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HomeMy WebLinkAboutSite Utility Study• • D. SITE UTILITY STUDY M[ADOCS 725241 1 i i March 2005 BYBLOS LOFT Condo Tower I MAJOR USE SPECIAL PERMIT I I SITE UTILITY STUDY 110 PREPARED FOR Premiere Luxury Investments, LLC. ' 2851 Bird Road Miami, Florida 33146 ' KHA Project No.: 044812000 Prepared by: KIMLEY HORN AND ASSOCIATES, INC. 1691 Michigan Ave. Suite 400 MIAMI BEACH, FL 33139 Site Utility Study Introduction BYBLOS LOFT Condo Tower is a proposed mixed -use development located in the City of Miami, within Miami -Dade County, Florida (see Attachment "A" Site Location Map); situated on the northeast corner of Bird Road (S.W. 40th St.) and S.W. 38th Court.. Currently, several commercial and residential building exists on both portion of the site with an asphalt parking lot occupying the balance of the site. The proposed project consists of residential loft/condo high- rise on a site that is approximately 49,334 sq.ft. The project is divided by a 15' public alleyway that separates the project into two separate lots. A thirteen story multi -use, mid -rise building that includes approximately 45 residential units, retail and office spaces, and underground parking will be built on the southern lots, while the northern lots will be an at grade surface parking lot; See Table 1 below for further details. Table 1: Project Summary Retail 13,984 Office 17,112 Residential 45 66,150 Total 97,264 I. Drainage Existing Drainage Based on site observations and available information, there is an existing drainage system which currently serves the existing building and asphalt parking lot. The drainage system consists of several catch basins that discharge into the groundwater table through exfiltration trenches. These basins and all of its components will be removed and a new stormwater 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 to facilitate on -site disposal of storm water runoff. The 5-year 24-hour 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 two (2) 24" drainage wells will provide sufficient capacity to dispose of the design 5-year 24-hour stoup 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 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 (MDWASD) in the vicinity of the project is shown in the Table 3. Miami LO1, 1 Condo Tower Site Utility Study Page 3 Table 2: Existing Water Mains (Per MDWASD Water Atlas Sheet) SW 38th Ct. Bird Road & 15' public alley 8" SW 38t Ct. 15' public alley & SW 29th St. 4„ SW 38th Ave. Bird Road & SW 29"' St 8" Bird Road Entire Length 8", 42", 48" According to documentation obtained by MDWASD there are several existing water mains that are adjacent to the subject property. Along SW 38th Ct. there is an existing an 8" water main that travels northward towards the 15' public alley in which it converts into a 4" water main and continues down the roadway. Along SW 38th Ave. there also exists an 8" water main that travels throughout the roadway. On the main road (Bird Road) there is an existing 8", 42"and a 48" water main that runs the length of the road_ Upgrades towards existing mains may be required by MDWASD by converting the existing 4" main located on SW 38 Ct. to a higher capacity 8"main. 