HomeMy WebLinkAboutDrainage Reports - 05/13/1994a,
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FINAL DRAINAGE &
EROSION CONTROL REPORT
FOR
SAVE*MOR SELF STORAGE — PHASE 2
SEPTEMBER 28, 1993
(REVISED DECEMBER 1, 1993),--
PREPARED FOR:
SAVE*MOR SELF STORAGE, LTD.
POST OFFICE BOX 1001
TUSTIN, CALIFORNIA 92681
��. "••. P PREPARED BY:
° PARSONS & ASSOCIATES, INC.
p. ;cf'E CONSULTING ENGINEERS
432 LINK 1 1E PLAZA
31 FORT COLLINS, ONLORADO 80524
rs .
clj `�ss�aN Ed;e' O ��(303) 221-2400
q�F OF Cot. aPo�
'fffyrrP rfrrr
PROJECT NUMBER: 93.07 SAV
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TABLE OF CONTENTS
Introduction
Site Description
Drainage Criteria
Historic Drainage
Master Drainage
Drainage Under Developed Conditions
Erosion Control
Conclusions and Recommendations
Drainage and Erosion Control
Figure 1 Vicinity Map
Figure 2 Drainage Schematic (Historic)
Appendix A Coy Ditch Discharge Agreement
Appendix B Drainage Calculations
Appendix C Erosion Control Calculations
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Back Pocket
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FINAL DRAINAGE &
EROSION CONTROL REPORT
FOR
SAVE*MOR SELF STORAGE - PHASE 2
FORT COLLINS, COLORADO
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The purpose of this drainage report is to provide drainage
information for the development of three additional self storage units
along the west side of Linden Street between Linden Center Drive and the
Coy ditch. This report was prepared to provide information for on and
off -site drainage. All design specifications are prepared in accordance
with the City of Fort Collins Storm Drainage Design Criteria and
Construction Standards.
ISITE DESCRIPTION
The proposed site for the self -storage facility is located on
Linden Center Drive and is a
addition to the existing Save*Mor Self
Storage P.U.D. as approved by
The is
the City of Fort Collins in July of 1993.
existing site covered
with native prairie grass. The site is
located in the Northwest Quarter of Section 12, Township 7 North, Range
69 West of the 6th Principal
Meridian, City of Fort Collins, Larimer
County, Colorado. (See Figure
1)
This site is zoned General
Industrial (I-G) and is in an area of
'
minimal activity. The area is
permeable native grasses. Historic flows
fall southerly to the back of
curb and into the flowline on the north
side of Linden Center Drive.
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DRAINAGE CRITERIA
Thi runoff from each of the subbasins was determined from the
Rational Method. The Rational Formula is a widely accepted predictor of
runoff from basins less than 200 acres. Flow capacities for open
channels are determined from Manning's equation. All runoff and
roughness coefficients are derived form the City of Fort Collins' JStorm
Drainage Design Criteria and Construction Standards Manual.
HISTORIC DRAINAGE
' Adjacent properties include a storage -unit facility (Phase 1 of
this project), a Catholic Community Services Center, and Fort Ram
' Nightclub. These properties will not contribute any off -site flow to
this project.
This proposed development is relatively flat and supports a low
' grass ground cover. A runoff coefficient of 0.2 was chosen for historic
conditions. As described in Save*Mor Drainage & Erosion Control
(Parsons & Associates, Inc. Sept. 1993), runoff from basin "B" flows to
' the southeast onto Linden Center Drive, please refer to Figure 2.
Developed basins D-1 and B-1 are part of historical basin "B" that
' collected to Linden Center Drive under historic conditions.
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---'--1---_----1 PARCEL A
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PARCEL D
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GEND
—. BASIN BOUNDARY
AREA AND ACREAGE
EXISTING CONTOUR & ELEVA77ON
HISTORIC• DRAINAGE
EJ057WC G4/4E `� _I IN
�
PARCEL C
ZW AC I
LINDEN CENTER DRIV!
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GRAPHIC SCALE
1I I I M(100 200
1 inch 100 'ft.
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SAV-E*MOR .SELF STORAGE P.U.D. PHASE 2
HISTORIC DRAINAGE SCHEMATIC
FTOTIRF ?.
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MASTER DRAINAGE
'
This site is located
adjacent to the Poudre
River drainage. The
'
Coy ditch diverts flows form the Poudre River near the intersection of
Vine Street and College Avenue with return flows entering the Poudre
'
River upstream at Linden
Street bridge. No
on -site detention is
required for this site, the majority of runoff
from this project will
'
flow into the Coy ditch.
The Coy ditch empties
directly to the Poudre
River approximately 1500'
south of the site.
Permission to drain
'
stormwater runoff into Coy
agreement letter is shown
Ditch was agreed upon
in Appendix A.
on June 24, 1980. The
' Additional agreements have been obtained (covering on -site
maintenance) and both agreements are shown in Appendix A of this report.
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DRAINAGE UNDER DEVELOPED CONDITIONS
t
The development of the three .storage units will significantly
impact the
runoff for this site. The majority
of the site will be
covered by buildings and asphalt driveway which
increases the runoff
'
coefficient from 0.20 to 0.95. The driveways in
between each of the
storage units will be inverted with a two foot
concrete pan at the
'
thalweg (low point). The entire area will be
graded to allow for
positive drainage away from each storage unit. The concrete pans will
convey the runoff to various concentration points that outlet onto
'
Linden Center Drive or the Coy ditch. A complete
drainage and erosion
'
control plan is available in the Back Pocket of
this report, please
refer to this sheet for the following discussion.
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' The drainage for the proposed development is divided into four
basins. Basin A (1.06 Ac) collects flows from the edge of the Gustav
' Swanson nature area and concentrates at design point (1), a driveway cut
to Linden Center Drive. Flows will follow existing curb and gutter
' north and east to inlets at Linden Street.
' Basin B-1 (0.61 Ac) collects storm flows and drains south in
concrete pans along drive aisles to a driveway cut at Linden Center
' Drive and design point (2). Stormwater from this area joins flows
already in the curb line from design point (1). Design Point (6)
reflects the peak Q's to be expected downstream of both points of
' concentration, no upstream flows will be expected as Linden Center Drive
falls both directions from the high point just south of design point
' (1). Calculations for street capacity on Linden Center Drive can be
found in Appendix B of this report. Flows accumulated at design point
' 6 fall eastward to a crosspan at Linden Street and turn south to drain
to existing inlets along the west flowline or overtop the existing curb
' head and fall directly to the Coy ditch.
Basin D-1 (0.39 Ac) storm flows collect to a pan and drain around
' structures to empty north into the Coy Ditch, outfalls will be 15' wide
curb cuts with no curb head. The bank of the Coy ditch will be
' protected by rip rap slope to prevent scour and stabilize the slope
during the major storm event (as approved per Save*Mor P.U.D.).
' Appendix B of this report shows all associated calculations for initial
(10-year) and Major (100-year) storm events.
' EROSION CONTROL
This project is located within an area of moderate wind and
moderate rainfall erosion potential as identified by the City of Fort
' Collins wind and rainfall erodibility maps.
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' Wind Erosion
' Wind erosion protection will consist of silt fence barriers
along the east boundary of the project. The application of silt
' fence around the north and west boundaries can be significantly
eliminated due to existing asphalt drives and fences surrounding
' the project. Earth berms (as shown on plan) will be used to reduce
wind blown erosion on -site if structures are not completed within
' 6 weeks of beginning of construction.
' Water Erosion
Structural Erosion control measure will consist of silt fence
barriers, concrete foundations and application of gravel base
' course to drives and parking areas in the project. In the event
that only portions of the project will be completed in this season,
' areas that receive overlot grading will receive seed and hay straw
mulch at 2 tons/acre, wind erosion berms will be installed.
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CONCLUSIONS AND RECOMMENDATIONS
After reviewing the existing drainage information and site
conditions, the following conclusions can be made.
1. Runoff from this site will fall off the centerline of each
building, through a roof drain pipe, into the two -foot
concrete pan in the center of access drive lanes. The pan
drainage system will convey the flow to designated
concentration points.
2. No on -site detention is necessary for developments within this
drainage basin. The majority of stormwater runoff will flow
into the Coy ditch. All outlets to Coy Ditch are protected to
ensure minimal damage to the canal's embankment. The property
owner is responsible for maintenance of the canals embankment
as outlined in the letter of agreement.
3. No portions of this site are in the 100-year flood plain of
the Poudre River. Elevations from the FIRM (July 1979).
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' 1. Storm Drainage Design Criteria and Construction Standards, City of
Fort Collins, May 1984.
' 2. Topography, Northwest Quarter Section 12, Township 7 North, Range
69 West, ARIX.
t 3. Drainage Report - Catholic Community Services - Tract A - Linden
Tech Center, CDS Engineering Corporation, July 21, 1988.
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APPENDIX A
COY DITCH DISCHARGE AGREEMENT
i
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6i
enoine2nog
pr �Siomi&inc.
' June 20, 1980
' City of Fort Collins
P.O. Box 580
Ft. Collins, CO 80522,
Attn: Maurlce.E; Rupel
Dear Mr. Rupel
Vie ' the. .in:thrsrgned
Di, being the sole users and proprietors of -
the" `Coy
Ditchin the:City.of.. Fort Collins,:do:hereby grant to the developers
of Linden..Techw.Center use of said ditch for the transportation of
storm runoff....The Developer will be responsible for protection of the.
ditch banks:at`the point or points of entry and will notify the
undersigned a.minimum of 48 hours in -advance of any construction.
Any construction shall be.done to the City of Fort Collins Standards
' and be subject to the approval of the -City Engineer.
Har ld//S. Fisher- James Hoffman
Reid Burton et al.' Dorothy �•t�>er. l
Subscribed and sworn to before me this da of �/vYt • , 79 �o ,
by /Zzzf/Zy U1h s1ci �RPtd �vn�vi
1
Notary Publ i M - � •
y omm ssion Expires July, 7, 1982
NOTE: The. Devej-oper_wiLl be responsible for any damages to adjacent
perty\'
proresulting from his u E_0f` the -Coy Dit'dh-.
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June 21, 1993
Coy Ditch Co
Fort Collins, CO 80525
Dear Mr. Fisher:
APrrcy
( Goy Dt
13uv.L,ia6ranl-�loRrttEevjL�—:'.o°{
pit v CL
(We, n the undersigned accept the responsibility for protection of the banks, cleaning and
clearing of the trash and debris from the Coy Ditch, in the area described as follows:
Beginning where the Coy Ditch emerges from under the Burlington Northern railroad
parrelling the Burlington Northern railroad east approximately 700 ft. and to where the ditch
enters the culvert and goes underground.
1 (We, n also agree to notify the above, a minimum of 48 hours in advance of any construction.
Any Construction shall be done to the City of Fort Collins, standards.
1
Sincerel ,
Save r Self Stora
SIGNED TITLE
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Accepted by Coy Ditch Company
By:
By.
By:
DATED
•9
61 D&Eb
DATED
DATED
DATED
DATED
NOTE: In the event Save Mor Self Storage does not or is unable to build, this agreement shall
be null and void.
PARSONS &
ASSOCIATES
1
CONSULTING ENGINEERS
8 July 1993
' City of ,Fort Collins
Stormwater Utility
' P.O.. Box 580
Fort Collins, Colorado 80522
' RE:..,Channel .Variance for Coy. Ditch at Save-Mor Self .
Storage
This ;request is for a. variance to the requirement of
4:1sideslopes for.grass-lined channels.. This standard
is outlined.in_.the Cities. Design' Criteria. Manual (Section
7.2 Unlined Channels). A variance is ,requested to
' "maintain the existing slopes of Coy Ditch at 2:1 vs. 4:1
sideslopes as. required. The Coy Ditch slopes have been
stable for many years at the existing slope of
' approximately to 2:1, an established native grass stand
has greatly enhanced the channels stability.
The owner of the property which contains Ithe Coy
' Ditch (Save-Mor Storage) agrees to maintain the ditch
according to the following conditions:
' 1) The owner will obtain a written agreement with
the Coy Ditch for maintenance of the ditch and
its slopes in the area of Save-Mor Storage.
' Maintenance shall be defined as:
a) Establishment of permanent dryland
grasses onslopes disturbed by
construction activities.
b) Replacement and/or stabilization of
channel banks and slopes lost or eroded
by.channel action.
c) Construction of :the, extended toe -wall
configuration as detailed on .Sheet 3 of 6
of, the Save-Mor `Utility Plans dated:
July, 1993 — Parsons & Associates, Inc.
d) Periodic cleaning of channel debris,
' elimination of weeds on the channel
banks, and maintenance of the native
grassstand.
The. owners`; of Save -Nor Storage agree to the above
conditions, and..request.:that'a variance.to,the. City of
Fort Collins-' Standard begranted:
' Sincerely,
Parsons & As ci s, Inc.
ao= ncP
Donald M. arsons, P.E. o y��� moo`
' President SL d w•
s06 z�' t
ri �� vo �uNAI ee 0 (.•
' Save* r Self Stora ��
Inc. evoeee� FP ,
g y+�TFOF CQ���`'
'
Darrell L. Knudson,
President
'
DMP/gbl
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APPENDIX B
DRA/NA GE CAL CULA TONS
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CALCULATIONS FOR
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From BPR SLOPE RATIO E. AND OV1N X. 'PER 0, -0.-0.
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Figure 4-1
.01
NONOGRAPH FOR FLOW IN TRIANGULAR GUTTERS
(From U.S. Dept. of Commerce, Bureau of Public
Roads, 1965)
' MAY 1984 4-3 DESIGN CRITERIA
1.0
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BELOW MINIMUM
ALLOWABLE
STREET GRADE
0 2 4 6 8 10 12 14
SLOPE OF GUTTER M)
Figure 4-2
REDUCTION FACTOR FOR ALLOWABLE GUTTER CAPACITY
Apply reduction factor for applicable slope to the theoretical gutter capacity to obtain
allowable gutter capacity.
(From: U.S. Dept. of Commerce, Bureau of Public Roads, 1965)
MAY 1984 4-4'
DESIGN CRITERIA
PARSONS &
-ASSOCIATES
CONSUL-nNG ENGINEEAS
MC.H., C.1�.d. 90524
- - - - - - - - - - - - - - - -
CLIENT JOB NO
PROJECT \,J-- Apr CALCULATIONS FOR
-7/7113
MADE BY.* GA 0 DATE CHECKED- DATE
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SHEET_ C
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PARSONS &
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CLIENT
PROJECT ��'-V` / wr'
JOB NO.
CALCULATIONS FOR I IT.AI n iGG
CONSULTING ENGINEERSLAO FL CoILu, Cobrndo 80524 MADEBY DATE-7L-LiL CHECKED DATE
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C
PARSONS & CLIENT JOB NO.
Irk AS PROJECT— Y CALCULATIONS FOR
CONSULTING ENGINEERS —/ 11 (�
FL Calla, Colorado 80529 MADE BY ��� � DATE f `� CHECKED DATE � SHEET-OF_jL_
1
I
1
1
APPENDIX C
1
' EROSION CONTROL CALCULATIONS
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
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1
_RAINFALL PERFORMANCE STANDARD EVALUATION
PROJECT: /�(,Y kit �� J� STANDARD FORM A
COMPLETED BY: DATE: 0 1 3
DEVELOPED
SUBBAyIN
ERODIBILITY
ZONE
Asb
(ac)
Lsb
(ft)
Ssb
00
Lb
(feet)
Sb
PS
3 - I
��
►
300
00q
j"(,octEi
3�
1 Z- 0
co�L
MARCHIS91
8-14
DESIGN CRITERIA
I
11
0
1
1
k
EFFECTIVENESS CALCULATIONS
PROJECT: 5" # rt, .. Z STANDARD FORM B
COMPLETED BY: DATE: 30 113
Erosion Control C-Factor P-Factor
Meta{hod Value Value Comment
G/krC.. in L
0.50 r
).00
�fw Tom- .�oi I ' 00 00
MAJOR
PS
SUB
AREA
BASIN
BASIN
(Ac)
CALCULATIONS
c ,: 0. 03
W�� „�, }ti�4ur (�.0() 0.5� 0, 50
0.03% 0.50)xi3o
' MARCH 1991 8-15 DESIGN CRITERIA
1
1
1
1
1
TABLE >
CONSTRUCTION SEQUENCE
PROJECT: 93.08 LTC STANDARD FORM C
SEQUENCE FOR 19 94 ONLY COMPLETED BY: G. O.DrHNAL DATE: 10101193
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
1894
"MONTH
zM
APR
.NAY
JUNK
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 Bogs
Bare Soil Preparation
Contour Furrows
Terracin
Asphaltf Concrete Paving
Other* Gra.rr-I Ptul-i
VEGETATIVE:
Permanent Seed Planting
Mulching/ Sealant
Temporary Seed Planting
Sod Installation
Nettings/ Mats/ Blankets
Other
TABLE 2
EROSION CONTROL METHODS
EROSION CONTROL
METHOD
C—FACTOR
VALUE
P—FACTOR
VALUE
COMMENTS
ROUGH SOIL SURFACE
1.0
0.90
EXPOSED GROUND
GRAVEL MULCH
0.05
1.00
ALL DRIVEWAYS
CONCRETE PAVEMENT
0.01
1.00
BUILDING FOUNDATIONS
SILT FENCE
1.0
0.80
AROUND THE PERIMETER
I
III
ENGINEER'S COST ESTIMATE
FINAL
Page:
1 of 1 Pages
Project Number:
93.07-SAV
Project Title:
SAVEWOR SELF STORAGE
P.U.D. PHASE 2
Date:
26-Nov-93
Estimator: G.A.ODEHNAL
File: COST-ER.WQ1
Item
Numbe
Description of Item
Unit Cost"
Unit
#1: ALTERNATE #1
erosion control as designs
#2: ALTERNATE #2
all disturbed areas seeded
Quantity
Item Cost
Quantity
Item Cost
A
EROSION CONTROL
Silt fence
Gravel Mulch
Seed & Mulch (2 tons/ acre)
SUBTOTAL
$4.00
$9.00
$650.00
LF
TON
AC
300
130
$1,200.00
$1,170.00
$0.00
300
1
$1,200.00
$0.00
$650.00
$2,370.00 1
$1,850.00
MULTIPLIER
TOTAL DEPOSIT
TOTAL SECURITY REQ'D.
1.5
1.5
$3,555.00
$2,775.00
' Unit costs are installed costs.
1
0
1
1
'O]E. 7 s 9R 4E
eE eq' o Ob N
✓HOCK iENrKQ PRO,~
"FAA CT,amAR
RECORD OF ISSUE
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�R[9agCLY N4 CCWE
Awt' iW eAR NOW
NO 'dg'00"E Z_17 44'
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W. ,500
M
AA IFA
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5 65'e9 co'r.
Engineering
Corporation
COMIC COMMUNITY YFRUICES
add P
PQQM
T"k
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NOTES
1. Underground utilities, where shown, are
shown according to information provided
by ethers. COS does net warrant Ua
accuracy of this information. Neither
dove warrant all existing utilities are
shown. It shall be the contractor's
responsibility to identify, locate, and
protect any utilities affected by the
work.
