HomeMy WebLinkAboutIII. Tab 3. Site Utility Study12th
A
SITE UTILITY STUDY
JULY 2008
PREPARED FOR:
BRICKELL HOTEL GROUP LLLP
P.O. BOX 330218, MIAMI, FLORIDA 33233
PREPARED BY:
SUN -TECH ENGINEERING, INC.
1600 WEST OAKLAiD PARK BOULEVARD
FORT LAUDERDALE, FLORIDA 33311
954-777-31.23 954-777-3114(fax)
W% SUflte.l
Wiltiam C. Lips, P.E.
FL Reg. No. 61741
Awes l:e l t l: a£l ulv 2008
1NTR()M
l'lae pro eat sits i cated at 30 S.W, 12'11 Street, Nifiami, ijloaid{a and has a net
area of 0,86 acres. A Hampton tan & Suites is proposed, consisting of 221.
hotel rooms, conference rooms with a seating capacity of 250, a full service
restaurant having approximately 250 seats and 1,800 S.F. of retail space,
Driveway connections are proposed onto S.W. .2t Street which will provide
access for drop-off/pie:l-up at the buiidimg's main entrance as well as access
into the proposed parking garage and loading zones.
DRAINAGE SYSTEM
General Runoff Characteristics
The proposed site does not include an offsite drainage connection so all
storrnwater runoff shall be collected and stored within on -site exfiltration trench
and possibly discharge into an on -site drainage well. The drainage system. must
be designed to accommodate the traditional runoff generated from the
horizontal surfaces. In addition Miami -Dade DERM requires that for high rise
buildings, the proposed drainage system also take into account runoff from o.n.e-
third of the largest vertical building face. Preliminary drainage calculations are
shown in Exhibit A.
Site Coverage Data
Horizontal Areas
Building
Paved (On grade Road)
Sidewalk
Green
TOTAL
AREA(ac.) PERCENT
0.64 75%
0.06 6%
0.09 10%
0.07 8%
0.8E 100%
Vertical Areas 1/3 o the buildin aces
Hotel Tower (1/3 x 225' x 137') 0.24
TOTAL IMPERVIOUS AREA (including vertical areas) 1.03 93%
PERVIOUS AREA 0.07 7%
TOTAL RUNOFF AREAS 1.10 100%
Page 2 of 4
Sit t )tIt't%` ` 1tuav
Permit Criteria
South Florida. Water .fVf.ir agem nt Dist.ri .t (SFWM.D
Per the above site coverage data, this project requires a.n. n ironmental
Resource Standard General Permit, in accordance with . the SFWMD Permit
Information Manual, -Volume IV, Chapter 40E-40.
l.l:iarni-Dade Count Do of Envirorrrrrerital R.csortrces 1.ana0ezneui D RM
to accordance with Section D-4 of the Miami -Dade Public Works lanual., the
drainage system must be designed to store the required water quality treatment
volume or the runoff generated from the 5 year-1 hour storm event, which ever
is greater. The minimum parking grade must be above the 5 year-1 hour storrn.
elevation.
Minimum Grade Criteria
Parking Lot/Road Grade- Min. of: 5 year-1 hour storm elevation
/z foot below back of sidewalk grade
Minimum Perimeter Grade- 5 year-1 day storm elevation
Finished Floor Elevation- Min. of:
Project Discharge
100 year-72 hour storm elevation
6" above crown of City Rd.
FEM.A Base Flood Elevation(See Exhibit B)
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 Wells
Drainage Wells are regulated by the Department of Environmental .Protection
and the main limiting criteria perinitting 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 Reasonable Assurance Report must be performed which
consists of a test hole drilled and water samples collected to confirm the
minimum required TDS is available within a confined aquifer beneath the site.
If reasonable assurance is obtained, a drainage well can be incorporated into the
surface water rmanagerrtent system.
Page 3 of 4
p
2008
1S"l'121i31
tliami Dade 'at .r and Sewer Department owns and operates the pubwater
mains m this area. Pursuant to the 'Letter of Availability' obtained from MiD-
WA..SD, an existing sixteen (16) inch water main is located adjacent to the
project site within S,W. 12 Street, from whichwater and fire services maybe
connected.
