HomeMy WebLinkAboutDrainage Reports - 08/24/2000I
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PROPERTY OF
Galloway. Romero & Assoc�ites O Sy M8
Design Engineering Planning
Final Drainage Report
for
Kindercare Learning Centers, Inc.
@ Oakridge
' APPROVED
##mil AT.rnvpd Reoe
pireetm-of,Ru6lioaVerks - Date
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i Director of Utilities Date
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Date: July 20, 2000
Prepared for:
Kindercare Learning Centers, Inc.
650 NE Holladay Street, Suite 1400
Portland, OR 97232
(503)872-1300
Attn: Michael Salas
Prepared by:
Galloway, Romero & Associates
5350 DTC Parkway
Englewood, CO 80111
(303)770-8884
(Fax)770-3636
Attn: Jeffrey K. Weeder
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Date:
Project Name:
Project Number:
June 21, 2000
Kindercare Learning Center @ Oakridge
ZK57.GRA
ENGINEER'S STATEMENT:
The enclosed drainage report and exhibits were prepared by me or under my direct supervision
and is correct to the best of my knowledge and belief. Said drainage report has been prepared in
accordance with the applicable City of Fort Collins criteria and is in conformance with the master
plan of drainage for the effected area.
PP�p REG�SI
�; .�.SCH,yip•,F9
a" 33335 z:
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C Schmidtlein, P.E.
Registered Professional Engineer
■ State of Colorado No. 33334
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SECTION
INTRODUCTION
HISTORIC DRAINAGE
DRAINAGE CRITERIA
DRAINAGE PLAN
CONCLUSION
REFERENCES
TABLE OF CONTENTS
APPENDIX
A-1 Vicinity Map
A-2 Runoff Coefficients
A-3 Overland Time of Flow Curves
A-4 Estimate of Average Flow Velocity
A-5 Intensity -Duration -Frequency Curves
A-6 Intensity -Duration -Frequency Tables
A-7 Percent Impervious Calculations
A-8 Developed Runoff Calculations
A-9 Calculation of Required Detention Volumes
A-10 Stage -Storage Calculations for Detention Pond
A-11 Underground Detention Volumes
A-12 Water Quality Capture Volume Calculations
A-13 Orifice Sizing Calculations
A-14 Erosion Control Rainfall Performance Standard Evaluation
A-15 Erosion Control Effectiveness Calculations
A-16 Construction Sequence
A-17 Pipe Capacity Calculations
A-18 Erosion Control Escrow Calculations
Final Drainage Plan — Back Pocket of Report
Erosion Control Plan — Back Pocket of Report
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Introduction
�i This final drainage report is being prepared for Kindercare Learning Centers, Inc., the developer
of the site, to fulfill the drainage requirements of the City of Fort Collins, State of Colorado.
This report is to establish the site's final drainage characteristics. The report analyzes onsite
runoff for the minor (10-year frequency) and major (100-year frequency) storms and routes these
flows through the site. Specific details are contained within this study and are shown on the final
grading and final drainage plan.
Location
Kindercare Learning Centers at Oakridge is a 1.42 acre site located in the northwest one -quarter
of Section 6, Township 6 North, Range 68 West of the 6th Principal Meridian, City of Fort
Collins, County of Larimer, State of Colorado. More specifically, the site is located on the
northwest comer of McMurry Avenue and Oakridge Drive. The site is bounded on the west by a
vacant lot, on the north by the Harmony Cemetery, on the south by Oakridge Drive, and on the
east by McMurry Avenue.
�} Proposed Development
The proposed site will consist of a one-story child care facility that is 10,095 square feet in size
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(footprint area). The developed site will consist of 48.0% (composite) impervious area.
Historic Drainage
Overall Basin Description and Drainage Patterns through property
M The original site is unimproved. It consists of native grasses and weed vegetation. The site
slopes southeasterly at approximately 1.0%. Existing improvements surrounding the site consist
of trees and landscaping on both the north and east sides of the site. As much of the existing
landscaping will remain as possible. This site is within the McClelland/Mail Creek Master
Drainage Basin.
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Design Criteria
This report was prepared using criteria as outlined in the City of Fort Collins "Storm Drainage
Design & Technical Criteria" and the Urban Drainage and Flood Control District's (UDFCD)
"Urban Storm Drainage Criteria Manual".
Various plans and reports for this site and the surrounding sites were reviewed. Below is a list of
this information.
Plan or Report
Company
Date
1.
Master Drainage Report
RBD, Inc. Engineering
6/22/90
for the Oakridge Business
Consultants
Park (Report and Plans
Hydrologic Criteria
Runoff for the minor storm, 10-year frequency, and the major storm, 100-year frequency, were
calculated using the rational method. Where applicable, composite runoff coefficients were
calculated for the individual basins by using the recommended runoff coefficients as indicated in
Table 3-3 and Table 3-4 of the Storm Draina e Design Criteria and Construction Standards,
City of Fort Collins. Times of concentration were calculated using the overland/travel time and
urbanized basin method with the minimum time used for subsequent calculations. Rainfall
intensities were derived from the City of Fort Collins Rainfall Intensity Duration Curve and
I\ Tables, 1999.
'if
Runoff Coefficients, applicable charts and graphs are included in the Appendix of this report.
Drainage Plan
General Concept
The proposed site will be subdivided into five major basins: A, B, C, D, and E. An uncontrolled
basin labeled UC-1 is' also identified. The site is composed of paved, roofed, and landscaped
areas.
