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HomeMy WebLinkAboutIII. Tab 3. Site Utility Study• • • June, 2007 SMA- South Miami Avenue MAJOR USE SPECIAL PERMIT SITE UTILITY STUDY PREPARED FOR Cabi Developers, Inc. KHA Project No.: 042501000 Prepared by: KIMLEY-HORN AND ASSOCIATES, INC. 1691 Michigan Ave. Suite 400 MIAMI BEACH, FL 33139 17'N Kimley-Horn and Associates, Inc. • • June, 2007 SMA- South Miami Avenue MAJOR USE SPECIAL PERMIT SITE UTILITY STUDY PREPARED FOR Cabi Developers, Inc. KHA Project No.: 042501000 Prepared by: KIMLEY-HORN AND ASSOCIATES, INC. 1691 Michigan Ave. Suite 400 MIAMI BEACH, FL 33139 • • • Site Utility Study Introduction The SMA — South Miami Avenue is a proposed mixed -use development to be located between SW 1st Avenue and South Miami Avenue from SW 14th Street to SW 14th Terrace, on approximately 2.784 acres in the City of Miami, Miami -Dade County, Florida (see Attachment "A" Maps). The site has been cleared and is currently vacant. The SMA project consists of two high rise towers. It will include approximately 542 residential condo units, 364 hotel units, 249,488 S.F. of office space, 53,834.SF. of retail, 9,225 SF of restaurant and approximately 1,102 parking spaces. See Table 1, below for further details of the proposed project. Table 1: Project Summary 1} ((y iii4S`F t�t�jj�h{ilkj tt }i+}, t'. � }a �=ett3B (5 3 �3 4 j£4 tt'6 S i ffij ti tt 5 , a , i � =iti i i i , , � , Ala sEi t= Qccu one s i ` "�' pi `g�y'j >;1u {'# i. IF', l , . ,ill ( i;i A P ��f j 1. R 3 1 9t t � a�..�+ i.i, . r.,,,r ...e €a...��a �4 F �Mwx 1 22£ � � � 3 F tl� �° 4 sPt ix� "4 e x�! . # . $£{y- eir{F 4{y } L jjtt'9 a Y� � 'i 1A � ys{{tai°; Y � i . �w. 4. iiii ( t}i SS�b ii Yjlti(} � i §£:t i d1 ;t4 i } j5� f 4 A 1 u, t € i£ �r, i� F��� nits,a { �; t x a �t f �1� .�°. i i £<...a, 3 i t? }y if si? y, . t� `{hF1 i d ! s'�A!*i �d 5 kl �d 61 G1i t Nk � ➢ =I ! t �{ y9S7i t t tI� � ��'loor�{aArea ;#,, t�tr (SF)` �. 3 } � ;i - = } 1 4,° l ist, i.:a �..l...,,.. Residential 542 Hotel 364 Retail 53,834 Restaurant 92 seats 9,225 Office 249,488 SMA — South Miami Avenue Site Utility Study Page I • • • I. Drainage Relative to the above -referenced project, the following information should be used during the storm water management design and site grading. Flood Criteria: The proposed project site grade elevations will be designed to meet flood criteria according to Federal State, Miami -Dade County and City of Miami standards as follows: 1. The subject project is located in PANEL 183 of COMMUNITY -PANEL NUMBER 12025C0183 J of the Flood Insurance Rate Map (FIRM). According to the National Flood Insurance Program, the project is in Zone X/D, for which a base flood elevation has not been undetermined. The closest base flood elevation is 11.0 ft NGVD. 2. Miami -Dade County Flood Criteria elevation as per Amended Plat of Flood Criteria Map, plat book 120, page 13 is estimated to be 5.0 ft. NGVD. This will be used to determine proposed site grading minimum grade elevations. 3. The average October ground water level elevation is estimated to be 2.0 ft. NGVD. This elevation will be used to compute drainage well capacity and roadway base clearance. (Source: Dade County Department of Environmental Resource Management & Miami - Dade County Public Works Manual, Volume II - Design Standard Detail WC 2-2). Existing Drainage The existing drainage system will be demolished and a new stormwater 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 storm 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 three (3) 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 conformance 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. Table 3: Existing Water Mains (Per MDWASD Water Atlas Sheet) };((��((��.gq2! .ts i11 } '�Y(� {i} rkVLQCation}`;' �) 1�{{ttj4 ' � ,} 7 ,� }}t y}} t,E: } .#.�Y •.e�.+}3. t4S+ {.. h i9 t 5�.i.4 k. ,k. .. ..1: 1 } ei'.%}}}}}' t.iitl $ 5 i )i i:NF 9 l, 7 <rljt N�Si t+�( .; 4p j5#f �(t,Y. �f }S IS.��§ S7i} #j�{�.i �`Ai 't7iS$zi� #�$fb`iL i?$8ii} 3#tM !�34]t�;.yi "17�Sr. :I ni } , r',1 1 #�f f }},#� r��,Betweep , # IN} 4 R f� 14a�l.�tt� � i il: {x:z. .,g,,, ,,,s .. d.(. ,i .rrt u.,iU.. . S.' �,,,.} # E ¢ i�%+t14 ht f #,,a k.3e} } S �k ! f]d �} i 2 :y �.t fN q Sdi. 3 ,6. 5 SY f �.,'Sid S7S yij i>, �, Water,Mam(s.�j r l# ' r kin f ri .s Y >ft JS7'i u2.a il,ff, I.sh #iN, 4.,.t<,5£Cjl�e 3<.,a, _. SW 1s1 Avenue SW leStreet and SW 14thTerrace 12 S Miami Avenue SW 14th Street and SW 14th Terrace g„ 16" SW 14th Street SW lst Avenue and S Miami Avenue 6" SW 14`h Terrace SW ls` Avenue and S Miami Avenue 8» Per the MDWASD Water Atlas, an existing 12-inch water main fronts the property along SW 1st Avenue. There is also a 16-inch water main along S. Miami Avenue. In accordance with Miami -Dade Water and Sewer Department (MDWASD) criteria, the SMA — South Miami Avenue Site Utility Study Page 3 • • • developer will be required to construct a new 12-inch ductile iron (DI) water main along SW 14`h Street. The water and sewer agreement has been executed by MDWASD and the developer (ID # 19358). Water service meters will be installed by MDWASD forces at owner's expense. Service lines for domestic water, fire sprinkler systems and irrigation could be connected from the existing water distribution system. 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. Table 4: Existing Sanitary Sewer Mains (Per MDWASD Sewer Atlas Sheet) rl s t{ ,” tu; tyric!{;saki ,7, t { i Location { I� ('i1 $�t , ; # t d 9tZ'S1 y/� ��ZZ}},�,t, 4f. IS { 7i i�yd tt4� >(1�s {t4f.��n�X�t�tt {' >h:Y ..:+.I .atnt.9 i e 3,9t'��4�j� �s{k star t: t {�iit t� iV :i^} t `�:,i+tfr I f#b rrA 1 T t {{ s 7 a E yN{ 1i t > k s �3 �, , t'S4 i1 ' s i f� yt ip i},� Ur ` ! " % IQ .,: aS{}}Between ';; t,� s„, . ' t y, 1. * { f .�"F l (� < i i s t (( (( ,�t4v� iri•att ..�v, �£xfY xi; T f. Su,i k n lEi} v F xli5ifit S,i fri i i.'.f }I�.zh,;i K} .1.,.., 15...: f� Litt 3 h s t ..}a {. I 3t 1t t h�,a . ! Sanitary Sewer Mam(s) xG t y"",S 9 �+++ ��(t5 1� (k rr c x��1^ �. .t5ljt{tify19�139}4 ! t46} d... l.� P�n.r SW ls` Avenue cn rh SW 14 Street and SW 14 Terrace 8" Gravity Main (South Half of SW 1s` Ave) S Miami Avenue SW 14th Street and SW 14th Terrace 8" Gravity Main SW 14`h Street SW 1st Avenue and S. Miami Avenue 8" Gravity Main SW 14`h Terrace SW lst Avenue and S. Miami Avenue 8" Gravity Main As part of the executed water and sewer agreement MDWASD will require a new 10 inch gravity sewer main extension along South Miami Avenue sewer system. A copy of the MDWASD Sewer Atlas sheet has been attached (See Attachment C). SMA — South Miami Avenue Site Utility Study Page 4 • • • The flows from the existing MDWASD sanitary sewage mains on South Miami Avenue, SW 14th Streets and 14th Terrace are received by MDWASD Regional Pump Station # 30-0008, which is located at 1109 Brickell Avenue. As of 6/27/07 Pump Station No. 30 is operating at an average yearly NAPOT of 3.35 hours/day, which is 33.5 % of its design capacity and is presently not under any type of moratorium (see attached pump station report). 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 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 ='' i} Et ccupari 4gk jWk1tIM N7�t` �tUsa udi R ara ' ° .. 18`P' hl 10011Sto . otalverag iatlyTykf f£3Ie ,owl(gPdi 0 F# }=ef a'r. i>,22:#!i S9e tow ....t�„nt Apartment 542 units 200 GPD per unit 108,400 Hotel 364 units 100 GPD per unit 36,400 Office 249,488 SF 10 GPD per 100 SF 24, 949 Retail 53,834 SF 5 GPD per 100SF 2,692 Restaurant 92 seats 50 GPD per seat 4,600 Total Anticipated Flow 177,041 IV. Solid Waste Generation Solid waste generated by this project 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's or private disposal and recycling facilities. The volumes of SMA — South Miami Avenue Site Utility Study Page 5 • • • solid waste projected to be generated by the project are shown in Table 6. Table 6: Solid Waste Generation §{.F t, �3 ?t .. ' f p., y �it a ' .2"3 e of€ 'Ni'. Oyce(u){1p��anc;yyy((� :&Ek°W`4uY: €St3?F Y� S , " i;Y i ,;d �.' .; ..6 F «i ` '�' ` i # }} ? :aka it 3 { d y(L4 f °`yp � `�,, rt; ��tTf :.! ?IiIEYEi i °e F,1 �}A , uanxt i fi ,� Q�)q, yyy}qpq pjP({{ ,} 73�5«Fi i iiAS�. 9S'd wil�xhR;T( k 4i.. SiEr''x f i�a± "!";3E� ('� �'s"�e j �9f�Uta.l;! 9 � i7sa e.rate i,44f �ggAM gpp((,,rGenerateFc E .d74 F its ifi i ' f?1`�r i A ( r��''� z i Yt.}4 f jztB ei ,f' 's , Pk i4 f ]ld�t�.a aSte ?tO, i. it� v,1 rite x �° ss311 diiC�i x r.��,.!?, IMAM #:}, r. F4i�� i t5f ; } Apartment 542 units 5 lbs/unit/day 1.36 Hotel 364 units 4 lbs/unit/day 0.73 Office 249,488 SF 4 lbs/100 SF/day 4.99 Retail 53,834 SF 7.47 lbs/100 SF/day 2.01 Restaurant 9,225 SF 25.58 lbs/100 SF/day 1.18 Total Anticipated Solid Waste Generated 10.27 V. Utility Easement According to the survey by McLaughlin Engineering Company, there is a 3', and a 5' wide FPL Easement and a 12' Ingress/Egress Easement within the site. If the proposed improvements are in conflict with said easements and consequently the existing FPL facilities (overhead lines, poles etc.) the easement will need to be vacated. In addition, the FPL facilities will have to be relocated to accommodate the improvements which may require another easement. SMA — South Miami Avenue Site Utility Study Page 6 • Attachment A Maps • • •a '. I4..11...... 2014E a• ILL:iI: t :ZONE vE IC. *Jti Kimley-Horn and Associates, Inc. 1691 Michigan Ave Suite 400 Miami Beach, Florida 33139 Phone: 305-673-2025 Fax: 305-673-4882 SMA - SOUTH MIAMI AVE. F.I.R.M. FLOOD INSURANCE RATE MAP 4111 w-s:rar-aa:w ova:-.rru: : 1 Kmley-Horn and Associates, Inc. 1691 Michigan Avenue Suite 400 Miami Beach, Florida 33139 Phone: 305-673-2025 Fax: 305-673-4882 SMA - SOUTH MIAMI AVE. FLOOD CRITERIA MAP I8ROWARD COlu 100 i : 72 /.52 I._ 494 _ T "t .a.try S trAs r i ECT it L.E.DEND'. 2. [ESTIMATEUJ t. DONXXII? INTERVAL I.0 FOCA (Exe*01 ai inrliirntad Kimley-Horn and Associates, 1691 Michigan Ave Suite 400 Miami Beach, Florida 33139 Phone: 305-673-2025 Fax: 305-673-4882 SMA - SOUTH MIAMI AVE. AVERAGE OCTOBER GROUND WATER LEVEL 1960-75 Attachment B Preliminary Drainage Well Calculations 1. Site Data: SMA - South Miami Avenue City of Miami, Florida ij A. Average October Water Table Elevation 2 001° NGVD M- iitwopB. County Flood Criteria Elevation = 1' !) lt NGVD (Cot ntyFlood CnterlaLMa itti a( it3/W0 C. F.LR.M. or FEMA Base Flood Elevation Zone X/D (Maplv6.,12A25COt831isee Al D. Average Crown Road Elevation = 1'6� 0<NGVD E. Average Existing Onsite Grade Elevation �1,72,2NGVD F. Proposed drainage inlet grate elevation = 1;`6 00 NGVD 2. Total Contributing Drainage Area (A): A. Impervious Areas: a) Asphalt and concrete pavement = b) Roof areas + 1/3 NE building corner = Total Impervious Area (Al) _ B. Pervious areas: a) Green Areas = 3. Weighted Runoff Coefficient (C): 5i ilh G Runoff Coefficient Impervious (Cl) = Runoff Coefficient Pervious (C2) = C= [(Al x C1)+(A2 x C2)] /A; C= C x A = Total Contributing Area; C x A = 3.96 Acres Q;k37. Acres Acres 3.85 Acres (97%) I) Acres (3%) 0.88 3.50 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'0'I I) + t (0.5895 + F"213)] Frequency (F) = years - Frequency Curve Q = CIA, V = Qt; V(1 in) = Qt(I in ), t(I in) = Time to generate I inch of runoff V(1 in.) = C1At(I in.) 1" x A = CIAt(1 in.) Solving for t(, in.), t(1 in.) = 1" / (1C) Time to Generate one inch of run-off t(in) = 11.28 Min. Time to reach the inlet (tc,) `l`0 00 s Min. Total Time required to generate 1 in of runoff: = 21.28 Min. gn.Standard;WG 2 2. ndiz nearest ZoneAn DRAINAGE CALCS_SMA.xis BASIN • • • 5. Cumulative Runoff (Inflow Mass Diagram) a jy ip° tsf ji Pl : t ri Y d l} a til S xi; 1! (t i ! d i P + a IF{ kK )+-7g1Sk,ej9 � :1 :` S .� �� rt � t i 11 +' a IxEr FTime„ �' i is♦it ii isi s t5fi p 6 i S rj; t i 5 fit{14( k r°'�"# S'�Rs F t t 1d fi i} ;, e irCXA�rt dTu ti S¢st ii -7 ' t # a 4 l i tlff st i , a; kx +at 9d# i} �, jt d i 4 a i y t i ai N �' § <i u 1(mch" e)",1Nii P Utk sfN *N} i � k ail fr't , i L sdl'•i 5 }ha ( {� a } ,i +� Y� � Yi � J� , i z Q s ntt0.k7 sv� t `, (QFS)a ,: ri, {4 a ril ti Accumulated y as i a,r } si � +or Y i Pt Storm teal +� } Suds pro.:,,, il,at. Run ff°t li E q } ,i� dr(CF)}l ' =+? (Ivltri )`; ' l(Se')ti`�'; r t 4? �a res).,� t.; 8 480 3.498 6.405 22.40 10,754 10 600 3.498 6.166 21.57 12,942 15 900 3.498 5.641 19.73 17,760 21.28 1277 3.498 5.096 17.83 22,758 30 1800 3.498 4.493 15.72 28,291 40 2400 3.498 3.956 13.84 33,215 50 3000 3.498 3.534 12.36 37,088 60 3600 3.498 3.193 11.17 40,214 90 5400 3.498 2.477 8.66 46,787 120 7200 3.498 2.023 7.08 50,951 180 10800 3.498 1.480 5.18 55,929 6. Drainage Well Design Discharge Rate: Based on well discharge rate of: 'rtnrnte' (500 GPM/ft. Head t#jit , tt k-:, t i „ , 3da i1 Well y�fyt t l(No'tili Si ii ,' C, y i i ,y;, Lowet�Inlet 11 ', ' i, i4ir'l ` ,, u i Rnni,Elev 1 i •Jt, iF a :-ii:4;•,i :ti(!14C ) i d , T=�.; ti3 i t ' t l #» h .Ra+ Oct Water,4; t { I7 tx :d :' i = aTabledelev,l, 7tre a ..afi l,z31(NGiYD). i� '. E "liP. t i i ,Heatlloss due d,gl;aa .i ..,{ iU C tto+Htp�her^SG` r , t k,'1 'l „p4R .dPkSlte' lg . + roftlSalteWater �tiii i { .:+r.i, it. �, d .� ;);, sxl, i >'9k , (ft• }ili tltrxilli ljtr ra �tl , ,, i :ai? ei +� # `: l"i 1# td, P, a d i dll}�Plaa# 1 py ! p{ S # . , d i#i ,,{,:e.ngi Mead Actmgij +l F{ !� s a. eini, , i an Wcll (ft?,)? lj l S' ;-, y i S !} i '. S i tl s } # S o k i +liar,}: ,a F i s , t ii}l t to ,iti # a " } x,+ i a. �.,d k iWeiliD�scharge i 6ts. j}�{ sf t .,i...3 �d. f„ Rate;(CFS)`i+=1' t eti &- it § 1 St .i1.1: { Kt ,:xi r t , �i , s t , t i i iiii '� i{ hP„i,E° , #ti :., < ' a'n }}('i p ({c t i i ?``d i i ; t � �i '% ,(}, `431 11 �,1We11 S cture}Dimensions,;, "E i" t "£##:t iJ :?% 1 if i 4h ia+•� ,11 i+ WWell Strupture' ?..»� S t fr;i N I l ;�.. i.� f } ,i . # , t !Storage Volume li Ppd.r.l 34a FittY ;t'. ,f; #(CF) lo- ;. ,s,. e a t • -i..ta : + ,:l±Widths.@ft:t);i+ u,^r;:i� }L'ength,(ft) DW-1 16.00 2.00 1.60 12.40 13.81 r:,%`plOdb;,,'¢?,tyN,=� 1488 DW-2 16.00 2.00 1.60 12.40 13.81 i kDIA:'l� " 100 i$; k to1; .0 1488 DW-3 16.00 2.00 1.60 12.40 13.81 +=eIOF011} •0tl =1 1488 Well Discharge Rate (CFS) 41.44 7. Detention Time: Total Storage (CF) 4464.00 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. = Vdd = Detention Volume Per Well (CF) = W = Width of Well Structure (ft.) _ L = Length of Well Structure (ft.) = 17.83 CFS 1604.41 CF 534.80 CF 10.0 ft. 12.0 ft. Hmir, is the minimum depth required from the top of well casing to the floor of the well box to achieve 90 second detention time: Hmin (ft.) = Vdi / (W x L) = 4.50 ft. Top of Well Casing Elev. = 14.00 Elevation at Floor of Well Box (NGVD) = Top of Well Casing Elev. - Hm;n. = 9.50 • • • 8. Excess storm water runoff excluding well structure storage: P AY S 1 q-(( d x( S 1,11 6, i i! f ]ty W�``i`{4966ii{t!3d^,5g1A.y e I f,3,l14 d Discharge ate E il4atl #etQ I i tt ,,At,& 1SI UoluroAt•Sto fRn{Uu,lTnne e� {fiii r, y, ict,,C ; {11tE'i..i G } i ,id uo ���p (, I jtf aE}� tU31itd)fTt 1 i#>1d �Ft3tj(Y.k It: k' it.l-�, l'Ove owl olre• ? Fytu :i)t; Ott CS 8 480 41.44 19,893 10,754 -9,139 10 600 41.44 24,866 12,942 -11,924 15 900 41.44 37,299 17,760 -19,540 21.28 1,276.64 41.44 52,909 22,758 -30,150 30 1800 41.44 74,599 28,291 -46,308 40 2400 41.44 99,465 33,215 -66,250 50 3000 41.44 124,332 37,088 -87,243 60 3600 41.44 149,198 40,214 -108,983 90 5400 41.44 223,797 46,787 -177,009 120 7200 41.44 298,396 50,951 -247,444 180 10800 41.44 447,594 55,929 -391,665 9. Excess storm water runoff including well structure storage: 33, l ; p' i , 4 x { { tf F! { 4 { t o �# ! ' 1 � A #l,gt r { t (�s llilyllli�.-It3X6 i R�(¢(¢}} !ft' } (1p Ya Eii;i4 f #! , Ad cumulat r, t f t }{ qi 'tf yd fl ti Y{ �§4 tit �t N } �� 7<11i s3tt i E H jillatorageehm �fAWellFStPr cttqure \Ytf i'27 f ii s i i I Accumulated I � t t 1,4i, jfjtli9' a s i! Wulf 1t3ts{ 1 �t' fE ischarge 0 rVolu{l\me �1 It I' 11(al;, fi f # Total 1I t' li l.f�# ]ttjl+#ti 4 { dit ��`I't' i 0 , ttl� ii > ow l©vRshi 1W,0,1uC+\me�l�,} E, �'l�llln, �?3�>��-: `Tigrne,'ns'r in )� A"'; n1(SeC )r <t ,i t:,jStorlmfR'`uno�ff l(bfir +C i(�'1%t�ft��. �!$�li��,r 8 480 10,754 4,464 19,893 -13,603.02 10 600 12,942 4,464 24,866 -16,388.35 15 900 17,760 4,464 37,299 -24,003.85 21.28 1,276.64 22,758 4,464 52,909 -34,614.40 30 1800 28,291 4,464 74,599 -50,771.98 40 2400 33,215 4,464 99,465 -70,714.23 50 3000 37,088 4,464 124,332 -91,707.40 60 3600 40,214 4,464 149,198 -113,447.50 90 5400 46,787 4,464 223,797 -181,473.48 120 7200 50,951 4,464 298,396 -251,908.48 180 10800 55,929 4,464 447,594 -396,128.84 Safety Factor Safety Factor 2.32% 2.89% • • Attachment C Existing Utility Records w illa tititJti ; 2 P. L. 4 41.1 J- 1 , 1 i- ; '• t /94: t;': ; .%. 2 .70 ' -1--f '5972- aFt ' . .. -- 5$. ............- . ' --------•'' % -I- "- i •...,1., ; i .1 ;'.' -''', SW 1415T 804! ;.% ll or • .":... ,- / ri-iov z; i • ' . 6830;1 -i' ;1/ 2,i 4 :6.630 ; --ffif• BOO ) ;r- 2 • . 0 102/ „/ 7C1°3 •2 . . 6630 4 2 j •%"- ! I 7 tk 1 -. . ,.. .... 1 ,:.----•%, i ‘ .1. -4 ; .i, 4. t 79 SE 13 01--1- /9741;1:,, I 57__56.......5_.W1$/55-,Ti ._____54/ L_ . ; -, I „....). , . 0 , ,(_____........._ 20Frvi___ ________i___..,-_i ".f...... ' [ ' r '1 _.„''.. . 17.-- tifw (NE4t.÷-- \ ..- - , 6806 7 45964 ) is 4 ) 11:114-4:1. \ ---.. •/ 15972 'I 1 ........_.....- 11;,„1-. .- a. SW 145T 0 66 65 '54 i 5956 Lfisze_4_ 1 460 1.59164 :"5955 TER - 6630 ,ism CVEfl 201FiN1-7 ; i 16906 i ! r 1.----'-1 1 / \---. !4.75927)11 : ---45957 • 2 7 ,; 6 27 eSt 6.• , f l 4 /44 I i t. 1 t .1 ,. -i2------; 0.4, -,— - , ,,. ......_..... ---•-•-:_ilt-15' ----••• i 45,? ),5473 ;5444 = • 15.* - • ................. 14,9 •"/ 74 TER 44...41 I 1Q Ii V -IC I-1j f CCt . ;156301) .., 7 i ,) ,----1 • ', 5 ----, 1- a'- ,.! \ . , i 6630 1 ts ).......___ - -1-4......_ 7 1,'5Eria Foil- •, CD /PLAZA \ &Lc_ i•Ll_0 0 4 • 70 • PIA • wale, A 1-145 r- • Attachment D Pump Station Monthly Information • Sanitary Sewer Pump Stations Database Pump Station Monthly Information Moratorium: OK OK Moratorium in effect since: 1/27/2007 Type: �C Peak Factor (last 7 entries): 2.40 Pump Station: 30 - 0008 UNINCORPORATED DADE COUNTY 1109 BRICKELL AVE Section - Township - Range: 12 - 54 - 41 Generator: Telemetry: n ET Clock: EY Class: �L Speed: �V Peak ate!r}. Factor ,,� (`'i ��Id�,!�1hBy I ��a1liG� ��`���11;'1. 2.40 TRANSFER 01/27/2007 • 5/24/2007 4/25/7.007 3/27/2007 2/26/2007 1/26/2007 12/22/2006 11/21/2006 10/23/2006 9/22/2006 8/23/2006 7/25/2006 • 2.90 2.73 2.73 2.60 3.56 5.28 3.72 3.75 3.10 2.36 Genetated: 6/27/2007 - 08:50 AM 4:08 2.90 2.73 2.73 2.60 3.56 5:28 3.72 3.75 3.10 2.36 Number of Pumps: 2 Yearly NAPOT (hrs): 3.35 Reserved Flow (gpd): 997,101 Projected Napot (hrs): 6.55 Used Capacity (%): 65.50 Y Y Y Y Y Y Y Y Y Y 2 2 2 2 2 2 2 2 2 2 H.P.: n Station Gross Capacity (gpd): 7,488,000 Station Reduction Factor: 1.00 Station Net Cap Certified (gpd): 0 Station Net Capacity (gpd): 7,488,000 Indicated Flow (gpd): 1,045,200 NEUMAR NEUMAR NEUMAR NEUMAR NEUMAR BRODSR BRODSR BRODSR BRODSR BRODSR BRODSR 06/26/2007 05/29/2007 04/26/2007 03/28/2007 02/12/2007 01/18/2007 12/21 /2006. 11/22/2006 10/20/2006 09/25/2006 08/22/2006 Page 1 of 1 • • Kimley Horn was retained to perform a limited Site Utility Study and performed only those tasks specifically stated in our scope of services. The Client may use this report as part of its due diligence, but this report should not be used as the sole basis for the Client 's decision making. We endeavored to research site development issues and constraints to the extent practical given the limited scope, budget, and schedule agreed to with the Client. Our assessment is based in large part on information provided to us by others (city staff, DOT staff, Utility Company Representatives, etc.) and therefore is only as accurate and complete as the information provided to us. This report is based on our knowledge as of June 27, 2007. New issues may arise during development because of changes in governmental rules and policy, changed circumstances, or unforeseen conditions. Our assessment is based on the desires of the Client that have been specifically disclosed to us. The Client should do its own due diligence to become comfortable with our findings and to be sure no other significant development issues exist. Major Use Special Permit Site Utility Study Royal Atlantic, Tract "A ", Sportman Park, Section "A" City of Miami, Florida Page 14