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HomeMy WebLinkAboutSite Utility Study• N .vernber 2005 • • LIMA MAJOR USE SPECIAL PERMIT SITE UTILITY STUDY PREPARED FOR: KOBI KARP ARCHITECTURE AND INTERIOR DESIGN, INC. KHA Project No.: 042731000 Prepared by: KIMLEY-HORN AND ASSOCIATES, INC. 1691 Michigan Ave. Suite 400 MIAMI BEACH, FL 33139 LIMA Site Utility Study ;imiev-Horn and Associates, • • Site Utility Study Introduction ,1MA" is a proposed mixed -use development- located on a-1.41± acre property in the City of Miami, Miami -Dade County, Florida. The property is bordered by Biscayne Ave to the west, NE 30th St. to the north, NE 29th St. to the south and NE 4th Ave to the east. (See Attachment "A" Maps). Currently, the site is occupied by an existing one-story building and a 3-story building. The existing 3-story building will remain and the one- story building will be demolished as part of this project. The proposed "LIMA" project will include one residential tower housing 211 apartment units, 7,600 SF of retail space and a parking garage. A tabular breakdown of the project details was obtained from the Site Data and Development Program prepared by the Architect and is depicted in Table 1- "Project Summary" below. Residential Table 1: Project Summary 211 apt. units Retail 7,600 Parking 363 spaces LIMA Site Utility Study Page 2 • • • I. Drainage Relative to the aforementioned project, the following information shall be used during the stone water management design and site grading. 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: The subject property is located in PANEL 183 of COMMUNITY -PANEL NUMBER 12025C0183 J of the Flood Insurance Rate Map (FIRM). According to the National Flood Insurance Program, the property is located within Flood Zone X, which is determined to be outside of the 500-yr floodplain. 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. 3. The average October ground water table elevation is estimated to be 2.0 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). Existing Drainage: Based on site observations and other available information, there is an existing drainage system within the property. It is assumed that all existing on -site drainage will be demolished, and a new stormwater management system will be constructed to retain the runoff generated by the proposed development. LIMA Site Utility Study Page 3 • • Proposed Drainage System: The proposed drainage system will consist of drainage wells in order to collect the required volume of storm runoff from the specified design storm event. In accordance with the requirements of the Miami -Dade County Department of Environmental Resources (DERM), the proposed drainage system will need to collect and dispose of the .......... storm runoff generated by a design storm event of 5-year frequency and 24-hour duration. (Source: Section D-4, "Water Control", of Part 2 of the Miami -Dade County Public Works Manual). No direct or indirect drainage connections or discharge of storm runoff from the property to adjacent properties or rights -of -way will be permitted. Based on preliminary calculations, it is anticipated that at least two (2) - 24" diameter gravity drainage wells would be required to collect and dispose of the design storm runoff generated by the proposed development. Preliminary drainage computations for the project areas are provided in Attachment B "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. 1101 Brickell Ave Site Utility Study • • • II, Water Distribution System The property is located within the water service area of the Miami -Dade Water and Sewer Department (MDWASD). Information on existing and proposed public water distribution mains owned and operated by MDWASD and abutting the property was obtained from the MDWASD Water Atlas. These are shown in Table 2 below. Table 2: Existing Water Mains (Per MDWASD Water Atlas Sheet) ©cation Biscayne Blvd. NE 30th St. NE 29t St. NE 4th Ave NE 30th St. & NE 29th St. Biscayne Blvd. & NE 4trt Ave Biscayne Blvd. & NE 4th Ave NE 30th St. & NE 29th St. Existing 16-inch diameter main Existing 12-inch diameter main Existing 12-inch diameter main Existing 12-inch diameter main Typically, MDWASD requires that any water services from proposed projects containing retail or commercial uses be connected to water mains of at least 12-inch diameter. Based on the MDWASD Water Atlas, there are existing 12-inch diameter and 16-inch diameter mains abutting the property on all four sides. There is a small possibility MDWASD will require that the developer upgrade some of the existing abutting public water mains, but a final determination will not be provided by MDWASD until a Water and Sewer Agreement, or request for water service, is submitted to the MDWASD New Business Office by the developer. Water service meters will be installed by MDWASD forces at the developer's expense. A copy of MDWASD Water Atlas sheet has been included in Attachment "C". LIMA Site Utility Study Page 5 • • III. Sanitary Sewer Collection System The property is also located within the sanitary sewer service area of the MDWASD. Information on existing and proposed public sanitary sewage mains owned and operated by MDWASD and abutting the property was obtained from the MDWASD Sewer Atlas. These are shown in Table 3 below. Table 3: Existing Sanitary Sewer Mains (Per MDWASD Sewer Atlas Sheet) nation Between Sanitary Sewer Main(s) Biscayne Blvd. NE 30t St. NE 29t St. NE 4th Ave NE30tSt. &NE29thSt. Biscayne Blvd. & NE 4th Ave Biscayne Blvd. & NE 4th Ave NE 30th St. & NE 29th St. Existing 60-inch diameter interceptor and 8-inch diameter gravity main Existing 8-inch diameter gravity main Existing 8-inch diameter gravity main Existing 8-inch diameter gravity main Sanitary sewer service laterals from the proposed project may be connected to either of the existing 8-inch diameter gravity sanitary sewage mains running along the adjacent roads provided the existing mains have sufficient depth, and provided MDWASD determined that the existing mains have sufficient reserve flow capacity to handle the anticipated sewage flows from the development. MDWASD may also require upgrades to the sanitary sewer system, but a final determination will not be provided by MDWASD until a Water and Sewer Agreement, or request for sewer service, is submitted to the MDWASD New Business Office by the developer. Sewage flows within the area of the project are collected by a system of gravity mains and conveyed to Pump Station #2. At the time this Site Utility Study was performed, a Pump Station Monthly Information report (PSMI) for Pump Station No. 2 was obtained from Miami -Dade County DERM (see Attachment-"D"). The•PSMI shows that Pump Station No. 2 is operating at an average yearly NAPOT of 2.89 hours/day, and is not under any type of LIMA Site Utility Study Page 6 • • • moratorium. Based on this information, is not anticipated that any improvements to the regional pumping and/or transmission systems will be required to connect the proposed project. However, a final determination regarding the status of the existing transmission and pumping 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 "Capaity Certification Letter is issued by DERM. The anticipated sewage flows from the project are shown in Table 4 below. Table 4: Water & Sewer Flow Generation p �" ' i wr-' F .