HomeMy WebLinkAboutDrainage Reports - 06/20/1997pRorERTy of Final �ved Repoli
FORT CotJMS ate.i�LW �
DR
AINAGE AND EROSION
CONTROL REPORT
STERLING HOUSE
FORT COLLINS, COLORADO
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Prepared For:
BCI CONSTRUCTION
453 SOUTH WEBB ROAD, NO. 500
WICHITA, KS 67207
Prepared By:
BUCHER, WILLIS & RATLIFF CORPORATION
1743 Wazee Street, Suite 200
Denver, CO 80202
(303)292-5056
January 15, 1997
Revised March 5, 1997
Revised April 21, 1997
Revised May 28, 1997
Revised June 6, 1997
�D BUCHER, WI((IS & RAi(IFE
gun CORPORATION
DRAINAGE AND EROSION CONTROL REPORT
for
STERLING HOUSE PUD
FORT COLLINS, COLORADO
TABLE OF CONTENTS
CERTIFICATION.................................................................. 1
1. INTRODUCTION........................................................... 2
2. HISTORIC (EXISTING) DRAINAGE .......................................... 4
3. DEVELOPED FLOWS ....................................................... 5
4. RUNOFF DETENTION AND RELEASE ...................................... 7
5. EROSION CONTROL....................................................... S
6. MISCELLANEOUS......................................................... 10
7. REFERENCES............................................................. 11
APPENDIX A - LOCATION MAP
APPENDIX B - HYDROLOGIC CALCULATIONS
APPENDIX C - EROSION CONTROL
POCKET - DRAINAGE, GRADING, AND EROSION CONTROL PLAN
' DRAINAGE AND EROSION CONTROL REPORT
STERLING HOUSE - FORT COLLINS
t
' CERTIFICATION
' I hereby certify that the Drainage and Erosion Control Report for Sterling House, Fort Collins
was prepared by me or under my direct supervision in accordance with the provisions of the
City of Fort Collins STORM DRAINAGE CRITERIA and CONSTRUCTION STANDARDS for
the owners thereof.
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Daniel C. Blankenship, P.E.
Colorado Registration No. 28198
For and On Behalf of Bucher, Willis & Ratliff Corporation
' Bucher, Willis 6, Ratliff Corporation
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DRAINAGE AND EROSION CONTROL REPORT
STERLING HOUSE - FORT COLLINS
F
' 1. INTRODUCTION
' Project Location
The proposed Sterling House subdivision is a tract of land situated in the Northeast Quarter
' of Section 1, Township 6 North, Range 69 West of the Sixth Principal Meridian, City of Fort
Collins, County of Larimer, State of Colorado.
The site is bounded on the west by an existing commercial development, Miramount Fitness
'
and Tennis Center, on the north by the Evangelical Covenant Church, on the south by Rule
Drive. The area to the east is vacant.
'
Site Characteristics
The general topography of the site consists primarily of undisturbed soil with native
'
vegetation. The slopes range from 1 to 2 percent.
'
Soils
The soils for this site are comprised of the sandy lean clay.
'
The source for this soil data is the Geotechnical Engineering Report prepared by Terracon
Consultants Western, Inc., dated December 3, 1996.
'
Purpose and Scope of Report
This report defines the proposed drainage and erosion control plan for the proposed
'
Sterling House assisted care living facility, including consideration of all on -site and
tributary off -site runoff.
Design Criteria
This report was prepared to meet or exceed the submittal requirements established in the
'
City of Fort Collins' "Storm Drainage Design Criteria and Construction Standards"
(SDDCCS), dated May 1984. Runoff computations were prepared for the 10-year and 100-
year storm frequency utilizing the rational method.
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Bucher, Willis & Ratliff Corporation
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DRAINAGE AND EROSION CONTROL REPORT
STERLING HOUSE - FORT COLLINS
' Where applicable, the criteria established in the "Urban Storm Drainage Criteria Manual"
(UDFCD), 1984, developed by the Denver Regional Council of Governments, has been
' utilized.
Master Drainage Basin
' This site falls within the Oak/Cottonwood Farm ODP - McClelland Basin. The master
drainage plan for the basin was prepared by the Sear -Brown Group. According to the
' master plan, 0.5 cfs/acre maximum release rate is allowed for sites in the McClelland Basin.
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' Bucher, Willis & Ratl�ffCorporation
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' DRAINAGE AND EROSION CONTROL REPORT
STERLING HOUSE - FORT COLLINS
' 2. HISTORIC (EXISTING) DRAINAGE
' Along the northern property line, historical drainage has been sheet flow from the west to
the east at an approximate slope of one percent. The remainder of the site has historically
drained by sheet flow from the west/northwest towards the southeast at an approximate
' slope of one to two percent. The flow along the north property line continues eastward to
S. Lemay Avenue and the remainder of the site flows towards Rule Drive. The entire
drainage from the site eventually enters the City's storm sewer system at the intersection
' of S. Lemay Avenue and Rule Drive.
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Bucher, Willis & Ratliff Corporation
DRAINAGE AND EROSION CONTROL REPORT
STERLING HOUSE - FORT COLLINS
' 3. DEVELOPED FLOWS
' Method - The Rational Method was used to determine both the 10-year and 100-year developed flows
' for each sub -basin. A detailed description of the hydrologic analysis is provided later in this
section.
Off -site Flows
Currently the Harmony Market outfall swale that flows from north to south along the east
' side of the Miramount Fitness and Tennis Center, discharges across the southwest corner
of the proposed Sterling House property to Rule Drive. It is our understanding that this
swale should have discharged directly to Rule Drive from the fitness center property
' without impacting adjacent properties. However, when the access to the Cottages at
Miramount was constructed, the swale was cut off and had to be routed across the
southwest comer of the Sterling House property. Rather than having an open swale across
' the southwest comer of the Sterling House property, the flow from the Swale (100-year flow:
6.9 cfs) will be passed through the Sterling House ponds and discharged through the
Sterling House outfall pipe. This plan will eliminate the nuisance flow from Harmony
Market in Rule Drive and will also reduce the overall flow in Rule Drive during a major
event. Runoff from the north half of Rule Drive adjacent to the site is not collected,
however the detention ponds have been oversized, and the pond release rate reduced to
account for this runoff.
' On -site Flows
' Drainage within the developed area will surface flow to inlets and detention areas with the
exception of two basins which will direct discharge. All grading has been designed to carry
flows away from structures to the proposed drainage facilities.
A qualitative summary of the drainage patterns within each developed sub -basin is
provided in the following paragraphs. Detention and release rates are described in Section
4, "Runoff Detention and Release".
Runoff from Sub -basin A is conveyed by surface flow to inlets IN-1, IN-2, and IN-3 and
' piped to the pond.
Bucher, Willis & Ratliff Corporation
' DRAINAGE AND EROSION CONTROL REPORT
STERLING HOUSE - FORT COLLINS
' Runoff from Sub -basin B is conveyed by surface flow to the Harmony Market swale and
piped to the pond.
' Runoff from Sub -basin C is conveyed by the surface flow directly to the pond.
' Runoff from Sub -basin D is conveyed by surface flow and released to Pond 2 through
trench drains located in the driveway.
Runoff from Sub -basin E is conveyed by surface flow and released to Pond 1 through
trench drains located in the driveway.
' On -site drainage basins are shown on Sheet 1 of 2 included in the rear pocket of this report.
Hydrologic Analysis of the Proposed Drainage Conditions
' The Rational Method was used to determine both 10-year and 100-year peak runoff values
for each Sub -basin. Runoff coefficients were assigned utilizing Table 3-2 of the SDDCCS
Manual.
As stated above, the Rational Method was used for all hydrologic analyses for the project
site. The Rational Method utilized the SDDCCS equation:
' Q=CJCIA
' where Q is the flow in cfs, A is the total area of the basin in acres, Q is the storm frequency
adjustment factor, C is the runoff coefficient, and I is the rainfall intensity in inches per hour.
The frequency adjustment factor, Q is 1.0 for the initial 10-year storm and 1.25 for the major
' 100-year storm.
The appropriate rainfall intensity information was developed based on rainfall intensity
' duration curves in the SDDCCS Manual.
In order to utilize the rainfall intensity curves, the time of concentration is required. The
' following equation was used to determine the time of concentration:
t ti+t,
' where t, is the time of concentration in minutes, t; is the initial or overland flow time in
minutes, and t, is the travel time in the ditch, channel, or gutter in minutes.
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' DRAINAGE AND EROSION CONTROL REPORT
STERLING HOUSE - FORT COLLINS
' The initial or overland flow time is calculated with SDDCCS Manual equation:
' t;=[1 K(1.1 - C Cf )Losl/(S)0.33
where L is the length of overland flow in feet (limited to a maximum of 500 feet), S is the
' average slope of the basin in percent, and C and Cf are as defined previously.
All hydrologic calculations associated with the redeveloped sub -basins are attached in the
Appendix of this report.
4. RUNOFF DETENTION AND RELEASE
' The site will contain two interconnected ponds, acting as one pond, located on the south and
1 southeast side of the property. The pond system is designed to detain runoff from the 100-
year storm from the site while passing off -site runoff from Harmony Market through the
system. The pond release rate will be controlled by a box -type grated outlet with an orifice
' in the face. A diagram of the outlet is included on sheet 1 of 2 included in the back pocket
of this report. The orifice in the face of the structure will restrict flows to a release rate of
0.6 cfs. The storm water runoff from the Harmony Market swale (6.9 cfs) will be passed
over the grate. The on -site release rate is equal to 0.5 cfs/acre in accordance with the
Oak/Cottonwood Farm ODP master drainage plan. Detention and release calculations
include the site and the north half of Rule Drive adjacent to the site.
Calculations are included in the Appendix of this report.
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Bucher, Willis & Ratliff Corporation
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DRAINAGE AND EROSION CONTROL REPORT
STERLING HOUSE - FORT COLLINS
5. EROSION CONTROL
' Introduction
This section represents the Erosion Control Report for the Sterling House and was prepared
' to meet the regulatory requirements of the City of Fort Collins, Colorado. This report was
prepared following the guidelines and regulations within the SDDCCS Manual.
1 General Description
' The proposed improvements cover the entire site, which totals 3.15 acres.
The general topography of this site consists of undisturbed soil with native vegetation. The
' slopes range from 1 to 2 percent.
' Soil Description
In accordance with the Soil Conservation Service's (SCS) "Soil Survey of Fort Collins Area,
' Colorado," the soils on -site consist of the following:
Rainfall Wind Hydrologic
1 Soil Designation Erodibility Zone Erodibility Zone Soil Group
Sandy lean clay Slight to Moderate Slight to Moderate C
' Erosion and Sediment Control Measures
' Erosion and Sedimentation will be controlled on -site by the use of silt fence, gravel
construction entrance, and inlet protection (straw bale filters).
' The measures are designed to limit the overall sediment yield increase due to construction
as required by the City of Fort Collins.
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' Bncher, Willi, & Ratliff Corporation
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DRAINAGE AND EROSION CONTROL REPORT
STERLING HOUSE - FORT COLLINS
' Dust Abatement
During the performance of the work or any operations appurtenant thereto, the Contractor
shall carry out proper efficient measures wherever and as necessary to reduce dust
nuisance, and to prevent dust nuisance, and to prevent dust which has originated from his
' operations from damaging crops, orchards, cultivated fields, and dwellings, or causing a
nuisance to persons. The Contractor will be responsible for any damage resulting from dust
originating from his operations.
Tracking Mud on City Streets
' Wherever construction vehicles access routes or intersect paved public roads, provisions
must be made to minimize the transport of sediment (mud) by runoff or vehicles tracking
onto the paved surface. Stabilized construction entrances are required per the detail shown
on the Plan, with base material consisting of 6" coarse aggregate. The contractor will be
responsible for clearing mud tracked onto city streets on a daily basis.
! Maintenance
' All temporary and permanent erosion and sediment control practices must be maintained
and repaired as needed to assure continued performance of their intended function.
Maintenance is the responsibility of the contractor.
Permanent Stabilization
A vegetative cover shall be established within one and one-half years on disturbed areas
and soil stockpiles not otherwise permanently stabilized. Vegetation shall not be considered
' established until a ground cover is achieved which is demonstrated to be mature enough
to control soil erosion to the satisfaction of the City and to survive severe weather
conditions.
' Erosion control calculations, cost estimate, and schedule is included in the Appendix of this
report.
Bucker, Willis & Ratliff Corporation
DRAINAGE AND EROSION CONTROL REPORT
STERLING HOUSE - FORT COLLINS
6. MISCELLANEOUS
Variances
There are no variances requested with the development of the Sterling House PUD.
Maintenance Agreements
The developer will be responsible for the maintenance of all temporary drainage structures.
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Bucher, Willis & Ratliff Corporation
' DRAINAGE AND EROSION CONTROL REPORT
STERLING HOUSE - FORT COLLINS
' 7. REFERENCES
1. City of Fort Collins, "Storm Drainage Design Criteria and Construction Standards,"
(SDDCCS), dated May 1984.
' 2. Urban Drainage and Flood Control District, "Urban Storm Drainage Criteria
Manual," Volumes 1 and 2, dated March 1969, and Volume 3 dated September 1992.
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Bucher, Willis & Ratliff Corporation
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APPENDIX A
LOCATION MAP
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APPENDIX B
HYDROLOGIC CALCULATIONS
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-Table 3-3
RATIONAL METHOD RUNOFF COEFFICIENTS FOR COMPOSITE ANALYSIS
Characterof Surface
Runoff Coefficient
Streets, Parking Lots, Drives:
Asphalt................................................................................................
0.95
Concrete.............................................................................................
0.95
Grave( .................................................................................................
0.50
Roofs ....................
°
Lawns, Sandy Soil:
Flat<2%.............................................................................................
0.10
Average2 to 7%..................................................................................
0.15
Steep>7%.............................................••...........................................
0.20
Lawns, Heavy Soil:
Flat<2%..••.........................................................................................
0.20
Average2 to 7%..................................................................................
0.25
Steep>7%..........................................................................................
0.35
Table 3-4
RATIONAL METHOD FREQUENCY ADJUSTMENT FACTORS t
Storm Return Period Frequency Factor
(years) C.
2 to 10 1.00
11 to 25 1.10
26 to 50 1.20
51 to 100 1.25
Note: The product of C times C, shall not exceed 1.00
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DRAINAGE CRITERIA MANUAL
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RUNOFF
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 & FLOOD CONTROL DISTRICT
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Composite C100 calculation for use in FAA pond calculation
Basin
Lawn Area
Roof Area
Asph. Area
Comp CA
(Ac)
(Ac)
(Ac)
A
0.1
0.025
0.21
0.21
0.02
0.02
0.772727
B
0.29
0.0725
0.21
0.21
0.02
0.02
0.581731
C
0.8
0.2
0.18
0.18
0.27
0.27
0.52
D
0.56
0.14
0.07
0.07
0.16
0.16
0.468354
E
0.01
0.0025
0.03
0.03
0.1
0.1
0.946429
Total
1.76
0.44
0.7
0.7
0.57
0.57
0.564356
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DETENTION STORAGE CALCULATIONS
FAA METHOD, ':
PROJECT NAME:
Sterling House - Ft. Collins
DATE: 4/21/97
DESIGN BY: CMD
INPUT
Design Storm:
100 -Yr
Basins:
Area:
3.03 Acres
Release Rate:
0.6 cfs
"C":
0.56
OUTPUT
Time
Intensity
INFLOW
Released
Required
(min)
1100
Vo ( (W)
Volume (ft)
Storage (ft)
0
0
0
0
5
8.80
4,480
180
4,300
10
7.00
T,,127
360
6,767
15
6.00
9,163
540
8,623
20
5.20
10,588
720
9,868
30
4.15
12,675
1,080
11,595
40
3.50
14,253
1,440
12,813
50
3.00
15,271
1,800
13,471
60
2.60
15,882
2,160
13,722
70
2.30
16,391
2,520
13,871
80
2.05
16,697
2,880
13,817
90
1.85
16,951
3,240
13,711
100
1.70
17,307
3,600
13,707
120
1.45
17,715
4,320
13,395
140
1.25
17,816
5,040
12,776
160
1.10
17,918
5,760
12,158
180
1.00
18,325
6,480
11,845
MAXIMUM STORAGE VOLUME OF
13871 cf
IS REQUIRED AT TIME........:
80
minutes after beg. of storm
20,000
RABH/g- TIM
18,000
-Total Runoff
,.
16,000
14,000
-X-X X X X X"X�°.1,
°°
y-?.
--Released
Volume
XX
12,000
�',
-X-Storege
10,000
O
8,000
6,000=
4,000
-`
2,000
0
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20
40 60 80
100 120 140 160
180
TIME (min)
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FLOW INTO INLET PER SO. FT. OF OPEN A EA (CFS/FT2)
Figure 5-3 ° CF_,:Fiz
CAPACITY OF GRATED INLET IN SUMP
(From: Wright -McLaughlin Engineers, 1969)
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DESIGN CRITERIA
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..... OF ....
f �•�'' ;1/�i OF F� �D��/�i5 -f (�'� �.�LO�J, GcJr/,>; 1..2i<.Y/�L•
X l u.Z� JIB
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- __ .. .._._. -.. .. -t
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PROJECT.... ... - ..........
...... - � . NO.. � ...... ...... .
DESCRIPTION- .......... ...................
DESIGNED........ DATE ........ - --
JBINPI 61, ..............
CHECKED. . � ...... DATE. .. . ...........
......... ...... SHEET, . . - OF
I
1
1
PIPE CULVERT ANALYSIS
COMPUTATION OF CULVERT PERFORMANCE CURVE
April 20, 1997
Sterling House - Ft. Collins
Q100 From Harmony Market Swale to Pond 2
PROGRAM INPUT DATA:
DESCRIPTION VALUE
Culvert Diameter (feet) ................................. 2.00
FHWA Chart Number (1,2 or 3)............................ 1
Scale Number on Chart (Type of Culvert Entrance)........ 1
Manning's Roughness Coefficient (n-value)............... 0.0120
Entrance Loss Coefficient of Culvert Opening............ 0.50
Culvert Length (feet) ................................... 100.0
Culvert Slope (feet per foot) ........................... 0.0100
' PROGRAM RESULTS:
Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet
Rate Depth Inlet Outlet Depth Depth Outlet Velocity
'(cfs) (ft) Control Control (ft) (ft) (ft) (fps)
---
9.1 1.20 1.59 0.87 0.86 1.08 0.86 7.05
' PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986
Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092
' (713) 895-8322. All Rights Reserved.