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 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. See Attachment "C" for a copy of the MDWASD water atlas sheet for the project area. Miami LOF t Condo Tower Site Utility Study Page 4 ilo 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. Table 3: Existing Sanitary Sewer Mains (Per MDWASD Sewer Atlas Sheet) SW 38`h Ct. 15' public alley & SW 29th St. 8" Gravity Main SW 38`t' Ave. 15' public alley & SW 29th St. 8" Gravity Main 15' public alley SW 38t Ct. & SW 38t St. 8" Gravity Main The existing onsite sanitary sewer system and all of its components will be demolished and disposed of. A final determination of the points of connection and requirements to link into public sanitary sewer lines will not be provided by MDWASD until a Water and Sewer Agreement is requested by the owner. The proposed on -site sanitary sewer system for the property can be connected to any of the existing mains 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). The flows from the existing MDWASD sanitary sewage mains on Bird Road (S.W. 40th St.). and S.W. 38th Avenue are received by MDWASD Regional Pump Station #11. 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 Miami LOF! Condo Tower Site Utility Study Page 5 1 L 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 anticipated sewage flows created by this project have been determined and are shown in Table 5. Table 4: Water & Sewer Flow Generation v�cf�w_v.", �„t^"ey«�v.,.".'�J""'.5..:��.���"�'a'�,"','� F ancy 4 n? xv."��, n .,.n%.'.G .r ,a. �.., ��w"v�_.e�."'�.._ y -,^: _ -� �.: s'` F..� '"��r 5- A, .r �.. - ..�:^`Y'z-w:J-'„my�r„�p(yvc ��y� '^Af ��"s '?\4��`b'�l� `�1:i� ]Cy"k�1 ,✓ram/.. i�t. .� "c'` ' x �� 7(txl���.-'�"�'" ota1 Mt �,.e! 4...!e� '..�;, \- Apartment 45 units 200 gpd per unit 9,000 Office 17,112 10 gpd per 100sf 1,711 Retail 9,188 sf 5 gpd per 100sf 460 Total Anticipated Flow 11,171 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. Miami LOFT Condo Tower Site Utility Study Page 6 Table 5: Solid Waste Generation Type of Occupancy Apartment 45 units 5 lbs/unit/day Total Soli€1'` Waste Generated' [Tons/I )ay) 0.1125 Office 17,112 101bs/1000 sflday 0.086 Retail 9,188 sf 6bs/1000 sf/day 0.027 Total Anticipated Solid Waste Generated 0.23 Miami LOFT Condo Tower Site Utility Study Page 7 Miami LOFT Condo Tower Site Utility Study Attachment A Site Location Map Page 8 KImiey-Horn and Associates, Inc. 1691 Michigan Avenue Suite 400 Miami Beoch, Florida 33139 Phone- 305-673-2025 Fax: 305--673-4882 MIAMI LOTT CONDO TOWER SITE LOCATION MAP Kimlcy-Horn and Associates, Inc. 1691 Michigan Ave Suite 400 Miami Beach, Florida 33139 Phone: 305-673-2025 Fax: 305-673-4882 MIAMI LOFT CONDO TOWER F.I.R.M. FLOOD INSURANCE RATE MAP c=❑ Kimley-Horn and Associates, Inc. 1691 Michigan Avenue Suite 400 Miami Beach, Florida 33139 Phone: 305-673-2025 Fax: 305-673-4882 MIAMI LOFT CONDO TOWER FLOOD CRITERIA MAP i i pi--1 Kimley-Horn and Associates, Inc. 1691 Michigan Ave Suite 400 Miami Beach, Florida 33139 Phone: 305-673-2025 Fax: 305-673-4882 MIAMI LOFT CONDO TOWER AVERAGE OCTOBER GROUND WATER LEVEL 1960-75 irum NE INN INN MIN MI6 Mil Mil IMO NM IIIIIII NMI II= fr 8OUNL7,4RY SURVEY PREMIER LUXURY INvESTMENTB, LLC 1.a. k>nq ».vr.x n... Id, tY.*mo Ea.ar......wXq�Y ra yhMw.elifA CMWp.. a1'. PUS •,•-n...r =.._w..MYeW.MW MMWywwu M>.. A n NM... H1a...,,�.Ww_.• fY4 W >tWIL Iti.A P.M. MY 1;14= -.n 11•LM W]wv.lIr1MW NM 11.. w�-Y 1.1w Pak tM111•IN.V. aaM l,.xo. YAM wr•11., x..v. a... w..w...Pa..._.. 1••a1 a iM«W wxw. I..••• a rr I..nnI..v aw. w..w..w• n.In.••.i e...Mw•r..al ew_ .• 1...•.10. w-.Yu".r Y. W w.rra. w.ur...., wn. .o. M$ YICi t.M. mpACMAI. ISSVECATE DATE DE$CAMTE1M 11S4A1 (I.1MT=C DEMON 1121.61 PFAU OEEEN PiT1w MP MI w ti .n. borgeS+ 1i0me-r1u>ia o>.»M..41.017 r.. a>1" Pmlm V.I. Pm Fd Man_ BIRD ROAD I K LLCONDO M€AMI, FLORIDA Peo}dl>wd.' WRO SURVEY �""1" 422. S-1 r V Attachment B Preliminary Drainage Well Calculations Miami LOI.1 Condo Tower Site Utility Study Page 9 i Miami LOFT Condo Towers (13-Story Bldg.) City of Miami, Florida 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. or FEMA Base Flood Elevation = D. Average Crown Road Elevation = E. Average Existing Onsite Grade Elevation = F. Proposed drainage inlet grate elevation = 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 (AI) = NGVD NGVD (County Flood Criteria Map, see Appendix A) Zone X (Map. No 12025C0190J see'Appendix A) NGVD NGVD NGVD 0.88 Acres i7. Acres Acres 0.87 Acres (99%) B. Pervious areas: a) Green Areas = 0.01 Acres (1%) 3. Weighted Runoff Coefficient (C): Runoff Coefficient Impervious (C1) = Runoff Coefficient Pervious (C2) = C=[(A1 xCI) +(A2xC2)]IA; C= C x A = Total Contributing Area; C x A = 0.89 0.79 Acres 4. Time required to generate one inch of runoff (per DERM Water Control Section D-4) Rainfall Intensity (I) = 308.51 [(48.6 x F'° 11) + t (0.5895 + F-23)] Frequency (F) 5 years - Frequency Curve Q = CIA, V = Qt; V(1 i y = Qtt; ;n.), t(1 ) = Time to generate 1 inch of runoff Vo in.) = CJAt(1 in.) 1" x A = CIAt(1 ; Solving for t(1 in.), t(, id.) = " / (IC) Time to Generate one inch of run-off t(in) = 11.12 Min. Time to reach the inlet (te.) = ,1O 00 Min. Total Time required to generate 1 in of runoff: = 21.12 Min. f1RAINA(iF CAI (:S !I'i-Stnrvi.xtA BASIN 5. Cumulative Runoff (Inflow Mass Diagram) (Sec.)