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HomeMy WebLinkAboutTab 3 - Site Utility StudyONE BAYFRONT PLAZA MAJOR USE SPECIAL PERMIT SITE UTILITY STUDY Prepared By: Kimley-Horn and Associates, Inc. 1691 Michigan Avenue, Suite 400 Miami Beach, FL 33139 March, 2007 ■ One Bayfront Plaza MAJOR USE SPECIAL PERMIT SITE UTILITY STUDY PREPARED FOR Florida East Coast Reality, Inc. One Bayfront Plaza Site Utility Study Kimley-Horn and Associates, Inc. March, 2007 One Bayfront Plaza MAJOR USE SPECIAL PERMIT SITE UTILITY STUDY PREPARED FOR Florida East Coast Reality, Inc. One Bayfront Plaza Site Utility Study Site Utility Study Introduction One Bayfront Plaza is a proposed 70-story mixed use development to be located on a 2.25 acre site between SE 1S` Street and SE 2nd Street to the north and south respectively and Biscayne Blvd and NE 3rd Avenue along the east and west sides in the City of Miami, Florida (See Site Location Map -Fig 1). The One Bayfront Plaza project shall consist of a total of 850 hotel units, 112,000 SF of retail, 2,125 ,000 SF of office and parking facilities totaling 2,580 spaces from the 4th to 13th floors. Table 1 Project Summary Occupancy Units Floor Area (SF) Retail ------- 112,000 Office 2,125,000 Parking (Gross) 2,580 Hotel Units 850 One Bayfront Plaza Site Utility Study Page 2 Figure 1: Site Location Map One Bayfront Plaza Site Utility Study PROJECT LOCATION Page 3 I. Drainage Existing Drainage System Based on site observations and available information, there is an existing drainage system serving existing residential building, located at the project site. A new storm water management system will be constructed to retain the runoff generated by the proposed improvements, as required by code (see below). Proposed Drainage System The drainage system for the proposed development will consist of drainage wells and exfiltration trench, for water quality purposes, 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) drainage wells will provide sufficient capacity to dispose of the design 5-year 24-hour storm water runoff generated by the proposed development on the west side of Biscayne Blvd. Preliminary drainage computations for the project areas are provided in Attachment "A" Preliminary Drainage Well Calculations, which includes the basis for design. The fmal 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), and other local, state and federal regulatory agencies having jurisdiction over the project. 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: One Bayfront Plaza Site Utility Study Page 4 1. The subject property is located in PANEL 191 of 625 of COMMUNITY -PANEL NUMBER 12025C0191J of the Flood Insurance Rate Map (FIRM). According to the National Flood Insurance Program, the property is located within the following Flood Zones: (1) Flood Zone AE and has a base flood elevation 9.0 (See Attachment A.) (2) Flood Zone AE and has a base flood elevation 11.0 (See Attachment A.) (3) Flood Zone X (See Attachment A.) 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 storm water management calculations (Source: Miami -Dade County Public Works Manual, Volume II - Design Standard Detail WC 2-2). 