HomeMy WebLinkAboutIII.3. Site Utility StudyAPRIL 2007
PREPARED FOR:
BISCA YNE HOUSING GROUP, INC.
150 SE Second Ave, Suite 1202, Miami, Fi, 33131
CAL
THE CARLISLE GROUP
2950 SW 27th AVENUE, SUITE 200, MIAMI, FLORIDA 33133
PREPARED BY:
SUN -TECH ENGINEERING, INC,
1600 WEST OAKLAND PARK BOULEVARD
FORT LAUDERDALE, FLORIDA 33311
954-777-3123 954-777-3114(fax)
11 2007
IN';l R()D Cfl
The project site is l Ica e'd at 4t Street,
has a net area ,f 6 frordaiolc eiderly & family resid natal
Ct.7',"ismunii y is `=prr posed ! nsisti2 ' of three separate phases. Phase 1
Elf a 9 story elderly aparimeal huildin`e; having 112 units and an attached
parking garage, Phase 11 consists of an 8 story-98i unit elderly apartment
buridingwith an attached parking garage and Phase 111 consists of an 1 i
story-98 unit funnily apartment building with an attached parking garage,
Driveway connections are proposed onto NW 71' Street and NW
i1"errace,
Il. D.RAINAGE SYSTEM
General Runoff Characteristics
The proposed site does not include a lake or an offsite drainage connection
so all stormwater runoff shall be collected and stored within on -site
exfiltration trench. The drainage system must be designed to accommodate
the traditional runoff (generated from the horizontal surfaces, and in addition
Miami -Dade BERM requires that for high rise buildings, the proposed
drainage system also take into account runoff from one-third of the largest
vertical building face. Preliminary drainage calculations are shown in
Exhibit A.
Site Coverage Data
Horizontal Areas I RENct PERCENT
Building 0.94 14%
Paved (On grade Parkiwz & Roads) 2.48 36%
Sidewalk 0.86 13%
Garage 1.03 15°
Green (Landscaping) l .50 32%
TOTAL 2.44 I00%
Vet -heal Areas 11 3 he buitaina'ace.
Phase I Tower (113 x 205' x 95') 0.15
Phase 1I Tower ( I /3 x 205' x 95') 0.15
Phase 111 Tower (113 x 205' x 95') 0..15
TOTAL 0.45
TOTAL FVMPERVFOUS AREA (including vertical areas) 5..65 79%
PERVIOUS AREA 1.50 21%
'i OTAL RUNOFF AREAS 7.15 100%
Page 2 of 5
Site tit
Permit
Sou Flat id Aanagennun District (S1 '` 1L. J.
Per the above site co'er'atse data, h s project requires an Fnv"ironil en,
Resource Standard General Permit, in accordance with the SFVM1.) Permit
Information Manua!, Volume 1 V, Chapter 40E-4 ).
Miami -Dade "'ou€sty Dept. of Erivirollineitta Resole •es 1.�nage e t
(DERM)
In accordance with Section D-4 of the Miami -Dade Public Works Manual,
fire drainage system must be designed to store the required water quaky°
treatment volume or the runoff generated from the 5 year -I hour storm
event, which ever is greater, The minimum parking :grade unust be above
the 5 year-1 hour storm elevation. These calculations are shown on Exhibit
A.
Note: DERM requests that the drainage systems for the parking levels
below roof, not subject to direct rainfall, be kept separate from the site
drainage.
Minimum Grade Criteria
Parking Lot/Road Grade- fan. of: 5 year-1 hour storm elevation
foot below back of sidewalk grade
Minimum Perimeter Grade- 25 rear-3 day storm elevation
Finished Floor Elevation -
Min. of: 100 year-72 hour storm elevation
8"" above crown of -City Rd.
FEMA Base Hood Elevation(See Exhibit B)
Project Discharge
This project does not have an offsite drainage connection unless a drainage
well is permitted. if drainage wells are permitted at this location, the
drainage system can be designed to store the required water quality
treatment volume and then discharge any additional runoff directly into the
drainage well.
Drainage Welk
Drainage Wells are regulated by the Department of Environmental
Protection and the main limiting criteria permitting their use is such that the
well casing shall penetrate a zone containing a minimum of 10.000 mg/L
Total Dissolved Solids (TDS). A test hole has been drilled and tested to a
depth of 200 feet and the minimum TDS was not obtained° Due to the
excessive costs to drill a well casing below 200 feet, the test v ell was
abandoned without reasonable assurance of the minimum TDS.
Page. 3 of 5
rc€" Site a t(lity Study
April
water mains in this area. The exist
are as follows: NW Y` 54,,Avenue-
NW 71" Street -
NW ?2'}j Terrace-
1 WATE i) STR1
SY ST
iami .�1gde Water and Sewer i) }3st Hen i wns a.nd public
'dater mains adjc cent to the pTject
enty (20) inch
8) inch
Six (6) inch
Pursuant to a request for Service Agreement from MD-t\ ASD, the
preliminary ``Points of Connection (P.O.C.)" were determined by MI3-
WASI) dated January 29, 20(17 and state the following;
Connect tCo an existing twenty (20) inch water ma in V. 5rh
Avenue and < W, 71" Street and extend a sixteen (16) inch W.M.
.a 51
easterlyin N. (i . I Street to the southeast corner of the property,
interconnecting to an existing eight (8) Inch ve.ni. at that location.
Any public water main extension within the property shall be
twelve (1 2) inch minimum diameter. If two (2) or more flr'e
hydrants are to he connected 10 a public W.M. within the property
then the water system shall he looped with :two (2) P.O.C.
Separate conneelion:'fire fire lines and fire hydrants are regzdred ".
Phase I water and fire service is proposed directly from the proposed 16"
water main within N.W. 7151 Street includin=, a 4" water service for the
apartment building, a 6" tire service, and one fire hydrant. A twelve (12)
water main extension is proposed on -site, from which one fire hydrant is
proposed, maintaining a maximum distance of 300 feet between hydrants.
Phase 11 & 111 shall extend and loop the twelve (12) water main to the
existing twenty (20) inch water main within NW 5'" Avenue. Water
services, fire services and fire hydrants shall be provided to Phases 11 & III
by the looped on -site twelve (12) inch water main.
The estimated average daily water consumption from this project is 6I,600
gallons per day (gpd). as calculated in Exhibit C.
Page 4ofi
YMCA. x sii£`es- "�_: L;, ve Site
1V. SANITARY SEWER ER S1/S li E'
MD„ r SE.) owns and Operates an eight ( t inch 4grav iry sewer nnna3n to
N.W. 7 E` Street and N. ' , = ,Terrace, rr want to the above referenced
preliminary 13.0.0 ., MD-t\ \'i) determined thy;. following.
the E.
gravity .SLivers in
Phases 1 & 11 which are adjacent to NAN . 7E' Street shall connect to the
existing 8" gravity sewer main \vithin N.W. 7I" Street. Phase 111, located
in the northeast corner of the site, shall connect to the existing 8„ gravity
sewer main within N.W. 72i erraee.
iThe estimated average daily seag�e flow from this protect is 61,600 c,pd, as
calculated in Exhibit C.
SOLID WASTE MANAGEMENT
On -Site receptacles for refuse and recyciahies are proposed within each of
the buildings. Regular pick-up service shall be provided by either the City
of Miami Solid Waste Department and/or an approved private hauling
company.
Pate 5 of 5
SUN -TECH ENG1NEERiNG,NC.
600 VI OAKLAND PARK BLVD.
FORT LAUDERDALE, FL 33311
DATF-: =VI inn7
REV:
BY: KKS
EXHIBIT A
SURFACE WATER ANAGE ENT CALCULATIONS FOR
Y CA VILLAGE CARVER - ULTI ATE BUILD -OUT
HORIZONTAL SURFACE
LAND USE BREAKDOWN
LAND USE AREA PERCENT
BUILDING 0.94
14%
PAVED AREAS 2_48 ' 36%
SIDEWALK 0,86 13 To
GREEN 1.50 22%
GARAGE 1,03 15%
TOTAL L6.31 1 100%
VERTICAL BUILDING FACES
BUILDING WIDTH
HEIGHT 1/3 x AREA (AC.)
Phase I Tower
Phase 11 Tower
Phase 11 Tower
205
205
60
95
95
95
0.15
0.15
0.04
TOTAL
ADJUSTED
LAND USE BREAKDOWN*
0.34
GRADING PARAMETERS
LAND USE AREA
PERCENT
FROM
TO
BUILDING 1 28
PAVED AREAS 2 48
SIDEWALK 0 86
GREEN 1.50
GARAGE 1.03
18%
35%
12%
21%
14%
11.5
9
10
a
17.00
100
11
11.45
11
100
TOTAL*
7.15 I 100% j_
TOTAL RUNOFF AREAS*
LAND TYPE
AREA
PERCENT
IMPERVIOUS
PERVIOUS
5.65
1.50
79%
21%
TOTAL
7,15 100%
*DERM requires additional runoff generated from the vertical building
faces be incorporated into the surface water management system.
Exfiltration Trench
Total Exfiltratton Volume
V(ac-in= L x [K x (H2W + 0.39 x 104)WDJ
89.2 = 7.44 ac-ft
TrenchTrenchStageStorage Calcs.
age
3
3.5
4
4..5
5
5.5
6
6.5
7
Storage (ac-
0,00
0.93
1.86
2.79
3.72
4.65
5.58
6.51
7.44
Trench Characteristics
L.= 1000
4
KA,„= 6.3111E-04
1-12''' 6-00
4.00
-9_00
STAGE -STORAGE
CALCULATION
Asbume LinearPro r
n for aH Ar
Stage Area (acres) Storage
(ft-NGV PAVED AREAS SIDE A K GREEN To (ac-ft)
3,0
3.5
4 0
4.5
5.0
5.5
6.0
6.5
7.0
7.5
8.0
8.5
9.0
9.5
10.0
10.51
11.0'
11.5
0 0
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.62
1.24
1.86
2.48
2,48
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0,00
0.00
0.00
0.30
0.60
0.86
0.0000
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0,00
0.25
0.50
0.75
1.00
1.25
1.50
1.50
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.25
0.50
1.37
2.24
3.41
4.57
4.84
0.00
0.93
1.86
2.79
3.72
4,65
5.58
6.51
7.44
7.44
7.44
7.50
7.69
8.15
9.06
10.47
12.46
14.81
Project Location Hydraulic Details
Design Water Level= 3.00
Allowable Discharge" = N/A csm Total Area x NIA / 648 = N/A cfs
D/SCH RGE/POSIT/VE OUTFALL NOT AVA/LA.6LE
Design Storm Rainfall Amounts (in.)
Storm
Frequency
5 year
10 year
25 year
100 year
24 hr
DERM
72 hr
14.6
Soil Storage Calculation
A. Total Pervious Area = 1.50 acres
B. Depth to Water Table = 6.5 feet
C. From SFWMD Permit Inferation Manual. Vol. IV, Figure E-1, For
'Developed/Comp-acted Norma T crc.at Sandy(Coastai , the Cumulative Available Soil
Storage is:
Sp = 8 18 inches
D. Site Soil Storage = Sp x (Pervious Area/Total Area)
1.72 inches
Water Quantity Calculations
A. Calculate the Runoff in Inches.
Q= (Rainfall - 0.2 x Soil Storage)2 / (Rainfall + 0.8 x Soil Storage)
Q5yr-1 day_
0iCyr-idy=
Q25yr-3dy=
Q 3 00yr-3day=
5.39 Inches
6.93 inches
12.72 inches
17.88 inches
B. Calculate the Runoff Volume
V= Q x Project Area (1 ft ; 12 in)
V5yr-`day=
V oyr-1 day=
V25yr-3dy=
V 100yr-3day=
C.
Using the stage -storage chart and the runoff
volumes calculated above, the corresponding
stages can be interpolated.