"\ 3. All elevations shown are flowline or tap
\'A Of "want sumacs, unless Eutsd.
Configuration I proposed laprovusnt.
is from drawing by Sohn rengler
Associates.
a. This is not a site plan. see
architectural set for horizontal detail.
�5. Arrows indicate direction of drainage.
Est /,Oerdli{�
moy
OR01116 PLAN
aRO sea-e Ert
GRAPHIC SCALE
II Ales -M&
SUMMARY
TABLE
DESIGN POINT
BASIN
01a
_
01w
I
A
5.9
9.2
a
e.0
3k4
C
a 9
E
5
0
13.
11..J
35
D
J A k B
1 11.8
0.9
filter Fabric
Sleet or
AHach Securely to Post
Wood Post rLompa<ted Bac�Fll
1 Ronoff
_T rreA. Approximately
—II NBA 4 A4•Trench
MINI ITrr-11 1)EE
SECTION VIEW
General Notes:
1. The maximum tributary area is limited
to 0.25 acres per 100 feet of fence.
Y. Inspect and repair fence after each
storm event, Remove sediment when
one half the height of the fence his
been filled. Removed sediment sl all
be deposited it an area tributary, '.B a
sediment basin or other filtering
measure.
SILT FENCE
COY DITCH COMPANY
ACCEPTED BY COY DITCH COMPANY ON THIS
DAY OF 1993.
HAROLD S. FISHER
JAMES HOFFMAN
CA MUSGRAW
2CONCRETE PAN
SEEDETAILJ
TwxA_
GUSTA eMS N
NATURE AREA MAIL
SINE PAN
0
12' CURB CUT
BE RM SCUTH GONE — —
FDA so. Affect
12' aM OIT 95
A
F G Ili
I96 acres
L____________r________ .____--------------------------------------
______ )
G
G y
I
II
\ III
I I
SOCK 2291 PAGE 1942 lire' III
I
\ Gros ___—�� ✓ EXISTED
0TRY
_ _�✓
ro my II
A P
EXISTING MJCO FENCE
CREEK TOTAL 12 CURB CUT a w•,o r-
L-4_' -—s---_F�a•E� ��'i V-m=T'4.'i5=saw I' _
- — COY DITCH
0 Uri
D
I I ,
; I FI P.I3 PYOI ;7A ,
Led
__ _ L_____ y_--�- I\\
B I B f �r
I I /
F----_ —-----
I F1—
I C
_
( I I
H M L j i I} r I H __ Bag—_
1
1 I roil I��
\A�t' W
Ills II I I w —1 I I'L .ar .®ar rl liI ii �l�
ill III I `0 9 ocT5 I .Iln k
IIII �I I"'''1 l�
r - - - - - BGCN FOR PAGE MI yH II
IIII I' R it
R
JIB III SILT
1 III B I i 1 1 0. 7 ocr sI l FENCEin
III a II I
III 1 I I .e„ ..e,..a it
III I I II I 2
1 I' 1 III I ' c�ICRETE Pro II'�" I'I
TYPICAL
NL sNEET IIIit
yy
L___J It
--e,—M� MJ
�DtN CENTER ORNE 0 Arel
INI
/r MEINLETS
Pill
it i
/ I Ili
I I LEGEND
PQuT EXIST WATER
W Exi SEWEN as MN
\ a O AREA OUTLET NUMBER
I
I SILT FENCE
BERM - SEE DCJaII
4958 CLlYTWR ! ELEVA➢ON
1' GRAIN PAN
EMM BERM DRAINAGE FLOW ARROW
ei o2RUrill Lcul
II
—IIIII—
BERM DETAIL
SECTION B-B
Vale
(� PARSONS & ASSOCIATES
l 432 Link Lane Plaza
Ft. Collins, Colorado 80524
CONSULTING ENGINEERS (303)221-2100
TABLE I
CONSTRUCTION SEQUENCE
PROJECt: —91 AT LIT STANDARD FORM C
SEQUENCE FOR 19_As ONLY COMPLETED Par C ONRNAL uArE 10 0/
Inelvvle by wee of a bar line or symbol. Men erosion control measures .m BY malmlea.
