HomeMy WebLinkAboutDrainage Reports - 11/10/1994oval Pewrt
Ua;.ze
FINAL DRAINAGE AND EROSION
CONTROL REPORT
FOR THE
OUTBACK STEAKHOUSE SITE
HARMONY MARKET FILING 8
FORT COLLINS, COLORADO
Drexel Barrell
T
Engineers/Surveyors
Incorporated
Boulder,
Colorado Springs
4840 Pearl East Circle
Suite 114
Boulder, Colorado 80301
303 442 4338
FINAL DRAINAGE AND EROSION
CONTROL REPORT
FOR THE
OUTBACK STEAKHOUSE SITE
HARMONY MARKET FILING 8
FORT COLLINS, COLORADO
PREPARED FOR:
OUTBACK STEAKHOUSE
550 N. REO ST. #204
TAMPA, FL 33609
(813)282-1225
(303)661-9389
PREPARED BY:
DREXEL BARRELL & COMPANY
4840 PEARL EAST CIRCLE #114
BOULDER, COLORADO 80301-2475
(303)442-4338
SEPTMEBER 7, 1994
E-4520
Drexel B arrell
v
sT�
September 7, 1994
Engineers/Surveyors
Incorporated
Basil Hamdan
'Mr.
Boulder,
City of Fort Collins
Colorado Springs
Utility Services Stormwater
Mathews
'235
4840 Pearl Fast Circle
Fort Collins, Colorado 80522
Suite 114
'RE:
Boulder, Colorado 80301-2475
Drainage and erosion control study
303 442 4338
for Outback Steakhouse, Harmony Market
' Dear Basil:
We .are resubmitting to you, for your review and approval, this Final
' Drainage and Erosion Control Study for the Outback Steakhouse at
Harmony Market. All computations within this report have been completed
' in compliance with the City of Fort Collins Storm Drainage Design Criteria.
We appreciate your time and consideration in reviewing this submittal.
' Please call if you have any questions.
Respectfully, I
1 �- � Sc c � C a � �l
David L. Takeda I John Common, P.E.
' Project Engineer
' E-4520
I
' PRELIMINARY & FINAL
DRAINAGE AND EROSION CONTROL REPORT
FOR THE
' OUTBACK STEAKHOUSE SITE
HARMONY MARKET
FORT COLLINS, COLORADO
' SEPTEMBER 7, 1994
' Location and Description
The proposed Outback Steakhouse site is located midway between Boardwalk Dr. and S.
' Lemay Ave. on the south side of Harmony Rd. The site is a 1.26 acre parcel in the existing
Harmony Market Shopping Center. More specifically the site is in the NE quarter of Section
11 T6N, R69W, 6th P.M., Larimer County, Colorado. Harmony Rd. borders the site on the
north side.
The proposed site is currently undeveloped with the exception of some minor landscaping. For
' the most part the existing ground is grass covered and slopes to the southeast at 2% to 3%.
' The only existing utilities within the proposed site is an 8" sanitary sewer line that ends in the
southeast comer. At this point there is a manhole. There is an 8" water line that runs in the
access drive along the south side of the site.
Existing Drainage Conditions
' The proposed Outback Steakhouse site is located in Basin C and Basin A of Harmony Market
Drainage Plan. Currently the site receives runoff from a small section of land south of Harmony
Rd(0.34 acres). This sheet flow runs through the proposed site and continues onto either an
existing entry road or an existing access road. The runoff from the site drains into detention
Pond C as shown on the Overall Drainage Plan: Builder's Square, and Site Grading Plan;
prepared by RBD Inc.[#386-001, May 1990]). From Pond C, the runoff enters 4 inlets and is
carried to Pond D via 15" RCP. From Pond D runoff flows through a series of culverts to the
outlet located under Oakridge Dr., which borders the Harmony Market on the south side.
Relavent portions of the Harmony Market Drainage Report are included in this drainage
' report.
' Master Drainage Reference
The Outback site is a sub -basin of the Harmony Market PUD Second Filing. Flow and
ponding are in accordance with the original drainage design done by RBD Inc. For more
information, see the drawings previously referenced, or the appendix of this report.
