HomeMy WebLinkAboutSite Utility StudyTab C Site Utility Stud).,
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April 2007
ff Brickell
MAJOR USE SPECIAL PE IT
• SITE UTILI"1'Y STUDY
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• PREPARED FOR
• Taylor Development & Land Co.
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• KHA Project No.: 043137000
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Prepared by:
KIMLEY HORN AND ASSOCIATES, INC.
1691 MICHIGAN AVENUE. SUITE 400
MIAMI BEACH, FL 33139
Kimley-Hom
and Associates
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i April, 2007
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i Off Brickell
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i MAJOR USE SPECIAL PERMIT
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i SIM UTILITY STUDY
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i PREPARED FOR
Taylor Development & Land Co.
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i KHA Project No.: 043137000
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i Prepared by:
i KIMLEY-HORN AND ASSOCIATES, INC.
i 1691 MICHIGAN AVENUE, SUITE 400
MIAM1 BEACH, FL 33139
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Site 1tilit\- Study
Introduction
Off frickell is a proposed mixed use development consisting of two towers, 10 and 11 stories
each, to be located within the boundaries of SW Is' Avenue, SW 15 Road, SW 1.3th Street,
and the Metro -Rail. (See Site Location Map — Attachment A) The proposed development
will be situated on a 3.0 + acre site and shall consist of 106,018 SF of retail space; 4,642 SF
of restaurant space, 1.33,733 SF of office space, and 213 hotel units. There shall be a total of
402 parking spaces to serve all areas within the proposed development.
Parking (Gross)
Table 1
Project Summary
402
Hotel
21.3
Retail
106,018
Office
133,733
Off Briekell
Site Utility Study
Restaurant
4,642
inage-
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1isliit )rainage System
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Proposed Drainage System
bite strvev of existing conditions provided by l'e-ninsarla Land Surveyors, Inc. shows an
existinc drainage system located on the site. This sysnot he adequately
designed to treat and retain the additional flows from the other portions of the site.
"therefore, a new stormwater management system will be constructed to retain the runoff
generated by the proposed development.
O The drainage system for the proposed development will consist of drainage wells and exfiltration
110 trench, for water quality purposes, if possible, to facilitate on -site disposal of storm water runoff.
The 5-year design storm event will be used to design the storm water management system_ in
10 accordance with SectionD-4, "Water Control", of Part 2 of the Miami -Dade County Public
NDWorks Manual.
. Based on preliminary calculations, it is anticipated that five (5) drainage wells will provide sufficient
i 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
1 "B" Preliminary Drainage Well Calculations, which includes the basis for design.
1
The final drainage design for the project shall be in conformance with the requirements of the Miami-
! Dade County Department of Environmental Resources Management (DERM) Water Control Section,
Florida Department of Environmental Protection (FDEP), and other local, state and federal regulatory
agencies having jurisdiction over the project.
Flood Criteria:
r
The proposed project site grade elevations will be designed to meet floodplain management
. criteria according to Federal, State, Miami -Dade County and City of Miami standards as follows:
1. The subject property is located in PANEL i 91 of 625 of COMMUNITY -PANEL NUMBER
12025C0191 J of the Flood Insurance Rate Map (FIRM). According to the National Hood
Insurance Program, the property is located within the following Flood Zones:
Off Utilitell
Utility
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Site Utiy Study
Page 3
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(1) Flood Zone X (Sce Attachment A.)
2. Miami -.Dade County Flood Criteria elevation is esti -hated to be 2.0 ft. NGVD. 'fh=s wit! he
used to determine proposed minimum site grade elevations.
The average October ground water table elevation is estimated to be 2.0 ft. NCIVD. This y
be used as the control water elevation for storm water management calculations (Source:
Miami -Dade County Public Works Manual, Volume iI - Design Standard Detail WC 2-2).
II. Water Distribution System
The water mains owned and operated by the Miami -Dade Water and Sewer Department (M.D VASD)
in the vicinity of the project are shown in the Table 2 below.
Table 2
Existing Water Mains
Location
Between
Water Main(s)
SW 1 i`h Street
SW D5` Avenue and SW 2nd Avenue
6", 12"
SW 1't Avenue
SW 15th Road and SW 13`h Street
12"
SW i 5fh Road
SW 1st Avenue and SW 2nd Avenue
12"
SW 1st Court
SW .15`h Road and Dead End
4"
In accordance with Miami -Dade Water and Sewer Department (MD WASD) criteria, a i 2-inch water
main is required along the frontage of all commercial developments. in addition, the City of Miami
Fire Department may request additional fire hydrants be placed in the vicinity of the subject project.
