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Home My WebLink AboutIII. Tab 3. Site Utility StudyMAJOR USE SPECIAL PERMIT (MUSP) MAM a t SITE UTILITY STUDY r r1G�1 � r PROPOSED fMIAMI ART MUSEUM SITEmoon Ar vp MAJOR USE SPECIAL PERMIT (MUSP) MIAMI ART MUSEUM 1075 BISCAYNE BLVD., MIAMI, FLORIDA 33132 SITE UTILITY STUDY 101 West Flagler Street Miami, Florida 33130 Prepared By Corporate Office 8550 NW 33d Street, Suite 101 Doral, Florida 33122 T 305.551.4608 F 305.551.8977 www.adaengineering.com November 28, 2008 ALA.D.A. Engineering, Inc. 1 of 1 'Miami Art Museum 411 MIAMI ART MUSEUM Site Utility Study The proposed Miami Art Museum (MAM) will be constructed on the northeast portion of the Museum Park Property, bounded to the north by Bicentennial Park Access Drive (Museum Drive south of 1-395) and west of Biscayne Bay (Attachment A — Site Boundary Survey). The 29 -acre Museum Park is owned by City of Miami and is located at 1075 Biscayne Blvd, Miami, FL 33132. Museum Park will house not only MAM, but also the MAM Sculpture Garden, Miami Museum of Science and Planetarium with a gallery for the Historical Museum of Southern Florida. The MAM will be a four (4) story structure with the ground level being used for parking. The approximate building footprint is 340 by 240 feet. The lowest constructed elevation will be a parking level at +8 feet NGVD. The first floor of the museum will be the plaza level constructed at elevation +20 feet NGVD. The site has been previously developed in the past but is presently an open area. Representatives from our office have visited the site and have spoken with the staff of the various local municipal agencies to obtain procedures/requirements associated with land development. The Engineer has also researched and obtained readily available utility information related to the site. Permits for site work, demolition and building must be obtained from City of Miami. Stormwater Management permitting will require approval from the City of Miami Department of Public Works, and Miami -Dade County Department of Environmental Resources Management (DERM) Water Control Section. Utility plans will have to be submitted to Miami -Dade Water and Sewer Department, Department of Environmental Resources Management (DERM) and the Department of Health for their approval. Public water, sewer, storm drainage, electric and telephone utilities were observed within the surrounding streets. The following agencies and companies control these utilities: Water and Sewer: Miami -Dade Water and Sewer Department HW Phillip Torres, P.E., Head -Plans Review Section (786) 268-5214 Fire Protection: City of Miami Fire Department Lt. Jose E. Paz, Water Supply Officer (305) 416-1679 ALA.D.A. Engineering, Inc. 2 of 2 Miami Art Museum I Storm Water: Telephone: City of Miami Public Works Department Stefan Eriksson Len Helmers, City Engineer (407) 578-8000 .{}.#. (305) 416-1221 .i 1A Miami -Dade County Department of Environment TECO Peoples Gas Resources Management DERM (786) 412-9821 Camilo P. Ignacio, Engineer -Water Control Section (305) 372-6681 5nu5 Electric: Florida Power and Light Seyed Hajassadollah WO (305) 442-5966 FPL..: Telephone: The Miami -Dade Water and Sewer Department (MDWASD) own and operate existing 36" and 24" water mains located in the right-of-way of 1-395 and Biscayne Blvd respectively. There is an existing twelve (12) inch stub -out from the 36" water main close to the northern boundary of the property. MDWASD recommends this 12" stub -out as the point of connection to the northern boundary of the property. MDWASD also recommends that any public WM