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Specific Details
Basin A, 0.440 acres consisting of roofed, pavement and landscaped surface characteristics,
flows predominantly from the west side of the basin toward the east, to the detention pond
located in the southeast portion of the lot (Above ground detention Pond). Discharges for the 10-
year and 100-year storms were calculated to be 0.55 cfs and 1.40 cfs, respectively.
�1 Basin B 0.244 acres consistingof roofing, pavement and landscaped surface characteristics,
g, P P
flows predominantly from the northwest portion of the basin towards the southeast to area inlet
#2 where it enters the underground detention facilities. Discharges for the 10-year and 100-year
tstorms were calculated to be 0.89 cfs and 2.17 cfs, respectively.
Basin C, 0.246 acres consisting of pavement and landscaped surface characteristics, flows
predominantly from the south portion of the basin to one of two area inlets (area inlet #4 and #5).
�i Runoff is carried to the underground detention facilities via 12" RCP sloping @ 0.4%.
Discharges for the 10-year and 100-year storms were calculated to be 0.32 cfs and 0.83 cfs,
r, respectively.
M� Basin D, 0.183 acres consisting of pavement and landscaped surface characteristics, flows
j predominantly from the northwest portion of the basin towards the southeast to area inlet #3
where it enters the underground detention facilities. Discharges for the 10-year and 100-year
storms were calculated to be 0.49 cfs and 1.28 cfs, respectively.
Basin E, 0.257 acres consisting of pavement and landscaped surface characteristics, flows
r predominantly from the northwest portion of the basin towards the southeast to area inlet #1
(Underground Detention Structure) where it enters the underground detention facilities.
Discharges for the 10-year and 100-year storms were calculated to be 1.04 cfs and 2.56 cfs,
i, respectively.
Basin UC-I, 0.053 acres consists of pavement and landscaped surface characteristics. The runoff
from this basin flows uncontrolled off of the site into either McMurry Drive or into Oakridge
3
Avenue. Discharges for the 10-year and 100-year storms were calculated to be 0.10 cfs and
0.26cfs, respectively.
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Detention
As set forth in the Master Drainage report for Oakridge Business Park, the release rate for the
Kindercare site will be 0.50 cfs per acre for the 100-year storm event. The Kindercare site
contains 1.42 acres, therefore the total allowable release from this site for the 100-year storm
event is 0.71 cfs. Basin UC-1 releases 0.26 cfs for the 100-year storm, uncontrolled. As a result,
the total allowable release rate passing through the orifice will be 0.45 cfs.
The minimum total required detention volume, given a release rate of 0.45 cfs for the 100-year
r' storm, is 9,072 cubic feet. The runoff is detained through the use of a 2.9" orifice within an
orifice plate installed on the inside wall of a 5' diameter manhole. The majority of the runoff will
be detained within a series of underground reinforced concrete piping and underground detention
structures (manholes, inlet boxes, etc.). The piping will vary in size from 38"x60" elliptical pipe
to 18" RCP. An above -ground detention pond will contain the remaining volume. The resulting
100-year water surface elevation is 4971.15.
The controlled release through the orifice from the underground detention facility will be
conveyed through a 1565, gallon sand/oil intereceptor for water quality purposes. Upon exiting
the water quality structure, the detained flows will be conveyed toward the existing 18" RCP
located in McMur y Avenue provided for the Kindercare site..
Conclusion
t, Compliance with Standards
This report has been prepared using the criteria and methods as described in the City of Fort
Collins "Storm Drainage Design Criteria and Construction Standards" and the "Urban Storm
Drainage Criteria Manual". The proposed drainage facilities will adequately convey runoff from
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the minor and major storms and will provide adequate incidental detention based upon release
rates determined by a master drainage study that includes the Kindercare site.
Erosion Control
Temporary erosion control for this site consists of silt fence, hay bales and vehicular tracking
control devices. Silt fencing is to be placed along the south and east property lines. The sites
access to Oakridge Drive shall be the initial grade to permit the installation of vehicular tracking
control measures. The exact location of the gravel entrance shall be coordinated with the
construction manager and the City public inspector. Prior to initiating the overlot grading, all silt
fence shall be installed in accordance to the approved Erosion Control Plan. Permanent erosion
control will consist of grass lined swales. Please refer to the Grading, Drainage and Erosion
Control Plans for specific location of erosion control devices and notes.
The erosion control measures will be inspected weekly during construction. Silt fences will be
cleaned of excessive sediment and replaced if necessary. Straw bale barriers will be checked for
sabotage and bypass and replaced or increased as necessary. Mulching of bare soils will be
checked regularly and areas where it was lost or damaged will be remulched within seven
working days when necessary.
During construction, stormwater runoff will be directed through straw bale barriers to filter
sediments prior to entering the right-of-way of McMurry Avenue. All runoff leaving the site will
be limited to non -erosive velocity to limit land disturbance. The perimeter controls will be
installed prior to any site grading. The intent of the erosion control measures listed above and
described in this report shall be strictly adhered to during all construction. Erosion Control
measures for this site can be found in the Appendix of this report.
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Storm Water Quality Control
Water Quality Capture Volume (WQCV) has been calculated for the detention facility based
upon the criteria listed in Volume 3 of the Urban Storm Drainage Criteria Manual. Stone water
quality has been addressed by the installation of a 1565 gallon sand/oil interceptor on the outfall
pipe. This interceptor will allow sediment to fall out before entering the public storm sewer
system.
