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Site Utility Study
11/14/05 09:54 FAX 3056732025 KHA MIA BEACH iK e 1j002 October 2005 SITE UTILITY STUDY for: 1490 BISCAYNE BOULEVARD KHA Project No.: 042682000 Prepared for: Strategic Properties Group, Inc. 232 Andalusia Avenue, Suite 370 Coral Gables, Florida 33134 Prepared by: Kirnley-horn and Associates, Inc. 1691 Michigan Avenue, Suite 400 Miami Beach, Florida 33139 • 11/14/05 09:54 FAX 3056732025 KiiA MIA BEACH iK e E o03 Site Utility Study Introduction "1490 Biscayne Boulevard" is a proposed mixed -use development to be located on a 2.69± acre property in the City of Miami, Miami -Dade County, Florida. The property is bordered by Biscayne Boulevard (State Road 5) to the east, NE 2nd Avenue to the west, and NE 15th Street to the north. Most of the south boundary abuts adjacent property, with a small portion abutting NE 14th Street (See Attachment "A" Maps). Currently, the site is occupied by an existing 250,000± SF, three-story commercial building and parking garages. All existing on -site facilities will be demolished as a part of this project. The proposed "1490 Biscayne Boulevard" project will include two residential towers housing 850 apartment units, 36,689 SF of retail space, 6,851 SF of cafes, and parking garage with approximately 1,200 parking spaces. 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. Table 1: Project Summary Residential 850 apt. units 1,160,590 Retail 36,689 Cafes *343 seats 6,851 Parking 1,204 spaces *Assuming 1 seat per 20 SF of area. 1490 Biscayne Boulevard Site Utility Study Page 1 11/14/05 09:55 FAX 3056732025 KIIA MIA BEACH iK e [ j 004 • • • I. Drainage Relative to the aforementioned project, the following information shall be used during the storm 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 Mia standards as follows: 1. The subject property is located in PANEL 181 of COMMUNITY -PANEL NUMBER 12025C0181 J of the Flood Insurance Rate Map (FIRM). According to the National Flood Insurance Program, the western portion of the project lies within Zone X, which has been determined to be outside the 500-years floodplain. The majority of the property is located within Flood Zone AE 9, which has an established flood plain elevation of 9.00 NGVD. 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 11- 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. 1490 Biscayne Boulevard Site Utility Study Page 2 11/14/03 09:55 FAX 3056732025 KHA MIA BEACH iK e Lj005 • • • 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 fifteen (15) - 24" diameter gravity drainage wells would be required to collect and dispose of the design storm runoff generated by the proposed development. Gravity wells function on the basis of hydraulic head. The reason for the large number of gravity wells is that existing perimeter grades along the eastern half of the site are less than three feet above the ground water table, so the available hydraulic head is relatively low. Also, the Florida Department of Environmental Protection (FDEP) requires that drainage wells be constructed approximately 100 feet from each other to prevent mounding of the water table, which would be impossible on a property of 2.60 acres, Because of the large difference in grades between the east (4.0± NGVD) and west (8.0± NGVD) perimeters of the property, an average proposed site grade of 6.0 NGVD across the entire site was assumed in order to calculate hydraulic head. A grading plan and well layout plan for the proposed project would need to be prepared before making a final determination of the number of gravity wells required. An alternative to reduce the number of wells would be to use injection wells, whereby storm runoff is injected into the wells by mechanical pumps, and the head is created by the pump rather than gravity. 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 shall be in conformance with the requirements of DERM, FDEP, the City of Miami Department of Public Works, and all other local, state and federal regulatory agencies having jurisdiction over the project. 1490 Biscayne Boulevard Site Utility Study Page 3 11/14/05 09:58 FAX 3056732025 KHA MIA BEACH iK e f 006 • • • 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 sheet E-13 of the MDWASD Water Atlas. These are shown in Table 2 below. Table 2: Existing Water Mains (Per MDWASD Water Atlas Sheet) lie r E 4 >r �'al Biscayne Boulevard u, NE 14 Street and NE 15 Street Two existing 24-inch diameter mains NE 2"d Avenue NE 14th Street and NE 15thStreet Existing 6-inch and 12-inch diameter mains NE 15th Street NE 2"d Avenue and Biscayne Blvd. Existing 4-inch diameter main. Proposed (by others) 12-inch diameter main (not yet constructed). NE 14 ` Street NE 2"d Avenue and Biscayne Blvd. Existing 6-inch diameter main. Proposed (by others) 12-inch diameter main (not yet constructed). Through property NE 2"d Avenue and Biscayne Blvd. 2-inch diameter main (would need to be removed or relocated by developer). 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 mains abutting the property along Biscayne Boulevard and NE 2nd Avenue. Currently, existing mains along NE 14th and 15th Streets are only 4-inch and 6-inch diameter. The Atlas does show that MDWASD has approved plans for 12-inch diameter mains along both NE 14th and 15th Streets, but construction on these has not yet been scheduled. 1490 Biscayne Boulevard Site Utility Study Page 4 11/14/05 09:56 FAX 3056732025 KIIA MIA BEACH 1K e la007 • • • MDWASD may still 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. The Atlas also shows an existing 2-inch water main crossing east -west through the property from NE 2nd Avenue to Biscayne Boulevard. This existing main is in conflict with the footprint of the proposed buildings and must be relocated or removed (if no longer being used) at the developer's expense. A copy of MDWASD Water Atlas sheet E-13 has been included in Attachment "C". Ill. 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 sheet E-13 of the MDWASD Sewer Atlas. These are shown in Table 3 below. Table 3: Existing Sanitary Sewer Mains (Per MDWASD Sewer Atlas Sheet) � �, I tveezt We �f4 Biscayne Boulevard NE 14th Street and NE 15t Street Existing 8-inch diameter gravity main NE 2nd Avenue NE 14th Street and NE 15`r Street Existing 16-inch diameter force main. Existing 8-inch diameter gravity main. NE 15th Street NE 2nd Avenue and Biscayne Blvd. Existing 27-inch diameter gravity main. NE 14thStreet NE 2nd Avenue and Biscayne Blvd. Existing 8-inch diameter gravity main. Through property NE 2d Avenue and Biscayne Blvd. Existing 6-inch diameter gravity main (would need to be removed or relocated 1490 Biscayne Boulevard Site Utility Study Page 5 11/14/05 09:57 FAX 3056732025 KHA MIA BEACH IK e ICJ 008 • • • 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 Biscayne Boulevard, NE 2nd Avenue, or NE 15th Street, 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 deteiuiination 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 an existing 72-inch diameter sanitary sewage interceptor which runs north -south along North Bayshore Drive to MDWASD Regional Pump Station #2, located at 925 Biscayne Boulevard. 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 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 Capacity Certification Letter is issued by DERM. The anticipated sewage lows from the project are shown in Table 4 below. Table 4: Water & Sewer Flow Generation Apartment 170,000 Retail 36,689 SF 5 GPD/IO0 SF 1,835 Restaurant *343 seats 50 GPD/seat 17,150 Total Anticipated Flow 188,985 GPD *Based on 6,851 SF and an assumption of 1 restaurant seat per 20 SF of area. 149€3 Biscayne Boulevard Site Utility Study Page 6 11/14/05 09:58 FAX 3056732025 KRA MIA BEACH 1K e Ijoo9 • • • 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. Table 5: Solid Waste Generation c�upancytiantiy i l r � E o Sd l enerat' Apartment 850 units 5 lb./unit/day 2.13 Retail 36,689 SF 6 lb./1000 SF/day 0.11 Cafe 6,851 SF 6 lb./1000 SF/day 0.02 Total Anticipated Solid Waste Generated 2.26 1490 Biscayne Boulevard Site Utility Study Page 7 11/14/05 09:58 FAX 3056732025 KIIA MIA BEACH iK e fIo10 • Attachment A Maps 1490 Biscayne Boulevard Site Utility Study Page 8 11/14/05 09:58 FAX 3058732025 KHA MIA BEACH 1K e Ej 011 NE 19TH TE NE 19TH ST NE 17TH TE NE LL1 z CNI Li Z NE 0 CD LL.3 1 7TH E (JTH 171H ST0 N, NE 17TH ST LJ NE 1 6TH ST Z 5-qH ST 1 L NE 1 3 LJ z ST E 13 H ST NE 12TN ST 11TH TE 1TH 11TH ST NEI IOTH ST NE 16TH 1 4 9TH Si. ST IH TE 39 54111h, 12TH ST 1 1 H TE 11TH 1 0 T ST ST 18T 0 ST L PROJECT LOCATION N 0 5T ST NE 15T 5.111"ri !Imlay -Horn and Associates, Inc. WI= L.43T.LIZA=L:A=IL 1691 Wirli!can Avenue Suit. 400 Miacri Beach, nolIoci 33139 Phone: 305-573-2025 Fan 305-673-4e87 1490 BISCAYNE BOULEVARD SITE LOCATION MAP 11/14/05 09:59 FAX 3056732025 KHA lt[IA BEACH iK e 1j012 • • ❑.a Kimley-Ham and Associates, Inc. 1691 Michigan Ave Suite 400 Miami Beach, Florida 33139 Phone: 305-673-2025 Fax: 305-673-4882 PROJECT I LOCATION 1490 BISCAYNE BOULEVARD F.LR.M. FLOOD INSURANCE RATE MAP 11/14/05 10:04 FAX 3056732025 KHA MIA BEACH IK e U1013 PROJECT SITE 4KAssodatesi Inc, ilmeglAgiVirraniAIE 891 Michigan Avenue Suite 400 Miami Beach, Florida 33139 Phone: 305=673-2025 Fax: 305-673-4882 1490 BISCAYNE BOULEVARD FLOOD CRITERIA MAP 11/14105 10:04 FAX 3056732025 KHA MIA BEACH IK e Iit10I4 r it 0$ c6 /52 4*tit • 1 1.7lift� � 4G1 Iz Cud LA! tAsr so 1691 Michigan Ave Suite 400 Miami Beach, Florida 33139 Kimley-Horn and Associates, JCC Phone: 305-673-2025 Fax: 305-673--4882 PROJECT SITE *!AGM: t!t 1 `. • .r.r++++w rww T I. CONTOUR INTERVAL 1.0 FU9rf, 1490 BISCAYNE BOULEVARD AVERAGE OCTOBER GROUND WATER LEVEL 1960-75 11/14/05 10:06 FAX 3056732025 KFIA MIA BEACH LK e 015 • • Attachment B Preliminary Drainage Well Calculations 1490 Biscayne Boulevard Site Utility Study Page 9 11/14/05 10:06 FAX 3056732025 KHA MIA BEACH iK e Z016 1490 BISCAYNE BOULEVARD City of Miami, Florida 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. Lowest existing perimeter grade elevation = E. Highest existing perimeter grade elevation F. Average existing perimeter grade elevation = 2. Total Contributing Drainage Area (A): A. Impervious Areas: a) Asphalt and concrete pavement b) Roof areas Total Impervious Area (Al) 1.NGVD s'NGVD Zone AE NGVD NGVD NGVD (SW comer of property en NE 14th Street) (SW comer of property en NE 2nd Avenue) 2.60 Acres Acres Acres 2.55 Acres (98%) B. Pervious areas: ,;; ,� .``iit� (�f' D Acres (2%) a) Green Areas = ,E�„f;„;, 3. Weighted Runoff Coefficient (C): Runoff Coefficient Impervious (C1) = Runoff Coefficient Pervious (C2) = C=1(AIxCI) +(A2xC2)]/A; C= C x A= Total Contributing Area; C x A = 0.89 2.31 Acres 4. Time required to generate one inch of runoff (per DERM Water Control Section D-4) Rainfall Intensity (1) = 308.5 / [(48.6 x F °'tt) + t (0.5895 + F)1 Frequency (F) =; , 3 .,: ;;,,' .:i years - Frequency Curve Q = CIA, V = Qt; Vti in) = Qt(t an.), to ;n) = Time to generate 1 inch of runoff CJAttt tn.) 1" x A = C1At(t;e,) ; Solving for to i,,.), to in.) = 1" / (IC) Time to Generate one inch of run-off t(in) = 11.20 Min. Time to reach the inlet (tc.) Total Time required to generate 1 in of runoff: = 21.20 Min, DRAINAGE GALC5_14 i Abe, Ellvd_Altechment 6.xks BASIN 11/14/05 10:07 FAX 3056732025 KHA ILIA BEACH iK e 1017 • • • 5. Cumulative Runoff (Inflow Mass Diagram) it-ildtiz itE)C;=.r 8 10 15 21.20 30 40 50 60 90 120 180 480 600 900 1272 1800 2400 3000 3600 5400 7200 10800 2.310 2.310 2.310 2.310 2.310 2.310 2.310 2.310 2.310 2.310 2.310 6.405 6.166 5.641 5.103 4,493 3.956 3,534 3,193 2.477 2.023 1.480 14.80 14.24 13.03 11.79 10.38 9.14 8,16 7.38 5.72 4.67 3.42 7,102 8,547 11,728 14,990 18,683 21,934. 24,492 26,557 30,897 33,647 36,934 6. Drainage Well Design Discharge Rate: �;-flip;l4:`rl Based on well discharge rate of GPM/ft. Head 9, k u = � nfct ate <k ti - f i)5C 'fii r •:Tab] 1e 0a �� ., !'�1ieadlass sn well rluo.A0 t her x o£ alt W tdr `;, E t ).:.... 11 d ' c i 03 We1C'(�t); dl] ttl.td[it Ziftn2i18 tSli is { 11 e 5 C6�li�Y3i C i1 P1 ch�C #aCe Ct } ,. ti l[llf3 ft <) FCtll Cif DW-1 6,00 ,,. 2.00 .. 2.20 1.80 1,60 e.'„r4, , [ in3� DW-2 6.00 2.00 2.20 1.80 1.60 I , 1 s3 DW-3 6.00 2.00 2.20 1.80 1.60 a:i `!€1:0 t�i• t{ It'.i_ j`it ` 46.8 A13t�-4 6,00 2.00 2.20 1.60 1.60 13 ' i,. €,' 1� 1{ikr l { i�i 5' i 1.1 46.8 1ZW 5 5.00 2.00 2.20 1.80 1.60 ! �'It �w, r9'''' 1• 6. .. 1�Iha 61:. 46.8 DW 6 6.40 2.D0 2.20 1.80 1.60 11 ' , 0t "` ` �(3 5 Pv 46.8 Dii'-7 6.©© 2.00 220 1.80 1.60 ii `x40 ; �f,, ru 6x ,"its; 46.8 DW-8 6.00 2.00 2.20 1.80 1.60 - , �•' i , 5 '`•1,v4 k 6,, ' i 46.8 DW-9 6.00 2.00 2.20 1.80 1.6Q 46.8 DW-10 6.00 2.00 2 20 1,80 1.60 3 '`4 0 i " . ,3t J z ,f`•6 I t,'i, 46.8 DW-11 6.00 2.0Q 7 .20 1.8Q 1.60 r I'tt . '"r;i { 1'.. �'', 46.8 ➢W 12 6.00 2.00 2.20 1.80 1,60 ,� �' ' Er ,1f 46,8 DW 13 6.00 2.00 2.20 1.80 1.60 t 46.2 DW-t4 6.00 2=00 2,20 1.80 1.60 . o'`, ,4'U + 5-. ' ,' 46.8 DW-15 6.00 2.00 2.20 1.80 1.60 1,• 46.8 Well Discharge Rate (CTS) 24 *Based on average existing perimeter grade elevation, **Assuming 100-foot casing length and heailoss of 0.022 feet per foot of casing. 0 11/14/05 10:08 FAX 3056732025 KHA MIA BEACH 1K e Zola • • • 7. Detention Time: The drainage well structure must he designed to detain runoff for a minimum of 90 seconds prior to discharge. Qd 7- Design Runoff Rate (CFS) = V,, = Detention Volume (CF) = Qd x 90 sec. Vat = Detention Volume Per Well (CF) = W = Width of Well Structure (ft.) L = Length of Well Structure (ft.) = 11.79 CFS 1060.85 CF 70.72 CF 4.0 ft. 6.5 ft. 11,„ „, is the minimum depth required from the top of well casing to the floor of the well box to achieve 90 second detention time: H,,,,,. (ft.) = Vdr / ('Fir x L) = 2.80 ft. 8. Excess storm water runoff excluding well structure storage: {; {' � s fF i . F. { gi s } , ` < "` ", ll l lse argc a(e A ttmulated lam' l 9>telt - 1lc'Ti rge Vltlu _t i? ' Au Mated, cc S$#9r iliutlkll'f ( S q. y, YL,iF Ove n' _. \t)iutt]e ,' Win,) 55 ,'' (CF.. 8 . . 480 24.06 11,551 7,102 -4,449 10 600 24.06 14,439 8,547 -5,892 15 900 24.06 21,658 11,728 -9,930 21.20 1,271.73 24.06 30,603 14,990 -15,613 30 1800 24.06 43,316 18,683 -24,633 40 2400 24.06 57,754 21,934 -35,820 50 3000 24.06 72,193 24,492 -47,700 60 3600 24.06 86,631 26,557 -60,074 90 5400 24,06 129,947 30,897 -99,049 120 7200 24,06 173,262 33,647 -139,615 180 10800 24.06 259,893 36,934 -222,959 9. Excess storm water runoff including well structure storage: k'1Fl R!v :li r4 8 10 15 21.20 30 40 50 480 600 900 1,271.73 1800 2400 3000 60 3600 90 5400 120 7200 180 10800 7,102 8,547 11.728 14,990 18,683 21,934 24,492 26,557 30,897 33,647 36,934 Storage'>Ii?. ;Nell Siri%ettrra. 702 702 702 702 702 702 702 702 702 702 702 11,551 14,439 21,658 30,603 43,316 57,754 72,193 86,631 129,947 173,262 259,893 -5,151.09 -6,593.92 -10,631.70 -16,314.94 -25,334.81 -36,521.57 -48,402.34 -60,776.36 -99,751.24 -140,316.98 -223,660,97 Safety Factor 2.04 % Safety Factor 2.14% 11/14/05 10:08 FAX 3056732025 KHA MIA BEACH iK e IZ 01.9 • zi al a! n z:. cu DRAINAGE AREAS MAP IMPERVIOUS (PAVED) — 1 8,459 SF = 0.43 ACRES N.E. 15TW STREET — NET PROPERTY AREA 113,217 SF = 2.60 ACRES PERVIOUS (PLANTERS) 2,199 SF = 0.05 ACRES PROPOSED BUILDING FOOTPRINT 92,559 SF = 2.12 ACRES NOT A PART N.�. 14rH STREET �f j T 0 100 200 SCALE AS SHOWN 11/14/05 10:09 FAX 3056732025 KHA MIA BEACH IK e (I 020 • 1490 Biscayne Boulevard Site Utility Study Attachment C Existing Utility Records Page 10 9219 6 AIIMT......!•A AUMM sporusumwmallAw.NAS 111111112111111511111. misuirT. ree) t18 4 M 13 ST 201 P`. NE 16 ST R.A.11/04/00 NE 13 ST 12 ( 402 187 222 1 8 NE 14 ST 11 8734 1 j 760 at"' 7'- 7609 1 • SZOUL920£ IVA 6001 Mal VTR VHM i7.27240 '''''13" 8-E1/ ao;. ' 3782 '\ ) j, 1 nv 212 214 4E17 ST 211 205 213 210 209 rano 13744 ,----- 14 1/ 515 I' 47 235 \ • 237 438A 141i 0 S jt-2H i3650 i.D70,7J -4 139 208 962 2jJ 236 t341 1 • 4 4 : ..--1.4\4,,,,Abi...1 ' , .,-, 4-i-H-i24 it 1,..„,,,,...•=1,,,4, -,,, 0"Ftrti 22 / „,„ f,.,/ --,4z---4-4-7,0 ! ! 1 1.-ri,i- :; 1; :_,- -H--N., : :t ,,--401--"i....E- . -,... .."'"--,•,,,f----...- 5846 ia769 03346 'T SO ) / 1,69 .'t ''''''x'- 14 TERR \\.__. / 100! ,,,•?,\ 'i L\ 5 ; -___, /,,---' r' 113Y "It 0- .7111"--11"----- 12' - ' 4•• .Z_,„cy ! 10---6----40*-- 6' > 163 9 "-- / ------' --'7 . 70 102 <0 i , , 1 / j .---\ \ ,//(4`v lioa , , 1 / 3 !, ,„,./* i / ( 5,83 '...,„ _.•• 06 1-WP OVE8 NE 14 ST - 3 i j 378 : 11 13245 , I / 32441 1 14/ 3261 1 it\ -e` 27' '241 -V3243 2 58 / 3250 ) aar 241 L24,5 t 22'41 • ;; 851 1,/i13516 1P?4•H ) /3 740'4‘' f' Ate 89 r 3218 1\ 1 NE 13 ST38 88 10 87 ill 7---) 44 10` ,•71.!„v 41 " es° _40.,_„„--4-12".• 7 11 5S5,3 83 , i 7,9 34 , 1 1 1 i I 37661 , f \ \ , / 53 11.;-4 et, 0 ...,. 4 )11 13739 '1\ 56 1 1 1 S4 ,/ ..„.„..__, 55 411. / -•,,, 2 I 663 I.. 2 ,)4 oVER } IIDVHil V N.? 11/14/05 10:11 E.X. 3056732025 KHA MIA BEACH iK e ( 023 • 1490 Biscayne Boulevard Site Utility Study Attachment D Pump Station Monthly Information Page 1 i • • • Pump Station: 317-0002 Atlas Page: Fd1A1.0 BADE WATER SEWER DEPARTMENT Addre#: 1CA.�a��.-��^�=-- s.a.cnTo - - Type: pa*- . 5Wank %lumber of Pumps: 5 YearlyKAPOT (his]_ 2-69 IlesOnw[gpdt 2.345$10 ProiNatlok 4-52hrs X Cav: 45 Data T Avg Daily: Senwatot tip Fig 14vratonumineffect se t i •aabterraltfLmm-r YY Telrmaby - " ET aC 5tnGrussCapacilAgp4 57-600,11110 StatioeHeduntitnFactor -5 5tfNetCapCenalLon 1J Shr h et Caq='tty(gm:1) 34.560.0188 !animated Fkomstmdt 4.1610 - Comments: HDVHEI. 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