extension within the property shall be twelve (12) -in. min. in diameter. If two or more fire hydrants are connected to a public water main extension within the property, then the water system shall be looped with two (2) points of connection. As per MDWASD, the second point of connection shall be any of the existing twelve (12) -in Water Mains in Biscayne Blvd. and Mac Arthur Ramp or at Biscayne Blvd. and NE 10th Street. For more detailed information please contact the New Business Department at MDWASD. Please refer to "Attachment B" for the water atlas. Easements associated with mains to be removed and relocated shall be closed and vacated before starting construction within the easement(s) areas. In order to close and vacate an easement, please contact Mr. Jose Gomez at 786-268-5269 or e-mail him at jagomez _miamidade.gov for more information. ALA.D.A. Engineering, Inc. 3 of 3 Miami Art Museum AT&T Stefan Eriksson (407) 578-8000 .{}.#. Gas: TECO Peoples Gas Juan Llarena (786) 412-9821 The Miami -Dade Water and Sewer Department (MDWASD) own and operate existing 36" and 24" water mains located in the right-of-way of 1-395 and Biscayne Blvd respectively. There is an existing twelve (12) inch stub -out from the 36" water main close to the northern boundary of the property. MDWASD recommends this 12" stub -out as the point of connection to the northern boundary of the property. MDWASD also recommends that any public WM extension within the property shall be twelve (12) -in. min. in diameter. If two or more fire hydrants are connected to a public water main extension within the property, then the water system shall be looped with two (2) points of connection. As per MDWASD, the second point of connection shall be any of the existing twelve (12) -in Water Mains in Biscayne Blvd. and Mac Arthur Ramp or at Biscayne Blvd. and NE 10th Street. For more detailed information please contact the New Business Department at MDWASD. Please refer to "Attachment B" for the water atlas. Easements associated with mains to be removed and relocated shall be closed and vacated before starting construction within the easement(s) areas. In order to close and vacate an easement, please contact Mr. Jose Gomez at 786-268-5269 or e-mail him at jagomez _miamidade.gov for more information. ALA.D.A. Engineering, Inc. 3 of 3 Miami Art Museum Water Mains LOCATION BETWEEN WATER MAIN (S) 1-395 Biscayne Blvd and Biscayne Bay 12" Stub -out North side of the Project NE 1 Oto Street East of Biscayne Blvd within the Property 12" Stub -out West side of the Project Mac Arthur Ramp East of Biscayne Blvd 12" Stub -out (West side of the Project The City of Miami Fire Department will also require that fire hydrants be located no more than 300 feet from the proposed buildings, and that there be no more than 300 feet between hydrants fronting the property (measured along the water main). For those buildings requiring fire sprinklers, a fire hydrant must be located no more than 100 feet from each building's "fire department connection" (Siamese). According to the code, new hydrants will not be allowed on water mains less than 8 inches in diameter. Any proposed buildings exceeding 12,000 S.F. of floor space will require that fire sprinklers be installed. Per Lt. Jose Paz of the City of Miami's Fire Department, each building should have at least two (2) fire hydrants. They recommended one Fire Hydrant in the south in between the Science Museum and Art Museum. The minimum width of fire lane should be 20 feet for one way and 14 feet for two way separated. The minimum outside turning radius should be 50 feet and maximum