To provide permanent stabilization measures, landscaping will be installed throughout nearly
50% of the site. The permanent landscaping shall include a wide variety of deciduous and
evergreen trees and shrubs. Where possible, grass swales are being installed within the
landscaping areas prior to draining into the area inlets located in the landscaping areas. These
measures will intercept and settle out sediments before they reach the outlet structure of the
detention pond and public storm sewer. These permanent stabilization measures shall be
installed prior to the removal of any temporary erosion control devices utilized during
construction.
References
1. Master Drainage Report for the Oakridge Business Park, RBD Inc. Engineering Consultants,
March 1990, Revised June 1990.
2. Storm Drainaize Desizn Criteria and Construction Standards, City of Fort Collins, May
1984 (with current revisions).
3. Urban Storm Drainage Criteria Manual, Urban Drainage and Flood Control District, March,
1986 (with current revisions).
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APPENDIX
NOT TO. SCALE
(B
Table 3-3
RATIONAL METHOD RtWOFF COEFFICIENTS FOR COMPOSITE ANALYSIS
Character Of Surface Runoff Coefficient
Streets, Parking Lots, Drives:
Asphalt ......................................
0.95
Concrete..
0.95
Gravel..
0.50
Roofs..
0.95
Lawns, Sandy Soil:
Flat <2% .....................................
0.10
Average 2 to 7% ..............................
0.15
Steep>7% ...............................
0.20
Lawns, Heavy Soil:
Flat <2% .....................................
0.20
Average 2 to 7% ..............................
0.25
Steep>7% .....................................
0.35
3.1.7 Time of Concentration
Table 3-4
RATIONAL METHOD Fa QuEmm ADjasni=T FACTORS
Storm Return Period Frequency Factor
(years) Cr
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 Ct shall not
exceed 1.00
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DRAINAGE CRITERIA MANUAL
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FIGURE 1
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DRAINAGE CRITERIA MANUAL
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VELOCITY IN FEET PER SECOND
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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.
FIGURE 2
5-1-84
URBAN DRAINAGE 3 FLOOD CONTROL DISTRICT
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City of Fort Collins
Rainfall Intensity -Duration -Frequency Table
for using the Rational Method
(5 minutes - 30 minutes)
Figure 3-1a
Duration
(minutes)
2-year
Intensity
in/hr
10-year
Intensity
in/hr
100-year
Intensity
in/hr
5.00
2.85
4.87
9.95
6.00
2.67
4.56
9.31
7.00
2.52
4.31
8.80
8.00
2.40
4.10
8.38
9.00
2.30
3.93
8.03
10.00
2.21
3.78
7.72
11.00
2.13
3.63
7.42
12.00
2.05
3.50
7.16
13.00
1.98
3.39
6.92
14.00
1.92
3.29
6.71
15.00
1.87
3.19
6.52
16.00
1.81
3.08
6.30
17.00
1.75
2.99
6.10
18.00
1.70
2.90
5.92
19.00
1.65
2.82
5.75
20.00
1.61
2.74
5.60
21.00
1.56
2.67
5.46
22.00
1.53
2.61
5.32
23.00
1.49
2.55
5.20
24.00
1.46
2.49
5.09
25.00
1.43
2.44
4.98
26.00
1.40
2.39
4.87
27.00
1.37
2.34
4.78
28.00
1.34
2.29
4.69
29.00
1.32
2.25
4.60
30.00
1.30
2.21
4.52
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City of Fort Collins
Rainfall Intensity -Duration -Frequency Table
for using the Rational Method
(31 minutes - 60 minutes)
Figure 3-1 b
Duration
(minutes)
2-year
Intensity
in/hr
10-year
Intensity
in/hr
100-year
Intensity
in/hr
31.00
1.27
2.16
4.42
32.00
1.24
2.12
4.33
33.00
1.22
2.08
4.24
34:00
1.19
2.04
4.16
35.00
1.17
2.00
4.08
36.00
1.15
1.96
4.01
37.00
1.13
1.93
3.93
38.00
1.11
1.89
3.87
39.00
1.09
1.86
3.80
40.00
1.07
1.83
3.74
41.00
1.05
1.80
3.68
42.00
1.04
1.77
3.62
43.00
1.02
1.74
3.56
44.00
1.01
1.72
3.51
45.00
0.99
1.69
3.46
46.00
0.98
1.67
3.41
47.00
0.96
1.64
3.36
48.00
0.95
1.62
3.31
49.00
0.94
1.60
3.27
50.00
0.92
1.58
3.23
51.00
0.91
1.56
3.18
52.00
0.90
1.54
3.14
53.00
0.89
1.52
3.10
54.00
0.88
1.50
3.07
55.00
0.87
1.48
3.03
56.00
0.86
1.47
2.99
57.00
0.85
1.45
2.96
58.00
0.84
1 1.43
2.92
59.00
0.83
1.42
2.89
60.00
0.82
1.40
2.86
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DETENTION STORAGE VOLUMES
100 YEAR STORAGE VOLUME
Minutes
Area
100-Year
Runoff
Cum.
Orifice
Total Dev.
Intensity
Coefficient
Runoff
Discharge
Storage
A
i
Cdev
Sdev
Solf
S
(min.)
