HomeMy WebLinkAboutDrainage Reports - 09/09/2013AMENDMENT NO. 1 to the
FINAL DRAINAGE AND EROSION CONTROL REPORT
Evergreen Park Fourth Filing
Kaufman & Robinson, Inc.
Fort Collins,_ Colorado
Prepared for:
Basis Architecture, PC
1692 Big Thompson Avenue, Suite 100
Estes Park, Colorado 80517
Phone: 970.586.9140
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Prepared by:
Troy W. Campbell, PE
Ridgeline Consultants, Inc.
16911 Potts Place
Mead, Colorado 80542
Phone: 970.217.9148
RCI Project Number: 0114-1
06-September-2013
16911 Potts Place p7>t1rF* T*Tl�
Mead, CO 80542 RwIDGELINE
' 970.217.9148 Consultants, Inc.
' September 6, 2013
Mr. Glen Schlueter
City of Fort Collins
' Stormwater Utility
700 Wood Street
Fort Collins, CO 80521
' RE: Amendment No. 1 to the Final Drainage and Erosion Control Report for Evergreen Park Fourth
' Filing- Kaufman & Robinson, Inc., Fort Collins, Colorado
Dear Mr. Schlueter:
' We are pleased to present this Amendment No. 1 to the Final Drainage and Erosion Control Report for
Evergreen Park Fourth Filing - Kaufman & Robinson, Inc., for your review and approval. This Amendment
' has been prepared in accordance with the City of Fort Collins Storm Drainage Design Criteria (Revised
January 1997).
' The proposed project consists of the following:
• Building addition; and,
• Parking area expansion south of the building.
A possible future phase of development may include:
• Parking area expansion on the west side of the site; and,
• One (])building.
We look forward to your favorable review of this project and Amendment. Please do not hesitate to contact
us if you have any questions.
Sincerely,
Ridgeline Consultants, In
Troy W. Campbell, PE
' Project Manager
RIVULILLOCL
Consultants, Inc.
Amendment No. 1 to the Final Drainage and Erosion Control Report
' Evergreen Park Fourth Filing - Kaufman & Robinson, Inc.
September 6, 2013 Page 2
I. GENERAL LOCATION AND DESCRIPTION
A. Site Location:
The proposed development is located in the northwest quarter of Section 1, Township 7
North, Range 69 West, of the 6 h Principal Meridian, City of Fort Collins, County of
' Larimer, State of Colorado. Furthermore, the site is further described as Evergreen Park,
Fourth Filing, which is north of Conifer Street, south of Willox Lane and east of College
Avenue. More particularly, the proposed site is located at the northeast corner of the
intersection of Blue Spruce Drive and Red Cedar Circle.
B. Site Description:
The entire Kaufman & Robinson, Inc. site consists of approximately 1.75 acres and contains
' one (1) building, landscaping, sidewalks and associated parking and drive areas and an
existing detention pond. The existing on -site slopes range from approximately 0.5% to 2%.
Existing ground cover on the lot consists of the above items as well as moderate vegetation,
including weeds and grasses.
According to the SCS soils map, the native soil in this area is Nunn Clay Loam. Nunn Clay
Loam is a Type C soil and according to the SCS, this soil type is classified as well -drained.
A Refer to the approved Final Drainage and Erosion Control Report - Evergreen Park Fourth
Filing, dated March 23, 2010 for additional information.
Existing drainage facilities near and adjacent to the site include the existing onsite detention
pond (Pond A) as well as concrete curb & gutter, concrete pan and swales. Furthermore, the
' adjacent property to the north contains an existing detention pond on the east side of that
site. This pond was constructed as part of the improvements for Lots 1 &2, Block 5, Replat
(No. 1) of Evergreen Park.
' The existing Evergreen West pond is located east of the proposed site. The existing high
water elevation for this pond is approximately 4962.5.
' C. Proposed Project Description:
' The proposed Kaufman & Robinson, Inc. Shop Addition development will consist of a
building addition, landscaping, and associated parking and drive areas. A future phase of
construction may consist of one (1) building and associated parking and drive areas. The
' detention pond has been redesigned based on these two phases of development.
The lots immediately to the north and south have been developed. Each site consists of
multiple buildings, landscaping, sidewalks and associated parking and drive areas.
AUJIbULENE
Consultants, Inc.
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' Amendment No. 1 to the Final Drainage and Erosion Control Report
Evergreen Park Fourth Filing - Kaufrnan & Robinson, Inc.
September 6.2013 Paee 3
' D. Flood Hazard and Relevant Drainage Studies:
' The proposed site is not located within a FEMA delineated floodplain. The site was
removed from the floodplain with the Dry Creek Diversion project improvements.
Relevant drainage studies for this area include:
• Greenbriar-Evergreen Master Drainage Plan, prepared by Engineering
Professionals, Inc.
' • Final Drainage and Erosion Control Report for Lots 1 & 2, Block 5, Replat (No. 1)
of Evergreen Park, dated January 1999, prepared by Shear Engineering Corporation.
• Final Drainage and Erosion Control Report - Evergreen Park Fourth Filing, dated
' March 23, 2010, prepared by Ridgeline Consultants, Inc.
II. HISTORIC DRAINAGE SYSTEM
tA. Major Basin:
' This site is located within the Dry Creek Drainage Basin as shown on the City of Fort
Collins Drainage Basin Master Plan, approved by the City Council in June 2004.
Furthermore, this area has been analyzed in the reports listed in I.D. above. The basis for
the drainage design is the City of Fort Collins Drainage Basin Master Plan conclusions and
recommendations.
B. Sub -basin and Site Drainage:
The runoff from this site currently flows generally from the west/northwest portion of the
site to the eastern side of the site to the existing detention pond (Pond A). The detained
' runoff from this site currently drains into the existing Evergreen West pond, located east of
the site.
' Virtually no off -site runoff enters the proposed site. The lots to the north and south have
existing development and conveyances for their site runoff.
The drainage patterns proposed with the development of the Kaufman & Robinson Shop
Addition and future building are generally consistent with the drainage patterns described in
previous studies for the proposed site.
AU V OL.',LIUN E
Consultants, Inc.
Amendment No. 1 to the Final Drainage and Erosion Control Report
Evergreen Park Fourth Filing - Kaufman & Robinson, Inc.
September 6. 2013
III. PROPOSED (DEVELOPED) DRAINAGE SYSTEM
A. Criteria:
Drainage design is in accordance with the City of Fort Collins Storm Drainage Design
Criteria as well as the Urban Drainage and Flood Control District Criteria Manual. There
are no deviations from the criteria in this report.
The design storms for this project are the 10-year and the 100-year recurrence intervals.
Runoff is calculated using the rational method since all basins are smaller than 160 acres.
The rational method calculations are computed by the following:
Q = CrciA where: Q = Runoff in cubic feet per second
Cf = Rational Method frequency adjustment factor
c = Calculated runoff coefficient for design event
i = Storm intensity in inches/hour
A = Basin area in acres
Cfis 1.0 for the 10-year storm and 1.25 for the 100-year storm. Furthermore, the product of
c times Cfshall not exceed 1.0.
Hydrological calculations have been prepared in accordance with the City of Fort Collins
Storm Drainage Design Criteria as well as the Urban Drainage and Flood Control District
Criteria Manual.
B. Runoff:
This proposed development is part of the Evergreen Park development. The approved.
Evergreen Park Drainage Plan & Report, dated June 11, 1973, prepared by VTN Colorado
as well as the Final Drainage and Erosion Control Report for Lots I & 2, Block 5, Replat
(No. 1) of Evergreen Park, dated January 1999, prepared by Shear Engineering Corporation,
have been reviewed as part of the analysis of the drainage for this site and the
recommendations have been incorporated where feasible.
Runoff calculations for this site have been completed in accordance with the City of Fort
Collins criteria and are included in the Appendix of this Amendment. Runoff will be
conveyed via sheet flow, concrete pan, curb & gutter and grass swale to the existing
detention pond (Pond A).
The runoff for the site was determined using the rational method, as detailed above. The
entire site will have three (3) drainage basins and zero (0) off -site basins. The basins have
been revised to direct runoff to the existing detention pond and to limit site disturbance to
the extent practicable.
Consultants, Inc.
Amendment No. 1 to the Final Drainage and Erosion Control Report
Evergreen Park Fourth Filing - Kaufman & Robinson, Inc.
September 6, 2013 Page 5
' Basin A: This basin is located in the northwest/central portion of the site. Basin A includes
the existing building, sidewalks, parking, access roadway, future parking and landscaping.
Runoff from this basin will be conveyed to the existing detention pond (Pond A) via curb &
' gutter, concrete pan, sheet flow and a proposed grass swale.
Basin B: This basin is located along the northern property line of the site. Basin B includes
' a concrete pan and landscape area and drains to the existing detention pond (Pond A).
Runoff will be conveyed via the concrete pan. This basin has not been revised with this
Amendment.
' Basin C: This basin is located in the southern/eastern part of the site and contains more than
half of the site area. Basin C includes the proposed building addition, future building,
existing Pond A, landscaping and undisturbed area. This basin has been designed to drain to
the detention pond via sheet flow and grass swale.
The following table shows the expected runoff from the proposed basins, based on the
current site layout.
Table 1: Runoff Summary
Basin ID
Area ac.
Q10 cfs
Qtao cfs
A
0.71
2.98
7.07
B
0.08
0.09
0.24
C
0.95
1.51
3.85
C. Detention:
Detention for this site will be provided in existing Pond A, which is located on the eastern
portion of the site. The detention pond was designed to have a maximum release rate of
0.35 cfs. The pond has been redesigned to provide 0.35 ac-ft of storage (including WQCV).
The release rate is based on 0.2 cfs/acre, as allowed in the Dry Creek Basin. The release
from the pond will be controlled by an existing outlet structure and have a single -stage
release (100-year). The outlet structure is not being modified with this development.
The volume of Pond A is based on the 2-hour, 100-year design storm. The existing invert of
the pond is 4966.44 and the 100-year water surface elevation will be 4967.78, based on
existing elevations. Furthermore, the detention pond will have approximately 1 foot of
freeboard and an emergency overflow spillway.
The pond will release into the existing Evergreen West pond, which has an existing high
water elevation of 4962.5. The 100-year water surface elevation of the Evergreen West
pond is 4965.2 and the maximum water surface elevation is 4966.0. Refer to "Detention
Calculations" (Section C) for additional information.
1XILVLLi14L
Consultants, hic.
' Amendment No. 1 to the Final Drainage and Erosion Control Report
Evergreen Park Fourth Filing - Kaufman & Robinson, Inc.
September 6, 2013 Page 6
D. Open Channel Flow:
Concrete pans (2') are proposed in the bottom of the existing detention pond. Furthermore,
' a temporary grass -lined swale with minimum 4:1 slopes is proposed south of the parking
area to convey runoff to the existing detention pond. These conveyances will see relatively
low to moderate flows and drain to existing and proposed storm drainage improvements.
' E. Inlets:
There are no storm drainage inlets proposed with the improvements on this site. A future
' inlet structure will be installed with the development of the future building in the southern
portion of the site.
F. Storm Sewer:
The proposed on -site storm sewer consists of an 18" RCP that will be utilized with the
development of the future building in the southern portion of the site. The existing pond
outlet pipe is a 12" ADS. The invert out of the pipe has a flared -end section and a riprap pad
to control velocity as the storm water flows to the Evergreen West pond.
IV. STORMWATER QUALITY AND SEDIMENT/EROSION CONTROL
A. Stormwater Quality:
The existing detention pond contains a stormwater quality component as part of the facility.
The detention pond design and volume will include 0.029 ac-ft of water quality capture
' volume. The release from the outlet structure will be controlled by an existing water quality
plate and orifice plate.
A temporary grass -lined swale is proposed in the middle portion of the site. This Swale has
been sized to accept the 100-year flow from Basin A. This Swale has been designed to have
4:1 side slopes and should provide a level of water quality for runoff from the parking and
drive areas that flow to Pond A.
B. Sediment/Erosion Control:
' The site grading for the proposed project will occur during the initial phase of construction.
Several sediment and erosion control measures will be incorporated into this initial phase of
construction. The initial sediment and erosion control measures to be installed shall include
silt fence along the southern property line, as well as vehicle tracking control to the south of
the site entrance.
Furthermore, additional measures for sediment and erosion control shall consist of providing
straw wattles at low points in the curb & gutter as well as wattle dikes in the proposed grass -
lined swale. Also, there is an area near the west property line designated for a concrete
washout area.
ii1L V LLIN L
Consultants, Inc.
