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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 ~ ~ / e <U c8 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 In ~ ~ ~! SEP2,fII) ~~ PLANN\NG /IN!) 7r.N\NG OEPl '.'~;"--"- - -.'- --_.__._-,_..,'_..._------_._~--~ 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. -1- rpcATI,O~_ ~ ... VE 2 3 4 E St Ancllewl Club T455 T465 -2- .-;,' PERCENT TRAFFIC DISTRIBUTION US 1 4 lane 70% t ~ Project Entrance Road -3- 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. -4- 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. -5- 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. -6- 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. -7- 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 -8- N EXISTING & PROPOSHD LKVRL OF SERVICH BIB BIB US 1 Projects Kntrance -9- ------..------ 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 -10- .---------,.-.-----.--.. -----------+---~---- PROJRcrs AM PEAK HOUR TRAFFIC ~ N US 1 t3 r Projects Entrance LEGEND 3 - PROJECTS PBAK HOUR TRAFFIC -11- PROJECTS PM PEAK HOUR TRAFFI C 1 US 1 N t= 2 r Projects Entrance LEGEND 3 - PROJECTS PEAK HOUR TRAFFIC -12- 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. ..; -13-