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Home My WebLink AboutSite Utility Study• • Urbanea Site Utility Study Urbanea MAJOR USE SPECIAL PERMIT SIT1-1, UTILITY STUDY PREPARED FOR Stratvel One, L.L.C. by: KIMLEY-HORN AND ASSOCIATES, INC. 420 LINCOLN ROAD, SUITE 353 MIAMI BEACH, FL 33139 JUNE 2004 Page 1 • • I; rbanea Site Utility Study Introduction Urbanea is a proposed mixed -use development to be located at on a 0.76 acre property at 1600 Douglas Road, in the City of Miami, Miami -Dade County, Florida (see Site Location Map -Fig 1). Currently, a strip mall exists on the center of the subject property. For the purposes of this development, all existing structures will be demolished. The Urbanea project includes a residential tower with ground floor retail, constructed on a parking garage structure It will consist of approximately 100 residential condominium apartments units, 6,516 S.F of retail and approximately 202 parking spaces. Table 1, below depicts the details of the proposed project. Table 1: Project Summary Occupancy Units Floor Area (st) Retail - 6,516 Residential 100 90,594 Total - 97,110 Parking 202 95,276 I. Drainage Existing Drainage There are two existing drainage inlets visible within the property to serve the existing strip mall. These inlets most likely connect to an onsite drainage system consisting of Urbanea Site Utility Study Page 2 • • either drainage wells and/or French drain. Construction of the proposed development will require that the existing storm water management system be demolished. Figure 1: Site Location Map 'ANT, LLA 'v S DONiA AV SALAMANCA `A`J E.NOFr S AVL ME_NJOZA AV ZAM0RA AV PBnP_OSED SW8 PROJECT MADE2A V...- 1 Urbanea Site Utility Study 1, 81-H S S`dt1 84 H: ST Page 3 • • • 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 "A" 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 (NIDWASD) in the vicinity of the project are shown in the Table 3. Urbanea Site Utility Study Page 4 • • • Table 3: Existing Water Mains Location Between Water Maims) Douglas Road S.W. 15th St. and S.W. 16th St. 16" DJ. Douglas Road S.W. 15`h St. and S.W. 16th St. 8" D.I. S.W. 15t St Douglas Road and S.W. 36th Ave. 4" D.1. S.W. 16`h St. Douglas Road and S.W. 36th Ave. 8" D.I. Per the MDWASD Water Atlas Sheet, a 16-inch water main, which has yet to be conveyed to MDWASD forces, fronts the property along Douglas Road. In accordance with Miami -Dade Water and Sewer Department (MDWASD) criteria, the developer may be required to construct a new 12-inch ductile iron (DI) water main along the frontage of the property either on SW 15th St or SW 16th normally requires. 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 will be installed by MDWASD forces at owner's expense. Service lines for domestic water, fire sprinkler systems and irrigation could be connected to the on -site water distribution system. Water service meters would need to be purchased and installed by MDWASD forces. See Attachment "B" 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. Urbanea Site Utility Study Page 5 • • Table 4: Existing Sanitary Sewer Mains Location Between Sanitary Sewer Main(s) S.W. 151 St. Douglas Road and S.W. 36th Ave. 8" Gravity Main S.W. 16th St. Douglas Road and S.W. 36th Ave. 10" Gravity Main The proposed on -site sanitary sewer system for the property can be connected to the either of the existing mains abutting the property. However, connecting to the existing 10-inch mains is preferable, provided that they have the capacity to handle existing flows plus the additional flows contributed by the proposed project. 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 sanitary sewer system, but this can not be determined without a request for a water and sewer agreement. A copy of the MDWASD Sewer Atlas sheet has been attached (See Attachment B). The flows from the existing MDWASD sanitary sewage mains on SW 15th Street and SW 16th Street are received by MDWASD Regional Pump Station #152. As of April 06, 2004, this pump station is operating over capacity as established by the USEPA and is currently under a moratorium (see Attachment "C" Pump Station Monthly Information). Improvements to the existing regional pumping and/or transmission systems may be required to connect the proposed project. However, a final deteiinination 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. Urbanea Site Utility Study Page 6 • Table 5: Water & Sewer Flow Generation Type of Occupancy Apartment Retail Quantity Usage rate 100 units 200 gpd per unit Total Average Daily Flow (gpd) 20,000 6,516 sf j 5 gpd per 100sf Total Anticipated Flow 326 20,326 gpd 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 solid waste projected to be generated by the project are shown in Table 6. Urbanea Site Utility Study Table 6: Solid Waste Generation Type of Occupancy Phase I Quantity Usage Rate 'total Solid Waste Generated (Tons/Day) 0.250 Apartment 100 units 5lbs/unit/day Retail 6,516 sf 6lbs/1000 sf/day 0.020 Total Anticipated Solid Waste Generated 0.270 Page 7 • • Urbanea Site Utility Study Attachment A Preliminary Drainage Well Calculations Page 8 URBANEA City of Miami, Florida 410 • DRAINAGE CALCULATIONS: DRAINAGE WELLS (MASS DIAGRAM - DERM CRITERIA) 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 grate elevation = 3.00 NGVD 7.00 NGVD (County Flood Criteria Map, see Appendix A) N/A Zone X (Map No. 12025C01 831, see. Appendix A) 8.27 NGVD 8..15 NGVD 7.50 NGVD 2. Total Contributing Drainage Area (A): 0.92 Acres A. Impervious Areas: a) Asphalt and concrete pavement = b) Roof areas + 1/3 NE building corner = 0.12 Acres 0,67 Acres Total Impervious Area (Al) = 0.79 Acres (86%) B. Pervious areas: a) Green Areas = 0.13 Acres (14%) 3. Weighted Runoff Coefficient (C): Runoff Coefficient Impervious (CI) "-- Runoff Coefficient Pervious (C2) _ C = [(Al x C1) + (A2 x C2)] / A; C x A = Total Contributing Area; C= CxA= 0.9(0 0.30 0.82 0.75 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°11) + t (0.5895 + F-26) Frequency (F) = years - Frequency Curve Q = CIA, V = Qt; Vll = Qt(1 gin.), to ) = Time to generate 1 inch of runoff V(1 in.) = CIAt(1 .) 1" x A = CIAt(I h.) Solving for to in.), t( > = 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: = 12.49 Min. = 10.00 Min. = 22.49 Min. DRAINAGE WELLS BA81 N • • • 5. Cumulative Runoff (Inflow Mass Diagram) Time CxA (acres) 1 inches) Q (CIS) Accurnuiated Storm Runoff (CI') {Ivlin.) (See.) 8 480 0.750 6.405 4.80 2,306 10 600 0.750 6.166 4.62 2,775 15 900 0.750 5.641 4.23 3,808 22.49 1349 0.750 5.003 3.75 5,063 30 1800 0.750 4.493 3.37 6,066 40 2400 0.750 3.956 2.97 7,122 50 3000 0.750 3.534 2.65 7,952 60 3600 0.750 3.193 2.40 8,622 90 5400 0.750 2.477 1.86 10,032 120 7200 0.750 2.023 1.52 10,924 180 10800 0.750 1.480 1.11 11,992 6. Drainage Well Design Discharge Rate: Based on well discharge rate of: 450 GPMfft. Head �Lowest Well No. inlet Rim Elev. (NGVD) Oct. Water Table elev. (NGVD) fleadtoss due to Higher SC of Salt Water (ft.) Head Acting on Well (ft_) Well Discharge Rate (CFS) Well Structure Dimensions Well Structure Storage Volume (CF) Width (i$.j Length (ft. ) DW-1 7.50 3.00 1.60 2.90 2.91 4.0 6.0 69.6 DW-2 7.50 3.00 1.60 2.90 2.91 4.0 6.0 69.6 DW-3 7.50 3.00 1.60 2.90 2.91 4.0 6.0 69.6 Well Discharge Rate (CFS) I 8. 7. Detention Time: otal Storage tLF) 208. 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 (CF) = W = Width of Well Structure (ft.) = L = Length of Well Structure (ft.) = 3.75 CFS 337.70 CF 112.57 CF 4.0 ft. 6.0 ft. H,,,;, . is the minimum depth required from the top of well casing to the tloor of the well box to achieve 90 second detention time: 11„ir, (ft.) = Vdl 1( W x L) = 4.70 ft. Top of Well Casing Elev. = 5.50 Elevation at Floor of Well Box (NGVD) _ Top of Well Casing Elev. - H,„;,, = 0.80 • 8. Excess storm water runoff excluding well structure storage: Time Well Discharge Rate (CFS) Accumulated Well Discharge Volume (Cis Accumulated . Storm Runoff .CF) 1 otai Overflow i Volume ti"1`') 4Sec.) 8 480 8.72 4,/87 2,306 -1,881 10 600 8.72 5,234 2,775 -2,459 15 900 8.72 7,851 3,808 -4,043 22.49 1,349.33 8.72 11,771 5,063 -6,708 30 1800 8.72 15,702 6,066 -9,636 40 2400 8.72 20,936 7,122 -13,814 50 3000 8.72 26,170 7,952 -18,218 60 3600 8.72 31,404 8,622 -22,781 .90 5400 8.72 47,106 10,032 -37,074 120 7200 8.72 62,807 10,924 -51,883 180 10800 8.72 94,211 11,992 -82,220 9. Excess storm water runoff including well structure storage: Safety Factor Time Accumulated Storm Runoff t.CF) Storage in Well Structure (CT' Accumulated Well Discharge Volume (CF) Total Overflow Volume iCF) (Min.) (Sec.) 8 480 2,306 209 4,187 -2,090.21 10 600 2,775 209 5,234 -2,667.89 15 900 3,808 209 7,851 -4,251.93 22.49 1,349.33 5,063 209 11,771 -6,916.31 30 1800 6,066 209 15,702 -9,844,86 40 2400 7,122 209 20,936 -14,023.06 50 3000 7,952 209 26,170 -18,426.58 60 3600 8,622 209 31,404 -22,990.25 90 5400 10,032 209 47,106 -37,282.83 120 7200 10,924 209 62,807 -52,091.92 180 10800 11,992 209 94,211 -82,428.45 • f 2.32% Safety Factor 2.42% 20 Lincoln Road Suite 353 Miami Beach, Florida 3313 Phone: 305-673-2025 Fax: 305-673-4882 URBANEA DOUGLAS RD. B/W SW 15th ST. & SW 16th ST. LOCATION MAP • Kimiey-Hom and Associates, Inc. 420 Lincoln Road Suite 353 Miami Beach, Florida 33139 Phone: 305--673-2025 Fax: 305-673-4882 URBANEA SW 37 AVE B/W SW 15 ST. & SW 16 ST. F.I.R.M. FLOOD INSURANCE RATE MAP 0.1 am Kimley-Horn and Associa es, Inc. 4111 pr mis 420 Lincoln Road Suite 353 Miami Beach, Florida 33139 Phone: 305-673--2025 Fax: 305-673--4882 URBANEA ALONG SW 37 AVE B/W SW 15 ST. & SW. 16 ST. FLOOD CRITERIA MAP Y011 oti IN-rt-Ji';AL ,O-.E,)Ci,. (E c, T iriL#ice4d) 2. ry W MEAt, SEA s L or ci-ri Kimley-Horn and Associates, ,1 420 Lincotn Road Suite 353 Miami Beach, Florida 33139 Phone: 305-673-2025 Fax: 305-673-4882 URBANEA ALONG SW 37 AVE BIW SW 15 ST. & SW 16 ST. AVERAGE OCTOBER GROUND WATER LEVEL 1960-75 • Attachment B Existing Utility Records • 5. A AAA • 4"- r-6 - 1238 234 7364 6 jpi„j3IVL -4* 4' 2364 'N 3 .4- ) j J 40 -4' ( 7364 \ 3 (7364 \ 4 A 7a41 , 1540 1 , / W7 -1 :7362 135, / 364 4 • 2 . 7 5,2 2 3 "f 757-, Cfli4F! iE.H HORN DADE LAND U K.13A,ANe { ^^ 2 992 \ 13 S2 13 "is 330 992 17 223 318 102 2 ) 2 3 L 5 (602 17 ^ , e 992 20 I 1 7 902 SW 14 ST --• eia72 (324 323 329 ' (902 \\'' 7 ua 992 20 4w, is al , • 1 59 28 10" les 1 3 312 „ 5284 314 - 31 315 es Bran 19* 319 3-09 1in 9 las 11 \ 2 7 „ — 302 30 189 ) 25 ) \ / ( 1 BS 10 • Attachment C Pump Station Monthly Information • • ApR 6. )604 Pump Station Monthly Atlas Pg.-715 MIRMI DADE WATER & SEWER DEPARTMENT Rddr..3215 SW 27 ST Sec-Township-Range........„..16-54-41 ET clook,Y Telm.N 4Pumps. 3 PType.D Stn Class.L. Speed.1 Mrspwr.4- Res Plans.. Plats.. Extens. flow(gpd) 410,783 0 0 Proj Nepot 5.94 hrs 4.99 hrs 4.99 hrs % Cap 59.40 49.90 49.90 Date 02/11/2004 01/14/2004 12/10/2003 11/12/2003 10/08/2003 09/10/2003 08/13/2003 Ready. • • Mo.NRPOT Rvg Daily Flaws 3.77 3.93 4.36 5.13 5.74 7.54 7.85 3.76 10.26 11.48 0.00 0.00 0.00 0.00 0.00 5.13 10.26 0.00 4.20 8.39 0.00 Signature..RGUIRRE_G Information W L',un Revieu Moratoriom..0 Moratorium effective since 06/19/199E5 Yearly NRPOT (hrs),........... 4,9 Stn Gross Capeoiry(gpC).. 12,240,000 Station Reduction Factor...-. 0.85 Stn Net Cap Cartif(gpd).. Stn Net Capacitg(gpd),.,. 10,404.000 Indicated Flows(gpd).,... 2,163,155 Rgd # Comments Fig Pmp Y 3 Y 3 Y 3 Y 3 Y Y 3 Y 3 Sign Date..06/19/1996 10:30:00.71