HomeMy WebLinkAboutDrainage Reports - 11/11/1993C!!ial Aporo`A R@Po'li
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FINAL DRAINAGE &
EROSION CONTROL REPORT
FOR
SAVE*MOR SELF STORAGE
26 APRIL 1993
(REVISED 12 JULY 1993)
PREPARED FOR:
SAVE*MOR SELF STORAGE, INC.
P.O. BOX 1001
TUSTIN, CA 92681
PREPARED BY:
PARSONS & ASSOCIATES
CONSULTING ENGINEERS
432 LINK LANE PLAZA
FORT COLLINS, COLORADO.80524
(303) 221-2400
PROJECT NUMBER: 93.03 LTC
131 =:
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G\•,o� '• 'O
,��F OF CO
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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
FORT COLLINS, COLORADO
.INTRODUCTION
The purpose of this drainage report is to provide drainage information for the
development of a fourteen unit self storage complex and office 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.
SITE DESCRIPTION
The proposed site for the self -storage facility is located on North Linden Street on 4
parcels of land described as follows: a) Parcel A - a lot measuring 138,604 square feet (3.18
acres); b) Parcel B - a lot measuring 34,293 square feet (.79 acres); c) Parcel C - a lot
measuring 81,746 square feet (1.88 acres); d) Parcel D - a lot measuring 52,827 square feet
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(1.21 acres). The existing site is covered with native prairie grass. A railroad siding runs east -
west through parcel B and will be abandoned as part of this project. 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 except for a 40' X 30' asphalt access road for a power substation west of Parcel
C. Based on field verified topography, there is a railroad spur track and subgrade which forms
a drainage boundary that runs east and west, to divide Parcel A from Parcel C. The portion
of land containing the spur track is in Parcel B which historically splits the site into two main
basins (See Figure 2). The southwestern portion of the site (Parcel D) is very flat with the
exception of the most westerly 60' of Parcel D which slopes off at 10% to a pedestrian path
and the Gustav -Swanson natural area along the Poudre River.
DRAINAGE CRITERIA
This 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 from the City of Fort Collins' Storm Drainage Design
Criteria and Construction Standards Manual.
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HISTORIC DRAINAGE
Adjacent properties include a storage -unit facility(similar to this proposed development),
a Catholic Community Services Center, and Fort Ram Nightclub. These properties will not
contribute any off -site flow to this project. A power substation occupies the property
immediately to the west of the site. Off -site flows from this area are contained and directed
to Linden Center Drive via the asphalt access road. The Coy ditch, an open irrigation channel,
runs along the northern and eastern boundaries of the Linden Tech Center.
This proposed development is relatively flat and supports a low grass ground cover.
A runoff coefficient of 0.2 was chosen for historic conditions. The surface drainage for basin
"A" flows to the northeast into the Poudre River (see figure 2). Runoff from basin "B" flows
to the southeast onto Linden Center Drive. Drainage basin "C" flows to the northeast into
Coy ditch. Grades of approximately 0.5% are common across the drainage basins with
increasingly steep grades of 1 - 10% in the most westerly section of basin "A".
MASTER DRAINAGE
This site is located within the Poudre River drainage basin. The Coy ditch diverts flows
from the Poudre River near the intersection of Vine Street and College Avenue with return
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COLORADO &J SOUTHERN RAILROAD
wow
PARCEL A
1.198 AC
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A 9 � �a ► � I
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I B PARCEL C I u I z I
9 9 A 1.19 AC
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___=__s��eamaae_eaam=°oe=eJ_m�---a_eae°Qoe_e « I
`4 LINDEN CENTER DRIVE
1.16 AC
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PARCEL D I jj
E !T ;; LEGEND GRAPHIC SCALE
g„� P�TM II
BAMN BOUNDARY 10D 0 00 100 JIM
E>aS71Nc wooD FENCE II AREA AND ACREAGE
II t� 1 inch 100 &
EAMING CONTOUR & ELEVA77ON
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HIS70RIC DRAINAGE
SA VE *MOR SELF STORAGE P. U.D.
HISTORIC DRAINAGE SCHEMATIC
FIGURE 2
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C
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 Ditch was agreed upon on June 20, 1980.
The agreement letter is shown in Appendix A.
Additional agreements have been obtained (covering on -site maintenance) and both
agreements are shown in Appendix A of this report.
DRAINAGE UNDER DEVELOPED CONDITIONS
The development of the fourteen storage units will significantly impact the runoff from
this site. The majority of the site will be covered by buildings and asphalt driveways 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.
IM
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The drainage for the proposed development is divided into four major 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 (1.12 Ac.) storm flows concentrate in pans 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 C and D (1.82 Ac and 2.45 Ac, respectively) storm flows collect to a pass and
drain around structures to empty north into the Coy Ditch, outfalls will be 12' 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. Appendix B of this report shows
all associated calculations for Initial (10-year) and Major (100 year) storm events.
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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.
Wind Erosion
Wind erosion protection will consist of silt fence barriers along the north
(Coy ditch) and west boundaries of the project. The application of silt fence
around the Fort Collins substation can be significantly reduced due to existing
walls and fences surrounding the substation. 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 andparking 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 the Poudre River
drainage basin. The majority of stormwater runoff will flow into the Coy ditch.
All outlets to Coy Ditch will be 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. Only a portion of this site is in the 100-year flood plain of the Poudre River. All
buildings in this area are greater than 18" above the 100-year flood water
surface elevations. Exhibit 1 shows the 100-year flood plain and water surface
elevations from the FIRM (July 1979).
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2.
KIP
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REFERENCES
Storm Drainage Design Criteria and Construction Standards, City of Fort Collins,
May 1984.
Topography, Northwest Quarter Section 12, Township 7 North, Range 69
West, ARIX.
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
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June 20, 1980
Vp• i
er�g�n 2ring
projejionaiS Inc.
City of Fort Collins
P.O. Box 580.
Ft. Collins', CO80522
Attn...-Maurlc&,E.'Rupel
Dear Mr. Rupel
We the.undersigned, being the sole users and proprietors of`the'Coy
Ditch. -in the -,City of. Fort Collins, do hereby grant to the de-'vel'opers
of Linden. Tech 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 bedone to the City of Fort Collins Standards
and be subject to the approval of the -City Engineer.
�f C.7
111-2
H arq I S. Fisher {� James Hbffman �� J
Reid Burton et al.' Dorothy ;!slhl'x`(er, —�
Subscribed and sworn to before me this of 'J ulze/' 19 eo ,
by yaroAl S. ��irr� ,la,Hes Nv'620 014v Whisker
Notary Publi My Commission Expires July_7, 1982
NOTE: The. Devej_oper_wt_U be responsible for any damages to adjacent
prop tre y resulting form his use'of the -Coy -Ditch.- ���(k
Y.
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' June 21, 1993
AvrrcY
Coy Ditch Co
Fort Collins, CO 80525 13;A zw -J6 ra Ai —1Jorzrrt6e,v'g
pt�svc v �'
Dear Mr. Fisher: rlol'v
VE" ; Ecx op-
(We, 1) 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.
' (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.
Sincerel
Save r Self Stora
§IbNED TITLE DATED
Accepted by Coy Ditch Company
Y 9
l DA
BY:iu� e�1"G/
DATED
' DATED
By:
DATED
By:
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
CONSULTING ENGINEERS
I
8 July 1993
-City of Fort Collins
Stormwater Utility
P.O.. Box 580
lFort Collins, Colorado 80522
RE:.,,.. Channel Variance for Coy. Ditch at Save-Mor Self
Storage
T hi's,is foil a'� variance the requirement of
.request
:1sideslopes for gras . s-lined ch ann els. '' Th is. standard
is. outlined. in the Cities.'Design Criteria. Manual (Section
7.2 - Un ined 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 the 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 on slopes disturbed by
construction activities.
b) Replacement and/or stabilization of
channel banks and slopes lost or eroded
by channel action
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' Page 2 of 2
8 July 1993
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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 n
banks, and maintenance of the native
grassstand.
The, owners.
of Save-Mor Storage agree to the above
conditions,
and.. request..that'a Variance. to..the City. of
Fort Collins'Standar&
.
be" granted.
Sincerely,
Parsons & As ci s, Inc'.
t
�P
Iles k b °
�do
Donald M. arsons
P.E..
°
13131
President
=4A °
•�
' Save* r Self Storag , Inc.
' Darrell L. Knudson,
President
' DMP/gbl
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' APPENDIX B
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DRAINAGE CALCULATIONS
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C
PARSONS &
CLIENT 1.1 �
JOB NO. 13.03
LTC
r% ASSOCIATES
_
�c.�c. - itOy'
PROJECT CALCULATIONS FOq
rlti.
a..ai,
CONSULTING ENGINEERS
%,
G �o 7 R3
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FL CoAa Cob..& W524
MADE BY DATE CHECKED DATE
SHEET
OFF
(/n
C,AO
1
1
1
1
1
1
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10000
9000
8000
7000
6000
5000
4000
2000 -
------
-
r
i
IOV1ilOY: O O.IL Ili Sri >A��
n IS ROUGHNESS COEFFICIENT IN WARNING
FORM". APPROPRIATE TO Y.I(III.L IN
BOTTOM OF CHANNEL
2 IS RECIPROCAL OF CROSS SLOPE
REFERENCE: H A, 0 PROCIEWNGS 11".
PACE 150. COVATaN TIAI
EXAMPLE ISC[ DASHED LInUI
100
GIVEN: a . 0.03
TO
! !A
A OI [,A q00 � 30
30
— 0.2 2 V
20
FIND r D E.0 CFS _
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INSTRUCTIONS�1
C7 .I
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A .07
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1. CONNECT 2/O 0 S ITN SLOPE PSI
1Q\ a U3
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Z
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200
DEPTH Ill. THESE TWO LINES VST 02
Q
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INTERSECT AT TURNING LIMf FOR V/
T
3i\••
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COMPLETE SOLUTION. I
.006
d
.06
T i
W
2. FOR SHALLOW I _ _
.005
100
V-SHAPED CHANNEL U
.07
90
AS SNOW" USE NOMOGRAPH
80
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W
.004
�
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60
a.
.05
M r—i
0
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50
) TO Dn(R"'HE
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m
onc"ARGE D iY °
0
CC
7.04
40
PORTION OF CHANNEL
RAVING WIDTH 4:
30
DETERMINE DEPTH ! FOR TOTAL DISCHARGE IN
•002
•03
("TIRE SECTION O. THEN USE NOMOGRAPH 10
DETERMINE O N SECTION O FOR DEPTH
Q
20
) (tal
rU
`r�
A. TO DI TERMI4E DISCHARGE ..
I
1.001
�E
lL
.02
IN COMPOSII[ SLC11OF r. IF "•
!
W
FOLLOW INSTRUCTION ) I t 7�
10
TO OBTAIN DISCHARGE INI�_A� Sri
SECTION O AT ASSUMED
DEPTH ) ; OBTAIN O FOR
From BPR
SLOPE R.110 IA AND DEPTH D• THEN O, 0. • 0.
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
1
t
1
1
1 ,
1
1
1
' MAY 1984
1.0
.9
.8
.7
tL
X
o .6
F-
U
Q
tl
Z .
0 5
F-
v
0
w .4
cr
s=0.6
F- 0.8
s:0.4%
F=0.5 I
I
I
I _ BELOW MINIMUM
ALLOWABLE
I STREET GRADE
I
0 2 4 6 8 10 12 14
SLOPE OF GUTTER (%)
Figure 4-2
REDUCTION FACTOR FOR ALLOWABLE GUTTER CAPACITY
Apply reduction factorfor applicable slope to the theoretical gutter capacity to obtain
allowable gutter capacity.
(From: U.S. Dept. of Commerce, Bureau of Public Roads, 1965)
4-4 ;
DESIGN CRITERIA
fPARSONS & CLIENT k�,,A"'h Joe No g3,03 LTL
R3ASSOCIATES pROJECT —S GVL_- A{r CALCULATIONS FOR
CONSULTING ENGINEERS �'� (� —} A I'
FL CoUm C�adu $0524 MADE BY GAo DATE` 7 CHECKED DATE SHEET 1 OFF
I
f% N
PARSONS & CUENT pIQ JOB D.
