HomeMy WebLinkAboutDrainage Reports - 01/26/198613
PROPERTY of
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MASTER DRAINAGE REPORT FOR
ARBOR PLAZA
AND
FINAL DRAINAGE REPORT FOR
ARBOR PLAZA PHASE I
DREXEL, BARRELL & CO.
ENGINEERS
1700 38TH STREET BOULDER, COLORADO 80301
SURVEYORS
(303) 442-4338
C�1L AS �S
"ro
MASTER DRAINAGE REPORT FOR
ARBOR PLAZA
AND
FINAL DRAINAGE REPORT FOR
ARBOR PLAZA PHASE I
PREPARED BY:
DREXEL, BARRELL & CO.
1700 38TH STREET
BOULDER, COLORADO 80301
PREPARED FOR:
baod
Lee, Nel-far►
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e
KROH BROS. DEVELOPMENT CORP.
-- 5690 DTC BLVD., SUITE 200
ENGLEWOOD, CO 80111
79 (�
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NOVEMBER 19, 1985
REVISED DECEMBER 5, 1985
REVISED JANUARY 7, 1986
REVISED JANUARY 16, 1986
E-3357
(0271R)
DREXEL BARRELL & CO. -
ENGINEERS
1700 38TH STREET
BOULDER, COLORADO 80301
(303) 442-4338
January 7, 1986
This "Master Drainage Report for Ar
Arbor Plaza Phase I", complies with the
Design Criteria and Construction Standa
4+
SURVEYORS
OFFICES:
BOULDER
COLORADO SPRINGS
Plaza and Final Drainage Report for
of Fort Collins' "Storm Drainage
lay, 1984 editiew.,._
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' MASTER DRAINAGE REPORT FOR
ARBOR PLAZA
' AND
FINAL DRAINAGE REPORT FOR
ARBOR PLAZA PHASE I
' PURPOSE:
' This report serves as both a Master Drainage Report for Arbor Plaza and a
Final Drainage Report for Arbor Plaza Phase I.
' SITE DESCRIPTION:
Arbor Plaza is a 20.2 acre parcel of land located in the northeast quarter
' of Section 2, Township 6 North, Range 69 West of the 6th P.M. The property is
bordered by the Poudre Valley REA property on the south, College Avenue (U.S.
Highway 287) on the east, Harmony Road on the north and the Burlington
' Northern Railroad property on the west.
The proposed land use is commercial and will include the construction of
one 102,000 s.f. archor store, 51,913 s.f. of retail space in a shopping
' center type layout, seven separate building pads, related water, sanitary
sewer and storm sewer, approximately 900 L.F. of South Mason Street and
approximately 1000 L.F. of 8'x6' box culvert.
' Phase I is approximately 15.1 acres of the site and includes the
construction of South Mason Street, the 8'x6' box culvert, and all buildings,
parking lots and related utilities located to the west and south of South
' Mason Street.
HISTORIC DRAINAGE CHARACTERISTICS:
' As shown on the vicinity map, the Mail Creek traverses the northerly
portion of the property from the west to the east. Drainage runoff from the
' northern 11.4 acres of the site sheetflows to the Mail Creek at slopes of
2-5%. The drainage runoff from the southern 8.8 acres sheetflows at a 3%
slope to the south and east. The 20.2 acre parcel is primarily grassland,
except for the immediate area of the Mail Creek which is heavily wooded.
' Presently, there are four wood sheds, a brick and wood frame house, and a
garage on the parcel. These buildings will be removed during construction of
Phase I. No offsite drainage enters the site.
' PROPOSED DRAINAGE CHARACTERISTICS:
' To allow for a more efficient land use, the Mail Creek flow will be
conveyed through the site in an 8' wide by 6' high concrete box culvert. The
box will carry 600 cfs with a one foot freeboard. Proposed grading of the
site will direct all runoff to Mail Creek. The Master Drainage Plan for
McClelland Mail Creek indicates that no detention facilities would be required
for properties abutting the Creek. Since the Mail Creek does traverse this
1
site, typically, no detention would be required for that portion of the site
which historically drained to Mail Creek. However, the existing downstream
Mail Creek facilities are inadequate to convey any amount of increased
runoff. Therefore, as a temporary measure, onsite detention will be provided
to store the.100 year developed runoff of the.entire 20.2 acre.site and the
total site release to Mail Creek will not be more than the 100 year historic
runoff of the northern 11.4 acres of the site which historically drains to
Mail Creek (Sub -basin A-1). Once the downstream facilities have been
improved, the total release rate may be increased to allow for full release of
the developed northern 11.4 acres (Sub -basin A-1). Detention will continue to
be provided for the southern 8.8 acres (Sub -basin A-2) as it historically
drained to the south and not to Mail Creek. Any reevaluation of the site
release characteristics will not be undertaken without prior approval of the
City of Fort Collins.
With the temporary release rate restrictions in mind, the Master Drainage
Plan presented in this report utilitizes rooftop detention, parking lot
ponding and a landscaped pond to store the developed runoff. Each rooftop
will have control structures which will limit the runoff release rate to 1
cfs. Where the storm sewer serving the parking lot detention ponds drain
directly into the Mail Creek box culvert, orifice type plates will be placed
in the inlets to restrict the pond's outflow to the appropriate historic
runoff release rate. All other storm,sewer will drain into the proposed
landscaped detention pond at the eastern side of the site. A weir structure
will be placed in this detention pond to limit the release to Mail Creek. The
total amount of developed runoff released to Mail Creek will be restricted to
the historic 100 year,runoff and 10 year runoff rates for the northern 11.4
acres of the site.
The final Drainage Plan for Arbor Plaza Phase I complies with the Master
' Drainage Plan described above. Phase I is divided into two sub -basins. The
northern 1.7 acre sub -basin utilizes rooftop ponding and a parking lot
detention pond. The detention pond will discharge into the proposed box
' culvert. Rooftop ponding will also be utilized in the southern sub -basin of
Phase I. Drainage runoff not collected on the rooftops will be directed
overland and in pipes to a temporary landscaped pond located on the east side
of South Mason Drive. A weir structure will be used to control the landscaped
' pond's release to the Mail Creek. The total Phase I runoff release will be
restricted to the historic 100 year runoff and 10 year runoff rates for the
northern 6.3 acres of Phase I which historically drained into the Mail Creek.
' When Phase II is developed, the available capacity of the downstream. Mail
Creek will be re-evaluated. If improvements have been made such that Arbor
' Plaza's runoff release rate can be increased, the detention volumes will be
decreased. If downstream improvements have not been made, the detention
volume for the entire 20.2 acre site calculated in this Master. Report will be
provided. In either case, the temporary landscaped detention pond utilized in
' Phase I will be abandoned and graded over. A combination of rooftop ponding,
parking lot ponding, and a possible landscaped pond will be utilized to
provide the necessary detention ponding for the 20.2 acre site. Control
structures on rooftops, orifice type plates in inlets, and weir structures in
ponds will be used to control the total runoff release rate to Mail Creek.
This release rate and specific detention details will be determined in the
Final Drainage Report for Arbor Plaza Phase II.
BOX CULVERT:
As previously stated, the Mail Creek flow will be conveyed through the
site in an 8 foot wide by 6 foot high concrete box culvert. The foundations
for the buildings in the vicinity of the culvert will be on caissons which
bear on soil below the box culvert. This will allow the box to be worked on
or replaced without affecting the building or requiring special excavation
procedures.
. ON -SITE STORM WATER COLLECTION SYSTEM
The on -site storm water collection system has been sized within the
parameters of the calculated runoff and future basin release rates studied in
the master drainage portion of this report. Pipe sizes and capacities for
each run of storm main are indicated on the Master Utility Plan for the
' development and were calculated using the Mannings Equation and the various
pipe slopes.
Please note that, except for rooftop detention areas and the permanent
detention pond in the northwesterly portion of the site, no.attempt has been
made to size the detention ponds, other than for Phase I. At the time of
Phase II development it is the intent to review the drainage concept in detail
' and provide a workable drainage plan using this Master Study and City of Fort
Collins criteria as the basis for future study.
CRITERIA:
The City of Fort Collins "Storm Drainage Criteria and Construction
Standards° as well as the °Urban Drainage and Flood Control Storm Drainage
Criteria Manual" were followed in preparation of this report. The rational
method was used to determine the historic and developed flows for the 2 year,
10 year and 100 year storms. U.S. Department of Transportation's "Hydraulic
Design of Improved Inlets for Culvert". August, 1972, was utilized in
designing the inlet for the proposed box culvert. The hydraulic grade line
for the box culvert was calculated using the Direct Step Method, Mannings
Equation, and the friction slope, using flow data supplied by the City of Fort
Collins for the 100 year storm occurance.
CONCLUSIONS:
This report serves as a Master Drainage Report for Arbor Plaza and a Final
Drainage Report for Arbor Plaza Phase I. Since the existing downstream
facilities of Mail Creek are inadequate to convey any increased runoff, this
master plan utilizes temporary detention facilities to limit the developed
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release rate to the amount that historically entered the creek during a 100
year and 10 year year storm. As the downstream facilities are improved, the
allowable release rate from the site will be increased and the temporary
detention facilities will be abandoned.
Since Phase I is scheduled to be constructed prior to any downstream
improvements, detention will be provided for the developed runoff from a 100
year storm. The Phase I release rate will be limited to the historic 100
year, and 10 year release rate for that portion of Phase I which historically
drained to Mail Creek. At the time Phase II is developed, a Final Drainage
Plan for Phase II will be prepared and will re-evaluate the allowable release
rate of the entire project with respect to the capacity of the downstream Mail
Creek facilities. Detention volumes and release rates may be modified at that
time.
A vicinity map, calculations and Drexel, Barrell & Co. Drawing No. 3D-701,
Sheets 3 and 14 are included for your review.
' Revi ewe�j
' George N. ers
P.E. #1 6
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Respectfully submitted,
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*MOST FREQUENTLY OCCURRING"UNDEVELOPED"
LAND SURFACES IN THE DENVER REGION.
REFERENCE: "Urban Hydrology For Small Watersheds" Technical
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URBAN DRAINAGE 6 FLOOD CONTROL DISTRICT
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PROJECT: i Za DESIGNER:
CULVERT INLET CONTROL SECTION
DESIGN CALCULATIONS STATION: DATE
INITIAL DATA:
-
0u cf%
So'fO.tT2 2�f1,
AHW El
.-
W EI. ZS O
�m
\
ft
,.,
—']I—
ELStroom
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11t FALL
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FALL'
Barrel Shape
and Material Basel
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Inlet S �
�.8. U
Ste`
2
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N •
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EI. fate Invert
TAPERED INLET
D• 0 ,NBD342`
CONVENTIONAL or BEVELED
THROAT CONTROL SECTION
(Pipe)NON •
INLET: FACE CONTROL SECTION
(Lower Headings)
(Upper Headings)
DEFINITIONS OF INLET CONTROL
SECTION
�\
1(�I!
(21
/.
(4)
(S)
Note: Use Upper Headings for
b
Xm
\
E
El
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p�
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Lower Headings IaTapered
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ve
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At
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_
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0
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Invert
FALL
MNt
S
Vo
COMMENTS
Trial No.Inlet and Edge Description f We4- `1 o:t �rt"t,-O/
&oo
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Trial No.7` Inlet and Edge Description •!/oa-. iv
Trial No, �_ Inlet and Edge- Description
Notes and EaLations:
SELECTED DESIGN
(1) El Foce(or throotlinvert•AHW EI.-Hf(ortht)
Inlet Description:
(2) FALL- EI. Stream Bed at Face -El. face (err throol) invert
(S)HWr(orHWf)•fft(orHt)-El.foce(orthroatl
FALL• Y, ft.
invert, where El. face (or throot)
Invert El. • lln.(O ft.
invert should not eased El, stream bed.
Bevels:
(4) S- So-FALL/Le
Angle
(S) Outlet Velocity •0/Areo defined by do of S
b• in., d• in.
13-170
0* -F C01V7RD4
PROJECT: DESIGNER:
SIDE -TAPERED INLET
STATION: DESIGN CALCULATIONS
DATE:
INITIAL DATA SKETCH
0 efs Sa= , ozo'/ FACE
AHW Et t 1 ft. La- j 0 ft FACE �—
TAPER = ' t
Barrel Shope
and Material R C!3 -n - o,o )-3
Face E a
Description so Min4� .
.N. � e-rL D. ft
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Min.Culverts,
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(4)
(5)
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Lower Headings for
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EL
COMMENTS
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LI S
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Notes and Equations:
tl) HI/D(orHf/E)-(HWr-Et Throat Invert- I)/D[aEJ
DSE S 1.1 D
(2) Min. St- Q
(D312)(0 / Bf03/2)
0
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f
(3)la f NBlTAPER
(4) From throat desgn -
(5)EI.Face Invert -E I.Th root In vent > I ft , recompute.
Foce and Throat may be lowered to bet ler fit site, but do rat raise.
13-171
Bf D-or AI E�2�n
titda 3 /
CAa-�o al' ri�.f
SELECTED DESIGN
Lr•
Bevels: Angle a
d-__in., b-_in.
Crest Cheek
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He - S ft
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4.0
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URVE APPLIES TO:
1. 18° TO 33.70 WINGWALL FLARE
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2. 45° WINGWALL FLARE WITH
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HEADWATER DEPTH FOR INLET CONTROL —
RECTANGULAR BOX CULVERTS
ARED WINGWALLS 180 TO 33.7° AND 45° WIT
BEVELED EDGE AT TOP OF•INLET L--
130
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BEVEL ANGLE
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BEVEL ANGLE
LONGITUDINAL SECTION
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•HEADWATER DEPTH. FOR INLET CONTROL
FEDERAL HIGHWAY ADMINISTRATION RECTANGULAR BOX CULVERTS
MAY TM FLARED WINGWALLS 18° TO 33.7° AND 45°
13-74 WITH BEVELED EDGE AT TOP OF INLET
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• • • • • • • S.I.D. CONSTRUCTION LIMITS
NOTE:ALL CONSTRUCTION SHOWN INSIDE SPECIAL
IMPROVEMENT DISTRICT(S.I.D.)CONSTRUCTION LIMITS
IS SHOWN AS GENERAL INFORMATION ONLY. SEE
SPECIAL IMPROVEMENT DISTRICT NUMBER 88, THE
ARBOR PLAZA CONSTRUCTION DRAWINGS FOR ALL
WORK INSIDE OF S.I.D. CONSTRUCTION LIMITS.
