HomeMy WebLinkAboutUPTOWN PLAZA - PDP - PDP130025 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTFINAL DRAINAGE AND EROSION
CONTROL STUDY
1501 WEST ELIZABETH STREET
Prepared for:
Jim Hillhouse
Hillhouse Architects
Windsor, CO 80550
Prepared by:
North Star Design, Inc.
700 Automation Drive, Unit I
Windsor, Colorado 80550
(970) 686-6939
August 20, 2013
Job Number 350-01
ii
August 20, 2013
Glen Schlueter
City of Fort Collins Stormwater
700 Wood Street
Fort Collins, CO 80522-0580
RE: Final Drainage and Erosion Control Study for
1501 West Elizabeth Street
Dear Glen,
I am pleased to submit for your review and approval, this Final Drainage and Erosion Control
Study for 1501 West Elizabeth Street. I certify that this report for the drainage design was
prepared in accordance with the Master Plan and the criteria in the City of Fort Collins Storm
Drainage Manual.
I appreciate your time and consideration in reviewing this submittal. Please call if you have any
questions.
Sincerely,
Patricia Kroetch, P.E.
700 Automation Drive, Unit I
Windsor, CO 80550
Phone: 970-686-6939
Fax: 970-686-1188
iii
TABLE OF CONTENTS
TABLE OF CONTENTS ............................................................................................................... iii
1. GENERAL LOCATION AND DESCRIPTION
1.1 Location ...................................................................................................................1
1.2 Description of Property ............................................................................................1
2. DRAINAGE BASINS AND SUB-BASINS
2.1 Major Basin Description ..........................................................................................1
2.2 Sub-Basin Description .............................................................................................2
3. DRAINAGE DESIGN CRITERIA
3.1 Regulations ..............................................................................................................2
3.2 Development Criteria Reference and Constraints ...................................................2
3.3 Hydrologic Criteria ..................................................................................................3
3.4 Hydraulic Criteria ....................................................................................................3
4. DRAINAGE FACILITY DESIGN
4.1 General Concept ......................................................................................................3
4.2 Specific Flow Routing .............................................................................................3
4.3 Drainage Summary ..................................................................................................4
5. STORMWATER MANAGEMENT CONTROLS
5.1 Written Analysis .....................................................................................................4
5.2 SWMP Contact Information ...................................................................................5
5.3 Identification and location of all potential pollution sources ..................................6
5.4 Best Management Practices (BMP’s) for Stormwater Pollution Prevention ...........6
5.5 BMP Implementation .............................................................................................10
6. CONCLUSIONS
6.1 Compliance with Standards ..................................................................................13
6.2 Drainage Concept ..................................................................................................13
7. REFERENCES ..................................................................................................................14
APPENDICES
A Vicinity Map
B Hydrologic Computations
C Detention Pond Calculations
D Excerpts from Other Reports
1
1. GENERAL LOCATION AND DESCRIPTION
1.1 Location
The site is located on the Lot 20, Block 11 Fairview 9th Filing in the Southeast ¼ of
Section 15, Township 7 North, Range 68 West of the Sixth Principal Meridian, in the
City of Fort Collins, Larimer County, Colorado. The address of the existing site is 1501
West Elizabeth Street. See the location map in Appendix A.
The project is located on the south side of West Elizabeth Street between South Bryan
Avenue and City Park Avenue. The project is bounded on all sides by existing
commercial development.
1.2 Description of Property
The entire site consists of approximately 1.46 acres of land. The land was previously
developed with a c-store and car wash which were destroyed in a fire. The buildings
have been removed from the site but some pavement and utilities currently remain on the
site. The site currently drains to a detention pond on the south portion of the site. Slopes
on site range from approximately 1% to 2%. This site is currently located in a City
regulatory 100 year floodplain but will be removed in conjunction with this proposed
development via the City Floodplain Waiver process.
This project will include the development of a single building that has commercial and
retail on the main floor and residential units on the upper floors located in the north half
of the site. There will be private drives, parking and landscaping on the remainder of the
site. The site will provide detention storage under the parking lot with a combination of
infiltration and collection in a system of perforated pipes.
2. DRAINAGE BASINS AND SUB-BASINS
2.1 Major Basin Description
The proposed development lies within the Canal Importation Drainage Basin. The site is
also located in a 100 year floodplain. With this proposed development, an application for
a City Floodplain Waiver will be submitted in order to remove this site from the 100 year
floodplain.
2
2.2 Sub-basin Description
This site was included in the “Final Drainage Report for Diamond Shamrock Gas Station,
Convenience Store and Car Wash, Lot 2 Fairview Shopping Center II” by Galloway,
Romero & Associates dated February 6, 1989 and revised May 16, 1989. Portions of this
report are included in the Appendix.
3. DRAINAGE DESIGN CRITERIA
3.1 Regulations
This report was prepared to meet or exceed the “City of Fort Collins Storm Drainage
Design Criteria Manual” specifications. Where applicable, the criteria established in the
“Urban Storm Drainage Criteria Manual” (UDFCD), developed by the Denver Regional
Council of Governments, has been used.
3.2 Development Criteria Reference and Constraints
The runoff from this site has been routed to maintain the same patterns as previously
established. The site is restricted to a 2 year historic release rate with this development.
The historic condition for this site is an undeveloped condition without regard to the
previous development condition. The runoff from the entirety of the site, including the
entire proposed building, will be directed to the parking lot where the water will enter the
under parking lot detention area via the proposed porous pavements or via an inlet
proposed near the southeast corner of the site. The release rate for the detention pond has
been calculated to be 0.45 cfs which is equivalent to the 2 year historic runoff rate for this
site in an undeveloped condition.
The detention pond will release to the north into an existing storm manhole as the site
previously has done.
3
3.3 Hydrologic Criteria
Runoff coefficients calculations were prepared for the 2 and 10-year minor and 100-year
major storm frequency utilizing the rational method. Detention is proposed on site under
the parking lot with a release rate equal to the 2 year historic runoff rate. The amount of
detention provided under the parking lot was based on an assumed porosity of the chosen
aggregate of 0.4.
3.4 Hydraulic Criteria
The onsite collection system is 4” perforated pipe which is collect in a larger pipe and
conveyed to the outlet point with a restriction to the historic runoff rate. An inlet is
located in the parking lot which will act as a collection point if the porous pavements
cannot intercept all of the site runoff. Sizes for the inlet and pipes have not been
calculated as the amount of runoff expected in these conveyances are difficult to predict.
Stormwater will also infiltrate into the groundwater as indicated by the geotechnical
report, portion of which are included in the appendix.
4. DRAINAGE FACILITY DESIGN
4.1 General Concept
The runoff from this site will flow into the parking lot which will be constructed using
75% conventional materials (asphalt or concrete) and 25% porous pavement (concrete or
pavers). The runoff from the site will enter the subsurface material (3/4” poorly graded
angular rock) via the porous pavements. In a situation where the porous pavements are
clogged, the runoff will flow to the proposed inlet in the southeast corner of the site and
enter the subsurface material.
A small amount of flow from the patio on the north is anticipated to enter West Elizabeth
Street without detention. No offsite flows will enter this site.
4.2 Specific Flow Routing
A summary of the drainage patterns within each basin is provided in the following
paragraphs.
4
Basin 1 encompasses the majority of the proposed development including the entire
building, parking lot, private drives and the landscaping on the west side of the site. A
majority of the runoff flows to the parking lot in the south half of the site which will
convey the flows beneath the parking lot to the proposed detention pond. This detention
pond will have a small release rate (0.45 cfs) which equate to the 2 year undeveloped
runoff. The water quality extended detention is incorporated into the subsurface
detention system. The detention system will have an overflow to the east along the
private drive that extends into the adjacent property.
This site is being developed under the City criteria that requires that 25% of the site
pavements be pervious. This site has approximately 28,700 square feet of proposed
parking lot pavement on site which is entirely within Basin. Of the 28,700 square feet,
25% of this area would equate to 7200 square feet of required pervious pavement and
with this proposed development, approximately 7150 square feet of pervious pavements
are being proposed and will be located in the parking spaces as shown on the grading and
drainage plan.
4.3 Drainage Summary
All runoff from this site and the adjacent sites will be safely conveyed via surface flow to
the detention pond. The site will generally conform to the Canal Importation Master
Drainage plan which this site is included in.
The City of Fort Collins will be responsible for maintenance of the existing storm
drainage facilities located within the right-of-way. The drainage facilities located outside
of the right of way (including the detention pond) will be maintained by the property
owner.
5. STORMWATER MANAGEMENT CONTROLS
5.1 Written Analysis
The soils on this site are classified by the USGS Soil Survey as Altvan-Santana Loams
and are classified in the hydrologic group B. The soils are described as being well
drained and having a moderately high to high ability to transmit water (0.6 to 2.0 inches
5
per hour). The geotechnical report indicates that the soils on site have a porosity as high
as 108 feet per day. The rainfall and wind erodibility is deemed to be moderate.
The site is surrounded by developed sites including streets and paved areas. The
construction shall utilize silt fence around the perimeter to control sediment transport
from rainfall and from wind. The silt fence that is located in the proposed pavement areas
will be removed prior to placing new pavement. Rock socks will be utilized in the
existing curb to capture sediments that are not fully contained by the silt fence placement.
The locations of the rock socks will be in the areas of concentrated flow such as the
existing curb and on the existing concrete sidewalks.
The site may also utilize a vehicle tracking control pad to minimize sediment from being
tracked onto adjacent pavements. Sediment that is tracked will be removed and placed
within the site or permanently disposed of offsite. A concrete washout will be used on
site during the concrete placement. All hardened concrete will be disposed of offsite.
These BMP’s have not been located on the site map due to the fact that the site is very
small and these BMP’s will need to be placed by the contractor in locations that are most
beneficial and will minimize disruption of adjacent traffic.
Permanent erosion control consists of covering the soils with a building, concrete walks,
concrete drives and sod. No soil will be left exposed to erosion after the construction is
complete. Refer to the landscape plan for areas of and instructions for placement of sod
and soil amendments required prior to placement of sod.
Refer to section 5.5 for the timing of the construction phases and the sequential
installation of all BMP phasing for this site.
Refer to the end of Section 5.4 for the Erosion Control Surety calculations.
5.2 SWMP contact information
Permit holder:
Name:
Address:
Phone Number:
Email Address:
6
Appointed agent:
Name:
Address:
Phone Number:
Email Address:
5.3 Identification and location of all potential pollution sources
Potential Pollutant Source Activity Potential Pollutant Generated Applicable to
this project
Disturbed Areas Sediment X
Soil stockpiles Sediment X
Travel to adjacent public streets Tracked sediment X
Contaminated soils Sediment, chemicals
Loading and unloading chemicals Chemicals
Outdoor storage of chemicals Chemicals
On site equipment maintenance Oil, grease
On site equipment fueling Diesel, gasoline X
Dust generating activities Particulates, sediment X
Use of fertilizer, pesticides, herbicides Fertilizer, pesticides
Use of detergents, solvents, oils Detergents, solvents, oil X
Waste dumpsters, waste piles Chemicals X
Concrete washout Concrete, sediment X
On site equipment washing Detergents, oil
On site asphalt batch plant Asphaltic cement, sediment
On site concrete batch plant Cement, sediment
Portable toilets Domestic sewage X
5.4 Best Management Practices (BMP’s) for Stormwater Pollution Prevention
Structural Practices for Erosion and Sediment Control
Structural practices for the site will consist mainly of silt fence and rock sock filters and are
described in detail in the following paragraphs. These BMP's are expected to change as the
construction progresses and it is the responsibility of the contractor to ensure appropriate BMP's
are in place and/or removed at the appropriate time in the construction sequence. All temporary
7
and permanent erosion and sediment control practices must be maintained and repaired as
needed to assure continued performance of their intended function.
Silt fence and rock sock filters shall be in place prior to commencement of construction
activities. During clearing and grubbing necessary for silt fence installation, all cleared material
shall be placed on the uphill side so that if erosion occurs from the cleared material, the sediment
will be trapped and not transported downstream. Rock socks shall be implemented in the existing
curb line as shown on the Drainage & Erosion Control Plan.
All BMP's shall be installed per the details shown on the construction plan set.
Temporary & Permanent Structural BMP’s:
Structural BMP Approximate location on site Applicable to this
Project
Silt Fence Site perimeter, refer to site map X
Straw bale dams
Rock Socks At proposed sidewalk culverts, refer to site
map X
Earthen diversion dams
Vegetated swales
Sediment trap/pond
Pipe slope drains
Geogrid
Inlet/outlet protection
Culverts
Riprap
Erosion control mats
Inlet protection
Non-Structural Practices for Erosion and Sediment Control:
Soils exposed during the earthwork phase and landscape prep phase shall be kept in a roughened
condition by ripping or disking along land contours until mulch, vegetation, or other permanent
erosion control is installed. No large amount of soils (in excess of 15 yards) will be allowed to be
stock piled on site. Overburden from the utility pipe trenching will be piled adjacent to trenches
upstream of sediment controls and will be replaced in the trenches within 72 hours.
