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HomeMy WebLinkAboutSite Utility Study• • • March 2005 Platinum on the Bay MAJOR USE SPECIAL PERMIT SITE UTILITY STUDY PREPARED FOR Strategic Properties, Inc. 4300 Biscayne Boulevard Miami, Florida 33137 KHA Project No.: 044875000 Prepared by: KIMLEY-HORN AND ASSOCIATES, INC. 1691 Michigan Ave. Suite 400 MIAMI BEACH, FL 33139 Kimley-Horn and Associates, Inc. • Site Utility Study Introduction Platinum on the Bay is a proposed mixed -use development that is situated in the City of Miami, within Miami -Dade County, Florida (see Attachment "A" Site Location Map). The project is located on a "T" shaped lot bounded by NE 30th St. to the north, NE 29th St. to the south, bay frontage to the east, and just east of NE 4th Ave. to the west (approx. 2.66 acres). The proposed project will consist of a 51-story building that includes 304 residential units, a parking garage structure, and a residential liner of 16 studios and town homes. Presently, several multi -story residential buildings exist throughout the site. See Table 1, below for further details of the proposed project. Table 1: Project Summary • Residential (Apartments) 304 399,445 Residential (Townhouses) 16 10,640 Retail 1 4,500 Total 414,585 • I. Drainage Existing Drainage Based on site observations, there is an existing drainage system which currently serves the existing buildings and associated parking lots. Said drainage system will be removed and a new stoiinwater 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 possibly exfiltration trench, to facilitate on -site disposal of stotuut water runoff. The 5- year design storm event will be used to design the stoinnt 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 ten (10) 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 "B" Preliminary Drainage Well Calculations, which includes the basis for design. The final drainage design for the project will be in confou nance 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 (MDWASD) in the vicinity of the project are shown in the Table 2. Platinum on the Bay Site Utility Study Page 3 • Table 2: Existing Water Mains (Per MDWASD Water Atlas Sheet) NE 7t Ave. NE 30t St. & NE 29t Terr. 6" NE 29th Terr. NE 7t' Ave. & NE 4th Ave 2" NE 30th St. Bay frontage & NE 4th Ave. 12" Currently, there is a MDWASD approved permit listed under Platinum Condominiums (DW 2003-169, APP. 09/25/03, EJC. 10/10/03) for a project under construction by the same owner. The approved permit is to extend a new 12" watermian along NE 7th Ave and NE 29th Ter. adjacent to the proposed project_ In addition to the requirements listed by the permit, MDWASD may request the further extension of the proposed 12" water main along NE 29th Ter. to connect to the existing 8"water main located just before the intersection of NE 29th Ter. and NE 4a' Ave. A final determination of the points of connection and improvements 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 officials 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 officials at the owner's expense. See Attachment "C" for a copy of the MDWASD water atlas sheet for the project area. Platinum on the Bay Site Utility Study Page 4 • • III. Sanitary Sewer Collection System Table 3 depicts the sanitary sewer mains owned and operated by Miami -Dade Water and Sewer Department (MDWASD), within the vicinity of the project. NE 29th Ter. Table 3: Existing Sanitary Sewer Mains (Per MDWASD Sewer Atlas Sheet) Inside property boundaries to NE 4th Ave. 8" Gravity Main NE 29 St. Bay frontage to NE 4t Ave 8" Gravity Main NE 30t St. Intersection of NE 7th Ave to bay. 10" Gravity Main Similarly to the watermains mentioned in section II, MDWASD has approved pesiatits listed under Platinum Condominiums (DS 2003-602, APP. 09/25/03, EXC. 10/10/03). The approved permit had required the mentioned project to upgrade the gravity system by adding additional manholes on NE 29th Ter. to serve the proposed project. There is an existing gravity main along NE 29th Ter. which will be in conflict with proposed project_ MDWASD will require the main to be removed from MH# 211 to MH# 210. Coordination will be required to remove the existing sewer lines to the public right-of- way and a final determination of the points of connection and improvements will not be provided by MDWASD until a Water and Sewer Agreement is requested by the owner. The proposed an -site sanitary sewer system for the property can be connected to the existing main abutting the property; provided that the line has capacity to handle the 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 C). Platinum on the Bay Site Utility Study Page 5 • The flows from the existing MDWASD sanitary sewage mains on NE 29th Ter. and NE 7th Ave are received by MDWASD Regional Pump Station #2. As of January 2005, this pump station is operating under capacity as established by the USEPA, and is not under any type of moratorium (see Attachment "D" Pump Station Monthly Information). At this time, it 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 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 4. Table 4: Water & Sewer Flow Generation pph''yq. Y Lr[y. 1^ Y^"Yry,"� .,, ?"�, `�i'�.FTc^<„✓. F-w"�X.P .� jr' tan : ,f.l."fF'k7v+"✓Cif ."''�"...rG ," s g �- :,.7 y-:` `�� .,! c.,.2 v^' «v'"'."k""��^ J y �'--r'".�. '.tip• *✓ 'N j-{..�' '[E �y ,�PsY g F � 4. -- ": as " -=•"" - _ ..��-"-✓C.�;;rc"-,� c -: Apartment 304 units 200 gpd per unit 60,800gpd Townhouses 16 units 250gpd per unit 4,000 gpd Retail 4,500 unit 5 gpd per 100sf 225 gpd Total Anticipated Flow 65,025 gpd Platinum on the Bay Site Utility Study Page 6 • • • 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 Apartment/ Townhomes 320 units 5 lbs/unit/day Total Solid Waste Generated (Tons/Day} 0.8 Retail 4,500 sf 6 lbs/1000 sf/day 0.014 Total Anticipated Solid Waste Generated 0.814 Platinum on the Bay Site Utility Study Page 7 • • • Platinum on the Bay Site Utility Study Attachment A Site Location Map Page 8 • --I ST 37TH ST 111111111 mom NE E 35T -I S 34TH ST < .1111,1111 0 NE 27 NE 32N D ST NE 30T -I TE 30T NE 29TH NE 29T 28T --i TE ST E 26T -I T= ST 95 PROPOSED PROJECT Kimley-Horn and Associates, Inc. 1691 Michigan Avenue Suite 400 Miami Beach, Rohde 33139 Phone: 305- 673-- 2025 Fax: 305-673-4882 PLATINUM ON THE BAY SITE LOCATION MAP Kimsey -Horn and Associates, Inc. 1691 Michigan Ave Suite 400 Miami Beach, Florida 33139 Phone: 305— 673— 2025 Fax: 305— 673— 4882 PLATINUM ON THE BAY F.I.RA. FLOOD INSURANCE RATE MAP 11 Kimley-Horn and Associates, Inc. 1691 Michigan Avenue Suite 400 Miami Beach, Florida 33139 Phone: 305-673-2025 Fax: 305— 673— 4882 PLATINUM ON THE BAY FLOOD CRITERIA MAP III am ow Kimsey -Horn and Associates, rQ, 1691 Michigan Ave Suite 400 Miami Beach, Florida 33139 Phone: 305-673-2025 Fax: 305-673-4882 PLATINUM ON THE BAY AVERAGE OCTOBER GROUND WATER LEVEL 1960-75 • Attachment B Preliminary Drainage Well Calculations Platinum on the Bay Site Utility Study Page 9 • • Platinum on the Bay City of Miami, Florida DRAINAGE CALCULATIONS. DRAINAGE WELLS (MASS DIAGRAM DERM CRITERIA) 1. Site Data: A. Average October Water Table Elevation = 2.00 ; NGVD B. County Flood Criteria Elevation = 5.00 NGVD (County Flood Criteria Map, see Appendix A) C. F.I.R.M. or 1 MA Base Flood Elevation = 11.00 Zone VE (Map No. 12025C0 83J see: Appendix A) D. Average Crown Road Elevation = 5.35 NGVD E. Average Existing Onsite Grade Elevation = :4 65 NGVD F. Proposed drainage inlet grate elevation = 5.00 NGVD 2. Total Contributing Drainage Area (A): A. Impervious Areas: a) Asphalt and concrete pavement = b) Roof areas + 1/3 NE building corner = Total Impervious Area (Al) 3.78 Acres T Acres 2' Acres 2.88 Acres (76%) B. Pervious areas: .............. a) Green Areas = 0 90 Acres (24%) 3. Weighted Runoff Coefficient (C): Runoff Coefficient Impervious (C1) = Runoff Coefficient Pervious (C2) = 0 30 C = [(Al x CI) + (A2 x C2)] / A; C = 0.76 C x A = Total Contributing Area; C x A = 2.86 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-13) Frequency (F) = years - Frequency Curve Q = CIA, V = Qt; V(1 in.) = Qt(1 in.), t(I in.) = Time to generate 1 inch of runoff V(1 in.) = CIAt(1 in.) 1" x A = CIAt(i In) ; Solving for t(1,), t(1 i = 1" / (IC) Time to Generate one inch of run-off t(in) = 13.75 Min. Time to reach the inlet (tc.) = 10.00 Min. Total Time required to generate 1 in of runoff: = 23.75 Min. DRAINAGE CALCS.x15 BASIN • • 5. Cumulative Runoff (Inflow Mass Diagram) Time CxA (acres) I. (inches) Q.: (CFS) Accumulated Storm Runoff (CF) '. (Min.) '; (See.) 8 480 2.865 6.405 18.35 8,806 10 600 2.865 6.166 17.66 10,598 15 900 2.865 5.641 16.16 14,543 23.75 1425 2.865 4.910 14.06 20,038 30 1800 2.865 4.493 12.87 23,168 40 2400 2.865 3.956 11.33 27,200 50 3000 2.865 3.534 10.12 30,372 60 3600 2.865 3.193 9.15 32,932 90 5400 2.865 2.477 7.10 38,314 120 7200 2.865 2.023 5.80 41,724 180 10800 2.865 1.480 4.24 45,800 6. Drainage Well Design Discharge Rate: Based on well discharge rate of: 450 GPM/ft. Head DW-1 DW-2 DW-3 west Inlet Rim Elev. (NGVD) 6.00 6.00 6.00 Oct. Water. Table elev. (NGVD) 2.00 2.00 2.00 Headloss'due to Higher SG of Salt Water (ft.):. 1.60 1.60 1.60 Head Acting on Well (ft.). 2.40 2.40 2.40 Well Discharge Well Structure Dimensions. Rate (CFS); Width (ft.) Length (ft.) 2.41 2.41 2.41 2.0 Well Structure; Storage Volume (CF) 288 288 DW-4 6.00 2.00 1.60 2.40 2.41 DW-5 6.00 2.00 1.60 2.40 2.41 DW-6 6.00 2.00 1.60 2.40 2.4I DW-7 DW-8 DW-9 DW-10 6.00 6.00 6.00 6.00 2.00 2.00 2.00 2.00 1.60 1.60 1.60 1.60 2.40 2.40 2.40 2.40 2.41 2.41 2.41 2.41 288 288 288 288 288 288 288 288 Well Discharge Rate (CFS) 7. Detention Time: 24.06 Total Storage (CF) 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; = Detention Volume Per Well (CF) W = Width of Well Structure (ft.) L = Length of Well Structure (ft.) = 14.06 CFS 1265.78 CF 126.58 CF 10.0 ft. 12.0 ft. 2880.00 is the minimum depth required from the top of well casing to the floor of the well box to achieve 90 second detention time: Hr;„ (ft.)