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Exhibit A: Revised Cost Tender Form EXHIBIT A REVISED COST TENDER FORM 5 ADDENDUM NO.5 REQUEST FOR PROPOSALS(RFP)2016-042-KB DESIGN/BUILD SERVICES FOR STORMWATER PUMP STATION AT NORTHEAST CORNER OF CONVENTION CENTER DRIVE(PHASE II) 1 1 APPENDIX E ejaI � AM Cost Tender Fora RFP NO. 2016-042-KB DESIGN/BUILD SERVICES FOR STORMWATER PUMP STATION AT NORTHEAST CORNER OF CONVENTION CENTER DRIVE (PHASE II) DEPARTMENT OF PROCUREMENT MANAGEMENT 1755 Meridian Avenue, 3rd Floor Miami Beach, Florida 33139 6 ADDENDUM NO.5 REQUEST FOR PROPOSALS(RFP)2016-042-KB DESIGN/BUILD SERVICES FOR STORMWATER PUMP STATION AT NORTHEAST CORNER OF CONVENTION CENTER DRIVE(PHASE II) Section 1 —Certification The undersigned, as Proposer, hereby declares that the only persons interested in this proposal as principal are named herein and that no person other than herein mentioned has any interest in this proposal or in the Contract to be entered into; that this proposal is made without connection with any other person, firm, or parties making a proposal; and that it is, in all respects, made fairly and in good faith without collusion or fraud. The Proposer further declares that it has examined the site of the Work and informed itself fully of all conditions pertaining to the place where the Work is to be done;that it has examined the Contract Documents and all addenda thereto furnished before the opening of the proposals, as acknowledged below; and that it has satisfied itself about the Work to be performed; and all other required information with the proposal;and that this proposal is submitted voluntarily and willingly. The Proposer agrees, if this proposal is accepted,to contract with the City,a political subdivision of the State of Florida, pursuant to the terms and conditions of the Contract Documents and to furnish all necessary materials,equipment, machinery,tools, apparatus, means of transportation, and all labor necessary to construct and complete within the time limits specified the Work covered by the Contract Documents for the Project entitled: REQUEST FOR PROPOSALS(RFP)No.2016-042-KB DESIGN/BUILD SERVICES FOR STORMWATER PUMP STATION AT NORTHEAST CORNER OF CONVENTION CENTER DRIVE The Proposer also agrees to furnish the required Performance Bond and Payment Bond or alternative form of security, if permitted by the City,each for not less than the total proposal price plus alternates, if any, provided in the RFP Price Form in Section 00408 and to furnish the required Certificate(s)of Insurance. • In the event of arithmetical errors between the division totals and the total base proposal in the RFP Price • Form,the Proposer agrees that the total base proposal shall govern. In the event of a discrepancy between the numerical total base proposal and the written total base proposal,the written total base proposal shall • govern. In absence of totals submitted for any division cost,the City shall interpret as no proposal for the division, which may disqualify the Proposer. Name of Proposers Authorized Representative: Title of Proposers Authorized Representative: Signature of Proposers Authorized Representative: Date: State of FLORIDA ) On this day of , 20_, personally appeared before me who stated that (s)he is the of , a corporation, and that the instrument was signed in behalf of the said corporation by authority of its board of directors and acknowledged said instrument to be its voluntary act and deed.Before me: Notary Public for the State of Florida • My Commission Expires: 7 ADDENDUM NO.4 • REQUEST FOR PROPOSALS(RFP)2016-042-KB DESIGN/BUILD SERVICES FOR STORMWATER PUMP STATION AT NORTHEAST CORNER OF CONVENTION CENTER DRIVE(PHASE II) 11 1 i Section 2—I UMW, °„P SUM GUARANTEED MAXIMUM PRICE REQUEST FOR PROPOSALS(RFP) No.2016.042-KB DESIGN/BUILD SERVICES FOR STORMWATER PUMP STATION AT NORTHEAST CORNER OF CONVENTION CENTER DRIVE FURTHER BREAKDOWN OF LINE ITEMS INDICATED MAY BE PROVIDED AT THE DISCRETION OF THE PROPOSER • - .-' '`TOTAL(QUANTITY ITEM' DESCRIPTION QUANTITY UNIT UNIT COST:- - X UNIT COST) 1 MOBILIZATION 1 LS $ - , 2 DESIGN AND CONSTRUCTION ADMINISTRATION 1 LS $ - 3 MAINTENANCE OF TRAFFIC 1 LS $ - 4 CLEARING,GRUBBING AND DEMOLITION 1 LS $ - 5 REGULAR EXCAVATION 1 LS $ - 6 EMBANKMENT 1 LS S - 7 HANDRAIL 1 LS $ - 8 2-INLETS(DT BOTTOM,TYPE C,10') 1 LS $ - 9 1-JUNCTION STRUCTURE(8'X 10')W/MH COVER 1 LS $ - 10 1-OVERFLOW STRUCTURE(8'X 14)W/ALUMINUM HATCH 1 LS $ - 2-QUALITY TREATMENT STRUCTURES(12WX161)W/2 MH 11 COVERS 1 LS $ - 2-WET WELL STRUCTURES(12WX141)W/2-ALUMINUM 12 HATCHES 1 LS S - 13 CONC PIPE(CL III,48"CD) 1 LS S - 14 CONC PIPE(CL 111.72"CD) 1 LS $ - 15 CONC PIPE(CL II1,96"CD) 1 LS $ - 16 2.48°HDPE FLAP VALVES 1 LS $ - 17 2-32"HDPE FLAP VALVES(FOR PUMP DISCHARGE PIPE) 1 LS 5 - 18 CONC ENERGY DISSIPATER(5.x7') 1 LS S - 19 INSTRUMENTATION AND CONTROLS 1 LS S - 20 ELECTRICAL(INCL VFD,ELECT SERVICE,ETC.) 1 LS S - 21 ELECTRICAL Aa1AL PUMPS(4-20,000 GPM EACH) 1 LS $ - 22 SEAWALL W/OPENINGS AND MANATEE GRATES 1 LS $ - 23 CONC VALLEY GUTTER 1 LS $ - 24 CONCRETE SIDEWALK 6" 1 LS S - , 25 GRASS PAVEMENT(GRASSPAVE 2 OR APPROVED EQUAL) 1 LS S - 26 RUBBLE RIP RAP 12"DIAMETER) 1 LS S - 26-27 BOND AND INSURANCE 1 LS $ - 27-28 ALLOWANCE FOR TESTING MATERIALS 1 LS $ 50,000.00 S 50.000.00 28-29 ALLOWANCE FOR CONTROL CABINET ENCLOSURE 1 LS S 100,000.00 S 100,000.00 30 ALLOWANCE FOR ADDITIONAL CONTROL CABINET ITEMS 1 LS S 100.000.00 S 100,000.00 31 ALLOWANCE FOR LANDSCAPING 1 LS $ 50,000.00 $ 50.000.00 32 ALLOWANCE FOR LIGHTING 1 LS S 50,000.00 S 50.000.00 TOTAL MBCC PUMP STATION OWNER CONTROLLED PROJECT CONTINGENCY 10%OF THE 29-33 TOTAL MBCC PUMP STATION' 10% TOTAL GMP MBCC PUMP STATION CONTINUED ON THE FOLLOWING PAGE. 8 ADDENDUM NO.4 REQUEST FOR PROPOSALS(RFP)2016-042-KB DESIGN/BUILD SERVICES FOR STORMWATER PUMP STATION AT NORTHEAST CORNER OF CONVENTION CENTER DRIVE(PHASE II) ANY LETTERS,ATTACHMENTS,OR ADDITIONAL INFORMATION TO BE CONSIDERED PART OF THE PROPOSAL MUST BE SUBMITTED IN DUPLICATE. WRITTEN TOTAL: PROPOSER(Print): ADDRESS: CITY/STATE: ZIP: FEDERAL I.D.#: NAME/TITLE OF REPRESENTATIVE(Print): SIGNED: (1 certify that I am authorized to execute this proposal and commit the proposing firm) 9 ADDENDUM NO.4 REQUEST FOR PROPOSALS(RFP)2016-042-KB DESIGN/BUILD SERVICES FOR STORMWATER PUMP STATION AT NORTHEAST CORNER OF CONVENTION CENTER DRIVE(PHASE II) 1 EXHIBIT B REVISED DESIGN CRITERIA PACKAGE • • • • • • • • • 10 ADDENDUM NO.4 REQUEST FOR PROPOSALS(RFP)2016-042-KB DESIGN/BUILD SERVICES FOR STORMWATER PUMP STATION AT NORTHEAST CORNER OF CONVENTION CENTER DRIVE(PHASE II) DESIGN CRITERIA STORMWATER PUMP STATION AT THE NORTHEAST CORNER OF MIAMI BEACH CONVENTION CENTER. PART 1 - GENERAL 1.01 THE REQUIREMENT • A. WORK to be performed under this Contract shall consist of furnishing and installing all tools, equipment, materials, supplies, and manufactured articles and furnishing all labor, transportation, and services, including fuel, power, water, and essential communications, and performing all WORK, or other operations required for the fulfillment of the Contract in strict accordance with the Contract Documents. The WORK shall be complete, and all WORK, materials, and services not expressly indicated or called for in the Contract Documents, which may be necessary for the DESIGN / BUILD FIRM shall provide the complete and proper construction of the WORK in good faith as though originally so indicated, at no increase in cost to the CITY. B. Wherever the term Project is used in these documents, it shall be construed to mean all WORK associated with the STORMWATER PUMP STATION AT THE NORTHEAST CORNER OF MIAMI BEACH CONVENTION CENTER. C. Wherever the term CONSULTANT is used in these documents, it shall be construed to mean the registered professional engineer, architect, and/or landscape architect who have contracted with or who are employed by the DESIGN / BUILD FIRM to provide professional services for the design and permitting of the Project. The CONSULTANT shall be the Engineer of Record and shall be licensed by the State of Florida to provide said services. D. Wherever the term CONTRACTOR is used in these documents, it shall be construed to mean the DESIGN / BUILD FIRM. E. Wherever the term CITY is used in these documents, it shall be construed to mean the entity responsible for the development of the Design Criteria Package Conceptual Specifications and Plans, for the Project. The CITY or its Representative shall be responsible for reviewing the contract documents and providing construction administration services. The DESIGN / BUILD FIRM shall interact with the CITY and or City's Representative. F. Whenever a reference to number of days is noted, it shall be construed to mean calendar days. RFP No. CITY OF MIAMI BEACH DATE: March 2016 DCP-1 MBCC Pump Stations 1.02 PROFESSIONAL SERVICES • A. Work to be performed in this Section includes providing professional engineering services to design and permit a project meeting the intent of the Design Criteria Package (DCP). The DCP is a multi-volume document including the following items: • Volume 1: - Request for Proposal Volume 2: - Design Criteria and DPW Operations recommendations on pump station. Volume 3: - Attachments Attachment 1: Washington Avenue Drainage Report. (AECOM) Attachment 2: Geotechnical Reports dated August 8, 2014 & July 21, 2015 Attachment 3: Topographical Survey Attachment 4: Conceptual Design Plans Attachment 5: CMB Seawall Detail This document and the Technical Specifications include Project requirements to be adhered to by the DESIGN / BUILD FIRM. These documents require that a Consultant revise the conceptual design plans and documents to incorporate the project requirements. The Consultant shall take full responsibility for the contract documents, including but not limited to drawings, technical specifications, cost estimates, and shall design using the design criteria. In addition, the Consultant shall apply and obtain all regulatory permits for this project. 1.03 SCOPE OF WORK A. The DESIGN / BUILD FIRM shall review all laws, regulations, codes and rules applicable to the development, design and construction of the Project, correlate all such codes, rules, regulations and laws with the City's requirements, and advise the City of any program requirements that may cause a violation of such codes, rules, regulations and laws. B. The DESIGN / BUILD FIRM shall make the necessary changes, revisions, modifications, etc. to prepare a signed and sealed contract document set that incorporates the intent of the master specifications (Divisions 1 through 16), and the conceptual design plans. In this capacity, the DESIGN / BUILD FIRM shall make all requisite changes and revisions required by the CITY and/or jurisdictional agencies at no additional cost. RFP No. CITY OF MIAMI BEACH DATE: March 2016 DCP-2 MBCC Pump Stations C. The DESIGN / BUILD FIRM shall assist the City in filing documents required to obtain all necessary approvals of Permitting Authorities having jurisdiction over the Project. The City is currently applying for the following permits and expects to obtain prior beginning construction: 1. USCOE Dredge and Fill 2. MD RERDERM Class I 3. MD RERDERM Class II 4. SFWMD ERP All other required permits will be the responsibility of the DESIGN / BUILD FIRM. D. The DESIGN / BUILD FIRM shall coordinate the design and construction requirements with any Permitting Authorities, utilities and all Project stakeholders. E. Information regarding existing conditions for the project has been developed and is included as Volume 3 in this design criteria package as follows: 1. A preliminary drainage report has been prepared by AECOM for the proposed drainage improvements. The Drainage Analysis is included in Attachment 1 of Volume 3. 