HomeMy WebLinkAbout20063438.tiff 12/05/2006 21:07 9705350831 TOWN 0F MEAD
PAGE 02
A 1 JS��.,�4..�k�� d�P�� J�F� � �� G�(�V
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�' � � Weld County Referral
September 21, 2b06
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C�LORADO �-
The Weld County Department of Planning Services has received the following icem for revlew: -- '�
.-,
Applicant Tom Morton Case Number PF-1078- Filing One
Please Reply By October 2p,Zppg Planner Kim Ogle
Project PUD Final Plan for 5d8 single family residential lots along with230 acres of opens
space anci cpntinuing OII and Gas Production Uses (St. Vrain Lakes PUD)
Lega! Part of Sections 35 and 36, T3N, R68W of the 6th P.M., Weid County, Colorado.
Locat/on Multiple parcels generally located East of and adjacent to the I-25 Frontage Road,
and north of the St.Vrain River. For a more complete description see Legal.
ParcelNumber 1Z0736-000056, 12D7-36-000031; 1207-38-000025; 1207�5-000051;
1207-35-00D049 and 1207-35-000039
The application is submltted to you for review and recommendation. Any comments or recommendation you
consider relevant to this request would be appreciated. Please reply by the above Ilsted date so that we may
give full consideration to your recommendation. Any response not received before or on this date may be
deemed to be a positive response to the bepartment of Planning Services. If you have any further questions
regarding the application, please call the plartner associated with the request. Please note that new
informalion may be added to applications under re�riery tluring the revlew proCes8. If you desire to
examine or obtain Rhls additionai informatlan, p�ease call the Department o}Planning Services.
Weld County Pfanning Commission Hearing('rf applicable) December 6, 2006
� We have reviewed fhe request and find fhat rt doc�s/dces not comply with our Comprehenslve Plan
�❑ We have revieyved the requ��a�Wrth our interests.
See��
Comments�
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Agency '���� � ���
6� Weld Counly Planning Dept. � 4209 CR 24,5 I.orlgmont,Cp gp5pq p (720)852 4210 ext8730 6 (7y0)fi52 4211 fax
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2006-3438
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■ Vision
■ Teamwork
■ Commitment
■ Communication
ST. VRAIN LAKES
FILING NO. 1
JN: 3075
PHASE III DRAINAGE
REPORT
Prepared for
Carma Colorado
� � Carrol I � Lange =
Professional Engineers & Land Surveyors
\ / 165 South Union Blvd., Suite 156
Lakewood, Colorado S0228
(303) 980-0200 Fax: (303) 980-0917
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• PHASE III DRAINAGE REPORT
FOR
ST. VRAIN LAKES FILING NO.1
JN: 3075
June 6, 2006
Prepared for:
Carma Colorado
Tom Morton, Vice President
Highland Place II
9110 East Nichols Avenue, Suite 180
Englewood, CO 80112
Fax: 303-706-9453
• 303-706-9451
Prepared by:
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� M0 IC8 �lfl f, E� ���L������O��h�(fi�'t'ti�i
��o�p- •.,; ST y,
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a � . �. O�s��
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Reviewed by: = �� 37307 �� �
3 -Q� ��(��
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� Q�,(��� {�/�`��a
�d \'�O� BsOp • G�+,}'
Katherin troZlnskl, PE ���u�y,,,;�,�i•,����"'���t
Carroll & Lange, Inc.
��` 165 South Union Boulevard, Suite 156
\, Lakewood, CO 80228
Fax: 303-980-0917
� 303-980-0200
. TABLE OF CONTENTS
I. INTRODUCTION .................................................................................................. 1
II. HISTORIC DRAINAGE BASINS AND SUB-BASINS............................................2
III. DESIGN CRITERIA ..............................................................................................4
IV. DRAINAGE PLAN.................................................................................................5
V. CONCLUSION.................................................................................................... 16
VI. REFERENCES ................................................................................................... 17
APPENDICES
APPENDIX A
Maps
• APPENDIX B
Hydrologic Computations
APPENDIX C
Hydraulic Calculations
APPENDIX D
CUHP/UDSWMM Analysis
APPENDIX E
Detention Pond Calculations
APPENDIX F
Water Quality Treatment Manholes
APPENDIX G
Copies of Graphs, Tables, and Nomographs Used
•
. PHASE III DRAINAGE REPORT
FOR
ST. VRAIN LAKES FILING NO. 1
I. INTRODUCTION
The purpose of this report is to analyze the storm runoff patterns and identify any
drainage issues that may affect the development of St. Vrain Lakes Filing No.1.
Stormwater mitigation measures will be outlined in order to eliminate any
adverse effects that may be caused by the development of this site. This report
has been prepared in accordance with section 24-7-110 of the Weld County
Code and the Urban Drainage Flood Control District, (UDFCD) Urban Storm
Drainage Criteria Manual (UDSDCM).
St. Vrain Lakes Filing No.1 is located in Sections 35 and 36, Township 3 North,
Range 68 West of the sixth principal meridian, County of Weld, State of
Colorado. The site is bounded on the north by Weld County Road 28, on the
east by an existing wetland channel, on the west by Interstate 25 and a frontage
road, and on the south by the St. Vrain River. The existing property to the east
and north is planned residential and the existing property to the south of the site
is open space use. St. Vrain Lakes Filing No. 1 is a proposed single-family
� development, which will also consist of parks, open space, a recreation center,
schools, a municipal parcel, and multifamily parcels. A copy of the Vicinity Map
showing the general location of the approximately 469-acre site is located in
Appendix A at the end of this report.
The existing site consists of approximately 469 acres of agriculture and/or vacant
grasslands. The site generally slopes from the northwest to the southeast
towards the Saint Vrain River. Slopes in the northern portion of the site range
from 1% to 5% and siopes near the St. Vrain River range from 2% to 15%.
There are multiple existing gas wells located on the site. In the developed
condition, the gas wells will remain and therefore a dedicated gas well site wili be
provided.
Soil data for the subject property was obtained from the United States
Department of Agriculture Soil Conservation Service (SCS) Soil Survey of Weld
County, Colorado, issued in September, 1980. A portion of map sheet 21
depicting the development area and the corresponding soii types is located in
Appendix A at the end of this report. The soil types consist of 7 types which all
fall within either the hydrologic soil group 'B' or 'C'. See the St. Vrain Lakes Soil
Map in Appendix 'A' for the hydrologic soil group delineation within the site.
According to the Flood Insurance Rate Map (FIRM) for Weld County, Colorado
• Community Panel No. 080266 0850C and No. 080266 0855C dated
September 27, 1991 , the majority of the site is located within zone C, an area of
PHASE III DRAINAGE REPORT
FOR
ST. VRAIN LAKES FILING NO.1
• Page 2
minimal flooding, however the southern portion of the site is located within
Zone A, the 100-year floodplain. Refer to Appendix A for the FIRM maps of the
site.
The majority of the St. Vrain Lakes development is outside the limits of study for
the South Weld I-25 Corridor Master Drainage Plan (Master Plan). As
previously stated, the southern portion of the site lies within the 100-year
floodplain. Within this floodplain exist three lakes north of the St. Vrain River.
The existing lakes were created due to mining operations and it is assumed that
they were not historically present. The existing lakes will be enhanced as an
amenity for the community. A Conditional Letter of Map Revision (CLOMR) was
previously issued for the Seigrist Riverdance project within this floodplain. The
Seigrist Riverdance project was a previously approved PUD project on the
southwestern portion of this site near the St. Vrain River. The Federal
Emergency Management Agency (FEMA) approved the CLOMR on March 6,
2000, for the proposed project. A new CLOMR has been submitted for the St.
Vrain Lakes development due to the change in the proposed grading within the
floodplain. Upon completion of the proposed project grading within the
• floodplain, a Letter of Map Revision (LOMR) will be submitted. The LOMR will
officially revise the existing FEMA floodplain delineation, removing the fioodplain
from the location of any proposed building sites. Several other LOMR's exist for
the area. Refer to the CLOMR for St. Vrain Lakes dated March 2006 for
floodpiain modifications.
The two proposed lakes in the southern portion of the site serve as detention and
conveyance in the event of a 100-year storm. The CLOMR for St. Vrain Lakes
has been prepared to address the 100-year conveyance. The CLOMR has
been approved by Weld County and is currently being reviewed by FEMA.
This project will consist of 546 single-family homes and 6 multifamily/municipal
lots, located on approximately 469 acres, with associated roadways, utilities,
landscaping, and open space.
II. HISTORIC DRAINAGE BASINS AND SUB-BASINS
The St. Vrain Filing No. 1 site has three major historic drainage basins (C, D
and E) that represent the historic storm runoff patterns. These basins were also
discussed in detail in the approved St. Vrain Lakes Pud Development Master
Drainage Report and Stormwater Management Guide. This historic runoff flows
to either the existing lakes along the northern side of the St. Vrain River or to the
• existing wetland channel, which conveys flow to the St. Vrain River. The historic
onsite basins have been modeled to detain the 100-year developed runoff from
PHASE III DRAINAGE REPORT
FOR
ST. VRAIN LAKES FILING NO.1
• Page 3
the site and release it at 5-year historic rates. Runoff from the offsite basins will
be conveyed through the site at historic flow rates.
Historic drainage basin C1 contains approximately 677.0 acres. This historic
drainage basin sheet flows to design point C1 (DPC1) where a culvert conveys
flows under WCR 28 into historic basin C1. An outlet ditch crosses the northern
portion of this basin. This irrigation ditch is assumed to be flowing full during the
100-year event and therefore has no impact on the flow patterns of this basin.
This fiow is conveyed to DPC2 through the existing wetland channel, which
ultimately conveys the flow directly to the St. Vrain River. Historic drainage
basin C2 contains approximately 257.7 acres. This flow joins the flow from
historic drainage basin C1 in the existing wetland channel. During the 5-year
event, the historic onsite basin C2 generates 34 cfs.
Historic drainage basin D1 contains approximately 129.0 acres. Runoff from this
historic drainage basin sheet flows south into the St. Vrain Lakes site where it will
then flow into historic basin D2. Historic drainage basin D2 contains
approximately 136.6 acres. Runoff from this historic drainage basin sheet flows
• south to the two eastern existing lakes north of the St. Vrain River at DPD2.
However, since these two eastern existing lakes were created due to mining
operations, it is assumed that they were not historically present. During the 5-
year event the historic onsite basin D2 generates 69 cfs. The proposed release
location for basin D2 is at the east end of the central lake. Therefore, the release
from historic basin D2 was routed into historic basin E using the UDSWMM
program. The flows from basin D2 and basin E were then routed together to the
proposed release location at DPE. During the 5-year event, historic onsite
basin D2 combined with historic onsite basin E generates 43 cfs.
Historic drainage basin E contains approximately 168.2 acres. Runoff from this
historic drainage basin sheet flows south to the larger eastern existing lake north
of the St. Vrain River at DPE. This existing lake area was assumed to have a
historic impervious value that did not reflect the currently existing water because
the lakes did not exist prior to the mining operations.
A historic drainage map and historic basin summaries for St. Vrain Lakes Filing
No. 1 has been provided in the map pockets at the back of this report. A
summary of the CUHP/UDSWMM results is provided in Appendix D of this
report. For further information see Appendix 'B' of the approved St. Vrain Lakes
Pud Development Master Drainage Report and Stormwater Management Guide.
•
PHASE III DRAINAGE REPORT
FOR
ST. VRAIN LAKES FILING NO.1
• Page 4
III. DESIGN CRITERIA
A. References
Existing drainage studies used in the preparation of this report include the
South Weld 1-25 Corridor Master Drainage Plan and the St. Vrain Lakes
PUD Development Master Drainage Report and Stormwater Management
Guide. This report was prepared in accordance with the specifications of
the UDFCD Urban Storm Drainage Manual (USDCM), as well as the Weld
County Code.
B. Hvdroloqic Criteria
The 5-year storm event was used for the minor storm calculations and
design in the portions of the project that are wholly residential and serviced
by local streets and the 10-year storm event was used for the minor storm
calculations in the portions of the project that were school or municipal.
• The 100-year storm event was used for major storm caiculations and
design. Basin sizes and flow characteristics are listed on sheet SF2 and
routing of the flow is described on sheet SF3-5&10 and SF3-100 in
Appendix B. This project has approximately 5 DUPA (dwelling units per
acre). Figure RO-5 was used to determine a percent impervious for the
single-family residential lots of 48%. A copy of Figure RO-5 is located in
Appendix A at the end of this report.
Rainfall data for the 5-year (minor), 10-year (minor for municipal and school
areas only), and 100-year (major) storm events was taken from the
USDCM. The one-hour rainfall depth was utilized with equation 5.5 for
calculation of rainfall intensity. The Rational Method was then utilized in the
analysis of the storm runoff and peak discharge for the minor and major
storm events. The allowable street capacity determined the location and
size of the local inlets. The Colorado Urban Hydrograph (CUHP) and the
Urban Drainage Stormwater Management Model (UDSWMM) were used to
determine the needed detention volumes and detention pond release rates.
Stormwater detention and water quality for this site will be provided in the
proposed detention ponds 104, 105, and 106. The two lakes located north
of St. Vrain River will serve as detention ponds 105 and 106. Detention
pond 104 is located at the end of the existing wetland channel. Final
• detention pond calculations follow the recommendations of the USDCM and
are provided in Appendix E.
PHASE III DRAINAGE REPORT
FOR
ST. VRAIN LAKES FILING NO.1
• Page 5
C. Hvdraulic Criteria
Inlets and their corresponding downstream storm sewer have been
designed to accommodate the 100-year storm sewer event. Inlets have
been designed to ensure that the depth of flow in the street will not exceed
twelve inches during the major storm and six inches during the minor storm.
Final storm sewer and inlet calculations can be found in Appendix C. Final
storm sewer locations and sizes are shown on the proposed drainage maps
located in the map pockets at the end of this report.
Water surface profiles and the sizes of storm sewers have been determined
with StormCad v4.1.1 software by Haestad Methods. Water surface profiles
for streets, gutters, and swales have been determined with Flowmaster
2005 software by Haestad Methods, Inc. Fiowmaster profiles and
StormCAD results are in Appendix C at the end of this report.
IV. DRAINAGE PLAN
• A. General Concept
The St. Vrain Lakes Filing No. 1 site is separated into 3 proposed major
drainage basins; A, B, and C, which correspond to their discharge points in
detention ponds 105, 104, and 106, respectively. The offsite basins are
delineated as OS1-OS7. The CUHP and UDSWMM 2000 programs were
used for the proposed wetland and offsite basin hydrology analysis. A
summary of the basin characteristics as well as CUHP/UDSWMM results is
provided in Appendix D of this report. The impervious values of the basins
used for the CUHP/UDSWMM were calculated using the values provided by
the UDFCD (copies of the UDFCD information is provided in Appendix D).
This impervious percentage was utilized for the calculation of initial and final
infiltration rates and CUHP caiculations. The Urban Drainage and Flood
Control District (UDFCD) Manual was utilized to determine the 100-year
event, one-hour point rainfall depth of 2.65 inches, a 10-year event, one-
hour point rainfall depth of 1.65 inches, and a 5-year event, one-hour point
rainfall depth of 1.36 inches. See Appendix A, figure RA-3, RA-2, and RA-6
for the Rainfall Depth-Duration-Frequency isopluvials. After the
hydrographs were produced by CUHP, the flows were routed from basins
using the UDSWMM 2000 runoff model.
• Basin A consists of 103.8 acres to be developed mainly into single-family
lots. Basin A is divided into 25 subbasins, A1-A25, which are described in
PHASE III DRAINAGE REPORT
FOR
ST. VRAIN LAKES FILING NO.1
� Page 6
more detail in the Specific Details portion of this report. Developed runoff
from this basin will be conveyed via street sections, captured by the storm
sewer system and be conveyed to detention pond 105. Analysis of this
basin for the approved St. Vrain Master Drainage Study shows a proposed
peak 100-year discharge of 783 cfs. Detention pond 105 will release at an
allowable 5-year historic rate of 43 cfs during the 100-year event. This
existing lake will need to detain a volume of 35.5 Ac-ft to release at the
allowable rate. Detention pond 105 will be built with Filing No. 1. Water
quality vault systems will be proposed at discharge points upstream of the
lake so that the water entering the lake is pre-treated for water quality.
Drainage basin B consists of 124.2 acres to be developed into single-family
lots, a school parcel, and a multifamily parcel. Basin B is divided into 24
subbasins, B1-624, which are described in more detail in the Specific
Details portion of this report. Developed runoff from this basin will be
conveyed via street sections and captured by the storm sewer system.
Analysis of this basin for the approved St. Vrain Master Drainage Study
shows a proposed peak 100-year discharge of 787 cfs. Flows from basin B
• will drain to the existing wetland channel along the eastern property
boundary and will be detained in the proposed detention pond 104. This
existing wetland channel will have velocities in excess of 7 fUs and therefore
will need stabilization measures. Since the existing drainage channel
contains wetlands, it is proposed to provide erosion check structures in
accordance to UDFCD criteria. A HECRAS analysis was pertormed on the
wetland channel. Detention pond 104 will release flow at the 5-year historic
rate of a 34 cfs, with a detention volume of 34.9 Ac-ft during the 100-year
storm event. Detention pond 104 will be built with Filing No. 1. A water
quality volume of 4.55 Ac-ft will be provided in addition to the 34.9 Ac-ft
detention volume in the pond. See Appendix E for detention pond
calculations.
Offsite drainage basins OS5 and OS6 consist of 489.1 acres of offsite area
and have been assumed to discharge at historic rates. This flow will sheet
flow to roadside ditches and be conveyed to existing culverts, which will
direct the flow to the existing wetland channel in basin B. Inlets and culverts
will be needed along WCR 28 to effectively and safely convey this flow to
the south side of WCR 28 to the existing drainage channel in basin B. The
No. 3 Ditch crosses this basin, however, the ditch will be assumed to be
flowing full and therefore will not impact the flow patterns of the basin.
� Offsite basin OS7 consists of 160.9 acres and is assumed to discharge at
historic rates into basin OS5. According to The Master Drainage Report for
PHASE III DRAINAGE REPORT
FOR
ST. VRAIN LAKES FILING NO.1
� Page 7
Ritchie Brothers Auction Park, dated October 2005, flows from basin OS7
will be conveyed via a drainage swale along the north side of WCR 28,
cross under WCR 28 via proposed 21-inch CMP pipes and ultimately
discharge into the existing wetland channel to be conveyed to detention
pond 104.
Offsite basins OS8, OS3 and OS4 consist of 10.41 acres, 60.81 acres, and
39.78 acres, respectively, of offsite area and are to be developed in future
filings of the St. Vrain Lakes development. In the undeveloped condition,
flows from basins OS8, OS3, and OS4 will sheet flow southwest to the
existing wetland channel within basin B to be conveyed to detention
pond 104.
Drainage basin C consists of 138.9 acres to be developed as municipal,
multifamily, WCR 9 '/2 roadway, and park/open space. The flows from
basin C will be detained in detention pond 106. Detention pond 106 will
release flows into detention pond 105 at a rate of 11 cfs for the 100-year
event. This existing lake will provide a detention pond volume of 23.0 Ac-ft.
. Detention pond 106 will be built with Filing No. 1. Water quality vault
systems will be proposed at discharge points upstream of the lake for
stormwater entering the lake to maintain water quality in the lake.
Drainage basin OS1 consists of 110.7 acres of the St. Acacius Subdivision.
Basin OS1 is one of the two major drainage basins delineated within the St.
Acacius Subdivision. In the ultimate condition, basin OS1 will be conveyed
to the east St. Acacius detention pond at DPOS1. The release rates
specified in the Drainage Report for St. Acacius Subdivision by Alpha
Surveying Co. is 17.11 cfs and 63.25 cfs, for the 10-year and 100-year
events, respectively. Flows released from the east St. Acacius detention
pond will be captured in a proposed drainage swale to be conveyed south to
DPC8 where flows will enter the storm sewer system. The storm sewer
system will convey flows south to detention pond 106.
Drainage basin OS2, the second major drainage basin within the St.
Acacius Subdivision, consists of 33.64 acres. In the ultimate condition,
basin OS2 will be conveyed to the west St. Acacius detention pond at
DPOS2. The release rate provided by Alpha Surveying Co. is 9.10 cfs and
33.64 cfs, for the 10-year and 100-year events, respectively. It is proposed
that flows released from the west St. Acacius detention pond will be
captured in a drainage swale to be conveyed to DPC8 where the flows will
� enter the storm sewer system. Ultimately, flows from basin OS2 will be
routed south to detention pond 106 via storm sewer.
PHASE III DRAINAGE REPORT
FOR
ST. VRAIN LAKES FILING NO.1
• Page 8
B. Detention Ponds
The proposed detention ponds 104, 105, and 106 were modeled in the
approved St. Vrain Master Drainage Report using UDSWMM 2000. Refer
to Appendix D for CUHP and UDSWMM analysis of the proposed detention
ponds. Per the Weld County Code, the historic onsite basins were modeled
to release flow at the 5-year historic flow rate. Consequently, the 5-year
onsite historic flow rate is the proposed release rate from the outlet structure
of the proposed detention ponds. The 100-year detention volume was then
quantifiable by setting the release rate and adjusting the volume of the
detention pond so that the 100-year onsite developed flow is detained down
to the 5-year onsite historic flow rate. The offsite flows from the offsite
basins will pass through the spillway of the proposed detention ponds.
Emergency overflow spillways and outlet structures have been designed to
convey flow from the proposed detention ponds at the historic discharge
locations. Design of the spillways and outlet structures for detention
� ponds 105 and 106 is addressed in the CLOMR for St. Vrain Lakes report.
Design of the spillway and outiet structure for detention pond 104 is located
in Appendix E of this report.
Water quality will also be provided in the proposed detention ponds. The
large existing lakes to the south (detention ponds 105 and 106,) will have
proposed water quality vault systems upstream of the lakes to treat the
inflow so that water quality in the lakes is maintained. The water quality
volumes are calculated using the UDFCD Water Quality Capture Volume
(WQCV) spreadsheets included in Appendix F. Water quality volume will
only be provided for the onsite tributary areas. The WQCV was calculated
using the percent impervious values estimated for the onsite basins. The
WQCV will be incorporated into the design of the detention ponds. UDFCD
specifies that half the WQCV can be used for the 100-year detention
volume and therefore the total detention pond volume requirement will be
the 100-year detention volume plus half the WQCV. Therefore, the
detention ponds function as a two-stage pond, with a water quality volume
and corresponding release rate and a 100-year detention volume and
corresponding release rate.
C. Specific Details
• Major drainage basins A, B, and C are broken into subasins that consist of
single-family lots and adjacent streets unless otherwise noted. Basin A23
PHASE III DRAINAGE REPORT
FOR
ST. VRAIN LAKES FILING NO.1
� Page 9
consists of a small portion of the St. Vrain multi-family parcel located in the
northwest portion of Filing 1. Flows from A23 will sheet flow south to
Piedra River Road within basin A1 where the flow will be conveyed east
through curb and gutter to an on on-grade inlet at design point A1, DPA1. In
addition to flows from basin A23, Piedra River Road will convey flows from
basins A1 and A2 through curb and gutter to on-grade inlets at DPA1 and
DPA2, respectively. Therefore, the on-grade inlets at design points A1
and A2.1 will intercept flows from basins A23, A1, and A2. Carryover flow
from the inlets will enter Eagle River Road at DPA2.2 and combine with
flows from basin A22. These combined flows will be conveyed south in the
curb and gutter of Eagle River Road to DPA3.
Basin A3 consists of park/open space. The basin's runoff will sheet flow
southeast to Eagle River Road which will convey the flows south through
curb and gutter to DPA3 where the flows will be intercepted by an on-grade
inlet. Carryover flow from the inlet at DPA3 will be conveyed south in the
curb and gutter of Eagle River Road to basin A24. Flows from basin A24
and the carryover from the upstream basins will be ultimately conveyed
. south in the curb and gutter of Eagle River Road to a low point at DPA8.1 in
Bayshore Drive where a sump inlet has been proposed.
Basin A4 consists of park/open space, a few single-family lots and a portion
of Canadian River Road. Flows from A4 will sheet flow south to Canadian
River Road where they will be conveyed east to Eagle River Road.
Ultimately, the flows will be conveyed south in the curb and gutter of Eagle
River Road to the low point at DPA8.1.
Flows from basin A6 will be conveyed east in the curb and gutter of Elk
River Road to DPA6.1 and be intercepted by an on-grade inlet. Carryover
flow from the inlet will enter Eagle River Road at DPA6.2 and be conveyed
south in curb and gutter to the low point at DPA8.1 in Bayshore Drive.
Flows from basin A7 will be conveyed east in the curb and gutter of
Colorado River Drive to DPA7.1 and be intercepted by an on-grade inlet.
Carryover flow from the inlet will enter Eagle River Road at DPA7.2 and be
conveyed south in curb and gutter to the low point at DPA8.1 in Bayshore
Drive.
Runoff from basin A8 will be conveyed east in the curb and gutter of
Bayshore Drive to the low point at DPA8.1 where a sump inlet has been
• proposed. In summary, the sump inlet at DPA8 will capture flows from
basins A23, A22, A1-A4, and A6-A8.
PHASE III DRAINAGE REPORT
FOR
ST. VRAIN LAKES FILING NO.1
• Page 10
Flows from basin A13 will be conveyed south in the curb and gutter of Eagle
River Road into basin A14. Flows from basin A14 will be conveyed west in
the curb and gutter of Canadian River Road and enter the curb and gutter of
Eagle River Road at DPA14. The flows from basins A14 and A13 will be
conveyed south to basin A15.
Flows from basin A15 will be conveyed west in the curb and gutter of Castle
Creek Way to DPA15.1 and be intercepted by an on-grade inlet. Carryover
flow from the inlet at DPA15.1 combined with flows from basin A13 and A14
will be conveyed south in the curb and gutter of Eagle River Road to the on-
grade inlet at DPA16.
Runoff from basin A16 will sheet flow west and enter the curb and gutter of
Eagle River Road to be conveyed south through curb and gutter to DPA16
where they will be intercepted by the on-grade inlet at DPA16. In summary,
the on-grade inlet at DPA16 will intercept flows from basins A13, A14, A16
as well as carryover flow from basin A15. Carryover flow from the inlet at
� DPA16 will be conveyed south in the curb and gutter of Eagle River Road to
a low point at DPA8.2 in Bayshore Drive where a sump inlet has been
proposed.
It is assumed that the sump inlets in Bayshore Drive at DPA8.1 and DPA8.2
will capture the same amount of flow during the 100-year event, as the
water pond depth will overtop the crown of the street. In the event that the
sump inlets become obstructed, runoff will pond up, overtop the south
sidewalk of Bayshore Drive and sheet flow into detention pond 105. All
flows captured by the sump inlets as well as flows intercepted by the on-
grade inlets in major drainage basin A will be routed to detention pond 105.
Basin A5 consists of single-family lots and adjacent streets. Flows from
basin A5 will be conveyed south in the curb and gutter of Cimmaron River
Road to DPA5 where flows will enter basin A9. Fiows from basin A9 will be
conveyed south and east through the curb and gutter of Cimmaron River
Road to the low point at DPA10 and be captured by a proposed sump inlet.
Flows from basin A10 will be conveyed south to a proposed sump inlet at
DPA10. It is assumed that the sump inlets in Cimmaron River Road at
DPA9 and DPA10 will capture the same amount of flow during the 100-year
event, as the water pond depth will overtop the crown of the street. In the
event that the sump inlets become obstructed, runoff will pond up, overtop
• the south sidewalk of Cimmaron River Road, and be conveyed south in a
PHASE III DRAINAGE REPORT
FOR
� ST. VRAIN LAKES FILING NO.1
Page 11
drainage easement located in tract G to be intercepted by the next inlets
downstream at DPA11 and DPA12.
Flows from basin A11 wiil be conveyed in the curb and gutter of Bayshore
Drive to the low point as DPA11 and be captured by a proposed sump inlet.
Basin Al2 consists of a small portion of Bayshore Drive. Flows from
basin Al2 will be conveyed in the curb and gutter of Bayshore Drive to the
low point at DPA12 and will be captured by a proposed sump inlet.
It is assumed that the sump inlets in Bayshore Drive at A11 and DPA12 will
capture the same amount of flow during the 100-year event, as the water
pond depth will overtop the crown of the street. All flows captured by the
sump inlets at DPA9, DPA10, DPA11 and DPA12 will be routed through
proposed storm sewer through a water quality vault system and then be
released into detention pond 105. In the event that the sump inlets become
obstructed, runoff will pond up, overtop the south sidewalk of Bayshore
Drive and sheet flow into detention pond 105.
• Basin B4 consists of the wetland channel and areas adjacent to the wetland
areas of St. Vrain Filing 1 as well as proposed detention pond 104. Flows
from basin B4 will sheet flow into the wetland channel and be conveyed to
detention pond 104. As previously stated, it is proposed that erosion check
structures be provided in the channel for stabilization against potentiai
erosion. The design of these structures is shown on the construction plans.
HECRAS was used to perform a hydraulic analysis on the wetland channel.
Offsite basins OS8, OS3 and OS4 will sheet flow southwest to the existing
wetland channel within basin B4 which will convey the fiows southeast to
detention pond 104. Flows from all 'B' sub-basins will enter either the
wetland channel or the detention pond at these discharge points.
Basins 621 and 622 are located in the northwest corner of St. Vrain Lakes
Filing 1. Basin 621 consists of a portion of Weld County Road 9 1/2,
WCR 28, and the gas easement tract of St. Acacius Subdivision. Basin B22
also consists of a portion of WCR 28. Flows from basins B21 and 622 will
be conveyed south in curb and gutter to low points at DPB21 and DP622,
respectively, and be captured by proposed sump inlets. The proposed
storm sewer will convey these flows east through basin B23 to a discharge
point in the existing wetland channel.
Basin B23 consists of a portion of the proposed multi-family parcel located
� in the northwest portion of Filing 1. In the developed condition, it is
anticipated that flows from basin 623 will be captured in a storm sewer
PHASE III DRAINAGE REPORT
FOR
ST. VRAIN LAKES FILING NO.1
� Page 12
system within the multifamily development. In the undeveloped condition,
flows will sheet flow southeast to a Type 'C' inlet located at DPB23 and
enter the storm sewer system.
Basin B24 consists of a portion of the proposed multi-family parcel as well
as a few single-family lots. In the developed condition, it is anticipated that
flows from the multi-family portion of basin B24 will be captured in a storm
sewer system within the multifamify development. In the undeveloped
condition, these flows will sheet flow southeast to Meridian Lake Drive and
be conveyed east in curb and gutter to a low point at DP824.1 where a
sump inlet has been proposed. Flows from the single-family lots within
basin 624 will be conveyed in the curb and gutter of Meridian Lake Drive to
a low a low point at DPB24.2 where a sump inlet has been proposed.
Flows from basins 621-B24 will be conveyed east in a proposed storm
sewer system and be discharged into the wetland channel at DPB24.3. If
the sump inlets clog, the flow will be conveyed within the street section.
Basin B7 is to be developed into a school site. In the undeveloped
� condition, flows will sheet flow southeast to a proposed Type 'C' inlet at
DPB7. In the developed condition, it is anticipated that flows from the
school will be captured in a storm sewer system within the basin and
connected to the storm sewer at DPB7.
Flows from 61 will be conveyed east in the curb and gutter of Lake
Catamount Parkway and enter the curb and gutter of Yampa River Road at
DPB1. The flows from 61 will be conveyed south to DP62 where they will
be captured in a proposed sump inlet at DPB2. Similarly, flows from
basins B5 and B6 will be conveyed in the curb and gutter of Yampa River
Road to low points at DPB5.2 and DP62, respectively, where a sump inlet
has been proposed.
Flows from 610 will be conveyed east in the curb and gutter of Canadian
River Road and enter the curb and gutter of Yampa River Road at DP610.
The flows from basin 610 will be conveyed north into basin B2 where they
will combine with flows from the basin and be conveyed to DPB2 where
they will be captured in a proposed sump inlet.
It is assumed that the sump inlets in Yampa River Road at DP62 and
DP65.2 will capture the same amount of flow during the 100-year event, as
the water pond depth will overtop the crown of the street. All flows captured
� by the sump inlets at DP62 and DPB5.2, as well as flows intercepted by the
Type C inlet will be conveyed through proposed storm sewer and discharge
PHASE III DRAINAGE REPORT
FOR
ST. VRAIN LAKES FILING NO.1
• Page 13
into the wetland channel at DPB5.3. A proposed low tail water basin at this
discharge point will protect the existing channel and wetlands from potential
erosion problems. In the event that the sump inlets become obstructed,
runoff will pond up, overtop the east sidewalk of Yampa River Road, and
sheet flow into the wetland channel.
Flows from basin 616 wi�l be conveyed southeast in the curb and gutter of
Emerald Lake Drive and enter the curb and gutter of Blue River Road
within basin B3 at DPB16. The curb and gutter of Blue River Road will
convey the flows southwest to DPB13.2 where an on-grade inlet wili
intercept the flows. Flows from basins 613, B16, and 63 will be conveyed
southwest in the curb and gutter of Blue River Road and be intercepted by
the on-grade inlet at DPB13.2. The curb and gutter of Willow Creek Run
will also convey the flows from basins B15 and B9 east to the on-grade
inlet. Carryover flows from the proposed on-grade inlet at DPB13.2 will be
conveyed east in the curb and gutter of Willow Creek Run to the low point at
DPB12 and be captured by a proposed sump inlet.
� The runoff from basin B14 will be conveyed east in the curb and gutter of
Willow Creek Run to the low point at DP612. Flows from basins B11
and 612 wili be conveyed southeast in the curb and gutter of Willow Creek
Run to low points at DPB14 and DPB12 where sump inlets have been
proposed. It is assumed that the sump inlets in Willow Creek Run witl
capture the same amount of flow during the 100-year event, as the water
pond depth will overtop the crown of the street. In the event that the sump
inlets become obstructed, runoff will pond up, overtop the south sidewalk of
Willow Creek Run, and sheet flow within a drainage easement between
lots 66 and 67 into detention pond 105.
Basin C2 consists of a portion of WCR 9 '/z. Flows from basins C2 will be
conveyed south in curb and gutter to DPC2 and be intercepted by an on-
grade inlet. During the minor storm event, the on-grade inlet has been
sized to capture all of the flows in the curb and gutter at DPC2. During
greater storm events, carryover flow from the inlet will be conveyed south in
curb and gutter to the on-grade inlet at DPC9. Flows from basin C9 will also
be conveyed in the curb and gutter of WCR 9 '/2 to the on-grade inlet at
DPC9. During the minor storm event, the on-grade inlet has been sized to
capture all of the flows in the curb and gutter at DPC9. During greater
storm events, carryover flow from the inlet will sheet flow west across
WCR 9 YZ into basin C3. The flows wiil then be conveyed in curb in gutter to
• an on-grade inlet at DPC3.
PHASE III DRAINAGE REPORT
FOR
• ST. VRAIN LAKES FILING NO.1
Page 14
Basin C3 consists of park/open space and a portion of WCR 9 1/2. Flows
from basin C3 will sheet flow south to WCR 9 '/� and be conveyed west
through curb and gutter to DPC3 where the flows will be intercepted by an
on-grade inlet. During the minor storm event, the on-grade inlet has been
sized to capture all of the flows in the curb and gutter. During greater storm
events, carryover flow from the inlet will be conveyed west in curb and
gutter to a low point at DPC14 where a sump inlet has been proposed.
Basin C14 consists of park/open space and a portion of WCR 9 1/2. Flows
from basin C14 will sheet flow south to WCR 9 '/z and be conveyed through
curb and gutter to a low point at DPC14. Ultimately, the flows captured by
the proposed sump inlet will be routed in storm sewer to detention
pond 106.
Basin C1 consists of a portion of WCR 9 1/2 and an adjacent gas
easement. Flows from basins C1 will be conveyed south in curb and gutter
to DPC1 and be intercepted by an on-grade inlet. During the minor storm
event, the on-grade inlet has been sized to capture the majority of the flows
. in the curb and gutter at DPC1. Carryover flow from the inlet will be
conveyed west in curb and gutter of Bayshore Drive to the on-grade inlet
at DPC11.
Basins C15 and C4 consists of a portion of WCR 9 '/�. Flows from basin
C15 will be conveyed in the curb and gutter to the proposed on-grade inlet
at DPC15. During the minor storm event, the on-grade inlet has been sized
to capture all of the flows in the curb and gutter. During greater storm
events, carryover flow from the inlet will sheet flow south across WCR 9 '/2
and be conveyed in curb in gutter to proposed sump inlet at DPC4.
Similarly, the flows from basin C4 will be conveyed in curb and gutter
to DPC4.
All flows captured by the sump inlets at DPC4 and DPC14 will be conveyed
in proposed storm sewer through a water quality vault to detention pond
106. In the event that the sump inlets become obstructed, runoff will pond
up, overtop the south sidewalk of WCR 9/12, and sheet flow into detention
pond 106.
Basins C7, C8, and C12-13 consist of the multi-family and municipal lots. In
the developed condition, flows will need to be intercepted by a storm sewer
drainage system within the multifamily and municipal development and be
� piped to the storm sewer within the Bayshore Drive right of way. The flow
will ultimately be routed through the storm sewer system to proposed
PHASE III DRAINAGE REPORT
FOR
. ST. VRAIN LAKES FILING NO.1
Page 15
detention pond 106. In the undeveloped condition however, runoff will
sheet flow to Bayshore Drive and be conveyed to proposed on-grade and
sump inlets. In the undeveloped condition the municipal and multifamily lots
have an impervious value of 5% therefore, the undeveloped flows will not
exceed the allowable street capacity. The flows in the developed condition
must be collected in a separate storm sewer system due to the ailowable
street capacity.
Basin C11 will consist of multifamily lots. Storm sewer has been proposed
to convey the flows west from DPC11 to the low point at DPC8. A proposed
type R inlet and attached storm sewer stub-out have been proposed
at DPC11 to accommodate future/developed storm sewer tie-ins. The
storm sewer that extends from DPC11 to DPC8 has been sized for the
developed flows from basin C11.
Basins C8 and C12 will consist of multifamily lots and a portion of the
municipal development. A 10' sump inlet is proposed at DPC8 to capture
the flows within the curb and gutter of Bayshore Drive. The flows in
• developed condition must be collected in a storm sewer system due to the
allowable street capacity of Bayshore Drive. The storm sewer that extends
south from DPC8 to proposed detention pond 106 has been sized to
accommodate the developed flows from basin C8, C11 , C12 and C13.
Basin C10 consists of a portion of Bayshore Drive. Flows from basin C10
will be conveyed in the curb and gutter Bayshore Drive to the low point
as DPC10 and be captured by a proposed sump inlet. The flows will
ultimately be conveyed in storm sewer to detention pond 106. It is assumed
that the sump inlets in Bayshore Drive at DPC8 and DPC10 will capture the
same amount of flow during the 100-year event, as the water pond depth
will overtop the crown of the street. In the event that the sump inlets
become obstructed, runoff will pond up, overtop the south sidewalk of
Bayshore Drive and be conveyed south in a drainage easement within
basin C14 to the next downstream sump inlets at DPC4 and DPC14.
Basin C13 will consist of municipal lots and a portion of the dedicated gas
well pad. A proposed storm sewer has been proposed to convey the flows
west from DPC13 to the low point at DPC8. A proposed type R inlet and
attached storm sewer-stub out have been proposed at DPC13 to
accommodate future/developed storm sewer tie-ins. The storm sewer that
extends from DPC13 to CPC8 has been sized for the developed flows from
� basin C13.
PHASE III DRAINAGE REPORT
FOR
ST. VRAIN LAKES FILING NO.1
� Page 16
Basin C7 will consist of municipal lots and a portion of the dedicated gas
well pad. Runoff from basin C7 will sheet flow south to Bayshore Drive
where it will be conveyed in curb and gutter to the low point at DPC7 where
a sump inlet has been proposed. Basin C16 consists of a portion of
Bayshore Drive. Flows from basin C16 will be conveyed in curb and gutter
to the low point at DPC16 and be captured by a sump inlet. Storm sewer
has been proposed to convey the flows south from DPC7 and DPC16 to
proposed detention pond 106. The proposed storm sewer has been sized to
accommodate the developed flows from basins C7 and C16
It is assumed that the sump inlets in Bayshore Drive at DPC7 and DPC16
will capture the same amount of flow during the 100-year event, as the
water pond depth wiil overtop the crown of the street. In the event that the
sump inlets become obstructed, runoff will pond up, overtop the south
sidewalk of Bayshore Drive and be conveyed south in a drainage easement
within basin C16 to the curb and gutter of WCR 9 'h. The runoff will be
captured in the next downstream sump inlets at DPC5 and DPC17.
• Basins C17 and C5 consists of a portion of WCR 9 '/�. Runoff from
basins C17 and C5 will be conveyed in curb and gutter to the low points at
DPC17 and DPC5 and be captured by proposed sump inlets. Flows
captured in the sump inlets will be routed in the proposed storm sewer
system through a water quality vault and discharge in detention pond 106.
V. CONCLUSION
This drainage report complies with the standards and specifications of Weid
County and the UDFCD. The drainage design is effective and economical for
controlling damage due to storm runoff and minimizes erosion discharges.
Measures have been taken to provide adequate onsite drainage and
enhancement to stormwater quality.
The proposed stormwater drainage facilities have been designed for the 100-
year storm event to ensure adequate onsite drainage. The proposed water
quality/detention ponds and the proposed water quality vault systems will provide
stormwater quality for the proposed development.
.
PHASE III DRAINAGE REPORT
FOR
ST. VRAIN LAKES FILING NO.1
� Page 17
VI. REFERENCES
1. Urban Storm Drainage Criteria Manual, Urban Drainage and Flood Control
District, Volumes 1 and 2, June 2001.
2. Urban Storm Drainage Criteria Manual, Urban Drainage and Flood Control
District, Volume 3, September 1999.
3. Soil Survey of Arapahoe County, Colorado, U.S. Department of Agriculture
Soil Conservation Service, March 1971.
4 Master Drainage Report For Ritchie Brothers Auction Park and Final
Drainage Report For Ritchie Brothers Lot 1, TJB Consuiting Group, LLC,
October, 2005.
5. Weld County Ordinance Code, Chapter 24, Weld County, December 2002.
6. Storm Drainage Design and Technical Criteria Manual, Adams County,
Colorado, February 1989.
� 7. Soil Survey of Weld County, Colorado, U.S. Department of Agriculture Soil
Conservation Service, September 1980.
8. South Weld I-25 Corridor Master Drainage Plan, Anderson Consulting
Engineers, February 2000.
9. Master Drainage Report and Stormwater Management Guide for St. Vrain
Lakes PUD Development, Carroll & Lange, Inc., February 2006.
10. CLOMR for St. Vrain Lakes, Carroll & Lange, Inc., March, 2006.
11 . Drainage Report for St. Acacius Subdivision, Alpha Surveying CO., April
2005.
i
�
�
APPENDIX A
Maps
•
�
�
APPENDIX A
Maps
•
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KEY TO MAP
j 500-Year Flood Boundary
�'� 100-Yeat Flood Boundary
� Zone Designations
s
100-Year Flood Boundary
j 500-Year Flood Boundary— .
Base Flood Elevation Line 513 �.
With Bevatlon In Feet�*
Base Flood Ele��ation in Fee[ (EL 9871 �
Where Uniform Within Zone**
Elevation Reference Mark RM7X
Zone D Boundary — —
River Mile •M1.5
**Referenced to [he National Geodetic Vertical Da[um of 1929
EXPLANATION OF ZONE DESIGNATIONS
ZONE EXPLANATION �
� A Areas o( 100-year flood; base flood elevalions and
flood hazard fac[ors not determined.
AO Areas of 100-year shallow flooding where depths
are between one (7� and three (3) fee[;average depths
of inunda[ion are shown, but no Flood hazard factors
are de[ermined.
AH Areas of 100-year shallow flooding where depths
are beCween one (1) and three (3) feet base flood
� elevations are shown, but no flood hazard factors
are detennined.
A7-A30 Areas of 100-year (lood; base flood elevaCions and .
flood hazard factors decermined.
A99 Areas of 100-year Flood to be protected by flood
. pro[ec[ion rystem under cons[ruction; base flood
elevations and flood hazard factors not determined.
B Areas between limi6 of the 100-year flood and 500-
year flood; or certain areas subject ro 100-year flood-
ing with average depths less than one (1�foo[or where
[he contributing drainage area is leu than one square
mile;or areas protected by levees from the bue flood.
(Medium shading)
� C Areas of minimal flooding. (No shading)
D Areas of unde[ermined, buC possible, flood hazards.
V Areas of 100-year coastal flood with vebcity (wave
action�;base Flood elevations and Flood hazard facmrs
no[determined.
V1-V30 Areas of 100-year coastal flood wirh velocity (wave
action�; base flood elevations and flood hazard factors
� determined.
NOTES TO USER
Ce{tain areas not in the special flood hazard areas(zones A and V)
may be pro[ec[ed by flood conirol structures.
This map is for flood insurance purposes only; i[ does no[ neces-
sarily show all areas subjec[ to flooding in the community or
all planimetric features outside special Flood hazard areas.
Fo� adjoining map panels, see separately printed Index To Map
Panels.
•
INITIAL IDENTIFICATION:
NOVEMBER 22, 1974
FLOOD HAZARD BOUNDARY MAP REVISION5:
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�
132 SOII. SURVEY
TABLE 14.--SOIL aND WpiER FEATURES
• [Absence oC an entry indicates the feature is not a concern. See text for descriptions of symbols and such
terms as "rare," "brief," and "perched." The symbol < means less than; > means greater than]
� Flooding High water table Bedrock
Soil name and ;Hydro-; ; � ; i � i ; Potential
map symbol ; logic ; Frequency ; Duration ;Months ; Depth ; Kind iMonths iDepth;Nard- ; trost
__ _ ;�roup ' ' � In � ness � action
i Ft i
i �
� i � i � , , —
i � � i i i i '
�� p'_'__""____' � � ; "' ; '_' ; >6.0 ' _'_
� i
� B �None_"""_' � "_ ; >60 '
Altvan --- IModerate.
i i
i i �
� � � � i � '
� � � i I 1 I I � i
�A uolls—"--'-" � ' f , ' � '
� i � � i � � � � i
9 9 iP r-Jun;0.5-1 .O;F
; D ;Fre uent---- ;Brief-----' p pparentlApr-Jun; >60 � ;High.
"'
� � � � i � � i
i i � � � � i i i i
pquents--------- ; D ;Prequent---- ;Brief-----;Apr-Jun;0.5-1.O;Apparent;Apr-Jun� >60 ; --- iHigh.
i
4*� i i i i i i
i � i i
Aquolls----------; D ;Frequent----;Brief-----ipPr-Jun;0.5-1.51ApparentiApr-Jun; >60 ; --- ;High.
i i i i
i i i i �
i i i � i
Aquepts---------- ; D 1Frequent----;Brief-----;ppr-Jun;0.5-1.51Apparent;Apr-Jun; >60 ; --- ;High.
i i ' ' i i i i i ;
5, 6, 7, 8, 9-----; B ;None--------; ; -- � >6.0 ' --- ' ; >60 ' --- ;Moderate.
Ascalon ,
� � � � � i � � �
i i i i i i � i �
10---------------- ; q ;Frequent----;Brief-----;Mar-Jun; >6.0 ; --- ' ; >60 ; --- ;Low.
Bankard
� � � i
� � i '
i � i '
11 , 12'_____"_"'� B INone'_______� '_' � "_ 1 >6.0 ___ � I >60 I _" I
--- iModerate.
Bresser
i i
� � i � � i
� i i i i i i
i
�j""____""'_" i A INone'_"""� �
, __' , _'_ ; >6.0 I _" I - , >60
-- --- �Lov.
Cascajo
� � � � � � � �
� i i i i � � i I �
�� 14, �, 16, 17----; !3 ; --- ; >6.0 ; —' ' ; >60 ; --- iLow.
'None-
� _'__"'; . "' ' � "_
Colby � � �
� � �
i i � i
• � � i ; _" "' "' ow.
� i � ' i
i i '
18+. � � � � � , '
� � � � � � �
� � � ' I
Colby------------; B ;None--------; ' --- >6.0 ; '
'-' >60 ;L
� � � � � � � � i
i � i i i i i i
Adena------------I C ;None--------I -- 1 --- I >6.0 I --- I --- i >60
-- ;Low.
i
� � i � � i � i
i i i i i i � '
19� 20____""__ � � �
___� B I Pare""____� ___ , "_ ; >6.0 I _"' I "_ ; >60
Colombo , --- ;Moderate.
i
21 , 22__"__""'_�I C INone'__'__'_�� _" ; "' ; >6.0 ' _'_ � I >60 � " ILoN.
Dacono
i i i i i � i i
i
i � i i i i i i �
i i i i i i i � �
�23� � �
zy------------i B iNone to rarel --- i --- ; >6.0
_ I --- ; --- i >60 i --- iLow.
Fort Collins '
i i
I
i i i i
i � i 1 i � i
25� 26______"'___ g � � � �
' iPare to ;Brief----iMay-Sepi >6.0
� � � �
� '__ i "_ i >60 i _" iLow.
Naverson common. '
i
29� 28"""__"'___; C INone I ___ i ___ �I >6.0 I '_' ; _" �I >60 �I __' ILow.
Heldt ,
i
i i i i
r
i i i � � i i
i i i i i i
i �
29, 3�------------I A ; --- ; >6.0 ; --- ' ; >60 ; --- ;Moderate.
INone-------- ; ---
Julesburg ',
i � � � � �
i i i i � � , , 1 .
�
—j31 , 32, 33, 34----i B INone------I ' -- ' >6 0 ' ' I >60
'__ � � � _'_ � "_ � '_' ILow.
Kim � , , ,
35": �
� � � � �
� � � � ,
Loup-------------; D ;Rare to ; P.ri�f----;Mar-Jun;+.5-1.S;�pparent;Nov-May; >60 ; --- iModerate.
common.
i ' i
i i r i i i
i i � i r i �
Boel-------------i A i0ccasional �Brief----- ;.Mar-Jun; 1 .5-3•SlApparent;Nov-May� >60 i --- iModet'ate.
36�. � � �
� � � � � �
� � � � , �
Midway----------; D ;None--------; --- ; --- I >6.0 ; -- ; -- �10-20iAip-
;Low.
� ; pable;
i i i i i i i i i i .
� See Cootnote at end of table.
WELD WUNTY� COLORADO, SOUTHERN PART 133
TABLE 14.--S0IL AND WATEP FEATURES--Continued
� i Elooding High uater table � Bedrock
oil name and ;Hydro-; ; i i i i i I Potential
map symbol i logici Frequency i Duration iMonths i Depth ; Kind ;Months ;Depth;Nard- ! frost
Irg_roup i i i i ' ' ' ' ness action
i i i i � Ft i i � In r �—
36+: �
� , � � � � � � �
� � � � � � � � �
, i ;10-20;Rip- ;Low.
Shlogle'-""-'--i D iNone-"----'I --' , "' I > .0 -- —'
i � ' pable�
� � i � � — �
i i i � i i
�37, j8------------I B iNone-------- ; --- ; --- ; >6.0 ; -- � --- ;20-40;Rip- ;Low.
Nelson i i pable;
� � � � � �
i i
, , � � � �
�39, 40, 41 , 42, i ' � � � � �
i i i i � � �
� � i
43 ---I C iNone--------1 --- i I >6.0 ; ' ; >60 --- ;Moderate.
"'_"'__"' "_ I _" ' '_' 1
Nunn i i
, i i
44, 45, 46, 47, ; I
� � � � �
� � � � � �
' ' ;LoN.
I ;None-------- � --- � --- I >6.0 1 --- , --- ; >60 � ---
40_"__""""" B � � � � � �
Olney i i
i
49"_'_"_""__"I A INone'_"""; "_ � "' ; >6.0 I '__ � I >60 �I "_ ILow.
Osgood i �
i
i � i � i
i i � � i i i
50, 51 , 52, 53----I e ;None--------' ' I >6.0 ; ' ; >fi0 ' --- ;Low.
, ___ � _" ' ___ � ___ ,
Otero i i
i
i i i i i � i
i i i i i
54, 55-----------I B ;None to rare; ' ; >6.0 ' --- ' ; >60 ; --- ;Moderate.
_'_ � "' i � "_ �
Paoli �
, � � � � � � �
i i � i � i �
56, 57------------I C INone-------- I --- I --- ; >6.0 I ' ;20-00IAip- ;Low.
Renohill ' ' pablel
� i � � � � �
� � � � � � � � I
�
58 59------------I D iNone--------i � i >6.0 I --- ' ; 10-20;Rip- ILow.
, --- � --- �
Shingle I ' ' ; pable;
60*•
� � �
. � � � � �
�ingle---"'---'i D ;None""'--'� ' ' >6.0 --' � '-- 0-2 ' 1 ow.
-- --- il 0',flip- 'iL
pab e;
� i � � �
� i � i i � �
Nenohill--------- ; C iNone--------i ' --- I >b.0 ; --- ' ,20-40IRip- ILow.
' pa6lei
� i
i i � i � � i
�ib�"""""'_'_"� D iNone"'_'_"� � _'" ; >6.0 I "_ I _" 110-Z0IRip- ILow. �
Tassel i pablel
� i � �
i i i i i i �
i � � �
, �
62, 63""_"_'___� B iNone_"__'_' ; ___ � '_' I >6.0 I __' �, ___ ' Pip- ILow.
�20-40,
Terry pable;
� � � � I I
� � � � � I -- '�� -- ��
�
�
�'64, � ----; C ;None--------' ; ' >6.0 '20-40;Rip- ILow.
""'_"' ' __' ,
Thedalund I pable;
, � � � �
i i i i � � � �
66, 67--'- i C ;None- ' ' ' >6.0 ' , ' >60 , -- ;Low.
_"'___'I '_"_"� _" � "_ � � ___ , "'
Ulm ,
� � � �
� � � �
i � � � � � � �
� � �
� � � � ' ' ' >60 I '-- 'Low.
68�_'_'___"_'_'"_� p iNone"_'_"_', ___ , ___ � >fi.0 � ___ �, '"' i �
Ustic i
Torriorthents i �
i i � �
i � � � � � �
� � � � � � � I
69, 70' --'i A ;None- ' ; >6.0 i '-- ' --- >60 ; -" ;Low.
""____ '__'__'� '__ � _" � �
Valent I
i i i
� � � �
� � � I
�
71*. � � � � � � � �
. � � � � � I
Yalent----------i A iNone--------' ' >6.0 ' ' ' >60 I --- ILow.
� _'_ i '__ � � '__ , '__ i .
� � � � � �
' i i i �
i � i
�
Loup-------.------ ; D iflare to ;Brief-----;Mar-Jun;+.5-1.S;Apparent;tVov-May; >60 , --- ;Moderate.
i common. i �
i i i i
� i i i � � i i
72, 73� 74 , 75, I i ' i "' � ___ I >60 I _'_ ILow.
� ' , >6.0
76 77_""__"'"� B 'None""'__', "' , _'_
�
Vona i I i i �
i i i i i i i i r i
See footnote at end of table.
.
� 134 SOIL SURVEY
TABLE 14.--S0IL AND WATER FEATURES--Continued
• i i Flooding High water table__� Bedrock_
Soil name and ;Hydro-; ; ; ; ; ; Potential
map symbol ; logic; Frequency ; Duration iMonths I Depth ; Kind ;Months ;Depth;Hard- ; frost
iRYOUp � ' � i ' ' ness ' actlon
i i � i T E t � I j� T---�
� � —
� i i i i i i
i 1 i i i i
i i i
T8� 79, 8a-------'I C iNone-------- I "- � I >6.0 I ' I >60 I ---
� -'- --
Weld '-- �Moderate.
i i �
i i ' �
—ry 81' Q2* 83"• � � �
� � � � �
� � ,
, , � � � I � ' ' �
� '
Wile '"-"- � � �
"'_'_' � g �N �
Y � � one'_'_"" � '_' � __' ; >6.0 I "' � I >60 ' ___
� � , '
_'_ � ILoW.
� � � � � i '
�
� � � �
Co1bY'_"'__"'__I B �None__'__'_'� _'_ � "' ; >6.0 ; "_ I - I >60 IIoN.
i i i � _'_
--_" ___— __
• See map unit description for Lhe composition and behavior of the map unit.
•
�
i -
� I � I l 7TT—�/ ,�����?�— � ,
, i � � � i ; / i � � � � �',
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,
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� �� i i I i � / � ; I w� 11� � I � I I '�� i ,�� �
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i �/ � , � i i i� i i � � i i ,�
i , , ,;,,,, i i i i �� i � � i � �� �
;� � i ��!��iii��;,; irii �„ , �� i%i� i , i ��.
i i � i � ,�
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p� �L E� � � �� �� � ..-
Fj��NG �. - � .
I -: k I I � I �.` 1 z ,: ���
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f k ;: �I� I .I• I ��,� I�� f � I I I� � �
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x°� � � � I �I , I� �1��` �.� �Ir� � ,�
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. ,; �
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.
�f J ,�" �., '� �
. ��• :�,� a � �,,, ,
--_"--�,,.�' '+ � } I SOiI TYPE C
� ' , N.TS.
St . Vrain Lakes Soil Map � �aJ�°�'a`a-9E
RAINFALL DRAINAGE CRITERIA MANUAL (V. 1)
• s{, v��, �:� �� �, ���u D�� > t 3c ��.�
R ]I W R J p W R 6 9 W R 6 8 W R 6] W R 6 6 W R 6 5 W R 6 4 W R 6 3 W
1�3 � 41.45 1.45 1.4 1.35 1.35 7.4
z z
I LOIGMOM I F
•
I NIWOT I F
•
3
0
z z
0
m -
1.2• ~
wri
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: RainTall Deptfi-6urafion=Frequency:-5-Year, 1-Nou�Rainfaff
.
Rq_�q 06/2001
Urban Drainage and Flood Control Distria
DRAINAGE CRITERIA MANUAL (V. 1) RAINFALL
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�
06/2001 RA-15
Urban Drainage and Flood Control District
RAINFALL DRAINAGE CRITERIA MANUAL (V. 1)
�.UM in
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FIGURE RA-6
Rainfall Depth-Duration-Frequency: 100-Year, 1-Hour Rainfall
.
RA-18
06/2001
Urban Drainage and Flood Control District
DRAINAGE CRITERIA MANUAL (V. 1) RUNOFF
• �
80 5.000 sq.n.homes
70 �
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60
c �
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2 � � � '
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� FIGURE RO-5
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Runoff Coefficient, C, vs. Watershed Percentage Imperviousness NRCS Hydrologic Soil Group A
06/2001 RO-17
Urban Drainage and Flood Control Distnct
�
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APPENDIX B
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APPENDIX C
Hydraulic Calculations
•
INLET ON A CONTINUOUS GRADE
Project SG Vrain
. Inlet ID: DPAt Minor Storm TVGe R Inlet
{- lo(C)�
'�, H-Curb H-Verl � ' -
��wa
� W�\ -�__ ��
�
.,—�Lo�G) � '
�__
Desi n Information In u[
Type o(Inle� Type=C�OT Type R Curb Opening
LocalDepression(atltlitionaimcommuousguneraepression'a'�mm'o�nnow� a�a,p�= 3Ainches
Tolal Numper o�Units In�he Inlel(Grate or CuN Openmg) No= 1
Lengib of a Single Unil Inlel(Grale or Cur�Opening� L,= 5.W(t
Witllh ol a Unil Grate(cannot be grea�er t0an W imm O-Allow) Wo= N/A 0
Cloqqinq Fattor br a Sinqie Unit Grate(�ypiqi min.vaiue=o 57 C�G= N/A
Clogging Factor(a a Single Unit CurO Opening(typical min.value=0.1) CrC= 0.10
Stre¢t Hvdraulics(Calculatedl. CaoaciN OK-O is less Ihan maximum allowabla from sM1eet'Q�Allow'
�esign Oischarge for Half o(Shaet(hom p.Peak� Oa= 10.20 c4
WalerSO�eadWidlh T= 18.7it
Water Deplh at FlowGne(outside ol local tlepression) tl= BA Inches
wa�er�epm ai S�ree�Crown(or a�Tme.) d�aW,n= 0.0 inc�es
Ratio of Gulter Flow lo Design Flow Eo= 0.3]6
Discharga aitsitle tha GWter Saction W,camed ln Sec�ion T, 0,= 8.3]cfs
Disc�arge withln Ihe GWter Section W Q„= 3.84 cFs
Discharge Behina t�e Curb Face Oe.cx= 0.00 cfs
Sireel Flow Area A.= 2.95 so�t
Stree�Flow Velociry V,= 3.48 fps
Wa�er Dep�h for Design Contlition d�oui= 8.0 inches
GrateAnal sis Calcula[etl
• TMaI Length ol Inlel Grale Opening L= tt
Ratio o(Grate Flow lo Design Row Eecru.E_
Under NoClogging Condition
Minimom Velxiry Where Grate SpasROver 6eqins Ve= tps
Interception Rate oi Frontal Flow R�=
Intercep�ion Rate o(Sitle Flow R,_
Irnercev�ionCapaciry 0,= ds
Under Clogging Contlltlon
Gloqging Cceffcient�a MWtiple-unit Gale Inlel GraleCoel=
Clogging Facmr(or Mulliple-unit Grdte Inlel G2teGlog=
Eflective(unclogged)Lenglh of Mulliple-unil Grate Inlet 4= ��
Mlnimum Velocily Where Grdte Spas�-Over Begins Va= (ps
Inlerceplion Rale of Frontal Flow R�_
Inlerceplion Rale of Sitle Row R,_
ACNaI In[erceptlon Capaciry 0,= WA cis
Carty-0ver Flow=Q-0,(to be apPliee to curb opening a next tl/s inlep 0�= WA cts
Curbor5lotletllnle[0 enin Anal sis Calculated
Equivalenl 51ope S,@asetl on gate carryover) S.= 0.09]]N(t
ReQuiretl LengtM1 Lr to Have 100%Intemeplion Lr= 18]6 fl
Untler No-Glogging Conditlon
EKeclive Lengt�o(CurO Openinq or Slotted Iniel(minimam ol L L.) L= 5.00 tt
Interceplion Capacity O,= 4.37 tls
Under CIOB8��9 Contlltlon
GIo99inqGceHlcrem CvrbCce(= 1.00
Clogging Fador for Mulliple-unit Guib Opening or SloVetl Inlel GurbGlog= 0.10
Eftective(llnclogged)Length L.= 4.5p fl
clual Inlerception Gpaciry 0.= J.88 cfs
Carry-0varFlow=O �..E-0, Oe' 83Jc(a
Summ
TOUI lnletlnterceptlon Capacity 0� J.98 ds
TobllnblGrry-0verFlow�Oowbypasainpinlep Oe= 6SLcfe
� CaPNraFarcenG9e=O,/Oe= CX� J9.0%
UD-IMet-DPAi-mirwr.xls,Inlet On Grade 5/1/2006.8:59 AM
INLET ON A CONTINUOUS GRADE
Project St.Vrain
. InIetID: — DPA2.1 MlnorStorm Tyoe Rlnlet
fi---Lo(C)�
H-Curb� �..
'" H-Veh _ .T—_ _._—
— ' VA��\Wo �
Wp � �� —
W � ��
� �
�--���La(G� --'_
�_ _
�esien Informa0on Ilnoutl
Type ot Inlet Type=CDOT Type R Cort Opening
�ocalDepression(aatlmonaimcominuousgunertlepresson'a'imm'O�nnow� aiaq�= 301nc�es
Total Number ol Urnis in ihe Inle�(Grata or Curb Opening) No= 1
Lengt�o(a Single Unitlnle�(Grate orCurb Opening) L,= 5.00 fi
Witllh oi a Unil Grate(cannoi�e grealer than W hom�-Allow� Wo= N/q 0
Clogging Fac�ar lor a Single UmiGrale(�ypical min.value=0 57 GrG= NIA
Qogging Facmr(or a Single Unit Curo Opening(lyqical min.value=0 1� C�C= 0.10
Stree[H tlraulics Calcula[ed. Ca a 1 K- Is less than maximum allowable(rom sheet' -Allow'
DesignDiscM1argetorHalfotSVeat�homQ-Peak) o,= O.AOcfs
Waler5preadWlOih T= 1161t
We�er Depth ai Flowltne(outside ol lo�al tlepressionJ d= 4l inc�es
Water DeptYi at S�reet Cmwo(or al T�) tl�owx= 00 inches
Ra�io o�GuVer Flow�o Design Flow Eo= Q536
Discbarge ou�sitle�he Guver Seclion W,wmed In Section T, p,= 2.04 c(s
Disc�arge withm ine Gutter Section W Q,= 2.36 cis
Discharge Be�ind Ihe Curb Face �a.c.= 000 cts
Slree�Row Area A�= 151 5a 11
Street Row Velwiy V,= 2-92 1ps
Water DeO�h ta�esign Contlition d�ao�_ ]]inches
GrataAnal sis Calcula[ed
. Total Length o!inlet Grate Opening L= It
Ra�io o(Grale Pluw to Drsign Flow E��.E=
Under NoClogging Contlition
Minimum Velocity Wnere Grzte Spasn-Over Begins Vo= 1ps
IntemepLon Rate ol Rontal Flow R�=
Ime�cepUon Ra�e o�Side Flow R,=
Interception GaDecity �,= cls
Untler Qogging ContllHon
Clogging GcefllaeN tor Mullipleunit Greta Inlet G21eCoe�_
Clogging Fac�or ior Multiple�uni�G2te Inlet GaleClog=
EHedive(wdogged)Length o(Mvltiple-unit Grale Inlet l,= I�
Minimum Velocity Where Grale Spash-0ver 8egins Vo= fps
Interception Ra�e o�Fmntal Flow R�_
IntercepUon Ra�e o�Sitle Flaw R�_
A[Nal Inlerception Capacity �.= WA c�s
Carry�Ovar Flow=0,-0,(lo be applied to cub opening a ne.�tlls Inlep �e= NIA cts
Curb or Slottetl Inlet Ooenina Analvsis ICalculatedl
EQuivalent SIoOe 5,(�ased on gra�e wrry-oveq 5,= 0.1308 Nf�
ReqmreO Langth Lr to Have 100%Inlerre0�ion L.= 11.06❑
Untler NOClogging Condition
ERective Lengt�of Cur�Opening or Slovetl Inlet(minimum ol L Lr) L= 500!I
InlerceptionCaOaci�y ��= 291 c�s
Untler pogging Contlitlon
CloggingCce(ticienl CwbCcet= 100
Clogging Fatlor(or MWtiple-umt Curb Opening or$IOVed Inlet GurOClog= 0.10
ERective(Uncloggetl)Length L,= 4 W ll
ACNaI lntarceptlon Capaciry Q.= 3.68 tls
Carry-0ver Flow•0 oa�re-0, an= L92 c(s
Summa
TotallnletlntarceptionCapacily p= 3.68As
otal Inlet Ca�ry-0ver Flow(flow bypassing Inlet) 0= i.]]cfs
� CaplurePerwntage=OJO,= C'/.= 81.OX
UD-InIet-DPA2.Lminocxls,Inlet On Grade 5/V2006,9:01 AM
INLET ON A CONTINUOUS GRADE
Project: St.Vrain
InIetIU: DPN Minor5torm Tvpe R Inlet
� Lo(C'—�
H-Curb I
� ��.. H-V¢tl .. . —.—._ �
\�p
\P \ —
W \ �—__
\ � t— _��l_
��_
Lo(G)
�esi n Information In ut
Type o�lnlet Type=GDOT Type R Gurb Openin9
lacalDepresson�aeei�onaimcominuousguner0epression'aimm'0-anow) aioui= 3Dmches
Toial Number of Untts In Iha Inlei(Gram or Curb O0antng) No= 2
Lengl�ot a Smgle Unii Inlel(Grale or Curb Opening) Lo= 500 it
Wldlh o�a Um�Gate(ranno�be greater�M1an W Irom Q-Allow) Wo= N/A tt
Clogging Factor (or a Single Unn Grate(rypical min.valoe=0.5) CrG= N/A
Cloggfng Paclor�or e S�ingle Unil Cur�Opening(typical mm.value=0.1) CrC= 0.1�
Streat Hvtlraulics ICalwla[eEl. CaoaclN ON-O ls less than mazimum allowaEla from sheet'��Allow'
Design Discharge for Hafl of S4aet Qrom O-Geak� �,= 10.80 cfs
Wa�erSpreatlWidlh T= 138fl
Water Depth al Flo-wllne(outsi4e o�iocal depression) d= 62 inches
WaterDepthatSveetCmwn(ora�T„a,) d�qW„x= 00inches
Ralio ot GvVer Flav m Design Flo-w Eo= 0A63
Discharye omsitle��e Guver Saction W,camed ln Sec�ion T, Q�= 5]0 cls
Dischane wit��m Ihe Guller Seclion W �„= 4.92 ds
Discharge Bebintl lhe Carb Face Da.«= 0.00 c�s
Streel Flow Area A,= 2.00 sp fi
SVeet Flow Velocily V,= 6.31 Ips
Waler Deplh fa�esgn Condltion tl��r�= 82 Inches
GrateAnal sls CalculateE
� Toial Length of lnlel Grale Opening l= (t
Ratio oi Gra�e Plow to Design Flow E��rE_
Untler NoClogging Candition
Minimum Veloci�y Where Grale Spas�-Over Begins Va= (ps
Interceo�ion Rale of Fronlal Flow F2�=
Intercepllon Raie o�Slde Flow R,=
InterceplionWpacity 0,= c!s
UnGx ClogBing ConEllion
Clogging CoeRlcien�fa Mulliple-uml Grzte Inlet GrateCcel=
Clogging Factor for Mulliple-unit Grate Inlel G21eClog=
EHective(uncloggetl)LengN of Multiple-unil G2te Inlel L.= fl
Minimum Velociry WM1ere Grate SpasM1-Over Begms V,_ (ps
Interception Rate o(Frontal Flow R�_
Inlerception Rate of Side Flow R,=
ACNaI Interception Capaclry O.= N/A cis
Carry-Ovar Flow=0,-0,(lo be a001ietl to cur�opening or nex�tl/s Inlep Qe= N/A cis
Curb or SlotteC Inlet Ooenino Analvals ICalculatetll
Eduivelent Slope S.Ibasetl on grate ca�ry-over) S,= 0d16]iVfl
Requiretl LengiM1 L.m Have 100%Interception Lr= 23.89 it
Untler NoClogging Condilion
Eflective Lengt�o!Gur�Opening or SloUetl Inlel(minimum of L�.) L= 1000(t
Intercep�ion Capaciry Q,- 8.86 cfs
Untler dog9�^9 Contlition
CioggingCceR�icien� GurbGce(= 125
Clogging Faciw tor Multiple-unit Gurb Openinq or SbVetl Inlet CurbClog= 0.06
EReclive(Uncloqgetl)Length �.= 938 fl
ACWaIlntarceptionCapacity Q.= B.JJds
Carry-OvarFlow=�e�nere-O, De' I.28efs
Su�
TotallnletlnterceptlonCapaclry O= 83]ch
Toql Inlet Carry-Over Flow(flow bypacsing inlet) Oe' I.T7 cfs
• GaphraPercenGge=O��,= C%a 58.IY.
UD-InIet-DPA3-minor xls,Inlet On Grade 5/1/2006,9:03 AM
INLET ON A CONTINUOUS GRADE
Project: $t.Vraln
• Inlet ID: OPABd Minor Storm Tvpe R Inlet
,�—Lo(C)--,�
H-Curb i
H-Veh —`
� \
�
W \\p \ \`--
�
\
�Y_�
_ Lo(G)
Deal n Informatlon In u[
Type M�n�e� lype=CDOT Tyye R Curo Opening
LOCdIDepressim(aEtlilionalawnenoousguneraeoression'a'Imm�-Allov/) a�ocu= 301nches
Totel Number of Unils In Ihe Inlel(Gra�e w GUN Opaning) No= 2
lenglh of a Single Unii Intel(Grate or Curb Opening) Lo= 5.00 It
Witllh ot a llmt Grele(cennat�e grealer Nan W irom o-Allow) Wa= WA fl
Clogging Facta �or a Singla Unil Graie(typlralmin.value=0.5) G�G= N/A
Clogging Faclor for a S�ingle Uni�Cuh OOenrng(lypifal min.value=0.i) CrC= 0.10
Sheet HVEraulics ICalculatetll. Caoacilv OK-o Is lass Ihan ma�imum allawaEle Irom shee['O-Allow'
Uesign015c�arBeforHaMofSVee[QromO-Peak) 0,= H.80cfs
WalerSpreatlWltlth T= 16.tft
Water Depl�at Flowline(aWsiae o�local tlepression) tl= 5.8 inches
Water DeD�h at Sireat Cmwn(w at TMpz) ticaowry= 0 4 inches
Ralio o!Gutler Flav to Design Flow Eo= 0391
Discharge outsitle the Gut�er Section W,carnetl In Sedion t, Q,= Z25 cls
Discnarge wimin me Guuer Secuon W Q„.= 4 66 cis
Discherge Behind t�e Curb Face a�.= 0.00 c(s
S�reet Rmv Area A,= 276 s�!t
SlreetFlavVelooty V�= 4.34(ps
WaterOeplhfoiDesignContlitlon d�a��= B.Blnches
Gra e Anal sis Calculatetl
• o�al Lenq�h of Inlet Gra�e Opening L= fl
Ratio o(G2te Flow lo Oesign Flow Eocru+e=
Untler No-Cloqqing Contlition
Mlnimom Veloctry WM1ere Gate SpasO{Jver Begins Ve= (ps
Imerception Ra�e ol Fronlal Flow R�_
Imarception Rale of Slde Flow R,=
Imerception Capaciry Q,= c(s
u�a�.cio99mg co�mao�
Clogging Cce%icienl�or MNtipleunil Grale Inlel G21eCcef=
Clogging Fador�or Multiple-unit Gra�e Inlet GraleClog=
EKective(uncloggetl)Lenglh oi Mulliple-unil Graie Inlel 4= ��
MinlmumVelociryWhereGra�eS0asM1-OverBegins Vo= Ips
Interception Ra�e of Rontal Flow R�_
Intemeption Rale of Si�e Flow R,_
Actual Interceptlon Capaciry �.' N/A ch
Carry-0ver Flow=O,-0,po be applietl m curb opening or nerct Ns Iniel) �e= N/A c/s
C rb or Slotted Inlat O enin Anal sis Calculaletl
Equivalent Slope 5,(�asetl on gate carrybveq 5.= 0.1009 iLit
Repuiretl Lengt�L.to Have 100%Interception Lr= 22.�1 It
Undar No-0logging Contlition
EHec�ive Lenglh ol CUN Opening o�Sioltetl Inlel(minimum o(L.Lr) L= 1O40 It
InlerreptionCapaciry 0,= '/]f Rs
Under Clogging ContllHon
Clogging Gcefficiem CurbCcef= t25
Clogging Factor(or MWiple-uni�Gurb Opemnq or Slo�tetl Inle� GurbGlog= 0.06
Eftetlrva N^<loggea)Lenglh 4= 9���
ACWaIlnterceptionCapacity 0.� ]AJcls
Carry-Over Flow=O ca�n-0, Oe= d.58 cis
Summa
Tofal Inlet Inlarcaption Capaclry �= 7.]J ch
Todl Inlat Carry-0var Flow(tlow bypazsing inlat) 0�� 4.57 cfs
. CaPNreFercenb9a=�J0a' C•b= B1.BY.
UD-InIet-DPA6.1-minor.xls,Inlet On Gratle 5/1I2006,9.32 AM
INLET ON A CONTINUOUS GRADE
Project St.Vrain
. Inlet ID: _ DPA71 Minor Storm Tvpe R Inlet
./----Lo(C)---�
H-Curb
_ H-Verl -- -
Wo
WP �
W
�
���'
t a(G�
Deslan In/ormal'on IlnouB
Type of Inlet Type=C�OT Type R Curb Opening
LaC2lDepression�atltlllionaltoconlinuousguneree0�ssion'a'fmm'd-qlloW) aiocni= 30mcM1es
Tolal Number ol Units In ihe Inlet(Grate or Curb Openlnq) No= 3
LengiholaSingleUnitlnlet(GraleorCuNOpening) ta= 5.00(t
Wltlth of a Uni�Grale(canno�be greater than W Gom Q-Allow) We= N/q p
Clogging Factor fora Single UnIlGrate(typicelmia value=0.5) CrG= WA
Clogging Fadar for a Single Unil CuN Opening(typiwl min.value=0.1) CrC= 0.10
Shea[H draulics Calculatetl. Ca acl K- is less than maximum allowable from sheet' -Allow'
Design0ischargeforHal(oBheet(fromO.Peak) Q,+ 9.10c(s
WalerSpreadWitl�� T= 15.9fl
Water Deplh at Flowline(outsltle of locel de0ressionJ tl= 5.8 Inches
Weler Depth a�Slreet Grown(or at Tµp�J tl�p�H= 00 tnchas
Ratio of GUVer Flow to Design Flow Ee= 0.395
pischarge outsitle the Gulter Sec�ion W,wmetl in Seclion T, O,= 5.51 c(s
Dlscharge wilhin ihe Gulter Section W p„.= 3.60 cfs
Discharge Behintl�he CUA Face Oeecx= 0.00 c(s
SveetFlowArea q�= Z.Bysq��
SVee�FlowValocily V,= 3.38tps
Waler DeptM1 tor Desiqn Gontlition dio - 8.8 inches
Gre[e AnaWs's ICalculat¢dl
� Total Lengib of Inlel Gra�e Opening �= ry
Ratio o(Grate Flow lo Design Flow Ee��rE_
Under No-OIogBing ContliHon
Minimum Velwiry Where Grate 5pash-Over Begins Va= f s
0
Intercep�ion Rate o(Fmntal Flow R=
Interception Rate ot Sitle Flow R�_ �
Inle¢eptionGapacity O;= cts
Untler CIog91n8 Condition
Gloqging CceRicient tor Multipleunit G2te Inlet G2teCcef=
Cloqqing Faclw lor MWtiple-unit Grale Inlet G2teClog= �
ERec�ive(unclogged)Length o�Mulliple-unit G2te Inlel �
l.= fl
Mlnimum Velociry Where Gra�e Spash-Over Begins Vo= ips
Intemeption Rate of Fronlal Flow q�= �
Intemep�ion Rale of Slde Flow q�_
Atlual IntercePHon CapaciN p.=� N/A ch
Carry-Over Flow=G7,�,po be applied to cuN opening or next Ns inlep pe= N/A cfs
Curb or Slotted Inlet Ooan'na Analvs's ICalculatedl
EQuivalentSlopeS,(basetlangatecartyrover) 5,= � 0.f016fVft
Requiretl Lengt�L.to Have 100%Inlerception L.= 1]06 ft
Untler NOLlogqing Contllllon
EHeclive Lengih ol Curb Opening or Slonetl Inlet(minimum o(L,Lr) L= 15.00 fl
In12R2p�i0n Capaci�y B,= 8.83 cfs
Untler Clogging Contlitlon
ClogqingCceflicieN CuNCaef= 1.31
Clogging Factorlw Mvltiple-unit Cur�Opening or Sloltetl Inlel CuNClog= 0.04
Efteclive(Uncloggetl)Lengih L,= � id.34ft
cNal In[ercePtion CaPacIN �.= 8�.88 c(s
Carry-OvarFlow=p��q�rE-O, pe' OA1 tls
Su�
TOGI Inletlnler<aption Capatlty q= 8.68 cts
Toql Inlal Carry-Over Flow(flow bypassing Inlet) pp= OA1 cfs
• CapNre Percanb9e=��Q.' C8= 95.5•/.
UD-InIe4DPA7.1-minor.xls,Inlet On Grade 5A/2006,11:04 AM
INLET IN A SUMP OR SAG LOCATION
Praject= St.Vraln
InIetID= DPA8.1 MIIrorStortnTypeRlnlet
� X—Lo(C)—� _
� H-Curb
H-vert
w, � " ��
w -
�--
—��o l�)
Desi n Informalion In ut
Type of Inle� Type=COOT Type R Cur�Openin9
LocalDepresson(adtlltional�ocominuousguuertlepression'a'trom'p-AII0W) a,�d= 3.W Inc�es
NumberofUntllnlets�Grd�eorCurtOpening) No= 4
Gratalntormalion
LenglM1 of a Untt Gate l.a(G)= NIA feet
WitliM1ofaUni1G21e Wp= NIA�eel
/¢30peningRa�io(o�aG2�eQypi�'alvalue50.15-0.9�) A,�= N/A
Cloggtng Faclorbre Single Grata(typical vaNe 0.50J C�(G)= N/rl
G2�eWeVCoeHIaeN(�ryic21v21ue30�) G„ (G)= NIA
G21e0nficeGcetficiem��ypicalvaWeO.fi]) Co(G�= NIA
Curb OPenin9ln(ormation
Length o�a Unit Cur�Opaning Lo(C)= 6.00(eet
Height a(Vertiql CurO Opening In Inches H.,,,�= 8.00 inc�es
HeigplofCur00nfceT�roatlninches Ha,„,= 5.951nc�es
Angle o(Throat(see USDCM Figure STS) IDe�a= 63A aegrees
SIOeWidtM1(or�epressionPanpypicalytheguUerwid��of2feet) Wp= 2.OOleet
Glogging Fac�orfora Single Cur�Opening(typical value�.10) G�(C)= 0.10
CurbOpeNngWalrGoefilclent�typicaivaWe230300) C„(C)= 2.30
CUNOpeningOnflceCoeRicient(Iypicalvalue0.6]) Co(C�= p.6]
Resvitin Gutter Flow Oe th(or Grate Inle[Ca a I In a Sum
GogginqCoeR�cientforMUltipleUnits Coef= N/A
• Clogqing Facror(or Mulliple Units CIo9= NiA
Grate As a Weir
Flow�apro a�Local peprassion wi��out CioB9�ng�0 c!s gate,16 3 cts cuN) 0w= WA inches
T�is Row Used(or ComOinaiion Inlets Only tl�,,.p,„= WA inches
Flow Dept�al Local Oepression wit�Clogging(0 ds qate,16 3 Ms cuN) d.,_ .N/A incM1es
This Row Usea forCombination Inlels Only tl�,,,�i= N/A inches
Grale As an Orifce
FlowDep�na��ocalDepressionvn�poutClogging(Oc(sgrale,i63clscurb) oa= NIAIncOes
Flow OepiM1 at Local Oepression vi��M1 Clogging�0 c(s gra�e,16.3 cfs curt) tld= NIA inches
Resutling GUXer Flow Depth Outsitle of Local�epression tl,�„i,_ ���WA inc�es
Resultin GutlerFlowDe t�forCurbO enin InletCa aci InaSum
Cloq9inq Coeffciem for Multiple Uni1s Coef= L33
Clogging Faclortor MNtlple Units Clog= . 0,03
Curb as a Welq Grate as an Orifice
Flow DepiM1 at Lo�al Depression without Clogging(0 cfs gate,i6 3 ds curb) d.„= 6.01 Inches
FlowDept�atLocalDepresswnwitnClogging(Otlsgrdte.163cfscur0) Q„= 8.i51nches
Curp as an O�ce,Gra�e as an Orifca
Flow Dept�at Local Depression w�ihom Clogging(0 cis grate,i6 3 cfs curb) da= 338 inches
Flow Dep��at Local Depression wii�Qogging(0 cfs gate.16.3 cfs cur�) dd= 3.86 incM1es
Resulting Gutte�Flow pept�Outsi�e of Local�epression 4i,„e= 3.t5 Inches
Resullant [reetContlHions
Total Inlet Lengt� L= 20A feei
TolalinlellnlerceplionCapaciry(DesignDischargeimmp-Peek) Q.= 1B.3cls
Resultant Guder Flow Dept�(EaseE on sheel O-Allow g¢ometry) tl= Jd5 inchas
Resultant Slreat Flow Spreatl(bas¢tl on sha¢1 Q-Allow gaometry) T= 5.0 feat
ResWtaN Flow Dap1h at Mazimum Allowabla Spreatl tl��= Q.pO inches
�
UD-INe0.DPA8.1-minaxls,Inle�In Sump 5/1/2006,�1:07 AM
INLET ON A CONTINUOUS GRADE
Project: St.Vnin
� �nkt ID:_ DPA�5 Minor Storm Tvpa R 1 I t
,r--Lo(C)—,�
H-Gurb 1
H-ven
� Wa �
Wp
W \
�-'
�-�r G)
Deslan Intormation Ilno�[I
Tyye a�Inlet T
ype=GDOT Type R CuN Opening
Local Depression�aGairvonal w mminuous guneraeo�ession'a'rrom�Q-apow) a�aai= 3.0 inc�es
Total Number of Uni�s in ihe Inlel(Gra�e or Curb Opening) No= 2
LengN ot a Single Unit Inlet(G2te or CoN Openin9) L,= 5.00 fl
Width ot a Unp Grate(cannol be greater ihan W frwn p-Allow) Wp= N/A fl
Clogging Factor for a Single Unit Grate(lypmalmin.value=0.5) CrG= N/A
Cloqginq Factorfor a Single UnitCurb Opening(rypicalmin.value=o.t) C�C= 0.10
StreelH draulics Calculated. Ca aci OK- Isless hanmaximumallowablehomsheet' -Allow'
DesignDisc�argeforHalfat5hce[Qmmq�Peak) 0,= t.00cfs
WaterSpreatlWitlN t- �3ph
WaterOept�atFlowline(outsitleallocaltlapression) tl= 511nches
Waler DepN al SUae�Crown(or at Tuw) ecamve�= QQ Inches
RatiooiGulterFlawbDesignFlmv Eo= �� D416
Discharge outsitle the GuVer 5ection W,camed in Sectlon T, �,= 3.Bt cfs
Disc�arge within lhe Gulter Section W �„_ �� 3.33 ds
Discharge Behlnd Ihe CuN Face �e.cx= 0.0p Us
Street Flow Area q�- �y0 Sq ry
Stree�Flow Velacily V,= 3.68 tOs
Water 0epth far Design Condition di«ni= BA Inches
GreteAnal sis Calculaled
� To�al Lenglh o�Inlet Grote Opening �= ry
Ra�io of Grate Flow to�esiqn Flow E��.
c-
Untler NOClogging Contlition
Minimum Velociry Where Grele Spash-Over Begins Vo= fps
Inlerception Rate of Fmnlal Flaw p�_
Interception Rate of Siae Flaw q�_ � �
InlerceptionCapaciry 0,= c(s
Untler CIo891ng Contlitlon
Clcgging Coefliclant fw Mulliple-unil Grate Inlat GrataGce�_
Clogging FactorforMultiple-unitGrate Inlel GraieClog= � � � � �
ERetliva(uncloggatl)Length o(Multiple-unt�Gate Inlel I..,= � � �`p
Minimum Velociry Where Grate Spash-Over Begins Vo= � ���fOs
Imerce0�ion Rate of Ronlal Flow p�_ � � �
Intercep�ion Rale of Sitle Flow R,_ . .
AcmallntarcaptionCapacity �,= WA�cfs
Carry-0ver Flow=O,-0,(m ee applied m curb opening or next e/s Inlet) On' �N/A efs
CurborSlonedlnlat0 nin Anal sis Calculated
EQuivalent Slope 5.(�asetl on grdte carrymeq S.= OA183 PoII
ReQuiretl Lengt�Lr lo Have 100%Interception Lr= ���15:BB�fl
Undw NeLlegging Contlitlon
Effective Leng�h of Cur�Opening or SbueO Inle�(minimum of L,Lr) L= 10.00 fl
InlerceptionGapacily 0,= �5.83cfs
Untler Qogging ContliHon
CloggingCaeHicient CuNCceI= 125
Glogging Faclortor Mulliple-unil Cur�Opening or Slo�tea Inlel CurbClog= ..0.06
EHecUve(Undoggetl)Lenglh �,_ � ,y_3g ry
Acmal Intercep0on Capadry 0,= 5.80 c/s
Carry-0verFlow=p ��rE�O. pe' �AO.cfs
Summa
Total Inlet Interception Capaciry O= 5.80 c(s
TOGIInIetCarry-0vorFlow�flawbypassinglnleq pe. � �,�p�/s
� CaOturaPercanqBe=p�0.' C%= � E0.0R
U�-InIe4DPA15-mirwrxls,Inlet On Grade SI1I2006,10'.10 AM
INLET ON A CONTINUOUS GRADE
Project St.Vrein
Inlet ID: DPA�B Minor Storm Type R Inlet
� X—Lo(Gl� — —_ '—
I H-Curb � I H-Ven - --- —
i i
— ___ �'_\W o
�WP.., �.� _
� � �
� � —___ — �
\ �� t�o1G)
}___- __.
Desian Informatien Ilnoutl
Type ot Inlet TWe=COOT Type R Curb Opening
LocalDepresson�aJEuionanomnpnuousgunerneprezvon'r�mm4-Anow� a�oc.i= 3Alnche5
Total Number o�Unlls in Ne Inlel�Grate orCwb Openmg) No= 2
Leng(M1 ol a$ingle Untt Inlel(Grate or Cur�Opaninq) La= fl00 tl
Witl��of a Unli Grale(cennot pa B�eaiar iM1an W lrom C-Allow� W,= WA fl
ClogginB Factor �or a Single Unn Gra�e(rypical min vaiue=0.5� CrG� N/A
Clogging Factor tar a Single Uni�Gurb Opening pypical min valoe=0 1) CrL= 0.10
SVee[HVGraullcs ICalculatetll Caoac N OK�0 Is less[han max'mum allowable(mm shee['0-Allow'
Oesign Discharge tor HaM ot Street((rom q-Peak) �o= B.UO cFs
WaterSpreatlWidlh T= 92h
WaterDeptha�Flo.vllne(oWsitlaotlowltlepresson) a= 42incfies
Wa�er�ep�h ai Slree�Crown(ore�Tµ��) ticaowe�= 0.0 Inches
Ratioo(GutlerFlarvlo0esignFlova Ea= 0.651
Dlscherge w�side tM1a Gutier Saction W,camed in Section T� 0,= 2 38 cls
Discharge within the Gutter Seclion W �.= d.43 cfs
Dlsclarga Behina ihe Cwb Face Oap�= 0.00 cfs
S�reetFlowArea A�= 1.01 sqp
S�reet Flow Valoctly Vs= fi]F tps
WalerOep�nlor0esiqnContlition hoc.�= ]2inches
GrateAnal sls CalculateA
• Tolal Lengih of Inlel Gale Opening L= tt
Ratio o�Gre�e Flow to Design Flow Eoo�re=
Under NoAlogging Condillon
Mlnlmum Velociry Whera Grale SpasROver Begins Vo= tps
Intemeplion Rale of Ron�al Flow R�_
Interception Rate of Siae Flow R,_
InteReplronCapacity �.= Cs
Untler qogging Condlllon
Clogginq GceRlcient ta Muttiple-uni�Ga�e Inlei GrdteCoef=
Clogqinq Pacmr�or Mullipleuni�Grate Inlei Gra�eClog=
EHective(ontloqgetl)Lengih of Multiple-unn Graie iniet 4= n
Minimom Velociry Where Gra�e Spash-Over Begins Vo= �ps
ImerceO�ion Rate of Fmn�al Flow W=
Imercepiion Rete af Slde Flow R.=
ACNaI Interceptlon Gapacl�y O,= WA cis
Carry-0var Flow=0,-0,(to be app0etl�o curti opemng w ne.l d/s inlel) �e= WA cfs
Cur or5lottetllnlet0 anin Anal sis CalculateJ
Equivelent Slope S,(basatl on grete carty-over) 5,= 0_1514 fVft
Repuired Lengt�L.lo Have 100%Interce0��on Lr= 20.83 p
Untler Notloggln8 Contll[ion
EReclive LenB�h ol CurO Opening or Sloued Inlet(minimum o!L L,) L= 10.00�t
In�erceptionCapaciry Q= 4.T1 cls
Untler Cleggl^9 Condltlon
Gogginq Cce�flcient CurbCoei= 125
Clogging Factorfw Mulnpleunn CurO Opening or Slonea Inlat Cur�Clog= 0.06
EHetlive(Uncloggetl)Length 4= 9.38 fl
Aaual lnlerceptlon Capaciry �.' ��9�5
Carry-0verFlow�Q �re-0. Qe' YA2cfs
Su a
Total Inlat Interception Capaciry Q= d.49�h
Tofnl InletGa�ry-0var Flow(flow bypassing inlet� Qe' 7.�� c/s
. CapmraPercenGBa=OJ�= C%.• BB.OY.
UD-InIet-DPl6-minar xls,Iniet On Grdtle S26I2006,t�59 PM
INLET IN A SUMP OR SAG LOCATION
Project= St.Vrain
Inlet ID= DPAB.2 Minor Storm Type R Inlel
� ,F_.__L°lCl__.-�'
"---
H-Curb �
i H-Vatl --' -
-�-� � � � w� ___
� �W � _ --
P �
W � �
\ ' \,___ —_��_—o(Gl �
1
Dasinn Information Ilnoutl
Type ol Inlel Type=CDOTType R CuN Opemng
LoCalOepression�addilionallomntinuousgutlerdepresson'a'imm'O-AIIOW� a�,�= 3�Oinches
NumberofUnitlme6(GraleorCurbOpening) No= n
Grate Intormatlon
Lengih afa Unii Gra�e La(G)= NIA leei
Wid�hofaUnitGrate w,= NlAleei
AreaOpeninqRatiotoraGra�e(rypicalvaluas0.15�0.00) A,.,�= N/A
CioggingFacto�fora5�ingleGrale�typifalvaioe050) C�(G)= N/A
G21eWeirGoeKcient�typiqlvalue3�0) G„ �G�= Nlq
GralaOdficeGoeRdent�typicdivaNe0.8�) Ce1G�= N/rl
Curb Opening InPormalion
LengiM1olallnitCwGOpening Lo(C)= 500fee1
HeigM oNenical CuN OOening in Inc�es H,�,�= 600 Inches
Neig�lolCuroOnflceThroatinlnc0es N�,,,�= 5951nc�es
Angie o(Throal(see US�GM Figure ST-5) Tnela= 634 aegrees
SltleWi4l�tor0epressionPanQ}P�callyt�egulteru+al0o(2(eet) Wo= 2001eet
Clogging Factor(or e Single Guro Openmg(iypicai value 010) C�(G)= O 10
CuroOpeningWeirCoefficienl(Iypicaivalue230-300) C,.IC)= 230
CuroOpeningOdfceCoeRiclenl(typicalvaWe0.8)i Ge1C�= O6I
Resultin Guttar Flow De Ih tor Grate Inlel Ca aci in a Sum
CloggingCoefficientforMWtipleUnits Coe�= NIA
• CIo99in9 Factor far MupiPie Umts CIo9= NIA
Grate As a Wair
Flow�ept�at Local Depression vnt�oW Ciogging�0 cfs gate.69 cfs curD) 0„.,= WA IncM1es
ThisRowUse�lorCombinationlnletsOnty tl�,,,>,,,,= NlAlnches
Flow Depih a�Lowl Depression vi��h Clogging(0 tls grate,6 9 cls curb) 4,..= NIA inches
This Row Usetl for Combination Inle�s Onry a�„a�= N/A incnes
Gra�e As an OrlOce
Plow Dept�al Local Depression wi��oN Clogginq(0 cfs grate,6.9 cfs cur0) tla= N/A inc�es
Flow Depth a�Lowl Depression wi��Glogginq(0 ds qate,6.9 tls cur0) 4„= N/A incM1es
Resulting Gutter Flow DepN Outsitle ol Local peprassion tl,.�,w= WA incM1es
Resultln GulterFlowDe lhbrGurbO enin InletCa acl Ina um
��a99�^9 CoeR¢ient for MUItiOle Unns Coei= 1 33
Clogging Pacrorfor Mul�iple Units Clog= 0.03
Curb az a Welc Grate as an Ori6ca
Flow Depih a�Loral�epression vninout Goqgmg�0 cis grdte.65 cfs cuN7 tl�,= 339 Inc�es
Flow DepN al Local Depression witb Clogging(0 cls gate.fi 9 cls curU) tl,.,= 3A6 IncM1es
Gurb as an Oriflu,Grab as an Oriflce
Flow Depib a�Loral�epression vatnow Cioggmg�0 ds grate.69 ols cu�b) tle= 2.86 IncM1es
Flow Depih a�Local�e0ression wit0 Glogging[0 ch gra�e.89 cfs cur�) tld= 288 IncM1es
ResWling Gufler Flow Depth OutsiEe o�Local pepresslon Qc„n= 0.08 Inc�as
Resultant Slraet Contlitions
To�al mle�LengtM1 L= 20 0 teet
Total Inle�Interrep6on Capacity(Design Discnarge imm O-Peak) p,= B B cis
Resultan�Gutler Flow Depth(Easetl on s�ee10-Allow gaomelry� tl= U./6 Inches
Resultan�SVaet Flow Spreatl(basetl on sneet 0-Allow geometry) T• 0.4 teet
Resultan�Flow Dept�at Maximum Allowable Spraatl dsr�a.w' 0.00 inc�es
.
UD-InIePDPA02-minor.xl5.Inlet In Sump S126/2006,t59 PM
INLET IN A SUMP OR SAG LOCATION
Project= SL Vrain
� Inlet ID= 0PA18 Minor Storm Type R I I t
,�Lo(C�—,y
H-Curb _
H-ven ��
Wp
� —
W �
------�o l�l —_
Desi n In(ormation In ul
Type ol INet Type=C�OT Type R CurO Opening
Local Depression(atlditional to conlinuous gWter tlepression'a'Imm Q AII0W) a��= 3.00 incbes
Number of Umt Inlets(G2te or Curb Opening) No= 3
Grate Infarmation
Lengm ot a Unu G2te �e � _
( )- NlA leel
WitlihofaUnilG2te Wa= NIA(eel
Area Opening RaYo fora G2te(typical values 0.15-090) A„ao= NIA
CloggingFactorforaSingleGrdle(Iypicalvalue0.50) C�(G)= NIA
Grale Wair Coe(6clent(rypiql value 3A0) C„ (G)= NlA
GrataOnGceCceRciam(ryplcelvalue�B]) C,(G)= N/A
Curb Opening Information
LengtM1otatlnitCurtOpening L,(C)= 5.OOfeet
NeigM ot Vetlical Curt Opening in lnches H„„= 6.00 incM1es
Heigplo(CuNO�ceThroatinlnMes lia�„�= 595inc�es
AngleotTM1roat�seeUSDCMFiqure5T-5) T�eta= 634tleg�ees
S1tla Wldih for Depression Pan(ryplcalty Iha gutlervnat�of 2 taet) Wo= 2.00 feel
CloggingFamorforaSingleCuNOpeninq(typiwlvalue0.10) C�(C�= OAO
CurbOpeningWelrCoeficiant(ryyicalvalue230a00) C.,(C)= 230
CurO Opening Onfice Ccefficien�(rypical value 0 6)) Co(C)= 0.69
Resultin Gutter Flow Oe �M1 for Ga[a Inlet Ca aci in a Sum
. Cio991nq Coet6cient for MUItiPle Units Caef= � N/A
Clogging Factor for Multiple Units Clog= WA
Grate As a Weir
Flow Dep�M1 at Lowl Depression wilhwt Clogging(0 ys grate.9 cts cur�) d„= N/A incnes
ThisRowUsetlforCombina�ionlnletsOnry a�,,,p,,,,= WAlnclies
FlowDepthalLacalDepressionwit�Clogging�Octsgra�e.9clscurD) tl„.,= NFA�inc�es
TpisRowUsetlYorCombinationlnle150n1y tl�,,,�= NlAinches
Grate As an Orifice
Flow DeO�h at Lacal Depression wi�hout Cloqging(0 cfs grale,9 ds curb) d„_ � WA.inches
Flow�ep��at Local Depresslon wilh Clogging(0 ch 9��e.9 cfs cuN) tla,= � . NfA�inches
Resultieg GUVer Flow OeptM1 Outsitle of Lacal Depression tl,a„„_ � ��N/A inc�es
ResWtin GutlerFlowDe [hPorCurbO enin Inle[Ca ci InaSum
Clogging CoeHcient torMultiple Units Coef= 1:31
Clogging Fadorfar MWtiple Units Clog= OA4
Lurb as a Walq Gra�e as an Oriflce
Flow Deplh al Loul Depression wilhout Clogging(�ch g21e.9 qs cutb� 4�,= 4.90 inches
Flow DepiM1 at Lowl oepression wlln Cloqqinq(o cfs gra�e,9 c(s curo) d„,= 5�.05 inc�es
Curb as an Oriflca,Grate as an OrK�e
Fiow�ep�M1 at Locai Depression wilM1out Clogging(0 c(s gate,9 cts curp� aa= 32�incFies
Flow Depf�al Local Oepression vi��h Clogging(0 c(5 9��e,9 cfs cur�) tls= 3.33 IncM1es
Resulting GUVer Flow Dep[h Ou�sitle of Lwal Depression tl,i,,,�_ � P:OS Inches
Resultant Shaet GontliUons
To1aIlnletLeng(h �= 150(eet
Tolallnietlntercep�ionCapaciry(DesignDischargeimm0-Peak) 0,= 9.Ocls
Resultant Gutter Flow peplh(basatl on s�eet p-Allow 9eometry) tl= 2.p5 inches
Resultan�SlraetFlor:Spreatl(baseGons�ee�Q-Allowgeomelry� T= � t7(a¢1
Resultanl Flow Dapih at Maximum Allowabla SpreaE tl��p: 0.00 Inches
•
UD-In1e4DPA18-mieror.xls,Inlel In Sump 5/1/2006,7125 AM
INLET IN A SUMP OR SAG LOCATION
Project= SL Vrzln
Inlet ID= DPA19 Minor Storm Type R Inlet
. ,I—__L°IC)__—.�' —
H-Curb I
H-Vert —
\h'� �
W WP � —
�—�
��
��
��o lG)
Desian Information Ilnoutl
Type oi Inlet Type=CDOT Type R Cur�Opening
Local Depresslon(a0ditional la conlinuous gulter�epresslon'a'Gom'0-AIIOW) a��= 3.00 inches
Num�ero(Unitlnle�s(G2teorCuNOpaning7 No= 1
Gratelnformatlon
Length ol a Unit Grate L„(G7= NIA faet
WitlibofallnitG2te We= N/Ateet
Area Opening Ratio(ora Grdre(rypical values 0.15-090) A,n,o= N/A
QoggingFaGorforaSinBleGrzte�ryplczlvalueObO) C��6�= NIA
GrateWeirCoeKicienl(Iypicalvalue3A0) C„ �G�= NlA
G2te0nfceCoaHcient(rypicalvalusofi]) Ge(G)= NIA
CurE Opening In(ormaGon
LengtnofaunitCuNOpeninq �o�C)= 5.OOteet
Heig�t of Vetlifal CurO 0pening ln lnches H,l,�= 6.00 inches
Heig�lo�Cur00nlceTM1roa�lnlnches Hy,��= 5.96intM1E5
Angle of TM1mat(see USOCM Figure ST-5� Tpeta= fi36 degrees
SI4eWi0NforDeprassionPan��yplcaltyt�egWlervi�tllhof2(eel) Wp= 200feet
CloggingFac�orfora5ingleCurbOpaning(rypicalvalue0.10) G�(C)= 0.1�
CurbOpeningWeirCoeffcient�typicalvalue2.30300) C.,(C)= 2.30
CurbOpeningOMceCoeKciem(typicalvalue06]) Ce1C)= 0.6]
Resuliina Gutler Flow Oeolh for Grate Inlet LaoacLLv in a Sump
ClagginqCoefficiemforMUllipleUnits Coef= �� N/A
. CIo99inqFatlorforMulliPleUni�s GIo9= N/A
Grate As a Weir
Flow Oepth a�Lowl�epression without Clogginq(0 cfs q2te,2 c(s curo) d„�,= WA inches
T�isRowUsetl(a�CombiWlionlnle�sOnty tl�,e..= WAinches
Flow Depih at Local Depression with Clogging(0 cfs grale.2 cls cuN7 d„,= N/A inches
inisaowUseaforCombina�ioninie�sOnry tl�,,,,,= N/A�inches
Gate 0.s an Orifice
Flow Depth at Loral Depression vi��hout Clogging(o cfs grale.2 cts curb) av= � �:-NtA�inches
Flow�epiM1 al�owl Depression vniM1 Cloqging(0 c(s grdte.2 cfs cuN) tlo,_ .�.N/R incM1es
RasWtinqGutterFlowOeptM1OutsitleofLocalUapression Cw,n.= -Nfqinches
Resullina Gulter Flow Deoth(or CurC Ooenina Inlet CaoaciN in a Sumo
Clogging Coefficien�far MWtiple Units Coef= 1.00
CloggingFactorforMupipleUnits Clog= 0.ib�
Curb as a Watr.Gram as an O�Ifire
FlowDepihalLocalDepressionwitM1outClo9ging(Odsgrate.2c(scur�) d,,,= 2.60inches
Fiow Dep�M1 at Locai Depression wiN Gogging(0 cfs gra�e,2 cfs cum) a.„,= 2;>ti inches
Curb as an Oriflce,Gra[e as an Oriflce
Flmv�eplh at Local Depression valhoW Clogging(0 cfs grate,2 ds cur�) aa= 293 inches
Flow Dep�h at Loral Depression vnU Gogging(0 cfs grdie,2 cfs curo) Ow= 2.99 incM1es
Resulting Gutler Flow Deplh Outsitle W Local Dep�ession tl,�,,,e= 0.00 Inches
Resul�ant 54eet Contlltions
Total Iniel Leng�h L= 5A feel
TotallnletlnlerceplionCapaciry(OesignDischargefmm0-Peak� p,= 2Dcfs
Reaultant Gutler Flow Depih(basaE on sheel Q-Allow geometry) tl+ 0.00 Inchas
Rasulqnt 5✓ee�Flow SpreaC(basetl on sheet Q�Allow geometry) T= 0:0 feet
RasultantilowOaplhalMaxlmumAllowaEla5preaE tl��= O.OOlnches
•
U�-Inlet-0PAl9-mi'ror.xls,Inlet In Sump 5/1/2006,1125 AM
INLET IN A SUMP OR SAG LOCATION
Projxf= St Vraln
� Inlet ID= DPA20 Minor Storm Tvpe R Inlet
�"'__Lo(CI�
H-Curb
� H-Vert --
�L
W wP -
�
��
>� lolGl
DeslanlnformaConllnou0
Type o(Inlel Type=CDOT Type R Curb Opening
LocalOepressian(a0dltionalloconlinuousguneroepression'a'Gom'Q-HIIOW) a�y= 3.OOinches
NumberofUmtlnlea�GrateorGurbOpening� No= 1
Grate Informa[ion
Lengl�ofa UnitG2le Le(G)= N/A faet
wid�h oi a Unit Grdle W,= N/A lee�
A�eaOpeningRalioforaG2te(Iypicalvalues0.15A_B0) A,.m= NIA
Cloqging Factorfora Single G21e�typicalvalue 0 50) C�(G)= N/A
GrateWairCceKcian�(iypicalvalue3.00� G„ (G)= WN
GraleOnfceCoeR¢ient�typiwlvalue069) Ca1G)= NlA
Curb Openinglnformation
LangtOa�aUmiCurbOpeninq Lo(C)= 5001eet
HeigM of Verticai Curo Opening In Inc�es H,�,�= 6.00 incM1es
HeigM of Curb Onfiw Throal ln Inches Hy,�o.i= 595 inches
Angle of Thmat�see USDCM Figure ST-5) The�a= 636 tlegrees
Sitle WiOt�for pepression Pan pyplcalryt�e gut�erwitlt�o(21eeq Wp= 2 00 feet
QoggingFactortora5ingleCurbOpeningpyplcalvaWe0.10) C�(C)= 0.10
Cur�OpeningWeirCoeffrcieN(typicalvalue23030�) C„IC)= 230
CuroOpemngOMceCoeHicientpypiwlvalue06]) Ca(G�= Ofi]
ResultingGutter Flow DeotM1 lor Gra�e Inlet GaoaciN in a Sumo
• Qo99in9 CoeRiclent for MUIIiPIe UniLs Coef= NIA
Clogging Fatlorior MWtiple Units Clog= NIA
Gra[e As a Weir
Flow Deplh al Local Oapression w�lhoul Clogging(0 c�s grale.1.5 cfs cur�) 0,„= WA Inches
ThisRowUsedlo�GomDina�ionlnle�50nly d��,s��= NlAindies
Flow Oepib al Locai Depression wit�Clogging(0 c(s ga�e,1.5 c5 cuN) q„= N/A incM1es
ThisRowUsetl�orCompina�ionlnlelsOnly tl�„�= NlAlnches
Gra[e As an Orifce
Flaw Depl�a�Local OeO�ession vnl�out Clogging(0 cts gate,15 c(s cur�) da= NIA inc�es
Flow Oept�al Lowl Depression vnt�Qogging(0 ch grale,1.5 cis curo) tld= WA incM1es
Resulting Gutter Flow Dept�Outsitle o/Local Dapression tl,.�.y,= NIA inches
ResultingGutler Flow Oeoth Iw Lurb Ooeninv Inlet Caoacilv in a Sumo
CloggingCoef(reienlforMUltipleUnits Coef= 1.00
Clogginq Fac�ortor Mul�iple Unils Clog= 0.10
Curb as a Waic Grate as an Otlfce
Flow�ept�at Local�epression without Clogqing(0 cfs q2te.15 cis curt) aw= 2.15 incnes
Flow Depth al Local Depression wit�Cbgging(0 cls grd�e,1.5 cfs curo) y,_ � 226 incM1es
Curb as an OrRce,Grata as an Orifce
Flow Dep�h al Lacal Depression withoul Clogging(0 cfs grdle.1.5 cfs cur�) Da= 2 81 Incbes
Flmv�epl�at Local Depressian vnl�Clogging(0 cts grate,15 c!s cwU) tln= 2.85 Inches
ResWting Gutler Flow�epth Oulside of Local Depresslon tl,�,,,e= 0.00 incM1es
ResulW nt Shee�Gontlitions
Tolal�nletLengt� L= SO(eet
TolallnlellnterwptionCapacity(�esign�isc�argefmm0-Peak) p,= i5cts
Resultam Gutter Flow�eptfi(baseE on sneat O-Allow geanetry) tl� O.OU inches
Resultant Streat Flow SpreaE(baseE on sheel Q-Allow geomeVy) T= 0.0 feat
ResulUn�Flow Daplh at Mazimum AllowaEle Spreatl tls�.o= 0.00 Inches
•
UD-InIeLDPA20-miiwr.xls,INet In Sump 5/12006,1 L2fi AM
INLET IN A SUMP OR SAG LOCATION
Project= St.Vrain
Inlet ID= DPAB Minor Stortn Type R Inlet
� �Y--LoIC)�' ,
H-Curb �
H-Vetl —
�
� W \\\ -- _
P y_
� _�� _—
�o l61
Desi n InPormaHon In N
Type ol Inlel Type=CDOT Type R Curb Opening
localDepression(atltlitianaltocontinuousguVertlepression'a'Irom'O-AIIOWI a�.= 3.OOInc�es
Numperof Unil Inle�s(Grate orCUN Opening) No= 3
Gnte Infwmation
Length ofa Unit G2te La(G)= Nlq fael
WitltM1 ola uni�Grate we= NIH feet
AreaOpeningRatio(oraG2te((ypicalvalue50_i5AB0) /„�= NIA
GloggingFactorlore5ingleGale(typicalvalue0b0) C�(G)= NIA
GateWairCoeificiampypicalvalua3.00) C.„ (GJ= NIA
GaleOn6ceCoeRicient(Iypicalvalue08]) Co(G)= N/A
Cum Opening Intormation
LengihotaUni�Cur0Opening Le�C)= 5.00(eel
HeigMofVetlicalCurbOpeninginlnches HK�= 6.OOinches
HeigMo(Cur�OnfreT�matinlncM1es Hn„o„= 5.95inches
HnqleOfT�roat(SeeU$�CMFigu2ST-5) Thela= 63.4tlegrees
Si0eWi4mforDepressionPan(typicaltyt�eguttervi�0t�at2�eep Wp= 2.00(eel
CloggingFactorioraSingleCUNOpeningQypicalvalue0.10� C��q= 0]0
CuNOpeningWeirCoeRicient(typiralvalue230300) C„(C)= 230
CurbOpeningOnficeCoeRicient(tyOiwlvalue06'!) Co(C)= 06�
Resultin GutterPlowOa IM1torGratelnletCa acl In Svm
Qogging Coefbcient fnr Mulliple Units Coef= N/A
• CIo99ing Facmr(or MWtiPle Uni�s CIo9= N/A
Gra1e As a Wair
Flow Dep�h at Local�epression wit�oul Clogging(0 ds graie,iG cfs cur0� d,„= NIA Inches
T�is Row Usetl for Combination Inlets Only d,,,e,,,,= NIA inc�es
Flow DepIM1 at Loal�epression with Clogging(�cfs 9rate,14 ch cur�) q„= N/A incnes
This Row Usea for Com�ination Inlels Only Q,,,�= N/A inc�es
Gnte As an Orifce
FlawDepNa�LocalDepressionvnthoutClogging(Odsgrale,tAdscurb� tls= WAInUes
Flow Dep��at Local�epresslon wllh Clogging(0 c(s gra�e.14 cfs mN) �,.= WA inches
Resultinq Gutler Flow DepM OUKitle M Local Depression d,a,�,= N/A Inchas
Resultina Gutler Flow Deot�tor Curb Ooanina Inlet CaoaciN in a Sumo
GloggingGoeKcientiorMUllipleUnits Coe(= 1.31
CloggingFactor(orMullipleUnits Clog= 0.04
Gurb as a Weiq Grate as an OrRce
Flow Dep�n a�Local Depression wi�hwt Clogging�0 qs gra�e,ta cis cvrb� tl�,= 6.58 inches
Flow�epttr at LoralOepression wilh Clogging(0 cls grdle,1a cfs cuT) 4,,,= 6]8 inc�es
CurE as an Otltice,Grate as an Otlflce
Flax DepN al Local Depression wi�pout Clogging(�cls grdte,14 cts cuN) aa= 4.13 Incbes
Flow Depih al Local Depression wit�Clogging(0 ds 9rdte.14 cfs curb) ae.= 427 inches
Resulting Gutler Flow DepiM1 Outsitla of LocalOepresslon tl,c„e= � JJB inc�es
Resultani5trealContllions
To�allnlelLengl� L= 15Dfee1
Total Inlet Intercep�lon Capacity(�esiqn�isc�arge(rom Q-Peek� p,= 14.0 c(s
ResulWnt Gufler Flow Deplh(Eased on sheet Q-Allow geomatry) E= 3.18 Inches
ResulWni5tra¢tFIowS0�ea0�0ase0onc�eet4Allowgeometry� 7= 7.6-laet
ResultantFlowDaplhatMazimumAllowable5prud tlsrr�wo' O.OOlnc�es
.
UD-InIetAPA9-minor.xls,inlet In Sump 5�1/2006,1:49 PM
INLET IN A SUMP OR SAG LOCATION
Prqect= St.V�ain
Inlet ID= DPAtO Minor$tortn Tvpe R Inlet
� �Lo(C)—�I'
H-Curb '. H-Ver� —
_ ��,
� WP
W \
—�_
�
� � lo l�1
_ —
Desl n In/orma4on In ut
Type o!Inlet Type=CDOT Type ft Cur�Opening
LocalDepression(atlaitionaltomminvousgu�lerdepression'e'tmm'Q-HIIOW7 a��= 300inc�es
NumberofUnillnlels(Gra�eorCur�Openlnq) No= 3
Grate Information
Len9�h ot a Unil Gra�e Lo(G)= NlA feat
Witllho�2Unit6rd�e We= NIAfBEI
AreaOpeningRalloforaGra�e�typicalvalues0.15-OBO) N.,�,= NIA
ClogginB Factor(ora Single G2te(typical value OSO) G�(G)= NIA
62teWeirGoeRClentpypicalvalue300) C.(G)= N/A
Grate O�re CoeKcienl pypical value 0.8]) C,(G)= NIA
Curb Opening Information
LengN o(a Unit CUN Opening La(C)= 6.00(eet
HeigMONetlicalCur00peninginlnches H,,,�= 6001nches
HeigMotCuNOnficeThma�inlnches H�,.,,�= S951nches
Angle of Throat(see USDCM Figure SL5) TheW= 63.9 degrees
Side Widlh Ior 0epression Pan pypicalty t�e gunerwitl�h o(2 feet) Wp= 2.00 feet
CIo99�ng Factor tora Single Cvr�Opentng pypiral valoe 0_10) C�(C)= 0.10
CuNOpeningWeirCoefficientQypicalvalue230300) C„(C7= 2.30
Cmb Opening Odfice Goeflicient pypical value 0 6]J Go IC)= o.6]
Resultin G�per Flow�e t�for Grate Inlet Ca aci in a Sum
ClagginqCoeffiuentforMWtipieUnits Coe�= NlA
� Go99in9Factor(orMUltiPletlnits CIo9= N/A
Grate As a Wair
Flow DeO�h at Local�epression withou�Clogging(0 cfs grale,fi5 cis cwU) 4„= WA Incbes
Thls Row UseO(or Combination Inlets Only tl�,,,e,,,,= NIA inches
Flow Dept�al Lofal Depression wit�CIo99�nq(0 tls gra�e,fi 5 cfs cur�) tl„.= N/A inches
This Row Used(or Com�ina�ion Inle�s Only tl�,,,�i= N/A inc�es
Grate As an Oriflce
Flow Deplb a�Local Depression wi��oul Clogging(0 c(s grdte,6 5 cfs curb) tl„= NlA Incfres
Flow Depih at local Depression wit�Clogging(0 c(s grate,6.5 cls cuN) tlo.= NIA inches
Rasulllng Gulta�Flow Oepth OutslGe o/Local Depresslon ew,x.` N/A inchas
Resultin GutterFlowDe NlarGurbO enin InletCa aci inaSum
Clogging CoeRcieN for Multiple Unlls Caef= 1 31
CloggingFactorforMUllipleUnils Qog= 0.04
Cwb as a Wair,Gnte as an Otllice
Flow Deplh al Local Depression wil�out Qogqing(0 cfs g2te,6.5 cts cur�) Q„= 3 94 inches
Flow Dep��at Local Depression with Clogging(0 cls grale,65 cfs cvN) tl„.= 4.06 incnes
Curb as an Orifice,Grate as an Orifica
Flow Dep��at LowlOepression wilbout Clogging(0 cls grale,6.5 cfs corb) aa= 298 Inc�es
Flow Oeplh at Lowl�epression vnlh Cloqginq(0 cis 9��e,85 cis aN) aw= 3.01 Inc�es
ResuHingGutterPlowDepthOutsitleofLocalOepression Q.c„e' � 1.OBInc�as
Resultant 54eet Contlitions
TotallnletLenqN L= 75A(ee1
Totallnle�InterceptionCapaciry�DesignDlsc�argetmm0-Peak) 0.= B.Scts
RasulUnt Gutter Flow Dept�(Easetl on shael O�Allow geoma[ry) tl= 1.06 Inches
ResulWn[Street Flow SpreaE(basetl on sheet 0-Allow geome�ry) T= 0.8 fa¢�
Resultant Flow�epih al Maxlmum Allowable Spreatl tl��= 0.00 inchas
•
UD-InIebDPA10-minor.xls,Inlet In Sump 5/t/2006,2'.03 PM
INLET IN A SUMP OR SAG LOCATION
ProjKt= SL Vrain
Inle[ID= DPAt1 Minor Storm Tvpe R Inlet
� .�Lo(CI--'Y
H-Curb
� H-Vert -
_— �N
Wp �_
W \ —�
y
- ��--- La lG�
Desian In(orma[lon llnou0
Type of Inle� Type=CDOT Type R Cur�Opening
localDepre55ion�aatliLonallomn�inuousgutlerdep�ession'a'(rom0-AIIOW) ai��= 3001nc�es
Num�erolUnllinlels(G2taorCurbOpening) No= 2
Grate Intormatlon
LengN of a Unit G2te Lo(G)= N/A lee�
WitlNo(aUnllGrate Wo= N/A�ee�
Area Opening Rallo tor a Grate(rypical valuas 0.15-0.90) l4,�y= N/A
Cloq9ing Factorfora Single Gate(typiwivalue 0.50) C��G)= N/A
GrateWeirCoeRicient(typiwivalue300) C., (G)= N/H
GrateOrYlceCoeRctenl(Iypicalvalue0.B1) Ce(G)= N/A
Curb Openinglnformatlon
LangtholaUmiGur00pemng Le(C)= SOOfeet
HeiqN oI Venical Cur�Opening in inches H.a,�= 6.00 inches
Heig�tolCvrbOnficeT�roa�inlnches Hu,ow= 5.95'mcM1es
AngleofTM1mat(seeU5DCMRgure5L5) IDeta= 63.44egrees
SItlaWldt�forDepressionPan(typlqllylM1agoVerwitlNof2feel) Wp= 2.�Ofeet
CIo99ingFatlorforaSingleCurbOpening�typicalvalueo.t0) C�(C)= 0.10
CurbOpeningWeirCoeRicient�typlcelvalue2.30300) C„(C)= 2.30
CwbOpaningOnficaGoeRclent�typicalvalue06]) Co(G)= O.B1
R¢sul�ino Gutter Flow Deoth for Grale Inlet Caoacitv'n a Sumo
ClogginqCoeflcientforMUl�ipleUniis Coef= NIA
. CIo99in9 Factor(or Multiple Units Qo9= WA
Grate As a W air
Flaw Depl�at Lowl�epression witM1OW Qoggmg(0 c(s grate,6]cts mr�) d.,i= N/A inches
ThisRowUsed(orCom�ina�ionlnle60ny tl�,,,s,,,,= N/Fmc�es
Flow DeptM1 al Local Depression wil�Cloq9inq(0 cts g2te.6]cfs cuN) tl,,,= NIP inc�es
This Row UseO br Combina�ion lnle�s Onty tl,,,�pa= NIA IncM1es
Grate As an OriFlca
Flow oepth at local Depression witnwl Qoqginq(0 cfs q2te,6]c�s mr0) aa= N/A Inches
Flow Deptb at Local�epressron wilh Clogging(0 cIs gale,6]ch curo) tlo,= � � N/A inc�es
ResWtinqG�tlerFlow�epNOulsitleotLocalOepression tlw„n' � �� N/Ainches
Resultiny Gut[er Flow DenIM1 for Curb Ooen'na Inlet Caoac'N In a Sumo
GloggingCaetbclent(orMulOqeUnits Ccet= 125
Glogging Factorlor Multiple Unils Clog= 006
Curb as a Weir,Grate as an Oritice
Flow peplh at Local Depression wi�hoW Qogging(0 cfs g21e,6]cfs cur0) d„= 4.30 inches
Row pe0�h at Local Depression wilh Clogging(0 cfs grate,6]cfs cuN) q"= d.43 inches
Gurb as an Orifce,Grate as an Or10ce
Plow Deptn at Local Depression wilhout CIo99�^910 cis g2te,6]cfs cuN) tla= 3A2 incl�es
Flow Depib al Lofal Depression wit�Clogging(0 ch gra�e.6]c(s cwD) d„_ � 3.52 Inches
Resul�ing Gutta�Flow DepIM1 Ou[sitle o/Local Depresslon E..�_ � � � t{3 Inc�es
Resultant Street Contlitions
otallnlelLength L= fO.Ofee�
TolellnletlmerceptionCapaciry(�esignDisc�argafmm0.Peak) p,= 6]cfs
ResWtant Gu¢er Flow�ept�(Oasetl on s�eet Q-Allow geometry) tl= 'IAJ inches
Rasullant Slreet Flov:Spr¢atl(basatl on sh¢¢1 Q�Allow gaomatry) T� 1.3 feat
Resulhnt Flow�aplM1 at Maximum Allowable Spreatl tl�o' 0.00 Inc�es
•
UD-InIe4DPA11-minor xls.Inlet In Sump SA/2oo6,1:5�PM
INLET IN A SUMP OR SAG LOCATION
Project= St.Vrein �
Inlel ID= DPA12 Minor S�orm T R Inlet
. �—Lo 1C1---,Y
H-Curb _
H-Vert � '"
�yJP � — ��
W �
���
� _�`o lGl
�
Desi n Informallon In u[
Type of Inlel Type=CDOT Type R CurO Opening
LocalDepression(a4tli�ionaltocon�inuousgWierOepression'a'from'p-AIIOW) ab,..= 3.OOlnchas
NumberofUnitlnlets�GrdteorCUNOpening) Na= 2
Grotelnformallon
Lengih ota Unit6rata 4,(G)= NlA leet
Widtlto(aUnilG2te Wa= NlAteel
AreaOpeningRatioforaG2le(typicalvalues0.15-0.9o) A,we= N/A
Qogging Factorfor a Stngle Grdle(lyplcal value 0.50) G�(G)= N/A
G2teWeirCoefficienl(Iyplwlvalue300) G„ (G)= N/A
G2teOnflceCoe(ficienl(rypicalvalue06]) Co(G)= N/A
Curb Openinq Intormatian
Leng��ofaUnitCuNOpening L,IC)= 5.00(eet
Heigbt of Vertical Corb Opening in Inches H,�,�= 6.00 inches
Hei9Mo(Cur�On6ceThroatinlncM1es Hs,n�= 5.95incM1es
Angle of T�mat(see US�CM Figure ST-5) Tnela= 634 eegrees
Side W itlID for Depression Pan(typiwlly t�e gvtler wlath of 2 feet) Wo= Z.OO feet
ClogqingFaclorforaSingleCurbOpening(typ¢alvaWe0.10) Ci�C)= 0.10
CUNOpeningWeirCoeRcient�typicalvalue230-3.00) Q.IC)= 2.30
Cur�OpeningOnfceCoeRicienipypicalvalue06]) C,�C)= 0.61
Rasultin Gune�FlowDe ihforGratelnle�Ca aci InaSum
QoggingCoefficient(orMUltipleUnits Goef= � N/A
• CIo99ingFador(orMu111PIeUnits GIo9= WA�
GrateAs a Weir
Flow Deplh al Lacal Depression vnt�oW Qogging(0 cfs grate,3.1 c(s curb) d„,_ ..�NlA inches
T�isRowUsetlforCombinalionlnletsOnly d�,,,d,,,,= �NiAinches
Plow Depth a�Local Depression wit�Clogging�0 ds gra�e,3.1 cls curb) 4,,.= N/A inc�es
ThisRowUsetlforCom�ina�ioninletsOnly tl�,,,yn= .WAlnc�es
Grate As an Oriflce
FlowDep�ha�Lowl�epre5sionwilhoulClogging(�c�sg2te,3.1c(sarb) tla= WAinc�es
Flow Dep�h at Local Depression w�lh Clogging(0 c(s grate,3.1 cis cvrb) Oe,= N(A inc�es
Resulting Gutter Flow Dept�Oulsitle of Local Deprecslon tl,.�..�.= �tllA Incbes
Resultin Gutter Flow Da t�(m Curb 0 enin Inlet Ca aci In a Sum
CloggingCoeRcien��orMUXipleUnits Coef= 125
Clo9gingFaclor�orMWtipleUnils ��09= � 4��
Curb as a Weir,Grate as an Oriflca
Flow Depro at Local Depression wit�out Ciogging�0 cfs g2te,3.1 cfs curb) tl„= 2.51 inches
Flow Oep��a�Lacal Depression vnN Clogging(0 cts grate,3.1 c(s curD) a,,._ � �2 65 Inc�es
Curb as an Orificq Grale as an O�ifca
Flow Oep�h at Local Oepression wit�oot Clogging(0 c(s grale,3.1 cfs cur�) ae= ��2.82�inc�es
Flow OepN al LocalOepression vn��Clogging(�cfs gaie,3.1 c(s cur�) tl,.= �� 2.84 inc�es
ResWOnB Guttar Flow Oept�Outsitla o(local Depresslon tl,�,p= ��OS00 Inches
RasulWnt Shee�Contlitions
TotallnleLLenglh L= ��10A teet
Tofal Inlet Interception Capacity�Design Olscharge Irom PPeak) �,_ �3.1 cts
Resultant Gutter Flow Depth(based on sheat O�Allow geometry) tl= O.OOJnches
ResuNaM Sireet Flow Spreatl(based on shaet 0.Allow gaomelry) T= 0.0 feat
Resultant Flow DepN a�Mazlmum Allowable Spreatl tl��= 0.00 Inches
.
UD-InIe6DPA12-mina xls.Inlet In Sump SIV2006,1:58 PM
IN�ET IN A SUMP OR SAG LOCATION
Project= St.Vrain
Inlet ID= DPB2 Minor Storm Tvce R Inlet
�La(C)—X
H-Curb
� H-Vert , ' _ —
�
W _
W P
�'
'�lGl
_�_
Dasian Information Ilnoutl
Type ot Inle� Type=GOOT Type R CuN Opening
LocalDepression�atlditional�ocontinuousgultertlepression'a'hom'�-AIIOW) a��= 3001ncM1es
NumberotUnitlnie�s(GrateorCUNOpening) No= 3
Grate Information
Lengiho�alJnit6rate Lo(G)= NIF(eel
WitliM1o(aUnilGrale Wo= N/Afeel
Area Opening Ratio for e Grdle(typical values 0_15-0 90J A,,,b= NIA
Qogging Factortor a Singie Grate(rypical vaive 0.50� C�(G)= N/A
G2�eweirCoeificiempypica�vame3oo) C.„ �G7= wA
G2te0nYceCoeRaeni�typicalvalue06]) Co1G)= Nin
Curb Opening Information
LenqiM1otaUni�CuNOpening Lo(G)= SOOfaet
HeigNolVerticaiCuroOpeningininc�es Hnn= 6001ncbes
HeigntofCurbOnficeThmatinlncnes Ha�= 595inches
Nngle of Tlrmal(52e 115DCM Figurp ST-5) Theta= 63 0 tlegrees
Side WitlN[or Depression Pan pypically ihe gullerwitlN af 2 feep Wa= 2.00(eet
CloggingFacbrfora5ingleGUNOpening(�yplcalvalue0_ID) C�(C)= 0.10
CurO 0pening Weir CoaKcient(typical value 230300) C.„(C7= 230
CurbOpeningOnlcaGoaff¢ient(typlcalvalva0.8]) C,(G�= OfiJ
ResW[ino Gatler Flow DautM1 tor Grate Inlal Caoacih in a Sumo
Clagging CoelfcieN(or Multiple llnits Coef= N/A
� CIo99in9 Facmr(or MUItiPle Units Qo9= NIA
Grata As a Weir
Flow DeptM1 at Loral�epression wi��out Clogging(0 ds grdte,155 c(s cur0� d„,= WA inches
TM1is Row lJsetl br ComUination Inlets Onry tl�,,,s,,,,= N/A inches
Flow Deplh at Local Dapression vnt�GIo99ing(0 cls g2te.155 cfs curb� rl,,,= N/F ine�es
T�isRowUsetliorCombinalionlnletsOnly tl�,,,e.�= NlAlnches
Grate A5 an Orifice
Flow Depm a�Lowl Depression withou�Clog9inq(0 cts qrate,15 5 ds cuN) Da= NIA inc�es
Flow�eptM1 at Local Depression with CIOB9ing(0 c(s grale,15.5 cfs cwb� tlo.= NIA incl�es
Resulting Gu¢er Flaw OeptM1 Outsitle o/Lowl Depresslon tl,a,�,: NIA inc�es
Resultln Gutter Flow�e t�for Curb O enin Inlet Ca aci in a Sum
Qogging GoeKueni for MUIGple Units Coe(= 1.31
CloggingFacmrforMUltipleUniLs CIOB= 0A4
Curb as a Weiq Grata as an Orifce
Flow Dept�ai Loca�Deprassion wimout CIog9�^9(0 tls g2ie,155 cfs cuN) d,�= )Aa Incnas
Flow�eptb ai Lowl Depression wll�Clogging(0 cfs B��a.15 5 cfs curb7 tl,�,_ )26 inc�es
Curb as an Orifce,Gra�a as an Orifca
Flow�epihalLacalDepressionwii�ou�Clogging�Ocf5g2te.155c(scur�� da= 4461nc�es
Flow pepth at Local Depression with Glogging(0 c(s grate,15S cfs curb) tlw= 4.63 Inc�as
ResWtingGuHarFlowDepihOUKitleotLxalDepression tl.y�= 025incM1es
Resultant SVeet Contlitions
otallnletLengih L= �SDfeet
Tolal Inlet Interception CaOa[ily(Deslgn Dlscnarge bom 0-Peak) p,= 155 c(s
RasWGnt Gufler Glow Depih(Easatl on sheet 0-Allow geomelry) tl= <.35 inCM185
RasulWn�SVeel Flow Spreatl(basatl on s�eet Q�Allow g¢ometry) T= D.8 feet
RasulWntFlowOep[M1atMazlmumAllowable5preatl tl�ao' O.OOlnches
�
UD-Inle4B2 Mi�.xls,Inlet In Sump d/25/2006,4:11 PM
INLET IN A SUMP OR SAG LOCATION
Project= SL Vrein
InIM ID= OP B5.1 Minor Storm Tvpe R Inlet
• A`--Lo IC)�'
�H-Curb
H-Vert \�--�— _
�w
W wP �"--
��
��o lG�
OB51 11111{Olilldli011 III Il�
Type ot Inlet Type=CDOT Type ft Curb Opening
LocalDepression(a0tlitlonallocominmasgulteraepression'a'fmm'p-AIIOW) aax= 3,OOlnches
Num�erolUniilnieis�GateorCur�Openinq) No= 3
Grataln(ormation
Leng�holaUnilGrale Le�G�= NlAfeet
WitltM1 ofa Unit Grate W,= NIA(eet
HreaOpeningRalioforaGrata(typlplvalves0.15-0.90� N,,.p= N/A
CIog9ing Faclor fora Single Grate(ypiral value Ob0) C�(G]= N/A
Grz�eWeirCoeflicient(rypicalvalue3D0J C„ �G)= NIA
Gra�eOnfiwCoeKcien�(rypicaivalue0.e]) Co1G�= NIA
Gurb Opening Information
Lengin ot a Umt Curb Opening L,(C)= 5.00 feel
Helg�loNenicalCurbOpeninginlnches H,K,�= 6.OOincM1es
HeigM1lofCUNOrificeThma�inlnc�es Ha,�= 5.95'mches
ngie ofThmar�see USOCM Figure STS) TM1eb= &3-4 degress
Si0aWl4tpforpepressionPan(�yplcallyt�egutlerwl0t�o�2leet) Wp= 200fea1
Clogging Factor for a Single Curo Opening(rypical value a.10) C�(C)= 010
Gur�OpeningWeirGoeKmleni�rypicalvalue23030�) C.,(G)= 2.30
GuNOpeningOnOceGoe(ficienl(Iypiwlralue0.6)) Co1C)= 0.6]
Resultin Gottar Flow De Ih Por Gate Inlet Ca aci in a Sum
Clogging Coetfciem for Muniple Units Goel= N/A
• Cloq9ingFacmr(orMUItiPleUnits QOB= NIA
Grete As a Weir
Flow�ep�al Lacal Dapression wi��oW Clog9ing(0 ds B��e,�0 3 cfs curo) dm= NIA inches
TM1is Row Usatl for ComOinalion Inlats Only O��A„�= NIA Incltes
Flow�ept�at Local�epression with Clogging(0 cfs grale,ID.3 cls nrtb) d„,= N/A inches
Tltis Row UseO fur ComOination Inlels Onty tl,,,,�i= N/A incbes
c�a�e n:a�o�in�a
Flow�epihatLocalDepres5ionwithoutClogging(Oc(sg21e,103cfscvrb) aa= NlAinches
Flow Depl�al Local Dapressian w,ln Clogging(0 c�s gra�e.10.3 efs curo) ad= NIA Inches
Resulting Gutler Flow DeptM1 Outsitle of Lowl�apression tlw.,u= WA Inches
Rasultina Gutler Flow Dapth for Curb Ouenina Inlet CavaclN In a Sumo
Clogging GoaKcient for Mul�ipla Uni6 Goef= 1.31
qogging Pac�or tor Mulliple Units Clog= 0.06
Curb as a Weiq Grate as an OriFlce
Flow�epihalLoralDepressionwiNoutGlogging(Oclsgate.103c6curb) y= 5.361nches
Flow Oep1h ai Loral Depression with Clogging(0 cis grate,W.3 cfs curb) d„,= 552 IncFes
Curb as an Oritiw,Grata as an Otlfica
Flow Oepm at Local�epression w�lhout Clogging(0 cfs grale,ID3 c(s curo) tlo= 348 Inches
Flow�e0�h at�ocal DeO�ession wim Clogging(�cfs grale,10.3 cis cuN) Oo,= 3.53 inches
Resulting Gutle�Flow Dep@ Outsitle of Local�epr¢ssion tl.s.�e= 2.51 incM1¢s
ftesWtan[Sheet ConOi�lons
To�allnletlengi� L= 15.Ofeet
To�allnietlmercepiionCapaciry�DesignDischargeimm0-Peak) p,= ID3cfs
RasWtant Gutler Flow DepIM1(basetl on sheet 0.Allow geometry) d= 2.52 inchas
Resultant Sireat Flow Spr¢aE(basetl an sheel Q-Allow geomalry� T= 2.3 feel
ResNtant Flow Depih at Mazimum qllowabb Spreatl tlsrraco= 0.00 Inches
•
UD-InIe4B52 Minor.xlS,Inl¢t�n Sump 4/25/2006,4:11 PM
� Collection Capacity of Horizontal Orifice (Inlet Control)
Project: ST.VRAIN
Basin ID: TYPE C INLET @ DP87
circular box
openmg area opening area
o�let � Outlet �
strvcture Perime�er Structure perimeter
flav �. flax' —.,,;,�e'
_ _.... .
Cuhert Culvert
Desian Information (Inqutl:
Circular Opening: Diameter Dia. = ft.
OR
Rectangular Opening: Width W= 2.92 ft.
Height H = 2.92 ft.
Percentage of Open Area After Trash Rack Reduction % open = 75.00 %
Orifice Coefficient Ca= 0:67
Weir Coefficient Cw= 3.00
Orifice Elevation Eo= 0.00 ft.
. Calculation of Collection Capacitv:
Net Opening Area (after Trash Rack Reduction) A0= 6.39 sq.ft.
Perimeter as Weir Length Lw= 11.68 ft.
Enter water surface elevat(ons in ascending order.
Water Weir Orifice Collection
Surface Flow Flow Capacity
Elevation cfs cfs cfs
ft
{input) (output) (ouq�ut) (output}
sta 0.00 - 0.00 0.00 0:00
0.10 1.11 10.87 1.11
� 020 ���� 3.13 15.38�� 3.13�
0.30 5.76 18:83 576
0.40 8.86 21.75- 8.86
0.50 12.39 24:31 12.39
0:60 . 1&.29 26.63 16.29
0.70 20.52 28.77 20.52
0.80 25.07 3075 25.07
0.84 2720 31.60 2720
0.93 31.20 33.08 3120
1.00 35.04 34.38 34.38
•
TYPE C DP623.x1s, Horizontal Or 5/3/2006, 11:44 AM
INLET IN A SUMP OR SAG LOCATION
Project= St.Vrain
Inlet 10= DP B1Y MINOR Storm Type R InIM
� X—La(C)---K
H-Cutb i
H-Vert
_ '.\� —
\
W WP \ .�
�_ �l�� �
Desi n In(ormatlon In ut
Type af Inle� Type=CDOT iype R Curb Opening
Locai�epression(atltli�ionauo cominuous guuer depression'a'hom'0-Anaw) a,q�= 3A0 incnes
NumberofUnitlnlets(GrzteorCUNOpening) No= 3
Gratainformation
LengihoiaUniiGra�e L,fG)= NlAfea�
WitlNofaUni�G2�e Wo= N/AfEEI
Area Opening Ratio br a Gate(typical values 0.15-0.90) N„�„= NIH
QogginBFacrorfora5ingleGratepypicalvalue0.5�) C��G)= NIA
G2teWeirCoeificieN(rypiralvalue3D0) C„ (G)= NIA
G2teOrdmeGoeRClsnlpypicalvalue0.8]� C,(G)= NIA
Curb Opening Information
Lengl�of a Unit Curb Opening L,(C)= 5.00 feet
Meigpt oI Vetlical Curb Opening ln lnches H„,�= 6 00 inches
Height of Curb Onfre TM1roat In Inc�es Ha,a„= 595 incM1es
AngleofT�mat(seeUS�CMFiqureST�5) T�eu= 634degrees
Si4eWitlNfor0e0�essionPanpypiwllylbegunerwitltM1of2feep Wp= 200feet
GloggingFactortoraSingleCuroOpening(Iypicalvalue0.10) C�(C�= 0_10
Curo O0e��ng Weir CaefOcleN(Iyplcal vaWe 2.3P3-00) C.„(C)= 2.30
CuNOpenin90n(IreCoeKCleNpyplcalvaloeO.W) Co(C)= 0.6'/
Resultin GWterFlowDe t�brGratelnlatGa aci ina5um
CloggingCoeKcientforMUltipleUnits Coef= WA
. CIo99inq Factor(or Multi�le UniL5 CIo9= WA
Grate As a Weir
Flow DeO�h a�Loral Depression withou�Clogging(0 c!s grate,12.1 cis wr�) q„= WA inches
TNSRowUseaforCom0inationlnle�sOnly tl�,,,d,,,= N1Ainche5
Flow Dep�h at Local pepression vnih Cloqging(0 ds grate,12.1 cls cuN) y,= NIA inc�es
ThisftowUsetliorCombinationlnletsOnly �,,,,�_ � �WAinches
Grate As an OriTca
Flow Depih at Loral�epression wilhou�C�ogging(0 cls g2�e,12.1 c5 arb) da= WA inc�es
Flav Depl�at Local pepression with Qoqginq(0 c(s g21e,12.1 c!s cuN) tlw= WA inches
Resulting Gutlar Flow Dep[h Outsitle of Local�epresslon dwn.= � N/A Inchx
Resultin GmterFlow�e thforCurEO enln InletCa aci Ina5um
CloggingCoeRrceniforMUl�ipleUni�s Coet= 131
CloggingFac�orforMUltipleUnits Clog= 0.04�
Curb as a Weiq Grate as an Orlflce
Flow�eD�h at Local�e0�esslon wil�out Clagging(0 cfs g2�e.12.1 c(s cuN) tl„,= 59l inches
Flow�epm at�ocal Depression witM1 Clogging(0 cfs B��e,12.1 c(s curb) 0„= � 815 InU�es
Gu�b as an Oritice,Grate as an Otliice
Flow�ep�h at Local DeO�ession wi��out Clogging(0 tls g21e,12.1 c(s cur�) tld= 3J6 inches
Flow Dep10 al Lacal Depression with Clogging(0 cfs grale.12.1 cfs curb) tla,= 3:86 incM1es
ResW�ingGutlerFlowDeptM1OUKitleofLocalDepressian tlk„b= � ].i5lnches
RBSW�ant SUea�Contlilions
Talal InIe1 Leng�h L= 15A(eel
ToullnleilnterceptionCapacny�DesignDi5c�argefrom0-Peak) Q,= 12d tls
Resultan�Gutter Flow Dapl�(basaC on shae[O-Allow geomelry) tl� . 0.15 inches
ResultantSireetFlowSpreaG(EasatlonsheetQ�Allowgeome�ry� T= � 5Afaet
Resultan�Flow Dep�M1 at Maximum Allowable Spreatl tl�.o= 0.00 Inches
•
UD-Inle4 Btt MINOR.xIs,Inlet In Sump Sli/2006,3'.54 PM
INLET ON A CONTINUOUS GRADE
Projeck St.Vrsin
Inlet ID: DPB73 Minw Stortn Type R Inlet
� �lo IC)—�'
H�Curo � H-veh —" —
WP Wo —
W —�
��
Des'an In(orma0on Ilnoutl
Type of Inlet Type=C�OT Type R Gurb Opening
LoralDepression(aGGiuonaimcontinuouxgunerEeoression'a'imm'o-nuoW� aiocu= 3.Oinches
Tolal Number of Unlls In Ihe Inle�(Grate or Curb Opening) No= 3
lengih of a Single Unil Inlet(Grate or Gurb Opemng) 4= 5��«
Wldth ol a llnit Grate(canno�be 9reater Ihan W�rom Q-Allow) We= NIA k
Clogging Factor !or a Single Unit Grzte pypiral min.value=0.5) CrG= WA
CbggingFaclortora5ingleUnilCurbOpeningpypicalmin.value=o.1) GrC= 0.10
Waming 54¢etH tlraulics Calcula[etl WARNING: ISGREATERTHANALLOWABLE FORMINORSTORM
Design Discharge for HaH of Slreet Qrom Q-Peak) �.' »�'b�%
Water5preatlWitlN T= 12.5fi
Waler Deplh a�Flowline(outside of local tlepression) tl= 5.0 inches
Wa�er Deplh at Sireet Cmwn(or at T�) ticernvx= 0.0 inches
RatiootGWlerFlowtoDesignFlow Eo= O500
Oischarge oulsitle�he Gutter Section W,rartietl in Section T, �._ � �B�0.c�s
�I5chargewithintheGonerSectionW �.= 8:72cfs
Dlscharge Be�mtl�be Curb Fare Qenc._ � 0.00 cfs
SlreelFlovuArea A•' ���Z�s4��
S�reel Flmv Velocily V,_ � 10.11 fps
Wa�erOeplhtwDesignContlition D�a��= � B.Oinches
GrateAnal sis Calculatetl ,
• Tolal Len9ih ot Inlet G2te OOening L= tl
Ratio of Grate Flow lo Design Flow Escu.e=
llnder Notlogging Contlitlon
Minimum VelwPy Where Grale Spash-Over Begins �e= �PS
Interceplion Rate ot Fmntal Flow Ri=
Inlercep�ion Rate of Sltle Flaw R�' �
Imercep�ionCapaciry �,_ � c(s
Untler Clogging Contlitlon
Clogging CceRicient for MWtiple-unit G2te Inlet G2�eGcet=
Clogging Fatlor for Multiple-unit Grate Inlel GrateGlog=
EReclive(unclogged)Lenglh of MWtiple-umt Grate Inlel �._ �� «
Minimum Velocily Where Grale Spashdver Begins Vo= � fps
Interception Ra�e Of Fmnlal Flaw Rr=
Interception Ra�e of Sitle Flow R._
Acluallntercep/lon Capaciry 0.= � WA cfs
Carry-0ver Flow=Q,-0,(lo be applied�o cur�opening or next Ns lnlel) Qe` �� � wA�'+
CuPo or Slottetl Inlet 0 anin Anal sis Glcula[etl
Equivalent Slope S.(based on grdte carty-over) S,_ - 0.1234 fVf�
Required Leng�h Lr�o Have 100 h Interception Lr= �� 42.19 fl
Untler NOClogging Canditlon
EHacCrve Lenglh o(CuN Opening or SloVetl Inlel(minimam o(L.Lr) l= 15.00 f�
InlerceplionCapacity Q,= � 9.52 cfs
Untler GIo99ing Contlitlon
CloggingCcelficienl CurbCcef= 1.31
Clogging Faclor for Multiple-unll Cur�Openin9 or SloVetl Inlel CurbGlog= 0.04
Etteclive(Uncloggetl)Leng�h 4- �4����
AcWal Interroption Capaciry �.' 8d7 c(s
Carry-0ver Flow=Q Wu�-O, �e= L25 ch
Summa
To�al lnlet Intercep0on Capaclty 4' 9�����s
olal Inle�Carry-0ver Flow(flow bypassing Inleq �e= E2J ds
. Captura Pxcenfage.��0.' G%= 6gr)Y.
UO-In1e4DP13-minocxls,Inlet On Grdde SA/2006,3:4�PM
INLET IN A SUMP OR SAG LOCATION
Project= St Vrzin
Inlel ID= DP614 Minor Stortn Type R Inlet
• X—Lo(C)—T
H-Curb
H-Ve❑ w
i
W
WP _
�i
�--�Lo �
�e i n In(ormatlon In ut
Type af Inle� Type=CDOT Type R GUN Opening
Lowl�epression(atltlitionalmmnlinuousgutlerdepression'a'fmm'QAII0W) a��= 3.OOinches
NumberofUni�Inlet5�G2teorCmGOpening) No= 3
Grale In(armatlon
Lengt�o(aUnilGrale 41G�= NlAfeel
Wldt�ofatlnitGrate Wo= NIA�eel
rea Opening Ralla for a Grdle(typical valuas O.1S0.80) A„�= NIA
Clogging Faclor lora Single G2te�typical value 0 50) Ci(G)= WA
Gra�eWeirCoefficienipypiralralue3D0) G., (G)= NIA
G2teOtlficeCoeRlclent��yplcaivalueObJ) Co(G)= N/A
Curb Opening mformation
lengNofaUnilCUNOpening Lo1C)= S.OOIee1
HeighloNetllcalCUNOpeninginlnches H,,,�= 6.OOlnches
HeightofCUNOrifiwThroatininches HAp.i= 5951n<hes
Angle o�TM1roat(see US�CM Figure SL5� T�eta= fi34 degrees
SIDeWiatnlorDepressionPan(typically�hegutlerwidl�of2feep Wp= 2-OOleet
QoggingFaclorioraSingleCuNOpening�rypiralvalua0.10) Gr(G)= 010
CurbOpeningWeirCoefficient(rypicalvalue2.303.00) G,(C)= 230
Cur�OpeningOn6ceCoefficiempypicalvalue0.6)) Co(C)= 0.61
Resuflln GutterFlowDe IM1/orGratelnletCa aci ina5um
Clogging GoeHcienl for M1lulllpie Unils Coef= NIA
� CIo99inqFacrortorMWtiPleUni�s Cloq= NIA
Grate As a Welr
Flow Depth al Local pepression wilhoul Qogging(0 cfs grd�e,]ds arb) d„= WA'mches
ThisRowUsetlforGom�ina�ionlnle�sOnly tl�,,,e,,,= NIA�Inches
Flow Dapth at Local Depression wlth Qog9ing(0 cis g2te.]c(s curoJ q„` WA Inches
ThlsRowUsedtorCombinationlnle�sOnlY tl,,,,o,�= N/Alnc�es
Grate As an Orifce
Flmv DeO�h at Lowl Depressian withoW Qogging(0 ds g2te,]c6 cur�) av= N/A inches
Flow pept�at Loral Depression wit�Cloqging(0 c/5 grdte,]c(s curb) �„_ �N/A inc0es
Rasulting Gutter Flow Depth OUGsitle o/Local�apression dw�n.` WA inches
Rasultin GuttarFlowDe thforCurbO enin InlatCa aci ina5um
Clogging CoeKicientlor Moltiple Unils Coef= 131
Clogging Faclor for Multiple Unils Clog= 0.04
Curb as a Weiq Gra1a as an Oriflce
Fiow Depm at Loral Depression wiUout Ciogging�0 cis grate.l c(s curU) tlM= 4.tA inches
Flow Dept�at�ocal�epression vii�h Glog9inq�0 cfs g21e,]cfs cuN) Q„= 42]Inc�es
Curb as an Odiice,Grata as an Orifice
Flow DepN al Local Depression wilM1oul Cloqging(0 ch g21e,)cfs carb) tle= 303 Inc�es
Flow Oep�h at Lowl Oepression vnlh Clogging(0 cfs grale,)cfs curb) tl„= 3:06 Inc�es
Resulting Gutta�Flow Depth Outsitle of Lxal Deprassion Qc,,,c' 72]incM1es
Resultant SVeet Gontlitions
To1aIlnlatLen9in l= 15-0 leet
olal Inlel lnlerception Capaciry(Design Discharge Imm 0-Peak) Q,_ ].0 cfs
Resultant Gatler Flow Depth(Easatl on sM1eat Q-Allow geometry) tl� i,l]inches
NesulUnt Sirae�Flow Spraatl(Easetl on sheat Q-A/law geomaUy) T� 7.0 teat
ResultanlFlowDeO�atMaxlmumAllowablaSpread tly�w= O.OOinches
�
UD-InIe4DPB14-miwr.xls,Inlel In Sump 5/12006,5:18 PM
INLET IN A SUMP OR SAG LOCATION
Project= St.Vroin
Inlel ID= DP618 MINOR Storm Type R Inlet
� �Lo(C)�
�� C b � I
H-Verf ——
• � �\�
—
w WP . A ' _='.�
\ �'-�—Lo lG� �
��_
Desl n Informalion In ut
Type of Inle� TyPe=CDOT Type R Curo Opening
Local0e0ression(ad�ilionallocontinuous9utlerdep�es4ion'a'(ram'Q-FIIOW� a��= 3W Inches
NumOerofUnnmiets(GrdieorCurbOpening) No= 1
Grate Information
lengt0 0(a Unil Grale 6,(G)= NiA faet
WitlNotaUnitGrate W,= NlAteet
Area Opening Ratio fOr a Grd1e(lypiwl value5 0.15-0.90) A,„o= N�N
Clogging facmr(ora Single Gra�e(typlral value 050) Cr(G)= N/A
G2te weir CoeRlclenl(rypica�value 3 00) C. (G)= NiA
G2teOnpceGoeRcienl�typicalvalve0.9]J Co(G)= N/A
Curb Opening Infarmation
Lengl�olaUnitCuNOpening L,(C�= SOOfeet
Height oNenical CON Opening In Inc�es H,�,�= 600 inc�es
HeigM1tofCurbOMceTM1roalinlnc�es Hm,en= 5.95inches
Angle ol Throat(see t1SDCM Fgure ST-5) Theta= 63.0 tlegrees
Si0eWi0tbicrDaprasslonPao(typicallyt�egutierwldlhof2feel) Wp= 2.OOfee�
Clogging Fac�ortor a Single CuN Opening(N�ical value 0.10) C�(CJ= 0.10
CuroOpeningWelrCoefficient�typicalvalue2.30300) C�(C)= ?3o
CurbOpaningOnfceCoe(ticient(typicalvalue0,6]) Ca(CJ= 08)
Resultin Gut[er Flow De th for Grale Inlet Ca aci In a Sum
CloggingCoeRicienlforMuliipieUnits Coei= WA
� CIo99in9Factor(orMvl6plaUni�s CIo9= N/A
Grate As a Weir
Flow Depih a��ocal�epression wilhoul QogBing(0 cfs gra�e.2 8 cis curb) aM= N/A IncM1es
T�is Row Usetl�o�Com�inalion Inle�s Only d��,e..' WA IncM1es
Flow Oep��at Local�apression with Clogginq(0 cts gate.2 B cts curo) tl„.,= NIA incM1es
ThisRowUseatorGomOinationlnlelsOnly tlaiee= NlAinches
Grate As an Ori9ce
Flow�epl�at Local Depression vntM1out GIog9�nq(0 cfs grdle,2 B c(s curo) tla= NIA�mchas
Fiow Oepin at Local�epression vnth Clogging(0 cts grzte.2.8 cis cur0) d„= NIA incM1es
ResuHing Gutler Flmv Depth OUKitle of Local Depression aw,.0` N/A incM1es
Resultina Gutter Flow Deoth for Curb Ooenina Inlet CaoaciN in a Sumo
ClogginqCoeKciemforMUl�iOieUnils Coef= 1.00
Clogging Fac�or tor Mulliple Units Clog= 0.10
Curb as a Weir,Gnla as an Odfce
Flow Dapm a�Locai Depression vAl�out Cio991ng(0 ch gate,2B cfs wro) d,„= d2G�inenes
Flow De01n at Local Depression vn10 Clogging(0 c!s gra�e,2 B cts curbi d.„,= 339 Inc�es
Curb as an Orifice,Gnte as an Oriiice
Flow Oepl�a�Locai Depression vnlhout Clogging(0 cls grzte.?e ds curb) da= 3.19 IncM1es
Flow Dep�h at Local Depression vd�h Clo99inq(0 cfs gra�e,2 8 cfs curo) 0,.= 331 IncM1es
ResulOng Gutlar Flow Dept�Outsitle of Lxal Deprasslon tl��,,,e' 0.3B Inchas
Resultan[SVeal Contlitions
TolallnlelLengl� L= 5A(eet
TotallnleilntercepLonCapaciry(DesignDisc�ar9efrom�Peak7 p,= 2.gcfs
Resul�ant Gutter Flow Depth(basatl on shaet 0.Rllow gaomatry� tl= 0.38 inches
Resultant Straet Flow Spreatl(based on sheet Q-Allow geometry) T= 0.3 teel
Resultant Flow Depih at Mazimum Allowa0le Spreatl dsrn�no= 0.00 incM1es
•
UD-MIe4818 MINOR xls,Inlet In Sump 5/i6/2006,9:52 AM
INLET IN A SUMP OR SAG LOCATION
Project= �SL Vrsin
Inlet ID= DP820 MINOR Storm Type R Inlet
• r—Lo(C)—�I"
H-Curb �
� H-Vert
� w —
Wp
W �
��
���G)
Deal nlnformatlon In ut
Type o!Inlel Type=GDOT Type ft CuN Opening
LocalDepression(atl0itionaltocontinuousgu�tertlepression'a'fmm'OAIIOW) a��= 300incbes
NumberolUnitlnlels(GratearGurbOpamng) No= 2
G2ta Information
Lengl�o(a UnitG2le Lo(G)= NIA feel
Witllh of a Uni�G�ale Wo' NIA�e21
AreaOpeninqRatioforaG2�e(iypiralvalues0.t5-0.90) q.�= NIA
Clogging Faclor(ora Stngle Grdte(typlcelvalue 0 50) Cr(G)= N/A
G2teWebCoe(bclenl(Iypicalvalue3.00) C„ �G)= N/A
GrateOnOceCoeRicienl(typicalvalueo.s]) Ca(G�= N/A
Curb Opaning Information
LengNofallnitCurbOpening Lo(C)= 5.OOfeet
HeighlofVetlicalCuroOpeninglninches HK�= BOOinches
Hei9MofGUNOnficeTM1roatlnlnches Ha,�= 595'mches
AngleotTM1roat(52eUSOCMFigurp$L5) T�ela= 63.Odeg�ees
SideWi4t�forDepressionPan(lypicallylhegutlervndl�of2feep Wp= 2.OOfeet
CloggmgFactorfora5ingleCur�Openingpypicalvalue010) C�(C)= �.10
GUNOpaningWairCoeKcientpypicalvalue2.30300) G�.(G)= 230
CUNOpeningOnlceCoeKcientpyptralvalue06)) Ce1C)= 0.61
R SYI4n Gu[ler Flow De tM1 for Gnte Inlet Ca aci in a Sum
CloggingCoeffcienlforMN�ipleUni�s Coef= � '��WA
• CIo99in9 Factorfor MUIIiPIe Units CIo9= . .. . NIA
Grate As a Weir
Flow�epl�at Local Oepression withoo�Qogging(0 cis grate.J]ds curb) 0,„_ �WA inc�es
ThisRowUsetl(orCombinationlnietsOnly eaa..= NlAinc�es
Flmv Oeplh at Local Depression wilh Clogginq(0 cfs qate,]]ch aN) Q„,= NlA Inches
T�isRowUsetlforCombinationlnle�sOnly tlw,�= WAlnches
Grata As an OrHice
Flow DeptM1 al Local�epression wil�out Clogging(�ds grate,]1 ch cur�) da= � �.�WA inches
Flow Dept�at Loral Depression wim Clogging(�c6 g2�e,]]cfs cmb) Ow=� � d��'IJ/A inc�es
Resuping GUXer Flow Dapt�ONsitla ol Lwal Depression d,a„„= ��..tilA Inchas
Resultina Gutler Plow Deoth for Curb Ooenina InletCaoaclN In a Sumo
CloggingCoeHiciemforMUlnpleUnils Coef= � 7:25
CloggingFacmrforMWtipleUni�s Clog= � `0:06
CurD as a Welq Grate as an Orifice
FlowDep��alLocal�epressionwit�oulClogging(Otlsga�e.l]cfscuN) q„= � 4]i inc�es
FlowOept�atLocalOepressbnwitM1Qogging(Oqsgrz�e,]Jcfscur�) 0.„.= �� Q88inches
CurC as an OrHica,Grate as an Orifce
FlowDepl�aLLocal Depression wrt�ou�Glogging(0 cfs gate,J]tls curU) tla= � 3.68�inc�es
FlmvOep��at Local Depression with pogging(0 c(s gate,]]cfs cur�) e„= � � �3.80 Inc�es
Resulting Gutler Flow�eplh Oulside of Local Depression d,<.ro' 7.BB Inches
Rasul�ant Slraet Contlltions
TotallnletLengl� L= tOA.fee�
Ta�al Inlel Interception Capacity(Deslgn Olscnarge�mm pPeak) p,= "!]c�s
Resultanl Gutte�Flow Dep[�(Easetl on sheal 0.Allow geomelry) tl= 1.88 Inches
ResWtanlStraelFlow5p�ead�basetlonsheelQ-Allowgeometry� T= � �1:5(eet
Resultan[FlowDapihalMazimumAllowableSpreaG d�b= �-0.OOlnches
�
UD-InIe4B20 MINOR.xIs,Inlet In Sump 5l1/2006,323 PM
INLET IN A SUMP OR SAG LOCATION
Project= St.Vrain
Inlet ID= DP82�MINOR Storm Type R Inlet
• X—_Lo(Cl�
'� H-Curb _
--rz \ `H Ve�—�_——..
W
Wp \� _�
W � �
\ —_--___
�-- � `�o l�l �
� _ _
�esion Informatlon Ilnoutl
Type of Inlet Type=CDOT Type R Cur�Opening
Local�epression(atl0itional to contlnuous Bunar depression'a'(mm'Q-AiIaW) ai6a= 3.00 inchas
Num�er of Uni�Inlets(G2ta or Curo O0ening) Na= 2
Gra�e Information
LengVto(alJnitG2te Lo(G)= NlAfeet
Witltp oi a Unii G2�e wo= NIA fee�
Nrea OOentng Ratlo far a Grdle(�ypical valuas 0.15�0 90J A,,,�= NIA
Clogging Fecloriora Single G2te(lypical value 0.60) C�(G�= NIA
Gra�eWeirCoeflciem(typicalvalue300� C, (G)= N/A
G2teOrifceCoeRlclan�(rypicalvalue06]J C,1G7= NlA
Gurb Opaning Information
Len9th o!a Unit Curb OpeninB Lo(q= 5.00 lea�
HeigNONetlicalCurbOpeninqlnlnc�es H,,,,= 6DOinches
Heig�lo(CurbOnficeThmatinlnci�es Hu,d�= 5.95inches
nqleo(T�mat�seeUSOCMFigureSL5) lheia= 63.4degrees
SitleWitlthforpepressionPanpypicallythegWterwitl�hot2leep we= 200feet
CloggingFactoriora5ingleCurbOpening(typicalvalue0.t0) C�(C�= 0.10
urbOpeningWeirCoeffmient(typicalvalue230-300) C„.(C)= 2.3�
GUNOpeningOnfceCoe((mient(typicalvalue0.6]] Go(C)= 0.81
Resultin Gutler Flow De th tor Grate Inlet Ca aci in a Sum
CloggingCoefficientforMUltipleUnils Coef= NIA
� CIo99in9 Factorfor MUItiPle Units Qa9= N/A
Grate As a Weir
Flow Dapm a�Local Depression wit0out CIo89ing(0 cfs g2�e,6 9 cts cur�� dw= N/A incM1es
This Row Usetl for Combina�ion Inlets Only tl�„e.,._ .N/A inches
Flow pepth at�ocal Depression with Clogginq(0 c(s grate.5.9 cfs curb) a„,= WA inc�es
T�isRowUsetlforCombinationlnleBOnry 4�,,,�= NlAinc�es
Gnte As an Oriflce
Flow Dep10 at Local Depression wiNoul Cbgging(0 ds ga�e,5 9 ch curb) do= N/A inches
Flow Depth at Lowl Depression wiN Qogging(0 cfs grate,59 cts cuN) tld= WA inches
ResWting Gutte�Flow Dep1h OUKitle of LoolOepression tl,.�,�.= N/AJnc�es
Resultin Gutter Flow De N br Gurb O anfn Inlat W aci n a Sum
CIo99ingCoeRcienlforMUlGpleUnits Coei= 125
CloggingFacrorforMUltipleUni�s Glog= 0.06
Curb az a Weiq Grale as an Otliice
Flow peptn al Local Depression wilnout Clogging(0 cfs g21e,5 8 ds cur�) d„= 3.9&'mches
Flow Oep�n al Local�e0�esson wup Qogginq(0 cB gate.5 9 c5 curt) 4.„,= 4.W Inc�es
Curb as an Orifce,Grata as an Orif¢e
Flow�ep�hatLocalDepressionwi�noNClogginq(Ocfsgrzte.59ciscurb) tlo= 3251nc�es
FlowOept�alLocalDepressionvnl�Clogging�Ocfsg21e.59c�scuro) tld= 3.331nc�e5
ResNling Gutter Flow Dep�h OutslEa of Local Oepression tl,.�,,,e= 1.01 Inches
Resultan�S��aetG ntli�ions
iolal Inlet Lenqtn L= 100 feei
Total Inlet Iniercep�lon CaOacily(Design Disc�arge(mm p-Peek) O,= 5.9 ds
Rasullant Guttar Flow Dep�h(Gasetl on s�eet 0-Allow gaometry) E= 1.0]inc�as
ResullanlSVeetFlow5prea0(EasedonshaelQ-Allow9eometry) T= O.Bfeet
ResWtan�Flow Deplh at Mazimum Allowable Spnatl tl�w= 0.00 Inc�as
�
UD-Inleh021 MINOR xls,Inlet In Sump SI15I2006,5'.10 PM
INLET IN A SUMP OR SAG LOCATION
Project= St.V2in
Inlel ID= DPB22 MINOR Stortn Tvpe R Inlet
• �—Lo(CI—r __"__ _
' H-Curb I _
� '� H-Vetl ���
� � � �
�� wP\ . ___\� _— �
\ �
1_ __ <—�La lGl
Desiunln(ormafonflnou0
lype of Inlet Type=CDOT Type R CurO Opening
LacalOepression�aodiiianailocontinuousgmlerdepression'a'Irom'o-NIIOW� ais.= 3.OOmcnes
Number ol Unit Inlets(Grdte or Curo Opening) No= 2
Grateln(ormation
Lengl�o(a Unil G216 La(G)= NIA lo¢l
Wi4�ba�aUnitG2te we= N/Aleei
Area Opanin9 RaOo fora Grate(lypical values 0.15-0907 Ai.m= N�A
Cloqging Facior for a Single Grate pypical vaWa 0.50) G�(G)= WA
G21eWeirCoe�ficieniQypicalvalua300) C„ (G)= N/A
GaleOnfceCoefflcient�rypi�alvalue0.6�� C,(G)= WA
CurE Opening Information
LengtM1olaUni�GuroOpaning Lo(C)= S.00(eet
Heiqh�oNenical Cur�Opening in inches H,,,�= 6.00 inc�es
Heighl ot CUN Onfice T�roa�in Incbes Hq,e,�= 5.95 inches
Angle of T�mat(see USDCM Figure ST�5) TM1ela= fi3A aegrees
SitlaWitlN(or0epressionPan(typically�haguuerwi�t�of2taep Wp= 2�Ofee�
CloggingFactorforaSingleGurbOpeninq(rypiralvaWea.10) C�(C)= 010
Cur�OpeningWeirCoe!(iuen�(typicalvalue2.363.00) C.„(G)= 230
GurbOpenmgOrifimCoe(fcien�pypicalvalue0.6J) Co(G)= O.W
Resultin Gutl¢r Flow Oe th for Grate Inlat Ca aci in a Sum
QogginqCoefficienlfarMUl�ipleUnits Goef= N/A
� CIo99in9FactorlorMUltiPleUnils CIo9= N/A
Grota As a Weir
Flow�epN a�Local pepression wilnout Clogging(0 cts gra�e.5]c(s curb) d„= N/A Inc�es
This Row Used for Combina�ion In�ets Onry d.�,>.,,,= WA Inches
Flow Dep�h al Local DeO�ession vnl�Qogging(0 cis grdle.5]ch<urb) 0,,,= NIA inc�es
Th15 Row Usetl for COmbinalion Inlets Only d..��= N/A Inc�es
Gn[e K an Or'Tice
Flmv Depth at Local Depression wil0oul Clogging(0 cts grate.5]ds cuN) d„= NIA incM1es
Flow DeD��at Local Depession w110 Gogging(0 cis grdte.5]cfs curo) E„= � NIA incM1es
Rasulting Gutter Flow OepUr Outsitle oi Local�eprasslon Q.o,a,= N/A.inches
R Iti G tt FI 0 Nf C 60 I I I iG itvi 5
Clogging CoefficieN(or MWtiple Units Goef= 1 25
Qogging Factorlor Mumple Uniis Clog= 0.06
CurE as a Welr,GraN as an Orifice
Flow OepiM1 at Local Oepression vnlnout Clogging(0 c6 grdte,5]cis curo) tl„= 3.86 incM1es
flav Depth at Local�epression wi��Clogging(0 c1s gate.5]cfs curb� 4„= 3.98 mcnes
Curb as an Orilice,Grate as an Orifce
FlowDep�ha�Localpepressionwil�ouiQogging�Oc15g2�e,5]d5cuN) do= 321 In[hes
Flow Dept�at Local Depression wi�M1 Clogging(0 cis g21e 5.�cfs<urb) tl„= 328 Inc�es
ftesulling Gutter Flow�eptM1 Outsitle of Local Depression tl��„p= �� 0.96 incM1es
Resultanl5haet Contlilions
Tolal Inlel Lengi� L= 10 0 teel
TotallnletlntarceptionGapaciry��esiqnDiscnargefmmQ-Peax7 p.= 5Jc(s
Resultant Gutter Flow Dapih(basetl on sheel O�A�iow 9eomelry� tl= 0.98 inches
Resulpnl SVaet Flow Spreatl(Easetl on s�eat 0-Allow gaomelry) T= 0.8 1¢e[
Re5uIWntFlowOepNatMaximumAllowabla5preaE tlsvwo' O.OOinches
�
UD-InlebB22 MINOR.nIs,Inlet In Sump 5/15I2�06,5-.09 PM
• Collection Capacity of Horizontal Orifice (Inlet Control)
Project: ST.VRAIN
Basin ID: TYPE C INLET @ DP623
circular box
opening area opening area
oidlet
8�{� perimeter �� perimeter
flav � ; floH' =�-
Culvert Cuh�ert
Desian Information (Input):
Circular Opening: Diameter Dia. = ft.
OR
Rectangular Opening: Width W = 2.92 ft.
Height H = 2.92 ft.
Percentage of Open Area After Trash Rack Reduction % open= 75.00 %
Orifice Coefficient Co= 0.67
Weir Coefficient C,„= 3.00
Orifice Elevation Eo= 0.00 ft.
• Calculation of Collection Capacitv:
Net Opening Area (after Trash Rack Reduction) A0= 6.39 sq. ft.
Perimeter as Weir Length Lw= 11.68 ft.
Enter water surface eievations in ascending order.
Water Weir Orifice Collection
Surface Flow Flow Capacily
Elevation ds cfs cfs
ft
(inpuq (output) (ouCput) (output)
start 0.00 0.00 0.00 0:00
0.10 7:11 10.87 1.11
020 3.t3 15.38 3.13
0.30 5.76 18:83 5.76
0.40 8:86 21.75 8.86
0.50 12.39 24.3T 12.39
0.60 1629 26,fi3 - 1629
070 20.52 28.77 20.52
0.80 25.07 30J5 25;07
0.84 2720 31.60 27.20
0.90 29:92 32:62 29.92
1.00 35.04 34.38 34.38
.
UD-Detention FOR OS5 2 TYPE D INLETS.xIs, Horizontal Or 5/3/2006, 11:42 AM
INLET IN A SUMP OR SAG LOCATION
Projecf= SL Vrein
Inlet ID= DPB26.7 MINOR Storm Type R Inlet
� ���°(C)—f
H-Curb I
H-Vert
��
�W �. --�
P
W � �. '
�—'—�--�o lGl�
Deslon Informalion Ilnoutl
Type ot Inlet Type=CDOT Type R GuN Opening
Local Depresson(adaiuonal m canlinuous guVer Oepress�on'a'1mm'O-airow� a��= 300 IncM1es
Number of Unn Inlets(Grate or Coro Opening) Nn= 2
Grate Information
Leng��ofaUnitGrate Lo1G�= NlFfeet
WitllhotaUnitGrale We= N/Aleal
AreaOpeningRa�ioforaG2�e��ypiWlvalu¢50.15-090) A,.�= N/A
Clogging Faclor for a Single G2te(lypiwl value�b0) C�(@= N/A
GraleWeirCoeflcienlpypiwlvalue300) CW (6�= N/A
GaieOMceGoeKcient(rypicalvalue0.6]) Ce1G)= N/A
Curb Opening InformatiOn
LenglM1 of a Unit Cur�Opening Lo IG)= 500 tee�
Hei9ht oi Venical Curt ODening In Inc�es H,,,,= 6D0 incbes
HeigM of Curo Onfire T�roai in Inc�es H�„„�= 5.95 inc0es
Angle o(Tlimat(see t15DCM Figure ST-5) Theta= 63 a tlegrees
SitleWitl�hbrDepres5ianP3n(IypiWllylhequtle�vn4Nol2�eetJ Wp= 2.00(eel
CloqginyFacmrbra5ingleCurbOpeningpypifalvalue0.10) C�(C)= 0.10
CurbOpeningWeirGoeHicient�typ¢alvalue230-300) C„�C)= 230
CurbOpeningOrificeCoeK¢ient�typicalvalue0.6'l) Co1C�= 0.6]
ResWtinu Gutler Flow OeotM1 for Grate Inlat LaoaciN in a Sumo
CloggingCoeNicientbrMUltipleUnits Coe(= NIA
• CIa99ing Fatloriar MWtiPle Units Cio9= NIA
Grate AS a Weir
Flow Depih al Local Depression wilhoul Clogging(0 ds graie,ia9 cis curb� Q„= WA Inches
T�is Row Usea(or ComOma�ion Iniels Only 4�„e,,,,- N1A inches
Flow Dept�al Local Depresson vi�h Clogging�0 cfs grate.149 cis cum) 4.,= NIA inc�es
TNs Row Used(orCompination Inlets Only tl„,�i= NfA inc�es
Grate As an Odfce
Flow Deplb a�Lo[al Depresson wilhoo�Clogging(0 cis g21e.1J9 cfs cvr�) tlo= NIA IncM1e5
Flow Depth at Lofal Depression wilh Clogging(0 cls g2te,tA9 cfs arb) Od= NIA inches
ResWting Gutler Flow Depth Oulsitle o(Local Dapresslon Q.�,n,= NIA Inc�es
RasuHina Gutter Flow Daol�for Curb Ooenino Inlet Gauacitv in a Sumo
CloggingCoeKciemiorMNHpleUntis Coef= 725
Clogging Factor(or Mulliple Unils Clog= O.Ofi
Cu�b as a Walq Grate as an Otl�ca
Flow Oapm at Local�apression wiNout Clogging(0 cfs gate.14.9 c(s curb) tl„.,= ]-32 inc�es
Fiow Depin at local Depression wi�b Clogging(0 cts ga�e,t4.9 ch curb) 0,,._ ].55 inches
Curb as an Orllce,Grate as an Oriflce
Flow Dep10 at Local Depression vnihout Clogging(0 cfs qrale,10 9 cis cmD) da= 8 41 incM1es
Flow Depi�al Local Depression wit�Clogging(0 cfs g2te.14 9 cfs curb) 4,.= 6.93 inches
Razulling Gutter Flow Oapt�Outsitle o(Local�apressian tl,.cw` /.35 IncM1es
Resultant SVaet ConEltlons
To�allnle�Lengt� �_ �O0fee�
TolaiinieunlercepUonCapaciry�Design�ischargelromQ-Peak) p,= 14.9cis
Resullant Gutter Flow Oepth(based on s�eat O-Allow peometry) tl� �.55 Inches
Resultanl5treat Flow SpreaE�basatl on sheet 0.Allow geometry) T= 10.8/eat
Resultant Flow Deplh al Masimum AllowaEle SpreaE dseacao= 0.00 Inches
•
UD-In1e4B26.1 MAJOR.xIs,Inlet In Sump 5/2I2006,8:41 AM
INLET ON A CONTINUOUS GRADE
Project: St.Vrain
Inlet ID: DPCi Minor Storm Type R Inlet
� �LoICI� .__'_____. —_
H-Curb H�Vert _-{� - �—'-
_ - ��,.. � W o
...� .... _-—
W WP\ �~ '
�
—
—_ -___- -
��o(G)
��
Desion In(ormaHon Ilnoutl
Type oflnle� Type=CDOT Type ft Cur�Opening
LoralDepression�atltlnionanomm�nmmgonereeD�ession'a'�mm'p-nimW) aioui' 3.�inches
Total Number ot Units In lhe Inlel(Grale or Curb O0ening) No= 3
�ength ot a Sinqle Unit Inlel(Grate or Gurb Opening) Le= 5.00 p
Witlth ot a Unit Grale(ranno�be qreatar Nan W(rom QAllow) Wa= N/A fl
Cloggtng Factor !or a Singla UnitGrata pypical min.value=0.5) GrG= N/A
Clogging Factorfw a Sing�a Unit Cur�Opening(iypiq�min.vaWe=o.1� CrC= 0.10
54eet H draulics Calculated. Ca aci OK- is less ihan maximum allowable from s�ee[' �Allow'
�esignDischargeforHaRo(Sbeet(froma-Peak) �,_ '/.BOc(s
Wa�erSpreadWitltM1 T= 6.6ft
Water Depth at Fl�ne(ou�itle o(loral tlepression) tl= S1 Inches
Water DepiM1 at Street Cmwn(or at T�,) d�a++r+= �-0 inc�es
RaOo of GWIe�Flow lo�esign Flow Eo= 4]39
Discharge oulside the Gutter Seaion W,cametl in Section T, Q,= 1,99 c(s
Dlscharge wllhln ihe Gutler Secllw W Q„.= 5.83 c(s
Disc�arge Behind t�e Curb Face Oe.«= 0.40 ck
Stree1 Flow Area A,_ � 1D2 sq(t
Slreel Flow Veloclty Vs= Z45�ps
WalerDeplhloiDesiqnGontli�ion dmcu= B.1 inches
Grat¢Anal sis Calcolat¢d
• Total Lenglh of Inlel Grale Opening L= fl
Ralio of Grale Flow to�esign Flow E�,�.E_
❑ntler No�CIog8��9 Contlitlon
Mlnimum Velwity Where Grate Spash-Over Begins Vo= Ips
Inlerreption Rale of Frontal Flwu R�_
Irnercepllon Rete of Slde Flow R,=
Inte¢e0���Gapaciry Q,= cts
Untler Clogginq Condition
Clogging Cceiticien�for Mulliple-unit Gra�e Inlet GrateCce�_
Clogging Factor for MNtiple-unil Grate Inlet GrateClog=
ERedive(unclpgge0)Leng(h of Mulliple-unit G2�e Inle� L._ !t
Minimum Velocity Where Grate Spas�-Over Begins Vp= �Ps
Inlerception Rate of Frontal Flow W=
Inlemap�lon Rale o�Siae Flow R,=
ctual Intercaption Gapaciry �.= N/A cfs
Carry-Over Flow�Oe-0,(to�e appfetl to curb opening w next 0/s inlat7 pe= NIA cfs
Curb or Slotted Inlet Ooeninu Analvsis(Calcula[edl
Equivalent SIoOe S.(easetl on qra�e wrty-oveq 5,= 0.i92]Nlt
Requiretl LengN Lr m Have 140%Interception Lr= 1]Be lt
Untler No-Ologging Contlitlon
EHective Length oi CaN Opening or Slouetl Inlel(minimum ot L L.) L= 1500 It
Interceplim Capacily Q,_ �.33 c�s
Untler Clogging Contlition
Clogging Ccefficient CUNCcef= 1.31
Clogging Facbr lor Moltiple-unil Gurb Opening or Sloltetl Inlel CorbClog= 0.04
EKective(Uncloggetl)Leng�h 4= 14,3Cfl
ctual IMercepUon Capatlry �,= 1.20 cfs
CarrylNerFlow=peicne.ei-�. �e' 0.6tcfs
Summa
Tolallnletlnterception Wpacly O= ].PO cts
Tolal Inle[Carry-Over Flew(flow bypassln8 inlet� Qe= 0.90 ds
• CapNraPercanGge=O,IO,= C•h= eA.'!Y.
U0-InIe4DCt.minocxis,Inlet On Grade 5/152006,5:40 PM
INLET ON A CONTINUOUS GRADE
Project: St.Vrain
Inlet ID: DPC2 Minor Storm Tvue R Inle�
• Y---Lo 1C)�' _
! H-Curb
H-Ven —
_'.� _ � � �� Wo
� �Wp � �
W
�\ __ _�Lo G) __�
_y_
Desl n Intormation In ut
Type allnlet Type=CDOT Type R Curb Opening
LOcalDepression(aDei�ional�oconOnuousgunseepression'a'imm'Q�qilow) aiap�= 3.Oinches
Total Number of Units In ihe Inlel(Grate or Curb Opening) No= 3
Langt�of a Single Uni�Inlel(Grdle or GUN Opening) Ia= &00 it
WiOth at a Unit Grete(canno��e greater ihan W(rom O�Allow) We= Nlq fl
Clogging Factor�ora Single Unit Grate pypical mm.value=0.5) CrG= N/A
Clogqinq Factor(or a Single Uni�Gurb Opening(typical min.value=01) CrC= 0.10
S eet H tlaulics Calculatetl. Ca acl OK- is less[�an maximum allowable from sheot' �Allow'
Design Discharqe for Half of 5[ree[(trom Q-Peak) p,= ].9U c(s
WalerSpreatlWltlt� 7= �gq��
Water Depth at Flowline(outsitle ot loral tlepression) tl= 3.9 inches
Water pepth at Slreet Grown(or at T�,) d�aowv= 0.0 inches
Ratioo(GWterFlowto0esignFlow Ee= O465
Dlscharge oulside t�e Guver Section W,rarifed in Sec�ion T, o,= 4 23 cts
DisMargewithm�heGwierSectionW Q„= 3.6�tls
Disc�arge 8ehintl lhe GorD Faw ��p�= 0 00 c(s
SlreetFlowArea A,= 1.SOsqlt
Slreet Flvw Valociry V,= 5.26 ips
WaterOep��forDeslgnContli�ion tliap�= 6.9inc�es
Grale AnaNsis ICalculatedl
To�al Lenglh ol Inlet Gale Opening �= ry
� ReUo ol Grale Flow to Design Row Eo�ow.e=
Untlar NOClogging Condi[ion
Minimum Velocily Where Grate SpasM1-Over Begins V�= fps
Inlerception Rate of Fmnlal Fiwu R�_
M�arcep0on Rate of Sitle Flow R�=
InterceptionGapacitY Q,= cfs
Untler ClogginB CanEitlon
Clogging Cceflicienl(or Mul�iple-unil Grzte Inle� GrdleCce�_
Clogging Factor fw Muliiple-unit Grate Inlet GraleClag=
E((ac�iva(unclogged)Lenglh ol Multipleunll Grate Inle� L,= ry
Minimum Velwiry Where Gra�e 5pash-Over 6egins V,= fps
In�erceplion Rate ol Fmnul Flrnv R�_
Intarception Rale of Sitle Flar {�_
A<Nal Inlarceplion Upacily O.= N/A ch
Carry-0ver Flow=p,-0,(to be applietl b cuN opening or next tl/s inlet) pe` WA ch
Curbo�Slottetllnle[0 enin Anal I Iculatetl
Equivalent Slope S,(based on gale carty-oveq S.= 0.1060 fNl
Require0 Lengih L.lo Have 100%Inlerreption L7= 26.00 it
UnEer No-Clogging Contlition
Eflective LengiM1 a(GuN Opening or SloVatl inlat(minimum oi L,L.) L= t5.00 fi
Interwp�ionCapaci�y 0,= 622ds
❑nEer Clogging Gontlition
GIo99in9Coet6ciem CurbCoef= 131
Clogging Fador for Multiple-unil Corb Openinq or Slo��etl Inle� CurbClog= 0.04
EHective(Uncloqgetl7LangtM1 �,_ �p,34 p
ACWaI Intercaption Capaciry p,= g,pp�(s
Carry-Over Flow=Qe�enoe-0. Oe' 1.8]cts
Summa
otal lnlel lnterception Capacily p= 8.04 c(5
ofal Inlet Carry-0var Flew(flow bypassing inlet� Qe= 1.88 c/s
• GaphraParcenGge=O��,= CY.= ]BAY.
UD-InIet-0G-2.minor xls,Inlet On Grade 5/152006,5'.19 PM
INLET ON A CONTINUOUS GRADE
Proje<t: St.Vrain
Inlel ID: DPCJ MINOR Storm Type R Inlet
� _ �—�°lC)�
H-Curb
H-Veh —
__ — ' .�W� --
W �A.,�. �
W P\� �_ ��
_
�a(G)
�—� t
UesianlnformaHon IlnouO
Type ot Inle� Tyqe=COOT Type R Curb Opening
LW21Dppfp55ion�MUitionalbmntinuousguner0epression'alrom'QAIIoW) d�pq¢= 3.Olnches
Total Number of Unils In�he Inlel(Grete or Carb Opening) No= 4
Lengih M a Single Unit Inlel(Grate or CurO Opening) le= 500 tt
Witlth o(a Vnil Grale(cennol�e grealer than W(rom PAllow) Wp= N/A It
Clogging Factor�ora Single Unil Grate(lyyical min.value=0.5) CrG= WA
Clogging Factor for a Single Umt CUN Opening(typical min.value=0.1) GrC= 0.10
Streat Hvtlroulics ICalculatetll CaoaciN OK-0 is less than maximum allowable 4om shee['��Allow'
Design Discharge for Nalf of 5[reet((rom O-Peak) �,_ ]30 cfs
WaterSpreadWltlth T= 10.1fl
Wa�er pe0�h at Flowline(oulside oi local�eprassion) 4= 4 4 Inches
Waler Deplh a�Street Crown(or at TMpx) dcacwry= OD Inches
RatioofGuverFlowtoDesiqnFlav Ee= 0.605
DiscM1ar9e oWsitle Ne Gulter Section W,cametl In Section T, Q.= 2.88 cis
Discharge wi�hin�he Guver Section W �._ � � 4.42 ds
Discharge Behintl tbe Curb Face �ancx= �� 0.00 ds
Slreet Flow Frea A�= 1.18 sq f�
Street Flaw Velociry V,_ ���- �� 620(ps
Water DepN for Design Conoi�ion tl�aq�_ � ]4 inc�es
Gra[eAn I sls Calculatetl
. Tolal LengN o(Inlel Grale Opening L= h
Ratio oi Grate Flow to�eslgn Flow E��.E_
Untler NOCIo89��9 Gontli[ion
Minimum Velocity Where Grate Spas�-0ver Begins V,= fps
Inlercep�ion Rale o(Fromal Flow R�_
Inlarcepllon Rale of Side Flow R.=
InlerceptionCapaciry Q,= cts
Under Clogging Contlition
ClOgqing Coefticient tor Mulliple-unil G2te Inlel GraleCoe�_
Clogqing Facla�or Mutliple-uni�Grale Inlet GraleClog='��
ERetlrve(uncloggetl)LenglM1 of MWtipleunil G2te Inlel �-._ - «
Minimum Velociry Where Grate Spash-Over Begins V,_ � tps
Inlerceplion Rete oi Fmntal Flaw W=
Inlercep�ion Rate of Sltle Flow R._ - �
ACWalln[erceptionCapaciry 0.= WAcfs
Carry-0var Flow=Clo-0,(to be applie�to cuN opening or nexl dls Inlel) Qe=�� NIA cfs
Curbor5loHetllnlet0 e n Anal sis Calculatetl
Equivalent Slope S.(�asetl on gra�e carryrovep S,_ � 0.1451 (V�t
Required LengN L,�o Nave 100%Imercepllon L7= 20.86 fl
Untlar No-Cloggin8 Contli[lon
Effecllve LengN o(Gurb Opening or Slaned Inlat(minimum of L Lr) L= 20.00(�
Intercep�ionGapaciy Q,= ]28ck
Untler doggin9 Contlitlon
Clagging Ccet(Icient CoNCcef= L33
CloggingFadaforMuliiple-umlCurbOpeningorSlolletllnlel Cur�Clog= 0.03
ERectiva(Uncloggetl)Leng�h L,= 19 36 fl
ACNaI Intarcaplion Capaciry �._ ��4�s
Carry-0verPlow=pesnerei-0, �e' � O.OBcfs
Summa
otal Inlet Intercep�ion Capaciry d= �14�s
otal InletGarry-0ver Flow�flow Eypassing inlaQ �e= 0.08 cfs
. CaphraParconbge=0./0,' �X' � s9.ZY
UO-InIe4DPC3.MINOR.x15.Inlet On Grade 5/i51200fi,5�.38 PM
INLET IN A SUMP OR SAG LOCATION
Project= St.Vrain
Inlet 10= � DPC4 MINOR STORM
. �—Lo ICI—'._'_d
� H-Curb _ I H-Vert _----`w---.— ..
\ �- �
� w�� _� �
� "
� �-�
� �lo l61
Deslan In�ormation Ilnoutl
Type ot Inlel Type=CDOT Type R Gurp Opemng
LocalDepression(ad0itlonaltocontlnuousgulterdepression'a'fmm'o-AlIOW7 aq,.a= 3.00inc�es
Num�erot Unit inle�s(Grale or Curo Opening) No= 2
Grate Informatlon
LengiM1 of a llnit Grate l„(G)= NIA teel
Wiatn af a Unit G21e wa= NIA leel
reaOpeningRatioforaGrate(ypicaivalues0.i5a1.90) A„no= N/A
ClogqingFacmrtoraSingleGratepypiralvalue0b0) C,(G)= N/H
GateWeirCoe(�cienipypicalvalue3O0) G„ (G)= NIA
G2tB OMce Coefficianl(lypical value 0.6]) Cp(G)= NIA
Curb Opening In(ormation
Lengt�ofaUniiCur0Opening �o(C)= 500feet
HeigMofVetlicalCurbOpeninginlnc�es H„,�= 6.00 Inches
HelqM1t of CuN Onfice Thraal ln Incbes H��= 595 incnes
AngleofThmat�seeU5�CMFigureST-5) TM1et3= fi34tlegrees
SiOe Widt�(or Depress�on Pan(typically Ue gutlerwldlh ot 2 taep Wp= 2A0 feet
Clagging FaGoriara Singie Curo Opening(rypical valua�.10) C�(C�= 0.10
CUNOpenmgWeirCoeKcient�typicalvalue2303D0) C„(C�= 230
Gur�OpeninB Onflw Coeflipent(typmal vaWe 0.6)) C,(C)= 0.8]
Resullin GutterFlowDe t�(orGratelnl¢iGa aci ina5um
Clo9gtn9GoelTciemiorMW�ipleUnt6 Coef= NIA
� Qo99in9Factor(orMNtiPieUnns CIo9= WA
Grate As a Weir
Flow DeptM1 al Locai Oepression without Qogging(0 cts B�ata,1�a cfs cuN) Q,�= N/A incM1es
ThisRowUse�forCom0inalionlnletsOnly tl�,,,p,,,,= N/AincM1es
Flow DeptM1 a�Local�e0�ession wtt�Clogging(0 c�s gale,10.4 cls curo) a.,.= NIA Incnes
ThisRowUsetlfo�CombinaLonlnle�sOnly d�,,,�i= NlAincM1E5
Gote As an Onfce
Flow Oep�h ai Local�epression wilhoW Clogging(0 cfs gate.104 cfs curo) e„= NIA inches
Flow�ep�M1 at Local�epression w�l�Clogging(0 c(s B��e,10.4 ds wro) tl„= NIA Inc�es
Resulting Gupa�Flow Dep�M1 Ou151Ee of Local�epresslon tl,.e,..= N/A inches
Resultin Gutler Flow De th tor CurE O anin Inlat Ca aci In a Sum
CloggingCaeKcienlforMW�ipleUnits Coef= 125
Cloggin9 Fatlortor Multiple Units Clog= 0.06
Curb as a Waiq Grate as an Orifce
Flow DepIM1 at Local Depresslon wi0out CIOB9�ng(0 tls 9��e,10 a cfs curp) d„�= 6651nches
Flow Depl�a�Local Depresson wit�Qo9ging(0 cls g2te,10 4 is cuN) Q,.= 5.83 mc�es
Curb as an Orific¢,Grate as an Orilce
Flow�epl�al Local Depression wi@oul Clogging(0 cfs g21e,IDA cfs cuN) de= 4.38 Inc�es
Flow�ep��at Local�epression witM1 Clogging(0 c(s gate,t0 a c(s curo� tlo,= 9.62 Inc�es
ResWtingGvtt¢rFlow�ep[hOutsltleo(LocalOepression tl.L„e= 2.831nc�es
Rasultant 54eet Contlitions
Total Inlel Length L= 100 teel
Totallnletln�arcep�ionCaOaciry(�eslgnDlschargefmmO-Peak) 0.= 10.1 c(s
Resultant Gutler Flow Depth(Ease�on shaet O�Allow geomatry) tl= 1.83 Inches
Resultant Sheet Flow SOreatl(Casetl on sheat Q�Allow geometry) T= ].0 taet
ResultantFlow�epNalMaaimumAllowable5preaE tlsmuo' O.OOIncM1es
.
UD-In1e4DPC4.M�NOR xls,Inlet In Sump SAS/2006,5'.33 PM
INLET IN A SUMP OR SAG LOCATION
Pmject= St.Vrain
. Inlet ID= DPC5 Minor Storm Type R Inlet —
fi- _.Lo(C)._""'y-
H-Curb I
' H-Ver� � ��- , — - -
� �P �
w \�,ti
� � PV � �
\ �,
� _- _
\ �t= Lo l�l —�.
�_- '"
Dasl n In(ormation In ut
Type of Inlel Type=CDOT Type R CUN Opening
LocalDepression(atltli�lonaltocontinuousgunaraepression'a'(rom'p�AIIOW) a,.�,= 300inches
Numberaf Uni�Inlets�Grdle or Curb Opemng� No= 3
Grale Intarmation
�engm of a uni�Gaie ��G)= WA(eet
W ioN oi a umt Gra1e we= N/A leet
AreaOpenlnBRaAoloraGralepypiwivalues0.150.9o) 1,,,,0= N/A
Clogging Pacmr fora Single Grate(typiral value 0.50) Cr(G�= N/A
GrateWeirCoeRcient(Picalralue300) C,,. (G)= NiA
G�a�eOnficeGoefflcien�(�yplcalvalue06]� Co(G)= NIA
Cvrb Opening Information
Lengln of a Unp Gur�Opening La(C�= 5 00(eat
Meigb�of Ve�iral Curo Opening In Inc�es n,�,�= 6.00 Inc�es
Height of Cur�O�ce T�roal In Incnes Ha,�,= 5.95 In[hes
Ang�e of TNoat(see USDCM Figure ST-5) The�a= 63A�egrees
SideWidihforDepressionPan�rypicallyNegullerwid�hoi2fae�) Wo= 200feat
Clogging Factorfor a Smgle GuN Opening(rypical valua 0.1�) C�(q= 0_10
GuNOpeningWeirCoe(fiuent�typicalvalue230-300) C.„(C)= 230
CuNOpeningOnfceCoeRcien�pyp¢aivaWe06]) Co(C�= 0.6]
Resullln GutterFlowDe thforGratelnletGa acl inaSum
. CIo99in9Coeff¢iemforMWtiPleUnib Coei= N/A
CloggingFatlorfOrMNtipleUnils Clag= WA
Grate As a Weir
Plow DepIM1 at Laral Depression without CIo99inq(0 cts grd�e,13.1 c6 cvrb) 0.„= N/A inc�es
This Row Used fOr Combinalion Inlels Only tl��,a„= N/A inCM1¢s
FlowDept�at Local Depression wil�Qogging�0 ds gale,13.1 c(s curt) q„= NIA Inc�es
ThlsRowUseaforCombinationlnletsOnry d�„�i= N/Alncbes
Grata As an Oriflca
Flow Dept�at Lo�al Depression wit�oW Qogging(0 cfs g21e,13.1 cts mN) tla= NIA inches
Flow Deplh a�Local Depression wilb Clogging(0 cls 9��e,13.1 cfs curb) Od= N/A incM1es
Resulting GUXer Flax Depih Outsitle of LocalOepression dw„i.= WA inchas
Resullin GutlarFlow�e @forCurbO anin InletCa aci Ma5um
ClogginqCoefficient(orMOIli0leUniis Coei= 1.31
Clog9inqFaclorforMUltipleUnits Clog= 0.04
Curb az a Welq Grale as an OrlFca
Flow�e0�h at LocalOepression wlmou�C�ogging(0 cts grete,t3.t cis curt) p„�,= 629 Inches
Flow Depl�at Lowl Depression wii�Clogging(0 c(s grale,13.1 ds wrb) 4,,,= 6.40 inches
Curp as an Orifica,Grata as an Orifce
Flow�ep�h at Local�epresson wiipoW Qogging�0 cfs grate,13.1 cfs curb) a„= 3 95 inc�es
Flmv Dep�h al Lowl Depression witM1 Clogging(0 cfs gate,13.1 ds cur0) a�,= 4,0]Inches
Resulting Gutter Flow DeptM1 Outsitle of Local�epression tl,�,,,p= JA8 incM1es
Resultant SVeet Contlitions
Total Inlet Len9�h L= 150 leet
TotallnlellnlercepoanCapauty(Design�isc�argeGomO-Peak) p,= 13_1 c(s
ResuIWnlGUVerFlowDepih�basetlons�eet0-Al/owgeometry) E= 3.48inches
Resultant SVeet Flow Spreatl(basetl on 5M1eet 0-Allow gaomatry) T= 6.J feel
Resultant Flow�ep@ at Maximum Allowabb SOreatl tli��= 0.00 inches
�
UD-InIePDPG5.minw xls,Inlel In Sump 5/26I2006,10�20 AM
INLET IN A SUMP OR SAG LOCATION
Pmject= SL Vtaln
• Inlet ID= DPC7 Minor S�o�m Type R Inlet
X—Lo(G)�
..___._ .. _ ____�
H-Curb
I H-Ver� �----�- �—
�� ' ��\W
\ � _--
,N ��P� V ���_ __-�
` � �
� �
�___-�--_��
Des'on Informal'on Ilnoutl
ry0e o(Inlet Type=CDOT type R Curt Opening
LocalDapresslon(atltlRionalt0mntinuousguVeraepression'a'Gom'��NII0W) ai�= 3O01nc�e5
NumberofUni�lnlets(G2tearCurtOpening� No= 2
Grate Intormatlon
Leng�hofaUnllGra�e Lo1G)= N/Atea�
WitliM1olaUnilG2�e Wo= N/A(eet
Area Opening Ralio for a Graie pypical values 0 15-0 e0) A,,,,�= N/A
CloggingFaclor(ore5inglaGrdta(rypicalvaluaa50) Gr(G7= N/A
GraleWevCoeffcien�(�ypicalvalue300) C„ (G�= N/A
GrataOnbceCoeHioieN(Iypiwlvelue06�) Co(G)= NIA
Cwb Opening In�ormation
Leng�b ofa Uni�Curt Ope^ing Lo(C)= S00 leel
Heigm of Vetliql CuN Opening In IncM1es h',�,�= e_00 inches
HeigM of CuN Onflce Thmat In Inches Hm,oa= 5.95 Inches
Angle o(IDroat(see USOCM Figure ST�5) Tneia= 634 de9�ees
Si0eWltlibforDepresslonPan(IyplcallymegWterwiOiM1oi2fae�) Wp= 2AOtea�
Cloggin8 Facbr(ara Stngle Curb Opaning(typtral value 0.10) C�(C)= 0.10
Cur0OpeningWeirCoeffcient(typicalvalue230300) G„(C�= 2.30
Curb Opening OAflce CoaKiGent(rypical value�.6]7 G,(C)= 06]
Resultin GULLer Flow Oe �h for Gnte Inlet Ca acit in a Sum
QaggingCoelficientfarMWtipleUni6 Coef= WA
• Cio99ingFadorforMWtiPleUnils CIo9= NIA
Grate As a Weir
Flow Depl�at Loral Depression wtthout Cloqqing(0 cis grdle,B.8 c(s curU) 4,„= WA tnches
TM1is Row Usetl for Combinalion Inlels Onty a��,e,,,,= N/A Inches
Flow DeptM1 a�Local Depression with Clogging(0 cis grate,8 8 cfs curb) tl,.,= NlA inches
T�is Raw Used(or Combire�ion Inle�s Only tl,,,�<�= N/A inc�es
Gnta As an OriRca
FlowDept�atLoralDepressionwithoutClogging(Oc(sgraie,BBciscur�) tiv= NlAinc�es
Flow Oepih at Loral Depression wit�Clogging(0 cfs gra�e,8.8 c6 curb) Do,= NlA inc�es
Resulting GUXer Flow DeptM1 OutsiEa of Local Depression E.a„�.= NU�inches
Resul�in Gu[IarFlawDe NforGurbO enin InletCa aci InaSum
ClaggingCoeRmien�forMWtipleUnits Coe(= 125
Clogging Fatlorior Multiple Units Clog= 0.06
Curb as a Welq Grate as an Orifice
Flow Deptn a1 Local�epression wit�out Clogging(0 cis grate.BB cfs cuN) �,.,= 5.15 Incnes
Flow�eptM1 at Local Depression with Clogging(0 ds grate,8 B cts curD) 6„,= 5321nches
Curb as an Oriflce,Grate as an OrHice
Flow Dep��al Local Depression viilhou�qogging(0 cls grale.8 B ds cuN) do= 3.9J Inc�es
Flow Depm a�Local Depression vn�n Clogging�0 cfs graie,8.8 ds cuN) a�,= 6.15 inches
Resulling Gutter Flow�epth OWsitle o(local�epression tl,t,,,p= 2.3]inches
Ra5Wlan�S�l9at Contlltl0n5
Toial Inle�LenqN L= 10A teet
TolallnlellnterwpbonCapacity�DesignDischargafromPPeak� p,= B.Bcfs
Resultant Guper Flow OapM(basetl on s�eet Q-Allow geomatry) tl= f32 inches
Resullant SVaet Flow SpreaE(basetl on s�eet 0-A��uw geometry� T= 1.9 feet
ftesultanl Flow Oeptb a�Maximum Allowable Spreatl tls�ao= 0.00 Inches
�
UD-InIe4DPC�minw.xls,Inlet In SumO 526I2006,9�.�e AM
INLET IN A SUMP OR SAG LOCATION
Project= SL Vrain
Inlet ID= �PCB MINOR STORM
� w—Lo(C1�' ..
——... .. _ _. _._._.
H-Curb 'i H-Vert ----
� �� ��`"o - �
-...., ._�y — -
W � �
\w �� ����—
\ _-- "---- --_
� ��o���
� --
oesian Informatlon(InouO
Type oi Inlat Type=CDOT Typa R Gurb Opening
Locai Depraesion(aatliilonal to coniinunus gu¢ertleprassion'a'fmm'p-Nlow') aiQy= 3D0 Inches
NumberafUnitlnlels(G21aorCurbOpening) No= 2
Gratelntormalion
LengiholaUnitGrate Lo;G)- WAfeat
witllnafaUnllG2ta wo= wAfeet
AreaOpeningRatioforaGrdte(rypr�alvaWes01b0.00) A„�= N/N
Clogging Factortor a Single Gra�e(lypirai value 0.50J C�(G)= NIA
GaleWeirCoeRi�en1�typmalvdlue300� C„(G�= N/A
Gale Onfice Coefficient(rypical value 0 6]) Co(G)= NIA
Curb Opening Information
LengiM1ofaUniiGurpOpening �(C)= SOOfeel
HeigOt ofvetlical Curb Openinq m Inc�es H,,,�= fi 00 incM1es
HeigM1tofCuroOnficeT�roalmincnes Ha,w,= 595inches
Mgle of IDma�(see USOGM Fgure SRS) 'M1e�a= 639 tlegreas
SiOe Wi01h forDepression Pan(typicalry Pie gulter wltl(h ol2leet) WP= 2-00 feet
CloqgingFacloriora5ingieGuroOpaning(rypicalvalveo.�0) C��C7= 0.10
GurbOpeningWeirCoeffinant(typvalvalue230-3D0J G,.fCJ= 2.30
Gurb Opening Onfi�e CoaiFiciem(typiral value 0.6]J Co(C)= 0.69
ftesui[in Gutter Flow De tM1 br Grala Inlat Ca acl in a Sum
QoggingCoeflicienlb�MUlppleUmts Goe�= N/A
� CIo99in9 Factor tor MUItiOie Unns Qo9= NIA
Grate As a Weir
Flow pepth at Local Depresson withom G�ogging(0 efs grate.12 efs curo) 0,,,= NIA IncM1es
ThisRowUsetlforCombinaboninie�sOnry tla,s,,,,= NlAlnches
Flow Dep10 at Lowi Depression vn�h Clogginq(0 ck grdle,12 c(s cvro) d„.,= NIA Inches
T�is Row Usetl�or COmbination Inlels Only 0,,,�= N/A incM1es
Grala As an Or'ifice
Flow Depl�al Local�epression wi�hout Clogginq(0 c(s q21e,12 c(s cur�) do= N/A inches
Flow DepIM1 a�Local Depression wi��Ciogging(0 ds grzle.12 ds curb) Oa= NIA inches
ResultingGUHarFlowOep[M1OutsiEeofLacalDepression tl,.o,m= N/Ainc�es
Resulfna Gutler Flow Deo[h br Curp Ooenina Inlet CaoaclN In a Sumo
CloggingCoe�ficlanlfarMuluO�eUnils Coet= 126
QogginqFactorforMultipleUnits Clog= 0.06
Curb as a Welr.Gra�e as an Orifica
Flow DeptM1 at Local DeO�ession mihou�Clogqing(0 ch g2te,12 cfs cuN) 0.„i= 834 inches
Flow DeO��at�ocal Depression witb Qogging(0 cfs gra�e.12 cfs cur0� d,,,= 6.5a Incnes
Curb as an OriOca,Grate as an Orifc¢
Flow pepth at Local Depressron wimout Qogging(0 ds 9��e.12 c(s cuN) da= 509 inches
Flow�ept�at Local Depression witM1 Clogging(0 cfs grale,12 cfs cur�) tla= 6.43 inchas
Resutting Gutter Flow�epID OutslUe oi Local pepression tl,t,,,e= 3.5d Inc�as
ResWUnl5treet Contlitions
Ta�dl Inle�LengN L= 70A feel
Total mlat inierce0��on Gapac�ry(Design�isc�arge trom Q-Peek) 0,= 120 cts
Resultant Guttar Flaw DepiM1 Ibased on shaet 0-Allow geometry) E= 3.5/incM1es
ResultantSVeetFlowSpreaE(basetlons�eelQ-Allowgeomatry) T= 4.4fae�
Resullant Flow Daplh at Maaimum AllowaUle Spreatl dswem= 0.00 incM1es
�
UD-InIeLDPCB.MAJOR.xIs,inlet In Sump 6l5/2006,10:18AM
INLET ON A CONTINUOUS GRADE
Project St.Vnin
Inlet ID: DPC9 Minor Storm Type R Inlet
� _ �La(C)� --'
H-Curb � H-Ver� - —--— —
�WP �� �
W
�—� --�-�
1�Y Lo(G�
Desi n Information In v[
Ty➢e o(Inlet Typ¢=COOT Type R Curb Opening
LocalDepresson(aooitionaimcominuousgunerGepression'a'imm'p-nnow� ai«n�= 3Dlnches
Total Number o(Units In ine Inlel(Grata or Curb Opening) No= 3
LenqiholaSinqleUnitlnlet(GrateorCuNOpening) t„= 500tt
Wtllh of a Unit Gro�e(canno��a greater�han W fmm�-Fllow) Wo= NIA l�
Clogging Faclor for a Single Unit Grate(typical min.value=0 5) CrG= WA
Glogging Fac�or(or a Single Unit Curb Opaning(typlcal min.value=0 1) GrC= 0.10
SVeet Hvtlraulic5lCalculatetll. CaoaciN OK-�is less t�an maximum allowable 1mm shae['Q-Allow'
�esign 0ischarga br Half o(Street Qrom 0-Feak) �,= 5.60 c(s
Water Spreatl witlln T= 56 ft
wa�er oeo��a�Flowline(oulside of local depression) d= 4]IncM1es
Waler Deplh a�Slreet Crown(or al TM,u) ticaowx= OD inches
Retla o(Gutter Flaw lo Design Flow Ea= 0.810
Discbarge outsi0e t�e Gut�er Section W,cametl ln Section T, p,= 1.06 ds
Dlscbar9e wiiM1in ibe Guver 5ection W �.„= 4.Sb qs
DiscM1arqe Behintl tbe Cur�Face Qencx= 0.00 cfs
S�reet Flow Frea A,_ � 0]9 sq p
Sveet Flow Velociry V,_ ].09 ips
Wa�er Dep�h for Design Condi�ion d�aq�_ �.l Inc�es
Grz[e Fnal sis Calculatetl
. Tolal Leng�h of Inlel Graie Opening L= fl
Ratio ol Grate Plow m Desiqn Flow E��rE_
Under NoClagging Condilion
MinimumVelociryWnereGrateSpash�OverBegins Vp= fps
Interception Rale of Fmntal Flow R�_
Intemeptlon Rale o�Side Flrnv R,_
InterrepllonGapaclly �,= cts
Unaer Clog9ing Contlition
Clogqing Cceflicient for Multiple-unit Grate Inlel GrdteCcef=
CIo99inq Factorlor Mol�iple-unit Grate Inlet Gra�eClog= �
ERective(uncloqqetl)Lenglh ot Multiple-onil Grale Inlet L,_ � � fl
Mlnimum Velociry Where Grate 5pash-Over 8egirts V,= fps
Interception Ra�e o(Fromal Flow W=
m�ercep�ion Rate of Side Fiow R,_
Aclual In[erceptlon Capaclly �.= WA cfs
Carrydver Flow=p,-0,(to be applied to curb opening or nexl tlls inle�) Qe= NIA cfs
Curb or Slotted Inlet Ooeninu Analvsis ICalcula[edl
EQvivalen�Slope S,(based on gra�a cai*ynver) S,= �20]4 fVl�
Requiretl Length L.lo Have 100%Intercep�ion L.= 15.00(1
Untler NOClogging Contli[ion
EHac�ive LangN ol Curb Opening ar SloVetl Inlet(minimum of L L.) L= �5.00 It
In�erceplionGapanly Q= 5$1 tls
❑ntler Clogging Contli[lon
Gloqging GceRicieN Car�Coei= ?31
Clogging Factor tor Multiple-unit Curb Opening or Sloltetl Inlel GurbGlo9= 0.04
EReciPoe(Uncloggetl)Lengih L.= 14-34 fl
Actualln[¢rception Capaciry Q.= S.SB cfs
Carry-0verFlow=Oe�cxue-0, �n= 0.02efs
Summa
TOUI Inlet Inleraption CaOacity 0= 5.58 cfs
Total Inlet Carry-0var Flow(flow bypassin8 Inlet) �e= O.UI cis
. CaPhrePercenta9e=���e= C7.= 99]%
UD-In1e4DC9.minorxl5,Inlet On Grade 5/15/2006,5:31 PM
INLET IN A SUMP OR SAG LOCATION
Project= Si.Vrain
. Inlet ID= DPC10 Minor Slorm Type R Inlet —
.��o�C)—,y
��--__ _'_'___
i M-Curb �,, H�Vert ---�-� -
��� ��Wg �
Wp � � �
W \ v � �
� �
_—_�
—__ __
__
��f �o l��
Oeslqn Informatlon llnout)
Tvpe o!Inlat Type=CDOT Type R Curb OOerv.ng
Lr�iDecrP �c1S�iiorai�, ,c i -x.�i� hnr . .,r _... .... '.'__" _ , _.
Grate�lnformation
LenglhofaUnllGrale Lo(G)= WFfeet
WiatholaUnitGate Wo= NlAfeel
Area Opening Raiio fora Grate pypicai vaNes 0 t5-090) A,y,o= N/A
Clogging Fac�o�fo�a Single G21e pypiral value Ob0) G�(G)= N/A
GrateWeirGoeRmienl(qpicalvalue300) C.„ (G�= NlA
Grate Onfce Coeffcien�(rypi al value 0.6>� Ge(GJ= NIA
GurE Opening InPormation
Lengih of a Uni�Curb Opening Le(C)= 500(eet
Helght af Vetlical Curb Opemng in mcM1es H,�n= 6.00 Inches
Height oi Cur�Onlw Throa�In IncM1es Hn,,,n= 5.95 inc�es
AngleofThmat(saeUSDGMFigure5Ta� Tpeta= 63.4degrees
Sltle Widlh(or Depression Pan��ypiwny ine guiterwitlt�of 2 feet) Wp= 2.00 leel
CloggingFactorforaSlnplaCur�Opening(ypicalvalue0.10) G�(C)= 0.10
Cur00peningWairCoelfCent�lypicalvalue2.303D0) C.,�G)= 230
Cur00peningOnfiwCoefficianipypicalvalue06]) Co1G)= OB]
ResWtin Gutler Flow Oe Ih for Grate Inle�Ca aci� in a Sum
Clogging CoeHlcien�for Mulllpie Uni�s Coet= .NIA
. CIo99ingFac�orbrMUltipleUnlis Go9= N/A
Grale As a Weir
Flow Depi�at Local Depression wiNout Clogging(0 cts gata.5b ds cur�� o„= WA IncM1es
ThisRowUsetlforCombinationlnletsOnly tl�„eW�= NIAIncOes
Flowpepl�alLocalDepresslonvnt�CioggrngfOclsgrale,55c�scur�) tl,.,= � WAlnches
T�is Raw Usea(or Com�inalion Iniels Oniy 4�„�i= N/A inches
Gob As an Orilica
FlowDeproatLocalDepressionvn�howClogging(Oc(sgale,55c(scur�) tla= N/Ainc�es
Flow pepth at Local Depression wi��Cloqging(0 ds gale,i5 c(s cur0) d„= N!A Inc�es
RasultingGWlerFlow�eptM1Outsi4eotLocalOepression tlw„„= � NlAinches
HesulOna Gutler Flow Daot�for Curb OoeNna Inlet CaoaciN in a Sumo
CloggingCoe(ficientforMUllipleUnits Goei= 125
Clogging Factorfor Mul�iple Unils Gog= 0.06
Curb as a Weiq Grale az an Onfica
Flow Deplh at Loca�Depresson wimow Qogging(0 cfs gra�e,5 5 ds curb) d„= 3.]]Inches
Flow Depih at Lonl Depresslon nn��Gogging�0 c(s grate 5 5 cfs curo) tl„..= 38B IneM1es
Curb as an OrHice,Grala as an Otlfice
Flow Depth at Local�epression mmout Ciogging��cis grate.55 cfs cuN) tle= 3.1]inc�es
FlowDeplhatLocal�e0�essionwit�Qogging�Oc(sgrate,55ciscur0) tld= � � 326incnes
Resulting GUXer Flow DepN Outsipa of Local Deprassion tlw„b= :�O:BA inches
Rasultant SVael Contlitions
To�allnletLenglh L= 10Afeet
Toullnle�InlerceptionCapaciiy(DesignDiscM1argelmmQ-Peak) p,= 55cfs
ResulbntGWterFlowDept�(basetlons�ealQ�Allowgeomelry) tl= O.BBinches
RasulWnt Shaat Flow Spraatl(basetl on s�eat 0-Allow qeomelry) T= 0:]feel
Resutlan�Flow Deplh at Maximum Allowable Spreatl d��o' 0.00 inchas
•
UO-InIeI-0CIDmirKK.xls,Inlel In Sump 6ISI2006,11-2]AM
INLET IN A SUMP OR SAG LOCATION
Project= SL Vrain
� Inlet ID= DPCt4 Minor STORM
,�—__�°(C)____-d
I —_._' ._'_'
H-Curb �i H-Vert �-�-�— -�--—
�\ � �e __ —
Wp
W ���
' �-
___
.—'�,
.--
_ ��1G1
Desianlnformationllnou0
Type oi Inle� Type=COOT type R Cur�Opening
LocalOepresslon(addliionallocontinuousgulterdepiession'a'trom'p-Allow') a,,,,�= 3AOinches
NumbarofllnitlnleLs(GateorCuroOpening) No= 3
Greta Informa0on
Leng�h o�a Unii Grate La(G)= wA feet
W iorn oi a Uni�Grate We= WA leet
AreaOpeninqRatioloraGra�e(typicalvalues0.1&0.80) q,wo= N/N
QoggingFadorloraSingleG2te(typicalvalue050) C��G�= N/F
Ga�eWeirGoe%icient�typicalvalue3D0) G„ �G�= N/A
Ga�eOrifceCoe(fiGen�pypicalvalue0.6)) Co(G)= Niq
Curb Opening IMormatlon
LengiM1o(aUni�Cur�Opening la(G)= SOOleet
Heig�toNenicaiCur0Openinginlnches HK,�= fi.001ncM1es
HeigM Of CUN Onfice ThrOa�in Inches HN,w�= 5.95 IncM1es
AngleofThmat(seeU5�CMFigure5L5) T�eta= 634oegrees
Sltle Witlib fo�Depression Pan(lypically I�a gWtarwi0t�of 2 feal) Wp= 2 QO feet
QoggingFaGorioraSingleCUNOpaningpypicalvalue0.10) G�(C7= 0.10
CuroOpenmgWelrCoeffmiem(rypicalvalue2.30a00) G„(C7= 230
GurbOpeninqO�ceCoe�clent(yplcalvalue0.6)) Co(G)= Ofi]
Resultin Gutler Flow De ih for Grate Inlel Ca aci in a Sum
• CIa99in9CoeK¢ien�forMUltipleUni6 Coef= N/A
CloggingFac�oriorMUltipleUnits Clog= N/A
Grata As a Weir
Flow Dept�al Local Depression vnlhout Gogging(0 cfs gate.10_6 cis curt� d.„,= NIH inGies
T�is Row Usetl for Combination Inlets Onry tla,e,,,,= NIA inc�es
Flow DepN al Local DeOression wit�Clogging(0 cfs grale.IDb cfs curo) d„,= N!A inches
T�isRowUsedforCombinationlnle60nly d�,,,W= N(Alncnes
Grate As an Odlce
Pow�ep�h at Local Depression wit�ou�Clogging(0 ch grale,IDb cfs cuN) aa= N/A Inches
FlowDep�ha��ocalDepressionwithQogging(Ocfsgra�e.106tlscur0� dd= N/Alnc�es
ResultingGutlerFlowOepthOutsiEaofLocalDepression tl,a,y,= NlAincM1es
Resultlnv Gutler Flow Oeoth for CurC Ooenino Inlel CaoaGtv in a Sumo
GloggingCoeKicientforMWtipleUnits Ccef= 131
QoggingFatloriorMuliipleUnits Clog= 0.04
Cur�as a Welr,Grate as an Otlflce
FlowDepl�a�LocalDepressionwlthoulQogging(Ocfsgate.Wbcfscurb) q„= 596inc�es
Flow DepIM1 at Local Depression with Clogging(0 cis gate.10 6 ds cuN7 tl_,= 583 inches
Curb as an Otlfce,Gram as an Oriflce
Flow Dep(h at Local�epression wiNOW Qogging(o ds g2te.1�6 cis curt) Oa= 350 Inc�es
Flow DeO�h at Local Depression wilb Clogging(0 cis grdte.10 fi c�s coN) �o.= 3.58 Incnes
ResWting Gutter Flow�eptM1 Outsltle ot Local Depmssian tl,.f,,.p= 2.63 incM1es
Resultant Sheal Contlitions
To�allnle�Leng�� �= i50�ee1
Totai Inie�intarception Capacry(Deslgn Dlsc�arqe from 0-Paek� 0,= 10 8 cfs
ReculGnt Gutler ilow Oep[h(basetl on sheet 0-Allow 9eomeiry) E= 2.fi1 Inches
Rasultant Sheat Flow Spreatl(baseE on sheel Q�Allow g¢ometry) T= 2.0/eat
ResulWniFlowOeplhalMaximumAllowabla5praatl esvrx,w' O.OOinches
i
UD-InIe4�PC16MINOR.xis,Inlet In Sump 5/26/2006,939AM
INLET ON A CONTINUOUS GRADE
PrqecL St Vrain
• Inlet ID: DPCt5 MINOR$TORM
w La(G)�
H-Curb I
H-Vert - ----- �—'—
���Wo �
W
�
�� �W P\
—_.
\ �-_-t_--Lo�G)
�—_
D¢sion Information Ilnoutl
Type oflnlet Type=CDOT Type R Cur�Opening
laalDeprassion[eCaniona�awnMuwsqune�eepresslon'a'/rom'Qai�ow) a���= 3atnches
Total Number o(Unils in�he Inlet(Grale or Curb Opening) No= 3
Lengih o�a Single Unit Inlet(Grale or Curb Opening) Le= 5.00 it
Witlth of a Unit Grate(cannot be greater ihan W from 0-Allow) We= NIA fl
Clogging Fatlor tora Single Unit G2te(lypical min.value=OS) CrG= NIA
Glogqing Facbrfor a Sinqle Unit Curb Openinq(iypical min.value=o.t) Gi-C= 0.10
Street H droulics Calculatetl. Ca acl ON- Is less[han mazimum allowable from sheet' �Allow'
DesignDischargeforHalfotStreel�fromQ-Peak� 0,= ZTOc(s
waterSpreatlwitltM1 T= 44�t
Wa�er Oepth a�Flowline(oWsitle ol local tlepression� d= 3.5 inc�es
Waler DepN a15�ree�Crown�or al T�,) dcaa,vry= 0.0 inches
Ratio o(Gutter Flow�o Oesign Flow Ee= � 0.822
Oischarge oulsitle the Guver Sedion W,cametl In Section T, o,= �021 ds
�is[hdrqe within ihe Gutlet Sectian W �„= 2.49 ds
Discharqe Behintl the GoN Fare �p�k= 0.00 c(s
Slreet ROw Area A:= Q45 sq❑
Sveet Flow Velocity V,_ � - 6.05 fps
Waler Dep�M1 fw Design Contlition a�api= 6.5 inches
Gra[e Anal sis Calculatetl
� Tolal Lenglh o(Inlet Grate Opening L= .%
Ratio ot Gra�e Flow to Design Flow Eo�rure=
Untler NaClogging Condition
Minimum Velociy WM1ere Grate Spash-Over Beglns V,= fps
In�erception Rale ol Fmn�al Flmv R�_
Inierception Rale o(Side Flow R,=
ImerceptionGapactty 4,= c(s
Under CIo89in8 Contlitlon
Clogging CceRicient(or Mul�iple-unil Grale Inlet GrateCcef=
Cloqqing Factorfor MWtipleunil Grale Inlet GraleClog= �
EReclive(unclogged)Lengih of Mullipleanil G2te Inlet L.= � � fl
Minimum Velocily Where Gra�e SpasbOver Begins V,= fps
Interreptian Rate ot Fmntel Flow R�=
Inlerception Rate ot Side Flow R,_
AtNallntercaptlonCapatlry �.= WAcfs
Carry-0ver Flow=0e$(ro be apPlietl lo cvrE opening or nexl tl/s inlep �>_ � NIA ds
Curb or Slotted Inl 1 O n Anal sis Calculatetl
Equrvalent Slope S.@asetl on grate carty-over) 5,= � 02205(Vlt
Requiretl Length Lr to Have 100%Interception Lr= 10 88 ft
Untler No-01o99ing Conditlon
EReciive Lengih of Curb Opening or Sloltad Inlel(minimum of L L.) L= ID.B]fl
ImerceptionCapacity Q,= 2.1i c�s
Untler ClogBing Gontlition
ClaggingCoeHlaent Cur�Ccef= 1.31
Clogging Factor(or Multiple-unil Curb Opening or Slotted Inlel GurbClog= 0.04
Eflecliva(Uncloggetl)Langlh L,= 10 81(1
Ac1uallntercaptionCapaclry 4,= 3.lids
Ca�ry-0verFlow=� ¢aeni-0, �e` O.OOcis
Summa
TodIINeHntarcevtionCapaclry �= 1.]lc/s
TobllnlelCarry-0verFlow�OowbypassinB�^�eq Oe= -0.Ot cfs
� CaplurePercenfa9a=pJ0,' CY.� 100.OY.
UD-InIet-DPCI5.MINOR xls,Inlet On Gratle SI15/2006,5-.32 PM
INLET IN A SUMP OR SAG LOCATION
Prolect= St.Vroin
� Inlel ID= DPLtB Minor Storm Type R Inlet
,C—-�Lo(C)�
�-Curb � _._. _--- '_
H-vert
_�` ' \�W°
�
� �? � � �
� \ � —���
� �_
� �
\ —��Gl
oesi n Information In ut
Type of Inlel Type=CDOT Type R Curb Ooeninq
Local Depreesion(a0tliiional m mnenuous guver�epression'a'(rom'Q-Ailow') a�a= 3 W Inches
NumberofUniiln�e�s(GrateorGurbOpening� No= 2
Gralelnformation
Lengih o(a Unii Gale Lo fG7= N�A(eet
Widllto(aUnitGrale Wo= N/Ateet
Area OOaning Ralio lora G�ata pyp¢'al aalues 0.15-0.90) A„�„= WA
ClogBingFaciortoraSmgleGraie(iypicalvalue050) q�G)= N/A
GrateWeirCoeRcient(rypir2lvalue300) Cw (G)= N/N
621eOdilceCoaffmiempyOicalvawe06�7 G�(G)= N/A
Curb Opening Inlormation
LangtM1o(aUni�GuroOpening LoIC)= 6D0leet
Helght af VetlFal Curo Opening In Inc�es H,a�= 6 00 inches
Height oi Cur�Onfiw T�mat in incnes Hq„p= 5 95 inches
Hng�e of Throat(see USDCM Flgme ST-5) Theta= 63 G tlegrees
SitleWltlihfor0epressionPan�ryOicallylnagunerwl4tM1of2feet) Wp= 200faet
GloggingFadorfwaSingleCur0O0eninapypicaivalue0_10) Gr(C)= 0_10
Gur00peningWelrCoetliciem�typ¢alvalue230300) C.„fC)= 230
Gur�Openmg Onfica Coeffaent�typical value 06l) Ce(C)= O B]
R IC G tl FI D th f G t I I t C IN I S
� Qo99ingCoelficlem�orMUIti0leUnits Coef= � NIA
GoggingFactorlorRlul�ipleUnns Clog= N/A
Grate As a Weir
Flow Deplh at Local Deprassion without Clog9ing(0 cts B��e,2.8 c(s curo) 4„�= NIA Incl�es
T�isRowUsetl(arCombinationinie�sOnty ��„e��= NlAmches
Flovu Depih a�Local pep�ession wi�h Qo99ing(0 cls gate.2 9 ch curo7 tl„.= N1A inchas
This Row Used forCumbina�ion Inlets Only d����= NlA incM1es
Grale As an Orifce
Flmv Depth at Loral Depression wimoui Cloq9ing(0 cis g21e,2.9 cls curb) tla= N/A mcbes
Flow OepN al LocalOepression wirti Clogging(0 ds gra�e,2.9 ds curo) �w= � NIA inc�es
Resul�ing GUHer Flow Dept�0utsitle ot LocalOepresslon Qa,n,•- � WA inc�es
Resultin GutterFlowDe �hforGurbO enin InlatGa acl InaSum
CIOB9�ng COetllclent fot Multiple Unils Coe(= 1 25
CloggingFaclorlorMUltipieUnits Qog= � 006
Curb as a Weiq Gra�e as an Orilice
Flow�ept�at Local Depression wimout Cbgging l0 cis grate.2 9 cis curU� 6„,= 2.a6�mcnes
Flow Dep��at Local Depression wi�b Clogging(0 cfs g2�e,2.9 cfs cuN) d.„,_ � 2 54 Incnes
Cmb as an Orifce,Grate as an Odf ca
Flow Dep�h a�Local Deprassion wi�nout Ciogging(0 cls gate,2.9 cfs wro� tla= 2 90�incnes
Flow DeptO al Local�e0�esson with Qogging(0 cfs 9��e.29 c(s curb) dd= 292 Inches
Rasulting Gutter Flow OepIM1 OWside of Local Deprassion tl,��A= 0.00 inches
Resullant Slreet Contli�ions
Totallnle�LengiM1 L= 1O0fee1
Total Inlet mlercep�ion Capanty�Design��scnarge imm 0-Peak) 0,= 29 cis
Resultant GuXer Flow�ept�IbaseE on s�eetQ-Allow geomatry) tl• 0.00 incM1es
BesWtant Street Flow Spreatl(basaJ on sheat Q-Allow geometry) T= OA f¢el
Resulfan�Flow Dept�al Maximum Allowable Spreatl dsmEw= 8.00 inches
�
UD-InIe6DPG16.minorxls,In�et In Sump SI26I2006,9.19AM
INLET IN A SUMP OR SAG LOCATION
Prqec�= St.Vrain
Inlet ID= OPC77 Mlnor Stortn Type R Inlet
. ,�. ..__L°(C�__—y
-� __—
H-Curb I I H-Vert --'
�_—_
— _—� ���. � Wp _
� \ —
__
�� �. �
�' �V �. _
�� , —
� ,. _--LO�Gl
oesien Information Ilnoup
Type of Inlel Type=GDOT Type R Corb Openmg
�LocalDepression�aoanionanomnonuays9mlertlepression'a'Imm'p_au,orv'� ai�,i= 3DOincl�.ec
NumberoNnlllnlels(G2ieorCurLOpening) No= L
Grate Information
Length ola Unii Grate L,(G7= WA feet
WitlIM1O(allnifG�a�e Wa= NIA(eel
.ar�ooa�i aa �.oro�ae�a� r n�ai�.aiu�sn�sJtsm e,,:= via .
��,i:9r , a y- �i.���.���c� . _ _— _. .
GralewelrGoenici�nt(iyyicahaWe?oo) C„ (G)= N,'A
G21e Onfiw Coefllcienl(lyplcal value�b'!) Ce(G)= N/A
Curb Opening In(ormation
LengtM1ofatlniiCurbOpcnmg Lo1G)= 5Wfeet
HeigM1t oNertical Cvr�Opening in Incnes H,.,,,= BDO IncM1es
Heigh�afGwDOn�caTliroai�nine�es H��,�,�= 5.951ncties
Angle ot Thma�(see US�GM Figure STS� lheta= 83.4 tlegreas
SiOe WitlIM1 for�epresson Pzn(rypicaily ine gwlervn0�n of2 faet� Wp= 2 00 tee�
Clogging Facmrtora Singie Gum Openniy(typicai valua 0_10) C�(C)= 0.10
CurbOpeningWoirCoeRic.ent(typicalvaWe230-3D0� C„.(C)= 230
Curo Opening Onfice CoeRiciem(rypiai valus o 6]7 Go(C)_ �0]
Resultin Gutler Flow Oe tM1 for Grale Inlet Ca aci in a Sum
CloggingCoeificieniforMullipleUmts Goef= N/A
• CIo99inqFactorforMOltiPleUnits CIo9= N/A
Grate As a Welr
Flow Depth al Local Depresson vnmout Giog9�ng(�cfs grdte,5 9ds cur0) d„,= N/A'mcnes
�is Rov+Usetl tor Combination miets Only d,,,,�,,,= N/A Incnes
Flow Dept�at Local�epression vnm Qogging(0 cfs qrale,5.9 Us wrb) 4,,,= WA incnes
Thls Row Usetl for Combination miets Only d,,,,p.,�= N/A inchas
Grata As an Orifice
Flow Depth al Locai Depression vni�om Ciogging(0 cfs ga�e.5 9 c(s cur0) 4„_ � N/A inches
Flow Depl�al Lacal Depression vnl�Qogging(0 cis g21&5 9 c(s curb) 4„= N/A incnes
ftesultln9GutlerFlow�epNONsiEeo(LocalDapression Q.�,.u' � N/A�inc�es
X svPon Gu[IarFlowDe IM1torCurpO enin Inle�Ca aci ina5um
Clog9ingCoefficieni(orMUl�ipleUnits Coef= � 125
Q099ingFaclorforMUltipleUnits Clag=. � 006
Curb as a Weiq Grate as an Orifce
Flow Dep��at local Depressian onmout Clogginq(0 c(s gate.59 cts wrb) d„= 3.85 incM1es
Flow pep��ai Local DeOression vnih Clogging(0 cfs gate.59 c(s cur�7 d.„,= 4.0] Inches
Curb as an OriOce,Gnta as an Orifi<e
FlowDeplhatLocalDepressionwitOoutClogging�Ocfsg2te.59ctscuro� aa= 325'mcnes
Flow Deplh at LocalOepression mm Ciogging(0 c(s grate,5 9 cfs cuN) tld= 333 IncM1es
ResW�ing Gut[ar Flow Oepth OulsiEe of Local Depres5ion tl.�,,,e= � 1.01 Inc�es
Resullanl5Veet Cantli[ions
To�allnle�Lenglh L= 1001ee�
To�allnle11n1erGep�ionGapaci�y��esignDiscl�a�gefmmG�PPakJ 4,= S.Bds
ResulUnt Gutlar Flow DapiM1(basetl on s�eet Q�Allow geomatry) e= 1.m�ncnes
ResuLLanl5heet Flow Spraatl(basetl on shaal 0.Allow geomelry) T= 0.H leat
ResulGnlFlow�ept�atMaximumAllowable5preatl tl��= O.OO lnc�es
•
UD-InIeI-DPCt�.minocxls,Inlet In Sump 6/9I2006,12:09 PM
INLET ON A CONTINUOUS GRADE
Prqect: St:Vrain
• Inlet ID: DPA1 8 DPA2 MAJOR Storm T e R Inlet
.r--Lo�C)—T
� H-Curb
' H-V¢rt � —"--
— Wo �
WP �=—
W
-� Lo(�
Deslan InformaHon Ilnoutl
Type of Inlet Type=CDOTType R Curb Opening
LOC21Deplession(a�aplonalbcontlnuousgutlerGepression'a'Imm'0-NIIOW) a�p���= 3.OInClles
Total Number of Unils In the Inlel(Gra�e or CuN Opening) No= 1
Leng(h ofa Single Unitlnlel�G2te or CuN Opening) Lo= 5D0!t
Witlth oi a Uni�Gre�e(cannot ba B�eatar Ihan W from Q-Allow) Wo- N/A(t
Clogging Pac�o�fora Single UnitGrate pyDicalmin.value=0.5) CrG= WA
Clogging Faciw for a Single Unil Curb Opening(�ypical min.value=0.1) CrC= 0.10
� Warnin8 Stree[Mvtlraulics ICalcula[etll WARNING:�IS GREATER THAN ALLOWABLE O FOR MINOR STORM
DesignDischar9eforHaltefStree[QromO-0eak) 0,= za.aacts
WaterSpreaaWitlt� T= 22.1It
Water Oep(h al Flowline(omside o(local depression) tl= ]3 Inches
Wa�arDepthatSveeiCrown(aatT�x) tl�apvx= O0inc�es
Ralio ot GuVer Flow to�esign Flow Eo= . 0280
Disc�arge outsitle�he Guver Section W,carried In Sedion T, �,_ � id]0 cfs
Di5charge witM1in the Gulter 5ection W 4.= 5.]2 cts
Discnarge Behlnd t�e Cu�b Pace Oe��k=� 0.00 c�s
Slreel Flow Area A.= 5�.05 sq p
Slreel Flow Velxiry V.= 4.05 Ips
Water Oepih(or Design Condltion tli«u= 1d:3 inches
Grota Analvsis ICalculatetll
� Tolal LenqiM1 o(Inlet G2te Opening L= � fl
Ralio o�Gra�e Flow to Desiqn Flow Eo�y�.E_
Untler NOClogging Contlition
Minimum Velwiry Where Grale Spash-Over Begins Ve= fps
Interception Rate of Fmmai Flow R�_
In�ercep�ion Rate o!Side Flow R,_
In�ercaplionCapdciry 4,= cfs
Under Clogging Condition
CloggingCceRlcient�orMWtipleunllGrdlelnle� GateCcef= �
Clogging Factrn for Mvlliple-onil Grzte Inle� GrateClog= � � �
EHeclive(unclogged)Lenglh oi Mul�iple-unit Grate Inlet 4= ft
Minimum Velocity W�ere Grdte Spash-Over Begins Vo=. �ps
Inlerce0�ion Rale of Rm�al Flrnv Rr= �
Inlerceptlan Re�e o�Sitla Flow R.=
Actualin[ercaption Gapaciry 0.= WA c�s
Carry-0ver Flow=�,-0,(�o be applietl�o<urb opening a nexl tl/s Inlep �e= N/A ds
CurborSlotletllnle[O anin Anal sis Calculated
Equivalen�Slope S.(based on gate farty-over) S.= O.OI]9 iVft
Required Length L.�o Have 100%Interceplion Lr= 28.]5(t
Under NOCloggln9�ontll[ion
EHec�ive Lenglh of Curb Opening or Slouetl Inlet(minlmum o�L Lr) �= 5.00 it
In�erceptianCapaciry 0�,= 5.94cfs
UnAer Clog9ing Gontli[ian
Glogging CceRcienl GuNGce�= 1.00
Clogging Faclor for Multiple-uni�Cum Opening w Sloltetl Inlei Cur�Clog= � 0.10
EHective(Unclogqetl)Lenglh �.= 4`���
cNalln[ercaption Capacily 0.= 5.08.cts
Carry-0var Flow=� �MrE�-0, �e= 15.0]ch
Summa
oUl Inletlnterceptlon Gapaciry p= 5.39 c(s
Tolal Inlel Carry-0ve�Flow(ilow bypassinB��let) �e' 15.D1 c1s
. CaPNroPercend9e=OJ�= CY.= t6.4X
UO-InIe40PA1 8 DPA2.7-MNOR.xIs,Inlet On Gratle 5/1/2006,2:43 7M
INLET ON A CONTINUOUS GRADE
Pmject St.Vnin �
. Inlet ID: DPA3 M(nor Stonn Tvpe R Inlet
{'—Lo(C)—,�
M-Curb �
H-Verl —
Wa
W ,�
W P\ — —
�f
-r—Lo(G)
Uesi n Intormation In u[
Type ollnlel Type=CDOT Type R Cur�Opening
L0C21Depresslon(e4ellionalacontinuousgunereevressron'a'Imm'�-A�low) a�p�p�= 301ncM1es
Total Number of Units in ihe Inlet(Grale or Curb Opening) No= 2
Leng�p o�a Single tJnil Inlet(Grale orCurb Opening) �,= S.pp p
Witllh ai a Unit Grate(cannol be grealer Nan W(mm p-Allarv) W,= WA It
Clogging Factw (w a Single Unll Grele(lypiwl min value=0.5) CrG= WA
ClogBing Fatlor(ora Single UnilCur�Opening pypicalmin.value=0.1) CrC= 0.10
Waming 5[reetHVEraufcslCalcula[etll WARNINGOISGREATERTHANALLOWABLEOFORMAJORSTORM
DesignDischargefmHalfoBVeet��romQ-Peak) Q,= A2.90cfs
walerSpread WitltM1 T= 2]0 fl
Wa�er Depib a�Flowline(ootsltle oflocaldepression) 4= A1 Incbas
Water peplh el SVeet Grown(or a�T�) tl�qW„H= 03 Inches
RatiooiGUVerFlowto�esignFlow Eo= 021�
Disc�arge outsitle�he GuVer Sectim W,carrietl in Sec�ion T, �,= 3381 cfs
Dlscbarge w�thln iM1e Gutter Sec�ion W Q,= 9.31 cfs
Discharge Behintl�he CuN Face Qea«= 0.00 cfs
Street Flav Area A,= 8.03 sq(t
SVeet Flow Valxiry V,= 636(Os
Water Dep��for Deslgn Contli�ion tl�au= 11]inc�es
GrataAnal sis Calculatetl
• Total�anglh of Inlel Grale Opening L= fl
Ra�io of Grate Flow to Design Flow Epc�rE_
Untler Notlo99ing Contlitlon
Mlnimum Velwlry Where G2te Spash-Over Begins V,= fps
In(erceplian Rate ot Frontal Flow R�=
Interception Rate of Sitle Flow q�_
InlerceplionGapactty 0,= ds
Under Clogging Contlition
Clogging CoeHicienl for MvlLple-unit G2te Mlel GrateCoe�_
Cloqging Factor for Mulliplewnit Grale Inlet 6rdteQog=
EHedive(uncloggetl)Lenglh of Mulliple-unit Grele Inlel I.,= ry
Minimum Velocity Where Grate Spas�-Over Begins Ve= fps
Inlerception Ra�e oi Fmntal Flow R�=
Inlerceplion Ra�a o(Slda Flow R,_
A<[ual Interception Gapaciry Q,= ry�q�g
Carry-0var Flow=Oe-O,(to be applied to<orb opening or nexl tl/s inlel) Qe= N/A ch
Curb or Slottetl Inlet O enin Anal sis Calculated
EQuivalen�Slope 5,(basea on q2te wrtyover) 5,= 0.0648 iV�t
Reqviretl Lengih L.to Have 100%Inte¢eption Lr= 4)59 it
Untler No-Clogging ConEitlon
EReclive LengN o(Curb Opening n Slolted Inlel(minimum of L,Lr) L= 1000 fl
Intarce0�ionGapacity Q= 1A.85cls
Untler Clogging Contlition
ClogqingCcefllciem CuNCcef= 125
Clogging Factor for Multiple-unit Gwb Openin9 or Sloltetl Inlel CwbCloq= 0.06
EHective(llncloggea)Lengih L,= 9.38 It
ACNaIInlarceptionCapaciry Q,= 1C.01 c/s
CarryOverFlow=� �p��-0, �= EB.81 ds
Summa
otallnletlntarceptlonCapa<ily Q= 1d.01 cfa
Tatnl Inlel Carty-0ver Flow(tlow bypassing Inleq �s= 28.89 cfs
� CaPNrePerconfa6a:���' C•/.= J2.TY.
UD-INet-OPA&MAJOR.xis.Inlet On Grade 5/iR008,225 PM
INLET ON A CONTINUOUS GRADE
Project: St.Vrain
Inlet ID: DPAB MAJOR Storm Tvpe R Inlet � �
� �—�o(G)�f
H-c�ro
j H-Ven —
wo �
Wp � ��
W —��
�
_--�(GI
Oesi n Informatlan In ut
Type o/Inlet Type=CDOT Type R CuN Opening
LwalDepression(aGtli�ionanomntlnuousgunereepression'a'�mm'o-AIioW� a�«ni.= 30inches
Tolal Number of Units in Ihe Inle�(Grdte w Curb Opening) No= 2
Lengih ol a Single Unit Inlet(Grate w Curo Opening) b= 5 pp ry
Wltllh o(a Unn Gate(wnno�be greater Ihan W Imm p-Allow) Wo= WA fl
Clogging Faclor for a Single Vnit Grate pypical mm.value=0.5) CrG= N/A
Clogging Factor/or a Single Unit Corb Opening(lypical min.valoe=0.1J GC= 0.10
Warnin9 S4eet Hvtlraulics ICalculatetll WpRNING�IS GREATER THAN ALLOWABLE O FOR MINOR STORM
�esignDischarqetorHalto(Streat(fromQ-Peak) Oo= 35.10cts
WaterSpreatlWidlh T= 250k
Water Depih at Flawline(outside ol loral de0ression) tl= 8.0 inches
Weler DepN at Street Crown(or at T�x) dcaavx= OD inchas
RaGo of 6ulter Flow to Design Flrnv Eo= 02d6
Discharge outside�be Gu�ter Section W,rarzietl In Section T, p,= yg gq�{s
Discharge within Ihe GWter Sec�ian W �„= B.TI.tls
pisc�arge Behintl ihe CurO Face Qe.cx= 0.00 cfs
SVeetFlowArea A,= 6s1 sqfl
Slreei Flow Veloci�y V:= 557 fps
WaterDep�hfwDeslgnCondl�ion d��= tLOinc�es
GreteAna sis Calculated
� Tolal Length of Inlet Grdte Opening �- . p
Ratio of Grate Flmv to Design Flow Eacu*e=
❑nder NoLlogging Condition
Mlnimum Velocily Where Grate Spash-Over Begins Vo= fps
Interwption Rate ol Fiontal Flow p�=
In�erceptlon ftale o(Slda Flow R�=
In�ercep�ion Capacity p,_ � � �{s
Untler CIOB9��9 Contlillon
Cloqging CoeHicient for MWtiple-unil Grale Inlel GateCcef=
CloqgingFadw�wMNtiple-unitGra�elnle� GrateClog= �
EHec�iva(unclogBed)LengtM1 of Mutllplaunit Grdle Inlet
4_ re
Minimum Velociry Where Gate SpasM1-0ver Beglns Vo= � � ��fps
Inlercepiion Rate oi Frw�al Flow R�=
Intercep�ion Rale ot Sitle Flow R,_ �
ACWaIlntercep�ionCapacily q�= �ry/p��g
Carry-0ver Flow=Oe-0,Qo be applietl la curb opening w nex�4/s inletJ Qe= � NtA�cfs
Curb or SloMed Inlel Ooenina Analvs's ICalcvlatetll
Equrvalenl Slope S,(basetl on grdte cartyuvep S.= q01W fVp
ReQuired Lengl�L�to Have 100%In�erwp�ion �r= . yj�;�y(�
UnEer NOClog8��9 Contlition
Eflettrve Lenglh of CuN Opening w SloVee Inle�(minimum ol L,Lr) L= t0.00 fl
Inlerceptlon Capacity Q,= 13.OB ds
Untler ClogBing Condilion
QoggingGoefficient CurbCoet= 125
Clogging Factor(w Mul(iple-unil Gurb Opening or SloVed Inlet GurbClog= 0.p6
E(fec�ive(Unclogged)Length L= g,3g ry
AcNal Intercepllon Capaclry p,= �Z,yy�(y
Garry-0ver Flow� p�7E-0, ps= y;;�g�/g
Su�
TotallnletlntercepHonCaOaeiN Q= '11.Y1de
Total Inlat Ca�ry-0var Flaw(flow bypassln91n1eQ pe= yy,�6 cfs
. CapturePercen�a9e�Q��a` C%= J{.B�Y.
UO-InfehDPA6-MAJOR xls,Inlet On Grade 5/1/2006.231 PM
INLET ON A CONTINUOUS GRADE
Prqect St.Vnin
. Inlet ID: DPAZ1 MAJOR Storm Type R Inlet �
,�—La(C�—x
H-Curb
H-VPh _ \�
\ _ _ i
W
WP -
. -���
� Lo(G�
_ : 4
Desion In7ormation IlnouO
Type o(Inlel Type=CDOT Type R GoN Opening
LCC31DepRssion�atltllllonalbconlinwusgunertlepression'd'Irom'O-AIIOW� a�p�µ= 3.OIOCh¢s
Total Num�er ot Units in t�e Inlet(Grata or Curb Opening) No= 3
Length ol a Single Unil Inlet(Grale or Cur�Opening) �,= 5.00%
Witl�h o(a Unit Grate(cannot be greaier than W imm p-Allow) Wa= N/A f�
Clogging Factor (or a Sinqle Umt Grale(lypirel min_value=OS) CrG= N/A
Clogging Faclor lora Single Unit Curb Opening(typical min.value=0.1) CrC= 0.10
Waming StreatH draulics Calculatetl WARNING: ISGREATERTHANALLOWABLE FORMINORSTORM
Design Discharga for Half o�Sneet�fmm QPeak) Oa= 2].50 cfs
WaterSpreatlWitlih T= ?4.9f1
Water Deplb a�Flowline(oWstle o(loral tlepresslon) tl= ].9 inches
Water Oep�h at SVeet Crown(or at T�x) tica = 0.0 inches
Ra1io of Gu�ter Flow to Design Flow aEe= � 024]
OiscM1arge outside t�e Gulter Seclion W,rartied In Section T, p,_ � 20.71 cfs
Dischargewit�InlheGuVer5ectionW Q„= 6]9c(s
Dlschar9e Behintl Ne Cur�Face Oeecx= 0.00 c/s
Slraet Flow Area A,= 6.34 sq(�
Sireel Flow VelOcity v,= 4.34 fps
Wa�er Deplh iw Design Conoition tlioui= f0.8 inclies
Grate Analvsis ICalculatetll
� Tolal LengN of Inle�Grdte Opening L= �t
Ratio of G2�e Flow to Design Flow Escru.E_
Untler NoClog9ing Condition
Minimum Velocity Where Grate Spash-Over Begins Ve= fps
In�ercep0on Rale o(Fr«ital Flow R�_
Intemepfion Rate o(Side Flow R.=
IntercepGonCapaciYy 4,= c�s
Under Clogginq Contlition
Clogqinq CoeRlciem�or Mulliple-uni�Grate Inle� GroteCcet=
Cloqging Facta�or Mul�iple-unit Grate Inlet GrdteClog=
EKeclive(unclogged)Leng(h oi Multiple-oni�Grale Inlet �.= h
Minimum Velocily Where Grate SpasbOver Beqins V,= !ps
Interception Rate oi Frontal Flow Rr= �
Inlerceplion Rate of Slde Flow R,_ � �
ACWaIlntercepOonCapaciry 0.= � WAc(s
Carry-0ver Flow=Q,-0.Oo�e applietl m cur�opening or neat d/s Inlep Qe= WA cts
CurborSlotletllnle[O enin Anal ss Calwlated
Equivalenl 51ope S,(based on g2te wrry-over) S,= 0.0]10 iVfl
ReQuiretl Lenf�L�to Have 100%Interceptlon 4= 34_4d t�
Under NoClogBing Contlitlon
ERec�ive Length of Gurb OOening or Slo�tetl Inle�(minimum of L,L7) L= 15.00 fl
Inlerceplion Wpaciry Q,= 1].68 cfs
Untler Clogging GonOition
Clogging CceRcienl CurbCoef= 1.31
Clogging Faclor for Multiple-uni�Gurb Opening or Slovetl Inlet Cur�Clog= 0.0a
EHeclive(Unclogged7 Lenqth �._ �4��n
AcNal IntarcapHon Capaciry �.= 11.07 cfs
Carry-0ve�Flow=paaert-0, �e' 10,4Jc1a
Summa
ofallnletlntarceptionCapa<Ily 4= »����`+
obl Inlet Carry-0ver Flow(ilow bypaasing Inlet) Oe' 10.4]cls
. GaPtureFercenta9e=0JQ' CX� 82.1 %
UD-InIet-OPA7-MAJOR xls,Inlet On Grade SIi12006,237 PM
INLET IN A SUMP OR SAG LOCATION
Project= SL Vrain
Inlet ID= �PA8.7 antl DPA8.2 MAJOR Stortn Type R Inlet
� �Lo(C)—K
H-Curb
H-Verl
W � %
W P �
��
��lGl
Desi ninformati n In ut
Type o(Inlel Type=COOT Type R CUN Opening
LocalDepression�a�tlitlanaltocontinuousguttertle0�essian'a'hom'Q-AIIoW) a�y= 3.W IncM1es
Num0erofUnitlnle�s(G2tearCur�Opening) No= 4
Gra�e Informallon
Lenglh ol a Unp Grate L,(G)= NIA feel
WiOihotaUni�62[e Wo= NlAteel
AreaOpeningRatio(oraG2le(Iypicalvaluesd.i5A.90) A„�= N/A
GloggingFactorforaSingleGale(IypicalvaWe0.50) C��G�= WA
62�oWeirGoeRclent(rypicalvalua300) C„ �G)= NIH
G2�eOn4ceCoeRiciem(rypicalvalue06�� C,IG)= N/0.
G�rb Opening Infwmation
Lengl�ofaUmYCurbOpening Le(C)= 500(eel
Heig�i of Venical CurO Opening In Inches H„,�= 6.00 inches
HeigMoiCuNOnfceT�matlnlnches Hu,e..= 5.95inches
AngleotThmat�5eet15DCMFigure5T-5) Thela= 634tlegrees
SideWld�nforDepressionPan(lypit'allythegutlerwitlihof2teel) Wp= 2.OOfea1
CIogB�nBFac�oriora5ingleCUNOpening(typicalvalue0.10) C�(C)= 0.10
CurbOpeningWeirGoefliciant(typicalvalue230.3D0) C„.(G)= 2.30
Cwb00eningOnflceGoeKcient(typicalvalve089) Ce(C)= 061
Resullin GutterFlow�e NforGratalnletCa aci ina um
Clo9gmgCoeffcien(forMWtiplellniLs Coef= N/A
� CIo99in9 FaGor�oe MUItiPle Uni�s GI09' N/A
Grate As a Wei�
Flow Dep�M1 at Laal Depression wit�oul CIo99ing(0 cis grate,51 2 tls curb) d,„= N/A inches
TM1isRowllsetllorComOinationlnletsOnly d�,,,d,,,,= N/Ainches
Flow DepN at local Depression wlt�Ciogging(�cts g2te,51 2 cts cuN) y,= N/A inches
This Row Usetl�or Combination InleLs Onty �au= N/A inc�es
Gra[e As an Or'iTce
Flow�ept�atLocalDepressionwit�oulClogging�Ocisg2te.512clscurb� oe= NlAincM1es
Flow DepN at Local pepression wi��Clogging(0 ch g21e,51 2 cts mrb) 4„= N/A inc�es
ResNting Gutler Flow DepN OutsiEe of Lool Oapresslon d..a.m` NIA inc�es
R IC G M FI D Ih( C 60 I I 1 tG 'NI S
CIo99inqGoeKcien��orMUltipleUnlls Cae�= 193
CloggingFactoriorMWtipleUniLs Qog= 0.03
CurO as a Weir,Grata as an Orlflce
FlowDepNatLocalDepressionwil�outClogging�Otlsgrdte.512ciscur�) 4„,= 1289inc�es
Flow�ept�a�Local�epression witM1 Clogging�0 cis grate,51 2 ds cwb) d,.= 13.18 incM1es
Curb as an Otlf¢e,Grate as an Odflce
Flow�eptM1 at Local Depression without Clagging(0 ds gate.51 2 cfs curb) da= 73]3 inc�es
Flow Oepl�al Lowl�epresslon vnlh Clogging(0 tls grdte,512 cfs ar�) �d= 14.W inches
Resulting Guller Flow Depth Outsitla of Local Dapression 4s.,e= 11.30 Inches
ResW�ant Street Contlitlons
Total�nlelLengN L= 200fee�
Totallnle�ImerreO�ionGapaciry(�esignDlsc�argafrom0-Peek) p,= 612cfs
Warning 5 Resultant Gutter Flow Dept��basetl on shee�Q-Allow geomelry) tl= iL50 inches
Waming 6 Resultant Sheet Flow Spreatl(basatl on sheet p-Allow gaomatry) T= 2'/A feeU TJAax
Resultant Flow Dapt�at Mazimum AllowaEla SOreatl d�eo: 3d3 Inches
Warnm9 5'.Gutter Ilow tlepro Is greater than t�e 6lncba5 allowed for t�o MINOR STORM�sae sheet'Q-Allow')
• Wamin9&.Flow sPreae exreetls maximum s[ree�crown aistance Plow tlePt�at crown is dd inc�es.
UD-InIe60PA8.1 8 A8 2 MAJOR xls,Inlel In Sump 5/1I2008,3'05 PM
INLET ON A CONTINUOUS GRADE
Project 51.Vrein
Inlet ID: DPA15d MAJOR Stortn Type R Inlet
• �Lo ICI�
H-Gu�b
H-V2/1 --
Wp \WO -
�
W ��
��
� -- La(GI
Desi n InformaHon In u[
T}qe al lnlet T}qe=CDOT Type R Curb Opening
Local�epression�aeeltiona�mcominuousgunereepression'a�mm'p-n��ow) a�«n.= 30inches
Total Number oi Uni�s in the Inlet(Grate or Curt Opening) No= 2
lengtM1 o(a SIn91e Unit Inlel(G2te w Curb Opening) L,= 5.00 f1
WItltM1 o(a Unil Gra�e(canno�ba grealer�M1an W(rom Q-Allow) Wa= WA ft
Clogging Factor(ora Single Uni�G2te(lyyical min.value=O S) C�G= WA
Gogging Fac�or lor a Sinqle lJnit Curb Openinq(typical min.value=o.t) CrC= 0.10
Warning Shee�H draulics Calcula[ed WARNMC ISGREATERTHANALLOWABLE FORMINORSTORM
Design Discharge lor Half of SVeet(from Q-Peak) Cl,= 3110 cfs
WalerSpreatlWlMh T= 209fi
Weler Deplh at FlowGna(ouLsids o�local�epression) tl= ]A�Inches
Water DeO�h at S�reet Cravn(or a�T�J d��u= � � 0_0 inches
Ratioo(GutterFlarvlo0esignFlow E,= 0298
Dtscnarga oWsttle 1ne GWter Section W,qmeo m Saction T, �,= 14:82 cts
Discharge mihin�he GuVer Section W Q„.= 629 c(s
Discharqe Behlnd Ihe Cur�Face �eax= � 0.00 ds
Sireet Flaw Area A,_ �:4,52 sq tt
StreetFlowVelocny V,= 9.Wtps
Wa�er pep�h tor pesign Condltion tl�«u= �10.0 inches
GrataAnal sis Calculatetl
. Tolal Langltt oi Inlel Grele Opening L- ❑
Ratio ol Gra�e Flow to Design Flow Eoca<re=
Untler NOGlogging ContliHon
Mlnimum Velocily Where Grate Spa5M1-Over 8eqin5 Ve= ips
In�ercep�ion Rate N Fmntal Flow R�_
Interceplion Rale of Sitle Row R,=
InterceplionCapacily �,= cfs
❑nder CIo88��9 ContliHon
Gloqging Gce�ficienl fn Multiple-unit Grdte Inlel GateCoef=
Clogging Pactorfa MWtiple-unl�Grale Inlel GrateQag=
EReclive(uncloggetl)Length of Multiple-unil Grate Inlet L,_ ��°k
Minimum Velociry Where Grdte Spash-Over Begins Ve= � � fps
Interceptlan Ra�e of Fmn�al Flrnv R�=
Interceplion Rale ol Sitle Flow R,_ �� �
ACNaI In[erception Gapaciry O._ � NIA c(s
Carry-0ver Flow=Q,-O,(�o be applietl�o curb opening a next d/s inleQ py= � � NIA�ch
Curbor5lotledlnlel0 enin Anal sis Calculatetl
Equivalem Slope S.(basetl on g2te wrtgover) S,_ � 00815 futt
ReQuirea LengiM1 L.to Have 100%Interception Lr= 31.55(t
Ilndar NOClogging Contlltlon
ERective len9th of Gurb Opening or Slatletl Inlet(minimum of L Lr) L= 10.00 fl
InterceptionCapacity Q,= 1o.48cfs
Under Clogging Contli[lon
Ciog9ing Gcettidem GurOCcef= 125
Clogging Factor lor MWtiple-unil Gurb Opemng n SlaVetl Inlei CurbClog= 0.06
Eftective(Uncloggetl)length �.= 9.38 H
Acmal Interception Capaciry �,= 9.92 ds
Garry-Over Flow•O oanre-O, �e' 9�49 c�s
umma
ofallnletlnterceptionCapaciry O= 9.92cfs
TOUI Inla�Carry-Ovar Flow(flow bypasslnB��let) �e' 17.78 cia
• CaPdraPercenla9e+OJo.' C%= 67.0Y.
UD-InIe4DPA15.bMAJ0R.xIs,Inlei On Grade 5/1I2006,3:00 PM
INLET ON A CONTINUOUS GRADE
Project SL Vrain
• Inlet ID: DPA18 MAJOR Stotm Type R Inlet —
¢--Lo(C)--�
H-Cor� "� __"__..—
H-Ven � � \W� °
� �
W \ �
W �V �� �
— —'�---Lo(G)
Desian IntormaUon Ilnou[I
Type ot Inlei Type=WOi Type R CvN OOenin9
Lacal Depression(aatliimnano mnnnuous guner aepression'a�mm'p�anow� aiocai= 3A inc�es
To�al Number of Uni�s In Ihe Inlet(Gr31e or Gu�b OpBning) N0= 2
Lengt�ofa Single Unitlnlet(Gra�e or Curb Opaning) I.a= 5.00 ft
Witllh ot a llnil Grola(canno�ba grea�er Ihan W tmm Q-Allow� Wo= WA�t
Clogging Factor br a Single UnitGrate pypical mm.value=0.5� CrG= WA
Qogqing Factorfora Single Unit Cur�Opening pypicalmin.value=0.1) CrC= O.ID
Wsrn�n3 SUee[HvtlraulicslGalcula[etll WAftNING:415GftEATERTHANALLOWA6LEQFORMINOR5TORM
OasignOiscM1argetorHalfot5Veet�from0-Peak) Oe= 26.]Oc(s
Water5preaaWitltM1 T= 1]D�t
Water Depih dl Flowline(outside oi local tlepression) tl= 6.0 Inc�es
Weter Deplh a15Veet Grown(or a1 T�x) ticaavu= 0 0 in<hes
Ratioo(GUIterFlowtoDesignFlow Eo= 03fi9
Dlsc�arqe outsitle tha GuUer Sedion W,camed In Section T, p�= 16.86 cfs
Discharge withln Ihe Gutlar Saction W Q„= B.BB cfs
Disc�arge BeM1ind 0e Curb Face �eeck= 0.00 cfs
Street Flow Area A,= 3.06 sq fl
Simet Flow Velociry V,= 8]4 ips
Wa�erDep�hforDesignContlition d�ap�= 9.0lnc�es
Gra[eAnal sis Calculatetl
• Total Leng�h of Inlet 6rdle Opening L= fl
Ratio of Grate Pow to Deslgn Flow E,oru.E=
Untler NoLlo99i�9�ontlition
MinimumVelxityW�ereGrale5pasROverBegins Vo= Ips
Interception Rale of Frontal Flow R�_
Intemeptlon Rate ot Sltle Flow R,=
InterceptionGapacily 4,= cfs
u�ae.aos9ma co�mao�
Clogging CceHicienl�ar Mul�iple-uni�Grdte Inlet GraleCcet=
Clogging Factor for Mullipleunit Gate Inlet GateClog=
EReclive(unclogged)Lenglh of Mulliplevnil Grale Inlet L,= it
Mlnimum Velocily Where G21e 5pash-Over Beqins Vo= ips
Interception Rale of Frontal Flow Fy=
Imerception Ra�e of Side Flow R,_
FCWaIlnterceptionCapaciry p,= N/Acfs
Carry-0ver Flow=p,-O,(to be applietl lo curb opening or next dls Inlel) op= WA cts
Curb er Slotted Inlet enin Anal sis Calculaletl
Equivaiem Siope S.(based on q2te carry-over� 5,= 00964 fvf�
Required Lengih L.to Have 100%Intemeption L,= 49./5 it
Untlar No�Glogging ConEition
EReclive Lenglh of CUN Opening ar Sb�tetl Inlet(mimmum of l.L.) L= 10.00(t
Intercep�ion Capacily Q,= 8.98 ds
Untler GIo99ing CondiOon
CloggingCceHicien� CuNCce(= 125
Qogqing Factor br Mulllple-unil Gur�Opemng w SloVed Iniet CuNClog= 0.08
EHective(Uncloggetl)Leng�h L.,= 998 ft
cNal Interceptlon Capaciry 0,= BA9 cts
Carry-OverFlow=pp�p���-O, Oe= 1EIScfs
S mma
otal Inlet Inte�captlon Capacity O= 8.4]cfs
ofal InlatCarry-Ovar Flow�0ow Eypassin9 inlaq o�- 18.2]ds
• CaP�rePwcanbga=�J�e= C'/.= 11.]•/.
UD-InIePDPi6-MAJOR.xIs,Inlel On Gratle SI26I2006,2�.01 PM
INLET IN A SUMP OR SAG LOCATION
Project= SI.Vrain
Inlet 1O= DPAtB MAJOR Stofm Type R Inlet
� .r- Lo(Cl—T —
H-Curb
� H-Vert — —�—�
w \�
W� V�
.- _
�_.
y��-t--_��o1Gl '
Desian In�ormation IlnouB
Type of Inlet Type=GDOT Type R Curo Opening
Localpepression(atltliiionalmcon�inuousgui�ertlepression'a'trom'O-HII0W) a��= 300Inc�es
Num�eroNnlllnle�s(GrateorGurbOpening) No= 3
Grate Intormation
LenglM1ota�nitGrele Le(G�= NlAteet
Widlh of a Unil G2�e Wo= N/A(eet
Area Opening Ratlo fora G21e(typical values 0 15A.B0) A�a�= N/A
CloggingFactor(ora5ingleGrale(ryplcaivalue�.50) Cr(G�= Nlq
G21eWeirCoefllcienl(ryplcalvalue300) C„ (G�= N/H
GateOrffiwGoeff¢iem(typicalvalue0W) Cp(G)= N/A
Curb Opaning In(mmation
LengihofaUnitCuNOpening 1„(C)= S.00tee�
HeigMONenicalCuroOpeningmincbes H,�„= 6001ncM1es
HeigMofCurDOn6ceThmatinlnches Ha,�= 5951nc�es
AngleofTM1roat(seeU5DCMFigure5T-5) Thela= fi36degrees
SitleWidl�lorDeprassionPan(�ypicallyt0egunerwitlihoi2feep WP= 2.00faet
CloggingFadorforaStngleCuroOpening(rypicalvalue0.1�7 C�(C)= �.10
CUNOpeningWairCoe(6cienl(Iypicalvalue230-3D0) G„(C)= 2.30
Cur�OpeningOnfiwCoeffcient(typicalvalue0SJ) Co(G)= 0.6]
Resultin Gutter Flow Oe t�for Grate Inlel La aci in a Sum
CloggingCoefBcientforMNtipleUniLs Coe(= NlA
� CIo98ing Facmr for MUItiPle Uni�s CIo9= N/A
Grate Ac a Weir
Flow Dep�h a�Lowl�epression vnlhoW Clogging(0 c(s yrate,2].1 cts cur0) M= NIA Inc�es
ThlsRowU5e4�orCom�ina0onlnletsOnly tl�,,,e.,,,= N1AInc�es
Flow Depth a�Local Depression wilh Clogqing(0 cts gaie.29 1 cfs wrb) Q,.= NIA Inc�es
TM1isRowUsedlorCom�inationlnle�sOnly tla,�= N/Alnc�es
Grate As an OdOca
Flow OepN a�Local pepression wi1�oW Qogging(0 c(s grdte.29.1 ds curo) tlo= NIA inches
Flow Depth at Local Depression vn�h Clogging(0 cis gale.2].i cts cu�b) de,= NlA Inc�es
Resulling Guttai Flow Depfi Outsitla of Local Depression tl,..o,n,= NIA incM1es
Rasult'na Gutter Flaw Deoth for CurE Ooanlna Inlet CaoaciN in a Sumo
CloggingCceRcienlfarMUltipkUnits Coef= 131
CloggingFaclorforMNtiDleUnits Clog= 0.04
Curb as a Wair,Gnm as an Odfce
Flow Depl�at Local�epression witM1out Clogging(0 cfs grdte,2).1 cfs curb) d�,= 1022 Inches
Flow�epth at Locai�epresslon wiN Clogging(0 cfs grate.2].t ds curb7 d„,= 10 53 Inrnes
Curb as an Oriiice,Grate as an Orilice
Flow�epNalLocalDaprassionwflhoulCiogging(0cfsq2te.D.lcfscur�) tla= 81]Inches
Flow Depth at Loral Depiesston wit�Glogging(0 c(s grate.2].1 cis curb) tl�,= 8.69 inenes
Resulting Guttar Flow�ap[�Outsitle of Lxal Depression tl..�„e= 5.69 incM1es
Rasultant SVe¢t Contlitlons
TotallnletLenB�n L= 150feet
To�al loiet In�erception CaOaciry(�eeign Disc�arge(mni O-Peak� �,= 2]? cfs
Resultant Gutler Flow Depih(basatl on sM1¢at 0-Allow geom¢try) tl= 5.89 inch¢5
Resultlnl Street Flow Spnatl @aseG on sheet O-Al/ow geometry) T= 15B feet
ResulWnt Flow 0ept�at Maximum Allowabla Spreatl esv�.o' 0.00 Inc�es
.
UD-In1e4DPA18-MAJOR xls,Inlel In Sump 5/1620W,9.33 AM
INLET IN A SUMP OR SAG LOCATION
Prqect= St.Vrain
Inlet ID= DPA�9 MAJOR Storm Type R Iniet
� �Lo(C�--d
H-Curb H�Vert
�L �
WP '-�_\� _ __
W �_�
��
� ���lo l��
Desi n Informallon In ul
ype of Inlet Type=WOT Type R Cur�Opening
LocalDepression�aaditionaltocontinuousguvertlepression'a'tmm'p-NIioW� a,,,�= 3.OOinches
NumberotUnitlnlels(GrdteorCuNOpening) No= 1
Grate In(ormalion
Leng�h o(a Unll G2te Lo(G)= N/A fee�
Witlth of a Unit G2te Wv= NIA feet
AreaOpeningRalioforaGrztepypiwlvalues0.15-0.90) A�vo�= N�A
Clogging Factoriar a SlnBle Grdte(lypical value 0.50) Gr(G)= NIN
GateWeirCoeR¢ieniQyyiwlvalue3.00) C., (G)= NIA
GrzteO�ceCoelf¢lem�typiolvalueo69) Ge(G)= NIA
Gorb Opening In(orrtu0on
length oi a llnit Curb Opening L„(C)= 5.00 feet
Heigh�oNetlicalCuNOpeninginlnches H,e,= 6.OOincM1es
Heg�lofCurtOnficeThmatinlnc�es Hn„�,= S951nc�es
Nngle ofTM1rwl(see USDGM Fiqore ST-5) Theta= 63 a degrees
SitleWiat�for0epressionPan(rypicaltytheguuerwial�oRfeep Wp= 200(eet
Gogging Facmr tor a Single Cur�Opening(lypical value 0.10) q(C)= 0.10
urbOveningWeirCoefficieniQypicalvalue230300) C„�C�= 2.30
Cur�OpeningOnfiwGoefficienl�rypicalvaWe06l) Co1C)= 0.6]
ResulOn Gutler Flow De [h for Grate Inlet Ca aci in a Sum
ClaggingCoeRicieniforMUltipleUnits Caef= N/A
� Qo99ingFactorforMWtiPleUnits Go9= NIA
Grata As a Weir
FlowDepibatLocal�epressionwithoutClogging(Oc(59��e.59cfscur�J d„i= WAlnches
iM1is Row llsea forCombination Inle�s Only d�„e,,,,= NIA incM1es
Flow Depth al Local Depression with Clogging(0 tls gate.5.9 ds curb) Q,.= NIA IncM1es
iM1is Row UseO(or Combination InleLs Only a,,,,p.�= N/A Inches
Grata As an OriOce
Flow Deplh at Loral Depression vnt�ou�Glog9ing�0 cfs g2te,5 9 ds cuN) do= N!A inches
Flmv Deplb at�ocal Depression with Clogging(0 ch gale,5.9 cfs aN) tld= NfA inches
Resultlng Gulter Flow�epth Oulsitla of Local Depreesion d.u.n= NIA IncM1es
Re5Wlin GVLLerFlowOa t�for urb0 enin InletCa acl Ina5um
CloqgingCoeifcieniforMUltipleUmts Coef= 100
Glogg�ng Factortor Mulliple Units Clog= 0.10
CurE as a Welq Grala as an Ori{ce
Flow�eplh at Local Depression wi�hoat Cloqqing(0 cfs gate 59 cfs cuN) d�,= 5.36 Inches
FlowDep�hatlocalOepressionvd�hClogging(0dsgrdte.59ctscuN) 4,= S.SBinches
Curb as an Otlfica,Gnte as an OrHiro
Flow DeptM1 al Local�epression without Clagging(0 ds gaie,5 9 cis mrb) de= 5�1 inc�es
Flow�eplh a�Lowl Depression wit�Clog9inq(0 cfs g2�e,5.9 cfs curb) dd= 5.56 inches
Resulting Gutler Flow Depih Ou[si0e ot Local Depresslon tl�,,,e= 3:5B inches
Resultant Shaet Lontlilions
Tolallnle�Lengl� L= SO�eet
TolallnlellnterceplionCapacity(DeslgnDlsc�argefrom0-Peak) �,= 5Hefs
ResWtanl Guper Flow�epN(Gasetl on zheal Q�Allow geomaVy� tl= 7.58 inc�es
R¢sulWnt SVae�Flaw Spreatl�basetl on sheet O�A/low gaometry) T. 3,g hat
ResW�aniPlowDepNatMaslmumAllowable5preatl tl�,�= O.OOinc�es
�
UD-InIe4DPA19-MNOR.xIs,Inlel In Sump 5/1/20W,3�.09 PM
INLET IN A SUMP OR SAG LOCATION
Project= St.Vrzin
Inlet ID= DPA20 MPJOR Stortn Tvpe R Inlet
• �Lo IC)—M
H-Curb H-Vert —
W
W
WP _
�
-.�o lGl
oesi n In�ormauon in ut
lype of Inlet Type=CDOT Type R CuN Opaning
LocalDeO�ession(atltli�ionaltocon�inuousgut�eraepresslon'a'tmm'Q-AIIOW) a�y= 3.OOincbes
Num�er o�Unit Inle�s(Gale o�Curb Opening) N�' �
Grata Inbrmatlon
Lengt�ol a Unit G2te lo(G)= N/A feel
Widl�otaUni1G21e We= N/A�eel
Area Opening RaOo for a Grale(typical values 0.15-O.BO) Q�,co' ��A
CloggingFactorfora5ingleGra�e(typicalvalue050) C��G�= NIA
GrateWertGoeffioent(Iyplcalvalue3007 C�(G)= N/A
Grate Orinw Coefficlen�pypical value o e]) Co(G)= NIA
Curb Opaning Information
LengtM1 of a Unl�Curt Opeoing La(CJ= 500 teet
HeigM1t ot Venical CuA Openinq in Inc�es H�n= 6.00 inches
HelgMofGuNOnfceThroatlnlncltes Hn„�= 595inc�es
Angie ofT�mat(see USDCM Figure ST-5) TM1eta= 63 6 degrees
SitleWitlNforOepressionPan�typicallylM1eqWterwitliho(2fee1) Wo= 2O0fee1
CloggingFactor(oraSinqleCurbOpening�rypicalvalue0.10) C��C)= 0.10
GUNOpeningWeirCoe(ficient(rypicalvaWe230300) G„(C�= 230
CuNOpeningOnficeCoeRiclenl(rypicalvalue06]J Ce(C�= O6l
ResW�in GutlerFlowDe thbrG�atelnlelGa acl inaSum
Gogging CoeRicienl(or MWtiple Uni�s Ccef= NIA
� CIo99inqFadorbrMulUPleUniis CIo9= N/A
Grate As a Weir
Flow Dep�b a�Local Depression vi��hout Clogging(0 c(s grate,a 6 cfs cur0) 6„_ . NIA inches
hisRowUsatllorGom�inallonlnle�sOny da�eu.= WPincM1es
Flow Deptb al Local Depressian with Clogging(0 ds grale,a 6 cls cu�0) 0..= NIA inc�es
Tpis Row Usetl torCombination Inlets Only tla,�= WA Incbes
Grate As an Orifce
Flow Dept�a��oral Depression wi�hout Clogging(0 c(s grdle,6 4 c(s curb) tlo= NIA inches
Flow Dep�h at Local Depression vnth Clogging(0 cls grd�e.6 A c(s curb) �,= N/P inc�es
Resulting Gutter Flow Oeplh Outsitle o(LocalOepression tl,.a,�.= WA inches
ResW�in GutlarFl De Ihfo�CurEO enln Inle[Ga aci InaSum
GloqgingCoeificieniforMUltipleUni6 Ccef= 1.00
Cloggi^9FactorforMUltipleUnil5 Qog= � 0.10
Gurb as a Weir,Grate as an OrMce
Flow Oep�h al Local Depressbn l�out Qogging(0 cfs 921e,4A ch cuN) 0.,.�,= Q Ai Inches
Flow Depih at Local Depression wilh Clogging(0 tls g21e,4.4 c(s curb) tl„= 4 59 incM1es
Gurb as an Orifice,Grad as an Orifce
Flow pepl�at Local Depression wilnout Clogging(�cis grdte.4 6 cfs curb) tla= 3.99 inc0es
Flav�eplb al Local�epression w�ih Ciogqing(0 cls grate,a 4 cfs cuN) tld= 421 inc�es
Resulting Guttar Flow DeptM1 Outsltle of Local Depression q.c,w= 1.59 inc�es
Resultanl Streel Gontlitlons
Total Inlet LenqN L= 50 feel
Totai Inle�Inierception CaOaciry(�esign Discharge fmm 0-Peak) �.= 44�s
Resullanl GUMer Flow DeptM1(basaE on s�eel Q-Allow geometry) tl� 7.59 inc�es
RasulUn�Sheet Flow Spreatl(basetl on sheet 0-Allow geometry) T= 1.J feet
RasulWnlFlowUept�atMaxlmumAllowable5preatl tl��� O.OOlnches
�
' UD-InIe4DPA20-MPJOR xls,Inlel In SumO SH/2006,3:09 PM
INLET IN A SUMP OR SAG LOCATION
Project= St.Vrdin
. Inlet ID= �PA9 antl DPA70 MPJOR Stotm Type R Inlet --
�Lo(C)�
FI-Corb ___
H-Vetl --
\ 4� �
W `NP� \�—=_
— __'
— ' �--lo l�l —
Desi n Informalion In ut
Type of Inle� Type=GDOT Type R CuN Opening
LoralDeO�ession(atltli�ionaltocononuousgWierdepression'a'imm'O-AIIOW) ai��= 3001nc�es
Number of Unl�Inlets(Grate or CUN O0ening� No= 3
Grate InPormatlon
LenglnofaUnilGrate �e�G)= wafee�
Witll�OfaUnI1G21e We= NlAfpp�
AreaOpeningRatiobraGrate(iypicalvalues015-0.90� A„�= NIA
Glog9ingFac�oriora5ingleGate(typmalvalue0b0) Q(G�= NIA
G21eWeirCoeRicieniQypicalvalue300) C. (G�= NIA
Grale Otliice Coeffmient(rypical value 0.6]) G,(G�= NIA
GurE OpeNng Informatlon
Lengiho�aUni�Cwb00eninq 41C)= S.OOtee1
MeighloNenicalCuNOpeninglnlnc�es H„,�= 6.OOincbes
HeigM oi CuN Onfice T�mat in Inches H�„w�= 5 95 inc�es
Angle of Thmal(see USDCM Figure ST-5) Thela= 63A Degrees
SiDe Wiath(or Depression Pan pypiraliy Ne gutlerwidth oi 2 feet) Wp= 2.00�eel
CloggingFactoriora5ingleCuroOpening(rypicalvalue0.10) Cr(C�= 0.10
CurbOpeningWeirCoe(ficieN(ryplralvalue230-3�0) C„(C)= 230
Curb Opening Orfiw Coeificienl(lyplcal value O,B]) Ca(C)= 0.69
ResuRin Gutler Flow De th br Grate Inle�Ga cl In a Sum
. CIo99ingCoetficientlorMW�ipleUnits Goet= N!A
CloggingFac�ortorMWtiplellnits Ciog= N/A
Grate 0.s a Weir
FlowOeptbatLocalDepressionvnlM1ou�CIo99ing�Octsgrate.292dscur0� d„= - N/Ainches
This Row Usetl for Combinalion Inlets Only tl�,,,d,,,= N!A inches
Flow DepN al Local Depression vnih Cloggmg(0 cfs ga�e.292 ds curG) tl.„,= NIA Inc�es
Tbis Raw Used for Gombinalion Inlets Onry O��,e�i= N/A Inches
Gnte As an Oriflce
Flow Deplb at Local Depresslon vi�l�ou�Clogging(0 cls grate,292 cfs curb) tla= NIA IncM1es
Flmv Depth at Loral Depression wi�M1 Clog9ing(0 tls grdle.292 cis cuN) tld= WA Intlies
Resulting Guper Flow Dept�ODUiEe of Local Deprassion tl,.a,�,= N/q IncM1es
Resultin GutlerFlowDa IM1fo�CurbO enln InlatGa atl InaSum
CloggingCoefficientlorMUIIIpleUnits Coef= 1.31
ClogginqFactor(orMUltipleUnits Clog= 0.06
Gurb aa a Walr,Gnte as an Otlfica
Flow Depl�al Lacal Depression wit�out Clogging(0 cfs gate.29 2 cts cur�) 0.„= tOJ6 inc0es
Flow Deplb at Loral Depression witb Clogqing(0 ds gate.292 cfs cuN) tl,,,= 11 O6 inc�es
Curb as an Odfice,Grata as an Oriflu
Flow OeO�h al Loral�epassian wit�oW Glogqing(0 cfs grate,29 2 cis curo) Do= 9.06 inc�es
Flow�ep10 al Local Depression wiN Clogging(�cts g2te,292 c(s curt) dd= �� 9.66 inc�es
Rasulting Guttar Flow OeplM1 Outsitla of Local Depresslon Q.c.n= 8.86 inches
Racultant Slreat GonOitlons
To�allnletLen9ih L= 15A tee�
Toul Inlel Interceplion Capaciry(Design Dischargu,fmm O�Peak) p,= 292 c(s
Warning5ResulGntGutlerFlow�epth�Easatlonsheal0-Al/ow8eomatry� tl= 8.lfiinches
Waming 6 Razulqnt Slreet Flow Spreatl @aseE on s�eet 0.d��ow geomalry) T• 19.6 feat
Resulbnt Flow Deplh al Mazimum AllowaEla Spreatl tl�.o' 0.00 inc�es
Warning 5:GNter Now aep5M1 is gre,ater Man Ihe 6 inc�es allowetl fo�iM1e MiNOR STORM�sec sheet'O�Ailow')
• Warning 6:Flow spreatl is greater��an the 16.W feel allowetl lor t�e MINOR STORM(see sbeet'�-Ailow')
UD-InIet-DPA70 8 A9 MAJOR xls,Inlet In Sump 5/V2006,3.18 PM
INLET IN A SUMP OR SAG LOCATION
Project= SL Vrain
Inlet ID= DPA71 and DPA1P MAJOR Sto�m Tvpe R Inlet
• - X--Lo(C�--y
__—
H-Curb !
I H-Vetl --—--
_ - _�.—__—_—.
�W ��,�Q
\ _ _-�
� W P �
� \
V�
_�
� — _�
� _
L���Lo l61
��
De5ian Intormalion IIn0Ut1
Type of Inlel Type=CDOT Type R GUN Opening
LocalDepression(a4dltionallorontmuousgutler0epression'a'fmm'p-AIIOW� a,��= 300inches
Numberofllnitlnlets�Gra�eorCurbOpenmg) No= 2
Grale Inlormation
Lengl�o(a Unit Grzte l„(G)= NIA teei
WitlipotaUnitGa�e Wo= NIA(eet
rea Opaning Ralio for a G2te Qypicdl valuas 0 15-0.90� A„�y= NIA
ClogqinqFactorlora5ingleG�alepypicalvalue0.50) C�(G)= NIA
Grz�eWeirCoeKciem(�ypicaivaWe300) G, �G)= WA
G2(eOmceCoeRcient(iypicalvaloe08�� Gp�G�= WA
CurE Openinq Inlormation
Lengt�o(aUnitCUNOpamng Lo(C)= 6001ee1
HeignlolVenicalCuNOOeningmmches n„�= fi.00inches
Heigpl o(CurO Onfce Thma�in inc�es No,w�= 5.95 inches
AngleofTbma�(seeUSDCMFIgore5T-5� TM1eta= 63.adegrees
Sitle wiath(or Depression Pan(typ¢any ine gmterwiat�of 2 feep wp= 2 00 feei
ClogBing Famor(or a Slnqle CUN Opening(ryp¢al value 0.10) C�(C)= O 10
Cur�OpemngWeirCoelficienipypicalvalue230�.00� C„(C�= 2.30
Cwb Opening Obflce CoeKciem�typiral vaWe O.61) Co(G)= 06]
Rasultin GUXerPlowOe thforGratelnlelCa aci Ina m
CloggingCoeRicienitorMulli0leUnits Coef= N/A
. CIo99ing Factorfor fdultiple Units Qo9= N/A
G�a[e As a Weir
flowOept�alLocalDepressionvnlOou�Cloqging(Ocisgrate.124cfscurb) a„= WAincnes
T�isRowUsetliorCompinatianmietsOnly o�,,,p,,,,= Nlpinc�es
Flow Depth at Laral Depression with Clogging(0 cfs grale,12.4 c(s cuN) 0,,,= NIA inches
ThisRowUsed(orCom�inaiionlnleisOnly 0,,,,��= NlAlncnes
Grate As an OrHice
Flow Depih at Lo�'al Depresson vnl�oul Qogging(0 ds gate.12.4 cis cur�) tle= N/A incbes
Flaw Dept�at Local Depression wrt�Cloggmg(0 cfs grale,12 4 cfs curb) tlm= NIA inc�es
Resulting Gutler Flow Dapth Oulsitle ol Lacal Depresslon tl,.o,,,,: N/A IncM1es
Resultln Gutler Flow pa Ih tor Curb O anin Inlet Ca acl in a Sum
Clogging CoeR¢ienl lor Mulliple Uni�s Coet= 125
Cloqqing Factor�or Mupiple Unils Ciog= 0.06
Curb as a Waiq Grate as an Orifice
Fiow Deplh at Loral�epression mt�oui Clogging(0 ch gate,12 0 cls wiG) 0.„�,= 6.48 inc�es
Flow�ep�h at Loral Depresslon Wit�Gloqging(0 c�s gale.12 0 cfs cur�) 4„= 6.fi8 In[Oes
Curb as an Orifi<e,Grate as an Orifice
Flow pept�a�Local Depresson vnmoW Ciogging(0 tls grdte.R4 cis curb) da= 526 inc�es
Flow DepiO al Lo�'al Depression vnln Clogging(0 ds grate.12A ds cutU) Ow= 5.61 inches
ResultingGuttarFlowDept�OutsiEeofLoolOapresslon tl,r,,,�= 3.68inc�es
Resultant Siwat Gon0i0ons
TotannletLengl� �= 1O0(eel
Tolal Inlet Inlerception Gapacity(Design DiscM1arqe trom 0-Peak) Q,= �p q�}s
Resul�anl Guher Flow OeptM1(basetl on sM1ee10-A�/ow gaomelry) d= ].BB inc�es
Resul�ant Street Flow Spreatl(basetl on s�eet 0-Allow gaometry) T= l.3 feet
Resullant Flow DepN at Maximum Allowabla SpreaE tl�b= 0.00 inchas
•
UD-InIe40PA11 8 Al2 MAJOR xls,Inlet In Sump 5/16/2a06,10�D2 AM
INLET IN A SUMP OR SAG LOCATION
Project= SL Vrain
Inlet ID= DP820 MAJOR Stortn Type R Inlet
� X—Lo ICI--,�
.1. .__ __. ._.
H-Curb � i
�__� H-Vert —' —
_'�
�' � � \ V A. � _
�W
� y�l � V �
\ �•r__ Lo�G) � �_.
�' _
Desionlnforma0onllnoup
Type ol Inlet Type=CDOT Type R CUT OpeNng
LocelDeprassion(atloiiionaltomniinuou59wleraepresslon'a'fmm'o-Allow'1 e,s�= 300inches
Num�eroNnit�mets(GrateorCUNOpenmq) No= 2
Grata In(orma�ion
LengiM1 ol a Unit Grate Le IG)= N/A feet
WitllM1olaUnilG2�e We= N�HIBE�
Area Opening Ralio(or a Grale Qyplcal valuas O.i5A.80) A,a„= NIH
CloggingFactorforaSingiaGra�e(ypicalvalue050) Q�G�= NIA
Gate wev Goefficiem(rypical vaWe 3 00) Q (G)= N/q
GrateOnfiwCoeHiciam(typiralvalue0.6]) Co(G�= NIA
Cwb Opening In(ormation
Lengt�ai a Unil Curb Opemng Le(C)= 5.00 feei
Heig�roNetlical CUN Opening In Inches h'..,,,= 600 IncM1es
HeigptolCurtOrificeT�matlnlnc�es Ha,d= 5.951nc�es
Angle olT�roal(see USDCM Figure ST-5J The1a= 634 Oegrees
SitleWidlhtorpepressionPan(typicaltytM1eguVerw101hot2teet) Wp= 200fee1
CroggingFactorbraSingleCuroOpening�rypicalvalve0.10) C�(G)= 0.10
Cur�OpeningWeirCoefLcienipypi�alvalue230�.00) C�,(G)= 290
Cur00peningOnficeGoe(4cienl(IyOicalvalue06]) Co1C)= 0.6]
Resultin Gutter ilow De t�(or Gra�e Inlet Ca aci In a Sum
Cloqgmg CoeRrmeni lor Mulople Uniis Coef= NIA
• CIo99ingFadorforMUltiPlellnlls CIo9- NIA
Grate As a Weir
Flow Dept�ai Loral Depression witnoW Clogging(U tls grale,15 cfs curb� tlw= WA Inc�es
This Row UseJ lo�ComOinalion Inle�s Only Q�,p.,, = NIA Inc�es
Flow Deptli al lorai Depression witM1 Clogging(0 cfs grate.15 cts cmb) �,.,= NIA Incnes
Tliis Row Useo for Comoination INets Onry tl�,,,�r= WA Inches
Grate As an Orifice
Flow�epi�ai Local Depression wi�houl Clogging(0 ch grate,15 tls cuN) tlo= NIA Inc�es
Flmv Dept�al Lowl�e0�ession wilh Clogging(0 cf5 grale,15 cfs cuN) tl„= NIA Inc�es
Resul�ing Gut�er Flow Depth Outsitle of Local�apresaion tl,.e,�,= N/A Inc�es
R Itin Gutter Flow Deo1M1(or Curb Ooenlna Inlet Caoacllv in a Sumo
CioggingCoeKcientforMUlti0leUnils Coe(= 125
GoggingFacior(orMullipieUm�s Clog= 0.06
c�.e ns.wa�.,c.a�a as,�o.ir�a
Flow Oep�M1 at Locai Oepression wi�M1out Clogging 10 c�s grate.15 cfs aub) tlM= Z3fi Inc�es
Fiow pepm at�owi Depression witn Cioggmg�0 c5 gate,15 cfs cvr0� 0..,= 'L59 mc�es
CurE as an O�ifce,Grata as an Orifica
Plow Depm at Locai Dapression witnoW Qogging(0 cis gate,15 cls curo� Oa= 64fi Ine�es
Flow Oept�ai Lorai OeO�ession w�th Clogging(0 cfs grate.15 ds mro� dw= 6.98 Inc�es
ResWtlng Gutter Flow�epl�Outsltle of Local Deprersion d+am= 0.59 Inches
Resul[ant SVeet ContllOons
TotallnietLengm �= 10.0 leei
totaiimetlmerceptionCauaciry(Design�isUargebom0-Peak) 0,= 150ets
ResulUnt Gutler Flow Depih @asatl on sheet O-Allow gaomalry) tl= 0.59 inches
Resultant Sheol Flow SpreaC�Easetl on sheal0-Allow gaomelry) T= 11.0 feet
ResultantFlowOepiM1atMavlmumAllowa0leSpreatl tl�,e= O.OOlnc�as
�
UD-Inle4B19 8 B20 MAJORxIs,Inlet In Sump Sli6/2006,9'.43AM
• Coilection Capacity of Horizontal Orifice (Inlet Control)
Project: ST. VRAIN
Basin ID: TYPE C INLET @ DP67
circular hox
oPe��a opening area
oWlet � OWlei �
a4ucture Perimeter perimeter
� Shucture �
.=�,. ��ai
Cuh�ert Culvert
Desian Information Ilnputl:
Circular Opening: Diameter Dia. = ft.
OR
Rectangular Opening: Width W = 2.92 ft.
Height H = 2.92 ft.
Percentage of Open Area After Trash Rack Reduction °/a open = 75.00 %
Orifice Coefficient Co= 0.67
Weir Coefficient Cw= 3.00
Orifice Elevation Eo= 0.00 ft.
• Calculation of Collection Caoacitv:
Net Opening Area (after Trash Rack Reduction) A0= 6.39 sq.ft.
Perimeter as Weir Lengih Lw= 11.68 ft.
Enter water surface elevations in ascending order.
Water Weir Orifice Collection
Surface Flow Flow Capaciry
Elevation cfs cfs cfs
ft
(inpuq (output) (output� (output)
Start 0.00 0.00 0.00 0.00
0.10 1.11 10.87 1.11
0.20 3.13 15.38 3.13
0.30 5.76 18.83 5.76
0.40 8.86 21.75 8.86
0.50 12.39 24.31 12.39
0.60 16.29 26.63 16.29
0.70 20.52 28.77 20.52
0.80 25.07 30.75 25.07
0.84 27.20 31.60 27.20
0.93 31.20 33.08 31.20
1.00 35.04 34.38 34.38
•
TYPE C DPB7.xls, Horizontal Or 5/16/2006, 10:05 AM
INLET IN A SUMP OR SAG LOCATION
Projxt= St.Vrain
Inlet ID= DPBYanO DP852 M0.10R Stortn Type R InIM
. �La1Cl�
�H-Curb
� H-Vetl , , --
�—�—
Wp \��� �
� �_��
\ '— _a l�l __
�_'
o.si n Informanon In ut
Type o(Inlel Ty�e=CDOT Type R CUN Opening
LoralDepression(a00i0onaltocontinuousgutlerdepression'a'imm'p-A�IOW� a„��= 3.W Inc�es
Numbero(Uni�lnlets(GrateorCuroOpening) No= 3
Gralalnformatlon
Lengt�ofatJnitGrate LpIG�= N/Aleei
W idth of a llnit Ga�e W o= N/A(eel
Area Opening Ralio for a Grdte(ry0�ca�values�.15A.90) q,m= NIA
Cloggtng Facbrfora Single Ga�e(ry0iql value 0 50) C�(G)= NIA
G2teWeirCoeHciem�typicalvaiue300J G, �G)= NIA
GrdtaOdflceCoeKuent(�ypicalvalue06]) Ca(G)= NIA
Curb Opening In(ormatlon
LenglhotaUni�CurbOpening Le1C)= 500fee1
HeigMONenicalCurbOpeninglnlncM1es HKn= 6.00'mches
HeigMofCUNOrificeT�roaiinlnches H,�,�= 5951nches
Angle of Thmat(see USDCM Figure SLS) Tpeta= 634 aegrees
SiaeWiathfor0epressionPan�typicalryinegutlerwitlibof2feet) Wp= 200teet
Clogging Faclor(or a Single GUN Openmg(tyyical valua 0.10) C�(C)= 0.10
CUAOpeningWeirCaeRicienlpypicalvalue2.3o3D0) C„(C)= 2.30
Cur�OpeninqOnfireCoeRicieni(typicalvalue0.fi]) Go(C)= 0.61
Resul in Gutter Flow De th tor Grate Inlet Ca aci In a Sum
CloggingCoeRcieniforMUllipleUni�s Caef= N/A
. CIo99ing Factorior MUI�iPIe Unns Cloq= WA
Gra�e As a Weir
Flow Depth a�Local�aprassion witM1out Clogging�0 cts grdte.3a 3 cfs wro) 6„+= WA Incties
This Row llsetl for Combinalion inlets Only dwm.�_ � NIA Inc�es
Flow Oept�al Lot'al Depression with Clogging(O CIs 9��e.34.3 c(s curb) 6,.,= N/A Inches
This Row UsetllorCambination Inle�s Only 4�,,,��= WA Inc�es
Grate As an OrHice
Flow Dept�al Lowl Depression w�l�oul Ciogging(0 cls gate,3n3 cis arb) �a= NIA InUes
FlowDepl�alLoralDepressionwilhClogging�Odsg21e,363clscuN) tla= NlAlnc�es
ResullingGutterFlowDepthOutsitleo(LocalOepresslon d..w.,` N/Alnches
Resultin GutterFlov:De ihforCur00 anin Inle[Ca aci InaSum
ClaggingCoelficientiorMUlti0leUni�s Coe�= � 131
Cbgging Factor(or Mulliple Umis Gloq= 0.04
CurC as a Welr,Grate as an Oriflce
Flow Dept�ai Loral Depression wilnoul Glogging(0 c(s gra�e,343 cfs�uN) Q„= 11.95 Incbes
Flow DeO�n at Local Depression v,il�Ciogging�0 cis grale,34 3 ds cur�) y,= 12.32 Incnes
Curb as an O�ifica,G�ale as an Oritice
Flow Dept�al Loral Depression witM1ou�Clogging(0 c(s grdte,343 ch cur�) ee= 11.49 inches
Flow Dept�a�Local�epresslon vnlh Clogging(0 cis gra�e,363 cis cur�� tl„= 12.32 incnes
FasullingGuttarFlowDepthOWsitleofLowlOepresslon Qc.n= 9.JTinc�es
Resul n SheetConEllions
TolallnlelLengtn L= 15A�ee�
Tolal Inlet Inleroe0�ion Capacily(Design Disc�arge from Q-Peak) Q,= 363 cis
Warning 5 ftesultant GUXar Flow Dap[�(Easatl on s�eet q-Allow geometry) tl= 9.32.Inches
Warning fi Rasultant Street Flaw Spreatl(basatl on s�eat Q-Allow gaometry) T� 21.0-feeV T�Max
RasalUnl Flow DepM at Maximum Allowable Spread tl�b= 0.89 IncM1es
Waming S:Gufte�Oow depN rs gtea�or�han�M1e 6 inches ailavetl for t�v MINOR STORM(see sM1oet'PAilow'�
� Warnin9 6:Flow s�reatl exceeds maxtmum shaet crown aistance. ilow tlePih at crown Is 0.8 inchos.
U�-InIe4B2 8 B52 MAJOR.xIs,Inlet In Sump Sl7/2006,8:50 AM
INLET ON A CONTINUOUS GRADE
Project: St.Vrain
Inlet ID: DP813 MAJOR Stoim T e R Inlet
� �Lo(C)----�
_._
; H-Curb WP H-Ve�l I
+� ���.Wa
\ \ ��
W � A \,;�
�
� � __�
\ _ _
�---��Ca�c�
Deslan In/ormaHon IlnouH
Tyye of Inle� iype=CDOT Type R Cur�Opening
LocalDepression�amnionaiwmniinuousguneraeoress�on'a'immQ-nuow') a�a.�= 3Alnches
To�al Number ot Uniu m ihe Iniet(Gra�e or CuN Opening) No= 3
leng�n of a Single Unit Inlet(Gra�e or Curb Opening) Lp= 500 p
Witlih oi a Unii Grate(cannot�e greater�han W Imm��Nllow) Wo= N/A It
Glogging FacYor tor e Single Unit Gala(typirzl min.value=0 5) CrG= N/A
Gbgginq Factor for a Single Uni�Curb Opening(typical min.value=0_1J CrC= 0.10
W.rning ree�H draulics Cal ulated WARNING: ISGREATERTHANALLOWFBLE FORMAJORSTORM
Design Disc�arge tor Hali of SVeet�from 0-Peak) 0,` <640 cfs
Wa�erSpreadW�itltM1 T= 2].�(t
Wa�er Oep�h at Fiovame(omsiae of locai tlepression) d= 9.1 inc�es
WaterDeplha�SireetCrown(oratT�,) ticeowH= 0]inches
Ra�ioo(GuverFlowtoDesi9nFlav E,= 0204
Disc�arge oWside ibe Gvuer Sec�ion W,camed in Seciion t, O,= 3G.13 cls
Oisc�arge wiihin iM1e Guuer Saction W �„= 9.41 cfs
DiscM1arga 8a�in0 ihe Gurt Faca �e.a= 0 00 tls
S�reel Flow Nrea A.= 8 94 5o��
SVeel Flow Velocily V,= 51B ips
Waler Dept��or pesign Contllllon tl�«n.= 12.1 inc�es
Grale Malvsis ICalcula[edl
To�al Length o!Inle�Gra�e Opening L= ft
• Ratio oi Grate Flow to Oesiqn Flow Escw.r =
Untler NoLlogging Contlition
Mlnimum Velwiry Where Gra�e SpasMOver Beqins Va= ips
Inlercepllon Rale o�Rontal Flow R=
Inlemeplion Rale ol Sitle Flow R�=
ImerceptionGapacity Q,= Gs
Untler ClogBing Contlitlon
Gloqginq GceKicient�or Mulliple-unit Gra�e Inlel G2teCcet=
Clogging Faclor lor Moltiple-unit Gate Inlei GraleClog=
EHective(untloggetl)Len9ih oi Multiple-unit Gra�e Inlel L,= fl
Minimum Vebci�y W�ere Grate SOash-0ver Begins Ve= ips
Inlercepuon Re�e ol Fmntal Flow Ft�=
Inlemeplian Rele ol Sitla Flow R�=
wcNallncercepHon Capaciry �.= NlA cts
Carry-0ver Flow=0,-0,(lo oe appl�ietl lo cur0 opening w next d/s inlep Oe= NIA ch
Cur�orSlottedlnlat0 enin Anal sis Calculatetl
Equivalent Slope 5.(�asetl on gate rarry-0veq S,= 0.0621 fV(i
ReQuiretl LenglM1 L.b Have 100 e Interception Lr= 68.00 fl
Untler Notlogging Contlition
Efleclive Langt�ol Gu�b Opening or Slol�ea Inlel(minimum oi L L.) L= i5.W It
In�ercap�ionGapaa�y Q= 22fi1 c!s
Undar Clogging ContliHon
CloggingCoeKloem CurbCce(= 1.31
Clogging Fador lor Mvltiple-unit Cwb Opening or Slo�ted Inle� CurbClog= 0A4
Ef(eclive(Uncloggetl)Leng�h L.= 1d 34 ft
ACNallnterceptionCapacity �.= 21.16c(s
Carry-0verFlow=Qeica�.e-0, �e' 2631c�s
Su�
ToUI Inlet Intercaplion Capaciry p= i1.�8 ch
Tofal Inlet Garry-0ver Flew�Oow bypassing inlaq ��� 3/.M ds
CaP�ure ParcenU9e=aJ�e= CY.. 113'.
�
UD-In1e4�PB13-MAJ0RxIs.Inlet On Grade SI162006,10:50 AM
INLET IN A SUMP OR SAG LOCATION
Project= St.Vrain
Inlet ID= DP74 and DP B12 MAJOR Stortn Tvpe ft Inlet
� _ X—LoICI—X —
__ —
H-Cvrb �
�_. � H-Ven ----
�� � \W
\ ,` _
_.__.—-
W � ���
\. . _ .� �
' _ _ — - —��—___�olGl
Desi n In(ormation In ut
Type ol lnlei Type=C�OT Type R CUN Openinq
LocalDepression�adtli�tonaltocontinuousgulierdeprassion'a'lrom'o-AIIoW) a,«.= 3O01nches
Number ol Unn ime�s(Graie or Curb Opening) No= 3
Gralelnforma0on
Lengih ofa Unu G2�e Lo(G)= NrA(eet
Witli�oiaUnitGrate Wo= N/Aleet
Are20p2ningReLoloraG2�e(Iyplcalvalue50.15-090) A,�e= WA
Clogging Facior for a Stngle G2�e pypical valua 0.50) Gr(G)= NIH
GrzteweirCoefficiani(ryOicalvalue3.0o7 C„(G)= N//+
Gate OnGce CoeRcienl(typical value 0.6]) Ge(G)= NIH
Curb Opening Information
Leng�nofaUnitCurUOpenmB Le(G)= S.�Ofaet
HeigM o(Vetlical Curb Opening in Int�es H„„= 600 Incnes
HeigNofCuroOn4cei�ma�inlnc�es Hae,.,= 5.BSincM1es
AngleolTM1mat(seeU5DCMFIgureST-5) T�ela= 63AOegree5
SlaeWial�forDepressionPan(typirallyi�egunarwitl@of2leet) Wo= 200fee�
CloggingFac�orioraSingleCuroOpening(typiqlvalue0.10) Q(C)= 0.10
CurbOpeningWeirCoeificient�lypicalvalue230300) C,(C)= 230
Cur�OpeningOnficeGoeRiciempypicaivalve09)) GoIC�= OB"I
R W G tl FI D iM1f G 1 I I lC 'ivl 5
Cloqging Coefficiem(or MUIti01e Units Coe(= NIA
• CIo99in9 Fac�orlor MUIIiPIe UniL5 CIo9= N/A
Grate As a Weir
Flow Dept�at Local Depression without Gogg�ng(0 cfs ga�e,2)8 tls cur�) d,,,= NIF inches
This Row Use�for Com�inalion Inlets Only tl�,,,p,,,,= NIA inches
Flow Deplh al Lool OeOression wtlh Clog9ing�0 c(s grdle.21.8 cfs cur�) q„= NIA inc�es
This Row Usetl lor ComOination Inlets OnIY 0,,,�= NIA inches
Grale As an Oriflce
Flow Depin ai local�epression witpout Cloq9inq(0 c1s gra�e,2Z8 ds curo) tla= N/A Inches
Flow Dep�M1 a�Loe'al Oepression wi��Clogging(0 ck g2�e.D.8 cls cur�) da,= N/A Incbes
Resulling GuVer Flow Oep��OutsiUe of Local Depression tlw...= Nlq incM1es
Resultin GuttarGlowOe thforCurEO anin InletCa cl ina5um
Clagging CoeHicient(or Mulliple Units Coe1= 1.31
Qagging Facior for Multlple Uni�s Clog= 004
Lurb as a Weir,Grata as an Oriflce
FlowDep�natLorai�epressionvnthw�Clogging(Ocisgrate.2L8clscur0� tl„= 10.391n<hes
Flow�epiM1 at�ocai DeO�ession wi�M1 Clogging[0 cfs gmte,2].8 c(s uim� a.,= ID]t Inenes
Lurb as an Orifice,Grate as an Orifice
Flow DeO��ai Local Depression vnlM1out Cloqqing(0 cis grate.P 8 ds cur0) da= fl46 IncM1es
Flow Depi�a�Lowl DeOression witM1 Clogging�0 ds gate,21 B c(s cur�� a,.= 9.00�inc�es
RasWting Gutler Flow DeptM1 Outsitle o/Local�epression d.c.m= 6.00 IncM1as
RBsullan�SVael ConGillons
Tolal Inlel Lengin L= 150 feel
Totai miei m�ercepoon Gapaciry��esign DlseM1arge fmm 0-Peak7 Q,= 2)8 ds
Rasullant Gutter Flow Deplh(Easetl on sheet 0-Allow geomalry) O= 8.00 inc�es
Waming 6 Resultant Sheat Flow Spreatl(baseG on sheat 0-A��ow gaometry) T= 16.0 faet
Resultanl Flow Oepth at Maximum Allowable Spmad O�w� 0.00 inch¢s
. Wamin�ri.o..spreatli59reator�hanthe�683tee�aliowedtorOmMINOR3TORMlscosM1col'�-Allow')
UD-InIel-Bta 8 B12 MAJOR xls,inlet In Sump 5/16I2006,10'.5�AM
INLET IN A SUMP OR SAG LOCATION
Project= SL Vrdin
Inlet ID= DPH27 MPJOR Stortn Type R Inlet
• i- Lo(CI—d .__.
H-Curb I
H-Ver� _�C.' _—_—_—'
��-- \W
WP �
\W � � — �
\�____\ -,�-"- LolGl
Deslon Information IlnouO
Type o(inlet Type=C�OT Type R Cur�Opening
Local Depression(atlOnional to cominuous guuer depression'a'Ymm'p-AiloW) a�y= 3AO incnes
Num�ero(Unillnieis(Ga�eorCur�Opening) No= 2
Gnta In/ormation
Lengl�olaUnIlG2�e Lo(G�= NlAlee�
Wial�o(aUni�Gate Wp= NlAleet
AreaOpeningRalioloraGrata(IypiWlvalues�15A90) A„�a= N/A
QoggingFacmr(ora5ingleGate�iypicalvalue050) C��G)= N/A
GaleWeirCoe�(icieNpypicalvalue3.00) C„ (G�= WA
GrzteOnficeGoelficieNpypiralvalue0.6�) Ca(G�= N/A
CurE Opening Infmmation
Lengt�of a Unn Gur�Opemng Lo(C)= 5�0 feet
HeigM oi Vetlical Curo Opening ln lnc�es H,.,,�= 600 inches
HeigMolCuroOnficeT�matln�ncnes Haa„= 5951nc�es
ngle of IDmat�see USDCM Figure SL5) T�eta= 63.4 Oegrees
Side Wlal�for Depressron Pan py0irally iM1e gm�er widlh of2 feap Wp= 2 00 feet
Clogging Facior fora 5ingie Cur�Opening pypiral value 0.10) q(C)= 0.10
CuNOpemngWeirCoeR¢ien�(rypicalvalue23�300) C.(q= 230
CwbOp¢ninqOnfiwCoeRmient�rypiwlvalue0fi]) Co1C)= 06]
RasWtino Gutler Flow Oeoth(or Grale Inlet CaoaciN in a Sumo
Clogging Coelfmiem br MW�iple Units Coe(= N/A
� po991ngFac�orbrMUltiPleUnil5 Qo9= N/A
G�ate As a Weir
Flow Depih a�Local pepression wtlnout Giogging�0 cls gate.15.1 cts curG) d„= NI!Inc�es
T�is Row Usetl�or Combina�ion inle�s Only tl�,,,�,,,,= NIA Inc�es
Flow Oepih a1 Local Depression witb Clogging(0 cts g21e,15J cis curb) Q„,= NIA Inche5
ThisRowUsedbrGombinationlnletsOnly d��,o�,= N/Hmcbes
Grate 0.s an Orifice
Plow DeptO ai Locai Depression vnt�oN Gogging(�cfs grzle.15]cIs curb) tle= NIA inches
Flow Oeplh al Lowl Depression wi1M1 Clogging(Q cls 9��e.15 9 ck cuN) de.= NIA inches
Resuning Gutter Flow OeptM1 Out5itle of Local Depression aw.,x' N/A Inches
Rasullin GuXe�FlowOe Ih/wCu�bO enin Inle� d atl Ina um
ClaggingCoe(ficieniforMWtipieUnits Cae(= t25
CloggingFadorforMWtipleUmts Clog= 0.06
Curb as a Weir,Grate as an Orifica
Flow pepllt at Local Depression wi��out Clogging(0 c�s grate,15]cfs cur�) 0„= ].58 Incnes
Flow pepin a��ocai Depression wm Gogging(0 cfs grate,t5]cts cuN) cy„_ ].62 inc�es
Curb as an Orifice,Grata as an Otlflce
Flow�ept�al Local Depression vnNout Clogging(0 c(s grale,t5]cfs curo) de= 6 82 incl�es
Flow DepN at Locai Depresslon vntM1 GiogB�ng(0 cfs gra�e,15]cts curo) Ow= 1.40 Inches
Rasulting Guttar Flor.�ep�h Oulsitle o(Local Depression E.c.n= 0.82 incM1es
ResWtanlStrealConEiHons
Totallnle�Length L= 100(eat
Totai inle�inlerception Gapaciry(Design p�scnarge hom pPaek� Q,= 15]tls
Resultanl Gutter Flow Oeplh(baseG on s�eet 0-Allow geomatry) tl= 1.8]inches
Resultant Sireet Flow SpreaE(Easetl on shaet O�Allow gaomatry) T= 11A feet
Resultanl Flow Dept�al Maximum Allowabla SpraaC dsvra�o' 0.00 Inchas
�
UD-InIe4B21 8 B22 MAJOR.xis,Inlet In Sump 51�6/2006,70'59 AM
INLET IN A SUMP OR SAG LOCATION
Projxt= St Vrain
Inlet ID= DPB2P MPJOR Stortn Type R Inle�
� � � La(CI-. _..�
li H-Curb � �,
�
� �'. H-ven _ '—�—� - —
C w
� �
W� ���Q1
W �
��
�
\ � _ --
___
� _ _. __.
�_ _��_
't—�La lGl
Desi n Information In ut
Type of Inlel TyOe=COOT Type R Curo Opening
LocalOepression(a00ioonal�ocontinuousgultertlepression'aGom'O-anow) a,,,.,,= 3O0mcnes
Num�erofUniilnieis�GrateorCumOpenin9) No= 2
Gnte Information
�engi�oiaUni�Grate LoIG�= N/Afeel
Wia�nolaunitG2te Wo= Nlnteei
AreaOpeningRatiobraGrale�typlralvaiues0.15A.90) N„w= NIA
GioggingFactortora5ingleGrdte�rypicalvalue050) C,�G)= N/A
Gra�eweirCoerrmiempypiwiaWeaD07 c., IG)= N�n
GrateOnficaCoeKcien�pypiwlvelue0.6�) Ga1G)= N/A
Curb Opaning Information
Lengih ol a llnit Curb Opening lo(C)= 500 feet
HeigM oNenical CuN Openinq in Inc�es H,,,,= 600 Inches
Heiqlno(GuNOrifceT�roallnlnches Ha,�= 595�inc�es
Angleo(iM1roat�seell5�CMFigure5T-5) The�a= 634aegrees
Si0eWi0t�forDepressionPanQypicallyt�egunervnatho�2feel) Wp= 2001aet
CloggingFaciorforaSingleCuroOpening(rypicalvalue�.i�� C,(C)= 010
CuAOpeningWeirCoeticienl�rypicalvalue230300) C„IC)= 2.30
CurbOpeningOn6ceCceRcienl�typiralvalue0.6]) CpIG)= 06]
Resvltinu Gutter Flow Deoth tor Grata Inlet CaoaciN in a Sumo
Clogging Coef�clenl(or Muitlple Units Goef= NIA
• CIa99ing Feclorfar MUIIiPIa Unils CIoB' NIA
Grate As a Weir
Flaw�ep�h at Local Depression wi�pou�Clogging(0 tls gaie 122 cls curo) d„= NlA Inches
This Row U52tl(o�CombinaLon Inle�s Only d��,p,,,= NIA IncM1e5
Flow DeO�h at Local Depresslon w11�QogBing(0 ds g21e.112 cfs curG) 4.„,= N[A Inchas
TM1is Row UseO(or Combina�ion Iniets Only 4,,,��= N/A inc�es
Grate As an Otlflce
Flow peplh at Lo[al Depression vnl�au�Clogging(0 cFs g2te.12 2 cts curt) do= N/A incM1es
Flow�e0��at Local Depression vnt�Clogqinq(0 cis grale,12 2 ds curD) dd= N/A inc�es
ResWting Gutler Flow Daplh OutsiJe of Local Depresslon dw..n= N1A inc�es
Rasultln Gupar Flow De ih for Curb enin Inlet Ca aci in a Sum
QoggingCoelfmieN(orMUIlIpleUni�s Coet= 125
Clogging Fac�or ior Muniple Units Qog= 0.�6
Curb as a W¢iq Grate as an OtlTce
Flow Deo��at Local�epression wit�ou�Clogqing(o cfs gate.12 2 c(s curb) y= 641 Incnes
Flow DeptM1 at Local Depression wil�Qogging(0 cis grale,121 cfs curb) Q„= 6.61 inc�es
CurG as an Orifca,Gra�e as an Ori�ce
Flow DeO��at Local Depression wit�ou�Clogging(0 c6 gate.�2 2 ch cuT) tla= 5.1)Incbes
Flow Depm at LocalOepression vnth Clogging�0 cis gra�e,12 2 cfs cuN� tl�,= 5.52 Inc�es
Resulting Gutler Flow�aplh OUKItla o(Local�eprasslon tl,.��e= J.61 Inches
eesulGnt Sheet ContliOons
To�allniel Leng�� �= 10D feel
Totai Inlei Interception Capeary(Oesign Disc�arge from Q-0eak� 4,= 122 cis
ResulWntGutterFlowDepth�basetlonsM1eat0.Allowgaometry) E= J.611ncM1as
Resultan[S[raet Flow Spraatl(basetl on sM1eet Q-Allow geometry) T= 6.8 fael
Resulbnt Flow Dapth at Maximum Allowable Sprea� tl��� p,00 inc�es
•
UD-InIe4B22 MAJOR xls,Inle[In Sump SIt6/2006,11'.00 AM
INLET IN A SUMP OR SAG LOCATION
Projec�= St.Vrain
Inlet ID= DPB24.1antl DP624.2 MAJOR Stortn Tvpe R Inlet
. .— ,f—__—La(C)�
�_.
� H-0urb� __ _
H-Vetl
�.� W ��� ��
w � L_-
�-_� _ -
Desion Information Ilnoull
Type of Inlet Type=COOT Type R Curt Opening
Local DeO�ession(atltlitional to mnlinuous gutter de0�ession'a'from'0-Allow') ak,.a= 3.00 inches
NumberoNnl�lnle�s(GraleorGur�Openinq) No= 2
Gratalntormation
Lengt�ota Unil Gra�u L„(Gp WA(ee�
Witl�hofaUnllG2te we= WAfeei
Are30peningRalio�oraG�a�e(Iypirllvaluas0.15-0BOJ A.,�= NIA
CloggingFaclorfora5ingleGra�e(IypicalvalueQW� C�(G�= NIA
Grate Web CoeRiclenl(typical value 3D�) C„ (G)= N/A
G21eOn6ceCoeKicient(Iypicalvalue0.fi]) Ca(G)= N/A
Curb Opening Informa[ion
Lenginolauni�CmhOpening Lo(q= 5.W leet
HeIgMOWetlicalCwbOpeninglnlnches H,„�= 6.OOinc�es
Heigh�ofCur�OnficeTM1roatinlnches Hq,�= 5951nc�es
Angle o(T�roat(see 11SOCM Fgure STS) IDe�a= 634 tlegreas
SitleWi4thforDepressonPanpypirallyt�equlterwitltbof2�eet) Wp= 2.Wleet
GloggingFacbrforaSingieCurbOpening(typicalvalue0.1�) CrfC)= 0.10
CuroOpeningWeirCoeHiciem�ty0����alue230300) C„(C)= 2-30 .
Cur00peningOnficeCoeKiaen��typicalvaWe0.6]) Co(C7= 0.6]
Resulting Gutler Flow Oeoth for Grale Inlet CaoaciN in a Sumo
Clogging Coet(Iclenl�or Mulliple Units Coef= N/A
. CIo99in9FactorforMUltiPieUniLs CIo9' NIA
Grate As a Weir
Flow�eplh at Local Depression witM1out Clogging(0 cts grdie,P 8 cfs curb) aW,= WA Inches
ThisRowUsetliorCombinaiioninletsOny o�,,,�,,,= N/Alnches
Flow�ep��at Local Depression vith Clogging(0 cfs grale,V.B Gs cuN) q„= N/A Inc�es
T�isRowUse�b�Combin2�ionlnlE�5Only tl�,,,W= N/Ainc�es
Grate As an OriOce
Flow Depih al Local Depresslon wlt�out Clogging(0 tls g2te,PB cis mr�) ae= NIA incM1es
Flow Depih a�Local Depression with Clogging(0 ds gate,P B cts cuN) d„= N/A inches
Resulting Gutter Flow Depth Oulsitle of Local�epresslon dw...= WA inches
Resultin Gutter Flow De Ih for Curb O enin Inlat Ca aci In a Sum
CloggingCoeRicienHorMullipleUnns Gcei= 125
Clogging Factorfor Mulliple Unils Qog= 6.06
Curb as a Weir,Gra�e as an OriTce
FlowDepNa�LocalDepresslonwiY�autQogging(0dsgrale,P.eciscurb) d„.,= 824Inc�es
FiowDepl�alLocalDepressonwit�Clogging(Oc(sgate,t]9cismrt) a_,= 850inches
Curb as an Orlfice,Grate as an Oripce
Flow Deplh a�Local Depressian wiUout Clogging(0 cfs grdte,t]B cts cur0) Oo= BD1 inc�es
Flow�eplh at Local�epression with Clo9ging(0 cfs grate.1]B cts cuN) tld= �8.)5 Inc�es
Re5Wting GuXar Flow Depfi Oulsitle of LOcal Oaprassion Qr„b= SJS inches
ResWtant Shaat ConEitlons
Toiallnletlength L= tO0fee�
TolallnletlnlarteplionGapaci�y(Design�i5Marqa�mmQ-PeakJ p,= 1ZBcts
Resultant Gutler Flow OapN�Eased on s�eet p-Allow qeometry) a= 5.)5 inches
Re5ulWnl Slrea�Flow Spreatl(baaetl on ahaet Q-Allow geometry) T� 15.8 fee[
RasulWniFlowpept�alMazimumAllowable5preatl d�b= O.OOinc�es
•
UD-In1e4826.1 8 626.2MAJOR.x�s,Iniel ln Sump 5/16/2006,11:03 AM
INLET ON A CONTINUOUS GRADE
Project: St.Vrain
• Inlet ID: _ DPC7 MAJOR Storm Tvpe R Inlet
.r--Lo(C)�
H-Curb
H-Ven - -
_ -WP \\�-
w y
�
� _�_'
� Lo�G)
�esionlntormaCon 11nouB
Type otlnlet
type=CDOT Type R Cur�Opening
LwalOepression(adei�ionaiwmnonuousgunerGepression'a'�mm�p-A�low) a�«n�= 301nches
Total Number of Unlis In roa Inlet(Graie or Cur�Openin9) No= 3
Length o(a Single UnR Inle�(Grate or CuN Opening) b= 5.00(i
Wltlt�o(a Uni�Orete(canno�be greater t�an W hom p-Allow) We= WA It
Clogqing Fac�or for a Single Unit Grate(�ypical min.value=0.5) CrG= NIA
Goq9ing Factortor a Single Unit Cur�Opening(typical min.value=o.p CrC= O.ID
Warning StrcetH tlraulics Calculatetl WqRNING: ISGREATERTHANALLOWABLE FORMINORSTORM
Design Dlscharge for Hal(of 5treet Qrom Q-Peak) 0,= i1.90 cfs
WaterSpreatlWldl� 7- y���
Waler Dapt�at Flowllne(oulside o(lowl Oepression) tl= 8.8 IncM1es
We�er DepN al SUeat Grown(or a�T�x) dcaowry= 0.0 inc�es
Ratio of GUVer Flow to Design Flow E,= 0.551
�ischarge outsitle the Gulter Sec�ian W,cametl In Seclion T, p,= 8.05 cfs
Di5cM1arge withln ihe Gutler Section W �„.= 9.B]c�s
Di5cM1arge Be�ind tbe Cur�Pace Qer,cu= OAO cis
SlreetRowArea F,= 2.04saf1
Slreet Flow Velociry v,= e]e tos
WatarDepNforDasignGontlition tl��= BBmc�es
GrateAnal sis Calcula[eE
• To�al Len9th o!Inlel Grdle OOening L= ft
Ratlo of G2te Flow to Design Flow EW�rE_
Untler NoCloggin9 Contlition
Minlmum Velwiry Where Grate Spash-Over 8egins Ve= (ps
In�e¢eplion Rale o(Frwtal Flow R�_
Inlercapllon Rele ot Sltla Flow qy=
InterceptionGapacily o,= cfs
Under Clogging ContliGon
logging CceRiclent for Mulliple-unil Gra�e Inle� GraleCoef=
Qogginq FaclorforMultiple�uni�Grdtelnle� GateClog=
Effective(uncloggetl)Leng�h oi Mulpple-unit Grate Inlet 4= p
Minimum Velociry Where Graie SpasM1-Over Begins Va= !ps
Interceplion Rale ol Fmntal Flow q�=
Intercep�ion Rale of Sitle Flow q�_
Actuallnterceptlon GaPacily 0.= N/A c(s
Garry-0ver Flow=Oe-O,(to be a0�lied to curb o0ening or nex�tl/s Inlery pp= NIA cts
Curbor5lottetllnlat0 enin Anal sis Calculatetl
Equivalent Slope Se @asetl on grate wrry-over) 5,= 0.1538 flTt
Repuiretl Lengt�L.lo Have 100%Interception L.= 2g 33 fi
Untler NoClogging ContliHon
EReclive LengN of Cor�Opening w SloVed Inlet(minimum ol l L�J L= 15.00 ft
Intercepllon Capd<Ity Q,= 12.98 cls
Untlar Clogging Contlition
Clogging CoeHicienl CuNCaei= t31
Clogging Factor lor Mulliple-unit Gurb Opening or Sloi�ed Inlet CuNClog= 0.04
ERec�iva(Unclo88e4)Langth 4= 14.34 ft
Actuallntercepllon Capaciry 0,= 13.51 cfs
Ca�ry-0ver Flow=Oe onn*e�0. �e= 535 cfs
Su�
iotallnletlnlerceptionCaOaciry 0= 12.5Icts
obl lnlet CarryAva�Flow(Oow�ypassing inleq op: S.JS cfs
. GaPturePercenGBe=Q��= CX. ]02°/.
UD-InIet-0C1.MAJOR.xIs,Inlet On Grade 5/9/2006.2'29 PM
INLET ON A CONTINUOUS GRADE
Prqect: St.Vrain
. Inlet ID: C2 MAJOR Slorm Type R Inlet
�Lo(C��
� H-Curb H-vert - —�-
" Wo
Wp � i_�
W \
�_
� �
��� Lo(G)
Deslon Information(Inoutl
Type ol Inle� Type=CDOT Type R Curb Opening
LOCaIDepr255iOn(a4DiuonalbconlinuousButlerOepresslon'a'Imm'p�AIIoW) a�ppp�= 30inthE5
To�al Number ot Units In Ihe Inlet(Grate or Cur�Opemng) No= 3
Length of a Single Uni�Inlel(Grzte a Cur�Opening) 4= 5.00(�
Witlth ot a Unit Grate(cannot be qreaier ihan W Imm�-Allow) Wo= N/A(�
Clogging Fatlor(or a Sinqle Unil Grate(typical min.value=0 5) CrG= N/A
Clogging Factor(ora Sinqle Unil Curb Opening(lyplcal min.value=0.1) CrC= 0.10
W.arnine� SheetX tlraulics Calculated WARNING: ISCaREATERTHANALIOWABLE FORMINORSTORM
Des18�Oischarge for Half of SUeet((rom p-Peak) Oe= 1J.60 cfs
WaterSpreadWitllM1 1= 20.9it
Water Depth a�Flowllne(w�sitla of local tleprassionJ d= 4.5 inches
We�er Depth a�Slreel Grown(or at TM J tl�avx= 0.0 incbas
Ratio o(Guner Flow to Design Flow Eo= 0358
Dlsc�arye oulsitla�he Gultar SecGon W,ramed In Section T, 4= 8]3 cfs
DlscM1arge within the GoVer Seclion W O„= G.B]cfs
pischarge 6ehind the Curb Face Qancx= 0.00 cfs
Slreel Row Are2 A.' ?�d 59��
SVee�Flow Velocily V,= S.B2 fps
Waler peplh for Oesign Contlilion d�ap�_ ].5 inches
Grate MaNsis(Caiculatedl
• Tota1 Lengih of Inle1 G2te Opening l= ft
Retio o(Grate Flow to Design Flow E�apre=
Untler NOClogging Condition
Mlnimum Velwiry Where Grdte Spash-Over Beyins Vo= tPs
Inle¢eption Ra1e of Fmntal Flow Ri=
Inlerception RBte 0f Slde Flow R.=
InlercaptionCepaclry Q= cfs
Under ClogBing Contlition
Clogging Coeflicient(or MNtiple-umt Grate Inle� Gra�eCcei=
Clogging Facla for Mulliple-unit G2te Inlet Gra�eClog=
Eflective(unclogBetl)Leng�h of MUIti0launit Grdle Inlet L,= ft
Mlnlmum Velwily Where Grate S0ash-Over Begins Va= ips
Interception Rate M Frontal Flow W=
Inlerception Ra�e of Sde Flow R,=
Actual In[ercept�on Gapaciry Q.= N/A cfs
Carry-0ver Flow=Oe-0.(�o be ap011etl lo curb opening or nexl Ns inleQ �e= N/A�cfs
Curb r5lottedlnlat0 enin Anal s Calculated
Equivalem Slope S,(based an grate ca�ry-over) 5,= O.OB40 fUfl
Requiretl Lenglh Lr to Have 100%Interception L.= 3I.56(t
Untler NoClogging Contli[ion
EHenive Length a�CuN Openinq or Slottetl Inlel�minimum o!L,Lr) L= 15Do fl
Inlerceplion Capaciry �,- 8.17 cfs
Untler Clogging Contlition
GloggingCceHicien� GurbCcel= 1.31
Cloggi^9 Fatlor br MWtiple-vmt Cuk Opening or Slo�led Inle� Cur�Glog= O.00
Efleclive(Unclogged)Length 4' 14.34 fl
Actuallnterroplion Lapacity Q,= ].88 cfs
Carry-0verFlow=Qe�ae.e-0, �e= 5.]Jcis
Su�
TotallnietlntercepllonCapacily 0= �.88ch
Tofal Inlat Carry-0ver Flow(flow bypassinB inlet) �n= 5.]3 cfs
. CaP[urePercend9e=0�Qe= C%= SB.OX
UD-InIe4OPC2-MAJOR.xIs,Inlet On G2de SI9I2006,229 PM
INLET ON A CONTINUOUS GRADE
Projecb SL Vnin
• Inlet ID: DPC9 MAJOR Storm Tvpe R Inlet
,�—La(C)—�
N-CurD
_ H-Vert ���o —
W WP \ �
� _ __�
� (La G)
Desi n In�ormalion In ut
Type o�Inlel Type=CDOT Type R CuN Opening
LocalDepression�aodiaonai�owntinuousgunertlepression'afmm'p�quow) aiaa�= 30inches
Tolal Number af Units in t�e Inlet(G2te orCurb Opening) No= 3
LengN ot a Single Unil Inlel(Grale w Corb Opening) Lo= 5.00 tl
Wlath o(a Umt Grdte(cannot be greater ihan W fmm�-Allow) Wo= WA fi
Clogging facla for a Single Unil Grdte(typical min.value=0.5) CrG= NIA
Clogging Fac�or fw a Single Unit Curb Opening(typical min.value=0.1) GC= 0.10
Waminq Stre¢tM tlraulics Calcvla[ed WARNING: ISGREATERTHANALLOWABLE FORMINOftSTORM
Design Oischarge�or Half of Sheet(from O-Peak) p,= N.10 cfs
WaterSO�eaaWitl�M1 T= B.O(t
Water Dept�at Flowltna(oWsioe a�locel tlepresslon) tl= 58 inches
Waler Depih a�Slreet Crown(or at T�) d�W„�= QO inches
Ratio o(Gutter Flow lo Design Flow. Ee= 0.641
Discharge omsitle Ihe Guver Section W,camed in Section T, Q,= �� 421 cfs
DiscM1arge withio ihe Gutier Seaion W �„_ ].5p cts
Discnarge 6ehind t�e Curb Fare �eace= 0.00 cfs
SVeei Flow Area A:= 1.45 sq ft
SVeet Flow Velociry V,= 8.06(ps
WaterDepth(orDesignContlition dio��i= 88inc�es
Grzte AnaNsis ICalculatetll
� Total Lengtp of Inlet Gate Opening �= ft
Ratio of Gra�e Flow to Design Flav E�c�,E_
Untler No�Clogging Conditlon
MlnlmumVeloctYWhereGraleSpash-Ovar6eglns Vo= (ps
Interceptlon Rale o�Pmnlal Flow R�=
Intemeption Rate ol5ltla Flow R,=
InterreplionCapaciry 0,= �(y
UnAer Clogginq Condition
Glpgging GOBRicient tor Multipleunl Gra�e Inlel G21eGcef=
Clogging Fac�w for Multiple-uni�Grale Inlet GraleClog= �
ERec�ive(uncloggetl)Langih o�Mulllple-unit Grate Inlel L,_ � ft
Mlnimum Velxiry'Nhere Grate Spash-0ver Begins Vo= � tPs
Inlarception Rate o(Frontal Flow R�= �
Intarception Rate o(SiOe Flow R,_
Acmal Intemepuon Capac�ry 0,= WA cfs
Carry-0ver Flow=po-O,(to be applietl lo cur�opening w next tl/5 Inlep pe= NIA c1s
Curb or Slotted Inle[O enin Anal sis alcula[
EQuivelenl5lope S,(basea on grale carry-over) 5,= � Od]?4 Nft
ReQwratl Lengih 4�o Hava ID0%In�ercep�lon Lr= 22 Bt fl
Untler NoGlogging Contlilion
EKemive Lengih oi Cur�OOeninq or Slottea Inlet(minimum ol L,L.) L= 1500 tl
Inlerceplion Capaaty 0,= 9.99 cts
Untler Glogging ContliHon
CloggingGceRicient CurOCoe(= 1.31
Clogging cacbrlor Mvuipie-onii Curb Opening or Sio¢etl iniei Cur�Glog= O.Oa
EHective(Unclaggetl)LengU L,= 14.34 fl
Ac�ual Interception Capacity p,= 9.13 tls
Carry-0ver Flow=O��p�.E-Q. O�= 1.00 cfs
Summa
TotallnletlnrorcapllonCapaciry p= 9.]Pds
TofallnletCarry-0verFlow�flowbypassinginlet) pe= 1.98cfs
� CaP�we Percenta9e=�J�.= CR e 814 Y•
UD-InIebDC9MAlOR.xls,Inlet On Gratle 5/9/2006,229 PM
INLET ON A CONTINUOUS GRADE
Project: St.Vrain
. Inlet ID: OPC3 MAJOR Storm rype R Inlel
X--Lo(G�—�
H-Curb �'� _
I H-Verl --
� \ Wo
�W WP� ���
--_-�
_ � �Lo(G)
Desi nlnformaHon In u[
Type of Inlet Type=C�OT Type R CuN Opening
LoralDepression(atlaumnanomnunuousgunertleoression'a'�mm�OnurnJ� a���= 3Dlnches
Total Number of Units In ihe Inlet(6rele or Curb Opening) No= 4
Lengtb ot a Single Unit Inlet(G2te or Gur�Opening) La= 5.00(t
Witl�h o(a Uni�Grele(�annoi be greatar�M1an W�rom PAllow) We= N/A(�
Clogging Faclor�or a Single Unit Grate(�yyical min.value=0.5) CrG= WA
Cloqging Factor(or a Single Unil CurO Opening pypical min.valoe=0.1) CrC= O.ID
Warning StreetH tlraulics Calcula[eE WARNING: ISGREATERTHANALLOWABLE FORMINORSTORM
�esign 0iscM1arge(or Half of Shee[(from O-Geak) �,= 19.30 cfs
aterSpreatl WidtM1 T= 1561t
Wa�er Deplh at Flowline(oulside ol Ioral depression) d= 5]inches
Weter�ep�h et Svael Crown(or at T��J dceown= 00 inches
RatioofGW�erFlowtoDesignFlow Eo= �604
Discharge oulsi4e the GW1er Seclion W,wrrietl in 5ection T, �,= 11SO c(s
Discharge wtihin iha Guuer Sec[on W �,.= ZBO cfs
Discharge Behmtl�he Curb Face Oe�cx= a 00 c(s
Sueet Flow Area A,= 2.58 sq ft
SheetFlowVeloci�y V,= ]AZfps
Waler Depth br pesign Contlition tl�a>�= 8]inches
Gra[eAnal sls Calculatetl
• Total Leng�h oi Inlel Grale Opening l= ft
Ratio ot Grale Flow to Design Flow E>c'u,E_
UnOer No-Clogging Contlitlon
Minimum Vebcity WM1ere Grale Spash-Over Begins Va= tps
Interception Rale of Fronlal Flow R�_
IntemepGon Rate o(Sitla Flow Re=
imarcepron Capaci�y Q= ds
Untler Clogging Contli[ion
Clogging CoeHicien�(or Mulliple-unit G2te Inlet GrdleCce�_
Clogging Factorfa Multiple-uni�Gra�e Inle� GrateGlog=
Efletllve(unclogged)Lenglh of Mullipleunit G2te Inlet la= ft
Minimum Velociry Where Grate 5pash-Over Begins Vo= �ps
Interceplion Rate o(Fronlal Flow ft�=
In�erception Rate o(Sitle Flow R.= �
Ac[ual Intercep[ion Gapacity O,= WA cts
Carry-Over Flow=Oo-p,po be applied to curb opening or nem 4/s iNep Q>� � WA cfs
CurborSloXetllnlet0 enin Anal sis Calculatetl
EQuivalenl51ope5,(bdsetlongratecarty-ovep 5,= � 0_1035fVft
Requiretl Lengih Lr to Have IDO%Imerception Lr= 38.38 ft
❑ntle�No-0logging Contli[ion
Eftetlive Lenglh o�Curb Opening or Slovetl Inlet(minimum o�L,Lr) L= 20D0 fl
InterceptionCapaury Q= 14.1]cis
Untler Clog9ing Contlifion
Clogging Coe(ficient Gor�Ccef= 133
Cloq9ing Faclorlor Mul�iple�unil Curb Openinq or Sloltetl Inlet CuACloq= OD3
EHective(Uncloggetl�LengN �._ �9.34fl
AcNallntercepHonCapaciry �,= 1].84cts
Carry-Over Flow=O �a�rE-0, �e' 5.4]cis
umma
TOGI Inlel Interceplion Capaciry O= 13.86 cfs
TOGI Inlel Carry-Over Flow(flow bypassing inlal) Oe' 5.48 cts
• CaVWrePercenG9e=���e= CY.= 11]'/.
UD-InIe0.DPC3.MAJOR.ds,IMet On Grade SI9I2006,4'.07 PM
INLET IN A SUMP OR SAG LOCATION
Prol�t= SL Vrein
Inlet ID= DPC74 MNOR STORM
� _ ,�--Lo(C)—I
H-Curb �—
. H-vert —�----
�—\ `\ ' ���..w� Y— _
W WP �..�\�. —
\ � -� �o lG) �
� '
DesianlnformaHonllnoo0
Type oi Inle� TyOe=C�OT Type R CuN Opening
LocalDepression(atltlitionailownlinuousgWtertlapression'a'(mm'Q-FIIOW) a�y= 3.OOIncM1as
Num�erof Unit Inlets�Gate or Gurb Opening) No= 3
Grateln(ormatlon
Lenglh of a Uni�Grale La(G)= NIA feel
Wi@h0tdUni�G�ale Wo= NlAteet
A�eaOpeningR2liotoraG2leQypialvalues0.�50.Bo) q���= ry�q
QoggingFactorforaSingleGra�s�typlcalvalue0.50) q(G)= N/A
Grate WelrGoaflicrent(ypiCel value 3.00) C„ (G)= NIA
GrdteOMceCoaKmiem(typimlvalue0.6)) Cp(G)= N/A
Curb Opening Intormation
LengiM1 oi a Unii Curb Opening l„(C)= 5.00 leel
Heig�toNetlicalCur�Openinglnmcnes N,„= 600incbes
HeiqM1�ofCuroOnBceTnroatlninc�es Hu�m= 5.95inches
Anqle of Thmal(see USDCM Flgure ST£) T�ela= 63.4 tlegrees
Sitle Witllh for DeOression Pan�typicaly the gutlerwitlN of 2 feep Wp= 200(eet
CloggingFadorforaSingieGurbOpening(typicalvalue0.10J Cr(C)= 010
CuNOpenin9WeirCoeRicien�pypicalvalue230340) C„(C)= 2$0
CoN Opening Onlce Coefficienl(rypiral value O.fi]) Ce(C)= OB]
R Iti G tl FI D th f G t I I t G 'N I 5
CloggingCoelfcieniforMUltipleUnils Ccef= N/A
• Qo99in9 Factor(orMul�iple Uni�s CIo9= N/A
Grate As a Weir
Flow�eplh at Local Depression wit�oo�Clogging(0 tls gra�e,31.6 cis curb) d.„,= WA IncM1es
TM1isRowUsetltorCombinationlnlelsONY d�,,,p,,,,= NlAinches
Flow Depl�at Local Depression vn�h Clogging(0 c(s gale,31 6 ds mrb) 4,,,= WA inches
ThisRowUse0fo�Combina�ionlnletsOnly O���y,i= N/Alnc�es
Grate As an Orifce
Flow Oepl�at�ocal�epresson wi�noul Qogging(0 cIs g21e,31 6 tts arb) tld= NIA Inc�es
Flow Depth at Local Depression wit�Clogging(0 cfs grate,31.6 cfs cur�) Oa,= NIA IncM1es
R¢sulting Gutler Flow�ap[�Outsitle of Local Depression d,.o.x.' N/A inches
Resultln Gutler Flow Oe tM1 for Curb O enin Inlet Ca acl in a Sum
CloggingGaetfclentlorMultipleUnits Coet= 1.31
Clo9ginq Facrorfor MN�ipie Units CIo9= 0.04
Curb as a Weir,Grate as an Onfice
Flow pep�h a�Lacal�epression wilnout Cloqginq(o Cis 9��e,31b cfs cuN) a„,= 11 32 Inches
Flow Depib at Local�epression wit�Clogging(0 cfs grale.31.6 c(s cur�) q„= 11.fi6 inches
CurC as an Orifice,Giata as an Orifw
Flow Deplh at Locel Depression witM1out Clogging(0 c}s grate.31.8 cfs cur�) tlo= 10A5�mches
Flow�epth at local DeO�ession wiU Ciogging(0 cfs grdle,31 6 ch curb) a�,= 10.86 Incbes
Resulting Gatler Flow�eptM1 OWsitle of Local Dapresslon tl,.G„e' ].86 incM1es
ResulWnt Shcet ConGitions
TotallnletLengt� �= 15.Oleet
Total Inle�In�erception Capaory�pesign Dlscharge(mm 0-Peak� p,= 31 6 cfs
Warninq 5 Resultanl Gutler Flow OepiM1(baseE on s�eet O�Allow geometry) d= 9.86 inches
Resultant Sireet Flow SpreaJ(basetl on sheat 0.Allow geometry) T= 76.4(eet
ResultanlFlawDapl�atMaximumAllowableSpreatl tl�qo= O.OOlnches
Waminq 4 Gitlte�flow tleplh is grcator t�an tM1¢61ncM1us allowatl for(��n MINOR STORM�sep sfioeYQ-P.Iloni�
�
UD-InIet-DPCI6.MAJOR xls,Inle�In Sump 5/9/2006,623 PM
�NLET ON A CONTINUOUS GRADE
Project: SL Vain
� Inlet ID: DPC15 MAJORBtorm Tvpe R Inlet
*—La(C)—,y
H-Curb
'. H-Vetl .'_—. —
rt--
_ \o �
W �_
W P �,—_�
��
� --'
— Lo(G)
Desi n Intorma[ion In ul
Type of Inlei Typ¢=C�OT Type R Curb Opening
Local pepression(atleiiionai w wminuous quneraepression'a'wm'p-nuow) ai«e�= 3.0 inches
Total Num�er o!Uni�s In t�e Inlel(Grale or Curb Openinq) Na= 3
Lengt�of a Sinqle Unit Inlet(Grdte or Cur�Opening) Le= 5.00 fl
Wltlt�oi a Untt Grata(cannot be Breeler Ihan W tmm Q-Allow7 Wa= NIF It
Clogging Facta (w a Single Unil Grale(typical min.value=0.5) CrG= NIA
Clogging Factor(ora Single Unil Curb Openinq(typical min.value=0.1) CrG= 0.10
Street H d�aulics Calculated. Ca aci OK� Is less than maximum allowable fmm shee ' -Allow'
DesignDischarq¢(orHaHof5[ree[�fromQ-Peak) p,= 6.EOcf5
Water Spread WiatM1 T= ]5(t
Wale�De0�h at Rowline(ovisitle of local depression) tl= 4]inches
Water Dep�h at Siree�Cravn(or at TMpx) d�powH= 0.0 inches
Ralio of Gutter Flow to Design Flow Eo= O]05�
pischarge oulside tM1e Gul�er Sec�ion W.wmetl in Section T, p,= 2:01 cts
Discharge within ihe Gutter Secoon W �„= 4]9 cfs
Dlscharge Behind Ihe Curb Fare ����= 0A0 cts
Sveet Flow Area A,_ � 1.00 sq fl
Slreet Flow Veloclly V,= B.BO fps
Waler Dept�for 0esign Condition 4�«n�= l 1 inches
GrateAnal sls Calculal¢d
� olal Lenqth ot Inle�Gra�e Opening L= k
Ratio of Grate Flow�o Design Flow Es��rE_
Under Notlogging ConGition
Minimum Velociry Where Grale S0as�-Over Begins Ve= (ps
Intemeptlon Rate of Fromal Flcw R�=
Interceplion Rate of SiOe Flmv R,=
InlerceplionCapacity Q,= c�s
Under Ciogging Gontlition
Clogging CoeHicienl lor MWtiple-unil Grate Iniel GrateCoef=
Clogging Facbrfw Mul�iple-unit Gra�e Inle� GrateClog=
ERective(untloq9etl)langth ol Multlple�unl�Gate Inlet L,_ � fl
hlinimum Velocity WM1ere Gra�e 5pas�-Over 8egins Vo= tps
In�erceplion Rale of Fmntal Flow R�=
In�ercep�ion Rale of Sltla Flow R,_
Nttualln[erceplion Gapaciry O,= WA cis
Carry-Ovar Flow=p,-0,(lo be ap0lied to curb opening or next Ns Inlet) Qe= NIA tls
Curbor5lottetllnletO anin Anal sis Calculaed
Equivalent Slope S.(basetl on grate carryoveq 5,= 0.1]56 tVfl
Reqoiretl Lenglh L.�o Have 100 o Inlerception Lr= 18.03 fl
Untler No-Clogging Contlition
EKec�ive Length ol Curb OOening or Slotletl Inle1(minimum ot L L.) L= 15.00 ft
InlerwptionCapaciry p,= 6.53cfs
Untler Clogging Gontlitlon
Clogging CoeHicien� CurbCoe(= 181
Glogging Faclor(or Moltiple-unil Gurb Opernng or Slottetl Inlet Cur�Clag= 004
EHatltve(UnGoggetl)Lang�h L,= 14 36 0
ACNaI InlercepHon Capaciry p,: 6.41 ds
Carry-OverFlow=O op�rE-0. �e' 0.09cfs
Summa
TotallnletlnterceplionCapaciry �: e.<t cfs
otal Inle[Carry-Ovar Flow(flow bypassing inlat) Os= 039 cfs
� CaPNrePercentage=0��.= C'/.= 94.]%
UD-InIebOPCi5.MAJOR xls,Inlet On Grade 5/9/2006,155 PM
INLET IN A SUMP OR SAG LOCATION
Project= St.V�ain
. Inlet ID= — --OPC4 MAJOR STORM
.r--Lo(C�—,y
H-Curb
�'.. H-Vetl _
_ �_—'_
W WP \�.�—
�
��— �a l� �
Oasi n Information In u[
Tyye ol Inlet Type=CDOT Type R CuN Opening
LOCdIDepression(ad4ilionallocontinuousguVertlepression'a'fmm'0-AIIOW) a�a�= 3.OOlncnes
NumbaroNnll Inlels(G2te or Guro Opening) No= 2
Gratoln(ormation
Lang�h ot a Uni1 G2te La G =
( ) NIA feel
WItllM1oiaUnilGrale Wo= N/Ateet
AreaOpeningRatiobraGralepypicalvalues0.15-090) q„�= N/q
ClogBingFac�orforaSingleGrate(typiralvalue0b0� Gr(G)= NIA
G2teWeirGoaRlcient�typicalvalue3O0) G„(G7= N/A
GrdteOnficeCoefficlanipyplcelvalue06]) Co1G)= N/A
Curb Opening Infwmatlon
LengNo(aUnitCur�Opening le�C)= 5.OOfee1
HeigMotVertiqlCur�Openinginlnches H,,,�= 6O0inches
Height o(Curb On9ce TM1ma�in Inches Hm,on= 5.95 incM1es
Angleo(Thrpal(seeUSDCMFigure5L5) TM1eta= 636de9�ees
SItleWltlthfor�epressionPan(tyqi�allythagutterwidiho(2(eep Wo= Z,OO�ael
Qogging Factor for a Single Car�Opening(ty0iral value 0.10) Q(C)= 0.10
CvN Opening W etr CoeRcieN(typical value 2 30.3.00) G„(C)= 2.30
Car�OpaningOnfceCoetfidant(rypicalvalue0.6]) Co(C)= � Q6l
Fesultin Gutter Flow De [h for Grate Inlet Ca aci in a Sum
� CIo99ingCoetticienitorMUltiPleUmts Coef= � N/A
Qogging Faclorfor MWtiple Units Cloq= WA
Grate As a Weir
Flow Depih al Local Depression wlt�oul Cloqqinq(0 ch gra�e,18.1 cfs cuN) d„= WA inc�es
Thls Row Usetl for Com�ination Inlels Ony d�,,,d�„_ � N/A inches
Plow Depih a[Lowl�epression vnih Clogging(0 ds grate.18.1 c(s cuT) d„.= - NIA inc0es
This Row UseO for Combination Inle�s Only a,,,p.,i= N/A inches
Grata As an OriOce
Flow Oep�h a�Local Depression wilM1out Glogging(0 cfs grdta,18.1 c!s cuN) tla= ����-N/A�inc�e5
Flow Dept�at�ocal�epression with Clogging(0 cis gate.18.1 c/s curt) ad= � � NIA inches
Recultln9 Gutlar Flow Depth Oulside of Lool Oeprassion tl.a.w._ � � N/A inches
ft 111 G tt FI 0 thf C 60 I I I tG INI 5
Gloqging CoeRicienl�ar Mulfple llnits �ce(= . 125
CloggingFadortorMWtipleUni�s Qag= � ���� 0.06
Curt as a Wetr,Grate as an orifice
Flow Deplh at Loral Depression vnthout Qagging(0 cts grate,18.1 ch curb) tl„.�,_ �--833 inc�es
Flow Oept�at Local Depression vnl�Clogging(0 cls grate,iB.t cfs curo) tl„,_ � �B80 incbes
CurE as an OriOca,Grate as an Orifice
Flow Dept�at Local Depression mthoul Clogging(0 tls g2te.18.1 cfs cvr�) tla= � 8.19 Inches
Flow Depih at Local Depression with Clogging(�c(s grate,18.1 cfs curb) 4„= � 8.85 inc�es
Re5ultingGutlerFlowDept�Outsitleo(LocalOeprassion tl,i„A= � S.BSincM1es
R sul n[ treetGontlitions
TotallnletLenglh L= � t0A feet
Totallnlalln�ercepUonGapacily��esign�ischarqelmm0-Peak) Q,= 18.1 cis
R¢sultan�Gutt¢r Flow Oepth(EaseE on shee[0.Allow gaomelry� tl= 5.85 Inc�as
ResulWnt Slraet Flow Spreatl�basatl on 5M1ee10-Rllow gaometry) T= 11.1 feet
Resultant Flow Dep[h at Maximum Allowable Spreatl tlsweao' �OAO incbes
�
UD-InIet-OPC4.MPJOR xls,Inlet In Sump 5/9/2006,429 PM
INLET IN A SUMP OR SAG LOCATION
Projecl= 51.Vrain
Inlet ID= OPC7 Major Stortn Type R Inlet
• Lo1C)-1
�_..._. _ ..__—_._.._._
� -Gurb �, H-Vert � —�—-� — —
�� �. A -,
q
�W �WP �'
� \
� `v _� .--�Lol�� �
Desian Inlormation Ilnoup
Tyoe oi inlet Type= CDOT Ty{.ro R Cutl�Opening
Locai Depresson�a[lOnional m commuaus guner depresson'a'fmm'0-Aucn� ai�,= 3D0 mcnes
NumoeroNniunieis�GrateorCurbOpEnmg� No= 2
Grate Information
LengmofaunitGrate LofG)= N/Afeei
WitlNolaUniiGrate Wo= N/Afeet
enOfenin.)Rq�in(p'a�r,i!B�Np�cal�aW?501$-04(Il 4.,,.= N�4
. . - � � ia i ca',�..a:ueo?�, ,_ - �is �
� .clrC Y �;iyV�cal lue 3!;CI �. lGj= ura
GrateOdflceCoe�lcienl(ryplcaivalue08]) Ga(G)= WA
Curb Opening Informatlon
LengNolaUnitCurbOpen�ing Lo1G1= SDOfee�
HoigN uNervrai CeN Opening In Inches nK„= 6A0 rnUes
HeigMotCuroOuficer�matminc�es Ha,o„= 5951nches
Nngle ol mma�(see US�CM Figure SL6� IDe�a= 63.4 degrees
SideWiOihtorDeO�assonPan(typ�callyi�agutterwitlibof2faet) Wp= 200feet
Clog9i�gFadorbra5ingleCur�Opening�rypiqlvalueO.ID� C�(G�= 0.10
Cu�bOpeningwevCoehicmm�rypicalvaWe2.3030J) C„.(q= 230
Cur�OpenmgOnficeGaefliueN(ypicalvalue08]� Ca(C�= 06]
Resullina Gutler Flow Deoth(or Gra�e Inbl Caoacitv in a Sumo
Qagginq Coef(icienl�ar Mulliple Uni6 Coel= NIA
• CIo99in9 Facmr tor MuliiPie Units CIo9= N/A
Grate As a Weir
Flow�opi�ai�ocai�epresson wilbom Glogging(0 Gs B��e.Vl s ds curo� 4,.,= NIA Inches
This RowUsea lor Gom�mation Inlets Ony tla,e,,,,= N/A inches
Fiow Dept�ai locai�epression vn�h Clogging(�cis grate,ID.5 cls curb7 0.,= NIF mc�es
TM1i5ROwU62410ICOmbin3�iOnInlBlsOnly Oa�p��= N��1inGM1P5
Grate As an Orifce
Flow�epN a�Local Oepression wil0ovt Qogging(0 cis grale,10S ds curb) tla= N/H inMes
Flow�epN ai Local Depression wilh ClaggNg(0 c�s gra�e,IDS cis curb) a„= NIH incnes
Resulting Gutler Flaw�epth Ou�slEe of LocalOepression tl,.o�..= N/A inches
Resultin Gutlar Flow De N for Curb O nin Inlet Ca aci in a Sum
CloggingCoeR¢iemforMul�ipleUni�s Coei= 125
QoggingFactorlorMUltipleUnils Clog= 006
Gurb as a Weir,Grate as an Oriflce
Flow Depm at locai Depression vnl�out Clogging(0 c�s gra�e,10 5 cfs cur�) d„= 580 inc�es
Flow Dept�at�ocal DeOression vnlh Clogging(0 ch g21e.105 c(s cuN) G,,,= 598 Incnes
Curb as an Onlce,Grate aa an O�Ifice
Flow Depm at�ocal Depression vdlM1oul Clogging(0 cls grd�e,10 5 cfs cuN) tl„= a.52 incnes
Plow Dept�at Loral Depression wiih Clog9inq(0 cls grale,t0.5 c(s cuN) aa= <.]8�incnes
Resulting GUXer Flow DepiM1 Owsitle of Local Depression dw.,e= 2.88 inches
Resultanl5treet ConCi�lons
To�allnletLeng�n L= tO01eet
To�al Inlet imerception GaOaclry(Dasign Disc�arge Irom 0-Peek� p,= tOS c(s
ResultantGUVerFlowDep�M1@aseEonshaelQ-Allowgeometry) tl= ].98incM1es
Resultant Slreat Flow Spreatl(pasetl on s�ee�0-Allow geometry) T= �.3 fa¢t
ResulGntFlowDapt�atMaximumAllowable5praatl tl�ao= O.OOlnc�es
.
UD-InIeI-DPC7.major xls.Inlel In Sump 6/912006,12:1 t PM
INLET IN A SUMP OR SAG LOCATION
Project= SL Vrein
. Inlet ID= DPC76 MPJOR Storm T R Inle[
,f--Lo(C)----�
_�_'- _ - — � . ._. ..__.
H-Curb i i _._. ._ _.-
� H-Ver� I �:� w
�\�w � ,.., � �--
� - --
P �
� �� � �
__
�,_-
�
\ _ ..—_ .--- �
_�
— ��Lo lG�
.c —
Deslan Intormation(Inoutl
Type af inlel Type=GDOT Type R Curo Opening
Lwal Depression(adtlilional m continuous gutler tlepression a Irom'0-AuoW7 a,�y= 3D�mches
NumberoNmtlnleis�GraieorCuNOpenmg) No= 2
Grate InformaHon
LengtnofaUnnGrate La1G�= WAleei
Witlih of a Unit G21e Wa= N/A Ieel
AreaOpeningRaiio(oraGratepypmalvaiues0.15Ae0� a„i„= N/A
Clogging Facmr for e Singie Grate�ty0lcal vaioe 0 5�) C�(G�= N/A
GrdteWevCoeKcant(typicalvalue3D0) C„ (G)= N/A
62taOn6ceCoeR¢ienipypicalvalue08�) Co(G)= NIA
Curb Opening Information
LengihoiaUnnCurbOpening Lo(C)= 5�0feet
Heiqpi oNetlical CuN OOening in inches H„„= fi 00 incnes
Heig�to(CurbOn(iceTnmalinlnches Hm,e.i= 595mches
Angie olTproai�see USDGM Figure STS) The�a= 83 a Oegrees
Si4eWidihforOopressionPan(typicalty@egutlarvndlhof2leep Wo= 2O0feet
Clogging Factor for a S�ngle CurO Opening(typical value 0.10) C�IC)= 0.10
Cur00pamngWeirCoetficientpypmaivaWe230�.0�) C„�C)= 230
Cur�OpeningOrificeCoeHicieN(rypicalraWeO.e]) Go1G)= 06]
ResWtin Gutler Flow De t�br Grate Inle[Ca acl in a Sum
• GIo99in9 Coe(fcient for MultiPle Units Coel= N/A
CloggingfaclorforMUllipieUnits Qog= N/A
Grate As a Weir
Flow Deptb a�Local�e0ression withou�Glogging�0 ds grate,t0 5 c6 cuN) y,= NiA inchas
TM1ISRowU5etlfo�Com�lnalionlnlebOnly tl.,,��.= N/qinches
Flow DeO��al Lo�l Depression wit�Clogging(0 cls gate.10 5 cfs curo) 4,,,= NIN Inches
TpisRowUseOimComOinationlnletsOnly tl�,,,��= NlAlncnes
Grate As an Oriflce
Flow Dep��a�Lowl DeO�ession w�Noul Ciogging(0 tls grate.105 c6 curb) 4v= NIA Inc�es
Flmv Depi�a�Local DeOression wit�Clogging(�cts g2te,ID.5 ch cur�) a„= NIA Inc�es
Resulling Gutter Flov.•OepN OULsiEe of Local Depression tl,.i„�.= N/A inches
ResWtnv Gotler Flax DeoM br Curb Ooanina Inlet Cauacitv in a Sumo
CloggingCoeHicieniforMWtipleUni�s Coei= 125
CloggingFaclorforMUl�ipleUni�s Clog= 0.06
Lurb as a Wair,Grale as an OrMice
Flav Dept�a�LocalOapression wil�oW Clogging(�cf5 9��e.Wb cls mT7 d„= 5-80 Inc�Es
Flow OepN at Loeal Oepression vnlh Clogging(0 cls g21e.10 5 cis cur0) 4.,= 5.98 incnes
Curb as an Otllca,Grab as an Oriflce
Flow DeO��al LncalOeprasslon vAnoW QogBing(0 ds g21a,t0.5 c1s wi0� do= 4 62 Inc�es
Flow�epih a�Local Deprassionwi�b Clogging�0 Gs grd�e,10.5 qs curt) o„= a?8 Inc�es
Rasulting Gutler Flow DepiM1 Outsitle ot Local Daprassion tl,.�,,,e= 3.90 inc�es
Resu1W nt SVeat Contlitlons
TotallnletLengt� L= 10.Oleet
iotal Iniet mierca0�ion Capaary(Design Discnarge Imm O�Peak� 0,= 10.5 cfs
Resultan�Gutlar Flow Oep[b(Easatl on 5�ee�O-A��Ow 9eomatry) tl= E.98 Inchas
ResW�ant Streel Flow Spr¢atl(basetl on s�eet O�Allow geometry) T= 4.3 feet
ResullanlFlowOepthatMaximumAllowaEle5preaG tly�.o= O.OOlnches
.
UD-InIeF�PCi6.malwxls,Inlel In Sump 5126/2006,10:06 AM
INLET IN A SUMP OR SAG LOCATION
Project= St Vrain
Inlet ID= DPC5 MPJOR Stortn Tvpe R I le[
� d Lo(C)—i' " ' _
H-Curb
-"_ H-Ven�--'�N, — _
Wp \ �
W � y_�
� �
���Lo(61
Desian InPormation llnoup
Type oflnlei
Type=CDOT Type R CuN Opening
LacalDepression�atltlitionalioconiinuousguVertlapression'aYmm'p-qlloW) a�,.,�= 3AOlncbes
NumberolUnillnlets(GrateorCurDO0enin9) No= 3
Grate Inbrmatlon
Lengih ofa t)nitGrate
L„(G�= N/N 16et
Witlt�ofaUnitGraie Wo= N/Aleet
Area Opemng Ratio for a Ga�e�typical values�15-0.90) q,�= N�A
Clogging Factor(ora Singie Gra�e�ty0�calvalue 0.50) G�(G)= NlA
G21e WeirCoetfcienl(typicalvalue 3 00) C„. (G�= N/A
GrateOrifceCoe(�ciem(rypicaivalueo6]) Co(G)= NIH
Curb Opening Intormation
LengiM1 oi a Unit CUN Opemng La(q= 5A0 feei
Heighl 01 Vertt�al Curb Opaning in Inchas H,,,�= 8A0 Inches
HeigMofCurbOnfceThroaiinlnc�es H.r,o,�= 595incM1es
Angle of Throat�see USDCM Figure SL5) Tne�a= 63 a degrees
SIDeWitlt�brDepressionPanpyp�cally�hegutterwitlthof2feep Wa= 2.00(eet
CloggingFacbrforaSinqleCur00pening(rypicalvalue0.10) q(C)= 0.10
Cvr�OpeningWelrCoe(fician�(rypicalvalua230300) G_(C�= 230
GuroOpeningOd6ceCoeflmlenlpypiwlvaWe0.6�) Co(CJ= 0.61
Resultin Gutter Flow�a ih for Grale Inlet Ca aci in a Sum
Cloqqing CoeRmieN(or Mulliple Uni�s Goet= WA
� CIo99ingFadorforMUI�iPIeUnrts Qo9= WA
Gra[e As a Weir
Flow Dept�ai Local Depression wiNoul Qogginq(0 cts gate,28 9 cfs curb) tl„= Wq Inc�es
ihisRowUseaforCombinatlonlnletsOnly 4�,,,��„= NlAinches
Flow Oepth at Local Depression wit�Qoqging�0 cfs gate.29 B cfs curo) d,..= NIA incM1es
ThisRowUsetlforCombinalionlnlelsOnly tl�,,,�i= Nlqmc�es
Grate As an Orifce
Flow�eplh at Local DeO�ession witboul Clogging(0 ds g2te.29.6 cis curb) tlo= NIA inches
Flow�ept�al Local Depression vnN QogBing(0 cfs grzle,28 8 cfs cur�) do,= N/A inc�es
ResulHng Gutter Flow Dapth OutsiEa of Lool Oepresslon q,�,n._ �WA inc�es
Re5W�in Gutle�FlOwDe NforCurpO enln InlelCa ad IniSum
CIo99ingCoeffcieniforMUltipleUnia Cae(= 131
Clogqing Pactor for MWtiple Unils Clog= p.04
CurE as a Weiq Grata as an Ori{ca
Flow Dep10 at Local�epression witM1out CbgB�nB(0 ds qrate,2B8 ch curb7 0„= 10.64 inc�es
Fiow�epm at Locai Depression wim Qogging(0 cfs grdte,28.9 cfs cur�) �,,,= 10.96 Inc�es
Curb as an Orifice,Grate as an Orifice
Fiow Depth at Local Depression wimout Clogging(0 cfs grate 288 c(s curb) a„= 8 BB inches
Fbw Deplh al Local�epression wlih Clo9ging(0 cfs grdte.28.8 c(s cur0) tla.= 8 J]Inc�es
Resulting Gutler Flow DepiM1 OWsltle af Local Depresslon tl,�,,,p= B.d]inches
ResWlant Stree�Contlitlons
To�allnletLengih
L= 1501ee1
To�allnlellnterceplionCapacily(Design�iscnarBefromQ-Peek) Q,= 28.8[is
wam�inq 5 Resultant Gutlar Flow Oepth(Eased on sM1eet Q�Allow geometry) tl= 8.19 incM1es
Waming 6 Resultant Streel Flow SpreaC(basetl on s�ae�0.Allow geoma�ry) T= 18.9 feel
Resvltant Flow Depth at Maximum Allowable SpreaE Gy��= p.00 Inches
Waminy 5:Gutter flow�epID Is 9rorter tlran I�a 6 inclms allowetl Por f�e MINOR STOFM�sea s�oc�'Q-Al�ove'�
Wvnin9 6:Flow spmntl is greator tban tfie 16 tl3 tcal a0owed�or ihe MINOR 9TOftM�scc sM1cot'p-Allow')
�
UD-InIe4DPC5MAJOR.xIs,Inlet In Sump 5/26/2006,1030 AM
INLET IN A SUMP OR SAG LOCATION
Project= SL Vrain
InIe11D= DPCt7 MAJORStorm Type R Inlet
• —� �Lo(C)—,y
I H-Cur� �
_c � H-Vetl -
-\_ _ ��-�o _
�W �P A
\ ��—�
\
— _j—
—_—
�.-__ � �Lo lGl
Desl n Informalion In u�
Type of Inlel Type=CDOT Type R CurO Opening
�ocalDepression(adtli�ianaltoconlinuousgWlar0epressmn'a'fmm'�-qlloW) e�y= 300incM1es
Num�erofUmtlnieis�6raieorCvrbOpening� No= 2
Gratelnformation
Lengl�o(a llnit G21a L„(G)= NrA feel
WlalnofaUni�62te Wa= WAteet
AreaOpeningRatiotoraGra�e(ry0icaivaWes0.15-0.90) q„�= WA
ClogBing Parnor(ora Single 62�e�iqpical value�.507 C�(G)= N/A
GrateWeirCoeffmient�rypiralvalue3D0) G„ �G7= NrA
G21eOnficeGoefflaent�rypicalrelue0.fi]) Ge(G)= N/A
Curb Opening InformaHon
lengthofaUmtCur�Opening La�C�= SD0(eet
HeigM of Venical CurD Opening m IncM1es H,,,�= BD0 inches
Heig�rof CuN Onfice Throat In Incnes Hn„e�= 5.95 Incnes
Angle ot Throa�(see US�CM Figure ST-5) T�ela= 634 tlegrees
Sitle Witll�for Depression Pan pypicalty��e gutlerw�d��of 2�eep Wo= 2A0 feei
GaggingFactor(oraSngleCurbOpening(typiralvaWe010) C��C7= 0.10
CoNOpaningWeirCaeffic�en!(rypicalvalue230300) C„IC�= 230
Curb Opening Odfice CoeRiaent(typical value�-8]� G,(C)= 0.6]
Resulting Gutler Flow Dau�h for Grate Inlet Caoac N in a Sumu
Clagging CoeRcienl for Multipie Units Goef= NIA
. CIo99in9 Fac�or lor MuliiPle Units CIo9' N/A
Grate As a Weir
Flow Depih at Local�epressionwithoW Clogging(0 c(s gra�e.12.6 cfs cuNJ d„= NIA inclies
hisRowllsetliorCombinationlnletsOmy tl�,,,e„ - NlA�mches
Flow Depih a�Local Depression wit�Clogging(�cis grate.12.9 cfs cuN� 0„= NIA incnes
T�isRawUsetl(o�ComDina�ionlnlet50nly ��,��= N/Alnc�as
Greta As an Oriflce
Flmv�e0�hatLocalDepressionw��hoWClogging(0chgrate,l2Bc(scuN) tla= NiAinc�es
FlowDept�al�ocalDepressionvn�bClog9�ng�0ckgrate,l2.ficiscur0) de.= NlAlnches
Rasultlng Guttar Flow Depl�ONsitle M Local Depression tl�,,,,= NIA incM1es
ftasullln Guder Flow De th fo�CurE O enin Inlel Ca acl In a Sum
Clogging Coeificienl for Mulliple Unils Coef= 125
ClogqinqFactoriorMUl�ipleUni�s Clog= 0.06
Curb as a Weir,Gra�a as an Orifica
Flow�eplM1 al Loral Deprasslon udNOW Clogging(0 cfs g2te.12 B cfs wr0) d„+= B 54 IncM1es
Flow Dept�al Local Depression wi�b Clogging(0 ds g21e,12.6 ds cur�) q,.= 6)5 inc�es
Curb as an OriTice,Grata as an Or'ifice
Flow�e01�at Local�epression vn�hout Clogging(0 ch gra�e,12b cis curb) do= i34�incnes
FlowDept�atLacalDepressionvnt�Clogging�0c(sgate.l2Bcfscurb� tle.= SJt Inc�es
ResWting Gutler Flow Dep�M1 Outsitle ot Lacal Depression d.y�p= 3.]5 inc�es
ftesultant SVeet Con�i[ions
TotallnletLeng�h L= 1O01eei
Totallnletlnierce0�ionCapaciry�DesignDlsc�argefmmO.Peak� p,= 12.6cfs
ftesWtanl Gutlar ilow Dept�(EaseE on s�ae[0-Allow geomatry� tl= ].15 incM1es
ResuHant SVeet Flow SpreaA(EaseE on sheet Q-Allow geomatry) T= ].5 leet
RasuHant Flow Deplh at Maximum Nlowable Spreatl tlg�= 0.00 inc�as
�
UD-InIe4DPC1ZMAJOR xls.Inlet In Sump 5/2W2006,1¢21 AM
iNLET IN A SUMP OR SAG LOCATION
Project= St.Vrain
Inlel ID= DPCB MAJOR STOftM
� �—_L°fCl—Y _
H-Curb H-Vert
_— —.— —
�_— _
� W �
V ���� _____
�`"P �` \. ___
� �,� ��
� � —_
� ��-
--
--��-��a lei
Desion Information Ilnoutl
Type ot Inle� Type=GDO'Type R Gurb Openinq
LocalDepression(adtlitionaltocontinuousgWterdepression'a'fmm'QAIIOW) ai,�a= 3.00inclias
NumberofUnlUnieis(GrateorCurbOpeniny7 No= 2
Grate Intormation
LengiM1atalJni�Grate LpIG�= NlAfee�
WidihofaUni�G2te Wo' N/A(eel
H�ea Opening Ra�io fora G21e(lypical values 0 15-0 90) A„�p= N/A
Cioggmg Factor�ora Slnqle Gate pypical value o.50) C�(G)= WA
G21aWeirCoeBiCent�lypicalvalue300) C„ (G)= N/A
GraleOriYiceCoelFluent(typicalvalueo.G/) G„(G)= wA
Gurb Opening Information
LengNoiaUnllCurbOpening LoIC)= 5.00feet
HeigM oi Vertical Curb Opening in lnches HK,�= 6DO inches
HeigM1t of Gurt Onfice Throat In Inc�es nm,„,�= 5.85 inc�es
Anqle oi inma�(see USDCM Fgure Si-5) Tneia= 63 a tlegrees
Side Witlih for�epression Pan(rypicaliy me gunerwidib ol2leep Wp= 2 00 feet
Cloggi^9 Facmr for a Single Curb Opaning pypiral value 0 10) G,(G)= 0.10
CurbOpeningWeirGoeffciantpypiralvalue230300) C„.(C)= 230
Curb Opening Ofdme CoeKcienl Qypical value 0 fi1) Co(C)= 06]
Rasulfno Guttar Flow Deoth br Grate Inlet Caoacitv in a Sumo
Clogging Coetficient for M11Wtiple Units Coef= N!A
� CIo99in9FadorforMUltiplaUnits Qo9= NIA
Grate As a Weir
Flaw Oepi�ai Local Depresslon wi�hout Clogging(0 cls grdte,25 cfs curb) d„,= NIA�ine�es
ThisRmvUsetlbrCombinalionlnle�sOnly d�„ow= WAincOes
Flow�ep�M1 at�ocal Depressian wi�h Clogginq(0 cis grdte.25 cfs cu�b) a.,,= NIA Inches
This Row Usetl lor ComOinalion Inlels Onry d�,,,�i= WA Inches
Grate As an OrHice
Flow Dep�h at Local Depressian wilhou�CIo99ing(0 c!s grdte.25 ch curb) Oa= WA inc�es
Flow Oep�h at�oral Depression vnlh Cloqging(0 cfs grate.25 cfs cuN) tl�,= WA incM1es
Resulting Gutter Flaw Daplh Outsitla of Lacal Dapresslon tl,z.n.= N/H inc�es
Resultin Gulter Flow De iM1 f r urE O enin Inlet Ga acl in a Sum
CloggingCoefficieNforMUIlIpleUni�s Coef- 125
CloggingFactorfarMUltipleUnits Clog= �.Ofi
Curb as a Weiq Grate as an OrHice
Flow�epih at Locai Oepression wilM1out Ciogginq(0 tls gra�e,25 cts curb� d,,;= 10.33 inches
Flow�epin at Local Depression wil�Gogging�0 cis g ate.25 cfs curo) 0.,,= 10.66 IncM1es
Curb as an Orifica,Grate as an Otlica
Fiow Oepm at Lowl Depression wiNovt Qogging(0 ds grdie.25 cfs cur�) oa= 1321 Inches
Flow�epiM1 al Local Depression with Clogging(0 Us B��e.25 cfs cuN) dd= 14.6]Incnes
ResultingGWterPlowDeplh0u4sitleo/LocalDepression dw.,�e' 11.BlineM1as
ftesullanl SVael Contlitlons
Tolal Inlet Lenqin L= 100 fee�
Total Inlel lnterceplion Capaciry(Oesign D��sUarge irom 0-Peek) Q,= 250 cis
vy�������i9 5 ResWtant Gutler Flow Deplh(baseE on sheat Q-Allow geometry) tl= N.8'!inches
wam�iog 6 Resultant SVeel Flow Spreatl(basetl on sM1aet 0-Al/ow qaomelry) T= A:0 feet
Rasultant Flow Depth a�Mazimum Allowable Spreatl dssu.o= 0.00 Inches
Waming 5'.Gu��or flow tlopih Is 9te(+LLv tliv�tbe 6 incPex allowotl for ibu MINOft SiORM(seo sM1oot'O�Aliow)
� Wanf�n9 6-Fow spreatl Is grwtur tM1an IM1¢16 N3 fcot aliowetl�oI IM10 MMOR STOFM�see shoel'0-AIIOWI
UD-InIe60PC8 MAJORxIs,Inle[In Sump 6I92006,10�23 AM
INLET IN A SUMP OR SAG LOCATION
Prqect= St.Vrain
Inlet ID= DPC10 MAJOR STORM
� �Lo(C) —• .
.__. _ __—_ .__—__ _ � __— _ "_".—
H-Curb I
I H-Ver� — ---'�--
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oeslon Intormatlon Onoutl
Lipe of Imel Type=�DOT T�fa R Curb Openin�
Lu�l Cepr , in i �,a� i s o�sr �re = n .i G� � ,. ...� , _ ;' ,�rnn�
:.. .... .... ..... _. . _. . .. . ., _ - i
Grate Intormation
Lengih ofa UnitGra�e Lp(G)= NiA teai
WidN of a Uni�Grzie We= N/A fee�
Area Opanmg Ratio br a Gra�s�typical�alues 0.15A907 n,.„a= N/A
GloggingFacioriora5ingieGatepypiralvalue0b01 q(G)= WA
GraleWeirCcef(ioem(ypicalvawe300� C� (GJ= WA
Grz[B Onfiw GOB1I¢tent(rypi�l valuFl O.fi]) Ca(G)= N/H
Curb Opening Information
Lengt�o(aUnnGur0Opening Lp(G)= SAOfaet
HeiqM1t oI Venical Gurb Opening m Inches HKn= 8.00 Incnas
Heig�t of CuN On�ce TM1ma�In Incnes Hqqn= 595 Inches
AngleotTinoat(seeUS�CMFgureSiS) Tpe�a= G3.4tlegrees
SideWiONbrDepmssionPan��vpiralh�M1egWleiwitl�0of2(ee�� Wp= 2O01ee�
CIOBB�ngFactorrora5ingleCuroOpemng(rypicalvalue0.10) C�(C)= 010
CmbOpaningWeirCoeR¢ient�typicalvdlue2.30300J C„.(C)= 2.30
CuroOpeningOnfceGoaKmient(ryp•calvalue0.6]� Co(G)= 06]
Resullinu Gul�er Flow Deplh for Gra�e Inle�CaOaci�v in a SumO
GloggingCoelfcientforMWtipleUnl�s Goef= N/A
� CIo991n9 Fador for MUIli01e Units CIOB` N/A
Grate As a Wair
Flow Depih at Local Depression wahow Glogging(0 cis gra�a,25 cfs curb) tl,�= N/A incM1es
This Row Usetl br ComOination Inlets Onry d,,,,p.�„= N!A mcM1es
Flow Depth at Local Depression wil�Qogging(0 cfs B��e,25 cfs cuN) �.,.= NIA InMas
This Row Usetl(or Com�inaUon miets Onry tl�,,,��= NIA IncM1es
Gmte As an Orifce
FlowDepl�alLocaiDepressionwi��ouiClogging(0<isgrate,25c(scu`b) tl„= NIA'mcnes
Flow�epN ai Loral Depressian wii�Clogging(0 cis g2�e,25 c(s ar0) tla= NIA inc�es
Rasulting Gulter Flow DeptM1 Ou[sitla at Lowl Depression tl,.o„n` NIA inches
Resultin GutterFlow�e NtorCurbO enin InletGa aci InaSum
Clagging CoeRmient br Mulliple Units Coef= 1 25
Qogqinq Facmr(or MUltlple Untls CIo9= 0.06
CurE as a Wair,Grale as an Orifice
Flow�epl�at Lacal Oepression w��hout Cloqging�0 cfs g2te.25 c�s curo) tl„,= 10.33 Inc�es
FlowDepl�atLocaiOepressionwi��Glogging�Ochgrale.25ciscurt) tl,.,= 1066inches
Gurb as an Orifca,Gra W as an Orifce
Flow DeO�h at Local�epresslon viitboN Clogging�0 cfs g2te,25 cts cur�) tla= 1321 mcbes
Flow Depl�al Local Depression w�th Clogging(0 cls grale,25 c(s curb) tl„= 14.6]inc�es
ResullingGUVerFlowDepthOutsltleo/LxalDepression �.c.e= ii.6]inc�es
ftasullant Street Contlitions
Ta�allnletLengN �= f0.0(eet
Tolal Inlel In�e�ceplion Capaci�y(Design Oisc�a�ge fmm 0-Peak) Q�= 25�cfs
Warning 5 ResuHant Gutter Flow Dapl�(basetl on sheat Q-Allow gaometry) tl= 11.8] inc�es
Warning b Rasutlant Street Flow Spreatl(basatl on sheet 4Allaw geometry) T= f]A feet
RasulWntFlowDepthatMaaimumNlowabla5preatl tlsruw` O.OOlnc�es
Waming 5:Gu��e�Oow Oep�b Is yrest¢r�han[bo 6lntho5 allowotl for tbu MINOR STORM(see shoel'Q�Allow)
� WamingP_Flows�ruutlls9matcrt0an��e16.83foelallowotlfolfheMINOR5TORMls¢esM1eol'��Allow)
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STREET CAPACITY
� Cross Seetion for MINOR STORM STREET D DPA1
Projed Descriptlon � � � � . � � � � �
Flow ElemenT. I«egular Section
Friction Method: Manning Formula
Solve For Normal Depth
Section Data � � �
Roughness Coeffcient 0.016
Channel Slope: 0.00800 ft/ft
Normal Depth: 0.49 ft
Elevation Range�. 9.00 to 10.00 ft
Discharge�. 1020 ft'/s
.
T
0.49 tl
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�-18.99 R —�
V: 5 �
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•
STREET CAPACITY
. Cross Section for MINOR STORM STREET B DPA2.2
Projed Desenption � � �`� � � . � � �
Flow Element: Irregular Section
Friction Method: Manning Formula
Solve For: Normal Depth
Sectioabata
Roughness Coefficient: 0.016
Channel Slope: 0.01100 fUft
Normal Depth: 0.47 fl
Elevation Range: 9.00 to 1027 ft
Discharge: 9.90 ft'/s
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. STREET CAPACITY
Cross Section for MINOR STORM STREET B DPA3
Project Description � . �. . .
Flow Element: Irregular Section
Friction Method: Manning Formula
Soive Foc Normal Depth
Section�afa�. �.� � � �� . � � �
Roughness Coefficient: 0.016
Channel Slope: 0.01050 Wft
Normal Depth: 0.48 h
Elevation Range: 9.00 to 1027 ft
Discharge: 10.60 h'�5
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•
. STREET CAPACITY
Cross Section for MINOR STORM STREET E DPA6.1
Project Description � .. . . . . � � �
Flow Element: Irregular Section
Friction Method' Manning Formula
SoNe For Normal Depth
SeGioo D3ta- ... . . . . . . . . . . .
Roughness Coeffcient: 0.016
Channel Slope: 0.01310 fVR
Normal Depth: 0.48 ft
Eievation Range: 9.00 to 10.00 ft
Discharge� 11.90 ft'/s
•
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.
STREET CAPACITY
• Cross Section for MINOR STORM STREET B DPA6.2
Frqect Descriptikh . � - � � � . .
Flow ElemenT. � Irregular Section
Friction Method: Manning Formula
Solve For. Normal Depih
SeeEiorr{7ata .. . . . � . .. . .
Roughness Coefficient: 0.016
Channel Slope: 0.05000 fUft
Normal Depth: 0.40 h
Elevation Range: 9.00 to 1027 k
Discharge: 12.50 k'Is
•
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.
• STREET CAPACITY
Cross Seetion for MINOR STORM STREET G DPA7.�
Project oescription� . � . . � �
Flow E�ement: Irregular Section
Friction Method: Manning Formula
Solve For. Normal Depth
Seetion Data
Roughness Coefficient 0.016
Channel Slope� 0.00800 �ft
Normal Depth�. 0.48 ft
Elevation Range� 9.00 to 10.00 ft
Discharge: 9.10 k'/s
•
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V: 5 d
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•
STREET CAPACITY
• Cross Section for MINOR STORM STREET H DPA15.1
Projed[)eSeription � _: " .: � . .
Flow Element Irregular Section
Friction Method: Manning Formula
Solve For: Normal Depth
SEction Data� �� �� : � .. � . . � � � �
Roughness Coefficient 0.016
Channel Slope� 0.01140 ft/n
Normal Depth: 0.42 ft
Elevation Range: 9.00 to 10.00 k
Discharge: 6.90 ft'Is
•
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•
STREET CAPACITY
� Cross Section for MINOR STORM STREET B DPA15.2
�prqect Description � ��� � � �� �.
Flow Element: Irregular Section
Friction Method� Manning Formula
Solve For. Normal Depth
Section Data � . � � � � � � � � �
Roughness Coefficient � 0.016
Channel Slope: 0.05000 ft/ft
Normal Deplh�. 0.33 ft
Elevation Range- 9.00 to 1027 ft
Discharge: 6.30 ft'Is
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•
STREET CAPACITY
• Cross Section for MINOR STORM STREET 8 DPA76
Pro(e.�t 15�6cr{ptiora-� _. . � � �
Flow Element: Irregular Section
Friction Method: Manning Formula
Solve For Normal Depth
Scctiofl flata� � � � , �. . . . � . . .
Roughness Coefficient: 0.016
Channel Slope: 0.05000 ft/ft
Normal Depth: 0.36 ft
Elevation Range: 9.00 to 1027 ft
Discharge: 870 ft'/s
•
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0.35 fl
�----12 42 tt --�
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•
STREET CAPACITY
• Cross Seetion for MINOR STORM STREET C DPA8.2
Prujecf 6escription � - �: ;
Flow Element: Irregular Section ���
Friction Method: Manning Formula
Solve For: Normal Depth
Sectian Data.:. . . . � . . � : .. . .
Roughness Coeffcient: 0.016
Channel Slope: 0.00920 ft/ft
Normal Depth: 0.42 ft
Elevation Range: 9.00 to 10.00 ft
Discharge: 6.30 h'�S
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� STREET CAPACITY
Cross Section for STREET C DPA18
Proj�ct��criqtion
Flow Element � � Irregular Section �
Friction Method: Manning Formula
Solve For: Normal Depth
5ecGon Oata ��� . � � � �� .
Raughness Coefficient 0.016
Channel Slope: 0.00900 Wh
Normal Depth: 0.47 ft
Elevation Range: 9.00 to 10.00 R
Discharge: 9.00 h'�5
�
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0_47 ft
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•
STREET CAPACITY
� Cross Section for MINOR STORM STREET J DPA9
Rraject.Description . . - � . . �. .
Flow Element: Irregular Section
Friction Method�. Manning Formula
Solve For: Normal Depth
SeC�+bn Data � � � . ... - .
Roughness Coefficient: 0.016
Channel Slope� 0.05000 fVk
Normal Depth: 0.42 k
Elevation Range: 9.00 to 10.00 ft
Discharge: 14.00 K'�s
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•
STREET CAPACITY
. Cross Section for MINOR STORM STREET C-2 DPB5.'�
Project Deseriptton � . . . � . .
flow Element � � Irregular Section � �
Friction Melhod: Kutter Formula
Solve For: Normal Depth
Section Qata
Roughness Coeffcient: 0.017
Channel Slope: 0.00800 ft/ft
Normal Depth: 0.52 ft
Elevation Range: 9.00 to 10.00 k
Discharge: 10.10 fl'/s
•
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•
STREET CAPACITY
• Cross Section for MINOR STORM STREET C DPB5.1
PrqecfD�scnption�- . � � � . . . �
Flow Element: Irregular Section �
Friction Method: Kutter Formula
Solve For Normal Depth
Section Data . � �
Roughness Coefficient: 0.016 �
Channel Slope: 0.01350 ft/ft
Normal Depth: 0.48 ft
Elevation Range: 9.00 to 10.00 fl
Discharge: 10.70 k'/s
•
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0.45 tl
�
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V 5 d
kt: 1
�
STREET CAPACITY
• Cross Section for MINOR STORM STREET C DP62
Project Description � � . �� , ' '. . , �, ..
Flow Element � Irregular Section
Fridion Method: Kutter Formula
Solve For Normal Depth
Section Data . � � �� � �� �.
Roughness Coefficient: 0.016
Channel Slope: 0.01350 (Vk
Normal Depth: 0.49 k
Elevation Range: 9.00 to 10.00 R
Discharge: 10.80 ft'/s
•
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�
STREET CAPACITY
. Cross Section for MINOR STORM STREET K DP616
Projed Description � � � � �� .
Flow Element Irregular Section
Friction Method�. Kutter Formula
Solve For: Normal Depth
Section Data; � � � �� . ,. �
Roughness Coeffcient: 0.016
Channef Slope: 0.00900 ft/ft
Normal Depth: 0.46 ft
Elevation Range: 9.00 to 10.00 ft
Discharge� 7.10 ft'/s
.
T
O.A6 ft
�
�--�17 30 tt --�
V'. 5 d
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.
STREET CAPACITY
. Cross Section for MINOR STORM STREET P DPB3
Project Description � . � . . ,
Flow Element Irregular Section
Friction Method: Kutter Pormula
SoNe Foc Normal Depth
Section Data . � � . . .
Roughness Coefficienk� � 0.016
Channel Slope: 0.01890 k/k
Normal Depth�. 0.44 ft
Elevation Range: 9.00 to 10.00 R
Discharge: 9.00 ft'/s
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STREET CAPACITY
. Cross Section for MINOR STORM STREET K DPB12
Projecfpescription .. . �� . . : � � . .
Flow Element: � Irregular Section�
Friction Method: Kutter Formula
Solve For: Nortnal Depth
Sectfon Data � . . . � -
Roughness Coeffcient: 0.016
Channel Slope: 0.00900 ft/ft
Normal Depth: 0.49 ft
Elevation Range: 9A0 to 70.00 ft
Discharge: 9.50 ft'/s
•
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V: 5 �
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.
• STREET CAPACITY
Cross Sec4ion for STORM STREET K DP613
Pro�ect Descciption . . � . " .
Flow Element � � Irregular Section �
Friction Method: Kulter Formula
Solve For Normal Depth
SecEion Data -
Roughness Coefficient: 0.016
Channel Slope: 0.00900 Nft
Normal Depth: 0.47 (t
Elevation Range: 9.00 to 10.00 k
Discharge�, 8.10 ft'Is
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STREET CAPACITY
• Cross Section for MINOR STORM STREET Q DPB24.7
ProjectDescription� � � � . . � � . . . �
Flow Element: I«egular Section
Friction Method: Kutter Formula
Soive For Normal Depth
Section Data . . . � � . . � �
Roughness Coefficient 0.016
Channel Slope: 0.03200 fl/ft
Normal Depth 0.47 ft
Elevation Range: 9.00 to 70.00 ft
Discharge: 14.90 ft'Is
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STREET CAPACITY MINOR STORM
� Cross Section for WCR 9.5 WIO TURN - NORMAL 2% DPC2
Project Description . � � - - . .. � �
Flow Element: Irregular Section
Friction Method: Manning Formula
Solve For: Normal Depth
Section Data � � � . � � � .
Roughness Coe�cient: 0.016
Channel Slope: 0.04000 ft/ft
Normal Depth�. 0.37 k
Elevation Range: 8.92 to 10.39 k
Discharge: 770 ft'/s
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STREET CAPACITY MINOR STORM
• Cross Seetion for WCR 9.5 WIO TURN -RUNOUT 1% DPC2
PrqectDescrvption�. � � � � � � � � . �.
Flow Element Irregular Section
Friction Method: Manning Formula
Solve Foc Normal Depth
Section Data . � �
Roughness Coefficient 0.016
Channel Slope: 0.04000 ft/ft
Normal Depth: 0.34 ft
Elevation Range: 922 to 10.31 ft
Discharge: 7.90 ft'/s
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STREET CAPACITY MINOR STORM
• Cross Section for WCR 9.5 W TURN -FULL SUPER - 4% DPC9
Prpject Description �� � � . . �
Flow Element: Irregular Section
Friction Method: Manning formula
Solve For Normal Depth
Section Data �. � � "
Roughness Coefficient: 0.016
Channel Slope: 0.04000 k/k
Normal Depth� 0.37 fl
Elevation Range: 1020 to 12.69 k
Discharge: 5.30 k'Is
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STREET CAPACITY
• Cross Sec4ion for WCR 9.5 WIO TURN -RUNOFF - 2% DPC15
Project Description � � � � �� � �
Flow Element: Irregular Section
Friction Method: Manning Formula
Solve For. Normal Depth
Section�Data � � � �. � . .
Roughness Coefficient 0.076
Channel Slope: 0.04000 k/ft
Normal Depth: 0.31 k
Elevation Range: 10.20 to 12.09 ft
Discharge�. 3.80 ft'/s
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STREET CAPACITY MINOR STORM
. Cross Section for WCR 9.5 WIO TURN - FUII Super- 4% DPC4
ProJect�Description .. � � . . .. �. � � �
Flow Element Irregular Section
Friction Method�. Manning Formula
Solve For Normal Depth
Section Data � .. � . � � � �
Roughness Coefficient 0.016
Channel Slope: 0.04000 fUft
Normal Depth: 0.45 k
Elevalion Range: 777 to 10.00 ft
Discharge: 10.10 k'/s
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STREET CAPACITY MINOR STORM
. Cross Section for WCR 9.5 W TURN - FUII Super- 4°/, DPC1
Project:Description � . . � � . � . � �
Flow Element: Irregular Section �
Friction Method: Manning Formuia
Solve For Normal Depth
Section Data . � . �. �
Roughness Coefficient: 0.017
Channel Siope; 0.04000 ft/k
Normal Depth: 0.42 ft
Elevation Range: 9.16 to 12.07 k
Discharge: 7.60 ft'/s
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STREET CAPACITY
• Cross Section for STREET C MINOR STORM S=3.05%
Project-Oescriptfon � . - �.� � � � � �
Flow ElemenC Irregular Section
Friction Method: Manning Formula
Solve For. Normal Depth
Seetioo Data � � � � � . � � � .
Roughness Coefficient: 0.016
Channel Slope: 0.03050 fVft
Normal Depth: 0.50 k
Elevation Range: 9.00 to 10.00 k
Discharge: 21.00 k'/s
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STREET CAPACITY
• Cross Section for STREET C MINOR STORM S=3.05%
Projed Description � .
Flow ElemenC Irregular Section
Friction Method: Manning Formula
Solve Foc Normal Depth
Section Data -
Roughness Coefficient 0.016
Channel Slope: 0.03050 ft/k
Normal Depth: 0.50 ft
Elevation Range�. 9.00 to 10.00 ft
Discharge�. 21.00 ft'/s
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STREET CAPACITY
. Cross Section for STREET C MINOR STORM S=1.71%
Project�Description .. �� � � � � � � � � � �
Flow Element: Irregular Section
Friction Method: Manning Formula
Solve For. Normal Depth
Secfion Data
Roughness Coefficient: 0.016
Channel Slope: 0.01710 ft/ft
Normal Depth: 0.50 n
Elevation Range'. 9.00 to 10.00 ft
Discharge: 16.00 ft'/s
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STREET CAPACITY
� Cross Section for STREET C MINOR STORM S=.93%
Project Description � � � . � � . � � � . �
Flow Element: Irregular Section
Friction Method: Manning Formula
Solve For: Normal Deplh
SeGion Data � � � .� � � ��� � � ��
Roughness Coefficient: 0.016
Channel Slope: 0.00930 fUft
Normal Depih�. 0.50 k
Elevation Range: 9.00 to 10.00 ft
Discharge�. 1 L50 ft'/s
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STREET CAPACITY
• Cross Section for STREET C MINOR STORM S=1.25%
Prqect-Oescription � � .
Flow Element Irregular Section
Friction Method: Manning Formula
Solve For Normaf Depth
Section Data
Roughness Coefficient 0.016
Channel Slope: 0.01250 ft/ft
Normal Deplh: 0.50 ft
Elevation Range: 9.00 to 10.00 ft
Discharge: 13.00 ft'!s
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STREET CAPACITY
� Cross Section for STREET C MINOR STORM S=2.5%
Project Description . � -
Flow Element Irregular Section
Friction Method�. Manning Formula
Solve For. Normal Depth
Section Data � .
Roughness Coefficient: 0.016
Channel Slope: 0.02500 ry/h
Normal Depth� 0.50 g
Elevation Range�. 9.00 to 10.00 ft
Discharge: 19.00 ft'/s
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STREET CAPACITY
• Cross Section for MAJOR STORM STREET D@ DPA1
Project Deseription �. . � .� . . �
Flow Element Irregular Section � �
Friction Method: Manning Formula
Solve For Normal Depth
Section Data �: . � � � . � � . . �
Roughness Coefficient 0.021
Channel Slope: 0.00900 fUft
Normal Depth: 0.65 k
Elevation Range: 9.00 to 10.00 ft
Discharge: 40.80 ft'/s
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. STREET CAPACITY
Cross Section for MAJOR STORM STREET B DPA2.2
ProjeG Description '
FIow�Element: Irregular Section
Friction Method: Manning Formula
Solve For: Normal Depth
Secti4n Data. . � . . . � .. . :� . :
Roughness Coefficient 0.022
Channel Slope: 0.01050 fUft
Normal Depth: 0.74 k
Elevation Range: 9.00 to 10.27 ft
Discharge: 33.90 k'/s
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� STREET CAPACITY
Cross Section for MAJOR STORM STREET B DPA3
Project De5cription . ` � . � . � � . .
Flow Element � � Irregular Section
Friction Method: Manning Formula
Solve For Normal Depth
SeGtion Data .. .. � . � .� �� � � �
Roughness Coeffcient 0.022
Channel Slope: 0.01050 fVk
Normal Depth: 0.80 k
Elevation Range: 9.00 to 1027 k
Discharge: 42.90 H'/s
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STREET CAPACITY
� Cross Section for MAJOR STORM STREET A DPA4
PrtijecE�escription . . � � . . �-:, .. �.
Flow Element: Irregular Section �
Friction Method: Manning Formula
Solve For: Normal Depth
Seetion Data � � . � . � �� � � �
Roughness Coefficient: 0.016 �
Channel Slope: 0.02300 fVft
Normal Depth: 0.43 ft
Elevation Range�. 9.00 to 10.00 ft
Discharge: 10.30 ft'/s
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STREET CAPACITY
. Cross Section for MAJOR STORM STREET E DPA6
P[oject�Desuiption ' � . � � � � .
FlowElemenC � �IrregularSection
Friction Method: Manning Formula
Solve For. Normal Depth
Section Data� � � . � � � .
Roughness Coefficient � 0.018
Channel Slope: 0.01310 fVft
Normal Depth� 0.56 g
Elevation Range: 9.00 to 10.00 ft
Discharge: 35J0 ft'Is
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STREET CAPACITY
• Cross Section for MAJOR STORM STREET B DPA6.2
Praject Desuiption . . �.. . . . .
Flow Element: Irregular�Section
Friction Method: Manning Formula
Solve For: Normal Depth
Seclion Data � � � � . � � � ��.
Roughness Coefficient 0.021
Channel Slope: 0.05000 ft/k
Normal Depth: 070 ft
Elevation Range� 9.00 W 10.27 k
Discharge� 60.90 k'Is
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STREET CAPACITY
• Cross Section for MAJOR STORM STREET G DPA7.1
Pr6JEet._�escription � � - � � �
Flow Element: Irregular Section
Friction Method: Manning Formula
Solve For: Normai Depth
Sectioh��Data . � � . . � � � � � � . .
Roughness Coefficient: 0.018
Channel Slope: 0.00800 Poft
Normal Depth: 0.56 ft
Elevation Range�. 9.00 to 10.00 ft
Discharge: 27.50 ft'/s
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� STREET CAPACITY
Cross Section for MAJOR STORM STREET B DPA7.2
Riaject DescripEion . . . . .
Flow Element � Irregular Section �
Friction Method: Manning Formula
Solve For: Normal Depth
�ctbn Data , :. � . � . � .. �
Roughness Coefficient 0.021
Channel Slope: 0.05000 k/k
Normal Depth: 072 k
Elevation Range� 9.00 to 1027 k
Discharge: 67 40 ft'/s
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STREET CAPACITY
� Cross Section for MAJOR STORM STREET F DPA14
PrAject DAsariptitip . '�� � . � .. -: _ ,-
Flow Element: � Irreguiar Section � �
Friction Method: Manning Formula
Solve For: Normal Depth
S�C1ion pata �. . . � . . . .. .
Roughness Coefficient: 0.016
Channel Slope: 0.00900 ft!ft
Normal Depth: 0.50 ft
Elevation Range: 9.00 to 10.00 k
Discharge: 17.60 k'/s
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STREET CAPACITY
� Cross Section for MAJOR STORM STREET B DPA14
Projed Desariptinn ' . . . .
Flow Element � � � Irregular Section
Friction Method: Manning Fortnula
Solve For Normal Depth
Section Data� � � � . : � � �
Roughness Coefficient: 0.018
Channel Slope: 0.01050 ft/ft
Normal Depth: 0.57 ft
Elevation Range: 9.00 to 1027 ft
Discharge: 15.40 k'Is
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STREET CAPACITY
. Cross Section for MAJOR STORM STREET H DPA15.7
Prpj��t6escri�tiQn � ` - . �� �.
Flow Element: � Irregular Section� � �
Friction Method: Manning Formula
Solve For: Normal Depth
Seaion tSa�
Roughness Coefficient 0.016
Channel Slope: 0.01340 (Uk
Normal Depth: 0.46 k
Elevation Range�. 9.00 to 10.00 k
Discharge: 21.10 ft'/s
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STREET CAPACITY
. Cross Section for MAJOR STORM STREET K DP613.2
Projeet Description � . .. .
Flow Element�. Irregular Section
Friction Method: Manning Formula
Solve For: Normal Depth
Section Data� � � � . �
Roughness Coe�cient: 0.016
Channet Slope: 0.01890 ft/ft
Normal Depth: 0.50 ft
Elevation Range: 9.00 to 10.00 ft
Discharge�. 3170 k'/s
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STREET CAPACITY
. Cross Section for MAJOR STORM STREET K DPB12
Project Description � � � � � �� � � � � �
Flow Element: Irregular Seciion
Friction Method: Manning Formula
Solve Por: Normal Depth
SecNon�Data � � - � � � �
Roughness Coefficient 0.023
Channel Slope: 0.00800 (t/ft
Normal Depth: 0.75 ft
Elevation Range: 9.00 to 10.00 ft
Discharge� 55.60 ft'/s
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• STREET CAPACITY
Cross Section for MAJOR STORM STREET C@ DPA18
Projed�Description � � . - �� � �
Flow Element: Irregular Section
Friction Method: Manning Formula
Solve For. Normal Depih
Section Data � . � � �� �
Roughness Coefficient: 0.018
Channel Slope: 0.00900 ft/ft
Normal Depth: 0.54 ft
Elevation Range: 9.00 to 70.00 k
Discharge: 27.10 ft'Is
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� STREET CAPACITY
Cross Section for MAJOR STORM STREET J@ DPAS
Project Description � . . . �� . � . � .. � �
Flow Element: Irregular Section
Friction Method: Manning Formula
Solve For: Normal Deplh
Section Data�� � � � . . �
Roughness Coefficient: 0.016
Channel Slope�. 0.05920 k/k
Normal Depth: 0.41 k
Elevation Range- 9.00 to 10.00 k
Discharge: 2920 ft'Is
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STREET CAPACITY
� Cross Section for MAJOR STORM STREET J@ DPA9
piojecC-Desceiption . � �
Flow Elemenf. Irregular Section
Friction Method: Manning Formula
Solve For: Normal Depih
Section Data � �
Roughness Coefficient: 0.016
Channel Slope: 0.05920 fVk
Normal Depth: 0.50 ft
Elevation Range: 9.00 to 10.00 ft
Discharge: 58.40 ft'/s
•
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STREET CAPACITY
� Cross Section for MAJOR STORM STREET C@ DPA11 & DPA12
Projectl�eseripNon`��� � . � .
Flow Element Irregular Section
Friction Method: Manning Formula
Solve For: Normai Depth
Section C?a#a � � �. . .
Roughness Coefficient: 0.017
Channel Slope: 0.00920 fVft
Normal Depth: 0.52 ft
Elevation Range: 9.00 to 10.00 ft
Discharge: 2470 ft'/s
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• STREET CAPACITY
Cross Section for MAJOR STORM STREET C DP65.1
Projatt-Des��priorf.. . . .
Flow Element �� Irregular Section �
Friction Method: Manning Formula
Solve For Normal Depth
Section Data��. �� . � � �
Roughness Coefficient: 0.021
Channel Slope: 0.01350 ft/ft
Normal Depth: 0.63 k
Elevation Range: 9.00 to 10.00 ft
Discharge: 47.60 k'Is
.
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• STREET CAPACITY
Cross Section for MAJOR STORM STREET C DPB5.2
ProjecE Descnption � : . � � .
Flow Element: Irregular Section
Friction Method: Manning Formula
Solve For: Normal Depth
Section�Data� � � � � � � � �.
Roughness Coefficient: 0.022
Channel Slope: 0.00800 ft/ft
Normal Depth: 0.68 k
Elevation Range: 9.00 to 10.00 ft
Discharge: 43.30 ft'/s
•
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•
STREET CAPACITY
� Cross Section for MAJOR STORM STREET C DP616
Projeet Description � � . - � -� . .
Flow Element Irregular Section �
Friction Method: Manning Formula
Solve For Normal Depth
Seetron�ata��: � . . . . � �. . . .. .
Roughness Coefficient: 0.018
Channel Slope: 0.00800 k/k
Normal Depth: 0.56 ft
Elevation Range: 9.00 to 10.00 ft
Discharge: 27.80 k'/s
.
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STREET CAPACITY
� Cross Section for MAJOR STORM WCR 9 112 DPB21
Project Descdption � - . ' � ..
Flow Element � � Irregular Section
Friction Method: Manning Formula
Solve Fo[ Normal Depth
SecEion Data . .. � � �. . . � .
Roughness Coefficient 0.019
Channel Slope: 0.00660 ft/ft
Normal Depth: 0.61 ft
Elevation Range: 9.00 to 10.69 ft
Discharge: 15.70 ft'/s
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STREET CAPACITY MAJOR STORM
• Cross Section for WCR 9.5 W TURN - FUII Super - 4% DPC1
Projed Oescription � � � � � . � .
Flow Element�. Irregular Section
Friction Method: Manning Formula
Solve For Normal Depth
SediorcData � � . . � . . " �. .
Roughness Coefficient: 0.023
Channel Slope: 0.04000 ft/ft
Normal Depth: 0.63 ft
Elevation Range: 9.76 to 12.07 ft
Discharge: 17.90 ft'Is
•
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STREET CAPACITY MAJOR STORM
� Cross Section for WCR 9.5 WIO TURN - NORMAL 2°/, DPC2
Project Description � �� � � � � . ��
Flow Elemenf: Irregular Section
Friction Method: Manning Formula
Solve Foc Normai Depth
Section Data � � � . . . � � � . � �
Roughness Coeffcient: 0.016
Channel Slope: 0.04000 �n
Normal Depth: 0.44 ft
Elevation Range: 8.92 to 10.39 ft
Discharge: 13.60 ft'/s
.
0.44 fi
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STREET CAPACITY
• Cross Section for WCR 9.5 WIO TURN -RUNOUT 1% DPC2
Projed Descriptio� . � . � �. . ..
Flow Element: Irregular Section
Friction Method: Manning Fortnula
Solve For: Normal Depth
Seaion Data � . � . � � �� � � � � � �� .
Roughness Coefficient: 0.016
Channel Slope: 0.04000 Wft
Normal Depth: 039 ft
Elevation Range: 922[0 10.31 k
Discharge'. 13.60 fP/s
•
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� STREET CAPACITY MAJOR STORM
Cross Section for WCR 9.5 W TURN -FULL SUPER - 4% DPC9
ProjectDescdption.� � . . � � . . . �
Flow Element Irregular Section
Friction Method: Manning Formula
Soive For. Normal Depth
Section Da3a . � .� . � � � .
Roughness Coeffcient: 0.016
Channel Slope�. 0.04000 ft/ft
Normal Depth�. 0.47 k
Elevation Range- 1020 to 12.69 ft
Discharge�. 11.70 ft'/s
•
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•
STREET CAPACITY
. Cross Section for WCR 9.5 WIO TURN - RUNOUT 2% DPC3
Projed Descr'rytion . � . � . � � �
Flow Element Irregular Section
Friction Method: Manning Pormula
SoNe For Normal Depth
Ssetion Data �� - � . � � �
Roughness Coefficient 0.017
Channel Slope: 0.04000 ft/ft
Normal Depth: 0.49 ft
Elevation Range� 8.92 to 10.39 k
Discharge: 19.30 ft'/s
.
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STREET CAPACITY MAJOR STORM
• Cross Section for WCR 9.5 WIO TURN -RUNOFF 4% DPC14
Project�escription . � � � . � � � � � ��
Fiow Element: Irregular Section
Riction Method: Manning Formula
Solve For. Norma�Depth
Section Data : . � � . � � � � . . � � .
Roughness Coefficient�. 0.023
Channel Siope: 0.02000 fUft
Normal Depth: 070 k
Elevation Range: 7.51 to 10.00 k
Discharge: 20.67 k'/s
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STREET CAPACITY MAJOR STORM
• Cross Section for WCR 9.5 WIO TURN -RUNOFF - 2% DPC15
Project�Description � � . �� � �. . � -�
Flow Element: Irregular Section
Friction Method�. Manning Formula
Solve For. Normal Depth
SeCtion Data � � : �. . . � � . � .
Roughness Coefficient: 0.016
Channel Slope: 0.04000 wh
Normal Depth: 0.40 ft
Elevation Range: 1020 to 12.09 ft
Discharge: 9.90 k'/s
•
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• STREET CAPACITY MAJOR STORM
Cross Section for WCR 9.5 WIO TURN - FUII Super - 4°/, DPC4
Projed Description � �� - . . . � .
Flow Element Irregular Section
Friction Method�. Manning Formula
Solve For: Normal Depth
Section Data � � �
Roughness Coefficient 0.016
Channel Slope: 0.04000 k/k
Normal Depth: 0.43 @
Elevation Range: 7.77 to 10.00 ft
Discharge: 925 ft'/s
.
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•
DRAINAGE SWALE
. Cross Section for SECTION A-A
Project Description
FlowElement TriangularChannel
Friction Method: Manning Formula
Solve For Discharge
Section Data � .
Roughness Coefficient: 0.030
Channel Slope: 0.00500 fVk
Normal Depth: 2.00 ft
Left Slde Slope�. 4.00 fUf((H V)
Right Slde Slope� 4.00 ft/ft(H:V)
Discharge�. 54.92 ft'Is
•
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•
SECTION B-6
� Cross Section for SECTION B-B
Project Description � �
Flow Element Triangular Channel
Friction Method: Manning Formula
Solve For: Discharge
Section Data
Roughness Coefficient 0.030
Channel Slope: 0.00500 ft/ft
Normal Depth: 3.20 n
Left Side Slope� 4.00 ft/k(H:V)
Right Side Slope: 4.00 fUft(H:V)
Dischar9e: 192.32 ft'/s
•
7
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32Q K
1
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k9
•
DRAINAGE SWALE
� Cross Seetion for SECTION C-C
Project Description � �. � . ..
Flow ElemenC Triangular Channel
Friction Method�. Manning Formula
Solve For. Discharge
Section Data �
Roughness Coefficient: 0.030
Channel Slope: 0.01000 ftlft
Normal Depih: 2.00 ft
Left Side Slope- 4.00 ft/ft(H�V)
Right Side Slope: 4.00 ft/ft(H-.V)
Discharge: 77.66 ft'!s
i
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� ,
•
DRAINAGE SWALE
� Cross Seetion for SECTION D-D
Project Description �
Flow Element Triangular Channel
Friction Method� Manning Formuia
Solve For: Discharge
Section Data
Roughness Coefficient: 0.030
Channel Slope: 0.02000 ft/ft
Normal Depth: 1.40 f�
Left Side Slope: 4.00 ft/ft(H�V)
Rlght Slde Slope: 4D0 ft/ft(H:V)
Discharge: 42.43 ft'!s
•
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H1
i
DRAINAGE SWALE
• Cross Section for SECTION E-E
Project Desc�iption � � � �
Flow Element Triangular Channel
Friction Method: Manning Formula
Solve For. Discharge
Section Data � � � � �
Roughness Coefficient: 0.030
Channel Slope: 0.03500 ft/ft
Normal Depth: 1.80 ft
Lefi Side Slope: 4.00 ft/ft(H:V)
Right Side Slope: 4.00 ft/ft(H:V)
Discharge�. 10971 ft'/s
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Scenario: Base 5 year
Inlet Report
• I-C3 Ground Set Rim Rim Sump dditiona dditiona Known Inlet escription
Elevation Equalto ElevationElevation Row Carryove Row
(ft) Ground (ft) (ft) �cfs) (cts) (cfs)
levation.
LC7 A,845.13 true 1,845.13 4,840.63 0.00 0.00 5.80 Generic Default 1(
I-C7 4,845.13 �rue 4,845.13 4,840.16 2.90 0.00 0.00 Generic DefaWt 1C
I-C6 4,832.61 true 4,83261 4,825.75 9.10 0.00 0.00 Generic DefaWt 1(
I-C1 4.831.55 �rue 1,831.55 4,824_34 1270 OAO 0.00 Generic Default 7(
I-A20 4,84L55 Irue 1,84L55 5,835.00 0.00 0.00 1.50 Generic DefaWt 1C
I-A184,84571 [rue 1.84571 4,840.90 0.00 0.00 9.00 GenericDe(aultl(
I-A194,841.67 true 1,841.67 4,83450 2.00 0.00 0.00 Generic Default 1C
I-C2 4,89777 true 4,89777 1,89327 0.00 0.00 6.00 Generic Detault 1(
I-C1 A,871.62 true 4,871.62 1,867.12 0.00 0.00 720 Generic DefaWt 1(
I-C9 4,87266 [rue 4,872.66 1,868.16 0.00 0.00 5.30 Generic Default 1(
I-C11 4,852.00 Vue 4,852.00 4,846.50 0.00 0.00 24.60 Generic Default 1
I-C1 4,847.00 true 4,847.00 1,841.50 0.00 0.00 22.60 Generic De(ault 1(
I-C154,846S2 true 4.84652 A,842.02 0.00 0.00 3.80 Generic Default i(
I-C3 4,836.83 �rue 1,836.83 4,832.33 0.00 0.00 7.30 Generic Defau�t 1
I-C8 4,842.90 true 1,842.90 A,836.30 0.00 0.00 63.71 Generic DefaWt 7(
I-C1 4,842.88 true 4,84288 1,835.34 0.00 0.00 0.00 Generic Default 1C
i-C144,631.33 true 1,831_33A,82323 9]0 0.00 0.00 GenericDefaultl(
I-C4 4,831.03 Irue 1,831.03 1,822.41 10.40 0-00 0.00 Generic Default 1C
I-621 4,91770 Irue 4,917.70 4.912]0 0-00 0.00 5.90 Generic Default 1C
I-B224,91770 true 4,917701,911.81 SJO 0.00 0.00 GenericDefaWtl(
I-B234,912.10 true 4,912104,907.90 11.60 0.00 0.00 GenericDefaWtl(
I-B241,90120 true 1,90120 4,896.70 0.00 0.00 14.90 Generic Default 1C
• I-B244,90120 [rue 1,90L20 4,896.53 0.00 0.00 OAO Generic DefaWt 1(
I-B7 4,879.50 �rue 1,879-50 1,876.00 0.00 0.00 12.90 Generic DefaWt 1(
I-B2 1,875.37 true 1,875.37 4,869-87 0.00 0.00 15.50 Generic Default 1
I-BS A,875.37 hue 4,875.37 4,869.31 0.00 0.00 10.30 Generic DefaWt 1(
I-51 4,842.54 true 4,842.54 1,837.64 0.00 0.00 5.80 Generic Default 1
I-B144,84Q51 true 4,840.51 4,835.57 0.00 OAO 7.00 GenericDefaultl(
I-B124,840.85 Irue 4,840.85i,834.36 12.10 0.00 OAO GenericDefaWtl(
I-A1 4,89776 Irue 1,89776 1,893.40 0.00 0.00 4.00 Generic Default 1(
I-A2 4,897.69 Irue 4,897.69 4,893.09 270 0.00 0.00 Generic DefaWt 1
I-A3 4,890.65 Vue 1,89085 4,886.35 0.00 0.00 6.30 Generic DefaWt 1(
I-A6. 4,867.82 true 4,867.82 4,863.52 0.00 0.00 7.30 Generic Default 1
4A151,861.53 true 1,86L53 1,857.03 0.00 0.00 5.60 Generic Default 1(
I-A8.'4,842.10 Irue 4,842.t0A,83670 0.00 0.00 16.50 GenericDefaultl(
I-A7 4,854.92 true 1,854.92 5,850.10 0.00 0.00 8J0 Generic DefaWt 1(
I-A8..1,84222 true 4,84222 1,836.10 6.30 0.00 0.00 Generic Default i(
I-A164,848J3 true 1,848.731,844.00 0.00 OAO 5.10 GenericDefaultl(
I-A9 i,854.17 Irue A,854.17 4,843.87 0.00 0.00 14.00 Generic DefaWt 1(
I-A109,852.80 true 1,852.801,843.09 6.50 0.00 0.00 GenericDefaWt1(
I-A11 1,845.40 true 1,845.40 1,836.40 670 0 00 0.00 Generic Default 1(
I-A124,845.40 true 4.845405,835.00 3.10 0.00 50.00 GenericDefaulti(
•
Title: Bayshore Project Enginee�'. Katherine Strozinski
p:\...\stormcadN00-year stormcad.stm Carroll&Lange,Ina StormCAD v4.1.1 �420�4a]
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Scenario: 100 year
Inlet Report
� I-C3 Ground Set Rim Rim Sump dditiona dditiona Known Inlet escription
Eievation Equal to Eleva�ionElevation Flow Carryove Flow
(n� Ground (it) (ft) (cts) (cfs) (cts)
levation.
I-C7 1,845.73 true 4.845.13 9,840.63 0.00 0.00 10.50 Generic Default 1(
I-C164,845.13 true 4,845.13 4,840.16 2.90 0.00 0.00 Generic Default i[
I-C6 4,83261 true 1,832.61 1,825.15 12.60 0.00 0.00 Generic Default 1(
I-C'171,831.55 true 4,83L55 4.824.34 28.80 0.00 0.00 Generic Default 1(
I-A201,84L55 true 4,841.55 4,835.00 0.00 0.00 4.40 Generic Default i(
I-A181,84571 Uue 4,84571 1,840.90 0.00 0.00 27.10 Generic DefaWt 1(
I-A�94,841.6� irue 1,841.67 4,834.50 5.90 0.00 0.00 Generic Default 1(
I-C2 1,89777 irue 1,89777 4,89327 0.00 0.00 7.90 Generic Default 1(
I-Ct 4,871.62 true A,871.fi2 1,867.12 0.00 0.00 72.60 Generic Default iC
I-C9 4,872.66 Irue 4,872.66 4,868.16 0.00 0.00 9.�0 Generic DefaWt 1(
I-C111,852.00 true 1,852.00 1,846.50 0.00 0.00 48.80 Generic DefaWt 1(
I-C134,847.00 true 1,847.00 A,841.50 0.00 0.00 44.60 GenericDefault 7(
I-C754,846.52 irue 1,846.52 9,842.02 0.00 0.00 6.40 GenericDefaWt i(
i-C3 1,836.83 true 4,836.83 1,832.33 0.00 0.00 13.80 Generic DefaWt 1(
I-C8 4,842.90 [rue 4,842.90 4,836.30 0.00 0.00 766.99 Generic Default 1(
I-C1 4,842.88 true 1,842-88 4,835-34 0.00 0.00 0.00 Generic Default 1
I-C144,831.33 true A,831.331,82323 31.00 0.00 0.00 GenericDefaWti(
I-C4 4,831_03 true 1,831.03 4,822.41 18.10 0.00 0.00 Generic DefaWt 1C
I-B21 4.91770 tme 4,917J0 1,91270 0.00 0.00 15]0 Generic Default 1(
I-8224,917.70 We A,917701,911.81 7220 0-00 0.00 GenericDefaultt(
I-6234,912.10 irue 1,912104,907.90 2720 0.00 0.00 GenericDefaultl(
I-B244,90L20 hue 4,90120 4,896J0 0.00 0.00 17.80 Generic DefaWt 1C
� I-B24 4,90120 Irue 4,90'120 1,896.53 0.00 0.00 17.80 Generic Default 1
I-B7 4,879.50 true 4,879.50 A,876.00 0.00 0.00 3L20 Generic Default 1(
I-82 1,875.37 true 1,675.37 4,869.87 0.00 0.00 34.30 Generic Default 7(
I-BS 1,875.37 true 4,875.37 4.869.31 34.30 0.00 0.00 Generic DefaWt 1(
I-51 1,842.54 hue 4,84254 1,837.64 0.00 0.00 73.50 Generic DefaWt 1(
I-B141,840.57 true 4,840.51 1,835.57 0.00 0.00 27.40 Generic Default i(
i-B12 4,840.85 true A,840.85 1,834.36 27.40 0.00 0.00 Generic DefaWt 1
I-Ai 5,89776 hue 4,897.76 1,893.40 0.00 0.00 5.40 Generic Default 1(
I-A2 4,897.69 true 1,897.69 4,893.09 5.40 0.00 0.00 Generic DefaWt 1
I-A3 4,890.65 true 1,890.65 4,886-35 0.00 0.00 15.10 Generic Defaul� 1
I-A6. A,867.82 irue 1,867.82 4,86352 0.00 0.00 12.30 Generic Default 1(
I-A151,86L53 true 1,86L53 4.857.03 0.00 0.00 9.90 Generic DefaWt 1(
I-A8.'4,842.10 true 4,84210 A,836J0 0A0 0.00 5370 Generic DefaWt i(
I-A7 4,854.92 true 1,854.92 4,SW.10 0.00 0.00 12.00 Generic DefaWt 1(
I-A8. 4,84222 true 1,84222 1,836.10 5370 0.00 0.00 Genenc DefaWt 1(
I-A164,848.73 true 1,84873 4,844.00 0.00 0.00 9.30 Generic Defaul� 1
I-A9 1,854.17 true A,854.17 4,843.87 0.00 0.00 2920 Generic DefaWt 1(
I-A104,852.80 true 4,852.80 4,843.09 2920 0.00 0.00 Generic DefaWt 1(
i-A111,845.40 true 1,845.40 4.836.40 12.40 0.00 0.00 Generic DefaWt 1(
i-A121,845.40 true 4,845.40 4.835.00 12.40 0.00 0.00 Generic DefaWt 1C
•
Title: Bayshore Project Engineer Katherine Strozinski
p:\...\stormcad\100-year stormcadsim Carroll8 Lange,Inc. StormCAD v4.1.1 �42014a]
06/07/06 122232 PM O0 Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-1666 Page 1 of t
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Profile
Scenario: Base 5 year
•
���: �-��
Rim: 4,841 .55 ft
Sump: 4,835.00 ft
4,842.00
4,840.00
4,838.00
� _ ;,�� � 4,836.00
4,834.00 �evation (ft)
� ' 4,832.00
• Label: O-5 4,830.00
Rim: 4,823.50 ft � 4,828.00
Sump: 4,822.00_ft ,;�' � 4,826.00
I -
� 4,824.00
I 4,822.00
0+00 0+40 0+j�tati on0���1+60 2+00
Labei: P-69
Up. Invert: 4,835.00 ft
Dn. Invert: 4,822.00 ft
L: 189.20 ft
Size: 18 i nch
S: 0.068710 ftfft
�
TiHe�. Bayshore Project Engineer Katherine Sirozinski
p�\...\stormcad\100-year stormcadstm Carroll8 Lange,Ina StormCAD v4.1.1 [42014a]
0S/25/06 0Z1537 PM OO Haestad Methods, Inc. 37 8rookside Road Waterbury,CT 06708 USA +�-203-755-1666 Page 1 of 1
Profile
Scenario: Base 5 year
�
Label: I-A18
Rim:4,845.71 ft
Sump:4,840.90 ft
4,850.00
Label: J-65
Rim:4,842.11 ft
Label: 1-A19 Sump: 4,837.41 ft - 4,845.00
Rim:4,841.67 ft --
Sump:4,834_50 ft _
� _ _ �� - -- 4,840.00
i
`1
Label: P-177 Elevation (ft)
� � Up. Inv�rt:4,840.90 ft 4,835.00
� ; Dn. Invert:4,837.61 ft
' L: 135.00 ft
Label: Q6 Size: 24 inch
Rim:4,824A0 ft ; ' � S: 0.024370 ft/ft 4,830.00
Sump:4,822'.00 Label: P-140
� � � Up. Invert:4,837.41 ft
� Dn. Invert;4,835.80 ft 4,825.00
i L: 27.80 ft
� Size:24 inch
'i S: 0.057914 ft/ft
�� 4,820.00
0+00 0+50 1+00 �i 1+50 ?�+��o� ��-50 3+00 3+50 4+00
Label: P-70
Up. Invert:4,834.50 ft
Dn. Invert:4,822.00 ft
L: 232.70 ft
Size: 24 inch
S: 0.053717 ft/ft
�
TiHe: Bayshore Project Engineer. Katherine Strozinski
p:\...\stormcad\100-year sbrmcad.sim Carroll 8 Lange,Ina StormCAD v4.i.1 [42014a]
0S/25/06 04:18:50 PM OO Haestatl Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +�.p03-755-1666 Page 1 of 1
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Profile
Scenario: 100 year
.
Label: I-A18
Rim:4,845.71 ft
Sump: 4,840.90 ft
_ 4,850.00
Label: J-65
Rim:4,842.11 ft
Label: I-A19 Sump:4,837.41 ft
Rim:4,841.67 ft � 4,845.00
Sump:4,834.50 ft _= .
- - _ �'� -1 -� 4,840.00
� �� Elevation (ft)
, I _ __ 4,835.00
� Label: Q6 1
Rim:4,824.00 ft ,i Label: P-177
Sump:4,822,OQ�t I� Up. Invert:4,840:90ft4,830.00
% �� Dn. lnvert:4,837.61 ft
� L: 135.00 ft '
li`�� _ Size: 24 inch _ 4 825.00
� S: 0.024370 ft/ft '
/
�
, _ I _ _ 4,820.00
0+00 0+50 / 1+00 1+50 25+�0�0� ��{50 3+00 3+50 4+00
��
Label: P-70 Label: P-140
Up. Invert:4,834.50 ft Up. Invert:4,837.41 ft
Dn. Invert:4,822.00 ft Dn. Invert:4,835.80 ft
L: 232.70 ft L: 27.80 ft
Size: 24 inch Size: 24 inch
S: 0.053717 ft/ft S: 0.057914 ft/ft
•
TiHe: Bayshore Project Engineer:Katherine Strozinski
p:�...\stormratl\700-year stormcad.stm Carroll8 Lange,Inc. StormCAD v4.1.1 [42014a)
05/25/06 0423:49 PM O0 Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +1-203-755-'1666 Page 1 of 1
Profile
Scenario: 100 year
.
Label: I-A20 �
Rim: 4,841 .55 ft
Sump: 4,835.00 ft
4,842.00
4,840.00
4,838.00
4,836.00
4,834.00 �evation (ft)
4,832.00
� Label: O-5 4,830.00
Rim: 4,823.50 ft 4,828.00
Su mp: 4,822.00 ft '� ����
� 4,826.00
4,824.00
4,822.00
0+00 0+40 0+8�a�ion0���1 60 2+00
Label: P-69
Up. Invert: 4,835.00 ft
Dn. Invert: 4,822.00 ft
L: 189.20 ft
Size: 18 inch
S: 0.068710 ft/ft
•
Title: Bayshore Project Engineer Kalherine Strozinski
p:\..Astormcad\100-year stormcad.stm Carroli 8 Lange,Ina StormCAD v4.t1 �4?014aj
0525/06 02:15'.01 PM O0 Haestad Methods, Inc. 37 Brookside Road Waterbury.CT 06708 USA *b203-755-1666 Page 1 of 1
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Profile
Scenario: Base 5 year
�
Label: J-95
Ri m:4,841.73 ft
Sump:4,833.70 ft
Label:J�1
Ri m:4,844.00 ft La be I: I-B 14
Sump:4,832.65 ft Label: I-612 Rim:4,840.51 ft
Label:J-62 Rim:4,840.85 ft Sump:4,835.51 ft
� � Rim:4,83775 K ._..--�;---.. � . Sump:4,834.36 ft 4,844.00
Sump:4,830.72 ft
Label: 410 ' 4,842.00
i -
Rim:4,831.008 - " ,, 4,840.00
Sump:4,828.00 ft I � II
. 7 �� 4,838.00 Elevation (ft)
�
_ � ii.- —� _, - � �' . 4,836.00
_ — �-- —
' ___��� . . . _ -- ---"---- � . 4,834.00
�- � ; �
, � ; � 4,832.00
� � 4,830.00
;�— �'
�� � � � .�/l �� � � 4,828.00
0+00 O+�p 1+pp 1+Sp 2f00 2+50Stavor�Qft) Y'50 4+00 4+� 5+00 5+�0
La�bel: P-135 Label: P-134�� � � �
U Invert:4,830.72 ft Label: P-211 Label: P-210 Label: P-180
Dn.Invert:4,828.00 ft Up.Invert 4,832.65 ft Up.Invert:4,833.70 ft Up.Invert 4,834.36 NJp.Invert:4,835.51 ft
L: 147.60 ft Dn.Invert:4,830.92 ft Dn.Invert:4,832.86 ft Dn. Invert:4,833.90 fPn.Invert:4,835.26 ft
Size:36 inch L: '159.60 ft L �25.80 8 L:69.30 ft L: 37.30 ft
Size:36 i nch Size:36 i nch Size:24 i nch
S: 0.018428ft/ft S:0.010840fUft S: 0.006677fUft Size:36inch
S: 0.006638 fUft S:0.006702 fUR
i
TiHe:Bayshore Project Engineec Katherine Strozinski
p�\...\stormcad\100-year stortncadstm Carroll&Lange,Inc StormCAD v4.1.1 [42014aj
0S/25/06 03:19:49 PM O0 Haeslad Melhods, Inc. 37 Brookside Roatl Waterbury,CT 06708 USA +�-203-755-1666 Page � of�
Profile
Scenario: 100 year
�
Label : I-B14
Label : I-B12 Rim: 4,840.51 ft
Rim: 4,840.85 ft Sump: 4,835.51 ft
Sump: 4,834.36 ft
---- __-- 4,841 .00
EI evati o n (ft)
4,838.00
� 4,836.00
� i� 4,834.00
5+� � ta�lon�(ft)
,�
Label : P-180
Up. Invert: 4,835.51 ft
Dn. Invert: 4,835.26 ft
L: 37.30 ft
Size: 24 i nch
S: 0.006702 ft/ft
�
Title: Bayshore Project Engineer. Katherine Strozinski
p1...lstormcatl\100.year stormcadslm Carroll8 Lange,Inc S[ormCAD v4.t� [42014a�
05/25/06 0420:57 PM O0 Haes[ad Methods, Inc. 37 Brooksitle Road Waterbury,CT 06708 USA �1-203-755-1666 Page 1 of 1
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Scenario: Base 5 year
•
Label : J-84
Rim: 4,875.75 ft
Sump: 4,869.56 ft
Label : I-B5 Label : I-B2
Ri m: 4,875.37 ft
Sump: 4,869.31 ft Rim: 4,875.37 ft
Label : O-9 Sump: 4,869.87 ft
Ri m: 4,873.00 ft - 4,876.00
Sump: 4,868.80 ft;' � �� 4,874.00 Elevation (ft)
- 4,872.00
� \ 4,870.00
� ��
� �8.00
Label : P-128 0+00 �tion+(�t4 Label : P-184
Up. Invert: 4,869.31 ft �'
Dn. Invert: 4,868.80 ft � Up. Invert: 4,869.87 ft
L: 26.32 ft i Dn. Invert: 4,869.66 ft
Size: 30 inch L: 30.59 ft
S: 0.019377 ft/ft Size: 30 inch
S: 0.006865 ft/ft
Label : P-185
Up. Invert: 4,869.56 ft
Dn. Invert: 4,869.51 ft
L: 6.75 ft
Size: 30 inch
S: 0.007407 ft/ft
�
TiHe-Bayshore Pmject Engineec Katherine Strozinski
p:\..Aslormcad\700-year stormcad.s(m Carroll 8 Lange,Ina StormCAD v4.1.7 �42014a]
05/25/06 03:2024 PM OO Haeslad Methods,Inc. 37 Brookside Road Waterbury, CT 06708 USA +�-p03-755-1666 Page 1 of 1
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Profile
Scenario: 100 year
.
Label:J�1 Label: I-614
Rim:4,840.51 ft
Rim:4,844.00 ft Label:l-B12 Sump:4,835.51 ft
Sump:4,832.65 ft Label:J-95 Rim:4,840.85 ft
Rim:4,841.73 ft Sump:4,834.36 ft
Label:J�2 Sump. 4,833.70 ft
Rim:4,83775 ft 4,844.00
Sump:4,830.72 ft
- 4,842.00
Label.0-10 "
__
Ri m 4,831.00 f _ � -' _ _ 4,840.00
Sump:4,828:00 ft ' 4,838.00 Elevation (ft)
� . ` 4,836.00
i
� 4,834.00
' ' i
� � � __ h � � 4,832.00
/ � �
/ i � 4,830.00
� I �4,828.00
0+00 0+5¢ 1+00 1+50 Z+p�O 2+5C�tatT�o+i��t) �50 4+00 4+5(� 5+00 5+50
� �� I
' � / � �
Label:P-135 Label:P-134 Label:P-211 Label:P-210 Label:P-180
Up. Invert 4,830.72 ft Up. Invert:4,832.65 ft Up. Invert:4,833.70 ft Up. Invert 4,834.36 ft Up. Invert:4,835.51 ft
Dn. Invert:4,828.00 ft Dn. Invert 4,830.92 ft Dn. Invert:4,832.86 ft Dn. Invert 4,833.90 ft Dn. Invert:4,83526 ft
L: 147.60 ft L 159.60 ft L: 125.80 ft L: 69.30 ft L: 37.30 ft
Size: 36 inch Size: 36 inch Size: 36 inch Size: 36 inch Size: 24 inch
S: 0.018428 fl/ft S: 0.010840 ff/ft S: 0.006677 Nft S: 0.006638 Nft S: 0.006702 fUft
•
7iHe: Bayshore Project Engineer Katherine Strozinski
p:\_.�slormcadN00-year stormcadstm Carroll 8 Lange,Ina StormCAD v4.1.1 [42014a]
05/25/06 03:19:07 PM O0 Haestatl Melhods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +7-203-755-1666 Page 1 of 1
Profile
Scenario: Base 5 year
•
Label : I-B14
Ri m: 4,840 .51 ft
Label : I-B12 Sump: 4,835.51 ft
Ri m: 4,840 .85 ft
Su mp: 4,834.36 ft
--_ __ _ 4,841 .00
Elevation (ft)
4,838.00
4,836 .00
r �I�
4,834.00
5+0 ''� +40
�t��ion �ft�
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Label : P-180
Up. Invert: 4,835.51 ft
Dn. Invert: 4,835.26 ft
L: 37 .30 ft
Size: 24 inch
S: 0.006702 ft/ft
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Title:Bayshore Project Engineer Katherine Strozinski
p1...�stormcadN00-year stormcadstm Carroll8 Lange,Inc. StormCAD v4.t.1 [42014a]
OS/25/O6 042027 PM OO Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +��p03-755-1666 Page 1 of 1
Profile
Scenario: 100 year
•
Label: I-67
Label:J-82 Rim:4,879.50 ft
Labe1:,1-84 Label:J-83
Rim:4,880.35 ft Sump:4,876.00 ft
Label:l-B5 � � Sump:4,875.55ft � 4,882.00
Rim�4,875 37 ft Rim:4,875 75 k Rim:4,877.92 8
Sump 4,869.31 ft Sump:4 869.56 ft Sump:4,872,82 ft --- - - 4,880.00
Label:a9 4,878.00
Rim� 4,873.00 ft ___ _.. _ — �-_ . .. _I� -_-- -- . Elevation (ft)
Sump:4,868.80 ft ,�� _ � — _-_-- .� 4.876.00
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� ; ._ ._ _ . --- - � � 4,874.00
- _—� - — � '�, � ��� 4,872.00
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�� 4,870.00
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� �4,868.00
�p+00 0+�50 1+00 1+50 �+00 7st��o� 3t00 3+50 I 4+00 4+50 5+0�
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Label:P-128 � � 1 �',
Label:P-185
Up. Invert:4,869.31 ft Label:P-188 Label:P-187 Label:P-186
Dn. Invert:4,868.80 ft Up.Invert:4,869.56 ft Up. Invert:4,872.82 ft
L:26.32 ft Dn.Invert:4,869.51 ft Dn. Invert:4,869.76 ft Up.Invert:4,875.55 ft Up. Invert:4,876.00 ft
Size: 30 inch L:6.75 ft L:23420 fl Dn. Invert:4,873.32 ft Dn. Invert:4,875.75 ft
Size: 30 inch L: 182.30 ft L: 14.20 ft
S:0.019377ft/ft S:0.007407ft/ft Size: 30inch Size: 24inch Size: 24inch
S:0.013066 fUft S:0.012233 ft/ft S:0.017606 ft/ft
�
Title' Bayshore Project Engineer_ Katherine Strozinski
p:\...�sbrmcadN00-year stortncadstm Carroll 8 Lange,Ina StormCAD v4.1.1 (42014a]
05/25/06 03:�8:15 PM O0 Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 USA +�-p03-755-1666 Page 1 of 1
Profile
Scenario: 100 year
•
Label: I-B5
Rim: 4,875.37 ft
Sump: 4,869.31 ft
Label: J-84 Label: I-B2
Rim: 4,875.75 ft Rim: 4,875.37 ft
Sump: 4,869.56 ft Sump: 4,869.87 ft
Label: O-9 4,876.00
Rim: 4,873.00 ft 4,874.00 Elevation (ft)
Sump: 4,868.80 ft �'
4,872.00
� ����� � �4,870.00
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Label: P-128 U Invert: 4,869.56 ft \
Up. invert: 4,869.31 ft p� �Label: P-184
Dn. Invert: 4,868.80 ft Dn. Invert: 4,869.51 ft Up. Invert: 4,869.87 ft
L: 26.32 ft L: 6.75 ft Dn. Invert: 4,869.66 ft
Size: 30 inch Size: 30 inch L: 30.59 ft
S: 0.019377 ft/ft S: 0.007407 ft/ft Size: 30 inch
S: 0.006865 ft/ft
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TiHe: Bayshore Projecl Engineer Katherine Strozinski
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APPENDIX D
CUHP/UDSWMM Analysis
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� . ,,,, a„ ` , =f , � � � ONSITE HISTORIC
° �� � '� "` °" ' m ,� � RELEASE AT RESPECTIVE
, ,�
` ZO8 '" ���""� � � � LOCATION
—�}� `��'„ �� 110 A q � DE�ELOPED BASIN DE9GNAlION
"�^ � B = BASIN AREA(ACRES)
�'
����� � a � C - 5 YEAR COAIPOSIIE RUNOFF C06FlGENT
100 YEAR COMPOSITE RUNOFF COEFFlGENT
_i5� o ,=o ,�o ,o� ST. VRAIN LAKES LEGEND
5�A�E ,� - ,5ao FILING NO. 1 90 5�B_aA5�N
,�.��v.�cP=�.. ;�.,�,� 190 cor�vEvnNce
�� HISTORIC DRAINAGE Z90 o�RE�r F�ow,
C8f(011 5�LallgO= o[sic�u aoiNT
� jj03�s•��°� 0033e ` SWMM ROUTING MAP 390 �E.EN,�o� Po�o
FI�. 1 HIST. ONSITE. SAVE AS OF MSTR DRNG.Chi
• 2ST VRAIN 100 YR OFFSITE SYR ONSITE
15-Ya 5 1.36
7011 5.6 6
.4031.012.4612 2. .0196 .4 .054. 315.0018 . 588
7011 5.8 8
.213.4458. 1407 2. .0335 .4 .0S 3. .0018 . 5
7011 5.9 9
.263.8084.4748 2. .0628 .4 .053 .159.0018 . 511
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� Page 1
FIL. 1 HIST. ONSITE. SAVE AS OF MSTR DRNG.chO
� 1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 6/ 7/2006 AT TIME 10:45
CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998
PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7
IN 100 YR OFFSITE SYR ONSITE
BASIN ID: 6 -- BASIN COMMENT:
AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION
(SQMI) (MI) (MI) (PCT) (FT/FT) (MIN)
0.40 1.01 0.46 2.00 0.0196 5.00
COEFFICIENT COEFFICIENT
(REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF)
0.156 0.291
THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES
FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS
AREA RECEIVING AREA DIRECTLY CONNECTED
IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM
( DEFAULT ) ( DEFAULT )
a= 0.06 0= 0.04
CALCULATED UNIT HYDROGRAPH
� TIME TO PEAK PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF
(MIN) (CFS/SQMI) (CFS) CAF)
19. 14 672.28 270.93 21.49
WIDTH AT 50 = 45 . MIN. WIDTH AT 75 = 23. MIN. K50 =0.26 K75 =0.35
RAINFALL LOSSES INPUT W/ BASIN DATA
MAX. PERVIOUS RET. =0.40 IN. MAX. IMPERVIOUS RET. =0.05 IN.
INFILTRATION = 4. 32 IN./HR. DECAY = 0.00180/SECOND FNINFL = O. S9 IN./HR.
TIME UNIT � TIME UNIT � TIME UNIT I
HYDROGRAPH I HYDROGRAPH I HYDROGRAPH i
I I �
�
p, 0. I 65. 103. I 130. 25. I
5. 73 . � 70. 92 . I 135. 23 . I
10. 186. � 75. 83. � 140. 20. I
15 . 255 . � 80. 74. � 145 . 18. I
20 z7p, � g5 . 67. I 150. 16. I
z5 , 251. � 90. 60. I 155 . 15. I
30. 220. I 95. 54. � 160. 13. I
35. 200. I 100. 48. I 165. 12 • I
40. 18Z. I 105 . 43 . I 170. 11. I
45. 163. I 110. 39. I 175 . 9. I
50. 144. � 115. 35. � 180. 9• I
55. 128. I 1Z0. 31. I 185. $• I
60. 115. I 125 . 28. I 190. 0. �
• Page 1
FIL. 1 HIST. ONSITE. SAVE AS OF MSTR DRNG.ChO
• 1 BASIN ID: 6 -- BASIN COMMENT:
'""`�` STORM N0. = 1 *``'"` DATE OR RETURN PERIOD = 5-YR
INCREMENT TOTAL" STORM'`° I INCREMENT TOTAL"
STORM" ` I
TIME RAINFALL EXCE55 HYDROGRAPH � TIME RAINFALL EXCESS
HYDROGRAPH �
(MIN.) (IN) PRECIP (CFS) � (MIN.) (IN) PRECIP
(CFS) �
�
�
I 0. 0.00 0.000 0. � 100. 0.02 0.000
11. I
5. 0.03 0.000 0. I 105. 0.02 0.000
10. I
10. 0.05 0.000 0. I 110. 0.02 0.000
9 I15. 0.12 0.000 0. I 115. 0.02 0.000
8. �
20. 0.21 0.000 0. I 120. 0.02 0.000
7• I
25. 0.34 0.010 1. ( 125. 0.00 0.000
7. I
30. 0.18 0.091 9. I 130. 0.00 0.000
• 6. I
35. 0.08 0.022 21. I 135. 0.00 0.000
5. �
40. 0.06 0.006 31. I 140. 0.00 0.000
5. I
45 . 0.05 0.001 34. I 145. 0.00 0.000
4. I
50. 0.05 0.001 33. I 150. 0.00 0.000
4. �
55 . 0.04 0.000 30. I 155. 0.00 0.000
3 . I
60. 0.04 0.000 27. I 160. 0.00 0.000
3• I
65 . 0.04 0.000 25. I 165. 0.00 0.000
3. I
70. 0.04 0.000 22. I 170. 0.00 0.000
3. 1
75. 0.03 0.000 20. I 175. 0.00 0.000
z . I
80. 0.03 0.000 18. I 180. 0.00 0.000
2• I
85 . 0.03 0.000 16. I 185. 0.00 0.000
z. I
90. 0.03 0.000 14. I 190. 0.00 0.000
2. I
95. 0.03 0.000 13. I 195 . 0.00 0.000
1. �
" LE55 ANY WATER QUALITY CAPTURE VOLUME
-'` INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW
. Page 2
FIL. 1 HIST. ONSITE. SAVE AS OF MSTR DRNG.Ch0
• TOTAL PREGIP. = 1. 57 (1-HOUR RAIN = 1. 36) EXCESS PRECIP. = 0.132
IN�HES
VOLUME OF EXCESS PRECIP = 2.85 ACRE-FEET
PEAK Q = 34. CFS TIME OF PEAK = 45. MIN.
INFILT.= 4.32 IN/HR DECAY =0.00180 FNINF = 0. 59 IN/HR
MAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.05 IN.
1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 6/ 7/2006 AT TIME 10:45
NHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998
PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7
IN 100 YR OFFSITE SYR ONSITE
BASIN ID: 8 -- BASIN COMMENT:
AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION
(SQMI) (MI) (MI) (PCT) (FT/FT) (MIN)
0.21 0.45 0. 14 2.00 0.0335 5.00
COEFFICIENT COEFFICIENT
(REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF)
0.156 0.265
THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES
FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS
� AREA RECEIVING AREA DIRECTLY CONNECTED
IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM
( DEFAULT ) ( DEFAULT )
R= 0.06 D= 0.04
CALNLATED UNIT HYDROGRAPH
TIME TO PEAK PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF
(MIN) (CFS/SQMI) (CFS) (AF)
8.08 1820.83 387.84 11.36
WIDTH AT 50 = 16. MIN. WIDTH AT 75 = 9. MIN. K50 =0.29 K75 =0.40
RAINFALL LOSSES INPUT W/ BASIN DATA
MAX. PERVIOUS RET. =0.40 IN. MAX. IMPERVIOUS RET. =0.05 IN.
INFILTRATION = 3.00 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0. 50 IN./HR.
TIME UNIT I TIME UNIT I TIME UNIT I
HYDROGRAPH I HYDROGRAPH I HYDROGRAPH I
0. 0. I 30. 103 . I 60. 17. I
5. 311. I 35. 76. I 65. 12. I
10. 368. I 40. 56. I 70. 9. I
15. 264. I 45. 41. I 75. 0. I
20. 191. I 50. 30. I 0. 0. �
25. 140. I 55. 22 . I 0. 0. �
� 1 BASIN ID: 8 -- BASIN COMMENT:
Page 3
FIL. 1 HIST. ONSITE. SAVE AS OF MSTR DRNG.cho
•
"'`'`'' STORM N0. = 1 '`""' DATE OR RETURN PERIOD = 5-YR
INCREMENT TOTAL'` STORM"" I INCREMENT TOTAL'
STORM' ` I
TIME RAINFALL EXCESS ITYDROGRAPH � TIME RAINFALL EXCESS
HYDROGRAPH I
(MIN.) (IN) PRECIP (CFS) � (MIN.) (IN) PRECIP
(CFS) I I
� I
I 0. 0.00 0.000 0. I 50. 0.05 0.007
37. I
5. 0.03 0.000 0. I 55 . 0.04 0.001
28. I
10. 0.05 0.000 0. I 60. 0.04 0.001
21. I
15 . 0.12 0.000 0. I 65 . 0.04 0.001
16. i
20. 0.21 0.000 0. � 70. 0.04 0.001
12 . I
ZS. 0.34 0.049 15. I 75. 0.03 0.000
9. I
30. 0.18 0.125 57. � 80. 0.03 0.000
7. I
• 35. 0.08 0.032 69. I 85. 0.03 0.000
5. I
40. 0.06 0.015 59. � 90. 0.03 0.000
4. �
45. 0.05 0.006 47. I 95. 0.03 0.000
2• I
''� LESS ANY WATER QUALITY CAPTURE VOLUME
�•�' INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW
TOTAL PRECIP. = 1. 57 (1-HOUR RAIN = 1.36) EXCE55 PRECIP. = 0.238
INCHES
VOLUME OF EXCE55 PRECIP = 2.71 ACRE-FEET
PEAK Q = 69. CFs TIME OF PEAK = 35 . MIN.
INFILT.= 3.00 IN/HR DECAY =0.00180 FNINF = 0. 50 IN/HR
MAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.05 IN.
1 U.D. F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 6/ 7/2006 AT TIME 10:45
NHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998
PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 7
IN 100 YR OFFSITE SYR ONSITE
BASIN ID: 9 -- BASIN COMMENT:
AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION
� (SQMI) (MI) (MI) (PCT) (FT/FT) (MIN)
Page 4
FIL. 1 HIST. ONSITE. SAVE AS OF MSTR DRNG.cho
• 0.26 0.81 0.47 2.00 0.0628 5.00
COEFFICIENT COEFFIQ ENT
(REF�ECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF)
0.156 0.273
THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES
FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS
AREA RECEIVING AREA DIRECTLY CONNECTED
IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM
( DEFAULT ) ( DEFAULT )
R= 0.06 D= 0.04
CALCULATED UNIT HYDROGRAPH
TIME TO PEAK PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF
(MIN) (CFS/SQMI) (CFS) (AF)
13.95 915.98 240.90 14.03
WIDTH AT 50 = 33. MIN. WIDTH AT 75 = 17. MIN. K50 =0.26 K75 =0.35
RAINFALL LOSSES INPUT W/ BASIN DATA
MAX. PERVIOUS RET. =0.40 IN. MAX. IMPERVIOUS RET. =0.05 IN.
INFILTRATION = 3 .16 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0. 51 IN./HR.
TIME UNIT I TIME UNIT � TIME UNIT �
• HYDROGRAPH I HYDROGRAPH � HYDROGRAPH �
� � �
0. 0. I 50. 86. I 100. 20. I
5. 104. � 55. 74. � 105. 17. I
10. 216. � 60. 64. � 110. 15 . I
15. 240. I 65. 56. I 115. 13. I
20. 210. � 70. 48. � 120. 11. I
25. 181. � 75. 42. � 125. 10. I
30. 158. I 80. 36. I 130. 8. I
35. 136. I $5. 31. I 135. 0. I
40. 115. I 9�• 27. I 0. 0. I
45 . 99. I 95. 23. I 0. 0. I
1 BASIN ID: 9 -- BASIN COMMENT:
'°*°'` STORM N0. = 1 '""`'` DATE OR RETURN PERIOD = S-YR
INCREMENT TOTAL" STORM'��` I INCREMENT TOTAL'`
STORM" ` �
TIME RAINFALL EXCE55 HYDROGRAPH I TIME RAINFALL EXCE55
HYDROGRAPH I
(MIN.) (IN) PRECIP (CFS) I (MIN.) (IN) PRECIP
(CFS) I
�
� I
• I 0. 0.00 0.000 0. I 80. 0.03 0.000
Page 5
FIL. 1 HIST. ONSITE. SAVE AS OF MSTR DRNG.ChO
• 18. �
5. 0.03 0.000 0. I $5. 0.03 0.000
15. I
10. 0.05 0.000 0. I 90. 0.03 0.000
13. I
15. 0.12 0.000 0. I 95 . 0.03 0.000
lz 20. 0.21 0.000 0. I 100. 0.02 0.000
10. I
25. 0.34 0.041 4. I 105. 0.02 0.000
9. I
30. 0.18 0. 124 22 . I 110. 0.02 0.000
7• I
35 . 0.08 0.031 40. I 115. 0.02 0.000
6 I40. 0.06 0.014 46. � 120. 0.02 0.000
6. 145. 0.05 0.005 44. I 125. 0.00 0.000
5. I
50. 0.05 0.006 40. I 130. 0.00 0.000
4. I
55. 0.04 0.001 36. I 135. 0.00 0.000
4. I
60. 0.04 0.001 32. I 140. 0.00 0.000
3. I
65. 0.04 0.001 27. I 145. 0.00 0.000
3. I
70. 0.04 0.001 24. � 150. 0.00 0.000
Z• I
75. 0.03 0.000 21. I 155. 0.00 0.000
• 2. I
'` LESS ANY WATER QUALITY CAPTURE VOLUME
`� INQUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW
TOTAL PRECIP. = 1. 57 (1-HOUR RAIN = 1.36) EX�E55 PRECIP. = 0.2Z3
INCHES
VOLUME OF EXCE55 PRECIP = 3 .13 ACRE-FEET
PEAK Q = 46. CFS TIME OF PEAK = 40. MIN.
INFILT.= 3.16 IN/HR DECAY =0.00180 FNINF = 0. S1 IN/HR
MAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.05 IN.
• Page 6
MSTR-HIST-Syr onsite ONLY.sin
• 2 1 1 Z
3 4
WATERSHED 1
ST. VRAIN DETENTION POND ROUTING
TRIBUTARY TO ST. VRAIN RIVER
50 0 0 5.0 1
6 206
8 208
9 209
0 206 212 3 1. 0.001 0.001 10.
0 208 213 3 1. 0.001 0.001 10.
0 213 110 3 1. 0.001 0.001 10.
0 110 111 1 70. 2256. 0.002 4. 4. 0.035 15.
0 209 111 3 1. 0.001 0.001 10.
0 111 214 1 70. 2452. 0.002 4. 4. 0.035 15.
0
8
206 208 209 212 213 110 111 214 0 0 0 0 0 0 0 0
ENDPROGRAM
•
• Page 1
MSTR-HIST-Syf On5lt2 ONLY.SOt
.
URBAN DRAINAGE STORM WATER MANAGEMENT MODEL - 32 BIT VERSION 1998
REVISED BY UNIVERSITY OF COLORADO AT DENVER
'"'` ENTRY MADE TO RUNOFF MODEL '"�'`
ST. VRAIN DETENTION POND ROUTING
TRIBUTARY TO ST. VRAIN RIVER
ONUMBER OF TIME STEPS 50
OINTEGRATION TIME INTERVAL (MINUTES) , 5.00
25.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH
1
ST. VRAIN DETENTION POND ROUTING
TRIBUTARY TO ST. VRAIN RIVER
HYDROGRAPHS FROM NHPF MODEL ARE LISTED FOR THE FOLLOWING 3 SUBCATCHMENTS
TIME(HR/MIN) 6 8 9
0 0. 0. 0. 0.
� 0 5. 0. 0. 0.
0 10. 0. 0. 0.
0 15. 0. 0. 0.
0 Z0. 0. 0. 0.
0 25. 1. 15. 4.
0 30. 9. 57. 22.
0 35. 21. 69. 40.
0 40. 31. 59. 46.
0 45 . 34. 47. 44.
0 50. 33. 37. 40.
0 55 . 30. 28. 36.
1 0. 27. 21. 32.
1 S . 25. 16. 27.
1 10. 22. 12. 24.
1 15. 20. 9. 21.
1 20. 18. 7. 18.
� 1 25. 16. 5. 15.
Page 1
MSTR-HIST-Syr onsite 0NLY.sot
• 1 30. 14. 4. 13.
1 35. 13. 2. 12.
1 40. 11. 0. 10.
1 45. 10. 0. 9.
1 50. 9. 0. 7.
1 55. 8. 0. 6.
2 0. 7. 0. 6.
2 5. 7. 0. 5.
2 10. 6. 0. 4.
2 15. 5. 0. 4.
2 20. 5. 0. 3.
2 25. 4. 0. 3.
2 30. 4. 0. 2.
2 35. 3. 0. 2.
2 40. 3. 0. 0.
. 2 45. 3. 0. 0.
2 50. 3. 0. 0.
2 55. 2. 0. 0.
3 0. 2. 0. 0.
3 S. 2. 0. 0.
3 10. 2. 0. 0.
3 15. 1. 0. 0.
1
ST. VRAIN DETENTION POND ROUTING
TRIBUTARY TO ST. VRAIN RIVER
WIDTH INVERT
SIDE SLOPES OVERBANK/SURCHARGE
GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE
HORIZ TO VERT MANNING DEPTH JK
NUMBER CONNECTION (FT) (FT)
(FT/FT) L R N (FT)
206 212 0 3 .0 1. .0010
• .0 .0 .001 10.00 0
208 213 0 3 .0 1. .0010
Page 2
MSTR-HIST-Syr onsite ONLY. sot
� .0 .0 .001 10.00 0
213 110 0 3 .0 1. .0010
.0 .0 .001 10.00 0
110 111 O 1 CHANNEL 70.0 2Z56. .0020
4.0 4.0 .035 15.00 0
209 111 0 3 .0 1. .0010
.0 .0 .001 10.00 0
111 214 0 1 CHANNEL 70.0 2452. .0020
4.0 4.0 .035 15.00 0
OTOTAL NUMBER OF GUTTERS/PIPE5, 6
1
ST. VRAIN DETENTION POND ROUTING
TRIBUTARY TO ST. VRAIN RIVER
ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES
GUTTER TRIBUTARY GUTTER/PIPE
TRIBUTARY SUBAREA D.A. (AC)
110 213 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 136. 3
111 110 209 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 304.6
206 0 0 0 0 0 0 0 0 0 0 6
0 0 0 0 0 0 0 0 0 257.9
• 208 0 0 0 0 0 0 0 0 0 0 8
0 0 0 0 0 0 0 0 0 136. 3
209 0 0 0 0 0 0 0 0 0 0 9
0 0 0 0 0 0 0 0 0 168.3
213 208 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 136.3
1
ST. VRAIN DETENTION POND ROUTING
TRIBUTARV TO ST. VRAZN RIVER
HYDROGRAPHS ARE LISTED FOR THE FO�LOWING 8 CONVEYANCE ELEMENTS
THE UPPER NUMBER IS DISCHARGE IN CFS
THE LOWER NUMBER IS ONE OF THE FOLLOWING CASE5:
( ) DENOTES DEPTH ABOVE INVERT IN FEET
(5) DENOTES STORAGE IN AC-FT FOR DETENTION DAM. DISCHARGE
INCLUDES SPILLWAY OUTFLOW.
(I) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW
HYDROGRAPH
(D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER
(0) DENOTES STORAGE IN AC-FT FOR SURCHARGED GUTTER
. TIME(HR/MIN) 206 208 Z09 212 213 110 111
214
Page 3
MSTR-HIST-Syr onsite ONLY.sot
. 0 5. 0. 0. 0. 0. 0. 0. 0.
0.
.0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( )
.0( )
0 10. 0. 0. 0. 0. 0. 0. 0.
0.
.0< ) .0< ) .0( ) .0( ) .0( ) .0( ) .0< )
.0( )
0 15. 0. 0. 0. 0. 0. 0. 0.
0.
.0( ) .0( ) .0( ) .0( ) .0( ) .0( ) .0( )
.0( )
0 20. 0. 0. 0. 0. 0. 0. 0.
0.
.0( ) .0< ) .0( ) .0( ) .0( ) .0( ) .0( )
.0( )
0 25. 1. 15. 4. l. 15 . 0. 0.
0.
.0( ) .0( ) .0( ) .0< ) .0( ) .0( ) .0( )
.0( )
0 30. 9. 57. 22. 9. 57. 2. 0.
0.
.0< ) .0< ) .0< ) .0( ) .0< ) . 1< ) .0( )
.0( )
. 0 35. 21. 69. 40. 21. 69. 8. Z.
2.
.00 ) .00 ) .00 ) .00 ) .00 ) .2C ) .1C )
.0( )
0 40. 31. 59. 46. 31. 59. 17. 7.
7.
.00 ) .O( ) .00 ) .00 ) .00 ) .3C ) .2C )
.0( )
0 45. 34. 47. 44. 34. 47. 23. 15.
15.
.0( ) .0( ) .0( ) .0( ) .0( ) .3( ) .3< )
.0( )
0 50. 33. 37. 40. 33. 37. 26. 23 .
23.
.0( ) .0( ) .0( ) .0( ) .0( ) .4( ) . 3( )
.0( )
0 55. 30. 28. 36. 30. 28. 28. 31.
31.
.0( ) .0( ) .0( ) .0( ) .0( ) .4( ) .4( )
.0( )
1 0. 27. 21. 32. 27. Z1. 27. 37.
37.
.0( ) .0( ) .0( ) .0( ) .0( ) .4( ) . 5( )
.00 )
� 1 5 . 25. 16. 27. 25. 16. 25. 40.
40.
Page 4
MSTR-HIST-Syr onsite ON�Y.sot
. .00 ) .00 ) .00 ) .0( ) .00 ) .4C ) . SC )
.0( )
1 10. 22. 12 . 24. 22. 12. 23 . 42.
42.
.0( ) .0( ) .0( ) .0( ) .0( ) .4( ) . 5( )
.0( )
1 15. 20. 9. 21. 20. 9. 21. 43.
43.
