HomeMy WebLinkAboutST. ELIZABETH ANN SETON CATHOLIC CHURCH EXPANSION - MAJOR AMENDMENT - MJA170001 - SUBMITTAL DOCUMENTS - ROUND 2 - EROSION CONTROL LETTER/REPORTCOLORADO CIVIL GROUP, INC.
EROSION CONTROL REPORT
FOR
ST. ELIZABETH ANN SETON
CATHOLIC CHURCH EXPANSION
CITY OF FORT COLLINS
SEPTEMBER 13, 2017
Colorado Civil Group, Inc.
September 13, 2017
Ms. Heather McDowell, PE
Water Utilities Engineering
City of Fort Collins
281 N College Avenue
Fort Collins, CO 80524
Re: St. Elizabeth Ann Seton Catholic Church Expansion
Project No. 0027.0002.00
Dear Mr. Schlam,
We are pleased to submit this Erosion Control Report for the St. Elizabeth Ann Seton Catholic Church
Expansion project. This report was prepared based on current City of Fort Collins and UDFCD storm
drainage criteria.
Please let me know if you have any questions or comments.
Sincerely,
COLORADO CIVIL GROUP, INC.
David A. Huwa, PE
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Table of Contents
1 Introduction .............................................................................................................................................................. 1
1.1 Report Objectives (I.B.1 – I.B.4) ........................................................................................................................ 1
1.2 ECP Administrator (I.C.3.a) ............................................................................................................................... 1
2 Site Description (I.C.1) .............................................................................................................................................. 2
2.1 Site Location ..................................................................................................................................................... 2
2.2 Existing Site Description ................................................................................................................................... 3
2.3 Proposed Site Description ................................................................................................................................ 3
3 Identification of Pollutant Sources ........................................................................................................................... 4
3.1 Disturbed or Stored Soils (I.C.3.b.1) ................................................................................................................. 5
3.2 Vehicle Tracking of Sediments (I.C.3.b.2) ......................................................................................................... 5
3.3 Management of Contaminated Soils (I.C.3.b.3) ............................................................................................... 5
3.4 Loading and Unloading Operations (I.C.3.b.4) ................................................................................................. 5
3.5 Outdoor Storage Activities (I.C.3.b.5) ............................................................................................................... 5
3.6 Vehicle and Equipment Maintenance and Fueling (I.C.3.b.6) .......................................................................... 6
3.7 Significant Dust or Particulate Generating Processes (I.C.3.b.7) ...................................................................... 6
3.8 Routine Maintenance Activities (I.C.3.b.8) ....................................................................................................... 6
3.9 On‐Site Waste Management Practices (I.C.3.b.9) ............................................................................................ 6
3.10 Concrete Truck Washout (I.C.3.b.10) ............................................................................................................... 6
3.11 Non‐Industrial Waste Sources (I.C.3.b.12) ....................................................................................................... 6
3.12 Other Areas or Procedures where Potential Spills Can Occur (I.C.3.b.13) ....................................................... 7
4 Stormwater Management Controls (I.C.3.c) ............................................................................................................ 7
4.1 Four‐Step Process ............................................................................................................................................. 7
4.2 Temporary BMPs .............................................................................................................................................. 9
4.3 Permanent BMPs ............................................................................................................................................ 11
5 BMPs for Material Handling and Spill Prevention (I.C.3.c.4) .................................................................................. 11
6 Final Stabilization and Ultimate Stormwater Management (I.C.4) ........................................................................ 12
7 Construction Site Inspection and Maintenance (I.C.5, I.D.6, I.D.7) ........................................................................ 12
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Figures and Tables
Figure 1‐1: Vicinity Map ................................................................................................................................................ 2
Table 2‐1: Anticipated Construction Phases ................................................................................................................. 4
Appendices
Appendix A: Soils Information ...................................................................................................................................... A
Appendix B: Grading and Erosion Control Plan and Construction Details ................................................................... B
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1 Introduction
1.1 Report Objectives (I.B.1 – I.B.4)
The objective of this report is to create an Erosion Control Plan (ECP) to
“identify possible pollutant sources to stormwater and to set out Best Management
Practices (BMPs) that, when implemented, will reduce or eliminate any possible water
quality impacts.” (from Colorado’s Stormwater Program Fact Sheet)
More specifically, this report covers each facility in the General Permit Application for
Stormwater Discharges Associated with Construction Activity (Stormwater Construction
Permit). This report identifies potential pollutant sources which could adversely affect
the quality of the discharged stormwater and suggests measures that can be
implemented to reduce stormwater pollutants associated with construction activity. All
measures described within this report are in accordance with good engineering
practices, which include installation, implementation, and maintenance requirements, and
must be updated in accordance with Part I.D.5.c of the Stormwater Construction Permit,
to ensure compliance with the terms and conditions of the permit. Furthermore, any
potential pollutant that can reasonably be expected during construction activity through
final stabilization must be identified and any possible water quality impacts must be
reduced or eliminated by implementing the suggested measures found within this report.
1.2 ECP Administrator (I.C.3.a)
The ECP Administrator is responsible for developing, implementing, maintaining, and
revising the ECP. The ECP Administrator will be assigned by the General Contractor
and should be noted below when the construction contract is awarded:
Name: _____________________________
Title: _____________________________
Company: _____________________________
Address: _____________________________
_____________________________
Phone: _____________________________
Email: _____________________________
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2 Site Description (I.C.1)
2.1 Site Location
The St. Elizabeth Ann Seton (SEAS) site, which is approximately 11.7 acres in area, is
located in the Southwest Quarter of Section 6, Township 7 North, Range 68 West of
the 6th Principal Meridian, City of Fort Collins, County of Larimer, Colorado. The site is
bounded on the north by Seton Street and on the west by South Lemay Avenue, on
the South by Southridge Greens Blvd., and on the east by Southridge Golf Course. A
vicinity map is presented in Figure 1-1 below. The project area is generally located at
Latitude 40° 30’35.82” and Longitude -105° 03’23.96”. The site is part of the Fossil
Creek Drainage Basin and is included as part of the Fossil Creek Drainage Base
Master Drainageway Planning Restudy Phase A.
