HomeMy WebLinkAboutSite Utility StudyBayview Market
MAJOR USE SPECIAL PERMIT
SITE UTILITY STUDY
PREPARED FOR
Perkins & Will, Architects
by:
KIMLEY-HORN AND ASSOCIATES, INC.
8603 S. Dixie Highway, Suite 411
MIAMI, FL 33143
AUGUST 2004
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Bayview Market
Site Utility Study
Introduction
The Bayview Market project is a proposed 4 story mixed-use/residential multi -family
building with a 5 story garage structure to be located on a total of approximately 7.05 +]-
acres of land located on the northwest corner of NE l7th Street and NE 2'1 Avenue, in the
City of Miami, Miami -Dade County, Florida (see site location map -Fig 1). The proposed
mixed use development includes a tower with residential units, office space and retail
space. It will consist of a total 24 residential apartments unit, 612,479 sf of retail units
and approximately 2,360 parking spaces enclosed within the 5-story parking garage.
Table 1, below depicts the details of the proposed project.
Table 1:
Project Summary
Unit
Retail
4 Levels
Street Retail
17
598,154
14,325
Residential
24
37,376
Total
649,855
Parking
2,363
(10 Levels)
1.002,262
I. Drainage
Relative to the above -referenced project, the following information should be used during the
storiin water management design and site grading.
Bayview Market
Site Utility Study
Page 2
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Flood Criteria:
The federal, state and local flood criteria were evaluated and the project elevations will be designed to
meet flood criteria according to Miami -Dade County and city of Miami Beach standards.
The subject project is located in PANEL 183 of COMMUNITY -PANEL NUMBER
12025C0183 3 of the Flood Insurance Rate Map {FIRM). According to the National
Flood Insurance Program, the project is in Zone AE (with a flood base elevation 9.0 ft
National Geodetic Vertical Datum (NGVD). This will be used for the proposed Finish
Floor Elevations.
2. Miami -Dade County Flood Criteria elevation as per Amended Plat of Flood Criteria
Map, plat book 120, page 13 is estimated to be 5.0 ft. NGVD. This will be used for the
proposed site grading minimum grate/rim elevations.
3. The average October ground water level elevation is estimated to be 2.50 ft. NGVD. This
elevation will be used to compute drainage well capacity and roadway base clearance.
(Source: Dade County Department of Environmental Resource Management & Miami -
Dade County Public Works Manual, Volume II - Design Standard Detail WC 2-2).
Wetlands:
Specify the acreage of wetlands or other surface waters, if any, that are proposed to be
disturbed, filled, excavated, or otherwise impacted by the proposed activity: None, the site is
not encumbered by wetland areas. Therefore mitigation for impacts to wetlands and other
surface waters will not he required.
Existing Drainage
Presently, the site is undeveloped {sodded). There are several existing drainage inlets visible
within the property boundaries. These inlets most likely connect to an onsite drainage system
consisting of either drainage wells and/or French drain.
Bayview Market
Site Utility Study
Page 3
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Figured.:
Site Location Map
4
NW 25TH ST
INW 24TH ST
NW 23RD ST
NW 22ND TE
NW 22ND ST
a NW 215('E
NW i9TH ST
z
1 II ray 24TH ST
3
z NH'
4
4` Z
NW211- ST_
23RD St
> N5 19Ik ST if
mNW18kTE
1
NW t,rH
I
1 >
NW ;6TH TE�
tNW 15TTH ST.
NW 1:,TJ:/ / II
I v
NW 14TH 5T1.
Bayview .Market
Site Utility Study
NW 217
N1 24T? 9 ST
I NW 2350 Sf
NW 22ND LA NW 22ND TE
n �� N1 22ND
22ND ST
z
h1W
KW 23RD ST
> Q U Q
NN 2iST j5T
zNW2DTHITE
NW 20TH1 ST _
>`
a
z1 t fl 'z
h,
1 r.._
NW 17TH ST
NW1
jf
NW
NW
z
NW
i
INW 1
15THTT�
15IH ST
NW 11514 STI
r
- :w114Ti
NE 22ND S ?
NE 21ST S:
NE 21771 7. 1_,
NE 2OTH ST ._.i
------- NE 39TH T{ — ----
NE 1911-1 ST NE 19TH STST
5� �(0j >
In: <1
I f
41 zj
i• • LfJ 4! 1i3rH 5
— _ U
'
NE l7TH TL -rf.'I TE MI
ENE 2¢1H ST
23 3 TE
2 NE 23RD
NE 22ND
U7
p5 NE 22ND
NE.
