HomeMy WebLinkAboutDrainage Reports - 07/09/2002PROPERTY OF M rrJved Report JUN 5 2002
!'OBIT COLLINB ate =` Z
FINAL DRAINAGE AND
ZOSION CONTROL REPORT
Swallow 8-Plex
ek 3, Thunderbird Estates Ninth Filing
J•R ENGINEERING
A Subsidiary of Westrian
FINAL DRAINAGE AND
EROSION CONTROL REPORT
Swallow 8-Plex
Lot 2, Block 3, Thunderbird Estates Ninth Filing
Prepared for:
Lagunitas Companies
3950 JFK Parkway
Building 12B
Fort Collins, Colorado 80525
(970) 226-5000
Prepared by:
JR Engineering
2620 E. Prospect Road, Suite 190
Fort Collins, Colorado 80525
(970)491-9888
June 4, 2002
Job Number 9116.06
June 4, 2002
Mr. Basil Hamdan
City of Fort Collins
Stormwater Utility
700 Wood Street
Fort Collins, CO 80521
J•R ENGINEERING
A Subsidiary of Westrian
RE: Final Drainage and Erosion Control Report for Swallow 8-Plex - Revised
Dear Basil,
We are pleased to submit to you for your approval, this revised Final Drainage and Erosion Control
Report for Swallow 8-Plex, a redevelopment of an existing car wash site. The site is located in Fort
Collins, Colorado at the southwest corner of the intersection of Swallow Road and Remington Street.
This report includes revisions based on Stormwater's review comments dated December 12, 2001.
All computations within this report have been completed in compliance with the City of Fort Collins
Storm Drainage Design Criteria.
We greatly appreciate your time and consideration in reviewing this submittal. Please call if you
have any questions.
Sincerely,
0�i Aj
Amber Reed Robert Almirall, PE
Engineer H Director of Operations
O�PpO REr'�`S'T
Attachments ��; OOPS 0
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2620 Fast Prospect Road, Suite 190, Fort Collins, CO 80525
970-491-9888 • Fax: 970A91-9984 • w jrengineeringxom
TABLE OF CONTENTS
PAGE
'
TABLE OF CONTENTS................................................................................................................
ii
1. INTRODUCTION
1.1
..................................................................................................................I
Project Description..........................................................................................................1
1.2
Existing Site Characteristics...........................................................................................1
1.3
1.4
Purpose and Scope of Report ..........................................................................................I
Design Criteria................................................................................................................1
1.5
Master Drainage Basin....................................................................................................2
' 2. HISTORIC (EXISTING) DRAINAGE................................................................................2
3. LOCAL DEVELOPED DRAINAGE DESIGN...................................................................2
3.1 Method.............................................................................................................................2
3.2 General Flow Routing.....................................................................................................3
4. WATER QUALITY ............................ :................................................................................... 4
5. EROSION CONTROL...........................................................................................................5
5.1 Erosion and Sediment Control Measures........................................................................5
5.2 Dust Abatement........................................................................:......................................5
5.3 Tracking Mud on City Streets.........................................................................................5
5.4 Maintenance....................................................................................................................6
5.5 Permanent Stabilization..................................................................................................6
5. REFERENCES.......................................................................................................................7
APPENDIX
A
MAPS AND FIGURES
APPENDIX
B
HYDROLOGIC CALCULATIONS
APPENDIX
C
HYDRAULIC CALCULATIONS
APPENDIX
D
WATER QUALITY
APPENDIX E EROSION CONTROL
H
1 1. INTRODUCTION
1.1 Project Description
Swallow 8-Plex is a proposed redevelopment located on Lot 2, Block 3, Thunderbird Estates
Ninth Subdivison. The site is located in the Foothills Drainage Basin and contains
approximately 0.27 Acres. The site is zoned C, Commercial. The proposed site is located at
the southwest corner of Swallow Road and Remington Street. The project is a portion of
Section 25, Township 7 North, Range 69 West of the Sixth Principal Meridian, in the City of
Fort Collins, Larimer County, Colorado. A vicinity map is provided in Appendix A.
' 1.2 Existing Site Characteristics
According to the "Soil Survey for Larimer County Area, Colorado" (USDA) soils include:
Altvan-Santana loam (3) & Nunn clay loam (74). These soils have slow to moderate runoff
and slight to moderate erosion. The site is within the moderate wind erodibility zone
according to the Wind Erodibility Map for the City of Fort Collins. The soils map is
provided in Appendix A.
1.3 Purpose and Scope of Report
' This report defines the proposed drainage and erosion control plan for Swallow 8-Plex. The
plan includes consideration of all on -site and tributary off -site runoff and the design of all
drainage facilities required for this development. This drainage plan maintains existing
drainage patterns.
' 1.4 Design Criteria
This report was prepared to meet or exceed the submittal requirements established in the City
of Fort Collins' "Storm Drainage Design Criteria and Construction Standards" (SDDCCS),
dated May 1984. Where applicable, the criteria established in the "Urban Storm Drainage
Criteria Manual" (UDFCD) dated 1984, developed by the Denver Regional Council of
Governments have been utilized.
t Final Drainage and Erosion Control Report Page 1
Swallow 8-Plex June 4, 2002
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1.5 Master Drainage Basin
Swallow 8-Plex lies in the Foothills Drainage Basin. The site lies in Basin 25 as defined by
the Final Report for Hydrologic Model Update for the Foothills Basin Master Drainage Plan
(Anderson, 1999). Basin 25 is a commercial basin with 90 % imperviousness and a 1.5%
slope that drains to the Foothills Regional Channel east of Stanford Road.
2. HISTORIC (EXISTING) DRAINAGE
The historic (existing) flows for Lot 2, Block 3, Thunderbird Estates Ninth Subdivision are
split north and south. A small portion of the lot drains north to Swallow Road, with the
remainder draining south to a concrete pan which runs through Southmoor Village 5 h Filing
(Ross Department Store). Both flow paths join downstream at the Foothills Regional
Channel, east of Stanford Road. The site has an average slope of 2.6 percent. The majority
of the site is paved with a small amount of landscaping. An existing 2' trickle pan conveys
flows toward the south lot line. This trickle pan ends short of the Ross Department Store
Parking Lot and currently cascade over bare soil.
A small portion of the back of Lot 1, Block 3, Thunderbird Estates Ninth Subdivision
(Diamond Shamrock Filling Station) drains to the west property line of the site. This offsite
flow (Offsite Basin 01) appears to pond near the middle of the lot line until it spills to the
south.