.0( ) .0< ) .0( ) .0< ) .0( ) . 3( ) . 5( )
.0( )
1 20. 18. 7. 18. 18. 7. 19. 42.
42.
.0( ) .0< ) .0( ) .0( ) .0( ) . 3( ) . 5( )
.0( )
1 25. 16. 5. 15. 16. 5. 17. 40.
40.
.0( ) .0( ) .0( ) .0( ) .0( ) .3( ) . S( )
.0( )
1 30. 14. 4. 13. 14. 4. 15. 38.
38.
.0( ) .0( ) .0< ) .0( ) .0( ) .3< ) . 5( )
.0( )
1 35. 13. 2. 12. 13. 2. 13 . 36.
36.
.O( ) .O( ) .0( ) .0( ) .00 ) _ZC ) . 5C )
• .00 )
1 40. 11. 0. 10. 11. 0. 11. 33 .
33.
.00 ) .00 ) .00 ) .O< ) .00 ) .2C ) .4C )
.0( )
1 45. 10. 0. 9. 10. 0. 10. 31.
31.
.00 ) .00 ) .00 ) .00 ) .00 ) .2C ) .4C )
.0( )
1 50. 9. 0. 7. 9. 0. 8. 28.
28.
.00 ) .00 ) .00 ) .O< ) .00 ) .2C ) .4C )
.0( )
1 55. 8. 0. 6. 8. 0. 7. 26.
26.
.0< ) .0( ) .0( ) .0( ) .0( ) .2( ) .4C )
.0( )
2 0. 7. 0. 6. 7. 0. 6. 23.
23.
.00 ) .00 ) .00 ) .00 ) .00 ) .2C ) .4C )
.o( )
2 5. 7. 0. S. 7. 0. 6. 21.
21.
.00 ) .00 ) .00 ) .00 ) .00 ) .2C ) .3C )
� �C )
Page S
MSTR-HIST-Syr On5lt2 ONLY. SOt
� 2 10. 6. 0. 4. 6. 0. 5. 20.
20.
.0( ) .0( ) .0( ) .0( ) .0( ) .1( ) .3( )
.0( )
2 15. S. 0. 4. 5 . 0. S. 18.
18.
.0( ) .0( ) .0( ) .0( ) .0( ) .1< ) .3( )
.0( )
2 20. S. 0. 3. 5. 0. 4. 16.
16.
.0( ) .0( ) .0( ) .0( ) .0( ) .1( ) . 3( )
.0( )
2 25. 4. 0. 3. 4. 0. 4. 15.
15.
.00 ) .O< ) .00 ) .O( ) .00 ) .1C ) . 3C )
.0( )
2 30. 4. 0. 2. 4. 0. 3. 14.
14.
.0( ) .0( ) .0( ) .0( ) .0( ) .1( ) .3( )
.0( )
2 35. 3. 0. 2. 3. 0. 3. 12.
12.
.00 ) .00 ) .00 ) .00 ) .00 ) .1C ) .2( )
.0( )
2 40. 3. 0. 0. 3. 0. 3. 11.
� 11.
.00 ) .00 ) .00 ) .00 ) .00 ) .1C ) .2< )
.00 )
2 45. 3. 0. 0. 3. 0. 3. 10.
10.
.00 ) .00 ) .00 ) .00 ) .00 ) .1C ) .2C )
.0( )
Z 50. 3. 0. 0. 3. 0. 2. 9.
9.
.00 ) .00 ) .00 ) .00 ) .00 ) .1C ) .2C )
.0( )
2 55. 2 . 0. 0. 2. 0. 2. 8.
8.
.00 ) .00 ) .00 ) .O( ) .00 ) .1C ) .2C )
.0( )
3 0. 2. 0. 0. 2. 0. 2. 8.
8.
.00 ) .00 ) .00 ) .00 ) .00 ) .1( ) .2C )
.0( )
3 5. 2. 0. 0. 2. 0. 2. 7.
7.
.00 ) .00 ) .00 ) .00 ) .00 ) .1C ) .2C )
.0( )
3 10. 2. 0. 0. 2. 0. 2. 6.
� 6.
.00 ) .00 ) .00 ) .00 ) .00 ) .1C ) .2C )
Page 6
MSTR-HIST-Syr On5lte ONLY.SOt
• .00 )
3 15. 1. 0. 0. 1. 0. 2. 6.
6.
.00 ) .00 ) .00 ) .00 ) .00 ) .1C ) .2C )
.0( )
3 20. 0. 0. 0. 0. 0. 1. 5.
5 .
.0( ) .0( ) .0( ) .0( ) .0( ) .1( ) .1( )
.0( )
3 25. 0. 0. 0. 0. 0. 1. 5 .
5.
.0( ) .0( ) .0( ) .0( ) .0< ) . 1< ) . 1< )
.0( )
3 30. 0. 0. 0. 0. 0. 1. 5.
5.
.0( ) .0( ) .0( ) .0( ) .0( ) .1( ) . 1( )
.0( )
3 35. 0. 0. 0. 0. 0. 1. 4.
4.
.00 ) .00 ) .00 ) .00 ) .00 ) .1C ) . 1C )
.0( )
3 40. 0. 0. 0. 0. 0. 1. 4.
4.
.0( ) .0( ) .0( ) .0( ) .0( ) .1( ) . l< )
.0( )
� 3 45 . 0. 0. 0. 0. 0. 1. 4.
4.
.0( ) .0( ) .0( ) .0( ) .0( ) .1( ) .1( )
.0( )
3 50. 0. 0. 0. 0. 0. 1. 4.
4.
.0( ) .0( ) .0( ) .0( ) .0( ) .1( ) . 1( )
.0( )
3 55. 0. 0. 0. 0. 0. l. 3.
3.
.o( ) .0< ) .0< ) .O( ) .0< ) .1( ) .1< )
.0( )
4 0. 0. 0. 0. 0. 0. 1. 3.
3 .
.0( ) .0( ) .0( ) .0( ) .0( ) .0( ) . 1( )
.0< )
4 5. 0. 0. 0. 0. 0. 1. 3.
3 .
.0( ) .0( ) .0( ) .0( ) .0( ) .0( ) . 1( )
.0( )
4 10. 0. 0. 0. 0. 0. 1. 3.
3.
.0< ) .0( ) .0( ) .0< ) .0< ) .0( ) .1( )
.0( )
� 1
Page 7
MSTR-HIST-Syr onsite ONLY. sot
• ST. VRAIN DETENTION POND ROUTING
TRIBUTARY TO ST. VRAIN RIVER
���•'' PEAK FLOW5, STAGES AND STORAGES OF GUTTERS AND DETENTION DAMS *�•��
CONVEYANCE PEAK STAGE STORAGE TIME
ELEMENT (CFS) (FT) (AC-FT) (HR/MIN)
208 69. (DIRECT FLOW) 0 35.
213 69. (DIRECT FLOW) 0 35.
209 46. (DIRECT FLOW) 0 40.
110 28. .4 0 55.
111 43. . S 1 15.
206 34. (DIRECT FLOW) 0 45.
214 43. (DIRECT FLOW) 1 15.
212 34. (DIRECT FLOW) 0 45 .
.
. Page 8
�as:C'o.m . � � - � � .
AC. 0.38 � . � . .
780.9 0.10 . . . : . � � .
AC. 0.JB � � .
6
8
182 20�
7 222.1 0.34
D2 p� � �c. osa � � � � . . . � . .
75J 0.09 76.4 0.09
A� 0.3, AC. 0.37 � 62 �72
10
104
00 ,
E, 163 41 �
03 � 3 zoe.a o..3
AC. 0.60
� 138.9 0.38 � . . .
"° °� 105
Q3 ��
51
106 -�-
LEGEND
_,� o ,� 15� ,�o ST. VRAIN LAKES go 5�8_BAS,N
� S�A�E ,- = ,Soo PROPOSED DRAINAGE ,go �oN�YAN�E
oaiciun�canawc scn�[
� o,�„� .a� g SWMM ROUTING MAP 290 °'RE�T "°""
Carroll�Lan E_ �ESIGN P0WT
,:a iano s.�.wo,�
�� 'cs soo�i��ia°a�ebeze`a us
zovseoozoa�� 3JO DETENTI0N P0ND
100year proposed onsite ONLY, OFFSITE FOR DET POND 104 OVEAFLOW.chi
. 25t. Vrain 1�0-year Proposed
1100-year 100 2.65
70 1 1 5.6 65UBBASIN= C1
J641.583.783' 2. .0121 .4 .0S 9.35.0018 .59
70 1 1 5.� iSUBBASIN= C2
.348 .'83.3?61 8'0.�.0762 .4 .054.201.0010 .58
70 1 1 5.8 BSUBHASIN= C3
.251.9189.4449 �. .0116 .9 .054.369.001B .591
70 1 1 5.10 l0SUBBASIN= E1
.3231.021.4485 58. .018 .4 .053.4�9.0016 .532
70 1 1 5.13 1"sSUBBA5IN= D3
.21�.548�.2235 41.�.0059 .4 .053.146.0018 .51
E
•
� Page 1
100year proposed onsite ONLY, OFFSITE FOR DET POND 104 OVERFLOW.cho
� 7 U.D.F.C.D. CUHP RUNOFF ALIALYSIS EXECUTED ON DATE 5/18/2006 AT TIME 12: 1
CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998
PRINT OPTION NUMBER SELECTED FOR THIS BASItd IS 7
ain 100-year Proposed
BASIN ID: 6 -- BASIN COMMENT: SUBBASIN= C1
AREA LENGTH OF B�SIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION
(SQMI) (MI) (MI) (PCT) (FT/ET) (MIN)
0.76 1.58 0.98 2.00 0.0121 5.00
COEFFICIENT COEFFICIENT
IREFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOEF)
0.156 0.321
THIS eASIN USES TP.ADITICNAL DRAINAGE PRACTICES
FRACTION OF PERVIOUS FRACTION OF IMPERVIOUS
AREA RECEIVING AREA DIRECTLY CONNECTED
IMPERVIOUS DRAIidAGE TO DRAINAGE SYSTEM
( DEFAULT ) ( DEFAULT 1
R= 0.06 0= 0.04
CALCULATE� UNIT HY�AOGR.'iFH
TIME TO PEAK PEAK RATE OF RUNOFF UNIT HY�ROGRAPH PEAK VOLUME OF RUNOFF
(MIN) (CFS/SQMII ICFS) (AF)
32.37 412.25 314.96 40.75
• WIDTH AT 50 = 73. MIN. WIDTH AT 75 = 38. MIN. K50 =0.2"/ K"15 =0.36
RAINFALL LOSSES INPUT W/ HASIN DATA
MAX. PERVIOllS RET. =0.40 IN. MAX. IMPERVIOUS RET. =0.05 IN.
INFILTRATION = 4.35 IN./HR. DECAY = �.00180/SECOND FNINFL = 0.59 IN./HR.
TIME UNIT I TIME UNIT � TIME UNIT (
HYDROGRAPH I HYDROGRAPH � HYDROGRAPH �
�
� � �
0. 0. 110. 114. I 220. 26. I
s. s�. us. ios. I zzs. za. �
10. 110. � 120. 99. I 230. 23. �
15. 169. 125. 93. I 235. 21. �
20. 253. � 130. 8"]. I 240. 20. �
25. 295. 135. 81. I 245. 18. I
30. 313. � 140. 96. I 250. 17. I
35. 313. I 145. "]1. I 255. 16.
40. 300. I 150. 66. I 260. 15. �
45. 280. I 155. 62. I 265. 14. �
so. zse. I i6o. se. I z�o. ia. I
ss. zao. I ies. sa. I z�s. iz. I
eo. zz�. I no. si. I zeo. iz. I
65. 213. I 175. 4"/. I 285. 11. I
�o. zoo. I ieo. an. I z9o. io.
"15. 186. I 185. 41. I 295. 9. �
80. 173. � 190. 39. � 300. 9.
85. 159. I 195. 36. � 305. 8. �
90. 149. I 200. 34. I 310. 8. I
95. 139. � 205. 32. 315. 0. I
100. 130. I 210. 30. 0. 0. �
ios. izi. I zis. ze. I� o. o. I
1 BASIN ID: 6 -- BASIN COMMENT: SUBBASIN= C1
• Page 1
100year proposed onsite ONLY, OFFSITE FOR DET PON� 104 OVERFLOW.cho
� *"'* STORM N0. = 1 '*'* DATE OR RETURN PERIOD = 100-year
INCREMENT TOTAL* STORM`* I INCREMENT TOTAL• STORM** I
TIME RAINFALL ERCnS5 HYDAOGRAPH TIME RAINF.ALL EXCESS ITYDROGRAPH �
�MIN.) (IN) PRECIP (CPS) (MIN. ) (IN1 PRECIP (CFS7 I
� I
� I
o. o.ao o.aoo o. � ieo. o.00 o.000 io�. I
s. o.o� o.000 o. � ies. o.00 o.000 9s. I
io. o.oe o.aoo o. I i9o. o.ao o.000 9a. i
is. o.iz o.000 o. I i9s. o.00 o.aoo ea. I
zo. o.u o.000 o. I zoo. o.00 o.000 ?e. ;
25. 0.37 0.022 1. 205. 0.00 0.000 "J3. �
30. 0.66 0.598 25. � 210. O.CO 0.000 69. I
35. 0.3"] 0.313 81. j 215. 0.00 �.000 64. I
ao. o.zi o ise iss � zzo. o.00 o.000 so. I
45. 0.16 0.113 238. � 225. 0.00 0.000 56. I
50. 0.13 0.002 308. � 230. 0.00 0.000 52.
55. 0.11 0.05"/ 359. I 235. 0.00 0.000 49. I
60. 0.11 C.OS? 391. I 240. 0.00 0.000 46. I
65. O.11 0.05"1 406. 245. 0.00 0.000 43.
i0. 0.05 0.005 408. 250. 0.00 0.000 40.
"/5. �.OS 0.005 398. � 255. 0.00 0.000 3"1. �
80. 0.03 0.000 384. � 260. 0.00 0.000 35. I
85. 0.03 0.000 367. � 265. 0-00 0.000 33. �
90. 0.03 0.000 348. � 290. 0.00 0.000 31. �
95. 0.03 0.000 328. � 2"J5. 0.00 0.000 29. �
ioo. o.os o.000 aoe. � zeo. o.00 o.000 z�. I
ios. o.oa o.000 za�. I zes. o.00 o.000 zs. I
110. 0.03 0.000 266. I 290. 0.00 0.000 23. I
115. 0.03 0.000 298. 295. 0.00 0.000 22. I
120. 0.03 0.000 232. 300. 0.00 0.000 20. I
izs. o.00 o.000 zis. � aos. o.00 o.000 i9. I
iao. o.00 o.000 zoz � aio. o.00 o.000 ie. I
. 135. 0.00 0.000 188. I, 315. 0.00 0.000 17. I
140. 0.00 O.G00 176. � 320. 0.00 0.000 16. 'I
1-05. 0.00 0.000 15g, � 325. 0.00 0.000 15. I
150. 0.00 0.000 154. I 330. 0.00 0.000 14. j
155. 0.00 0.000 744. I 335. 0.00 0.000 13. �
ieo. o.00 o.000 iaa. I �ao. o.00 o.000 �. I
i6s. a.00 a.000 ize. I sas. o.ao a.000 s. I
no. o.00 o.000 in. I sso. o.00 o.000 a. I
i�s. a.00 o.000 iio. 3ss. o.00 o.000 z. I
* LESS ANY WATER QUALITY CAPTURE VOLUME
•* INCLUDES ANY WATER QOALITY CAPTUAE VOLUME RELEASE FLOW
TOTAL PRECIP. = 3.06 (1-HWR RAIN = 2.65) EXCESS PRECIP. = 1.468 INCHES
VOLUME OF EXCESS PRECIP = 59.80 ACRE-FEET
PEAK Q = 408. CFS TIME OF PEAK = 70. MIN.
INFILT.= 4.35 IN/HR DECAY =0.00180 FNINF = 0.59 IN/HR
MAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.05 IN.
1 U.�.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE 5/19/2006 AT TIME 12: 1
CUHPF/PC RELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998
PRINT OPTION NUMBER SELECTED FOA PHIS BASIN IS "/
ain 100-year Proposed
BASIN ID: 7 -- BASIN COMMENT: SUBBASIN= C2
AREA LENGTH OF HASIN DIST TO CENTROID IMPERV. AAEA SLOPE UNIT DURATION
(SQMI) (MI) (MI) (PCT) (FT/FT) (MSN)
0.35 0.78 0.38 46.70 0.0162 5.00
. COEFFICIENT COEFFICIENT
(REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF)
Page 2
100year proposed onsi[e ONLY, OFFSITE FOR DET POND 104 OVERFLOW.cho
• 0.090 0.506
THIS BASIN USPS TRADITIONAL DRAINAGE PRACTICES
FRACTION OF PER'✓IOUS FRACTION OF IMPERVIOUS
ARE? AECEIVING AREA DIRECTLY CONNECTED
IMPERVIOUS ORAINAGE TO DRAINAGE SYSTEM
I DEFAULP ) ( DEFAULT )
R= 0.21 D= 0.83
CP.LCULATED USIIT HYDROGRAFH
TIM� TO PP.AK PEAK RATn OF RUNOFF ULIIT HYDROGRAPH PEAK VOLUMS OF RUNOFF
(MINJ (CFS/SQMI) (CFS) (AF)
10.56 2411.51 839.21 18.56
WIDTH AT 50 = 12. MIN. WIDTH �T �5 = 6. MIN. K50 =0.35 K75 =0.45
RAffiFALL LOSSES INPOT NI/ BASIN DATA
MAX. PERVIOUS RET. =0.}0 IN. MAX. IMPERVIOUS RET. =0.05 IN.
INFILTRATIOH = 4.20 IN./HR. DECAY = 0.00180/SECOND FNINFL = 0.58 IN./HR.
TIME UNIT I TIME UNIT I TIME ONIT
HYDROGRAPH I HYDROGRAPH I HY�ROGRAPH I
I I �
0. 0. � 25. 234. � 50. 24. � .
5. 283. 3�. 148. � 55. 15.
10. 832. , 35. 94. I 60. 9. �
15. 588. � 40. 59. � 65. 0. I
20. 391. � 45. 3"1. � 0. 0. �
� 1 BASIN ID: i -- BASIN COMMENT: SUHBASIN= C2
**** STORM N0. = 1 **" DATE OR RETURN PERIOD = 100-year
INCREMENT TOTAL* STORM** I IPICREMENT TOTAL* STORM**
TIME R,AINFALL EXCESS ITYDROGRAPH I TIME RAINFALL EXCESS ITYDROGRAPH I
(MIN.) (IN) PRECIP (CES1 � (MIN.) (INJ PRECIP (CFS) �
o. o.00 o.000 o. II 80. 0.03 o.oia iaz. I
5. o.os o.000 o. as. 0.03 o.oiz ioi. I
10. 0.08 0.021 6. 90. 0.03 0.012 '13. I
15. 0.12 0.045 30. � 95. 0.03 0.012 56. I
zo. o.zi o.o�e �z. I ioo. o.o� o.oiz a�. I
25. 0.37 0.196 155. 105. 0.03 0.012 41. I
30. 0.66 0.613 405. ll0. 0.03 0.012 37. I
35. 0.37 0.332 762. � 115. 0.03 0.012 35. I
40. 0.21 0.178 �8"]. � 120. 0.03 0.012 34. I
45. 0.16 0.133 6"12. ' 125. 0.00 0.000 30. I
50. 0.13 0.103 551. � 130. 0.00 0.000 19. I
55. 0.11 0.0"]"/ 446. � 135. 0.00 0.000 12. I
60. O.11 0.0"/"] 360. � 140. 0.00 0.000 8. I
65. O.11 �.098 305. � 145. 0.00 0.000 5. I
"]0. 0.05 0.026 255. 150. 0.0� 0.000 3. I
�s. a.os o.oze i9o. � iss. o.00 o.000 z. I
* LESS ANY WATER QUALITY CAPTURE VOLUME
** INCLUDES ANY WATER QUALITY CAPTURE VOLUME AELEASE FLOW
TOTAL PRECIP. = 3.06 (7-NOUR RAIN = 2.65) EXCESS PRECIP. = 2.094 INCRES
VOLUME OF EXCESS PRECIP = 38.86 ACRE-FEET
� PEAK Q = 78"1. CFS TIME OF PEAK = 40. MIN.
INFILT.= 4.20 IN/HR DECAY =0.00180 FNINF = 0.58 IN/HR
Page 3
1�Oyear proposed onsite ONLY, OFFSITE FOR DET POND 104 Ob'ERFLOW.cho
• MAR.PEP.V.RET.=0.40 IN. MA%.IMP.RET.=0.05 IN.
1 U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON D�TE Sj18/2005 AT YIME 12: 1
CQHPF/PC RELEASE 2A 132-BIT VER) SEPTEMBER 1�, 1998
PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS ,
ain 100-�ear Proposed
BASIN ID: 8 -- BASIN COMMENT: SUBBASIN= C3
AREA LENGTH OF BASIN DIST TO CENTROID IMPERV. AREA SLOPE UNIT DURATION
(SQM1) (MI) (M11 (PCT1 (FT/FT) (MIN1
0.25 0.'2 0.4a 2.00 0.0116 5.00
COEFFICIENT CCEPFICIENT
(REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF)
0.156 0.2i1
THIS BASIN USES TRADITIONAL DRAINAGE PRACTICES
FAACTION OF PERVIOUS FRACTION OF IMPERVIOUS
PREA RECEIVING AREA DIRECTLY CONNECTED
IMPERVIOUS �AAINAGE TO DRAINAGE S1'STEM
I DEFAULT ) � DEFAULT )
P.= 0.06 �= 0.04
CALCULP.TED UNIT HYDROGAAPH
TIME TO PEAK PEAK RATE OF RUNOFF UNIT HYDROGRP.PH PE?K VOLUME OF RUNOFF
(MIN) (CFS/SQMI) (CFS1 (AE1
18.24 661.95 166.15 13.39
• WIDTH ?.T 50 = 45. MIN. WIDTH AT �5 = 24. MIN. RSO =0.24 K"JS =0.33
RAINFALL LOSSES INPl1T W/ BASIN DATA
MAX. PEAVI005 RET. =0.40 IN. MAX. IMPERVIOllS RET. =0.05 IN.
INFILTRATSON = 4.3"1 IN./AR. �ECAY = 0.00180/SECON� PNINFL = 0.59 IN./HR.
TIME UNIT � TIME UNIT � TIME ONIT I
HYDROGRAPH � HY➢ROGAAPH � HYDROGAAPH I
� � I
� � I
0. 0. � 60. 72. � 120. 21. I
5. 48. � 65. 65. � 125. 19. �
10. 119. I 70. 58. I 130. 17. �
15. 160. I �5. 53. I 135. 16. �
20. 165. I 80. 48. I 140. 14. j
25. 149- I 85. 43. I 195. 13. �
30. i�i. I 90. 39. I iso. iz. �
35. 123. I 95. 35. I 155. 11. �
ao. iii. I ioo. �z. I i6o. io. �
45. 100. I 105. 29. I 165. 9. �
50. 89. I 110. 26. I 170. 8.
55. 79. I 115. 24. 175. 0. �
1 BASIN ID: 8 -- HASIN COMMENT: SUBBASIN= C3
*'** STORM N0. = 1 •t" DATE OR RETURN PERIOD = 100-year
INCREMENT TOTAL* STORM;' � INCREMENT TOTAL* STORM** I
TIME RAINFALL EACE55 HYDROGRAPH TIME RAINFALL EXCESS ITYDROGRAPH I
(MIN. ) (IN) PRECIP (CFS) � (MIN.7 (IN) PRECIP (CFS) �
� I II
Page 4
100year proposed onsite ONLY, OFFSITE FOR OET PON� 104 OVERFLOW.cho
• o. o.00 o.000 o. � iio. o.oa o.000 ��. I
5. 0.03 0.000 0. 115. 0.03 0.000 69.
io. o.oe o.000 o. I iao. o.oa o.000 ez. I
is. o.iz o.000 o. I izs. o.00 o.000 ss. I
zo. o,zi o.000 o. I iao. o.00 o.000 si. I
25. 0.37 0.022 1. I 135. 0.00 0-000 45. I
30. 0.66 0.598 31. I 140. 0.00 0.000 42. I,
35. 0.3� 0.313 90. I 145. 0.00 0.000 38. '�
40. 0.21 0-158 144. I 150. 0.00 0.000 i4. �,
45. 0.16 O.11"s 1�6. I 155. 0.00 0.000 31. ,
50. 0.13 0.082 186. 160. 0.00 0.000 28. I
55. 0.11 0.05' 184. I 165. 0.00 0.000 25. �,
60. o.ii o.os? iei. � i�o. o.00 o.000 za. �
es. o.ii o.os� i�z � vs. o.00 o.000 z�.. I
�o. o.os o.00a ie9. � ieo. o.00 o.oao i9. I
�s. o.os o.ocs ise. � ias. o.00 o.000 n. I
so. o.oa o.000 inz. � i9o. o.00 o.000 is. I
85. 0.03 C.000 128. 195. 0.00 0.000 14. I
90. o.o� o.000 iis. � zoo. o.00 o.000 e. I
9s. o.ca o.oco ioa. I zos. o.00 o.000 s. '�,
100. 0.03 0.000 94. I 210. 0.00 0.000 4. .�
105. 0.03 0.000 85. 215. 0.00 0.000 7.. �
' LESS ANY 'dATER QUALITY CAPTURE VOLUME
+` INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW
TOTAL PRECIP. = 3.06 (L HOUR RAIN = 2.65) EXCESS PRECIP. = 1.466 INCHES
VOLOME OF EXCESS PRECIP = 19.63 ACRE-FEET
PEAK Q = 166. CFS TIME OF PEAK = 50. MIN.
INFILT.= 4.39 IN/HR �ECAY =0.00180 FNINF = 0.59 IN/HR
MAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.05 IN.
1 U.D.F.C.O. CUHP RUNOFF ANALYSIS EXECUTED ON ��TE 5/18/2006 AT TIME 12: 1
CUHPF/PC AELEASE 2A (32-BIT VER) SEPTEMBER 10, 1998
. PRIDIT OPTION NUMBER SELECTED FOR THIS BASIN IS ]
ain 100-year Proposed
BASIN ID: 10 -- BAgIN COMMENT: SUBHASIN= E1
AREA LENGTH OF HASIN DIST TO CENTROID IMPERV. AAEA SLOPE UNIT OIIRATION
(SQMI) (MI) (MI) (PCT) (FT�FT) (MIN)
0.32 1.02 0.45 58.00 0.0180 5.00
COEFFICIENT COEFFICIENT
(REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF)
0.085 0.5�9
TRIS BASIN USES TRADITIONAL DRAINAGE PRACTICES
FRACTION OP PERVIOOS FRACTION OF IMPERVIOUS
AREA AECENING AREA DIRECTLY CONNECTED
IMPERVIOUS DRAINAGE TO DRAINAGE SYSTEM
( DEFAULT 1 ( DEFAULT 1
R= 0.25 D= 0.89
CALCULATED UNIT HYDROGAAPH
TIME TO PEAK PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF
(MIN) (CFS/SQMI) (CFS) (AF)
11.65 2428.18 784.30 17.23
WIDTH AT 50 = 12. MIN. WIDTH AT 75 = 6. MIN. K50 =0.35 K"]5 =0.45
RAINFALL LOSSES INPUT W/ BASIN DATA
� MAX. PERVIOUS RET. =0.40 IN. MAX. IMPERVIOUS RET. =0.05 IN.
Page 5
100year proposed onsite ONLY, OFFSITE FOR �ET POND 104 OVERFLOW.cho
. INFILTRATION = 3.48 IN-/HR. �ECAY = �.00180/SECON� FNINFL = 0.53 IN./HR.
TIME UNIT � TIME UNIT I TIME UNIT I
HYDROGBAPH I HYDROGRAPH I HYDROGRAPH
I �
I I �
0. 0. j 25. 235. 50. 21. I
5. 181. � 30. 146. � 55. 13. �
10. ?24. I 35. 90. � 60. 8. I
15. 606. I 40. 56. � 65. 0. I
20. 380. � 45- 35. 0. 0. �
1 BASIN ID: 10 -- BASIN COMMENT: SUBBASIN= E7
**** STORM N0. = 1 *+** DATE OR RETURN PERIOD = 100-year
INCREMENT TOTAL* STOBM*t INCREMENT TOTAL* STORM** I
TIME RAINFALL EXCESS ITYDROGRAPH � TIME RAIIQFALL EXCESS ITYDROGRAPH I
(MIN.) (IN) PRECIP (CFS) � (MIN.) (IN7 PRECIP (CFS) �
I �
o. o.00 o.000 o. I eo. 0.03 o.oie isz. �
5. 0-03 0.000 0. I 85. 0.03 0.016 711. I
10. 0.08 0.02"1 5. 90. 0.03 0.016 81. �
15. 0.12 0.060 31- � %. 0.03 0.076 64. I
20. 0.21 0.104 "/9. j 700. 0.03 0.016 54. I
25. 0.3� 0.245 166. � 105. 0.03 0.016 48. I
30. 0.66 0.619 362. � ll0. 0.03 0.016 45. �
35. 0.3"1 0.339 "]16. I 115. 0.03 0.016 43. �
40. 0.21 0.185 "/83. I 120. 0.03 0.016 42. �
45. 0.1'0 0.140 680. I 125. 0.00 0.000 38. �I
50. 0.13 0.109 558. I 130. 0.00 0.000 26. I
� 55. 0.11 0.084 450. II 135. 0.00 0.000 16. III
60. 0.11 0.084 363. 140. 0.00 0.000 10.
es. o-si o.oea 3os. i4s. o.00 a.000 6.
�o. o.o� o.o3s z6o. � iso. o.00 o.000 4. I
75. O.OS 0.033 200. � 155. 0.00 0.000 2. I
* LESS ANY WATER QUALITI CAPTURE VOLUME
** INCLUDES ANY WATER QUALITY CAPTURE VOLUME RELEASE FLOW
TOTAL PRECIP. = 3.06 (1-HOUR RAIN = 2.65) EXCESS PRECIP. = 2.293 INCHES
VOLUME OF EXCESS PRECIP = 39.50 ACRE-FEET
PEAK Q = "183. CFS TIME OF PEAK = 40. MIN.
INFILT.= 3.48 IN/HR DECAY =0.00180 FNINF = 0.53 IN/HR
MAX.PEP.V.RET.=0.40 IN. MAX.IMP.RET.=0.05 IN.
1 U.D.F.C.D. CUHP RUNOFF AISALYSIS EXECUTED ON DATE 5/18/2006 AT TIME 12: 1
CUHPF/PC RELEASE 2A (32-BIT VEA) SEPTEMBER 10, 1998
PAINT OPTION NUMBER SELECTE� FOA THIS BASIN IS "/
ain 100-year Proposed
BASIN ID: i3 -- SASIN COMMENT: SUBHASIN= D3
AREA LENGTA OF HASIN DIST TO CENTROID IMPERV. AAEA SLOPE UNIT DURATION
(SQMI) (MD (MI) (PCT) (FT�FT) (MINI
0.22 0.55 0.22 41.70 0.0059 5.00
COEFFICIENT COEFFICIENT
(REFLECTING TIME TO PEAA) (RELATED TO PEAK RATE OF RUNOFF)
0.092 0.431
� THIS HASIN USES TRADITIONAL DRAINAGE PRACTICES
Page 6
100year proposed onsite ONLY, OFFSITE FOR DET POND 104 OVERFLOW.cho
. FP.ACTION OF PEAVIOUS FRACTIOH OF IMPERVIOUS
AREA RECEIVING AREA DIRECTLY CONNECTED
IMPEAVIOOS DRAINAGE TO DRP.INAGE SYSTEM
( DEFAOLT ) ( DEFAOLT )
R= 0.20 D= 0.81
CALCULATEO UNTT HY'DROGRAPH
TIME TO PEAK PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF
(MIN) (CF9/SQMI) (CFS) (AF)
9.44 2364.53 519.44 11.59
NIIDTH AT 50 = 13. IdIN. WIDTH AT �5 = �. MIN. R50 =0.35 K�5 =0.45
RAiNFALL LOSSES INPUT W/ BASIN D�TA
MAX. PERVIOUS RPT. =0.40 IN. MAX. IhIPERVIOUS RET. =0.05 IPI.
INFILTRATION = 3.15 IN./HA. DECAY = 0.00180/SECOND FNINFL = 0.51 IN./HR.
TIME UNIT I TIME UNIT I TIME UNIT �
HYDROGRAPH I HY�ROGRAPH I HYDROGRAPH
I
0. 0. � 25. 136. � 50. 16.
5. 250. I 30. 88. I 55. 10.
10. 514. I 35. 5"1. ' 60. 0. �
15. 333. 40. 39. 0. 0. �
i
20. 210. , 45. 24. � 0. 0. I
1 BASI�1 ID: 13 -- BASIN COMMENT: SUBBASIN= D3
• *'** STORM NO- = 1 ***' �ATE OR RETORN PERIOD = 100-yeaY
INCAEMEHT TOTAL* STORM** � INCREMENT TOTAL+ STORM*" I
TIME RAINFALL EXCESS ITY�AOGRAPH I TIME RAINFALL EXCESS RYDROGP.APH �
(MIN. ) (IN) PRECIP ICFS) 'I (MIN.) (IN) PRECIP (CFS) �
I �
I �
o. o.00 o.00a o. I �s. o.os o.oz� iie. �
5. 0.03 0.000 0. I 80. 0.03 0.011 87. �
10. 0.08 0.018 5. I 85. 0.03 O.Oll 59. �
15. 0.12 0.039 19. I 90. 0.03 0.011 43. �
20. 0.21 0.068 43. I 95. 0.03 0.011 33. I
25. 0.3"1 0.212 106. I 100. 0.03 0.011 28. I
30. 0.66 0.617 300. 105. 0.03 0.011 24. I
35. 0.3"/ 0.335 494. � 170. 0.03 0.011 22. I
40. 0.21 0.181 482. I 115. 0.03 0.011 20. I
45. 0.16 0.135 406. � 120. 0.03 0.011 20. I
50. 0.13 0.104 335. � 125. 0.00 0.000 16. I
ss. o.ii o.0;9 a�z. � i3o. o.00 o.000 io. I
eo. o.n a.o�9 zz3. � iss. o.00 o.00a �. I
6s. o.ii o.o�s i9z. � i4o. o.00 o.00a a. I
�0. 0.05 0.02'/ 158. ! 145. 0.00 0.000 3. I
* LE55 ANY WATER QUALITY CAPTORE VOLUME
"` INCLODES ANY WATER QUALITY CAPTURE VOLUME AELEASE FLOW
TOTAL PRECIP. = 3.06 (1-HOUR RAIN = 2.65) EXCESS PRECIP. = 2.101 INCHES
VOLUME OF E%CESS PRECIP = 24.32 ACRE-FEET
PEAK Q = 494. CFS TIME OF PEAK = 35. MIN.
INFILT.= 3.15 IN/HR DECAY =0.00180 FNINF = 0.51 IN/HA
MAX.PERV.RET.=0.40 IN. MAX.IMP.RET.=0.05 IN.
• Page 1
100prop ONLY, OFFSITE FOR DET POND 104 OVERFLOW.sin
• 2 1 1 2
3 4
WATERSHED 1
ST. VRAIN DETENTION POND ROUTING
TAIBUTARY TO ST. VP.AIN AIVER
50 0 0 5.0 1
1 6 201
1 7 172
1 8 182
1 10 1002
1 13 1032
0 182 201 0 2 5.0 1542. 0.011 �.0 0.0 0.016 5.0
0 201 162 0 3 0.0 1. 0.020 0.0 0.0 0.016 10.0
0 162 163 0 4 25.0 3435. 0.005 4.0 4.0 0.035 3.0
45.0 3435. 0.005 4.0 §.0 0.035 10.0
0 li2 104 0 3 0.0 1. 0.020 0.0 O.G 0.020 10.0
0 104 41 8 2 0.1 10. 0.001 0.0 0.0 0.035 0.1
0.000 0.0 0.100 19.2 4.320 22.1 10.190 24.9
16.330 2�.5 22.640 29.8 29.120 32.0 35.�90 34.a
0 1032 106 0 3 0.0 1. 0.020 0.0 0.0 0.020 10.0
0 106 61 2 2 0.1 10. 0.001 0.0 0.0 0.035 0.1
0.000 0.0 23.000 11.0
0 61 105 0 3 0.0 a. 0.020 0.0 0.0 0.020 10.0
o iooz ios o � o.o i. o.ozo o.o o.o o.ozo io.o
0 105 S1 2 2 0.1 10. 0.001 0.0 0.0 0.035 0.1
0.000 0.0 35.500 43.0
0
18
112 101 11 142 102 21 192 103 31 1�2 104 41
1002 105 51 1032 106 61
ENDPROGRAM
•
. Page 1
100pTop ONLY, OFFSITE FOR DET PON� 104 OVEAFLOW.sot
• UABAN DRAIN�GE STORM WATER MANAGEMENT MODEL - 32 BIT VERSION 1998
REVISED BY UNNERSITY OF COLORADO AT DENVER
**' ENTRY MAOE TO RUNOFF MO�EL ***
ST. VRAIN DETENTION POND ROUTING
TRIBIITAAY TO ST. VAAIN AIVER
ONUMBER OF TIME STEPS 50
OINTEGRATION TIME INTERVAL (MINUTES) , 5.00
25.0 PERCENT OF IhIPER'✓IOUS AAEA HAS ZERO DETGNTION DEPTH
1
ST. VEUAIN DETENTION POND ROUTING
TRIBUTARY TO ST. VRAIN RNER
HYDAOGRAPHS FROM CUHPF MODEL AAE LISTE� FOR THE FOLLOWING 5 SUBCATCHMENTS
TIME(HR/MIN) 6 � 8 10 13
0 0. 0. 0. 0. 0. 0.
0 5. 0. 0. 0. 0. 0.
0 10. 0. 6. 0. 5. 5.
0 15. 0. 30. 0. il. 19.
� 0 Z0. G. 92. 0. �9. 43.
0 25. 1. 155. 1. 166. 1G6.
0 30. 25. 405. 31. 382. 300.
0 35. 81. 762. 90. �16. 494.
0 40. 159. 78�. 744. ]83. 482.
0 45. 239. 672. 1�6. 680. 406.
0 50. 308. 551. 186. 558. 335.
0 55. 359. 446. 784. 450. 272.
1 0. 391. 360. 181. 363. 223.
1 5. 406. 305. 1��. 305. 192.
1 10. 408. 255. 169. 260. 15B.
1 15. 398. 190. 756. 200. 118.
1 20. 384. 142. 142. 152. 8�.
1 25. 36�. 101. 128. 111. 59.
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ST. VRAIN DE7ENTION POND ROUTING
TRIBUTARY TO ST. VAAIN RIVER
WIDTH INVERT SIDE SLOPES
OVERBANK/SURCHARGE
GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE HORIZ TO VERT
MANNING DEPTH SR
NIIMHER C0NNECTION (FT) (FT) (FT/FT) L R
N (FT)
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• .016 5.00 0
201 162 0 3 .0 1. .0200 .0 .0
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035 10.00
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RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW
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2�.5 22.6 29.8
29.1 32.0 35.8 34.0
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OTOT�L NUh18ER OF GUTTERS/PIPES, 10
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ST. VRAIN CETENTION PON� AOUTING
TRIHUTARY TO ST. VRAIN RIVER
. ARRANGEMF,NT OF SUBCATCHMENTS AND GUTTERS/PIPES
GUTTEF. TRIBUTARY GUTTER/PIPE TRIBUT�RY SUBAREA
D.A. (AC)
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0 0 0 0 138.9
104 1"12 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 222.7
105 61 1002 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 345.6
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0 0 0 0 138.9
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0 0 0 0 160.6
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0 0 0 0 649.6
1002 0 0 0 0 0 0 0 0 0 0 10 0 0 0 0 0
0 0 0 0 206.7
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0 0 0 0 138.9
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� TRIBUTARY TO ST. `✓R?.IN RNER
HYDROGIU?PHS AP.E LISTED FOR THE FOLL04]ING 18 CONVEYANCE ELEMENTS
THE UPPEP. NUMBEA IS �ISCHARGE IN CFS
THE LOWER L]UMBER IS ONE OF THE FOLLOWING CASES:
O DENOTES DEPTH ABOVE INVERT IN FEET
(S) OENOTES STORAGE IN AC-FT FOR DETENTION ��IN. �ISCHARGE INCLUDES SPILLWAY WTFLCW.
(I) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIE� INFLOW HYDROGRAPH
(�) DENOTES �ISCHAAGE IPI CFS DIVERTED FROM THIS GOTTEA
(O) DENOTES STORAGE ID1 AG FT FOR SURCHAAGED GUTTER
TIMEIHR/MIN) 117. 101 11 142 102 21 192 703 31
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28.9(S) .01 ) .0( ) .0( ) .0( ) .0( ) .0( ) 31.1 (S)
a io. o. o. o. o. o. o. o. o. o.
0
o� ) a( � o( ) o( ) oi � o( l o( 7 0( ) o( )
ot �
32. 32. 0. 0. 0. 0. 0. 3"1.
2 8.9(S) .0( ) .0( ) .0( 1 .0( ) .0( ) .0 l 7 3 0.9(S)
1
ST. VRAIN DETENTION POND ROUTING
TRIBUTARY TO ST. VRAIN RIVER
"** PEAK FLOWS, STAGES AND STOAAGES OF GUTTERS AND DETENTION DAMS •��
CONVEYANCE PEAK STAGE STORAGE TIME
ELEMENT (CFS) (FT) (AC-FT) (HR/MIN)
1032 494. (DI2ECT FLOW) 0 35.
182 185. 3.5 0 55.
106 11. .1 23.0 2 10.
201 585. (DIRECT FLOW) 1 5.
1002 763. (DIRECT FLOW) 0 40.
61 ll. (DIRECT FLOW) 2 10.
172 "18Z (DIRECT FLOW) 0 40.
162 557. 3.0 1 15.
105 43. .1 35.5 2 5.
� 104 33. .1 33.9 2 0.
163 557. (DIRECT FLOW) 1 15.
51 43. (DIRECT FLOW) � 5.
Page 9
100prop ONLY, OFFSITE FOR DET POND 104 OVERFLOW.sot
� 41 33. (DIRECT FLOW) 2 0.
�
� Page 70
�
�
APPENDIX E
Detention Pond Calculations
•
DETENTION POND VOLUME vs. STAGE
for
POND 104
• PROJECT NAME: St. Vrain Lakes filing no. 1 DATE: 6l8/2006
PROJECT NO.: 3075 DESIGN BY: KNJ
INCREMENTAL TOTAL TOTAL
ELEV. AREA(FT�) STAGE(FT) VOLUME(FT'') VOLUME(FT�) VOLUME(AGFT)
4820.00 0 0.00 0 0 0.00
4822.00 0 2.00 0 0 0.00
4822.50 1,983 0.50 331 331 0.01
4823.00 6,467 0.50 2,005 2,336 0.05
4824.00 34,863 I.00 18,782 21,117 0.48
4825.00 66,643 1.00 49,902 71,020 1.63
4826.00 t5Q036 1.00 105,558 176,578 4.05
4827.00 248,768 1.00 197,333 373,911 8.58
4828.00 263,498 1.00 256,098 63Q008 14.46
4829.00 27Q963 1.00 267,222 897,230 20.60
4830.00 278,554 1.00 274,750 1,171,980 26.90
4831.00 286,361 1.00 282,449 1,454,428 3339
4832.00 294,510 1.00 29Q426 1,744,854 40.06
4833.00
4832.00
. 4831.00 _ _ �
4830.00
4829.00
4828.00
�
� 4827.00
W
�
F 4826.00
y
4825.00
_ _ _ _ ,
4824.00 ��----
- +-
4823.00
4822.00 � � �� -�- '
4821.00 � - - --
_ __.�
4820.00 .. .---- �...
0 5 10 15 20 25 30 35 40 45
VOLUME(AC-FT)
•
Carroll & Lange, Inc. Confidential for cuhp v&q pairs Page 1
DETENTION POND VOLUME vs. STAGE
for
POND 104
� PROJECT NAME: St. Vrain Lakes DATE: 6/8I2006
PROJECT NO.: 3075 DESIGN BY: KNJ
INCREMENTAL TOTAL TOTAL
ELEV. AREA FT� STAGE FT VOLUME FT� VOLUME FT') VOLUME(nGFT)
0 0.00 0 0 0.00
0 0.00 0 0 0.00
0 0.00 0 0 0.00
0 0.00 0 0 0.00
0 0.00 0 0 0.00
0 0.00 0 0 0.00
0 0.00 0 0 0.00
4826.11 175,750 0.00 0 0 0.00
4827.00 248,768 0.89 187,972 187,972 432
4828.00 263,498 1.00 256,098 444,070 10.19
4829.00 27Q963 1.00 267,222 711,292 1633
4830.00 278,554 1.00 274,750 986,041 22.64
4831.00 286,361 1.00 282,449 1,268,490 29.12
4831.96 294,510 0.96 278,809 1,547,299 35.52
TOTAL VOLUME(FT3)
. 4833.00 . -- .. , ,
---��,-- ',
4832.00 � . . -, � .
4831.00 . � ��
LL 4830.00 . � . . � � . � � �.
w . . . , . , . ..
�
N 4829.00 , ' � . � � � .
4828.00 . . . . . . �� . --- - -
4827.00 .. � , . . � i , . ..
4826.00 - � -..-- -- --.. . . � .
0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00
VOLUME(AC-F�
•
Deslgn Procedure Form: Extended Detentlon Basln (EDB) -Sedimentation Facllity
Sheel 1 of 3
• Designar: Kevin Jennings
Company: Carroll and Lange,Ine.
Date: June 8,2006
ProJect: St.Vrain Lakes Flling No.1
Location: Pontl 704
1. Basin Storage Volume
I,= 46.70 %
A)Tributary Area's Imperviousness Ralio(i=I,/100) i= 0.47
B) Contribuling Watershed Area(Area) Area= 23070 acres
C) WaterQualityCapWreVolume(WQCV) `N�CV= 020 wa�ershedinches
(WQCV=1.0'(0.91 "I'-1.19'I`+078'I�)
D) Design Volume:Vol=(WoCV/12)'Area'12 Vol= 4.554 acre-feet
2. Outlet Works
A) Outle�Type(Check One) X Orifice Plate
Perforated RiserPipe
O�her:
B) Depih at Ouflet Above Lowest Pedoration(H) H= 3.60 feet
C) Required Maximum Outlet Area per Row,(Fy) A0= 4.41 square inches
D) Perforation Dimensions(enter ona onty�:
• i) Circular Perforation Diameter OR D= 0.810 inches,OR
ii)2"Height Rectangular Perforation W idth W= inches
E) Num6er oi Columns(nc,See Table 6a-1 For Maximum) nc= 8 number
F) Actual Design Outlet Area per Row(Ao) Aa= 4.12 square inches
G) Number of Rows(nr) nr= 11 number
H) Total Outlet Area(A�) Ao�= 44.52 square inches
3. Trash Rack
A) Needed Open Area:A�=0.5'(Figure 7 Value)'Pe� Fy= 1,550 square inches
8) Type of Outlet Opening(Check One) X ≤2"Diame[er Rountl
2"High RecWnuular
Other:
C) For 2",or Smaller,Round Ooeninu(Ref.: Figure 6a):
i) Widih of Trash Rack and Concrete Opening(Ww,�)
from Table 6a-t W�,�= 48 inches
� ii) Height of Trash Rack Screen(H7q) � Hra= 73 inches �
�
PD-WQ-Pond 104.x1s,EDB 6!8/2006, 10:49 AM
Design Procedure Form: Extended Detention Basin (EDB) -Sedimentatlon Faclllty
Sheel 2 of 3
Deslgner: Kevin Jennings
� Company: Carroll and Lange,Inc.
Date: June 8,2008
ProJect St Vraln Lakes F'I'ng No 1
location: Pond 104
iii) Type of Screen(Based on Depth H),Describe if"Other" X S.S.tF93 VEE W ire(US Filter)
Olher:
iv) Screen Opening Slot Dimensioq Descnbe if"Other" X 0.139"(US Filter)
Other:
v) Spacing of Support Rod(O.C.) 1.00 inches
Type and Size of Support Rod(Ref.:Table 6a-2) #156 VEE
vi) Type and Size of Holding Frame(Ref.: Table 6a-2) 3/8 in.x 1.O in.flat bar
D) For 2"High Rectanaular Ooenina(Refer to Figute 6b):
1) Widih of Reclangular Opening(W) W= inches
ii) Width of Pertorated Plate Opening(W�,�=W+�p^) Wm,�= inches
iii) Width of Trashrack Opening(Woce,,;,�)from Table 6b-1 bVoce„„�= inches
iv) HeigM of Trash Rack Screen(Hra) H7R= inches
v) Type of Screen(basetl on depth H)(Descri6e if"O�her") Klemp""KPP Senes Aluminum
Other:
• vi) Cross-bar Spacing(Based on Table 6b-1,Klemp'""KPP inches
Greting). Describe if"Othef' Othec
vii) Minimum eearing Bar Size(Klemp""Senes,Table 6b-2)
Based on de th of WQCV surchar e)
4. Detention Basin lengih to widih ratio 1.W (L.N�1
5 Pre-sedimentalion Forebay Basin-Enter design values
A) Volume(no less than 5°/o(Design Volume from 1 D) acre-feet
B) SuAace Area acres
C) Connector Pipe Diameter inches
(Size to drain this volume in 5-minutes under inlet control)
D) Paved/Hard Boeom and Sides yes/no
�
PD-WQ-Pond 104.x1s,EDB 6/8/2006, 10:49AM
Design Procedure Form: Extended Detentlon Basin (EDB) -Sedimentation Facility
Sheet 3 of 3
Desi9ner: Kevin Jennings
� Company: Carroll and Lange,Inc.
Date: June 8,2008
ProJect: St Vroln Lakes Flling No 1
Location: Pond 104
6. Two-Stage Design-See Figure EDB-t
A) Top Stage(Depth qvo=2'Minimum) DH,o= 2.00 feet
Storaqe= 0.451 acre-feet
8) Botlom Slage Depth(Das=1.0'Minimum,2.0'Maximum) Das= 1.00 feet
Bottom Stage Sbrage(no less Ihan 3%of Design Volume(0.136631179189593 acre-fee Storage= 0.000 acre-feet
I Surf.Area= 0.000 acres
NOTE:Boriom Stage volume in cell L136 should not be less than 3%of Design Volume trom 1D.
C) Micro Pool(Minimum Depth=ihe Larger of Depth= 2.50 feet
0.5'Top S�age Depth(1 ')or 2.5' Storage= 0250 acre-feet
Surf.Area= O.t00 acres
D) Tolal Volume:Vol�o�=Slorage fmm SA+6A+68 Volro�= acre-feet
(Must be>Design Volume in 1 D,or 4.5543726396531 acre-feet.)
7. Basin Side Slopes(Z,horizontal distance per unit vertical) Z= 4.50 (honzontal/veAical)
Minimum Z=4,Flatter Preferred
8. Dam Embankment Side Slopes(Z,honzontal distance) Z= 3.50 (horizontal/veAical)
per unit vertical) Minimum Z=3,Flatter Preferred
� 9. Vegetation(Check ihe method or descnbe"Other") X Nalive Grass
Irrigated Turt G2ss
Olher.
Notes:
•
PD-WQ-Pond 104.x1s,EDB 6/8/2006, 10:49AM
DetentionNVater Quality Pond
• Total Volumes
6/8/2006
Return Period Detention Volume Water Quality Volume Total Volume
(ac-ft) (ac-ft) (ac-ft)
100-year(on-site 35.79 4.55 40.34
developed)
•
•
N
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n y
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+ � N
Culvert Calculator Report
Outlet Pipe
. Solve For: Headwater Elevation
Culvert Summary
Allowable HW E�evation 4,830.00 ft Headwater Depih/Height 7.77
Computed Headwater Eleva 4,826.92 ft Discharge 40.80 cfs
InletCon�rolHWElev. 4,826.92 ft TailwaterEleva�ion 4,815.00 ft
Outlet Control HW Elev. 4,826.63 ft Control Type Inlet ConVol
Grades
Upsiream Invert 4,82250 ft Downstream Invert 4,821.93 H
Length 8200 (t Constructed Slope 0.00695'I fVft
Hydraulic Profile
Profile CompositeM2PressureProfile Depth, Downstream 2.15 ft
Slope Type Mild Normal Depth N/A f[
Flow Regime Subcritical Critical Depth 2.15 ft
Velociry Downstream 9.10 fUs Critical Slope 0.009187 fUft
Section
Section Shape Circular Mannings Ccefficient 0.013
Section Material Concrete Span 2.50 ft
• Section Size 30 inch Rise 2.50 ft
Number Sections i
Outiet Control Properties
Outlet Control HW Elev. 4,826.63 ft Upstream Vebcity Head 1.07 ft
Ke 0.50 Entrance Loss 0.54 ft
Inlet Control Properties
Inlet Control HW Elev. 4,826.92 ft Flow Control Submerged
Inlet Type Square ed9e w/headwall Area Full 4.9 ft'
K 0.00980 HDS 5 Chart 1
M 2.00000 HDS 5 Scale 1
C 0.03980 Equation Form i
Y 0.67000
�
Title: SL Vrain Lakes Detention Pond 104 Outlet Pipe Project Engineer Kevin Jennings
p:\...\det pond 104 outlet pipe.cvm Carroll 8 Lange,Ina CulvertMas[er v3A[3.0003J
06/06/06 03:0121 PM O0 Haestad Methods, Inc. 37 Brooksitle Road Waterbury,CT 06708 USA +1-203-755-1666 Page 7 of 1
STAGE-DISCHARGE THROUGH SPILLWAY
• Beta Version (This sheet only)
m[� L r,aBk
E
�s
ayy�wW v�Y �ubwb
W8R CR&ST
A. Design Information (input)
1 Bottom Width of Weir L= ft
2 Angle af Side Slope Weir Ang= degree
3 Elev.for Weir Crest Ew= feet
3 Coef.for Rectangular Weir Cw=
4 Coef.for Trapezoidal Weir Ct=
B. Calculation of Spillway Capacity(output)
Water Rect. Triangle Total
Surface Weir Weir Release
Elevation Flowrate Flowrate
feet cfs cfs cfs
in ut out ut out ut out ut)
start 0.00 0.00 0.00
21.82 0.04 21.86
61.72 020 61.92
113.38 0.55 113.93
174.56 1.13 175.69
. 243.95 1.98 245.93
320.68 3.12 323.81
404.11 4.59 408.70
493.72 6.41 500.13
540.73 7.46 548.18
589.13 8.60 597.74
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
�too Re�easc ✓wfe = Sb7c�5
i
UD-Detention v1.03.x1s, Pond 104 Spillway 6I8/2006, 10:49 AM
• LOW TAILWATER BASIN DESIGN
ST. VRAIN LAKES FILING N0.1
30" OUTLET FROM DETENTION POND 104 6/7/2006
Pipe Dia. (D) = 2.5 ft Pipe Slope= 0.007 fUft
Q�o = N/A cfs d oesign = 1.98 ft (normal depth)
Qioo = 34 cfs � oe5�9� = 8.14 fUsec (velocity)
Q�esi9n = 34 cfs A oesi9n = 4.91 sq. ft. (area)
Manning's n= 0.013
Y����3 0.8333 ft (Tailwater Depth)
Arwi = 4.9 sq. ft.
Rfuu = 0.63 ft
Qr�n = 34.40 cfs
V�un = 7.01 fUS
Pa = �U� + gd�'" Use Type M Riprap
� Pd = 11.40
�eo = 12 inches
T= 1.75 ft. (riprap thickness)
Length = 10.0 ft.
Width = 10.0 ft.
B = 3.0 ft. (cutoff wall)
i
�
�
APPENDIX F
Water Quality Treatment Manholes
�
J
r
BAYSAVER SEPARATION SYSTEMS PROTECTED BY U.S. PATENT
96.0"
� e
25.5"
� � _ _ — - - - - -
0 � :<'
�s - - - - a.
_ �_ _� = 24" °'
I lo� _ - - - - -
97.0" � � � I �60.0"
� ���� _ _ _ - �
� � � � 29.5" ° �
e e
�� .� . , ,
I I
I - - - - — 59.6" �
f.
a
,
a:'
a ..
060.0"
� �a I
,a .
e�
I
I �
BAYSAVER DESIGNED: TEP
DRAWN: ATM
1302RISINGRIDGEROAD CHECKED: ATM 3K SEPARATOR UNIT
Mour,T.aixY, MDzi,�i DATE: 12/29/03 LAYOUT 60X60
SCALE: N.T.S
(301) 829-6470 SHEET: 1 OF 1
BAYSAVER SEPARATION SYSTEMS PROTECTED BY U.S. PATENT
�
25.5"
/•���
�.� ��
����� FABRICATION NOTES:
24" 1. SEPARATOR UNIT SHALL BE CONSTRUCTED ENTIRELY
- �"-' � OF HIGH DENSITY POLYETHYLENE. HDPE MATERIAL
97 O„ � '�F '1 SHALL CONTAIN CARBON-BLACK TO PROVIDE UV
� � ' � RESISTANCE.
I y`�� 2. ALL JOINTS SHALL BE WELDED BY EXTRUSION
29.5" �LDING OR BUTT-FUSION WEIDING. BUTT-FUSED
I I I I JOINTS SHALL BE REINFORCED BY AN EXTRUDED
I I I I BEAD AROUND THE FUSION AREA.
I I I I 3. SOLID WALL HDPE PIPE SHALL BE MINIMUM SDR-26.
4. HDPE PLATE SHALL BE 3/4" THICKNESS.
I
�20.5"�
l
41.4"
36"
� �� �� 1
17.6"
58.5"
18.0" 40.5"
4.� 52.4"-�i�
\ � a e � � a �
�
21.0" 63.3" ��
� � 6•�12" FLANGE � I
i
3.6'
i
9.92" ID
10.75" OD
9.92" ID
10 75" OD
BAYSAVER DESIGNED: TEP
DRAWN: PTT
�3o2xcs�NGR�D�EROAD CHECKED: ATM 3K SEPARATOR UNIT
DATE: 8/13/03
MOLTNT AIRY, MD 21771 SCALE: N.T.S
(30])829-6470 SHEET: 1 OF 2
BAYSAVER�SEPARATION SYSTEMS PROTECTED BY U.S. PATENT
50'
10.60" ID
�
6"
3
HDPE C0NNECTI0N PIPES
F0R C0NNECTI0N T0 ST0RAGE MANH0LE
N07 TO SCALE FERNCO FITTING DETAIL
(NOT TO SCALE)
FERNCO PART M 1056-1010
SHEAR RING PART �' SR-J9
HDPE-HDPE REDUCER DETAIL
F0R USE WITH 0UTLET PIPES
NOT T0 SCALE
A� �p
36" CORRUGAffD
HDPE PIPE µqR MAC POLYSEAL
WATERTIGHT COUPLER
wni�encHrPeouaieR PLAN VIEW
4 CORftUGATON5
36"
OUTLET
PIPE ID
SECTION AA
6 DE5IGNED: TEP
�AYSAVER DRAWN: PTT
02 RISING RIDGE ROAD CHECKED: ATM 3K SEPARATOR UNIT
MOUNT AIRY, MD 21771 DATE: 8�13�03 NOTES AND DETAILS
(301) 829-6470 SCALE: N.T.S.
SHEET: 2 OF 2
� BAYSAVER SEPARATION SYSTEMS PROTECTED BY U.S. PATENT
i
WATERTIGHT
COUPLER
24"
48° CORRUGATED 102^
HDPE PIPE
I � A
20"
i =_
� � -
O �-�
_ _ _ _ = 24„
�6 � � I
� y� __ -
� 9
�
I �
�
I�
I h ���I==h - -
I � I 32"
I I� � 1 �° : e'.
I
I I I 64"
� I I I I
I
I
..a.
I
BAYSAVER DESIGNED: TEP
DRAWN: SNW
2RISINGRIDGEROADUNITI CHECKED: ATM rJK SEPARATOR UNIT
DATE: 8/8/03 LAYOUT 72X72
MOUNT AIRY,MD 21771 SCALE: N.T.S
(301) 829-6470 SHEET: 1 OF 1
BA1'SAVER�SEPARATION SYSTEMS PROTECTED BY U.S. PATENT
12.73" ID
50' I�
6'
� 36
HDPE C0NNECTI0N PIPES
FOR CONNECTION TO STORAGE MANHOLE
NOT TO SCALE FERNCO FITTWG DETAIL
(NOT TO SCAIE)
FERNCO PART y 1004-1010
SHEAR RING PART p SR-44
HDPE-HDPE REDUCER DETAIL
FOR USE WITH HDPE OUTLET PIPES
NOT TO SCALE
�
A� �q
48' CORRUGATED
HDPE PIGE WATERTIGHT
COUPLER
WA OUPLER PLAN VIEW
-{-4 CORRUGATIONS
I
48"
OUILET
PIPE ID
SECTION AA
° DESIGNED: TEP
BAYSAVER DRAWN: P7T
�RISING RIDGE ROAD UNIT 1 CHECKED: ATM 5K SEPARATOR UNIT
MOUNT AIRY,MD 21771 DATE: 8�13�03 NOTES AND DETAILS
(301) 829-6470 SCALE: N.T.S.
SHEET: 2 OF 2
, BAYSAVER SEPARATION SYSTEMS PROTECTED BY U.S. PATENT
�
f
�,���a�
�o..
� 1 � �
�•� �•
�•��_= FABRICATION NOTES: l
_ � _ _ � = 24" 1. SEPARAT0R UNIT SHALL BE C0NSTRUCTED ENTIRELY
u d/'/-"�I�� 0F HIGH DENSITY P0LYETHYLENE. HDPE MATERIAL
SHAIL C0NTAIN CARBON-BLACK T0 PR0VIDE UV
p I��, ��,�I,I O RESISTANCE. I
gg�� II � �'�i IIs� 2. ALL J0INTS SHALL BE WELDED BY EXTRUSI0N
N V II � �'✓ELDING 0R BUTT-FUSI0N WELDING. BUTT-FUSED
32" J0INTS SHALL BE REINF0RCED BY AN EXTRUDED
� � II � BEAD AR0UND THE FUSI0N AREA. �
b — � - - II — � � 3. S0LID WALL HDPE PIPE SHALL BE MINIMUM SDR-26.
4. HDPE PLATE SHALL BE 3/4" THICKNE55.
�
� �32"'�
55" I
99"
48" �76" I�
�Z3,.
67"
I ==44-=- I
�
1 6, --„
��. , , 6.. z,,. �----�-� i
,
68"
23" �
I 48��12" FLANGE I I I
�
�
I 26��
11.92" iD
12.75" 0D
71.92" ID
12J5" OD I
� DESIGNED: TEP
BAYSAVER DRAWN: PTT
�RISING RIDGE ROAD UNIT 1 CHECKED: ATM 5K SEPARATOR UNIT
MOLINT AIRY, MD 21771 DATE: 8�13�03
(301) 829-6470 SCALE: N.T.S
SHEET: 1 OF 2
�AYSAVER SEPARATION SYSTEMS PROTECTED BY U.S.PATENT
122.0„
'� ..
.r;. .:i.'
,;
i; : .:.
, ':
27.3”
,� �_�-�� _ - -
`r�_i<��--1�1
31.2"
� _����-^���-� - - '= , 101.4" � .
II I�I �� �� '/ 5..: '
131.a" II II���1L =��_ — — —
II II II II ;:;
II II
II II 42.9" 0120.0" '�"..•�:
II II
II II � :..,
.. *., .
II II II II ' 702.0"
a. • I'— I--_� . ' . •i: .
� � � �
� O O
; .
:
�,200..
P . f
��9'.
BAYSAVER� DESIGNED: TEP
DRAWN: PTT
CHECKED: ATM 10K SEPARATOR UNIT
RISINGRIDGEROADUNITI DATE: 8�8�03 LAYOUT 120X120
MOUNT AIRY,MD 21771 SCALE: N.T.S.
(301) 829-6470 SHEET: 1 OF 2
� $AYSAVER SEPARATION SYSTEMS PROTECTED BY U.S. PATENT
I
750'
15.4" ID
� �
24'
10"
. y�36�--{ I
I
� HDPE C0NNECTI0N PIPES
F0R C0NNECTI0N T0 ST0RAGE MANH0LE
N0T T0 SCALE FERNCO FITTING DETAIL
(NOT TO SCALE) I
FERNCO PART /J 1056-1515
SHEAR RING PART �' SR-59
I HDPE-HDPE REDUCER DETAIL I
j F0R USE WITH 0UTLET PIPES
IN0T TO SCALE
A _ q II
20.5 �
60� CORRUGATED
HDPE PIPE µqR MAC POLYSEAL
WATERTIGHT COUPLER
MAR MAC POLYSEAL
wn�RncHr coua�eR PLAN VIEW
60"
OUTLE
PIPE I
SECTION AA
� DESIGNED: TEP
�AY S AVER DRAWN: PTT
1 ISING RIDGE ROAD UNIT I CHECKED: ATM 10K SEPARATOR UNIT
MOUNT AIRY,MD 2177] DATE: 8�13�03 NOTES AND DETAILS
(301) 829-6470 SCALE: N.T.S.
SHEET: 2 OF 2
�
, BAYSAVER SEPARATION SYSTEMS PROTECTED BY U.S. PATENT
i-�
27.3•'
���-��� FABRICATION NOTES:
I.6 �.1
�0 �.� 1. SEPARATOR UNIT SHALL 8E CONSTRUCTED ENTIRELY
��;E�= OF HIGH DENSITY POLYETHYLENE. HDPE MATERIAL
SHALL CONTAIN CARBON-BLACK TO PROVIDE UV
3�.2 RESISTANCE.
� -�r`�� -� I 2. ALL JOINTS SHALL BE WELDED BY EXTRUSION
N �R�y� ioi.a„
II 6� Q�j.l � WELDING OR BUTT—FUSION WELDING. BUTT—FUSED
JOINTS SHALL BE REINFORCED BY AN EXTRUDED
131.4" N ��a���� � BEAD AROUND THE FUSION AREA.
n ���� 3. SOLID WALL HDPE PIPE SHALL BE MINIMUM SDR-26.
N W II Y 4. HDPE PLATE SHALL BE 3/4" THICKNESS.
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�AYSAVER DRAWN: PTT
1 RISINGRIDGEROADUNITI CHECKED: ATM � OK SEPARATOR UNIT
DATE: 8/13/03
MOiJNT AIRY,MD 21771 SCALE: N.T.S.
(301)829-6470 SHEET: 1 OF 2
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I DESIGNED: TEP
�YSAVER DRAWN� PTT SECTION A-A
2 RISING RIDGE RD. CHECKED: ATM 35 CFS XKV BAYSAVER
MOUNT AIRY,MD 21771 DATE: 7/3/03
(301) 829-6470 scn�E: N,r.s. SEPARATION SYSTEM DETAILS
SHEET: 2 OF 3
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DESIGNED: TEP
�AYSAVER DRAWN PTT SECTION B-B
2 RISING RIDGE RD. CHECKED: ATM 35 CFS XK BAYSAVER
MOUNT AIRY,MD 21771 DATE: 7/3/03
scn�E: N,T,s. SEPARATION SYSTEM DETAILS
(30l)829-6470 SHEET: 3 0F 3
�
�
APPENDIX G
Copies of Graphs, Tables and
Nomographs Used
.
DRAINAGE CRITERIA MANUAL (V. 1) RUNOFF
� TABLE R0•3
Recommended Percentage Imperviousness Values
Land Use or Percentage
Surface Characteristics Im erviousness
Business:
Commercial areas 95
Nei hborhood areas 85
Residential:
Sin le-famil "
Multi-unit detached 60
Multi-unit attached 75
Half-acre lot or lar er '
A artments 80
Industrial:
Li ht areas 80
Heav areas 90
Parks, cemeteries 5 -
Pla rounds 10
Schools 50
Railroad ard areas 15
Undevelo ed Areas:
Historic flow anal sis 2
Greenbelts, a ricultural 2
Off-site flow analysis 45 �..,_,
� when land use not defined
Streets:
Paved 100
Gravel acked 40
Drive and walks 90
Roofs 90
Lawns, sand soil 0
Lawns, cla e soil 0
' See Figures RO-3 through RO-5 for percentage imperviousness.
Based in part on ihe data collected by the District since 1969, an empirical relationship between C and
the percentage imperviousness for various storm return periods was developed. Thus, values for C can
be determined using the following equations (Urbonas, Guo and Tucker 1990).
Cq = ti , + �13 li' — 1.44i' +1.135i—0.12� for CA ≥0, otherwise C'A =0 (RO-6)
Cc� = Kco + �0.858i3 —0.786i� + 0.774i+ 0.04� (RO-7)
Cg = �CA + CCD���
. Ill WhICh'
• i = % imperviousness/100 expressed as a decimal (see Table RO-3)
06/2001 RO-9
Urban Dreinage and Flood Control District
37
DRAINAGE CRITERIA MANUAL (V. 1) RUNOFF
• TABLE RO-5
Runoff Coefficients, C
Percentage
Im erviousness T e C and D NRCS H drolo ic Soil Grou s
2- r 5- r 10- r 25- r 50- r 100- r
0% 0.04 0.15 0.25 0.37 0.44 0.50
5% 0.08 0.18 028 0.39 0.46 0.52
10°/a 0.11 0.21- 0.30 0.41 0.47 0.53
15% 0.14 0.24 0.32 0.43 0.49 0.54
20% 0.17 0.26 0.34 0.44 0.50 0.55
25% 0.20 0.28 0.36 0.46 0.51 0.56
30% 0.22 0.30 0.38 0.47 0.52 0.57
35% 0.25 0.33 0.40 0.48 0.53 0.57
40% 0.28 0.35 0.42 0.50 0.54 0.58
45% 0.31 0.37 0.44 0.51 0.55 0.59
50% 0.34 0.40 0.46 0.53 0.57 0.60
55% 0.37 0.43 0.48 0.55 0.58 0.62
60% 0.41 0.46 0.51 0.57 0.60 0.63
65% 0.45 0.49 0.54 0.59 0.62 0.65
70% 0.49 0.53 0.57 0.62 0.65 0.68
75% 0.54 0.58 0.62 0.66 0.68 0.71
80% 0.60 0.63 0.66 0.70 0.72 0.74
85% 0.66 0.68 0.71 0.75 0.77 0.79
. 90% 073 0]5 0.77 0.80 0.82 0.83
95% 0.80 0.82 0.84 0.87 0.88 0.89
100°/a 0.89 0.90 0.92 0.94 0.95 0.96
T e B NRCS H drolo ic Soils Grou
0% 0.02 O.OS 0.15 0.25 0.30 0.35
5°/a 0.04 0.10 0.19 0.28 0.33 0.38
10% 0.06 0.14 022 0.31 0.36 0.40
15% 0.08 0.17 0.25 0.33 0.38 0.42
20% 0.12 020 0.27 0.35 0.40 0.44
25% 0.15 022 0.30 0.37 0.41 0.46
30% 0.18 025 0.32 0.39 0.43 0.47
35°/a 020 0.27 0.34 0.41 0.44 0.48
40% 0.23 0.30 0.36 0.42 0.46 0.50
45% 0.26 0.32 0.38 0.44 0.48 0.51
50% 0.29 0.35 0.40 0.46 0.49 0.52
55°/a 0.33 0.38 0.43 0.48 0.51 0.54
60% 0.37 0.41 0.46 0.51 0.54 0.56
65% 0.41 0.45 0.49 0.54 0.57 0.59
70% 0.45 0.49 0.53 0.58 0.60 0.62
75% 0.51 0.54 0.58 0.62 0.64 0.66
80°/a 0.57 0.59 0.63 0.66 0.68 0.70
85% 0.63 0.66 0.69 0.72 0.73 0.75
90% 0.71 0.73 0.75 0.78 0.80 0.81.
95% 0.79 0.81 0.83 0.85 0.87 0.88
100% 0.89 0.90 0.92 0.94 0.95 0.96
•
06/2001 RO-11
Urban Drainage and Flood Control District
3�
DRAINAGE CRITERIA MANUAL (V. 1) RUNOFF
� �
eo � s,000 sa.x.n«�es
�o �
4,WO sa.ft.homes
n 60 �
� � 3,000 sq.ft.nomes
'a50 � , ��
E �
45/— �— ' � �,o � R.home�
d 40 � �' � —
r � - ' / t.000 sa.h.hpnes
/
i �
•. , /
i /
20
10 / I I
0
p 1 2 3 4 5 6
Sine�e Farnily avellinq Unils per Acre
• FIGURE RO-5
Watershed Imperviousness, Single-Family Residential Two-Story Houses
,oo —
osa i. .. . , . . ... ...... . . _. ...
_ ,,', '', i .
oee � . ' ..__.
D]0 .' _. ,,,, II. . .. . ., . ..__.
o p6p ��,_- ..__ ._. .._ '.� oY �I
I
u
o . I I—¢—SYr ..
� 0 CO . . . . �� '., , .._ __.l �-2 yr ..
. ��ai�� Y �
030 —J' �—i��x �� I . �. . .. - i
1
II
020 �� . � � '.,. . ....�
OVC - .. �� . .. _ .. �
G�[ � ___ _"___ _.. . i . �
0% 10% 2�Ye 30% d0% 50% 60% ]0% BO% 90% 10�%
Wa�ersM1ed Percennge Imperviousness
FIGURE RO-6
� Runoff Coefficient, C, vs. Watershed Percentage Imperviousness NRCS Hydrologic Soil Group A
06/2001 RO-17
Urban Drainage and Flood Control District
3�
RUNOFF DRAINAGE CRITERIA MANUAL (V. 1)
• 3.2.2 Deoression Losses. Rainwater that is collected and held in small depressions and does not
become part of the general surface runoff is called depression loss Most of this water eventually
infiltrates or is evaporated. Depression losses also include water intercepted by trees, bushes, other
vegetation, and all other surfaces. The CUHP method requires numerical values of depression loss as
inputs to calculate the effective rainfall. Table RO-6 can be used as a guide in estimating the amount of
depression (retention) losses to be used with CUHP.
TABLE RO-6
Typical Depression Losses for Various Land Covers
(All Values in Inches)
(For Use With CUHP Method)
Land Cover Ran e in De ression Retention Losses Recommended
Im ervious:
Lar e aved areas 0.05 - 0.15 0.1
Roofs-flat 0.1 - 0.3 0.1
Roofs-slo ed 0.05 - 0.1 0.05
Pervious:
Lawn rass 0.2 - 0.5 0.35
Wooded areas and o en fields 0.2 -0.6 0.4
• When an area is analyzed for depression losses, the pervious and impervious loss values for all parts of
the watershed must be considered and accumulated in proportion to the percent of aeriai coverage for
each type of surface.
3.2.3 Infiltration. The flow of water into the soil surface is called infiitration. In urban hydrology much of
the infiltration occurs on areas covered with grass. Urbanization can increase or decrease the total
amount of infiltration.
Soil type is the most important factor in determining the infiltration rate. When the soil has a large
percentage of well-graded fines, the infiltration rate is low. In some cases of extremely tight soil, there
may be, from a practical standpoint, essentially no infiltration. If the soil has several layers or horizons,
the least permeable layer near the surface will control the maximum infiltration rate. The soil cover also
plays an important role in determining the infiltration rate. Vegetation, lawn grass in particular, tends to
increase infiltration by loosening ihe soil near the surface. Other factors affecting infiltration rates include
siope of land, temperature, quality of water, age of lawn and soil compaction.
As rainfall continues, the infiltration rate decreases. When rainfall occurs on an area that has little
antecedent moisture and the ground is dry, the infiltration rate is much higher than it is with high
antecedent moisture resulting from previous storms or land irrigation such as lawn watering. Although
antecedent precipitation is very important when calculating runoff from smaller storms in non-urbanized
• ,
RO-20 06I2001
Urban Drainage and Flood Control District
v�
RUNOFF DRAINAGE CRITERIA MANUAI (V. 1)
� TABLE RO-7
Recommended Horton's Equation Parameters
NRCS Hydrologic Infiltration inches er hour Decay
Soil Grou Initial—; Final—p Coefficient—a
A 5 0 1.0 0.0007
B 4.5 0.6 0.0018
C 3 0 0.5 0.0018
D 3.0 0.5 0.0018
To calculate the maximum infiltration depths that may occur at each time increment, it is necessary to
integrate Equation RO-8 and calculate the values for each time increment. Very little accuracy is lost if,
instead of integrating Equation RO-8, the infiltration rate is calculated at the center of each time
increment. This "central" value can then multiplied by the unit time increment to estimate the infiltration
depth. This was done for the four NRCS hydrologic soil groups, and ihe results are presented in Table
RO-8. Although Tables RO-7 and RO-8 provide recommended values for various Horton equation
parameters, these recommendations are being made specifically for the urbanized or urbanizing
watersheds in the Denver metropolitan area and may not be valid in different meteorologic and climatic
regions.
TABLE RO-8
Incremental Infiltration Depths in Inches*
• NRCS H drolo ic Soil Grou
Time in Minutes" A B C and D
5 0.384 029S 0.201
10 0.329 0.195 0.134
15 0.284 0.134 0.096
20 0248 0.099 0.073
25 0.218 0.079 0.060
30 0.194 0.067 0.052
35 0.175 0.060 0.048
40 0.159 0.056 0.045
45 0.146 0.053 0.044
50 0.136 0.052 0.043
55 0.127 0.051 0.042
60 0.121 0.051 0.042
65 0.115 0.050 0.042
70 0.111 0.050 0.042
75 0.107 0.050 0.042
80 0.104 0.050 0.042
85 0.102 0.050 0.042
90 ___ 0.100 0A50 0.042
95 0.098 0A50 0.042
100 0.097 0.050 0.042
105 0.096 0.050 0.042
110 0.095 0.050 0.042
115 0,095 0.050 0.042
120 0.094 0.050 0.042
` Based on central value of each time increment in Horton's equation.
� " Time at end of the time increment.
RO-22 06/2001
Urban Drainage and Flood Control District
y/
STORAGE DRAINAGE CRITERIA MANUAL (V. 2)
. attempt to account for the effects of the WQCV on all control levels whenever it performs watershed-level
drainage and flood control system master plans.
3.2 Sizinq of On-Site Detention Facilities
3.2.1 Maximum Allowable Unit Release Rates for On-Site Facilities. The maximum allowable unit
release rates per acre for on-site detention facilities for a number of design return periods are listed in
Table SO-1. These rates apply unless other rates are recommended in a District-approved master plan.
The predominant soil group for the total tributary catchment shall be used for determining the allowable
release rates. Multiply ihe unit rates provided in Table SO-1 by the iributary catchment's area to obtain
ihe actual design release rates in cubic feet per second (cfs). Whenever Natural Resources
Conservation Service (NRCS) soil surveys are not available for the portion of a county being studied,
extrapolate their types using soil investigations at the site.
TABLE SO-1
Recommended Maximum Ailowable Unit Flow Release Rates (cfs/acre)of Tributary Catchment
Design Return NRCS Hydrologic Soil Group
Period
(Years) A B C & D
� 2 0.02 0.03 0.04
5 0.07 0.13 0.17
10 0.13 023 0.30
25 0.24 0.41 0.52
50 0.33 0.56 0.68
100 0.50 0.85 1.00
3.2.2 Emoirical Eauations tor the Sizina of On Site Detention Storaae Volumes. Urbonas and
Glidden (1983), as part of the DistricYs ongoing hydrologic research, conducted studies that evaluated
peak storm runoff flows along major drainageways. The following set of empirical equations provided
preliminary estimates of on-site detention facility sizing for areas within the District. They are not intended
for use when off-site inflows are present or when multi-stage controls are to be used (e.g., 10- and 100-
year peak control) at the storage facility. In addition, these equations are not intended to replace detailed
hydrologic and flood routing analysis, or even the analysis using the Rational Formula-based FAA method
for the sizing ot detention storage volumes. The District does not promote the use of these empirical
equations. It does not object, however, to their use by local governments who have adopted them or
want to adopt them as minimum requirements for the sizing of on-site detention for small catchments
within their jurisdiction. If the District has a master plan that contains specific guidance for detention
�
SO-8
06/2001
Urban Drainage and Flood Control District
DRAINAGE CRITERIA MANUAL (V. 2) STORAGE
• storage or sizing of on-site detention facilities, those guidelines should be followed instead. The empirical
equations are as follows:
V, —K;A (SO-1)
forthe 100-year:
(I.781 — 0.002I� —3.56)
K�oo — 900 (SO-2)
forthe 10-year:
(0.95 7-1.90)
K1° 1,000 (SO-3)
forthe 5-year:
(0.77I — 2.65)
K� I,000 (SO-4)
in which:
` I; = required volume where subscript i = 100-, 10- or 5-year storm, as appropriate (acre-feet)
K,= empirical volume coefficient where subscript i = 100-, 10-or 5-year storm, as appropriate
1= fully developed tributary catchment imperviousness (°/o)
A =tributary catchment area (acres)
Design Example 6.1 shows calculations of allowable release rate and storage requirement using
empirical equations.
3.2.3 Rational Formula-Based Modified FAA Procedure. The Rational Formula-based Federal
Aviation Administration (FAA) (1966)detention sizing method (sometimes referred to as the "FAA
Procedure"), as modified by Guo (1999a), provides a reasonable estimate of storage volume
requirements for on-site detention facilities. Again, this method provides sizing for one level of peak
control onfy. The method may also be used for initial sizing of detention storage volumes whenever a
detailed hydrograph routing design method is used.
The input required for this Rational Formula-based FAA volume calculation procedure includes:
A =the area of the catchment tributary to the storage facility (acres)
�
06/2001 SO-9
Urban Drainage and Flood Control Distncl �
Drainage Report contains
oversized maps
(Sheets HDR1 and HDR 2)
Please See Original File
Drainage Report contains
oversized maps
(Sheets DR1 - DRS)
Please See Original File
Weld County Planning Department
� J GREELEY OFFICE I,
�, MEMORANDUM �U" X � zoos
EIVE�
� � � , _,
�EC I�
TO: Kim Ogle, Planning Department DATE: 25-May-2006 li
FROM: Peter Schei, P.F,., Public W artment I,
���� `U�� II�
W � SUBJEC'T: PF-1078 St. Vrain Lakes PUD - Filing 1 (Grading Plan)
COLORADO
Weld County Public Works llepartment has reviewed grading plan materials and has the following ',
development referral comments.
Comments II
.................................................................................................................................. .....................................................................................................................................................
❑ The applicant has subrrtitted a Stormwa[er Management Plan (SWMP) and Erosion and Sediment Control Report — St. Vrain
Lakes Filing No. 1,dated April 27,2006,by Carroll& Lange, Ina (JN: 3075).
o The SWMP shall be stamped, signe�l and daterl by a professional engineer licensed in the State of Colorado and
submitted to Public Works for accep[ance. The department will keep the seale�l plan in the case file for use du�ing
the constmetion phase(s).
x ❑ The applicant has submitted a Erosion Conhol &Gradin¢Plans—S[. Vrain Lakes Filine No. 1,printed April 28,2006, by Carroll I
& Lange,Ina (JN: 3075).
o The applicant shall submit a signed I�rovemen[s Agreement Acwrdine to Policv Regardine Colla[eral for (on-
si[e) Improvements with this grading plan application and for each development phase_ These agreements must be
�eviewed by Public Wo�ks and shall be app�oved by the Board of County Commissioners (BOCC) p�io� [o
commencing any grading plan activities for each phase.
o The applicant shall provide Weld County with acceptable collatecal in an amount ag�eeable [o Pablic Works as
doeumented in tlie Improvements Aqreement Acco�dinR to Policy Regardine Collateral for(on-si[e) Improvements
—Appendix "A" for die g�ading and soil erosion ac[ivities. This collateral shall be provided and acecpted by Weld
County prior to initiating grading activities. �
o The applican[shall place a no[e on the `early grading plans' sCating Ihat Weld County is no[approving in[e�ior s[reet
layou[of the proposed development. Additionally, Ihe applicau[ shall s[ate that Weld County is primarily allowing
early grading of the proposed development, since it involves constmc[ion of CR 9.5. The note shall include the
language that any and all eady grading shall be at the sole liability and risk of the applicant, which may include re-
g�ading at a fu[ure date being fully awaee that ihe early grading plans submitted [o Public Works are preliminary in
nah�re and scope. Any changes required during the approval process will affect submitted `early grading plans' and
any cost related[o re-grading,utility relocation shall be strictly at the applicanYs expense.
o 'Che `early gcading plans' shall be stamped, signed and dated by a professional engineer licensed in the State of
Colo�ado and submitted to Public Works for acceptance. The department will keep senler!plans in the case file for
use during the construc[ion phase(s).
o Public Works tmderstands the plans submitted are not "final" grading plans for [he entire development site.
Moreover, a final plat application has not been approved by the Board of County Commissioners. j
o Public Works understands the plans submitted are Eady Grading & Erosion Control Plans and consti[ute a subset of �I
.� [he anticipated final grading and erosion con[rol plans.
� o Public Works understands the plans submitted are in conjanction with a County project laiown as CR 9.5, which is I
u�der a compressed deadlu�e in association with Colorado Deparimen[of Transportation.
o Befo�e beguu�ing grading ac[ivities where the proposed location of CR 9.5 will be located, [he engineer should place �
design cri[eria pedaining to the final roadway designs on the plans [o document proposed roadway system and j
corrobowte Weld County standards. This will ensure proposed gading will meet final roadway design c�i[erion �
required by the County. Furthermore, Public Works shall require tha[[he applicant submit roadway design plans for
CR 9.5 that coordinate with [he proposed early grading plans submitted to our office before grading along CR 9.5
begins.
o Road right-of-way proposed under[he jurisdiction of Mead must be documen[ed in wri[ing to Public Works and also
noted on the grading plans.
_ _ Page 1 of 2 __
ir ,� �
- o Public Works shall require that the applicanPs engineer and contractor meet with Public Works Department staff
before grading work begins to explain and describe the proposed early grading work to be performed on the site;
especially phasing as documen[ed in the plan set.
o In additioq Publie Wo�ks shall require that the applicant develop and implemen[pro[ocol for construction activities
[o covee inspectio�� and testing complaints, workmanship, pe�formance, compliance, recoid-keeping, and line of �
communication. These items shall be discussed at the preconstruction conference with Public Works.
o Any early grading `permiP shal] be agreed to in writing: release Weld County of liability; [ime period (lis[ dates
begin/end); wo�k hou�s; wock days;pa�cel(s)/legal description; field inspection; materials testing;dust mitiga[ion;
erosion and sedimen[control;bonding/licenses/permits required; and no[ification.
o A grading permit at[his time does not create a vested property right pursuant to Seetion 23-8-10 of the Weld Counry
Code (nore: Article 68 of Title 24 CRS).
_ o Straw bales or o[her possible erosion and sediment control measures in addition to ihose shown on the plans shall be
required as direc[ed by [he Public Works Depar[ment should additional measures be necessary based on actual siCe
conditions.
o The engineer must address 3:1 slopes shown on the `early grading plans', since[hese slopes are diffiwl[[o maintain.
A 4:l slope is easier and safer[o main[ain for the future homeowne�s.
t i
� ........................................................................_.....................................Recomme�dation �
_........................................................................_.............................._.........................._... ,
❑ Public Works recommends avnroval oY these early grading plans conditional on the evaluation of requested materials. I�
l
AI[ached:Improvements Aqreemen[Acwrdine to Policv Reeardine Culla�eral for Imorovements(Si[e CraJine Aelivilies—Filine I1. III
!
�PC:PF-1078 SL Vrain lakes PUD-�iling I (Grading Pian)
Hmail&Onginal:Plannec Kim Ogle
VC by Post Applicant:Tyler PocknrAw/Cnrma ColornA0
PC by PosC Cngineec Fred Tnfayn,/1/,P.E.,Carro!l&Lnnge,!nc �
- _ Page 2 of 2 __ -
f .. �
�' Carroll s� Lan e= Weld County Planning Departmen�\
g - S0UTHWEST BUILDING /
Professional Engineers 6t Land Surveyors
` Lakewood • Loaeland • WinterPa�k NOV 2 "a 2QQs \,
November 17, 2006 ���;�IVED
JN: 3075
Peter Schei, PE i ., �
Weld County Public Works Department --��� �j
1111 H Street I I I I
P.O. Box 758 - �; NOV 2 0 2�OS U
Greeley, CO 80632-0758 L _�
Re: St. Vrain Lakes Filing No. 1 Final Plan Review Comments ��^ � rr°T i
Dear Mr. Schei:
Carroll & Lange, Inc. has reviewed the comments made in the memorandum dated
October 20, 2006. These comments have been addressed below, and we offer our
responses in bold. We have made the corrections that were requested by Public
Works in the first memorandum. We are requesting that Public Works submit an
updated memorandum reflecting the revised submittal prior to the BOCC on
December 6, 2006.
General Tooics
The change of zone application for St. Vrain Lakes PUD did not anticipate the re-
alignment of CR 9.5 (between CR 28 and SH 66), since the State of Colorado did not
have an agreement in place.
Response: Comment noted.
The applicant shall revisit their development proposal with the recent approval of the re-
alignment of CR 9.5 project by CDOT. The realization of this project was in-question
previous to the applicant's submittal for finai plat. Construction of CR 9.5 (between the
St. Vrain River and SH 66) is now planned for completion in September 2007.
Response: Comment noted. WCR 9.5 (2-lanes) south of WCR 28 will be
constructed with the first phase of construction. A construction plan set for WCR
9.5 is included with this submittal.
The current application does not address the change that has occurred and must further
discuss & determine what will be accomplished with CDOT funding and accompanying
County goals (particularly the CR 9.5 re-alignment project). These coordination efforts
will better provide the County and the applicant an understanding of improvements,
timing, phasing, and responsibilities to efficiently move ahead.
Response: Comment noted. Carma and Carroll & Lange, Inc. have met with the
County Engineer, Peter Schei, and Wayne Howard on the timing, phasing, and
responsibilities of the construction of WCR 9.5. Carma will build the east half of
165 Soutli Union Blvd.,Surte 756•LakeW00d,Colorado 80228�;A7aln(303) 980-0200•Fax(303) 980-0917
3985 South Linwln Avenue,Sui[e 250�Loveland.Colorado 80537�Main (970)292-5635�Pax(970)292-5639�Denver Dir (303)865-5088
47 Cooper Creek Way,Suire 328•P.O.8ox 3345�Win[er Park,Culorado 80482-3345�M11ain (990) 726-8100•Fax(970) 726-9100•Demer Dir (303) 980-9600
' Peter Schei, PE
Weld County Public Works Department
November 17, 2006
JN: 3075
Page 2
WCR 9.5 south of WCR 28 with the first phase of construction of the Filing 1
development.
The applicant shall resubmit the traffic impact analysis, proposed phasing of the
development and associated improvements (on-site & off-site), construction plans, and
improvements agreements (on-site & off-site). Construction sequencing shall be
addressed in detail, especially for offsite improvements.
Response: Comment noted. The response letter and the revised copy of the
traffic study from LSC Consultants addresses the county comments for offsite
and onsite improvements and is included with this submittal. This revised study
anticipates the completion of WCR 9.5 onsite, as well as north of WCR 28 to
S.H. 66.
Improvements Actreements for Offsite Infrastructure
The applicant has not submitted Improvements Agreements According to Policv
Reqardinq Collateral for (off-site) Improvements. It is critical to obtain an agreement with
the applicant for impacts to County infrastructure by the proposed development.
• The applicant shall be responsible for improvements attributed to the proposed
development. Typically, an applicant is asked to construct one-half (1/2) the fuli-
build out classified roadway cross-section adjacent to the parcel being developed
within the MUD area of the County. Should an applicant propose development on
both sides of a County roadway within the MUD, then the applicant is asked to
construct the complete (whole) classified roadway cross-section anticipated at
full-build out.
Response: Comment noted. Carma will build one-half of the WCR 28
roadway section south of the section line. Carma will build one-haif of the
roadway section of WCR 9.5 east of the section line adjacent to the
St. Acacius development and the fuil section where Carma owns both
sides. However, the second 2-lanes (west haifl of WCR 9.5 within the
Carma Community will be completed in accordance with the PUD phasing
as outlined in the Master Traffic Study.
• Any off-site improvements (attributed to the proposed development)
accomplished with State and/or Federal funding shall be accounted and said
value(s) be collateralized being applied to vicinity location(s) requiring
improvements that are determined to be attributed to future phasing of the
proposed development. Of particular interest is the CR 9.5 project planned
adjacent to St. Vrain Lakes PUD to be funded by CDOT.
Peter Schei, PE
, Weld County Public Works Department
November 17, 2006
JN: 3075
Page 3
The applicant is asked to address this topic with the Public Works
Department to complete an understanding of the responsible impacts and
associated assessments.
Response: Comment noted. Carma and Carroll & Lange, Inc. have met
with the Public Works Department on the responsibilities of the
construction of WCR 9.5. Carma will fund the construction of the east
half of WCR 9.5 south of WCR 28 with the first phase of construction of
the Filing 1 development.
• An agreement(s) shall be submitted to Public Works prior to scheduling a Board
of County Commissioner Hearing or recording of a final plat.
Response: The offsite improvements agreement with the costs associated
with the offsite improvements is inciuded with this submittal for Public
Works review.
Improvements Aqreement(s) for Onsite Infrastructure
The applicant has submitted Improvements Agreements According to Policy Regarding
Collateral for(on-site) Improvements. This agreement appears generally acceptable, but
shall be revised and resubmitted to Public Works.
• Engineering and Supervision Costs were estimated to be 2.5% of ihe
Improvements, which is too low. The applicant should consider 5% (minimum) of
the improvements costs.
Response: The engineering and supervision costs have been revised to
5%.
• The Total Estimated Cost of lmprovements and Supervision was estimated to be
$3,490,366.19. The applicant will be required to bond an additional 15°/o of the
Total Costs for a dne-Year Improvements Warranty.
Response: The total estimated cost has been revised to inciude an
additional 15% for the warranty.
• An updated agreement shall be approved by the Board of County
Commissioners (BOCC) prior to recording any final plat (Phase 1).
Response: Comment noted.
Peter Schei, PE
Weld County Public Works Department
- November 17, 2006
JN: 3075
Page 4
Metro District/ Special District
Weld County will not maintain roadways, right-of-way median areas, drainage, streets,
asphalt surfaces, concrete improvements (curb, gutter, and sidewalk) or open space
areas.
These items shall be addressed within the metro district (operation & maintenance)
documents along with appropriate fiscal accounting.
Response: Comment noted.
Geotechnical / Pavement
The applicant has provided a pavement design in the Preliminary Geotechnical
Engineering Report — Proposed Mixed-Use Development. Carma Weld County Site.
Weld County Road 30 (Highway 66) and tnterstate 25 — Weld County, Colorado, dated
May 26, 2004, by Terracon (Terracon Project No. 25045122).
• Soil borings and analyses were not prepared for the future road alignments.
Response: Comment noted. Once the roads have been brought to final
grade then a final pavement design will be prepared by the geotechnical
engineer and submitted to the County.
• The applicant shall prepare a final geotechnical / pavement design report
prepared by a professional engineer submitted with the final plan materials for
each development phase. This report may be prepared after overlot grading and
utility installation has been completed.
• The report must evaluate subgrade soils associated with construction of the
roadways.
• Final recommendations for pavement and base course thicknesses shall be
included in the report.
Response: Comment noted. A final pavement design will be prepared
by the geotechnical engineer and submitted to the County.
The applicant (engineer) must provide a 'Typical "T" Style Grading" detail on Sheets
GR6, GR7, GRI I, & GR12, since it is missing.
Response: There are two basic lot draining scenarios: 1) front draining (typically
referred to as an `A' lot); and 2) split draining (typically referred to as `B,' garden,
or walk-out lots). The "T" style grading indicates that lot has a transitional style
Peter Schei, PE
Weld County Public Works Department
" November 17, 2006
JN: 3075
Page 5
grading. This means that the grading for that lot is transitioning between a front
draining lot and a split draining lot. One side of the "T" lot will drain to the front
and the other side of the lot will split drain. The final grading is shown in the Area
Grading Plans, which have been added to the Construction Plan set with this
submittal. This is consistent with our discussions with public works staff.
External Roadways
Felsburg Holt & Ullevig (FHU), the County's retained transportation consulting engineer,
has provided comments on the Traffic Impact Analvsis - St Vrain Lakes Filinq I - Weld
Countv Co/orado, dated August 14, 2006, sealed by Benjamin T. Waidman, P.E. with
LSC Transportation Consultants, Inc., (project number: LSC #061160). Please see the
attached memorandum of comments from Mr. Chris Fasching, P.E. with FHU.
At full-build-out how many vehicles per day will be using each roundabout?
The applicant (engineer) has chosen a roundabout (urban singie-lane) design
element with a hypothetical daily service volume of 20,000 vehicles per day.
Response: The peak hour volume of the roundabouts were analyzed by LSC
Transportation Consultants and shown to operate at an excellent level of
service (LOS A). The traffic volume for the roundabouts is discussed in the
traffic study.
SH 66 has been annexed by the Town of Mead in the vicinity of this development
proposal. SH 66 is paved and maintained by CDOT. The applicant shali coordinate with
Mead and / or CDOT concerning respective roadway improvements meeting MUD
criterion.
The applicant shall provide written documentation of this coordination to Public
Works prior to scheduling a public hearing.
Response: The coordination with CDOT for the SH 66 improvements occurred
during the Change of Zone process. The Filing 1 development will not include
any improvements to SH 66.
CR 13 is classified by the County (Weld County Roadway Classification Plan, June
2002) as a major corridor - arterial road (to the east of Filing 1) and requires a 140-foot
right-of-way. CR 13 is paved and under the jurisdiction of Weld County adjacent to this
proposal. The applicant shall coordinate with the County concerning respective roadway
improvements meeting MUD criterion.
Response: Comment noted. The Filing 1 development will not include any
improvements to WCR 13.
Peter Schei, PE
Weld County Public Works Department
November 17, 2006
JN: 3075
Page 6
CR 11 has been annexed by the Town of Mead (to the north of Filing 1). CR II is gravel
and maintained by Mead. The applicant shall coordinate with Mead concerning
respective roadway improvements meeting MUD criterion.
The applicant shall provide written documentation of this coordination to Public
Works prior to scheduling a public hearing.
Response: Comment noted. The Filing 1 development will not include any
improvements to WCR 11.
Countv Road 9% Construction Plans (St Vrain River to CR 281
General Note (Sheet GNI) #15 must be revised to a state fifteen (15%) percent
maintenance bond shall be required. This is a typographical error.
Response: The plans have been revised accordingly.
The engineer must address minimum centerline arc lengths use in the roadway design.
Some centerline arc lengths appear too short for an arterial roadway design.
Response: WCR 9.5 design criteria followed the criteria set forth in the Parallel
Arterial Study by FHU dated 2004 as well as the AASHTO manual. Carroll &
Lange, Inc. met with Wayne Howard and Public Works at the preliminary design
phase to discuss and agree upon design criteria such as minimum centerline
radius, super-elevation parameters and maximum slope requirements prior to
finalizing the design. The design speed is 50 mph. Based on the provided
criteria, the centerline arc lengths are acceptable.
The engineer must address minimum K-values used for vertical curves (crest & sag).
Some K-values are smaller than anticipated for an arterial roadway.
Response: WCR 9.5 design criteria follows the criteria set forth in the Parallel
Arterial Study by FHU dated 2004 as well as the AASTO manual. The minimum K
value for a sag curve is 96 and the minimum K value for a crest curve is 84. We
have adjusted vertical curves to meet the criteria.
Several of the Cross Sections shown on Sheets CSI thru CS12 do not call out the road
surface slope. The engineer shall address these omissions with any corrections
resubmitted to Public Works.
Response: The plans have been revised to show the cross slopes.
Peter Schei, PE
Weld County Public Works Department
November 17, 2006
JN: 3075
Page 7
Sheet DT2 shall show more clearly details of ADA-compliant Ramos incorporating
detectable warning surfaces (ADAAG)2.
ZADA Standards for Accessib/e Desiqn, U.S. Department of Justice —
Nondiscrimination on the Basis of Disability by Public Accommodations and in
Commercial Facilities, 28 CFR — Part 36, Revised July 1, 1994.
Response: The plans have been revised to show the most current CDOT ramp
standards, which show the detectable warning surface.
CR 9Yz is classified by the County (Weld County 1-25 Parallel Arterial Study, September
2003) as a major arterial road (adjacent west of Filing 1) and requires a 140-foot right-
of-way. The applicant shall verify the existing right-of-way and the documents creating
the right-of-way shall be noted on the final plat. If the right-of-way cannot be verified, it
will be dedicated on the final plat.
Response: The proposed right-of-way for WCR 9.5 adjacent to the development
will be conveyed to the County either by a separate document or via plat which
ever the County would prefer. Ideally, the right-of-way can be dedicated by the
plat as long as the timing requirements meet the need of the overall WCR 9.5
project. Any existing right-of-way has been verified and all right-of-ways are
shown on the plans.
A share (of the roadway cross-section) of CR 9%2 would be in the jurisdiction of Weld
County and a share (of the roadway cross-section) will be within the jurisdiction of
Mead for Filing 1. The applicant shall coordinate with the appropriate authority
concerning respective rights-of-way and roadway improvements meeting MUD
criterion.
The applicant shall provide written documentation of this coordination to
Public Works prior to scheduling a public hearing.
Response: The portion of right-of-way (east halfl adjacent to the Filing 1
development is entirely within the jurisdiction of Weld County. Carma
and Carroli & Lange, Inc. met with the County on the construction of
WCR 9.5 on November 9, 2006. We will continue to coordinate with
Public Works, the Town of Mead, and others involved with the WCR 9.5
project.
The County anticipates coordination efforts between the applicant and Colorado
Department of Transportation (CDOT) for this timely project (CR 9%z).
Response: Carma and Carroll & Lange, Inc. will continue the coordination with
CDOT for this project.
Peter Schei, PE
, Weld County Public Works Department
November 17, 2006
JN: 3075
Page 8
Countv Road 28 Construction Plans {CR 9%2 to CR II�
General Note (Sheet GNI) #15 must be revised to a state fifteen (15%) percent
maintenance bond shall be required. This is a typographical error.
Response: The plans have been revised accordingly.
The engineer must address minimum centerline arc lengths use in the roadway design.
Some centerline arc lengths appear too short for an arterial roadway design.
Response: WCR 28 is a straight road without any curves. As such, there are no
centerline arc lengths for WCR 28 in the design.
The engineer must address minimum K-values used for vertical curves (crest & sag).
Some K-values are smaller than anticipated for an arterial roadway.
Response: The K values meet or exceed the design criteria for an arterial roadway
with a design speed of 45 mph.
Sheet DT3 shall show more clearly details of ADA-compliant Ramos incorporating
detectable warning surFaces (ADAAG)2.
zADA Standards for Accessible Desiqn, U.S. Department of Justice —
Nondiscrimination on the Basis of Disability by Public Accommodations and in
Commercial Facilities, 28 CFR — Part 36, Revised July 1, 1994.
Response: The plans have been revised to show the most current CDOT ramp
standards, which show the detectable warning surface.
CR 28 has been annexed by the Town of Mead (adjacent at the north of Filing 1). The
applicant shall verify the existing right-of-way and the documents creating the right-of-
way shall be noted on the final plat. If the right-of-way cannot be verified, it will be
dedicated on the final plat.
Response: The right-of-way adjacent to the development will be dedicated via the
final plat. The existing right-of-way is verified and shown on the piat.
CR 28 is gravel with sections maintained by Weld County and Mead in the vicinity of
this development. The applicant shall coordinate with the appropriate authority
concerning respective roadway improvements meeting MUD criterion.
Peter Schei, PE
Weld County Public Works Department
� November 17, 2006
JN: 3075
Page 9
The applicant shall provide written documentation of this coordination to
Public Works prior to scheduling a public hearing.
Response: Carroll & Lange, Inc. has met with the City of Mead to
coordinate on the design of the road.
CR 28 must be improved for off-site development impacts with this Filing I.
CR 28 at the under-pass of 1-25 must be addressed, since it has been
identified as unsafe by the Department (offsite).
Response: The traffic study has been updated to address the timing
and construction of WCR 28 underpass.
Internal Roadways
The tremendous scope of this proposal greatly exceeds Weld County's ability to serve
and maintain internal roadway infrastructure. The County recommends that a metro-
district be formed to handle all internal roadways and maintenance related matters for
St. Vrain Lakes PUD.
Response: Comment noted. A metro district is being formed and will maintain
the required infrastructure.
Easements shall be shown on the final plat in accordance with County standards
(Sec.24-7-60) and / or Utility Board recommendations.
Response: Comment noted. All easement requested by the Utility Board have
been added to the final plat. Also, we have worked directly with several of the
utility companies in order to address their requirements.
The Signage and Striping Plan (SSI-SS4) is generally acceptable, but shall be revised
and resubmitted for acceptance by Public Works. The stripping plan must include
pavement marking details for roundabouts, driving lanes, bike lanes, and parking. The
striping plan must accurately detail the placement of stop bars and crosswalks at the
intersections. Markings for roundabouts must follow more closely the Manual on
Uniform Traffic Control Devices (MUTCD) recommendations for markings and signing.
The applicant should coordinate revisions with Public Works. Signing for all off-site
improvements shall be addressed.
Response: The plans have been revised to include additional pavement markings
and signage for the roundabouts per the MUTCD and the Roundabout Guide. The
striping for the bike lanes has been added to Eagle River Road. The centerline
Peter Schei, PE
Weld County Public Works Department
" November 17, 2006
JN: 3075
Page 10
striping has been added to the main entry roads. Crosswalks have been added
adjacent to the school area and at the roundabouts. Striping for the parking and
drive lanes for the interior local roads are not needed due to the very little traffic
volume on those roads.
The Lake Catamount Parkwav & Eaqle River Road Round-A-Bout Detail (Sheets DT 11,
DT 12) must be revised.
Public Works recommends that a detectable warning surface, as recommended in
the Americans with Disabilities Act Accessibilitv Guidelines (ADAAG) §4.29
(Detectable Warnings), be applied to the surface of the refuge within the splitter
island'.
Response: The Roundabout detaii sheets have been revised to include the
detectable warning surface in the splitter island.
The flare length should be a minimum of 80-feet for an urban design.
Response: Upon review of the Roundabout Information Guide Chapter 6 6.3.2,
the flare length should be used if there is a need for increased capacity in the
roundabout. The flare at the entry increases the entry width to increase
capacity. It is stated that the entry width should be kept to the minimum width
for capacity and accommodation of the design vehicie in order to maintain the
highest level of safety. According to the traffic engineer, the capacity does
not need to be increased; therefore, the flare length is not recommended and
the entry width should be between 14 feet and 16 feet.
The pedestrian crossing located within the splitter island should be 10-feet in length
(cross-section B-B) and a minimum of 6-feet in width. Dimensions must be clearly
shown on the plan drawings.
Response: The Roundabout details have been revised to accommodate these
dimensions and they are shown on the sheets DT11 and DT12.
The total length of the splitter island envelope should be at least 50-feet to provide
sufficient protection for pedestrians and to alert approaching drivers to the
roundabout geometry .
Response: The splitter island envelopes have been revised to accommodate
the 50-foot dimension.
The engineer must provide roundabout details that accommodate bicyclists giving
them a choice of proceeding through the roundabout as either a vehicle or a
pedestrian. A wider sidewalk to accommodate both bicycles and pedestrians will be
Peter Schei, PE
Weld County Public Works Department
' November 17, 2006
JN: 3075
Page 11
necessary, along with ADA-compliant ramps'. Ramp details must be clearly
referenced and additionally, should incorporate a detectable warning surface
(ADAAG)z.
Response: In keeping with the Roundabout Information Guide Chapter 6
6.3.12, separate bike ramps have been added to the plans to allow the
bicyclists to use the sidewalks to go around the roundabout. The sidewalks
have been widened in these locations.
Public Works recommends that all roundabouts be illuminated for an urban
development. Plans detailing illumination must be included with the construction
drawings.
'Roundabouts: An lnformational Guide, U.S. Department of Transportation —
Federal Highway Administration, Publication No. FHWA-RD-00-067, June
2000.
ZADA Standards for Accessib/e Desian, U.S. Department of Justice —
Nondiscrimination on the Basis of Disability by Public Accommodations and
in Commercial Facilities, 28 CFR — Part 36, Revised July 1, 1994.
Response: Streetlights have been added in accordance with the Roundabout
Information Guide.
The appiicant shall resubmit to Public Works stamped, signed and dated final roadway/
construction & grading pfan drawings for acceptance. Each sheet must be sealed by the
engineer of record, before the Department will permit the case to proceed through the
development process and before the plat may be recorded.
This is consistent with County Code: Sec 24-3-50.
Response: Each drawing is signed and stamped by a Professional Engineer.
Certified drawings will remain in the departmenYs file for use during construction.
Response: Comment noted.
Peter Schei, PE
Weld County Public Works Department
• November 17, 2006
JN: 3075
Page 12
The Public Works Department will need a total of sets of construction drawings =
four (4).
One set for case file
One set for Stormwater/ Drainage use
Two sets for field inspectors
Response: I have included four (4) sets of the constructions drawings for
WCR 9.5 and the Filing 1 residential development, four (4) copies of the plat,
two (2) drainage reports, and two (2) copies of the revised traffic study.
The applicant or their agents may be required to obtain utility permits from Public Works'
Utility Agent.
Response: Comment noted.
Permits may be required for Development Construction, and Stormwater.
Response: Comment noted.
Should you have any questions or additional comments, please feel free to contact us at
any time.
Sincerely,
CARROLL & LANGE, INC.
.
atherine Strozins i, PE
Senior Project Engineer
cl
Enclosures
cc: Kim Ogle
Tyler Packard
E ! R
Carroll st Lange= ��
Professional Engineers�Land Sun-e}�ors ��
' Lakewood • Lo�-ela�d • Winte�Park
November 17, 2006
JN: 3075
Peter Schei, PE
Weld County Public Works Department
1111 H Street
P.O. Box 758
Greeley, CO 80632-0758
Re: St. Vrain Lakes Filing No. 1 Drainage Report Review Comments
Dear Mr. Schei:
Carroll & Lange, Inc. has reviewed the comments made in the memorandum by David
Bauer dated October 13, 2006. These comments have been addressed below, and we
offer our responses in bold.
General Comments
1. The St. Vrain Lakes PUD Filing 1 "Phase III" Drainage Report is incomplete,
contains significant errors and conflicting information. The report is unacceptable
as presented. See the detail comments below.
Response: Based on our October 23, 2006 meeting with Public Works staff,
it appears that many of the comments were erroneous in nature, as staff
has not been previously familiarized with construction plans associated
with an urban type of development such as St. Vrain Lakes. Based on this
meeting, many of the comments have been clarified without revisions to
the report. The remaining applicable comments have been addressed
within a revised study and our responses are provided below.
It should also be noted that a "Phase III" drainage study represents a final
drainage study. The "Phase III" nomenctature is common within the Urban
Drainage and Flood Control District. We have revised the title of the study
to read "Final Drainage Study" to be consistent with Weld County
requirements.
2. Carroll & Lange submitted a St. Vrain Lakes PUD Filing 1 'Phase III° Drainage
Report dated June 6, 2006, revised August 7, 2006, and stamped and signed
August 14, 2006 by Katherine Strozinski, P.E. #37307. Also signing the report
was Monica Unger, E.I.T. whose name appears on most of the calculation sheets
in the report. The Filing 1 "Phase III" Drainage Report contained 16 pages of text
and over a hundred pages of supporting calculation sheets, spreadsheets, and
16�Sourh Union Hh�d.,Sui[e 156�Lakewood,Colorado 30228�61ain (303) 9So-0200�Faa (303)9a0-09 t 7
39S5 South Lincoln Avenue,Sulre 250�Loveland,Celorado 80537•Main (970) 292-5635•Fax (970) 292-5639�Denver Di[. (303) 865-5088
47 Cooper Creek Way,Suite 328•P O.Box 3345•Win[er Park,Colorado 80482-3345�.M11ain(970) 726-S 100•Fax(970) 726-9100•Dem�er Dic (303)980-9600
Peter Schei, PE
Public Works Department
� November 17, 2006
JN: 3075
Page 2
computer output. This report was received at Weld County Public Works on
August 23, 2006.
Response: Comment noted.
3. St. Vrain Lakes Fi�ing 1 encompasses approximate�y 469 acres of the larger
1320 acre St. Vrain Lakes project. Filing 1 is planned for 546 single family and 6
multi-family home sites, roads, lakes, and open space.
Response: Comment noted.
4. The St. Vrain Lakes PUD Filing 1 "Phase III" Drainage Report needs to be stand-
alone and include information on offsite flows that impact the St. Vrain Lakes
PUD Filing 1 site. Please provide the calculations for historic flows for all offsite
basins in the report. See the detail comments below.
Response: The calculations for the historic flows for the offsite basins
have been included in Appendix B as well as on sheet HD1 and HD2.
5. The Time of Concentration tabulation in Appendix B contains values for 68
proposed sub-basins. For over 60 of these calculations, proposed slopes are
listed as 2.0 percent. A brief look at the proposed grading plans and Drawings
DR1 through DR5 reveals that most sub-basins have proposed slopes not equal
to 2.0 percent but range from 0.8°/o to over 4%. The slope labels on the
Drawings do not match the Appendix table. All of the Times of Concentration for
proposed basins are potentially erroneous and will need to be re-calculated. The
result is that the computed runoff values are also erroneous. Inlet, pipe and
detention pond sizings will all need to be re-calculated.
Response: The overlot grading templates shown on the Overlot Grading
Plans show the overlot grading condition along with the future finished
grade condition. This finished grade condition represent5 a slope of 2.0%
draining to the street. If the lot is an "A" style, then it is front draining; if it
is a "B," "WO," or "G" then it is a split draining lot in the final grade
condition. The contours shown on the drainage plans reflect the overlot
grading condition. Lots are first overlot graded to allow for the future
excavation from basements to be placed around the home. This `backfill'
creates the final grading condition and drainage pattern that is depicted by
the drainage arrows on the plans. The final grade of each lot will follow the
slopes shown in the sections shown on DR1.
Peter Schei, PE
Public Works Department
• November 17, 2006
JN: 3075
Page 3
Therefore, the Time of Concentration calculations hold true, as do the
resulting runoff values, inlet sizing, pipe sizing, and detention pond sizing.
6. Basin D1 of the St. Vrain Lakes PUD Master Drainage Report and Stormwater
Management Guide, is the equivalent of Basins OS1 and OS2 of the St. Vrain
Lakes PUD Filing 1 Drainage Report. This offsite -130 to 144 acre area will
produce approximately 200 cfs of runoff during the 100-year storm. This offsite
flow must be managed through the St. Vrain Lakes PUD Filing 1 area. See the
detail comments below.
Response: The historic 100-year runoff from basin OS1 and OS2 has been
accounted for and will be conveyed through drainage swales within
basin C8 and routed to a proposed 48-inch flared end section (FES) placed
at the north of Bayshore Drive West. The entire flow will be conveyed via
storm sewer under Bayshore Drive and WCR 9.5 to the detention pond in
Basin L1.
7. The steep proposed slopes present a drainage management challenge.
Proposed street inlet and pipe designs need to address inlet clogging, by-pass,
and the unstable flow regimes in the streets and in the storm sewer pipes. The
proposed designs are incomplete, inadequate, and not acceptable. See the
detail comments below.
Response: The street slopes have been taken into account in regards to
the drainage on the St. Vrain Lakes site. The proposed street inlets have
been sized to account for a 10% clogging effect. A clogging factor of 10%
for curb opening inlets is consistent with Urban Drainage and Flood
Control District requirements. The carry-over flow from the on-grade inlets
has also been taken into account on the SF2-3 form. The storm sewer has
been revised to include headlosses in the manholes using the HEC-22
Energy Method. This method accounts for the initial headloss coefficient
based on the relative manhole size along with five correction factors.
These factors correct the headloss coefficient for the effects of the change
in pipe diameter, change in flow depth, change in relative flow and the
effects of plunging flow and benching. Storm sewer sizes have been
adjusted where required to reduce the EGL to six-inches below the finished
grade.
Peter Schei, PE
Public Works Department
• November 17, 2006
JN: 3075
Page 4
8. The St. Vrain Lakes PUD Filing 1 "Phase III" Drainage Report is incomplete
without EGL and HGL lines shown on all storm sewer pipe profiles.
Response: The HGL lines are shown on the profiles in the construction
plans as well as in the profiles in the report. StormCAD does not profile
the EGL, therefore the EGL elevations have been provided on the storm
sewer pipe reports from the StormCAD software.
9. Design flow information is missing for critical points of the proposed storm
drainage system. The report is incomplete without that information. The safe
function of these critical areas is incomplete until these items are addressed.
See the detail comments below.
Response: Design flow information has been updated and is shown in the
report and on the drainage plans. The flow rates for the minor and major
storm for each basin are shown in the discharge summary table.
10. The flow directions depicted by arrows on the drawings are wrong; the
convention is that flow is perpendicular to the contours. In some instances the
proposed grading would direct runoff from over many lots to a single point on a
proposed residential lot; this raises significant concerns and is an unacceptable
design and cannot be approved. See the detail comments below.
Response: As discussed in the response to comment no. 5, contours on
the overlot grading plan represent the overlot condition rather than the
final grade condition. The flow direction arrows on the drainage plans are
depicting a final grading condition. This is common engineering practice
for single-family grading and drainage plans. A section showing the final
grade profile of the lot drainage has been provided on sheet DR1 to
illustrate the difference between grading conditions.
11. The report and proposed design shows multiple locations where street inlets will
overflow (by design) and allow flow to cross roadways. Additional evaluation of
these overtlows is needed. The path of the proposed overFlows must be
managed in designed swales with erosion protection, and the swales placed in
dedicated drainage easements.
Response: On-grade inlets capture the minor storm and a portion of the
major storm. The street sections convey the major storm to the inlets
located at low points (sump locations). Inlets in sump locations have been
sized to capture the major (100-year) storm runoff. Emergency overtlow
swales are designed at each of these locations to provide an additional
Peter Schei, PE
Public Works Department
' November 17, 2006
JN: 3075
Page 5
layer of protection in the case an inlet clogs. Overflow drainage swales
have been placed in drainage easements and appropriate erosion
protection has been designed for the swales that are designed to convey
the major storm. Erosion protection is not designed for the emergency
swales since they will only be used in an emergency and are not relied
upon to convey the major storm. Riprap calculations are included in the
report in Appendix C.
12. Incorrect, mis-labeled, incomplete and omitted items noted in the red-lined
preliminary drainage report will need to be addressed and resoived.
Response: The comments in the red-lined drainage report have been
addressed. All appropriate information/comments have been updated and
corrected.
13. The text of the St. Vrain Lakes PUD Filing 1 "Phase III" Drainage Report dated
June 6, 2006 makes repeated reference to the "approved" St. Vrain Lakes PUD
Master Drainage Report and Stormwater Management Guide. That report has
not been approved; issues identified in Change of Zone comments provided to
Carroll and Lange remain un-addressed and un-resolved.
Response: We will contact public works staff to clarify any remaining
comments associated with the Master Drainage Report and Stormwater
Management Guide. It was our understanding that the last comments
related to the Master Drainage Report were directed toward the future
submittal of final documents for each subdivision filing. Many of the
comments were prefaced as, "at the time of final plat submittal, the
applicant shall...." As such, we have removed the reference to that report
being approved.
14. The drainage report contained no designs or calculations for erosion control Best
Management Practices. Please provide erosion and sediment control
calculations for all swales, pipe outlets, and detention pond spillways.
Response: We have included the calculations that were provided with the
Stormwater Management plan in Appendix C of the drainage report.
Peter Schei, PE
Public Works Department
' November 17, 2006
JN: 3075
Page 6
Sqecific Drainage Comments
1. The submitted St. Vrain Lakes PUD Filing 1 "Phase III" Drainage Report was
incomplete and did not contain a complete set of drawings to support the report,
additional review comments may result when a complete report is re-submitted.
The report text does not reference the drawings provided with the Preliminary
Drainage report (C6.0, C6.1, C6.2 and C6.3). Those 4 drawings show match
points for drawings (C7.0, C7.1, C7.2 and C76.3) that were not provided. Please
provide the appropriate drawings and tie those to the discussion in the text.
Response: A complete drainage report containing all drainage drawings
(DR1-DR5) was previously submitted to Weld County Planning Department.
We received these redlined plans at the October 23, 2006 meeting with
Weld County Public Works. It is unclear what drawings (C6.0,C6.1, C6.2 and
C6.3) are and if this comment still applies we may need more clarification
to what needs to be revised.
2. Please see the red-lined St. Vrain Lakes PUD Filing 1 Drainage Report for
detailed comments.
Response: All applicable redlines on the drainage drawings have been
completed.
3. Please address inconsistances between the St. Vrain Lakes PUD Filing 1
Drainage Report and St. Vrain Lakes PUD Master Drainage Report and
Stormwater Management Guide as noted in the comments and red-lined report.
Response: Any applicable inconsistencies shown on redlines of the
drainage drawings have been completed.
4. The Filing 1 Drainage Report text repeatedly refers to Filing 1 and Phase 1 but
the report contained no displays to clarify the boundaries of those respective
areas. The Filing 1 report should be stand alone, the applicant is requested to
provide a basic index map showing these areas.
Response: The final drainage report submitted is a stand-alone report for
the entire St. Vrain Lakes Filing No.1 development. A phasing plan showing
the phase boundaries has been included to help clarify this issue. The
reason for the discussion of phasing within Filing 1 was to show what
storm sewer and detention ponds need to be built with a particular phase.
This is also shown on the phasing plan.
' Peter Schei, PE
Public Works Department
• November 17, 2006
JN: 3075
Page 7
5. Clarity of the report would be substantially improved by:
a. A simple tabulation of the 100-year peak flows for all offsite areas flowing to
the St. Vrain Lakes site.
Response: A drainage summary for all offsite and onsite basins has
been added to sheets DR1. A summary of the historic basin flows is
on sheets HDR1—HDR2.
b. A simple tabulation for the 5-year historic peak flow for each of the onsite
basins (historic, undeveloped condition).
Response: A drainage summary for all basins has been added to
sheets DR1.
c. A simple tabulation for the 100-year developed peak flows for each of the
onsite basins (proposed developed condition).
Response: A drainage summary for all basins has been added to
sheets DR1.
6. The text discussion (page 3) of the existing condition (historical condition) is
confusing. The text refers to proposed Design Points not shown on the provided
plans. The text discussion is confusing in that it combines historic discharges
with developed case discharges. Please revise the text to clarify what are
historical offsite flows, what are historical onsite flows, and then what are
developed condition/proposed onsite flows.
Response: The text has been revised to clarify the historic drainage
condition. Sheets HDR1-HDR2 will help clarify as well.
7. The report text Historic Condition discussion inappropriately mingles description
of proposed and historic flowpath scenarios that do not currently exist on the
ground. The text discussion (page 3 of the Filing 1 "Phase III" Drainage Report)
describes historic basins D1 and D2 flowing to Basin E because that is the intent
of the proposed final design. However, Basins D1 and D2 do not flow to an
outfall in Basin E historically. This mixed historic-proposed routing approach
incorrectly determines the peak flows and is not acceptable.
Response: The text has been revised to clarify the historic drainage
condition. Sheet HDR1-HDR2 will help clarify as well.
, Peter Schei, PE
Public Works Department
� November 17, 2006
JN: 3075
Page 8
8. The report text discussion of the historic drainage in Basin E states that the
"existing lake area was assumed to have a historic impervious value that did not
reflect the currently existing water because the lakes did not exist prior to mining
operations". This is not an acceptable approach. The ponds exist. For the
intent of design and determination of peak discharges, the existing pond water
surface areas are 100 percent impervious; rainfall on the ponds will increase the
water levels in the lakes. For the proposed condition, the new, re-graded pond
water surface areas would be used and would also be 100 percent impervious.
Sizing of detention requirements must take into account the total runoff
generated in a basin. Piease see the UD&FCD criteria manual and Weld County
Addendum for guidance.
Response: The CUHP model was re-run to determine the 5-year
undeveloped flow rates with the ponds being 100% impervious. The
analysis yielded a much higher discharge rate (±200 cfs) than assuming the
ponds were historically not present. Reality is that water did infiltrate into
the ground at the bottom of the ponds. By keeping the lower discharge
rate from the historic basin E (ponds 2% impervious) we are being more
conservative and allowing less flow to enter the river during the 100-year
event. Due to concerns of water rights with the possibility of the detention
pond holding too much water; a slide gate and sharp crested weir have
been added to the design of the outlet structure. This was added at the
request of Little Thompson Water District so they would be able to release
a specified amount of water from the ponds as directed by the water board.
This outlet management by the Little Thompson Water District is part of
our augmentation plan with the state. The outlet structure design is shown
on sheet PD3 of the construction plans.
9. A table of Times of Concentration calculations for the proposed developed Filing
I sub-basins was provided in an Appendix, however, no tabulation of the Times
of Concentration calculations for the historic onsite and offsite sub-basins was
provided. The applicant is requested to provide this information that is essential
for determination of 5-year historic peak flows. The report is incomplete without
this information.
Response: A discharge summary table providing the summation of the
flows for the historic 5-year and 100-year storm events is located on
drainage maps HDR1 and HDR2. A table of this information including the
time of peak for the historic basins is computed with the CUHP method and
is included in Appendix D.
�
Peter Schei, PE
Public Works Department
� November 17, 2006
JN: 3075
Page 9
10. The flow directions depicted by arrows on Drawings GR1 through GR12 are
wrong; the convention is that flow is perpendicular to the contours. In some
instances tne proposed grading would direct runoff from over many lots to a
single point on a proposed residential lot; this raises significant concerns and is
an unacceptable design and cannot be approved.
Response: The flow direction arrows are actually correct as they depict the
final grading condition. The contours reflect the interim overlot grading
condition.
11. Because of the potential that the runoff values will all be changed due to the
errors in computing Times of Concentration, no evaluations were made of the
street inlet capacities and clogging factors for this review. Foilowing submission
of a revised Filing I Drainage Report, the inlet capacities and other hydraulics will
be reviewed. It is likely that that review will result in additional requests and
comments.
Response: Runoff values have not changed since the time-of-
concentration calculations were correct per industry standards.
12. Please provide elevation labels for the proposed contours on ali the plans and
drawings. Legibility would be improved by lightly shading the existing contours.
Response: The proposed contour labels have been increased in size to be
legible. The existing contours have been screened back to aid in legibility.
13. Please explain what the "Phase III" signifies in the title and text of the St. Vrain
Lakes PUD Filing 1 "Phase III" Drainage Report.
Response: The "Phase III" terminology is common to many jurisdictions
within the Denver Metropolitan area. This represents the final or third
drainage study that is required during the entitlement process. However,
we have removed that terminology as Weld County code refers to these as
"Final Drainage Study." The report is now titled as "St. Vrain Lakes Final
Drainage Report."
14. An overall site plan index showing all proposed Phase I construction on one
sheet included in the St. Vrain Lakes PUD Filing 1 "Phase III" Drainage Report is
requested.
Response: The phase delineations have been added to the phasing plan
and street index sheet provided in Appendix A with the other site maps.
, Peter Schei, PE
Public Works Department
' November 17, 2006
JN: 3075
Page 10
15. The text states that the overall site is 45.5 acres but that site improvements will
occur on 17.27 acres, and that Phase I will disturb 11.85 acres. Which is
correct?
Response: We are unable to locate where in the report it states the above
information. In the introduction of the report, it states that the Filing 1 site
is approximately 469 acres and a majority of this area is disturbed as
overlot grading progresses through the various phases.
16. The drawings included in the St. Vrain Lakes PUD Filing 1 "Phase III" Drainage
Report refer to Phase I and Phase II drainage activities and features, however it
is not clear from the text discussion what and where these different Phase areas
and constructed facilities are to be located. Please clarify these issues.
Response: A phasing plan is included in Appendix A. This plan shows
what will be constructed with each phase.
17. The drawings in the report show only a portion of the overall site and property
boundaries, please show the complete site.
Response: The plans have been revised to show the entire site.
18. The reference to un-disturbed areas needs to be modified to recognize that
preliminary grading, at the developers risk prior to Final Plat approval, has
occurred on a large portion of this site. Runoff from these disturbed areas will be
increased until build-out and must be managed now in the Phase I designs.
Response: Sheets EC1-EC4 and SP1-SP2 shows the locations and design
information for the temporary sediment ponds. These sediment ponds
have been designed to capture runoff from the disturbed area once grading
is completed.
19. The Construction Drawing plan set (dated 8/14/06, received 9/26/06) include a
sheet (PP1) showing 6 Phases to what in the drainage report encompasses
Phase I. Please provide explanations (a table?) of the timing and location of the
different construction elements for each Phase. Please provide a drawing
showing the entire site and the location of each Phase. Please provide a
drawing or figure showing the locations of all stormwater discharges and all of
the property lines.
Response: The overall utility phasing plan sheet OUP1 has been included
with the construction plans and the report showing the utility
improvements for each phase.
Peter Schei, PE
, Public Works Department
November 17, 2006
J N: 3075
Page 11
20. The Overlot grading plan drawings show areas described as Phase 1, Phase 2,
Phase 3 but no explanation of what these Phases signify was provided. For
example: Sheet GR4 shows Phase 1 and Phase 2 areas and Sheet GR6 shows
a Phase 4. Please clarify with an explanation and show the different Phases on
separate sheets. An approximate schedule for the Phases of work would be
helpful.
Response: Overlot grading will occur in all phases at one time. Installation
of utilities will occur in the separate phases as shown on the phasing plan.
A schedule of the construction of each phase was included in the
Subdivision Improvements Agreement Exhibit B.
21. The text discussion of Basins C7, C8, C12, and C13 is unclear. Page 14 of the
St. Vrain Lakes PUD Filing 1 "Phase III" Drainage Report states that these
basins will be developed as multi-family and municipal lots however the
discussion goes on to state that the storm sewers have been sized for the
undeveloped condition. Given the large amount of offsite flows to move through
this area, it appears that the allowable street capacities will be exceeded. The
path of the proposed overflows must be managed in designed swales with
erosion protection, and the swales placed in dedicated drainage easements.
Response: The drainage design for the future development of these basins
has been included in the storm sewer and street capacity calculations
shown in the report. The storm sewer in Bayshore Drive has been sized to
convey the future developed 100-year major flow rates from Basins C8,
C11, C12, and C13. The report states that once these parcels are
developed the developed flows from the municipal and multifamily areas
will need to be captured in a separate onsite storm sewer system within the
parcels and conveyed to the storm sewer stubs located at inlet C13
and C11. This is due to the allowable street capacity. Prior to those areas
being developed, the runoff from those basins will flow south to Bayshore
Drive and be captured by the inlets in the street. The street has sufficient
capacity during this interim condition. Offsite flow from Basin OS1 and
OS2 will be conveyed via swales to a 48" FES north of Bayshore Drive and
then conveyed via storm sewer to the detention pond. Erosion protection
for the swales is included in Appendix C. Drainage easements have been
provided.
22. Basin D1 of the St. Vrain Lakes PUD Master Drainage Report and Stormwater
Management Guide, is the equivalent of Basins OS1 and OS2 of the St. Vrain
Lakes PUD Filing 1 Drainage Report. This offsite —130 to 144 acre area will
,
. . Peter Schei, PE
Public Works Department
' November 17, 2006
JN: 3075
Page 12
produce approximately 200 cfs of runoff during the 100-year storm. This offsite
flow must be managed through the St. Vrain Lakes PUD Filing 1 area.
Response: The offsite flow from Basin OS1 and OS2 will be conveyed via
swales to a 48-inch FES north of Bayshore Drive and then conveyed via
storm sewer to the detention pond. Erosion protection for the swales is
included in Appendix C.
23. It appears from the runoff and inlet capacity calculations for Design Point C8 that
the 100-year storm would drain 37.5 acres of disturbed but undeveloped onsite
ground (proposed basins C13, C12, C8, and C11) and to which would be added
the 200 cfs 100-year undetained discharges from Offsite basins OS1 and OS2
(combined area of 144 acres), 181 acres total. The St. Vrain Lakes PUD Filing 1
"Phase III" Drainage Report runoff calculation sheet (page 6 of 7) for Design
Point C8 shows 48.8 cfs as the 100-year onsite discharge for the 37 acres.
There must be an error in the calculations; 37 acres times .67 C coefficient times
6.4 inches per hour yields a peak flow of 160 cfs. The approximately 200 cfs
from offsite basins OS1 and OS2 also flow to this Design Point and must be
included in the analyses.
Response: Flows from Basins OS1 and OS2 have a larger time of
concentration since the location of those basins are farther to the north
and the runoff takes more time to reach the storm sewer system. The
storm sewer system has been modeled with the time of concentrations for
all onsite and offsite basins, which flows into the system. The flows from
Basin C8, C12, C13 and C11 reach the storm sewer system before the
offsite flow. Pipe sizes were increased as needed to keep the EGL and
HGL lines below the ground surface. Please refer to the StormCAD profiles
and reports for the update flow information.
24. The applicant has proposed a 10-foot type R street inlet on Bayshore Drive at
Design Point C8 that captures a proposed 25 cfs. Please provide additional
analyses justifying this in�et capture rate selection and showing the converging
flow hydraulics of the manhole joining the stormwater pipes from Design Points
C8, C11, and C13.
Response: The sump inlets at DP C8/C10 will share the 100-year runoff
because the ponding depth of the water will spill over to the crown of
Bayshore Drive. Inlet spreadsheets are provided in appendix C of the
report for these design points. Future inlets within basins C11 and C13 will
capture approximately 75% of the runoff from the developed basins and
convey that flow to the proposed 30-inch stubs provided at DP C11
•, Peter Schei, PE
. Public Works Department
November 17, 2006
JN: 3075
Page 13
and C13. The on-grade inlets at DP C11 and C13 will capture an additional
7.9 cfs and 7.7 cfs, respectively. The carryover from both of the on-grade
inlets will be 8.9 cfs during the future condition. In the interim condition
basins C11 and C13 can sheet flow to Bayshore Drive and the on-grade and
sump inlets will capture this flow.
25. Considering that 360 cfs converge at Design Point 8, please provide a road
overtopping analysis for Bayshore Drive showing the inundated area around
Design Point 8 and maximum flow depth in the road (an HGL for the inlet and
adjoining pipes is requested, HEC 22 has a suitable analytical tool). Please
show on the drawings and plans the 100-year area of inundation.
Response: The proposed 48-inch flared end section at DP8 will capture the
entire 100-year flow from basins OS1 and OS2. This runoff of 199 cfs has a
time of concentration of approximately 40 minutes. The 48-inch flared end
section will also receive half of the 100-year runoff from basins C8 and C12,
which amounts to 34.2 cfs, however this flow will peak at approximately
16 minutes. Due to the differences in these two time of concentrations the
peak runoff rates cannot be directly added to one another because the
runoff from basin C8 and C12 will be drained through the system by the
time the runoff from basins OS1 and OS2 reaches the storm system. The
100-year runoff from basins C11 and C13 has been accounted for by the
proposed 30-inch stubs, the on-grade inlets at DP C11 and DP C13 and the
sump inlets located at DP C8/C10. This has been modeled in the
StormCAD model to ensure that the combination of these drainage
facilities and the differing time at which the basins peak work in together to
provide a storm sewer system which will effectively convey the runoff from
100-year event.
26. The first sentence of Section C, Hydraulic Criteria (page 5) of the St. Vrain Lakes
PUD Filing 1 "Phase III" Drainage Report states that all inlets and storm sewer
pipes have been sized to accommodate the 100-year event. However, the
spreadsheets show that the proposed inlets collect less than 50 percent of the
developed flows. For example, at Design Point C8, the runoff calculation sheet
(page 6 of 7) shows 48.8 cfs as the 100-year onsite discharge while the
proposed 10-foot inlet collects 25 cfs. In actuality over 300 cfs flow to this point.
Please correct these discrepancies.
Response: There was a discrepancy in the previous report. All on-grade
inlets have been designed to capture the minor storm and all sump inlets
have been designed to capture the major storm.
,. PeterSchei, PE
Public Works Department
� November 17, 2006
JN: 3075
Page 14
27. Multiple proposed design points have pipe flow converging in manholes; please
evaluate the plunging-flow energy and headlosses and resultant backwater
conditions. The St. Vrain Lakes PUD Filing 1 "Phase III" Drainage Report is
incomplete without EGL and HGL lines shown on all storm sewer pipe profiles
and for the manholes. Please evaluate the potential that the proposed high
HGLs may lift manhole lids.
Response: The storm sewer model has been revised to include headlosses
in the manholes using the HEC-22 Energy Method. This method accounts
for the initial headloss coefficient based on the relative manhole size along
with five correction factors. These factors correct the headloss coefficient
for the effects of the change in pipe diameter, change in flow depth, change
in relative flow and the effects of plunging flow and benching. Storm sewer
sizes have been adjusted when needed to reduce the EGL to six-inches
below the finished grade. Carroll & Lange, Inc. does not anticipate the
need to bolt down manhole lids. If the County still has concerns we would
be agreeable to using bolt down lids in locations with high flows.
28. Please address the proposed steep storm pipe sections with an analysis of flow
stability.
Response: As previously stated, the storm sewer model has been revised
to account for headloss and the slopes. The flow velocities in the pipes do
not present a problem to the flow stability. The HGL and EGL are below the
ground surface. Carroll & Lange, Inc. is confident in the design of the
storm sewer and does not anticipate any problems with the conveyance of
flow. The metro district also will be maintaining the storm sewer.
29. Cross-section I-I on drawing DR5 shows a swale between Design Point C8 and
Design Point C14 that is sized to convey the 100-year peak flow of 257.6 cfs.
The trapezoidal channel evaluation for channel/swale I-I in the Appendix C
shows 254 cfs. Please correct these discrepancies. Please provide the peak
flow velocity and maximum shear stress evaluation for this and all channels and
provide details and calculations showing the stability of this channel and erosion
protection design.
Response: This swale is for the conveyance of emergency flows only. The
swale does not convey the major storm flows.
30. Also please describe how the 257.6 cfs or more of surface flow at Design Points
C8 and C14 are to cross proposed WCR 9.5, the major arterial road through the
,, Peter Schei, PE
Public Works Department
� November 17, 2006
J N: 3075
Page 15
St. Vrain Lakes Filing 1 site. A designed swale will be needed south of the
roadway.
Response: All developed flows at these design points will be conveyed
into the storm sewer system via the inlets. If the inlets become plugged,
then the flow will overtop the south curb and flow into the lakes. A swale
has been designed to convey the emergency flows.
31. The February 2006 Master Drainage Report and Stormwater Management Guide
describes 199 cfs flowing undetained to the St. Vrain Lakes site from the 129
acres of offsite Basin D1 . The St. Vrain Lakes PUD Filing 1 "Phase III" Drainage
Report text discusses and some of the drainage plan drawings depict portions of
a "St. Acacius" subdivision which lies to the north of the St. Vrain Lakes site. Un-
constructed or proposed offsite drainage management facilities cannot be
considered in design of the St. Vrain Lakes project; treat the offsite areas as
undeveloped land. In the absence of completelv constructed and functioninp
upstream drainage management facilities, the applicant is requested to size St.
Vrain Lakes drainage facilities to convey the 199 cfs of un-detained offsite flows
from Basin D1.
Response: All offsite basins have been treated as undeveloped land. The
drainage calculations have been revised accordingly.
32. The St. Vrain Lakes PUD Filing 1 "Phase III" Drainage Report describes offsite
runoff from the Richie Brother's site located to the north of the St. Vrain Lakes
project. To be considered in sizing of drainage facilities in St. Vrain Lakes Filing
1, please provide Weld County stamped and signed copies of ihe designs,
calculations, discharge points, and as-built drawings of any completely
constructed and functioning Richie Brother's subdivision stormwater
management facilities. Un-constructed or proposed offsite drainage
management facilities cannot be considered in design of the St. Vrain Lakes
project; treat the offsite areas as undeveloped land. In the absence of
completely constructed and functioning upstream drainage management
facilities, size St. Vrain Lakes drainage facilities to convey the un-detained offsite
flows.
Response: Since we do not know whether the offsite drainage facilities
have been constructed, all offsite basins have been treated as undeveloped
land. The drainage calculations have been revised accordingly.
33. If the St. Vrain Lakes subdivision wishes to inciude completely constructed and
functioning offsite subdivision drainage management facilities, please provide
Peter Schei, PE
� Public Works Department
' November 17, 2006
JN: 3075
Page 16
Weld County copies of the designs, calculations, discharge points, and as-built
surveyed drawings stamped and signed by a Professional Engineer. Show all
the offsite pond discharge points on the plans with as-builts of the constructed
conveyances (channels or swales) and installed permanent erosion protection.
Response: All offsite basins have been treated as undeveloped land.
34. In the Appendix C table containing the pipe report for the 100-year event, the
pipe node designations do not match the Design Point names shown on the
plans and profiles. The pipe lengths and design slopes shown in that table do
not match the drawings and profiles. Please correct these discrepancies.
Response: The report and plans have been revised accordingly.
35. The Appendix C table containing the pipe report shows flow velocities for some
of the pipe segments in excess of 15 feet per second. Flow at these velocities
will be unstable and a hydraulic jump will occur within the pipes resulting in
surging flow and reduced capacity to convey the predicted amount of
stormwater. Note that some pipes discharging into the lakes will have
submerged outlets assuming the "operating" water surface elevations shown on
drawings DR1 through DR5 are correct. Piease see Federal Highway
Administration's "Hydraulic Design of Highway Culverts" (HDS-5) or equivalent
for evaluation techniques.
Response: The tailwater in the storm sewer model has been set at the
correct elevation for the submerged outlets. The StormCAD model takes
into account the hydraulic jump and reduced capacity. The storm sewer
has been revised to include headlosses in the manholes using the HEC-22
Energy Method. This method accounts for the initial headloss coefficient
based on the relative manhole size along with five correction factors.
36. Please provide an evaluation of the need for thrust block protection for storm
sewer junctions and manholes at locations proposed to have these high flow
velocities and potentially pressurized flows.
Response: We have evaluated flow regimes and feel that there is not a
need for thrust block protection. All velocities have been maintained below
fifteen feet per second. We have not experienced a thrust issue with
similar conditions in any of our previous design efforts. The HGL for the
storm sewer runoff is below the ground surface. Therefore, we do not
anticipate the need to bolt down manhole lids. If the County still has
,. Peter Schei, PE
_ Public Works Department
November 17, 2006
JN: 3075
Page 17
concerns we would be agreeable to using bolt down lids in locations with
high flows.
37. The iniet evaluation sheets for Inlets C11 , C12, and C13 are missing from the
report. These inlets are critical protection to WCR 9.5. The report is incomplete
without this information. Additional comments may be forthcoming following
review of these critical point inlets.
Response: The inlet spreadsheets for C11, C12 and C13 have been
included.
38. The triangular channel evaluation for channel D-D in Appendix C shows the 100-
year peak flow of 35 cfs moving between proposed houses. Please provide the
peak flow velocity for this and all channels and provide details and ca�culations
showing the stability of this channel and shear stress evaluation of the proposed
erosion protection design of this and all other proposed channels.
Response: The triangular channel D-D is designed to convey the
emergency flows if the inlet at the sump location should clog. This swale
is not designed to convey the major storm flows. The major storm flows
are conveyed via the storm sewer. Erosion protection for emergency
swales is not a typical practice, as only swales that are designed to convey
flows with the major or minor storm are typically protected.
39. The triangular channel cross-section for channel E-E is missing on Drawing DR4,
please add this figure. The channel evaluation for channel E-E in Appendix C
shows ihe 100-year peak flow of 70 cfs moving between proposed houses.
Please provide the peak flow velocity for this and al� channeis and provide details
and calculations showing the stability of this channel and appropriate erosion
protection design for flows of this magnitude. Describe what public safety
measures are planned for this high flow channel between homes.
Response: The triangular channel E-E is designed to convey the
emergency flows if the inlet at the sump location should clog. This swale
is not designed to convey the major storm flows. The major storm flows
are conveyed via the storm sewer.
40. Additional stormwater flow path information is required at the base of the hill
where Yampa River Road has a quasi-'Tee' intersection with Bayshore Drive and
Willow Creek Run. The proposed design shows no street inlets for the north-
south segment of Yampa River Road. It appears that all of Basin A18 and Basin
�, Peter Schei, PE
Public Works Department
� November 17, 2006
JN: 3075
Page 18
615 flow to that intersection. Please describe how these developed flows will
cross the roads and pass to Pond 105.
Response: The flows have been analyzed at this location. The entire
minor and major storm flows from Basin A18 will be conveyed via curb and
gutter on the west side of Yampa River Road to the inlet at the sump
location at Design Point A18. The major storm will not overtop the crown
therefore the flow will be confined to the west side of the street and will not
enter Basin B15. The minor and major storm flows from Basin B15 will be
conveyed via curb and gutter on the east side of Yampa River Road and
will turn to the east onto Willow Creek Run, Basin 63 and be conveyed the
inlet at the sump location at Design Point B3. Basin 615 100 year flow rate
is 7.5 cfs therefore the majority of the flow will turn the corner. To be
conservative we have assumed that 7.5 cfs will turn the corner and 3.3 cfs
will continue straight into basin A19. A cross section showing the flow
depth in the street at that location has been added to Appendix C.
41. According to the Appendix C table containing the pipe report, the 42 inch pipe at
Point P-54 receives 260.39 cfs, but at full capacity can convey only 112 cfs.
Please describe the routing of the un-captured flows.
Response: The pipe size has been adjusted to a 43 inch x 68-inch elliptical
pipe, which is equivalent to a 54-inch circular pipe. At location P-54, the
total system flow in the storm sewer is 214.86 cfs and the pipe's full
capacity is 215.18 cfs. The Appendix C has been revised.
42. The inlet evaluation sheets for Inlets A6.1, A6.2, A7.2, A15.2, A-17, and A21 are
missing from the report. Please provide the inlet evaluation sheets for Inlets
A6.1, A6.2, A7.2, A15.2, A-17, and A21. The report is incomplete without this
information. Additional comments may be forthcoming following review of these
critical point inlets.
Response: The inlet spreadsheet for A6.1 has been included with this
submittal. There are no inlet spreadsheets for A6.2, A7.2, A15.2, A17, A21
because these locations are design points to show the flow in the street
and are not an inlet location. Please refer to the discharge summary table
on sheet DR1 or the Routing form SF3-5 and SF3-10 in Appendix A for the
minor and major storm flows at these locations.
�• Peter Schei, PE
, Public Works Department
November 17, 2006
J N: 3075
Page 19
43. It appears that Inlets A9 and A10 may capture 29.2 cfs each. The total
developed case 100-year runoff at those Design Points is 58.4 cfs. Drawing
DR3 shows a swale between houses sized to convey 58.4 cfs. Please explain.
Response: During the major storm the flow overtops the crown and the
flows from both basins combine at the low point with a constant water
surface above the inlets. Since the head is the same, the inlets will capture
the same amount of flow. The swale is designed to convey the emergency
100-year flow rate if the inlets at the sump location should clog. This swale
is not designed to convey the major storm flows. The major storm flows
are conveyed via the storm sewer.
44. The proposed grading in Basins A5, A7, A8, and A10 indicate flow will be
generally west to east, however the flow arrows on Drawing DR3 shows the
flows parallel to the proposed grading. In some instances the proposed grading
would direct runoff from over 10 lots to a single point on a proposed single
residential lot (in a sump). This approach to grading is unacceptable. Please
correct the grading to protect each proposed lot from the runoff from other
locations.
Response: The flow direction arrows on the drainage plans are depicting a
final grading condition. The contours show an overlot grading condition.
45. The proposed grading in Basins A6, A9, A13, and A24 indicate flow will be
generally north to south, however the flow arrows on Drawing DR3 shows the
flows parallel to the proposed grading. In some instances the proposed grading
would direct runoff from over many lots to a single point. This approach to
grading is unacceptable. Please correct the grading to protect each proposed lot
from the runoff from other locations.
Response: The flow direction arrows on the drainage plans are depicting a
final grading condition. The contours show an overlot grading condition.
46. The proposed grading in other Basins (B1, 62, B5, 66, A1, A2, A15, A14, A17,
A21) and others are also erroneously labeled and would direct runoff in an
unacceptable manner. Please correct the plans and drawings.
Response: The flow direction arrows on the drainage plans are depicting a
final grading condition. The contours show an overlot grading condition.
47. At the bottom of the hill south of Eagle River Road, Drawing DR3 shows a swale
oriented east — west (Channel A-A) in Sub-basin Al2. The detail section shows
� Peter Schei, PE
Public Works Department
� November 17, 2006
JN: 3075
Page 20
this swale (A-A) to be designed with an 8-foot bottom width and capacity for 167
cfs. The plans show this swale oriented East-West, however downhill is
approximately South; please correct this discrepancy. Please describe in the text
the routing of flows to and through this swale.
Response: The plans and report have been revised to show the swale
oriented north and south. The swale is designed to convey the emergency
100-year flow rate if the inlets at the sump location should clog. This swale
is not designed to convey the major storm flows. The major storm flows
are conveyed via the storm sewer.
48. For completeness of Weld County files, please provide copies of all U.S. Army
Corps of Engineer's 404 permits for construction in wetlands at the St. Vrain
Lakes PUD site.
Response: The development has an approved Nationwide 404 permit for
wetland impacts. All correspondence with the Corps of Engineers is
included in Appendix I.
49. The elevation differential across Detention Pond 104 (tract N) embankment is
greater than 20 feet. This embankment falls under the jurisdiction of the State
Engineer's Office as a dam. Please provide documentation of compliance with
the requirements of the State Engineer's Office.
Response: Carroll & Lange, Inc. has met with the State Engineers office
and has verified that detention pond 104 would be a non-jurisdictional dam
since the elevation difference between the dam crest and the invert of the
outlet structure is ten vertical feet or less.
50. All drainage facilities (detention ponds, channels, swales, inlet and outlet
structures, etc.) must be placed in recorded drainage easements shown on the
Final Plat. Easements shall be shown on the final pfat in accordance with
County standards (Sec.24-7-60) and / or Utility Board and service provider
recommendations.
Response: All drainage facilities are shown on the final plat in drainage
easements.
51. Weld County will not maintain drainage easements / stormwater detention
ponds/landscaped swales / related areas. Maintenance of all drainage facilities
shall be the responsibility of the owner of the St. Vrain Lakes Metro District or
successor. Please add a note to the drawings and Final Plat so stating.
Response: Comment noted.
p Peter Schei, PE
, Public Works Department
November17, 2006
JN: 3075
Page 21
Erosion and Sediment Control
1. Due to the proximity of the St. Vrain River to the proposed grading on the
eastern-most end of the project, Public Works requests that the Detention Pond
104 in Tract N (Sheet PD01) be built at the earliest phase of construction.
Erosion Control drawings (EC1 through EC8) were oniy provided with one of the
review plan sets. Please include all of the erosion control drawings in each plan
set.
Response: Detention pond 104 will be graded with the first phase. The
outlet structure may not be installed until the second phase. The second
phase is when developed runoff will enter the detention pond. The erosion
control plans are included in the construction plan set sheets EC1-EC8
with this submittal.
2. These Erosion Control drawings (EC1 through EC8) show areas described as
Phase 1, Phase 2, Phase 3 but the legend shows proposed Phase 1 or Phase 2
BMPs. No explanation was provided regarding these sheets and the confusing
Phase 1, 2, or 3 designations and activities. For example: Sheet EC3 shows
Phase 1 or Phase 2 BMPs in the legend, but the drawing is labeled Phase 3.
Please clarify and show the different Phases on the separate EC sheets. An
erosion control narrative was found on Sheet DT2. To facilitate site inspections
and onsite discussions with the applicanYs representatives, this narrative should
be placed on the EC sheets in addition to appearing on the detail sheet where it
wasfound.
Response: The plans have been revised to depict the initial phase and the
final phase of the installation of the erosion control best management
practices.
3. The riprap rundown for the Pond 104 emergency spillway is shown as narrowing
at the base towards the junction with the St. Vrain River. Please explain why the
riprap apron is narrower at the base than at the crest. Please provide erosional
stability calculations and D50 sizings for this riprap that address the spiliway
overflow and also the velocities in the river. Additional riprap toe-down will be
required.
Response: The riprap spillway has been revised to be a consistent width.
All calculations for the riprap D50 sizing and overflow volumes in included
in Appendix D. A cut off wall has been included at the toe of the spillway
for added erosion protection.
�, Peter Schei, PE
Public Works Department
November 17, 2006
JN: 3075
Page 22
4. No riprap or other erosion protection designs or calculations were provided for
pipe inlets and outlets. Please provide calculations addressing total flow, slopes,
and provide D50 calculations.
Response: The riprap sizing calculations have been included near the end
of Appendix C before the storm sewer reports.
We have included two (2) copies of the drainage report and drainage drawings for your
review. Should you have any questions or additional comments, please feel free to
contact us at any time.
Sincerely,
CARROLL & LANGE, INC.
��a� �
Katherine Strozinski, PE
Senior Project Engineer
cl
Attachments
cc: E / R
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