HomeMy WebLinkAboutDrainage Reports - 08/21/1992oPERTr OF
FORT COLLINS UTIUTIES
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"FINAL'
DRAINAGE INVESTIGATION
1'
POTTS' - P. U. D.
A PROPOSED 22 UNIT MULTI -FAMILY
RESIDENTIAL COMPLEX
FORT COLLINS, COL 0RADO
Prepared for
MCC,IfI I�EMURE ONE
150 East 29th Street
#? Suite 200
Loveland, Colorado $0538
May 4,1992
( REVISED July 31, 1992)
Project No. VI:A-071-92
PREPARED BY:
' lffi�IIB Engineering Associates
150 East 29th Street, Stine 225
Loveland, Colorado 80538
Telephone: (303) 663-2221
Final Approved Reoord
Civil and Environmental Engineering Consultants
July 31, 1992
Project No. PLA-071-92
Mr. John Freeman, Architect
ARCHITECTURE ONE
150 East 29th Street
Suite 200
Loveland, Colorado 80538
Dear Mr. Freeman,
The enclosed report represents the results of the Final Drainage Investigation for
POTTS' - P. U. D., a proposed multi -family residential complex to be located on a 1.67 f
acre parcel at the Southwest corner of the Matador Apartments - Phase IV in the City of
Fort Collins, Larimer County, Colorado.
This investigation was based upon the proposed site development plan; proposed site
grading plan; on -site observations; and available topographic information. The
investigation was performed in accordance with the criteria established in the City of
Fort Collins "Storm Drainage Design Criteria and Construction Specification Standards"
manual.
Thank you for the opportunity to be of service to you. If you should have any questions,
please feel free to contact this office.
Respect y Submitted,
Dennis R. Messner, P.E.
MESSNER Engineering Associates
DRWmkm
REVISED JULY 31, 1992
Enclosures
Civil and Environmental Engineering Consultants
150 E. 29th Street, Suite 225 Loveland, Colorado 80538 Telephone: (303) 663-2221
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Letter of Transmittal
Table of Contents
Scope
Site Description
Existing Conditions
Proposed Development
Erosion Control Measures
Conclusions and Recommendations
Summary Sheet
ii
2
2
3
Vicinity Map
Existing Conditions Exhibit
Grading & Drainage Plan
Landscape Plan
Calculations
Original Study and Design
(for Matador Apartments - Phase IV)
ii
SCOPE
The following report represents the results of a final drainage investigation for a
proposed 22 unit multi -family residential complex to be located on a 1.67± acre parcel of
land situated in the Southeast Quarter of Section 15, Township 7 North, Range 69 West of
the 6th P.M., Larimer County, Colorado. The site is located at the Southwest corner of the
"Matador Apartments - Phase IV" in the City of Fort Collins.The investigation was
performed for ARCHITECTURE ONE. The purpose of this investigation is to determine
the effects of the proposed development on the area's existing drainage conditions and to
determine the improvements, if any, and the appropriate sizing for proposed
improvements so that it may be incorporated with the construction of the project. The
conclusions and recommendations presented in this report are based upon the proposed
site development plan; proposed site development construction plans; on -site
observations; and the available topographic information. The analysis was performed in
accordance with the City of Fort Collins "Storm Drainage Design Criteria and
Construction Standards" manual.
SITE DESCRIPITION
The site is irregular in shape and contains approximately 1.67± acres. The site's
East-West dimension varies but is considered to average approximately 175 feet. Its
North -South dimension is approximately 450 feet. The site abuts the easterly right-of-way
of the Larimer County Canal #2. The site is located approximately 350 feet south of West
Elizabeth Street and 700 feet west of City Park Avenue. The site is located In the SPRING
CREEK DRAINAGE BASIN.
EXISTING CONDITIO
The site is presently vacant and undeveloped. The ground cover consists of native pasture
grasses and a few volunteer trees. The ground slopes toward the northeast and is
relatively flat with grades ranging from 0.75% to 1.5%. The "Soil Survey For The Larimer
County Area" prepared by the U.S.D.A., Soil Conservation Service, indicates that the
upper layer soils are a sandy clay loam. "The Survey" indicates that the soils have a slow
to moderate runoff potential and have slight to moderate wind and water erosion
potential. This site falls under the "Moderate" erodability zone on the City's "Wind and
Rainfall Erodability Maps."
The area surrounding the site is virtually fully developed. As previously stated, the
Larimer County Canal #2 forms the western boundary of the site. The area to the west of
the canal is a single-family residential subdivision known as Fairview. To the north of
the site are a Taco Bell restaurant and a Diamond Shamrock convenience store. The
areas immediately adjacent to the site on the north consist of parking lots for the Taco
Bell and the C. B. & Pott's restaurants. The area adjacent to the site on the east consists
of the Matador Apartment complex.
The site does not receive runoff from the surrounding properties. The runoff from the
area to the west is intercepeted by the Larimer County Canal #2. Runoff from the area to
the north flows to the north and east away from the site. Runoff from the area to the east
flows to the north and east away from the site. Runoff from the site flows overland to the
C.B. & Potts' parking lot. The flow is detained within this parking lot and discharged
through a restricted orifice into the Diamond Shamrock drainage system. The flow is
carried in 8" dia. drain pipes and eventually discharges into a 15" dia. storm drain that
flows east in West Elizabeth Street.
1
The proposed development of the site is to consist of constructing 22 multi -family
residential units along with the associated access drives and parking. The runoff
generated on the major portion of the site is to be routed overland to the access drive. The
drive has been designed to be graded to a low point situated near the southeast corner of
the site. A storm drain inlet is to be constructed at this point in order to intercept and
collect the site's storm runoff. The rate of discharge of the storm runoff is to be controlled
by placing an orifice plate at the inlet end of the pipe outfalling from the storm drain
inlet. The runoff will be detained and will pond in the access drive and parking areas due
to the restricted release rate. A 15" dia. storm drain pipe is to be installed to route the
flow to the north and east through the C. B. & Potts' parking lot to an existing 15" dia.
storm drain that is located along the easterly boundary of the C.B. & Potts' parking lot.
Should the inlet become plugged or a storm of greater than the design intensity occur,
the excess runoff will flow overland in the swale along the easterly property line to the C.
B. & Pott's parking lot. The area in the northeast corner of the site that is not routed to
the access drive detention area will also flow overland to the existing C. B. & Pott's
parking lot. The Pott's parking lot has been constructed to detain the flow that is
generated onsite. The existing detention is provided through a reduced size of outlet pipe
that discharges into the existing detention area located on the Diamond Shamrock site to
the north of the parking lot. The discharge pipe from the existing inlet in the C. B. &
Potts' parking lot is to be rerouted to discharge into the proposed 15" dia. storm drain.
This routing will retain the intent of the original drainage pattern and design. The
overland flow from POTT'S - P.U.D. and the parking lot is to be detained in the parking
lot before flowing to the existing 15" storm drain. Should this outlet be plugged, the
excess water will overtop the curb at the northeast corner of the parking lot and flow
through adjacent parking lots to the north and east until reaching W. Elizabeth Street.
The existing Matador apartment complex flows that reach the detention pond will not be
detained.
VMkIlmentaxim
Erosion control considerations have been made based upon the short term, i.e., during
construction activities and the long term, through the life of the facility. The long term
measures that are to be incorporated into the project in order to reduce erosion are the
proposed methods and materials to be used to provide a surface covering for the parking
areas, walkways, driveways and the landscaped open areas. The structures and hard
surfaced areas will provide a covering to deter erosion. The landscaping to be established
will be a combination of plantings and ground covers to deter erosion.
The construction activities are anticipated to be performed within the following schedule:
August 15 thru September 15, 1992 install utilities; September 1 thru September 30, 1992
perform earthwork and construct access drive; September 1, 1992 begin construction of
initial 6 unit structure; October 1, 1992 begin construction of remaining structures;
September 1, 1992 thru March 1, 1993 construct apartment structures; March 15 - April
15, 1993 install landscaping. This schedule is proposed as the conservative time line with
the anticipation that actual construction will proceed on a faster schedule. In any case
the site will be "open" and subject to water and wind caused erosion for an extremely
short period of time. The entire site is to be "open" for only one month. The site is buffered
on the north and west by existing development with moderate sized trees and structures.
Also, please note that the surface will be interspersed with foundations and structures in
various stages of ongoing construction. Therefore, the criteria to minimize the "open"
areas to dimensions of less than 200 ft. becomes moot since there will be no distance
greater than 200 ft. without some form of construction occuring. Wind erosion control
measures should not be necessay.
2
The erosion control methods to be incorporated into the construction of the project are
methods associated with controlling drainage related erosive actions. "Area Inlet Filter
Straw Bales" are to be placed at the proposed storm drain inlet onsite. "Straw Bale Dike
Channel Application" is to be placed along the proposed swale that is to located adjacent
to the eastern boundary of the site and a "Silt Fence" is to be placed along the northern
boundary of the site. The proposed methods will not meet the "Effectiveness" rate as
defined in the City's criteria. Additional measures such as roughening the ground,
placing mulch, seeding for a temporary cover, or sodding are not practicle and would be
ineffective in this particular situation. The seasonal timing of the construction would not
allow grasses to become established and the necessity to move equipment and stockpile
building materials around the site will negate any use of mulch or soil roughening.
CONCLUSIONS AND RECOMMENDATIONS
1. The proposed development will retain the existing drainage patterns.
2. The site is located in the SPRING CREEK DRAINAGE BASIN. The site is not located
within the floodway or flood plain. The proposed site drainage improvements
conform with the Spring Creek Drainage Basin Master Plan.
3. All development is to be performed in accordance with City of Fort Collins Standards
and Specifications.
4. Detention of stormwater is to be provided. Due to existing limitations in the City's
storm sewer system located within the immediate vicinity, the drainage system for
this proposed development has designed based upon the available capacity in the
existing drainage system.
The "total" POTT'S - P.U.D. has been designed to detain a minimum of 9,278 cu. ft.
and release the runoff flow at a maximum rate of 0.79 c.f.s.
A minimum detention volume of 7,047 cu. ft. is to be provided onsite. The maximum
release rate for the detention onsite is to be 0.58 c.f.s. An additional volume of 2,256
cu.ft. is to be incorporated with the existing detention facility located in the adjacent
C. B. & Pott's parking lot. The minimum volume for the combined parking lot and
apartment runoff is to be 7,660 cu. ft. at a maximum release rate of 0.39 c.f.s.
5. The site grading and drainage plan has been prepared based upon the established
criteria and the physical constraints and limitations present onsite and within the
immediate vicinity of the project site. The location and size of the onsite detention
area is dictated by existing physical constraints and the configuration of the
proposed development plan. Since the proposed detention area is to be located in the
access drive for the site, it is extremely important to understand that there will be a
greater requirement to properly maintain the access drive and to control litter and
debris on the site. There is a greater maintenance requirement in this situation due
to the residents daily use of the detention area for parking and pedestrian access. It
is recommended that a snow removal program be established and that sweeping of
the paved area be performed on a routine basis. These maintenance operations will
lessen the likelyhood of ice build-up and aid in the intended function of the proposed
drainage facilities.
6. The City of Fort Collins Standards for temporary erosion control measures are to be
incorporated with the construction activities. Suggested means to be utilized for the
water borne materials are indicated on the site grading and drainage plan. A
varience to the "Standards" is requested due to the intensity of the construction.
Drainage Summary for Proposed POTT'S - P.U.D. to be located on a portion of
"Matador Apartments Phase IV" in the City of Fort Collins, Colorado
Existing Conditions:
Total Area = 1.67 ± acres Onsite + 1.72 ± acres Offsite = 3.39 ± acres
Rational "C" factor = 0.20 Onsite + (0.83 @ 0.62 ac. + 0.15 @ 1.10 ac. Offsite)
Onsite Runoff.
Q 2 = 0.55 c.f s.
moo = 1.92
c.f s.
Offsite Flows:
Q 2 =1.39 c.f s.
Qioo = 4.86
c.f s.
Total Runoff:
Q 2 = 1.94 c.f s.
Qioo = 6.78
c.f s.
Developed Conditions:
Total Area = 1.67 ± acres Onsite + 0.62 ± acres Offsite = 2.29 ± acres
Rational "C" factor = 0.62 "avg." Onsite 0.62 ac. Q 0.83 + 1.10 ac.
@ 0.15 Offsite)
Onsite Runoff:
Offsite Flows:
Total Runoff:
kPITM51111141Mui
Q 2 = 2.61 c.f s.
Q 2 = 1.29 c.fs.
Q 2 = 3.90 c.f s.
Qioo =
9.44 c.f s.
Qioo =
4.66 c.f s.
Qioo =
14.10 c.f s.
A combination of On -site and Off -site detention facilities are proposed totalling
a minimum of 9,303 cu.ft. of storage volume at a maximum discharge rate of
0.79 c.f.s.. (This volume is directly attributable to POTT's - P.U.D., only.)
7,047 cu.ft. of storage is to be provided on -site. An additional 2,256 cu. ft. of
storage is to be provided off -site within the existing C. B. & Pott's parking lot
that is located immediately to the north of the site. The total volume for the
combined POTT'S -P.U.D. and the C. B & Pott's parking lot is to be a
minimum of 7,660 cu.ft.
Drainage Basin Statistics:
Gross & Net Platted Area: A = 1.669 ± Acres
Gross & Net Area Rational "Cavg." Factor: "Cavg." = 0.62
Onsite Detention: 5,776 c.f./ac. Offsite Detention: 5,013 c.f./ac.
Total Detention Volume = 9,303 cu. ft. = 0.214 ac.-ft.
Basin: SPRING CREEK
XHI :ITS
VICINITY MAP
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5022 -16 .777
Micinty Map for
POTIFS' - P. U. D.
located in
SE1/4 Section 15, Township 7 North, Range 69-West of the 6th P3L
Fort Collins, Colorado
11
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do Q2 = 0.54c.f.s.
Exist. Inlet
Qloo= 1.90c.f.s.
3
Area=O. cres '
1 Q2 = 0.85 c. f.
.-Qioc--2.96 c.
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Storm Water Detenti
in Parking Lot
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Exist Inlet Exist. 15°dia. Storm Drain
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Area = 1.67 acres
Q2 =0.55 c.f.s. 0 oo = 1.92 c. f.s.
— 5040
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NOTE: The "Existing Ground Contours" shown hereon do not depict the soil that has been excavated
from adjacent Parking lots and stockpiled on the Site
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POTTSI — P. U. D.
M.E.A. #: PLA-071-92
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Client: ARCHITECTURE ONE
By: DRM
Project No. PLA-071-92
Date: July 31, 1992
Calculations for Drainage Investigation for POTTS' - P.U.D. located in the SE1/4 of
Section 15, Township 7 North, Range 69 West of the 6th P.M., City of Fort Collins,
Larimer County, Colorado
Total Site Area = 1.67 ± acres
The proposed development of the site is to consist of the construction of 22 multi -family
residential units to be located in 5 separate structures.
EXISTING CONDITIONS - RUNOFF COEFFICIENT
From Table 3 - 2 of City of Fort Collins Design Criteria manual: Rational "C" Factor =
0.20 for Unimproved Areas
Therefore, at the Existing Condition for the POTTS - P.U.D. Site, 'U avg = 0.20
The site and adjacent areas drain to the existing C. B & POTT'S parking lot located to the
northeast of the site. The additional areas that presently drain to the existing C. B. &
POTT'S parking lot are: a portion of the most westerly apartment units located in the
"Matador Apartments" complex and the C. B. & POTT'S parking lot itself. The areas
include:
POTT'S - P.U.D. = 1.67 acres±
C. B. & POTT's parking lot = 0.62 acres±
Matador Apartments = 1.10 acres±
Total = 3.39 acres±
40 From Tables 3 - 2 & 3 - 3 of the City of Fort Collins Design Criteria manual:
Rational "C" Factor = 0.15 for Lawns and Landscaped Areas
= 0.95 for Roofs, Decks, Patios, etc.
= 0.20 for Undeveloped Areas
= 0.83 for Parking Lot
(per J. H. Stewart & Assoc. report dated: 12-3-90)
"C"avg : Lawns and Landscaped Areas = 39,116 sq.ft.± = 0.90 acre ±
Roofs, Decks, Patios, etc. = 8,800 sq.ft.± = 0.20 acre ±
Undeveloped = 72,714 sq.ft.± = 1.67 acre ±
Parking Lot = 27.000 sq.ft.± = 0.62 acre ±
Total Site = 147,630 sq.ft.± 3.39 acre ±
"C" avg = K39,116 x 0.15) + (8,800 x 0.95) + (72,714 x 0.20) + (27,000 x 0.83)) + 147,630 = 0.35
Therefore, at fisting Condition for Total area draining
to the C. B. & POTTS parking lot use - "C"avg = 0.35
TIME -OF -CONCENTRATION AT EXISTING CONDITION
Existing Conditions ® Sub -Basin #1 (Onsite only):
' Time of Concentration (Overland) = To(min.) = 1.87 [ 1.1 - (Cf x C) ] 4L(ft.) + 34S(%)
Distance, L = 200'± Elev. Diff. = 5042 - 5040 = 2'
Page 1 of 16
Client: ARCHITECTURE ONE
By: DRM
Project No. PIA-071-92
Date: July 31, 1992
TIME -OF -CONCENTRATION AT EXISTING CONDITION (cont.)
Slope, S = 2'+ 175' = 1. 1 %
Cf @ 2 Yr. Storm = 1.00 Cf @ 100 Yr. Storm = 1.25
2 Yr. To = 1.87 [1.1- (1.00 x 0.20)14200 + 341.1 = 23.05 min.
100 Yr. To = 1.87 [1.1- (1.25 x 0.20)]4200 + 341.1 = 21.78 min.
Time of Concentration (Channel): Grassed Waterway w/ 140' length @ 0.8%,
(Refer to attached Fig. 3 - 2)
Tch=L+Vx60= 140 + (1.5 x 60) = 1.55 min.
Tc=To+Tch =23.05+1.55=24.60
Therefore, at Existing Condition - Onsite,Sub-Basin #1,
Tc = 25 minutes
Existing Conditions with Offsite areas. Sub -Basins #2 & #3 draining to the existing C. B.
