HomeMy WebLinkAboutStudies APPLICANT 9/23/2020r Harper
r ,<� ,Q _ Houf Peterson
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Righellis Inc.
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Prepared For:
Parr Lumber
5630 NW Five Oaks E
Hillsboro, Oregon 971
Prepared By
Harper Houf Peterson
205 SE Spokane Street
Portland, OR 97202
P: 503-221-1131 F:51
Kelly Ota P.E. - Civil E
Parr Lumber- Phase 2
PAR -36
Stormwater
Management Report
DEVELOPMENT AND PUBLIC WORKS
SPRINGFIELD—"
225 INGFI STREET
ORaGGK SPRINGFIELD, OR 97477
PHONE.' 541.726.3753
FAX..- 541.726.1021
www.spdngfield-or.gov
STORMWATER MANAGEMENT SYSTEM SCOPE OF WORK
-------------------- __ (Area below this linefilled out by Applicant) ---------------- ._ .. _________
(Please return to Clayton 1f Eachern @ City of Springfield Development and Public Warks; Fax # 736-1021, Phone # 736-1036),
email: emceaehern@springfield-or.gov
Project Name:
Parr Springfield - Phase 2
Applicant:
Kelly Ota
Assessors Parcel #:
1703354109200
Date:
August 10 2020
Land Use(s):
Industrial - Lumber storage yard
Phone #:
503-221-1131
Project Size (Acres):
1.09 ac
Fax #:
503-221-1171
Approx. Impervious
Area: 0.81 ac
Email:
KellyO@hhpr.com
Project Description (Include a copy of Assessor's map):
Redevelopment (Phase 2) of the south portion of the Parr Lumber site at 1291 S A Street. Phase 1
completed in 2018. Phase 2 consists of 1 new warehouse building, 1 new lumber shed, and 1 new T -shed,
along with new asphalt pavement and stormwater facilities.
Drainage Proposal (Public connection(s), discharge location(s), etc. Attach additional sheet(s) if necessary:
The majority of the proposed redevelopment area will surface flow to proposed filtration rain gardens.
Overflow from the rain gardens will connect to the existing site storm system, which outfalls to the existing
public 24" wood storm running through an easement on site. Proposed drainage patterns for the site will
remain largely the same as the existing condition. See attached site plan.
Proposed Stormwater Best Management Practices:
The redeveloped portion of the site will be treated with rain gardens (per the development issues meeting,
only treatment will be required). Existing catch basins with be protected with inlet protection.
r----- _,:---------- (ifrtac tsd th& line tilled an hr rrrc Cin, and Returned to the AOer t) ------ - ----
(AI a mmemum.'all boxes checked by the City on the (rant and back of ibis sheet shall he.submkted
or an application to he com Tete ar.submittal, although other requirements may he necessary.)
DrainageStudy Type (EDSPM Section 4 03 2)� (Note UH may be substituted for Rational Method)
❑ Small Site Study — (use Rational Method for calculations)
® Mid -Level Development Study — (use Unit Hydmgraph Method for calculations)
❑ Full Drainage Development Study — (use Unit Hydmgraph Method for calculations)
Environmental Considerations
Wellhead Zone: ❑ Hillside Development: pr A
Floodway/Floodplain: VIA
Wetland/Riparian:❑
Soil Type: 1 Other Jurisdictions �y� A
Downstream Analysis:
® N/A -PO„ daelarr+n{ cont elrt.eecj Gurrehi rVnd r^iCS
❑ Flow line for starting water surface elevation:
❑ Design HGL to use for starting water surface elevation:
❑ Manhole/Junction to take analysis to:
Return to Clayton McEaehern @ City of Springfield, email: cmceachern@spdngfiefd-or,gov, FAX: (541) 736-1021
COMPLETE STUDY ITEMS"
• Based upon the information provided on the front ofthis sheet, thefollowing represents a minimum ofwhat is neededfor an
application to be complete for submittal with respect to drainage, however, this list should not be used in her, of the Springfreld
Development Code (SDC) or the City's Engineering Design Manual. Compliance with these requirements does not constitute site
approval, Additional site specific information may be required. Note: Upon scoping sheet submittal, ensure completedform has been
.signed in the space in below:
Interim Design Standards/Water Quality (FASM Chapter 3
Req'd N/A
® All non -building rooflop (NBR) impervious surfaces shall be pre-treated (e.g. malf-chambered catchbasin wind filtration
media) for smrmwater quality. Additionally, a minimum of 50% of the NER impervious surface shall be treated by
vegetated methods.
Where required, vegetative stormwater design shall be consistent with design standards (EDSPM Section 3.02), set forth
in Chapter 2 of the Eugene Stomrwater Management Manual.
For new NBR impervious area less than 15,000 square feet, a simplified design approach may be followed as specified
by the Eugene Stumiwater Management Manual (Sec2.4.1).
If a stormwater treatment swale is proposed, submit calculationslspecificalions for sizing, velocity, flow, side slopes,
bottom slope, and most mix consistent with City of Springfield or Eugene's Stimmidater Management Manual.
® ❑ Water Quality calculations as required in Section 3.03.1 of the EDSPM.
® E] All building rooflop mounted equipment, or other fluid containing equipment located outside of the building, shall
® Drainage study prepared by a Professional Civil Engineer licensed in the state of Oregon.
A complete drainage study, as required in EDSPM Section 4.03.1, including a hydrological study reap.
® Calculations showing system capacity for a 2 -year storm event and overflow effects of 25 -year storm event.
M F7 The time of concentration (Te) shall be determined using a 10 minute start time for developed basins.
A downsneam drainage analysis as described in EDSPM Section 4.03A.C. On-site drainage shall be governed by the
Oregon Plumbing Specialty Code (OPSC).
® Elevations of the HGL and flow lines for both city and private systems where applicable.
® Design of Storm Systems (EDSPM Section 4.04).
Flow lines, slopes, rim elevations, pipe type and sizes clearly indicated on the plan set.
Minimum pipe cover shall be 18 inches for reinforced pipe and 36 inches for plain concrete and plastic pipe materials, or
proper engineering calculations shall be provided when less. The cover shall be sufficient to support an 80,000 lb load
without failure of the pipe structure.
[K Ej Manning's "n" values for pipes shall be consistent with Table 4-1 of the EDSP. All storm pipes shall be designed to
M F-] Existing and proposed contours, located at one foot interval. Include spot elevations and site grades showing how site
drains.
® Private stormwater easements shall be clearly depicted on plaris when private stormwater flows from one property In
another.
® F� Drywells shall not receive nmoff from any surface wio being treated by one or more BMPs, with the exception of
residential building roofs (EDSP Section 3.03.4.A). Additional provisions apply to this as required by the DEQ. Refer to
the website, I flo (` d tatju_r,jLs writhe ' ham fm more information.
❑ Detention ponds shall be designed to limit runoff to pre -development rates for the 2 through 25 -year storm events.
•This form shall be included as an attachment, inside the front cover, ofthe sta mwater study.
P!lhfPORT4NT. ENGINEER P,I,EASE READ RELO u`
As the engineer of record,1 hereby certify, the above required items are complete and included with the submitted stormwater study
and plan set. Signature Date
Form Version 5: lune 2015
Parr Lumber— Phase 2 Stormwater Drainage Report
Prepared by:
Harper Houf Peterson Righellis, Inc.
Date:
September 1, 2020
Job No:
PAR -36
Permit No:
xxxxxxxx
Site Address:
1291 S A Street
Springfield, Oregon 97477
Owner/Developer:
Parr Lumber
Designer's Certification and Statement
I hereby certify that this Stormwater Drainage Report for Parr Lumber— Phase 2 has been
prepared by me or under my supervision and meets minimum standards of the City of
Springfield, City of Eugene Stormwater Manual (Chapter 2), and normal standards of
engineering practice. I hereby acknowledge and agree that the jurisdiction does not and will not
assume liability for the sufficiency, suitability, or performance of drainage facilities designed by
me.
<Y JoN
c�mcs: iz/si/zozo
Parr Lumber— Phase 2
Stormwater Management Report
September 2020
Table of Contents
Project Introduction
Existing Conditions
Methodology
Proposed Conditions
Water Quality
Downstream Analysis
Water Quantity
Conveyance
Operations and Maintenance
Conclusion
Tables
Table 1 — On -Site Basin Summary Table
Table 2 — Water Quality Summary for Infiltration Rain Gardens
Table 3 — Water Quality Summary
Appendices
Appendix A — Exhibits
Vicinity Map
Existing Basin Map
Proposed Basin Map
Assessor's Map
Appendix B — Water Quality
Infiltration Rain Garden Standard Detail
Rain Garden Information Sheets
Facility Sizing Spreadsheets
Appendix C — Water Quantity
Hydrographs
Appendix D — Conveyance
Conveyance Spreadsheet
1
1
1
1
2
2
2
3
3
3
Parr Lumber— Phase 2
Stormwater Management Report
September 2020
Project Introduction
Parr Lumber is proposing to construct one newwarehouse, one new lumber shed, and on new T -
shed as part of the second phase of the redevelopment of their retail and lumber storage site.
Additional improvements include construction of new asphalt pavement areas and installation of a
fire hydrant to meet code requirements for the new structures. The project site is located at 1291
S A Street in Springfield, Oregon. (See Appendix A for Vicinity Map).
The purpose of this drainage report is to present stormwater best management practices (BMP)
for water quality treatment to be installed as part of this project, designed to comply with City of
Springfield Engineering Design Standards & Procedures Manual dated December 2012 and the
City of Eugene Stormwater Management Manual (Chapter 2). The stormwater improvements
include construction of infiltration rain gardens to treat the site runoff and new stormwater piping
to convey rain garden overflow off site.
Existing Conditions
The Parr Lumber site is located in Springfield city limits along S A Street. SA Street is an ODOT
highway (OR126 Business) developed to urban arterial standards. The existing on-site conditions
consist of a retail and lumber storage building, lumber T -sheds, an asphalt parking lot, and other
asphalt paved areas for lumber storage. No stormwater treatment facilities exist on site. The
majority of the runoff from the site is collected in catch basins and conveyed to a public 24" wood
storm line. The remainder flows offsite, either to S A Street or to neighboring properties. Refer to
Appendix A for Existing Basin Map.
Methodology
This site requires the engineer to perform a Mid -Level Stormwater Study based on the
Stormwater Scoping Form. Hydrologic calculations are to be based on the Unit Hydrograph
Method, using an SCS Type 1A Distribution. Rainfall intensity levels are shown in the Design
Standards & Procedures Manual, Section 4.03.3. A 2 -year storm event frequency is to be used
for runoff volumes up to 5 cfs. This will be used for Water Quantity purposes.
Stormwater facilities will be designed to meet Water Quality requirements. Because the
development area is over 15,000 sf, the Presumptive Approach will be used to size stormwater
facilities, based on the City of Eugene facility sizing spreadsheet. The water quality design storm
is 0.83 inches per 24-hour period.
Proposed Conditions
As noted previously, on-site improvements include a newwarehouse, new sheds, and asphalt
pavement areas. (See Appendix A for Proposed Basin Map). Stormwater runoff management
consists of two new infiltration rain gardens to meet current stormwater management water
quality standards. Further, existing catch basinswhich will be impacted by this developmentwill
have Flogard inserts installed.
Runoff from Basins P1 -P6 will remain unchanged after redevelopment. These basins include
existing buildings, the parking lot, landscape frontage area, and other asphalt pavement areas.
See Table 1 on the next page for the On -Site Basin Summary Table.
Runoff from Basins P8 -P10 will be directed to new site infiltration raingardens. Downspouts from
the newwarehouse building will either direct runoffto sheet flow at ground level or be piped
directly to Rain Garden B. Runoff from the new sheds will sheet flow over the roof edge then
surface flowto planters at ground level. This runoff will then sheet flowthrough concrete valley
gutters and across asphalt pavement to each basins' respective rain garden. Overflowfrom the
rain gardens will be piped to the existing site storm, which connects to an existing public 24"
wood storm.
1
Parr Lumber— Phase 2
Stormwater Management Report
September 2020
Table 1 - On -Site Basin Summary Table
'Proposed basin P9/10 encompasses area of basins E9 & E10
Water Quality
Per the City of Springfield requirements, all non -building rooftop areas shall be pretreated, with
the additional requirement that 50% of non -building rooftop areas be treated by vegetative
methods. This project aims to treat as much redeveloped area as possible by means of vegetated
rain gardens, including new rooftop areas. Because all runoff sheet flows to the proposed rain
gardens, no pretreatment will occur outside of the rain gardens.
Basins 1-6 will not be affected by this redevelopment; therefore, no treatment is proposed for
these basins. Basin 7will be affected, but the impervious area will be reduced; no treatment is
proposed for this basin based on site constraints. Basins 8-10 will largely be redeveloped; each of
these basins will routed to a new rain garden. See Table 2 belowfor a summary of the Rain
Gardens. Basin 11 will be largely redeveloped, but will not have any treatment due to site
constraints and the reduction in impervious area.
Table 2 — Water Quality Summary for Infiltration Rain Gardens
Existing Condition
Proposed Condition
Basin
Impervious
Area ac
Pervious
Area ac
Impervious Pervious Area
Area ac ac
1-6
1.49
0.07
1.49 0.07
7
0.29
0.01
0.27 0.01
8
0.39
0
0.26 0.03
9
0.37
0
0.50' 0.04'
10
0.11
0.02
11
0.07
0.30
0.06 0.39
Total
2.72
0.40
2.56 0.55
'Proposed basin P9/10 encompasses area of basins E9 & E10
Water Quality
Per the City of Springfield requirements, all non -building rooftop areas shall be pretreated, with
the additional requirement that 50% of non -building rooftop areas be treated by vegetative
methods. This project aims to treat as much redeveloped area as possible by means of vegetated
rain gardens, including new rooftop areas. Because all runoff sheet flows to the proposed rain
gardens, no pretreatment will occur outside of the rain gardens.
Basins 1-6 will not be affected by this redevelopment; therefore, no treatment is proposed for
these basins. Basin 7will be affected, but the impervious area will be reduced; no treatment is
proposed for this basin based on site constraints. Basins 8-10 will largely be redeveloped; each of
these basins will routed to a new rain garden. See Table 2 belowfor a summary of the Rain
Gardens. Basin 11 will be largely redeveloped, but will not have any treatment due to site
constraints and the reduction in impervious area.
Table 2 — Water Quality Summary for Infiltration Rain Gardens
The proposed Rain Gardens are sized appropriately to treat the water quality rain event, based
on the City of Eugene Facility Sizing spreadsheet. See Appendix B for more information.
Downstream Analysis
The conveyance system downstream ofthe sitewas not identified as needing further study
through the Stormwater Management System Scope of Work. However, the post -development
site runoff rate cannot exceed the pre -development site runoff rate. See Water Quantity section
below.
Water Quantity
Per city staff, water quantity reduction will not be required for this project because the site has
been historically impervious. As noted previously, one water quantity requirement is that the post -
development site runoff cannot exceed the pre -development site runoff rate. Calculations were
ran using the unit hydrograph method to compare the existing site runoff to the proposed
condition site runoff. See Table 3 for Water Quantity Summary Table on the following page, as
well as Appendix C for the hydrograph data.
Contributing
Impervious Area Proposed Facility
Pollution Reduction
Facility
Basin
Bottom Areas
Standards Met?
Rain Garden A
P8
11,231 294
Yes
Rain Garden B
P9/10
21,586 618
Yes
The proposed Rain Gardens are sized appropriately to treat the water quality rain event, based
on the City of Eugene Facility Sizing spreadsheet. See Appendix B for more information.
Downstream Analysis
The conveyance system downstream ofthe sitewas not identified as needing further study
through the Stormwater Management System Scope of Work. However, the post -development
site runoff rate cannot exceed the pre -development site runoff rate. See Water Quantity section
below.
Water Quantity
Per city staff, water quantity reduction will not be required for this project because the site has
been historically impervious. As noted previously, one water quantity requirement is that the post -
development site runoff cannot exceed the pre -development site runoff rate. Calculations were
ran using the unit hydrograph method to compare the existing site runoff to the proposed
condition site runoff. See Table 3 for Water Quantity Summary Table on the following page, as
well as Appendix C for the hydrograph data.
Parr Lumber— Phase 2
Stormwater Management Report
September 2020
Table 3 —Water Quantitv Summary Table
Storm Event
Exiting Site
Runoff cfs
Proposed Site
Runoff cfs
I Proposed Site Runoff—
Rain Garden Included cfs
Flow
Reduction?
Water Quality
0.425
0.399
0.284
Yes
2- ear
2.283
2.252
Yes
25 -year
3.420
3.391
3.322
Yes
The table above includes the proposed site runoff, which assumes bypassing of the rain gardens.
The proposed site runoff with rain gardens included takes into account the flow reduction from
infiltration and storage in the rain gardens. Regardless, the proposed site runoff is reduced in the
proposed condition whether or not the rain garden benefits are accounted for.
Conveyance
Minor on-site conveyance systems are proposed. These improvements include outfall pipes from
rain garden overflow drains and pipes connecting to the existing site storm system. Pipes have
been sized appropriately to convey, at a minimum, the 25 -year storm event flow. See Appendix D
for conveyance information.
Operations and Maintenance
Private Facility: Proposed rain gardens will treat the runoff from the majority of the redeveloped
area of the private property. The developer, Parr Lumber, will be responsible for O&M of these
private facilities.
All facilities shall be maintained per the separate O&M Plan. Also, refer to the City of Eugene
Stormwater Management Manual for guidance.
Conclusion
The proposed stormwater management plan will achieve pollutant removal to the maximum
extent practicable via rain gardens designed to target pollutants expected with a commercial
development. The proposed facilities satisfy City of Springfield and City of Eugene water quality
requirements. As designed, this project shall not create any adverse impacts to the downstream
storm system.
Parr Lumber — Phase 2
Stormwater Management Report
APPENDIX A - EXHIBITS
r
1
VICINITY MAP
N.T.S.
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PAR 36 1 R E V I S 1 O R S ISEREWER=1 mseae a6 s— suMxq�eWnsmow nam
VICINITY MAP
PARR LUMBER - PHASE 2
SPRINGFIELD, OREGON
EXISTING COLLECTION 1
POINT FOR BASIN E1
(ROADWAY GUTTER)
EXISTING COLLECTION �I
POINT FOR BASIN E2
(ASSUMED CONNECTION TO
PUBLIC 24" WOOD STORM)
EXISTING
CATCH BASIN
EXISTING
COLLECTION
POINT FOR
BASINS E3 -E10
(ASSUMED
ROUTING TO
• PUBLIC 24"
WOOD STORM) �, 1
50'ACCESS EASEMENT --L:
I
I
I
1
1
1
_ 7–__
EXISTING
CATCH BASIN
67+00
s gr;:L
Nd
kim,
Ni
\s', BAM \ ASPHALT
PAVEMENT
68+00 69+00
-70+00
i
128_RLc— — 1-1 —
BASIN °
w. E
BA3N
EID
GRAVE
BASIN ,
UN101V PAC 1C
R
IF A1LROAO ¢tea
9�y
ry yui 3�.�
R E V 1 5 1 0 R 5
CATCH BASIN
EXISTING COLLECTION
POINT FOR BASIN E11
(ROUGH DITCH LINE)
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IMPERVIOUS
AREA
ROUTED TO
Righellis Inc.
:R
KKV
NII Ns •vie
E2
0 ac
0.12 ac
Ex. Site Stm
SEREMER AID
ylvee vineeev.4www.MnmPfv. vvn��i�
NOTES: SITE DOES NOT CONTAIN
ENVIRONMENTALLY SENSITIVE AREAS.
SITE DOES NOT LIE WITHIN 100 -YR
FLOODPLAIN OF THE WILLAMETTE RIVER.
BASIN
PERVIOUS
AREA
IMPERVIOUS
AREA
ROUTED TO
E1
0.07 ac
0.30 ac
Ex. ROW
E2
0 ac
0.12 ac
Ex. Site Stm
E3
0 ac
0.56 ac
Ex. Site Stm
E4
0 ac
0.21 ac
Ex. Site Stm
E5
0 ac
0.23 ac
Ex. Site Stm
E6
0 ac
0.07 ac
Ex. Site Stm
E7
0.01 ac
0.29 ac
Ex. Site Stm
E8
0 ac
0.39 ac
Ex. Site Stm
E9
0 ac
0.37 ac
Ex. Site Stm
E10
0.02 ac
0.11 ac
Ex. Site Stm
E11
0.30 ac
0.07 ac
Ex. Ditch
0 30
60
120
SCALE:
1"=
60 '
EXI STI N G BASI N MAP
PARR LUMBER - PHASE 2
SPRINGFIELD, OREGON vaaae
EXISTING COLLECTION 1
POINT FOR BASIN P1
(ROADWAY GUTTER)
EXISTING COLLECTION �I
POINT FOR BASIN P2
(ASSUMED CONNECTION TO
PUBLIC 24" WOOD STORM)
EXISTING
CATCH BASIN
EXISTING
COLLECTION
POINT FOR O
BASINS P3 -P10
(ASSUMED
ROUTING TO
• PUBLIC 24"
WOOD STORM) �, 1
0
a.
� W'ACCE88 EASEMENT
I �
u
o EX6"E =46423±
� 1
RIM=488.82
6" IE CA1T (N) =464.]4 1
J
J
J
J PROPOSED
RAIN GARDEN A
C
L PROPOSED RAIN GARDEN -
21 OVERFLOW DRAIN
67+00
BASIN
68+00 69+00
—70+00
i
128_RLc— — 1-1 —
PROPOSED
SHED
RIM = 467.59
6 IE =465.26
` — GRAVEL—
`
UNION PACIFIC RA'L'?0g0 z
goo
N W
PROPOSED–
RAIN GARDEN B
R E V 1 5 1 O R 5
BUILDING
CATCH BASIN
4"IE=
467.33 RIM =483.92
4" IE MT 4M= 466.42
EXISTING COLLECTION
L rW POINT FOR BASIN P11
yy (ROUGH DITCH LINE)
w
RIM =468.95
6" IE CRIT (40 =465.85
CATCH BASIN
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NOTES: SITE DOES NOT CONTAIN
ENVIRONMENTALLY SENSITIVE AREAS.
SITE DOES NOT LIE WITHIN 100 -YR
FLOODPLAIN OF THE WILLAMETTE RIVER.
BASIN
PERVIOUS
AREA
468
ROUTED TO
P1
0.07 ac
BASH
BASN
\!
-\\\
Rx"671E8].93
=
pQ
P6
P7
p r
P3
464.36±
0.56 ac
Ex. Site Stm
P4
0 ac
0.21 ac
Ex. Site Stm
P5
0 ac
0.23 ac
Ex. Site Stm
P6
0 ac
0.07 ac
Ex. Site Stm
S7
0.01 ac
0.27 ac
Ex. Site Stm
o4.
0.03 ac
0.26 ac
Rain Garden A
P9110
PROPOSED
ASPHALT
Rain Garden B
1–�r—iii
0.39 ac
0.06 ac
Ex. Ditch
T -SHED-
DAWPKAFn1T
1
PROPOSED
SHED
RIM = 467.59
6 IE =465.26
` — GRAVEL—
`
UNION PACIFIC RA'L'?0g0 z
goo
N W
PROPOSED–
RAIN GARDEN B
R E V 1 5 1 O R 5
BUILDING
CATCH BASIN
4"IE=
467.33 RIM =483.92
4" IE MT 4M= 466.42
EXISTING COLLECTION
L rW POINT FOR BASIN P11
yy (ROUGH DITCH LINE)
w
RIM =468.95
6" IE CRIT (40 =465.85
CATCH BASIN
p Harper
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o ....Rn.m. m.
NOTES: SITE DOES NOT CONTAIN
ENVIRONMENTALLY SENSITIVE AREAS.
SITE DOES NOT LIE WITHIN 100 -YR
FLOODPLAIN OF THE WILLAMETTE RIVER.
BASIN
PERVIOUS
AREA
IMPERVIOUS
AREA
ROUTED TO
P1
0.07 ac
0.30 ac
Ex. ROW
P2
0 ac
0.12 ac
Ex. Site Stm
P3
0 ac
0.56 ac
Ex. Site Stm
P4
0 ac
0.21 ac
Ex. Site Stm
P5
0 ac
0.23 ac
Ex. Site Stm
P6
0 ac
0.07 ac
Ex. Site Stm
P7
0.01 ac
0.27 ac
Ex. Site Stm
P8
0.03 ac
0.26 ac
Rain Garden A
P9110
0.04 ac
0.50 ac
Rain Garden B
P11
0.39 ac
0.06 ac
Ex. Ditch
0 30
60
120
SCALE:
1"=
60 '
PROPOSED BASIN MAP
PARR LUMBER - PHASE 2
SPRINGFIELD, OREGON
3
PAR38
e
9
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0.17AC 1
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0.17AC
2400
0A7AC
5200
N.E.1/4 S.E.1/4 SEC. 35 T.17S. R.3W. W.M.
Lane County
1" = 100'
MAP
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SPRINGFIELD
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17033541
Parr Lumber — Phase 2
Stormwater Management Report
APPENDIX B - WATER QUALITY
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1. Provide protection from all vehicle traffic, equipment staging,
and bot traffic in proposed infiltration areas priorlo, during,
and after construction.
2. Dimensions:
a. Depth of rain garden: 6" minimum and 17 maximum
b. Flat bottom width: 2' min.
c. Side slopes of Rain Garden: 3:1 maou num.
3. Setbacks:
a. Infiltration rain gardens must be 1 I from
foundations and 5' ftom property lines.
Filtration Rain Garden do not require a setback with
an approved waterproof liner.
4. Overlow:
a. Overflows are required unless sized to fully infiltrate
the flood control design storm.
b. Inlet elevation must Alm for 2" of freeboard,
minimum.
5. Piping: Minimum 3" pipe required for up to 1,5DD sq fl of
impervious area, otherwise F min. Piping material, slopes
and installation shal blow the Unflarm Plumbing Code,
6. Growing medium:
a.12" minimum
b. Imported topsoil or amended native topsoil.
Vegetation: Folowlandscape plans otherwise refer to plant list in
SIMAMAppendi F. Number of plantings per 1DDsf offacility area:
a.1DD Ground Covers, OR
b. 8D Ground Covers, 2 Large Shrubs 4 Small Shrubs
and 1 tress (deciduous or evergreen)
11). Install washed pea gravel or river rock to transition from
inlets and splash pad to growing medium.
CITY OF INFILTRATION RAIN GARDENscn�E "Nis
EUGENE, OREGON DRnuN err sNG
2 DEPARTMENT OF PUBLIC WORKS TYPICAL DETAILS
ENGINEERNG DIVISIDN
2.3.9 Rain Garden
Facility Description
Rain Gardens are
vegetated, flat bottomed, Rain Gar
shallow landscape
depressions used to collect
and hold stormwater
runoff. This allows
pollutants to settle and
filter out as water infiltrates
into the ground. Rain
gardens are water
reservoirs to collect and
treat stormwater runoff by
allowing the pollutants to
settle and filter out as the
water percolates through vegetation and soil
mediums before infiltrating into the ground
below or being piped to its downstream
destination. Rain gardens can also be sized to
infiltrate the flood control design storm and are
often used as complete on-site systems. Rain
gardens can be configured in a number of
different shapes making them very versatile for
integrating into site and landscape plans
Rain Gardens can be used to help fulfill a site's
required landscaping area requirement and should be integrated into the overall site
design. Numerous design variations of shape and planting scheme can be used to fit the
character of a site.
Rain Gardens qualify as infiltration and filtration facilities. Rain Gardens meet the
stormwater management standards for water quality and flow control when designed
under the Simplified Approach. Rain Gardens meet the stormwater management standards
for water quality, flow control and flood control when designed under the Presumptive
Approach.
Design Requirements
All facilities shall require an overflow to an approved discharge point unless sized to fully
infiltrate the flood control storm
Sizing, The Simplified Approach may be utilized for surface areas less than 15,000 square -
feet of impervious area. Rain Gardens shall use a sizing factor of 0.05 for water quality
using the Simplified Approach. Rain Gardens shall use a sizing factor of 0.11 for flow
control with the Simplified Approach.
Stormwater Management Manual 2-25
Eugene 2014
The Presumptive Approach shall be used for all other water quality, flow control and flood
control designs in conjunction with a measured infiltration rate. Rain gardens shall be
designed to pond water for less than 30 hours after each storm event.
Soil Suitability: Soils with infiltration rates greater than 2 in/hr shall be designed as
infiltration treatment facilities. Soils with infiltration rates less than 2 in/hr shall be
designed as filtration facilities.
Dimensions and Slopes: The facility storage depth must be at least 6 inches, unless the rain
garden is horizontally sized larger than required. The facility storage depth shall be no
more than 12 inches. Side slopes shall be a maximum of 3:1. The minimum bottom width
shall be 2 feet. The bottom shall have no more than 0.5% slopes.
Setbacks: Rain Gardens located within 10 -feet of building structures or 5 feet of property
lines must be lined with an impermeable waterproof liner.
Materials
Pining: Pipes shall be sized to convey design flow rates but shall be no less than 3 inches for
private piping. Private piping shall conform to the requirement of the Uniform Plumbing
Code. Sizing of public conveyance piping shall conform to the Public Improvement Design
Standards Manual.
Drain Rock: Drain rock may be used below the growing medium of a Rain Garden. Drain
rock can be used for retention, detention or conveyance. Drain rock shall be open graded,
washed 3/4 inch to 2-1/2 inch diameter. Drain rock and growing medium must be
separated by a geotextile.
Mulch: Washed pea gravel, river run rock or other non -floating mulch is recommended for
Rain Gardens. It should be applied 2 - 3 inches thick to cover all solid areas between plants.
It should not be over applied.
Waterproof Liners: The use of waterproof liners is discouraged as infiltration is
encouraged on all facility types. Waterproofing liners may be required in areas where
hydraulic isolation is required due to existing structural, hydrologic or geotechnical
limitations. Rain Gardens located within 10 feet of building foundations or 5 feet of
property lines must be lined with an impermeable membrane of 30 mil (minimum) plastic
film or equivalent.
Vegetation
The entire Rain Garden must maintain 90 percent coverage for vegetation. Vegetation shall
conform to the facility planting list located in Appendix D.
Stormwater Management Manual 2-26
Eugene 2014
Vegetated Rain Gardens shall be planted with minimum plant quantities from Schemes I, II
or III. Minimum plant quantities for vegetated Rain Gardens are as follows:
Vegetated Rain Garden Planting Scheme
I
II
III
Ground Cover, 4 -inch pots spaced 1' on center (per
100
80
80
100 square feet of the facffit
Large Shrubs, 3 gal. pots spaced 4' on center (per
2
2
100 square feet of the facffit
Small Shrubs, 1 gal. pots spaced 2' on center (per
4
4
100 square feet of the facffit
Evergreen tree, min. 6' height (per 200 square feet
1
of the facility)
Deciduous tree, 1-1h inch caliper (per 200 square
1
feet of the facility)
Rain Gardens may elect to use grasses for side slopes. Grasses on side slopes must have
100 percent coverage at establishment by native grasses, turf grasses, native wildflower
blends, native ground covers, or any combination thereof Seed shall be applied at the rates
specified by the supplier.
Vegetation or seed cover shall be established as soon as possible after the Rain Garden is
completed, and before water is allowed to enter the facility. Unless vegetation or seed cover
is established, biodegradable erosion control matting shall be installed in the flow area of
the Swale before allowing water to flow through the Swale.
Growine Medium: The growing medium shall be a minimum 12 inches of topsoil or the soil
shall be amended to support plant growth. Imported topsoil shall be a sandy loam mixed
with compost or a sand/soil/compost blend. It shall be roughly one-third compost by
volume, free -draining, and support plant growth. The compost shall be derived from plant
material; animal waste is not allowed. In all cases, the growing medium shall be 12 inches
deep.
Stormwater Management Manual 2-27
Eugene 2014
Stormwater Surface Filtration/Infiltration Facility Sizing Spreadsheet
24 Hour Storm, NRCS Type 1A Rainfall Distribution
City of Eugene
Name:
Pan Lumber - Phase 2
Date:
15/5>GD-2�
Address:
1291 SA Street
Permit Number:[Permit
3.6 inches
I Flood Control
Spdnafielr6 OR 97477
CatchmentlD:
Basin PB
:r:
Kelly Ota PE
V
Hamer Hoof Peterson Riahellis
Complete this form for each drainage catchment in the project site that is to be sized per the Presumptive Approach.
Provide a distinctive Catchment ID for each facility coordinated with the site basin map to correlate the appropriate
calculations with the facility.
The maximum drainage catchment to be modeled per the Presumptive Approach is 1 acre (43,560 SF)
For infiltration facilities in Class A or B soils where no infiltration testing has been perfromed use an infiltration rate d0.5 in/hr.
For all facilities use a maximum scil infiltration rate of 2.5 in/hr for topsoil/graving medium.
loose' Yes" from the dropdavn boxes below next to the design standards requirements for Ihis facility.
Pollution Reduction (PR)Yes
Flow Control (FC)l No
Destination(DT) No �AnIMllo-arlonnallymucxolxsmauwmmry9grron,�easereemRaRm�a
Total Square Footage Impervious Area= 11231 sgfl Total Square Footage Pervious Area= 1431 sgfl
Impervious Area CN= 98 Pervious Area CN= 85
Total Square Footage of Drainage Area= 12662 sfi Time of Concentration Post Development: min
Weighted Average CN=j 97
Site Data -Pre Development (Data in this section is only used if Flow Control is required)
Pre -Development CN= 85 Time of Concentration Pre -Developments 10 min
Data
Tested Soil Infiltration Rate= in/hr(see Noe 4) Destination Design=-in/hr
Design Soil Infiltration RWe=l 2.5 in/hr Soil Infiltration Rate
R iement
Rainfall Depth
Desi Stam
Pdlulian Retluce.
1.4 inches
WaterOuali
Flan Control
3.6 inches
I Flood Control
Destination
I 3.6 inches
I Flood Control
Facility Type-
Surf ace Width=
Surface Length=
Facility Side Slopes=
Max. Ponding Depth
in Stor.wer Facility-
Depth of Growing Medium(Soil)=
Infiltration Rain Garden Facility Surface Area
17 It Facility Surface Perimeter-
24fl Faci lity Bottom Area=
3to1 Facility Bottom Perimeter-
bin Basin Volume=
18 in Ratio of FacilityArea to Impervious Area=
408
sgfl
sgfl
of
82fl
294
T0fl
1F.8
0.032
hRIY.'rYLYFR�: rI
Pollution Reduction-Calculation Results
Peak Flow Rare to Stormwater Facility= 0.06?ofs
Peak Facility Overflow Rate= DDDD cfs
Total Runoff Volume to Stormwater
Facility= 1100 cf
Total Overflow Volume= 0cf
Max. Depth of Stormwater in Facility= 5.1 in
Drawdown Time= 02 hours
Yes Facility Sizing Meets Pollution Reduction Standards?
VE3 Meets Requirement of No Facility Flooding?
VES JMeets Requirement for Maximum of 16 Hour Drawdown Time?
Flow Control-Calculation Results
Peak Flow Rare to Stormwater Facility= 0.265 cfs
Peak Facility Overflow Rare= 0.241 cis
Total Runoff Volume to Stormwater
Facility= 3371 cf
Total Overflow Volume= 1365 of
Peak Off -Site Flow Rare
Max. Depth of Stormwater in Facility= 6.0 in
Filtration Facility Underdrairn NN cis
Drawdown Time= 2.3 hours
Pre-Develo meM Runoff Date
Peak Flow Rare- 0.151 cfs
Total Runoff Volume= 2220 cf
=Facility Sizing Meets Flow Control Standards?
NE Meets Requirement for Post Development offsite flow less or equal to Pre-Development Flow?
NW Meets Requirement for Maximum of 1S Hour Drawdown Time?
