HomeMy WebLinkAboutAFFINITY AT FORT COLLINS - FDP - FDP150044 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTFINAL DRAINAGE REPORT
FOR
AFFINITY FORT COLLINS
Prepared For:
AFFINITY FORT COLLINS, LLC
1620 N Mamer Road, Bldg. B
Spokane Valley, WA 99216
(509) 321-3215
Prepared By:
JR Engineering, LLC
2900 South College Avenue, Suite 3D
Fort Collins, CO 80525
(303) 740-9393
Contact: Jason Tarry, P.E.
December 9, 2015
Job No. 39704.00
S:\Engineers\TBonser\_Projects\3970400 Affinity Fort Collins\3970400 Drainage Report.docx
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TABLE OF CONTENTS
VICINITY MAP .............................................................................................................. 1
GENERAL DESCRIPTION AND LOCATION ............................................................ 2
LOCATION AND EXISTING SITE CHARACTERISTICS ..................................................................................... 2
SITE SOILS ........................................................................................................................................................ 2
FLOODPLAIN.................................................................................................................................................... 2
DRAINAGE BASINS AND SUB-BASINS .................................................................... 3
MAJOR BASIN .................................................................................................................................................. 3
HISTORIC SUB-BASINS .................................................................................................................................... 3
DEVELOPED SUB-BASINS ................................................................................................................................ 5
DRAINAGE DESIGN CRITERIA .................................................................................. 7
REGULATIONS ................................................................................................................................................. 7
LOW-IMPACT DEVELOPMENT ........................................................................................................................ 7
HYDROLOGIC CRITERIA ................................................................................................................................. 7
HYDRAULIC CRITERIA .................................................................................................................................... 8
DRAINAGE FACILITY DESIGN .................................................................................. 9
GENERAL CONCEPT ....................................................................................................................................... 9
PROPOSED WATER QUALITY/DETENTION FACILITIES ............................................................................. 10
OUTFALL SYSTEM ......................................................................................................................................... 11
STORMWATER POLLUTION PREVENTION ......................................................... 13
TEMPORARY EROSION CONTROL .............................................................................................................. 13
PERMANENT EROSION CONTROL .............................................................................................................. 13
SUMMARY AND CONCLUSIONS ............................................................................ 15
EXISTING AND PROPOSED CONDITIONS .................................................................................................. 15
REFERENCES .............................................................................................................. 17
APPENDIX
Appendix A – Figures
Appendix B – Hydrologic Calculations
Appendix C – Water Quality/Detention Calculations
Appendix D – Hydraulic Calculations
Appendix E – Referenced Information
Appendix F – LID Exhibits
Appendix G – Drainage Plans
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Engineer’s Certification Block
I hereby certify that this Project Development Plan Drainage Report for Affinity Fort Collins
was prepared by me (or under my direct supervision) for JR Engineering, LLC and the owners
thereof and meets or exceeds the criteria of the City of Fort Collins Stormwater Design
Standards.
Jason M. Tarry, P.E.
Registered Professional Engineer
State of Colorado No. 41795
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VICINITY MAP
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GENERAL DESCRIPTION AND LOCATION
LOCATION AND EXISTING SITE CHARACTERISTICS
Affinity Fort Collins is located in the southeast quarter of Section 32, Township 7 North, Range 68
West of the 6th Principal Meridian in the City of Fort Collins, Larimer County, Colorado. More
specifically, the Affinity Fort Collins site is an 8.35 acre property that is currently undeveloped and
is being used for irrigated agricultural purposes. The site is zoned HC (Harmony Corridor District)
and will support apartments and associated amenities once developed. The proposed use of the site
is a three-story multi-family apartment complex and associated amenities. The proposed concept
includes one main apartment building with separate garden area, pool building, and parking and
garages around the perimeter of the site. The proposed main building is 167,538 total square feet,
with 153 dwelling units.
The existing site generally slopes from the southwest to the northeast with slopes ranging between
0.60% and 2.5%. The property is generally covered with sparse native grasses. The site currently
drains to the northeast and east. Runoff sheet flows off the east side of the property and a portion
of the runoff flows to a point in the north.
SITE SOILS
The Affinity Fort Collins site soils consist of loamy soil, predominately Nunn clay loam. Nunn clay
loam belongs to hydrologic soils Group C. Group C soils have a slow infiltration rate when
thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement
of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission. Nunn clay loam with 0-3 percent slopes generally has a combined surface layer
thickness of approx. 30 inches. Runoff is moderately high, and the hazards of wind erosion are
moderately low. Supporting figures can be found in Appendix A. The site’s geotechnical report is
included in Appendix E.
FLOODPLAIN
The site is shown on FEMA FIRM panel 08069C0994F, dated December 19, 2006. The site lies
within Zone X, areas which are determined to be outside the 0.2% annual chance floodplain. The
“City of Fort Collins Floodplain Review Checklist for 50% Submittals” checklist is not applicable for
this Final Drainage Report.
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DRAINAGE BASINS AND SUB-BASINS
MAJOR BASIN
The proposed Affinity Fort Collins site is located in the Fox Meadows major basin. The Fox
Meadows Basin encompasses approximately 2.4 square miles in southeast Fort Collins. The basin is
bounded by Horsetooth Road on the north, Lemay Avenue on the west, Harmony Road on the
south, and the Cache La Poudre River on the east. The Fox Meadows basin is primarily developed
with residential development, some commercial areas and the Collindale Golf Course. The basin
does not include a major drainage way for conveying flows through the basin, so no regulatory
floodplain has been mapped. Storm runoff flows through a network of storm sewers, local drainage
channels and detention ponds.
The Fox Meadows Basin was studied by two earlier reports: the Fox Meadows Basin Drainage Master
Plan Update, prepared by ICON Engineering, Inc., dated December 2002 and revised February 2003;
and the Stormwater Quality and Stream Restoration Update to the Fox Meadows Basin Stormwater Master
Drainage Plan, prepared by ICON Engineering, Inc., dated October 2012. The site is located in the
second reach, which is generally located between Ziegler Road and Timberline Road. Proposed
improvements identified in the Master Plan documents consist of remedial improvements to
existing ponds which overtop in the major storm event, and a new detention facility, Ziegler Pond,
located east of the mobile home park. The Ziegler Pond was broken into six total detention ponds
placed in series in the Final Drainage and Erosion Control Study for Front Range Village, Fort Collins,
Colorado, prepared by Stantec Consulting, dated February 2007.
There are no major drainage ways located within or immediately adjacent to the site. The site is
shown on FEMA FIRM panel 08069C0994F, dated December 19, 2006. The site lies within Zone X,
areas which are determined to be outside the 0.2% annual chance floodplain. An annotated FIRM
exhibit is included in Appendix A.
HISTORIC SUB-BASINS
Affinity Fort Collins is an infill development piece of property. It is governed by the City’s
Reasonable Use policy, in which the proposed drainage basins will need to follow the generally
accepted principle of releasing the 100-year developed condition flow rate at the same location and
magnitude as the 2-year pre-development condition flow rate. There are offsite areas that flow
across the proposed development site. Referring to the “Existing Drainage Plan”, included in
Appendix G, the following describes the existing condition drainage basins.
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Existing Offsite Drainage Basins (OS):
Sub-basin OS1 consists of 7.82 acres of the Harmony Mobile Home community that drains in a
northeasterly direction onto the subject property. In the existing condition, runoff from this portion
of the mobile home park (assumed 45% impervious based on approximately 8 units per acre and
Figure RO-3) is conveyed through the Affinity Fort Collins site.
An existing 15” corrugated metal pipe with 2’x1’ square openings is located along the west edge of
the mobile home site. In the 100-year event, 15.25 cfs is captured in the pipe and conveyed north,
according to data provided by the City of Fort Collins. The flows are taken north and west of the
Affinity site to an existing offsite pond. This reduction in flows is assumed to only occur for the
100-year event.
Existing Onsite Sub-Basins:
The site has two existing onsite drainage basins approximately delineated by a diagonal line
stretching from the southwest corner of the site to the northeast corner of the site with sub-basin
EX1 on the north half and EX2 on the southern half.
Sub-basin EX1 consists of a 4.93 acre area of undeveloped open space with native grasses and
weeds covering the majority of the ground and is assumed to be 2% impervious. Runoff from the
Harmony Mobile Home community (Sub-basin OS-1) enters the site along the western boundary
and joins on-site flows. Runoff generally flows northeasterly across basin EX-1, at slopes ranging
from 0.70% to 2.0%, generally leaving the site at the northeast corner near Kingsley Court.
Sub-basin EX2 consists of a 3.47 acre area of undeveloped open space with the same ground
cover and percentage imperviousness as sub-basin EX-1. Runoff from Pond 286, just south of the
site boundary, enters sub-basin EX-2 during the 100 year storm, heads north before turning east
and exits the site along the eastern boundary into the Sollenberger property. Existing slopes range
from 0.60% to 2.50%.
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DEVELOPED SUB-BASINS
The proposed developed condition sub-basins have been designed to mimic the historic basins’
runoff patterns, for both on- and off-site basins. The following describes the proposed conditions
on-site drainage basins. Refer to the “Proposed Drainage Plan” in Appendix G for reference.
Proposed Onsite Sub-Basins:
Sub-basin A1 consists of 0.54 acres on the southwest corner of the subject property. Runoff from
the proposed building and parking lot travels north to a sump area inlet. Piped flows are conveyed
in the storm sewer around the north side of the property and are discharged into the proposed
detention pond at the east side of the property.
Sub-basin A2 consists of 0.63 acres on the west side of the subject property. Runoff from the
proposed building and parking lot is conveyed to a sump area inlet. Runoff from the proposed
garages discharges to a grass-lined bio-swale behind the garages, which discharges to the parking lot
and is captured in the inlet. Piped flows are conveyed in the storm sewer around the north side of
the property and are discharged into the proposed detention pond at the east side of the property.
Sub-basin A3 consists of 0.41 acres near the northwest corner of the subject property. Runoff
from the proposed building and parking lot is conveyed to a sump area inlet. Piped flows are
conveyed in the storm sewer around the north side of the property and are discharged into the
proposed detention pond at the east side of the property.
Sub-basin A4 consists of 0.31 acres on the north side of the subject property and includes part of
the proposed building, courtyard, and garden areas. Runoff is captured in a proposed area inlet,
surrounded by a grass buffer in the center of the sub-basin. Piped flows are conveyed in the storm
sewer around the north side of the property and are discharged into the proposed detention pond
at the east side of the property.
Sub-basin A5 consists of 0.91 acres in the center north portion of the subject property and
includes the proposed building, garden area, and recreational area. Runoff is conveyed to a
proposed sump area inlet in the parking lot. Piped flows are conveyed in the storm sewer on the
north side of the property and are discharged into the proposed detention pond at the east side of
the property.
Sub-basin A6 consists of 0.17 acres on the east side of the subject property and consists of
parking lot area. Flows are captured in a sump inlet and are conveyed to the proposed detention
pond at the east side of the property.
Sub-basin A7 consists of 0.74 acres in the center-east portion of the site and includes a portion of
the proposed building and the upper pond of the two onsite detention ponds. Runoff enters the
upper pond and is conveyed to the proposed detention pond at the east side of the property.
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Sub-basin A8 consists of 0.89 acres on the north side of the subject property. Runoff from the
proposed garages discharges to a grass-lined bio-swale behind the garages, which discharges to the
parking lot and is captured in the inlet. Piped flows are conveyed in the storm sewer around the
north side of the property and are discharged into the proposed detention pond at the east side of
the property.
Sub-basin B1 is comprised of 0.16 acres at the southwest side of the proposed building. Flows are
captured in an area inlet and are conveyed in the proposed storm sewer around the south side of
the building to the proposed detention pond at the east side of the property.
Sub-basin B2 is comprised of 0.62 acres at the south side of the site. Flows are captured in an
area inlet and are conveyed in the proposed storm sewer around the south side of the building to
the proposed detention pond at the east side of the property.
Sub-basin B3 is comprised of 0.27 acres of parking lot at the south side of the proposed building.
Flows are captured in an area inlet in the parking lot and are conveyed in the proposed storm
sewer around the south side of the building to the proposed detention pond at the east side of the
property.
Sub-basin B4 is comprised of 0.22 acres of parking lot at the south side of the site. Flows are
captured in an area inlet in the parking lot and are conveyed in the proposed storm sewer to the
proposed detention pond at the east side of the property.
Sub-basin B5 is comprised of 0.81 acres of parking lot at the south side of the proposed building.
Flows are captured in an area inlet in the parking lot and are conveyed in the proposed storm
sewer around the south side of the building to the proposed detention pond at the east side of the
property.
Sub-basin C is comprised of 0.87 acres of drive aisle on the east side of the subject property.
Flows are captured in an area inlet in the street and are conveyed directly to the proposed
detention pond at the east side of the property.
Sub-basin D is a portion of the east side of the building and the proposed detention pond at the
east side of the property. The 0.67-acre sub-basin drains directly to the proposed detention pond.
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DRAINAGE DESIGN CRITERIA
REGULATIONS
This report was prepared to meet or exceed the City of Fort Collins stormwater criteria. The City
of Fort Collins Storm Drainage Design Criteria and Construction Manual (with all current 2011
Revisions)(FCSDDCCM) and the Urban Drainage Flood Control District’s (UDFCD) Drainage
Criteria Manual (USDCM) Volumes 1, 2 and 3 were referenced as guidelines for this design.
LOW-IMPACT DEVELOPMENT
Volume reduction is an important part of the Four Step Process and is fundamental to effective
stormwater management. Per City criteria, a minimum of 50 percent of new impervious surface
area must be treated by a Low-Impact Development (LID) best management practice (BMP). The
proposed LID BMPs will have the effect of slowing runoff through the site lot and increasing
infiltration and rainfall interception by encouraging infiltration and careful selection of vegetative
cover. The improvements will decrease the composite runoff coefficient of the site and are
expected to have no adverse impact on the timing, quantity, or quality of stormwater runoff. Site-
specific LID BMPs are discussed in the following sections of this report and an illustrative
LID/Surface Map is provided in Appendix F.
HYDROLOGIC CRITERIA
The rational method was performed to calculate the peak runoff rates for each basin. Weighted
percent imperviousness and weighted runoff coefficients were calculated for each basin using
USDCM Tables RO-3 and RO-5 based on Natural Resources Conservation Service (NRCS) Type C
hydrologic soil classification and surface characteristics of each basin. The time of concentration was
calculated using USDCM Equation RO-3 and the intensity was calculated using the corresponding
storm rainfall depth and USDCM Equation RA-3. To more closely match the City of Fort Collins
IDF Curve, Coefficient 3 of the UDFCD’s intensity formula was adjusted to 0.786. The City of Fort
Collins area has 2-year, 1-hour rainfall depth of 0.82 inches and a 100-year, 1- hour rainfall depth of
2.86 inches. These depths do account for the 1997 adjusted rainfall depths. The 2- hour 100-year
rainfall total is 3.67 inches, based on the rainfall frequencies adopted by the City of Fort Collins.
The most recent version of the UD-Detention software (Version 2.35, January 2015) was used to
determine the detention volume requirements. Per City of Fort Collins requirements, the
calculated detention volume using the FAA method was increased by a factor of 1.20.
CUHP and SWMM were used to evaluate the proposed outfall system for the detained release
from the Affinity site. Runoff was calculated using the Colorado Urban Hydrograph Procedure
(CUHP) using the sub-basins’ developed conditions lengths, centroidal distances, and percent
impervious. Depression losses and infiltration rates were taken from USDCM tables RO-6 and
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RO-7.
Hydrologic routing was performed using the U.S. Environmental Protection Agency’s Stormwater
Management Model (EPA-SWMM) Version 5.1, Release 5.1.006
HYDRAULIC CRITERIA
This report demonstrates that the proposed stormwater detention concept is able to reduce the
100-year developed condition flows to the 2-year historical release rates; thereby satisfying the
City’s Reasonable Use requirements. The Rational Formula-based Federal Aviation Administration
(FAA) method is used to preliminarily size the detention ponds in accordance with City criteria, as
the tributary area is less than 20 acres in size. The resulting storage volume is increased by a factor
of twenty (20) percent to better match the result that would be obtained from SWMM modeling,
per Volume 2, Chapter 10, Section 3.1.1 of the Fort Collins Amendments to the Urban Drainage and
Flood Control District Criteria Manual.
The ultimate Affinity Fort Collins storm drainage system will be designed to convey the minor and
major storm events through the property with the proposed inlets, storm sewer pipes, and swales
for the flows being calculated by this report. Per the requirements provided by the City of Fort
Collins Storm Drainage Design Criteria and Construction Manual, all inlets and storm pipes will be
designed to convey the 100-year storm flows. Pipe capacities were modeled in Bentley StormCAD
V8i. All pipes have been designed to be in accordance with the Fort Collins Amendments to the Urban
Drainage and Flood Control District Criteria Manual with respect to pipe slope, capacity, velocity, and
HGL/EGL elevation.
Onsite detention ponds will be used to capture the developed conditions runoff from the site. An
outfall from the site, by others, will be used to convey detained releases east to the storm drainage
system in Ziegler Road. During the major storm event, the developed condition 100-year storm,
the accumulated water depth in the onsite detention ponds will be held to a maximum level of one-
foot below all building finished floor elevations.
All swale and pipe outlets will be protected with turf mat or riprap; whichever is most appropriate.
Storm sewer pipe outlets will be protected using the requirements set by the USDCM for the
protection of downstream conveyance channels and culverts. LID measures have been integrated
into this design. In all, 58 percent of this project’s impervious areas pass through and are treated in
LIDs prior to reaching the onsite water quality/detention ponds, which exceeds the minimum
requirement of 50 percent set by the City of Fort Collins.
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DRAINAGE FACILITY DESIGN
GENERAL CONCEPT
The proposed improvements to the Affinity site will result in developed condition runoff being
conveyed around the proposed building and to the east via storm sewer and surface flow. Low-
impact development best management practices are proposed to improve the quality of runoff and
aid in reducing peak flows and attenuating stormwater peaks. Specifically, permeable pavement
systems are proposed for portions of the parking lot and drive aisle, rain gardens in areas around
the proposed building to treat roof drainage, and grass lined bio-swales are proposed behind the
garages on the north and west sides of the site to improve water quality.
Runoff from the site is captured in inlets located in the parking lot and in open areas adjacent to the
building. Runoff is conveyed in storm sewers in an easterly direction to the proposed detention
ponds at the east end of the site. Secondly, surface overflow paths have been provided, such that
the 100-year storm flows remain at least one foot below the finished floor elevation, in a fully
clogged sub-basin condition.
An outfall design is proposed which will permit the Affinity site to discharge detained releases. This
outfall will allow flows to reach the storm drain system in Ziegler, where it is allocated to pass to
the HP channel.
OFFSITE FLOWS
Offsite flows from the Harmony Mobile Home community cross the western boundary of the
development site and enter into Basin A2. The flows are collected in the grass lined bio-retention
(soft-swale) along the western site boundary and conveyed to the north where they are collected
by sump inlets. Onsite flows will be routed through the outlet structure of the pond at existing
rates. Offsite flows will be passed over two weirs, the detention pond weir and the level spreading
weir, and will exit the site on its east boundary in the same quantity, character and quality as the
existing condition. The proposed system is intended to convey the offsite flows through the site,
but not to detain or treat them.
Existing conditions offsite flows also enter the site from the south, from Pond 286 during the 100-
year storm event. At the 100-year level, Pond 286 located immediately south of the site, discharges
at 116 cfs over a concrete control weir located at the northeast end of the pond. These flows
currently sheet flow onto the Affinity Fort Collins site and they continue to do so with the
proposed design. The existing 100-year flows are then routed north into the parking lot and drive
aisle, and flow into the proposed private at the east end of the Affinity site. When the enlarged
detention pond fills, combined 100-year flows will then overtop the proposed weir on the east side
of the proposed pond and will sheet flow over the drive aisle to the east, to be conveyed offsite
across a level spreading concrete control weir onto the Sollenberger property.
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PROPOSED WATER QUALITY/DETENTION FACILITIES
The City’s Reasonable Use policy limits the rate of flow from developing properties to their 2- year
pre-development condition flow rate during the 100-year storm event. The proposed detention
pond’s release rates were calculated using the onsite 2-year historic flows and allowing the historic
offsite 100-year flows to pass through the outlet. See Appendix G for a figure showing the on-site
2-year historic flows and offsite 100-year historic flows.
The most recent version of the UD-Detention software (Version 2.35, January 2015) was used to
determine the detention volume requirements. Per City of Fort Collins requirements, the
calculated detention volume using the FAA method was increased by a factor of 1.20. The
calculated water quality capture volume (WQCV) was added to the total factored FAA detention
volume, and one foot of freeboard was included. The outlet structure was also designed in the UD-
Detention spreadsheet and is based on releasing the 2-year event at historic rates (onsite and
offsite) and the 100-year event (onsite only; calculated release based on 2-year historic flows)
through the outlet structure, while the 100-year offsite flows are discharged over the weir in
addition to the 116 cfs from Pond 286. The weir also serves as an emergency overflow in the event
that the outlet structure becomes blocked. See Table 1, below, for pond sizing and release rates.
Water Quality/Detention calculations are provided in Appendix C.
Table 1: Onsite Detention Pond Parameters
100-Year Volume
Required
WQCV Total
Volume
Peak
Inflow*
Peak Outlet
Discharge
Peak Spillway
Discharge
(ac-ft) (ac-ft) (ac-ft) (cfs) (cfs) (cfs)
Pond
A/B
1.972 0.195 2.167 53.0 1.14 57.3
*Includes Mobile Home flows, 17 cfs
Pond A is a proposed onsite water quality and detention pond located on the east side of the site
and collects flows from all onsite basins. The pond detains the 100-year developed onsite flows. In
addition to the constructed LID measures, water quality will be provided and will be released via a
perforated orifice plate to accomplish a 40-hour release of the WQCV. Pond A will detain the 100-
year onsite developed condition runoff and release at a rate of the site’s 2-year historic discharge
through the outlet structure.
Pond A’s emergency spillway is located along the east side of the pond. The emergency spillway is
defined by the back of curb along the private drive aisle east of the pond. A low point exists in the
profile of the drive aisle, with the lowest back-of-curb elevation set at the 100-year water surface
elevation in Pond A of 4938.22. The curb slopes up to the north and south from this point at
approximately 0.80 percent, and essentially functions as an irregular weir. At a depth of six inches,
the Pond A spillway can pass in excess of the total onsite and offsite undetained flows into the pond
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of 53 cfs. Above the six-inch flow depth, and additional six inches of freeboard exists in and around
the pond, in which no structures are affected. Calculations are provided in Appendix C.
The overflow path of Pond A is to the east across Corbett Drive. A level spreader is proposed on
the east property line which would convey flows to a proposed offsite swale, which would force the
discharges into Pond 298a. Pond 298a is a proposed offsite pond, which is described in more detail
below. In the emergency overflow scenario, all flows are routed to the east into Pond 298a, or
back into Pond A and through its outlet structure. In no event shall overflows from Pond 296,
Pond A, or Pond B leave the onsite and offsite conveyance system designed to route the emergency
overflows into Pond 298a.
Pond B is a secondary detention facility that works in series with Pond A. Pond B has no
proposed restriction on the outlet, and drains into Pond A freely. In the event that the water
surface elevation in Pond A causes the north storm sewer system to surcharge, Pond B will act as
additional storage for Pond A, essentially acting as one detention facility. Pond B’s invert elevation
(4934.00) is located above Pond A (4930.52) to provide positive drainage to the outfall.
Pond B has 2.96 feet of freeboard (low point at top of pond is located at the northeast corner,
4941.18). While Pond B does not feature an emergency spillway, any incidental overflow may
occur at the northeast corner of the pond, which is located at the back of sidewalk. However,
since the only inflow and outflow from Pond B is via the unrestricted storm sewer connection with
Pond A, the maximum water surface elevation in Pond B should never exceed the water surface in
Pond A, even in the event of a blockage.
The entire Pond A and Pond B detention system provides 2.17 acre-feet of storage with a minimum
of one-foot of freeboard below the finished floor elevations.
POND 298A (OFFSITE POND)
To the east of the Affinity site, a future detention pond, Pond 298a, will be graded and connected to
the proposed outfall pipe with the proposed Affinity development. No development is proposed
on the Sollenberger property at this time and future development on this property will prompt
improvements to Pond 298a including, but not limited to, trickle channel, outlet structure, and
spillway improvements.
Pond 298a is designed to detain a maximum volume of 8.46 ac-ft in the future condition, which is
based on fully-developed conditions in the area tributary to the pond. When the Pond 286 spillway
is reconfigured such that the Pond 286 overflow is directed to the east (see Affinity Living
Communities- SWMM Drainage Analysis memo, dated March 3, 2015, by JR Engineering in Appendix
E), the Pond 286 spillway discharge is directed into Pond 298a for detained release into the
proposed outfall system.
A restrictor plate is the proposed outlet control mechanism for Pond 298a. At the design water
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surface elevation of 4935.75, the discharge from Pond 298a is restricted to 10.0 cfs (see restrictor
plate calculations in Appendix C). This 10.0 cfs release rate is arbitrary, however it is intended to
work in conjunction with the Front Range Village system’s other ponds to limit the peak discharge
to 76.7 cfs at the HP Harmony Campus drainage channel. More information is presented in the
Outfall System section, below. The emergency spillway of Pond 298a is at 4935.50.
OUTFALL SYSTEM
An outfall system will be constructed to the east to Ziegler Road as part of the proposed
improvements. The Affinity site is located at the north end of the outfall system, located
downstream of the Harmony Mobile Home Park, and future developments’ onsite water
quality/detention facilities to the east will tie into the system as they develop.
CUHP and SWMM were used to evaluate the proposed outfall system for the detained release
from the Affinity site and to evaluate the effect of routing these flows in addition to undetained
flows from the Harmony Park mobile home development into the existing Front Range Village
detention pond (pond 286) as well as reconfiguring the existing weir of pond 286 such that the
overflow is directed to the east.
Per the 2007 Stantec Final Drainage and Erosion Control Study for Front Range Village, the maximum
peak discharge to the HP Harmony Campus drainage channel is 76.7 cfs. The existing outlet from
the English Ranch Subdivision discharges at a 100-year peak of 26.8 cfs, leaving 49.9 cfs for the
Paragon site and Front Range Village (23.3 cfs from “Pond A”, 6.5 cfs from “Pond E”, and 20.1 from
Pond 298; Stantec’s “Pond A” has no correlation to the Affinity site’s proposed Pond A).
Future Pond 298 will be located on the Sollenberger property east of Affinity. In total, three
ponds will release directly to the proposed Zielger outfall: the proposed Affinity Pond, proposed
Pond 298a, and future Pond 298. The proposed three-pond system represents the original Pond
298 from the Stantec report, which had a maximum release of 20.1 cfs. The proposed Affinity
detention pond will release at a peak 100-year rate of 1.15 cfs. By restricting the release of the
proposed offsite Pond 298a to 10.00 cfs, 8.95 cfs of discharge is able to be transferred to future
Pond 298 for future development on the Sollenberger property east of the Affinity site. The
Affinity Pond and Pond 298a will be in parallel to future Pond 298 and will release directly to the
Zielger outfall without being routed through Pond 298. Out of the 20.1 cfs allowed from the
previous drainage report to be released under Ziegler road, 10 cfs is being released
from Pond 298a and 1.15 cfs is being released from the Affinity pond, leaving 8.95 cfs
for future development on the property to the east of the Affinity site.
The proposed Zielger outfall system from the Affinity site will be comprised of ADS HDPE pipe,
with concrete manholes at changes in horizontal alignment. The proposed system is placed at 0.20
percent due to cover restrictions based on existing grade, which functions adequately using the
peak design flows. Hydraulic calculations are presented in Appendix D.
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STORMWATER POLLUTION PREVENTION
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,
silt fence placed around downstream areas of disturbance, construction vehicle tracking pad at
entrances, a designated concrete truck washout basin, designated vehicle fueling areas, inlet
protection, and others. All temporary erosion control measures are to be removed after they are
deemed unnecessary.
PERMANENT EROSION CONTROL
Permanent erosion control measures include, but are not limited to, the constructed
detention/water quality 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 detailed Storm Water
Management and Erosion Control Plan, report, and cost estimate meeting all City requirements is
submitted under a separate cover.
MAINTENANCE
The storm sewer system and water quality/detention ponds will be owned and maintained by the
property owner. The owner of the drainage facility is responsible for the maintenance of all
components of the drainage system located on their property; including inlets, pipes, culverts,
channels, ditches, hydraulic structures, detention basins or other such appurtenances unless
modified by development agreement.
Maintenance access into Ponds A and B will take place from the parking areas and drive aisles
adjacent to the ponds. The side slopes of the ponds (4:1 H:V maximum) will permit access to each
of the forebays and outlet structures.
Annual inspections should take place on both detention facilities to ensure they are functioning as
intended. At no time should the outlet structure of either facility be blocked by sediment or debris,
and consequently, minor maintenance should take place after significant storm events to remove
trash and debris buildup from the outlet structures of both facilities. Removal of accumulated debris
should be scheduled annually as well, typically no later than May to ensure that each facility is
operating as designed before each storm season. Frequent mowing of vegetation will help the ponds
with odor and insect control.
Annual maintenance operations should include:
x Inspect outlet structure and pipes, check structural integrity
x Check pond sedimentation levels
Page 14
x Trash and debris removal (each spring, before storm season)
x Wetland vegetation overgrowth mitigation, odor control, insect control as needed based on
observation or complaints
x Scheduled sediment removal and disposal for every 5 years, or as needed to keep forebays
to less than 1/3 full of sediment at all times.
Page 15
SUMMARY AND CONCLUSIONS
The proposed concept for the development of the Affinity Fort Collins site involves surface flows
and piping of developed conditions flows to a proposed onsite detention pond. LID site
enhancements will treat the site runoff at the source before allowing the runoff to be conveyed to
the proposed detention pond. Offsite flows from the west will be conveyed through the site and
directly released. Offsite flows from Pond 286 to the south (100-year flows only) will enter the site
from the south and will be bypassed through the Affinity site. Both off-site 100-year flow rates will
pass through the site and over the level spreading concrete weir, across its 150 foot length during a
major event; in the same character, quality and rate as historically passed through the site.
EXISTING AND PROPOSED CONDITIONS
The existing conditions drainage has two onsite sub-basins with different outfall points on the east
side of the subject property. The major differences between the existing condition and the
proposed condition are as follows:
1. In the existing condition, Design Point 1 (Basins OS-1 and EX1) discharges near Kingsley Court.
In the proposed condition, this offsite and onsite runoff is collected in the proposed storm sewer
and detention pond system, and these flows will be conveyed to the ultimate Ziegler Road outfall
with the remaining onsite flows.
2. The existing condition, flows from Basin EX2 and the 100-year offsite flows from Pond 286 (116
cfs) are both discharged across the east side of the subject property over the level spreading
concrete weir. The onsite basin EX2 has a variable concentrated flow path through the site and the
offsite flows from Pond 286 enter the Affinity site after being level-spread over the Pond 286 weir.
In the proposed condition, all onsite flows will be discharged from the onsite detention pond at
allowable historic rates, while the Pond 286 overflows that enter the site will be allowed to pass
over the detention pond’s weir, thus providing no additional detention for the Pond 286 overflows.
All flows that pass over the onsite pond’s weir will be level-spread over a proposed weir as the
flows leave the Affinity site on its eastern boundary.
The existing conditions drainage patterns are maintained in the proposed conditions. The proposed
improvements will have no adverse impacts on the flow rate, character, or quality of runoff leaving
the site.
Page 16
The hydrologic and detention/water quality calculations were performed using the required
methods as outlined in the City of Fort Collins Amendments to the Urban Drainage and Flood
Control District Criteria Manual. The proposed drainage improvements meet or exceed the City’s
requirements. This PDP Drainage Report and the complimenting drainage plans and LID plans
propose appropriate grading, permanent landscaping, LID BMPs, and onsite facilities (e.g. storm
sewer, inlets, water quality/detention facilities) that are shown in their preliminary configuration and
will be designed in the Final Drainage Report for Affinity Fort Collins with supporting calculations.
This report exhibits that the proposed detention meet or exceed the requirements set forth in the
City of Fort Collins “Storm Drainage Criteria Manual and Construction Standards”, along with all its
addenda.
Page 17
REFERENCES
Final Drainage and Erosion Control Study for Front Range Village, Fort Collins, Colorado; Stantec
Consulting, February 2007.
Flood Insurance Rate Map (FIRM) for Larimer County and Incorporated Areas (Map No.
08069C0994F); Federal Emergency Management Agency, December 19, 2006.
Fox Meadows Basin Drainage Master Plan Update; ICON Engineering, Inc., December 2002 and
revised February 2003.
Hydrologic Group Rating for Larimer County Area, Colorado; USDA-Natural Resources
Conservation Service, National Cooperative Soil Survey. Web Soil Survey URL:
http://websoilsurvey.nrcs.usda.gov. [July 21, 2010]
Storm Drainage Criteria Manual and Construction Standards; City of Fort Collins Storm Water
Utility, City of Fort Collins, Colorado, Updated January, 1997.
Stormwater Quality and Stream Restoration Update to the Fox Meadows Basin Stormwater Master
Drainage Plan; ICON Engineering, Inc., October 2012.
Urban Storm Drainage Criteria Manual (Volumes 1, 2, and 3); Urban Drainage and Flood Control
District, June 2001.
APPENDIXA–FIGURES
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APPENDIX B – HYDROLOGIC CALCULATIONS
Subdivision: Affinity Fort Collins Project Name: Affinity Fort Collins
Location: Fort Collins Project No.:
Calculated By: TAB
Checked By: 0
Date: 12/9/15
HISTORIC
EX1 4.930 2 4.930 2.00 2.00
EX2 3.470 2 3.470 2.00 2.00
TOTAL 8.400 2.00
Lawns
Weighted %
Imp.
% Imp. Area (ac)
39704.00
COMPOSITE % IMPERVIOUS CALCULATIONS
Weighted
% Imp.
Basins Total
Basin ID Total Area (ac) % Imp. Area (ac) Weighted % Imp.
Roofs
% Imp. Area (ac)
Weighted
% Imp.
Paved Roads
S:\Engineers\TBonser\_Projects\3970400 Affinity Fort Collins\Excel\3970400 Drainage_Calcs - Historic.xlsm Page 1 of 3 11/30/2015
Subdivision: Affinity Fort Collins Project Name: Affinity Fort Collins
Location: Fort Collins Project No.:
Calculated By: TAB
Checked By: 0
Date:
HISTORIC
FINAL
BASIN D.A. Hydrologic Impervious C100 C
2 L S Ti
L S Cv VEL. Tt COMP. T
c TOTAL Urbanized Tc
Tc
ID (AC) Soils Group (%) (FT) (%) (MIN) (FT) (%) (FPS) (MIN) (MIN) LENGTH (FT) (MIN) (MIN)
EX1 4.93 C 2.00 0.51 0.06 300 1.6 28.2 233 0.9 7.0 0.7 5.8 34.0 533.0 13.0 13.0
EX2 3.47 C 2.00 0.51 0.06 300 1.0 33.0 251 1.1 7.0 0.7 5.6 38.6 551.0 13.1 13.1
NOTES:
Ti = (0.395*(1.1 - C
5)*(L)^0.5)/((S)^0.33), S in ft/ft
Tt=L/60V (Velocity From Fig. 501)
Velocity V=Cv*S^0.5, S in ft/ft
Tc Check = 10+L/180
For Urbanized basins a minimum Tc of 5.0 minutes is required.
For non-urbanized basins a minimum Tc of 10.0 minutes is required
Cv
2.5
5
7
10
15
20
Nearly bare ground
Grassed waterway
Paved areas and shallow paved swales
Type of Land Surface
Heavy Meadow
Tillage/field
Short pasture and lawns
STANDARD FORM SF-2
TIME OF CONCENTRATION
SUB-BASIN Tc CHECK
39704.00
12/9/15
DATA (URBANIZED BASINS)
INITIAL/OVERLAND
(Ti)
TRAVEL TIME
(Tt)
S:\Engineers\TBonser\_Projects\3970400 Affinity Fort Collins\Excel\3970400 Drainage_Calcs - Historic.xlsm Page 2 of 3 11/30/2015
Project Name: Affinity Fort Collins
Subdivision: Affinity Fort Collins Project No.:
Location: Fort Collins Calculated By: TAB
Design Storm: Checked By: 0
Date:
HISTORIC
TRAVEL TIME
STREET
Design Point
Basin ID
Area (Ac)
Runoff Coeff.
Tc (min)
C*A (Ac)
I (in/hr)
Q (cfs)
Tc (min)
C*A (Ac)
I (in/hr)
Q (cfs)
Slope (%)
Street Flow (cfs)
Design Flow (cfs)
Slope (%)
Pipe Size (inches)
Length (ft)
Velocity (fps)
Tt (min)
REMARKS
1 EX1 4.93 0.06 13.0 0.30 2.24 0.7
2 EX2 3.47 0.06 13.1 0.21 2.24 0.5 1.14 cfs Allowable Release Rate
0.14 cfs/ac Allowable Unit Release Rate
DIRECT RUNOFF TOTAL RUNOFF STREET PIPE
STANDARD FORM SF-3
STORM DRAINAGE SYSTEM DESIGN
(RATIONAL METHOD PROCEDURE)
2-Year
39704.00
12/9/15
S:\Engineers\TBonser\_Projects\3970400 Affinity Fort Collins\Excel\3970400 Drainage_Calcs - Historic.xlsm Page 3 of 3 11/30/2015
Subdivision: Affinity Fort Collins Project Name: Affinity Fort Collins
Location: Fort Collins Project No.:
Calculated By: TAB
Checked By: 0
Date: 12/9/15
A1 0.54 100 0.276 51.10 5 0.087 0.80 90 0.177 29.50 81.40
A2 0.63 100 0.159 25.10 5 0.245 1.90 90 0.231 32.70 59.70
A3 0.41 100 0.173 42.10 5 0.115 1.40 90 0.123 26.90 70.40
A4 0.31 100 0.027 8.70 5 0.215 3.50 90 0.069 20.10 32.30
A5 0.91 100 0.481 52.70 5 0.265 1.40 90 0.168 16.50 70.60
A6 0.17 100 0.104 61.90 5 0.022 0.70 90 0.041 22.20 84.80
A7 0.74 100 0.054 7.30 5 0.492 3.30 90 0.197 23.90 34.50
A8 0.89 100 0.000 0.00 5 0.547 3.10 90 0.347 34.90 38.00
B1 0.16 100 0.019 11.80 5 0.056 1.80 90 0.084 47.60 61.20
B2 0.62 100 0.240 38.40 5 0.170 1.40 90 0.214 30.90 70.70
B3 0.27 100 0.232 86.30 5 0.037 0.70 90 0.000 0.00 87.00
B4 0.22 100 0.189 86.60 5 0.029 0.70 90 0.000 0.00 87.30
B5 0.81 100 0.257 31.80 5 0.210 1.30 90 0.342 38.00 71.10
C 0.87 100 0.639 73.70 5 0.219 1.30 90 0.010 1.00 76.00
D 0.67 100 0.034 5.10 5 0.516 3.80 90 0.122 16.30 25.20
OS1 7.82 --- --- --- 45.00
TOTAL 8.23 60.22
COMPOSITE % IMPERVIOUS CALCULATIONS
Weighted
% Imp.
Basins Total
Basin ID Total Area (ac) % Imp. Area (ac) Weighted % Imp.
Roofs
% Imp. Area (ac)
Weighted
% Imp.
Paved Roads Lawns
Weighted %
Imp.
% Imp. Area (ac)
39704.00
S:\Engineers\TBonser\_Projects\3970400 Affinity Fort Collins\Excel\3970400 Drainage_Calcs (11-19-15).xlsm Page 1 of 2 12/7/2015
Subdivision: Affinity Fort Collins Project Name: Affinity Fort Collins
Location: Fort Collins Project No.:
Calculated By: TAB
Checked By: 0
Date:
FINAL
BASIN D.A. Hydrologic Impervious C100 C
2 L S Ti
L S Cv VEL. Tt COMP. T
c TOTAL Urbanized Tc
Tc
ID (AC) Soils Group (%) (FT) (%) (MIN) (FT) (%) (FPS) (MIN) (MIN) LENGTH (FT) (MIN) (MIN)
A1 0.54 C 81.40 0.75 0.61 61 7.6 3.6 119 2.2 20.0 3.0 0.7 4.2 180.0 11.0 5.0
A2 0.63 C 59.70 0.63 0.40 39 1.4 7.2 210 0.5 15.0 1.1 3.3 10.5 249.0 11.4 10.5
A3 0.41 C 70.40 0.68 0.49 35 1.7 5.5 144 1.1 20.0 2.1 1.2 6.7 179.0 11.0 6.7
A4 0.31 C 32.30 0.57 0.24 20 8.3 3.5 108 0.5 20.0 1.4 1.3 4.7 128.0 10.7 5.0
A5 0.91 C 70.60 0.68 0.50 20 8.3 2.4 228 0.5 20.0 1.4 2.7 5.1 248.0 11.4 5.1
A6 0.17 C 84.80 0.78 0.65 20 2.0 2.9 80 1.0 20.0 2.0 0.7 3.6 100.0 10.6 5.0
A7 0.74 C 34.50 0.57 0.25 20 8.3 3.4 230 1.0 20.0 2.0 1.9 5.4 250.0 11.4 5.4
A8 0.89 C 38.00 0.58 0.27 30 1.3 7.7 732 0.2 15.0 0.7 17.0 24.7 762.0 14.2 14.2
B1 0.16 C 61.20 0.64 0.42 20 8.3 2.8 30 0.5 20.0 1.4 0.4 3.1 50.0 10.3 5.0
B2 0.62 C 70.70 0.68 0.50 20 8.3 2.4 188 2.0 20.0 2.8 1.1 3.5 208.0 11.2 5.0
B3 0.27 C 87.00 0.80 0.68 20 2.0 2.7 157 2.0 20.0 2.8 0.9 3.7 177.0 11.0 5.0
B4 0.22 C 87.30 0.81 0.69 20 2.0 2.7 155 2.0 20.0 2.8 0.9 3.6 175.0 11.0 5.0
B5 0.81 C 71.10 0.68 0.50 20 8.3 2.4 206 2.0 20.0 2.8 1.2 3.6 226.0 11.3 5.0
C 0.87 C 76.00 0.71 0.55 20 2.0 3.6 306 3.0 20.0 3.5 1.5 5.0 326.0 11.8 5.0
D 0.67 C 25.20 0.56 0.20 20 2.0 5.8 262 0.5 20.0 1.4 3.1 8.9 282.0 11.6 8.9
OS1 7.82 C 45.00 0.59 0.31 112 1.5 13.4 990 1.1 20.0 2.1 7.7 21.1 1102.0 16.1 16.1
NOTES:
Ti = (0.395*(1.1 - C
5)*(L)^0.5)/((S)^0.33), S in ft/ft
Tt=L/60V (Velocity From Fig. 501)
Velocity V=Cv*S^0.5, S in ft/ft
Tc Check = 10+L/180
For Urbanized basins a minimum Tc of 5.0 minutes is required.
For non-urbanized basins a minimum Tc of 10.0 minutes is required
Cv
2.5
5
7
10
15
20
DATA (URBANIZED BASINS)
INITIAL/OVERLAND
(Ti)
TRAVEL TIME
(Tt)
STANDARD FORM SF-2
TIME OF CONCENTRATION
SUB-BASIN Tc CHECK
39704.00
12/9/15
Nearly bare ground
Grassed waterway
Paved areas and shallow paved swales
Type of Land Surface
Heavy Meadow
Tillage/field
Short pasture and lawns
Project Name: Affinity Fort Collins
Subdivision: Affinity Fort Collins Project No.:
Location: Fort Collins Calculated By: TAB
Design Storm: Checked By: 0
Date:
TRAVEL TIME
STREET
Design Point
Basin ID
Area (Ac)
Runoff Coeff.
Tc (min)
C*A (Ac)
I (in/hr)
Q (cfs)
Tc (min)
C*A (Ac)
I (in/hr)
Q (cfs)
Slope (%)
Street Flow (cfs)
Design Flow (cfs)
Slope (%)
Pipe Size (inches)
Length (ft)
Velocity (fps)
Tt (min)
REMARKS
1 OS1 7.82 0.31 16.1 2.42 1.80 4.4
A1 0.54 0.61 5.0 0.33 2.78 0.9 Sump Inlet A1
2 A2 0.63 0.40 10.5 0.25 2.18 0.5 10.5 0.58 2.18 1.3 Sump Inlet A2
A3 0.41 0.49 6.7 0.20 2.56 0.5 Sump Inlet A3
3 A4 0.31 0.24 5.0 0.07 2.78 0.2 10.5 0.85 2.18 1.9 Sump Inlet A4
4 A5 0.91 0.50 5.1 0.46 2.77 1.3 10.5 1.31 2.18 2.9 Sump Inlet A5
A6 0.17 0.65 5.0 0.11 2.78 0.3 Sump Inlet A6
5 A7 0.74 0.25 5.4 0.19 2.73 0.5 10.5 1.61 2.18 3.5
6 A8 0.89 0.27 14.2 0.24 1.91 0.5 Sump Inlet A8
7 B1 0.16 0.42 5.0 0.07 2.78 0.2 Sump Inlet B1
8 B2 0.62 0.50 5.0 0.31 2.78 0.9 5.0 0.38 2.78 1.1 Sump Inlet B2
9 B3 0.27 0.68 5.0 0.18 2.78 0.5 5.0 0.56 2.78 1.6 Sump Inlet B3
10 B4 0.22 0.69 5.0 0.15 2.78 0.4 5.0 0.71 2.78 2.0 Sump Inlet B4
11 B5 0.81 0.50 5.0 0.40 2.78 1.1 5.0 1.11 2.78 3.1 Sump Inlet B5
12 C 0.87 0.55 5.0 0.48 2.77 1.3 Sump Inlet C
D 0.67 0.20 8.9 0.13 2.32 0.3
13 14.2 3.57 1.91 6.8 Pond A
Offsite flows enter site at DP1 and continue to
overflow weir
DIRECT RUNOFF TOTAL RUNOFF STREET PIPE
12/9/15
STANDARD FORM SF-3
STORM DRAINAGE SYSTEM DESIGN (MINOR STORM)
(RATIONAL METHOD PROCEDURE)
2-Year
39704.00
S:\Engineers\TBonser\_Projects\3970400 Affinity Fort Collins\Excel\3970400 Drainage_Calcs (11-19-15).xlsm Page 1 of 2 12/7/2015
Project Name: Affinity Fort Collins
Subdivision: Affinity Fort Collins Project No.:
Location: Fort Collins Calculated By: TAB
Design Storm: Checked By: 0
Date:
TRAVEL TIME
STREET
Design Point
Basin ID
Area (Ac)
Runoff Coeff.
Tc (min)
C*A (Ac)
I (in/hr)
Q (cfs)
Tc (min)
C*A (Ac)
I (in/hr)
Q (cfs)
Slope (%)
Street Flow (cfs)
Design Flow (cfs)
Slope (%)
Pipe Size (inches)
Length (ft)
Velocity (fps)
Tt (min)
REMARKS
1 OS1 7.82 0.31 16.1 2.42 6.27 15.2
A1 0.54 0.75 5.0 0.40 9.70 3.9 Sump Inlet A1
2 A2 0.63 0.63 10.5 0.40 7.60 3.0 10.5 0.80 7.60 6.1 Sump Inlet A2
A3 0.41 0.68 6.7 0.28 8.91 2.5 Sump Inlet A3
3 A4 0.31 0.57 5.0 0.18 9.70 1.7 10.5 1.26 7.60 9.6 Sump Inlet A4
4 A5 0.91 0.68 5.1 0.62 9.64 6.0 10.5 1.88 7.60 14.3 Sump Inlet A5
A6 0.17 0.78 5.0 0.13 9.70 1.3 Sump Inlet A6
5 A7 0.74 0.57 5.4 0.42 9.52 4.0 10.5 2.43 7.60 18.5
6 A8 0.89 0.58 14.2 0.52 6.65 3.5 Sump Inlet A8
7 B1 0.16 0.64 5.0 0.10 9.70 1.0 Sump Inlet B1
8 B2 0.62 0.68 5.0 0.42 9.70 4.1 5.0 0.52 9.70 5.0 Sump Inlet B2
9 B3 0.27 0.80 5.0 0.22 9.70 2.1 5.0 0.74 9.70 7.2 Sump Inlet B3
10 B4 0.22 0.81 5.0 0.18 9.70 1.7 5.0 0.92 9.70 8.9 Sump Inlet B4
11 B5 0.81 0.68 5.0 0.55 9.70 5.3 5.0 1.47 9.70 14.3 Sump Inlet B5
12 C 0.87 0.71 5.0 0.62 9.68 6.0 Sump Inlet C
D 0.67 0.56 8.9 0.38 8.08 3.1
13 14.2 5.42 6.65 36.0 Pond A
STANDARD FORM SF-3
STORM DRAINAGE SYSTEM DESIGN (MAJOR STORM)
(RATIONAL METHOD PROCEDURE)
Offsite flows enter site at DP1 and continue to
overflow weir
39704.00
PIPE
100-Year
DIRECT RUNOFF TOTAL RUNOFF STREET
12/9/15
S:\Engineers\TBonser\_Projects\3970400 Affinity Fort Collins\Excel\3970400 Drainage_Calcs (11-19-15).xlsm Page 2 of 2 12/7/2015
DEVELOPED CONDITIONS 100-YEAR CUHP
Summary of Unit Hydrograph Parameters Used By Program and Calculated Results (Version 1.4.4)
Catchment Name/ID User Comment for Catchment Ct Cp
W50
(min.)
W50
Before
Peak
W75
(min.)
W75
Before
Peak
Time to
Peak
(min.) Peak (cfs)
Volume
(c.f)
Excess
(inches)
Excess
(c.f.)
Time to
Peak
(min.)
Peak Flow
(cfs)
Total
Volume
(c.f.)
Runoff per
Unit Area
(cfs/acre)
206 0.107 0.554 3.7 1.31 1.9 0.88 5.2 677 196,383 2.84 556,987 30.0 515 724,765 9.53
207 0.228 0.388 3.7 1.29 1.9 0.86 4.3 59 16,698 2.87 47,940 30.0 39 53,719 8.47
208 0.147 0.483 3.3 1.15 1.7 0.77 4.5 255 64,832 2.93 189,895 30.0 176 244,257 9.84
209 0.149 0.480 4.9 1.71 2.5 1.14 5.5 168 63,416 2.91 184,790 30.0 137 215,034 7.82
243 0.205 0.414 3.6 1.27 1.9 0.85 4.4 77 21,780 2.96 64,480 30.0 53 75,065 8.85
244 0.266 0.363 3.8 1.34 2.0 0.90 4.3 32 9,583 2.93 28,070 30.0 22 30,396 8.15
245 0.252 0.372 3.4 1.19 1.8 0.80 4.1 43 11,398 2.93 33,386 30.0 26 35,811 8.15
300 0.164 0.315 9.6 3.34 5.0 2.24 6.3 128 94,380 2.35 222,132 35.0 120 220,872 4.60
301 0.170 0.310 9.5 3.33 4.9 2.22 6.3 115 84,942 2.35 199,918 35.0 108 198,675 4.60
302 0.283 0.242 16.2 4.51 8.4 3.19 7.5 13 16,335 2.35 38,446 35.0 16 38,313 3.46
595 0.222 0.320 7.0 2.44 3.6 1.63 5.4 55 29,839 2.47 73,637 30.0 47 75,557 5.71
296 0.229 0.347 9.5 3.34 5.0 2.23 6.7 31 22,907 2.58 59,155 35.0 30 58,732 4.77
Unit Hydrograph Parameters and Results Excess Precip. Storm Hydrograph
DEVELOPED CONDITIONS 100-YEAR CUHP
Summary of CUHP Input Parameters (Version 1.4.4)
Catchment Name/ID SWMM Node/ID Raingage Name/ID
Area
(sq.mi.)
Dist. to
Centroid
(miles)
Length
(miles)
Slope
(ft./ft.)
Percent
Imperv.
Pervious
(inches)
Imperv.
(inches)
Initial Rate
(in./hr.)
Final Rate
(in.hr.)
Decay
Coeff.
(1/sec.) DCIA Level
Dir. Con'ct
Imperv.
Fraction
Receiv.
Perv.
Fraction
Percent Eff.
Imperv.
206 206 100-YR 0.085 0.080 0.265 0.018 82.0 0.30 0.10 3.00 0.50 0.0018 0.00 0.94 0.34 81.52
207 207 100-YR 0.007 0.023 0.076 0.013 85.0 0.30 0.10 3.00 0.50 0.0018 0.00 0.95 0.35 84.56
208 208 100-YR 0.028 0.035 0.189 0.020 90.0 0.30 0.10 3.00 0.50 0.0018 0.00 0.96 0.37 89.66
209 209 100-YR 0.027 0.074 0.170 0.015 88.7 0.30 0.10 3.00 0.50 0.0018 0.00 0.96 0.36 88.33
243 243 100-YR 0.009 0.014 0.208 0.020 92.7 0.30 0.10 3.00 0.50 0.0018 0.00 0.97 0.38 92.44
244 244 100-YR 0.004 0.014 0.095 0.017 90.0 0.30 0.10 3.00 0.50 0.0018 0.00 0.96 0.37 89.66
245 245 100-YR 0.005 0.014 0.095 0.020 90.0 0.30 0.10 3.00 0.50 0.0018 0.00 0.96 0.37 89.66
300 300 100-YR 0.041 0.061 0.208 0.008 40.0 0.30 0.10 3.00 0.50 0.0018 0.00 0.80 0.20 39.12
301 301 100-YR 0.037 0.061 0.208 0.010 40.0 0.30 0.10 3.00 0.50 0.0018 0.00 0.80 0.20 39.12
302 302 100-YR 0.007 0.053 0.134 0.008 40.0 0.30 0.10 3.00 0.50 0.0018 0.00 0.80 0.20 39.12
595 595 100-YR 0.013 0.038 0.107 0.010 50.0 0.30 0.10 3.00 0.50 0.0018 0.00 0.85 0.23 49.17
296 296 100-YR 0.010 0.061 0.110 0.006 60.0 0.30 0.10 3.00 0.50 0.0018 0.00 0.90 0.27 59.30
Depression Storage Horton's Infiltration Parameters DCIA Level and Fractions
245 244
243a
206a
301a
360
207a
208a 209a
300a
321
243
206
207 208 209
300
301
302
322
595
595a
296
296a
597 299
270
211
Pond247 Pond246
Pond286
Pond287 Pond288 Pond289
Pond596
Pond298a
01/01/2005 00:15:00
SWMM 5.1 Page 1
7;11 0E]SYX
Tanglewood Proposed
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.007)
--------------------------------------------------------------
WARNING 08: elevation drop exceeds length for Conduit 28
WARNING 08: elevation drop exceeds length for Conduit 32
WARNING 08: elevation drop exceeds length for Conduit 33
*********************************************************
NOTE: The summary statistics displayed in this report are
based on results found at every computational time step,
not just on results from each reporting time step.
*********************************************************
****************
Analysis Options
****************
Flow Units ............... CFS
Process Models:
Rainfall/Runoff ........ NO
RDII ................... NO
Snowmelt ............... NO
Groundwater ............ NO
Flow Routing ........... YES
Ponding Allowed ........ NO
Water Quality .......... NO
Flow Routing Method ...... KINWAVE
Starting Date ............ JAN-01-2005 00:00:00
Ending Date .............. JAN-03-2005 00:00:00
Antecedent Dry Days ...... 0.0
Report Time Step ......... 00:15:00
Routing Time Step ........ 30.00 sec
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
Wet Weather Inflow ....... 0.000 0.000
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 45.251 14.746
External Outflow ......... 26.079 8.498
Internal Outflow ......... 2.687 0.876
Evaporation Loss ......... 0.000 0.000
Exfiltration Loss ........ 0.000 0.000
Initial Stored Volume .... 0.000 0.000
Final Stored Volume ...... 16.451 5.361
Continuity Error (%) ..... 0.073
********************************
Highest Flow Instability Indexes
********************************
All links are stable.
*************************
Routing Time Step Summary
*************************
Minimum Time Step : 30.00 sec
Average Time Step : 30.00 sec
Maximum Time Step : 30.00 sec
Percent in Steady State : 0.00
Average Iterations per Step : 1.01
Percent Not Converging : 0.00
Tanglewood Proposed
******************
Node Depth Summary
******************
---------------------------------------------------------------------
Average Maximum Maximum Time of Max
Depth Depth HGL Occurrence
Node Type Feet Feet Feet days hr:min
---------------------------------------------------------------------
245 JUNCTION 0.00 0.00 4951.00 0 00:00
244 JUNCTION 0.00 0.00 4947.00 0 00:00
243a JUNCTION 0.05 2.46 4942.46 0 00:30
206a JUNCTION 0.06 2.33 4935.33 0 00:33
301a JUNCTION 0.00 0.00 4935.00 0 00:00
360 JUNCTION 0.08 4.00 4932.00 0 00:27
207a JUNCTION 0.00 0.00 4926.00 0 00:00
208a JUNCTION 0.00 0.00 4924.00 0 00:00
209a JUNCTION 0.00 0.00 4922.00 0 00:00
300a JUNCTION 0.05 3.00 4938.00 0 00:35
321 JUNCTION 0.08 4.00 4934.00 0 00:26
243 JUNCTION 0.00 0.00 4945.00 0 00:00
206 JUNCTION 0.00 0.00 4934.00 0 00:00
207 JUNCTION 0.00 0.00 4926.50 0 00:00
208 JUNCTION 0.00 0.00 4924.50 0 00:00
209 JUNCTION 0.00 0.00 4922.50 0 00:00
300 JUNCTION 0.00 0.00 4940.00 0 00:00
301 JUNCTION 0.00 0.00 4940.00 0 00:00
302 JUNCTION 0.00 0.00 4945.00 0 00:00
322 JUNCTION 0.00 0.14 4940.14 0 00:35
595 JUNCTION 0.00 0.00 4945.00 0 00:00
595a JUNCTION 0.00 0.00 4940.00 0 00:00
296 JUNCTION 0.00 0.00 4936.00 0 00:00
296a JUNCTION 0.00 0.14 0.14 0 00:35
299 JUNCTION 0.49 1.45 4928.75 0 02:04
597 JUNCTION 0.19 0.37 4930.89 0 02:02
270 OUTFALL 0.00 0.00 4920.00 0 00:00
211 OUTFALL 0.49 1.45 4923.05 0 02:12
Pond247 STORAGE 0.14 4.19 4954.59 0 00:49
Pond246 STORAGE 0.15 4.92 4951.42 0 00:49
Pond286 STORAGE 8.45 9.80 4936.80 0 01:08
Pond287 STORAGE 7.85 8.09 4933.62 1 12:27
Pond288 STORAGE 0.63 5.57 4929.00 0 00:51
Pond289 STORAGE 3.06 7.51 4928.00 0 02:11
Pond596 STORAGE 2.67 7.38 4937.90 0 02:02
Pond298a STORAGE 1.62 8.24 4935.74 0 02:28
*******************
Node Inflow Summary
*******************
-------------------------------------------------------------------------------------------------
Maximum Maximum Lateral Total Flow
Lateral Total Time of Max Inflow Inflow Balance
Inflow Inflow Occurrence Volume Volume Error
Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent
-------------------------------------------------------------------------------------------------
245 JUNCTION 25.60 25.60 0 00:30 0.268 0.268 0.000
244 JUNCTION 21.53 21.53 0 00:30 0.227 0.227 0.000
243a JUNCTION 0.00 62.28 0 00:30 0 1.06 0.000
206a JUNCTION 0.00 561.97 0 00:30 0 6.48 0.000
301a JUNCTION 0.00 107.75 0 00:35 0 1.49 0.000
360 JUNCTION 0.00 670.24 0 00:30 0 8.86 0.000
Tanglewood Proposed
243 JUNCTION 53.10 53.10 0 00:30 0.561 0.561 0.000
206 JUNCTION 515.36 515.36 0 00:30 5.42 5.42 0.000
207 JUNCTION 38.96 38.96 0 00:30 0.402 0.402 0.000
208 JUNCTION 175.66 175.66 0 00:30 1.83 1.83 0.000
209 JUNCTION 136.59 136.59 0 00:30 1.61 1.61 0.000
300 JUNCTION 119.53 119.53 0 00:35 1.65 1.65 0.000
301 JUNCTION 107.75 107.75 0 00:35 1.49 1.49 0.000
302 JUNCTION 15.55 15.55 0 00:35 0.287 0.287 0.000
322 JUNCTION 0.00 15.55 0 00:35 0 0.287 0.000
595 JUNCTION 46.94 46.94 0 00:30 0.565 0.565 0.000
595a JUNCTION 0.00 46.94 0 00:30 0 0.565 0.000
296 JUNCTION 30.11 30.11 0 00:35 0.439 0.439 0.000
296a JUNCTION 0.00 152.47 0 01:07 0 3.29 0.000
299 JUNCTION 0.00 11.22 0 02:04 0 3.85 0.000
597 JUNCTION 0.00 1.20 0 02:02 0 0.565 -0.000
270 OUTFALL 0.00 16.52 0 02:11 0 4.65 0.000
211 OUTFALL 0.00 11.22 0 02:12 0 3.85 0.000
Pond247 STORAGE 0.00 25.60 0 00:30 0 0.268 0.022
Pond246 STORAGE 0.00 21.53 0 00:30 0 0.227 0.005
Pond286 STORAGE 0.00 670.24 0 00:30 0 8.86 0.107
Pond287 STORAGE 0.00 40.02 0 00:30 0 2.16 -0.001
Pond288 STORAGE 0.00 176.58 0 00:30 0 3.52 0.013
Pond289 STORAGE 0.00 172.01 0 00:30 0 5.02 0.025
Pond596 STORAGE 0.00 46.94 0 00:30 0 0.565 0.023
Pond298a STORAGE 0.00 152.47 0 01:07 0 3.29 0.019
**********************
Node Surcharge Summary
**********************
Surcharging occurs when water rises above the top of the highest conduit.
---------------------------------------------------------------------
Max. Height Min. Depth
Hours Above Crown Below Rim
Node Type Surcharged Feet Feet
---------------------------------------------------------------------
245 JUNCTION 48.01 0.000 0.000
244 JUNCTION 48.01 0.000 0.000
301a JUNCTION 48.01 0.000 0.000
360 JUNCTION 0.39 0.000 0.000
207a JUNCTION 48.01 0.000 0.000
208a JUNCTION 48.01 0.000 0.000
209a JUNCTION 48.01 0.000 0.000
321 JUNCTION 0.43 0.000 0.000
243 JUNCTION 48.01 0.000 0.000
206 JUNCTION 48.01 0.000 0.000
207 JUNCTION 48.01 0.000 0.000
208 JUNCTION 48.01 0.000 0.000
209 JUNCTION 48.01 0.000 0.000
300 JUNCTION 48.01 0.000 0.000
301 JUNCTION 48.01 0.000 0.000
302 JUNCTION 48.01 0.000 0.000
595 JUNCTION 48.01 0.000 0.000
595a JUNCTION 48.01 0.000 0.000
296 JUNCTION 48.01 0.000 0.000
Pond247 STORAGE 48.01 4.189 0.811
Pond246 STORAGE 48.01 4.916 1.084
Pond287 STORAGE 48.01 8.092 1.378
Pond288 STORAGE 48.01 5.570 0.000
Pond289 STORAGE 48.01 7.510 0.000
Pond596 STORAGE 48.01 7.378 0.252
Tanglewood Proposed
Flooding refers to all water that overflows a node, whether it ponds or not.
--------------------------------------------------------------------------
Total Maximum
Maximum Time of Max Flood Ponded
Hours Rate Occurrence Volume Volume
Node Flooded CFS days hr:min 10^6 gal 1000 ft3
--------------------------------------------------------------------------
321 0.43 117.14 0 00:35 0.755 0.000
Pond288 0.23 50.10 0 00:38 0.106 0.000
Pond289 0.13 8.58 0 02:04 0.015 0.000
**********************
Storage Volume Summary
**********************
--------------------------------------------------------------------------------------------------
Average Avg Evap Exfil Maximum Max Time of Max Maximum
Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow
Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS
--------------------------------------------------------------------------------------------------
Pond247 0.402 1 0 0 16.315 59 0 00:48 6.03
Pond246 0.282 1 0 0 12.973 52 0 00:48 5.15
Pond286 713.825 76 0 0 908.901 97 0 01:07 140.11
Pond287 60.232 70 0 0 63.326 74 1 12:26 1.33
Pond288 2.899 3 0 0 103.619 100 0 00:38 38.00
Pond289 75.875 22 0 0 343.858 100 0 02:03 16.52
Pond596 17.015 23 0 0 68.603 94 0 02:02 1.20
Pond298a 55.345 14 0 0 368.390 95 0 02:27 10.02
***********************
Outfall Loading Summary
***********************
-----------------------------------------------------------
Flow Avg Max Total
Freq Flow Flow Volume
Outfall Node Pcnt CFS CFS 10^6 gal
-----------------------------------------------------------
270 99.83 3.60 16.52 4.646
211 84.43 3.53 11.22 3.852
-----------------------------------------------------------
System 92.13 7.13 27.74 8.498
********************
Link Flow Summary
********************
-----------------------------------------------------------------------------
Maximum Time of Max Maximum Max/ Max/
|Flow| Occurrence |Veloc| Full Full
Link Type CFS days hr:min ft/sec Flow Depth
-----------------------------------------------------------------------------
1 DUMMY 25.60 0 00:30
2 DUMMY 21.53 0 00:30
5 DUMMY 107.75 0 00:35
6 CONDUIT 119.05 0 00:35 11.91 0.91 0.75
7 CONDUIT 57.29 0 00:33 9.16 0.64 0.58
8 CONDUIT 115.91 0 00:51 10.07 1.07 1.00
9 DUMMY 561.97 0 00:30
10 DUMMY 670.24 0 00:30
15 DUMMY 40.02 0 00:30
16 DUMMY 176.58 0 00:30
17 DUMMY 172.01 0 00:30
18 DUMMY 53.10 0 00:30
Tanglewood Proposed
19 DUMMY 515.36 0 00:30
20 DUMMY 38.96 0 00:30
21 DUMMY 175.66 0 00:30
23 DUMMY 119.53 0 00:35
24 DUMMY 107.75 0 00:35
26 DUMMY 136.59 0 00:30
27 DUMMY 15.55 0 00:35
28 CONDUIT 15.54 0 00:35 47.56 0.01 0.14
29 DUMMY 46.94 0 00:30
30 DUMMY 46.94 0 00:30
32 DUMMY 30.11 0 00:35
33 DUMMY 152.47 0 01:07
35 CONDUIT 11.22 0 02:12 4.59 0.88 0.73
36 CONDUIT 1.20 0 02:04 3.51 0.13 0.25
3 WEIR 138.64 0 01:08 0.00
11 DUMMY 1.47 0 01:08
12 DUMMY 1.33 1 12:27
13 DUMMY 38.00 0 00:51
14 DUMMY 16.52 0 02:11
22 DUMMY 6.03 0 00:49
25 DUMMY 5.15 0 00:49
31 DUMMY 1.20 0 02:02
34 DUMMY 10.02 0 01:46
*************************
Conduit Surcharge Summary
*************************
----------------------------------------------------------------------------
Hours Hours
--------- Hours Full -------- Above Full Capacity
Conduit Both Ends Upstream Dnstream Normal Flow Limited
----------------------------------------------------------------------------
8 0.39 0.42 0.39 0.43 0.42
Analysis begun on: Thu Dec 03 11:19:31 2015
Analysis ended on: Thu Dec 03 11:19:31 2015
Total elapsed time: < 1 sec
APPENDIX C –WATERQUALITY/DETENTION
CALCULATIONS
Project:
Basin ID:
Design Information (Input): Design Information (Input):
Catchment Drainage Imperviousness Ia = 60.22 percent Catchment Drainage Imperviousness I
a = 60.22 percent
Catchment Drainage Area A = 8.234 acres Catchment Drainage Area A = 8.234 acres
Predevelopment NRCS Soil Group Type = C A, B, C, or D Predevelopment NRCS Soil Group Type = C A, B, C, or D
Return Period for Detention Control T = 2 years (2, 5, 10, 25, 50, or 100) Return Period for Detention Control T = 100 years (2, 5, 10, 25, 50, or 100)
Time of Concentration of Watershed Tc = 12 minutes Time of Concentration of Watershed Tc = 12 minutes
Allowable Unit Release Rate q = 0.14 cfs/acre Allowable Unit Release Rate q = 0.14 cfs/acre
One-hour Precipitation P1 = 0.82 inches One-hour Precipitation P
1 = 2.86 inches
Design Rainfall IDF Formula i = C1* P1
/(C2+Tc
)^C3 Design Rainfall IDF Formula i = C1
* P1/(C2
+Tc)^C3
Coefficient One C1 = 28.50 Coefficient One C
1 = 28.50
Coefficient Two C2 = 10 Coefficient Two C
2 = 10
Coefficient Three C3 = 0.789 Coefficient Three C
3 = 0.789
Determination of Average Outflow from the Basin (Calculated): Determination of Average Outflow from the Basin (Calculated):
Runoff Coefficient C = 0.41 Runoff Coefficient C = 0.63
Inflow Peak Runoff Qp-in = 6.88 cfs Inflow Peak Runoff Qp-in = 36.90 cfs
Allowable Peak Outflow Rate Qp-out = 1.15 cfs Allowable Peak Outflow Rate Qp-out = 1.15 cfs
Mod. FAA Minor Storage Volume = 7,734 cubic feet Mod. FAA Major Storage Volume = 71,578 cubic feet
Mod. FAA Minor Storage Volume = 0.178 acre-ft Mod. FAA Major Storage Volume = 1.643 acre-ft
5 <- Enter Rainfall Duration Incremental Increase Value Here (e.g. 5 for 5-Minutes)
Rainfall Rainfall Inflow Adjustment Average Outflow Storage Rainfall Rainfall Inflow Adjustment Average Outflow Storage
Duration Intensity Volume Factor Outflow Volume Volume Duration Intensity Volume Factor Outflow Volume Volume
minutes inches / hr acre-feet "m" cfs acre-feet acre-feet minutes inches / hr acre-feet "m" cfs acre-feet acre-feet
(input) (output) (output) (output) (output) (output) (output) (input) (output) (output) (output) (output) (output) (output)
0 0.00 0.000 0.00 0.00 0.000 0.000 0 0.00 0.000 0.00 0.00 0.000 0.000
5 2.76 0.064 1.00 1.15 0.008 0.056 5 9.62 0.344 1.00 1.15 0.008 0.336
10 2.20 0.102 1.00 1.15 0.016 0.086 10 7.67 0.548 1.00 1.15 0.016 0.532
15 1.84 0.129 0.90 1.04 0.021 0.107 15 6.43 0.689 0.90 1.04 0.021 0.668
20 1.60 0.148 0.80 0.92 0.025 0.123 20 5.57 0.796 0.80 0.92 0.025 0.770
25 1.41 0.164 0.74 0.85 0.029 0.135 25 4.93 0.881 0.74 0.85 0.029 0.851
30 1.27 0.178 0.70 0.81 0.033 0.144 30 4.44 0.951 0.70 0.81 0.033 0.918
35 1.16 0.189 0.67 0.77 0.037 0.151 35 4.04 1.011 0.67 0.77 0.037 0.974
40 1.07 0.198 0.65 0.75 0.041 0.157 40 3.72 1.064 0.65 0.75 0.041 1.022
45 0.99 0.207 0.63 0.73 0.045 0.162 45 3.45 1.110 0.63 0.73 0.045 1.065
50 0.92 0.215 0.62 0.71 0.049 0.166 50 3.22 1.151 0.62 0.71 0.049 1.102
55 0.87 0.222 0.61 0.70 0.053 0.169 55 3.03 1.189 0.61 0.70 0.053 1.136
60 0.82 0.228 0.60 0.69 0.057 0.171 60 2.85 1.223 0.60 0.69 0.057 1.166
65 0.77 0.234 0.59 0.68 0.061 0.173 65 2.70 1.255 0.59 0.68 0.061 1.194
70 0.74 0.240 0.59 0.68 0.065 0.175 70 2.57 1.285 0.59 0.68 0.065 1.220
75 0.70 0.245 0.58 0.67 0.069 0.176 75 2.45 1.312 0.58 0.67 0.069 1.243
80 0.67 0.250 0.58 0.66 0.073 0.177 80 2.34 1.338 0.58 0.66 0.073 1.265
85 0.64 0.254 0.57 0.66 0.077 0.177 85 2.24 1.362 0.57 0.66 0.077 1.285
90 0.62 0.258 0.57 0.65 0.081 0.177 90 2.15 1.385 0.57 0.65 0.081 1.304
95 0.59 0.262 0.56 0.65 0.085 0.178 95 2.07 1.407 0.56 0.65 0.085 1.322
100 0.57 0.266 0.56 0.65 0.089 0.177 100 2.00 1.427 0.56 0.65 0.089 1.339
105 0.55 0.270 0.56 0.64 0.093 0.177 105 1.93 1.447 0.56 0.64 0.093 1.354
110 0.53 0.274 0.55 0.64 0.097 0.177 110 1.87 1.466 0.55 0.64 0.097 1.369
115 0.52 0.277 0.55 0.64 0.101 0.176 115 1.81 1.484 0.55 0.64 0.101 1.383
120 0.50 0.280 0.55 0.63 0.105 0.175 120 1.75 1.501 0.55 0.63 0.105 1.397
125 0.49 0.283 0.55 0.63 0.109 0.175 125 1.70 1.518 0.55 0.63 0.109 1.409
Project:
Basin ID:
UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013
DETENTION VOLUME BY THE MODIFIED FAA METHOD
Affinity Fort Collins
Onsite Detention Pond
0
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
1.8
2
0 50 100 150 200 250 300 350
Volume (acre-feet)
Duration (Minutes)
Inflow and Outflow Volumes vs. Rainfall Duration
Minor Storm Inflow Volume Minor Storm Outflow Volume Minor Storm Storage Volume Major Storm Inflow Volume Major Storm Outflow Volume Major Storm Storage Volume
3970400UD-Detention_v2.34 (12-02-15).xls, Modified FAA 12/2/2015, 9:40 AM
Project:
Basin ID:
Design Information (Input):
Width of Basin Bottom, W = 20.00 ft Right Triangle OR…
Length of Basin Bottom, L = 260.00 ft Isosceles Triangle OR…
Dam Side-slope (H:V), Zd = 4.00 ft/ft Rectangle X OR…
Circle / Ellipse OR…
Irregular (Use Overide values in cells G32:G52)
MINOR MAJOR
Storage Requirement from Sheet 'Modified FAA': 0.18 1.64 acre-ft.
Stage-Storage Relationship: Storage Requirement from Sheet 'Hydrograph': acre-ft.
Storage Requirement from Sheet 'Full-Spectrum': acre-ft.
Labels Water Side Basin Basin Surface Surface Volume Surface Volume Target Volumes
for WQCV, Minor, Surface Slope Width at Length at Area at Area at Below Area at Below for WQCV, Minor,
& Major Storage Elevation (H:V) Stage Stage Stage Stage Stage Stage Stage & Major Storage
Stages ft ft/ft ft ft ft
2
ft
2
User ft
3
acres acre-ft Volumes
(input) (input) Below El. (output) (output) (output) Overide (output) (output) (output) (for goal seek)
4930.15 (input) 20.00 260.00 5,200.0 0 0 0.000 0.000
4931.00 20.00 263.40 5,268.0 1,042 443 0.024 0.010
4932.00 20.00 267.40 5,348.0 5,595 3,761 0.128 0.086
4933.00 20.00 271.40 5,428.0 7,337 10,227 0.168 0.235
4934.00 20.00 275.40 5,508.0 8,993 18,392 0.206 0.422
4935.00 20.00 279.40 5,588.0 11,823 28,800 0.271 0.661
4936.00 20.00 283.40 5,668.0 18,337 43,880 0.421 1.007
4937.00 20.00 287.40 5,748.0 22,475 64,286 0.516 1.476
4938.00 20.00 291.40 5,828.0 26,069 88,558 0.598 2.033
Spillway Elev 4938.22 20.00 292.28 5,845.6 26,875 94,382 0.617 2.167
1' Freeboard 4938.72 20.00 294.28 5,885.6 30,608 108,753 0.703 2.497
#N/A #N/A
WQCV WSEL: #N/A #N/A WQCV (ac-ft):
4932.73 #N/A #N/A 0.195
#N/A #N/A
2-Year WSEL: #N/A #N/A 2-Year (ac-ft):
4933.92 #N/A #N/A 0.408
#N/A #N/A
100-Year WSEL: #N/A #N/A 100-Year (ac-ft):
4938.22 #N/A #N/A 2.167
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Project:
Basin ID:
STAGE-STORAGE SIZING FOR DETENTION BASINS
WQCV: 4932.79
2-YR: 4933.94
100-YR: 4938.22
4930.52
4931.52
4932.52
4933.52
4934.52
4935.52
4936.52
4937.52
4938.52
4939.52
0.00 0.50 1.00 1.50 2.00 2.50 3.00
Stage (ft. elev.)
Storage (acre-feet)
STAGE-STORAGE CURVE FOR THE POND
3970400UD-Detention_v2.34 (12-02-15).xls, Basin 12/2/2015, 9:40 AM
Project:
Basin ID:
WQCV Design Volume (Input):
Catchment Imperviousness, Ia = 60.2 percent Diameter of holes, D = 1.313 in. Time to Drain the Pond = 40 hours
Catchment Area, A = 8.234 acres Number of holes per row, N = 1
Depth at WQCV outlet above lowest perforation, H = 25 inches OR
Vertical distance between rows, h = 4.00 inches
Number of rows, NL = 6 Height of slot, H = in.
Orifice discharge coefficient, Co = 0.62 Width of slot, W = in.
Outlet Design Information (Output):
Water Quality Capture Volume (1.0 * (0.91 * I^3 - 1.19 * I^2 + 0.78 * I)), WQCV = 0.237 watershed inches
Water Quality Capture Volume (WQCV) = 0.163 acre-feet 1.00
Design Volume (WQCV / 12 * Area * 1.2) Vol = 0.195 acre-feet
Recommended maximum outlet area per row (based on 4" vertical spacing of rows), Ao = 1.40 square inches
Total opening area at each row based on user-input above, Ao = 1.35 square inches
Total opening area at each row based on user-input above, Ao = 0.009 square feet
Calculation of Collection Capacity:
Stage Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 6
ft 4930.20 4930.54 4930.87 4931.20 4931.54 4931.87 Flow
(input)
4930.15 0.000 0.000 0.000 0.000 0.000 0.000 0.00
4931.00 0.042 0.032 0.017 0.000 0.000 0.000 0.09
4932.00 0.063 0.056 0.050 0.042 0.032 0.017 0.26
4933.00 0.078 0.073 0.068 0.063 0.056 0.050 0.39
4934.00 0.091 0.087 0.083 0.078 0.073 0.068 0.48
4935.00 0.102 0.099 0.095 0.091 0.087 0.083 0.56
4936.00 0.113 0.109 0.106 0.102 0.099 0.095 0.62
4937.00 0.122 0.119 0.116 0.113 0.109 0.106 0.68
4938.00 0.131 0.128 0.125 0.122 0.119 0.116 0.74
4938.22 0.132 0.130 0.127 0.124 0.121 0.118 0.75
4939.22 0.140 0.138 0.135 0.132 0.130 0.127 0.80
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Project:
Basin ID:
STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET
Affinity Fort Collins
Onsite Detention Pond
4930.15
4931.15
4932.15
4933.15
4934.15
4935.15
4936.15
4937.15
4938.15
4939.15
4940.15
0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90
Stage (feet, elev.)
Discharge (cfs)
STAGE-DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE
3970400 UD-Detention_2.2 (WQCV).xls, WQCV 12/2/2015, 9:40 AM
Project:
Basin ID:
X
1
#1 Vertical #2 Vertical
Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input) Orifice Orifice
Water Surface Elevation at Design Depth Elev: WS = 4,938.22 feet
Pipe/Vertical Orifice Entrance Invert Elevation Elev: Invert = 4,930.00 feet
Required Peak Flow through Orifice at Design Depth Q = 1.15 cfs
Pipe/Vertical Orifice Diameter (inches) Dia = 12.0 inches
Orifice Coefficient Co = 0.62
Full-flow Capacity (Calculated)
Full-flow area Af = 0.79 sq ft
Half Central Angle in Radians Theta = 3.14 rad
Full-flow capacity Qf = 10.6 cfs
Percent of Design Flow = 922%
Calculation of Orifice Flow Condition
Half Central Angle (0<Theta<3.1416) Theta = 0.83 rad
Flow area Ao = 0.08 sq ft
Top width of Orifice (inches) To = 8.85 inches
Height from Invert of Orifice to Bottom of Plate (feet) Yo = 0.16 feet
Elevation of Bottom of Plate Elev Plate Bottom Edge = 4,930.16 feet
Resultant Peak Flow Through Orifice at Design Depth Qo = 1.2 cfs
Width of Equivalent Rectangular Vertical Orifice Equivalent Width = 0.50 feet
Centroid Elevation of Equivalent Rectangular Vertical Orifice Equiv. Centroid El. = 4,930.08 feet
Affinity Fort Collins
Onsite Detention Pond
RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES
3970400UD-Detention_v2.34 (12-02-15).xls, Restrictor Plate 12/2/2015, 9:41 AM
Project:
Basin ID:
Design Information (Input): #1 Horiz. #2 Horiz. #1 Vert. #2 Vert.
Circular Opening: Diameter in Inches Dia. = inches
OR
Rectangular Opening: Width in Feet W = 2.92 0.50 ft.
Length (Height for Vertical) L or H = 2.92 0.16 ft.
Percentage of Open Area After Trash Rack Reduction % open = 65 100 %
Orifice Coefficient Co = 0.62 0.62
Weir Coefficient Cw = 3.00
Orifice Elevation (Bottom for Vertical) Eo = 4933.06 4,930.00 ft.
Calculation of Collection Capacity:
Net Opening Area (after Trash Rack Reduction) Ao = 5.53 0.08 sq. ft.
OPTIONAL: User-Overide Net Opening Area Ao = sq. ft.
Perimeter as Weir Length Lw = 9.63 ft.
OPTIONAL: User-Overide Weir Length Lw = ft.
Top Elevation of Vertical Orifice Opening, Top = 4930.16 ft.
Center Elevation of Vertical Orifice Opening, Cen = 4930.08 ft.
Horizontal Orifices Vertical Orifices
Labels Water WQCV #1 Horiz. #1 Horiz. #2 Horiz. #2 Horiz. #1 Vert. #2 Vert. Total Target Volumes
for WQCV, Minor, Surface Plate/Riser Weir Orifice Weir Orifice Collection Collection Collection for WQCV, Minor,
& Major Storage Elevation Flow Flow Flow Flow Flow Capacity Capacity Capacity & Major Storage
W.S. Elevations ft cfs cfs cfs cfs cfs cfs cfs cfs Volumes
(input) (linked) (User-linked) (output) (output) (output) (output) (output) (output) (output) (link for goal seek)
4930.15 0.00 0.00 0.00 0.00 0.00 0.10 0.00 0.00
4931.00 0.09 0.00 0.00 0.00 0.00 0.38 0.00 0.09
2-Year WSEL: 4932.00 0.26 0.00 0.00 0.00 0.00 0.55 0.00 0.26 2-Year Q (cfs)
4933.92 4933.00 0.39 0.00 0.00 0.00 0.00 0.68 0.00 0.39 0.76
4934.00 0.48 26.22 26.64 0.00 0.00 0.79 0.00 0.79
4935.00 0.56 77.88 38.30 0.00 0.00 0.88 0.00 0.88
4936.00 0.62 145.39 47.15 0.00 0.00 0.97 0.00 0.97
100-Year WSEL: 4937.00 0.68 225.62 54.59 0.00 0.00 1.05 0.00 1.05 100-Year Q (cfs)
4938.22 4938.00 0.74 316.81 61.13 0.00 0.00 1.12 0.00 1.12 1.14
Spillway Elev 4938.22 0.75 338.22 62.48 0.00 0.00 1.14 0.00 1.14
1' Freeboard 4938.72 0.80 388.58 65.44 0.00 0.00 1.17 0.00 1.17
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Project:
Basin ID:
Affinity Fort Collins
Onsite Detention Pond
STAGE-DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL)
100-YR:, 4938.22
2-YR:, 4933.92
4930.15
4931.15
4932.15
4933.15
4934.15
4935.15
4936.15
4937.15
4938.15
4939.15
0 0.2 0.4 0.6 0.8 1 1.2 1.4
Stage (feet, elev.)
Discharge (cfs)
STAGE-DISCHARGE CURVE FOR THE OUTLET STRUCTURE
3970400UD-Detention_v2.34 (12-02-15).xls, Outlet 12/2/2015, 9:41 AM
Project Description
Friction Method Manning Formula
Solve For Discharge
Input Data
Channel Slope 0.00200 ft/ft
Normal Depth 0.50 ft
Section Definitions
Station (ft) Elevation (ft)
0+00 4940.60
0+48 4939.26
0+54 4939.20
0+79 4938.84
1+49 4938.22
3+19 4939.72
3+34 4940.07
3+52 4940.42
3+62 4940.57
Roughness Segment Definitions
Start Station Ending Station Roughness Coefficient
(0+00, 4940.60) (3+52, 4940.42) 0.013
(3+52, 4940.42) (3+62, 4940.57) 0.013
Results
Discharge 57.30 ft³/s
Elevation Range 4938.22 to 4940.60 ft
Flow Area 28.25 ft²
Wetted Perimeter 112.99 ft
Top Width 112.99 ft
Normal Depth 0.50 ft
Critical Depth 0.44 ft
Critical Slope 0.00409 ft/ft
Worksheet for Pond A Spillway
12/2/2015 12:39:47 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2
Results
Velocity 2.03 ft/s
Velocity Head 0.06 ft
Specific Energy 0.56 ft
Froude Number 0.72
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.50 ft
Critical Depth 0.44 ft
Channel Slope 0.00200 ft/ft
Critical Slope 0.00409 ft/ft
Worksheet for Pond A Spillway
12/2/2015 12:39:47 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2
Project Description
Friction Method Manning Formula
Solve For Discharge
Input Data
Channel Slope 0.00200 ft/ft
Normal Depth 0.50 ft
Discharge 57.30 ft³/s
Cross Section Image
Cross Section for Pond A Spillway
12/2/2015 12:40:18 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1
A Westrian Company
R R R
R R
R
R
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S:\Engineers\TBonser\_Projects\3970400 Affinity Fort Collins\Drawings\wK\3970400 Inundation Exhibit.dwg, 11x17 Landscape, 12/4/2015 11:10:35 AM, BonserT
Project:
Basin ID:
Design Information (Input):
Width of Basin Bottom, W = ft Right Triangle OR…
Length of Basin Bottom, L = ft Isosceles Triangle OR…
Dam Side-slope (H:V), Zd = ft/ft Rectangle OR…
Circle / Ellipse OR…
Irregular (Use Overide values in cells G32:G52)
MINOR MAJOR
Storage Requirement from Sheet 'Modified FAA': acre-ft.
Stage-Storage Relationship: Storage Requirement from Sheet 'Hydrograph': acre-ft.
Storage Requirement from Sheet 'Full-Spectrum': acre-ft.
Labels Water Side Basin Basin Surface Surface Volume Surface Volume Target Volumes
for WQCV, Minor, Surface Slope Width at Length at Area at Area at Below Area at Below for WQCV, Minor,
& Major Storage Elevation (H:V) Stage Stage Stage Stage Stage Stage Stage & Major Storage
Stages ft ft/ft ft ft ft2 ft2 User ft3 acres acre-ft Volumes
(input) (input) Below El. (output) (output) (output) Overide (output) (output) (output) (for goal seek)
4926.03 (input) 0 0 0.000 0.000
4927.00 0.00 0.00 10,442 5,064 0.240 0.116
4928.00 0.00 0.00 24,602 22,586 0.565 0.519
4929.00 0.00 0.00 31,315 50,545 0.719 1.160
4930.00 0.00 0.00 36,345 84,375 0.834 1.937
4931.00 0.00 0.00 41,738 123,416 0.958 2.833
4932.00 0.00 0.00 47,034 167,802 1.080 3.852
4933.00 0.00 0.00 53,954 218,296 1.239 5.011
4934.00 0.00 0.00 59,680 275,113 1.370 6.316
4935.00 0.00 0.00 65,643 337,775 1.507 7.754
4936.00 0.00 0.00 71,932 406,562 1.651 9.333
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Project:
Basin ID:
STAGE-STORAGE SIZING FOR DETENTION BASINS
4926.03
4928.03
4930.03
4932.03
4934.03
4936.03
4938.03
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00
Stage (ft. elev.)
Storage (acre-feet)
STAGE-STORAGE CURVE FOR THE POND
3970400UD-Detention_v2.34 (Offsite Pond 298a).xls, Basin 12/3/2015, 4:25 PM
Project:
Basin ID:
X
1
#1 Vertical #2 Vertical
Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input) Orifice Orifice
Water Surface Elevation at Design Depth Elev: WS = 4,935.75 feet
Pipe/Vertical Orifice Entrance Invert Elevation Elev: Invert = 4,926.03 feet
Required Peak Flow through Orifice at Design Depth Q = 10.00 cfs
Pipe/Vertical Orifice Diameter (inches) Dia = 24.0 inches
Orifice Coefficient Co = 0.62
Full-flow Capacity (Calculated)
Full-flow area Af = 3.14 sq ft
Half Central Angle in Radians Theta = 3.14 rad
Full-flow capacity Qf = 46.2 cfs
Percent of Design Flow = 462%
Calculation of Orifice Flow Condition
Half Central Angle (0<Theta<3.1416) Theta = 1.07 rad
Flow area Ao = 0.65 sq ft
Top width of Orifice (inches) To = 21.09 inches
Height from Invert of Orifice to Bottom of Plate (feet) Yo = 0.52 feet
Elevation of Bottom of Plate Elev Plate Bottom Edge = 4,926.55 feet
Resultant Peak Flow Through Orifice at Design Depth Qo = 10.0 cfs
Width of Equivalent Rectangular Vertical Orifice Equivalent Width = 1.25 feet
Centroid Elevation of Equivalent Rectangular Vertical Orifice Equiv. Centroid El. = 4,926.29 feet
Affinity Fort Collins
Pond 298a (Offsite)
RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES
3970400UD-Detention_v2.34 (Offsite Pond 298a).xls, Restrictor Plate 12/3/2015, 4:25 PM
Project:
Basin ID:
Design Information (Input): #1 Horiz. #2 Horiz. #1 Vert. #2 Vert.
Circular Opening: Diameter in Inches Dia. = inches
OR
Rectangular Opening: Width in Feet W = 1.25 ft.
Length (Height for Vertical) L or H = 0.52 ft.
Percentage of Open Area After Trash Rack Reduction % open = 100 %
Orifice Coefficient Co = 0.62
Weir Coefficient Cw =
Orifice Elevation (Bottom for Vertical) Eo = 4,926.03 ft.
Calculation of Collection Capacity:
Net Opening Area (after Trash Rack Reduction) Ao = 0.65 sq. ft.
OPTIONAL: User-Overide Net Opening Area Ao = sq. ft.
Perimeter as Weir Length Lw = ft.
OPTIONAL: User-Overide Weir Length Lw = ft.
Top Elevation of Vertical Orifice Opening, Top = 4926.55 ft.
Center Elevation of Vertical Orifice Opening, Cen = 4926.29 ft.
Horizontal Orifices Vertical Orifices
Labels Water WQCV #1 Horiz. #1 Horiz. #2 Horiz. #2 Horiz. #1 Vert. #2 Vert. Total Target Volumes
for WQCV, Minor, Surface Plate/Riser Weir Orifice Weir Orifice Collection Collection Collection for WQCV, Minor,
& Major Storage Elevation Flow Flow Flow Flow Flow Capacity Capacity Capacity & Major Storage
W.S. Elevations ft cfs cfs cfs cfs cfs cfs cfs cfs Volumes
(input) (linked) (User-linked) (output) (output) (output) (output) (output) (output) (output) (link for goal seek)
4926.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00
4927.00 0.00 0.00 0.00 0.00 2.73 0.00 2.73
4928.00 0.00 0.00 0.00 0.00 4.23 0.00 4.23
4929.00 0.00 0.00 0.00 0.00 5.32 0.00 5.32
4930.00 0.00 0.00 0.00 0.00 6.23 0.00 6.23
4931.00 0.00 0.00 0.00 0.00 7.02 0.00 7.02
4932.00 0.00 0.00 0.00 0.00 7.73 0.00 7.73
4933.00 0.00 0.00 0.00 0.00 8.38 0.00 8.38
4934.00 0.00 0.00 0.00 0.00 8.98 0.00 8.98
4935.00 0.00 0.00 0.00 0.00 9.54 0.00 9.54
4936.00 0.00 0.00 0.00 0.00 10.08 0.00 10.08
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#N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A 0.00 #N/A
Project:
Basin ID:
Affinity Fort Collins
Pond 298a (Offsite)
STAGE-DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL)
4926.03
4928.03
4930.03
4932.03
4934.03
4936.03
4938.03
0 2 4 6 8 10 12
Stage (feet, elev.)
