The URL can be used to link to this page

Home My WebLink AboutIII.3. Site Utility Study■ July, 2007 17th ST. BISCAYNE BLVD, MAJOR USE SPECIAL PERMIT SITE UTILITY STUDY PREPARED FOR Midgard Management Inc. Kimley-Horn ® and Associates, Inc. July, 2007 17" ST. BISCAYNE BLVD. MAJOR USE SPECIAL PERMIT SITE UTILITY STUDY PREPARED FOR Midgard Management Inc. Site Utility Study Introduction 17`h ST. and Biscayne Blvd is a proposed (2) two tower (tower (1) of 55 stories and tower (2) of 49 stories) mixed use development to be located west of Biscayne Boulevard, between NE 171" Street and NE 17th Terrace and east of NE 2nd Avenue in the City of Miami, Miami Dade County, Florida (see site location map). The proposed development will be situated on a 2.37 + acre site and shall consist of 613 residential units and 289 hotel units. There shall be a total of 1,418 parking spaces to adequately serve all areas within the proposed development. Table 1 Project Summary 17" ST. AND BISCAYNE BLVD. Site Utility Study Page 2 F1o6r Area Occancy Rp Units . (SF) Parking (Gross) 1,418 Residential Units 613 Hotel Units 289 Retail _________ 149,086 17" ST. AND BISCAYNE BLVD. Site Utility Study Page 2 J (IVt LLIVU I Z N (� NE:22ND ST zNE ST NE 22ND ST NE 21 ST ST NE 20TH TE JE 20TH ST NE 19TH TE NEI 21ST ST o 0 NE 20TH ST Cf) NE 19TH ST NE 19TH ST 0 m o = N W 18TH ST z JE 17TH TE U Q 17TH TE Un �Ty T � J U n NE 17TH ST Q' CT L ATION z z NE 16TH ST z NE 16TH ST = cn Q U � Q U� NE 1 TE m NE 15TH ST 15 H ST w w 14TH TE z z f - U NE 14 H ST NE 14TH ST C) NE 13 H TE 13TH TE < E13HST 395 co w NE 13TH ST Iftey-Horn and Associates, Inc. 1691 Michigan Avenue Suite 400 Miami Beach, Florida 33139 Phone: 305-673-2025 Fax: 305-673-4882 17th ST. AND BISCAYNE BLVD SITE LOCATION MAP Drainage Existing Drainage System Based on site observations and available information, there is an existing drainage system serving the property. The existing system will be demolished and 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, and 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 six (6) drainage wells will provide sufficient capacity to dispose of the 5 -year 24-hour design storm water runoff generated by the proposed development. Preliminary drainage computations for the project areas are provided in Attachment `B" The final drainage design for the proj cot 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: 1. The subject property is located in PANEL 183 of 625 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 the following Flood Zones: (1) Flood Zone AE and has a base flood elevation 9.0 (See Attachment A.) (2) Flood Zone X (See Attachment A.) 17" ST. AND BISCAYNE BLVD. Site Utility Study Page 4 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 (IVIDWASD) in the vicinity of the project are shown in the Table 2 below. Table 2 Existing Water Mains Location Between Water Main(s) Biscayne Blvd NE 17th Street and NE 17t1' Terrace 16" NE 2"d Avenue NE 17"' Street and NE 17t1' Terrace 6" and 20" NE 17`h Street Biscayne Blvd and NE 2"d Avenue 6" and 12" (Half of 17th Street). NE 17th Terrace Biscayne Blvd and NE 2nd Avenue 2" 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, the City of Miami Fire Department may request additional fire hydrants be placed in the vicinity of the subject project. However, a final determination of the points of connection and requirements will not be provided by 17th ST. AND BISCAYNE BLVD. Site Utility Study Page 5 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) Biscayne Blvd NE 17th Street and NE 17th Terrace 10" and 8" (Gravity) NE 2"d Avenue NE 17th Street and NE 17t1' Terrace 16" FM Sludge Line and 8" (Gravity) NE 17th Street Biscayne Blvd and NE 2" d Avenue 8" (Gravity) NE 17th Terrace Biscayne Blvd and NE 2" d Avenue 8" (Gravity) The existing gravity sanitary sewer main along the frontage of the property may have sufficient capacity to accommodate the proposed development. 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 and DERM may require upgrades to the existing sanitary sewer system, but this can not be determined without a request for a Water and Sewer Agreement. MDWASD Pump Station #30-0002 at 925 Biscayne Blvd receives the flows from these mains. As of 7/02/07, this pump station is operating at an average yearly NAPOT of 3.78 hours which is 37.8% of its design capacity. The pump station projected NAPOT is 5.98 hours, which is 59.8% of its design capacity. Therefore, anew sanitary sewer pump station or _ 17th ST. AND BISCAYNE BLVD. Site Utility Study Page 6 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 Total Average Dally Flow Qccn anc Quante -ITsa e rate, Apartment residence 613 units 200 GPD/unit 122,600 GPD Hotel Units 289 units 100 GPD/SF 28,900 GPD Retail 149,086 5/100 GPD/SF 7,455 GPD Total Anticipated Flow 158,955 GPD 17" ST. AND BISCAYNE BLVD. 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 :.Type of "; Total Solid Waste 'lJccu .aic uantit Q" sa , , : _ U'e rate , . Generat ed ons/Da . Apartment residence 613 units 5 lbs/unit/day 1.53 Hotel units 289 units 4 lbs/unit/day 0.58 Retail 149,086 SF 7.47 lbs/100 SF/day 5.57 Total Anticipated Solid Waste Generated 7.68 17`' ST. AND BISCAYNE BLVD. Site Utility Study Page 8 Attachment A Maps Page 9 Z O S Kimley-Horn and Associates, Inc. 1691 Michigan Avenue, Suite 400 Miami Beach, Florida 33139 Phone: 305-673-2025 Fax: 305-673-4882 17th ST. AND BISCAYNE BLVD F.I.R.M. FLOOD INSURANCE RATE MAP —4, 4�« 1, ! I� Ne Mitt ST� l APPROXIMATE SCALE City U f - T+ 500 scc rr- 535 ' 13TH Si c` Ml ZONE 120650 x 4 _ F , Z114y -- A P NATIONAL A 4?JU1Nk R R Jr Nr 1714 FE 3 ,�... k I' TION SIM I I FLOOD INSURANCE RATE •;IAP i fL _ z ! DADE COUNT ry, 1 ZONE AE 1. 1RIDI: I ` IN AN Y p 4tC ORATED AREAS s = 1 l 101 i - PANEL 183 O 625 .... TE ZONE AE ht 1STH _ ILL x COITUS: . - ..: . -.".. E"., <_ , x :: - - :. .,._ '' t -,_ {ytlk•AAfY t- xn}t pdtaL 5F{11 _ tH St. ._.. _ : E I Y,Y: 'b iy' n7 • •.'. ,19TH TE.:.: _ - ` 36 4hr z ..... ,:' NC 3RTH ST .a. ♦ . x. I:[ U : _:d+ - _ _ o ij- F 4 ... r ..... .,., NE 13TH lE - 13tH TE ;_ _ . •• MAP NUMBER ,.,. ..._ NE - - �! � • t i -- i 4'1P REVISED: , 1 IR4 i ! I j s {,A r •' ZONE AE; "(EL it) rt. r i � Feaernn.mrryr T �?�n A�rt;r.t ,a fir r _ � t,in TE 4 - � 'IT+:s Is an ohieml cepy o? a portion o(tha ar ova retarencad Good map. it NE tS{N TL , Meapadae4 not ! eCt the Waa9 extracted UAi�1T� iT tln LeinInformation ;{SH SE �. mis ^9Cs h or ameadmonts wh ch may Rave boon made subsequanf Ra ihtr data ant a titl d k F tfi 11 t product i M at n about National Flood I surance NH .............:. .. ..P., < > . _, , , _ ;::� Program Aood maim check Tho FEMA Floud MapStora at wmv.mso,foma.gov Kimley-Horn and Associates, Inc. 1691 Michigan Avenue, Suite 400 Miami Beach, Florida 33139 Phone: 305-673-2025 Fax: 305-673-4882 17th ST. AND BISCAYNE BLVD F.I.R.M. FLOOD INSURANCE RATE MAP n.� f£' «t e } .....� {,�ra3,-;=r ,k'tX5Db3;ur�si,�.1.... ......� .5 _ . ,,.,.a'.::ao-zr •:.<.r«...� P �yr1'. rd,r s C ; �, �r` "�� `��'� . � s r? s! tR t } ' 1fnr s 54 } t Irtitff T7 F } f L 7{ . } S 19 it 53 �r rr t .ris,ridrw w lfd�6�wze 1 �•asrrrsr rxs,� ;,� F.. m z4 Ri SITU P .St — # s 4 „JJ 6.5 11, C e� « ' eu &d4i4ii s V « d tt,`ynm CM 1691 Michigan Avenue —®suite 400 17th ST Miami Beach, Florida 33139 .AND BISCAYNE BLVD. Kimley-Horn and Associates, Inc. Phone: 305-673-2025 Fix' ins—R73-48R7 FLOOD CRITERIA MAP {O tea'' ` }�}f}$� rrax r 4t ILP 4 144 (3; 174 - 7 i ? ECT , I i��F4� " cit: L X; V 4, f 540Z G7 to tv Ea nil y 'L e-........._........ _-,c>,>..._--.....�>.�,.,,,, C 59-# v' PAL rww { ..A [ ... i eA r• !. o i [j13 a .�* r(ab 94t4 4 126?" ". xa3 T1# i _ t 2�MM%A i�KRi?i NOTES: I. CONTOUR INTERVAL 1.0 FOOT: I ; r '" o (Except at Inde tad) 1691 Michigan Ave ❑ — ❑ Suite 400 Miami Beach, Florida 33139 Kimley-Horn and Associates, Aw Phone: 305-673-2025 Fax: 305-673-4882 17th ST. AND BISCAYNE BLVD. AVERAGE OCTOBER GROUND WATER LEVEL 1960-75 Attachment B Preliminary Drainage Well Calculations Page 10 17th ST. AND BISCAYNE BLVD. City of Miami, Florida 'IRAINAGE CALCtTLATIONS. DRAINAGE N'ELL� (MASS DIAGRAM DER1lM CRITERIA) 1. Site Data: A. Average October Water Table Elevation = -2:00 " NGVD B. County Flood Criteria Elevation = SD`'NGVD C. F.I.R.M. or FEMA Base Flood Elevation = 9 Zone AE D. Average Crown Road Elevation = 5:75 ,"NNGVD E. Average Existing Onsite Grade Elevation = °5.75. 'NGVD F. Proposed drainage inlet grate elevation = 5.00 NGVD 2. Total Contributing Drainage Area (A): 2.37 Acres A. Impervious Areas: a) Asphalt and concrete pavement = 0.43 Acres b) Roof areas + 1/3 NE building corner = 2.95 Acres Total Impervious Area (A1) = B. Pervious areas: a) Green Areas = 3. Weighted Runoff Coefficient (C): 3.38 Acres (143%) 012Acres (5%) Runoff Coefficient Impervious (Cl) = 0:90' Runoff Coefficient Pervious (C2) = 0.30' C = [(A1 x Cl) + (A2 x C2)] / A; C — 1.30 C x A= Total Contributing Area; C x A= 3.08 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-"") + t (0.5895 + F-21)] Fre q Y F uenc 5 ;years - Frequency Curve _ _..5 Q = CIA, V = Qt; V(I in.) = Qt(I In.)) t(1 in.) = Time to generate 1 inch of runoff V(1 in.) = CIAt(1 in.) l" x A = CIAt(1 in.) ;Solving for t(I in.), t(I in.) = 1" /(IC) Time to Generate one inch of run-off t(m) = 7.09 Min. Time to reach the inlet (tc.) 10 00 . Min. Total Time required to generate 1 in of runoff: = 17.09 Min. DRAINAGE CALCS_SMA.xIs BASIN 5. Cumulative Runoff (Inflow Mass Diagram) 6. Drainage Well Design Discharge Rate: Based on well discharge rate of 60 GPWft. Head Headloss due Accumulated Lowest.hilet Storm to HigherSG Time CxA, I Q "-Runoff (Min.) •. (Sec) , (acres) (inchles) (CFS) (CF) 8 480 3.077 6.405 19.71 9,460 10 600 3.077 6.166 18.97 11,385 15 900 3.077 5.641 17.36 15,623 17.09 1025 3.077 5.447 16.76 17,186 30 1800 3,077 4.493 13.83 24,887 40 2400 3,077 3.956 12.17 29,218 50 3000 3.077 3.534 10.88 32,625 60 3600 3.077 3.193 9.83 35,376 90 5400 3.077 2.477 7.62 41,158 120 7200 3.077 2.023 6.23 44,820 180 10800 3.077 1.480 4.56 49,199 6. Drainage Well Design Discharge Rate: Based on well discharge rate of 60 GPWft. Head 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) = 16.76 CFS Vd = Detention Volume (CF) = Qd x 90 sec. = 1508.62 CF Vdl = Detention Volume Per Well (CF) = 251.44 CF W = Width of Well Structure (ft.) = 8.0 ft. L = Length of Well Structure (ft.) = 10.0 ft. H;,,, is the minimum depth required from the top of well casing to the floor of the well box to achieve 90 second detention time: Hmio. (ft.) = Vd] / (W x L) = 3.20 ft. Top of Well Casing Elev. = 8.00 Elevation at Floor of Well Box (NGVD) = Top of Well Casing Elev. - Hi,,. = 4.80 Headloss due Lowest.hilet Oct. Water to HigherSG Well Structure Well Ri4i Elev'. Table elev. of Salt Water Head: Acting ' Well Discharge 1 Well Structure Dimensions Storage Volume Flo.;; (NGVD) (NGVD) ;;;(ft.) ori Well (fr.) Rate (CFS) , -Width (ft:), Length (ft.) (CF) DW -1 10.00 2.00 2.00 6.00 8.02 480 DW -2 1 10.00 2.00 2.00 6.00 8.02 80 10.0: :. 480 DW -3 10.00 2.00 2.00 6.00 8.02 80, ", :1,0.0: 480 DW -4 8.00 2.00 2.00 4.00 5.35 320 DW -5 8.00 2.00 2.00 4.00 5.35 320 DW -6 8.00 2.00 2.00 4.00 5.35 A0.0 320 Well Discharge Rate (CFS) 40.11 Total Storage (CF) 2400.00 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) = 16.76 CFS Vd = Detention Volume (CF) = Qd x 90 sec. = 1508.62 CF Vdl = Detention Volume Per Well (CF) = 251.44 CF W = Width of Well Structure (ft.) = 8.0 ft. L = Length of Well Structure (ft.) = 10.0 ft. H;,,, is the minimum depth required from the top of well casing to the floor of the well box to achieve 90 second detention time: Hmio. (ft.) = Vd] / (W x L) = 3.20 ft. Top of Well Casing Elev. = 8.00 Elevation at Floor of Well Box (NGVD) = Top of Well Casing Elev. - Hi,,. = 4.80 8. Excess storm water runoff excluding well structure storage: 9. Excess storm water runoff including well structure storage: Accumulated Accumulated Well Well well, "Discharge Discharge; Accumulated Total Overflow' Time Rate' Volume Storm Runoff Volume (Min.) (Sec.) (CFS). (CF) (CF) (CF)'" 8 480 40.11 19,251 9,460 -9,791 10 600 40.11 24,064 11,385 -12,679 15 900 40.11 36,096 15,623 -20,474 17.09 1,025.28 40.11 41,121 17,186 -23,935 30 1800 40.11 72,193 24,887 -47,306 40 2400 40.11 96,257 29,218 -67,038 50 3000 40.11 120,321 32,625 -87,695 60 3600 40.11 144,385 35,376 -109,009 90 5400 40.11 216,578 41,158 -175,420 120 7200 40.11 288,770 44,820 -243,950 180 10800 40.11 433,155 49,199 -383,956 9. Excess storm water runoff including well structure storage: Safety Factor F2.39% Safety Factor= Accumulated well, Accumulated Storage in 1. Discharge TotaLOverflow Trm0" Storm Runoff Well Structure Volume Volume (Sec:) 8 480 9,460 2,400 19,251 -12,191.30 10 600 11,385 2,400 24,064 -15,079.46 15 900 15,623 2,400 36,096 -22,873.58 17.09 1,025.28 17,186 2,400 41,121 -26,334.61 30 1800 24,887 2,400 72,193 -49,705.70 40 2400 29,218 2,400 96,257 -69,438.30 50 3000 32,625 2,400 120,321 -90,095.37 60 3600 35,376 2,400 144,385 -111,409.49 90 5400 41,158 2,400 216,578 -177,819.95 120 7200 44,820 2,400 288,770 -246,349.56 180 10800 49,199 2,400 433,155 -386,356.02 Safety Factor F2.39% Safety Factor= Attachment C Existing Utility Records 3023 ).-A 1 C4 92. 215 330 210 ! I aljj,t 47 13020 27 25 2630 j (27: , le ..12e0 11 730 2731 i ) 177 17_9A 202 214 212 214 211 206 207 M 213yr, 210 -T,/ Sa 1 13744 • 21944 7 J 230 930 -AV31 _(3743'j 23a� 234 233 226/ 3742 I ( V r—ai-3 0 223 %M I �.l �R -i't — I )a d (I iinct F13 —41 LEGEND GraftUna EaMentune Bkm*s SecOoll Boundary Caft 1-j I Privalefteruilitf Ivert Municipal Boundary eA IARe-Use Une Naa, FUWICnW Une. I IMFMC Main Emeraency Over0aw Skidge: Une Gravity intercepter Ougall Une Marker Symbols T -ent Plant Connedon We reatTo Reducer Flow Meter 4146 I HE 20. -TER 4146 ILI ME 17 ST "0 187 640 CO �28 2 -- W17) F4,' j 187- 0 648 ME is ST I j Wa[er and i(clwer Depa 1 -I'm e[d, WAT1,',R Mk.ts — F13 'M 1, il LEGEND water Main ftaw Water man II'dVatWOOteruf1w Sludge: tine M Vlvt calcium C*bwala we casing MunidfW BoundW BloCkS Twsmizion Main Low Prmure Mafn Culvert % V / Section Boundary Marker Symbols now mew Sludge Lagoon Iii C: ,1 1 Treatment Plant Connedon No* Attachment D Pump Station Monthly Information Sanitary Sewer Pump Stations Database Pump Station Monthly Information Pump Station: 30 - 0002 UNINCORPORATED DADE GOUNIN 925 BISCAYNE BLVD Moratorium: OK OK Moratorium in effect since: 1/27/2007 Section -Township - Range: 31 53] 42] -F -F Generator: FYI Telemetry: FYI ET Clock: Eyl Type:. Class: Fml Speed: Fv I H.P.: 1-11 Peak Factor (last 7 entries): 2.40 Number of Pumps: 5 Yearly NAPOT (hrs): 178 2;40 'TRANSFER 01/27/2007 Reserved Flow (gpd): 3;166,202 Projected Napot (hrs): 5.98 Used Capacity (%): 59.80 Station Gross Capacity (gpd): 57,600,000 Station Reduction Factor: 0.60 Station Net Cap Certified (gpd): 0 Station Net Capacity (gpd): 34,560,000 Indicated Flow (gpd): 5,443,200 Gc�,—,erated: 7/2/2007 - 08:34 AM Page 1 of 1 14.72 2 5 13ROD..§R 12/2112006: 10N/2.006. 4,17 16!67 Y 5 BRQD,8k 11/22!2006: . . ....... ... .61.2 17 2QQ& C20 16;*80 Y 5 BRODSR .1012012006. 8 . 28/2006 3.761 15.04 Y 5 BRODSR 026/2066 7128120.06 3.72 14;89 Y 5 CORRECTED ENTRY RN 9/2.7/06 NEWAR 08/22/2.006 Gc�,—,erated: 7/2/2007 - 08:34 AM Page 1 of 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 July 2, 2007. New issues may arise during runfodevelopment because of changes in governmental rules and policy, changed circumstances, o.- unforeseen reseen 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