HomeMy WebLinkAboutSite Utility Study•
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• PARK LANE TOWER
• MAJOR USE SPECIAL PERMIT
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SITE UTILITY STUDY
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• PREPARED FOR
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February 2005
PARK LANE TOWERS, L.L.C.
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5700 Collins Ave. PHA
• Miami Beach, FL 33140
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• KHA Project No.: 044802000
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• Klmley-Horn
• and Associates, Inc.
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Prepared by:
KIMLEY-HORN AND ASSOCIATES, INC.
1691 Michigan Ave. Suite 400
MIAMI BEACH, FL 33139
all
February 2005
141,
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PARK LANE TOWER
MAJOR USE SPECIAL PERMIT
SITE UTILITY STUDY
PREPARED FOR
PARK LANE TOWERS, L.L.C.
5700 Collins Ave. PHA
Miami Beach, FL 33140
KHA Project No.: 044802000
Prepared by:
KIMLEY-HORN AND ASSOCIATES, INC.
1691 Michigan Ave. Suite 400
MIAMI BEACH, FL 33139
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Site Utility Study
Introduction
Park Lane Tower is a proposed mixed -use development to be located in the City of
Miami, Miami -Dade County, Florida (see Attachment "A" Site Location Map). Currently,
the site is vacant. However, there are large trees on site and wooden poles sustaining
over -head wires. The Park Lane Tower project consists of a 420 ft. high mixed -use tower
with 143 residential units (246,384 sq. ft. of living space), 13,000 sq. ft. of retail space,
24,601 sq. ft. of office space and 2,100 sq. ft. (40 seats for patron use) for restaurant use.
See Table 1, below for further details of the proposed project.
Table 1:
Project Summary
Retail
3
13,000
Residential
143
246,384
Restaurant
1
2,100
Office
15
24,601
Total
162
286,085
Park Lane Tower
Site Utility Study Page 2
1
I. Drainage
Existing Drainage
Based on site observations and available info illation, there is no existing drainage system
in place at this site. A new storm -water management system will be constructed to retain
the runoff generated by the proposed improvements, as required by code (see below).
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 stoiui 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 four (4) 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 "B," Preliminary Drainage Well Calculations,
which includes the basis for design.
The final drainage design for the project should be in confoii uance 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.
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.
Park Lane Tower
Site Utility Study
Page 3
Table 3:
Existing Water Mains
(Per MDWASD Water Atlas Sheet)
Location
Between
Water Main(s)
NE 4d' Ave.
NE 32fl1St. & NE 33`d St.
8"
Biscayne Blvd.
NE 32'1St. & NE 33rd St.
16" D.I.
NE 32nd St.
Biscayne Blvd. & NE 4th Ave.
6" & 12" (wl stub -outs)
NE 33rd St.
Biscayne Blvd. & NE 4th Ave.
According to the water atlas provided by MDWASD, the 12" main on NE 32nd St. is
stubbed out. There is a good possibility that MDWASD will mandate this 12" water -
main to be extended and connected once they become aware the proposed project is a
tower. A final determination of the points of connection and requirements will not be
provided by MDWASD until a Water and Sewer Agreement is executed by the owner.
Water service meters will be installed by MDWASD forces at the owner's expense.
Service lines for domestic water, fire sprinkler systems and irrigation could be connected
to the on -site water distribution system. Water service meters would need to be
purchased, and then installed by MDWASD forces.
See Attachment "C" 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.
Park Lane Tower
Site Utility Study
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Park Lane Tower
Site Utility Study
Table 4:
Existing Sanitary Sewer Mains
(Per MDWASD Sewer Atlas Sheet)
Location
Between
Sanitary Sewer Main(s)
Biscayne Blvd.
fa
NE 32nd St. and NE 33 St.
8" Gravity Main and 60"
Force Main
NE 32❑d St.
Biscayne Blvd. & NE 4th Ave.
8" Gravity Main
NE 33rd St
Biscayne Blvd. & NE 4th Ave.
