume(WQV)= 1.0 0.5 inch
CN = 98.0 98.0
Tc= 0.0833 0.0833 hrs
la/P= 0.034 0.058
qu = 795 773 csm/in Determine qu, Exhibit 4-III Chapter 4 TR-55
Sub WQF= 6.65 0.00 cfs
Total Watershed WQF= 6.65 cfs
Groundwater Recharge Volume(Rv)
Rv= F`Impervious Area
F= Hydrolic Recharge Depth by Soil Type
F= 0.6 inches Hydrologic Group Volume tct Rec Barge Ix.Total Impervious Area)
Imp.Area= 5.35 acres
Hydrologic Group Volume to Recharge x"Total Impervious area
........ ......... ........., .........
4}.'i iizche: ofrusmcfr
............................... .....
Rv= 11652.30 cf C 0 25 inches s of t-un ft..
11
13 �..................... .�........rac 1�"..�...................................................................................... pl uwch�� ��"rug
North Andover
1600 Osgood Street North Andover, MA BY TDO DATE 8/12/2019 PROJ NO. 140182701
CKD NLK DATE SHEET 1 of
LANGAN
Stormwater Quality and Groundwater Recharge Calculaitons
Calculation Design Guideline
Stormwater Quailty Volume(WQV) Massachusetts Stormwater Handbook/MS4 Watershed
Stormwater Quailty Flow(WQF) MassDEP&Ubran Hydrology for Small Watersheds TR-55
Groundwater Recharge Volume(Rv) Massachusetts Stormwater Handbook /MS4 Watershed
Site Characteristics Proposed Drainage Area C-2
Description
Total Impervious Area 12.95 acres 0.020234 sq-miles
Water Quality Volume(WQV)
Water Quality Depth= 1 0.5 inches
Impervious Area= 4.22 8.73 acres
0.006594 0.013641 sq-miles
Sub WQV= 15318.6 15845.0 cubic feet
0.352 0.364 acre feet
Total Watershed WQV= 0.72 ac-ft 31163.55 cf
Water Quality Flow(WQF) determine qu using NRCS Runoff Curve Number
WQF=(qu)*(A)*(WQV)
qU=unit peak discharge(cfs/mil/inch)
A=drainage area(mil)
Water Quality Volume(WQV)= 1.0 0.5 inch
CN = 98.0 98.0
Tc= 0.133 0.0833 hrs
la/P= 0.034 0.058
qu = 736 773 csm/in Determine qu, Exhibit 4-III Chapter 4 TR-55
Sub WQF= 4.85 5.27 cfs
Total Watershed WQF= 10.13 cfs
Groundwater Recharge Volume(Rv)
Rv= F`Impervious Area
F= Hydrolic Recharge Depth by Soil Type
F= 0.6 inches Hydrologic Group Volume tct Rec luarge Rx Total Impervious Area)
Imp.Area= 12.95 acres
Hydrologic Group Volume to Recharge x"total Impervious area
........ ......... ........., .........
4}.'i iizche: ofrusmcfr
............................... .....
Rv= 28205.10 cf C 0 25 inches s of t-un ft..
11
)3 �..................... .�........rac 1�"..�...................................................................................... pl uwch�� ��"rug
North Andover
1600 Osgood Street North Andover, MA BY TDO DATE 8/12/2019 PROJ NO. 140182701
CKD NLK DATE SHEET 1 of
LANGAN
Stormwater Quality and Groundwater Recharge Calculaitons
Calculation Design Guideline
Stormwater Quailty Volume(WQV) Massachusetts Stormwater Handbook/MS4 Watershed
Stormwater Quailty Flow(WQF) MassDEP&Ubran Hydrology for Small Watersheds TR-55
Groundwater Recharge Volume(Rv) Massachusetts Stormwater Handbook /MS4 Watershed
Site Characteristics Proposed Drainage Area p_1
Description
Total Impervious Area 5.00 acres 0.007813 sq-miles
Water Quality Volume(WQV)
Water Quality Depth= 1 0.5 inches
Impervious Area= 5.00 1.17 acres
0.007813 0.001828 sq-miles
Sub WQV= 18150.0 2123.6 cubic feet
0.417 0.049 acre feet
Total Watershed WQV= 0.47 ac-ft 20273.55 cf
Water Quality Flow(WQF) determine qu using NRCS Runoff Curve Number
WQF=(qu)*(A)*(WQV)
qU=unit peak discharge(cfs/mil/inch)
A=drainage area(mil)
Water Quality Volume(WQV)= 1.0 0.5 inch
CN = 98.0 98.0
Tc= 0.2 0.0833 hrs
la/P= 0.034 0.058
qu = 669 773 csm/in Determine qu, Exhibit 4-III Chapter 4 TR-55
Sub WQF= 5.23 0.71 cfs
Total Watershed WQF= 5.93 cfs
Groundwater Recharge Volume(Rv)
Rv= F`Impervious Area
F= Hydrolic Recharge Depth by Soil Type
F= 0.6 inches Hydrologic Group Volume tct Rec Barge Rx Total Impervious Area)
Imp.Area= 5.00 acres
Hydrologic Group Volume to Recharge x"total Impervious area
........ ......... ........., .........
4}.'i iizche: ofrusmcfr
............................... .....
Rv= 10890.00 cf C 0 25 inches s of t-un ft..
11
)3 �..................... .�........rac 1�"..�...................................................................................... pl uwch�� ��"rug
North Andover
1600 Osgood Street North Andover, MA BY TDO DATE 8/12/2019 PROJ NO. 140182701
CKD NLK DATE SHEET 1 of
LANGAN
APPENDIX D
TSS Removal Worksheets
L A NEE lV
V
INSTRUCTIONS: Version 1,Automated:Mar. 4, 2008
1. In BMP Column, click on Blue Cell to Activate Drop Down Menu
2. Select BMP from Drop Down Menu
3. After BMP is selected, TSS Removal and other Columns are automatically completed.
Location: A-1.2 PRETREATMENT
B C D E F
TSS Removal Starting TSS Amount Remaining
BMP' Rate' Load* Removed (C*D) Load (D-E)
Q� Deep Sump and Hooded
Catch Basin 0.25 1.00 0.25 0.75
M
N
o Sediment Forebay 0.25 0.75 0.19 0.56
0.00 0.56 0.00 0.56
■—
f+
M
~ 0.00 0.56 0.00 0.56
V
M
V
0.00 0.56 0.00 0.56
ep r fe Form Needs to
be Completed for Each
Total TSS Removal 44% Outlet or BMP Train
Project. 1600 OSGOOD NA MA
Prepared By: TDo *Equals remaining load from previous BMP (E)
Date: 7/18/2019 which enters the BMP
Non-automated TSS Calculation Sheet
must be used if Proprietary BMP Proposed
1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection
V
INSTRUCTIONS: Version 1,Automated:Mar. 4, 2008
1. In BMP Column, click on Blue Cell to Activate Drop Down Menu
2. Select BMP from Drop Down Menu
3. After BMP is selected, TSS Removal and other Columns are automatically completed.
Location: A-1.2
B C D E F
TSS Removal Starting TSS Amount Remaining
BMP1 Rate' Load* Removed (C*D) Load (D-E)
Infiltration Basin 0.80 1.00 0.80 0.20
N
o 0.00 0.20 0.00 0.20
0.00 0.20 0.00 0.20
■—
f+
M
~ 0.00 0.20 0.00 0.20
V
M
V
0.00 0.20 0.00 0.20
ep r fe Form Needs to
be Completed for Each
Total TSS Removal = 80% Outlet or BMP T rain
Project. 1600 OSGOOD NA MA
Prepared By: Teo *Equals remaining load from previous BMP (E)
Date: 7/18/2019 which enters the BMP
Non-automated TSS Calculation Sheet
must be used if Proprietary BMP Proposed
1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection
V
INSTRUCTIONS: Version 1,Automated:Mar. 4, 2008
1. In BMP Column, click on Blue Cell to Activate Drop Down Menu
2. Select BMP from Drop Down Menu
3. After BMP is selected, TSS Removal and other Columns are automatically completed.
Location: A-1.3
B C D E F
TSS Removal Starting TSS Amount Remaining
BMP1 Rate' Load* Removed (C*D) Load (D-E)
Q� Deep Sump and Hooded
Catch Basin 0.25 1.00 0.25 0.75
N Proprietary Treatment
0 0 Practice 0.80 0.75 0.60 0.15
0.00 0.15 0.00 0.15
■—
f+
~ 0.00 0.15 0.00 0.15
V
V
0.00 0.15 0.00 0.15
ep r fe Form Needs to
be Completed for Each
Total TSS Removal = 85% Outlet or BMP T rain
Project. 1600 OSGOOD NA MA
Prepared By: TDo *Equals remaining load from previous BMP (E)
Date: 7/18/2019 which enters the BMP
Non-automated TSS Calculation Sheet
must be used if Proprietary BMP Proposed
1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection
V
INSTRUCTIONS: Version 1,Automated:Mar. 4, 2008
1. In BMP Column, click on Blue Cell to Activate Drop Down Menu
2. Select BMP from Drop Down Menu
3. After BMP is selected, TSS Removal and other Columns are automatically completed.
Location: A-1.4
B C D E F
TSS Removal Starting TSS Amount Remaining
BMP1 Rate' Load* Removed (C*D) Load (D-E)
Q� Deep Sump and Hooded
Catch Basin 0.25 1.00 0.25 0.75
M
N
0 0 Sediment Forebay 0.25 0.75 0.19 0.56
E
G� r_ Extended Dry Detention
0 Basin 0.50 0.56 0.28 0.28
■—
f+
M
~ 0.00 0.28 0.00 0.28
V
M
V
0.00 0.28 0.00 0.28
ep r fe Form Needs to
be Completed for Each
Total TSS Removal = 72% OW e-or BMP T rain
Project. 1600 OSGOOD NA MA
Prepared By: TDo *Equals remaining load from previous BMP (E)
Date: 7/18/2019 which enters the BMP
Non-automated TSS Calculation Sheet
must be used if Proprietary BMP Proposed
1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection
V
INSTRUCTIONS: Version 1,Automated:Mar. 4, 2008
1. In BMP Column, click on Blue Cell to Activate Drop Down Menu
2. Select BMP from Drop Down Menu
3. After BMP is selected, TSS Removal and other Columns are automatically completed.
Location: A-1.5 PRETREATMENT
B C D E F
TSS Removal Starting TSS Amount Remaining
BMP' Rate' Load* Removed (C*D) Load (D-E)
Q� Deep Sump and Hooded
Catch Basin 0.25 1.00 0.25 0.75
M
N
o Sediment Forebay 0.25 0.75 0.19 0.56
0.00 0.56 0.00 0.56
■—
f+
M
~ 0.00 0.56 0.00 0.56
V
M
V
0.00 0.56 0.00 0.56
ep r fe Form Needs to
be Completed for Each
Total TSS Removal 44% Outlet or BMP Train
Project. 1600 OSGOOD NA MA
Prepared By: TDo *Equals remaining load from previous BMP (E)
Date: 7/18/2019 which enters the BMP
Non-automated TSS Calculation Sheet
must be used if Proprietary BMP Proposed
1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection
V
INSTRUCTIONS: Version 1,Automated:Mar. 4, 2008
1. In BMP Column, click on Blue Cell to Activate Drop Down Menu
2. Select BMP from Drop Down Menu
3. After BMP is selected, TSS Removal and other Columns are automatically completed.
Location: A-1.5
B C D E F
TSS Removal Starting TSS Amount Remaining
BMP1 Rate' Load* Removed (C*D) Load (D-E)
Infiltration Basin 0.80 1.00 0.80 0.20
N
o 0.00 0.20 0.00 0.20
0.00 0.20 0.00 0.20
■—
f+
M
~ 0.00 0.20 0.00 0.20
V
M
V
0.00 0.20 0.00 0.20
ep r fe Form Needs to
be Completed for Each
Total TSS Removal = 80% Outlet or BMP T rain
Project. 1600 OSGOOD NA MA
Prepared By: Teo *Equals remaining load from previous BMP (E)
Date: 7/18/2019 which enters the BMP
Non-automated TSS Calculation Sheet
must be used if Proprietary BMP Proposed
1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection
V
INSTRUCTIONS: Version 1,Automated:Mar. 4, 2008
1. In BMP Column, click on Blue Cell to Activate Drop Down Menu
2. Select BMP from Drop Down Menu
3. After BMP is selected, TSS Removal and other Columns are automatically completed.
Location: A-2.1 PRETREATMENT
B C D E F
TSS Removal Starting TSS Amount Remaining
BMP' Rate' Load* Removed (C*D) Load (D-E)
Q� Deep Sump and Hooded
Catch Basin 0.25 1.00 0.25 0.75
M
N
o Sediment Forebay 0.25 0.75 0.19 0.56
0.00 0.56 0.00 0.56
■—
f+
M
~ 0.00 0.56 0.00 0.56
V
M
V
0.00 0.56 0.00 0.56
ep r fe Form Needs to
be Completed for Each
Total TSS Removal 44% Outlet or BMP Train
Project. 1600 OSGOOD NA MA
Prepared By: TDo *Equals remaining load from previous BMP (E)
Date: 7/18/2019 which enters the BMP
Non-automated TSS Calculation Sheet
must be used if Proprietary BMP Proposed
1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection
V
INSTRUCTIONS: Version 1,Automated:Mar. 4, 2008
1. In BMP Column, click on Blue Cell to Activate Drop Down Menu
2. Select BMP from Drop Down Menu
3. After BMP is selected, TSS Removal and other Columns are automatically completed.
Location: A-2.1
B C D E F
TSS Removal Starting TSS Amount Remaining
BMP1 Rate' Load* Removed (C*D) Load (D-E)
Wet Basin 0.80 1.00 0.80 0.20
N
o 0.00 0.20 0.00 0.20
0.00 0.20 0.00 0.20
M
~ 0.00 0.20 0.00 0.20
V
M
V
0.00 0.20 0.00 0.20
ep r fe Form Needs to
be Completed for Each
Total TSS Removal = 80% Outlet or BMP T rain
Project. 1600 OSGOOD NA MA
Prepared By: Teo *Equals remaining load from previous BMP (E)
Date: 7/18/2019 which enters the BMP
Non-automated TSS Calculation Sheet
must be used if Proprietary BMP Proposed
1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection
V
INSTRUCTIONS: Version 1,Automated:Mar. 4, 2008
1. In BMP Column, click on Blue Cell to Activate Drop Down Menu
2. Select BMP from Drop Down Menu
3. After BMP is selected, TSS Removal and other Columns are automatically completed.
Location: A-2.2 PRETREATMENT
B C D E F
TSS Removal Starting TSS Amount Remaining
BMP' Rate' Load* Removed (C*D) Load (D-E)
Grass Channel 0.50 1.00 0.50 0.50
M
N
o Sediment Forebay 0.25 0.50 0.13 0.38
0.00 0.38 0.00 0.38
■—
f+
M
~ 0.00 0.38 0.00 0.38
V
M
V
0.00 0.38 0.00 0.38
ep r fe Form Needs to
be Completed for Each
Total TSS Removal 63% Outlet or BM T rain
Project. 1600 OSGOOD NA MA
Prepared By: Teo *Equals remaining load from previous BMP (E)
Date: 7/18/2019 which enters the BMP
Non-automated TSS Calculation Sheet
must be used if Proprietary BMP Proposed
1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection
V
INSTRUCTIONS: Version 1,Automated:Mar. 4, 2008
1. In BMP Column, click on Blue Cell to Activate Drop Down Menu
2. Select BMP from Drop Down Menu
3. After BMP is selected, TSS Removal and other Columns are automatically completed.
Location: A-2.2
B C D E F
TSS Removal Starting TSS Amount Remaining
BMP' Rate' Load* Removed (C*D) Load (D-E)
Wet Basin 0.80 1.00 0.80 0.20
N
o 0.00 0.20 0.00 0.20
0.00 0.20 0.00 0.20
M
~ 0.00 0.20 0.00 0.20
V
M
V
0.00 0.20 0.00 0.20
ep r fe Form Needs to
be Completed for Each
Total TSS Removal = 80% Outlet or BMP T rain
Project. 1600 OSGOOD NA MA
Prepared By: Teo *Equals remaining load from previous BMP (E)
Date: 7/18/2019 which enters the BMP
Non-automated TSS Calculation Sheet
must be used if Proprietary BMP Proposed
1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection
V
INSTRUCTIONS: Version 1,Automated:Mar. 4, 2008
1. In BMP Column, click on Blue Cell to Activate Drop Down Menu
2. Select BMP from Drop Down Menu
3. After BMP is selected, TSS Removal and other Columns are automatically completed.
Location: B-1
B C D E F
TSS Removal Starting TSS Amount Remaining
BMP' Rate' Load* Removed (C*D) Load (D-E)
Q� Deep Sump and Hooded
Catch Basin 0.25 1.00 0.25 0.75
N Proprietary Treatment
0 0 Practice 0.80 0.75 0.60 0.15
0 Sediment Forebay 0.25 0.15 0.04 0.11
■—
f+
Extended Dry Detention
~ Basin 0.50 0.11 0.06 0.06
V
V
0.00 0.06 0.00 0.06
ep r fe Form Needs to
be Completed for Each
Total TSS Removal 94% OW ief or BMP Train
Project. 1600 OSGOOD NA MA
Prepared By: TDo *Equals remaining load from previous BMP (E)
Date: 7/18/2019 which enters the BMP
Non-automated TSS Calculation Sheet
must be used if Proprietary BMP Proposed
1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection
V
INSTRUCTIONS: Version 1,Automated:Mar. 4, 2008
1. In BMP Column, click on Blue Cell to Activate Drop Down Menu
2. Select BMP from Drop Down Menu
3. After BMP is selected, TSS Removal and other Columns are automatically completed.
Location-IC-1 PRETREATMENT
B C D E F
TSS Removal Starting TSS Amount Remaining
BMP' Rate' Load* Removed (C*D) Load (D-E)
Q� Deep Sump and Hooded
Catch Basin 0.25 1.00 0.25 0.75
M
N
o Sediment Forebay 0.25 0.75 0.19 0.56
0.00 0.56 0.00 0.56
■—
f+
M
~ 0.00 0.56 0.00 0.56
V
M
V
0.00 0.56 0.00 0.56
ep r fe Form Needs to
be Completed for Each
Total TSS Removal 44% Outlet or BMP Train
Project. 1600 OSGOOD NA MA
Prepared By: TDo *Equals remaining load from previous BMP (E)
Date: 7/18/2019 which enters the BMP
Non-automated TSS Calculation Sheet
must be used if Proprietary BMP Proposed
1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection
V
INSTRUCTIONS: Version 1,Automated:Mar. 4, 2008
1. In BMP Column, click on Blue Cell to Activate Drop Down Menu
2. Select BMP from Drop Down Menu
3. After BMP is selected, TSS Removal and other Columns are automatically completed.
Location: C-1 PRE
B C D E F
TSS Removal Starting TSS Amount Remaining
BMP' Rate' Load* Removed (C*D) Load (D-E)
Infiltration Basin 0.80 1.00 0.80 0.20
N
o 0.00 0.20 0.00 0.20
0.00 0.20 0.00 0.20
■—
f+
M
~ 0.00 0.20 0.00 0.20
V
M
V
0.00 0.20 0.00 0.20
ep r fe Form Needs to
be Completed for Each
Total TSS Removal = 80% Outlet or BMP T rain
Project. 1600 OSGOOD NA MA
Prepared By: Teo *Equals remaining load from previous BMP (E)
Date: 7/18/2019 which enters the BMP
Non-automated TSS Calculation Sheet
must be used if Proprietary BMP Proposed
1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection
V
INSTRUCTIONS: Version 1,Automated:Mar. 4, 2008
1. In BMP Column, click on Blue Cell to Activate Drop Down Menu
2. Select BMP from Drop Down Menu
3. After BMP is selected, TSS Removal and other Columns are automatically completed.
Location: C-2 PRETREATMENT
B C D E F
TSS Removal Starting TSS Amount Remaining
BMP' Rate' Load* Removed (C*D) Load (D-E)
Q� Deep Sump and Hooded
Catch Basin 0.25 1.00 0.25 0.75
M
N
o Sediment Forebay 0.25 0.75 0.19 0.56
0.00 0.56 0.00 0.56
■—
f+
M
~ 0.00 0.56 0.00 0.56
V
M
V
0.00 0.56 0.00 0.56
ep r fe Form Needs to
be Completed for Each
Total TSS Removal 44% Outlet or BMP Train
Project. 1600 OSGOOD NA MA
Prepared By: TDo *Equals remaining load from previous BMP (E)
Date: 7/18/2019 which enters the BMP
Non-automated TSS Calculation Sheet
must be used if Proprietary BMP Proposed
1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection
V
INSTRUCTIONS: Version 1,Automated:Mar. 4, 2008
1. In BMP Column, click on Blue Cell to Activate Drop Down Menu
2. Select BMP from Drop Down Menu
3. After BMP is selected, TSS Removal and other Columns are automatically completed.
Location: C-2
B C D E F
TSS Removal Starting TSS Amount Remaining
BMP' Rate' Load* Removed (C*D) Load (D-E)
Infiltration Basin 0.80 1.00 0.80 0.20
N
o 0.00 0.20 0.00 0.20
0.00 0.20 0.00 0.20
■—
f+
M
~ 0.00 0.20 0.00 0.20
V
M
V
0.00 0.20 0.00 0.20
ep r fe Form Needs to
be Completed for Each
Total TSS Removal = 80% Outlet or BMP T rain
Project. 1600 OSGOOD NA MA
Prepared By: Teo *Equals remaining load from previous BMP (E)
Date: 7/18/2019 which enters the BMP
Non-automated TSS Calculation Sheet
must be used if Proprietary BMP Proposed
1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection
V
INSTRUCTIONS: Version 1,Automated:Mar. 4, 2008
1. In BMP Column, click on Blue Cell to Activate Drop Down Menu
2. Select BMP from Drop Down Menu
3. After BMP is selected, TSS Removal and other Columns are automatically completed.
Location-ID-1 PRETREATMENT
B C D E F
TSS Removal Starting TSS Amount Remaining
BMP' Rate' Load* Removed (C*D) Load (D-E)
Q� Deep Sump and Hooded
Catch Basin 0.25 1.00 0.25 0.75
M
N
o Sediment Forebay 0.25 0.75 0.19 0.56
0.00 0.56 0.00 0.56
■—
f+
M
~ 0.00 0.56 0.00 0.56
V
M
V
0.00 0.56 0.00 0.56
ep r fe Form Needs to
be Completed for Each
Total TSS Removal 44% Outlet or BMP Train
Project. 1600 OSGOOD NA MA
Prepared By: TDo *Equals remaining load from previous BMP (E)
Date: 7/18/2019 which enters the BMP
Non-automated TSS Calculation Sheet
must be used if Proprietary BMP Proposed
1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection
V
INSTRUCTIONS: Version 1,Automated:Mar. 4, 2008
1. In BMP Column, click on Blue Cell to Activate Drop Down Menu
2. Select BMP from Drop Down Menu
3. After BMP is selected, TSS Removal and other Columns are automatically completed.
Location: D-1
B C D E F
TSS Removal Starting TSS Amount Remaining
BMP' Rate' Load* Removed (C*D) Load (D-E)
Infiltration Basin 0.80 1.00 0.80 0.20
N
o 0.00 0.20 0.00 0.20
0.00 0.20 0.00 0.20
■—
f+
M
~ 0.00 0.20 0.00 0.20
V
M
V
0.00 0.20 0.00 0.20
ep r fe Form Needs to
be Completed for Each
Total TSS Removal = 80% Outlet or BMP T rain
Project. 1600 OSGOOD NA MA
Prepared By: Teo *Equals remaining load from previous BMP (E)
Date: 7/18/2019 which enters the BMP
Non-automated TSS Calculation Sheet
must be used if Proprietary BMP Proposed
1. From MassDEP Stormwater Handbook Vol. 1 Mass. Dept. of Environmental Protection
APPENDIX E
BMP Sizing Calculations
L A NEE lV
Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc. Monday, Sep 16 2019
A-2.1 Grass Swale (One Foot Deep)
Trapezoidal Highlighted
Bottom Width (ft) = 2.00 Depth (ft) = 1.00
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 44.07
Total Depth (ft) = 1.00 Area (sqft) = 5.00
Invert Elev (ft) = 10.00 Velocity (ft/s) = 8.81
Slope (%) = 1.00 Wetted Perim (ft) = 8.32
N-Value = 0.012 Crit Depth, Yc (ft) = 1.00
Top Width (ft) = 8.00
Calculations EGL (ft) = 2.21
Compute by: Q vs Depth
No. Increments = 10
Elev (ft) Section Depth (ft)
12.00 2.00
11.50 1.50
11.00 1.00
10.50 0.50
N. ............... ............... ............... ................................... ....... ............... ...............
7
10.00 0.00
............... ............... ............................................................... ............................................... ...............
9.50 -0.50
0 1 2 3 4 5 6 7 8 9 10
Reach (ft)
1
Watershed Model Schematic Hydraflow Hydrographs Extension forAutodesk®Civil 3D®2019 by Autodesk, Inc.v2020
1
CD
Leaend
Hvd• Origin Description
1 SCS Runoff PR-A-2.2(SWALE ONLY)
Project: BMP Size.gpw Monday, 08/ 12/2019
2
Hydrograph Return Period Regd ��
Hydra w Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020
Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph
No. type hyd(s) Description
(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
1 SCS Runoff ------ ------- 0.460 ------- ------- 2.793 5.402 ------- 12.41 PR-A-2.2(SWALE ONLY)
Proj. file: BMP Size.gpw Monday, 08/ 12/2019
8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®2019 by Autodesk, Inc.v2020 Monday,08/12/2019
Hyd. No. 1
PR-A-2.2 (SWALE ONLY)
Hydrograph type = SCS Runoff Peak discharge = 5.402 cfs
Storm frequency = 25 yrs Time to peak = 738 min
Time interval = 1 min Hyd. volume = 27,813 cuft
Drainage area = 5.000 ac Curve number = 55
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 21.00 min
Total precip. = 6.00 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
PR-A-2.2 (SWALE ONLY)
Q (cfs) Hyd. No. 1 --25 Year Q (cfs)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
. ... ......
....... ........ .........................
........
0.00 , 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
APPENDIX F
Stormwater Collection System Calculations
L A NEE lV
Project 1600 OSGOOD STREET By RJS Date 10/3/2019
Location 1600 OSGOOD STREET NORTH ANDOVER,M, Checked TDO Date
Circle one: Presen Developed Job No. 140182701
1. Rational 'C' Runoff Coefficient & Area Calculations
Total Area Impervious(C=.9) Pervious(C=0.3) Percent
Catchment Area Impervious C
SF AC SF AC SF AC
A-1 CB-1 11,621 0.267 10,726 0.246 896 0.021 92% 0.85
A-1 CB-2 7,173 0.165 6,568 0.151 605 0.014 92% 0.85
A-1 CB-3 11,017 0.253 10,211 0.234 806 0.018 93% 0.86
A-1 CB-4 11,497 0.264 10,512 0.241 985 0.023 91% 0.85
A-1 CB-5 6,957 0.160 6,957 0.160 0 0.000 100% 0.90
A-1 CLCB-6 34,338 0.788 27,484 0.631 6,854 0.157 80% 0.78
A-1 CB-7 10,171 0.234 9,497 0.218 674 0.015 93% 0.86
A-1 CB-8 6,093 0.140 4 090 0.094 2,003 0.046 67% 0.70
A-1 CLCB-9 11,018 0.253 9,703 0.223 1,315 0.030 88% 0.83
A-1 CB-10 2,143 0.049 2143 0.049 0 0.000 100% 0.90
A-1 CLCB-13 14,478 0.332 12,873 0.296 1,605 0.037 89% 0.83
A-1 CLCB-16 17,905 0.411 15,818 0.363 2,087 0.048 88% 0.83
A-1 TRENCH-1 3,635 0.083 2,894 0.066 741 0.017 80% 0.78
A-1 YRD-1 34,070 0.782 28,430 0.653 5,640 0.129 83% 0.80
A-1 YRD-2 26,978 0.619 18,330 0.421 8,648 0.199 68% 0.71
A-1 YRD-3 28,375 0.651 23,402 0.537 4,973 0.114 82% 0.79
A-1 YRD-4 21,762 0.500 16,979 0.390 4,783 0.110 78% 0.77
A-1 CLCB-11 16,983 0.390 10,992 0.252 5,992 0.138 65% 0.69
A-1 CLCB-12 12,903 0.296 11,298 0.259 1,605 0.037 88% 0.83
A-1 CLCB-14 8,651 0.199 8 651 0.199 0 0.000 100% 0.90
A-1 CLCB-15 14,864 0.341 12,791 1 0.294 2,073 1 0.048 86% 0.82
A-1 RL-1 22,480 0.516 22,480 0.516 0 0.000 100% 0.90
A-1 RL-2 20,665 0.474 20,665 0.474 0 0.000 100% 0.90
A-2 CB-1 13,881 0.319 10,923 0.251 2,958 0.068 79% 0.77
A-2 CLCB-2 14,400 0.331 12,200 0.280 2,200 0.051 85% 0.81
A-2 CB-3 9,236 0.212 8,629 0.198 607 0.014 93% 0.86
A-2 CLCB-4 9,880 0.227 7,794 0.179 2,085 0.048 79% 0.77
A-2 CB-5 8,638 L 0.198 6,531 0.150 2,107 0.048 76% 0.75
A-2 CB-6 24,587 0.564 20,235 0.465 4,352 0.100 82% 0.79
A-2 YRD-1 23,814 0.547 23,185 0.532 629 0.014 97% 0.88
A-2 YRD-2 34,985 0.803 31,154 0.715 3,831 0.088 89% 0.83
A-2 YRD-3 29,976 0.688 26,877 0.617 3,099 0.071 90% 0.84
A-2 YRD-4 39,719 0.912 31,907 0.732 7,812 0.179 80% 0.78
A-2 YRD-5 26,839 0.616 1 24,824 0.570 2,015 0.046 92% 0.85
A-2 YRD-6 38,347 0.880 31,852 0.731 6,495 0.149 83% 0.80
A-2 YRD-7 49,461 1.135 43,442 0.997 6,019 0.138 88% 0.83
A-2 YRD-8 30,618 0.703 29,989 0.688 629 0.014 98% 0.89
A-2 YRD-9 45,153 1.037 40,280 0.925 4,873 0.112 89% 0.84
A-2 RL-1 40,261 0.924 40,261 0.924 0 0.000 100% 0.90
A-2 RL-2 1,817 0.042 1,817 1 0.042 0 0.000 100% 0.90
A-2 RL-3 5,517 0.127 5,517 0.127 0 0.000 100% 0.90
A-2 RL-4 10,627 0.244 10,627 0.244 0 0.000 100% 0.90
A-2 RL-5 18,524 0.425 18,524 0.425 0 0.000 100% 0.90
A-2 RL-6 88,380 2.029 88,380 2.029 0 0.000 100% 0.90
A-2 RL-7 21,746 0.499 21,746 0.499 0 0.000 100% 0.90
A-2 RL-8 3,858 0.089 1 3,858 0.089 0 0.000 100°k 0.90
A-2 RL-9 3,855 0.089 3,855 0.089 0 0.000 100% 0.90
A-2 RL-10 3,894 0.089 3,894 0.089 0 0.000 100% 0.90
A-2 RL-11 3,739 0.086 3,739 0.086 0 0.000 100% 0.90
A-2 RL-12 162,507 3.731 162,507 3.731 0 0.000 100% 0.90
A-2 RL-13 3,883 0.089 3,883 0.089 0 0.000 100% 0.90
A-2 RL-14 3,859 0.089 3,859 1 0.089 0 1 0.000 100% 0.90
A-2 RL-15 3,580 0.082 1 3,580 1 0.082 0 1 0.000 100% 1 0.90
B-1 CB-1 22,690 0.521 1 21,937 1 0.504 753 1 0.017 97% 1 0.88
B-1 CB-2 25,685 0.590 25,685 0.590 0 0.000 100% 0.90
B-1 CB-3 39,300 0.902 39,300 0.902 0 0.000 100% 0.90
B-1 CB-4 41,218 0.946 39,731 0.912 1,487 0.034 96% 0.88
B-1 CB-5 40102 0.921 40102 0.921 0 0.000 100% 0.90
B-1 CB-6 39,414 0.905 39,414 0.905 0 0.000 100% 0.90
B-1 CB-7 39,326 0.903 39,326 0.903 0 0.000 100% 0.90
B-1 CB-8 35,367 0.812 31,120 0.714 4,246 0.097 88% 0.83
B-1 DOUBLE CB-9 65,913 1.513 59,757 1.372 6,157 0.141 91% 0.84
B-1 RL-1 4,933 0.113 4,933 0.113 0 0.000 100% 0.90
B-1 RL-2 7,467 0.171 7,467 0.171 0 0.000 100% 0.90
B-1 RL-3 7,195 0.165 7195 0.165 0 0.000 100% 0.90
B-1 RL-4 11,031 0.253 11,031 0.253 0 0.000 100% 0.90
B-1 RL-5 5,733 0.132 5,733 0.132 0 0.000 100% 0.90
B-1 RL-6 6,923 0.159 6,923 0.159 0 0.000 100% 0.90
B-1 RL-7 6,567 0.151 6 567 0.151 0 0.000 100% 0.90
B-1 RL-8 7,160 0.164 7160 0.164 0 0.000 100% 0.90
B-1 RL-9 7,511 0.172 7,511 0.172 0 0.000 100% 0.90
B-1 RL-10 5,987 0.137 5,987 0.137 0 0.000 100% 0.90
C CB-1 7,170 0.165 7,170 0.165 0 0.000 100% 0.90
C CB-2 6,329 0.145 6,329 0.145 0 0.000 100% 0.90
C CB-3 14,051 0.323 14,051 0.323 0 0.000 100% 0.90
C CB-4 17,161 0.394 17,161 0.394 0 0.000 100% 0.90
C CB-5 15,648 0.359 15,648 0.359 0 0.000 100% 0.90
C CB-6 21,806 0.501 21,806 0.501 0 0.000 100% 0.90
C YRD-1 39,902 0.916 32,911 0.756 6,991 0.160 82% 0.79
C YRD-2 30,807 0.707 27,454 0.630 3,353 0.077 89% 0.83
C YRD-3 32,645 0.749 29,553 0.678 3,092 0.071 91% 0.84
C YRD-4 13,721 0.315 12,316 0.283 1 406 0.032 90% 0.84
C YRD-5 11,665 0.268 11,034 0.253 632 0.015 95% 0.87
C YRD-6 19,659 0.451 18,606 0.427 1 053 0.024 95% 0.87
C YRD-7 16,167 0.371 15,418 0.354 748 0.017 95% 0.87
C YRD-8 25,870 0.594 22,790 0.523 3,080 0.071 88% 0.83
C YRD-9 20,699 0.475 18,488 0.424 2,210 0.051 89% 0.84
C YRD-10 25,083 0.576 22,027 0.506 3,057 0.070 88% 0.83
C YRD-11 21,656 0.497 19,348 0.444 2,308 0.053 89% 0.84
C YRD-12 25,921 0.595 22 789 0.523 3,132 0.072 88% 0.83
C YRD-13 21,962 0.504 19,870 0.456 2,092 0.048 90% 0.84
C YRD-14 35,150 0.807 27,953 0.642 7,196 0.165 80% 0.78
C YRD-15 48,004 1.102 40,284 0.925 7,720 0.177 84% 0.80
C RL-1 6,983 0.160 6,983 0.160 0 0.000 100% 0.90
C RL-2 8,171 0.188 8,171 0.188 0 0.000 100% 0.90
C RL-3 40,199 0.923 40,199 0.923 0 0.000 100% 0.90
C RL-4 1,775 0.041 1,775 0.041 0 0.000 100% 0.90
C RL-5 5,516 0.127 5,516 0.127 0 0.000 100% 0.90
C RL-6 10,386 0.238 10,386 0.238 0 0.000 100% 0.90
C RL-7 19,255 0.442 19,255 0.442 0 0.000 100% 0.90
C RL-8 87,508 2.009 87,508 2.009 0 0.000 100% 0.90
C RL-9 20,963 0.481 20,963 0.481 0 0.000 100% 0.90
C RL-10 6,609 0.152 6,609 0.152 0 0.000 100% 0.90
C RL-11 5,612 0.129 5,612 0.129 0 0.000 100% 0.90
C RL-12 163,969 3.764 163,969 3.764 0 0.000 100% 0.90
D-1 CB-3 2,548 0.058 2,548 0.058 0 0.000 100% 0.90
D-1 CB-4 14,246 0.327 14,246 0.327 0 0.000 100% 0.90
D-1 CLCB-5 11,272 0.259 9,739 0.224 1,533 0.035 86% 0.82
D-1 CLCB-7 13,001 0.298 11,113 0.255 1,888 0.043 85% 0.81
D-1 CLCB-8 17,507 0.402 15,376 0.353 2,131 0.049 88% 0.83
D-1 CB-15 6,011 0.138 6,011 0.138 0 0.000 100% 0.90
D-1 EX YRD-1 17,390 0.399 5,626 0.129 11,764 0.270 32% 0.49
D-1 CLCB-1 10,060 0.231 8,527 0.196 1,533 0.035 85% 0.81
D-1 CLCB-2 10,207 0.234 8,104 0.186 2,103 0.048 79% 0.78
D-1 CLCB-6 10,269 0.236 8,736 0.201 1,533 0.035 85% 0.81
D-1 CLCB-9 15,901 0.365 13,764 0.316 2,137 0.049 87% 0.82
D-1 CLCB-10 12,642 0.290 10,754 0.247 1,888 0.043 85% 0.81
D-1 CLCB-11 14,074 0.323 11,949 0.274 2,125 0.049 85% 0.81
D-1 CLCB-12 12,572 0.289 10,685 0.245 1,888 0.043 85% 0.81
D-1 CLCB-13 11,823 0.271 11,285 0.259 538 0.012 95% 0.87
D-1 CLCB-14 13,147 0.302 10,372 1 0.238 2,776 1 0.064 79% 0.77
D-1 RL-1 50,771 1.166 50,771 1 1.166 0 1 0.000 100% 0.90
Hydraflow Storm Sewers Extension for Autodesk® AutoCAD® Civil 3D® Plan
6 4
3
7
8
2
5
1
Outfall
Project File: A-1.2.stm Number of lines:8 Date: 10/2/2019
Storm Sewers v2018.30
Storm Sewer Inventory Report Page
Line Alignment Flow Data Physical Data Line ID
No.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/
Line Length angle Type Q Area Coeff Time El Dn Slope El Up Size Shape Value Coeff Rim El
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) M (ft) (in) (n) (K) (ft)
1 End 128.200 -95.785 MH 0.00 0.00 0.00 0.0 48.50 0.96 49.73 24 Cir 0.015 0.92 54.99 PIPE-130
2 1 93.000 -7.846 MH 0.00 0.00 0.00 0.0 49.26 0.50 49.73 18 Cir 0.012 1.00 54.16 PIPE-129
3 2 146.000 0.000 MH 0.00 0.00 0.00 0.0 49.73 1.00 51.19 12 Cir 0.012 0.99 55.40 PIPE-128
4 3 31.257 82.648 Grate 0.00 0.25 0.83 5.0 52.19 1.00 52.50 12 Cir 0.012 1.00 55.95 PIPE-136
5 1 37.518 65.105 Comb 0.00 0.16 0.90 5.0 51.25 2.00 52.00 12 Cir 0.012 1.00 55.37 PIPE-138
6 3 31.380 -22.457 Comb 0.00 0.14 0.70 5.0 51.19 1.00 51.50 12 Cir 0.012 1.00 54.88 PIPE-127
7 2 44.944 32.276 Comb 0.00 0.23 0.86 5.0 51.10 2.00 52.00 12 Cir 0.015 1.00 55.50 PIPE-139
8 2 12.000 -90.000 Grate 0.00 0.79 0.78 5.0 50.38 1.00 50.50 15 Cir 0.015 1.00 53.80 PIPE-137
Project File: A-1.2.stm Number of lines:8 Date: 10/2/2019
Storm Sewers v2018.30
Storm Sewer Summary Report Pagel
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) M (ft) (ft) (ft) (ft) No.
1 PIPE-130 9.86 24 Cir 128.200 48.50 49.73 0.956 50.76 51.03 0.29 51.33 End Manhole
2 PIPE-129 8.84 18 Cir 93.000 49.26 49.73 0.500 51.33" 51.89" 0.39 52.28 1 Manhole
3 PIPE-128 2.49 12 Cir 146.000 49.73 51.19 1.000 52.28" 52.89" 0.15 53.04 2 Manhole
4 PIPE-136 1.73 12 Cir 31.257 52.19 52.50 1.000 53.04 53.06 n/a 53.06 j 3 Grate
5 PIPE-138 1.19 12 Cir 37.518 51.25 52.00 2.000 51.57 52.46 0.18 52.46 1 Combination
6 PIPE-127 0.81 12 Cir 31.380 51.19 51.50 1.000 53.04" 53.05" 0.02 53.07 3 Combination
7 PIPE-139 1.66 12 Cir 44.944 51.10 52.00 2.000 52.28 52.55 n/a 52.55 j 2 Combination
8 PIPE-137 5.07 15 Cir 12.000 50.38 50.50 1.000 52.28" 52.38" 0.27 52.64 2 Grate
Project File: A-1.2.stm Number of lines:8 Run Date: 10/2/2019
NOTES: Return period=25 Yrs. ;"Surcharged(HGL above crown). ;j-Line contains hyd.jump.
Storm Sewers v2018.30
Storm Sewer Tabulation Pagel
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (1) flow full
Line To 7nt)al Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 128.200 0.00 1.57 0.00 0.00 1.27 0.0 6.6 7.8 9.86 19.17 3.84 24 0.96 48.50 49.73 50.76 51.03 50.79 54.99 PIPE-130
2 1 93.000 0.00 1.41 0.00 0.00 1.12 0.0 6.3 7.9 8.84 8.04 5.00 18 0.50 49.26 49.73 51.33 51.89 54.99 54.16 PIPE-129
3 2 146.000 0.00 0.39 0.00 0.00 0.31 0.0 5.5 8.1 2.49 3.86 3.17 12 1.00 49.73 51.19 52.28 52.89 54.16 55.40 PIPE-128
4 3 31.257 0.25 0.25 0.83 0.21 0.21 5.0 5.0 8.2 1.73 3.86 3.13 12 1.00 52.19 52.50 53.04 53.06 55.40 55.95 PIPE-136
5 1 37.518 0.16 0.16 0.90 0.14 0.14 5.0 5.0 8.2 1.19 5.46 4.46 12 2.00 51.25 52.00 51.57 52.46 54.99 55.37 PIPE-138
6 3 31.380 0.14 0.14 0.70 0.10 0.10 5.0 5.0 8.2 0.81 3.86 1.03 12 1.00 51.19 51.50 53.04 53.05 55.40 54.88 PIPE-127
7 2 44.944 0.23 0.23 0.86 0.20 0.20 5.0 5.0 8.2 1.66 4.36 2.94 12 2.00 51.10 52.00 52.28 52.55 54.16 55.50 PIPE-139
8 2 12.000 0.79 0.79 0.78 0.61 0.61 5.0 5.0 8.2 5.07 5.60 4.13 15 1.00 50.38 50.50 52.28 52.38 54.16 53.80 PIPE-137
Project File: A-1.2.stm Number of lines:8 Run Date: 10/2/2019
NOTES:Intensity=102.61 /(Inlet time+ 16.50)A 0.82; Return period=Yrs.25 c=cir e=ellip b=box
Storm Sewers v2018.30
Hydraulic Grade Line Computations Page
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) N (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) N M (ft) (K) (ft)
1 24 9.86 48.50 50.76 2.00 3.14 3.14 0.15 50.91 0.253 128.20 49.73 51.03 1.31 2.18 4.53 0.32 51.35 0.435 0.344 0.441 0.92 0.29
2 18 8.84 49.26 51.33 1.50 1.77 5.00 0.39 51.72 0.604 93.000 49.73 51.89 1.50 1.77 5.00 0.39 52.28 0.603 0.604 0.561 1.00 0.39
3 12 2.49 49.73 52.28 1.00 0.79 3.17 0.16 52.43 0.417 146.00 51.19 52.89 1.00 0.79 3.17 0.16 53.04 0.417 0.417 0.609 0.99 0.15
4 12 1.73 52.19 53.04 0.85 0.45 2.43 0.23 53.27 0.000 31.257 52.50 53.06 j 0.56** 0.45 3.83 0.23 53.29 0.000 0.000 n/a 1.00 n/a
5 12 1.19 51.25 51.57 0.32* 0.21 5.55 0.18 51.74 0.000 37.518 52.00 52.46 0.46** 0.35 3.37 0.18 52.64 0.000 0.000 n/a 1.00 0.18
6 12 0.81 51.19 53.04 1.00 0.79 1.03 0.02 53.06 0.044 31.380 51.50 53.05 1.00 0.79 1.03 0.02 53.07 0.044 0.044 0.014 1.00 0.02
7 12 1.66 51.10 52.28 1.00 0.44 2.11 0.07 52.35 0.288 44.944 52.00 52.55 j 0.55** 0.44 3.77 0.22 52.77 0.858 0.573 n/a 1.00 0.22
8 15 5.07 50.38 52.28 1.25 1.23 4.13 0.27 52.54 0.821 12.000 50.50 52.38 1.25 1.23 4.13 0.27 52.64 0.821 0.821 0.099 1.00 0.27
Project File: A-1.2.stm Number of lines:8 Run Date: 10/2/2019
Notes:* depth assumed;**Critical depth.;j-Line contains hyd.jump c=cir e=ellip b=box
Storm Sewers v2018.30
Hydraflow Storm Sewers Extension for Autodesk® AutoCAD® Civil 3D® Plan
11
10
9
21 17
19
0
3X
16
8
2
15
4 7
1 12
Outfall
13
5
18
14
Project File: A-1.3.stm Number of lines:21 Date: 10/2/2019
Storm Sewers v2018.30
Storm Sewer Inventory Report Page
Line Alignment Flow Data Physical Data Line ID
No.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/
Line Length angle Type Q Area Coeff Time El Dn Slope El Up Size Shape Value Coeff Rim El
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) M (ft) (in) (n) (K) (ft)
1 End 9.000 -103.63 MH 0.00 0.00 0.00 0.0 38.25 0.00 38.25 48 Cir 0.012 1.00 44.63 PIPE-354
2 1 171.896 -1.200 MH 0.00 0.00 0.00 0.0 38.25 0.50 39.11 30 Cir 0.012 0.93 44.30 PIPE-151
3 2 29.681 -66.505 Comb 0.00 0.25 0.86 5.0 41.20 1.01 41.50 12 Cir 0.012 1.00 43.97 PIPE-152
4 1 20.916 -91.397 MH 0.00 0.00 0.00 0.0 39.06 2.01 39.48 30 Cir 0.012 1.00 44.42 PIPE-182
5 4 57.652 -90.919 MH 0.00 0.00 0.00 0.0 39.48 0.99 40.05 24 Cir 0.015 1.00 44.09 PIPE-181
6 5 12.500 89.271 Comb 0.00 0.27 0.85 5.0 40.38 0.96 40.50 12 Cir 0.012 1.00 43.97 PIPE-153
7 1 25.380 74.104 MH 0.00 0.00 0.00 0.0 38.25 0.51 38.38 48 Cir 0.012 0.95 44.69 PIPE-147
8 7 169.492 -60.776 MH 0.00 0.00 0.00 0.0 38.38 0.50 39.22 30 Cir 0.012 0.89 43.97 PIPE-146
9 8 212.767 -2.809 Grate 0.00 0.62 0.71 5.0 39.22 0.50 40.28 18 Cir 0.012 0.69 44.47 PIPE-145
10 9 93.182 23.973 MH 0.00 0.00 0.00 0.0 40.28 0.50 40.75 12 Cir 0.012 0.62 46.04 PIPE-184
11 10 31.280 -34.496 MH 0.00 0.08 0.78 5.0 40.34 0.51 40.50 12 Cir 0.012 1.00 43.80 PIPE-183
12 7 67.051 70.253 MH 0.00 0.00 0.00 0.0 39.26 1.00 39.93 24 Cir 0.015 0.67 43.99 PIPE-149
13 12 19.030 -38.382 Grate 0.00 0.65 0.79 5.0 39.93 1.00 40.12 15 Cir 0.015 1.00 43.54 PIPE-155
14 5 119.731 3.214 Comb 0.00 0.16 0.85 5.0 40.05 1.00 41.25 12 Cir 0.012 1.00 44.88 PIPE-154
15 7 135.194 15.896 MH 0.00 0.00 0.00 0.0 38.38 0.50 39.06 24 Cir 0.012 1.00 45.66 PIPE-362
16 15 170.081 -90.000 MH 0.00 0.00 0.00 0.0 39.06 0.50 39.91 24 Cir 0.012 1.00 45.60 PIPE-361
17 16 124.000 0.021 None 0.00 0.47 0.90 5.0 39.91 0.50 40.53 15 Cir 0.012 1.00 0.00 PIPE-360
18 12 57.061 13.660 Grate 0.00 0.50 0.77 5.0 39.93 1.00 40.50 12 Cir 0.012 1.00 43.89 PIPE-148
19 16 5.046 90.013 MH 0.00 0.52 0.90 5.0 39.91 0.99 39.96 12 Cir 0.015 1.00 43.79 PIPE-350
20 8 19.030 60.696 Grate 0.00 0.78 0.80 5.0 39.22 1.00 39.41 15 Cir 0.012 1.00 43.54 PIPE-156
21 2 219.523 -2.020 Comb 0.00 0.26 0.85 5.0 39.11 0.97 41.25 12 Cir 0.012 1.00 44.92 PIPE-150
Project File: A-1.3.stm Number of lines:21 Date: 10/2/2019
Storm Sewers v2018.30
Storm Sewer Summary Report Pagel
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) M (ft) (ft) (ft) (ft) No.
1 PIPE-354 24.35 48 Cir 9.000 38.25 38.25 0.000 42.50" 42.50" 0.06 42.56 End Manhole
2 PIPE-151 3.39 30 Cir 171.896 38.25 39.11 0.500 42.56" 42.57" 0.01 42.58 1 Manhole
3 PIPE-152 1.77 12 Cir 29.681 41.20 41.50 1.011 42.58" 42.64" 0.08 42.72 2 Combination
4 PIPE-182 2.76 30 Cir 20.916 39.06 39.48 2.008 42.56" 42.56" 0.00 42.57 1 Manhole
5 PIPE-181 2.86 24 Cir 57.652 39.48 40.05 0.989 42.57" 42.58" 0.01 42.59 4 Manhole
6 PIPE-153 1.89 12 Cir 12.500 40.38 40.50 0.960 42.59" 42.62" 0.09 42.71 5 Combination
7 PIPE-147 19.25 48 Cir 25.380 38.25 38.38 0.512 42.56" 42.56" 0.03 42.60 1 Manhole
8 PIPE-146 7.84 30 Cir 169.492 38.38 39.22 0.496 42.60" 42.65" 0.04 42.69 7 Manhole
9 PIPE-145 3.69 18 Cir 212.767 39.22 40.28 0.498 42.69" 42.91" 0.05 42.96 8 Grate
10 PIPE-184 0.50 12 Cir 93.182 40.28 40.75 0.504 42.96" 42.97" 0.00 42.98 9 Manhole
11 PIPE-183 0.51 12 Cir 31.280 40.34 40.50 0.512 42.98" 42.98" 0.01 42.99 10 Manhole
12 PIPE-149 7.34 24 Cir 67.051 39.26 39.93 0.999 42.60" 42.69" 0.06 42.75 7 Manhole
13 PIPE-155 4.23 15 Cir 19.030 39.93 40.12 0.998 42.75" 42.86" 0.19 43.04 12 Grate
14 PIPE-154 1.12 12 Cir 119.731 40.05 41.25 1.002 42.59" 42.69" 0.03 42.72 5 Combination
15 PIPE-362 6.84 24 Cir 135.194 38.38 39.06 0.503 42.60" 42.70" 0.07 42.78 7 Manhole
16 PIPE-361 7.15 24 Cir 170.081 39.06 39.91 0.500 42.78" 42.92" 0.08 43.00 15 Manhole
17 PIPE-360 3.49 15 Cir 124.000 39.91 40.53 0.500 43.00" 43.31" 0.13 43.44 16 None
18 PIPE-148 3.18 12 Cir 57.061 39.93 40.50 0.999 42.75" 43.14" 0.25 43.39 12 Grate
19 PIPE-350 3.86 12 Cir 5.046 39.91 39.96 0.991 43.00" 43.08" 0.38 43.46 16 Manhole
20 PIPE-156 5.15 15 Cir 19.030 39.22 39.41 0.998 42.69" 42.79" 0.27 43.06 8 Grate
21 PIPE-150 1.82 12 Cir 219.523 39.11 41.25 0.975 42.58" 43.07" 0.08 43.15 2 Combination
Project File: A-1.3.stm Number of lines:21 Run Date: 10/2/2019
NOTES: Return period=25 Yrs. ;'Surcharged(HGL above crown).
Storm Sewers v2018.30
Storm Sewer Tabulation Pagel
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (1) flow full
Line To 7nt)al Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 9.000 0.00 4.56 0.00 0.00 3.72 0.0 12.0 6.5 24.35 0.00 1.94 48 0.00 38.25 38.25 42.50 42.50 0.00 44.63 PIPE-354
2 1 171.896 0.00 0.51 0.00 0.00 0.44 0.0 6.6 7.8 3.39 31.43 0.69 30 0.50 38.25 39.11 42.56 42.57 44.63 44.30 PIPE-151
3 2 29.681 0.25 0.25 0.86 0.22 0.22 5.0 5.0 8.2 1.77 3.88 2.26 12 1.01 41.20 41.50 42.58 42.64 44.30 43.97 PIPE-152
4 1 20.916 0.00 0.43 0.00 0.00 0.37 0.0 7.5 7.5 2.76 62.96 0.56 30 2.01 39.06 39.48 42.56 42.56 44.63 44.42 PIPE-182
5 4 57.652 0.00 0.43 0.00 0.00 0.37 0.0 6.4 7.8 2.86 19.49 0.91 24 0.99 39.48 40.05 42.57 42.58 44.42 44.09 PIPE-181
6 5 12.500 0.27 0.27 0.85 0.23 0.23 5.0 5.0 8.2 1.89 3.78 2.41 12 0.96 40.38 40.50 42.59 42.62 44.09 43.97 PIPE-153
7 1 25.380 0.00 3.62 0.00 0.00 2.92 0.0 11.7 6.6 19.25 111.4 1.53 48 0.51 38.25 38.38 42.56 42.56 44.63 44.69 PIPE-147
8 7 169.492 0.00 1.48 0.00 0.00 1.13 0.0 9.9 7.0 7.84 31.28 1.60 30 0.50 38.38 39.22 42.60 42.65 44.69 43.97 PIPE-146
9 8 212.767 0.62 0.70 0.71 0.44 0.50 5.0 8.2 7.3 3.69 8.03 2.09 18 0.50 39.22 40.28 42.69 42.91 43.97 44.47 PIPE-145
10 9 93.182 0.00 0.08 0.00 0.00 0.06 0.0 5.8 8.0 0.50 2.74 0.64 12 0.50 40.28 40.75 42.96 42.97 44.47 46.04 PIPE-184
11 10 31.280 0.08 0.08 0.78 0.06 0.06 5.0 5.0 8.2 0.51 2.76 0.66 12 0.51 40.34 40.50 42.98 42.98 46.04 43.80 PIPE-183
12 7 67.051 0.00 1.15 0.00 0.00 0.90 0.0 5.2 8.2 7.34 19.59 2.34 24 1.00 39.26 39.93 42.60 42.69 44.69 43.99 PIPE-149
13 12 19.030 0.65 0.65 0.79 0.51 0.51 5.0 5.0 8.2 4.23 5.59 3.45 15 1.00 39.93 40.12 42.75 42.86 43.99 43.54 PIPE-155
14 5 119.731 0.16 0.16 0.85 0.14 0.14 5.0 5.0 8.2 1.12 3.86 1.43 12 1.00 40.05 41.25 42.59 42.69 44.09 44.88 PIPE-154
15 7 135.194 0.00 0.99 0.00 0.00 0.89 0.0 7.0 7.7 6.84 17.38 2.18 24 0.50 38.38 39.06 42.60 42.70 44.69 45.66 PIPE-362
16 15 170.081 0.00 0.99 0.00 0.00 0.89 0.0 5.7 8.0 7.15 17.32 2.28 24 0.50 39.06 39.91 42.78 42.92 45.66 45.60 PIPE-361
17 16 124.000 0.47 0.47 0.90 0.42 0.42 5.0 5.0 8.2 3.49 4.95 2.84 15 0.50 39.91 40.53 43.00 43.31 45.60 0.00 PIPE-360
18 12 57.061 0.50 0.50 0.77 0.39 0.39 5.0 5.0 8.2 3.18 3.86 4.04 12 1.00 39.93 40.50 42.75 43.14 43.99 43.89 PIPE-148
19 16 5.046 0.52 0.52 0.90 0.47 0.47 5.0 5.0 8.2 3.86 3.07 4.91 12 0.99 39.91 39.96 43.00 43.08 45.60 43.79 PIPE-350
20 8 19.030 0.78 0.78 0.80 0.62 0.62 5.0 5.0 8.2 5.15 6.99 4.19 15 1.00 39.22 39.41 42.69 42.79 43.97 43.54 PIPE-156
21 2 219.523 0.26 0.26 0.85 0.22 0.22 5.0 5.0 8.2 1.82 3.81 2.32 12 0.97 39.11 41.25 42.58 43.07 44.30 44.92 PIPE-150
Project File: A-1.3.stm Number of lines:21 Run Date: 10/2/2019
NOTES:Intensity=102.61 /(Inlet time+ 16.50)A 0.82; Return period=Yrs.25 c=cir e=ellip b=box
Storm Sewers v2018.30
Hydraulic Grade Line Computations Page
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) N (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) N M (ft) (K) (ft)
1 48 24.35 38.25 42.50 4.00 12.56 1.94 0.06 42.56 0.024 9.000 38.25 42.50 4.00 12.57 1.94 0.06 42.56 0.024 0.024 0.002 1.00 0.06
2 30 3.39 38.25 42.56 2.50 4.91 0.69 0.01 42.57 0.006 171.89 539.11 42.57 2.50 4.91 0.69 0.01 42.58 0.006 0.006 0.010 0.93 0.01
3 12 1.77 41.20 42.58 1.00 0.79 2.26 0.08 42.66 0.211 29.681 41.50 42.64 1.00 0.79 2.26 0.08 42.72 0.211 0.211 0.063 1.00 0.08
4 30 2.76 39.06 42.56 2.50 4.91 0.56 0.00 42.57 0.004 20.916 39.48 42.56 2.50 4.91 0.56 0.00 42.57 0.004 0.004 0.001 1.00 0.00
5 24 2.86 39.48 42.57 2.00 3.14 0.91 0.01 42.58 0.021 57.652 40.05 42.58 2.00 3.14 0.91 0.01 42.59 0.021 0.021 0.012 1.00 0.01
6 12 1.89 40.38 42.59 1.00 0.79 2.41 0.09 42.68 0.241 12.500 40.50 42.62 1.00 0.79 2.41 0.09 42.71 0.241 0.241 0.030 1.00 0.09
7 48 19.25 38.25 42.56 4.00 12.56 1.53 0.04 42.60 0.015 25.380 38.38 42.56 4.00 12.57 1.53 0.04 42.60 0.015 0.015 0.004 0.95 0.03
8 30 7.84 38.38 42.60 2.50 4.91 1.60 0.04 42.64 0.031 169.49 39.22 42.65 2.50 4.91 1.60 0.04 42.69 0.031 0.031 0.053 0.89 0.04
9 18 3.69 39.22 42.69 1.50 1.77 2.09 0.07 42.76 0.105 212.76 140.28 42.91 1.50 1.77 2.09 0.07 42.98 0.105 0.105 0.224 0.69 0.05
10 12 0.50 40.28 42.96 1.00 0.79 0.64 0.01 42.96 0.017 93.182 40.75 42.97 1.00 0.79 0.64 0.01 42.98 0.017 0.017 0.016 0.62 0.00
11 12 0.51 40.34 42.98 1.00 0.79 0.66 0.01 42.98 0.018 31.280 40.50 42.98 1.00 0.79 0.66 0.01 42.99 0.018 0.018 0.006 1.00 0.01
12 24 7.34 39.26 42.60 2.00 3.14 2.34 0.08 42.68 0.140 67.051 39.93 42.69 2.00 3.14 2.34 0.08 42.78 0.140 0.140 0.094 0.67 0.06
13 15 4.23 39.93 42.75 1.25 1.23 3.45 0.19 42.94 0.573 19.030 40.12 42.86 1.25 1.23 3.45 0.19 43.04 0.573 0.573 0.109 1.00 0.19
14 12 1.12 40.05 42.59 1.00 0.79 1.43 0.03 42.62 0.085 119.73 41.25 42.69 1.00 0.79 1.43 0.03 42.72 0.085 0.085 0.101 1.00 0.03
15 24 6.84 38.38 42.60 2.00 3.14 2.18 0.07 42.67 0.078 135.19 t39.06 42.70 2.00 3.14 2.18 0.07 42.78 0.078 0.078 0.105 1.00 0.07
16 24 7.15 39.06 42.78 2.00 3.14 2.28 0.08 42.86 0.085 170.08 139.91 42.92 2.00 3.14 2.28 0.08 43.00 0.085 0.085 0.145 1.00 0.08
17 15 3.49 39.91 43.00 1.25 1.23 2.84 0.13 43.13 0.249 124.00 40.53 43.31 1.25 1.23 2.84 0.13 43.44 0.249 0.249 0.308 1.00 0.13
18 12 3.18 39.93 42.75 1.00 0.79 4.04 0.25 43.00 0.678 57.061 40.50 43.14 1.00 0.79 4.04 0.25 43.39 0.677 0.678 0.387 1.00 0.25
19 12 3.86 39.91 43.00 1.00 0.79 4.92 0.38 43.38 1.565 5.046 39.96 43.08 1.00 0.79 4.91 0.38 43.46 1.564 1.564 0.079 1.00 0.38
20 15 5.15 39.22 42.69 1.25 1.23 4.19 0.27 42.96 0.541 19.030 39.41 42.79 1.25 1.23 4.19 0.27 43.06 0.541 0.541 0.103 1.00 0.27
21 12 1.82 39.11 42.58 1.00 0.79 2.32 0.08 42.66 0.223 219.52 W.25 43.07 1.00 0.79 2.32 0.08 43.15 0.223 0.223 0.490 1.00 0.08
Project File: A-1.3.stm Number of lines:21 Run Date: 10/2/2019
c=cir a=ellip b=box
Storm Sewers v2018.30
Hydraflow Storm Sewers Extension for Autodesk® AutoCAD® Civil 3D® Plan
Outfall
1
2
4
3
5
6
Project File: A-1.4.stm Number of lines:6 Date: 10/2/2019
Storm Sewers v2018.30
Storm Sewer Inventory Report Page
Line Alignment Flow Data Physical Data Line ID
No.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/
Line Length angle Type Q Area Coeff Time El Dn Slope El Up Size Shape Value Coeff Rim El
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) M (ft) (in) (n) (K) (ft)
1 End 55.615 74.588 MH 0.00 0.00 0.00 0.0 41.00 1.00 41.56 18 Cir 0.015 1.00 51.03 PIPE-121
2 1 50.272 -73.821 Comb 0.00 0.05 0.90 5.0 48.00 2.00 49.01 12 Cir 0.015 1.00 52.61 PIPE-124
3 1 32.881 -20.157 Grate 0.00 0.39 0.69 5.0 46.82 1.00 47.15 12 Cir 0.015 1.00 51.15 PIPE-123
4 1 56.689 91.762 MH 0.00 0.00 0.00 0.0 41.56 1.00 42.12 15 Cir 0.012 1.00 49.05 PIPE-119
5 4 30.481 -89.931 Grate 0.00 0.30 0.83 5.0 46.00 0.98 46.30 12 Cir 0.012 1.00 48.74 PIPE-122
6 4 53.548 -34.676 Grate 0.00 0.33 0.83 5.0 43.25 1.40 44.00 12 Cir 0.012 1.00 47.20 PIPE-118
Project File: A-1.4.stm Number of lines:6 Date: 10/2/2019
Storm Sewers v2018.30
Storm Sewer Summary Report Pagel
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) M (ft) (ft) (ft) (ft) No.
1 PIPE-121 6.75 18 Cir 55.615 41.00 41.56 1.000 43.44" 43.75" 0.23 43.97 End Manhole
2 PIPE-124 0.37 12 Cir 50.272 48.00 49.01 2.000 48.20 49.25 n/a 49.25 1 Combination
3 PIPE-123 2.22 12 Cir 32.881 46.82 47.15 1.000 47.45 47.79 0.28 47.79 1 Grate
4 PIPE-119 4.26 15 Cir 56.689 41.56 42.12 1.000 43.97" 44.18" 0.19 44.37 1 Manhole
5 PIPE-122 2.03 12 Cir 30.481 46.00 46.30 0.984 46.52 46.91 n/a 46.91 4 Grate
6 PIPE-118 2.28 12 Cir 53.548 43.25 44.00 1.405 44.37 44.64 n/a 44.64 j 4 Grate
Project File: A-1.4.stm Number of lines:6 Run Date: 10/2/2019
NOTES: Return period=25 Yrs. ;"Surcharged(HGL above crown). ;j-Line contains hyd.jump.
Storm Sewers v2018.30
Storm Sewer Tabulation Pagel
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (1) flow full
Line To 7nt)al Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 55.615 0.00 1.07 0.00 0.00 0.84 0.0 5.5 8.1 6.75 9.10 3.82 18 1.00 41.00 41.56 43.44 43.75 42.75 51.03 PIPE-121
2 1 50.272 0.05 0.05 0.90 0.04 0.04 5.0 5.0 8.2 0.37 4.36 2.88 12 2.00 48.00 49.01 48.20 49.25 51.03 52.61 PIPE-124
3 1 32.881 0.39 0.39 0.69 0.27 0.27 5.0 5.0 8.2 2.22 3.09 4.24 12 1.00 46.82 47.15 47.45 47.79 51.03 51.15 PIPE-123
4 1 56.689 0.00 0.63 0.00 0.00 0.52 0.0 5.2 8.2 4.26 7.00 3.47 15 1.00 41.56 42.12 43.97 44.18 51.03 49.05 PIPE-119
5 4 30.481 0.30 0.30 0.83 0.25 0.25 5.0 5.0 8.2 2.03 3.83 4.50 12 0.98 46.00 46.30 46.52 46.91 49.05 48.74 PIPE-122
6 4 53.548 0.33 0.33 0.83 0.28 0.28 5.0 5.0 8.2 2.28 4.57 3.57 12 1.40 43.25 44.00 44.37 44.64 49.05 47.20 PIPE-118
Project File: A-1.4.stm Number of lines:6 Run Date: 10/2/2019
NOTES:Intensity=102.61 /(Inlet time+ 16.50)A 0.82; Return period=Yrs.25 c=cir e=ellip b=box
Storm Sewers v2018.30
Hydraulic Grade Line Computations Page
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) N (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) N M (ft) (K) (ft)
1 18 6.75 41.00 43.44 1.50 1.77 3.82 0.23 43.67 0.551 55.615 41.56 43.75 1.50 1.77 3.82 0.23 43.97 0.550 0.551 0.306 1.00 0.23
2 12 0.37 48.00 48.20 0.20* 0.11 3.37 0.09 48.28 0.000 50.272 49.01 49.25 0.25** 0.15 2.39 0.09 49.34 0.000 0.000 n/a 1.00 n/a
3 12 2.22 46.82 47.45 0.63* 0.52 4.28 0.28 47.72 0.000 32.881 47.15 47.79 0.64** 0.53 4.21 0.28 48.06 0.000 0.000 n/a 1.00 0.28
4 15 4.26 41.56 43.97 1.25 1.23 3.47 0.19 44.16 0.371 56.689 42.12 44.18 1.25 1.23 3.47 0.19 44.37 0.371 0.371 0.210 1.00 0.19
5 12 2.03 46.00 46.52 0.52* 0.41 4.94 0.26 46.77 0.000 30.481 46.30 46.91 0.61** 0.50 4.06 0.26 47.16 0.000 0.000 n/a 1.00 n/a
6 12 2.28 43.25 44.37 1.00 0.54 2.90 0.13 44.50 0.348 53.548 44.00 44.64 j 0.64** 0.54 4.25 0.28 44.93 0.622 0.485 n/a 1.00 0.28
Project File: A-1.4.stm Number of lines:6 Run Date: 10/2/2019
Notes:. depth assumed;„Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box
Storm Sewers v2018.30
Hydraflow Storm Sewers Extension for Autodesk® AutoCAD® Civil 3D® Plan
5 4 2
3
1
Outfall
Project File: A-1.5.stm Number of lines:5 Date: 10/2/2019
Storm Sewers v2018.30
Storm Sewer Inventory Report Page
Line Alignment Flow Data Physical Data Line ID
No.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/
Line Length angle Type Q Area Coeff Time El Dn Slope El Up Size Shape Value Coeff Rim El
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) M (ft) (in) (n) (K) (ft)
1 End 143.115 -103.63 MH 0.00 0.00 0.00 0.0 42.50 1.29 44.35 18 Cir 0.015 0.90 51.14 PIPE-134
2 1 57.009 37.875 Grate 0.00 0.20 0.90 5.0 47.96 1.51 48.82 12 Cir 0.012 1.00 51.82 PIPE-141
3 1 38.471 -62.103 MH 0.00 0.00 0.00 0.0 44.35 0.99 44.73 15 Cir 0.012 0.90 50.14 PIPE-133
4 3 27.000 62.103 Grate 0.00 0.34 0.82 5.0 46.68 1.00 46.95 12 Cir 0.012 1.00 49.95 PIPE-132
5 3 51.624 3.638 Grate 0.00 0.41 0.83 5.0 44.73 1.01 45.25 12 Cir 0.015 1.00 48.75 PIPE-140
Project File: A-1.5.stm Number of lines:5 Date: 10/2/2019
Storm Sewers v2018.30
Storm Sewer Summary Report Pagel
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) M (ft) (ft) (ft) (ft) No.
1 PIPE-134 6.49 18 Cir 143.115 42.50 44.35 1.293 46.16" 46.89" 0.19 47.08 End Manhole
2 PIPE-141 1.48 12 Cir 57.009 47.96 48.82 1.509 48.34 49.34 n/a 49.34 1 Grate
3 PIPE-133 5.06 15 Cir 38.471 44.35 44.73 0.988 47.08" 47.28" 0.24 47.52 1 Manhole
4 PIPE-132 2.30 12 Cir 27.000 46.68 46.95 1.000 47.52 47.60 n/a 47.60 j 3 Grate
5 PIPE-140 2.81 12 Cir 51.624 44.73 45.25 1.007 47.52" 47.94" 0.20 48.14 3 Grate
--FProject File: A-1.5.stm Number of lines:5 Run Date: 10/2/2019
NOTES: Return period=25 Yrs. ;"Surcharged(HGL above crown). ;j-Line contains hyd.jump.
Storm Sewers v2018.30
Storm Sewer Tabulation Pagel
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (1) flow full
Line To 7nt)al Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 143.115 0.00 0.95 0.00 0.00 0.80 0.0 5.4 8.1 6.49 10.35 3.67 18 1.29 42.50 44.35 46.16 46.89 44.25 51.14 PIPE-134
2 1 57.009 0.20 0.20 0.90 0.18 0.18 5.0 5.0 8.2 1.48 4.74 4.48 12 1.51 47.96 48.82 48.34 49.34 51.14 51.82 PIPE-141
3 1 38.471 0.00 0.75 0.00 0.00 0.62 0.0 5.2 8.2 5.06 6.95 4.12 15 0.99 44.35 44.73 47.08 47.28 51.14 50.14 PIPE-133
4 3 27.000 0.34 0.34 0.82 0.28 0.28 5.0 5.0 8.2 2.30 3.86 3.77 12 1.00 46.68 46.95 47.52 47.60 50.14 49.95 PIPE-132
5 3 51.624 0.41 0.41 0.83 0.34 0.34 5.0 5.0 8.2 2.81 3.10 3.57 12 1.01 44.73 45.25 47.52 47.94 50.14 48.75 PIPE-140
Project File: A-1.5.stm Number of lines:5 Run Date: 10/2/2019
NOTES:Intensity=102.61 /(Inlet time+ 16.50)A 0.82; Return period=Yrs.25 c=cir e=ellip b=box
Storm Sewers v2018.30
Hydraulic Grade Line Computations Page
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) N (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) N M (ft) (K) (ft)
1 18 6.49 42.50 46.16 1.50 1.77 3.67 0.21 46.37 0.509 143.11 544.35 46.89 1.50 1.77 3.67 0.21 47.10 0.509 0.509 0.728 0.90 0.19
2 12 1.48 47.96 48.34 0.38* 0.28 5.33 0.21 48.55 0.000 57.009 48.82 49.34 0.52** 0.41 3.63 0.21 49.54 0.000 0.000 n/a 1.00 n/a
3 15 5.06 44.35 47.08 1.25 1.23 4.12 0.26 47.34 0.523 38.471 44.73 47.28 1.25 1.23 4.12 0.26 47.54 0.523 0.523 0.201 0.90 0.24
4 12 2.30 46.68 47.52 0.84 0.54 3.28 0.28 47.80 0.000 27.000 46.95 47.60 j 0.65** 0.54 4.27 0.28 47.88 0.000 0.000 n/a 1.00 0.28
5 12 2.81 44.73 47.52 1.00 0.79 3.57 0.20 47.72 0.827 51.624 45.25 47.94 1.00 0.79 3.57 0.20 48.14 0.827 0.827 0.427 1.00 0.20
Project File: A-1.5.stm Number of lines:5 Run Date: 10/2/2019
Notes:. depth assumed;„Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box
Storm Sewers v2018.30
Hydraflow Storm Sewers Extension for Autodesk® AutoCAD® Civil 3D® Plan
32
25 33
20 34
19
15
14 31
13
12
17 35
30
11
16
29
10 36
49
27
48
43 45
42 44
40 41 39 38 22
24
9 21
23
51 37
8
Outfall
Outfall
50
Outfall
5
4
3 6
5 2 1
1 7
Outfall Outfall 6
Project File: A-2 INFLOW.stm Number of lines:52 Date: 10/2/2019
Storm Sewers v2018.30
Storm Sewer Inventory Report Page
Line Alignment Flow Data Physical Data Line ID
No.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/
Line Length angle Type Q Area Coeff Time El Dn Slope El Up Size Shape Value Coeff Rim El
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) M (ft) (in) (n) (K) (ft)
1 End 24.000 -13.630 MH 0.00 0.00 0.00 0.0 41.50 1.00 41.74 30 Cir 0.015 1.00 44.62 PIPE-343
2 1 76.236 4.514 MH 0.00 0.00 0.00 0.0 41.74 1.00 42.50 30 Cir 0.015 1.00 45.85 PIPE-340
3 2 100.000 -4.514 MH 0.00 0.00 0.00 0.0 42.50 1.00 43.50 30 Cir 0.015 1.00 47.48 PIPE-339
4 3 18.500 -90.000 Comb 0.00 0.20 0.75 5.0 44.32 1.00 44.50 12 Cir 0.015 1.00 46.32 PIPE-345
5 3 98.680 -3.486 Hdwl 10.93 0.00 0.00 0.0 43.50 2.43 45.90 30 Cir 0.015 1.00 48.78 PIPE-338
6 3 13.500 90.000 Grate 0.00 0.23 0.77 5.0 44.12 1.00 44.25 12 Cir 0.012 1.00 47.37 PIPE-341
7 2 13.500 85.486 Grate 0.00 0.33 0.81 5.0 43.37 1.00 43.50 12 Cir 0.015 1.00 45.75 PIPE-342
8 End 28.205 -36.936 Grate 0.00 0.00 0.00 0.0 38.00 0.50 38.14 24X48 Box 0.015 1.77 43.15 PIPE-167
9 8 115.084 -63.925 MH 0.00 0.00 0.00 0.0 38.14 0.44 38.65 24X48 Box 0.012 0.51 42.62 PIPE-312
10 9 237.270 27.230 MH 0.00 0.00 0.00 0.0 38.65 0.50 39.83 36 Cir 0.015 1.00 45.60 PIPE-311
11 10 62.833 -30.000 MH 0.00 0.00 0.00 0.0 39.83 0.80 40.33 36 Cir 0.015 1.00 45.50 PIPE-310
12 11 53.833 0.000 MH 0.00 0.00 0.00 0.0 40.33 0.80 40.76 36 Cir 0.015 1.00 45.66 PIPE-309
13 12 59.677 -90.000 MH 0.00 0.24 0.90 5.0 42.90 1.01 43.50 12 Cir 0.015 1.00 47.00 PIPE-316
14 12 77.833 0.000 MH 0.00 0.00 0.00 0.0 40.76 0.81 41.39 36 Cir 0.015 1.00 45.88 PIPE-308
15 14 59.677 -90.000 MH 0.00 0.43 0.90 5.0 42.90 1.01 43.50 12 Cir 0.015 1.00 47.00 PIPE-317
16 10 59.677 -120.00 MH 0.00 0.04 0.90 5.0 42.90 1.01 43.50 12 Cir 0.015 1.00 47.00 PIPE-314
17 11 59.677 -90.000 MH 0.00 0.13 0.90 5.0 42.90 1.01 43.50 12 Cir 0.015 1.00 47.00 PIPE-315
18 2 18.500 -94.514 Comb 0.00 0.21 0.86 5.0 42.82 1.00 43.00 12 Cir 0.015 1.00 44.69 PIPE-346
19 14 71.667 0.000 MH 0.00 0.00 0.00 0.0 41.39 0.50 41.75 33 Cir 0.012 1.00 46.57 PIPE-307
20 19 59.677 -90.000 MH 0.00 2.03 0.90 5.0 41.75 0.50 42.05 30 Cir 0.012 1.00 47.00 PIPE-318
21 8 141.129 -17.415 MH 0.00 0.00 0.00 0.0 38.14 0.40 38.71 48 Cir 0.015 0.97 45.83 PIPE-204
22 21 159.544 75.061 MH 0.00 0.00 0.00 0.0 40.77 0.77 42.00 24 Cir 0.015 1.00 45.58 PIPE-171
23 22 74.442 127.828 Grate 0.00 0.70 0.89 5.0 42.00 0.50 42.37 18 Cir 0.015 1.00 44.81 PIPE-172
Project File: A-2 INFLOW.stm Number of lines:52 Date: 10/2/2019
Storm Sewers v2018.30
Storm Sewer Inventory Report Page
Line Alignment Flow Data Physical Data Line ID
No.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/
Line Length angle Type Q Area Coeff Time El Dn Slope El Up Size Shape Value Coeff Rim El
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) M (ft) (in) (n) (K) (ft)
24 22 109.340 -22.465 Grate 0.00 1.04 0.84 5.0 42.00 0.50 42.55 18 Cir 0.015 1.00 44.46 PIPE-170
25 19 42.167 -25.159 MH 0.00 0.50 0.90 5.0 41.75 0.50 41.96 15 Cir 0.012 1.00 47.00 PIPE-306
26 1 23.162 122.661 Comb 0.00 0.32 0.77 5.0 41.73 0.75 41.90 12 Cir 0.015 1.00 44.31 PIPE-344
27 21 82.775 0.000 MH 0.00 0.00 0.00 0.0 38.71 0.40 39.04 42 Cir 0.012 0.99 45.22 PIPE-205
28 27 27.042 -82.970 Grate 0.00 0.55 0.88 5.0 41.53 1.00 41.80 15 Cir 0.015 1.00 44.69 PIPE-173
29 27 201.201 -29.224 MH 0.00 0.00 0.00 0.0 39.04 0.40 39.84 36 Cir 0.012 1.00 45.58 PIPE-206
30 29 86.961 -95.061 Grate 0.00 0.69 0.84 5.0 40.93 1.00 41.80 15 Cir 0.015 1.00 44.61 PIPE-175
31 29 207.184 -2.933 MH 0.00 0.00 0.00 0.0 39.84 0.40 40.67 36 Cir 0.015 1.00 45.06 PIPE-207
32 31 189.855 -3.101 Grate 0.00 1.14 0.83 5.0 40.67 0.40 41.43 19X30 Ell 0.015 1.00 43.41 PIPE-162
33 31 51.208 46.812 Grate 0.00 0.88 0.80 5.0 40.67 1.62 41.50 18 Cir 0.015 1.00 44.27 PIPE-178
34 31 146.735 -98.303 Grate 0.00 0.62 0.85 5.0 40.67 0.77 41.80 15 Cir 0.015 1.00 44.66 PIPE-177
35 29 109.340 58.069 Grate 0.00 0.91 0.78 5.0 40.51 1.00 41.60 18 Cir 0.015 1.00 44.40 PIPE-176
36 27 177.432 33.435 Grate 0.00 0.80 0.83 5.0 39.83 1.00 41.60 18 Cir 0.015 1.00 44.40 PIPE-174
37 End 166.497 -103.60 MH 0.00 0.00 0.00 0.0 38.00 0.50 38.83 15 Cir 0.015 1.00 42.34 PIPE-281
38 37 55.333 -90.031 MH 0.00 0.00 0.00 0.0 38.83 0.51 39.11 12 Cir 0.012 1.00 42.34 PIPE-366
39 38 55.333 0.000 MH 0.00 0.00 0.00 0.0 39.11 0.51 39.39 12 Cir 0.015 1.00 42.34 PIPE-363
40 39 82.358 47.789 MH 0.00 0.09 0.90 5.0 39.39 0.74 40.00 12 Cir 0.015 1.00 42.95 PIPE-271
41 39 61.000 90.000 MH 0.00 0.09 0.90 5.0 39.39 1.00 40.00 12 Cir 0.015 1.00 42.95 PIPE-272
42 38 61.000 90.000 MH 0.00 0.09 0.90 5.0 39.39 1.00 40.00 12 Cir 0.015 1.00 42.95 PIPE-273
43 37 61.000 -0.031 MH 0.00 0.09 0.90 5.0 39.39 1.00 40.00 12 Cir 0.015 1.00 42.95 PIPE-274
44 37 55.333 89.969 MH 0.00 0.00 0.00 0.0 38.83 0.50 39.11 12 Cir 0.012 1.00 42.34 PIPE-284
45 44 55.333 0.000 MH 0.00 0.00 0.00 0.0 39.11 0.49 39.38 12 Cir 0.015 1.00 42.34 PIPE-283
46 45 61.000 -90.000 MH 0.00 0.09 0.90 5.0 39.39 1.00 40.00 12 Cir 0.015 1.00 42.95 PIPE-276
Project File: A-2 INFLOW.stm Number of lines:52 Date: 10/2/2019
Storm Sewers v2018.30
Storm Sewer Inventory Report Page
Line Alignment Flow Data Physical Data Line ID
No.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/
Line Length angle Type Q Area Coeff Time El Dn Slope El Up Size Shape Value Coeff Rim El
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) M (ft) (in) (n) (K) (ft)
47 45 82.358 -47.789 MH 0.00 0.08 0.90 5.0 39.39 0.74 40.00 12 Cir 0.015 1.00 42.95 PIPE-277
48 44 61.000 -90.000 MH 0.00 0.09 0.90 5.0 39.11 1.46 40.00 12 Cir 0.015 1.00 42.95 PIPE-275
49 9 151.149 -2.770 MH 0.00 0.92 0.90 5.0 38.65 0.50 39.41 18 Cir 0.012 1.00 44.71 PIPE-313
50 End 24.344 -165.49 MH 0.00 0.00 0.00 0.0 38.00 0.25 38.06 24X48 Box 0.012 0.90 41.11 PIPE-305
51 50 264.000 61.865 MH 0.00 3.73 0.90 5.0 38.06 0.50 39.38 24X48 Box 0.012 1.00 43.67 PIPE-304
52 End 36.331 -39.126 None 0.00 0.56 0.79 5.0 38.00 2.75 39.00 12 Cir 0.015 1.00 0.00 PIPE-347
Project File: A-2 INFLOW.stm Number of lines:52 Date: 10/2/2019
Storm Sewers v2018.30
Storm Sewer Summary Report Pagel
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) M (ft) (ft) (ft) (ft) No.
1 PIPE-343 19.14 30 Cir 24.000 41.50 41.74 1.000 42.81 43.22 0.62 43.22 End Manhole
2 PIPE-340 17.21 30 Cir 76.236 41.74 42.50 1.000 43.22 43.90 n/a 43.90 j 1 Manhole
3 PIPE-339 13.59 30 Cir 100.000 42.50 43.50 1.000 43.90 44.74 n/a 44.74 j 2 Manhole
4 PIPE-345 1.23 12 Cir 18.500 44.32 44.50 1.000 44.75 44.97 n/a 44.97 3 Combination
5 PIPE-338 10.93 30 Cir 98.680 43.50 45.90 2.430 44.74 47.01 n/a 47.01 j 3 OpenHeadwall
6 PIPE-341 1.44 12 Cir 13.500 44.12 44.25 1.000 44.74 44.76 n/a 44.76 j 3 Grate
7 PIPE-342 2.21 12 Cir 13.500 43.37 43.50 1.000 43.99 44.13 n/a 44.13 2 Grate
8 PIPE-167 73.48 24x48 Box 28.205 38.00 38.14 0.500 40.00 40.14 n/a 40.14 End Grate
9 PIPE-312 29.96 24x48 Box 115.084 38.14 38.65 0.442 40.14 40.19 0.19 40.38 8 Manhole
10 PIPE-311 24.07 36 Cir 237.270 38.65 39.83 0.497 40.38 41.45 0.60 42.04 9 Manhole
11 PIPE-310 23.95 36 Cir 62.833 39.83 40.33 0.796 42.04 41.91 0.63 41.91 10 Manhole
12 PIPE-309 23.16 36 Cir 53.833 40.33 40.76 0.799 41.91 42.31 n/a 42.31 j 11 Manhole
13 PIPE-316 1.81 12 Cir 59.677 42.90 43.50 1.005 43.45 44.07 n/a 44.07 12 Manhole
14 PIPE-308 21.56 36 Cir 77.833 40.76 41.39 0.809 42.31 42.88 n/a 42.88 j 12 Manhole
15 PIPE-317 3.16 12 Cir 59.677 42.90 43.50 1.005 43.74 44.34 0.31 44.65 14 Manhole
16 PIPE-314 0.31 12 Cir 59.677 42.90 43.50 1.005 43.11 43.73 n/a 43.73 10 Manhole
17 PIPE-315 0.94 12 Cir 59.677 42.90 43.50 1.005 43.28 43.91 n/a 43.91 11 Manhole
18 PIPE-346 1.50 12 Cir 18.500 42.82 43.00 1.000 43.90 43.94 0.06 44.00 2 Combination
19 PIPE-307 18.60 33 Cir 71.667 41.39 41.75 0.502 42.88 43.17 n/a 43.17 j 14 Manhole
20 PIPE-318 15.06 30 Cir 59.677 41.75 42.05 0.500 43.17 43.36 n/a 43.36 19 Manhole
21 PIPE-204 45.56 48 Cir 141.129 38.14 38.71 0.403 40.32 40.89 0.64 41.53 8 Manhole
22 PIPE-171 12.13 24 Cir 159.544 40.77 42.00 0.771 42.01 43.25 n/a 43.25 21 Manhole
23 PIPE-172 5.16 18 Cir 74.442 42.00 42.37 0.500 43.25 43.47 0.21 43.69 22 Grate
24 PIPE-170 7.18 18 Cir 109.340 42.00 42.55 0.500 43.50" 44.18" 0.26 44.44 22 Grate
Project File: A-2 INFLOW.stm Number of lines:52 Run Date: 10/2/2019
NOTES: Return period=25 Yrs. ;"Surcharged(HGL above crown). ;j-Line contains hyd.jump.
Storm Sewers v2018.30
Storm Sewer Summary Report Page
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) M (ft) (ft) (ft) (ft) No.
25 PIPE-306 3.71 15 Cir 42.167 41.75 41.96 0.498 43.17" 43.29" 0.14 43.43 19 Manhole
26 PIPE-344 2.02 12 Cir 23.162 41.73 41.90 0.750 43.22" 43.32" 0.10 43.42 1 Combination
27 PIPE-205 34.68 42 Cir 82.775 38.71 39.04 0.400 41.53 40.86 n/a 40.86 21 Manhole
28 PIPE-173 3.97 15 Cir 27.042 41.53 41.80 0.998 42.31 42.61 n/a 42.61 27 Grate
29 PIPE-206 26.53 36 Cir 201.201 39.04 39.84 0.398 40.86 41.50 0.68 41.50 27 Manhole
30 PIPE-175 4.77 15 Cir 86.961 40.93 41.80 1.000 41.82 42.69 0.41 43.09 29 Grate
31 PIPE-207 17.08 36 Cir 207.184 39.84 40.67 0.401 41.50 42.06 0.44 42.50 29 Manhole
32 PIPE-162 7.77 19x30 Ell 189.855 40.67 41.43 0.400 42.94" 43.26" 0.10 43.35 31 Grate
33 PIPE-178 5.81 18 Cir 51.208 40.67 41.50 1.621 42.50 42.64 0.25 42.89 31 Grate
34 PIPE-177 4.32 15 Cir 146.735 40.67 41.80 0.770 42.50" 43.38" 0.19 43.57 31 Grate
35 PIPE-176 5.87 18 Cir 109.340 40.51 41.60 0.997 41.50 42.53 n/a 42.53 j 29 Grate
36 PIPE-174 5.50 18 Cir 177.432 39.83 41.60 0.998 40.86 42.50 n/a 42.50 j 27 Grate
37 PIPE-281 4.20 15 Cir 166.497 38.00 38.83 0.499 39.13 39.95 0.20 40.16 End Manhole
38 PIPE-366 1.84 12 Cir 55.333 38.83 39.11 0.506 40.16" 40.28" 0.09 40.37 37 Manhole
39 PIPE-363 1.25 12 Cir 55.333 39.11 39.39 0.506 40.37" 40.46" 0.04 40.50 38 Manhole
40 PIPE-271 0.64 12 Cir 82.358 39.39 40.00 0.741 40.50 40.55 0.03 40.58 39 Manhole
41 PIPE-272 0.66 12 Cir 61.000 39.39 40.00 1.000 40.50 40.53 0.04 40.57 39 Manhole
42 PIPE-273 0.66 12 Cir 61.000 39.39 40.00 1.000 40.37 40.34 n/a 40.34 38 Manhole
43 PIPE-274 0.66 12 Cir 61.000 39.39 40.00 1.000 40.16 40.34 n/a 40.34 j 37 Manhole
44 PIPE-284 1.81 12 Cir 55.333 38.83 39.11 0.500 40.16" 40.28" 0.08 40.36 37 Manhole
45 PIPE-283 1.22 12 Cir 55.333 39.11 39.38 0.493 40.36" 40.45" 0.04 40.48 44 Manhole
46 PIPE-276 0.66 12 Cir 61.000 39.39 40.00 1.000 40.48 40.52 0.04 40.56 45 Manhole
47 PIPE-277 0.61 12 Cir 82.358 39.39 40.00 0.741 40.48 40.53 0.03 40.56 45 Manhole
48 PIPE-275 0.66 12 Cir 61.000 39.11 40.00 1.464 40.36 40.42 0.07 40.49 44 Manhole
Project File: A-2 INFLOW.stm Number of lines:52 Run Date: 10/2/2019
NOTES: Return period=25 Yrs. ;"Surcharged(HGL above crown). ;j-Line contains hyd.jump.
Storm Sewers v2018.30
Storm Sewer Summary Report Page
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) M (ft) (ft) (ft) (ft) No.
49 PIPE-313 6.86 18 Cir 151.149 38.65 39.41 0.503 40.38 40.90 0.23 41.14 9 Manhole
50 PIPE-305 26.81 24x48 Box 24.344 38.00 38.06 0.246 39.13 39.30 0.41 39.71 End Manhole
51 PIPE-304 27.69 24x48 Box 264.000 38.06 39.38 0.500 39.71 40.52 n/a 40.52 j 50 Manhole
52 PIPE-347 3.65 12 Cir 36.331 38.00 39.00 2.752 39.13 39.81 n/a 39.81 j End None
Project File: A-2 INFLOW.stm Number of lines:52 Run Date: 10/2/2019
NOTES: Return period=25 Yrs. ;"Surcharged(HGL above crown). ;j-Line contains hyd.jump.
Storm Sewers v2018.30
Storm Sewer Tabulation Pagel
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (1) flow full
Line To 7nt)al Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 24.000 0.00 1.29 0.00 0.00 1.02 0.0 5.6 8.1 19.14 35.54 6.84 30 1.00 41.50 41.74 42.81 43.22 0.00 44.62 PIPE-343
2 1 76.236 0.00 0.97 0.00 0.00 0.77 0.0 5.4 8.1 17.21 35.54 5.88 30 1.00 41.74 42.50 43.22 43.90 44.62 45.85 PIPE-340
3 2 100.000 0.00 0.43 0.00 0.00 0.32 0.0 5.1 8.2 13.59 35.54 5.20 30 1.00 42.50 43.50 43.90 44.74 45.85 47.48 PIPE-339
4 3 18.500 0.20 0.20 0.75 0.15 0.15 5.0 5.0 8.2 1.23 3.09 3.56 12 1.00 44.32 44.50 44.75 44.97 47.48 46.32 PIPE-345
5 3 98.680 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 10.93 55.41 4.86 30 2.43 43.50 45.90 44.74 47.01 47.48 48.78 PIPE-338
6 3 13.500 0.23 0.23 0.77 0.17 0.17 5.0 5.0 8.2 1.44 3.86 3.19 12 1.00 44.12 44.25 44.74 44.76 47.48 47.37 PIPE-341
7 2 13.500 0.33 0.33 0.81 0.27 0.27 5.0 5.0 8.2 2.21 3.09 4.23 12 1.00 43.37 43.50 43.99 44.13 45.85 45.75 PIPE-342
8 End 28.205 0.00 11.61 0.00 0.00 9.96 0.0 8.1 7.4 73.48 42.76 9.18 24 0.50 38.00 38.14 40.00 40.14 40.63 43.15 PIPE-167
x 48 b
9 8 115.084 0.00 4.29 0.00 0.00 3.86 0.0 6.7 7.8 29.96 50.27 4.30 24 0.44 38.14 38.65 40.14 40.19 43.15 42.62 PIPE-312
x 48 b
10 9 237.27C 0.00 3.37 0.00 0.00 3.03 0.0 6.0 7.9 24.07 40.76 5.95 36 0.50 38.65 39.83 40.38 41.45 42.62 45.60 PIPE-311
11 10 62.833 0.00 3.32 0.00 0.00 2.99 0.0 5.8 8.0 23.95 51.56 5.32 36 0.80 39.83 40.33 42.04 41.91 45.60 45.50 PIPE-310
12 11 53.833 0.00 3.20 0.00 0.00 2.88 0.0 5.7 8.0 23.16 51.66 6.22 36 0.80 40.33 40.76 41.91 42.31 45.50 45.66 PIPE-309
13 12 59.677 0.24 0.24 0.90 0.22 0.22 5.0 5.0 8.2 1.81 3.09 3.99 12 1.01 42.90 43.50 43.45 44.07 45.66 47.00 PIPE-316
14 12 77.833 0.00 2.95 0.00 0.00 2.66 0.0 5.4 8.1 21.56 52.00 6.00 36 0.81 40.76 41.39 42.31 42.88 45.66 45.88 PIPE-308
15 14 59.677 0.43 0.43 0.90 0.38 0.38 5.0 5.0 8.2 3.16 3.09 4.49 12 1.01 42.90 43.50 43.74 44.34 45.88 47.00 PIPE-317
16 10 59.677 0.04 0.04 0.90 0.04 0.04 5.0 5.0 8.2 0.31 3.09 2.40 12 1.01 42.90 43.50 43.11 43.73 45.60 47.00 PIPE-314
17 11 59.677 0.13 0.13 0.90 0.11 0.11 5.0 5.0 8.2 0.94 3.09 3.30 12 1.01 42.90 43.50 43.28 43.91 45.50 47.00 PIPE-315
18 2 18.500 0.21 0.21 0.86 0.18 0.18 5.0 5.0 8.2 1.50 3.09 1.94 12 1.00 42.82 43.00 43.90 43.94 45.85 44.69 PIPE-346
19 14 71.667 0.00 2.53 0.00 0.00 2.28 0.0 5.2 8.2 18.60 40.60 5.84 33 0.50 41.39 41.75 42.88 43.17 45.88 46.57 PIPE-307
20 19 59.677 2.03 2.03 0.90 1.83 1.83 5.0 5.0 8.2 15.06 31.42 5.52 30 0.50 41.75 42.05 43.17 43.36 46.57 47.00 PIPE-318
21 8 141.129 0.00 7.32 0.00 0.00 6.10 0.0 7.8 7.5 45.56 79.05 6.51 48 0.40 38.14 38.71 40.32 40.89 43.15 45.83 PIPE-204
22 21 159.544 0.00 1.74 0.00 0.00 1.50 0.0 5.4 8.1 12.13 17.21 5.90 24 0.77 40.77 42.00 42.01 43.25 45.83 45.58 PIPE-171
Project File: A-2 INFLOW.stm Number of lines:52 Run Date: 10/2/2019
NOTES:Intensity=102.61 /(Inlet time+ 16.50)^0.82; Return period=Yrs.25 c=cir e=ellip b=box
Storm Sewers v2018.30
Storm Sewer Tabulation Page
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (1) flow full
Line To 7nt)al Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
23 22 74.442 0.70 0.70 0.89 0.63 0.63 5.0 5.0 8.2 5.16 6.44 3.50 18 0.50 42.00 42.37 43.25 43.47 45.58 44.81 PIPE-172
24 22 109.340 1.04 1.04 0.84 0.87 0.87 5.0 5.0 8.2 7.18 6.44 4.06 18 0.50 42.00 42.55 43.50 44.18 45.58 44.46 PIPE-170
25 19 42.167 0.50 0.50 0.90 0.45 0.45 5.0 5.0 8.2 3.71 4.94 3.02 15 0.50 41.75 41.96 43.17 43.29 46.57 47.00 PIPE-306
26 1 23.162 0.32 0.32 0.77 0.25 0.25 5.0 5.0 8.2 2.02 2.67 2.58 12 0.75 41.73 41.90 43.22 43.32 44.62 44.31 PIPE-344
27 21 82.775 0.00 5.58 0.00 0.00 4.61 0.0 7.5 7.5 34.68 68.93 5.51 42 0.40 38.71 39.04 41.53 40.86 45.83 45.22 PIPE-205
28 27 27.042 0.55 0.55 0.88 0.48 0.48 5.0 5.0 8.2 3.97 5.59 4.85 15 1.00 41.53 41.80 42.31 42.61 45.22 44.69 PIPE-173
29 27 201.201 0.00 4.23 0.00 0.00 3.46 0.0 7.0 7.7 26.53 45.56 6.25 36 0.40 39.04 39.84 40.86 41.50 45.22 45.58 PIPE-206
30 29 86.961 0.69 0.69 0.84 0.58 0.58 5.0 5.0 8.2 4.77 5.60 5.12 15 1.00 40.93 41.80 41.82 42.69 45.58 44.61 PIPE-175
31 29 207.184 0.00 2.63 0.00 0.00 2.17 0.0 6.3 7.9 17.08 36.58 4.78 36 0.40 39.84 40.67 41.50 42.06 45.58 45.06 PIPE-207
32 31 189.855 1.14 1.14 0.83 0.94 0.94 5.0 5.0 8.2 7.77 12.02 2.50 19 0.40 40.67 41.43 42.94 43.26 45.06 43.41 PIPE-162
x30e
33 31 51.208 0.88 0.88 0.80 0.70 0.70 5.0 5.0 8.2 5.81 11.59 3.65 18 1.62 40.67 41.50 42.50 42.64 45.06 44.27 PIPE-178
34 31 146.735 0.62 0.62 0.85 0.52 0.52 5.0 5.0 8.2 4.32 4.91 3.52 15 0.77 40.67 41.80 42.50 43.38 45.06 44.66 PIPE-177
35 29 109.340 0.91 0.91 0.78 0.71 0.71 5.0 5.0 8.2 5.87 9.09 4.90 18 1.00 40.51 41.60 41.50 42.53 45.58 44.40 PIPE-176
36 27 177.432 0.80 0.80 0.83 0.67 0.67 5.0 5.0 8.2 5.50 9.09 4.59 18 1.00 39.83 41.60 40.86 42.50 45.22 44.40 PIPE-174
37 End 166.497 0.00 0.61 0.00 0.00 0.55 0.0 7.1 7.6 4.20 3.95 3.61 15 0.50 38.00 38.83 39.13 39.95 0.00 42.34 PIPE-281
38 37 55.333 0.00 0.26 0.00 0.00 0.24 0.0 6.7 7.7 1.84 2.74 2.34 12 0.51 38.83 39.11 40.16 40.28 42.34 42.34 PIPE-366
39 38 55.333 0.00 0.18 0.00 0.00 0.16 0.0 6.1 7.9 1.25 2.20 1.59 12 0.51 39.11 39.39 40.37 40.46 42.34 42.34 PIPE-363
40 39 82.358 0.09 0.09 0.90 0.08 0.08 5.0 5.0 8.2 0.64 2.66 1.13 12 0.74 39.39 40.00 40.50 40.55 42.34 42.95 PIPE-271
41 39 61.000 0.09 0.09 0.90 0.08 0.08 5.0 5.0 8.2 0.66 3.09 1.21 12 1.00 39.39 40.00 40.50 40.53 42.34 42.95 PIPE-272
42 38 61.000 0.09 0.09 0.90 0.08 0.08 5.0 5.0 8.2 0.66 3.09 1.83 12 1.00 39.39 40.00 40.37 40.34 42.34 42.95 PIPE-273
43 37 61.000 0.09 0.09 0.90 0.08 0.08 5.0 5.0 8.2 0.66 3.09 1.92 12 1.00 39.39 40.00 40.16 40.34 42.34 42.95 PIPE-274
44 37 55.333 0.00 0.26 0.00 0.00 0.23 0.0 6.7 7.7 1.81 2.73 2.31 12 0.50 38.83 39.11 40.16 40.28 42.34 42.34 PIPE-284
Project File: A-2 INFLOW.stm Number of lines:52 Run Date: 10/2/2019
NOTES:Intensity=102.61 /(Inlet time+ 16.50)^0.82; Return period=Yrs.25 c=cir e=ellip b=box
Storm Sewers v2018.30
Storm Sewer Tabulation Page
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (1) flow full
Line To 7nt)al Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
45 44 55.333 0.00 0.17 0.00 0.00 0.15 0.0 6.1 7.9 1.22 2.17 1.55 12 0.49 39.11 39.38 40.36 40.45 42.34 42.34 PIPE-283
46 45 61.000 0.09 0.09 0.90 0.08 0.08 5.0 5.0 8.2 0.66 3.09 1.22 12 1.00 39.39 40.00 40.48 40.52 42.34 42.95 PIPE-276
47 45 82.358 0.08 0.08 0.90 0.07 0.07 5.0 5.0 8.2 0.61 2.66 1.11 12 0.74 39.39 40.00 40.48 40.53 42.34 42.95 PIPE-277
48 44 61.000 0.09 0.09 0.90 0.08 0.08 5.0 5.0 8.2 0.66 3.73 1.48 12 1.46 39.11 40.00 40.36 40.42 42.34 42.95 PIPE-275
49 9 151.149 0.92 0.92 0.90 0.83 0.83 5.0 5.0 8.2 6.86 8.07 3.88 18 0.50 38.65 39.41 40.38 40.90 42.62 44.71 PIPE-313
50 End 24.344 0.00 3.73 0.00 0.00 3.36 0.0 5.9 8.0 26.81 37.53 5.67 24 0.25 38.00 38.06 39.13 39.30 40.63 41.11 PIPE-305
x 48 b
51 50 264.00C 3.73 3.73 0.90 3.36 3.36 5.0 5.0 8.2 27.69 53.45 5.13 24 0.50 38.06 39.38 39.71 40.52 41.11 43.67 PIPE-304
x 48 b
52 End 36.331 0.56 0.56 0.79 0.44 0.44 5.0 5.0 8.2 3.65 5.12 4.99 12 2.75 38.00 39.00 39.13 39.81 39.17 0.00 PIPE-347
Project File: A-2 INFLOW.stm Number of lines:52 Run Date: 10/2/2019
NOTES:Intensity=102.61 /(Inlet time+ 16.50)^0.82; Return period=Yrs.25 c=cir e=ellip b=box
Storm Sewers v2018.30
Hydraulic Grade Line Computations Page
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) N (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) N M (ft) (K) (ft)
1 30 19.14 41.50 42.81 1.31 2.60 7.37 0.62 43.43 0.000 24.000 41.74 43.22 1.48** 3.03 6.31 0.62 43.84 0.000 0.000 n/a 1.00 0.62
2 30 17.21 41.74 43.22 1.48 2.83 5.68 0.57 43.80 0.000 76.236 42.50 43.90 j 1.40** 2.83 6.07 0.57 44.48 0.000 0.000 n/a 1.00 0.57
3 30 13.59 42.50 43.90 1.40 2.43 4.79 0.49 44.39 0.000 100.00 43.50 44.74 j 1.24** 2.43 5.60 0.49 45.23 0.000 0.000 n/a 1.00 n/a
4 12 1.23 44.32 44.75 0.44* 0.33 3.70 0.18 44.93 0.000 18.500 44.50 44.97 0.47** 0.36 3.41 0.18 45.15 0.000 0.000 n/a 1.00 n/a
5 30 10.93 43.50 44.74 1.24 2.09 4.50 0.42 45.16 0.000 98.680 45.90 47.01 j 1.11** 2.09 5.22 0.42 47.43 0.000 0.000 n/a 1.00 0.42
6 12 1.44 44.12 44.74 0.63 0.40 2.78 0.20 44.94 0.000 13.500 44.25 44.76 j 0.51** 0.40 3.60 0.20 44.96 0.000 0.000 n/a 1.00 n/a
7 12 2.21 43.37 43.99 0.63* 0.52 4.27 0.27 44.26 0.000 13.500 43.50 44.13 0.63** 0.53 4.20 0.27 44.41 0.000 0.000 n/a 1.00 n/a
8 24 73.48 38.00 40.00 2.00* 8.00 9.18 1.31 41.31 1.476 28.205 38.14 40.14 2.00** 8.00 9.18 1.31 41.45 1.476 1.476 n/a 1.77 n/a
48 B
9 24 29.96 38.14 40.14 2.00 8.00 3.74 0.22 40.36 0.157 115.08 t 38.65 40.19 1.54 6.17 4.86 0.37 40.56 0.185 0.171 0.197 0.51 0.19
48 B
10 36 24.07 38.65 40.38 1.73 4.22 5.71 0.51 40.89 0.435 237.27 39.83 41.45 1.62 3.89 6.20 0.60 42.04 0.540 0.488 1.157 1.00 0.60
11 36 23.95 39.83 42.04 2.21 3.76 4.28 0.63 42.67 0.000 62.833 40.33 41.91 1.58** 3.76 6.36 0.63 42.54 0.000 0.000 n/a 1.00 0.63
12 36 23.16 40.33 41.91 1.58 3.68 6.15 0.62 42.52 0.000 53.833 40.76 42.31 j 1.55** 3.68 6.29 0.62 42.92 0.000 0.000 n/a 1.00 0.62
13 12 1.81 42.90 43.45 0.55* 0.44 4.09 0.24 43.69 0.000 59.677 43.50 44.07 0.57** 0.46 3.90 0.24 44.31 0.000 0.000 n/a 1.00 n/a
14 36 21.56 40.76 42.31 1.55 3.51 5.86 0.59 42.90 0.000 77.833 41.39 42.88 j 1.49** 3.51 6.15 0.59 43.47 0.000 0.000 n/a 1.00 0.59
15 12 3.16 42.90 43.74 0.84* 0.70 4.49 0.31 44.05 1.005 59.677 43.50 44.34 0.84 0.70 4.49 0.31 44.65 1.006 1.006 0.600 1.00 0.31
16 12 0.31 42.90 43.11 0.21* 0.12 2.52 0.08 43.19 0.000 59.677 43.50 43.73 0.23** 0.14 2.28 0.08 43.81 0.000 0.000 n/a 1.00 n/a
17 12 0.94 42.90 43.28 0.38* 0.27 3.45 0.15 43.43 0.000 59.677 43.50 43.91 0.41** 0.30 3.14 0.15 44.06 0.000 0.000 n/a 1.00 n/a
18 12 1.50 42.82 43.90 1.00 0.79 1.92 0.06 43.96 0.238 18.500 43.00 43.94 0.94 0.77 1.96 0.06 44.00 0.205 0.221 0.041 1.00 0.06
19 33 18.60 41.39 42.88 1.49 3.09 5.65 0.56 43.45 0.000 71.667 41.75 43.17 j 1.42** 3.09 6.02 0.56 43.73 0.000 0.000 n/a 1.00 n/a
20 30 15.06 41.75 43.17 1.42 2.60 5.24 0.52 43.69 0.000 59.677 42.05 43.36 1.31** 2.60 5.80 0.52 43.88 0.000 0.000 n/a 1.00 n/a
21 48 45.56 38.14 40.32 2.18* 7.00 6.51 0.66 40.98 0.403 141.12 38.71 40.89 2.18 6.99 6.51 0.66 41.55 0.403 0.403 0.569 0.97 0.64
Project File: A-2 INFLOW.stm Number of lines:52 Run Date: 10/2/2019
Notes:* depth assumed;**Critical depth.;j-Line contains hyd.jump c=cir e=ellip b=box
Storm Sewers v2018.30
Hydraulic Grade Line Computations Page
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) N (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) N M (ft) (K) (ft)
22 24 12.13 40.77 42.01 1.24* 2.04 5.94 0.54 42.54 0.000 159.54 42.00 43.25 1.25** 2.07 5.87 0.54 43.79 0.000 0.000 n/a 1.00 n/a
23 18 5.16 42.00 43.25 1.25 1.57 3.28 0.17 43.42 0.312 74.442 42.37 43.47 1.10 1.39 3.71 0.21 43.69 0.408 0.360 0.268 1.00 0.21
24 18 7.18 42.00 43.50 1.50* 1.77 4.06 0.26 43.76 0.623 109.34 42.55 44.18 1.50 1.77 4.06 0.26 44.44 0.623 0.623 0.681 1.00 0.26
25 15 3.71 41.75 43.17 1.25 1.23 3.02 0.14 43.31 0.281 42.167 41.96 43.29 1.25 1.23 3.02 0.14 43.43 0.281 0.281 0.118 1.00 0.14
26 12 2.02 41.73 43.22 1.00 0.79 2.58 0.10 43.33 0.430 23.162 41.90 43.32 1.00 0.79 2.58 0.10 43.42 0.430 0.430 0.100 1.00 0.10
27 42 34.68 38.71 41.53 2.82 5.07 4.18 0.73 42.26 0.000 82.775 39.04 40.86 1.82** 5.07 6.84 0.73 41.59 0.000 0.000 n/a 0.99 n/a
28 15 3.97 41.53 42.31 0.78* 0.80 4.94 0.35 42.66 0.000 27.042 41.80 42.61 0.81** 0.84 4.75 0.35 42.96 0.000 0.000 n/a 1.00 n/a
29 36 26.53 39.04 40.86 1.82 4.02 5.90 0.68 41.54 0.000 201.20 139.84 41.50 1.66** 4.02 6.60 0.68 42.18 0.000 0.000 n/a 1.00 0.68
30 15 4.77 40.93 41.82 0.89* 0.93 5.12 0.41 42.22 1.000 86.961 41.80 42.69 0.89** 0.93 5.12 0.41 43.09 0.998 0.999 0.869 1.00 0.41
31 36 17.08 39.84 41.50 1.66 4.02 4.25 0.28 41.78 0.248 207.18 1.40.67 42.06 1.39 3.22 5.31 0.44 42.50 0.449 0.348 0.722 1.00 0.44
32 19 7.77 40.67 42.94 1.58 3.11 2.50 0.10 43.04 0.167 189.85 541.43 43.26 1.58 3.11 2.50 0.10 43.35 0.167 0.167 0.317 1.00 0.10
30 e
33 18 5.81 40.67 42.50 1.50 1.77 3.29 0.17 42.67 0.407 51.208 41.50 42.64 1.14 1.44 4.02 0.25 42.89 0.472 0.440 0.225 1.00 0.25
34 15 4.32 40.67 42.50 1.25 1.23 3.52 0.19 42.69 0.596 146.73 541.80 43.38 1.25 1.23 3.52 0.19 43.57 0.596 0.596 0.874 1.00 0.19
35 18 5.87 40.51 41.50 0.99 1.16 4.73 0.40 41.90 0.000 109.34 41.60 42.53 j 0.93** 1.16 5.07 0.40 42.93 0.000 0.000 n/a 1.00 0.40
36 18 5.50 39.83 40.86 1.03 1.11 4.23 0.38 41.24 0.000 177.43 41.60 42.50 j 0.90** 1.11 4.95 0.38 42.88 0.000 0.000 n/a 1.00 n/a
37 15 4.20 38.00 39.13 1.13 1.17 3.60 0.20 39.33 0.495 166.49 138.83 39.95 1.12 1.16 3.62 0.20 40.16 0.497 0.496 0.826 1.00 0.20
38 12 1.84 38.83 40.16 1.00 0.79 2.34 0.09 40.24 0.227 55.333 39.11 40.28 1.00 0.79 2.34 0.09 40.37 0.227 0.227 0.126 1.00 0.09
39 12 1.25 39.11 40.37 1.00 0.79 1.59 0.04 40.41 0.164 55.333 39.39 40.46 1.00 0.79 1.59 0.04 40.50 0.164 0.164 0.091 1.00 0.04
40 12 0.64 39.39 40.50 1.00 0.79 0.81 0.01 40.51 0.043 82.358 40.00 40.55 0.55 0.44 1.45 0.03 40.58 0.127 0.085 0.070 1.00 0.03
41 12 0.66 39.39 40.50 1.00 0.79 0.85 0.01 40.51 0.046 61.000 40.00 40.53 0.53 0.42 1.57 0.04 40.57 0.151 0.099 0.060 1.00 0.04
42 12 0.66 39.39 40.37 0.98 0.23 0.84 0.12 40.49 0.045 61.000 40.00 40.34 0.34** 0.23 2.82 0.12 40.46 0.150 0.098 n/a 1.00 n/a
43 12 0.66 39.39 40.16 0.77 0.23 1.02 0.12 40.28 0.000 61.000 40.00 40.34 j 0.34** 0.23 2.82 0.12 40.46 0.000 0.000 n/a 1.00 n/a
--
Project File: A-2 INFLOW.stm Number of lines:52 Run Date: 10/2/2019
Notes:* depth assumed;**Critical depth.;j-Line contains hyd.jump c=cir e=ellip b=box
Storm Sewers v2018.30
Hydraulic Grade Line Computations Page
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) N (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) N M (ft) (K) (ft)
44 12 1.81 38.83 40.16 1.00 0.79 2.31 0.08 40.24 0.220 55.333 39.11 40.28 1.00 0.79 2.30 0.08 40.36 0.220 0.220 0.122 1.00 0.08
45 12 1.22 39.11 40.36 1.00 0.79 1.55 0.04 40.40 0.155 55.333 39.38 40.45 1.00 0.79 1.55 0.04 40.48 0.155 0.155 0.086 1.00 0.04
46 12 0.66 39.39 40.48 1.00 0.79 0.84 0.01 40.50 0.045 61.000 40.00 40.52 0.52 0.41 1.59 0.04 40.56 0.160 0.102 0.063 1.00 0.04
47 12 0.61 39.39 40.48 1.00 0.79 0.78 0.01 40.49 0.039 82.358 40.00 40.53 0.53 0.42 1.44 0.03 40.56 0.128 0.083 0.069 1.00 0.03
48 12 0.66 39.11 40.36 1.00 0.79 0.84 0.01 40.37 0.046 61.000 40.00 40.42 0.42 0.31 2.11 0.07 40.49 0.336 0.191 0.117 1.00 0.07
49 18 6.86 38.65 40.38 1.50 1.77 3.88 0.23 40.61 0.364 151.14 39.41 40.90 1.49 1.77 3.88 0.23 41.14 0.342 0.353 0.533 1.00 0.23
50 24 26.81 38.00 39.13 1.13 4.52 5.93 0.55 39.68 0.354 24.344 38.06 39.30 1.24 4.96 5.41 0.46 39.75 0.273 0.314 0.076 0.90 0.41
48 B
51 24 27.69 38.06 39.71 1.65 6.59 4.20 0.57 40.28 0.000 264.00 39.38 40.52 j 1.14- 4.57 6.06 0.57 41.09 0.000 0.000 n/a 1.00 0.57
48 B
52 12 3.65 38.00 39.13 1.00 0.68 4.65 0.34 39.47 1.398 36.331 39.00 39.81 j 0.81** 0.68 5.33 0.44 40.26 1.415 1.407 n/a 1.00 0.44
Project File: A-2 INFLOW.stm Number of lines:52 Run Date: 10/2/2019
Notes:. depth assumed;„Critical depth.;j-Line contains hyd.jump c=cir e=ellip b=box
Storm Sewers v2018.30
Hydraflow Storm Sewers Extension for Autodesk® AutoCAD® Civil 3D® Plan
29 12
3 11
13
28 10
14
2 9
15
8
26 16
7
17
25 6
3 18
5
19
24
4
5 20
1
Outfall 2
3
23
22
2
Outfall 36
38
Project File: B-1.stm Number of lines:38 Date: 10/3/2019
Storm Sewers v2018.30
Storm Sewer Inventory Report Page
Line Alignment Flow Data Physical Data Line ID
No.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/
Line Length angle Type Q Area Coeff Time El Dn Slope El Up Size Shape Value Coeff Rim El
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) M (ft) (in) (n) (K) (ft)
1 End 145.029 -13.630 MH 0.00 0.00 0.00 0.0 30.00 0.50 30.73 12 Cir(2b) 0.012 1.00 42.09 PIPE-337
2 1 103.667 90.487 MH 0.00 0.00 0.00 0.0 31.03 1.00 32.07 12 Cir 0.012 1.00 41.99 PIPE-294
3 2 65.001 -89.980 MH 0.00 0.11 0.90 5.0 39.35 1.00 40.00 12 Cir 0.015 1.00 42.95 PIPE-303
4 1 103.667 -89.513 MH 0.00 0.00 0.00 0.0 32.06 0.75 32.84 18 Cir 0.012 1.00 42.11 PIPE-293
5 4 103.667 0.000 MH 0.00 0.00 0.00 0.0 32.84 0.75 33.62 18 Cir 0.012 1.00 42.09 PIPE-292
6 5 173.174 0.000 MH 0.00 0.00 0.00 0.0 33.62 0.75 34.92 18 Cir 0.012 1.00 42.10 PIPE-291
7 6 103.667 0.000 MH 0.00 0.00 0.00 0.0 34.92 0.75 35.70 15 Cir 0.012 1.00 42.10 PIPE-290
8 7 86.333 0.000 MH 0.00 0.00 0.00 0.0 35.70 0.74 36.34 15 Cir 0.012 1.00 42.10 PIPE-289
9 8 103.667 0.000 MH 0.00 0.00 0.00 0.0 36.34 0.75 37.12 12 Cir 0.012 1.00 42.10 PIPE-288
10 9 103.667 0.000 MH 0.00 0.00 0.00 0.0 37.12 0.75 37.90 12 Cir 0.012 1.00 42.10 PIPE-287
11 10 103.667 0.000 MH 0.00 0.00 0.00 0.0 37.90 0.74 38.67 12 Cir 0.012 1.00 42.10 PIPE-286
12 11 70.000 90.000 MH 0.00 0.14 0.90 5.0 39.30 1.00 40.00 12 Cir 0.015 1.00 43.00 PIPE-285
13 10 70.000 90.000 MH 0.00 0.17 0.90 5.0 39.30 1.00 40.00 12 Cir 0.015 1.00 43.00 PIPE-295
14 9 70.000 90.000 MH 0.00 0.16 0.90 5.0 39.30 1.00 40.00 12 Cir 0.015 1.00 43.00 PIPE-296
15 8 70.000 90.000 MH 0.00 0.15 0.90 5.0 39.30 1.00 40.00 12 Cir 0.015 1.00 43.00 PIPE-297
16 7 70.000 90.000 MH 0.00 0.16 0.90 5.0 39.30 1.00 40.00 12 Cir 0.015 1.00 43.00 PIPE-298
17 6 70.000 90.000 MH 0.00 0.13 0.90 5.0 39.30 1.00 40.00 12 Cir 0.015 1.00 43.00 PIPE-299
18 5 70.000 90.000 MH 0.00 0.25 0.90 5.0 39.30 1.00 40.00 12 Cir 0.015 1.00 43.00 PIPE-300
19 4 70.000 90.000 MH 0.00 0.17 0.90 5.0 39.30 1.00 40.00 12 Cir 0.015 1.00 43.00 PIPE-301
20 1 70.000 0.487 MH 0.00 0.17 0.90 5.0 39.30 1.00 40.00 12 Cir 0.015 1.00 43.00 PIPE-302
21 End 32.561 -13.630 MH 0.00 0.00 0.00 0.0 30.00 0.49 30.16 48 Cir 0.015 1.00 36.32 PIPE-44
22 21 69.000 -90.000 MH 0.00 0.00 0.00 0.0 30.16 0.41 30.44 42 Cir 0.012 1.00 37.12 PIPE-194
23 22 300.000 0.000 MH 0.00 0.00 0.00 0.0 30.44 0.40 31.64 42 Cir 0.012 0.99 38.16 PIPE-193
Project File: B-1.stm Number of lines:38 Date: 10/3/2019
Storm Sewers v2018.30
Storm Sewer Inventory Report Page
Line Alignment Flow Data Physical Data Line ID
No.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/
Line Length angle Type Q Area Coeff Time El Dn Slope El Up Size Shape Value Coeff Rim El
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) M (ft) (in) (n) (K) (ft)
24 23 204.000 0.000 MH 0.00 0.00 0.00 0.0 31.64 0.40 32.45 36 Cir 0.015 1.00 38.16 PIPE-192
25 24 204.000 0.000 MH 0.00 0.00 0.00 0.0 32.45 0.40 33.27 36 Cir 0.015 1.00 38.15 PIPE-191
26 25 204.551 4.205 MH 0.00 0.00 0.00 0.0 33.27 0.40 34.09 36 Cir 0.015 1.00 38.94 PIPE-190
27 26 25.001 -94.778 Comb 0.00 0.90 0.90 5.0 35.07 0.52 35.20 18 Cir 0.015 1.00 37.81 PIPE-199
28 26 204.000 -4.205 MH 0.00 0.00 0.00 0.0 34.09 0.40 34.90 36 Cir 0.015 1.00 39.96 PIPE-189
29 28 172.209 10.860 Comb 0.00 0.81 0.83 5.0 34.90 1.51 37.50 18 Cir 0.015 1.00 39.85 PIPE-188
30 28 20.436 -92.048 Comb 0.00 0.90 0.90 5.0 34.90 1.03 35.11 15 Cir 0.015 1.00 37.81 PIPE-198
31 28 20.436 -90.912 Comb 0.00 0.90 0.90 5.0 34.90 1.03 35.11 15 Cir 0.015 1.00 37.81 PIPE-384
32 25 10.003 -88.568 Comb 0.00 0.92 0.90 5.0 34.08 0.50 34.13 18 Cir 0.012 1.00 37.81 PIPE-200
33 24 10.028 -85.711 Comb 0.00 0.95 0.88 5.0 33.06 1.00 33.16 18 Cir 0.012 1.00 37.81 PIPE-201
34 22 10.000 -90.000 Comb 0.00 0.59 0.90 5.0 33.00 1.00 33.10 15 Cir 0.012 1.00 36.83 PIPE-197
35 23 10.078 -82.875 Comb 0.00 0.90 0.90 5.0 32.02 0.99 32.12 18 Cir 0.012 1.00 37.81 PIPE-202
36 21 27.000 90.000 MH 0.00 0.00 0.00 0.0 30.16 0.52 30.30 24 Cir 0.012 1.00 36.02 PIPE-359
37 36 10.001 90.000 Comb 0.00 0.52 0.88 5.0 31.00 1.00 31.10 15 Cir 0.012 1.00 35.83 PIPE-203
38 36 103.174 3.328 Comb 0.00 1.51 0.84 5.0 30.30 0.50 30.82 24 Cir 0.015 1.00 34.83 PIPE-196
Project File: B-1.stm Number of lines:38 Date: 10/3/2019
Storm Sewers v2018.30
Storm Sewer Summary Report Pagel
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) M (ft) (ft) (ft) (ft) No.
1 PIPE-337 9.94 12 Cir(2b) 145.029 30.00 30.73 0.503 32.23" 34.64" 0.62 35.26 End Manhole
2 PIPE-294 0.81 12 Cir 103.667 31.03 32.07 1.003 35.26" 35.30" 0.02 35.32 1 Manhole
3 PIPE-303 0.82 12 Cir 65.001 39.35 40.00 1.000 39.70 40.38 n/a 40.38 2 Manhole
4 PIPE-293 8.30 18 Cir 103.667 32.06 32.84 0.752 35.26" 35.81" 0.34 36.16 1 Manhole
5 PIPE-292 7.34 18 Cir 103.667 32.84 33.62 0.752 36.16" 36.59" 0.27 36.85 4 Manhole
6 PIPE-291 5.92 18 Cir 173.174 33.62 34.92 0.751 36.85" 37.32" 0.17 37.50 5 Manhole
7 PIPE-290 5.14 15 Cir 103.667 34.92 35.70 0.752 37.50" 38.06" 0.27 38.33 6 Manhole
8 PIPE-289 4.15 15 Cir 86.333 35.70 36.34 0.741 38.33" 38.63" 0.18 38.81 7 Manhole
9 PIPE-288 3.19 12 Cir 103.667 36.34 37.12 0.752 38.81" 39.52" 0.26 39.78 8 Manhole
10 PIPE-287 2.15 12 Cir 103.667 37.12 37.90 0.752 39.78" 40.10* 0.12 40.21 9 Manhole
11 PIPE-286 1.02 12 Cir 103.667 37.90 38.67 0.743 40.21" 40.29" 0.03 40.31 10 Manhole
12 PIPE-285 1.04 12 Cir 70.000 39.30 40.00 1.000 40.31 40.46 0.14 40.59 11 Manhole
13 PIPE-295 1.26 12 Cir 70.000 39.30 40.00 1.000 40.21 40.47 n/a 40.47 j 10 Manhole
14 PIPE-296 1.19 12 Cir 70.000 39.30 40.00 1.000 39.78 40.46 n/a 40.46 j 9 Manhole
15 PIPE-297 1.11 12 Cir 70.000 39.30 40.00 1.000 39.72 40.44 0.17 40.44 8 Manhole
16 PIPE-298 1.19 12 Cir 70.000 39.30 40.00 1.000 39.73 40.46 0.18 40.46 7 Manhole
17 PIPE-299 0.96 12 Cir 70.000 39.30 40.00 1.000 39.68 40.41 0.16 40.41 6 Manhole
18 PIPE-300 1.86 12 Cir 70.000 39.30 40.00 1.000 39.86 40.58 n/a 40.58 5 Manhole
19 PIPE-301 1.26 12 Cir 70.000 39.30 40.00 1.000 39.75 40.47 n/a 40.47 4 Manhole
20 PIPE-302 1.26 12 Cir 70.000 39.30 40.00 1.000 39.75 40.47 n/a 40.47 1 Manhole
21 PIPE-44 54.63 48 Cir 32.561 30.00 30.16 0.491 32.23 32.47 0.82 33.29 End Manhole
22 PIPE-194 42.85 42 Cir 69.000 30.16 30.44 0.406 33.29 32.48 0.85 32.48 21 Manhole
23 PIPE-193 40.02 42 Cir 300.000 30.44 31.64 0.400 32.48 33.61 n/a 33.61 j 22 Manhole
24 PIPE-192 34.86 36 Cir 204.000 31.64 32.45 0.397 33.99 34.80 0.54 35.33 23 Manhole
Project File: B-1.stm Number of lines:38 Run Date: 10/3/2019
NOTES: Return period=25 Yrs. ;"Surcharged(HGL above crown). ;j-Line contains hyd.jump.
Storm Sewers v2018.30
Storm Sewer Summary Report Page
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) M (ft) (ft) (ft) (ft) No.
25 PIPE-191 29.49 36 Cir 204.000 32.45 33.27 0.402 35.33 35.76 0.34 36.10 24 Manhole
26 PIPE-190 24.01 36 Cir 204.551 33.27 34.09 0.401 36.10 36.38 0.27 36.65 25 Manhole
27 PIPE-199 6.68 18 Cir 25.001 35.07 35.20 0.520 36.65" 36.78" 0.22 37.01 26 Combination
28 PIPE-189 18.41 36 Cir 204.000 34.09 34.90 0.397 36.65 36.83 0.23 37.06 26 Manhole
29 PIPE-188 5.54 18 Cir 172.209 34.90 37.50 1.510 37.06 38.41 n/a 38.41 j 28 Combination
30 PIPE-198 6.68 15 Cir 20.436 34.90 35.11 1.028 37.06" 37.35" 0.46 37.81 28 Combination
31 PIPE-384 6.68 15 Cir 20.436 34.90 35.11 1.028 37.06" 37.35" 0.46 37.81 28 Combination
32 PIPE-200 6.83 18 Cir 10.003 34.08 34.13 0.500 36.10* 36.14" 0.23 36.37 25 Combination
33 PIPE-201 6.89 18 Cir 10.028 33.06 33.16 0.997 35.33" 35.37" 0.24 35.61 24 Combination
34 PIPE-197 4.38 15 Cir 10.000 33.00 33.10 1.000 33.72 33.95 n/a 33.95 22 Combination
35 PIPE-202 6.68 18 Cir 10.078 32.02 32.12 0.992 33.61 33.62 0.22 33.84 23 Combination
36 PIPE-359 13.96 24 Cir 27.000 30.16 30.30 0.519 33.29" 33.38" 0.31 33.69 21 Manhole
37 PIPE-203 3.77 15 Cir 10.001 31.00 31.10 1.000 33.69" 33.71" 0.15 33.86 36 Combination
38 PIPE-196 10.46 24 Cir 103.174 30.30 30.82 0.504 33.69" 33.98" 0.17 34.15 36 Combination
Project File: B-1.stm Number of lines:38 FRunDate: 10/3/2019
NOTES: Return period=25 Yrs. ;"Surcharged(HGL above crown). ;j-Line contains hyd.jump.
Storm Sewers v2018.30
Storm Sewer Tabulation Pagel
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (1) flow full
Line To 7nt)al Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 145.029 0.00 1.61 0.00 0.00 1.45 0.0 10.4 6.9 9.94 5.47 6.33 12(2b) 0.50 30.00 30.73 32.23 34.64 31.35 42.09 PIPE-337
2 1 103.667 0.00 0.11 0.00 0.00 0.10 0.0 5.3 8.1 0.81 3.86 1.03 12 1.00 31.03 32.07 35.26 35.30 42.09 41.99 PIPE-294
3 2 65.001 0.11 0.11 0.90 0.10 0.10 5.0 5.0 8.2 0.82 3.09 3.16 12 1.00 39.35 40.00 39.70 40.38 41.99 42.95 PIPE-303
4 1 103.667 0.00 1.33 0.00 0.00 1.20 0.0 10.0 6.9 8.30 9.87 4.70 18 0.75 32.06 32.84 35.26 35.81 42.09 42.11 PIPE-293
5 4 103.667 0.00 1.16 0.00 0.00 1.04 0.0 9.6 7.0 7.34 9.87 4.15 18 0.75 32.84 33.62 36.16 36.59 42.11 42.09 PIPE-292
6 5 173.174 0.00 0.91 0.00 0.00 0.82 0.0 8.8 7.2 5.92 9.86 3.35 18 0.75 33.62 34.92 36.85 37.32 42.09 42.10 PIPE-291
7 6 103.667 0.00 0.78 0.00 0.00 0.70 0.0 8.3 7.3 5.14 6.07 4.19 15 0.75 34.92 35.70 37.50 38.06 42.10 42.10 PIPE-290
8 7 86.333 0.00 0.62 0.00 0.00 0.56 0.0 7.9 7.4 4.15 6.02 3.38 15 0.74 35.70 36.34 38.33 38.63 42.10 42.10 PIPE-289
9 8 103.667 0.00 0.47 0.00 0.00 0.42 0.0 7.5 7.5 3.19 3.35 4.06 12 0.75 36.34 37.12 38.81 39.52 42.10 42.10 PIPE-288
10 9 103.667 0.00 0.31 0.00 0.00 0.28 0.0 6.9 7.7 2.15 3.35 2.74 12 0.75 37.12 37.90 39.78 40.10 42.10 42.10 PIPE-287
11 10 103.667 0.00 0.14 0.00 0.00 0.13 0.0 5.5 8.1 1.02 3.32 1.30 12 0.74 37.90 38.67 40.21 40.29 42.10 42.10 PIPE-286
12 11 70.000 0.14 0.14 0.90 0.13 0.13 5.0 5.0 8.2 1.04 3.09 2.14 12 1.00 39.30 40.00 40.31 40.46 42.10 43.00 PIPE-285
13 10 70.000 0.17 0.17 0.90 0.15 0.15 5.0 5.0 8.2 1.26 3.09 2.56 12 1.00 39.30 40.00 40.21 40.47 42.10 43.00 PIPE-295
14 9 70.000 0.16 0.16 0.90 0.14 0.14 5.0 5.0 8.2 1.19 3.09 3.30 12 1.00 39.30 40.00 39.78 40.46 42.10 43.00 PIPE-296
15 8 70.000 0.15 0.15 0.90 0.14 0.14 5.0 5.0 8.2 1.11 3.09 3.46 12 1.00 39.30 40.00 39.72 40.44 42.10 43.00 PIPE-297
16 7 70.000 0.16 0.16 0.90 0.14 0.14 5.0 5.0 8.2 1.19 3.09 3.52 12 1.00 39.30 40.00 39.73 40.46 42.10 43.00 PIPE-298
17 6 70.000 0.13 0.13 0.90 0.12 0.12 5.0 5.0 8.2 0.96 3.09 3.32 12 1.00 39.30 40.00 39.68 40.41 42.10 43.00 PIPE-299
18 5 70.000 0.25 0.25 0.90 0.23 0.23 5.0 5.0 8.2 1.86 3.09 4.02 12 1.00 39.30 40.00 39.86 40.58 42.09 43.00 PIPE-300
19 4 70.000 0.17 0.17 0.90 0.15 0.15 5.0 5.0 8.2 1.26 3.09 3.59 12 1.00 39.30 40.00 39.75 40.47 42.11 43.00 PIPE-301
20 1 70.000 0.17 0.17 0.90 0.15 0.15 5.0 5.0 8.2 1.26 3.09 3.59 12 1.00 39.30 40.00 39.75 40.47 42.09 43.00 PIPE-302
21 End 32.561 0.00 8.90 0.00 0.00 7.83 0.0 9.9 7.0 54.63 87.27 7.43 48 0.49 30.00 30.16 32.23 32.47 0.00 36.32 PIPE-44
22 21 69.000 0.00 6.87 0.00 0.00 6.11 0.0 9.7 7.0 42.85 69.43 6.05 42 0.41 30.16 30.44 33.29 32.48 36.32 37.12 PIPE-194
Project File: B-1.stm Number of lines:38 Run Date: 10/3/2019
NOTES:Intensity=102.61 /(Inlet time+ 16.50)^0.82; Return period=Yrs.25 c=cir e=ellip b=box
Storm Sewers v2018.30
Storm Sewer Tabulation Page
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (1) flow full
Line To 7nt)al Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
23 22 300.000 0.00 6.28 0.00 0.00 5.58 0.0 9.0 7.2 40.02 68.93 7.04 42 0.40 30.44 31.64 32.48 33.61 37.12 38.16 PIPE-193
24 23 204.000 0.00 5.38 0.00 0.00 4.77 0.0 8.4 7.3 34.86 36.42 5.87 36 0.40 31.64 32.45 33.99 34.80 38.16 38.16 PIPE-192
25 24 204.000 0.00 4.43 0.00 0.00 3.93 0.0 7.6 7.5 29.49 36.65 4.46 36 0.40 32.45 33.27 35.33 35.76 38.16 38.15 PIPE-191
26 25 204.551 0.00 3.51 0.00 0.00 3.10 0.0 6.7 7.7 24.01 36.60 3.81 36 0.40 33.27 34.09 36.10 36.38 38.15 38.94 PIPE-190
27 26 25.001 0.90 0.90 0.90 0.81 0.81 5.0 5.0 8.2 6.68 6.56 3.78 18 0.52 35.07 35.20 36.65 36.78 38.94 37.81 PIPE-199
28 26 204.00C 0.00 2.61 0.00 0.00 2.29 0.0 5.7 8.0 18.41 36.42 3.35 36 0.40 34.09 34.90 36.65 36.83 38.94 39.96 PIPE-189
29 28 172.209 0.81 0.81 0.83 0.67 0.67 5.0 5.0 8.2 5.54 11.18 4.05 18 1.51 34.90 37.50 37.06 38.41 39.96 39.85 PIPE-188
30 28 20.436 0.90 0.90 0.90 0.81 0.81 5.0 5.0 8.2 6.68 5.67 5.44 15 1.03 34.90 35.11 37.06 37.35 39.96 37.81 PIPE-198
31 28 20.436 0.90 0.90 0.90 0.81 0.81 5.0 5.0 8.2 6.68 5.67 5.44 15 1.03 34.90 35.11 37.06 37.35 39.96 37.81 PIPE-384
32 25 10.003 0.92 0.92 0.90 0.83 0.83 5.0 5.0 8.2 6.83 8.04 3.86 18 0.50 34.08 34.13 36.10 36.14 38.15 37.81 PIPE-200
33 24 10.028 0.95 0.95 0.88 0.84 0.84 5.0 5.0 8.2 6.89 11.36 3.90 18 1.00 33.06 33.16 35.33 35.37 38.16 37.81 PIPE-201
34 22 10.000 0.59 0.59 0.90 0.53 0.53 5.0 5.0 8.2 4.38 7.00 5.48 15 1.00 33.00 33.10 33.72 33.95 37.12 36.83 PIPE-197
35 23 10.078 0.90 0.90 0.90 0.81 0.81 5.0 5.0 8.2 6.68 11.33 3.78 18 0.99 32.02 32.12 33.61 33.62 38.16 37.81 PIPE-202
36 21 27.000 0.00 2.03 0.00 0.00 1.73 0.0 5.5 8.1 13.96 17.64 4.44 24 0.52 30.16 30.30 33.29 33.38 36.32 36.02 PIPE-359
37 36 10.001 0.52 0.52 0.88 0.46 0.46 5.0 5.0 8.2 3.77 7.00 3.08 15 1.00 31.00 31.10 33.69 33.71 36.02 35.83 PIPE-203
38 36 103.174 1.51 1.51 0.84 1.27 1.27 5.0 5.0 8.2 10.46 13.92 3.33 24 0.50 30.30 30.82 33.69 33.98 36.02 34.83 PIPE-196
Project File: B-1.stm Number of lines:38 Run Date: 10/3/2019
NOTES:Intensity=102.61 /(Inlet time+ 16.50)^0.82; Return period=Yrs.25 c=cir e=ellip b=box
Storm Sewers v2018.30
Hydraulic Grade Line Computations Page
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) N (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) N M (ft) (K) (ft)
1 12(2b) 9.94 30.00 32.23 1.00 1.57 6.33 0.62 32.85 1.660 145.02 30.73 34.64 1.00 1.57 6.33 0.62 35.26 1.659 1.659 2.407 1.00 0.62
2 12 0.81 31.03 35.26 1.00 0.79 1.03 0.02 35.28 0.044 103.66 132.07 35.30 1.00 0.79 1.03 0.02 35.32 0.044 0.044 0.045 1.00 0.02
3 12 0.82 39.35 39.70 0.35* 0.25 3.31 0.14 39.84 0.000 65.001 40.00 40.38 0.38** 0.27 3.01 0.14 40.52 0.000 0.000 n/a 1.00 n/a
4 18 8.30 32.06 35.26 1.50 1.77 4.70 0.34 35.60 0.533 103.66 732.84 35.81 1.50 1.77 4.70 0.34 36.16 0.533 0.533 0.552 1.00 0.34
5 18 7.34 32.84 36.16 1.50 1.77 4.15 0.27 36.42 0.416 103.66 733.62 36.59 1.50 1.77 4.15 0.27 36.85 0.416 0.416 0.431 1.00 0.27
6 18 5.92 33.62 36.85 1.50 1.77 3.35 0.17 37.03 0.271 173.17 t34.92 37.32 1.50 1.77 3.35 0.17 37.50 0.271 0.271 0.469 1.00 0.17
7 15 5.14 34.92 37.50 1.25 1.23 4.19 0.27 37.77 0.540 103.66 135.70 38.06 1.25 1.23 4.19 0.27 38.33 0.540 0.540 0.560 1.00 0.27
8 15 4.15 35.70 38.33 1.25 1.23 3.38 0.18 38.51 0.351 86.333 36.34 38.63 1.25 1.23 3.38 0.18 38.81 0.351 0.351 0.303 1.00 0.18
9 12 3.19 36.34 38.81 1.00 0.79 4.06 0.26 39.07 0.683 103.66 137.12 39.52 1.00 0.79 4.06 0.26 39.78 0.683 0.683 0.708 1.00 0.26
10 12 2.15 37.12 39.78 1.00 0.79 2.74 0.12 39.89 0.311 103.66 137.90 40.10 1.00 0.79 2.74 0.12 40.21 0.311 0.311 0.322 1.00 0.12
11 12 1.02 37.90 40.21 1.00 0.79 1.30 0.03 40.24 0.070 103.66 138.67 40.29 1.00 0.79 1.30 0.03 40.31 0.070 0.070 0.072 1.00 0.03
12 12 1.04 39.30 40.31 1.00 0.79 1.32 0.03 40.34 0.113 70.000 40.00 40.46 0.46 0.35 2.96 0.14 40.59 0.615 0.364 0.255 1.00 0.14
13 12 1.26 39.30 40.21 0.91 0.37 1.68 0.18 40.40 0.167 70.000 40.00 40.47 j 0.47** 0.37 3.44 0.18 40.66 0.378 0.273 n/a 1.00 n/a
14 12 1.19 39.30 39.78 0.48 0.35 3.22 0.18 39.95 0.000 70.000 40.00 40.46 j 0.46** 0.35 3.37 0.18 40.64 0.000 0.000 n/a 1.00 0.18
15 12 1.11 39.30 39.72 0.42* 0.31 3.61 0.17 39.89 0.000 70.000 40.00 40.44 0.44** 0.34 3.31 0.17 40.61 0.000 0.000 n/a 1.00 0.17
16 12 1.19 39.30 39.73 0.43* 0.32 3.67 0.18 39.91 0.000 70.000 40.00 40.46 0.46** 0.35 3.37 0.18 40.64 0.000 0.000 n/a 1.00 0.18
17 12 0.96 39.30 39.68 0.38* 0.28 3.47 0.16 39.84 0.000 70.000 40.00 40.41 0.41** 0.30 3.16 0.16 40.57 0.000 0.000 n/a 1.00 0.16
18 12 1.86 39.30 39.86 0.56* 0.45 4.11 0.24 40.10 0.000 70.000 40.00 40.58 0.58** 0.47 3.93 0.24 40.82 0.000 0.000 n/a 1.00 n/a
19 12 1.26 39.30 39.75 0.45* 0.34 3.73 0.18 39.93 0.000 70.000 40.00 40.47 0.47** 0.37 3.44 0.18 40.66 0.000 0.000 n/a 1.00 n/a
20 12 1.26 39.30 39.75 0.45* 0.34 3.73 0.18 39.93 0.000 70.000 40.00 40.47 0.47** 0.37 3.44 0.18 40.66 0.000 0.000 n/a 1.00 n/a
21 48 54.63 30.00 32.23 2.23 7.20 7.59 0.89 33.12 0.537 32.561 30.16 32.47 2.31 7.51 7.27 0.82 33.29 0.481 0.509 0.166 1.00 0.82
22 42 42.85 30.16 33.29 3.13 5.81 4.72 0.85 34.14 0.000 69.000 30.44 32.48 2.04** 5.81 7.37 0.85 33.32 0.000 0.000 n/a 1.00 0.85
Project File: B-1.stm Number of lines:38 Run Date: 10/3/2019
Notes:* depth assumed;**Critical depth.;j-Line contains hyd.jump c=cir e=ellip b=box
Storm Sewers v2018.30
Hydraulic Grade Line Computations Page
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) N (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) N M (ft) (K) (ft)
23 42 40.02 30.44 32.48 2.04 5.56 6.89 0.80 33.28 0.000 300.00 31.64 33.61 j 1.97** 5.56 7.19 0.80 34.41 0.000 0.000 n/a 0.99 n/a
24 36 34.86 31.64 33.99 2.35* 5.94 5.87 0.53 34.53 0.397 204.00 32.45 34.80 2.35 5.94 5.87 0.54 35.33 0.398 0.397 0.810 1.00 0.54
25 36 29.49 32.45 35.33 2.88 6.98 4.22 0.28 35.61 0.227 204.00 33.27 35.76 2.49 6.28 4.70 0.34 36.10 0.254 0.241 0.491 1.00 0.34
26 36 24.01 33.27 36.10 2.83 6.92 3.47 0.19 36.29 0.149 204.55 134.09 36.38 2.29 5.80 4.14 0.27 36.65 0.199 0.174 0.356 1.00 0.27
27 18 6.68 35.07 36.65 1.50 1.77 3.78 0.22 36.87 0.539 25.001 35.20 36.78 1.50 1.77 3.78 0.22 37.01 0.539 0.539 0.135 1.00 0.22
28 36 18.41 34.09 36.65 2.56 6.42 2.87 0.13 36.78 0.095 204.00 34.90 36.83 1.93 4.80 3.83 0.23 37.06 0.183 0.139 0.283 1.00 0.23
29 18 5.54 34.90 37.06 1.50 1.12 3.14 0.15 37.21 0.371 172.20 37.50 38.41 j 0.91** 1.12 4.96 0.38 38.79 0.803 0.587 n/a 1.00 0.38
30 15 6.68 34.90 37.06 1.25 1.23 5.44 0.46 37.52 1.425 20.436 35.11 37.35 1.25 1.23 5.44 0.46 37.81 1.425 1.425 0.291 1.00 0.46
31 15 6.68 34.90 37.06 1.25 1.23 5.44 0.46 37.52 1.425 20.436 35.11 37.35 1.25 1.23 5.44 0.46 37.81 1.425 1.425 0.291 1.00 0.46
32 18 6.83 34.08 36.10 1.50 1.77 3.87 0.23 36.34 0.360 10.003 34.13 36.14 1.50 1.77 3.86 0.23 36.37 0.360 0.360 0.036 1.00 0.23
33 18 6.89 33.06 35.33 1.50 1.77 3.90 0.24 35.57 0.367 10.028 33.16 35.37 1.50 1.77 3.90 0.24 35.61 0.367 0.367 0.037 1.00 0.24
34 15 4.38 33.00 33.72 0.72* 0.73 6.01 0.38 34.10 0.000 10.000 33.10 33.95 0.85** 0.89 4.95 0.38 34.33 0.000 0.000 n/a 1.00 n/a
35 18 6.68 32.02 33.61 1.50 1.77 3.78 0.22 33.83 0.345 10.078 32.12 33.62 1.50 1.77 3.78 0.22 33.84 0.343 0.344 0.035 1.00 0.22
36 24 13.96 30.16 33.29 2.00 3.14 4.44 0.31 33.60 0.325 27.000 30.30 33.38 2.00 3.14 4.44 0.31 33.69 0.325 0.325 0.088 1.00 0.31
37 15 3.77 31.00 33.69 1.25 1.23 3.08 0.15 33.83 0.291 10.001 31.10 33.71 1.25 1.23 3.08 0.15 33.86 0.291 0.291 0.029 1.00 0.15
38 24 10.46 30.30 33.69 2.00 3.14 3.33 0.17 33.86 0.285 103.17 1.30.82 33.98 2.00 3.14 3.33 0.17 34.15 0.285 0.285 0.294 1.00 0.17
Project File: B-1.stm Number of lines:38 Run Date: 10/3/2019
Notes:. depth assumed;„Critical depth.;j-Line contains hyd.jump c=cir e=ellip b=box
Storm Sewers v2018.30
Hydraflow Storm Sewers Extension for Autodesk® AutoCAD® Civil 3D® Plan
Outfall
1
7
16
2
14
15
3
12
13
4
10
9
5
11
6
8
Project File: C-1.stm Number of lines: 16 Date: 10/3/2019
Storm Sewers v2018.30
Storm Sewer Inventory Report Page
Line Alignment Flow Data Physical Data Line ID
No.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/
Line Length angle Type Q Area Coeff Time El Dn Slope El Up Size Shape Value Coeff Rim El
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) M (ft) (in) (n) (K) (ft)
1 End 42.764 76.369 MH 0.00 0.00 0.00 0.0 38.00 0.40 38.17 48 Cir 0.012 0.99 45.15 PIPE-187
2 1 142.500 0.000 MH 0.00 0.00 0.00 0.0 38.17 0.40 38.74 48 Cir 0.012 0.99 45.10 PIPE-22
3 2 135.000 0.000 MH 0.00 0.00 0.00 0.0 38.74 0.40 39.28 42 Cir 0.012 0.99 45.10 PIPE-21
4 3 135.000 0.000 MH 0.00 0.00 0.00 0.0 39.28 0.40 39.82 36 Cir 0.012 0.99 45.10 PIPE-20
5 4 144.000 0.000 MH 0.00 0.00 0.00 0.0 39.82 0.40 40.40 36 Cir 0.015 0.99 45.10 PIPE-19
6 5 162.069 82.020 Grate 0.00 0.50 0.84 5.0 41.18 0.50 41.99 15 Cir 0.015 1.00 45.23 PIPE-24
7 1 37.030 -55.451 Grate 0.00 0.45 0.87 5.0 40.63 1.00 41.00 12 Cir 0.012 1.00 44.42 PIPE-186
8 5 194.757 -9.010 Grate 0.00 1.10 0.80 5.0 40.32 0.40 41.10 19X30 Ell 0.015 1.00 43.51 PIPE-23
9 4 162.069 82.020 Grate 0.00 0.50 0.84 5.0 40.28 0.50 41.09 15 Cir 0.012 1.00 44.90 PIPE-26
10 4 37.881 -53.625 Grate 0.00 0.60 0.83 5.0 40.28 1.00 40.66 15 Cir 0.012 1.00 44.41 PIPE-27
11 5 37.901 -53.584 Grate 0.00 0.81 0.78 5.0 39.87 0.84 40.19 15 Cir 0.012 1.00 44.42 PIPE-25
12 3 37.881 -53.625 Grate 0.00 0.58 0.83 5.0 39.60 1.00 39.98 15 Cir 0.012 1.00 44.41 PIPE-29
13 3 162.069 82.020 Grate 0.00 0.48 0.84 5.0 39.60 1.00 41.22 12 Cir 0.012 1.00 44.89 PIPE-28
14 2 37.901 -53.584 Grate 0.00 0.59 0.83 5.0 38.87 1.00 39.25 15 Cir 0.012 1.00 44.41 PIPE-31
15 2 162.069 82.020 Grate 0.00 0.37 0.87 5.0 38.93 1.00 40.55 12 Cir 0.012 1.00 44.23 PIPE-30
16 1 161.868 82.546 Grate 0.00 0.27 0.87 5.0 38.21 1.00 39.83 12 Cir 0.012 1.00 44.20 PIPE-185
Project File: C-1.stm Number of lines: 16 Date: 10/3/2019
Storm Sewers v2018.30
Storm Sewer Summary Report Pagel
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) M (ft) (ft) (ft) (ft) No.
1 PIPE-187 35.99 48 Cir 42.764 38.00 38.17 0.398 42.39* 42.41* 0.13 42.54 End Manhole
2 PIPE-22 32.56 48 Cir 142.500 38.17 38.74 0.400 42.54 42.59 0.11 42.70 1 Manhole
3 PIPE-21 27.44 42 Cir 135.000 38.74 39.28 0.400 42.70 42.78 0.13 42.91 2 Manhole
4 PIPE-20 21.47 36 Cir 135.000 39.28 39.82 0.400 42.91* 43.02* 0.14 43.17 3 Manhole
5 PIPE-19 15.13 36 Cir 144.000 39.82 40.40 0.403 43.17 43.26 0.07 43.33 4 Manhole
6 PIPE-24 3.46 15 Cir 162.069 41.18 41.99 0.500 43.33* 43.95* 0.12 44.08 5 Grate
7 PIPE-186 3.23 12 Cir 37.030 40.63 41.00 0.999 42.54* 42.80* 0.26 43.06 1 Grate
8 PIPE-23 7.26 19x30 Ell 194.757 40.32 41.10 0.400 43.40* 43.69* 0.08 43.77 5 Grate
9 PIPE-26 3.46 15 Cir 162.069 40.28 41.09 0.500 43.17* 43.56* 0.12 43.69 4 Grate
10 PIPE-27 4.11 15 Cir 37.881 40.28 40.66 1.003 43.17* 43.30* 0.17 43.47 4 Grate
11 PIPE-25 5.21 15 Cir 37.901 39.87 40.19 0.844 43.33* 43.54* 0.28 43.82 5 Grate
12 PIPE-29 3.97 15 Cir 37.881 39.60 39.98 1.003 42.91* 43.03* 0.16 43.19 3 Grate
13 PIPE-28 3.33 12 Cir 162.069 39.60 41.22 1.000 42.91* 44.11* 0.28 44.39 3 Grate
14 PIPE-31 4.04 15 Cir 37.901 38.87 39.25 1.003 42.70* 42.83* 0.17 42.99 2 Grate
15 PIPE-30 2.65 12 Cir 162.069 38.93 40.55 1.000 42.70* 43.47* 0.18 43.64 2 Grate
16 PIPE-185 1.94 12 Cir 161.868 38.21 39.83 1.001 42.54* 42.95* 0.09 43.04 1 Grate
Project File: C-1.stm Number of lines: 16 Run Date: 10/3/2019
NOTES: Return period=25 Yrs. ;*Surcharged(HGL above crown).
Storm Sewers v2018.30
Storm Sewer Tabulation Pagel
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (1) flow full
Line To 7nt)al Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 42.764 0.00 6.25 0.00 0.00 5.17 0.0 9.9 7.0 35.99 98.12 2.86 48 0.40 38.00 38.17 42.39 42.41 0.00 45.15 PIPE-187
2 1 142.500 0.00 5.53 0.00 0.00 4.55 0.0 9.0 7.2 32.56 98.42 2.61 48 0.40 38.17 38.74 42.54 42.59 45.15 45.10 PIPE-22
3 2 135.000 0.00 4.57 0.00 0.00 3.73 0.0 8.2 7.3 27.44 68.93 2.85 42 0.40 38.74 39.28 42.70 42.78 45.10 45.10 PIPE-21
4 3 135.000 0.00 3.51 0.00 0.00 2.85 0.0 7.5 7.5 21.47 45.70 3.04 36 0.40 39.28 39.82 42.91 43.02 45.10 45.10 PIPE-20
5 4 144.000 0.00 2.41 0.00 0.00 1.93 0.0 6.4 7.8 15.13 36.68 2.16 36 0.40 39.82 40.40 43.17 43.26 45.10 45.10 PIPE-19
6 5 162.069 0.50 0.50 0.84 0.42 0.42 5.0 5.0 8.2 3.46 3.96 2.82 15 0.50 41.18 41.99 43.33 43.95 45.10 45.23 PIPE-24
7 1 37.030 0.45 0.45 0.87 0.39 0.39 5.0 5.0 8.2 3.23 3.86 4.11 12 1.00 40.63 41.00 42.54 42.80 45.15 44.42 PIPE-186
8 5 194.757 1.10 1.10 0.80 0.88 0.88 5.0 5.0 8.2 7.26 12.02 2.33 19 0.40 40.32 41.10 43.40 43.69 45.10 43.51 PIPE-23
x30e
9 4 162.069 0.50 0.50 0.84 0.42 0.42 5.0 5.0 8.2 3.46 4.95 2.82 15 0.50 40.28 41.09 43.17 43.56 45.10 44.90 PIPE-26
10 4 37.881 0.60 0.60 0.83 0.50 0.50 5.0 5.0 8.2 4.11 7.01 3.35 15 1.00 40.28 40.66 43.17 43.30 45.10 44.41 PIPE-27
11 5 37.901 0.81 0.81 0.78 0.63 0.63 5.0 5.0 8.2 5.21 6.43 4.25 15 0.84 39.87 40.19 43.33 43.54 45.10 44.42 PIPE-25
12 3 37.881 0.58 0.58 0.83 0.48 0.48 5.0 5.0 8.2 3.97 7.01 3.24 15 1.00 39.60 39.98 42.91 43.03 45.10 44.41 PIPE-29
13 3 162.069 0.48 0.48 0.84 0.40 0.40 5.0 5.0 8.2 3.33 3.86 4.23 12 1.00 39.60 41.22 42.91 44.11 45.10 44.89 PIPE-28
14 2 37.901 0.59 0.59 0.83 0.49 0.49 5.0 5.0 8.2 4.04 7.00 3.29 15 1.00 38.87 39.25 42.70 42.83 45.10 44.41 PIPE-31
15 2 162.069 0.37 0.37 0.87 0.32 0.32 5.0 5.0 8.2 2.65 3.86 3.38 12 1.00 38.93 40.55 42.70 43.47 45.10 44.23 PIPE-30
16 1 161.868 0.27 0.27 0.87 0.23 0.23 5.0 5.0 8.2 1.94 3.86 2.47 12 1.00 38.21 39.83 42.54 42.95 45.15 44.20 PIPE-185
Project File: C-1.stm Number of lines: 16 Run Date: 10/3/2019
NOTES:Intensity=102.61 /(Inlet time+ 16.50)^0.82; Return period=Yrs.25 c=cir e=ellip b=box
Storm Sewers v2018.30
Hydraulic Grade Line Computations Page
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) N (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) N M (ft) (K) (ft)
1 48 35.99 38.00 42.39 4.00 12.56 2.86 0.13 42.52 0.054 42.764 38.17 42.41 4.00 12.57 2.86 0.13 42.54 0.053 0.054 0.023 0.99 0.13
2 48 32.56 38.17 42.54 4.00 12.56 2.59 0.10 42.64 0.044 142.50 38.74 42.59 3.85 12.42 2.62 0.11 42.70 0.038 0.041 0.058 0.99 0.11
3 42 27.44 38.74 42.70 3.50 9.62 2.85 0.13 42.83 0.063 135.00 39.28 42.78 3.50 9.62 2.85 0.13 42.91 0.063 0.063 0.085 0.99 0.13
4 36 21.47 39.28 42.91 3.00 7.07 3.04 0.14 43.05 0.088 135.00 39.82 43.02 3.00 7.07 3.04 0.14 43.17 0.088 0.088 0.119 0.99 0.14
5 36 15.13 39.82 43.17 3.00 7.07 2.14 0.07 43.24 0.069 144.00 40.40 43.26 2.86 6.95 2.18 0.07 43.33 0.059 0.064 0.092 0.99 0.07
6 15 3.46 41.18 43.33 1.25 1.23 2.82 0.12 43.45 0.383 162.06 41.99 43.95 1.25 1.23 2.82 0.12 44.08 0.383 0.383 0.621 1.00 0.12
7 12 3.23 40.63 42.54 1.00 0.79 4.11 0.26 42.80 0.701 37.030 41.00 42.80 1.00 0.79 4.11 0.26 43.06 0.700 0.701 0.259 1.00 0.26
8 19 7.26 40.32 43.40 1.58 3.11 2.33 0.08 43.49 0.146 194.75 141.10 43.69 1.58 3.11 2.33 0.08 43.77 0.146 0.146 0.284 1.00 0.08
30 e
9 15 3.46 40.28 43.17 1.25 1.23 2.82 0.12 43.29 0.245 162.06 41.09 43.56 1.25 1.23 2.82 0.12 43.69 0.245 0.245 0.397 1.00 0.12
10 15 4.11 40.28 43.17 1.25 1.23 3.35 0.17 43.34 0.345 37.881 40.66 43.30 1.25 1.23 3.35 0.17 43.47 0.345 0.345 0.131 1.00 0.17
11 15 5.21 39.87 43.33 1.25 1.23 4.25 0.28 43.61 0.555 37.901 40.19 43.54 1.25 1.23 4.25 0.28 43.82 0.555 0.555 0.210 1.00 0.28
12 15 3.97 39.60 42.91 1.25 1.23 3.24 0.16 43.07 0.322 37.881 39.98 43.03 1.25 1.23 3.24 0.16 43.19 0.322 0.322 0.122 1.00 0.16
13 12 3.33 39.60 42.91 1.00 0.79 4.23 0.28 43.18 0.743 162.06 41.22 44.11 1.00 0.79 4.23 0.28 44.39 0.743 0.743 1.204 1.00 0.28
14 15 4.04 38.87 42.70 1.25 1.23 3.29 0.17 42.87 0.333 37.901 39.25 42.83 1.25 1.23 3.29 0.17 42.99 0.333 0.333 0.126 1.00 0.17
15 12 2.65 38.93 42.70 1.00 0.79 3.38 0.18 42.88 0.474 162.06 40.55 43.47 1.00 0.79 3.38 0.18 43.64 0.474 0.474 0.768 1.00 0.18
16 12 1.94 38.21 42.54 1.00 0.79 2.47 0.09 42.63 0.252 161.86 39.83 42.95 1.00 0.79 2.47 0.09 43.04 0.252 0.252 0.408 1.00 0.09
Project File: C-1.stm Number of lines: 16 Run Date: 10/3/2019
c=cir a=ellip b=box
Storm Sewers v2018.30
Hydraflow Storm Sewers Extension for Autodesk® AutoCAD® Civil 3D® Plan
Outfall
23
Outfall 384
25
28
26
29
27 1
10
9
2
5 3 22 11
Outfall 4
7
6
8 16
31 12
17
13
18
14
15
19
21
20
Project File: C-2.stm Number of lines:31 Date: 10/3/2019
Storm Sewers v2018.30
Storm Sewer Inventory Report Page
Line Alignment Flow Data Physical Data Line ID
No.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/
Line Length angle Type Q Area Coeff Time El Dn Slope El Up Size Shape Value Coeff Rim El
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) M (ft) (in) (n) (K) (ft)
1 End 222.941 60.654 MH 0.00 0.00 0.00 0.0 34.00 0.50 35.11 30 Cir 0.012 1.00 46.08 PIPE-336
2 1 83.000 -74.285 MH 0.00 0.00 0.00 0.0 35.68 0.75 36.30 30 Cir 0.012 1.00 46.08 PIPE-335
3 2 22.688 90.000 MH 0.00 0.19 0.90 5.0 42.77 1.01 43.00 12 Cir 0.012 1.00 47.00 PIPE-322
4 1 22.688 15.715 MH 0.00 0.16 0.90 5.0 42.77 1.01 43.00 12 Cir 0.012 1.00 47.00 PIPE-321
5 1 83.000 105.715 MH 0.00 0.00 0.00 0.0 40.34 1.00 41.17 12 Cir 0.012 1.00 46.23 PIPE-238
6 5 22.688 -90.000 MH 0.00 0.15 0.90 5.0 42.77 1.01 43.00 12 Cir 0.012 1.00 47.00 PIPE-244
7 5 83.000 0.000 MH 0.00 0.00 0.00 0.0 41.17 1.00 42.00 12 Cir 0.012 1.00 45.97 PIPE-237
8 7 22.688 -90.000 MH 0.00 0.13 0.90 5.0 42.77 1.01 43.00 12 Cir 0.012 1.00 46.27 PIPE-236
9 2 126.277 0.000 MH 0.00 0.00 0.00 0.0 36.30 0.75 37.25 30 Cir 0.012 1.00 45.53 PIPE-334(1)
10 9 60.566 0.000 MH 0.00 0.00 0.00 0.0 37.25 0.75 37.70 30 Cir 0.012 0.91 45.22 PIPE-334
11 10 148.817 62.377 MH 0.00 0.00 0.00 0.0 37.70 0.75 38.82 30 Cir 0.012 1.00 45.71 PIPE-328
12 11 64.833 27.623 MH 0.00 0.00 0.00 0.0 38.82 0.74 39.30 30 Cir 0.012 1.00 45.78 PIPE-327
13 12 51.833 0.000 MH 0.00 0.00 0.00 0.0 39.30 0.75 39.69 30 Cir 0.012 1.00 45.58 PIPE-326
14 13 77.833 0.000 MH 0.00 0.00 0.00 0.0 39.69 0.75 40.27 30 Cir 0.012 1.00 46.13 PIPE-325
15 14 59.677 90.000 MH 0.00 0.44 0.90 5.0 42.40 1.01 43.00 12 Cir 0.012 1.00 47.00 PIPE-330
16 11 59.677 117.623 MH 0.00 0.04 0.90 5.0 42.40 1.01 43.00 12 Cir 0.012 1.00 47.00 PIPE-333
17 12 59.677 90.000 MH 0.00 0.13 0.90 5.0 42.40 1.01 43.00 12 Cir 0.012 1.00 47.00 PIPE-332
18 13 59.677 90.000 MH 0.00 0.24 0.90 5.0 42.40 1.01 43.00 12 Cir 0.012 1.00 47.00 PIPE-331
19 14 77.667 0.000 MH 0.00 0.00 0.00 0.0 40.27 0.76 40.86 24 Cir 0.012 1.00 45.78 PIPE-324
20 19 48.603 28.410 MH 0.00 0.48 0.90 5.0 42.03 2.00 43.00 12 Cir 0.012 1.00 47.00 PIPE-323
21 19 59.677 90.000 MH 0.00 2.01 0.90 5.0 40.86 0.74 41.30 24 Cir 0.012 1.00 47.00 PIPE-329
22 9 79.688 90.000 MH 0.00 0.92 0.90 5.0 37.25 7.22 43.00 18 Cir 0.012 1.00 47.00 PIPE-243
23 End 84.981 76.370 MH 0.00 0.00 0.00 0.0 32.25 2.57 34.43 42 Cir 0.012 1.00 41.20 PIPE-35
Project File: C-2.stm Number of lines:31 Date: 10/3/2019
Storm Sewers v2018.30
Storm Sewer Inventory Report Page
Line Alignment Flow Data Physical Data Line ID
No.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/
Line Length angle Type Q Area Coeff Time El Dn Slope El Up Size Shape Value Coeff Rim El
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) M (ft) (in) (n) (K) (ft)
24 23 30.337 88.853 MH 0.00 0.00 0.00 0.0 34.43 0.77 34.67 42 Cir 0.015 1.00 40.45 PIPE-216
25 24 130.169 1.119 MH 0.00 0.00 0.00 0.0 34.67 0.50 35.32 42 Cir 0.015 1.00 40.62 PIPE-217
26 25 130.000 0.028 MH 0.00 0.00 0.00 0.0 35.32 0.50 35.97 30 Cir 0.015 1.00 40.62 PIPE-218
27 26 138.006 -19.611 Grate 0.00 0.31 0.84 5.0 37.50 1.09 39.00 12 Cir 0.012 1.00 42.13 PIPE-36
28 25 22.500 90.028 Grate 0.00 0.71 0.83 5.0 36.63 1.02 36.86 15 Cir 0.015 1.00 39.61 PIPE-38
29 26 22.500 90.000 Grate 0.00 0.75 0.84 5.0 36.39 0.49 36.50 15 Cir 0.012 1.00 39.65 PIPE-39
30 24 22.438 90.715 Grate 0.00 0.92 0.79 5.0 35.35 0.98 35.57 18 Cir 0.012 1.00 39.59 PIPE-40
31 End 125.716 70.488 MH 0.00 3.76 0.90 5.0 34.00 4.37 39.50 36 Cir 0.015 1.00 43.60 PIPE-319
Project File: C-2.stm Number of lines:31 Date: 10/3/2019
Storm Sewers v2018.30
Storm Sewer Summary Report Pagel
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) M (ft) (ft) (ft) (ft) No.
1 PIPE-336 32.44 30 Cir 222.941 34.00 35.11 0.500 38.21" 39.40" 0.68 40.08 End Manhole
2 PIPE-335 29.74 30 Cir 83.000 35.68 36.30 0.747 40.08" 40.45" 0.57 41.02 1 Manhole
3 PIPE-322 1.39 12 Cir 22.688 42.77 43.00 1.014 43.18 43.50 n/a 43.50 2 Manhole
4 PIPE-321 1.19 12 Cir 22.688 42.77 43.00 1.014 43.15 43.46 n/a 43.46 1 Manhole
5 PIPE-238 2.03 12 Cir 83.000 40.34 41.17 1.000 40.86 41.78 n/a 41.78 1 Manhole
6 PIPE-244 1.13 12 Cir 22.688 42.77 43.00 1.014 43.14 43.45 n/a 43.45 5 Manhole
7 PIPE-237 0.95 12 Cir 83.000 41.17 42.00 1.000 41.78 42.41 n/a 42.41 j 5 Manhole
8 PIPE-236 0.96 12 Cir 22.688 42.77 43.00 1.014 43.11 43.41 n/a 43.41 7 Manhole
9 PIPE-334(1) 28.82 30 Cir 126.277 36.30 37.25 0.749 41.02" 41.55" 0.54 42.09 2 Manhole
10 PIPE-334 22.75 30 Cir 60.566 37.25 37.70 0.749 42.09" 42.25" 0.30 42.55 9 Manhole
11 PIPE-328 23.16 30 Cir 148.817 37.70 38.82 0.753 42.55" 42.96" 0.35 43.30 10 Manhole
12 PIPE-327 23.65 30 Cir 64.833 38.82 39.30 0.740 43.30" 43.49" 0.36 43.85 11 Manhole
13 PIPE-326 22.90 30 Cir 51.833 39.30 39.69 0.752 43.85" 43.99" 0.34 44.32 12 Manhole
14 PIPE-325 21.41 30 Cir 77.833 39.69 40.27 0.745 44.32" 44.50" 0.30 44.80 13 Manhole
15 PIPE-330 3.28 12 Cir 59.677 42.40 43.00 1.005 44.80" 45.23" 0.27 45.50 14 Manhole
16 PIPE-333 0.30 12 Cir 59.677 42.40 43.00 1.005 43.30 43.23 0.08 43.23 11 Manhole
17 PIPE-332 0.94 12 Cir 59.677 42.40 43.00 1.005 43.85 43.88 0.03 43.90 12 Manhole
18 PIPE-331 1.77 12 Cir 59.677 42.40 43.00 1.005 44.32" 44.45" 0.08 44.53 13 Manhole
19 PIPE-324 18.34 24 Cir 77.667 40.27 40.86 0.760 44.80" 45.24" 0.53 45.77 14 Manhole
20 PIPE-323 3.57 12 Cir 48.603 42.03 43.00 1.996 45.77" 46.18" 0.32 46.50 19 Manhole
21 PIPE-329 14.91 24 Cir 59.677 40.86 41.30 0.737 45.77" 45.99" 0.35 46.34 19 Manhole
22 PIPE-243 6.85 18 Cir 79.688 37.25 43.00 7.216 42.09 44.01 n/a 44.01 j 9 Manhole
23 PIPE-35 15.73 42 Cir 84.981 32.25 34.43 2.568 38.12" 38.14" 0.04 38.18 End Manhole
24 PIPE-216 15.89 42 Cir 30.337 34.43 34.67 0.772 38.18" 38.19" 0.04 38.23 23 Manhole
Project File: C-2.stm Number of lines:31 Run Date: 10/3/2019
NOTES: Return period=25 Yrs. ;"Surcharged(HGL above crown). ;j-Line contains hyd.jump.
Storm Sewers v2018.30
Storm Sewer Summary Report Page
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) M (ft) (ft) (ft) (ft) No.
25 PIPE-217 11.32 42 Cir 130.169 34.67 35.32 0.500 38.23 38.25 0.03 38.27 24 Manhole
26 PIPE-218 7.20 30 Cir 130.000 35.32 35.97 0.500 38.27 38.32 0.04 38.36 25 Manhole
27 PIPE-36 2.18 12 Cir 138.006 37.50 39.00 1.087 38.36 39.63 n/a 39.63 j 26 Grate
28 PIPE-38 4.84 15 Cir 22.500 36.63 36.86 1.022 38.27" 38.44" 0.24 38.68 25 Grate
29 PIPE-39 5.19 15 Cir 22.500 36.39 36.50 0.489 38.36" 38.48" 0.28 38.76 26 Grate
30 PIPE-40 5.97 18 Cir 22.438 35.35 35.57 0.981 38.23" 38.29" 0.18 38.47 24 Grate
31 PIPE-319 27.94 36 Cir 125.716 34.00 39.50 4.375 38.12 41.21 n/a 41.21 j End Manhole
Project File: C-2.stm Number of lines:31 Run Date: 10/3/2019
NOTES: Return period=25 Yrs. ;"Surcharged(HGL above crown). ;j-Line contains hyd.jump.
Storm Sewers v2018.30
Storm Sewer Tabulation Pagel
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (1) flow full
Line To 7nt)al Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 222.941 0.00 4.89 0.00 0.00 4.40 0.0 8.1 7.4 32.44 31.42 6.61 30 0.50 34.00 35.11 38.21 39.40 36.75 46.08 PIPE-336
2 1 83.000 0.00 4.45 0.00 0.00 4.00 0.0 7.9 7.4 29.74 38.40 6.06 30 0.75 35.68 36.30 40.08 40.45 46.08 46.08 PIPE-335
3 2 22.688 0.19 0.19 0.90 0.17 0.17 5.0 5.0 8.2 1.39 3.88 4.04 12 1.01 42.77 43.00 43.18 43.50 46.08 47.00 PIPE-322
4 1 22.688 0.16 0.16 0.90 0.14 0.14 5.0 5.0 8.2 1.19 3.88 3.86 12 1.01 42.77 43.00 43.15 43.46 46.08 47.00 PIPE-321
5 1 83.000 0.00 0.28 0.00 0.00 0.25 0.0 5.7 8.0 2.03 3.86 4.52 12 1.00 40.34 41.17 40.86 41.78 46.08 46.23 PIPE-238
6 5 22.688 0.15 0.15 0.90 0.14 0.14 5.0 5.0 8.2 1.13 3.88 3.80 12 1.01 42.77 43.00 43.14 43.45 46.23 47.00 PIPE-244
7 5 83.000 0.00 0.13 0.00 0.00 0.12 0.0 5.1 8.2 0.95 3.86 2.53 12 1.00 41.17 42.00 41.78 42.41 46.23 45.97 PIPE-237
8 7 22.688 0.13 0.13 0.90 0.12 0.12 5.0 5.0 8.2 0.96 3.88 3.62 12 1.01 42.77 43.00 43.11 43.41 45.97 46.27 PIPE-236
9 2 126.277 0.00 4.26 0.00 0.00 3.83 0.0 7.6 7.5 28.82 38.46 5.87 30 0.75 36.30 37.25 41.02 41.55 46.08 45.53 PIPE-334(1)
10 9 60.566 0.00 3.34 0.00 0.00 3.00 0.0 7.4 7.6 22.75 38.46 4.63 30 0.75 37.25 37.70 42.09 42.25 45.53 45.22 PIPE-334
11 10 148.817 0.00 3.34 0.00 0.00 3.00 0.0 6.8 7.7 23.16 38.54 4.72 30 0.75 37.70 38.82 42.55 42.96 45.22 45.71 PIPE-328
12 11 64.833 0.00 3.30 0.00 0.00 2.97 0.0 5.9 8.0 23.65 38.23 4.82 30 0.74 38.82 39.30 43.30 43.49 45.71 45.78 PIPE-327
13 12 51.833 0.00 3.17 0.00 0.00 2.85 0.0 5.7 8.0 22.90 38.54 4.67 30 0.75 39.30 39.69 43.85 43.99 45.78 45.58 PIPE-326
14 13 77.833 0.00 2.93 0.00 0.00 2.64 0.0 5.4 8.1 21.41 38.35 4.36 30 0.75 39.69 40.27 44.32 44.50 45.58 46.13 PIPE-325
15 14 59.677 0.44 0.44 0.90 0.40 0.40 5.0 5.0 8.2 3.28 3.87 4.18 12 1.01 42.40 43.00 44.80 45.23 46.13 47.00 PIPE-330
16 11 59.677 0.04 0.04 0.90 0.04 0.04 5.0 5.0 8.2 0.30 3.87 1.34 12 1.01 42.40 43.00 43.30 43.23 45.71 47.00 PIPE-333
17 12 59.677 0.13 0.13 0.90 0.11 0.11 5.0 5.0 8.2 0.94 3.87 1.24 12 1.01 42.40 43.00 43.85 43.88 45.78 47.00 PIPE-332
18 13 59.677 0.24 0.24 0.90 0.21 0.21 5.0 5.0 8.2 1.77 3.87 2.25 12 1.01 42.40 43.00 44.32 44.45 45.58 47.00 PIPE-331
19 14 77.667 0.00 2.49 0.00 0.00 2.24 0.0 5.2 8.2 18.34 21.36 5.84 24 0.76 40.27 40.86 44.80 45.24 46.13 45.78 PIPE-324
20 19 48.603 0.48 0.48 0.90 0.43 0.43 5.0 5.0 8.2 3.57 5.45 4.55 12 2.00 42.03 43.00 45.77 46.18 45.78 47.00 PIPE-323
21 19 59.677 2.01 2.01 0.90 1.81 1.81 5.0 5.0 8.2 14.91 21.04 4.75 24 0.74 40.86 41.30 45.77 45.99 45.78 47.00 PIPE-329
22 9 79.688 0.92 0.92 0.90 0.83 0.83 5.0 5.0 8.2 6.85 30.56 4.64 18 7.22 37.25 43.00 42.09 44.01 45.53 47.00 PIPE-243
Project File: C-2.stm Number of lines:31 Run Date: 10/3/2019
NOTES:Intensity=102.61 /(Inlet time+ 16.50)^0.82; Return period=Yrs.25 c=cir e=ellip b=box
Storm Sewers v2018.30
Storm Sewer Tabulation Page
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (1) flow full
Line To 7nt)al Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
23 End 84.981 0.00 2.69 0.00 0.00 2.20 0.0 9.1 7.1 15.73 174.7 1.64 42 2.57 32.25 34.43 38.12 38.14 36.00 41.20 PIPE-35
24 23 30.337 0.00 2.69 0.00 0.00 2.20 0.0 8.8 7.2 15.89 76.60 1.65 42 0.77 34.43 34.67 38.18 38.19 41.20 40.45 PIPE-216
25 24 130.169 0.00 1.77 0.00 0.00 1.48 0.0 7.1 7.6 11.32 61.66 1.25 42 0.50 34.67 35.32 38.23 38.25 40.45 40.62 PIPE-217
26 25 130.000 0.00 1.06 0.00 0.00 0.89 0.0 5.6 8.1 7.20 25.13 1.48 30 0.50 35.32 35.97 38.27 38.32 40.62 40.62 PIPE-218
27 26 138.006 0.31 0.31 0.84 0.26 0.26 5.0 5.0 8.2 2.18 4.02 3.61 12 1.09 37.50 39.00 38.36 39.63 40.62 42.13 PIPE-36
28 25 22.500 0.71 0.71 0.83 0.59 0.59 5.0 5.0 8.2 4.84 5.66 3.95 15 1.02 36.63 36.86 38.27 38.44 40.62 39.61 PIPE-38
29 26 22.500 0.75 0.75 0.84 0.63 0.63 5.0 5.0 8.2 5.19 4.89 4.23 15 0.49 36.39 36.50 38.36 38.48 40.62 39.65 PIPE-39
30 24 22.438 0.92 0.92 0.79 0.72 0.72 5.0 5.0 8.2 5.97 11.26 3.38 18 0.98 35.35 35.57 38.23 38.29 40.45 39.59 PIPE-40
31 End 125.716 3.76 3.76 0.90 3.39 3.39 5.0 5.0 8.2 27.94 120.9 5.34 36 4.37 34.00 39.50 38.12 41.21 0.00 43.60 PIPE-319
Project File: C-2.stm Number of lines:31 Run Date: 10/3/2019
NOTES:Intensity=102.61 /(Inlet time+ 16.50)^0.82; Return period=Yrs.25 c=cir e=ellip b=box
Storm Sewers v2018.30
Hydraulic Grade Line Computations Page
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) N (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) N M (ft) (K) (ft)
1 30 32.44 34.00 38.21 2.50 4.91 6.61 0.68 38.89 0.533 222.94 35.11 39.40 2.50 4.91 6.61 0.68 40.08 0.533 0.533 1.189 1.00 0.68
2 30 29.74 35.68 40.08 2.50 4.91 6.06 0.57 40.65 0.448 83.000 36.30 40.45 2.50 4.91 6.06 0.57 41.02 0.448 0.448 0.372 1.00 0.57
3 12 1.39 42.77 43.18 0.41* 0.31 4.53 0.20 43.38 0.000 22.688 43.00 43.50 0.50** 0.39 3.56 0.20 43.70 0.000 0.000 n/a 1.00 n/a
4 12 1.19 42.77 43.15 0.38* 0.27 4.34 0.18 43.33 0.000 22.688 43.00 43.46 0.46** 0.35 3.38 0.18 43.64 0.000 0.000 n/a 1.00 n/a
5 12 2.03 40.34 40.86 0.52* 0.41 4.97 0.26 41.11 0.000 83.000 41.17 41.78 0.61** 0.50 4.07 0.26 42.03 0.000 0.000 n/a 1.00 n/a
6 12 1.13 42.77 43.14 0.37* 0.26 4.28 0.17 43.31 0.000 22.688 43.00 43.45 0.45** 0.34 3.32 0.17 43.62 0.000 0.000 n/a 1.00 n/a
7 12 0.95 41.17 41.78 0.61 0.30 1.91 0.15 41.93 0.000 83.000 42.00 42.41 j 0.41** 0.30 3.15 0.15 42.56 0.000 0.000 n/a 1.00 n/a
8 12 0.96 42.77 43.11 0.34* 0.23 4.09 0.15 43.26 0.000 22.688 43.00 43.41 0.41** 0.30 3.15 0.15 43.56 0.000 0.000 n/a 1.00 n/a
9 30 28.82 36.30 41.02 2.50 4.91 5.87 0.54 41.56 0.421 126.27 137.25 41.55 2.50 4.91 5.87 0.54 42.09 0.421 0.421 0.532 1.00 0.54
10 30 22.75 37.25 42.09 2.50 4.91 4.64 0.33 42.42 0.262 60.566 37.70 42.25 2.50 4.91 4.63 0.33 42.58 0.262 0.262 0.159 0.91 0.30
11 30 23.16 37.70 42.55 2.50 4.91 4.72 0.35 42.90 0.272 148.81 138.82 42.96 2.50 4.91 4.72 0.35 43.30 0.272 0.272 0.404 1.00 0.35
12 30 23.65 38.82 43.30 2.50 4.91 4.82 0.36 43.66 0.283 64.833 39.30 43.49 2.50 4.91 4.82 0.36 43.85 0.283 0.283 0.184 1.00 0.36
13 30 22.90 39.30 43.85 2.50 4.91 4.67 0.34 44.19 0.266 51.833 39.69 43.99 2.50 4.91 4.66 0.34 44.32 0.266 0.266 0.138 1.00 0.34
14 30 21.41 39.69 44.32 2.50 4.91 4.36 0.30 44.62 0.232 77.833 40.27 44.50 2.50 4.91 4.36 0.30 44.80 0.232 0.232 0.181 1.00 0.30
15 12 3.28 42.40 44.80 1.00 0.79 4.18 0.27 45.07 0.724 59.677 43.00 45.23 1.00 0.79 4.18 0.27 45.50 0.723 0.723 0.432 1.00 0.27
16 12 0.30 42.40 43.30 0.90 0.13 0.41 0.08 43.38 0.006 59.677 43.00 43.23 0.23** 0.13 2.27 0.08 43.31 0.019 0.012 n/a 1.00 0.08
17 12 0.94 42.40 43.85 1.00 0.79 1.20 0.02 43.87 0.059 59.677 43.00 43.88 0.88 0.73 1.29 0.03 43.90 0.054 0.056 0.034 1.00 0.03
18 12 1.77 42.40 44.32 1.00 0.79 2.25 0.08 44.40 0.211 59.677 43.00 44.45 1.00 0.79 2.25 0.08 44.53 0.210 0.210 0.126 1.00 0.08
19 24 18.34 40.27 44.80 2.00 3.14 5.84 0.53 45.33 0.560 77.667 40.86 45.24 2.00 3.14 5.84 0.53 45.77 0.560 0.560 0.435 1.00 0.53
20 12 3.57 42.03 45.77 1.00 0.79 4.55 0.32 46.09 0.858 48.603 43.00 46.18 1.00 0.79 4.55 0.32 46.50 0.857 0.857 0.417 1.00 0.32
21 24 14.91 40.86 45.77 2.00 3.14 4.75 0.35 46.12 0.370 59.677 41.30 45.99 2.00 3.14 4.75 0.35 46.34 0.370 0.370 0.221 1.00 0.35
22 18 6.85 37.25 42.09 1.50 1.27 3.88 0.23 42.32 0.362 79.688 43.00 44.01 j 1.01** 1.27 5.40 0.45 44.47 0.571 0.467 n/a 1.00 n/a
Project File: C-2.stm Number of lines:31 Run Date: 10/3/2019
Notes:. depth assumed;„Critical depth.;j-Line contains hyd.jump c=cir e=ellip b=box
Storm Sewers v2018.30
Hydraulic Grade Line Computations Page
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) N (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) N M (ft) (K) (ft)
23 42 15.73 32.25 38.12 3.50 9.62 1.64 0.04 38.16 0.021 84.981 34.43 38.14 3.50 9.62 1.64 0.04 38.18 0.021 0.021 0.018 1.00 0.04
24 42 15.89 34.43 38.18 3.50 9.62 1.65 0.04 38.22 0.033 30.337 34.67 38.19 3.50 9.62 1.65 0.04 38.23 0.033 0.033 0.010 1.00 0.04
25 42 11.32 34.67 38.23 3.50 9.62 1.18 0.02 38.25 0.017 130.16 35.32 38.25 2.93 8.60 1.32 0.03 38.27 0.016 0.017 0.022 1.00 0.03
26 30 7.20 35.32 38.27 2.50 4.91 1.47 0.03 38.31 0.041 130.00 35.97 38.32 2.35 4.79 1.50 0.04 38.36 0.035 0.038 0.050 1.00 0.04
27 12 2.18 37.50 38.36 0.86 0.52 3.05 0.27 38.63 0.000 138.00 i 39.00 39.63 j 0.63** 0.52 4.18 0.27 39.90 0.000 0.000 n/a 1.00 n/a
28 15 4.84 36.63 38.27 1.25 1.23 3.95 0.24 38.51 0.749 22.500 36.86 38.44 1.25 1.23 3.94 0.24 38.68 0.748 0.748 0.168 1.00 0.24
29 15 5.19 36.39 38.36 1.25 1.23 4.23 0.28 38.63 0.551 22.500 36.50 38.48 1.25 1.23 4.23 0.28 38.76 0.551 0.551 0.124 1.00 0.28
30 18 5.97 35.35 38.23 1.50 1.77 3.38 0.18 38.41 0.275 22.438 35.57 38.29 1.50 1.77 3.38 0.18 38.47 0.275 0.275 0.062 1.00 0.18
31 36 27.94 34.00 38.12 3.00 4.16 3.95 0.24 38.36 0.234 125.71 539.50 41.21 j 1.71- 4.16 6.72 0.70 41.91 0.610 0.422 n/a 1.00 0.70
Project File: C-2.stm Number of lines:31 Run Date: 10/3/2019
Notes:. depth assumed;„Critical depth.;j-Line contains hyd.jump c=cir e=ellip b=box
Storm Sewers v2018.30
Hydraflow Storm Sewers Extension for Autodesk® AutoCAD® Civil 3D® Plan
8
6
5
2 4
3
9 1
Outfall
10
11
Project File: C-2 Roadway.stm Number of lines: 11 Date: 10/3/2019
Storm Sewers v2018.30
Storm Sewer Inventory Report Page
Line Alignment Flow Data Physical Data Line ID
No.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/
Line Length angle Type Q Area Coeff Time El Dn Slope El Up Size Shape Value Coeff Rim El
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) M (ft) (in) (n) (K) (ft)
1 End 53.031 -103.63 MH 0.00 0.00 0.00 0.0 34.00 0.76 34.40 24 Cir 0.012 1.00 43.06 PIPE-70
2 1 35.500 90.000 MH 0.00 0.00 0.00 0.0 34.40 0.50 34.58 18 Cir 0.012 1.00 43.41 PIPE-213
3 2 20.000 90.000 Comb 0.00 0.16 0.90 5.0 39.80 1.00 40.00 12 Cir 0.012 1.00 43.11 PIPE-77
4 2 20.000 -90.000 Comb 0.00 0.15 0.90 5.0 39.80 1.00 40.00 12 Cir 0.012 1.00 43.11 PIPE-76
5 2 253.032 0.906 MH 0.00 0.00 0.00 0.0 34.58 0.80 36.60 15 Cir 0.012 0.15 45.80 PIPE-214
6 5 354.176 -0.906 MH 0.00 0.00 0.00 0.0 36.60 0.80 39.44 15 Cir 0.012 0.94 43.36 PIPE-215
7 6 26.000 -67.380 Comb 0.00 0.39 0.90 5.0 39.44 0.50 39.57 12 Cir 0.012 1.00 43.05 PIPE-73
8 6 18.868 57.995 Comb 0.00 0.32 0.90 5.0 39.44 0.50 39.53 12 Cir 0.012 1.00 43.05 PIPE-65
9 1 316.496 -91.558 MH 0.00 0.00 0.00 0.0 34.40 0.54 36.12 24 Cir 0.015 0.82 40.03 PIPE-72
10 9 47.361 32.341 Comb 0.00 0.50 0.90 5.0 36.12 0.50 36.36 15 Cir 0.015 1.00 39.67 PIPE-71
11 9 37.614 -52.212 Comb 0.00 0.36 0.90 5.0 36.12 0.50 36.31 12 Cir 0.012 1.00 39.67 PIPE-79
Project File: C-2 Roadway.stm Number of lines: 11 Date: 10/3/2019
Storm Sewers v2018.30
Storm Sewer Summary Report Pagel
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) M (ft) (ft) (ft) (ft) No.
1 PIPE-70 12.63 24 Cir 53.031 34.00 34.40 0.758 38.18" 38.32" 0.25 38.57 End Manhole
2 PIPE-213 6.96 18 Cir 35.500 34.40 34.58 0.500 38.57" 38.70" 0.24 38.95 1 Manhole
3 PIPE-77 1.22 12 Cir 20.000 39.80 40.00 1.000 40.19 40.47 0.18 40.47 2 Combination
4 PIPE-76 1.08 12 Cir 20.000 39.80 40.00 1.000 40.16 40.44 n/a 40.44 2 Combination
5 PIPE-214 5.03 15 Cir 253.032 34.58 36.60 0.798 38.95" 40.26" 0.04 40.30 2 Manhole
6 PIPE-215 5.29 15 Cir 354.176 36.60 39.44 0.802 40.30" 42.33" 0.27 42.60 5 Manhole
7 PIPE-73 2.92 12 Cir 26.000 39.44 39.57 0.500 42.60" 42.75" 0.22 42.96 6 Combination
8 PIPE-65 2.39 12 Cir 18.868 39.44 39.53 0.500 42.60" 42.67" 0.14 42.82 6 Combination
9 PIPE-72 6.32 24 Cir 316.496 34.40 36.12 0.543 38.57" 38.90" 0.05 38.95 1 Manhole
10 PIPE-71 3.72 15 Cir 47.361 36.12 36.36 0.500 38.95" 39.16" 0.14 39.30 9 Combination
11 PIPE-79 2.67 12 Cir 37.614 36.12 36.31 0.500 38.95" 39.13" 0.18 39.31 9 Combination
Project File: C-2 Roadway.stm Number of lines: 11 Run Date: 10/3/2019
NOTES: Return period=25 Yrs. ;'Surcharged(HGL above crown).
Storm Sewers v2018.30
Storm Sewer Tabulation Pagel
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (1) flow full
Line To 7nt)al Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 53.031 0.00 1.89 0.00 0.00 1.70 0.0 7.9 7.4 12.63 21.33 4.02 24 0.76 34.00 34.40 38.18 38.32 36.17 43.06 PIPE-70
2 1 35.500 0.00 1.03 0.00 0.00 0.92 0.0 7.5 7.5 6.96 8.04 3.94 18 0.50 34.40 34.58 38.57 38.70 43.06 43.41 PIPE-213
3 2 20.000 0.16 0.16 0.90 0.15 0.15 5.0 5.0 8.2 1.22 3.86 3.88 12 1.00 39.80 40.00 40.19 40.47 43.41 43.11 PIPE-77
4 2 20.000 0.15 0.15 0.90 0.13 0.13 5.0 5.0 8.2 1.08 3.86 3.74 12 1.00 39.80 40.00 40.16 40.44 43.41 43.11 PIPE-76
5 2 253.032 0.00 0.72 0.00 0.00 0.64 0.0 6.5 7.8 5.03 6.25 4.10 15 0.80 34.58 36.60 38.95 40.26 43.41 45.80 PIPE-214
6 5 354.176 0.00 0.72 0.00 0.00 0.64 0.0 5.1 8.2 5.29 6.26 4.32 15 0.80 36.60 39.44 40.30 42.33 45.80 43.36 PIPE-215
7 6 26.000 0.39 0.39 0.90 0.35 0.35 5.0 5.0 8.2 2.92 2.73 3.72 12 0.50 39.44 39.57 42.60 42.75 43.36 43.05 PIPE-73
8 6 18.868 0.32 0.32 0.90 0.29 0.29 5.0 5.0 8.2 2.39 2.73 3.05 12 0.50 39.44 39.53 42.60 42.67 43.36 43.05 PIPE-65
9 1 316.496 0.00 0.86 0.00 0.00 0.77 0.0 5.3 8.2 6.32 14.44 2.01 24 0.54 34.40 36.12 38.57 38.90 43.06 40.03 PIPE-72
10 9 47.361 0.50 0.50 0.90 0.45 0.45 5.0 5.0 8.2 3.72 3.96 3.03 15 0.50 36.12 36.36 38.95 39.16 40.03 39.67 PIPE-71
11 9 37.614 0.36 0.36 0.90 0.32 0.32 5.0 5.0 8.2 2.67 2.73 3.40 12 0.50 36.12 36.31 38.95 39.13 40.03 39.67 PIPE-79
Project File: C-2 Roadway.stm Number of lines: 11 Run Date: 10/3/2019
NOTES:Intensity=102.61 /(Inlet time+ 16.50)^0.82; Return period=Yrs.25 c=cir e=ellip b=box
Storm Sewers v2018.30
Hydraulic Grade Line Computations Page
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) N (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) N M (ft) (K) (ft)
1 24 12.63 34.00 38.18 2.00 3.14 4.02 0.25 38.43 0.266 53.031 34.40 38.32 2.00 3.14 4.02 0.25 38.57 0.266 0.266 0.141 1.00 0.25
2 18 6.96 34.40 38.57 1.50 1.77 3.94 0.24 38.81 0.374 35.500 34.58 38.70 1.50 1.77 3.94 0.24 38.95 0.374 0.374 0.133 1.00 0.24
3 12 1.22 39.80 40.19 0.39* 0.28 4.36 0.18 40.37 0.000 20.000 40.00 40.47 0.47** 0.36 3.41 0.18 40.65 0.000 0.000 n/a 1.00 0.18
4 12 1.08 39.80 40.16 0.36* 0.26 4.21 0.17 40.33 0.000 20.000 40.00 40.44 0.44** 0.33 3.27 0.17 40.60 0.000 0.000 n/a 1.00 n/a
5 15 5.03 34.58 38.95 1.25 1.23 4.10 0.26 39.21 0.518 253.03 36.60 40.26 1.25 1.23 4.10 0.26 40.52 0.518 0.518 1.311 0.15 0.04
6 15 5.29 36.60 40.30 1.25 1.23 4.32 0.29 40.59 0.573 354.17 539.44 42.33 1.25 1.23 4.31 0.29 42.62 0.573 0.573 2.030 0.94 0.27
7 12 2.92 39.44 42.60 1.00 0.79 3.72 0.22 42.81 0.575 26.000 39.57 42.75 1.00 0.79 3.72 0.22 42.96 0.574 0.575 0.149 1.00 0.22
8 12 2.39 39.44 42.60 1.00 0.79 3.05 0.14 42.74 0.385 18.868 39.53 42.67 1.00 0.79 3.05 0.14 42.82 0.385 0.385 0.073 1.00 0.14
9 24 6.32 34.40 38.57 2.00 3.14 2.01 0.06 38.63 0.104 316.49 536.12 38.90 2.00 3.14 2.01 0.06 38.96 0.104 0.104 0.329 0.82 0.05
10 15 3.72 36.12 38.95 1.25 1.23 3.03 0.14 39.10 0.441 47.361 36.36 39.16 1.25 1.23 3.03 0.14 39.30 0.441 0.441 0.209 1.00 0.14
11 12 2.67 36.12 38.95 1.00 0.79 3.40 0.18 39.13 0.478 37.614 36.31 39.13 1.00 0.79 3.39 0.18 39.31 0.478 0.478 0.180 1.00 0.18
Project File: C-2 Roadway.stm Number of lines: 11 Run Date: 10/3/2019
Notes:* depth assumed;**Critical depth. c=cir e=ellip b=box
Storm Sewers v2018.30
Hydraflow Storm Sewers Extension for Autodesk® AutoCAD® Civil 3D® Plan
29
31
13 14
Outfall 26 25
1 8o
15
28 22
21
2
16
24 19 18
3 17
23
4
11
8
5 7
6
20
9
27
10
Project File: D-1.stm Number of lines:31 Date: 10/3/2019
Storm Sewers v2018.30
Storm Sewer Inventory Report Page
Line Alignment Flow Data Physical Data Line ID
No.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/
Line Length angle Type Q Area Coeff Time El Dn Slope El Up Size Shape Value Coeff Rim El
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) M (ft) (in) (n) (K) (ft)
1 End 28.319 47.277 MH 0.00 0.00 0.00 0.0 40.00 0.49 40.14 36 Cir 0.012 0.90 45.95 PIPE-91
2 1 116.500 29.093 MH 0.00 0.00 0.00 0.0 40.16 0.50 40.74 24 Cir 0.012 0.98 47.45 PIPE-220
3 2 69.000 0.000 MH 0.00 0.00 0.00 0.0 40.74 0.51 41.09 24 Cir 0.012 0.98 48.42 PIPE-221
4 3 44.500 0.000 MH 0.00 0.00 0.00 0.0 41.09 0.49 41.31 24 Cir 0.012 0.75 48.78 PIPE-222
5 4 103.079 20.441 MH 0.00 0.00 0.00 0.0 41.31 0.58 41.91 24 Cir 0.012 1.00 48.71 PIPE-223
6 5 27.736 -110.44 Grate 0.00 0.40 0.49 5.0 41.90 1.23 42.24 24 Cir 0.015 1.39 47.74 PIPE-224
7 6 193.398 -0.024 Grate 0.00 0.00 0.00 0.0 42.24 1.04 44.26 15 Cir 0.015 0.50 46.60 PIPE-225
8 7 80.406 0.024 MH 0.00 0.00 0.00 0.0 44.26 0.99 45.06 12 Cir 0.012 1.00 48.26 PIPE-226
9 8 175.891 90.000 MH 0.00 0.00 0.00 0.0 46.72 1.00 48.48 6 Cir 0.012 0.15 50.50 PIPE-227
10 9 351.713 0.000 MH 0.00 0.01 0.90 5.0 48.48 1.00 52.00 6 Cir 0.012 1.00 52.54 PIPE-228
11 4 31.820 -45.000 Comb 0.00 0.06 0.90 5.0 45.08 1.01 45.40 12 Cir 0.012 1.00 49.40 PIPE-110
12 1 30.622 -60.907 MH 0.00 0.00 0.00 0.0 40.16 0.52 40.32 30 Cir 0.012 0.99 45.62 PIPE-97
13 12 243.000 0.000 MH 0.00 0.00 0.00 0.0 40.32 0.50 41.53 30 Cir 0.015 0.84 45.62 PIPE-229
14 13 66.845 43.485 MH 0.00 0.00 0.00 0.0 41.53 0.49 41.86 24 Cir 0.015 1.00 46.95 PIPE-230
15 14 70.500 46.515 MH 0.00 0.00 0.00 0.0 41.86 1.01 42.57 18 Cir 0.012 0.98 48.53 PIPE-231
16 15 69.000 0.000 MH 0.00 0.00 0.00 0.0 42.57 1.00 43.26 15 Cir 0.012 0.98 50.08 PIPE-232
17 16 72.810 23.044 Comb 0.00 0.14 0.90 5.0 44.54 2.01 46.00 12 Cir 0.012 1.00 51.52 PIPE-92
18 16 40.512 -77.164 Grate 0.00 0.27 0.87 5.0 44.47 1.01 44.88 12 Cir 0.012 1.00 49.88 PIPE-99
19 16 40.512 77.164 Grate 0.00 0.30 0.77 5.0 44.47 1.01 44.88 12 Cir 0.012 1.00 49.88 PIPE-98
20 6 39.311 65.999 MH 0.00 1.17 0.90 5.0 44.15 1.81 44.86 18 Cir 0.012 1.00 48.30 PIPE-351
21 15 40.512 77.164 Grate 0.00 0.29 0.81 5.0 43.93 1.01 44.34 12 Cir 0.012 1.00 48.34 PIPE-100
22 15 40.512 -77.164 Grate 0.00 0.32 0.81 5.0 43.93 1.01 44.34 12 Cir 0.012 1.00 48.34 PIPE-101
23 3 40.632 -77.203 Grate 0.00 0.23 0.78 5.0 43.92 1.01 44.33 12 Cir 0.012 1.00 48.33 PIPE-109
Project File: D-1.stm Number of lines:31 Date: 10/3/2019
Storm Sewers v2018.30
Storm Sewer Inventory Report Page
Line Alignment Flow Data Physical Data Line ID
No.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-Loss Inlet/
Line Length angle Type Q Area Coeff Time El Dn Slope El Up Size Shape Value Coeff Rim El
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) M (ft) (in) (n) (K) (ft)
24 2 40.632 -77.203 Grate 0.00 0.23 0.81 5.0 42.90 1.01 43.31 12 Cir 0.012 1.00 47.31 PIPE-108
25 14 40.872 -28.598 Grate 0.00 0.37 0.82 5.0 42.38 1.00 42.79 12 Cir 0.012 1.00 46.79 PIPE-103
26 14 40.872 121.629 Grate 0.00 0.29 0.81 5.0 42.38 1.00 42.79 12 Cir 0.012 1.00 46.79 PIPE-102
27 5 225.540 -19.238 Comb 0.00 0.33 0.90 5.0 41.90 0.50 43.03 15 Cir 0.012 1.00 46.28 PIPE-111
28 12 57.212 80.949 Grate 0.00 0.24 0.81 5.0 41.71 1.00 42.28 12 Cir 0.012 1.00 46.28 PIPE-107
29 13 88.883 -8.085 Grate 0.00 0.40 0.83 5.0 41.53 1.00 42.42 15 Cir 0.012 1.00 45.25 PIPE-105
30 12 15.403 -54.246 Grate 0.00 0.26 0.82 5.0 41.10 0.97 41.25 12 Cir 0.012 1.00 45.25 PIPE-106
31 13 15.403 -54.246 Grate 0.00 0.30 0.81 5.0 41.10 0.97 41.25 12 Cir 0.015 1.00 45.25 PIPE-104
Project File: D-1.stm Number of lines:31 Date: 10/3/2019
Storm Sewers v2018.30
Storm Sewer Summary Report Pagel
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) M (ft) (ft) (ft) (ft) No.
1 PIPE-91 24.98 36 Cir 28.319 40.00 40.14 0.494 43.19* 43.22* 0.17 43.40 End Manhole
2 PIPE-220 11.09 24 Cir 116.500 40.16 40.74 0.498 43.40* 43.64* 0.19 43.83 1 Manhole
3 PIPE-221 10.24 24 Cir 69.000 40.74 41.09 0.507 43.83* 43.95* 0.16 44.11 2 Manhole
4 PIPE-222 9.35 24 Cir 44.500 41.09 41.31 0.494 44.11* 44.17* 0.10 44.28 3 Manhole
5 PIPE-223 9.33 24 Cir 103.079 41.31 41.91 0.582 44.28* 44.43* 0.14 44.56 4 Manhole
6 PIPE-224 7.58 24 Cir 27.736 41.90 42.24 1.226 44.56* 44.61* 0.13 44.73 5 Grate
7 PIPE-225 0.06 15 Cir 193.398 42.24 44.26 1.044 44.73 44.73 0.00 44.73 6 Grate
8 PIPE-226 0.06 12 Cir 80.406 44.26 45.06 0.995 44.73 45.16 n/a 45.16 j 7 Manhole
9 PIPE-227 0.07 6 Cir 175.891 46.72 48.48 1.001 46.83 48.61 0.01 48.61 8 Manhole
10 PIPE-228 0.07 6 Cir 351.713 48.48 52.00 1.001 48.61 52.13 n/a 52.13 9 Manhole
11 PIPE-110 0.45 12 Cir 31.820 45.08 45.40 1.006 45.31 45.68 n/a 45.68 4 Combination
12 PIPE-97 19.65 30 Cir 30.622 40.16 40.32 0.522 43.40* 43.46* 0.25 43.71 1 Manhole
13 PIPE-229 17.26 30 Cir 243.000 40.32 41.53 0.498 43.71* 44.28* 0.16 44.44 12 Manhole
14 PIPE-230 12.87 24 Cir 66.845 41.53 41.86 0.494 44.44* 44.73* 0.26 44.99 13 Manhole
15 PIPE-231 8.68 18 Cir 70.500 41.86 42.57 1.007 44.99* 45.40* 0.37 45.77 14 Manhole
16 PIPE-232 4.78 15 Cir 69.000 42.57 43.26 1.000 45.77* 46.09* 0.23 46.32 15 Manhole
17 PIPE-92 1.04 12 Cir 72.810 44.54 46.00 2.005 46.32 46.43 n/a 46.59 j 16 Combination
18 PIPE-99 1.94 12 Cir 40.512 44.47 44.88 1.012 46.32* 46.42* 0.09 46.52 16 Grate
19 PIPE-98 1.91 12 Cir 40.512 44.47 44.88 1.012 46.32* 46.42* 0.09 46.51 16 Grate
20 PIPE-351 8.68 18 Cir 39.311 44.15 44.86 1.806 44.96 46.00 0.56 46.00 6 Manhole
21 PIPE-100 1.94 12 Cir 40.512 43.93 44.34 1.012 45.77* 45.87* 0.09 45.97 15 Grate
22 PIPE-101 2.14 12 Cir 40.512 43.93 44.34 1.012 45.77* 45.89* 0.12 46.01 15 Grate
23 PIPE-109 1.48 12 Cir 40.632 43.92 44.33 1.009 44.35 44.85 0.20 44.85 3 Grate
24 PIPE-108 1.54 12 Cir 40.632 42.90 43.31 1.009 43.83 43.84 n/a 43.84 j 2 Grate
Project File: D-1.stm Number of lines:31 Run Date: 10/3/2019
NOTES: Return period=25 Yrs. ;*Surcharged(HGL above crown). ;j-Line contains hyd.jump.
Storm Sewers v2018.30
Storm Sewer Summary Report Page
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) M (ft) (ft) (ft) (ft) No.
25 PIPE-103 2.50 12 Cir 40.872 42.38 42.79 1.003 44.99* 45.16* 0.16 45.32 14 Grate
26 PIPE-102 1.94 12 Cir 40.872 42.38 42.79 1.003 44.99* 45.09* 0.09 45.19 14 Grate
27 PIPE-111 2.45 15 Cir 225.540 41.90 43.03 0.501 44.56* 44.84* 0.06 44.90 5 Combination
28 PIPE-107 1.60 12 Cir 57.212 41.71 42.28 0.996 43.71* 43.80* 0.06 43.87 12 Grate
29 PIPE-105 2.74 15 Cir 88.883 41.53 42.42 1.001 44.44* 44.58* 0.08 44.65 13 Grate
30 PIPE-106 1.76 12 Cir 15.403 41.10 41.25 0.974 43.71* 43.74* 0.08 43.82 12 Grate
31 PIPE-104 2.00 12 Cir 15.403 41.10 41.25 0.974 44.44* 44.50* 0.10 44.61 13 Grate
Project File: D-1.stm Number of lines:31 Run Date: 10/3/2019
NOTES: Return period=25 Yrs. ;*Surcharged(HGL above crown). ;j-Line contains hyd.jump.
Storm Sewers v2018.30
Storm Sewer Tabulation Pagel
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (1) flow full
Line To 7nt)al Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 28.319 0.00 5.61 0.00 0.00 4.58 0.0 19.1 5.5 24.98 50.80 3.53 36 0.49 40.00 40.14 43.19 43.22 43.25 45.95 PIPE-91
2 1 116.500 0.00 2.43 0.00 0.00 1.97 0.0 17.8 5.6 11.09 17.29 3.53 24 0.50 40.16 40.74 43.40 43.64 45.95 47.45 PIPE-220
3 2 69.000 0.00 2.20 0.00 0.00 1.79 0.0 17.0 5.7 10.24 17.45 3.26 24 0.51 40.74 41.09 43.83 43.95 47.45 48.42 PIPE-221
4 3 44.500 0.00 1.97 0.00 0.00 1.61 0.0 16.4 5.8 9.35 17.23 2.98 24 0.49 41.09 41.31 44.11 44.17 48.42 48.78 PIPE-222
5 4 103.079 0.00 1.91 0.00 0.00 1.56 0.0 15.2 6.0 9.33 18.69 2.97 24 0.58 41.31 41.91 44.28 44.43 48.78 48.71 PIPE-223
6 5 27.736 0.40 1.58 0.49 0.20 1.26 5.0 15.0 6.0 7.58 21.70 2.41 24 1.23 41.90 42.24 44.56 44.61 48.71 47.74 PIPE-224
7 6 193.398 0.00 0.01 0.00 0.00 0.01 0.0 10.6 6.8 0.06 5.72 0.10 15 1.04 42.24 44.26 44.73 44.73 47.74 46.60 PIPE-225
8 7 80.406 0.00 0.01 0.00 0.00 0.01 0.0 9.8 7.0 0.06 3.85 0.83 12 0.99 44.26 45.06 44.73 45.16 46.60 48.26 PIPE-226
9 8 175.891 0.00 0.01 0.00 0.00 0.01 0.0 8.2 7.4 0.07 0.61 1.86 6 1.00 46.72 48.48 46.83 48.61 48.26 50.50 PIPE-227
10 9 351.713 0.01 0.01 0.90 0.01 0.01 5.0 5.0 8.2 0.07 0.61 1.83 6 1.00 48.48 52.00 48.61 52.13 50.50 52.54 PIPE-228
11 4 31.820 0.06 0.06 0.90 0.05 0.05 5.0 5.0 8.2 0.45 3.87 2.90 12 1.01 45.08 45.40 45.31 45.68 48.78 49.40 PIPE-110
12 1 30.622 0.00 3.18 0.00 0.00 2.61 0.0 7.5 7.5 19.65 32.12 4.00 30 0.52 40.16 40.32 43.40 43.46 45.95 45.62 PIPE-97
13 12 243.00C 0.00 2.68 0.00 0.00 2.20 0.0 6.3 7.8 17.26 25.08 3.52 30 0.50 40.32 41.53 43.71 44.28 45.62 45.62 PIPE-229
14 13 66.845 0.00 1.98 0.00 0.00 1.62 0.0 6.1 7.9 12.87 13.77 4.10 24 0.49 41.53 41.86 44.44 44.73 45.62 46.95 PIPE-230
15 14 70.500 0.00 1.32 0.00 0.00 1.09 0.0 5.8 8.0 8.68 11.42 4.91 18 1.01 41.86 42.57 44.99 45.40 46.95 48.53 PIPE-231
16 15 69.000 0.00 0.71 0.00 0.00 0.59 0.0 5.5 8.1 4.78 7.00 3.90 15 1.00 42.57 43.26 45.77 46.09 48.53 50.08 PIPE-232
17 16 72.810 0.14 0.14 0.90 0.13 0.13 5.0 5.0 8.2 1.04 5.46 2.27 12 2.01 44.54 46.00 46.32 46.43 50.08 51.52 PIPE-92
18 16 40.512 0.27 0.27 0.87 0.23 0.23 5.0 5.0 8.2 1.94 3.88 2.47 12 1.01 44.47 44.88 46.32 46.42 50.08 49.88 PIPE-99
19 16 40.512 0.30 0.30 0.77 0.23 0.23 5.0 5.0 8.2 1.91 3.88 2.43 12 1.01 44.47 44.88 46.32 46.42 50.08 49.88 PIPE-98
20 6 39.311 1.17 1.17 0.90 1.05 1.05 5.0 5.0 8.2 8.68 15.29 7.48 18 1.81 44.15 44.86 44.96 46.00 47.74 48.30 PIPE-351
21 15 40.512 0.29 0.29 0.81 0.23 0.23 5.0 5.0 8.2 1.94 3.88 2.47 12 1.01 43.93 44.34 45.77 45.87 48.53 48.34 PIPE-100
22 15 40.512 0.32 0.32 0.81 0.26 0.26 5.0 5.0 8.2 2.14 3.88 2.72 12 1.01 43.93 44.34 45.77 45.89 48.53 48.34 PIPE-101
Project File: D-1.stm Number of lines:31 Run Date: 10/3/2019
NOTES:Intensity=102.61 /(Inlet time+ 16.50)^0.82; Return period=Yrs.25 c=cir e=ellip b=box
Storm Sewers v2018.30
Storm Sewer Tabulation Page
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (1) flow full
Line To 7nt)al Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
23 3 40.632 0.23 0.23 0.78 0.18 0.18 5.0 5.0 8.2 1.48 3.88 4.11 12 1.01 43.92 44.33 44.35 44.85 48.42 48.33 PIPE-109
24 2 40.632 0.23 0.23 0.81 0.19 0.19 5.0 5.0 8.2 1.54 3.88 2.85 12 1.01 42.90 43.31 43.83 43.84 47.45 47.31 PIPE-108
25 14 40.872 0.37 0.37 0.82 0.30 0.30 5.0 5.0 8.2 2.50 3.86 3.19 12 1.00 42.38 42.79 44.99 45.16 46.95 46.79 PIPE-103
26 14 40.872 0.29 0.29 0.81 0.23 0.23 5.0 5.0 8.2 1.94 3.86 2.47 12 1.00 42.38 42.79 44.99 45.09 46.95 46.79 PIPE-102
27 5 225.54 0.33 0.33 0.90 0.30 0.30 5.0 5.0 8.2 2.45 4.95 2.00 15 0.50 41.90 43.03 44.56 44.84 48.71 46.28 PIPE-111
28 12 57.212 0.24 0.24 0.81 0.19 0.19 5.0 5.0 8.2 1.60 3.85 2.04 12 1.00 41.71 42.28 43.71 43.80 45.62 46.28 PIPE-107
29 13 88.883 0.40 0.40 0.83 0.33 0.33 5.0 5.0 8.2 2.74 7.00 2.23 15 1.00 41.53 42.42 44.44 44.58 45.62 45.25 PIPE-105
30 12 15.403 0.26 0.26 0.82 0.21 0.21 5.0 5.0 8.2 1.76 3.81 2.24 12 0.97 41.10 41.25 43.71 43.74 45.62 45.25 PIPE-106
31 13 15.403 0.30 0.30 0.81 0.24 0.24 5.0 5.0 8.2 2.00 3.05 2.55 12 0.97 41.10 41.25 44.44 44.50 45.62 45.25 PIPE-104
Project File: D-1.stm Number of lines:31 Run Date: 10/3/2019
NOTES:Intensity=102.61 /(Inlet time+ 16.50)^0.82; Return period=Yrs.25 c=cir e=ellip b=box
Storm Sewers v2018.30
Hydraulic Grade Line Computations Page
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) N (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) N M (ft) (K) (ft)
1 36 24.98 40.00 43.19 3.00 7.07 3.54 0.19 43.38 0.120 28.319 40.14 43.22 3.00 7.07 3.53 0.19 43.42 0.120 0.120 0.034 0.90 0.17
2 24 11.09 40.16 43.40 2.00 3.14 3.53 0.19 43.59 0.205 116.50 40.74 43.64 2.00 3.14 3.53 0.19 43.83 0.205 0.205 0.239 0.98 0.19
3 24 10.24 40.74 43.83 2.00 3.14 3.26 0.17 43.99 0.175 69.000 41.09 43.95 2.00 3.14 3.26 0.17 44.11 0.175 0.175 0.121 0.98 0.16
4 24 9.35 41.09 44.11 2.00 3.14 2.98 0.14 44.25 0.146 44.500 41.31 44.17 2.00 3.14 2.98 0.14 44.31 0.146 0.146 0.065 0.75 0.10
5 24 9.33 41.31 44.28 2.00 3.14 2.97 0.14 44.42 0.145 103.07 41.91 44.43 2.00 3.14 2.97 0.14 44.56 0.145 0.145 0.149 1.00 0.14
6 24 7.58 41.90 44.56 2.00 3.14 2.41 0.09 44.66 0.150 27.736 42.24 44.61 2.00 3.14 2.41 0.09 44.70 0.150 0.150 0.041 1.39 0.13
7 15 0.06 42.24 44.73 1.25 1.23 0.05 0.00 44.73 0.000 193.39 44.26 44.73 0.47 0.42 0.14 0.00 44.73 0.001 0.001 0.001 0.50 0.00
8 12 0.06 44.26 44.73 0.47 0.04 0.17 0.03 44.77 0.000 80.406 45.06 45.16 j 0.10** 0.04 1.50 0.03 45.20 0.005 0.003 n/a 1.00 0.03
9 6 0.07 46.72 46.83 0.11* 0.03 2.03 0.04 46.88 0.000 175.89 148.48 48.61 0.13** 0.04 1.70 0.04 48.65 0.000 0.000 n/a 0.15 0.01
10 6 0.07 48.48 48.61 0.13 0.04 1.91 0.05 48.65 0.000 351.71 52.00 52.13 0.13** 0.04 1.75 0.05 52.18 0.000 0.000 n/a 1.00 n/a
11 12 0.45 45.08 45.31 0.23* 0.14 3.28 0.10 45.41 0.000 31.820 45.40 45.68 0.28** 0.18 2.52 0.10 45.78 0.000 0.000 n/a 1.00 n/a
12 30 19.65 40.16 43.40 2.50 4.91 4.00 0.25 43.65 0.196 30.622 40.32 43.46 2.50 4.91 4.00 0.25 43.71 0.196 0.196 0.060 0.99 0.25
13 30 17.26 40.32 43.71 2.50 4.91 3.52 0.19 43.90 0.236 243.00 41.53 44.28 2.50 4.91 3.52 0.19 44.47 0.236 0.236 0.573 0.84 0.16
14 24 12.87 41.53 44.44 2.00 3.14 4.10 0.26 44.70 0.431 66.845 41.86 44.73 2.00 3.14 4.10 0.26 44.99 0.431 0.431 0.288 1.00 0.26
15 18 8.68 41.86 44.99 1.50 1.77 4.91 0.38 45.36 0.583 70.500 42.57 45.40 1.50 1.77 4.91 0.38 45.78 0.583 0.583 0.411 0.98 0.37
16 15 4.78 42.57 45.77 1.25 1.23 3.90 0.24 46.00 0.468 69.000 43.26 46.09 1.25 1.23 3.90 0.24 46.33 0.468 0.468 0.323 0.98 0.23
17 12 1.04 44.54 46.32 1.00 0.32 1.32 0.03 46.35 0.073 72.810 46.00 46.43 j 0.43** 0.32 3.21 0.16 46.59 0.489 0.281 0.205 1.00 0.16
18 12 1.94 44.47 46.32 1.00 0.79 2.47 0.09 46.42 0.252 40.512 44.88 46.42 1.00 0.79 2.47 0.09 46.52 0.252 0.252 0.102 1.00 0.09
19 12 1.91 44.47 46.32 1.00 0.79 2.43 0.09 46.41 0.244 40.512 44.88 46.42 1.00 0.79 2.43 0.09 46.51 0.244 0.244 0.099 1.00 0.09
20 18 8.68 44.15 44.96 0.81* 0.97 8.93 0.56 45.52 0.000 39.311 44.86 46.00 1.14** 1.44 6.03 0.56 46.56 0.000 0.000 n/a 1.00 0.56
21 12 1.94 43.93 45.77 1.00 0.79 2.47 0.09 45.86 0.252 40.512 44.34 45.87 1.00 0.79 2.47 0.09 45.97 0.252 0.252 0.102 1.00 0.09
22 12 2.14 43.93 45.77 1.00 0.79 2.72 0.12 45.88 0.307 40.512 44.34 45.89 1.00 0.79 2.72 0.12 46.01 0.307 0.307 0.124 1.00 0.12
Project File: D-1.stm Number of lines:31 Run Date: 10/3/2019
Notes:* depth assumed;**Critical depth.;j-Line contains hyd.jump c=cir e=ellip b=box
Storm Sewers v2018.30
Hydraulic Grade Line Computations Page
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) N (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) N M (ft) (K) (ft)
23 12 1.48 43.92 44.35 0.43* 0.32 4.60 0.20 44.55 0.000 40.632 44.33 44.85 0.52** 0.41 3.63 0.20 45.05 0.000 0.000 n/a 1.00 0.20
24 12 1.54 42.90 43.83 0.93 0.42 2.02 0.21 44.04 0.159 40.632 43.31 43.84 j 0.53** 0.42 3.68 0.21 44.05 0.146 0.152 n/a 1.00 n/a
25 12 2.50 42.38 44.99 1.00 0.79 3.19 0.16 45.15 0.421 40.872 42.79 45.16 1.00 0.79 3.19 0.16 45.32 0.421 0.421 0.172 1.00 0.16
26 12 1.94 42.38 44.99 1.00 0.79 2.47 0.09 45.08 0.252 40.872 42.79 45.09 1.00 0.79 2.47 0.09 45.19 0.252 0.252 0.103 1.00 0.09
27 15 2.45 41.90 44.56 1.25 1.23 2.00 0.06 44.63 0.123 225.54 43.03 44.84 1.25 1.23 2.00 0.06 44.90 0.123 0.123 0.277 1.00 0.06
28 12 1.60 41.71 43.71 1.00 0.79 2.04 0.06 43.77 0.173 57.212 42.28 43.80 1.00 0.79 2.04 0.06 43.87 0.173 0.173 0.099 1.00 0.06
29 15 2.74 41.53 44.44 1.25 1.23 2.23 0.08 44.52 0.153 88.883 42.42 44.58 1.25 1.23 2.23 0.08 44.65 0.153 0.153 0.136 1.00 0.08
30 12 1.76 41.10 43.71 1.00 0.79 2.24 0.08 43.78 0.208 15.403 41.25 43.74 1.00 0.79 2.24 0.08 43.82 0.208 0.208 0.032 1.00 0.08
31 12 2.00 41.10 44.44 1.00 0.79 2.55 0.10 44.54 0.422 15.403 41.25 44.50 1.00 0.79 2.55 0.10 44.61 0.422 0.422 0.065 1.00 0.10
Project File: D-1.stm Number of lines:31 Run Date: 10/3/2019
Notes:. depth assumed;„Critical depth.;j-Line contains hyd.jump c=cir e=ellip b=box
Storm Sewers v2018.30
APPENDIX G
Long Term Pollution Prevention Operation and Maintenance Plans
L A NEE lV
Stormwater Operation and Maintenance Plan
1600 Osgood Street, North Andover - Lot A (Office Park)
Long Term Pollution Prevention Operation and Maintenance Plan
The purpose of this Long Term Pollution Prevention Operation and Maintenance Plan ("O&M")
is to provide project specific information related to the long term operation, maintenance,
inspection, documentation, and performance of the structural and non-structural stormwater
features. Regular inspection and maintenance of the stormwater management system is
necessary to ensure proper operation of the system. The following O&M has been prepared to
ensure the proposed system functions as intended. This O&M plan identifies maintenance
procedures, schedules, and responsible parties.
The Long Term Pollution Prevention Operation and Maintenance Plan has been compiled in
general accordance with Federal, State, and Local requirement in addition to stormwater best
management practices ("BMPs").
Responsible Parties:
1600 Osgood Street, LLC and Osgood Landing, LLC, or any successor of, shall be the party
responsible for implementing this O&M plan.
1600 Osgood Street, LLC and Osgood Landing, LLC
1600 Osgood Street
North Andover, MA 01845
Estimated Annual Costs
The estimated annual cost for the implementation of this plan is $11,500.
Stormwater Operation and Maintenance Procedures:
Procedures are obtained from the Massachusetts Stormwater Handbook. These procedures
are for all structural and non-structural BMPs and are intended to eliminate or reduce the long
term soil erosion and degradation of stormwater features following construction completion.
The inspection and successful implementation of all stormwater measures, shall be the
Property Manager's responsibility.
Stormwater Operation and Maintenance Plan
1600 Osgood Street, North Andover - Lot A (Office Park)
Structural Pretreatment BlVlPs
Deep Sump Catch Basin
...............Acti I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.11.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.................
vity Frequency
Inspect units Four times per year
------------ ------------
Clean units Four times per year or whenever the depth of
deposits is greater than or equal to one half
the depth from the bottom of the,invert of he
lowest pipe in the basin,
.......................................................................................................................................................
Sediment Forebays
Activity Frequency
Inspect sediment forebays Monthly
Clean sediment forebays Two times per year and when sediment depth
is between 0.5 to 1 foot
...............................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
Proprietary Separators
..................
Activity Frequency
Inspect in accordance with manufacturer requirements, but no less than twice a See activity
year following installation, and no less than once a year thereafter.
..............................................................................
Remove sediment and other trapped pollutants at frequency or level specified by See
manufacturer. manufacturer
------------------
----------------------------------------------------------------------------------------------------------------------------------[information-----------
Treatment BlVlPs
Bioretention Areas & Rain Gardens
Bioretention Maintenance Schedule
Activity Time of Year Frequency
Inspect&remove trash Year round Monthly
Mulch Spring Annually
Remove dead vegetation Fall or Spring Annually
Replace dead vegetation Spring Annually
Prune Spring or Fall Annually
Replace entire media& Late Spring/early As needed*
all vegetation Summer
Stormwater Operation and Maintenance Plan
1600 Osgood Street, North Andover - Lot A (Office Park)
Extended Dry Detention Basins
Activity Frequency
Inspect extended dry detention basins At least twice a year and during and after major
storms.
Examine the outlet structure for evidence of At least twice a year.
clogging or outflow release velocities that area
greater than design flow.
Mow the Lipper-stage,side slopes, embankment, At Beast twice a year.
and emergency spillway.
Remove trash and debris. At least twice a year.
Remove sediment from the basin. At Beast once every 5 years.
...............................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................
Infiltration BMPs
Infiltration Basin
-®-®-®-®-®-®-®-®_._. --
Activity- _.._.._.._.._...._...._...._...._...._.... ........................_...Frequency._...._...._...._...._...._.... .
..................................................................................................................................................................................................................................................................................................................
Preventative maintenance Twice a year
inspect to ensure prosper functioning After every major storm during first 3 months of
operation and twice a year thereafter and when
there are discharges through the high outlet
orifice..
Mow the:buffer area, side slopes, and basin bottom Twice a year
if grassed floor; rake if stone bottom; remove
trash and debris; remove grass clippings and
accumulated organic matter
Inspect and clean pretreatment devices Every other month recommended and at least
twice a year and after every major storm event.
Dry Well
Activity Frequency
.................................................................................................................................................................................................................................................................................................................................
Inspect dry wells. After every major storm in the first few months
after construction to ensure proper stabilization
and function.Thereafter,inspect annually.
Stormwater Operation and Maintenance Plan
1600 Osgood Street, North Andover - Lot A (Office Park)
Non-Structural Pretreatment BMPs
Street Sweeping
Activity Frequency
High Efficiently Vacuum Quarterly Average, with sweeping scheduled
primary in spring and fall
Regenerative Air Sweeper Quarterly Average, with sweeping scheduled
primary in spring and fall
Mechanical Sweeper Monthly Average, with sweeping scheduled
primarily in spring and fall
Material and Equipment Storage
Material and equipment storage shall be done in a safe and orderly fashion. All debris and
waste shall be collected and disposed of offsite in a legal manner in accordance with local and
federal guidelines. The temporary storage of snow may be permitted in accordance with the
locally approved permit plans in the pre-determined locations. Snow may not be disposed of in
or around wetland. The wetlands, wetlands buffer zones, and snow storage locations are
show in the attached permit drawings.
All curb leak-off shall be cleared of snow and debris within 24-hours of a snowfall event to
ensure proper drainage.
Spill Control & Containment
The following measures must be implemented to minimize, control, and contain spills:
• Store chemicals inside, when applicable
• Pick up litter
• The spill shall be contained as close to the source as possible with a dike of absorbent
materials from the spill cleanup equipment (such as socks, pads, pillows, or "pigs").
Additional dikes must be constructed to protect swales or other stormwater
conveyances or streams. A cover or dike will shall protect any other stormwater
structures such as catch basins
• Implement employee training program and hold session at least once a year
• Identify spill control team
Pesticides and Fertilizers
• Pesticide/Herbicide Usage — No pesticides are to be used unless a single spot treatment
is required for a specific control application.
• Fertilizer usage should be avoided. If deemed necessary, slow release fertilizer should
be used. Fertilizer may be used to begin the establishment of vegetation in bare or
damaged areas, but should not be applied on a regular basis unless necessary
Stormwater Operation and Maintenance Plan
1600 Osgood Street, North Andover — Lot A (Office Park)
STORMWATER MANAGEMENT SYSTEM INSPECTION AND MAINTENANCE CHECKLIST
1600 Osgood Street Inspector:
Date: Time: Site Conditions:
Inspection & Maintenance Item Satisfactory? Comments or Corrective Measures
Yes (Y) or No (N) Taken
Deep Sump Catch Basin
Inspect Units Y N
Clean Units Y N
Sediment Forebays
Inspect Sediment Forebays Y N
Clean Sediment Forebays Y N
Proprietary Separators
Inspect per Manufacture Recommendations Y N
Remove Sediments and Pollutants Y N
Bioretention Areas & Rain Gardens
Inspect & Remove Trash Y N
Remove & Replace Dead Vegetation Y N
Extended Dry Detention Basin
Inspect Basin Y N
Inspect Outlet Structure Y N
Mow Basin Y N
Remove Trash and Debris Y N
Stormwater Operation and Maintenance Plan
1600 Osgood Street, North Andover — Lot A (Office Park)
1600 Osgood Street Inspector:
Date: Time: Site Conditions:
Inspection & Maintenance Item Satisfactory? Comments or Corrective Measures
Yes (Y) or No (N) Taken
Infiltration Basins
Inspect Basin Y N
Mow Basin Y N
Check forebay for accumulated sediment, trash, and Y N
debris. Remove as required.
Remove sediment from basin. Y N
Dry Well
Inspect and clean Y N
Street Sweeping
High Efficient Vacuum quarterly Y N
Regenerative Air Sweeper quarterly Y N
Mechanical Sweeper monthly Y N
z 3 A 5 D B z
� SIGNATURE BLOCK 3
* � MAINTENANCE FEATURE RESPONSIBILITY
LOT A OFFICE PARK
t i CeDur+es ou��rvEo ry Trve sTarer+wnTE.over+n�arvs nrvo un rv�ervnrv..v.. areocEE...Dun rveD ry�rvE s�or+uwn�er+ovErenT orvs nrvo r+n rvTErvnrvcE van
MI N111MINT rtniva[s IF ID O To THE NNTENaNCE O THE soa TTI ACRE[s TTI T N INN Ncp oo r'I sroRr+wnTH[
DIN ON THs a�eN eNo N accoaoeNc[wTH Tx[ unNncEUENT rFaTuacs DEH,rEo oN TIT PiaN allo N c a rvc
vr+o N'ry, LOT B AMAZON DISTRIBUTION FACILITY
r'
\ NOTE:ALL CATCH BASINS ARE DEEP SUMP
f - SEDIMENT
LOT Di O FORE
�L MAINTENANCE SHALL BE PERFORMED BY m INFILTRATION BASIN r
LOT B AMAZON DISTRIBUTION FACILITY WITH DRY WELLS
1\ \ � SNOW STORAGE $
PROPERTY LINE mP) O
OSCO0-STREET(ROUTE 125)
' z
II .4 - �� SEQIMENT�
LOTH
I PROPRIETARY SEPARATORS SEDIMENT-fOREBAY
7 �nED
% 411 EXISTING GR9PAGB TO REMAIN& 1 �; '— '�
\ 'PO�a EXISTING-STORY OFFICE USE TO 1,089 PROPOSED UR SPACB -
` REMAIN 1SS 333 BF FOOTPRINT 1�500 TOTAL
1T
WETLAND LIMITS RAINCARDEN T ! _ `� -»-TL , a IN IT�fN .SN \�\
un
25'WERAND BUFFER ME DIED DRY
('P) DETENTION BASIN
Sd WET-AND BUFFER V
1W WEEP-AND BUFFER '
mPl Q o 1�
3 �CjB ° 6 v
4 A
\\ , _ — �� —FDA BAYSEDIMENT } f
m °
t lAflRYWE?I � �I.
PEVISIONS
PROPERTY Lam;
WATERSHED DELINEATION rvAIuRE PRFESSONAL X%XXX%...'ATE SIGNED
D O
STATE LC.N.,NNNNN
L
APPROXIMXn2ffl'RIVERFRONT�\ 1 `< —M—N— I "�� V A,� LANGAN
Uffnn // g
SNOW STORAGE \� d\ — — � F T � 'iir
mP) \ j"�,, f "�� J/. j - ven,cT o6511
I �'
1 ry 1600 OSGOOD STREET
EXTENDED DRY DETENTION BASIN
STORMWATER TREATMENT FEATURES LOT LOT � SEDIMENT I / �: WETLAND UMIBOMBAYTS —USE-
OFF-LINE
mp� SNOW STORAGE _� '} 35'WETLAND BUFFER nT,tI,
GARDENS
SUMP CATCH BASINS X X z� ^ C l J� I -----� \� / O'WETLAND BUFFER TM retie
RAIN GARDENS X X sz \ �— ` �\ mP) f 1 1 50 S
Dra
EL x
TORMWATER
VEGETATEDFILTERSTRIP X Y�,. \\ ! \'� �� ., v. � ,� � 100'WETIANDBUFFER MANAGEMENT
m� FEATURES
SEDIMENT FOREBAYS X X '✓°
EXTENDED DRY DETENTION BASINS X X —, ' �
INFILTRATION BASINS WITH DRY WELLS X X -" N. a g N.
WET POND X �`
"� Pra ect or x%n
�� f� �- 1wlezrol
III Dale
PROPRIETARYSEPAMTORS X X FIG.
� D
STREET SWEEPING X X - TEST Dr.,By
RS I C
I G.
RI
Ch,,k,d By
sh"I
Hydro
International
0
i�.
all��
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ICY
iC" r
� v /
/
i
/
Qpeiratiuir'i aII"id I\Aairwal
*NOTE*
OPERATIONS AND MAINTENANCE PROCEDURES
INCLUDEING INSPECTIONS AND CLEANING MAY BE
PERFORMED BY ANY QUALIFIED PARTY
IF liii rst IIIC ::::: f::::: ins::::: ind II liii irst IIIC ::::: f::::: iii " II Eiglh CaIpa&i" y
Vortex Separator for Stormwater Treatment
Page 12 First Defense° Operation and Maintenance Manual
I able of Contents
$ FIRST DEFENSE°BY HYDRO INTERNATIONAL
-INTRODUCTION
-OPERATION
-POLLUTANT CAPTURE AND RETENTION
4 MODEL SIZES&CONFIGURATIONS
-FIRST DEFENSE°COMPONENTS
5 MAINTENANCE
-OVERVIEW
-MAINTENANCE EQUIPMENT CONSIDERATIONS
-DETERMINING YOUR MAINTENANCE SCHEDULE
6 MAINTENANCE PROCEDURES
-INSPECTION
-FLOATABLES AND SEDIMENT CLEAN OUT
8 FIRST DEFENSE°INSTALLATION LOG
9 FIRST DEFENSE°INSPECTION AND MAINTENANCE LOG
COPYRIGHT STATEMENT:The contents of this manual, including the graphics contained herein, are intended for the use of the recipient to whom the
document and all associated information are directed. Hydro International plc owns the copyright of this document, which is supplied in confidence. It
must not be used for any purpose other than that for which it is supplied and must not be reproduced, in whole or in part stored in a retrieval system or
transmitted in any form or by any means without prior permission in writing from Hydro International plc. First Defense°is a trademarked hydrodynamic
vortex separation device of Hydro International plc.A patent covering the First Defense°has been granted.
DISCLAIMER: Information and data contained in this manual is exclusively for the purpose of assisting in the operation and maintenance of Hydro
International plc's First Defense°. No warranty is given nor can liability be accepted for use of this information for any other purpose. Hydro International
plc has a policy of continuous product development and reserves the right to amend specifications without notice.
Hydro International (Stormwater), 94 Hutchins Drive, Portland ME 04102
Tel: (207)756-6200 Fax: (207)756-6212 Web: www.hydro-int.com
First Defense° Operation and Maintenance Manual
III°°"'I E I All TI I I OISERVICIES
Hydro International has been engineering stormwater treatment systems for over 30 years.We understand the mechanics of remov-
ing pollutants from stormwater and how to keep systems running at an optimal level.
M191111
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miliffill
i 1111311111,111 211191111:11111Milliliz,1111111
VO II ID SERVICIE INIEGII....11GENCIE
Sanitation services providers not intimately familiar with stormwater
treatment systems are at risk of the following:
• Inadvertently breaking parts or failing to clean/replace system compo-
nents appropriately.
Charging you for more frequent maintenance because they lacked the
tools to service your system properly in the first place.
Billing you for replacement parts that might have been covered under
your Hydro warranty plan
Charging for maintenance that may not yet have been required.
IEAVIE "r IH IE E II I ry WORK ro us
Trash, sediment and polluted water is stored inside treatment
systems until they are removed by our team with a vactor truck.
Sometimes teams must physically enter the system chambers
in order to prepare the system for maintenance and install any
replacement parts. Services include but are not limited to:
• Solids removal
• Removal of liquid pollutants
• Replacement media installation (when applicable)
III �
IV
i
Hydro International (Stormwater), 94 Hutchins Drive, Portland ME 04102
Tel: (207)756-6200 Fax: (207)756-6212 Web: www.hydro-int.com
First Defense° Operation and Maintenance Manual
BETTER ToOLS, BETTERLT
Not all vactor trucks are created equal.Appropriate tools and suction power are needed to service stormwater systems appropriately.
Companies who don't specialize in stormwater treatment won't have the tools to properly clean systems or install new parts.
J�//if jr� i✓�i�i��%
It
d �+
i'
SERVICET
Make sure you're not paying for service that is covered under your warranty plan. Only Hydro International's service teams can identify
tune-ups that should be on us, not you.
• Stormwwater filters
r
• Stormwater separators
• Baffle boxes
• Biofilters/biorention systems
• Storage structures �1�
• Catch basins ` °r
• Stormwater ponds
• Permeable pavement
r
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Page 13 First Defense° Operation and Maintenance Manual
III „ IF l Ilr t IIC;;;; ,,,- lr "� by Hydro III In t lrin ° III n 111
11IIInitIIrO "tiol In pphlcatlioins
The First Defense' is an enhanced vortex separator • Stormwater treatment at the point of entry into the drainage line
that combines an effective and economical stormwater • Sites constrained by space, topography or drainage profiles
treatment chamber with an integral peak flow bypass. It with limited slope and depth of cover
efficiently removes total suspended solids (TSS), trash and • Retrofit installations where stormwater treatment is placed on or
hydrocarbons from stormwater runoff without washing out tied into an existing storm drain line
previously captured pollutants. The First Defense°is available • Pretreatment for filters, infiltration and storage
in several model configurations (refer to Section ll. Model
Sizes & Configurations, page 4) to accommodate a wide Advantages
range of pipe sizes, peak flows and depth constraints.
• Inlet options include surface grate or multiple inlet pipes
• Integral high capacity bypass conveys large peak flows without
the need for"offline" arrangements using separate junction
Operation the
The First Defense°operates on simple fluid hydraulics. It is self- • Proven to prevent pollutant washout at up to 500%of its
activating, has no moving parts,no external power requirement treatment flow
and is fabricated with durable non-corrosive components. • Long flow path through the device ensures a long residence
No manual procedures are required to operate the unit and time within the treatment chamber, enhancing pollutant settling
maintenance is limited to monitoring accumulations of stored • Delivered to site pre-assembled and ready for installation
pollutants and periodic clean-outs. The First Defense° has
been designed to allow for easy and safe access for inspection,
monitoring and clean-out procedures. Neither entry into the
unit nor removal of the internal components is necessary for -�
maintenance,thus safety concerns related to confined-space-
IF,
entry are avoided.
1:::1olll1utaint Capture and IRetention
i
The internal components of the First Defense® have been
j J�J�111�r�i�iarpiio��a�i��
designed to optimize pollutant capture. Sediment is captured 1�
and retained in the base of the unit, while oil and floatables
are stored on the water surface in the inner volume (Fig.1).
J Max Oil
The pollutant storage volumes are isolated from the built-in oil % Storage Depth
bypass chamber to prevent washout during high-flow storm
I
events. The sump of the First Defense® retains a standing
water level between storm events. This ensures a quiescent
flow regime at the onset of a storm, preventing resuspension
and washout of pollutants captured during previous events.
Sediment
Sediment f e Stora
Accessories such as oil absorbent pads are available for % g
i
enhanced oil removal and storage. Due to the separation
of the oil and floatable storage volume from the outlet, the
potential for washout of stored pollutants between clean-outs Fig.1 Pollutant storage volumes in the First Defense'.
is minimized.
Page 14 First Defense° Operation and Maintenance Manual
III III 11\AoddI Sizes & Caia-figuratlans
The First Defense'inlet and internal bypass arrangements are available in several model sizes and configurations.The components
of the First Defense'-4HC and First Defense'-6HC have modified geometries as to allow greater design flexibility needed to
accommodate various site constraints.
All First Defense' models include the internal components that are designed to remove and retain total suspended solids (TSS),
gross solids, floatable trash and hydrocarbons (Fig.2a - 2b). First Defense' model parameters and design criteria are shown in
Table 1.
Furst IDefeinse`0 Components
1. Built-In Bypass 4. Floatables Draw-off Port 7. Sediment Storage
2. Inlet Pipe 5. Outlet Pipe 8. Inlet Grate or Cover
3. Inlet Chute 6. Floatables Storage
o.
(not pictured)��°�
I
it
i p ou WO
a. 11"'I'"I, f b.
Fig. First Defense°-4 and First Def��
g ) ense°-6;b)First Defense°-4HC and First Defense°-6HC with higher capacity dual internal
bypass and larger maximum pipe diameter.
..
FD-3HC 3/0.9 0.84/23.7 1.60/45.3 15/424 18/457 125/473 0.4/0.3 2.0-3.5/0.6-1.0 3.71 /1.13
.......................................................................................................................................................
FD-4HC 4/1.2 1.50/42.4 1.88/50.9 18/510 24/600 191 /723 0.7/0.5 2.3-3.9/0.7-1.2 4.97/1.5
.......................................................................................................................................................
FD-5HC 5/1.5 2.34/66.2 2.94/82.1 20/566 24/609 300/1135 1.1 /.84 2.5-4.5/0.7-1.3 5.19/1.5
.......................................................................................................................................................
FD-6HC 6/1.8 3.38/95.7 4.73/133.9 32/906 30/750 496/1,878 1.6/1.2 3.0-5.1 /0.9-1.6 5.97/1.8
.......................................................................................................................................................
FD-8HC 8/2.4 6.00/169.9 7.52/212.9 50/1,415 48/1219 1120/4239 2.8/2.1 3.0-6.0/0.9-1.8 7.40/2.2
'Contact Hydro International when larger pipe sizes are required.
CContact Hydro International when custom sediment storage capacity is required.
3Minimum distance for models depends on pipe diameter.
Hydro International (Stormwater), 94 Hutchins Drive, Portland ME 04102
Tel: (207)756-6200 Fax: (207)756-6212 Web: www.hydro-int.com
Page 15 First Defense° Operation and Maintenance Manual
III III III INA a ii iin te in a in ce
Overview
The First Defense' protects the environment by removing a wide range of pollutants from stormwater runoff. Periodic removal of
these captured pollutants is essential to the continuous, long-term functioning of the First Defense°. The First Defense°will capture
and retain sediment and oil until the sediment and oil storage volumes are full to capacity. When sediment and oil storage capacities
are reached, the First Defense°will no longer be able to store removed sediment and oil. Maximum pollutant storage capacities are
provided in Table 1.
The First Defense°allows for easy and safe inspection, monitoring and clean-out procedures. A commercially or municipally owned
sump-vac is used to remove captured sediment and floatables. Access ports are located in the top of the manhole.
Maintenance events may include Inspection, Oil&Floatables Removal, and Sediment Removal. Maintenance events do not require
entry into the First Defense°, nor do they require the internal components of the First Defense° to be removed. In the case of
inspection and floatables removal, a vactor truck is not required. However, a vactor truck is required if the maintenance event is to
include oil removal and/or sediment removal.
Maintenance Equipment Considerations
The internal components of the First Defense°-HC have a centrally located circular shaft through which the sediment storage sump
can be accessed with a sump vac hose.The open diameter of this access shaft is 15 inches in diameter(Fig.3).Therefore,the nozzle
fitting of any vactor hose used for maintenance should be less than 15 inches in diameter.
15-in Maintenance Access
tk �(if
i
�a
un« t
1 P't y'yl
fV1,E#yil+�'II'ili II
Fig.3 The central opening to the sump of the First Defense°-HC is 15 inches in diameter.
Determining Your Maintenance Schedule
The frequency of clean out is determined in the field after installation. During the first year of operation,the unit should be inspected
every six months to determine the rate of sediment and floatables accumulation. A simple probe such as a Sludge-Judge°can be
used to determine the level of accumulated solids stored in the sump. This information can be recorded in the maintenance log (see
page 9)to establish a routine maintenance schedule.
The vactor procedure, including both sediment and oil/flotables removal,for a 6-ft First Defense°typically takes less than 30 minutes
and removes a combined water/oil volume of about 765 gallons.
Page 16 First Defense° Operation and Maintenance Manual
Inspection Procedures
1. Set up any necessary safety equipment around the access
port or grate of the First Defense®as stipulated by
local ordinances. Safety equipment should notify passing
pedestrian and road traffic that work is being done.
2. Remove the grate or lid to the manhole.
i o
. Without entering the vessel, look down into the chamber to
inspect the inside. Make note of an irregularities. Fi 4
p Y 9 9�
shows the standing water level that should be observed.
4. Without entering the vessel, use the pole with the skimmer net
to remove floatables and loose debris from the components
i
and water surface.
5. Using a sediment probe such as a Sludge Judge°, measure j
the depth of sediment that has collected in the sump of the
vessel.
6. On the Maintenance Log (see page 9), record the date, unit
i
location, estimated volume of floatables and gross debris
removed, and the depth of sediment measured. Also note
any apparent irregularities such as damaged components or
blockages. �
l
7. Securely replace the grate or lid.
6. Take down safety equipment.
9. Notify Hydro International of any irregularities noted during
inspection. Fig.4 Floatables are removed with a vactor hose(First Defense
model FD-4, shown).
Roatables and Sediment C,Ieain Out
Floatables clean out is typically done in conjunction with Recommended E-guipment
sediment removal. A commercially or municipally owned sump- ® Safety Equipment(traffic cones, etc)
vac is used to remove captured sediment and floatables(Fig.5).
® Crow bar or other tool to remove grate or lid
Floatables and loose debris can also be netted with a skimmer
and pole. The access port located at the top of the manhole ® Pole with skimmer or net(if only floatables are being removed)
provides unobstructed access for a vactor hose and skimmer
pole to be lowered to the base of the sump. ® Sediment probe (such as a Sludge Judge°)
Scheduling ® Vactor truck(flexible hose recommended)
® Floatables and sump clean out are typically conducted once
a year during any season. ® First Defense'Maintenance Log
® Floatables and sump clean out should occur as soon as
possible following a spill in the contributing drainage area.
Hydro International (Stormwater), 94 Hutchins Drive, Portland ME 04102
Tel: (207)756-6200 Fax: (207)756-6212 Web: www.hydro-int.com
Page 17 First Defense° Operation and Maintenance Manual
Floatablas and sediment Clean Out Procedures
1. Set up any necessary safety equipment around the access
port or grate of the First Defense®as stipulated by
local ordinances. Safety equipment should notify passing
pedestrian and road traffic that work is being done.
i o
2. Remove the grate or lid to the manhole.
. Without entering the vessel, look down into the chamber to
inspect the inside. Make note of any irregularities. J/
4. Remove oil and floatables stored on the surface of the water l
with the vactor hose(Fig.5)or with the skimmer or net(not
pictured).
5. Using a sediment probe such as a Sludge Judge°, measure
the depth of sediment that has collected in the sump of the
vessel and record it in the Maintenance Log (page 9).
5. Once all floatables have been removed, drop the vactor hose
to the base of the sump. Vactor out the sediment and gross
debris off the sump floor(Fig.5).
7. Retract the vactor hose from the vessel.
i
5. On the Maintenance Log provided by Hydro International,
record the date, unit location, estimated volume of floatables
and gross debris removed, and the depth of sediment
measured. Also note any apparent irregularities such as
damaged components, blockages, or irregularly high or low
water levels. Fig.5 Sediment is removed with a vactor hose (First Defense
model FD-4, shown).
9. Securely replace the grate or lid.
IINUIntenance at a Glance
Inspection - Regularly during first year of installation
- Every t r.'ionths after the first year of installation
Oil and Floatables -Once per year,with sediment removal
Removal - Following a spill in the drainage area
Sediment Removal -Once per year or as needed
- Following a spill in the drainage area
NOTE: For most clean outs the entire volume of liquid does not need to be removed from the manhole. Only remove the
first few inches of oils and floatables from the water surface to reduce the total volume of liquid removed during a clean out.
Hydro
I nternational
�IF i first 11 )efE...%ris III ins taIII III atlan 11 og
HYDRO INTERNATIONAL REFERENCE NUMBER:
SITE NAME:
SITE LOCATION:
OWNER: CONTRACTOR:
CONTACT NAME: CONTACT NAME:
COMPANY NAME: COMPANY NAME:
ADDRESS: ADDRESS:
TELEPHONE: TELEPHONE:
FAX: FAX:
INSTALLATION DATE:
MODEL SIZE (CIRCLE ONE): FD-4 FD-4HC FD-6 FD-6HC
INLET (CIRCLE ALL THAT APPLY): GRATED INLET(CATCH BASIN) INLET PIPE (FLOW THROUGH)
Hydro International (Stormwater), 94 Hutchins Drive, Portland ME 04102
Tel: (207)756-6200 Fax: (207)756-6212 Web: www.hydro-int.com
Hydro
International
II F i first 11 )efenseO�� III finspectioii n III liintenance 11 og
Date initials Depth of Sediment Volume of Site Activity and
Floatables Depth Sediment Comments
and Oils Measured Removed
Hydro International (Stormwater), 94 Hutchins Drive, Portland ME 04102
Tel: (207)756-6200 Fax: (207)756-6212 Web: www.hydro-int.com
Hydro
International
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Stormwateir Solutions
,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,.
94 Hutchins Drive
Portland, ME 04102
Tel: (207)756-6200
Fax: (207)756-6212
stormwaterinquiry@hydro-int.com
www.Ihydlro iilCnt.coirn
Turning Water Around...
Long Term Pollution Prevention Operation and Maintenance Plan
1600 Osgood Street, North Andover - Lot B (Amazon Distribution Facility)
Long Term Pollution Prevention Operation and Maintenance Plan
The purpose of this Long Term Pollution Prevention Operation and Maintenance Plan ("O&M")
is to provide project specific information related to the long term operation, maintenance,
inspection, documentation, and performance of the structural and non-structural stormwater
features. Regular inspection and maintenance of the stormwater management system is
necessary to ensure proper operation of the system. The following O&M has been prepared to
ensure the proposed system functions as intended. This O&M plan identifies maintenance
procedures, schedules, and responsible parties.
The Long Term Pollution Prevention Operation and Maintenance Plan has been compiled in
general accordance with Federal, State, and Local requirement in addition to stormwater best
management practices ("BMPs").
Responsible Parties:
Hillwood Enterprises, L.P., or any successor of, shall be the party responsible for implementing
this O&M plan.
Hillwood Enterprises, L.P.
4507 North Front Street, Suite 302
Harrisburg, PA 17110
Estimated Annual Costs
The estimated annual cost for the implementation of this plan is $11,500.
Stormwater Operation and Maintenance Procedures:
Procedures are obtained from the Massachusetts Stormwater Handbook. These procedures
are for all structural and non-structural BMPs and are intended to eliminate or reduce the long
term soil erosion and degradation of stormwater features following construction completion.
The inspection and successful implementation of all stormwater measures, shall be the
Property Manager's responsibility.
Long Term Pollution Prevention Operation and Maintenance Plan
1600 Osgood Street, North Andover - Lot B (Amazon Distribution Facility)
Structural Pretreatment BMPs
Deep Sump Catch Basin
................. ............... ...............I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.I.................
Activity Frequency
Inspect units Four times per year
------------ ------------ ------------
Clean units Four times per year or whenever the depth of
deposits is greater than or equal to one half
the depth from the bottom of the,invert of the
lowest pipe in the basin,
.......................................................................................................................................................
Proprietary Separators
..................................................................
Activity Frequency
.........................................................................................................................................................Inspect in accordance with manufacturer requirements,but no less than twice a See activity
year following installation, and no less than once a year thereafter.
Remove sediment and other trapped pollutants at frequency or level specified by See
manufacturer. manufacturer
information
Sediment Forebays
Activity Frequency
Inspect sediment forebays Monthly
..................................................................................................I............................................................................................
Clean sediment forebays TwotirTICSper year and when sediment depth
------------------------------------------------------------------------------------is-between
0_._5_to1-foot----------------------------------------
Vegetated Filter Strips
..............................................................................................................................................................................................................................................
Activity Frequency
......................................................................................................................
Inspect the level spreader for sediment buildup and Every six months during the first year.Annually
the vegetation for signs of erosion, bare spots, and thereafter,
overall health.
-Regularly mow thegrass----------------------------------------------As-ne-eded----------------------------------------------- --- ---
.....................................................................................................................................................................................................................
Remove sediment from the toe of slope or level A needed
--spreader-and-reseed-bare
--spots.
------------------------------------------ -------------------------------------------------------------------------------------------------
Treatment BMPs
Bioretention Areas & Rain Gardens
Bioretention Maintenance Schedule
Activity Time of Year Frequency
Inspect&remove trash Year round Monthly
Mulch Spring Annually
Remove dead vegetation Fall or Spring Annually
Replace dead vegetation Spring Annually
Prune Spring or Fall Annually
Replace entire media& Late Spring/early As needed*
all vegetation Summer
Long Term Pollution Prevention Operation and Maintenance Plan
1600 Osgood Street, North Andover - Lot B (Amazon Distribution Facility)
Extended Dry Detention Basins
...... ......................... ..................... ....................................................... ............................... ...................... ....................................................... ........................... ....................................................... ...........................................
Activity Frequency
Inspect extended dry detention basins At least twice a year and during and after major
storms.
.................... .................................. ..
Examine the outlet structure for evidence of At least twice a year.
clogging or outflow release velocities that are
greater than design flow.
Mow the upper-strife, side slopes, embankment, At least twice a year.
and emergency spillway.
Remove trash and debris? At least twice a year.
Remove sediment from the basin. At least once every 5 years.
Wet Basins
.............................................................................................................................................................................................................................................................................................................................
Activity Frequency
Inspect wet basins to ensure they are operating as At least once a year.
designed
Mow the upper-stage,side slopes,embankment At least twice a year.
and emergency spillway.
Check the sediment forebay for accumulated At least twice a year.
sediment., trash,and debris and remove it.
Remove sediment from the basin. As necessary, and at least once every 10 years
Infiltration BMPs
Infiltration Basin
----------------------------------------------------- ........................._... rme ..... ._...._...._...._...._...._.... .
enc
..................................................................................................................................................................................................................................................................................................................
Preventative maintenance Twice a year
Inspect to ensure prosper functioning After every major storm during first 3 months of
operation and twice a year thereafter and when
there are discharges through the high outlet
orifice..
Mow the:buffer area, side slopes, and basin bottom Twice a year
if grassed floor; rake if stone bottom; remove
trash and debris; remove grass clippings and
accumulated organic matter
Inspect and clean pretreatment devices Every other month recommended and at least
twice a year and after every major storm event.
Dry Well
Activity Frequency
.................................................................................................................................................................................................................................................................................................................................
Inspect dry wells, After every major storm in the first few months
after construction to ensure proper stabilization
and function.Thereafter,inspect annually.
Long Term Pollution Prevention Operation and Maintenance Plan
1600 Osgood Street, North Andover - Lot B (Amazon Distribution Facility)
Conveyance BMPs
Grassed Channel (Biofilter Swale)
Activity Frequency
�l��y.............................. ........................................ ��-----------------------------,--,
Rerr�ove sediment from fore
bay
l�,emove sediment from grass channell Annually
w,Mowu�u �u�u�u�u� u�u�u�u�u �u�u�u�u��u�u�u�u� u�u�u�u�u Once a month during growing season-----------------------------
�u�u�u�u�u,�
l e a n areas oi....................................................
eros on end reve etat. ............................................................. As nee--e ---ut no less t--- -- -an-once a year h .................................-
Non-Structural Pretreatment BMPs
Street Sweeping
Activity Frequency
High Efficiently Vacuum Quarterly Average, with sweeping scheduled
primary in spring and fall
Regenerative Air Sweeper Quarterly Average, with sweeping scheduled
primary in spring and fall
Mechanical Sweeper Monthly Average, with sweeping scheduled
primarily in spring and fall
Material and Equipment Storage
Material and equipment storage shall be done in a safe and orderly fashion. All debris and
waste shall be collected and disposed of offsite in a legal manner in accordance with local and
federal guidelines. The temporary storage of snow may be permitted in accordance with the
locally approved permit plans in the pre-determined locations. Snow may not be disposed of in
or around wetland. The wetlands, wetlands buffer zones, and snow storage locations are
show in the attached permit drawings.
All curb leak-off shall be cleared of snow and debris within 24-hours of a snowfall event to
ensure proper drainage.
Spill Control & Containment
The following measures must be implemented to minimize, control, and contain spills:
• Store chemicals inside, when applicable
• Pick up litter
• The spill shall be contained as close to the source as possible with a dike of absorbent
materials from the spill cleanup equipment (such as socks, pads, pillows, or "pigs").
Additional dikes must be constructed to protect swales or other stormwater
conveyances or streams. A cover or dike will shall protect any other stormwater
structures such as catch basins
• If the spill has a potential of entering the extended detention pond (B-1) the emergency
shut off valve at the pond inlet should be closed
• Implement employee training program and hold session at least once a year
• Identify spill control team
Long Term Pollution Prevention Operation and Maintenance Plan
1600 Osgood Street, North Andover - Lot B (Amazon Distribution Facility)
Pesticides and Fertilizers
• Pesticide/Herbicide Usage — No pesticides are to be used unless a single spot treatment
is required for a specific control application.
• Fertilizer usage should be avoided. If deemed necessary, slow release fertilizer should
be used. Fertilizer may be used to begin the establishment of vegetation in bare or
damaged areas, but should not be applied on a regular basis unless necessary
Long Term Pollution Prevention Operation and Maintenance Plan
1600 Osgood Street, North Andover — Lot B (Amazon Distribution Facility)
STORMWATER MANAGEMENT SYSTEM INSPECTION AND MAINTENANCE CHECKLIST
1600 Osgood Street Inspector:
Date: Time: Site Conditions:
Inspection & Maintenance Item Satisfactory? Comments or Corrective Measures
Yes (Y) or No (N) Taken
Deep Sump Catch Basin
Inspect Units Y N
Clean Units Y N
Proprietary Separators
Inspect per Manufacture Recommendations Y N
Remove Sediments and Pollutants Y N
Sediment Forebays
Inspect Sediment Forebays Y N
Clean Sediment Forebays Y N
Vegetated Filter Strips
Inspect Filter Strips Y N
Regularly Mow the Grass Y N
Remove Sediment Y N
Bioretention Areas & Rain Gardens
Inspect & Remove Trash Y N
Remove & Replace Dead Vegetation Y N
Extended Dry Detention Basin
Inspect Basin Y N
Inspect Outlet Structure Y N
Mow Basin Y N
Remove Trash and Debris Y N
Long Term Pollution Prevention Operation and Maintenance Plan
1600 Osgood Street, North Andover — Lot B (Amazon Distribution Facility)
1600 Osgood Street Inspector:
Date: Time: Site Conditions:
Inspection & Maintenance Item Satisfactory? Comments or Corrective Measures
Yes (Y) or No (N) Taken
Wet Basins
Inspect Basin Y N
Mow Basin Y N
Check forebay for accumulated sediment, trash, and Y N
debris. Remove as required.
Remove sediment from basin. Y N
Infiltration Basins
Inspect Basin Y N
Mow Basin Y N
Check forebay for accumulated sediment, trash, and Y N
debris. Remove as required.
Remove sediment from basin. Y N
Dry Well
Inspect and clean Y N
Grassed Channel (Biofilter Swale)
Remove sediment from forebay Y N
Remove sediment from grass channel Y N
Mow Y N
Repair areas of erosion and revegetate Y N
Street Sweeping
High Efficient Vacuum quarterly Y N
Regenerative Air Sweeper quarterly Y N
Mechanical Sweeper monthly Y N
z 3 A 5 D B z
� SIGNATURE BLOCK 3
* � MAINTENANCE FEATURE RESPONSIBILITY
LOT A OFFICE PARK
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LOT B AMAZON DISTRIBUTION FACILITY WITH DRY WELLS
1\ \ � SNOW STORAGE $
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' z
II .4 - �� SEQIMENT�
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7 �nED
% 411 EXISTING GR9PAGB TO REMAIN& 1 �; '— '�
\ 'PO�a EXISTING-STORY OFFICE USE TO 1,089 PROPOSED UR SPACB -
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1T
WETLAND LIMITS RAINCARDEN T ! _ `� -»-TL , a IN IT�fN .SN \�\
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WATERSHED DELINEATION rvAIuRE PRFESSONAL X%XXX%...'ATE SIGNED
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SNOW STORAGE \� d\ — — � F T � 'iir
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EXTENDED DRY DETENTION BASIN
STORMWATER TREATMENT FEATURES LOT LOT � SEDIMENT I / �: WETLAND UMIBOMBAYTS —USE-
OFF-LINE
mp� SNOW STORAGE _� '} 35'WETLAND BUFFER nT,tI,
GARDENS
SUMP CATCH BASINS X X z� ^ C l J� I -----� \� / O'WETLAND BUFFER TM retie
RAIN GARDENS X X sz \ �— ` �\ mP) f 1 1 50 S
Dra
EL x
TORMWATER
VEGETATEDFILTERSTRIP X Y�,. \\ ! \'� �� ., v. � ,� � 100'WETIANDBUFFER MANAGEMENT
m� FEATURES
SEDIMENT FOREBAYS X X '✓°
EXTENDED DRY DETENTION BASINS X X —, ' �
INFILTRATION BASINS WITH DRY WELLS X X -" N. a g N.
WET POND X �`
"� Pra ect or x%n
�� f� �- 1wlezrol
III Dale
PROPRIETARYSEPAMTORS X X FIG.
� D
STREET SWEEPING X X - TEST Dr.,By
RS I C
I G.
RI
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sh"I
Hydro
International
0
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all��
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ICY
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i
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Qpeiratiuir'i aII"id I\Aairwal
*NOTE*
OPERATIONS AND MAINTENANCE PROCEDURES
INCLUDEING INSPECTIONS AND CLEANING MAY BE
PERFORMED BY ANY QUALIFIED PARTY
IF liii rst IIIC ::::: f::::: ins::::: ind II liii irst IIIC ::::: f::::: iii " II Eiglh CaIpa&i" y
Vortex Separator for Stormwater Treatment
Page 12 First Defense° Operation and Maintenance Manual
I able of Contents
$ FIRST DEFENSE°BY HYDRO INTERNATIONAL
-INTRODUCTION
-OPERATION
-POLLUTANT CAPTURE AND RETENTION
4 MODEL SIZES&CONFIGURATIONS
-FIRST DEFENSE°COMPONENTS
5 MAINTENANCE
-OVERVIEW
-MAINTENANCE EQUIPMENT CONSIDERATIONS
-DETERMINING YOUR MAINTENANCE SCHEDULE
6 MAINTENANCE PROCEDURES
-INSPECTION
-FLOATABLES AND SEDIMENT CLEAN OUT
8 FIRST DEFENSE°INSTALLATION LOG
9 FIRST DEFENSE°INSPECTION AND MAINTENANCE LOG
COPYRIGHT STATEMENT:The contents of this manual, including the graphics contained herein, are intended for the use of the recipient to whom the
document and all associated information are directed. Hydro International plc owns the copyright of this document, which is supplied in confidence. It
must not be used for any purpose other than that for which it is supplied and must not be reproduced, in whole or in part stored in a retrieval system or
transmitted in any form or by any means without prior permission in writing from Hydro International plc. First Defense°is a trademarked hydrodynamic
vortex separation device of Hydro International plc.A patent covering the First Defense°has been granted.
DISCLAIMER: Information and data contained in this manual is exclusively for the purpose of assisting in the operation and maintenance of Hydro
International plc's First Defense°. No warranty is given nor can liability be accepted for use of this information for any other purpose. Hydro International
plc has a policy of continuous product development and reserves the right to amend specifications without notice.
Hydro International (Stormwater), 94 Hutchins Drive, Portland ME 04102
Tel: (207)756-6200 Fax: (207)756-6212 Web: www.hydro-int.com
First Defense° Operation and Maintenance Manual
III°°"'I E I All TI I I OISERVICIES
Hydro International has been engineering stormwater treatment systems for over 30 years.We understand the mechanics of remov-
ing pollutants from stormwater and how to keep systems running at an optimal level.
M191111
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nii,
miliffill
i 1111311111,111 211191111:11111Milliliz,1111111
VO II ID SERVICIE INIEGII....11GENCIE
Sanitation services providers not intimately familiar with stormwater
treatment systems are at risk of the following:
• Inadvertently breaking parts or failing to clean/replace system compo-
nents appropriately.
Charging you for more frequent maintenance because they lacked the
tools to service your system properly in the first place.
Billing you for replacement parts that might have been covered under
your Hydro warranty plan
Charging for maintenance that may not yet have been required.
IEAVIE "r IH IE E II I ry WORK ro us
Trash, sediment and polluted water is stored inside treatment
systems until they are removed by our team with a vactor truck.
Sometimes teams must physically enter the system chambers
in order to prepare the system for maintenance and install any
replacement parts. Services include but are not limited to:
• Solids removal
• Removal of liquid pollutants
• Replacement media installation (when applicable)
III �
IV
i
Hydro International (Stormwater), 94 Hutchins Drive, Portland ME 04102
Tel: (207)756-6200 Fax: (207)756-6212 Web: www.hydro-int.com
First Defense° Operation and Maintenance Manual
BETTER ToOLS, BETTERLT
Not all vactor trucks are created equal.Appropriate tools and suction power are needed to service stormwater systems appropriately.
Companies who don't specialize in stormwater treatment won't have the tools to properly clean systems or install new parts.
J�//if jr� i✓�i�i��%
It
d �+
i'
SERVICET
Make sure you're not paying for service that is covered under your warranty plan. Only Hydro International's service teams can identify
tune-ups that should be on us, not you.
• Stormwwater filters
r
• Stormwater separators
• Baffle boxes
• Biofilters/biorention systems
• Storage structures �1�
• Catch basins ` °r
• Stormwater ponds
• Permeable pavement
r
I� �
Y
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Nb � IIIII IIIII � IIIII � IID � IIIII rY'�i"
IIIII � IIIU IIIU IIIII � IIII{ IIIU IIIII IIIU IIIII
IIIII IIIII P IIIII IIIII `' "'"
Page 13 First Defense° Operation and Maintenance Manual
III „ IF l Ilr t IIC;;;; ,,,- lr "� by Hydro III In t lrin ° III n 111
11IIInitIIrO "tiol In pphlcatlioins
The First Defense' is an enhanced vortex separator • Stormwater treatment at the point of entry into the drainage line
that combines an effective and economical stormwater • Sites constrained by space, topography or drainage profiles
treatment chamber with an integral peak flow bypass. It with limited slope and depth of cover
efficiently removes total suspended solids (TSS), trash and • Retrofit installations where stormwater treatment is placed on or
hydrocarbons from stormwater runoff without washing out tied into an existing storm drain line
previously captured pollutants. The First Defense°is available • Pretreatment for filters, infiltration and storage
in several model configurations (refer to Section ll. Model
Sizes & Configurations, page 4) to accommodate a wide Advantages
range of pipe sizes, peak flows and depth constraints.
• Inlet options include surface grate or multiple inlet pipes
• Integral high capacity bypass conveys large peak flows without
the need for"offline" arrangements using separate junction
Operation the
The First Defense°operates on simple fluid hydraulics. It is self- • Proven to prevent pollutant washout at up to 500%of its
activating, has no moving parts,no external power requirement treatment flow
and is fabricated with durable non-corrosive components. • Long flow path through the device ensures a long residence
No manual procedures are required to operate the unit and time within the treatment chamber, enhancing pollutant settling
maintenance is limited to monitoring accumulations of stored • Delivered to site pre-assembled and ready for installation
pollutants and periodic clean-outs. The First Defense° has
been designed to allow for easy and safe access for inspection,
monitoring and clean-out procedures. Neither entry into the
unit nor removal of the internal components is necessary for -�
maintenance,thus safety concerns related to confined-space-
IF,
entry are avoided.
1:::1olll1utaint Capture and IRetention
i
The internal components of the First Defense® have been
j J�J�111�r�i�iarpiio��a�i��
designed to optimize pollutant capture. Sediment is captured 1�
and retained in the base of the unit, while oil and floatables
are stored on the water surface in the inner volume (Fig.1).
J Max Oil
The pollutant storage volumes are isolated from the built-in oil % Storage Depth
bypass chamber to prevent washout during high-flow storm
I
events. The sump of the First Defense® retains a standing
water level between storm events. This ensures a quiescent
flow regime at the onset of a storm, preventing resuspension
and washout of pollutants captured during previous events.
Sediment
Sediment f e Stora
Accessories such as oil absorbent pads are available for % g
i
enhanced oil removal and storage. Due to the separation
of the oil and floatable storage volume from the outlet, the
potential for washout of stored pollutants between clean-outs Fig.1 Pollutant storage volumes in the First Defense'.
is minimized.
Page 14 First Defense° Operation and Maintenance Manual
III III 11\AoddI Sizes & Caia-figuratlans
The First Defense'inlet and internal bypass arrangements are available in several model sizes and configurations.The components
of the First Defense'-4HC and First Defense'-6HC have modified geometries as to allow greater design flexibility needed to
accommodate various site constraints.
All First Defense' models include the internal components that are designed to remove and retain total suspended solids (TSS),
gross solids, floatable trash and hydrocarbons (Fig.2a - 2b). First Defense' model parameters and design criteria are shown in
Table 1.
Furst IDefeinse`0 Components
1. Built-In Bypass 4. Floatables Draw-off Port 7. Sediment Storage
2. Inlet Pipe 5. Outlet Pipe 8. Inlet Grate or Cover
3. Inlet Chute 6. Floatables Storage
o.
(not pictured)��°�
I
it
i p ou WO
a. 11"'I'"I, f b.
Fig. First Defense°-4 and First Def��
g ) ense°-6;b)First Defense°-4HC and First Defense°-6HC with higher capacity dual internal
bypass and larger maximum pipe diameter.
..
FD-3HC 3/0.9 0.84/23.7 1.60/45.3 15/424 18/457 125/473 0.4/0.3 2.0-3.5/0.6-1.0 3.71 /1.13
.......................................................................................................................................................
FD-4HC 4/1.2 1.50/42.4 1.88/50.9 18/510 24/600 191 /723 0.7/0.5 2.3-3.9/0.7-1.2 4.97/1.5
.......................................................................................................................................................
FD-5HC 5/1.5 2.34/66.2 2.94/82.1 20/566 24/609 300/1135 1.1 /.84 2.5-4.5/0.7-1.3 5.19/1.5
.......................................................................................................................................................
FD-6HC 6/1.8 3.38/95.7 4.73/133.9 32/906 30/750 496/1,878 1.6/1.2 3.0-5.1 /0.9-1.6 5.97/1.8
.......................................................................................................................................................
FD-8HC 8/2.4 6.00/169.9 7.52/212.9 50/1,415 48/1219 1120/4239 2.8/2.1 3.0-6.0/0.9-1.8 7.40/2.2
'Contact Hydro International when larger pipe sizes are required.
CContact Hydro International when custom sediment storage capacity is required.
3Minimum distance for models depends on pipe diameter.
Hydro International (Stormwater), 94 Hutchins Drive, Portland ME 04102
Tel: (207)756-6200 Fax: (207)756-6212 Web: www.hydro-int.com
Page 15 First Defense° Operation and Maintenance Manual
III III III INA a ii iin te in a in ce
Overview
The First Defense' protects the environment by removing a wide range of pollutants from stormwater runoff. Periodic removal of
these captured pollutants is essential to the continuous, long-term functioning of the First Defense°. The First Defense°will capture
and retain sediment and oil until the sediment and oil storage volumes are full to capacity. When sediment and oil storage capacities
are reached, the First Defense°will no longer be able to store removed sediment and oil. Maximum pollutant storage capacities are
provided in Table 1.
The First Defense°allows for easy and safe inspection, monitoring and clean-out procedures. A commercially or municipally owned
sump-vac is used to remove captured sediment and floatables. Access ports are located in the top of the manhole.
Maintenance events may include Inspection, Oil&Floatables Removal, and Sediment Removal. Maintenance events do not require
entry into the First Defense°, nor do they require the internal components of the First Defense° to be removed. In the case of
inspection and floatables removal, a vactor truck is not required. However, a vactor truck is required if the maintenance event is to
include oil removal and/or sediment removal.
Maintenance Equipment Considerations
The internal components of the First Defense°-HC have a centrally located circular shaft through which the sediment storage sump
can be accessed with a sump vac hose.The open diameter of this access shaft is 15 inches in diameter(Fig.3).Therefore,the nozzle
fitting of any vactor hose used for maintenance should be less than 15 inches in diameter.
15-in Maintenance Access
tk �(if
i
�a
un« t
1 P't y'yl
fV1,E#yil+�'II'ili II
Fig.3 The central opening to the sump of the First Defense°-HC is 15 inches in diameter.
Determining Your Maintenance Schedule
The frequency of clean out is determined in the field after installation. During the first year of operation,the unit should be inspected
every six months to determine the rate of sediment and floatables accumulation. A simple probe such as a Sludge-Judge°can be
used to determine the level of accumulated solids stored in the sump. This information can be recorded in the maintenance log (see
page 9)to establish a routine maintenance schedule.
The vactor procedure, including both sediment and oil/flotables removal,for a 6-ft First Defense°typically takes less than 30 minutes
and removes a combined water/oil volume of about 765 gallons.
Page 16 First Defense° Operation and Maintenance Manual
Inspection Procedures
1. Set up any necessary safety equipment around the access
port or grate of the First Defense®as stipulated by
local ordinances. Safety equipment should notify passing
pedestrian and road traffic that work is being done.
2. Remove the grate or lid to the manhole.
i o
. Without entering the vessel, look down into the chamber to
inspect the inside. Make note of an irregularities. Fi 4
p Y 9 9�
shows the standing water level that should be observed.
4. Without entering the vessel, use the pole with the skimmer net
to remove floatables and loose debris from the components
i
and water surface.
5. Using a sediment probe such as a Sludge Judge°, measure j
the depth of sediment that has collected in the sump of the
vessel.
6. On the Maintenance Log (see page 9), record the date, unit
i
location, estimated volume of floatables and gross debris
removed, and the depth of sediment measured. Also note
any apparent irregularities such as damaged components or
blockages. �
l
7. Securely replace the grate or lid.
6. Take down safety equipment.
9. Notify Hydro International of any irregularities noted during
inspection. Fig.4 Floatables are removed with a vactor hose(First Defense
model FD-4, shown).
Roatables and Sediment C,Ieain Out
Floatables clean out is typically done in conjunction with Recommended E-guipment
sediment removal. A commercially or municipally owned sump- ® Safety Equipment(traffic cones, etc)
vac is used to remove captured sediment and floatables(Fig.5).
® Crow bar or other tool to remove grate or lid
Floatables and loose debris can also be netted with a skimmer
and pole. The access port located at the top of the manhole ® Pole with skimmer or net(if only floatables are being removed)
provides unobstructed access for a vactor hose and skimmer
pole to be lowered to the base of the sump. ® Sediment probe (such as a Sludge Judge°)
Scheduling ® Vactor truck(flexible hose recommended)
® Floatables and sump clean out are typically conducted once
a year during any season. ® First Defense'Maintenance Log
® Floatables and sump clean out should occur as soon as
possible following a spill in the contributing drainage area.
Hydro International (Stormwater), 94 Hutchins Drive, Portland ME 04102
Tel: (207)756-6200 Fax: (207)756-6212 Web: www.hydro-int.com
Page 17 First Defense° Operation and Maintenance Manual
Floatablas and sediment Clean Out Procedures
1. Set up any necessary safety equipment around the access
port or grate of the First Defense®as stipulated by
local ordinances. Safety equipment should notify passing
pedestrian and road traffic that work is being done.
i o
2. Remove the grate or lid to the manhole.
. Without entering the vessel, look down into the chamber to
inspect the inside. Make note of any irregularities. J/
4. Remove oil and floatables stored on the surface of the water l
with the vactor hose(Fig.5)or with the skimmer or net(not
pictured).
5. Using a sediment probe such as a Sludge Judge°, measure
the depth of sediment that has collected in the sump of the
vessel and record it in the Maintenance Log (page 9).
5. Once all floatables have been removed, drop the vactor hose
to the base of the sump. Vactor out the sediment and gross
debris off the sump floor(Fig.5).
7. Retract the vactor hose from the vessel.
i
5. On the Maintenance Log provided by Hydro International,
record the date, unit location, estimated volume of floatables
and gross debris removed, and the depth of sediment
measured. Also note any apparent irregularities such as
damaged components, blockages, or irregularly high or low
water levels. Fig.5 Sediment is removed with a vactor hose (First Defense
model FD-4, shown).
9. Securely replace the grate or lid.
IINUIntenance at a Glance
Inspection - Regularly during first year of installation
- Every t r.'ionths after the first year of installation
Oil and Floatables -Once per year,with sediment removal
Removal - Following a spill in the drainage area
Sediment Removal -Once per year or as needed
- Following a spill in the drainage area
NOTE: For most clean outs the entire volume of liquid does not need to be removed from the manhole. Only remove the
first few inches of oils and floatables from the water surface to reduce the total volume of liquid removed during a clean out.
Hydro
I nternational
�IF i first 11 )efE...%ris III ins taIII III atlan 11 og
HYDRO INTERNATIONAL REFERENCE NUMBER:
SITE NAME:
SITE LOCATION:
OWNER: CONTRACTOR:
CONTACT NAME: CONTACT NAME:
COMPANY NAME: COMPANY NAME:
ADDRESS: ADDRESS:
TELEPHONE: TELEPHONE:
FAX: FAX:
INSTALLATION DATE:
MODEL SIZE (CIRCLE ONE): FD-4 FD-4HC FD-6 FD-6HC
INLET (CIRCLE ALL THAT APPLY): GRATED INLET(CATCH BASIN) INLET PIPE (FLOW THROUGH)
Hydro International (Stormwater), 94 Hutchins Drive, Portland ME 04102
Tel: (207)756-6200 Fax: (207)756-6212 Web: www.hydro-int.com
Hydro
International
II F i first 11 )efenseO�� III finspectioii n III liintenance 11 og
Date initials Depth of Sediment Volume of Site Activity and
Floatables Depth Sediment Comments
and Oils Measured Removed
Hydro International (Stormwater), 94 Hutchins Drive, Portland ME 04102
Tel: (207)756-6200 Fax: (207)756-6212 Web: www.hydro-int.com
Hydro
International
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Stormwateir Solutions
,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,.
94 Hutchins Drive
Portland, ME 04102
Tel: (207)756-6200
Fax: (207)756-6212
stormwaterinquiry@hydro-int.com
www.Ihydlro iilCnt.coirn
Turning Water Around...
APPENDIX H
Groundwater Contour Maps
L A NEE lV
z s 5 a a
v _
i_
is
I
`+
® � NOTES
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LB12:-1 at 215ft `� ym9 +4 pppty�.,,$`�
nEaalkucx alvEa � � 't .� r I Q snxD ExWWxn1ER Mu[DDnnW `Y
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LB09 GW at 24ft
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LANGAN TM. 1 1N0,._ 9 0.
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APPENDIX I
Illicit Discharge Compliance Statement
L A NEE lV
ILLICIT DISCHARGE COMPLIANCE STATEMENT
RESPONSIBILITY:
The Owner is responsible for ultimate compliance with all provisions of the
Massachusetts Stormwater Management Policy and responsible for identifying and
eliminating illicit discharges (as defined by USEPA).
OWNER NAME:
ADDRESS:
TEL. NUMBER:
OWNER'S COMPLIANCE STATEMENT:
To the best of my knowledge, the attached plans, computations and specifications meet the
requirements of Standard 10 of the Massachusetts Stormwater Handbook regarding illicit
discharges to the stormwater management system and that no detectable illicit discharges
exist on the site. All documents and attachments were prepared under my direction and
qualified personnel gathered and evaluated the information submitted, to the best of my
knowledge.
Included with this statement are site plans, drawn to scale, that identify the location of
systems for conveying stormwater on the site and show that these systems do not allow the
entry of any illicit discharges into the stormwater management system. The plans also show
any systems for conveying wastewater and/or groundwater on the site and show that there are
no connections between the stormwater and wastewater systems.
For a redevelopment project (if applicable), all actions taken to identify and remove illicit
discharges, including without limitation, visual screening, dye or smoke testing, and the
removal of any sources of illicit discharges to the stormwater management system are
documented and included with this statement.
Signature....................................................................................................................................................................................
ILLICIT DISCHARGE COMPLIANCE STATEMENT
RESPONSIBILITY:
The Owner is responsible for ultimate compliance with all provisions of the
Massachusetts Stormwater Management Policy and responsible for identifying and
eliminating illicit discharges (as defined by USEPA).
OWNER NAME:
ADDRESS:
TEL. NUMBER:
OWNER'S COMPLIANCE STATEMENT:
To the best of my knowledge, the attached plans, computations and specifications meet the
requirements of Standard 10 of the Massachusetts Stormwater Handbook regarding illicit
discharges to the stormwater management system and that no detectable illicit discharges
exist on the site. All documents and attachments were prepared under my direction and
qualified personnel gathered and evaluated the information submitted, to the best of my
knowledge.
Included with this statement are site plans, drawn to scale, that identify the location of
systems for conveying stormwater on the site and show that these systems do not allow the
entry of any illicit discharges into the stormwater management system. The plans also show
any systems for conveying wastewater and/or groundwater on the site and show that there are
no connections between the stormwater and wastewater systems.
For a redevelopment project (if applicable), all actions taken to identify and remove illicit
discharges, including without limitation, visual screening, dye or smoke testing, and the
removal of any sources of illicit discharges to the stormwater management system are
documented and included with this statement.
Signature....................................................................................................................................................................................
ILLICIT DISCHARGE COMPLIANCE STATEMENT
RESPONSIBILITY:
The Owner is responsible for ultimate compliance with all provisions of the
Massachusetts Stormwater Management Policy and responsible for identifying and
eliminating illicit discharges (as defined by USEPA).
OWNER NAME:
ADDRESS:
TEL. NUMBER:
OWNER'S COMPLIANCE STATEMENT:
To the best of my knowledge, the attached plans, computations and specifications meet the
requirements of Standard 10 of the Massachusetts Stormwater Handbook regarding illicit
discharges to the stormwater management system and that no detectable illicit discharges
exist on the site. All documents and attachments were prepared under my direction and
qualified personnel gathered and evaluated the information submitted, to the best of my
knowledge.
Included with this statement are site plans, drawn to scale, that identify the location of
systems for conveying stormwater on the site and show that these systems do not allow the
entry of any illicit discharges into the stormwater management system. The plans also show
any systems for conveying wastewater and/or groundwater on the site and show that there are
no connections between the stormwater and wastewater systems.
For a redevelopment project (if applicable), all actions taken to identify and remove illicit
discharges, including without limitation, visual screening, dye or smoke testing, and the
removal of any sources of illicit discharges to the stormwater management system are
documented and included with this statement.
Signature....................................................................................................................................................................................
ILLICIT DISCHARGE COMPLIANCE STATEMENT
RESPONSIBILITY:
The Owner is responsible for ultimate compliance with all provisions of the
Massachusetts Stormwater Management Policy and responsible for identifying and
eliminating illicit discharges (as defined by USEPA).
OWNER NAME:
ADDRESS:
TEL. NUMBER:
OWNER'S COMPLIANCE STATEMENT:
To the best of my knowledge, the attached plans, computations and specifications meet the
requirements of Standard 10 of the Massachusetts Stormwater Handbook regarding illicit
discharges to the stormwater management system and that no detectable illicit discharges
exist on the site. All documents and attachments were prepared under my direction and
qualified personnel gathered and evaluated the information submitted, to the best of my
knowledge.
Included with this statement are site plans, drawn to scale, that identify the location of
systems for conveying stormwater on the site and show that these systems do not allow the
entry of any illicit discharges into the stormwater management system. The plans also show
any systems for conveying wastewater and/or groundwater on the site and show that there are
no connections between the stormwater and wastewater systems.
For a redevelopment project (if applicable), all actions taken to identify and remove illicit
discharges, including without limitation, visual screening, dye or smoke testing, and the
removal of any sources of illicit discharges to the stormwater management system are
documented and included with this statement.
Signature....................................................................................................................................................................................
APPENDIX J
Massachusetts DEP Checklist for Stormwater Report
L A NEE lV
Massachusetts Department of Environmental Protection
Bureau of Resource Protection - Wetlands Program
Checklist for Stormwater Report
A. Introduction
Important:When A Stormwater Report must be submitted with the Notice of Intent permit application to document
filling out forms compliance with the Stormwater Management Standards. The following checklist is NOT a substitute for
on the computer, Report (which hih should
t St e Stormwater e wc sou provide more substantive and detailed information
use only the tab the p p ) but is offered
key to move your here as a tool to help the applicant organize their Stormwater Management documentation for their
cursor-do not Report and for the reviewer to assess this information in a consistent format. As noted in the Checklist,
use the return the Stormwater Report must contain the engineering computations and supporting information set forth in
key. Volume 3 of the Massachusetts Stormwater Handbook. The Stormwater Report must be prepared and
certified by a Registered Professional Engineer(RPE) licensed in the Commonwealth.
The Stormwater Report must include:
• The Stormwater Checklist completed and stamped by a Registered Professional Engineer(see
page 2)that certifies that the Stormwater Report contains all required submittals.' This Checklist
is to be used as the cover for the completed Stormwater Report.
• Applicant/Project Name
• Project Address
• Name of Firm and Registered Professional Engineer that prepared the Report
• Long-Term Pollution Prevention Plan required by Standards 4-6
• Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan required
by Standard 82
• Operation and Maintenance Plan required by Standard 9
In addition to all plans and supporting information, the Stormwater Report must include a brief narrative
describing stormwater management practices, including environmentally sensitive site design and LID
techniques, along with a diagram depicting runoff through the proposed BMP treatment train. Plans are
required to show existing and proposed conditions, identify all wetland resource areas, NRCS soil types,
critical areas, Land Uses with Higher Potential Pollutant Loads (LUHPPL), and any areas on the site
where infiltration rate is greater than 2.4 inches per hour. The Plans shall identify the drainage areas for
both existing and proposed conditions at a scale that enables verification of supporting calculations.
As noted in the Checklist, the Stormwater Management Report shall document compliance with each of
the Stormwater Management Standards as provided in the Massachusetts Stormwater Handbook. The
soils evaluation and calculations shall be done using the methodologies set forth in Volume 3 of the
Massachusetts Stormwater Handbook.
To ensure that the Stormwater Report is complete, applicants are required to fill in the Stormwater Report
Checklist by checking the box to indicate that the specified information has been included in the
Stormwater Report. If any of the information specified in the checklist has not been submitted, the
applicant must provide an explanation. The completed Stormwater Report Checklist and Certification
must be submitted with the Stormwater Report.
The Stormwater Report may also include the Illicit Discharge Compliance Statement required by Standard 10. If not included in
the Stormwater Report,the Illicit Discharge Compliance Statement must be submitted prior to the discharge of stormwater runoff to
the post-construction best management practices.
2 For some complex projects,it may not be possible to include the Construction Period Erosion and Sedimentation Control Plan in
the Stormwater Report. In that event,the issuing authority has the discretion to issue an Order of Conditions that approves the
project and includes a condition requiring the proponent to submit the Construction Period Erosion and Sedimentation Control Plan
before commencing any land disturbance activity on the site.
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Massachusetts Department of Environmental Protection
Bureau of Resource Protection - Wetlands Program
AM
for Stormwater" rrt
B. Stormwater Checklist and Certification
The following checklist is intended to serve as a guide for applicants as to the elements that ordinarily
need to be addressed in a complete Stormwater Report. The checklist is also intended to provide
conservation commissions and other reviewing authorities with a summary of the components necessary
for a comprehensive Stormwater Report that addresses the ten Stormwater Standards.
Note: Because stormwater requirements vary from project to project, it is possible that a complete
Stormwater Report may not include information on some of the subjects specified in the Checklist. If it is
determined that a specific item does not apply to the project under review, please note that the item is not
applicable (N.A.) and provide the reasons for that determination.
A complete checklist must include the Certification set forth below signed by the Registered Professional
Engineer who prepared the Stormwater Report.
Registered Professional Engineer's Certification
I have reviewed the Stormwater Report, including the soil evaluation, computations, Long-term Pollution
Prevention Plan, the Construction Period Erosion and Sedimentation Control Plan (if included), the Long-
term Post-Construction Operation and Maintenance Plan, the Illicit Discharge Compliance Statement (if
included) and the plans showing the stormwater management system, and have determined that they
have been prepared in accordance with the requirements of the Stormwater Management Standards as
further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the
information presented in the Stormwater Checklist is accurate and that the information presented in the
Stormwater Report accurately reflects conditions at the site as of the date of this permit application.
Registered Professional Engineer Block and Signature
r iH xr
4
Signature nd Date
Checklist
Project Type: Is the application for new development, redevelopment, or a mix of new and
redevelopment?
❑ New development
Redevelopment
❑ Mix of New Development and Redevelopment
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Massachusetts Department of Environmental Protection
Bureau of Resource Protection - Wetlands Program
Checklist for Stormwater Report
Checklist (continued)
LID Measures: Stormwater Standards require LID measures to be considered. Document what
environmentally sensitive design and LID Techniques were considered during the planning and design of
the project:
❑ No disturbance to any Wetland Resource Areas
❑ Site Design Practices (e.g. clustered development, reduced frontage setbacks)
se Reduced Impervious Area (Redevelopment Only)
❑ Minimizing disturbance to existing trees and shrubs
❑ LID Site Design Credit Requested:
❑ Credit 1
❑ Credit 2
❑ Credit 3
Se Use of"country drainage"versus curb and gutter conveyance and pipe
*Z Bioretention Cells (includes Rain Gardens)
❑ Constructed Stormwater Wetlands (includes Gravel Wetlands designs)
❑ Treebox Filter
❑ Water Quality Swale
NZ Grass Channel
❑ Green Roof
❑ Other(describe):
Standard 1: No New Untreated Discharges
No new untreated discharges
Outlets have been designed so there is no erosion or scour to wetlands and waters of the
Commonwealth
Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included.
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Massachusetts Department of Environmental Protection
Bureau of Resource Protection - Wetlands Program
Checklist for Stormwater Report
Checklist (continued)
Standard 2: Peak Rate Attenuation
❑ Standard 2 waiver requested because the project is located in land subject to coastal storm flowage
and stormwater discharge is to a wetland subject to coastal flooding.
❑ Evaluation provided to determine whether off-site flooding increases during the 100-year 24-hour
storm.
Calculations provided to show that post-development peak discharge rates do not exceed pre-
development rates for the 2-year and 10-year 24-hour storms. If evaluation shows that off-site
flooding increases during the 100-year 24-hour storm, calculations are also provided to show that
post-development peak discharge rates do not exceed pre-development rates for the 100-year 24-
hour storm.
Standard 3: Recharge
❑ Soil Analysis provided.
Required Recharge Volume calculation provided.
❑ Required Recharge volume reduced through use of the LID site Design Credits.
Sizing the infiltration, BMPs is based on the following method: Check the method used.
se Static ❑ Simple Dynamic ❑ Dynamic Field'
❑ Runoff from all impervious areas at the site discharging to the infiltration BMP.
Runoff from all impervious areas at the site is not discharging to the infiltration BMP and calculations
are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to
generate the required recharge volume.
Recharge BMPs have been sized to infiltrate the Required Recharge Volume.
Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum
extent practicable for the following reason:
❑ Site is comprised solely of C and D soils and/or bedrock at the land surface
NA M.G.L. c. 21 E sites pursuant to 310 CMR 40.0000
❑ Solid Waste Landfill pursuant to 310 CMR 19.000
se Project is otherwise subject to Stormwater Management Standards only to the maximum extent
practicable.
se Calculations showing that the infiltration BMPs will drain in 72 hours are provided.
❑ Property includes a M.G.L. c. 21 E site or a solid waste landfill and a mounding analysis is included.
80%TSS removal is required prior to discharge to infiltration BMP if Dynamic Field method is used.
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Massachusetts Department of Environmental Protection
Bureau of Resource Protection - Wetlands Program
Checklist for Stormwater Report
Checklist (continued)
Standard 3: Recharge (continued)
❑ The infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10-
year 24-hour storm and separation to seasonal high groundwater is less than 4 feet and a mounding
analysis is provided.
❑ Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland
resource areas.
Standard 4: Water Quality
The Long-Term Pollution Prevention Plan typically includes the following:
• Good housekeeping practices;
• Provisions for storing materials and waste products inside or under cover;
• Vehicle washing controls;
• Requirements for routine inspections and maintenance of stormwater BMPs;
• Spill prevention and response plans;
• Provisions for maintenance of lawns, gardens, and other landscaped areas;
• Requirements for storage and use of fertilizers, herbicides, and pesticides;
• Pet waste management provisions;
• Provisions for operation and management of septic systems;
• Provisions for solid waste management;
• Snow disposal and plowing plans relative to Wetland Resource Areas;
• Winter Road Salt and/or Sand Use and Storage restrictions;
• Street sweeping schedules;
• Provisions for prevention of illicit discharges to the stormwater management system;
• Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the
event of a spill or discharges to or near critical areas or from LUHPPL;
• Training for staff or personnel involved with implementing Long-Term Pollution Prevention Plan;
• List of Emergency contacts for implementing Long-Term Pollution Prevention Plan.
*Z A Long-Term Pollution Prevention Plan is attached to Stormwater Report and is included as an
attachment to the Wetlands Notice of Intent.
Treatment BMPs subject to the 44%TSS removal pretreatment requirement and the one inch rule for
calculating the water quality volume are included, and discharge:
❑ is within the Zone II or Interim Wellhead Protection Area
❑ is near or to other critical areas
❑ is within soils with a rapid infiltration rate (greater than 2.4 inches per hour)
involves runoff from land uses with higher potential pollutant loads.
❑ The Required Water Quality Volume is reduced through use of the LID site Design Credits.
Calculations documenting that the treatment train meets the 80%TSS removal requirement and, if
applicable, the 44% TSS removal pretreatment requirement, are provided.
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Massachusetts Department of Environmental Protection
Bureau of Resource Protection - Wetlands Program
Checklist for Stormwater Report
Checklist (continued)
Standard 4: Water Quality (continued)
The BMP is sized (and calculations provided) based on:
NZ The 'h" or 1"Water Quality Volume or
*A The equivalent flow rate associated with the Water Quality Volume and documentation is
provided showing that the BMP treats the required water quality volume.
The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary
BMP and proposed TSS removal rate is provided. This documentation may be in the form of the
propriety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbook
and submitting copies of the TARP Report, STEP Report, and/or other third party studies verifying
performance of the proprietary BMPs.
❑ A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing
that the BMPs selected are consistent with the TMDL is provided.
Standard 5: Land Uses With Higher Potential Pollutant Loads (LUHPPLs)
❑ The NPDES Multi-Sector General Permit covers the land use and the Stormwater Pollution
Prevention Plan (SWPPP) has been included with the Stormwater Report.
The NPDES Multi-Sector General Permit covers the land use and the SWPPP will be submitted prior
to the discharge of stormwater to the post-construction stormwater BMPs.
❑ The NPDES Multi-Sector General Permit does not cover the land use.
LUHPPLs are located at the site and industry specific source control and pollution prevention
measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snow
melt and runoff, and been included in the long term Pollution Prevention Plan.
❑ All exposure has been eliminated.
❑ All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list.
The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and
grease (e.g. all parking lots with >1000 vehicle trips per day)and the treatment train includes an oil
grit separator, a filtering bioretention area, a sand filter or equivalent.
Standard 6: Critical Areas
❑ The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP
has approved for stormwater discharges to or near that particular class of critical area.
❑ Critical areas and BMPs are identified in the Stormwater Report.
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Massachusetts Department of Environmental Protection
Bureau of Resource Protection - Wetlands Program
Checklist for Stormwater Report
Checklist (continued)
Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum
extent practicable
*46 The project is subject to the Stormwater Management Standards only to the maximum Extent
Practicable as a:
❑ Limited Project
❑ Small Residential Projects: 5-9 single family houses or 5-9 units in a multi-family development
provided there is no discharge that may potentially affect a critical area.
❑ Small Residential Projects: 2-4 single family houses or 2-4 units in a multi-family development
with a discharge to a critical area
❑ Marina and/or boatyard provided the hull painting, service and maintenance areas are protected
from exposure to rain, snow, snow melt and runoff
❑ Bike Path and/or Foot Path
Redevelopment Project
❑ Redevelopment portion of mix of new and redevelopment.
❑ Certain standards are not fully met (Standard No. 1, 8, 9, and 10 must always be fully met)and an
explanation of why these standards are not met is contained in the Stormwater Report.
The project involves redevelopment and a description of all measures that have been taken to
improve existing conditions is provided in the Stormwater Report. The redevelopment checklist found
in Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that
the proposed stormwater management system (a)complies with Standards 2, 3 and the pretreatment
and structural BMP requirements of Standards 4-6 to the maximum extent practicable and (b)
improves existing conditions.
Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control
A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the
following information:
• Narrative;
• Construction Period Operation and Maintenance Plan;
• Names of Persons or Entity Responsible for Plan Compliance;
• Construction Period Pollution Prevention Measures;
• Erosion and Sedimentation Control Plan Drawings;
• Detail drawings and specifications for erosion control BMPs, including sizing calculations;
• Vegetation Planning;
• Site Development Plan;
• Construction Sequencing Plan;
• Sequencing of Erosion and Sedimentation Controls;
• Operation and Maintenance of Erosion and Sedimentation Controls;
• Inspection Schedule;
• Maintenance Schedule;
• Inspection and Maintenance Log Form.
❑ A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing
the information set forth above has been included in the Stormwater Report.
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Massachusetts Department of Environmental Protection
Bureau of Resource Protection - Wetlands Program
Checklist for Stormwater Report
Checklist (continued)
Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control
(continued)
The project is highly complex and information is included in the Stormwater Report that explains why
it is not possible to submit the Construction Period Pollution Prevention and Erosion and
Sedimentation Control Plan with the application. A Construction Period Pollution Prevention and
Erosion and Sedimentation Control has not been included in the Stormwater Report but will be
submitted before land disturbance begins.
❑ The project is not covered by a NPDES Construction General Permit.
❑ The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the
Stormwater Report.
*46 The project is covered by a NPDES Construction General Permit but no SWPPP been submitted.
The SWPPP will be submitted BEFORE land disturbance begins.
Standard 9: Operation and Maintenance Plan
*A The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and
includes the following information:
Name of the stormwater management system owners;
*46 Party responsible for operation and maintenance;
Se Schedule for implementation of routine and non-routine maintenance tasks;
Plan showing the location of all stormwater BMPs maintenance access areas;
❑ Description and delineation of public safety features;
❑ Estimated operation and maintenance budget; and
Se Operation and Maintenance Log Form.
❑ The responsible party is not the owner of the parcel where the BMP is located and the Stormwater
Report includes the following submissions:
❑ A copy of the legal instrument (deed, homeowner's association, utility trust or other legal entity)
that establishes the terms of and legal responsibility for the operation and maintenance of the
project site stormwater BMPs;
❑ A plan and easement deed that allows site access for the legal entity to operate and maintain
BMP functions.
Standard 10: Prohibition of Illicit Discharges
*z The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges;
SA An Illicit Discharge Compliance Statement is attached;
❑ NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of
any stormwater to post-construction BMPs.
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APPENDIX K
Preliminary Geotechnical Engineering Study
(Under Separate Cover)
L A NEE lV