HomeMy WebLinkAboutDrainage Reports - 07/03/1991Final Drainage Report
for.
BACK YARD BURGERS AT ARBOR PLAZA P.U.D.
(Arbor Plaza P.U.D..Third Filing)
Fort Collins, Colorado
A Prepared for:
BACK YARD BURGERS, INC.
4245 Cherry Center Drive Suite.'4
Memphis, Tennessee 38118
I
Prepared by:
SHEAR ENGINEERING CORPORATION
Project No:1235701-91
Date: Apr il 1, 1991
-rT-A-L-
SHEAR
ENGINEERING
CURPRUMN
7100".
4836 S. College, Suite 12 Fort Collins, CO 80525 (303)226-5334
MIFNME� ME
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PAGE 1
Project No: 1235-01-91
Back Yard Burgers at Arbor Plaza P.U.D.
I GENERAL LOCATION AND DESCRIPTION
A. Location
1. Back Yard Burgers is considered a part of the Arbor Plaza
development located in south Fort Collins at the Southwest
corner of the intersection of Harmony Road and South College
Avenue (see vicinity Map attached).
2. Arbor Plaza and the proposed Back.. Yard Burgers site is
located in the Northeast Quarter of Section 2, T6N, R69W of
the 6th P.M.
3. Generally, the Back Yard Burgers site is bounded on the
north, east and southeast by currently unplatted portions of
Arbor Plaza and on the west and southwest by South Mason
Street.
B. Description of property
1. The Back Yard Burgers tract_contain.s_approximate.ly_22.,000 % O. ��L—
squa�_feet._ The proposed building will consist of _
approximately 840 square feet.
2. The site slopes moderately toward the southeast. Drainage
facilities which were constructed with Arbor Plaza Phase I,
were designed with the consideration of storm runoff
contribution from development of this portion of Arbor
Plaza. The storm .drainage facilities are available for use
to meet specific needs of each individual site to be
developed.
3. The site is currently vacant with wild dryland grasses and
other vegetation. The east side of South Mason Street,
adjacent. to the Back Yard Burgers site, is fully landscaped
with sod and trees. Utilities (water and sewer) are stubbed
into the site for extention and service to future building
pad planned locations.
II DRAINAGE BASINS AND SUB -BASINS
A. Major Basin description
I. Arbor Plaza is a part of the McClellands / Mail Creek-Rasin
according to the City of Fart Cgilins Stormwater Basin map.
B. Sub -basin description
1. The Back Yard Burgers site is included in the Arbor Plaza
Master Oraina a Plan (see 'Master Drainage Report for Arbor
Plaza and Final Drainage Report for Arbor Plaza Phase I° by
Drexel Barrels & Co., latest revision date January 7, 1986).
2. The original drainage report for Arbor Plaza indicates that
all Arbor playa storm runoff (including the Back Yard
Burgers site) will be conveyed to Mail Creek..Mail Creek is
currently conveyed in an existing 6'x8' box culvert under
the Wal Mart Shopping 'Center parking and drive area, South
Mason Street and a currently unplatted portion of Arbor
Plaza east of Mason_StreOt where it d-yliahts to an open
channel south of the current Soundtrack site. Conveyance
continues through an 8'x8' box culvert under South College
Avenue.
PAGE 2
Project No: 1235-01-91
Back Yard Burgers at Arbor Plaza P.U.D.
II DRAINAGE BASINS AND SUB -BASINS
B. Sub -basin description (continued)
3. Development of the ur ers site, as well as future
evelopment of the currently unplatted portions of Arbor
Plaza east of South Mason Street, will not_chan a the basic
drainage intent portrayed with or Plaza
Master Drainage Plan.
4. Drainage facilities which were constructed with Arbor Plaza
Phase I (in the currently unplatted portions of Arbor Plaza)
have been installed for utilization for future developing
sites. The facilities_weer_e.Spnstructed with the_intent,tbat
future sites coul design-around-dexisting _facilities —in a
manner which would meet the specific-needs-of_each site to
be developed. This would maintain the basic drainaap intent
Portrayed with the original Arbor Plaza Master Drainage
Plan.
III DRAINAGE DESIGN CRITERIA
A. Regulations:
1. City of Fort Collins Storm Drainage Criteria was used.
B. Development criteria reference and constraints:
1. The Arbor Plaza Master Drainage Plan and existing conditions
dictate to a degree, the grading and drainage concept of the
Back Yard Burgers site. Existing site grading, existing
South Mason Street and existing storm drainage facilities
which were installed with Arbor Plaza Phase I, are all
considered in the final grading and drainage design of the
Back Yard Burgers site.
C. Hydrological criteria
1. The Rational Method for determining peak flows was used for
the evaluation of the 10 and 100 year event (HB zoning).
D. Hydraulic criteria
1. Curb opening requirements will be determined utilizing the
weir equation (horizontal crested).
.2. The Mannings formula was utilized for determining capacities
for streets, storm sewers_ and open channels according to the
requirements of Sections 4, 5 and 7. Mannings °n° values as
indicated in the criteria manual were utilized.
a. Reference is made to the 'Final Drainage Report, for.
Pizza Hut at Arbor Plaza P.U.D.° for detailed
information concerning the existing 24" RCP storm sewer
Paralleling Highway 287.
3. Figure 804-iD (Headwater Depth for Concrete Pipe Culverts
with Inlet Control) taken from the State Highway Department
Roadway Design Manual, was utilized to verify pipe culvert
capacities.
PAGE 3
Project No: 1235-01-k
Back Yard Burgers at Arbor Plaza P.U.D.
IV DRAINAGE FACILITY DESIGN
A. General concept
1. Generally,all storm runoff will be conveyed from the
Yard Burgers site. undetained. Paef.Pr_Iv .n fgp PY
storm sewer paralleling South College Avenue. This storm
sewer was installed with .Arbor Plaza.Phase I. Refer to the
Drainage Plan included in the back envelope of this report.
Also refer to the Final Drainage Report for Pizza Hut at
Arbor Plaza P.U.D. by Engineering Professionals, Inc.
2. s es of two (2> tem orar swales will convey runoff from
the main site discharge Points to e storm sewer. When
existing storm sewer. The final drainage option will be up
to a par icipants in development to the east.
3. Erosion protection will be incorporated in order to protect
downstream facilities and adjacent properties.
4. Detention will not be provided..
V CONCLUSIONS
A. Compliance with standards
1. All drainage calculations and facility design comply with
the requirements of the City of Fort Collins Storm Drainage
Criteria Manual and the Arbor Plaza P.U.D. Master Drainage
Plan.
B. Drainage concept
1. No deviations were made from the original Arbor Plaza
drainage intent presented with the Arbor Plaza Master
Drainage Plan and the "Master Drainage Report for Arbor
Plaza" and "Final Drainage Report for Arbor Plaza Phase I°
by Drexel Barrels & Co.
2. The grading Plan allows for the —effective conveyance of
storm water runoff from the site to the existing storm sewer
and ultimately to Mail Creek. The grading plan also allows
for potential future drainage conveyance modifications to
meet the design needs of future developing sites.
3. Detention will not be provided.
4. There is a minimal increase in runoff due -to -the deve_�_. lopment
of the Back —Yard —Burgers -site- (see appendix for flow
calculations). The temporary conveyance channels were
designed to adequately convey the flows generated
5. The existing 18" storm sewer is more than adequate for the
flows generated. The 18" stub will be excavated and.a flared
end section will be provided.
6. The 24_RCP storm sewer paralleling Highway 267 is adequate
for the conveyance of all flows contributing to the system
from Pizza Hut. BaO_Lard_Bar-qers-anA-Sauth-hasan-StwAPL It
is capable of accepting additional flows from future
developing pads at Arbor Plaza P.U.D.
PAGE 4
Project No: 1235-01-91
Back Yard Burgers at Arbor Plaza P.U.D.
V CONCLUSIONS
B. Drainage concept (continued)
7. Erosion protection will
areas. The two (2) pro.
will be provided with
be
be provided.in three (3) specific
ct specific site discharge points
fabric.
dikes
(see Master Drainage Plan, Sheet 4 of 6). This will protect
the existing 24" RCP storm sewer system. ?