& Pott's Barking lot:
Time of Concentration (Overlot to existing inlet): Paved parking lot w/ 120' length @
1.2%, Velocity = 2.2 ft./sec. (Refer to attached Fig. 3 - 2)
N Tch = L + V x 60 = 120 + (2.2 x 60) = 0.9 min.
Tc = To + Tch + To1 = 23.05 + 1.55 + 0.90 = 25.50
Therefore, at Existing Condition - Offsite Sub -Basins #2 & #3
Tc = 25 minutes
RUNOFF AT EXISTING CONDITION
Runoff, Q =C xIxAxCf
Runoff from On -site, Sub -Basin #1, and Offsite, Sub -Basins #2 & #3, draining to the
existing C. B. & Pott's parking lot at Existing Conditions::
Refer to the following Tabular Form on Page 3
Page 2 of 16
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Client: ARCHITECTURE ONE Project No. PIA-071-92
By: DRM Date: July 31, 1992
RUNOFF AT EXISTING CONDITION (cont.)
Due to the limited capacity of the existing storm drain that will be receiving the runoff,
the available capacity in the existing storm drain is to be used as the control release rate
for the detention facilities rather than basing calculations on the "normal criteria"
release rate of Q2 at the undeveloped condition. The existing 15" dia. Storm Drain is
located at the easterly boundary of the existing C. B. & Pott's parking lot:
The original plan for Matador Apartments - Phase IV indicates that two (2) - 8" dia.
VCP pipes @ 0.4% slope were to be installed in order to control the discharge into the
existing 15" dia. storm drain. (Refer to the attached M & I, Inc. Report and Plan)
Therefore, the capacity of the two pipes is estimated to have been:
Q = 1.486/n A R*2/3 S*1/2 = [1.486 + 0.0131 x (0.35)(0.33/2)*2/3(0.004)*1/2
= 0.76 cfs (per 8" dia. pipe)
Q Total = 2 x 0.76 = 1.52 cfs
Future development potential exists at the Matador Apartments even though the
detention area designated on the "Phase IV" plan has not been constructed. Therefore,
based upon the potential future development of 1.10 acres, the apartment complex's
share of the available capacity is:
MQ2 = 0.30 x 1.65 x 1.10 x 1.0 = 0.55 cfs (Based upon Q2 at Existing Conditions)
The controlled discharge rate from the existing C. B. & Pott's parking lot is 0.18 cfs
(per the J. H. Stewart & Assoc. 12-3-90 report)
The available discharge rate for POTT's - P.U.D. is therefore:
Q Pott's-P.U.D. = QTotal - (QMatador + QC.B.&P.) = 1.52 - (0.55 + 0.18) = 0.79 cfs
PROPOSED DEVELOPMENT - RUNOFF COEFFICIENT
From Table 3 - 3 of the City of Fort Collins Design Criteria manual:
Rational "C" Factor = 0.15 for Lawns and Landscaped Areas
" 11 to = 0.95 for Roofs, Decks, Patios, etc.
" to to = 0.95 for Asphalt and Concrete Streets, Drives, and Parking
"C"avg : Lawns and Landscaped Areas = 29,802 sq.ft.± = 0.68 acre ±
Roofs, Decks, Patios, etc. = 15,912 sq.ft.± = 0.37 acre ±
Streets, Drives, and Parking = 27.000 sq.ft.± = 0.62 acre ±
Total Site = 72,714 sq.ft.± 1.67 acre ±
"C" avg = {(29,802 x 0.15) + (15,912 x 0.95) + (27,000 x 0.95)) + 72,714 = 0.62
Therefore, at Proposed Condition use "C"an = 0.62 for the Total Site
Page 4 of 16
Client: ARCHITECTURE ONE
By: DRM
Project No. PLA-071-92
Date: July 31, 1992
PROPOSED DEVELOPMENT - RUNOFF COEFFICIENT (cont.)
On -Site @ Sub -Basin "A":
"C"avg : Lawns and Landscaped Areas = 20,688 sq.ft.± = 0.47 acre ±
Roofs, Decks, Patios, etc. = 10,084 sq.ft.± = 0.23 acre ±
Streets, Drives, and Parking = 22.340 sa.ft.± = 0.52 acre ±
Total Site = 53,112 sq.ft.± 1.22 acre ±
licit avg = ((20,688 x 0.15) + (10,084 x 0.95) + (22,340 x 0.95)) + 53,112 = 0.64
Therefore, at Proposed Condition use
"C"avg : Lawns and Landscaped Areas
Roofs, Decks, Patios, etc.
Streets, Drives, and Parking
Total Site
"C"avg = 0.64 for Sub -Basin "A"
= 6,421 sq.ft.± _
= 3,380 sq.ft.± _
0 sq.ft.± _
9,801 sq.ft.±
"C" avg = ((6,421 x 0.15) + (3,380 x 0.95) + (0 x 0.95)) + 9,801= 0.43
11wrefore, at Proposed Condition use
On -Site @ Sub -Basin "C":
"C"avg : Lawns and Landscaped Areas
Roofs, Decks, Patios, etc.
Streets, Drives, and Parking
Total Site
0.15 acre ±
0.075 acre ±
0.00 acre +
0.225 acre ±
"C"avg = 0.43 for Sub -Basin W
_ 2,893 sq.ft.±
= 2,448 sq.ft.±
= 4.460 sgft.+
= 9,801 sq.ft.±
= 0.07 acre ±
= 0.055 acre ±
= 0.10 acre +
0.225 acre ±
licit avg = ((2,893 x 0.15) + (2,448 x 0.95) + (4,460 x 0.95)) + 9,801= 0.71
Therefore, at Proposed Condition use
Off -Site @ Sub -Basin "D":
"C"avg : Lawns and Landscaped Areas
Roofs, Decks, Patios, etc.
Streets, Drives, and Parking
Total Site
"C"avg = 0.71 for Sub -Basin "C"
4,300 sq.ft.± _
0 sq.ft.± _
22.700 sq.ft.± _
27,000 sq.ft.±
0.10 acre ±
0.00 acre ±
0.52 acre +
0.62 acre ±
"C" avg = ((4,300 x 0.15) + (0 x 0.95) + (27,000 x 0.95)) + 27,000 = 0.83
Therefore, at Proposed Condition use "C"avg = 0.83 for Sub -Basin 'D"
Off -Site @ Sub -Basin "E" (Matador Apartments):
Same as at Existing Undeveloped Condition
Therefore, at Proposed Condition use "C"avg = 0.30 for Sub -Basin' '
Page 5 of 16
Client: ARCHITECTURE ONE
By: DRM
Project No. PIA-071-92
Date: July 31, 1992
PROPOSED DEVELOPMENT -TIME OF CONCENTRATION
Proposed Conditions - Onsite ® Sub -Basin "A":
Time of Concentration (Roof to Ground) = 5 minutes
Time of Concentration (Ground to Street): Tomin.) = L(ft.) _ [Vel. (ft./sec.) x 60 min./sec.]
Based upon Velocity for 2% Grassed Waterway with L = 165' ±
(from Fig. 3 - 2) Vel. = 2.2 ft./sec.
Time of Concentration (Street Flow): T(min.) = L(ft.) + [Vel. (ft./sec.) x 60 min./sec.]
Based upon Velocity at 2% for 40'± of Paved Cross Slope and 0.44% for 60'± of Gutter
Slope
(from Fig. 3 - 2) Vel.(Pavement) = 2.8 ft./sec. & Vel. (Gutter) = 1.5 ft./sec.
TTotai = TRoof + Tc + Ts
Tc = 165 =- [ 2.2 x 60 ] = 1.25 min.
Ts=40=[2.8x60]+60+[1.5x60]=0.24+0.67=0.91min.
TTotal = Ts +Tc + Tr Therefore, T = 1.25 + 0.91 + 5.00 = 7.16 min.
40 Tc = (L 180) + 10 (from Equa. 3-4 of Urban Drainage & Flood Control District
- Criteria Manual)
Tc = (265 � 180) + 10 =11.47 min.
Therefore, USE 10 minutes as Time of Concentration for Onsite Concentration at Area
Inlet located in Sub -Basin 'IN'
TTotai = TRoof + Tc + Tg
Time of Concentration (Foundation to Grassed Swale): Tc = 0 since L = 15' ±
Time of Concentration (Along grassed Swale Cam) East Boundary of Site to existing C. B &
Pott's parking lot): T((mnn.) = L(ft.) _ [Vel. (ft./sec.) x 60 min./sec.] Based upon Velocity
for 1% Grassed Waterway (from Fig. 3 - 2) Vel. =1.6 ft./sec.
Tg=200+[ 1.6x60]=2.08min.
TTotai = TRoof+ Tc + Tg = 5.00 + 0.00 + 2.08 = 7.08 min.
' Tc = (L + 180) + 10 = (200- 180) + 10 = 11.11 min.
Therefore, USE 10 minutes as Time of Concentration for Onsite Concentration at
Sub-Basin'U'
Page 6 of 16
Client: ARCHITECTURE ONE
By: DRM
Project No. PIA-071-92
July 31, 1992
PROPOSED DEVELOPMENT - TIME OF CONCENTRATION (cont.)
Proposed Conditions - On -site @ Sub -Basins "C":
TTotai = TRwf + Tc + Tg + Ts
Time of Concentration (Overland from foundation to Access Drive, Tc):
Based upon Velocity at 2.0% for 50'± (from Fig. 3 - 2)
Vel.(Overland) = 1.0 ft./sec.