8" Gravity Main
Similar to the water -main, an agreement with Miami -Dade County Water and Sewer
Department (MDWASD), executed by the owner, is required for final determination of
the points of connection, coordination, possible extension and requirements. The
proposed on -site sanitary sewer system for the property can be connected to either of the
existing mains abutting the property; provided that the line has enough capacity to handle
the existing flows plus the additional flaws generated by the proposed project. 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
determined without first obtaining a water and sewer agreement. A copy of the
MDWASD Sewer Atlas sheet has been attached (See Attachment C).
The flows from the existing MDWASD sanitary sewage mains on Biscayne Blvd. and NE
28th Street are received by MDWASD Regional Pump Station #2. As of December 2004,
this pump station is operating under capacity as established by the USEPA, and is not
under any type of moratorium (see Attachment "D" 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
Page 5
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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
Tpe offs
>uan i
U a rate
xai
Apartment
143 units
200gpd per unit
28,600
Retail
13,000sf
5gpd per 100sf
650
Office
24,601sf
lOgpd per 100sf
2460
Restaurant
40 seats
50gpd per seat
2000
Total Anticipated Flow
33,710gpd
IV. Solid Waste Generation
The solid waste generated by this development 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 or private disposal and recycling facilities. The
volumes of solid waste projected to be generated by the project are shown in Table 6.
Park Lane Tower
Site Utility Study
Page 6
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Table 6:
Solid Waste Generation
Type of
Occupancy
Phase I
Quantity
Usage Rate
Total Solid
Waste
Generated
(Tons/Day)
Apartment
143 units
5lbs/unitlday
0.3575
Office
24,601sf
6lbs/1000sf/day
0.0780
Retail
13,000sf
6lbs/ 1000sf/day
0.0390
Restaurant
40 seats
1 lbs/seat/day
0.0200
Total Anticipated Solid Waste Generated
0.4945
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140 V. Over -Head Wires
Depicted on the survey, and field verified, over -head wiring, attached to poles, cut
through the property, running East and West. There is no easement by Plat, but there is a
possibility that an easement by instrument exists. Further research by the surveyor is
recommended to determine if an easement exists. These wires will have to be relocated
to facilitate the proposed project. Coordination with the respective agencies will be
necessary.
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Park Lane Tower
Site Utility Study
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Park Lane Tower
Site Utility Study
Attachment A
Site Location Map
Page 8
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:::--in
Kimley-Horn and Associates, Inc.
420 Lircoin Road
5u'de 353
Miami Beach, F[odcle 33139
Phone: 305-573-2025
Fax: 305-673-4882
PARK LANE TOWER
SITE LOCATION MAP
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Attachment B
Preliminary Drainage Well Calculations
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Park Lane Tower
✓ Site Utility Study Page 9
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Kinley-Horn and Associates, Inc,
420 Lincoln Rood
Suite 353
Miami Beach, Florida 33139
Phone: 305-673-2025
Fax: 305-673-4882
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PARK LANE TOWER
FLOOD CRITERIA MAP
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411004
402
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Ern
Cimiey-Horn and Associates, ,ittrfx
1691 Michigan Ave
Suite 400
Miami Beach, Florida 33139
Phone: 305-673-2025
Fax: 305— 673 -- 4882
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T
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--2
(ESTIMATED)
INTERVAL 1_t ,FOOT
t wed)
MEAN SEA 'LEVEL.
PARK LANE TOWER
AVERAGE OCTOBER GROUND
WATER LEVEL 1960-75
1
DID
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•
OJECT
CATION
NE SOS Si
K€mley-Horn and Associate%, Inc,
1691 Michigan Ave
Suite 400
Miami Beach, Florida 33139
Phone: 305-673-2025
Fox: 305-673-4882
PARK LANE TOWER
F.LM. FLOOD INSURANCE
RATE MAP
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2. Total Contributing Drainage Area (A):
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A. Impervious Areas:
a) Asphalt and concrete pavement =
b) Roof areas + 1/3 NE building corner =
Total Impervious Area (Al) =
PARK LANE TOWER
City of Miami, Florida
1. Site Data:
A. Average October Water Table Elevation = 00 :NGVD
B. County Flood Criteria Elevation = 00 NGVD (County Flood Criteria Map, see Appendix A)
C. F.I.R.M. or FEMA Base Flood Elevation = Zone X apN r 20 C0183I� set Appendix A)
D. Average Crown Road Elevation = NG
E. Average Existing Onsite Grade Elevation = 1 ..0 NGVD
F. Proposed drainage inlet grate elevation = 11 00 :NGVD
2.52 Acres
Acres
Acres
2.35 Acres (94%)
B. Pervious areas:
a) Green Areas = Acres (6%)
3. Weighted Runoff Coefficient (C):
Runoff Coefficient Impervious (CI)
Runoff Coefficient Pervious (C2) =
C = [(Al x C1) + (A2 x C2)] / A;
C x A = Total Contributing Area;
C = 0.86
C x A = 2.17 Acres
4. Time required to generate one inch of runoff (per DERM Water Control Section D-4)
Rainfall Intensity (I) = 308.5 / [(48.6 x F-011) + t (0.5895 + F-2i3)
Frequency (F) = years - Frequency Curve
Q = CIA, V = Qt; V(t in) = Qt(l ;�, t(1 in) = Time to generate 1 inch of runoff
CIAto in-)
I" x A = CIAt(11f.) ; Solving for t(1 1" I (IC)
Time to Generate one inch of run-off t(in)
Time to reach the inlet (rte.)
Total Time required to generate 1 in of runoff:
11.65 Min.
10.00. Min.
= 21.65 Min.
DRAENAGE WELLS BASIN
5. Cumulative Runoff (inflow Mass Diagram)
8
10
15
21.65
30
40
50
60
90
120
180
(See-)
480
600
900
1299
1800
2400
3000
3600
5400
7200
10800
2.167
2.167
2.167
2.167
2.167
2.167
2.167
2.167
2.167
2.167
2.167
6.405
6.166
5.641
5.067
4.493
3.956
3.534
3.193
2.477
2.023
1.480
13.88
13.36
12.22
10.98
9.73
8.57
7.66
6.92
5.37
4.38
3.21
accumulated
torm:
6,661
8,016
11,000
14,260
17,522
20,572
22,971
24,907
28,978
31,557
34,640
6. Drainage Well Design Discharge Rate:
Based on well discharge rate of:
DW-1
DW-2
11.00
11.00
2.00
2.00
2.20
2.20
GPMJft. Head
6.80
6.80
5.53
5.53
217.6
217.6
DW-3
11.00
2.00
2.20
6.80
5.53
217.6
DW-4
12.00
2.00
3.20
6.80
5.53
Well Discharge Rate (CFS)
7. Detention Time:
22.12
Total Storage (CF)
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. =
Vd) = Detention Volume Per Well (CF) =
W = Width of Well Structure (ft.)
L = Length of Well Structure (ft.)
10.98 CFS
988.08 CF
494.04 CF
4.0 ft.
8.0 ft.
217.6
870.40
Itm;n is the minimum depth required from the top dwell casing to the floor of the well box to achieve 90 second detention time:
Hm,n (li.) = Vd1 1(W x L) = 15.50 ft.
Top of Well Casing Elev. = 9.00
Elevation at Floor of Well Box (NGVD) = Top of Well Casing Elev. - H,,„,, = -6.50
8. Excess storm water runoff excluding well structure storage:
.)'
8
10
15
21.65
30
40
50
60
90
120
180
480
600
900
1,298.84
1800
2400
3000
3600
5400
7200
10800
22.12
22.12
22.12
22.12
22.12
22.12
22.12
22.12
22.12
22.12
22.12
10,618
13,273
19.909
28,732
39,818
53,091
66,364
79,636
119,455
159,273
238,909
6,661
8,016
11,000
14,260
17,522
20,572
22,971
24,907
28,978
31,557
34,640
-3,958
-5,257
-8,910
-14,472
-22,296
-32,519
-43,393
-54,729
-90,476
-127,716
-204,269
9. Excess storm water runoff including well structure storage:
Safety Factor
8
10
15
21.65
30
40
50
60
90
120
180
480
600
900
1,298.84
1800
2400
3000
3600
5400
7200
10800
6,661
8,016
11,000
14,260
17,522
20,572
22,971
24,907
28,978
31,557
34,640
870
870
870
870
870
870
870
870
870
870
870
10,618
13,273
19,909
28,732
39,818
53,091
66,364
79,636
119,455
159,273
238,909
-4,828.00
-6,127.43
-9,779.94
-15,342.85
-23,166.37
-33,389.34
-44,263.21
-55,599.70
-91,346.88
-128,586.09
-205,139.61
2.01 %
Safety Factor
2.15%
Attachment C
Existing Utility Records
336125
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Attachment D
Pump Station Monthly Information
Pump Station Monthly
!ation..30 -0002 Atlas Pg..E13
pia DADE WATER & SEWER DEPARTMENT
dr..925 BISCAYNE BLVD
Pc -Township -Range 31-53-42
ET clock.Y Telm.Y #Pumps.