8. The temporary conveyance channels will immediate lyT.,J:ON
seeding following installation. J
9. Drainage facility maintenance responsibility will be as
follows:
a. Maintenance of the south side of the entry_ drive and
the Back Yard Burgers site itself,. will be the
responsibility of Bac _Yard while tenants..
of the site. Otherwise, this maintenance will be the
responsibility of the property owner of Arbor Plaza
P.U.D. (currently owned by MAT MAR, a Colorado General
Partnership).
b. Maintenance of the north side of the entry drive wild
be the responsibility of the property owner of Arbor
laz�a P.U. (currently owned by MAT MAR, a Colorado
eneral Partnership).
c. Maintenance of the temporary drainage channels and
erosion protection facilities will be the
pesoansih;l;+y of the aropertY owner of Arbor Plaza
U.D. (currently owned by MAT MAR, a Colorado General
Partnership).
VI REFERENCES
1.'City of Fort Collins Storm Drainage Criteria Manual
2. 'Master Drainage Report for Arbor Plaza and Final Drainage Report
for Arbor Plaza Phase I°; Drexel, Barrell & Co., dated November
19, 1985 with a final revision date of January 7, 1986
3. 'Final Drainage Report for Soundtrack at Arbor Plaza P.U.D.';
Engineering Professionals, Inc., dated October, 1989
4. "Final Drainage Report for Pizza Hut at Arbor Plaza P.U.D.°;
Engineering Professionals, Inc., dated May, 1990; E.P.I. Project
No: 865.1
APPENDIX I
Composite Runoff Coefficient Determination
Peak runoff determinations / Facility requirements
Existing 240 RCP storm sewer data
From 'Final Drainage Report for Pizza Hut at Arbor Plaza P.U.D.°;
Engineering Professionals .
Existing 240 RCP storm sewer capacity determination
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ENGINEERING PROFESSIONALS, INC. PIIZA HUT PROJECT NO.. 865.1
4YDROL061C CALCULATION NORKSHEET STORM SEWER HYDROLOGY BY: SCHILOGEN
ATIONAL METHOD PROCEDURE " DATE: 27 APR 90
BASIN DATA ; INITIAL/OVERLAND TIME 1 TRAVEL TIME 1 TOTAL : REMARKS
: Ti : Tt 1 TIME : :
__--------_����-------- ----------- ;-----------------------:-=--------------------------' '------------------ ' . .. #--- -
BASIN !DESIGN !RATIONAL: EVENT 1 AREA :LENGTH 1 SLOPE 1 Ti :LENGTH 1 SLOPE :VELOCITY: Tt Tc
-ESIGNATIOH: STORM : COEFF. : COEFF ; ;.'
. ,. C ,. Cf acres .. it . X , min'. it* 1 X fps 1 min . min .
CENTER) 1(ENTER]:(ENTER] ;(ENTER]:(ENTER]:(ENTERI:(ENTER]: ;(ENTERII(ENTER];(EHTERI I
-1 : 10 1 0.95 : 1,00 : 0.197 : 245 ; 2.0 : 3.5 : I : I 0.0 1 5.0 :ROOF, NEGLECT DETENT:
&-2 : 10 : 0.95 ; 1.00 1 0.172 : 120 : 2.0 1 ; 2.4 1 :, 1 I 0.0 : 5.0 !ROOF, NEGLECT DETENT:
1-3 1 10 : 0.95 1 1.00 : 0.288 : 70 : •2.0 : 1.9 :. I 1 1 0.0 ; 5.0 :ROOF, NEGLECT DETENT:
-4 ; 10 : 0.95 1 1.00 ; 1.190 : 260 ! 1.1 : 4.4 :, 140 : 2.3 1 2.0 1 1.2 : 5.6':EX AREA INLET :
(ONSITE) ; 10 1 0.79 : 1.00 1 0.227 : 35 : 15.0 1 1.4 1 130 : 1.2 1 2.0 ; 1.1 : 5.0 :PROP CURB INLET :
2-1 : 10 1 0.95 : 1.00 1 1.232 : 150 ; 0.7 : 3.9 : 260 : 1.5 : 2.0 ; 2.2 : 6.1 :EX SO MASON INLET 1
10 1 0.95 : 1.00 1 0.434 ;.. •60 I _ 3.3 1 1.5 !;:..345.: 1.7 1 2.0 1 2.9 : 5.0 :EX NO MASON INLET
-1 I 10 : 0.95 : 1.00 : 1.118 1 100 ; 1.0 ; 2.8'; ' 120 ::' 1.9 I `'2.0 : 1.0 ; 5.0 :FUTURE AREA INLET :
1-1 1 100 1 0.95 : 1.05 ; 0.197 1 .245 : 2.0 : 2.3 I 1`` : `;` 0.0 : 5.0 !ROOF, NEGLECT ➢ETENTI
-2 ; 100 ; 0.95 1 1.05 ; 0.112 : 120 1 2.0 : 1.6 : !';. I 1 0.0 1 5.0 !ROOF, NEGLECT DETENT:
-3 ; 100 : 0.95 I 1.05 : 0.288 1 70 I .2.0 I 1.2 ; 1 1 : 0.0 :.; 5.0 ;ROOF, NEGLECT DETENTI
1-4 1 100 ; 0.95 : 1.05 1 1.198 1 195 : '1.0 1 2.6 1• 205 1 2.2 1 2.5 :• 1.4A 5.0 :EX AREA INLET :
B (ONSITE) 1 100 : 0.79 ; 1.25 : 0.227 : 35 1 15.0 1 0.5 1 130 I 1.2 1 2.5 1 0.9 1 5.0 :PROP CURB INLET I
-1 1 100 : 0.95 1 1.05 1 1.232 : 150 : 0.7 1 2.6 : 260 1 1.5 1 2.5 :;:. 1.7 : 5.0 1EX SO MASON INLET ;
-1 ; 100 1 0.95 1 1.05 : 0.434 : 60 : 3.3 ; 1.0 : 345 1 1.7 1 2.5 1 2.3 1. 5.0 1EX NO HASON INLET 1
4-I 1 100 ; 0.95 : 1.05 1 1.118 1 100 ; 1.0 I 1.9 : 120 : 1.9.1 2.5 1 �.8 1 5.0 :FUTURE AREA INLET 1
-------------------
--------------------------------------------------------------------------------------------------------------------------------
BASIN :DESIGN 1 DESIGN I DIRECT RUNOFFI I TOTAL .RUNOFF ; CONVEYANCE I•
DESIGNATION: POINT : STORM :--------------------------------------:------------------------------;---------------------------
1 1 :AREA ; COEFF :PRODUCT;.• I' Q` I k : SUM: :;",1 : Q ; TYPE
` I
! : ! acres : CXf :C2Cf2A ; in/hr ; cis "min-'•:C$Cf2A Fl n/hr I cis ; I
----------'-------'--------'-------'-------'-------'-------'-------'-------'-------'--------'-------'----=----------------------'
-------.-------.---------------------- .------- .-------- .-------.----------------------------.
[ENTER] :EENTERI:[ENTER] :(ENTER]:(ENTERI:. :[ENTER]: -;IENTERI:IENTERII(ENTER] 1
-1 ; ; 10 : 0.197 ; 0.95 : 0.19 ; 5.6 : 1.0 0.0 ;SHEET FLOW TO INLET :
-1 : 11 10 : 0.172 : 0.95 : 0.16 1 5.6 : 0.9 1 ! : 1 0.0 :SHEET FLOW TO INLET I
1-3 1 1 10 : 0.288 ; 0.95 : 0.27 : 5.6 : 1.5 1.. - ..I : : 0.0 :SHEET FLOW TO INLET :
'-1 TO 1-4 ; 10 : 1.198 : 0.95 : 1.14 : 5.6 : 6.4.: 5.6`: 1.76 5.5 ; 9.7 :EX AREA INLET IN PARK LOT :
(ONSITE) I 1 10 ; 0.227 ; 0.79 : 0.18 ; 5.6 : 1.0 ;=:`'` ; 1 ! 0.0 !PROP INLET ONSITE
i-1 TO B ; ;`_. 10 ; :. 0.00 : ;'.: 0.0 ;'.6.6 1 1.94 1 5.2 1 10.1 :Q BELOW PROP ONSITE INLET I
2-1 1 1 .10 : 1.232 1 0.95 : 1.17 ; 5.3 ; 6.2 ; ; : 0.0 ;EX CURB JNLET SOUTH MASON.
-1 TO 2-1 I : 10 : : 0.00 : 0.0 6.9 .3.11 !_ 5.0 1 15.5 19 BELOW EX SOUTH INLET :
-C I 10 : 0.434 ; 0.95 : 0.41 : 5.6 : ` 2.3 I : I 0.0 :EX CURB INLET NORTH MASON 1
1-1 TO 3-1 1 I 10 I I : 0.00 ! 0.0 : - 7.2 1 3.52 I 5.0 1 17.6 :0 DELON INLET NORTH MASON 1
$-1 : I 10 : 1.118 : 0.95 1 1.06 : 5.6 5.9 1 1 : 0.0 :FUTURE AREA INLET FLOW :
-1 TO 4-1 : ; 10 : I 1 0.00 : ., ':. 0.0 : 8.2 1 4.58 1 4.7 1•.21.5 :Q BELOW MH TO DISCHARGE: I
1-1 : 100 : 0.197 : 1.00 : 0.20 : 7.0 %%1.4 1 :. 1 0.0 !SHEET FLOW TO INLET 1
1-2 I `: ; 100 1 0.172 : 1.00 : 0.17 : 7.0 : 1.2 A. ; I : 0.0 :SHEET FLOW TO INLET :
-3 1 : 100 : 0.288 : 1.00 1 0.29 1 7.0 : .2.0`:• ;, : I. 1 0.0 :SHEET FLOW TO INLET :
.-I TO 1-4 ; 1 100 1 1.198 1 1.60 1 1.20 : 7.0 1 8.4 I`°115.0.; 1.86 1 7.0 1 13.0 :EX AREA INLET IN PARK LOT I
8 (ONSITE) 1 : 100 ; 0.227 : 0.99 : 0.22 1 7.0 : 1.6 :. ': 1, 0.0 :PROP INLET ONSITE :
-1 TO B 1 : 100 : : ; 0.00 : : 0.0 : 6.0:: 2.OB.;:''` 7.0 1,.14.fi IQ_BELOH PROP ONSITE INLET :
-1 : 1 100 1 1.232 : 1.00 : 1.23 : 7.0 1 8.6 ;. : `:'• 1 1 ' 0.0 :EX CURB INLET SOUTH MASON 1
4 TO 2-1 1 : 100 1 : : 0.00 : ; 0.0 1 6.3 1 3.31 1 7.0 :` 23.2'1Q'BELOW EX SOUTH INLET :
--1 : : 100 1 0.434 : 1.00 1 0.43 1 7.0 : 3.0 1 1 : : .0.0 :EX CURB INLET NORTH MASON 1
-1 TO 3-1 1 : 100 : 1 : 0.00 : : 0:0 : 6.6 I 3.74 1 7.0 : 26.2 :Q BELOW INLET'NORTH MASON :
4-1 : 1 100 1 1.118 1 1.00 : 1.12 : 7.0 Q 7.0 1 ; 1 0.0 !FUTURE AREA INLET FLOW 1
1-1 TO 4-1 : 1 100 : 1 : 0.00 : : ' 03 1 7.6 1 4.86 1 7.0 : , 34.0 111 BELOW MH TO DISCHARGE 1
APPENDIX II
Figure 3-1; Rainfall Intensity Duration Curve
Figure 3-2; Estimate of average flow velocity
Figure 5; Flow for Circular Pipe Flowing Full
Figure 804-1D; Headwater depth for concrete pipe culverts (inlet control)
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MOST FREQUENTLY ' OCCURRING "UNDEVELOPED"
LAND SURFACES IN THE DENVER REGION: ".
REFERENCE: "Urban_ Hydrology For Small Walershads" Technical '
Release No."55, USDA, SCS Jan. 1975'.
5 =1-84
URBAN DRAINAGE & FLOOD CONTROL DISTRICT
192 P; .1: •TE PIPE DESIGN MANUAL
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Back Yard Burgers Master Drainage Plan (Stuffer Envelope)
Master Drainage Plan Detail and Site Grading Plan (Stuffer Envelope)