Ts=50+[1.0x60]=0.83min.
Ts = 0 Due to no swale in this sub -basin
Time of Concentration (Access Drive Flow, Ts):
Based upon Velocity at 1.0% for 85'± of Access Drive (from Fig. 3 - 2)
Vel.(Gutter) = 2.0 ft./sec.
Ts = 85 + [ 2.0 x 60 ] = 0.71 min.
TTotal = TRoof + Tc + Tg + Ts = 5.00 + 0.83 + 0.00 + 0.71= 6.54 min.
Tc = (L + 180) + 10 = (85 + 180) + 10 =10.47 min.
Therefore, USE 10 minutes as Time of Concentration for On -site Concentration at
Go Sub -Basin "C"
Off -site ® Sub -Basin "D", existing C. B. & Pott's parking lot:
Time of Concentration (Parking Lot Flow, Tp):
Based upon Velocity at 1.2% for 250'± of Parking Lot (from Fig. 3 - 2)
Vel.(Gutter) = 2.2 ft./sec
Tp = 250 + (2.2 x 60) =1.89 min.
T = T"B" + Tp = 6.54 + 1.89 = 8.43
Therefore, USE 10 minutes as Time of Concentration for On -site & Offsite Concentration
at Sub-Basin'D"
PROPOSED DEVELOPMENT - RUNOFF
Refer to the following Tabular Form on Page 8 for the runoff, Q, from Sub -Basin "A"
concentrating at the proposed area inlet at the southern end of the access driveway
on -site and from Sub -Basins "B", " G% "D" & "E" concentrating at C. B. & POTT's
existing parking lot:
Page 7 of 16
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Client: ARCHITECTURE ONE Project No. PLA-071-92
By: DRM Date: July 31, 1992
SIZE INLET IN PARKING LOT FOR SUB -BASIN "A"
The proposed inlet will be in a sump condition therefore, based on Fig. 5-3
Depth of flow over grate = 41.10 - 39.75 =1.35 ft.
Q/sq.ft. = 4.42± cfs/sq.ft. (interpolated)
Area of opening =1.39 sq.ft. w/ No. 12 Grate & Frame
Q = 1.39 x 4.42 = 6.14 cfs
Reduction Factor for sump condition = 80%
Q allowable = 0.80 x 6.14 = 4.91 cfs >> 0.58 c.f.s. (Max. release rate)
USE City Standard "Area Inlet'
DETERMINE PIPE SIZE
Q = 1.486/n A R*2/3 S*1/2
Consider 8" dia. Pipe ® 0.50 %
Q = 1.486/0.013 x 0.35 x 0.30 x 0.07 = 0.85 cfs>>0.58
Therefore, 8" dia. is sufficient but, USE IN'dia. to comply with Sec. 5.3.2
DETERMINE ORIFICE SIZE FOR SUB - BASIN "A"
Determine discharge opening from main detention area located onsite in access drive
turnaround (Sub -Basin "A"):
Orifice Equation, Q = CA42gh
A = Q �- C42gh
Q = 0.58 cfs
C = 0.65
h = 41.10 - 36.70 = 4.40 ft. (with opening at Center of 15" dia. outlet pipe.)
A = 0.58 = [0.65 x 4( 2 x 32.2 x 4.40)] = 0.053 sq. ft.
A=w*2 w=CIA
w = 40.053 = 0.230 ft = 2-3/4 inches Therefore, Use 2-3/4" x 2-3/4" Orifice
Opening to allow for trash.
Page 13 of 16
Client: ARCHITECTURE ONE Project No. PLA-071-92
By: DRM Date: July 31, 1992
DETERMINE ORIFICE SIZE FOR SUB - BASIN "D"
Determine discharge opening from existing C. B. & POTT'S parking lot detention area,
offsite Sub -Basin "D":
Q=0.18+0.21=0.39cfs C=0.65
h = 37.15 - 35.15 = 2.00 ft. (Max. HWL to Centerline of 6" outlet pipe)
A = 0.39 + [0.65 x 4( 2 x 32.2 x 2.00)] = 0.053 sq. ft.
A=w*2 w=CIA
w = 40.053 = 0.230 ft = 2-3/4 inches Therefore, Use 2-3/4" z 2-3/4" Orifice
Opening to allow for trash
DETERMINE DETENTION VOLUME
Determine detention volume provided for main detention area located in access drive
turnaround, Sub - Basin "A": .
Maximum HWL = 41.10
Area Q 35.80 = 100 sq.ft.
Area ® 40.50 = 7,100 sq.ft.
Inlet Grate Elevation = 39.75
Area ® 40.00 = 1,800 sq.ft.
Area ® 41.10 = 11,875 sq.ft.
Vol. = 0.25 x [(100 + 1,800) - 2] + 0.5 x [(1,800 + 7,100) + 2] + 0.6 x [(7,100 +
11,875) = 2 ] =
VoL ® Sub - Basin "A" = 8,155 cu. ft. > 7,047 cu. ft. therefore, OK
Determine detention volume provided in the existing C. B. & POTT'S parking lot,
Sub - Basin "D":
High water Elevation = 37.15
Area Q 35.80 = 100 sq.ft.
Area Q 36.50 = 7,300 sq.ft.
Area @ 37.15 = 11,600 sq.ft.
Inlet Grate Elevation = 35.80
Area @ 36.00 = 700 sq.ft.
Area ® 37.00 = 9,500 sq.ft.
Area ® 37.25 = 11,600 sq.ft.
Vol. = 0.20 x [(100 + 700) + 21 + 0.5 x [(700 + 7,300) + 2] + 0.50 x [(7,300 +
9,500) + 2 ] + 0.15 x [(9,500 + 11,600) + 21 + 0.10 x [(11,600 + 11,600) + 2]
VoL ® Sub - Basin'D" = 9,022.5 cu. ft. > 7,660 cu. ft. therefore, OK
Note that this is based upon field verified measurements and confirms the original
design calculations for the C. B. & Pott's parking lot. It also takes into account exceeding
the top of curb to the back of walk (approximately 0.1'of additional depth.)
Page 14 of 16
Client: ARCHITECTURE ONE Project No. PIA-071-92
By: DRM Date: July 31, 1992
DETERMINE ON -SITE SWALE CROSS - SECTION "A - A"
The proposed swale along the eastern boundary of the site is to be designed to carry Qioo
from on -site Sub -Basin "A" and on -site Sub -Basin "B"
Qioo = 7.08 + 0.88 = 7.96 c.f.s.
min.
Slope along Flowline of Swale = 1.0 %
Consider triangular section w/ 12 ft. top width and 1.0 ft. depth
A = 6.0 sq. ft. Wp = 12.2 ft. R = 6.0 + 12.2 = 0.493 ngrass = 0.030
Q =1.486 + 0.030 x ( 6.0 x 0.493*2/3 x 40.01)
Q = 18.5 c fs. >> 7.96 min. required, therefore at 1.0 ft. depth OK
Try @ 0.75 ft. depth
A = 3.375 sq. ft. Wp = 9.12 ft. R = 3.375 = 9.12 = 0.370 ngrass = 0.030
Q =1.486 = 0.030 x ( 3.375 x 0.370*2/3 x 40.01)
Q = 8.6 cAs. >_ 7.96 mim required, therefore, depth = 0.75 ft. @ "A!'- "A"
DETERMINE ON -SITE SWALE CROSS - SECTION "B - B" (Overflow from "A" - "A")
The proposed swale at the northeastern side of the access drive turn -around is to be
designed to carry Qioo from on -site Sub -Basin "A" onto on -site Sub -Basin "B"
Qioo = 7.08 c.f.s
Slope along Flowline of Swale = 1.0 %min.
Consider same cross-section as for 'B" - "B"
Flow, Q, at a depth of 0.75 ft. = 8.6 c.f.s. >_ 7.08 c.f.s.
Therefore, use same cross - section as at'B" -'B"
Page 15 of 16
DETENTION VOLUME DETERMINATION FOR POTT'S - P.U.D.'TOTAL SITE 1
Time w/ Rainfall (I)
Q100 Prop.
Vol. 61 Q100
Q dis.
Vol. dis.
Vol. Diff.
(min.) / (in./hr.)
(c.f.s.)
6u.ft.)
(c.f.s.)
(cu.ft.)
(cu.ft.)
10 / 7.25
9.38
5630
0.79
474
5156
15/6.00
7.77
6989
0.79
711
6278
20 / 5.20
6.73
8076
0.79
948
7128
25 / 4.60
5.95
8930
0.79
1185
7745
30 / 4.15
5.37
9668
0.79
1422
8246
40 / 3.50
4.53
10872
0.79
1896
8976
50 / 3.00
3.88
11648
0.79
2370
9278
60 / 2.60
3.37
12114
0.79
2844
9270
70 / 2.30
2.98
12502
0.79
3318
9184
80 / 2.05
2.65
12735
0.79
3792
8943
90 / 1.85
2.39
M30
0.79
4266
8664
At Q100 Proposed Q = CIACf = 0.62 x I x 1.67 x 1.25
CACf = 0.62 x 1.67 x 1.25 = 1.29
This is based upon detaining the diffeence between the proposed site conditions with runoff generated
by a 100 Year Storm event discharging at a rate of 0.79 cfs, the rate originally designed into the
existing Storm Drain system at the Matador Apartments.