(acres)
(in/hr)
(sec)
(cf)
(cf)
(cf)
1
2
3
4
5
6
7
6
5
1.370
9.95
300
0.69
2842
136
2706
10
1.370
7.7
600
0.69
4410
272
4137
15
1.370
6.52
900
0.69
5586
408
5178
20
1.370
5.6
1200
0.69
6397
544
5853
30
1.370
4.52
1800
0.69
7745
816
6929
60
1.370
2.86
3600
0.69
9802
1633
8169
90
1.370
2.2
5400
0.69
11310
2449
8860
120
1.370
1.8
7200
0.69
12338
3266
9072
Column
Description
1
Time of storm in minutes
2
Area of basin in acres
3
100-year intensity related to storm minutes in inches per hour
4
Time conversion
5
Runoff Coefficient for detained basin
6
Cumulative runoff in terms of storage (col. 2' 3' 4'5)
7
Orifice Discharge in terms of storage (0.45 " col. 4)
8
ICum.. Runoff storage - Orifice Discharge storage (col. 7 - 6)
Orifice equation: Q = CA(2gH)2
where: Q = Discharge (cfs)
C = Orifice Coefficient (0.6)
'
A = Area of Orifice (ft)
g = Gravity (32.2 ft/sec2)
H = Head (ft)
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PROJECT: Kindercare Learning Centers, Inc.
LOCATION: Oakridge
City of Fort Collins, Larimer County, Colorado
Date: January, 2000
STAGE -STORAGE -CALCULATIONS FOR DETENTION POND(100YR)
ELEVATION
AREA
(Square Feet)
DEPTH
INCREMENT
(Feet)
INCREMENTAL
VOLUME
(Cubic Feet)
TOTALVOLUME
(Cubic Feet)
70
0
0
0.5
143
70.5
857
143
0.5
630
71
1713
773
0.15
276
71.15
1970
1,049
1 Required 100 Year Pond Volume
Actual 100 Year Pond Volume
100 Year Water Surface Elevation
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9,072 cubic feet
9,147 cubic feet
71.15 elevation feet
zk57-JKW-revised final drainage report calculations.xls Actual Pond Volume (ponds) 08/07/00 6:08 PM
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PROJECT: Kindereare Learning Centers, Inc.
LOCATION: Oakridge
City of Fort Collins, Larimer County, Colorado
Date: January, 2000
DETENTION VOLUME
WITHIN INLET
STRUCTURES
LENGTH (ft)
WIDTH (ft)
AREA (sf)
TOP ELEV.
INV. ELEV.
DEPTH (ft)l
VOLUME (cf)
Inlet #2
3.33
1.92
6.39
71.15
67.75
3.40
22
Inlet #3
3.33
1.92
6.39
71.15
68.25
2.90
19
Inlet #4
3.33
1.92
6.39
71.15
68.70
2.45
16
Inlet #5
3.33
1.92
6.39
71.15
68.90
2.25
14
Inlet @ detention pond
3.33
1.92
6.39
70.00
67.60
2.40
15
Detention Structure
29.50
3.00
88.50
71.15
67.25
3.90
345
5' Manhole
19.60
71.15
67.00
4.15
81
Total
512
DETENTION VOLUME WITHIN UNDERGROUND PIPING
LENGTH (ft)
DIAMETER (in)
# OF PIPES
AREA (sf)
VOLUME (cf)
34"x53" RCP
48
42
1
10.2
490
38"x60"RCP
88
48
3
12.9
3406
38"x60"RCP
88
48
2
12.9
2270
29"x45" RCP
106
36
1
7.4
784
19"x30" RCP
156
24
1
3.3
515
12" RCP
153
12
1
0.79
121
Total
7586
DETENTION POND VOLUME SUMMARY
TOTAL
PONDS
1049
STRUCTURES
512
STS
7586
Total
9147
Izk57-JKW-revised final drainage report calculations.xls Actual Pond Volume (pipes) 08/07/00 6:08 PM
WATER QUALITY CAPTURE VOLUME (WQCV) POND # 1
Basin Imperviousness = 47.6
Basin Area = 1.423 acres
Note: Use 40 hour detention time for extended detention basin
Estimated brim -full storage volume in watershed inches of runoff (from Figure A-14) = 0.25
WQCV = ((Required Storage)/12)'Area
= 0.02965 acre-feet
WQCV = 1292 cubic feet
i
1
1
1
1
1
f
1
1
1
1
1
1
1
1
1
1
PROJECT: Kindercare Learning Centers, Inc.
LOCATION: Oakridge
City of Fort Collins, Larimer County, Colorado
DETENTION POND ORIFICE CALCULATIONS(100YR)
DETENTION POND INFORMATION/ DATA
100-Year Allowable Developed Release
0.71 cfs
Undetained Basins (UC-1) Release
0.26 cis
100-Year Release from Detention Pond
0.45 cfs
100-Year Required Volume
9,072 cubic ft
100-Year Water Surface Elevation
71.15 ft
Pond Outlet and Orifice Elevation 67.00 ft
Proposed Orifice Size (Diameter) 2.9 inch
Calculated 100 Yr Release Through Orifice 0.45 cfs
Orifice equation: Q = CA(2gH)o.s
where: Q = Discharge (cfs)
C = Orifice Coefficient (0.6)
A = Area of Orifice (ft)
g = Gravity (32.2 ft1sec2)
H = Head (ft)
Orifice Size
Galloway, Romero Associates
zk57-JKW-drainage report caiculations.xis Orifice Calculations
06121/00 9:38 AM
LE
C
�J
Ll
I
EFFECTIVENESS CALCULATIONS
PROJECT: 9,Jt,«',v- @ pak�; )'t . STANDARD FORM B
COMPLETED BY: DATE: 14 eo
Erosion Control C-Factor P-Factor
Method Value Value Comment(9a,w)
gl�' Fo...7..en o.o l 1•00 ,Ily .UM - -
6C^4.1 ?�.Stc%ffsc 0.00 1.00 OQ1 .OfD .l=9 .11L Z04
1.00 1.0 tHi 113 .loa .032 OOS
salt f(kt 1,00 opf
HP 7 V,kt
MAJOR
PS
SUB
AREA
BASIN
($)
BASIN
(Ac)
CALCULATIONS
(O.o l)-114 + (.obi ,o9q +
'15 i
PG =
EFF = '4
vao
_
.iO4k �8
tFF
G
I
D. z3a
C z o�) . rz5
.Lt O
•
17t � . a
p
�g•�
0. INS
Gc �,Ob) 1lz } �l1;� : 2}
�IKS
FrF °/s
Zlb
EFF oil 0%
q-14
' MARCH 1991 DESIGN CRITERIA
RAINFALL PERFORMANCE STANDARD EVALUATION
PROJECT:
f tart @ OA k•; d3 t
STANDARD FORM A
COMPLETED
BY: (,.Ilo�a7
, ��ruo
Acsep"Jes
DATE:
DEVELOPED
ERODIBILITY
Asb
Lsb
Ssb
Lb
Sb
PS
SUBBAgIN
ZONE
(ac)
(ft)
M
(feet)
M
M
A
MOD
0.4"
335
0.3:�94
MOo
0.3aj
ylo
1.63'
C
MOD
0, Z30
3y`1
1.3Z/
fh°D
o.14S
2oZ
D 9�'�
E
Moil
o.21L
iO
1 35q
2al S
�.�� %
(ZSs's ,451
Hto tr ,301 + 3ti'i W ,2..30 + 202 AF ,Iqr }io !•,ziG�/�.359
= 21 8
4•
1.43 4 301
+ 112-*.230 4+ O.q:h
* .Wt 4-0,"�Z * AIL) I.3S 1
e �.0}
Lm
MARCH 1991
0
DESIGN CRITERIA
r
SEQUENCE
PROJECT: k- 1srr--" a oAa r*3L STANDARD FORM C
' SEQUENCE FOR 10 Z.ocU ONLY COMPLETED BY: ( ler.�ay, ICoMc�B j fK�M'o�eS DATE: 1 4 00
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.
Yr
MONTH S�
w l AJ4 I �* I «�. I �• I oE�• I I I I i I
' OVERLOT GRADING
WIND EROSION CONTROL
Soil Roughening
Perimeter Barrier
Additional Barriers
Vegetative Methods
Soil Sealant
Other
RAINFALL EROSION CONTROL
STRUCTURAL:
Sediment Trap/Basin
Inlet Filters
' Straw Barriers
Silt Fence Barriers
Sand Bags
Bare Soil Preparation
Contour Furrows
Terracing
Asphalt/Concrete Paving
Other
' VEGETATIVE:
Permanent Seed Planting
Mulching/Sealant
' Temporary Seed Planting
Sod Installation
Nettings/Mats/Blankets
Other
1
�STRUCTURESs INSTALLED BY MAINTAINED BY
VEGETATION/MULCHING CONTRACTOR
DATE SUBMITTED
1
APPROVED BY CITY OF FORT COLLINS ON
C
I q-16
MARCH 1881
DESIGN CRITERIA
19" x 30" RCP from Inlet to Outfall MH
Worksheet for Circular Channel
Project Description
Project File
f:\kinderca\zk57\calcs\zk57flow.fm2
Worksheet
19" x 30" RCP from Inlet to Outfall MH
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
-
Full Flow Capacity
1
Input Data
Mannings Coefficient
0.013
Channel Slope
0.003800 ft/ft
Diameter
24.00 in
'
Results
'
Depth
Discharge
2.00 ft
13.94 cfs
Flow Area
3.14 ft2
Wetted Perimeter
6,28 ft
Top Width
0.00 ft
Critical Depth
1.35 ft
Percent Full
100.00
Critical Slope
0.006036 ft/ft
Velocity
4.44 ft/s
Velocity Head
0.31 ft
Specific Energy
FULL ft
Froude Number
FULL
Maximum Discharge
15.00 cfs
Full Flow Capacity
13.94 cfs
Full Flow Slope
0.003800 ft/ft
1
I
I
1
' 06/21/00 FlowMaster v5.13
10:11:36 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
34"x53" RCP from Structure to Outfall
Worksheet for Circular Channel
Project Description
Project File
f:\kinderca\zk57\calcs\zk57flow.fm2
Worksheet
34"x53" RCP (42" Diameter)
'
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Full Flow Capacity
Input Data
Mannings Coefficient 0.013
Channel Slope
0.002100 ft/ft
Diameter
42.00 in
Results
Depth
3.50 ft