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 2 below. Table 2 Existing Water Mains Location Between Water Main(s) SE 1st ST Biscayne Blvd and NE 3rd Ave 12" SE 2nd ST Biscayne Blvd and NE 3'd Ave 12" NE 3rd Ave SE 1st ST and SE 2"d ST 12" Biscayne Blvd SE lst ST and SE 2"d ST 12 One Bayfront Plaza Site Utility Study Page 5 In accordance with Miami -Dade Water and Sewer Department (MDWASD) criteria, a 12-inch water main is required along the frontage of all commercial developments. In addition, MDWASD may request additional fire hydrants be 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 Water and Sewer Agreement is requested by the owner. Water service meters would need to be purchased by the owner and installed by MDWASD officials. See Attachment "C" for a copy of the MDWASD water atlas sheet for the project area. III. Sanitary Sewer Collection System Table 3 depicts the sanitary sewer mains owned and operated by the Miami -Dade Water and Sewer Department within the vicinity of the project. Table 3 Existing Sanitary Sewer Mains Location Between Sanitary Sewer Line(s) SE 2nd ST Biscayne Blvd and NE 3rd Ave 36" Interceptor Biscayne Blvd E Flagler St and SE 1st ST. 10" The existing 10-inch gravity sanitary sewer main along Biscayne Blvd may have sufficient capacity to accommodate the proposed development. However, this cannot be verified until a downstream analysis of the existing 10-inch gravity line is completed. 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 existing sanitary sewer system, but this can not be determined without a request for a Water and Sewer Agreement. One Bayfront Plaza Site Utility Study Page 6 t'4 WASI) Pump Station i 30-0001 at 390 NW 4 rive receives the 110Ws 'f10111 these mains. As of 11 /02/06, this pump station is O tiiig a an av ragcy rly N Al'O'1'-of 4.91 hours which is 49% o of its design capacity? , Therefore, a new sanitary sewer pump station or upgrades to said pump station may not be required for the proposed development. A final determination 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. Please refer to Attachment "D" for Pump Station Monthly Information. Table 4 Water & Sewer Flow Generation Type of Occupancy Quantity Usage rate Total Average Daily Flow (GPJ)) Hotel 850 units 100 GPD/Room 85,000 Office 2,125,000 SF 10/100 GPD/S.F 212,500 Retail 112,000 SF 5/100 GPD/S.F 5,600 Total Anticipated Flow 303,100 One Bayfront Plaza Site Utility Study Page 7 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 5. Table 5 Solid Waste Generation Ty e o� rvuOccu ante til?=. y ,� uantity '- �... �.. � a � , . YJsage, rate �, � � �C'Qta�d Waste , �enerated {`1'on��aY) Hotel 850 units 6 lbs/unit/day 2.55 Office (High rise) 2,125,000 SF 2 lbs/1000 S.F/day 2.13 Retail 112,000 SF 7.5 lbs/1000S.F/day 0.42 Total Anticipated Solid Waste Generated 5.10 One Bayfront Plaza Site Utility Study Page 8 Attachment A Maps One Bayfront Plaza Site Utility Study Page 9 5TH ST 4 H ST 3RD ST 0 0 0 a 0 T 0 CD m O 0 c 0 0 7 N T J SE w z NE 2ND ST NE 1ST ST FLAGLER ST 1 ST ST 0 V) n 21 CO W SE 3RD ST BISCAY E BDW PROJECT LOCATION 0 II. filey-Horn and Associates, Inc. ASSLOntIA 1691 Michigan Avenue, Suite 400 Miami Beach, Florida 33139 Phone: 305-673-2025 Fax: 305-673-4882 ONE BAYFRONT PLAZA LOCATION MAP 0 U M N n a0 0 w c O a 0 ► Imley-Horn and Associates, Inc. T 1691 Michigan Avenue Suite 400 Miami Beach, Florida 33139 Phone: 305-673-2025 Fax: 305-673-4882 ONE BAYFRONT PLAZA FLOOD CRITERIA MAP 01 War 0 • R /r NOTES: r, CONTOUR INTERVAL 10.R OT. (Exelpt ax indcat$dy 2..4TUM IS MEAN SEA LEVEL. b- w kt JECT E' 1E END: a c 0 1691 Michigan Ave Suite 400 Miami Beach, Florida 33139 L._Aley-Hom and Associates, Phone: 305-673-2025 Fax 305-673-4882 ONE BAYFRONT PLAZA AVERAGE OCTOBER GROUND WATER LEVEL 1960-75 73 S 3p053 ; _ _°• N. APPROXIMATE SCALE r,c Z,m SL i - —'-- 500 0 500 FEET ' - F—T H H I . I ECT ii�EAE g l5/ ST eApj a., , , K ® _. �. J - - NATIONAL FLOOD INSURANCE PROGRAM v __ ___ _ LI LJ_ _ V/FLCYi•i II 81, = _ FIRM 2 ONE" _ I , , ELooD INSUW 10E RniE MAP . - ���®� DADB COUNTY, N FLORIDA ��r�z 9iP"7 � _ a ��r6-�w A TED AND INCORPORATED AREAS St allo sl �� '• =ENE �E iu a. PANEL 151 CIF 625 ------ ZONE X »-SL• .11Iri fONILNS 1penytt NhBFA F4F1 I¢{R. - MAP NUMBER 12025C-019IJ MAP REVISED sm \ <til s — — MARCH 2, 1994 9' = � sE tlZit' = __ _ - BEST AVAILABLE COPY AT THIS TIME - __� - _ _ .- MI. 1. M!GS an copyoft partial of Me &bow aafcrmoad /cad ma k -� -- _ . was extracted ualnp F-MITorvuae ibM maps not 'elect changes '— — -- rimymade _— -� ttt b to Fllood Tn ��` k. For the Wesel ptttdMuct t* abwd Naatlonall FImwettrnce Program taxi maps check the FEMA Hood Map Store atwx.'.maohma.ot. . ;� yL — � =T _ 1691 Michigan Avenue, Suite 400 Miami Beach, Florida 33139 ..ley -Horn and Associates, Inc. Phone: 305-673-2025 ©axe oanvoo am mamma R Fax: 305-673-4882 W ONE BAYFRONT PLAZA F.I.R.M. FLOOD INSURANCE RATE MAP Attachment B Preliminary Drainage Well Calculations One Bayfront Plaza Site Utility Study Page 10 One Bayfront Plaza City of Miami, Florida 1. Site Data: A. Control Water Table Elevation = NGVD (Mean High Tide elev. per MLW Bay Datum) B. County Flood Criteria Elevation = '. :00"NGVD (County Flood Criteria Map, see Appendix A) C. F.I.R.M. Base Flood Elevation = ij.0OiNGVD Zone X (Map No.12025C01871- Appendix A) D. Average Road Crown Elevation = /P •NGVD E. Average Existing Onsite Grade Elevation = 0 NGVD F. Prop. Lowest Drainage Inlet Elevation = 1 .0(I NGVD 2. Total Site Area (A) = A. Impervious Areas: a) Asphalt and concrete pavement = b) Roof areas = Total Impervious Area (Al) = B. Pervious areas: a) Green Areas = Total Pervious Area (A2) = 3. Weighted Runoff Coefficient (C): Runoff Coefficient Impervious (C1) -- Runoff Coefficient Pervious (C2) = C = [(Al x C1) + (A2 x C2)] / A; C = 0.855 C x A = Total Contributing Area; C x A = 1.92 Acres 2.250 Acres (see Drainage Areas Map -Appendix B) Acres Acres 2.080 Acres (92%) tl` 1)4 Acres 0.170 Acres (8%) 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-1111) ± t (0.5895 + F-2/3)] Frequency (F) = years - Frequency Curve Q = CIA, V = Qt; V(1 in.) = Qt(1;to in) = Time to generate 1 inch of runoff V(I n) = CIAt(1 in.) 1"xA=CIAt(Im) ; Solving for to i„_), to in.) = 1" / (IC) Time to Generate one inch of run-off t(in) = 11.76 Min. Time to reach the inlet (tc.) = NM Min. Total Time required to generate 1 in of runoff: = 21.76 Min. H:\One Bayfront plaza Site Utility Study\06-18-06 WELLS -Ono Bayfront Plaza.xls BASIN 5. Cumulative Runoff (Inflow Mass Diagram) `(Sec) 8 10 15 21.76 30 40 50 60 90 120 180 480 600 900 1305 1800 2400 3000 3600 5400 7200 10800 1.923 1.923 1.923 1.923 1.923 1.923 1.923 1.923 1.923 1.923 1.923 6.405 6.166 5.641 5.059 4.493 3.956 3.534 3.193 2.477 2.023 1.480 12.32 11.86 10.85 9.73 8.64 7.61 6.80 6.14 4.76 3.89 2.85 5,912 7,115 9,763 12,700 15,553 18,260 20,389 22,108 25,721 28,010 30,746 6. Drainage Well Design Discharge Rate: Based on well discharge rate of: GPM/ft. Head tlr N �... � i' ��-sc t GVD)1 3M ) ., • � fa �' ''t? A xr c a '�At y y !;� i� � d'+. : L�}?:Fd :� +r, lGtl l i iin W 17 # i -L�.4.. (ft.� z �r�.,,, ��(Ni[[� t.. �.,. Y.. '� v�J e .. t e 5 A Q' <� �x --� & {i fta�t"TP �1 `S DW-1 11.00 2.00 2.2 6.80 6.06 0 t 876.8 DW-2 11.00 2.00 2.2 6.80. 6.06 t.' ` -.ea 876.8 DW-3 11.00 2.00 2.2 6.80 6.06 o m a 876.8 Well Discharge Rate (CFS) 18.18 Total Storage (CF) 2630.40 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. = Vd l = Detention Volume Per Well (CF) _ W = Width of Well Structure (ft.) = L Length of Well Structure (ft.) = 9.73 CFS 875.55 CF 875.55 CF 4.0 ft. 8.0 ft. Hm;p 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;o. (ft-) = Vdl / ( W x L) = 27.40 ft. Top of Well Casing Elev. = 6.50 ft. Elevation at Floor of Well Box (NGVD) = Top of Well Casing Elev. - Hm;p. = -20.90 HOOne Bayfiwl plaza Sae Utley Sl d/A6-1B-06 WELLS -One Bayf ont Plaza xis WELLS 8. Excess storm water runoff excluding well structure storage: lime: Well DItiC:hal'',t' R.oe (C l''). AccutnulateAl Wel: 1)i,ti,11, . Vi?luclo ,. (t'1;). A(c,l lulate:I Storm Runoff.' (CF) 1i tal the: i(1lk' Vohin (CF),, (IVfln•) `(Sec) , 8 480 18.18 8,727 5,912 -2,815 10 600 18.18 10,909 7,115 -3,794 15 900 18.18 16,363 9,763 -6,600 21.76 1,305.44 18.18 23,734 12,700 -11,035 30 1800 18.18 32,726 15,553 -17,173 40 2400 18.18 43,635 18,260 -25,375 50 3000 18.18 54,544 20,389 -34,155 60 3600 18.18 65,452 22,108 -43,345 90 5400 18.18 98,179 25,721 -72,458 120 7200 18.18 130,905 28,010 -102,895 180 10800 18.18 196,357 30,746 -165,611 9. Excess storm water runoff including well structure storage: 'lijnc ,. Accututll,itc( tItorttt Runi}ll (CI) tatatte1 \\'Ca.e II (C1') \ccu:rtlflaw \,'cll DrAll(Uj?e Volume ((I`) i ,11OAerOa:, Volume (CI') ). 8 480 5,912 2,630 8,727 -5,445.43 10 600 7,115 2,630 10,909 -6,424.38 15 900 9,763 2,630 16,363 -9,230.27 21.76 1,305.44 12,700 2,630 23,734 -13,665.14 30 1800 15,553 2,630 32,726 -19,803.84 40 2400 18,260 2,630 43,635 -28,005.60 50 3000 20,389 2,630 54,544 -36,785.09 60 3600 22,108 2,630 65,452 -45,975.21 90 5400 25,721 2,630 98,179 -75,087.96 120 7200 28,010 2,630 130,905 -105,525.05 180 10800 30,746 2,630 196,357 -168,241.07 Safety Factor 'Safety Factor 1.87% 2.36% HAOne Bayf,ont plaza She Utdly Studyd16.18-06 WELLS One nayrnx8 PLvaAs WELLS Attachment C Existing Utility Records One Bayfront Plaza Site Utility Study 9219 347 1 -HOP OVER \N,_ 6" 1 8 8„ ( 9 2 1 9 \\ 47 12" VER 1021 ll 1021 1 J\. 2 (9219 1 6 / HOP O cJ w 8" ' ! OP OVER r �\ 642 3 �. Cv cv 1 7 9219 \ 20 (, 398 1 NE 3 ST r—� = (9219(99 i 46 \ 45 1 NE2ST 12" 12" 2 ( 397 f57 \ 9219=\ 19: _/ 2713 .- 7 9053 9219 7 -+O J =a r Art 7878 L 39 0 z Well Tank Valve Reducer Plug Sludge l Treatme Access Continue Fire Hyd Fire Hyd Air Rele; 15' \ FLFR 42 2824 1 172 1 , SE\ST r 277 425 0 VE R � �. 6" { lid T is 1 SE 3 ST 449 2980 I 1 '437 \ 438 \ 2924!'�� 1 j 280 1- 440 480 447 462A 461) 2981 i 1 3003 2809 I 1 '45B \ �435 ti 518 �5 i J�! � JG PLAZA 4 442 q �r! i `. , ...� 1 n ry a—._I'KM. i2 ' — '-'y .HOP \ 3 /—�ti 2 t may` y� 12 (6 6 \6434 c3 1 i 2 \, \ 13 `-�i y 646S 1 2P05-521 MdT 1 .y, s 2 8 10 1 28107 Attachment D Pump Station Monthly Information One Bayfront Plaza Site Utility Study • 1 Kimley Horn was retained to perform a limited 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 due diligence, 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 March 20, 2007. 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. Major Use Special Permit Site Utility Study Royal Atlantic, Tract `A" Sportman Park, Section "A" City of Miami, Florida Page 13