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FINAL
DRAINAGE, EROSION CONTROL, AND
WATER QUALITY REPORT
FOR
SETTLER'S GREEN
PROJECT DEVELOPMENT PLAN
:� Re -plat of Lots 8-15 and Tract 1, Rigden Farm Filing 1, a Part of Section 29,
Township 7 North, Range 68 West of the 6"' P.M., City of Fort Collins, County
of Larimer, State of Colorado
by
ADVANCED PROFESSIONAL ENGINEERING INC.
P.O. Box 1391
Fort Collins, CO 80522
Phone(970)-484-0533
Fax(970)-484-5086
March 26, 2001
Project # 68-7N-29-3
' ADVANCED PROFESSIONAL ENGINEERING INC.
' Registered Professional Engineers in Colorado, Arizona, New Mexico & Wyoming
P.O. Box 1391, 212 West Magnolia Street, Fort Collins, CO 80522-1391
IAffffl - Phone 970-484-0533 Fax 970-484-5086 E-mail: apeinc@frii.com Web Site: advancedpe.com
March 26, 2001
1
Glen D. Schleuter, Storm Drainage Division
' City of Fort Collins Utilities Department
700 Wood Street
Fort Collins, Colorado, 80521
RE: DRAINAGE, EROSION CONTROL & WATER QUALITY REPORT FOR
' SETTLER'S GREEN PROJECT DEVELOPMENT PLAN
Dear Glen,
Enclosed is the report for the subject development. The hydrology data and hydraulics analysis
' presented here meet the City of Fort Collins Storm Drainage Design Criteria and Construction
Standards, dated April 29, 1997.
t The original drainage report for Rigden Farm Filing lwas performed by Amber Reed, JR
Engineefring, LTD., on May 30, 1999, and this site is covered by that report. The Master Plan
study for Rigden Farm is the "Foothills Basin (Basin G) Master Drainage Plan" by Resource
' Consultants, Inc., 1981, and lies within Reach 2 of the Foothills Basin. Other drainage reports
were used by Ms. Reed, as stated in his report.
' The major portion of the site, called Tract I, was originally assumed to become 100% multifamily
development in the JR Engineering report. The site was composed of sub -basins 116b and 116c
' and a portion of sub -basin 117a (see site map attached). The original site was calculated to have
an overall imperviousness of 68%. The new development, which is primarily single family with a
park area, has an overall imperviousness less than 68%. Therefore, the new site development
' would have a calculated runoff less than that calculated in the original drainage study. Therefore,
no detention and no additional water quality facilities are required by this development. Also,
' GIS-GPS & MAPPING SERVICES -LAND DEVELOPMENT IN URBAN PLANNING -GROUND WATER MODELING
LANDSCAPE ARCF&MCTURE-FOUNDATION DESIGN & INSPECTIONS -STRUCTURAL DESIGN -EROSION CONTROL
' DRAINAGE & GRADING DESIGN -ENVIRONMENTAL -CONSTRUCTED WETLAND & SEPrIC SYSTEM DESIGN
' 3
' water quality was addressed in the original report, and is handled by facilities already constructed.
' Some changes in the flow direction will be necessary with this project, and is discussed here.
Backup calculations are enclosed, to include a reiteration of the erosion control measures to be
followed by the developer of this project.
' If you have any questions or need further information please feel free to call me at 970-484-0533.
Sincerely,
David J. Sneesby
Professional Engineer
Colorado Reg. P.E. 30067
3
a
TABLE OF CONTENTS
Title
COVER SHEET
LETTER OF TRANSMITTAL
TABLE OF CONTENTS
LOCATION MAP
INTRODUCTION
SITE LOCATION AND CONDITIONS
TABLE 1: REVISED 2-YR STORM CONDITIONS
GROUNDWATER
ORIGINAL DRAINAGE BASIN MAP
NEW DRAINAGE BASIN MAP
PROPOSED CONSTRUCTION
PROPOSED DEVELOPMENT DRAINAGE CONDITIONS
TABLE 2: NEW C FACTORS (IMPERVIOUSNESS)
TABLE 3: PEAK RUNOFF: DEVELOPED CONDITIONS
DRAINAGE FACILITIES
EROSION CONTROL
STANDARD FORMS FOR EROSION CONTROL (3)
TABLE 4: EROSION CONTROL COST ESTIMATE
WATER QUALITY
CONCLUSION
ATTACHMENTS:
A. FLOWMASTER WORKSHEETS FOR FACILITIES
B. GRATE INLET CAPACITY DATA SHEET
4
Page
1
2
4
6
7
7
8
8
9
10
10
11
11
13
14
16
18
21
22
22
93
' C. STREET CROSS-SECTION CAPACITY DATA SHEET
D. PIPE SUMMARY TABLES FROM RIGDEN FARM DR. STUDY
' E. DATA SUMMARIES FROM RIGDEN FARM DR. STUDY
F. DESCRIPTION OF NEW AREA DRAIN GRATE
G. ENGINEER'S CALCULATIONS
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INTRODUCTION
This drainage report provides hydrology analysis using City of Fort Collins rainfall data and
hydraulic investigation to decide the method to drain the storm water from the property to storm
drainage facilities. The project is located in Section 29, Township 7 North, Range 68 West of the
6`h P.M., City of Fort Collins, Larimer County, Colorado. The site lies east of Rigden Parkway
between Des Moines Drive and Custer Drive. The drainage report is prepared and compiled from
the following references:
1- Volume 3, Urban Storm Drainage Criteria Manual; Urban Drainage and Flood Control
District; Denver, Colorado
2- City of Fort Collins Storm Drainage Design Criteria and Construction Standards
3- Topographic map prepared by Frederick Land Surveying, Loveland, Colorado.
4- Soils and Geotechnical Report by Earth Engineering Consultants, Fort Collins.
5- Drainage Study for Rigden Farm Filing One P.D.P, May 1999, by JR Engineering, Fort
Collins
This drainage report will present and discuss how this project relates to the approved Rigden
Faun Filing 1 Drainage Study. That development was a combination of single-family residential
lots and large tracts to be sold to developers for complete development. Tract I, which is the
majority of this project, was assumed by the original drainage study to be multi -family; however,
only three multifamily buildings are proposed now, with most of the new lots to be single-family
with studio -homes constructed above separated garages.
SITE LOCATION AND CONDITIONS
The site is located at the northeast corner of Rigden Parkway and Custer Drive. The surrounding
streets are totally developed, and utilities have been run to the eight single-family lots previously
platted.
The project site is 4.54 acres, and the drainage area is 4.85 acres. See the attached General
Location and Existing Drainage map on the previous pages.
The soils are lean clay and sand, and alluvial sand with gravel where significant cutting of the
grades was done. Drainage is primarily toward the east -north-east, except at the southern 1/5th of
the site, which drains east -south-east. See the original drainage report for detention, treatment,
and ultimate discharge details.
7
8
Table 1
REVISED* 2-YEAR STORM CONDITIONS
(PREDEVELOPMENT)
Basin
Area
Length
Tc 1(2)
for Tc
Sub -basin
C
(acres)
(ft)
(undev.)
(in/hr)
Q (2)
T1
0.25
1.76
430
24.5
1.43
0.63
T2
0.25
0.94
290
22.5
1.51
0.35
R1
0.25
0.59
357
34
1.19
0.18
C1
0.25
0.19
180
19.5
1.63
0.08
C2
0.25
0.62
285
20
1.61
0.25
C3
0.25
0.75
285
19
1.65
0.31
Total
4.85
1.80
*Originally
art of Ri
den Farm #1
GROUNDWATER
In July 1997, extensive groundwater and groundwater pollutant studies were done by Stewart
Environmental Consultants for the CSU Research Foundation. Groundwater was found at
elevation 4907 in the area of this project on that date. On September 30 of the same year,
groundwater was found at elevation 4905 east of this site by Terracon during a Geotechnical
investigation for Rigden Farm Filing One. However, during utility trenching in August and
September, 2000, no groundwater was found as low as elevation 4895 just east of Settler's
Green. During construction of Rigden Farm, the project manager had no groundwater problems,
and it was assumed that the groundwater discovered in 1997 was a perched lens related to
agricultural irrigation infiltration; and that the extensive utility trenching had drained this perched
groundwater.
8
8
Table 1
REVISED' 2-YEAR STORM
CONDITIONS
(PREDEVELOPMENT)
Sub -basin
C
Area
Basin
Tc
1(2) for Tc
Q (2)
(acres)
Length
(undev.)
(in/hr)
(ft)
T1
0.25
1.76
430
24.5
1.43
0.63
T2
0.25
1.05
290
22.5
1.51
0.40
R1
0.25
0.48
357
34
1.19
0.14
C1
0.25
0.19
180
19.5
1.63
0.08
C2
0.25
0.62
285
20
1.61
0.25
C3
0.25
0.75
285
19
1.65
0.31
Total
4.85
1.80
*Originally
part of Rigden Farm #1
GROUNDWATER
In July 1997, extensive groundwater and groundwater pollutant studies were done by Stewart
Environmental Consultants for the CSU Research Foundation. Groundwater was found at
elevation 4907 in the area of this project on that date. On September 30 of the same year,
groundwater was found at elevation 4905 east of this site by Terracon during a Geotechnical
investigation for Rigden Farm Filing One. However, during utility trenching in August and
September, 2000, no groundwater was found as low as elevation 4895 just east of Settler's
Green. During construction of Rigden Farm, the project manager had no groundwater problems,
and it was assumed that the groundwater discovered in 1997 was a perched lens related to
agricultural irrigation infiltration; and that the extensive utility trenching had drained this perched
groundwater.
8
No Text
NEW DRAINAGE BASINS
iA
11
PROPOSED CONSTRUCTION
The proposed construction will be traditional residential single-family and condominium -style
multifamily housing. Utilities are installed to the site.
Imperviousness will be reduced from that assumed in the original drainage study for Rigden Farm
Filing One. Therefore, no detention basins are anticipated. A catch basin has been installed for
drainage from Tract I, and will be used for approximately 20 per cent of the total storm water
drainage.
This project will use all existing development and utility service lines, and will add a narrow street
and alleys in conformance with the new Fort Collins "Narrow Street and Alley Standard." A
five-plex is planned at the Corner of Rigden Parkway and Custer Drive. The direction of runoff
flow has been changed from the original drainage study, and this report will show that the
drainage facilities installed by the developer of Rigden Farm Filing One are adequate to handle
these changes.
PROPOSED DEVELOPMENT DRAINAGE CONDITIONS
The C factor in the Rational Formula, which is the degree of imperviousness, is reduced by this
project in relation to the original drainage study. This is due to a change from heavily multifamily
to single-family lots. Following is the results of the new C factor calculations:
Table
2
NEW C FACTORS
C
0.95
0.95
0.1
0.15
Sub-
Area
Basin
Roof
Concrete/Asphalt Parkland
Lawns
Comp -
basin
(acres)
Length
Area
Area
Area
osite C
(ft)
factor
T1
1.76
450
0.389
0.405
0.041
1.025
0.52
T2
1.05
375
0.157
0.24
0.184
0.465
0.44
R1
0.48
216
0.151
0.19
0
0.139
0.72
C1
0.19
172
0.09
0.06
0
0.04
0.78
C2
0.62
322
0.118
0.386
0
0.116
0.80
C3
0.75
487
0.245
0.257
0
0.247
0.69
Total
4.85
11
12
2-YEAR STORM (DEVELOPED CONDITIONS)
Table 3 shows the two-year storm rainfall intensities and discharges, given the above C-factors.
The only drainage off the property that does not immediately drain to underground storm drains is
from basins Cl, C2, and C3. Drainage to Custer flows within the roadway to a curb drain at
Chase Drive and Custer Drive. The revised drainage basins results in a discharge from Settler's
Green onto Custer Drive of 2.35 cfs. This corresponds to a runoff to Custer Drive from the
original Rigden Farm drainage study of 1.53 cfs (the proportional share of DB-117a in the original
study). Therefore, the net increase from Settler's Green is 2.35-1.53=0.81 cfs.
The original 2-year flow to be carried by the north side of Custer Drive was 5.49 cfs (see the 2-
year Rational Method Peak Runoff chart from the Rigden Farm Study, attached). The revised 2-
year flow is 5.49+0.81=6.30 cfs. Using "UDINLET" software, the capacity of Custer Drive
above the catch hasin at ('.hale Drive, is 6.62 cfs when a 10' driving lane is -free of storm flow (see
the UDINLET analysis for a minor storm in the appendix).
100-YEAR STORM (DEVELOPED CONDITIONS)
The new subdivision" narrow street" named Sitting Bull Way and the southwest alley will drain
the storm water toward Rigden Parkway and Custer Drive, instead of toward the area drain and
Des Moines Drive, as proposed in the Rigden Farm Filing One drainage study. Drainage to
Rigden Parkway flows north to an existing catch basin at DP-r2. From there the flow is to Water
Quality Pond 218 and then to the regional channel at the south end of Rigden Parkway The
proposed 100-year flow toward the underground drainage system in Topeka Lane is reduced from
37.4 cfs as proposed by the Rigden Farm development to 10.58 cfs with Settler's Green (see
Table RF-1, attached).
To determine the difference in 100-year runoff from the Settler's Green development and the
Rigdon Farm calculation, the following calculation was performed using 7R Engineering's C
factor (CCf = 0.93) on the original contributing area (part of DB 117a):
Q=CIA, where the area is 0.78 acres, the original contributing area up to Design Point c3. Using
a minimum 5 minutes for the time of concentration,
Q = (0.93) x (9.95"/hr) x (0.78 acres) = 7 23 cfc
Difference in runoff = 12.64 cfs (Settler's Green) — 7.23 cfs = 5 41 cfs
Table 3 on the following page shows the changes to the original drainage study for Rigden Farm
Filing One.
12
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Design Point 16b
The net decrease in flow to the underground drainage system at Topeka Drive is = 22.63 cfs.
Table 3 shows the original and proposed capacities of the drainage facilities serving Settler' s
Green. As long as the net increase in flow is smaller than the available napn(ity the existing
facilities are adequate to handle the Settler's Green changes.
Design Point r2
Rigden Farm's Design Point 12 for the 100-year storm is a 24" RCP with an available capacity of
5.98 cfs (see Pipe Summary Table B) , so the 4.57 cfs additional flow is handled. The inlet is in a
sump condition, and is more than adequate. The original flow to this inlet is 6.3 cfs (see Table
RF-2); the new flow with Settler's Green flow is 10.9 cfs, and the capacity of the inlet is 37.0 cfs
(see Attachment I-2). RF Design Point 11 flows to a 42" RCP with an available capacity of 7.35
cfs, so the 4.57 cfs additional flow is handled. Downstream of the 42" RCP is Storm Manhole 6
and a 42' RCP, with an available capacity of 6.81 cfs before the flow reaches Pond 218. See the
attached Pipe Summary Table from the Rigden Farm Drainage Study.
Design Point 0
For the additional flow on Custer Drive of 5.41 cfs, the design flow at the triple curb inlet at
Custer and Chase is increased from 23.9 cfs to 29.31 cfs. Using the same clogging factors as used
in the Rigden Farm Drainage Study, the curb inlet will take an increase from 14.00 cfs to 15.95
cfs, leaving 13.36 cfs as the new carry-over to Custer Drive below the curb inlet. A computer
Street Capacity Analysis was performed (attached) on the total 53.51 cfs (48.1 cfs in the Rigden
report plus 5.41 cfs) to Design Point 17; this analysis shows the depth of flow to be 6-1/2" deep
in Custer east of Chase Drive. This is less than the 18" above the gutter that is the major storm
depth allowed. See Table RF-1, attached, from the Rigden Study and Attachment S-2. The
above is conservative since a 50% reduction factor was applied to the curb inlet/catch basin.
Attachment S-1 shows the minor storm depth of flow to be less than 6" deep. The 21" pipe
below the curb inlet at Chase and Custer has a capacity of 24.17 cfs, which flows to RF Phase II,
where the inlet capacity is only 15.95 cfs.
DRAINAGE FACILITIES
Cross pans
Drainage from the alleys and Sitting Bull Way go to Rigden Parkway and Custer Drive. Standard
City 6'-wide cross -pans will be used to match the original Rigden Parkway engineering plans.
14
' 15
' Replacement of Existing Area Inlet in East Alley
' The existing inlet is a typical 3'x 3-1/2' area grate which is unsuitable for pedestrian or bicycle
traffic, and will be replaced with an HS-20 street grate. See the drainage plan and details sheet.
The existing box will be modified to carry a highway/pedestrian grate.
The 10-year flow of the new sub -basin 16c is:
' Iio= 6.2"/hr with tc = 16.4 minutes
A = 1.05 ac
CCf = 0.56
' Therefore, Qio = CIA = 3.66 cfs. A large grate which is safe for bicycles must be selected
to handle 3.66 cfs.
' A Neenah R-1879-139G iron Catch Basin Grate was selected for the area drain.
' Using the orifice equation, Q=.61 A(2gh)'/2
where h is the head to the top of the overflow (curb) of .28',
Q= 8.15 cfs.
Using the weir equation, Q= 3.3P(h)1/2
where P = the grate perimeter of 11.6'
' Q= 5.8 cfs. These calculations give the inlet capacity of the selected grate.
Using the lower figure, 5.8 cfs>3.66 cfs (1.6 safety factor).
' If the drain becomes blocked by debris, the flow will be over a curb -cut and down the common
area to the large catch basin on the west side of Des Moines Drive. A swale one foot deep will be
graded and landscaped with a walkway, cobbles, and grass. The one -foot deep V-ditch Swale,
' with 10:1 side -slopes, will carry the 100-year storm water at a depth of 5". See the attached
Flowmaster calculation entitled " 100-yr flow depth if area drain plugged." No property will be
flooded if the drain becomes blocked. See also the Landscaping Plan and Drainage Details for the
swale details.
' Private Sidewalk Drain
To transfer the storm water in the upper part of the common area to across the sidewalk in the
' upper common area park, an 8" ADS Nyloplast drain basin and a 6"PVC pipe was selected.
Using a 1% slope across the sidewalk, a 6" pipe will drain 0.62 cfs. The 100-year flow is:
15
' 16
' Given the Area = 5,000 sf, or 0.11 acres
I = 9.95"/hr for Tc of 5 minutes
' C= 0.1
Therefore, the actual Q = CIA = 0.1*9.95*0.11 = 0.11 cfs, so the sidewalk drain is more than
' adequate. The Flowmaster worksheet showing the capacity of the drain is included in the
appendix.
II EROSION CONTROL
' Rigden Farm development is a combination of single-family residential lots and large tracts to be
sold to developers for complete development. Tract I, which is the majority of this project, was
assumed by the original drainage study to be multi -family; however, only three multifamily
' buildings are proposed now, with most of the new lots to be single-family with studio -homes
constructed above separated garages. This erosion control report covers Tract I and Lots 8-15,
Rigden Farm, I" Filing, which is also called Settler's Green at Rigden Farm. Settler's Green
' drainage plan and basin layout has changed from the original Rigden Farm plans. Table #2 shows
Rigden Farm and Settler's Green old and new basin layout respectively.
' Total area of Settler's Green Subdivision is 4.54 acres. Settler's Green is surrounded by Rigden
Parkway, Custer Drive and Des Moines paved streets. There are 7 existing trees, and 3 of them
will be saved (see Landscape Plan). Three existing dwellings and a small garage will be removed.
t Erosion control means presented here will discuss wind and rainfall erosion during construction
and after construction. The wind and rainfall credibility zone for the site is moderate.
' a- During Construction
Erosion will be controlled on site by using silt fencing, inlet filters, straw bale barriers and
' gravel construction access. Over 2 acres must be mulched (with seed) to replace the
mulching and seeding previously done by the Rigden Farm developers, since significant re-
grading is required with this development
' b- After Construction
' Erosion will be controlled permanently after the construction period by means of
vegetation consisting of tress, grass, bushes and shrubs.
' Standard Forms A, B, C and a cost estimate are enclosed. Erosion control effectiveness
calculations and cost estimate are presented in these forms. The critical time for erosion and
' sedimentation is during construction of the development itself. Wind and rainfall erosion will be
contained by silt fences on the south and east sides of the development. Prior to construction the
16
17
developer will have the contractor (per plans) place straw bales where storm drainage would
collect; the straw will filter the storm water before exiting the development.
Since primary construction access will be on the north, silt fencing will run across proposed
access roads until the roads are constructed; after roads are constructed, straw bale filters will be
put at the flow lines of the new streets.
The BMP"s in the original drainage plan will be followed by this project (see attached measures at
the end of this report). Also see the erosion control details on the drainage plan sheet.
17
' tv
' RAINFALL PERFORMANCE STANDARD EVALUATION
STANDARD FORM A
PROJECT: Settlers Green
COMPLETED BY: DATE: 12/4/00
DEVELOPED
ERODIBILTY
Asb
Lsb
Ssb
Lb
Sb
PS
SUBBASIN
ZONE
(ac)
(ft)
N
(feet)
N
M
T1
Moderate
1.76
440
2.67
T2
Moderate
0.94
342
1.87
R1
Moderate
0.59
395
1.39
C1
Moderate
0.19
210
1.74
C2
Moderate
0.62
360
2.95
C3
IModerate
0.75
285
2.26
4.85
372.33
2.30
80.68
From Table 8-A
HDI/SF-B:1989
EFFECTIVENESS CALCULATIONS
r
1
STANDARD FORM B
PROJECT: Settlers Green
COMPLETED BY DJS APEInc. DATE: March 26, '01
Erosion Control C-Factor P-Factor
Method Value Value Comment
Bare Soil 1 1 smooth condition
Roughened Ground 1 1
Roads /Walks 0.01 1
Gravel 1 0.8
Silt Fence 1 0.5
Straw Mulch 0.06 1
Temporary Vegetation 0.45 1
Straw Barriers 1 0.8 EFF = (1-C*P)*100
MAJOR
PS
SUB
AREA
BASIN
(%)
BASIN
(Ac)
CALCULATIONS
A
82.1
T1
1.76
Roads/Walks 0.405 Ac.
Straw Mulch 1 Ac.
Temp. Vegetation 0.3 Ac.
Net C-Factor-[(0.01x0.405)+(0.06x1)+(.45x0.35)]/1.76 = 0.09
Net P-Factor=[(1.Ox0.405)+(1.Ox1.0)+(1x0.35)]/1.76 = 1 1.00
EFF = (1-C*P)*100 91.0%
T2
0.94
Roads/Walks 0.2 Ac.
Straw Mulch 0.4
Bare Soil 0.1 Ac.
Temp. Vegetation 0.24 Ac.
Net C-Factor=[(0.01x0.20)+(0.06x0.4)+(1.Ox0.1)+(.45x.24)]/I 0.25
Net P-Factor = 1.00
EFF = (1-C*P)*100 75.1%
R1
0.59
Roads/Walks 0.22 Ac.
Straw Mulch 0.18 Ac.
Temp. Vegetation 0.19 Ac.
NetC-Factor=[(0.01*0.22)+(0.06*0.18)+(.45*0.19)]/0.59= 0.17
Net P-Factor-1 1.00
EFF = (1-C*P)*100 83.3%
C1
0.19
Roads/Walks 0.06 Ac.
Straw Mulch 0.13 Ac.
Net C-Factor=[(0.01x0.06)+(0.06x0.13)/0.19= 0.04
Net P-Factor-[(1.0x0.12)+(1.0x0.11)+(0.8x0.01)]/0.24= 1.00
EFF = (1-C*P)*100 96.0%
C2
0.62
Roads/Walks 0.386 Ac.
Straw Mulch 0.15 Ac.
Temp. Vegetation 0.08 Ac.
Net C-Factor=[(0.01x0.386)+(0.06x0.15)+(.45x0.08)]/0.62= 0.08
Net P-Factor=l 1.00
EFF = (1-C*P)*100 92.0%
C3
0.75
Roads/Walks 0.257 Ac.
Straw Mulch 0.3 Ac.
Temp. Vegetation 0.19 Ac.
Net C-Factor =[(0.01 x0.257)+(0.06x0.3)+(0.45x0.1 9)]/0.75= 0.14
Net P-Factor-1 1.00
EFF = (1-C*P)*100 86.0%
Total area = 4.85 Ac.
Total EFF = 86.5%
Required PS = 80.68%
Since 86.5% > 80.68%, then the proposed plan is O.K.
Zo
CONSTRUCTION SEQUENCE
STANDARD FORM C
PROJECT: Settler's Green
' SEQUENCE FOR 2001 COMPLETED BY: DJS@APEInc. DATE 12/12/00
Indicate by use of a bar line or symbols when erosion control measure will be installed. Major modifications
' to an approval schedule may require resubmitting a new schedule for approval by the City Engineer
2001
Month J F M 1A IM IJ IJ 1A IS 10 1 N ID
'Demolition
Grading
Wind Erosion Control:
Soil Roughing
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 After homes are built
Planning
Mulching/ Sealant
Temporary Seed
Planting
Sod Installation
Nettings/Mats/Blankets
Other
Home Construction
' STRUCTURES INSTALLED BY: TBD MAINTAINED BY: TBD
'VEGETATION/MULCHING CONTRACTOR: TO BE DETERMINED BY BID
DATE SUBMITTED 03/26/01 APPROVED BY CITY OF FORT COLLINS ON:
ZI
1
1
1
1
1
1
1
Table#4
SETTLER'S GREEN @ RIGDEN FARM
EROSION CONTROL COST ESTIMATE
Erosion Cnntrnl Measures
Item
Description
Units
Unit Cost
Quantity
Total cost
1
Silt Fence
LF
$3.00
1200
$ 3,600.00
2
Gravel Construction Access
Each
$600.00
1
$ 600.00
3
Inlet Protection
Each
$250.00
1
$ 260.00
4
Straw Bales
LF
$3.25
80
$ 260.00
5
Seeded/Mulch
lAc.
1$615.00
1 2.12
$1,303.80
Total
$5,913.80
Note: Temporary vegetation (shown on previous page) exists on portion
of development previously done by Rigden Farm Filing One developer.
:ity Reseeding Cost for Total Site Area
tern IDescriptidn jUnits jUnitCostjQuantity IToal cost
1 Seed/Mulch Ac. $ 615.00 4.54 $2,792.1(
IREQUIRED EROSION CONTROL SECURITY DEPOSIT WITH 1.5 FACTOR $8.870.70 1
22
WATER QUALITY
Water quality was addressed and constructed in the Rigden Farm Filing One drainage study and
development (see introductory letter).
CONCLUSION
The findings and recommendations of this report have been obtained according to the documents
listed in this report and accepted common engineering practices. No other warranty is given or
implied.
e
22
23
ATTACHMENT A: FLOWMASTER WORKSHEETS FOR
FACILITIES
23
Worksheet
' Worksheet for Triangular Channel
Project Description
'
Project File
c:\fmw\set-gm.fm2
Worksheet
Depth of Flow at Upper Swale
Flow Element
Triangular Channel
'
Method
Manning's Formula
Solve For
Channel Depth
tInput Data
Mannings Coefficient 0.060
' Channel Slope 0.062500 ft/ft
Left Side Slope 10.00, H : V
Right Side Slope 10.00 H : V
Discharge 0.62 ft3/s �� 41 X 1's)
Results
'
Depth
0.21
ft
Flow Area
0.45
ftz
Wetted Perimeter
4.26
ft
'
Top Width
4.24
ft
Critical Depth
0.19
ft
Critical Slope
0.115996
ft/ft
Velocity
1.38
ft/s
Velocity Head
0.03
ft
Specific Energy
0.24
ft
Froude Number
0.75
Flow is subcritical.
1
Jan 22, 2001 ADVANCED PROFESSIONAL ENGINEERING INC. FlowMaster v4.1c
14:48:49 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06706 (203) 755-1666 Pagel of 1
100-yr flow depth if area drain plugged
Worksheet for Triangular Channel
Project Description
t Project File
c:\fmw\set-gm.fm2
Worksheet
Lower Channel Capacity
Flow Element
Triangular Channel
Method
Manning's Formula
Solve For
Channel Depth
' Input Data
Mannings Coefficient
0.060
Channel Slope
0.064000 ft/ft
Left Side Slope
10.00 H : V
Right Side Slope
10.00 H : V
Discharge
3.28 ft 1s
'
L S3Q :il:3d - $i-:it (las CaDaG:��
Results
'
Depth
0.39 ft (L ) 1
Flow Area
1.55 ftz
Wetted Perimeter
7,92 ft
'
Top Width
7.88 ft
Critical Depth
0.37 ft
Critical Slope
0.092902 ft/ft
'
Velocity
2.11 ft/s
Velocity Head
0.07 ft
Specific Energy
0,46 ft
' Froude Number
0.84
Flow is subcritical.
' Mar 23, 2001 ADVANCED PROFESSIONAL ENGINEERING INC. _ FlowMaster v4.1c
13:47:01 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06706 (203) 755.1666 Page 1 of 1
10-year flow depth if area drain plugged
' Worksheet for Triangular Channel
Project Description
Project File
c:\fmw\set-gm.fm2
Worksheet
10-yr flow if area drain is plugged
Flow Element
Triangular Channel
'
Method
Manning's Formula
Solve For
Channel Depth -
' Input Data
Mannings Coefficient
0.060
' Channel Slope
0.064000 ft/ft
Left Side Slope
10.00 H : V
Right Side Slope
10.00 H : V
Discharge
1.91 fN/s
Results
'
Depth
0.32
ft
Flow Area
1.03
ft2
Wetted Perimeter
6.46
ft
'
Top Width
6.43
ft
Critical Depth
0.30
ft
Critical Slope
0.099838 ft/ft
'
Velocity
1.85
ft/s
Velocity Head
0.05
ft
Specific Energy
0.37
ft
'
Froude Number
0.81
Flow is subcritical.
Feb 7, 2001 ADVANCED PROFESSIONAL ENGINEERING INC. FlowMaster v4.1c
14:27:31 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 0670E (203) 755-1666 Page 1 of 1
Pipe Diameters in Minipark walkway
Worksheet for Circular Channel
Project Description
Project File
c:\fmw\set-grh.fm2
Worksheet
Pipe in Minipark
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Channel Diameter
Input Data
Mannings Coefficient 0.012
Channel Slope 0.010000 ft/ft
Depth 0.50 ft
Discharge 0.62 ft3/s
Results
Diameter
0.50
ft
Flow Area
0.20
ftz
Wetted Perimeter
1.58
ft
Top Width
0.00
ft
Critical Depth
0.40
ft
Percent Full
100.00
%
Critical Slope
0.010642 ft1ft
Velocity
3.11
fus
Velocity Head
0.15
ft
Specific Energy
FULL
ft
Froude Number
FULL
Maximum Discharge
0.67
fta/s
Full Flow Capacity
0.62
fta/s .
Full Flow Slope
0.010000 ft(ft
Jan 22, 2001 ADVANCED PROFESSIONAL ENGINEERING INC. FlowMaster v4.1c
18:44:13 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
ll
' 24
' ATTACHMENT B: GRATE INLET CAPACITY DATA SHEETS
24
ON'i .Z" - l
-----------------------------/� I-rAcijM-- --------------------------------------------
UDINLET: INLET HYDARULICS AND SIZING
' DEVELOPED BY
CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
USER:JR ENGINEERS-DENVER CO .................................................
ON DATE 03-23-2001 AT TIME 15:50:49
'*** PROJECT TITLE: Settler's Green
/ OD - vr, Floes
@ Cces 64.a re�
*** COMBINATION INLET: GRATE INLET AND CURB OPENING:
*** GRATE INLET HYDRAULICS AND SIZING:
' INLET ID NUMBER: 17
INLET HYDRAULICS: ON A GRADE.
' GIVEN INLET DESIGN INFORMATION:
INLET GRATE WIDTH (ft)= 1.87
INLET GRATE LENGTH (ft)= 3.25
INLET GRATE TYPE =Type 16 Grate Inlet
NUMBER OF GRATES = 3.00
' IS THE INLET GRATE NEXT TO A CURB ?-- YES
Note: Sump is the additional depth to flow depth.
STREET GEOMETRIES:
' STREET LONGITUDINAL SLOPE (°s) = 3.00
STREET CROSS SLOPE M = 2.00
' STREET MANNING N = 0.016
GUTTER DEPRESSION (inch)= 2.00
GUTTER WIDTH (ft) = 2.00
STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET (ft) = 20.13
' GUTTER FLOW DEPTH (ft) = 0.57
FLOW VELOCITY ON STREET (fps)= 6.95
FLOW CROSS SECTION AREA (sq ft)= 4.22
' GRATE CLOGGING FACTOR (g)= 50.00
CURB OPENNING CLOGGING FACTOR($)= 15.00
INLET INTERCEPTION CAPACITY:
FOR 3 GRATE INLETS:
DESIGN DISCHARGE (cfs)= 29.31
' IDEAL GRATE INLET CAPACITY (cfs)= 17.88
BY FAA HEC-12 METHOD:
FLOW INTERCEPTED (cfs)= 11.84
BY DENVER UDFCD METHOD:
' FLOW INTERCEPTED (cfs)= 8.94
*** CURB OPENING INLET HYDRAULICS AND SIZING:
tINLET ID NUMBER: 17
' INLET HYDRAULICS: ON A GRADE.
' GIVEN INLET DESIGN INFORMATION:
GIVEN CURB OPENING LENGTH (ft)= 10.70
' REQUIRED CURB OPENING LENGTH (ft)= 65.71
IDEAL CURB OPENNING EFFICIENCY = 0.27
ACTURAL CURB OPENNING EFFICIENCY = 0.24
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)= 4.78
BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 17.47
FLOW INTERCEPTED (cfs)= 4.11
CARRY-OVER FLOW (cfs)= 13.36
BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 20.37
FLOW INTERCEPTED (cfs)= 4.07
CARRY-OVER FLOW (cfs)= 16.31
*** SUMMARY FOR THE COMBINATION INLET:
THE TOTAL DESIGN PEAK FLOW RATE
(cfs)=
29.31
BY FAA HEC-12 METHOD:
FLOW INTERCEPTED BY GRATE INLET
(cfs)=
11.84
FLOW INTERCEPTED BY CURB OPENING(cfs)=
4.11
TOTAL FLOW INTERCEPTED
(cfs)=
15.95
CARRYOVER FLOW
(cfs) =
3 .36 — Cu rr� - 6✓L
BY DENVER UDFCD METHOD:
40
FLOW INTERCEPTED BY GRATE INLET
(cfs)=
8.94
FLOW INTERCEPTED BY CURB OPENING
(cfs)=
4.07
TOTAL FLOW INTERCEPTED
(cfs)=
13.00
CARRYOVER FLOW
(cfs)=
16.31
r
ATPAc►VASP--T T-2-
------------------------------------------------------------------------------
' UDINLET: INLET HYDARULICS AND SIZING
DEVELOPED BY
CIVIL ENG DEPT, U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
--------------------------------------------------------------------------
ON DATE 02-08-2001 AT TIME 12:15:28
'*** PROJECT TITLE: Settler's Green /O4`qc'- 56)r1g, DPAJ
*** COMBINATION INLET, GRATE INLET AND CURB OPENING: FXiSTI iJC-n2-
'*** GRATE INLET HYDRAULICS AND SIZING:
' INLET ID NUMBER: yf '•TJP r '-
INLET HYDRAULICS: IN A SUMP.
' GIVEN INLET DESIGN INFORMATION:
INLET GRATE WIDTH (ft)= 1.87
INLET GRATE LENGTH (ft)= 3.25
INLET GRATE TYPE =Type 16 Grate Inlet
NUMBER OF GRATES = 2.00
SUMP DEPTH ON GRATE (ft)= 0.44
GRATE OPENING AREA RATIO M = 0.60
IS THE INLET GRATE NEXT TO A CURB ?-- YES
Note: Sump is the additional depth to flow depth.
STREET GEOMETRIES:
STREET
LONGITUDINAL
SLOPE (%) =
0.10
STREET
CROSS SLOPE
M) =
2.00
STREET
MANNING N
=
0.016
GUTTER
DEPRESSION
(inch)=
2.00
GUTTER
WIDTH
(ft) =
2.00
STREET FLOW HYDRAULICS:'
GUTTER FLOW DEPTH (ft) = 0.69
FLOW VELOCITY ON STREET (fps)= 1.49
FLOW CROSS SECTION AREA (sq ft)= 7.09
GRATE CLOGGING FACTOR (%-)= 50.00
CURB OPENNING CLOGGING FACTOR(%)= 15.00
INLET INTERCEPTION CAPACITY:
FOR 2 GRATE INLETS:
DESIGN DISCHARGE
IDEAL GRATE INLET CAPACITY
BY FAA HEC-12 METHOD:
FLOW INTERCEPTED
BY DENVER UDFCD METHOD:
FLOW INTERCEPTED
(cfs) = 10.50 Qeylq n �ImJ
(cfs)= 37.04 -- 6-4-p0-ctt1
(c€s) = 10.50 (Zh �Gi �5 in sJ►xf
Gain d� �hrn
(cfs)= 10.50
*** CURB OPENING INLET HYDRAULICS AND SIZING:
P-Pe ca pac, = IZ.i7cps
INLET ID NUMBER: 11
INLET HYDRAULICS: IN A SUMP.
GIVEN INLET DESIGN INFORMATION:
GIVEN CURB OPENING LENGTH (ft)=
HEIGHT'OF CURB OPENING (in)=
INCLINED THROAT ANGLE (degree)=
LATERAL WIDTH OF DEPRESSION (ft)=
SUMP DEPTH (ft)=
Note: The sump depth is additional
8.00
6.00
0.00
2.00
0.44
depth to flow depth.
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)= 22.89
BY FAA.HEC-12 METHOD: DESIGN FLOW (cfs)=
FLOW INTERCEPTED (cfs)=
CARRY-OVER FLOW (cfs)=
BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)=
FLOW INTERCEPTED (cfs)=
CARRY-OVER FLOW (cfs)=
' *** SUMMARY FOR THE COMBINATION INLET:
THE TOTAL DESIGN PEAK FLOW RATE (cfs)=
' BY FAA HEC-12 METHOD:
FLOW INTERCEPTED BY GRATE INLET (cfs)=
FLOW INTERCEPTED BY CURB OPENING(cfs)=
TOTAL FLOW INTERCEPTED (cfs)=
CARRYOVER FLOW (cfs)=
BY DENVER UDFCD METHOD:
FLOW INTERCEPTED BY GRATE INLET (cfs)=
' FLOW INTERCEPTED BY CURB OPENING (cfs)=
TOTAL FLOW INTERCEPTED (cfs)=
CARRYOVER FLOW (cfs)=
10.50
10.50
0.00
10.50
0.00
10.50
0.00
10.50
0.00
' 25
' ATTACHMENT C: STREET CROSS-SECTION CAPACITY
DATA SHEETS
25
rr,4effm6w� S^l
-------------------------------- --------------------------------------------
UDINLET: STREET CAPACITY ANALYSIS
' DEVELOPED BY CIVIL ENG, U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD POOL FUND STUDY
------------------------------------------------------------------------------
USER= ,;Er.,• Ir v..,, CC< .... P�-:-.ZN(: ......................................
ON DATE 03-23-2001 AT TIME 13:30:03
2-yr•,
*** PROJECT TITLE: STREET FLOW
'*** STREET GUTTER HYDRAULICS i MIUO(2 ST6PrA ON GVSTE2.. A50VE I►.1LC-T@ CkAS&
GIVEN GUTTER GEOMETRIES:
LONGITUDINAL SLOPE
(°s) =
3.00
CROSS SLOPE
(%) =
2.00
'
DEPRESSION AT GUTTER
(inch)=
2.00
GUTTER WIDTH
(feet)=
2.00
STREET MANNING ROUGHNESS N
=
0.016
' THE MAXIMUM ALLOWABLE WATER
SPREAD(ft)=
16.00
CURB HEIGHT
(inch)=
6.00
STREET UNDER IDEAL HYDRAULIC CONDITION:
STREET CAPACITY IS DICTATED
BY --
THE ALLOWABLE SPREAD
PEAK RUNOFF FLOW RATE
(cfs) =
16.74
30 FL.O%V%
FLOW CARRIED BY GUTTER
(cfs)=
6.62
FLOW CARRIED BY STREET
(cfs)=
10.13
dr�Veu.b(e
WATER SPREAD ON STREET
(ft) =
16.00
— Leave-5 10 a�
GUTTER FLOW DEPTH
(in) =
5.84
AVERAGE FLOW VELOCITY
(fps) =
6. 14
( SE'C! 40 r l•ec�vv-)
THE STREET CAPACITY REDUCTION FACTOR= 0.72
STREET GUTTER -FULL CAPACITY (cfs)= 18.47
STREET ALLOWABLE CAPACITY (cfs)=. 13.20
STREET UNDER ALLOWABLE HYDRAULIC CONDITION:
PEAK RUNOFF
FLOW RATE
(cfs)=
13.20
FLOW CARRIED
BY GUTTER
(cfs)=
5.77
FLOW CARRIED
BY STREET
(cfs)=
7.43
WATER SPREAD
ON STREET
(ft) =
14.47
GUTTER FLOW
DEPTH
(in) =
5.47
AVERAGE FLOW
VELOCITY
(fps)=
5.84
STREET ALLOWABLE CAPACITY=SMALLER ONE BETWEEN
IDEAL CAPACITY AND REDUCTION FACTOR*GUTTER-FULL CAPACITY.
' AT"'Tf-GH M E Al -r
------------------------------------------------------------------------------
' UDINLET: STREET CAPACITY ANALYSIS
DEVELOPED BY CIVIL ENG, U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD POOL FUND STUDY
------------------------------------------------------------------------------
USER=:JR ENGINEERS-DENVER CO ..................................................