According to the Flood Insurance Rate Map (FIRM) for the area, the site lies out of the 100-
YR Floodplain. The site is shown on a portion of the FIRM Map Panel No. 0801020012C in
Appendix.A.
3. LOCAL DEVELOPED DRAINAGE DESIGN
3.1 Method
Since the subbasins are less than 160 acres, the Rational Method was used to determine both
the 10-year and 100-year runoff rates for the sub -basins indicated in this drainage report.
Final Drainage and Erosion Control Report Page 2
Swallow 8-Plex June 4, 2002
Drainage facilities were designed to convey the 100-year peak flows. The Runoffcoefficients
were assigned using Table 3-2 of the SDDCCS Manual. The Rational Method is given by:
Q = CtCIA (1)
where Q is the maximum rate of runoff in cfs, A is the total area of the basin in acres, Cf is
the storm frequency adjustment factor, C is the runoff coefficient, and I is the rainfall
intensity in inches per hour for a storm duration equal to the time of concentration. The
frequency adjustment factor, Cf, is 1.0 for the initial 10-year storm and 1.25 for the major
100-year storm. The runoff coefficient is dependent on land use or surface characteristics.
The rainfall intensity is selected from Rainfall Intensity Duration Curves for the City of Fort
Collins (Figure 3.1 of SDDCCS). In order to utilize the Rainfall Intensity Duration Curves,
the time of concentration is required. The following equation is used to determine the time
of concentration
to=ti+tt
(2)
where t, is the time of concentration in minutes, ti is the initial or overland flow time in
minutes, and tt is the conveyance travel time in minutes. The initial or overland flow time is
calculated with the SDDCCS Manual equation:
t; = [1.87(1.1 - CCf)LO.sl/(S)0.33
(3)
where L is the length of overland flow in feet (limited to a maximum of 500 feet), S is the
average slope of the basin in percent, and C and Cf are as defined previously.
3.2 General Flow Routing
Flows within this site will take the form of overlot and gutter flow. The existing drainage
patterns have been maintained as much as possible. All calculations can be found in
Appendix B.
Stormwater detention is not required for Swallow 8-Plex because impervious values are not
increased. Flows to the north (Subbasin 101) will travel overland to Swallow Road. Flows
Final Drainage and Erosion Control Report Page 3
Swallow 8-Plex June 4, 2002
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to the south (Subbasins 102 and 103) will be conveyed via overland flow and gutter flow to
the concrete pan on Remington Street. The flows from the neighboring Diamond Shamrock
site will be routed through the proposed development and exit via the water quality extended
detention pond in the southeast corner of the lot. The existing on -site concrete trickle pan in
the southwest corner will be removed. The 10-year and 100-year existing and future flows
are provided in the appendix and summarized in Table 3.1.
Table 3.1 Drainage Summary
Design
Point
Tributary
Sub -basin
Area
(ac)
C (2)
C (100)
to (2)
(min)
tc (100)
(min)
Q(2)tot
(cfs)
Q(100)tot
(cfs)
Existing
H1
0.10
0.77
0.97
6.8
5.0
0.2
0.9
H2
O.20
0.87
1.00
5.0
5.0
0.5
2.0
H3
0.04
0.71
0.88
5.2
5.0
0.1
0.3
H-01
0.03
0.95
1.00
5.0
5.0
0.1
0.3
H-1
H1+H-01
0.12
0.81
1.00
5.8
5.0
0.3
1.2
H-02
0.03
0.95
1.00
5.0
5.0
0.1
0.3
H-2
H2+H-02
0.23
0.88
1.00
5.0
5.0
0.6
2.3
H-03
0.03
0.95
1.00
5.0
5.0
0.1
0.3
H-3
H3+H-03
0.07
0.81
1.00
5.0
5.0
0.2
0.7
Total flows leaving site=
1.01
4.2
Proposed
1
101
0.09
0.51
0.64
5.0
5.0
0.1
0.6
102
0.20
0.76
0.95
5.0
5.0
0.4
1.9
103
0.05
0.69
0.87
5.0
5.0
0.1
0.4
OS-1
0.08
0.95
1.00
5.0
5.0
0.2
0.8
2
102 + OS-1
0.28
0.82
1.00
5.4
5.0
0.6
2.8
3
102+103+OS-1
0.32
0.80
1.00
5.0
1 5.0
0.7
3.2
Total flows leaving site=
0.86
3.8
4. WATER QUALITY
Historically no water quality or detention has been provided. Since this site reduces the amount of
impervious area and therefore reduces the flows from the site, no detention is required for this
development. Since the previous use on site was a car wash, less runoff can be expected on a day to
' day basis with fewer phosphates and other pollutants being discharged into the City sewer and
stormwater system. Water quality is being provided with the re -development of this site. Runoff is
being conveyed to a water quality extended detention pond as much as possible to allow sediments to
settle out of the stonmwater before entering the City storm sewers. This pond is as large as the site
will allow but is still less than the required volume. The pond provides 38 cubic feet of the required
Final Drainage and Erosion Control Report Page 4
Swallow 8-Plex June 4, 2002
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' 267 cubic foot volume at a depth of 0.5 feet. The outlet structure is a sidewalk culvert with a metal
orifice plate on the upstream side of the culvert.
I 5. EROSION CONTROL
5.1 Erosion and Sediment Control Measures
Erosion and sedimentation will be controlled during construction by inlet filters, silt fences,
' straw barriers, gravel construction entrances, seeding and mulching. These measures are
designed to limit the overall increase in sediment yield due to construction activities as
' required by the City of Fort Collins. During overlot and final grading, the soil will be
roughened and furrowed perpendicular to the prevailing winds. The required erosion control
' escrow is $2,202.25. The erosion control cost estimate, effectiveness calculations and a
construction schedule are included in the Appendix. Water quality will be controlled by
' routing as much runoff as possible through grass swales and in sheet flow across proposed
landscape areas.
I5.2 Dust Abatement
' During the performance of the work required by these specifications or any operations
appurtenant thereto, whether on right-of-way provided by the City or elsewhere, the
contractor shall furnish all labor, equipment, materials, and means required. The Contractor
shall carry out proper efficient measures wherever and as necessary to reduce dust nuisance,
and to prevent dust nuisance that has originated from his operations from damaging crops,
' orchards, cultivated fields, and dwellings, or causing nuisance to persons. The Contractor
will be held liable for any damage resulting from dust originating from his operations under
Ithese specifications on right-of-way or elsewhere.
