HomeMy WebLinkAboutDrainage Reports - 06/14/1991 (2)l 1L)W�
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FINAL DRAINAGE AND EROSION
CONTROL STUDY FOR
THE GATES AT WOODRIDGE
FIRST FILING
AND
THE OVERLOOK AT WOODRIDGE
FIRST FILING
4�0
PROPERTY OF
FORT COLLINS UTILITIES
I
E
FINAL DRAINAGE AND EROSION
CONTROL STUDY FOR
THE GATES AT WOODRIDGE
'
FIRST FILING
AND
THE OVERLOOK AT WOODRIDGE
FIRST FILING
t May 6, 1991
Revised June 5, 1991
' Prepared for:
Woodcraft Homes
1501 N. Cleveland Ave.
' Loveland, Co. 80538
Prepared by:
' RBD, Inc. Engineering Consultants
2900 South College Avenue
Fort Collins, Colorado 80525
(303) 226-4955
' RBD Job No. 434-002
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RMINC.
Engineering Consultants
2900 South College Avenue
Fort Collins, Colorado 80525
303/226-4955
FAX:303/226-4971
June 5, 1991
Ms. Susan Hayes
City of Fort Collins
Utility Services Stormwater
235 Mathews
Fort Collins, Colorado 80522
RE: Final Drainage and Erosion Control Study.for
The Gates At Woodridge First Filing and
The Overlook At Woodridge First Filing
RBD Job No. 434-002
Dear Susan:
We are pleased to resubmit to you, for your review and approval,
this Final Drainage and Erosion Control Study for The Gates at
Woodridge First Filing and The Overlook at Woodridge First Filing.
All of your review comments have been addressed.
Thank you for your time and consideration of this submittal.
Please call if you have any questions.
Respectfully,
RBD Inc. Engineering Consultants
*�o
o` W1 REG/Ai''%/
Stan A. Myers, P.E. ��� �Q, ...... sl ;
Project ManagerOle
?�O.��W• Gl,��t.F
`- 7_ ,c
24766
Kevin W. Gingery, P.E. 90.�
Project Engineer
CC: Mr. John Hutchinson
Mr. Gary Berger
Other offices: Denver 303l778-7338 • Vail 303/476-6340 • Colorado Springs 719/598-4107 • Longmont 303/678-9584
TABLE OF CONTENTS
DESCRIPTION PAGE
I.
GENERAL LOCATION AND DESCRIPTION
1
A. LOCATION
1
B. DESCRIPTION OF PROPERTY
1
II.
DRAINAGE BASINS AND SUB -BASINS
1
A. MAJOR BASIN DESCRIPTION
1
B. SUB -BASIN DESCRIPTION
2
III.
DRAINAGE DESIGN CRITERIA
2
A. REGULATIONS
2
B. DEVELOPMENT CRITERIA REFERENCE
AND CONSTRAINTS
2
C. HYDROLOGIC CRITERIA
3
D. HYDRAULIC CRITERIA
3
E. VARIANCES FROM CRITERIA
3
IV.
DRAINAGE FACILITY DESIGN
3
A. GENERAL CONCEPTS
3
B. SPECIFIC DETAILS
3
V.
EROSION CONTROL
5
A. GENERAL CONCEPTS
5
B. SPECIFIC DETAILS
5
VI.
CONCLUSIONS
6
A. COMPLIANCE WITH STANDARDS
6
B. DRAINAGE CONCEPT
7
C. EROSION CONTROL CONCEPT
8
REFERENCES 8
APPENDIX
VICINITY MAP 1
FIRST FILING HYDROLOGY 2
DETENTION 6
DESIGN OF INLETS, STORM SEWER AND SWALES 8
RIPRAP DESIGN 13
EROSION CONTROL 15
CHARTS, TABLES AND FIGURES 20
JUNE 5. 1991 REVISIONS
1. Temporary drainage swale locations and design
2. Erosion Control calculations and text
3. Clarifications of various calculations
4. Add storm sewer H.G.L and E.G.L. calculations
/j
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FINAL DRAINAGE AND EROSION
CONTROL STUDY FOR
THE GATES AT WOODRIDGE
FIRST FILING
AND
THE OVERLOOK AT WOODRIDGE.
FIRST FILING
GENERAL LOCATION AND DESCRIPTION
' A. Location
The Gates and The Overlook at Woodridge P.U.D.Is are.
located east of Taft Hill Road (County Road 19) and north
' of the existing Harmony Road. The development is bounded
by Webber Junior High School and Regency Park PUD to the
east and open space (proposed future filings) ,and
' Imperial Estates to the north. The site location can
also be described as situated in the Southwest 1/4 of
Section 34, Township 7 North, Range 69 West of the 6th
' P.M., City of Fort Collins, Larimer County, Colorado.
The site location can be seen on the Vicinity Map in the
Appendix.
' B. Description of Property
The First Filing of The Gates and The First Filing of The
' Overlook at Woodridge together contain 17.2 acres more or
less. Presently, the property is undeveloped. The
property is being proposed for planned unit development
' within the City of Fort Collins Zoning District PUD.
Native Colorado grasses cover the property presently.
The topography of the site generally slopes from the west
to the east at approximately 1.3 percent.
' II. DRAINAGE BASINS AND SUB -BASINS
' A. Major Basin Characteristics
The proposed developments lie within Basins 75 and 80 of
the McClellands and Mail Creek Major Drainageway Plan
prepared by Cornell Consulting Company. A natural
drainageway runs west to east along the northern edge of
The Gates at Woodridge First Filing boundary within
Basin 80. Runoff from Basin 80 is routed by open_
channels and culverts along the north side of Seneca
Street past Webber Junior High School and then along the
east side of Regency Drive to the existing Regional
Detention Pond. The Overlook at Woodridge development
lies in both Basins 75 and 80. Runoff from Basin 75 is
routed through the Regency Park development (east of the
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Woodridge property) in an open channel along the north
side of Harmony Road and eventually into the existing
Regional Detention Pond.
B. Sub -Basin Description
The project site has been divided into eight (8) sub -
basins of which three (3) were assumed to be developed
and the other five (5) were off -site undeveloped. The
three (3) developed sub -basins incorporated the proposed
building lots and most of the street improvements. The
five (5) undeveloped sub -basins consisted of natural
ground cover and portions of the proposed street
improvements. These sub -basins are shown on the Drainage
and Erosion Control Plan in the back pocket of this
report.
III. DRAINAGE DESIGN CRITERIA
A. Regulations
The City of Fort Collins Storm Drainage Design Criteria
is being used for the subject site.
B. Development Criteria Reference and Constraints
From The Final Drainage Report for Regency Park P.U.D.,
100 year developed runoff from Basin 75 will be routed
through the Regency Park subdivision in an open channel
along the north side of Harmony Road. A 42 inch culvert
lies under Regency Drive, but the outlet invert is a
couple of feet lower than the surrounding ground. With
enough flow in the pipe, the water would continue to flow
to the east toward the Regional Detention Pond.
From the Preliminary Drainage Report for the 1990 Junior
High School, the channel and culvert system along the
north side of Seneca Street and the east side of Regency
Drive was sized for undetained on -site as well as
undetained off -site 100 year developed runoff from Basins
79,80, and 85. A current SWMM model analysis for Basins
79,80, as recently obtained by the City of Fort Collins,
has determined that the existing channel, culverts and
Seneca Street (downstream of the subject site) will
receive greater 100 year developed runoff than was
originally anticipated. The City of Fort Collins is
currently reviewing this matter.
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C.
Hydrologic Criteria
'
The Rational Method for determining surface runoff was
used for the project site. The 2 and 100 year storm
event criteria, obtained by the City of Fort Collins, was
'
utilized in calculating runoff, values. These
calculations and criteria are included in the Appendix.
'
D.
Hydraulic Criteria
All hydraulic calculations within this report have been
prepared in accordance with the City of Fort Collins
'
Drainage Criteria and are also included in the Appendix.
E.
Variances from Criteria
'
No variances are being sought for the proposed project
site.
'
IV. DRAINAGE FACILITY DESIGN
A.
General Concept
All on -site runoff produced by the proposed development
of The Gates and The Overlook - First Filings will flow
easterly to the existing natural drainageway and
eventually arrive at the Regional Detention Pond.
Included in the back pocket of this report are the
proposed drainage and grading plans.
B. Specific Details
The 2 year and 100 year storm runoff produced from sub -
basins 2 and 3 in The Overlook development and adjacent
off -site historic sub -basins (0-4 & 0-5) are conveyed
within Overlook Drive. At the intersection of Overlook
Drive and realigned Harmony Road, this runoff splits
north and southeast. Developed runoff from sub -basins 3
and 0-5 is directed north into a temporary Swale __Swale
C-C) which runs northeast adjacent to the future Overlook
Drive right_ -of -way. Swale C-C Joins with Swale B-B and
e A -A (the natur
U iFie � northern ei
Woodridge First Fil
C are sized for hJ
ite
at
tlows. Developed runoff from sub -basins 2 and 0-4 is
directed southeast along realigned Harmony Road and into
an existing roadside ditch adjacent to existing Harmony
Road. Per the Master Plan for the Arapahoe Farms
development, no storm sewer is required wit in basins
and 3 because £die streets can ad tel
100 years runoff o e future off -site collection
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The developed runoff that is conveyed by realigned
Harmony Road and the runoff from the off -site sub -basin
0-3 is collected in the existing roadside ditch that runs
along the north edge of Harmony Road. A 21 inch RCP
culvert will be placed under the temporary entrance road
into the developments to convey these flows toward the
Regional Detention Pond which lies east of the subject
site.
The 2 year and 100 year storm runoff produced from sub -
basin 1 in The Gates development and adjacent historic
sub -basin 0-1 is conveyed in Seneca Street in a
northeasterly direction. Per .the Master Plan for the
Arapahoe Farms development, two 10 foot Type "R" curb
inlets are located at the eastern boundary of the subject
site where the proposed Seneca Street extension ties into
the existing Seneca Street. One inlet is proposed on each
side of the street. Per the Master Plan, the inlets will
collect a portion of the 2 year storm runoff and redirect
the runoff away from the street. Inlet #2 (south side)
will initially collect 1.8 cfs and pass 0.6 cfs east on
Seneca Street. Inlet #1 (north side) will collect 5.1
cfs and pass 4.2 cfs east on Seneca Street. The storm
sewer system has been designed for the future developed
condition of sub -basin O-1. An 18 inch diameter
reinforced concrete pipe (RCP) will tlen take the
collected runoff from the inlets and outlet the runoff
upstream of two existing 42 inch diameter culverts which
lead into a low area just south of Webber Junior High
School. Sena Street can adequately transport the 100
levelopment to the eastern property line of he si e.
to
Storm water runoff through the existing 42 inch culverts
travels east via 42" culverts and -open channels, and
eventually reaches the Regional Detention Pond. The City.
of Fort Collins is .currently studying the possible
realignment of these two existing 42 inch culverts to
provide a more efficient transmission of storm water to
the east. For the subject developments, the developed
runoff is proposed to be directed to the existing 42 inch
culverts by the above described storm sewer system and
temporary swales (Swales A -A, B-B and C-C). The existing
42 inch culverts have a combined capacity of
approximately 114 cfs. For thts_development, swales A -A
and B-B hay e_been_sized to_carr_y the_historic 100 year,
flow o,f-5.2_4_c.fs_pl_us the developed 100 year flow of 20.9
n
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cfs at design point 5. As the City of Fort Collins
' completes their study of the existing 42 inch culverts,
their realignment and future use in the main drainageway
of this development will be incorporated with future
' filings of the Woodridge development.
V. EROSION CONTROL
' A. General Concepts
Both developments, .The Gates and The Overlook First
Filings, lie within the High Rainfall Erodibility Zone
'
and the Moderate Wind Erodibility Zone per the City of
Fort Collins' zone maps. The potential exists for
moderate erosion problems after completing the First
'
Filing improvements, due to the existing and proposed
site slopes of 2.0 % more or less. It is also
anticipated that project site improvements will be
constructed during the summer of 1991. Thus, the new
improvements will be subject to both wind and rainfall
erosion before new vegetation can take hold or before the
'
new residential lots are developed.
The Erosion Control Performance Standard (PS) for both
sites was computed to be 79.1% per the criteria in the
City of Fort Collins Erosion Control Reference Manual for
Construction Sites. The Effectiveness (EFF) of the
proposed erosion control plan was calculated to be 80.7%.
' Therefore, the erosion control plan as detailed below
meets the City of Fort Collins' requirements.
B. Specific Details
Sub -basins 0-1 through 0-5 consist mainly of native
vegetation and grasses. These areas are presently open
areas with future plans to be later developed. At this
time, however, the existing ground cover should be
maintained in these areas. Where temporary swales are to
' be graded in these areas, erosion hay bale check dams are
to be installed at intervals of 500'±. All temporary
offsite swales will be maintained by the Developer of the
proposed projects.
Sub -basin 1 incorporates The Gates at Woodridge First
Filing of 29 residential lots and a portion of Seneca
' Street. Once Seneca Street has been rough cut in and
prior to construction of the pavement, straw bale erosion
barriers should be installed on alternating sides of the
street. The bales should be perpendicular to the sides
extending to the road centerline at 150' intervals.
After the installation of the pavement, curbs and
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gutters, and curb inlets, gravel filters should be
installed around each 10 foot type R inlet. These gravel
filters should consist of a combination of concrete
cinder blocks, 1/2" wire mesh, and coarse gravel (3/4"
diameter). These filters should also be cleaned often.
After overlot grading has been completed in sub -basin 1,
all disturbed areas should be roughened and seeded with
a temporary seed mix to reduce rainfall erosion. To
reduce the wind erosion in this sub -basin a perimeter
barrier such as a silt —fence -or a —row of straw bales
' Sub -basin 2 incorporates The Overlook at Woodridge First
Filing of 11 residential lots and a portion of Overlook
Drive Street. Once Overlook Drive has been rough cut in
and prior to construction of the pavement, straw bale
erosion barriers should be installed on alternating sides
of the street. The bales should be perpendicular to the
' sides extending to the road centerline at 150' intervals.
After overlot grading has been completed, all disturbed
areas should be roughened and seeded with a temporary
seed mix to reduce rainfall erosion. In addition, a hay
' or straw mulch should be applied over the seed mixture at
a rate of 2 tons/acre and should be adequately anchored,
tacked, or crimped into the soil.
VI.
Sub -basin 3 incorporates The Overlook at Woodridge First
Filing of 15 residential lots and a portion of Overlook
Drive Street. Once Overlook Drive has been rough cut in
and prior to construction of the pavement, straw bale
erosion barriers should be installed on alternating sides
of the street. The bales should be perpendicular to the
sides extending to the road centerline at 150' intervals.
After overlot grading.has been completed, all disturbed
areas should be roughened and seeded with a temporary
seed mix to reduce rainfall erosion. To reduce'the wind
CONCLUSIONS
A. Compliance with Standards
All computations that have been completed within this
report are in compliance with the City of Fort. Collins'
Erosion Control Reference Manual for Construction Sites
and Storm Drainage Design Criteria Manual. In addition,
all computations are in compliance with the Master
0
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Drainage Study for Arapahoe Farms prepared by RBD in
' April 1991.
B. Drainage Concepts
' The proposed drainage concepts adequately provide the
transmission of developed on -site runoff to the existing
drainage devices at the eastern property line of the
' subject site. The proposed storm sewer system will
collect a portion of_the,2 year runoff carried_on_$ene-c-a
an
be
-1
ies
Mas
. The 10
and streets
The City of Fort Collins is currently studying the
realignment of the existing 42 inch culverts at Webber
Junior High School adjacent to Seneca Street. Depending
on the outcome of this analysis, the existing 42 inch
culverts may or may not be relocated. For this
development, we have designed temporary swales that
deliver developed runoff from The Gates at Woodridge
First Filing and The Overlook at Woodridge First Filing
to the existing 42 inch culverts along the east property
line. The 18 inch storm sewer has been designed with an
outlet eleva i� o�hat can accommodate a relocation of the
existing 42 inch culverts to the north. Final grading of
the main drainageway through the Woodridge. development is
not being proposed at this time due to the current study
underway with the existing 42 inch culverts along the
east property line.
In addition to the 42 inch culvert study, the City of
Fort Collins is also evaluating the capacity of
downstream existing improvements in regards to the new
SWMM runoff flows which exceed the previously used
downstream criteria. For the subject developments,
adequate downstream capacity in the culverts, open
channels, and street systems exists to safely convey
developed runoff to the existing Regional Detention Pond.
Developed runoff from The Overlook at Woodridge First
Filing is proposed to be transported in the existing
roadside ditch along the north side of Harmony Road to
the east towards the City of Fort Collins Regional
Detention Pond. A 42 inch culvert carries the flows
under Regency Drive, but the outlet invert is a couple of
feet lower than the surrounding ground. With enough
flows in the pipe, the water would continue to flow to
the east, toward the Regional Detention Pond. With the
development of the property at the northwest corner of
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Regency Drive and Harmony Road, the outlet of the
' existing 42 inch culvert under Regency Drive will be
improved to enable storm water runoff to efficiently
reach the Regional Detention Pond. It is our
' understanding that this corner property may be developed
in the near future and therefore no improvements are
proposed by this development., to the existing 42 inch
culvert situation at Regency Drive and Harmony Road. Per
' the Master Plan for the subject site and the
rearrangement of basin lines b_e__w.e.en_basins 75 and 80_,
Road is not impacted with rester flows that him orically
'
reached the cu ver Thus by the development of The
Gates At Woodridge First Filing and The Overloo AE
Woodridge First Filing the 42 inch culvert will not
'
experience flows greater than historic.
When development occurs in the future on the southeast
corner of the Woodridge development adjacent to sub -basin
0-1, a temporary detention pond may be required within
this development. The temporary detention pond may be
required if the downstream improvements to the outlet of
the existing 42 inch culvert under Regency Drive have not
been completed to enable storm water runoff to
efficiently reach the Regional Detention Pond.
'
C. Erosion Control Concepts
' The proposed erosion control concepts adequately provide
for the control of wind and rainfall erosion from The
Gates at Woodridge First Filing and The Overlook at
' Woodridge First Filing. Through the construction of the
proposed erosion control concepts, the City of Fort
Collins performance standards will be met. The proposed
erosion control concepts presented in this report and
' shown on the erosion control plan are in compliance with
the City of Fort collins erosion control criteria.
' REFERENCES
1. Storm Drainage Design Criteria and Construction Standards by
the City of Fort Collins, Colorado, May 1984.
2. Erosion Control Reference Manual for Construction sites by the
City of Fort Collins, Colorado, January 1991.
3. Master Drainage Study for Arapahoe Farm by RBD, Inc.,
Engineering consultants, April 3, 1991.
4. The McClellands and Mail Creek Major Drainageway Plan by
Cornell Consulting company, December 1980.
8
5. The Final Drainage Report for Regency Park P.U.D. by Parsons
and Associates Consulting Engineers, March 30, 1987.
6. Preliminary Drainage Report for the 1990 Junior High School by
RBD, Inc., February 5, 1988.
7. Final Drainage Report for Poudre School District R-1
Elementary School.by Engineering Professionals, Inc., April
1987.
Vol
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APPENDIX
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MAY 1984
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DESIGN CRITERIA
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DETENTION
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STORM SEWER AND SWALES
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-------------------------------------------------
' REPORT OF STORM SEWER SYSTEM DESIGN
' USING UDSEWER—MODEL VERSION 2
DEVELOPED
BY
' JAMES C.Y. GUO ,PHD, PE
DEPARTMENT OF CIVIL ENGINEERING, UNIVERSITY OF COLORADO AT DENVER
IN COOPERATION WITH
' URBAN DRAINAGE AND FLOOD CONTROL DISTRICT
DENVER, COLORADO
*** EXECUTED BY RBD, INC. ENGINEERING CONSULTANTS — FORT COLLINS, COLORADO
' ON DATA 06-01-1991 AT TIME.08:06:23
*** PROJECT TITLE :
' WOODRIDGE FIRST FILINGS STORM SEWER/INLETS ON SENECA @ EAST PROP. LINE
' *** RETURN PERIOD OF FLOOD IS 2 YEARS
' *** SUMMARY
OF HYDRAULICS AT MANHOLES
------------------------------------------------------
' MANHOLE
CNTRBTING
RAINFALL
RAINFALL
DESIGN
-------------------------
GROUND
WATER
COMMENTS
ID NUMBER
AREA * C
DURATION
INTENSITY
PEAK FLOW
ELEVATION
ELEVATION
MINUTES
INCH/HR
CFS
FEET
FEET
----------------
1 ------....
0.10
N/A
--- -----------------------------------------
N/A
N/A
10.10
5114.50
---------
5114.05
OK
34.00
N/A
N/A
N/A
10.10
5115.08
5113.49
OK
88.50
N/A
N/A
N/A
5.00
5115.33
5114.33
OK
'
90.00
N/A
N/A
N/A
5.00
5115.33
5115.24
OK
' OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION
'
log /3Z
H34-602
'
BYKwG
*** SUMMARY OF SEWER HYDRAULICS
NOTE;: THE GTVT;N FLOW DEPTH -TO -SEWER SIZE RATIO= 1
-------------------------------------------------------------------------------
SEWER MAMHOLE NUMBER
SEWER
REQUIRED
SUGGESTED
EXISTING
'
ID NUMBER UPSTREAM DNSTREAM
SHAPE
DIA(HIGH)
DIA(HIGH)
DIA(HIGH) WIDTH
ID NO. ID NO.
(IN) (FT)
(IN) (FT)
(IN) (FT) (FT)
-------------------------------------------------------------------------------
1.00 34.00 0.10
ROUND
17.01
18.00
18.00 0.00
2.00 88.50 34.00
ROUND
13.07
15.00
15.00 0.00
3.00 90.00 88.50
ROUND
13.07
15.00
15.00 0.00
DIMENSION UNITS FOR ROUND AND ARCH SEWER
ARE IN INCHES
UNITS FOR BOX SEWER ARE
IN FEET
'DIMENSION
REQUIRED DIAMETER = COMPUTED; SUGGESTED
DIAMETER =
COMMERCIAL
FOR A NEW SEWER, FLOW IS ANALYZED
BY THE
SUGGESTED
SEWER SIZE;
OTHERWISE,
EXISITNG SIZE IS USED
-------------------------------------------------------------------------------
SEWER DESIGN Q P-FULL Q
DEPTH
CRTC DEPTH
VELOCITY
FROUDE COMMENTS
'
ID NUMBER IN CFS IN CFS
YN FEET
YC FEET
IN FPS
NUMBER
'
-------------------------------------------------------------------------------
1.00 10.10 11.78
2.00 5.00 7.24
1.07
0.76
1.22
0.89
7.49
6.37
1.32 V-OK
1.40 V-OK
3.00 5.00 7.24
0.76
0.89
6.37
1.40 V-OK
'
FROUDE NUMBER=O INDICATES THAT A
PRESSURED
FLOW OCCURS
' SEWER SLOPE--INVERT-ELEVATION BURIED DEPTH COMMENTS
ID NUMBER
UPSTREAM
DNSTREAM
UPSTREAM
DNSTREAM
---------- ----------
o
(FT)
----------
(FT)
----------
(FT)
----------
(FT)
1.00
1.25
5111.63
5111.21
1.95
--------------------
0.29 OK
2.00
1.25
5112.31
5111.63
1.77
2.20 OK
' 3.00
1.25
5112.31
5112.31
1.77
1.77 OK
' OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF .2 FEET
n
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43'1-oez
BYKW&
*** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS
-------------------------------------------------------------------------------
SEWER
SEWER
SURCHARGED
CROWN ELEVATION
WATER ELEVATION
FLOW
ID NUMBER
LENGTH
LENGTH
UPSTREAM
DNSTREAM
UPSTREAM
DNSTREAM
CONDITION
FEET
FEET
FEET
FEET
FEET
FEET
-------------------------------------------------------------------------------
1.00
34.00
34.00
5113.13
5112.71
5113.49
5114.05
PRSS'ED
2.00
54.50
54.50
5113.56
5112.88
5114.33
5113.49
PRSS'ED
3.00
0.10
0.00
5113.56
5113.56
5115.24
5114.33
JUMP
PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW
*** SUMMARY OF ENERGY GRAI?1 PN'I' LINE ALONG SEWERS
-------------------------------------------------------------------------------
SEWER
UPSTREAM MANHOLE
FRICTION
DOWNSTREAM MANHOLE
ID NO.
MANHOLE
ENERGY
WATER
LOSS
MANHOLE
BEND
MAIN
JCT
ENERGY
ID NO.
ELEV FT
ELEV FT
FT
ID
K
K
LOSS
FT
-------------------------------------------------------------------------------
1.00
34.00
5114.36
5113.49
0.31
0.10
0.00
0.00
0.00
5114.05
2.00
88.50
5114.96
5114.33
0.32
34.00
0.00
0.95
0.27
5114.36
3.00
90.00
5115.87
5115.24
0.13
88.50
1.25
0.00
0.79
5114.96
BEND LOSS =BEND K* VHEAD IN SEWER.
MAINLINE LOSS= OUTFLOW VHEAD-JCT LOSS K*INFLOW VHEAD
JUNCTURE LOSS= 0 IF THE ABOVE DIFFERENCE IS LESS THAN ZERO
FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP.
FRICTION LOSS INCLUDES DROP AT MANHOLE
1
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j5132
EROSION CONTROL
I
RAINFALL PERFORMANCE STANDARD EVALUATION k8n1, /Nc.
-------------------------------------------------------------
I PROJECT kJODR D6E - ;tisr l;a G # N341-0oz STANDARD FORM A I
COMPLETED BY: DATE: -5/091 I
1 ---------------------------------------------------------------------
IDEVELOPEDIERODIBILITY
SUBBASIN I ZONE
II I /-�► G I-(
3 1141 GI4
Lb S n(Lib xA,
Lb - (1 .o x lzoo) +
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1710
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(T."TERP.V` TEt�
---------------------------------------------------------------------I
IDI/SF-A:1989
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EFFECTIVENESS CALCULATIONS K6 D I Zzw- c ,
--------------------------------------------------------------------�
PROJECT: Woo92xo��- F �sT G•�:�1 #4311-o0Z STANDARD FORM B
COMPLETED BY: T1'�o - 2 p - DATE: • S/z 9/
Erosion Control
C-Factor
P-Factor
Method
Value
Value
----------------------
---------------------
(,eA-06L
/.0-0
0.80
ESTAR, CRASS
0,i(
/,6-0
Nay oa MA -La mutfh
o.OL
W/Jf EO ,
rFMP 066ErwnIwJ
6•JFS
l,rrD
�ou6Nu�ED6
-----------_--------------------------------------
/.6o
b,90
MAJORI
PS
SUB
AREA
Comment
PAJ F_O �- Gwl$T2N�.TEO
AT rp�j Lf-T'S
BASIN (%) BASIN (Ac) CALCULATIONS'
----- ------ ----- --- --- ------- ------------- ----------
30•Z ( 13.6D PONDS 4-CuR3 +,jJ0fL.+e(k.S q,D AC
TEMpoR4f-y �/G 6ETI.IT,o,J 6,D NL
RO"GUEa II4SLOUAo 11.0 NC.
-------------
►JFT'C'GacroR c </,o(0.OI) 1 ba(0.45) r
Io O
fJLT , i Fac[e(L = 0.90 x o.80 � o'-la
CxP)xl�o _�—lvalxo.,�l�xlw
P-pA,05 1 4..Rg t51DF:Ip A�IcS = 0•5q Ac
Ro�.9r,caeo (,rrLnrah /•re a A
FDITDO :. 0.S9 ( D.01) 4- 1. 6_J-
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No•'10
f__FF C' - (o,o.T v O.c)P> x IJa =
--------------------------------------------
I -7/3-Z
D'I/SF-8:1989
EFFECTIVENESS CALCULATIONS k6b) /NG,
---------------------------------------------------------
PROJECT: woDU6:,,Dc.v. F�ti�yi F;�;.�� *43y-o0Z STANDARD FORM B
COMPLETED BY: —�r1� _ i 1ij DATE: -s1z 9 I
MAJOR
BASIN
Erosion Control
C-Factor P-Factor
Method
ValueComment
---------------
�oa05 k 6uazs
----_�-Value
0.01
---------_-
1.6-ln
CaEAoEl �'Ts--a
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0.80 nT cu2Q rQLLTS
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.----------------------------------------------------------------
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PS
SUB
AREA
(%)
BASIN
(Ac)
CALCULATIONS
------
90,2
-----
3
------
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G.2'1,: r5 0� Mks o• y� A�
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)•I/SF-B:1989
'
CONSTRUCTION SEQUENCE
11132
PROJECT:
Wo^o��o�E �RSr F�L���� (Z8D�rNG,
STANDARD FORM C
'#gm-ooz
SEQUENCE.
FOR 19 91 ONLY COMPLETED BY: V- w6
- R 8 0
DATE: .s/z /y j
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
MONTH
----------------------------
'OVERLOT GRADING
WIND EROSION CONTROL
Soil Roughing
' Perimeter Barrier
Additional Barriers
Vegetative Methods-Ev sri-i6
' 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
Asphalt/Concrete Paving
Other
VEGETATIVE:
Permanent Seed Planting
Mulching/Sealant
' Temporary Seed Planting'I
Sod Installation .
Nettings/Mats/Blankets
Other .
' STRUCTURES: INSTALLED BY
3 I S! AIS I o IN I D I�TIF I rn I Im
-----------------------------------------------------------
VEGETATION/MULCHING CONTRACTOR.
' DATE SUBMITTED
' HDI/SF-C:1989
MAINTAINED BY
APPROVED BY CITY OF FORT COLLINS ON
�/3 Z
I
C
1
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1
1
CHARTS, TABLES
AND FIGURES
DRAINAGE CRITERIA MANUAL
RUNOFF
21b2
50
30
I— 20
z
w
U
cc
ILI
a 10
z
W
0-
0
5
cn
W
cc 3
O
UCMC
2
W
F-
Q
Q
1
5
.1
MEN
%
IN
FIE
oil
r
�
r
'
111111110
•,
•
1,
�
I'
2 .3 .5 1 2 3 5 10 20
VELOCITY IN FEET PER SECOND
FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR
USE WITH THE RATIONAL FORMULA.
*MOST FREQUENTLY OCCURRING"UNDEVELOPED"
LAND SURFACES IN THE DENVER REGION.
REFERENCE: "Urban Hydrology For Small Watersheds" Technical
Release No..55, USDA, SCS Jan. 1975.
5-1-84
URBAN DRAINAGE E FLOOD CONTROL DISTRICT
No Text
'43z
19011
0
on
.7
.2
irfil
s=0.6 °/
F : 0.8
s=0.4%
F=0.5
I
I BELOW MINIMUM
ALLOWABLE
I STREET GRADE
I
0 2 4 6 8 10 12 14
SLOPE OF GUTTER (%)
Figure 4-2
REDUCTION FACTOR FOR ALLOWABLE GUTTER CAPACITY
Apply reduction factor for applicable slope to the theoretical gutter capacity to obtain
allowable gutter capacity.
(From: U.S. Dept. of Commerce, Bureau of Public Roads, 1965)
MAY 1984 4-4 DESIGN CRITERIA
I
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11
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CLIENT LUood) f'cn-F(' Ao'"es JOB NO. y3y de
INC PROJECT tJJ0 A Y i d 1P__ CALCULATIONS FOR
Engineering Consultants MADE BYXY-Yo DATESZ 9( CHECKED BY— DATE SHEETOF 32
MANNINCS EQUATION
Q=C/nAR7/331/z.
Q = Discharge
C - Chezy Coefficient 1.486
n = Roughness factor
A - Area
R = Hydraulic Radius Area/WP
WP = Wetted Perimeter -
S = Slope
Let X = C/n ARY3
then q = X Svz - - -
Minor storm -
(one side of road only)
Area = 2.63 ft2
Mannings "n" 0.016
Wetted Perimeter = 16.65 ft.
Hydraulic = 0.16 ft.
X = 71.99
Major storm
(both sides of road)
Area = 42.52 ftz
Mannings "n"
(composite)
(37 17ft)(0 0161 + (24 25ft)(0 035) = 0.026.
47.42 --
Wetted Perimeter = 94.96
Hydraulic radius = 0.45
X = 1427.08
To find "Q", multiply "X" by the square root of the slope
and then by the reduction factor, Fig. 4.2 P. 4-4, of
Fort Collins, specs.
I
C
C
0 is for both gutters combined
Reduction factor is included
Minor Storm
Major Storm
Slope (X)
V (fps)
0 (cfs)
V (fps)
0 (cfs)
RF
0.40
1.4
4.6
1.9
45.1
0.50
0.50
1.7
6.6
2.1
65.5
0.65
0.60
2.0
8.9
2.4
88.3
0.80
0.70
2.1
9.6
2.6
95.4
0.80
0.80
2.3
10.3
2.8
102.0
0.80
0.90
2.4
10.9
3.0
108.2
0.80
1.00
2.6
11.5
3.2
114.0
0.80
1.10
2.7
12.1
3.3
119.6
0.80
1.20
2.8
12.6
3.5
124.9
0.80
1.30
2.9
13.1
3.6
130.0
0.80
1.40
3.0
13.6
3.7
134.9
0.80
1.50
3.1
14.1
3.9
139.6
0.80
1.60
3.2
14.6
40
144.2
0.80
1.70
3.3
15.0
4.1
148.6
0.80
1.80
3.4
15.4
4.2
152.9
0.80
1.90
3.5
15.9
4.3
157.1
0.80
2.00
3.6
16.3
4.5
161.20
0.80
2.25
3.8
16.8
4.7
166.7
0.78
2.50
4.0
17.3
4.9
171.2
0.76
2.75
4.1
17.7
5.1
174.9
0.74
3.00
4.3
17.9
5.3
177.7
0.72
3.25
4.4
17.9
5.4
177.3
0.69
3.50
4.5
17.8
5.5
176.0
0.66
3.75
4.6
17.6
5.6
173.9
0.63
4.00
4.7
17.3
5.7
171.0
0.60
4.25
4.7
17.2
5.8
170.4
0.58
4.50
4.8
16.5
5.8
163.2
0.54
4.75
4.8
16.3
5.9
161.5
0.52
5.00
4.8
15.8
5.9
156.1
.049
5.25
4.9
15.2
6.0
150.2
0.46
5.50
4.9
14.8
6.0
147.0
0.44
5.75
4.9
14.5
6.0
143.5
0.42
6.00
4`.9
14.1
6.1
139.6
0.40
Minor: n = 0.016 A = 5.26 ft2 R = 0.16 C = 143.89
Major: n = 0.026 A = 42.47ft2 R = 0.45 ft C = 1,425.02
0 = 1_48 AR2/3S1/2 C = 1.486 AR2/3
n n
0 = CS1/2(RF) V = 0/A
oCBv /NG.
No Text
CuC f/F2 r @ E�171zA. iLi 6+: 4-0 &00,D0
14A64-r+a d
r,UOoo R lD6E ! �F►uNG
Iola No . ysv-ooz CHART 1
0
I80 10,000 j3� TMd -PSP
166 e,000 EXAMPLE 'BYKwt�-'rlI) (2) (3)
6.
I56 6,000 0.42 inches 13.5 four) 6.
5,000 0.120 cis S
144 6. S.
4,000 11A A "If
132 D feet
3,000 (1) 2.3 B.e S' 4.
4.
120 (2) 2.1 7.4
2.000 (3) 2.2 7.7 4•
108 3.
00 in feet 3'
96
1,000
3
800
84
600
S00
T2
400
2. .
39
_
300
6
z
rn
/
rc
I.S
60 o
zoo
Z
—
Z
/
W
o
S4
a
O�
W
48
100
Z
>
K
80
_
x
60 a
U
10
p
rn
SO HW ENTRANCE
LE
TYPE
W
�
36
30 (1) Sgu
W
33
eodwall
O
Q
2 12) Groove and with
m
30
hoodwoll
x
--B (3) Groove end
•8
27
Qz projecting
10
2a
8 uoTEE PAss gico=ze.3 ers oVGr
faze.
access Rd • a-I'4&- Pf •
6 To use scale (2) or (3) project
21
S horizontally to scale (1), then
J)�nrHta aP
use stralaht Inclined line through
4
D and 0 seoles, or reverse as
3 Illustrated.
6
1�2
16
gut
2.—�= 2—
I.S I- 1.5
1.0 1-f 1j/c)
6 r.6
L.s L--.s L.S
12 HEADWATER DEPTH FOR
HEADWATER SCALES 253 CONCRETE PIPE CULVERTS
REVISED MAY1964 WITH INLET CONTROL
BUREAU OF PUBLIC ROA00 JAN. 1963
181
Z7/3Z
Preceding page blank
DRAINAGE CRITERIA MANUAL
RIPRAP
2032
ENEENEEMEM
NONE
►
ME
,
E
0■■
• .N.
rAM
No.SO
.2 A .6 8 1.0
Yt/D
Use Do instead of D whenever flow is supercritical in the barrel.
**Use Type L for a distance of 3D downstream..
FIGURE 5-7. RIPRAP EROSION PROTECTION AT CIRCULAR
CONDUIT OUTLET.
11-15-82
URBAN DRAINAGE 8 FLOOD CONTROL DISTRICT
DRAINAGE CRITERIA MANUAL RIPRAP
. 29�32
[;
7
III
6 = Expansion Angle
0
rAd
rAd
VAA
FA F Ap, F,
PAN ",
0
EVIVAN
FAAFIA
'Em
m
N
m
age. '
rREAME
I, rAA
ME
lW)A'rff"j=mmm
my,1AFA5,11momm
:l .2 .3 A .5 .6 .7 .8
TAILWATER DEPTH/ CONDUIT HEIGHT, Yt/D
FIGURE 5-9. EXPANSION FACTOR FOR CIRCULAR CONDUITS
11-15-82
URBAN DRAINAGE 6 FLOOD CONTROL DISTRICT
PAGE 23 3413Z
I
1 0 l rno+000 1
1 1
1 0 1 e1- v to Ir to 1
I L n I q q q q M I
o mm(nC000000
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I CY I ggqMOD WOO qqq 1
i o i grnrna,rnrnrno+rnrna+rn000
1 I I . . . . . . . . . . . . . . . .
1 0 1 �rvvv�rvvd•vvvvLntnu: 1
I M 1 00 00 00 CO CC 00 00 00 00 CC CO 00 CC 00 q. 1
I 1 1
1 0 1 I�gccgrnrno,rnrnrnrnrna+rno<rnrnOio+rn - I
I i I . . . . . . . . . . . . . . . . . . . . .
I 0 1 00 V ct co e0co co Coco et 00 et ct et 00 M 00 cP ct 1
I N I g q q q 0000 q q q q q q q q q q q q q q 1
I 1 1
I O 1 O M et lI1 l0 lD l0 t0 n n^^ n,-� n^^ I., n n g q q q q q 1
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1 1 I
I O I . . . . In In . . t0 1 . LO LO t0 . . . . . . . . . . . . . I
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Q 1 1 00 q W 00 0000 g 00 q 00 q 00 00 g 00 q q 00 00 00 q 00 q q q q 1
ce I 1 I
O I O 1 t0 O N M -Cl- V Ln LO to Ln t0 t0 t0 t0 t0 t0 1.0 t0 t0 t0 n ^ n ^ n n I
J I 1 I
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1
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to 1 I I
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WW W M W W WgWW W M g W q q' q W 000000 q q q 0000 1
J 1 1 I
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O 1 I I
U 1 t0 I M M M et ct et et ct 4 et et 44 4 et et et et 4 4 4 et 41
1 1 q q q q q q q q q q q q q q q q q q q q q q q q q q 1
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U- 1 von 1 N M M M M M et ct .r et et et V• d• �' ct et et et C•V, � d' V' I
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La. I CD O 1 . . . VI
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t/1 1 N
M 1 I I
OC 1 O I tO Ln W CD14 N M d• ct M Ln M t0 t0 t0 LO tO r� n r� r�W W Wm01 1
Q 1 1 1
t l I r ti N N f M f M M M M M c M Cr 1 f M M M C ••' / t' 1 f •' 1 CM M M M f M f M M M M 1
Z I Iq g q q q q q q q q q q q q q q q q q q q q q q q q l
1 I 1
F— 1 Ln 1 .-+ .••1 LO r qW C) 0 I N N M M M et dr �' �' to to Ln t0 t0 t0 n n I
N 1 1 1
. . . . . . . . . . . . . . . . . . . . . . . . . . .
1 M I r--1 N N N N M M M m CM M C4 C••I M fM C4 C4 M M C4 CM M f•') M M M I
W I I g q q q q q q q q q q q q q q q q q q q q q q q q q 1
U 1 1 I
Z I O i MNtO W.O.O.--INNMMMet •7 et et ct •�ln In tl'. Ln lO lO tOI
Q . I
1 1 I
E I M t O.--I r-I r-I 1-1 N N N N N N N N N N N N N N N N N N N N N 1
I1' I 1 g 00 00 00 00 q g 00 CO 00 00 00 00 00 00 CO 00 q CO g 00 00 00 00 00 W I
O 1 1 1
U- I Ln 1 LnLnO%N M tf'Ln t0 r�1\ 1� 00 q 00 ON Ol 07 Ot Om O1 O O O O O O I
QL 1 1 1 . . . . . . . . . . . . . . . . . . . . . . . . . .
W I N 1 O1 O O r-I .••1 9-4 V- V y ry rH V- r-I .-•1 .--I rti rti r-1 r• I r•1 r•1 N N N N N N 1
CL. 1 1 n g q q q q q q q q q q q q q q q q q q q q q q q q 1
1
I O I vm OMLn to W ON•0001-1 r- rot r�NNNNMMMMMM I
1 1 1
I N I q O1 O O O O O O O OD 00 00 00 00 00 N 00 00 OD 00 00 00 00 00 1
1 1 1� i, q q q q q q CO q q q q q COq q q q q q q q q COq q q I
i I 1
I t!•1 I 00Ng1-1C'ln l�f�g01 Q1OOr-1r-1.--I rI r-1NNNMMMMM 1
I 1 1
q q 0101 CT 11 CT 01 CT Ot 0 00 O O O 0 00 00 00 00 1
I 1 n f� 1� r�t\ n 1� t\ n n n g q q q co co g q q q 0000 q q q I
I O I to MO --iwr�m O r-/NMMd• d• Ln Ln Ln Ln t0 t0 t0 t01� I, t0 t0 t0 1
1 I 1 . . . . . . . . . . . .. . . . . . . . . . . . . . .
I r-I I V' l0 n n n n g q q q q C6 q q q q q q q q q q q q q q 1
I Ln 1 CT O Crtongq^ n r� t0 t0 t0 LO et V• M MNN Ot t0 et rl ON lO I
I I . . . . . . . . . . . . . . . . . . . . . . . . I
I O I O N N N N N N N CNN N N N N N N N N N.--1 .--1 .•-I r~ CD CD 1
1 I nt\t\n nf� t\t\ nl�nnnn^f\t`nnn^n^^nn 1
1 S 1 I
10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I
I O= F— I CD CZ) O O O O O CD O O O O CD CD O CD CD CD CD O CD O CD O CD CD
1 J W I r-INM V l!')<D I,q ON CD r-INMet lntOl�gC71OU'1 OLnO tn0 I
1 lY W v I r-1 r-1 .--1 r-1 .••I rti r-1 r-1 .--1 e-1 N N M M et et In 1
I J 1 I
TABLE 5.1
�I
_J
PAGE 24 31132
' Table 5.2
' Treatment
1
1
C-Factors and P-Factors for Evaluating EFF Values.
C-Factor
BARE SOIL,
Packed and smooth . . . . . . . . . . . 1.00
Freshly disked. . . . . . . . . 1.00
Rough irregular surface . . . . . . . . . 1.00
SEDIMENT BASIN/TRAP. . . . . . . . . . . . . . 1.00
STRAW BALE BARRIER, GRAVEL FILTER, SAND BAG. .'1.00
SILT FENCE BARRIER . . . . . . . . . . . 1.00
P-Factor
1.00
0.90
0.90
0.50(1)
0.80
0.50
' ASPHALT/CONCRETE PAVEMENT. . . . . . . . . . . 0.01 1.00
ESTABLISHED DRY
LAND (NATIVE) GRASS. . .
See Figure
1.00
'
1.00
SOD GRASS . . . .
. . . . . . . . . . . .
. . . 0.01
'
TEMPORARY VEGETATION/COVER
CROPS . . .
. . . 0.45(2)
1.00
HYDRAULIC MULCH
@ 2 TONS/ACRE. . . . ...
. . . 0.10(3)
1.00
'
SOIL SEALANT . .
. . . . . . . . . . .
. 0.01-0.60(4)
1.00
EROSION CONTROL
MATS/BLANKETS. . . . . .
. . . 0.10
1.00
'
HAY OR STRAW DRY
MULCH
After lantin
rass seed, apply mulch at
a rate ot Z
tons acre (minimum) and
adequately
anchor, tack
or crimp material into
the soil.
Maximum
Slope
Length
W
(feet)
1 to 5
400 . . . .
. . . 0.06
1.00
6 to 10
200 ...
0.06
1.00
11 to 15
150 . . . . .
. . . 0.07
1.00
16 to 20
100 . . . .
. . . 0.11
1.00
21 to 25
75 .
0.14
1.00
'
25 to 33
50 . . . . .
. . . 0.17
1.00
> 33
35 . . . . . .
. . . 0.20
1.00
' NOTE: Use of other C-Factor or P-Factor values reported in this
table must be substantiated by documentation.
' (1) Must be constructed as the first step in overlot grading.
(2) Assumes planting by dates identified in Table 7.4 thus dry
or hydraulic mulches are not required.
(3) Hydraulic mulches shall be used only between March 15 and
' May 15 unless irrigated.
(4) Value used must be substantiated by documentation.
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
0 0.25
Q 0.20
6 0.15
32%3Z
PACE 26
ESTABUSBED GRASS AND C-FACTORS
FORT COMS, COLDRADO
10 20 30 40 50 60 70 80 90 100
ESTABLISHED GRASS GROUND COVER (7)
FIGURE 5.1
ANNASIX. halo A s..N, I., ➢xPwW
TV
EROSION CONTROL NOTES
CONSTRUCTION
SEQUENCE
Twi. 7 3, ashoo,hConal Sp,W, me
Nglnlbn ane/o. fmx Cmer
AlO-I THM05. THEEEY6,IN4 VIENTATION IESTa91J91C➢GRASEES115 TO TNM
ON ad
,Ma I. a
'mm MIN
sax„ S..a. a
BE EXTA1 O. Mc„NE'
OR MSJ IOW SEA on
am is It SILT IT; _
tog,.,_
anyOI ROALI hWAS PRIOR TO CONATH tgN OF THE PAVEMENT
Arl "Rem.Com,
BUT
SOFT TO
SHALL AY£b Ox AttNNADING
40
SIDES _ TO mMEE $INS EXCLUDING rG THE IOW
Cal"I rya
°�
AFTER INSTALLATION,LIT INS
Whal
cond so
PAVEMENT. x OT
GTHSIE
Solve. WiM
Wes
EARNESPNh
NSCURB GE,S LMILRS WILL
TALLMAtE MYEL
Fmand ,n'Y
M, To
FEY.
AE STOCKS 1/2
ADobMa � m4ER B[ON
'Im
Mxm
C GRAVEL
GOusE (3/4) OFTA'
f CDCALL nx OEVER
rvYD^e tw•^
1STO
EXISTINGStI O AWED WHERENED
SarEx�m
IYnm to
6NALL IVL E
POSI or My x
WS NMw Ina
el MAR
AND SEEDED ETENm IN
TAMUN IN Ho IN
TOBEAnw
UI gas TrtN]A
MULACVis
IS TO REAR UMESLI
UNLESS
TABLESHEET O MDESIRED
AND N[u
EED
X..
I OR NEW OF CALLS) SHALL SE PISSED Sry THE O SNORES
ON
waxx.Iln.Iwm.IN "STRAW
mNDIITION
1.
:iYx
ETO P MGBERATEVEMS RwRITY
IN THIS AREA.
AlIII Sol MIND To, Inn hay wall" DMI
IRCABNM
IYN dE0 enEIM,vJLO4Y
O
C
O
I
Eye I
am
i
9J
des
12.5
w
ON
Ad
22
wMI,AN,.x„x�,eea.�•My.[.,xn 1LLINaAmRA �•m•
•xrn1 IF ✓e City Roux.
xm" ;Iwe' n
I
MI
M 111 S 1 F 151 a I N I OI B 1 s I m 10 Im
wunt Ia
rlm�l x�.a ... --
mlww
mxsxIO+. I
Plo
1
e enSix 3. xOWnCUT MAOs,
IN M',H'I SUIiN.. TALL LAVE STRAW UALE BARRIERSLINSTALLED E THE OR AIPAVEMENG Ina• II WIMM
n ,n.x n,. ,n.Y.a eII N, m+lrn In N. m,wlalwY, E3PERPENDICULARIro*4 ,NE SIDES EttENryIX4 ,O ,xE ROAD nnAlwaE hwx n III
FM•agaxxm -�` i \J I
,mnmml.11m,. Hat
Wvl „EM'EU W DNOMIR �SSBIL.EYSTIM E� ANTER EM.LLL •F 7 //"Y/N
E Ml so" o At mol on R.. nlnnm..,r,. WIT ACE:VIENED AND 3EEn[o3v HOME TEurORARY ohm haIaxC aM Mavl�%leven
III CA WnwM O,lx]IFM w xl T.mwwPORTH cw Loan.. VEGETATION mx RAY/USTIESSTRAW
wTP IS TO APLIED LIVER, w Ms &A TTw
.. EAal OF 2sTx�S/MULCH A TO NDTHEsMoeR sEO� a s �A VIA
s/ACREED.O M DMOM S a.3I. Ix hail -wlVweuVln
CROP
OR TUS SXracNEo.aR CRwEb lXram miVER one•• 1.z 3lac 1 //`\
AT A TR aR
VEREXHW GEUD5E4 C 4w33F3 AnFOW,EIVA _._
f vnm S� ME METHODS OR LIEET rIa 0.1 I.u06 Eta NUW%MIX flesh
SASS 3.. ROUSH CUT ROWS. PRIOR TO CONSTRUCTION OF TEE PAVWENT,
Ann, File a• Y.. . W W SHALL HAVE STRAW SHALE BARS E O G M rx
Mx 01 N.Y,D Sayhay . NREB NG.NTIW TO THE a TIO ROAD _..
Wyie WY31 Yx Yn w CFN,FJWNE Ai IWFWT x,ER 4Ox 5T0 �L_JL\
All }I„ E IMNTA M M. REVER PO AREAS SHALL = —' T_L InL9IT
No Why say
-M�;- D WAs BE No San as Yx AD W TO BE MPIIEO �NMO AND Y®11111ME,�FnT BY OPPMEN � LT I Ml9 l� Jmmnn Cm he M4MRx - ,%(\\
IFTESSIMUSITIR wE FIRST SPRICEC%R IN A N NORTHEAST ST US \ V V..CEB ON THE 1 S SOHDA1 RT TRro wuf<Vn
uMO ERATE4wttNOEERJge NY wxOCTION IN TXhO`uF. E �
xi. Dl. I 1—��—��'
l . 51t3 To 1\
DIW-]3.3d3 = I r�-_ \\ �S ME eAf
VIA
L`MIN ; I lag 1A it
�NShe SOP,-10]%—�, �_ Aop -41HAV l rye
/' F°59sec�'cc \� �
gm']3.3ae
FIRw Dial
Sells `
5'tlB SIR1e • 9H:IV —\ VEL TP \ �
IL •LN. 4 E SvreIe SIWB'0.4% L \ r I 1 _� X IF \ / `\ \ �CASRRMM NRN
6 1h 6 �r
\1\ 1V / I�II`L I -
:'H+9 1e-C. OND-3Z.3as 1\� HIVR�\/� 1 I I \ \�\\ /TI �P51 .�
IL 4 FIpV DSPiM1•1GR 111— LF 15' ISA
StlB SIRGB . <1.30 \ \\_ j Ji i • Ysiyn \ ` CI..'DL RE4EADE 1
1 \ I ,\ \ a �[ PIPES? 51PI SEE �C
SwNa Skyre - 1.30% \ \ \ I\
C
\ \ \ 1 \WBT 115'+5
�—
le� CONTROL
See/^11
\ �� I \ \ -_ \ \ ,\ I MP. 5`L E \ T5Ey/MpF�EbR/pRY ..1
� �
Fv.1Gx .4. y
III
So.
1 N15TDR�1 \�
5NEEI ��
V. keg
HARMONY ROAD
X
A^,,•. P pro
221K
(II BaeelEe \l
'.1 (OILY GENC)F . ED
OF BAI.Ey, STARED)
11 / 0-8
// / E%l5i-AdADS1DE
—�L-1
I �
J Ite"l R JR.
HW.H SCHOOI
l_
L
SITE i
SITE TO LI I;sL—
�1
�'C" z-rrPE R MLRTS ID IF.NOTN�
' \WORD BARetOR
K51LT FENCE OR Rolu
1 QP BALFh, 5TAKED)
/ "
4
.SEE FHA GRADING PLAN /
SHEET R DETAILED
Ii LOT F SHED ELEVATIONS
EWPOPARJ eaiD
IT
FDRARr LINE \ II
I `\`• oJ, ]Q \
W.INJ. 5128,E C, \
�\INV. SI]1b.D s EX 151. PO�DSIOE l
_\I Zip G,i[N \
C1YfN I wivANLE To / 1 ` IS -� _
_ .. .. .. JBNNMAGION
CESIGN IFG C
DF= S.IDINE,
D,w• xsAT cFE
KWO m0 an Sunel03
Lmpmnl. CnbTaMb]dl
DESIGNED CHECKED 333 re]trBSL
.c Engineering Consultants
4D4-0O2 IDS Sown COUIR, AllalachaoONTS 11%Colo Kelly Johnson BIVLEWIe 1W Il Wl l8age NS. Nkat 501tt 301
Fort canna cawaaN N1szs co ,IR s M.M.. cdwaw RosxO D CdRxao a%n
DATE PROJECT NO,
rygygAl4% 30YT>GG3W
e
aH.•
THE GATES AT WOODRIDGE - FIRST FILING
THE OVERLOOK AT WOODRIDGE - FIRST FILING
--- ���yyyyy/ p
. /
IN Eo 0 IN 30D 300
GRNPHIC SP E 1"=100'
LEGEND:
EXKT.4ZI Ed•S01 DESUSTA N
� �CUWERTS
` qu Bp.SIN AREA
�••� ppSIN 80UNDARY
® p651GFI POINT
RTS \ \ DE!l.INAGE GLDW R£CT 1011
\� �\\ DI
\\ \`\\Sv'S— ES'•IZTING <LT,ITOUR
CGTENTON Fl^NO
PARK
/ CI
_ / \�_J EKKT. 42a 4i9ERT
E%1ST. POADz1OE DrtcN 1 JUN 0 5 10
----------- LLI_--
HARMONY ROAD
PRELIMINARY— — —
DO NOT use for
WD51r on TEND BASED DN RBD FIELD SURVEY OF 4 23191
SHEETS SHEEI
DRAINAGE AND EROSION CONTROL PLAN 20 3
�t