inside turning radius should be 26 feet. The total water consumption for the proposed project shall be as follows: Useable space = 75,416 SF Daily rated Gallonage as per Miami -Dade WASD = 0.10 GPD/SF Total Gallons per Day = 75,416 x 0.10 = 7,542 GPD. The Miami -Dade County Water and Sewer Department (WASD) is currently responsible for providing sanitary sewer service to the project area. There is an existing 10" gravity sewer main in the project area north of the existing pump station. The location and size of this gravity pipe was confirmed during a site visit with Javier Pantin (786-268-5541) of MDWASD. A video inspection was done on 06-09-08 to evaluate the internal surface condition and for any possible connections. After inspection, MDWASD recommended to use this existing 10" sewer pipe by adding a new liner inside the pipe. Please refer to "Attachment C" for sanitary sewer atlas. ALA.D.A. Engineering, Inc. 4 of 4 Miami Art Museum a fn4��I Sewer Mains LOCATION BETWEEN WATER MAIN (S) On-site North of existing NE 9th Street Pump Station SW side of the Project) 10" VCP Gravity The point of connection is subject to an engineering analysis by WASD during the water and sewer agreement process. It is important to note that improvements to the existing sewage pump stations receiving flow from this project may be required based upon the sewage flows discharged by this project. A private sanitary sewer pump station will be built on-site to serve this project since the pipe invert close to MAM is lower than the invert at Point of Connection. It was recommended by Mr. Phillip Torres of WASD that we should design a combined system along with Museum Park and Science Museum. The sewer system must be public since there are three different users in the entire park area. C-900 PVC pipe should be used if contaminated areas are encountered. The total sewage discharge is approximately 7,542 GPD. There will be two separate storm water management systems for this project as DERM suggested that water from the roof should not be mixed with the water from the parking lot. Since the roof water is clean; it can go directly to the drainage well without any prior water quality treatment. However, the water from the parking lot should be treated through an exfiltration trench system. The design parameters for the storm drainage will be based on a 10 -year, 1 -day design storm. DERM also suggested a backup outfall to Biscayne Bay be provided. Roof Drainage System: The Miami Art Museum roof area is about 50,000 sq. ft. and the runoff from the roof will be directly connected through pipe system to the drainage well. The primary drainage system for the roof will consist of drainage wells, which will allow the storm runoff to be fully contained and disposed of on site. Half of the 3rd level roof will discharge to a 2,000 Gallons tank located at the 3rd level. The rest of the roof water will go to another 5,000 Gallons cistern located at the garage level. From that cistern the overflow will go to the Bio -retention area located in the east side of the building under the stairs. From that retention area the excess water will go to the Drainage Wells. ALA.D.A. Engineering, Inc. 5 of 5 Miami Art Museumam i� 1 As per the drainage design calculation, three (3) 24" drainage wells will provide'''; sufficient capacity for the project roof runoff. Please see the attached Drainage well calculation in Attachment D. Parking LOT Drainage System: LIJ Lf"'i The parking lot drainage system area is for 1.483 acres which consists of the following: i'`'i - Parking lot area not covered by roof (0.988 acre) - Half