Excess excavated materials from the demolition and grading phases of the project that cannot be
reused on site will be exported as it is excavated. This includes any asphalt pavement from the
existing site that is to be removed.
8
A vehicle tracking pad will be installed at a location most beneficial to the site construction as
determined by the contractor. Vehicles will not be permitted in the excavated area if soil is
muddy. Gravel sub base will be placed and compacted in the areas indicated for pavement
following excavation. In the current pre construction state the site enables tracking of silt onto
the adjacent streets during wet conditions. During construction activities the street will be
monitored for foreign debris tracked out of the site and mechanical sweeping and clean up will
be performed as needed.
No area shall remain exposed by land disturbing activity for more than thirty (30) days before
required temporary or permanent erosion control (e.g. seed/mulch, landscaping, etc.) is installed.
Temporary & Permanent non-structural BMP’s:
Non-Structural BMP Approximate location on site Applicable to this
Project
Surface roughening Entire site X
Soil stockpile height limit (less
than 10’)
Perimeter vegetative buffer West boundary of site X
Minimization of site disturbance
Mulch
Seed & mulch stockpiles after 30
days
Stockpile toe protection (silt fence,
wattles or ditch)
Preservation & protection of
existing vegetation & trees West boundary of site X
Good site housekeeping (routine
cleanup of trash & constr debris) Entire Site X
Heavy equip staged on site,
properly maintained & inspected
daily (no onsite maintenance)
Staging area X
9
EROSION CONTROL OPINION OF COST.
10
5.5 BMP Implementation
1) Phased BMP Implementation
BMP’s are expected to change as the construction progresses and it is the responsibility
of the contractor to ensure appropriate BMP’s are in place and/or removed at the
appropriate time in the construction sequence. All BMP’s shall be inspected and
repaired or replaced as required to satisfy the conditions of the Stormwater Discharge
Permit. All BMP’s must be maintained and repaired as needed to assure continued
performance of their intended function.
The following phase depictions and erosion controls are suggestions to the contractor only
and are in no way intended to dictate construction phasing or control of the work on site.
The contractor shall be responsible to control construction phasing and provide adequate
erosion control associated with each phase in order to comply with the SWM Plan and
Permit that is obtained by the contractor (or owner) for the site.
Phase 1 – Mobilization
Install silt fence, Install rock socks, set dumpster.
Phase 2 – Site demolition, Overlot Grading
Clear existing asphalt, concrete, utilities and trees. Cut and fill on site to achieve
subgrade
elevations
Phase 3 - Utilities
Excavate and install for water service, fire line and sewer service modification, excavate
and install dry utilities. Excavate for under parking lot detention area.
Phase 4 – Install Concrete Foundation
Establish temporary concrete washout area, cut for building foundation, place
concrete foundation.
Phase 5 – Concrete Site Paving
Remove silt fence in pavement area, Install sub base, install detention pond aggregate
material, install porous and non porous pavements. Remove concrete wash out.
Phase 6 – Building construction
Complete vertical building construction
Phase 7 – Landscape installation
Final shaping of planting areas, Install irrigation system, Install soil amendments,
Landscape plant installation, Install mulch ground cover
Phase 8 – Final Stabilization
Final stabilization is complete when constructed improvements are in place, Inspect
completed construction for possible sources of erosion and amend the plan as required to
trap sediments.
11
2) Materials Handling and Spill Prevention:
Materials Handling & Spill
Prevention BMP Approximate location on site
Applicable to this
Project
Portable toilets, anchored &
located away from drainages Contractor to determine X
Fuel storage located in bulk tanks
with secondary containment &
spill kit
Mobile fueling performed at least
200 feet away from drainages &
fully attended
Contractor to determine X
Fertilizers, form oil, solvents,
cleaners, detergent stored in 55 gal
or smaller containers, kept in
storage units
Contractor to determine X
Dumpsters containing used
chemicals containers & liquid
wastes kept covered
Contractor to determine X
Equipment cleaning (on site) uses
no detergents & flows to onsite
retention basin
In case of a release of fuel or other
chemicals, absorbent booms or
earthen berms will be immediately
constructed to contain the spill &
prevent runoff to adjacent surface
waters
Location of spill X
MSDS sheets for onsite chemicals
will be kept at the construction
trailer to facilitate spill response &
cleanup
Contractor to determine X
3) Dedicated Asphalt or Concrete Batch Plant:
Not proposed with this development.
4) Vehicle Tracking Pad:
Vehicle tracking control pad shall be installed wherever construction vehicle access
routes intersect paved public roads. Vehicle tracking control pads shall be installed to
12
minimize the transport of sediment (mud) by runoff or vehicles tracking onto the paved
surface. Any mud tracked to public roads shall be removed on a daily basis and after
any significant storm that causes sediment to be transported.
It is unlawful to track sediment/mud onto public streets and may be enforced by the City
of Fort Collins or by the State of Colorado.
5) Waste Management and Disposal:
Portable toilets will be anchored & periodically maintained by waste management
company. Dumpsters on site will be covered & periodically emptied by waste
management company. Concrete waste will be allowed to harden and then will be
removed from site.
No washing activities will occur on site.
Location of the concrete washout will be determined by the contractor. The washout
will be sufficiently deep to accommodate all anticipated concrete truck wash water.
Waste concrete will be allowed to harden and be removed from site periodically as the
washout reaches 50% of its capacity. Truck wash water will not be allowed to reach the
curb & gutter or any other water course.
6) Groundwater and Stormwater Dewatering:
No groundwater encountered during soils exploration
therefore not anticipated to be an issue.
If groundwater is encountered a groundwater discharge permit shall be obtained and a
detailed report shall be completed describing the location and the route of where
pumped groundwater will be conveyed and the measures taken to prevent the transport
13
of any pollutants to downstream waters.
7) Inspection & Maintenance:
It is required that routine site inspections are performed to effectively address maintenance and
repair of Best Management Practices (BMP's). The site inspections are to performed by the
contractor or an inspector designated by the administrator at a minimum of once every fourteen
(14) calendar days on active construction sites and after any significant storm event (an event
causing runoff). As part of the site inspections the inspector is required to keep documentation of
all inspections and BMP maintenance, including an updated Site Map indicating new BMP's or
the removal of BMP's since the previous inspection.
