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Home My WebLink AboutTAB D.3 Utility ReportD.3 UTILITY REPORT May, 2011 Site Utility Study Brickell Citicentre Miami, Florida Prepared for Arquitectonica 2900 Oak Avenue Miami, FL 33133 Prepared by: Kimley-Horn and Associates, Inc. 1221 Brickell Avenue Suite 400 Miami, Florida 33131 1 Brickell Citicentre Site Utility Study TABLE OF CONTENTS SECTION PAGE I. INTRODUCTION 1 II. SITE LOCATION MAP 2 III. SITE DRAINAGE AND STORMWATER MANAGEMENT 3 IV. WATER DISTRIBUTION AND FIRE PROTECTION SYSTEMS 4 V. SANITARY SEWER COLLECTION SYTEM 5 VI. ELECTRICAL DISTRIBUTION SYSTEM (FPL) AND TELEPHONE (AT&T) 7 VII. GAS (TECO) 7 VIII. SOLID WASTE GENERATION 7 Kimley=Horn-and Associates,Inc. Page i Brickell Citicentre Site Utility Study APPENDICES APPENDIX "A" MAPS APPENDIX "B" PRELIMINARY DRAINAGE CALCULATIONS APPENDIX "C" EXISTING UTILITY RECORDS APPENDIX "D" PUMP STATION INFORMATION Kimley=horn- and Associates, —Inc. Page ii Brickell Citicentre Site Utility Study I. INTRODUCTION The Brickell Citicentre is a proposed major mixed -use development that will encompass approximately four (4) blocks. The development will cover approximately 9.16 +/- acres in the Brickell / City of Miami area. The subject site is the northeast, southeast, and southwest blocks at the intersections of 7th Street and South Miami Avenue (see Site Location Map -Figure 1). The Brickell Citicentre project shall include a mix of retail/shopping, office, hotel, entertainment and residential space. See Table 1. below for a project summary. Table 1 Project Summary i ~' t} Occupancy ,} a u (, Units i. 1 t 1 } 1. 1 Floor Ai ea Retail/Shopping Center 461,595 Entertainment 93,429 Medical Office 187,030 Hotel 269 270,284 Serviced Apartments 75 Residential 755 Office 805,850 The project will require permits and appiovals from the City of Miami Public Works Department, City of Miami Fire Department, City of Miami Building Department, Miami -Dade County Public Works, Miami -Dade County Department of Environmental Resources Management (DERM), Miami -Dade County Water and Sewer Department (MDWASD), Florida Department of Environmental Protection (FEDP), Florida Department of Transportation (FDOT) and the Florida Department of Health (FDOH). Kimley-Horn and Associates, Inc. Page 1 Brickell Citicentre Site Utility Study II. SITE LOCATION MAP Figure 1: Site Location Map • -q --. *il :t . IT;',...,\ - ---,' 71 1, ali,, 31E5E7— ' 77,Park 1 P41I j4' Mort! ' WI -[ --: - zsw. 461 1.— - .--7'; : ''' ''&1.. fiz,1115.6,ni I I II: Ji JBRICKELL CITICENTRE PROJECT AREA I i 1 1 1:' 4y,.' J ,),.. 51 4,• ; , . 611'St:—.- SW 6111 S 1 ':): r I 1.1 \twit (ant Prk W2ndSi: ... A I =sw 41IS' 111E7- I r 11 , I ---) I / ,1:51'- iN -7-fhT-7Sli 7-- PY7.1 9thISC- -- -, 1 'II al - i 1 is I: i.i 1 !Miami I i : ;1 1; w i 4 .:113th_t r-'7' ._ 7.--i sWilliNTSI i•-S1.74-67,,f4,1 ji. ' • I il " .S rriftli:SrsW_Sitn•st tifili-:"SG -g •• Suit nada Peak i Ilt.1 I .0.' l'''' 400 '' '' " D J.w.i2iff- tW-12tr-.4t,-.1,/ ,• ir : I a '4•S v i / -•„51.13111. t -- ,•, jp.i./ g ' iii,..s,• , 7ir I. L.____J._ L ,,ss,tyo , , A .46 Simpstait Pik ' - • h c • \. ‘40. AAA N Kindey-Hom and Associates, Inc. Page 2 Brickell Citicentre C9 Site Utility Study III. SITE DRAINAGE AND STORMWATER MANAGEMENT A. Existing Private Drainage Systems Based on site observations and available historical information, there is no existing onsite stormwater management system within the subject parcels of BCC East and West. A new stormwater management system will be constructed for each parcel to retain the runoff' generated by the proposed improvements, as required by code (see below). BCC North and ENB are currently developed areas with a stormwater management system in place. There are three (3) existing drainage wells currently serving BCC North (Brickell Tennis Center) with an approximate capacity of 800 GPM/ft of head. The existing stormwater management system will likely have to be modified land or abandoned based on the proposed configuration of new