APPLICATION
~ tl
;p;ee-lJere,LojOrtpHT caHDITloH.
Date: 9-05-96
Olsak and Associates, Inc.
Surface Water Management Calculations
Project ID: Orchard Landings
I.
Proposed Acreages
1 . Lakes = .227
2. Roofs = 0
3. Other Paving = 0
4. Green Area = '1 . 773
Tot. Project Area (ac) = 2
II. Water Quality Calculations
1. Compute 1st inch of runoff over total area:
1 in. X Total Area/12 = .1666667
2. Compute 2.5 in. x Percent Impervious:
Site Area for WQ = Total-Roofs-Lakes
Impervious Area for WQ = Site-Pervious
Percentage of Imperviousness for WQ
2.5 in. x Percent Imp. x (Total-Lakes)/12
= 1.773
= 0
= 0
= 0
3. Required Water Quality Wet Detention Vol (ac-ft) = .1666667
4. Required Dry Detention Volume equals .75 times Required
Wet Detention Volume (ac-ft) = .125
5. Required Retention Volume equals .5 times Required
Wet Detention Volume (ac-ft) = 8.333334E-02
111. Soil Storage Calculations
1. Compute Pervious Area for Soil Storage
Total Pervious Area (acres) = 1.773.
2. Compute Depth to Water Table
Depth to WSWT (ft) = Ave Site - WSWT = 3
3. Initial Soil Storage Extraction (in) = 4.95
4. Composite Site Soil Moisture Storage = Percent Pervious
times Compacted Soil Moisture Storage (in) = 4.388175
IV. Water Quantity Calculations
1. Parking Design Storm: 5-year,1-hour (in) = 3.2
Lowest Proposed Parking Lot Grate (ft-NGVD) = 5
Runoff from 5-year,1-hour storm (ae-ft) = CAR/12
C = .27945
A = 2
R = 3.2
Q (5yr,1hr) = .14904
2. Road Design Storm:
Minimum Road Crown
SCS Runoff Formula
Q (ae-ft) = Q (in)
24 Rainfall Amount (in) = 8
Elevation (ft-NGVD) = 6.4
Q (in) = (P-0.2S)^2/(P+0.8S)
x Total Project Area/1~ =
Road Design Storm Runoff (ae-ft) = .7345165
3. Project Design Storm: 24hr Rainfall (in) = 12
72hr Rainfall (in) = 16.308
Minimum Project Perimeter Elevation (ft-NGVD) = 4
Using SCS as in 2.; Design Storm Runoff (ae-ft) = 2.002302
4. Floor Design Storm: 100yr,24hr Rainfall (in) = 14.5
100yr,72hr Rainfall (in) = 19.7055
Minimum First Floor Elevation (ft-NGVD) = 7.5
Using SCS as in 2.; 100yr,72hr Runoff (ae-ft) = 2.544854
Olsak
Date: 11-3-96
Olsak and Associates, Inc.
Surface Water Management Calculations
Project ID: Orchard Landing
1.
