The URL can be used to link to this page

Home My WebLink AboutSite Utility Study• • • Rosabella MAJOR USE SPECIAL PERMIT SITE UTILITY STUDY PREPARED FOR Borges and Associates by: KIMLEY-HORN AND ASSOCIATES, INC. 420 LINCOLN ROAD, SUITE 353 MIAMI BEACH, FL 33139 SEPTEMBER 2003 Rosabella Site Utility Study Page 1 • • Rosabella Site Utility Study Introduction Rosabella is a proposed 27-story multi -family high density residential development to be located on an approximately 1.72+1-acre property along NE 4th Avenue, between NE 22nd Street and NE 22nd Terrace, in the City of Miami, Miami -Dade County, Florida (see site location map -Fig 1). The development consists of a total of 258 residential apartment units, including 10 townhouse units and approximately 470 parking spaces enclosed within a 5- story parking garage. Currently, a 4,200 s. f church exists on the southern end of the property. As part of this project, the existing church will be demolished and reconstructed on the NW comer of the property, along with an additional 11 parking spaces to serve the facility. I. Drainage Existing Drainage Presently, 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 five (5) 24" drainage wells will provide sufficient capacity to dispose of the design storm runoff contributed by 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. Rosabella Site Utility Study Page 2 • • Figurel: Site Location Map NEI 251H 77 21T5 ST , 7E 2 1- "---1 , f i I i 1 1 i ._. 2 ', Li r L i _,._,_ 1--- ; --- „ 1. --':-. N E 2 .7) P-- ID 51 1 }- I N E: 2 .3 P, D s -r ,, .__.. _ •;.__:)! Ts: i i\ i r 2 2 N n -I F ._„______il z : ..,.„- ..._, ..., [ `1 .._., , N.F. 22ND SI I ! I , I --1,:..- , N r II 2 1 ':, N11 i '--.1 , 1 CL [ i L 1 I 1 1 11 NE . 2 0 ' H 111 1 <1 !v 1:L `-' Z U "I` 1 \I N L, 1 9H TL _-_ - i T- N c 1 1915 S NE 1 '.-1 H 57 71 2 2270 PROPOSED PROJECT Rosabella Site Utility Study Page 3 • • • Table 2: Phase I Drainage Calculations Runoff Generation Total Net Site Area 1.72 Acres Impervious Area 0.10 Acres Roof Area 1.13 Acres Exterior Wall Area (1/3 NE corner of all wall areas) 25,259 sf = 0.58 Acres Total Impervious Area 1.81 Acres Pervious Area (green areas) 0.49 Acres Total Contributing Drainage Area 2.30 Acres Average Runoff Coefficient (C) Impervious Site Area = 1.81 x (0.90) = 1.63 Pervious Site Area = 0.49 x (0.30) = 0.15 Average Runoff Coefficient (C) — (1.63 + 0.15) /2.30= 0.77 Design Sto1111 Time of Concentration 5 Year Return Frequency 10 min. Rainfall Intensity (I) 6.10 inlhr Peak Runoff (Q) = CIA = (0.77) (6.10) (2.30) = 10.80 efs Assume each 24" diameter well flows at 750gpm / per ft of head = 12.50 gps = 1.67cfs Peak Runoff / Flow per Well = 10.80 cfs / (Ave. 1.5 ft of head x 1.67 cfs) = 4.31 wells Provide 5 - 24" Diameter Wells Detention Tank Design Criteria: 1.5 minute (90 sec) detention time per detention structure Volume of Tank required for (10.80 cfs x 90 sec.) / 8 = 195 cubic ft / tank Interior Tank Dimensions: h' (width) x 3' (height) x 12' (length) = 195cubic feet each h - 5.42 Provide 1 tank for each well, of 195 c.f. volume each. Rosabella Site Utility Study Page 4 • 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 below. NE 22 Terr. Table 5: Existing Water Mains Abutting North property line along NE 22 Terr. 6" D.I NE 22 St. Abutting South property line along NE 22 St. 8"D.I NE 4'h Ave. Abutting West property line along NE 4`'' Ave 6" D.I In accordance with County criteria, MDWASD may require the installation of a new 8-inch ductile iron (D.I) watermain on NE 22 Street and NE 22 Terrace along the property frontage. 