Amendment No. 1 to the Final Drainage and Erosion Control Report
' Evergreen Park Fourth Filing - Kaufman & Robinson, Inc.
September 6, 2013 Page 7
Additionally, any area that has been disturbed by construction activities and left exposed for
'
more than thirty (30) days, shall receive drilled seeding and straw mulch at 2 tons/acre, until
permanent landscaping or ground cover has been provided.
All stormwater quality and sediment/erosion control measures shall be regularly inspected
and maintained during and after the completion of construction for the site. Furthermore,
sufficient care shall be taken by the contractor with materials handling and storage.
'
The proposed measures for sediment and erosion control shall be updated as necessary
during construction, and as warranted by site conditions.
'
Analysis
The entire Kaufman & Robinson site contains approximately 1.7 acres and contains an
existing building, parking area, landscaping and detention pond. Of the entire 1.7 acre site,
'
roughly 1.1 acres (65%) are either landscaping or existing vegetation (including the
detention pond). Rainfall erosion on -site is controlled by the existing improvements
including the existing building, asphalt, curb and gutter and landscaping. There is an
'
existing grass swale with a relatively gentle slope that helps to slow down and control runoff
on -site. The site also contains an existing water quality control structure that helps to
minimize sediment transport off -site. There are no non -vegetated areas that flow off -site.
As shown on the Sediment/Erosion Control Plan, the approximate areas of disturbance are
'
as follows:
Phase II: 21,500 sf
'
Phase III: 5,200 sf
Phase IV: 8,000 sf
'
Areas of disturbance to be reseeded are expected to achieve minimum 70% vegetation
coverage.
'
The closest receiving water is the existing Evergreen West pond, located to the east of the
site. The travel distance from the existing detention pond outlet structure to Evergreen West
pond is approximately 25 feet.
The proposed temporary and permanent erosion control should provide adequate mitigation
measures for the site. The erosion control effectiveness calculations are included in the
Appendix. The wattle filters and dikes will help control sediment transport during
'
construction. Also, upon final surface stabilization, sediment transport should be minimal,
due to the on -site improvements and vegetation. The gentle swale slopes will aid in
reducing sediment transport as well.
'
SWMP Administrator
The SWMP Administrator for this project is:
'
John Baker
Brinkman Construction
3003 East Harmony Road, Suite 300
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Constrdtants, Inc.
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Amendment No. 1 to the Final Drainage and Erosion Control Report
Evergreen Park Fourth Filing - Kaufman & Robinson, Inc.
September 6, 2013 Page 8
Fort Collins, CO 800528
Phone: 970.267.0954
Fax: 970.206.1011
Potential Pollutant Sources
Disturbed and Stored soils: The areas of disturbance are provided above. The stockpile for
Phases II and III will be south of the existing parking area. The stockpile area for Phase IV
is expected to be to the south of the future Phase III parking area. Each stockpile area shall
have silt fence around the perimeter, in order to control erosion and sediment transport.
Vehicle Tracking of Sediment: In addition to the vehicle tracking pad shown on the
Sediment/Erosion Control Plan, wattle filters are proposed for the east gutter of Blue Spruce
Drive. The wattle filters shall be placed south of the existing entrance to the property corner
to the south. Also, in order to control sediment, the existing asphalt to the south of the
existing building shall be swept on a regular basis.
Management of Contaminated Soils: Contaminated soils are not expected to be encountered
during this development since the proposed building addition will be in an area that is
roughly set to grade. The other areas of disturbance have been disturbed previously with
Phase I construction. If contaminated soils are encountered, these soils shall be placed in a
separate stockpile, surrounded by silt fence and disposed of properly off -site.
Loading and Unloading Operations: The only point of entry and exit for any vehicles
requiring access to non -paved areas of the site will be through the tracking pad as shown on
the Sediment/Erosion Control Plan. Vehicle.access to the site will be limited to equipment,
deliveries and contractor vehicles. All construction trades and supervisors will be directed to
find parking along Blue Spruce Ave. Should the site become overly saturated deliveries will
be coordinated with the owner's schedule and offloaded in the drive to the south of the
existing structure. This will also be the preferred method of offload during times when
saturation is not a concern and the owner's schedule will allow.
Outdoor Storage Activities: Outdoor storage of materials will primarily consist of rebar,
structural steel, metal building panels, concrete formwork, underground MEP systems and
minimal amounts of site drainage systems prior to installation. These items will be kept on
dunnage to the south side of the project site. Once the building shell has been erected and
dried -in storage of materials will be moved indoors.
Vehicle and Equipment Maintenance and Fueling: All vehicles to be used onsite will be
regularly inspected for any type of leaking fluid. Should repairs or fueling be required onsite
the procedure will be completed at a designated fueling station along the south side of the
site. This station will be constructed with a berm along the perimeter of three sides with the
high -side grade being used for path of entry. This station will also be located close to the
onsite construction trailer where cardboard will be available to cover the ground during
fueling or repair to absorb small leaks and absorptive materials will be stored for fast
response should a spill occur.
t iilLtC],FLiA� L
Consultants, Inc.
' Amendment No. 1 to the Final Drainage and Erosion Control Report
Evergreen Park Fourth Filing - Kaufman & Robinson, Inc.
September 6, 2013 Page 9
' Dust or Particulate Generating Processes: It is expected that a normal amount of dust and/or
particulates will be generated during the on -site construction. Equipment appropriate for
this size of project shall be utilized so that excessive dust and particulates are not generated.
t Also, construction activities shall be suspended if weather conditions are not conducive for
grading or soil disturbing activities.
Routine Maintenance Activities: Any routine maintenance to vehicles will be completed in
the method described in "Vehicle and Equipment Maintenance and Fueling". The owner
does not currently utilize fertilizer or pesticides on the project site as it is currently covered
with native grasses. This will not change during the course of construction.
On -Site Waste Management: This project will utilize concrete, metal and co -mingled
recycling dumpsters as well as a standard trash roll -off bin. All materials to be discarded
shall be placed in appropriate dumpsters on a daily basis. The contractor shall not allow any
waste pile to accumulate on site. These binds will be located to the south of the future
' building near to the property line, not within 50 feet of an existing inlet. Frequent and
regular checks around the site will be made to discard waste.
' Concrete Truck Washing: Refer to the Erosion/Sediment Control Plan for the location of
the concrete washout area (and sign). The washout area shall be located near the existing
entrance and is not within 50 feet of an existing inlet.
' Dedicated Asphalt and Concrete Batch Plants: Not applicable.
Non -Industrial Waste Sources: Worker trash shall be placed in the co -mingled recycling
container, trash roll -off or trash cans inside of the onsite construction trailer (located in the
south middle portion of the site). Water closets shall be placed to the east of the construction
' trailer. The water closets will not encroach upon the 50 foot limit to existing storm inlets.
Establishment of Ve etg ation
' According to the SCS, the existing soil on -site is Nunn Clay Loam. Refer to the Appendix
for additional information. The seed mix for disturbed areas shall match the existing
vegetation on -site. If the existing vegetation cannot be matched, the seed mix for the site
' shall be according to the City of Fort Collins Storm Drainage Design Criteria and
Construction Standards Table 7.1, included in the appendix.
Soil amendments shall be applied as outlined in the Fort Collins Municipal Code, Sections
12-130 thru 12-132
Any area that has been disturbed by construction activities and left exposed for more than
thirty (30) days, shall receive drilled seeding and straw mulch at 2 tons/acre, until permanent
landscaping or ground cover has been provided.
' On -site mulching shall be in accordance with Fort Collins Amendments to the Urban
Drainage and Flood Control District Criteria Manual, Section 4.5.
ID1LViLiaNTL
Consultants, Inc.
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Amendment No. I to the Final Drainage and Erosion Control Report
' Evergreen Park Fourth Filing - Kaufman & Robinson, Inc.
September 6, 2013 Page 10
' V. CONCLUSIONS
'
A. Impact of Improvement:
The drainage design for the Kaufman & Robinson, Inc. Shop Addition, Evergreen Park
Fourth Filing is in general accordance with the City of Fort Collins Storm Drainage Design
'
Criteria and the Urban Drainage and Flood Control District Criteria Manual. The
drainage design also utilizes recommendations from the City of Fort Collins Drainage Basin
'
Master Plan. Furthermore, site disturbance is minimized to the extent practicable.
The runoff from this site will be controlled by existing and proposed storm drainage
facilities and improvements, including the detention pond. The drainage design for this
'
project should not negatively impact adjacent properties or the existing storm drainage
system.
'
B. State Comlliance with Applicable Criteria:
' The Kaufman & Robinson, Inc. Shop Addition, Evergreen Park Fourth Filing drainage
design is in general compliance with the City of Fort Collins criteria. The Urban Drainage
and Flood Control District Criteria Manual has also been utilized in the completion of the
' drainage design for this site.
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Consultants, Inc.
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Amendment No. 1 to the Final Drainage and Erosion Control Report
Evergreen Park Fourth Filing - Kaufman & Robinson, Inc.
September 6, 2013 Page 11
' VI.REFERENCES
' 1. City of Fort Collins Storm Drainage Design Criteria and Construction Standards, revised
January 1997.
' 2. Urban Drainage and Flood Control District, Drainage Criteria Manual Volumes 1 and 2,
prepared by Wright- McLaughlin Engineers, dated March 1969 (updated June 2001), and the
Volume 3 prepared by Wright -McLaughlin Engineers, dated September 1992 and revised July
' 1999.
3. Evergreen Park Drainage Plan & Report, prepared by VTN Colorado, dated June 11, 1973.
' 4. Master Storm Drainage and Detention Plan for Evergreen Park, prepared by Cornell
Consulting Company, no date.
r5. Final Drainage and Erosion Control Report for Lots 1 & 2, Block S, Replat (No. 1) of
Evergreen Park, prepared by Shear Engineering Corporation, dated January 1999.
' 6. Final Drainage and Erosion Control Report - Evergreen Park Fourth Filing, prepared by
Ridgeline Consultants, Inc., dated March 23, 2010.
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Consultants, Inc.
CONSTRUCTION REFERENCE
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EXISTING CURBI& // / / // / // // / / 1-1-71,
r GUTTER (CATCH) i I I 11 EXISTING yI .I
'- h ' III SIDEWALK EXISTING / EXISTING f
I , 1 ! j I1I - • j i EXISTING LOT 5, BLOCK 5, REPLAT (NO. 1) BUILDING / / BUILDING / i _ ;
EXISTING CURB & DEVELOPMENT (/ OF EVERGREEN PARK
GUTTER (CATCH) I%
EXISTIN
BASIN
LEGENDOFSYMBOLS
!
VKK x WATER LINES �--
-�- p`
SANITARY SEWER -�v-ss
0.56 0.64
NOTES:
Wtpe_�
AREA AG.
ELECTRIC Nuw_
1. THE TOP OF FOUNDA7701V ELEVATION SHOWN /S THE MINIMUM
°" •KK.:,
ELEVA/TON REQUIRED FOR PROTECTION FROM THE 100--YEAR STORM.
GAS
DESIGN POINT t
OVERHEAD mr .wool=°'o--c;x
--
2. REFER TO THE NOTES ON SHEET C-02. CONSTRUCTION SHALL BE
IN ACCORDANCE I47H ALL CITY OF FORT CQLUNS. STATE AND
*u
Axxus
FEDERAL STANDARDS AND REGULA77ONS
TELEPHONE
FUTURE ASPHALT
(PHASE III)
J. CONTRACTOR SHALL VERIFY LOCA77ONS OF EXIS77NG UTILITIES
STORM DRAIN
PROPCONCRETE
PR/OR TO CONSTRUCTION.
(PHASE 11)
EXISTING ASPHALT -
EXISTING CONTOURS (1') 4811
EXISTING CONCRETE
PROPOSED CONTOURS (l')�
�� 4900
BASIN RUNOFF SUMMARY
PI
DIRECT CUMULATIVE DETAINED
BASIN DESIGN AREA
ID PT (cc)
Q.
(cf.)
Q.
WO
Q. Q.
(cfs) (cfs)
ONSITE
(y/n) DESCRIPTION
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
@
WWW
Q
A 1 0.71 2.98 7.07 - - y BASIN A 70 PROPOSED SWALE
B 2 0.08 0.09 0.24 - - y BASIN B TO DETENTION POND
�.�
C O 0.95
1.51
0.85
- -
y BASIN C TO DETENTION POND
'� -`-v
Amq, IRO'
Onm /MC
'
• •.mrtw Rhin -hlr
Ofa1B
Mores
1
I
aAnaa n.TMiwrMt
DETENTION SUMMARY
uwn �.'1e-
0aM SF17F1NE4 4 .T/IJ/J
BASIN
ro
Po"o AREA
- («)
PoND V
my f-V A) ar (.V 4) E1tS oc
•aom n
,.6iD ND O/Ihl
"'�A
".0 A 1.70 4989.H 0.029 4966A6 O.JS 496).)6 0.]S
0- 0114.I
SHEET
•.
