HomeMy WebLinkAboutDrainage Reports - 06/10/1997No Text
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FINAL DRAINAGE AND
EROSION CONTROL REPORT
FOR
HARMONY TOWNE CENTER P.U.D.
CIRCUIT CITY STORE
FORT COLLINS, COLORADO
PREPARED FOR:
CIRCUIT CITY
680 SOUTH LEMON AVENUE
WALNUT, CA 91789
DECEMBER 23, 1996
REVISED: FEBRUARY 5, 1997
REVISED: MARCH 20, 1997
REVISED: MAY 2, 1997 (SHEET 8 OF 10)
PREPARED BY:
PARSONS & ASSOCIATES
CONSULTING ENGINEERS
432 LINK LANE PLAZA
FORT COLLINS, COLORADO 80524
(970) 221-2400
PROJECT NUMBER: 96.17 CTY
D CE6tSObG D
MAY 304W D
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PARSONS &
ASSOCIATES, INC.
CONSULTING ENGINEERS
February 5, 190
Mr. Glen Schlueter
' Fort Collins Stormwater Utility
235 Mathews
P. O. Box 580
Fort Collins, CO 80522
RE: Submittal of Final Drainage and Erosion Control Study for Harmony Towne Center
' P. U. D.; Circuit City Store
Dear Glen,
This drainage and erosion control report has been prepared to provide final design information for
the proposed 28,000 sq. ft. retail building at the southeasterly corner of South College Avenue
and Pavilion Lane, Fort Collins, Colorado. The parcel is currently the location of the College Inn
Motel and has an approximate area of 2.4 acres.
' This report was prepared in conformance with the City of Fort Collins Storm Drainage and
Construction Standards and with conformance to "Mail Creek and McClellands Major
' Drainageway Plan:" by Cornell Consulting Company, December, 1980.
Sincerely,
Parsons & Associates,
Gary A. Odehnal, P.E.
' Project Engineer
GAO/pf
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432 Link Lane Plaza • Ft. Collins, Colorado 80524 • [9701 221-2400
TABLE OF CONTENTS
I. INTRODUCTION
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II. SITE DESCRIPTION
1,2
III. HISTORIC/MASTER DRAINAGE
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IV. DRAINAGE CRITERIA
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V. DRAINAGE UNDER DEVELOPED CONDITIONS
4
VI. EROSION CONTROL
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EXHIBIT 1 VICINITY MAP
APPENDIX A DEVELOPED DRAINAGE CALCULATIONS
APPENDIX B EROSION CONTROL
CALCULATIONS / COST ESTIMATE
BACK POCKET EXHIBIT 2
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FINAL DRAINAGE AND
EROSION CONTROL REPORT
FOR
CIRCUIT CITY, P.U.D.
I. INTRODUCTION:
This drainage and erosion control report has been prepared to provide final design information
for the proposed 28,000 sq. ft. retail building at the southeasterly corner of South College Avenue and
Pavilion Lane, Fort Collins, Colorado. The parcel is currently the location of the College Inn Motel and
has an approximate area of 2.4 acres.
This report was prepared in conformance with the City of Ft.Collins Storm Drainage and
Construction Standards and with conformance to "Mail Creek and McClellands Major Drainageway
Plan:" by Cornell Consulting Company, December, 1980.
II. SITE DESCRIPTION:
Circuit City P.U.D. is more specifically identified as a parcel of land situated in the southwest
quarter of Section 36, Township 7 North, Range 69 west of the 6th Principal Meridian, City of Fort
Collins, Larimer County, Colorado. The site is bounded on the north by the fully developed Pavilion
P.U.D. and on the south by Schrader Country Store and east by Harmony Towne Center, P.U.D. Please
refer to Figure 1 for a Vicinity Map of the area.
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PROJECT SITh
VICINITY MAP
N. T. S.
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The total proposed development contains approximately 2.39 acres. The site is currently occupied by the
College Inn Motel at the northerly portion of the parcel. The existing site has relatively shallow slopes
(approximately 1%) that drains to the east with no channelization or subsurface conveyance to Larimer
No. 2.
III ..HISTORIC/MASTER DRAINAGE:
Circuit City, P.U.D. is located in the McClelland Drainage Basin. As detailed in the previous
section, the approved Drainage Master Plan was prepared in 1980. This study identifies the master basin
as Area 10 or Reach 6D and describes the basin as fully developed and connected by ponds and existing
manmade conveyance elements.
The Basin upstream of Larimer No. 2 will drain to the canal per the "Final Drainage Report for
the Heart Special Improvement District" January,1985 by EPI. This report allowed for a 2 year
Historic release to Larimer No.2 of 0.867 cfs/acre. The capacity of the Larimer No. 2 was established in
the "Fort Collins Retail Center P.U.D. Final Drainage Report" by RBD Inc., September, 1985. This
report details a total discharge of 240 cfs which is comprised of 155 cfs in irrigation flows and 85 cfs in
stormwater flows. The Canal currently is concrete lined along the western edge of the Pioneer Mobile
Home Park and is conveyed under Harmony Road in a 3'x 9' CBC.
The proposed site is being developed in coordination with the Harmony Towne Center project to
the south and east. The adjacent utilities will be extended onto the site or tied to existing systems planned
for the Harmony Towne Center site, depending on the timing of proposed sanitary and storm sewer
' improvements.
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IV. DRAINAGE CRITERIA:
Run-off from each of the site sub -basins was determined by the Rational Method, a widely accepted
predictor of run-off from basins less than 200 acres. Flow capacities for swales, gutters, and open
channels were determined using the Mannings Equation. All run-off coefficients and Mannings "n" were
determined by tables and figures in "Fort Collins Storm Drainage Design Criteria Manual" and
conforms to "Urban Drainage and Flood Control Manual" (UDFCM). Detention storage requirements
were determined by the "FAA Method" as outlined in the UDFCM.
-3-
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V. DEVELOPED DRAINAGE CONDITIONS
For the following discussion, please refer to the Drainage and Erosion Control Plan in the back
pocket of this report. As outlined above, the proposed lot is part of a larger, overall drainage plan that
was detailed by the Harmony Towne Center, P.U.D. drainage study. Portions of College Avenue and the
developed parcel will collect to inlets in parking areas and spill to the east. A proposed sub -surface
collection system on the Harmony Towne Center site will collect these upstream flows and transfer them
east to Larimer No. 2, as detailed in the Preliminary Drainage Report.
' Basins AB
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1
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All on site and off site (College Avenue) flows will collect to area inlets in parking lots. These lots will
serve as surface detention with maximum ponding depths of 1 foot per City of Fort Collins drainage
criteria. Area inlets will be designed with orifice plates and drain to a sub -surface collection system
easterly to Harmony Towne Center. There, the subsurface conveyance system will combine with the
design system from Harmony Towne Center and spill to Larimer No. 2. The complete system is designed
G
to effectively detain the 100 yr return event, more frequent events will also be controlled by the system.
Please refer to Appendix A for calculations of the 10 yr (initial) and 100 yr (Major) st�m events. Also
included are final calculations of on site detention requirements.
-4-
VI. EROSION CONTROL:
' Wind Erosion:
This site is located in an area designated as having moderate wind erosion potential. The anticipated
' construction will require disturbance of all natural features. Erosion control will be carefully planned in
areas of construction, structural measures will be used to mitigate wind erosion during construction.
' Areas disturbed will require the installation of silt fencing and gravel mulch or black base pavement will
' most likely work for on -site stabilization during construction of building pads.
' Water Erosion:
' This site is located in an area of moderate to high potential for erosion due to storm run-off.
' Therefore, emphasis will be placed on control of water erosion damage. Silt fencing, straw bales and
pavement/foundation paving and timing of construction will be carefully coordinated to minimize
exposed surfaces for more than two months. The finished site will be largely covered by hard surface,
' providing adequate stabilization. The on -site slopes are very flat, erosion from embankments should not
be a major consideration.
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APPENDIX A
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1 DEVELOPED DRAINAGE CALCULATIONS
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i31 PARSONS &
ASSOCIATES
CONSULTING ENGINEERS
FL Collm. Colorado 80524
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CLIENT
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PROJECT � �1'�',� �� 711 �y 4 CALCULATIONS FOR
MADE BY lO DATE I `� CHECKED DATE SHEET OF lO
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DETENTION VOLUME REQUIREMENTS
Page:
100 Year Event
of l o Pages
Project
Number:
Project Title:
Date:
96.17CTY
CIRCUIT CITY PUD
BASIN A-1/A-2`
19-Dec-96
Estimator: G.A. ODEHNAL
File:
CTYDETA.W01
Problem:
Determine the total volume of detention required for the proposed development
which consists of approximately 2.88 acres. All off -site basins will provide
their own detention storage and release only the Masterplan Historic 2 year event to Larimer No.2.
Given:
a) Fully developed conditions
b) The historic 100 year release = 2.5 cfs (per Masterplan 0.87cfs/acre)
c) Basins Included: A-1/A-2
d) Mass Diagram Method of Detention Calculation
Composite'C' PER URBAN DRAINAGE MANUAL
Commercial CCf = (0.86) (1.25) = 1.00
CCfA = (1.00)(2.88)= 2.88
Time:
100 yr.
freq.
Time: Acumulated Outfall Volume: Storage Required:
min.
CCfA
Inten.
seconds Vol. (ft-3) O = 2.5 cfs ft -3 Ac-Ft
5
2.88
8.98
300 7,759 750 7,009 0.1609
10
2.88
6.97
600 12,044 1,500 10.544 0.2421
15
2.88
5.95
900 15,422 2,250 13,172 0.3024
20
2.88
5.23
1200 18,075 3,000 15,075 0.3461
30
2.88
4.06
1800 21,047 4,500 16,547 0.3799
40
2.88
3.44
2400 23,777 6,000 17,777 0.4081
50
2.88
2.95
3000 25,488 7,500 17,988 0.4129
60
2.88
2.57
3600 26,646 9,000 17,646 0.4051
90
2.88
1.88
5400 29,238 13,500 15,738 0.3613
Maximum Volume Required : 17,988 ft-3 or
0.4129 Ac.-Ft.
USE 0.41 Ac - Ft
I
DETENTION VOLUME REQUIREMENTS
Page:
'
100Year.Event,,
3 of 0 Pages
Project
Number:
Project Title:' t"''` •`
Date:
96.17CTY
C/RCU%T C/T.Y PUD
BASIN B-1
19-Dec-96
Estimator: G.A.ODEHNAL ..
File:
CTYDETB.WQ1
Problem: -
Determine the total volume of detention required for the proposed development
'
which consists of approximately 0.17 acres. All off -site basins will provide
their own detention storage and release only the Masterplan Historic 2 year event to Larimer No.2.
Given:
a) Fully developed conditions
b) The historic 100 year release = 0.15 cfs (per Masterplan 0.87cfs/acre)
c) Basins Included: B-1
d) Mass Diagram Method of Detention Calculation
Composite "C' PER URBAN DRAINAGE MANUAL
Commercial CCf = (0.95)(1.25)= 1.00 •' '
CC(A = (1.00)(0.17)= 0.17
Time:
100 yr.
freq.
Time: Acumulated Ouffall Volume: Storage Required:
min.
CCfA
Inten.
seconds Vol. (ft-3) Q = 0.15 cfs It -3 Ac-Ft
5
0.17
8.98
300 458 45 413 0.0095
10
0.17
6.97
M
600 711 90 621 0.0143
15
0.17
5.95
` 900 910 135 775 0.0178
20
0.17
523
1200 1,067 180 887 0.0204
30
0.17
4.06
1800 1,242 270 972 0.0223
40
0.17
3.44
2400 1,404 360 1,044 0.0240
50
0.17
2.95
3000 r 1,505 •. 450 1,055 0.0242
1.
60
0.17
2.57
3600 1,573 540 1,033 0.0237
.'
90
0.17
1.88
'5400 • 1,726 810 916 0.0210
Maximum Volume Required: 1,055 ft^3 or
0.0242 Ac.-Ft.
'
USE 0.02 Ac - Ft
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DETENTION VOLUME REQUIREMENTS
Page:
100 Year Event
of I v Pages
Project
Number:
Project Title:
Date:
96.17CTY
CIRCUIT CITY PUD
BASIN B-2
19-Dec-96
Estimator: G.A. ODEHNAL
File:
CTYDETB.WQi
' - -
Problem: '
Determine the total volume of detention required for the proposed development
which consists of approximately 0.27 acres. All off -site basins will provide
their own detention storage and release only the Masterplan Historic 2 year event to Larimer No.2.
Given:
a) Fully developed conditions
b) The historic 100 year release = 0.24 cfs (per Masterplan 0.87cfs/acre)
c) Basins Included: B-2
d) Mass Diagram Method of Detention Calculation
Composite'C' PER URBAN DRAINAGE MANUAL
Commercial CCf = (0.85)(1.25)= 1.00
CCfA = (1.00)(0.27)= 0.27
Time:
100 yr.
freq.
Time: Acumulated Outfall Volume: Storage Required:
min.
CCfA
Inten.
seconds Vol. (ft^3) Q = 0.24 cfs It -3 Ac-Ft
5
0.27
8.98
300 727 72 655 0.0150
10
0.27
6.97
600 1,129 144 985 0.0226
15
0.27
5.95
900 1,446 216 1,230 0.0282
20
0.27
5.23
1200 1,695 288 1,407 0.0323
30
0.27
4.06
1800 1,973 432 1,541 0.0354
40
0.27
3.44
2400 2,229 576 1,653 0.0380
50
0.27
2.95
3000 2,390 720 1,670 0.0383
60
0.27
2.57
3600 2,498 864 1,634 0.0375
90
0.27
1.88
5400 2,741 1,296 1,445 0.0332
Maximum Volume Required . 1,670 ft^3 or
0.0383 Ac.-Ft.
USE 0.04Ac-Ft
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6-16. BORROW PITS 135
work. By leveling at the stakes before and after excavation; data are obtained
from which to compute the volume of borrow taken from the pit.
Figure 6-8 shows a borrow -pit area over which 28 squares were originally
staked out. The cross -hatched line represents the limits of the excavation.
Squares are of such size that no important breaks, either in the original ground
surface or in the pit floor, are assumed to lie between the corners of squares
or between the edge of the excavation and the nearest interior corner. Those
squares falling completely within the excavation arc outlined by a heavy
line. Within that line each square excavated to the pit floor is the volume of a
truncated square prism. Square 7, for example, has the surface corner points
b, c, d, and e; after excavation, corresponding points on the pit floor arc
b', c', el', and e' (see Fig. 6-9). The volume of the resulting prism is the product
of the right cross -sectional area A and the average of the four corner heights
bb', cc', dd' and ee'. In cubic yards,
A
1/7 = d-(bb' d- cc' - dd' + ee') exactly
4x27
Each similar complete prism might be computed by the preceding
method. However; when a number of such prisms adjoin one another, it is
quicker to use the following relation which gives the total volume of n,rr
number of complete prisms:
A
li = (Eh, + 2 Di, 3 Zh,j + 4 E114) (6-18)
4x27
In formula 6-18, A is the right cross -sectional area of the unit rectangular
prism, not the total area of all the complete prisms; h, is a corner height found
in only one prism; h, is one common to two prisms; h; is one common to
three prisms; and h, is one common to four prisms. For example, ee' is an
h,, rld' is an bz, and cc' is an h,.
The total borrow -pit quantity also includes the wedge-shaped volumes
lying between the complete prisms and the limits of the excavation.
111-V
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MOON
' Figure 6-8 Borrow pit.
tit off. Ur e.
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APPENDIX B
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' EROSION CONTROL CALCULATIONS
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[_1
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AND COST ESTIMATE
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' RAINFALL PERFORMANCE STANDARD EVALUATION
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PROJECT: Ct CSll�� STANDARD FORM A
lr�;-� C{
COMPLETED BY: G, AOd t DATE: Ium-,��
DEVELOPED
SUBBA§IN
ERODIBILITY
ZONE
ASb
(ac)
Lsb
(ft)
Ssb
M
Lb
(feet)
Sb
M
PS
M
A - 1
I Ade,)zJ c,
0,
u coo
1,01
�.88
0. iZ
H 5
5-0
,j
h
a y�l
99
5, 31
' MARCH 1991 8-14 DESIGN CRITERIA
1
1
1
1
1
1
1
1
1
EFFECTIVENESS CALCULATIONS
PROJECT: ClrcU;A C14 STANDARD FORM B
COMPLETED BY: LA OcUr0 DATE: 1zl
Erosion Control C-Factor P-Factor
Method Value Value Comment
P�,��n+, � �,a� , w�►k5 0.01
FFI1110
J i � i �cnCa- �t;lr1CY 1.00 V • 5t)
1.00 1.00
00 0_3D
MAJOR
PS
SUB
AREA
BASIN
($)
BASIN
(Ac)
CALCULATIONS
GburgL
4J cC c
/
1r
U �d, �' flJ0 Y
OIL
_
3- l
�_VLl
pr;�S w�iks 0.2q /V_
3-7
�SU� GNU o.�.a A<c
W+A. C
o-A�
MARCH 1991 8-15
DESIGN CRITERIA
IJ
U
II
ENGINEER'S COST ESTIMATE
Page:
FINAL
1 OF 1
Project Number:
Project Title:
Date:
9617-CTY
CIRCUIT CITY PUD
20-Dec-96
Estimator: G.A.ODEHNAL
File:
Item
#1:
ALTERNATE #1
#2:
ALTERNATE #2
Numbe
Description of Item
Unit Cost"
Unit
I erosion control as designe
all disturbed areas seeded
Quantity
11tern Cost
Quantity
Item Cost
A
EROSION CONTROL
Native Seeding w/2 Tons of
Straw Mulch (Crimped)
$1,000.00
AC
0.85
$850.00
$0.00
Inlet Protection
$150.00
EA
7
$1,050.00
$0.00
Silt Fence
$3.50
LF
850
$2,975.00
$0.00
Native Seeding w/ 2 Tons of
$650.00
AC
3.4
$2.210.00
Straw Mulch (Crimped)
$4,875.00
$2,210.00
SUBTOTAL
MULTIPLIER
1.5
1.5
TOTAL DEPOSIT
$7,312.50
$3.315.00
TOTAL
SECURITY REQ'D.
$7,312.50
- unit costs are instaueo costs.
PROJECT: CIRCUIT CITY P.U.J.
SEQUENCE FOR 19 97
TABLE I
CONSTRUCTION SEQUENCE
COMPLETED BY: Cf10
STANDARD FORM C
DATE: FEB. 6, 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
7997
MONTH
APR.
1 VA
✓UNE
JULY
AUC.
OVERLOT GRADING
WIND EROSION CONTROL
Soil Roughing
Perimeter Barrier
Additional Barriers
Vegetative Methods
Soil Sealant
Other
PAINFALL EROSION CONTROL
STRUCTURAL:
Sediment Trap/ Basin
Inlet Filters
Straw Barriers
Silt Fence Barriers
Sand Bags
Bare Soil Preparation
Contour Furrows
Terracin
Asphalt Concrete Paving
Other
VEGETATIVE:
Permanent Seed Planting
Mulching/ Sealant
Temporary Seed Planting
Sod Installation
Nettings/ Mats/ Blankets
Other
MST. xA' S DRAIN
LEGEND
EXISTING 1' CONTOUR
EXISTING 5' CONTOUR
PROPOSED CONTOUR
............ BASIN BOUNDARY
A A - BASIN DESIGNATION
B - AREA IN ACRES
e C C . CWPOSITE RUNOFF
COEFFICIENTS (10 V. EVENT)
D D - DESIGN POINT DESIGNATION I
O1 CHANNEL NUMBER
PROPOSED STORM SEWER
Ip INLET PROTECTION
SILT FENCE
F.F. FINISHED FLOOR ELEVATION
77////�//J7 100 YR HIGH WATER LINE (HWL)
TABLE I
LtlA4rM m swN
RAw "NAG
emaA„�v�rl.IM—
w. FIA��nwmYwAlmm�—
MIAMI
AM w ww MMIM r iaw"MMINNw r MrAY Y
ailw.
wom
NSA
MINA
e.RnnT mMMi
aymwdmANN
Set YasIFROXN
O NI
MAI m/ sNH
a..
=m �M
ms
cummum,
ME
KENSINGTON
DEVELOPED BASIN
FLOWS
BASIN DESIGNATION
D(9aV PONT
lm.5m NMBIA
AREA
AC
DM
CIS
DFm
CGS
1
A-1
aZlI
IJ
Ll
zI
Aa
'L•1
11.04
1111
$
3Y
111
241
p
s-1
an
as
1.5
A
e-a
a.xx
l.a
ze
FERTILIZER
TSMLLY
D RECD .
2. M MPROMD
ANALYSIS. A I
FgNOS OF A
0
PAVILION
f
MST. SAT S p1M1
EMST. 'F C\MB INUT
DEIFNMM PDO
IIXN it\i/'✓ MIM rWbrC: O4
1 Stw'N-K
SbeSA pvAb. aB1 .VC-K
1w M. tiwA Ns 1!D W.
F.F. — 5028.20
f /
affA IMFi
f
P
100 yr H wl.
c- 2
'IE�.• •.@:3 ii �7.�i�.�=ice i1f=Yi /E�oo•
II II I
II 11 �
SEED MIX GAL asTuxsm uaAw
IREMENTS (Ru esTweED AAus)
ROUNDS
ARMED
ALCOILMO ro LABORATORY 9JIL AxYSs
OF
WEGEs KS/AA�
a YIF T
MS/AOwE
6 FOR gAllM. IN MSFMCE Of A Y.AL
PUBES9IT MIEATGRASS VA
A5
Y.B
5]
VO PMIWS OR AVM MTRGi AND NO
M aMIE 15.1
]5
zx
ASENNISIDo, ,� Y �S, PER ACRE.
s¢faTs aAMA +OY
U
x0
TOTAL
TO
17.6
GEED MIXTURES FOR SRs MM w5Mi SOL PROD s
AUTAUNITY. SAYMITY M HIGH WMR TABi
SHOULD BE OF
ORED BY A
TRAINED APEOAUSt
if
EA31. 1Y simm MAN
EMST SAD STORY GRAN
---------------
MM�f•
1.W
GBAPNIC SCAIl
I I 1
IY-M0.
4_
z"ice _
ADAM
.4
CE"fFNDW AWD a-z I i
III
�pwplMbwN eymX m-n / I I r
Rtlwia ml(1W rtY O.xS IRS V
1W Fit Hai P.x
IP
O
p11FrnOx FWD e1055w-ft j
I '
SIT: ; N�TRIM: 100 a-n
r�
n.Iww mlN OD y1: 0.15 [h
GO Fit Hi
arlff+-BARREL Mu ADDRESS WE
ceMNTM VOLUME SHdam IN
MEN IwK DESIGN FOR HARMONY
O.mE aNTER.
NCss.
A„
Oi TEMPORARY 24' ORIFICE P:AM TO BE
REMMI) FW OMNO APPROVAL OF ME
HARMONY TOW LINTER FINAL ORAINALE
PLAN BY OREAM BAPR91.
O CARME PLATE TO BE Ali
`ARDI a'
OLLOMNG A PROVAL 5 THE HARMONY TOMB
CENTER ni MI WAG Q PLAN! BY DROFL
BARBELL MANi GOO} TO SFAK AS MOM
urz(DInu 401 IN COVER).
O} Y MADE PLATE
--
r71-rr-
I I I I
I I I I
M 11i .I
MULCH (Au DSTJRBED AREAS)
WEDRYAWND MORES SSRU SCARF LMANG MULOIES SHw. K USED Mm A PFRETMLAL
ACCNTASIL
MULCH DA75 OF USE
APPLICAnW RATE
STRAW OR HAY JM. 01 - CEO. SI
x TWA/ACRE
HILRAwc
(F0.^D AN PAPER) YAP. IS - MAY 15
J/A MaiERM,
cWTRa
(RAM ON RIANNETS) JAN. 01 - DEC. 31
NOT AFPUCAME
HAY M STRAN MULCH SHALL BE FREE OF I'MWs McmS AND AT LEAST 541
OFRE IN Is n'SUMYAR
Dili GRASSE MAY MOM AaNA VE MASS
MULCHING MATERIAL. F AVAIi
¢MEIIRWEq.IAD..
INS
-F.L
AT
FAAMAA W I a+IYrs+ sixll: + A AMAmA i IN, "MAN + AS* $A
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.Nr«ArP V��w+maN M.rl+ .AY .rtl n..EIA.r B.4RrP
wwwII i r.au•F .M.w w BirYl F ur ..F+E AFAYrF
dYY. mwNAFn ArF N+W� wr+T1.
F.arMA±.
'L=AwFFm w Mir wl.. rA.AM. Rww.
r.Ai r rY F «.w rMAA r w.W rMMm
.ede,iesF wr,PBw y�My.�yry�ry MA a w. �� yM
A"L Iw,me mi Bie.r-s6n evM Y r�i�ii F+F MIY �i IFa
AN"A
w Miri w0 M w��rww�F AF MMy. YYnW YIYYwFib
SAM AIRS. Mi r .Frr we rYr y_�_Iy�MW .rwLLl AFIrY . a F
ENS
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EA�•N.N •yMA.MNI 2 Ar+...+.. _ wIMw.F a «Y'{}"'I INA a.M
• (M+wO+Ar amew ANwA. Ai Brw AsNF++w
r Y mIa eIr F +i. F :RAIrA� +
sw F.Ir.:Fr...w�i I.ur .i.r r.A.M.• VIA,w A..R
as Ymbee e,
,N r A1tRA4 wl �R w_ �D�M F wE1R. M r Awww we M /Yw Iw
wl�++ h z A:RA�ii A wwr F"'r" a wYF w r .Fw
w Aa-e r+MR.rnFWN •AAAF• . IArLNM r
F�wWq M CN m.aW w ANI.1r� nrY Y r s.w
W WALL MAE III
�
Mina OPENING
WIRa PULE W.
FORD AI/A$
-ORIFICE FLATS mIERI
-x$.m
-wma DRIVING-z
DIAMETER
FWD Bl
T
-ORIFICE yE1Nx
-I S/Ie' OAMETET
FWD
WCMHR
NWT
OPENING
-]' DIAMETER
ORIFICE PLATE
NOT TO SCALE
0
MAR 31W
PARSONS & ASSOCIATES, INC.
432 Link lane Plaza
Ft. Collins, Colorado 00524
CONSULTING ENGINEERS (970) 221-2400
96.17-CTY 11 HARMONY TOIFNE CENTER P. U.D., CIRCUIT CITY STORE 11 .-)
'� GhaokAn BPO I DRAINAGE & EROSION CONTROL PLAN Jai