21 ST ST 0
NE
20TH ST
Page 4
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Proposed Drainage System
The drainage system for the proposed development will consist of drainage wells and
exfiltration trench, if possible, to facilitate on -site disposal of storm water runoff. The 5-
year design storm event will be used to design the stood! water management system, in
accordance with Section D-4, "Water Control", of Part 2 of the Miami -Dade County
Public Works Manual.
Based on preliminary calculations, it is anticipated that six (6) 24" drainage wells will
provide sufficient capacity to dispose of the design 5-year 24-hour storm water runoff
generated by the proposed development. Preliminary drainage computations for the
project areas are provided in Attachment "A" Preliminary Drainage Well Calculations,
which includes the basis for design.
The final drainage design for the project should be in conformance with the requirements
of the Miami -Dade County DERM Water Control Section, Florida Department of
Environmental Protection, and other local, State and federal regulatory agencies having
jurisdiction over the project.
Also, there is a City of Miami existing 48" drainage concrete pipe running east west
through the property 30' public utility easement (P.B. 144-98). This pipe will be relocated
to the proposed 25' utility easement located on the North side of the property. (Refer to
schematic site plan for more details).
II. Water Distribution System
The water mains owned and operated by the Miami -Dade Water and Sewer Department
(MDWASD) in the vicinity of the project are shown in the Table 3.
Bayview Market
Site Utility Study
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Table 3:
Existing Water Mains
Locati()n
Between
Water. Main(s)
NE 2nd Avenue
NE 17`'' St. and NE 18`h St.
20" D.I.
6" D.I.
NE 17h St.
NE. 1st Ave. and NE Miami Pl.
NE 2nd Ave. and NE 1" Ave.
NE 2nd Ave. and NE 1st Ave.
4" D.I.
6" D.I.
12" D.I.
NE Miami Pl.
NE 17th St. and NE 17th Ter.
4" D.I.
NE l7th Ter.
NE 1st Ave. and Miami Pl
2"D.I.
In accordance with MDWASD criteria, the owner will most likely be required to
construct a new 12-inch ductile iron (DI) water main to serve this project. The new main
will be constructed along the west side of the property on NE Miami P1. The proposed 12"
water main will likely be connected to the proposed 12" along NE 17th St looped around the
site within the proposed 25' easement then interconnected to the existing 20" water main at NE 2nd
Ave. A final determination of the points of connection and requirements will not be
provided by MDWASD until the Water and Sewer Agreement is requested by the owner.
Water service meters will be installed by NIDWASD forces at owner's expense.
See Attachment "B" for a copy of the MDWASD water atlas sheet for the project area.
III. Sanitary Sewer Collection System
Table 4 depicts the sanitary sewer mains owned and operated by Miami -Dade Water and
Sewer Department (MDWASD), within the vicinity of the project.
Bayview Market
Site Utility Study
Page 6
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Table 4:
Existing Sanitary Sewer Mains
NE 2nd Ave.
From NE 17`" St. along the east property
line on NE 2nd Ave.
8" Gravity Main
NE l s` Ct.
Along NE l s` Ct. through NE 17th St and
into the property
6" Gravity Main
8" Gravity Main
NE ist Ave.
Along NE 1st Ave through NE 17th St
and into the property
8" Gravity Main
NE Miami Pl.
NE 17th St. and NE 17th Ter.
8" Gravity Main
NE 17th Ter.
Along NE 17th Ter.
8" Gravity Main
A copy of the MDWASD Sewer Atlas sheet has been attached.
The proposed on -site sanitary sewer system for the property can probably be connected to
either or both of the existing public gravity mains. A letter of availability and further
coordination with MDWASD is recommended to verify the proposed sanitary sewer
service connection points and requirements for this project. MDWASD may require
upgrades to the sanitary sewer system, but this can not be detei mined without a request
for a water and sewer agreement.
The flows frorn the existing MDWASD sanitary sewage mains on NE 17th St. and NE 2'
Ave. are received by MDWASD Regional Pump Station #2, As of March 31, 2004, this
Bayview Market
Site Utility Study
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pump station is operating under capacity as established by the USEPA, and is not under
any type of moratorium (see Attachment "C" Pump Station Monthly Information). At this
time, it is not anticipated that any improvements to the regional pumping and/or
transmission systems will be required to connect the proposed project. However, a final
determination regarding the status of the existing transmission system and the need for
possible improvements will not be made until construction plans are submitted to the
Miami -Dade County DERM Wastewater Section and a Sanitary Sewage System Capacity
Certification Letter is issued.
The flows created by this project have been determined and are shown in Table 5.
Table 5:
Water & Sewer Flow Generation
Typeof
Occupancy
Apartment
24 units
200 gpd per unit
Total
Average
Daily Flow
(gpd)
4.800
Retail
612,479 sf
5 gpd per 100sf
30,624
Total Anticipated Flow
35,424
IV. Solid Waste Generation
Solid waste generated by this project will be collected in standard on -site containers for
refuse and recyclables. Regular pick-up service will be provided either by private hauling
companies and/or by the City of Miami Solid Waste Department, who will transport the
waste to Miami -Dade County's or private disposal and recycling facilities. The volumes of
solid waste projected to be generated by the project are shown in Table 6.
Bayview Market
Site Utility Study
Page 8
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Table 6:
Solid Waste Generation
Type of
Occupancy;
Apartment
24 units
5lbs/unit/day
Total Solid
Waste
Generated
(Tons/Day).,:
0.060
Retail
612,479 sf
6lbs/1000 sf/day
1.838
Total Anticipated Solid Waste Generated
1.898
V. Roadway Improvements
A traffic study perfoiuued for this project is recommending that the existing three -lane cross
section (one way traffic) will be improved to a full four -lane section (two way traffic) consisting
of two 22 ft wide asphalt roadways and curb and gutter. Together with the road construction, two
sidewalks (6 ft) will be constructed along each right-of-way line. The proposed construction will
remove the existing 44ft ± asphalt roadway presently located along the centerline of NE 17th
Street (Between N Miami Ave and NE 2nd St); NE 17 Terr (Between NE Miami PI and N Miami
Ave); NE 17 Terr (Between NE 2nd Ave and Biscayne Blvd [SR-5/US-1]); NE 2nd Ave (Between
NE 17th St and NE 18th St); and NE 18th Street (Between NE 2nd Ave and Biscayne Blvd [SR-
5/US-11). The proposed corridor right-of-way is 70 ft wide. Along with the proposed roadway
reconstruction a new and/or modifications to existing Traffic Signals will be required at the
following intersections:
• NE 17th ST and N Miami Ave;
• NE 17th St and NE 1 Ave;
• NE 2'd Ave and NE 17 St
• NE 2d Ave and NE 17 Terrace; and
• NE 17`h Terrace and Biscayne Blvd.
Based on preliminary meetings with City staff, the existing roadway drainage system with in the
scope of this project will require minimum improvements. The existing system will be modified
to accommodate the new roadway cross-section. The proposed system will consist of drainage
inlets and baffles, if possible, to facilitate disposal of stone water runoff. The 5-year design
storm event will be used to design the storm water management system, in accordance with
Section D-4, "Water Control", of Part 2 of the Miami -Dade County Public Works Manual.
Bayview Market
Site Utility Study
Page 9
Attachment A
Preliminary Drainage Well Calculations
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Bayview Market
City of Miami, Florida
DRAINAGE CALCULATIONS:
"DRAINAGE WELLS"
(MASS DIAGRAM - DEEM CRITERIA)