1
1
1 -5-ZU
I
1
' PIPE CULVERT ANALYSIS
COMPUTATION OF CULVERT PERFORMANCE CURVE
April 20, 1997
' Sterling House - Ft. Collins
Pond 2 to Pond 1
PROGRAM INPUT DATA:
'
DESCRIPTION
---------------------
Culvert Diameter (feet) .................................
VALUE
2.00
FHWA Chart Number (1,2 or 3)............................
1
Scale Number on Chart (Type of Culvert Entrance)........
1
'
Manning's Roughness Coefficient (n-value).......
0.0120
Entrance Loss Coefficient of Culvert Opening............
0.50
'
Culvert Length (feet)..........
Culvert Slope (feet per foot)...........................
70.0
0.0100
'
--------------------------------------------------------------------
--------------------------------------------------------------------
PROGRAM RESULTS:
Flow Tailwater Headwater (ft) Normal Critical
Depth at
Outlet
t
Rate Depth Inlet Outlet Depth Depth
(cfs) (ft) Control Control (ft) (ft)
--------------------------------------------------------------------
Outlet
(ft)
Velocity
(fps)
'
7.0 2.50 1.35 1.97 0.73 0.94
10.0 2.50 1.69 2.15 0.89 1.13
2.00
2.00
2.23
3.18
--------------------------------------------------------------------
--------------------------------------------------------------------
' PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986
Dodson & Associates, Inc., 7015 W. Tidwell, #1107, Houston, TX 77092
(713) 895-8322. All Rights Reserved.
1
1
1
L
I
1
1
1
1
11
1
1
1
1
1
1
I
/.,,,,. D SCRIPTION................................. DESIGNED .......DATE...°
,.,, r„ .................. CHECKED ........ DATE............. .
................................................................ SHEET ..... OF - -
7�0/Jo�� / 7D
_T
I
1�EcJ��
CHART
2
180
10,000
168
8,000 EXAMPLE
156
6,000 D142 inches (3.5 feet)
6
6.
44
5,000 Q. are
5.
4,000 ILW* NW
6
5.
132
0 feet
4.
4.
120
(2) 2.1 7.4
'
-
2,000
(3) � 2.2 -- 7.7
4.
3•
108
'
-
sD in feet
3'
96
1,000
800
84
600 /
2'
2.
/
500
72
400
2.
w
=
�/ 3
300
1.5
1.5
Z
N
/ N
K
1.5
60
200 / r
Z
_
Z
w
0
54 -
G
O_
W
48
100
>
/
80
J
Q
2
c=7
42 0
60 w
I.0
1.0
0
0
5C HW ENTRANCE C3
SCALE
40 D TYPE UU
1.0
UU
f.
36
W
/
30 00-/ Square edge with Q
w
�
headeall 3
.9�
Q
33
Q
2 (2) F� Groors one .irhUJ
Q
30
h.adrall 2
.8
.8
(3) Grades end
.6
27
projecting
10
24
8
.7
.7-
.7
6 To use scale (2) or (3) project
21
5 horixontallr to seal.
4 use straight inclined line through
0 and 0 scales, or roans as
6
3 illustrated.
1.25
6
.6
1.5
15
�l`C/✓. Crl/�N '/T(�
.5
.5
1.0 /J
12
HEADWATER
DEPTH
FOR
CONCRETE PIPE
CULVERTS
HEADWATER
SCALES 283
REVISED MAY1964 WITH INLET
CONTROL
BUREAU Of
PUBLIC ROADS JAN. 1963
5-22
-Z-23
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PROJECT Step?;N�-.If/ro�3v.-.ff. //ih.?..............xo.. 96�S7ioG..
........................... ......... SHE GHEGKED ........ E...G..........
..........
SHEET. C .. OF. 2 6
-Tp-lekec eke t""EJ
I 2i OicE_ _cage -- - —
I _ r - Tata1�oV rlf
:-----�1':if'X --- ,Fo D 1. = 13,3c;3 — _
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f)-
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_ 1 _
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_ • t ...
>r� �'`h 1�7y9. �/ti,d � icJ4n-��s �.� w'¢ .
aes%�A� ek.frRMl
ceecfg P _
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oe.R opi.vi o/.J fho f /lze .. .
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21r ILA
e-xee-s vE :-(0R 7`(f s: �RopeRL `...
{
>
Y
— - -
Fit Lr�-I-I
Cross Section
Cross Section for Irregular Channel
'
Project Description
Project File q:\96471.01\storm.fm2
Worksheet TRICKLE CHANNELI
'
Flow Element Irregular Channel
Method Manning's Formula
Solve For Discharge
Section Data
'
Wtd. Mannings Coefficient 0.013
�LOr= • LC7. >� c' /S
Channel Slope 0.005000 ft/ft
�• ' io 07, ?
Water Surface Elevation 0.15 ft
Discharge 0.38 ft3/s
LE_JG- J %1✓r�/"?/7eL DLO
'
'
0.18 _____-______'_____
--- ____
--- ____--- _____; _____.______
'
0.1 6 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
_ _ _
_ _ _ _-_ _ _ _ _ _-_ _ _ _ _ _ �_ _ _ _ _ - _ _ _ _ _
_ _
--- ' --- ' ----'-----_'_----_'_-'-_'----- - --
1
- - - - - - - - - - - - - -
- - - - - - - - - ' - - ' - -
t-
- -- - -- - --
-
----- ------ -- -• - ---
c
0
1
- - - - - - - - - - - - - - - -
N 0.08 1
- - -
- - - -r- - - - - --- - - - - - r
1
W
10.06
'
- - - --
,-----
'
-'
-- --- ----- -
--- ---- --- ---- -- - - - -i - - - -
,
- - - - - - - - - - - - -
0.04 � �
-
' '
- - - - - ' - - - - - - - - - - - -
0.02-----t_____ '-____!___
--'- _________ :______ L---_-i
1
0.0
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0
' Station (ft)
Jan 14, 1997 None FlowMaster v4.1b
' 15:36:43 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
�j_z
12ol 26
I
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1
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1J
STERLING HOUSE - FORT COLLINS
Worksheet for Irregular Channel
Project Description
Project File
q:\96471.01\storm.fm2
Worksheet
TRICKLE CHANNELI
Flow Element
Irregular Channel
Method
Manning's Formula
Solve For
Discharge
Input Data
Poe-Xzecfiou
Channel Slope
0.005000 ft/ft
Water Surface Elevation
0.15 ft
Elevation range:
0.00 ft to 0.17 ft.
Station (ft)
Elevation (ft)
Start Station
0.00
0.17
- 0.00
2.00
0.00
4.00
0.17
Results
Wtd. Mannings Coefficient
0.013
Discharge
0.38
fta/s
Flow Area
0.27
ft2
Wetted Perimeter
3.58
ft
Top Width
3.56
ft
Depth
0.15
ft
Critical Water Elev.
0.15
ft
Critical Slope
0.005928 ft/ft
Velocity
1.43
fus
Velocity Head
0.03
ft
Specific Energy
0.18
ft
Froude Number
0.92
Full Flow Capacity
0.54
fta/s
Flow is subcritical.
End Station Roughness
4.00 0.013
Jan 14, 1997 None
15:35:25 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
i� -;? (0
FlowMaster v4.11b
Page 1 of 1
G
NFL 2-
OPEN CHANNEL FLOW ANALYSIS: FLOW IN A PIPE
' Developed by Civil Eng Dept, U of Colorado at Denver
Metro Denver Cities/Counties and UD&FCD Pool Fund Study
---------------------------------------------------------------------
---------------------------------------------------------------------
' User= Bucher -Willis -and -Ratliff Corporation ...................................
ON DATE 03-03-1997 AT TIME 15:41:55
' e PROJECT TITLE: STERLING HOUSE: POND 2 TO INLET l
l 4ioo ,C.�:�inf f�
J
DESIGN INFORMATION
PIPE (EQUIVALENT) DIAMETER(INCHES) = 12.00
t PIPE ROUGHNESS MANNING N = 0.010
PIPELINE SLOPE (FT/FT) = 0.0100
DESIGN FLOW RATE (CFS) = 4.64 -Iri 1 T�.'E
' ** NORMAL FLOW CONDITIONS:
1
—fAf
i J s
L�ioo
7f,
FLOW CENTRAL ANGLE (DEGREE) = 359.28
FLOW DEPTH (FEET) = 1.00
FLOW AREA (SQ FEET) = 0.79
FLOW VELOCITY (FPS) = 5.91
SPECIFIC ENERGY (FT) = 1.54
SPECIFIC FORCE (KLB) = 0.08
FLOW FROUDE NUMBER = 0.00
NOTE: FROUDE NUMBER=O MEANS FLOWING FULL.
' "" CRITICAL FLOW CONDITIONS
'
FLOW CENTRAL ANGLE (DEGREE) =
FLOW DEPTH (FEET) = 0.90
284.668
FLOW AREA (SQ FEET) = 0.74
FLOW VELOCITY (FPS) = 6.25
'
MINIMUM SPECIFIC ENERGY (FT) =
1.50
MINIMUM SPECIFIC FORCE (KLB) =
0.08
'
SLOPE (FT/Fr) = 0.0088
-•NERGY (FT) = 1.50
MINIMUM SPECIFIC FORCE (KLB) =
0.08
'
SLOPE (FT
1
1 -8-z 1
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01111. DEC
RI TION- - .............................. DESIGNED........ DATE.............. .
....................................... CHECKED......... DATE.... _ _ ......
....... ....SHEET...... OF.... .
/I/n 0�1-
tl
/. J2e.inCo- _LOT _ (rna,17n nGs_� i
I
•
I
Worksheet
Worksheet for Trapezoidal Channel
'
Project Description
Project File
untitled
Worksheet
FLOW IN GUTTER AT EAST PROP. LINE
Flow Element
Trapezoidal Channel
t
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.013
'
Channel Slope
0.005000
ft/ft
Left Side Slope
3.50
H : V
( 5 I
Right Side Slope
20.00
H : V
( 50/
'
Bottom Width
0.00
ft
Discharge
4.60
ft3/s
— 7-1.8F- B�iif C
1
1
1
1
1
Results
Depth
0.38 ft i
Flow Area
1.72
ft2
Wetted Perimeter
9.06
It
Top Width
9.00
ft
Critical Depth
0.39
ft
Critical Slope
0.004271
ft/ft
Velocity
2.67
ft/s
Velocity Head
0.11
it
Specific Energy
0.49
ft
Froude Number
1.08
Flow is supercritical.
.
1
May 29, 1997
' 11:39:46
7n,-- Or GcrB.
None Flow Master v4.1b
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of i
W—z /
1
Worksheet
' Worksheet for Rectangular Channel
-
Project Description
Project File
untitled
Worksheet
ISLAND CURB CUT - EAST PARKING LOT
Flow Element
Rectangular Channel
'
Method
Manning's Formula
Solve For
Channel Depth
1
Input Data
'
Mannings Coefficient 0.013
Channel Slope
0.005000 ft/ft
Bottom Width
2.00 ft
Discharge
4 60 ft'/s >=-JJ C�.*�
Results
'
Depth
0.56
ft
Flow Area
1 .12
ftz
Wetted Perimeter
3.12
ft
'
Top Width
2.00
ft
Critical Depth
0.55
ft
Critical Slope
0.005389 ft/ft
'
Velocity
4.09
ft/s
Velocity Head
0.26
ft
Specific Energy
0.82
it
'
Froude Number
0.96
Flow is subcritical.
�ISCI'IAZC,� l'I 'L"rU n pr.)
TtDe:
F-7t-) ��
C� � I J
� EL u
/J0
-AT- %=07704-:.
f /5
( o�
FcocJ
1
1
May 29, 1997 None FlowMaster v4.1b
1
11:25:27 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
-3 0
PRO�ECT ... .............................
................ NO_ � ...........
DE5GRIPTION ....................
... DE-516NED ....... DATE. - .
. .......... . .. ..............
CHECKED ........ DATE.... ...
....... ... ... - I - .SHEET...... OF....
107-
c>2
-A-r 160 - L/ El-, ie
-7-
..........
7-
PRO-IECT R A-Af. 4��Y'r. :7
VESISNED !W V. PATE. 0/- ag 7R6.
CHECKED, ... PATE 5HF . .. .....
....... ............... ZT 1, f:,
7-
1--e R'; -
I ec-4 4-1. - I /1W 4-"Zfl
7-:2ZZ A TrAr—I �4 lt�L
772,�, ki
Pi FF rlZo i--- jjjxxT R67A-) CA ZRAN.
n:Fcx-or�L-
.-J
.75
0/0
:�E: kr AcNED coE E-- -S4 3-5 /::L
TO 7' Gee PO
pe I.-L
-5�
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Deeter Foundry, Inc. P.O. Box 29708, Lincoln, Nebraska 68529
3990-3991 Trench Covers -Solid & Grated
1. When ordering specify:
— Catalog Number
— Style of Trench Cover
— Length of Trench
— "X" Frame & End Pieces if required.
2. Grates can be furnished with Anti-skid
perma-grip surface finish.
3990 Trench Covers — Solid & Grated
Heavy Duty
Catalog No. A B C
3990-A 8x24 11/2 6
3990-B+L`tt Ox24tt:+,1Jh:?.,c:-8 i:.
3996-C 12x24 - 11/2 _- 10
3990-D 14x24 11/2 12
3990-E 17x24 11/2 15
2
3990-G 23x24 Ph 21
3990-H 26x24 1112 24
3990-J 30x24 2 27
3990-K 33x24 2 30
3990-L 36x24 2 33
3990-M 39x24 2 36
3990-N 45x24 2 42
3990-0 51 x24 2 48
3991 Trench Covers — Solid & Grated
Light Duty
Catalog No.
A
B
C
3991-A
8x24
11/2
6
3991-B
10x24
11/2
8
3991-C
12x24
P/2
10
3991-D
1424
11/2
12
3991-E
17x24
11/2
15
0R24-7
72----18-
3991-G
23x24
11/2
21
3991-H
26x24
11/2
24
3991-K
32x24
1'/2
30
3990-L
35x24
1112
33
Trench Cover Styles
fJIJO��LILn F����D� oo�
r�000000a
Style B Style C
width and is especially
applicable for areas of
heavy pedestrian traffic
8-33
Illustrating 3990-D
Style A with Sectional "X" Frame
Illustrating 3991-D
Style A with Sectional "X" Frame
I
1
t
t
l_ 1'
LJ
Worksheet
Worksheet for Rectangular Channel
Project Description
Project File
untitled
Worksheet
FLOW IN WEST TRENCH DRAIN
Flow Element
Rectangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.013
Channel Slope
0.010000 ft/ft
Bottom Width
1.42 ft
Discharge
2.60 fta/s
Results
Depth
0.40
ft
Flow Area
0.57
ft2
Wetted Perimeter
2.22
ft
Top Width
1.42
ft
Critical Depth
0.47
ft
Critical Slope
0.006237 ft/ft
Velocity
4.60
ft/s
Velocity Head
0.33
ft
Specific Energy
0.73
ft
Froude Number
1.26
Flow is supercritical.
erclri A r� c�C.
May 29, 1997 None FlowMaster v4.1b
' 12:11:31 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
4—
I
1
Worksheet
Worksheet for Circular Channel
Project Description
'
Project File
untitled
Worksheet
PIPE FROM WEST TRENCH DRAIN TO POND 2
Flow Element
Circular Channel
'
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.012
'
Channel Slope
0.074000 ft/ft
Diameter
1.00 ft
'
Discharge
2.60 ft3/s
Results
'
Depth
0.34
ft
Flow Area
0.23
ft2
Wetted Perimeter
1.24
ft
'
Top Width
0.95
ft
Critical Depth
0.69
it
Percent Full
33.91
%
'
Critical Slope
0.006696 ft/ft
Velocity
11.08
ft/s
Velocity Head
1.91
ft
Specific Energy
2.25
ft
Froude Number
3.93
Maximum Discharge
11.29
ft3/s
Full Flow Capacity
10.50
ft3/s
'
Full Flow Slope
0.004538 ft/ft
Flow is supercritical.
[1
1
t
May 29, 1997 None
' 12:08:20 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
- <f
FlowMaster v4.ib
Page 1 of 1
1
1
1
1
Worksheet
Worksheet for Rectangular Channel
Project Description
Project File
untitled
Worksheet
FLOW IN EAST TRENCH DRAIN
Flow Element
Rectangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.013
Channel Slope
0.010000 ft/ft
Bottom Width
1.42 ft
Discharge
0.90 ft3/s
Results
Depth
0.19
ft
Flow Area
0.28
ft2
Wetted Perimeter
1.81
ft
Top Width
1.42
ft
Critical Depth
0.23
ft
Critical Slope
0.005843 ft/ft
Velocity
3.26
ft/s
Velocity Head
0.17
ft
Specific Energy
0.36
ft
Froude Number
1.31
Flow is supercritical.
1
May 29, 1997
' 12:12:12
/lei;!_%./Gf;-.7a
None FlowMaster v4.1b
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06706 (203) 755-1666 Page 1 of 1
L-3CD
1
Worksheet
Worksheet for Circular Channel
Project Description
'
Project File
untitled
Worksheet
PIPE FROM EAST TRENCH DRAIN TO POND
Flow Element
Circular Channel
'
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient 0.012
'
Channel Slope
0.055000 ft/ft
Diameter
1.00 It
'
Discharge
0.90 ft3/s
Results
'
Depth
0.21
ft
Flow Area
0.12
ft2
Wetted Perimeter
0.96
It
'
Top Width
0.82
ft
Critical Depth
0.40
ft
Percent Full
21.30
%
'
Critical Slope
0.004896 ft/ft
Velocity
7.36
ft/s
Velocity Head
0.84
It
'
Specific Energy
1.05
ft
Froude Number
3.36
Maximum Discharge
9.74
ft3/s
Full Flow Capacity
9.05
ft3/s
'
Full Flow Slope
0.000544 ft/ft
Flow is supercritical.
1
May 29, 1997 None
1
12:09:13 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
8--3%
FlowMaster v4.1b
Page 1 of 1
DESCRIPTION ................................... DESIGNED........
DATE.............. .
'
„
.. _ ....... CHECKED.........
................................................................
DATE. ........... .
SHEET...... OF.
....
T2:.�.�uC�1 �,-c.r��tJIr�� cvr•�_�„
,
I
JF `r. CC'+'`• \ ink::
'
Fug= Iti-ic INl,f�i - I-F�2 ,Sc? Fi n,:�5,d A41 E.J = 2.LO
T�p,� 7"x Zdli ��A' ,_
_
`-C`/o vF 7iJ4E017?IE777CRL- n-�
i
'
Q co
FfA-s 1,J
'
pit-cr e,4,017dlml Ok-
- - - -- _ -
1
1
1
1
1
1
1
MAY 1984
o. e
1111111 7-rrT7T
0.7
0.6
y EXAM_PLE
Z 0.5
rr
w
> 0.4
1 A
x
a- 0.3
w
o {
c7
? 0.2
0
z
0
a- 0.1 1
1
O.0
L=Li I I I I I I I I I I I I I I I I I I I
0 1 2 3 4
FLOW INTO INLET PER SO. FT. OF OPEN AREA (CFS/FT2)
Figure 5-3 / ,— =
CAPACITY OF GRATED INLET IN SUMP
(From: Wright -McLaughlin Engineers, 1969)
DESIGN CRITERIA
Deeter Foundry, Inc. P.O. Box 29708, Lincoln, Nebraska 68529
3200-3451 Square & Rectangular Drainage Grates
For letter and style descriptions, refer to illustrations on page 106.
Heavy Duty
1. Most of the following Grates can be furnished
with continuous frames. When ordering
specify whether Grate only is required or
whether Grate with frame is required.
2. Weight shown is for Grate only.
Square Heavy Duty
Catalog
Open Area
No.
A
B
G
H
Wt#
Style
Sq. In.
3200
175/sx175/8
13/8
1x7
1
70
A
112
3203
18x18
11/2
1xT/16
1
80
A
113
3206
20x20
2112
2'/ax2'/a
1
125
A
163
3209
213/4x213/4
11/2
1'/2x19
1 I
85
B
228
3215
24x24
1V2
1x10
1
155
A
220
3218
24x24
1
1'AX18
7/a
155
D
198
3221
24x24
1
17/ax81/2
13/16
160
A
223
3224
26x26
1'/4
1x11
1
125
A
264
3226
273/4x273/4
2
21/2x2'/2
13/8
325
225
3227
27x27
2
21/2x231/2
1
175
B
411
3228
30x3O
1
21/8x111/2
1
255
A
391
3230
30x3O
1
1'/4x24
1
265
D
336
3233
3Ox30
13/4
23/ax113/4
11/2
240
A
391
3236
30x3O
2
1'/4x1215/16
15/16
250
A
358
3237
3434
21/9
2x141/2
11/8
310
A
580
3238
39x39
2
2x73/4
1
470
C
744
3239
391/2x391/2
3
13A6071/4
3/4
485
A
737
3242
451/2x451/2
3
13/16x2WA
3b
640
B
957
Rectangular Heavy Duty
Catalog
Open Area
No.
A
B
G
H
Wt#
Style
Sg. In. ,
3290
8x24
1112
17/ax2'/2
1
33
A
75
3297
10x171/2
13/4
13/4xT/2
1
45
A
74
3300
10x24
13/4
17/ax3'/2
1
55
A
105
3303
1Ox24
11/2
17/8x8
1
50
B
120
3304
1Ox24
1'/2
17/16x63/4
3/4
48
C
116
3306
10'/4x24
15/6
11/2x31/a
1
60
A
84
3309
101/4x33
11/2
1SAX73b
1'/4
65
B
139
3310
111/2x24
11/2
1x6
1
62
C
90
3312
12x24
13/4
PA6x9
1
70
B
105
3315
12x24
13/4
13/4x41/4
1
65
A
119
3316
12x24
1'12
Us
1
90
C
90
3318
12x24
11/2
18/16x10
1
70
B
141
3319
12x30
13/4
13/4x61/4
1
95
C
175
3320
12x353/4
11/2
3bX9
1
120
B
128
3321
13x24
11/2
Us
1
75
A
110
3324
1424
11/2
19/16x5V2
1
65
A
155
3327
14x24
1 V2
19/105'/2
1
105
A
155
3330
1424
2
19/16XI2
1
80
B
169
3333
14x24
11/2
Us
1
110
C
108
3336
14x24
2
1X51/2
1
95
A
121
3339
14x24
2
13/8x10
1
95
A
138
3342
141/2x21'/2
2
15/8x51/a
1
95
A
117
3345
141/2x261/2
2
21/4x4
1
95
C
180
3346
15x223/16
11/2
7/8X123/4
13/16
78
B
111
3348
15x27
2
21/sx5'/16
11/8
95
A
189
3351
15x27
2
15/8x6
1
100
A
195
3354
153/ax28'V,6
2
21/2x8'/r6
1Va
105
C
242
Illustrating 3203 Grate and 3203 Frame
Rectangular Heavy Duty (Continued)
Catalog
Open Area
No.
A
B
G
H
Wt#
Style
Sq. In.
3357
16x22
2
2x4
1
95
A
168
3360
16x22
2
2x31/2
1
95
A
147
3363
16x24
13/a
18/16x61/2
1
110
A
183
3366
17x22
13/4
17/16x193/<
13/16
100
D
172
3372
17x22
2
1'/2x4'/a
11/8
105
A
149
3374
17x24
1'/2
11/2x7
1
120
A
189
3375
17x24
11/2
1V2x15
1
100
B
202
3376
17x24
11/2
17/32x6'/2
1
130
C
166
3378
171/2x24
11/2
11/ex7
1
120
A
189
3379
17x24
2
77/32x6'/2
1
120
C
166
3381
18x24
3/4
2x4
1
110
A
168
3384
18x24
11/2
1V8x10
11/4
100
A
168
3387
18x30
21/2
11/2x131/4
7/a
215
C
278
3390
18x36
2
13/4x6'/2
11/s
200
C
228
3392
191/2x211/2
2
1'/2x8
1
105
A
192
3393
191/2x24
2
11/2x8
1
135
A
216
3396
20x24
2
1x171/2
1
125
B
193
3399
201/2x24
2
1'/2x81/2
1
145
A
230
3400
201/2x36
2
2'/ax77A6
1
160
C
379
3401
21 x341/4
2
2x85/8
1
180
A
379
3403
22x37
2
2x8
1
175
C
448
3406
221/2x281/2
11/2
1'/4xl7
1
140
B
234
3409
23x24
11/2
1'/2x9'/2
1
160
A
257
3412
23x24
1112
18/16x6'/4
11/8
200
C
234
3415
239/16x475/r5
2
13/ax21'/2
718
355
C
484
3418
238/16x478/16
2
111A6x71/2
1'A
340
C
443
3421
233/4x353/4
2
1x333/4
1
285
D
371
3424
233/4x473/4
2
13/4xP/.,
13/8
370
C
373
3425
237/ax30
2
11/2x6
1
245
B
288
3426
237/8x51
2
13/4X8
2
400
C
420
3427
24x26
11/2
11/2x11
1
170
C
297
3428
24x26
2
13/4x231/2
1
162
D
287
3430
24x26
2
19/16x43/4
11/4
160
C
237
3431
24X28
2
13/4X203/s
13/s
205
C
285
3433
24x30
11/2
11/2x4'/4
1'/4
155
C
255
3434
24x30
21/4
11/2x6
1
210
C
324
3435
24x321/2
2
115/16x14'/8
1'/4
250
A
383
3436
24x321/2
2
115/16x295/6
1
245
B
401
3437
24x36
2
21/ax4'/2
11/a
240
C
382
3438
2436
13A
1x331/2
1
190
B
368
3439
24x38
13/4
15/8X8
13/16
220
C
416
3442
2439
2
115/16x173/8
11/4
330
A
471
3443
24x39
21/2
115/16x36
11/4
320
D
488
3445
24511/2
3
1x231/4
11/8
480
A
465
3448
251/2x423/4
21/2
1'/4x101/2
13/4
490
A
368
3451
331/2x511/2
3
11/4x231/4
1
595
C
814
�4O 107
IN
IN
PROJECT.............. .....
........ ... ........... .... ... NO- ... ... .......
DESCRIPTION ................ .......
. ...... DESIGNED, . - - DATE .... ....... .
CHECKED. . . ...... DATE ........ ......
........
........... SHEET ... .. . OF, ....
75
c:7
--j
'6-4t
F
5E6 VS-WIL. SHT c,
1
GRAhS
,, r LI' 4
J'
1
4
MIN GRADE =
0 5
1
n= 0 0 M2
I
Q AT I' PEPTH
V
a 9-(n cf5
CD Fz-o&r_
3.[al F!/sec
Pik 090
r�uTs:�1
1
Q FzEQUIFZED =
(o $(o C.{'S
SECTION
A -A
DITCH INVERT MATCHEh Miirj ING
1
N T h
GRADE. FLDw5 DRA!K; N4TURALLY
INTO
RULE DRIVE
1
�
.nsultants HARMONY MAf�a
Johnson Colorado
80ite 100 953 So Frontagge Ra Weal Su1le 202
pangs. Colorado 80920 Van, Colorado 81657
1 SECOND
4107 30.91476-AlAn F-`
1 1, & 4Z
OPEN CHANNEL FLOW ANALYSIS:TRAPEZOIDAL CHANNEL
' Developed by Civil Eng. Dept, U of Colorado at Denver
Metro Denver Cities/Counties and UD&FCD Pool Fund Study
User= :Bucher -Willis -and -Ratliff Corporation ...................................