✓f°`�r y<� � � sue- �"^ ✓..r^��" < y 11 �. � i� Ave Apartment 211 units 200 GPD/unit 42,200 Retail 7,600 SF 5 GPD/100 SF 380 Total Anticipated New Flow 42,580 GPD* *Flows from existing buildings to remain are not included. 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 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. LIMA Site Utility Study Page 7 • • • Apartment Retail Table 5: Solid Waste Generation 211 units 7,600 SF 5 lb./unit/day 6 lb./1000 SF/day Total Anticipated Solid Waste Generated LIMA Site Utility Study Total Solid _.'Waste Generated (Tons/Day) 0.53 0.02 0.55 Page 8 • • • 1101 Brickell Ave Site Utility Study Attachment A Maps R 33R R < LR 33R 32ND ST NE RRR TE Kimley-Horn and Associates, Inc, 420 Lincoln Rood Suite 353 Miami Beach, F'orida 33139 Phone: 305--673-2025 Fax: 303-673-4882 LIMA SEC 0= BISCAY\E B AND NE 30TH ST. SITE LOCATION MAP _VD. • CIE Kimley-Horn and Associates, Inc. 1691 Michigan Ave Suite 400 Miami Beach, Florida 33139 Phone: 305-673-2025 Fax: 305-673-4882 LIMA - SEC OF BISCAYNE BLVD. AND NE 30TH STREET F.I.R.M. FLOOD INSURANCE RATE MAP • 11111 Kimley-Horn and Associates, Inc. 420 Lincoln Road Suite 353 Miami Beach, Honda 33139 Phone: 305-673-2025 Fax: 305-673-4882 LIMA - SEC OF BISCAYNE BLVD. AND NE 30TH ST. FLOOD CRITERIA MAP • MN VI MN Kimsey -Horn and Associates, ,Ince 1691 Michigan Ave Suite 400 Miami Beach, Florida 33139 Phone: 305-673-2025 Fax: 305-673-4882 CONTOUR iNVER+tAL 1 FOOT (Except ?Ii dicern }) 2. DATUM I MEAN SEA LEVEL. LIMA - SEC OF BISCAYNE BLVD. AND NE 30TH STREET AVERAGE OCTOBER GROUND WATER LEVEL 1960-75 • • • 1101 Brickell Ave Site Utility Study Attachment B Preliminary Drainage Well Calculations LIMA City of Miami, Florida •RMAGE:CACUI$TIONS DRAINAGE WELLS (MASS DIAGRAM-:DERM>CRITERIA ),':: • • 1. Site Data: A. Average October Water Table Elevation = fly NOVD B. County Flood Criteria Elevation = 5 00: NGVD (County Flood Cri C. F.I.R.M. or FEMA Base Flood Elevation = N/A:: Zone X (.NIap 3o 12025C0kf D. Average existing perimeter grade elevation = 9; . ; NGVD 2. Total Contributing Drainage Area (A): A. Impervious Areas: a) Asphalt and concrete pavement = b) Roof areas Total Impervious Area (Al) 0.67 Acres Acres Acres 0.61 Acres (91%) B. Pervious areas: a) Green Areas = it Acres (9%) 3. Weighted Runoff Coefficient (C): Runoff Coefficient Impervious (C1) Runoff Coefficient Pervious (C2) = C=[(A1xCI) +(A2xC2)]/A; C= C x A Total Contributing Area; C x A 0.85 0.57 Acres 4. Time required to generate one inch of runoff (per DERM Water Control Section D-4) Rainfall Intensity (I) = 308.5 / 1(48.6 x Fii.11) + t (0.5895 + F25)] Frequency (F) = years - Frequency Curve Q = CIA, V = Qt; V0 i..) = Qt(1 i.), to = Time to generate 1 inch of runoff Vti � = CIAt{1 1" x A C1Atf1 in.) ; Solving for to ,n.), t[t in.) = 1 ' / (IC) Time to Generate one inch of run-off t(in) 11.91 Min. Time to reach the inlet (tc.) Min. Total Time required to generate 1 in of runoff: = 21.91 Min. DRAINAGE CALCS_L1MA xis BASIN • • • 5. Cumulative Runoff (inflow Mass Diagram) Time CxA (acres) ; I ,(inches) Q (CFS) Accumulated Storm Runoff (OF) (Min.) (Sec:) 8 480 0.567 6.405 3.63 1,743 10 600 0.567 6.166........ 