buildings. B. Proposed Private Drainage System Design Criteria The drainage system for the proposed development will consist of drainage wells and detention structures for both water quantity and water quality purposes, to facilitate on -site disposal of stormwater runoff. The twenty five-year design storm event will be used to design the stormwater management system, in accordance with SFWMD criteria which states that the 25 year-72 hour storm must be contained onsite. Based on preliminary calculations, it is anticipated that twenty-seven (27) drainage wells will be required to serve BCC East, West and the ENB Site. These calculations are based on well capacity rates obtained by Jaffer Construction during the construction of Brickell Tennis Center. Jaffer Construction provided Kimley-Horn these rates on May 10, 2011. The proposed twenty-seven wells should provide sufficient capacity to dispose of the design 25—year 72-hour stormwater runoff generate by the proposed development. Preliminary drainage computations for the project areas are provided in Appendix `B" Preliminary Drainage 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), South Florida Water Management District (SFWMD) and other local, state and federal regulatory agencies having jurisdiction over the project. C. Floodplain Management The proposed project site grade elevations will be design 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 314 of 1031 of COMMUNITY -PANEL NUMBER 12086C0314L of Flood Insurance Rate Map (FIRM). According to the National Flood Insurance program, the property is located within the following Flood Zones: Ki,nley-Horn and Associates, Inc. Page 3 Brickell Citice.utre Site Utility Study a) Flood Zone AE, Elevation 10.0 (See Appendix "A") 2 Miami -Dade County Flood Criteria elevation is estimated to be 6.0 ft. NGVD. This will be used to determine proposed minimum site grade elevations. 3. The average October ground water table elevation is estimated to be 2 ft. NGVD. This will be used as the control water elevation for stormwater management calculations (Source: Miami -Dade County Public Works manual, Volume II- Design Standard Detail WC 2-2). IV. WATER DISTRIBUTION AND FIRE PROTECTION SYSTEMS A summary of the water mains owned and operated by the Miami -Dade Water and Sewer Department (MDWASD) in the vicinity of the project are shown in Table 2 below. The MDWASD Water Atlas is also provided in Appendix "C" for reference. Table 2: Existing Water Mains (Per MDWASD Water Atlas Sheets) SE 6th Street South Miami Avenue and SE lst Avenue 12" SW 71h Street SW Avenue and South Miami Avenue 6" SE 7th Street South Miami Avenue and Brickell Avenue 8" 8th Street SW 1'1 Avenue and Brickell Avenue 20" South Miami Avenue 6th Street and 8th Street 12" SW ist Avenue SW 7th Street and 8'h Street 12" Miami -Dade Water and Sewer Department (MDWASD) will likely request watermain upgrades along 7th Street. Currently, a 6-inch and an 8-inch watermain run along 7th Street; per MDWASD criteria, a 12- inch water main is required along the frontage of all commercial developments. KHA anticipates that MDWASD will require the installation of approximately 1,400 LF of 12-inch water main along 7th Street. In addition, MDWASD and City of Miami Fire Department may request additional fire hydrants be Kiinley-Horn and Associates, Inc. Page 4 Brickell Citicentre Site Utility Study placed in the vicinities of the subject project. A final determination of the points of connection and requirements will not be provided by MDWASD until a Water and Sewer Agreement is requested by the Owner. Water service meters would need to purchased by the owner and installed by MDWASD representatives at the Owner's expense. See Appendix "C" for a copy of the MDWASD water atlas sheet for the project area. The Fire Code (NFPA) requires fire hydrants be located no more than 300 feet (drivable distance) from proposed buildings or structures, and that there be no more than 300 feet between hydrants along the frontage of a property, as measured along the water main. As such, the City of Miami Fire Department may request additional fire hydrants be placed in the vicinity of the subject project. Additionally, fire hydrants must be located within 150 feet of each proposed building's fire department (Siamese) connection. The fire department connections to serve any proposed structures must also be located at the front of the building. V. SANITARY SEWER COLLECTION SYSTEM A summary of the sewer mains owned and operated by the Miami -Dade Water and Sewer Department (MDWASD) in the vicinity of the project are shown in Table 3 below. The MDWASD Sewer Atlas is also provided in Appendix "C" for reference. Table 3 Existing Sewer Mains (Per MDWASD Sewer Atlas Sheets) SE 6`h Street South Miami Avenue and SE 1s' Avenue 8" SW 7111 Street SW 1s1 Avenue and South Miami Avenue 8" SE 7`h Street South Miami Avenue and Brickell Avenue 8" 8`h Street SW Is` Avenue and Brickell Avenue 8" South Miami Avenue 6`' Street and 8`h Street 8" SW 1s` Avenue SW 7`h Street and 8'11 Street 8" The existing gravity sanitary sewer mains along the frontage of the property may not have sufficient capacity to accommodate the proposed development. ILIA anticipates that MDWASD will require upsizing approximately 1, 800 LF of gravity sewer main, from the existing 8 and 10-inch piping to new Kimley-Hon and Associates, Inc. Page 5 Brickell Citicentre Site Utility Study 12-inch piping. We anticipate this will occur along 7`h Street between SW lg Avenue and the Metro - Mover, and on South Miami Ave between SW 8th Street and SW 61h Avenue. 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 of this project. MDWASD may require upgrades to the existing sanitary sewer system, but this cannot be determined without a request for a Water and Sewer Agreement. MDWASD Pump Station #30-001 at 390 NW North River Drive receives the flows from these mains. As of 04/22/2011, this pump station is projected to have an average operating run time (NAPOT) of 5.51 hours per day, which is 59.60% of its design capacity. Therefore, a new sanitary sewer pump station or upgrades to said pump station will not be required for the proposed development. A final determination regarding the status of the existing transmission system and the need to make improvements will not be known until construction plans are submitted to the Miami -Dade County DERM Wastewater Section and a Sanitary Sewage System Capacity Certification Letter is issued. Please refer to Appendix "D" for Pump Station Information. A request for a letter of Sanitary Sewage Capacity Certification must be submitted to the Miami -Dade County DERM Water & Wastewater Section during the building permitting phase of the project in order to reserve the necessary allocation for the proposed development. Below, in Table 4 are the estimated water and sewer flow generation rates per Miami -Dade Water and Sewer Department's schedule of daily rates. Further coordination with MDWASD is recommended. Table 4: Estimated Water and Sewer Flow Generation (Per MDWASD Schedule of Daily Rates) Type `of Occupancy Quantity (Units, or SF) Usage rate Total Aver age at Prow (GFF) Retail/Shopping Center` 461,595 SF 10 GPD/100 SF 46,159.5 Entertainment** 93,429 SF 20 GPD/100 SF 18,685.8 Medical Office 187,030 SF 20 GPD/100 SF 37,406 Hotel 269 Units 100 GPD/Unit 26,900 Serviced Apartments 75 Units 150 GPD/Unit 11,250 Residential 755 Units 150 GPD/Unit 113,250 Office 805,850 SF 5 GPD/100 SF 40,292.5 Kimley-Horn and Associates, Inc. Page 6 Brickell Citicentre Site Utility Study Total Anticipated Flow 293,943.8 "Retail/Shopping Center" usage rates assume a retail or store use; any full service restaurant use will have a usage rate of 100GPD/100SF. ** "Entertainment" usage rates assume a Bar and/or Cocktail Lounge Use. VI. ELECTRICAL DISTRIBUTION SYSTEM (FPL) AND TELEPHONE (AT&T) Currently, the existing electrical service is provided by Florida Power and Light (FPL). A request for a utility load letter will have to be submitted to FPL to determine if the existing system has the capacity for the additional loads. Any overhead to underground conversions will need to be designed and coordinated through an FPL representative. Further coordination will be necessary to determine the required upgrades to the existing system. Based on a preliminary assessment it can be anticipated that at a minimum, existing overhead power lines will have to be relocated underground, electrical easements will need to be dedicated to FPL, and pad mounted transformers and/or an electrical room will be required. AT&T currently serves area via underground conduit. The proposed facilities may require upgrades to the existing AT&T communication lines. An easement may be required for additional conduits to serve the proposed build out. It is highly recommended that further coordination with AT&T occur. VII. GAS (TECO) The need for gas service has not yet been determined for this project. VIII. SOLID WASTE GENERATION Solid waste generated by this project will be collected in standard on -site containers for refuse and recyclables. Regular pick-up services 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 solid waste projected to be generated by the project are shown in Table 5. Kimley-horn and Associates, Inc. Page 7 Brickell Citicentre Site utility Study Table 5 Solid Waste Generation Type of Occupancy Qnantity " , , Usage rate Total Solid Waste 4 � Generated (Tonsil ay Retail/Shopping Center 461,595 SF 5 lb / 1000 SF / day 1.15 Entertainment 93,429 SF 5 lb / 1000 SF / day 0.23 Medical Office 187,030 SF 4 lb / 1000 SF / day 0.37 Hotel 269 Units 1.5 lb / unit / day 0.20 Serviced Apartments 75 Units 5 lb / unit / day 0.19 Residential 755 Units 5 lb / unit / day 1.89 Office 805,850 SF 21b / 1000 SF / day 0.81 Total Anticipated Solid Waste Generation 4.84 Kinley-Horn and Associates, Inc. Page 8 Brickell Citicentre Site Utility Study Appendix "A" Maps Kimley-Horn and Associates, Inc. Page 9 Briclzell Citicentre Site Utility Study Map 1: FIRM Map Are PANEL 0314L FIRM FLOOD INSURANCE RATE MAP DIIAMI-DADE COUNTY, FLORIDA AND ISCORPORATED AREAS PANEL 314 OF 1031 (SEEMAP INDEX FOR DM l PANEL LAYOUT( MISES WARM, Mill L Ndo b TM: TM W► NwTimid to r Yew poll. Tim imd Moo id Opal Pare t. pod m1 at e1p(Qsi n laat toile MAP NUMBER 12086C03141. MAP REVISED SEPTEMBER 11, 2009 Federal E.ner`elaty MauatencatAgency Ti. to n dad& eaty «• paattt Cl Ina ab,M, ILMIMew good mop II watt extracted won FMrTO,0Une. Thls map does not regal champs or an.Mnea. WWII may na a tam made auto pawn( to tM d.taan tM NM Meek. For toe latest product Inteimsdan poach Noise( Rood Mamma Ptomain good maps check me FEMAFIoad Map Stare at wootatraetema0er Kinlley-Horn and Associates, Inc. Page 10 �1? Brickell Citicentre Site Utility Study �\1 Map 2: October Water Table Map BRICKELL CITICENTRE PROJECT AREA 4 4 Kilnley-Horn and Associates, Inc. Page 11 Brickell Citicentre Site Utility Study Map 3: Flood Criteria Map BRICKELL CITICENTRE PROJECT AREA • Kimley-Item and Associnies, Inc. Page 12 Brickell Citicentre Site Utility Study Appendix "B" Preliminary Drainage Calculations Kirnley-Horn and Associates, Inc. Page 13 Brickell Citicentre Site Utility Study Brickell Citicentre - West Miami, FL 1. Site Data: A. Average October Water Table Elevation = B. County Flood Criteria Elevation = C. F,I.R.M Base Flood Elevation = D. Average Crown Elevation = E. Average Existing Onsite Grade Elevation = F. Proposed drainage inlet grade elevation = ❑-0wodszel.Irc. 2.00 NGVD 6.00 NGVD (County Flood Criteria Mop, see Appendix A) 10.00 Zone AE (Map No. I20225C00841, see Appendix A) 6.50 NGVD 5.50 NGVD 5.50 NGVD 2. Total Site Area (A) (See Draisege Area Map in Appendix B): 3.41 Acres A. Impervious Areas: Total Impervious Area (A1)= 3.07 Acres (90%) B. Pervious areas: Green Areas = 0.34 Acres (10%) (Assumed Code Min.) 3. Weighted Runoff Coefficient (C): Runoff Coefficient Impervious (C1) _ Runoff Coefficient Pervious (C2) = C=[(AIxCI) +(A2xC2)]/A; C= Cx A=Total Contributing Area; Cx A= 0.90 0.30 0.84 2.86 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 F4'11) +l (0.5895 +Fm)] Frequency (F) = 2iS years - Frequency Curve Q = CIA, V = Qy Vt; ;RJ = Qtt; ;n,l, to m.) = Time to generate 1 inch of runoff Ito 1,.1= ClAttt Ana 1"x A = CIAtt; I) ; Solving for to 1„.1, to in,; = 1" / (IC) Time to Generate one inch of run-off t(in) Time to reach the inlet (te.) Total Time required to generate 1 in of runoff = 9.44 Min. = 10.00 Min. = 19.44 IVEn. C:\Documents and Settings\katie.vila\Desktop\Copy of Drainage Weil Calculations BCC West.xis Knnley-Horn and Associates, Inc. Page 14 Brickell Citicentre Site Utility Study knit. i CcA I, k` Q 1 =AenuWed I 1Ra iss' Osten.) ,. (a.e) (scree) (inchtio)' • (aka) 1C0) . 8 480 2861 7.739 22.22 10,668 10 600 2861 7.491 2146 12.877 13 900 2861 6.901 19.77 17.790 19.44 1167 2.861 4.148 11.47 21,545 30 1800 2861 3.378 15.98 28,762 40 2400 2861 4.947 14.17 34003 30 3000 2.864 4.443 12.73 38.182 60 3600 2866 4.033 11.55 41.366 90 3400 2.86t 3.138 9.03 48.846 120 7200 2.864 2393 7.43 33j18 180 10800 2864 1.913 3.48 59.177 6. Drainage Well Design Disdtuge Rath: Dined an well di..h.e,trots of: 844 DPmm. ne.e W11 .n0 toi-i Ygit I,Ek6, k(00000). Elmtb ,,Kia6Crie 064v7(NOVO Oit Warer T,hk do :(NCJVD) . t lligirr ofWi9 i4 --.:1(R) ` s hp lkiJ'Arne g W'illlfti W.8D..h.g`i,Wdl0tud.n . asp.$ t d i s I3 06. di eYo6`im� 1C0= =6008h(0:). $L4GEt U1.T11 080-1 600 600 2.00 240 1.60 285 . - 6.0 ILO 115.2 1360.2 6.00 400 200 2.10 1.60 2.83 GO 120 115.2 090.3 6.00 600 200 2A0 1.60 .2.85 60 - 120 113.2 DV/4 6.00 600 2.00 2.40 1.60 2.83 60 12.0 113.2 090-5 600 600 200 240 1.60 285 60 12D 113.2 060.6 6.00 600 2.00 2.10 1.60 2.82 60 12.0. 115.2 060-7 600 600 2.00 2,10 1.60 2.83 CO 12.0 115.2 08041 600 6.00 2.00 2A0 I.60 2.85 60 12.0 115.2 DW-9 6.00 600 2.00 210 1.60 2.83 60 120 115.2 DW-10 6,00 G00 2.00 240 1.60 2.85 6.0 120 115.2 090.11 6.00 600 200 240 1.60 2.83 6A 120 113.2 049.12 6.00 600 200 2.10 1.60 1.83 60 120 1172 090.13 6.00 6.00 LOU 2d0 1.60 283 6.0 120 115.2 Wdl Discklug. R.t. (MI 37.88 Taal t.r.V.(Cr) 7. Detention li te: DW The es -gorge well ctmemn must be designed to detail nmoftfa. minimum 0190 . eood. picric discharge. Q4-Deeigd Runoff Ride (CFS)- Ve . 0etenl166 Volume (CE)-Q,,x 901ee-- VA-Damao. Volum.Per Well (C17- W - W iW I of Well 800don (IL) - L • Length of Well Structure (1L) • 18.47 CM 166230 CP 1662.30 CF. 6.0 0. 12a6. 1437.60 iIm is the mi0inum depth required from to lop oftnll cluing to the Door of the well box to achieve 90 «eond detention tine: (ye(IL)-ve,f(WoL)- 23.I04 Top of W<II C2414E100.. 2.84 Elc1166. el Floarof Well Dux (NOVD) -Top of Well Casing Elm 4.- -2026 CODocuminl. and SNI6gis`ke0wv0.W.sklop`Oopy of Dniupe Wel C064.0ons_BCC W.11 .1. Kin)ley-Horn and Associates, Inc. Page 15 Brickell Citicentre Site Utility Study 8. Excess storm woltr runoff excluding well structure 1for2ge Th4•BM XI itgluab d• , , Anumulild Wa1106duro6 �, b, w A 8acnwu, rted 01 IcualR 1 Toiilgrrrllar, •,°,,,t 8, NW (5ioi '. (am atln41 � ...K (CFI, '.'y'rtcijp". r>+ti coi + 8 480 37.08 17,797 10.668 0 10 600 37,08 22,246 12,877 0 13 900 37.08 33,169 17,790 0 13.44 1.16190 37.08 43.250 21,543 0 70 1800 37,06 66,738 28,762 0 40 2400 37.01 88,984 34,003 0 50 3000. 37.08 .111.130 38,182 0 60 3600 37.08 133;176 41,586 0 90 3400 37.08 200,214 48.816 0 120 7200 37.08 266,952 33,518 0 180 10800 37.08 400,428 59.177 0 9. Excess Mom' water tonal -Mauling wen structure dornge: c e. T6a 'A mulrt.d 8romIoon 4r ¢0.4ii,9WH1 §uumua lfir--:ulli e+D.kflinq c'xtiV0lune Toiat�,w!! t.. ff�e4f1 Wne tal i3 .. (0..) �T. „'>«CFI "a' . s(CV) a� ICEI cf .w3( 8 480 10.668 1.498 17,797 0.00 10 600 12,877 1,498 22,246 0.00 15 900 17,790 1,498 33.369 0.00 19.44 1,16650 21,615 1,498 43,258 0.00 30 11100 28,762 1,498 66.738 0.00 40 2400 34,003 1.498 88,984 0.00 70 3000 38,182 1,498 111,235 0.00 60 3600 41,586 1,498 133,176 0.00 90 3400 48.846 1,198 200,214 0.00 120 7200 33,318 1498 266,932 0.00 180 10800 39.177 1.498 .100,428 0.00 Safety Factor Safety Factor C:9Jocumenis a1M Sallhgswdl4.v0 1BaskIop5Copyat 0rslnage W.I Carulatktn-BCC Wa>f xis MEM WIENI Kirnley-Florn and Associates, Inc. Page 16 Brieliell Citicentre Site Utility Study Brickell Citicentre - East Miami, FL 1. Site Data: A. Average October Water Table Elevation = B. County Flood Criteria Elevation = C. P.LR.M. Base Flood Elevation = D. Average Crown Elevation = E. Average Existing Onsite Grade Elevation = F. Proposed drainage inlet grade elevation = WW1l<mmHm to srillosoriates.u�. 2.00 NGVD 6.00 NGVD (County Flood Criteria Map, see Appendix A) 10.00 Zone AE (Map No. 120225C00841, see Appendix A) 6.50 NGVD 5.50 NGVD 5.50 NGVD 2. Total Site Area (A) (See DmirngeArea Map inAppendix 13): 2.32 Acres A. Impervious Areas: Total Impervious Area (Al) = 2.09 Acres (90%) B. Pervious areas: Green Areas = 0.23 Acres (10%) (Assumed Code Min.) 3. Weighted Runoff Coefficient (C): Runoff Coefficient Impervious (CD_ Runoff Coefficient Pervious (C2) = C=[(AlxCI) +(A2xC2)]/A; C= C x A = Total Contributing Area; Cx A= 0.90 0.30 0.84 1.95 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 I" ") + t (0.5895 + Fur)] Frequency (F) = 25 years - Frequency Curve Q = CIA, V = Qt; Vlt ia) = Qttt iy), to t) = Time to generate 1 inch of runoff Vo in.) = CIAtI1 ia) I" x A = CIAtp rnt ; Solving for to B,;p tp tad = 1" / (IC) Time to Generate one inch of run-off t(in) 'fine to reach the inlet (tc,) Total Time required to generate 1 in of runoff: 9.44 Min. _' 10.00 ,Iv1in. = 19.44 Min. C:10ocuments and Settings\katie.vilalDesktop\Drainage Well Calculations BCC East .xls Kintley-Horn and Associates, Inc. Page 17 Brickell Citicentre Site Utility Study Tin. - an::_t ,lt • Q lGmmuhf.d 4'S)a.ta 'r djl0 .00' §t.6 IMin.) NO Dcr..) (OI.Mv) t (CFR) ri. (CF) e 480 1.949 7.759 13.12 7.236 10 600 1.9.19 7.493 14.60 8.761 13 900 1.949 6.901 13.43 11103 19.44 1167 1.949 4.448 1157 11,658 30 1800 1.949 3.578 10.87 19,568 40 2400 1.949 4.947 9.61 23,136 50 3000 1.949 4.443 8.66 23,977 60 3600 1.919 4.033 7.86 28.293 90 3100 1.949 3 138 6.15 33,233 120 7200 1.949 2.595 3.06 36,111 180 10800 1.919 1.913 3.73 40,261 6. Drainage Weil Design Discharge Rale: Domed on ewes dtxh. g. rote or. nee'OP6rm.lIe.6 iy R'l �u0wv: l• m tt I IatNeea .." r„a'' �T(W0VD)p ) sat,<t.n 11.0.0md. EIw,INCVD) _5t,w.60' T.bM.I i, ."(NCVD) _0 Ne1ah4.67 s!lDgbaso ri(Salr Water '!' (6).a.a irA, i.10 jm .x.W ili0.': a ,. W.DD.eeh.ree a1.R.c.(C38) w.R9m ur.Dm.nr en, W.nsl 1# SWfdh(1L)1 :1-4-0161fEre 'I'-„es(CM DWI 6,00 6.00 2,00 2A0 1.60 2.83 . 6.0 12.0 115.2 D19.2 6.00 6.00 100 2.40 1.60 2.83 . 6.0 82.0 113.2. DW.3 6.00 6110 2.00 2A0 1.60 2.85 6.0 110 113.2 8)004 6.00 6.00 100 2.10 1.60 183 6.0 12.0 113.2 DW.3 6.00 600 0.00 140 1.60 2.83 6.0 12.0 115.2 009-6 6.00 600 1.00 2.40 1.60 2.83 6.0 12.0 113.2. DW.7 6.00 600 100 2.10 1.60 2.85 6.0 11.0 113.2 8)00-8 6..00 6.00 2.00 2A0 1.60 IBS 6.0 12.0 115.2 DW9 6.00 G.00 100 240 1.60 2.63 6.0 110 115.2 Wall Ditch. 8. Rac. (CFS) 25.67 Total Sanaa(CV) 7. Delenlidlt Time: OW The dalaape well awetme must be designed to delei, runoff for aminimuot ot90.eeond. prier to di.ehrge. Qr-Design Runoff Rate (C90) Vu - Detention Valente (CF) -Qes 90 are. • V,t - Detention Volume Per Well (CF) - 99- Width of Well Structure DIP. I.mLenglh of Well Structure lR)s 12-37 CFs 113093 CF 1130.93 CF 6.0 0. 12.0 IL 1036.10 Itmu it the min/Wan depth required front the top Orwell cueing to the Oaoeof the well bon to.ohiive 90 second delenlion line. (ty • Vet f (W s L). 13.80.ft Tel of Well C.dnl Elev. • 284 Elevation e1 Floor of Well Das (NOVD)'.Top of Well Cuing Elev. • 11... -1I56 C7Docurntuts and Sallttgi\t.B..W.1D.thtop'D0Nna5. Wall Carcunihnt OCC Earl41e Kimley-Horn and Associates, Inc. Page 18 Brickell Citicentre Site Utility Study 8. Excess gown wrier runoff excluding well structure storage: •, D�'I " :7t[Iif •� Well ' 0u.0ar6. 1 :Rrtr } „1 d We� Do.b... { '.'V au4 Aeawnpialeedd SeM RL i M4L,'� Toli10m11000 u��'V,�Olvu`gc•i" natal tercel.I at:1.aa11r i) i" '. 'S (cei "� (C' 8 480 23.67 12,321 7,238 10 600 23.67 13,401 8.761 13 900 23.67 23.102 12.103 13.44 1,16630 23.67 29,942 14,638 30 1800 23.67 46,203 19.368 30 2400 23.67 61,601 23.136 30 3000 25.67 77.003 23,977 60 3600 23.67 92.406 28,293 90 3400 25.67 138,610 33,233 120 7200 23.67 184,813 36,411 190 10800 25.67 277,219 40.261 9. Excess stair wat r runoff Inducting well0Ndu a st0roge: F; r ^r m h Aeeuta Mad 81` Rwoff maps We "➢mr jDixnwar V016.ime TetdOo.. '„� alma (Ulm)(s.e) 3 �lC 'i..: ,CF) (CO nSC9) 8 480 7,238 1,037 12,321 0.00 10 600 8,761 1,037 13,401 0.00 13 900 12,103 1,037 23,102 0.00 13.44 1,16630 14,438 1,057 29,942 0.00 30 1800 19,568 1,037 46.203 0.00 40 2400 23,136 1,037 61,604 0.00 30 3000 23,977 1,037 77,003 0.00 60 3600 28,293 1,037 92,406 0.00 90 3400 . 33.233 1,037 138,610 0.00 120 7100 36,411 1,037 18.1.813 0.00 180 10800 40,261 1.031 277,219 0.00 C10ommonia and SatIllsiAtallomlattnaloplOraiumo WW1 Caeulelbru BCC East ads Safety Factor Safety Factor MEMO MEM thm \:aZ� v�M.aontlG Kinney -Korn and Associates, Inc. Page 19 Brickell Citicentre Site Utilzty Study Brickell Citicentre -.ENB Miami, FL DRAINAGE CALCULATIONS ;. is 17IM NAGCIVLLIL the '3< .(lv issiDIAGI AM—DLILb1 GItITLItI.1) 1. Site Data: A. Average October Water Table Elevation = B. County Flood Criteria Elevation = C. F.LR.M Base Flood Elevation= D. Average Crown Elevation = E. Average Existing Onsitc Grade Elevation = F. Proposed drainage inlet grade elevation = ten ❑-� aniAseko9lot,tn:. 2.00 NGVD 6.00 NGVD (County Flood Criteria Map, see Appendix A) 10.00 Zone AE (Map No. I20225C0084J, sea Appendix A) 6.50 NGVD 5.50 NGVD 5.50 NGVD 2. Total Site Area (A) (See Drainage Area Map in Appendix B): A. Impervious Areas: Total Impervious Area (Al) B. Pervious areas: Green Areas = 3. Weighted Runoff Coefficient (C): 1.28 Acres 1.15 Acres (90%) 0.13 Acres (1036) (Assumed Code Min.) Runoff Coefficient Impervious (Cl) = 0.90 RunotTCoefficient Pervious (C2) = 0.30 C=[(A1xCI) +(A2xC2)]/A; C= 0.84 C x A = Total Contributing Area; Cx A = 1.08 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 •r Vm)] Frequency (F) = 25 years - Frequency Curve Q= CIA, V = Qt; Vp j,F = Qi(I 10, ltl ial = Time to generate 1 inch of runoff V(11,0 = C1At(11,0 1"x A = CIAt((,,) ; Solving for to (n.);1(( i„.) = 1" / (IC) Time to Generate one inch of run -of t(in) Time to reach the. inlet (tc.) Total Tint required in generate 1 in of runoff: = 9.44 Min. 10.00 Min. = 19.44 Min. C:\Documents and Settings katle.vila\DesktoplDrainage Well Calculations_ENB .xis Kimley-Horn and Associates. Inc. Page 20 Brickell Citicentre Site Utility Study It. .-�Thnt etA ,. .(ocrti):,. 11 '.. (mehOr)=a Q t ..� (CF9) . 151E y. ..+!SR7 (6)'i�il. ,(Mind :,.: vim) 8 480 1.07S 7.759 8.34 4,004 10 600 1.075 7.493 8.06 4,834 IS 900 1.073 6.901 7.42 6,678 17.44 1107 1.073 6.448 6.73 8,087 30 1800 1.073 3.378 6.00 10,796 40 2400 L075 4.947 5.32 11761 30 3000 1.075 4.443 4.78 14.332 60 3600 1.075 4.033 4.34 15,610 90 5400 1.075 3.158 3.40 18.335 120 7200 1.073 2.595 2.79 20,089 180 10800 1.075 1.913 2,06 22,217 6. Drainage Well Design Disohorge Rine: tl6 C196lm. Ptah A$ 7ariii'i IahUVst) ,Lity - rPIND)_r r, {ie i^ 96ve ub.mG,l3hed Elev(0501 "i• ' d Lw. vE' MGVD) Iir.dtoe4 du 0l0hr86 )of0e11Wrer N(8.).[ IAii W I`() WMPmh.ryt aitRCLS eaM We7ISlmd00.0m out t , eWI4 (f�)4900 aWdb(R)i ti46tli(P6 001-1 6.00 6.00 100 2.40 1.60 2.03 6.0 12.0 115.2 1219.2 6.00 6.00 2.00 2.40 1.60 2.85 6,0 110 113.2 DW-I 6.00 6.00 200 2.40 1.60 2.85 CO 720 115.2 13W-4 6.00 6.00 2.00 2.40 1.60 2.83 0.0 12.0 115.2 001-5 6.00 6.00 200 2.40 1.60 2.83 6.0 12.0 115.2 Well DIseherge Rale (MS) t4.16 TelelSlorsge(CT) 7. Detention TUC BW The dretueye well et,Vemm mutt be deiyted to detain runoff for a minim um of90 teeonde prior to dieehorge. Qe Detiy,Runoff/Isle (CFS)- Ve-Detentioo Volume (CF) ' Qer 90 tee. - Vee - Dundee Volume pee Weil (CF)- W - W idh of Well Souebae (0.) L-Lenyth of Well S0Hure (fL) 6.93 CF8 623.97 CF 623.97 CF 6.0 0. 12.00. .00 8a,e ie the minimum depth required from the tap arm!' codas to the Door of the wit box to achievt 90 second detailing time: 1L (6)-Vd1I(W;L)^ 8.7081. Top ofWell Credo: Elan- 2.04 Elevation at Floor of Well Box (Nf4VD)-Top of Well Casing Eley. • II.., - -5.86 C.7Daamlenll and Sehll0P olle.w9DN81op9Jrame6e Wee C.RWellon, BMO 1h Kimlev-Horn and Associeties, Inc. Page 21 Brickell Citicentre Site Utility Study 8. Excess stone water nulon'exduding wcil structure slutage: -.:Tuna ➢ac6:11(8 ''{,Oslo ,,, Slleii PkO6arse I':Vo6uer 1 .' ry, .0'gOl Arcalautitd 8ram,ru9of( T6aiOrtitl Y?,, oboe (Mkt (5ao.1 : 1C18A. N[al) . (Co) I . (CF)..i8l wd:C (CF)l�.E 8 480 14.26 6.845 4,004 0 10 600 14.26 8.356 4.834 0 13 900 1.1.26 12,834 6,678 0 19.44 1.14630 14.26 16.635 0,087 0 30 1800 14.26 23,668 10,796 0 40 2400 14.26 34,225 12,764 0 10 3000. 14.26 42,781 14,332 0 60 3600 1.1.26 31,337 13,610 0 90 5400 14.26 77,005 18,335 0 120 7200 14.26 102,671 20,089 0 180 10600 0626 151.011 22.213 0 9. Excess Mom water runoff including well structure storage: 3' Ya0 Y Stn+mul6ed &am800 * Brag (n W I( ° 0 080 119,74 , D ,7.VoLmr Ta 0ra(Imr ^'+F*Volua Odm:) (Sac.) . ; (CF), ° { r (CO .i. t(l:837 8 430 4.004 376 6,843 0.00 10 600 4,834 576 8.336 000 13 900 6,678 376 12.831 0.00 11.44 1.146.50 8,087 576 16,635 0,00 30 1800. 10,796 576 23,668 0.00 40 2.100 12.764 376 34,223 100 30 3000 14,332 376 42,781 0.00 60 3600 13,610 376 51,337 0,00 90 3400 18.333 376 77,003 0.00 120 7200 20,009 376 103,674 0,00 880 10800 22,213 376 154.011 0.00 C782000 rants and Sa8khgekella.N800u81ep10te0ugs WA Cakulslbns ENB x6 Safety Factor Safety ('actor MOM MEIN fri7 ..1` Kimley-I•Iorn and Associates, Inc. Page 22 Brickell Citicentre Site Utility Study Appendix "C" Existing Utility Records Kinzley-I-Torn and Associates, Inc. Page 23 Brickell Citicentre Site Utility Study N i � a a I If II , d l Y r� _G .§w cT^`t r .. I lt d—) (._ 10 j — a •D SS / .7 n N i` n Jq� /koj 0 n 1 if n .r 11-tiRLzclaso/ 90 ouoritu -r 0 I' I� terms am ka .r w°nu�e ro�`�•L� Ki nley-Florn and Associates, Inc. Page 24 Brickell Citicentre Site Utility Study Ih Oa wt In Oa CO Oa m r r r .. .91 AYtMYco N f., Ab ]liJi'0`l�l�'•—� 10 w °r 114I0,3 — ——1NI.bZ m °° MS tt Imo CO , .9— 777170/1,r- PI P a �tfHrlitittil�i t••Ht!!Oi>:'It111l4t:II I3;tiEiltiifi-t..i-H'1'Fi'�'"•'i-1"f-I:ti-^1lltll� .O4 1clro� tn to Kimleh-Horn and Associates, Inc. Page 25 Brickell Citicentre Site Utility Study Appendix "D" Pump Station Information Kimley-Horn and Associates, Inc. Page 26 Brickell Citicentre Site Utility Study Sanitary Sewer Pump Stations Database Pump Station Monthly Information Pump Station: 30.0001 UNINCORPORATED DADE COUNTY 390 NW NORTH RIVER DR Station Category: ET NOTE: All Flows are in GPDs. Moratorium: OK OK Section • Township - Range: _El • 41 TYPED Class:E Speod:❑2 H.P.: Peak Factor (last 7 entries): 2.40 Peak Modified Date: Factor: By: 2.40 TRANSFER 01272007 Number of Pumps: 8 Moratorium In effect since: 1272007 Generator: ❑U Telemetry: El ET Clock: a Yearly NAPOT (hrs):. 5.51 Reserved Flow (gpd): 2,477,272 Projected Napot (hrs): 5.96 Used Capacity ('h): 59.60 Stn Gross Capacity (gpd): 221,760,000 Station Reduction Factor: 0.60 Stn Net Cap Certified (gpd): 0 Station Net. Capacity (gpd): 133,056,000 Indicated Flow (gpd): 30,547,440 Date: NAPOT: Avg. Daily: Reading: # of Comments: Pumps: Modified By: Date: 2/26/2011 1282011 12292010 11292010 10272010 9282010 8272010 7292010 5282010 4292010 4.95 4.97 5.10 5.69 6.94 6.83 5.71 4.18 5.26 5.44 Generated: 4/22/2011 - 10:01 AM 34.65 34.79 35.70 39.80 48.61 47.83 39.99 29.27 36.81 38.10 Y Y Y Y Y Y Y Y 8 8 8 8 8 8 8 8 8 8 AREASR AREASR AREASR AREASR GATTOB AREASR AREASR AREASR AREASR AREASR 03282011 03/112011 01272011 12/28/2010 11242010 10252010 09/24/2010 08/20/2010 06/25/2010 05/20/2010 Page 1 of Kimley-INor•n and Associates, Inc. Page 27 Brickell Citicentre Site Utility Study Kimley-Horn and Associates, Inc. Page 28 .Brickell Citicentre Site Utility Study Kimley-Horn was retained to perform a 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 site feasibility assessment, 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 January 2009. 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. Kimley-Horn and Associates, Inc. Page 29