3.21 ac-ft Stage5yr-iday= 4.73 ft
4.13 ac-ft Stageloyr-lday` 5.22 ft
7.58 ac-ft Stage25yr-3dy= 8.73 ft
10.66 ac-ft Stage1ooyr-3day= 10.55 ft
ater Qua Calc .ations (Note: ianore Vertic Bui din Faces in —de e k'
A. Compute the first inch of runoff from the entire site.
1 inch x Total Area x(1ft 112 in)
0.57 ac-ft
B. Compute 2.5 inches times the percentage of imperviousness.
a. Site Area (SA), for water quality pervious/impervious caculations only
SA= Total Area - (roof + lake)
5.87 Acres
Impervious Area (iA), for water quality erviousitmpervious calculations only
LA= Site Area(SA) - Pervious Area
4.37 Acres
Percentage of imperviousness for water quality
%imp= (A SA) x 100%
74.44 %
d. For 2.5 inches times percentage of imperviousness
2.5 inches x %imp
1.86 inches
e. Compute volume required for quality detention
= inches to be treated x (total - lake) x (1 ft / 12 in)
1.06 ac-ft (CONTROLS)
C. Since 2.5 inches times the percentage of impervious is greater than the firstinch of
runoff over the entire site, the volume to be treated is:
Volume to be treated = 1.06 ac-ft
Interpolating from the Stage -Storage Table. the Volume to be treated is met at a stage
of:
Stage (Water Quality) = 3.57 ft
EXHIBIT B
Nw 7ti-S7
NW 7 .Ifqt
r a - NW S'2140 NW 32.,f,4CI
RISS Ei X
rOjedt tOtAtid
Nw, 75 K 51
24TIn
7314r7
SW 17.35C3 51
',ITY OF MIAMI
2inn ft-g"51
rt-
NW 5bTIi^-11
Nw SI
NW toSI
•GC) -Nit S:
55111 S55
i-twa
..-----
58-ton
e7Tiii
Nw 51 1l
NW 5bItf, Ti
snw55111 ST
NW 70T4-1 55
VQ 51
NW 1167-11 SI
lW )4'N S
1 111117) SI
NW 5351) ST
NW 011.1 ST
N 5,4TH TE
fifW 591ti 51
1115 567I4 S
S711-1 TT
-re51115 s
NW 551t1 S
MOO
APPROX1)1-AT6. SC
0
1000 9
NATIONAL FLOOD INSURANCE PROGRAM
ARV
FLOOD INSURANCE RATE MAP
• DADE COUNTY,
FLORIDA
AND INCORPORATED AREAS
PANEL 180 OF E?±)
MAP NUMBER
12075C:0180
MAP REVISED:
MARCH 2, 1991. •
A w^ y
This is an official copy of a portion of the above referenced flood map It
was extracted Using F-MITOn-Uns This map does not iefteet changes
or amendments weich may have been made siiesequer•rt to the date on tho
title bIock. For the latest product information about National Flood Insurance
Program flood maps check the EEMA Road Map Store at www rasp fema gov
•
SUN -TECH _ _ DATE: 412f,,
-7 €�3i�.aSbS�E��t� n <i�C.
1600 `2U. OAKLA D PARK BLVD REV.:
FORT LAL DE R ALE. FL 33311 BY 8'a`C`
EXH T C
EST ATE OF ATER & ASTE ATER FLO S FOR
AVERAGE DAILY FLOW
TYPE OF USE
Residential Apartments
ESTIMATED PEAK FLOW
Y CA VILLAGE CARVER
FLOW(gpd) TOTAL
NO. OF UNITS PER UNIT FLOW(grad)
308 200 61.600
AVERAGE DAILY FLOW = 61,600 gpd
= 0,062 mgd
POPULATION (P) = NO. UNITS x 2 PEOPLE/UNIT x 1/1000
= C.462 (THOUSANDS)
PEAKING FACTOR= (18 + P112) / (4 + P112)
4,0
PEAK FLOW = ADF X PEAKING FACTOR
= 245,885 gpd
= 0.246 mgd
Notes:
1. gpd = gallons per day
2. mgd = miiion gallons per day
3, No industrial wastewater is anticipated to be generated.
51€-11 AVE
NIW. ATH COURT
7[ STREET
!N.V.,. 4TH AVE
. . .
NC:
. ,YE;' AVE: