HomeMy WebLinkAboutDrainage Reports - 01/13/1998I
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Nnad Approved Report
DRAINAGE INVESTIGATION
FOR
MYRTLE STREET VILLAGE APARTMENTS
TO BE LOCATED ON LOT 7 AND THE NORTH HALF OF LOT 89
BLOCK 106 OF I ARRISON'S ADDITION TO THE CITY OF
FORT COLLINS, LARIMER COUNTY, COLORADO
Prepared for
Rocky Mountain C - M, Inc.
P. O. Box 9555
Fort Collin.., Colorado 80525
March 1997
Project No. GRD - 241- 97
(Revised: November 25, 1997)
W1900M I8 Enaineerh g Assockrtes
150 E. 29th Street, #238 Loveland, Colorado 80538 Iblephone: (970) 663 - 2221
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November 25, 1997
Project No. GRD - 241- 97
Mr. Basil Y. Hamdan
Stormwater Utility
235 Mathews
P..O. Box 580
Fort Collins, Colorado 80522-0580
Dear Mr. Hamdan,
The enclosed report represents the results of the drainage investigation for a proposed
apartment complex to be located on Lot 7 and the North Half of Lot 8, Block 106 of
"Harrisoes Addition" to 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.
If you should have any questions, please feel free to contact this office.
Respectfully Submitted,
MESS R Engineering Associates
Dennis R. Messner, P.E.
' DRM/mkm
' Enclosures
ce: Rocky Mountain C - M, Inc.
Civil and Environmental Engineering Consultants
' 150 E. 29th Street, Suite 238 Loveland, Colorado 80538 Telephone: (970) 663-2221
TABLE -OF CONTENTS
Letter of Transmittal ,
Table of Contents
Scope
Site Description
"Historic" Conditions
Proposed Development
Erosion Control Measures
Conclusions and Recommendations
References
Drainage Summary
Erosion Control Cost Estimate letter
EXHIBITS
Vicinity Map
Existing Conditions Exhibit
Proposed Conditions Exhibit
Proposed Grading and Drainage Plans
Calculations
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SCOPE
The following report represents the results of a drainage investigation for a proposed
apartment complex to be located in the * Northeast Quarter of Section 14, Township 7
North,_ Range 69 West of the 6th RM.in the City. of Fort Collins, Larimer County,
Colorado. The investigation was performed for the project manager, Rocky Mountain
C - M, Inc. 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 the. 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 building 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.
The site is rectangular and contains approximately 1.15 acres with one-half of the
adjacent streets and alley considered. The site's East-West dimension is approximately
250 feet (190 feet without one-half of the adjacent street and alley.), and its North -South
dimension is approximately 200 feet (150 feet without one-half of the adjacent street and
alley). The site abuts the easterly right-of-way of Howes Street, the southerly right-of-
way of Myrtle Street and the easterly right-of-way of the alley. The site is located in the
OLD TOWN DRAINAGE BASIN.
"HISTORIC" CONDITIONS
The' site is a well established residential area and is surrounded by streets, alley and
existing residential, commercial and professional office uses. The site contains five (5)
residential structures. The site's ground surface slopes are considered to be extremely
flat and range from 0.4% to 0.6%. The "historic" direction that the site slopes is from
South to North toward Myrtle Street. The site does not have well established and readily
definable drainage patterns: For the purposes of this investigation, five separate basins
have been considered for the site. The basins coincide with the basins determined for
the site after the site is redeveloped.
The area to the South of the site is residential in nature. The rear yards and the rear
portion of the structures for one and one=half lot to the South have been considered to
contribute to the drainage on site. The area in the front yards and the front portion for
the structures have been considered to drain to the North and West to a storm drain
inlet located at the East side of the Southeast corner of the intersection of Howes Street
and Myrtle Street. The area in the front yards and the front portion for the structures
have been considered to drain to the North and East to the curb and gutter in Myrtle
Street at the North side of the site. The run-off that accumulates in the gutter flows
easterly to the corner of Myrtle Street and Mason Street. The run-off flows into a storm
drain inlet at this intersection. The alley located at the East side of the site drains from
South to North. The alley has a minor cross 1 slope from East to West.
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1 All of the run-off from. the site and the offsite area that drains onto the site is directed
into the storm drain that is located in Myrtle Street. The storm drain in the block
' between Howes and Mason Street is a 24 inch diameter concrete pipe. The storm drain
flows easterly and northerly through the "Old Town" area until it discharges into the
Cache .La Poudre River.
••eI . 1 1 MMUTVD
' The proposed redevelopment of the site is- to consist of the removal of the three
structures located along Myrtle Street. The two structures at the southerly limits of the
site that face Howes Street are*to be retained. Three four unit apartment structures are
' to be constructed along Myrtle Street. ' A duplex structure and parking lots are to be
constructed along the alley and at the central rear portion of the property.
As previously stated the run-off from the site flows to Howes Street and Myrtle Street.
The street improvements and the storm drain situated in Myrtle Street are the only
drainage facilities available to accept run-off from the site.
' The City policy established in the "Old Town Basin Master Drainage Plan" allows for
properties to be redeveloped with 60 per cent of the site as impervious surface before on -
site detention is required. The site and the adjacent streets and alley have been
' estimated to be 64 per cent impervious following redevelopment of the site. Therefore,
on -site detention is to be provided.
' The City's policies normally require that the adjacent streetflows be incorporated with
the onsite detention requirements. This policy applies most efficiently when the street
construction and onsite detention are performed concurrently. In this instance, it is
' not physically feasible to combine the two flows since the flow generated on the streets
can not be intercepted and directed into an on -site detention facility and then routed
back into the curb and gutter. Due to existing physical constraint's, that is, the
' - — extremely flat topography of the site and surrounding block, the areas within the
_easterly half of the Howes Street right-of-way, the southerly half of the Myrtle Street
right-of-way and the westerly,half of the alley have not been considered as tributary to
' the detention: facilities for sizing purposes.
The proposed detention facilities are to be located at the east central portion of the site
in the proposed parking lots. The detention facilities,.will outfall through a storm drain
pipe that connects with the existing 24 inch diameter storm. drain in Myrtle Street.
' EROSION CONTROL MEASURES
' Erosion control considerations are based upon the short term activities that occur
during construction and the long term measures that are to be placed for the life of the
facility. The long term measures are the proposed methods and materials to be used to
' provide surface treatments for the driveways, parking areas, walkways and the
landscape materials and. plantings in the.open areas that will provide a combination of
ground covers to deter erosion. .
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1 The anticipated construction schedule should have the site grading completed, within
one (1) week after commencing construction. The time frame for construction activities
' is. anticipated to be: initial week to perform site grading; second and third week
required to construct drainage related facilities; third and fourth week to construct
building foundations and install water and sewer service lines; fifth through eleventh
' weeks construct structure; twelfth .week ' construct curb, gutter and
sidewalks;thirteenth week place pavement; twelfth through fourteenth weeks install
landscaping.
' The recommended short' term erosion control methods to be incorporated with the
construction activities consist of the following: prior. to commencing construction a
"Silt Fence" is to be placed along the western, northern and eastern boundary of the
site in order to control and contain mud and debris onsite; upon completion of grading
operations and at the time that the drainage inlets are installed a "Straw Bale Filter" is
' to be placed at each inlet; and tracked mud to be cleaned up as required.
Wind erosion measures are to consist of water application and roughening of exposed
surfaces.
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' C'ONCLUSIONS AND RECOMMENDATIONS
' 1. The proposed development will retain the "historic" drainage patterns.
' 2. The. site is located in the, OLD TOWN DRAINAGE BASIN. The site is not located
within a defined floodway or flood plain.
3. All development is to be performed in accordance with City of Fort Collins
criteria. A variance to the City's policies is requested from detention of
adjacent street flows due to physical impracticality.
4. Onsite detention of storm water is required since the site will exceed 60 per cent
impervious area upon redevelopment. The volume of run-off to be detained
estimated per the criteria is 4,482 cubic feet. The detention volume to be provided
' is 2,675 cubic feet. The volume generated from the tributary area is to be released
at a controlled rate to maximize the available storage volume. The calculated
release rate from the detention basin is 0.25 c.f.s.
5. The City of Fort Collins Standards for temporary erosion control measures
are to be incorporated with the construction activities. Specifically, the
' following are to be incorporated in the site construction activities:
a. A "Silt Fence" is to be placed along the easterly border of the site.
' b. "Straw Bale Filters" are to be placed at each inlet.
' c. Water application is to be made to prevent dust during the site
development phase of the project.
' d. Roughening of the exposed earth surfaces shall take place during the
site development phase of the project.
' REFERENCES
' 1. City of Fort Collins, STORM DRAINAGE DESIGN CRITERIA AND
CONSTRUCTION STANDARDS, May 1984 with subsequent revisions and
additions.
' 2. OLD TOWN BASIN MASTER DRAINAGE., prepared by Resource Consultants
and Engineers, Fort Collins, Colorado, January 7, 1993.
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STORM WATER DETEN7.'ION SUMMARY
SITE DRAINS TO "OLD TOWN' DRAINAGE BASIN
GROSS SITE AREA (including adjacent streets & alley) = 50,000 Sq. Ft. = 1.15 Ac. ±
NET SITE AREA = 28,500 Sq.Ft. = 0.654 Ac. ±
HISTORIC "C" = 0.52
DEVELOPED "C" = 0.69
HISTORIC "Q2" = 1.26 c1s.
CRITERIA BASED DETENTION VOLUME = 4,482 Cu.Ft. ±
PLAN DETENTION VOLUME = 2,675 Cu.Ft.
MAXIMUM DEPTH OF DETAINED WATER = 1.2 Ft. ® High Water Elevation 4995.40
PEAK DISCHARGE FROM DETENTION, Q = 0.25 c1s. .
' Engineering Associates
November 25, 1997
Project No. GRD - 241- 97
'
Mr. Basil Hamdan
'
Stormwater Utility
City of Fort Collins
235 Mathews
P. 0. Box 580
'
Fort Collins, Colorado 80522 - 0580
' Re: Myrtle Street Village Apartments, Fort Collins, Colorado
Dear Mr. Hamdan,
' The estimated cost for erosion control devices for the subject site has been estimated to
be:
' 1. Silt Fence 3301.f. @ $2.50/ft. _ $ 825.00
2.. Straw Bale Filter 2 Each @ $150.00/Ea. = 300.00
' Total $1,125.00
Cost @ 150% = 1.5 x $1,125.00 = $1,687.50
' The cost to re -seed the 21,376 square foot site at $0.0298/sq.ft. _ $637.00
' 150% of the re -seeding cost =1.5 x $637.00 = $955.50
Therefore, the subject project's estimated erosion control security amount is
' determined to be $1,687.50. This amount is to be included as surety for the erosion
control guarantee along with any other surety requirements that may be a part of the
City's "Developer's Agreement" requirements.
' If you should have any questions or desire additional information, please feel free to
contact this office.
Respectfully Submitted,
MESS R Engineering Associates
�ApO R
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' J ` ;109
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Dennis R. Messner, P.E.
cc: Rocky Mountain C-M, Inc. ''��i�cS'/'e°° ���'o
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Civil and Environmental Engineering Consultants
150 E. 29th Street, Suite 238 Loveland, Colorado 80538 Telephone: (970) 663-2221
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VICINTY MAP
for
PROPOSED APARTMENT COMPLEX TO BE LOCATED AT
HOWES STREET AND MYRTLE STREET
FORT COLLINS, COLORADO
Property Description: All of Lot 7 and the North Half of Lot 8, Block 106
of'Harrison's Addition," Fort Collins, Colorado
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1"=30'
Contour Interval: 0.5'
Basin
Designation
Area
(acres)
Rational 'C'
Q2
(c.f.s.)
Q100
(C.f.S.)
OFFSITE
0.18
0.30
0.10
0.35
# 1
0.20
0.29
0.20
0.72
#2
0.18
0.30
0.14
0.49
#3
0.34
0.61
0.52
1.88
#4
0.31
0.73
0.57
2.05
#5
0.13
0.49,
0.16
0.58
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DATE: NOV.26.1997
SCALE: 1•=20'
DRAWN: M,S.R,
CHKD: D.R.M
Project No.
GRD-241-97
SHEET
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N 95.701,E
0 15 60
1' = 30'
Contour Interval: 0.5'
* NOTE: Alley grading and
drainage to retain the
pattern established prior to
redevelopment of this site.
Basin
Designation
Area
(acres)
Rational 'C'
Q2
(C.f.s.)
Q100
(C.f.s.)
OFFSITE
0.18
0.30
0.10
0.35
#1
0.20
0.54
0.51
1.86
#2
0.18
0.75
0.34
1.22
#3
0.34
0.62
0.53
1.91
#4
0.31
0!77
0.60
2.16
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0.13
0.54
0.18
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DATE NOV.26.1997
SCALE: 1-=20'
DRAWN: M.S.R.
CHKD: D.R.M
Project No.
GRD-241-97
SHEET
2 of 2
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DRAINAGE INVESTIGATION CALCULATIONS
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Client: ROCKY MOUNTAIN C - M, INC. Project No: GRD-241-97
Project: HOWES / MYRTLE APARTMENTS Date: 3-Mar-97
Location: Lot 7 & N. 112 Lot 8, Blk 106, Harrison's Addn., Fort Collins By: D.R.M.
Revised: Nov. 25, 1997
This investigation is being performed to determine the required detention volume, discharge rates,
and structure sizing for the subject project site.
The site is located in the "OLD TOWN" Drainage Basin.
RATIONAL METHOD Runoff Coefficients, "C"
City of Fort Collins S.D.D.C.&C.S. (Table 3-3)
Land Use Description
"C"
Building/Roofs
0.95
Drives and Walks
0.95
Gravel Surfaced
0.50
Undeveloped n Areas
0.20
Grassed Landscaped Areas
0.15
EXISTING CONDITIONS:
RATIONAL METHOD
Frequency Adjustment Factors
Storm Return
Period ears
Freq. Factor
"Cf'
2
1.00
5
1.00
10
1.00
100
1.25
' Consider site as one drainage basin with half of adjacent streets included.
Building/Roof Area= 6,580 Sq.Ft.
' Street, Drives and Walks Area= 16,595 Sq.FL (includes adj. Alley, Howes & Myrtle)
Gravel Surfaced Landscape Area= 0 Sq.Ft.
Undeveloped Open Areas Area= 0 Sq.Ft.
Landscaped Areas Area= 26,825 Sq.Ft.
TOTAL SITE AREA Area= 50,000 Sq.Ft. = 1.15 Acres
' Avg. C = [(0.95 x 6,850)+(0.95 X 16,595)+(0.15 x 26,825)] + 50,000 = 0.52
C2 = C X Cf = 0.52 x 1.00 = 0.52
' C5 = C X Cf = 0.52 x 1.00= 0.52
' C10=CXCf=0.52x1.00= 0.52
C100 = C X Cf = 0.52 x 1.25 = 0.65
NOTE: If the site is considered in the totally undeveloped state C = 0.20 (Unimproved Areas)
per Table 3-2 of the City's 'Criteria Manual'.
' Page 1 of 18
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DRAINAGE INVESTIGATION CALCULATIONS
'
Client: ROCKY MOUNTAIN C - M, INC.
Project No:
GRD-241-97
Project: HOWES / MYRTLE APARTMENTS
Dare:
3-Mar-97
Location: Lot 7 & N. 1/2 Lot 8, Blk 106, Harrison's Addn., Fort Collins
By:
D.R.M.
1
Revised: Nov.
25, 1997
EXISTING CONDITIONS: (cont.)
'
Time of Concentration
Consider sheet flow across site from Southwest to Northeast at rear of houses to
remain.
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- 4995.6
0.60
ft.
L = 140 ft. Elev. Diff. 4996.2 =
'
Slope, S = 0.43 %
T = 1.87(1.1-CC04L+(SAl/3)=1.87(1.1-(0.52x1.00))4140+( 0.43A1/3) =
17.00
Minutes
'
Since surrounding area is developed consider for 'urbanized' condition as a check
Tc = L / 180+ 10 for'urbanized' condition with longest flow path considered
'
Length, L = 210 ft. Tc = 210 / 180 + 10 =
11.17
minutes
'
Average of the two methods = (17.00 + 11.17) / 2 =
14.09
minutes
USE Te = 15 minutes since area is to have more dense development
'
Rainfall Intensities based upon 15 minute Time of Concentration:
12 = 2.10 in./hr. I5 =
3.00.
in./hr.
'
I10 = 3.70 in./hr. I100 =
6.00
in./hr.
Determine Run-off from Site and adjacent Street under present conditions:
'
Q = CIACf
Q2 = 0.52 x 2.10 x 1.15 x 1.00 =
1.26
c.f.s.
Q5 = 0.52 x 3.00 x 1.15 x 1.00 =
1.79
c.f.s.
'
Q10 = 0.52 x 3.70 x 1.15 x 1.00 =
2.21
c.f.s.
Q100 = 0.52 x 6.00 x 1.15 x 1.25 =
3.59
c.f.s.
Offsite Run-off @ Existing Conditions:
The area in which the site is located is extremely flat with poorly defined drainage patterns. The general direction
' of surface run-off is from South to North. The lots to the South of the site have been considered to drain onto the
site and through the rear yard .
' Flow Path, L = 100 Feet Offsite Area = 0.18 acre
Cavg. _ [(1,348 x 0.95) + (216 x 0.95) + ( 6,636 x 0.15)] + 8,200 = 0.30
Page 2 of 18
DRAINAGE INVESTIGATION CALCULATIONS .
Client: ROCKY MOUNTAIN C - M, INC.
Project No:
GRD-241-97
Project: HOWES / MYRTLE APARTMENTS
Date:
3-Mar-97
Location: Lot 7 & N. 1/2 Lot 8, Blk 106, Harrison's Addn., Fort Collins
By:
D.R.M.
Revised: Nov.
25, 1997
EXISTING CONDITIONS OFFS= AREA CONTRIBUTING TO SITE FROM
THE SOUTH: (cont.)
T = 1.87(1.1-CC04L+{SAl/3)=1.87(1.1-(0.30xl.00))4100+( 0.5A1/3) =
18.6
minutes
Rainfall Intensities based upon 20 minute Time of Concentration:
I2 = 1.85 in./hr. I5 =
2.65
in./hr.
I10 = 3.25 in./hr. I100 =
_ 5.20
in./hr.
Q = CIACf Q2 = 0.31 x 1.85 x 0.18 x 1.00 =
0.10
c.f.s.
Q5 = 0.31 x 2.65 x 0.18 x 1.00 =
0.14
c.f.s.
Q10 = 0.31 x 3.25 x 0.18 x 1.00 =
0.18
c.f.s.
Q100 = 0.31 x 5.20 x 0.18 x 1.25 =
0.35
c.f.s.
EXISTING CONDITIONS FOR ONSITE AND OFFSITE AREA DRAINING TO SOUTH BASIN: (Basin #1)
Area considered to be from the southernmost house that is two houses to the south of the site.
Building/Roof Area 2,744 Sq.Ft.