ON DATE 03-23-2001 AT TIME 15:14:22
*** PROJECT TITLE: Settler's Green Custer & Chase
'*** STREET CROSS SECTIONAL IDEAL CAPACITY: - /00-1f%, SOvrm Qf �.�iQSe
THE GIVEN STREET X-SECTIONAL GOEMETRIES:
LONGITUDINAL STREET SLOPE M = 3.00
' MANNING N = 0.016
CURB HEIGHT (in)= 6.00
MAXIMUM FLOW DEPTH (in)= 6.00
STREET ON LEFTSIDE OF CROWN:
LEFTSIDE STREET WIDTH (ft)= 21.00
' CROSS SLOPE (%;) = 2.00
DEPRESSION AT GUTTER (in)= 0.10
GUTTER WIDTH (ft)= 2.00
SIDEWALK CROSS SLOPE (1V:ZH) Z = 50.00
STREET ON RIGHTSIDE OF CROWN
' RIGHTSIDE STREET WIDTH (ft)= 21.00
CROSS SLOPE (°s) = 2.00
DEPRESSION AT GUTTER (in)= 0.10
' GUTTER WIDTH (ft)= 2.00
SIDEWALK CROSS SLOPE (1V:ZH) Z = 50.00
'*** RATING CURVE FOR STREET IDEAL CAPACITY-FLOWRATE VS DEPTH:
----------------------------------------------------------------------
FLOW DEPTH
LEFTSIDE
RIGHTSIDE
TOTAL
AT GUTTER
RATE
VLCITY SPREAD
RATE VLCITY
SPREAD
FLOW
INCHES
CFS
FPS
FT
CFS
FPS
FT
CFS
----------------------------------------------------------------------
1.00
0.34
2.26
3.75
0.34
2.26
3.75
0.67
2.00
2.27
3.58
7.92
2.27
3.58
7.92
4.55
3.00
6.92
4.71
12.08
6.92
4.71
12.08
13.84
4.00
15.18
5.73
16.25
15.18
5.73
16.25
30.36
S 4�= 53.5-1 5.00
27.86
6.67
20.42
27.86
6.67
20.42
55.71
\,,�6.00
45.41
7.50
21.00
45.41
7.50
21.00
90.82
------------------------------------------------
THE CURB HEIGHT IS
6 INCHES.
THE STREET
CAPACITY
REDUCTION
FACTOR
FOR MINOR
STORM=
.715
THE STREET
----------------------------------------------------------------------
CAPACITY
REDUCTION
FACTOR
FOR MAJOR
STORM=
.6
/D 0- y r. d a pth &-o' -<a w be-tk� G " 8 7" 9 OP /7.
26
u
ATTACHMENT D: PIPE SUMMARY TABLES FROM RIGDEN
FARM DRAINAGE STUDY
26
U) (D a
�
adui�oar�r�o;v
>
rohr'a.
J
.am0
N N .-
x
v v
a o v l a a
RaRaRa�(CID, Si�
O O O 0 W
oc�Wg
0 w w
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v o v a a v o v
vNnt�a�O70c�i
T:
gmrn0)0)00 Oo
p C
OD 00 CD CO OD CO
_
v a v l v e v a
IgF2
$$ammm
x
a a a a a a a o
OD
ak-m--
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UUWS
a a m m a ao a ao
v o v a v a v a
�iaa�vu��nLOr'
C
O Ooi 0)0)0 W 0) 00) W
OD 0 OD aD CD OD
7 ; V
0) CD
v v v v v v v o
'u�i N a�i 0
m^
CD
NNa
co
N V V l7 m N a W
U�
p oo
OD b aD 0) V N V IN
f+J Ol
0) co
pp�OO pppp��
0 0 0
ON 0
O C 0 0 0 0 0 0
C W
« m 0 0 ID 0 m
OL
m
app1
pm
Qm pm Qpm Q QQ
N M N N f7
M 0v') M
mp n
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'$f
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e
27
ATTACHMENT E:
DRAINAGE STUDY
DATA SUMMARIES FROM RIGDEN FARM
27
JRR Er*m*la LICL
2820 E Ptppett Rd. Ste. 19% Faa Co81na, CO 80525
T/t�9L.6 RF-I
RATIONAL METHOD PEAK RUNOFF
(100-YEAR)
LOCATION:
RIGDEN FARM FILING ONE, P.D.P.
PROJECT'NO:
9164.03
COMPUTATIONS BY:
A. REED
SUBMITTED BY:
JR ENGINEERING, LTD.
DATE:
S!30199
J00y7atorm,Cf=
125
9
DIRECT RUNOFF
CARRY OVER
TOTAL
REMARKS
POW
Ams
Design-
A
(60
ccl
IC
(ora)
1
(Yvm
0(100)
(da)
tram
D*Wpn
Palm
0(100)
ids)
o(190)to1
ids)
14b
114b
1.91
0.85
82
6.39
13.71
13.7
CIO to DP 14C
14c
114c
0.25
0.86
6.5
9.07
1.96
141)
7.14
9.1
CAD to DP 14
15
115
2.08
0.90
6.2
9.17
17.12
14.16
19.05
36.2
15a
115a
1.48
0.91
5.0
9.95
1138
13.4
16
116
1.94
0.90
5.1
9.73
17.06
17.1
GO to Basin 115
16a
1169
0.68
0.93
5.0
9.95
1 8.32
1
18.3
161)
116b
213
0.88
5.0
9.95
18.66
12
2.00
120.7
15C
IIse
2.44
0.81
8.1
8.42
16.68
1 18.7
117
2.49
0.92
5.0
9.95
2277
22.8
17
117 + 118
4.85
0.90
7.1
8.80
38.21
17a
9.90
48.1
17a
117a
2.79
0.93
6.0
9.28
23.93
23.9
CIO to DP 17
16
118
2.36
0.87
5.7
9.41
19.35
19.3
19
119
6.52
0.90
0.3
7.99
49.16
492
20
120
0.67
1.00
5.0
9.95
6.70
6.7
121
3.66
0.13
5.0
9.95
1 4.55
4.5
21
119+120+121
11.15
0.65
16.9
6.12
44.68
44.7
122
7.05
0.13
15.9
6.31
5.57
5.6
22
122+113+114+114a+i 14b+11
115+115&+118+1 16a+1 16b+
1160+117+117a+118
34.62
0.75
20.8
5.50
142.14
1421
23
123
0.82
0.13
12.1
7.18
0.74
581
3.75
4.5
24
124
2.62
0.40
13.4
8.86
727
7.3
25
125
F80
0.45
8.0
8.45
3.07
- 3.1
28
128
3.70
0.58
13.1
8.82
14.38
14.4
POP SWMM 671-istodc
3290
0.13
44.9
3.47
1427
14.3
POP SWMM 672-N0sWt
9.80
0.13
21.7
5.38
8.59
6.6
PDP SWMM 561- Kstodc
9.60
0.13
52.5
3.13
3.75
1.8
POP SWMM 582d84 - rtistonic
9420
0.13
51.3
3.16
1358
138
O=CIA
Q = Peak dischal9e (ds)
C = runoff coefficient
I = rainfall Intensity 0n/hr) from City of Fort Collins OF curve (4/16/99)
A = drainage area (sores) 1- 84.6e2 r (10+tcf "
I
a
pdpFLow.XLS
Jl HgtwsrMp, lid.
2820E PttlapeG Rd.. BIe. 100. Fat Oollm CO 80525
TA-P L C- 2F-2-
RATIONAL METHOD PEAK RUNOFF
(100-YEAR)
LOCATION: RIGDEN FARM FnMG ONE, P.D.P.
PROJECT NO: 9164.03
COMPUTATIONS BY: A. REED
SUBMITTED BY: JR ENGINEERING, LTD.
DATE: S0099
100 yr storm, Cf 125
DIRECT RUNOFF
CARRY OVER
TOTAL
REMARKS
PoYM
Aron
Design.
A
(90
CCf
1e
(ffdn)
1
(WIA
0(100)
(do)
from
Design
Pobd
0000)
(ds)
0000)tot
Ids)
1
101
10.52
0.97
12.3
1 7.12
72.56
72.6
la
101■
3.14
1.00
6.5
9.06
28.43
28.4
lb
101b
1.37
1.00
5.0
0.95
13.63
1To
1c
loic
324
0.86
5.0
9.95
27.79
27.8
1d
101d
3.40
1.00
5.8
9.37
31.88
31.9
102
4.16
0.97
7.1
6.78
35.32
35.3
22
102a
3.95
0.91
10.6
7.59
27.25
272
2b
102b
2.57
0.88
7.3
8.70
19.74
19.7
GO to DP 3
3
103
271
0.04
8.1
921
23.43
2b
5.16
28.6
em ovedlbw to DP 4
4
104
1.35
0.95
5.0
9.95
12.72
4a
270
15.4
4m
104a
1.37
0.99
5.4
9.58
13.04
13.0
CIO to OP 4
105
4.43
0.57
11.5
7.33
18.40
18.4
5
105+104+104a+
103+102b+111+112
18.67
0.94
19.2
5.75
00.46
90.5
SPIN
6
100
2.47
0.13
10.4
7.63
2-36
24
7
107
5.33
1.00
5.9
9.34
49.77
49.8
7a
107a
2-64
1.00
7.5
8.62
2276
22-8
CIO to OP 7b
7b
107b
1.81
1.00
5.8
9.37
16.99
7a
7.42
24.4
CIO to DP 7c
7c
107C
2.16
0.99
7.1
8.78
18.67
7b
821
26.9
CAD to DP 7d
7d
107d
3.42
0.94
10.3
7.69
24.61
7c
9.53
34.1
CIO to DP 7e
7e
1070
216
0.93
8.0
8.46
17.01
7d
12.77
29.0
CIO to DP 6
6
108
1.01
1.00
92
8.02
8.06
7e+8e
11.02
19.1
as
Was
0.88
0.98
5.0
9.95
8.65
Sal
11.10
19.8
CIO to DP Sbl
local
0.71
0.91
6.0
9.30
0.05
8d
5.07
11.1
CAD to DP as
fib
108b
0.68
1.00
5.0
9.95
6.76
8b1
11.54
18.3
CIO b DP 8c
IDSb1
0.62
0.95
5.0
9.95
5.67
as
5.67
11.5
CAO to DP 8b
ac
lost
1,30
0.99
5.8
0.37
12.12
6b
4.98
17.1
GOlo OP 8
ad
108d
0.51
1.00
5.0
9.95
5.07
5.1
CAD to DP fiat
as
lobe
224
0.81
14.0
6,71
1223
122
61
tool
1.44
0.84
12.7
7.03
SAS
fie
1223
20.7
loeg
1.16
0.63
12-3
7.11
6.92
&9
89
lose-loog
4.88
0.82
17.8
5.98
23.92
23.9
109
5.46
0.81
13.9
6.73
2D.87
2D.9
9
107d+107e+108+109
1204
0.90
18.3
5.88
83.80
63.6
109a
1258
0.81
14.5
6.60
67.46
67.5
9a
1070-107C + 108a-1 + 109a
28.76
0.86
21.2
5.44
134.65
134.7
10a
110a
025
1.00
5.0
9.95
2.50
25
10b
110b
025
1.00
5.0
9.95
250
25
11
111
5.61
0.90
6.6
8.24
41.45
41.5
12
112
0.83
1.00
5.0
9.95
626
6.3
CAO to DP 16b
13
113
2.69
1.00
5.0
B.BS
28.81
26.6
14
11 1
279 1
0.96 1
5.7
9.40
25.19
14C
4.01
29.2
CAD to DP 15
14a
Ilse
1.53
0.81
8.7
821
10.20
10.2
JR Engines". Ltd. 8/11/99
2820 E. Preavaa Rd., Ste. 190. Fort Cellim 00 e6626 -rAfS LE fzF -3
LOCATION: RIDDEN FARM FILING ONE, P.D.P.