The estimated average daily water consumption from this project is 35,440
gallons per day (gpd), as calculated in Exhibit C.
SANITARY SEWER SYSTEM
MD-WASD owns and operates an eight (8) inch gravity sewer main in S.W.
12th Street, abutting the northern boundary of the subject site. Pursuant to the
`Letter of Availability', the sewer services maybe connected to the existing
eight (8) inch gravity sewer to serve the subject project site.
The estimated average daily sewage flow from this project is 35,440 gpd, as
calculated in Exhibit C.
V. SOLID WASTE MANAGEMENT
On -Site receptacles for refuse and recyclables are proposed on -site. .Regular
pick-up service shall be provided by either the City of Miami Solid Waste
Department and/or an approved private hauling company.
Page 4 of 4
SUN -TECH ENGiNEERING, INC_
1600 W, OAKLAND PARK. BLVD_
FORT LAUDERDALE, FL 33311
11
TA
HA PTO I SUITES
SURFACE WATER MANAGEMENT CALCU
HORIZONTAL SURFACE
LAND USE BREAKDOWN
LAND USE
BUILDING
PAVEMENT
LOADING ZONE
SIDEWALK
GREEN
DRY POND
AREA r-PERCENT
0.64 75%
0.06 6%
0.00 0%
0.09 10%
0.07 8%
0.00 0%
TOTAL
0.86 100%
VERTICAL BUILDING FACES
BUILDING
WIDTH HEIGHT
in x AREA (AC.)
10 Story Tower
225 137
0.24
TOTAL
ADJUSTED
LAND USE BREAKDOWN*
0.24
GRADING PARAMETERS
LAND USE
AREA
PERCENT
FROM
TO
BUILDING
PAVEMENT
LOADING ZONE
SIDEWALK
GREEN
0.88
0.06
0.00
0.09
0.07
80%
5%
0%
8%
7%
7.2
7
7
6.8
6,5
N/A
7.75
7.2
7.7
7
TOTAL* TI.10-1 100% I
TOTAL RUNOFF AREAS*
LAND TYPE
IMPERVIOUS
PERVIOUS
AREA
1.024
0.072
PERCENT
93%
7%
TOTAL
1.097 I 100%
Pr 'ect .No: 07-3144
DATE: 7/9/2008
REV:
BY: \Nu
T ONS
*DERM requires additional runoff generated from the vertical building faces be
incorporated into the surface water management system.
Exfi
n Trench
Total Exfiltrat on 1/C hi
V(ac-in)= L x [K x tl-
2.9
2H2D„- .' + 2H2D5) + (1
T enc S ge drag
urrdng
Stage ft)
gr+ Mon
Storage (ac-ft)
2 0.00
3 0.07
4 0.14
5 0.21
5.5 0,24
Stage
(ft-NGVD)
2
3
4
5,
5.5
6°
6.5
7
7.5
8
8.5
9
9.5
10
10.5
0.24
x 10-4)WO,1 Trench Ci ar titer
ac-ft L= 200
STAGE -STORAGE CALCULATIONS
Assume Linear Progression for all Areas except Lake
BUILDING PAVEMENT
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
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.04
0.06
0.06
0.06
0.06
0.06
0.06
Area (acres)
LOADING ZONE SIDEWALK
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
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.02
0.07
0.09
0.09
0.09
0.09
0.09
0.09
GREEN
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.07
0.07
0.07
0.07
0.07
0.07
0.07
0.07
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
!c
V`+1=
8,40E-05
H2= 4.00
,: 3.50
10.00
Total
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.09
0.18
0.22
0,22
0.22
0.22
0.22
0.22
Volume of
Storage (ac-ft)
0.00
0.07
0.14
0.21
0.24
0.24
0.24
0.27
0.33
0.43
0.54
0.65
0.76
0.87
0.97
2
Project Location Hydraulic Details
Design Water Level= 2.00
Allowable Discharge* = N/A csm = Total Area x N/A f 640 = NIA cfs
* DISCHARGE/POSITIVE OUTFALL NOT AVAILABLE
Design Sto
Storm
Frequency
5 year
10 year
25 year
100 year
Rainfall
1 hr
3 2
5 1
ounts-24 hour
Rainfall (in.)
24 hr
7.00
8.00
9.00
12.00
Soil Storage Calculation
A. Total Pervious Area =
B. Depth to Water Table = 4.8 feet
C. From SFWMD Permit Information Manual, Voi. IV, Figure E-1, For
'Developed/Compacted Normal Typical Sandy(Coastal), the Cumulative Available
Soil Storage is:
72 hr
13.0
16 31
Sp =
0.07 acres
8.18 inches
D. Site Soil Storage = Sp x (Pervious Arearrotal Area)
0.69 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-1day=
QlOyr-1 dy=
Q25yr-3dy
Q11:10yr-1hr=
Q100yr-3day=
6.24 inches
7.23 inches
12.21 inches
4.36 inches
15,51 inches
B. Calculate the RunoffVolume
V= Q x Project Area (1 ft12 in)
V5yr-1c1 day'
VI 0yr-1d ay=
V25yr-3dy=
V100yr-1
V100yr-3day=
C. Using the stage -storage chart and the runoff
volumes calculated above, the
cooresponding stages can be interpolated.
(Neglecting drainage well discharge)
0.57 ac-ft Stage5yr-lday= 8.63 ft
0.66 ac-ft Stage, oyr_ I day= 9.05 ft
1.12 ac-ft Stage25yr_3dy= 0.00 ft
0.40 ac-ft Stage100yr-lhr= 7.83 ft
1.42 ac-ft StageloGyr,day= 0.00 ft
3
Wahl) fN
cal Buildi F
A. C repute the first inch of runoff from the entire site.
1 inch x Total Area x (1 ft 112 in)
0.07 ac-ft
Compute 2.5 inches times the percentage of impery ousness.
a. Site Area (SA), for water quality pervious/impervious calculations only
SA= Total Area - (roof 4- lake)
0.22 Acres
b. lripervious Area (IA), for water quality perviousfimpervious calculations only
IA= Site Area(SA) .e Pervious Area
0.14 Acres
Percentage of imperviousness for water quality
%imp= (IA / SA) x 100%
= 66.51 %
d. For 2.5 inches times percentage of imperviousness
= 2.5 inches x %imp
1.66 inches
e. Compute volume required for quality detention
= inches to be treated x (total - lake) x (1 ft / 12 in)
0.12 ac-ft (CONTROLS)
C. Since 2.5 inches times the percentage of impervious is greater than the first inch
of runoff over the entire site, the volume to be treated is:
Volume to be treated = 0.12 ac-ft
interpolating from the Stage -Storage Table, the Volume to be treated is met at a
stage of:
Stage (Water Quality) = 3.71 ft
4
DRAINAGE WELL DISCHARGE
WELL CAPACITY
A test well has not yet been tested at this site, therefore a prelimary well rate of 50-
minute will be assumed for conceptual design purposes.
gtibza = 500 gpm per foot of head
Number of We Proposed = 2
Total Well Capacity= Number of Wells x Assumed Weil Capac
2 x 500
1000 gpm per foot of head
2.23 cfs per foot of head
ons per
WELL CASING DESIGN
Well Casing shall be designed at or above the elevation of static equilibrium. Maximum static
equilibrium elevation is determined by adding the mean high water elevation and the head Toss
due to difference in specific gravity from fresh water to salt water.
Mean High Water Elevation = 2.5 feet (NGVD)
Head Loss per Specific Gravity Equalization = 2 feet
Equivalent Well Water Elevation= 4.5 feet (NGVD)
Proposed Top of Well Casing Elevation = 4.5 feet (NGVD)
WELL DISCHARGE
Discharge into the well is a function of the head on the well times the total well capacity. The
head on the well is difference between the Stage and the Equivalent Well Water Elevation (after
overtoping the well casing).