Destination-Calculation Results
Peak Flow Rare to Stormwater Facility= N/A cfs
Peak Facility Overflow Rare= cfs
Total Runoff Volume to OS in
Facility = N/A cf
Total Overflow Volume= cf
Max. Depth of Stormwater in Facility= N/A in
Drawdown Time= N/A hours
_Facility Sizing Meets Destination Standards?
.Meets Requirement of No Facility Flooding?
Meets Requirement for Maximum of 30 hour Drawdown Time?
lirK0 .W.1ISM
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Celdmat lo: BWn Pa
Cesgi RM: PcW. Ratluflm
Runoff
Time
0.0800
0.0600
0.0400
0.0200
O.OD00
0.0200
0 0
-
le
0.020
0018
0016
0016
0012
= 0010
a
0.008
0.006
0.006
0.002
0.0000
Time (min)
Flow Control Hydrograph
llmafMn)
N .9aapa aer6h
—Design Slam Runoff
—Facility Infiltration
Runoff Info -Oulfb
—Re-Devticpmml flunofi
—raallry ovemow
rlo-dlm o�mow
Tdal Posl-CevdoOmenl M{slle Mw
Stormwater Surface Filtration/Infiltration Facility Sizing Spreadsheet
24 Hour Storm, NRCS Type 1A Rainfall Distribution
City of Eugene
Name:
Pan Lumber - Phase 2
Date:
15/5>GD-20
Address:
1291 SA Street
Permit Number:[Permit
3.6 inches
I Flood Control
Sprinafielr6 OR 97477
CatchmentlD:
Basin P9/10
:r:
Kelly Ota PE
V
Hamer Hoof Peterson Riahellis
Complete this form for each drainage catchment in the project site that is to be sized per the Presumptive Approach.
Provide a distinctive Catchment ID for each facility coordinated with the site basin map to correlate the appropriate
calculations with the facility.
The maximum drainage catchment to be modeled per the Presumptive Approach is 1 acre (43,560 SF)
For infiltration facilities in Class A or B soils where no infiltration testing has been perfromed use an infiltration rate d0.5 in/hr.
For all facilities use a maximum scil infiltration rate of 2.5 in/hr for topsoil/graving medium.
loose' Yes" from the dropdavn boxes below next to the design standards requirements for Ihis facility.
Pollution Reduction (PR)Yes
Flow Control (FC)l No
Destination(DT) No �AnIMllo-arlonnallymucxolxsmauwmmry ron,�easereemRaRm�a
Total Square Footage Impervious Area= 21586 sgfl Total Square Footage Pervious Area= 1858 sgfl
Impervious Area CN= 98 Pervious Area CN= 85
Total Square Footage of Drainage Area= 23444 s8 Time of Concentration Post Development: min
Weighted Average CN=j 97
Site Data -Pre Development (Data in this section is only used if Flow Control is required)
Pre -Development CN= 85 Time of Concentration Pre -Developments 10 min
Data
Tested Soil Infiltration Rate= in/hr(see Noe 4) Destination Design=-in/hr
Design Soil Infiltration RWe=l 2.5 in/hr Soil Infiltration Rate
R iement
Rainfall Depth
Desi Stam
Pdlulian Retluce.
1.4 inches
WaterOuali
Flan Control
3.6 inches
I Flood Control
Destination
I 3.6 inches
I Flood Control
Facility Type=
Surface Wrtth=
Surface Length=
Facility Si de Slopes=
Max. Ponding Depth
in Stor.wer Facility-
Depth of Growing Medium(Soil)=
Infiltration Rain Garden Facility Surface Area
24.111 Facility Surface Perimeter-
32.311 Facility Bottom Area=
3101 Facility Bo[ to Perimeter-
bin Basin Volume=
18 in Ratio of Facility Area to Impervious Area=
TT8.43
sgfl
sgfl
of
112.8fl
618
101fl
351.4
0.033
Pollution Reduction-Calculation Results
Peak Flow Rare to Stormwater Facility=IScis
Peak Facility Overflow Rate= D.DDD cfs
Total Runoff Volume to Stormwater
"I
Faci Itry = of
Total Overflow Volume= of
Max. Depth of Stormwater in Facility=in
Drawdown Time=hours
Yes Facility Sizing Meets Pollution Reduction Standards?
VES Meets Requirement of No Facility Flooding?
VES JMeets Requirement for Maximum of 18 Hour Drawdown Time?
Flow Control-Calculation Results
Peak Flow Rare to Stormwater Facility= 0.496 cfs
Peak Facility Overflow Rare=Icis
Total Runoff Volume to Stormwater
Faci Itry= 8338 cf
Total Overflow Volume= of
Peak Off -Site Flow Rare
Max. Depth of Stormwater in Facility= 8.0 in
Filtration Facility Underdrairncis
Drawdown Time= 2.3 hours
Pre-Develo meM Runoff Date
Peak Flow Rare = 0.280 cfs
Total Runoff Volume= 4110 cf
=Facility Sizing Meets Flow Control Standards?
NWMeets Requirement for Post Development offsite flow less or equal to Pre-Development Flow?
L.LLktjMeets Requirement for Maximum of 18 Hour Drawdown Time?
Destination-Calculation Results
Peak Flow Rare to Stormwater Facility= N/A cfs
Peak Facility Overflow Rare= cfs
Total Runoff Volume to OS in
Facility = N/A cf
Total Overflow Volume= cf
Max. Depth of Stormwater in Facility= N/A in
Drawdown Time= N/A hours
_Facility Sizing Meets Destination Standards?
.Meets Requirement of No Facility Flooding?
Meets Requirement for Maximum of 30 hour Drawdown Time?
9/9/2920.2:58 PM
E
x
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PamrNanba: IFrmll/n
cara.naR lD:
Pc
W. o
Cesgi0.�: Ratluflm
_ 0.2000
0.'1500
0.1000
y 0.0500
u 0.0000
V
-0.0500
o.oa
0.035
0.030
0.025
r
0.020
l
¢°
0.015
0.010
O.W5
0."
Runoff
Time (min)
Flow Control Hydrograph
llmafMn)
NV.Sa D,Ah
—Design Slam Runoff.
—Fadfily Infiltration
Runoff Info -Oulfb
—Re-Devticpmml flunofi
—marry ovemow
rlo-dim o�mow
Tdal Posl-CevdoOmenl M{slle Mw
Parr Lumber — Phase 2
Stormwater Management Report
APPENDIX C - WATER QUANTITY
r
Hydraflow Table of Contents PAR36-ate easbns.gpw
HydraMwHydrographs 15rtension for AutcdesW Civil 3M by Autodesk, Inc. J2020
W Jrresday, 09/9/2020
1 -Year
SummaryReport .........................................................................................................................
1
HydrographReports...................................................................................................................
2
Hydrograph No.
1, SBUH Runoff, Basin E1/P1........................................................................
2
Hydrograph No.
2, SBUH Runoff, Basin E2/P2........................................................................
3
Hydrograph No.
3, SBUH Runoff, Basin E3/P3........................................................................
4
Hydrograph No.
4, SBUH Runoff, Basin E4/P4........................................................................
5
Hydrograph No.
5, SBUH Runoff, Basin E5/P5........................................................................
6
Hydrograph No.
6, SBUH Runoff, Basin E6/P6........................................................................
7
Hydrograph No.
7, Combine, Unaffected Basins.....................................................................
8
Hydrograph No.
9, SBUH Runoff, Basin E7.............................................................................
9
Hydrograph No.
10, SBUH Runoff, Basin E8.........................................................................
10
Hydrograph No.
11, SBUH Runoff, Basin E9.........................................................................
11
Hydrograph No.
12, SBUH Runoff, Basin E10.......................................................................
12
Hydrograph No.
13, SBUH Runoff, Basin E11.......................................................................
13
Hydrograph No.
14, Combine, Ex. Affected Basins................................................................
14
Hydrograph No.
15, Combine, Ex. Site..................................................................................
15
Hydrograph No.
17, SBUH Runoff, Basin P7.........................................................................
16
Hydrograph No.
18, SBUH Runoff, Basin P8.........................................................................
17
Hydrograph No.
19, SBUH Runoff, Basin P9/10....................................................................
18
Hydrograph No.
20, SBUH Runoff, Basin P11.......................................................................
19
Hydrograph No.
21, Combine, Pr. Affected Basins...............................................................
20
Hydrograph No.
22, Combine, Pr. Site...................................................................................
21
2 -Year
SummaryReport .......................................................................................................................
22
HydrographReports.................................................................................................................
23
Hydrograph No.
1, SBUH Runoff, Basin E1/P1......................................................................
23
Hydrograph No.
2, SBUH Runoff, Basin E2/P2......................................................................
24
Hydrograph No.
3, SBUH Runoff, Basin E3/P3......................................................................
25
Hydrograph No.
4, SBUH Runoff, Basin E4/P4......................................................................
26
Hydrograph No.
5, SBUH Runoff, Basin E5/P5......................................................................
27
Hydrograph No.
6, SBUH Runoff, Basin E6/P6......................................................................
28
Hydrograph No.
7, Combine, Unaffected Basins...................................................................
29
Hydrograph No.
9, SBUH Runoff, Basin E7...........................................................................
30
Hydrograph No.
10, SBUH Runoff, Basin E8.........................................................................
31
Hydrograph No.
11, SBUH Runoff, Basin E9.........................................................................
32
Hydrograph No.
12, SBUH Runoff, Basin E10.......................................................................
33
Hydrograph No.
13, SBUH Runoff, Basin E11.......................................................................
34
Hydrograph No.
14, Combine, Ex. Affected Basins................................................................
35
Hydrograph No.
15, Combine, Ex. Site..................................................................................
36
Hydrograph No.
17, SBUH Runoff, Basin P7.........................................................................
37
Hydrograph No.
18, SBUH Runoff, Basin P8.........................................................................
38
Hydrograph No.
19, SBUH Runoff, Basin P9/10....................................................................
39
Hydrograph No.
20, SBUH Runoff, Basin P11.......................................................................
40
Hydrograph No.
21, Combine, Pr. Affected Basins...............................................................
41
Hydrograph No.
22, Combine, Pr. Site...................................................................................
42
25 - Year
Contents continued...
PAR36-ate Msins.gpw
SummaryReport .......................................................................................................................
43
HydrographReports.................................................................................................................
44
Hydrograph No.
1, SBUH Runoff, Basin E1/P1......................................................................
44
Hydrograph No.
2, SBUH Runoff, Basin E2/P2......................................................................
45
Hydrograph No.
3, SBUH Runoff, Basin E3/P3......................................................................
46
Hydrograph No.
4, SBUH Runoff, Basin E4/P4......................................................................
47
Hydrograph No.
5, SBUH Runoff, Basin E5/P5......................................................................
48
Hydrograph No.
6, SBUH Runoff, Basin E6/P6......................................................................
49
Hydrograph No.
7, Combine, Unaffected Basins...................................................................
50
Hydrograph No.
9, SBUH Runoff, Basin E7...........................................................................
51
Hydrograph No.
10, SBUH Runoff, Basin E8.........................................................................
52
Hydrograph No.
11, SBUH Runoff, Basin E9.........................................................................
53
Hydrograph No.
12, SBUH Runoff, Basin E10.......................................................................
54
Hydrograph No.
13, SBUH Runoff, Basin E11.......................................................................
55
Hydrograph No.
14, Combine, Ex. Affected Basins................................................................
56
Hydrograph No.
15, Combine, Ex. Site..................................................................................
57
Hydrograph No.
17, SBUH Runoff, Basin P7.........................................................................
58
Hydrograph No.
18, SBUH Runoff, Basin P8.........................................................................
59
Hydrograph No.
19, SBUH Runoff, Basin P9/10....................................................................
60
Hydrograph No.
20, SBUH Runoff, Basin P11.......................................................................
61
Hydrograph No.
21, Combine, Pr. Affected Basins...............................................................
62
Hydrograph No.
22, Combine, Pr. Site...................................................................................
63
Hydrograph Summary Report
Hytlraitow Hytlrographs Extension for Autodesk® Civil 3M by Aulotlesic, Inc. J2020
Hyd
M.
Hytrograph
M.