ASSOCIATES PROJECT �� Kam' / K r CALCULATIONSFOR �1Aj.d 0
CONSULTING ENGINEERS
FLCoWr, C Iorsdo EOS24 MADE BY (�AQ DATF7.17 1 111 CHECKED DATE SHEET OF
1
11
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C
f3 PARSONS &
ASSOCIATES
CONSULTING ENGINEERS
R. Copes, Colorado 80524
1
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CLIENT �rl rN JOB NO
PROJECT �AVM Y CALCULATIONS FOR
MADE BY C7 n1 `O DAT J CHECKED DATE M
SHEET I OF It
I JI
H
1
APPENDIX C
EROSION CONTROL CALCULATIONS
11
1
1
I
I
0
I
I
I
I
I
11
I
I
I
I
11
I
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GAO
Plm. STA!"W..R.. i.
\ . ;� ..; - �! X. . .. I
STANDIOW FORM A
ROJECT: "5�Q-
COMPLETED BY: CAA Ia, DATE: -7 .1(-.193
DEVELOPED
SUBBASIN
ERODIBILIT
ZONE
—Asb
(ac)
--Es b
(ft)
Ssb
M
Lb
(feet)
Sb
PS
M
0(p
1.17-
zfQ
.01
8 2,
3)-o
14coo
.00q
C-61,-A
3-73
10050
GAO
1
1
1
1
i
EFFECTIVENESS CALCULI%TIONS
PROJECT: '5�-tK. "qor STANDARD FORM B
COMPLETED BY: GA od.411 4,j DATE: -j 12 q3
Erosion Control C-Factor P-Factor
Method Value Value Cominent
1.0 01 o A/1 ey�. -k
0.05 i. oo 11 J� ,W-3, pu.>v� (r' 1; 4 )
0.01 1.00 ou .fiwu ;n plau
1.0 t.o
MAJOR
PS
SUB
AREA
BASIN
BASIN
(Ac)
CALCULATIONS
C
1,8Z
�n«��
Cal
v���
W+d L 2 fl'- , 01 -F 2.2i x . t75���i . z?
0.03
� Ifrl . � — tU��c>r = (�{ _ � 7 x . 5o) y • 2Z 0..50
�z.co� �
I
31y
GAO
1
n
[I
[I
I
n
1
u
1
I
11
I
I
EFFECTIVENESS CALCULATIONS
STANDARD FORM B
PROJECT: �avt-- J'�,r
l
COMPLETED BY: GA O�M�,l DATE: -T- 93
Erosion Control C-Factor P-Factor
Method Value Value Cominent
all
1.0 1.0
c7.0 1 1,00 4-X" 4an5 b-m-c s;,.
Few
o.OS j.OJ t7.;w� �u�1c C-500
MAJOR
PS
SUB
AREA
BASIN
BASIN
(Ac)
CALCULATIONS
ALI S
{�
V
7 Z -
( 12
-
/1.0&
all ck"--J/&fA)S
2.18
W+d,. C tc�tfir'(1OY}r0.05�1xI.I�z.iB
0.53
0AI
Ok �z. c� ►���1
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l C'/)
93.03 LTA
F PARSONS &
CLIENT /Cry..
JOB NO.
Z�VC
Ir—l- ASSOCIATES
PROJECT ✓JIV
CALCULATIONS FOR
CONSULTING ENGINEERS
r
7 Ir 'l.T
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FL Coon, Colorado W524
MADEBY
DAT CHECKED DATE
SHEET OF
f
1
1
1
1
I
1
1
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TABLE I
CONSTRUCTION SEQUENCE
PROJECT: 93.03—LTC STANDARD FORM C
SEQUENCE FOR 19 93 ONLY COMPLETED BY: V DA V/DSON DATE: 5103193
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
1993
MONTH
36P.
OCr.
.V0V,
196G
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
Terrocin
Aspholt7 Concrete Paving
Other
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