Discharge (cfs)
STAGE-DISCHARGE CURVE FOR THE OUTLET STRUCTURE
3970400UD-Detention_v2.34 (Offsite Pond 298a).xls, Outlet 12/3/2015, 4:25 PM
APPENDIX D – HYDRAULIC CALCULATIONS
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 0.9 3.9 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
You cannot enter values for Q and use the Q calculator at the same time Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Gutter Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs
Total Design Peak Flow, Q = 0.9 3.9 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
Affinity Fort Collins PDP
Inlet A1
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
3970400 Inlet A1 UD-Inlet_v3.14.xlsm, Q-Peak 12/7/2015, 9:34 AM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020
Height of Curb at Gutter Flow Line HCURB = 6.00 inches
Distance from Curb Face to Street Crown TCROWN = 24.0 ft
Gutter Width W = 2.00 ft
Street Transverse Slope SX = 0.037 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 17.5 17.5 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 2.0 15.0 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Affinity Fort Collins PDP
Inlet A1
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
3970400 Inlet A1 UD-Inlet_v3.14.xlsm, Q-Allow 12/7/2015, 9:34 AM
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 0.5 2.8 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
You cannot enter values for Q and use the Q calculator at the same time Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Gutter Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs
Total Design Peak Flow, Q = 0.5 2.8 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
Affinity Fort Collins PDP
Inlet A2
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
3970400 Inlet A2 UD-Inlet_v3.14.xlsm, Q-Peak 12/7/2015, 10:06 AM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020
Height of Curb at Gutter Flow Line HCURB = 6.00 inches
Distance from Curb Face to Street Crown TCROWN = 24.0 ft
Gutter Width W = 2.00 ft
Street Transverse Slope SX = 0.035 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 17.5 17.5 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 2.0 15.0 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Affinity Fort Collins PDP
Inlet A2
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
3970400 Inlet A2 UD-Inlet_v3.14.xlsm, Q-Allow 12/7/2015, 10:06 AM
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 0.5 2.5 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
You cannot enter values for Q and use the Q calculator at the same time Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Gutter Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs
Total Design Peak Flow, Q = 0.5 2.5 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
Affinity Fort Collins PDP
Inlet A3
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
3970400 Inlet A3 UD-Inlet_v3.14.xlsm, Q-Peak 12/7/2015, 10:07 AM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020
Height of Curb at Gutter Flow Line HCURB = 6.00 inches
Distance from Curb Face to Street Crown TCROWN = 24.0 ft
Gutter Width W = 2.00 ft
Street Transverse Slope SX = 0.044 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 17.5 17.5 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 2.0 15.0 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Affinity Fort Collins PDP
Inlet A3
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
3970400 Inlet A3 UD-Inlet_v3.14.xlsm, Q-Allow 12/7/2015, 10:07 AM
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 0.2 1.7 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
You cannot enter values for Q and use the Q calculator at the same time Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Gutter Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs
Total Design Peak Flow, Q = 0.2 1.7 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
Affinity Fort Collins PDP
Inlet A4
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
3970400 Inlet A4 UD-Inlet_v3.14.xlsm, Q-Peak 12/7/2015, 10:07 AM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020
Height of Curb at Gutter Flow Line HCURB = 6.00 inches
Distance from Curb Face to Street Crown TCROWN = 24.0 ft
Gutter Width W = 2.00 ft
Street Transverse Slope SX = 0.039 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 17.5 17.5 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 2.0 15.0 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Affinity Fort Collins PDP
Inlet A4
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
3970400 Inlet A4 UD-Inlet_v3.14.xlsm, Q-Allow 12/7/2015, 10:07 AM
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 1.3 6.0 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
You cannot enter values for Q and use the Q calculator at the same time Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Gutter Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs
Total Design Peak Flow, Q = 1.3 6.0 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
Affinity Fort Collins PDP
Inlet A5
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
3970400 Inlet A5 UD-Inlet_v3.14.xlsm, Q-Peak 12/7/2015, 10:08 AM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020
Height of Curb at Gutter Flow Line HCURB = 6.00 inches
Distance from Curb Face to Street Crown TCROWN = 24.0 ft
Gutter Width W = 2.00 ft
Street Transverse Slope SX = 0.042 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 17.5 24.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 2.0 15.0 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Affinity Fort Collins PDP
Inlet A5
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
3970400 Inlet A5 UD-Inlet_v3.14.xlsm, Q-Allow 12/7/2015, 10:08 AM
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 0.3 1.3 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
You cannot enter values for Q and use the Q calculator at the same time Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Gutter Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs
Total Design Peak Flow, Q = 0.3 1.3 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
Affinity Fort Collins PDP
Inlet A6
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
3970400 Inlet A6 UD-Inlet_v3.14.xlsm, Q-Peak 12/7/2015, 10:09 AM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020
Height of Curb at Gutter Flow Line HCURB = 6.00 inches
Distance from Curb Face to Street Crown TCROWN = 24.0 ft
Gutter Width W = 2.00 ft
Street Transverse Slope SX = 0.040 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 17.5 17.5 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 2.0 15.0 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Affinity Fort Collins PDP
Inlet A6
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
3970400 Inlet A6 UD-Inlet_v3.14.xlsm, Q-Allow 12/7/2015, 10:09 AM
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 0.5 3.4 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
You cannot enter values for Q and use the Q calculator at the same time Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Gutter Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs
Total Design Peak Flow, Q = 0.5 3.4 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
Affinity Fort Collins PDP
Inlet A8
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
3970400 Inlet A8 UD-Inlet_v3.14.xlsm, Q-Peak 12/7/2015, 10:10 AM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020
Height of Curb at Gutter Flow Line HCURB = 6.00 inches
Distance from Curb Face to Street Crown TCROWN = 24.0 ft
Gutter Width W = 2.00 ft
Street Transverse Slope SX = 0.039 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.016
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 17.5 17.5 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 2.0 15.0 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Affinity Fort Collins PDP
Inlet A8
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
3970400 Inlet A8 UD-Inlet_v3.14.xlsm, Q-Allow 12/7/2015, 10:10 AM
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 0.2 1.0 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
You cannot enter values for Q and use the Q calculator at the same time Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Gutter Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs
Total Design Peak Flow, Q = 0.2 1.0 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
Affinity Fort Collins PDP
Inlet B1
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
3970400 Inlet B1 UD-Inlet_v3.14.xlsm, Q-Peak 12/7/2015, 10:12 AM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020
Height of Curb at Gutter Flow Line HCURB = 6.00 inches
Distance from Curb Face to Street Crown TCROWN = 40.0 ft
Gutter Width W = 1.73 ft
Street Transverse Slope SX = 0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.020
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 17.5 17.5 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 2.0 15.0 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Affinity Fort Collins PDP
Inlet B1
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
3970400 Inlet B1 UD-Inlet_v3.14.xlsm, Q-Allow 12/7/2015, 10:12 AM
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 0.9 4.1 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
You cannot enter values for Q and use the Q calculator at the same time Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Gutter Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs
Total Design Peak Flow, Q = 0.9 4.1 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
Affinity Fort Collins PDP
Inlet B2
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
3970400 Inlet B2 UD-Inlet_v3.14.xlsm, Q-Peak 12/7/2015, 10:10 AM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020
Height of Curb at Gutter Flow Line HCURB = 6.00 inches
Distance from Curb Face to Street Crown TCROWN = 40.0 ft
Gutter Width W = 1.73 ft
Street Transverse Slope SX = 0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.020
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 17.5 17.5 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 2.0 15.0 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Affinity Fort Collins PDP
Inlet B2
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
3970400 Inlet B2 UD-Inlet_v3.14.xlsm, Q-Allow 12/7/2015, 10:10 AM
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 0.5 2.1 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
You cannot enter values for Q and use the Q calculator at the same time Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Gutter Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs
Total Design Peak Flow, Q = 0.5 2.1 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
Affinity Fort Collins PDP
Inlet B3
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
3970400 Inlet B3 UD-Inlet_v3.14.xlsm, Q-Peak 12/7/2015, 10:13 AM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.016
Height of Curb at Gutter Flow Line HCURB = 6.00 inches
Distance from Curb Face to Street Crown TCROWN = 24.0 ft
Gutter Width W = 1.00 ft
Street Transverse Slope SX = 0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.020
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 17.5 17.5 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 2.0 15.0 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Affinity Fort Collins PDP
Inlet B3
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
3970400 Inlet B3 UD-Inlet_v3.14.xlsm, Q-Allow 12/7/2015, 10:13 AM
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 0.4 1.7 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
You cannot enter values for Q and use the Q calculator at the same time Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Gutter Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs
Total Design Peak Flow, Q = 0.4 1.7 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
Affinity Fort Collins PDP
Inlet B4
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
3970400 Inlet B4 UD-Inlet_v3.14.xlsm, Q-Peak 12/7/2015, 10:13 AM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.016
Height of Curb at Gutter Flow Line HCURB = 6.00 inches
Distance from Curb Face to Street Crown TCROWN = 24.0 ft
Gutter Width W = 1.73 ft
Street Transverse Slope SX = 0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.020
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 17.5 17.5 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 2.0 15.0 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Affinity Fort Collins PDP
Inlet B4
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
3970400 Inlet B4 UD-Inlet_v3.14.xlsm, Q-Allow 12/7/2015, 10:13 AM
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 1.1 5.3 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
You cannot enter values for Q and use the Q calculator at the same time Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Gutter Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs
Total Design Peak Flow, Q = 1.1 5.3 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
Affinity Fort Collins PDP
Inlet B5
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
3970400 Inlet B5 UD-Inlet_v3.14.xlsm, Q-Peak 12/7/2015, 10:14 AM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.016
Height of Curb at Gutter Flow Line HCURB = 6.00 inches
Distance from Curb Face to Street Crown TCROWN = 24.0 ft
Gutter Width W = 1.73 ft
Street Transverse Slope SX = 0.021 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.020
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 17.5 17.5 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 2.0 15.0 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Affinity Fort Collins PDP
Inlet B5
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
3970400 Inlet B5 UD-Inlet_v3.14.xlsm, Q-Allow 12/7/2015, 10:14 AM
Worksheet Protected
Project:
Inlet ID:
Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm
(local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 1.3 6.0 cfs
* If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet.
Geographic Information: (Enter data in the blue cells):
Subcatchment Area = Acres
You cannot enter values for Q and use the Q calculator at the same time Percent Imperviousness = %
NRCS Soil Type = A, B, C, or D
Slope (ft/ft) Length (ft)
Overland Flow =
Gutter Flow =
Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm
Design Storm Return Period, Tr = years
Return Period One-Hour Precipitation, P1 = inches
C1 =
C2 =
C3 =
User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C =
User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 =
Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs
Total Design Peak Flow, Q = 1.3 6.0 cfs
<---
FILL IN THIS SECTION
OR…
FILL IN THE SECTIONS
BELOW.
<---
DESIGN PEAK FLOW FOR ONE-HALF OF STREET
OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD
Affinity Fort Collins PDP
Inlet C
Site is Urban
Site is Non-Urban
Show Details
Site Type:
Street Inlets
Area Inlets in a Median
Flows Developed For:
3970400 Inlet C UD-Inlet_v3.14.xlsm, Q-Peak 12/7/2015, 10:15 AM
Project:
Inlet ID:
Gutter Geometry (Enter data in the blue cells)
Maximum Allowable Width for Spread Behind Curb TBACK = ft
Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = ft/ft
Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.016
Height of Curb at Gutter Flow Line HCURB = 6.00 inches
Distance from Curb Face to Street Crown TCROWN = 24.0 ft
Gutter Width W = 1.73 ft
Street Transverse Slope SX = 0.020 ft/ft
Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft
Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft
Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.020
Minor Storm Major Storm
Max. Allowable Spread for Minor & Major Storm TMAX = 22.0 22.0 ft
Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 2.0 15.0 inches
Allow Flow Depth at Street Crown (leave blank for no) check = yes
MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm
MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs
Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
Affinity Fort Collins PDP
Inlet C
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak'
3970400 Inlet C UD-Inlet_v3.14.xlsm, Q-Allow 12/7/2015, 10:15 AM
Active Scenario: 100-Year
Scenario: 100-Year
A4a 12"
B2 18"
B1 12"
A6b 30"
12/7/2015 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1
Bentley StormCAD V8i (SELECTseries 3)
3970400 StormCAD 2015-12-07.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84]
Active Scenario: 100-Year
Scenario: 100-Year
A6b 30"
12/7/2015 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1
Bentley StormCAD V8i (SELECTseries 3)
3970400 StormCAD 2015-12-07.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84]
Active Scenario: 100-Year
Scenario: 100-Year
12/7/2015 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1
Bentley StormCAD V8i (SELECTseries 3)
3970400 StormCAD 2015-12-07.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84]
Active Scenario: 100-Year
Scenario: 100-Year
12/7/2015 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1
Bentley StormCAD V8i (SELECTseries 3)
3970400 StormCAD 2015-12-07.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84]
Active Scenario: 2-Year
Conduit FlexTable: Combined Pipe/Node Report
Upstream
Structure
Headloss
Coefficient
Velocity N-Value
(Out)
(ft/s)
Velocity
(In)
(ft/s)
Velocity
(Avg)
(ft/s)
EGL (Down)
(ft)
EGL (Up)
(ft)
HGL
(Down)
(ft)
HGL (Up)
(ft)
Invert
(Down)
(ft)
Invert (Up)
(ft)
Line
Slope
(ft/ft)
Length
(ft)
Line
Size
(in)
Capacity (Full Flow)
(cfs)
Flow
(cfs)
Label
A1 18" 0.90 7.20 18.0 121.5 0.004 4,937.33 4,936.85 4,937.69 4,937.29 4,937.81 4,937.35 2.78 2.78 2.09 0.012 0.050
A2a 18" 1.30 7.20 18.0 89.5 0.004 4,936.85 4,936.49 4,937.28 4,937.07 4,937.43 4,937.13 3.09 3.09 2.06 0.012 0.050
A2b 18" 1.30 7.20 18.0 122.0 0.004 4,936.49 4,936.00 4,936.92 4,936.43 4,937.07 4,936.58 3.09 3.09 3.14 0.012 1.000
A3a 24" 1.90 15.50 24.0 216.0 0.004 4,935.50 4,934.64 4,935.98 4,935.24 4,936.15 4,935.33 3.35 3.30 2.35 0.012 0.050
A4a 12" 0.20 2.73 12.0 58.0 0.005 4,937.17 4,936.88 4,937.35 4,937.06 4,937.41 4,937.12 2.03 2.02 2.03 0.012 0.050
A4b 24" 2.90 15.50 24.0 214.4 0.004 4,934.64 4,933.78 4,935.23 4,934.37 4,935.45 4,934.59 3.78 3.71 3.78 0.012 0.050
A4b12" 0.20 2.73 12.0 55.2 0.005 4,936.78 4,936.50 4,936.96 4,936.68 4,937.02 4,936.75 2.03 2.02 2.03 0.012 0.350
A6a 30" 3.50 31.42 30.0 76.5 0.005 4,933.28 4,932.90 4,933.89 4,933.93 4,934.11 4,933.98 4.22 3.74 1.82 0.012 0.050
A6b 30" 3.50 31.42 30.0 62.7 0.005 4,932.90 4,932.59 4,933.91 4,933.92 4,933.97 4,933.95 4.22 1.88 1.31 0.012 0.350
A7 30" 0.50 26.50 30.0 41.0 0.004 4,933.43 4,933.28 4,933.90 4,933.90 4,933.91 4,933.91 2.10 0.76 0.52 0.012 0.050
A8 12" 0.50 6.39 12.0 94.7 0.027 4,935.46 4,932.86 4,935.75 4,933.92 4,935.86 4,933.93 4.85 2.61 0.64 0.012 0.050
B1 12" 0.20 2.67 12.0 73.4 0.005 4,936.78 4,936.43 4,936.97 4,936.61 4,937.03 4,936.68 1.99 1.99 2.02 0.012 0.000
B2 18" 1.10 7.97 18.0 76.1 0.005 4,935.91 4,935.54 4,936.31 4,936.02 4,936.44 4,936.10 3.17 2.99 2.28 0.012 0.000
B3 18" 1.60 8.05 18.0 190.1 0.005 4,935.54 4,934.59 4,936.02 4,935.04 4,936.19 4,935.24 3.55 3.33 3.55 0.012 0.000
B4 24" 2.00 17.33 24.0 61.1 0.005 4,934.09 4,933.78 4,934.58 4,934.30 4,934.75 4,934.45 3.68 3.34 3.11 0.012 0.000
B5 12" 1.10 6.68 12.0 41.7 0.030 4,935.93 4,934.68 4,936.37 4,934.95 4,936.54 4,935.57 6.28 3.29 6.28 0.012 0.000
B5a 24" 3.10 18.77 24.0 145.3 0.006 4,933.68 4,932.83 4,934.30 4,933.92 4,934.52 4,933.97 4.42 3.78 1.78 0.012 0.000
B5b 24' 3.10 20.03 24.0 71.8 0.007 4,932.73 4,932.25 4,933.92 4,933.92 4,933.96 4,933.94 4.63 1.60 1.11 0.012 0.000
Active Scenario: 100-Year
Conduit FlexTable: Combined Pipe/Node Report
Upstream
Structure
Headloss
Coefficient
Velocity N-Value
(Out)
(ft/s)
Velocity
(In)
(ft/s)
Velocity
(Avg)
(ft/s)
EGL (Down)
(ft)
EGL (Up)
(ft)
HGL
(Down)
(ft)
HGL (Up)
(ft)
Invert
(Down)
(ft)
Invert (Up)
(ft)
Line
Slope
(ft/ft)
Length
(ft)
Line
Size
(in)
Capacity (Full Flow)
(cfs)
Flow
(cfs)
Label
A1 18" 3.90 7.20 18.0 121.5 0.004 4,937.33 4,936.85 4,940.51 4,940.37 4,940.59 4,940.44 2.21 2.21 2.21 0.012 0.050
A2a 18" 6.10 7.20 18.0 89.5 0.004 4,936.85 4,936.49 4,940.43 4,940.17 4,940.61 4,940.36 3.45 3.45 3.45 0.012 0.050
A2b 18" 6.10 7.20 18.0 122.0 0.004 4,936.49 4,936.00 4,939.99 4,939.63 4,940.17 4,939.82 3.45 3.45 3.45 0.012 1.000
A3a 24" 9.60 15.50 24.0 216.0 0.004 4,935.50 4,934.64 4,939.63 4,939.30 4,939.77 4,939.44 3.06 3.06 3.06 0.012 0.050
A4a 12" 1.70 2.73 12.0 58.0 0.005 4,937.17 4,936.88 4,939.88 4,939.77 4,939.95 4,939.84 2.16 2.16 2.16 0.012 0.050
A4b 24" 14.30 15.50 24.0 214.4 0.004 4,934.64 4,933.78 4,939.28 4,938.55 4,939.60 4,938.87 4.55 4.55 4.55 0.012 0.050
A4b12" 1.70 2.73 12.0 55.2 0.005 4,936.78 4,936.50 4,939.74 4,939.63 4,939.81 4,939.71 2.16 2.16 2.16 0.012 0.350
A6a 30" 18.50 31.42 30.0 76.5 0.005 4,933.28 4,932.90 4,938.54 4,938.41 4,938.76 4,938.63 3.77 3.77 3.77 0.012 0.050
A6b 30" 18.50 31.42 30.0 62.7 0.005 4,932.90 4,932.59 4,938.33 4,938.22 4,938.55 4,938.44 3.77 3.77 3.77 0.012 0.350
A7 30" 4.00 26.50 30.0 41.0 0.004 4,933.43 4,933.28 4,938.55 4,938.55 4,938.56 4,938.56 0.81 0.81 0.81 0.012 0.050
A8 12" 3.50 6.39 12.0 94.7 0.027 4,935.46 4,932.86 4,939.00 4,938.22 4,939.31 4,938.53 4.46 4.46 4.46 0.012 0.050
B1 12" 1.00 2.67 12.0 73.4 0.005 4,936.78 4,936.43 4,939.97 4,939.92 4,939.99 4,939.94 1.27 1.27 1.27 0.012 0.000
B2 18" 5.00 7.97 18.0 76.1 0.005 4,935.91 4,935.54 4,939.92 4,939.77 4,940.04 4,939.90 2.83 2.83 2.83 0.012 0.000
B3 18" 7.20 8.05 18.0 190.1 0.005 4,935.54 4,934.59 4,939.77 4,939.01 4,940.03 4,939.27 4.07 4.07 4.07 0.012 0.000
B4 24" 8.90 17.33 24.0 61.1 0.005 4,934.09 4,933.78 4,939.04 4,938.96 4,939.16 4,939.08 2.83 2.83 2.83 0.012 0.000
B5 12" 5.30 6.68 12.0 41.7 0.030 4,935.93 4,934.68 4,939.75 4,938.96 4,940.45 4,939.67 6.75 6.75 6.75 0.012 0.000
B5a 24" 14.30 18.77 24.0 145.3 0.006 4,933.68 4,932.83 4,938.96 4,938.46 4,939.28 4,938.79 4.55 4.55 4.55 0.012 0.000
B5b 24' 14.30 20.03 24.0 71.8 0.007 4,932.73 4,932.25 4,938.46 4,938.22 4,938.79 4,938.54 4.55 4.55 4.55 0.012 0.000
llaftuO - -2raeY
:lebaL DNOP A
:epyT elohnaM
:DI 03
:lebaL 1O "21
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:lebaL 1O HM
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:DI 14
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-llaftuO-001raeY
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:DI 14
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epiP nuR A - -2raeY
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noitavelE ()tf
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epiP nuR A - -001raeY
:lebaL TELNI 1A
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:DI 46
:lebaL 1A "81
:epyT tiudnoC
:DI 09
:lebaL TELNI 2A
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:DI 56
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:lebaL 2A HM
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:DI 06
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:DI 48
:lebaL TELNI 3A
:epyT elohnaM
:DI 86
:lebaL a3A "42
:epyT tiudnoC
:DI 39
:lebaL TELNI 5A
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:DI 76
:lebaL b4A "42
:epyT tiudnoC
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:DI 66
:lebaL a6A "03
:epyT tiudnoC
:DI 98
:lebaL 6A HM
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:DI 36
:lebaL b6A "03
:epyT tiudnoC
:DI 18
:lebaL -OA
:epyT llaftuO
:DI 201
noitavelE ()tf
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LGE
LGH
epiP nuR 4A - -2raeY
:lebaL TELNI 3A
:epyT elohnaM
:DI 17
:lebaL a4A "21
:epyT tiudnoC
:DI 78
:lebaL HM
:epyT elohnaM
:DI 26
:lebaL "21b4A
:epyT tiudnoC
:DI 88
:lebaL TELNI 3A
:epyT elohnaM
:DI 86
noitavelE ()tf
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noitatS ()tf
.00 .50 .010 .510 .020 .520 .030 .530 .040 .540 .050 .550 .060 .560 .070 .570 .080 .580 .090 .590 .0010 .5010 .0110 .5110
LGE
LGH
epiP nuR 4A - -001raeY
:lebaL TELNI 3A
:epyT elohnaM
:DI 17
:lebaL a4A "21
:epyT tiudnoC
:DI 78
:lebaL HM
:epyT elohnaM
:DI 26
:lebaL "21b4A
:epyT tiudnoC
:DI 88
:lebaL TELNI 3A
:epyT elohnaM
:DI 86
noitavelE ()tf
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noitatS ()tf
.00 .50 .010 .510 .020 .520 .030 .530 .040 .540 .050 .550 .060 .560 .070 .570 .080 .580 .090 .590 .0010 .5010 .0110 .5110
epiP nuR 7A - -2raeY
:lebaL DNOP B
:epyT elohnaM
:DI 77
:lebaL 7A "03
:epyT tiudnoC
:DI 29
:lebaL TELNI 6A
:epyT elohnaM
:DI 66
noitavelE ()tf
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,4.93908
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,4.93904
,4.93902
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,4.33908
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,4.33904
,4.33902
noitatS ()tf
.00 .10 .20 .30 .40 .50 .60 .70 .80 .90 .010 .110 .210 .310 .410 .510 .610 .710 .810 .910 .020 .120 .220 .320 .420 .520 .620 .720 .820 .920 .030 .130 .230 .330 .430 .530 .630 .730 .830
.930 .040 .140 .240 .340
epiP nuR 7A - -001raeY
:lebaL DNOP B
:epyT elohnaM
:DI 77
:lebaL 7A "03
:epyT tiudnoC
:DI 29
:lebaL TELNI 6A
:epyT elohnaM
:DI 66
noitavelE ()tf
,4.04904
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,4.33908
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,4.33904
,4.33902
noitatS ()tf
.00 .10 .20 .30 .40 .50 .60 .70 .80 .90 .010 .110 .210 .310 .410 .510 .610 .710 .810 .910 .020 .120 .220 .320 .420 .520 .620 .720 .820 .920 .030 .130 .230 .330 .430 .530 .630 .730 .830
.930 .040 .140 .240 .340
epiP nuR 8A - -2raeY
:lebaL TELNI 8A
:epyT elohnaM
:DI 57
:lebaL 8A "21
:epyT tiudnoC
:DI 89
:lebaL -O8A
:epyT llaftuO
:DI 301
noitavelE ()tf
,4.93900
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,4.33900
,4.23908
noitatS ()tf
.00 .50 .010 .510 .020 .520 .030 .530 .040 .540 .050 .550 .060 .560 .070 .570 .080 .580 .090 .590
epiP nuR 8A - -001raeY
:lebaL TELNI 8A
:epyT elohnaM
:DI 57
:lebaL 8A "21
:epyT tiudnoC
:DI 89
:lebaL -O8A
:epyT llaftuO
:DI 301
noitavelE ()tf
,4.93904
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,4.23908
noitatS ()tf
.00 .50 .010 .510 .020 .520 .030 .530 .040 .540 .050 .550 .060 .560 .070 .570 .080 .580 .090 .590
epiP nuR B - -2raeY
:lebaL TELNI 1B
:epyT elohnaM
:DI 95
:lebaL 1B "21
:epyT tiudnoC
:DI 28
:lebaL TELNI 2B
:epyT elohnaM
:DI 96
:lebaL 2B "81
:epyT tiudnoC
:DI 58
:lebaL TELNI 3B
:epyT elohnaM
:DI 16
:lebaL 3B "81
:epyT tiudnoC
:DI 68
:lebaL TELNI 4B
:epyT elohnaM
:DI 47
:lebaL 4B "42
:epyT tiudnoC
:DI 59
:lebaL 4B HM
:epyT elohnaM
:DI 27
:lebaL a5B "42
:epyT tiudnoC
:DI 69
:lebaL 5B HM
:epyT elohnaM
:DI 37
:lebaL b5B '42
:epyT tiudnoC
:DI 79
:lebaL -OB
:epyT llaftuO
:DI 101
noitavelE ()tf
,4.24902
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epiP nuR B - -001raeY
:lebaL TELNI 1B
:epyT elohnaM
:DI 95
:lebaL 1B "21
:epyT tiudnoC
:DI 28
:lebaL TELNI 2B
:epyT elohnaM
:DI 96
:lebaL 2B "81
:epyT tiudnoC
:DI 58
:lebaL TELNI 3B
:epyT elohnaM
:DI 16
:lebaL 3B "81
:epyT tiudnoC
:DI 68
:lebaL TELNI 4B
:epyT elohnaM
:DI 47
:lebaL 4B "42
:epyT tiudnoC
:DI 59
:lebaL 4B HM
:epyT elohnaM
:DI 27
:lebaL a5B "42
:epyT tiudnoC
:DI 69
:lebaL 5B HM
:epyT elohnaM
:DI 37
:lebaL b5B '42
:epyT tiudnoC
:DI 79
:lebaL -OB
:epyT llaftuO
:DI 101
noitavelE ()tf
,4.24902
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epiP nuR 5B - -2raeY
:lebaL TELNI 5B
:epyT elohnaM
:DI 07
:lebaL 5B "21
:epyT tiudnoC
:DI 49
:lebaL 4B HM
:epyT elohnaM
:DI 27
noitavelE ()tf
,4.04900
,4.93908
,4.93906
,4.93904
,4.93902
,4.93900
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,4.33908
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noitatS ()tf
-.10 .00 .10 .20 .30 .40 .50 .60 .70 .80 .90 .010 .110 .210 .310 .410 .510 .610 .710 .810 .910 .020 .120 .220 .320 .420 .520 .620 .720 .820 .920 .030 .130 .230 .330 .430 .530 .630 .730
.830 .930 .040 .140 .240 .340 .440
epiP nuR 5B - -001raeY
:lebaL TELNI 5B
:epyT elohnaM
:DI 07
:lebaL 5B "21
:epyT tiudnoC
:DI 49
:lebaL 4B HM
:epyT elohnaM
:DI 27
noitavelE ()tf
,4.04906
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,4.33908
,4.33906
noitatS ()tf
-.10 .00 .10 .20 .30 .40 .50 .60 .70 .80 .90 .010 .110 .210 .310 .410 .510 .610 .710 .810 .910 .020 .120 .220 .320 .420 .520 .620 .720 .820 .920 .030 .130 .230 .330 .430 .530 .630 .730
.830 .930 .040 .140 .240 .340 .440
epiP nuR C - -2raeY
:lebaL TELNI C
:epyT elohnaM
:DI 67
:lebaL C "81
:epyT tiudnoC
:DI 99
:lebaL -OC
:epyT llaftuO
:DI 401
noitavelE ()tf
,4.73901
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epiP nuR C - -001raeY
:lebaL TELNI C
:epyT elohnaM
:DI 67
:lebaL C "81
:epyT tiudnoC
:DI 99
:lebaL -OC
:epyT llaftuO
:DI 401
noitavelE ()tf
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,4.23908
,4.23906
,4.23904
,4.23902
noitatS ()tf
-.10 .00 .10 .20 .30 .40 .50 .60 .70 .80 .90 .010 .110 .210 .310 .410 .510 .610 .710 .810 .910 .020 .120 .220 .320 .420 .520 .620 .720 .820 .920 .030 .130 .230 .330 .430 .530 .630 .730
.830 .930 .040
APPENDIX E – REFERENCED INFORMATION
%JJMRMX] 7MXI
7200 South Alton Way, Suite C400
Centennial, CO80112
303-740-9393 x Fax 303-921-7320
130 East Kiowa Street, Suite 400
Colorado Springs, CO80903
719-593-2593 x Fax 303-921-7320
2900 South College Avenue, Suite 3D
Fort Collins, CO80525
970-491-9888 x Fax 303-921-7320
MEMORANDUM
Introduction: JR Engineering, LLC has completed a conceptual storm drainage analysis for the Affinity
Living Communities at Front Range Village site. The purpose of this analysis is to evaluate an alternative
outfall system for the detained release from the Affinity site and to evaluate the effect of routing these flows
in addition to undetained flows from the Harmony Park mobile home development into the existing Front
Range Village detention pond (pond 286) as well as reconfiguring the existing weir of pond 286 such that the
overflow is directed to the east (see Figure 1 below). The results of the analysis show that routing the
undetained Harmony Park mobile home flows and the Affinity site detained flows into pond 286 and
reconfiguring the weir, will have little to no effect on the drainage system downstream of this pond and that
the total flows onto the Sollenberger property will be decreased compared to existing conditions. Therefore
routing the flows from the Harmony Park Mobile home and the Affinity site into pond 286 is a viable option
for Affinity drainage.
Analysis: Currently, the site drains from west to east with some off-site flows coming from the Harmony Park
mobile home development to the west of the site. During the 100-year storm event, some of the mobile home
park’s off-site flows are captured by cut-outs in a 30” corrugated metal pipe (cmp) and are piped to an off-site
detention pond, while the remaining flows continue onto the Affinity site (13.3 cfs). A preliminary drainage
study for the site was completed in September, and found that the existing Front Range Village detention
pond (pond 286), south of the site, directs its excess emergency overflow onto the southeasterly corner of the
Affinity site. Presently, all flows entering the Affinity site, including on-site, off-site and pond 286 overflow,
drain east to the Sollenberger property and to the outfall at Ziegler Road. This historic flow path will remain.
The site was also previously studied in the Front Range Village Drainage Report completed by Stantec
Consulting Inc. in 2007. This report provided a UD SWMM model analyzing the series of ponds on the Front
Range Village site including pond 286 as well as the downstream storm sewer and ponds. UD SWMM does
not provide a good representation of the ponds so new models of the existing drainage system as well as the
proposed drainage system were created in EPA SWMM 5.1. The existing drainage system routes flows from
the Harmony Park mobile home site, from the Affinity site and from pond 286 overflow onto the Sollenberger
property. The proposed drainage system routes the flows from the Harmony Park mobile home site into a
swale that drains to pond 286, and the flows from the proposed Affinity site into a detention pond on the
Affinity site that releases 1.1 cfs into pond 286. The proposed overflow weir for pond 286 still flows onto the
Sollenberger property, thus maintaining the historic flow path. These new models were then calibrated by
adjusting the subcatchment parameters to obtain peak flow values at the design point similar to the values
found in the UD SWMM model. In total, four models were made in EPA SWMM including: existing
calibrated model, proposed calibrated model, existing un-calibrated model, and proposed un-calibrated model.
The existing calibrated model shows the existing condition with the calibration made to match flows in the
UD SWMM model. The proposed calibrated model shows the proposed condition with the calibrations. The
To: Mr. Mark Ossello
From: Jason Tarry, PE and Ken Merritt, APA, RLA
Date: March 3, 2015
Subject: Affinity Living Communities- SWMM Drainage Analysis
7200 South Alton Way, Suite C400
Centennial, CO80112
303-740-9393 x Fax 303-921-7320
130 East Kiowa Street, Suite 400
Colorado Springs, CO80903
719-593-2593 x Fax 303-921-7320
2900 South College Avenue, Suite 3D
Fort Collins, CO80525
970-491-9888 x Fax 303-921-7320
existing un-calibrated model shows the existing condition with no calibration, using actual areas and time of
concentrations. The proposed un-calibrated model shows the proposed condition with no calibrations. A
schematic of the EPA SWMM 5.1 existing and proposed models as well as a table comparing the changes
made to the subcatchments for the calibration are attached.
Results: After analyzing the different models in SWMM there were only slight variation between the four
EPA SWMM Models and the UD SWMM model. A table comparing the peak flow and time for each model
is attached. From this table one can see that the calibrated models match very closely with the UD SWMM
model and that the un-calibrated models in general have lower flows but similar peak times. When Comparing
the existing condition models to the proposed condition models, the proposed condition has a higher inflow
into pond 286 and flow out of the weir of pond 286, but does not affect the flow downstream of pond 286.
While the flow through the weir of pond 286 increased in the proposed condition, the total flow onto the
Sollenberger property (design point 296) decreases in the proposed condition. Also attached is a hydrograph
showing the inflow into pond 286 as well as charts showing the volume of pond 286 for each of the EPA
SWMM models. These charts show that in the proposed condition the pond peaks sooner and will detain
water longer than in the existing conditions model.
Conclusion: In conclusion, routing the Harmony Park mobile home flows and the Affinity site detained flows
into the existing Front Range Village Pond 286 will have little to no effect on the drainage system
downstream of this pond and the total flows onto the Sollenberger property will be decreased. The detention
release from the Affinity property into pond 286 will likely not require any downstream improvements to the
Front Range Village existing drainage infrastructure including: pipes, detention ponds, or outlet structures. In
the proposed condition pond 286 will reach its peak sooner and will detain water longer than in its current
condition. The current configuration of pond 286 is large enough to detain the proposed flows but may need
some modification to maintain a foot of freeboard.
Figure 1. Affinity Drainage
% ')01/*(, &-+.(,2
Subcatchment
Name Subcatchment Parameter
Un-calibrated
Model
Calibrated to match
UD SWMM Model Delta
Area(acre) 53.6 54.1 0.5
Length to Centroid (ft) 450 420 -30
Length (ft) 1400 1400 0
Slope (ft/ft) 0.017 0.0176 0.0006
Percent Impervious(%) 81.2 82 0.8
Area(acre) 4 4.6 0.6
Length to Centroid (ft) 110 120 10
Length (ft) 350 400 50
Slope (ft/ft) 0.013 0.013 0
Percent Impervious(%) 81.6 85 3.4
Area(acre) 17.86 17.86 0
Length to Centroid (ft) 200 185 -15
Length (ft) 1200 1000 -200
Slope (ft/ft) 0.02 0.02 0
Percent Impervious(%) 89.5 90 0.5
Area(acre) 17.47 17.47 0
Length to Centroid (ft) 300 390 90
Length (ft) 800 900 100
Slope (ft/ft) 0.015 0.015 0
Percent Impervious(%) 88.7 88.7 0
Area(acre) 5.2 6 0.8
Length to Centroid (ft) 75 75 0
Length (ft) 900 1100 200
Slope (ft/ft) 0.02 0.02 0
Percent Impervious(%) 92.7 92.7 0
Area(acre) 2.5 2.64 0.14
Length to Centroid (ft) 75 75 0
Length (ft) 450 500 50
Slope (ft/ft) 0.017 0.017 0
Percent Impervious(%) 85 90 5
Area(acre) 2.9 3.14 0.24
Length to Centroid (ft) 75 75 0
Length (ft) 450 500 50
Slope (ft/ft) 0.017 0.02 0.003
Percent Impervious(%) 85 90 5
Area(acre) 23.1 26 2.9
Length to Centroid (ft) 320 320 0
Length (ft) 1000 1100 100
Slope (ft/ft) 0.008 0.008 0
Percent Impervious(%) 40 40 0
Area(acre) 17.2 23.4 6.2
Length to Centroid (ft) 430 320 -110
Length (ft) 1000 1100 100
Slope (ft/ft) 0.008 0.01 0.002
Percent Impervious(%) 40 40 0
Area(acre) 4.5 4.5 0
Length to Centroid (ft) 280 280 0
Length (ft) 705 705 0
Slope (ft/ft) 0.008 0.008 0
Percent Impervious(%) 40 40 0
Area(acre) 7.3 7.3 0
Length to Centroid (ft) 200 200 0
Length (ft) 565 565 0
Slope (ft/ft) 0.01 0.01 0
Peak Flow (cfs) Time (hr:min) Peak Flow (cfs) Time (hr:min) Peak Flow (cfs) Time (hr:min) Peak Flow (cfs) Time (hr:min) Peak Flow (cfs) Time (hr:min)
245 26 0:35 25.60 0:30 25.60 0:30 21.84 0:30 21.84 0:30
247 26 0:45 25.60 0:30 25.60 0:30 21.84 0:30 21.84 0:30
244 22 0:35 21.53 0:30 21.53 0:30 16.67 0:30 18.67 0:30
246 22 0:45 21.53 0:30 21.53 0:30 18.67 0:30 18.67 0:30
243 - - 53.10 0:30 53.10 0:30 42.44 0:30 42.44 0:30
243a 64 0:34 62.28 0:30 62.28 0:30 51.25 0:30 51.25 0:30
206 - - 515.36 0:30 515.36 0:30 455.71 0:30 455.71 0:30
206a 562 0:46 561.97 0:30 561.97 0:30 455.71 0:30 493.69 0:30
300 120 0:35 119.53 0:35 119.53 0:35 493.69 0:35 97.23 0:35
301 106 0:35 107.75 0:35 107.75 0:35 63.26 0:35 63.26 0:35
321 215 0:35 225.86 0:35 225.86 0:35 159.47 0:35 159.47 0:35
302 62 0:35 15.55 0:35 15.55 0:35 14.27 0:35 14.27 0:35
322 62 0:35 15.55 0:35 15.55 0:35 14.27 0:35 14.27 0:35
595 - - 26.90 0:30 60.30 0:30 26.90 0:30 56.20 0:30
596 - - - - 60.30 0:30 - - 56.20 0:30
360 670 0:35 670.24 0:30 681.49 0:30 601.97 0:30 612.13 0:30
286 670 3:22 670.24 0:30 681.49 0:30 601.97 0:30 612.13 0:30
296 185 0:35 172.43 1:08 156.66 1:07 106.22 1:15 94.26 1:13
207 - - 38.96 0:30 38.96 0:30 30.80 0:30 30.80 0:30
207a 39 0:34 40.02 0:30 40.02 0:30 31.82 0:30 31.82 0:30
287 39 2:06 40.02 0:30 40.02 0:30 31.82 0:30 31.82 0:30
208 - - 175.66 0:30 175.66 0:30 155.88 0:30 155.88 0:30
208a 177 0:34 176.58 0:30 176.58 0:30 156.74 0:30 156.74 0:30
288 177 2:00 176.58 0:30 176.58 0:30 156.74 0:30 156.74 0:30
209 - - 136.59 0:30 136.59 0:30 146.86 0:30 146.86 0:30
209a 172 0:35 172.01 0:30 172.01 0:30 181.09 0:30 181.09 0:30
289 172 2:01 172.01 0:30 172.01 0:30 181.09 0:30 181.09 0:30
270 25 2:08 16.52 2:11 16.52 2:11 16.40 2:08 16.40 2:08
Basin/ Design
Point
Peak Flow/ Time Comparison
UDSWMM Model-Stantec Existing SWMM 5.1 Calibrated Model Proposed SWMM 5.1 Calibrated Model Existing SWMM5.1 Un-calibrated Model Proposed SWMM 5.1 Un-calibrated Model
0.00
100.00
200.00
300.00
400.00
500.00
600.00
700.00
800.00
Flow (cfs)
Time (hr:min:sec)
Pond 286 Inflow
Existing Calibrated
Proposed Calibrated
Existing Un-calibrated
Proposed Un-calibrated
0
5
10
15
20
25
0:15:00
1:30:00
2:45:00
4:00:00
5:15:00
6:30:00
7:45:00
9:00:00
10:15:00
11:30:00
12:45:00
14:00:00
15:15:00
16:30:00
17:45:00
19:00:00
20:15:00
21:30:00
22:45:00
0:00:00
1:15:00
2:30:00
3:45:00
5:00:00
6:15:00
7:30:00
8:45:00
10:00:00
11:15:00
12:30:00
13:45:00
15:00:00
16:15:00
17:30:00
18:45:00
20:00:00
21:15:00
22:30:00
23:45:00
Volume (acre-ft)
Time (hr:min:sec)
Pond 286 Volume
Existing Calibrated
Proposed Calibrated
Existing Un-calibrated
Proposed Un-calibrated
Volume at Weir Elevation
0
5
10
15
20
25
Volume (acre-ft)
Time (hr:min:sec)
Pond 286 Volume
Existing Calibrated
Proposed Calibrated
Existing Un-calibrated
Proposed Un-calibrated
Volume at Weir Elevation
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E HARMONY RD
E HORSETOOTH RD CO RD 40
K
I
F
C
B
A
H
Fox Meadows Basin
Selected Plan - Water Quality Improvements . 1 inch = 500 feet
0 500 1,000 1,500 2,000
Feet
Fox Meadows Basin
Proposed BMP Basin Type
Flood Control Only
Water Quality Only
Flood Control and Water Quality
Proposed Improvements
Proposed Selected Plan
ProposedAlternatives Water Quality
SUBSURFACE EXPLORATION REPORT
PROPOSED AFFINITY AT FORT COLLINS APARTMENTS
2600 EAST HARMONY ROAD
FORT COLLINS, COLORADO
EEC PROJECT NO. 1142094
Prepared for:
Inland Group
1620 North Mamer Road – Building B
Spokane Valley, Washington 99216
Attn: Mr. Mark Ossello (marko@inlandconstruction.com)
Prepared by:
Earth Engineering Consultants, LLC
4396 Greenfield Drive
Windsor, Colorado 80550
4396 GREENFIELD DRIVE
WINDSOR, COLORADO 80550
(970) 545-3908 FAX (970) 663-0282
www.earth-engineering.com
EARTH ENGINEERING
CONSULTANTS, LLC
December 15, 2014
Inland Group
1620 North Mamer Road, Building B
Spokane, Washington 99203
Attn: Mr. Mark Ossello (marko@inlandconstruction.com)
Re: Subsurface Exploration Report
Proposed Affinity at Fort Collins Apartments
2600 East Harmony Road
Fort Collins, Colorado
EEC Project No. 1142094
Mr. Ossello:
Enclosed, herewith, are the results of the geotechnical subsurface exploration completed by Earth
Engineering Consultants, LLC personnel for the referenced project. For this exploration,
seventeen (17) soil borings were completed at “pre-determined” locations across the site to
obtain information on existing subsurface conditions. This exploration was completed in general
accordance with our proposal dated November 11, 2014.
In summary, the in-place subgrade soils in the site improvement areas consisted of cohesive
sandy lean clay / lean clay with sand, exhibiting relatively dry, very stiff to stiff, near surface
moderately to highly expansive zones. We recommend reworking the top 6 feet of subgrade
materials in the building(s) and flatwork areas to reduce the potential for post-construction
heaving of the overlying improvements with expansion of in-place subgrade soils. The
overexcavation depth could be reduced to 2 feet in the pavement areas although a greater amount
of post-construction heaving would be expected with the reduced overexcavation depth. We
believe the site building(s) could be supported by footing foundations bearing on the site fill
materials. Fly ash stabilization of the pavement subgrades should be expected with the moisture
conditioned subgrades.
SUBSURFACE EXPLORATION REPORT
PROPOSED AFFINITY AT FORT COLLINS APARTMENTS
2600 EAST HARMONY ROAD
FORT COLLINS, COLORADO
EEC PROJECT NO. 1142094
December 15, 2014
INTRODUCTION
The subsurface exploration for the proposed apartment building, pool building, parking garages and
drive/parking pavements for the proposed Affinity at Fort Collins development in Fort Collins,
Colorado, has been completed. For this exploration, seventeen (17) soil borings were completed at
“pre-determined” locations across the site to obtain information on existing subsurface conditions.
Borings B-1 thru B-8 were located within the proposed apartment building area and were extended
to approximate depths of 15 to 30 feet below existing site grades. Borings B-9 and B-10 were
extended to depths of approximately 15 to 30 feet within the proposed pool building area and
borings B-11 thru B-17 were located within proposed garage and pavement areas and extended to
approximate depths of 10 to 15 feet below present site grades. Individual boring logs and a site
diagram indicating the approximate boring locations are provided with this report.
We understand this project involves the development of the Affinity at Fort Collins complex North
of East Harmony Road and west of Corbett Drive in Fort Collins. The complex will include a pool
building, a play/pickle ball court, community garden and access/parking pavement areas and garages
in addition to an approximate 56,000 sf (plan area) 3-story wood frame apartment building.
Foundation loads for the apartment building are expected to be less than 4 klf for continuous wall
loads and less than 150 kips for individual column loads. Floor loads will be light. We expect site
flatwork will include patio areas and an indoor pool deck with low tolerance for movement. Site
pavements will carry low to moderate volumes of light vehicle traffic. We expect cuts and fills less
than 5 feet will be completed to develop design site grades.
The purpose of this report is to describe the subsurface conditions encountered in the completed test
borings, analyze and evaluate the test data, and provide geotechnical recommendations concerning
design and construction of the building(s) foundations and support of floor slabs, flatwork, and
pavements.
Earth Engineering Consultants, LLC
EEC Project No. 1142094
December 15, 2014
Page 2
EXPLORATION AND TESTING PROCEDURES
The boring locations were established in the field by Earth Engineering Consultants, LLC (EEC)
personnel using a hand held GPS unit with coordinates referenced from Google maps. The
approximate locations of the test borings are indicated on the attached boring location diagram. The
locations of the test borings should be considered accurate only to the degree implied by the methods
used to make the field measurements.
The test borings were drilled using a truck mounted, CME-55 drill rig equipped with a hydraulic
head employed in drilling and sampling operations. The boreholes were advanced using 4-inch
nominal diameter continuous flight augers. Samples of the subsurface materials encountered were
obtained using split barrel and California barrel sampling procedures in general accordance with
ASTM Specifications D1586 and D3550, respectively.
In the split barrel and California barrel sampling procedures, standard sampling spoons are advanced
into the ground with a 140-pound hammer falling a distance of 30 inches. The number of blows
required to advance the split barrel and California barrel samplers is recorded and is used to estimate
the in-situ relative density of cohesionless soils and, to a lesser degree of accuracy, the consistency
of cohesive soils and hardness of weathered bedrock. In the California barrel sampling procedure,
samples of the subsurface soils are obtained in removable brass liners. All samples obtained in the
field were sealed and returned to our laboratory for further examination, classification, and testing.
Laboratory moisture content tests were completed on each of the recovered samples. In addition, the
unconfined strength of appropriate samples was estimated using a calibrated hand penetrometer.
Atterberg limits and washed sieve analysis tests were completed to evaluate the quantity and
plasticity of fines in the subgrade samples. Swell/consolidation tests were completed on selected
samples to evaluate the potential for the subgrade and foundation bearing materials to change
volume with variation in moisture and load. Soluble sulfate tests were completed to help evaluate
the potential for sulfate attack on site cast concrete. Results of the outlined tests are indicated on the
attached boring logs and summary sheets.
As part of the testing program, all samples were examined in the laboratory and classified in
accordance with the attached General Notes and the Unified Soil Classification System, based on the
soil’s texture and plasticity. The estimated group symbol for the Unified Soil Classification System
is indicated on the boring logs and a brief description of that classification system is included with
Earth Engineering Consultants, LLC
EEC Project No. 1142094
December 15, 2014
Page 3
this report. Classification of the bedrock was based on visual and tactual evaluation of auger
cuttings and disturbed samples. Coring and/or petrographic analysis may reveal other rock types.
SITE AND SUBSURFACE CONDITIONS
The proposed Affinity at Fort Collins development will be located on an approximate 7.22 acre
parcel north of East Harmony Road and west of Corbett Drive in Fort Collins. The development
property is presently open field with sparse vegetation ground cover. Ground surface in this area
generally slopes toward the east and north with maximum difference in surface elevation across the
site on the order of 5 feet. No evidence of prior building construction was observed in the field by
EEC personnel, however, there is an approximate 6-foot stockpile of soil located at the south end of
the property on the west half. Prior to use of the stockpile materials, an investigation should be
conducted to determine if the material is suitable for fill/backfill.
An EEC field engineer was on site during drilling to evaluate the subsurface conditions encountered
and direct the drilling activities. Field logs prepared by EEC site personnel were based on visual and
tactual observation of disturbed samples and auger cuttings. The final boring logs included with this
report may contain modifications to the field logs based on the results of laboratory testing and
evaluation. Based on the results of the field borings and laboratory evaluation, subsurface
conditions can be generalized as follows.
In summary, sparse vegetation and topsoil was encountered at the surface at the boring locations.
The underlying soils generally consisted of lean clay with varying amounts of sand and occasional
gravel. Calcareous zones were typically observed within the cohesive soils. Occasional zones of
clayey sand with gravel were observed at varying depths. The cohesive soils were underlain in a
portion of the borings by weathered sandstone/siltstone/claystone bedrock at depths ranging from
approximately 23 feet to 29 feet. The site borings were terminated at depths of approximately 10 to
30 feet in either cohesive subgrade soils or underlying bedrock.
The near surface cohesive soil was generally relatively dry and dense, exhibiting moderate to high
swell potential. The deeper soils generally showed increased moisture and generally exhibited lower
swell potential. The near surface soils were generally very stiff to stiff in consistency becoming stiff
to medium stiff with increased depth. The occasional clayey sand and gravel layers were generally
dense to medium-dense. The underlying bedrock was generally moderately hard to hard.
Earth Engineering Consultants, LLC
EEC Project No. 1142094
December 15, 2014
Page 4
The stratification boundaries indicated on the boring logs represent the approximate locations of
changes in soil and rock types. In-situ, the transition of materials may be gradual and indistinct.
GROUNDWATER CONDITIONS
Observations were made while drilling of the borings to detect the presence and depth to hydrostatic
groundwater. At the time of our field exploration, groundwater was encountered at depths generally
in the range of approximately 16 to 21 feet below existing site grades. Groundwater was not
observed at all boring locations. The water level measurements completed at the time of our
exploration are indicated in the upper right hand corner of the attached boring logs.
Fluctuations in groundwater levels can occur over time depending on variations in hydrologic
conditions and other conditions not apparent at the time of this report. Monitoring in cased borings,
sealed from the influence of surface infiltration, would be required to more accurately evaluate
groundwater levels and fluctuations in the groundwater levels over time.
Zones of perched and/or trapped groundwater may occur at times in more permeable zones in the
subsurface soils. The location and amount of perched water is dependent upon several factors,
including hydrologic conditions, type of site development, irrigation demands on or adjacent to the
site, and seasonal and weather conditions. The observations provided in this report represent
groundwater conditions at the time of the field exploration, and may not be indicative of other times,
or at other locations.
ANALYSIS AND RECOMMENDATIONS
Swell – Consolidation Test Results
The swell-consolidation test is performed to evaluate the swell or collapse potential of soils to help
determine foundation, floor slab and pavement design criteria. In this test, samples obtained directly
from the California sampler are placed in a laboratory apparatus and inundated with water under a
predetermined load. The swell-index is the resulting amount of swell or collapse after the inundation
period expressed as a percent of the sample’s preload/initial thickness. After the inundation period,
additional incremental loads are applied to evaluate the swell pressure and/or consolidation.
Earth Engineering Consultants, LLC
EEC Project No. 1142094
December 15, 2014
Page 5
For this assessment, we conducted fourteen (14) swell-consolidation tests on soil samples obtained
from the California barrel sampler. The swell index values for the in-situ near surface soil samples
generally revealed moderate to high swell characteristics as indicated on the attached swell test
summaries. The (+) test results indicate the soil materials swell potential characteristics while the (-)
test results indicate the soil materials collapse/consolidation potential characteristics when inundated
with water. The following table summarizes the swell-consolidation laboratory test results for
samples obtained during our field explorations for the subject site.
Boring
No.
Depth,
ft.
Material Type
Swell Consolidation Test Results
In-Situ
Moisture
Content, %
Dry Density,
PCF
Inundation
Pressure, psf
Swell Index,
% (+/-)
1 9 Brown, Reddish Sandy Lean Clay 8.6 119.4 500 (+) 1.3
2 4 Brown Lean Clay with Sand 9.6 107.1 500 (+) 2.9
3 4
Brown Sandy Lean Clay / Lean
Clay with Sand
7.7 117.9 500 (+) 6.7
4 4
Brown Sandy Lean Clay / Lean
Clay with Sand
9.3 107.1 500 (+) 1.2
5 2
Brown Sandy Lean Clay / Lean
Clay with Sand
11.4 111.4 150 (+) 4.5
7 9 Red Clayey Sand with Gravel 10.0 115.8 500 (+) 1.1
9 9 Red Clayey Sand with Gravel 5.1 120.5 500 (+) 0.5
10 4 Brown Lean Clay with Sand 10.5 110.0 500 (+) 4.0
11 2
Brown Sandy Lean Clay / Lean
Clay with Sand
11.2 114.4 150 (+) 10.8
12 4
Brown Sandy Lean Clay / Lean
Clay with Sand
10.6 112.6 500 (+) 3.3
13 2 Brown Lean Clay with Sand 11.1 109.3 150 (+) 10.4
14 4
Brown Sandy Lean Clay / Lean
Clay with Sand
11.8 111.1 500 (+) 3.1
15 2 Brown Lean Clay with Sand 10.7 104.8 150 (+) 7.3
16 9 Brown Lean Clay with Sand 15.8 116.7 500 (+) 0.9
Colorado Association of Geotechnical Engineers (CAGE) uses the following information to provide
uniformity in terminology between geotechnical engineers to provide a relative correlation of slab
Earth Engineering Consultants, LLC
EEC Project No. 1142094
December 15, 2014
Page 6
Recommended Representative Swell Potential Descriptions and Corresponding
Slab Performance Risk Categories
Slab Performance Risk Category Representative Percent Swell
(500 psf Surcharge)
Representative Percent Swell
(1000 psf Surcharge)
Low 0 to < 3 0 < 2
Moderate 3 to < 5 2 to < 4
High 5 to < 8 4 to < 6
Very High > 8 > 6
Based on the laboratory test results, the in-situ samples analyzed for this project were commonly within
the moderate to high range near surface and lower swell with increased depth. The higher swell-index
values were of dry and dense subgrade samples obtained at depths of 2 to 4 feet. In our opinion, these
subsoils when over-excavated, moisture conditioned and properly placed and compacted as
engineered/controlled fill material would most likely reveal generally low swell potential results.
Site Preparation
All existing topsoil/vegetation should be removed from the site improvement areas. The variability
of the existing subsoils (please refer to the boring logs presented in the Appendix of this report and
note the moderately to highly expansive near surface cohesive soils) at approximate foundation and
slab subgrade elevations could result in significant total and differential movement of conventional
foundation and floor slab-on-grade should the expansive soils become elevated in moisture content.
The swell index values for the samples analyzed revealed low to moderate to high swelling
characteristics on the order of (+) 0.5 to (+) 10.8% at varying loading conditions, with an overall
average of about (+) 4.1%. Without an extensive over-excavation and replacement concept,
movement of conventional foundations and floor slabs is estimated to be on the order of 4 to 6
inches or more. Therefore, to reduce the potential movement of foundation and floor slabs, included
herein are recommendations for an over-excavation and replacement concept. If the owner cannot
tolerate the amount of floor slab movement predicted with the overexcavation process, consideration
could be given to the use of a structural floor system, supported independent of the subgrade soils.
A common practice to reduce potential foundation and slab movement/heave involves over-
excavation of the expansive soils and replacing these materials with low to non-expansive moisture
conditioned engineered fill material and/or with an approved imported structural/granular fill
material. This alternative over-excavation and replacement concept will not eliminate the possibility
Earth Engineering Consultants, LLC
EEC Project No. 1142094
December 15, 2014
Page 7
of foundation and/or slab heave; but movements should be reduced and tend to be more uniform.
Constructing improvements (i.e. buildings, flatwork, pavements, floor slabs, etc.) on a site which
exhibits potential for swelling is inherently at high risk for post construction heaving, causing distress of
site improvements. The following recommendations provided herein are to reduce the risk of post
construction heaving; however, that risk cannot be eliminated. If the owner does not accept that
risk, we would be pleased to provide more stringent recommendations.
After removal of all topsoil/vegetation within the planned development areas, as well as removal of
unacceptable or unsuitable subsoils and removal of overexcavation materials, and prior to fill
placement and/or site improvements, the exposed soils should be scarified to a minimum depth of 9
inches, adjusted in moisture content to within – 1 to +3% of standard Proctor optimum moisture
content and compacted to within the range of 94 to 98% of the material's standard Proctor maximum
dry density as determined in accordance with ASTM Specification D698.
Foundation Bearing Strata Preparation
To reduce the potential of foundation movement and allow for the use of a conventional spread
footing foundation system, we recommend the entire building(s) footprint be over-excavated. The
over-excavation should extend to a depth of at least 6 feet below existing site grades or final site
grade, (whichever results in the deeper excavation), and be replaced with either on-site subsoils
reconditioned to (-) 1% to (+) 3% of the material’s optimum moisture content and compacted to be
within the range of 94 – 98% of standard Proctor maximum dry density or with an approved
imported structural fill material. The over-excavated areas should extend laterally in all directions
beyond the edges of the foundation a minimum of 5 feet.
Fill materials used to replace the over-excavated zone and establish the conventional spread footing
foundation bearing zone, after the initial zone has been moisture conditioned/stabilized as discussed in
the “Site Preparation” section, should consist of approved on-site cohesive subsoils moisture
conditioned and compacted as previously described or an imported structural fill material which is free
from organic matter and debris. Structural fill consisting of CDOT Class 6 or 7 aggregate base course
(ABC) materials or approved recycled concrete could be considered. Structural fill material should be
placed in loose lifts not to exceed 9 inches thick and adjusted to a moisture content range of +/-3% of
optimum moisture content, and compacted to at least 95% of standard Proctor maximum dry density as
determined by ASTM Specification D698. The over-excavation and replacement concept when
completed will in essence, provide a minimum 6 foot separation from bottom of the finish floor slab,
Earth Engineering Consultants, LLC
EEC Project No. 1142094
December 15, 2014
Page 8
and a minimum of 3 feet of separation below the exterior perimeter footings, assuming a minimum
frost depth of 30 inches.
Spread Footing Foundation System Recommendations
Footing foundations bearing on a zone of approved engineered reconditioned on-site subsoils or a zone
of imported structural fill material, placed and compacted as previously outlined, could be designed for
a maximum net allowable total load bearing pressure of 2,000 psf. Total loads include full dead and
live load conditions. We estimate the long-term settlement of footing foundations, designed and
constructed as outlined above, would be approximately 1-inch.
After placement of the fill materials, care should be taken to avoid excessive wetting or drying of
those materials. Bearing materials which are loosened or disturbed by the construction activities or
materials which become dry and desiccated or wet and softened should be removed and replaced or
reworked in place prior to construction of the overlying improvements.
The outlined steps for preparing bearing materials will significantly reduce but not eliminate the
potential for movement of the building with heaving of the underlying materials. Over-excavation to
a greater depth of material could be considered to further reduce the potential for post-construction
movement.
Exterior foundations and foundations in unheated areas should be located at least 30 inches below
adjacent exterior grade to provide frost protection. We recommend formed continuous footings have
a minimum width of 12 inches and isolated column foundations have a minimum width of 24 inches.
Floor Slab/Flatwork Design and Construction Recommendations
Assuming the owners are willing to accept total and differential movements of the floor as outlined
herein, an over-excavation and replacement concept could be considered. As previously
recommended the entire building should be over-excavated to a depth of at least 6 feet below
existing site grades and replaced either moisture conditioned on-site engineered fill material and/or
approved imported structural fill material. An underslab gravel layer or thin leveling course could
be used underneath the concrete floor slabs to provide a capillary break mechanism, a load
distribution layer, and as a leveling course for the concrete placement.
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EEC Project No. 1142094
December 15, 2014
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Failure to limit the intrusion of water from any source (i.e., surface water infiltration, seepage from
nearby detention ponds if applicable, and/or adjacent utility trenches bedding zone, run-off, etc.) into
the underlying expansive subgrade materials could result in movement greater than those outlined
herein.
The following table provides estimates for the total and differential amounts of movement which
could be expected with an over-excavation replacement concept with either on-site reconditioned
on-site subsoils or with a non-expansive imported structural/granular fill material, should the soils
underlying the over-excavated zone become elevated in moisture content to a reasonable depth.
Calculated Heave Potential
Depth of Removal of Expansive Soil
and Replacement with Low to Non
Expansive Fill Materials (ft)
Calculated Heave Potential, Inches
Re-Conditioned On-Site Cohesive
Soils as Engineered Fill Material
Imported Structural/Granular Fill
Material
0 > 5" > 5”
4 2-1/2” 1-1/2”
6 < 1-1/2" < 1”
It should be noted that the heave potential is the heave that could occur if subsurface moisture
increases sufficiently subsequent to construction. When subsurface moisture does not increase, or
increases only nominally, the full heave potential may not be realized. For this reason, and assuming
some surface water run-off will be controlled with grading contours, drainage swales, etc., we
provided surface slope and drainage recommendations in our report to reduce the potential for
surface water infiltration. With appropriate surface features to limit the amount infiltration, we
would not expect the full amount of potential heave to occur.
Additional floor slab design and construction recommendations are as follows:
Positive separations and/or isolation joints should be provided between slabs and all
foundations, columns or utility lines to allow independent movement.
Control joints should be provided in slabs to control the location and extent of
cracking.
Interior trench backfill placed beneath slabs should be compacted in a similar manner
as previously described for imported structural fill material.
Floor slabs should not be constructed on frozen subgrade.
Other design and construction considerations, as outlined in the ACI Design Manual,
Section 302.1R are recommended.
Earth Engineering Consultants, LLC
EEC Project No. 1142094
December 15, 2014
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Positive drainage should be developed away from the building with a minimum slope of 1 inch per
foot for the first 10 feet away from the structure within landscape areas. Flatter slopes can be
developed in flatwork areas provided positive drainage is maintained away from the structure.
Seismic Conditions
The site soil conditions consist of approximately 23 to 27-feet of overburden soils overlying
moderately hard bedrock. For those site conditions, the 2012 International Building Code indicates
a Seismic Site Classification of D.
Lateral Earth Pressures
For any site improvements being constructed below grade, including the swimming pool, those
improvements will be subject to lateral earth pressures. Passive lateral earth pressures may help
resist the driving forces for site retaining walls or other similar site structures. Active lateral earth
pressures could be used for design of structures where some movement of the structure is
anticipated, such as retaining walls. The total deflection of structures for design with active earth
pressure is estimated to be on the order of one half of one percent of the height of the down slope
side of the structure. We recommend at-rest pressures be used for design of structures where
rotation of the walls is restrained. Passive pressures and friction between the footing and bearing
soils could be used for design of resistance to movement of retaining walls.
Coefficient values for backfill with anticipated types of soils for calculation of active, at rest and
passive earth pressures are provided in the table below. Equivalent fluid pressure is equal to the
coefficient times the appropriate soil unit weight. Those coefficient values are based on horizontal
backfill with backfill soils consisting of essentially on-site cohesive subsoils or approved imported
granular materials with friction angles of 25 and 35 degrees respectively. For the at-rest and active
earth pressures, slopes down and away from the structure would result in reduced driving forces with
slopes up and away from the structures resulting in greater forces on the walls. The passive
resistance would be reduced with slopes away from the wall. The top 30-inches of soil on the
passive resistance side of walls could be used as a surcharge load; however, should not be used as a
part of the passive resistance value. Frictional resistance is equal to the tangent of the friction angle
times the normal force.
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EEC Project No. 1142094
December 15, 2014
Page 11
Soil Type On-Site Low Plasticity Cohesive Imported Medium Dense Granular
Wet Unit Weight 115 135
Saturated Unit Weight 135 140
Friction Angle () – (assumed) 25° 35°
Active Pressure Coefficient 0.40 0.27
At-rest Pressure Coefficient 0.58 0.43
Passive Pressure Coefficient 2.46 3.70
Surcharge loads or point loads placed in the backfill can also create additional loads on below grade
walls. Those situations should be designed on an individual basis.
The outlined values do not include factors of safety nor allowances for hydrostatic loads and are
based on assumed friction angles, which should be verified after potential material sources have
been identified. Care should be taken to develop appropriate drainage systems behind below grade
walls to eliminate potential for hydrostatic loads developing on the walls. Those systems would
likely include perimeter drain systems extending to sump areas or free outfall where reverse flow
cannot occur into the system. Where necessary, appropriate hydrostatic load values should be used
for design.
Pool / Pool Building Design and Construction
As currently planned, the proposed project will include the construction of a swimming pool in a
freestanding building. The construction and performance of the pool and surrounding structure will be
dependent upon the amount of seepage from the pool impacting the in-situ moderate to high swell
potential subsoils. Based on the field results from Borings B-9 and B-10, it appears the pool will be
excavated and constructed within the overburden/cohesive zone. The sandy lean clay / lean clay with
sand overburden within the proposed pool building footprint, as evident by the swell-consolidation test
results presented with this report, exhibited moderate to high swell potential. Groundwater was not
encountered in Borings B-9 and B-10, however groundwater was observed at approximate depths of 16
to 21 feet below existing site grade across the site. Special precautions will be necessary to address the
expansive subsoils and, depending on final site grades, the potential presence of groundwater during
the construction of the proposed pool building.
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EEC Project No. 1142094
December 15, 2014
Page 12
Following the removal of existing topsoil/vegetation as recommended in the “Site Preparation”
section, EEC recommends the building foot print be over excavated 6 feet below the bottom of
swimming pool grade and replaced with either moisture conditioned on-site engineered fill material
and/or approved imported structural fill material reworked in the pool buildings area as recommended
in the “Foundation Bearing Strata Preparation” to reduce the potential for the moderate swell in-place
soils causing excessive post-construction heaving of the overlying pool. The over excavation should
extend laterally1-foot for every foot of over excavated material outside the perimeter of the pool
building. Following the removal of over excavation materials, the exposed soils should be scarified,
moisture conditioned and compacted and fill/backfill materials placed and compacted as recommended
in the “Foundation Bearing Strata Preparation” section. A drainage system should be provided
around and beneath the pool according to general industry standards.
To reduce possible damage that could be caused by movement of the subgrade soils, we recommend:
deck slabs be supported on fill material with no, or very low expansion or
compressibility characteristics,
strict moisture-density control during placement of subgrade fills
placement of effective control joints on relatively close centers and isolation joints
between slabs and other structural elements
provision for adequate drainage in areas adjoining the slabs
use of designs which allow vertical movement between the deck slabs and adjoining
structural elements
Pavements – Design and Construction Recommendations
Since movement of pavements is generally more tolerable, we suggest the over excavation depth in
the pavement areas could be reduced to 2 feet. We expect the site pavements will include areas
designated primarily for light-duty/automobile traffic usage and areas for heavy-duty/garbage truck
traffic. For design purposes we are using an assumed equivalent daily load axle (EDLA) rating of 5
to be used in the light-duty areas and an EDLA rating of 25 in the heavy-duty areas. Based on the
subsurface conditions encountered at the site we recommend the on-site parking area be designed
using an R-value of 5.
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EEC Project No. 1142094
December 15, 2014
Page 13
Due to the expansive characteristics of the overburden material zone, we recommend over-excavating a
minimum of two (2) feet of the overburden subsoils and replacement of these soils as moisture
conditioned/engineered fill material beneath pavement areas. Due to the potential pumping
conditions, which could develop in a moisture treatment process of on-site cohesive soils; we would
suggest in conjunction with the over-excavation process, for subgrade stabilization purposes,
incorporating at least 12 percent by weight, Class C fly ash, into the upper 12 inches of subgrade. An
alternate to fly ash and the 2-foot reconditioned fill material would be to over-excavate and/or “cut to
grade” to accommodate a minimum 2-foot layer of non-expansive granular soils to be placed and
compacted beneath the pavement section.
If the fly ash alternative stabilization approach is selected, EEC recommends incorporating 12% (by
weight) Class C fly ash, into the upper 12-inches of subgrade. Hot Mix Asphalt (HMA) pavement
materials underlain by crushed aggregate base course (ABC) materials with a fly ash treated subgrade,
and non-reinforced concrete pavement are feasible alternatives for the proposed on-site paved sections.
Pavement design methods are intended to provide structural sections with adequate thickness over a
particular subgrade such that wheel loads are reduced to a level the subgrade can support. The support
characteristics of the subgrade for pavement design do not account for shrink/swell movements of an
expansive clay subgrade or consolidation of a wetted subgrade. Thus, the pavement may be adequate
from a structural standpoint, yet still experience cracking and deformation due to shrink/swell related
movement of the subgrade. It is, therefore, important to minimize moisture changes in the subgrade to
reduce shrink/swell movements.
The subgrades should be thoroughly evaluated and proofrolled prior to pavement construction.
Recommended pavement sections are provided in the table below. The HMA pavement materials
should be grading S (75) with PG 58-28 oil. The ABC materials should be CDOT Class 5 or Class 6
materials. Portland cement concrete should be an exterior pavement mix with a minimum 28-day
compressive strength of 4,000 psi and should be air entrained.
Composite HMA underlain by ABC pavements may show rutting and distress in truck loading and
turning areas including trash removal trucks. Concrete pavements should be considered in those
areas.
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EEC Project No. 1142094
December 15, 2014
Page 14
RECOMMENDED MINIMUM PAVEMENT SECTIONS
Automobile
Parking
Heavy Duty Areas
18-kip EDLA
18-kip ESAL
Reliability
Resilient Modulus
PSI Loss
5
36,500
70%
3025
2.5
25
182,500
75%
3025
2.0
Design Structure Number 2.43 3.25
Composite:
Hot Mix Asphalt - (0.44 strength coefficient)
Aggregate Base Course - (0.11 strength coefficient)
Fly Ash Treated Subgrade (0.05 strength coefficient)
Design Structure Number
3-1/2"
4"
12"
(2.58)
4"
8"
12"
(3.24)
PCC (Non-reinforced) – placed on a stable subgrade 5-1/2" 7"
The recommended pavement sections are minimums and periodic maintenance should be expected.
Longitudinal and transverse joints should be provided as needed in concrete pavements for
expansion/contraction and isolation. The location and extent of joints should be based upon the final
pavement geometry. Sawed joints should be cut in accordance with ACI recommendations. All joints
should be sealed to prevent entry of foreign material and dowelled where necessary for load transfer.
Since the cohesive soils on the site have some shrink/swell potential, pavements could crack in the
future primarily because of the volume change of the soils when subjected to an increase in moisture
content to the subgrade. The cracking, while not desirable, does not necessarily constitute structural
failure of the pavement. Stabilization of the subgrades will reduce the potential for cracking of the
pavements.
The collection and diversion of surface drainage away from paved areas is critical to the satisfactory
performance of the pavement. Drainage design should provide for the removal of water from paved
areas in order to reduce the potential for wetting of the subgrade soils.
Long-term pavement performance will be dependent upon several factors, including maintaining
subgrade moisture levels and providing for preventive maintenance. The following
recommendations should be considered the minimum:
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EEC Project No. 1142094
December 15, 2014
Page 15
The subgrade and the pavement surface should be adequately sloped to promote proper surface
drainage.
Install pavement drainage surrounding areas anticipated for frequent wetting (e.g. garden
centers, wash racks)
Install joint sealant and seal cracks immediately,
Seal all landscaped areas in, or adjacent to pavements to minimize or prevent moisture
migration to subgrade soils;
Placing compacted, low permeability backfill against the exterior side of curb and gutter;
and,
Placing curb, gutter, and/or sidewalk directly on approved proof rolled subgrade soils
without the use of base course materials.
Preventive maintenance should be planned and provided for through an on-going pavement
management program. Preventive maintenance activities are intended to slow the rate of pavement
deterioration, and to preserve the pavement investment. Preventive maintenance consists of both
localized maintenance (e.g. crack and joint sealing and patching) and global maintenance (e.g. surface
sealing). Preventive maintenance is usually the first priority when implementing a planned pavement
maintenance program and provides the highest return on investment for pavements. Prior to
implementing any maintenance, additional engineering observation is recommended to determine the
type and extent of preventive maintenance.
Site grading is generally accomplished early in the construction phase. However as construction
proceeds, the subgrade may be disturbed due to utility excavations, construction traffic, desiccation, or
rainfall. As a result, the pavement subgrade may not be suitable for pavement construction and
corrective action will be required. The subgrade should be carefully evaluated at the time of pavement
construction for signs of disturbance, rutting, or excessive drying. If disturbance has occurred,
pavement subgrade areas should be reworked, moisture conditioned, and properly compacted to the
recommendations in this report immediately prior to paving.
Please note that if during or after placement of the stabilization or initial lift of pavement, the area is
observed to be yielding under vehicle traffic or construction equipment, it is recommended that EEC be
contacted for additional alternative methods of stabilization, or a change in the pavement section.
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EEC Project No. 1142094
December 15, 2014
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Soil Corrosivity
The results of the soluble sulfate tests completed for this project have indicated low potential for sulfate
attack on Portland cement concrete. ASTM Type I Portland cement may be suitable for concrete on
and below site grade within the overburden soils. However, if there is no, or minimal cost differential,
use of ASTM Type I/II Portland cement is recommended for additional sulfate resistance of
construction concrete. Foundation concrete should be designed in accordance with the provisions of
the ACI Design Manual, Section 318, Chapter 4.
Other Considerations
Positive drainage should be developed away from the structures and pavement areas with a
minimum slope of 1-inch per foot for the first 10 feet away from the improvements in landscape
areas. Flatter slopes could be considered in hardscape/pavement areas. Care should be taken in
planning of landscaping adjacent to the building and parking and drive areas to avoid features which
would pond water adjacent to the pavement, foundations or stemwalls.
Placement of plants which require irrigation systems or could result in fluctuations of the moisture
content of the subgrade material should be avoided adjacent to site improvements. Lawn watering
systems should not be placed within 5 feet of the perimeter of the building and parking areas. Spray
heads should be designed not to spray water on or immediately adjacent to the structure or site
pavements. Roof drains should be designed to discharge at least 5 feet away from the structure and
away from the pavement areas.
Excavations into the on-site soils may encounter a variety of conditions. Excavations into the on-
site clays and underlying bedrock formation can be expected to stand on relatively steep temporary
slopes during construction. The individual contractor(s) should be made responsible for designing
and constructing stable, temporary excavations as required to maintain stability of both the
excavation sides and bottom. All excavations should be sloped or shored in the interest of safety
following local and federal regulations, including current OSHA excavation and trench safety
standards.
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EEC Project No. 1142094
December 15, 2014
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GENERAL COMMENTS
The analysis and recommendations presented in this report are based upon the data obtained from
the soil borings performed at the indicated locations and from any other information discussed in this
report. This report does not reflect any variations, which may occur between borings or across the
site. The nature and extent of such variations may not become evident until construction. If
variations appear evident, it will be necessary to re-evaluate the recommendations of this report.
It is recommended that the geotechnical engineer be retained to review the plans and specifications
so comments can be made regarding the interpretation and implementation of our geotechnical
recommendations in the design and specifications. It is further recommended that the geotechnical
engineer be retained for testing and observations during earthwork and foundation construction
phases to help determine that the design requirements are fulfilled.
This report has been prepared for the exclusive use of Inland Group for specific application to the
project discussed and has been prepared in accordance with generally accepted geotechnical
engineering practices. No warranty, express or implied, is made. In the event that any changes in
the nature, design, or location of the project as outlined in this report are planned, the conclusions
and recommendations contained in this report shall not be considered valid unless the changes are
reviewed and the conclusions of this report are modified or verified in writing by the geotechnical
engineer.
Earth Engineering Consultants, LLC
DRILLING AND EXPLORATION
DRILLING & SAMPLING SYMBOLS:
SS: Split Spoon ‐ 13/8" I.D., 2" O.D., unless otherwise noted PS: Piston Sample
ST: Thin‐Walled Tube ‐ 2" O.D., unless otherwise noted WS: Wash Sample
R: Ring Barrel Sampler ‐ 2.42" I.D., 3" O.D. unless otherwise noted
PA: Power Auger FT: Fish Tail Bit
HA: Hand Auger RB: Rock Bit
DB: Diamond Bit = 4", N, B BS: Bulk Sample
AS: Auger Sample PM: Pressure Meter
HS: Hollow Stem Auger WB: Wash Bore
Standard "N" Penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2‐inch O.D. split spoon, except where noted.
WATER LEVEL MEASUREMENT SYMBOLS:
WL : Water Level WS : While Sampling
WCI: Wet Cave in WD : While Drilling
DCI: Dry Cave in BCR: Before Casing Removal
AB : After Boring ACR: After Casting Removal
Water levels indicated on the boring logs are the levels measured in the borings at the time indicated. In pervious soils, the indicated
levels may reflect the location of ground water. In low permeability soils, the accurate determination of ground water levels is not
possible with only short term observations.
DESCRIPTIVE SOIL CLASSIFICATION
Soil Classification is based on the Unified Soil Classification
system and the ASTM Designations D‐2488. Coarse Grained
Soils have move than 50% of their dry weight retained on a
#200 sieve; they are described as: boulders, cobbles, gravel or
sand. Fine Grained Soils have less than 50% of their dry weight
retained on a #200 sieve; they are described as : clays, if they
are plastic, and silts if they are slightly plastic or non‐plastic.
Major constituents may be added as modifiers and minor
constituents may be added according to the relative
proportions based on grain size. In addition to gradation,
coarse grained soils are defined on the basis of their relative in‐
place density and fine grained soils on the basis of their
consistency. Example: Lean clay with sand, trace gravel, stiff
(CL); silty sand, trace gravel, medium dense (SM).
CONSISTENCY OF FINE‐GRAINED SOILS
Unconfined Compressive
Strength, Qu, psf Consistency
< 500 Very Soft
500 ‐ 1,000 Soft
1,001 ‐ 2,000 Medium
2,001 ‐ 4,000 Stiff
4,001 ‐ 8,000 Very Stiff
8,001 ‐ 16,000 Very Hard
RELATIVE DENSITY OF COARSE‐GRAINED SOILS:
N‐Blows/ft Relative Density
0‐3 Very Loose
4‐9 Loose
10‐29 Medium Dense
30‐49 Dense
50‐80 Very Dense
80 + Extremely Dense
PHYSICAL PROPERTIES OF BEDROCK
DEGREE OF WEATHERING:
Slight Slight decomposition of parent material on
joints. May be color change.
Moderate Some decomposition and color change
throughout.
High Rock highly decomposed, may be extremely
broken.
Group
Symbol
Group Name
Cu≥4 and 1<Cc≤3
E
GW Well-graded gravel
F
Cu<4 and/or 1>Cc>3
E
GP Poorly-graded gravel
F
Fines classify as ML or MH GM Silty gravel
G,H
Fines Classify as CL or CH GC Clayey Gravel
F,G,H
Cu≥6 and 1<Cc≤3
E
SW Well-graded sand
I
Cu<6 and/or 1>Cc>3
E
SP Poorly-graded sand
I
Fines classify as ML or MH SM Silty sand
G,H,I
Fines classify as CL or CH SC Clayey sand
G,H,I
inorganic PI>7 and plots on or above "A" Line CL Lean clay
K,L,M
PI<4 or plots below "A" Line ML Silt
K,L,M
organic Liquid Limit - oven dried Organic clay
K,L,M,N
Liquid Limit - not dried Organic silt
K,L,M,O
inorganic PI plots on or above "A" Line CH Fat clay
K,L,M
PI plots below "A" Line MH Elastic Silt
K,L,M
organic Liquid Limit - oven dried Organic clay
K,L,M,P
Liquid Limit - not dried Organic silt
K,L,M,O
Highly organic soils PT Peat
(D30)2
D10 x D60
GW-GM well graded gravel with silt NPI≥4 and plots on or above "A" line.
GW-GC well-graded gravel with clay OPI≤4 or plots below "A" line.
GP-GM poorly-graded gravel with silt PPI plots on or above "A" line.
GP-GC poorly-graded gravel with clay QPI plots below "A" line.
SW-SM well-graded sand with silt
SW-SC well-graded sand with clay
SP-SM poorly graded sand with silt
SP-SC poorly graded sand with clay
Earth Engineering Consultants, LLC
IIf soil contains >15% gravel, add "with gravel" to
group name
JIf Atterberg limits plots shaded area, soil is a CL-
ML, Silty clay
Unified Soil Classification System
AFFINITY OF FORT COLLINS
FORT COLLINS, COLORADO
EEC PROJECT NO. 1142094
NOVEMBER 2014
DATE:
RIG TYPE: CME55
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: AUTOMATIC
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
_ _
SANDY LEAN CLAY / LEAN CLAY with SAND (CL) 1
brown _ _
stiff to very stiff 2
with calcareous deposits _ _
CS 3 16 9000+ 11.1 105.8
_ _
4
_ _
with traces of gravel SS 5 11 9000+ 8.7
_ _
6
_ _
7
_ _
8
_ _
9
_ _
brown / red CS 10 18 9000+ 8.6 119.4 35 22 60.3 2,000 psf 1.3%
_ _
11
_ _
12
_ _
13
_ _
14
_ _
SS 15 9 9000+ 17.1
_ _
16
_ _
17
_ _
18
_ _
19
_ _
brown / tan / rust CS 20 13 2500 21.4 109.2
stiff _ _
21
_ _
22
_ _
23
_ _
24
CLAYEY SAND & GRAVEL (SC/GP) _ _
brown / grey / rust, dense SS 25 33 2000 17.3
Continued on Sheet 2 of 2 _ _
Earth Engineering Consultants, LLC
AFFINITY OF FORT COLLINS
DATE:
RIG TYPE: CME55
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: AUTOMATIC
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
Continued from Sheet 1 of 2 26
CLAYEY SAND & GRAVEL (SC/GP) _ _
brown / grey / rust 27
_ _
CLAYSTONE / SILTSTONE / SANDSTONE 28
brown / grey / rust _ _
hard 29
_ _
CS 30 50/8" 9000+ 16.9 113.5
BOTTOM OF BORING DEPTH 30.0' _ _
31
_ _
32
_ _
33
_ _
34
_ _
35
_ _
36
_ _
37
_ _
38
_ _
39
_ _
40
_ _
41
_ _
42
_ _
43
_ _
44
_ _
45
_ _
46
_ _
47
_ _
48
_ _
49
_ _
50
_ _
Earth Engineering Consultants, LLC
AFFINITY OF FORT COLLINS
FORT COLLINS, COLORADO
DATE:
RIG TYPE: CME55
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: AUTOMATIC
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
TOPSOIL & VEGETATION _ _
1
SANDY LEAN CLAY / LEAN CLAY with SAND (CL) _ _
brown 2
stiff to very stiff _ _
with calcareous deposits 3
_ _
4
_ _
CS 5 19 9000+ 9.6 107.1 41 27 79.1 2,500 psf 2.9%
_ _
6
_ _
7
_ _
8
_ _
9
_ _
brown / red SS 10 10 9000+ 9.9
_ _
11
_ _
12
_ _
13
_ _
14
_ _
brown / grey / rust CS 15 32 9000 12.5 120.5
BOTTOM OF BORING DEPTH 15.0' _ _
16
_ _
17
_ _
18
_ _
19
_ _
20
_ _
21
_ _
22
_ _
23
_ _
24
_ _
25
_ _
Earth Engineering Consultants, LLC
AFFINITY OF FORT COLLINS
DATE:
RIG TYPE: CME55
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: AUTOMATIC
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
TOPSOIL & VEGETATION _ _
1
SANDY LEAN CLAY / LEAN CLAY with SAND (CL) _ _
brown 2
very stiff to stiff _ _
with calcareous deposits 3
_ _
4
_ _
CS 5 19 9000+ 7.7 117.9 8,000 psf 6.7%
_ _
6
_ _
7
_ _
8
_ _
9
_ _
SS 10 14 9000+ 8.3
_ _
11
CLAYEY SAND with GRAVEL (SC) _ _
red 12
medium-dense _ _
13
_ _
14
_ _
CS 15 14 7500 6.0 118.3
_ _
16
_ _
17
_ _
18
_ _
19
_ _
SANDY LEAN CLAY / LEAN CLAY with SAND (CL) SS 20 9 3500 24.8
brown / tan / grey _ _
stiff to medium stiff 21
_ _
22
_ _
23
_ _
24
brown / grey / rust _ _
CS 25 6 500 19.3 111.7
Continued on Sheet 2 of 2 _ _
Earth Engineering Consultants, LLC
AFFINITY OF FORT COLLINS
DATE:
RIG TYPE: CME55
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: AUTOMATIC
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
Continued from Sheet 1 of 2 26
_ _
SANDY LEAN CLAY / LEAN CLAY with SAND (CL) 27
brown / grey / rust _ _
28
_ _
29
CLAYSTONE / SILTSTONE / SANDSTONE _ _
brown / grey / rust SS 30 28 7000 11.1
highly weathered, moderately hard _ _
BOTTOM OF BORING DEPTH 30.5' 31
_ _
32
_ _
33
_ _
34
_ _
35
_ _
36
_ _
37
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38
_ _
39
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40
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41
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45
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47
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48
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49
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50
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Earth Engineering Consultants, LLC
AFFINITY OF FORT COLLINS
FORT COLLINS, COLORADO
DATE:
RIG TYPE: CME55
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: AUTOMATIC
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
TOPSOIL & VEGETATION _ _
1
SANDY LEAN CLAY / LEAN CLAY with SAND (CL) _ _
brown 2
very stiff to stiff with depth _ _
with calcareous deposits 3
_ _
4
_ _
CS 5 17 9000+ 9.3 107.1 1,100 psf 1.2%
_ _
6
_ _
7
_ _
8
_ _
9
_ _
SS 10 15 9000+ 9.8
_ _
11
_ _
12
_ _
13
_ _
14
_ _
CS 15 10 9000+ 17.4 108.4
BOTTOM OF BORING DEPTH 15.0' _ _
16
_ _
17
_ _
18
_ _
19
_ _
20
_ _
21
_ _
22
_ _
23
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24
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25
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Earth Engineering Consultants, LLC
AFFINITY OF FORT COLLINS
DATE:
RIG TYPE: CME55
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: AUTOMATIC
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
TOPSOIL & VEGETATION _ _
1
SANDY LEAN CLAY / LEAN CLAY with SAND (CL) _ _
brown 2
stiff to very stiff _ _ % @ 150 PSF
with calcareous deposits CS 3 13 9000+ 11.4 111.4 3,500 4.5%
_ _
4
_ _
SS 5 9 9000 12.2
_ _
6
_ _
7
_ _
8
_ _
9
_ _
CS 10 30 9000+ 12.5 120.7
_ _
11
_ _
12
_ _
13
_ _
14
_ _
SS 15 8 4000 19.6
_ _
BOTTOM OF BORING DEPTH 15.5' 16
_ _
17
_ _
18
_ _
19
_ _
20
_ _
21
_ _
22
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23
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24
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25
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Earth Engineering Consultants, LLC
AFFINITY OF FORT COLLINS
DATE:
RIG TYPE: CME55
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: AUTOMATIC
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
TOPSOIL & VEGETATION _ _
1
SANDY LEAN CLAY / LEAN CLAY with SAND (CL) _ _
brown 2
stiff to medium-stiff with depth _ _
with calcareous deposits 3
_ _
4
_ _
CS 5 14 9000+ 11.2 106.3
_ _
6
_ _
7
_ _
8
_ _
9
_ _
SS 10 16 9000+ 9.7
_ _
11
_ _
12
_ _
13
_ _
14
_ _
CS 15 5 2500 18.4 107.0
BOTTOM OF BORING DEPTH 15.0' _ _
16
_ _
17
_ _
18
_ _
19
_ _
20
_ _
21
_ _
22
_ _
23
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24
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25
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Earth Engineering Consultants, LLC
AFFINITY OF FORT COLLINS
DATE:
RIG TYPE: CME55
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: AUTOMATIC
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
TOPSOIL & VEGETATION _ _
1
SANDY LEAN CLAY / LEAN CLAY with SAND (CL) _ _
brown / tan 2
stiff to medium-stiff to soft with depth _ _
CS 3 10 9000+ 11.8 108.8
_ _
4
_ _
SS 5 11 9000+ 11.9
_ _
6
_ _
7
_ _
8
_ _
9
CLAYEY SAND with GRAVEL (SC) _ _
red CS 10 32 9000+ 10.0 115.8 31 19 45.8 1,300 psf 1.1%
dense _ _
11
_ _
12
_ _
13
_ _
14
SANDY LEAN CLAY / LEAN CLAY with SAND (CL) _ _
brown SS 15 7 3000 21.0
medium-stiff to soft with depth _ _
16
_ _
17
_ _
18
_ _
19
_ _
CS 20 3 500 23.6 105.3
_ _
21
_ _
22
_ _
23
_ _
CLAYSTONE / SILTSTONE 24
brown / grey / rust / olive _ _
highly weathered, moderately hard to hard SS 25 28 8500 22.5
Continued on Sheet 2 of 2 _ _
Earth Engineering Consultants, LLC
AFFINITY OF FORT COLLINS
DATE:
RIG TYPE: CME55
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: AUTOMATIC
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
Continued from Sheet 1 of 2 26
_ _
CLAYSTONE / SILTSTONE 27
brown / grey / rust / olive _ _
highly weathered 28
hard _ _
29
_ _
CS 30 50/10" 9000+ 17.7 113.6
BOTTOM OF BORING DEPTH 30.0' _ _
31
_ _
32
_ _
33
_ _
34
_ _
35
_ _
36
_ _
37
_ _
38
_ _
39
_ _
40
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41
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42
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43
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44
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45
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47
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48
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49
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50
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Earth Engineering Consultants, LLC
AFFINITY OF FORT COLLINS
FORT COLLINS, COLORADO
DATE:
RIG TYPE: CME55
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: AUTOMATIC
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
_ _
SANDY LEAN CLAY / LEAN CLAY with SAND (CL) 1
brown / tan _ _
stiff to medium stiff 2
with traces of gravel _ _
3
_ _
4
_ _
CL 5 11 9000+ 10.3 108.5
_ _
6
_ _
7
_ _
8
_ _
9
_ _
SS 10 6 9000+ 9.6
_ _
11
_ _
12
_ _
13
_ _
14
_ _
brown CS 15 6 500 22.9 103.0
_ _
16
_ _
17
_ _
18
_ _
19
_ _
brown / grey / rust SS 20 13 2000 20.7
with light gravel seams _ _
21
_ _
22
_ _
23
_ _
24
_ _
CS 25 16
Continued on Sheet 2 of 2 _ _
Earth Engineering Consultants, LLC
AFFINITY OF FORT COLLINS
DATE:
RIG TYPE: CME55
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: AUTOMATIC
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
Continued from Sheet 1 of 2 26
_ _
CLAYSTONE / SILTSTONE 27
brown / grey / rust _ _
moderately hard 28
_ _
29
_ _
SS 30 46 9000+ 18.6
_ _
BOTTOM OF BORING DEPTH 30.5' 31
_ _
32
_ _
33
_ _
34
_ _
35
_ _
36
_ _
37
_ _
38
_ _
39
_ _
40
_ _
41
_ _
42
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43
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44
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45
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46
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47
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48
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49
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50
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Earth Engineering Consultants, LLC
AFFINITY OF FORT COLLINS
FORT COLLINS, COLORADO
DATE:
RIG TYPE: CME55
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: AUTOMATIC
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
_ _
SANDY LEAN CLAY / LEAN CLAY with SAND (CL) 1
brown _ _
stiff 2
with calcareous deposits _ _
CS 3 11 9000+ 11.1 115.1
_ _
4
_ _
SS 5 9 9000+ 11.4
_ _
6
_ _
7
_ _
8
_ _
9
_ _
CLAYEY SAND with GRAVEL (SC) CS 10 20 9000+ 5.1 120.5 25 13 39.1 900 psf 0.5%
red _ _
medium-dense 11
_ _
12
_ _
13
_ _
14
SANDY LEAN CLAY / LEAN CLAY with SAND (CL) _ _
brown SS 15 9 6000 18.6
stiff _ _
BOTTOM OF BORING DEPTH 15.5' 16
_ _
17
_ _
18
_ _
19
_ _
20
_ _
21
_ _
22
_ _
23
_ _
24
_ _
25
_ _
Earth Engineering Consultants, LLC
AFFINITY OF FORT COLLINS
DATE:
RIG TYPE: CME55
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: AUTOMATIC
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
TOPSOIL & VEGETATION _ _
1
SANDY LEAN CLAY / LEAN CLAY with SAND (CL) _ _
brown 2
stiff to very stiff _ _
with calcareous deposits 3
_ _
4
_ _
CS 5 13 9000 10.5 110.0 45 30 84.6 4,000 psf 4.0%
_ _
6
_ _
7
_ _
8
_ _
9
_ _
brown / tan SS 10 24 9000+ 8.5
_ _
11
_ _
12
_ _
13
_ _
14
brown _ _
CS 15 22 9000+ 10.8 121.4
_ _
16
_ _
17
_ _