Propolied Acreages
1 . Lakes = .227
2. Roofs = .251
3. Other Paving = .588
4. Green Area = .9340001
Tot. Project Area (ac) = 2
11. Water Quality Calculations
1. Compute 1st inch of runoff over total area:
1 in. X Total Area/12 = .1666667
2. Compute 2.5 in. x Percent Impervious:
Site Area for WQ = Total-Roofs-Lakes
Impervious Area for WQ = Site-Pervious
Percentage of Imperviousness for WQ
2.5 in. x Percent Imp. x (Total-Lakes)/12
= '1 .522
= .588
= .3863338
- . '142702
3. Required Water Quality Wet Detention Vol (ac-ft) = .1666667
4. Required Dry Detention Volume equals .75 times Required
Wet Detention Volume (ac-ft) = .125
5. Required Retention Volume equals .5 times Required
Wet Detention Volume (ac-ft) = 8.333334E-02
111. Soil Storage Calculations
1. Compute Pervious Area for Soil Storage
Total Pervious Area (acres) = .9340001
2. Compute Depth to Water Table
Depth to WSWT (ft) = Ave Site - WSWT = 3.1
3. Initial Soil Storage Extraction (in) = 5.273
4. Composite Site Soil Moisture Storage = Percent Pervious
times Compacted Soil Moisture Storage (in) = 2.462491
IV. Water Quantity Calculations
1. Parking Design Storm: 5-year.1-hour (in) = 3.2
Lowest Proposed Parking Lot Grate (ft-NGVD) = 6.3
Runoff from 5-year.1-hour storm (ac-ft) = CAR/12
C = .5731
A = 2
R = 3.2
Q (5yr.1hr) = .3056533
2. Road Design Storm:
Minimum Road Crown
SCS Runoff Formula
Q (ac-ft) = Q (in)
24 Rainfall Amount (in) = 8
Elevation (ft-NGVD) = 6
Q (in) = (P-0.2S)^2/(P+0.8S)
x Total Project Area/12 =
Road Design Storm Runoff (ac-ft) = .9422036
3. Project Design Storm: 24hr Rainfall (in) = 12
72hr Rainfall (in) = 16.308
Minimum Project Perimeter Elevation (ft-NGVD) = 5.6
Using SCS as in 2.; Design Storm Runoff (ac-ft) = 2.280795
4. Floor Design Storm: 100yr.24hr Rainfall (in) = 14.5
100yr.72hr Rainfall (in) = 19.7055
Minimum First Floor Elevation (ft-NGVD) = 7.5
Using SCS as in 2.; 100yr.72hr Runoff (ac-ft) = 2.838378
Olsak
Stage
Storage Computations
==================================
.588 ac .934 ac
Stage Paving Green Total
. Feet Storage Storage Storage
NGVD ac-ft ac-ft ac-ft
* 6.8 * 6
** **
*** ***
**** ****
***** 6 ***** 3.5
----------------------------------------------------
3.50 0.00 0.00 0.00
3.75 0.00 0.01 0.0'1
4.00 0.00 0.05 0.05
4.25 0.00 0.11 0.11
4.50 0.00 0.19 0.19
4.75 0.00 0.29 0.29
5.00 0.00 0.42 0.42
5.25 0.00 0.57 0.57
5.50 0.00 0.75 0.75
5.75 0.00 0.95 0.95
6.00 0.00 1.17 1.17
6.25 0.02 1.40 1.42
6.50 0.09 1.63 1.72
6.75 0.21 1.87 2.08
7.00 0.35 2.10 2.45
7.25 0.50 2.34 2.84
7.50 0.65 2.57 3.i:.2
7.75 0.79 2.80 3.59
8.00 0.94 3.04 3.98
Stage vs Storage
================
Stage
ft-NGVD
8.00 1 */'
7 . 7~ I ,/
7.50 I ~
7.25 1 ~*
7.00 1 ~
6.75 I ~*
6.50 I ~
6.25 I /*
6 . 00 1 )f
5 . 75 1 /*
5.50 I ,
5.25 1 I
5.00 1
4.7~ 1
4.50 r
4.25 1
4.00 I
3.75 *
3.50 ; mm..=~======;=====t;======:======;======:======;======;======;======~O
I
I
--
I
#27rc:
CQ'/CH/t:7/ed' t:///rt:"he::?Yo/~
a = t/.CJ A':F: ce.;:'.S'.)