Drives and Walks
Gravel Surfaced Landscape
Area= 187 Sq.Ft.
Area= 0 Sq.Ft.
Undeveloped Open Areas Area = 0 Sq.Ft.
Sq.Ft.
Landscaped Areas Area= 13,475
'
TOTAL AREA Area= 16,406 Sq.Ft. =
0.38
Acres
Avg. C = [(0.95 x 2,744)+(0.95 x 187)+(0.15 x 13,475)] + 16,406 =
0.29
'
Flow path considered to be from rear of southernmost house directed northeasterly to proposed
parking lot.
Flow considered to be 'overland', therefore, Tc = 1.87 (1.1 - CCf) AIL + SA 1/3
'
% Length, L
130
feet
Slope, S = 0.5 =
'
Tc = 1.87 (1.1-(0.29 x 1.00)) 4100 +0.5A1/3 =
21.75
minutes
USE Tc = 20 minutes
'
I2 = 1.85 in./hr. I5 =
2.65
in./hr.
I10 = 3.25 in./hr. I100 =
5.20
in./hr.
'
Page 3 of 18
1
DRAINAGE INVESTIGATION CALCULATIONS
Client: ROCKY MOUNTAIN C - M, INC.
Project No:
GRD-241-97
Project: HOWES / MYRTLE APARTMENTS
Date:
3-Mar-97
'
Location: Lot 7 & N. 1/2 Lot 8, Blk 106, Harrison's Addn., Fort Collins
By.
D.R.M.
I
Revised: Nov.
25, 1997
EXISTING CONDITIONS FOR ONSITE AND OFFSITE AREA DRAINING TO SOUTH BASIN: (cons.)
tQ
= CIACf Q2 = 0.29 x 1.85 x 0.38 x 1.00 =
0.20
c.f.s.
'
Q5 = 0.29 x 2.65 x 0.38 x 1.00 =
0.29
c.f.s.
Q10 = 0.29 x 3.25 x 0.38 x 1.00 =
0.36
c.f.s.
'
Q100 = 0.29 x 5.20 x 0.38 x 1.25 =
0.72
c.f.s.
EXISTING CONDITIONS FOR ONSITE AREA DRAINING TO NORTH BASIN: (Basin #2)
'
Area considered to be rear yard and one half of the surrounding houses.
Building/Roof Area= 1,360 Sq.Ft.
'
Drives and Walks Area= 100 Sq.Ft.
'
Gravel Surfaced Landscape Area= 0 Sq.Ft.
Undeveloped Open Areas Area= 0 Sq.Ft.
'
Landscaped Areas Area= 6,236 Sq.Ft.
TOTAL AREA Area= 7,696 Sq.Ft. =
0.18
Acres
'
C 1,360)+(0.95 100)+(0.15 6,236)) + 7,696 =
0.30
Avg. = ((0.95 x x x
Flow path considered to be from rear of western house directed easterly to proposed parking lot.
Flow considered to be 'overland', therefore, Tc = 1.87 (1.1 - CCf) AIL + SA 1/3
'
Slope, S = 0.5 % Length, L =
50
feet
Tc = 1.87 (1.1-(0.30 x 1.00)) 4100 + 0.5A1/3 =
13.32
minutes
'
USE Tc = 10 minutes
I2 = 2.50 in./hr. I5 =
3.65
in./hr.
'
I10 = 4.40 in./hr. I100 =
7.25
in./hr.
Q = CIACf Q2 = 0.30 x 2.50 x 0.18 x 1.00 =
0.14
c.f.s.
Q5 = 0.30 x 3.65 x 0.18 x 1.00 =
0.20
c.f.s.
'
Q10 = 0.30 x 4.40 x 0.18 x 1.00 =
0.24
c.f.s.
_
Q100 = 0.30 x 7.25 x 0.18 x 1.25 =
0.49
c.f.s.
Page 4 of 18
DRAINAGE INVESTIGATION CALCULATIONS
[1
Client: ROCKY MOUNTAIN C - M, INC. Project No: GRD-241-97
Project: HOWES / MYRTLE APARTMENTS Date: 3-Mar-97
Location: Lot 7 & N. 1/2 Lot 8, Blk 106, Harrison's Addn., Fort Collins By: D.R.M.
Revised: Nov. 25, 1997
EXISTING CONDITIONS FOR ONSITE AREA DRAINING TO HOWES STREET: (Basin #3)
Area considered to be front half of houses, front yards and the east half of Howes Street.
Building/Roof
Drives and Walks
Gravel Surfaced Landscape
Undeveloped Open Areas
Landscaped Areas
Area= 2,000
Sq.Ft.
Area= 6,520
Sq.Ft.
Area= 0
Sq.Ft.
Area= 0
Sq.Ft.
Area= 6,280 Sq.Ft.
TOTAL SITE AREA Area= 14,800 Sq.Ft. = 0.34 Acres
Avg. C = [(0.95 x 2,000)+(0.95 x 6,520)+(0.15 x 6,280)] + 14,800 = 0.61
Flow path considered to be from front of southern house directed westerly to street and then along gutter to north.
Flow considered to be 'channelized', therefore, Tc = Ti + T 1
Ti = 1.87 (1.1 - CCf) 4L + SAl/3 T1= Length of Flow Path / Velocity of Concentrated Flow
Slope, S = 0.5 % Length, L = 45 feet
Ti = 1.87 (1.1-(0.61 x 1.00)) 445 + MAW = 7.74 minutes
Vel.( Fig. 3-2 U.D.F.C.D.) = 1.5 f.p.s. Length, L = 135 feet
T1= L / (Vel. x 60 sec./min.) = 135 / (1.50 x 60) = 1.50 minutes
Tc = Ti + T1 = 7.74 + 1.50 = 9.24 minutes
USE Tc = 10 minutes
12 = 2.50 in./hr. I5 =
3.65
in./hr.
I10 = 4.40 in./hr. I100 =
7.25
in./hr.
Q = CIACf Q2 = 0.61 x 2.50 x 0.34 x 1.00 =
0.52
c.f.s.
Q5 = 0.61 x 3.65 x 0.34 x 1.00 =
0.76
c.f.s.
Q10 = 0.61 x 4.40 x 0.34 x 1.00 =
0.91
c.f.s.
Q100 = 0.61 x 57.25 x 0.34 x 1.25 =
1.88
c.f.s.
Page 5 of 18
1
I
DRAINAGE INVESTIGATION CALCULATIONS
0
t
11
n
t
[1
1
Client: ROCKY MOUNTAIN C - M, INC. Project No: GRD-241-97
Project: HOWES / MYRTLE APARTMENTS Date: 3-Mar-97
Location: Lot 7 & N. 1/2 Lot 8, Blk 106, Harrison's Addn., Fort Collins By. D.R.M.
Revised: Nov.25, 1997
EXISTING CONDITIONS*FOR ONSITE AREA DRAINING TO MYRTLE STREET: (Basin #4)
Area considered to be front half of houses, front yards and the south half of Myrtle Street.
Building/Roof Area= 1,090 Sq.Ft.
Drives and Walks Area= 8,695 Sq.Ft.
Gravel Surfaced Landscape Area= 0 Sq.Ft.
Undeveloped Open Areas Area = 0 Sq.Ft.
L.andwapedAreas Area= 3,675 Sq.Ft.
TOTAL AREA Alm = 13,460 Sq.Ft. = 0.31 Acres
Avg. C = [(0.95 x 1,090)+(0.95 x 8,695)+(0.15 x 3,675)] + 13,460 = 0.73
Flow path considered to be from front of western house directed northerly to street and then along gutter to east.
Flow considered to be 'channelized', therefore, Tc = Ti + T I
Ti = 1.87 (1.1 - CCf) AIL + SAl/3 TI = Length of Flow Path / Velocity of Concentrated Flow
Slope, S = 0.5 % Length, L = 30 feet
Ti = 1.87 (1.1-(0.73 x 1.00)) 430 + 0.5A1/3 = 4.77 minutes
Vel.( Fig. 3-2 U.D.F.C.D.) = 1.5 f.p.s. Length, L = 150 feet
Tl = L / (Vel. x 60 sec./min.) = 150 / (1.50 x 60) = 1.67 minutes
Tc = Ti + T1= 4.77 + 1.67 = 6.44 minutes
USE Tc = 10 minutes
12 = 2.50 in./hr. I5 =
3.65
in./hr.
I10 = 4.40 in./hr. I100 =
7.25
in./hr.
Q = CIACf Q2 = 0.73 x 2.5 x 0.31 x 1.00 =
0.57
c.f.s.
Q5 = 0.73 x 3.65 x 0.31 x 1.00 =
0.83
c.f.s.
Q10 = 0.73 x 4.40 x 0.31 x 1.00 =
1.00
c.f.s.
Q100 = 0.73 x 7.25 x 0.31 x 1.25 =
2.05
c.f.s.
Page 6 of 18
1
' DRAINAGE INVESTIGATION CALCULATIONS
Client: ROCKY MOUNTAIN C - M, INC. Project No: GRD-241-97
Project: HOWES / MYRTLE APARTMENTS Date: 3-Mar-97
' Location: Lot 7 & N. 1/2 Lot 8, Blk 106, Harrison's Addn., Fort Collins By. D.R.M.
Revised: Nov.25, 1997
EXISTING CONDITIONS FOR ONSITE AREA DRAINING TO ALLEY: (Basin #5)
' Building/Roof Area= 510 Sq.Ft.
Drives and Walks Area= 2,000 Sq.Ft.
'
Gravel Surfaced Landscape Area= 0 Sq.Ft.
'
Undeveloped Open Areas Area= 0 Sq.Ft.
