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HomeMy WebLinkAboutSite Utility Study■ Miami River Village Phase I, II & III ' MAJOR ..USE .._SPECIAL .PERMIT SITE UTILITY STUDY PREPARED FOR The Epoch Corporation 1 1 by: KIMLEY-HORN AND ASSOCIATES, INC. 420 LINCOLN ROAD, SUITE 353 MIAMI BEACH, FL 33139 1 AUGUST 2003 1 Kimley-Horn and Associates, Inc. Miami River Village. Phase I, II & III MAJOR USE SPECIAL PERMIT SITE UTILITY STUDY PREPARED FOR The Epoch Corporation by: K MLEY-HORN AND ASSOCIATES, INC. 420 LINCOLN ROAD, SUITE 353 MIAMI BEACH, FL 33139 AUGUST 2003 Miami River Village Phase I, II & III Site Utility Study Introduction Miami River Village, Phase 1, II and Ii1 is a proposed mix -use development to be located on an approximately 5.30 +/-acre property located on the west side of South Miami Avenue, between SW 3rd Street and the Miami River, in the City of Miami, Miami -Dade County, Florida (see site location map -Fig 1). The development consists of a total of 1,304 residential apartment units (1,353,743 sf), 92,043 sf of office space, 9,113 sf of restaurant/cafe, 23,419 sf of retail and approximately 1,994 parking spaces, including both surface parking and a parking garage. Table 1, below depicts the phase details of the proposed project. Table 1: Proj eet Summary 3 1pa cy s (uanits) v st , Restaurar t/ safe Parking, z Phase I 451 1,992 35,554 9,113 554 Phase II 452 3,134 55,489 0 750 Phase III 401 18,293 0 0 690 Total 1304 23,419 92,043 9,113 1,994 Miami River Village Phase 1, I1 & III Site Utility Study Page 2 I I LL1 Figurel: Site Location Map NW gth STREET N.W CORNER SCC. 7 -5-4-- 4 / WEST OZER \\ \\\ COF?NC STREET 1)4 PROPOSED PROJECT STREET / 1 ALE CORNER SEC. 7 -.54- y • PlY r4), 5.r. CORNER 1 SEC. Miami River Village Phase I, II & III Site Utility Study Page 3 I. Drainage Existing Drainage Presently, the site is completely vacant. There is no existing drainage system on -site. Proposed Drainage System The drainage system for the development will consist of a series of drainage wells. This will allow the storm runoff to be fully contained and disposed of on site. The project will be designed consistent with a 5-year design storm event, in accordance with Section D-4, "Water Control", of Part 2 of the Miami -Dade County Public Works Manual. It is anticipated that twenty-four (24) 24" drainage wells will provide sufficient capacity to dispose of the design stoain runoff contributed by all three (3) phases of the proposed development. Preliminary drainage computations for the project areas are provided in Tables 2 and 3, 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. Table 2: Phase I Drainage Calculations Runoff Generation Total Net Site Area Impervious Area Roof Area Exterior Wall Area (1/2 NE corner wall areas) 73,468 sf = Total Impervious Area Pervious Area (green areas) Total Contributing Drainage Area 1.85 Acres 0.45 Acres 1.16 Acres 1.69 Acres 3.30 Acres 0.27 Acres 3.57 Acres Miami River Renaissance- Phase I & II Site Utility Study Page 4 Table 2 (Cont'd): Phase I Drainage Calculations Average Runoff Coefficient (C) Impervious Site Area = 1.91 x (0.90) Pervious Site Area = 0.27 x (0.30) 2.97 0.08 Average Runoff Coefficient (C) = (2.97 + 0.08) /3.57= 0.85 Design Storm 5 Year Return Frequency Time of Concentration 10 min. Rainfall Intensity (I) 6.10 in/hr Peak Runoff (Q) = CIA = (0.85) (6.10) (3.57) = 18.51 cfs Assume each 24" diameter well flows at 760gpm / per ft of head = 12.67 gps = 1.69cfs Peak Runoff / Flow per Well = 18.51 cfs / (Ave. 1.5 ft of head x 1.69 cfs) = 7.30 wells Provide 8 - 24" Diameter Weiss Detention Tank Design Criteria: 1.5 minute (90 sec) detention time per detention structure Volume of Tank required for (18.51 cfs x 90 sec.) / 8 = 208 cubic ft / tank Interior Tank Dimensions: h' (width) x 3' (height) x 12' (length) = 208 cubic feet each h = 5.78 Provide 1 tank for each well, of 208 c.f. volume each Table 3: Phase II Drainage Calculations Runoff Generation Total Net Site Area 2.0 Acres Impervious Area 0.44 Acres Roof Area 1.37 Acres Miami River Renaissance- Phase I & II Site Utility Study Page 5 Exterior Wall Area (1/2 NE corner wall areas) 61,320 sf = Total Impervious Area 1.41 Acres 3.22 Acres Table 3 (Coned): Phase Ti Drainage Calculations Pervious Area (green areas) 0.35 Acres Total Contributing Drainage Area 3.57 Acres Average Runoff Coefficient (C) Impervious Site Area = 3.22 x (0.90) = 2.90 Pervious Site Area = 0.35 x (0.30) = 0.11 Average Runoff Coefficient (C) = (2.90 + 0.11) /3.57 = 0.84 Design Storm 5 Year Return Frequency Time of Concentration 10 min. Rainfall Intensity (I) 6.10 ini/hr Peak Runoff (Q) = CIA = (0.84) (6.10) (3.57) = I8.29cfs Assume each 24" diameter well flows at 760gpm / per ft of head = 12.67 gps = 1.69cfs Peak Runoff / Flow per Well = 18.29 cfs / (Ave. 1.5 ft of head x 1.69 cfs) = 7.21 wells Provide 8 - 24" Diameter Well Detention Tank Design Criteria: 1.5 minute (90 sec) detention time per detention structure Volume of Tank required for (18.29 cfs x 90 sec.) / 5 = 206 cubic ft / tank Interior Tank Dimensions: h' (width) x 3' (height) x 12' (length) = 206 cubic feet each h = 5.72 Provide 1 tank for each well, of 206 c.f. volume each Miami River Renaissance- Phase I & II Site Utility Study Page 6 1 Table 4: Phase III Drainage Calculations Runoff Generation i Total Net Site Area Impervious Area Roof Area Exterior Wall Area (1/2 NE corner wall areas) 77,600 sf = Total Impervious Area Pervious Area (green areas) Total Contributing Drainage Area Average Runoff Coefficient (C) Impervious Site Area = 3.20 x (0.90) Pervious Site Area — 0.11 x (0.30) 1.37 Acres 1.15 Acres 0.27 Acres 1.78 Acres 3.20 Acres 0.11 Acres 3.31 Acres = 2.88 0.03 Average Runoff Coefficient (C) = (2.88 + 0.11) /3.31 = 0.90 Design Storm Time of Concentration Rainfall Intensity (I) 5 Year Return Frequency 10 min. 6.10 in/hr Peak Runoff (Q) = CIA = (0.90) (6.10) (3.31) = 18.17 efs Assume each 24" diameter well flows at 760gpm / per ft of head = 12.67 gps = 1.69cfs Peak Runoff / Flow per Well 18.17 efs / (Ave. 1.5 ft of head x 1.69 cfs) = 7.17wells Provide 8- 24" Diameter Wells Detention Tank Design Criteria: 1.5 minute (90 sec) detention time per detention structure Volume of Tank required for (18.17 efs x 90 sec.) / 8 = 205 cubic ft / tank Interior Tank Dimensions: h' (width) x 3' (height) x 12' (length) = 205 cubic feet each h = 5.70 Provide 1 tank for each well, of 205 c.f. volume each Miami River Renaissance- Phase I & II Site Utility Study Page 7 111 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 5. Table 5: Existing Water Mains `, �„ -. 3 x'e '��,d"'S � ,� _ �13�`s���itr t73.. SW 3"d St. Abutting North property line along SW 3rd. 4„ D.I S. Miami Ave Along S. Miami Ave approximately 350 feet south from SW 3rd Street 12„ D I In accordance with County criteria, MDWASD will require the installation of a new 12-inch ductile iron (DI) watermain on SW 3rd Street along the property frontage. MDWASD will likely not require a new watermain extension along the South Miami Avenue frontage since that main would "dead-end" at the Miami River. A request for a Water and Sewer Availability Letter should be submitted to MDWASD, to determine the specific points of connection and other requirements. A copy of the MDWASD water atlas sheet for the project area has been attached. II. Sanitary Sewer Collection System Table 6 depicts the sanitary sewer mains owned and operated by Miami -Dade Water and Sewer Department (MDWASD), within the vicinity of the project. Miami River Renaissance- Phase T & II Site Utility Study Page 8 1• Table 6: Existing Sanitary Sewer Mains SW 3'1 St. Along the north frontage of the property 10" gravity main S. Miami Ave South from SW 3rd Street approximately 200 ft along S. Miami Ave. 24" gravity main A copy of the MDWASD Sewer Atlas sheet has been attached_ The proposed on -site sanitary sewer system for the property can be connected to either or both of the existing public mains. A letter of availability and further coordination with MDWASD is recommended to verify proposed sanitary sewer service connection points for this project. The flows from the existing MDWASD sanitary sewage mains on South Miami Avenue and Sw 3`d Street are received by MDWASD Regional Pump Station #1, which is located at 390 NW North River Drive. Pump Station No. 1 is currently operating at an average yearly NAPOT of 4.36 hours/day, approximately 50% of the maximum allowed by EPA, 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. The additional flows created by these projects have been determined and are shown in Table 7. Miami River Renaissance- Phase I & II Site Utility Study Page 9 Apai t[nient Retail Office Restaurant (full service 451 units 1,992 sf 36,554 sf 300 seats 452 units 3,134 sf 55,489 sf Table 7: Water & Sewer Flow Generation 401 units 200 gpd per unit 18,293 sf 5 gpd per 100 sf 10gpdper100sf 50 gpd per seat 90,200 100 3,655 15,000 90,400 157 5,549 80,200 915 Total Anticipated Flow (gla 260,800 1172 gpc 9,204 gp< 15,000 gp 286,176 gl IV. Solid Waste Generation Solid waste generated by this project will be collected in standard on -site containers for refuse and reeyclables. 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 solid waste projected to be generated by the project are shown in Table 8. Table 8: Solid Waste Generation Type of C3gel! ag x Phase 11 rtanfi 1 ase� nail u Phase a at ty l rage Rite 1, TPhase i odd Wa to aerated LbsiD.a Y}._.. Phase 1f Soled Waite Generated �bsIDa 'tease t11 ohd Waste Generated ay�, Total Soli( Waste Generated (Toas]Da ApaiIntent 451 units 452 units 401 units Sibs/unit/day 2,255 2,260 2,005 3.26 Retail 1,992 sf 3,134 sf 18,293 sf 61b/1000 sf/day 12 19 110 0.07 Office 36,554 sf 55,489 sf - 6lb/1000 sf/day 219 333 - 0.28 Restaurant (full service) 300 seats - - 1 lb/seat/day 300 - - 0.15 Total Anticipated Solid Waste Generated 3.76 Miami River Renaissance- Phase I & II Site Utility Study Page 10 *200307301152583 I ent. M Stat Station R Type Owner Proposed Number OK A52M+ IN AC IN IN 2*DEARMM * This is not an official (Joel.] Station Number of gallons (gpd): 500 ****************************** 30 0001 30 CD 30 RS 30 RS95APR 30 RS94MAR Current ET (Hrs) Downstream Stations 5.72 1002.16 1002.01 1001.74 1001.87 Delta ET (Hrs) Prof ectE ET (HrE ***************************-) 0.00 0.00 0.00 0.00 0.00 5. 1002.] 1002.( 1001.' 1001.i IStation..30 -0001 Atlas Pg..F14 MIAMI DADE WATER & SEWER DEPARTMENT Addr..390 NW NORTH RIVER DR %I Sec -Township -Range 1-54-41 Genr. ET clock.Y Telm.Y #Pumps. 8 Pump Type.A Stn Class.M Speed.2 Hrspwr.+ Res flow(gpd) Plans.. 7,546,564 Plats.. 0 Extens. 0 Proj Napot 5.72 hrs 4.36 hrs 4.36 hrs % Cap 57.20 43.60 43.60 Date Mo.NAPOT.....Avg ....Daily Flows 06/25/2003 05/27/2003 04/25/2003 03/27/2003 02/26/2003 01/27/2003 12/23/2002 GOLD/M GOLD/D GOLD/G 5.95 5.24 4.19 4.63 3.93 41.63 36.66 29.31 32.41 27.54 3.81 26.70 0.00 3.72 26.05 0.00 Signature..LEALG Station I<m>provement GOLD/S <D>ownstream Station Codes & Cata<g>ories Pump Station Monthly Information <P].an Reviev Moratorium..( Moratorium effective since / / Yearly NAPOT (hrs) 4.31 Stn Gross Capacity(gpd)..221,760,001 Station Reduction Factor 0.61 Stn Net Cap Certif(gpd).. Stn Net Capacity(gpd)....133,056,00I Indicated Flows(gpd) 24,171,841 Rgd # Comments Fig Pmp 0.00 Y 8 0.00 Y_ 8 0.00 -Y- 0.00 Y 8 0.00 Y_ 8 Y 8 Y 8 Sign Date..04/09/2003 14:12:16.50 <S>tation Inform. GOLD/U <U>pstream Stati GOLD/P <P>ump Informati GOLD/T Sewer Cer<t>ification U1i.U/UJ TT11J 1J:44 raA +)U.7 00,4 17,4iiL AIMLM-H111.01 VAVLLA1M) 44{ MIAMI kitAlAi 41 U14 11) 18 260 �3aI 312 310 ANCELEE; S T. FP/7-3-O M 7616 5 '$1*-3-6 ST 309 36 Rfm. 30 7616 6 FP/7-3-01 232 10" 231 294 293 A.R. 2/26/02 30 IC 4 271 3C Cz 2 28, 44 1W y 1,Ri freR }