ON DATE 03-03-1997 AT TIME 15:47:28
PROJECT TITLE: CHANNEL DESIGN AND ANALYSIS
' CHANNEL ROUGHNESS IS GIVEN
"„"'r DESIGN FLOW RATE AND CHANNEL GEOMETRIES:
' FLOW RATE (CFS)= 9.00
MANNING ROUGHNESS = 0.0350
CHANNEL SLOPE (FT/FI')= 0.0050
'
BOTTOM WIDTH (FEET)= 0.01
RIGHT SIDE SLOPE(FT/F'r)= 4.00
'
LEFT SIDE SLOPE(FT/FT)= 4.00
NORMAL FLOW CONDITIONS:
'
FLOW DEPTH (FEET)= 1.07
FLOW AREA (SQ Fr)= 4.62
FD•L �' = '- ' ' i' E /cam_
'
FLOW VELOCITY (FPS)= 1.95
= c.,� Y� = O• 2ti
WETTED PERIMETER (FEET)= 8.85
q = 9,0 CFI
TOP WIDTH (FEET)=— 8.60
'
FROUDE NUMBER 0.47
SPECIFIC FORCE (KLB)= 0.14
'
SPECIFIC ENERGY (FEET)= 1.13
SEQUENT DEPTH (FT)= 0.57
ALTERNATE DEPTH (FT)= 0.63
CRITICAL FLOW CONDITIONS:
DEPTH (FEET)= 0.79
'
FLOW AREA (SQ Fr)= 2.52
FLOW VELOCITY (FPS)= 3.57
WETTED PERIMETER (FEET)= 6.55
MINIMUM SPECIFIC FORCE (KLB)= 0.10
MINIMUM SPECIFIC ENERGY (FT)= 0.9905
SLOPE (FT/FT)= 0.0251
a -AS
' PROJECT
NO................ .
DESCRIPTION. ... DESIGNED
........................... IG .. .... ........ DATE.
.......DATE.
....... CHECKED......... DATE ...............
....................................- - ............. SHEET...... OF. ....
I
71J.i D • 90 � .1 ' SEwE�. �Z ; ._ i n�rl 4
-
L t ,
E;r'/�T27
I
i
t
I I I I I
I
------------------------------------------------------------------------------
STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL
Developed by Civil Eng. Dept, U. of Colorado at Denver
'
Metro Denver Cities/Counties & UDFCD Pool Fund Study
______---------- __---- _---------------------------
---------------------------- ____________________________________
USER:Bucher-Willis-and-Ratliff Corporation ...................................
'
ON DATA 03-04-1997 AT TIME 12:21:42 VERSION=10-28-1996
"* PROJECT TITLE :
'
*** RETURN PERIOD OF FLOOD IS 100 YEARS
RAINFALL INTENSITY FORMULA IS GIVEN
SUMMARY OF SUBBASIN RUNOFF PREDICTIONS
_________________________________________________________
TIME OF CONCENTRATION
MANHOLE BASINOVERLAND GUTTER BASIN RAIN/AK FLOW
'
'
ID NUMBER AREA * C TC(MIN) Tf (MIN) To (MIN)- IN2H/HR CPS
----------------
1.00 0.50 0.0 0.00 5.00 15.00 7.50
2.00 0.50 0.00 0.00 /0.00 4.58 2.29
3.00 0.50 0.00 0,.0� 4.58 2.29
4.00 0.50 0.00 0.00 0.00 4.58 2.29
�N
ION
V
'
THE SHORTEST DESIGN RAINFALLDU IS FIVE MINU
FOR RURAL AREA, BAASSIN TIME OF CONCENTRATION =>10 MINU�
FOR URBAN AREA,,BASIN TIME OF CONCENTRATION =>5 MINUTES
AT THE 1ST'DESIGN POINT, TC <=(IO+TOTAL LENGTH/180) IN MINUTES-.
WHEN -WEIGHTED RUNOFF COEFF=> .2 THE HASIN IS CONSIDERED TO BE URBANIZED
'
W EN TO+TF<>TC, IT INDICATES THE ABOVE DESIGN CRITERIA SUPERCEDES COMPUTATIONS
*** SUMMARY OF HYDRAULICS AT MANHOLES
1--- ----------------------------------------------------------------------------
MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS
ID NUMBER
AREA ' C
DURATION
INTENSITY
PEAK FLOW
ELEVATION
ELEVATION
'
------------------------------------------------------------------------
MINUTES
INCH/HR
CPS
FEET
FEET
1 00
0.50
5.00
15.00
7.50
78.40
79.46
NO
2.00
1.00
5.00
7.50
7.50
81.80
79.10
OR
3.00
1.50
5.00
5.00
7.50
80.00
76.76
OK
'
4.00
0.00
0.00
0.00
7.50
79.00
76.99
OK
OK MEANS WATER
ELEVATION
IS LOWER
THAN GROUND ELEVATION
*'* SUMMARY
OF SEWER
HYDRAULICS
'
NOTE:
THE GIVEN
FLOW DEPTH
-TO -SEWER SIZE RATIO=
.6
_______________________________________________________________________________
SEWER
MANHOLE
NUMBER
SEWER
REQUIRED
SUGGESTED
EXISTING
ID NUMBER
UPSTREAM
DNSTREAM
SHAPE
DIA(RISE)
DIA(RISE)
DIA(RISE)
WIDTH
'
ID NO.
ID NO.
(IN) (FT)
(IN) (FT)
(IN) (FT)
(FT)
_________________
1.00
1.00
__ _
2.00
______________________________________
ROUND
15.87
18.00
18.00
_-__
0.00
2.00
2.00
3.00
ROUND
15.87
18.00
18.00
0.00
'
3.00
3.00
4.00
ROUND
15.87
18.00
18.00
0.00
DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES
' DIMENSION UNITS FOR BOX SEWER ARE IN FEET
REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY.
SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE.
FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE,
' EXISITNG SIZE WAS USED
1 B--A$
I
1
11
1
1
1
[]
1
-------------------------------------------------------------------------------
SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT
ID FLOW Q FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO.
NUMBER CFS-- --CPS- FEET FPS FEET _ FPS FPS
_______ ___ _______________
1.0 7.5 10.5 0.94 6.47 1.06 5.61 4.24 1.28 V-OK
2.0 7.5 10.5 0.94 6.47 1.06 5.61 4.24 1.28 V-OK
3.0 7.5 10.5 0.94 6.47 1.06 5.61 4.24 1.28 V-OK
FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS
----------------------------------------------------------------------
SEWER
SLOPE
INVERT ELEVATION
BURIED
DEPTH
COMMENTS
ID NUMBER
UPSTREAM DNSTREAM
UPSTREAM
DNSTREAM
8
(FT) (FT)
(FT)
(FT)
----------------------------------------------------------------------
1.00
1.00
78.40 78.12
-1.50
2.18
NO
2.00
1.00
78.04 75.14
2.26
3.36
OK
3.00
1.00
74.94 74.84
3.56
2.66
OK
OK MEANS BURIED
DEPTH
IS GREATER THAN REQUIRED SOIL
COVER OF
2 FEET
- SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS
-------------------------------------------------------------------------------
SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW
ID NUMBER LENGTH LENGTH UPSTREAM ONSTREAM UPSTREAM DNSTREAM CONDITION
FEET FEET FEET FEET FEET FEET
1.00 28.00 0.00 79.90 79.62 79.46 79.10 JUMP
2.00 290.00 99.38 79.54 76.64 79.10 76.76 JUMP
3.00 10.00 10.00 76.44 76.34 76.76 76.99 PRSS'ED
Imo. C(_!•<,'/.`rlKC:G,�-
PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW
,-
"' SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS
-----------------------------------------------------------
U PST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE
SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY
ID NO ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT
___________________________________________________
1.0 1.00 79.95 0.25 0.40 0.11 0.00 0.00 2.00 79.59
2.0 2.00 79.59 2.18 1.32 0.37 0.00 0.00 3.00 77.04
3.0 3.00 77.04 0.05 0.05 0.00 0.00 0.00 4.00 76.99
BEND LOSS =BEND K' FLOWING FULL VHEAD IN SEWER.
LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K'INFLOW FULL VHEAD
FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP.
FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE
NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION.
A MINIMUM SUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O.
FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS.
*` SUMMARY OF EARTH EXCAVATION VOLUME FOR COST ESTIMATE.
THE TRENCH SIDE SLOPE = 1
-------------------------------------------------------------------------------
MANHOLE GROUND INVERT MANHOLE
ID NUMBER ELEVATION ELEVATION HEIGHT
FT FT FT
______________________________ ___________
1.00 78.40 78.40 0.00
2.00 81.p 78.04 3.76
1
i
1
1
1
1
1
1
1
1
1
1
1
1
3.00
80.00 74.94 5.06
4.00
79.00 74.84 4.16
---------------------------------------------------------
SEWER
UPST TRENCH WIDTH DNST TRENCH WIDTH
______________________
TRENCH
WALL
EARTH
ID NUMBER
ON GROUND AT INVERT ON GROUND AT INVERT
LENGTH THICKNESS
VOLUME
FT FT FT FT
FT
INCHES
CUBIC YD
1.00-------------------------------------------------
-_-
0.083.927.443.92
----
2800
--2.50-----15
1
2.00
7.60 3:92 9.80 3.92
290.00
2.50
288.2
3.00
10.20 3.92 8.40 3.92
10.00
2.50
10.9
TOTAL EARTH
VOLUME FOR SEWER TRENCHES = 314.1052
CUBIC YARDS
EARTH VOLUME
WAS ESTIMATED TO HAVE
BOTTOM WIDTH=DIAMETER
OR WIDTH OF SEWER + 2 - B
B=ONE FEET WHEN DIAMETER OR WIDTH <=48
INCHES
B=TWO FEET WHEN DIAMETER OR WIDTH >48 INCHES
IF BOTTOM
WIDTH <MINIMUM WIDTH, 2 FT, THE MINIMUM WIDTH WAS
USED.