Figure 1-1: Vicinity Map
ST. ELIZABETH
ANN SETON
S LEMAY AVE
S COLLGE AVE
SOUTHRIDGE GREENS
BLVD.
FOSSILL
CREEK PKWY
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2.2 Existing Site Description
2.2.1 Existing Physical Characteristics (I.C.1.c)
The SEAS site consists of the existing St. Elizabeth Ann Seton Church, existing
parking lots, outdoor sheds, and an existing stormwater drainage system. The
existing drainage system includes a detention pond at the southwest corner of
the property. The existing detention pond has been designed with a Water
Quality Capture Volume (WQCV), orifice plate, and outlet structure. There are
no changes planned for the existing infrastructure.
2.2.2 Existing Soil Properties (I.C.1.d)
Soil properties described in this section were determined from the Natural
Resources Conservation Service (NRCS) website using the Web Soil Survey to
compile and present the data. The soil on the SEAS site are in Hydrologic
Soil Group B and C, which is defined as soils having a moderate to slow
infiltration when thoroughly wet. Roughly 75% of the soils are Group B, and for
this reason, infiltration based BMPs were considered a good option for the
project site. The soils on site fall into the wind erodibility groups from 3 to 6
and have a wind erosion index between 48 to 86. Wind erodibility groups
range from 1 to 8 where group 1 is the most susceptible to wind erosion and
group 8 is the least susceptible. The wind erodibility index is a numerical
value, ranging from 0 to 310, indicating the susceptibility of soil to wind erosion,
or the tons per acre per year that can be expected to be lost to wind erosion.
The erosion potential due to wind in disturbed areas is considered moderate for
the project site. Several exhibits are provided in Appendix A that show the soil
properties presented in this section.
2.3 Proposed Site Description
2.3.1 Proposed Construction Activity (I.C.1.a and I.C.1.b)
The proposed improvements include a new worship area, additional concrete
walkways, and a concrete paved access for emergency fire equipment. Several
storm drainage improvements will also be required due to the additional
impervious area. Additionally, the Final Drainage Report includes an evaluation
of a future impervious improvement, likely an onsite residence for the Church’s
Father and additional parking, and will be located in undeveloped areas of the
site. The future impervious area will be included in the LID and detention
requirements discussed in the Final Drainage Report.
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The proposed construction activity will begin with the installation of erosion
control devices. Silt fence and straw wattles will be installed to prevent
sediment transportation. After the erosion control devices are installed,
construction will begin, including grading, construction of new paved areas,
construction of the church expansion, and landscaping. Disturbed areas that
are not paved will be landscaped. After these steps are complete the site will
reach final stabilization. Table 2-1 shows the anticipated construction activities
within each phase of site construction.
Table 2-1: Anticipated Construction Phases
Construction Activity Site Development Phase
Erosion Control Installation Phase I
Grading and Paving Phase II
Building Construction Phase III
Landscaping Phase IV
Final Stabilization Phase V
2.3.2 Proposed Physical Characteristics (I.C.1.a)
Some of the physical characteristics of the site will be modified with the
improvements, which includes additional impervious surfacing and a rain garden.
The proposed drainage patterns will generally follow the existing drainage
patterns. There are no proposed changes in soil type, hydrologic soil group, or
drainage class. The imperviousness of the site will increase with the
improvements, which will increase runoff to the detention pond.
2.3.3 Proposed Controls
Controls are necessary once construction begins and must continue until the
project is complete, leaving no exposed soils. These controls are critical to
ensuring that downstream receiving waters are protected from contamination due
to soil erosion caused by wind and surface runoff, as well as any potential
chemical or biological contamination anticipated due to construction activities.
Controls used for site development are discussed in greater detail in Section 4.
3 Identification of Pollutant Sources
This section of the ECP report attempts to identify pollutant sources expected with the
construction of the proposed site. Since it is not possible to know all of the construction
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activities that will occur on-site during the creation of this report, it is critical that the
Contractor be aware of all construction activities and their potential to contaminate
stormwater and, if needed, install controls to prevent contamination. The following sections
describe pollutant sources in detail.
3.1 Disturbed or Stored Soils (I.C.3.b.1)
Approximately 1.5 acres of the site will disturbed with the construction activities. Once
soils have been disturbed, they do not retain the same compaction as in their native
state, therefore surface runoff can cause more soil erosion than was historically
observed. Stockpiles shall be placed in an area where the proposed BMPs (i.e.
wattles or silt fence) will prevent the migration of soils into the public streets and
stormwater system.
3.2 Vehicle Tracking of Sediments (I.C.3.b.2)
Vehicle tracking of sediments may occur throughout the construction process. The
implementation of street sweeping practices and keeping vehicles on paved surfaces is
critical in reducing pollutants during construction. Vehicle tracking control pads can
also reduce the tracking of sediments.
3.3 Management of Contaminated Soils (I.C.3.b.3)
In the event that soils are found to be contaminated on-site, the ECP Administrator
should be notified. Proper procedures should be followed based on the type and
extent of soil contamination.
3.4 Loading and Unloading Operations (I.C.3.b.4)
Loading and unloading operations will occur on the project site where BMPs will have
been installed. These operations should not introduce contaminants to the stormwater
system. No additional controls for these loading operations are anticipated.
