HomeMy WebLinkAboutDrainage Reports - 09/22/2006ON of Ft. CoIIMS&Pfoyed elem
Approved By
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,��_, Final
Drainage and Erosion control Report
i
Poudre Valley Health Systems
Harmony Campus
Redstone Professional Office
Building
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Stantec
r Final
! Drainage and Erosion control Report
St ntec Poudre Valley Health Systems
Harmony. Campus
Redstone Professional Office
Building
Fort Collins, Colorado
September 13, 2006
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stantec Consulting Inc
209 South Meldrum Street
Fort Collins CO 80521.2603
Tel: (970) 482-5922 Fax: (970) 482-6368
stantec.com
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$tantK
Mr. Basil Hamdan
City of Fort Collins
Water Utilities --Storm water
700 Wood Street
Fort Collins, Colorado 80521
13, 2006
RE: Final Drainage and Erosion Control Report for Poudre Valley Health Systems Harmony
Campus 4`h Filing, Redstone Professional Office Building.
Dear Basil:
We are pleased to submit to you, for your review and approval, this Final Drainage and Erosion
Control Report for Poudre Valley Health Systems Harmony Campus 4`h Filing, Redstone POB. All
computations within this report have been completed in compliance with the City of Fort Collins
Storm Drainage Design Criteria, and adhere to the Final Drainage and Erosion Control Report for the
Poudre Valley Health Systems Harmony Campus Infrastructure Project Development Plan, Fort
Collins, Colorado, May 12, 2004.
We appreciate your time and consideration in reviewing this submittal.: Please call if you have any
questions. n //
Respectfully,
Stantec
Prepared by:
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John Gooch, EIT
Project Engineer
Jim Allen -Morley, P.E.
Project Manager
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All
TABLE OF CONTENTS
DESCRIPTION
I. GENERAL LOCATION AND DESCRIPTION
A. LOCATION
B. DESCRIPTION OF PROPERTY
II. DRAINAGE BASINS
A. MAJOR BASIN DESCRIPTION
B. SUB -BASIN DESCRIPTION
PAGE
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III. DRAINAGE DESIGN CRITERIA 6
A. REGULATIONS 6
B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS 6
C. HYDROLOGICAL CRITERIA 6
D. HYDRAULIC CRITERIA 6
IV. DRAINAGE FACILITY DESIGN
A. GENERAL CONCEPT
B. SPECIFIC DETAILS
V. STORM WATER QUALITY
A. GENERAL CONCEPT
B. SPECIFIC DETAILS
VI. EROSION CONTROL
A. GENERAL CONCEPT
B. SPECIFIC DETAILS
VII. CONCLUSIONS
A. COMPLIANCE WITH STANDARDS
B. DRAINAGE CONCEPT
C. STORM WATER QUALITY
D. EROSION CONTROL CONCEPT
REFERENCES
APPENDICES
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APPENDIX
PAGE
VICINITY MAP A
RATIONAL CALCULATIONS, CURB CUT, UDINLET, UDSEWER B
STORM DRAIN SIZING, & RIPRAP CALCULATIONS
DRAINAGE & EROSION CONTROL PLAN DRAWING & EROSION C
CONTROL CALCULATIONS
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' FINAL DRAINAGE AND EROSION CONTROL REPORT
FOR THE POUDRE VALLEY HEALTH SYSTEMS 4TH FILING, REDSTONE POB
u, FORT COLLINS, COLORADO
I. GENERAL LOCATION AND DESCRIPTION
A. Location
The Poudre Valley Health Systems 4`h Filing site is located south of Harmony Road
and east of Timberline Road in southeastern Fort Collins, Colorado. The site is
shown on the Vicinity Map in Appendix A. More particularly, the site is situated in
the northwesterly portion of Section 5, Township 6 North, Range 68 West of the
Sixth P.M., City of Fort Collins, Larimer County, Colorado.
JB. Description of Property
j, The Redstone POB site is located in the north portion of the PVH Site and accounts
for approximately 3.83 acres of the 72.6 acres contained within the Poudre Valley
T' Health Systems Harmony Campus Medical Center Filing 2. The Redstone POB site
currently consists of fallow farmland, a detention/irrigation pond, and some
landscaping on the west boundary. A private drive also extends along the north
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property line. The site generally slopes to the east at approximately 2.0%
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:;II. DRAINAGE BASINS
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A. Major Basin Description
The Redstone POB site lies entirely within the McClellands Basin. The project
drainage is modeled in The McClellands Creek Master Drainage Plan Update (March
�' 2000). Applicable portions of these studies are included in Appendix C, of the
0' PVHS Harmony Campus Infrastructure Project Development Plan Drainage and
Erosion Control Report, May 12, 2004.
4'
(See Major Basin Description in above Report)
B. Sub -Basin Description
(See PVHS Filing 2 Drainage Report)
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1 III. DRAINAGE BASIN CRITERIA
A. Regulations
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The City of Fort Collins Storm Drainage Design Criteria is being used for the subject
site.
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B. Development Criteria Reference and Constraints
The criteria and constraints from The McClellands Basin 100-Year Master Plan and
the subsequent update, dated March 2000 by Icon Engineering will be utilized in this
;', Drainage Study. The Poudre Valley Hospital site is currently being utilized as
fallow agricultural land
' C. Hydrologic Criteria
The SWMM hydrologic model that was previously used in the McClellands Basin
100-Year Master Plan Update by Icon Engineering has been utilized and updated in
PVH Master Infrastructure report in order to analyze the hydrologic conditions of the
proposed Redstone POB Site. Furthermore, rational calculations have been provided
in Appendix B for the site, as well as curb cut and storm drain sizing using
Flowmaster, UDInlet, and UDSewer.
D. Hydraulic Criteria
?' All calculations within this study have been prepared in accordance with the City of
Fort Collins Storm Drainage Criteria and the PVHS Filing 2 Report.
7, a IV. DRAINAGE FACILITY DESIGN
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A. General Concept
The purpose of this report is to address the storm drainage flows from the
development of the Redstone POB site, in relation to the Master Drainage Plan
contained in the PVHS Filing 2 Drainage Report, May 12, 2004.
The Redstone POB site is contained within basin 103 of the PVHS Filing 2 Report
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(see Drainage Exhibit in Map Pocket). The Redstone POB site accounts for
approximately 3.83 acres of the 22.26 acres in basin 103.
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The storm flows from the majority of the Redstone POB site will be conveyed to
proposed area inlets in the green areas on the north side of the building and curb cuts
L' within the parking lot.
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The flows captured at these locations, will be ultimately conveyed east and into the
existing detention/irrigation pond (Equalizer Pond 393), east of the parking lot.
It is important to note that the equalizer pond (Pond 393) discharges flows south into
1 an existing swale. This swale carries flows south and then east and into the existing
detention pond (Pond 593 from the PVHS Infrastructure) in the southeast corner of
the PVH Site.
Furthermore, though the Healthy Living Center Site will increase impervious area
_ (based on existing conditions) within basin 103, upsizing is not required due to the
SWMM Model from the PVHS Filing 2 Report, which provides a detention pond
(Pond 593) in the Southeast corner of the PVH Site.
In the Master Plan, the Redstone POB site was planned to be a typical building and
parking lot of about 88% imperviousness. However, the proposed Redstone site
R- provides for 79% imperviousness, thus meeting the overall 80% imperviousness
' provided for in the SWMM model. The SWMM model provided for 80%
imperviousness over the entire PVH Site. Water quality for the entire PVH site is
provided for in Pond 593.
It is important to note that Pond 593 is only partially constructed at this time. The
current build -out of Pond 593 provides the required water quality and detention due
E' to the development of the Redstone POB site. The remaining portion of Pond 593
will be constructed along with future developments within the PVH Site.
tB. Specific Details
The Redstone POB site contains approximately 3.83 acres. Runoff from the site will
4 be routed east into the existing detention/irrigation Pond 393. Pond 393 discharges
excess runoff south and into an existing swale. The swale bends to the east at the
south property line of the PVH site and carries flows into detention pond 593. It is
important to again note that Pond 593 provides detention and water quality for the
Redstone Site, not Pond 393. Pond 393 only passes the flows from the Redstone site
through.
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, Basin 201 of the Redstone POB site will flow west and will be captured by the
' existing 15' Type R Inlet (design point 201). The flow from basin 201 will join with
flows from PVH Filing 1 (basins 1, 12, & 14-20) and will conveyed east in the
�; existing 43" x 68" elliptical storm drain. UDInlet calculations are provided for in
`4I Appendix B and show the existing inlet can handle the runoff from basin 201.
'+ Meanwhile, runoff from basins 202-203 will be conveyed to its respective design
�;' point. A 2' curb cut with chase at design point 202 will allow storm flows to
continue east and combine with flows from basin 203. A 4' curb cut at design point
203 will capture flows from basins 202-203 and convey the runoff east and into an
^' existing inlet. The existing inlet conveys flows east and into the existing
detention/irrigation Pond 393.
The runoff from the roof of the Redstone POB (basins 205, 207, 209, 211, 213, and
217-220) will be captured by a series of roof drains. The roof (basins 205, 207, 209,
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211) 213) will drain to the north and be conveyed east in the proposed storm drain
(STRM-A) in the landscaped area north of the building. Nyloplast inlets will be
provided in sump areas (basins 210, 212, 214, 216) north of the building. These
inlets will add flow to STRM-A. The combined flow from basins 205, 207, 209-214,
and 216 will be routed northeast in STRM-A and into the existing 43" x 68" elliptical
" concrete pipe that carves flows east and into detention/irrigation Pond 393.
UDSewer calculations have been provided in Appendix B for STRM-A and also the
J, existing 43" x 68" elliptical pipe. The existing elliptical pipe has capacity to include
the runoff from Storm A and will be minutely affected.
1, The southern portions of the roof (basins 217-220) will drain to the south and be
conveyed east in the proposed storm drain (STRM-B). STRM-B will discharge into
a temporary retention basin. The 100-year rational flow in STRM-B is 3.83 cfs.
Rather than releasing the flow overland, the flow will be retained on a temporary
basis until construction of the next phase in the PVHS masterplan. Future
construction will provide that STRM-B be tied -in to a future storm main, which will
t� run south in basin 103 of the PVH Infrastructure. This connection will convey the
3.83 cfs south and east into Pond.593, where detention and water quality will be
provided.
The runoff from basin 230 (west side of the building) will be continue to follow the
historic pattern and existing swale south and under the proposed sidewalk. A 2'
concrete sidewalk culvert will be provided at design point 230 to allow the 1.5 cfs
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(100-yr) flow to pass under the walk and continue south overland.
Likewise, the runoff from basin 231 (east and south side of the building) will flow
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south and east overland in its historic drainage pattern. The 100-year flow from basin
231 is 1.36 cfs so it is not anticipated that this flow has to be detained. It is important
to note that water quality and detention for basins 230-231 is already provided for in
Pond 593 of the Infrastructure.
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Basin 232 is shown for informational purposes only and is not a developed basin
within the Redstone POB site. Basin 232 (17.98 acres) is the remaining area ofbasin
L!' 103 (22.26 acres) from the PVHS Infrastructure Report. The Redstone POB property
accounts for 3.83 acres of basin 103, with an additional 0.45 acres accounted for in
!' the drainage calculations due to offsite grading, primarily on the south and east sides
of the property.
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Basin 53A accounts for a small, northern parking lot portion of the Redstone site,
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which will flow north and into the curb and gutter along Timberwood Drive (Private
Drive). The runoff from basin 53A will flow east in the curb and gutter to an existing
5' Type R Inlet, on the south side of Timberwood Drive. UDInlet was used to check
the capacity of the existing inlet. Basin 53A will add 1.2 cfs to the original 2.2 cfs
from the Infrastructure Report. The existing inlet has capacity to take the additional
1.2 cfs flow from basin 53A (see calculations in Appendix B).
Please refer to the PVHS Filing 2 Drainage and Erosion Control Report for more
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detailed information on basin 103, and Ponds 393 and 593.
a
SWMM Model
Please refer to the PVHS Filing 2 Drainage and Erosion Control Report.
t� V. STORM WATER QUALITY
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A. General Concept
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Storm Water Quality will be provided through extended detention, presently provided
by existing Pond 593. This pond was constructed with PVH Filing 2.
B. Specific Details
Best Management Practices (BMP) for the treatment of storm water runoff will be
provided through the use of gravel inlet filters, erosion control fence, and the existing
r; grass -lined detention ponds 393 and 593. Furthermore, pond 593 will provide
i! extended detention through its outlet structure. Erosion control fence shall be
installed where shown in the final plans. Gravel inlet filters shall be installed as
shown on the erosion control plan. Erosion control calculations have been provided
in Appendix C.
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.� VI. EROSION CONTROL
A. General Concept
Silt fence and curb -cut protection will be utilized to minimize erosion on the
IRedstone POB site. Please see the Drainage and Erosion Control Exhibit located in
the map pocket.
The Redstone POB site lies within the Moderate Rainfall Erodibility Zone and the
Moderate Wind Erodibility Zone per the City of Fort Collins zone maps. The
potential exists for erosion problems during construction, and after construction until
t the disturbed ground is re -vegetated or paved. There should be minimal to no erosion
problems after completion of construction.
r, � The computed Erosion Control Performance Standards (PS) before and after
construction is 79.3 and 93.4 respectively. Furthermore, the effectiveness values
during and after construction are 95.2 and 98.4 respectively. These computed values
meet the City of Fort Collins requirements and can be seen in Appendix C.
r._ An erosion control escrow cost estimate of $18,698 (price includes 50% contingency)
is also included in Appendix C. This represents the cost to re -seed and provide the
required erosion control methods the site.
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B. Specific Details
A silt fence will be installed prior to grading of the site, as shown on the drainage and
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erosion control plan. All other disturbed areas not in a roadway or greenbelt area
shall have temporary vegetation seed applied within 30 days of initial disturbance.
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After seeding, a hay or straw mulch shall be applied over the seed at a rate of 1.5-
tons/acre minimum, and the mulch shall be adequately anchored, tacked, or crimped
into the soil. Those areas that are to be paved must have a 1-inch layer of gravel
mulch applied at a rate of at least 135 tons/acre 30 days after overlot grading is
completed. The pavement structure shall be applied within 30 days after the utilities
have been installed.
If the disturbed areas will not be built on within one growing season, a permanent
seed shall be applied. After seeding, a hay or straw mulch shall be, applied over the
seed at a minimum rate of 1.5 tons/acre, and the mulch shall be adequately anchored,
tacked or crimped into the soil. In the event a portion of the roadway pavement
surface and utilities will not be constructed for an extended period of time after
overlot grading, a temporary vegetation seed and mulch shall also be applied to the
roadway areas as discussed above.
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r' All construction activities must also comply with the State of Colorado permitting
process for Stormwater Discharges Associated with Construction Activity. A
Colorado Department of Health NPDES permit has been obtained such that
construction grading can continue within this development.
r^ VII. CONCLUSIONS
' A. Compliance with Standards
�-'All computations within this report have been completed in compliance with the City
of Fort Collins Storm Drainage Design Criteria. The City of Fort Collins Storm
water Utility will not maintain the on -site storm drainage facilities within the Poudre
'Ll' Valley Hospital site. The owners of the Poudre Valley Hospital site will maintain
their on -site storm drainage facilities on a regular basis.
' B. Drainage Concept
The proposed drainage concepts presented in this study and those shown on the final
utility plans will adequately provide for the transmission of developed on -site runoff
to the proposed detention ponds. The combination of on -site street capacities and the
'on -site storm sewer system will provide for the developed flows to reach the
proposed detention ponds. The sizes, locations and release rates of these ponds will
allow the Poudre Valley Hospital site to develop in conformance with the
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McClellands Basin Drainage Master Planning concepts accepted by the City of Fort
Collins.
If groundwater is encountered at the time of construction, a Colorado Department of
Health Construction Dewatering Permit will be required.
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' C. Storm Water Quality
r�, Storm water quality will be addressed through the use of gravel inlet filters, erosion
control fence, existing grass -lined detention ponds, and extended detention in Pond `ra
593.
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D. Erosion Control Concept
The proposed erosion control concepts will adequately provide for the control of
4' wind and rainfall erosion from the Redstone POB site. Through the construction of
the proposed erosion control concepts, the City of Fort Collins performance standards
will be met.
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REFERENCES
1. Storm Drainage Design Criteria and Construction Standards by the City of Fort
Collins, Colorado, May 1984, Revised January 1997.
2. Erosion Control Reference Manual for Construction Sites by the City of Fort Collins,
Colorado, January 1991, Revised January 1997.
3. McClellands Basin 100-Year Master Plan Update, by Icon Inc., Fort Collins,
4. Final Drainage and Erosion Control Report Poudre Valley Health Systems Harmony
Campus Infrastructure Project Development Plan, Fort Collins, Colorado, May 12,
2004.
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APPENDIX
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VICINITY MAP
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VICINITY MAP
RATIONAL CALCULATIONS,
CURB CUT, INLET, & STORM
DRAIN SIZING, RIPRAP
CALCULATIONS
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_' NeoUDS Results Summary
Page 1 of 4
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NeoUDS Results Summary
Project Title: PO
Project Description: Ea, 434x
Output Created On: 8/l/2006 at 7:45:27 AM
Using NeoUDSewer Version 1.5.
Rainfall Intensity Formula Used.
Return Period of Flood is 0 Years.
Sub Basin Information
Time of Concentration
Manhole
ID #
Bas *n
Area C(Minutes)
erland
ginutes
Gutter
Basin
rninutes
Rain I
nch/Hour
Peak Flow
CFS
�1
0.00
5.0
0.0
0.0
18495.0011
74.0
0
0.00
5.0
0.0
0.0
18495.00
74.0
3�
0.00
5.0
0.0
0.0
18217.50
72.9
®
0.00
5.0
0.0
0.0
1010.00
4.0
The shortest design rainfall duration is 5 minutes.
For rural areas, the catchment time of concentration is always => 10 minutes.
For urban areas, the catchment time of concentration is always => 5 minutes.
At the first design point, the time constant is <= (10+Total Length/180) in minutes.
When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized.
When the Overland Tc plus the Gutter Tc does not equal the catchment Tc, the above criteria supersedes
the calculated values.
Summary of Manhole Hydraulics
Design
Manhole
Contributing
Rainfall
Rainfall
Peak
Ground
Water
ID #
Area * C
Duration
Intensity
Flow
Elevation
Elevation
Comments
(Minutes)
(IncWHour)
CFS)
Feet)
(Feet)
0�
0.
61650.00
74.01
4958.7030
4955.00
5.0
18217.50
72.9I
4956.80V
4955.85fL
L�0
®�
5.0
1010.00
4.0
4959.18
4956.00
_
Summary of Sewer Hydraulics
file://C:\Program%20Files\NeoUDSewer\Reports\33 63 579926.htm
8/l/2006
I � r
I
NeoUDS Results Summary
Note: The given depth to flow ratio is 0.9.
I FManhole ID Number I I
Page 2 of 4
Calculated J1 Suggested j Existiag
Sewer
Sewer
Iffiameter (Rise)
IDiameter (Rise)
IDiameter (Rise)
Width
ID #
Upstream!
Sha e
I (Inches) (FT)
(Inches) (FT)
(Inches) (FT) 1=
(FT)
��F
Arch
50.611
54]1
43F
681
F;;��chjj
50.3]1
5411
43]F
68]
=12.6
1 18J
1 15
[::�
Round and arch sewers are measured in inches.
Box sewers are measured in feet. I
Calculated diameter was determined by sewer hydraulic capacity.
Suggested diameter was rounded up to the nearest commercially available size
All hydraulics where calculated using the existing parameters.
If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations.
F —9 479
F - — — 0,6771
j
A Froude number = 0 indicated that a pressured flow occurs.
Summary of Sewer Design Information
tSlope
% Irt
I Invert El
Upstream Downstream
(Feet) (Feet) I
I Buried Depth
Upstream Downstream
(Feet) (Feet)
Comment
:1
FO. 270
ISewer Too Sh��
FO - 270
ISewer Too S�
4952.601=:�g[:==��j
Summary of Hydraulic Grade Line
I Invert Elevation 11 Water Elevation I
S w r
Surcharged
Sewer
=ee
L n t
g h
Length
ee
(Feet
117]
F —Pr—essur7ed
file://C:\Progfdffi%ZOFiles\NeoUDSeW�i\R�poft§\33635�9926'htfn
8/l/2006
NeoUDS Results �;ummary
Page 3 of4
J.
J F
L
L
ILI
i Ll
I Ll
I
1 133.51]
Summary of Energy Grade Line
Upstream M
Juncture Losses
Downstream
L!Manhole
Bend
Lateral
Energy
Loss
9
Loss
Elevation
eet)
(Feet)
(Feet)
4955.431F
F-0-001
1 4956.15f
4955.43
4955.43
Bend loss = Bend K * Flowing full vhead in sewer.
Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead.
A friction loss of 0 means it was negligible or possible error due to jump.
Friction loss includes sewer invert drop at manhole.
Notice: Vhead denotes the velocity head of the full flow condition.
A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0.
Friction loss was estimated by backwater curve computations.
Summary of Earth Excavation Volume for Cost Estimate
Tlie mer criven trench qide slone is 1.
Manholei
ID
Rim Elevation
(Feet)
Invert Elevation
(Feet)
Manhole Heig
(Feet)
4
4950.
4.
4
4950.5011
8.231
4
4951.
1 5.
E:�J
4959.18]1
4953.9�]31
5.251
Upstream Trench
Downstream Trench
F
Width
Width
Earth
Volume
(Cubic
Yards)
F---=, 1=0
file://C:\Program%2OFiles\NeoUDSewer\Reports\3363579926.htm
8/l/2006
NeoUDS Results Summary
Page 4 of 4
J
j
iLn-
jIM
2 J1
12.71
10.61 18.01
10.61 3641 5.6
1 1229
Total earth volume for sewer trenches = 1805.73 Cubic Yards. The earth volume was estimated to have
a bottom width equal to the diameter (or width) of the sewer plus two times either 1 foot for diameters
less than 48 inches or 2 feet for pipes larger than 48 inches.
If the bottom width is less than the minimum width, the minimum width was used.
The backfill depth under the sewer was assumed to be 1 foot.
The sewer wall thickness is equal to: (equivalent diameter in inches/12)+l
file:HC:\Program%20Files\NeoUDSewer\Reports\3363579926.htm 8/l/2006
40V
aw
...
-- - ----
�9
6j 10
09
.4,
14
15
jz",�-4s
6 -.., . ;' b. � W 5
(A6 5
6.13
/
6"W
11
12"AAS
4
14
(g) 10
(k.'O �
6m,0
6y, 43 4L�`�
Ll
0
kcp
'V /2
I
NeoUDS Results Summary
Page I of 6
. I
0
1 Ll
L
Ll
NeoUDS Results Summary
ProjectTitle:
Project Description:
Output Created On: 7/31/2006 at 10:41:45 AM
Using NeoUDSewer Version 1.5.
Rainfall Intensity Formula Used.
Return Period of Flood is 0 Years.
Sub Basin Information
I I Time of Concentration I I
Manhole
Basin
OVE Hand
Gutter
I(Minutes)
Basin
Rain I
Peak Flow
ID
Area * C
inutes)
(Minutes)�J(Inchfflour)l
(CFS)
0.0
F 0,0701
--IF 0.001F 5.61 F 6.61F o-o1F oo F 2.6
6457
F-0-- 0-01
The shortest design rainfall duration is 5 minutes.
For rural areas, the catchnient time of concentration is always => 10 minutes.
For urban areas, the catchment time of concentration is always => 5 minutes.
At the first design point, the time constant is <= (1 O+Total Length/1 80) in minutes.
When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized.
When the Overland Tc plus the Gutter Tc does not equal the catchment Tc, the above criteria supersedes
the calculated values.
Summary of Manhole Hydraulics
file://C:\Program%2OFiles\NeoUDSewer\Reports\3363'504105.htm 7/31/2006
NeoUDS Results Summary
Page 2 of 6
I
Manhole
ID
Contributing
Area C
Rainfall
ute] sity
Intensity
11
I chl our)
E(InchMHour)
Design
Peak
Flow
(CFS)
Comments
Surface
Water
Present
3
5
4956.96
6
4957,875
10
1 4957,561
14 j
Summary of Sewer Hydraulics
Note- The aiven denth to flow ratio iq 0-9-
:Sewer
ID#
I Manhole ID
Sewer
a el
=Sh
I Calc:u:la:=tedl
Suggested ][7—Existing
Upstream
IDiameter (Rise!)
(Inches) (FT)
IDiameter (Rise)
(Inches) (FT) 1)
Diameter (Rise)
(Inches) (FT) Int
Width
(FT)
12.6]1
1]81
1]5.F
N/A
F2
12761
18]1
1�5
N/Al
FRound]l
18]1
12]
F N/A]
F4
Round]l
F
1811
1�2
1-8]1
1AFN/Al
FRound]l
—TO.8
]1
1]81
12]
N/A
—8791
18]1
1121F
N7/A
F8_1==
RoundF—
6.411
1811.