Landscaped Areas Area= 3,328 Sq.Ft.
'
TOTAL SITE AREA Area= 5,838 Sq.Ft. =
0.13
Acres
Avg. C = [(0.95 x 510)+(0.95 x 2,000)+(0.15 x 3,328)) + 5,838 =
0.49
Flow path considered to be from southeast comer of site directed northerly to street and then along gutter to east.
Flow considered to be 'channelized', therefore, Tc = Ti + T 1
Flow
Ti = 1.87 (1.1 - CCf) 4L + SAI/3 Tl = Length of Flow Path / Velocity
of Concentrated
Slope, S = 0.5 % Length, L =
20
feet
Ti = 1.87 (1.1-(0.49 x 1.00)) J20 + 0.5A1/3 =
6.43
minutes
'
Vel.( Fig. 3-2 U.D.F.C.D.) = 1.5 f.p.s. Length, L =
150
feet
TT = L / (Vel. x 60 sec./min) = 150 / (1.50 x 60) =
1.67
minutes
'
Tc = Ti + T1= 6.43 + 1.67 =
8.10
minutes
'
USE Tc = 10 minutes
12 = 2.50 in./hr. I5 =
3.65
in./hr.
'
I10 = 4.40 in./hr. I100 =
7.25
in./hr.
Q = CIA& Q2 = 0.49 x 2.5 x 0.13 x 1.00 =
0.16
c.f.s.
'
Q5 = 0.49 x 3.65 x 0.13 x 1.00 =
0.23
c.f.s.
Q10 = 0.49 x 4.40 x 0.13 x 1.00 =
0.28
c.f.s.
'
Q100 = 0.49 x 7.25 x 0.13 x 1.25 =
0.58
c.f.s.
'
Page 7 of 18
1
DRAINAGE INVESTIGATION CALCULATIONS
'
Client: ROCKY MOUNTAIN C - M, INC.
Project No:
GRD-241-97
Project: HOWES / MYRTLE APARTMENTS
Date:
3-Mar-97
Location: Lot 7 & N. 1/2 Lot 8, Blk 106, Harrison's Addn., Fort Collins
By:
D.R.M.
'
Revised: Nov.
25, 1997
PROPOSED CONDITIONS FOR ONSITE AND OFFSITE AREA DRAINING
TO SOUTH BASIN: (Basin#1).
Area considered to be from the southernmost house that is two houses to the south
of the site.
Building/Roof Area= 2,216 Sq.Ft.
Drives and Walks Area= 5,707 Sq.Ft.
Gravel Surfaced Landscape Area= 0 Sq.Ft.
'
Open Areas Area= 0 Sq.Ft.
Undeveloped
Landscaped Areas Area= 8,483 Sq.Ft.
TOTAL AREA Area= 16,406 Sq.Ft. =
0.38
Acres
Avg. C = [(0.95 x 2,7216)+(0.95 x 5,707)+(0.15 x 8,483)] + 16,406 =
0.54
Flow path considered to be from rear of southernmost house directed northeasterly
to proposed parking lot.
'
Flow considered to be 'overland', therefore, Tc = 1.87 (1.1 - CCf) 4L + SAJ/3
Slope, S = 1.00 % Length, L =
80
feet
Tc = 1.87 (1.1-(0.54 x 1.00)) 480 -+ 1.00A1/3 =
9.37
minutes
USE Tc = 10 minutes
12 = 2.50 in./hr. I5 =
3.65
in./hr.
'
I10 = 4.40 in./hr. I100 =
7.25
in./hr.
Q = CIACf Q2 = 0.54 x 2.50 x 0.38 x 1.00 =
0.51
c.f.s.
3.65 0.38 1.00
0.75
Q5 = 0.54 x x x =
c.f.s.
Q10 = 0.54 x 4.40 x 0.38 x 1.00 =
0.90
c.f.s.
Q100 = 0.54 x 7.25 x 0.38 x 1.25 =
1.86
c.f.s.
1
Page 8 of 18
1
' DRAINAGE INVESTIGATION CALCULATIONS
'
Client: ROCKY MOUNTAIN C - M, INC.
Project No:
GRD-241-97
Project: HOWES / MYRTLE APARTMENTS
Date:
3-Mar-97
Location: Lot 7 & N. 1/2 Lot 8, Blk 106, Harrison's Addn., Fort Collins
By:
D.R.M.
Revised: Nov.
25, 1997
PROPOSED CONDITIONS FOR ONSITE AREA DRAINING TO NORTH BASIN: (Basin #2)
Area considered to be rear yard and one half of the surrounding houses.
Building/Roof Area= 2,714 Sq.Ft.
'
Drives and Walks Area= 3,040 Sq.Ft.
Gravel Surfaced Landscape Area= 0 Sq.Ft.
'
Undeveloped Open Areas Area= 0 Sq.Ft.
Landscaped Areas Area= 1,942 Sq.Ft.
TOTAL AREA Area= 7,696 Sq.Ft. =
0.18
Acres
Avg. C = [(0.95 x 2,714)+(0.95 x 3,040)+(0.15 x 1,942)] + 7,696 =
0.75
Flow path considered to be from rear of western house directed easterly to proposed parking lot.
tFlow
considered to be'overland', therefore, Tc = 1.87 (1.1 - CCf) qL + SAl/3
'
Slope, S = 0.5 % Length, L =
50
feet
Tc = 1.87 (1.1-(0.30 x 1.00)) 4100+0.5A1/3 =
5.83
minutes .
'
USE Tc = 10 minutes
I2 = 2.50 in./hr. I5 =
3.65
in./hr.
'
I10 = 4.40 in./hr. I100 =
7.25
in./hr.
Q = CIACf Q2 = 0.75 x 2.50 x 0.18 x 1.00 =
0.34
c.f.s.
'
Q5 = 0.75 x 3.65 x 0.18 x 1.00 =
0.49
c.f.s.
'
Q10 = 0.75 x 4.40 x 0.18 x 1.00 =
0.59
c.f.s.
Q100 = 0.75 x 7.25 x 0.18 x 1.25 =
1.22
c.f.s.
Page 9 of 18
' DRAINAGE INVESTIGATION CALCULATIONS
Client: ROCKY MOUNTAIN C - M, INC. Project No: GRD-241-97
Project: HOWES / MYRTLE APARTMENTS Date: 3-Mar-97
' Location: Lot 7 & N. 1/2 Lot 8, Blk 106, Harrison's Addn., Fort Collins By: D.R.M.
Revised: Nov. 25, 1997
PROPOSED CONDITIONS FOR ONSITE AREA DRAINING TO HOWES STREET: (Basin #3)
Area considered to be front half of houses, front yards and the east half of Howes Street.
Building/Roof
Area= 2,105
Sq.Ft.
' Drives and Walks
Area= 6,605
Sq.Ft.
' Gravel Surfaced Landscape
Area= 0
Sq.Ft.
Undeveloped Open Areas
Area = 0
Sq.Ft.
1
Landscaped Areas Area= 6,090 Sq.Ft.
TOTAL SITE AREA Area= 14,800 Sq.Ft. = 0.34 Acres
Avg. C = ((0.95 x 2,000)+(0.95 x 6,520)+(0.15 x 6,280)] + 14,800 = 0.62
Flow path considered to be from front of southern house directed westerly to street and then along gutter to north.
Flow considered to be 'channelized', therefore, Tc = Ti + T 1
Ti = 1.87 (1.1 - CCf) 4L + SAl/3 T1= Length of Flow Path / Velocity of Concentrated Flow
Slope, S = 0.5 % Length, L = 45 feet
Ti = 1.87 (1.1-(0.62 x 1.00)) 445 + MAW = 7.58 minutes
Vel.( Fig. 3-2 U.D.F.C.D.) = 1.5 f.p.s. Length, L = 135 feet
T1= L / (Vel. x 60 sec./min.) = 135 / (1.5 x 60) = 1.50 minutes
Tc = Ti + T1= 7.58 + 1.50 = 9.08 minutes
USE Tc = 10 minutes
I2 = 2.50 in./hr.
I10 = 4.40 in./hr.
Q = CIACf
t
I5 =
3.65
in./hr.
I100 =
7.25
in./hr.
Q2 = 0.62 x 2.50 x 0.34 x 1.00 =
0.53
c.f.s.
Q5 = 0.62 x 3.65 x 0.34 x 1.00 =
0.77
c.f.s.
Q10 = 0.62 x 4.40 x 0.34 x 1.00 =
0.93
c.f.s.
Q100 = 0.62 x 57.25 x 0.34 x 1.25 =
1.91
c.f.s.
Page 10 of 18
DRAINAGE INVESTIGATION CALCULATIONS
[_1
1
1
1
1
1
1
Client: ROCKY MOUNTAIN C - M, INC.
Project No: GRD-241-97
Project: HOWES / MYRTLE APARTMENTS
Date: 3-Mar-97
Location: Lot 7 & N. 1/2 Lot 8, Blk 106, Harrison's Addn., Fort Collins
By. D.R.M.
Revised: Nov. 25, 1997
PROPOSED CONDITIONS FOR ONSITE AREA DRAINING TO MYRTLE STREET: (Basin #4)
Area considered to be front half of houses, front yards and the south half of Myrtle Street.
Building/Roof Area= 1,855 Sq.Ft.
Drives and Walks Area= 8,500 Sq.Ft.
Gravel Surfaced Landscape Area= 0 Sq.Ft.
Undeveloped Open Areas Area= 0 Sq.Ft.
Landscaped Areas Area= 3,105 Sq.Ft.