Note that the detention volume, 9,278 cu. ft., is the volume determined for the entire
1.67± acre POTT'S P.U.D. site if it were to be concentrated in one detention area.
ARCHITECTURE ONE
POTT' - P.U.D.
Proj. No. PLA - 071 -92
Page 16 of 16 REVISED: 7-31-92 By: DRM
OFF -SITE DETENTION VOLUME DETERMINATION FOR COMBINED
SUB - BASINS 'U' & 'V'
Discharge Rate, Q dis., = 0.79 - 0.58 =0.21 c.f.s. Area = 0.225 + 0.225 = 0.45 Ac. ±
Runoff Coeff., C = K0.225 x 0.43) + (0.225 x 0.71)1 + 0.45 = 0.57
Time w/ Rainfall (I)
Q100 Prop.
Vol. @ Q100
Q dis.
Vol. dis.
Vol. Diff.
(min.) / (in./hr.)
(c.f.S.)
(cu.ft.)
(c.f.S.)
(cu.ft.)
(cu.ft.)
10 / 7.25
2.32
1395
0.21
126
1269
15 / 6.00
1.92
1731
0.21
189
1542
20 / 5.20
1.67
2001
0.21
252
1749
25 / 4.60
1.47
2212
0.21
315
1897
30 / 4.15
1.33
2395
0.21
378
2017
40 / 3.50
1.12
2693
0.21
501
2189
50 / 3.00
0.96
2886
0.21
630
2256
60 / 2.60
0.83
3001
0.21
756
2245
70 / 2.30
0.74
3097
0.21
882
2215
80 / 2.05
0.66
3155
0.21
1008
2147
90 / 1.85
0.59
3203
0.21
1134
2069
At Q100 Prop. Q = CIACf = 0.57 x I x 0.45 x 1.25
CACf = 0.57 x 10.45 x 1.25 = 0.32
Therefore, the portion of the Detention Volume attributed to Sub -Basins "B" & "C" to be
provided "Offsite" in the existing C. B. & Pott's parking lot is a minimum of 2,256 cu. ft.
at a maximum release rate of 0.21 c.f.s.
ARCHITECTURE ONE
POTT'S - P.U.D.
Proj. No. PLA-071-92
Page 16(a) REVISED: 7-31-92 By: DRM
RAINFALL PERFORMANCE STANDARD EVALUATION
IYXVJECT: Pott's P.U.D. STANDARD FORM A
.AMPLETED BY: Dennis Messner DATE: July 8, 1992
JulJulv 31 1992
DEVELOPED
ERODIBILITY
ASb
Lsb
Sqb
Sb
PS
SUBBA$IN
ZONE
(aC)
]ft(ft)
(t)
(feet)
M
M
A
Moderate
1.22
200
1.2
B
Moderate
0.225
150
1.3
c
Moderate
0.225
85
1.0
1.67
178
1.19
76.7
MARCH 1$$1 8.14 DESIGN CRITERIA
EFFECTIVENESS CALCULATIONS
PROJECT: Pott's P.U.D. STANDARD FORM B
COMPLETED BY: Dennis Messner DATE: July 8. 1992
Revised u 3
Erosion Control C-Factor P-Factor
Method Value Value Comment
Bare Soil 1.0 1.0
Pavement
(Drives & Walks) 0.01 1.0
Inlet Filter 1.0 0.8
Straw Barrier 1.0 0.8
Apartment Structure 0.01 1.0
Silt Fence 1.0 0.5
MAJOR
PS
SUB
AREA
BASIN
(t)
BASIN
(Ac)
CALCULATIONS
76.7
A
1.22
Pavement = 0.52 Ac.
Apartment = 0.23 Ac.
Open Ground = 0.47 Ac.
wtd C-Factor = (0.01 X 6.52 + 0.01 X 0.23 + 0.47 X
1.0) / 1.22 = 0.39
wtd P-Factor = 0.8 X 1.0 X 1.0 X 1.0 = 0.8
Eff•= (1 - 0.39 X 0.8) X 100 = 68.8%
B
0.225
Structure = 0.075 Ac.
Open Ground = 0.15 Ac.
wtd C-Factor = (0.01 X 0.075 + 0.15 X 1.0) / 0.225
= 0.67
wtd P-Factor = 0.8 X 0.5 X 1.0 = 0.40
Eff = (1 - 0.67 X 0.4) X 100 = 73.2%
C
0.225
Pavement = 0.10 Ac.
Structure = 0.055 Ac.
Open Ground = 0.07 Ac.
wtd C-Factor = (0.1 X 0.01 + 0.055 X 0.01 + 0.07 X 1)
/ 0.225 = 0.32
wtd P-Factor = 0.5 X 1.0 = 0.5
Eff = (1 - 0.32 X 0.5) X 100 = 84.1%
(68.8 X 1.22) + (73.2 X 0.225) + (84.1 X 0.225) ]
/ 1.67 = 71.5% < 76.7 Variance Requested
MARCH 1991 8-15 DESIGN CRITERIA
CONSTRUCTION SEQUENCE
1JECT:.FQtt's F.U.D.
STANDARD FORM C
SEQUENCE. FOR 19 92 ONLY COMPLETED BY:Dennis _Messner DATE: July 8. 1992
Revised July 31, 1992
Indicate by use of a bar line or symbols when erosion control measures will be installed.
Major modifications to an approved schedule may require submitting a new schedule for
approval by the City Engineer.
YEAR
MONTH
----------------------
OVERLOT GRADING
WIND EROSION CONTROL
Soil Roughing
Perimeter Barrier
Additional Barriers
Vegetative Methods
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 -Structure Constr.
VEGETATIVE:
Permanent Seed Planting
Mulching/Sealant
Temporary Seed Planting
Sod Installation
Nettings/Mats/Blankets
Other
1992 1993
1u4.1 Sept Octal Nova Dec.' Jan.IFeb. Mara Apr May June July
-----------......... -
xxx
No Wind Erosion Control Measures Anticipated Due To Site
Dimensions and Short Time Frame That Site Will Be Subject
To Wind Without Surface Cover.
XxXXKXXXKXXXXXXXXXXxXXXXXXXXXX
XxXXXXXXXXXXXXKXXXXXXXXXXXXxxx
.XXKXXXXXXXXXXXXXXXXXXXXXXXXXXX
STRUCTURES: INSTALLED BY MAINTAINED BY
VEGETATION/MULCHING CONTRACTOR
-%TE SUBMITTED APPROVED BY CITY OF FORT COLLINS ON
�, .,DI/SF-C:1989
DRAINAGE CRITERIA MANUAL
RUNOFF
C
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.2 .3 .5 1 2 3 5 10 20
VELOCITY IN FEET PER SECOND
FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR
USE WITH THE RATIONAL FORMULA.
*MOST FREO.UENTLY 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 6 FLOOD CONTROL DISTRICT
I . S5
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0 I 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)
R
T'o-Tv S - p IA,C.�.
STORM SEWERS
DRAINAGE CRITERIA MANUAL
Values o1 L and R
(full nlull
1.0 1.2 1.4 1.6 1.8 20 2.2. 2.4 2.6 2.8 30 3.2 3.4 3.6
1.0
0.9
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r
Hydraulic elements ° V , -, and �
Vull Qtull Afull ^full
IF = Actual velocity of flow (fps) A = Area occupied by flow (ft.-
Vfull = Velocity flowing full (fps) Afull Area of pipe (ff.2)
q = Actual quantity of flow (cfs) r = Actual hydraulic radius (ft.)
Ofuil Capacity flowing full (cfs) Rfull : Hydraulic radius of full pips(ft.)
FIGURE 8-1. HYDRAULIC ELEMENTS OF CIRCULAR CONDUITS (2)
1-15-69
Denver Regional Council of Governments
(DIRIGINki OITUIDI IMMOIGH
%AT
:s
�=�•,
3�.
CONSU
LTING ENGIN
EERS
4710 SOUTH
COLLEGE. FORT
COLLINS.
COLORADO 80521
•
PH.
482-8249
December 14, 1973
Bartran Homes
2048 Manchester Drive
Fort Collins, Colorado 80521
RE: Drainage Plan for Matador Apartments, Phase VI
Dear Mr. Bartran,
Presented herein is the preliminary drainage plan for the Matador
Apartments, Phase IV'development. It is the intent of the report to
outline a series of improvements which will provide a uniform degree of
protection from the anticipated runoff from a 50 year storm frequency of
3 hour duration.
EXHIBITS
Exhibit No. 1, the preliminary development layout map of the proposed
development with contours has been used as the basis for the presentation
of the drainage information. Directional flow arrows, drainage basin,
boundaries, detention areas, inlet locations and storm sewer sizes and
percentages of impervious and pervious land area of each basin are shown
on this exhibit.
DESIGN CRITERIA
Design considerations for drainage structures and improvements were based on
anitcipated runoff from a 50 year storm frequency of 3 hour duration as
recommended by the City of Fort Collins. The unit hydrograph method was
used to determine the amount of storm water runoff expected from the area and
the amount of detention volume required to retain the runoff on site. The
"Unit Hydrograph" (defined as the hydrograph of one inch of direct runoff
from a storm of specified duration) for the area was developed by Black and
Veatch in their report on "Storm Water Drainage Facilities for Fort Collins,
Colorado, 1971". The amount of runoff as determined by the use of the
hydrograph is dependent on the percentages of impervious and pervious land
area. These percentages are shown on Exhibit No. 1.
