HomeMy WebLinkAboutFile Documents.1315 Sage Ct.0082-2021-BRES (43) GRADING AND DRAINAGE REPORT
PREPARED FOR
MATT JOHNSON
1315 SAGE CT.
ASPEN, CO 81611
PiPqlridiWOODY
CREEK
ENGINEERING
P.O. Box 575
WOODY CREEK, COLORADO 8 1 656
970-309-7130
PREPARED BY
JOSH RICE, P.E.
MAY 5, 2021
Reviewed by Engineering
03/09/2022 4:15:11 PM
"It should be known that this review shall not
relieve the applicant of their responsibility to
comply with the requirements of the City of
Aspen. The review and approval by the City is
offered only to assist the applicant's
understanding of the applicable Engineering
requirements." The issuance of a permit based
on construction documents and other data shall
not prevent the City of Aspen from requiring the RECEIVED
correction of errors in the construction
documents and other data. 06/04/2021
ASPEN
BUILDING DEPARTMENT
I hereby affirm that this report and the accompanying plans for the drainage improvements of 1315 Sage
Ct.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 de-
signed by others.
i�o�pp0 LIOFNS
Josh Rice, P.E. , 5/6/2021 • License No.
427. I.
w o • •
n J SS/ONAI.EN �'-
RECEIVED
06/04/2021
ASPEN
BUILDING DEPARTMENT
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 5
2.3.2 Proposed Basin PR:1.0 5
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 6
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 Error! Bookmark not defined.
2.4 Stormwater BMP Descriptions 6
2.4.1 Drywell 6
2.4.2 Pipes 7
2.4.3 Gravel Drains Error! Bookmark not defined.
2.4.4 Trench Drain 8
2.4.1 Slot Drain Error! Bookmark not defined.
3. 9 PRINCIPLES 8
4. MAINTENANCE 9
4.1.1 Drywell 9
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
RECEIVED
06/04/2021
ASPEN
BUILDING DEPARTMENT
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 1315 Sage Ct, 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 1315 Sage Ct., City of Aspen. Based on the topographical improvement
survey,the lot area is approximately 42,412 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.
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Figure 1. 1315 Sage Ct., Aspen Vicinity Map
(Source:Google Maps)
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.
RECEIVED
06/04/2021
ASPEN
BUILDING DEPARTMENT
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 mound. Portions of the site slope to the north and portions of the site slope to the
west. The entire area eventually discharges to the Roaring Fork River. 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
IMPERVIOUS FLOW PATH
BASIN NO. TOTAL BASIN AREA % RUNOFF RUNOFF FLOW PATH SLOPE Tc(min) Intensity(10yr) Intensity PEAK FLOW PEAK FLOW
TOTAL BASIN IMPERVOUS AREA (ACRES) IMPERVIOUS COEF.51R COEF.1001R LENGTH(FT) (FT/FT) (in/hr) (100 r)(in/hr) 10YR(CFS) 1001R(CFS)
AREA(SF) AREA(SF) (ACRES)
EX:1.0 19,326.00 0.00 0.444 0.000 0% 0.08 0.35 93.00 0.0430 10.52 2.848 4.550 0.190 0.706
EX:1.1 23,086.00 0.00 0.530 0.000 0% 0.08 0.35 88.00 0.0341 10.49 2.852 4.556 0.227 0.845
Total 42,412.00 0 0.974 0.000 0% - - - - 0.416 1.552
Table 2. Proposed Basin Information
TOTAL BASIN IMPERVIOUS % RUNOFF RUNOFF FLOW PATH FLOWPATH Intensity(10yr) Intensity PEAK FLOW PEAK FLOW
BASIN Na ITOTAL BASIN IMPERVIOUS AREA AREA
(PORES) IMPERVIOUS COEF.51R COEF.1001R LENGTH(FT) (F 0 T) Tc(min) (in/hr) (100yr)(in/hr) 10YR(CFS) 1001R(CFS)
AREA(SF) AREA(SF) (ACRES)
PR:1.0 3,511 - 0.081 0.000 0% 0.08 0.35 43.25 0.0613 6.69 3.539 5.653 0.043 0.159
PR:1.1 1,731 1,638 0.040 0.038 95% 0.81 0.88 47.14 0.0375 5.00 3.960 6.325 0.131 0.221
PR:1.2 1,388 1,388 0.032 0.032 100% 0.90 0.96 67.68 0.0415 5.00 3.960 6.325 0.116 0.193
PR:1.3 10,459 - 0.240 0.000 0% 0.08 0.35 57.40 0.0174 10.32 2.877 4.596 0.104 0.386
PR:1.4 3,376 2,289 0.078 0.053 68% 0.49 0.62 23.47 0.0162 5.00 3.960 6.325 0.163 0.304
PR:1.5 13,915 - 0.319 0.000 0% 0.08 0.35 78.65 0.0604 9.07 3.077 4.914 0.147 0.549
PR:1.6 1,645 - 0.038 0.000 0% 0.08 0.35 30.00 0.1583 5.00 3.960 6.325 0.022 0.084
PR:1.7 477 - 0.011 0.000 0% 0.08 0.35 78.65 0.0604 9.07 3.077 4.914 0.005 0.019
PR:2.0 636 636 0.015 0.015 100% 0.90 0.96 10.00 0.4500 5.00 3.960 6.325 0.053 0.088
PR:2.1 565 565 0.013 0.013 100% 0.90 0.96 5.00 0.4500 5.00 3.960 6.325 0.047 0.078
PR:2.2 390 390 0.009 0.009 100% 0.90 0.96 5.00 0A500 5.00 3.960 6.325 0.032 0.054
PR:2.3 836 836 0.019 0.019 100% 0.90 0.96 5.00 0.4500 5.00 3.960 6.325 0.070 0.116
PR:2A 640 640 0.015 0.015 100% 0.90 0.96 5.00 0A500 5.00 3.960 6.325 0.053 0.089
PR:2.5 545 545 0.013 0.013 100% 0.90 0.96 5.00 0.4500 5.00 3.960 6.325 0.045 0.076
PR:3.0 438 438 0.010 0.010 100% 0.90 0.96 5.00 0.4500 5.00 3.960 6.325 0.036 0.061
PR:3.1 872 872 0.020 0.020 100% 0.90 0.96 5.00 0.4500 5.00 3.960 6.325 0.073 0.121
PR:3.2 178 178 0.004 0.004 100% 0.90 0.96 5.00 0.4500 5.00 3.960 6.325 0.015 0.025
PR:3.3 290 290 0.007 0.007 100% 0.90 0.96 5.00 0A500 5.00 3.960 6.325 0.024 0.040
PR:3.4 401 401 0.009 0.009 100% 0.90 0.96 5.00 0.4500 5.00 3.960 6.325 0.033 0.056
PR:3.5 118 118 0.003 0.003 100% 0.90 0.96 5.00 0.4500 5.00 3.960 6.325 0.010 0.016
Total 42,412 11,225 0.974 0.258 26% 1.223 2.735
wREC EIVED
06/04/2021
2
ASPEN
BUILDING DEPARTMENT
EX:1.0
AREA:19,325 SF
EX:1.1
AREA:23,086 SF
Figure 2. Historical Basins RECEIVED
06/04/2021
3
ASPEN
BUILDING DEPARTMENT
Figure 3. Proposed Basins RECEIVED
06/04/2021
4
ASPEN
BUILDING DEPARTMENT
2.3.1 Historical Basin EX:1.0
The southern basin,EX:1.1 is is sloped at approximately 4.3%to the north. The basin area is approxi-
mately 19,326 sf.Runoff sheet flows for 93 ft at a 4.3% slope,resulting in a 100-yr flowrate of 0.706 cfs.
2.3.1 Historical Basin EX:1.1
The southern basin,EX:1.1 is is sloped at approximately 3.4%to the west. The basin area is approxi-
mately 23,086 sf.Runoff sheet flows for 88 ft at a 3.4% slope,resulting in a 100-yr flowrate of 0.845 cfs.
2.3.2 Proposed Basin PR:1.0
Proposed basin PR:1.0 is comprised of a portion the western yard. The basin area totals 3511 sf and is
0%impervious. Based on a flow path of 43 feet at a slope of 6.1%,the time of concentration is 6.7
minutes. The resulting 100-year flowrate is 0.159 cfs. This area sheet flows to the drainage/irrigation
ditch that runs along the western property line.
2.3.3 Proposed Basin PR:1.1
Proposed basin PR:1.1 is comprised of a portion of the driveway. The basin area totals 1731 sf and is
95%. Based on a flow path of 47 feet at a slope of 3.8%,the time of concentration is 5 minutes. The re-
sulting 100-year flowrate is 0.131 cfs.
The basin area is collected by Trench Drain 2 and discharges to the Drywell 1.
2.3.4 Proposed Basin PR:1.2
Proposed basin PR:1.2 is comprised of a portion of the driveway. The basin area totals 1388 sf and is
100%impervious. Based on a flow path of 68 feet at a slope of 4.2%,the time of concentration is 5
minutes. The resulting 100-year flowrate is 0.193 cfs.
This area is collected by Trench Drain 1 and discharges to the Drywell 1.
2.3.5 Proposed Basin PR:1.3
Proposed basin PR:1.3 is comprised of a portion the western yard. The basin area totals 10459 sf and is
0%impervious. Based on a flow path of 57 feet at a slope of 1.7%,the time of concentration is 10.3
minutes. The resulting 100-year flowrate is 0.386 cfs. This area sheet flows to the drainage/irrigation
ditch that runs along the western property line.
2.3.6 Proposed Basin PR:1.4
Proposed basin PR:1.4 is comprised of eastern patios and hot tub area. The basin area totals 3376 sf and
is 68%impervious. Based on a flow path of 23 feet at a slope of 1.6%,the time of concentration is 5
minutes. The resulting 100-year flowrate is 0.304 cfs.
The area will be collected by Yard Drain Nos. 1 &2 and Drywell 2 and discharges to Drywell 2.
2.3.7 Proposed Basin PR:1.5
Proposed basin PR:1.5 is comprised of the northern yard. The basin area totals 13915 sf and is 0%imper-
vious. Based on a flow path of 79 feet at a slope of 6%,the time of concentration is 9.1 minutes. The re-
sulting 100-year flowrate is 0.549 cfs. This area sheet flows to the northern property line.
RECEIVED
06/04/2021
5
ASPEN
BUILDING DEPARTMENT
2.3.8 Proposed Basin PR:1.6
Proposed basin PR:1.6 is comprised of a portion the western yard. The basin area totals 1645 sf and is
0%impervious. Based on a flow path of 30 feet at a slope of 16%,the time of concentration is 5 minutes.
The resulting 100-year flowrate is 0.084 cfs. This area sheet flows to the drainage/irrigation ditch that
runs along the western property line.
2.3.9 Proposed Basin PR:1.7
Proposed basin PR:1.7 is comprised of the area east of the front entrance and north of the driveway. The
basin area totals 477 sf and is 0%impervious. Based on a flow path of 78 feet at a slope of 6%,the time
of concentration is 9 minutes. The resulting 100-year flowrate is 0.019 cfs.
The area will be collected by Yard Drain Nos. 3 &4 and discharges to Drywell 1.
2.3.10Proposed Basins PR:2.O, PR:2.1, PR:2.2, PR:2.3, and PR:3.0
Proposed basins PR:2.0,PR:2.1,PR:2.2,PR:2.3,and PR:3.0 are comprised the roof structures tributary to
Drywell 1. The roofs have a total area of 2865 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 0.398 cfs.
The roofs are collected by Pipes A, B,D,E,F, and discharge to Drywell 1.
2.3.11Proposed Basin PR:2.4, PR:2.5 and PR:3.1-3.5
Proposed basins PR:2.4,2.5 and 3.1-3.5 are comprised the roof structures tributary to Drywell 2. The
roofs have a total area of 3045 sf and are 100%impervious. They are sloped with a time of concentration
is 5 minutes. The resulting 100-year flowrate is 0.422 cfs.
The roofs are collected by Pipes G and H and discharge to Drywell 2.
2.4 Stormwater BMP Descriptions
2.4.1 Drywell
A two drywell system is being utilized because it is not possible to discharge runoff to the ROW due to a
ditch to the west and the sunken patio areas to the east of the structure.
Drywell 1
Pipes A,B, C,D,E and F discharge to Drywell 1. A total impervious area of 5892 sf develops a 100-yr
volume of 604 cf. The total active depth is 13.42 ft. Based on the volume calculation found in the appen-
dix,the total retention volume is 607.81 cf. Therefore,the 6' diameter 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 604 cf. Therefore,the percolation area required by the
drywell is 40.26 square feet. With a circumference of 18.84 ft,a total of 2.14 ft of perc depth is required.
The perc depth provided is 4-ft. The drywell will drain within 24 hours based on the equation found on
page 8-117.
Drywell 2
RECEIVED
06/04/2021
6
ASPEN
BUILDING DEPARTMENT
Pipes G and H discharge to Drywell 1. A total impervious area of 5338 sf develops a 100-yr volume of
547 cf. The total active depth is 13.25 ft. Based on the volume calculation found in the appendix,the to-
tal retention volume is 600.11 cf. Therefore,the 6' diameter 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 547cf. Therefore,the percolation area required by the
drywell is 36.45 square feet. With a circumference of 18.84 ft, a total of 1.93 ft of perc depth is required.
The perc depth provided is 4-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 0.602 cfs. The minimum pipe slope design is 1%for a 6"PVC pipe. The pipe
when flowing 80%full provides 0.792 cfs of capacity. The design is adequate to convey the
flow.
• Pipe B
Pipe A conveys 0.196 cfs. The minimum pipe slope design is 1% for a 6"PVC pipe. The pipe
when flowing 80%full provides 0.792 cfs of capacity. The design is adequate to convey the
flow.
• Pipe C
Pipe A conveys 0.221 cfs. The minimum pipe slope design is 1% for a 6"PVC pipe. The pipe
when flowing 80%full provides 0.792 cfs of capacity. The design is adequate to convey the
flow.
• Pipe D
Pipe A conveys 0.088 cfs. The minimum pipe slope design is 1% for a 6"PVC pipe. The pipe
when flowing 80%full provides 0.792 cfs of capacity. The design is adequate to convey the
flow.
• Pipe E
Pipe A conveys 0.078 cfs. The minimum pipe slope design is 1%for a 6"PVC pipe. The pipe
when flowing 80%full provides 0.792 cfs of capacity. The design is adequate to convey the
flow.
• Pipe F
Pipe A conveys 0.054 cfs. The minimum pipe slope design is 1% for a 6"PVC pipe. The pipe
when flowing 80%full provides 0.792 cfs of capacity. The design is adequate to convey the
flow.
• Pipe G
Pipe A conveys 0.164 cfs. The minimum pipe slope design is 1% for a 6"PVC pipe. The pipe
when flowing 80%full provides 0.792 cfs of capacity. The design is adequate to convey the
flow.
• Pipe H
Pipe A conveys 0.258 cfs. The minimum pipe slope design is 0.72%for a 6"PVC pipe. The
pipe when flowing 80%full provides 0.672 cfs of capacity. The design is adequate to convey
the flow.
RECEIVED
06/04/2021
7
ASPEN
BUILDING DEPARTMENT
2.4.3 Inlet Grates
• PR:1.4 Grates
• Yard Drain 1 &2
Yard Drains 1 and 2 collect basin PR:1.4 discharge. Each grate has a capacity of 88.12 gpm
(0.196 cfs). With a factor of safety of two applied,the two grates have a capacity of 0.196
cfs.
• Drywell 2 Grate
A 24"drop in grate has a capacity of 3.4 cfs. With a factor of safety applied,the capacity is
1.7 cfs.
• The three grates provide 1.896 cfs. The 100-year peak flow is 0.304 cfs. Therefore,the
three grates have capacity to capture the 100-year peak runoff.
• PR:1.7 Grates
• Yard Drain 3 &4
• Yard Drains 3 and 4 collect basin PR:1.7 discharge. Each grate has a capacity of 88.12 gpm
(0.196 cfs). With a factor of safety of two applied,the two grates have a capacity of 0.196
cfs. The 100-year peak flow is 0.019 cfs. Therefore,the two grates have capacity to capture
the 100-year peak runoff.
2.4.4 Trench Drain 1
The driveway trench drain collects runoff from PR:1.2. The basin develops a peak runoff rate of 0.193
cfs and is collected by a trench drain of approximately 14 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 14' long trench drain then has a
capacity of 1.4 cfs or 0.7 cfs with a 50%clogging factor applied. The trench drain is adequate to capture
the tributary runoff.
2.4.5 Trench Drain 2
The driveway trench drain collects runoff from PR:1.1. The basin develops a peak runoff rate of 0.221
cfs and is collected by a trench drain of approximately 14 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 14' long trench drain then has a
capacity of 1.4 cfs or 0.7 cfs with a 50%clogging factor applied. The trench drain is adequate to capture
the tributary 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.
RECEIVED
06/04/2021
8
ASPEN
BUILDING DEPARTMENT
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.
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.
RECEIVED
06/04/2021
9
ASPEN
BUILDING DEPARTMENT
APPENDIDX A--NRCS SOILS REPORT
RECEIVED
06/04/2021
ASPEN
BUILDING DEPARTMENT
USDA United States A product of the National Custom Soil Resource
Department of Cooperative Soil Survey,
Agriculture a joint effort of the United Report for
\ RCS States Department of
Agriculture and other Aspen-Gypsum Area,
Federal agencies, State Colorado, Parts of Eagle,
Natural agencies including the
Resources Agricultural Experiment Garfield, and Pitkin
Conservation Stations, and local
Service participants Counties
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06 04/2021
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BUILDING DEPARTMENT
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.nres.usda.gov/wps/portal/nres/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 RECEIVED
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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.
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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 RECEIVED
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ASPEN
BUILDING DEPARTMENT
Custom Soil Resource Report
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
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ASPEN
BUILDING DEPARTMENT
Custom Soil Resource Report
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.
RECEIVED
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BUILDING DEPARTMENT
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.
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06/04/2021
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ASPEN
BUILDING DEPARTMENT
Custom Soil Resource Report
Soil Map
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N Map Scale:1:678 if printed on A portrait(8.5"x 11")sheet. �'�/ �.
o N 0 10 20 40 60Feet
Meters �ei.,'Rs.� ����
A0 30 60 120 180
Map projection:Web Mercator Corner coordinates:WGS84 Edge tics:UTM Zone 13N WGS84 0`/0 4/2 0 2 1
9 V
ASPEN
BUILDING DEPARTMENT
Custom Soil Resource Report
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) ig Spoil Area The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
Q Stony Spot
Soils Very Stony Spot
n Soil Map Unit Polygons Warning:Soil Map may not be valid at this scale.
tl Wet Spot
• Soil Map Unit Lines Enlargement of maps beyond the scale of mapping can cause
p Other misunderstandingof the detail of mapping and accuracyof soil
❑ Soil Map Unit Points pp 9
.• Special Line Features line placement.The maps do not show the small areas of
Special Point Features contrasting soils that could have been shown at a more detailed
Blowout Water Features scale.
Streams and Canals
(g Borrow Pit
Transportation Please rely on the bar scale on each map sheet for map
* clay Spot Rails measurements.
0 Closed Depression
o,/ Interstate Highways
Gravel Pit Source of Map: Natural Resources Conservation Service
.r US Routes Web Soil Survey URL:
Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857)
® Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator
• Lava Flow Background projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
46 Marsh or swamp Aerial Photography Albers equal-area conic projection,should be used if more
It Mine or Quarry accurate calculations of distance or area are required.
4 Miscellaneous Water This product is generated from the USDA-NRCS certified data as
O Perennial Water of the version date(s)listed below.
v Rock Outcrop Soil Survey Area: Aspen-Gypsum Area,Colorado,Parts of
+ Saline Spot Eagle,Garfield,and Pitkin Counties
Survey Area Data: Version 11,Jun 5,2020
•• : Sandy Spot
Severely Eroded Spot Soil map units are labeled(as space allows)for map scales
1:50,000 or larger.
Q Sinkhole
31 Slide or Slip Date(s)aerial images were photographed: Data not available.
oa Sodic Spot 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. RECEIVED
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BUILDING DEPARTMENT
Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
107 Uracca,moist-Mergel complex, 2.5 100.0%
1 to 6 percent slopes,
extremely s
Totals for Area of Interest 2.5 100.0%
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,
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BUILDING DEPARTMENT
Custom Soil Resource Report
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.
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Custom Soil Resource Report
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
Merge!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
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 content: 10 percent
Available water capacity:Very low(about 2.6 inches)
Interpretive groups
Land capability classification (irrigated): 6s
Land capability classification (nonirrigated): 6s
Hydrologic Soil Group: B
Ecological site: R048AY237C0- Stony Loam
Other vegetative classification: Stony Loam (null_82)
Hydric soil rating: No
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ASPEN
BUILDING DEPARTMENT
Custom Soil Resource Report
Description of Merge!
Setting
Landform:Valley sides, alluvial fans, structural benches
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
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 content: 10 percent
Available water capacity: Low(about 3.3 inches)
Interpretive groups
Land capability classification (irrigated): 4s
Land capability classification (nonirrigated): 4s
Hydrologic Soil Group: A
Ecological site: R048AY237C0- Stony Loam
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
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BUILDING DEPARTMENT
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.nres.usda.gov/wps/portal/
nres/detail/national/soils/?cid=nres 142p2_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.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_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.nres.usda.gov/wps/portal/nres/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
RECEIVED
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ASPEN
BUILDING DEPARTMENT
Custom Soil Resource Report
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nres.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.nres.usda.gov/wps/portal/nres/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
RECEIVED
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BUILDING DEPARTMENT
APPENDIX B-FEMA FIRM MAP
RECEIVED
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BUILDING DEPARTMENT
National Flood Hazard Layer FIRMette - FEMA _Legend
106°50'34"W 39°12'38"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
- o
�f O I. ,'I' f • Without Base Flood Elevation(BFE)
^Iy, *. f - Zone A,V.A99
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A - . , HAZARD AREAS Regulatory Floodway
0.2%Annual Chance Flood Hazard,Areas
'Z FE' ' PITKIN • 0 0 `• ' of 1%annual chance flood with average
A s depth less than one foot or with drainage
11 \ 080287 areas of less than one square mile zonex
~ \ Future Conditions 1%Annual
1.
_ Chance Flood Hazard zonex
' Zone AE y'�, y �" Area with Reduced Flood Risk due to
OTHER AREAS OF Levee.See Notes.zone x
• , FLOOD HAZARD ��� Area with Flood Risk due to LeveezoneD
•�, _ d ,\ Zc'. ' E ,�
I 4-A
r ` ,,p,� = NO SCREEN Area of Minimal Flood Hazard zonex
',i► — — ` I_ ` 11 , Effective LOMRs
• 11111k - ` OTHER AREAS Area of Undetermined Flood Hazard ZoneD
I I.
t �• 414
_ ' t'�F� GENERAL ----- Channel,Culvert,or Storm Sewer" �LO3 JNi..„__ 41
r A STRUCTURES 1 1 1 1 1 1 1 Levee,Dike,or Floodwall
4c
FL ' ' D'w•�Y •� 0 20.2 Cross Sections with 1%Annual Chance
\, * 'C ZO AE(I - tZ•s Water Surface Elevation
A._ T1OS R85W 5002 ..
T10S R85W S001 * N. ` ;• a e- - - Coastal Transect
.�
b `\ -•••••513^^^^" Base Flood Elevation Line(BFE)
. 4
A" lb
=Zone AE `� Limit of Study
Jurisdiction Boundary_
• •,+ �� 'S --- Coastal Transect Baseline
+ 4 !G OTHER - — Profile Baseline
I 1 • 08097C0354E OT F� FEATURES
AREA OF MINIMALeff.4B/15/2019. Rp� . •° "1 AO \ Hydrographic Feature
CITY OF ASPEN zonex .,
Zone n�FEES\\;k Digital Data Available N
080143 = +,1 .' . I No Digital Data Available
a• f liak
MAP PANELS Unmapped
` Ili 7751 Ft7751 FEE
`� . +� 'f �. �• t
- Wilt
f�i - !• i j� 1 The pin displayed on the map is an approximate
9
• • .t r• �~ point selected by the user and does not represent
T I '� I'� an authoritative property location.
' �E�j This map complies with FEMA's standards for the use of
Ara'
� ` E • •j' 't ; ` 77�, digital flood maps if it is not void as described below.
' `1-� The basemap shown complies with FEMA's basemap
• ti F• r114.rir accuracy standards
, �� The flood hazard information is derived directlyfrom the
kik*
� r A'�� �(� authoritative NFHL web services provided by FEMA.This map
�' •. 4r, r•1 -• 7759.8 FEE—'c30_ was exported on 5/5/2021 at 1:35 PM and does not
• ► ,�j _ • + l.
_4y vav„ / (� reflect changes or amendments subsequent to this date and
f 1 ,� 7763 FEET !^ time.The NFHL and effective inf ,�EivED
a ` t` ' ` Zona s,r_ Zone �`" become superseded by new dat
rill
F 3 This map image is void if the one or more of the following map
T10S R85W S011 "� 11" T10S R85W S01 FET elements do not appear:basemap i ryy,�Q zppDogg q
` f �� . , Zone AE legend,scale bar,map creation datMcc r�{nWli i,9e4i• �
106°49'S6"W 39°12'10"N FIRM panel number,and FIRM effective date.Map images for
Feet 1:6 000 unmapped and unmodernized areas cannot,�3�lrsadfor
0 250 500 1,000 1,500 2,000 regulatory purposes. f/11 tt'"``iy
Basemap:USGS National Map:Orthoimagery:Data refreshed October,2020 BUILDING DEPARTMENT
APPENDIX C-PLAN SET
RECEIVED
06/04/2021
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ASPEN
BUILDING DEPARTMENT
A,
1oi WOODY
CREEK
ENGINEERINA.
SAGE COURT
WOODY CREEK ENGINEERING,LLC
P.O.BOX 575
WOODY CREEK,COLORADO 81656
(P):970-429-8297
WOODYCREEKENGINEERI NG.COM
1315 SAGE COURT
ASPEN , 0081611 °
, ,
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 ,.'oapp0...•F,y
,`� :
CODE,COA TECHNICAL MANUALS,AND APPLICABLE F
N`,,, STATE AND FEDERAL REGULATIONS.WHERE THERE IS CONFLICT BETWEEN °5/6/2021 "�
• THESE PLANS AND THE TECHNICAL MANUAL OR ANY APPLICABLE 427'
,`� STANDARDS,THE HIGHER QUALITY STANDARD SHALL APPLY.ALL UTILITY /',• ,
� WORK SHALL BE INSPECTED AND APPROVED BY THE UTILITY. -SS7oNnt.�'�,;
•• 2. THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION
(7 Y •• \ araw AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS
le
'� \` BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES AND,WHERE
Q 3 O ��� _ POSSIBLE,MEASUREMENTS TAKEN IN THE FIELD.THE INFORMATION IS NOT
d Butte �» 3. BE RELIED UPON O 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
r iy8r SPECIFICATIONS,AND A COPY OF ANY PERMITS AND EXTENSION
,\N, % AGREEMENTS NEEDED FOR THE JOB ONSITE AT ALL TIMES.
e6 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ASPECTS OF
0 •• SAFETY INCLUDING,BUT NOT LIMITED TO,EXCAVATION,TRENCHING,
.9 • SHORING,TRAFFIC CONTROL,AND SECURITY.
d �` _ 5. IF DURING THE CONSTRUCTION PROCESS CONDITIONS ARE
dam. ,`•� __-- ENCOUNTERED WHICH COULD INDICATE A SITUATION THAT IS NOT
7 • IDENTIFIED IN THE PLANS OR SPECIFICATIONS,THE CONTRACTOR SHALL
9� �•• CONTACT THE WOODY CREEK ENGINEERING,LLC IMMEDIATELY.
Q` `. El 6. ALL REFERENCES TO ANY PUBLISHED STANDARDS SHALL REFER TO
i` THE LATEST REVISION OF SAID STANDARD UNLESS SPECIFICALLY STATED
OTHERWISE. F-
7. THE CONTRACTOR SHALL SUBMIT A TRAFFIC CONTROL PLAN IN
CI ACCORDANCE WITH MUTCD TO THE APPROPRIATE RIGHT-OF-WAY
CO AUTHORITY(TOWN,COUNTY OR STATE)FOR APPROVAL PRIOR TO ANY
��. CONSTRUCTION ACTIVITIES WITHIN OR AFFECTING THE RIGHT-OF-WAY. I— o
'131
5 Sage Cl, Aspen, THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ANY AND ALL r
to
.0 CO 81611, EE. UU. `�` TRAFFIC CONTROL DEVICES AS MAY BE REQUIRED BY THE r N
_� `• CONSTRUCTION ACTIVITIES. (o M
., 4 �•` 8. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING ALL LABOR AND O 0 r a
C
z eD . �� MATERIALS NECESSARY FOR THE COMPLETION OF THE INTENDED r , Q� n
5• r %•\ IMPROVEMENTS SHOWN ON THESE DRAWINGS OR AS DESIGNATED TO BE 0 V w
`� PROVIDED,INSTALLED,OR CONSTRUCTED UNLESS SPECIFICALLY w O N
g �� NOTED OTHERWISE. n / ,
FO • 9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR KEEPING ROADWAYS w V v n
Q \ FREE AND CLEAR OF ALL CONSTRUCTION DEBRIS AND DIRT TRACKED FROM NI
a THE SITE. r u) z C
10. THE CONTRACTOR SHALL BE RESPONSIBLE FOR RECORDING AS-BUILT V w
INFORMATION ON A SET OF RECORD DRAWINGS KEPT ON THE L{)
S K Johnson Design 9 ,,,, O^ •
CONSTRUCTION SITE AND AVAILABLE AT ALL TIMES. r o
9g 11. DIMENSIONS FOR LAYOUT AND CONSTRUCTION ARE NOT TO BE covJ
S K Construction ti Q
XI SCALED FROM ANY DRAWING.IF PERTINENT DIMENSIONS ARE NOT SHOWN, w
�� CONTACT WOODY CREEK ENGINEERING,LLC FOR CLARIFICATION AND
'n/� dj' ANNOTATE THE DIMENSION ON THE AS-BUILT RECORD DRAWINGS. 6n eno2l DATE OF PUBLICATION z
'J, M Viaw 4r 15.THE CONTRACTOR SHALL COMPLY WITH ALL TERMS AND CONDITIONS OF w
Buttermilk/ �ntA1S1 �t� 11-1-17 PERMIT
!` �`• THE COLORADO PERMIT FOR STORM WATER DISCHARGE,THE STORM w
HighlandsView- red... -5' WATER MANAGEMENT PLAN,AND THE EROSION CONTROL PLAN.
Aspen Golf Course Q 16. ALL STRUCTURAL EROSION CONTROL MEASURES SHALL BE
p 0 INSTALLED AT THE LIMITS OF CONSTRUCTION PRIOR TO ANY OTHER o
Family Home EARTH-DISTURBING ACTIVITY.ALL EROSION CONTROL MEASURES SHALL BE 3
C MAINTAINED IN GOOD REPAIR BY THE CONTRACTOR UNTIL SUCH TIME AS
._ THE ENTIRE DISTURBED AREA IS STABILIZED WITH HARD SURFACE ORcn
LANDSCAPING. w
17. THE CONTRACTOR SHALL SEQUENCE INSTALLATION OF UTILITIES IN w
VICINITY MAP SUCH A MANNER AS TO MINIMIZE POTENTIAL UTILITY CONFLICTS.IN
,, GENERAL,STORM SEWER AND SANITARY SEWER SHOULD BE E.}
CONSTRUCTED PRIOR TO INSTALLATION OF THE WATER LINES AND DRYo
o too zoo 400 Boo \ I C
scale:t^=too' UTILITIES. 3
X
COVER SHEET oO
.-
C
0
C 10 0 Eo
06/04�Ef2021
ASPEN
BUILDING DEPARTMENT
%1%1 4
11I WOODY
CREEK
ENGINEERING
mi
WOODY CREEK ENGINEERING,LLC
P.O.BOX 575
::::: :::::
REEK,COLO
P):
eill.+ Ill
EX:1.0
AREA:19,325 SF
EX:1.1
AREA:23,086 SF
*1141, ..'OPppO 1ici--
. '.i.A... sue_
V�:OgH RiOA°
5/6/2021
427:
W
,44 .
1 'ASS/ONPI. G''
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U
ixIMPERVIOUS FLOW PATH W o ,,
BASIN NO. TOTAL BASIN AREA % RUNOFF RUNOFF FLOW PATH SLOPE Tc(min) Intensity(10yr) Intensity PEAK FLOW PEAK FLOW '^ U o
TOTAL BASIN IMPERVIOUS AREA (ACRES) IMPERVIOUS COEF.5YR COEF.100YR LENGTH(FT) (FT/FT) (in/hr) (100yr)(in/hr) 10YR(CFS) 100YR(CFS) v 171
AREA(SF) AREA(SF) (ACRES) Q ^ N
V3
EX:1.0 19,326.00 0.00 0.444 0.000 0% 0.08 0.35 93.00 0.0430 10.52 2.848 4.550 0.190 0706 w
EX:1.1 23,086.00 0.00 0.530 0.000 0% 0.08 0.35 88.00 0.0341 10.49 2.852 4.556 0.227 0.845 Loo
Total 42,412.00 0 0.974 0,000 0% - - - - 0.416 1552 Q r ^ o
TOTAL BASIN IMPERVIOUS % RUNOFF RUNOFF FLOW PATH FLOW PATH Intensity(10yr) Intensity PEAK FLOW PEAK FLOW v/ J
BASIN NO AREA SLOPE Tc(min)TOTAL BASIN IMPERVIOUS AREA (ACRES) IMPERVIOUS COEF.5YR COEF.100YR LENGTH(FT) (FT/FT) (in/hr) (100yr)(in/hr) 10YR(CFS) 100YR(CFS)
ce
AREA(SF) AREA(SF) (ACRES) 3/16/2021 DATE OF PUBLICATION 'T
5/5/21 PERMIT ,A
PR:1.0 3,511 - 0.081 0.000 0% 0.08 0.35 43.25 0.0613 6.69 3.539 5.653 0.043 0.159
PR:1.1 1,731 1,638 0.040 0.038 95% 0.81 0.88 47.14 0.0375 5.00 3.960 6.325 0.131 0221 CC
PR:1.2 1,388' 1,388 0.032 0.032 100% i 0,90 0,96 67.68 0,0415 5.00 3,960 i 6,325 0.116 0.193 ix
PR:1.3 10,459' - 0.240 0,000 0% 0,08 0,35 57.40 0,0174 10,32 2.877 i 4596 0.104 0386 0
PR11.4 3,376 2,289 0.078 0.053 68% 0.49 0.62 23.47 0,0162 5.00 3.960 6 325 0.163 0.304
PR:1.5 13,915 - 0.319 0.000 0% 0,08 0,35 78.65 0.0604 9.07 3.077 4.914 i 0.147 0.549iio-
PR:1.6 1,645 - 0.038 0.000 0% 0,08 0,35 30.00 0.1583 5.00 3.960 6.325 0.022 0084 0
z
PR:1.7 477 - 0.011 0.000 0% 0.08 0.35 78.65 0.0604 9.07 3.077 4.914 0.005 0.019
PR2.0 636 636 0.015 0.015 100% 0.90 0.96 10.00 0.4500 5.00 3.960 6.325 0.053 0.088 J
PR2.1 565 565 0.013 0.013 100% 0.90 0.96 500 0.4500 5.00 3.960 6.325 0.047 0078 or
o
PR:2.2 390 390 0.009 0.009 100% 0.90 0.96 500 0.4500 5.00 3.960 6.325 0.032 0.054 r
PR:2.3 836 836 0.019 0.019 100% 0.90 0.96 500 0.4500 5.00 3.960 6.325 0.070 0.116 0
PR2.4 640 640 0.015 0.015 100% 0.90 0.96 5.00 0.4500 500 3.960 6.325 0.053 0.089
PR2.5 545 545 0.013 13 0.013 100% 0.900.96 5.00 90.4500 5.00 6 00 3.969 325 045 0.076 x
PR:3.0 438 438 0.010 0.010 100% 0,90 0,96 500 0,4500 5.00 3.960 6,325 0.036 0.061 0
PR:3.1 872 872 0.020 0.020 100% 0,90 0,96 500 0,4500 5.00 3,960 6,325 0.073 0.121 BASINS o
PR 3.2 178 178 0.004 0.004 100% 0.90 0.96 5.00 0.4500 5.00 3.960 6.325 0.015 0.025 0
PR3.3 290 290 0.007 0.007 100% 0.90 0.96 5.00 0.4500 5.00 3.960 6.325 0.024 0.040 i
'.. PR3.4 401 401 0.009 0.009 100% 0.90 0.96 5.00 0,4500 5.00 3.960 6,325 0.033 0.056 N o
PR:3.5 118 118 0 003 0 003 100% 0.90 0.96 5 00 0 4500 5.00 3.960 6.325 0.010 0016 ^^0 O N
•
0 15 30 60 120 1v_L w
Total 42412 11,225 0.974 0258 26% I _ _ ----. ----. ----. ---- I ---- 1223I 2.735 Scale:1"=30' yr)C�►C D
/ 06/04f2021
ASPEN
BUILDING DEPARTMENT
yy I1I1 CREEK
& WOODY
ENGINEERING
G \''44 \
yy '48\ \
\ WOODY CREEK ENGINEERING,LLC
-7749 \ P.O.BOX 575
(1 \ WOODY CREEK,COLORADO 81656
(P):970-429-8297
�y 7750- \ \.., \ 4.
WOODYCREEKENGINEERING.COM
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INV IN:7752
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- - - NOTES: Q �^ el
1. GUTTER AND DOWNSPOUT ALL ROOFS. r n CO
2. CONNECT DOWNSPOUTS TO PIPE NETWORKS v♦ r < ',
\ ,, PER DRAINAGE REPORT.
2.1. CONNECT BASIN PR:2.3 AND 3.0 TO PIPE B. 8/16/2021 DATE OF PUBLICATION Z
2.2. CONNECT BASIN PR:2.0 TO PIPE D. 5/5/21 PERMIT w
2.3. CONNECT BASIN PR:2.1 TO PIPE E. CC
al
.\ 2.4. CONNECT BASIN PR:2.2 TO PIPE F. z
7755 2.5. CONNECT BASINS PR:2.4 AND 2.5 TO PIPE G. r
2.6. CONNECT BASINS PR:3.1-3.5 TO PIPE H. o
o
/ / / 3. PIPE A-G SHALL BE 6"PVC WITH A MINIMUM
SLOPE OF 1%. 2
nss P 4. PIPE F SHALL BE 6"PVC WITH A MINIMUM
y z
-' 7 SLOPE OF 0.72%.1111 w
5. FOR CLARITY NOT ALL PIPE OR INLET z
z
\e \ p INFORMATION IS SHOW ON THIS PLAN. SEE C400 7
\\\ \ FOR ADDITIONAL PIPE AND INLET DATA. ro
0
\ o
'0:',., GRADING AND
DRAINAGE PLAN o
0
N 0
Fn-
Scale.1" D
Scale:1"=20'
06/04f2021
ASPEN
BUILDING DEPARTMENT
PIPEAPROFILE PipeHPROFILE poi WOODY
11I` CREEK
77557755ENGINEERING
-1.17%
/ 0.12% WOODY CREEK ENGINEERING,LLC
n5a 3 n54I�_
94/u _ - - - - - - P.O.BOX 575
WOODY CREEK,COLORADO 81656
(P):970429-8297
RIM:7 548)
RIM:]]54.19 WOODYCREEKENGINEERING COM
�i� z.udavrc®o.zzx INV IN:J]62.3fi 6"PVC DRYWELL2
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'� INV IN:JJ51A06'PVC
m DRYWELL 1 m
RINIP53.11
NV IN:7750.616.PVC yy
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INLET-(46) INV OUT:]J52.43 8'PVC
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1 INV OUT:7751.94 6"PVC
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Station Station `''OPPUO L)`F,yS
4�50
5I6I2021
427:
1 94,.
INLET-(69) ;C
RIM:775364
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INV IN:7750.506.PVC •�•�•
INV IN:7750.504•PVC
INV OUT:7750.50 6•PVC
PIPED PROFILE
PIPE B PROFILE 7755
7755 111111111111111111
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YARD DRAIN 3
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7754 RIM:J]54.50
INV IN:775247 6"PVC
INV OUT:7]62.47 6"PVC
1YARD DRAIN 4 T/53
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INV IN 775252 6 6"PVC m
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10X EXAGGERATION VERTICAL Illv M
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7750 L Station '^ Z n
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Station PIPE F PROFILE Pipe G PROFILE Y MJ o
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7755 7755 aI
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PIPE C PROFILE PIPE E PROFILE �� 5 0)2021 DATE OF PUBLICATION (7
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_ 5/5/21 PERMIT El
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INV IN:77.64 _ }
��INV IN:]]50.50 6"PVC
INV IN:7750.50 4"PVC INV IN:]]52.iJ 6"PVC 40
INV OUT:]]50.506"PVC INV OUT:7752.17 6•PVC
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INLET-(39) PROFILES 0
RIM:7754.15
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Station Station Station INV OUT:]]52.296'PVC Station VAECEVED
06/04/2021
ASPEN
BUILDING DEPARTMENT
Vehicle Tracking Control(VTC) SM-4 Vehicle Tracking Control(VTC) SM-4 SM-4 Vehicle Tracking Control(VTC)
HMA Depth vanes �C )II II II !AA! Rgillilli �W/
ExIstIng Pavement (S "ENbn F of ConstructionriE 20Nll tuyt xvv�
and Excavalbn S1arrdartls) mor
OWEN
20 From Edge 9f Trench or ARE 4
Any Cracked Pavement :�i ;Lam _�-
(Ad Edges ntTrench) ""' "" so...,...,ecpmpadetl ^TT� titnux®AREA wsll£ '-nt- 1F
® RoetlwaY Base Ma[eral Pm[9 sler. sn star Ixm .......A4........... U SMILE.mq w , .���
Mas mu Sbpe. .5 1' BASE COARSE 18'CLB ABC �'3-,SfJ 2.. s'M' `Z mxerwlnnI(IIx axryl(�J"--w•w at lull E r _`� R 'W
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A,M. AAr A•.•, Fxceetl l2"(Su tabk Screenetl '3 Y 'i»�,
.........be Permit.) ''• 4 rK WOODY CREEK,COLORADO 81656
10 Geotexre el interface _T. "F.*�,.4-e: x[® 9'px1 I n.xx I (P):970-429-8297
---- �,4:0a]V BVuclu2lBmkflll \ ...- w
.,trF (Including Bedding) d mrmwx ePmrm +'M�aar4rW�fv ��1
I I-I -1( Scarified and Remmpacted POP vti[ gxlaa°EN �$ w x w " m 2nn%£nm owx aP� WOODYCREEKENGINEERING.COM
Trench sonom _ N rWmO
�' eDWml ODL rum 'A}� Mt NO NO O sawn SECTION A
aTD°m fw1N
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Notes: mrwNL o�or'Inv' '�`my
2�1w w PmcMmr �nnME TE tar.drag. mNwu VTC-2.AGGREGATE VEHICLE TRACKING CONTROL WITH
I. Da sloped as shown on braced forlle safeyam�vnwion workers.Trenching will be anus Imo 1E0.0 °i£ASTaw.s mxxarDM WASH RACK
Bogen ons
and Nola.mce and OSHA wreaaeeMe.depth replacement srown Swcuning IIIIIIIIVIIha. mega OF MO
must.occur after bacUiling and 3.St.s cracking of existing ra ekanemaona "_" T IIIIIIIIIIIIII IIIIIIIIIIIIII IIIIIIIIIIIIIIJ
GRATES:STANDARD,DECORATIVE&METAL
m e"� K a a m a"� , �.moccurs,tne Ian,.must sawmat Isar tzrey�eAdm�mit mxmrbk Caa er pamrresed SECTION A 11111111111111111111111111111111 _ m_
may on 1pa.shall be a �etwe of sr errt-ck see Construction and Excavation Standards C)
4.Hot 5.For a major„oeg nation.11 modeled Pmmarna a arud in e sebmm d o OW as ndbar dnlmantb 6;®TM Square Grates
withincompacted to 2m.B6%ofmaxmumdens wdhin2%ofopmummoistureasd.nnedbyABTM ` ,
u curses are not sue for patch shall conform to VTC-3 VFHICIE TRACKING CONTROL W/CONSTRUCTION
Mess submitted,
CL6)LmgneHai end shell be compacted lo93%d9% Pan No. Description Color ��Class .
of maximum oeense.�mi„n2%of optimum moisture.Flaw fill may be used as an alternative,an must VIC-1.AGGREGATE VEHICLE TRACKING CONTROL MAT OR TURF REINFORCEMENT MAT(TRMI
...tons
cont.at leastbe yard and Man. p.Use.' must i 'Square Grate Greenbe approved 40 0 LONG 9q s al roam
AEONutility lines shall be t crru��sced eenenrering Naar... I ed ck permrechon orulny lu z Grate Black o to:D
v um 4'Square 011 P fi G M
eot9 N tl'9 II 9 9Open SUP.area fi
7.Teen.bottom must be scarified and mmpactctl aner exevaeon wafter an tlex-ants acuonm 1Y." 3 4 Ware Grate 40 0.11 10N0 P - or.
ensure
8.forth timof e Cpnched areas within Fsmvmatm9of MnemnRghtofWay met mess the repuremenm eer November 2010 Uhm Storm Drainage ntma Manual Volume3 VTC-3 November 2010 Urban Stom,D g firma Manual Volume3 VTC-5 VTC-4 Urban Sturm Drainage Criteria Minuet Volume November 2010 � antes square inches.1055 GPM.
Urban Drainage and Flme Control District Uels.Drainage and Flood Control District Uels.Drainage and Flood Control District FP PS'Sewer 'Pe aFlWrGs3"Cwrogatetl Pipe antl3 Triple
Negro.9.Water surface.Refer toned Wmer Ownbubm X.Ore.Opening Te PDA CPmplimdlHeN-Pmpl. p
e requirerne.
Standards TRENCHIAND PATCHING DETAILS a,„. - EllDescription ®cry ba. Classes -Oa,5icatlnna D oaPoo L/GFN '
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Urban storm Drainage criteria Manual volume 3 Nyloplast 24"Drop In Grate Inlet Capacity Chart ..
`.,,1SC-I Silt Fence(SF)
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dir.on of travel.
COP WBA/cues AS,ues,ae. X
s�nWEP4xnaOnCO SILT wow THERE Au slDlts Within/um lanes ere LLAPSEpranealmel longitudinal seams at the edges of the milled areas shall be parallel Head 81) 0
ER .1.dir.ion of tra. the trans seams al the eMso milletl areas shall be perpendicular
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06/04/2021
ASPEN
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INV OUT:]75�,• PVC vEx DRYWELL2
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NV 476•PVC ik/ .il,'IP-
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\ NV Irv7752466•Pvc Table 2—Minimum horizontal separation for parallel utilities(feet)*
NVOR:7]52d6fi"PVC 1. UTILIZE EXISTING SERVICE. Ill W
° NVIN:7]52.638"PVC Communications Electric Gas Storm Water** Sanitary (.9
0 <
NV IN:7752.63 fi"PVC .:,
INV OUT:]]52.836"PVC Communications 1 1 3 2 2 _2 Q 7
V \ Electric 1 1 1 1 Depth of Depth of CABLE AND PHONE 0 (/) LU o
----_\__ __ / waterline sanitary 1. UTILIZE EXISTING SERVICES. Ln r� L,
���' I minus 4' water line L.L o
minus4' M (/)
CO\ Gas 2 3 - 2 2 2 ♦ r Q Q
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3/18/2021 DATE OF PUBLICATION o
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Water *** *** 2 10 10 10 5/5/21 PERMIT w
Y
Sanitary *** *** *** 2 10 al,-\„.. I I *These depths are based on 2018 Utility Standards. Please confirm depths with utility provider for any updates. u
7755 J 7 **Includes,but not limited to,potable,raw water,pressurized raw water and re-use water. o
/ 1 ***Horizontal separation is not applicable,because vertical separation is achieved. For example,a shallow communications o
/ �7 I line can be located above a water line as long as vertical separation is achieved
7756 i \ \ 0/ ^10 Table 3—Minimum vertical separation at utility crossings(feet)* CC
Nmunication Water** Sanitary w
GA\\ Communications 1 1 1 2 2 above 2 0
Electric 1 1 1 2 2 above 2 0
0
e," Gas 1 1 1 2 2 above 2 3
,,1',.. Storm 2 2 2 2 2 above 2
Water 2 below 2 below 2 below 2 below 2 2 above UTILITIES
a
0
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0
*The table is intended to be read by first selecting a row and then a column. For example:Water is required to be placed two N o
(2)feet below communications,two(2)feet away from other water lines,and two(2)feet above sanitary. /r/1, \n
All depths are based on 2018 Utility Standards. Please confirm depths with utility provider for any updates. 0 10 20 40 80 V 0 . �► ��C
**Includes,but not limited to,potable,raw water,pressurized raw water and re-use water Scale:1"=20' R0E674 1 ED
06/04f2021
ASPEN
BUILDING DEPARTMENT
\ EXISTING CONTOUR poiWOODY
95.\ PROPOSED CONTOUR 11I1 ENGINEERING
DA9 \ ®.... PIPE
\59 4B/
\ \ GRAVEL DRAIN WOODY CREEK ENGINEERING,LLC
7749 P.O.BOX 575
6WOODY CREEK,COLORADO 81656
(P):970-429-8297
4.
95 7750 ''o-'' G GAS METER WOODYCREEKENGINEERING.COM
G
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E ELECTRIC METER
\ PROPERTY LINE
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3/16/2021 DATE OF PUBLICATION L9
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EROSION SEDIMENT
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C 7 0 0 ECEVED
06/04/2021
ASPEN
BUILDING DEPARTMENT
APPENDIX D-HYDROLOGIC CALCULATIONS
BASIN NO IMPERVIOUS FLOW PATH
Tc(min)
TOTAL BASIN % RUNOFF RUNOFF FLOW PATH Intensity(10yr) Intensity PEAK FLOW PEAK FLOW
. AREA SLOPE
TOTAL BASIN IMPERVIOUS AREA (ACRES) (FT/FT)IMPERVIOUS COEF.5YR COEF.100YR LENGTH(FT) (in/hr) (100yr)(in/hr) 10YR(CFS) 100YR(CFS)
AREA(SF) AREA(SF) (ACRES)
. .• : •' ! •. .
. .
. .
. .
. : .
EX:1.0 1 19,326.00 1 0.00 1 0.444 1 0.000 1 0% 1 0.08 1 0.35 1 93.00 I 0.0430 I 10.52 I 2.848 4.550 I 0.190 1 0.706 .1 I. .
EX:1.1 1 23,086.00 I 0.00 1 0.530 1 0.000 1 0% [ 0.08 I 0.35 1 88.00 I 0.0341 I 10.49 [ 2.852 1 4.556 I 0.227 1 0.845
t i
Total 1 42,412.00 1 0 1 0.974 I 0.000 I 0% 1 - 1 - 1 - 1 - 1 I 0.416 I 1.552
Survey is I 42412
I 1 .
BASIN NO IMPERVIOUS FLOW PATH
T
TOTAL BASIN % RUNOFF RUNOFF FLOW PATH Intensity(10yr) Intensity PEAK FLOW PEAK FLOW
. AREA SLOPE
TOTAL BASIN IMPERVIOUS AREA IMPERVIOUS COEF.5YR COEF.100YR LENGTH(FT) c(min) (in/hr) (100yr)(inihr) 10YR(CFS) 100YR(CFS)
AREA(SF) AREA(SF) (ACRES) (ACRES) (FT/FT)
1 : '
t .
i .
: .
. .
4. I
PR:1.0 I 3,511 1 - I 0.081 , 0.000 . 0% I 0.08 i 0.35 4325 I 0.0613 I 6.69 I 3.539 . 5 653 I 0.043 0 159
• i •
PRI.1 I 1,731 I 1,638 I 0.040 I 0.038 i 95% I 0.81 I 0.88 I 47.14 I 0.0375 5.00 I 3.960 I 6.325 I 0.131 I 0.221
PR1.2 [ 1,388 1,389 I 0.032 0.032 I 100% [ 0.90 0.96 1 67.68 0.0415 5.00 i 3.960 6.325 1 0.116 0.193
PR1.3 I 10,459 - I 0.240 1 0.000 I 0% [ 0.08 0.35 I 57.40 0.0174 10.32 1 2877 4.596 1 0.104 0.386
PR1.4 I 3,376 . . .
I . . i 0.49 0.62 1 23.47 0.0162 5.00 i 3.960 6.325 i 0.163 i 0.304
2,289 0.078 0.053 68%
PR:1.5 1 13,915 I - I 0.319 i 0.000 I 0% I 0.08 . 0.35 I 78.65 . 0.0604 9.07 i 3.077 i 4.914 i 0.147 0.549
--I ...........
PR:1.6 I 1,645 1 - 1 0.038 1 0.000 1 0% i 0.08 I 0.35 1 30.00 1 0.1583 5.00 1 3.960 I 6.325 [ 0.022 I 0.084
i . p . ,• ,•
PR:1.7 r 477 1 - 1 0.011 1 0.000 1 0% [ 0.08 I 0.35 1 78.65 1 0.0604 9.07 1 3.077 I 4.914 1 0.005 I 0.019
4 + 1 , 4 ,
PR:2.0 I 636 i 636 1 0.015 1 0.015 I 100% I 0.90 i 0.96 1 10.00 I 0.4500 5.00 I 3.960 i 6.325 I 0.053 I 0.088
t i
PR:2.1 1 565 I 565 I 0.013 i 0.013 I 100% 1 0.90 I 0.96 I 5.00 I 0.4500 5.00 . 3.960 I 6.325 I 0.047 I 0.078
-1 ......... -I- f-
PR:2.2 I 390 I 390 1 0.009 . 0.009 100% I 0.90 i 0.96 . 5.00 i 0.4500 . 5.00 . 3.960 i 6.325 . 0.032 i 0.054
PR2.3 I 836 I 836 I 0.019 I 0.019 I 100% I 0.90 I 0.96 I 5.00 I 0.4500 I 5.00 I 3.960 I 6.325 I 0.070 I 0.116
4 4. 4 i • 4 t
PR2.4 I 640 640 I 0.015 I 0.015 I 100% I 0.90 0.96 I 5.00 I 0.4500 I 5.00 I 3.960 I 6.325 I 0.053 I 0.089
.; i.
PR:2.5 I 545 545 I 0.013 I 0.013 I 100% 1 0.90 0.96 I 5.00 r 0.4500 I 5.00 I 3.960 I 6.325 I 0.045 I 0.076
+..
PR:3.0 I 438 i 438 I 0.010 I 0.010 I 100% I 0.90 I 0.96 I 5.00 I 0.4500 I 5.00 I 3.960 I 6.325 I 0.036 I 0.061
.
PR:3.1 I 872 I 8721 0.020 i 0.020 i 100% I 0.90 I 0.96 I 5.00 I 0.4500 I 5.00 I 3.960 I 6.325 I 0.073 I 0.121
.
3.- + -3.
PR3.2 I 178 178 I 0.004 [ 0.004 [ 100% [ 0.90 0.96 1 5.00 0.4500 I 5.00 i 3.960 6.325 1 0.015 0.025
PR3.3 I 290 290 I 0.007 I 0.007 I 100% I 0.90 0.96 1 5.00 1 0.4500 1 5.00 1 3.960 I 6.325 1 0.024 0.040
PR3.4 I 401 I 401 I 0.009 I 0.009 1 100% I 0.90 I 0.96 I 5.00 I 0.4500 I 5.00 I 3.960 I 6.325 I 0.033 I 0.056
PR:3.5 1 118 1 118 1 0.003 i 0.003 I 100% i 0.90 I 0.96 I 1 5.00 1 0.4500 i 5.00 i 3.960 I 6.325 1 0.010 1 0.016
t 1 I i
t - f t i t I I t ; t
4
Total I 42,412 I 11,225 I 0.974 0258. 26%
1223 2.735
RECEIVED
06/04/2021
4
ASPEN
BUILDING DEPARTMENT
APPENDIX E-HYDRAULIC CALCULATIONS
RECEIVED
06/04/2021
5
ASPEN
BUILDING DEPARTMENT
Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Wednesday,May 5 2021
6 in at 0.72 percent
Circular Highlighted
Diameter (ft) = 0.50 Depth (ft) = 0.40
Q (cfs) = 0.672
Area (sqft) = 0.17
Invert Elev (ft) = 100.00 Velocity (ft/s) = 3.99
Slope (%) = 0.72 Wetted Perim (ft) = 1.11
N-Value = 0.009 Crit Depth, Yc (ft) = 0.42
Top Width (ft) = 0.40
Calculations EGL (ft) = 0.65
Compute by: Q vs Depth
No. Increments = 10
Elev (ft) Section
101.00
•
•
100.75
100.50
100.25
100.00
99.75 i; ,�fi ,
0 1
06/04/2021
9111LDIP RTMENT
Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Tuesday, May 4 2021
6 in at 1 percent
Circular Highlighted
Diameter (ft) = 0.50 Depth (ft) = 0.40
Q (cfs) = 0.792
Area (sqft) = 0.17
Invert Elev (ft) = 100.00 Velocity (ft/s) = 4.70
Slope (%) = 1.00 Wetted Perim (ft) = 1.11
N-Value = 0.009 Crit Depth, Yc (ft) = 0.45
Top Width (ft) = 0.40
Calculations EGL (ft) = 0.74
Compute by: Q vs Depth
No. Increments = 10
Elev (ft) Secti
101.00
100.75
100.50
v
100.25
100.00
99.75
0 1 06/04/2021
ASPEN cr.
BUILDING DEPARTNI ??
Project: 1315 Sage Ct. Drywell 1
Total Area: 6000 sf
Impervious Area: 5891.4 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 603.87 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 16.67 ft *****One 15.67 ft drywell
13.42 active
Volume
Drywell 379.25 cf
Gravel 228.56 cf
Total 607.81 cf 13.332973 -0.087027
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) RECEIVED
06/04/2021
ASPEN
BUILDING DEPARTMENT
K:
Percolation Rate(Geotech): 10 in/min
Resulting K: 1.389E-04 ft/s
Vr: 603.87 cf
AP= 100.64 square feet required
Circumference 18.84 ft/drywell
Min Perc Depth (ft) 5.34 ft
Perc Depth Provided (ft) 4 ft
RECEIVED
06/04/2021
ASPEN
BUILDING DEPARTMENT
Project: 1315 Sage Ct. Drywell 2
Total Area: 6000 sf
Impervious Area: 5333.7 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 546.70 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 16.67 ft *****One 15.67 ft drywell
13.25 active
Volume
Drywell 374.45 cf
Gravel 225.67 cf
Total 600.11 cf 12.070829 -1.179171
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) RECEIVED
06/04/2021
ASPEN
BUILDING DEPARTMENT
K:
Percolation Rate(Geotech): 4 in/min
Resulting K: 3.472E-04 ft/s
Vr: 546.70 cf
AP= 36.45 square feet required
Circumference 18.84 ft/drywell
Min Perc Depth (ft) 1.93 ft
Perc Depth Provided (ft) 4 ft
RECEIVED
06/04/2021
ASPEN
BUILDING DEPARTMENT