TOTAL AREA Area= 13,460 Sq.Ft. =
0.31 Acres
Avg. C = [(0.95 x 1,855)+(0.95 x 8,500)+(0.15 x 3,105)J + 13,460 =
0.77
Flow path considered to be from front of western house directed northerly to street and then along gutter to east.
Flow considered to be 'channelized', therefore, Tc = Ti + T I
Ti = 1.87 (1.1 - CCf) AIL + SAl/3 TI = Length of Flow Path / Velocityof Concentrated Flow
Slope, S = 0.5 % Length, L; =
30 feet
Ti = 1.87 (1.1-(0.77 x 1.00)) �30 + 0.5A1/3 =
4.26 minutes
Vel.( Fig. 3-2 U.D.F.C.D.) = 1.5 f.p.s. Length, L =
150 feet
T1= L / (Vel. x 60 sec./min.) = 150 / (1.50 x 60) =
1.67 minutes
Tc = Ti + T1= 6.43 + 1.67 =
5.93 minutes
USE Tc = 10 minutes
12 = 2.50 in./hr. I5 =
3.65
in./hr.
I10 = 4.40 in./hr. I100 =
7.25
in./hr.
Q = CIACf Q2 = 0.77 x 2.5 x 0.31 x 1.00 =
0.60
c.f.s.
Q5 = 0.77 x 3.65 x 0.31 x 1.00 =
0.87
c.f.s.
QIO = 0.77 x 4.40 x 0.31 x 1.00 =
1.05
c.f.s.
Q100 = 0.77 x 7.25 x 0.31 x 1.25 =
2.16
c.f.s.
Page 11 of 18
1
DRAINAGE INVESTIGATION CALCULATIONS
I
1
11
[1
1
1
1
11
1
I
Client: ROCKY MOUNTAIN C - M, INC.
Project No:
GRD-241-97
Project: HOWES / MYRTLE APARTMENTS
Date:
3-Mar-97
Location: Lot 7 & N. 1/2 Lot 8, Blk 106, Harrison's Addn., Fort Collins
By.
D.R.M.
Revised: Nov.
25, 1997
PROPOSED CONDITIONS FOR ONSITE AREA DRAINING TO ALLEY: (Basin #5)
Building/Roof Area= 855 Sq.Ft.
Drives and Walks Area= 2,000 Sq.Ft.
Gravel Surfaced Landscape Area = 0 Sq.Ft.
Undeveloped Open Areas Area = 0 Sq.Ft.
Landscaped Areas Area= 2,983 Sq.Ft.
TOTAL SITE AREA Area= 5,838 Sq.Ft. =
0.13
Acres
Avg. C = ((0.95 x 855)+(0.95 x 2,000)+(0.15 x 2,983)] + 5,838 =
0.54
Flow path considered to be from southeast corner of site directed northerly to street and then along gutter to east.
Flow considered to be 'channelized', therefore, Tc = Ti + T 1
Ti = 1.87 (1.1 - CCf) AIL + SAl/3 TI = Length of Flow Path / Velocity of Concentrated Flow
Slope, S = 0.5 % Length, L =
20
feet
Ti = 1.87 (1.1-(0.54 x 1.00)) 420 + 0.5A1/3 =
5.90
minutes
Vel.( Fig. 3-2 U.D.F.C.D.) = 1.5 f.p.s. Length, L =
150
feet
T1= L / (Vel. x 60 secJmin.) = 150 / (1.50 x 60) =
1.67
minutes
Tc = Ti + Tl = 5.90 + 1.67 =
7.57
minutes
USE Tc = 10 minutes
I2 = 2.50 in./hr. I5 =
3.65
in./hr.
I10 = 4.40 in./hr. II00 =
7.25
in./hr.
Q = CIACf Q2 = 0.54 x 2.5 x 0.13 x 1.00 =
0.18
c.f.s.
Q5 = 0.54 x 3.65 x 0.13 x 1.00 =
0.26
c.f.s.
Q10 = 0.54 x 4.40 x 0.13 x 1.00=
0.31
c.f.s.
Q100 = 0.54 x 7.25 x 0.13 x 1.25 =
0.64
c.f.s.
Page 12 of 18
DRAINAGE INVESTIGATION CALCULATIONS
i
i
Client: ROCKY MOUNTAIN C - M, INC.
Project No:
GRD-241-97
Project: HOWES / MYRTLE APARTMENTS
Date:
3-Mar-97
Location: Lot 7 & N. 1/2 Lot 8, Blk 106, Harrison's Addn., Fort Collins
By.
D.R.M.
Revised: Nov.
25, 1997
PROPOSED CONDITIONS FOR TOTAL SITE CONSIDERED AS ONE BASIN:
% Impervious
Building/Roof Area= 8,397 Sq.Ft.
90
Drives and Walks Area= 25,630 Sq.Ft.
96
Gravel Surfaced Landscape Area= 0 Sq.Ft.
13
Undeveloped Open Areas Area= 0 Sq.Ft.
45
Landscaped Areas Area= 15,973 Sq.Ft.
0
TOTAL SITE AREA Area= 50,000 Sq.Ft. =
1.15
Acres
Avg. C = [(0.95 x 8,397)+(0.95 x 25,630)+(0.15 x 15,973)] + 50,000 =
0.69
Avg. % Impr. = [(90 x 8,397)+(96 x 25,630)+(0 x 15,973)] + 50,000 =
64.32
%
USE Tc = 15 minutes (from Existing Conditions)
I2 = 2.10 in./hr. I5 =
3.00
in./hr.
I10 = 3.70 in./hr. I100 =
6.00
in./hr.
Q = CIACf Q2 = 0.69 x 2.10x 1.15 x 1.00 =
1.67
c.f.s.
Q5 = 0.69 x 3.00 x 1.15 x 1.00 =
2.38
c.f.s.
Q10 = 0.69 x 3.70 x 1.15 x 1.00 =
2.94
c.f.s.
Q100 = 0.69 x 6.00 x 1.15 x 1.25 = 5.95 c.f.s.
DETENTION VOLUME CALCULATION FOR PROPOSED SITE CONDITIONS:
Detention is required since more than 60% of the site is impervious.
At Q 100 Proposed = CIACf = (0.69 x I x 1.15 x 1.25) = 0.99 x I (in./hr.)
Release rate for the entire site is considered to be the maximum allowed for the "Old Town Basin."
This is with a maximum of 60% impervious area.
Consider that at % impervious = 60, "C" = 0.65 (as average of RH & RMP Zoning from Table 3-2)
Therefore, the run-off that may be released undetained from the entire site, including adjacent streets:
Q release = 0.65 x 2.10 x 1.15 x 1.00 = 1.57 c.f.s.
Page 13 of 18
u
DRAINAGE INVESTIGATION CALCULATIONS
I
i
1
11
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[l
Client: ROCKY MOUNTAIN C - M, INC. Project No: GRD-241-97
Project: HOWES / MYRTLE APARTMENTS Date: 3-Mar-97
Location: Lot 7 & N. 1/2 Lot 8, Blk 106, Harrison's Addn., Fort Collins By. D.R.M.
Revised: Nov. 25, 1997
DETENTION VOLUME CALCULATION FOR PROPOSED SITE CONDITIONS: (cont.)
Time
min.
Rainfall Int., I
in./hr.
Q100 Prop.
c.f.s.
Vol. @ Q100
cuff[
Q Rel. @ 2 Yr.
c.f.s.)
Vol. Rel.
(cuft)
Vol. Diff.
(cu.ft.
10
7.10
7.03
4,218
1.57
942
3,276
15
6.00
5.94
5,346
1.57
1,413
3,933
'20
5.15
5.10
6,120
1.57
1,884
4,236
25
4.55
4.50
6,750
1.57
2,355
4,395
30
4.10
4.06
7,308
1.57
2,826
4,482
40
3.45
3.42
8,208
1.57
3,768
4,440
50
2.95
2.92
8,760
1.57
4,710
4,050
60
2.65
2.62
9,432
1.57
5,652
3,780
70
2.35
2.33
9,786
1.57
6,594
3,192
80
2.15
2.13
10 224
1.57
7,536
2 688
90
1 1.95
1 1.93
10,422
1 1.57
1 8,478
1,944
100
1 1.75
1.73
10,380
1 1.57
9 420
960
110
1.60
1.58
10,428
1.57
1 10,362
1 66
120
1.45
1.44
10,368
1.57
1 11,304
1 -936
Therefore, a total of 4,482 cu. ft. of Detention Storage Volume is desired for the site.
DETERMINE POND SIZE:
Volume to be the combined volume of both South and North Parking Lot Basins.
North Basin:
High Water Surface Area, At (@ Elev. = 95.6) =
2,490
sq. ft.
(Site Basin #2)
Pond Bottom Surface Area, Ab (10 x 10) =
100
sq. ft.
Max Depth, h =
1.10
ft.
Vol. = 1/3 (Ab + At+ 4AbAt) h =
1,133
cu. ft.
South Basin:
High Water Surface Area, At (@ Elev. = 95.6) =
5,340
sq. ft.
(Site Basin #1)
Pond Bottom Surface Area, Ab (10 x 10) =
100
sq. ft.
Max Depth, h =
1.40
ft.
Vol. = 1/3 ( Ab + At + 4AbAt) h =
2,880
cu. ft.
The Total Volume available in both basins is: 1,133 + 2,880 =
4,013
cu. ft.
4,013 <_ 4,482
Page 14 of 18
I
DRAINAGE INVESTIGATION CALCULATIONS
I
1
1
1
0
Client: ROCKY MOUNTAIN C - M, INC. Project No: GRD-241-97
Project: HOWES / MYRTLE APARTMENTS Date: 3-Mar-97
Location: Lot 7 & N. 1/2 Lot 8, Blk 106, Harrison's Addn., Fort Collins By- D.R.M.
Revised: Nov. 25, 1997
DETENTION VOLUME CALCULATION FOR PROPOSED SITE CONDITIONS: (cont.)
Since the total area being considered includes existing streets and alley, consider only the onsite area.
"C" Avg. = ((8,397 x 0.95) + (9,110 x 0.95) + ( 10,993 x 0.15)) / 28,500 = 0.64
At Q100 Proposed = CIACf = (0.64 x I x 0.65 x 1.25) = 0.52 x I (in./hr.)
Release rate for the site is considered to be the maximum allowed for the "Old Town Basin."
This has been determined by using a maximum C of 0.65.
Q release = 0.65 x 2.10 x 0.65 x 1.00 = 0.89 c.f.s.
Time
min.
Rainfall Int., I
(in./hr.
Q100 Prop.
c.f.s.)
Vol. @ Q100
(cuft)
Q Rel. @ 2 Yr.
(c.f.s.
Vol. Rel.
cuff[.
Vol. Diff.
cu.ft.
10
7.10
3.69
2 214
0.89
534
1,680
15
6.00
3.12
2,808
0.89
801
2,007
20
5.15
2.68
3 216
0.89
1,068
2,148
25
4.55
2.37
3,555
0.89
1,335 1
2,220
30
4.10
2.13
3,834
0.89
1,602
2,232
40
3.45
1.79
4 296
0.89
2,136
2 160
50
2.95
1.53
4,590
0.89
2,670
1,920
60
2.65
1.38
4,968
0.89
3,204
1,764
70
2.35
1.22
5 124
0.89
3,738
1 386
80
2.15
1.12
5,376
0.89
4,272
1,104
90
1.95
1.01
5,454
0.89
4,806
648
100
1.75
0.91
5 460
0.89
5,340
120
110
1.60
0.83
5,478
0.89
5,874
-396
120
1.45
0.75
5,400
0.89
6,408
-1 008
Therefore, a total of 2,232 cu. ft. of Detention Storage Volume is desired for the site without the adjacent streets
and alley considered.
Therefore, consider with a request for variance to the design criteria.
Provide minimum of 1.0 ft freeboard or additional 33% of total volume for safety factor.
2,232 x 1.33 = 2,969 cu. ft.
4,013 > 2,969 Therefore, OK
Page 15 of 18
DRAINAGE INVESTIGATION CALCULATIONS
t
�_J
Client: ROCKY MOUNTAIN C - M, INC.
Project No:
GRD-241-97
Project: HOWES / MYRTLE APARTMENTS
Date:
3-Mar-97
Location: Lot 7 & N. 112 Lot 8, Blk 106, Harrison's Addn., Fort Collins
By:
D.R.M.
Revised: Nov.
25, 1997
DETENTION VOLUME CALCULATION FOR PROPOSED SITE CONDITIONS: (coat.)
Consider Combined Basin #1 ,Basin #2 & Offsite. Area=
0.56
a=
"C" Avg. _ ((0.30 x 0.18) + (0.54 x 0.20) + (0.75 x 0.18)) / 0.56 =
0.53
At Q100 Proposed = CIACf = (0.53 x I x 0.56 x 1.25) =
0.37
x I (in./hr.)
Release rate for the site is considered to be the maximum allowed for the "Old Town Basin."
This has been determined by using a maximum C of 0.65.
Q release = 0.65 x 2.10 x 0.56 x 1.00 =
0.76
c.f.s.
Time
min.
Rainfall Int., I
in./hr.
Q100 Prop.
c.f.s.)
Vol. @ Q100
cu.ft.
Q Rel. @ 2 Yr.
c.f.s.)
Vol. Rel.
(cuft)
Vol. Diff.
(cu.ft.
10
7.10
2.63
1578
0.76
456
1122
15
6.00
2.22
1,998
0.76
684
1,314
20
5.15
1.91
2,292
0.76
912
1 380
25
4.55
1.68
2 520
0.76
1.140
1,380
30
4.10
1.52
2,736
0.76
1,368
1,368
40
3.45
1.28
3 072
0.76
1,824
1 248
50
2.95
1.09
3,270
0.76
2,280
990
60
2.65
0.98
3,528
0.76
2,736
792
70
2.35
0.87
3,654
0.76
3,192
462
80
2.15 -
0.80
3 840
0.76
3,648
192
90
1.95
0.72
3,888
- 0.76
4,104
-216
100
1.75
0.65
3 900
0.76
4 560
-660
110
1.60
0.59
3 894
0.76
5,016
-1 122
120
1.45
0.54
3,888
0.76
5,472
1 584
' A total of 1,368 cu. ft. of Detention Storage Volume is desired for Basin #1 & Basin #2 plus the Ofssite flow.
' Consider reducing release rate in order to utilize maximum storage capacity available.
Available storage volume in combined Basin #1 & Basin #2 = 4,013 cu. ft.
Provide 1/3 of available storage volume as safety factor.
Therefore, useable storage capacity = 4,013 x 2/3 = 2,675 cu. ft.
1
Page 16 of 18
C
DRAINAGE INVESTIGATION CALCULATIONS
Client: ROCKY MOUNTAIN C - M, INC. Project No: GRD-241-97
Project: HOWES / MYRTLE APARTMENTS Date: 3-Mar-97
Location: Lot 7 & N. 1/2 Lot 8, Blk 106, Harrison's Addn., Fort Collins By: D.R.M.
Revised: Nov. 25, 1997
DETENTION V'OLUb1E CALCULATION FOR PROPOSED SITE CONDITIONS: (cont.)
Consider Offsite, Basin # 1 & Basin #2 with reduced release rate. Area = 0.56 acre
"C" Avg. = 0.53
At Q 100 Proposed = CIACf = (0.53 x I x 0.56 x 1.25) = 0.37 x I (in./hr.)
Q release = 0.25 c.f.s.
Time
min.(in./hr.)
Rainfall Int., I
Q100 Prop.
c.f.s.
Vol. @ Q100
cu.ft
Q Rel. @ 2 Yr.
c.f.s.)
Vol. Rel.
(cu.ft.)
Vol. Diff.
t.
10
7.10
2.63
1,578
0.25
150
�±1,428
15
6.00
2.22
1998
0.25
225
3
20
5.15
1.91
2,292
0.25
300
1 992
25
4.55
1.68
2,520
0.25
375
2,145
30
4.10
1.52
2,736
0.25
450
2,286
40
3.45
1.28
3 072
0.25
600
2,472
50
2.95
1.09
3 270
0.25
750
2,520
60
2.65
0.98
3,528
0.25
900
2,628
70
2.35
0.87
3 654
0.25
1,050
2,604
80
2.15
0.80
3,840
0.25
1,200
2 640'
90
1.95
0.72
3,888
0.25
1 1,350
2,538
100
1.75
0.65
3 900
0.25
1,500
2 400
110
1.60
0.59
3 894
0.25
1,650
2 244
120
1.45
0.54
3,888
0.25
1,800
1 2,088
Therefore, at a release rate of 0.25 c.f.s. a storage volume of 2,628 cu. ft. is desired. Storage volume
of 2,675 cu. ft. is available in the combined Basin #1 & Basin #2.
DETENTION OUTLET CALCULATION FOR PROPOSED SITE CONDITIONS
Determine sizes to provide control at the Inlet located in Basin #2. Determine Orifice Opening Q = 0.39 c.f.s.
Orifice Equation: Q = CA 42gh
h = Depth - 0.5' = (95.40 - 91.96) - 0.5 =
2.94
ft.
Q Release =
0.25 c.f.s. C =
0.65
A = Q / (Cg2gh) = 0.25 / [0.65 4(2 x 32.2 x 2.94)] =
0.03
sq ft.
With Round Opening A = rzrA2
Radius, R = 4A/rr = J 0.03/ic =
0.10
ft.
Radius, R = ft. x 12 in./ft. =
1.20
in.
With Square Opening A = wA2
Width of Opening, W =CIA = 40.03 =
0.17
ft.
Width of Opening, W = ft. x 12 in./ft. =
2.04
in.
Use 2-1/2" dia. Round
Opening or 2" Square Opening for outlet control
device.
Page 17 of 18
DRAINAGE INVESTIGATION CALCULATIONS
11
11
11
k
[1
1
1
Client: ROCKY MOUNTAIN C - M, INC. Project No: GRD-241-97
Project: HOWES / MYRTLE APARTMENTS Date: 3-Mar-97
Location: Lot 7 & N. 1/2 Lot 8, Blk 106, Harrison's Addn.. Fort Collins By. _D.R.M.
Revised: Nov. 25, 1997
Determine time required to release total available storage volume, 4,000 cu. ft., at a release rate of 0.39 c.f.s.
Time, T = 2,675 / (0.25 x 60) = 178 minutes
T = 2 hours 58 minutes
Freeboard from Proposed High Water Surface to Finish Floor.
Lowest Finish Floor is that for the proposed structures. Elevation = 96.90
Detention High Water Surface Elevation = 95.40
Freeboard = 96.90 - 95.40 = 1.50 feet
1.50 > 1.00 Therefore, OK
Lowest Finish Floor is that for the adjacent existing structures. Elevation = 98.35
Detention High Water Surface Elevation = 95.40
CHECK CAPCAITY OF "OVERFLOW":
@ Depth of 1-1/2" in 24' wide Driveway
Freeboard = 98.35 - 95.40 = 2.95 feet
2.95 >> 1.00 Therefore, OK
Area= 1.50 Sq. Ft.
Wp = 24.13 Ft.
R = a / Wp = 1.5 / 24.13 = 0.06 Ft.
n = 0.016
Slope, S = 2% = 0.02 Ft. / Ft.
Q = [1.486 A RA2/34S] + n = [1.486 x 1.50 x 0.06A2/3 x 40.021 + 0.016 = 3.03 c.f.s.
Total estimated Q100 for Offsite + Basin #1 + Basin #2 = 3.08 c.f.s.
3.03 = 3.08 Therefore, OK
Page 18 of 18
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11
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1
0
1
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1
11
RAINFALL PERFORMANCE STANDARD EVALUATION
PROJECT: Myrtle Street Village Apartments STANDARD FORM A
COMPLETED BY: Messner Engineering Assoc /Dennis R. Messner DATE: 3-7-97
DEVELOPED
ERODIBILITY
Asb
Lsb
Ssb
Lb
Sb
M
PS
M
SUBBA�IN
ZONE
(ac)
(ft)
M
(feet)
Redeveloped
Portion of
Property
Moderate
0.46
180
0.55 .
71.8
MARCH 1991 8-14 DESIGN CRITERIA
I
1
1
1
11
EFFECTIVENESS CALCULATIONS
PROJECT: Myrtle Street Village Apartments STANDARD FORM B
COMPLETED BY: Messner Engineering Assoc./Dennis R. Messner DATE: 3-7-97
Erosion Control C-Factor P-Factor
Method Value Value Comment
Bare Soil 1.00 1.00
Pavement/Concrete Walk 0.01 1.00
Silt Barrier 1.00 0.50
Sediment Trap 1.00 0.50
Gravel Filter 1.00 0.80
Foundation 0.01 1.00
MAJOR
PS
SUB
AREA
BASIN
BASIN
(Ac)
CALCULATIONS
Entire
Site
71.8
0.46
0.46
Bare Soil = 0:14
Building Foundation.= Q.12 ac.
Pavement/Concrete Walk = 0.20 ac.
wtd 'C' = [(1.0:x 0.14) + (0.01 x 0.34)) / 0.46
= 0.31
wtd 'P' = 0.5 x'0.5 x 0.5
= 0.13
Eff. = (1 - ('C' x 'P')) x 100
= (1-,(0.31 x 0.13)) x 100
= 96.0
96.0 >> 71.8 Therefore, OK
' MARCH 1991 8-15 DESIGN CRITERIA
CONSTRUCTION SEQUENCE
PROJECT: Myrt1 a Street v; 11 age Apartments STANDARD FORM C
tSEQUENCE. FOR 1998 ONLY COMPLETED BY: Messner Engineering DATE: Dec. 30, 1997
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 I 1998
MONTH I
-------- ------------------IJ--- Feb_----- ---- Air- ---- Jun- Jul -Aug -Sep -Oct Nov Dec I
I
'OVERLOT GRADING I XXX
WIND EROSION CONTROL
Soil Roughing I Not Applicable
' Perimeter Barrier
Additional Barriers I Site is less that one ( 1 ) acre
Vegetative Methods I I
' Soil Sealant I I
Other
i I
' RAINFALL EROSION CONTROL
' tSod Installation
Nettings/Mats/Blankets
Other
STRUCTURAL:
Sediment Trap/Basin
'
Inlet Filters
Straw Barriers
Silt Fence Barriers
SandBaos
Bare Soil Preparation
'
Contour Furrows
Terracing
Asphalt/Concrete Paving
'
Other
xxxxx
XXXXX
'---------------------------------------------------------------------
' STRUCTURES:. INSTALLED BY
VEGETATION/MULCHING CONTRACTOR
DATE SUBMITTED
HOI/SF-C:1989,
MAINTAINED BY
APPROVED BY CITY OF FORT COLLINS ON
6"
4, '/j SIDEWI,LK hpDITION
1 Ir2R EDGED SURFACE _
2 R. •� f.
'OL }/437: I 1/B" • 1-3- MIN.
MIN
9" MIN. • 2" MIN.
DUMMY JOINT
VERTICAL 6e CURB, GUTTER FOR WALKS ADDITION TO EXISTING SIDEWALKS
VARIES REFER TO PUN
FINISH SLOPE SIDEWKK TO CURB-1/I PER FT.
PAVEMENT
SURFACE FINISH
1 'D PAVEMENT
SURFACE"\
T T, a 2- /5 NEWCONTINUOUS
- 'IN
CURB AND SIDEWALK DETAIL
I F- T
I I I inn 5tdnte
ST 9 \
I IT Si (ab)') I \
VERTICAL CURB DETAIL DRIVE —OVER CURB & GUTTER
CsWE 4
} I \I
Existing
Existing \���Monhole
Sewer i �� c la so
Service ++ I I
p- I Ezis6n9 I I (- 0 20 60
,yF 1 Proposed +� I Sanitary ewer I I 3 1" = 20,
/ Pro ors d 20 4-Plaz I � Manhole Ntl I R
R / p Storm IT _ _ _ I Sta. O+OO.bO q
29'� P - _ - 1 �N w
r — II XX
Manhole 2 F Pavement Cut &I 0• 1 q
Inlet qq1 - { o Sla. = 1+02.05 I Patch Area as RtqufrEjdllY
-, SIC. = 1+89.18 ANN 'u Rim -. 95.35 I by field c ndCTorp I
Inv.12" S-91.61 I
T sE�Fole = 94.20 — o iy J1
Inv.12'N= 92.10 g+- IDv.15"N=9136 - ' { E� Existing 2
Proposed 4-IPlex °, Storm Drgin 1d { 1
/4/lyrtic 5tr ilI
- T
H b.nntal= O'N� ,fin ARE
Ver ical= 2 a a m
COI m
II I Itf pit
11
of
4996 $
0 rfoce Pr: 1, 4996
1
S.
4994 ";- 4994
Surface Profile
ids
4992 4992
- - ERisLIdg
4990 r F;
Orifice Finite Location
70
eomme ar
' Propo ed Gas
4988 Sery c
'54'3 f 12'• 1 1 • 53't of 12" 4
RCP ® .287. RCP 0 0.307
4986 I
c No
o S
4984 I I All
--._-- - I`- o `— -DID
00
4982 Ed m M mm No aI
------ - s{I it f -- - n II -- -'R_ n --
BIZ H- Y2Z V Z
ill a II1Nry cR1L m
N
oil- o-_ oB i
So i.
6" VCP Sewer OR
lerify Location
OR
JptK-griar ib
) Construction-�
OF of 15" RCP 0 0.16'e
All RCP to be bell &
pipe with sealant joints
--
4984
4982'
4990
rMTT RW4E
i
EXACT 2-MWENT E (SWAT
SETRACK To m=ME
,-CbK FME BN R C Mn arml
AGRAGERALY it 12 TO AT (20 WIDTH F4awED TON CBUYERCYL AND MOUSTRNL MUM)
RIGHT OF MY ARDTH 12' TO 20'. (20' WASH KE D FOR CO KE AND WOUSTMµ MU5)
ApIN6: NONE PMR,RC RUST A EXCATTfD M AMATE MAVERTY.
ALI ME REOWRED 10 BC USED WITH THE NMRgY RESIDENCE STREET FOR
MN A MCC55 TO OFF-STREET eMNING AM WRADESEF L MwTINC ME
NMMW LOCAL ESEDENrW FOR ACTOTHER STRIFES, M Yl£Y w ME SEST 0
GRNCE MCg Y LEHiCUUM ACCESS To THE DEAR L( fW MEs S M RT RER.
y¢m IMF is uP..
ORNfwa CONNECTIONS TO ALLEYS MUST BE
MYp BAneM SC�yI� o � i EyS, in
Feel SEINfx 07ON 1 8 TOM KNEES PLACED om A SUBALe `a.M TO '
M MORE. OPOON 2 20 MACWN FDA ENCIA LESS TERM ROM THE EDGE
OF THE )ALE"
WE
E FP�6R WAR S PLACED ASCLOSERT CLOSER AS 3' OM THE RgHr OR WAY CIA ON
VRMI[ JAI— IULFv
xID� �N{wAr Ff,
MBI BETH
F
6 k
FAMETMMAGREENTEREARY Y I - J 0
ALLEY OPTION B
(DRAINAGE TO ONE SIDE)
C-Em ECCENTRIC CONE
Pusnc usAET
Tx°s« L
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g2:
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1
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G WAG P GASKET
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a
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BID AS MALAWI
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W
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Paul
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L
:;
P•P M
B
Ba
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e'
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STANDARD MANHOLE DETAIL
L
49881 B.
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4986 ;.i'o' °M"T'sT PPE
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PP soa c
Mm TO ACTIVE
I
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PIAMED 47OMl P.E
sccnax r1eBu smrX °" "'u' n sfcnox rNRu Lac2H
GRATED INLET TYPE 13
ITT
axs(a
GRwAAr
,NTL•L UR SHILL MT EXCEED 3 FEET W CEPS
BEDDING REOUIRMENTS
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m
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ALL SEARSABETWEEN NEW D I.isHNc a vEM(NT sILUU R( s(ALED MTrH
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06
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IN MB POWER ro Y IUIY ET F TOMANORMANORLEE1
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CONCRETE A0.WSµEENr gNG(5) 6
GROUTED OUT
oWECTLY pppp5[ NONE NP$iy��Y YYX • U F �.,
Ui[RLL wTX MPLE�iOR 9P UTERa WITX OCELFCiOR [Ri z
�YYNMLE Z o w
PION INMI 16' FORM �y '' G z
SECTION MB )i E Fi
BARREL sfnox(s) TO MEET TMs REaxicMAT
MANHOLE RING AND COVER
ADJUSTMENT DETAIL.4 Eli
U y aUa
J RECTLYwM F TaPPO5C0 IHLIXE UPsiRGY ACTS e ^ Q z UIf RR R(R 9P UIERAL wITH UFFIf CiOR /
HEAD MTN „OSIS RESIGNIFICANTLY LOSSES ARE SE., EXCESSIVE rU
BUT ME GnFCMT R. OF m 0
LESS THAN WHEN ND DEFLEnW EXISTS E Eat U
MANHOLE CHANNELIZING DETAIL Z n. F F
OCONCcaw
SHOWSa°uA`TEIosIN iIMENT
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.. TE PREFw.E2 PLwslc GASKET 00
u O
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roM o HILL
TI (�
?' wan YON To ewREL
yI a uo AX 1 LF srnol ox F�
M0.w° U f PREFw PVSM GSA" Ro -C
1 L CITY of Fort Collins, Colorado w 'o
PEO IN UTILITY PUN APPROVAL iI Of
nwG n B T.,N+sAa caxaeu RSE
APPROVED:
T DATE. FEB, 20.t 996
or cr-r,s 4�F a NO a re[ MAINE AIA EE iw R LGI
SCALE. /5 NOTED
s s aL CHECKED BY ae e. PiD Cg Wf w�� DRAWN. M S R
ss M'
l aLi m[v 3a p7 ox CHECKED BY 2OFmwR er Its- - - - CHKD- ❑RN
ONNOWALL OFF FIRMT ALTE TTp eAsf CHECKED BY: Project ND.
15o.Ti &-Recreot of CARD-241-97
SHALLOW MANHOLE DETAIL CHECKED BY: SHEET
CHECKED BY: 4 Of 5
he. City It hart 1 o11T1 Stmmwatnr iarlty erne.nr control ITara r mast he notified
at least 24 hours prior to any construction on this site.
-�24xI
---�4'13D------- --`L-1---
Au required perimater silt fending shall be install yrior to any land dlstudenn9
Myf UC
/U fie:'fi
b
activity (stocxpfinaq stripping, grading, etc.), arequired control other requionpl measures
Shainstalled i the appropriate time in the construction sequence as indkated
n NI
- r
---
--
-
In the approved project schedule, oanatrvctlon plans. and erosion control report
1 b
n
we -disturbance vegetation shall be protected and retained whV"W possible. Rammal
I
or disturbance or existing vegetation shall be limited to the rea required for
T
-h-o
immediate t t p tons d 1 th hoM1 t practical " a of time.
dj
Indicates
Existing
Vertical
en. n -..rg n unto, n t i t n
I
Curb and
�
Gutter
y4}
-1
1
� I r a
_
\
S'It Fence�
`�'1 L
SEE DETAIL Existing 4'
- - 5. -95'l
�
Sidewalk
3' =
95 2
9 .4 _
FT
83
at t tad .. afterr - t C i
wart of new function. N t a sediments, particularly t served
roadway surfaces. shall be removed d Isp d or - rC L -.- --- - -
as t t cause their release intoy d- g y
1
II di p
=L-()0
Proposed 4-Plex
F.F.= 96.90
n t kola Shall exceed ten (to) feet height An stockpiles n n the
p
�
t t d from d t transport by rt roughening. t q d w t r
t r q. Any l pis ra q after 30 aav shot a seeded a Iched.
�oPCareer
MT 1194.741i1
,
96.15
ry
OVFRF.om SECTION c
5 LA.
in FENN
e°p1H ., xAurzr
sal` `er be ever ITF v
N .. mExee
OR a a wipcAsgAvwr ly-wish S[a
SILT FENCE DETAIL
ttaT fi sGLE
95901 961
1 I ExistingMouse
toR ti
1 to Remain r�
F.F. 98.35
II yIal
N I L_JmIC 4' Walk- 196.00
ell rT
Exist
to
IT I
96.16-F
II 1 I
jLj M ofI
rT-471i4gT1 Exie'
I iN-i i i
I I g 9811
r-
Existing Tap of Curb
Slope
4996 =0.80%
4994
,„ Irwin
Ae
4992
4990
.m sx' � raw dui
A J
ter-
I
114988
,tAXII
'..
aavro,l rot¢
,aw caw wiwEER ter,
,\
hew
2.srEo
c„E, air
wA, zrMOmR."`°L.zi
l
�'4986
or RMoEwP'"n, waefe' r:lm°`
IN AN waxpr�~'nt No A
E
A ` anmm
sksoo","`u
AREA INLET FILTER
STRAW
BALES
NOT TO SCiI£
_
as
95.9001
R_J
R« 4« t
�CTpyr
am_
,rµ Phil C
--o------
- - - - - - - - -
sfo-xucE .op ime a.,. COMPfeeso.. uEs-rR t...r.wc
� vrz.. 3_tesz
c.fs. to Existing Storm
Drain
11
' ar "`
-0.25
="nw O�Iakin
UFR
Radi Swr.A
we herCIT.
wl
T
1�1_ImI. TLYlatil�.lenl"
de
6
y{ 4
roposed 6' Croespon
°"^'te ,W Not Applicable
O,5
Site Is Less than t
Acre
9�
22 a�
t:w. roPErir)
llllll
_ sea - -
��r�
�Ew me L
ss
94.5 Sidewalks at each side
of alley to ber ramped
-
-die riblu iZordDrrrr =
we Iss,
Sker
_ F95.3 _
all 2
,Ihe -
- Td ADA Start?arM
ew"Pn.nikr
- - - - -
5.
mi
.•w• IRAN
on
'e
O9lorki Coach ��o of Drain
��� R,.Enp
l
#5Q
i Approach -
�
Revlon
=M=
Pro
aAesYAuR7es�Ed.
_. -.__
lax
96.90
(
"Clikii,
Existing
erw.awe: wn, .• w wteawm w
I
95.90
Office Building
an swerrre __ rP.Rpm v ui. a mm caLn a
6.2 Sill
5.90
-*93.30 �-
enc
BIN M R lonollonol 'C 02
gifts I
resignation
93.30 .20
Toss
wissp.ar�s
Drain 1Raaf Drain
f
offsnE o.30 010
03s l
F.F.= 96.90
95.85 96.05
III 020 0.54 051
186 1
'\ r'
M2 !�0.75 oa4.__
1222
. III_
p
Proposed Drive -Over 1
._ '-pia
Curb and Gutter 11
/3 034 0.62 0.53
1�1
SEE DETAIL t(II
-
T
95,9C
SEE PROFILE BELOW N
M4 0.31 ooso
26
A
4. 5'
5.5
95.70
M5 0.13 l 0.54 0_18
0.64
Use
E #1 dicates H. L0
v El
1 ev = I a 'Qi1p1 96.101 40 �
1� House l 5,
�lwdin 4'9 Arco 1 at 15. 5.6 95J0
i98.35 I Sale F
SEE AIL ta.0+22 1A
-96.20 1
96.20 - - -1Y
S a.O+DO I
Proposed Drainage p ertical 96M\ 1.10
Easement OFFSITE ,r VC rbrb I I
-----1 11 SEE DETME ESi
tng I 96.35
II G,,,�,„e I l
oushe
96.50
wN -- 5F ,.1E7 �
F e . I nc 96.30A� .6.20 Y96.54 .30
------
I
- -- ---- Horizontal 1- = 20
relocates Existing Toper Curb Height Warp Gutter to Vertical: 1 2r
sphalt �urface from �PL to match Match Slope of
'Existing Qack of Wolk_ brive Approach 4996
Aiditi�al Concrete
Drive Approach
17EastProposed FlProper y Line -
1 1' East of Property Line l'
I
13t 00' l 19.
0 -05
_U_
0
lop
a,.o..
o I _0
et
1+00
T1Micates .Elristiry _ 4994
Crosspon,
egorestruct I[xisting ---
'dsspan -I 4992�
__.-_._.. 4990 1
4988
CROSSPAN SECTION
TOP
rEa I I'll ,r Ae
- �D pal RATING
we am°"wry
SECTION B, B
up
A
umWT ULITT
isI
' `PAC rsdrest PA..CAERE
no ours
SECTION A-e
L-- = (73 F-=: Q� ED
Typically
Indicates Pro lserty Line
5012
Placidly
Indicates Existng
nd Surface Contour
-�ap12_
Typically
Indicates Proposed
msh 9urtace
Contour
Indicates
Proposed Silt Fence'
vNINNINNIN NNNNNNNNNN
Drainage
Basin Limit Identifier
Typically
Indicates Existing
of 99'11
Surface
Spot Elevation
TyPliantly
Indicates Proposed
Pavement
Surface Elevation
+�
or Flow
Line of Gutter
-.exo
Typically
Indicates Droirage
Flow Direction
--Iili-
Typically
Indicates Storm Drain
9
m E
0
0
0 ot
o TO
to TO
m o
V1 a
WC U
m
usof or
o'er aeewis'� W
POSTIOw w E Rom MR ML Pike AT wn n g �
ORIFICE PLATE DETAIL h
5` a
U oz
Z ono
a
zoo
,-, w o
U 006
z 5
z
lid
Q W�D
E'er 6 WU
zt-e�m0
CD0 � 0.
z
=o
so 1
t zo' U c2
Contour Interval = 0.5' all
U
City of Fort Collins, Colorado w
UTILITY PLAN APPROVAL Ir
o a
APPROVED:-Dol DATE: FEB. 28.1996
CHECKED BY: SCALE: AS NOTED
DRAWN: N S R
CHECKED BY: SCri D.R.M.
wale. tn.ry - -
CHECKED BY Project No.
arm GRD-241-97
CHECKED BY: SHEET
CHECKED BY: 3 of 5