(origin)
Peak
flow
(o )
Time
interval
(mm)
Ti me to
Peak
(min)
Hyd.
volume
(—ft)
Inflow
hyrl(s)
Maadmum
d..Uen
(ft)
Tolal
sang. useri
(cult)
Hytlmgraph
Besariplion
1
SBUH Runoff
0.043
2
478
644
----
---
---
Basin E1/P1
2
SBUH Runoff
0.019
2
476
273
----
---
---
Basin E2/P2
3
SBUH Runoff
0.091
2
476
1,275
----
---
---
Basin E3F3
4
SBUH Runoff
0.034
2
476
478
----
---
---
Basin EVP4
5
SBUH Runoff
0.037
2
476
524
----
---
---
Basin EaP5
6
SBUH Runoff
0.011
2
476
159
----
---
---
Basin E6/P6
7
Combine
0238
2
476
3,352
1, 2, 3,
---
---
Unaffected Basins
4, 5, 6
9
SBUH Runoff
0.049
2
476
683
----
---
---
Basin E7
10
SBUH Runoff
0.063
2
476
888
----
---
---
Basin E8
11
SBUH Runoff
0.060
2
476
842
----
---
---
Basin E9
12
SBUH Runoff
0.015
2
478
me
----
---
---
Basin E10
13
SBUH Runoff
0.003
2
524
187
----
---
---
Basin Ell
14
Combine
0.189
2
476
2,826
9, 10, 11,
---
---
Ex. Affected Basins
12,13
15
Combine
0.425
2
476
6,178
7,14
---
---
Ex. Site
17
SBUH Runoff
0.045
2
476
837
----
---
---
Basin P7
18
SBUH Runoff
0.040
2
476
577
----
---
---
Basin P8
19
SBUH Runoff
0.075
2
476
1,073
----
---
---
Basin P9/10
20
SBUH Runoff
0.004
2
524
228
----
---
---
Basin Pll
21
Combine
0.163
2
478
2,515
17,18,19,
---
---
Pr. Affectetl Basins
20
22
Combine
0.399
2
476
5,867
7,21
---
---
Pr. ate
PAR36- Site Basins.gpw
Return Period: 1 Year
Wednesday, 0919 12020
I
Hydrograph Report
HydraMwHydrographs F ension for AutocsW Civil 3M by Autodesk, Inc. 0I=
We rn ay, 09/9/2020
Hyd. No. 1
Basin E1/P1
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.043 cfs
Storm frequency
= 1 yrs
Time to peak
= 478 min
Time interval
= 2 min
Hyd. volume
= 644 cult
Drainage area
= 0.370 ac
Curve number
= 96*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 0.83 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Cc nposite (Area/CN) =1(0.300 x 03)+ (0.0]0 x 33)] / 0.370
Basin E1/P1
1
0 01
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
I
Hydrograph Report
HydraMwHydroraphs F ension for AutocsW Civil 308 by Autodesk, Inc. 0I=
We rn ay, 09/9/2020
Hyd. No. 2
Basin E2/P2
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.019 cfs
Storm frequency
= 1 yrs
Time to peak
= 476 min
Time interval
= 2 min
Hyd. volume
= 273 cult
Drainage area
= 0.120 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 0.83 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Cc nposite (Area/CN) = ](0420 x 88)] / 0420
Basin E2/P2
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
4
Hydrograph Report
HydraMwHydrographs F ension for AutocsW Civil 308 by Autodesk, Inc. 0I=
We rn ay, 09/9/2020
Hyd. No. 3
Basin E3/P3
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.091 cfs
Storm frequency
= 1 yrs
Time to peak
= 476 min
Time interval
= 2 min
Hyd. volume
= 1,275 cult
Drainage area
= 0.560 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 0.83 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Cc nposite (Area/CN) = ](0.580 x 98)] / 0580
Basin E3/P3
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240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hydrograph Report
HydraMwHydroraphs F ension for AutocsW Civil 308 by Autodesk, Inc. 0I=
We rn ay, 09/9/2020
Hyd. No. 4
Basin E4/P4
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.034 cfs
Storm frequency
= 1 yrs
Time to peak
= 476 min
Time interval
= 2 min
Hyd. volume
= 478 cult
Drainage area
= 0.210 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 0.83 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Cc nposite (Area/CN) =1(0.210 x 88)] / 0.210
Basin E41P4
0.10 0.10
I I �iiiiiiiiiiiiiiiiii��iiiiiiiiiiiiiiiiii��iiiiiiiiiiiiiiiiii��iiiiii����iiiiiiiiiiiii�►- r_III
7=7
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
I
Hydrograph Report
HydraMwHydroraphs F ension for AutocsW Civil 308 by Autodesk, Inc. 0I=
We rn ay, 09/9/2020
Hyd. No. 5
Basin E5/P5
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.037 cfs
Storm frequency
= 1 yrs
Time to peak
= 476 min
Time interval
= 2 min
Hyd. volume
= 524 cult
Drainage area
= 0.230 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 0.83 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Cc nposite (Area/CN) = ](0.230 x 98)] 10.2M
Basin E51P5
���w�lltltltltlr��lltltltlt�lltltltlt�lltltltlt�lltltltlt�lltltltlt�lltltltlt�lltltltlt�
��� �I�Iltltltltltltl�rttt����r�lltltltltltltl�ltttttttttt����
���ilrttttttttt�l�l�l�r_���r-�
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
1
u
Hydrograph Report
HydraMwHydrographs Extension fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 6
Basin E6/P6
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.011 cfs
Storm frequency
= 1 yrs
Time to peak
= 476 min
Time interval
= 2 min
Hyd. volume
= 159 cult
Drainage area
= 0.070 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 0.83 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) = ](0.0]0 x 98)] / 0.0]0
Basin E61P6
Itttttttttt� ltttttttttt� l� l� � r.� ltttttttttt� ltttttttttt� ltttttttttt� ltt� ltttttttttt� ltttttttttt� ltttttttttt� ltttttttttt�
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0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
I
Hydrograph Report
HydraMwHydroraphs F ension for AutocsW civil 3M by Autodesk, Inc. 0I=
W ne ay, 09/9/2020
Hyd. No. 7
Unaffected Basins
Hydrograph type
= Combine
Peak discharge
= 0.236 cfs
Storm frequency
= 1 yrs
Time to peak
= 476 min
Time interval
= 2 min
Hyd. volume
= 3,352 cult
Inflow hyds.
= 1, 2, 3, 4, 5, 6
Contrib. drain. area
= 1.560 ac
Unaffected Basins
2I21
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0
120 240 360 480 600 720
840 960 1080
1200 1320 1440
1560
I
Hydrograph Report
HydraMwHydroraphs F ension for Autcdcsb® Civil 3M by Autotlesk, Inc. 0 I=
Wdresday, 09/9/21M
Hyd. No. 9
Basin E7
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.049 cfs
Storm frequency
= 1 yrs
Time to peak
= 476 min
Time interval
= 2 min
Hyd. volume
= 683 cult
Drainage area
= 0.300 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Ti
= 5.00 min
Total precip.
= 0.83 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Composite (Area/Cl =1(0.280 x W) ♦ (0.010 x 85)] / 0.300
Basin E7
of
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fill��I��f♦f♦f♦f♦f♦f♦�� f♦
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0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
10
Hydrograph Report
HydraMwHydrographs Eatenswn fa Auto csW Civil 3M by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 10
Basin E8
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.063 cfs
Storm frequency
= 1 yrs
Time to peak
= 476 min
Time interval
= 2 min
Hyd. volume
= 888 cult
Drainage area
= 0.390 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 0.83 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) =1(0.390 x 98)] 10.390
Basin E8
MI
OR
11
No
ME
�—I���f♦f♦f♦f♦f♦f♦f♦VERNON
6 66 6 66
I I I .I :I .11 I :I •.I I:I 11 I I .I
Hydrograph Report
HydraMwHydrographs Eatenswn fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 11
Basin E9
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.060 cfs
Storm frequency
= 1 yrs
Time to peak
= 476 min
Time interval
= 2 min
Hyd. volume
= 842 cult
Drainage area
= 0.370 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 0.83 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposte (Area/CN) =1(0.370 x 98)] / 0.370
Basin E9
OR
r r ����ME��������� r r
Moo ���������
MR
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0.01 aa0.01
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0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
12
Hydrograph Report
HydraMwHydrographs Extension fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 12
Basin E10
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.015 cfs
Storm frequency
= 1 yrs
Time to peak
= 478 min
Time interval
= 2 min
Hyd. volume
= 226 cult
Drainage area
= 0.130 ac
Curve number
= 96*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 0.83 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) =1(0.110 x 08)+ (0.020 x 85)] 10.1 M
Basin E10
r r Iltltltltltltl�lltltltltltltl�lltltltltltltl�l��l�l�l�l�l�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� r r
r rr 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
13
Hydrograph Report
HydraBow Hydrographs Extension fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 13
Basin E11
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.003 cfs
Storm frequency
= 1 yrs
Time to peak
= 524 min
Time interval
= 2 min
Hyd. volume
= 187 cult
Drainage area
= 0.370 ac
Curve number
= 87*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 0.83 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) =1(0.070 x 98) ♦ (0.300 x 85)] / 0.370
Basin E11
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
14
Hydrograph Report
HydraMwHydrographs Fatension fa Auto csW civil 3M by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 14
Ex. Affected Basins
Hydrograph type
= Combine
Peak discharge
= 0.189 cfs
Storm frequency
= 1 yrs
Time to peak
= 476 min
Time interval
= 2 min
Hyd. volume
= 2,826 cult
Inflow hyds.
= 9, 10, 11, 12, 13
Contrib. drain. area
= 1.560 ac
Ex. Affected Basins
r r
A0
00
ML
f
�_0.00
0 240 360 •:r 600
720 :•r 960 1080
1200 1320 1440 1560
10
15
Hydrograph Report
HydraMwHydrographs e4lension fa Auto csW Civil 3M by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 15
Ex. Site
Hydrograph type
= Combine
Peak discharge
= 0.425 cfs
Storm frequency
= 1 yrs
Time to peak
= 476 min
Time interval
= 2 min
Hyd. volume
= 6,178 cult
Inflow hyds.
= 7, 14
Contrib. drain. area
= 0.000 ac
Fac. Site
MENOMINEE
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IltltltltINEElltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
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I
Hydrograph Report
HydraMwHydrographs Falension fa Auto csW Civil 3M by Autodesk, Inc. J I=
W ne ay, 09 19 / 21M
Hyd. No. 17
Basin P7
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.045 cfs
Storm frequency
= 1 yrs
Time to peak
= 476 min
Time interval
= 2 min
Hyd. volume
= 637 cult
Drainage area
= 0.280 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 0.83 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) =1(0.2]0 x 08) ♦ (0.010 x 85)] 10.2W
Basin P7
MI
0.01 ��� rt���tta��tr�t�l������� 0.01
Ittttttttttt�ltttt(_f/�I�I�I�I�I�IIltttttrrrraa77=---��
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
17
Hydrograph Report
HydraMwHydrographs Fatension fa Auto csk® Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 18
Basin P8
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.040 cfs
Storm frequency
= 1 yrs
Time to peak
= 476 min
Time interval
= 2 min
Hyd. volume
= 577 cult
Drainage area
= 0.290 ac
Curve number
= 97*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 0.83 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) = ](0.280 x W) ♦ (0.030 x 85)] / 0.280
Basin P8
MR
������I\��Illl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
18
Hydrograph Report
HydraMwHydrographs Fatension fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 19
Basin P9/10
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.075 cfs
Storm frequency
= 1 yrs
Time to peak
= 476 min
Time interval
= 2 min
Hyd. volume
= 1,073 cult
Drainage area
= 0.540 ac
Curve number
= 97*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 0.83 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) =1(0.500 x 98) ♦ (OD40 x 85)] / 0.540
Basin P9/10
in
mol
���w��� �wlltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltltltltltltl�lltltltltltltl�lltltltltltltl�r�lltltltltltltl�lltltltltltltl�lltltltt�� �����
000 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
19
Hydrograph Report
HydraMwHydrographs Fatension fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 20
Basin P11
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.004 cfs
Storm frequency
= 1 yrs
Time to peak
= 524 min
Time interval
= 2 min
Hyd. volume
= 228 cult
Drainage area
= 0.450 ac
Curve number
= 87*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 0.83 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
` Canposite(Area/CN)=i(0.W x 98)+(0.390 x 85)]/ OA50
Basin P11
. 20
Itttttttttt� ltttttttttt� ltttttttttt� ltttttttttt� �.ltrr� � ttrr� l� ltttttttttt� trrrrr� � �
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
20
Hydrograph Report
HydraMwHydrographs Fatension fa Auto csW civil 3M by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 21
Pr. Affected Basins
Hydrograph type
= Combine
Peak discharge
= 0.163 cfs
Storm frequency
= 1 yrs
Time to peak
= 478 min
Time interval
= 2 min
Hyd. volume
= 2,515 cult
Inflow hyds.