3.50 2,098 15 900 0.567 5.641 3.20 2,879 21.91 1314 0.567 5.047 2.86 3,762 30 1800 0.567 4.493 2.55 4,586 40 2400 0.567 3.956 2.24 5,384 50 3000 0.567 3.534 2.00 6,012 60 3600 0,567 3.193 1.81 6,518 90 5400 0.567 2.477 1.40 7,584 120 7200 0.567 2.023 1.15 8,259 180 10800 0.567 1.480 0.84 9,066 6. Drainage Weil Design Discharge Rate: Based on well discharge rate of: No. DW-1 raposed, Inlet Grate Elev. (NGVD) DW-2 9.80 9.80 'Oct. Water. `Table elev.', (NGVD) 2.00 2.00 **Headloss in. well due to Higher SG of - Salt Water () 2.20 2.20 GPM/ft. Head 1-iead Acting on Well, (ft.) 5.60 5.60 Well Discharge Rate (CFS) 'Well. Discharge+ Rate (GFS), 4.99 4.99 9.98 *Based on average existing perimeter grade elevation. **Assuming 100-foot casing length and headloss of 0.022 feet per foot of casing. Well Slrttetuie Dimensio "4. 6 Well Sfriicture Storage Volume (CF) Total Storage (CF) 145.6 145.6 291.20 • • • 7. Detention Time: 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. _ Vdi = Detention Volume Per Well (CF) = W�..Width of Well Structure (ft.) _ L = Length of Well Structure (ft.) = 2.86 CPS 257.57 CF 128.79 CF 4.0 ft.----.... 6.5 ft. 1-1,„„. is the minimum depth required from the top of well casing to the floor of the well box to achieve 90 second detention time: Hm;,,. (ft.) = Vda / (W x L) = 5.00 ft. 8. Excess storm water runoff excluding well structure storage: (Min,) 8 10 15 21.91 30 40 50 60 90 120 180 (Sec-) Discharge Kate (CFS); Accuinula Well Discharge' Volume (CF) Accumula Storm Runoff (CF) Total Overflow Volume (CF) 480 600 900 1,314.35 1800 2400 3000 3600 5400 7200 10800 9.98 9.98 9.98 9.98 9.98 9.98 9.98 9.98 9.98 9.98 9.98 4,791 5,989 8,984 13,120 17,968 23,957 29,947 35,936 53,904 71,872 107,807 1,743 2,098 2,879 3,762 4,586 5,384 6,012 6,518 7,584 8,259 9,066 -3,048 -3,892 -6,105 -9,358 -13,382 - 18,573 -23,935 - 29,417 -46,320 -63,613 -98,742 9. Excess storm water runoff including well structure storage: (Min.) 8 10 15 21.91 30 40 50 60 90 120 180 (Sec) Accumulated>. Storrti R unOff; torage in 1 Structure (CF) Accumulated Discharge Volume„ ;. (CF) Total Overflow .Volume (CF) 480 600 900 1,314.35 1800 2400 3000 3600 5400 7200 10800 1,743 2,098 2,879 3,762 4,586 5,384 6,012 6,518 7,584 8,259 9,066 291 291 291 291 291 291 291 291 291 291 291 4,791 5,989 8,984 13,120 17,968 23,957 29,947 35,936 53,904 71,872 107,807 -3,339.50 -4,182.71 -6,396.45 -9,649.67 -13,673.36 -18,864.51 -24,226.01 -29,708.58 -46,611.06 -63,904.04 -99,033.05 Safety Factor 3.49 Safety Factor l 3.78 • • 1101 Brickell Ave Site Utility Study Attachment C Existing Utility Records E-/ 1 • ; 4 • 3 ,1 0 ; ' ; ; . . : $;•••-:•• ; --; ;16803 P 7 83 ; (447 1 • . • ,--",— 2.2 12' 281 ;;• ;;;;;;',; •-•'; •;;1 1112 „e• 66,• , ;•;, (3.83 if 7441 -""" •1111 1%; ;, 2 / ;••••,;1•-•,:;„:"., • ;;;;;;11 ..;::::,; -;;;;••••••••••,:,;.... 11612 ;11 595 ••••• .r-s. 4 3 `; 00 5:146 ; • 1 tke. ;L:776A 274 2771 " • L., : 0.— • " ::':'r"--34a'iS'c4Er 26:1 t" < 4104 206 16.171 21 11671 • 22 ,) ;;\ 1441 ;;; •,•';:;;'" " :,;;;1 •• •• _.• f 11 6 ler , • ,.. 11647 / • LI. 122.3 • 22; 1224 7.26 ,T"4-18/. • 242 ,••-:1Z,„" - ••• 4, ;•••• . ;\;iti4is, l';;f4111;6,11; 265 64;2612'1 . 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I. tm�:..,,,....�-.r-(82iA , a AI- I a 5 • E;;- e4n 9125 \ ' 849 22 '�- 1_. • 12 uwr +i 1• i; ow^ 0-a NE NI TER 07 PP..4L91t15€7L3�roNE 20 Hi4 1197 2 ,_ ( 050 1e9 1 4 Y 12' • • o • 1101 Brickell Ave Site Utility Study Attachment D Pump Station Monthly Information uaet: rseurnat Pump Station: 38-DO*22 Alias Peg.= M AM%IIPDE WATER S WUR OEPMTMEM A"esz: ttgs8I9CA1N>w$:'1ii Section-Townshipfi�gz • d2 Geneaat #T Teiaeeby Typy, Sp i A _-~ H.P.: Ste 6 toss C.apanty(9Pd( 57,600A00 StatiunReducticnf Humber d Pumps: 5 Yeady NAPOT (inaj: 2.89 Reaftuw(9pdz 2,3Z5213 P.nitiePet, 4.53xs Z Cap: 45 Nmaturiwain effect MEC Tfif71T�;:"; ae.meat 4M 44-T Y St. Net CaPCertdl91.0 (6:a Ste Net tepacilYf 4 34.550.100 Indcatedflnwa{gpd( 4.1.61 g10 Date: No.HAPOT AroDady_ Ado FIg # Pump: Comments: �� • •