1
' Proposed Drainage Design
' The majority of site runoff shall drain south approximately 400 feet to existing detention Pond
C as planned in the RBD report. More specifically, the runoff from the proposed site exits the
two eastern -most entrances of the site drains on the surface to Pond C. The runoff that exits
the western entance of the site drains south approximately 100 feet to detention Pond A This
is also in accordance with the RBD report. All runoff from off -site locations to the north of the
proposed site drains through the Outback parking lot as shown and continues to Pond C. The
runoff from the proposed Outback site travels accross the existing parking lot as shown on the
RBD plans. Detention ponding for the proposed Outback site is provided by Pond C and Pond
A per the original Harmony Market drainage plan.
' The runoff coefficient(C*Cr) for Basins A and C is 1.0. This number was used by RBD to
calculate Q.. From these values a mass balance was performed.to determine the sizes for
' detention Ponds A and C. The runoff coefficient calculated for the Outback site is 0.59. This
value is less than the value used by RBD. Therefore, the flow calculated for the Outback site is
less than the flow that was used to design Ponds A and C. Thus both ponds are adequately
sized.
Erosion Control Design
The Outback site is located within moderate rainfall and wind erodibility zones as indicated by
' City of Ft. Collins zoning maps. Potential for erosion exists as soon as construction begins and
will exist until paving and landscaping is completed.
Construction is planned to begin in early October, 1994. The projected opening for the
restaurant is set for late Winter/early Spring 1995. Overlot grading will begin at the start of the
project. Paving should be installed within six weeks of the overlot grading and permanent
landscaping should follow as soon as possible after paving is complete.
Prior to construction, silt fencing shall be installed on the south side of the site as shown in the
Drainage and Erosion Control plan(in back pocket). Hay bales will be placed at the entry to
the construction site. The hay bales must be in place while construction is not occurring.
' Materials and equipment storage areas should be located to minimize wind erosion. Areas
disturbed but not addressed by paving or landscaping shall be seeded with dry land native
grasses and protected initially with a hydraulic mulch.
Erosion Control Security
'
Temporary erosion control Measures
Per Unit
Measure Unit Quantiy
Cost
Total
Silt Fences LF 355
$2.25
$800.00
'
Hay Bails EA 10
$4
$40.00
' .
Total
$840.00
' Total site revegitation:
Mulching &
' seeding AC 1.26 $1,280 $1613
Use temp. measures to establish security.
' Security = $1613 x 1.5 = $2419.50
Conclusion
All design and computations have been completed in compliance with the City of Fort Collins
storm drainage design criteria. The site design does not substantially change the drainage
patterns. All site drainage will be directed to existing detention ponds.
' Wind erosion will be minimized by equipment and supply storage placement and by wetting
exposed bare ground. The project will also be scheduled to minimize the amount of time bare
ground is exposed to the elements.
or"I_;;„
Reviewed b
Written by: Y 00 e 4p RF
' o
11956
David L. Takeda John Common, A. sT;;;SoNALEaQ�o
1
1
i
vltoll.v! i i inr+r Cn
'NO SCALE
1
DREXEL BARBELL
'
Project
0UTSAf�
FT. COLG/aS
Client
uT3,�G fC
'
_>�llS7-0,PIC
RJN OFF
AU-11 =
I..60Al-
C- =
U1V1r7eR0v1;0 A 574- = 6,26
Z.25)Y3
'
= ZS,-7 n,N.
-i-) DO
LAND SURVEYORS /
CIVIL ENGINEERS
Job No
z--7 4r20
By Date
ptT 1 7 //3 ITT y
�( 4�
Qo = D,Z0(Z.8 '"/4.2/.606C�
4940 PEARL EAST CIRCLE, SUITE 114 j3031442-4339
.r . 11 M=M rnni 17RADO 80301
740 WOOTEN RO. #109 (7719) 591-5151
COLORADO SPRINGS. COLORADO 90915
DREXEL
LAND SURVEYORS
BARBELL
CIVIL ENGINEERS
Job No
Project
OUr.8AGC
S72FArH0u Fr LOLL//✓C
£�!SZV
'
Client
Orrr�«
By
per
Dale
r+JA 0,lJ5=;<vVX v �
G
�/./7 A-C x0.2 t /.7-7 AG )1 0.45 p, 59
Z.,qL/ a
'
Te.15
"/ /2
ioo
1
4640 PEARL EAST CIRCLE. SUITE 114 1303)442-4338 740 WOOTEN RO. #109 (7191 591-5151
COLORADO SPRINGS. COLORADO 90915
Gln'4n1
EFFECTIVENESS CALCULATIONS
PROJECT: OUT11ACK STiE.prr;oUtic tti NARnbuy )hARKEr (r=y52o) STANDARD FORM B
COMPLETED BY: QL-7 DATE: 7/iy/5y
Erosion Control C-Factor Pm -Factor
Method Value Value Comment
S I LT FF—N(/AIG l bQ p .5 p / �}SC bP SLU ES
PAVED p pl I.UO PARKI' V6 LUT
A/AT/t/F_ -4 O, 3 2 1.00 L ANOSCn PEp AREAS
MAJOR
PS
SUB
AREA
BASIN
BASIN
(Ac)
CALCULATIONS
1.60
GRASS (3Z •S%)( 1.60) = O •SL
1,60
T FErNCE
Sl
r = I (p, 3L )i ),SZ)
UO XU.SZ) + (/ •oo� (l, Ub) = G.�O
��U,�U�
l)(p.ro)�yH.r%
MARCH 1991 B-15 DESIGN CRITERIA
ICONSTRUCTION SEQUENCE
PROJECT: OUT�,RCu s7---,AV�100,zM A-T HARNDQy tAArzi«'r (tivszo) STANDARD FORM C
SJUENCE FOR 19 `7y/9,�- ONLY COMPLETED BY: DZ-T DATE:
i2ficate by use of a bar line or symbols when erosion control measures will be installed.
Moor modifications to an Approved schedule may require submitting a new schedule for
approval by the City Engineer.
YEAR
MONTH Oc+ I Nov I I Fcb I I I I I I I
OfRLOT.GRADING
WIND EROSION CONTROL
Soil Roughening
'Perimeter Barrier
Additional Barriers
Vegetative Methods
'Soil Sealant
Other
Y INFALL EROSION CONTROL
STRUCTURAL:
,. Sediment Trap/Basin
Inlet Filters
Straw Barriers
Silt Fence Barriers
' Sand Bags
Bare Soil Preparation
Contour Furrows
' Terracing
Asphalt/Concrete Paving
Other
1 VEGETATIVE:
Permanent Seed Planting
'Mulching/Sealant
Temporary Seed Planting
Sod Installation
'Nettings/Mate/Blankets
Other
ORUCTURES: INSTALLED BY MAINTAINED BY
'GETATION/MULCHING CONTRACTOR
)ATE SUBMITTED APPROVED BY CITY OF FORT COLLINS ON
MARCH 1991 8-16 DESIGN CRITERIA
No Text
APPENDIX
Relevant portions of Drainage report written by RBD Inc for Harmnoy
Market
nginee(ng Consultants
300 South College Avenue
)rt Collins, Colorado 80525
103) 226-4955
June 4, 1990
Revised August 13, 1990
City of Fort Collins
Stormwater Utility
235 Mathews Street
Fort Collins, CO 80522
RE: FINAL DRAINAGE REPORT - HARMONY MARKET P.U.D., SECOND FILING
Dear Susan:
We are pleased to submit to you this Final Drainage Report for the
Harmony Market P.U.D., Second Filing.
Please call if you have any questions or if we may be of further
assistance.
Respectfully,
RBD, Inc.
Cort Nickel, P.E.
Project Engineer
Stan Myers, P.E.
Project Manager
cc: 386-001-H
036-116
Other Offices: Vail, Colorado (303) 476-6340 • Colorado Springs, Colorado (719) 598-4107 9 Longmont, Colorado (303) 678-9584
INTRODUCTION
Location
The Harmony Market P.U.D. is located just South of Harmony Road
between Boardwalk Drive and LeMay Avenue. More specifically, this
site is located in the northeast corner of Section 1, Township 6
north, Range 69 west of the 6th Principal Meridian in Fort Collins,
Colorado.
Description
The site for Harmony Market P.U.D. - first filing; Pace Warehouse;
has been developed (ref: Harmony Market P.U.D. Filing One Final
Drainage Report by RBD, Inc. April 24, 1989) and the remainder of
the site is being used for agricultural purposes. As shown on the
enclosed site grading plan, there is an existing farmhouse and
outbuildings on the northwest corner of the Second Filing. The
ground surface at Harmony Market slopes generally to the southeast
at slightly greater than 1%. Two concrete irrigation ditches are
located side by side near the north property line and just south of
the Harmony Road roadside drainage swale. One of these ditches is
used for onsite irrigation. This ditch is being abandoned as part
of this development. The other ditch extends southeast under Lemay
Avenue and into the Oakridge Area, providing irrigation to the Rule
Property. As a part of development of this Filing, the developer
has reached an agreement with Dick Rule for abandonment of the
channel and the associated water rights.
Drainage Criteria
The maximum release rate for this property, as stated by City
staff, is dictated by downstream restrictions or previous criteria.
The maximum release rate for this site, therefore, is dictated by
the Healthcare International facility downstream of the site. This
development (Oakridge West P.U.D., First Filing) has a drainage
release requirement of 0.2 cfs/acre as a maximum 100 year release
rate. Improvements installed with this development were designed
based on this requirement with provisions made to transport 100
year historic flows safely through the site. This downstream
restriction will require the proposed Harmony Market P.U.D. to
detain and release stormwater at a maximum (100 year design storm)
release rate of 0.2 cfs/acre. It should be pointed out that
downstream improvements, other than those installed with the
healthcare facility, have been sized for.release rates based on the
Mcclellands Basin Master Plan.
Drainage Procedure
The historic drainage calculations for this property resulted in
the identification of two historic drainage basins (see drainage
plan in pocket and calculations in the Appendix). The first basin
1
drains south adjacent to Lemay Avenue and the second, also drains
south, flowing in that direction about 6501 west of Lemay Avenue.
Flows from both of these basins ultimately drain into the
McClellands Basin major drainageway. The historic flow pattern is
generally the same for this site when fully developed. One
exception to this is a small portion of.property at the northeast
corner of this site. This area when developed, is graded to drain
south into the historic basin Hl, instead of north and east as it
does currently.
The final design for Filings 1 & 2 of this property and the
preliminary design for the remainder of the site results in the
creation of 9 basins with seven permanent detention and one
temporary detention pond. The calculations for the detention ponds
show the pond volume and maximum flow rate necessary to achieve 0.2
cfs/acre. Table 1 summarizes the results from these calculations.
We)
_ WIMUM
IDo YR.
RELEASE
RATE
(.e.•ft.)
100 YR.
STORM
POND
HISTORIC HISTDRIC
BASIN WIN
POND A POND ! P059 C POND D MD S POND R POND C POND N POND L Hi H2
1.70 1.79 1.50 0.92 2.52 0.72
VOLUME 1 1.75 I.15 1.54 0.95 2.60 0.74
Note: Pistons flews are treater tl n developed flews.
0.51
0.2e
0.15
15.1
I7.0
0.52
0.25
0.15
•--
..-
Detained flows from developed Basins A, B, C, D and G drain to a
small drainageway approximately 400'feet west of the existing
Evangelical Covenant Church. These developed flows discharge
through an 1811 RCP pipe under Oakridge Drive. This pipe is sized
under inlet control as shown in the appendix. Erosion due to these
flows is controlled by riprap placed at the pipe invert. The flows
.then continue in a drainage swale constructed as a part of the
First Filing; show on the Drainage Plan; until they eventually
reach Rule Drive, as historic flows did.
Sizing of the detention facilities for Ponds "C" and I'D" have
/ utilized the advantages of each basin to meet the 0.2 cfs/acre 100
( year release rate for the combined area of Basins A, B, C, and D.
The approach taken during this phase was to utilize the maximum
capacity of Pond C without overtopping the emergency overflow
spillway. The flow rate out of Basin C, 3.03 cfs, was determined
from multiple iterations of the mass diagram method. This flow
rate corresponds to the calculated required storage volume which
matches the available detention volume in Pond "C".
The conveyance piping between Ponds C & D was sized to pass 3.03
cfs, with both ponds at their maximum ponding elevations. Even
E
with a higher conveyance rate out of Basin C, Pond D has extra
detention capacity, relative to the size of Basins A through D.
(See calculation in Appendix).
An orifice was then sized for Pond D. The sizing accounted for the
inflow rates from Basins A, B, and C, and the inflow hydrograph
from Basin D. To be conservative, no time lag was used on . the
flows into Pond D from Basins A, B, and C. A three hour storm is
considered adequate for basins of this small size. The mass
diagrams for these four basins were carried out until the ponds had
all emptied, and until Pond D detention had reached a peak.
Basin B, First Filing, was re -analyzed to include the flows from
Basins A and B in the outflow from Pond B. With the use of the
mass diagram method, a slightly higher release rate from Pond B was
required to avoid exceedance of the available detention volume in
Pond B. The excess capacity in Pond D fully compensates for the
higher release rate from Pond B. The orifice plate in Pond B was
also resized to account for the backwater effect in Pond D.
Once the detained water leaves Pond D, it will drain into Pond G.
- Basin G, however, is undeveloped at this time. A small temporary
detention pond will be built in Basin G. This temporary pond is
necessary to direct flows from Basins A, B, C, and D into the 18
inch pipe under Oakridge. The temporary configuration of Pond G
will not detain for the entire basin, but only for its own area.
Most of Basin G will remain in historic conditions until it is
.developed. When Basin G is developed, a manhole will connect the
pipe from Pond D and the 18 inch pipe under Oakridge Drive. An
orifice will be installed in a pipe stubbed out from this future
manhole. This orifice will be sized to control the release rate
from Basin G only, and not from flows from the upstream basins. As
a part of this report, the detention requirements for the developed
state of Basin G were also analyzed.
The piping under Oakridge Drive was sized based on the 100 year
release rate for Basins A through D and G.
Developed flows from Basins E and F drain to a proposed pipe system
connected to two existing pipes that extend under Oakridge Drive
near Lemay Avenue. The flows then continue to a large drainage
swale, east of the Evangelical Covenant Church, as historic flows
did. This drainage swale is designed to accept 30.2 cfs based on
the Storm Drainage Report for the Evangelical Covenant Church
P.U.D.. Phase 1, by James H. Stewart and Associates, Inc., March
29, 1985. Developed flows from Basin H drain to the end of
construction at design point H. A temporary detention pond has
been constructed at this point to detain and release flows at a
rate of 0.2 cfs/area. The permanent detention for this basin will
be covered in the future design of adjacent development.
Developed Basin I, which is part of the west half of Lemay Avenue,
3
adjacent to this site, and also the south half of Oakridge Drive,
drains to design point I1. At this location the flows enter two
existing 4 foot sump inlets. The flows drain undetained to this
point because of the difficulty of detaining these flows on site.
Future development south of this site shall provide for the
detention of flows from the south half of Oakridge Drive. To
insure that developed 100 year flows at this point are less than or
equal to 100 year historic flows, a comparison was made between
the two. The 100 year flows from developed Basins E, F. and I are
slightly less than 100 year historic flows from Basin H1. A check
was also made of the existing inlet capacities, during a 10 year
developed storm. The capacity of these inlets was found to be
adequate. The approach outlined above departs from the drainage
criteria specified earlier. It should be pointed out that previous
-criteria for this area allows a release rate up to 100 year
historic levels if the downstream facilities can accommodate such
flows. As previously mentioned, provisions were made for 100 year
historic flows in. downstream developments. Based on this
understanding the approach taken in handling flows draining to
Design Point I1 is justified. Downstream drainage facilities along
_ Lemay Avenue should be verified during final design of Basins E and
F, to insure that adequate capacity exists.
Offsite historic flows from the portion of Basin H2 west of this
site are re-routed to proposed Boardwalk Drive and directed south.
The flows then continue south and southeast to eventually reach
their original historic drainage pattern.
As stated earlier, the two concrete irrigation ditches near Harmony
Road are to be abandoned. The larger (northern) irrigation ditch
remained in operation when First Filing was constructed. Ditch
flows are currently piped through the First Filing. This ditch
carries some storm water from Harmony Road west of Boardwalk Drive.
At the intersection of Boardwalk Drive and this ditch, a 27" RCP
was installed. This pipe was sized to handle irrigation flows plus
storm flows of 13 cfs from Basin J, (see calculations in Appendix).
Basin J, shown on the vicinity map, is the south half of the
Harmony Road R.O.W. between Boardwalk Drive and the crossing of the
Larimer No. 2.
As part of the abandonment of the water rights to the Rule
property; discussed earlier in this text; the 15 inch ADS will be
plugged at the manhole east of Boardwalk Drive. Storm flows from
Basin J will flow into the 24 inch RCP and be carried in the borrow
ditch downstream to the proposed site entrance to Harmony Market
P.U.D. Second Filing. Storm flows from Basins J and K will be
carried in a 19 inch X 30 inch RCP under the site entrance.
Provisions for these flows will be incorporated into development of
future filings.
0
No Text
MASS DIAGRAM METHOD
\..: :or .
DETENTION VOLUMES
PROJECT: HARMONY MARKET. - o FILING
COMMENTS: .100 YEAR STORM - BASIN A
MAXIMUM M ALLOWABLE RELEASE
DESIGN RELEASE RATE
RATION. E�IATIOR: O = CIA
C+=
1
TIME OF CONCE ATIow =
TIME
(min)
!/
15
25
2@
30
\ \
45
s0
55
60
70
eo
90
!oo
110
120
130
140
1
160
170
ISO
240
300
7,60
420
480
540
600
720
| . 780
840
900
......�,e....
. . . » 96 .
( 1020
CA
8.48
e.48
8.48
e.48
S.4G
8.46
S..48
8.48
8.48
8.49
S.4B
3.49
S.48
8.48
9.48
8.48
8.48
8.49
8.48
8.ae
8.48
8.48
8.43
B.48
I
(in/hr)
9.0&
7.710
6.00
5.20
4:60
4.15
3.80
3.50
3.00
2. SO
2.60
2.30
2.05
1.35
1.70
I.55
1.45
1.32
1.24
1.19
1.13
1.09
1.05
AREA =
INFLOW
(cu ft)
22896
37142
45792
52915
58512
63346
67670
71232
74412
76320
73ZS53
79373
91917
83443
84715
86496
86750
G853!
87310
E8328
90821
91991
94281
96163
96163
96163
96163
9616=
96163
96163
96163
9 6,1 .
163
96163
96163
96163
961
96163
1.7 cfs
1.7 c!s
8.48 acres
OUTFLOW
STORAGE
(cu ft)
rcu ft>
(ac ft)
S 1.0
22386
0. 5 139 !!
1020
36122
0.829256
1530
' 442
1.0l6113
2040
50875
1.167933
2550
55962
1.284710
\060
60286
1.38 66
3570
64100
1.471542
4080
67152
1.S41597
4590
69822
1.602B92
5100
71220
1.634966
5610
72745
1.67
6120
73253
11.681652
7140
74777
1.716639
8160
7 e3
1.728264
9180
75535
1.734049
10200
76296
1.751515
11220
75530
1.73=97r 9
12240
76291
1.751404
13260
74050
1.699955
142aO
74046
1.699900
153o0
-15521
1.733719
16320
75671
1.737168
17340
76941
1.766314
18360
77803
1.736115
244G0
71683
1.645615
7.0600
65567.
1.505119
36720
59443
1.364623N
42840
5332=
1.224127
48960
472
I,093631
55080
410e3.
94-313.5
61200
34963,
&.eon fo
.� 67' %
28843
662144
73440
22723
0.521648
7956o
16603
0.381152
55680
10483
0.240656
91800
4367,
0.100160
97920
-1757
-0.o4033
104040
- 877
-0.IS 83
MASS DIAGRAM METHOD
for
DETENTION VOLUMES
PROJECT: HARMONY MARKET, 2ND FILING
COMMENTS: 100 YEAR STORM - BASIN c
MAXIMUM ALLOWABLE RELEASE
DESIGN RELEASE RATE
RATIONAL EQUATION: o = CIA
!
TIME of CONCENTRATION =
AREA =
TIME
CA
I.
INFLOW
(min) .
(inzhr)
<cu ft>
s
7.43
9.00
20196
10
7.43
. 7.30
7,2762
. 15
7.4
. 6.0
40392
20
7.49
5.20
46.6
25
7.48
4.6o
51612
30
7.48
4.1595se76
35
7.4
3.80
59690
40
7.48
3. 50
62832
45
7.4
. 3.25
65637
50
7.48
3.00
67320
55
7.48
2.
115
60
7.48
2.60
700
70
7.432.�70
72257
80
7.48
2.05
73603
90
7.48
. 1.B5
74725
100
7.48
1.70
76296
110
7.48
1.55
7652o
120
7.48
1.45
78091
130
7.43
1.32
77014
140
7.49
1.24
77912
!so
7.48
1.19
80111
7. 48
1.13
81143
170
7.4e
. 1.09
e3163
ISO
7.48
1.05
94823
240
84- 8 23
300
.
.B4823
360
848^
420
B4823
.480
84823
541)
e4823
600
. 84823
660
84823
720
84823
780
84823
840
.
84823
900
.
64823
960
84823
1020
8482.3
1.5 cfs
3.03 c!s
7.4B acres
OUTFLOW
STORAGE •
<cu ft>
<cu ft>
cac +t>
. 909
19287
0.442768
.ISIS
30944
0.7103
2727-
37665-0.e6466
3636
473039
0.988044
4545
47067
1.0e05:09 .
5454
50422
1.157 520
6367.
53327
1.224228
7272
55560
1.275482
SIG!
57456
1.319008
9090
582,30
1.336776
9999
59116
1.357121
10908
59105
1.356659
12726
59531
1.366639
. 14544
59059
1.355BI2
16362
363-1.339834
18180
5e116
1.334159 .
19998
56522
1,297575
21816
56275
1.291900
23-634
53380
1.225438
25452
52460
1.204308
27270
52841
1,213057
29088
52055
1.l950 9--
30906
52257
1.199647
32724
52099
I.196033
43632
41191
0,945615
54540
30283
0,6952
65448
19375
0.44478e
76356
B467
0.194375
87264
-2441
-0.05603
98172
-13349
-0.3o645
109080
4257'
0. 55686
119988
-35165
-0.80727
130896
-46 3
-1.05769
141804
-569ei
-l.3oelo
152712
-678 89
-1.55851
163620
-78797
-1.80993
174528
-89705
.05934
1054
-100613
-2.30973
LEGEND
I • • PROPERTY LINE
PROPOSED CONTOURS
EXISTING CONTOURS
PROPOSED ELEVATIONS
.nxs, EXISTING ELEVATIONS
PROPOSED SWALE
_...__... _.._. OUTFALL CURB(ALL OTHER
IS CATCH CURB)
— — — BASIN BOUNDARY
SILT FENCE
SUB BASIN DESIGNATION
2 44
DIREk TION OF FLOW
I
cpo jz
P(VARIES)
TYPICAL SWALE SECTION
N T.S.
CONSTRUCTION NOTES
Q STANDARD HANDICAPPED RAMP
(D PROPOSED 4' SIDEWALK
(1) TREE SHALL BE SAVED. CONTRACTOR RESPONSIBLE
FOR PRESERVING TREES DURING CONSTRUCTION
(D TREE TO BE REMOVED
0 MEET EX. CURB & GUTTER 0 END OF CURB RETURNS
UNDE'v
Af
NAMi src.un/
EX. c•GJ
- - - - - - - - - - - - - - HARMONY ROAD
I
I
I
I
1
I
I
I
I
I
I
I
I
I
I
,I
I
I
L.
zw I
I
GENERAL NOTES
I. REFER TO PLANS PREPARED BY CITYSCAPE FOR
FURTHER DIMENSIONS AND LANDSCAPING DETAILS
2. EXISTING FL. CURB AND GUTTER, AND EDGE OF
PAVEMENT ARE SCREENED.
EROSION NOTES
L PAVING AND LANDSCAPING MUST COMMENCE
AS SOON AS POSSIBLE. RAINFALL EROSION
CONTROL IN DEPENDENT ON PAVING AND
LANDSCAPING COMPLETION.
2. HAY BALES WILL BE PLACED AT CONSTRUCTION
ENTRANCE. THEY MUST BE IN PLACE AS INDICATED
IN THIS PLAN WHEN CONSTRUCTION IS NOT
IN PROGRESS,
1—
EROSION CONTROL
CONSTRUCTION SEQUENCE
1994 1995
METHOD
OVERLOT GRADING
SOIL ROUGHENING
VEGETATIVE METHODS
SILT FENCE BARRIEIRS
ASPHALT/CONCRETE
PAVING
SOD INSTALLATION
DRAINAGE SUMMAR, TABLE
SUB BASIN
A(AC)
C
Qo (CFS)
Oim(CFS)
1
2.44
0.59
8.18
16. 39
OUTBACK STEAKHOUSE
UTILITY, GRADING, DRAINAGE, AND
EROSION CONTROL PLAN