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FINAL DRAINAGE REPORT
FOR
COLORADO STATE UNIVERSITY
HEALTH AND MEDICAL CENTER
JVA, Inc.
25 Old Town Square, Suite 200
Fort Collins, CO 80524
phone: 970-225-9099
JVA Project No. 2487c
JANUARY 20, 2016
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...............................................................................................................
14
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
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' 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
' 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. Overflow Spillway Calculation
7. Restrictor Plate Sizing Calculations
8. Inlet Sizing Calculations
' Appendix C - Figures
1. Site Vicinity Map
2. Developed Drainage Map
Colorado State University Health and Medical Center Final Drainage Report
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ENGINEER'S 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 liability for drainage facilities designed
by others."
W4. 1/20/16
Kevin A. Toner 10NAL
Registered ProfesliOnc
State of Colorado No. 28699
Colorado State University Health and Medical Center Final Drainage Report
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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 611 Principal Meridian, in Larimer County, Fort Collins, Colorado.
Refer to Appendix C for the site vicinity 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 5.7 acres of developed residential properties with an alley bisecting the
' lot from north to south. 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 18ft to 24ft below the ground surface with ground water
' being located at 12ft to 19ft 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 Street 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 41,300sgft building footprint and 27,000sgft parking
lot area with associated utilities, roads, sidewalks, detention pond, and landscaped and plaza areas.
' A portion of the property located to the northeast 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. 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.
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
' Colorado State University Health and Medical Center Final Drainage Report
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accommodate an on -site detention pond and conveyance of the stormwater runoff to the existing
MSO storm 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 E1 drains to the north into Lake Street and is assumed to be collected by existing inlets on
Lake Street. 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
(%)
Q-100
(cfs)
Runoff
Coefficient
E1
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
50.0%
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
S.81
31.3%
44.7
0.74
Colorado State University Health and Medical Center Final Drainage Report
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-----------
•
LAKE STRUT
i
WEST PROSPECT ROAD
Figure 1. Historic Drainage Basins (Ayres Associates SWMM Model)
Colorado State University Health and Medical Center Final Drainage Report
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' 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
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 0.129 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 directed 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 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. Two inlets were added to Lake to capture the runoff from Lake Street and runoff from the
' Colorado State University Health and Medical Center Final Drainage Report
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site that could not be captured on -site. The inlets will reduce the flow that is directed to the existing
undersized inlets on Lake located near College.
' PROPOSED DEVELOPED SUBBASINS
The site was delineated into fifteen subbasin, DI -DI 5, 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 in the College inlet, C213, and downstream restricted pipe. There are
only three Subbasins D7, D8, and D15 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 D15 drains to the existing inlets on Lake. The developed drainage map is
provided in Appendix C.
' Colorado State University Health and Medical Center Final Drainage Report
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Figure 2. Developed Drainage Subbasins (SWMM Model)
SUBBASIN DESCRIPTIONS:
• Subbasin D I contains the north half of Lake Street and drains to a 5 foot Type R inlet on
Lake Street.
• Subbasin D2 contains the south half of Lake and the sidewalks and landscape area along
the north edge of the parking lot. This subbasin contains a portion of private property that
are not a part of the site and will remain undeveloped. A 5 foot Type R inlet was placed in
Lake Street to capture the subbasins runoff.
• 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.
Colorado State University Health and Medical Center Final Drainage Report
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1
• 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"x18" area drain.
• Subbasin D10 contains parking spaces, sidewalks, and service area. This flow is directed
to a 5 foot Type R inlet.
• Subbasin D 11 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
is captured by the proposed 5 foot Type R inlet on College, C213. This inlet is connected
' to the site's storm system by a 12 inch pipe with a restrictor plate that decrease the pipe
diameter to 0.75 foot. The peak allowable flow into the storm system from College will
be 3.43 cfs, as modeled in SWMM.
• DUMMYBASIN: In order to model the collection and restriction of flow from College into
' the site system at inlet C213, the DUMMYBASIN was created. In order determine the peak
runoff flow into the 0.75 foot pipe, pipe LIB, the DUMMYBASIN was sized as 100 acres
with 100 percent imperviousness.
' • 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"x12"
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 D13 contains part of the plaza located to the southeast of the building. This flow
is captured by an 18"x 18" area drain.
' • Subbasin D 14 contains sidewalks and a depression storage area. The depression area keeps
runoff from flowing west onto the Mason Street Corridor. A 12"x 12" 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 D 15 contains sidewalk and landscaping along the south side of Lake Street. This
basin was included in the runoff calculations because the sidewalk width is being increased
' in this area. This flow will drain to the North onto Lake Street and into the existing inlets
on Lake Street.
• Roof Drain Subbasin: SD I, SD2, SD3, SD5, SD6, SD7, SD9, SD 10, SD 11. 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.
' Colorado State University Health and Medical Center Final Drainage Report
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Table 2.13eveloped SWMM Subbasin Properties, Flows, and Runoff Coefficients
Subbasin
ID
Design
Point
Area
acre
(acre)
%
Impervious
p
Q-t00
(cfs)
Runoff
Coeffs
C100
Discharge
Location
D1
1
0.14
100.0
1.32
0.98
Detention Pond
D2
2
0.41
74.6
3.56
0.89
Detention Pond
D3
3
0.96
72.1
8.91
0.88
Detention Pond
D4
4
0.24
78.7
2.36
0.91
Detention Pond
D5
5
0.32
86.7
3.15
0.93
Detention Pond
D6
6
0.60
27.7
4.67
0.72
Detention Pond
D7
7
0.43
69.0
3.62
1 0.86
Prospect
D8
8
1 0.33
29.0
1.81
0.70
College
D9
9
0.07
89.4
0.69
0.94
Detention Pond
D10
10
0.35
93.6
3.47
0.96
Detention Pond
Dl 1
11
0.39
49.9
2.66
0.78
Detention Pond
D12
12
0.21
20.6
1.51
0.69
Detention Pond
D 13
13
0.08
81.9
0.77
1 0.92
Detention Pond
D14
14
0.16
50.7
1.28
0.80
Detention Pond
D15
15
0.05
60.2
0.46
0.84
Lake Street
SDI
SDI
0.13
90.0
1.30
0.95
Detention Pond
S132
SD2
0.13
90.0
1.30
0.95
Detention Pond
S133
SD3
0.19
90.0
1.89
0.95
Detention Pond
S135
SD5
0.07
90.0
0.70
0.95
Detention Pond
SD6
SD6
0.09
90.0
0.90 1
0.95
Detention Pond
SD7
SD7
0.19
90.0
1.90
0.95
Detention Pond
SD9
SD9
0.04
90.0
0.40
0.95
Detention Pond
SD 10
SD 10 1
0.05
90.0
0.50
0.95
Detention Pond
SDI I
SDI 1
0.04
90.0
0.40
0.95
Detention Pond
Total or
Weighted Avg
5.69
67.10
49.53
0.86
DUMMYBASIN
N/A
100
100.0
46.32 1
0.48
Detention Pond
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 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. The bottom of the pond is at an elevation of 4989.50 and is 7.50
feet deep with a total volume of 0.877 acre-ft at peak elevation of 4997.00. The pond's overflow
Colorado State University Health and Medical Center Final Drainage Report
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spillway is located on the southeast edge of the pond and will discharge to Prospect if 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 into the pond of 44.50 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 4996.12
feet which is a pond volume of approximately 0.635 acre-ft. This allows for 0.88 foot of freeboard.
The maximum pond outflow rate is 10.97 cfs. The outlet pipe will be a 2.0 foot pipe with a
restrictor plate reducing the diameter to 1.63 feet. There will be no water quality control within
the detention pond because it will be controlled in the MSO's regional detention pond.
Not all of the site runoff is being captured in the detention pond. However, by placing two inlets
on Lake and an inlet on College an additional 0.64 cfs beyond the offsite flow is captured and
conveyed to the detention pond instead of reaching the Prospect inlets, see Table 3. There are two
existing undersized inlets on Lake that capture runoff from Lake. It was assumed most of the
existing flow from Lake Street by-passes the existing inlets and continues onto College. However,
by installing two new inlets on Lake and keeping the existing inlets, the runoff from subbasins D 1,
D2, and D15 are captured before flow from Lake reaches College and eventually Prospect. To
further reduce offsite flows to Prospect, an inlet was placed on College, inlet C213. The 12 inch
pipe that connects C213 to the site's system has a restrictor plate on it to restrict the peak flow from
College to 3.43 cfs. The pipes diameter will be reduced 0.75 foot. Any flooding of inlet C213 in
the SWMM model is insignificant because it is assumed the inlet will flood once the restricted 12
inch pipe is at capacity.
Table 3. Total Site Offsite Flows and Captured Offsite Flows
Captured
Site Offsite
Basins Used
Location
Off(cfs)site Flows
Flows (cfs)
For Calcs
Lake Street
2.70
5.34
D1, D2, D15
College Avenue
1.81
3.43
D8
Prospect
3.62
0.00
D7
Total
8.13
8.77
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. This would increase the percent
imperviousness for subbasin D2 to 79.5% and D3 to 92.7%, 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 4996.15 feet which is a depth of 6.65
feet above the pond bottom. The future peak 100-year storm outflow rate from the pond and pond
J
' Colorado State University Health and Medical Center Final Drainage Report
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volume would be 1 1.12 cfs and 0.642 acre-ft, respectively. If desired, the restrictor plate height
on the outlet can be manipulated to adjust the pond depth and outflow rate.
HISTORIC/DEVELOPED BASIN COMPARISON
The site contains six historical basins which drain runoff in all directions. The bulk of the site
drains to College and Prospect where there are existing inlets on Prospect. The developed drainage
basins will not drastically alter the historical drainage paths, but do decrease the peak flow rates to
the Prospect inlets. Flow to the existing Lake Street inlets decrease from 6.44 cfs to 0.46 cfs with
the installation of two inlets on the north and south sides of Lake Street. Flow to College decreases
from 8.82 cfs to 1.81 cfs with the addition of area drains in the plaza area and an inlet on College
north of Prospect. The inlet on College will be able to capture an additional 3.43 cfs, while being
restricted by the downstream 12 inch pipe decreased to a 0.75 inch pipe with a restrictor plate.
Only a small portion of the site's offsite flows will be directed to Prospect, the total peak flow to
Prospect decreases from 20.48 cfs to 5.43 cfs. The flows captured by the proposed inlets on Lake
and College will negates the offsite flows from College and Prospect that are not captured on site.