December 14, 1973
Page two
STORM DRAINAGE AREA
No off -site drainage areas are contributory to the area. The area is bounded
on the south and east by the Lari.mer County No. 2 Canal and on the north by
West Elizabeth Street. The majority of drainage from the existing Matador
Complex and the future commercial area will not be contributory to the Phase
IV development.
DRAINAGE PLAN
The general drainage plan for the project is shown on Exhibit No. 1. The
intent of the drainage plan is to retain all runoff from the area in
detention areas and to discharge the water from these areas at a controlled
rate into an existing storm sewer line which parallels the east side of the
project.
Runoff from Drainage Basin A (1.28 acres), B (0.94 acres) and C (1.58 acres)
will be detained in portions of the planned parking lots within the basins.
The portions of parking lot to be used for detention areas will be depressed
at least 1.0 feet to provide adequate detention volume for the anticipated
runoff.
Detention area A will cover 0.30 acres and provide 0.30 acre feet of detention
volume. Detention area B will cover 0.22 acres and provide 0.22 acre feet
of detention volume. Detention area D will cover 0.45 acres and provide
0.45 acre feet of detention volume. The City of Fort Collins requires 0.29 11
acre feet of detention volume for 1.28 acres (Drainage Basin A.) of developed
land, 0.18 acre feet for .94 acres (Drainage Basin B), and .37 acre feet for
1.58 acres (Drainage Basin D).
Runoff from Drainage Basin C (2.66 acres) will be detained in a detention
pond to be built in the northeast corner of the basin. The detention pond
will cover 0.25 acres and be at least 2 feet deep. This will provid " .50 `
acre feet of detention volume. The City of Fort Collins requires ;0r.44 acre_
feet of detention volume for 2.66 acres (Drainage Basin C) of developed land.
Storm water will be released from the detention areas through controlled outlets.
Discharge from the areas will be carried in storm sewer lines which will be
conntected to the existing 15" storm sewer line that runs parallel to the east
side of the new development.
CONCLUSIONS AND RECOMMENDATIONS
According to this analysis, storm drainage from a 50 year storm frequency of
three hour duration can be retained on the development without flooding the
proposed improvements and then released at a controlled rate. It is recommended
that:
1. Overlot grading of the development be done in such a
manner that drainage will. be carried to a detention
area.
December 14, 1973
Page three
2. The drainage facilities and detention areas be
constructed as shown on Exhibit No. 1.
I trust that this report has successfully answered any questions you may
have regarding drainage and drainage improvements within the proposed
development. If you have additional questions, please do not hesitate to
call the undersigned.
Very truly yours,
M & I, Inc.
Larry Stanton, E.I.T.
JJames�M./avid ors-;'P.E.-L.S.
LS/JMN/sw
G
n
%
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%
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oe
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Post Office Box 580
%
`484
_:Telephone 303 -4220
.. .. ... Fort Collins, Colorado 80527
-7
December 28, -1973
.. . .. ..........
Z
Mr. t-7 Larry 7.Stanton: .
I'; Inc Consulting-'E Engineers
4710.'-South"Col lege
Fort Collins.'Colorado =80521:"ey-'
4,
—0.
—.7
.. ... ... ...
_!Z: ..;r_
e' arry D ar- L
7.
-I have reviewed the preliminary drainage f an or se,IV of Matador
_nApartments -and'found. a -few -items which we would:like to have on the final.:
plans
:First we
..will need to know the capacity bf the* 15-inch pipe.east from
0 manhole and the amount of water which- is now designed to
the northern -most
flow into the south end of'this 15-inch pipe. -Also show the capacity of the
existing pipe, through* the proposed- -improvements
y ou, shouldalso* show, thit"the -four- out let pipes, 'which are proposed,':
Ze,,.Iat
will
n -will,have...to be
'not overtax the existing pipe...-- -Either the slopes
flattened to -decrease the:.capacityLin.the.l2.-inc
h -7pipes or., the size -
of -the
outlet-* pipes. could be l6iiWied to 8 inches`i'�: It -should dlso* be -considered: that
ntaine ---.--'
theseS-inch lines i4ill"n6t"�bein 1"e-asements 'and.. will. not --'be mai dby.
the Crty_- of Fqrt_Collins._._.Z:�,_...
A
6s hew'developments
..the good . -requir ;Nowfor newi thd City! of -Fort C61111is
retain. only :.the additional runoff which is' .generdted bythe development,
-
-np -a 1 runoff This --should. Cut your detention -requirements by.from 60 -t0
80 -percent through :this
R If'bA -t is matter -_Pldas�e.` _t'-hesitate to -contact
you have.any questions h t don't
me
..... ... ...
... Sin6erely:yours
_7
No Text
i7
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43 a .
h0 p�
1 M.N. 8-1 g� 41 INV. 16' R.C.P. 53.IS / ' I EXISTING STORM INLET
INV. B' V.C.P. 52.T2 INV. e' V.C. P. 53.84 INV, 5' V[.R 55.1, Z
j` T�0,r
V. 10'R.C.P. 62.39 fl tfHll+� fi7 I µ7iy lii i%'RC-P 54.55 .Q
INV. EXISTING N.H. �^�J EXISTING 16' STORM SEWS" V.C.P. TO B TAPPED B 94OUTED INTO EXIST. 15'R .. J
INV. ID" R.C.P. 53.34✓ - �r 120• — —�- �' �� GEXISTING 15' d
INV. 8' V.C.P. 53.33 I S8' �' �' '� � � � —� Q
CU. FT. /SEC. CAPACITY $ S — .-• DETENTION AREA "C" ■
flL _ ° i SURFACE AREA 0.2 ACRES + z
�J 8 STORAGE VOLU �. 0 50 ACRE FEET
[!T Io' or e' v.c r LINE To I . '
E SAC"FILLED WITH CONCRETE iu 1! O
0.75' Or OUTSIDE NAMETLR ■� TOP OF INLET EV. 56.00 I r 0
PIPE �o ; INV. B VCR! 53. 4 ■ LL
O
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-90 I 1 I wV. C vc.r. ss.Iv I•-2.6 ACRES I u O u) w
.- I ! I I I I I ' I I■ I 17% 11 PERVIOUS 83 % PERVIOUS cc
PARKING LOT DETENTION AREA "B" ■ m a{I{�{t "ftifla�atatiflal{I{lal{I{I{I{ { is Is I al
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1 . I STORA .22 ACR —� 1 m `ti
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45
_ I
DRAINAGE BASIN IIB1I , _ _ y /
J / ems- I■I
W • 0.94 ACRES , ■_ I I�^� / (] 1 \/ — M.X. 8 2/' z
\ J 2 \\ / / 40%IMPERVIOUS v / _ 1. 8- I SIN /r. N. S6 2.- — �• /co
M \\ -60%PERVt0U5 ��r \V/ �� ��'� —�� W
W 9 \ ■ I INV. E. 5504 V.'W.'.riB.32 ■
P ( � �. ..m \ � l INV 4756.04
1minim i Ills lil
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kk,� �". r �,_- Ill Il� I ■ I o.40>, TOP OF INLET
o I. ' �.. I.. I I I I _ ELEV. 58.°0 i
1 ` SSS T P OF IN E I { r c INV. B" v.c. P. 66.7e
)11`��111 `NV o V_e P.°ss.°o I I i �� + I PARKIINO LOT ;DETENTION AREAON
Oq0}. r /
Q90 1 Ii11I`\ 0 PARKING LOT DETENTION AREA "A'� �. h I _I`' / D A L o141 RI5 S RFPC RF A 3 R[[ S I 1 tVmI 6�U E 0�30 AR EE7 - 570ELU E 5Cf�E FE T /
i / I� i 1 / v
s !ll ti Af d / M i
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\ DRAINAGE BASIN % • \ T2%SMPE I y
GL BASIN RDN �
1 ■ C E9
'mom-) -1.20 ACRES 4 \`�_ 20%PERV IOU9�
�9 ` w ( 63% IMPERVIOUS y -
QS 37% PERVIOUS
I ' 1
Big
�9QS
DRAINAGE ARROWS
CATCH BASIN
�� II■ul DRAINAGE BASIN BOUNDRYS I
...•.... DETENTION POND BOUNDRYS
— STORM DRAIN PIPE (R.C,P.) I
I
REVISIONS
BT—_DATE DESCR._—_— ORA'RN_—`•" }_CNECKED Le'•A DATE Dec. 1975 M & �, INC. � MATADOR APARTMENTS `- !NEE* BY�_OATE. OE ---SCR !GALE !*a Sol APPROVED Cl)7 PpOd pO a>t•o,e. OON/OLT1M0 VIN01NooR• pRAINAGE' PLAN —EXHIBIT NO. I [sm! GATE SCR _ _ E"OR9' COLLINS OOLORAOO PHASE IV
' ; 3
1
I
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C0 1BELL
f=Awdw
992
ExISTNG L4RDecwm6
KJ
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7
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a
POTTS PAWING ISSI
I UNDESIGNATED
EXIeT m .
rmrnNroe MATADOR PARCEL
x
el
9T m••
� .f=OTTO6LY.p
LANDSCAPE/PAVING PLAN
SCALE: 1' . 30'
0
LANDSCAPE NOTES
1, ALL P-MT MATERIAL SHALL COMPLY WITH CURMNT AAH STANDARDS, FOR
NO. I MATERIAL NURSERY STOCK RANTS TO MEET OR EXCEED SIZED
SPECIFIED.