18
_ _
19
_ _
brown / grey / rust SS 20 11 4500 22.5
with traces of coarse sand _ _
21
_ _
22
_ _
23
_ _
24
CLAYSTONE / SILTSTONE _ _
brown / grey / rust, soft to moderately hard CS 25 28 9000+ 19.5 109.8
Continued on Sheet 2 of 2 _ _
Earth Engineering Consultants, LLC
AFFINITY OF FORT COLLINS
DATE:
RIG TYPE: CME55
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: AUTOMATIC
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
Continued from Sheet 1 of 2 26
_ _
CLAYSTONE / SILTSTONE / SANDSTONE 27
brown / grey / rust, moderately hard _ _
28
_ _
29
_ _
SS 30 20/4" 9000+ 15.6
_ _
BOTTOM OF BORING DEPTH 30.5' 31
_ _
32
_ _
33
_ _
34
_ _
35
_ _
36
_ _
37
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38
_ _
39
_ _
40
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41
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42
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43
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44
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45
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47
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48
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49
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50
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Earth Engineering Consultants, LLC
AFFINITY OF FORT COLLINS
FORT COLLINS, COLORADO
DATE:
RIG TYPE: CME55
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: AUTOMATIC
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
TOPSOIL & VEGETATION _ _
1
SANDY LEAN CLAY / LEAN CLAY with SAND (CL) _ _
brown 2
very stiff _ _ % @ 150 PSF
with calcareous deposits CS 3 30 9000+ 11.2 114.4 ~11,500 psf 10.8%
_ _
4
_ _
SS 5 19 9000+ 9.9
_ _
6
_ _
7
_ _
8
_ _
9
_ _
SS 10 23 9000 9.1
_ _
BOTTOM OF BORING DEPTH 10.5' 11
_ _
12
_ _
13
_ _
14
_ _
15
_ _
16
_ _
17
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18
_ _
19
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20
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21
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22
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23
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24
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25
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Earth Engineering Consultants, LLC
AFFINITY OF FORT COLLINS
DATE:
RIG TYPE: CME55
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: AUTOMATIC
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
TOPSOIL & VEGETATION _ _
1
SANDY LEAN CLAY / LEAN CLAY with SAND (CL) _ _
brown 2
stiff _ _
with calcareous deposits 3
_ _
4
_ _
CS 5 11 9000+ 10.6 112.6 3,000 psf 3.3%
_ _
6
_ _
7
_ _
8
_ _
9
_ _
SS 10 9 9000+ 9.3
_ _
11
_ _
12
_ _
13
_ _
14
_ _
CS 15 8 3000 18.5 106.6
BOTTOM OF BORING DEPTH 15.0' _ _
16
_ _
17
_ _
18
_ _
19
_ _
20
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21
_ _
22
_ _
23
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24
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25
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Earth Engineering Consultants, LLC
AFFINITY OF FORT COLLINS
DATE:
RIG TYPE: CME55
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: AUTOMATIC
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
TOPSOIL & VEGETATION _ _
1
SANDY LEAN CLAY / LEAN CLAY with SAND (CL) _ _
brown 2
stiff _ _ % @ 150 PSF
with calcareous deposits CS 3 10 9000+ 11.1 109.3 40 23 77.5 7,000 psf 10.4%
_ _
4
_ _
SS 5 13 9000+ 10.0
_ _
6
_ _
7
_ _
8
_ _
9
with gravels _ _
SS 10 15 9000+ 9.0
_ _
BOTTOM OF BORING DEPTH 10.5' 11
_ _
12
_ _
13
_ _
14
_ _
15
_ _
16
_ _
17
_ _
18
_ _
19
_ _
20
_ _
21
_ _
22
_ _
23
_ _
24
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25
_ _
Earth Engineering Consultants, LLC
AFFINITY OF FORT COLLINS
DATE:
RIG TYPE: CME55
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: AUTOMATIC
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
TOPSOIL & VEGETATION _ _
1
SANDY LEAN CLAY / LEAN CLAY with SAND (CL) _ _
brown 2
stiff to very stiff _ _
with calcareous deposits 3
_ _
4
_ _
CS 5 13 9000+ 11.8 111.1 3,200 psf 3.1%
_ _
6
_ _
7
_ _
8
_ _
9
_ _
SS 10 23 9000+ 8.0
_ _
11
_ _
12
_ _
13
_ _
14
_ _
CS 15 11 8500 17.4 111.3
BOTTOM OF BORING DEPTH 15.0' _ _
16
_ _
17
_ _
18
_ _
19
_ _
20
_ _
21
_ _
22
_ _
23
_ _
24
_ _
25
_ _
Earth Engineering Consultants, LLC
AFFINITY OF FORT COLLINS
DATE:
RIG TYPE: CME55
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: AUTOMATIC
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
TOPSOIL & VEGETATION _ _
1
LEAN CLAY with SAND (CL) _ _
brown 2
very stiff to medium-stiff with depth _ _ % @ 150 PSF
with calcareous deposits & traces of gravel CS 3 18 9000+ 10.7 104.8 41 24 82.0 4,000 psf 7.3%
_ _
4
_ _
SS 5 14 9000+ 8.6
_ _
6
_ _
7
_ _
8
_ _
9
_ _
brown / tan SS 10 7 9000+ 9.9
_ _
BOTTOM OF BORING DEPTH 10.5' 11
_ _
12
_ _
13
_ _
14
_ _
15
_ _
16
_ _
17
_ _
18
_ _
19
_ _
20
_ _
21
_ _
22
_ _
23
_ _
24
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25
_ _
Earth Engineering Consultants, LLC
AFFINITY OF FORT COLLINS
DATE:
RIG TYPE: CME55
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: AUTOMATIC
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
_ _
SANDY LEAN CLAY / LEAN CLAY with SAND (CL) - FILL 1
dark brown / grey / rust _ _
stiff to very stiff 2
_ _
3
SS _ _ 13 9000+ 2.4
4
_ _
brown / rust 5
SS _ _ 18 9000+ 12.9
6
_ _
7
_ _
8
_ _
9
_ _
LEAN CLAY with SAND (CL) CS 10 14 9000+ 15.8 116.7 41 25 86.4 2,500 psf 0.9%
brown _ _
stiff to very stiff 11
with calcareous deposits _ _
12
_ _
13
_ _
14
brown / tan _ _
SS 15 15 9000+ 13.3
_ _
BOTTOM OF BORING DEPTH 15.5' 16
_ _
17
_ _
18
_ _
19
_ _
20
_ _
21
_ _
22
_ _
23
_ _
24
_ _
25
_ _
Earth Engineering Consultants, LLC
AFFINITY OF FORT COLLINS
DATE:
RIG TYPE: CME55
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: AUTOMATIC
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
TOPSOIL & VEGETATION _ _
1
SANDY LEAN CLAY / LEAN CLAY with SAND (CL) _ _
brown 2
very stiff to soft to medium stiff _ _
with calcareous deposits & traces of coarse sand CS 3 19 9000+ 10.6 113.7
_ _
4
_ _
with sandy seams SS 5 2 9000+ 11.6
_ _
6
_ _
7
_ _
8
_ _
9
_ _
SS 10 7 7500 12.7
_ _
BOTTOM OF BORING DEPTH 10.5' 11
_ _
12
_ _
13
_ _
14
_ _
15
_ _
16
_ _
17
_ _
18
_ _
19
_ _
20
_ _
21
_ _
22
_ _
23
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24
_ _
25
_ _
Earth Engineering Consultants, LLC
AFFINITY OF FORT COLLINS
Project:
Location:
Project #:
Date:
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown, Reddish Sandy Lean Clay (CL)
Sample Location: Boring 1, Sample 3, Depth 9'
Liquid Limit: 35 Plasticity Index: 22 % Passing #200: 60.3%
Beginning Moisture: 8.6% Dry Density: 114.9 pcf Ending Moisture: 17.4%
Swell Pressure: 2000 psf % Swell @ 500: 1.3%
Affinity of Fort Collins
Fort Collins, Colorado
1142094
December 2014
-10.0
-8.0
-6.0
-4.0
-2.0
0.0
2.0
4.0
6.0
8.0
10.0
0.01 0.1 1 10
Percent Movement
Load (TSF)
Consolidatio Swell
Water Added
Project:
Location:
Project #:
Date:
Affinity of Fort Collins
Fort Collins, Colorado
1142094
December 2014
Beginning Moisture: 9.6% Dry Density: 101.9 pcf Ending Moisture: 22.7%
Swell Pressure: 2500 psf % Swell @ 500: 2.9%
Sample Location: Boring 2, Sample 1, Depth 4'
Liquid Limit: 41 Plasticity Index: 27 % Passing #200: 79.1%
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Lean Clay with Sand (CL)
-10.0
-8.0
-6.0
-4.0
-2.0
0.0
2.0
4.0
6.0
8.0
10.0
0.01 0.1 1 10
Percent Movement
Load (TSF)
Consolidatio Swell
Water Added
Project:
Location:
Project #:
Date:
Affinity of Fort Collins
Fort Collins, Colorado
1142094
December 2014
Beginning Moisture: 7.7% Dry Density: 117.9 pcf Ending Moisture:
Swell Pressure: 8000 psf % Swell @ 500: 6.7%
Sample Location: Boring 3, Sample 1, Depth 4'
Liquid Limit: - - Plasticity Index: - - % Passing #200: - -
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Sandy Lean Clay / Lean Clay with Sand (CL)
-10.0
-8.0
-6.0
-4.0
-2.0
0.0
2.0
4.0
6.0
8.0
10.0
0.01 0.1 1 10
Percent Movement
Load (TSF)
Consolidatio Swell
Water Added
Project:
Location:
Project #:
Date:
Affinity of Fort Collins
Fort Collins, Colorado
1142094
December 2014
Beginning Moisture: 9.3% Dry Density: 94.9 pcf Ending Moisture: 26.4%
Swell Pressure: 1100 psf % Swell @ 500: 1.2%
Sample Location: Boring 4, Sample 1, Depth 4'
Liquid Limit: - - Plasticity Index: - - % Passing #200: - -
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Sandy Lean Clay / Lean Clay with Sand (CL)
-10.0
-8.0
-6.0
-4.0
-2.0
0.0
2.0
4.0
6.0
8.0
10.0
0.01 0.1 1 10
Percent Movement
Load (TSF)
Consolidatio Swell
Water Added
Project:
Location:
Project #:
Date:
Affinity of Fort Collins
Fort Collins, Colorado
1142094
December 2014
Beginning Moisture: 11.4% Dry Density: 111.4 pcf Ending Moisture: 18.0%
Swell Pressure: 3500 psf % Swell @ 150: 4.5%
Sample Location: Boring 5, Sample 1, Depth 2'
Liquid Limit: - - Plasticity Index: - - % Passing #200: - -
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Sandy Lean Clay / Lean Clay with Sand (CL)
-10.0
-8.0
-6.0
-4.0
-2.0
0.0
2.0
4.0
6.0
8.0
10.0
0.01 0.1 1 10
Percent Movement
Load (TSF)
Consolidatio Swell
Water Added
Project:
Location:
Project #:
Date:
Affinity of Fort Collins
Fort Collins, Colorado
1142094
December 2014
Beginning Moisture: 10.0% Dry Density: 115.8 pcf Ending Moisture: 14.1%
Swell Pressure: 1300 psf % Swell @ 500: 1.1%
Sample Location: Boring 7, Sample 3, Depth 9'
Liquid Limit: 31 Plasticity Index: 19 % Passing #200: 45.8%
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown, Red Clayey Sand with Gravel (SC)
-10.0
-8.0
-6.0
-4.0
-2.0
0.0
2.0
4.0
6.0
8.0
10.0
0.01 0.1 1 10
Percent Movement
Load (TSF)
Consolidatio Swell
Water Added
Project:
Location:
Project #:
Date:
Affinity of Fort Collins
Fort Collins, Colorado
1142094
December 2014
Beginning Moisture: 5.1% Dry Density: 115.7 pcf Ending Moisture: 13.8%
Swell Pressure: 900 psf % Swell @ 500: 0.5%
Sample Location: Boring 9, Sample 3, Depth 9'
Liquid Limit: 25 Plasticity Index: 13 % Passing #200: 39.1%
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Red Clayey Sand with Gravel (SC)
-10.0
-8.0
-6.0
-4.0
-2.0
0.0
2.0
4.0
6.0
8.0
10.0
0.01 0.1 1 10
Percent Movement
Load (TSF)
Consolidatio Swell
Water Added
Project:
Location:
Project #:
Date:
Affinity of Fort Collins
Fort Collins, Colorado
1142094
December 2014
Beginning Moisture: 10.5% Dry Density: 107.7 pcf Ending Moisture: 22.2%
Swell Pressure: 4000 psf % Swell @ 500: 4.0%
Sample Location: Boring 10, Sample 1, Depth 4'
Liquid Limit: 45 Plasticity Index: 30 % Passing #200: 84.6%
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Lean Clay with Sand (CL)
-10.0
-8.0
-6.0
-4.0
-2.0
0.0
2.0
4.0
6.0
8.0
10.0
0.01 0.1 1 10
Percent Movement
Load (TSF)
Consolidatio Swell
Water Added
Project:
Location:
Project #:
Date:
Affinity of Fort Collins
Fort Collins, Colorado
1142094
December 2014
Beginning Moisture: 11.2% Dry Density: 117 pcf Ending Moisture: 19.2%
Swell Pressure: ~10,000 psf % Swell @ 150: 10.8%
Sample Location: Boring 11, Sample 1, Depth 2'
Liquid Limit: - - Plasticity Index: - - % Passing #200: - -
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Sandy Lean Clay / Lean Clay with Sand (CL)
-8.0
-6.0
-4.0
-2.0
0.0
2.0
4.0
6.0
8.0
10.0
12.0
0.01 0.1 1 10
Percent Movement
Load (TSF)
Consolidatio Swell
Water Added
Project:
Location:
Project #:
Date:
Affinity of Fort Collins
Fort Collins, Colorado
1142094
December 2014
Beginning Moisture: 10.6% Dry Density: 112.6 pcf Ending Moisture: 19.8%
Swell Pressure: 3000 psf % Swell @ 500: 3.3%
Sample Location: Boring 12, Sample 1, Depth 4'
Liquid Limit: - - Plasticity Index: - - % Passing #200: - -
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Sandy Lean Clay / Lean Clay with Sand (CL)
-8.0
-6.0
-4.0
-2.0
0.0
2.0
4.0
6.0
8.0
10.0
12.0
0.01 0.1 1 10
Percent Movement
Load (TSF)
Consolidatio Swell
Water Added
Project:
Location:
Project #:
Date:
Affinity of Fort Collins
Fort Collins, Colorado
1142094
December 2014
Beginning Moisture: 11.1% Dry Density: 111.5 pcf Ending Moisture: 19.1%
Swell Pressure: 7000 psf % Swell @ 150: 10.4%
Sample Location: Boring 13, Sample 1, Depth 2'
Liquid Limit: 40 Plasticity Index: 23 % Passing #200: 77.5%
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Lean Clay with Sand (CL)
-8.0
-6.0
-4.0
-2.0
0.0
2.0
4.0
6.0
8.0
10.0
12.0
0.01 0.1 1 10
Percent Movement
Load (TSF)
Consolidatio Swell
Water Added
Project:
Location:
Project #:
Date:
Affinity of Fort Collins
Fort Collins, Colorado
1142094
December 2014
Beginning Moisture: 11.8% Dry Density: 100.3 pcf Ending Moisture: 22.5%
Swell Pressure: 3200 psf % Swell @ 500: 3.1%
Sample Location: Boring 14, Sample 1, Depth 4'
Liquid Limit: - - Plasticity Index: - - % Passing #200: - -
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Sandy Lean Clay / Lean Clay with Sand (CL)
-8.0
-6.0
-4.0
-2.0
0.0
2.0
4.0
6.0
8.0
10.0
12.0
0.01 0.1 1 10
Percent Movement
Load (TSF)
Consolidatio Swell
Water Added
Project:
Location:
Project #:
Date:
Affinity of Fort Collins
Fort Collins, Colorado
1142094
December 2014
Beginning Moisture: 10.7% Dry Density: 104.6 pcf Ending Moisture: 23.0%
Swell Pressure: 4000 psf % Swell @ 150: 7.3%
Sample Location: Boring 15, Sample 1, Depth 2'
Liquid Limit: 41 Plasticity Index: 24 % Passing #200: 82.0%
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Lean Clay with Sand (CL)
-8.0
-6.0
-4.0
-2.0
0.0
2.0
4.0
6.0
8.0
10.0
12.0
0.01 0.1 1 10
Percent Movement
Load (TSF)
Consolidatio Swell
Water Added
Project:
Location:
Project #:
Date:
Affinity of Fort Collins
Fort Collins, Colorado
1142094
December 2014
Beginning Moisture: 15.8% Dry Density: 112.9 pcf Ending Moisture: 19.2%
Swell Pressure: 2500 psf % Swell @ 500: 0.9%
Sample Location: Boring 16, Sample 3, Depth 9'
Liquid Limit: 41 Plasticity Index: 25 % Passing #200: 86.4%
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Sandy Lean Clay (CL)
-8.0
-6.0
-4.0
-2.0
0.0
2.0
4.0
6.0
8.0
10.0
12.0
0.01 0.1 1 10
Percent Movement
Load (TSF)
Consolidatio Swell
Water Added
6" (152.4 mm)
5" (127 mm)
4" (101.6 mm)
3" (76 mm)
2 1/2" (63 mm)
2" (50 mm)
1 1/2" (37.5 mm)
1" (25 mm)
3/4" (19 mm)
1/2" (12.5 mm)
3/8" (9.5 mm)
No. 4 (4.75 mm)
No. 8 (2.36 mm)
No. 10 (2 mm)
No. 16 (1.18 mm)
No. 30 (0.6 mm)
No. 40 (0.425 mm)
No. 50 (0.3 mm)
No. 100 (0.15 mm)
No. 200 (0.075 mm)
Project: Affinity of Fort Collins
Location: Fort Collins, Colorado
Project No: 1142094
Sample ID: B3, S3, 14
Sample Desc.: Red Clayey Sand with Gravel (SC)
Date: December 2014
EARTH ENGINEERING CONSULTANTS, LLC
SUMMARY OF LABORATORY TEST RESULTS
Sieve Analysis (AASHTO T 11 & T 27 / ASTM C 117 & C 136)
Sieve Size Percent Passing
100
100
100
100
100
100
100
100
100
100
92
86
80
78
72
64
59
54
45
34.1
EARTHENGINEERINGCONSULTANTS,LLC
SummaryofWashedSieveAnalysisTests(ASTMC117&C136)
Date:
Affinity of Fort Collins
Fort Collins, Colorado
1142094
B3, S3, 14
Red Clayey Sand with Gravel (SC)
December 2014
Project:
Location:
Project No:
Sample ID:
Sample Desc.:
Cobble Silt or Clay
Gravel
Coarse Fine
Sand
Coarse Medium Fine
6"
5"
4"
3"
2.5"
2"
1.5"
1"
3/4"
1/2"
3/8"
No. 4
No. 8
No. 10
No. 16
No. 30
No. 40
No. 50
No. 100
No. 200
0
10
20
30
40
50
60
70
80
90
100
1000 100 10 1 0.1 0.01
Finer by Weight (%)
Grain Size (mm)
Standard Sieve Size
WaterSolubleSulfateIonͲ Measurement
ProjectNo: 1142094
ProjectName: AffinityatFortCollins
No.ofSamples: 6
TestStandards: CPͲL2103/ASTMͲC1580
MeasurementDate: 12/10/2014
SampleID
(mg/lorppm) (%ofSoilbyWt)
1BͲ1SͲ24' 300 0.03
2BͲ4SͲ29' 300 0.03
3BͲ7SͲ24' 280 0.03
4BͲ9SͲ24' 180 0.02
5BͲ13SͲ24' 260 0.03
6BͲ17SͲ12' 230 0.02
SolubleSulfateContent(SO4)
4396 GREENFIELD DRIVE
WINDSOR, COLORADO 80550
(970) 545-3908 FAX (970) 663-0282
June 10, 2015
Inland Group
1620 North Mamer Road, Building B
Spokane, Washington 99203
Attn: Mr. Mark Ossello (marko@inlandconstruction.com)
Re: Subsurface Exploration Report – Addendum No. 2
Proposed Affinity at Fort Collins Apartments
2600 East Harmony Road
Fort Collins, Colorado
EEC Project No. 1142094
Mr. Ossello:
Earth Engineering Consultants, LLC (EEC) conducted a subsurface exploration study for the
Affinity at Fort Collins Apartment Development project at the referenced site in December of
2014. For further information, please refer to our “Subsurface Exploration Report” dated
December 15, 2014, EEC Project No. 1142094. As requested, EEC personnel recently
completed a supplemental subsurface exploration associated with the on-site detention ponds as
presented on the enclosed site diagrams.
Enclosed, herewith, are the results of the supplemental subsurface exploration completed by EEC
personnel for the two (2) detention ponds situated along the northern an eastern boundaries of the
subject site. For this phase of the project three (3) additional borings, (converted to short term/2-
week duration piezometers), were located and drilled within the proposed detention ponds as
shown on the enclosed site diagram. This supplemental study was completed in general
accordance with our proposal dated May 19, 2015.
EXPLORATION AND TESTING PROCEDURES
The supplemental detention pond related test borings were located in the field by representatives
of EEC by pacing and/or estimating locations relative to identifiable site features. The
approximate boring locations are indicated on the attached boring location diagram. The ground
surface elevations were based on surveyed information relevant to a temporary benchmark
TBM), which consisted of the northwest bonnet bolt of the fire hydrant located within the cul-de-
sac roadway alignment as shown on the enclosed site diagram. An assumed elevation of 100.00
was applied to the TBM. The location of the borings and surveyed information should be
considered accurate only to the degree implied by the methods used to make the field
measurements.
Earth Engineering Consultants, LLC
EEC Project No. 1142094
June 10, 2015
Page 2
The borings were completed using a truck mounted, CME-55 drill rig equipped with a hydraulic
head employed in drilling and sampling operations. For this study, as shown on the enclosed site
diagram, three (3) test borings were extended to depths of approximately 20-1/2 to 25-feet below
site grades, (i.e., PZ-1 through PZ-3). Upon completion of the drilling operations the borings
were converted to short-term piezometers via hand/field slotted PVC casings installed in each
borehole. Groundwater measurements were recorded the day of drilling, the following day, (i.e.,
24 hours after drilling), then a supplemental time period on June 9, 2015. The PVC casings
were then removed after the final groundwater measurements were recorded as per the State of
Colorado – Division of Water Resources guidelines.
SUBSURFACE CONDITIONS
In summary, the soils encountered within the three (3) supplemental detention pond borings
completed on this site generally consisted of moderately plasticity lean clay with sand and/or
sandy lean clay subsoils, which extended to the depths explored. Groundwater was observed in
the completed test borings/short-term piezometers at approximate depths of 14-1/2 to 16-1/2 feet
below existing site grades.
As part of our supplemental geotechnical engineering assessment we prepared a groundwater
contour map, included in the Appendix of this report, based on the final groundwater level
readings obtained. The contour elevations were based on the approximate ground surface
elevations at each boring location, and the approximate depth at which water was encountered on
June 9, 2015. As shown on the Groundwater Contour Map, the hydrologic gradient/piezometric
surface flow of measureable amount of water is in the northeast direction. The groundwater
contour map presented herein on approximate 1-foot interval is for illustration purposes only;
variations may exist between boring locations across the site.
ANALYSIS AND RECOMMENDATIONS
We understand these areas are site are planned as detention ponds. Subsurface conditions within
the planned detention pond areas in general consisted of cohesive lean clay with sand and sandy
lean clay subsoils. Groundwater was encountered at approximate depths of 14-1/2 to 15-1/2 feet
below existing site grades.
Detention ponds are typically designed to collect surface water, pavement and roof runoff for the
project as a temporary “holding basin” over time and eventually discharge the water into the
PZ-1 PZ-2
PZ-3
[97.6] [96.3]
[97.5]
(82.1) (81.3)
(83.0)
81
82
83
TBM
Groundwater Contour Diagram
Affinity of Fort Collins
Fort Collins, Colorado
EEC Project #: 1142094 Date: May 2015
EARTH ENGINEERING CONSULTANTS, LLC
PZ-1 thru PZ-3: Approximate
Locations for 3 Groundwater
3LH]RPHWHUV'ULOOHG
Legend
Approximate Ground Surface
Elevation
[ ]
Approximate Groundwater
Elevation
( )
Estimated Groundwater
Contours
Direction of Groundwater
Flow
NW Bonnet Bolt of Fire
Hydrant in Cul-de-sac,
Assume Elevation - 100'
TBM
DATE:
RIG TYPE: CME55
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: AUTOMATIC
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
TOPSOIL & VEGETATION _ _
1
LEAN CLAY (CL) _ _
brown 2
very stiff to stiff _ _
with calcareous deposits 3
_ _
4
_ _
SS 5 8 9000+ 11.3 37 21 86.5
_ _
6
_ _
7
_ _
8
_ _
9
_ _
SS 10 15 9000+ 11.4
_ _
11
_ _
12
_ _
13
_ _
14
brown / tan _ _
SS 15 6 3000 20.5
_ _
16
_ _
17
_ _
18
_ _
19
SILTY CLAYEY SAND (SM/SC) _ _
brown SS 20 7 -- 22.6
loose _ _
BOTTOM OF BORING DEPTH 20.5' 21
_ _
22
_ _
23
_ _
24
_ _
25
_ _
Earth Engineering Consultants, LLC
AFFINITY OF FORT COLLINS
DATE:
RIG TYPE: CME55
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: AUTOMATIC
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
TOPSOIL & VEGETATION _ _
1
SANDY LEAN CLAY (CL) _ _
brown 2
very stiff to stiff _ _
with calcareous deposits 3
_ _
4
_ _
SS 5 7 9000+ 10.8
_ _
6
_ _
7
_ _
8
_ _
9
with traces of gravel _ _
SS 10 5 9000+ 10.4 35 20 62.9
_ _
11
_ _
12
_ _
13
_ _
14
_ _
SS 15 6 3500 20.8
_ _
16
_ _
17
_ _
18
_ _
19
LEAN CLAY (CL) _ _
with gravel / rock seams SS 20 50/7" -- 12.6
_ _
BOTTOM OF BORING DEPTH 20.5' 21
_ _
22
_ _
23
_ _
24
_ _
25
_ _
Earth Engineering Consultants, LLC
AFFINITY OF FORT COLLINS
DATE:
RIG TYPE: CME55
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: AUTOMATIC
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
TOPSOIL & VEGETATION _ _
1
SANDY LEAN CLAY (CL) _ _
brown 2
very stiff to stiff _ _
with calcareous deposits 3
_ _
4
_ _
SS 5 10 7000 10.7
_ _
6
_ _
7
_ _
8
_ _
9
_ _
SS 10 5 9000+ 11.1
_ _
11
_ _
12
_ _
13
_ _
14
_ _
SS 15 6 3000 19.6
_ _
16
_ _
17
_ _
18
_ _
19
_ _
*classified as LEAN CLAY (CL) SS 20 15 8000 19.2 45 30 90
_ _
21
_ _
22
_ _
23
_ _
24
_ _
SS 25 22 -- 17.6
BOTTOM OF BORING DEPTH 25.5' _ _
Earth Engineering Consultants, LLC
AFFINITY OF FORT COLLINS
APPENDIX F – LID EXHIBITS
A Westrian Company
AFFINITY FORT COLLINS
LID IMPLEMENTATION PLAN
Area Description Area Percent
(sq ft) of Total
Roof Area 79,334 44%
Asphalt drive surface 72,750 40%
Other Impervious Areas 28,887 16%
TOTAL IMPERVIOUS AREA 180,971 100%
Area Description
Treated
Area
Percent
of Total
(sq ft)
Rain Garden 58,286 56%
BioSwale 21,048 20%
Permeable Interlocking Concrete Pavers 25,390 24%
TOTAL TREATED IMPERVIOUS AREA 104,724 58% (of total impervious area)
UNTREATED IMPERVIOUS AREA 76,247 42% (of total impervious area)
R R R R
R
R
R
R
R
R
R R
R
R R
R
R
R
R
R
R R
R
R
S:\Engineers\TBonser\_Projects\3970400 Affinity Fort Collins\Drawings\LID Exhibits\LID - Implementation Plan.dwg, IMPERVIOUS AREA TREATMENT PLAN, 12/8/2015 11:27:12 AM, BonserT
A Westrian Company
AFFINITY FORT COLLINS
PERMEABLE PAVEMENT AREA EXHIBIT
LID IMPLEMENTATION PLAN
Area Description Area Percent
(sq ft) of Total
Asphalt drive surface 72,750 74%
Permeable Interlocking Concrete Pavers 25,390 26%
TOTAL 98,140 100%
R R R R
R
R
R
R
R
R
R R
R
R R
R
R
R
R
R
R R
R
R
R
R
S:\Engineers\TBonser\_Projects\3970400 Affinity Fort Collins\Drawings\LID Exhibits\LID - PICP Exhibit.dwg, 24x36 Title Landscape, 12/8/2015 10:59:35 AM, BonserT
APPENDIX G – DRAINAGE PLANS
Know what's
City of Fort Collins, Colorado
PROJECT DEVELOPMENT PLAN APPROVAL
CityDate Engineer
WaterDate & Wastewater Utility
StormwaterDate Utility
ParksDate & Recreation
TrafficDate Engineer Date
EnvironmentalDate Planner
Date
Tributary Area tc Q2 Q100 Inlet
Sub-basin (acres) C2 C100 (min) (cfs) (cfs) Type
A1 0.54 0.61 0.75 5.00 0.9 3.9 2'x2' Roadway Grate
A2 0.63 0.40 0.63 12.33 0.5 2.8 2'x2' Roadway Grate
A3 0.41 0.49 0.68 6.70 0.5 2.5 2'x2' Curb Grate
A4 0.31 0.24 0.57 5.00 0.2 1.7 24" Diameter Pedestrian Grate
A5 0.91 0.50 0.68 5.11 1.3 6.0 2'x2' Curb Grate
A6 0.17 0.65 0.78 5.00 0.3 1.3 2'x2' Curb Grate
A7 0.74 0.25 0.57 5.36 0.5 4.0 - Detention Pond B -
A8 0.89 0.27 0.58 14.23 0.5 3.4 24" Diameter Pedestrian Grate
B1 0.16 0.42 0.64 5.00 0.2 1.0 24" Diameter Pedestrian Grate
B2 0.62 0.50 0.68 5.00 0.9 4.1 2'x2' Curb Grate
B3 0.27 0.68 0.80 5.00 0.5 2.1 2'x2' Roadway Grate
B4 0.22 0.69 0.81 5.00 0.4 1.7 2'x2' Roadway Grate
B5 0.81 0.50 0.68 5.00 1.1 5.3 2'x3' Curb Grate
C 0.87 0.55 0.71 5.05 1.3 6.0 2'x3' Curb Grate
D 0.67 0.20 0.56 8.94 0.3 3.0 - Detention Pond A -
OS1 7.82 0.31 0.59 16.12 4.4 28.9 ---
BASIN SUMMARY TABLE
R R R R
R
R
R
R
R
R
R R
R
R R
R
R
R
R
R
R R
R
R
R
R
S:\Engineers\TBonser\_Projects\3970400 Affinity Fort Collins\Drawings\Sheet Drawings\3970400DR01.dwg, DR01, 12/8/2015 11:24:39 AM, BonserT
FORT COLLINS, COLORADO
PROJECT NO: 1142094 LOG OF BORING PZ-3 JUNE 2015
SHEET 1 OF 1 WATER DEPTH
START DATE 6/1/2015 WHILE DRILLING 16.0'
APPROX. SURFACE ELEV 97.5 When Checked 6-8-15 14.6'
FINISH DATE 6/1/2015 24 HOUR 15.0'
A-LIMITS SWELL
FORT COLLINS, COLORADO
PROJECT NO: 1142094 LOG OF BORING PZ-2 JUNE 2015
SHEET 1 OF 1 WATER DEPTH
START DATE 6/1/2015 WHILE DRILLING 15.5'
APPROX. SURFACE ELEV 96.3 When Checked 6-8-15 15.0'
FINISH DATE 6/1/2015 24 HOUR 15.2'
A-LIMITS SWELL
FORT COLLINS, COLORADO
PROJECT NO: 1142094 LOG OF BORING PZ-1 JUNE 2015
SHEET 1 OF 1 WATER DEPTH
START DATE 6/1/2015 WHILE DRILLING 15'
APPROX. SURFACE ELEV 97.6 When Checked 6-8-15 15.5'
FINISH DATE 6/1/2015 24 HOUR 15.6'
A-LIMITS SWELL
FORT COLLINS, COLORADO
PROJECT NO: 1142094 LOG OF BORING B-17 DECEMBER 2014
SHEET 1 OF 1 WATER DEPTH
START DATE 11/25/2014 WHILE DRILLING None
SURFACE ELEV N/A 24 HOUR N/A
FINISH DATE 11/25/2014 AFTER DRILLING N/A
A-LIMITS SWELL
FORT COLLINS, COLORADO
PROJECT NO: 1142094 LOG OF BORING B-16 DECEMBER 2014
SHEET 1 OF 1 WATER DEPTH
START DATE 11/26/2014 WHILE DRILLING None
SURFACE ELEV N/A 24 HOUR N/A
FINISH DATE 11/26/2014 AFTER DRILLING N/A
A-LIMITS SWELL
FORT COLLINS, COLORADO
PROJECT NO: 1142094 LOG OF BORING B-15 DECEMBER 2014
SHEET 1 OF 1 WATER DEPTH
START DATE 11/26/2014 WHILE DRILLING None
SURFACE ELEV N/A 24 HOUR N/A
FINISH DATE 11/26/2014 AFTER DRILLING N/A
A-LIMITS SWELL
FORT COLLINS, COLORADO
PROJECT NO: 1142094 LOG OF BORING B-14 DECEMBER 2014
SHEET 1 OF 1 WATER DEPTH
START DATE 11/26/2014 WHILE DRILLING None
SURFACE ELEV N/A 24 HOUR N/A
FINISH DATE 11/26/2014 AFTER DRILLING N/A
A-LIMITS SWELL
FORT COLLINS, COLORADO
PROJECT NO: 1142094 LOG OF BORING B-13 DECEMBER 2014
SHEET 1 OF 1 WATER DEPTH
START DATE 11/26/2014 WHILE DRILLING None
SURFACE ELEV N/A 24 HOUR N/A
FINISH DATE 11/26/2014 AFTER DRILLING N/A
A-LIMITS SWELL
FORT COLLINS, COLORADO
PROJECT NO: 1142094 LOG OF BORING B-12 DECEMBER 2014
SHEET 1 OF 1 WATER DEPTH
START DATE 11/26/2014 WHILE DRILLING None
SURFACE ELEV N/A 24 HOUR N/A
FINISH DATE 11/26/2014 AFTER DRILLING N/A
A-LIMITS SWELL
FORT COLLINS, COLORADO
PROJECT NO: 1142094 LOG OF BORING B-11 DECEMBER 2014
SHEET 1 OF 1 WATER DEPTH
START DATE 11/26/2014 WHILE DRILLING None
SURFACE ELEV N/A 24 HOUR N/A
FINISH DATE 11/26/2014 AFTER DRILLING N/A
A-LIMITS SWELL
PROJECT NO: 1142094 LOG OF BORING B-10 DECEMBER 2014
SHEET 2 OF 2 WATER DEPTH
START DATE 11/25/2014 WHILE DRILLING None
11/25/2014 AFTER DRILLING N/A
SURFACE ELEV 24 HOUR N/A
FINISH DATE
A-LIMITS SWELL
N/A
FORT COLLINS, COLORADO
PROJECT NO: 1142094 LOG OF BORING B-10 DECEMBER 2014
SHEET 1 OF 2 WATER DEPTH
START DATE 11/25/2014 WHILE DRILLING None
SURFACE ELEV N/A 24 HOUR N/A
FINISH DATE 11/25/2014 AFTER DRILLING N/A
A-LIMITS SWELL
FORT COLLINS, COLORADO
PROJECT NO: 1142094 LOG OF BORING B-9 DECEMBER 2014
SHEET 1 OF 1 WATER DEPTH
START DATE 11/25/2014 WHILE DRILLING None
SURFACE ELEV N/A 24 HOUR N/A
FINISH DATE 11/25/2014 AFTER DRILLING N/A
A-LIMITS SWELL
PROJECT NO: 1142094 LOG OF BORING B-8 DECEMBER 2014
SHEET 2 OF 2 WATER DEPTH
START DATE 11/25/2014 WHILE DRILLING 17'
11/25/2014 AFTER DRILLING N/A
SURFACE ELEV 24 HOUR N/A
FINISH DATE
A-LIMITS SWELL
N/A
FORT COLLINS, COLORADO
PROJECT NO: 1142094 LOG OF BORING B-8 DECEMBER 2014
SHEET 1 OF 2 WATER DEPTH
START DATE 11/25/2014 WHILE DRILLING 17'
SURFACE ELEV N/A 24 HOUR N/A
FINISH DATE 11/25/2014 AFTER DRILLING N/A
A-LIMITS SWELL
PROJECT NO: 1142094 LOG OF BORING B-7 DECEMBER 2014
SHEET 2 OF 2 WATER DEPTH
START DATE 11/25/2014 WHILE DRILLING 16.5'
11/25/2014 AFTER DRILLING N/A
SURFACE ELEV 24 HOUR N/A
FINISH DATE
A-LIMITS SWELL
N/A
FORT COLLINS, COLORADO
PROJECT NO: 1142094 LOG OF BORING B-7 DECEMBER 2014
SHEET 1 OF 2 WATER DEPTH
START DATE 11/25/2014 WHILE DRILLING 16.5'
SURFACE ELEV N/A 24 HOUR N/A
FINISH DATE 11/25/2014 AFTER DRILLING N/A
A-LIMITS SWELL
FORT COLLINS, COLORADO
PROJECT NO: 1142094 LOG OF BORING B-6 DECEMBER 2014
SHEET 1 OF 1 WATER DEPTH
START DATE 11/25/2014 WHILE DRILLING None
SURFACE ELEV N/A 24 HOUR N/A
FINISH DATE 11/25/2014 AFTER DRILLING N/A
A-LIMITS SWELL
FORT COLLINS, COLORADO
PROJECT NO: 1142094 LOG OF BORING B-5 DECEMBER 2014
SHEET 1 OF 1 WATER DEPTH
START DATE 11/25/2014 WHILE DRILLING None
SURFACE ELEV N/A 24 HOUR N/A
FINISH DATE 11/25/2014 AFTER DRILLING N/A
A-LIMITS SWELL
FORT COLLINS, COLORADO
PROJECT NO: 1142094 LOG OF BORING B-4 DECEMBER 2014
SHEET 1 OF 1 WATER DEPTH
START DATE 11/25/2014 WHILE DRILLING None
SURFACE ELEV N/A 24 HOUR N/A
FINISH DATE 11/25/2014 AFTER DRILLING N/A
A-LIMITS SWELL
PROJECT NO: 1142094 LOG OF BORING B-3 DECEMBER 2014
SHEET 2 OF 2 WATER DEPTH
START DATE 11/25/2014 WHILE DRILLING 16'
11/25/2014 AFTER DRILLING N/A
SURFACE ELEV 24 HOUR N/A
FINISH DATE
A-LIMITS SWELL
N/A
FORT COLLINS, COLORADO
PROJECT NO: 1142094 LOG OF BORING B-3 DECEMBER 2014
SHEET 1 OF 2 WATER DEPTH
START DATE 11/25/2014 WHILE DRILLING 16'
SURFACE ELEV N/A 24 HOUR N/A
FINISH DATE 11/25/2014 AFTER DRILLING N/A
A-LIMITS SWELL
FORT COLLINS, COLORADO
PROJECT NO: 1142094 LOG OF BORING B-2 DECEMBER 2014
SHEET 1 OF 1 WATER DEPTH
START DATE 11/25/2014 WHILE DRILLING None
SURFACE ELEV N/A 24 HOUR N/A
FINISH DATE 11/25/2014 AFTER DRILLING N/A
A-LIMITS SWELL
PROJECT NO: 1142094 LOG OF BORING B-1 DECEMBER 2014
SHEET 2 OF 2 WATER DEPTH
START DATE 11/25/2014 WHILE DRILLING 21'
11/25/2014 AFTER DRILLING N/A
SURFACE ELEV 24 HOUR N/A
FINISH DATE
A-LIMITS SWELL
N/A
FORT COLLINS, COLORADO
PROJECT NO: 1142094 LOG OF BORING B-1 DECEMBER 2014
SHEET 1 OF 2 WATER DEPTH
START DATE 11/25/2014 WHILE DRILLING 21'
SURFACE ELEV N/A 24 HOUR N/A
FINISH DATE 11/25/2014 AFTER DRILLING N/A
A-LIMITS SWELL
Soil Classification
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests
Sands 50% or more
coarse fraction
passes No. 4 sieve
Fine-Grained Soils
50% or more passes
the No. 200 sieve
<0.75 OL
Gravels with Fines
more than 12%
fines
Clean Sands Less
than 5% fines
Sands with Fines
more than 12%
fines
Clean Gravels Less
than 5% fines
Gravels more than
50% of coarse
fraction retained on
No. 4 sieve
Coarse - Grained Soils
more than 50%
retained on No. 200
sieve
CGravels with 5 to 12% fines required dual symbols:
Kif soil contains 15 to 29% plus No. 200, add "with sand"
or "with gravel", whichever is predominant.