The proposed total 100-year peak runoff for the site is 49.5 cfs with only 5.89 cfs of the site flow
not being captured and conveyed to the detention pond. The detention pond has a release rate of
10.97 cfs. The existing site has a peak 100-year runoff rate of 44.7 cfs. In the event that the
detention ponds outlet pipe is clogged, the pond's overflow spillway will direct flow onto Prospect.
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.
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
t 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
' Colorado State University Health and Medical Center Final Drainage Report
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1
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.
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
Ate, July 2009.
Colorado State University Health and Medical Center Final Drainage Report
Page 14 of 14
No Text
' DRAINAGE CRITERIA MANUAL IV. 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.
RUNOFF
CA = KA + (1.3Ili' — 1.44i' + 1.135i — 0.12) for CA >— 0, otherwise CA = 0 (RO-6)
CCD = KCD + (0.858i' — 0.786i' + 0.774i + 0.04) (RO-7)
CB = (C n + CCD)I2
2007-01 RO-9
Urban Drainage and Flood Control District
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% impervious 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 1.8
22
1 13.8
Prospect Avenue
E6
1 0.8
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.
Table 2 Proposed Drainaae Basins
Basin
Area
Impervious
Flow
Discharge Locations
acres
%
cfs
Offsite basin that models
P01
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.
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 corner of the
1310
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 of 4
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 LID 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
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Project: CSU Medical Center
LOCATION: Parking lot
COFC Area Inlet
= C„ A, V2 X H
Co =
0.65
Inlet Length =
1.484
Inlet Width =
1.016
# of Inlets =
1
Ao (ft2) =
1.508
g =
32.2
COFC Area Inlet
Notes
Elevation
Head
Orifice Flow
feet
cfs
Invert
1000.00
0.00
0.00
6" Ponding
1000.50
0.50
4.45
18" Ponding
1001.50
1.50
7.70
I
1
Project: CSU Medical Center
LOCATION: Parking lot
COFC Area Inlet
Co =
0.65
Inlet Length =
1.484
Inlet Width =
1.016
# of Inlets =
2
A. (ft2) =
3.015
g =
32.2
COFC Area Inlet
Notes
Elevation
Mead
Orifice Flow
feet
cfs
Invert
1000.00
0.00
0.00
6" Pondin
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,,,e,,. = C„A„ V2gH
C. =
0.65
Inlet Length =
1.484
Inlet Width =
1.016
# of Inlets =
3
A. (ft2) =
4.523
g =
32.2
COFC Area Inlet
Notes
Elevation
Head
Orifice Flow
feet
cfs
Invert
1000.00
0.00
0.00
6" Ponding
1000.50
0.50
13.35
18" Ponding
1001.50
1.50
23.11
INLET ON A CONTINUOUS GRADE
R1PIWr. csu McCleel CeMeT
Inlet 10: Type R p8M
DLO Icl—w
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Nb
W
G
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"OR
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MINOR
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0
2.13
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tl
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into IC
INLET IN A SUMP OR SAG LOCATION
CSU Me0lcal Center
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rotal Inlet Interceptor, CapacRy (mom ulnas cloggatl condition)
41
nwl C.Ae IS GOOD for Minor ale MNm Stoma UO PFANI
Or... —.
MINOR MAJOR
f.00t T,. R Coro Donne,
9.00
S'S
brunee
5 rcrea
MA1oR � 14n1e
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NrA
N/A
NIA
NIA
NIA
NIA
MINOR MAOR
5.03
6,00
6,00
61,a0
1A
0.10
0,10
300
0.6]
U6,nnl, v3 14 Type R Inlees.oWnn, Ii lal In Sump T30,2015. 0.12 AM
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) 11
Project:
Inlet ID:
Gutter Georni fiEntar [late In Me blue
Maximum Allowable Width for Spread Behind Curb
Taece =
10.0
a
Side Slope Behind Curb (leave blank for no conveyance credit behind curb)
Ssncx =
6.002
In
Manning's Roughness Behind Curb (typically between 0.012 and 0.020)
%A.c =
0Dia
Height of Curb at Gutter Flow Line
Hcvna =
BAO
inches
Distance from Curb Face to Street Crown
T.o =
20.0
it
Guter Widih
W
1.50
k
Street Transverse Slope
S. =
0.020
ar11
Dollar Cross Slope (typically 2Inches over 24 inches or 0.083In)
SW =
0.003
OBI
Street Longitudinal Slope Enter 0 for sump condhlan
So-
0.010
form
Manning's Roughness for Street Section (typically between 0.012 end 0.020)
nsxssr
0.016
Minor Stonin Major Storm
Max. Allowable Spread for Minor & Major Storm
Ta,w =
18.0
1a.0
h
Max. Allowable Depth at Gabor Flowllns for Minor & Malor Storm
daxx
6.0
B.0
jinches
Allow Flow Depth at Street Crown (leave blank for no)
C 0 check=yes
MINOR STORM Allowable Capacity is based on Started Criterion
Minor Storm Major Slorm
MAJOR STORM Allowable Ctubacay is based on Stand Crtterlona.,..
12.1 f2.1 ble
Minor storm Max. allowable capacity GOOD - greeter than flow given on ehnt'O-Peek'
Major storm max. Allowable capacity GOOD - greater then flow given on sheret'0-Peek'
UD-Inlet_v3 14Type R Inlets.xlson. O-Allow
7/3012015. 8:12 AM
1
CTLITHOMPSON '
GEOTECHNICAL INVESTIGATION ,
PROPOSED MEDICAL CENTER
COLORADO STATE UNIVERSITY
FORT COLLINS, COLORADO t
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 '
1
400 North Link Lane Fort Collins, Colorado 80524
Telephone:970-206-9455 Fax:970-206-9441 '
TABLE 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 IT PROJECT NO. FC07034-125
T I
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-
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
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 .L
CSU MEDICAL CENTER
CTLIT PROJECT NO. FC07034-125
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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: 970.225A099 By: LAT
Fax 970.225.6923
CSU Medical Center
Historic Runoff Coefficient & Time of Concentration SWMM Result Summary
from Ayres Associates SWMM Model
Location: Fart Collins
Major Design Storm: 100
Soil Type: CID
Basin
Name
OutletTotal
Area
(ace)
Runoff Coeffs
Flow Rate
(cfs)
E7
LakeSt
0.92
0.76
6A
E2
College
1.13
0.80
8.8
E3
Traintiacks
0.67
0.81
6.1
E4
Trai uracks
0.34
0.64
2.8
E5
prospect
1.86
0.71
13.8
E6
Prospect
0.89
0.69
6.7
TOTAL SITE
5.81
0.74
44.7
2487c - Rational Calculations 2016DI 18.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 Slorm: 000
Sail Type: c/o
Jab Name: CSU Medical Center
Job Number: 2487c
Date: 1/19116
By: LAT
1 (%) =
1100%
100 %
90%
40%
10 %
0%
Basin Name
Design
Point
• yavad
(sf)
c(5f)
A4nveatc
one (sf)
^
^roel
(sf)
• Q gravM
(sf)
Aplygn4
(sf)
Alor pe
(C/o anal
(si)
ATalai
(sf)
ATolal
lac)
Imp
(%)
01
1
4.973
1.024
5,997
0.14
100.0%
D2
2
7,223
5.848
1 304
4.521
17,896
0.41
74.6%
D�
3
23.514
6,340
375
11.661
41,890
0.96
72.1%
-
4
4,659
3,553
2221
10,433
0.24
78.7%
D5
5
8,577
3,371
1,832
13,780
0.32
86.7%
D6
6
7.255
18.900
26,155
0.60
27.7%
07
7
5,128
7,783
5,796
18,707
0.43
69.0%
D8
8
195
3,964
10,171
14,330
0.33
29.0%
-74
9
2,655
315
2,974
0.07
89A%
'3
10
12.164
2,090
981
15.235
0.35
93.6%
oil
11
4,530
4,470
8.152
17,152
0.39
49.9%
12
1,920
7,391
9,311
0.21
20.6%
13
13
2,814
62C
3,434
0.08
81.9%
D14
14
3,486
3.394
61880
0.16
50.7%
15
15
1,428
944
2,372
0.05
60.2%
SDI
SDI
5480
5,880
0.13
90.0%
SD2
SD2
5,749
5,749
0.13
90.0%
-:D3
SD3
8,451
8,451
0.19
90.0%
S05
S05
3.241
3,241
0.07
90.0%
SD6
SD6
3,824
3,824
0.09
90.0%
SD7
SD7
8.297
8,297
0.19
90.0 %
SD9
SOB
1,802
1,802
0.04
90.0%
SD10
S05
2.303
2,303
0.05
90.0%
.I
SDIO
1.728
1,728
0.04
90.0%
TOTAL SITE
66.433
58,065
46,424
0
0
76,899
247,821
5.69
67.1%
YBASIN
N/A
4,356,000 1
100.00
100.0%
2487c - Rational Calculations 20160118.xisx Developed Impery Calcs Page 1 of 1
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JVA Incorporated
Job Name: CSU Medical Center
25 Old Town Square
Job Number: 2487c
Fort Collins, CO 80524
Date: 1/19/16
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 C/D
Subbasin
ID
Outlet
Design Point
Area
(acre)
Runoff CoefPs
C100
Flow Rates (cfs)
0100
NOTES
D1
CIA
1
0.14
0.98
1.32
To Lake Captured
02
C2A
2
0.41
0.89
3.56
To Lake Captured
E3
C3A
3
0.96
0.88
8.91
D4
C4A
4
0.24
0.91
2.36
E5
C5A
5
0.32
0.93
3.15
D6
POND
6
0.60
0.72
4.67
Detention Pond
07
Prospect
7
0.43
0.86
3.62
To Prospect Not Captured
08
College
8
0.33
1 0.70
1.81
To College Not Captured
09
C3C
9
0.07
0.94
0.69
D10
C1B
10
0.35
0.96
3.47
D11
C2B
11
0.39
0.78
2.66
To College Captured
012
C1C
12
0.21
0.69
1.51
013
C2C
13
0.08
0.92
0.77
D14
CID
14
0.16
0.80
1.28
D15
Lake
15
0.05
0.84
0.46
To Lake Captured by Exist Inlets
SDI
RD10
SDI
0.13
1 0.95
1.30
SD2
RD9
SD2
0.13
0.95
1.30
SD3
RD7
SD3
0.19
0.95
1.89
SD5
RD5
SOS
0.07
0.95
0.70
SO6
RD3
SD6
0.09
0.95
0.90
S57
RD1
SD7
0.19
0.95
1.90
SD9
RD8
S09
0.04
0.95
0.40
SDIO
RD4
SD10
0.05
0.95
0.50
SDI1
RD2
SD11
0.04
0.95
0.40
DUMMYBASIN
C2B
N/A
100
0.48
46.32
Connected to College Inlet C28 to represent
restricted flow Into system (peak flow
allowable 3.43cfs
TOTAL
5.69
49.53
Does not include DUMMYBASIN
weigmeo Kunorr uoemciem U.00
Location
Site Offsite Flows
Not Captured
cfs
Site Offsite Flows
Captured
Ws)
Basins Used For
Calcs
Lake Street
2.70
5.34
DI, D2, D15
College Avenue
1.81
3.43
D8
Prospect
3.62
0.00
D7
Total
8.13
8.77
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JVA Incorporated
Jab Name:
CSU Medical Center
25 Old Town Square
Job Number:
2487c
Fort Collins, CO 80524
Date:
1/19/16
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: CID
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=
0.671
WQCV=
0.260
V,q,,;,d=( WQCV/12)'A'43560
WQCV=
0.260
A =
5.69
Vreyu;red =
5373
0.123
%/100
watershed inches
watershed inches
acre
cf
acre-ft
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 = Pnsmoidal Formula
Volume Equation = (A1+A2+SORT(A1•A2)•D/3
Stage / Stem.. Input Tahle
Job Name: CSU Medical Center
Job Number: 2487c
Date: 1/19/16
By: LAT
ELEVATION
It
DEPTH(D)
0
AREA (All
ft,
WEIGHTED
AVG AREA(A2)
fl ft3
INCREMENTAL
VOLUME
CUMMULATIVE
VOLUME
R'
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.a
6,954
6,038
6,014
17.555
0.40
5.50
4996.0
1.0
10290
6,622
8,568
26,123
0.80
6.50
4997.0
1.0
13,962
12,126
T,079
38,202
O.BB
7.50
Volume Summary Table
Volume (ft)
Volume (ac-ft)
Water Surlaoo
Elevation Water Depth
V100
1, er,5 <<
0.635 ac-ft
4996.12 ft 6.62 ft
Top of Pond
�16 "u2 ct
0,877 ac-ft
4997.00 ft 7 50 N
Volume Interpolation Calculations
V100
Vol
Elev
26122,91
4996.00
27665,00
4996.12
38202.31
4997.00
2487c- Rational Calculations 20160118.xlsx Vol Pond 20160118 Page 1 of 2
4998.0
4%7.0
2 490.0
O
r
a
W
W F 4994.0
Wj
QmO
LL6
499a.0
�4
We:
F
a9920
4"Ho
4%0 0
4999.0
JVA Incorporated
Job Name:
CSU Medical Center
25 Old Tcw Square
Job Nunber:
2487c
Fort Collins, CO 80524
Date:
1119116
Ph: 970.225.9099
By:
LAT
Fax: 970.225.6923
STAGE VS. STORAGE
0etem,on Pond
POND VOLUME (cF)
2487c - Rational Calculations 20160118.x1sx Vol Pond 20160118 Page 2 of 2
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
Emergency Overflow Spillway Calculations
Broad -Crested Weir Equation -Trapezoidal Shape
where: O = Discharge (cfs)
/ H l s C = Weir CoeHecient
Q = C'LH + C V �Ii' L = Weir Length (ft)
l i 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
44.50 cis
Calculated Spillway
38.77 ft
Use Spillway Length
40 ft
Spillway Depth
1.00 ft
(induding 6" freeboard)
Top of Berm Elevation
4998.0 ft
Top of Berm Length
48.0 ft
Berm Width
10.0 ft
2487c - Rational Calculations 20160118.xlsx Page 1 of 1 8/28/06
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:
100-yr Water Surface Elev:
6.56
It
Inv Elev at Outlet Struct:
4989.50
ft
Outlet Pipe at Structure:
24
in
SWMM Outlet Pipe Diameter:
1.63
it
Needed Area:
2.09 sf
Using Area- determine
Job Name: CSU Medical Center
Job Number. 2487c
Date: 1119/16
By. LAT
Qvaoa allowable release rate: 10.89 cis
Ao
2.09 sf
I/611
e�*rco
Apipe
3.14sf fl =
A
C2�c—B/
+F
rs
theta
2.609 red °
PWe
l2
l 2
2)JI
Ao-calced
2.09 sf
( l
m
0.26 ft distance above(♦) or below(-) center
m = I' C05
2I J
H
1.26 ft Height above pipe invert
H = r•+m
2487c - Rational Calculations 20160118.xlsx Restrictor Plate OUTLET Page i of 1
JVA Incorporated
25 Old Town Square
Fort Collins, CO 80524
Ph: 970.225.9099
Fax: 970.225,6923
ORIFICE PLATE ON PIPE L1 B AT INLET C2B
Orifice Plate
O=cA(2gH)".5 C= 0.65
From Sl~
1 00-yr Water Surface Elev:
3.82
It
Inv Elev at Outlet Struct:
4993.20
It
Outlet Pipe at Structure:
12
in
SWMM Pipe Diameter:
0.75
R
Needed Area:
0.44 sf
Using Area- determine
Job Name:
CSU Medical Center
Job Number.
2487c
Date:
1/19/16
By:
LAT
OMa,oe allowable release rate: 3.51 cfs
Ao
0.44 sf
\I
j�-I/
\I 1 \I
B
Apipe
0.79sf f1 =[APjr,('K_t'
+[rsil�
I*rcoBJ11theta
2.951 red°
2n
1\ 2
I\ 2
Ac-calced
0." at
J(
/I
J
9 l
m
0.05 It distance above(+) or below(-) center
m = r cos
2
J
H
0.55 ft Height above pipe invert
H = r+m
2487c - Rational Calculations 20160118.xlsx Restrictor Plate L7 B Page 1 of 1
JVA Incorporated
Job Name:
CSU Medical Center
25 Old Town Square
Job Number.
2487c
Fort Collins, CO 80524
Date:
1/19116
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, VA, Section 3.3.6)
(Note: Spreadsheet assumes orifice condition for fully developed flow.)
INLET TYPE: 18" Area Drain BASIN: D9 AND D13
Orifice Equation: O = Cd'Ao'(2gH)A0.5 K = Clogging Coefficent value
for multiple inlets
Adjust Ao (open area) due to clogging as follows:
Effective Area Opening As = (1-C) Ao, where:
C=K'Co/N
N = Number of Inlets
Co = Single Inlet Clogging Factor:
Co(grate) = 0.5 (50% clogging)
Number of inlets:
Inlet Dimensions and Effective Open Area:
Grate Oaenlna:
Allowable depth:
Constants:
Flow Calculations:
Grate Flow:
N= 1
Ao(g) = 0.61
fr`2
Total Ao(g) = 0.61
ftA2
K = 1.00
C = K'Co/N = 0.50
Ae(g) a (1-C)Ao - 0.31
ftA2
H=30
in =
g = 32.20
fUSA2
Cd = 0.67
Q = Cd' Ae(g)' (2g•H)Ao.5
Gg. 0.02 CFS
N
Grate
2
1.5
3
1.75
4
1.88
5
1.94
6
1.97
7
1.98
8
1.99
0.25 ft
Total Intercepted Flow with 1 inlet(s) and
an allowable depth of 3 inches is
Required Flow (O C2C) = 0.77 cfs Bypass =
Required Flow (O C3C) = 0.69 cfs Bypass =
0.82 cfs
0.0 cfs
0.0 cfs
2487c - Rational Calculations 20160118.xlsx 18' Area Drain(UDFCO) Page 1 of 1
AREA INLET IN A TRAPEZOIDAL GRASS -LINED CHANNEL
CSU MEDICAL CENTER
C1O
T,•,,,
Grass Tmpa Lial
Mandan 's n
�T,
I F
d M„r
d z
A
oou
e
Ga
c
o.033
D
003
e
E
0.024
fir TmmsMI Uri Llrbd CbennN Utlm=5 Me
peal aided. (A. B, C, D, or E)
5 n (Leave cell ole blank b mvma4y enter an n Yals,
ri.es sloop
fifth
91gm
sandy solos DSD
Nom9onfy ]Olpa ,B.
an. Allis able lop Width or Chanel for Minor B Major Stem
lax. Alcweble Water Depth m Channel for Minor 8 Mohr Stood
Possible Channel Caoe.RM Based
IonGmxm
INOR STORM Allowable CepaoltybWidth Castle.
IAJOR STORM Allowable C.psiohy Ie b... it on Top Width Criterion
Leto DeWh In ra Chanl Based Do Demon Peak Flow
esilpn Pesik Flew
mar Depth
In.,.lonn mu..nowable rapaclly .000 - 5rvalor own now pwnn nn aneet'O�d..dr
�elnremnn mar. atmwnnl. ropacny GOOD-ao.l.r then now mvnn nn sneer o.Pn-
m pain IMmmMlen (Insult
rpe of iMM
rgle of Indlead Grab (moal be r. so ftes al
all of Grab
"In a Greta
pen Ares Rho
egmaamended Gom.
IWOtrp Fecapb
reb DieWrya CaellliYVM '
A, e, C. o or
n
Mrod
z1Im
r Ones, one:
C wpm
* No candy
Minor at
MSe in
T.
13.00
13.00
wr
cal.•
0.a6
0A5
real
CL -1 1.50 i 1.50 .Psi
d • 0.10 0.18 .
lam Top. -1
Ueer.Dennef
B.
0Do
depreea
W -
m
fee
L=
IN
Ira
0.0 '
0]D
He
Den
bat
l
G•
ow
}'
C.'
NIA
C •
age
C.-
2.05
5df�
MINOR MAJOR
IeIIM&OmdeardauddrMels. I lonllseobaffwfepona ) d=
t Interception Capacity (aeeumea clogged condition) Q. e
rrra rr ....rvr r. prop O Peek for Minor and Malor Starme Byw llaadFell-
CapWm Percentage= O/0- • C1
118
018
o.0
ou
1.05
1.05
30
00
2487C - UD.Inla1 M3.14 AREA DRAIN C1C. AN., Area INet 111912016. 1:0/ PM
AREA INLET IN A TRAPEZOIDAL GRASS -LINED CHANNEL
CSD MEDICAL CENTER
Clo
T. Omen T. LNtltln Mann . n
T A 0m
B ON
1 d c O.WJ
d 'S nM'11 D 0.03
:7 1E U.Ol4
OILTnmu Ww OrwLlmd Chwnel WhoSOSM.
pMM RaIYWMe IA. B. C. D, m EI
. n (L.. edl 0I6 binn41. menmlly enter Ion n vnluel
oven s ope
Wei
slope
N=sandy s.o foe D.so
dy TD 1, 0.w
Ian. Nlowebls Too WMIn of Channel In Minor S N.J. Slam
Ia.. NlwyebM Water Oepm In Cheore for Mina a Major Strom
Plowable Channel Capacity UMped On ChI GennI
ANON STORM Allowable Cepeclty Is heed on Top WIMM1 Criterion
iAJOR STORM Allowable Cepeclty 1. beeeE on Tap Width Crltetlon
laltr Coon In Channel awed On Oeelon Peek Flow
orlon Peek Flow
nt"?m— a l—Arcnparny L,.OD 1-nlnr an wnl non 1'O-Peak'
silt?" In- allowable<apucny 4D00 Umale, Inen Ilow Ulven on neel'p�Penk'
aNen Inlwmwlon Ilnoutl
I lnlnl
Imp.l on -= 30 deornesl
noon w Dmin
pen Alen Rom N
moll of InUlnw Orela
IOUDina Facia
,.In Doaorga Coef oroni
onno Conn..
for coamcmni
A B. C. b or
D.am
6n•
O.m10
Illll
a=
2w
n
21 =
11 W
z2-
sm
IM
r
aawe OM:
C sally
® Non-mM y
M Bbrm
Mn d Slolm
T.Me
10.w
I
to
I..t
III .
ON
I
ON
feet
(4-1 1.30 1 1.So d.
d-I 0.10 1 a.fe few
IMw Types
tlwnDallned
0.
6m
deome.
I.m
law
L=
L
Ian
faro
A.-
a
F6
am
Feel
G
am
Ce.
NIA
J
C. .
bw
C.•
1115
l MINOR MI
Donn el lnIn nw eepreexG inielID. I ICI a Won, 1, Geaenemm d
Inlet Interception Capacity (assume clogged condition) Qn
N. inu"O1-k n"MI""r nnJ M.""r 11.nn. Bypeaxtl FbW�4a
C.mnrc Pemmaoe • OJD.. ell
0,19
1 0,16
om
OM
0w
0.w
m
x
2481C - UD4nle1_v].14 AREA DRAIN C1D.A m, Arm Inlot 111W2016, 1'04 PM
INLET ON A CONTINUOUS GRADE
Project: CSU MEDICAL CENTER
nIat ID: Cxe
r—La ICl-�(
Rf�b 14VM
Nb
W
.lam Lo Ti)
mlon lnrx tloo finoull
MINOR MNC
ype Ot I.,
Tyyea
MOT Tyr,' RpUb Ow'n
�W Omraae .W.Nnrel to wm.. Inter CepraFtlOn'e l..' WI
qyp••
3.0
analN..( Units In llm llbl(Grate or Urn OnennR
N.
1
agln al a SIIWU Untlmt(Omw or CUE Opxlbg)
Lr
5.00
IIOIII.1 a UNI GraIe ICan0l be" I., limn W lmm D-Abj
W.
WA
bIW W Facbr for a Slryb UNt O (typal Inn. v • 0.5)
CnO •
WA
NIA
Intnn Capaep
CanyOvx Fipw (flow III... 41,lnb0
ncenla0e • OJO� •
1497C- UO-Inlet 0.14-TYPE R 5Pf GRADE UB Am Inlm On Grade 1119120%. 1 N PM
INLET IN A SUMP OR SAG LOCATION
project • CSU MEOICAL CENTER
InMt ID• CtA CM GA CIA. CIS
—Lo IC)
R.Cum M.Ven - - We
Wp
W \'
�� Lo IGl
Ne1m1 eue neeen flow
,w of Inn,
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imYer of Unl INNS (Grate or Core ONmgl
No
let. DwIM1 al F"-(ola6Me of Weet dwerfoionl
POMog Depth:
rare lof.ik n
ngle of a UNI One.
L„ (G)
fitlN of a Ont G2Ie
W.
rea gronlq Ratio fore Gone (IYWWI values 0,11690)
A,.,'
b991n0 Fa.or fora SVgk Grab (tM.1 vein cW - 010)
Or (G)
rete Wnlr Coefnceni ftfewl value 2,15 -3W)
C. (G)'
fees Wine CoetllceN (twiefe V.nn 0.60 - 0,00)
C„ IG)
uN Ope19p boloweden
en,te of a Une Cue ONnrg
40).
wc%oI Vertlul Cole Owning In 1.
Nr'
NIOM o1 C.OnnN nee. In 1.
H .
n9M of ThN1(we USOCM FlOue ST-5)
TMe-
lee Wen For G norew od Pen (1,waly tie Soffer redin W 21N11
Wd
b99pg Feelor fare Sniffle Cun Own, (Wn.I whom 0.10)
Cr (C),
uE ONNIg WNr Cow.. (W.1 vebN 2.13.7)
C. (C)-
on Opening 01 Ceeilbeni no%W nefe O.W 0.20)
G.. (C)'
'otal Inlet Interception Capacity (assumes clogged condition)
Q.
ifnCw.roy, IS GGOG Im Wnor end Melon 51mme VO PEAK)
a —..omen'
COOT TrN R core Oonre,
300
55
5 5 InFAN
MAJOR 0 ParMe Oe01as
Nf
INf
NIA
NIA
NIP
NIA
NIA
NIA
NIA
MINOR MAJOR
S.M
B 00
600
W.CO
t.W
010
0.10
3130
062
NI
Nee
now,
on.