...: Accumulated Storm Runoff (CF) 8 10 15 21.12 30 40 50 60 90 120 180 480 600 900 1267 1800 2400 3000 3600 5400 7200 10800 0.786 0.786 0.786 0.786 0.786 0.786 0.786 0.786 0.786 0.786 0.786 6.405 6.166 5.641 5.109 4.493 3.956 3.534 3.193 2.477 2.023 1.480 5.03 4.84 4.43 4.01 3.53 3.11 2.78 2.51 1.95 1.59 1.16 2,416 2,907 3,989 5,087 6,355 7,461 8,331 9,033 10,509 11,444 12,562 6. Drainage Well Design Discharge Rate: Based on well discharge rate of: iD GPM/ft. Head DW-1 Lowest Inlet Rim. Elev. (NGVD) 15.35 2.50 Headlass due to Higher: SG of Salt Water 2.20 Head Acting on Well (ft.) 10.65 Well;; Discharge Rate (CFS). . 9.49 Well Structurt Dimensions Length (ft). Well Structure Storage Volume (CF) 639 Well Discharge Rate (CFS) 9.49 7. Detention Time: Total Storage (CF) 639.00 The drainage welt 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.) = 4.01 CFS 361.24 CF 361.24 CF 5.0 ft. 12.0 ft. is the minimum depth required from the top of well casing to the floor of the well box to achieve 90 second detention time: 1-1,6„.(ft.)=Vdj/(W xL)= 6.10 ft. Top of Well Casing Elev. = 13.35 Elevation at Floor of Well Box (NGVD) = Top of Well Casing Elev. - IJ, = 7.25 8. Excess storm water runoff excluding well structure storage: (1Vlii.) 8 10 15 21.12 30 40 50 60 90 120 180 (Sec.) 480 600 900 1,267.28 1800 2400 3000 3600 5400 7200 10800 Well . ischarge Rate (CFS) 9.49 9.49 9.49 9.49 9.49 9.49 9.49 9.49 9.49 9.49 9.49 Accumulated Well Discharge Volume (CF) 4,556 5,695 8,543 12,029 17,086 22,781 28,476 34,171 51,257 68,342 102,513 Accumulated Storm Runoff (CF) 2,416 2,907 3,989 5,087 6,355 7,461 8,331 9,033 10,509 11,444 12,562 9. Excess storm water runoff including well structure storage: Total. Uverflow;. Volume (CF) - 2,141 -2,788 - 4,554 -6,942 -10,731 - 15,320 - 20,145 -25,138 -40,748 - 56,898 - 89,951 a(� Storm Runoff (CF) ... . Storage in We11'Strueture (CF) Accumulated Well Discharge Volume;:. (CF) Total Overflow Volume (CF) 8 10 15 21.12 30 40 50 60 90 120 180 480 600 900 1,267.28 1800 2400 3000 3600 5400 7200 10800 2,416 2,907 3,989 5,087 6,355 7,461 8,331 9,033 10,509 11,444 12,562 639 639 639 639 639 639 639 639 639 639 639 4,556 5,695 8,543 12,029 17,086 22,781 28,476 34,171 51,257 68,342 102,513 -2,779.64 -3,427.23 -5,192.71 -7,581.39 -11,369.99 - 15,959.16 -20,784.38 -25,777.38 - 41,386.56 - 57,536.84 -90,589.94 Safety Factor Safety Factor 2.36 % 2.70% V i Miami LOFT Condo Towers (Parking Struve) City of Miami, Florida 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. or FEMA Base Flood Elevation = D. Average Crown Road Elevation = E. Average Existing Onsite Grade Elevation = F. Proposed drainage inlet grate elevation 2. Total Contributing Drainage Area (A): NGVD NGVD (County Flood Criteria Map, see Appendix A) Zone X (Map No 