BACKFILL
DEPTH UNDER SEWER WAS ASSUMED TO BE ONE
FOOT
SEWER WALL
THICKNESS=EQIVLNT DIAMATER IN-INCH/12
+1 IN INCHES
-ED.
BACKFILL
DEPTH UNDER SEWER WAS ASSUMED TO BE ONE
FOOT
S
W 4-7
I
APPENDIX C
EROSION CONTROL
[1
1
1]
n
1
1
1
PRO.ECT , e� ��o tiX,C— F� g71.. rI.... NO., 96—Z/ 7.1.,..9.l
O0P''1! �'C.-E.......DATE. ....
e(---,4iiaL1CHErKED ........ VATE. ........
...... SHEET..I... Or 3..
-9-Ot-
DZ(g /L
00
11
I
I
I
I
I
I
I
I
I
I
I
I
L
C'0/D/....... NO.. -6. 7/. O/
. .
O faVt/.
ESIbNED ..... DATE.
l� 5' 11c"77'1OA -T .
CHECKED—..... DATE.... .........
sHEEr..2 OF 3..
.. .
'
._l2o3i_9Nean1`�leoi.. �C'Refo/2. -
-./�-F.9eb.l'. .. ---
1
1
1
I
1
1
t
' 1��111� PrZOJEGT s��a��iNp9�/�3t IPTION R.
DESC/R�...DESIGNED PA-1.v DATE®/
CHECKED ... .... DATE ....... .
....... ........ ....... ........ ..... ..........: SHEET 3.. OF
i
'
a.� RAJ C20�
LL
%4eo12 �- FGCLok ;
(ROS
,C
'
_- �cinc�eCcis+:ol 4,-?
_ ___ ,
O p7"
. .6>f
.. .._
I:00
Si /f FNL ?
1.0 o
11(99
--
I
u i'Qi AI Q 9 %a.
r
Overz+ll E£rf v sss.-= 900.-8%e_ _._
E
L
LII
1
t
,
i
,.,,,,. DEOJEC TION.t�rJi!J q. /7OUSe..-... ?' DE��ED/'.l.�« NOTE
3-¢_y
.... ...... ......... ... CHECKED......... DATE. .......
ErcLs,cn G'47f!n.l Cos�.Esfi�.= ....... SHEET. OF .
.�rGtTio,-J Co�Ti�,i
can, i f
Cates ALrUG �,or�
.E/�r roc/•:: ,�
- -
�Q.
—
.Soo -
-
/
- - - • -- - ---
,� Cpy� —
.Si/f /�CrJGG
L�
/.$p
_ Z
i
' CONSTRUCTION SEQUENCE
s'�.t-/L/Cs .wcxas�
SEQUENCE. FOR 19 9-7 ONLY COMPLETED BY: CM6
STANDARD FORM C
DATE: LIP-97
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
[1
C
C
C
1
WIND EROSION CONTROL
Soil Roughing
Perimeter Barrier
Additional Barriers
Vegetative Methods
Soil Sealant
Other
RAINFALL EROSION CONTROL
STRUCTURAL:
Sediment Trao/Basin
Inlet Filters
Straw Barriers
Silt Fence Barriers
Sand Bags
Bare Soil Preparation l
Contour Furrows
Terracing l
Asphalt/Concrete Pavingl
Other I
VEGETATIVE:
Permanent Seed Plantings
Mulching/Sealant I
Temporary Seed Plantingl
Sod Installation
Nettings/Mats/Blankets i
Other __I
q-,
I L9 I -I I s IQ I1o11% Ilzl I I I
I-----------------------------------------------------------
i
' STRUCTURES: INSTALLED BY 6C>V7-R4C.rL.Q
VEGETATION/MULCHING CONTRACTOR
' DATE SUBMITTED LP -b -97
' HDI/SF-C:1989
MAINTAINED BY L/on/TR aero 2
APPROVED BY CITY OF FORT COLLINS ON
CONSTRuC7�oi✓-i/'NE.DUL.E /S RPPRDX/MAYS.
L,
An Assisted Living Residence
1
"Setting the Standards"
January 10, 1997
1
TO: The City of Fort Collins, Colorado
.0
CONSTRc/CTioni
SEQU�IVGE
S GNE ouc-E
RE: Land Development Guidance Criteria
1
' In response to Item 5, Page 98; of the Ft. Collins Land Development Guidance System
Requirement, the following is provided:
' Construction of the Sterling House facility,will be performed.inone phase. The typical
construction duration for: 50-unit facilities is, 6 % - 7 months from start to finish. At this time
' it is projected that the actual construction.siart date will be in May, 1997. This start date has been
preliminarily determined based on the projected time required for final approval of the PUD
submittals and a six week plan review by the City of Ft. Collins. That being the case, the
' projected nrnjert cmmnletinn date will occur in T)e.cember of this vear.
1
1
1
1
.If additional information is required relative to the construction activities or scheduling for this
project, please do not hesitate to call me at our Wichita offices (316/681-3744, ext. 122).
Sincerely,
Michael Frey
Vice -President
BCI Construcei
M
Inc.
453 S. WEBB ROAD, SUITE 500 • WICHITA, KANSAS 67207 • (316) 684-8300 • FAX (316) 681-1517
Quality Providers of Residential Assisted Living
NQIIB
Q1 TRENCH MANS SHALL BE IY ONCE WTH GRATED COVER IDEETER'-3990-E
STYLE A (OR APPROVED EWAL). SEE OETNL SHEET T.
O PONDS SHALL BE GRADED WTX AT 9OE SLOPES (MAX.)
Q COURTYARD CATCH BASINS SHALL BE NOS STRES J1200 AND i1800
(OR APPROVED EQUAL).
LEE ASK
RSR ML
MANAGE
�JJ
aw7pl
A Pik
EOENR
1
SOU O JLOOt. WBBASIN OESIONAIKKY
OO�0OO41 fi`JOJ'
SIIBBASIN AREA
IS- TIT+E Y RIPRAP HLIp! FABRIC Q DESIGN POINT
00 xOT BURY
4' TYPE II FILTER YA AL ON INLET
$IPRAP SLOPE' PARKING LOT -POND 1 GOO CLEANWT
NTS SECTION C-C
-�. 061H MANHOLE
> FYI STORM WWER W/FES
BASIN BWNDARY
-4985- EXISTING CONTOUR
-85- PROPOSED COMMUR
• ROOF DOWNSPOUT LOCATION
ti
N
/ 4
1.26
30 O 30 BO
SCALE: 1•=30'
TTEMN MAN
m.DOX
R.62.35
STORM SEWER TABLE
DESCRIPTION
DIAMETER O)
DISTANCE IL.F)
SLOPE W
PIPE IMTERIAL
INVERT IN
INVERT OUT
RM ELEVATION
➢ESCRIPTION
POND
OUTLET
497BAO
P"T
ou
IB
26
I.W
RCP
M1-1
4978p
497B04
4981.90
NH-1
IB
290
1W
RCP
NH-2
497S14
497SU4
49MM
IN_2
HB
10
1.00
RCP
EASTYG
INLET
49T4.99
4974.74 o
EXISTING
INLET
WTPALL
4MOO
IIUTFALL
12
BID
IFO
HOPE
11f1
4983.10
49P206 •
4986.90
IN-1
we
m
2
20
2AN
RIPE
4983.]0
498161 •
4966.50
IWO
p _S
12
16
2dp
ONE
4983.9
49OLM 4
4%6.50
1. ALL HOPE PIPE SHALL BE RATED FOR H-20 LOADING WITH NOMINAL COVER.
m INDICATES INVERT ELEVATION AT THE MAIN
GW �� EXISTING INVERT
2. ALL RCP PIPE SHALL BE CLASS DI EXCEPT AS INDICATED ON THE PROFILE BELOW.
+
n m
o a
o
pWp
1985
'N
+ a�
m
Sh
F+mo'
z498
EAST
MAX
h
____
-
4_z s
1980
iW- AR HW
4980
..
....
2
2XR
V9)5
LF-18 RCP h 0>f
a
"�� -
4975
LNR
T_SIGNED
--
-
E8_
lb_SY_
RCP 3TOfC---
-__
WITH
S_ Y RCP
-___.
M T .115
1970
SIM STAR S
4970
STORM SEWER PROFILE
DETENTION POND SUMMARY HORIZONTAL SCALE, 1'=30'
POND 1
POND 2
TOTAL
PROVIDED
PROMME)
REWIRED
PROMOED
100-YEAR VOLUME
4.5BO OF
9.470 OF
ll.900 OF
1 14.040 OF
-
POND I
POND 2
NOTES
Too -YEAR W.S. ELEV.
81.1
81.1
FOR ON-97 OETENNON
1 W-YEAR W.S. ELEV.
81.6
81.6
WITH OFF -SITE ROW
100-TEAR RELEASE RAZE
0.6 CPS
6.9 CPS
7.5 US
ON -SITE ALLOWABLE RAZE
OVERROW FROM OFF -SITE
TOTAL RELEASE FROM POND
RUNOFF SUMMARY
BASH
DESIGN
POINT
AREA
(AC.)
010
(CFS)
C10
COUP.
0100
(CPS)
CIW
COMP.