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. III. 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. Rosabella Site Utility Study Page 5 • • • NE 22 Terr. NE 22 St. Table 6: Existing Sanitary Sewer Mains Abutting North property line along NE 22 Terr. Abutting South property line along NE 22 St. 8" gravity main (terracotta pipe) 72" interceptor main 10" gravity main NE 4t Ave. Abutting West property line along NE 4th Ave 72" interceptor main 10" 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 the existing 10" gravity main along NE 22 St. 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 NE 22 Terrace, NE 22 Street and NE 4th Avenue are received by MDWASD Regional Pump Station #2, which is located at 925 Biscayne Boulevard. Pump Station No. 2 is currently operating at an average yearly NAPOT of 2.56 hours/day, approximately 30% 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. Rosabella Site Utility Study Page 6 • • • Table 7: Water & Sewer Flow Generation Church (existing - to be demolished) 50 seats 3 gpd/seat -150 Church (proposed) 50 seats 3 gpd/seat 150 Townhouse 10 units 250 gpd per unit 2,500 Apat tiiient 248 units 200 gpd per unit 49,600 Total Average Daily Flow (gpd) 52,100 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 andior 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. Rosabella Site Utility Study Page 7 • • • Table 8: Solid Waste Generation Church (existing - to be demolished) 4,200 sf 0.007 lbslsflday -29.4 Church (proposed) 4,200 sf 0.007 lbs/sf/day 29.4 Townhouse 10 units 5lbs/unitlday 50 Apai talent 258 units 5lbs/unitlday 1,290 Total Solid Waste Generated (tons/day) 0.67 Rosabelia Site Utility Study Page 8 • • E-12, Secs • W fuOp ov NE 23 NE22ST NE 20 ST 10881 10856 NE 20 TER 4' a. • 7516 1 8201 1 8484 1 • e-tz. 120 as m ' NE ST 7910 (918' . NE 23 CT • 9r 1 NE 23 ST�� 7971 Proposed ?^o3ec* si` \i 1 NE 22 TER �� 7393 • 1 /NEZ25 188 2 NE22ST Pump Station Monthly information Station..30 -0002 Atlas Pg..E13 MIAMI DADE WATER & SEWER DEPARTMENT Addr.,925 BISCAYNE BLVD Sec -Township -Range 31-53-42 Oenr. ET clock.Y Telm.Y #Pumps. 5 mp Type.A Stn Class.M Speed.R Hrspwr.+ Res flow(gpd) Plans.. 1,216,156 Plats.. 0 Extens. 0 Proj Napot 3.40 hrs 2.56 hrs 2.56 hrs % Cap 34.00 25.60 25.60 Date Mo.NAPOT Avg Daily 08/25/2003 07/25/2003 06/25/2003 05/27/2003 04/25/2003 03/27/2003 02/26/2003 GOLD/M GOLD/D GOLD/G • • 3.11 2.62 2.75 1.40 0.72 2.77 2.78 12.42 10.46 11.01 5.61 2.87 11.08 11.13 Flows <Plan Review: Moratorium..OF Mnrat-nri iim (ffect.i ve since / Yearly NAPOT (hrs) 2.56 57,600,000 0.60 Stn Gross Capacity(gpd).. Station Reduction Factor Stn Net Cap Certif(gpd) Stn Net Capacity(gpd) Indicated Flows (gpd) 0 34,560,000 3,686,400 Rgd # Fig Pmp 0.00 Y 5 0.00 Y 5 0.00 Y 5 0.00 Y 0.00 Y 0.00 Y 5 0.00 Y 5 Comments Signature..LEALG Sign Station I<m>provement GOLD/S <S>tation Inf <D>ownstream Station Codes & Cata<g>ories GOLD/T Sewer Cer<t>i Date..03/17/2 orm. GOLD/U GOLD/P fication 003 13:52:24.01 <U>pstream Station <P>ump Information -*2003092512455.756*LEZCA` ent. * M Stat Station Station R T rr Ct rn. r T�iz�mhpr Proposed Number of gallons (gpd): 5000 K. A5RM+ 30 0002 AC 30 CD AC 30 RS IN 30 RS95APR IN 30 RS94MAR • • :t-*************************** Downstream This is not an official docull Current Delta 'm ( rs ) WT (Hy ) Projectec Em !f-jrs) stations ****************************-) 3.40 0.00 3.4J 1002.16 0.00 1002.1( 1002.08 0.00 1002.0€ 1001.79 0.00 1001.7c 1001.93 0.00 1001.9: