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HomeMy WebLinkAboutIII. Tab 3.Site Utility StudyMarch,, 2007 re ri r ers MAJOR USE SPECIAL 1 IT SITE UTILITY STUDY PREPARED FOR Maetee Development, LLC. KimIeyforn and Associates, Inc, Empire World Towers Site -Utility Study March, 2007 e s MAJOR USE SPECIAL PE SITI-4 UTILITY STUDY PREPARED FOR Maclee Development, LLC. Empire World Towers Site Utility Study Site Uti t 7 Study Introduction The Empire World Towers is a proposed mixed development consisting of two 93-story towers to be located on a 2.03 acre site between NE 2nd Avenue and West of.Biscayye Blvd between NE 3ra Street and NE 4th Street in the City of Miami, FL (See Site Location Map -Fig 1), The Empire World Towers protect shall include a total of 1,557 apartment units and parking facilities totaling 1,393 spaces, Apartment Residence (Gross) Table 1 Project Summary 1,557 Building (A) Office 1,663 Building (A) Retail 8,347 Building (B) Office 1,654 Building (B) Retail 16,394 Cafeteria 3,354 Parking 1,393 Empire World Tower Site Utility Study Page 2 I NE 3RR RR 1E111 Kimsey -Horn and Associates, Inc, COCC919, 1691 Michigan Avenue, Suite 400 Miami Beach, Florida 33139 Phone: 305-673-2025 Fax: 305 —573-4882 z J ATI EMPIRE WORLD TOWERS LOCATION MAP 2 Drainage Existing Drainage System Based on site observations and available information, there is an existing drainage system serving existing residential building,_ located at the project site. A new storm water 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, for water quality purposes, 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 seven (7) 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 "A" Preliminary Drainage Well Calculations, which includes the basis for design. The final drainage design for the project shall be in conformance with the requirements of the Miami - Dade County Department of Environmental Resources Management (DERM) Water Control Section, Florida Department of Environmental Protection (FDEP), and other local, state and federal regulatory agencies having jurisdiction over the project. Flood Criteria: The proposed project site grade elevations will be designed to meet floodplain management criteria according to Federal, State, Miami -Dade County and City of Miami standards as follows: 1. The subject property is located in PANEL 191 of 625 of COMMUNITY -PANEL NUMBER 12025C0191J of the Flood Insurance Rate Map (FILM). According to the National Flood Insurance Program, the property is located within the following Flood Zones: Empire World Tower Site Utility Study Page 4 (1) Flood Zone X (Sec Attachment A.) 2. Miami -Dade County Flood Criteria elevation is estimated to be 5.0 ft, NGVD. This will be used to determine proposed minimum site grade elevations. The average October ground water table elevation is estimated to be 2.0 ft. NGVD. This will he used as the control water elevation for storm water management calculations (Source: Miami -Dade County Public Works Manual, Volume 11- Design Standard Detail WC 2-2). 11. 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 2 below. Table 2 Existing Water Mains Location Between Water Main(s) NE 4th Street NE 2nd Ave and Biscayne Blvd 12" NE 3rd Street NE 2°d Ave and Biscayne Blvd 12" NE 2nd Ave NE 3rd Street and NE 4th Street (2) 12" Biscayne Blvd NE 3rd Street and NE 4`h Street 12", 24" In accordance with Miami -Dade Water and Sewer Department (MDWASD) criteria, a 12-inch water main is required along the frontage of all commercial developments. In addition, MDWASD may request additional fire hydrants be placed in the vicinities of the subject project. A fmal determination of the points of connection and requirements will not be provided by MDWASD until Water and Sewer Agreement is requested by the owner. Water service meters would need to be purchased by the Empire World Tower Site Utility Study Page owner and installed by .MDWASD officials. See Attachment 'C"" for a copy of the .1 atlas sheet for the project area, Ili. Sanitary Sewer Collection System SD water Table 3 depicts the sanitary sewer mains owned and operated by the Miami -Dade Water and Sewer Department within the vicinity of the project. Table 3 Existing Sanitary Sewer Mains Location Between Sanitary Sewer Line(s) NE 4i1' Street NE 2nd Ave and Biscayne Blvd 60" Interceptor, 10" Gravity NE 3`d Street NE 2nd Ave and Biscayne Blvd 10" Gravity NE 2nd Ave NE 3rd Street and NE 4th Street 8" Gravity Biscayne Blvd NE 3rd Street and NE 4d' Street 21" Gravity The existing gravity sanitary sewer mains along the frontage of the property may have sufficient capacity to accommodate the proposed development. However, this cannot be verified until a downstream analysis of the existing gravity lines is completed. A letter of availability and further coordination with MDWASD is recommended to verify the proposed sanitary sewer service connection points and requirements for this project. MDWASD may require upgrades to the existing sanitary sewer system, but this can not be determined without a request for a Water and Sewer Agreement. MDWASD Pump Station #30-0002 at 925 Biscayne Blvd receives the flows from these mains, As of 03/08/07, this pump station is operating at an average yearly NAPOT of 3.52 Empire World Tower Site Utility Study Page 6 hoiwrs which is 35% of its design rapacity. Therefore, a new sanitary sewer pump station or upgrades to said pump station may not be required for the proposed development. 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 mMia.mi- Dade County DERM Wastewater Section and a Sanitary Sewage System Capacity Certification Letter is issued, Please refer to Attachment "D" for Pump Station Monthly, Information. Apartment Residence (Gross) Cafeteria Table 4 Water & Sewer Flow Generation 1,557 units 3,354 SF Average (GPM' 200 GPD/unit 311,400 50 GPD / 100 SF 1,677 Office (Gross) 3,317 SF 10 GPD / 100 SF 332 Retail (Gross) 24,741 SF 5 GPD / 100 SF 1,237 Total Anticipated Flow 314,646 Empire World Tower Site Utility Study Page 7 IV, c Ed Waste Generation Solid waste generated by this project will be collected in standard on -site containers for refuse and recyclabies. 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-Dad.e County`s or private disposal and recycling facilities. The volumes of solid waste projected to be generated by the project are shown in Table 5. Table 5 Solid Waste Generation 7 o plc anti% Apartment Residence 1,557 units Usage rate 5 lb/ unit / day Total Slid:' wenerateci 3.89 as ;/Day) Cafeteria 3,354 SF 40 lb/ 1000 SF / day 0.0671 Office (Gross) 2,435 SF 2 lb / 1000 SF / day 0.0033 Retail (Gross) 34,612 SF 7,5 1b/ 1000 SF / day I 0.0928 Total Anticipated Solid Waste Generated I 4.05 Empire World Tower Site Utility Study Page 8 Empire World Tower Site Utility Study Attac ent A aps Page 9 H. STra Si tdw- 57r1 ST aTH ST 1111 NE MOST II I WAS SE 2,4) ST ZONE X t;P Eox.LATE sc. ALE 500 0 500, FEET NAYiON;1L 1`L:,•O5 INSURANCE PROGRAM 5000 INSURANCE RATE MAP DADE COUNTY, FLORIDA AND INCORPORATED AREAS PANEL ,9! OF 625 (sEE VF., FOR �;�a;atus MaR PAL 1,14P lNLSIBSR _525C0191 J 51..0P REVISED: m,',.ECH 2.094 BEST AVAILABLE COPY AT THIS TIME a is art oESuiai copy of portion of anced flood map. wa= extracted using F-M?T On-{.irte. This map does not relect changes or amendments which may have been made subsequent lo the date on the the block. Fnr the laest product Enfarmatan ebout National Flood insurance Program flood rasps check the FEM.; Flood Map Stare atv .+w. mac_fetrts_goy 1691 iicnigan Avenue, Suite 400 Miami Beoch, Florida 33139 Kimley®Horn and Associates, Inc. Phone: 30—673--2 25 FaxT 30 --673-4882 _ o - EMPIRE WORLD TOWERS FIRM FLOOD 1NSUt" NCE TE MAP IIIN Kimley-Horn and Associates, Inc. 1691 !viichigan Avenue Suite 400 Miami Beach, Florida 33130 Phone: 3 55--673-2025 Fox: 305-673--4882 EMPIRE ORLD TOWERS FLOOD CRITERIA AP Kimley-Horn and Associates, 1691 Michigan Ave Suite 408 Miami Beach. Florida 33139 Phone: 35-6 73--2025 Fax; 305--673-4882 MJ CT $I(rE 2 (ESTIMATED) T I. CONTOUR INTERVAL !.O ITT. (EEc►,t at incfRx#°ed) MEAN SEA LEVEL. EMPIRE WORLD TOWERS AVERAGE OCTOBER GROUND WATER LEVEL 1960-75 Attachment Preliminary rainage ell Calculations Empire World Tower Site Utility Study Page 10 EMPIRE WORLD TOWERS \VEST 'PORTION City of Miami, Florida [DRAINAGE CA CULATIONS: 1. Site Data: A. Control Water Table Elevation = B. County Flood Criteria Elevation Base Flood Elevation D. Average Road Crown Elevation E. Average Existing Onsite Grade Elevation = F. Prop. Lowest Drainage Inlet Elevation 2. Total Site Area (A) = A. Impervious Areas: a) Asphalt and concrete pavement b) Roof areas = c) 1/3 NE Building Corner Total Impervious Area (Al) B. Pervious areas: a) Green Areas = Total Pervious Area (A2) 3. Weighted Runoff Coefficient (C): Runoff Coefficient Impervious (C 1) _ Runoff Coefficient Pervious (C2) _ 3 C = [(Al x C1) + (A2 x C2)] / A; C = 0.884 C x A = Total Contributing Area; C x A = 1.69 Acres NGVD (Mean High Tide elev. per I IL `Datur n) 5,00 NG VD (County Fiooc: < riter ia tap, see Appendix A) I A NGVD Zane X (Map 0o.i2025c°o)sis-Appendix A) it NGVD NGVD l 00:NGVD 1.017 Acres (sec Drainage Areas N1ap-Appendix f0) 0.365 Acres 0.601 Acres 0.889: Acres 1.856 Acres (182%) 0'051' Acres 0.051 Acres (5%) 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-011) + t (0.5895 + F2/3)] Frequency (F) = 5` years - Frequency Curve Q = CIA, V = Qt; V3 in.) = Qtta ), t(i in.) = Time to generate 1 inch of runoff V,i) = CIAt(i in) 1" x A = ClAto ; Solving for to i".), to in.) = 1",/ (IC) Time to Generate one inch of run-off t(in) Time to reach the inlet (tc.) Total Time required to generate 1 in of runoff: = 11.27 Min. 10.00 Min. = 21.27 Min. H9 43100000_Empire World ToweriS:TE UTIU1 Y STUDT 3-23-07 NW CORNER WELLS BASIN S. Cumulative Runoff (Inflow Mass Diagram) 8 10 15 21.27 30 40 50 60 90 120 180 4 600 900 1276 1800 2400 3000 3600 5400 7200 10800 1.686 1.686 1.686 1.686 1.686 1.686 1.686 1.686 1.686 1.686 1.686 6.405 6.166 5.641 5,097 4.493 3.956 3.534 3.193 2.477 2.023 1.480 10.80 10.39 9.51 8.59 7.57 6.67 5.96 5.38 4.18 3.41 2.50 Accumulat€ Store Runoff (Cr) lt2 6,236 8,558 10,963 13,632 16,005 17,871 19,378 27,545 24,552 26,950 6. Drainage Well Design Discharge Rate: Based on well discharge rate of. 400 GPM/ft. Head Forest Inlet Rnri Elev. No.: j (I'sG D) 1-leadloss:due Oct. Water to Higher SG Table elev. ' of Salt Water (NGVD) (ft.) Head Acting on. Well (ft.):. Well Discharge Rate (CPS) Well StructureDimensio idth (ft•) 01 (I) ell Structure Storage Volume (C): DW-1 1 10.00 2.00 2.2 5.80 5.17 61 259.2 DW-2 l 10.00 2.00 2.2 5.80 5.17 6.0. 259.2 DW-3 14.00 _ 7. Detention Time: 2.00 2.2 9.80 Well Discharge Rate (CFS) 8.73 19.07 8) Total Storage (CF) 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. = Vdt = Detention Volume Per Well (Cr) W = Width of Well Structure (fr.) = L = Length of Well Structure (ft.) = 8.59 CFS 773.23 Cr 257.74 CF 6.0 fi. 8.0 ft. 259.2 777.60 Hmt,. is the minimum depth required from the top of well casing to the floor of the well box to achieve 90 second detention time: (ft.)=Vdi/(WxL)= 5.40 ft.. Top of Well Casing Elev. = 9.50 ft. Elevation at Floor of Well Box (NGVD) = Top of Well Casing Elev. - H , = 4.10 ` S043t0IXYilEI_Em,?ir® Word Tower\SITE UT3LLTY 5TUDn43-2347 NW CORNER' WELLS WELLS 8, EXCeSs StOnTn water runoff excluding well structure storage: 10 15 2127 30 40 50 60 90 120 180 Ackiaimulat Discharge biseiiargc Accumulated Total (}vertlo hue Rate Voitumc Stg l2 Inc : €ltu sse: Cr S (CF) {CF) ( ) 8 9.155 4 :0 600 900 1.,276.04 1800 2400 3000 3600 5400 7200 10800 19.07 19.07 19.07 19.07 19,07 19.07 19.07 19.07 19.07 19.07 19.07 11,444 17,166 24,338 34,332 45,775 57,219 68,663 102,995 137,326 205,989 5,182 6,236 8,558 10,963 13,632 16,005 17,871 19,378 22,545 24,552 26,950 -3,9 73 -5,208 -8,608 -13,375 -20,699 -29,770 -39,348 49,285 -80,449 -112,775 -179,039 9. Excess storm water runoffincluding well structure storage: ( vllr() Sec 8 10 15 21.27 30 40 50 60 90 120 180 480 600 900 1,276.04 1800 2400 3000 3600 5400 7200 10800 Accunulateci Storage in Storm Runoff Well Structure CF) (CF'), 5,182 6,236 8,558 10,963 13,632 16,005 17.871 19,378 22,545 24,552 26,950 778 778 778 778 778 778 778 778 778 778 778 Accumulated ztlated Well Discharge. Volume (CF) 9,155 11,444 17,166 24,338 34,332 45,775 57,219 68,663 102,995 137,326 205,989 Total Overflow Volume (CF) -4,750.69 -5,985.17 -9,385.63 -14,152.61 -21,476.72 -30,547.84 -40,125.36 -50,062.79 -81,227.07 - 113,552.16 - 179,816.78 Safety Factor Safety Factor 2.22% 2.39% H.i3aSi000{QEtm irp'Nc,E© Tcw&Z€f E U i fL3'Y STLDYYQ3-23-47 NV; CORNER WELLS WELLS EMPIRE WORLD TOWERS EAST PORTION' City of Miami, Florida IN: GE CALCULATIONS: DEEP WELL I JECTIOJ'r SYSTEMS (4'IASS DIAGRAM - DERM CRITERIA) 1. Site Data: A. Control Water Table Elevation B. County Flood Criteria Elevation C. F_I.R.M. Base Flood Elevation D. Average Road Crown Elevation = E. Average Existing Onsite Grade Elevation F. Prop. Lowest Drainage Inlet Elevation 2. Total Site Area (A) = A. Impervious Areas: a) Asphalt and concrete pavement b) Roof areas = c) 1/3 NE Building Corner Total Impervious Area (Al) B. Pervious areas: a) Green Areas = Total Pervious Area (A2) 3. Weighted Runoff Coefficient (C): 2.00 NGVD (mean :itch -aide elev. p r R-ILW 135). Datum) NGVD (Cou,t<<Flood C.nter:a Map, see Append:: A) N/A NGVD Zone X (Map No.12025C01911 - Appendix A) N7 NGVD i i ti0 NGVD 0 00 NGVD 1.017 Acres (see Drainage Areas Map _Appendix 0) 0383 Acres 0.583: Acres 2.327 Acres 3.293 Acres (324%) 0.051 Acres 0.051 Acres (5%) Runoff Coefficient Impervious (C 1) = 090 Runoff Coefficient Pervious (C2) _ £1.30 C= [(Al xC1)+(A2xC2)1IA; C= 0.891 C x A Total Contributing Area; C x A= 2.98 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-011) + t (0.5895 + F-2/3)] Frequency (F) = years - Frequency Curve Q = CIA, V = Qt; V(l [a.) = Qto .�, tt; gin_) = Time to generate 1 inch of runoff V[11n.j = CIAt(1 n,) 1" x A = CIAto 1 ; Solving for to ia.); t{I ir:.) = 1" / (IC) Time to Generate one inch of run-off t(in) Time to reach the inlet (tc.) Total Time required to generate 1 in of runoff: = 11.16 Min. 000::. Min. = 21.16 Min. H:k0431CC000_Empire Warid Tower.CiE UTK i STUDY103-23-07 SE CORNER WELLS BASIN 5, Cumulative .Rt,ro f .Mass Diagram) I Accumulated Storrs Ti r z Cara l Q Runof. (Min.) " ( .) (acres) (inches) (CFS). (CF) 8 480 2.979 6.405 19.08 9,159 1 0 600 2.979 6.166 18.37 11,022 15 900 2.979 5.641 16.81 15.126 21.16 1269 2.979 5.106 15.21 19,310 30 1800 2.979 4.493 13.39 24,095 40. 2400 2.979 3.956 1 l .79 28,289 50 3000 2.979 3,534 10.53 31,587 60 3600 2.979 3.193 9.51 34,250 90 5400 2.979 2.477 7.38 39,848 120 7200 2.979 2.023 6.03 43.394 80 10800 2.979 1.480 4.41 47,633 6. Drainage Well Design Discharge Rate: Based on well discharge rate of: 40:0 GPM/ft. Head ell No. DW-1 DW-2 DW-3 DW-4 1 owest Inlet Ries Elev. (NGVD) 10.00 10.00 (2 ct. Water Table elev. (NGVD) 2.00 2.00 Headlossdue to Higher SG. of Salt Water ( 2.2 2.2 Head Acting: on Weil (ft.). 5.80 5.80 Discharge:: Rate (CFS)' 5.17 5.17 Well Structure Dirtier 8.0 8.0;: ans 12.0 12.€€ Well Structur: Storage Volume 345.6 345.6 14.00 2.00 2.2 9.80 8.73 8,0 12.0 345.6 12.00 2.00 2.2 7.80 6.95 345.6 Well Discharge Rate (CFS) 7. Detention Time: 26.02 Total Storage (CF) The drainage well structure must be designed to detain runoff for a minimum of 90 seconds prior to discharge. Qd = Design Runoff Rate (CFS) Vq = Detention Volume (CF) m Qd x 90 sec. Vdi = Detention Volume Per Weil (CF) W = Width of Well Structure (#1.) ,, L = Length of Well Structure (ft.) _ 15.21 CFS 1368.96 CF 342.24 CF 8.0 ft. 12.0 ft. 1382.40 Hm;„. is the minimum depth required from the top of well casing to the floor of the well box to achieve 90 second detention time: 1-1„n.(ft-)=Vd /(WxL)= 3.60ft. Top of Well Casing Elev. = 9.50 ft. Elevation at Floor of Well Box (NGVD) = Top of Well Casing Elev. - H;� = 5.90 HA0434EX3090_Er,pire Word Tomer1.S'TE UT:UTY STUDY:M-23-O SE CORNER WELLS WELLS 8. Excess stortr, water runoff excluding well structure storage: 0 s Discharge Rate Discharge Accumulated TotalOverftow Voi.rne Store Runoff o1ume CFS) (CF) (F) (CF) 8 48 # 26.02 10 600 26.02 15 900 26.02 21,16 1,269.47 26,02 1800 . ......._26.02 40 2400 26.02 50 3000 26.02 60 3600 26.02 90 5400 26.02 120 7200 26.02 180 10800 26.02 492 15,615 23,422 33,038 46,8.4.5. 62,460 78.075 93,690 140,535 187,380 281,070 9.159 -3,333 11,022 -4,593 15.126 -8,297 19.310 m13,728 24;093....... 25 ,75.0...... 28,289 -34,171 31,587 -46,488 34,250 -59,440 39,848 -100.687 43,394 -143,985 47,633 -233,436 9. Excess storm water runoff including well structure storage: Min..) €; c.) 8 480 10 600 15 900 21.16 1,269.47 30 1800 40 2400 50 3000 60 3600 90 5400 120 7200 180 10800 ululated Yell Accumulated Storage:in Discharge Total t ve Storm Runoff Well Structure Volume Volume (CF) (CF) CF) (CF) 9,159 1,382 12,492 -4,715.38 11,022 1,382 15,615 -5,974.95 15,126 1,382 23,422 -9,679.33 19,310 1,382 33,038 15,110_76 24,095 1,382 46,845 -24,132.46 28,289 1,382 62,460 -35,553.70 31,587 1,382 78,075 -47,869.99 34,250 1,382 93,690 -60,822.43 39,848 1,382 140,535 -102,069.30 43,394 1,382 187,380 -145,367.87 47,633 1,382 281,070 -234,818.48 Safety Factor Safety Factor 1.71"/% 1.84% H,`,043:0000 _E,Egi,e Ward TowW,S€TE LT1U iY STUDY\ -23-e7 SE CORNER WELLS WELLS Attac ent C Existing Utility Records Empire World Towers Site Utility Study g' OVER . 2 ass ;a) 0 U. 'a .:••• r.c"F"'!";•• ""•17-7171,1Ht A"7-777- 11 7 , 3038 2839 .1 31 NE 4 SF ovr. 6440e 1 • 6 649 1; 7 13817 3H9 1389 390 472 5 NE 2 5.1- 10 77 375 379 6472 6 r; • • 11;11r1.1•11; V 1 • r•• 290 I ° 1 2.7 10 1 2Q 1 q' • SI L 3060 ' •• "I• '1•• , 498 n " • Znir : I ;-..; ; • i--;. pr ; "c;•;r0rel;'1.: 0 •;!1r:(!:.:-;;,-' •, 84 43 ' A ! ! i ; ••.::,,,,5, 1 i; T. 4., , • • 1•• . 28: 1 5 .: ‘ „..-..4, - -, 211. ; 1;;;;\-4 1:"1111 , i .; ' '`! 1 r ; ; ...r. 4 • . 1 .180 'A -A." f/...:H , •:',. 129 H` 1 1e.... 121 - ;NE .10 3 040 ch.;;Er •,; 487 ;;;;• 41.1P,,1 4 - 489 413.8 r'12e 128 24. 3008 1 ,°,2 900 ;;;;;•,); 1 484 'A 1 , . 11 kt;;;•••••67----.•!rErr;,,,-------,----0--0-----24,------10 ok-.; LIVE:0- -,, --"TikTF - •i5NT l'''f-'!' 478 79 \ 4; tip 1 4 ; I ; • ., . 4, -t•• ,; ,... : 1 1,1; -.1.• . • a s 1 ,,,, ,. . I 394 ... 3;96 r: 39. 44 .; . : . . : 39171,, ‘; i 8417 2 '.- 8 ): 5.472 -11'11' .-.• 1.,,...,, ......._„• _, ; 5 4 7 2 Lu .,z 7 1 1 •;•• 372 ' -r• aegi -10;u- ;-- -;e - ...._ t ,..2,-.-- ; 4. 374 1373 371 ' 370 3eig 5 472 2 2 7 5 • • 2664 r;••••, ! 'r; I., -9;14 ; 3 5 2 • Sek)Og ..!.. 3t.117 1:11 - ;NE 2:1 ST 1 -1 0 ";;;•1,--44------••• i; sae. :399 1 281 0 . .• • - 004. ; •• .2 At} rt11: 346 2 1 9 1 5 5 ST NE 4 ST E._3 ST 2" / 1 /' 269 ( 35 3 ), \, 1 (021 35 3 I 1 NE.2 ST HVEH OF OW /1 ( 9 2 1 9 1 105 6 -2 ,. ,,i ow fl e 9 2 1 9 5 „) HOP ovjn 9 2 1 9 6 7 1 0 2 1 ) 9219 ) 6 -"H1-10P oyEp { (1 1 0 5 2 ( 347 ( 9 2 1 9 ) 47 12" — 102/ 118 2 3 , „ V-V HOP 8 se 0 9 2 1 9 9 2 1 9 A r: 4 6 3587 NE 5 ST /ow R 3587 '\ 0,x 12- 121 9219 ') 2 20 12" 1 024 , 2 NE 4 ST ( 398 1 NE .\3 ST 12 IF ' 11891 L' NE 2 ST 12 921'19 9919 ' PrIsi 399 _ 9219 15 tfmrefe 4 Attac ent Purnp Station. onthly Info ation Empire World Towers Site Utility Study Pump Station Monthly information Pump Station: 30 - 0002 UNINCORPORATED DADE COUNTY 925 BISCAYNE BLVD Moratorium: OK OK Moratorium in effect since: 1/27/2007 Section - Township - Range: Generator: Type: A Peak Factor (last 7 entries): 2.40 p00K11119-miggigliMpoiljeolinigpato;ii Factor: By: 2.40 TRANSFER 01/27/2007 Y I Class: Telemetry: Number of Pumps: 31 53 42 ET Clock: Speed: H.P.: Station Gross Capacity (gpd): 57,600,000 Yearly NAPOT (hrs): 3.52 Station Reduction Factor: 0.60 Reserved Flow (gpd): 2,807.454 Station Net Cap Certified (gpd): 0 Projected Napot (hrs): 5.47 Station Net Capacity (gpd): 34,560,000 Used Capacity (%): 54.70 indicated Flow (gpd): 5,068,800 Date: NAPOT: Avg. oa; y. Reading:# of comments modified Date: - Purnps: By: 1/31/2007 12/29/2006 11/28/2006 10/26/2006 9/27/2006 8/28/2006 7/28/2006 6/28/2006 5/30/2006 4/28/2006 3/30/2006 3.55 3.58 3.68 4.17 4.20 3.76 3.72 2.99 3.26 2.91 2.94 Generated: 3/8/2007 - 09:09 AM 14.21 14.33 14.72 16.67 16.80 15.04 14.89 11.94 13.05 11.62 11,76 Y Y Y Y Y Y Y Y 5 5 5 5 5 5 5 5 5 5 5 NEUMAR 02/12/2007 BRODSR 01/18/2007 BRODSR 12/21/2006 BRODSR 11/22/2006 BRODSR 10/20/2006 BRODSR 09/25/2006 CORRECTED ENTRY RN 9/27/06 NEUMAR 08/22/2006 BRODSR 07/24/2006 CORRECTED ENTRY. RN 7/11/06 NEUMAR 06/26/2006 BRODSR 05/22/2006 BRODSR 05/22/2006 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 March 28, 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 13