<0.75 OH
Primarily organic matter, dark in color, and organic odor
ABased on the material passing the 3-in. (75-mm)
sieve
ECu=D60/D10 Cc=
HIf fines are organic, add "with organic fines" to
group name
LIf soil contains ≥ 30% plus No. 200 predominantly sand,
add "sandy" to group name.
MIf soil contains ≥30% plus No. 200 predominantly gravel,
add "gravelly" to group name.
DSands with 5 to 12% fines require dual symbols:
BIf field sample contained cobbles or boulders, or
both, add "with cobbles or boulders, or both" to
group name. FIf soil contains ≥15% sand, add "with sand" to
GIf fines classify as CL-ML, use dual symbol GC-
CM, or SC-SM.
Silts and Clays
Liquid Limit less
than 50
Silts and Clays
Liquid Limit 50 or
more
0
10
20
30
40
50
60
0 10 20 30 40 50 60 70 80 90 100 110
PLASTICITY INDEX (PI)
LIQUID LIMIT (LL)
ML OR OL
MH OR OH
For Classification of fine-grained soils and
fine-grained fraction of coarse-grained
soils.
Equation of "A"-line
Horizontal at PI=4 to LL=25.5
then PI-0.73 (LL-20)
Equation of "U"-line
Vertical at LL=16 to PI-7,
then PI=0.9 (LL-8)
CL-ML
HARDNESS AND DEGREE OF CEMENTATION:
Limestone and Dolomite:
Hard Difficult to scratch with knife.
Moderately Can be scratched easily with knife.
Hard Cannot be scratched with fingernail.
Soft Can be scratched with fingernail.
Shale, Siltstone and Claystone:
Hard Can be scratched easily with knife, cannot be
scratched with fingernail.
Moderately Can be scratched with fingernail.
Hard
Soft Can be easily dented but not molded with
fingers.
Sandstone and Conglomerate:
Well Capable of scratching a knife blade.
Cemented
Cemented Can be scratched with knife.
Poorly Can be broken apart easily with fingers.
Cemented
performance risk to measured swell. “The representative percent swell values are not necessarily
measured values; rather, they are a judgment of the swell of the soil and/or bedrock profile likely to
influence slab performance.” Geotechnical engineers use this information to also evaluate the swell
potential risks for foundation performance based on the risk categories.
Percent Impervious(%) 90 90 0
245
300
301
302
595
243
244
CUHP Subcatchment Conparison
206
207
208
209
,4.23902
noitatS ()tf
-.10 .00 .10 .20 .30 .40 .50 .60 .70 .80 .90 .010 .110 .210 .310 .410 .510 .610 .710 .810 .910 .020 .120 .220 .320 .420 .520 .620 .720 .820 .920 .030 .130 .230 .330 .430 .530 .630 .730
.830 .930 .040
,4.83904
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,4.33902
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,4.23908
,4.23906
,4.23904
,4.23902
,4.23900
noitatS ()tf
.00 .020 .040 .060 .080 .0010 .0210 .0410 .0610 .0810 .0020 .0220 .0420 .0620 .0820 .0030 .0230 .0430 .0630 .0830 .0040 .0240 .0440 .0640 .0840 .0050 .0250 .0450 .0650 .0850 .0060 .0260
,4.83904
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,4.43906
,4.43904
,4.43902
,4.43900
,4.33908
,4.33906
,4.33904
,4.33902
,4.33900
,4.23908
,4.23906
,4.23904
,4.23902
,4.23900
noitatS ()tf
.00 .020 .040 .060 .080 .0010 .0210 .0410 .0610 .0810 .0020 .0220 .0420 .0620 .0820 .0030 .0230 .0430 .0630 .0830 .0040 .0240 .0440 .0640 .0840 .0050 .0250 .0450 .0650 .0850 .0060 .0260
,4.83906
,4.83904
,4.83902
,4.83900
,4.73908
,4.73906
,4.73904
,4.73902
,4.73900
,4.63908
,4.63906
,4.63904
,4.63902
,4.63900
,4.53908
,4.53906
,4.53904
,4.53902
,4.53900
,4.43908
,4.43906
,4.43904
,4.43902
,4.43900
,4.33908
,4.33906
,4.33904
,4.33902
,4.33900
,4.23908
,4.23906
,4.23904
noitatS ()tf
.00 .050 .0010 .0510 .0020 .0520 .0030 .0530 .0040 .0540 .0050 .0550 .0060 .0560 .0070 .0570 .0080 .0580 .0090
,4.83906
,4.83904
,4.83902
,4.83900
,4.73908
,4.73906
,4.73904
,4.73902
,4.73900
,4.63908
,4.63906
,4.63904
,4.63902
,4.63900
,4.53908
,4.53906
,4.53904
,4.53902
,4.53900
,4.43908
,4.43906
,4.43904
,4.43902
,4.43900
,4.33908
,4.33906
,4.33904
,4.33902
,4.33900
,4.23908
,4.23906
,4.23904
noitatS ()tf
.00 .050 .0010 .0510 .0020 .0520 .0030 .0530 .0040 .0540 .0050 .0550 .0060 .0560 .0070 .0570 .0080 .0580 .0090
:DI 65
:lebaL 01O HM
:epyT elohnaM
:DI 93
:lebaL 11O "03
:epyT tiudnoC
:DI 75
:lebaL 11O HM
:epyT elohnaM
:DI 04
:lebaL 21O "03
:epyT tiudnoC
:DI 45
:lebaL 21O HM
:epyT elohnaM
:DI 83
:lebaL 31O "03
:epyT tiudnoC
:DI 15
:lebaL LLAFTUO
:epyT llaftuO
:DI 501
noitavelE ()tf
,4.53905
,4.53900
,4.43905
,4.43900
,4.33905
,4.33900
,4.23905
,4.23900
,4.13905
,4.13900
,4.03905
,4.03900
,4.92905
,4.92900
,4.82905
,4.82900
,4.72905
,4.72900
,4.62905
,4.62900
,4.52905
,4.52900
,4.42905
,4.42900
,4.32905
,4.32900
,4.22905
,4.22900
,4.12905
noitatS ()tf
.00 .0010 .0020 .0030 .0040 .0050 .0060 .0070 .0080 .0090 ,1.0000 ,1.0010 ,1.0020 ,1.0030 ,1.0040 ,1.0050 ,1.0060 ,1.0070 ,1.0080 ,1.0090 ,2.0000 ,2.0010 ,2.0020
:DI 65
:lebaL 01O HM
:epyT elohnaM
:DI 93
:lebaL 11O "03
:epyT tiudnoC
:DI 75
:lebaL 11O HM
:epyT elohnaM
:DI 04
:lebaL 21O "03
:epyT tiudnoC
:DI 45
:lebaL 21O HM
:epyT elohnaM
:DI 83
:lebaL 31O "03
:epyT tiudnoC
:DI 15
:lebaL LLAFTUO
:epyT llaftuO
:DI 501
noitavelE ()tf
,4.53905
,4.53900
,4.43905
,4.43900
,4.33905
,4.33900
,4.23905
,4.23900
,4.13905
,4.13900
,4.03905
,4.03900
,4.92905
,4.92900
,4.82905
,4.82900
,4.72905
,4.72900
,4.62905
,4.62900
,4.52905
,4.52900
,4.42905
,4.42900
,4.32905
,4.32900
,4.22905
,4.22900
,4.12905
noitatS ()tf
.00 .0010 .0020 .0030 .0040 .0050 .0060 .0070 .0080 .0090 ,1.0000 ,1.0010 ,1.0020 ,1.0030 ,1.0040 ,1.0050 ,1.0060 ,1.0070 ,1.0080 ,1.0090 ,2.0000 ,2.0010 ,2.0020
C 18" 6.00 19.70 18.0 39.8 0.030 4,933.47 4,932.28 4,938.33 4,938.22 4,938.51 4,938.40 3.40 3.40 3.40 0.012 0.000
O1 12" 1.15 3.56 12.0 115.6 0.008 4,930.01 4,929.03 4,930.46 4,929.54 4,930.63 4,929.67 4.04 3.34 2.82 0.012 0.500
O2 12" 1.15 3.56 12.0 250.5 0.009 4,929.03 4,926.90 4,929.48 4,927.29 4,929.65 4,927.54 4.04 3.34 4.04 0.012 0.350
O3 30" 11.15 19.87 30.0 228.0 0.002 4,925.40 4,924.94 4,926.75 4,926.36 4,927.01 4,926.60 4.16 4.12 3.86 0.012 0.050
O4 30" 11.15 19.87 30.0 228.0 0.002 4,924.94 4,924.48 4,926.35 4,926.10 4,926.59 4,926.27 4.16 3.88 3.31 0.012 0.050
O5 30" 11.15 19.87 30.0 80.6 0.002 4,924.48 4,924.32 4,926.09 4,926.03 4,926.26 4,926.18 4.16 3.34 3.12 0.012 0.050
O6 30" 11.15 19.87 30.0 175.0 0.002 4,924.32 4,923.97 4,925.83 4,925.67 4,926.03 4,925.83 4.16 3.61 3.13 0.012 1.000
O7 30" 11.15 19.87 30.0 235.8 0.002 4,923.97 4,923.50 4,925.47 4,925.27 4,925.67 4,925.41 4.16 3.64 3.00 0.012 1.000
O8 30" 11.15 19.87 30.0 70.0 0.002 4,923.50 4,923.36 4,925.26 4,925.22 4,925.40 4,925.34 4.16 3.02 2.85 0.012 0.050
O9 30" 11.15 19.87 30.0 294.9 0.002 4,923.36 4,922.77 4,925.15 4,925.00 4,925.29 4,925.09 4.16 2.96 2.41 0.012 0.500
O10 30" 11.15 19.87 30.0 175.0 0.002 4,922.77 4,922.42 4,924.90 4,924.81 4,925.00 4,924.90 4.16 2.50 2.30 0.012 1.000
O11 30" 11.15 19.87 30.0 333.6 0.002 4,922.42 4,921.75 4,924.73 4,924.53 4,924.81 4,924.61 4.16 2.35 2.27 0.012 1.000
O12 30" 11.15 19.87 30.0 20.0 0.002 4,921.75 4,921.71 4,924.45 4,924.44 4,924.53 4,924.52 2.27 2.27 2.27 0.012 1.000
O13 24" 8.95 17.33 24.0 7.5 0.005 4,922.25 4,922.21 4,924.45 4,924.44 4,924.57 4,924.56 2.85 2.85 2.85 0.012 0.050
FUTURE
O13 30" 20.10 24.17 30.0 34.4 0.003 4,921.71 4,921.61 4,924.18 4,924.11 4,924.44 4,924.37 5.51 4.11 4.09 0.012 1.000
Pond 298a 10.00 13.31 24.0 50.2 0.003 4,926.04 4,925.90 4,927.31 4,927.03 4,927.66 4,927.49 4.65 4.78 5.45 0.012 0.050
24"
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Bentley StormCAD V8i (SELECTseries 3)
3970400 StormCAD 2015-12-07.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84]
C 18" 1.30 19.70 18.0 39.8 0.030 4,933.47 4,932.28 4,933.90 4,933.92 4,934.05 4,933.93 6.31 3.14 0.74 0.012 0.000
O1 12" 1.15 3.56 12.0 115.6 0.008 4,930.01 4,929.03 4,930.46 4,929.54 4,930.63 4,929.67 4.04 3.34 2.82 0.012 0.500
O2 12" 1.15 3.56 12.0 250.5 0.009 4,929.03 4,926.90 4,929.48 4,927.29 4,929.65 4,927.54 4.04 3.34 4.04 0.012 0.350
O3 30" 11.15 19.87 30.0 228.0 0.002 4,925.40 4,924.94 4,926.75 4,926.36 4,927.01 4,926.60 4.16 4.12 3.86 0.012 0.050
O4 30" 11.15 19.87 30.0 228.0 0.002 4,924.94 4,924.48 4,926.35 4,926.10 4,926.59 4,926.27 4.16 3.88 3.31 0.012 0.050
O5 30" 11.15 19.87 30.0 80.6 0.002 4,924.48 4,924.32 4,926.09 4,926.03 4,926.26 4,926.18 4.16 3.34 3.12 0.012 0.050
O6 30" 11.15 19.87 30.0 175.0 0.002 4,924.32 4,923.97 4,925.83 4,925.67 4,926.03 4,925.83 4.16 3.61 3.13 0.012 1.000
O7 30" 11.15 19.87 30.0 235.8 0.002 4,923.97 4,923.50 4,925.47 4,925.27 4,925.67 4,925.41 4.16 3.64 3.00 0.012 1.000
O8 30" 11.15 19.87 30.0 70.0 0.002 4,923.50 4,923.36 4,925.26 4,925.22 4,925.40 4,925.34 4.16 3.02 2.85 0.012 0.050
O9 30" 11.15 19.87 30.0 294.9 0.002 4,923.36 4,922.77 4,925.15 4,925.00 4,925.29 4,925.09 4.16 2.96 2.41 0.012 0.500
O10 30" 11.15 19.87 30.0 175.0 0.002 4,922.77 4,922.42 4,924.90 4,924.81 4,925.00 4,924.90 4.16 2.50 2.30 0.012 1.000
O11 30" 11.15 19.87 30.0 333.6 0.002 4,922.42 4,921.75 4,924.73 4,924.53 4,924.81 4,924.61 4.16 2.35 2.27 0.012 1.000
O12 30" 11.15 19.87 30.0 20.0 0.002 4,921.75 4,921.71 4,924.45 4,924.44 4,924.53 4,924.52 2.27 2.27 2.27 0.012 1.000
O13 24" 8.95 17.33 24.0 7.5 0.005 4,922.25 4,922.21 4,924.45 4,924.44 4,924.57 4,924.56 2.85 2.85 2.85 0.012 0.050
FUTURE
O13 30" 20.10 24.17 30.0 34.4 0.003 4,921.71 4,921.61 4,924.18 4,924.11 4,924.44 4,924.37 5.51 4.11 4.09 0.012 1.000
Pond 298a 10.00 13.31 24.0 50.2 0.003 4,926.04 4,925.90 4,927.31 4,927.03 4,927.66 4,927.49 4.65 4.78 5.45 0.012 0.050
24"
12/7/2015 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1
Bentley StormCAD V8i (SELECTseries 3)
3970400 StormCAD 2015-12-07.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84]
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#N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A 0.00 #N/A
Routing 5: Water flows separately through WQCV plate, #1 horizontal opening, #2 horizontal opening, #1 vertical opening, and #2 vertical
opening. The sum of all four will be applied to culvert sheet.
STAGE-DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL)
Affinity Fort Collins
Pond 298a (Offsite)
Current Routing Order is #5
W.S. EL. WQ
W.S. EL. Minor
W.S. EL. Major
WQ
H1
H2
V1 V2
Routing Order #1 (Standard)
V1
W.S. EL. WQ
W.S. EL. Design Storm
WQ
H1
Routing Order #3 (Single Stage) Routing Order #4
V2
V1
H1
WQ
W.S. EL. Major
W.S. EL. Minor
W.S. EL. WQ
W.S. EL. Emergency Spillway
Emergency Overflow into Pipe- H2
V2
H1
WQ
W.S. EL. Major
W.S. EL. Minor
W.S. EL. WQ V1
Routing Order #2
3970400UD-Detention_v2.34 (Offsite Pond 298a).xls, Outlet 12/3/2015, 4:25 PM
#N/A #N/A
STAGE-STORAGE SIZING FOR DETENTION BASINS
Affinity Fort Collins
Check Basin Shape
Pond 298a (Offsite)
3970400UD-Detention_v2.34 (Offsite Pond 298a).xls, Basin 12/3/2015, 4:25 PM
#N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A 0.00 #N/A
#N/A #N/A #N/A #N/A #N/A 0.00 #N/A
Routing 3: Single Stage - Water flows through WQCV plate and #1 horizontal opening into #1 vertical opening. This flow will be applied to
culvert sheet (#2 vertical & horizontal openings is not used).
STAGE-DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL)
Affinity Fort Collins
Onsite Detention Pond
Current Routing Order is #3
W.S. EL. WQ
W.S. EL. Minor
W.S. EL. Major
WQ
H1
H2
V1 V2
Routing Order #1 (Standard)
V1
W.S. EL. WQ
W.S. EL. Design Storm
WQ
H1
Routing Order #3 (Single Stage) Routing Order #4
V2
V1
H1
WQ
W.S. EL. Major
W.S. EL. Minor
W.S. EL. WQ
W.S. EL. Emergency Spillway
Emergency Overflow into Pipe- H2
V2
H1
WQ
W.S. EL. Major
W.S. EL. Minor
W.S. EL. WQ V1
Routing Order #2
3970400UD-Detention_v2.34 (12-02-15).xls, Outlet 12/2/2015, 9:41 AM
#N/A #N/A #N/A #N/A #N/A #N/A #N/A
#N/A #N/A #N/A #N/A #N/A #N/A #N/A
#N/A #N/A #N/A #N/A #N/A #N/A #N/A
#N/A #N/A #N/A #N/A #N/A #N/A #N/A
Central Elevations of Rows of Holes in feet
Collection Capacity for Each Row of Holes in cfs
STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET
Affinity Fort Collins
Onsite Detention Pond
Water Quality Capture Volume Method Selected (40-Hour
Release)
3970400 UD-Detention_2.2 (WQCV).xls, WQCV 12/2/2015, 9:40 AM
#N/A #N/A
#N/A #N/A
#N/A #N/A
#N/A #N/A
#N/A #N/A
#N/A #N/A
#N/A #N/A
STAGE-STORAGE SIZING FOR DETENTION BASINS
Affinity Fort Collins
Check Basin Shape
Onsite Detention Pond
3970400UD-Detention_v2.34 (12-02-15).xls, Basin 12/2/2015, 9:40 AM
130 0.47 0.286 0.55 0.63 0.113 0.174 130 1.65 1.534 0.55 0.63 0.113 1.421
135 0.46 0.289 0.54 0.63 0.117 0.172 135 1.61 1.550 0.54 0.63 0.117 1.433
140 0.45 0.292 0.54 0.63 0.121 0.171 140 1.56 1.565 0.54 0.63 0.121 1.444
145 0.44 0.295 0.54 0.62 0.125 0.170 145 1.52 1.579 0.54 0.62 0.125 1.455
150 0.43 0.297 0.54 0.62 0.129 0.169 150 1.49 1.593 0.54 0.62 0.129 1.465
155 0.42 0.300 0.54 0.62 0.133 0.167 155 1.45 1.607 0.54 0.62 0.133 1.474
160 0.41 0.302 0.54 0.62 0.137 0.166 160 1.42 1.620 0.54 0.62 0.137 1.483
165 0.40 0.305 0.54 0.62 0.141 0.164 165 1.39 1.633 0.54 0.62 0.141 1.492
170 0.39 0.307 0.54 0.62 0.144 0.163 170 1.35 1.645 0.54 0.62 0.144 1.501
175 0.38 0.309 0.53 0.62 0.148 0.161 175 1.33 1.658 0.53 0.62 0.148 1.509
180 0.37 0.311 0.53 0.61 0.152 0.159 180 1.30 1.669 0.53 0.61 0.152 1.517
185 0.36 0.314 0.53 0.61 0.156 0.157 185 1.27 1.681 0.53 0.61 0.156 1.525
190 0.36 0.316 0.53 0.61 0.160 0.155 190 1.25 1.692 0.53 0.61 0.160 1.532
195 0.35 0.318 0.53 0.61 0.164 0.153 195 1.22 1.703 0.53 0.61 0.164 1.539
200 0.34 0.320 0.53 0.61 0.168 0.152 200 1.20 1.714 0.53 0.61 0.168 1.546
205 0.34 0.322 0.53 0.61 0.172 0.150 205 1.18 1.725 0.53 0.61 0.172 1.552
210 0.33 0.324 0.53 0.61 0.176 0.147 210 1.16 1.735 0.53 0.61 0.176 1.559
215 0.33 0.326 0.53 0.61 0.180 0.145 215 1.14 1.745 0.53 0.61 0.180 1.565
220 0.32 0.327 0.53 0.61 0.184 0.143 220 1.12 1.755 0.53 0.61 0.184 1.571
225 0.31 0.329 0.53 0.61 0.188 0.141 225 1.10 1.765 0.53 0.61 0.188 1.576
230 0.31 0.331 0.53 0.61 0.192 0.139 230 1.08 1.774 0.53 0.61 0.192 1.582
235 0.30 0.333 0.53 0.61 0.196 0.137 235 1.06 1.783 0.53 0.61 0.196 1.587
240 0.30 0.334 0.53 0.61 0.200 0.134 240 1.05 1.793 0.53 0.61 0.200 1.592
245 0.30 0.336 0.52 0.60 0.204 0.132 245 1.03 1.802 0.52 0.60 0.204 1.597
250 0.29 0.338 0.52 0.60 0.208 0.130 250 1.01 1.810 0.52 0.60 0.208 1.602
255 0.29 0.339 0.52 0.60 0.212 0.127 255 1.00 1.819 0.52 0.60 0.212 1.607
260 0.28 0.341 0.52 0.60 0.216 0.125 260 0.98 1.828 0.52 0.60 0.216 1.612
265 0.28 0.343 0.52 0.60 0.220 0.123 265 0.97 1.836 0.52 0.60 0.220 1.616
270 0.27 0.344 0.52 0.60 0.224 0.120 270 0.96 1.844 0.52 0.60 0.224 1.620
275 0.27 0.346 0.52 0.60 0.228 0.118 275 0.94 1.852 0.52 0.60 0.228 1.624
280 0.27 0.347 0.52 0.60 0.232 0.115 280 0.93 1.860 0.52 0.60 0.232 1.628
285 0.26 0.349 0.52 0.60 0.236 0.113 285 0.92 1.868 0.52 0.60 0.236 1.632
290 0.26 0.350 0.52 0.60 0.240 0.110 290 0.91 1.876 0.52 0.60 0.240 1.636
295 0.26 0.351 0.52 0.60 0.244 0.108 295 0.89 1.883 0.52 0.60 0.244 1.640
300 0.25 0.353 0.52 0.60 0.248 0.105 300 0.88 1.891 0.52 0.60 0.248 1.643
Mod. FAA Minor Storage Volume (cubic ft.) = 7,734 Mod. FAA Major Storage Volume (cubic ft.) = 71,578
Mod. FAA Minor Storage Volume (acre-ft.) = 0.1775 Mod. FAA Major Storage Volume (acre-ft.) = 1.6432
Determination of MAJOR Detention Volume Using Modified FAA Method
(For catchments less than 160 acres only. For larger catchments, use hydrograph routing method)
(NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended)
UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013
Determination of MINOR Detention Volume Using Modified FAA Method
DETENTION VOLUME BY THE MODIFIED FAA METHOD
Affinity Fort Collins
Onsite Detention Pond
3970400UD-Detention_v2.34 (12-02-15).xls, Modified FAA 12/2/2015, 9:40 AM
Pond298a STORAGE 48.01 8.244 0.256
*********************
Node Flooding Summary
*********************
207a JUNCTION 0.00 40.02 0 00:30 0 2.16 0.000
208a JUNCTION 0.00 176.58 0 00:30 0 3.52 0.000
209a JUNCTION 0.00 172.01 0 00:30 0 5.02 0.000
300a JUNCTION 0.00 119.53 0 00:35 0 1.65 0.000
321 JUNCTION 0.00 225.86 0 00:35 0 3.14 -0.000
S:\Engineers\TBonser\_Projects\3970400 Affinity Fort Collins\Excel\3970400 Drainage_Calcs (11-19-15).xlsm Page 2 of 2 12/7/2015
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