Major moGlfical to v approval wh Eub may ,pairs eubmiNng onv schadi for
approval by the CRY Engineer.
YEAR
MONIX
OVENLOT GRADING
WIND EROSION CONTROL
Soil Roughing
Perimeter Barrier
Aemtmnal Barren
Vegetative Meths
Sal Sealant
Other
RNNFALL EROSION CONTROL
SIRIImN
Sediment Trap/ Basin
Inlat If
Shari varcere
SIR Fence Barters
Sand Bags
SwaContour
uoilPono r.wlion
aa
T qq
Al l ConcretePHving
Other
V£GETArl
Permanent Seed Planting
Mulching/ Sealant
Tomporory Seed Planting
Sol Inatallation
NeNngs/ Mote/ Blankets
Other
TABLE 2
EROSION CONTROL METHODS
EROSION CONTROL
m�D
C-FAJOIR
VALUE
P-FACTOR
VALUE
COMMENTS
I
SILT FENCE
14
CUBIC
MOUND NO PMIMMR
SEED MIX (ALL DISTURBEL AREAS)
RECOMMENDED MIXED
POUNDS OF PLRCENT POUNDS OF
SPECIES PLS/ACRE OF MIX PLS/ACRE
PUBESCENT WHEATGMSS 21.8 45 9.8
SMOOTH HEIGHT 16.1 35 5.6
SIDEOATS GULMA 10.9 20 2.2
TOTAL 100 17.6
SEED MIXTURES FOR SITES WITH DISTINCTIVE SOIL PROBLEMS (E.G.,
ALKALINITY, SALINITY OR MIGM WATER TABLE) SHOULD BE DEVELOPED BY A
TRAINCD SPECIALIST.
MULCH (ALL DISTURBED AREAS)
ONE OR MORE OF THE FOLLOWIA : MULCHES SHALL BE USED WITH A PERENNIAL
DRYLALO GRASS SEED MIXTURE
ACCEPTABLE
MULCH DATES OF USE APPLICATION RATE
STRAW OR NAY JAN. 01 - DEC. 31 2 TONS/ACRE
MYDRAULIC
(WOOD OR PAPER) MiR. 15 - MAY 15 2 TONS/ACPE
EROSION CONTROL
(MATS OR BL KM S) JAN. 01 - DEC. 11 NOT APPLICABLE
HAY OR STRAW MULCH SHALL BE FREE OF NOXIOUS WEEDS AMID AT LEAST 50%
OF THE FIBER SHALL BE 10 INCHES OR MORE IN LENGTH. WHEN SEEDING
WITH NATIVE GRASSES, HAY FROM A NATIVE GRASS IS A SUGGESTED
MULCHING MATERIAL, IF AVAILABLE.
FERTILIZER REQUIREMENTS (ALL DISTURBED AREAS)
1. SITES WILL BE FERTILIZED ACCORDING TO LABORATORY SOIL ANALYSIS
AND RECOMMENDATION.
2. IF APPROVED BY THE CIS( OF FORT COLLINS, IN ABSENCE OF A SOIL
ANALYSIS, A MINIMUM 01 40 POUNDS OF AVAILABLE NITROGEN AND 40
POUNDS OF AVAILABLE P.OSPHORVB WILL BE APPLIED PER ACRE.
JAN 20 IW
93.07—SAV Sheet
_ 50 SAVE*MDR SELF STORAGE P. U.D. PHASE 2 3
a:eo: D-2j DRAINAGE & EROSION CONTROL PLAN X �
SM1eete