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TABLE OF CONTENTS
SITE LOCATION AND DESCRIPTION.........................................................................................4
DRAINAGE BASINS AND HISTORIC RUNOFF ............................................... :............................. 5
HISTORICDRAINAGE.........................................................................................................5
DRAINAGE DESIGN CRITERIA................................................................................................7
HYDROLOGIC METHOD AND DESIGN STORM FREQUENCIES
...................................................7
HYDRAULICCRITERIA........................................................................................................
7
VARIANCES FROM THE CRITERIA............................................................................................
7
DRAINAGE FACILITY DESIGN.................................................................................................7
GENERALCONCEPT.........................................................................................................
7
PROPOSED DEVELOPED SUBBASINS....................................................................................8
PROPOSED DETENTION POND.........................................................................................
1 1
HISTORIC/DEVELOPED BASIN COMPARISON.....................................................................
13
STORMWATER MODELING...................................................................................................
13
STORMWATER POLLUTION PREVENTION/EROSION CONTROL
.................................................. 13
TEMPORARY EROSION CONTROL.....................................................................................
13
PERMANENT EROSION CONTROL.....................................................................................
13
CONCLUSIONS..................................................................................................................
13
REFERENCES......................................................................................................................
14
LIST OF TABLES
TABLE 1. HISTORIC SWMM BASIN PROPERTIES AND FLOWS.........................................................5
TABLE 2.DEVELOPED SWMM SUBBASIN PROPERTIES, FLOWS, AND RUNOFF COEFFICIENTS ........... 11
TABLE 3. TOTAL SITE OFFSITE FLOWS AND CAPTURED OFFSITE FLOWS ......................................... 12
LIST OF FIGURES
FIGURE 1. HISTORIC DRAINAGE BASINS (AYRES ASSOCIATES SWMM MODEL) ............................. 6
FIGURE 2. DEVELOPED DRAINAGE SUBBASINS (SWMM MODEL)................................................9
Colorado State University Health and Medical Center Final Drainage Report
Page 1 of 14
i APPENDICES
' Appendix A - Referenced Information
l . Urban Storm Drainage Criteria Manual Table RO-3
2. CSU Medical Center Project Drainage Memo from Ayres Associates
3. Referenced Pages from the Alternative Analysis for the Design of the
Mason Street Outfall Study from Ayres Associates Dated November 2010
t 4. Geotechnical Results and Soil Boring Logs
5. FEMA FIRM Map
Appendix B - Hydraulic/Hydrologic Computations
1. SWMM Input Table (Historic - Ayres Associates Model)
2. SWMM Results (Historic - Ayres Associates Model)
' 3. SWMM Input Table (Developed)
4. SWMM Results (Developed)
5. Pond Volume Calculations
' 6. WQCV Calculations
7. Overflow Spillway Calculation
8. Restrictor Plate Sizing Calculations
9. Inlet Sizing Calculations
Appendix C - Figures
' 1. Site Vicinity Map
2. Developed Drainage Map
' Colorado State University Health and Medical Center Final Drainage Report
Page 2 of 14
ENGINEERS STATEMENT:
"I hereby certify that this report (plan) for the Final Drainage Design for the CSU Health and
Medical Center was prepared by me (or under my direct supervision) in accordance with the
provisions of the City of Fort Collins Standards for the Responsible Parties thereof. I understand
that the City of Fort Collins does not and shall not assume li
by others."
Registered Professional Engineer
State of Colorado No. 28699
Colorado State University Health and Medical Center Final Drainage Report
Page 3 of 14
SITE LOCATION AND DESCRIPTION
The Colorado State University Health and Medical Center (site) is located in Section 14, Township
' 7 North, Range 69 West of the 6`h Principal Meridian, in Larimer County, Fort Collins, Colorado.
Refer to Appendix C for the site viciniy map. Lake Street (Lake) to the north, South College
Avenue (College) to the east, West Prospect Road (Prospect) to the south, and the Mason Street
' Corridor Transitway to the west border the property. Colorado -State University (CSU) is located
to the north and west of the site. Developed commercial and residential areas are to the east and
south of the site. The site is located in the Mason Street Outfall (MSO) and is included in the study
' performed by Ayres Associates in 2012 on the MSO design. The design requirements and
constraints are outlined in the study and attached in Appendix A.
The site is approximately 5.12 acres of developed residential properties with an alley bisecting the
' lot from north to south and has an existing percent impervious of 31.3%. The site currently drains
in several directions with most of the flow directed to the south with slopes from 1.9% to 2.5%
and east at a slope of 1.2% to the intersection of Prospect and College. A smaller portion of the
site drains to the north at a 2.0% slope to Lake and to the west at slopes ranging from 1.8% to 3.8%
to Mason Street. From the geotechnical report dated August 18, 2015 the soil is mainly sandy clay
with areas of gravely sand and existing fill. Sandstone bedrock was encountered at 18 ft to 24 ft
' below the ground surface with ground water being located at 12 ft to 19 ft below ground surface.
The summary of the conclusions of the geotechnical report is attached in Appendix A. There is a
contaminated polychlorinated biphenyl (PCB) field located in the southwest corner of the site that
' cannot be disturbed.
According to the FEMA Flood Insurance Rate Map Panel Number 08069CO979H dated
' 05/02/2012, the site is located outside of the 100-year floodplain area. The map panel is attached
in Appendix A.
' Runoff from the existing site enters into the existing storm sewer system at inlets on Lake, Mason,
and on Prospect just west of College. Currently, as stated in the MSO, the pipe system at Prospect
is too small to handle the existing flows and water ponds at the intersection of College and
' Prospect. Flows that are not captured on Lake are directed onto College and eventually to the
inlets on Prospect. The MSO collects water on the Mason Street Corridor.
The site construction includes approximately 41,300 square foot building footprint and 27,000
' square foot parking lot area with associated utilities, roads, sidewalks, detention pond, and
landscaped and plaza areas. The site development will increase the overall percent impervious to
64.5%. A portion of the property located to the northeast comer of the site will not be developed
' at this time and is not a part of the overall site. However, the storm system was designed to
accommodate future development of that area as a parking lot and is included in the site analysis.
Furthermore, a portion of Lake, previously agreed to be captured by CSU, is included in the
' calculations, but not included in the overall site area. The flow will be accounted for by the
addition of an inlet on College. The site drains to the southwest corner of the property where the
detention pond is located. The detention pond connects to the existing MSO storm system which
' outlets into a regional detention pond and eventually to Spring Creek and the Poudre River. Storm
inlets and pipes are located throughout the site to capture and convey runoff to the detention pond.
Colorado State University Health and Medical Center Final Drainage Report
Page 4 of 14
The main purpose of this study is to analyze the existing and developed drainage patterns in order
to convey stormwater into the MSO as required by the MSO study and the City of Fort Collins.
The proposed scope of work will include new storm piping, inlets, manholes, and site grading to
accommodate an on -site detention pond and conveyance of the stormwater runoff to the existing
MSO stone system. An outlet structure consisting of a wing wall structure and pipe with a
restrictor plate will be installed in the pond to control the 100-year storm outflow rate. A spillway
is located along the south edge of the pond and will direct flow onto Prospect if the outlet structure
is ever clogged or not performing correctly.
DRAINAGE BASINS AND HISTORIC RUNOFF
HISTORIC DRAINAGE
The site's existing system was modeled in EPA's Stormwater Management Model (SWMM) by
Ayres Associates and reported in the CSU Medical Center Project Drainage Memo dated July 30,
2015, attached in Appendix A. The SWMM inputs and results of the existing drainage system are
attached in Appendix B. The site is within parts of historical basins El, E2, E3, E4, E5 and E6.
Basin El drains to the north into Lake and is assumed to be collected by existing inlets on Lake.
Basin E2 drains to the east onto College. The flow then travels south along College until directed
west onto Prospect and into a set of sump inlet approximately 50ft west of College. Basins E3 and
E4 drain to the west onto Mason where inlets to the MSO collect the flow. Basins E5 and E6 drain
south onto Prospect and into the existing inlets. Currently the pipe system that the Prospect inlets
tie into is undersized and ponding occurs for larger storm events. There is no existing onsite
detention for the site.
Table 1. Historic SWMM Basin Properties and Flows
Drainage
Basin
Design
Point
Area
(acre)
%
Impervious
Width
(ft)
Slope
N
Q-100
(cfs)
Runoff
Coefficient
El
Lake St
0.92
39.0%
200
2.0
6.4
0.76
E2
College
1.13
49.0%
328
1.20
8.8
0.80
E3
Traintracks
0.67
S0.0%
450
1.80
6.1
0.81
E4
Traintracks
0.34
0.0%
294
3.80
2.8
0.64
E5
Prospect
1.86
22.0%
809
2.50
13.8
0.71
E6
Prospect
0.89
18.0%
516
1.90
6.7
0.69
Total
5.81
31.3%
44.7
0.74
Colorado State University Health and Medical Center Final Drainage Report
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Figure 1. Historic Drainage Basins (Ayres Associates SWMM Model)
'
Colorado State University Health and Medical Center Final Drainage Report
Page 6 of 14
' DRAINAGE DESIGN CRITERIA
HYDROLOGIC METHOD AND DESIGN STORM FREQUENCIES
' The drainage for the site was designed to meet or exceed the City of Fort Collin's Standards and
Specifications, including the Stormwater Criterial Manual which incorporates most of the Urban
Drainage and Flood Control District Criteria Manual (USDCM).