'
F'tAN.c
DE1EN11M POND A
��
100-M MEOW (Ci5)
9.46
m
C-05
�-
oo-YR aut7low (cFs) Das
OF 8 8HEET8
I
I
I
1
Hydrologic Calculations
I
.1
L
I
I
I
' RIIDGELINE
Consultants, Inc.
Runoff Coeffecients
'
Sub -Basins
Project:
Location:
Kaufman & Robinson, Inc. Shop Addit
Blue Spruce Drive/Red Cedar Circle
T)W
y ,� s
■ ■ ■ - W
y
el NT I+
1�1L V A .EJU
r L
Fort Collins, Colorado
Cartsultnnfs, III(
Project Number:
0114
Date:
May-13
All calculations presented are based upon
the criteria set forth in the
City
of Fort Collins Storm Drainage Design Criteria and Construction Standards
May 1984 (Revised March 1991 & January 1997)
Basin A
(ac)
(sq.ft)
_ (%)
Design Point
Surface Improvement
Area
Area
C I
Comments
1
% of site area
'
Lawns, Sandy soil (flat <2%)
0.09
3905.9
0.20 0.00
12.6%
Curb & gutter and walks
0.11
4674.0
0.95 96.00
15.1%
Paved Parking & Drives
0.30
12869.2
0.95 100.00
41.6%
Roofs
0.22
9500.0
0.95 90.00
30.7%
'
Avg.
0.86 83.71
100.0%
Total Area
0.71
0.86 83.71
'
Basin B
(ac)
(sq.ft)
(%)
Design Point
Surface Improvement
Area
Area
C I
Comments
2
% of site area
'
Lawns, Sandy soil (flat <2%)
0.07
3119.6
0.20 0.00
88.1%
Curb & gutter and walks
0.01
421.8
0.95 96.00
11.9%
Paved Parking & Drives
0.00
0.0
0.95 100.00
0.0%
Roofs
0.00
0.0
0.95 90.00
0.0%
'
Avg.
0.29 11.43
100.0%
Total Area
0.08
0.29 11.43
'
Basin C
(ac)
(sq.ft)
(%)
Design Point
Surface Improvement
Area
Area
C I
Comments
3
% of site area
'
Lawns, Sandy soil (flat <2%)
0.63
27461.0
0.20 0.00
66.0%
Curb & gutter and walks
0.00
0.0
0.95 96.00
0.0%
Paved Parking & Drives
0.00
0.0
0.95 100.00
0.0%
Roofs
0.32
14126.9
0.95 90.00
34.0%
Avg.
0.45 30.57
100.0%
Total Area
0.95
0.45 30.57
Overall Site
(ac)
(sq.ft)
(%)
Design Point
Surface Improvement
Area
Area
C I
Comments
3
% of site area
'
Lawns, Sandy soil (flat <2%)
0.79
34486.5
0.20 0.00
45.3%
Curb & gutter and walks
0.12
5095.8
0.95 96.00_
6.7%
Paved Parking & Drives
0.30
12869.2
0.95 100.00
16.9%
Roofs
0.54
23626.9
0.95 90.00
31.1%
Avg.
0.61 51.30
100.0%
Total Area
F 1-75-1
0.61 51.30
A-1
PH2O114 runoff coeffAs\Sub-Basins 5/26/2013
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A-3
Project: Kaufman & Robinson, Inc. Shop Addition
Location: Blue Spruce Drive/Red Cedar Circle
Fort Collins, Colorado
Project Number: 0114
Date: May-13
Rational Method: Q = CICIA Q: Q: Runoff in cfs (peak)
10-YEAR
Rational Method
Direct Runoff- 10-YR
A-4
1x11L�ViLl,i�rE
Consultants, hxc.
C: C: Runoff Coefficient
Cr: Cr. Frequency Adjustment Factor
I: L Rainfall Intensity (in/hr) for design event
A: A: Basin Area (acres)
Design Point Basin ID
Area
C
CtC
tc
I
Qto
1 A
0.71
0.86
0.86
5.0
4.90
2.98 4.2 cfs/acre
2 B
0.08
0.29
0.29
9.1
3.92
0.09 1.1 cfs/acre
3 C
0.95
0.45
0.45
12.2
3.48
1.51 1.6 cfs/acre
FAItidgeline\Projects\0114\Phme 2\Ph20114 rational.xls
526/2013
Project: Kaufman & Robinson, Inc. Shop Addition
Location: Blue Spruce Drive/Red Cedar Circle
Fort Collins, Colorado
Project Number: 0114
Date: May-13
Rational Method: Q = CtCIA Q: Q: Runoff in cfs (peak)
C: C: Runoff Coefficient
Cf: Cf. Frequency Adjustment Factor
I: I: Rainfall Intensity (in/hr) for design event
A: A: Basin Area (acres)
100-YEAR
Rational Method
Direct Runoff - 100-YR
A-5
Consultants, Inc.
Design Point
Basin ID
Area
C
CtC
t.
I
Q100
A
0.71
0.86
1.00
5.0
9.95
7.07
10.0
cfs/acre
2
B
0.08
0.29
0.36
8.5
8.20
0.24
3.0
cfs/acre
3
C
0.95
0.45
0.57
12.2
7.10
3.85
4.0
cfs/acre
3
ALL
1.75
0.61
0.76
12.2
7.10
9.46
5.4
cfs/acre
F:\Ridgeline\Prcjmts\0114\Phase 2\Ph20114 nuional.As 526/2013
Hydraulic Calculations
RID vELiNE
Consultants, Inc.