of the Museum Plaza (0.495 acre) Please see the Attachment E for sketch of areas. Parking lot pavement will be gravel over compacted sub grade. Filter fabric should be placed on top of the compacted sub grade in order to prevent infiltration below the gravel area. There will be a perforated pipe network within the pervious gravel pavement that will collect the water and transport it to the exfiltration trench system. All perforated collecting pipes should be connected to drainage structures with manhole top to provide maintenance access. In addition, baffles need to be installed in the drainage structures before the stormwater flows into the exfiltration trench. DERM will allow the planter drains excess runoff to flow through the gravel base and finally into the exfiltration trench. No separate pipe network is required for collecting stormwater from planter drains. As per drainage design calculation, 250 LF of exfiltration trench is required to satisfy the water treatment and storage from parking lot. Please see the attached trench calculation in Attachment F. Solid waste generated by this project will be collected in standard on-site containers for refuse and recyclables. The volume of solid waste projected to be generated by the project is shown below: Proposed Useable Space = 75,416 SF Waste Generation rate = 4 lbs/100 square feet/day Total projected solid waste = 75,416 x 4/100 = 3,017 lbs per day. These containers shall comply with the applicable City of Miami codes. Additionally, the solid waste shall be transported to Miami -Dade County Solid Waste Disposal facilities via regular pick-up service by the City of Miami Solid Waste Department or private hauling companies. ALA.D.A. Engineering, Inc. 6 of 6 Miami Art MuseumAm g" RIP BOOM AT&T is the service provider for this area. Per Mr. Stefan Eriksson, (407) 578-8000, AT&T has no facilities within the Miami Art Museum's construction area. AT&T has overhead lines near the proposed MAM site. Existing facilities may or may not be sized to service proposed building improvements. The Owner and the project's MEP Engineers shall be required to contact Bellsouth/AT&T directly to coordinate loads and distribution systems. ALA.D.A. Engineering, Inc. 7 of 7 Miami Art MuseumIdalk OF • Boundary Survey a- = ip- - R. sg \ MATCH UNE (SEE SHEET 2 OF 2) 121 hAp qa- s� els o �' �P Z. a= m� ®g it m i 's +�� *�� \ T,\� •a{.. N,{ rya mssw S a�£ ga „ �Cj a + ®v ft2p R a 9.' c v Y No -57'G- Y' - s n IT o F S P� U Ex It r o s Al All A4 g"s C, gag xxnpzxxa €aE . 502'2a'OO mm 62 m 4 r x �At — $ R _ s s - -r - P T d � ANN \ \ � • cys a \ i +il+ ++ - � Via✓ / t73'*r CIO G I s c BISCAYNE BAY °§ maog�� >zmr m: 000ng o A,go"sny' " Hn oy "gig �,"� NNe§K 8�®moX=82 e' •�®^�7t"e r��<rgonv � _ �m>8. m SKETCH OF BOUNDARY AND TOPOGRAPHIC SURVEY OF PARCELS A-1 & A-2 K , �,iA MILLEi€`~�EGG SECTION 37, TOWNSHIP 54 SOUTH, RANGE 41 EAST MIAMI AIRY MUSEUM11 �" ^ _ MIAMI, FLORIDA _ _ o N 3 Attachment B• Water Atlas 12 NN IP. Nc 1:V .... . .... . W11C2 AV[ f TrFt:vD V I ALA.D.A. Engineering, Inc. Miami Art Museum 0 T El —I—, ,;-1lUIlTi611AYGHUf 1+ N UAYSII P- ALA.D.A. Engineering, Inc. Miami Art Museum 0 Sewer Atlas ATTACHMENT C Er ___ r .. Sewer Atlas AILA.D.A. Engineering, inc. Miami Art Museum do • Drainage Well Calculation DRAINAGE WELL CALCULATIONS I � A.D.A. Engineering, Inc. Project Client: A.D.A. Project No. C176-0106-01 Consulting Engineers & Planners Date: 3/16/2006 Calculated By: BRS Checked By: Project Name: Miami Art Museum DRAINAGE AREASSITE CHARACTERISTICS SQ. FT. ACRES Avg. Oct. Water Table Elevation (ft-NGVD) 2.0 Lowest Basin Elevation (ft-NGVD) _ 8.00 Imp. Area 47,046.0' 1.08 Design Storm Event Frequency (year) 10.00 Pervious Area 0.0 ' 0.00 Rainfall Intensity (inlhr) 6:74- : (at 10 min Tc) (Q) caneary (gpm)/ft head 400 Total Area 'x47;046;0` 1.08 Ruonff Coefficient (Impervious) C, 0.95 Runoff Coefficient (Pervious) CP 0.30 Weighted Runoff Coefficient (CW) = (AI)(CI) + (Ap)(Cp) C'= 0.96 At Well Elevation = 2.30 (ft-NGVD) Lowest Rim Elevation = 8.00. (ft-NGVD) (Q) wk = C X I X A= 6.92 (cfs) Head Available In Structure = Rim EI. - Water table elevation -1.5ft = Well Capacity = 4.01 (cfs) Head above Well = (Q) Peak I (Q) Capacity + 1.6ft= 1 9.28 (feet) Peak Elevation= 11.56 (ft-NGVD) Number of Wells Required= 1.72 3 (With Safety factor -2) 4.50 = (feet) (Max 8' from Avg Oct 6.5' above effective Head) • Drainage Areas E2 TT Af-- PROJECT y - LOCATION "01 2t- SECMON: 37, TOMSHIP: 54S. RANGE: 41E LOCATION MAP =E: 1-=5D0' L-0 LEGEND IRZZ R. �.NE. N— MU—M —A A— OA95 4 PRELIMINARY i NOT FOR CONSTRUCTION Miami Art Museum 101 Mffi RAWER 91EHI1YMM1 0.91]0n5 1951E GlE STATE AS SHOWN .1®110; Cilli-DIDB-Ot AREAS Wiltration Trench Calculation Xxxxxxxxxxxxxxxxxxxxxxxxxxxx DRAINAGE CALCULATIONS BASIN INFORMATION FOR PROP; EXTILTRATION TRENCH FIRM Flood Elevation 11.00 feet NGVD Miami -Dade County Flood Elevation = 11.00 feet NGVD Building Finish Floor Elevation = 20.00 feet NGVD Total Drainage Area (A) = 1.480 acres. Impervious Area (A;",p)= 1.480 acres. Building Area (Abid) = 0.000 acres. Pervious Area (Aperv)= 0.000 acres. Proposed Lowest Grate or Weir Elevation = 8.00 feet NGVD Water Table Elev.(GWT) = 2.00 feet NGVD Weighted Runoff Coefficient (C): Runoff Coefficient Impervious (C 1) = 0.90 Runoff Coefficient Pervious (C2) = 0.30 C = [(A I x Cl) + (A2 x C2)] / A= 0.90 C x A = Total Contributing Area; 1.33 (Acres) 58,021.92 (sft) Design storm frequency (years), T= 10 Minimum time of Concentration (min.), trc 10 Weighted Hyd. Conductivity (cfs/sf - ft), K= 2.43E-04 Required Safety Factor (FS)= 2 QUALITY VOLUME TO BE TREATED BY EXFILTRATION TRENCH WATER QUALITY CRITERIA 1. If a wet detention system, then whichever is the greater of the following: a. The first inch of runoff from the entire project site. b. The amount of 2.5 inches times the percent impervious for the project site. 2. If a dry detention system, then 75% of the volume required for the wet detention system. 3. If a retention system, then 50% of the volume required. 4. If the property is zoned "Commercial', at least 0.5 inches of retention or dry detention pre-treatment will be required. 5. Any detention system shall be designed to discharge no more than 0.5 inches of the detained volume per day. WATEB QUALITY COMPUTATIONS. I. Compute the first inch of runoff from the entire developed project site: = 1.48 ac -in. 2. Compute 2.5 inches times the percent impervious for the developed project site: a. Site area for water quality pervious / impervious calculations only: = Total Project - ( Lake Area + Buildings ) I.480 acres b. Impervious area for water quality pervious / impervious calculations only: = Site area for water quality - Pervious area 1.480 acres 1.480 acres of impervious area for water quality calculations C. Percentage of impervious area for water quality: = Impervious area for water quality / Site area for water quality X 100% 100.00 % Impervious d. For 2,5 inches times the percentage of impervious area: 2.500 inches to be treated e. Compute volume required for quality detention: = Inches to be treated X ( Total Site Area - Lake Area ) = 3.700 ac -ft required for detention storage The first inch of runoff from the entire developed site = 