'
Discharge
46.10 cfs
Flow Area
9.62 ft'
Wetted Perimeter
11.00 ft
Top Width
0.00 ft
Critical Depth
2.12 ft
Percent Full
100.00
Critical Slope
0.004528 ft/ft
Velocity
4.79 ft/s
'
Velocity Head
Specific Energy
0.36 ft
FULL ft
Froude Number
FULL
Maximum Discharge
49.59 cfs
'
Full Flow Capacity
46.10 cfs
Full Flow Slope
0.002100 ft/ft
r
i
1
i @
'01/04/00 Galloway, Romero & Associates
05:41:06 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
PlowMaster v5.10
Page 1 of 1
38"x60" RCP from Inlet 2 to Inlet 1
Worksheet for Circular Channel
'
Project Description
Project File
f:\kinderca\zk57\calcs\zk57flow.fm2
Worksheet
38"x60" RCP from Inlet 2 to Inlet 1
'
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
. Full Flow Capacity
Input Data
Mannings Coefficient 0.013
Channel Slope
0.004400 ft/ft
Diameter
48.00 in
Results
Depth
4.00
ft
'
Discharge
95.28
cfs
Flow Area
12.57
ft2
Wetted Perimeter
Top Width
12.57
0.00
ft
ft
Critical Depth
2.96
ft
Percent Full
100,00
'
Critical Slope
0.005465 ft/ft
Velocity
7.58
ft/s
Velocity Head
0.89
ft
'
Specific Energy
FULL
ft
Froude Number
FULL
Maximum Discharge
102.49
cfs
Full Flow Capacity
95.28
cfs
Full Flow Slope
0.004400 ft/ft
r
ul
1
06/21/00 0
10:12:29 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.13
Page 1 of 1
Project Description
29"x45" RCP from Inlet 3 to Inlet 2
Worksheet for Circular Channel
'
Project File
f:\kinderca\zk57\calcs\zk57flow.fm2
Worksheet
29"x45" RCP from Inlet 3 to Inlet 2
Flow Element
Circular Channel
'
Method
Manning's Formula
Solve For
Full Flow Capacity
Input Data
Mannings Coefficient 0.013
Channel Slope
0.003800 ft/ft
Diameter
36.00 in
Results
'
Depth
Discharge
3.00 ft
41.11 cfs
Flow Area
7.07 ft2
Wetted Perimeter
9.42 ft
Top Width
0.00 ft
Critical Depth
2.09 ft
Percent Full
100.00
'
Critical Slope
0.005500 ft/ft
Velocity
5.82 fUs
Velocity Head
0.53 ft
'
Specific Energy
FULL ft
Froude Number
FULL
Maximum Discharge
44.23 cfs
'
Full Flow Capacity
41.11 cfs
Full Flow Slope
0.003800 ft/ft
L
C
11
011121/00
10:13:03 AM
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.13
Page 1 of 1
I
1
12' RCP from Inlet 4 to Inlet 3
Worksheet for Circular Channel
Project Description
Project File f:\kinderca\zk57\calcs\zk57flow.fm2
Worksheet 12" RCP from Inlet 4 to Inlet 3
Flow Element Circular Channel
Method Manning's Formula
Solve For Full Flow Capacity
Input Data
Mannings Coefficient 0.013
Channel Slope 0.004700 ft/ft
Diameter 12.00 in
Results
'
Depth
Discharge
1.00
2.44
ft
cfs
Flow Area
0.79
ft=
Wetted Perimeter
3.14
ft
Top Width
0.00
ft
Critical Depth
0.67
ft
Percent Full
100.00
'
Critical Slope
0.007564 ft/ft
Velocity
3.11
ft/s
Velocity Head
0.15
ft
Specific Energy
FULL
ft
Froude Number
FULL
Maximum Discharge
2.63
cfs
'
Full Flow Capacity
2.44
cfs
Full Flow Slooe
0.004700
ft/ft
011/21 /00 (D
' 09:59:44 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMasler v5.13
Page 1 of 1
12" RCP from Inlet 5 to Inlet 4
Worksheet for Circular Channel
'
Project Description
Project File
Worksheet
Flow Element
Method
_ Solve For
Input Data
f:\kinderca\zk57\calcs\zk57flow.fm2
12" RCP from Inlet 5 to Inlet 4
Circular Channel
Manning's Formula
Full Flow Capacity
Mannings Coefficient 0.013
Channel Slope
0.002000 ft/ft
Diameter
12.00 in
Results
Depth
1.00 ft
Discharge
1.59 cfs
Flow Area
0.79 ft'
Wetted Perimeter
Top Width
3,14 It
0.00 ft
Critical Depth
0.54 ft
Percent Full
100,00
'
Critical Slope
0.006341 ft/ft
Velocity
2.03 fUs
Velocity Head
0.06 ft
Specific Energy
FULL ft
Froude Number
FULL
Maximum Discharge
1.71 cfs
'
Full Flow Capacity
1.59 cfs
Full Flow Slope
0,002000 ft/ft
i A . 11
06/21/00
5 1 10:00:
10:00:AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5.13
Page 1 of 1
1
1
1
1
1
1
Kindercare at Oakridge Business Park, 31st Filing
LOT 1
Kindercare Learning Centers, Inc.
EROSION CONTROL ESCROW CALCULATION
Item Description
Oty
Unit
l
!
Unit Price :
Total Cost
EROSION CONTROL
Silt fence
268
lin.ft.
$3.00
$804.00
Temporary Construction Entrance
24
cu.yd.
$50.00
$1,200.00
Straw Bales
60
each
I $12.00
$720.00
Sediment traps at Outlet Structure
1
each
$1,505.00
( $1,505.00
Sediment traps Excavation
200
cu.yd.
1 $3.50
$700.00
Subtotal(
!
$4,229.00
150% Contingency
I
I
$2,114.50
EROSION CONTROL TOTAL
i
$6,343.50
OR
1.423 ACRES X $655/ACRE $932.07
150% Contingency $466.03
EROSION CONTROL TOTAL -- $1,398.10
SECURITY AMOUNT SHALL BE: $6,343.50
9
zk57ots-erosion control escrow calcs.x!s ConstiuctlonCosts 1 of 1
06/21/00 11:44 AM
N'Ir
In9I
CATCH CURB AND GUTTER(./I PART
NOT To swE (PmwIE)
I I
I I
I
I
11z
A PART OF
BASIN UC-1
•I
0
zf-o' (sTmICILRa)
.In ln-
Ir
`�. Tam.
R•
M
TYPICAL SPILL CURB(./I PAIN
NUT IO sc9E IPBNAIE
11
QIO;0632 US
010 _ AD PUTS
211._ 1-
M'XSr
`Q
x e eo• I I MI m• I I x Rep- I I M' A W' I I x'
KINDERCARE AT OAKRIDGE BUSINESS PARK, 31 st FILING
PRELIMINARY AND FINAL PUD LEGEND
LOCATED IN THE NORTHWEST 1/4 OF SECTION 6, TOWNSHIP 6 NORTH, RANGE 68 WEST _�MO, EXISTING CONTOA
OF THE 6th PRINCIPLE MERIDIAN
TOUR
CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO N SOW EAISNWND SPOT "E EV.IaN
® Pepv D SPOT E Aw
-------- -DIp I
R A n
RESIGNATION 10 YEM Ux0,FCOEFFpIRr1
O,aIIIBODIES" W YEAR RUNOFF COEFFICIENT
r' p R' n FEL m UC-1 II a \\ 0 ID 20 BASIN ,wu IN WERES
P Hl w
_Ew_—iP"MEeu �i aLOw\\
LE�mWAN , I�
PNt
Rix
"E righ (l aio I-20BOUNDARYw
rew, OUR PIKE FLOW Mwwro__-_—_
\ am
\ PEET°E PSECONDw INr N vela
Pd'OSp 1USERSf l[N HAD IEM PUMOFF In CHAINP
] I 5� �qLX epEI1CF➢I OIW if[I PER SECOND
CURB
uW x �WI U/ II d P PxsHeo nwn
W-_
nzs HE NO
npnw:;
__-- r91___ __________ ]Los NEW W. NASan
ne-w:w }ee.w R.M F RI E MERSECT
W.n;uss II IIQ _ o .v rLOEJxE p
air—.Ie"Aft"D I sN - sff[ i L RN N w pwneo,:°.:°' ,a or ePw,E
11a
x'xW'sTs II III ]z I 'T :1:.{M-W.ei TOO
'Aeasls 11 �y�l ) - rIn Re' sEcmrr aF ,e• srs w Nwrl Pwr
L�1 fl EOSrI,E 10'_MY
%U2 uon[I/Hu L J ioI l°O v Lae PONr
)rR.RS F - IaE�y1ARA 10 ~ ),:]5-pnS[3=51 , ® \ ]CENT off` S"fw NE W,W EYS,IW
CE.—s,5 — FT611NC S,pIN SEWER
—nsPaPWEo nwr sEAm
a
."_ -_ � ' ' )IA51 `� T ® IR4WWIN5,BEO IN
L J I I ME OF ED,NENTR I a MAIN
S l SUMMARY RUNOFF TABLELid ars
F (o�i ONE. _I PASD FEAR 10 MEEAR F IW.FM
DID-Lw as W o A oe, 0.0
0.
Olpro.eR rss OIW-ase os I Io .1 � d R O.MA 0.es rm
Opp-z1a CES / W tUR r➢ Qi
I1 I I- lA" c Oul" asz o.zR au
O OzM Dee am
1 I E aAl , pa R.Se
U AD
\ �8b 0-1 am am 0.49 alo pze
5'
V
OIW05A0 CPS I I III I I [n3 I) Sp ALLEY ParfA R i4M1if SALE GMIE NrO ,MME
x I
Hftim N°IEISTEDEEI
IENym� ED SRNs �p � f
1
o1
DR
korq
u;
IO.W)QIII
_
'- __F--TUN
,roE
IO NMI Ran
A PlAiT
OF
4gep�.- bLIRI
__ Wall Hil OF ]Sls
WE �W6)O0
]m
BASIN UC-1
1
w1'r�i-': s
4
B
Ib
�I
as
g9
iW �R
a
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FE
41
ID,4
I
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I
��TI1II
rz)RN a-szaR Qurz
RUT)
r-E
RML.a WwEIc
-
12-DO
W Iµ BEFORE a ICE' os.
I1WeuwuE)
rxKmJ5
-e,30
I
VOLTSR)
1
1/! DOE AIR MEET RDe
f
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lev CPEHNT:
PLA"
Ile TIHONA Bee
-
WE. PATE TO
SLOPE slflW,wE awE
lO a,IHET AW am. AuR)
R• WE Se•
z9-0 pEMXO
aME1Pl wwn w
ICE 9i. VOI PAN:R
amlc[ mEM-ea.
GE-4-
COIItrEC,YIX (m,)
ORIFICE
PLATE
DETAIL
(IM-r�
ORIFICE)
UNDERGROUND DETENTION
STRUCTURE SECTION
MCI
NINFOSCAUE
a
in
THRU LENGTH
SECTION THRU WIN
CALL UTILITY NOTIFICATION
CENTER
NO�Ff COLORADO
2-1987
RASHRACK DETAIL CALL E B"ADVANCE
BEFORE MEADOW STORES
Ill
TO INTERSTATE 25 '
GENERAL NOT
AL
L SIB ISEWERNCOHSW,RUCTIdI $TOIL BE IN MNFdUY11GE 'MIH CNY OF
STORM ME
SEWER EN THE ME FAR TYPE SHOWN ON THE INS.
CUPOPMEM TO THE POLOOMPAS 5PEgNG1ATES
A µfIONFOO CED Cwp1CREEFE PIK (MR), ASTN C]9. CUSS III, INSTALLED M1H IIXIEUE
D ROMMECK SEAL
B. PV[CRAF NM PIP EDR GE THfl H Xr SAPS MEET 1 REWIPEMENTS
Or ] EYE AND D WALL THICKNESS Or SON ls,
]. TIPTOE Or O STORM SEWS SINUES ME THE PoflIZON PSIESFROM CENTER OF
STRUCTURE l VOTED _ VUNE IEPEFOBE [CIIS SHOWN
ME
ADITUTHIMEAIE AND POUlO VAm E TO VENIIGLL ABIGNMENT NIO STRUCTURE
EXCAVATION Up
R OCKET) OV (OPEN ORAS FISSI N) BY STATEONLDIX1L SUWSWIED IN A rLWNEfl
5. SIUHM ADD SW"MY SEWD PPE SHAPE BE BECIXD CLASS 9'ILTERMAN
B, E CHAIONDRG� L MER 10A NNECIURAL PUNS MR EY/GT LOCATIONS OF
AND DLEASE REFER TO SOBS REFURT FOR SUMP PREPARATION ADD PAVEMENT
n FTFNTION SUMMARY TARI F
NOTE:
AL,
E CI P"OPM WITHIN PROPERTY LIKES ARE CdIWL1® PMATE MA) SIWL BE
H EO BY M1 OWNER ON WENCH TIME F.'GA]TY R LTATED.
Ill 44T EIEVATF ME AT FLMLK UP ESs OTHER NOTED.
BENCHMARK
BENCIMNe: CHY M FONT CLYLMs - A DEFENDED MASS CAR SET IN
E NORTH SCE Cr A CONCRETE N FI FIRED
F A TELEPHONE RPUBOSNE MANHOLE
HOLEw E SgTMWERT
CORNER OF IVMICNY RD. c AVE LLEVATI . 4110
OF
ME am-]R.IO
UNDER a TCPSUVMED
IaP
F
1M IS RIP N E . • . PIKE II OBWULAR
ED DEEP eayMC Iz' RFP
DETENTION POND SPILLWAY
HOT TO SCALE (P ATO
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
OULD: Date
Y 91neer
KED W.
lPa e'er &-WaelTlmlT Date
KED BY:_IJI
Date
KED BY:
Par" A Recrei Dote
KED BY --- rr_aRTc_TnIppte g,neer
KED BY:
Dale
KmdPgCSDW UE Anin9 Cenlere. Irc. TWIT -- -- - - -
950 NI HOIII Steel OwT Eynnery Pgnip
Sm(e 1400 ,ym
CeUcne. Oregon wn2 [nyeemq uwMe will
... sw-a]R-IM HE ME)
TWOR no-..
DRAINAGE AND
GRADING PLAN
PRELIMINARY AND
FINAL PDD
2 OF 6
I
I
I
I
I
I �
I
N KINDERCARE AT OAKRIDGE BUSINESS PARK, 31 st
PRELIMINARY AND FINAL PUD
LOCATED IN THE NORTHWEST 1/4 OF SECTION 6, TOWNSHIP 6 NORTH, RANGE 68 WEST
OF THE 6th PRINCIPLE MERIDIAN
CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO
0 10 20 I °
I \
$CALL 1•_20
�I
MISSILES
UL.
® NIASYIS
I
I � •
ENINLRE 1
(SIE ttlAl
1M SHEEP
' I I
I � I
IF
APE
0
�0,'� ,,DRIVE
Gbe°D9e
fGIkl�1L4HI :
HH qx pR E RAW AT FENCE NMFr6 SIWL BE Ixs1Au[O As FIRST
STEP IN N E CAVWIe malm6 yEm,
H
z. FENCE WIDE CR THE EXCEED O ENGINEER! BUSINESS RANI SINE BE !REQUIRED
r. TO HE DETAILS CONANED LW TANS 91EE1. DE SILT RNCE BWRPA ILL
BECIM OILED M E M ON THE EROSION CONSUL SEEN PRMR TO OeFRDI GREECE
] u0flf WANT MTOIIIL (IN ONE MG EUO
DISTULIMPING SPEW B DONE
FEES 5 E H M
BEFORE EWN AT A TIME I LACE SOR BE O
USEUNE IIINC SIPIF9IM OF ME ABUTMENT MFAS.
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