The EPA's SWMM model Version 5.1 was used to calculate the existing and proposed runoff rates
and coefficients. The site's basin percent impervious values were calculated using impervious
values from Table RO-3 in the USDCM. The City of Fort Collins' Stormwater Criteria Manual
recommended values for the SWMM basin properties and Table RA-9 provides a 100-year event
rainfall intensity duration curve that were used in the SWMM model.
HYDRAULIC CRITERIA
The proposed drainage facility has been designed to comply with the City of Fort Collins
' Stormwater Criteria Manual. SWMM was used to analyze the designed storm system, outlet
structure, and detention pond. UDFCD's UD-Inlet v3.14 spreadsheet was used to design the inlet
structures for the site. The SWMM results and inlet design calculations are attached in Appendix
t B. Complete drainage plans, details, dimensions, etc. are included in the grading and drainage
plans in the site's construction documents.
VARIANCES FROM THE CRITERIA
As per the meeting on December 2, 2015 and the City's comments and response dated December,
' 4, 2015 the site does not need to follow the City's LID and paver criteria. The MSO system, as
stated in the MSO study, includes 0.25 acre-ft of water quality capture volume (WQCV) for this
site in its regional detention pond. This site has a WQCV of 0.11 acre-ft. Therefore, no water
' quality control is required on site. The minor storm event was also not controlled on site and the
system was designed to capture and convey the 100-year storm event.
' DRAINAGE FACILITY DESIGN
GENERAL CONCEPT
The site's storm drainage system has been designed to convey the 100-year storm event through
the combination of inlets, manholes, pipes, a detention pond and an outlet pipe with a restrictor
plate. A SWMM model was created to model the proposed subbasins and storm system. The site
' was graded to capture runoff into the storm system and direct it to the detention pond located in
the southwest corner of the site. The site was graded to minimize the amount of flow being directed
to College and Prospect. An inlet was added to College to capture flow and reduce the runoff
' going to the existing Prospect inlets. While the College inlet is not directly collecting runoff from
the developed site, it is capturing flow that would eventually reach the Prospect inlets. Most of
the runoff that was originally directed into the Mason Street Corridor is now captured in the sites
system. An inlet was added to the south side of Lake to capture site and street runoff. The inlet
' will reduce the flow that is directed to the existing undersized inlets on Lake located near College.
Originally it was proposed that a larger portion of Lake was captured by two inlets on Lake; sub -
Colorado State University Health and Medical Center Final Drainage Report
Page 7 of 14
' basin DI represents the original capture area, see figure below. Due to existing utility locations
and vegetation the north inlet was not installed and the south inlet was shifted to the west. The
College inlet was designed to capture the flow from sub -basin Dl and any additional offsite flow
t that the system can handle.
PROPOSED DEVELOPED SUBBASINS
The site was delineated into fifteen subbasin, D1-D15, and were dependent on the location of the
' inlets throughout the site. The roof drains split the roof into nine subbasins that tie into the storm
system. There is also an additional basin called DUMMYBASIN that represents the flow from
College that can be captured by the College inlet, C2B. Subbasin D 11 is not a part of the developed
' site area, but was included in the SWMM model for future development analysis and connects to
inlet C2B. Subbasin D1 was included in the model to represent the portion of Lake that was
originally designed to be captured and conveyed to the pond. D1 was not included in the total site
' area and total site runoff calculations. There are only three subbasins D7, D8, and D15 within the
site that are not captured and conveyed to the detention pond. Subbasin D7 drains to the Prospect
inlets, D8 drains to College and eventually flows to the Prospect inlets, and D 15 drains to the Lake
' and eventually flows to the Prospect inlets. The developed drainage map is provided in Appendix
C.
' Colorado State University Health and Medical Center Final Drainage Report
Page 8 of 14
Figure 2. Developed Drainage Subbasins (SWMM Model)
SUBBASIN DESCRIPTIONS:
• Subbasin DI contains the area of Lake that was originally within the site boundary and
captured and conveyed to the detention pond. Due to vegetation issues the south Lake inlet
was moved to the west to capture flow from the site and Lake. The northern inlet on Lake
was removed because of utility crossing issues. The flow from subbasin DI will be
captured in the College Street inlet, allowing for the north inlet on Lake to be removed.
• Subbasin D2 contains the southwest half of Lake and the sidewalks and landscape area
along the north edge of the parking lot. A 5 foot Type R inlet was placed in Lake to capture
the subbasins runoff.
Colorado State University Health and Medical Center Final Drainage Report
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• Subbasin D3 contains the site's main parking lot, access roads, and a section of private
properties that are not a part of the site and will remain undeveloped. The subbasin drains
into a 10 foot Type R inlet.
• Subbasin D4 contains a small parking area, landscaping, and sidewalks. The runoff is
directed away from the building into the parking area and a 5 foot Type R inlet.
• Subbasin D5 contains a small parking lot area, landscaping and sidewalks. The runoff is
directed away from the building into the parking area and a 5 foot Type R inlet.
• Subbasin D6 contains the detention pond, sidewalks and plaza area and landscaping. The
runoff is directed away from the building and into the detention pond.
• Subbasin D7 contains sidewalks, the Prospect bus pull out area, landscaping and the
widened Prospect Road area. The subbasins runoff flow is not captured on -site, and is
directed to the existing inlets on Prospect.
• Subbasin D8 contains sidewalks and landscaping. This flow is not captured on -site and
flows to the existing inlets on Prospect.
• Subbasin D9 contains a plaza sitting area and landscaping. This flow is captured by an
18"x 18" area drain.
• Subbasin D10 contains parking spaces, sidewalks, and service area. This flow is directed
to a 5 foot Type R inlet.
• Subbasin D11 contains the east portion of the private properties at the corner of Lake and
College not included in the site boundary. The runoff flows to the east onto College and
will potentially be captured by the proposed College inlet C2B. This basin was included
in the study for future development integration.
• Subbasin D12 contains a landscaped area, sidewalks and a depression storage area. The
depression area is designed to reduce the amount of runoff reaching Prospect. A 12"x 12"
area drain is located at the bottom of the depression and is piped into the detention pond.
The calculated ponding depth is attached in Appendix B.
• Subbasin D 13 contains part of the plaza located to the southeast of the building. This flow
is captured by an 18"x 18" area drain.
• Subbasin D14 contains sidewalks and a depression storage area. The depression area keeps
runoff from flowing west onto the Mason Street Corridor. A 12"x12" area drain is location
at the bottom of the depression area and the drain ties into the storm system. The calculated
ponding depth is attached in Appendix B.
• Subbasin D15 contains sidewalk, landscaping, the parking lot entrance, and a portion of
the backyard of a private property along the south side of Lake. The private property will
remain undeveloped at this time. The runoff will drain to the north onto Lake and if the
flow is not captured in the existing inlets on Lake it will continue south and be captured by
the College inlet or Prospect inlets.
• Roof Drain Subbasin: SDI, S132, S133, SD5, SD6, SD7, SD9, SDIO, SDI 1. The roof drain
locations, basin areas, and pipe sizes were supplied by the building architect. All the roof
drains were tied into the storm system and drain to the detention pond.
• DUMMYBASIN: In order to model the collection and restriction of flow from College by
the inlet C213 the DUMMYBASIN was created. The DUMMYBASIN was sized as 100
acres with 100% imperviousness. Pipe L1B's is a 12 inch pipe which has peak flow rate
of 6.75 cfs. All other runoff from the DUMMYBASIN was not captured within the system.
Colorado State University Health and Medical Center Final Drainage Report
Page 10 of 14
Table 2.Developed SWMM Subbasin Properties, Flows, and Runoff Coefficients
Subbasin
ID
Design
Point
Area
(acre)
%
Impery
Q-100
(cfs)
Runoff
Coeffs
C100
Discharge
Location
D2
2
0.25
74.5
2.29
0.89
Detention Pond
D3
3
0.96
71.0
8.86
0.88
Detention Pond
D4
4
0.24
79.1
2.33
0.91
Detention Pond
D5
5
0.32
80.5
3.11
0.91
Detention Pond
D6
6
0.60
27.9
4.64
0.72
Detention Pond
D7
7
0.41
65.5
3.23
0.85
Prospect
D8
8
0.38
1 29.4
1.99
0.69
College
D9
9
0.05
79.8
0.49
0.91
Detention Pond
D10
10
0.34
93.3
3.37
0.96
Detention Pond
D12
12
0.21
20.6
1.55
1 0.69
Detention Pond
1313
13
0.08
49.1
0.67
0.80
Detention Pond
D14
14
0.16
26.2
1.02
0.70
Detention Pond
D 15
15
0.19
1 63.3
1.60
0.85
Lake
SDI
SDI
0.13
90.0
1.30
0.95
Detention Pond
SD2
SD2
0.13
90.0
1.30
0.95
Detention Pond
S133
SD3
0.19
90.0
1.89
0.95
Detention Pond
SD5
SD5
0.07
90.0
0.70
0.95
Detention Pond
SD6
SD6
0.09
90.0
0.90
0.95
Detention Pond
SD7
SD7
0.19
1 90.0
1.90 1
0.95
Detention Pond
SD9
SD9
0.04
90.0
0.40
0.95
Detention Pond
SD10
SD10
0.05
90.0
0.50
0.95
Detention Pond
SD11
SDI
0.04
90.0
0.40
0.95
Detention Pond
Site Total/Weighted Avg.
5.12
64.5
44.4
0.85
Total to Pond (Total-Offsite-Colle
a Inlet)
44.4
DI
1
0.17
100
1.63
0.98
Lake
DI
11
0.39
49.9
2.66
0.78
College
DUMMYBASfN
N/A
100
100.0 1
46.32 1
0.48
College Inlet
PROPOSED DETENTION POND
A detention pond has been designed to capture the 100-year storm event runoff from the site and
discharge into the MSO system. Due to the existing grade of the site, the entire site runoff was not
' captured and conveyed to the storm system and detention pond. However, the inlets on Lake and
College collect more offsite flow than the site's total offsite flow that is not collected. According
to the MSO the ponds outflow rate cannot exceed 13 cfs. CSU has requested a peak outflow rate
of 11 cfs. The original MSO manhole that the site was designed to tie into was not used because
' of the PCB field located in the southeast corner of the site. The closest MSO manhole to the north
of the original manhole will be the sites tie-in manhole. The detention pond ties into the MSO
manhole at elevation 4989.27 ft. The bottom of the pond is at an elevation of 4989.50 Wand is
' 7.50 feet deep with a total volume of 0.877 acre-ft at peak elevation of 4997.00. The pond's
overflow spillway is located on the southeast edge of the pond and will discharge to Prospect if
' Colorado State University Health and Medical Center Final Drainage Report
Page 11 of 14
the outlet structure of the pond is ever clogged or malfunctioning. The spillway was designed to
be able to discharge the peak 100-year runoff rate of 44.4 cfs. The spillway was designed to have
a bottom length of 40 feet, a width of approximately 10 foot, side slopes of 4:1 (H:V) and max
water depth of 6 inches with 6 inches of freeboard. Access to the pond and outlet can be achieved
' by entering the pond from the south off of Prospect as there are retaining walls on the north and
east edge of the pond.
' For the 100-year storm event, the pond will have a maximum water surface elevation of 4996.16
feet which is a pond volume of approximately 0.643 acre-feet. This allows for 0.84 feet of
freeboard. The maximum pond outflow rate is 11.0 cfs. The outlet pipe will be a 2.0 foot pipe
' with a restrictor plate placed 1.25 ft above the pipe invert. There will be no water quality control
within the detention pond because it will be controlled in the MSG's regional detention pond.
Not all of the sites runoff is being captured in the detention pond. However, by placing an inlet
on the south side of Lake and an inlet on College an additional 0.59 cfs of total peak offsite runoff
is captured and conveyed to the detention pond instead of reaching the Prospect inlets, see Table
' 3. The College inlet can capture at peak flow of 6.75 cfs and is restricted by the 12 inch pipe
downstream of the inlet. This will allow for some College flow to be captured without overtaxing
the sites storm sewer system and detention pond.
Table 3. Total Site Offsite Flows and Captured Offsite Flows
Site Offsite
Captured Offsite
Basins Used For
Location
Flows
Flows
Calculations
(cfs)
(cfs)
Lake Street
3.23
2.29
D1, D2, D15
College Avenue
1.99
6.75
D8, (Type R 15ft
Pros ect
3.23
0.00
D7
Total
8.45
9.04
At this time the existing three properties to the northeast of the site will not be developed and are
not a part of the site. However, in the future the properties may be purchased by CSU and
developed. The current storm system and detention pond was sized to allow for the addition of
this area as a parking lot. It was assumed that the backyard area of the properties would become
100 percent impervious and flow into the site's storm system. It was assumed the entire parking
lot would be connected to the inlet in subbasin D3. Therefore, the area of subbasin D3 increased
to 1.01 acres and the percent imperviousness increased to 92.0%. Subbasin D 15's area and percent
imperviousness decreased to 0.14 acres and 63.7%, respectively. All other basin attributes would
not change. The future changes were modeled in SWMM and showed no flooding of the storm
system. The detention ponds future water surface elevation would be 4996.20 feet which is a depth
of 6.70 feet above the pond bottom. The future peak 100-year storm outflow rate from the pond
and pond volume would be 11.22 cfs and 0.653 acre-feet, respectively. If desired, the restrictor
plate height on the outlet can be manipulated to adjust the pond depth and outflow rate.
' Colorado State University Health and Medical Center Final Drainage Report
Page 12 of 14
HISTORIC/DEVELOPED BASIN COMPARISON
The site contains six historical basins which drain runoff in all directions. The bulk of the existing
site drains to College and Prospect where the runoff is collected in the existing inlets on Prospect.
The developed site will not drastically alter the historical drainage paths, but does decrease the
peak flow rates to the Prospect inlets. The proposed inlets on Lake and College will capture 9.04
cfs which will negate the sites offsite flows on Prospect, College, and Lake. The total peak flow
to the Prospect inlets decreases from 20.48 cfs to 8.45 cfs. The site has a developed total peak
runoff rate of 44.4 cfs which is less than the historical runoff rate of 44.7 cfs. The detention pond
has a release rate of 11.0 cfs, further decreasing the sites discharge flow rate. In the event that the
detention ponds outlet pipe is clogged, the pond's overflow spillway will direct flow onto Prospect
at a peak rate of 44.4 cfs.
STORMWATER MODELING
The pipes, perimeter drains, inlets, manholes and detention pond have been designed to convey
the 100-year storm event flows without flooding the systems. The system has been modeled in
SWMM to analyze the conveyance and capacity of the pipe system and detention pond. A copy
of the SWMM model will be provided upon request. The detention ponds outlet was assumed to
have constant water surface elevation of 4995.1 feet. This is the elevation of the 100-year
hydraulic grade line in the MSO manhole that the detention pond outlets into. If the outlet pipe
becomes clogged the pond will overflow to the south onto Prospect through the ponds designed
spillway.
IN STORMWATER POLLUTION PREVENTION/EROSION CONTROL
' TEMPORARY EROSION CONTROL
A temporary erosion control plan is to be implemented for the site during construction. Temporary
erosion control measures include, but are not limited to, slope and Swale protection provided by
' the use of erosion control wattles/sediment control logs, inlet and outlet protection, vehicle
tracking control at access points to the site and silt fence surrounding the disturbed area. All
temporary erosion control measures are to be removed after they are deemed unnecessary. Refer
to the Erosion Control Plan for the CSU Medical Center Building for additional detail information.
PERMANENT EROSION CONTROL
Permanent erosion control measures include, but are not limited to, the constructed detention
ponds, riprap pads placed for culvert outlet protection, seeding and mulch placed to enable and
established vegetative growth, etc. Long-term maintenance of these erosion control measures shall
be the responsibility of the owner of the property. A general erosion control plan has been provided
in the construction documents.
' CONCLUSIONS
This Final Drainage Report for the CSU Health and Medical Center has been prepared to comply
' with the stormwater criteria set by the USDFCD and the City of Fort Collins.
' Colorado State University Health and Medical Center Final Drainage Report
Page 13 of 14
The proposed drainage system presented in this report is designed to convey the 100-year peak
' stormwater runoff through the site to the proposed detention ponds. Through calculations,
modeling, and review of the proposed storm drain system, there appears to be adequate capacity
to convey the proposed flows. This report also proposes best management practices for erosion
' control, permanent landscaping, riprap, and on -site construction facilities.
It can therefore be concluded that development of the detention ponds comply with all of the
' stormwater jurisdictional criteria and will not adversely affect the existing streets, storm drain
system and/or detention/water quality facilities.
' REFERENCES
' 1. Urban Storm Drainage Criteria Manual (Volumes 1, 2, and 3), Urban Drainage and Flood
Control District, June 2001, Revised April 2008.
' 2. City of Fort Collins Stormwater Criteria Manual, City of Fort Collins, December 2011.
3. "Geotechnical Investigation Proposed Medical Center Colorado State University Fort
' Collins, Colorado", CTL Thompson Incorporated, Dated August 18, 2015.
4. "CSU Medical Center Project Drainage Memo", Ayres Associates, Dated July 30, 2015.
' 5. "Alternative Analysis for the Design of the Mason Street Outfall Study", Ayres Associates,
Dated November 2010.
' 6. Stormwater Management Model User's Manual Version 5.0, U.S. Environmental
Protection Agency, Revised July 2010.
' 7. Stormwater Management Model Applications Manual, U.S. Environmental Protection
Agency, July 2009.
' Colorado State University Health and Medical Center Final Drainage Report
Page 14 of 14
No Text
DRAINAGE CRITERIA MANUAL (V. 1)
Table RO-3--Recommended Percentage Imperviousness Values
Land Use or
Surface Characteristics
Percentage
Imperviousness
Business:
Commercial areas
95
Neighborhood areas
85
Residential:
Single-family
Multi -unit (detached)
60
Multi -unit (attached)
75
Half -acre lot or larger
"
Apartments
80
Industrial:
Light areas
80
Heavy areas
90
Parks, cemeteries
5
Playgrounds
10
Schools
50
Railroad yard areas
15
Undeveloped Areas:
Historic flow analysis
2
Greenbelts, agricultural
2
Off -site flow analysis
(when land use not defined)
45
Streets:
Paved
100
Gravel (packed)
40
Drive and walks
90
Roofs
90
Lawns, sandy soil
0
Lawns, clayey soil
0
" See Figures RO-3 through RO-5 for percentage imperviousness.
C4 = K, + (1.31i3 —1.44i' + 1.135i — 0.12) for CA >_ 0, otherwise Cq = 0
CCD = KcD + (0.858i' — 0.786i' + 0.774i + 0.04)
CB = (CA + C('D )/2
2007-01
Urban Drainage and Flood Control District
1:11111►Ie179
(RO-6)
(RO-7)
RO-9
Date: July 31, 2015 '
Re: CSU Medical Center Project Drainage Memo
Project Summary: '
The CSU Medical Center is located at the northwest corner of the intersection of '
Prospect and College Avenue. The project is bound to the north by Lake Street and to
the west by the Mason Street Corridor. The project site is located in the Mason Street
Outfall (MSO) study performed by Ayres Associates in 2012 which documents the '
drainage requirements for the site.
The purpose of this drainage memo is to document the preliminary drainage analysis '
performed for the CSU Medical Center development.
Mason Street Outfall Summary:
The Mason Street Outfall was designed assuming that the northwest intersection of
College and Prospect would drain into the Mason Street Outfall. It assumed the entire
block, from Lake Street to Prospect would develop at 95% imperious and discharge
into the MSO system at a maximum flow of 13cfs. The MSO project also assumed that
water quality for the entire area would be provided in the water quality pond located in
the BNRR pond at the outfall of the MSO system.
CSU Medical Center - Existing Drainage:
The existing site can be broken into six drainage basins. The following table
summarizes the basin properties, 100-year storm flows and the discharge location for
each of the basins.
Table 1 Existing Drainage Basins
Basin
Area
acres
Impervious
%
Flow
cfs
Discharge Locations
E1
0.9
39
6.4
Lake Street
E2
1.1
49
8.8
College Avenue
E3
0.6
50
6.1
Mason Street
E4
0.3
0
2.8
Mason Street
E5
1.8
22
13.8
Prospect Avenue
E6
1 0.8
1 18
6.7
Prospect Avenue
Page 1 of 4
CSU Medical Center — Proposed Drainage:
The proposed medical center can be broken into fifteen drainage basins. The following
table summarizes the basin properties, 100-year storm flows and the discharge location
for each of the basins.
Tahie 2 Prnnncpd nrninanp Racinc
Basin
Area
Impervious
Flow
Discharge Locations
acres
%
cfs
Offsite basin that models
P0t
0.36
100
3.6
Lake Street. Flow being
picked up with a Type R
inlet on Lake Street.
Basin drains to Lake
P02
0.20
46
1.6
Street. Flow is being
picked up with a Type R
inlet on Lake Street.
Basin drains to a single
P03
0.46
58
4.1
Type R Inlet located in the
northwest comer of the site.
Basin drains to three area
PO4
1.23
95
12.3
inlets located in the middle
of the parking lot.
Basin drains to a single
P05
0.04
100
0.4
area inlet located near
Lake Street.
This basin is the existing
development that is
located on the site. The
project does not include
P06
0.45
41
3.6
this basin. However, a
Type R inlet has been
located along College to
pick up the existing
developments offsite flows.
Basin is located at the
northeast corner of the
P07
0.21
84
2.1
proposed building. This
basin drains to a proposed
area inlet.
Basin is located north of
P08
0.37
85
3.7
the detention pond. This
basin drains to a Type R
inlet.
I
Page 2 of 4
Basin
Area
Impervious
Flow
Discharge Locations
acres
%
cfs
This basin is the proposed
P09
0.86
100
8.3
CSU Medical Hospital
building. It will drain into
the proposed pond.
Basin is located at the
northeast comer of the
P10
0.09
94
0.9
proposed building. This
basin drains to a proposed
area inlet.
This basin is located east
P11
0.39
43
3.5
of the building. It drains
onto College.
P12
0.59
38
5.2
This basin contains the
proposed detention pond.
This basin is located south
P13
0.26
39
2.2
of the proposed building.
The basin drains directly to
the pond.
This basin is located to the
P14
0.43
51
3.9
south of the proposed
building and drains to
Pros ect.
The intersection of College and Prospect contains an existing undersized storm sewer '
system. The existing intersection floods during nuisance flooding events. The
proposed project will reduce the total storm flow to the intersection. Below is a '
summary of the offsite flow conditions during a 100-year event:
• Storm Flow To Prospect: '
o Existing conditions = 20.5 cfs
o Proposed Project = 3.9 cfs.
• Storm Flow To Lake Street: '
o Existing conditions = 6.4 cfs
o Proposed Project = 1.6 cfs
o Proposed Inlets collecting flow off of Lake Street = 5.2 cfs '
• Storm Flow To College Avenue:
o Existing conditions = 8.8 cfs
o Proposed Project = 3.5 cfs '
o Proposed Inlets collecting flow off of College Avenue = 3.6 cfs
The proposed project will discharge approximately 16 cfs less than in existing conditions '
onto Prospect, approximately 5 cfs less onto Lake Street, and approximately 5 cfs less
onto College Avenue.
Page 3 o14
The proposed project will collect additional flow off of Lake Street and College Avenue
to reduce the total amount of flow draining offsite form the proposed project. The
proposed project collects an additional 5 cfs off of Lake Street and 4 cfs off of College
Avenue.
CSU Medical Center — Proposed Detention Pond:
The proposed detention pond was analyzed in EPASWMM version 5.1.009 and will
have the following properties:
• Invert Elevation: 4991
• 100-year Required Volume: 0.7 ac-ft
• 100-year Water Surface Elevation: 4995.94 ft
• Top of Pond: 4997.0 ft
• Orifice size: 20-inch dia
• Flow Out in a 100-year Event: 10.8 cfs
CSU Medical Center — Proposed Storm Sewer System:
The proposed storm sewer system was analyzed in EPASWMM version 5.1.009. The
proposed inlets were analyzed using the UD Inlet spreadsheet. The proposed
EPASWMM model and inlet calculations are attached to the back of the memo. Refer
to the drainage plans for the size and location of the proposed storm sewer pipes and
inlets.
Summary:
The proposed project meets the requirements of the Mason Street Outfall design and
discharges less than existing conditions to the intersection of College and Prospect.
Additional inlets were also added along Lake Street and College Avenue in order to
collect offsite flow to further reduce the storm drainage to the intersection:
Page 4 of 4
Existing Conditions
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LOCATION: Parking lot
COFC Area Inlet
Co =
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Inlet Length =
1.484
Inlet Width =
1.016
# of Inlets =
1
Aa (ft) =
1.508
9 =
32.2
COFC Area Inlet
Notes
Elevation
Head
Orifice Flow
feet
cfs
Invert
1000.00
0.00
0.00
6" Pondmg
1000.50
0.50
4.45
18" Ponding
1001.50
1.50
7.70
Project: CSU Medical Center
LOCATION: Parking lot
COFC Area Inlet
C., A,, 2 RH
Co =
0.65
Inlet Length =
1.484
Inlet Width =
1.016
# of Inlets =
2
A. (tt) =
3.015
g =
32.2
COFC Area Inlet
Notes
Elevation
Head
Orifice Flow
feet
CIS
Invert
1000.00
0.00
0.00
6" Ponding
1000.50
0.50
8.90
18" Ponding
1001.50
1.50
15.41
Project: CSU Medical Center
LOCATION. Parking lot
COFC Area Inlet
Q,,., Q,,.,n.. = C,. A„ 28H
C, =
0.65
Inlet Length =
1.484
Inlet Width =
1.016
# of Inlets =
3
A. (ft2) =
4.523
9 =
32.2
Notes. Elevation I I Head I Orifice Flow
feet I CIS
Invert 1 1000.00 1
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II
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ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
eau T
s T. T pA
W� T•� Cm�wn'
E , 9:
num Allowable Widlh for Spread Behind Curb
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nng's Roughness Belong Curb typically between 0.012 and 0.020)
of Curb at Goner Flow Line
R train Curb Face to Street (deNn
Width
Transverse Slaps
Codes Slope Itypcally 2 inches over 24 mcnes or 0.0e3 rural
Longitudinal Slope - Enter 0 for sump condhon
lgs Roughness for Street Section typically between 0.012 and 0.020)
Allowable Spread for Mbar & Major Storm
Alowalne Depth at Guber FlowMne far Minor & Manor Slam
Flaw Depth at Street Craven (leave blank for no)
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0 0
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an
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check = yes
i STORM Allowable Capacity is based on Spread Criterion Minor Slam Major Siam
R STORM Allowable Capacity is based on Spread Criterion 0-.- = 12.1 12.1 cfs
storm max allowable capacity GOOD - greater than flow given on sheet'O-Peak
.Mr. mpx. Allowable capacity GOOD greater Iban flow given on sheet O-PAak
JD-Inlel_v3 14Type R Inlets slide, O-Allow
713012015. 8,12 AM
r e e e■� e■• r■■
GEOTECHNICAL INVESTIGATION
PROPOSED MEDICAL CENTER
COLORADO STATE UNIVERSITY
FORT COLLINS, COLORADO
COLORADO STATE UNIVERSITY
251 Edison, 6030 Campus Delivery
Fort Collins, Colorado 80526-6030
Attention: Mr. Milt Brown
Project Manager
Project No. FC07034-125
August 18, 2015
400 North Link Lane I Fort Collins, Colorado 80524
Telephone.970-206-9455 Fax:970-206-9441
tTABLE OF CONTENTS
SCOPE
1
'
SUMMARY OF CONCLUSIONS
1
' SITE CONDITIONS AND PROPOSED CONSTRUCTION
2
INVESTIGATION
3
' SUBSURFACE CONDITIONS
3
SITE DEVELOPMENT
4
' Fill Placement
4
Excavations
6
' FOUNDATIONS
6
Spread Footings with Minimum Deadload
6
Drilled Piers Bottomed in Bedrock
7
Laterally Loaded Piers
8
'
Closely Spaced Pier Reduction Factors
9
BELOW GRADE AREAS
10
' FLOOR SYSTEMS
10
PAVEMENTS
13
'
Pavement Selection
14
Subgrade and Pavement Materials and Construction
14
' Pavement Maintenance
14
WATER-SOLUBLE SULFATES
15
' SURFACE DRAINAGE
16
FIGURE 1 — LOCATIONS OF EXPLORATORY BORINGS
FIGURES 2 THROUGH 4 — SUMMARY LOGS OF EXPLORATORY BORINGS
' APPENDIX A — RESULTS OF LABORATORY TESTING
APPENDIX B — SAMPLE SITE GRADING SPECIFICATIONS
APPENDIX C — PAVEMENT CONSTRUCTION RECOMMENDATIONS
APPENDIX D — PAVEMENT MAINTENANCE PROGRAM
' COLORADO STATE UNIVERSITY
CSU MEDICAL CENTER
CTL I T PROJECT NO. FC07034-125
SCOPE '
This report presents the results of our Geotechnical Investigation for the '
proposed Colorado State University Medical Center in Fort Collins, Colorado.
The purpose of the investigation was to evaluate the subsurface conditions and '
provide foundation recommendations and geotechnical design criteria for the pro-
ject. The scope was described in our Service Agreement (FC-15-0245, dated '
July 8, 2015).
The report was prepared from data developed during field exploration, la- 1
boratory testing, engineering analysis and experience with similar conditions. '
The report includes a description of subsurface conditions found in our explora-
tory borings and discussions of site development as influenced by geotechnical '
considerations. Our opinions and recommendations regarding design criteria
and construction details for site development, foundations, floor systems, slabs -
on -grade, pavements and drainage are provided. If the proposed construction '
changes, we should be requested to review our recommendations. Our conclu-
sions are summarized in the following paragraphs. '
SUMMARY OF CONCLUSIONS '
In general, soils encountered in our borings consisted of sandy '
clay. A layer of gravelly sand was encountered in three of our bor-
ings below and/or within the clay layer. Sandstone bedrock was
encountered in eight of our borings at depths of 18 to 24 feet to the '
depths explored.
2. Groundwater was encountered in eight borings at depths of 12 to '
19 feet during drilling and 11 to 161/2 feet when measured several
days later. Existing groundwater levels are not expected to signifi-
cantly affect the proposed construction, but may affect drilled pier
installation. '
3. Existing fill was encountered in our borings. Several structures
were still located on the site that will be demolished prior to con- '
COLORADO STATE UNIVERSITY 1 '
CSU MEDICAL CENTER
CTL IT PROJECT NO. FC07034-125
' struction. All structures should be completely removed below im-
provements. The existing fill should be completely removed and re -
compacted below the proposed building.
4. We believe the proposed structure can be constructed on spread
footing foundations with a minimum dead load placed on natural,
undisturbed soil and/or properly compacted fill or a drilled pier foun-
dation bottomed into bedrock. Foundation design and construction
recommendations are presented in this report.
5. The presence of expansive soils and bedrock constitutes a geologic
hazard. There is risk that slabs -on -grade and foundations will
heave or settle and be damaged. We believe the recommendations
presented in this report will help to control risk of damage; they will
not eliminate that risk. Slabs -on -grade and, in some instances,
foundations may be damaged.
6. We believe a slab -on -grade floor is appropriate for this site. Some
movement of slab -on -grade floors should be anticipated. We ex-
pect movements will be minor, on the order of 1 inch or less. If
movement cannot be tolerated, structural floors should be consid-
ered.
7. Pavement areas including parking and access drives are planned
for this project. Four borings were drilled in the area of the pro-
posed pavements. Pavement section recommendations are in-
cluded in this report.
SITE CONDITIONS AND PROPOSED CONSTRUCTION
The site is located northwest of Prospect Road and College Avenue in
Fort Collins, Colorado (Figure 1). Several vacant residences are located at the
site that are to be demolished. We understand the proposed construction will in-
clude a new Medical Center. The 4-story Medical Center will be approximately
120,000 square feet. Associated pavement areas will included parking and ac-
cess drives.
COLORADO STATE UNIVERSITY 2
CSU MEDICAL CENTER
CTL IT PROJECT NO. FC07034-125
NOTES TO USERS
L,-E . - .sl. ,.�_ I'Ie N.,1 a 1 T; :e PIN, J'
r IeEasvlNY wem7y of areas UXUARr L, flo cey. m..Hr Im-'
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1wmarcn_
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- od Pl dpbdlnd NVe OS, bem USLd, Sum ary Of Solvged E c:
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:MmnM SAl this E th Iceuxnx Sluiy lmor tenon tltat M R t-
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I LOODING EFFECTS FROM
CACHE LA ROUDRE RIVER
3,15]UO FT
,DINS PANEL
IARIMERI.OLi
I"NINCORPORATED AREAS
0811101
3,Z(p00 FT
0977 'ESTEAsa
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LEGEND
SPECIAL FLOOD HAZARD AREAS (SFlus) SUGA
1 INUNDATION BY THE 1% ANNUAL C FIODD
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JVA Incorporated Job Name: CSU Medical Center
25 Old Town Square Job Number. 2487c
Fort Collins, CO 80524 Date: 1119/16
Ph: 970.225.9099 By. lAT
Fax: 970.225.6923
CSU Medical Center
Historic Runoff Coefficient & Time of Concentration SWMM Result Summary
from Ayres Associates SWMM Model
Location: FortCollins
Major Design Storm: 100
Sol Type: C/D
Basin
Name
pu0et
Total Area
(acre)
RUnoff CaefPs
Flow Rate
(cfs)
E7
LakeSt
0.92
0.76
6.4
E2
College
1A3
0A0
III
E3
Tr intracks
0.67
0.81
6.1
E4
Traintracks
0.34
0.64
2.8
E5
Prospect
1.86
0.71
13.a
E6
Prospect
0.89
0.69
6.7
TOTAL SfiE
5.81
0.74
44.7
2487c - Rational Calculations 20160118.xlsx Historic -Results Summary Page 1 of 1
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JVA Incorporated
25 Old Town Square
Fort Collins, CO 80524
Ph: 970.225.9099
Fax: 970.225.6923
CSU Medical Center
Developed Percent Impervious Calculations
Location: Fort Collins
Major Design Storm: 100
Soil Type: C/D
Job Name: CSU Medical Center
Job Number. 2487c
Date: 4/25116
By: LAT
I(%)=
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100%
90%
40%
10%
0%
Basin Name
Design
Point
p
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one (sf)
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p lyyad
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ATotal
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ATma1
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Imp
(%)
D2
2
5,011
2,968
2,727
10,706
0.25
74.5%
03
3
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5,735
376
12,131
41,891
0.96
71.0%
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4
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3,474
2.181
10,433
0.24
79.1%
D5
5
7,657
3,432
2,686
13,775
0.32
80.5%
D6
6
7,286
18.869
26,155
0.60
2Z9%
D7
7
4,152
7,500
6,140
17,792
0.41
65.5%
D8
8
694
4,133
11.569
16,396
0.38
29.4%
D9
9
1,762
446
2,208
0.05
79.8%
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10
11.539
2.149
981
14,669
0.34
93.3%
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12
1.920
7.391
9,311
0.21
20.6%
D13
13
1,735
1,796
3,531
0.08
49.1%
D14
'i4
1,803
5,078
6,881
0.16
26.2%
D15
15
853
3.989
304
2,935
8,081
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63.3%
SDt
SDI
5,880
5,880
0.13
90.0%
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SD2
5.749
5,749
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90.0%
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SD3
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8,451
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90.0%
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SD5
3.241
3,241
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90.0%
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SD6
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3,824
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90.0%
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SD7
8,297
8,297
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90.0%
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S08
1,802
1,802
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90.0%
SD10
S09
2.303
2,303
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90.0%
SD11
SD10
1,728
1,728
0.04
90.0%
TOTAL SITE
58,333
47,886
41,956
0
0
74,930
223,104
5.12
64.5%
D7
1
6,737
827
7,564
0.17
100.0%
D11
11
4.530
4,470
8.152
17,152
0.39
49.9%
DUMMYBASIN
N/A
4,356,000
100.00
100.0%
2487c - Rational Calculations.xlsx Developed Impery Calm Page 1 of 1
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a
JVA Incorporated
Job Name: CSU Medical Center
25 Old Town Square
Job Number: 2487c
Fort Collins, CO 80524
Date: 4/25/16
Ph: 970.225.9099
By: LAT
Fax: 970.225.6923
CSU Medical Center
Developed Runoff Coefficient & Time of Concentration SWMM Result Summary
Location: Fort Collins
Major Design Storm: 100
Soil Type: I CID
Subbasin
ID
Outlet
Design Point
Area
(acre)
Runoff Coeffs
C100
Flow Rates (c(s)
Q100
NOTES
D2
C2A
2
0.25
0.89
2.29
To Lake Captured
D3
C3A
3
0.96
0.88
8.86
04
C4A
4
0.24
0.91
2.33
DS
CSA
5
0.32
0.91
3.11
D6
POND
6
0.60
0.72
4.64
Detention Pond
D7
Prospect
7
0.41
0.85
3.23
To Prospect Not Captured
08
College
8
0.38
0.69
1.99
1 To College Not Captured
D9
C3C
9
0.05
0.91
0.49
Dto
CIE;
10
0.34
0.96
3.37
D12
C1C
12
0.21
0.69
1.55
D13
C2C
13
0.08
0.80
0.67
D14
CID
14
0.16
0.70
1.02
D15
Lake
15
0.19
0.85
1.60
To Lake Not Captured
SDI
RD10
SDI
0.13
0.95
1.30
SD2
RD9
SD2
0.13
0.95
1 1.30
SD3
RD7
S03
0.19
0.95
1.89
SD5
RD5
SD5
0.07
0.95
0.70
SD6
RD3
SD6
0.09
0.95
0.90
SD7
RDI
SD7
0.19
0.95
1.90
SD9
RD8
SD9
0.04
0.95
0.40
Solo
RD4
solo
0.05
0.95
0.50
SD11
RD2
Solt
0.04
0.95
0.40
SITE TOTAL
5.12
0.85
44.44
Does not include DUMMYBASIN OR 011
D1
Lake
1
0.17
0.98
1.63
Sites Original Lake Inlet Capture Area, Not Captured
D11
C26
11
0.39
0.78
2.66
Connected to College Inlet C2B to represent restricted
flow by Type R 1 OR Inlet on grade Into system (peak flow
allowable 6.75 cfs for 12" pipe)
DUMMYBASIN
C28
NIA
100
0.48
46.32
Site Offsite Flows
Not Capered In
Site Offsite Flows
Basins Used For
Location
Pond
Catured In Pond
p
(cfs)
(cfs)
Lake Street
3.23
2.29
DI, D2, D15
College Avenue
1.99
6.75
08, (Type R 10ft
Prospect
3.23
0.00
D7
Total
8.45
9.04
JVA Incorporated
25 Old Town Square
Fort Collins, CO 80524
Ph: 970.225.9099
Fax: 970.225.6923
POND VOLUME CALCULATIONS - STAGE / STORAGE
Pond Volume = Prismoidal Formula
Volume Equation = (A1+A2+SQRT(A1'A2)'DI3
Stane / Stnrane Innut Table
Job Name: CSU Medical Center
Job Number: 2487c
Date: 4125/16
By: LAT
ELEVATION
It
DEPTH (D)
ft
AREA (A1)
It,
WEIGHTED
AVG AREA (A2)
ft2
INCREMENTAL
VOLUME
ft3
CUMMULATIVE
VOLUME
ft3
CUMMULATIVE
VOLUME
ACRE -FT
Depth
It
4989.5
0.0
0
0
0
0
0.00
0.00
4990.0
0.5
380
190
63
63
0.00
0.50
4991.0
1.0
1.727
1,054
972
1,036
0.02
1.50
4992.0
1.0
3.065
2,396.
2,364
3,400
0.08
2.50
4993.0
1.0
4.070
3,568
3,556
6,956
0.16
3.50
4994.0
1.0
5. 121
4;596
4,585
11,541
0.26
4.50
4995.0
1.0
6.954
6,038
6,014
17,555
0.40
5.50
4996.0
1.0
10.290
8,622
8,568
26,123
0.60
1 6.50
4997.0
1.0
13 q62
12,126
12,079
38,202
0.88
1 7.50
Volume Summary Table
Volume (ft)
Volume (ac-ft)
Water Surface
Elevation
Water Depth
V100
28,014 cf
0.643 ac-ft
4996.16 It
6.66 ft
Top of Pond
38,202 cf
0.877 ac-ft
4997.00 ft
7.50 ft
Volume Interpolation Calculations
V100
Vol
Elev
26122.91
4996.00
28014.00
4996.16
38202.31
4997.00
2487c- Rational Calculabons.xlsx Vol Pond Page i of 7
4998 0
4997n
4996.0
z 49950
s
H
Q
W
W 2 4994.0
Ww
<m
LL 6
j W 4993.0
� LL
ar
W
H
4992.0
4991.0
4990.0
JVA Incorporated Job Name:
CSU Medical Center
25 Old Town Square Job Number:
2487c
Fort Collins, CO 80524 Date:
4/25/16
Ph: 970,225,9099 By:
LAT
Fax: 970.225.6923
STAGE VS. STORAGE
Deienuon Prn�--t
Top of Pond
38,202 cf
4997.00 8
4989.0
0 5,000 10,000 15.000 20,000 25,000 30.000 35,000 40,000 45,000
POND VOLUME (CF)
2487c - Rational Calculations.xlsx Vol Pond Page 2 of 2
JVA Incorporated
Job Name:
CSU Medical Center
25 Old Town Square
Job Number:
2487c
Fort Collins, CO 80524
Date:
4/25/16
Ph:970.225.9099
By:
LAT
Fax: 970.225.6923
CSU Medical Center
Water Quality Capture Volume (WQCV) Calculations (UDFCD Volume 3 Chapter 3)
Location: Fort Collins
Major Design Storm: 100
Soil Type: C/D
WQCV=a((0.9113}(1.1912)+(0.781))
Where:
WQCV = Water Quality Capture Volume (watershed inches)
a = Drain Time Coefficient (see table below )
I = Imperviousness (%/100)
Drainage Time (hrs)
Coefficient, a
12
0.8
24
0.9
40
1.00
WQCV North Basin
a=
1.00
1=
0.645
%/100
WQCV=
0.250
watershed inches
V squired= (WQCV / 12 )' A'43560
WQCV=
0.250
watershed inches
A =
5.12
acre
Vrequired =
4654
cf
Vrmauimd =
0.107
acre-ft
JVA Incorporated Job Name: CSU Medical Center
25 Old Town Square Job Number: 2487c
Fort Collins, CO 0524 D /16
Ph: 970.225.9 99By: LAT
Fax: 970.225.6923
' CSU Medical Center
Emergency Overflow Spillway Calculations
' Broad -Crested Weir Equation -Trapezoidal Shape
where: Q = Discharge (cfs)
'
= Weir Coeffecient
Q- CLH' + CP
zC
L = Weir Length (ft)
H = Average Weir Head (ft)
H.V =Side Slope
'
Calculations
Knowns: Side Slopes (H:V)
4.00
' Desired Spillway Head
0.50 ft
Weir Coefficient
3.087
Spillway Elevation
4997.00 ft
'
100-yr Pond Inflow
44.44 cfs
Calculated Spillway
38.72 ft
' Use Spillway Length
40 It
Spillway Depth
1.00 ft
(including 6' freeboard)
'
Top of Berm Elevation
4998.0 ft
Top of Berm Length
48.0 ft
' Berm Width
10.0 ft
2487c - Rational Calculations.xlsx Page 1 of 1 8/28/06
t .
JVA Incorporated
25 Old Town Square
Fort Collins, CO 80524
Ph: 970.225.9099
Fax: 970.225.6923
ORIFICE PLATE AT OUTLET PIPE WORKSHEET
Orifice Plate
Q=cA(2gH)A.5 C= 0.65
From SWMM.
1 00-yr Water Surface Elev:
6.61 ft
Inv Elev at Outlet Struct:
4989.50 ft
Outlet Pipe at Structure:
24 in
SWMM Outlet Pipe Diameter:
1.62 ft
Needed Area:
2.06 sf -
Using Area- determine
Ao 2.06 sf
Apipe 3.14 sf
theta 2.641 rad
Ao-calced 2.06 sf
Job Name: CSU Medical Center
Job Number: 2487c
Date: 4/25/16
By: L.AT
QnNOR allowable release rate: 11.00 cfs
2
Ao - Appe 7i-B 18+ YSl e1*YCO 1
l 2T )J2 J �2
l J
m 0.25 ft distance above(+) or below(-) center m = r cos 12
2J
H 1.25 ft Height above pipe invert H = r + m
r
2487c - Rational Calculations.xlsx Restrictor Plate OUTLET Page 1 of 1
JVA Incorporated
Jab Name:
CSU Medical Center
25 Old Town Square
Job Number:
2487c
Fort Collins, CO 80524
Date:
4125/16
Ph:970.225.9099
By:
LAT
Fax: 970.225.6923
FLOW CALCULATIONS - GRATE INLET SUMP CONDITION
(Reference: Urban Drainage and Flood Control District Drainage Criteria Manual, 2001, V.1, Section 3.3.6)
(Note: Spreadsheet assumes orifice condition for fully developed flow.)
INLET TYPE: 18" Area Drain BASIN: D9 AND D13
Orifice Equation: Q = Cd'Ao'(2gH)A0.5 K = Clogging Coefficent value
for multiple inlets
Adjust Ao (open area) due to clogging as follows:
Effective Area Opening Ae = (1-C) Ao, where:
C=K"Cc/N
N = Number of Inlets
Cc = Single Inlet Clogging Factor:
Co(grate) = 0.5 (50% clogging)
Number of inlets:
Inlet Dimensions and Effective Open Area:
Grate Onenino:
Allowable depth:
Constants:
Flow Calculations:
Grate Flow:
N= 1
Ao(g) = 0.61
ftA2
Total Ao(g) = 0.61
ftA2
K= 1.00
C = K'Co/N = 0.50
Ae(g) _ (1-C)Ao = 0.31
ftA2
H = 3.0
in =
g = 32.20
ftW2
Cd = 0.67
Q = Cd ' Ae(g) ` (2g'H)A0.5
Qg= 0.82 CFS
N
Grate
2
1.5
3
1.75
4
1.88
5
1.94
6
1.97
7
1.98
B
1.99
0.25 It
Total Intercepted Flow with 1 inlet(s) and
an allowable depth of 3 inches is
Required Flow (Q C2C) = OA9 cfs Bypass =
Required Flow (Q C3C) = 1 0.67 jcfs Bypass =
0.82 cfs
0.0 cfs
0.0 cfs
2487c - Rational Calculations. xlsx 18" Area Drain(UDFCD) Page 1 of 1
AREA INLET IN A TRAPEZOIDAL GRASS -LINED CHANNEL
CSU MEDICAL CENTER
T,,,,,t
T
Grass Type Lundino Mennin 's n
A 0.01
��. C!`dMe.
C .031
D 0.03
� I
�T— B
E 0.024
Analinsis & Trearmandal Gress-Lienst Channel Usino SCs Method
NRCS Vegetal Rearmance (A. B, C. 0, or E)
A. B, C. D or E
Mannlrg's n (Leave cell D16 blank to manually enter an n value)
Channel Invert Slope
So'Bona-Width
S=
n4ftm
Left Side Slope
Zi =RIgh1
bill
Stle Slaps
Z2:
Check one of the fd esen soil types.
r Come One:
Sol Ms., VNOGh(V...,1 Max Floods NO IF.,._I
05sndy
Sandy SO fps aSo
®NmSatWV
Nm.Sandy 7.0 fps 0.80
Minor Storm
Ma or Storm
Max. A lovable Top Width of Channel for Minor S Manor Storm
Teu'
12.00
1200
M
Max Allowable Water Depth in CM1mnei for Minor S Manor Storm
a.-
0.45
DAS
sal
Allowable Channel Capacitor Based On Channel reparmory,
Mmnr Storm
Ma)or Slonn
MINOR STORM Allowable Capacity is based on Top Width Criterion
O,na.'
9.35
9.35
Ns
MAJOR STORM Allowable Capacey Is based an Top Width Criterion
it
0.43
o.p
WaterDs th in Channel Based On Desi n Peak Flow
Design Peak Flow
Oo =
1.55
1.SS
03
Water OepM
tl=
0,18
0.18
t
Minor storm max. allowable capacity GOOD, greater than now given on shem'Cli
elf lolel
Inlet Type =
User -Dented
of Inclined Grate (must be 30 degrees)
8 =
DAD
degrees
I of Grate
W =
IAO
fee
h of Grate
L =
100
feet
Nee Ratio
Ai xx
0.70
1 of Inclined Grate
Me =
0.00
few
I,, Factor -
�I
C,=
0.50
Discharge Coe c.mi -
C, ix
NIA
a Coefficient
Iy_,
`
C,=
0.54
Co ponent t
}
C.=
2.05
Depth at Inlet (for depressed inlets, 1 fmt IS added for depreau.) d
Inlet Interception Capacity (assumes clogged condition) 0, r
1NG Imat Capacity less than O Peak for Minor and Major Storms Bypassed Flow, Q,
Capture Parcwthga • QiQs • C!
OAB
1 0.15
OAe
OAB
1.Oa
1.Oa
>D
1 30
fi
h
2487C - 1.04nht_v3. 14- AREA DRAIN C1 Cxlsm, Area Inlet 4/25/2016. 9:54 AM
AREA INLET IN A TRAPEZOIDAL GRASS -LINED CHANNEL
CSU MEDICAL CENTER
CID
— Tell Grass Type Unditinq Manning's n
T A 0.04
B 0.0.
z Cl d"" D 0.03
� E 0.024
Analysis of Thessucadal Grasks,Umeal Channel Lived SCS Method
NRCS Vegetal Recondense (A. B. C. D, or EI
A. S. C. D or E
Manning'a n (Leave cell D16 blank to manually enter an a value)
a •
0.030
Channel raven Slope
So .
O.O1B0
Itm
Bonin Width
S.
x.50
Left Side Slope
Z1 =
11.00
Right We Slope
Z2=
S.OD
Check she of Me follosam, sell Was
r
Omotone:
Sa»�e', Maw. VVelocityN....) Mg. F,outle No fF.,..1
I
O a �l
Sandy SO fps 0.50
I
® Nm Smgy
Nar-San 7.0 0.80
Ming, Storm Ma or Stonn
Max Allowable Top W Idlh of Chamtel fin Minor S Major Storm
Tau •
10.50
10.50
eat
Max Allowable Water Depth in for Minor 4 Motor Storm
deas •
a."
0.60
STORM Allowable Capacity Is based on Top Width Crashed
STORM Allowable Capacity Is based on Top Width criterion
f Peek Flow
Depth
dorm max. allowable capacity GOOD greater than flaw given on sheet'D-Peak'
Of Intel
of Indined Grab (must be — 30 degrees)
of Grace
In of Grace
Arm Ratio
it a lncilned Grate i
ling Factor
Discharge C.of Pent '
e Coefficient
Cl. • 1.02 1.02 pia
d • 0.17 0.17 hat
Inlet Type =
User-Definea
B •
0.00
Cpgrnes
W =
1.00
feel
L =
1.00
eel
Auno=
0,70
He =
D.OD
Max
_
G'
0.50
.In Ca'
N/A
C. =
a."
C. =
2.05
Orion at Inlet (for depressed inlets, I loci is added for depression) d
Inlet Interception Capacity (assumes clogged condition) Q)e r
ING Inlet Capacity less than O Peak for Minor and Major Storm. Bypeased Flow, Oe
Capture Percentage= O,10. • CI
0.17
0.17
0.43
113
0.59
0.59
42
42
' 2487C - UD4nlet_v3.14- AREA DRAIN C1D.zhm. Area Intel 412512016, 9:58 AM
INLET IN A SUMP OR SAG LOCATION
Project = CSU MEDICAL CENTER
Inlet 10 = C2A, C4A, CSA, C1B
fLo (C)
H-CurD
M-Vert
Wp
Wp
W
Lo (G)
on Infun nlbn III
of Inlet
Inlet Type -
IDepres:on(additional to mranuous guner depression'a'from'O-AIbW)
d—=
,er of Unit Inkls (Grate or Curb Opervng)
No =
r Deplh et FlaM a (.Weida of local deoresa(on)
Perelrg Deplb =
r lnforeabori
Ih of a Unit Grate
L. A -
, of a Unit Grate
W,
Openng Ratio for a Grate (typtal vales 0.15.0.90)
A.
Pn9 Factor for a Single Grate (Iyp:cal value 0.50. 0.70)
G (G)
: W er Coefficient (typical value 2.15 - 3.60)
C. (G)
: Onfice Coefficient (typical value 0,fi0. am)
C. (G)=
OP,,ft Marlrlelforl
n of a Unt Cub Ol fri
4 (G) _
t of Vertical Cub Openng m Irrles
H„M+
t of CUD Orifice Therein tulles
He,=:
of Thoat (see USOCM Figure ST-5)
Thela =
Width for Depref Pan (typically the gWler won of 2 feel)
W.
