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HomeMy WebLinkAboutSite Utility Study• • HOTEL DE L'OPERA Modification To Phase III of Miramar Centre MAJOR USE SPECIAL PERMIT SITE UTILITY STUDY Prepared By: Kimley-Horn and Associates, Inc. 1691 Michigan Avenue, Suite 400 Miami Beach, FL 33139 • February 2006 HOTEL DE LA OPERA MAJOR USE SPECIAL PERMIT SITE UTILITY STUDY PREPARED FOR Florida East Coast Realty KHA Project No.: 043000000 Prepared by: KIMLEY-HORN AND ASSOCIATES, INC. 1691 MICHIGAN AVENUE, SUITE 400 MIAMI BEACH, FL 33139 Kimley-Horn and Asscclates, Inc. • • Site Utility Study Introduction Hotel De La Opera is a proposed mixed -use development to be located on the north-east corner of N.E. 4th Avenue and N.E. 17th Terrace in the City of Miami, Florida (see Site Location Map -Fig 1). The Hotel De La Opera project consists of approximately 6,188 SF of ground floor retail, 44,522 SF of office space, 400 hotel rooms, 300 total parking spaces and 617,947 gross floor area. Table 1, below depicts the details of the proposed project. Table 1: Project Summary Retail 6,188 Office Space 44,522 Hotel Rooms 400 Parking (Gross) 300 Spaces I. Drainage Existing Drainage Construction of the proposed development will require that the existing storm water management system be demolished. Hotel de la Opera Site Utility Study Page 2 • • • Figure 1: Site Location Map E 1 9TH TE NE 19TH ST PROPOSED PROJECT TE n zi i Q i I NE 17TH ST 0 0 EN Li ST,� i Nt 1al H 5T T k U 17 � : % �� - 0! \E 17T5 16TH ST ST w! 1 8T HST, 23 nr. 0 u LY 0 T (n Proposed Drainage System The drainage system for the proposed development will consist of drainage wells and exfiltration trench, if possible, to facilitate on -site disposal of storm water runoff. The 5-year design storm event will be used to design the stoat in 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) 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 "A" Preliminary Drainage Well Calculations, which includes the basis for design. Hotel de la Opera Site Utility Study Page 3 • • 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. Table 3: Existing Water Mains NE 17th Terrace NE 4th Avenue and N. Bay Shore Dr. 16" NE 4th Avenue NE 17th Terrace and NE 18th Street 4" Per the MDWASD Water Atlas Sheet, a 16" water main is located along NE 17th Terrace. In accordance with Miami -Dade Water and Sewer Department (MDWASD) criteria, the developer may be required to construct a new 12-inch ductile iron (DI) water main along the frontage of the property on NE 4th Avenue connecting the existing 16" water main on NE 17th Terrace. 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 will be installed by MDWASD forces at owner's expense. Water service meters would need to be purchased at the owner's expense and installed by MDWASD forces. See Attachment "B" for a copy of the MDWASD water atlas sheet for the project area. • Hotel de la Opera Site Utility Study Page 4 • • 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 4: Existing Sanitary Sewer Mains Sanitary Sewerly1ain(s);'. NE 17t Terrace Biscayne Blvd and NE 4th Avenue 10" Gravity Main 10' Alley on East Site of project NE 17th Terrace and NE 18th Street 8" Gravity Main There is a possibility that the owner may be required to upsize the existing 8" gravity line within the alley to a 10" gravity line. However, this can not be verified until a downstream analysis of the existing gravity lines is completed and a request for a water and sewer agreement from MDWASD is submitted. 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. A copy of the MDWASD Sewer Atlas sheet has been attached (See Attachment B). MDWASD Pump Station #2 receives the flows from these mains. As of 01/06/06, this pump station is operating at an average yearly NAPOT hours of 3.02 which is 48%a of its design capacity. Therefore, a new sanitary sewer pump station or upgrades to said pump station are not anticipated 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 `B" for the sewer atlas and Attachment "C" for Pump Station Monthly Information. Hotel de la Opera Site Utility Study Page 5 • • • Table 5: Water & Sewer Flow Generation Total Average' Daily Flow (gpd) Retail 6,188 sf 5 gpd per 100sf 310 Office pace 44,522 sf 10 gpd per 100sf 4,453 Hotel Rooms 400 units 100 gpd per room 40,000 Total Anticipated Flow 44,763 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. Table 6: Solid Waste Generation Total Solid Waste' Generated (Tons/Day) ................... .. . Retail 6,188 sf 3 lbs/1000 sf/day 0.009 Office pace 44,522 sf 6 lbs/1000 sf/day 0.133 Hotel Rooms 400 units 5 lbs/unitiday 1.0 Total Anticipated Solid Waste Generated 1.142 Hotel de la Opera Site Utility Study Page 6 • 0 Attachment A Preliminary Drainage Well Calculations • HOTEL DE LA OPERA City of Miami, Florida • RAINAGE CALCULATIONS: DRAINAGE WELLS (MASS DIAGRAM DERtl CRITERIA). 1. Site Data: A. Average Control Water Elevation (NGVD) = B. County Flood Criteria Elevation (NGVD) = C. F.1.R.M. Base Flood Elevation (NGVD) = D. Lowest proposed inlet elevation (NGVD) = 2. Total Property Area : A. Impervious Areas: a) Asphalt and concrete pavement = b) Roof areas = e) 1/3 of the NE building corner = Total Impervious Area (A) = B. Pervious areas: a) Green Areas = C. Total Contributing Area = 3. Weighted Runoff Coefficient (C): Runoff Coefficient Impervious (C1) Runoff Coefficient Pervious (C2) = C = [(Al x CI) + (A2 x C2)] / A; C x A = Total Contributing Area; r�v;)vranl 2 00 :;Standard WC .2 5 00 (Per County Rood Criteria Map see Apx:D) 10.00 ( ne AE Map No 12Q25C0180J; see Apx D: 0.660 Acres 0,220 Acres 0.380 Acres 0 850 Acres (in excess of property area) 1.450 Acres .060 Acres 1510 Acres C = 0.876 C x A = 1.32 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 + F213)] Frequency (F) 5;� years - Frequency Curve Q = CIA, V = Qt; V(1 i, ) = Qt0 in), to = = Time to generate 1 inch of runoff Vf1 i) _ CIAt(1 gi.) 1" x A = CIAt{1 .) ; Solving for to in.), t(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: = 11.39 Min. = 10.00 Min. = 21.39 Min. D-W EA.S,xis BASIN • • • 5. Cumulative Runoff (Inflow Mass Diagram) Time CxA (acres) 1 (inches) Q (CFS) Accumulated Storm Runoff (CF) (Min.) ...(Sec.) . 8 480 1.323 6.405 8.47 4,067 10 600 1.323 6.166 8.16 4,895 15 900 1.323 5.641 7.46 6,717 2139 1284 1.323 5.087 6.73 8,639 30 1800 1.323 4.493 5.94 10,700 40 2400 1.323 3.956 5.23 12,562 50 3000 1.323 3.534 4.68 14,027 60 3600 1.323 3.193 4.22 15,210 90 5400 1.323 2.477 3.28 17,696 120 7200 1.323 2.023 2.68 19,271 180 10800 1.323 1.480 1.96 21,153 6. Drainage Well Design Discharge Rate: Based on well discharge rate of: 00 GPM/ft. Head DW-1 DW-2 Lowest Inlet Rim>Elev. (NGVD) 4.50 4.50 Oct. Water Table elev. (NGVD) 2.00 2.00 Headloss`due to Higher SG': of Salt Water (ft) 1.50 1.50 Head Acting on Well (ft.). 1.00 1.00 Well Discharge Rate (CFS) 1.56 1.56 Width (ft.) Length. (ft.) DW-3 4.50 2.00 1.50 1.00 1.56 DW-4 4.50 2.00 1.50 1.00 1.56 is DW-5 4.50 2.00 1.50 1.00 1.56 DW-6 4.50 2.00 1.50 1.00 1.56 Well Structure Storage Volume. (CF) 72 72 72 72 72 72 Well Discharge Rate (CFS) 7.80 7. Detention Time: 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. = Vdt = Detention Volume Per Well (CF) = W = Width of Well Structure (ft.) = L = Length of Well Structure (ft.) = 6.73 CFS 605.73 CF 100.96 CF 6.0 ft. 12.0 ft. 360.00 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: Hm,„ (ft.) = VdJ / ( W x L) = 1.50 ft.=Depth from top of casing to bottom of well box • • 8. Excess storm water runoff excluding well structure storage: Time Well Discharge Kate (CFS) Accumulated Well Discharge Volume (CF) Accumulated Storm Runoff.. (CF) Total Overflow Volume (CF) (Min.) (Sec) 8 480 7.80 3,743 4,067 324 10 600 7.80 4,679 4,895 216 15 900 7.80 7,019 6,717 -302 21.39 1,283.62 7.80 10,010 8,639 -1,371 30 1800 7.80 14,037 10,700 -3,337 40 2400 7.80 18,717 12,562 -6,154 50 3000 7.80 23,396 14,027 -9,368 60 3600 7.80 28,075 15,210 -12,865 90 5400 7.80 42,112 17,696 -24,417 120 7200 7.80 56,150 19,271 -36,879 180 10800 7.80 84,225 21,153 -63,071 9. Excess storm water runoff including well structure storage: (Min.):. (Sec.) Accumulated Storm. Runoff (CF) Storage Well .Structure (CF) Accumulated Zell Discharge Volume (CF) Total Overflow Volume (CF) 8 10 15 21.39 30 40 50 60 90 120 180 480 600 900 1,283.62 1800 2400 3000 3600 5400 7200 10800 4,067 4,895 6,717 8,639 10,700 12,562 14,027 15,210 17,696 19,271 21,153 360 360 360 360 360 360 360 360 360 360 360 3,743 4,679 7,019 10,010 14,037 18,717 23,396 28,075 42,112 56,150 84,225 -35.97 -144.29 -661.74 -1,731.22 - 3,697.34 - 6,514.12 -9,728.38 -13,225.14 -24,776.58 -37,239.15 -63,431.45 Safety Factor 6% Safety Factor 1.20% • Attachment B Existing Utility Records • • W ATLAS . 13) 640 —) CAEtt 4 7815 —4 0 (7584 2 2 p►� # i 4348 R.A.4f 1/05 FlOP OVER NE 17 ST 1 120 i r 187 2" NE1$ST (8'317\!� 1 E 85 TERi JE ERS©N L (921 gg W 2005-0 1 eAP 01f20t05 546 719 (7878 NE 14 TERR ` a 6 (3420 c cr 413 it 1 r (9895 l 1 9049 (98.9 5 `, 7 ,/ 222 / .1 24' • '-LO kl.li i I J lio ..1..44 _13,Ii ; 1. -- ,• 1 ifif) i j 1 ',%c- i ...„......_ [ , 1,t1, 4 1 Ai° 1,0 3650 NE 18 ST , 5'17 6,45- 77 NE 17 TER 4 4 , 4 r 1 3 NY 17 ST • Attachment C Pump Station Monthly Information fib • • • Pump Station Hon!, information: Pump SUefom 304082 Atlas Popm Add,; Section-TosuoshiMnalMe Geoeralos Type: F.7:73 Cluts: FE Spate& Fal Humifes of Pump: 5 Veal!, NAPO' [NO: 8.82 Res flamf(ppfn 2,570201 PlOitlapot 4.8 hm X Com 48 User. Mocalommelneffeei moue [1TI17/1i. eak- IJ ET clock 5 to Gloss Ca4sel:4(5RA 57.600081J Stationfieduction Fad. .6 Sin Net Pfsp CMUO9P,11 JO Sin Net Capacity( %xi 34.580.8011 I nermatedFlowskpdf 4,348,800 4ftgoz12211112,121i1ZZAIZZWIATIUZZZIMAINIASSATIA-arataatifit,.;.; ioreGr* :3 k 15.80 !S 81--,Tp§9 8/2_8/2885 80 '11 18 y UPOD5 6#7.18/,.2,985 AGO '14.72 TY 13POD5R fiLi;-.AMZUM,Pim8Usiurziffm,M8GilusufMmaxIMAMWtm.WAMmuM1818,4,-WP4M.."Mm:ualm`m.UMM 10:f4f Date rum P 14.11APOT AvgDady:0d5 Fks1 Pimp: Comments: 0 Attachment D Maps 0 TES I CONTOUR INTERVAL t.0 FOOT (Except os inclicx ted) 2- OWM 1S MEAN SEA LEVEL. • Kimley-Horn and Associates, Inc. 1691 Michigan Avenue Suite 400 Miami Beach, Florida 33139 Phone: 305-673-2025 Fax: 305-673-4882 HOTEL DE LA OPERA AVERAGE OCTOBER GROUND WATER LEVEL 1960-75 ❑an Kimley-Horn and Associates, inc. 1691 Michigan Avenue Suite 403 Miami Beach, Florida 33139 Phone: 305-673-2025 Fax: 305--673-4882 HOTEL DE LA OPERA FLOOD CRITERIA MAP • • APPROXIMATE 5CALE 0 500 F'EE NATIONAL FLOOD INSURANCE PROGRAM l FIRM FLOOD INSURANCE RATE I,IAP DADE COUNTY, FLORIDA AND INCORPORATED AREAS PANEL I83 OF 625 CONfa IS COIMINITY y,AP NUMBER IRP REVISED Ul' '4q H c crei Etoergenr7 ainac,py of a rtom of Ina acei rna nenenced mc nemaA ▪ e an act.m using Faalt. mPv dead na rafrxr ahao9ea v• mrMG wawrvun.TA,manta -naa. may haw bean dada adxequmnt to Ino deco . tno Mi. 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