2. ALL OPEN AREAS TO CE SODDED WLESS OTHERWISE SHplµ SOV
SHALL BE FESCOt BLEND FREE FROM WEEPS. bD SHALL NOT
5E LAID CLOSER THAN 24" FROM CENTER OF SHRUBS AND 2'PROM CENTER
CP TREES. SOD SHALL SE PROTECTED FROM DRYING OUT
3. ALL LANDSCAPE AREAS TO HAVE AUTOMATIC IRRIGATION SYSTEM
COTL9ISTTN OF A OOMBMATIW OP POP-YP BROADCAST SPRAY HEADS AND
DRIP IRRIWTION DIRARA-OOMRAOTgF�
•- -p�r■M (RI.E' R FOR AFFINVAL SEFORE INaTALLATIQI IRRwATILN
Sl'Slp1 SIYLL UTILIZE THE RPLLOLNG EOUIP'MENT tqR EOUALA
-HAMM TOJCN COMMAND DW PROI CONTROLLER
-DRIP ROSGAnOTI FOR ORRIB BEDS
-RAmm 1SD4 POP UP SPRAY HEADS IN SOD AREA SPACED 'HEAD
TO HEAD.
-165 FE SCO SACKFLm FFE VENTER OR MR CITY CODE
-HARDIE 700 SERIES ALTO VALVES
-ALL CONTROL VALVES TO BE SET IN STM'DARD SIZE VALVE BOXES
4. ALL EXISTING TREES SHALL 5E PRNED TO THE CITY FORESTER'S TEDIUM
fidNE STANDARDS".
S. EXISTNG TREES TO SE SAVED SHOA.D BE MA D WITH PROMINENT
IDENTFICATIGH WHERE TREE TRA%S ARE APT TO BE DAMAGED. THEY
SHOULD BE PROTECTED WITH METAL POSTS AND SWJW PEKE.
6. HEAVY EOJIPMENT SIKULD NOT BE ALLOWED TO COMPACT OVER
THE SOIL OVER THE ROOT ZONE OF EXISTING TIEEA
T. ALL LANDSCAPING MUST BE INSTALLED CR SECURED WITH AN
IIdEVCCASLE LETTER OF CREDIT, ESCROW OR FEI6CRS-1410E 0.OID
POR I W THE VALUATION AS INDICATED ON THIS PLAN PRIOR
TO THE bSUANCE OF A CERTPICATE OF OCCUPANCY,
S THE OWNER SHALL PROVIDE FOR PERMANENT CARE AND
MAINTENANCE OF OPEN SPACESLANDSCAPING. AND P4JQ IRtl LOTS.
* LANDSCAPING CONCEPT dID WANTTES:
NO EXISTNG SKNFICWJT TIMES WILL BE CUT. BERMED, LANDSCAPED
ISUIPER AREAS WILL 5E INSTALLED AS &INN AT THE PROJECT
�SCAPING MAMMALS SHALL OF ARRAN! ED !O SCREEN
-� MIDTI LIVYY 1eUT6, Q 6PAMS.
AND SURROIImS SHALL INS PROVIDED Ab MI
TIR:ADLE plTYffN ADJACENT III AND DECKS. TYPICAL =ANTITIIFe
EACH WIT SHALL 5E ALLOWED 2 DECIDUOUS, I CONIi£R'VS AND I INTER-
M IAIE CONIFERC US TRIMS. TREES ARE AVERK£D PER-I.NIT O2ANTITIES
TO 5E INSTALLED WITH CONSTRUCTION OF EACH SULDING, PATTERNS ANC
GR"PING5 6 w_ =RIALS MAY VARY ON DIRfRENT dULDINGS.
�IjTN 41HLN OF4.p CsTH
PLANT MATERIAL SCHEDULE
KEY _ '. G CIN NAME
BOTANICAL NAME
SIZE
$PALING
F#
5
RADIA T CRAB
MA HI DP'RADIANT'
INy CAL
PER D IF
AP
2b
AIIDTRAN PINE
PAib NIGRA
6' HEIGHT
15. 00
OD
D
COLORADO B a SMI
PIMA P.➢Y EN5 GLAWCA
6' REIb?
AS OO.
61-
IS
pCTLRE HONEY-OCUITM
ALEORBIA TRIACANTHOS NTflHID
2-CAL-
W 00
YKYLIE'
RL
a
MARSH LL.5 SEEDLESS ASH
FRAXNIS PEIWYLVMICA
2.OAL
4OL
MNtlHALL'5 DEEDLESS'
JC
•
M CRWEEN JWIPER
JWIP£IOID SCORILORM'CMOOEEN'
VWEIGHT
20'O4
EA
I
SUROM A4 MM TARN ASH
SLIm'Y NILYPARIA
2• CAL.
PER DRAWING
Ti
SO
TAMMY JWR£R
ANIPALD 6AENA'TAYAROCRO IA'
5 Gµ.
4' OC.
DV
6
LILAC, COMMON PW E
DYAbA WLGARI5
5 GAL,
4' OL.
Ka
H
POTENTILLA, GOLD DRY
POTENTLLLA MITICCOA FARMER
CQD ROW,_
5 GAL.
3' OG.
AMP9" CHNENSIS OLD GOLD'
5 GAL.
4' OG
EC
13
5'JR IM tlRH. CQTACi
SJII Q16 ALATW CQTACTA
5 GAL,
4' OG
SS
11
5PIMA, ANOWH D
MIRAAA NRIYMICA tHW ITOUNC'
5 GAL.
3' OG
6
10
D V' D YELLOW TLIG
CGRWO ST0.WRERA FLAVIRAMEA
5 GAL.
3' OL
LG
NONETtlICKLE, EMERALD MONO
LOWICERA XTLOOTEIM CGTTACTA
D GAL
4' OZ.
RIp
yry
W
PEgypR(LE' NY'
VMCA MINOR
2y POTS
2- Oc
M1LAMJ
0
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RILroERNG
2y Trott
n• Oc
PERENNIALS
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OLLlNER CERTIFICATION
M YEIMYRo. s[Ne M LrRE N!R w
M PawRRT Gitf' ®T i1R MR NM.
wA. aRFT MMT IfOT M
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64P Mrt Fl/x
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4 11;WGL WWRA PAL
PLANNING AND ZONING
CERTIFICATION
MOTm Ri M NRWI �O mYtl
a :'o AY
ATTORNEY CERTIFICATION
uxF6 TO I,yT Tw1 Tw .w
_ u MTTM1FTOM
wRMLDAW
AVD p.Y�rRo
M ORa1R w 1Rcoo a rm PIUPRP-
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VICINITY PLAN
KG.c. , 1000
=1
IIDAAI
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Rml
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/(
p1lIGIN roP T
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�TIIA)bFORI
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TACO I A'110001d
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CB. POTTS
•� — i Q
4 • Q
`. EXISTFtl
DEDICATED
PARCMG 4 —
" I ACCESS
EASEPEIIT
SITE DEVELOPMENT PLAN
LeC.L%L DE5CRIPTION
A RORTICN OF "HATADq¢ APAR S e1GDIVIeICN RIASE Iv
IT. THE CIR OF Fd[T CCLL", C4IGRADO', LOCATED N T11E
yyTllApT QE-yARTER OF WCTIQ 9, TC W alWr I NORM,
lultl 6e Me?, OF TWE 6W Pn, LARIKR C JODLCllADO
SITE DEVELOPMENT DATA
LOT AEA 72,1131 OF (IN! AC)
111LDR6 FCOTPRNT AREA 0,512 OF }} t
P.}ISCMG. W AND DRIVES }Tjmav EF 31 i
LJI06CAPCp AMA5 alROu EF Al s
",pXIlAfI 1LILDRG WEIWT 26'
E AS'IK ZW RH M14H DENSITY WaIDENT4
6 etTEET 10 R 141
^FACESP VIDED 39 SPACES
THE DE VELOpMENT U TAWS }} APART'ENT WITS.
EKu WI' NAa } BEDINOI'Po AND IS }-STg FRA1E
=GT'9'W+C'iCf1 THE (sROSS FLOOR AREA OF EACH WIT
6 "A N cLCOR 636 SG M FODT
2M cLQ 513 YJJAIE FCOT
'OT4 II49 ARE FDOT
-WE'O'AL RESIDENTIAL DENSITY FOR THE ENTIRE
oLD. (GRJSS) S24 WITS - 1665 ACRES• 13b
DMLLJK W'TS F£R ACRE IDLPAI
-:TFNERAL NOTES
REIER -G _. _APE PLAN FOR ALL LASPCCAPNG
n+PR')v£TEI.'5 AND RELATED NOTES. MPBt TO
LAVDE P'LA4 FOR FENCMG DETAILS.
i. RERR TO SITE DRAjN PLAN AND ORAI IEPCRT
cOR P4RICRG LOT G 11*2 Alm D IkoXkE IIFCRIATICN
AVD'CPPaRAPHIC DATA
3 NO DEvELOR T 1DENTRICATICN IS PIGPCEED PCR
'I+E PROJECT MISCELLA`E" TRARIC, DIRECTIONAL
AND B.x_DING IDEMFICATION 51wACE WILL BE
PROVIDED
4. !HE DEVELLq-IENT F ADWAY Af PARCMG AMAS
ARE OWED AND TIAIMARED.
