HomeMy WebLinkAboutDrainage Reports - 04/27/2016City of Ft. Collins , proves , lans'
Appmed
Date,
Final Drainage and Erosion Control
Report for
Harmony Technology Park
Infrastructure Improvements
Fort Collins, Colorado
November 4, 2015
November 4, 2015
Mr. Shane Boyle
City of Fort Collins
Water Utilities --Storm water
700 Wood Street
Fort Collins, Colorado 80521
RE: Final Drainage and Erosion Control Report for the Harmony Technology Park
Infrastructure Improvements
Dear Shane:
We are pleased to submit to you, for your review and approval, this Final Drainage and Erosion
Control Report for the Harmony Technology Park Infrastructure Improvements. All computations
within this report have been completed in compliance with the City of Fort Collins Storm Drainage
Design Criteria.
We appreciate your time and consideration in reviewing this submittal. Please call if you have any
questions.
Respectfully,
Aspen Engineering
John Gooch, P.E.
Principal
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TABLE OF CONTENTS
DESCRIPTION
PAGE
I.
GENERAL LOCATION AND DESCRIPTION
5
A. LOCATION
5
B. DESCRIPTION OF PROPERTY
5
H.
DRAINAGE BASINS
5
A. MAJOR BASIN DESCRIPTION
5
B. EXISTING SUB -BASIN DESCRIPTION
6
III.
DRAINAGE DESIGN CRITERIA
7
A. REGULATIONS
7
B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS
7
C. HYDROLOGIC CRITERIA
7
D. HYDRAULIC CRITERIA
g
E. VARIANCE
g
IV.
DRAINAGE FACILITY DESIGN
g
A. GENERAL CONCEPT
g
B. SPECIFIC DETAILS
9
C. DETENTION POND
11
D. STREET CAPACITIES
I 1
V.
STORM WATER QUALITY
I I
A. GENERAL CONCEPT
I I
B. SPECIFIC DETAILS
11
VI.
EROSION CONTROL
12
A. GENERAL CONCEPT
12
VII.
CONCLUSIONS
12
A. COMPLIANCE WITH STANDARDS
12
B. DRAINAGE CONCEPT
13
C. STORM WATER QUALITY
13
D. EROSION CONTROL CONCEPT
13
E. EROSION CONTROL ESCROW ESTIMATE
14
REFERENCES
14
APPENDIX
PAGE
VICINITY MAP A
RATIONAL METHOD HYDROLOGY B
STORM SEWER PIPE SIZING, INLETS, & STREET C
CAPACITY CALCULATIONS
SIDEWALK CULVERTS & RIPRAP CALCULATIONS D
EROSION ESCROW E
PROPOSED DRAINAGE BASIN EXHIBIT, EXHIBITS & EXCERPTS, F
EROSION CONTROL PLAN, & EROSION CONTROL NOTES AND
DETAILS SHEET
FINAL DRAINAGE
AND EROSION CONTROL REPORT
FOR THE HARMONY TECHNOLOGY PARK INFRASTRUCTURE IMPROVEMENTS
FORT COLLINS, COLORADO
I. GENERAL LOCATION AND DESCRIPTION
A. Location
The Harmony Technology Park Infrastructure Improvements (referred to as "HTP
Infrastructure" here -forward) is bounded to the north by Harmony Road, to the east
by Lady Moon Drive, to the south by undeveloped land, and to the west by Intel.
The project site can also be described as situated in the northwest quarter of Section
4, Township 6 North, Range 68 West of the 6m P.M., of the City of Fort Collins,
Larimer County, Colorado. Please refer to the vicinity map in Appendix A for the
site location.
B. Description of Property
The HTP Infrastructure project is comprised of an approximate 6.05 acre footprint
area (Basins 2-7, 9-10), in which only roadway and utility infrastructure for portions
of Technology Parkway and Timberwood Drive will be completed, within existing,
platted, City right-of-way. Approximately 8.61 acres of area will undergo grading to
provide for the roadway and utility infrastructure improvements and to tie-in to
existing ground, adjacent to the roadway and utility improvements. It's important to
note that no development will be provided with this infrastructure project. Currently,
the HTP Infrastructure project area is irrigated agricultural land, with roadway access
stubs into the existing site area at Precision Drive/Technology Parkway, Technology
Parkway/Harmony Road, and Timberwood Drive/Lady Moon Drive.
The majority of existing topography of the HTP Infrastructure site (and surrounding,
internal future development area) generally slopes from the northwest to southeast at
approximately 0.55%.
H. DRAINAGE BASINS
A. Major Basin Description
The site lies within the McClellands Basin. The site drainage has been previously
accounted for in the Harmony Technology Park Site Master Plan (HTPSMP). The
project drainage will be in conformance to this study, which can be found in the East
Harmony Portion of the McClellands Creek Master Drainage Plan (August 1999).
B. Existing Sub -Basin Description
The existing HTP Infrastructure project site is contained within existing sub -basins
EX1, EX4, and EX7 of the HTP Masterplan, and SWMM basins 401, 501, 600, and
601 of the HTP Masterplan report. Existing basins EXl, EX4, and EX7 contain
approximately 57.08, 10.99 acres, and 47.63 respectively, and were modeled with the
entire 57.08, 10.99, and 47.63 acres having a'c' value of 0.32, with a 100-year runoff
rate of approximately 72.86, 16.41, and 59.53 cfs respectively, for the historic
condition of the basins.
However, the HTP Masterplan Report specifies the HTP Infrastructure site being
contained within SWMM Basins 401, 501, 600, and 601(71.3 acres total) and being
allowed a developed impervious value up to 80%, with all flow from the HTP
Infrastructure and associated future, adjacent development within the said basins
allowed to release at a combined release rate of 27 cfs (or approximately 0.38 cfs/acre
for the 71.3 acres, per the SWMM Model, for attributing basins). Because the HTP
Infrastructure site will not entail any development and only roadway infrastructure,
the site is in conformance with the HTP Masterplan SWMM Model.
Upon future development of adjacent land/parcels to the HTP Infrastructure roadway
infrastructure project (approximately 6.05 acres), a regional water quality and
detention pond will be required to be constructed south of Timberwood Drive, east of
Technology Parkway, and north of Precision Drive to provide the water quality and
detention needs for not only the HTP Infrastructure roadway infrastructure areas, but
also the future, developed, adjacent parcels, as shown in the approved HTP SWMM
model.
The runoff from the existing site basin areas of the roadway infrastructure project
flow primarily from northwest to southeast across the existing agricultural fields,
with the majority of runoff infiltrating into the existing fields. During irrigation of
the existing fields, additional runoff flows to the southeast and in to existing tailwater
pits, located along the west side of Lady Moon Drive. The runoff is conveyed east in
existing irrigation/storm sewer pipe and into the storm line in Lady Moon Drive.
Please refer to the HTPMSP report for masterplan details (excerpts can be found in
Appendix F of this report). Please also see the rational calculations (Appendix B)
and the drainage exhibit (Appendix F) of this report for the existing and proposed
drainage basins for the subject site.
161
III. DRAINAGE DESIGN CRITERIA
A. Regulations
Because no development is being proposed with this infrastructure project, water
quality and detention is not required at this time. However, future development of
adjacent parcels will be required to provide water quality and detention for their
parcels. It is anticipated that a future, regional water quality and detention pond will
be constructed south of Timberwood Drive (centrally located between Precision
Drive and Timberwood Drive, and Technology Parkway and Lady Moon Drive.
Future development will be required to adhere to the McClellands Creek Master
Drainage Plan and the Harmony Technology Park Site Master Plan (HTPSMP), as
well as HTP Masterplan SWMM Model, which allows for a combined impervious
ratio of 80% for the developed and associated, adjacent roadway portions for the
attributing parcels.
LID improvements are not required, as no development is occurring or being
proposed with this infrastructure only project
B. Development Criteria Reference and Constraints
The criteria and constraints from the City of Fort Collins will be met. Water quality,
detention, and BMP's and LID measures will be required with future development of
adjacent parcels.
C. Hydrologic Criteria
The Rational Method for determining surface runoff was used for the infrastructure
project to provide for anticipated pipe flow only, for the storm sewer infrastructure in
Timberwood Drive. The 2-year and 100-year storm event intensities were used in
calculating runoff values. The City of Fort Collins intensity duration frequency
curves were used to obtain rainfall data for each storm specified.
7
It's important to note that future development of parcels will be required to meet the
• 80% impervious ratio for the developed condition of the parcels and associated,
adjacent roadways, rather than match the rational `c' values shown in the rational
calculations in Appendix B of this report. Rational calculations (and corresponding
`c' values) shown in Appendix B of this report were used solely to size (possibly
oversize) the storm sewer infrastructure in Timberwood Drive and Technology
Parkway to provide for future development of the adjacent parcels to the north and
south of Timberwood Drive, and east and west of Technology Parkway to allow for
future conveyance of those parcels to a future, regional pond, located south of
Timberwood Drive, and for a future regional pond (or onsite pond) for the area west
of Technology Parkway.
D. Hydraulic Criteria
All hydraulic calculations within this report have been prepared in accordance with
the City of Fort Collins Drainage Criteria and are also included in the Appendix.
Final storm sewer pipe, chases/sidewalk culverts, storm inlet and street capacity
calculations, and riprap calculations have been completed using UDSewer and
UDInlet from UDFCD, as well as other spreadsheets and hydraulic software.
E. Variance
No variances are being requested for the project.
IV. DRAINAGE FACILITY DESIGN
A. General Concept
For the purposes of sizing the storm sewer pipe infrastructure in Timberwood Drive
only, ten drainage basins will provide conveyance of drainage for approximately the
25.50 acres of onsite roadway infrastructure and future anticipated, adjacent parcel
areas to each basins respective design points. In the interim condition, basins 1 and
8 (future developed parcel areas) will remain in their historic agricultural condition,
with runoff continuing to infiltrate into the existing crop/field. Basins 2-5 and 9-10,
which comprise portions of Technology Parkway and Timberwood Drive, will be
routed to proposed inlets in Technology Parkway and Timberwood Drive, which will
convey runoffto interim cobble pits on the south side of Timberwood Drive and east
and west sides of Technology Parkway. Runoff will infiltrate into the soil, as
historically occurs. Future development will provide for the extensions of the storm
pipe systems to regional ponds (or onsite ponds), which will be constructed with
future development.
8
Basins 6 and 7 will flow east on Timberwood Drive, then north (for basin 6) and
• south (for basin 7) down Lady Moon Drive to the existing inlets and storm sewer
systems in Lady Moon Drive.
Upon future development of the adjacent parcels (basins 1 and 8) and areas south of
Timberwood Drive, it is anticipated that the storm sewer infrastructure, shown to be
stubbed south of Timberwood Drive and east of Technology Parkway with this
project, will be extended south and east, respectively, to a future, regional water
quality and detention pond. The future water quality and detention pond will provide
detention and water quality for the attributing basins, up to a maximum of 80%
imperviousness for the adjacent future developed parcels and associated, adjacent
roadways.
It's important to note that additional storm sewer has been added and stubbed to the
north and south of Timberwood Drive to provide outfall and connection points for
future development of adjacent parcels, and has been approved by
MAVDevelopment for outflow and basin sizing. Likewise, a storm sewer stub has
been stubbed to the west side of Technology Parkway (south of Intel's site) to
provide for an outfall from a future regional pond in this location (per the SWMM
model), or for an onsite pond, as may be applicable in the future.
As noted above, proposed storm sewer stubs will convey runoff from Timberwood
Drive and Technology Parkway to interim cobble pits until future development
provides for onsite water quality and detention ponds for these areas. The proposed
improvements along Timberwood Drive and Technology Parkway are in accordance
with the HTP Site Masterplan Report and SWMM Model, and shall be tracked with
future development.
It is important to note that with the extension of Technology Parkway south to
Precision Drive, proposed grading and drainage design provides for the east and west
sides of Technology Parkway (from Harmony Road south to Precision Drive) being
directed to their corresponding sides. This minor change to the basins has negligible
effect on the approved SWMM model, as the basin areas between 501 and 401 remain
nearly the same. Please refer to the HTP SWMM model exhibit in this report, which
shows the basin layout for basins 401 and 501. Future sizing of the regional pond,
south of Timberwood Drive, will provide additional details on this small basin
exchange for pond volume sizing purposes.
LID and BMP measures are not included with this project, as no development is
being proposed. However, LID and BMP measures will be required for future
parcels and will be required to be completed onsite.
W7
B. Specific Details
0 Basin 1
A CDOT Type C Inlet with close mesh grate will be installed at design point 1 to
provide an outfall for the future development of the parcel in this area. The CDOT
Type C Inlet will also serve as the outfall point for the median underdrain that will be
installed under the median in Technology Parkway with this project. Future
development of Basin 1 shall provide for runoff being conveyed to the CDOT Type C
Inlet.
It's important to note that storm sewer pipes with flared -end -sections are shown to be
stubbed underneath the berming, located on the south side of Harmony Road and
within the 80' setback buffer, to convey runoff from the attributable Harmony Road
right-of-way south and under the proposed bernung. Future development of the retail
parcels will connect and install the storm sewer pipes and flared -end -sections, as
• construction of the retail parcel(s) are currently planned to occur simultaneously with
the infrastructure improvements. Please refer to the overall utility plan sheet in the
HTP Infrastructure plans for additional information.
Basins 2 & 3•
Proposed 5' Type R Inlets will be placed at design points 2 and 3 to capture runoff
from basins 2 and 3. Runoff will combine with that from Basin 1 (as may be
applicable) and will be conveyed east in the proposed storm sewer system towards
design point 3A.
Basins 4 & 5:
Proposed 5' Type R Inlets will be placed at design points 4 and 5 to capture runoff
from basins 4 and 5. Runoff from basins 4 and 5 is conveyed south in the proposed
storm sewer system and into an interim cobble pit on the south side of Timberwood
Drive. Future development in this area (south of Timberwood Drive) will extend the
pipe (or provide a Swale system) to the future regional detention pond area, as
approved by MAVDevelopment.
Basins 6 & 7•
Basins 6 and 7 will convey their runoff east along a short segment of Timberwood
Drive, then north and south, respectively, down Lady Moon Drive and into the
existing inlets and storm system in Lady Moon Drive, as historically occurs.
Basin 8•
Two, 2' x 5' RCB's will be installed at design point 8 to serve as a future outfall for
the future development of basins 1 and 8, and the associated Harmony Road and
Lady Moon Drive frontage to basin 8, as historically flows to and through parcel 8.
The two, 2' x 5' RCB's will also serve the developed condition of the roadway
infrastructure for basins 2-3.
10
• Runoff from basins 1-3, and 8 will be conveyed to and through the two, 2' x 5'
RCB's when future development occurs. The two, 2' x 5' RCB's have been modeled
to carry '/z of the attributing 100-year flow (for the future developed condition) from
basin 8 (Qloo = 85.26 cfs), as well as the 100-year, routed flow from basins 2-3, and
basin l(for the future developed condition of basin 1: Qioo = 33.23 cfs). This
provides for approximately 70.14 cfs being utilized to size the western 2' x 5' RCB.
It's important to note that the runoff from basins 1-3 will only discharge to the
westerly 2' x 5' RCB. The easterly 2' x 5' RCB will convey the remaining 42.63
cfs (other % of the 100-year from basin 8) south under Timberwood Drive, when
future development occurs. Aspen anticipates a large structure will be built, with
future development, at the north end of the 2' x 5' RCB's, with future development
of basin 8 being required to tie-in to the structure at design point. 8. This measure
will provide for the 100-year flow from basin 8 being conveyed under Timberwood
Drive and to a future regional detention and water quality pond, but only to the extent
that the combined imperviousness ratio for basin 8, as shown in the drainage exhibit
for the HTP Infrastructure, does not exceed 80%.
It's important to note that the north ends of the two, 2' x 5' RCB's will be plugged in
the interim condition, and only runoff from the developed roadway infrastructure for
basins 2-3 will be conveyed to the westerly 2' x 5' RCB, which will discharge runoff
to the interim cobble pit. Runoff will infiltrate into the soil and existing field, as
historically occurs.
Likewise, basin 8 will continue to remain in its historic condition (until future
development), with runoff infiltrating into the existing crop/field.
Please refer to the proposed drainage basin exhibit in Appendix F, and the rational
and stone sewer pipe sizing calculations in Appendices B and C for the proposed
roadway infrastructure areas, and also for the future development areas.
Basins 9 & 10•
Runoff from basins 9 and 10 will be conveyed south down Timberwood Drive to
proposed 10' Type R Inlets at design points 9 and 10. Runoff will be conveyed, via
storm sewer pipes, east and west of Technology Parkway, to interim cobble pits (for
the interim condition only). Runoff will infiltrate into the existing fields, as
historically occurs. Future development of east and west of basins 9 and 10 will be
required to connect to the existing storm sewer stubs and extend the storm sewer
systems to the future regional ponds or onsite ponds, as may be applicable for these
specific areas.
11
Overflow Conditions:
Should any of the storm sewer infrastructure inlets, pipe, or riprap pads become
clogged, runoff will spill south and east and over the existing fields, as historically
occurs.
C. Detention Pond
Detention and Water Quality pond sizing is not required for this infrastructure
project. Future development will provide for detention and water quality needs
through the utilization of a future, regional water quality and detention pond.
D. Street Capacities
Street capacity calculations for public roads have been analyzed and are included in
Appendix C.
V. STORM WATER OUALITY
A. General Concept
Because the project does not entail development, water quality (within a detention
pond area) will not be provided with this project, and runoff will infiltrate into the
existing fields and soil, as historically occurs.
However, water quality of stormwater runoff must be addressed on all final design
utility plans. Therefore, Best Management Practices (BMP's) for the treatment of
stormwater runoff will be provided with future development for the future parcels
and may include grass/ sod -lined swales with soft pans, riprap pads at culvert
discharge points, permanent erosion control fabric or riprap at curb cuts and swale
entrances into the future, regional pond, grass scrubbing across the bottom of the
future, regional water quality and detention pond during first flush conditions, and a
40-hour extended detention structure with orifice control incorporated into the future
detention pond design. These future, anticipated water quality features will provide a
mechanism for pollutants to settle out of the stormwater runoff before flows are
directed downstream to the McClellands Drainage Basin.
The future water quality/ detention facility will have adequate capacity, in accordance
with the HT? S WMM Model, and will provide all of the required water quality and
detention up to the 100-year event for the developed condition of the subject site and
offsite adjacent areas (up to an impervious ratio of 80% for offite parcel areas and
associated, adjacent roadways), prior to releasing flows downstream.
12
B. Specific Details
LID's and BMP's will be provided with future development, with specific details
provided at that time.
VI. EROSION CONTROL
A. General Concept
The subject site lies within the Moderate Rainfall Erodibility Zone and the Moderate
Wind Erodibility Zone per the City of Fort Collins zone maps. The potential exists
for erosion problems during construction, but should be minimal after completion of
proposed roadway infrastructure. Silt fence will be installed along the boundaries of
the grading areas, as shown in the erosion control plan, to prevent sediment from
leaving the project area. A gravel tracking pad(s) will also be placed at
entrances/exits to the infrastructure areas. Gravel inlet filters will be placed at
existing and proposed inlets, with straw wattles installed in green areas and swales to
mitigate the build-up of sediment and transport of debris. Riprap and erosion control
fabric will also be utilized at concentration points (riprap pads and pipe outlets) to
minimize erosion and increase soil stabilization.
VII. CONCLUSIONS
A. Compliance with Standards
All computations within this report have been completed in compliance with the City
of Fort Collins Storm Drainage Design Criteria.
The City of Fort Collins Storm water Utility will not maintain the private storm
drainage facilities within offsite parcels. The owners of the offsite parcels will
maintain their on -site storm drainage facilities on a regular basis. The following shall
be implemented for the private stormwater improvements' operations/ maintenance
procedures for the project on an annual or bi-annual basis:
1) Storm Sewer Inlets, pipes and flared -end -sections, curb cuts and concrete
sidewalk culverts/chases, structures, manholes, and the water quality/ outlet
control structures, as may be applicable, shall be cleaned through the removal
of debris and sediment from the associated items to allow for adequate
drainage through the site to the interim facilities.
2) Sedimentation/ silting shall be removed to allow for adequate drainage along
the bottom of the swales.
13
2) Sedimentation/ silting shall be removed to allow for adequate drainage along
the bottom of the swales.
3) Re -vegetation through the use of Natural Seeding/ Sod shall be provided for
disturbed areas and other permanent erosion controls shall be provided for
areas where erosion has taken place and requires remediation back to the
proposed condition shown in the plans
The Stormwater Operating/ Maintenance Procedures listed above are guidelines to
the minimum procedures that shall be implemented for the infrastructure project,
with these and additional measures being utilized on an as -needed basis.
B. Drainage Concept
The proposed drainage concepts presented in this study and shown on the utility
plans adequately provide for the transmission of developed runoff from the proposed
roadway infrastructure to the interim cobble pits south of Timberwood Drive and east
and west of Technology Parkway. Future development will provide for the removal
of the cobble pits and the storm sewer infrastructure being extended south to a future
regional detention and water quality pond (for Timberwood Drive), and removal of
the cobble pits and extension of the stone sewer systems east and west of Technology
Parkway to the regional pond(s), or onsite pond for the areas east and west of
Technology Parkway, as may be applicable. Runoff for all other areas will provide
for the 100-year developed (and historic) flows and drainage patterns from adjacent
offsite basins to continue to be conveyed to discharge points, per the HTP drainage
Masterplan or as historically occurs along Lady Moon Drive.
If groundwater is encountered at the time of construction, a Colorado Department of
Health Construction Dewatering Permit will be required.
C. Storm Water Oualitv
Future development will provide for final design which addresses the water quality
aspect of stormwater runoff. The future, regional detention pond (south of
Timberwood Drive) and future regional pond (or onsite pond) west of Technology
Parkway, south of Intel) will be grass -lined and provide extended detention. This
will provide an opportunity for stormwater pollutants to filter out of the stormwater
runoff before flows are directed downstream.
14
D. Erosion Control Concept
Proposed erosion control concepts have been provided for and adequately provide for
the control of wind and rainfall erosion from the proposed development. Through the
construction of the proposed erosion control concepts, the City of Fort Collins
performance standards will be met. The proposed erosion control concepts presented
in this report and shown on the erosion control plan are in compliance with the City
of Fort Collins Erosion Control Criteria.
Erosion Control Escrow Estimate
The Erosion Control Escrow Estimate for the HTP Infrastructure is approximately
$45,962. Please refer to Appendix E for this calculation.
Storm Drainage Design Criteria and Construction Standards by the City of Fort
Collins, Colorado, May 1984, Revised January 1997.
2. Erosion Control Reference Manual for Construction Sites by the City of Fort
Collins, Colorado, January 1991, Revised January 1997.
3. East Harmony Portion of McClellands Basin 100-Year Master Plan, by Icon
Inc., Fort Collins, Colorado, August 1999.
4. Final Drainage and Erosion Control Report, Harmony Technology Park 2nd
Filing, by JR Engineering, June 20, 2001.
5. 2004 High School Drainage and Erosion Control Study, Poudre School District
R-1, by Nolte Associates, Inc., June 24, 2002.
6. Final Drainage and Erosion Control Report, Harmony Technology Site Master
Plan, by Stantec Consulting, May 19, 2008.
7. Final Drainage and Erosion Control Study for Harmony Technology Park
Third Filing, by Stantec Consulting, May 19, 2008.
15
APPENDIX
16
APPENDIX A
17
VICINITY MAP
18
11MMI1
Mp tS
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APPENDIX B
19
RATIONAL METHOD HYDROLOGY
P
0
Developed Weighted Runoff Coefficients
Hammy Tech Park Ffah Wing
100-M
it (Sqlq
Concrete Area
Gravel A,P
1
0
0
168,000
0
29,025
197.025
0.80
2
0
10,793
. 4,495
0
3,288
18,576
0.81
3
0
10,700
4,457
0
3,260
18,417
0.81
4
0
7,540
3,141
0
2,296
12,9T7
0.81
5
0
7,647
3,185
0
2,330
13,162
0.81
6
0
2,252
SIM
0
685
3,875
0.81
7
0
2,252
938
0
685
3,875
0.81
a
0
0
550,000
0
100,412
650,412
0.80
9
0
73,542
13.808
0
14,933
102,284
0.84
10
0
64,034
13,006
0
13,276
90,316
0.84
T. itat
Tote) Acreage
0.00
4.10
17.49
0.00
3.91
26.60
2 0
10,793
4,495
0
3,288
18,576
83%
5 0
10,700
4,457
0
3.260
18,417
83%
4 0
7,540
3,141
0
2.296
12,977
83%
6 0
7.647
3,185
0
2,330
13,162
83%
6 0
2,252
938
0
655
3,875
83%
7 0
2,252
938
0
685
3.875
83%
a 0
0
550.000
0
100,412
650,412
85%
9 0
73,542
13,808
0
14,933
102,284
86%
10 0
644034
13,006_.._
0
13,276
90,316
86%
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21
11
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22
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No Text
• Project:
Inlet ID:
DESIGN PEAK FLOW FOR ONE-HALF OF STREET BY THE RATIONAL METHOD
Hannorw Tech Park FMh Filing
IMOM at Design Pdnfa 114 3 S
1 Design Flow = Gutter Flow. Carry� Flow
—i OVERLAND
V LOVND� I STREET I IOV`R❑LWND
GUTTER PLOW PLUS CARRY-OVER PLOW '% GUTTER PLOW. III
INLET INLET
�• —1/2 Or STREET
.ocal ..... 0.8 4.2 cfe
Show Detaft
Subcatchment Area- gees
Percent lmpervioua= 9(,
NRCS Sea Type = a. C, or
Site Type: Slope ) lan Ih ff
Is this, Overland Flow •
aae a Non-liam Gutter Flow _
1 s = ' ' ♦Minor Storm 11Qor tone
Design Storm Realm Period. T, _ !ears
Realm Period Ono -Hour Preapitagon, Pr • I;,,,s,•,
User -Defined Sturm Runoff Coeffident (leave eas blank to aeeept a celaWteO vaWe), C
User -Defined Syr. Runoff Coefficient pease Otis dank to amept a ealodeletl V ), Cs
Bypass (Cary4W Flow from upstream SabortehmeMq 0. cfs
TOW Design Peak Flow. Q • 0.9 /,2 cry
1bd; f - F-twtl Ta SI zF /dLt>�3
-TYPE /N1-67:5
Work..sheet Protected
IN THIS SECTION
IN THE SECTIONS
InIetDP2, Q-Peak
7/142015, &.21 PM
11
I ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor a Major Storm)
(tsasea on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Project:
Harmony Tech Park Fifth Filing
Inlet ID:
Inlets at Design Points 2,3, 4 8 5
Tcnowx
K
T. TMex
w T,
�, 'I Street
�a �. Crown
r
i4.����
MLURB d
\.�\✓� i 5
Y�
Warning
Allowable Width for Spread Behind Curb
Slope Behind Curb (leave blank for no conveyance credit behind curb)
hV's Roughness Behind Curb
of curb at Gutter Flow tine
ce from Curb Face to Street Crown
Depression
Width
Transverse Slope
Longitudinal Slope - Enter 0 for sump condition
g's Roughness for Street Section
Allowable Water Spread for Minor & Major Storm
Allowable Depth at Gutter Flow Line for Minor & Major Storm
Flow Depth at Street Crown (leave blank for no)
TWK = 10.0 ft
SsMx = 0.020 ft. van. / ft. horiz
niv= = 0.029
Hems =
5.00
inches
Tcs =
20.0
ft
a =
2.0D
inches
W =
2.00
ft
Sx =
0.020
ft. vert. / ft. hortz
So =
0.010
ft. vert. / ft. hortz
n, =1 0.018
Mirror Storm Major Storm
TMex = 10.0 15.0 ft
dw,= 6.0 7a.0 inches
check = Yes
1110wable Gutter CapacityBased on Minimum of Q, or Minor Storm Major Storrs
Ctmw = 3.4 8.9 cfs
storm max. allowable capacity GOOD - greater than flow given on sheet'Q-Peak'
drama canoe
InIetDP2, 0-Allow,
11/=15, 1:14 PM
INLET IN A SUMP OR SAG LOCATION
Project' Harmony Tech Park FFRh Filing
Inlat ID - IrtlMa at Design Paints 2,3, 4 a 5
r
t4Glab ' � /IVart
wP
L. (G)
r of Ireat
d Depesaion (additional to cerdhnuwra gutter oepaoslon'ahom'O-Ntorn
doer of Una Intete (Grate or Curb Opening)
r Depth auWde of Local Depreaatm at treat
a Womutlon
IN of a Unit Grate
h of a Unit Grate
Opening Ratio for a Grate (tAkal values 0.1".00)
ping Factor for a Single Grata (typical value 0.50 - 0.70)
e Weir Ooelfoard (typical value 2.15- 3.80)
e Orifice CmrtkieM (typical value 0.60 - 0.80)
n Opening htiamotlon
th of a Unit Curb Opening
M of VwbcW Gab Opening o1 Inches
M of Curb Orifim Threat in Inches
s of Throat (sea USDCM Figure ST-S)
Width for Depasalea Pan (typically the gutter WON of 2 feet)
ping Factor Ma SOgle Curb Opening (typical value 0.10)
Opening Weir Coefficient (typical value 2.33.6)
Opening Odom Coel0dent (rypkal value 0.80 - 0.70)
Inlet Interception Capaelty (assumes clogged condition)
MINOR MAJOR
Inlet Type=
COOT TypeR Gob Openong
ocr
3.00
3.00
No
1
i
Flow Depth =
6.0
12.0
MINOR MAJOR
N..n'
H.'
That,
W,'
rr(C)•
C.(C)=
C,(C)=
n
N/AMWA
WA
WA
WAWAWA
MAJOR
5.00 t/
500
6.00
6 00
6.00
500
63.40
9360
2.00
2,00
0.10
0.10
3.60
3,60
0.67
0,57
Itches
Inches
/eat
feat
feet
itches
Inches
degnew
fast
INe1DP2, Inlet In Stomp 7/142015, 8:22 PM
INLET IN A SUMP OR SAG LOCATION
Project HTP 6TH FILING
Inlet ID = STIN-El (D"
L.(CL=
M-ven
\W�\ WP _,-----------
Io(G)
of Inlet
I Depression (additional to continuous gumer dePressim'a hom'Q-AIIMI
W of Unit Inlets (Grate or Curb Opening)
Depth outside of Loral Depression at Inlet
r Interreation
tlh of a Unit Grate
I of a Unit Grate
Opening Ratio for a Grate (typical values 0.15.0.90)
ling Factor for a Single Grate (typical value 0.50 - 0.70)
Weir Coefficenl (typial value 2.15- 3.60)
Orifice Coefficient (typical value 0.60 - 0.60)
Opening W—tion
h of a Unit Curb Opening
d of Vertical Curb Opening in Inches
d of curb OdPae Throat in Inches
of Throat (see USDCM Figure STS)
Mdmh for Depression Pan (typically Oro gamer width of 2 feet)
Ong Factor for a Single Curb Opening (typical value 0.10)
Opening Wait Coefficient (typical value 2.3-3.6)
Opening Orifice Coaffhcent (Weal value 0.60- 0.70)
Inlet Interceptlon CapacRy (assumes clogged condldon)
MINOR MAJOR
Inlet Type'
CDOT Type R Curb Opening
an,r=
3.00
3.60
No=
1
Flow Depth =
6.0
16.0
MINOR MAJOR
L,(C)
H.•h'
Theta =
W.
Cr (C) _
C (C)'
Ca (C) _
Lo
WA
N/A
WA
NA
WA
NIA
WA
WA
WA
NCA
WA
RA
10.00
10.00
e.OD
Gm
6.00
6.00
63A0
c"3:0
2.00
200
0.10
0.10
3.60
3.60
0.67
0.67
inches
feet
feet
feat
inches
Inches
degrees
feet
STIN-El, Inlet In Sump
11=015, 1:11 PM
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm)
lclased on Regulated criteria for Maximum Allowable Flow Depth and Spread)
Project: HTP 5TH FILING
Inlet ID: STIN-E1 , (DP-9)
Warning
T•Aca
Tcaowx
S•��.
T. TMAX
w T.
^
Street
Crown
Hcuae •
LTA � $.
Tim Allowable Width for Spread Behind Curb
Slope Behind Curb 0eave Wank for no conveyance Credit behind curb)
irVs Roughness Behind Curb
of curb at Gutter Flow Line
m from Curb Face to Street Crown
Transverse Slope
Longitudinal Slope - Enter 0 for sump Condition
ig's Roughness for Street Section
T. `
13.0
ft
SMA =
0.020
fl. ven. / R horiz
n•nca =
0.029
Hume =MO.O05
I ncnes
Tcaowu =ft
a =inches
W =ft
Sx =ft.
van. / ft. hor¢
So =ft.
van. / ft. hor¢
nmm =1 0.01E
Minor Storm Major Storm
Allowable Water Spread for Minor & Major Storm Tmx =1 18.5 1 24.0 ft
Allowable Depth at Gutter Flow Line for Minor & Major Storm rl v = 6.0 18.0 inches
Flow Depth at Street Crown (leave blank for no) Li Li cheek = Yes
Minor Storm Major Storm
Allowable Gutter Capacity Based on Minimum of Q. or Q. Q .. .1 7.6. 19.1 cfs
r storm max. allowable capacity GOOD - greater than flow given on shoot'Q-Peak
Warning
not
Aaainw harm.
STIN-El, Q-Allow 11/2/2015, 1:11 PM
INLET IN A SUMP OR SAG LOCATION
Project' HTP FIFTH RUNG
Inlet ID = STIN-F1(DP-10)
r-- I.o(C "=
r
N-Vert
1NP _ o
Lo (G)
of Inlet
Depression (adm0aial to continuous gutter depression'a' hem •O-mbw)
w of Unit INets (Grate W Curb Opening)
Depth aulsWe of Local Depression at Inlet
M of a Unit Grate
It of a Unit Grate
Opening Ratio for a Grab (IypiW vakm 0.15.0.90)
RN Factor for a Single Grate (lypiral value 0.60 - 0.70)
r Weir Coeffdent (Iypial value 2.15 - 3.60)
t Orifice Coeffdent (typtat value 0.60 - 0.80)
Opening bdomlation
Ih of a Unit Curb Opening
It of Vertical Caro Opening in Inches
it of Curb Orifim Throat in Indies
I of Throat (see USDCM Figure ST.5)
Width for DaWasaion Pan (lypiafiy the Quitter WWta of 2 feet)
ling Factor for a Single Clue Opmeg (typical vahm 0.10)
Opening Web Coelfiaenl ("iced vehro 2.3-3.6)
Openbg Orifice Coefficient (lypial value 0.60-0.70)
Inlet Interception Capacity (assumes clogged condition)
ipaeny 13 GOOD for Minor and Maler Brnnns no PFenI
MINOR MAJOR
Inlet Type
COO
T OT Type R Curb Opening
Z=
3.00
300
No
1
Flew Depth =
6.0
18.0
MINOR MAJOR
naea
1.(G)=
WA
WA
feet
W.
WA
WA.
feel
Are=
WA
N/A
G (G) -
WA
WA
C. (G)=
WA
N/A
C=(G)=
WA
NiA
MINOR
MAJOR
I. (C) _
Hasa =
Theta =
Wr=
Cr (C) _
C.(C)=
Ce (C) _
a
10.00
10.0C
6.00
6.00
6.00
6,00
63.40
e3+0
2.00
2.%
0.10
0.10
3.60
0.67
-357
feet
inches
motes
degrees
feat
STINfI, inlet In Sump
1122015, 1:12 PM
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storfn)
-
Protect:
_____'_
HTP FIFTH FILING
Inlet ID:
STIN-F1 (DP-10)
TBACK
TCRO�WH
Sa1C_—
k
T. TMA.
IN T.
Sheet
rown
NCUMB
a
\yi
Warning
MUM Allowable Width for Spread Behind Curb
Slope Behind Curb (leave blank for no Conveyance Credit behind curb)
mtg's Roughness Behind Curb
of Curb at Gutter Flown Une
m from Curb Face to Street Crown
Depression
Transverse Slope
Longitudinal Slope - Enter 0 for sump condition
tg's Roughness for Street Section
Allowable Water Spread for Minor & Major Storm
Allowable Depth at Gutter Flow Lime for Minor & Major Storm
Flow Depth at Street Crown (leave blank for no)
ToK =
13.0
R
awc
Sx =
0.020
ft. varl. / ft. horiz
na.cx =
0.029
Hcune =
8.00
Inches
TcRowM =
28.0
R
a =
2.00
inches
V =
2.00
R
Sx =
0.020
ft. verl. / ft, horiz
So =
0.005
ft. Vert. / IL horiz
tt mm =j 0.018
Minor Storm Major Storm
T, x = 18.5 24.0 Ift
tf r 8.0 18A linches
check = Yes
Minor Storm Major Storm
rle Gutter Capacity Based on Minimum of (], or cl, = 7.6 191�dfa
max allowable capacity GOOD - greater than flow given on sheet V-Peak'
max. allowable capacity GOOD - areater than flow aiven on aheat'O_P.k,
not meet the
d.f..n .a....
STIN-F1, "low 11/2/2015, 1:12 PM
APPENDIX D
23
SIDEWALK CULVERTS & RIPRAP
CALCULATIONS
24
HTP FIFTH FILING Culvert cl 7-15-15.txt
•
CULVERT C1
Q100 = 3.16 CFs (C = 0.95, 1 = 9 IN/HR, A = 0.37 AC)
7RG 7-15-15
channel calculator
Given Input Data:
shape Rectangular
solving for Depth of Flow
Flowrate 3.1600 cfs ✓
slope 0.0100 ft/ft
manning's n ..................... 0.0290
Height..........................
Bottom width .................... 48.0000 in,/
Computed Results:
Depth 4.1667 in — �
velocity ........................ 2.2752 fps ✓
Full Flowrate ................... 15.6418 cfs
Flow area 1.3889 ft2
Flow perimeter 56.3335 in
Hydraulic radius 3 5503 in
Top width ....................... 48.0000 in
area ............................ 4.0000 ft2
Perimeter .................... 72.0000 in
Percent full 34.7227 %
critical Information
Critical depth 3.2243 in
critical slope 0.0225 ft/ft
Critical velocity ............... 2.9402 fps.,'
Critical area ................... 1.0748 ft2
Critical perimeter .. 54.4485 in
critical hydraulic radius ....... 2.8424 in
Critical top width .............. 48.0000 in
specific energy 0.4277 ft
Minimum energy ................. 0.4030 ft
Froude number ................... 0.6807./
Flow condition .................. subcritical ✓
Page 1
"fps ' f' o ,I
Culvert C2 7-15-15.txt
HTP FIFTH FILING
CULVERT C2
Q100 = 6.6 CFS (C = 0.50, I = 6 IN/HR, A = 2.20 AC)
7RG 7-15-15
Channel Calculator
Given Input Data:
Shape Rectangular
solving for Depth of Flow
Flowrate ........................ 6.6000 cfs
slope 0.0100 ft/ft
manning's n 0.0290
Height ..................... 12.0000 in
Bottom width .................... 48.0000 in ✓
computed Results:
Depth ........................... 6.7101 in
velocity .................... 2.9508 fps ✓
Full Flowrate ................... 15.6418 cfs
Flow area ..................... 2.2367 ft2
Flow perimeter .................. 61.4201 in
Hydraulic radius ................ 5.2439 in
Top width ....................... 48.0000 in ✓
Area ............................ 4.0000 ft2
Perimeter .................... 72.0000 in
Percent full .................... 55.9172 %
critical Information
critical depth .................. 5.2683 in
critical slope .................. 0.0210 ft/ft
Critical velocity ............... 3.7583 fps
critical area ................. 1.7561 ft2
critical perimeter .............. 58.5366 in
critical hydraulic radius ....... 4.3200 in
Critical top width .............. 48.0000 in
specific energy ................. 0.6945 ft
Minimum energy .................. 0.6585 ft
Froude number ................... 0.6957✓
Flow condition .................. Subcritical ✓
Page 1
•
•
APPENDIX E
25
EROSION CONTROL ESCROW
ESTIMATE
26
L
EROSION CONTROL COST ESTIMATE
Project:
PRECIS ON R
100-002
Prepared BY
JRG
Date: 0 10 0
0 0 11/4/201
CITY RESEEDING COST
Unit
Total
Method
Quantity
Unk
Cost
Cost
Notes
Reseed/mulch
8.61
ac
$723
$6,225.03
Subtotal
$6,225
Contingency
50%
$3,113
Total
$9,338
otes: 1. A<=5 ac=$655/ac; A>5 ac=$615/ac.
EROSION CONTROL MEASURES
Unit
Total
Number Method
Quantity
Unit
Cost
Cost
Notes
Vehicle Tracking Mat
41
CY
$30
$1,230
6 Gravel Filter
6
ea
$300
$1,800
5 Straw Wattle Barrier
6
ea
$150
$900
8 Sift Fence Barrier
8362
LF
$3
$25,086
38 Gravel Mulch
0
ac
$1,350
$0
39 Hay or Straw Dry Mulch (1-5% slope)
3.25
ac
$500
$1,625
Subtotal
$30,641
Contingency
50%
$15,321
Total
$45,962
Total Security
$45,962
APPENDIX F
MA
PROPOSED DRAINAGE BASIN
EXHIBIT, EXHIBITS & EXCERPTS,
EROSION CONTROL PLAN, &
EROSION CONTROL NOTES AND
DETAILS SHEET
28
'ti � i - J: �MRMIXa BY WI1�lApEAACl1fECT 1 `EF
r 1
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CALL
UTILITY NOTIFICATION
CENTER OF COLORAOp
1-800-922-1987
— 20 PPLVp"YO INcfM CONTOUR - 5 IT INTERVAL
— 21 PRW4YU WlER1ED1An CWICVR - 1 it IF
vplcL6 nACKlxc PAD
— $F 5Li FENCE
® MP RAP
}1,,,,,:% le' wnrnF WOK DAM
HAY LA STRAW MY WLCN
(1-sx)
WAYII INLET FILTER
L.nis of xOTLovuExi
CONSTRUCTIW ACTMTES. TOTAL LENGTH OF SILT FENCE
8.784 LF (FOR SILT FENCE ALONG THE NORTH 860UTH SIDES OF
TIMBERVAOU OR. EMT AND MST SIDES OF iECXNOLCOY
PPANWAY, AND NORTH AND SOUTH SIOE OF PROPOSED
SIDEWALK AND BERMS ALONG HARMONY flOM. WHERESILT
FENCE 188HCNN OVER NARDSLAPE (SIDEWALK ASPHALT. ETC3
A GRAVEL SOLWFILTER SHALL BE UTILIZED IN THESE AREAS
DURING CONSTRUCTION. AS APPLICABLE.
2) ALL p6NRBEDAREA3 A0.F TO BE SEEDED AND MULCHED,
J) STOCK PILES SHALL NOT TO EXCEED ttl IN HEIGHT.
q) ALL OFFSITE AREAS DISTURBED WRING CONSTRUCTION ME TO
BE RE-VEGETATFDAND RETURNED TO HISTORIC CONDITION.
$)GRAVEL INLET FILTERS SHALL BE INSTALLED WTHE PROPOSED
TYPE R INLETS. AS WELL AS OTHER NEARBY EXISTING INLETS, AS
ANY BE DETERMINED BY THE CITY OF EMT COLLINS EROSION
CIXITROLINSPECTOR.
0) VEHICLE TRACKING PAOI6) LOCATIONS SHALL BE DETERMINED BY
THE CONTRACTOR AND PRIOR TO CONSTRUCTION. AND SHALL BE
IN6TALLED ACCORDINGLY.
T) SEE SHEET C{q] FOR EROSNMI CONTROL NOTES AND DETAILS.
B) MINOR GRADING VALL OCCUR SOUTH OF TIMBERV000 DRIVE
0.pW MD EAST AND WEST OF TECHNOLOGY PARKWAY, AS
SHOWN IN THIS OMNINO FOR CONTINUITY BETWEEN W61TE
ANOOFFSITE GRADING.
0)TNE COBBLE PITS ON THE SOUTH 610E OF iIMBERNGOD DRIVE
ANO EAST AND NEST SIDES OF TECHNOLOGY PARKWAY WILL BE
REMOVED 1MTH FUTURE DEVELOPMENT AND THE PIPES
EXTENDED TO FUTURE, REGIONAL DETENTION AND WATER
QUALITY PONDS (OR ONSITE PONDS, AS MAY BE APPLICABLE).
MET AND 6EDIME ITT SMALL BE MONITORED IN THE PIPES
DISCHARGING i0 THE COBBLE Pli6, AND CLEANED AS
APPLICABLE. PRIOR TO FUTURE PIPE E%iENSION(S).
tp PROP BERMING SHOWN HAS BEEN PROW DEO BY THE
LANDSCAPE ARCHITECT. EXIST UTILITIES MO OTHER SITE
FACILITIES MAY REQUIRE ELEVATION ADJUSTMENT. PND/pi
flELOLATION. CONTflFLTOH TO COOROIIUTE NITX APPLICABLE
ENTITY FOR flELOLATN)N ORADJUSTMENT TO GRADE OF
EXISTING UTILITY VAULTS, VALVE eOXE8. HIRE. VAULTS, ECi. FOR
THE PROJECT AREA
City
of Fort Collins, Colorado
UTILITY PLAN APPROVAL
mvRwFD:
City Fn9lmer Dote
CHECKED M:
Water k WaelawaM way Dole
CHECKED BY:
StormvMer WstY Dote
CHECKED BY:
Parks k Recrealbn Date
CHECKED BY:
Traffic Engineer Site
CHECKED BY_ Fnvnanmentol Planner Dula
THESE PUNS HAVE BEEN REVIEWED M THE LOCO
FMNY FOR CONCEPT ONLY. THE REVIEW DOES HOT
IMPLY RESPONSIBIUIY BY TIIE RNICWINC
DEPARTMENT, THE LOCAL ENTITY ENGINEER, OR THE
LOCAL ENTITY FOR ACCURACY AND CORRECTNESS Of
THE CALCULATIONS. FURTHERMORE, THE RE`/IEW GOES
NOT IMPLY THAT QUANTITIES OF ITEMS ON THE PUNS
ARE THE FINAL QUANTITIES REQUIRED. THE REVIEW
SHALL NOT BE CONSTRUED IN MY REASON AS
ACCEPTANCE OF FINANCIAL RESPo1uslRVTY BY THE
LOCAL EMItt FOR ADDITIONAL OUAMITIES OF ITEMS
SHOWN THAT MAY DE REQUIRED DUPING THE
CONSTRUCTION PHASE.
aleekeD BT
11111
J.Cw[M1
UPSIONEU UY:
AVAIMmm
UMWN tlY:
ANiFmim
PiF� ?
jo moo"
Q ?p /ONPLE G�3'
W. IOOOOi
DATE. 12/18/I5
SHEET N0: COOS
5 OF 38
�"1M"wmtr.-
It
CALL UTILT' NOTFICATION
CFIRENOFCOLORADO
1-800-922-1987
III YOU DIG GRADE OR EXCAVATE
FOR THE PARKING OF UNDERGROUND
PALMER JDAUTIES
0xH
P EO 12P
— 20 —
PROPOSED WDEM CWTCUS - 5 PT INTERVAL
— 21 —
PRUP D NIEMIEMAIE CONCUR - 1 ET II
umVEHICLE
TRAINING PAD
SILT FENCE
— OF
RIP RAP
GOCISS UCEED VW WATTLE CHECK DAM
MAY MI STRAW CRY MULCH
U-5K)
— OMAEL INLET FILTER
WITS Of DEVELOPMENT
1) CONTRACTOR TO INSTALL SILT FENCE, PRIOR TO BEGINNING
CONSTRUC ION ACTMTIES. TOTAL LENGTH OF SILT FENCE
8.7" LF (FOR SILT FENCE ALONG THE NORTH & SOUTH SIDES OF
TIMBER M DR, EAST AND MST SIDES OF TECHNOLOGY
PARKWAY, AND NORTH AND SOUTH SIDE OF PROPOSED
SIDEWALK AND BERMS ALONG HARMONY ROAD. VMERESILT
FENCE IS SHADOW OVER HAROSOME BICEWALK ASPHALT, ETC,)
A GRAVEL SOCKffILTER SHALL BE UTILIZED IN THESE ARMS
WRING CONSTRUCTION, AS APPLICABLE.
2) ALL DISTURBED AREAS ARE TO BE SEEDED AND MULCHED,
S) STOCK PILES SHALL NOT TO EXCEED I Or IN HEIGHT.
e) ALL OFFSITE AREAS DISTURBED WRING CONSTRUCTION ME TO
BE RE -VEGETATED AND RETURNED TO HISTORIC CONDITION
5) GRAVEL INLET FILTERS SHALL BE INSTALLED ON THE PROPOSED
TYPE R INLETS, AS HELL AS OTHER NEARBY EXISTING INLETS, AS
MAY BE DETERMINED BY THE CITY OF FORT COLLINS EROSION
CONTROL INSPECTOR.
6) VEHICLE TRACKING PALS) LOCATIONS SHAL BE DETERMINED BY
THE CONTRACTOR AND PRIOR TO CONSTRUCTION, AMID SHALL BE
INSTALLED ACCORDINGLY.
T) SEE SHEET CART FOR EROSION CONTROL NOTES ME DETAILS.
S) MINOR GRADING WILL OCCUR SOUTH OF TIMBERVA00 DRIVE
ROW AND EAST AND WEST OF TECHNOLOGY PARKWAY. AS
SHOWN IN THIS DR WNG FOR CONTINUITY BETWEEN ONSITE
AND OFSITE GRADING.
9) THE COBBLE PITS ON THE SOUTH S1DE OF TIMBERW DRIVE
AND EAST AND WEST SIDES OF TECHNOLOGY PARKWAY WILL BE
REMOVED W111BI FUTURE DEVELOPMENT AND THE PIPES
EXTENDEDTO FUTURE, REGIONAL DETENTION AND WATER
QUALITY PONDS OR ONSITE PONDS, AS MAY BE APPLICABLE),
SILT AND SEDIMENT SHALL BE MONITORED IN THE PIPES
DISCHARGING TO THE COBBLE PITS. AND CLEANED AS
APPMCABLE, PRIOR TO FUTURE PIPE EXTENSIONSO
10) PROP BERMING $MOM HAS BEEN PROVIDED BY THE
LANDSCAPE ARCHITECT. EXISTING UTILITIES AND OTHER SITE
FACILITIES MAY REWIRE ELEVATION ADJUSTMENT,ANWR
RELOCATION. CONTRACTOR TO COORDINATE WTH APPLICABLE
ENTITY FOR RELOCATION OR A➢JUSTMENTTO GRADE OF
EXISTING UTILITY VAULTS, VALVE BOXES, Was VAULTS. ECT FOR
THEPROJECTAREA
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
City Engineer
B:
Water & Wastewater Utility
BY:
Stormwoler Utility
PI @ Recreation
BY
Traffic Engineer
Environmenkl Plonner
THESE PLANS HAVE BEEN RENEWED BY THE LOCAL
ENTRY FOR CONCEPT ONLY. THE RENEW DOES NOT
IMPLY RESPONSIBILITY BY THE REVIEWING
DEPARTMENT, THE LOCAL ENTITY ENGINEER, OR THE
LOCAL ENTM FOR ACCURACY AND CORRECTNESS OF
THE CALCULATIONS. FURTHERMORE. THE REVIEW WES
MART IMPLY THAT QUANTITIES OF ITEMS ON THE PLANS
ME THE FINAL QUANTITIES REQUIRED. THE RENEW
SHALL NOT BE CONSTRUED IN ANY REASON AS
ACCEPTANCE OF FINANCIAL RESPONSIBILITY BY THE
LOCAL ENTITY FOR ADOITIONAL QUANTITIES OF ITEMS
SHOWN THAT MAY BE REQUIRED DURING THE
CONSTRUCTION PHASE.
E
a
M
CIIEC'KED BY'. 1. GM]I
DESIGNED BY'. AVAMWun
DRAWN DY: Am
VI
L
i
Z
W
IL 0
W o
O\ Q
r
�
0a(I
Z � J
u 0 U.
r
NZ
f fN N
24.
Z
ODW3
uwT[. IZIB/IB
SHEET NO: C-006
6 OF 38
18-e STRAW 'NATII£S, EMBEDDED AND STAKED, As e w
STMIOArm[ OOMA BIOwIRT Op WM
CORSTRUCIMMPW ems
WO M W -WATTLE FILTER- DETAIL, THIS SHEET, TO eMlalE
ENSURE STABILICAROIN DE WATTLES 3ACHG SHALL BE
O peamw, ID
BASED M YCRTICA, ME-10-HEAD HEcHT(Ai ; ypxKy
(IJ The- anted mslrwlurmuthe -t•d defeat WV bur(L) hung war to my cmlb= an
WIERVa S YMME HE HEIGHT IS EXCEEDED BY SLOPE FpXi A MIST 0
ME Am
OF CHANNEL) BE MOIER IryPI
($,] TIIwe shad6e en dsd g advifty wWftMe li ,d g dad An NO e==eped plans
en
ywmLE NCCO MIN MXT B
(].I M wy Im dp ielt tl com tl Rating Jl Ili b' ael= my land dnlurdw•Nvity
(t Xpl9 Ffl'^B gwbIBM ). Nl dM1tt rtqu+ed m1d +het he-n4JIMtlMe
InPl
nNeml m+•W rem es nd[akdn Me eTgrwMp I 1 neWk carrsW[kn
,\
and remory FORM
HJ a all'times gig ther DwOWw unit W wingoemble for R -g Wit CMUdkNawb
eeR=W M 1wa1 nM i d. The
pa ,h ntlm be re be sP IN M unm r N n FIg n Oman )k aA ham
alle
hw
-
(sJ Piediyam wpNNia I ula Ra Id drN 'noewn mTTnl R I a,lnrbnaor
OWNED
(t(eWwredTba-gmeddE•le m lw
41mdL PAVIEW
SECTION
mes MNtdPd
IX
abl Hainfilling
M k�dcMmla "M B ng
'ahelihM
m) NI ein paDupmd donbylk*ngdA gal 91a d l ,
M1XeMNos Rq
4M aSM 1 9By
FOOT -COMPACTED 1. INSPECT, MID ISP tNECESSMY)ME
land
rpltwotwryahM remeb pond b/I nddmrbnp Maly M1x In MM(ml der b1w vlXe
g
BACKFILL FLOW WATTI£ FLIERS AFTER EACH EHNL
twmmarywly ome a 4(09. AewMr+rkh,l A pg,H.. Iles dheM=e
2. ALL WAT S MUST DEC RE CED AVER 12
•Rnandb)NacryR:anty.
NJ InatlwrorMnikesm4n luWnWl.rlllpnXv<aruduraU Nnlbn [one4lm[amne any t.
t - l Ir MDXMs UNLESS APPROVAL IS CAnxIED BY ME
dONEERING gNSIDN FAIR LvNGER USE,
Be"n edA,nribum dame wary AM, US weeks and af®=va, sOlifmnl Blom wait
-
ndreywimd orcM mdW05 rw'wrxy m CHART to eMers Me=urenued 0.+fummw of
3 HHASE REFER 10 F0.LOMNG NRCS NE04E FOR
Mdrir enCM4ncdm.
)v ADUllp L WATTLE INFORMATION AND INSrAW
BE) Remainln phmmil won smasalMa rurmundingdNWMeanasaracurM'i"LaWvd
PROFILE VIEW NOTES AND OETMLS wa,. .. .arre.sa_Wrwl
andwVMmd by Ma w i Ecmtd lnsMda.
let B•Mnw afar the vL has MAT vMamMN Sca°0xd as d OMInM by the vosm cmhd
rwas 18" DIAMETER STRAW WATTLE CHECK DAM
NTO
nm
04 Man my ame[mare m•ssurm are removed Me OwNopa Than b4 responsible hit Me cleani
ItOF
up ,it nmrval III sMimem and Anne nail At dmmW Innis°utlure and Wlw pr m=iliW$
(9) Themm...for shell immedNdy ckm up any= Ilwclim mAMWB CAwn MlYdepnNdmed+Bel
CURB INLET
AwN, sdew,lk,, moMa pubic ABMs V OR end make Tort mmhnndwadwan•te [kmM+1M•-_
am of each wi dry.
(1SJ Neuromood"anO,PoE=uMdY MnempwdrwMaY surta=es. dill b•remwed antl dspoa•tlN
and stamen so ns nM mc.aa.MNrrman mo.mwAwi MMoumw sb.
LEJ Nasal sm[Fpile shalxned lea 110)M1YbMpM.MMR ebdpin ehnlbpUeel•dfmr••SINM
aensp MN surface Moorland welMrg. Mdwmlmrdtbrcg. Aa alOrlpilerenl•WMMe
GRAVEL FILTER �'
thin TSB) dry, JON be seeded and nulcned.
(APPROX. 3 4. CIA)
( / )
(13J The SCROCR MV84me caNway ofdwmbon Honda we N rnax•d and dean same ln+ wit M cleaned
ucaneeuon aHdeter,O end befue wrong Me maidnmp mnmtlX CryFNrAya
CONCRETE
Homemakerse Of
WIRE SCREEN
(ISJ disc And Ee DIS PardhilA tem (CIDI Ru
CwaadamOf
A APPR0X. 1 2- MESH)
ESH
( / )
CWamm4Mr ffm•mme
or[sand
son.
discharge nmrp My SdI
mNeryoldlw polmanl w=mlammWNal5
A
cFvmm�tmdash
W We Ited t concrete track wash" ch�oMmllswS
pia,,dw iw bAYenMImde°towaaW
2'X4" WOGD SND
ThadldrgmahbN.
W •^dew+ R4d4cls Bner. ens sann.ry wade. The devNapw MraM al ell4n�es iax.wnaleva meesan
O OVERFLOW FILTERED WATER
rt .auyl4a[seuml. mW [dN&Mmgdabms Nof ponmm� on Me ap ln.a=rea.awan
•n/ me ell epgiaEle bml, yap and hbrtl rtgdanms.
RUNOFF
(14J Adtignaedarw indl me poAMdmsMe M[arrcntt nr<h[Nlewa:MrA. iberte LrYlbe
am4uaed n esro mrwin walloutmtlMd mild b[md a Intl Bly IS01 mtaxry M1wn+q ewumry
..
Mani
m_o_o_m_n_
__n_m_o_o
Q*W�PSC....M......
+r�t�Im. T.11rw1
�mi-_mmmmmm
MOM
MOM
IKMMMMNM
ermw.w
smmmoommmmmmo
mm-mmmmmmmmm
wommommmmom
mmmmmmmmmmm
Q�
mmmmmmmmmmm
Q�mmmmmmmmmmmm
mmmmommmmoom
=MMMM
�...
....I
_._._m..mmmm
SEEDING CHART
Table 11.2. Recommended Species and ApDlkallon Raley of Seeds
for Temporary Vegetation antl/or C'owr Crops
Species Season(1I Drilled Pounds/Acre
Lr
(J
Annual Ryegrass Cod 20
Oats Cod 70
l
Cereal Rye Cod 40
Meet Winter Cod 40
U
Wheal - Spring Cod 60
a
Z
Barley Cod 60
MMlat Wmm 30
,{yf
Hybrid Sudan Worm 15
Sorghum Warm 10
Cod xosmmgaaaes make their moor growth In the Wing. Warm season grasses
make their major growth n late spring and summer Table 114 Identifies planting
p
dates far perennial and temporary/cover crop grasses
b5
Table 11.4. Planting Dotes tea Permnml and Temporary/Cow Crop Crosses.
DATE PERENNIAL TEMPORARY/COVER
So
GRASSES CROP GRASSES
Warm Coal Warm Carol
Jon 01 - FeD 28 Yes Yee No No
Mar 01 - May 15 Yes Yes No Year
May 16 - Moy 31 Yea No Yee No
a
Jun 01 -Jul No No Yee No
Aug 01 - Au9 1 No Yea No Ym
Sep 01 - Sep SD No No No Tea
Oct 01 - DOE 31 Yes Yes No No
Mulching ah011 be used to oaliat n estalishmeal of Wgel0lion. One or moreof Me
a a
following mulches shall be used man a Derennid dyfand grass seed mixture, or
temporary vegetation or cover crap.
S
Mulch Acceptable Date" of use Application Rate
Straw or Hay Jon 01 - Dec 31 1 1/2-2 tons/acre
M 15 - Mo 15 1 1 2-2 tone acre
Mat
H ulio wood or a o Y / Ydm ( D D )
Eroalon central (mate or pianists) Jan Ol - Dec N Net applicable
Hay ar Shaw mulch eANI be nee of noxious weeds and at lent SOR of Me fiber shall
be 10 inch" or more BY Imglh. V.Mm seeding with native Tosses hay ham a native
dlmg=mnmrvm THAT, canplebn dcmmuahn a[evem MewmmwaNpd marginalwb gross is a mggestetl mulang molerid, if avoilable.
CURB INIET ra dandRs lya+pmMolgmto"umehgwwd
WIRE SCREEN ItbJ Tanex•MM sWmed does not mane rem Md UM MOM or maeefee blM g If IrrlgaUcn is used, hydrou0c mulches may be applied from March 15 through Sep M. CRECK6DBY l0
GRAVEL FILTER a.mlmmayar[mid BMN shell b n"s and manakin Am Melde we WWK a adlsaq NDPES PERMIT NOTES
2"x4" WOOD SND +abmXrwegtneernion canal nspwM,(WMNn LawlsM Cn LEN+OMW. Hay a Show Mulch
WIRE SCREEN a (a.) Belwn eugmbt dmtrspan+. 1. `+ITE its conP110N: DEMONEDBT'. lCoctb
SECTION A W) Cd to dreinpe noes. a. Onsile ConsWdlon Whla eanaisla of Trading, utility work, and rootlway eomWdion' 1. Hey or straw mulch will per onchwetl to the soil by one of
PLAN VIEW g.) Mmgld larirmp. Ins talowirp metnom:
GENERAL NOTES: D. line major ngla des are planned in the r p following » Contra DRAWN Br. A. wil0rmuo
1. INSPECT AND REPAIR FILTERS AFTER EACH STORM EVENT. (JJ OMw botmailnwdetl. 1. ing oils f perimerofibbincyter
neceseary far Deimelo mnhola a A crimper which will crimp the fiber lour inches or
(1q CCHmmen Me fieM may wemmemdm cmtrd mapwnin »ibn rowM1et i+Mwmmmeea pars. 2. DamdliInstallation of perimeter controls.
O re into Me soil. Al Meet 50%of the fiber
REMOVE SEDIMENT WHEN ONE HALF T THE FILTER DEPTH Files awlNer Mah:npemnlwnam wm•rsuresw+dewmbamm�xay. e+bwldtl by Ma 3. Dradingan of existing asphalt, atrudogy and site items, as applicably.
HAS BEEN FILLED. REMOVED SEDIMENT SMALL
SI BE DEPOSITED C'nyFaan4 4. Grading of nmbowaatl in Te, Tclogy a Parkway, and sitlhrood !hall c 1e inches ea more In tailed
FILTERING
TE AREA TRIBUTARY TO A SEDIMENT BASIN OR OTHER 5. Utility cmture Impressionists
within s (Sanitary
Parkway and . Steam
Se r). (p) or straw according
mulch netting Installed over the nay
fILTERINC MEASURE. 6. In do y Con Improvenmle (Sanitary Sewer. Water. Storm Sewer). r straw mcoPoing to monuladureri netrudbne
]. Roadway Construction
°
2. SEDIMENT AND GRAVEL SHALL BE IMMEDIATELY REMOVED A Sla ovoliof ontrol g weeding (c), morsuers sprayed an theme mule to the
FRpA TRAVELED WAY Q ROADS. 9. Removal of control mwaurea nulwWrer's recommenml'wn.
EROSION CONTROL CURR III GRAVEL FILTER CA The project contains approximately 6.05 acres. of which approxim°tery 8.61 acres is 2. All straw Or nay must be free of noxious weeds. b/
Is expected to undergo clearing and/c grading. Including ofsile gmtlng taking place to ei
Bill to existing topography and to construct imberw°°d Drive, Technology Pakway N 1
PMC/CULVERT PROTECTION -WE nLL and future mosteplan steam coinage, sanitary sewer. end wdtenne improvements as CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP _ LL
P th HTP C
Dmbowood Drive and eMnol orkwa ea e .
agr r. campus.
d. Rational "CA = 0.25 before construction with calculated Rational "C' values for basins
•rgr-
1-10 (for storm sewer pine sizing only) varying from 0.60 l0 0.84; Howew, future
MET risks r� �D AN
row AN
eve ATTo to Par.
development of interior and adjacent lots shall adhere to the 80%Impervious Ratio,
allowed otter construction, De Me HTP Moslerplan SWMM Model. Re site Iles within
roe a nor a
the ModeroM Rainfall Erodibility Zone and Low Wind Erodibility, Zone per Me City of Fort
Collins zone maps. With the existing site doom of approximately 0.5E to fill, the new
improvements will be subjected to both and d rainfall erosion.
e. The predevelopment property far the die Consists of fallow lone that is cuuwUy being
formed and irrigated.
SECTION A -Aar
L Soll and whicle fuel and fluids are anticipated pollution sources far the HTP Filth Filing
r
w Argo am uL no<
roadway Improvements project. HowF these II be no vehicle store ggee or dforing on
All AnnualTab
,
site. Chemical storage le t mticipoted on ite. Plasm refs to the Stormwaler
Mmagemenl Plan for a complete IIBI of anticipated pollution amrces.
trillTime nel THE boom OF RE "THE m
0
00 W
Oho 0
J per Uri Z
eal
Z K
yam a war m MTM mine `°eat`° •'a'T•c 0 There may be anticipated non-3tormwater mmpmmts of tlMcheage. Please refer to the - MAX PARTICLE SIZE. AT UNSf SO l W aF TXE w55 SW LL B[ SEw6 EWLL 10 OR W:fR RWI O
' e -�[It LT Slotmwalo Man°gemml Plan fa a complete list of anticipated pollution sources. Tubs wW Ni
r AMR$nowa i.�
A Awc U
N WW ON 4 To t YOE STARS CR LfnAR ROCS 6 SLOPES ARE SIEEPG.
INIET PROTECTION oAn 1 n r tow M1. The downebeam receiving wales a the Fossil Creek Drainage tea Storm wales runoff 1rI
ham the curb E g potion of the site will be conveyed to d of Cobble pits and fiprap kL
�yar a _. c.nroxX patls, pm curb ffi Tuner.' lets and piping. and cleTimnaa and rive and sheet flow. Upon �. O
JI-`^IL- deveapmenl of Ma pie intea north bl smM of Tibe removed
Drive and mat te west of I `
Technology Parkway, File Intent nibble pile beMl be remowtl and slam Notes, Wlmtletl V
to regional ponds far Future
ponds, m may De applicable far the rrep weal it ^ O
Tecnnoogy Pokwoy). Future ponds will provide mtmtion one water quality far Me Z .J O
PUN VIEW antldpoted, developed porcel(s). Tho future, regional, intention and water manly Monde M
wn tl6charge to a future. outfall steam "ewe system, which will tie-in to the existing O W
MINFE� OATS, MF�TM his downstream ysl s within Me HIP Campus, which ultimately discharge to the Fossil L W
I Sol »...,..,SM.
..."IT"' IN w".CVIamwr.mmare emw .wm.e+w.r�VAMMESH o Mentea w Creek Dull Ditch. Please refer to the Drainage Basin Exhibit for clleas. � 1-
r,. w VAnM T AND.m...... TIa MTM Fao[ [ L m eaAN u vlusa,m ii[°®irwh r�now THAT U)
rx m 2 DIEe.MAPI+wED - /y
:: o REP eesgiSILT sFENCE d. See Drainage ffi Erwim Conbd Plan.
[r Ixar .emrmmr L.ea.ar. era a worn u rIey r+re w.rer tCI = 3. BMP'S FOR STORMWATER Pg1UPON PREVEFITON:
TRAWW OR GRAVEL FILTER FOR PUyl INLETS, to SBRUCTUREBp1Fe. a. Ermbo and SedY mt Controls: See Efodm Con" Notes and Sequence Table (this CALL UTILITY NOTIFICATION
Meet). CENTER OF COLORADO
1. VET R041W0 MATE BE LOCATED b. Matelda Handling and Spll Prevenllm: Meamrea Should De undertMm to control 1-800-922-1987 LLe AT EYERr ENIRNME/EMT AM DE m murn SIZE construction materiaa and waste. and di pawl of excess concrete (If applicable) to ORADOCALL 2 MXNEAG CAS IN ADVANCE1�-
SLOPE 60
2. HXC1B 1edLI0N0 ear s1w1 BE u+INPrWn insure 1n18 and ono materials do not leave Me 911a and mlm lM1e tlalentlan pantl FOR x O I� Z
M NEEDED To R RT Aug "Taal ROM RING which eventually ou6eM to Me Pmtlre River . Concrete. building maleial; waste, and BAHem HE UNI A W �+
.{� IP GXm COD) COY S U. deanup by-products should not be dischoged Into We on -site alarm sewer system Mm°n[MO°,MOER rRIDouiumrlc� wvxo O
t 3. 56 T AND OTHER WRBML $pxl£D. CM'Wm nor should May interINS, any existing detention metls. la the Weill Of a 9pil (fan Ins O
OR M KM CMO Cm STREET STWL BE WmF MY site into storm sewer system or existing datmli°n pczi appropriam mm+ures Mil ld
ran be undertaken immediately to remove the speed matwlols and prWml future Skills
from aamwM y
aDyO a City of FOR Collins, Colorado who "R"r
0 = d50 = STATE CLASSIFICATION FOR tpIINAL SO. 4. FINAL STABIUTATION AND LONG-TERM STORMWAIER MANAGf1.1ENT: UTILRV PLAN APPROVAL LUECN. ENTRYSE FORECONCEPIBEEN EDNLIY.DTBY THE 000
dQHO
STONE SITE. cap See Erosion Canlyd Notes this Meet fan final stabHkation measures to Contmi APPROVED: REVIEW DOES NOT IMPLY RESPONSIBILITY BY
pollutants In steamwatw disaargea CityE imer Date
n9 THE REVIEWING DEPARTMENT, THE LOCa1
ALL EDGES VILL BE 'TOED' INTO ABOVE DIMENSION. ENPTY ENGINEER, OR THE LOCAL ENTITY FORfall
5. OTHER CONTROLS: CHECKED BY: yIF RIP -RAP TO BE GROUTED a. Measures shmld be undertaken to remove excess waste products from the Bile antlMr 8 Woslewder UIiIM1yale pCCUIUCT PND CORRfCTNE55 OF THE WGROUt SHALL BE IN PCCO20ANCE 1➢dispose of MASON waste materials off -site in an appropriate manna. In oOdllon, CALCUUTIONS. FURTHERMORE, THE REVIEWQadpSTX[l10]-LpiEST REVISION. I (2• _ ]• ROCK �LIS mmsurm should De undwhahm to limit off -site ads tracking of mud and debris CHECKED Bff DOES NOT IMPLY THAT QUANTITIES OF ITEMS ilex
GROUT SHALL BE VIBRPTEO IN PLACE. I/2 - 5/! MOM UYDl y" collage from v ides leaving the site. Mud and debris should not be tracked along 5lwmealer Utility Nte ON THE PLANS ARE THE FINAL QUANMES
TOPS OF EXPOSED Rill WILL BE R`" mdways and mowed to ante nm-protected manage ways which dscharge eventually CHECKED ITS REQUIRED. THE REVIEW SHALL NOT BE
VET BWSWD AND CLEANED OF GR T into the Cache La Padre Rive.
TO EXPOSE RIP -RAP COLOR. 6- MM Perks k RMrmfpn Dote CONSTRUED IN ANY REASON 0.5 ACCEPTANCE 12/16/
S. INSPECTION AND MAINTENANCE: OF FINANCIALFOR
RETIONAL QUA BY THE LOLL eci Tao 1]/1B/15
Inspection and maintenance should be undNtakm on a regular basis m Outlined In I]IECKED HT: SHOWENTITFOR ADDITIONAL O REQUIRED
OF ITEMS
$I ..F. TAA KING MATa. Traffic Engineer Gale SHOWN THAT MAY RF REQURED DURING THE SHEET NO: C-007
NIP RAP DRAWING section 6 of Ma Terms and candivana of me COPS cmwa Permit.
CHECKED BY: CONSTRUCTION PHASE.
Emwenmmtal Planner Dote 7 OF 36
RPRV
IT BE Mlu YIFCiII MVxMR
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IBM THE W WE
(in PgMI)
(NOTES)
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INTERIM
COBSLE PIT
------ \ c\'-------- — -, �— J-
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e i II r4--------��------- ----� II\\ N�'h
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— — — — I f1IE11E1 ` I•i' P
L �I it A\� // I COBBLE PR /\\F, __ _____u,
d / I I / — / / \ INTERIM 1
I COBBLE PIT 1 1
Y
,It /
r— — — — — — — — —
all
I I \ L__ �N FUTURE OIITF' I A 1 I
I \ STRUCTURE TO
,[ vim{ _= _ _ _ — _ CTED _ _ _ CONSTRU
.. IAA _ _ - {FlTUREREOONAL POND zri'I�
r-
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I
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I
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COBBLE PIT
a
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FAUL
STRUCTURE TOO
STRUCTURE TO BE
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412
am
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NUM
I
MGME T.,(e
M®
r qLR
1) THE DRAINAGE BASINS SHOWN ON THIS EXHIBIT ACCOUNT
FOR 25.50 ACRES OF TOTAL ONSITE AND OFFSHE BASIN
AREAS. THESE BASIN AREAS, ALONG NTH RATIONAL C'
VALUES SHOWN BELOW AND IN THE NATIONAL
CALCULATIONS ME BEING UTILMED TO SUE THE STORM
SEWER INFRASTRUCTURE IN TIMBERWOOD DRIVE AND
TECHNOLOGY PARKWAY ONLY; FUTURE DEVELOPMENT OF
BASINS I AND 8 SHALL MEET THE 80%IMPERVIOUS RATIO
FOR THE SAID BASIN$ EC' VALUES FOR FUTURE
DEVELOPMENT SHALL ADHERE TO CORRESPONDING
IMPERVIOUS RATIO OF M IMPERVIOUSNESS, NOT'C'
VALUE OF STD, SHOULD THE DEVELOPED CONDITION OF
BASINS 1 AND 8 EXCEED AN NOT, IMPERVIOUSNESS RATIO,
ADDITIONAL WATER QUALITY AND DETENTION WALL BE
REQUIRED, BEYOND THAT SHOWN IN THE HTP SWARM
MODEL B HTPW TERPU
2) IN THE INTERIM CONDITION, BASINS 1 AND 8 WILL REMAIN
IN THEIR HISTORIC CONDRIO6 WHICH IS EXISTING,
PLANTED AGRICULTURAL FIELDS. FUTUREDEVELOPMENT
SHALL PROVIDE FOR THE ENTIRETY OF BASIN$1 AND 8
BEING CONVEYED TO THE PROPOSED STORM DRAINAGE
INFRASTRUCTURE, SHOWN IN THIS PLAN AND CONTAINED
WATHIN THIS PLAN SET, FOR EACH ATTRIBUTABLE BASIN
AND THE CORRESPONDING DESIGN POINT FOR EACH
BASIN.
8) THE INTERIM COBBLE PITS IDSCHARGE POINTS (LOCATED
SOUTH OF TIMBERN4V^O DRNE)ME PROVIDED FOR THE
INTERIM CONDITION ONLY. WATER QUALITY AND
DETENTION NEEDS FOR WINS 1 THROUGH 10 SHALL BE
PROVIDED BY OTHERS WITH A REGIONAL DETENTION
POND. MICH M L BE LOCATED SOUTH OF TIMBERNNOD
DRIVE, AS MUM ABSCOND REGIONAL POND (OR
ONSITE POND) NEST OF TECHNOLOGY PARKWAY MD
SOUTH OF INTEL. NTH BOTH PONDS CONSTRUCTED WTH
FUTURE DEVELOPMENT.
4) SEE MTIONAL METHOD CALCULATIONS FOR COMBINED/
ATTENUATED FLOW FROM COMBINED WINS FOR STORM
SEWER PIPE BURNS PURPOSES ONLY FOR THE
TIMBERVADOD DRIVE AND TECHNOLOGY PARKWAY
INFRASTRUCTURE IMPROVEMENTS.
S) RUNOFF FROM STORM INFRASTRUCTURE IN TECHNOLOGY
PARKWAY AND TIMBERWNC) DRIVE MAY OUTFALL TO
IMERIMMDTEMP YCMUEPIT6. FORMEAS
MERE INTERIM COBBLE PITS ME UTLQEO FUTURE
DEVELOPMENT SHALL CONNECT TO THE PROPOSED
STORM SENSE STUBS AND EXTEND THE PIPE SYSTEMS TO
THE CRETE OR REGIONAL PONDS, M MAY BE APPLICABLE.
6)12A OF CDOT CLASS'A' BEDDING MATERIAL SHALL BE
PLACED UNDER ALL RIPRM SHOWN. ALL RIPRM SHALL BE
COVEREDNIT I SS OF TOPSOIL.
T) SEE SHEET COJ2 FOR MASTER LEGEND
LEGEND
awaim, ma ma Name
DMINADE BASIN BOUNDARY ONE
_
EARN to
PROP IV VALUE
ACRE9/G'VALUF
Q
PROPOSED MANAGE DESIGN
POINT
PROPOSED DRAINAGE ROW PATH
20 —
PROPOSED INDEX CONTOUR -$FT INTERVAL
— 21 —
PROPOSED INTERMEDIATE CONTOUR-1 FT INTERVAL
—(4920)—
EXISTING INDEX CONTOUR -S FT INTERVAL
——(4919)—
— EXISTING INTERMEDIATE CONTOUR-1 FT INTERVAL
CALL UTILITY NOTIFICATION
CENTER OF COLORADO
1R EXCAVATE
ap800CT 2 ADVABCE
TIC ERSDANDSO
N922S DAYSIRADE O Or UTILITE1987
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
APPROVED:
City Engineer Gate
CHECKED RO
Water k Wastewater UUMy Date
CHECKED BY:
Stormwoter Utility Date
CHECKED BY:
Parks A Recreation Data
CHECKED BY: Traffic Engineer Date
CHECKED Bf: Environmental Planner Date
THESE PLANS HOVE BEEN REVIEWED BY THE LOCAL
EIFITY FOR CONCEPT ONLY. THE REVIEW DOES NOT
IMPLY RESPONSIBILITY BY THE REVIEWING
DEPARTMENT, THE LOCAL ENTITY ENGINEER, OR THE
LOCAL ENTITY FOR ACCURACY AND CORRECTNESS O
THE CALCULATIONS. FURTHERMORE, THE REVIEW DOES
NOT IMPLY THAT QUANTITIES OF ITEMS ON THE PUNS
PRE THE FINAL QUANTITIES REQUIRED. THE REVIEW
SHALL NOT BE CONSTRUED IN ANY REASON AS
ACCEPTANCE OF FINANCIAL RESPONSIBILITY Bf THE
LOCAL EMItt FOR ADDNIONAL QUANTITIES OF ITEMS
SHOWN THAT MAY BE REQUIRED DURING THE
CONSTRUCTION PHASE.
DESIGNED BY AW�
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�2 reFX'f NO: ,1/IB/IS
SHEET No: C-00
8 OF 36