21-ARM
'
DATE
SECTIONSPAVING
RAW
IAWOCNEGAW
i SCALE: "=60,
CURB OPENING ISOMETRIL
NOTES
I. ALL BUILDINGS SHALL HAVE 25' BE ROOFTOP DETENTION.
BRAIN OUTLETS WILL BE SIZED FOR A MAXIMUM COMBINED
RELEASE RATE OF Ioft, (WI MIGHT EXC LED ED)
2. FOR ROX IIULVEHT DETAILS SEE SHEET 10.
3. ALL EXCESS MATERIAL MOM MASE I GRADING TO BE RACED
AND COMPACTED WITHIN THE PTA$ II AREA AS DIRECTED BY
THE CONSTRUCTION MANAGER.
®9 REFER TO SHEETS 17.18,19, 20 MR MORE DETAIL ON CBG
LOCATION A ASPHALT THICKNESS.
DTHIS SITE IS MT.LOCATED WITHIN A IN YEAR
FLDOOPLAIM. FLOODPLAIM DETERMINFTIDN PROVIDED BY
IRRECTI DM MUTUAL INSURANCE COMPANY, 17 APRIL 1986.
LEGEND
ER--+^+o-- EXISTING CONTOUR
—JO— PROPOSED FINISHED GRADE CONTOUR
�y FLOW ARROW
�T PROPOSED STORM SEWER
OFF, 26.20 FINISHED FLOOR ELEVATION
'^••••••••^ TYPE I CURB R GUTTER
CURB OPENING (SEE DETAIL)
BENCHMARK
04 REBAR a THE NE CDR. SEO 2, TAN, R69W 60, PM
ffIFL IK INTERSECTION OF Hp9ACNY PoA B 5 Zq.LFf£ AVE.
ELEV. = 50213.02 (k SG.A
JUN 161966
GRADING PLAN
ARBOR PLAZA PHASE
I
FORT COLLINS, COLORADO
)—DREXEL, RARRELL d CO.
&r
USSR,,
I APRIL 86 D,•,
E-3357
ENTIRE SHEET woeN SHEET
14A O
GALLfINIZEDBhT9
MEIN SERYCNPE
BURq Y Vu i"ROE AT OY _I
iTNC, IALNT IOA -1
SECTION A —A MR.pfl01N'
s
LANDSCAPE DETENTION POND
IO YRVOL
=40.320d
OEPM
:2911
ORAVOLL
=2.3ds
YR VOL IOO
=62.6TS Al
DEPTH=3TN
OREL
OMEL
=5.4 cfi
I. ALL BUILDINGS FOUL- HAYS ] OF ROOFTOP DETENTION.
DRAIN OUTLETS WILL BE SI2E0 FOR A MAXIMUM RELEASE
RATE OF I clt.
2 FOR Bat CULVERT DETALS SEE ORFIIL BARiELL B CO
OWE. 3D 701 SHEET 0,
BENCH MARK.
*4 RI AT THE NE CCR, SEC. 2, TEN, R69W, 6tA PM.
BEING THE INTERSECTION OF HARMONY RP B S. COLLEGE AVE.
ELEV = 5028 02 (UB )
LEGEND
-+N+-- EXISTING CONTCUR
-30- PROPOSED CONTOUR
FLOW ARROW
A-'L SUBBASIN DESIGNATION
8.0 SUBBASIN AREA
mmmm SUBBASIN BOUNDARY
31 SUBBASIN 10-YR DEVELOPED RUNOFF (ch)
63 SUBBASIN 100-YR. DEVELOPED RUNOFF Ida)
M) DETENTION FOND
Z ( MOPoSE➢ STORM SEWER
F=2SOO FINISHED FLOOR ELEVATION
=20,450d DETENTION CAPACITY OF ROOFTOP
MASTER DRAINAGE
9 GRADING
PLAN
ARBOR
PLAZA
PHASE
2
FORT
COLLINS,
COLORADO
BARRELL t CO. IIIWIlIllso
4 NOV. 85 Dx GOfA E-335T
I" = ED' icA' d 3D 701
SHEET 14