HomeMy WebLinkAboutFile Documents.634 W Hopkins Ave.0106-2021-BRES (28)Grading and Drainage Report
Prepared for
Alfred & Loralee West
634 W Hopkins
Aspen, CO 81611
P.O. Box 575
Woody Creek, Colorado 81656
970-309-7130
Prepared By
Josh Rice, P.E.
April 16, 2021
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I hereby affirm that this report and the accompanying plans for the drainage improvements of 634 W Hop-
kins was prepared by me for the owners thereof in accordance with the provisions of the City of Aspen
Urban Runoff Management Plan and approved variances and exceptions listed herein. I understand that it
is the policy of the City that the City of Aspen does not and will not assume liability for drainage facilities
designed by others.
Josh Rice, P.E. License No.
1/11/20184/16/2021
ii
1. INTRODUCTION ................................................................................................................................. 1
2. GENERAL SITE DESCRIPTION ....................................................................................................... 1
2.1 Existing Condition ..................................................................................................................................... 1
2.2 Proposed Condition ................................................................................................................................... 1
2.2.1 Determination of Major/Minor .................................................................................................................... 2
2.3 Drainage Basins ......................................................................................................................................... 2
2.3.1 Historical Basin EX:1 ..................................................................................................................................... 4
2.3.2 Proposed Basin PR:1.0 ................................................................................................................................. 4
2.3.3 Proposed Basin PR:1.1 ................................................................................................................................. 5
2.3.4 Proposed Basin PR:1.2 ................................................................................................................................. 5
2.3.5 Proposed Basin PR:1.3 ................................................................................................................................. 5
2.3.6 Proposed Basin PR:1.4 ................................................................................................................................. 5
2.3.7 Proposed Basin PR:1.5 ................................................................................................................................. 5
2.3.8 Proposed Basin PR:1.6 ................................................................................................................................. 5
2.3.9 Proposed Basin PR:1.7 ................................................................................................................................. 5
2.3.10 Proposed Basin PR:2.1, PR:2.2 and PR:3.1 ............................................................................................... 6
2.3.11 Proposed Basin PR:2.0, PR:2.3 and PR:3.0 ............................................................................................... 6
2.3.12 Proposed Basins WW:1-WW:2 ................................................................................................................ 6
2.4 Stormwater BMP Descriptions .................................................................................................................. 6
2.4.1 Drywell ......................................................................................................................................................... 6
2.4.2 Pipes ............................................................................................................................................................. 6
2.4.3 Gravel Drains ................................................................................................................................................ 7
2.4.4 Trench Drain ................................................................................................................................................. 7
2.4.1 Slot Drain ...................................................................................................................................................... 7
3. 9 PRINCIPLES...................................................................................................................................... 7
4. MAINTENANCE ................................................................................................................................... 8
4.1.1 Drywell ......................................................................................................................................................... 8
APPENDIDX A--NRCS SOILS REPORT .............................................................................................. 1
APPENDIX B--FEMA FIRM MAP ......................................................................................................... 2
APPENDIX C--PLAN SET ....................................................................................................................... 3
APPENDIX D--HYDROLOGIC CALCULATIONS ............................................................................... 4
APPENDIX E--HYDRAULIC CALCULATIONS .................................................................................. 5
1. Introduction
This report was prepared to meet the requirements of a City of Aspen Engineering Department Grading and
Drainage Report for a Major Design. The report was prepared for a remodel of a single family housing
project at 634 West Hopkins Street, Aspen, Colorado, 81611 (the “Site”). Facilities providing water quality
capture volume and retention have been designed in this report and the associated plan.
2. General Site Description
2.1 Existing Condition
The property is addressed as 634 W Hopkins Ave., City of Aspen. Based on the topographical improvement
survey, the lot area is approximately 6,000 square feet.
The Site is located on the east side of Aspen (see Figure 1). The NRCS describes the hydrologic soil group
as “Type B” (See Appendix A). The lot is currently occupied by a single family dwelling.
Figure 1. 634 W Hopkins Ave., Aspen Vicinity Map
(Source: Pitkin Co. GIS)
The site is located away from all major drainage ways and is not located within the floodplain boundaries
the Roaring Fork River. The Site is located within Zone X, as shown and described by FEMA (see FIRM
Map, Appendix B.)
2.2 Proposed Condition
The structure will be remodeled.
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2.2.1 Determination of Major/Minor
The Urban Runoff Management Plan (the “URMP”) has two controlling triggers when determining the
permit requirements: interior demolition and exterior disturbed area. Based on these two triggers, Woody
Creek Engineering (“WCE”) has determined that water quality capture volume (“WQCV”) and detention
is required for the entire property. .
The Site is located on a relatively flat area that slopes at 1% to the north. Drainage basins are delineated on
Plan Sheet C200 (Appendix C, C200). The basins are described in the following sections. The drainage
issues and WQCV treatment BMPs are also described.
2.3 Drainage Basins
Both Historical and proposed basins are described below. Table 1, below, describes the impervious area,
pervious area, total area, percent imperviousness, flow path length, basin slope, runoff coefficients for the
minor (10-yr) and major (100-yr) storm events and runoff flowrates for the minor (10-yr) and major (100-
yr) storm events. Although the Basins are delineated on Plan Sheet C200 (Appendix C, C200), they are
also provided in Figure No. 2 and 3, below.
Historical peak flows for the 10-year and 100-year events were evaluated for the Site using a time of con-
centration based on the flow path length and slope.
The proposed improvements to the site will not affect offsite drainage patterns.
Table 1. Historical Basin Information
Table 2. Proposed Basin Information
BASIN NO.TOTAL BASIN
AREA (SF)
IMPERVIOUS
AREA (SF)
TOTAL BASIN
AREA
(ACRES)
IMPERVIOUS
AREA
(ACRES)
%
IMPERVIOUS
RUNOFF
COEF. 10YR
RUNOFF
COEF. 100YR
FLOW PATH
LENGTH (FT)
FLOW PATH
SLOPE
(FT/FT)
Tc (min)Intensity (5yr)
(in/hr)
Intensity (10yr)
(in/hr)
Intensity
(100yr) (in/hr)
PEAK FLOW
10YR (CFS)
PEAK FLOW
100YR (CFS)
EX:1 6,000.00 0.00 0.138 0.000 0%0.15 0.35 100.00 0.0060 10.56 2.363 2.843 4.541 0.059 0.219
Total 6,000.00 0 0.138 0.000 0%---0.059 0.219
BASIN NO.TOTAL BASIN
AREA (SF)
IMPERVIOUS
AREA (SF)
TOTAL BASIN
AREA
(ACRES)
IMPERVIOUS
AREA
(ACRES)
%
IMPERVIOUS
RUNOFF
COEF. 10YR
RUNOFF
COEF. 100YR
FLOW PATH
LENGTH (FT)
FLOW PATH
SLOPE
(FT/FT)
Tc (min)Intensity (5yr)
(in/hr)
Intensity (10yr)
(in/hr)
Intensity
(100yr) (in/hr)
PEAK FLOW
10YR (CFS)
PEAK FLOW
100YR (CFS)
PR:1.0 392 0.009 0.000 0%0.15 0.35 20.00 0.0325 5.69 3.139 3.776 6.032 0.005 0.019
PR:1.1 82 - 0.002 0.000 0%0.15 0.35 15.00 0.0325 5.00 3.291 3.960 6.325 0.001 0.004
PR:1.2 169 169 0.004 0.004 100%0.69 0.75 20.00 0.0200 5.00 3.291 3.960 6.325 0.011 0.018
PR:1.3 232 - 0.005 0.000 0%0.15 0.35 5.00 0.0100 5.00 3.291 3.960 6.325 0.003 0.012
PR:1.4 143 143 0.003 0.003 100%0.69 0.75 10.00 0.0100 5.00 3.291 3.960 6.325 0.009 0.016
PR:1.5 157 157 0.004 0.004 100%0.69 0.75 5.00 0.0250 5.00 3.291 3.960 6.325 0.010 0.017
PR:1.6 878 - 0.020 0.000 0%0.15 0.35 8.00 0.0100 5.31 3.221 3.875 6.190 0.012 0.044
PR:1.7 1,148 1,148 0.026 0.026 100%0.69 0.75 6.00 0.0100 5.00 3.291 3.960 6.325 0.072 0.125
PR:2.0 82 82 0.002 0.002 100%0.69 0.75 10.00 0.0200 5.00 3.291 3.960 6.325 0.005 0.009
PR:2.1 123 123 0.003 0.003 100%0.69 0.75 20.00 0.2500 5.00 3.291 3.960 6.325 0.008 0.013
PR:2.2 200 200 0.005 0.005 100%0.69 0.75 20.00 0.2500 5.00 3.291 3.960 6.325 0.012 0.022
PR:2.3 488 488 0.011 0.011 100%0.69 0.75 10.00 0.2500 5.00 3.291 3.960 6.325 0.030 0.053
PR:3.0 1,228 1,228 0.028 0.028 100%0.69 0.75 10.00 0.2500 5.00 3.291 3.960 6.325 0.077 0.134
PR:3.1 656 656 0.015 0.015 100%0.69 0.75 5.00 0.0200 5.00 3.291 3.960 6.325 0.041 0.072
WW:1 16.0 16 0.000 0.000 100%0.69 0.75 5.00 0.0200 5.00 3.291 3.960 6.325 0.001 0.002
WW:2 6.0 6 0.000 0.000 100%0.69 0.75 5.00 0.0200 5.00 3.291 3.960 6.325 0.000 0.0007
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Figure 2. Historical Basins
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Figure 3. Proposed Basins
2.3.1 Historical Basin EX:1
Historical Basin EX:1 encompasses the lot. The basin area is approximately 6000 sf. Runoff sheet flows
for 100 ft at a 1% slope, resulting in a 100-yr flowrate of 0.219 cfs.
2.3.2 Proposed Basin PR:1.0
Proposed basin PR:1 is comprised of the eastern yard. The basin area totals 392 sf and is 00% impervi-
ous. Based on a flow path of 20 feet at a slope of 3.25%, the time of concentration is 5 minutes. The re-
sulting 100-year flowrate is 0.019 cfs. This area is collected by Gravel Drains 1, 2, and 3 and discharges
to the drywell.
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2.3.3 Proposed Basin PR:1.1
Proposed basin PR:1.1 is comprised of a portion of the south yard area. The basin area totals 82 sf and is
0%. Based on a flow path of 15 feet at a slope of 3.25%, the time of concentration is 5 minutes. The re-
sulting 100-year flowrate is 0.004 cfs.
The basin area is collected by Inlet 1 and discharges to the drywell.
2.3.4 Proposed Basin PR:1.2
Proposed basin PR:1.2 is comprised of the southern patio area. The basin area totals 169 sf and is 100%
impervious. Based on a flow path of 20 feet at a slope of 2%, the time of concentration is 5 minutes. The
resulting 100-year flowrate is 0.018 cfs.
This area is collected by Gravel Drain 4 and discharges to the drywell.
2.3.5 Proposed Basin PR:1.3
Proposed basin PR:1.3 is comprised of a portion of the southern yard area. The basin area totals 232 sf
and is 0% impervious. Based on a flow path of 5 feet at a slope of 1%, the time of concentration is 5
minutes. The resulting 100-year flowrate is 0.012 cfs.
The area will be collected by Inlet 2 and discharges to the drywell.
2.3.6 Proposed Basin PR:1.4
Proposed basin PR:1.4 is comprised of sunken hot tub area. The basin area totals 143 sf and is 100% im-
pervious. Based on a flow path of 10 feet at a slope of 1%, the time of concentration is 5 minutes. The
resulting 100-year flowrate is 0.016 cfs.
The area will be collected by Inlet 3 and discharges to the drywell.
2.3.7 Proposed Basin PR:1.5
Proposed basin PR:1.5 is comprised of western entry patio and walkway area. The basin area totals 157
sf and is 100% impervious. Based on a flow path of 5 feet at a slope of 2.5%, the time of concentration is
5 minutes. The resulting 100-year flowrate is 0.017 cfs.
The area will be collected by Slot Drain 1 and discharges to the drywell.
2.3.8 Proposed Basin PR:1.6
Proposed basin PR:1.6 is comprised of northwestern yard area. The basin area totals 878 sf and is a 0%
impervious vegetated area. Based on a flow path of 8 feet at a slope of 1%, the time of concentration is
5.3 minutes. The resulting 100-year flowrate is 0.044 cfs.
The area will be collected by Inlet 4 and discharges to the drywell.
2.3.9 Proposed Basin PR:1.7
Proposed basin PR:1.7 is comprised of the driveway. The basin area totals 1148 sf and is a 100% imper-
vious vegetated area. Based on a flow path of 6 feet at a slope of 1%, the time of concentration is 5
minutes. The resulting 100-year flowrate is 0.125 cfs.
The area will be collected by Trench Drain 1 and discharges to the drywell.
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2.3.10 Proposed Basin PR:2.1, PR:2.2 and PR:3.1
Proposed basins PR:2.1, 2.2 and 3.1 are comprised the eastern roof structures. The roofs have a total area
of 979 sf and are 100% impervious. They are sloped or flat and have a time of concentration is 5 minutes.
The resulting 100-year flowrate is 0.107 cfs.
The roofs are collected by Pipe B and discharge to the drywell.
2.3.11 Proposed Basin PR:2.0, PR:2.3 and PR:3.0
Proposed basins PR:2.0, 2.3 and 3.0 are comprised the upper western roof structures. The roofs have a
total area of 1798 sf and are 100% impervious. They are sloped with a time of concentration is 5 minutes.
The resulting 100-year flowrate is 0.196 cfs.
The roofs are collected by Pipe A and discharge to the drywell.
2.3.12 Proposed Basins WW:1-WW:2
Proposed basins WW:1, WW:2 and WW:3 are comprised of a portion of the lower western roof struc-
tures. The roofs have a total area of 16 and 6 sf and are 100% impervious. They are sloped with a time of
concentration is 5 minutes. The resulting 100-year flowrate is 0.002 and 0.0007 cfs.
The windows wells are collected by window well drains and discharge to soil below the window well.
2.4 Stormwater BMP Descriptions
2.4.1 Drywell
A drywell is being utilized because it is not possible to discharge runoff to the ROW due to a ditch to the
south and a low capacity alley to the north. Pipes A, B, C and D discharge to the drywell. A total imper-
vious area of 4394 sf develops a 100-yr volume of 450 cf. The total active depth is 10.72 ft. Based on the
volume calculation found in the appendix, the total retention volume is 485.52 cf. Therefore, the 6’ diam-
eter drywell has capacity to retain the 100-year event.
The URMP defines the minimum percolation area based on a minimum percolation time of 24 hours, the
volume to percolate and the hydraulic conductivity with equation AP=V/K/43560. The percolation test
showed a minimum percolation rate of 4.0 in/min or a hydraulic conductivity of 6.94X10-4 ft/s (units con-
version). The 100-year storm event to be stored is 450 cf. Therefore, the percolation area required by the
drywell is 30.03 square feet. With a circumference of 18.84 ft, a total of 1.59 ft of perc depth is required.
The perc depth provided is 9-ft. The drywell will drain within 24 hours based on the equation found on
page 8-117.
2.4.2 Pipes
• Pipe A
Pipe A conveys 0.174 cfs which requires a minimum slope of 0.05% when flowing 80% full in
a 6” PVC Pipe. The minimum pipe slope design is 0.5%. The design is adequate to convey the
flow.
• Pipe B
Pipe B conveys 0.384 cfs which requires a minimum slope of 0.24% when flowing 80% full in
a 6” PVC Pipe. The minimum pipe slope design is 0.75%. The design is adequate to convey
the flow.
• Pipe C
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Pipe C conveys 0.169 cfs which requires a minimum slope of 0.42% when flowing 80% full in
a 4” PVC Pipe. The minimum pipe slope design is 1.0 %. The design is adequate to convey the
flow.
• Pipe D
Pipe D conveys 0.044 cfs which requires a minimum slope of 0.03% when flowing 80% full in
a 4” PVC Pipe. The minimum pipe slope design is 1.0 %. The design is adequate to convey the
flow.
2.4.3 Gravel Drains
Gravel Drains 1, 2, 3 and 4 are trench drains dressed with a topping of freely draining decorative gravel.
They collect relatively small areas. The smallest drain has a length of 4.25’ of length. We will analyze
the smallest drain (Gravel Drain 2) and compare it to the largest flow area to show that the gravel drains
are grossly oversized in capacity. The NDS 3” drain specified in the attached plan set details has an open
area of 23.63 sq. in. per foot and a flow capacity of 78.85 gpm / ft (0.175 cfs / ft). Gravel Drain 2 is 4.25’
long and therefore has a capacity of 0.74 cfs. The highest runoff rate captured by the gravel drains is
0.019 (Basin PR:1.0). The clogging factor of safety is at a minimum equal to 38.9. The gravel drains
have adequate capacity to collect the tributary runoff.
2.4.4 Trench Drain
The driveway trench drain collects runoff from PR:1.7. The basin develops a peak runoff rate of 0.125
cfs and is collected by a trench drain of approximately 36 feet long. The 4” ACO drain has an open area
of 13.98 sq. in / ft and a flow capacity of 46.6 gpm / ft (0.10 cfs / ft). The 30’ long trench drain then has a
capacity of 3.6 cfs or 1.8 cfs with a 50% clogging factor applied. The trench drain is adequate to capture
the tributary runoff.
2.4.1 Slot Drain
The entry slot drain collects runoff from PR:1.5. The basin develops a peak runoff rate of 0.017 cfs and is
collected by a slot drain of approximately 22 feet long. The ACO slot drain has an open area of 5.64 sq.
in / ft and a flow capacity of 18.8 gpm / ft (0.04 cfs / ft). The 22’ long trench drain then has a capacity of
0.89 cfs or 0.44 cfs with a 50% clogging factor applied. The trench drain is adequate to capture the tribu-
tary runoff.
3. 9 Principles
1. Consider stormwater quality needs early in the design process.
The architect and owner considered stormwater requirements early in the process.
2. Use the entire site when planning for stormwater quality treatment.
Where possible, overland conveyance was utilized to increase the time stromwater is in contact
with natural systems.
3. Avoid unnecessary impervious areas.
Impervious areas were reduced where acceptable to the owner and the design team and include
such BMPs and the green roof, pervious pavers and grass buffers.
4. Reduce runoff rates and volumes to more closely match natural conditions.
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To the extent possible, impervious areas have been limited and onsite storage provided to reduce
discharge rates to as class to historical conditions as possible. Because the site is located in the
Aspen Mountain Basin, it is not required to reduce the discharge to historical flowrates.
5. Integrate stormwater quality management and flood control.
Through the use of onsite BMPs, stormwater quality management and flood control are integrated
in the project.
6. Develop stormwater quality facilities that enhance the site, the community and the environment.
The site, community and the environment are enhanced by reducing the amount of sediment and
other river pollutants conveyed to the stream system. Hopefully, the use of these stormwater
BMPs on this property and throughout the community will improve the water quality of the Roar-
ing Fork River and its tributaries.
7. Use a treatment train approach.
Where feasible, impervious areas are disconnected from the storm sewer with grass buffers, green
roofs and pervious pavers.
8. Design sustainable facilities that can be safely maintained.
The stormwater BMPs located onsite can be easily and safely maintained and are readily accessi-
ble.
9. Design and maintain facilities with public safely in mind.
Elevation drops to stormwater BMPs are minimal and designed with public safely in mind.
4. Maintenance
4.1.1 Drywell
The following maintenance recommendations for dry wells can be found on page 8-118 of the URMP.
Dry wells must be inspected and maintained yearly to remove sediment and debris that is washed into
them. The drywell can be access through a manhole lid found on the top of the drywell in the SW corner
of the property. A maintenance plan shall be submitted to the City in the Drainage Report describing the
maintenance schedule that will be undertaken by the owners of the new residence or building.
Minimum inspection and maintenance requirements include the following:
• Inspect dry wells as annually and after every storm exceeding 0.5 inches.
• Dispose of sediment, debris/trash, and any other waste material removed from a dry well at suita-
ble disposal sites and in compliance with local, state, and federal waste regulations.
• Routinely evaluate the drain-down time of the dry well to ensure the maximum time of 24 hours
is not being exceeded. If drain-down times are exceeding the maximum, drain the dry well via
pumping and clean out the percolation area (the percolation barrel may be jetted to remove sedi-
ment accumulated in perforations). Consider drilling additional perforations in the barrel. If slow
drainage persists, the system may need to be replaced.
Appendidx A--NRCS Soils Report
United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Aspen-Gypsum Area,
Colorado, Parts of Eagle,
Garfield, and Pitkin
Counties
Natural
Resources
Conservation
Service
May 1, 2020
Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/
portal/nrcs/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil
Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?
cid=nrcs142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require
2
alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice
and TDD). To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity
provider and employer.
3
Contents
Preface....................................................................................................................2
How Soil Surveys Are Made..................................................................................5
Soil Map..................................................................................................................8
Soil Map................................................................................................................9
Legend................................................................................................................10
Map Unit Legend................................................................................................11
Map Unit Descriptions.........................................................................................11
Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin
Counties...................................................................................................13
107—Uracca, moist-Mergel complex, 1 to 6 percent slopes, extremely s..13
References............................................................................................................15
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How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous
areas in a specific area. They include a description of the soils and miscellaneous
areas and their location on the landscape and tables that show soil properties and
limitations affecting various uses. Soil scientists observed the steepness, length,
and shape of the slopes; the general pattern of drainage; the kinds of crops and
native plants; and the kinds of bedrock. They observed and described many soil
profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The
profile extends from the surface down into the unconsolidated material in which the
soil formed or from the surface down to bedrock. The unconsolidated material is
devoid of roots and other living organisms and has not been changed by other
biological activity.
Currently, soils are mapped according to the boundaries of major land resource
areas (MLRAs). MLRAs are geographically associated land resource units that
share common characteristics related to physiography, geology, climate, water
resources, soils, biological resources, and land uses (USDA, 2006). Soil survey
areas typically consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that
is related to the geology, landforms, relief, climate, and natural vegetation of the
area. Each kind of soil and miscellaneous area is associated with a particular kind
of landform or with a segment of the landform. By observing the soils and
miscellaneous areas in the survey area and relating their position to specific
segments of the landform, a soil scientist develops a concept, or model, of how they
were formed. Thus, during mapping, this model enables the soil scientist to predict
with a considerable degree of accuracy the kind of soil or miscellaneous area at a
specific location on the landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented
by an understanding of the soil-vegetation-landscape relationship, are sufficient to
verify predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them
to identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character
of soil properties and the arrangement of horizons within the profile. After the soil
5
scientists classified and named the soils in the survey area, they compared the
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that
have similar use and management requirements. Each map unit is defined by a
unique combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components
of the map unit. The presence of minor components in a map unit in no way
diminishes the usefulness or accuracy of the data. The delineation of such
landforms and landform segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, onsite
investigation is needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape,
and experience of the soil scientist. Observations are made to test and refine the
soil-landscape model and predictions and to verify the classification of the soils at
specific locations. Once the soil-landscape model is refined, a significantly smaller
number of measurements of individual soil properties are made and recorded.
These measurements may include field measurements, such as those for color,
depth to bedrock, and texture, and laboratory measurements, such as those for
content of sand, silt, clay, salt, and other components. Properties of each soil
typically vary from one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists
interpret the data from these analyses and tests as well as the field-observed
characteristics and the soil properties to determine the expected behavior of the
soils under different uses. Interpretations for all of the soils are field tested through
observation of the soils in different uses and under different levels of management.
Some interpretations are modified to fit local conditions, and some new
interpretations are developed to meet local needs. Data are assembled from other
sources, such as research information, production records, and field experience of
specialists. For example, data on crop yields under defined levels of management
are assembled from farm records and from field or plot experiments on the same
kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on
such variables as climate and biological activity. Soil conditions are predictable over
long periods of time, but they are not predictable from year to year. For example,
soil scientists can predict with a fairly high degree of accuracy that a given soil will
have a high water table within certain depths in most years, but they cannot predict
that a high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
Custom Soil Resource Report
6
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.
Custom Soil Resource Report
7
Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
8
9
Custom Soil Resource Report
Soil Map
43
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341969 341975 341981 341987 341993 341999 342005
341969 341975 341981 341987 341993 341999 342005
39° 11' 32'' N
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Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84
0 10 20 40 60
Feet
0 3 7 14 21
Meters
Map Scale: 1:255 if printed on A portrait (8.5" x 11") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
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
of the version date(s) listed below.
Soil Survey Area: Aspen-Gypsum Area, Colorado, Parts of
Eagle, Garfield, and Pitkin Counties
Survey Area Data: Version 10, Sep 13, 2019
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Data not available.
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.
Custom Soil Resource Report
10
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
107 Uracca, moist-Mergel complex,
1 to 6 percent slopes,
extremely s
0.2 100.0%
Totals for Area of Interest 0.2 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
Custom Soil Resource Report
11
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
Custom Soil Resource Report
12
Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin
Counties
107—Uracca, moist-Mergel complex, 1 to 6 percent slopes, extremely s
Map Unit Setting
National map unit symbol: jq4g
Elevation: 6,800 to 8,400 feet
Mean annual precipitation: 16 to 19 inches
Mean annual air temperature: 40 to 43 degrees F
Frost-free period: 75 to 95 days
Farmland classification: Not prime farmland
Map Unit Composition
Uracca, moist, and similar soils: 50 percent
Mergel and similar soils: 40 percent
Minor components: 10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Uracca, Moist
Setting
Landform: Structural benches, valley sides, alluvial fans
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Mixed alluvium derived from igneous and metamorphic rock
Typical profile
H1 - 0 to 8 inches: cobbly sandy loam
H2 - 8 to 15 inches: very cobbly sandy clay loam
H3 - 15 to 60 inches: extremely cobbly loamy sand
Properties and qualities
Slope: 1 to 6 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to
high (0.20 to 2.00 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum in profile: 10 percent
Available water storage in profile: Very low (about 2.6 inches)
Interpretive groups
Land capability classification (irrigated): 6s
Land capability classification (nonirrigated): 6s
Hydrologic Soil Group: B
Ecological site: Stony Loam (R048AY237CO)
Other vegetative classification: Stony Loam (null_82)
Hydric soil rating: No
Custom Soil Resource Report
13
Description of Mergel
Setting
Landform: Alluvial fans, structural benches, valley sides
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Glacial outwash
Typical profile
H1 - 0 to 8 inches: cobbly loam
H2 - 8 to 20 inches: very cobbly sandy loam
H3 - 20 to 60 inches: extremely stony sandy loam
Properties and qualities
Slope: 1 to 6 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Very low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to
high (0.60 to 6.00 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum in profile: 10 percent
Available water storage in profile: Low (about 3.3 inches)
Interpretive groups
Land capability classification (irrigated): 4s
Land capability classification (nonirrigated): 4s
Hydrologic Soil Group: A
Ecological site: Stony Loam (R048AY237CO)
Other vegetative classification: Stony Loam (null_82)
Hydric soil rating: No
Minor Components
Other soils
Percent of map unit: 10 percent
Hydric soil rating: No
Custom Soil Resource Report
14
References
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife
Service FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric
soils in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/national/soils/?cid=nrcs142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/
home/?cid=nrcs142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
15
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/soils/scientists/?cid=nrcs142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?
cid=nrcs142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf
Custom Soil Resource Report
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2
Appendix B--FEMA FIRM Map
USGS The National Map: Orthoimagery. Data refreshed April, 2019.
National Flood Hazard Layer FIRMette
0 500 1,000 1,500 2,000250Feet
Ü
106°50'5.79"W
39°11'45.14"N
106°49'28.34"W 39°11'17.26"N
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
SPECIAL FLOODHAZARD AR EAS
Without Base Flood Elevation (BFE)Zone A, V, A99With BFE or Depth Zone AE, AO, AH, VE, AR
Regulator y Floodway
0.2% Annual Chance Flood Hazard, Areasof 1% annual chance flood with averagedepth less than one foot or with drainageareas of less than one square mile Zone X
Future Conditions 1% AnnualChance Flood Hazard Zone XArea with Reduced Flood Risk due toLevee. See Notes.Zone X
Area with Flood Risk due to Levee Zone D
NO SCREE N Area of Minimal Flood Hazard Zone X
Area of Undetermined Flood Hazard Zone D
Channel, Culver t, or Storm SewerLevee, Dike, or Floodwall
Cross Sections with 1% Annual Chance17.5 Water Surface ElevationCoastal Transect
Coastal Transect BaselineProfile BaselineHydrographic Feature
Base Flood Elevation Line (BFE)
Effective LOMRs
Limit of StudyJurisdiction Boundar y
Digital Data Available
No Digital Data Available
Unmapped
This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards
The flood hazard information is derived directly from theauthoritative NFHL web ser vices provided by FEMA. This mapwas exported on 5/1/2020 at 5:28:40 PM and does notreflect changes or amendments subsequent to this date andtime. The NFHL and effective information may change orbecome superseded by new data over time.
This map image is void if the one or more of the following mapelements do not appear: basemap imagery, flood zone labels,legend, scale bar, map creation date, community identifiers,FIRM panel number, and FIRM effective date. Map images forunmapped and unmodernized areas cannot be used forregulatory purposes.
Legend
OTHER AREAS OFFLOOD HAZARD
OTHER AREAS
GENERALSTRUCTURES
OTHERFEATURES
MAP PANELS
8
1:6,000
B 20.2
The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative proper ty location.
3
Appendix C--Plan Set
5/1/2020 DATE OF PUBLICATION
C100
COVER SHEET
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4/16/2021 PERMIT
WOODY CREEK ENGINEERING, LLC
P.O. BOX 575
WOODY CREEK, COLORADO 81656
(P): 970-429-8297
WOODYCREEKENGINEERING.COM
REMODEL
634 WEST HOPKINS AVENUE
ASPEN, CO 81611
NOTES:
1.ALL MATERIALS, WORKMANSHIP, AND CONSTRUCTION OF PUBLIC
IMPROVEMENTS SHALL MEET OR EXCEED THE STANDARDS AND
SPECIFICATIONS SET FORTH IN THE CITY OF ASPEN ("COA") MUNICIPAL
CODE, COA TECHNICAL MANUALS, AND APPLICABLE
STATE AND FEDERAL REGULATIONS. WHERE THERE IS CONFLICT BETWEEN
THESE PLANS AND THE TECHNICAL MANUAL OR ANY APPLICABLE
STANDARDS, THE HIGHER QUALITY STANDARD SHALL APPLY. ALL UTILITY
WORK SHALL BE INSPECTED AND APPROVED BY THE UTILITY.
2.THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION
AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS
BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES AND, WHERE
POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT
TO BE RELIED UPON AS BEING EXACT OR COMPLETE.
3.THE CONTRACTOR SHALL HAVE ONE (1) SIGNED COPY OF THE
APPROVED PLANS, ONE (1) COPY OF THE APPROPRIATE CRITERIA AND
SPECIFICATIONS, AND A COPY OF ANY PERMITS AND EXTENSION
AGREEMENTS NEEDED FOR THE JOB ONSITE AT ALL TIMES.
4.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ASPECTS OF
SAFETY INCLUDING, BUT NOT LIMITED TO, EXCAVATION, TRENCHING,
SHORING,TRAFFIC CONTROL, AND SECURITY.
5.IF DURING THE CONSTRUCTION PROCESS CONDITIONS ARE
ENCOUNTERED WHICH COULD INDICATE A SITUATION THAT IS NOT
IDENTIFIED IN THE PLANS OR SPECIFICATIONS, THE CONTRACTOR SHALL
CONTACT THE WOODY CREEK ENGINEERING, LLC IMMEDIATELY.
6.ALL REFERENCES TO ANY PUBLISHED STANDARDS SHALL REFER TO
THE LATEST REVISION OF SAID STANDARD UNLESS SPECIFICALLY STATED
OTHERWISE.
7.THE CONTRACTOR SHALL SUBMIT A TRAFFIC CONTROL PLAN IN
ACCORDANCE WITH MUTCD TO THE APPROPRIATE RIGHT-OF-WAY
AUTHORITY (TOWN, COUNTY OR STATE) FOR APPROVAL PRIOR TO ANY
CONSTRUCTION ACTIVITIES WITHIN OR AFFECTING THE RIGHT-OF-WAY.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ANY AND ALL
TRAFFIC CONTROL DEVICES AS MAY BE REQUIRED BY THE
CONSTRUCTION ACTIVITIES.
8.THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING ALL LABOR AND
MATERIALS NECESSARY FOR THE COMPLETION OF THE INTENDED
IMPROVEMENTS SHOWN ON THESE DRAWINGS OR AS DESIGNATED TO BE
PROVIDED, INSTALLED, OR CONSTRUCTED UNLESS SPECIFICALLY
NOTED OTHERWISE.
9.THE CONTRACTOR SHALL BE RESPONSIBLE FOR KEEPING ROADWAYS
FREE AND CLEAR OF ALL CONSTRUCTION DEBRIS AND DIRT TRACKED FROM
THE SITE.
10.THE CONTRACTOR SHALL BE RESPONSIBLE FOR RECORDING AS-BUILT
INFORMATION ON A SET OF RECORD DRAWINGS KEPT ON THE
CONSTRUCTION SITE AND AVAILABLE AT ALL TIMES.
11.DIMENSIONS FOR LAYOUT AND CONSTRUCTION ARE NOT TO BE
SCALED FROM ANY DRAWING. IF PERTINENT DIMENSIONS ARE NOT SHOWN,
CONTACT WOODY CREEK ENGINEERING, LLC FOR CLARIFICATION AND
ANNOTATE THE DIMENSION ON THE AS-BUILT RECORD DRAWINGS.
15. THE CONTRACTOR SHALL COMPLY WITH ALL TERMS AND CONDITIONS OF
THE COLORADO PERMIT FOR STORM WATER DISCHARGE, THE STORM
WATER MANAGEMENT PLAN, AND THE EROSION CONTROL PLAN.
16.ALL STRUCTURAL EROSION CONTROL MEASURES SHALL BE
INSTALLED AT THE LIMITS OF CONSTRUCTION PRIOR TO ANY OTHER
EARTH-DISTURBING ACTIVITY. ALL EROSION CONTROL MEASURES SHALL BE
MAINTAINED IN GOOD REPAIR BY THE CONTRACTOR UNTIL SUCH TIME AS
THE ENTIRE DISTURBED AREA IS STABILIZED WITH HARD SURFACE OR
LANDSCAPING.
17.THE CONTRACTOR SHALL SEQUENCE INSTALLATION OF UTILITIES IN
SUCH A MANNER AS TO MINIMIZE POTENTIAL UTILITY CONFLICTS. IN
GENERAL, STORM SEWER AND SANITARY SEWER SHOULD BE
CONSTRUCTED PRIOR TO INSTALLATION OF THE WATER LINES AND DRY
UTILITIES.
VICINITY MAP
0 100 200 400 800
Scale: 1" = 200'
N
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PR:3.0
AREA:
PR:3.1
AREA:
WW:1
AREA:
PR:2.0
AREA:
PR:2.1
AREA:
PR:2.2
AREA:
PR:2.3
AREA:
PR:1.0
AREA:
PR:1.1
AREA:
PR:1.2
AREA:
PR:1.3
AREA:
PR:1.4
AREA:
PR:1.5
AREA:
PR:1.6
AREA:
PR:1.7
AREA:
WW:2
AREA:
EX:1
AREA:6000 SF
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WOODY CREEK ENGINEERING, LLC
P.O. BOX 575
WOODY CREEK, COLORADO 81656
(P): 970-429-8297
WOODYCREEKENGINEERING.COM
BASINS
C200
1/11/20184/16/2021
CONC DRIVE; HEATED; RE MEP
CONC PAVER
DECK
GARDEN
LAWN
DECORATIVE STONE
GRAVEL (POROUS)
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T9
T1
2
T1
3
T1
4
T1
5
T1
6
T1
7
DW
DN (3)
ST
E
P
ST
E
P
ST
E
P
DN (5)
ST
E
P
ST
E
P
ST
E
P
ST
E
P
ST
E
P
DN
(
2
)
STEP
STEP
STEP
DN
(
1
)
S
1
4
°
5
0
'
4
9
"
W
1
0
0
.
0
0
'
7935
7
9
3
5
7935
79
3
4
79
3
3
79
3
3
79
3
2
79
3
4
79
3
4
7934
7933
7934
10.00 FT
10.00 FT
INLET 1
RIM:7935.57
INV OUT:7933.53 6" PVC
INLET 2
RIM:7935.46
INV OUT:7934.54 4" PVC
INLET 3
RIM:7931.86
INV IN:7931.19 6" PVC
INV OUT:7931.19 6" PVC
6' DIAM DRYWELL
RIM:7934.39
INV IN:7930.88 6" PVC
INV IN:7930.88 6" PVC
TRE
N
C
H
D
R
A
I
N
2
GRAVEL DRAIN 4
GRAVEL DRAIN 3
GRAVEL DRAIN 2
GRAVEL DRAIN 1
+7936
.
1
7
+7935
.
8
6
+7936
.
0
6
+7935
.
9
0
+7935
.
8
6
+7
9
3
5
.
8
6
+7
9
3
5
.
8
6
+7935
.
8
6
TW:7
9
3
7
.
9
2
+7936
.
0
8
7935.
9
0
+
+7934
.
3
4
+7
9
3
6
.
1
7
+7
9
3
6
.
0
0
+7
9
3
5
.
1
0
+7
9
3
5
.
4
6
+7
9
3
4
.
8
6
+7
9
3
4
.
3
6
+7
9
3
4
.
3
6
+M
A
T
C
H
GR
A
D
E
79
3
3
.
9
0
+
/
-
+7934
.
6
0
7935.
5
2
+
7936.
1
7
+
7935.
6
7
+
7935.
1
7
+
+7
9
3
6
.
1
1
+7
9
3
5
.
1
7
+E
X
:
7
9
3
4
.
2
8
TW:7
9
3
7
.
9
2
TW:79
3
7
.
9
2
TW
:
7
9
3
7
.
9
2
TW
:
7
9
3
9
.
3
6
MA
T
C
H
EX
:
7
9
3
2
.
8
6
BW:79
3
5
.
3
6
MATC
H
E
X
BW:79
3
5
.
3
6
MATC
H
E
X
TW:7
9
3
7
.
9
2
BW:7
9
3
5
.
8
6
MATC
H
E
X
BW
:
7
9
3
5
.
8
6
MA
T
C
H
E
X
TW:79
3
7
.
9
2
793
4
7935
7
9
3
4
ELEC.
TRANS.
FIRE
HYDRANT
REMOVE AND REPLACE
UTILITY PEDESTALS
E
G
CONNECT GAS SERVICE
ABANDON EXISTING
SANITARY SEWER SERVICE
COORDINATE WITH 630 W HOPKINS
CONSTRUCTION PROJECT
PROPOSED SANITARY
SEWER SERVICE
RELOCATED PEDESTALS
CABLE AND PHONE
PEDESTALS
REMOVE FROM MAIN TO PROPERTY LINE
ABANDON FROM PROPERTY LINE TO HOUSE
PROPOSED 2" TYPE K
WATER SERVICE
18.46 FT
POROUS GRAVEL
SEE C500
MINIMUM 8' WIDTH FROM ASPHALT TO CURB
6" CURB
SEE C500-TYPE B
6" CURB
SEE C500-TYPE B
DITCH DISTURBANCE AREA
CULVERT REMOVAL
WATER SERVICE INSTALL
DITCH DISTURBANCE AREA
FOR TREE REMOVAL
DITCH DISTURBANCE AREA
FOR WATER SERVICE
REMOVAL
UTILITY TRENCHING
SEE TRENCH DETAIL C500
TOP LAYER SHALL BE 4" MIN
DEPTH OF 3
4" GRAVEL IN LIEU OF
ASPHALT
2.21
'
o
f
3
"
@
2
1
.
0
5
%
S
L
O
T
D
R
A
I
N
1
PIPE A
0+00
1+
0
0
PIPE A
1+25
PIPE B
0+00
1+00
PIPE B
1+16
PIPE C
0+00
PIPE C
0+17
PIPE D
0+00
0+06
INLET 4
RIM:7933.32
INV OUT:7932.47 4" PVC
Alignment=Ditch Flowline
Station=0+00.00
Alignment=Ditch Flowline
Station=0+74.56
Alignment=Ditch Flowline
Station=1+82.33
4/16/2021 DATE OF PUBLICATION
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4/16/2021 PERMIT
WOODY CREEK ENGINEERING, LLC
P.O. BOX 575
WOODY CREEK, COLORADO 81656
(P): 970-429-8297
WOODYCREEKENGINEERING.COM
0 5 10 20 40
Scale: 1" = 10'
N
EXISTING CONTOUR
PROPOSED CONTOUR7910
UTILITY SERVICE
E=ELECTRIC
UG=UNDERGROUND
GAS
SS=SANITARY SEWER
W=WATER
Tel=PHONE LINE
Cable=CABLE LINE
PROPERTY LINE
GAS METER
ELECTRIC METER
G
E
GRADING AND
DRAINAGE PLAN
C300
PIPE
GRAVEL DRAIN
NOTES:
1.ALL INTERNAL ROOF DRAINS AND GUTTERS
SHALL BE CONNECTED TO EITHER PIPE A OR B.
2.BASINS PR:2.1, 2.2 AND 3.1 SHALL BE
CONNECTED TO PIPE A.
3.BASINS PR:2.0, 2.3 AND 3.0 SHALL BE
CONNECTED TO PIPE B.
1/11/20184/16/2021
El
e
v
a
t
i
o
n
Station
PIPE A PROFILE
7930
7931
7932
7933
7934
7935
7936
0+00 0+25 0+50 0+75 1+00 1+25
0.00%
0.00%
6' DIAM DRYWELL
RIM:7934.39
INV IN:7930.88 6" PVC
INV IN:7930.88 6" PVC
29.09' of 6" PVC @ 0.50%
31.84' of 6" PVC @ 0.50%
INLET 3
RIM:7932.86
INV IN:7931.19 6" PVC
INV OUT:7931.19 6" PVC
12.45' of
6
"
P
V
C
@
2
.
0
0
%
4.66' of 6" PVC @ 4.08%
16.
4
3
'
o
f
6
"
P
V
C
@
4
.
0
8
%
27.
7
0
'
o
f
6
"
P
V
C
@
4
.
0
8
%
2.4
6
'
o
f
6
"
P
V
C
@
4
.
0
9
%
INLET 1
RIM:7935.57
INV OUT:7933.53 6" PVC
PROPOSED SURFACE
EXISTING SURFACE
El
e
v
a
t
i
o
n
Station
PIPE B PROFILE
7929
7930
7931
7932
7933
7934
7935
0+00 0+25 0+50 0+75 1+00 1+20
-0.00%
12.14' of 6" PVC @ 0.
7
5
%
25.27' of 6" PVC @ 0.
7
5
%
24.99' of 6" PVC @ 0.
7
5
%
6.01' of 6" PVC @ 0.75%
6.33' of 6" PVC @ 0.75%
10.59' of 6" PVC @ 0.75%
3.02' of 6" PVC @ 39.34%
27.3
3
'
o
f
4
"
P
V
C
@
3
.
4
4
%
6' DIAM DRYWELL
RIM:7934.39
INV IN:7930.88 6" PVC
INV IN:7930.88 6" PVC
PROPOSED SURFACE
EXISTING SURFACE
El
e
v
a
t
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o
n
Station
PIPE C PROFILE
7930
7931
7932
7933
7934
7935
0+00 0+17
El
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v
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Station
PIPE D PROFILE
7930
7931
7932
7933
7934
7935
0+00 0+10
INV IN:7930.97 6" PVC
INV IN:7930.97 4" PVC
INV OUT:7930.97 6" PVC
1
4
.
7
1
'
o
f
4
"
P
V
C
@
7
.
2
1
%
INV IN:7932.03 4" PVC
INV IN:7932.42 4" PVC
INV OUT:7932.03 4" PVC
2.72' of 4" PVC
@
1
.
0
0
%
INV IN:7932.07 4" PVC
INV OUT:7932.06 4" PVC
INLET - (72)
RIM:7933.36
INV IN:7932.03 4" PVC
INV IN:7932.42 4" PVC
INV OUT:7932.03 4" PVC
INLET 4
RIM:7933.32
INV OUT:7932.47 4" PVC
5.50' of 4" PVC
@
1
.
0
0
%
4/16/2021 DATE OF PUBLICATION
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4/16/2021 PERMIT
WOODY CREEK ENGINEERING, LLC
P.O. BOX 575
WOODY CREEK, COLORADO 81656
(P): 970-429-8297
WOODYCREEKENGINEERING.COM
0 5 10 20 40
Scale: 1" = 10' HORIZONTAL
10X EXAGGERATION VERTICAL
N
PROFILES
C400
NOTES:
1.PIPE A AND B SHALL NOT DISCHARGE AT AN
ELEVATION BELOW THAT SHOWN ON THE PLAN.
2.PIPE A MIN SLOPE SHALL BE 0.05%
3.PIPE B MIN SLOPE SHALL BE 0.24%
4.PIPE C MIN SLOPE SHALL BE 0.5%
5.PIPE D MIN SLOPE SHALL BE 0.5%
1/11/20184/16/2021
El
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Station
Ditch Flowline PROFILE
7930
7931
7932
7933
7934
7935
-0+020+00 0+25 0+50 0+75 1+00 1+25 1+50 1+75 1+82
Y
1+13
DITCH CROSS SECTION
TYP.
NTS
8.00 FT
1.00 FT
4/16/2021 DATE OF PUBLICATION
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4/16/2021 PERMIT
WOODY CREEK ENGINEERING, LLC
P.O. BOX 575
WOODY CREEK, COLORADO 81656
(P): 970-429-8297
WOODYCREEKENGINEERING.COM
0 5 10 20 40
Scale: 1" = 10' HORIZONTAL
10X EXAGGERATION VERTICAL
N
DITCH PROFILE &
CROSS SECTIONS
C401
THE ENTIRE AFFECTED PORTION OF THE DITCH
SHALL BE REPLACED IN ITS ORIGINAL LOCATION BY
RE-SCARIFYING MATERIAL EIGHT INCHES BELOW THE DITCH
AND COMPACTING WITH A NEW THREE INCH LAYER OF
BENTONITE MIXED SOIL. ONE (1) POUND OF BENTONITE
PER ONE (1) SQUARE FOOT OF AREA IS REQUIRED. THE
CONTRACTOR SHALL CONTACT AND COORDINATE ALL WORK
WITH THE CITY OF ASPEN ENGINEERING DEPARTMENT
AND HAVE THEIR REPRESENTATIVE OBSERVE INSTALLATION
OF THE BENTONITE MIX. FINISHED GRADE AT FLOWLINE AND
TOP OF DITCH SHALL MATCH EXISTING GRADE.
BENTONITE MIX SHALL BE FIELD MIXED AND
ADJUSTED TO SITE CONDITIONS. ENOUGH BENTONITE SHALL
BE ADDED TO SEAL THE DESIRED AREA, BUT LIMITED SO IT
DOES NOT GET “PUMPY” WHEN COMPACTION OCCURS. 2”
MINUS, NATIVE, COMPACTABLE MATERIAL SHALL BE USED
TO COMBINE WITH BENTONITE MIX TO CREATE THE DITCH
LINER FOR ALL DISTURBED AREAS AND FOR THE BEDDING OF
THE CULVERT SECTIONS CALLED OUT TO BE REPLACED.
ALL WORK WILL BE PERFORMED WHEN DITCH
SYSTEM IS NOT OPERATING. WATER CANNOT BE PUMPED
AROUND THE SITE.
1/11/20184/16/2021
1.0' MIN.1.0' MIN.
DECORATIVE STONE
MIN. DIAMETER = 1" X 1
4"
MIN. DEPTH = 1"
3
4" WASHED ROCK
MIN. DEPTH = 2"
MIRIFI 140NL OR EQUIVALENT
IMPENETRABLE LINER, ATTACH TO DRAIN
3" NDS PRO SERIES CHANNEL
DRAIN & GATE
S≥2%S≥2%
GRAVEL DRAIN
UNDISTURBED SUB-GRADE OR
95% COMPACTED FILL
6IN. CDOT CLASS D 4500 PSI CONCRETE W/
SNOWMELT TUBING TIED TO #4 REBAR @ 18 IN.
O.C. EACH WAY
TEST STRENGTH WITH TEST CYLINDERS
(REMOVE SNOWMELT TUBING IF NOT
SNOWMELTED).
6 IN. ABC CLASS 6 ROAD BASE
R10 RIGID INSULATION BOARD
NOTE
1.CONCRETE SHALL BE CDOT CLASS D CONCRETE, TESTED AND APPROVED BY CONTRACTOR.
2.CONTROL JOINTS TO BE 10-12' MAX. EXPANSION JOINTS EVERY 40' UNLESS OTHERWISE SHOWN ON DRAWING.
3.SNOWMELT AREAS INDICATED ON LANDSCAPE AND ARCHITECTURAL PLAN(S); AREAS NOT INDICATED FOR
SNOWMELT SHOULD MATCH THIS DETAIL, BUT EXCLUDE THE SNOWMELT SYSTEM AND INSULATION BOARD.
4.HOLD SNOWMELT TUBING MINIMUM 2 IN FROM CONCRETE LIMITS.
5.STEEL REINFORCEMENT IS #4 GRADE 40 REBAR PLACED AT MAX OF 18" O.C. EACH WAY.
6.ABC CLASS 6 ROAD BASE SHALL BE COMPACTED TO 95% OF MAXIMUM MODIFIED PROCTOR DENSITY WITHIN 2% OF
OPTIMUM MOISTURE AS DEFINED BY ASTM 1557 METHOD C.
DRIVEWAY POUR
BRIDGE DETAIL
1" STEEL PLATE
MIN 8" FLAT BEARING EACH SIDE
4" CDOT CLASS D 4500 PSI CONCRETE,
ELEVATION AT FLOWLINE: 7934.38
6'X6' STEEL PLATE WITH
REINFORCED CONCRETE
OVERLAY
BRIDGE CROSS-SECTION DETAIL
(NTS)
DITCH FLOWLINE
ELEVATION AT FLOWLINE: 7933.25 +/-
4/16/2021 DATE OF PUBLICATION
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WOODY CREEK ENGINEERING, LLC
P.O. BOX 575
WOODY CREEK, COLORADO 81656
(P): 970-429-8297
WOODYCREEKENGINEERING.COM
DETAILS 1
C500
Silt Fence (SF)SC-1
November 2010 Urban Drainage and Flood Control District
Urban Storm Drainage Criteria Manual Volume 3
SF-3
Concrete Washout Area (CWA)
SC-1 Silt Fence (SF)
SF-4 Urban Drainage and Flood Control District November 2010
MM-1 Concrete Washout Area (CWA)
Vehicle Tracking Control (VTC)SM-4
November 2010 Urban Drainage and Flood Control District
Urban Storm Drainage Criteria Manual Volume 3
VTC-3
Vehicle Tracking Control (VTC)SM-4
November 2010 Urban Drainage and Flood Control District
Urban Storm Drainage Criteria Manual Volume 3
VTC-5
SM-4 Vehicle Tracking Control (VTC)
VTC-4 Urban Drainage and Flood Control District
Urban Storm Drainage Criteria Manual Volume 3
November 2010
SM-4 Vehicle Tracking Control (VTC)
VTC-6 Urban Drainage and Flood Control District
Urban Storm Drainage Criteria Manual Volume 3
November 2010
1/11/20184/16/2021
8" MIN AASHTO #57 OR #67
6" MIN C-33 SAND
4" MIN AASHTO #3
8' MIN WIDTH MEASURED FROM EDGE
OF ASPHALT
POROUS GRAVEL
DRAIN
DO NOT CONNECT TO
FOUNDATION DRAIN
3/4-IN WASHED ROCK
-- DEPTH VARIES.
SEE PLAN.SOIL BACKFILL AROUND
FOUNDATION PER STRUCTURAL
AND GEOTECHNICAL
ENGINEERS
WINDOW DRAIN DETAIL
2.00 FT
1.00 FT
6.00
2.00 FT
4.00 FT
0.67 FT
9.00 FT
0.52 FT 0.52 FT
2.00 FT
6IN STEEL PERFORATED
PIPE COVERED IN MIRADI
FABRIC SOCK
24IN STANDARD
MANHOLE CAST IRON
RING AND SOLID COVER
8IN THICK PRECAST CONCRETE
LID SECTION WITH RUST
RESISTANT ACCESS HATCH
WITH LIFTING HANDLES
1IN DIAMETER
PERC. HOLES
0.25 FT
GRADE:7935.16
IE:7930.88
15.67 FT
24" 1-1/2 IN.
CLEAN STONE
DRIVEWAY POUR CONCRETE
AND SUB-GRADE
2.00 FT
IE:7930.25
2.00 FT
DRYWELL DETAIL
ACTIVE DEPTH
=10.72'
4/16/2021 DATE OF PUBLICATION
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WOODY CREEK ENGINEERING, LLC
P.O. BOX 575
WOODY CREEK, COLORADO 81656
(P): 970-429-8297
WOODYCREEKENGINEERING.COM
DETAILS 2
C501
DRIVEWAY TRENCH DRAIN
1/11/20184/16/2021
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3
.
d
w
g
T6
T9
T1
2
T1
3
T1
4
T1
5
T1
6
T1
7
DW
DN (3)
ST
E
P
ST
E
P
ST
E
P
DN (5)
ST
E
P
ST
E
P
ST
E
P
ST
E
P
ST
E
P
DN
(
2
)
STEP
STEP
STEP
DN
(
1
)
PT
PA
MS
PA
MS
PT
PT
PT
S
1
4
°
5
0
'
4
9
"
W
1
0
0
.
0
0
'
7935
7
9
3
5
7935
79
3
4
79
3
3
79
3
3
79
3
2
79
3
4
79
3
4
7934
7933
7934
10.00 FT
10.00 FT
PR:3.0
AREA:
PR:3.1
AREA:
WW:1
AREA:
PR:2.0
AREA:
PR:2.1
AREA:
PR:2.2
AREA:
PR:2.3
AREA:
PR:1.0
AREA:
PR:1.1
AREA:
PR:1.2
AREA:
PR:1.3
AREA:
PR:1.4
AREA:
PR:1.5
AREA:
PR:1.6
AREA:
PR:1.7
AREA:
WW:2
AREA:
INLET 1
RIM:7935.57
INV OUT:7933.53 6" PVC
INLET 2
RIM:7935.46
INV OUT:7934.54 4" PVC
INLET 3
RIM:7931.86
INV IN:7931.19 6" PVC
INV OUT:7931.19 6" PVC
6' DIAM DRYWELL
RIM:7934.39
INV IN:7930.88 6" PVC
INV IN:7930.88 6" PVC
TRE
N
C
H
D
R
A
I
N
2
GRAVEL DRAIN 4
GRAVEL DRAIN 3
GRAVEL DRAIN 2
GRAVEL DRAIN 1
+7936
.
1
7
+7935
.
8
6
+7936
.
0
6
+7935
.
9
0
+7935
.
8
6
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9
3
5
.
8
6
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9
3
5
.
8
6
+7935
.
8
6
TW:79
3
7
.
9
2
+7936
.
0
8
7935.
9
0
+
+7934
.
3
4
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9
3
6
.
1
7
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9
3
6
.
0
0
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9
3
5
.
1
0
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.
4
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.
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7
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X
:
7
9
3
4
.
2
8
TW:7
9
3
7
.
9
2
TW:7
9
3
7
.
9
2
TW
:
7
9
3
7
.
9
2
TW
:
7
9
3
9
.
3
6
MA
T
C
H
EX
:
7
9
3
2
.
8
6
BW:7
9
3
5
.
3
6
MATC
H
E
X
BW:7
9
3
5
.
3
6
MATC
H
E
X
TW:7
9
3
7
.
9
2
BW:7
9
3
5
.
8
6
MATC
H
E
X
BW
:
7
9
3
5
.
8
6
MA
T
C
H
E
X
TW:79
3
7
.
9
2
793
4
7935
7
9
3
4
ELEC.
TRANS.
FIRE
HYDRANT
REMOVE AND REPLACE
UTILITY PEDESTALS
E
G
CONNECT GAS SERVICE
ABANDON EXISTING
SANITARY SEWER SERVICE
COORDINATE WITH 630 W HOPKINS
CONSTRUCTION PROJECT
PROPOSED SANITARY
SEWER SERVICE
RELOCATED PEDESTALS
CABLE AND PHONE
PEDESTALS
REMOVE FROM MAIN TO PROPERTY LINE
ABANDON FROM PROPERTY LINE TO HOUSE
PROPOSED 2" TYPE K
WATER SERVICE
18.46 FT
EX:1
AREA:6000 SF
POROUS GRAVEL
SEE C500
MINIMUM 8' WIDTH FROM ASPHALT TO CURB
6" CURB
SEE C500-TYPE B
6" CURB
SEE C500-TYPE B
DITCH DISTURBANCE AREA
CULVERT REMOVAL
WATER SERVICE INSTALL
DITCH DISTURBANCE AREA
FOR TREE REMOVAL
DITCH DISTURBANCE AREA
FOR WATER SERVICE
REMOVAL
UTILITY TRENCHING
SEE TRENCH DETAIL C500
TOP LAYER SHALL BE 4" MIN
DEPTH OF 3
4" GRAVEL IN LIEU OF
ASPHALT
PROVIDE 2' MIN SEPERATION FROM STORM TO ELECTRIC
PER CHAPTER 3, TABLE 3, ENGR DESIGN STANDARDS
PROVIDE 2' MIN SEPERATION FROM STORM TO GAS
PER CHAPTER 3, TABLE 3, ENGR DESIGN STANDARDS
2.21
'
o
f
3
"
@
2
1
.
0
5
%
S
L
O
T
D
R
A
I
N
1
PIPE A
0+00
1+
0
0
PIPE A
1+25
PIPE B
0+00
1+00
PIPE B
1+16
PIPE C
0+00
PIPE C
0+17
PIPE D
0+00
0+06
INLET 4
RIM:7933.32
INV OUT:7932.47 4" PVC
Alignment=Ditch Flowline
Station=0+00.00
Alignment=Ditch Flowline
Station=0+74.56
Alignment=Ditch Flowline
Station=1+82.33
4/16/2021 DATE OF PUBLICATION
63
4
W
H
O
P
K
I
N
S
RE
M
O
D
E
L
63
4
W
H
O
P
K
I
N
S
AS
P
E
N
8
1
6
1
1
4/16/2021 PERMIT
WOODY CREEK ENGINEERING, LLC
P.O. BOX 575
WOODY CREEK, COLORADO 81656
(P): 970-429-8297
WOODYCREEKENGINEERING.COM
0 5 10 20 40
Scale: 1" = 10'
N
UTILITIES
C600
EXISTING CONTOUR
PROPOSED CONTOUR7910
EX-UE
EXISTING UTILITIES
E=ELECTRIC
UG=UNDERGROUND GAS
SS=SANITARY SEWER
W=WATER
Tel=PHONE LINE
Cable=CABLE LINE
PROPERTY LINE
GAS METER
ELECTRIC METER
G
E
PIPE
GRAVEL DRAIN
EX-UE
PROPOSED UTILITIES
E=ELECTRIC
UG=UNDERGROUND GAS
SS=SANITARY SEWER
W=WATER
Tel=PHONE LINE
Cable=CABLE LINE
NOTES:
WATER SERVICE
1. ABANDON IN PLACE THE EXISTING
WATER SERVICE FROM THE SOUTHERN
DITCH EXTENT NORTH. REMOVE
EXISTING WATER SERVICE FROM THE
SOUTHERN DITCH EXTENT SOUTH TO
THE WATER MAIN PER COA WATER
DEPARTMENT STANDARDS.
2. INSTALL 2" TYPE K WATER SERVICE
OUTSIDE TREE DRIPLINES A MINIMUM
OF 18" FROM THE EXISTING TAP
LOCATION PER COA WATER
DEPARTMENT STANDARDS.
SEWER SERVICE
1. ABANDON EXISTING SEWER SERVICE
PER ASPEN SANITARY DISTRICT
STANDARDS.
2. INSTALL NEW SEWER SERVICE PER
ASPEN SANITARY DISTRICT
STANDARDS.
ELECTRIC
1. ABANDON AND REPLACE ELECTRIC
SERVICE.
GAS
1. ABANDON AND REPLACE GAS
SERVICE.
CABLE AND PHONE
1. REMOVE EXISTING CATV AND PHONE
PEDESTALS. RELOCATE PEDESTALS TO
PROPERTY PER PLAN.
1/11/20184/16/2021
S
1
4
°
5
0
'
4
9
"
W
1
0
0
.
0
0
'
ELEC.
TRANS.
FIRE
HYDRANT
REMOVE AND REPLACE
UTILITY PEDESTALS
E
G
CONNECT GAS SERVICE
ABANDON EXISTING
SANITARY SEWER SERVICE
COORDINATE WITH 630 W HOPKINS
CONSTRUCTION PROJECT
PROPOSED SANITARY
SEWER SERVICE
RELOCATED PEDESTALS
CABLE AND PHONE
PEDESTALS
REMOVE FROM MAIN TO PROPERTY LINE
ABANDON FROM PROPERTY LINE TO HOUSE
PROPOSED 2" TYPE K
WATER SERVICE
POROUS GRAVEL
SEE C500
MINIMUM 8' WIDTH FROM ASPHALT TO CURB
6" CURB
SEE C500-TYPE B
6" CURB
SEE C500-TYPE B
DITCH DISTURBANCE AREA
CULVERT REMOVAL
WATER SERVICE INSTALL
DITCH DISTURBANCE AREA
FOR TREE REMOVAL
DITCH DISTURBANCE AREA
FOR WATER SERVICE
REMOVAL
UTILITY TRENCHING
SEE TRENCH DETAIL C500
TOP LAYER SHALL BE 4" MIN
DEPTH OF 3
4" GRAVEL IN LIEU OF
ASPHALT
PROVIDE 2' MIN SEPERATION FROM STORM TO ELECTRIC
PER CHAPTER 3, TABLE 3, ENGR DESIGN STANDARDS
PROVIDE 2' MIN SEPERATION FROM STORM TO GAS
PER CHAPTER 3, TABLE 3, ENGR DESIGN STANDARDS
4/16/2021 DATE OF PUBLICATION
63
4
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H
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P
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I
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S
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M
O
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E
L
63
4
W
H
O
P
K
I
N
S
AS
P
E
N
8
1
6
1
1
4/16/2021 PERMIT
WOODY CREEK ENGINEERING, LLC
P.O. BOX 575
WOODY CREEK, COLORADO 81656
(P): 970-429-8297
WOODYCREEKENGINEERING.COM
GATE
CONCRETE WASHOUT
TRACKING PAD
EROSION
SEDIMENT
CONTROL
C700
EXISTING CONTOUR
PROPOSED CONTOUR7910
UTILITY SERVICE
E=ELECTRIC
UG=UNDERGROUND GAS
SS=SANITARY SEWER
W=WATER
Tel=PHONE LINE
Cable=CABLE LINE
PROPERTY LINE
GAS METER
ELECTRIC METER
G
E
PIPE
GRAVEL DRAIN
1/11/20184/16/2021
4
Appendix D--Hydrologic Calculations
5
Appendix E--Hydraulic Calculations
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Thursday, Apr 15 2021
Pipe A Min Slope
Circular
Diameter (ft) = 0.50
Invert Elev (ft) = 100.00
Slope (%) = 0.05
N-Value = 0.009
Calculations
Compute by: Q vs Depth
No. Increments = 10
Highlighted
Depth (ft) = 0.40
Q (cfs) = 0.177
Area (sqft) = 0.17
Velocity (ft/s) = 1.05
Wetted Perim (ft) = 1.11
Crit Depth, Yc (ft) = 0.21
Top Width (ft) = 0.40
EGL (ft) = 0.42
0 1
Elev (ft)Section
99.75
100.00
100.25
100.50
100.75
101.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Thursday, Apr 15 2021
Pipe B Min Slope
Circular
Diameter (ft) = 0.50
Invert Elev (ft) = 100.00
Slope (%) = 0.24
N-Value = 0.009
Calculations
Compute by: Q vs Depth
No. Increments = 10
Highlighted
Depth (ft) = 0.40
Q (cfs) = 0.388
Area (sqft) = 0.17
Velocity (ft/s) = 2.30
Wetted Perim (ft) = 1.11
Crit Depth, Yc (ft) = 0.32
Top Width (ft) = 0.40
EGL (ft) = 0.48
0 1
Elev (ft)Section
99.75
100.00
100.25
100.50
100.75
101.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Friday, Apr 16 2021
Pipe C Minimum Slope 4 inch
Circular
Diameter (ft) = 0.33
Invert Elev (ft) = 100.00
Slope (%) = 0.42
N-Value = 0.009
Calculations
Compute by: Q vs Depth
No. Increments = 10
Highlighted
Depth (ft) = 0.26
Q (cfs) = 0.169
Area (sqft) = 0.07
Velocity (ft/s) = 2.31
Wetted Perim (ft) = 0.73
Crit Depth, Yc (ft) = 0.24
Top Width (ft) = 0.26
EGL (ft) = 0.35
0 1
Elev (ft)Section
99.75
100.00
100.25
100.50
100.75
101.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Friday, Apr 16 2021
Pipe D Minimum Slope 4 inch
Circular
Diameter (ft) = 0.33
Invert Elev (ft) = 100.00
Slope (%) = 0.03
N-Value = 0.009
Calculations
Compute by: Q vs Depth
No. Increments = 10
Highlighted
Depth (ft) = 0.26
Q (cfs) = 0.045
Area (sqft) = 0.07
Velocity (ft/s) = 0.62
Wetted Perim (ft) = 0.73
Crit Depth, Yc (ft) = 0.12
Top Width (ft) = 0.26
EGL (ft) = 0.27
0 1
Elev (ft)Section
99.75
100.00
100.25
100.50
100.75
101.00
Reach (ft)
Project: 634 W Hopkins
Total Area:6000 sf
Impervious Area: 4394 sf
WQCV
WQCV Depth: 0.255 in **Based on 76%
WQCV Volume: 127.50 cf Imperviousness.
Factor of Safety: 1.50
WQCV:191.25 cf
100-Year
100-yr Storm Depth: 1.23 in
100-yr Storm Volume: 0.00 cf
Factor of Safety: 1.00
100-Yr Retention 450.39 cf
Drywell Volume Calculation
Interior Diameter 6 ft
Exterior Diameter 7.04 ft
Gravel Ring 2 ft
Interior Volume 28.26 cf/ft
Gravel Volume
--Exterior Area 95.68 sf
--Interior Area 38.91 sf
--Gravel Area 56.77 sf
Void 0.3
Volume 17.03 cf/ft
Depth 15.67 ft *****One 15.67 ft drywell
10.72 active
Volume
Drywell 302.95 cf
Gravel 182.58 cf
Total 485.52 cf 9.9441704 -0.77583
Percolation Area Calculation
AP=(Vr)/(K)(43200)
Where
AP: Total area of the sides of the percolation area, square inches
Vr: Runoff volume, cubic feet
K: Hydraulic conductivity, (ft/s)
K:
Percolation Rate (Geotech): 4 in/min
Resulting K: 3.472E-04 ft/s
Vr:450.39 cf
AP=30.03 square feet required
Circumference 18.84 ft/drywell
Min Perc Depth (ft) 1.59 ft
Perc Depth Provided (ft) 4 ft