411/Type.A Stn Class.M Speed.R Hrspwr.
Res flow(gpd) Proj Napot
.tans.. 1,729,943 4.35 hrs
'Rats.. 0 3.15 hrs
ixtens. 0 3.15 hrs
Date Mo.NAPOT Avg Daily Flows
Cap
43.50
31.50
31.50
0/24/2004 3.14 12.56 0.00
/25/2004 3.38 13.50 0.00
2.82 11.28 0.00
r/25/2004 2.79 11.16 0.00
1/26/2004 2.85 11.40 0.00
/27/2004 3.17 12.67 0.00
P/29/2004 3.28 13.10 0.00
s Signature..LEALG Sign Date..03/17/2003 13:52:24.01
6LD/M Station I<m>provement GOLD/S <S>tation Inform. GOLD/U <U>pstream Station
OLD/D <D>ownstream Station GOLD/P <P>ump Information
RLD/G Codes & Cata<g>ories GOLD/T Sewer Cer<t>ification
Information
<Plan Review>
Moratorium..OK
Moratorium effective since
/ /
Yearly NAPOT (hrs)
Stn Gross Capacity(gpd)
Station Reduction Factor
Stn Net Cap Certif(gpd)
Stn Net Capacity(gpd)
Indicated Flows(gpd)
3.15
57,600,000
0.60
0
34,560,000
4,536,000
Comments
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Y 5
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Y 5
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Attachment E
Permits and Impact Fees
PARK LANE TOWER
City of Miami, FL
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(4 S pT (n r j 4 u,
i rq xE AE
,,,, i 4 .f�i� L�
2.5 month,
2.5 nkmthx
2.5 rorOha (nnl part of mot Derma t mg)
2.5 ummha
2,5 month
Sub Tatai = 2.5 months
N�a,,ajjrrr7yt f�.
ti �FryR r ..fA .�:
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t - .� � . i l"s
52000 Perrot Fee
C:OWIT41rr PIIIIvpemut ea DEW xpssovei Diana
Srte Drainage
(Drainage IV'ellri.
M-Dade County Department of Environmental Resourees Mensgemene (DERM)
Class 11 Permit for Drainage WEIR
WI/ado County DERM En+'imnmsnsxl Resource Permit (ERP)
Florida Department of Environmental Protection (DEP)
Florida Department of 3'ransporlxeson Drainage Connection Permit (FAC 14-16)
Water and Sewer Syetema
M-Dade Co. Dept. of Elwiron. Resources Management (Sewer Allocativn) (➢£RM)
M-Dade Water & Sewer Department (MDWASD)(LenEr of Availability)
Water & Sewer Agreement)
M.Aade Water & Sewer Department (MDIYASD) ( g )
M•Dade Water & Sewer I3epanmenf (MDWASD) Plans Review - Dry Run
(Upon receipt of Letter of Availability or Agreement)
1. ii'aturktvrihirtiou Syurol
2. Sr.., Coffee:ion System
M-Bade Wake & Sewer Department (M➢WASH) Plans Review • Finat Plans
I. Winer Dive, hinian Sums+
1. Sewer Coiieimon S).rmrn
M-Dade Co. Dept. of Environ Resources Management (DERM) and MEP
1. Saner Ceneinen System
City of Miami Pubfn Works Department - Dry Run
/ €fetreDisorharioa Ss3iem
2 Sewer Cnfleelion Syron
Ciey of Miami Om Department
Florida Department of IlcnD5
M-Dille Co. Dept. of Enniron. Resources Management (DERM)
1. Winer DistrtBnrtm, Spree!
Subnurtd with Building PP,
S5€1 ( ),$N){Sewer ,SifN}(Bo1h)
Water )
$2W.00
5250 Permit rue
Fa Widermnin extension
5l}(I I.F = $911+51).Ogd.F one 500
Up In 5o0 LP = SN3
Submitted an 1 li12214
3 to nth.
i nxsntlr
LS multi
2 munlhx
2 wecA-v
2 wool:,
1 weeks
1 1w..6:
Sub Total . 8 monito
Roadway Improvement,
City- of Miami PO* Works Department
Florida Department of Transportation UR11ty Permit (FAC 14•46)
$.$ nko31€he
2 smo5lre
Soh Tutal w 2.5 moan.
Site PI.
City of Miami - Class 11 Permif for Site Plan Approval
By. others
.1 wnnnv ..nrnrinsr nc TrME. Tf)f)RTAfN f.IVff., PERMITS SMONTILS.+f.
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Estimated Impact Fees - PARK LANE TOWER
(Preliminary Calculations)
Miami -Dade County Impact Fees
Road:
TOTS
Units (SF) $ISF Impact Fee
39,701 $ 2.294 _ $ 91,074.09 (Retail)
2,103 $ 10.845 = $ 22,807.04 (Quality Restaurant)
TOTAL = $ 113,881.13
Units (Room) $IUnit
133 $ 877.000
City Miami Impact Fees (Downtown Planning District)
Fire & Rescue:
Police:
Parks & Recreation:
Units (SF)
$ISF
Impact Fee
$ 116,641.00 (High Density Residential)
TOTAL = $ 230,522.13
impact Fee
246,384 $ 0.020 = $ 4,927.68 (Residential)
39,701 $ 0.067 - $ 2,659.97 (Retail)
2,103 $ 0.067 - $ 140,90 (Restaurants)
TOTAL = $ 7,728.55
246,384 $ 0.014 = $ 3,449.38 (Residential)
39,701 $ 0.283 = $ 11,235.38 (Retail)
2,103 $ 0.283 _ $ 595.15 (Restaurants)
TOTAL = $ 15,279.91
246,384 $
39,701 $
2,103 $
0.157 _ $ 38,682.29 (Residential)
0.404 - $ 16,039.20 (Retail)
0.404 = $ 849.61 (Restaurants)
TOTAL = $ 55,571.10
IPAI diadidiM00004110‘10410d100000fildie Ab • AI di a IP. • Ab
Storm Sewers:
Streets:
Solid Waste:
246,384 $
39,701 $
2,103 $
246,384 $
39,701 $
2,103 $
246,384 $
39,701 $
2,103 $
General Services Administration:
246,384 $
39,701 $
2,103 $
MDWASD Impact Fees
Water:
0.141 = $ 34,740.14 (Residential)
0.141 $ 5,597.84 (Retail)
0.141 = $ 296.52 (Restaurants)
TOTAL = $ 40,634.51
0.282 - $ 69,480.29 (Residential)
0.282 = $ 11,195.68 (Retail)
0.282 = $ 593.05 (Restaurants)
TOTAL = $ 81,269.02
0.044 = $ 10,840,90 (Residential)
0.119 = $ 4,724.42 (Retail)
0,119 = $ 250.26 (Restaurants)
TOTAL = $ 15,815.57
0.018
0.102
0.102
TOTAL =
Units (SE) GPD/SF GPD
Retail 39,701 0.05 1,985
Units (# of condos) GPDIUnit
Condo 133 200
26,600
$ 4,434.91 (Residential)
$ 4,049.50 (Retail)
$ 214.51 (Restaurants)
$ 8,698.92
$!GPD Impact Fee
1.39 $ 2,759.22
GPD $1GPD Impact Fee
1.39 $ 36,974.00
Seats GPD1Seat GPD $IGPD Impact Fee
Resturant 40 50 2,000 1.39 $ 2,780.00
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Sewer:
Retail
Units (# of condos) GPDIUnit
Condo 133 200
Resturant
Units (SF), GPDISF GPD
39,701 0.05 1,985
GPD
26,600
TOTAL = $ 42,513,22
$IGPD Impact Fee
5.6 $ 11,116.28
$IGPD Impact Fee
5.6 $ 148, 960.00
Seats GPD/Seat GPD $IGPD Impact Fee
40 50 2,000 5.6 $ 11,200.00
TOTAL = $ 171,276,28
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