ITEM: CHECK OF STREET CAPACITY
COMPUTATIONS BY: ALR
SUBMITTFA BY: JR ENGINEERING, LTD.
Note: Design Bows and oboe capacities are given for one side of the street unless otherwise Indicated
G
Drainage
Basin
Street Name
Street
Type
Roadway
Width
(R)
Slope
(%)
2 yr
Capacity
(cis)
Design flow
0(2)
(cfs)
toggle
criteria?
100 yr
Capacity
(cis)
Design Row
0(100)
(cU)
meets
erttsrla7
102b
Linn Drive
Connector
42
0.6
9.02
4.09
yes
76.56
19.70
yes
103
Limon Drive
Connector
42
0.6
9.02
4.81
yes
76.56
28.60
yea
104
Umonn Drive
Connector
42
0.6
9.02
2.91
yes
76.56
15.40
yea
104a
Lkron Drive
Connector
42
0.6
9.02
2.99
yes
76.56
13.00
yes
107
Timberline Drive'
Collector
60
0.8
10.41 .
12.03
no
42.98
49.80
no
107a
Custer Drive
CoOeclor
60
0.8
10.41
6.43
yea
60.91
22.80
yea
107b
Custer Drive
Collector
60
0.8
10.41
3.99
yes
60.91
24.40
yea
107C
Custer Drive
Collector
so
0.8
10.41
3.92
yes
32.62
26.90
yes
107d
Custer Drive
Collector
50
0.6
10.41
4.81
yes
35.90
34.10
yes
1079
Custer Drive'
Collector
50
0.8
10.41
3.44
yes
35.90
29.80
yes
108
Custer Drive
Collector
50
0.8
10.41
2.19
yes
31.09
19.10
yea
108a
Custer Drive
Collector
60
0.8
10.41
4.30
yes
85.51
19.60
yea
100al
Custer Drive -CIEs/ JCIu.
Collector KM
60
0.8
2.59
2.59
yes
60.91
11.10
yes
10eb
Custer Drive -
Collector R IF
60
0.8 -
10.41
3.15
yes
85.51
18.30
yes
108b/
Custer Drive -45I�' (6"
Collector R F
60
0.8
2.59
1.53
yes
60.91
11.50
yea
toec
Custer Drive
Collector R JL
50
0.8
10.41
2.48
yes
35.90
17.10
Yea
107ev105a
Custer Drive (two "a)
Collector
60
0.8
20.82
9.81
yes
146.42
42.60
yea
107bv108b
Custer Drive (two sides)
Collector
60
0.8
20.82
7.14
yes
146.42
42.70
yea
1070t1080
Custer Drive (two sides)
Collector
so
0.8
20.82
6.40
yes
75.32
44.00
Yids
107ar10e
Custer Drive (two sides)*
Collector
60
0.8
20.82
5.63
yes
75.32
48.90
yea
106d
Timberline Drive
Collector
60
0.8
10.41
1.38
yea
42.98
5.10
Yea
110e+110b
RWm Parkway(two sides)
Collector
40
2.0
16.47
1.36
yea
139.78
5.00
yea
Ill
Rigden Parkway
Collector
50
0.6
1426
7.81
yes
49.16
41.50
yea
112
Rigden Parkway
CtOector
so
0.6
9.02
1.70
yes
31.09
6.30
yes
113
Denver Drive
Res. Local
34
6.0
14.24
6.95
yes
28.46
26.80
yes
114
Topeka Lane
Res. Local
34
2.4
16.64
5.04
yes
3421
2920
Yea
114b
Topeka Lane
Res. Local
34
2.0
15.98
3.47
yes
32.86
13.70
yes
114c
Topeka Lane
Res. Locel
34
2.0
15.98
128
yes
32.86
9.10
yea
115
Topeka Lane (two sides)
Res. Local
34
3.5
34.66
4.06
yea
71.08
3620
yea
116a
Chase Drive Exit
Res. Local
30
0.7
6.38
2.81
yea
57.87
13.40
yea
116
Topeka lane
Res. Local
34
U
1728
329
yes .
35.54
17.10
yes
116a
Des Moines Drive
Res. Local
34
1.0
11.30
1.45
yes
2324
6.30
yes
116b
Des Moines Drive
Res. Local
34
1.0
11.30
3.89
'yea
2324
20.70
Yes
117
Custer Drive
Connector
40
2.0
16.47
9.44
yes
139.78
46.10
yea
117a
Custer Drive
Connector
40
3.1 .
18.08
5.49
yes
146.69
23.90
Vag
116
Custer Drive
Connector
40
2.0
16.47
4.44
yes
139.78
19.30
yea
119
Des Moines Drive
Connector Local
34
2.5
16.60
10.04
yes
103.08
4920
Yea
120
Chase Drive
C XUI@ for Loral
42
1.5
1426
1.56
yes
121.05
6.70
Yea
NOTE: ' Flow Is coming from both sides of Inlet. .
x Co Ik1�M• w/ (Yl edl awn and one e i C(A 4t
Med'ka, w( el ecw l a o•¢
9164stdW.xls 1 of 1
JR Engineetrq. LIO.
seta L POWM Ra. 81s IW ion coot., c0 80545
j AOL.r. 2F-4
RA71ONAL METHOD PEAK RUNOFF
Mina Storm for Residential Areas (2-YEAR)
LOCA71ON:
RIGDEN FARM PILING ONE, P.D.P.
FROIECr NO:
9164.03
COhOWA71ONS BY:
A. REED
SUBMII7ED BY:
IR ENGINIMIUNG, 1.7D.
DA78:
8I11199
2rscam, Cfar 1.00
DIRECT RUNOFFCARRY
OVER
TOTAL
REMARKS
Parr
'raw"
Stabnrn
A
(60
CCI
Ic
(min)
1
RVIA
0 (2)
ids)
from
Delp
Pam
0(2)
(ds)
0(2)o1
(de)
14b
114b
1.91
0.66
6.0
2.66
3.47
3.47
CAD to DP 14C
14C
114a
025
0.69
5.1
2.79
0.48
14b
0.80
1.28
15
115
2.08
0.72
10.3
2.20
3.29
14.16
0.77
4.06
15a
115a
1.48
0.73
6.3
2.92
2.81
2.81
16
11e
1.94
0.72
0.7
235
3.29
3.29
IC40 to Basin 115
16a
11e111
0.68
0.75
5.0
2.85
1.45
1.45
16b
I16b
2.13
0.71
6.5
2.59
3.89
3.89
16c
118C
2.44
0.65
11.2
2.13
3.37
3.37
117
2.49
0.73
7.7
2.45
4.49
4.49
17
117 ♦ 110
4.85
0.72
7.1
2.52
0.76
178
0.68
17s
117a
2.79
D71
&0
2.66
5.49
C5.4W2
COO to DP 17
18
116
2.36
0.70
5.7
2.70
4.41
19
119
6.82
0.72
12.3
2.04
10.04
10.04
20
120
0.87
0.81
5.0
2.95
1.56
1.56
121
3.66
0.10
5.0
2.85
1.04
1.04
21
119+120+121
11.15
0.52
16.9
1.76
10.25
10.25
122
7.05
0.10
15.9
1.81
128
128
22
122.113.114.114s.114b.11
115#115&+116+1 I&W 16b�
116w117v117N118
34.62
0.60
20.8
1.58
^M`
.
3280
3260
23
123
0.62
0.10
12.1
206
0.17
0.17
24
124
2.62
0.32
13.4
1.97
1.67
1.67
25
125
0.80
0.36
9.1
t 2.31
0.67
0.67
26
126
A70
0.45
1&1
1.98
3.30
3.30
POP SWUM 8714IIstoric
32.90
0.10
55.7
0."
264
2.84
POP SWMM 672 - Historic
9.80
0.10
13.9
1.93
1.89
1.89
POP SWUM 561 - Historic
9.60 i
0.10
$4.1
O.ae
0.64
0.84
POP SWMM 582-W - Historic
34.20
0.10
52.9
0.89
305
3.05
O-CrCIA
0 - peak discharge (cfa)
C - rurlaff coefficient
Cc - frequency 04uw lem factor
I ■ rairdall YderroMy (WI1r1 from City of Fort Collins IDF curve (4/16199)
A - drainap area (acm) I.2422I r (1M Ic;f a"
k, may-Ove
13 G.3 cad
Gp.F1 OFq
7f *
CARDER CONCRETE PRODUCTS COMPANY
8311 W. CARDER CT.
LON,C080125
Q CONCRETE
(303)-791-1600 (303) 791-17 10 FAX
A
CO ORADSPINGS,CO80931,4oDUG,1
(AN EMPLOYEE OWNED COMPANY)
h— ; •�!-
5 L
. .t.....
DATE PAGE '._.'- of
Reinforced Concrete Sewer, Culvert & Irrigation Pipe (12" thru 144")
Reinforced Concrete Elliptical Pipe (18" thru 144") Precast Inlets
Precast Concrete Box Culverts :Buy It, Bury It, Never Look Back" Stormceptor•
' 28
' ATTACHMENT F: DESCRIPTION OF NEW AREA DRAIN
GRATE
28
[,51M 879 Series Frames light Duty Lids, Grates
t
These shallow frames are suitable for use in thin or deep con-
crete slabs. All sizes of frames are reversible and can be installed
with flange at base or top.
Specify:
' !. Catalog number.
R To be Installed with flange at base or top.
' Square Dimensions in inches
Wt. LI
w/
w/
Catalog Number
A
8
C
D_
— E
F
G
H
—lid
grate
Solid Lid
Open Grate
87
if19-A1G
13,_x 13?4 142
12 x 12
14 z 14
18 x 18
4
I x7
I
I IS
I00
R•1879-A1L
R 1879-A2L
R-1879-A2G
18 x 18 1!4
16 x 16
18i� x 181a
22 x 22
4
Y4 x,l;b
�V4
165
150
R-1879 AU
R-1879-A3G
20 Is 20 M
18 x 18
20!+ x 201.E
24 x 24
4
y4 x 5
;i
195
185
R-1879-A4L
R-1879-A4G
21 Y4 x 21Y4 W,
20 x 20
22 x 22
26 x 26
4
;Y4 x 4
?'4
200
1135
R•1879-ASL
R-1879-A5G
23'/2 x 2345 I1;
22 x 22
24 x 24
28 x 28
4
'Y4 x6!,.
l:'
23S
255
R-1879-A61
R-1879-A6G
253/4x 25;: 1! .
27i'2 x 27! a 1 V4
24 x 24
26 x 26
26 x 26
28 x 28
30 x 30
32 x 32
4
4
1 x 5
y4 x 7}a
14
45
245
790
215
760
R=1879-A71
R-1879.A7G
R-1879-ASL
R-1879-ABG
29%x29"4 112
28 x 28
29?' x 29?.
34 x 34
4
1%x5'/,
1
340
390
W1679-A91
R-1879.A9G
31Y4x313i 1!2
30 x 30
3Y x 32
36 x 36
[4
1 x4%4
44
360
310
t-1879-AIOI'
R-1879-AIOG'
37 x37 1!'2
36 x 36
37!2 x 37' 2
42 x 42
4
Al x 4 je
1 —
485
445
Rectangular
_
-i -
R•1879-81L.
R-1879-BIG
_
14 x 20
'4
_
12 x 11
14 , x 20!.
la x 24
4
3.A5!
ies
ie,0
'
2-1879-B21
R-1879-112G
13'h x 2516
1 !2
12 x 24
1334 x 25l:
18 x 30
4
34 x 02
1
165
I HO
R-1879-83L
R-1879-830
19V2 x 25%
1!2
18 x 24
191. x 25l�
24 x 30
4
N x 54+
-
1
210
195
R•1879-84L
R-1879-B4G
1952 x 3I!'
'ix
18 x 30
20 z 32
2a x 36
4
4 x 5
1
230
215
R-1879-85L
R.1879-11S10,
19l: x 37?=
' 2
18 x 36
x 38
24 x 42
4
'15 x 5
1
295
310
'
R-1879-86L
R-1879-660
25l4 x 31! i
!2
24 x 30
25?i x 311.
30 x 36
4
1 x 5li,
!4
290
260 '
R-1879-871.
R-1879-87G
251i x 37!4
!2
24 x 36
—20
—
26 x 38
30 x 42
4
1 x 5 %u
b4
335
295
R-1879-B8L•
251i x 491.
1!v
24 x 48
26 x 50
30 x 54
4
44 x 518,
1
395
405
"#?9-fDll► v
I879-
313/: x 37!S
!2
30 x 36
32 x 38
36 x 42
4.
1 x61'2
I
400
380
'
R•1879-B10L'
R- OG'
311/2 x 49!2
'i2
30 x 48
31?: x 49?:
36 x 54
4
1 x 5
1
480
425
"Cover In two pieces.
' R-1880 Serkes Manhole Frames, Lids
' For cleanouts, electrical manholes, tr former pits, etc.
' .Catalog Dimensions in inches
1215x18
/2
10x16
19x25
4
61lW-A1
R�-188�0 A2
16 x 24
1B x 30
sG
s,
14 a 22
16 ■ 28
23
x 37
4
4
■-118WA4
t-1gW-AS
21 x 33
'/s
18 x 30
27 x 39 .
4
R-18W-A6
23 x 31
s/s
21 x 2
27 x 35
4'/.
4Be"?
24 x 36
y
22 4
31 a 43
4
R-1too."
24 x 24
%
Is 22
34 x 34
6
R•18WA9
24 x 25
1
22 x 23
_ 32 x 33
31'x 49 —
9
4
It-1 Be"
_
24'h x 42'h
/
22 x 40
1-188"1
25!4 x 2514
1
24 Is 24
303,. x 30'6
9'.',
8-188"
26th x 29'/2
1 /6
25 x 26
35 x 38
8
1880E
33 x 39
a 36
36 x a2
6
Rr1880-F.
36 x
I %.
34 a 56 -
47'1: x 691/,
6
-ua in two pieces.
64 FONORY EENMAhi
Duty
lbs.
-- Light ---
.-
115
Light
190
--- Light -
-- 255
light
275
300
t
330 —I
Heav
460
525
Light
Medium
505
Henry
625
-_ Heavy
610
Heavy
11110
R-1879-BIG Catch
Basin Grate and Frame
d
Light Duty
R-1879 Sections
' 29
' ATTACHMENT G: ENGINEER'S CALCULATIONS
1
29
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CARDER CONCRETE PRODUCTS COMPANY r • -- --
8311 W. CARDER CT.
LITTLETON, CO 80125
Q CONCRET/yE (30.7)791-1600 (303) 791-17 10 FAXCR-4^-/s
A w COLORAD SPRI SPRINGS, CO 80931
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.IM6P'r'vF " �c CARDER CONCRETE PRODUCTS COMPANY +-- -� -- -- - - - • - -- - --- •-- _----- -,
8311 W. CARDER CT.
O CONCRETE LITTLETON,C080125` Y'O'VS ��Gt..._y-, PtV.4l'/
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Precast Concrete Box Culverts "Buy It, Bury It, Never Look Back" Stormceptor•
CARDER CONCRETE PRODUCTS COMPANY
t 8311 W. CARDER CT, t i _ 7—(
�— LITLETON, CO 80125 ! .�.I (�' • `
Q CONCRETE (303)791-1600 (303)791-1710FAX
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A 3340 EAST LAS VEGAS ST.
'4onu �( COLORADO SPRINGS, CO 80931_
' (AN EMPLO'tEE OWNED COMPA111)
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