=Vdtl(WXL)= 1.10ft. Top of Well Casing Elev. = 4.O0 Elevation at Floor of Well Box (NGVD) = Top of Well Casing Elev. - = 2.90 • • 8. Excess storm water runoff excluding well structure storage: Time Well Discharge Rate (CFS) Accumulated Well Discharge Volume (CF) Accumulated Storm Runoff (CF) T`otalOverflow: Volume (CF) (Min.) (Sec.) 8 480 24.06 11,551 8,806 -2,744 10 600 24.06 14,439 10,598 -3,840 15 900 24.06 21,658 14,543 -7,114 23.75 1,424.73 24.06 34,285 20,038 -14,247 30 1800 24.06 43,316 23,168 -20,148 40 2400 24.06 57,754 27,200 -30,554 50 3000 24.06 72,193 30,372 -41,821 60 3600 24.06 86,631 32,932 -53,699 90 5400 24.06 129,947 38,314 -91,632 120 7200 24.06 173,262 41,724 -131,538 180 10800 24.06 259,893 45,800 -214,093 9. Excess storm water runoff including well structure storage: 8 10 15 23.75 30 40 50 60 90 120 180 (Sec.) Accumulated Storm Runoff (CF) Storage in Well Structure (CF) Accumulated:. Well,:>', Discharge Volume (CF) Total Overflow Volume (CF) 480 600 900 1,42.4.73 1800 2400 3000 3600 5400 7200 10800 8,806 10,598 14,543 20,038 23,168 27,200 30,372 32,932 38,314 41,724 45,800 2,880 2,880 2,880 2,880 2,880 2,880 2,880 2,880 2,880 2,880 2,880 11,551 14,439 21,658 34,285 43,316 57,754 72,193 86,631 129,947 173,262 259,893 -5,624.31 -6,720,30 -9,994.36 47,127.19 -23,027.99 -33,434.16 -44,700.94 -56,579.38 -94,512.29 -134,417.94 -216,972.88 Safety Factor 1.71 % Safety Factor 2.00% 0 Attachment C Existing Utility Records • • 192 HC 194. • SEWER. MI* ( a-1Z) 227 11584 03; 2845 1 1 2814 1 2634 2636 1 2T 24 11 581 18C 1 1547 22 RUP "1-17441 1, 15321 24 ,,.)1 - —ii 205 ..,2.02,1 [20..a. Irow lo- ina 6 \ 7 i ag 1 204, a ' 206 5/371)2° \ 1 0 ) 1282a 131 10" 598" ," NE 40 TER 15371 '-'.•„ ,.._ 76 / ' 174 172 171 i '' 37 1 >f / 5 \\,1 3 ,..., 1 _1_5.311 L5la , ,._ 14 . ', 1 .,, P CIVE 200 NE 30 ST \233 234 1599 )1 5371 21 a', 1 20 0 -1\ 215 214 / 213 i5 37 .1 7 z; 10N < 1\ 209 NE 29 TER_ 1'1\71 LATINTTITTTONLIOlcrt L" \ 12\22J 15131 AWP;P2°_0();(Z-1)5°ZP1/15-113111-'\ 229 1 ) E.J.C. I /10/W")„,1 1 NE__29 _ST • 17441 9 ./ NE 28 ST 168 2„1 ,. , ii 589 0 (1 568 i /I 1 1 , `,„ x 7 03 t„ 145 21 2 211 5371 6 6 I/812S It 20 648 sari • t,.lQ�. AItM 88 6 f f8125 4 188 • 2087 .� 1 8" (E 12) NE 31 ST NNE 30 TER NE 30 ST 12" INf1M CO 12' 1197 CAW ?On-16 4 1197 i PP.€'i9/ / 1 �.�:. ICE/Its/ro:' NE Z`..__TER 2' 2" 12' 8011 1197 j 7180 1 17" • Attachment D Pump Station Monthly Information • • JAN. 4, 1UU7 J:591"M KI Pump Station Month. Station..;dv -0002 Atlas Pg..E13 MIAMI DADE WATER & SEWER DEPARTMENT Addr..925 BISCAYNE BLUE] Sec -Township -Range 31-53-42 110enr. ET clock.Y Telm.Y #Pumps. ump Type.fl Stn C1ass.M Speed.R Hrspwr. Res floui(gpd) Plans.. 1,701,182 Plats.. 0 Extens. 0 Date Proj Napot 4.28 hrs 3.10 hrs 3.10 hrs 11/23/2004 10/25/2004 09/24/2004 08/25/2004 07/27/2004 06/25/2004 05/26/2004 Ready. • • Cap 42.80 31.00 31.00 Mo . NAP©T Avg Daily Flows 3.09 12.34 0.00 3.28 13.10 0.00 3.14 12.56 0.00 3.38 13.50 0.00 2.82 11.28 0.00 2.79 11.16 0.00 2.85 11.40 0.00 Signature..LEALG Information N r 1 :r.j an Review Moratorium..0 Moratorium effective since / / Yearly NRPOT (hrs) Stn Gross Capacitg(gpd).. Station Reduction Factor Stn Net Cap Certif(gpd) Stn Net Capacity(gpd) indicated Flows(gpd) 3.10 57,600,000 0.60 0 34,560,000 4.464,000 ago # Fig Pmp Y 5 Y 5 Y 5 Y 5 Y 5 Y 5 Y 5 Sign Date..03/17/2003 Comments 13:52:24.01