Any maintenance, repair, or necessary installation of BMP's that are noted during the inspection
must be completed within seven (7) calendar days from the date of the inspection.
6. CONCLUSIONS
6.1 Compliance with Standards
All computations that have been completed within this report are in compliance with the
City of Fort Collins Storm Drainage Design Criteria Manual and the Canal Importation
Master Drainage Plan.
6.2 Drainage Concept
The proposed drainage concepts presented in this report and on the construction plans
adequately provide for conveyance of runoff to the detention areas. Conveyance
elements have been designed to pass required flows and to minimize future maintenance.
If, at the time of construction, groundwater is encountered, a Colorado Department of
Health Construction Dewatering Permit would be required.
14
7. REFERENCES
1. City of Fort Collins, “Storm Drainage Criteria Manual”, (SDCM), dated March,
1986.
2. Urban Drainage and Flood Control District, “Urban Storm Drainage Criteria
Manual”, Volumes 1 and 2, dated March, 1969, and Volume 3 dated September,
1992.
A
APPENDIX A
VICINITY MAP
B
APPENDIX B
HYDROLOGIC COMPUTATIONS
North Star Design, Inc.
700 Automation Drive, Unit I
Windsor, CO 80550 RUNOFF COEFFICIENTS & % IMPERVIOUS
LOCATION: 1501 West Elizabeth
PROJECT NO: 350-01
COMPUTATIONS BY: ppk
DATE: 8/19/2013
Recommended Runoff Coefficients from Table 3-3 of City of Fort Collins Design Criteria
Recommended % Impervious from Urban Storm Drainage Criteria Manual
Runoff %
coefficient Impervious
C
Streets, parking lots (asphalt): 0.95 100
Sidewalks (concrete): 0.95 96
Roofs: 0.95 90
Lawns (flat <2%, heavy soil): 0.20 0
SUBBASIN TOTAL TOTAL ROOF PAVED SIDEWALK LANDSCAPE RUNOFF %
ID AREA AREA AREA AREA AREA AREA COEFF. Impervious REMARKS
(ac.) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (C)
1 Historic 1.28 55,864 0 1,565 0 54,299 0.22 3 Pre Development
1 1.28 55,864 17,000 28,720 4,076 6,068 0.87 86 Post Development
Equations
- Calculated C coefficients & % Impervious are area weighted
C = (Ci Ai) / At
Ci = runoff coefficient for specific area, Ai
Ai = areas of surface with runoff coefficient of Ci
n = number of different surfaces to consider
At = total area over which C is applicable; the sum of all Ai's
Flow.xls Cval
North Star Design, Inc.
700 Automation Drive, Unit I
Windsor, CO 80550
TIME OF CONCENTRATION - 2 YR
LOCATION: 1501 West Elizabeth
PROJECT NO: 350-01
COMPUTATIONS BY: ppk
DATE: 8/19/2013
2-yr storm Cf = 1.00
SUB-BASIN DATA INITIAL / OVERLAND TIME TRAVEL TIME / GUTTER OR CHANNEL FLOW tc CHECK FINAL REMARKS
(ti) (tt) (URBANIZED BASIN) tc
DESIGN SUBBASIN Area C C*Cf Length Slope ti Length Slope n Vel. tt tc = Total L tc=(l/180)+10
POINT ID (ac) (ft) (%) (min) (ft) (%) Manning (ft/s) (min) ti + tt (ft) (min) (min)
(1) (2) (3) (4) (5) (6) (7) (8) rough. (9) (10) (11) (12) (13) (14)
1 Historic 1 Historic 1.28 0.22 0.22 187 0.7 24.4 190 0.50 0.030 0.8 4.2 28.5 377 12.1 12.1 Pre Development
1 1 1.28 0.87 0.87 118 1.1 4.4 186 1.20 0.013 2.7 1.1 5.5 304 11.7 5.5 Post Development
EQUATIONS:
tc = ti + tt
ti = [1.87 (1.1 - CCf ) L
0.5
] / S
1/3
tt = L/Vel.
Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual)
final tc = minimum of ti + tt and urbanized basin check
minimum tc = 5 minutes
Flow.xls TOC-2
North Star Design, Inc.
700 Automation Drive, Unit I
Windsor, CO 80550
TIME OF CONCENTRATION - 10 YR
LOCATION: 1501 West Elizabeth
PROJECT NO: 350-01
COMPUTATIONS BY: ppk
DATE: 8/19/2013
10-yr storm Cf = 1.00
SUB-BASIN DATA INITIAL / OVERLAND TIME TRAVEL TIME / GUTTER OR CHANNEL FLOW tc CHECK FINAL REMARKS
(ti) (tt) (URBANIZED BASIN) tc
DESIGN SUBBASIN Area C C*Cf Length Slope ti Length Slope n Vel. tt tc = Total L tc=(l/180)+10
POINT ID (ac) (ft) (%) (min) (ft) (%) Manning (ft/s) (min) ti + tt (ft) (min) (min)
(1) (2) (3) (4) (5) (6) (7) (8) rough. (9) (10) (11) (12) (13) (14)
1 Historic 1 Historic 1.28 0.22 0.22 20 2.0 5.6 300 1.00 0.016 2.0 2.5 8.1 320 11.8 8.1 Pre Development
1 1 1.28 0.87 0.87 50 15.0 1.2 0 1.00 0.016 2.0 0.0 1.2 50 10.3 5.0 Post Development
EQUATIONS:
tc = ti + tt
ti = [1.87 (1.1 - CCf ) L
0.5
] / S
1/3
tt = L/Vel.
Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual)
final tc = minimum of ti + tt and urbanized basin check
minimum tc = 5 minutes
Flow.xls TOC-10
North Star Design, Inc.
700 Automation Drive, Unit I
Windsor, CO 80550
TIME OF CONCENTRATION - 100 YR
LOCATION: 1501 West Elizabeth
PROJECT NO: 350-01
COMPUTATIONS BY: ppk
DATE: 8/19/2013
100-yr storm Cf = 1.25
SUB-BASIN DATA INITIAL / OVERLAND TIME TRAVEL TIME / GUTTER OR CHANNEL FLOW tc CHECK FINAL REMARKS
(ti) (tt) tc
DESIGN SUBBASIN Area C C*Cf Length Slope ti Length Slope n Vel. tt tc = Total L tc=(l/180)+10
POINT ID (ac) (ft) (%) (min) (ft) (%) Manning (ft/s) (min) ti + tt (ft) (min) (min)
(1) (2) (3) (4) (5) (6) (7) (8) rough. (9) (10) (11) (12) (13) (14)
1 Historic 1 Historic 1.28 0.22 0.28 20 2.0 5.3 300 1.00 0.016 2.0 2.49 7.8 320 11.8 7.8 Pre Development
1 1 1.28 0.87 1.00 50 15.0 0.5 0 1.00 0.016 2.0 0.00 0.5 50 10.3 5.0 Post Development
EQUATIONS:
tc = ti + tt
ti = [1.87 (1.1 - CCf ) L
0.5
] / S
1/3
tt = L/Vel.
Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual)
final tc = minimum of ti + tt and urbanized basin check
minimum tc = 5 minutes
(URBANIZED BASIN)
Flow.xls TOC-100
North Star Design, Inc.
700 Automation Drive, Unit I
Windsor, CO 80550 RATIONAL METHOD PEAK RUNOFF
(2-YEAR)
LOCATION: 1501 West Elizabeth
PROJECT NO: 350-01
COMPUTATIONS BY: ppk
DATE: 8/19/2013
2-yr storm, Cf = 1.00
DIRECT RUNOFF CARRY OVER TOTAL REMARKS
Design Subbasin A C*Cf tc i Q (2) Design Q (2) Q(2)tot
Point ID (ac) (min) (in/hr) (cfs) Point (cfs) (cfs)
1 Historic 1 Historic 1.28 0.22 12.1 1.57 0.45 0.45 Release Rate
1 1 1.28 0.87 5.5 2.75 3.1 3.1 Post Development
Q = C iA Q = peak discharge (cfs)
C = runoff coefficient
I = rainfall intensity (in/hr) from IDF curve
A = drainage area (acres)
Flow.xls Q2
North Star Design, Inc.
700 Automation Drive, Unit I
Windsor, CO 80550 RATIONAL METHOD PEAK RUNOFF
(10-YEAR)
LOCATION: 1501 West Elizabeth
PROJECT NO: 350-01
COMPUTATIONS BY: ppk
DATE: 8/19/2013
10-yr storm, Cf = 1.00
DIRECT RUNOFF CARRY OVER TOTAL REMARKS
Design Subbasin A C*Cf tc i Q (10) Design Q (10) Q(10)tot
Point ID (ac) (min) (in/hr) (cfs) Point (cfs) (cfs)
1 Historic 1 Historic 1.28 0.22 8.1 3.91 1.1 1.1 Pre Development
1 1 1.28 0.87 5.0 4.87 5.4 5.4 Post Development
Q = C iA Q = peak discharge (cfs)
C = runoff coefficient
I = rainfall intensity (in/hr) from IDF curve
A = drainage area (acres)
Flow.xls Q10
North Star Design, Inc.
700 Automation Drive, Unit I
Windsor, CO 80550 RATIONAL METHOD PEAK RUNOFF
(100-YEAR)
LOCATION: 1501 West Elizabeth
PROJECT NO: 350-01
COMPUTATIONS BY: ppk
DATE: 8/19/2013
100-yr storm, Cf = 1.25
DIRECT RUNOFF CARRY OVER TOTAL REMARKS
Design Subbasin A C*Cf tc i Q (100) Design Q (100) Q(100)tot
Point ID (ac) (min) (in/hr) (cfs) Point (cfs) (cfs)
1 Historic 1 Historic 1.28 0.28 7.8 8.19 2.9 2.9 Pre Development
1 1 1.28 1.00 5.0 9.95 12.8 12.8 Post Development
Q = C iA Q = peak discharge (cfs)
C = runoff coefficient
I = rainfall intensity (in/hr) from IDF curve
A = drainage area (acres)
Flow.xls Q100
C
APPENDIX C
DETENTION POND CALCULATIONS
100-YEAR DETENTION VOLUME REQUIRED
UNDER PARKING LOT DETENTION POND
FAA METHOD
LOCATION: 1501 West Elizabeth
PROJECT NO: 350-01
COMPUTATIONS BY: PPK
DATE: 8/19/2013
Equations: A trib. To pond = 1.46 acre
QD = CIA C100 = 1.00
Vi = T C I A = T QD Developed C A = 1.5 acre
Vo =K QPO TQPO = 0.45 cfs
S = Vi - Vo K = 0.9
Rainfall intensity from City of Fort Collins IDF Curve
Storm Rainfall QD Vol. In Vol. Out Storage Storage
Duration, T Intensity, i (cfs) Vi Vo S S
(min) (in/hr) (ft3) (ft3) (ft3) (ac-ft)
5 9.95 14.5 4358 0 4358 0.100
10 7.72 11.3 6763 0 6763 0.155
20 5.60 8.2 9811 243 9568 0.220
30 4.52 6.6 11879 486 11393 0.262
40 3.74 5.5 13105 729 12376 0.284
50 3.23 4.7 14147 972 13175 0.302
60 2.86 4.2 15032 1215 13817 0.317
70 2.62 3.8 16066 1458 14608 0.335
80 2.38 3.5 16679 1701 14978 0.344
90 2.22 3.2 17502 1944 15558 0.357
100 2.05 3.0 17958 2187 15771 0.362
110 1.93 2.8 18597 2430 16167 0.371
120 1.80 2.6 18922 2673 16249 0.373
130 1.60 2.3 18221 2916 15305 0.351
140 1.40 2.0 17170 3159 14011 0.322
150 1.20 1.8 15768 3402 12366 0.284
160 1.15 1.7 16118 3645 12473 0.286
170 1.10 1.6 16381 3888 12493 0.287
180 1.05 1.5 16556 4131 12425 0.285
Required Storage Volume: 16249 ft3
0.373 acre-ft
WATER QUALITY CALCULATIONS
LOCATION: 1501 West Elizabeth
PROJECT NO: 350-01
COMPUTATIONS BY: PPK
DATE: 8/19/2013
Use 24-hour brim-full volume drain time for extended detention basin
Required Storage = a * ( 0.91 * I3 - 1.19 * I2 + 0.78 * I )
Water Quality Capture Volume = WQCV = (required storage/12)*(tributary drainage area)
SUB BASIN Trib. % Imperv. Req. Storage WQCV req. vol DWQ req. area/row
area (in. of runoff) WQCV *1.2 from Fig. EDB-3
(ac) from Fig. SQ-2 (ac-ft) (ac-ft) (ft) (in2/row)
POND 3 1.46 86 0.37 0.045 0.054 1.00 0.489
WQ outlet sizing for pond 1
From Figure 5, for 3/4 in. hole diameter
Area of hole = 0.442 in2
# of columns = 1
Area provided/row = 0.442 in2
Area Required/row = 0.489 in2
Use 1 columns of 3/4" diam holes
Detention Pond Outlet Sizing
100-YEAR
LOCATION: 1501 West Elizabeth
PROJECT NO: 350-01
COMPUTATIONS BY: PPK
DATE: 8/19/2013
Submerged Orifice Outlet:
release rate is described by the orifice equation,
Qo = CoAo sqrt( 2g(h-Eo))
where Qo = orifice outflow (cfs)
Co = orifice discharge coefficient
g = gravitational acceleration = 32.2 ft/s
Ao = effective area of the orifice (ft2)
Eo = greater of geometric center elevation of the orifice or d/s HGL (ft)
h = water surface elevation (ft)
Qmax = 0.45 cfs
outlet pipe dia = D = 12.0 in
Invert elev. = 5033.50 ft
Eo = 5033.64 ft
h = 5036.00 ft - 100 yr WSEL
Co = 0.6
solve for effective area of orifice using the orifice equation
Ao = 0.061 ft2
= 8.8 in2
orifice dia. = d = 3.34 in
Check orifice discharge coefficient using Figure 5-21 (Hydraulic Engineering )
d / D = 0.28
kinematic viscosity, v = 1.22E-05 ft2/s
Reynolds no. = Red = 4Q/(pdv ) = 1.69E+05
Co = (K in figure) = 0.6 check
Use d = 3.300 in
A o = 0.059 ft 2 = 8.55 in 2
Q o = 0.44 cfs
Detention.xls
D
APPENDIX D
EXCERPTS FROM OTHER REPORTS
Geotechnical Engineering Report
Uptown Plaza
1501 West Elizabeth Street
Fort Collins, Colorado
July 24, 2013
Terracon Project No. 20135023
Prepared for:
D.K. Investments, Inc.
Windsor, Colorado
Prepared by:
Terracon Consultants, Inc.
Fort Collins, Colorado
Geotechnical Engineering Report
Uptown Plaza Fort Collins, Colorado
July 24, 2013 Terracon Project No. 20135023
Responsive Resourceful Reliable 4
Boring Number Depth to groundwater
while drilling, ft.
Depth to groundwater
1 day after drilling, ft.
Elevation of
groundwater 8 days
after drilling, ft.
1 6 2.5 5,035.8
2 6 6.1 5,032.6
3 13.5 4.9 5,034.9
4 6 3.2 5,035.7
5 Not encountered 3.8 5,034.5
6 Not encountered 3.5 5,035.9
DP-1 Not encountered -- --
DP-2 2.7 -- --
These observations represent groundwater conditions at the time of the field exploration, and
may not be indicative of other times or at other locations. Groundwater levels can be expected
to fluctuate with varying seasonal and weather conditions, and other factors.
Groundwater level fluctuations occur due to seasonal variations in amount of rainfall, runoff and
other factors not evident at the time the borings were performed. Therefore, groundwater levels
during construction or at other times in the life of the structure may be higher or lower than the
levels indicated on the boring logs. The possibility of groundwater level fluctuations should be
considered when developing the design and construction plans for the project.
Fluctuations in groundwater levels can best be determined by implementation of a groundwater
monitoring plan. Such a plan would include installation of groundwater piezometers, and periodic
measurement of groundwater levels over a sufficient period of time.
4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION
4.1 Geotechnical Considerations
Based on subsurface conditions encountered in the borings, the site appears suitable for the
proposed construction from a geotechnical point of view provided certain precautions and
design and construction recommendations described in this report are followed. We have
identified geotechnical conditions that could impact design and construction of the proposed
structure, pavements, and other site improvements.
4.1.1 Existing, Undocumented Fill
As previously noted, existing undocumented fill was encountered to depths up to about 4 feet in
the borings drilled at the site. Deeper fills may be present on the site where buried tanks were
removed during demolition of the gas station previously occupying the site. We do not
recommend supporting shallow spread footing foundations or floor slabs on the existing fill
Geotechnical Engineering Report
Uptown Plaza Fort Collins, Colorado
July 24, 2013 Terracon Project No. 20135023
Responsive Resourceful Reliable 17
should refer to ACI 302 for procedures and cautions regarding the use and placement
of a vapor retarder.
Other design and construction considerations, as outlined in the ACI Design Manual,
Section 302.1R are recommended.
4.5.2 Floor Systems - Construction Considerations
Movements of slabs-on-grade using the recommendations discussed in previous sections of this
report will likely be reduced and tend to be more uniform. The estimates discussed above
assume that the other recommendations in this report are followed. Additional movement could
occur should the subsurface soils become wetted to significant depths, which could result in
potential excessive movement causing uneven floor slabs and severe cracking. This could be
due to over watering of landscaping, poor drainage, improperly functioning drain systems,
and/or broken utility lines. Therefore, it is imperative that the recommendations presented in
this report be followed.
4.6 Hydraulic Conductivity Testing
Two (2) hydraulic conductivity borings, presented as Exhibits A-10 and A-11, and designated as
Boring DP-1 and DP-2, were performed to depths of approximately 3 feet below existing site
grades. Logs of the borings along with a Boring Location Plan (Exhibit A-2) are included in
Appendix A.
4.6.1 Hydraulic Conductivity – Field Investigation
We understand a carwash building previously occupying the site was demolished and removed
prior to our field investigation. During our field investigation, two (2) field hydraulic conductivity
test borings were completed to a depth of approximately 3 feet below existing site grades. The
field hydraulic conductivity test borings were completed in areas of the site planned for
permeable pavements. One of the field hydraulic conductivity test borings (DP-1) was
completed in the area where the car wash building previously occupied the site. The second
field hydraulic conductivity test boring (DP-2) was completed in the area of the site where we
believe an existing detention area is present.
Field hydraulic conductivity test boring DP-1 was drilled with a CME-45 truck mounted drill rig with
4-inch outer diameter solid-stem augers. Field hydraulic conductivity test boring DP-2 was
completed with a 3¾-inch hand auger. During the drilling operations, lithologic logs of the borings
were recorded by the field engineer. Slotted PVC pipe was placed in each of the field hydraulic
conductivity test holes full-depth and the annulus surrounding the slotted PVC pipe was filled with
clean filter sand. The borings were then saturated with water and left to stabilize overnight.
The soils encountered in DP-1 were visually classified in the field and consisted of existing fill
materials comprised of lean clay with sand and gravel. The existing fill was slightly moist to
Geotechnical Engineering Report
Uptown Plaza Fort Collins, Colorado
July 24, 2013 Terracon Project No. 20135023
Responsive Resourceful Reliable 18
moist. The soils encountered in DP-2 were also visually classified in the field and consisted of
native sandy lean clay. The soils encountered in DP-2 were very moist to wet.
Groundwater was not encountered in field hydraulic conductivity test boring DP-1. Groundwater
was encountered in field hydraulic conductivity test boring DP-2 at a depth of approximately 2.7
feet below existing site grade while drilling. During delayed groundwater measurements taken
in other borings completed on the site, groundwater was measured in Boring No. 5 (located
near hydraulic conductivity test boring DP-2) at a depth of approximately 3.8 feet below the
existing ground surface. The groundwater levels measured in our borings at the time of our field
study were used when calculating the field hydraulic conductivity at this site.
4.6.2 Hydraulic Conductivity - Discussion
The field hydraulic conductivity testing performed as part of our study was developed by the
U.S. Bureau of Reclamation and was referred to as the well permeameter method. The field
hydraulic conductivity tests were performed by adding water to the test holes to maintain a
constant water level (constant head test). The calculated hydraulic conductivity value for field
hydraulic conductivity test holes DP-1 and DP-2 were 3 feet per day (ft/day) and 108 ft/day,
respectively. The calculated value for DP-1 is within the expected ranges for the soil types
encountered in our borings and is considered to be a representative value. The calculated
value for DP-2 is much higher than the expected ranges for the soil types (upper clays)
encountered in our borings. However, a layer of clean to silty gravel with sand was encountered
in some of the other borings completed at this site at a depth of approximately 6 feet below
existing site grades. It is likely the gravel layer extends below most of the site and would be
expected near the bottom of DP-2. We believe the comparatively higher field hydraulic
conductivity value measured in DP-2 is due to the higher flow rates that occur as water flows
into the gravel layer below the site. The test results and schematics of the field hydraulic
conductivity test hole details, Exhibit B-7 and B-8, are included in Appendix B.
The field hydraulic conductivity test results and soils encountered in our borings completed at
the site indicate infiltration of storm water retained in a reservoir below permeable pavements
into the soils underlying this site will be favorable for the design of permeable pavements.
However, shallow groundwater conditions may limit the allowable depth of the retention area
below permeable pavements. The slotted PVC pipe was left in place for future groundwater
readings.
4.7 Pavements
4.7.1 Pavements – Conventional Subgrade Preparation
On most project sites, the site grading is accomplished relatively early in the construction phase.
Fills are typically placed and compacted in a uniform manner. However as construction
proceeds, the subgrade may be disturbed due to utility excavations, construction traffic,
desiccation, or rainfall/snow melt. As a result, the pavement subgrade may not be suitable for
pavement construction and corrective action will be required. The subgrade should be carefully
Geotechnical Engineering Report
Uptown Plaza Fort Collins, Colorado
July 24, 2013 Terracon Project No. 20135023
Responsive Resourceful Reliable 19
evaluated at the time of pavement construction for signs of disturbance or instability. We
recommend the pavement subgrade be thoroughly proofrolled with a loaded tandem-axle dump
truck prior to final grading and paving. All pavement areas should be moisture conditioned and
properly compacted to the recommendations in this report immediately prior to paving.
4.7.2 Pavements – Permeable Pavement Subgrade Preparation
Unlike conventional pavements, permeable pavement subgrades are not compacted. When
preparing the subgrade for permeable pavements, care should be taken to excavate the
required reservoir storage volume without disturbing the underlying soils.
Groundwater was encountered at depths of about 3.5 and 3.7 feet below existing site grades in
the portion of the site planned for permeable pavements. Shallow groundwater conditions will
limit the thickness of the rock reservoir layer used to store the storm water runoff. Shallow
groundwater will also reduce infiltration rates as the water stored within the rock reservoir layer
infiltrates into the groundwater.
4.7.2 Pavements – Design Recommendations
Design of pavements for the project have been based on the procedures outlined in the 1993
Guideline for Design of Pavement Structures prepared by the American Association of State
Highway and Transportation Officials (AASHTO) and the Larimer County Urban Area Street
Standards (LCUASS).
A sample of the fill materials selected for swell-consolidation testing exhibited no movement when
wetted under an applied pressure of 200 psf which is less than the maximum 2 percent criteria
established for determining if swell-mitigation procedures in the pavement sections are required
per LCUASS standards. Therefore, we do not believe swell-mitigation of the subgrade materials
prior to pavement operations is necessary.
Traffic patterns and anticipated loading conditions were not available at the time that this report
was prepared. However, we anticipate that the new parking areas (i.e., light-duty) will be
primarily used by personal vehicles (cars and pick-up trucks). Delivery trucks and refuse
disposal vehicles will be expected in the drive lanes and loading areas (i.e., medium-duty). A
maximum of 10 trucks per week were considered developing our recommendations. If heavier
traffic loading is expected, Terracon should be provided with the information and allowed to review
these pavement sections.
Rigid pavement design is based on an evaluation of the Modulus of Subgrade Reaction of the
soils (k-value), the Modulus of Rupture of the concrete, and other factors previously described.
A Modulus of Subgrade Reaction of 200 pci, and a Modulus of Rupture of 600 psi, were used
for pavement concrete. The rigid pavement thickness was determined on the basis of the
AASHTO design equation.
Recommended minimum pavement sections are provided in the table below.
Geotechnical Engineering Report
Uptown Plaza Fort Collins, Colorado
July 24, 2013 Terracon Project No. 20135023
Responsive Resourceful Reliable 20
Conventional Pavements
Traffic Area Alternative
Recommended Pavement Thickness (inches)
Asphaltic
Concrete
(AC)
Aggregate
Base Course
(ABC)
Portland Cement
Concrete
(PCC)
Total
Automobile Parking
(light duty)
A 3 4 - 7
B - - 5 5
Drive Lanes
and Loading Areas
(heavy duty)
A 4 6 - 10
B - 4 5 9
Permeable Pavements
Traffic
Area Alternative
Recommended Pavement Thickness (inches)
Porous
Asphalt
Permeable
Concrete
Permeable
Interlocking Concrete
Pavement
(PICP)
Aggregate
Base
Course
Total
Automobile
Parking
A 3 - - 6 9
B - 6 - 3 9
C - - Typically 3 3 6
Terracon recommends the design and construction of permeable pavements should be
completed by a specialty contractor who has demonstrated experience with placing,
compacting, finishing, edging, jointing, curing, and protecting permeable pavements. There are
several choices for base course depending upon which type of permeable pavement is chosen.
Terracon recommends constructing perimeter curbing around permeable pavements and
between conventional and permeable pavements to reduce infiltration of water below moisture
sensitive subgrades.
Where rigid pavements are used, portland cement concrete should be produced from an
approved mix design with the following minimum properties:
Properties Value
Compressive strength 4,000 psi (mimum)
Cement type Type I or II cement
Entrained air content (%) 5 to 8
Geotechnical Engineering Report
Uptown Plaza Fort Collins, Colorado
July 24, 2013 Terracon Project No. 20135023
Responsive Resourceful Reliable 21
Concrete should be deposited by truck mixers or agitators and placed a maximum of 90 minutes
from the time the water is added to the mix.
Longitudinal and transverse joints should be provided as needed in concrete pavements for
expansion/contraction and isolation per ACI 325. The location and extent of joints should be
based upon the final pavement geometry. Joints should be sealed to prevent entry of foreign
material and doweled where necessary for load transfer.
Although not required for structural support, a minimum 4-inch thick aggregate base course
layer is recommended for the PCC pavements in heavy-duty areas to help reduce the potential
for slab curl, shrinkage cracking, and subgrade “pumping” through joints. Proper joint spacing
will also be required for PCC pavements to prevent excessive slab curling and shrinkage
cracking. All joints should be sealed to prevent entry of foreign material and dowelled where
necessary for load transfer.
For areas subject to concentrated and repetitive loading conditions such as dumpster pads,
truck delivery docks and ingress/egress aprons, we recommend using a portland cement
concrete pavement with a thickness of at least 6 inches underlain by at least 4 inches of
granular base. Prior to placement of the granular base the areas should be thoroughly
proofrolled. For dumpster pads, the concrete pavement area should be large enough to support
the container and tipping axle of the refuse truck.
Pavement performance is affected by its surroundings. In addition to providing preventive
maintenance, the civil engineer should consider the following recommendations in the design
and layout of pavements:
Site grades should slope a minimum of 2 percent away from the pavements;
The subgrade and the pavement surface have a minimum 2 percent slope to promote proper
surface drainage;
Consider appropriate edge drainage and pavement under drain systems;
Install pavement drainage surrounding areas anticipated for frequent wetting;
Install joint sealant and seal cracks immediately;
Seal all landscaped areas in, or adjacent to pavements to reduce moisture migration to
subgrade soils; and
Placing compacted, low permeability backfill against the exterior side of curb and gutter.
4.7.3 Pavements – Maintenance
Preventative maintenance should be planned and provided for an ongoing pavement
management program in order to enhance future pavement performance. Preventive
maintenance consists of both localized maintenance (e.g. crack and joint sealing and patching)
and global maintenance (e.g. surface sealing). Preventative maintenance is usually the first
priority when implementing a planned pavement maintenance program and provides the highest
return on investment for pavements.
Geotechnical Engineering Report
Uptown Plaza Fort Collins, Colorado
July 24, 2013 Terracon Project No. 20135023
Responsive Resourceful Reliable 22
Permeable pavements require periodic inspection and cleaning. Consideration should be given
to installing signage to restrict heavily loaded vehicles (i.e. trash trucks, delivery trucks, etc.)
from driving on permeable pavement areas. Also, maintenance of permeable pavements should
be completed by properly trained workers.
5.0 GENERAL COMMENTS
Terracon should be retained to review the final design plans and specifications so comments
can be made regarding interpretation and implementation of our geotechnical recommendations
in the design and specifications. Terracon also should be retained to provide observation and
testing services during grading, excavation, foundation construction and other earth-related
construction phases of the project.
The analysis and recommendations presented in this report are based upon the data obtained
from the borings performed at the indicated locations and from other information discussed in
this report. This report does not reflect variations that may occur between borings, across the
site, or due to the modifying effects of construction or weather. The nature and extent of such
variations may not become evident until during or after construction. If variations appear, we
should be immediately notified so that further evaluation and supplemental recommendations
can be provided.
The scope of services for this project does not include either specifically or by implication any
environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or
prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the
potential for such contamination or pollution, other studies should be undertaken.
This report has been prepared for the exclusive use of our client for specific application to the
project discussed and has been prepared in accordance with generally accepted geotechnical
engineering practices. No warranties, either express or implied, are intended or made. Site
safety, excavation support, and dewatering requirements are the responsibility of others. In the
event that changes in the nature, design, or location of the project as described in this report are
planned, the conclusions and recommendations contained in this report shall not be considered
valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this
report in writing.
APPENDIX A
FIELD EXPLORATION
DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT
INTENDED FOR CONSTRUCTION PURPOSES
1901 Sharp Point Drive, Suite C Fort Collins, Colorado 80521
PH. (970) 484-0359 FAX. (970) 484-0454
A-2
BORING LOCATION PLAN EXHIBIT
Uptown Plaza
1501 West Elizabeth Street
Fort Collins, Colorado
Project Manager:
Drawn By:
Check By:
Approved By:
EDB
BCJ
EDB
EDB
Project No.
Scale:
File Name:
Date:
20135023
1”=40’
6/20/2013
0’ 20’ 40’
APPROXIMATE SCALE
LEGEND
Approximate Boring Location
1
1
2
3
4
5 6
Approximate Location of Temporary Benchmark
(Top Man Hole Lid–Elevation 5,041.2’)
DP-1
DP-2
DP-1
Approximate Field Hydraulic Conductivity Location
This unofficial copy was downloaded on Aug-19-2013 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com
For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA
This unofficial copy was downloaded on Aug-19-2013 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com
For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA
This unofficial copy was downloaded on Aug-19-2013 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com
For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA
This unofficial copy was downloaded on Aug-19-2013 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com
For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA
Concrete aggregate ASTM C33 and CDOT Section 703