5. TLCJ } BBC'CLE PAWING AREAS AM PROVIDED
FOR 'LE , TS JI'HOJT GARAGES. METAL BICYCLE
5TC4,:GE RACKB WILT BE PROVIDED.
6 'Rh91. CGL_ECTICN WILL BE BY A MVATE CCNTRACTGR
N9'4 DEL IVERT SHALL BE TO IEIOWSC OVJ
DEC rSRY 4 COLLECTION BOX WIM MDCCL.
5'E _ Gy: z WILL BE BY dIILDING MOMTED AND
'WE 5't LING FIXTUM6. SITUATED Alm DIRECTED
SC A5 NG' Io CAUSE GLARE AT ADJACENT PROPERTIES.
S A _ eARKIW, SPACES AT WITS WITHOUT GARAGES
5L,AL, BE 9' T BY IT FOOT SPACES. FAIR (4) WA ICAP
'PACES ARE FROVIDEO AT 13 EDDY BY n POOT. NO
"o'OR.,C_E PARKING IS FlB P. GaED.
a YWE ° , eA-EL' GUNEO NEE HNRANT AT TILE EAST
�Wy LINE HAS BEEN INSTALLED AND MAINTAINED
BY A D 'OR THE BENEFIT OF TIE MATA APARR'IENTS.
'L 5 FIRE L,TDRANT / THE 6" WATER LINE TO IT WALL
BE RE110`!ED AND RE_OCAMP TO A POINT 5 FEET WITHIN
YLE MA'ACO _vART"ENT5FROPER'Y. ANY LANDSCAPING
CR.RNC NG J 5-_RBEG B- -LI5 L SLALL BE MPLACET
yam! T IOIB� 5 ^.AWLETE THE POTTS' PJD, WILL LAVE
-4D RESMI W LITKS LF WlIRbVT, MAMlGiA4CE. Q!
ACCESS N RELATION TO TINS FM HYDRANT.
0 �� SL+ICLE OuMS WIICH D INS THE 24 FOOT TRAFFIC
_ArvF SSA_ L BE PANTED RED. SIX SIffJS WIICH READ
NO -AEKNG - YM LA,IE" WALL BE PRJVIDED AT
_Oc4_ ONE 8410J
WW
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LEGEND1+33 •
2
I ndicetes
Existing Surface Spot Elevation
21.3
Indicates
Proposed Surface Spot Elevation
----23---
Indicates
Existing Contour Line wi Elevation
--- 23
Indicates
Proposed Contour Lim w1 Elevation
23A66 ToC
Indicates
Proposed Top of Curb Elevation
WDNDRI
Indicates
Existing Sub -Basin Limits
Indicates
Proposed Sub -Basin Limits
QIndicates
SuDBasm Designation
A
Area facial
�—
Indicates
Flow Direction
4�
Indicates
Point of Concentralion
NORTH�
0
er_ALE
0 , r . w e
Pry
30 45 60 � j N,
W_IT
Ol5 Minimum
DRAINAGE SWALE TYPICAL SECTION
al4o-Scala ("TYPICAL" for"A-Ae & "B-B")
NOTE that the location of 'Swale' towline may vary horizontally
in order to avoid conflict with landscape plantings.
AR
A2
i A5
a - �� r— _
°'.E4595 42
�Y
142.
PNPO°
\ \ 4, 'A
SWATS, _
"F"
At p
/ 6TOfIMWATER DETENTION S1 AM
REOI1aDK .lm7mR REWIRED tOILE.1}pa.11.
a.W LpIRSF - ciww a PV W 'gLLRfE . a0pm t
R IN L.4110 H. W L.31.15 �I
SIPF.ICE AREAOHWL.IIO5A A 3IKALEA1EAeHWL.116 X.
PEAK snwr . o .os u.L FLAX DScl..lr.. o .ON °tA
NOS Tr wsm.�aPma,i, a.HmwSmeaie A In _VWaamee 1
I aMwialmw3MP.T NITR-P Ian.mb5vbaaeawea .� ref APaweY ro.a lr inuw MLya Put ralsa,cam.ee
ToolArta. Ia/Se anai4. 1721 gOaY1e . 3 A t aal
Row l-C NnUr. 0 No OniY. to AS a OAR ec r a is a 1. to a, Maim,
OnaiYron,m (I cu. 0w.I%L1.
Oaaim Rewa. Va.lm,fA ciri cra.
TWRem.R O..LWefA Oie.AtB eft
/E 167 a' PIA p ATg pRAAi
OmWIMafWDLagw_ — e•eo —
mulAm= IOR:ama oiwu.o.SESe,ti gaim.aatana
runmml'C forth, 0ex a's Omit note, ao At.l. lose.
00.15M w E%lei MYYCLR/AB£
Qinm Runts ya.Mlas. SRI 9"aF IM9 EL[V.]A'b
G nY Powa: Q'.lfera. gr. LMt[a .•SE"W
TnWRLWO gL.Waa Qw. Hlocra 45
AmmAiuem NOn�useemmYdatallm Rtllitran Flapua Meeting
'amnmaBytl nh JemyavWratsaEmum AiNaara mN4
D Se, tf a. taN Mama Y witty Mbyulayy M RllTa - POD MAI
T.a3 mRa'Aaflw Yrl.P`eaMMmW Ae.eem.ulxa+em Rs
w>Y•su 4P^`Nw1 dfa wiNu t6mADMC. N. a MYp�tiq W
INt a IOYA immiAawrm W eenb> W eY. TletYal.tlua Mqa
mmMe.e rorre.Pu D .ee um c. e • romA o-�tim a i. m u.
m�mmm eFl,EAO n,. rt.
gM�Bapp$apllpy
C�v aN6 fLYelAr: A. �tA�
fs ANe, Am Ratiul Y'«'PNa. 'f�.�m
cW pdeOen V}.�AcIAt. O6i1e MYed_3glLcf/at-
Pi6itu
Lou
0ti;`
�� .a
y
NOTE: The High Water Elevation for the on -site detention area is
II
GENERAL NOTES. .
1. Place *Area Inlet Filter Straw Bales' immediately after the Area Inlet has
Dean constructed and the surface SurroureciN the Inlet has bean brought to
subgrade. Remove In Order to Place paving and replace following paving
operations. The 'Filter' is M remain in place until Slab time as the site _
landscaping is 50 > Complete.
s 2. Place'Straw Bale Dike Chancel Applica6on'immendately after the site
6 grading has Dean Performed and any utilities that are to be placed along the
as 5terty property line are in pace. I Me S raw HaieS are t0 remain in place
0 - -until So l time as the Portion of the Ianclospirg m lg the 6asteny pmperry
j line IS100ee complete.
3. Upon Completion and acce0tance of the drainage fac obits indicat hereon
the main n of an drainage facilities associated 1 AI this tlev oprmnt
i� rm t responsibility of the City of Fot C Iliny Storm
L�--00)MW
Os-04pcls
all
Can -I At
e
all
t
�
=SyVt
g!
j Tzi
T P Of q 0
DRAINAGE SWALE•
n-a8N-1Ba
3Z
Dm
Do
AZ
Um e '
r U;d 2.39cN
all
L`~
Ear
s w
\ euleTwa iwauL p TM Or r ev
aY Tr eIYNE
40
Gram =
•O.
MXG,YLfQ
Or =AR10
d .0.3
-
109%
aG'e
3516±1n'v&
Co_
wl 4
n
T
PEODL
303
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.
rfL.33/S
5
q
3
It
_
IVNIOLE OrRR
qAM a iQR
Ne•NWTt uELT
naraoLe A.I
F'RIVgT-
ADS
G]3�
INLAND UPSTREAM MAIN
90II.ATTRAL. WITH DEFLECTOR
DIRECTLY OPPOSED LATERAL
WITH DEFLECTOR
MAD LOSSES ARE STILL 9RC96SIVE
9SWlAICAATLT LESS I'll "IN
FOR MANHOLES
COY OF FOR COLLINS. COLORADO
0 0 i
O O
« L
A vrW «•^•w• 1° A �7149L
t,. t
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c
semlox A -A SECTION re, • • • ` , O
nI ...ANY n.vA rCRu na arc
""-""'°^ CITY Or PoAi 0 f. COLORADO
Potion Plata Or«Iy Over Is- 0e Dona Pipe
with Ortlm Charing at the Invert of the Pon
S ud BDIn Samnrq
Pairsto Inbt Wal tq' Stml Plate
MPICAQ 2W
Omeas owmi„_ "
1 Itr I T ur
ORIFICE PLATE DEAIL
Mitt scale
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-Ruder Coal 1RANNQeIR
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Thru EA ng Parking Wls to Nam and
WHINk MIN
Foil, as par existing conditcn.
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aPmammaaiaaWY,i LAW
eH
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fr A�
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PIA-071-
SHEET
4 of
STORM DRAIN PROFILE