3.5 Outdoor Storage Activities (I.C.3.b.5)
Construction materials may be stored on-site with the construction of the SEAS project.
However, this storage should not produce any contaminants that could be transported.
Stored liquids (and materials) should be covered with an impermeable tarp to prevent
transportation during precipitation events.
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3.6 Vehicle and Equipment Maintenance and Fueling (I.C.3.b.6)
Due to the planned construction activities, is anticipated that equipment maintenance
and fueling will occur on-site. These procedures must only be allowed to occur only in
one designated area on-site to limit spillage of maintenance liquids/lubricants and fuel.
An impermeable tarp that prevents fuel and other liquids from infiltrating the soil must
cover the fueling area. Proper disposal of contaminated soil must occur after the
construction is complete or at frequent intervals, if necessary.
3.7 Significant Dust or Particulate Generating Processes (I.C.3.b.7)
Dust or particulate generation is typical in the northern front range of Colorado, and
can happen anytime during the year. The use of water for dust control is the most
common practice for minimizing particulate generation. Another possible preventative
technique would be to minimize vehicular traffic on days with high winds.
3.8 Routine Maintenance Activities (I.C.3.b.8)
Other than typical vehicle repair and maintenance, there are no other anticipated
maintenance activities that require additional controls.
3.9 On‐Site Waste Management Practices (I.C.3.b.9)
Nearly all construction sites must implement some sort of waste management practice
and the SEAS project is no exception. Portable toilets and construction debris must be
located in areas where, if spillage occurred, it would not enter the public streets or
stormwater system.
3.10 Concrete Truck Washout (I.C.3.b.10)
Concrete construction is planned for this project, so a designated area for the concrete
truck washout is needed. Part I.D.3.c of the Stormwater Construction Permit must be
followed in order to allow the conditional discharge of concrete washout water to the
ground. Other equipment washing may occur throughout the construction process as
well, so this equipment should be washed in the same area as the concrete truck
washout. The concrete washout area shall be constructed per the Urban Drainage
Flood Control District (UDFCD) detail and will require a vehicle tracking control pad,
which shall be constructed per the UDFCD detail.
3.11 Non‐Industrial Waste Sources (I.C.3.b.12)
One location should be setup for disposing of liquid and solid wastes generated during
the construction process. Containers should be kept closed at all times to prevent
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waste from blowing off-site during days with high winds. Construction debris can be
stored until removed from the site and disposed of properly.
3.12 Other Areas or Procedures where Potential Spills Can Occur (I.C.3.b.13)
There are no other areas or procedures to our knowledge where potential spills can
occur with the construction of the SEAS project.
4 Stormwater Management Controls (I.C.3.c)
Stormwater management controls are commonly referred to as Best Management Practices,
or BMPs. The typical duration of use for individual BMP's can vary depending on the type
of BMP, the function of the BMP, the type of construction, and the duration of construction
activities. All projects require both temporary and permanent BMPs to be installed during
and following construction activities. The following sections will identify both temporary and
permanent BMPs that are to be used with proposed project. The implementation phase is
provided for each BMP in addition to the inspection interval. Anticipated BMPs to be used
with the SEAS project have been identified on the Grading and Erosion Control Plan, the
BMP’s are provided in Appendix B. During the design phase, it can be difficult to identify
all necessary preventative measures needed to prevent receiving water contamination;
therefore, the Contractor must monitor the ongoing construction and install any BMP, whether
listed in the report or not, necessary to prevent contamination. The ECP Administrator
should modify the Grading & Erosion Control Plan as necessary to document BMP
installation and maintenance during the life of the project.
4.1 Four‐Step Process
The selection of BMPs is part of the “Four-Step Process for Stormwater Quality
Management” as outlined by UDFCD and adopted by the City of Fort Collins. The
following sections explain that four-step process.
4.1.1 Step 1: Runoff Reduction
The first step in stormwater quality management is to reduce runoff peaks,
volumes, and pollutant loads from urbanizing areas by implementing Low Impact
Development (LID) strategies. LID practices include reducing unnecessary
impervious areas and routing runoff from impervious surfaces over permeable
areas to slow runoff and promote infiltration.
The SEAS project does include an increase in impervious area with the
construction of the proposed improvements detailed above. Runoff generated
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from the new impervious areas is discharged onto a vegetated buffer prior to
entering the existing detention pond, which will promote filtering of the runoff
and some infiltration which helps to reduce the peak discharge. The buffer
width varies from roughly 50 feet to more than 100 feet.
4.1.2 Step 2: Treat and Slowly Release Runoff
After reducing the runoff from a site, the second step in stormwater quality
management is to capture and slowly release a Water Quality Capture Volume
(WQCV). WQCV facilities may include bioretention, extended detention basins,
sand filters, constructed wetland ponds, and retention ponds.
The existing detention pond was designed with a WQCV and outlet. No
changes to these facilities are proposed with the SEAS project. To address the
additional impervious areas, and City of Fort Collins drainage requirements, a
Rain Garden has been designed and will be constructed to capture a portion of
the sites runoff prior to entering the detention pond. Since the proposed
improvements span a wide area, it is difficult to capture all of the discharged
runoff efficiently, so an ‘area-swap’ is being proposed, as outlined in the Final
Drainage Report. The proposed rain garden will allow for infiltration and
reducing the peak discharge from impervious areas of the site.
4.1.3 Step 3: Stabilize Drainageways
Although steps 1 and 2 help to minimize the effects of runoff on downstream
drainageways, natural drainageways are often subject to bed and bank erosion
due to increases in the frequency, rate, duration, and volume of runoff. Step 3
includes measures to prevent drainageway erosion.
There are no proposed drainageways planned for the SEAS site. By
implementing steps 1 and 2, the project site does its part to reduce
drainageway erosion downstream. Additionally, all disturbed areas will either be
paved, re-seeded or landscaped in order to achieve stabilization. All runoff
from the site enters the existing detention pond, so off-site downstream
drainageways should be adequately protected.
4.1.4 Step 4: Implementation of Source Controls
The final step in stormwater quality management is source control. Site specific
needs such as material storage or other site operations require consideration of
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targeted source control BMPs. These BMPs are shown on the Grading Plan,
found in Appendix B of this report. Expected source erosion control BMP’s
include straw wattles, inlet and outlet protection, and re-seeding.
4.2 Temporary BMPs
The following description of temporary BMPs is organized to provide some indication as
to the order in which the BMPs are to be installed. This order is based on typical
construction activity sequencing. Temporary BMP details can be found in Appendix B
of this report.
4.2.1 Vehicle Tracking Control Pad (I.C.3.c.6)
Vehicle tracking control pads should be one of the first BMPs installed during
the construction process. Additional pads should be added if more than one
exit location is being used for construction traffic and will be required with the
concrete washout. Vehicle tracking control pads may also be required to
access the materials stockpile or the batch plant, if applicable. Vehicle tracking
control pads will be installed where shown on the Grading and Erosion
Control Plan and any additional locations determined by the Contractor, and
should be installed per the details provided in Appendix B.
Implementation Phase (I.C.3.c.3) - Phase I
Inspection Interval (I.D.6 and I.D.7) – Every 14 days and within 24 hours
following precipitation or snow melt
4.2.2 Stabilized Staging Area(Structural ‐ I.C.3.c.1)
A stabilized staging area should be established to ensure there is a large
enough area to fully contain parking, storage, and unloading and loading
operations. A possible location for the staging area has been located on the
Grading and Erosion Control Plan, but the Contractor and ECP Administrator
should determine together the best location and it should be installed per the
details provided in Appendix B.
Implementation Phase (I.C.3.c.3) - Phase I
Inspection Interval (I.D.6 and I.D.7) – Every 14 days and within 24 hours
following precipitation or snow melt
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4.2.3 Silt Fence (Structural ‐ I.C.3.c.1)
Silt Fence should be installed prior to construction and must be installed before
any soil disturbance occurs. Silt Fence should be installed per the construction
plan details and must continually be monitored for effectiveness. Silt Fence
does not need to be installed around the entire construction site; it only needs
to be installed where surface runoff might transport sediment or other materials
off-site. Silt Fence will be installed where indicated on the Grading and
Erosion Control Plan. Additional silt fence should installed if determined
necessary by the ECP Administrator.
Implementation Phase (I.C.3.c.3) – Phase I
Inspection Interval (I.D.6 and I.D.7) – Every 14 days and within 24 hours
following precipitation or snow melt
4.2.4 Straw Waddles (Structural ‐ I.C.3.c.1)
Straw Waddles will be used around the existing detention pond outlet structure,
proposed swales, and proposed storm sewer during the construction process to
mitigate the transportation of sediment. Proper installation is the most important
aspect of straw waddles. These protection measures function poorly if not
installed correctly, so the construction details provided with the plans must be
followed. Straw Waddles will be installed where indicated on the Grading
and Erosion Control Plan.
Implementation Phase (I.C.3.c.3) – Phase I
Inspection Interval (I.D.6 and I.D.7) – Every 14 days and within 24 hours
following precipitation or snow melt
4.2.5 Concrete Washout Area (Structural ‐ I.C.3.c.7)
As construction begins and concrete is delivered to the site via concrete trucks,
a concrete washout area is needed along with a vehicle tracking control pad. If
concrete is generated on site via a batch plant, it will be located near the
stabilized staging area. The concrete washout should be in a designated area
with signs clearly marking its location. Prior to exiting the site, any vehicle with
concrete debris must wash the concrete off at the washout area. The location
of the washout area must ensure washoff does not enter the storm drain
system. As needed, the area will be cleared of any concrete debris which will
be disposed of properly. The Concrete Washout will be installed where
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indicated on the Grading and Erosion Control Plan and should be installed
per the details provided in Appendix B.
Implementation Phase (I.C.3.c.3) – Phase I
Inspection Interval (I.D.6 and I.D.7) – Every 14 days and within 24 hours
following precipitation or snow melt
4.3 Permanent BMPs
4.3.1 Surface Roughening/Mulching and Re‐Seeding (Non‐Structural ‐ I.C.3.c.2)
Once a construction site is reaching completion, areas of bare ground that have
not already been protected with surface roughening techniques, landscaping,
mulching, or re-seeding must receive this permanent treatment. This permanent
BMP is critical to preventing soil erosion during precipitation events and
achieving final stabilization. Surface roughening is expected once the final
grades are established.
Implementation Phase (I.C.3.c.3) - Phase IV
Inspection Interval (I.D.6 and I.D.7) – Every 14 days and within 24 hours
following precipitation or snow melt
4.3.2 Rain Garden
A rain garden utilizes bioretention to reduce the transportation of pollutants to
downstream receiving waters through sedimentation, filtering, adsorption,
evapotranspiration, and biological uptake of constituents. The UDFCD provides
guidelines and tools for the design of rain gardens, which have been used for
the SEAS project. The sizing calculations` have been included in Final
Drainage Report. The Rain Garden will be installed where indicated on the
Grading and Erosion Control Plan.