Storage (acre-feet)
~E 4 AVE'fime ~.nk ~ ~~TEA~L"NG I -, _; r
Pllft- _I VILLAGE '-./
SE 5 AV
SE e;1~~V g~::: AN"A 27 C
SE 'K ~ ~ w
, ~ AVE'" 'or:t 0 % SE CI:5 14TE I
~ % .. v CORRINI~_
SE 8 A V d;'.nbriar l ~HOMPSONa: ST
SE 9 AV w .. B I tiN f:iARBOl R DR
M en rook ale "
S E lOA V ....i I -rtr J Ir-' r-- -.::J
, SE 11 ~ w Q U)lllel Rd/"VS HARBOUR Q~
VE i II) ilstilfa DR ~I
I AVE ~ AV -.La J j~ 1 ~I
SW 12 ~NE ~ SE 12 IN WO~'R\viua-Hib~s ':R D G E
SW 13 AVE SE"131A~~ )!!~Snu[JDr/ 1Jii:Y iRid ' ~DAMS '/
I SW ~I 14 ~ AVE 'SE 14 . rt,'rtlO Dr :J~ a:'2 DR '5>-
,- - I I I~ - ~ a tk~ -IQ
lVI:~: ^,a~Sl!waY~""~' :; A~H:l~JD~_
t e I!gye. ~~ it~Oreatment Square Square '.' .. c~ c ~
-;Uk!Hr~H pOI'rtD::m"> ~~'lU : SC ' sell ')-: ~ '~ q'
....1 WEST" O_J ---- -.1I.!1 .I. O.....~ 441
BL VUI 2 co: ' ma,lIard Dr _L C <.J
: % . ~ SE 18 AVE 2 N Ibis O~Chlikasatt.aYette 0,0
BL VOl !:: 1 Lu 3 S Ibis Dr 'II!' '.~ilfish La
o > 4 N Heron 0 ,cnocta
HIGH POINT BL' O~ c.;t I- c( 5 S ~er.on' .!;, eney Oro )
, .... ~~I 6 Flamingo Dr~ -oJ
· ,,, ..... \/n ~ :." )E1~:20 AVE 7 lark OiL J. ~ ~ c:, rOPlcalc5
- 41~. 1M -s- Java Or~, "". .f. -'
H H'I~POINT Ridge I~.'. SE ' 9 Palm Dr Vc::::s~ i6 Oceanvler!:l?r;;::-_
", I,......... 10 0' Jo ~ ~ ,. 'J ~J,.AoOOIdov'" ,lye
. Cr -;YL) f en w U) ~. ~ck 6 -1 . ~u.r ur
... V N en 'or:t LI) 11 Bay Dr ,J:: I 3'"HiIiiicti.. Ut
- ,..... 33:: ~,,~ ~ ....' 12 Ea91~:!?11=f'J-' 0 -i-= . 6 134 4 Ruthmary Ave
~J.).:It"'" MANGO ST - .a v ~ ,~13 Cardl or .SemllewlAvl 5 Cedar Or ......
nil AVI .11- to- 24 AV t; 24 AVEI ~ Ir--~riilflg'~C~ L~rrv 6 Bamboo Dr
~5 AVE NLCJ II) 125 AVE II J1.6""V 'A Sdtl - tl ~~~ 7 Briny Breezes
P .... N ~ -S:IoJ.' 'SE 2J:\ At V,, ......;~ ~ I n r~ws I; ~ 6 sra Kenmore La-
i~ U) , ~ 11~v. .. SIT E ~ · ~-g~l~l. i-.....-~;hi2'^'in~hroD La
t; t; . rl' E 26 ,'. VLi.ttle Club ~d- Bel"Ai~_,~ Stre.malre
Ll) Bethesda w /. MPSHIRe._CJUb" ~ /!E__,"4 Reef Rd
2 AVE MemO:f~ ~ 27 U) AVE 1>-:, _..">~ ^RQl~ House ' " ~ --.' 5 East Ave
'() -H~.ol ~ J ~E 27~:; ..Jiy.~~ '''C '-_~ 6 Coral Rd
~ 5:" ' . 4. SE 21 CT I -0 (.J 1 I..=l~ GUlfstre,am-'F: ..... "-7-
~ ~ ~ ...' SE 27 PJ.:. '-~SE~.J ~ .....).!! 0 " '>l St
~~ en r ~~ SE 27 VAY'" :.~ ~ s ~ Par. ~,:'f~' AlA ~::W&
g.~R li :H.rf ~8,S~:~ !F!~ . 8~ TI.. s:~ryli~,~ - T144&5SS
~ 1..;; "u."SE 290.. ~ AV.. U) ~~-" ..,.-: -' J ~ : ~ r-' I
~ ~_;f"'.sL r-4 SE 30" .. AV o-~<S~~...~ .' E _"!!'-~ tiij'-Scho~;'~-~
Co _ SE 31 ~ ~ AV ' Miller ;d ~ . -;;a~m~ 1 J... Rct ~ ~ 8
lis. erin~ Pi.r I, , _" ~ k G'kicef -' ~ ~ .