1.48 ac -ft. 2.5 inches times the percentage of impervious area = 3.70 ac -ft. The volume of 3.700 ac -ft controls Treament volume = EX] ILTRATION TRENCH 3,700 ac -ft TRENCH WIDTH H2 = Depth to the Water Table (ft) W = Trench width (ft) D„ = Non -Saturated Trench Depth (ft) D, = Saturated Trench Depth (ft) L = Provided Length of Exfiltration Trench In accordance with standard SFWMD model: Storage volume in exfiltration trench:Vs 0.5WD„L Volume exfiltrated out of the bottom of the trench in time t: VB=ICH2WLt Volume exfiltrated out of the side of the trench in time t: V s=2KL[D„ (H2-0.5D,)+D,H2]t Total trench storage + exfiltrated volume=V,+VB+Vs= 0.5 WDuL+KH2WLt+2KL[Du(H2-0.5Du)+DsH2]t The runoff volume ,V, resulting from a storm event of duration It, is given by: V=CiAt The IDF relation used by DERM, i=308.5/(48.6T-o'u+t(0.5895+.L-0.67) The IDP relation can be written in the form: i=a/(b+t) where (ft/sec) t --duration (sec) a= 0.428/(0.5895+T -u"') b=2916T- %SELECT BACKFjLL_;.; 12 INCHES BACKFILL :PEA GR GINCHES -GRAVEL. H2. UNSATURATEp i TRENCH MINIMUM PIPE COVER Du DEPTH PIPE 12 INCHES PERFORATED MINIMUM PIPE DIAMETER 7 NCHE 3 PIPE BED COARSE ROCK '1,2jIN OS 1 MUM TRENCH WIDTH H2 = Depth to the Water Table (ft) W = Trench width (ft) D„ = Non -Saturated Trench Depth (ft) D, = Saturated Trench Depth (ft) L = Provided Length of Exfiltration Trench In accordance with standard SFWMD model: Storage volume in exfiltration trench:Vs 0.5WD„L Volume exfiltrated out of the bottom of the trench in time t: VB=ICH2WLt Volume exfiltrated out of the side of the trench in time t: V s=2KL[D„ (H2-0.5D,)+D,H2]t Total trench storage + exfiltrated volume=V,+VB+Vs= 0.5 WDuL+KH2WLt+2KL[Du(H2-0.5Du)+DsH2]t The runoff volume ,V, resulting from a storm event of duration It, is given by: V=CiAt The IDF relation used by DERM, i=308.5/(48.6T-o'u+t(0.5895+.L-0.67) The IDP relation can be written in the form: i=a/(b+t) where (ft/sec) t --duration (sec) a= 0.428/(0.5895+T -u"') b=2916T- Runoff volume = Total trench storage + exfiltrated volume t b+t =0.5WD„L+KHZWLt+2KL[D„(HZ—0.5D„)+DSHZ]t The relation yields: Required Trench Length (ft), L=a t/((P+t)(y+St) .................... (i) Where: 8=KH2 W+2K[Du(H2-0.5D„)+DSH2)] P=b=2,916T-'” /(0.5895+T"0.67) I = 0.5 WD„ a=CAa=0.428 CA/(0.5 895+T-°.61) For storm duration, t, in equation (i) that maximizes the value of L: iddL=0 dt t=t�s which combined with equation (i) yields: tcs=(y(3/8)1/2 Using the critical storm duration, tcs in equation (i) gives required exfiltration trench, LT, for any storm duration with a given return period T as: L=a tis/((p+t�s)(y+Stas) Req. Trench Length for critical storm duration (ft), Lra t.j((O+t�j(y+Stas) Where: Critical Storm Duration (sec), t,s_(y(3/S)'/2 The following equations are used to determine the length of exfiltration trench required for water quality: If D„>Ds,use: L=V/(k[H2W+2H2D„-D„2+2H2Ds]+[1.39x10-4]WD„) if DS>D,,,orW>2TD: L=V/(k[2H2D„-D„2+2H2Ds]+[1.39x]04]WD.) EXFILTRATION TRENCH LENGTH CALCULATIONS K= 2.43E-04 cfs/sf-ft H2= 6.00 ft. W— 8.00 ft. D„= 4.00 ft. Ds— 11.00 ft. GWT 2.00 ft. Vtreat 3.70 ac -inch FS 2.00 Top Elevation = 8.00 ft. NGVD. GWT = 2.00 ft. NGVD. Pipe Diameter = 30.00 inches Inv. Elevation = 2.00 ft. NGVD. Bottom Elevation = -7.00 ft. NGVD. [l (Sec) y (ft) S (ftl/SCC) a(ft3) tcs(sec.) tcs(Mill 2818 16.0 0.052 30914 1 936 1 16 Required exfiltration trench . Required length of v Provided Provided length for quality volume (ft.) '' eAltration trench Design Length for quantity Length (ft) FS for "uanti volume ft. volume with safe ' factor 2 ft. 84 120 240 250 2.1 PROVIDED LENGTH= 250.0 feet