Implementation Phase (I.C.3.c.3) - Phase II
Inspection Interval (I.D.6 and I.D.7) – Every 14 days and within 24 hours
following precipitation or snow melt
5 BMPs for Material Handling and Spill Prevention (I.C.3.c.4)
Section 3 of this report identifies possible pollutant sources that can be expected with the
construction of the SEAS project. Material handling and spill prevention information must be
distributed to all contractors and subcontractors working at the construction site. This
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information, along with response and notification procedures, must be in place prior to
construction and must be administered by the site superintendent.
Contractors should be instructed to notify the site superintendent and ECP Administrator
immediately if any spill occurs. The ECP Administrator will determine the nature of the spill
and, if necessary, contact the Colorado Department of Public Health and Environment (24-
hour spill reporting line – 877-518-5608), downstream water users, and any other agency or
jurisdiction deemed necessary.
For hazardous material or liquid storage, concrete truck washouts, and fueling and
maintenance locations, proper instructions for clean-up procedures should be posted and spill
kit locations should be identified. Information on absorbents should also be made available
at all liquid storage locations and fueling locations, and proper disposal locations for used
absorbents should be provided.
6 Final Stabilization and Ultimate Stormwater Management (I.C.4)
Final stabilization is the last step in the construction process and begins after major
construction activities have ended. The site superintendent should inspect the site one final
time to ensure that all BMPs will function correctly in a precipitation event. If any unpaved
areas exist, all exposed or bare soil that has not previously been treated must be identified
and the appropriate procedure implemented to achieve final stabilization. This can include
re-seeding of the area with an approved seed mix, soil preparation, soil amendments, where
necessary, and soil stabilization methods such as crimped straw, hydro-mulch, or rolled
erosion control products. All areas that are re-seeded with drought tolerant grasses should
use a temporary irrigation system to promote the quick growth until the grasses have been
established. Final stabilization is achieved once all ground disturbing activities have been
completed and uniform vegetative cover has been established with an individual plant density
of at least 70% of pre-disturbance levels. Ultimate stormwater management is achieved
through the use of temporary BMPs until final site stabilization is achieved and the continued
maintenance and operation of the permanent BMPs installed on-site.
7 Construction Site Inspection and Maintenance (I.C.5, I.D.6, I.D.7)
Standard construction site inspection and maintenance schedules were identified in Section 4
for each of the anticipated temporary and permanent BMPs to be installed on-site. Part
I.D.6.a of the Stormwater Construction Permit requires that a thorough inspection of the
stormwater management system be performed and documented at least every 14 days and
within 24 hours following any precipitation or snowmelt event that causes surface erosion.
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More frequent inspections may be necessary and should be performed at the request of the
ECP Administrator. This report can be modified to provide any additional pollution controls
or meet increased inspection needs, if deemed necessary. Standard site inspection
procedures that must be followed by the site superintendent are as follows:
The perimeter of the construction site must be inspected to ensure that no
unintended stormwater discharge is occurring.
All perimeter temporary and permanent BMPs must be inspected to ensure they are
functioning correctly and are in a condition that can reasonably be expected to
function appropriately in a future precipitation event.
Any disturbed areas should be inspected to determine if pollution is entering the
stormwater system and if any further controls should be implemented to better
protect the stormwater system.
All areas where construction site material is stored should be inspected for
compliance with this report. Areas should be checked for any spills that may have
occurred without being reported and should also be evaluated to determine if
additional control measures should be installed to prevent contamination. If
necessary, these areas should be checked to ensure that they are covered or
protected from precipitation or wind events.
All interior temporary and permanent BMPs should be inspected for performance and
should be replaced if found to be deficient.
The site superintendent should monitor the construction activities occurring on-site
and install approved controls as necessary even if those controls are not mentioned
in this report.
A log of each inspection should be kept on-site at all times and should be made
available upon request to any governing agency or jurisdiction, the Environmental
Protection Agency, or the Colorado Department of Public Health and Environment.
A log book may be kept for use in tracking other items related to the ECP such as those
listed below. Additional information such as dated photographs, field notebooks, drawings
and maps, and the items below, etc. can also be included where appropriate.
BMP operation and maintenance
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Stormwater contamination
Contacts with suppliers
Notes on the need for and performance of preventive maintenance and other repairs
Implementation of specific items in the ECP
Training events (given or attended)
Events involving materials handling and storage
Contacts with regulatory agencies and personnel
Notes of employee activities, contact, notifications, etc.
This information can also be found in Part I.D.6 of the Construction Permit and should be
referenced often to ensure adequate inspection practices are followed.
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A
Appendix A: Soils Information
Drainage Class—Larimer County Area, Colorado
(DRAINAGE CLASS)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/24/2017
Page 1 of 3
4484250 4484290 4484330 4484370 4484410 4484450 4484490
4484250 4484290 4484330 4484370 4484410 4484450 4484490
495030 495070 495110 495150 495190 495230 495270 495310 495350 495390
495030 495070 495110 495150 495190 495230 495270 495310 495350 495390
40° 30' 40'' N
105° 3' 31'' W
40° 30' 40'' N
105° 3' 15'' W
40° 30' 32'' N
105° 3' 31'' W
40° 30' 32'' N
105° 3' 15'' W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84
0 50 100 200 300
Feet
0 25 50 100 150
Meters
Map Scale: 1:1,700 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
Excessively drained
Somewhat excessively
drained
Well drained
Moderately well drained
Somewhat poorly drained
Poorly drained
Very poorly drained
Subaqueous
Not rated or not available
Soil Rating Lines
Excessively drained
Somewhat excessively
drained
Well drained
Moderately well drained
Somewhat poorly drained
Poorly drained
Very poorly drained
Subaqueous
Not rated or not available
Soil Rating Points
Excessively drained
Somewhat excessively
drained
Well drained
Moderately well drained
Somewhat poorly drained
Poorly drained
Very poorly drained
Subaqueous
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Drainage Class
Drainage Class— Summary by Map Unit — Larimer County Area, Colorado (CO644)
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
27 Cushman fine sandy
loam, 3 to 9 percent
slopes
Well drained 3.1 26.6%
35 Fort Collins loam, 0 to 3
percent slopes
Well drained 0.3 2.1%
55 Kim loam, 5 to 9 percent
slopes
Well drained 0.4 3.4%
103 Stoneham loam, 5 to 9
percent slopes
Well drained 6.1 52.3%
119 Wiley silt loam, 3 to 5
percent slopes
Well drained 1.8 15.6%
Totals for Area of Interest 11.7 100.0%
Description
"Drainage class (natural)" refers to the frequency and duration of wet periods
under conditions similar to those under which the soil formed. Alterations of the
water regime by human activities, either through drainage or irrigation, are not a
consideration unless they have significantly changed the morphology of the soil.
Seven classes of natural soil drainage are recognized-excessively drained,
somewhat excessively drained, well drained, moderately well drained, somewhat
poorly drained, poorly drained, and very poorly drained. These classes are
defined in the "Soil Survey Manual."
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Drainage Class—Larimer County Area, Colorado DRAINAGE CLASS
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/24/2017
Page 3 of 3
Hydrologic Soil Group—Larimer County Area, Colorado
(HYDROLOGIC SOIL GROUP)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/24/2017
Page 1 of 4
4484250 4484290 4484330 4484370 4484410 4484450 4484490
4484250 4484290 4484330 4484370 4484410 4484450 4484490
495030 495070 495110 495150 495190 495230 495270 495310 495350 495390
495030 495070 495110 495150 495190 495230 495270 495310 495350 495390
40° 30' 40'' N
105° 3' 31'' W
40° 30' 40'' N
105° 3' 15'' W
40° 30' 32'' N
105° 3' 31'' W
40° 30' 32'' N
105° 3' 15'' W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84
0 50 100 200 300
Feet
0 25 50 100 150
Meters
Map Scale: 1:1,700 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
Hydrologic Soil Group
Hydrologic Soil Group— Summary by Map Unit — Larimer County Area, Colorado (CO644)
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
27 Cushman fine sandy
loam, 3 to 9 percent
slopes
C 3.1 26.6%
35 Fort Collins loam, 0 to 3
percent slopes
C 0.3 2.1%
55 Kim loam, 5 to 9 percent
slopes
B 0.4 3.4%
103 Stoneham loam, 5 to 9
percent slopes
B 6.1 52.3%
119 Wiley silt loam, 3 to 5
percent slopes
B 1.8 15.6%
Totals for Area of Interest 11.7 100.0%
Hydrologic Soil Group—Larimer County Area, Colorado HYDROLOGIC SOIL GROUP
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/24/2017
Page 3 of 4
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—Larimer County Area, Colorado HYDROLOGIC SOIL GROUP
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/24/2017
Page 4 of 4
Wind Erodibility Group—Larimer County Area, Colorado
(WIND ERODIBILITY GROUP)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/24/2017
Page 1 of 3
4484250 4484290 4484330 4484370 4484410 4484450 4484490
4484250 4484290 4484330 4484370 4484410 4484450 4484490
495030 495070 495110 495150 495190 495230 495270 495310 495350 495390
495030 495070 495110 495150 495190 495230 495270 495310 495350 495390
40° 30' 40'' N
105° 3' 31'' W
40° 30' 40'' N
105° 3' 15'' W
40° 30' 32'' N
105° 3' 31'' W
40° 30' 32'' N
105° 3' 15'' W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84
0 50 100 200 300
Feet
0 25 50 100 150
Meters
Map Scale: 1:1,700 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
1
2
3
4
4L
5
6
7
8
Not rated or not available
Soil Rating Lines
1
2
3
4
4L
5
6
7
8
Not rated or not available
Soil Rating Points
1
2
3
4
4L
5
6
7
8
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Wind Erodibility Group
Wind Erodibility Group— Summary by Map Unit — Larimer County Area, Colorado (CO644)
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
27 Cushman fine sandy
loam, 3 to 9 percent
slopes
3 3.1 26.6%
35 Fort Collins loam, 0 to 3
percent slopes
5 0.3 2.1%
55 Kim loam, 5 to 9 percent
slopes
4L 0.4 3.4%
103 Stoneham loam, 5 to 9
percent slopes
6 6.1 52.3%
119 Wiley silt loam, 3 to 5
percent slopes
4L 1.8 15.6%
Totals for Area of Interest 11.7 100.0%
Description
A wind erodibility group (WEG) consists of soils that have similar properties
affecting their susceptibility to wind erosion in cultivated areas. The soils
assigned to group 1 are the most susceptible to wind erosion, and those
assigned to group 8 are the least susceptible.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Lower
Wind Erodibility Group—Larimer County Area, Colorado WIND ERODIBILITY GROUP
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/24/2017
Page 3 of 3
Wind Erodibility Index—Larimer County Area, Colorado
(WIND ERODIBILITY INDEX)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/24/2017
Page 1 of 3
4484250 4484290 4484330 4484370 4484410 4484450 4484490
4484250 4484290 4484330 4484370 4484410 4484450 4484490
495030 495070 495110 495150 495190 495230 495270 495310 495350 495390
495030 495070 495110 495150 495190 495230 495270 495310 495350 495390
40° 30' 40'' N
105° 3' 31'' W
40° 30' 40'' N
105° 3' 15'' W
40° 30' 32'' N
105° 3' 31'' W
40° 30' 32'' N
105° 3' 15'' W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84
0 50 100 200 300
Feet
0 25 50 100 150
Meters
Map Scale: 1:1,700 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
0
38
48
56
86
134
160
180
220
250
310
Not rated or not available
Soil Rating Lines
0
38
48
56
86
134
160
180
220
250
310
Not rated or not available
Soil Rating Points
0
38
48
56
86
134
160
180
220
250
310
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
Wind Erodibility Index
Wind Erodibility Index— Summary by Map Unit — Larimer County Area, Colorado (CO644)
Map unit symbol Map unit name Rating (tons per acre
per year)
Acres in AOI Percent of AOI
27 Cushman fine sandy
loam, 3 to 9 percent
slopes
86 3.1 26.6%
35 Fort Collins loam, 0 to 3
percent slopes
56 0.3 2.1%
55 Kim loam, 5 to 9 percent
slopes
86 0.4 3.4%
103 Stoneham loam, 5 to 9
percent slopes
48 6.1 52.3%
119 Wiley silt loam, 3 to 5
percent slopes
86 1.8 15.6%
Totals for Area of Interest 11.7 100.0%
Description
The wind erodibility index is a numerical value indicating the susceptibility of soil
to wind erosion, or the tons per acre per year that can be expected to be lost to
wind erosion. There is a close correlation between wind erosion and the texture
of the surface layer, the size and durability of surface clods, rock fragments,
organic matter, and a calcareous reaction. Soil moisture and frozen soil layers
also influence wind erosion.