1]2FN/A]
F -9]E:=
FRound]
1811
�FN/A]
F 1-07
E==K94
:T181
1-8]
F— 6]
F N/A] I
11
11
-
IF -I
file://C:\Program%2OFiles\NeoUDSewer\Reports\33635041.05.htm
7/31/2006
NeoUDS Results Summary
Page 3 of 6
LN
1 11 11 13 11 7 jjRoundjj 6.1
0
611 N/All
F12
1]81 12
lAj
AFNM/A
=6.81
1�1
61
Round and arch sewers are measured in inches.
Box sewers are measured in feet.
Calculated diameter was determined by sewer hydraulic capacity.
Suggested diameter was rounded up to the nearest commercially available size
All hydraulics where calculated using the existing parameters.
f sewer was sized mathematically, the suggested diameter was used for hydraulic calculations.
F-6. �5
F-12—]
A Froude number — 0 indicated that a pressured flow occurs.
Summary of Sewer Design Information
= 1 0/0
=F —1oo
2 IF —1oo
3— 7 F -io-o
Invert Flevntinn
r Down=stream
��(Feet)
eet)
4952.60
.49
4955.15
Buried D
Comment
3.9911 -1.25 jSe�ver Too
3.38]
3.351F 3.631F
Pile:/�c:\Prograrrio/o2�OFfles\NeoUDSewer\Reports\3�63504'105.htm
7/31/2006
I
NeoUDS Results Summary Fage 4 01 0
�:11
I
I
.1
FilLI
I J
I run
Li
4 L�.�j 4955.421
4955.1511
4.4211
3.351
F —o.750
FO. 570
FO. 570
FO. 570
F-2.00]
F27.00
11 IF-2.O
0]
_74�955,77
F2.00]
F27.00
F
Summary of Hydraulic Grade Line
Water Elevation
Invert Elevation
ewer
Surcharged
Sewer
ength
Se
Length
ID 4
et)
(Feet)
Summary of Energy Grade Line I
Upstream Manhole
Juncture Losses
Downstream
file://C:\Program%2OFiles\NeoUDSewer\Reports\3363504105.htm
7/31/2006
NeoUl)�S Kesults �iummary
Page -) ot 0
ewe]r
ID 4
Manhole
end
oss
M(Feet)
F 0 -.0 01
F-0 - -0�1
FO.3 1]
F 0 -.0 11
F -0--0-11
F6
F 0 --141
FO.03]
F -8�
F 0 -.0 01
F 0 --111
FO-29]
F—o—.-02]
F 127
FO.22]
F T.06]
Bend loss = Bend K * Flowing full vhead in sewer.
Lateral loss = Outflow full vhead - Junction Loss K * Inflow full vhead.
A friction loss 4 0 means it was negligible or possible error due to JUMP -
Friction loss includes sewer invert drop at manhole.
Notice: Vhead denotes the velocity head of the full flow condition.
A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0.
Friction loss was estimated by backwater curve computations.
Summary of Earth Excavation Volume for Cost Estimate
he user given trench side slope is 1.
Rim Elevation
(Feet)
Invert Elevation
-1
(Feet)
Manhole Height
eet)
(Feet)
4952.6011
4952.60
.00
4
1 4953.9411
5.24
4959.3811
4954.
4.631
4
1 4955.
4.
5
4960.84�1
495 5.4:1]
1]3
49
49:5:5::7:3]1
4.901
1 7 ]1
4959.8011
4955,77]
4. 0=3
E:�J
4960=701
::4 9 5 6=0 7
4.63
I
file:HC:\Program%2OFiles\NeoUDSewer\Reports\3 363 504105.htm
7/31/2006
NeoUDS Results Summary Page 6 ot'6
OL71-
Ll
1 9 1 4960.1011
4956.341
3.76
4
4955.
F-
4959.9011 4955.
4,31]
4
4955.
4.72
4960.50R
4956.
4,49]
4960.5011 4956.
4,37]
4960.5011
4956.L7]1
4.03]
Upstream Trench Downstream Trench
Width Width
Earth
Volume
(Cubic
Yards)
2
3
F 373
4
5
8
10
12
14
Total earth volume for sewer trenches = 588.71 Cubic Yards. The earth volume was estimated to have a
bottom width equal to the diameter (or width) of the sewer plus two times either I foot for diameters less
than 48 inches or 2 feet for pipes larger than 48 inches.
If the bottom width is less than the minimum width, the minimum width was used.
The backfill depth under the sewer was assumed to be 1 foot.
The sewer wall thickness is equal to: (equivalent diameter in inches/12)+1
file:HC:\Program%20Files\NeoUDSewer\Reports\3363504105.htm
7/31/2006
pilep
VW IOW' A 6-r
7
8
9
10
4 6 �TAW
5 (Z"W
T
4 3 7_1-1 M�LbPLA5T-
Pt5t,�A LO( !�Own
(z 61LATle
IZ" AIYLt)h-AST-�
I �JLT-
�J
A
I,
. ;ILN
NeoUDS Results Summary
NeoUDS Results Summary
Project Title: pog
Project Description: 5$lot 8 5-Tor�-C-
Output Created On: 7/31/2006 at §:34:33 AM
Using NeoUDSewer Version 1.5.
Rainfall Intensity Formula Used.
Return Period of Flood is 0 Years.
Sub Basin Information
IF--Time of Concentration I
Manhole
ED #
Bas . in
Area * C
erland
=nutes
utter
(Minutes)l
i
Basin
'(Minutes)
Peak Flow
_LgFS)
F---0-0�
1 957.5011
3.8
Page I of 5
The shortest design rainfall duration is 5 minutes.
For rural areas, the catchment time of concentration is always => 10 minutes.
For urban areas, the catchment time of concentration is always => 5 minutes.
At the first design point, the time constant is <= (I O+Total Length/1 80) in minutes.
When the weighted runoff coefficient => 0.2, then the basin is considered to be urbanized.
,When the Overland Tc plus the Gutter Te does not equal the catchment Tc, the above criteria supersedes
the calculated values.
Summary of Manhole Hydraulics
Rainfall
Duration
(Minutes)
I
[::�l
4957.831
F--
F ------
------ 1
file://C:\Program%2OFiles\NeOUDSewer\Reports\336349647�.htm
1/31/2006
iNeouu�i xesuits 6ummary
Page 2 ot --)
An
I
I
1 2
0.041
5.01
106.391
3.81 4960.191
4958.06
1
Summary of Sewer Hydraulics
Note: The given depth to flow ratio is 0.9. T—Existin
I I Calculated7l Suggested
F ManholeIDNumber
I I M!
liameter (Rise)IlDiameter (Rise)IlDiameter (Rise)IlWidt]
(Inches) (FT) 11 (Inches) (FT) 11 (Inches) (FT) 11 (FT)
12.j
1 ]81
—IFN/Al
12..
FRoundjj
1 18]1
121..F
N/Al
—8. �8
—
1 1811
1]2..
F—N/Aj
F4
FRound]l
1 18]1
�6
F N/A�
1 5 ]F 10 1 3 Ig2j!A1 7.211 IAJ N/Al
172 F N/7A
FRound]l 18]1
FRoundjj 1 18]1 6.F N/X]
FRou7nd 1 6.811 18]1 12]1 N/Al
JL9 7 Roundl 5.�j 1�1 /A]
____] L __ JL�L
Round and arch sewers are measured in inches.
Box sewers are measured in feet.
Calculated diameter was determined by sewer hydraulic capacity.
Suggested diameter was rounded up to the nearest commercially available size
All hydraulics where calculated using the existing parameters.
If sewer was sized mathematically, the suggested diameter was used for hydraulic calculations.
Full
Normal
Normal
Critical
Full
Flow
Depth
gVelocity
Velocity
loci
Velocity
9
(CFS)
(Feet)
(FPS)
(FPS)
(FPS)
F-1�8
2.�7
F 2.7]
Ifile:HC:\Program%2OFiles\NeoUDSewer\Reports\3363496473.htm
7/31/2006
I
NeoUDS Results 6ummary
Page 3 of 5
-1
11
r,jL
, LMI
i
1 4
1 1.21
0.911
0.501
6.11 0.481
6.21
6.11
N/A
I
F-o �q
F-2.7]
F-7 I
F-o-�q
2.�7
A Froude number = 0 indicated that a pressured flow occurs.
Summary of Sewer Design Information
Invert Elevation 11 Buried Depth
[S17ope
Downstream
Upstrearn
Downstream
1/o
rUptstre]am
(Feet)
t)
(Feet)
(Feet)
(Feet)
Comment
4957.06 1 4957.001 2.131 0.00 ISewer Too Shallowl
4957--061F 2-001F
1 2 F—O.501F-4957.40F 2-1�3F
F-07.50
Isewer '.roo Shallow]
F2.00]
Summary of Hydraulic Grade Line
Invert Elevation Water Elevation
ewer
ength
Feet)
Surcharged
Length
(Feet)
Upstream
(Feet)
6.311
67.377
59.821
5
5]
6
F 17.99]
E=1�1
9.3]9
49
[:=��D�E:�
file:HC:\PrograTn%20,Files\NeoUDSewer\Reports\3363496473.htm
7/31/2006
NeoUDS Results Summary
Page 4 of 5
a
'JI
riON -
i",
8 11
57.41
57.4jL4957.4411
4957.1511 4958.56
4958.40
1 Pressured
[::=�i
I EI]2
Summary of Energy Grade Line
Upstream Manhole
Juncture Losses
Downstream
Manhole
w
e ]er
D
[B��end
1 Loss
Asq�
Lateral
Loss
Feet)
V
F —oo 61
FT-16]
F—o - 6-61
F-6.75]
F —1.03]
F 0 --0 11
F —o.63]
F _0 - 0-01
F —0 --0 11
F-9 I
F—o—. 1-91
Bend loss = Bend K * Flowing full vhead in sewer.
Lateral loss = butflow full vhead - Junction Loss K * Inflow full vhead.
A friction loss of 0 means it was negligible or possible error due to JUMP.
Friction loss includes sewer invert drop at manhole.
Notice: Vhead denotes the velocity head of the full flow condition.
A minimum junction loss of 0.05 Feet would be introduced unless Lateral K is 0.
Friction loss was estimated by backwater curve computations.
Summary of Earth Excavation Volume for Cost Estimate
he ii-er Piven trench -ide -Inne iq 1 -
Rim Elevation
(Feet) I
Invert Elevation
(Feet)
Manhole Height
(Feet)
4958.0011
4957.00 1.00
4960,19�1
F— 3.13
1 3
4960.40
1 3—.001
4960.4011
1 5 11
4960.4311
4957.151 3.281
E=1
4960.5011
74=957.34
U
file://C:\Progfdrjd%2OFiles\NeOUDSewer\Report�\33 63496473.htm
781/2006
NeOUD�i KeSuItS NUMMary
Page ) ot �)
r'j
U
1 7 1 4960.3011 4957.4411 .2.861
1 4 1 4957. 1
F--971 4960.5011 4957. 1 2.70
1 4960.5011 4957.501 3.
Upstream Trench Downstream Trench
Width Width
Earth
Volume
(Cubic
Yards)
4
6.:4]
Total earth volume for sewer trenches = 142 Cubic Yards. The earth volume was estimated to have a
bottom width equal to the diameter (or width) of the sewer plus two times either I foot for diameters less
than 48 inches or 2 feet for pipes larger than 48 inches.
If the bottom width is less than the minimum width, the minimum width was used.
The backfill depth under the sewer was assumed to be 1 foot.
The sewer wall thickness is equal to: (equivalent diameter in inches/ 12)+1
file:HC:\Program%20Files\NeoUDSewer\Reports\3363496473.htm
7/31/2006
Tailwater South Pipe
Worksheet for Circular Channel
Project Description
Worksheet Tailwater Soutl
Flow Element Circular Chann
Method Manning's Forr
Solve For Channel Depth
Input Data
ManningsCoeffic 0.012
Channel Slope 005000 ft/ft
Diameter 15.0 in
Discharge 3.83 cfs
Results
Depth 0.83 ft
Flow Area 0.9 ft2
TLJ S 03
Wetted Perime 2.37 ft
Top Width 0.00 ft
Critical Depth 0,79 ft
Percent Full 66.1 %
Critical Slope 0.005655 ft/ft
Velocity 4.45 ft/s
Velocity Head 0.31 ft
Specific Energ, 1.13 ft
Froude Numbe 0.92
Maximum Disc 5.32 cis
Discharge Full 4.95 cfs
Slope Full 0.002996 Wit
Flow Type Subcritical
'I
.1
i
Project Engineer: Alicia Forward
c:\program files\haestad\fmw\redstone.fm2 Sear -Brown Group FlowMaster v7.0 (7.0005]
07/31/06 07:54:06 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1
Chase Design Point 202
Worksheet for Re'ctangular Channel
Project Description
Worksheet
Middle Curb Cut/Cka.!5e_
Flow Element
Rectangular Chan
Method
Manning's Formul
Solve For
Channel Depth
Input Data
Mannings Coeffic
Channel Slope 005000
0.013
Wit
Bottom Width
2.00 ft
Discharge
1.79 efs
Results
Depth
0.30 ft
ekrL
Flow Area
0.6 fl:2
Wetted Perimi
2.59 ft
Top Width
2.00 ft
Critical Depth
0.29 ft
Critical Slope 0.005223 ft/ft
Velocity
3.02 ft/s
Velocity Head
0.14 ft
Specific Ener�c
Froude Numbi
0.44 ft
0.98
iWS 01,6V, �Lveyl-el,�
P
Flow Type Subcritical
ro
"I
41
.1
J
Project Engineer: Alicia Forward
c:\program files\haestad\fmw\redstone.fm2 Sear -Brown Group FlowMaster v7.0 [7.00051
07/28/06 01:54:55 PM 0 Haestad Methods, Inc. 37 Brooks ide Road Waterb ury, CT 06708 USA +1-203-755-1666 Page I of 1
01
IL
I
11
11
11
Curb Cut Design Point 203
Worksheet for Rectangular Channel
Project Description
Worksheet
EastCurbCut
Flow Element
Rectangular ChE
Method
Manning's Formi
Solve For
Channel Depth
Input Data
I
Mannings Coeffic 0.013
Channel Slope 050000 ft/ft
Bottom Width 4.00 ft
Discharge 13.11 cfs
Results
Depth
0.31 ft
Ww-,� clA
Flow Area
1.2 ft2
Wetted Perim(
4.62 ft
Top Width
4.00 ft
Critical Depth
0.69 ft
Critical Slope
0.004138 ft/ft
Velocity
10.61 ft/s
Velocity Head
1.75 ft
Specific Ener�
2.06 ft
Froude Numb,
3.37--m�.
> 0,90
PermwwJ erV5,-t,, e,,�01.
Flow Type 3upercritical
Project Engineer: Alicia Forward
c:\prograrn files\haestad\fmw\redstone.fm2 Sear -Brown Group FlowMaster v7.0 [7.0005]
07/28/06 01:51:08 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1
j
J
11
Al
L P1.
I
Redstone POB
Riprap Rundown at Design Point 203
Updated: 28-Jul-06
Pipe Diameter:
D
24
in
Discharge:
Q
13.11
cfs
Tailwater
y
0;5.,
known
- ft( =J
1. Required riprap type:
2. Expansion Factor:
By: JRG 187010500
Checked:
Q/D 2.5 = 2.32 < 6 --> use design charts
D = 2.00 ft
Yt/D = 0.25
Q/DAJ .5 = 4.64
d5O = 6.75 in ------- > 9 in
> Use Type L (Clas 9) ripraI3
1/2tanO 2.74
3. Riprap Length:
At = QN = 1.70 ft2
L = 1/2tane * (AtlYt - D) = 4 ft
4. Governing Limits:
L > 3D
L < 1 OD
5. Maximum Depth:
Depth = 2d5O = 2 (9 in 112)
6. Bedding:
Erosion Resistant Soil (Clay)
V 7.7 fUsec
6 ft increase length to 6 ft
20 ft => 4 ft --> OK
ft
Use 1 ft thick layer of Type 11 (CDOT Class A) bedding material.
7. Riprap Width:
Width = 3D = 3 (24 in /12) = 6 ft
(Extend nprap to minimum of culvert height or normal channel depth.)
Summary:
Type L (Class 9) riprap
Length 6 ft
Depth 1.5 ft
Width 6 ft
Reference: UDFCD USDCM, Vol. 1, Major Drainage. Page MD-105
V:\52870F�ACTIVE\187010500\CIVIL\DESIGN\DRAINAGE\DP203 RIPRAPALS
—I
HYDRAULIC RESULT—S
Discharge
(of$)
Peak Flow
Peri6d �hrs]
Velocity [fps)
Area (sq.ft)
Hydraulic
Radiusfftl
Normal
Depth (ft)
0.57
INER RESULTS
Rock Ripfap
1L Bottom
1.0 Width = 4.00 ft 1.0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
hear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Staple Pattern
Phase
Class
I
Type
I
Density
Straight
Bock Riprap
Unvegetated
3.00
1.79
1.68
STABLE
a in
13
I J
-.1
Sidewalk Culvert at Design Point 230
Worksheet for Rectangular Channel
Project Description '
Worksheet
Southwest Sidewalk C
Flow Element
Rectangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coeffic 0.029
Channel Slope 020000 ft/ft
Bottom Width 2.00 ft
Discharge 1.48 cfs
Results
Depth 0.28 ft
Flow Area 0.6 fl:2
Wetted Perim( 2.56 ft
Top Width 2.00 ft
Critical Depth 0.26 ft
Critical Slope 0.026147 fUft
Velocity 2.64 fUs
Velocity Head 0.11 ft
Specific Ener� 0.39 ft
Froude Numb, 0.88
Flow Type Subcritical
e ro
J
Project Engineer: Alicia Forward
c:\program files\haestad\fmw\redstone.fm2 Sear -Brown Group FlowMaster v7.0 [7.0005]
07/28/06 02:40:51 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 05708 USA +1-203-755-1666 Page 1 of 1
J
a
HYDRAULIC RESULTS
Discharge
(cfsl
PP:�Idllow
no h,,,
IVelocil, (fps)
Area (sq, f t)
I
H" au c
I Radlusl'(itl
N ma
Deopr th
1.5
100.0
2.58
0.58
0.21
0.26
LINER RESULTS
Unteinfotced
S = 0.0200
LBottom
1.0 Width = 2.00 ft 1.0
Not to Scale
R each
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(Psf)
Calculated
Shear Stress
1psf)
Safety Factor
Remarks
Staple Pattern
Phase
Class
Type
Straight
5d
Vegetation
D
Sod
3.33
0.32
10.37
STABLE
I
— S oil
Sandyl-oam
0.035
0.005
7.54
STABLE
Lts
Tj
L
: I
I
Redstone POB
Riprap Rundown at Design Point 231
Updated: 28-Jul-06
Pipe Diameter: D 12 in
Discharge: Q 3.8 cfs
Tailwater*: y. , 0.4 ft (unknown)
* Assume that y=0.4*D if tailwater conditions are unknown
1. Required riprap type:
By: JRG 187010500
Checked:
Q/D 2.5 =
3.80
< 6 --> use design charts
D =
1.00
ft
Yt/D =
0.40
Q/DI1.5 =
3.80
d50 =
3.15
in ------- > 6 in
> Use Type
VIL
(Class 6) riprap
2. Expansion Factor:
1/2tanO = 3.70
3. Riprap Length:
At= QN = 0.49 ft2
L = 1/2tanE) * (AtIYt - D) = 1 ft
4. Governing Limits:
Erosion Resistant Soil (Clay)
V 7.7 ft/sec 11
L > 3D 3 ft increase length to 3 ft
L<10D 10 ft => 1 ft --> OK
5. Maximum Depth:
Depth = 2d5O = 2 (6 in / 12) 1 ft
6. Bedding:
Use 1 ft thick layer of Type 11 (CDOT Class A) bedding material.
7. Riprap Width:
Width = 3D = 3 (12 in 112) = 3 ft
(Extend riprap to minimum of culvett height or normal channel depth.)
Summary:
Type VIL (Class 6) riprap
Length = 3 ft
Depth = 1 ft
Width = 3 ft
Reference: UDFCD USDCM, Vol. 1, Major Drainage, Page MD-105
V:\52870F\ACTIVE\187010500\CIVIL\DESIGN\DRAINAGE\E)P231 RIPRAP.XLS
jr) ZJ1 f�t� jr051w,,
&S P�s - I ( �. 3 �, 3 c4
r— (A- � (0 1-0
rj
'SI.- -.E..T'BY-..T.'HE.,' T
�DE.-SIGN-PE-A-K.FLOW:�FOR....PNg�HALF::� F RATIONAL METHOD
1/2 OF STREET
DesignFlow: ONLY if already determined through other methods:
(local peak flow for 1/2 of street, plus flow bypassing upstream subcatchments):
0 Ifyou entered a VaWe bore. Skip the rest *rthis sheet and proceed to thoetQ-Aliow)
Geographic Information: (Enter data in the blue cells):
Subcatchment Area=[.-.'., Acres
.'..7
Percent Imperviousness
%
N RC S Soil Type
A, B, C, or D
Site: (Check One Box Only) Slope (ftfft)
Lengt
Site is Urban: Overland Flow
Site Is Noi Gutter Flow
Rainfall Information: Intensity I (inch/hr) Cj* P1 /(C2+T, A C3
Design Storm Return Period, Tr =
77�
years
Return Period One -Hour Precipitation, P, =
inches
Cj=
13=
q L
User -Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C
User -Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C6 =I:i:i.
Bypass (Carry -Over) Flow from upstream Subcatchments, Qh
clis
Analysis of Flow Time (Time of Concentration) for a Catchment:
Calculated Design Storm Runoff Coefficient, C =
Calculated 5-yr. Runoff Coefficient, C5 =
Overland Flow Velocity, Vo
fps
Gutter Flow Velocity, VG
... WA fps
Overland Flow Time, to
A minutes
W,.
Gutter Flow Time, tG
minutes
Calculated Time of Concentration, Tc
minutes
Time of Concentration by Regional Formula, Tc
minutes
Recommended Tc
WA minutes
Time of Concentration Selected by User, Tc
# minutes
Design Rainfall Intensity I
inch/hr
Calculated Local Peak Flow, P
CfS
Total Design Peak Flow, Q
f
c s
Exl5'Rlnlet.xls, Q-Peak
8/1/2006. 7:10 AM
I
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I
(based on Keg waved urrienator maxim umAuowamie riow uepin and bpreaa)
Project: RwWo"t, ".,
Inlet ID: RMAd T"R Inlot
TBACK— — TCROWN
T, Tm,,x
SAC W �i/
__---�'Street
\Qw X/
HOURS d
Slope Behind Curb (lem blank for no conveyance credit behind curb)
fing's Roughness Behind Curb I
of Curb at Gutter Flow Line
.� from Curb Face to Street Crown
Depression
Transverse Slope
Longitudinal Slope � Enter 0 for sump condilJon
ig's Roughness for Street Section
Allowable Depth at Gufter Row Line for Minor & Major Storm
Allowable Water Spread for Minor & Major Storm
Cross Slope (Eq. ST-3)
Depth without Gutter Depression (Eq. ST-2)
Depth with a Gutter Depression
ble Spread for Discharge outside the Gutter Section W IT - W)
Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7)
rge outside the Gutter Section W, carried in Section T�
rge wfthin the Gutter Section W (Or - DO
rge Behind the Curb (e,g., sidewalk, driveways, & lawns)
urn Flow Based On Allowable Water Spread
efical Water Spread
shoal Spread for Discharge outside the Gutter Section W J - W)
r Flow to Design Flow Ratio by FHWA HEC-22 method (Eq ST-7)
etical Discharge outside the Gutter Section W, carried in Section Tx TH
I Discharge outside the Gutter Section W, (limited by distance T,,W
arge within the Gutter Section W A - QX)
Discharge for Major & Minor Storm
-Based Depth Safety Reduction Factor for Major & Minor Storm
arge Behind the Curb (ag, sidewalk, dnheways, & laws)
nurn Flow Based on Allowable Gutter Depth
T_,, -A --,, .5-6 f 0 Z%
Smc,, � aj � 1 fftt yart� /ft. horiz
nimox �
H, inches
To,,= : ft
_ F Winches
:F__ —imift
Z D no
If. 1. 'Z ve't 'I ftL Z�Z�
n.TM
minor Sto M Sit
g r 0
d. INC inches
T. rM.0 ft
S.
Y
d
TX
Eo
Qw,
T,
Tx,,,
Eo
QXTI
Ql,
R
QMM
el's
ofs,
s4w-
3 Z. 3 CA
IEx1S'RInIot.xts, Q-Allow, 8/112006, 7:10 AM
I
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:1
I
r
q_-
,3
L
r
; J
Street Section with Flow Depths
.10
I
NI
L
I
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I
-1
A
U)
If
In3
ILI I
10\
110
6
Z
.40
1
1
lo
-60
-40 -20 0 20 40 60
Section of 1/2 Street (distance in feet)
—Ground elev, Minor d-max
... I, .... . Minor T-max
. Major d-max
X Major T-max
Ex15'R1n1et.x1s. Q-Allow 811/20G6, 7:10 AM
i IN A, S & a R, L
ME O-CATION
Project
Po
Inlet ID iii ZV rIRtIneft
Warninq
vv�nung
'I , Lo (C)
Design Information (input)
Type of inlet
Type = L t b 0 d 6TEtilploVk.��,1 Afing
Local Depression (in addition to gutter depression 'a' from Q-Allow)
a.. �
inches
Number of Unit Inlets (Grate or Curb Opening)
No =
i
Grate Information
Length of a Unit Grate
L� (G) =
NIA feet
Width of a Unit Grate
W.
VA feet
Area Opening Rate for a Grain (typical values 115-0SO)
A,..
NIA
Clogging Factor for a Single Grate (typical value 0.50)
C, (G)
NtA
Grate Weir Coefficient (typical value 3 00)
C� (G)
Grate orifice Coefficient (typical value 0.67)
C. (G) = n�
WA
Curb Opening Information
Length of a Unit Curb Opening
L. (0) =
1-5zib feet
Height of Vertical Curb Opening In Inches
H— =
inches
Height of Curb Orifice Threat in Inches
Hm�=
inch,,
Angle of Threat (see USOOM Figure ST-5)
There = 777-7�degrees
Side Width for Depression Pan (typically the gutter wdth of 1 feet)
W, �
:4-00 feet
Clogging Factor for a Single Curb Opening (typical value 0.10)
C, (C) =
Curb Opening Weir Coefficient (typical value 2 3G-3,00)
C. (C) =
Curb Opening Orifice Coefficient (typical value 0 67)
C, (C) �
Resultina Gotten Flow Death for Grate Inlet Capacity in a Sump
Clogging Coefficient for Multiple Units
COO -
NIA
Clogging Factor for Multiple Units
Clog
t VA
As a Wait
Flow Depth at Local Depression without Clogging (D cfs grate, 32 3 cfs curb)
dw
NO inches
Flow Depth at Local Depression With Clogging (0 chs gram, 321 cfe curb)
d_
W� inches
A. an Orifice
Flow Depth at Local Depression without Clogging (10 cfs grate, 32.3 era curb)
cL� -
N�A inches
Flow Depth at L-carl Depression with Clogging in chs grate, 32.3 cfis curb)
d_ 7
NiA inches
Resulting Gutter Flow Depth Outside of Local Depression
d—,,. x
WA inch..
Reemli Gutter Flow Death for Curb Opening Inlet Capacity 1. . Surn
Clogging Coefficient for Multiple Units
Cost -
1 00
Clogging Factorfor Multiple Units
Clog -
0 qQ
Curb. aWeIr, Gmi an Orifice
Flow Depth at Local Depression Without Clogging (0 cfa grate, 32.3 ch, curb)
d� -
11 o inches
Flow Depth at Local Depression with Clogging (0 ars gram, 32.3 da curb)
cl� -
12, � inches
Curb as an Orfifte, Gralm as an Orli
Flow Depth at Local Depression without Clogging (10 ofs grate, 32.3 cls curb)
d,, =
L inches
Flow Depth at Local Depression with Clogging in ofs grate, 32.3 cfa curb)
6�� �
l2r� inches
Resulting Gutter Flow Depth Outside of Local Depression
d., �
93 inches
Resultant Street Condition.
Total Inlet Length
L -
150 feet
Total Inlet interception Capacity (Design Discharge from Q-Peak)
Q� -
32.1, cls -
il Resultant Gutter Flow Depth (based an sheet Qi geometry)
d =
B:S: ji. Is D--
3 R flant Street Flow Spread (based on sheet Q-Aflow geometry)
T =
38A feet --,
JR:sultant Flow Depth istrilaslinnum Allowable Spread
d.,n, z
0.0, in �Zs
'Wamirg c: Guftt�r fl�,, dept" i� 6 Mch2p arOMA �orth, li �TOPryl t1ze Illeet
W...rf,3fw 9� FI. �pftd r� fh�%twthpn the 30 fO-Icfict"d for r?� MiNOR �TORM Jsa� ch'�VO�Ar.,']
> 160- V
�'60 t�'
4
Exl5'Rlnlet.xis, Inlet In Sump 8/112006, 7:1:0 AM
I
IL
I r
30 .......... ... ......... ......... .......... .......... .......... .......... ..... ........ ........ ................. .......... ......... .......... .......... ..........
29
—
8
27
26
—
25
—
24
23---
22
21
20
19
18
L—L 17
16
CL
u)
—Z 15
>
14
E
13
CL
w
—
—
—
-------
12
—
1
10
8
7
_A14
6
.
6
3
2
0
0 2 4 6 6 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Q (cfs)
Curb Weir e Curb Orif. -4�,-- Not Used v Reported Design 0 Reported Design
Flow Depth (in) Flow Depth (in.) Flow Depth On.) Spread (ft.)
Exl5'Rlniet.xls, Inlet In Sump 8/1/2006. 7:10 AM
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Project =
I Inlet ID =
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GUTTER CONVEYANCE CAPACITY
-PUI4 (9%. K
I —T—
Top of Curb or W
Allowable Depth Tx-
7171 y
I I L\ I 11��' I'// .//
y
d
a
X
Street Geometry (Inputl
Design Discharge in the Gutter
Gutter Width (Cannot Be Less Than Any Grate Width)
Gutter Depression, if Composite Gutter
Street Transverse Slope
Street Longitudinal Slope
Warning 01 Manning's Roughness
Gutter Conveyance Geometry
Gutter Cross Slope
Water Spread Width
Water Depth without Gutter Depression
Water Depth with a Gutter Depression
Gutter Conveyance Calculations by HEC-22 Method
Spread for Side Flow on the Street (T - W)
Discharge outside the Gutter Section W, carried In Section T.
Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7)
Discharge within the Gutter Section W
Total Flow Rate by HEC-22 Method
Equivalent Street Transverse Slope
Flow Area
Flow Velocity
V,*d product
Warning 01: Manning's n-vafue does not meet the USDC.M criteria,
NOTE: V,*d product should be less than 6.0 for minor event and less than 8.0 for major event.
Street
Crown
Q. = 3.4 cfs L�-
W=
1 .00 ft
a =
1.0 inches
S� =
O�.owo ft/ft
S� =
0.0050 ft/ft
n =
0,013
S�=
ft/ft
T =
— ff.7, It
Y=
Iff inches
d =
3,$ inches
T� 10,7 ft
Q� =
25: cfs
E� =
0�26
Q, =
O�9 cfs
OT =
3.4 cfs
S� =
Q-442& ft/ft
A� =
1.4 sq it
V� =
2,41 fps
V,*d =
6'W ft2/s
0111+5
F21
IpvhSTINAl revised8-1-06.xls, Street Hy 8/112006, 8:31 AM
Project =
Inlet ID =
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( 4f.
WP Lu WP
><- -><- - - 3W
Gutter
F.9
Yd
Pan
Vvalter
Flow Direction
th of a Unit Inlet
L. =
5,00 ft
I Depression, If any (not part of upstream Composite Gutter)
al..[ =
000 inches
it of Curb Opening in Inches
H =
6,00 inches
Width for Depression Pan
Wp =
3,616. ft
ging Factor for a Single Unit (typical value = 0.1)
C,
0.08
3 of Throat (see USDCM Figure ST-5)
Theta
63,0 degrees
�e Coefficient (see USDCIVI Table ST-7)
C,
0-67
Coefficient (see USDCM Table ST-7)
C�
5,49,
Number of Units in the Curb Opening Inlet
No
a Weir
sign Discharge on the Street (from Street Hy)
iter Depth for the Design Condition
:al Length of Curb Opening Inlet
pacfty as a Weir without Clogging
igging Coefficient for Multiple Units
igging Factor for Multiple Units
pacity as a Weir with Clogging
an Orifice
pacity as an Orifice without Clogging
pacity as an Orifice with Clogging
Percentage for this Inlet = Qa / 00 =
L
Q. =
Yd
L
Q.
Coef
Clog -
Q. =
Q., =
4 cfs
Q0. �
1A." ds
Q. =
as
C% =
% ad
Note: Unless additional ponding depth or spilling over the curb is acceptable, a capture
percentage of less than 100% in a sump may indicate the need for additional inlet units.
IpvhSTINA1 revised8-1-06.xis, Curb-S 811/2006, 8:31 AM
1-1
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1-1
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Project: PVH
Inlet ID: STIN-A-1
Top of Curb or T Street
— Txc— Crown
Allowable Depth ;W
Wam'.nq
ble Depth to Gutter Flow Line for Major Event
Width
Depression
Transverse Slope
Longitudinal Slope
ng's Roughness
urn Water Spread for Major Event
r Cross Slope (Eq. ST-8)
r Depth without Gutter Depression (Eq. ST-2)
r Depth with a Gutter Depression
r Flow to Design Flow Ratio by FHWA H EC-22 method (Eq. ST-7)
A for Discharge outside the Gutter Section W T - W)
arge outside the Gutter Section VV, carried in Section T.
arge Within the Gutter Section W (Q - Co
Rate Based On Maximum Water Spread
Spread
Flow to Design Flow Ratio by FHWA H EC-22 method (Eq. ST-7)
d for Discharge outside the Gutter Section W (T - W)
arge outside the Gutter Section VV, carried In Section Tv
arge, within the Gutter Section W (Q - Q,)
Rate Based on Maximum Allowable Gutter Depth
!on Factor for Major Event
Design Conveyance Capacity for Major Event
VVIrninq 01; Nianning's n�villue does riot meet the USI)CM recommended rriterla.
H
6 U inches
W
2,00 ft
2� inches
DrO200 ft/ft
S
0 0130 ft/ft
0.013
T
150 ft
S,
0 10&1 ft/ft
y
�i,_ 3 8 inches
cl
5.8 inches
E�
T. =
x:t 4,0 ft
Q. =
42 cis
Q, =
cfs
Or =
T
tt
E�
T�
it
Q.
fs
Q.=77T,77Ucts
Q, =�:——Mftr,
�
- - cis
R
Q.11.� cfs
pvhSTINAlrevised8-1-06.xls, Q-Major
8/1/2006, 8:32 AM
I
DRAINAGE & EROSION CONTROL
PLAN DRAWING, EROSION
CONTROL CALCULATIONS
16
RAINFALL PERFORMANCE STANDARD EVALUATION
lR7ninKnn
I
DEVELOPED
ERODIBILITY
Asb
Lab
Ssb
Lb
Sb
SUBBASIN
ZONE
(ac)
I I I
(%)
(ft)
I%)
(PIS)
201
Moderate
1.10
240
2,00
61.7
0.51
202
Moderate
0.1B
50
2.00
2.1
0.08
203
Moderate
1 22
200
2.20
57,0
013
206
Moderate
0�05
100
2.00
1,2
0.02
207
Moderate
0,08
100
2,00
1,9
0.04
209
Moderate
0.09
100
200
2A
0.04
210
Moderate
0.01
20
2,00
00
0.00
211
Moderate
0.05
60
2�00
07
O�02
212
Moderate
0,02
25
2�00
0.1
0.01
213
Moderate
0,12
75
2.00
2A
0.06
214
Moderate
0.03
30
2.00
0.2
0.01
216
Moderate
0,06
40
2.00
0,6
0.03
217
Moderate
0.12
100
2.00
2A
0,06
218
Moderate
014
100
2.00
3.3
0,07
219
Moderate
0.11
80
2,00
21
005
220
Moderate
0.06
60
2.00
a 8
0.03
230
Moderate
0.37
200
2.00
17 3
OAT
231
Moderate
0,35
60
200
4 9
OAG
63A
Moderate
0,12
so
200
2 2
0,06
F-
4.28
163.08
2.06
79.3
EQUATIONS
Lb = sum(AiLi)/sum(Al)
1631 ft
Sb z sQm(AiSi)/sum(Ai)
2,06 %
11PS (during construcUon).= 79.3 (from Table 8A)
11PS (after construction) = 79.3 10.85 03:4
I
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EFFECTIVENESS CALCULATIONS
187010500
It=CW1PLWaYVWK.
WIN
Erosion Control
C-Factor
P-Factor
Comment
Number Method
value
Value
3
Bare Soil - Rough Irregular Surface
1
0.9
6
Gravel Filter
1
0,8
5
Straw Bale Barrier
1
0.8
6
Gravel Filter
1
O�8
8
Silt Fence Barrier
1
0,5
38
Gravel Mulch
0.05
1
39
Hay or Straw Dry Mulc�5% slope)
0.06
1
SUB PS AREA
BASIN (ac)
79.35 4.28
SUB I
BASIN
SUB
AREA
ARFA
(so)
Practice C.A P*A Remarks
DURING
CONSTRUCTION
38
0.05
1.03
Gravel Mulch
201
Impervious
1 03
201
Pervious
O�07
39
0.00
0.07
Hay or Straw Dry Mulch (1 -5% slope)
202
Impervious
0.18
38
0.01
0.18
Gravel Mulch 1
202
Pervious
0.00
39
0.00
0.00
Hay or Straw 6ry Mulch (1-5% slope)
203
Impervious
0.99
38
0.05
0.99
Gravel Mulch 1
203
Pervious
0.23
39
0,01
0.23
Hay or Straw Dry Mulch (1-5% slope)
205
Impervious
0.05
39
0.00
0.05
Hay or Straw Dry Mulch (1-5% slope)
205
Pervious
0.00
39
0�00
0.00
Hay or Straw Dry Mulch (1-5% slope)
207
Impervious
0,08
39
0.00
o.oa
Hay or Straw Dry Mulch (1�5% slope)
207
Pervious
000
39
0.00
0.00
Hay or Straw Dry Mulch (1-5% slope)
209
Impervious
009
39
0.01
0.09
Hay or Straw Dry Mulch (1 -5% slope)
209
Pervious
000
39
0.00
0.00
Hay or Straw Dry Mulch (1-5% slope)
210
Impervious
0.00
39
0.00
0,00
Hay or Straw Dry Mulch (1-5% slope)
210
Pervious
0,01
39
0.00
0.01
Hay or Straw Dry Mulch (1-5% slope)
211
Impervious
0.05
39
0.00
0,05
Hay or Straw Dry Mulch (1-5% slope)
211
Pervious
0.00
39
0.00
O�00
Hay or Straw Dry Mulch (1-5% slope)
212
Impervious
0�00
39
0.00
O�00
Hay or Straw Dry Mulch (1-5% slope)
212
Pervious
0.02
39
0.00
0.02
Hay or Straw Dry Mulch (1 -5% slope)
213
Impervious
OA2
39
0.01
0,12
Hay or Straw Dry Mulch (1-5% slope)
213
Pervious
0.00
39
0,00
0.00
Hay or Straw Dry Mulch (1-5% slope)
214
Impervious
0.00
39
0.00
0.00
Hay or Straw Dry Mulch (1-5% slope)
214
Pervious
0.03
39
0.00
0,03
Hay or Straw Dry Mulch (1 -5% slope)
216
Impervious
0.00
39
0,00
0,00
Hay or Straw Dry Mulch (1-5% slope)
216
Pervious
0.06
39
0.00
O�06
Hay or Straw Dry Mulch (1-5% slope)
217
Impervious
0.12
39
0.01
0.12
Hay or Straw Dry Mulch (1-5% slope)
217
Pervious
0.00
39
0�00
0.00
Hay or Straw Dry Mulch (1-5% slope)
218
Impervious
0,14
39
0.01
0.14
Hay or Straw Dry Mulch (1-5% slope)
218
Pervious
0.00
39
0.00
0.00
Hay or Straw Dry Mulch (1-5% slope)
219
Impervious
Oil
39
0.01
0.11
Hay or Straw Dry Mulch (1-5% slope)
219
Pervious
0.00
39
0,00
0.00
Hay or Straw Dry Mulch (1-5% slope)
220
Impervious
0,06
39
0.00
006
Hay or Straw Dry Mulch (1.5% slope)
220
Pervious
0.00
39
0.00
0.00
Hay or Straw Dry Mulch (1-5% slope)
230
Impervious
0.06
39
0.00
0.06
Hay or Straw Dry Mulch (1-5% slope)
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A(REA
�
PracUce
C*A
P*A
Remarks
r 230
Pe�ious
0�3.1
3 ' 01 1.017 H:yor r:w Dry Mulch (1-5% slope)
::r
231
mpeNious
0
3:
0 00
0 3
A y , w Dry Mulch (1 -5% slope)
231
Pervious
�mpervious
0.35
'3'9
.02
0.11
Hay or Slaw Dry Mulch (1-5% slope)
53A
0.10
38
0 01
101
0 10
'r,�'l Mulch
�r
53A
Pewious
0.12
012
Hay or Straw Dry Mulch (1-5% slope)
Cnet
0.06
Pnet
0.835514
1
--EFFIT
EFF = (1-C-P)lDO
FF-
�qs 20
1>
79.3
PS Before
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1
EFFECT1VENESS CALCULATIONS
Erosion Control
C-Factor
P-Factor
Comment
Number N
Value
Value
A alt/Concrete Pavement
0�01
I
__!ha.11l,Co,ncr.'e
,t,bli�.Uh,dncGrr,�,.PGrrs.'.'�d Cover - 30%
0.15
1
Established Grass Ground Cover - 50%
0.08
1
Established Grass Ground Cover - 70%
0.04
1
Established Grass Ground Cover - 90%
O�025
1
I -
SUB PS AREA
BASIN I (%) (ac)
site 1 93.35 4.28
SUB
SUB
AREA
Practice
C*A
P*A
Remarks
BASIN
AREA
(ac)
AFTER
CONSTRUCTION
201
Impervious
1,03
9
0.0103
1.03
Asphalt/Concrete Pavement
201
Pervious
0.07
18
0,00175
0,07
Established Grass Ground Cover - 90%
202
Impervious
0,18
9
0.0018
0.18
Asphalt/Concrete Pave7ment
202
Pervious
000
15
0
0
Established Grass Ground Cover - 90%
203
Impervious
0.99
9
0.0099
0.99
Asphalt/Concrete Pavement
203
Pervious
0.23
18
0,00575
0.23
Established Grass Ground Cover - 90%
205
Impervious
0.05
9
0.0005
0.05
Asphali/Concrete Pavement
205
Pervious
0.00
18
0
0
Established Grass Ground Cover - 90%
207
Impervious
0.08
9
0.0008
0.08
Asphalt/Concrete Pavement
207
Pervious
0.00
18
a
0
Established Grass Ground Cover - 90%
209
Impervious
0,09
9
0.0009
009
AsphaltlConcrete Pavement
209
Pervious
0.00
18
0
0
Established Grass Ground Cover - 90%
210
ImpeNious
0.00
9
0
0
Asphalt/Concres Pavement
210
Pervious
0,01
is
0.00025
0.01
Established Grass Ground Cover - 90%
211
Impervious
0.05
9
0.0005
0.05
Asphalt/Concrete Pavement
211
Pervious
0.00
18
0
0
Established Grass Ground Cover - 90%
212
Impervious
0.00
9
0
0
Asphalt/Concrete Pavement
212
Pervious
OM
18
0.0005
0.02
Established Grass Ground Cover - 90%
213
Impervious
0.12
9
0.0012
0,12
Asphalf)(Doncrets Pavement
213
Pervious
0.00
18
0
0
Established Grass Ground Cover - 90%
214
Impervious
OM
9
0
0
Asphalt/Concrete Pavement
214
Pervious
0.03
18
0.00075
0,03
Established Grass Ground Cover - 90%
216
impervious
0.00
9
0
0
Asphalt/Concrete Pavement
216
Pervious
0.06
18
0.0015
O�06
Established Grass Ground Cover - 90%
217
Impervious
0.12
9
0.0012
0.12
Asphalt/Concrete Pavement
217
Pervious
0.00
18
0
0
Established Grass Ground Cover - 90%
218
Impervious
0.14
9
0.0014
0.14
AsphaltlConcrete Pavement
218
Pervious
0.00
18
0
0
Established Grass Ground Cover - 90%
219
Impervious
0.11
9
0,0011
0.11
AsphaltlConcrete Pavement
219
Pervious
0.00
18
0
0
Established Grass Ground Cover - 90%
220
Impervious
0.06
9
0.0006
0.06
Asphalt/Concrete Pavement
220
Pervious
0.00
18
0
0
Established Grass Ground Cover - 90%
230
impervious
O.G6
9
0.0006
0,06
Asphalt/Concrete Pavement
230
Pervious
0.37
18
0,00925
037
Established Grass Ground Cover - 90%
231
Impervious
OM
9
0,0003
OM
Asphall]Concrete Pavement
I
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I
SUB
AREA
AREA
Practice
C*A
P*A
Remarks
231
Pervious
0.35
18
0,00875
0,35
Established Grass Ground Cover - 90%
53A
Impervious
OAD
9
0.001
0.1
Asphalt/Concrete Pavement
53A
Pervious
0.12
18
0.003
012
Established Grass Ground Cover - 90%
Chet
0.0148598
Pnet
lo;FF
1.04
= (I-C-P)100
1>
93.4
PS After
I
I
EROSION CONTROL CONSTRUCTION SEQUENCE
187010500
Project: REDSTONE POB
Calculated By., JRG
SEQUENCE FOR 2003 ONLY
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.
'YEAR 2006
MONTH J J A S 0 N D
OVERLOTGRADING
WIND EROSION CONTROL
Soil Roughening
Perimeter Barrier
Additional Barriers
M Vegetative Methods
Soil Sealant
Other
RAINFALL EROSION CONTROL
STRUCTURAL:
Sediment Trap/Basin
Inlet Filters
Straw Barriers
Silt Fence Barriers
Sand Bags
Bare Soil Preparation
Contour Furrows
Terracing
AsphaltlConcrete Paving
Other
VEGETATIVE:
Permanent Seed Planting
Mulching/Sealant
Temporary Seed Planting
Sod Installation
Netfings/Mats/Blankets
Other
STRUCTURES: INSTALLED BY
VEGETATIONAMULCHING CONTRACTOR
DATE SUBMITTED
MAINTAINED BY
2007
APPROVED BY CITY OF FORT COLLINS ON
STANDARDFORMC
Date: 8/1/2006
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I
EROSION CONTROL COST ESTIMATE
ICITY RESEEDING COST
Unit
Total
Method
Quantity
Unit
Cost
cost Notes
Reseed/mulch
4.28
ac
$723
$3,094.44
Subtotal
$3,094
Contingency
50%
$1,547
Total
$4,642
Notes: 1. A<=5 ac--$655/ac; A>5 ac=$6151ac.
JEROSION CONTROL MEASURES
Unit
Total
Number Method
Quantity
unit
Cost
cost Notes
Vehicle Tracking Mat
67
CY
$30
$2,010
6 Gravel Filter
1
ea
$300
$300
5 Straw Bale Barrier
0
as
$150
$0
8 Silt Fence Barrier
2020
LF
$3
$6,060
38 Gravel Mulch
2,3
ac
$1,350
$3,105
39 Hay or Straw Dry Mulch (1-5% slope)
1.98
ac
$500
$990
Subtotal
$12,465
Contingency
50%
$6,233
Total
$18,698
Total Security
$18.698
I
0 co w co
co
C; co co co
0 w w w w w w co co m co
M.M m m m m
m w w co w m w w m w w m w w co co co
0 rl.
1q.
C5 co co m co w co w w m w w w w w w w w w w w w
W N M -t 0 0 CD CD 0 CD 0 0 r- t W W W
oi 4 li 11' 11' 'T, q* 'It' 'T, IT, 11r, 3, It . . . . . . .
a) co w w co 00 m w co w co co 00 w w 00 cl 'T g g g q 'T v
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0 co IT co It �T m Ln to 0 0 m to w w w (0 0 r- 1� I.- r- rl.
9 cli CO 4 14 , 14 11' 'T, V, It' �lt* .1r, 14 V* V* It' IT' It' q, 'It' 14" 14 'It' V1, -4
m 00 co 'o zi m co co co co w co co 00 co co OD 00 00 co m w m w
0 -;t CD — cq M CO IT 't It 'T In to 0 (D U� (D (D CD (D
C,; gi 4 4 4 4 zi g 4 g 4 g g 4 .4 g g 4 g .4 4 .4 4 g .4 ,f
co w w co co w m co w co co co w w w w co m w 00 m co
0 co 0 w 3 -: 7 N " C,� V� cl cl 'It 'It d: "q: 'It U� Iq (9 (9
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co co w co co co w w co co Co. co co co co 00 co co
10 N 0 r- M M T N N N N N M M CO CO M 'It V T V V
I? C.� ri oi C6 cli cli M 4 4 4 4 -4 li -4 4 'i 'i 4 v
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0 — M , M V M W 0
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q. w m w w w w w � m w co m w m � w w w w w
(D to W 0 N M V -It Ln 0 M 0 (D W 0 (0 r- r- W W
9 -: C\i C� W Ili C6 6 C-i 6 cli 6 1-i 1-i 6 cli �i 6 6 6 6 6 6 6 oi 6
* w w co w m w w m w w w m w w m w w w w m m w w w m
n — , W M M , N N M M M V "T V V T W
co U� cq cl� cl� cl� M W 6 6 6 6 6 vi 6
0 CO N W M N M V V V V
q 6 l_: l_: M C� cl� cli C� cli cli C� cl� C_� C.� C\i cl� C\i C.� C� cli C�i C\i C\i C�
17. w 0 w w w w w w m w w w w w w w w m w w m m
w w m w w w w 0 w w m co w w
0 0 0 m In 0 w m m I — I I I � � N N N M M M M M 0
q C6 6 W 6 6 6 6 6 6 W M W I-: _: ll�
cv r- I,- w w w w w w w w w w w w m co m m m m m
u� 6 c6 c6 6 6 6 6 6 6 cy; 6 6 6 6 6 6 6 6 6 6 6 6 6
1� 11. r- r- r_ [_ 1� [-- r- m w w m m w m m co w w w
o to CO [I- �t r- CD CO — N CO M IT V 0 m m LO 0 0 co U� r,. w 0 w
4 i,� cd c6 c6 c6 c6 Mi W' M' wi M' M' c6 c6 6 c6 6 co c6 c6
A
rl. 0 (0 0 0 v �T m M M 0 �t M 0
C� C� C� C� Ci C� C� i i . . . . . i i . i . . . . . .
N N N N N N N N N 0 0
0 0
�,C) 0 0 0 0 0 0 C) C) 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 C� 0 0 0 0 0 0 0 0 0 0 0 0 0
. . . . . . . . . . . . o o o
6 d 6 0 0 a 0 0 6 0 0 o o o o 6 C=j 6 6 * * , 6
0 0 0 0 0 0 0 0 0 C� 0 0 0 0 0 0 0 0 C� 0 0 0 a 0 0
N 0 m 0 m a) 0 0 c
LL
18
I
5 r)
Z7-24'x5
EROSION CONTROL MA
TO BE REMOWD
CONSTRUCTION OF
OF
PARKING LOT
17
EXISTING
43-x6B' HERCP
STORM PIPE
r,
16
It
HIM
9DEWALK CULVERT
TEMPORARY RETENTION
P MD TO BE REMOI 1111114
FUTURE BUILDOUT. STORM
G t� V.� r� IEC �U.Go
RAIN IMI BE CONNECTED TO
M�E EXTEASUON, ATICH MILL
C� FLM SOUTH AND INTO
sess"O's a a RISING,
OX
NOTES'
1. THE DROUNAGE DESIGN FOR THE REDSTONE PROFESSIONAL OFFICE
BUILDING IS IN ACCORDANCE GOT H THE FINAL DRAINAGE AND EROSION
CONTROL REPORT FOR THE WHS AMSTER INFRASTRUCTURE, MY 12. 2131M
2 ALL EROSION CONTROL SHCREEN IS FOR THE REDSTONE PROFESSIONAL
CWFICE BUILDING PROJECT ONLY ALLOTHERHEROSKINCONTRO11-
AWAGENT TOTHE SITE IS REGARDED FOR IN THE HYDE WESTER
HIPPRASTRUCTURE DESIGN
3 EXTENDED DETENTION FOR THE REDSTONE PROFESSIONAL OFFICE
BUILDING IS PROVIDED FOR IN POND 593 OF THE PJHS MASTER
SINFRASTRUCTURE DESIGN.
R
PROPERTY UNE
ILEGEND
on�off�
DRkINAGF BASIN LINE
7
-
BASIN In
@102
8J6 -
ACRES
A-
DRAINAGE DESIGN MINT
-------
-
SILT FENCE
-
GRAXEL INUFT FILTER
-
%vacut ntecom PRO
4' CUR
CUT
0 %EHICLE
TRAMPING DESICE
PROPERTY
USE
UNE
@ �32
17%
UI
r
U
4b
�4
PROPERTY 4b
LINE
EXISTING GO
PUMP STATION 1b z 0
,',�EXISTN\G
24m RCP 4b
STORM
PIPE
TO
�EXISTING
INSTALL RPRAP AND RCP STORM 011itess 11
EROSION CONTROL FABRIC PIPE t
ME SHEET C-170 ft
FOR SPECS.
�I' " 11
,\-EXISTING
43x68" LEECH
STMM PIPE
Y,-GRA'VEL FILTER
LIF SHIFT Ma
"Foe�o
Yell,
I lt`� - I M
1/2 3/4:
NOOD1
11 STINIca �� SAY SHAD. SE LOQUED
AT � ORRAHAE/Diff TO THE CONSTRUCTION SIDE
2, VEHICLE TRACISM MAT SHALL BE MAINTAINED
XIi NODDED TO PREVENT ME AMI FROM OEM
TRACKED ONTO CRY STRIEu.
3. SEDIMENT AND MER AMIDON. SPII ORROPPED
OR TFMAW ONTO OT)F STREET SHAUL BE PARDAITLY
REMOVED
Design
Point
Iliatil"(3)
Arem
(III
Composits
INC..
010
(cfal
010 (cft)
201
201
1,10
090
4.84
10.95
202
202
0.18
0,94
0.82
1.79
203
203
122
0,82
4.83
12.14
205
205
0.05
0.95
0.23
0.50
207
207
OFO8
OB5
0.37
0.80
209
209
0,09
095
0.42
090
210
210
001
025
001
0,03
211'
211
0,05
0.95
023
0.50
212
212
0.02
0.25
0.02
0.08
213
213
0.12
0.95
0.56
1.19
214
214
OF03
025
0.03
0.09
216
216
0.06
0.25
0,06
0,16
217
217
0.12
0.95
0.50
1.19
218
218
0.14
ITEMS
0.65
1.39
219
219
0.11
095
0.51
1.09
220
220
0.06
095
0.28
0.60
230
230
037
037
OJM
1.48
231
231
035
031
0,53
1.36
232
232
17.98
0.81
39.44
112.55
53A
53A
0,12
0."
0.49
1.19
G CURB INLET
OING "I
GRAIAEJ- MINER
(APPROX 3/�)
CONCRETE
GREEN BLOCK
("24SOCTEl/2' MESH)
wuuu SIFUD
Or
I
OWRFLOW
FILTERED WATER
WaS INUT
BIFIC RISEN
GRAWIL FILTER
VIA'
VIEW STUD
Me E SCREEN
PLAN
VIEW OECTM
GENERAL NOTES:
1, INSPECT AND REPAIR FILTERS AFTER EACH STORM
EWINT
REMOSSE SEDIMENT WHEN ME HALF OF THE FILTER
DEPTH
HAS SUN FILLED. REMOWD SEDIMENT SFISM-1. BE DEPOSITED
IN AN AREA TRIBUTARY TO A SEDIMENT BASIN OR
OTHER
FILTERING MEASURE.
2. SEDIMENT AND CRAWL SHAI-1- BE IMMEDIATELY PERIGORD)
FROM TRAOIDLED WAY OF ROADS.
EROSION CID CURB INLET GBAVEL FLINER
m
CALL UTILITY NOTIFICATION
GENDER OF CCRUCRUI
1-800-922-1987
CALL 2 BUS NEED DAYS RAONSANCE
SEE FORE YOU DIG OPPOSE OR EJXEAVA�
FOR TOO EARNED Of UNDERGRORM
ADVISER UTIVI
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
THESE PLANS HAW BEEN REMOVED BY THE
LOCAL DIFTY FOR CONCED" ONLY. THE
APPROVED;
RESIN DOES NOT IMPLY RESPONSIBILTY BY
IN4 Enoraver
Date
THE REMENING DEPARTMENI THE LOCAL
CHECKED
W:-
--5�t-e
ENTRY ENGINEER, OR THE LOCAL ENTITY FOR
Warter & Wastemater Wity
ACCURACY AND CORRECTNESS OF THE
CALCULURIONS. FURTHERMORE, THE RENIEN
CHECKED
BG-
DOES NOT IMPLY THAT QUANTITIES OF ITEMS
StaYrnwater DORY
ON THE PLANS ME THE FINAL. ouxNUmEs
CHMKED
BY:-
REWIRED THE REVIEN SHALU- NOT BE
Ranks & Recreetion
Date
CONSTRUED IN ANY REASON AS ACCEPTANCE
OF PISANI RESPONI BY THE LOCAL
CHECKED
BE.-
-
INITTIR' FOR ADDIII WASUNTIES OF ITEMS
Traffic Emilineer
SHI THAT MY BE REWIRED DURING THE
CHECKED
W�-
CONSTRUCTION PHASE.
Data
2
I P
fill
m
IUD
1-
GO
LU
-LI R
UU
z
U.1
I p
COD
D 0
0 w
C- m
perrul Seal
0
C3
z
ec
2
z
�2
GO
LU
0
z
W
I
Fl, NY,, 1050(t-PIDE,
_FY, TSE m;; ME OD
Drovinghlb C-140
Remmon Shield
0 5 of 17
U
777917'rywUmi
a
Table UZ
Recommended Species and Allukhatiore
Rates of �s
far Temporary Vegetation andsecor Cover
Crops.
Species
Seciscrill
Drilied Pwnds/A�o
And -dual Ryingrafts
conx
20
Orts
Goal
70
Camara Rise
Cold
Q
fteat - Wenter
Goal
WE
whabot - Spring
CON
60
Barley
Cray
60
MIllet
worran
DO
Hybrid Sudan
Illogre
15
Sorghum
we"
10
Cod swiscan grasses make their major growth in the spring. We" season grosses make
their major growth In late spring and Summer. Table 11 4 identifies dontfing dates fish
perennial and temporary/cover crop gro"es.
Table 11.4. Planting Dates for Perennial and Terroppary/Cover
Crop Grosses
DATE PERENNIAL TEMPORARY/C0`11DIR
GRASSES MOP GRASS' S
Vescrind Cold Worm COCI
An 01 - Fed 28 Yale Y" No No
Mae of - May 15 Yes Yes No Yes
May 16 - May 31 Yes No Yes No
Jun 01 - Jul 31 No No Yes No
Aug 01 - mung 31 No Yet No Yet
Sam 01 - Surp 30 No No No Yes
Oct 01 - Der 31 Yes Yes No No
Mulching shall be used to mrstist in estdolishment of assistance. Gas car more of are
following mulches shall be used with a perennial dryord gross mesed mixture, or c
tempocary vegetation par cents- crops.
Mulch Acceptable Application Pate
Dotes of use
Straw or Hay Jon 01 Date 31 2 tons/acre
Hydraulic (wood or paper) Mar 15 May 15 2 Ndns/acA
Erosion control (mats or blankets) PAN 01 Dec 31 Not applicable
Hoy or Show mulch shall be free of noxious weeds and at least 50% of the fiber shall
be 10 Inches che more In length. afterear seeding with ructive grosses day fingrard a nodw
gross Is a suggested mulching material. If averiduble.
If irrigated Is used, hydraulic mulches may be applied Boom March 15 through Sty ember 30.
Hay or Straw Mulch
1. Hoy An straw mulch will be anchoread to the soft by me Of
the following methods: I
(a) A crimper which will cargo the fiber four inch" or
more into Me soil. At least 5G% of the fber
Small be 10 Inches or more in length.
(b) Manufactured ruled netting installed over the hay
or since according to mQnulacturws roth,cUons
(c) Tockiflars sprayed on the mulch to the
manufacturer's recommendation.
2 All straw or hay must be free of noxious weeds.
NPDES PERMIT NOTES-
STE DESCRIPOI DUN S FOR STORMWATER FOULJIION FAREVENUTION
I Conernartmal construction including porklm too lowest, same I E ...... . no S,d,F,N Coal
... in, and stiver, miner repay constructkor is plannhad cip Saw Erosion Optical Note$ and Sequell issue (this
the st, Wheat)
A Me mensor actesitims; are planned wt the following a Real Handling and Sal P,nemamo
,,mence, Campot grading. Offler Installation, inmovirmart Measures proud be undi to school building
kratIlloopen, and bidding constructan aboard, and east,, ,a efuddex of Tce,, ,ph,lt Wit
all h 11 I.,el. +a anwers the.' andaull 41 'It levels the 'it'
I IT, it, mentim, oppriwareasy 3.83 mas . c
undergo deaking, stockpiler or minalng
A Iceland PC' . 0 25 before e,sar,ccon, Rotimai PC'
080 it an .... probe, The It, let, Mthl, Me Moment,
Robert Erablialty, Tape had thm, Wait promote
Zayre air the City If Fort CAR, two maps Nth the
existing site Wastes of approxismirtely 2 WE the ,,
Improvement, III , winsewd at both wind ad defend
seem.
0 Me ommmmism,ft property am ... IS of Rapids ore, land.
Malaysia bond and sors, landscapes on the aim boundary
A private if" else expeed, Iraq the north promety ITT,
IT No offiff potential pollution sources am located near the
Site
q Me downstream received fear 1, it, Al a Drainage B=ln
may.
Stores vari runoff from the devemped portion of the site
*11 me commaded to d,tedern pond 593 vs, mawnd See
map AT Spite. base t,mn pip, and Aides,
2 STE m�
11 SAN Drainage & Ermkm (Twelf Pon fammo C-Nky
CONSTRUCTION SEOUENCE
CWSMUCTIM BE�NCZ
Project:
Foradre Valley Health System Redstone
POB
Date:
Begin
September 2006
Indicate
verb bar line when constructions will
branch
and when BIMIT
will be
inwitalled/removed
To r,l,ti,n
to the construction Far...
mth
�S�TIM P�Z M�/N�thl
10
21
1 12
1
1 2
3
4
5
6
7
8
Brandin (Include Offmitif
Overloto
Deatentiouri Funds
me
Sw,l,,, Drainageways, Streams
Ditches
udw Orimitak
Fzmklinm Installomilm (includes, permits)
Water
Sanitary Sewer
Steramicater
Farm off"Pat
�ere� installation (Include batteries)
Area Inlets
Curb Inlets
I
V12
Pond Outlet FILM Ili
-i,,—
I L
We defaulter
Street Installation UIn,Iud�0-0fr'1tqz))
;Its)
so ... ll,mmum (Include Offsopte)
IT I -t111t11TvS
'her Lleor
BEST ���NT PMCTICIa
at re t ed r
st"It"Al
c 5 a r r 5
"It Fence Barrier,
F r
Ti 0 u r u r r 0 w IS I
:,,tour Furrows (Ripping/Disking)
P P ng/D1 5 so g)
ard n t I r a t a z
Sediment Trap/liltex,
a P IF
IN c it n 5
Vehicle Tracking Pads
V a c 1 a r a P a ad
IT a w a Sol a a
Flow Barriers (Bales, Wattles, Into
To I 3 RATIO a a. EtcF
Irish Filter
Sand Bags
1 0 to
Bare Soil Preparation
Terracing
1 0 IT
Stream Flow Diver ... IT
Rip Rap
Other (List)
:Peroanent
!
f
how,gentartivat
Temporary Seed Planting
n t F a
Mulching/Sealant
t I
Seed Planting
Sod Installation
Meet ago Blankets Malts
E
,A], "is wed $team law patent, am i they enter the "-sit,
dappitic, mes a to, sweet If I Will sw
the Ia let, 11 W-5in web WAY IT %team "W
,Milan. app,mme reed,was Should be anomalies,
remadhatiale to rainnowe the Settled mammis and present
let... salle Sam Opponents
C FINAL STABILIZATON AND PONGLETERM ST�WA�R MANAMMENT
I Sea Paper Contral NIN1,11T, asset for Navy SATIMAZOEmbe
mannu... to 'ximeal pettloam � stormwater, metcho'N,
5 OMER CONTRALS,
I Measures appear be me, Ad to � a,m, sets
a
K�,t, ftwer a amp. Of F� date
material, MP-,n scheme mission 1,
wedital mecow, I "wrtamr, to hreflit
0,1 t .. king a by WRIONs mark welice,
leaves the it, pearls w,wd at be aso,d
plane roadwiters 1, enter P"-posi
being ... is
6. NaPEC110% AND MAINTENANCE
I ,pol e and T ... 0 should " 11�*w be a
ugi b .... as iii p Station 6 of the Tests, and
Obvi of the (note Camara Fewmit
SIERAW BALLEDS STMED
WN Intel STAKES
PER BALE
M
PONT A MUST BE
HIGHER NAN
J PONT B < A
Toil k�Nis gir �<
g
,174 -al T ding-
R Sol ME
7 Mr. eyml
4r—. I 11� -FtNi k Sun _-Il=
lot
Moslem. 74.= A ;;
SECTION
A)
COMPEACTIED
FLOWN
BACKFILL
PROFILE VIEW
GENERAL MOMS:
1. INSPECT, REPAIR. AND REPLACE,
(IF NECESSARY), ME FLIERS AMR
EACH STORM EVENT.
2. ALL BALES MUST BE REPLACED AMR 12
MONNS UNLESS APPROVAL IS GRANTED By
ME ENGINEERING ORASION FOR LONGER USE.
(IT The erosion control inspector must be n�ifpedatleasi�nly-bur(24) hours prior to any construcroppon on
this site
D.) �" Mall be no earflnuffisturbing Behalf outside the limits designalea on the asompled plans
(3) All required �nmWer sit and construcion lending shall be installed Prior to any land disturbing activity
(sexackpiding, Shopping grading Sea All other requaned woman contral measures shall be installed at the
appamponate time In the construmpon sequareve as andsonfied in the approved prembe schedule. constructort
plans, and surrosporre cri rapport
(4) At all times during construction the Creveftyper shall be mspnsible for prevernime; and Controlling create
ei inchuffing keeping the property bufficreently walered so as 10 minimize vignal plaxen smarrent The
Developer shall also the mospenoble for repeated and maintaining all erosion MMOI f�libes shown herein
(5) P�istu�nce vegetation shall be promemed and retannedsvinerever possuble Regragavalordissurbanceof
mi vergastabon shall be limit" to the humb) required far immediate Construction operations am (or
the shopmest forecasts derad of time
(6) All Nils succespend during land dosturtong anyday isvippong gWing urithy astagarlions stogaidifing, filling
etc I shall be kept in a Toughened wandation by ripping or disking along land condauss unlil reach,
vegetation. or Other paurnamemil erosion contral Bil am installed
rights of wary Shall remain o�s� by land disturbing achnifir for more than thirty (30) days befiest mqumNd
temporary or permanent erosion control (a 9 fenestration landscaping Me i is installed unless Otherwise
approved MY the CAbCounCk
(7 1 In order to minimize erosion potential all temporary uarddcRdraft erosso, retired measures Shall
(a Be ruspected at a minimum Of Ones � twers (2) weeks and after each
ambficant stogran event add repaiI or reconcentrated as necessary in order to ensure the
commed peftmance 0 their intended fu�ion
(b Remain in plead until such time as all the burroundfing disturbed areas am
szvffiaemfly stwelized! as detmdAmdcf by the erosion control inspector
(C) Bas �� �r Me site has been sTrimerfily pasid,ed as determined by the
erosion cowderchropcarr
(8) When temporary erosion control measures aM�vW �N�MMIWms�nsibleWtM�mw
and removal of all Sediment and wbns from all "�e lm"st�m Brad other truNuchascalmes;
(9 1 The Contractor Mall immWiMely dean up sty Construction materials inadvertently deposited on existing
Steels Sidewalks or other public FIRMS of way, and make sum streets and allivers, are cleaned at IN enal a
each washing day
(10 1 All retained moundwis parbasibady those on Marved m�Y %muceS Shall be removed and disposed of in a
menmr add ocastwore Eve as me to Cause their nileards Me any exters Of the United Stages
(11 1 W met stockpile Small exceed ten IT 0) Spin Night AN are stockpiles shall tow fienciested from Sediment
trunsport taby surface roughening welearmag and bagarmeber SO fencing Any 'oil saccomple namemang �r thirty
(30) Mary; shall be "Wed and mulched
(12 )TIM mandrivater volume Capacity of detention ponds sea the restored and at," scatter lines will be dem� upon
completword of the pendeact and w� tuarmorm late maintemancip over to the CONCounty, or Howe�m
Aswo0on DHOA)
(13) Coy Ondimarral and Colorado Discharge Perhand System (COPS) requirements make it unlarshful to drackmarge ME
all" the discharge of any pollutant or contaminated water from construction soles Pollutants include. but am
not inatedto di�rded building materials concrete thick washout chi calandgarsIanduses; liftenand
monasterial The developer Shall at all times take �rdvabever measures av, n�s�qio applare the "per
coralamment and disposal of pollutants on the title in accormance path any and all applicable I awls and
federal regulations
(14 )A dessugawl area shall be pmvided on are far concres truck chute washowt Thearear shall bowns�"M
as to contain wasphout material and located at least fifty (50) feet away from Any �te�y during conM�dim
Upon completion of construciall acmdrects the concrete washout material vall be removed and property disposed
of prior to the area Irving resecied
5 1 To ensure that sediment does not mow off of Indwiducal lots one or more Or 'he folimaying 5edimenU�on
control BMPs "It be Settled and magginsmso Ford the lots are s,effircently itaturreezed as Agetearrunmed of the
erosion control spector (Within Loveland City Limits Only)
(a ) Below all gui downsopluts
(b.) Out to drainage svivalfiew
(C.) Along IM p�me�r
(dJ Ofter locralsons if needed
(16 1 Careddogres; in the field an" eparrant erosion �tml meadburvem edition to what is shaped on these plans The
Developer shallumplement whatever measures am deterommact rablematery as drected by the CitygCounity
Re
I IM SOMARE , ME Lee SET FENCE
KIN OWED POSTS Me
ATTACH SILT FEWER
low K�N "ME I
SUT POSITS /1 1/4-
ROCIFING KINDS
ii. out Ords) DETAIL
r `PnL1 I t f
NOWP is
Now P
On , G' EXCAVAM) �N
,LL=m, I Rue . wd,, =211y,,
P�l map, � I me, . wast
weawl gi�n III . -PP7
wass, Tone, was, , STP as NATIVE ME
IsCaltwereadence.
rlik � ���K�
ow �xwvw dir -HIL- T Jis ITAL WILM,,passameacconsions. NADW WE
11m,kinu may I a —
.a.....
.1,wNTM,,,.,T wwwasiumsessummove,whow E1U!VATMOM A
se.
I mm,
"w"Am" drawmeameavessainever,
.1 XK Was, mi w,
mme,law.wistImagam X....
IMPIT, ZNITW�
dzzwAwwzww.zw Their, I wal,ask,awasawass.
was wassaw as . wo, was wasessawarnmeam,
geoll,mbearearivera,
wwwwvvT
As diagRal[ wernme
I
,ewma,laws'..
whavereareadvastatexamesseverece. vLvmvwT
aw
Wunges Mmi A are. Pam 2. 11
r
A
havassawspi son.
"Pawke'r�'veses.evereaseene.....",jo,ift
wassevessayes
com Ass. was wassawas
eve . "As Pat as ace,peam,
awas
eve asn' 'me — Te — Tue. hes"
. .11, I.N.I. mwwAmT newhins. .1ai I awmn,w,
wi
sessitaffes a .11 be I pen wassis 1. ITT . Aw.
I M IN 1. we I IT mmasowa,
out makeposs
Now, Near
wart
rearess' fiRgi
W. I I I as IFFIN
,mmanswas Passage,
sawas � ever,
was �llwm�
"T was P, an. we. warems, I . A,
1. �CT NBC[ �� FENCE � EACH Someall EVENT RTMOVE ��T WHON
S' OF WE �T OF WE FENCE HAS MEN FILUED Bill �Mn7 SIDAU.
SE PLACES IN �L FIT
SEDIMENT CONTROL FENCE
N. T ��
,S,
CALL UTILITY NONECANNI
CENTER Of COL�
1-800-922-1987
City
of Fort Collins, Colorado
UTILITT PLAN APPROVAL
APPROMED
Day Eksmwr
CHIECKED BY:
waw & w�� BOBBY
QHEOIMM BY.
�w Many
OHECKED Br.
paph & �Wn
CHRICKED BYa
mmm BY.
THESE PLAINS HAW BEEN REMEIMED BY ME
CITY OF FORT COLLINS FOR CONCEPT ONLY. ME
REVIEW GOES NOT IMPLY RESPONSIBILITY By
ME RIEVIEWING DEPARTMENT, ME CITY OF FORT
COLLINS ENGINEER, OR ME CITY OF FORT
COLLINS FOR ACCURACY AND CORRECTNESS OF
ME CALCUR-ATIONS. FURIFTERMORE. ME REMEW
DOES NOT IMPLY THAT QUANTITIES OF ITEMS ON
ME PLANS ME ME FINAL QUAINITIES
REQUIRED. ME REAI SMALL NOT BE
CONSTRUED IN MY REASON AS ACCEPTANCE
OR FINANCIAL RESPONSIBILITY BY ME CITY OF
FORT COLLINS FOR ADDITIONAL QUANTITIES OF
ITEMS �� NAT MAY BE REQUIRED DURING
ME CONSTRUCTION PHASE
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