MN
2467C- UNnIc1v3. 14- TYPE R 517 SUMP Aeon, Inlet In Sump 1/1912016, 1 10 PM
INLET IN A SUMP OR SAG LOCATION
Pro)eat • CSU MEDICAL CENTER
ml.t ID . Cur
Lo (C)—i
HCUN H-VM
WP
WO _
W
Lo IG1
p•.lm MlomulNn lineup
MINOR MAJOR
Iypeofinat
InIMType• CODTTypeRCun Qovr,
Local Oepmai (fiddllionel In wMlmnls gUlW Awasolon'a' Imm'C.AMW)
9.u•
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NUneer of UNl loot (Gone or CUE opanng)
No .1
1
Weser Depin of HoWlm feu.IEe of bion d"Jurnnl
P.NInp Danin =1
5.0 60 I—
GnaulnfmmMbn
MINOR MAJOR �O's"NO �tliF
Lori of a UNfGm1.
L„(0)• N/A IeW
With of a Von Grate
Wa•
N/A IeW
ve OpeNrg Revo for a Gone (tyMm Aluea 0.1 W 90)
A.• •
NIA
Cbgging Faplm fin n Soµe Grain Rypcal faun 0,W-0.70)
G(G)•
WA N/A
Gnor Weft Coeff¢iaN nyWal vao, 2,153.W)
C•(G)•
N/A
3.1. Onfim CoefOUaW N'.1 After am -O.W)
Cc (G)-
WA
unto 0p.*, 6ImnWlm
MINOR MAJOR
m al a um cue Gperm,
L.(fa= f0.aa teat
)IW6M of Vertical Cue 0porn In Imlres
H_ •
film Inman
HegN of CUE Onfirm Thoa1 in Inman
N—=
film " one
NMI, of TMoel (f® GSGCM Figure ST-5)
Tlela-
I o'.
Sld. ..n for Gepeanon Pan("rJnf lm A. WNn.12 feet)
We=
I.W IeW
Gggging F.., Inr a Singer CUe Conn, ryNnal v 0.10)
C, (C)=
off) 0.10
Offering Wee Coefficient ("cal Vale 2337)
C•(C)•
3.W
OperYg glfrce Loelllgerr lryWmlValn o.W o.]O)
C. IC) •
0,87
MINOR MAJOR
Total Inlet Intsnaeption Capacity )assume clogged condltlon)
Q. •
es e.x cis
Mbt Comcay IS GOG01d mh Minor and Meer SloU G PEAK)
Grw[a(yavy•
B,m B9 cN
2487C - UD-Mlet_Y1. 14- T E R 10FT SUMP C3ANem. Inlet In Sump 111 W2016, 1.10 PM
No Text
Ave
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and
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Princeton
PARK —
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Pdncet
DRAKE ROAD
Rd -
LAKE
Dr
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Adolfson
& Peterson
Construction
797 VmNm 3L
Aaaa. Colorado 80011
303. M37101
]03. ]53:9251 Farr
AVA
SENNETT WAGNER GROOT
ARCHITECTS
1301 Waeea. Suds 100
Denver. Colorado. 502D4
303. 52] . T323
303.02]. 2839 Fu
OWNER'S REPRESENTATIVE
CNarade StNa Universny
Firchtme Mwswnem
251 Edlenl Grins
Fat ColW, CO. e0523.6030
97049LSol Pnaoe
1141 T5T2. Fee
CIVIL ENGINEER
JVA CenaWlhq Engineers
25 Go Town Square, Ste, 200
Fed Cdllne, CO e0524
303444.1951
Desk Workshop
1390 _m— St. w. 100
Denier. CO, ROM
303.923 2616
JVA Consu mg Eglnmm
1319 3pmre St
Buuber. CO, 80302
303'..1951
MECHANICALJ ELECTRICALI
PLUMBING ENGINEERING
ME Enter-
141 3enve Weft Parkway. Ste, 300
Golden. CO, ew01
303421.5555
Grgay Ebdrb
MlI North Uncor1 Ave
L°rNana. W. m53B
MECHANICAL CONTRACTOR
US En9ir.." Ce
1100 W. 1201h Ave p900
WeetminMer. CO. 002U
303.96<.8060
ENERGYIENWRONMENTAL
Mntia4 Energy
130 W. SN A.
Danes, CO, eazos
303.2781532
SPECIFICATIONS
spsrsfflkserornM NNilem, Inc
seen We. Nm°Onve
ti... CO, 80123
303 92T.8362
CSU HEALTH AND MEDICAL CENTER
151 W. Less Street
Fed Collins. CO 60524
Dale JANUARY 20. 2016
Issue Dfte NAGE REPORT
Crewe By KFIB
Cheeked By PAT
Preset Nwnlry 150,12.00
ama Probes Number 14-023
R..e
Sheet of
FIGURE 1. SITE VICINITY MAP
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