1. Site Data:
A. Average October Water Table Elevation =
B. County Flood Criteria Elevation =
C. F.I.R.M_ Base Flood Elevation =
D. Average Road Crown Elevation =
E. Average Existing Onsite Grade Elevation =
F. Proposed lowest inlet grate elevation =
2. Total Contributing Drainage Area (A) :
2.26 City of Miami Datum (Mean High Water Elev.)
5.26 City of Miami Datum (County Flood Criteria Map, see Appendix A)
9.26 City of Miami Datum (Map No. 12025C0180J, see Apx. A)
I065 NGVD
10.40 NGVD
9.00'' NGVD
A. Impervious Areas:
a) Asphalt and concrete pavement =
b) Roof areas + 1/3 NE building corner =
Total Impervious Area (A) =
8.715 Acres
0.673 Acres
7.378 Acres
8.051 Acres (92%)
B. Pervious areas:
a) Green Areas = 0.664 Acres (8%)
3. Weighted Runoff Coefficient (C):
Runoff Coefficient Impervious (C1) =
Runoff Coefficient Pervious (C2) _
C=[(A1 x CI) + (A2 x C2)] / A; C=
C x A = Total Contributing Area; C x A =
0.90
030
0.854
7.45 Acres
4. Time required to generate one inch of runoff (per DERM Water Control Section D-4)
Rainfall Intensity (I) = 3085 / [(48.6 x I;°.lt) + t (0.5895 + F-2f3)]
Frequency (F) = years - Frequency Curve
Q = CIA, V = Qt; V(J in) = Qt(l no, to ia.) = Time to generate 1 inch of runoff
V(l in.) '" CIAt(l in)
V' x A = CIAt(t in) ; Solving for to in.)+ to no = 1" / (IC)
Time to Generate one inch of run-off t(in)
Time to reach the inlet (tc.)
Total Time required to generate 1 in of runoff:
= 11.76 Min.
10.00 Min.
= 21.76 Min.
DrainCaics, xls BASIN
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5. Cumulative Runoff (Inflow Mass Diagram)
Time
CxA
(acres)
1
(inches)
Q
(CFS)
Accumulated
Storm
Runoff
(CF)
(Min.)
(Sec_)
8
480
7.445
6.405
47.68
22,889
10
600
7.445
6.166
45.91
27,546
15
900
7.445
5.641
42.00
37,799
21.76
1306
7.445
5.058
37.66
49,178
30
1800
7.445
4.493
33.45
60,214
40
2400
7.445
3.956
29.46
70,694
50
3000
7.445
3.534
26.31
78,938
60
3600
7.445
3.193
23.78
85,592
90
5400
7.445
2.477
18.44
99,582
120
7200
7.445
2.023
15.06
108,444
180
10800
7.445
1.480
11.02
119,038
6. Drainage Well Design Discharge Rate:
Based on well discharge rate of:
`925 GPM/ft. Head
Well
No.
Lowest Inlet
Rim Elev.
Mean
Tide
High
Elev.
Headloss due
to Higher SG
of Salt Water
(ft.)
Head Acting
on Well (ft.)
Well Discharge
Rate (CFS)
Well Structure Dimensions
We
Well Structure
Storage Volume
(CF)
Width (re.)
Length (ft.)
DW-1
9.00
2.26
1.50
5.24
10.80
6.00
14.00
440.16
DW-2
9.00
2.26
1.50
5.24
10.80
6.00.
14.00
440.16
DW-3
9.00
2.26
1.50
5.24
10.80
6.00
14.00
440.16
DW-4
9.00
2.26
1.50
5.24
10.80
6.00
14.00
440.16
DW--5
9.00
2.26
1.50
5.24
10.80
6.00
14.00
440.16
DW-6
9.00
2.26
1.50
5.24
10.80
6.00
14.00
440.16
Well Discharge Rate (CFS)
64.80
Total Storage (CF)
2640.96
7. Detention Time:
The drainage well structure must be designed to detain runoff for a minimum of 90 seconds prior to discharge.
Qd = Design Runoff Rate (CFS) =
Vd = Detention Volume (CF) = Qd x 90 sec. =
Val = Detention Volume Per Well (CF) =
W = Width of Well Structure (ft.) =
L = Length of Well Structure (ft.) =
37.66 CFS
3389.43 CF
564.91 CF
6.0 ft.
14.0 ft.
Ha,, is the minimum depth required from the top of well casing to the floor of the well box to achieve 90 second detention time:
Hdx,,(ft.)=Vdi/(WxL)= 6.80 ft.
Top of Well Casing Elev. = 2.26
Elevation at Floor of Well Box (NGVD) = Top of Well Casing Elev. - H,;,, _ -4.54
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8. Excess storm water runoff excluding well structure storage:
Time
Well
Discharge
Rate
(CFS)
Accumulated
Well
Discharge
Volume
(CF)
Accumulated
Storm Runoff
(CF)
Total Overflow
Volume
(CF)
(Min:) :
• . (Sec.)
8
480
64.80
31,104
22,889
-8.215
10
600
64.80
38,880
27,546
-11,334
15
900
64.80
58,320
37,799
-20,520
21.76
1,305.84
64.80
84,618
49,178
-35,439
30
1800
64.80
116,639
60,214
-56,425
40
2400
64.80
155,519
70,694
-84,824
50
3000
64.80
194,398
78,938
-115,460
60
3600
64.80
233,278
85,592
-147,686
90
5400
64.80
349,917
99,582
-250,336
120
7200
64.80
466,556
108,444
-358,112
180
10800
64.80
699,834
119,038
-580,796
9. Excess storm water runoff including well structure storage:
Time
Accumulated
Storm Runoff
(CF)
Storage in
Well Structure
(CF)
Accumulated
Well
Discharge
Volume
(CF)
Total Overflow
Volume
(CF)
(Min)
(Sec.)
8
480
22,889
2,641
31,104
-10,855.97
10
600
27,546
2,641
38,880
-13,975.13
15
900
37,799
2,641
58,320
-23,161.13
21.76
1,305.84
49,178
2,641
84,618
-38,080.22
30
1800
60,214
2,641
116,639
-59,065.90
40
2400
70,694
2,641
155,519
-87,465.25
50
3000
78,938
2,641
194,398
-118,101.39
60
3600
85,592
2,641
233,278
-150,327.28
90
5400
99,582
2,641
349,917
-252,976.53
120
7200
108,444
2,641
466,556
-360,753.11
180
10800
119,038
2,641
699,834
-583,437.15
Safety Factor
1.72%
Safety Factor
1.82%
111
Attachment B
Existing Utility Records
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374
a
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r1zor OW1
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ev
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gr�
NE17ST
E 16 ST
E 15 TERR
546
NE 15 1
wirir
as NE 14 TERR
46
6
w ♦Yrrrn
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222 '300
322
37991
321
3798
2 4.
245
378
327 332
3240
329
390
1
3901
1
335-_�•_;
338
3202
219
rEP OWN
5 'I8
210
3821
\17
522 204
374!
z
211 205
518
2 3_8 \4 7
5846
NE 14 TEMR
6, et 5, ) 100
98 99
H1 ?
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oer �f
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Attachment C
Pump Station Monthly Information
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Pump Station Monthly
Station..30 -0002 Atlas Pg..EI3
MTANI DADE WATER & SEWER DEPARTMENT
Adc9r_ .925 BISCAYNE BLVD
Sec -Township -Range 31-53-42
enr . ET clock . Y Telzn. Y ##Pumps . 5
p Type.A Stn C1ass.M Speed.R Erspwr.+
Res f iow (gpd)
Plans.. 1,679,974
Plats._ 0
Extens_ 0
Proj Napot % Cap
4.22 hrs 42.20
3.05 hrs 30.50
3.05 hrs 30.50
Information _ <Plan Reviex,
Mo.ratorium._<
Moratorium effective since
/ /
Yearly NAPOT (hrs) 3.05
Stn Gross Capacity(gpd),. 57,600,000
Station Reduction Factor 0.60
Stn Net Cap Certif (gpd) . , 0
Stn Net Capacity(gpd).,., 34,560,000
Indicated Flows(gpd).,... 4,392,000
Date Mo.NAPOT Avg Daily Flows Rgd 4 Comments
im
03/29/2004 3.28 13.10 0.00 FYg P5P
02/27/2004 3.25 12.98 0.00 Y 5
01/28/2004 3.00 11.99 0.00 Y S
12/26/2003 3.22 12.89 0.00 Y 5
11/21/2003 3.71 14.83 0.00 Y 5
10/23/2003 3.81 15.25 0.00 Y 5
09/24/2003 3.38 13.53. 0.00 Y 5
Signature..LEALG Sign Date..03/17/2003 13:52:24.01
GOLD/M Station I<m>provement GOLD/S <S>tation Inform. GOLD/U <U>pstream Statioi
GOLD/D <D>ownstream Station GOLD/P <P>ump Infoimatiox
GOLD/G Codes & Cata<g>ories GOLD/T Sewer Cer<t>ification
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l 'd 'ON
VlRti E -H .1dV
*20(74042916214495*CA.SALP * This is not an cffjcial doci
ent. *
M Stat Station Station Current Delta ProjectE
R Type Owner Number ET (Hrs) ET (Hrs) ET (Hrs
Proposed Number of gallons (gpd): 56610
410(********************w******* Downstream Stations *********** **k***-**********
ASRM+ 30 0002 4.22 0.04 4.2
AC 30 CD 1002.02 0.01 1002.0
AC 30 RS 1002.03 0.00 1002.0
IN 30 RS95APR 1001.75 0.00 1001_7
TN 30 RS94MAR 1001.89 0.00 1001.9
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€ d iH'ON
d 1 E iOO1 •61 'IdV