Icre:t ~ Rd . r EL.. n;;;~=..J ~an Rd F
aI~ -~iA~T"~' 'Ie I 5J
Hill ,~ Rd 01 0 ... I, , oLevititii/
. ~ I. I I ~I 'f/ n'.acoailal Rd@../i/ D. ,-:(
~ ~.61rE~A~E>- ... _~ ~~ jrnTll 1iM i~
J
4 AVE
5 ~ ~ --'\ VE
..-..-..
5_La ~I"" fad
SW 6 Cl.iIU AVE
7 AVE
~ 8 ~ AVE
9 AVE
10 AVE
""N
11
...
PITH
: ~LVO
, MAIN
IOUTH
N
-
~
"..
.....
s:
..s
~
~
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e
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LOCAT-ION
MAP
N.T.S..
"
.';,
...
~-.~
roJ ~ @ ~owrnill
In <
uU SEP I 61996
PLANNING ANI)
ZONING DEPT.
I
L
PRE L 1 M 1 N A R Y
5 U R F ACE
W ATE R
MAN AGE MEN T
C ALe U L A T ION 5
FOR
ORCHARD LNDING
BOYNTON BEACH
SEPTEMBER 6,1996.
PREPARED BY: OLSAK & ASSOCIATES,
Consulting Engineers
30B GREYMON DRIVE
WEST PALM BEACH, FL.33405.
Ivan K. Olsak, P.E.
::4 jl
?lee-iJere,LOp~$Hr caH/JI17ol-/.
-.
Date: 9-05-96
Olsak and Associates, Inc.
Surface Water Management Calculations
Project 10: Orchard Landings
1.
Proposed Acreages
1. Lakes = .227
2. Roofs = 0
3. Other Pavin'J = 0
4. Green Area = '1 . 773
Tot. Project Area (ac) = 2
II. Water Guality Calculations
1. Compute 1st inch of runoff over total area:
1 in. X Total Area/12 = .1666667
2. Compute 2.5 in. x Percent Impervious:
Site Area for WG = Total-Roofs-Lakes
Impervious Area for WG = Site-Pervious
Percentage of Imperviousness for WG
2.5 in. x Percent Imp. x (Total-Lakes)/12
= 1 .773
= 0
= 0
= 0
3. Required Water Guality Wet Detention Vol (ac-ft) = .1666667
4. Required Dry Detention Volume equals .75 times Required
Wet Detention Volume (ac-ft) = .125
5. Required Retention Volume equals .5 times Required
Wet Detention Volume (ac-ft) = 8.333334E-02
III. Soil Storage Calculations
1. Compute Pervious Area for Soil Storage
Total Pervious Area (acres) = 1.773
2. Compute Depth to Water Table
Depth to WSWT (ft) = Ave Site - WSWT = 3
3. Initial Soil Storage Extraction (in) = 4.95
4. Composite Site Soil Moisture Storage = Percent Pervious
times Compacted Soil Moisture Storage (in) = 4.388175
IV. Water Quantity Calculations
1. Parking Design Storm: 5-year,1-hour (in) = 3.2
Lowest Proposed Parking Lot Grate (ft-NGVD) = 5
Runoff from 5-year.1-hour storm (ac-ft) = CAR/12
C == .27945
A = 2
R == 3.2
Q (5yr,1hr) = .14904
2. Road Design storm:
Minimum Road Crown
SCS Runoff Formula
G (ac-ft) = Q (in)
24 Rainfall Amount (in) == 8
Elevation (ft-NGVD) == 6.4
Q (in) == (P-0.2S)^2/(P+O.8S)
x Total Project Area/12 ==
Road Design Storm Runoff (ac-ft) == .7345165
3. Project Design Storm: 24hr Rainfall (in) == 12
72hr Rainfall (in) == 16.308
Minimum Project Perimeter Elevation (ft-NGVD) == 4
Us i nl) SCS as in 2.; Design storm Runoff (ac-ft) = 2.002302
4. Floor Design Storm: '100yr,24hr Rainfall ( in) == '14.5
'100yr.72hr Rainfall (i n) == 19.7055
Mi nimurr. First Floor Elevation (ft-NGVD) == 7.5
Using SCS as in 2.; 100yr,72hr Runoff (ac-ft) == 2.544854
Olsak
Date: 9-5-96
Olsak and Associates, Inc.
Surface Water Management Calculations
Project ID: Orchard Landing
1.
Proposed Acreages
1. Lakes = .227
2. Roofs = .25'1
3. Other Paving = .507000 '1
4. Green Area = '1.015
Tot. Project Area (ac) = 2
II. Water Guality Calculations
1. Compute 1st inch of runoff over total area:
1 in. X Total Area/12 = .1666667
2. Compute 2.5 in. x Percent Impervious:
Site Area for WG = Total-Roofs-Lakes
Impervious Area for WG = Site-Pervious
Percentage of Imperviousness for WG
2.5 in. :< Percent Imp. :< (Total-Lakes)/'12
= -1 .522
= .507
= .333'1 '143
= . 123044'1
3. Required Water Quality Wet Detention Vol (ac-ft) = .1666667
4. Required Dry Detention Volume equals .75 times Required
Wet Detention Volume (ac-ft) = .125
5. Required Retention Volume equals .5 times Required
Wet Detention Volume (ac-ft) = 8.333334E-02
III. Soil Storage Calculations
1. Compute Pervious Area for Soil Storage
Total Pervious Area (acres) = 1.015
2. Compute Depth to Water Table
Depth to WSWT (ft) = Ave Site
WSWT = 4.8
3. Initial Soil Storage Extraction (in) = 8.18
4. Composite Site Soil Moisture Storage = Percent Pervious
times Compacted Soil Moisture Storage (in) = 4.151351
IV. Water Quantity Calculations
1. Parking Design Storm: 5-year,1-hour (in) = 3.2
Lowest Proposed Parking Lot Grate (ft-NGVD)= 6.4
Runoff from 5-year,1-hour storm (ac-ft) = CAR/12
C = .54475
A = 2
R = 3.2
Q (5yr,1hr) = .2905333
2. Road Design Storm:
Minimum Road Crown
SCS Runoff Formula
Q (ac-ft) = Q (in)
24 Rainfall Amount (in) = 8
Elevation (ft-NGVD) = 6.4
Q (in) = (P-0.2S)^2/(P+0.8S)
x Total Project Area/12 =
Road Design Storm Runoff (ac-ft) = .7567745
3. Project Design Storm: 24hr Rainfall (in) = 12
72hr Rainfall (in) = 16.308
Minimum Project Perimeter Elevation (ft-NGVD) = 5.6
Using SCS as in 2. ; Design Storm Runoff (ac-ft) = 2.034057
4. Floor Design Storm: .100yr,24hr Rainfall ( in) = '14.5
100yr,72hr Rainfall (i n) = '19.7055
Minimum First Floor Elevation (ft-NGVD) = 7.5
Using SCS as in 2.; 100yr.72hr Runoff (ac-ft) = 2.578718
Olsak
4.00 0.00 0.00 0.00
4.25 0.00 0.02 0.02
4.50 0.00 0.06 0.06
4.75 0.00 0."14 0.14
5.00 0.00 0.25 0.25
5.25 0.00 0.40 0.40
5.50 0.00 0.57 0.57
5.75 0.00 0.78 0.78
6.00 0.00 -1. 02 1.02
6.25 0.00 -1.27 1.27
6.50 0.00 1.52 1.52
6.75 0.05 -1.78 '1.83
7.00 0.15 2.03 2. -18
7.25 0.28 2.28 2.56
7.50 0.41 2.54 2.95
7.75 0.53 2.79 3.32
8.00 0.66 3.05 3.71
St.c:lge
Stage
Feet
NGVD
Sta';Je
ft-NGVD
8.00
7.75
7.50
7.25
7.00
6.75
6.50
6.25
6.00
5.75
5.50
5.25
5.00
4.75
4.50
4.25
4.00
St.a..;;J e
Stor~ge Compu~~t~on&
- ---- ----- - - ---- ----- - ---- --- --
-----------------------~-----
.507000-1 ac
PavlT,t
Stora'Je
ac-ft
1.015 a.c
green
Stora'Je
ac-ft
Total
Sto ra';Je
ac-ft
* 7
**
***
****
***** 6.4
* 6
**
***
****
***** 4
5ye4~ Sr:
2& ."R~R sr;
/f70 V$A"IZ.
.....& Stor~ge
---------..---------
----------------
i */
",
I ,../* /00 Y~AR srr:;,Rr? - n/H. r: r: P",L. .
1 ,/*
1 /*
1 /
: /
: ,/
U'
~= I~===~======;===t==;======~======;======:======;======;======;=~====~o
Stora.ge (acre-feet)
/'Ic:>.,te,! cP/c#/a ~q .2h:>cha;q~ ex = ~ C? 4-F (C~)
-
4 I AVE E 4 AVEPf\me ."t ~ ~~TE~~I~~ (0 _~, I
5 I~ ~I--'li SE ~ Ph~V 'lVlll~
;~6~1t; ~~VED SE SE rpe;e~V .~ .~ / ANI\Aw 21
7 11 ~ 0:1: SE CJ~ I.E
~ AVE AVE"... :t... 'Av CORRINI Q- ST
en 8 ~ AVE SE 8 en A V G;';'nbriar ~HOMPSO~ ST
9 AVF SE 9 AV w t.~ J N HARROl R DR
M en Brook ale (.
,.~ N 10 ~ AVE ,Sf 10 III AV Q :'~I~dJ~ l[-;ARBO~R 0' j
n 11 VE i.. SE 11 ~ ,-- I"-stilfa ~ DR SJ I
\ A v~.. 1:1. IA. v'tfilll -Lafji ~r--. :'D ~I
12 j~VE ,SE 1~ IN wOVr{IR\vi1Jfa--Higi us ~R D G E
13 AVE .ISE'13 iA~~ ) ,~snugDr/' Y!Rid' ~DAMS /
14 ~ AVE 'SE 14: 1 en . ~ar~r Dr I)~ ~ e'I DR i>-..
,....m .:~ "S_.\I I '4Jr:~-UI a~" ZIc!M
cW ACHWAYJDR-
aLer J Suns me I\;aus~way / ~m' ~.5
t e agye: ~'j lyt..-_Qrealment Square Square ... oJ: 0 ~
-PiiifRflIH POII~t~> ~~Qtl : sc 'sel' I j.... d -~ ~
BLVD: WEST 2 ab --- - '"Matlard Dr _~ ,; . C tt
~ % I~~' SE 18 AVE 2 N "bis O~Chitl~~a.\ , I:ayette 0,0
OUTH BL VOi ~I~ f:it: 1 w 3 S Ibis Dr .Chl v Ikilfish La
o '..1 > 4 N Heron 0 oc a
N ..-.. POINT BL' 0 ,SjV; I- c( 5 S t1eron I .~ ~ersev Oro )
~'~ 6 Flamingo Or-:--1-ji ....
....... ..... UrI> ~ f 20 AVE 7 lark 0;' ~'i2. c. ro u:alQ ,
4/1'1. M 70r, 18- Java Orl ~ "' J -'
HH.~~POINTAidge I~~ ' "'1 SE AVE' 9 Palm D~ 1fC:::S~ Oceanvie~.l;lr__
_ 1_", ~ 100'''''' J lOT }..COIdov'" 4,ve
CJ - ~ ~ en w en ~ . ~ck "", _ 6 1 . ~umper ur
... ~! V N en <If t;; 11 Bay Dr.. I 3"RiIiiClU Ul
.... 33: ~ ". ~ _.. ~I:' 12 Eagl~' ~ ~ 10.. . 6~34 4 Ruthmary 'Ave
).1 MANGO ST - AU. LA13 Cardin or .~Aml,eWJAve 5 Cedar Or -
~ Vila- ~ 24 AV 24 AVEI ~ ' .Ir--<dt~llf ~-. ~ If,.rr,, 6 Bamboo Dr
125 AVE NICJ en 25 AVE en ~v r St " 9J,lt ~t 7 Briny Breezes
;p ... N ~6.s:~' ' Sf 2~ A. V I f~~ v.;~ ~ :Andr~w~ ': ~16l9is Kenmore La'
r"- ~ ... 3: ~v. .. SI T E ~ · ,,_<2!'!~_! i;;)'-~~12 Winthroo La
en en . rl' E 26 ,/'. V.Li,tt'e Club ~d Be"Aiij;~~.5tr.ama.,.
Ll) Bethesda w .I: MPSH I R ~ [Club it \ (" - - .-' 4 R.etRd
2 AVE M= ~ 27 en AVE Ji;I. _.">~ f-RQI~ IlHouse /;':_ I ~ ~, 5 East Ave
1.... ~ . -11. .... I Ji.E 27~~ ~:tay.g~! G ",;s! ~-~~~ 6 Coral Rd
- :: A. SE 27 CT -0 Uj I 1 t=:..I.~ u)fstre:~m-'Ti - -
Yg ~ ~ .... SE 27 ptJ '-~SE f>) l J,~ Q . ~ ~St
~~ ~ r~~ SE27VAV""~? ~ a.g Par 3.'{~IA1A ~:::W&
~ co ' .Q ....fWi~ 28 SE 211 ~~ &t~~l . 8 0 _ Sea fklt;'.~;~ _ T 45 S
o....~ tl!- -~'..,J ,,7W Ui ~~ ,-, __ r j(, :;; ~ T 46 S
~ ::.... w SE 29 4. ~ A V" ,.. - . . ..:-: J.6J~ ::)
~ ... ~,
~ ;,.~_ ~ w w ;so ~ - E~:::;;-""\ Rd T c t;IJ 8
"' _', Sf:~' (I) en AV . Millp.r Ref ~am60 ~ ~ ,. t
lis, eri~ rf~r I I, "-L...- _.' k~~' ~ ') , ~ '
Icre:t ~ . r rL n:;;n1jp.=.J ~n, Rd .! .
. ca :J , -- ::..:::J lie. ~ ' ' ~/
:II;;~~Rd J.I. 0' .:;/;. - ;run~Jrnr.~~~IJdfP'.~i1;,vf.:~~.' I
- i .&1 E 34 AvE "';1 "/.r;:::C- ,E 0 ~ II c: J E
1 > ~T 1... _,"1":1 io--,!I' II ~ ~ :a II I .~ :,
.'
...
.....
s::
..s
~
~
SW
sw
_ I sw 111
1
.-,.-
~, TH
; aLVD
. \t1AIN
s::
~
8
LOCAT,ION
N.T.S..
MAP
'e,
TRAFFIC IMPACT ANALYSIS
ORCHARD LANDING
BOYNTON BEACH, FIDRIDA
PREPARED BY:
OLSAK 8& ASSOCIATES, INC.
WEST PAI.M BEACH, FIDRIDA
SEPTEMBER 1996
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TABLE OF CONTENTS
INTRODUCTION. . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
LOCATION MAP............................ 2
PERCENT TRAFFIC DISTRIBUTION............3
TRAFFIC GENERATION RATES................4
PROJECTS BUILDOUT.......................5
MAJOR PROJBCT MAP.......................6
TEST 1 & 2........................ . . . . . . 7
TEST 1 TRIP DISTRIBUTION................8
EXISTING AND PROPOSED LEVEL OF SERVICE..9
PEAK HOUR........................ .10 - 11 - 12
RECOMMENDATIONS & CONCLUSIONS..........13
INTRODUCTION
Orchard Landing is the site of a proposed 3 lot, single family
subdivision, which will be located on the east side of US 1, 1/2 mile south of
SE 15th Avenue. This si te is in the municipal limits of Boynton Beach
Florida.
The purpose of this Traffic Impact Analysis is to determine the impact of
these 3 single family dwelling units on the surrounding roadway system and
compliance with Palm Beach County's Traffic Performance Standards.
Access to the site will be from private roadway onto US 1.
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3
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PERCENT TRAFFIC DISTRIBUTION
US 1
4 lane
70%
t
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Project Entrance Road
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TRAFFIC GKNKRATION RATES
Trip Generation Rates are taken from Palm Beach County~s
Fair Share Contribution for Road Improvements and are as follows:
Units:
Single Family Dwelling Units
3 x 10 Trips Per Dwelling Unit
Total TriDs Per Day:
=
30 T/D
The Traffic Performance Standards require that the 30 external
trips/day be distributed throughout the roadway network aasumins 100%
occupancy and development based upon the trip distribution identified on the
previous page. This Traffic assignment constitutes Test #1 identified in the
County's Mandatory Traffic Performance Standards. In this test with the
project traffic less than 200 trips per day, the projects external traffic
must be distributed is required to be distributed to the directly accessed
link. or US 1.
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PROJRGr BUlLOOUT
All Building Permits for the proposed project are expected to be
obtained prior to the fall of 1997. This data including the historical growth
rate will be added to the surrounding roadway network. Based on these
assumptions, buildout for this project will be a twelve month time period,
ending in the fall of 1997.
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MAJOR PROJECT MAP
Provisions of the Traffic Performance Code dictate that all major
projects within the project radius of influence during the build out period of
the proposed project shall be specifically accounted for in projecting
background traffic. A major project is defined as:
Any PROJRCT, including those within municipalities, which is:
(A) A Development of Regional Impact;
(B) A PROJRCT which generates more than seven thousand
(7,000) trips;
(e) Any PROJRCT of any type or size which is contractually bound to
financing or constructing any portion of a Major Thoroughfare which is not
site related;
Given the short buildout time frame for this project, and the location
there are no major projects within the Study Area which will influence the
project.
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RADIUS OF DEVEIDPMRNT INFLUENCH TEST 1 & 2
TEST 1 - The Traffic Performance Standards require under Test 1 that
the projects traffic be distributed throughout the roadway system identified
in Table 2 as outlined below:
Net Trip Generation Maximum Distance
1 - 200 adjacent roadway
Traffic distribution shown on page 8 of this repo~t, distributes traffic
throughout the road system in accordance with Test #1. The directly accessed
link in this case, US 1 will be analyzed. The results indicate on page 9 of
this report that none of the roadway links exceed Level of Service D. This
request therefore does not violate Test #1.
TEST 2 - As the total trips are less than 50 trips per day, this project
also passes Test 2 as provided for in the Traffic Performance Standards
Ordinance.
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20639
*21*
20660
20639
*9*
20648
LEGRND
TRST #1 - TRIP DISTRIBUTION
US 1
4 lane
20639 PROJECTBD 1996/97 ATJr
BASBD ON TRAFFIC INCREASE OF
3%,IYEAR
*21* PROJECT TRAFFIC
20660 TOTAL TRAFFIC
30
Project Entrance Road
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N
EXISTING & PROPOSHD LKVRL OF SERVICH
BIB
BIB
US 1
Projects Kntrance
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PEAK HOUR
Peak. Hour Generation Rates are show on pages 11 8& 12 of this report for
the single family subdivision. These rates were obtained from the ITE Trip
Generation Manual and are as follows:
3 Single Family Dwelling Units:
a) A.M. Peak. Hour
.867 x ln 43 + .398 = 4 Tripa/Hour
b) P.M. Peak Hour
.902 x ln 43 + .528 = 5 TripslHour
Directional splits are based upon the following:
AM
PEAK HOUR
VOLUl1E
4
R1
PEAK HOUR
VQUlMK
5
ENTERING
1
EXITING
3
ENTERING
3
EXITING
2
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.---------,.-.-----.--.. -----------+---~----
PROJRcrs AM PEAK HOUR TRAFFIC
~
N
US 1
t3
r
Projects Entrance
LEGEND
3 - PROJECTS PBAK HOUR TRAFFIC
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PROJECTS PM PEAK HOUR TRAFFI C
1
US 1
N
t= 2
r
Projects Entrance
LEGEND
3 - PROJECTS PEAK HOUR TRAFFIC
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REODMMHNDATIONS & CONCLUSIONS
This project passes both Test #1 and Test #2 of Palm Beach County's
Traffic Performance Standards Ordinance. Test #1 requires the projects
traffic be assigned throughout the roadway network and then added to the
existing traffic volumes. None of the roadway links exceed their roadway
capacities. This project also passes Test #2, which requires that sites with
less than 50 vehicle trips per day not be required to address any link of
roadway. The highest peak. hour volume for vehicles entering the site occurs
in the Ri peak hour. An estimated 3 vehicles per day is projected to turn
right into the site from US 1. None of the peak. hour volumes shown on page 11
& 12 require additional roadway improvements, or signal requirements.
..;
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