= 17, 18, 19, 20
Contrib. drain. area
= 1.560 ac
Pr. Affected Basins
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltlt�r��lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
����r� r�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
I 120 240 360 4:I 600 720 :4I •.I 1080 1200 1320 1440 1560
20
21
Hydrograph Report
HydraMwHydrographs Fatension fa Auto csW Civil 3M by Autodesk, Inc. J I=
W ne ay, 09 19 / 21M
Hyd. No. 22
Pr. Site
Hydrograph type
= Combine
Peak discharge
= 0.399 cfs
Storm frequency
= 1 yrs
Time to peak
= 476 min
Time interval
= 2 min
Hyd. volume
= 5,867 cult
Inflow hyds.
= 7, 21
Contrib. drain. area
= 0.000 ac
Pr. Site
OR
Iltltltltltltl�lltltltltltltl�lltltltltltltl�rr,�\��Iltltltltltltl��� ������
Itttttttttt�lttttttllll��/.����_�����t��_ �
Itititititt�ltttttr1111111���-1-1-1-1-Ittllllllll���- fttltltltttt�
111 tlllllllllll.li ���������1111111111 ��,� 111
1 II .I:I .11 1 I •.I I:I 11 11 .I
22
Hydrograph Summary Report
Hytlraitow Hytlrographs Extension for Autodesk® Civil 304s by Aulotlesic, Inc. J2020
Hyd
M.
Hytrograph
M.
(ein9n)
Paas
flow
(mss)
T.ne
inleraal
(mi-)
Ti me to
Peak
(min)
Hyd.
volume
(—ft)
Inflow
hyoys)
Maximum
d..Uan
(ft)
Tole)
sirs. useE
(cult)
Hytlmgraph
Besesiplixn
1
SBUH Runoff
0271
2
474
3,825
----
---
---
Basin ElRl
2
SBUH Runoff
0.092
2
474
1,336
----
---
---
Basin E21P2
3
SBUH Runoff
0.432
2
474
6,235
----
---
---
Basin E31P3
4
SBUH Runoff
0.162
2
474
2,338
----
---
---
Basin E4R4
5
SBUH Runoff
0.171
2
474
2,561
----
---
---
Basin EatP5
6
SBUH Runoff
0.054
2
474
T19
----
---
---
Basin E&P6
7
Combine
1.188
2
474
17,074
1, 2, 3,
---
---
Unaffected Basins
4, 5, 6
9
SBUH Runoff
0231
2
474
3,340
----
---
---
Basin E7
10
SBUH Runoff
0.301
2
474
4,342
----
---
---
Basin E8
11
SBUH Runoff
0285
2
474
4,119
----
---
---
Basin E9
12
SBUH Runoff
0.095
2
474
1,344
----
---
---
Basin E10
13
SBUH Runoff
0.184
2
478
2,691
----
---
---
Basin Ell
14
Combine
1.095
2
474
15,837
9, 10, 11,
---
---
Ex. Affected Basins
12,13
15
Combine
2283
2
474
32,910
7,14
---
---
Ex. Site
17
SBUH Runoff
0216
2
474
3,117
----
---
---
Basin P7
18
SBUH Runoff
0219
2
474
3,112
----
---
---
Basin P8
19
SBUH Runoff
0.407
2
474
5,794
----
---
---
Basin PW10
20
SBUH Runoff
0224
2
478
3,273
----
---
---
Basin Pll
21
Combine
1.063
2
474
15,296
17,18,19,
---
---
Pr. Affected! Basins
20
22
Combine
2252
2
474
32,370
7,21
---
---
Pr. ate
PAR36- Site Basins.gpw
Return Period: 2 Year
Wednesday, 0919 12020
23
Hydrograph Report
HydraMwHydrographs F ension for AutocsW Civil 3M by Autodesk, Inc. 0I=
We rn ay, 09/9/2020
Hyd. No. 1
Basin E1/P1
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.271 cfs
Storm frequency
= 2 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 3,825 cult
Drainage area
= 0.370 ac
Curve number
= 96*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.30 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Cc nposte (Area/CN) =1(0.300 x 03)+ (0.0]0 x 33)] / 0.370
Basin E1/P1
MEMORIES!! I
Mai
tl
11111
00t
MR
005 0.05
00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
24
Hydrograph Report
HydraMwHydroraphs F ension for AutocsW Civil 308 by Autodesk, Inc. 0I=
We rn ay, 09/9/2020
Hyd. No. 2
Basin E2/P2
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.092 cfs
Storm frequency
= 2 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 1,336 cult
Drainage area
= 0.120 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.30 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Cc nposite (Area/CN) = ](0420 x 88)] / 0420
Basin E2/132
I r r r
MEMORIES MEMORIES
REMEMER
6 S. SIEMENS
SIEMENS I
SIEMENS III
r r: ISIEMENS IN
SIEMENS
��������� r r.
IRS
MR
SIEMENS � � � � la � lltltltltlw lltltltltlw lltltltltlw lltltltltlw lltltltltlw lltltltltlw lltltltltlw lltltltltlw
Iltltltltlw lltltltltlw lltltltltlw lltlw � ll� � lltltltltlw lltltltltlw lltltltltlw lltltltltlw lltltltltlw lltltltltlw lltltltltlw lltltltltlw
SIEMENS
SIE
r r ��IIIIIIIIif♦f♦�f♦�f♦������� r r
��IIIItiI♦f♦ �� ���������
Iltlt MENSlltltltltlw��lltltltltlwlltltltltlwlltltltltltltt����lltltltltlwlltltltltlwlltltltltlwlltltltltlwlltltltltlwlltltltltlw
Iltltltltlw��lltltltltlwlltltltltlwlltltltltlwlltltltltlwlltltltltlwlltltltltlwlltltltltlwlltltltltltltl�lt��lltltltltlw
IIS � Iltltttttw � litltltltlw lid l� l� l� ll� � � �
r rr ��Iltltltltlwlltltltltltt�l�lltltltltlwlltltltltlwlltltltltlwlltltltltlwlltltltltlwlltltlt���1� r rr
r r .r .r -:r .rr r :-r •.r r:r rr
25
Hydrograph Report
HydraMwHydrographs F ension for AutocsW Civil 308 by Autodesk, Inc. 0I=
We rn ay, 09/9/2020
Hyd. No. 3
Basin E3/P3
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.432 cfs
Storm frequency
= 2 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 6,235 cult
Drainage area
= 0.560 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.30 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Cc nposite (Area/CN) = ](0.580 x 98)] / 0580
Basin E3/P3
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f_i��l�l(_I�I�I�I�I��� tttttttttttr.
f_���Irttttttttt�l�l�l�l�l�l��lrttttttttt�
� �� ����Ittttttttttt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltlttttttt��lttttttttti��� � 66
r r -r .r -:r .rr r :-r •.r r:r rr r --r .r
F
Hydrograph Report
Hydratlow Hydroraphs F ension for Autotl W Civil 308 by Autodesk, Inc. 0 I=
W ne ay, 09/9/2020
Hyd. No. 4
Basin E4/P4
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.162 cfs
Storm frequency
= 2 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 2,338 cult
Drainage area
= 0.210 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.30 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Cc nposite (Area/CN) =1(0.210 x 88)] / 0.210
Basin E4/P4
0.50 0.50
���Iltltltltltltlllltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Is
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltl��i ltltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
� � Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltlt��ltltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� � �
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltlt� �ttltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltlt� ���Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltlt� ���Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltlt����lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
� � Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltlt��llt��l�l�l�l�l�lltltltltltltl�lltltltltltltl�lltltltltltltl� � �
r_� ���� ��II�Iltttttttttt���
r_ �I�I�Irtttttttit�l�l�l�l���—�
ooh 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
27
Hydrograph Report
HydraMwHydroraphs F ension for AutocsW Civil 308 by Autodesk, Inc. 0I=
We rn ay, 09/9/2020
Hyd. No. 5
Basin E5/P5
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.177 cfs
Storm frequency
= 2 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 2,561 cult
Drainage area
= 0.230 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.30 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Cc nposite (Area/CN) = ](0.230 x 98)] 10.2M
Basin E51P5
21
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
28
Hydrograph Report
HydraMwHydrographs Extension fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 6
Basin E6/P6
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.054 cfs
Storm frequency
= 2 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 779 cult
Drainage area
= 0.070 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.30 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) = ](0.0]0 x 98)] / 0.0]0
Basin E6/136
r_
6 66 6 66
f f .f .r -:r .rr f :-r •.r r:r ff f ..f .r
Hydrograph
Report
29
HydraMwHydroraphs F ension for AutocsW civil 308 by Autodesk, Inc. 0I=
W ne ay, 09/9/2020
Hyd. No. 7
Unaffected Basins
Hydrograph type
= Combine
Peak discharge
= 1.188 cfs
Storm frequency
= 2 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 17,074 cuft
Inflow hyds.
= 1, 2, 3, 4, 5, 6
Contrib. drain. area
= 1.560 ac
Q (cfs)
2.00
1.00
Unaffected Basins
Hyd. No. 7 -- 2 Year
Q (cfs)
2.00
1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 — Hyd No. 1 — Hyd No. 2 — Hyd No. 3 Time (min)
— Hyd No. 4 Hyd No. 5 — Hyd No. 6
30
Hydrograph Report
HydraMwHydro raphsF ension for Auto csW Civil 3M by Autodesk, Inc. 0 I=
We rn ay, 09/9/2020
Hyd. No. 9
Basin E7
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.231 cfs
Storm frequency
= 2 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 3,340 cult
Drainage area
= 0.300 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.30 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Cc nposite (Area/CN) =1(0.280 x W) ♦ (0.010 x 85)] / 0.300
Basin E7
���Iltltltltwlltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltwrlltltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltlt���lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
� � Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltlw �tltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� � �
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltl��Iltltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltl���Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltl��ttltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltl��i ltltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
SO
MR
�����Il�.�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltltltltltltl�lltltltltltltl�lltltltltltltl�llw�lltl��lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
0.05
0!4
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
31
Hydrograph Report
HydraMwHydrographs Extension fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 10
Basin E8
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.301 cfs
Storm frequency
= 2 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 4,342 cult
Drainage area
= 0.390 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.30 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) =1(0.390 x 98)] 10.390
Basin E8
0.05 0.05
—��������� 7!♦
f—I�f♦f♦�f♦f♦f♦f♦f♦f•��
32
Hydrograph Report
HydraMwHydrographs Extension fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 11
Basin E9
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.285 cfs
Storm frequency
= 2 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 4,119 cult
Drainage area
= 0.370 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.30 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) =1(0.370 x 98)] / 0.370
Basin E9
6 IN
IN
IN
���II!��Iltltlr�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
005 �
0.05
i�������_���
0.00
0 120
240 360 480 600 720 840 960 1080 1200 1320 1440 1560
33
Hydrograph Report
HydraMwHydrographs Extension fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 12
Basin E10
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.095 cfs
Storm frequency
= 2 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 1,344 cult
Drainage area
= 0.130 ac
Curve number
= 96*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.30 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) =1(0.110 x 08)+ (0.020 x 85)] 10.1 W
Basin E10
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltl�ltltltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
0111
r r Mkliiiiiiii�tttttttttttttl♦II♦II♦II♦II♦Iiiiiiiiiii�liiiiiiiiii�liiiiiiiiii� r r
��—�����Illl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltltltltltltl�lltltltltltltl���lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltttttla��l�lltltltltltltl�lltltltltltltl�lltltltltltltl�
0.01 �__� �Iltltltltltltl�lltltltltltltl�l�l�l�l�ta��l�l� 0.01
�� �Itttttttttt�ltttttttttt�l�l�l�l�l�lltltltltltltl�l�l��
Itttttttttt�i�ltttttttttt�l�l(_I�I�I�I�I�I�I� r_
000 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
34
Hydrograph Report
HydraBow Hydrographs Extension fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 13
Basin E11
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.184 cfs
Storm frequency
= 2 yrs
Time to peak
= 478 min
Time interval
= 2 min
Hyd. volume
= 2,691 cult
Drainage area
= 0.370 ac
Curve number
= 87*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.30 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) =1(0.070 x 98) ♦ (0.300 x 85)] / 0.370
Basin E11
MI
���Ir�lltltltltltltl�lltltltltltlt���— �����
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hydrograph
Report
35
HydraMwHydrographs Fatension fa Auto csW civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 14
Ex. Affected Basins
Hydrograph type
= Combine
Peak discharge
= 1.095 cfs
Storm frequency
= 2 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 15,837 cuft
Inflow hyds.
= 9, 10, 11, 12, 13
Contrib. drain. area
= 1.560 ac
Q (cfs)
2.00
1.00
Ex. Affected Basins
Hyd. No. 14 -- 2 Year
Q (cfs)
2.00
1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 14 — Hyd No. 9 — Hyd No. 10 — Hyd No. 11 Time (min)
— Hyd No. 12 — Hyd No. 13
Hydrograph
Report
36
HydraMwHydrographs Fatension fa Auto csW civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 15
Ex. Site
Hydrograph type
= Combine
Peak discharge
= 2.283 cfs
Storm frequency
= 2 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 32,910 cuft
Inflow hyds.
= 7, 14
Contrib. drain. area
= 0.000 ac
Q (cfs)
3.00
2.00
1.00
0.00 V'
0 120 240 36
Hyd No. 15
Fac. Site
Hyd. No. 15 -- 2 Year
0 480 600 720 840 960
Hyd No. 7 — Hyd No. 14
Q (cfs)
3.00
2.00
1.00
nL 10.00
1080 1200 1320 1440 1560
Time (min)
Q (cfs)
3.00
2.00
1.00
nL 10.00
1080 1200 1320 1440 1560
Time (min)
37
Hydrograph Report
HydraMwHydrographs Falension fa Auto csW Civil 3M by Autodesk, Inc. J I=
W ne ay, 09 19 / 21M
Hyd. No. 17
Basin P7
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.216 cfs
Storm frequency
= 2 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 3,117 cult
Drainage area
= 0.280 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.30 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) =1(0.2]0 x 08) ♦ (0.010 x 85)] 10.2W
Basin P7
AM
01
OWT
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
38
Hydrograph Report
HydraMwHydrographs Fatension fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 18
Basin P8
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.219 cfs
Storm frequency
= 2 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 3,112 cult
Drainage area
= 0.290 ac
Curve number
= 97*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.30 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) = ](0.280 x W) ♦ (0.030 x 85)] / 0.280
Basin P8
MI
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
39
Hydrograph Report
HydraMwHydrographs Fatension fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 19
Basin P9/10
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.407 cfs
Storm frequency
= 2 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 5,794 cult
Drainage area
= 0.540 ac
Curve number
= 97*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.30 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) = ](0.500 x 98) ♦ (OD40 x 85)] / 0.540
Basin P9/10
r r M0,01
r r
Nmop
r r l��������� f r
MM am66
r f -f .r -:r .rr f :-r •.r r:r ff f --f .r
40
Hydrograph Report
HydraMwHydrographs Fatension fa Auto csW Civil 3M by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 20
Basin P11
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.224 cfs
Storm frequency
= 2 yrs
Time to peak
= 478 min
Time interval
= 2 min
Hyd. volume
= 3,273 cult
Drainage area
= 0.450 ac
Curve number
= 87*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.30 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
` Canposite(Area/CN)=](0.O x 98)+(0.390 x 85)]/ OA50
Basin P11
1
1�������fit
r`�������
000 1
Hydrograph
Report
960
41
HydraMwHydrographs Fatension fa Auto csW civil 3M by Autodesk, Inc. J I=
W ne ay, 09 19 / 21M
Hyd. No. 21
Pr. Affected Basins
Hydrograph type
= Combine
Peak discharge
= 1.063 cfs
Storm frequency
= 2 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 15,296 cuft
Inflow hyds.
= 17, 18, 19, 20
Contrib. drain. area
= 1.560 ac
Q (cfs)
2.00
1.00
Pr. Affected Basins
Hyd. No. 21 -- 2 Year
0.00
0 120 240 360 480 600
— Hyd No. 21 — Hyd No. 17
— Hyd No. 20
720
840
960
Hyd No.
18
Q (cfs)
2.00
1.00
' 0.00
1080 1200 1320 1440 1560
Time (min)
Hyd No. 19
Hydrograph
Report
42
HydraMwHydrographs Fatension fa Auto csW civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 22
Pr. Site
Hydrograph type
= Combine
Peak discharge
= 2.252 cfs
Storm frequency
= 2 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 32,370 cuft
Inflow hyds.
= 7, 21
Contrib. drain. area
= 0.000 ac
Q (cfs)
3.00
2.00
1.00
0.00 fir
0 120 240 36
Hyd No. 22
Pr. Site
Hyd. No. 22 -- 2 Year
0 480 600 720 840 960
Hyd No. 7 — Hyd No. 21
Q (cfs)
3.00
2.00
1.00
IL1 0.00
1080 1200 1320 1440 1560
Time (min)
Q (cfs)
3.00
2.00
1.00
IL1 0.00
1080 1200 1320 1440 1560
Time (min)
43
Hydrograph Summary Report
Hytlraitow Hytlrographs Extension for Autodesk® Civil 304s by Aulotlesic, Inc. J2020
Hyd
M.
Hytrograph
M.
(ein9n)
Paas
flow
(mss)
T.ne
inleraal
(mi-)
Ti me to
Peak
(min)
Hyd.
volume
(—ft)
Inflow
hyrl(s)
Maximum
d..Uan
(fl)
Tole)
sirs. useE
(cult)
Hytlmgraph
Besemplixn
1
SBUH Runoff
0.408
2
474
5,821
----
---
---
Basin ElRl
2
SBUH Runoff
0.138
2
474
1,988
----
---
---
Basin E21P2
3
SBUH Runoff
0.834
2
474
9,277
----
---
---
Basin E31P3
4
SBUH Runoff
0238
2
474
3,479
----
---
---
Basin E4R4
5
SBUH Runoff
0261
2
474
3,810
----
---
---
Basin EatP5
6
SBUH Runoff
0.079
2
474
1,160
----
---
---
Basin E6R6
7
Combine
1]56
2
474
25,534
1,2,3,
---
---
Unaffected Basins
4, 5, 6
9
SBUH Runoff
0.340
2
474
4,970
----
---
---
Basin E7
10
SBUH Runoff
0.442
2
474
6,461
----
---
---
Basin E8
11
SBUH Runoff
0.419
2
474
6,129
----
---
---
Basin E9
12
SBUH Runoff
0.143
2
474
2,045
----
---
---
Basin E10
13
SBUH Runoff
0.320
2
476
4,539
----
---
---
Basin Ell
14
Combine
1.664
2
474
24,143
9, 10, 11,
---
---
Ex. Affected Basins
12,13
15
Combine
3.420
2
474
49,68
7,14
---
---
Ex. Site
17
SBUH Runoff
0.317
2
474
4,838
----
---
---
Basin P7
18
SBUH Runoff
0.325
2
474
4,682
----
---
---
Basin P8
19
SBUH Runoff
BAN
2
474
8,719
----
---
---
Basin PW10
20
SBUH Runoff
0.389
2
476
5,520
----
---
---
Basin Pll
21
Combine
1.635
2
474
23,559
17,18,19,
---
---
Pr. Affected! Basins
20
22
Combine
3.391
2
474
49,093
7,21
---
---
Pr. ate
PAR36- Site Basins.gpw
Return Period: 25 Year
Wednesday, 0919 12020
44
Hydrograph Report
HydraMwHydrographs F ension for AutocsW Civil 3M by Autodesk, Inc. 0I=
We rn ay, 09/9/2020
Hyd. No. 1
Basin E1/P1
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.408 cfs
Storm frequency
= 25 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 5,821 cult
Drainage area
= 0.370 ac
Curve number
= 96*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.80 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Cc nposite (Area/CN) =1(0.300 x 03)+ (0.0]0 x 33)] / 0.370
Basin E1/P1
tl ���������
0t
01
mol
MM am
� � ���IlA�lltltltl��lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� � �
66
r r -r .r -:r .rr r :-r •.r r:r rr r --r .r
45
Hydrograph Report
HydraMwHydroraphs F ension for AutocsW Civil 308 by Autodesk, Inc. 0I=
We rn ay, 09/9/2020
Hyd. No. 2
Basin E2/P2
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.136 cfs
Storm frequency
= 25 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 1,988 cult
Drainage area
= 0.120 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.80 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Cc nposite (Area/CN) = ](0420 x 88)] / 0420
Basin E2/P2
������� ��r.lttttttttttttr•Ir_Ir_Ir_Ir_Ir_
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
F
Hydrograph Report
HydraMwHydrographs F ension for AutocsW Civil 308 by Autodesk, Inc. 0I=
W ne ay, 09/9/2020
Hyd. No. 3
Basin E3/P3
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.634 cfs
Storm frequency
= 25 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 9,277 cult
Drainage area
= 0.560 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.80 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Cc nposite (Area/CN) = ](0.580 x 98)] / 0580
Basin E3/P3
Ilt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�
r .r Ilt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt� r .r
Ilt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�
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Ilt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�
Ilt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�
r ;r Ilt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt� r ;r
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Ilt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�
Ilt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�llt�
IN
���� � Il�llt�llt�llt�llt�llt����
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Ilt�llt�llt�llt� �I�Ilt�llt�llt�llt�llt�llt�llt�llt�
Ilt�llt�llt�llt� mot�Ilt�llt�llt�llt�llt�llt�llt�llt�
Op �Ilt�llt�llt�llt�llt�llt�llt�llt�
ON It�llt�llt�llt�llt�llt�llt�llt�llt�
MOM
Ilt�llt�llt�llt��r�llt�llt�llt�llt�llt�llt�llt�llt�
r r Ilt�llt�llt�llt��llr�llt�llt�llt�llt�llt�llt�llt�llt� r r
Ilt� llt� llt� llt� � lltr � llt� llt� llt� llt� llt� llt� llt� llt�
Ilt� llt� llt� llA� llt�� llt� llt� llt� llt� llt� llt� llt� llt�
Ilt�llt�llt��i�llt�'_��Ilt�llt�llt�llt�llt�llt�llt�
0.10 0.10
Iltt� �� llt� � l� litittttttttt� l� l� l� � � t� llt�
I�it�l��lttttttttttt�l�l�l�l�l�l�ttt� �
000 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
47
Hydrograph Report
HydraMwHydroraphs F ension for AutocsW Civil 308 by Autodesk, Inc. 0I=
We rn ay, 09/9/2020
Hyd. No. 4
Basin E4/P4
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.238 cfs
Storm frequency
= 25 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 3,479 cult
Drainage area
= 0.210 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.80 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Cc nposite (Area/CN) =1(0.210 x 88)] / 0.210
Basin E4/P4
01
mop
�����Ilr�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltl��lltl��lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltt�lltltlt���l�lltltltltltltlIIIN����1����
0.
00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
48
Hydrograph Report
HydraMwHydroraphs F ension for AutocsW Civil 308 by Autodesk, Inc. 0I=
We rn ay, 09/9/2020
Hyd. No. 5
Basin E5/P5
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.261 cfs
Storm frequency
= 25 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 3,810 cult
Drainage area
= 0.230 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.80 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Cc nposite (Area/CN) = ](0.230 x 98)] 10.2M
Basin E5/P5
�����Itltltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl����
���� � rttttttttt�tltltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltt����
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltlt��Itltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltl�MIltltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltl��Itltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
� � Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltl��lltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� � �
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltl��tltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltlt��i ltltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltlt� �iltltltltltlt�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltlt� �I ltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
moll
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltlt� ���Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
� � Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltlt����lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl� � �
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltlt��llr�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltlt��llt��lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltlt��lltlt��lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
�� Iltltltltltltl�lltltltltltltl�lltltlt�tlltltltltltl�lltltltltltlr �I�I�I�I�Iltltltltltltl�lltltltltltltl�lltltltltltltl� ��
Il�lltl�
��r�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltltl�
OF
on ��Iltltltltltltl�Il�ltltltltltltl�Il�ltltltltltltl�Iltlttltttlttttttttttltti�� ll�ltltltltltltl�ll�ltltltltltltl�ll�ltltltltltltl�ll�ltltltltltltl�llllttilttltttlrtlrtrl�tl��lltltltltltltl��lltltlt�
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
49
Hydrograph Report
HydraMwHydrographs Extension fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 6
Basin E6/P6
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.079 cfs
Storm frequency
= 25 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 1,160 cult
Drainage area
= 0.070 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.80 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) = ](0.0]0 x 98)] / 0.0]0
Basin E6/136
01
moll
I• ���� ���������� I I,
I I I .I :I .11 I :I •.I I:I 11 I I .I
Hydrograph
Report
50
HydraMwHydroraphs F ension for AutocsW civil 3M by Autodesk, Inc. 0I=
W ne ay, 09/9/2020
Hyd. No. 7
Unaffected Basins
Hydrograph type
= Combine
Peak discharge
= 1.756 cfs
Storm frequency
= 25 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 25,534 cuft
Inflow hyds.
= 1, 2, 3, 4, 5, 6
Contrib. drain. area
= 1.560 ac
Q (cfs)
2.00
1.00
Unaffected Basins
Hyd. No. 7 -- 25 Year
Q (cfs)
2.00
1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 — Hyd No. 1 — Hyd No. 2 — Hyd No. 3 Time (min)
Hyd No. 4 — Hyd No. 5 — Hyd No. 6
51
Hydrograph Report
HydraMwHydroraphs F ension for AutocsW Civil 308 by Autodesk, Inc. 0I=
We rn ay, 09 /9 /20211
Hyd. No. 9
Basin E7
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.340 cfs
Storm frequency
= 25 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 4,970 cult
Drainage area
= 0.300 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.80 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Cc nposte (Area/CN) =1(0.280 x W) ♦ (0.010 x 85)] / 0.300
Basin E7
01
MI
mol
MR
0.05
��—�IIIIIIIIIIIIIir.�IIIIIIIIIIIIII�IIIIIIIIIIIIII�IIIIIIIIIIIIII�IIIIIIIIIIIIII�IIIIIIIIIIIIII�IIIIIIIIIIIIII�IIIIIIIIIIIIII�
IIIIIIIIIIIIII�IIIIIIIt� tltllllllllll�llllllllllllll�llllllllllllll�llllllllllllll�lllllllllll����llllllllllllll�llllllllllllll�llllllllllllll�
II11111111111� �Illllllllttttt��l�lt�l�l�l�ltttllrr����
Iii
o �� ��Illlllllllllll�lllllllllllltt��lttttttttil�llllllllllllll�llllllllllllll�llllllllllllll�llllllllllllll�lllllllllllllr��t� 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
52
Hydrograph Report
HydraMwHydrographs Extension fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 10
Basin E8
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.442 cfs
Storm frequency
= 25 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 6,461 cult
Drainage area
= 0.390 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.80 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) =1(0.390 x 98)] 10.390
Basin E8
MR
No
I I I .I :I .11 I :I •.I I:I 11 I I .I
53
Hydrograph Report
HydraMwHydrographs Extension fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 11
Basin E9
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.419 cfs
Storm frequency
= 25 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 6,129 cult
Drainage area
= 0.370 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.80 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) =1(0.370 x 98)] / 0.370
Basin E9
001
mof
No
���—Iltltltiv��lltltltltlwlltltltltlwlltltltltlwlltltltltlwlltltltltlwlltltltltlwlltltltltlw
66
rr Iltltltltlwlltltlt�itltltltltlwlltltltltlwl�l�l����lltltltltlwlltltltltlwlltltltltlw rr
f f -r .r -:r .rr f :-r •.r r:r ff f --f .r
54
Hydrograph Report
HydraMwHydrographs Extension fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 12
Basin E10
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.143 cfs
Storm frequency
= 25 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 2,045 cult
Drainage area
= 0.130 ac
Curve number
= 96*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.80 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) =1(0.110 x 08)+ (0.020 x 85)] 10.1 M
Basin E10
r r Iltltltltltltl�lltltltltltltl�lltltltltltltl�l��<��������� r r
-� ��f♦f♦f♦���
--LEI
00 trrrrrr ���t���������� 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
55
Hydrograph Report
HydraBow Hydrographs Eatenswn fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 13
Basin E11
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.320 cfs
Storm frequency
= 25 yrs
Time to peak
= 476 min
Time interval
= 2 min
Hyd. volume
= 4,539 cult
Drainage area
= 0.370 ac
Curve number
= 87*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.80 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) =1(0.070 x 98) ♦ (0.300 x 85)] / 0.370
Basin E11
6 6fill
moll
ON
r.ENI
IN
1
�7
r_
111
r f -f .r -:r .rr f :-r •.r r:r ff f --f .r
Hydrograph
Report
56
HydraMwHydrographs Fatension fa Auto csW civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 14
Ex. Affected Basins
Hydrograph type
= Combine
Peak discharge
= 1.664 cfs
Storm frequency
= 25 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 24,143 cult
Inflow hyds.
= 9, 10, 11, 12, 13
Contrib. drain. area
= 1.560 ac
Q (cfs)
2.00
1.00
Ex. Affected Basins
Hyd. No. 14 -- 25 Year
0.00—'-
0 120 240 360 480 600
Hyd No. 14 — Hyd No. 9
Hyd No. 12
720
840 960
Hyd No. 10
— Hyd No. 13
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)
Hyd No. 11
Hydrograph
Report
57
HydraMwHydrographs Fatension fa Auto csW civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 15
Ex. Site
Hydrograph type
= Combine
Peak discharge
= 3.420 cfs
Storm frequency
= 25 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 49,677 cuft
Inflow hyds.
= 7, 14
Contrib. drain. area
= 0.000 ac
Q (ofs)
4.00
3.00
2.00
1.00
0.00 I .
0 120 240 36
Hyd No. 15
Fes(. Site
Hyd. No. 15 -- 25 Year
0 480 600 720 840 960
Hyd No. 7 — Hyd No. 14
Q (cfs)
4.00
3.00
2.00
1.00
W I0.00
1080 1200 1320 1440 1560
Time (min)
Q (cfs)
4.00
3.00
2.00
1.00
W I0.00
1080 1200 1320 1440 1560
Time (min)
58
Hydrograph Report
HydraMwHydrographs Falenswn fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 20211
Hyd. No. 17
Basin P7
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.317 cfs
Storm frequency
= 25 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 4,638 cult
Drainage area
= 0.280 ac
Curve number
= 98*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.80 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) =1(0.2]0 x 08) ♦ (0.010 x 85)] 10.2W
Basin P7
IN
motON
MIK
ME
Ilt�llt�llt��itlt�llt���llt�llt�llt�llt�llt�llt�llt�
0.05 0.05
Iltt� �� llt� ltttttttttr l� l� l� l� l� � � t� llt�
I�11 i itttttttttrlttttttttttt�l�l�l�l�l�l�atar�
000 1
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
59
Hydrograph Report
HydraMwHydrographs e4lension fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 18
Basin P8
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.325 cfs
Storm frequency
= 25 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 4,682 cult
Drainage area
= 0.290 ac
Curve number
= 97*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.80 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) = ](0.280 x 98) ♦ (0.030 x 85)] / 0.290
Basin P8
mot
ME
���In�lltltlt��lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
Iltltltltltltl� lltltltltltltl� lltltltltltltl� �r � � � � � � � � � �
0.0 0.05
I��Jl�ltttttttttt�l�l�l�l�l�a��atrt�ltttttttttt�
I� Ittttttttttt� ltti� l� l� l� l� l� lttttttttttt� lrr� t_
00 ().Or
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
I
Hydrograph Report
HydraMwHydrographs Fatension fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 19
Basin P9/10
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.604 cfs
Storm frequency
= 25 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 8,719 cult
Drainage area
= 0.540 ac
Curve number
= 97*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.80 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) =1(0.500 x 98) ♦ (OD40 x 85)] / 0.540
Basin P9/10
���� � I�Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�ltttttttttt�ltttttttttt�ltttttttttt�
Iltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltl��a�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�lltltltltltltl�
0.10 0.10
f—I�f♦f♦�f♦f♦f♦f♦f♦f•��
11 0.00
61
Hydrograph Report
HydraMwHydrographs Fatension fa Auto csW Civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 20
Basin P11
Hydrograph type
= SBUH Runoff
Peak discharge
= 0.389 cfs
Storm frequency
= 25 yrs
Time to peak
= 476 min
Time interval
= 2 min
Hyd. volume
= 5,520 cult
Drainage area
= 0.450 ac
Curve number
= 87*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.80 in
Distribution
= Type IA
Storm duration
= 24 hrs
Shape factor
= n/a
`Canposite (Area/CN) = ](O.OW x 98) ♦ (0.390 x 85)] / OA50
Basin P11
. 20 25 Year Q (cfs)
Mop
Iltltltltltltl�lltltltltltltl�lltltltltltltl�—Iltltltltltltl�lltltltltltltl�lltltltt�� �_����
r rr
r f .r .r -:r .rr f :-r •.r r:r ff f ..f .r
Hydrograph
Report
960
62
HydraMwHydrographs Fatension fa Auto csW civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 21
Pr. Affected Basins
Hydrograph type
= Combine
Peak discharge
= 1.635 cfs
Storm frequency
= 25 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 23,559 cuft
Inflow hyds.
= 17, 18, 19, 20
Contrib. drain. area
= 1.560 ac
Q (cfs)
2.00
1.00
Pr. Affected Basins
Hyd. No. 21 -- 25 Year
0.00
0 120 240 360 480 600
Hyd No. 21 — Hyd No. 17
— Hyd No. 20
720
840
960
Hyd No.
18
Q (cfs)
2.00
1.00
' 0.00
1080 1200 1320 1440 1560
Time (min)
Hyd No. 19
Hydrograph
Report
63
HydraMwHydrographs Fatension fa Auto csW civil 308 by Autodesk, Inc. J I=
W ne ay, 09 19 / 2020
Hyd. No. 22
Pr. Site
Hydrograph type
= Combine
Peak discharge
= 3.391 cfs
Storm frequency
= 25 yrs
Time to peak
= 474 min
Time interval
= 2 min
Hyd. volume
= 49,093 cuft
Inflow hyds.
= 7, 21
Contrib. drain. area
= 0.000 ac
Q (ofs)
4.00
3.00
2.00
1.00
0.00 I .
0 120 240 36
Hyd No. 22
Pr. Site
Hyd. No. 22 -- 25 Year
0 480 600 720 840 960
Hyd No. 7 — Hyd No. 21
Q (cfs)
4.00
3.00
2.00
1.00
W I0.00
1080 1200 1320 1440 1560
Time (min)
Q (cfs)
4.00
3.00
2.00
1.00
W I0.00
1080 1200 1320 1440 1560
Time (min)
Parr Lumber — Phase 2
Stormwater Management Report
APPENDIX D - CONVEYANCE
r
Drainage Conveyance
Parr Lumber - Phase 2
Prepared by Harper Houf Peterson Righellis Inc.
Job No. PAR -SO
September 9, 2020
Pipe Segment Pipe Size
(In)
Mannings
n
H
Slope
(%)
Contributing Basin
I
Qx
I (cfs)
QppppCRY
(cfs)
Min, Slope
(%)
Velocity
Full
(fps)
Capacity
Met?
Rain Garden A Outfall 6
0.014
1,00%
PS
0.24
0.52
0.21%
2.85
VES
Rain Garden B Outlell 6
0.014
1.00%
P9110
0.45
0.52
0]5%
2.65
VES