erg Factor for a Sage Cub Opein9 (typioal value 0.10)
C, (C)
Operig Weir Coef0oent (Typical value Z. 21 7)
C. (C)
Opening Orifice Coefficient (typical value 0.60 - 0.70)
C. (C)
II Inlet Interception Capacity (aasumes clogged condition)
]apathy IS GOOD far Miner and Moiler Storms (I0 PEAK)
Opcar.� cnu:u =
MINOR MAJOR
CDOT Type R Curb Opening
3,00 bales
1
5.5 5.5 Inches
MINOR MAJOR O`T1rlde DepNs
NIA M
NIA ee
NIA
N/A N/A
N/A
NIA
5.00
6.00
5.00
83.40
1.50
0.10
0.10
3.60
0.67
2487C- UD-Intel_v3.14- TYPE R 5FT SUMP.tlsm. Inlet In Sump 4125/2016. 10'01 AM
' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Project: CSU MEDICAL CENTER
Inlet ID: COLLEGE INLET C2B
W • gg
Crpw'0w
n
Qr Qx
H Y ' 4
d
d. /,
mum Allowable Width for Spread Behind Curb
T— =
g.0
Slope Behind Curb (leave blank for no conveyance credit behind curb)
S. =
0.002
zing's Roughness Behind Curb (typically between 0.012 and 0.020)
nucx =
0.016
M of Curb at Gutter Flow Line
Hcuae =
6.00
inches
line from Curb Face to Street Crown
TcRowa =
20.0
ft
!r Width
W =
2.00
ft
d Transverse Slope
Sx =
0.020
Wilt
it Cross Slope (typically 2 inches over 24 inches or 0.083 IVft)
Sw =
0.083
Will
It Longitudinal Slope - Enter 0 for sump condition
So =
0.010
zing's Roughness for Street Section (typically between 0.012 and 0.020)
n6TREEr =
0.016
Allowable Spread for Minor & Major Storm
Allowable Depth at Gutter Flowline for Minor 8 Major Storm
Flow Depth at Street Crown (leave blank for no)
Minor Storm Major Storm
Tawx = 18.0 18.0 If
d. = 6.0 6.0 inches
❑ ❑ check = yes
t STORM Allowable Capacity Is based on Spread Criterion Minor Storm Major Storm
i STORM Allowable Capacity is based an Spread Criterion Qm_ = 12.5 12.5 ds
storm max. allowable capacity GOOD greater than flow given on sheet'O-Peak'
storm max. allowable capacity GOOD - greater than flow given on sheet'O-Peak'
2487C - UD-Inlet v3.14- TYPE R 1OFT GRADE C2B.x1sm, Q-Allow 4/25/2016, 10.02 AM
'
INLET ON A CONTINUOUS GRADE
Project
CSU MEDICAL CENTER
Inlet IDS
COLLEGE INLET C2B
1
X-La (C)-x
H-Curb
H Ved
Nb
W
�" Lo (G)
Damon Infonealica, drioutMINOR MAJOR
Type of (hat Type - COOT Type R Cub Opublg
Local Depression(addrtloral to cvmnuous gods, deliession'a'frim'O-AIIow') dice.= 3.0
Total Nu tee, of Units in the Iniet (Graft, or Cub Openti No - 1
Length of a Sigh Unit Itlet (Graf. or Curb Opening) Lr = 10.00
Width of a Unit Grate (carrot be greater Ilan W form 0-Alow) We' N/A
Clogging Factor for a Single Unt Grate (typical min. vane = 0.5) CrG = NIA N/A
Cbggltg Factor for a Single Unit Curb Opening 0ypcal min. value = 0. f) CrC • 0.10 0.10
Inches
If
<maximum apowalow from sh"I.O.Niew
Design Discharge for Hs9 of Stint More Sheet O-Peak I O=•
Water Spread Width T-
Water Depth of F1owli a (outside of oral depression) d =
.ter Depth at Street Crow) (or at Tiwv) denowa =
Ratio of Goner Flow to Design Few Et, a
Iacharge ."do the Gutter Section W. tamed m Section I. O,=
Decherge within the Gutter Section W O. •
Discharge Behind the Cum Face Oeecs •
Flow Area within me Gunn Section W Aw •
moray within the Gutter Section W V. =
Water Depth for Design Condition dcncw =
MINOR
MAJOR
ds
belles
'ales
cfs
rds
cis
q H
inches
10.0
10.0
16.5
16.5
5.5
5.5
Mo
0.0
0.352
0.362
6.4
6.4
3.6
3.6
0.0
0.0
Z.83
2.83
3.5
3.5
8.5
8.5
Curt or SI~Intel Deadline Arimi (CoIc.lateaft
Equivalent Slope S, (based on grale carryover) 6, =1
Requred Length Lrto Have IW%Interception Lr=
Under No-Clogi Coni
Effective Length of Curb Opening or Slotted Intel (minimum of L, L7) L-1
Imercepbon Capadty Q=
Under Cinfift Condition
Cbggng Coefficient CubCoef=
ClogOrg Opening or for Mllfiple-und Cure Oor Sloted load Cuticka
EOecive (Unclogged) Length L. =
Actual loo caption C•paehy G,•
CarryOver Flow, =OssewacD, q•
MINOR MAJOR
If
cis
If
ds
Cis
0.08E
1 am
19.29
19zi
MINOR MAJOR
10.00
10.00
T.3
73
MINOR MAJOR
1.25
1.25
0.05
0.08
8.75
8.75
7.1
7.1
2.9
2.9
umma MINOR MAJOR
Total bat Interc ipdon Capacity O • 7.05 7.05 idle
Total bat Carry -Over Fbw (flow bybb paasg kW [j • 2.9 2.9 cis
iCaptum P... ma9e• QJO=• C%• 71 71
' 2487C - UD-Inlet_4.14- TYPE R 1 OFT GRADE C28.dsm, Inlet On Grade 4/25/2016, 10t01 AM
INLET IN A SUMP OR SAG LOCATION
Protect =II CSU MEDICAL CENTER
Inlet ID : C3A
Lo (C)y
HCurb
H-VM
We
W
Lo (G)
Design Information f rout
Type of Inlet
Irl Type:
.oral Oe recomen (adneonel to coramnrs guider depmaeon'a' eerd'O.AsoW)
a.u'
Vunber of Und beets (Grate or Curti Opener,)
No
Nate, Depth at FigMfpc (cusde of local deprenalonl
Pending DapM
State Infarmadln
-e gth or a Unit Gmle
L. (G) I
Nidth of a Unit Grate
W.:
ima Openng Rauo for a Gmte (typical values OA5-0 90)
A,re,,
]logging Factor for a Single Grate (typical vat a OM - 0,70)
G (G)
3mte Weir Coefficient (typical value 2,15 - 3.60)
C. (G)'
3mte Onfice COBfffcient (typical value O.N- 0.60)
C. (G)
;urtr Ope" hfamWlan
.ergth of a Unit Cub Openng
L. (C)
teight of Vertical Cub Coining in Ini
H„r,
ieighl it(Cub Orifice Tfaoat et be;hes
Ha.a
ggle of Throat (see USDCM Rgue ST-5)
Theta
Tide Wish for Depression Pan (Typrcaly dte gater w th of 2 feet)
W.
: Dgglng Factor for a Single Cub Openng (typical value 0.10)
Cr (C)
:ub Cpenrg War Coeficient (typical value 233.7)
C. (C)
;ub Opening Onflce Coefficient (Typical value 0.60 - 0.70)
C„ (C) •
rota) Inlet Interception Capacity (assumes clogged condition)
Q. a
nlet Capacdy IS GOOD for ednor and Major Swrms PO PEAK)
O'..voueeo
MINOR MAJOR
CDOT Type R Curb Opening
3.00
1
8.0
bdiaa
6,0 Indies
MAJOR 0 overlde Depths
feet
fee!
NIA
N/A
WA
N/A
NIA
N!A
NIA
10.00
6.00
6.00
63,40
1.50
0.10
0.10
3.60
0.67
let
ches
.he.
egrem
net
2467C - UD-In le1v3. to TYPE R 10FT SUMP C3A Asm. Inlet In Sump 412512016, 10'.03 AM
No Text
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VICINITY MAP
SML I•.11D•
RA
219 .i
5-4 a
Adolfson
& Peterson
Construction
797 Ventub St.
nature. CNoredD. BWtt
303. 363. 1101
]0].]6].9351 Fee// /VIA
BENNETT WAGNER ORODY
ARCHITECTS
1301 weero. SWe 100
Oar .Casinos. 80201
303. 623.73M
303. fits.28M Fa
Clones Said. UnharFtly
FndlBa Mrupwarent
251 Earls. Dints
Fan CdIM. CO. A05216030
9T0191.0080:Phone
970A9179IFe.
NACama6q Eaginere
25011Ts.n Sauer. Sb. 200
FmC .CO B054
303444.1951
Deal W.MrW
I=L MosnM So. fib. 100
D. r, CO, BmDA
303623-2616
NA Carmlabg Erlpimere
1319 Spun SL
BnM., CO.8D30]
30.t.Aa.1951
MECHANICAL / FIECTRICAL I
RUMBWG ENGINEERING
ME Erq'nera
14113 Denver Were Penney, Ste. 300
bm Cu. Co. 6Mol
303.021.6655
M17 Nqb Liner Ave
LndeM. CO, Glass
9)0E6&161
MECINNICK CONTMCIOR
US Dgkerm, Cs
1100 W. 120M Are 0900
Walmmular, CO, 802M
303.9B1.B060
A rb. Erppy
130 W. Sb Aye
Deny.. CO, Make
303.278.1532
6550
inoDmMetle.IM
UMMwat Nino Ome
lllaran,W6 80123
303.B2y.0.t62
CSU HEALTH AND MEDICAL CENTER '
151 W. Lake Street
FPn CPIIim, C080524
Date JANUARY 202016
hum. DR. A
Dmom By I'm
Clnckea By KAT
Pmpd Number 150420D
Dever Pro. Numb. 14-023
ReWaMa
Sher W
FIGURE 1. SITE VICINITY MAP
sign
'am
Am
(acm)
Pxm# COel1s
C100
Q100 Peak Flaw
(cb)
1
0.17
0.98
1.63
2
0.25
0.89
2.29
3
0.96
0.68
8.86
4
0.24
0.91
2,33
5
0.32
0.91
3.11
6
0,60
072
4.64
7
0.41
0.85
323
8
0,38
0.69
1.99
9
0.05
0.91
0.49
10
0.34
0.98
3.37
11
0.39
078
2.66
12
0.21
0,69
1.55
13
0.06
0,80
067
14
0.16
0.70
1.02
15
0,19
0.85
1.60
5D1
0.13
0.95
1.30
5D2
0.13
0.95
1.30
M-3
0.19
0.95
1.69
iD5
0.07
0.95
0.70
iO6
0.09
0.95
0.90
5O7
0.19
0.95
1.90
3m
0.09
095
0.40
ID70
0.05
0.95
0.50
IDtt
0.04
0.95
040
WA
100.00
0.48
1 46.32
O8s8e Flows
Site Ortske Flows
yrlumd h Palo
Captured In Pond
Basim Used For
(CIS)
(cfs)
Calcs
3.23
2.29
DI. D2, D15
1.99
6.75
DB, (Type R 158)
3.23
0.00
D7
SA5
9.04
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a
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a&Peteemn
Con9truabn
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