Rating Options
Units of Measure: tons per acre per year
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Wind Erodibility Index—Larimer County Area, Colorado WIND ERODIBILITY INDEX
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/24/2017
Page 3 of 3
St. Elizabeth Ann Seton Catholic Church Expansion
Erosion Control Report September 2017
B
Appendix B: Grading Plan and Construction Details
Vehicle Tracking Control (VTC) SM-4
November 2010 Urban Drainage and Flood Control District VTC-3
Urban Storm Drainage Criteria Manual Volume 3
SM-4 Vehicle Tracking Control (VTC)
VTC-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Vehicle Tracking Control (VTC) SM-4
November 2010 Urban Drainage and Flood Control District VTC-5
Urban Storm Drainage Criteria Manual Volume 3
SM-4 Vehicle Tracking Control (VTC)
VTC-6 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Stabilized Staging Area (SSA) SM-6
November 2010 Urban Drainage and Flood Control District SSA-3
Urban Storm Drainage Criteria Manual Volume 3
SM-6 Stabilized Staging Area (SSA)
SSA-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
Sediment Control Log (SCL) SC-2
November 2015 Urban Drainage and Flood Control District SCL-3
Urban Storm Drainage Criteria Manual Volume 3
SC-2 Sediment Control Log (SCL)
SCL-4 Urban Drainage and Flood Control District November 2015
Urban Storm Drainage Criteria Manual Volume 3
Sediment Control Log (SCL) SC-2
November 2015 Urban Drainage and Flood Control District SCL-5
Urban Storm Drainage Criteria Manual Volume 3
SC-2 Sediment Control Log (SCL)
SCL-6 Urban Drainage and Flood Control District November 2015
Urban Storm Drainage Criteria Manual Volume 3
Concrete Washout Area (CWA) MM-1
November 2010 Urban Drainage and Flood Control District CWA-3
Urban Storm Drainage Criteria Manual Volume 3
MM-1 Concrete Washout Area (CWA)
CWA-4 Urban Drainage and Flood Control District November 2010
Urban Storm Drainage Criteria Manual Volume 3
8'' SS
8'' SS
8'' SS
1. THIS GRADING AND EROSION CONTROL PLAN CONSIDERS EROSION CONTROL DURING
CONSTRUCTION ACTIVITIES.
2. THE CONTRACTOR SHALL HAVE ON-SITE AT ALL TIMES THE STORMWATER MANAGEMENT
PLAN, AND FOLLOW ALL RECOMMENDATIONS CONTAINED WITHIN.
3. THE CONTRACTOR SHALL RECORD CHANGES TO THE SITE'S STORMWATER MANAGEMENT
PLAN AS CONSTRUCTION ACTIVITIES DICTATE.
4. THE CONTRACTOR SHALL SECURE A STAGING AREA IN COORDINATION WITH THE OWNER,
AND SHALL INCLUDE A SOLID WASTE DISPOSAL AREA, PORT-O-LETS, MATERIAL STORAGE
AND A DEDICATED RE-FUELING AND MAINTENANCE AREA.
5. THE CONTRACTOR CAN CHOOSE BETWEEN SILT FENCE AND SEDIMENT CONTROL LOGS
WHERE INDICATED ON THE PLANS.
6. THE CONTRACTOR SHALL ESTABLISH ONE LOCATION FOR A CONCRETE TRUCK WASHOUT.
7. GRADING CATCH SLOPES SHALL NOT EXCEED 4:1 UNLESS OTHERWISE NOTED ON TEH
PLANS.
8. IF POSSIBLE, AREAS ADJACENT TO THE CHURCH EXPANSION THAT DO NOT RECEIVE
CONCRETE PAVING, THE FINISHED GRADE SHALL FALL A MINIMUM OF ONE FOOT IN THE
FIRST 10 FEET FROM BUILDING OR AT A GRADE OF 10%.
9. PROPOSED EMERGENCY ACCESS ROUTE SHALL BE CONSTRUCTION OF CDOT CLASS D
CONCRETE (4500 PSI), AND SHALL BE A MINIMUM OF 8" THICK OR AS DIRECTED BY A
GEOTECHNICAL ENGINEER.
10. CONTRACTOR SHALL PERFORM A PROOF-ROLL OF THE SUBGRADE BELOW THE
PROPOSED EMERGENCY ACCESS IN THE PRESENCE OF A GEOTECHNICAL ENGINEER.
11. THE LONGITUDINAL SLOPE OF THE EMERGENCY ACCESS DRIVE SHALL NOT EXCEED 10%
IN ANY LOCATION.
12. THE CROSS-SLOPE OF THE EMERGENCY ACCESS DRIVE SHALL BE 2% FALLING AWAY
FROM THE CHURCH AND TOWARD THE EXISTING DETENTION POND.
13. AN EMERGENCY OVERFLOW SECTION IS PROVIDED ALONG THE PROPOSED EMERGENCY
ACCESS DRIVE, IN THE EVENT THE 12-INCH CULVERT IS PLUGGED. THIS OVERFLOW
SECTION IS MORE THAN 12 INCHES BELOW GRADING ADJACENT TO BASEMENT OF
CHURCH.
PROPOSED EXPANSION
EXISTING BUILDING
EXISTING ASPHALT
EXISTING CONCRETE
PROPOSED CONCRETE
EXISTING LANDSCAPING
EXISTING GAS LINE
EXISTING FIBER OPTIC
EXISTING STORM DRAIN
EXISTING WATER
EXISTING SANITARY
EXISTING TELEPHONE
PROPOSED
EXISTING
PR.
EX.
BY SEPARATE DOCUMENT
EMERGENCY ACCESS ESMT.
BSD
EAE
DATE DESCRIPTION
REVISIONS
0031.0012.00_GRADING
SEPTEMBER 13, 2017
OF
DATE:
1413 W. 29TH STREET
COLORADO CIVIL GROUP, INC. 5110 Granite St., Unit D Loveland, Colorado 80538 970-278-0029
LOVELAND, COLORADO 80538
(970) 278-0029
CCGCOLORADO
CIVIL
GROUP, INC.
ENGINEERING CONSULTANTS
SHEET:
1" = 40'
SCALE:
0031.0012.00
JOB NO:
DAH
CHECKED:
DAH
DESIGNED:
FILE NAME:
0" 1" BAR IS ONE INCH ON ORIGINAL DRAWING
1" = 40'
0 40 80
scale feet
CALL THE UTILITY NOTIFICATION CENTER OF COLORADO
3 DAYS BEFORE YOU DIG
811 OR 1-800-922-1987
www.UNCC.org
Mr. Michael D. DiTullio, Manager
Mr. Terry Farrill, P.E., District Engineer
Date
Date
All changes, addendums, additions, deletions and modifications to these
drawings must be approved, in writing, by the Fort Collins-Loveland Water
District and the South Fort Collins Sanitation District.
SOUTH FORT COLLINS
SANITATION DISTRICT
NOTES:
1. SUB-GRADE BELOW ALL PAVEMENT SECTIONS SHALL BE SCARIFIED TO A MINIMUM DEPTH OF 12" , ADJUSTED IN MOISTURE CONTENT (+ 2%)
AND COMPACTED TO AT LEAST 95% OF THE MATERIAL'S MAXIMUM STANDARD PROCTOR DRY DENSITY AS DETERMINED IN ACCORDANCE
WITH ASTM SPECIFICATION D698. CONTRACTOR SHALL PROOF-ROLL COMPACTED SUB-GRADE IN THE PRESENCE OF A GEOTECHNICAL
ENGINEER OR CITY INSPECTOR.
2. IF SUB-GRADE MATERIAL IS UNSUITABLE (EXHIBITS PUMPING DURING PROOF-ROLL) IT SHALL EITHER BE RECONDITIONED OR REPLACED WITH
SUITABLE ON-SITE MATERIALS. IF CONTRACTOR CHOOSES, STRUCTURAL FILL MAY BE IMPORTED, AT NO EXTRA COST TO OWNER, AND SHALL
BE GRADED SIMILARLY TO CDOT CLASS 5 OR 6 AGGREGATE BASE. CONTRACTOR SHALL PROOF-ROLL ANY RE-WORKED SUB-GRADE PRIOR TO
PLACEMENT OF AGGREGATE BASE COURSE.
3. IF CALLED FOR, AGGREGATE BASE COURSE SHALL BE ADJUSTED IN MOISTURE CONTENT (+ 2%) AND COMPACTED TO ACHIEVE A MINIMUM OF
95% OF THE MATERIAL'S MAXIMUM STANDARD PROCTOR DRY DENSITY AS DETERMINED IN ACCORDANCE WITH ASTM SPECIFICATION D698.
CDOT CLASS D CONCRETE (4500 PSI)
RECONDITIONED SUBGRADE
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Larimer County Area, Colorado
Survey Area Data: Version 11, Sep 23, 2016
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Apr 22, 2011—Apr
28, 2011
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Wind Erodibility Index—Larimer County Area, Colorado
(WIND ERODIBILITY INDEX)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/24/2017
Page 2 of 3
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Larimer County Area, Colorado
Survey Area Data: Version 11, Sep 23, 2016
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Apr 22, 2011—Apr
28, 2011
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Wind Erodibility Group—Larimer County Area, Colorado
(WIND ERODIBILITY GROUP)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/24/2017
Page 2 of 3
of the version date(s) listed below.
Soil Survey Area: Larimer County Area, Colorado
Survey Area Data: Version 11, Sep 23, 2016
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Apr 22, 2011—Apr
28, 2011
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Hydrologic Soil Group—Larimer County Area, Colorado
(HYDROLOGIC SOIL GROUP)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/24/2017
Page 2 of 4
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Larimer County Area, Colorado
Survey Area Data: Version 11, Sep 23, 2016
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Apr 22, 2011—Apr
28, 2011
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Drainage Class—Larimer County Area, Colorado
(DRAINAGE CLASS)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/24/2017
Page 2 of 3