A
1
0.33
1.0
0.72
1.7
0.77
B
2
0.52
1.2
0.53
2.1
0.58
C
5
1.25
2.2
0.47
4.6
0.52
D
0.79
1.4
0.42
2.6
0.47
3
10.5
13.3
E
4
0.14
0.5
0.90
0.9
0.95
O51
6
0.24
0.5
0.61
1.1
0.66
ME
0.10
0.1
1 0.20
1 0.2
0.25
• DESIGN POINT 3 INCLUDES BASINS A, B, D,
AND OFFSATE DRANACE FRGI SW'AU AT WEST PROP. LINE.
VERTICAL SCALE, I•=S' TON OF BERM (EL VARIES)
MIN ELEV.•82.5
CREST OF OVRFLOW EL•61.6
Y 100 YEAR FLOW EL-81.6 TO RULE ORNE
TOP OF STRUCTURE. EL.•81.1
t 12' BURIED TYPE L RIPRAP
I+� WE EMERDENCi DAERFLOW DETAIL BELOW
MATED MET
HINGED TRASH RACK USE TYPE 13 INLET BOX.
SEE DETAIL SHEET ]
NOTE: SEE OUTLET BOX MTNL
POND T PROPOSED oIr x DETAIL
IINNIET]TYPE 13)
afiP
W OR FILE
IHV OUT EL.78.90
POND OLULET DETAIL
NIS SECTION A -A
DT
RUN. TOP OF BERM ELEV.•82.5 _ T�9
EMERGENCY pVERFLOV IELEV,•61.6 .,BFTi
3' TOPSOIL J / / L- FILTER FABRIC
TYPE II FILTER MATERIAL
ON
� 1' E
HEET
SEE ET THISPHEET
DETL THIS SHEET
12' TYPE L RIPRM
ez
EMERGENCY OVERFLOW
WTNAG (AGE DETAIL THIS DIRECT)`
1
NTS SECTION B-B
o_�)nb
jll
ui
III IF HIT RG • I.ot
20' DRAINAGE AND URUTY EASEMENT
EUIXQNNCY9�OpNRLON
EAYMENT TO BE DEDICATED BY PUT
a
S
Y
9[.91® THE LJWRAP-
B (0.11DDAP D) ouERMN
- - - - - - - -
- - �I
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W-
ION
.
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ad
S
I0 LF IB' REP
-IAN- 7 i0F -
_
-SAN
} _ _
L CONCRETE WITH FIBERMESH REQUIRED.LE
DRIVE
2. EXPANSION JOINTS SHALL BE INSTALLED
EVERY 100'.
- - -
- - - -
-
-
3. CONTRACTION JOINTS SHALL BE INSTALLED
EVERY 5'.
- - - - - -
- - - - - - - W - - -
- -
- -
- 4. FLOW LINE SLOPE = SEE PLANS
5. SUBGRADE 95% RELATIVE COMPACTION 6' DEEP.
TRICKLE CHANNEL DETAIL
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PROJECT ND 96471.01
HM
DRAINAGE
DESIGN
BY MY
MAN BY PNV
WED® BY DCB
ESUE DAIE 01-15-96
REW90NS
02-06-97
REV.
BONDING FOOTPRINT
3 5
9] CITY COMMENTS
4/17/97 aTY COMMENTS
5/30/97 CITY COMMENTS
e/B/s] aTr couuwTs
SHEET
1 6
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0 U/B R
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$FnMiEHT
— —SAN— — — RUL
-----W— _ _ — ——
III
RCONSTRUCTION PLAN NOTES
JAY tWB
I�I TWE ors OF FORT COWXs B WRIER U LhY ER09CM gWIR0. NSPERP( MUST BE MONIED AT (EAST 24
M0.gS NNM TO MY tpaBIRUCMN ON M6 SIRE
FyL XEpIF® FORME ER BLT FpN2XG SMNL BE INSf4aED PRIOR TO µY LAND DISNRBNC ACTMtt
ATTW9EMO. RMAW T 0 NE ONS NL OB4B IEgIE1Fp gWgl CpIlTHE APPROVES SHALL BE INSI.WED
THE APMWNATE IMIE N TIC AND
EF MONYI paned. R AS xpt.ETm x M APPROVED PRor<T
YIFpAE CCMBI@ICTCM PIMI.G ATq ERL6"M IXIIlg0. RE9gfi.
Tg-pFNgNCE TEICTAVM NNL BE PROTECTED) yp RETMTCD WHEREVER P� RnkrhA OR
p$Illp/M.T CF ELSINO LBQFARM WALL BE UMT1D TO THE AREA Kg FOR IWFELATE CMSMKMAI
CV W.aRGq AND FM M 91110R i PRACTICAL PEMCO OF TIME,
ALL Y EXPOSED b LAND DISRA9XC ACIMTY (STMPW{ GRACING, URurr NSiN1ARM5. STWN4N4
FlIIIW M) MALL ff KURV N A RgNNpIED CCMgRM BY IEWNG M USCNG ALONG RMD CMTdNS UAL
AAASN, VEGETATION, M OTHER PNFNENT ER09M CONTRA. M MIMED, NO SDAS N AREAS WTBDE
POLECT SBRET ARAIS OF WAY MALL REMYX E#YISD BY LAND NSR W ACRNTT FM MORE MNI TNRTY
(F) DAYS RFCRE REWNm TEMPORARY M PERMA ERWRN CMIIV0. (Do. SEED/IWLM. LANDSfARXD.
ETC.) 5 NST4lm, RMESs OIIgWff aPPROKD BY TMP BIMMYMFER UT4h
THE PR6ERIY 9R.LLL BE NIEF® AND WWTAACD ArnNREi ND AS TO
PRCgN gWISD EFOBCN. au IAOO RSRMWC AGnN1E5 BIIII BE IIR4YAI¢r p$CONTIM.FD
FEp Pg11LC MIST VA^.15 IAMNIT PRCVFRIIES, IS CEIEPMIXEp BY 1HE CITY [C FMi GOWNS
ENLSEEDMG GfPM11ENE
ALL TOPMNtY (STRUCROM) DAMON CONTROL MEABRES BRNL BE NEPECTED AND REPARCD M
REN6MUCIEO AS MECESSARY AFTER GM xMRF EVENT M ORDER TO ASS A E MTNUEO PAFMYNOCE M
NOR MRIMED FlKTON ALL TCTAR® SEDM M PMMAAIR.Y NOSES M PAVED ROADWAY ARCACES
91ML BE REWORD NO MNf9ED CC N A WARNER MD LOCATOR N M MOT M CMff NOR ROJAWS INTO
MY DR.WAGORA.Y.
Ip Yl sIWPWE MRau E%v'TED TfM Oo) FeET Ix FERORT NL Al SIWMSEs MINL �PROIECIED IRA
' SpEFIi 1RAM9•MT BY ARCACE RNOEIM& MIFRNG. MD PIMCIFII 9LT FMCNE. Y A'4 $IOCTAEE
REYANNG Aflq RI pAYS MALL ff SfCED N9 LMCMED.
MIT MMx PR NE 1RAMMo. M MM M MPpBING aF M Wr OTCR MAnIaAL Mro
MIN $IREEIs O Br M IRA Mr KIWE Wr NMTERIENr CEPMIm MA MAIPRIAL 9RA1L ff MFANFD
WmAI¢r BY NE CMNMTM.
SEE AEET> FOR MNBrN CM MCI KFAE$
N LEGEND:
=S8 STRAW BALE
AIP STRAW BALE
INLET PROTECTION
a CONSTRUCTION ENTRANCE
(VEHICLE TRACKING CONTROL)
SILT FENCE
SCALE: 1*�3
20'x Wx 2' OEFP
SEDIMENT TRAP
I
TRAPMMY SEDIMENT 20' DRAINAGE ANDJPLATT
TRAP WTEfT DIMGRAVEL FILTER (SEE OETAA EASEMENT TO BE SI EET J)
-- ------ --—�
LE DRIVE
CONSTRUCTION SEQUENCE
PROJECT: STANDARD FOAM C
BEQuEVC2 FOR C9 QZ ONLY COMPLETED BY: @mb DATE: L-fA-9J
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
D I T I H I q I to 1 IT u_
Ov:RLOT GMpIX6
MIND EROSION CONTROL
Soil Roughing
Perimeter Barrier
Additional Barriers
Vegetative Methods
Soil Sealant
Other
RAINFALL EROSION CONTROL
STRUCTURAL Sediment Trap/Basin
Inlet Filters
Strati Barriers
Silt Fence Barriers
Sane Bags
Bane sail Preparation
Centaur Furrows
Terracing
eal t/Concrete Paying
Other
VEGETATIVE:
Permanent Seed Planting
Mulching/Sealant
Temporary Seed Planting
Sod Installation
Matti ngs/Mats/Blankets
Mn,r
STRUCTURES: INSTALLED BY 6�RA'.r08 MAINTAINED BY 6P rxoiCPEIE
VEGETATION/MULCHING CONTRACTOR
DATE SUBMITTED U-O-97 APPROVED BY. CITY OF FORT COLLINS ON
M01/5F-C:1989 Qpy3rRUCnbd-Yn'FJLU<E Pi AiPRdsAMATL
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96471.01
FM:
DRAINAGE
DE9Da BY
MY
DMM
BY
PNV
WEWD BY
DCB
SAE MII
01-15-96
REM9pN5
02-06-97
2- 97
Rev. WADING FINTIMINT
may Cry
Iro-?Ne
91E£T
A
6 A