5.3 Tracking Mud on City Streets
It is unlawful to track or cause to be tracked mud or other debris onto city streets or rights -of -
way unless so ordered by the Director of Engineering in writing. Wherever construction
vehicles access routes or intersect paved public roads, provisions must be made to minimize
' the transport of sediment (mud) by runoff or vehicles tracking onto the paved surface.
Stabilized construction entrances are required per the detail shown on the Erosion Control
' Final Drainage and Erosion Control Report Page 5
Swallow 8-Plex June 4, 2002
Plan, with base material consisting of 6" coarse aggregate. The contractor will be
' responsible for clearing mud tracked onto city streets on a daily basis.
' 5.4 Maintenance
All temporary and permanent erosion and sediment control practices must be maintained and
repaired as needed to assure continued performance of their intended function. Straw bale
dikes or silt fences will require periodic replacement. Sediment traps (behind straw bale
' barriers) shall be cleaned when accumulated sediments equal approximately one-half of trap
storage capacity. Maintenance is the responsibility of the developer.
5.5 Permanent Stabilization
' All soils exposed during land disturbing activity (stripping, grading, utility installations,
stockpiling, filling, etc.) shall be kept in a roughened condition by ripping or disking along
land contours until mulch, vegetation or other permanent erosion control is installed. No
soils in areas outside project street rights of way shall remain exposed by land disturbing
' activity for more than thirty (30) days before required temporary or permanent erosion
control (e.g. seed/ mulch, landscaping, etc.) is installed, unless otherwise approved by the
Stormwater Utility. Vegetation shall not be considered established until a ground cover is
' achieved which is demonstrated to be mature and stable enough to control soil erosion as
specified in paragraph 11.3.10 of the City of Fort Collins Storm Drainage Construction
' Standards.
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Final Drainage and Erosion Control Report
' Swallow 8-Plex
Page 6
June 4, 2002
5. REFERENCES
' 1. City of Fort Collins, "Storm Drainage Design Criteria and Construction Standards"
(SDDCCS), May 1984.
2. "Final Report for Hydrologic Model Update for the Foothills Basin Master Drainage
Plan", July 15, 1999, Anderson Consulting Engineers.
' 3. Soil Survey of Larimer County Area, Colorado. United States Department of
' Agriculture Soil Conservation Service and Forest Service, 1980.
4. Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria
Manual", Volumes 1 and 2, dated March 1969, and Volume 3, dated September
1992.
Final Drainage and Erosion Control Report Page 7
Swallow 8-Plex June 4, 2002
APPENDIX A
PR SPECT ROAD
fEC4
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KE ROAD R. . ......................... ..................... .. . ........ .. ........ . .. ....................................... .......
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[HQfiSEMOTH Kip.lm
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15 1 wbly
VICINITY MAP
N. T. S.
ci
.10 lznc
C
SOILS MAP
Larimer County Area, Colorado
' 12
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SOIL SURVEY
sloping to strongly sloping soil is on terrace edges,
fans, and benches. This soil has a profile similar to the
one described as representative of the series, but the
combined thickness of the surface layer and subsoil
is about 18 to 19 inches.
Included with this soil in mapping are some areas
of soils that are more sloping and some areas of soils
that have a surface layer of sandy loam. Also included
are small areas of Larimer, Stoneham, and Larim soils.
Runoff is medium, and the hazard of erosion is mod-
erate to severe.
This soil is suited to wheat and barley under dryland
management. If irrigated, it is also suited to alfalfa.
It is well suited to pasture and native grasses. Capabil-
ity units IVe-1, irrigated, and IVe-3, dryland; Loamy
Plains range site; windbreak suitability group 1.
3—Altvan-Satanta loams, 0 to 3 percent slopes. This
complex consists of nearly level soils on terraces and
high benches. It is about 45 percent Altvan loam and
about 30 percent Satanta loam. The soils are inter-
mingled throughout the mapped areas, but Altvan
loam commonly is more sloping and Satanta loam is
more nearly level and is in some depressions. The
Altvan soil has a profile similar to the one described as
representative of the Altvan series, but the surface
layer commonly is about 8 to 11 inches thick and is
loam or sandy loam. The Satanta soil, has a profile
similar to the one described as representative of the
Satanta series, but the surface layer is about 8 to 11
inches thick and is sandy loam in places. In places
both soils are redder than is typical of their respective
series.
Included with these soils in mapping is about 15
percent Nunn soils.
Runoff is slow to medium, and the hazards of wind
and water erosion are slight to moderate.
If irrigated, these soils are suited to corn, sugar
beets, dry beans, alfalfa, and small grain. Under dry -
land management they are suited mainly to wheat,
but other small grain, such as barley and oats, is some-
times grown. The soils are also well suited to pasture
and native grasses. Capability units IIIe-3, irrigated,
and IIIe-6, dryland; Loamy Foothill range site; wind-
break suitability group 1.
4—Altvan-Satanta loams, 3 to 9 percent slopes. This
complex consists of gently sloping or strongly sloping
soils on high terraces, benches, and fans. It is about
55 percent Altvan loam and 35 percent Satanta loam.
Altvan loam is mainly more sloping, and Satanta loam
is smoother. These soils have profiles similar to the
ones described as representative of their respective
series, but the surface layer is sandy loam and loam
and the surface layer and subsoil are thinner. Many
areas of both soils are redder than is typical of their
respective series.
Included with these soils in mapping is about 10
percent Nunn and Larimer soils.
Runoff is medium to rapid, and the hazards of wind
and water erosion are moderate.
If irrigated, these soils are well suited to alfalfa,
small grain, and pasture. Under dryland management
they are suited to wheat and barley. They are also
suited to pasture and native grasses. Capability units
IVe-1, irrigated, and IVe-3, dryland; Loamy Foothill
range site; windbreak suitability group 1.
Aquepts, Loamy
5=Aquepts, loamy. These nearly level or gently
sloping, poorly drained soils are in depressional areas
on uplands, along drainageways, and on side slopes
below large canals. The surface layer is fine sandy
loam, loam, or clay loam. The underlying layer is
mainly loam or clay loam extending to a depth of 40
to 60 inches or more. A water table is at or near the
surface in spring and summer.
Included with these soils in mapping are a few small
areas of Stoneham, Fort Collins, and Kim soils and
Nunn clay loam, wet.
Runoff is slow to medium, and the hazard of water
erosion is slight to moderate.
These soils are suited to pasture and native grasses.
A few areas are used for hay. If drained, the soils are
suited to crops. The main irrigated crops are barley,
corn, sugar beets, and wheat. Capability units IIIw-1,
irrigated, and Vw-1, dryland; Wet Meadow range site;
windbreak suitability group 5.