'
B-1
Worksheet for Shop Addition Grass -Lined Swale - 100-YR
Project Description
Friction Method
Manning Formula
Solve For
Normal Depth
input Data
;
Roughness Coefficient
0.030
Channel Slope
2.00
%
Left Side Slope
4.00
tuft (H:V)
' Right Side Slope
4.00
tuft (H:V)
Discharge
7.07
ft3/s
Results
Normal Depth
0.71
ft
Flow Area
2.04
ft'
' Wetted Perimeter
5.90
It
Top Width
5.72
It
Critical Depth
0.72
ft
Critical Slope
0.01919
ft/ft
Velocity
3.46
ft/s
Velocity Head
0.19
ft
' Specific Energy
0.90
ft
Froude Number
1.02
Flow Type
Supercritical
'
GVF Input Data
77
' Downstream Depth
Length
Number Of Steps
0.00
0.00
0
ft
ft
GVF Output Data
-
Upstream Depth
0.00
ft
Profile Description
'
Profile Headloss
0.00
ft
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
ft/s
'
Normal Depth
0.71
ft
Critical Depth
0.72
ft
Channel Slope
2.00
%
Critical Slope
0.01919
ft/ft
Ridgeline Consultants, Inc.
BenUey Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01.066.001
5/26/2013 6:47:13 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-765.1666 Page 1 of 1
JIM
Cross Section for Shop
Addition Grass -Lined Swale 100-YR
!Project Description
Friction Method Manning Formula
Salve For Normal Depth
Input Data
Roughness Coefficient
0.030
Channel Slope
2.00
%
Normal Depth
0.71
ft
Left Side Slope
4.00
ft/ft (H:V)
Right Side Slope
4.00
ft/ft (H:V)
Discharge
7.07
ft3/s
!Cross Section Image
0.71 ft
1
Ridgeline Consultants, Inc.
V:1 N
H: 1
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
5/26/2013 5:49:37 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755.1666 Page 1 of 1
B-3
Scenario: Base
CB-1
Co-1 0-1
Bentley Systems, Inc. Haestad Methods Solution Bentley StormCAD V8i (SEIECTseries 3)
KRi Addition 2013-03.stsw Center [08,11, 03.77]
5/26/2013 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA + 1 -203-755-1666
F-
w
Profile Report
Engineering Profile - Profile - 1 (KRi Addition 2013-03.stsw)
70.00
65.00
-0+50
CB-1
Rim: 69.00 ft
Invert: 67.35 ft
B-4
O-1
Rim: 68.75 ft
rInvert: 66.90 ft
CO-': 90.0 ft CG
05 ft/ft
7inPVC
0+00
Station (ft)
0+50
1+00
Bentley Systems, Inc. Haestad Methods Solution Bentley StormCAD V8i (SELECTseries 3)
KRi Addition 2013-03.stsw Center [08.11.03.77)
5/26/2013 27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA +1-203-755-1666
c
O
m
1I
O
IV
O
u
B-5
Detention Calculations
RIDGELINE
Consultants, lrzC.
100 Year Volume 5/26/2013
C-1
Project:
Location:
Kaufman & Robinson, Inc. Shop Addition
Blue Spruce Drive/Red Cedar Circle
U T r F T T NrY:
1\11L V I L
Fort Collins. Colorado
LL11
Project Num 0 114
Q risultants, Inc.
Date.
May-13
Required detention
11' acre-ft
'C' value
0.61
15157.8 1 0.3480
'C' • 1.25
0.7625
Area
1.75
acres
Release Rate
0.35
DETENTION POND SIZING (IWYear)
TIME
TIME
NTENSIT
Q 100
Runoff
Release
Required
Required
cum
100 year
Volume
Cum total
Detention
Detention
(mans)
(secs)
(n/hr)
(cfs)
(ft^3)
(ft^3)
(ft^3)
(ac-ft)
0
0
0
0.00
0
0.0
0.0
0.0000
5
300
9.950
13.28
3983.109
105.0
3878.1
0.0890
10
600
7.7M
10.30
6180.825
210.0
5970.8
0.1371
15
900
6.520
8.70
7830.113
315.0
7515.1
0.1725
20
1200
5.600
7.47
8967
420.0
8547,0
0.1962
25
1500
4.980
6.65
996Z781
525.0
9442.8
02168
30
1800
4.520
6.03
10856.48
630.0
10226.5
0.2348
35
2100
4.080
5.44
11432.93
735.0
10697.9
0.2456
40
2400
3.740
4.99
11977.35
840.0
11137.4
0.2557
45
2700
3.460
4.62
12465.73
945.0
11520.7
0.2645
50
3000
3.230
4.31
12930.09
1050.0
I1880.1
0.2727
55
3300
3.030
4.04
13342.421
1155.0
12187,41
0.2798
60
3600
2.860
3.82
13738.73
1260.0.
12478.7
0.2865
65
3900
2.720
3.63
14155.05
1365.0
12790.1
0293E
70
4200
2.590
3.46
14515.33
1470.0
13045.3
0.2995
75
4500
2.480
3.31
14891.63
1575.0
13316.6
0.3057
80
4800
2.380
3.18
15243.9
1680.0
13563.9
0.3114
85
5100
2.290
3.06
15594.17
1785.0
13799.2
0.3168
90
5400
2.210
2.95
15924.43
1890.0
14034.4
0.3222
95
5700
1130
2.84
I6200.65
1995.0
14205.6
0.3261
100
6000
2.060
2.751
16492.88
2100.0
14392.9
0.3304
105
6300
2.000
2.67
16813.13
2205.0
14608.1
0.3354
110
6600
1.940
2.59
17085,34
2310.0
14775.3
0.3392
115
6900
1.890
2.52
17401.58
2415.0
14986.6
0.3440
120
7200
1.840
2.46
17677.8
2520.0
15157.8
0.3480
125
7500
1.790
2.39
17913.98
2625.0
15289.0
0.3510
130
7800
1.750
2.34
18214.22
2730.0
15484.2
0.3555
135
8100
1.710
2.28
19482.43
2835.0
15647.4
0.3592
140
84001
1.670
223
18718.61
2940.0
15778.6
0.3622
145
87001
1.630
2.18
18922.77
3045.0
15877.8
0.3645
150
9000
1.600
2.14
19215
3150.0
16065.0
0.3688
155
9300
1.570
2.09
1948321
3255.0
16228.2
0.3725
160
9600
1.540
2.05
19727.4
3360.0
16367.4
0.3757
165
9900
1.510
2.01
19947.57
3465.0
16482.6
0.3784
170
10200
1.480
1.97
20143.73
3570.0
16573.7
0.3805
175
10500
1 450
1.93
20315.96
3675.0
16640.9
0.3820
I80
10800
1.420
1,89
2046398
3780.0
16694.0
0.3830
185
11100
1.400
1.87
20736.19
3885.0
16851.2
0.3869
190
11400
1.380
1,84
20992.39
3990.0
17002.4
0.3903
195
11700
1.360
L81
21232.58
4095.0
17137.E
0.39T
200
12000
1.340
179
21456,75
4200.0
17256.8
0.3962
205
12300
1.320
1.76
21664 91
4305.0
17359.9
0.3985
210
12600
1.300
1.73
21857.06
4410.0
17447.1
0.4005
215
12900
1.280
1.71
22033.2
4515.0
17518.2
0.4022
220
13200
1260
1 .681
22193.33
4620.0
17573.3
0.4034
225
13500
1.240
1.65
22337.44
4725.0
17612A
0.4043
230
13800
1220
1.63
22465."1
4830.0
17635.5
0.4049
2351
141001
1.2101
L611
=65,771
4935.0
17830.8
0.4093
2401
144001
1.2001
1601
230581
5040.0
18018,0
0,4136
00-Year Volume
Page 1
C-2
IFSTAGE -STORAGE FOR IRREGULAR GEOMETRY
Project: Kaufman & Robinson, Inc. Shop Addition
Basin ID: Revised Detention Pond A
5/28/2013
Design Information (Input):
From the pond site grading plan, enter water surface elevations
and measured contour areas in ascending order.
Water
Surface
Elevation
ft
Eq-elev.
Contour
Area
square feet
Volume
above
Datum
acre-ft
(outpul
4966.44
1 0
0.000
4966.50
250
0.000
T9-66--8-6]1
6,800
0.029
4967.00
1 15,1001
0.064
4967,50
16,025
0.243
4967,78
16,700
0.348
4968.00
17,275
0,434
4968 791
17, 775
0.752
NQSEL
100-yr WSEL
Fop of Pond
KRI pond volume 2013-03-01.x1s. Irregular 5/26/2013, 6:56 PM
Erosion Control Calculations
RIDGELI E
Consultants, 111C.
W
Project: Kaufman & Robinson, Inc. Shop Addition
Location: Blue Spruce Drive/Red Cedar Circle
Fort Collins, Colorado �L V L�l�� L
Completed by: twc
Project Number: 0114 C0115ttifgllts, Inc.
Date: May-13 Standard Forth A
All calculations presented are based upon the criteria set forth in the
City of Fort Collins Storm Drainage Design Criteria and Construction Standards
Mav 1984 (Revised March 1991 & January 1997)
RAINFALL PERFORMANCE STANDARD EVALUATION
Aran 1 ffn n.tanfinn Pnnd Al
Developed Subbasin
Erodibility Zone
A,b
(ac)
L,b
(ft)
S,b
(%)
Aix Li
A;x Si
Lb
(ft)
Sb
(%)
PS
(%)
A
Moderate
0.71
255.0
0.76
181.18
0.54
B
Moderate
0.08
240.0
0.69
19.51
0.06
C
Moderate
0.95
390.0
0.50
372.34
0.48
TOTAL
1.75
573.03
1.07
328.10
0.61
73.3
A,b= Subbasin Area
L,b= Subbasin Flow Path Length
S,b= Subbasin Slope
Lb = Average Flow Path Length (Sum A; x L/Sum A;)
Sb= Average Slope (Sum A; x S/Sum A,)
PS is taken from Table 5.1 (through interpolation)
PH2O114 ec calcs.AsUtainfall Performance
5/26/2013
D-2
Project: Kaufman & Robinson, Inc. Shop Addition >f%'FTr�T.�,
Location: Blue Spruce Drive/Red Cedar Circle P TT V irT I \ L
Fort Collins, Colorado
Completed by: twe CP11S1/lh111t5, 111c
Project Number: 0114
Date: May-13 Standard Form B
All calculations presented are based upon the criteria set forth in the
City of Fort Collins Storm Drainage Design Criteria and Construction Standards
Mav 1984 (Revised March 1991 & January 1997)
EFFECTIVENESS CALCULATIONS
Treatment C-Factor
P-Factor
Comments
Bare Soil (roughened
_
condition)
1.00
0.90
Gravel Filter, Sand
Bag
1.00
0.80 Wattle Filter
Silt Fence Barrier
1.00
0.50
Asphalt/Concrete
0.01
1.00
Grass
A— 1 r.- rA..e..H.... U....a A
0.06
1.00
A,b
Erosion Control Methods
Developed Subbasin
(ac)
A
0.71
Bare Soil (Roughened Condition)
Asphalt/Concrete
0.22
0.08
Grass
0.09
Gravel Filter, Sand Bag
x
Silt Fence
x
Net C-Factor
0.32
Net P-Factor
0.92
Eff [(1 -C X P) X 1001 =
70.6
B
0.08
Bare Soil (Roughened Condition)
Asphalt/Concrete
0
0
Grass
0
Gravel Filter, Sand Bag
Net C-Factor
0.00
Net P-Factor
0.40
Eff [(1 -C X P) X 1001 =
100.0
C
0.95
Bare Soil (Roughened Condition)
Asphalt/Concrete
0.15
0
Grass
0.6
Gravel Filter, Sand Bag
x
Silt Fence
x
Net C-Factor
0.20
Net P-Factor
1.24
Eff [(1 -C X P) X 1001=
75.1
Total Area 1.75
Required PS 73.30
Total Effectiveness 74.42 % The Proposed Plan is OK
PH2O114 ec mlm.rdslEC Effectiveness 5/26/2013
Project: Kaufman & Robinson, Inc. Shop Addition
Location: Blue Spruce Drive/Red Cedar Circle
Fort Collins, Colorado
Completed by: twc
Project Number: 0114
Date: May-13
EROSION CONTROL OPINION OF COST
HIJUbAiLIAL
Considtants, InC.
D-3
Item
Description
Work Item
Units uanti
Unit
Price
Total
EROSION CONTROL
EC1
Silt Fence
If
460
$
4.00
$
1,840.00
EC2
Wattle Filter
ea
6
$
350.00
$
2,100.00
EC3
Wattle Dike
ea
2
$
250.00
$
500.00
EC4
Vehicle Tracking Control
ea
1
$
650.00
$
650.00
EC5
Concrete Washout Area
ea
1
$
500.00
$
500.00
5,590.00
CITY RESEEDING COST FOR SITE AREA
RSI Reseed/Mulch (all disturbed area) acre 1.3 $ 800.00 $ 1,040.00
- ary' . e .',' °i G50�1 I6ta1 $ 1,040.00
REQUIRED DEPOSIT FOR EROSION CONTROL
Erosion Control $ 5,590.00
p� �_ nTotal with F actor(I�5) $ 8,385.00
PH20114 ec calcs.xls\Estimate 5/26/2013
Existing Soil Information
p1LVELINE
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Soil Map—Larimer County Area, Colorado
Map Unit Legend
Kaufman & Robinson, Inc.
E-3
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Map Unit Symbol
MapVnit Name ,•
Acres InAO1 g. ,P
Percent of AOI
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USDA Natural Resources
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Web Soil Survey 2.0
National Cooperative Soil Survey
11/10/2008
Page 3 of 3
Seed Mix
RIDGELINE
Consultants, Inc.
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EXISIING 45
CONCRETE SIDEWALK
IpIr
LOT 1, BLOCK 3 LAB
REPLAT (NO. 1)
JI'
OF EVERGREEN !I
,I
PARK IIIIr 1I
("
i E
PROPOSED
rxuF
e
SI n.OWUNE
AN, SIMI£ DEPIN: 1'
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A SECTION A -A
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I
--- <./.),I..�
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CIRCLE 11� �I
N -_'W W�W w
dd
eiarv: - II !I 'JET
IN 9
sv
ICTION REFERENCE
LSE NOTED. ALL COvsMwnox SI SE N ACCORDANCE «M MEW PLANS. LOT 1, BLOCK 5, REPLAT (NO. 1)
DI DARDSCOLHNDESIST R O C LORNcnav BARN ENT HI WADS cWxrr uFeAx
FOR Roos, THE BRIDGE
m NSIORwO DE AND
MENI TE Iaarnrs AL REPORT.
_ OF EVERGREEN PARK
FOR ROAD AND emDOE coxsmucnox sND ME N1E ¢arzCnxlcu REPca]. II
I
150 ADS I Call betore you dy.
ExlrnNc `i I- I I I II I I ,III' REPLAT OF
BUILDING "I h I I I 15(OACH�iIGHTPLA�A
Iy�'I I Im'' DEETTENTON
BUILDING
-( EKISTNC _ LOT 2, BLOCKS, REPLAT (NO. 1)"
Y. sIDEwALK EASTNIGJf OFEVERGREEN PARK // /
DEVELOPMENT / }
I. ExISING EXISTING
CONCRETE - _ 1' CONCRETE _ DEVELOPMENT I - // _
ENTRAN^E Cce O zs I �E1051(NC EVERGREEN /
---y--yYyvE%ISflNG WRB tY ' USING 5 i� Ii/ NEBT POND RICH
-� COry CRE1E - WT/ER CATCH_ PRaPERN[ , SLOPE EABEMENT V WATER LINE ( I i xrLE FEET
( ) CIIANN6 B
EI .. 4962,5� ..r
- '
—aa-�IY iYt'IY-�-FI• CIA fl• i�-Ei �'�I ##.- - - �— —'� - - — - - — - - —
L .� _ _4970 - 1 jL, , �I
----
_ LLL 5! = {
1 , EXIUtt AND
.. - 49]1.52 UTILITY
t0G-IST
MEL a I DRAINAGE
DUSTING I I PRRAIWAGED FYJrnNO EASEMENT
2' C0110 E EASEMENT PoND A I I II
PAN P OP I
E%ISTNC
® "SING P BED RETNNINC %'.
BUILDING an o.w BUIILDING BUIILDIINNGII)
a
l � NG EIL FTE . 4911.52 I WATER I II
EXIST91 ' WAMtt S yIII
UTRltt I WSFL I T
EASEMENT — _ EASTW
P
I
.,i i ""` —` 1. .'-... 1 _4 .I r� - 12•ADS III
)l` EXlsnrlc
_ H PROPDSED 2• I 1r FES
CONCRETE PAN PRIVAWDRIVE - •} Y 18' RCP ` A. PROP • f ' - _ _ _I.. % = 49 I CONCRETE PAN i, I I W/ItPE 'L' RIPItAP
I��35 • CURB T - _ / I MSTNG III I I�
5]. _� I / OUTLET
PIPE
) STRUCTURE 3 1
.�- — -4970 '— "'CM EN OF %
____ ________/ ITV. SB.
= .. I
NO.:
RPI
FJ)4
E•• -.-
C-
I ('\ EXISTING
I yy WR@ CUT P OPOSE ASS
\SWA 02.OF
N IN ET
S1RUCIURE C iUNR
ASEMENTt NTH CONCRETE BUILDING
FUTURE PAN (PHASE IV) ASE M
ASPHALTN RE FUN E FFE 1 70.9
(PHASE IIIBUIU
(PHASE ITv-V) \\\\\\� 1
UNE
C
IF
f
SIEDEDEVMtU
III < EXISTING
I' EMsnNG LOTS, BLOCK 5, REPLAT (NO. 1) BUILDING
EXISTING CURB @1 DEVELOPMENT OF EVERGREEN PARK
I Ii GuTTER (CATCH) .
LEGEND OF SYMBOLS
)NOTES:
1. ME TOP OF FOUNOATIM ELEVATION SHORN 15 DIE MINIMUM
EL£VATIM REWIRED FOR PROTECTIOY FROIF THE 100-TEAR STORM.
y.. 2. REFER TO DIE NOTES QV SHEET C-02 CONSTRUCTION SHALL BE
T 1N AC DANCE WITH ALL aTY OF FORT COLT$ STAIE AMC
FEDERAL STANDARDS AND REGULATIONS.
3. CCNIRACIOR SHALL YERIFID LOCATIONS OF EMSTNG UDUDES
PRIOR TO CONSTRUCTION.
_ ENS➢NG
WATER UNES
Gse
SANITARY SEVER
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N2A
A
ELECTRIC
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GAS
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PHAW IIppI
STORM GRAIN
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(PNRg lU
EXISTING ASPHALT
O
EASRNG CONTOURS (1)
EXISTING CONCRETE
PROPOSED CONTOURS (1•)
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ID PT (oc) (do) (ITN (20) (clel (y/n) DESCRIPTION
A T M71 2.9B 7.07 - - y BASIN A TO PROPDSED SWµE
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UTILITY PLAN APPROVAL
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