STAGE
(feet)
4.5
5.0
5.5
6
6.5
7
7.5
8
8.5
9
9.5
10
HEAD*
(feet)
DISCHARGE,
(cfs)
0.0
0.5
1
1.5
2
2.5
3
3.5
4
4.5
5
5.5
0.00
1.11
2.23
3,34
4.46
5.57
6.69
7.80
8.92
10.03
11.15
12,26
DESIGN OF WELL STRUCTURE
DESIGN PARAMETERS
Chin. Time (t, s
Travel time from inflow to baffle
90 seconds per DER Regulations
Discharge (Q, cfs) = Maximum Discharge through ONE Well during a 5-yr-1dy storm event
= 1.85 cfs In case the well has greater capacity, design the well
given a flow rate of the following:
2.31 ofs = 1 038 cupm
DRAINAGE WELL STRUCTURE
Min, Volume of Structure= Q x t
206 125 ft"
Design Volume= Area x Depth
= 288.0 ft3
Design Dimensions
depth (ft)"` 6
width (ft) = 6
length (ft)= 8
*depth= Stage;yr_1day - Bottom
Actual Time= Design VolumeiQ of Structure
124.5 seconds > 90 s ? YES
6
PROJECT NAME
REVIEWER . . n
PRO-ECT AREA .
GROUND STORAGE
TERMINATION DISCHARGE
DISTRIBUTION TYPE ,
RETURN FREQUENCY
RAINFALL DURATION .
24-HOUR RAINFALL .
REPORTING, SEQUENCE .
5 C.5 PROGRAM
Hampton Inn & Suites
WC L
1.10 ACRES
.69 INCHES
50.00 CFS
S FWMD
5.00 YEARS
1-DAY
7.00 INCHES
STANDARDIZED
STAGE STORAGE DISCHARGE
(ET) (AF) (CFS)
2.00 .00 .00
3.00 .07 .00
4.00 .14 .00
5.00 .21 1.11
5.50 ,24 2.23
6.00 .24 3.34
6.50 .24 4.46
7.00 .27 5.57
7.50 .33 6.69
8.00 .43 7.80
8.50 .54 8.92
RAIN ACCUM. BASIN
TIME FALL RUNOFF DISCHGE
(HR) (IN) (IN) (CFS)
.00 .00 .00
4.00 .31 .04
8.00 .96 .45
10.00 1.49 .90
11.00 1.88 1.25
11.50 2.23 1.58
11.75 3.28 2.58
12.00 4.59 3.86
12.50 5.10 4.36
13.00 5.37 4.62
14.00 5.73 4.97
16.00 6.16 5.40
20.00 6.66 5.90
24.00 7.00 6.24
.0
.O
.2
.3
.5
.7
4.5
5.7
1.1
.6
.4
.2
.1
.1
SUMMARY
ACCUM.
INFLOW
(AF)
.0
.0
.0
.1
.1
.1
.2
.4
.4
.4
.5
.5
.5
.6
INFORMATION
-RESERVOIR--
ACCUM. INSTANT AVERAGE
VOLUME OUTFLOW DISCHGE DISCHGE STAGE
(AF) (AF) (CFS) (CFS) (FT)
.0 .0 .0 .0 2.00
.0 .0 .0 .0 2.04
.0 .0 .0 .0 2.56
.1 .0 .0 .0 3.13
.1 .0 .0 .0 3.57
.1 .0 .0 .0 3.96
.2 .0 .7 .3 4.62
.3 .1 3.7 2.2 6.16
.2 .2 1.4 2.9 5.13
.2 .2 1.0 1.1 4.86
.2 .3 .5 .7 4.49
,2 .3 .3 .4 4.23
.2 .3 .1 .2 4.13
.1 .5 .1 .1 4.08
MAXIMUM STAGE WAS 5.16 FEET AT 12.00 HOURS
MAXIMUM DISCHARGE WAS 3,7 CFS AT 12.00 HOURS
SCS PROGRAM
PROJECT NAME . . _ Ha33pton Inn & Suites
REVIEWER WCL
PROJECT AREA .
GROUND STORAGE
TERMINATION DISCHARGE
DISTRIBUTION TYPE ,
RETURN FREQUENCY
RAINFALL DURATION .
24-HOUR RAINFALL
REPORTING SEQUENCE .
1
1.10 ACRES
69 INCHES
50,00 cF5
5 FWMO
100,00 YEARS
3-DAY
12.00 INCHES
STANDARDIZED
STAGE STORAGE DISCHARGE
(FT) (AF) CCFS)
2.00 .00 ,00
3.00 .07 .00
4.00 .14 .00
5.00 .21 1,11
5,50 .24 2.23
6.00 .24 3.34
6,50 .24 4.46
7,00 .27 5.57
7,50 .33 6,69
8.00 .43 7.80
8.50
.54 8.92
-RESERVOIR-- - -
RAIN ACCUM. BASIN ACCUM. ACCUM. INSTANT AVERAGE
TIME FALL RUNOFF DISCHGE INFLOW VOLUME OUTFLOW DISCHGE DISCHGE STAGE
(HR) (IN) (IN) (CFS) (AF) (AF) (AF) (CFS) (CFS) (FT)
.00 .00 .00 .0 .0 ,0 .0 .0 .0 2.00
4.00 .29 .03 .0 .0 .0 .0 .0 .0 2.03
8.00 .58 .18 .1 .0 .0 .0 .0 .0 2.22
12.00 .88 .38 .1 .0 .0 .0 .0 ,0 2.49
16.00 1.17 .62 .1 .1 .1 .0 .0 .0 2.80
20.00 1.46 .87 .1 .1 .1 .0 .0 .0 3.13
24.00 1.75 1.13 .1 .1 .1 .0 .0 .0 3.47
28.00 2.18 1.52 .1 .1 .1 .0 .0 .0 3.98
32.00 2.60 1.93 .1 .2 .1 .1 .1 .1 4.10
36.00 3.03 2,33 .1 .2 .1 .1 .1 .1 4.10
40.00 3.46 2,75 .1 .3 .1 .2 .1 .1 4.10
44.00 3.88 3.16 .1 .3 .1 .2 .1 ,1 4.10
48.00 4.31 3.58 .1 .3 .1 .2 .1 .1 4.10
52.00 4.85 4.11 .2 .4 ,2 .2 .2 .1 4.15
56.00 5.95 5.20 .4 .5 .2 .3 .4 .3 4.33
58.00 6,86 6.10 .6 .6 .2 .4 .5 .4 4.47
59.00 7,54 6.77 .8 .6 .2 .4 .7 ,6 4.61
RESERVOIR--
RAIN ACCUM. BASIN ACCUM, ACCUM. INSTANT AVERAGE
TIME FALL RUNOFF DISCHGE INFLOW VOLUME OUTFLOW DISCHGE DISCHGE STAGE
(HR) (IN) (IN) (CFS) (AF) (AF) (AF) (CFS) (CFS) (FT)
59.50 8.14 7.36 1.3 .7 .2 .5 .9 .8 4.85
59.75 9.94 9.15 7.9 .8 .3 .5 4.1 2.5 6.33
60.00 12.18 11.39 9.9 1.0 .4 .6 6.5 5.3 7.41
60.50 13.06 12.26 1.9 1,1 .3 .8 4,0 5.8 6.28
61.00 13.51 12,72 1.0 1,2 .2 1.0 1.2 2.0 5,03
62.00 14.12 13.33 .6 1.2 .2 1,0 .8 1.0 4.73
64,00 14.87 14.07 .4 1.3 .2 1.1 .4 .6 4,39
68.00 15.73 14.93 .2 1.4 .2 1.2 .2 .3 4.22
72,00 16.31 15,51 .2 1.4 .2 1.2 .2 ,2 4.14
SUMMARY INFORMATION
MAXIMUM STAGE WAS 7.41 FEET AT 60.00 HOURS
MAXIMUM DISCHARGE WAS 6,5 CFS AT 60,00 HOURS
LEG
_ND
SPECIAL FLOOD HAZARD AREAS INUNDATED
BY 100-YEAR FLOOD
ZONE A No hose flood eie votiaas detr^aned,
ZONE AE 9esc hood efevclions determiner.
ZONE AH Frood depths of 1 to 3 feet (usually mess of
pcna,nr,I; base flood eievallons detetne;nee.
ZONE AO Flood deplh,d of 1 to 3 feet lt:suoliy sheet
- flow on ,1c3Lng ierrotr,;; overcge depths de-
tedroined. For wrens - or a!i;tviat #cn hooding,
velocities also deterroihed,
ZONE A99 To be or °tooted from 1OZ-year flood by
Focerc`food pro!ecticro system finder coe-
str�c:;o no base 110UC efevctlans Cote:..
,r,r<d.
ZONE V Coastal Good w:tn ve1Ocity hon.' 0 (wove dc-
Lun);.ao base ood elevations determined.
7.ONE VE Cocstur flood wit n- ve1oc=ty hazard !wove ac-
(ion,); bode flood elevo,ions determined.
FLOODWAY AREAS IN ZONE AR
OTHER FLOOD AREAS
ZONE X
Areas of 500-yecr !Hood;•areas of 100-year
tlOod with overage ceiins of less roan 1toot
or o::a ureiacce orecs Less than '. spaore mile;
and oreas crolec1eta by Seve.es Irons 100.year
flood-
0THER 4RE AS
ZONE X A'ecs determined to be ouEs,t3e 0-year
ZONE 0 Leos fir. wh,Ch flood hazards are undeter-
mined.
UNDEVELOPED COASTAL BARRIERS,
` \ 1
Identified
1983
C.ocste', bprr',er oreas tyre nprmoil
tifezard Arees.
r0ent:`�033
1390
Othe•w'1se
Protected AreeS
ncateo witr, or cdjnceni to Spedci Hood
fio06pts4n 800ccry
Olos.decy ticursc4ry
Zo"e C bousacry
AtPPRGXIMiATE SCALE
500 0
NATIONAL FLOOD INSURANCE PR At
Fi
L000 1NSUR*CE RATE MAP
DADE COUNTY,
FLORIDA
AND INCORPORATED AREAS
PANEL 191 Or &25
(FEG NS.P INUi rO? 31011.5 NOT Pm03f.A
COkt3.i3fl tcm:tt( ; k
if, 11
MAP NUMBER
12025,,21 r1
!.-'..1✓H 1994
EREST AVAILABLE DOPY
AT THIS TIME
is is an official cagy of e portion of the aixrxa referenced fluoe: map. tt
was eettacteP using F-M(T On -Line, iris map does not :efiert it hangee
or amendments which may have boson mote subsequent to the date on the
title block. For the latest product information 000733 hiattonal Flood lesura1rce
Program flood maps chock the FEMA Flood PAop Store a'twwwo rose.hema.gov
ZONE X
500
AP°PR0X1&,\ E SCALE
NAE OVAL ELOOS ESURANCE PROGRAM
RM
FLOOD INSURANCE FATE MAP
DADS COUNTY,
F1.,ORIDA
AND /NCORPORATED AREAS
ANEL AH OF b25
€$l P: PRrfi'='EL`j
CO,MUY td:w.H
MAP NLJIABf,R
e_025C019i
Pet'=: REVISED:
• !BEST AVA11AKE COP�f
AT THIS DIME
This is an otficiai copy of a portion of the atrove re enced Flood map,
was extracted using F-MITOn-Line- This map dtre.4 not reflect ciaargeea
or amendments which may }itava been medal cchseeiusnt 'ko Mc date on the
title block. For the latest product information abut National Flood insurance:
Program flood maps check the FENMA Flood RAap Store at www.mse rem a.goir
SUN -TECH ENGINEERING, INC,
1600 W. OAKLAND PARK BLVD.
FORT LAUDERDALE, FL 33311
H1BITC
HA PT I
SUITES
DATE: 7/8/2 08
REV:
BY: 1.A/CL
ESTIMATED WATER & SEWER FLOWS AND CONNECTION CHARGES
TYPE OF USE
Hotel
Resturant
Retail Store (dry)
Conference Room (Office)
UNIT
TYPE
Rooms
Seats
SF
Seats
NO, OF FLOW PER
UNITS UNIT (qpd/unit)
221 100
250 50
1 800 0 05
250 3
AVERAGE DAILY FLOW
TOTAL
FLOW (qpd)
22,100
12,500
90
750
35,
•
qpd