Aquepts, Ponded
6—Aquepts, ponded. These nearly level soils are
near stream channels and drainageways. A water
table is at or near the surface most of the year. The
soils are extremely variable. The native vegetation is
mainly cattails, sedges, and rushes.
These soils offer very little grazing but are suitable
for wildlife habitat. Capability unit VIIIw-1, dryland;
not assigned to a range site or windbreak suitability
group.
Ascalon Series
The Ascalon series consists of deep, well drained
soils that formed in mixed wind -deposited material.
These soils are on uplands and foot slopes. Elevation
ranges from 4,800 to 5,700 feet. Slopes are 0 to 5 per-
cent. The native vegetation is mainly blue grams and
other short grasses and forbs. Mean annual precipita-
tion ranges from 13 to 15 inches, mean annual air
temperature ranges from 481 to 50°.F, and the frost -
free season ranges from 135 to 150 days.
In a representative profile the surface layer is brown
sandy loam about 6 inches thick. The subsoil is brown
and pale brown sandy clay loam about 14 inches thick.
The underlying material is pale brown or very pale
brown sandy loam.
Permeability is moderate, and the available water
capacity is.medium to high. Reaction is neutral above
a depth of about 16 inches and moderately alkaline
below that depth.
These soils are used mainly for irrigated and dry -
farmed crops. Some small areas are used for native
grasses.
Representative profile of Ascalon sandy loam, 0 to
3 percent slopes, in a cultivated area, about 400 feet
east and 650 feet south of the northwest corner of sec.
36, T. 5 N., R. 68 W.:
Ap-0 to 6 inches; brown (10YR 5/3) sandy
loam, dark brown (10YR 3/3) moist;
weak medium subangular blocky struc-
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SOIL SURVEY
4/3) moist; moderate medium and coarse
prismatic structure parting to moderate
medium subangular blocky; very hard,
firm, very sticky and very plastic; thin
nearly continuous clay films on peds;
noncalcareous; mildly alkaline; clear
smooth boundary.
B3ca-24 to 29 inches; pale brown (10YR 6/3)
clay loam, brown (10YR 5/3) moist;
weak medium subangular blocky struc-
ture; very hard, firm, very plastic; few
thin patchy films. on ped faces; visible
calcium carbonate occurring as small
nodules; calcareous; moderately alka-
line; gradual smooth boundary.
Clca-29 to 47 inches; light yellowish brown
(10YR 6/4) clay loam, dark yellowish
brown (10YR 4/4) moist; massive; very
hard, firm, sticky and plastic; visible
calcium carbonate occurring as nodules,
thin seams, and streaks; calcareous;
moderately alkaline; gradual smooth
boundary.
C2ca-47 to 60 inches; light yellowish brown
(2.5Y 6/3) clay loam, light olive brown
(2.5Y 5/3) moist; massive; very hard,
firm, sticky and plastic; some visible
calcium carbonate but less than in the
Clca horizon; calcareous; moderately
alkaline.
The A horizon is light clay loam or clay loam 10 to
12 inches thick in cultivated areas. The combined thick-
ness of the A and B horizons ranges from 16 to 40
inches. The 132t horizon is heavy clay loam or light
clay. Depth to calcareous material ranges from 10 to
30 inches. Sand and gravel are below a depth of 40
inches in some profiles. Some profiles have substrata
with a redder hue.
73—Nunn clay loam, 0 to 1 percent slopes. This
level soil is on high terraces and fans. This soil has a
profile similar to the one described as representative of
the series, but the combined thickness of the surface
layer and subsoil is about 35 inches.
Included with this soil in mapping are small areas
of soils that are more sloping. Also included are a few
small areas of Satanta, Fort Collins, and Ulm soils and
a few small areas of soils that have a surface layer and
subsoil of silty clay loam.
Runoff is slow, and the hazard of erosion is slight.
If irrigated, this soil is suited to corn, sugar beets,
beans, barley, wheat, and alfalfa. Under dryland
management it is suited to wheat or barley. It is also
suited to pasture and native grasses. Capability units
IIs-1, irrigated, and IIIo-1, dryland; Clayey Foothill
range site; windbreak suitability group 1.
74—Nunn clay loam, 1 to 3 percent slopes. This
nearly level soil is on high terraces and fans. This soil
has the profile described as representative of the
series.
Included with this soil in mapping are a few small
areas of soils that are more sloping or less sloping and
a few small areas of soils that have a surface layer and
subsoil of silty clay loam. Also included are small areas
of Satanta, Fort Collins, and Ulm soils.
Runoff is slow to medium, the hazard of wind erosion
is slight, and the hazard of water erosion is moderate.
If irrigated, this soil is suited to corn, sugar beets,
beans, barley, alfalfa, and wheat. Under dryland
management it is suited to wheat and barley. It is also
well suited to pasture or native grasses (fig. 10).
Figure 10.—Alfalfa bales on Nunn clay loam, 1 to 3 percent slopes.
LARIMER COUNTY AREA, COLORADO
Capability units IIe-1, irrigated, and IIIe-6, dryland;
Clayey Foothill range site; windbreak suitability group
1 75—Nunn clay loam, 3 to 5 percent slo . This
gently sloping soil is on high terraces and fans. This
soil has a profile similar to the one described as rep-
resentative of the series, but the combined thickness
of the surface layer and subsoil is about 24 inches.
Included with this soil in mapping are small areas
of soils that are more sloping or less sloping and a few
small areas of soils that have a surface layer of light
clay. Also included are a few small areas of Satanta
and Ulm soils.
Runoff is medium. The hazard of water erosion is
moderate, and the hazard of wind erosion is slight.
If irrigated, this soil is suited to barley, alfalfa, and
wheat and, to a lesser extent, corn, sugar beets, and
beans. Under dryland management it is suited to wheat
or barley. It is also well suited to pasture and native
grasses. Capability units IIIe-2, irrigated, and IIIe-7,
dryland; Clayey Foothill range site; windbreak suit-
ability group 1.
76—Nunn clay loam, wet, 1 to 3 percent slopes. This
nearly level, somewhat poorly drained soil is on low
terraces and alluvial fans, commonly adjacent to
drainageways. This soil has a profile similar to the one
described as representative of the series, but a seasonal
high water table is at a depth of 20 to 30 inches during
part of the growing season.
Included with this soil in mapping are a few small
areas of soils that have a strongly alkaline surface
layer and a few small areas of soils that are moderately
well drained. Also included are a few areas of soils
that have a surface layer of loam or clay and a few
areas of soils that are less sloping.
Runoff is slow, and the hazard of erosion is slight.
This soil is suited to pasture and hay. If the water
table is lowered by management practices, corn, sugar
beets, wheat, and barley can be grown. Capability unit
IIIw-1, irrigated; Wet Meadow range site; windbreak
suitability group 5.
Otero Series
The Otero series consists of deep, well drained soils
that formed in alluvium and wind -deposited material.
These soils are on alluvial fans and terraces. Elevation
ranges from 4,800 to 5,600 feet. Slopes are 0 to 15
percent. The native vegetation is mainly blue grama,
needlegrass, bluestems, and some forbs and shrubs.
Mean annual precipitation ranges from 13 to 15 inches,
mean annual air temperature ranges from 480 to 500
F, and the frost -free season ranges from 135 to 150
days.
In a representative profile the surface layer is brown
sandy loam about 4 inches thick. The underlying
material is pale brown sandy loam about 13 inches
thick over light brownish gray sandy loam.
Permeability is rapid, and the available water ca-
pacity is medium. Reaction is mildly alkaline above a
depth of about 4 inches and moderately alkaline below
that depth.
These soils are used mainly for native grasses and
for dryfarmed crops. A few areas are used for ir-
rigated crops.
43
Representative profile of Otero sandy loam in an
area of Otero -Nelson sandy loams, 3 to 25 percent
slopes, in native grass, about 300 feet south and 1,420
feet west of the northeast corner of sec. 11, T. 10 N.,
R. 68 W. :
Al=-O to 4 inches; brown (10YR 5/3) sandy
loam, dark brown (10YR 3/3) moist;
weak very fine granular structure; soft,
very friable; calcareous; mildly alka-
line; clear smooth boundary.
Clca-4 to 17 inches; pale brown (10YR 6/3)
sandy loam, brown. (10YR 5/3) moist;
weak medium and coarse subangular
blocky structure; hard, very friable; cal-
careous; visible calcium carbonate as few
soft spots; moderately alkaline; gradual
smooth boundary.
C2ca-17 to 60 inches; light brownish gray
(10YR 6/2) sandy loam, dark grayish
brown (10YR 4/2) moist; massive; hard,
very friable; calcareous; visible calcium
carbonate as few soft spots; moderately
alkaline.
The A horizon is sandy loam or fine sandy loam 8 to
12 inches thick in cultivated areas. The C horizon is
sandy loam or fine sandy loam. The soil is generally
calcareous throughout, but the surface layer is leached
in places. Distribution of lime in the profile is erratic.
Soft sandstone is at a depth of 40 to 60 inches in some
profiles.
77—Otero sandy loam, 0 to 3 percent slopes. This
nearly level soil is on uplands and fans. This soil has a
profile similar to the one described as representative of
the series, but the surface layer is about 10 to 12
inches thick.
Included with this soil in mapping are some small
areas of soils that have a surface layer of loam or fine
sandy loam. Also included are some areas of soils that
are redder and a few small areas of Ascalon, Nelson,
and. Kim soils.
Runoff is slow. The hazard of water erosion is slight,
and the hazard of wind erosion is moderate.
If irrigated, this soil is suited to corn, barley, sugar
beets, wheat, and beans. Under dryland management
it is suited to pasture and native grasses and, to a
lesser extent, wheat and barley. Capability units
IIIe-5, irrigated, and IVe-5, dryland; Sandy Plains
range site; windbreak suitability group 2.
78—Otero sandy loam, 3 to 5 percent slopes. This
gently sloping soil is on uplands and fans. This soil
has a profile similar to the one described as representa-
tive of the series, but the surface layer is about 8
inches thick.
Included with this soil in mapping are a few small
areas of soils that are more sloping or less sloping.
Also included are some small areas of soils in which
sandstone is at a depth of 40 to 60 inches and a few
small areas of Ascalon, Nelson, and Kim soils.
Runoff is medium, and the hazard of erosion is
moderate.
If irrigated, this soil is suited to barley, wheat,
alfalfa, and pasture and, to a lesser extent, corn and
beans. Under dryland management it is well suited to
pasture and native grasses. Capability units Ille-4,
irrigated, and VIe-2, dryland; Sandy Plains range
site; windbreak suitability group 2.
' APPENDIX B
' HYDROLOGIC CALCULATIONS
0
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1
RUNOFF COEFFICIENTS & % IMPERVIOUS
LOCATION: Swallow 8-Plex
PROJECT NO: 9116.06
COMPUTATIONS BY: A. Reed
DATE: 6/4/2002
Recommended Runoff Coefficients from Table 3-3 of City of Fort Collins Design Criteria
Recommended % Impervious from Urban Storm Drainage Criteria Manual
Streets, parking lots (asphalt)
Sidewalks (concrete)
Roofs
Lawns (Flat <2%, sandy soil)
Runoff
%
coefficient
Impervious
C
0.95
100
0.95
96
0.95
90
0.10
0
JR Engineering
2620 E. Prospect Rd., Ste. 190
Fort Collins, CO 8525
SUBBASIN
DESIGNATION
TOTAL
AREA
(ac.)
TOTAL
AREA
(sq.ft)
ROOF
AREA
(sq.ft)
PAVED
AREA
(sq.ft)
SIDEWALK
AREA
(sq.ft)
LANDSCAPE
AREA
(sq.ft)
RUNOFF
COEFF.
(C)
%
Impervious
Existing On -site
H1
0.10
4,197
0
Z540
781
875
0.77
78
H2
O.20
8,612
1
1,192
3,842
Z803
776
0.87
88
H3
0.04
1,654
37
531
614
472
1 0.71
70
Existing Offsite
H-01
0.03
1,204
0
1,204
0
0
0.95
100
H-02
0.03
1,254
0
1,254
0
0
0.95
100
H-03
0.03
1,494
0
1,494
0
0
0.95
100
Proposed On -site
101
0.09
3,881
1,123
0
742
2,016
0.51
44
102
0.20
8,636
821
5,158
754
1,903
0.76
77
103
0.05
1,971
813
264
297
598
0.69
65
Proposed Offsite
'
OS-1
0.08
3,456
0
3,456
0
0
0.95
100
Equations
- Calculated C coefficients & % Impervious are area weighted
C=E(Ci Ai) /At
Ci = runoff coefficient for specific area, Ai
Ai = areas of surface with runoff coefficient of Ci
n = number of different surfaces to consider
At = total area over which C is applicable; the sum of all Ai's
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(7 IU u u
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RATIONAL METHOD PEAK RUNOFF
(City of Fort Collins, 2-Yr Storm)
LOCATION: Swallow 8-Plex
PROJECT NO: 9116.06
COMPUTATIONS BY: A. Reed
DATE: 6/4/2002
2 yr storm, Cf = 1.00
JR Engineering
2620 E. Prospect Rd., Ste. 190
Fort Collins, CO 80525
DIRECT RUNOFF
CARRY OVER
TOTAL
REMARKS
Design
Point
Tributary
Sub -basin
A
(ac)
C Cf
tc
(min)
i
(in/hr)
Q (2)
(cfs)
from
Design
Point
Q (2)
(cfs)
Q(2)tot
(cfs)
Existing
1-11
0.10
0.77
6.8
2.56
0.19
0.19
H2
O.20
0.87
5.0
2.85
0.49
0.49
H3
0.04
0.71
5.2
2.76
0.07
0.07
H-01
0.03
0.95
5.0
2.85
0.07
0.07
H-1
H1+H-01
0.12
0.81
5.8
2.69
0.27
0.27
H-02
0.03
0.95
5.0
2.85
0.08
0.08
H-2
H2+H-02
0.23
0.88
6.0
2.85
0.57
0.57
H-03
0.03
0.95
5.0
2.85
0.09
0.09
H-3
H3+H-03
0.07
0.81
5.0
2.85
0.17
0.17
Proposed
1
101
0.09
1 0.51
5.0
2.85
0.13 1
1
0.13
102
0.20
0.76
5.0
2.85
0.43
0.43
103
0.05
0.69
5.0
2.85
0.09
0.09
OS-1
0.08
0.95
5.0
2.85
0.21
0.21
2
102 + OS-1
0.28
0.82
5.4
2.74
0.62
0.62
3
102+103+OS-1
0.32
0.80
5.0
2.85
0.74
0.74
Q=CfCiA
Q = peak discharge (cfs)
C = runoff coefficient
Cf = frequency adjustment factor
i = rainfall intensity (in/hr) from City of Fort Collins OF curve (4/16/99)
A = drainage area (acres) i = 24.221 / (10+ tc)09
911606now.xls
RATIONAL METHOD PEAK RUNOFF
(City of Fort Collins, 10-Yr Storm)
LOCATION: Swallow 8-Plex
PROJECT NO: 9116.06
COMPUTATIONS BY: A. Reed
DATE: 6/4/2002
10yrstorm, Cf= 1,00
JR Engineering
2620 E. Prospect Rd., Ste. 190
Fort Collins, CO 80525
DIRECT RUNOFF
CARRY OVER
TOTAL
REMARKS
Design
Point
Tributary
Sub -basin
A
(ac)
C Cf
tc
(min)
i
(inthr)
Q (10)
(cfs)
from
Design
Point
Q (10)
(cfs)
Q(10)tot
(cfs)
Existing
H1
0.10
0.77
6.8
4.37
0.33
0.33
H2
O.20
0.87
5.0
4.87
0.84
0.84
H3
0.04
0.71
5.2
4.72
0.13
0.13
H-01
0.03
0.95
5.0
4.87
0.13
0.13
H-1
Hi+H-01
0.12
1 0.81
5.8
4.59
0.46
1
0.46
H-02
0.03
1 0.95
5.0
4.87
0.13
0.13
H-2
1-12+1-1-02
0.23
1 0.88
5.0
4.87
0.97
0.97
H-03
0.03
0.95
5.0
4.87
0.16
0.16
H-3
H3+H-03
0.07
0.81
5.0
4.87
0.29
0.29
Proposed
1
101
0.09
0.51
5.0
4.87
0.22
0.22
102
0.20
0.76
5.0
4.87
0.74
0.74
103
0.05
0.69 1
5.0 1
4.87 1
0.15
0.15
OS-1
0.08
0.95
5.0 1
4.87 1
0.37
0.37
2
102 + OS-1
' 0.28 1
0.82
5.4
4.67
1.1
1.06
3
102+103+OS-1
0.32
0.80
5.0
4.87
1.26
1
1.26
Q=CtCiA
Q = peak discharge (cfs)
C = runoff coefficient
Ct = frequency adjustment factor
i = rainfall intensity (in/hr) from City of Fort Collins OF curve (4/16/99)
A = drainage area (acres) I = 41.44 f (10+ tC)° 7914
9116068ow.xls
RATIONAL METHOD PEAK RUNOFF
(City of Fort Collins, 100-Yr Storm)
LOCATION: Swallow 8-Plex
PROJECT NO: 9116.06
COMPUTATIONS BY: A. Reed
DATE: 6/4/2002
100 yr storm, Cf = 1.25
JR Engineering
2620 E. Prospect Rd., Ste. 190
Fort Collins, CO 80525
DIRECT RUNOFF
CARRY OVER
TOTAL
REMARKS
Des.
Point
Area
Design.
A
(ac)
C Cf
tc
(min)
i
(in/hr)
Q (100)
(cfs)
from
Design
Point
Q (100)
(CIS)
Q(100)tot
(cfs)
Existing
HI
0.10
0.97
5.0
9.95
0.93
0.93
H2
O.20
1.00
5.0
9.95
1.97
1.97
H3
0.04
0.88
5.0
9.95
0.33
0.33
H-01
0.03
1.00
5.0
9.95
0.27
0.27
H-1
H1+H-01
0.12
1.00
5.0
9.95
1.23
1.23
H-02 -
0.03
1.00
5.0
9.95
0.29
0.29
H-2
H2+H-02
0.23
1.00
5.0
9.95
2.25
2.25
H-03
0.03
1.00
5.0
9.95
0.34
0.34
H-3
H3+H-03
0.07
1.00
5.0
9.95
0.72
0.72
Proposed
1
101
0.09
0.64
5.0
9.95
0.56
0.56
102
0.20
0.95
5.0
9.95
1.88
1.88
103
0.05
0.87
5.0
9.95
0.39
0.39
OS-1
0.08
1.00
5.0
9.95
0.79
0.79
2
102 + OS-1
0.28
1.00
5.0
9.95
2.76
2.76
3
102+103+OS-1
0.32
1.00
5.0
9.95
3.21
3.21
Q=CIA
Q = peak discharge (cfs)
C = runoff coefficient
i = rainfall intensity (in/hr) from City of Fort Collins OF curve (4/16/99)
A = drainage area (acres) i = 84.682 / (10+1c)o"15
911606now.xis
I
1
1
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1
APPENDIX C
HYDRAULIC CALCULATIONS
I
Swale Sizing
Worksheet for Triangular Channel
Project Description
Project File
x:\3910000.all\3911606\9116dr.fm2
Worksheet
Side Lot Swale
Flow Element
Triangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient 0.060
Channel Slope' 0.013600 ft/ft
Left Side Slope 4.000000 H : V
Right Side Slope 4.000000 H : V
Discharge 2.00 cfs
Results
Depth
0.62
ft
Flow Area
1.54
ftz
Wetted Perimeter
5.12
ft
Top Width
4.97
ft
Critical Depth
0.43
ft
Critical Slope
0.090847 ft/ft
Velocity
1.30
ft/s
Velocity Head
0.03
ft
Specific Energy
0.65
ft
Froude Number
0.41
Flow is subcritical.
osn 7fo1
03:13,22 PM
Haeslad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.15
Page 1 of 1
Curb Cut
' Worksheet for Rectangular Channel
1
1
Project Description
Project File
x:\3910000.all\3911606\9116dr.fm2
Worksheet
Curb Cut
Flow Element
Rectangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.013
Channel Slope
0.020000 ft/ft
Bottom Width
2.00 ft
Discharge
2.80 cfs
Results
1
Depth
0.25
ft
Flow Area
0.50
ft2
Wetted Perimeter
2.50
ft
Top Width
2.00
ft
Critical Depth
0.39
ft
Critical Slope
0.005231
ft/ft
'
Velocity
5.55
ft/s
Velocity Head
0.48
ft
Specific Energy
0.73
ft
Froude Number
1.95
Flow is supercritical.
I
1
H
1
01 /23/02
09:05:38 AM Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.15
Page 1 of 1
I
APPENDIX D
- WATER QUALITY
1
J
Fi
I
JR Engineering
1
1
1
1
WATER QUALITY CAPTURE VOLUME SUMMARY
FOR EXTENDED DETENTION
PROJECT NAME: Swallow 8-Plex
JR PROJECT NO: 39116.06
COMPUTATIONS BY: A Reed
DATE: 6/4/2002
Guidelines from Urban Strom Drainage Criterial Manual, September 1999
(Referenced figures are attached at the end of this section)
Use 40-hour brim -full volume drain time for extended detention basin
Water quality Capture Volume, WQCV = 1.0 * (0.91 * i3 - 1.19 * iZ + 0.78i)
Design Volume: Vol = WQCV/12 * Area * 1.2
MAJOR
BASIN
Trib.
area
(acres)
Impervious
Ratio, la
% Impervious
I = la/100
WQCV
(watershed inches)
Design
Volume, Vol.
(ac-ft)
POND A
0.20
77
0.77
0.31
0.006
911606wq.XLS,6/3/2002,8:06 AM
Swallow Office Water Quality Pond
Proposed Detention Pond - Stage/Storage
LOCATION:
Swallow 8-Plex
PROJECT NO:
39116.06
COMPUTATIONS BY: A Reed
SUBMITTED BY:
JR ENGINEERING
DATE:
6/4/2002
V = 1 /3 d (A + B + sgrt(A*B))
where V = volume between contours, ft3
d = depth between contours, ft
A = surface area of contour
Swallow Office Water Qualitv Pond
pond inv
top of berm -
Stage
(ft)
Surface
Area
W)
Incremental
Storage
(ft)
Total
Storage
(ft)
Total
Storage
(ac-ft)
5018
0
5018.1
10
0
0
0.000
5018.2
54
3
3
0.000
5018.3
107
8
11
0.000
5018.4
128
12
23
0.001
5018.5
168
15
38
0.001
Required WQCV = 0.006
ac-ft
= 267
ft3
WQCV Provided = 0.001
ac-ft
38
ft3
911606wq.XLS
I
t
Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility
POND A
Project Name:
Swallow 8-Plex
Project Number:
39116.06
Company:
JR Engineering
Designer:
A Reed
Date:
6/4/2002
1. Basin Storage Volume
A) Tributary Area's Imperviousness Ratio (i=ljl00)
' B) Contributing Watershed Area (Area)
C) Water Quality Capture Volume (WQCV)
' (WQCV = 1.0 - (0.91 ' i3 - 1.19 ' i2 + 0.78i) )
D) Design Volume: Vol = WQCV/12Area 1.2
2. Outlet Works
A) Outlet Type (Check One)
' B) Depth at Outlet Above Lowest Perforations (H)
C) Required Maxiumum Outlet Area per Row, (Ao)
' (Figure EDB-3)
D) Perforation Dimensions (enter one only)
i) Circular Perforation Diamter OR
ii) 2" Height Rectangular Perforation Width
1 E) Number of Columns (nc, See Table 6a-1 for Maximum)
F) Actual Design Outlet Area per Row (AJ
G) Number of Rows (nr)
H) Total outlet Area (Ao,)
Note: No trash rack is required for this design.
le =
76.67
%
i =
0.7667
A =
0.20
acres
WQCV =
0.31
watershed inches
Vol. =
0.006
ac-ft
=
266.52
ft3
x Orifice Plate
Perforated Riser Pipe
Other:
H = 0.5 ft
Ao = 0.18 square inches
D =
7116 inches, OR
W =
inches
nc =
1 number
Ao =
0.15 square inches
nr = 6 number
Aot = 0.9 square inches
' Page 1
1
1
1
1
1
1
1
1
i
U
co
W
Lj
r
`O
F—
cc
o �
N Of cn
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I
APPENDIX E
' EROSION CONTROL
1
11
' JR Engineering, Ltd.
2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525
[1
1
RAINFALL PERFORMANCE STANDARD EVALUATION
PROJECT: Swallow 8-Plex STANDARD FORM A
COMPLETED BY: A. Reed DATE: 04-Jan-02
DEVELOPED
ERODIBILITY
Asb
Lsb
Ssb
Ai • Li
At • Si
Lb
Sb
PS
SUBBASIN(s)
ZONE
(AC)
(FT)
(%)
(FT)
(%)
(%)
101
MODERATE
0.09
141
2.7
12.6
0.2
102
MODERATE
0.20
136
1.4
27.0
0.3
103
MODERATE
0.05
92
2.3
4.2
0.1
Total
0.29
43.69
0.62
152
2.1
79.2%
Ash = Sub -basin area
Lsb = Sub -basin flow path length
' Ssb = Sub -basin slope
Lb = Average flow path length = sum(Ai Li)/sum(Ai)
Sb = Average slope = sum(Ai Si)/Sum (Ai)
PS is taken from Table 8-a (Table 5.1, Erosion Control Reference Manual) by interpolation.
An Erosion Control Plan will be developed to contain PS% of the rainfall sedimentation
that would normally flow off a bare ground site during a 10-year, or less, precipitation event.
1
r
1
' Erosion.xls
I
JR Engineering
2620 E. Prospect Rd., Ste. 190, Fort Collins, CO 80525
EFFECTIVENESS CALCULATIONS
PROJECT:
SWALLOW 8-PLEX
STANDARD FORM B
COMPLETED BY:
A. Reed
DATE: 04-Jun-02
EROSION CONTROL
C-FACTOR
P-FACTOR
METHOD
VALUE
VALUE
COMMENT
BARE SOIL
1.00
1.00
SMOOTH CONDITION
ROUGHENED GROUND
1.00
0.90
ROADS/WALKS
0.01
1.00
GRAVEL FILTERS
1.00
0.80
PLACED AT INLETS
SILT FENCE
1.00
0.50
SEDIMENT TRAP
1.00
0.50
STRAW MULCH (S = 1-5%)
0.06
1.00
FROM TABLE 8B
STRAW BARRIERS
1.00
0.80
EFF = (1-C*P)*100
MAJOR
SUB
BASIN AREA
EROSION CONTROL METHODS
BASIN
BASIN
(Ac)
101
0.09
ROADS/WALKS
0.02 Ac.
ROUGHENED GR.
0.03 Ac.
STRAW/MULCH
0.05 Ac.
GRAVEL FILTER
NET C-FACTOR
0.32
NET P-FACTOR
0.49
EFF = (1-C*P)*100 =
84.3%
102
0.20
ROADS/WALKS
0.14 Ac.
ROUGHENED OR.
0.02 Ac.
STRAW/MULCH
0.04 Ac.
GRAVEL FILTER
NET C-FACTOR
0.12
NET P-FACTOR
0.40
EFF = (1-C*P)*100 =
95.4%
103
0.05
ROADS/WALKS
0.01 Ac.
ROUGHENED GR.
0.02 Ac.
STRAW/MULCH
0.01 Ac.
GRAVEL FILTER
NET C-FACTOR
0.43
NET P-FACTOR
0.48
EFF = (1-C*P)* 100 =
79.2%
TOTAL AREA = 0.33 ac
TOTAL EFF = 90.3% ( E (basin area * eff) / total area
REQUIRED PS = 79.2%
Since 90.3% > 79.2%, the proposed plan is o.k.
911606er.xls
PAGE 23
I O
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1 C
1
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I CC d co d d d d co co co
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1 coM Cli m m 01 CLmcolm C\ (7)COC
1
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rcccccc cIn Ln tr 1
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1 Ln NLn,- W CiO G.--I .--i r-IN N N NN M M M M M c-c ,Cl- cf c
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t\ n I I f f fl, f Il- r" r.- co co co d CO co CO CO al d d d co d co 1
1 O 1
1
1
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1
1 N 1
cY LD n^ n r\ co co M co co CO co co co co CO co co co co co CO CO cod I
1 i
I I
nr\ nn r\ f\ r.- nn r\ n n r-Ifl, nt\nnnr�
I Ln 1
1
m40 cLD r, co core r\^LD LD tO Ln ccMMNN CI to c.r IT LD 1
1
I O I
1
CDN N N N N LV N N N N N N N N N N N N N .--I .-•� .--I ,--I O O I
1 1
rl f\nIll nn r-_ I,- t\n nnnnr, nnnl-fl, rl- f-_I%-1. 1
'
1 = 1
1 3 H I
I O C7 F- I
1
O O O O O O C O O O O O C O 0 0 6 0 0 0 0 0 0 0 0 0
O O O O O O O O O O O O O O O O O O O O O O C O 0 0
1 JZLL 1
1 Li. W �. 1
1
NM -Ln tO f`M CnO.-I N M c Ln LO 1- COC) CD Ln CD Ln C Ln CD
c LO r
C-�
`1
' TABLE 5.1
t
CONSTRUCTION SEQUENCE
STANDARD FORM C
PROJECT: Swallow 8-Plex
COMPLETED BY: A. Reed DATE: 04-Jun-02
Indicate by use of a bar line or symbols when erosion control measures will be installed. Major modifications to an
approved schedule may require submitting a new schedule for approval by the City Engineer.
MONTH
1
2
1 3
1 4
1 5
1 6
1 7
1 8
1 9
1 10
11
12
Demolition
Grading
Wind Erosion Control:
Soil Roughing
Perimeter Barrier
Additional Barriers
Vegetative Methods
Soil Sealant
Other
Rainfall Erosion Control
Structural:
Sediment Trap/Basin
Inlet Filters
Straw Barriers
Silt Fence Barriers
W
ELM
Sand Bags
Bare Soil Preparation
Contour Furrows
Terracing
Asphalt/Concrete Paving
Other
Vegetative:
Permanent Seed Planting
Mulching/Sealant
Temporary Seed Planting
Sod Installation
Nettings/MaL%tBlankets
Other
BUILDING CONSTRUCTION
-f*ffi
STRUCTURES: INSTALLED BY: CONTRACTOR MAINTAINED BY: DEVELOPER
VEGETATION/MULCHING CONTRACTOR: TO BE DETERMINED BY BID
DATE SUBMITTED: APPROVED BY CITY ON:
911606er.xis,6/3/2002
1
1
1
t
1
SWALLOW 8-PLEX
EROSION CONTROL COST ESTIMATE
JOB NO. 9116.06
EROSION CONTROL MEASTTRF.S
COMPLETED BY: A. Reed
ITEM
DESCRIPTION
UNITS
UNIT COST
UANTITY
I TOTAL COST
1
TEMPORARY SEED & MULCH
ACRE
$ 655.00
0.10
$ 67.92
2
SILT FENCE
LF
$ 3.00
299
$ 897.00
3
GRAVEL CONSTRUCTION ENTRANCE
EACH
$ 500.00
1
$ 500.00
4
INLET PROTECTION
EACH
$ 250.00
0
$ -
5
STRAW BALES
LF
$ 3.25
1
$ 3.25
6
SEDIMENT TRAP
EACH
$ 500.00
0
$ -
COST $ 1,468.17
CITY RESEEDING COST FOR TOTA1. STTF. A R F A
ITEM
DESCRIPTION
UNITS
I UNIT COST
lQUANTITY
I TOTAL COST
1
IRESEEDMULCH
ACRE
$ 655.00
0.3
$ 217.86
COST $ 217.86
SECURITY DEPOSIT $ 1,468.17
REQUIRED EROSION CONTROL SECURITY DEPOSIT WITH FACTOR OF 150% $ 2,202.25
WALLOW ROAD
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