12025C01901, see Appendix A) NGVD NGVD NGVD 0.06 Acres A. Impervious Areas: a) Asphalt and concrete pavement = it 2: Acres b) Roof areas + 113 NE building corner = 0 ' Acres Total Impervious Area (Al) = B. Pervious areas: a) Green Areas = 0 4ry Acres (254%) 3. Weighted Runoff Coefficient (C): Runoff Coefficient Impervious (C1) = Runoff Coefficient Pervious (C2) = C=[(A1 x CI) + (A2 x C2)1/ A; C= C x A= Total Contributing Area; C x A = 0.28 Acres (502%) 5.28 0.30 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-213)] Frequency (F) = years - Frequency Curve Q = CIA, V = Qt; V(1 in_) = Qto to in.) = Time to generate 1 inch of runoff V(7 in.) = CIAt(i in) 1" x A = CIAt(i in.) Solving for t(1 in.)' t(1 in.) = 1" 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: = 1.55 Min. 1000 Min. = 11.55 Min. CRAINACE CAI. CS (Park Stn c.).xi5 BASIN 5. Cumulative Runoff (Inflow Mass Diagram) Time (Min.) (Sec.),' 8 10 15 11.55 30 40 50 60 90 120 180 480 600 900 693 1800 2400 3000 3600 5400 7200 10800 CxA (acres) 0.296 0.296 0.296 0.296 0.296 0.296 0.296 0.296 0.296 0.296 0.296 6.405 6.166 5.641 5.993 4.493 3.956 3.534 3.193 2.477 2.023 1.480 1.89 1.82 1.67 1.77 1.33 1.17 1.04 0.94 0.73 0.60 0.44 Accumulated Storm Runoff (CF) 909 1,094 1,501 1,228 2,391 2,807 3,134 3,399 3,954 4,306 4,727 6. Drainage Well Design Discharge Rate: Based on well discharge rate of: GPM/ft. Head DW-1 Lowest Inlet Riot Flcv.. (NGVD) 13.80 :Wate Table elev. (NGVD) 2.50 treadloss due to Higher SG of Salt ..Water . (ft.) 2.20 d Acting on Well (ft) 9.10 ell Discharge Rate (CFS) 8.11 Weft Structure Dimensions Width ( Length (ft.): Well Structure> Storage Volume (CF) 764.4 Well Discharge Rate (CFS) 7. Detention Time: 8.11 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. = V, = Detention Volume Per Well (CF) = W = Width of Well Structure (ft.) = L = Length of Well Structure (ft.) = 1.77 CFS 159.45 CF 159.45 CF 7.0 ft. 12.0 ft. 764.40 Hn,L,, is the minimum depth required from the top of well casing to the floor of the well box to achieve 90 second detention time: Hasp (ft.) = Vdl / (W x L) w 1.90 ft. Top of Well Casing Elev. = 11.8© Elevation at Floor of Well Box (NGVD) = Top of Well Casing Elev. - Hain. = 9.90 8. Excess storm water runoff excluding well structure storage: Vlin } 8 10 15 11.55 30 40 50 60 90 120 180 (Sec.) 480 600 900 693.20 1800 2400 3000 3600 5400 7200 10800 ell ischarge Rate (CFS) 8.11 8.11 8.11 8,11 8.11 8.11 8.11 8.11 8.11 8.11 8.11 Accurnilated Well Discharge Volume (CF');: 3,893 4,866 7,299 5,622 14,599 19,465 24,332 29,198 43,797 58,396 87,594 Accumulated Storm Runoff (CF) 909 1,094 1,501 1,228 2,391 2,807 3,134 3,399 3,954 4,306 4,727 Total Overflow: Volume (CF) -2,984 -3,773 -5,799 -4,394 -12,208 -16,658 -21,197 - 25,799 -39,843 -54,090 - 82,867 9. Excess storm water runoff including well structure storage: Min.) (Sec) Accurriulated Stour Runoff (CO' Starage;in Well Structure (CF),':. Accumulated Well Discharge Volume (CF) Total overflow Volume ( 8 10 15 11.55 30 40 50 60 90 120 :180 480 600 900 693.20 1800 2400 3000 3600 5400 7200 10800 909 1,094 1,501 1,228 2,391 2,807 3,134 3,399 3,954 4,306 4,727 764 764 764 764 764 764 764 764 764 764 764 3,893 4,866 7,299 5,622 14,599 19,465 24,332 29,198 43,797 58,396 87,594 -3,748.61 -4,536.97 -6,562.98 -5,158.50 -12,972.43 - 17,422.60 -21,961.59 -26,563.70 - 40,607.14 - 54,854.17 - 83,631.38 Safety Factor Safety Factor 4.58% 12.12% Attachment C Existing Utility Records Vuong, Danny bFrom: irth_host@caiisunshine.com Sent: Friday, March 11, 2005 9:06 AM To: Vuong, Danny Subject: SSOCOF CONFRM 2005/03/11 #00001 07050874-000 NORM DSGN NEW CONFRM 00001 CALL SUNSHINE 03/11/05 09:06:01ET 07050874-000 DESIGN STREET Ticket : 07050874 Rev:000 Taken: 03/11/05 09:02ET State: FL Cnty: DADE Place: MIAMI Subdivision: Address : 3841 to 3851 Street : BIRD RD Cross 1 : SW 38TH AVE Within 1/4 mile: Y Locat: ENTIRE PROPERTIES AT 3841 3845 AND 3851 II Remarks : In response to receipt of a design ticket, SSOCOF provides the originator of the design ticket with a list of SSOCOF members in the vicinity of the design project. SSOCOF does not notify SSOCOF members of 1 the receipt by SSOCOF of a design ticket. It is the sole responsibility of the design engineer to contact SSOCOF members to request information about the location of SSOCOF members" underground facilities. Submission of a design ticket will not satisfy the requirement of Chapter 556, I Florida Statutes, to notify SSOCOF of an intent to excavate or demolish. That intent must be made known specifically to SSOCOF in the manner required by law. In an effort to save time on future calls, save your ilIl design ticket number if you intend to begin excavation within 90 days of your design request. The design ticket can be referenced , and the information on it can be used to save time when you call in the excavation request. *** GEOCODED PLACE IS MIAMI *** 1 *** LOOKUP BY ADDRESS *** Grids : 2544D8015C 2544D8015B 1 Work date: 03/11/05 Time: 09:04ET Hrs note: 000 Category: 6 Duration: UNKNOWN Due Date : 03/15/05 Time: 23:59ET Work type: DESIGN 1 Ug/Oh/Both: U Machinery: Y Depth: UNK Permits: N N/A Done for : DESIGN Company : KIMLEY HORN AND ASSOCIATES Type: CONT 1 Co addr : 1691 MICHIGAN AVE Co addr2: SUITE 400 City : MIAMI BEACH State: FL Zip: 33139 Caller : DANNY VUONG Phone: 305-673-2025 Ext: 7717 1 Contact : DANNY VUONG Phone: 305-673-2025 Ext: 7717 BestTime: 8-5 Mobile : 786-252-0330 Fax : 305-673-4882 11 Email : DANNY.VUONG@KIMLEY-HORN.COM Submitted: 03/11/05 09:02ET Oper: JAN Chan: 32 Mbrs : CC1282 THOMAS CARROLL1111 954-534-7417 COMCAST CABLE FAX 954-534-7083 2501 SW 145 AVE 1 MIRAMAR, 2FL 33027 : Level Level : Level 3: 1 i i Level 4: CCG908 GEORGE REY** CITY OF CORAL GABLES 285 ARAGON AVENUE CORAL GABLES, FL 33134 Level 1: Level 2: Level 3: Level 4: CCG996 GEORGE REY CITY OF CORAL GABLES 285 ARAGON AVE CORAL GABLES, FL 33134 Level 1: Level 2: Level 3: Level 4: CCG997 GEORGE REY CITY OF CORAL GABLES 285 ARAGON AVE CORAL GABLES, FL 33134 Level 1: Level 2: Level 3: Level 4: CITYGS CELSO RODRIGUEZ, JR NUT CITY GAS 933 E 25TH STREET HIALEAH, FL 33013 Level 1: SERVICES NOT PROVIDED Level 2: SERVICES NOT PROVIDED Level 3: SERVICES NOT PROVIDED ilIl Level 4: SERVICES NOT PROVIDED DCPWT DWIGHT CARROLL/LEA PUBLIC WORKS - MDC 7100 NW 36TH ST MIAMI, FL 33166 Level 1: Level 2: Level 3: Level 4: FPLDAD TRACY STERN** FLORIDA POWER & LIGHT 4200 W FLAGLER ST (SDD/LFO) MIAMI, FL 33134 Level 1: NO CHARGE Level 2: SERVICES NOT PROVIDED Level 3: SERVICES NOT PROVIDED II Level 4: SERVICES NOT PROVIDED BR TRACY STERN** FLORIDA POWER & LIGHT 4200 W FLAGLER ST (SDD/LFO) MIAMI, FL 33134 Level 1: NO CHARGE Level 2: SERVICES NOT PROVIDED Level 3: SERVICES NOT PROVIDED 11 Level 4: SERVICES NOT PROVIDED FPLFOD NOEL REESE** FPL FIBERNET 9250 W FLAGLER ST MIAMI, FL 33174 Level 1: NO CHARGE Level 2: SERVICES NOT PROVIDED Level 3: SERVICES NOT PROVIDED Level 4: SERVICES NOT PROVIDED FPLSUT KEVIN KENNEY** FLORIDA POWER & LIGHT 305-460-5015 305-460-5015 FAX 305-460-5080 FAX 305-460-5080 305-460-5015 305-694-6870 FAX 305-460-5080 FAX 305-696-7077 BY MEMBER BY MEMBER BY MEMBER BY MEMBER 305-592-3470 Ext: 258 FAX 305-477-6422 305-442-5966 FAX 305-442-5975 BY MEMBER BY MEMBER BY MEMBER 305-442-5966 FAX 305-442-5975 BY MEMBER BY MEMBER BY MEMBER 305-552-3249 FAX 305-552-2411 BY MEMBER BY MEMBER BY MEMBER 305-228-5290 2 i 158 MACARTHUR CAUSEWAY MIAMI BEACH, FL 33139 b Level 1: NO CHARGE Level 2: SERVICES NOT PROVIDED BY MEMBER Level 3: SERVICES NOT PROVIDED BY MEMBER Level 4: SERVICES NOT PROVIDED BY MEMBER 1 HTE907 INTECH GEE MING CHOW 305-596-8962 Miami -Dade Enterprise Technology Servic FAX 305-273-4114 5680 SW 87 AVE MIAMI, FL 33173 Level 1: Level 2: I Level 3: LS110 Level 4: 4 MDWS PHILLIP TORRES 305-669-7658 Ext: 7658 I MIAMI DADE WATER SEWER FAX 305-669-7769 3575 S LEJEUNE RD MIAMI, FL 33146 Level 1: 1 Level 2: Level 3: Level 4: SBF23 STEVEN B. MASSIE 305-222-8745 I BELLSOUTH FAX 305-221-7652 9101 SW 24 STREET MIAMI, FL 33165 Level 1: FEE TO BE DETERMINED I Level 2: NOT PROVIDED BY MEMBER Level 3: FEE TO BE DETERMINED ilIlLevel 4: NOT PROVIDED BY MEMBER 3 41 / 40 r 548 �79 , /548 .)\77 38 548 \71 -10' 415_ to 34 7 `414 17511 ' 1 32 3'l 548 (4,85 548 10 24 28 548 72 / \ 0 35 36 5489 nt-u7or., TJ76j 73 0" ON 36" 72 \ 135 • 23 397 • 25 548 . 80 27 SW 40 ST • ■ r SW295T A • w N 10" a 548 74 548 a ♦ / 74 76/ 1 398 404 co 399 n \/ 1 403 is 0 0 v 107 109 400 0 1 54$ 145/ 1 erJ 143/ f 548 59 i 148 N.x 11 a 111 INEINERt ure r 548 ` •1 J/, A • • 10" 112 171 11./ 113 17 MI V INN 171 16 SW 9 5T 1 t 6 121 /•— \ 171 )� 171 \18 \ , 14 171 v —/C 12 ) ti •_,. i _----- I 1 1 4 548 �✓C 167 10 548 155,\_ r 548 60 164 ♦ 0 V i f 5 168 1 1O'° 158 157 158 V 165 Nil ION r VA AV sewEa.„ s NA()) MN III IMO Mill Eli lir 111111 MN MB IL 1 1" ca 156 -N. 548 SS • • s4 • 44 --I 67488 • 4 5 c; • 49 6' ST w 171 s, ON 3 NMI Mi OVER 1 548 29 + 540 \11 2 20. 0 548 76 ) 1i53 548 1 \ 75 2 / 1 , 548 ,77/, 11 47 548 )79 52 48 alagammamogir 391 41 tO S40 549 ) 548 \ 77 34 • 32 33 31 ) 548 76 / 548 11 / r548 1, SO la 548 \ j \ • 24 a 20* 28 • s O 4V win rsoir, 7.---• , \ 6044. 395 SW 28 Si 14,30 ()VCR I 171 is 21 548 o 23 337 a 71 .r 2 [ 548 3 0 27 SW 40 ST 2 A 9 • 400 59 BIRO RO / (548 548 \ 7 2 ) 3 4 136 NW,_137 138 r 5411 74 f 54.0 548/• \ " 14 4' 6 87 1 3 ABRAAJW___ 12" 4" Fsia VISCAYA_. AN1 4' 664. 8" a' 4' 2' .... ----- I 1 .25' (-1?_sAmmt,v a- 1 450 1 411- \ / 7398 7332 ) MI MINI Mil 2 587 3 2146 \i 402 1 1 ) 7 4' 427 1 !LSI 2833 CO WIE ER NCH EWA 48' 71111 PARK 8' ( 7417 2 0223 1 t 1 49 1 t;* SW 40 ST 1 IF SW 28 sr 7417 I, ) SW 29 ST 7417 8 1" 2 564 1 t 2833 \iliass, 4„ Ed a- 2 14 7092 msrectr men IC-78T I I Nx, 2327 1 442 1 i 1 EMI (7 296 1 \14 ta I 1(7686 • 7692 ) 2 I 7613 MI I= .11 NM Mil MN NEI IRS NM 111111 NM MINI NM EITIL ISMS ( r.4 1 1 ) TL 621-21 Zo 442 428 r llpf OVER t. 1 (-7565 14 7552 1 /1 ) 2633 (7682 2 owe (4236 -1-(7862'\ 140011 \. 1 1 1 ..... tirr0 7o7e. 8 6 SW48 ST j 44' SW 42. Ns 11k ...., --"...., MS '-i L.-7' 4,0 / K"`',e .,..' i i r-r," .,s,• '0' 7,1,''' -/ ..." „..,e' A ,,,?' 0 1/ * ( aims 8674 \ 2 r 7441 1 j .1" 7813 ( 4974 Miami —Dar_ Water and Sewer ent .VATER Atlas -- K17 S -3D Water Main 4 R-4I LEGEND 7: 71 Pr1vaIa!UttierUIUy 1 IV. Calcium Carbonate Una Municipal Boundary a . 6 & • 1 ; I Transmission Main Low Pressure Main A / Section Boundary / Raw Water Main Marker Symbols new Mates A tl Sludge Line 1 V Cas(na • .1 Blocks Attachment D Pump Station Monthly Information i L v v.E v,Y1 "Pump Station Monthly 11 tation.,30 -0011 Atlas Pg..316 IAMI DADE WATER 8 SEWER DEPARTME#1T ddr..3598 SW 28 ST ilik ec-Township-Range 16-54-41 r. ET clock.Y Telm.Y #Pumps. 2 p Type.B Stn Cless.L Speed.1 Hrspwr.+ Res Plans.. Plats.. • Extens. flow(gpd) 57,206 0 0 Proj Napot 5.30 hrs 4.98 hrs 4.98 hrs Cap 53.00 49.80 49.80 Date Mo.NAPOT 11/10/2004 10/13/2004 09/08/2004 8/11/2004 7/14/2004 06/09/2004 115/12/2004 Ready. Avg Daily Flows 6.39 6.39 5.39 6.39 5.27 5.27 5.37 5.37 4.11 4.11 0.00 0.00 0.00 0.00 0.00 6.77 6.77 0.00 4.58 4.58 0.00 Signature..LEZCAF Information <L. 1,`:Review> Moratorium.. OK Moratorium effective since I Yearly NAPOT (hrs) Stn Gross Capacity(gpd).. Station Reduction Factor Stn Net Cap Certif(gpd) Stn Net Capacity(gpd) Indicated Flows(gpd) 4.98 4,320,000 1.00 0 4,320.000 896,400 Rgd # Fig Pmp Y 2 Y 2 Y 2 Y 2 Y 2 Y 2 Y 2 Sign Date..10/25/2004 15:14:52.91 Comments