The existing 4" water main within SW 1st Court will need to be abandoned/removed/relocated to
accommodate the proposed improvements. A Water and Sewer Agreement with MD WASD will be
Off Brickell
Site utility Study
Page 4
) Flood ott a . (See Attachment A.)
Miami -Dade County Flood Criteria elevation is estimated to be 5.0 ft. N D. This will be
used to determine proposed minimum site grade elevations.
3. The average October ground water table elevation is estimated to be 2.0 ft. NGVD. This w
be used as the control water elevation for storm water management calculations (Source:
Miami -Dade County Public Works Manual, Volume 1.1 - Design Standard Detail WC 2-2).
IT. Water Distribution System
The water rains owned and operated by the Miami -Dade Water and Sewer Department (MDWASD)
in the vicinity of the project are shown in the Table 2 below.
Table 2
Existing Water Mains
Location
Between
Water M.ain(s)
SW 13`h Street
SW 1" Avenue and SW 2rd Avenue
6", 12"
SW 15` Avenue
SW 15th Road and SW 13`h Street
12"
SW 15th Road
SW 1" Avenue and SW 2'd Avenue
12"
SW 1" Court
SW 15t1 Road and Dead End
4"
In accordance with Miami -Dade Water and Sewer Department (MDWASD) criteria, a 12-inch water
main is required along the frontage of all commercial developments. In addition, the City of Miami
Fire Department may request additional fire hydrants be placed in the vicinity of the subject project
The existing 4" water main within SW 1" Court will need to be abandoned/removed/relocated to
accommodate the proposed improvements. A Water and Sewer Agreement with MDWASD will be
Off Brickell
Site Utility Study
Page 4
required for this to occur. A f nal del errntnation o= t3 e points o1-connectf-in and requirelents will not
be provided by MDWASD until Water and Sewer Agreement is requested by the owner. Water
service meters would need to be purchased by the owner and installed by MDWASD officials. See
Attachment "C" for a copy of the MDWASD water atlas sheet for the project area.
Ii. Sanitary Sewer Collection System
Table 3 depicts the sanitary sewer mains owned and operated by the Miami -Dade Water and Sewer
Department within the vicinity of the project.
Table 3
Existing Sanitary Sewer Mains
Location
Between
Sanitary Sewer
Line(s)
SW 13`h Street
SW 1st Avenue and SW 2"d Avenue
20" FM
SW 15` Avenue
SW 15th Road and SW 13`i' Street
8" Gravity
SW 15th Road
SW ls` Avenue and SW 2nd Avenue
102" FM
SW I.' Court
SW 15t Road and Dead End
8" Gravity
The existing gravity sanitary sewer mains and force mains along the edge of the property may have
sufficient capacity to accommodate the proposed development. 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 and DERM may require upgrades to
the existing sanitary sewer system, but this can not be determined without a request for a Water and
Sewer Agreement.
Off Bricicell
Site utility' Study
Page 5
MDWASD Pu np Station #300-0008 at ! 09 Brie al Avgnuc receives the flows from these mains_
As of 4/ i 8 07, this pump station is operating at an average yearly NAPOT of 3.17 hours which is
32% of its design capacity. The pump station projected NAPOT is 6.36 hours, which is 63.6% of its
design capacity. Therefore, a new sanitary sewer pump station or upgrades to said pump station may
not he required for the proposed development. 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. Please refer to Attachment "D" for
Pump Station Monthly Information.
Table 4
Water & Sewer Flow Generation
Hotel
213 units
100 GPD/ unit
21,300
Retail
106,018 SF
5 GPD/ 100 SF 5,301
Restaurant
250 seats
50 GPD / Seat
12,500
Office
133,733 SF
10 GPD / 100 SF 1 13,373
Total Anticipated Flow 52,474 GPD
IV. Solid Waste Generation
Off Brickell
Site Utility Study
Page 6
Solid waste generated by this project will be cc l acted in standard on -sits: containers for
reuse and recyclahles_ Regular pickup 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 5.
Table S
Solid Waste Generation
Hotel
213 units
sage rate:
2 lbs /unit/day
Total S.o(id`Wastc
Genie ated ( bslDa r`
426
Retail
Restaurant
Office
Off Brickell
Site Utility Study
106,018 SF
4,642 SF
133,733 SF
0.0061bs/SF/day 636.10
0,005 lbs/SF/day 23.21
6 lbs/1000 SF/ day 802.40
Total Anticipated Solid Waste Generated 1887.71 Ib/}ay
Page 7
Off Brickell
Site utility Study
Attachment A
Maps
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,,----,
7591 M1chigiai1 Avenue, Suite, .41710
Florid?: 33139
Kimiey-Horn and Associates, Inc. Phorie: 305-6173-2025
305-673-4882
ariat2N1Wilfti
[ i I
PROJECT'
LOCATION
OFF BRICKELL
SITE LOCATION MAP
Kimley-Horn and Associates, Jilm
1691 Michigan Ave
Suite 400
Miami Beach, Florida 33139
Phone: 305- 673--2025
Fax 305-673-4582
OFF BRICKELL
AVERAGE OCTOBER GROUND
WATER LEVEL 1960-75
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"-^
niorl !achicion Avenue
Suite 400
Peo&h, Honda 3,3139
Kirniey-Horn and Associates, flC Lfb0 595 '13-3- 202.5
o.
b,°rg=:ffff:::±T.t-Eif74:-fatg;,:fe.
."
OFF BRICKELL
FLOOD CRITERIA MAP
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PROJECT
LOCATION
Cf 0
Miami
020 50
ONE;':u
-00 EET
N :lCNA 2..OD K-SORANCE ROGRF
M
FLOOD ', SIJRAN0E FATE 14A?
FLORIDA
AND. 1NCCR'S0RATED AREAS
P JEL 55 1r 525
MAP I,1.11BFR
' 42 05191J
4tt0S5IJ,
�v .
[BEST AVAILABLE COPY S
-�' AT THIS TIME
This Is an oficiat copy of 2 portion of the ato a referenced flood trap, n
was extracted twiny ^-MIT On-E. ne Yhrs map does not relied chengee
or amendments which may nave been trnaPs sotree4uant to the Cate on the
title Lima. For the 16165E uuduct information about 2atiana4 Flood Insurance
Program flood maps eheeh the F1)i1A Flood Map Store at weemresc,fem2.ges
Ell Fri 1111
1691 Michigan Avenue, Suite 400
a r;l Beach. , t.,r ida 3313E
Kim[ey-Horn and Associates, Inc. 30.5 6 — 2--C25
•- .w.s wr 7o:: 305-6-3— 832
OFF BRICKELL
FIRM, FLOOD INSURANCE
RATE MAP
C�+
PERVIOUS AREA
0138 ACRES
Pseawet,
VA1E
4/24/07
0431370D0
{KAGOSHIMA BLVD.)
IAIAL- 111M
IMPERVIOUS AREA
2,872 ACRES
OFF BRICKELL
FLORID
POST DEVELOPMENT
DRAINAGE AREAS
YSEF.1 .MIME+
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id di di di AL i i di • i • • • ■ 6 i 6 6 • • • 6 6 i i • 6 • i 0 • i i • i 6 6 i • !
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Off Brickell
Site Utility Study
Attachment B
Preliminary Drainage Well Calculations
Page 9
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( FE R1(.`KEI1
C. of Miam. Florida
DRAINAGEC AL": 1 [_, ATIOi S
DEEP FELLIx'70N SYSTEMS
(APISS DIAG.R.1 M 1)' RM C'R['FERIA)
1. Site Data:
A. Control Water Table Elevation
B. County Flood Criteria Elevation
C. F.I.R.M. Base Flood Elevation
D. Average R.oad Crown Elevation =
E. Average Existing Onsite Grade Elevation
F. Prop. Lowest Drainage Inlet Elevation
2. Total Site Area (A)
A. Impervious Areas:
a) Asphalt and concrete pavement
b) 1 /3 NE Face of Building =
Total Impervious Area (A 1) =
2.€00 NGVD (Mean nigh Tide elnA. pas ?'I[. V,' Bay 1.) iin:a_,
5.00' NGVD (county Flood Crn.cria Map, see Appendix A)
1 A NGVD Zone X (t~fa€a No 12t02.5C:0)9S.i-=sppnrnflxA)
IA: NGVD
NtA NGVD
NGVD
3.000 Acres (see Drainage Areas Map-Appendi. B)
2,862 Acres
0 822: Acres
3.684 Acres
(t23%)
a) Green Areas
B. Perviot Total Pervious Area (A2) =
41i38Acres
0.138 Acres
3. Weighted . Runoff Coefficient Impervious (C 1) -- 0.90
Runoff Coefficient Pervious (C2) -- 0.30
C=[(Al xCI) +(A2xC2)]/A; C= 0.878
C x A= Total Contributing Area; C x A = 3.36 Acres
Rainfall Intensity (I) = 308.5 / [(48.6 x F4'11) + t (0.5895 + F-23)]
4. Time required to gene Frequency (F) = 5 years - Frequency Curve
Q = CIA, V — Qt; V-; , ; Solving for to ;n ,, t l ,„_r — 1 " / (IC)
Vtl h,.l = CIAti l in ,
1" x A = C1Att,
Time to Generate one inch of run-off t(in)
Time to reach the inlet (te.)
Total Time required to Qenerate 1 in of runoff:
• 11.36 Min.
• 100.0: Min.
• 21,36 Min.
H-A043137000 Oro Srkek& SITE UTILI TY Si DY•,O4-20-07 WrELLS.xis
EASIN
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5. Cumulativ
8
10
15
21.36
30
40
50
60
90
120
180
48t)
600
900
➢281
1800
2400
3000
3600
5400
7200
10800
o\. ho-'1"s3S :
lexA
(acres)
3.357
3.357
3.357
3_,57
3.357
3.357
3.357
3.357
3.357
3.357
3.357
ram)
(inclies)
6.405
6.166
5.641
5.090
4.493
3956
3,534
3,193
2.477
2.023
1.480
Q
(C IES)
21,50
20.70
I8,94
17,09
15,08
13.28
11.87
10.72
A.32
6.79
4.97
32
12,421
17,045
21,899
27,153
31,879
35.596
38.596
44,905
48,901
53,679
6. Drainage Well Design Discharge Rate:
Based on well discharge rate of,
400 PM/ft. Bead
Well
No....
LosvestInlet
i1rr let ...
; 1 8}.
Chet :'.ter,:
fable elev.
( 43) :
Headloss. due
toIfiglzer:SG
of Salt Water
` (it.).;
1-Iead Aet , g
on Weil (ft Y.
Well Discharge
Rate'(CFS)
Well Structure ltineaa iLn
Well Strut; cie.
Storage Volume
(CF)
Widti) (#t.) :.zn'4
:(ft.)
DW-1
14.50
2.00
® 8. )0
8{}
121) :
316.8
DW-2
14.50
2.00
2.2 8.00
MUMS 4)
42 0
316.8
DW-3
14.50
2.00
MEM 8.C10
111111MIN8 0
I2:.0 ;
316.8
DW-4
14.50
2.00 2,2 8.00
.11113111' 8.0
;;:. ;::
316.8
DW-5
14.50
2.00 ME= 8.00
MEM` 8,0
122.0 .'
316.8
Well Discharge Rate (CFS)
7. Detention Time:
35.65 Total Storage (CP) 1584.00
The drainage well structure must be designed to detain runoff for a minimum of 90 seconds prior to discharge_
( = Design Runoff Rate (CFS) =
Vd = Detention Volume (CF),--- Q x 90 sec.
Vdi =Detention Volume Per Well (CF) _
W = Width of Well Structure HI.)
L = Length of Well Structure (ft_)
17.09 CFS
1537.95 CF
307.59 CF
8.0 ft.
12.0 ft.
is the minimum depth required from the top of well casing to the floor of the well box to achieve 90 second detention time:
r11(ft.)=Vdr/(WxL)= 3.30ft_
Top of Well Casing Elev. = 10.00 ft_
Elevation at Floor of Well Box (NGVD) = Top of Weil Casing Elev. - 1'hn = 6.70
F;1343137O00 fli rickelllalTE UTILITY STUDYIO4.25-67 WELTS xis
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. 3 SS 8?:{31'm i^+`alei rtltk[}(*oructure storage:
I0
15
21.36
30
40
50
60
90
120
180
480
600
9)41
1,281,49
1800
2400
3000
3600
5400
7200
10800
Well
Discharge
Rafe
(CFS))
35.65
35 65
35.65
35.65
35.65
35.65
3,5 65
35.65
35.65
35.65
35.65
4e umulate
3ischaree
volume.
(C:0 )
17.112
21.390
32.080
45,686
64_171
85.561
106.952
128,342
192,513
256.684
385,027
Acckaulated' T'ota Os'er ow
Storm Runoff Vol me
(
10.321 -6,79
12,421 -8,969
7,045 -15,040
21,899 -23,787
27.153-37,018
31,879 -53,683
35,596 -71,356
38.596 -89,746
44.905-14.7,608
48,901 -207,783
53,679 -331,348
9, Excess storm water runoff including well structure storage:
)t.
8
10
15
21.36
30
40
50
60
90
120
180
Sec
480
600
900
1,281.49
1800
2400
3000
3600
5400
7200
10800
Accumulated
Storm Runoff
(F)
10,321
12,421
17,045
21,899
27,153
31,879
35,596
38,596
44.905
48,901
53,679
Accumulated
Storage in Discharge
lxTell Stnictuie Volume
(C) (11)
1,584
1,584
1,584
1,584
1,584
1.584
1,584
1,584
1,584
4,584
1,584
17,112
21.390
32.086
45,686
64,171
85,561
106,952
128,342
192,513
256,684
385.027
Total Qverfioo-
Viilurne :
(C1`)
8 374 92
-10.553.09
-16,624.44
-25,371.28
-38,602.37
-55,266.77
-72,939.83
-91,329.77
-149, 192.38
-209,367.09
-332,932.10
P1643137MQ O? SrnckelPSr'e U tii7Y SEUDYIO4-2,-07 b`' LLv xi<
Safety= Factor
Safety Factor
2.09°%%
2.25%
w
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Off Brickell
Site Utility study
Attachment C
Existing Utility Records
lk r r r r r r r r r r r r r r r rr r r r r r r r r r r r r r r r k a raii■
ray
s
SW 2nci Ave, Miami, Florida 33130 (Off
65
Address Off Brickell
Coral Way & SW 2nd Ave
Miami, FL 33130
Coral Way & SW 2nd Ave
Miami, FL 33130
'SW 4th
P2007 Googie
kell; - Googie Maps Page I of 1
,�- --Was
m/
Map data C2at}7NAVTEQ1 ,$anbom p,:,nrs:=i;l.r.
http://www.google,com/maps7q=Coral+Way+%26+SW+2nd-F-Ave, -Miami ,±Florida+331... 4/1772007
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Off Hrickell
Site Utility Study
Attachment D
Pump Station Monthly Information
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Sanitary Sewer Pump Stations latabase
Moratorium: OK
Moratorium in effect since: 1/27/2007
Type:
C
Peak Factor (last 7 entries): 2.40
2.40
2/26/2007
1/26/2007
12/2212006
11 /21/2006
10/23/2006
9/22/2006
8/23/2006
7/25/2006
6/23/2006
5/24/2006
4/25/2006
Pump Station Monthly Information
Pump Station:
1109 BRICKELL AVE
Section - Township - Range:
Generator:
TRANSFER 01/27/2007
2-73 2.73
2.60 2.60
3.56 3.56
5.28 5.28
3.72 3.72
3.75 3.75
3.10 3,10
2.36 2.36
2.37 2.37
2.93 2.93
2.48 2.48
Generated: 4/18/2007 - 09:48 AM
N
Class:
L
Telemetry:
Number of Pumps:
12
41
ET Clock:
Y
Speed: I 1 H.P.:
Yearly NAPOT (hrs):
Reserved Flow (gpd): 996,324
Projected Napot (hrs)a.37,
Used Capacity (%): 03.AO
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
2
2
2
2
2
2
2
2
2
2
2
Station Gross Capacity (gpd):
Station Reduction Factor:
Station Net Cap Certified (gpd):
Station Net Capacity (gpd):
Indicated Flow (gpd):
=Ks
0
NEUMAR 03/28/2007
NEUMAR 02/12/2007
BRODSR 01/18/2007
BRODSR 12/21/2006
BRODSR 11/22/2006
BRODSR 10/20/2006
BRODSR 09/25/2006
BRODSR 08/22/2006
BRODSR •07/24/2006
BRODSR 06/19/2006
BRODSR 05/22/2006
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Kimley Ho_ n as retained to perform a limited Site Utility Study and pr-.rfrrmeaonly those tasks
speci ficalli' stated in our scope of services. The Client may use this report as part of its due
diligence, but this report should not be used as the sole basis for the Client's decision making_
We endeavored to research site development issues and constraints to the extent practical given
the limited scope, budget, and schedule agreed to with the Client. Our assessment is based in
Large part on information provided to us by others (city staff DOT staff: t ?tility Company
Representatives, etc.) and there/ re is only as accurate and complete as the information
provided to us.
This report is based on our knowledge as of April 20, 2007. New issues may arise during
development because of changes in governmental rules and policy, changed circumstances, or
unforeseen conditions. Our assessment is based on the desires of the Client that have been
specifically disclosed to us. The Client should do its own due diligence to become comfortable
with our findings and to be sure no other significant development issues exist.
Major Use Special Permit Site Utility Study
Off Brickell
City of .Miami, Florida
or-ida
Page 12
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