2. Geotechnical soil surveys and reports have been prepared by Universal Engineering Sciences in a series of two reports dated August 8, 2014 and July 21, 2015. These reports are provided for reference only and were performed for the Miami Beach Convention Center Improvement Project. The DESIGN / BUILD FIRM shall review and amend the existing geotechnical soil surveys, as needed, to meet the requirements of the scope of work and the Public Work Manual, Part I Geotechnical Considerations. The DESIGN / BUILD FIRM shall verify / update the information presented to the extent necessary to ensure that the project can be designed to meet all required criteria. The DESIGN / BUILD FIRM shall include in its proposal additional geotechnical data that is deemed necessary to properly design and construct the pump station and seawall. The Geotechnical Reports are included under Attachment 2 of Volume 3. 3. Topographic Survey: A topographic survey is provided as existing information with this Design Criteria Package. The survey is provided for information only. The DESIGN / BUILD FIRM shall verify / update the information presented to the extent necessary to ensure that the project can be designed to meet all required criteria. The Design Criteria Package Conceptual Plans were developed based on a topographic survey prepared by Biscayne Engineering for the Miami Beach Convention Center Project. The DESIGN / BUILD FIRM shall review and amend the existing topographic survey, as needed, to meet the requirements of the scope of RFP No. CITY OF MIAMI BEACH DATE: March 2016 DCP-3 MBCC Pump Stations work and the Public Work Manual, Part 1, Section 1, standard Design and Plan Production Criteria, Survey and Mapping Standards. The DESIGN / BUILD FIRM shall include in its proposal additional survey data that is _ deemed necessary to design and construct the pump station and seawall. The Survey is included in Volume 3 attachment 3 and was used to develop the Conceptual Plans. F. The DESIGN / BUILD FIRM shall prepare signed and sealed contract documents for the CITY's review to verify that the Project intent is complied with. The DESIGN / BUILD FIRM shall also utilize the City of Miami Beach Public Works. Manual (PWM), current version with updates to supplement any details required to complete the Project. r • G. Contract Document Preparation (Drawings / Specifications): The DESIGN / BUILD FIRM shall review the Design Criteria Package, Master Specifications (Divisions 1 through 16) and Plans provided in Volumes 1, 2 and 3. The DESIGN / BUILD FIRM shall make the necessary changes, revisions, modifications, etc. to prepare its contract document set that incorporates the intent of the master specifications, conceptual plans and the requirements of Division 1, of the Master Specifications. The DESIGN / BUILD FIRM's contract document set shall be submitted to the CITY to verify that the Project intent is complied with at the 60%, 90% and 100% design milestones. The DESIGN / BUILD FIRM shall also utilize the City of Miami Beach Public Works Manual, and any updates to supplement any details required to complete the Project. The Design Standards Manual is provided to the DESIGN / BUILD FIRM as a basis to develop contract documents that meet the intent of the scope of work. The following is a list of items that the DESIGN / BUILD FIRM shall incorporate into its Contract Documents:' 1. Relocation of Existing Underground Utilities: It is the DESIGN / BUILD FIRM's responsibility to coordinate the relocation of any and all existing utilities that are in conflict with the proposed improvements as depicted in the DESIGN / BUILD FIRM's contract documents. These include but are not necessarily limited to: FPL, BellSouth, Charter Communications, Level 3 Communications, Adelphia Communications, Atlantic Broadband, AT&T, Teco-Peoples Gas, NUI-City Gas Company, Florida Gas Transmission, MCI WorldCom, M-D:WASD, M-D PWD and City of Miami Beach, etc. It is the responsibility of the DESIGN / BUILD FIRM to, verify that the final contract documents are free of utility conflicts. The DESIGN / BUILD FIRM shall be responsible for the identification, coordination with the private utility owner for the relocation of any private utility in conflict with the proposed work at the cost of the private utility owner. 2. Existing Utility'Verification: The DESIGN / BUILD FIRM shall include in its proposal any required underground utility investigation that .is deemed RFP No. CITY OF MIAMI BEACH DATE: March 2016 • • DCP-4 MBCC Pump Stations • necessary to fully identify the exact location of the existing utility and coordinate with the utility owner for the relocation at the utility owner's • - expense. During design, the DESIGN / BUILD FIRM shall submit its contract documents to each utility owner and request that they identify / verify the horizontal and vertical location of their utilities. The DESIGN / BUILD FIRM shall forward correspondence and its contract documents to each utility owner with a copy to the.•CITY and the PROJECT MANAGER. The DESIGN / BUILD FIRM is strongly recommended to field verify each utility and / or manhole excavation, utility crossing, utility tie-in and excavation greater than 12-inches in depth to field verify the location and depth of identified utilities. Methods to'be considered by the DESIGN / BUILD FIRM shall include but not be necessarily limited to subsurface utility exploration in accordance with ASCE Standard Guideline for the Collection and Depiction of Existing Subsurface Utility Data (Quality Level A), vacuum extraction, water extraction, ground penetrating radar, magnetic survey, potholing, or other method deemed appropriate by the DESIGN / BUILD FIRM. The DESIGN / BUILD FIRM shall also verify its design of the proposed improvements with respect to conflicts with identified existing utilities. This effort shall include, -as a minimum, the identification and resolution of conflicts between proposed improvements and existing below ground utilities, structures, footings, foundations, landscaping, etc. and existing above-ground improvements. The CITY reserves the right to request that the DESIGN / BUILD. FIRM provide documentation of utility verification requests and subsequent responses from utilities during analyses of unforeseen condition claims. . The DESIGN / BUILD FIRM is alerted to the fact, that there is an existing . subaqueous high voltage FPL transmission line under the Collins Canal. • The DESIGN / BUILD FIRM shall coordinate with FPL and field verify the location of this line prior to construction. The line carries 69,000 volts of electricity and is inside a steel pipe filled with dielectric fluid at 200 PSI. Vibration caused by pile driving could impact the integrity of the high pressure pipe. Details of the location of piling and the hammering rate shall be submitted to FPL Structural team for review to ensure that the pipe will not be impacted by the construction. 3. Construction Sequencing .Plan: The DESIGN / BUILD FIRM shall incorporate the construction sequencing restrictions presented in this -document into its contract documents. The CITY will consider minor, non- substantial deviations from the construction sequencing restrictions on a case-by-case basis. Major events held by the Convention Center including but not limited to such as Art Basel and Design Miami requires all traffic lanes for all the roads in the vicinity. The DESIGN / BUILD FIRM shall anticipate construction restrictions on such events unless it is clearly • RFP No CITY OF MIAMI BEACH • DATE: March 2016 DCP-5 MBCC Pump Stations demonstrated that no impact to those events will be created as a result of this project construction activities. H. Contract Document Permitting: The DESIGN / BUILD FIRM shall prepare applications and such documents and design data as may be required to procure approvals from all such governmental authorities that have jurisdiction over the Project as represented in its contract documents. The DESIGN / BUILD FIRM shall consider the impact of permit fees in its construction opinions of probable cost. DESIGN / BUILD FIRM shall be responsible for meetings, submissions, resubmissions and negotiations with such authorities. CITY will attend meetings with governmental authorities as deemed necessary by CITY. DESIGN / BUILD FIRM shall respond to comments by such authorities within ten working days of receipt of comments. It is recognized by the CITY that the time period for obtaining permits is beyond the control of the DESIGN / BUILD FIRM except for issues concerning the permitability of the design and the DESIGN / BUILD FIRM's ability to respond to permitting agency requests for information. The DESIGN / BUILD FIRM shall be responsible for monitoring and tracking progress on the preparation and review of permits and subsequent requests for information. The DESIGN / BUILD FIRM shall correspond with noted jurisdictional authorities to establish permitting requirements, revise its documents and respond to permitting inquiries as required. The DESIGN / BUILD FIRM shall copy the CITY on all correspondence and also attend meetings with the CITY staff to review and discuss permitting status. The following governmental authorities that have or may have jurisdiction over the Project have been identified: 1. City of Miami Beach Building Department 2. City of Miami Beach Design Review Board 3. City of Miami Beach Historical Preservation Board 4. City of Miami Beach Planning Department 5. City of Miami Beach Public Works Department 6. Miami-Dade County Department of Regulatory and Economic Resources (RER) (formerly,DERM). The City is in the process of applying for the Class I and Class II permits. The DESIGN / BUILD FIRM shall assume that this permit will be obtained by the City prior to beginning construction. 7. Miami-Dade County Water and Sewer Department 8. Miami-Dade County Public Works Department 9. Miami-Dade Department of Health and Rehabilitative Services RFP No. CITY OF MIAMI BEACH DATE: March 2016 DCP-6 MBCC Pump Stations • 10. South Florida Water Management District. The City is in the process of applying for this permit. The DESIGN / BUILD FIRM shall assume that this permit will be obtained by the City prior to beginning construction. 11. Florida Department of Environmental Protection • 12. U.S. Army Corps of Engineers. The City is in the process of applying for this permit. The DESIGN / BUILD FIRM shall assume that this permit will be obtained by the City prior to beginning construction. 13. U.S. Environmental Protection Agency Failure to identify governmental authorities that have jurisdiction over Project at the time of permitting does not relieve DESIGN / BUILD FIRM from responsibility to pursue the permit as described above. Note that this effort includes the procurement of permit extensions, whether existing or new. I. Construction Certifications: The DESIGN / BUILD FIRM shall make certification to the City at the end of the project that the project was constructed in accordance with all approved plans and applicable codes. The DESIGN / BUILD FIRM shall provide all certifications, inspection reports and project information necessary to close out all permits for the project. It should be noted that phasing of the project shall require multiple phased certifications to put some partial systems in to service during construction. J. Submittal of Contract Documents to the CITY for Review: The DESIGN / BUILD FIRM shall submit three (3) hard copies and a CD of the design documents in digital format (pdf and native format -AutoCAD, word, etc.) to the CITY for review and comments, the contract documents at the 60%, 90% and 100% completion stages. The submittal of the progress review contract documents shall be in compliance with the requirements of the PUBLIC WORKS MANUAL (PWM) for each completion stage. All review comments generated by the CITY shall be addressed and included in the subsequent submittal. K. CAD files shall accompany all the as-built and record drawings for review by the City, and be included in all pay requests. As-built drawings shall be consistent with current CITY surveying and GIS standards as required in the PWM. L. The DESIGN / BUILD FIRM shall attend weekly design and construction meeting with the CITY to review the project progress. The DESIGN / BUILD FIRM is responsible for preparation and updating the project schedule for these meetings and provide, one (1) days prior to the meeting, a list of items and issues to discuss and address during these meetings. M. Time Frames and constrictions: RFP No. CITY OF MIAMI BEACH DATE: March 2016 DCP-7 MBCC Pump Stations 1. Notice to Proceed (NTP1) is expected to be issued soon after the contract has been executed by all parties 2. Time is of the essence to substantially complete this project within 200 calendar days after Notice to Proceed (NTP) is issued. Substantial completion shall be reached when partial completion of the proposed pump station is placed into operation. Partial completion means to place into operation the pump station that can deliver 50% of the design treatment capacity or 5025 CFS and 50% of the flow capacity or 9045 CFS. This includes the construction completion of at least one of the two proposed train units including the Junction box, one treatment structure, one wetwell with two pumps, one half of the energy dissipater unit including its front seawall and the overflow structure. All required performance testing, training, installation certification, and acceptance by the City shall be performed prior to substantial completion. The City and the DESIGN / BUILD FIRM agree that Liquidated Damages #1 for delay are set in the amount of $5,000 per calendar day and shall be deducted from monies due to the contractor for each calendar day that expires after the time specified for substantial completion date. 3. Final completion shall be 120 calendar days after the issuance of substantial completion. The City and the Contractor agree that Liquidated Damages #2 for delay are set in the amount of$1,000 per calendar day and shall be deducted from monies due to the contractor for each calendar day that expires after the time specified for final completion of the entire project. 4. The DESIGN / BUILD FIRM is alerted to the fact that the Convention Center has scheduled major events such as Art Basel. These major events require that traffic for all major roads are fully open at all times. 1.04 WORK COVERED BY CONTRACT DOCUMENTS A. The WORK under CONTRACT comprises the design, permitting, and the construction of the infrastructure site work for the CONSTRUCTION OF STORMWATER PUMP STATION AT THE NORTHEAST CORNER OF MIAMI BEACH CONVENTION CENTER. The work will include but not be limited to site preparation; earthwork; storm drainage infrastructure installation, construction of a pump station and conflict utility resolutions. In addition to construction related services, the project will require engineering design, permitting, surveying services, utility locations, landscape architecture, and potentially geotechnical services. RFP No. CITY OF MIAMI BEACH DATE: March 2016 DCP-8 MBCC Pump Stations B. The proposed items of construction include but are not limited to the following: 1) The proposed pump station has been sized by using the design criteria based on the Washington Avenue Drainage Report submitted with this package as Attachment 1.one of the attachments. 4-20,000 gallons per minute (GPM) with a 18 feet total design head axial pumps. The Conceptual plans depict two parallel train units by means of a splitter box referred to as junction box. A train is a unit composed of a Water Quality Treatment Structure discharging treated runoff directly into a duplex wetwell. The pumps shall be manufactured by Flygt or ABS. The pump equipment, pump motor, including Variable Frequency Drives (VFDs), electrical panels, all instrumentation and control equipment and all other pump incidentals to be provided by a single manufacturer which shall be responsible for all equipment. The selected Design Build Firm may propose to the City the use of other pump manufacturer as value engineering after this contract is awarded. 2) Pump controls shall include circuitry to alternate pump starts to ensure each pump is exercised and are utilized evenly. 3) All pumps shall be ceramic coated and suitable for operation corrosive (saltwater) environment. All associated equipment within the wetwell shall be corrosion resistant and coated as applicable to operate in a corrosive (saltwater) environment. 4) Stormwater pumps shall be equipped with Variable Frequency Drive (VFD) units to operate at maximum efficiency under all service conditions. The initial speed for the VFD shall be at 50% motor speed. 5) Cycle times estimating the expected number of pump starts per hour (and consistent with the manufacturers recommendations) shall be provided based on the volume of water in the collection system, structures and wetwell at the "pump on" elevation and using as a replacement volume an inflow rate equivalent to the water quality rate. 6) Pump discharge riser pipe shall be HDPE equipped with an HDPE flap valve to prevent backwater flow into the pump. The discharge riser pipe shall be directed to an energy dissipating structure. The minimum top elevation of the pump station wetwell and energy dissipating structure shall be as depicted on the conceptual plans. . 7) Control panels for the pump station shall be installed such that the lowest elevation of the control panel shall be at, or above, base flood elevation (BFE) plus two (2) feet or 8.44 NAVD. 8) The control panel shall be screenedhi , and the areas around the control equipment shall be beautified with an appropriate landscape screening to create a visual buffer. The control panel shall have an enclosure to be constructed as part of this project. The enclosure is currently being designed and it is expected to be complete during the construction of the pump station. Since details for this enclosure are not RFP No. CITY OF MIAMI BEACH DATE: March 2016 DCP-9 MBCC Pump Stations available at this time, the contract will have an allowance provision for this work. 9) The control panels shall include an emergency generator receptacle of sufficient amperage to operate at least two pumps the pump station in the event of a power failure, and in addition shall include adequate space and connections to permit the installation and integration of future SCADA equipment to be installed by others. The City does not currently have a remote central location or a SCADA system to receive and send information from and to this pump station. All equipment, instrumentation and controls are to be installed locally. The control panel shall include a control unit, a telemetry unit, ethernet, switches, relays, time delay components, antenna, etc similar to the stormwater pump stations recently installed by the City at 17th St and West Ave, 14th ST and 10th St pump stations. All components mentioned above shall be adjusted as required for the proposed axial pumps. The proposed pump station shall also be equipped with a main switch disconnect. An allowance has been provided as part of this contract for any additional items that the City requires above and beyond the intended items specified above or for any changes of the components specified. The DESIGN / BUILD FIRM will coordinate with the City Public Works department regarding integration of the SCADA system. 10)Two wetwells. The size of the wetwells is depicted on the conceptual plans. The size is approximate and shall be verified with pump manufacturer. The size of the well shall be so a minimum of 4 feet of storage is provided between the pump off and the lead pump on 0 condition at 50% motor speed; 1 foot between lead and lag pumps and additional 2.5 feet to ramp up from 50% motor speed to 100% motor speed in 5 intervals. The pump off elevation shall be no higher than 2 feet below the treatment unit inlet control elevation. The pump station wet well shall be sized for the flow characteristics and shall have adequate capacity to maintain proper pump operation under all service conditions. 11)Two water quality treatment units shall have a treatment capacity of 5025 cubic feet per second (CFS) each and a bypass component with a flow capacity of 90 CFS per unit. The water quality treatment bypass component shall be designed to avoid causing backwater impacts to the upstream collection system. Supporting calculations shall be provided to the City for review demonstrating flow elevation over the bypass weir shall not exceed an elevation of 1.0 NAVD. The conceptual plans were developed by using the CDS treatment structure manufactured by Contech. An alternate option allowed is the Downstream Defender manufactured by Hydro. The size of the concrete treatment structure is depicted on the conceptual plans. The size is approximate and shall be verified with the treatment unit manufacturer. All metal components of RFP No. CITY OF MIAMI BEACH DATE: March 2016 DCP-10 MBCC Pump Stations the treatment unit shall be stainless steel type 316 and shall be so cleaning is performed from above ground and without a need of replaceable maintenance parts. 12)One long energy dissipater structure with a series of openings designed to limit the discharge flow velocity to 1.4 feet per second. The location of the openings is under permitting agencies review and subject to change. 13)A junction structure designed to split flows into the two train units as depicted on the plans. The invert elevation of the incoming and outgoing pipes of the junction structure shall be no lower than the invert elevation of the 96" RCP at the rack structure. 14)An overflow concrete structure designed to discharge flows in case the pumps are off for maintenance or to supplement capacity during high peak flows. The over flow structure shall be equipped with HDPE flap valves to prevent backwater into the wetwell. 15)A trash rack structure will be constructed by others and it is expected to be installed before construction of this project begins. 16)Approximately 175 feet of new seawall using the most updated Public Works standard seawall detail. The minimum seawall top elevation is 5.7 NAVD. The seawall shall be designed to include openings of equal size as the dissipater unit and shall be located so they coincide with the dissipater unit. The seawall openings shall include manatee grates to allow storm water runoff into Collins Canal. The location of the openings is subject to change to incorporate comments from the permitting agencies. A layers of rubble rip rap with an approximately 12" in diameter shall be installed for the entire length of the seawall as depicted on the conceptual plans . -- _ _ _ - - _ _ -- - - •- e" _ -- - _ _ •_ _ -- _ _ __ _ _ -e. Also, the DESIGN/BUILD FIRM is alerted to the fact that there is an existing layer of seagrass near the proposed wall. -- • - _ •e e •- - -e - - - e- .. -- south boundary of the seagrass and the proposed wall. The seagrass. 17)Installation of Manatee Grates as depicted on the conceptual plans. The manatee grates shall be of aluminum type and all hardware shall be of stainless steel type 316. The vanes shall be tilted upward to redirect the flow upward in an effort to minimize scouring. 18)Site Improvements include: a. A new driveway on Washington Avenue for maintenance trucks to access the pump station properly designed for trucks to turn around and exit the proposed driveway. The driveway shall be of a porous flexible pavement type with openings to allow grass to grow. The pavement shall be as specified by Grasspave2 by RFP No. CITY OF MIAMI BEACH DATE: March 2016 DCP-11 MBCC Pump Stations Invisible Structures, Inc. telephone 303-233-8383 or approved equal. b. Regrade the area between the new wall between and the sidewalk to match the grade at the sidewalk with Bahia grass. The conceptual plans depict proposed contours. c. Provide plantings consistent with the MBCC landscaping in this vicinity. An allowance is included in this contract to cover any landscaping required for any planting required for this proiect. d. Reconstruct Washington Avenue existing sidewalk, concrete curb, drainage inlet, etc. damaged by the proposed construction as indicated on the conceptual plans. e. Provide 2 drainage inlets type C for the area between the proposed driveway and the seawall and the area south of the proposed driveway. Install an 18" RCP connecting the proposed inlets to a drainage system being installed by others for the MBCC Project. 1.05 STANDARD SPECIFICATION A. Except as noted, all materials and workmanship shall meet the requirements of the latest editions of the following publications: 1. Miami-Dade County Public Works manual "Design and Construction Standards"; 2. The Florida Department of Transportation "Standard Specifications for Road and Bridge Construction, and its supplements; 3. The Florida Department of Transportation "Roadway and Traffic Design Standards"; 4. The Florida Department of Transportation "Structures Standards," 5. Miami-Dade Water and Sewer Department "Design and Construction Standard Specification and Details". 6. City of Miami Beach Public Works Manual. 1.06 SITE INVESTIGATION A. The DESIGN / BUILD FIRM, by virtue of signing the Agreement, acknowledges that it has satisfied itself to the nature and location of the WORK, the general and local conditions including, but not restricted to: those bearing upon transportation; disposal, handling and storage of materials, availability of water and electric power; access roads to the site; the conformation and conditions of the WORK area; and the character of equipment and facilities needed preliminary to and during the performance of the WORK. Failure on the part of the DESIGN / BUILD FIRM to completely or properly evaluate the site RFP No. CITY OF MIAMI BEACH DATE: March 2016 DCP-12 MBCC Pump Stations conditions shall not be grounds for additional compensation. Failure by the DESIGN / BUILD FIRM to acquaint itself with all available information shall not relieve it from responsibility for estimating properly the difficulty or cost of successfully performing the WORK. The CITY assumes no responsibility for any conclusions or interpretations made by the DESIGN / BUILD FIRM on the basis of the information made available by the CITY. B. Soil boring information may be furnished to the DESIGN / BUILD FIRM for its general information. Such data is not warranted to be correct; the DESIGN / BUILD FIRM, by virtue of signing the Agreement, acknowledges that it has satisfied itself as to the nature and extent of soil and (underground) water conditions on the project site. No additional payment will be made to the DESIGN I BUILD FIRM because of differences between actual conditions and those shown by the boring logs. 1.07 WORK BY OTHERS A. Concurrent work by Other Contractors. The DESIGN / BUILD FIRM'S attention is directed to the fact that work may be conducted at the site by other Contractors during the performance of the WORK under this Contract. The DESIGN / BUILD FIRM shall conduct its operations to cause little or no delay to work of such other Contractors, and shall cooperate fully with such Contractors to provide continued safe access to their respective portions of the site, as required to perform work under their respective contracts. B. Interference with Work on Utilities. The DESIGN / BUILD FIRM shall cooperate fully with all utility forces of the CITY or forces of other public or private agencies engaged in the relocation, altering, or otherwise rearranging of any facilities which interfere with the progress of the WORK, and shall schedule the WORK so as to minimize interference with said relocation, altering, or other rearranging of facilities. 1.08 WORK SEQUENCE AND PHASING A. The DESIGN / BUILD FIRM shall schedule and perform the WORK in such a manner as to result in the least possible disruption to the public's use of roadways, driveways, and utilities. Utilities shall include but not be limited to water, sewerage, drainage structures, ditches and canals, gas, electric, internet, television and telephone. Prior to commencing with the WORK, the DESIGN / BUILD FIRM shall perform a location investigation of existing underground utilities and facilities in accordance with this section and Section 01530 — "Protection of Existing Facilities" and shall have obtained all required permits and permissions. The DESIGN / BUILD FIRM shall provide a schedule to the CITY, City's Public Information Office (PIO) and the Public Works DEPARMENT RFP No. CITY OF MIAMI BEACH DATE: March 2016 DCP-13 MBCC Pump Stations at least two weeks prior to each planned disruption to the roadway, sidewalks, driveways, and utilities for notification of the residents. City and City's PIO will prepare the notices with assistance from the DESIGN / BUILD FIRM. The Design / Build Firm shall provide the information for the preparation of the notices in a timely manner for distribution to the residents 72 hours in advance of the disruption. B. The DESIGN / BUILD FIRM shall sequence the WORK so as to minimize impact on residents. C. A preliminary plan identifying the work area included under each phase is presented in the Conceptual Plans. The limits of the phases are outlined in zones as follows: D. The WORK shall be sequenced so that the existing utilities prone to damage are replaced first followed by other deeper, more disruptive work. The work sequence is expect to be as follows: 1. Install proposed water mains and new service connections, 2. Install new drainage system, 3. Surface improvements including asphalt pavements (first lift), curbs, gutters and traffic calming devices, 4. Final lift of asphalt, signing and pavement marking E. It is expected that the DESIGN / BUILD FIRM will employ multiple crews so that construction can be carried on concurrently. F. The work must be phased so that only one zone per island is under active construction at any given time. G. The WORK shall be sequenced so all testing are performed and "Certification to Place into Operation" are obtained for the proposed water distribution system and stormwater management system prior to the construction of the proposed roadway improvements.. In addition to the above, the following restrictions shall be maintained: 1. The DESIGN / BUILD FIRM shall provide a detailed phasing and Maintenance of Traffic plans, for review and acceptance by the CITY prior to the commencement of any construction activities. The DESIGN / BUILD FIRM shall notify the City's Fire and Police Department, and the Post Office 14 days prior to planned disruptions. 2. The DESIGN / BUILD FIRM'S phasing plans shall clearly illustrate the DESIGN / BUILD FIRM's WORK intent. Each phase shall be broken down into sub-phases that allow work on different areas simultaneously. The RFP No. CITY OF MIAMI BEACH DATE: March 2016 DCP-14 MBCC Pump Stations DESIGN / BUILD FIRM's phasing plan shall be linked to the Project's Construction Schedule. 3. 4. The DESIGN / BUILD FIRM shall make necessary provisions to provide access to driveways at the end of the working day. 5. Construction within the right of way of affected roads shall be scheduled so that all improvements are completed at once, and travelers are only disrupted for one time period. 6. All affected residents shall be notified a minimum of seventy-two (72) hours prior to a shut off of water supply. Any water supply interruptions shall be scheduled to be as short as possible and not exceed four (4) hours. For multi-family apartments or condominium complexes, written notice of planned disruptions maybe directed to Condominium Association's Management Companies, Condominium Association's Board of Directors, Apartment Property Managers or other property managing companies or individuals via certified mail; for single family residences written notices shall be directed to the residents via door hangers. ALL Notifications of planned disruptions shall be coordinated with the City of Miami Beach Public Works Department. 7. The DESIGN / BUILD FIRM shall submit a written request to the City of Miami Beach Fire Department and the City of Miami Beach Public Works Department for shut-off of potable water or fire main supply, a minimum of seventy-two (72-hours), prior to the scheduled shut-off. The DESIGN / BUILD FIRM shall obtain written confirmation from the City of Miami Beach Fire Department and the City of Miami Beach Public Works Department and schedule it work accordingly. ONLY the City of Miami Beach Public Works Department is authorized to shut-off any potable water or fire main supply. 8. Access for emergency vehicles shall be maintained at all times to all homes or businesses. Excavation must be back-filled or barricaded at the end of each workday to prevent hazardous conditions. If a trench, excavation or structure is to be left open, it must be covered with a steel plate and made accessible to residents at the end of each workday or when work will be suspended for more than eight (8) hours. 9. The DESIGN / BUILD FIRM shall coordinate with the appropriate local agencies and private companies, which provide services to the residents, as required to provide uninterrupted bus, school bus, garbage collection, mail delivery and other service during the WORK period. A traffic maintenance plan indicating proposed street closings, schedules, and alternate routes, which have been approved by the applicable jurisdictional agency, should be submitted to all affected agencies and companies for coordination and routing purposes. RFP No. CITY OF MIAMI BEACH DATE: March 2016 DCP-15 MBCC Pump Stations 10. Transportation provisions for handicapped or disabled residents shall be made by the DESIGN / BUILD FIRM if construction prevents access to homes. 11. Materials and equipment shall be stored in a fenced or otherwise enclosed area during non-working hours. Pipe and material shall not be strung out along installation routes for more than one workday. DESIGN / BUILD FIRM shall store minimal amount of material on site within the City's approved staging area. 12. Street and Park lighting shall be maintained in operation at all times during construction. DESIGN / BUILD FIRM shall provide temporary power supply and/or temporary lighting when necessary, to maintain lighting conditions meeting the existing lighting conditions. 13. The DESIGN / BUILD FIRM shall develop a staging plan for review and acceptance by the CITY. The plan shall provide for the staging of necessary equipment, material and field operation trailers. The DESIGN / BUILD FIRM shall restrict parking for its employees and sub-contractors within the staging areas and/or swales adjacent to the work area. If necessary, the DESIGN / BUILD FIRM shall provide additional off-site storage, staging and parking as necessary at no additional cost to the contract. DESIGN / BUILD FIRM shall maintain all staging areas until the project is completed. 14. The Design / Built Firm shall limit the number of non-essential vehicles on the project area. The Design Built Firm is responsible to provide public parking for its staff and sub-contractors offsite and arrange for group transportation to and from the project area in order to eliminate the need for personnel vehicles to be brought to the project area. 1.09 TRAFFIC CONTROL A. The DESIGN / BUILD FIRM shall submit a conceptual Traffic Control Plan at the Pre-Construction Conference. This preliminary plan shall identify the phases of construction that the DESIGN / BUILD FIRM intend to utilize to identify the traffic flows during each phase. The DESIGN / BUILD FIRM will be required to submit a detailed plan showing each phase's Maintenance and Protection Plan prior to starting construction of any phase. B. The DESIGN / BUILD FIRM shall submit a weekly Traffic Impact Plan to the CITY by Wednesday of each week to allow for notification of anticipated road closures to public entities located in and doing business in the project area. The Traffic Impact Plan shall identify streets that are under construction and construction activities that may impact vehicular and pedestrian traffic. C. The Maintenance of Traffic Plans shall be prepared in accordance the Current Edition of the Florida Department of Transportation Standard Specification for Road and Bridge Construction, Florida Department of Transportation Design RFP No. CITY OF MIAMI BEACH DATE: March 2016 DCP-16 MBCC Pump Stations Standard for Road and Bridge Construction, and the Miami-Dade County Public Works Department Manual for Design and Construction. D. The "Maintenance of Traffic" plan shall address pedestrian traffic as well as vehicular traffic. E. The DESIGN / BUILD FIRM, at all times, shall conduct the WORK in such a • manner as to insure the least obstruction to traffic as is practical. Convenience of the general public and of the residents adjacent to the work shall be provided for in a satisfactory manner, as determined by the CITY. F. Fire hydrants on or adjacent to the WORK shall be kept accessible to fire apparatus at all times, and no material or obstruction shall be placed within twenty(20) feet of any such hydrant. G. All existing stop signs and traffic signalization shall be maintained in operating conditions at all times during construction. A complete inventory of all existing signage and traffic control features shall be provided to the CITY prior to the commencement of construction activities. H. When permission has been granted by the City of Miami Beach Public Works Department to close an existing roadway, the DESIGN / BUILD FIRM shall furnish and erect signs, barricades, lights, flags and other protective devices, which shall conform to the requirements, and be subject to the approval of the jurisdictional agency. The DESIGN / BUILD FIRM shall furnish and maintain proper protective devices at such location for the entire time of closure as the jurisdictional agency may direct. Signage shall be affected one week before closure. The DESIGN 1 BUILD FIRM shall furnish a sufficient number of protective devices to protect and divert the vehicular and pedestrian traffic from working areas closed to traffic, or to protect any new work. Failure to comply with this requirement will result in the shutdown of the work until the DESIGN / BUILD FIRM provides the necessary protection. J. In areas where there are existing pavement markings, the DESIGN I BUILD FIRM shall install temporary pavement markings any time traffic is diverted for a period of time that will exceed one work day or as allowed by the City of Miami Beach Public Works Department. Existing pavement markings that conflict with the new work zone traffic pattern must be obliterated. Painting over existing pavement markings (black out) shall not be permitted. 1.10 WORK SCHEDULE A. Substantial Completion: Project Substantial Completion, as defined in the General Conditions, shall be achieved within 200 calendar days from the Notice-to-Proceed. RFP No. CITY OF MIAMI BEACH DATE: March 2016 DCP-17 MBCC Pump Stations B. Completion: Project Final Completion, as defined in the General Conditions, shall be achieved within 1201-50 calendar days from the issuance of substantial completion. C. Time is of the essence in completing this project. Because time is of the essence, the DESIGN / BUILD FIRM shall commit the necessary resources to this project to complete it in a timely manner. Note that a typical workday will be based on hours between 8:30 am and 5:00 pm, Monday through Friday, excluding holidays. If the DESIGN / BUILD FIRM wish to work longer hours than those specified herein, it shall request so, in writing, a minimum of 72- hours (3-business days) of each week. Work completed at other than regular working hours should be easily observable by CITY on the subsequent day. If the DESIGN / BUILD FIRM propose to complete work that will be "covered up" after normal working hours, it shall reimburse CITY for costs associated with the observation of such work. D. The Construction progress will be measured with the construction schedule submitted by the DESIGN / BUILD FIRM. If the CITY determines that the DESIGN / BUILD FIRM do not meet the Critical Path Method (CPM) as specified in the Section entitled "Schedules and Reports", the DESIGN / BUILD FIRM will be required to commit those resources necessary to ensure the completion of the project in a timely manner. All costs incurred to implement measures to complete the WORK in timely manner will be borne by the DESIGN / BUILD FIRM. E. SCHEDULE TRACKING 1. DESIGN / BUILD FIRM shall submit scheduling information for the WORK as required in the Section entitled "Schedules and Reports". 2. No separate payment shall be made for preparation and/or revision of the schedule. 1.11 COMPUTATION OF CONTRACT TIME A. It is the DESIGN / BUILD FIRM's responsibility to provide clear and convincing documentation to the CITY as to the effect additional WORK will have with respect to additional contract time extension requirements. If additional quantities of WORK can be carried out concurrent with other existing construction activities without disrupting the critical path of the project then no contract time extension will be granted. The DESIGN / BUILD FIRM is obligated to provide documentation to the CITY if additional elements of WORK affect the critical path of the project. If WORK set forth in the original scope of the project is deleted, the contract time may be reduced. This contract is a calendar day contract. While the DESIGN / BUILD FIRM may be granted, time to suspend WORK operations for vacations or holidays, contract time will not be suspended. During suspensions, the DESIGN / BUILD FIRM shall be responsible for all maintenance of traffic and liability without additional RFP No. CITY OF MIAMI BEACH DATE: March 2016 DCP-18 MBCC Pump Stations compensation from the CITY. In addition, DESIGN / BUILD FIRM shall comply with timely notice requirements as specified in the General Conditions. 1.12 PRE-CONSTRUCTION CONFERENCE A. Thirty (30) days prior to the start of construction activities, a Pre-Construction Conference will be held between the DESIGN / BUILD FIRM, , CITY, other interested agencies, representatives of utility companies and others affected by the WORK. The time and place of this conference will be set by the CITY. The DESIGN / BUILD FIRM shall bring to the conference a copy of its preliminary WORK schedule for review and comment by the CITY. The schedule shall include sequences of operation and time schedule. The final schedule will be due as noted in the Section entitled "Schedules and Reports". The WORK shall be performed in accordance with such schedule or approved amendments thereto. � 1.13 UTILITY LOCATIONS A. To the extent possible, some existing utility lines in the project area have been shown on the conceptual plans. However, the CITY guarantees neither that all lines are shown, nor that said lines are in their true location. It shall be the DESIGN / BUILD FIRM's responsibility to identify and locate all underground or overhead utility lines or equipment affected by the project. No additional payment will be made to the DESIGN / BUILD FIRM because of discrepancies in actual and plan location of utilities and damages suffered as a result thereof of lines shown on the plans. B. The DESIGN / BUILD FIRM shall notify each utility company involved at least thirty (30) days prior to the start of construction to arrange for positive underground location, relocation or support of its utility where that utility may be in conflict with or endangered by the proposed construction. The DESIGN / BUILD FIRM shall pay for relocation of water mains or other utilities for the convenience of the DESIGN / BUILD FIRM. All charges by utility companies for temporary support of their utilities and permanent utility relocations to avoid conflict shall be the responsibility of the DESIGN / BUILD FIRM and the utility company involved. C. The DESIGN / BUILD FIRM shall schedule and coordinate its WORK in such a manner that the utility companies relocating or supporting their utilities do not delay project construction activities.. No compensation will be paid to the DESIGN / BUILD FIRM for any loss of time or delay. D. All overhead, surface or underground structures and/or utilities encountered are to be carefully protected from damage or displacement. All damage to said structures and/or utilities is to be completely repaired within a reasonable time; needless delay will not be tolerated. The CITY reserves the right to remedy any damage by ordering outside parties to make repairs at the expense of the DESIGN / BUILD FIRM. All repairs made by the DESIGN / BUILD FIRM are to RFP No. CITY OF MIAMI BEACH DATE: March 2016 DCP-19 MBCC Pump Stations be made to the satisfaction of the Utility Owner and shall be inspected by a representative of the Utility Owner and the CITY. E. Within forty-eight (48) hours before excavating, the DESIGN / BUILD FIRM should call the CITY, for assistance with locating City-owned utilities. The DESIGN / BUILD FIRM shall contact Sunshine State One Call of Florida (1-800- 432-4770) for free locating service for utilities for contractors and excavators. Within forty-eight (48) hours before excavating, the DESIGN / BUILD FIRM should call Sunshine State One Call of Florida Inc., and a locator will be dispatched to the WORK location. The DESIGN / BUILD FIRM shall coordinate with the utility companies not included in the Sunshine State One Call of Florida, Inc. location service. 1.14 Construction Layout Survey A. The DESIGN / BUILD FIRM surveyor shall provide vertical and horizontal control for layout of the WORK in the form of benchmarks and control points located adjacent to the WORK. From these controls provided, the DESIGN / BUILD FIRM shall develop and make all detailed surveys needed for construction and shall establish all working points, lines and elevations necessary to perform the WORK. The surveying WORK shall be supervised by a Professional Land Surveyor registered in the State of Florida and meet the requirements of the Public works Manual, Part I, Section 1 Standard Design and Plan Production Criteria. 1.15 PROTECTION AND RESTORATION OF SURVEY • 1.16 POINTS A. The DESIGN / BUILD FIRM shall carefully protect from disturbance all survey points, stakes bench marks, etc., whether or not established by it, and shall not remove or destroy any survey point until it has been properly referenced referenced/ tied-in by the DESIGN/BUILD Surveyor. Surveyor All survey points that have been damaged by the DESIGN / BUILD FIRM such as section corners, 1/4 section corners, property corners or block control points, including centerline of road Right of Ways such as the points of curve, tangent and intersection, shall be replaced at the DESIGN / BUILD FIRM's expense with markers of a size and type as required by Florida State Statues. Their replacement shall be under the supervision of a Florida Registered Land Surveyor. The DESIGN / BUILD FIRM Surveyor shall document survey monuments prior to construction and submit the location and type of all markers to the CITY. All survey points on the topographic, construction layout and as- built/record surveys perform through the duration of the project. 1.17 EQUIPMENT A. All equipment necessary and required for the proper construction of all work shall be on the construction site, in first-class working condition. RFP No. CITY OF MIAMI BEACH DATE: March 2016 DCP-20 MBCC Pump Stations 1.18 OWNERSHIP OF EXISTING MATERIALS A. All materials removed or excavated from the job site shall remain the property of the CITY until released by the CITY, at which time it shall become the property of the DESIGN / BUILD FIRM, who shall dispose of it in a manner, complying with all applicable jurisdictional requirements. 1.19 EXCESS MATERIAL A. All vegetation, debris, concrete or other unsuitable materials shall be disposed of off-site in approved areas provided by the DESIGN / BUILD FIRM. Storage of unsuitable materials on site shall not be allowed. All unsuitable materials are to be removed from work site as they are generated. The DESIGN / BUILD FIRM shall deliver any excess material desired to be retained by the CITY to a designated area within a 5-mile radius of the project, at no extra cost to the CITY. 1.20 AUDIO-VISUAL PRE-CONSTRUCTION RECORD A. General: 1. The DESIGN / BUILD FIRM shall engage the services of a professional videographer. A responsible commercial firm known to be skilled and regularly engaged in the business of pre-construction color audio video tape documentation shall prepare the color audio-video tapes. 2. Prior to beginning the WORK, the DESIGN / BUILD FIRM shall have a continuous color audio-video tape recording taken along the entire length of the project to serve as a record of pre-construction conditions. No construction shall begin prior to review and approval of the tapes covering the construction area by the CITY. The CITY shall have the authority to reject all or any portion of the video tape not conforming to the specifications and order that it be redone at no additional charge. The DESIGN / BUILD FIRM shall reschedule unacceptable coverage within five days after being notified. The CITY shall designate those areas, if any, to be omitted from or added to the audio-video coverage. B. Equipment: 1. The DESIGN I BUILD FIRM shall furnish all equipment, accessories, materials and labor to perform this service. 2. The total audio-video system shall reproduce bright, sharp, clear pictures with accurate colors and shall be free from distortion, tearing, rolls or any other form of imperfection. The audio portion of the recording shall reproduce the commentary of the camera operator with proper volume and clarity and be free from distortion and interruptions. RFP No. CITY OF MIAMI BEACH DATE: March 2016 DCP-21 MBCC Pump Stations 3. When conventional wheeled vehicles are used, the distance from the camera lens to the ground shall not be less than twelve feet. In some instances, audio-video tape coverage may be required in areas not accessible by conventional wheeled vehicles. Such coverage shall be obtained by walking or special conveyance approved by the CITY. 4. The color video camera used in the recording system shall have a horizontal resolution of 300 lines at center, a luminance signal to noise ratio of 45 dB and a minimum illumination requirement of 25 foot-candles. C. Recorded Information - Audio: 1. Each tape shall begin with the current date, project name and municipality and be followed by the general location, i.e., name of street, house address, viewing side and direction of progress. The audio track shall consist of an original live recording. The recording shall contain the narrative commentary of the videographer, recorded simultaneously with his fixed elevation video record of the zone of influence of construction. D. Recorded Information - Video 1. All video recordings must, by electronic means, display continuously and simultaneously generated with the actual transparent digital information to include'the date and time of recording, and station numbers as shown on the drawings. The date information shall contain the month, day and year. The time information shall contain the hour, minutes and seconds. Additional information shall be displayed periodically. Such information shall include, but not be limited to, project name, contract number, name of street, house address, direction of travel and the viewing side. This transparent information shall appear on the extreme upper left hand third of the screen. 2. All taping shall be done during times of good visibility. No taping shall be done during precipitation, mist or fog. The recording shall only be done when sufficient sunlight is present to properly illuminate the subjects of recording and to produce bright, sharp video recordings of those subjects. 3. The rate of speed of the vehicle used during taping shall not exceed 10 miles per hour. Panning, zoom-in and zoom-out rates shall be sufficiently controlled to maintain a clear view of the object. 4. Video coverage shall include all surface features located within the zone influence of construction supported by appropriate audio coverage. Such coverage shall include, but not be limited to, existing driveways, sidewalks, curbs, pavements, ditches, mailboxes, landscaping, culverts, fences, signs and headwalls within the area covered. Particular attention should be paid to those items outside or adjacent to the work limits that may become damaged during construction. RFP No. CITY OF MIAMI BEACH DATE: March 2016 DCP-22 MBCC Pump Stations li 1.21 ADJUSTING EXISTING VALVES, METERS, CATCH BASINS, AND MAINTENANCE ACCESS STRUCTURES (i.e. MANHOLES) A. It shall be the DESIGN / BUILD FIRM's responsibility to coordinate and have all adjustments made to existing water meters, valves, and structures encountered during construction, to meet all final grades, unless otherwise instructed by the respective utility owner. All valves and maintenance access structures shall be accessible during all phases of the WORK for emergency access. Omission of such structures from the conceptual plans does not relieve the DESIGN / BUILD FIRM from making such adjustments as may be deemed necessary. 1.22 ENVIRONMENTAL PROTECTION A. The DESIGN / BUILD FIRM shall furnish all labor and equipment and perform all WORK required for the prevention of environmental pollution during and as a result of the WORK under this contract. For the purpose of this contract, environmental pollution is defined as the presence of chemical, physical, or biological elements or agents, which adversely affect human health or welfare; unfavorably alter ecological balances of importance to human life, affect other species of importance to man, or degrade the utility of the environment for aesthetic and recreational purposes. The control of environmental pollution requires consideration of air, water, land and involves noise, solid waste management and management of radiant energy and radioactive materials, as well as other pollutants. B. The DESIGN / BUILD FIRM shall take all steps necessary to protect water quality in the connected waters around the project and shall utilize such q Y p 1 additional measures as directed by the CITY. Silt screens shall not be removed until the turbidity of the affected waters is equal to or lowers than the ambient turbidity of undisturbed segments of adjacent surface waters. C. The DESIGN / BUILD FIRM shall implement a Stormwater Pollution Prevention Plan in accordance with the Florida Department of Environmental Protection minimum requirements. The DESIGN / BUILD FIRM shall obtain and prepare all documents necessary to obtain a Florida Department of Environmental Protection National Pollution Discharge Elimination System Permit for Construction Activities. D. All protection requirements covered by this subsection shall comply with all applicable jurisdictional agency requirements. 1.23 BASIS OF PAYMENT A. The DESIGN / BUILD FIRM's during the design the pay request shall contain updated project schedule and a written status report providing the status of each discipline under design and permitting. During construction Professional Land Surveyor will prepare "As-built record" Survey monthly to support the payment request. In the event of disputes, the CITY shall make the final RFP No. CITY OF MIAMI BEACH DATE: March 2016 DCP-23 MBCC Pump Stations determination; no additional compensation will be made for surveying services. A Florida Licensed Registered Professional Land Surveyor and meet the requirement of the Public works Manual, Part I, Section 1 Standard Design and Plan Criteria, Construction Layout Surveys shall supervise this WORK. B. The DESIGN / BUILD FIRM shall not be permitted to invoice for quantities of WORK beyond those contained in the contract and all previously approved change orders. Invoice for partial payment shall not be accepted by CITY as complete without the following: 1. Certificate of payment to subcontractors. 2. Updated Construction Schedule 3. Release of Liens from subcontractors 1.24 APPLICATION FOR PAYMENT FOR STORED MATERIALS A. The DESIGN / BUILD FIRM is advised that the CITY will not pay for stored materials. 1.25 VIBRATORY COMPACTION A. The use of vibratory compaction equipment shall be limited to a total gross weight of three (3) tons. The use of vibratory equipment shall be limited to compacting backfill of utility trenches and subgrade of roadways only. If approved in writing by the CITY larger vibratory compaction equipment may be allowed if operated in a static mode only. The DESIGN / BUILD FIRM shall be responsible for all damages/claims resulting from its compaction activities on the surrounding neighborhood and its residents. 1.26 REPORTING OF DAMAGE CLAIMS A. The DESIGN / BUILD FIRM shall keep the CITY informed of any damage claims made against the DESIGN / BUILD FIRM during the construction period. All claims for automobile damage, property damage and/or bodily injury will be reported to the CITY within 24 hours of receipt of notice. DESIGN / BUILD FIRM will conduct a timely investigation of the claim and determine if they will honor claim and/or report to their insurance carrier and provide periodic updates, each quarter, until final disposition of claims. The DESIGN / BUILD FIRM will advise the CITY in writing of its decision/referral to carrier. 1.27 PERMITS A. It shall be the DESIGN / BUILD FIRM's responsibility to secure all permits of every description required to initiate and complete the work under this Contract, except for permits obtained by the CITY. B. The DESIGN / BUILD FIRM shall furnish signed and sealed sets of Contract Documents for permit use as required. RFP No. CITY OF MIAMI BEACH DATE: March 2016 DCP-24 MBCC Pump Stations C. The DESIGN / BUILD FIRM shall furnish to the DESIGN CRITERIA PROFESSIONAL and CITY copies of all permits prior to commencement of work requiring permits. D. The DESIGN / BUILD FIRM shall be responsible for procuring extension permits as required throughout the duration of the project. An allowance for Permit Fees is included in the Schedule of Price Bid. 1.28 DIMENSIONS OF EXISTING FACILITIES A. Where the dimensions and locations of existing improvements are of critical importance in the installation or connection of new work, the DESIGN / BUILD FIRM shall verify such dimensions and locations in the field prior to the fabrication and/or installation of materials or equipment which are dependent on the correctness of such information. PART 2 - PRODUCTS (Not Applicable) PART 3 - PART 3 - EXECUTION (Not Applicable) - END OF SECTION - RFP No. CITY OF MIAMI BEACH DATE: March 2016 DCP-25 MBCC Pump Stations MIAMI BEACH City of Miami Beach, 1755 Meridian Avenue, 3'd Floor,Miami Beach, Florida 33139,www.miamibeachfl.gov PROCUREMENT DEPARTMENT Tel: 305-673-7490 Fax: 786-394-4002 ADDENDUM NO. 4 REQUEST FOR PROPOSALS(RFP)2016-042-KB DESIGN/BUILD SERVICES FOR STORMWATER PUMP STATION AT NORTHEAST CORNER OF CONVENTION CENTER DRIVE(PHASE II) April 26, 2016 This Addendum to the above-referenced RFP is issued in response to questions from prospective proposers, or other clarifications and revisions issued by the City. The RFP is amended in the following particulars only(deletions are shown by strikethrough and additions are underlined). I. ELECTRONIC FILE ATTACHMENTS. Exhibit A: Permitting Documentation Exhibit B: AutoCAD Conceptual Design Plans II. ANSWERS TO QUESTIONS BY PROSPECTIVE BIDDERS AT THE PRE-BID MEETING AND VIA EMAIL. 01: Can the City provide a list of agencies presently being coordinated with by the City for the purposes of permitting? Al: Please refer to Attachments section above. Attached are the applications of the environmental permits the City has applied for this project. Also attached is all correspondence responding to questions to- date. The design build firm will be responsible for the dewatering permit as well as any local City permit required for this project. Q2: If the City is responsible for permitting, what permits has the City of Miami Beach begun processing? A2: Please refer to response Al above. Q3: Will the City be leading the effort and ultimately responsible for the environmental permitting of the project including delays to the schedule? A3: The City is expecting environmental permits by the end April 2016. Q4: Will the City be providing the necessary documentation for the purposes of environmental permitting to the contractor? A4: Please refer to response Al above. Q5: Will the project construction start date be based on when the City obtains the necessary regulatory permits or will the City allow the design-build contractor to begin construction prior to obtaining the necessary environmental permits and at risk to the City? A5: It is the City's intent to issue notice to proceed after the City has obtained all permits the City is applying for. 1 ADDENDUM NO.4 REQUEST FOR PROPOSALS(RFP)2016-042-KB DESIGN/BUILD SERVICES FOR STORMWATER PUMP STATION AT NORTHEAST CORNER OF CONVENTION CENTER DRIVE(PHASE II) Q6: Are meeting minutes available for the coordination meetings held between the City and Miami-Dade DRER and SFWMD? • A6: Please refer to response Al above. Q7: Will the City be responsible for the hydraulic calculations for the pump stations and provide the necessary documentation for the purposes of permitting? If not, then will the City incur the liability with regards to the capacities provided by the pump station and the cycling and regular operations of the pumps/pump station? A7: The City is in the process of obtaining the environmental permits for this project. Any information requested by the environmental agencies regarding the hydraulic calculations, the City will provide to the environmental agencies. The Design Build Firm shall be responsible for sizing the pump station with 4 axial pumps by Flygt; each pump having a design flow of 20,000 gallons per minute for a total of 80,000 gpm and total design head as indicated on the latest conceptual drawings. The City is responsible for the design flow provided. Q8: Can the City provide the hydraulic modeling performed by the City? If not, then will the City incur the liability with regards to the capacities provided by the pump station and the cycling and regular operations of the pumps/pump station? A8: The drainage report has been provided as part of Addendum No. 3 which contains the input to the hydraulic modeling. If desired by the Design Build Firm,the City will provide the hydraulic model to the awarded Firm. Q9: Can the City provide inflow hydrographs for the flows coming from the existing 96" pipe and system connecting to the proposed trash rack structure? If not, then will the City incur the liability with regards to the capacities provided by the pump station and the cycling and regular operations of the pumps/pump station? A9: Please refer to response A8 above. Q10: The Design Criteria provided states a maximum exist velocity of 1.4 fps (subject to change based on regulatory requirements) while the RFQ states a maximum exit velocity of 1.7 fps. Please clarify the current allowable maximum velocity? A10: Based on the latest permitting requirements, the maximum velocity is 1.4 fps. Q11: Is the water quality treatment structure treatment flow rate of 50 cfs a finalized regulatory requirement? All: There are two water quality treatment structures depicted on the conceptual drawings. Each water quality structure shall have a capacity treatment of 50 CFS or a total of 100 CFS for both structures. In addition, each one of the water quality treatment structure shall be capable of bypassing 90 CFS of flow or a total bypass flow of 180 CFS for both structures. Q12: The RFQ pg 32 states a treatment flow rate of 50 cfs and a peak flow rate of 85 cfs per treatment structure while the DCP states a treatment flow rate of 25 cfs and a bypass flow rate (not peak) of 90 cfs per treatment structure. Which flows 2 ADDENDUM NO.4 REQUEST FOR PROPOSALS(RFP)2016-042-KB DESIGN/BUILD SERVICES FOR STORMWATER PUMP STATION AT NORTHEAST CORNER OF CONVENTION CENTER DRIVE(PHASE II) i rates should be used? Al2: Please refer to response All above. 013: Drawing PS-07, 15 of 19, has a note for the construction of the dissipater box using 5' x 7' Standard Precast Box Culvert. PS-02, 10 of 19, Section 6, shows the box culvert (Dissipater Box) abutted up against the configuration of the old and new seawall. Page 34, of the RFP, C2, Scope of the Work, F., states' "The dissipater box shall be designed and constructed integrally with the Seawall". This statement in the RFP, seems to contradict what is showing in the plans. Please advise as to which governs? A13: The intent of the conceptual design is to have the new seawall and the energy dissipater be adjacent to each other with the no old seawall in between them. Q14: Addendum 1, page 1, Project Duration, changed the project duration days and milestones to: a. Design and Permitting—90 days from NTP b. Substantial Completion—240 days from NTP c. Final Completion—60 days from Substantial Completion For a total of 390 days from NTP Addendum 2, issued a Sample Contract which describes the Project Duration, as follows on page 37, 6.2: a. Design and Permitting- 120 days from NTP 1 b. Substantial Completion—360 days from NTP 1 c. Final Completion—60 days from Substantial Completion For a total of 420 days from Substantial Completion.Which of these are correct? A14: Please refer to Addendum No. 3. Q15: Sample Contract 12.2 b., dictates that we include 126 inclement weather days a year, in our schedule, before a weather delay can be submitted for. As the City has identified these days as inclement weather days, and as we only have, by contract 171 working days. Could the City either redefine the intent of this section or allot a more reasonable construction period? A15: Time is of the essence to substantially complete this project as it is tied to the Convention Center expansion project. The Design Build Firm shall use the project duration as stated in Addendum No. 3 to develop the technical and price proposal. Q16: Addendum 1, page 1, Project Duration, describes the activities needed to acquire Substantial Completion., DCP-8, 1.03, M, 2. Describes a method for partial completion. Is this still attainable? A16: The conceptual design and partial completion did not go into construction means and methods. Q17: Will the City as the Service Contract holder with FPL, initiate or facilitate a meeting with FPL to discuss the power requirements of the proposed pump station? FPL `s intended service configuration is required for the Design Builder to finalize the design concept for electrical distribution system configuration and equipment for the pump station. Please provide the Voltage and KVA range of the existing service connection provided by FPL shown on Drawing SP-01. 3 ADDENDUM NO.4 REQUEST FOR PROPOSALS(RFP)2016-042-KB DESIGN/BUILD SERVICES FOR STORMVVATER PUMP STATION AT NORTHEAST CORNER OF CONVENTION CENTER DRIVE(PHASE II) , A17: The City will help coordinate a meeting with FPL, the City and the Selected Design Build Firm after the contract has been awarded. The voltage and KVA range for the service connection provided by FPL is 750kVA at 277/480V. Q18: Are more details available of the proposed enclosure being designed by City — type, size and other support system? Does that include adequate ventilation system to handle the heat rejection by four VFD's? (this is essential for proper functioning of VFD)? A18: The City does not have any details at this point. The DBF shall make appropriate assumptions to be discussed with the enclosure consultant after award of the design build contract. Q19: Is the electrical equipment (VFD and other distribution items) located at the • elevated level required to meet the sea level rise? A19: The bottom elevation of the control panel shall be elevation 8.44 NAVD. Q20: Are Arc Flash safety requirements to be applied on this Project? A20: Yes. According to the NFPA 70, National Electrical Code of the National Fire Prevention Association. Q21: How and where from the Pump Station is it intended to be operated — local or remote/Manual or Auto? A21: LOCAL in Manual/Auto Mode and AUTO mode after future integration. Q22: Is it the intent of City to have SCADA interface termination panel for future integration of SCADA? Any specific communication protocol required for integration? A22: The pump station shall be ready available for scada integration in the future. The DBF shall design and install all wires required to be integrated by the City in the near future. The City is trying to standardize on Data Flow Systems(DFS). Q23: Please provide the CAD drawings produced for this project for the design Builders use. A23: Please refer to Addendum No. 3. Q24: Please provide the items specified under Attachment 2 and 3 of the Design • Criteria Package? A24: Please refer to Addendum No. 3. Q25: Please confirm that the permits to be supplied by the City listed under section 1.03 C will be brought to 100% completion prior to NTP? A25: Please refer to response A5 above. 4 ADDENDUM NO.4 REQUEST FOR PROPOSALS(RFP)2016-042-KB DESIGN/BUILD SERVICES FOR STORMWATER PUMP STATION AT NORTHEAST CORNER OF CONVENTION CENTER DRIVE(PHASE II) • 1 Any questions regarding this Addendum should be submitted in writing to the Procurement Department to the attention of the individual named below, with a copy to the City Clerk's Office at RafaelGranado @miamibeachfl.gov. Procurement Contact: Telephone: Email: Kristy Bada 305-673-7000, ext. 6218 KristyBada @miamibeachfl.gov Proposers are reminded to acknowledge receipt of this addendum as part of your RFP submission. Potential proposers that have elected not to submit a response to the RFP are requested to complete and return the "Notice to Prospective Bidders" questionnaire with the reason(s)for not submitting a proposal. . i re • A-xDe 's • Pr•c -ment Director . • • • • • • • • • 5 ADDENDUM NO.4 REQUEST FOR PROPOSALS(RFP)2016-042-KB • DESIGN/BUILD SERVICES FOR STORMWATER PUMP STATION AT NORTHEAST CORNER OF CONVENTION • CENTER DRIVE(PHASE II) MIAMI BEACH City of Miami Beach, 1755 Meridian Avenue, 3rd Floor,Miami Beach, Florida 33139,www.miamibeachH.gov PROCUREMENT DEPARTMENT Tel: 305-673-7490 Fax: 786-394-4002 ADDENDUM NO. 3 REQUEST FOR PROPOSALS (RFP) 2016-042-KB DESIGN/BUILD SERVICES FOR STORMWATER PUMP STATION AT NORTHEAST CORNER OF CONVENTION CENTER DRIVE (PHASE:II) April 21, 2016 This Addendum to the above-referenced RFP is issued in response to questions from prospective proposers, or other clarifications and revisions issued by the City. The RFP is amended in the following particulars only(deletions are shown by strikethrough and additions are underlined). I. REVISIONS. A. APPENDIX C MINIMUM REQUIREMENTS & SPECIFICATIONS has been revised as follows: PHASE I ADDENDUM NO. 1 PROJECT DURATION SPECIFICATIONS (MODIFIED): Project Duration: The Design/Build Firm must complete the work by the following durations, which exclude the warranty administrative period. • Design & Permitting Phase: 90 60 calendar days from issuance of Notice to Proceed. • Substantial Completion: 240 200 calendar days from issuance of NTP for the following work: e Partial completion means to place into operation the pump station that can deliver 50% of the design treatment capacity or 50 CFS and 50% of the flow capacity or 90 CFS. This includes the construction completion of at least one of the two proposed train units including the Junction box, one treatment structure, one wetwell with two pumps, one half of the energy dissipater unit includinq its front seawall and the overflow structure. All required performance testing, training, installation certification, and acceptance by the City shall be performed prior to substantial completion. - _ - = .e• e - -- - - - - -- - -- -•- pil o Installation of all pumps including VFD's, electrical and controls. o Start up, Functional testing for hydraulicc, electrical and controlc including information of testing, procedures, hydraulic and electrical- octing rosultc, certification of installation of major equipment by equipment manufacturer, operation and • Final Completion:60 120 Calendar days from substantial completion. Time is of the essence to substantially complete this project. The City and the Design Builder agree that Liquidated Damages for delay are set as follows: • $5,000 per calendar day after the date of substantial completion has been reached. 1 ADDENDUM NO.3 REQUEST FOR PROPOSALS(RFP)2016-042-KB DESIGN/BUILD SERVICES FOR STORMWATER PUMP STATION AT NORTHEAST CORNER OF CONVENTION CENTER DRIVE(PHASE II) • $1,000 per calendar day after the date of final completion has been reached. II. ATTACHMENTS. Exhibit A: Phase II Pre-proposal Meeting Sign In Sheet Exhibit B: Attachment 1 Washington Avenue Drainage Report Exhibit C: Attachment 2 Geotechnical Reports dated August 8, 2014 & July 21, 2015 Exhibit D: Attachment 3 Topographical Survey Exhibit E: Attachment 4 Conceptual Design Plans Exhibit F: Attachment 5 CMB Seawall Detail Exhibit G: Revised Design Criteria Package III. ANSWERS TO QUESTIONS BY PROSPECTIVE BIDDERS AT THE PRE-BID . MEETING AND VIA EMAIL. Q1: Volume 3 (three) attachments are missing from the DCP electronic file, for example the topographical, geotechnical and the drainage; could you provide this information? Al: Please refer to Attachments section above. Q2: . Who was the firm that provided the geotechnical report? A2: Universal Engineering Sciences 03: If the hydraulic modeling was completed is the information available? A3: The drainage report is includes the results of the hydraulic modeling. The DCP and the plans provide all information required to design the pump station. Q4: An enclosure was mentioned, is that being done by the City? Or is this being done by others? Please specify. A4: The City of Miami Beach is under contract with a design firm currently working on the design for the control cabinet enclosure. The enclosure details are expected to be available during the construction of the pump station. Cost of material and installation of the proposed enclosure will be paid using the Contract•Allowance. Q5: It was mentioned that DERM commented on the permit regarding rip-rap what was the comment and were there any other comments? A5: The revised conceptual drawings depict the proposed riprap and location of the proposed discharge openings. We expect to get the permits within the third week of April 2016. Once the permits are obtained will we provide them via addendum. Q6: The dates on the DCP do not correlate with the dates for completion as per Addendum 1 of Phase I, could you please advise what are the correct dates? A6: Please refer to Revision A above. Q7: Which department will be managing this project? 2 ADDENDUM NO.3 REQUEST FOR PROPOSALS(RFP)2016-042-KB DESIGN/BUILD SERVICES FOR STORMWATER PUMP STATION AT NORTHEAST CORNER OF CONVENTION CENTER DRIVE(PHASE II) A7: The Department of Public Works. Q8: Does the City know who will be providing the CEI services for this project? A8: We anticipate using one of the City's CEI consultants, but we do not have the information at this time. Q9: The DCP mentions both Flyght and ABS, which one should be utilized? A9: Flygt. Q10: Is the ICPR model available? A10: Please refer to response A3 above. Q11: There is a discrepancy within the Design Criteria Package (DCP) regarding Work I Schedule, more specifically about project final completion. On DCP-8; project final completion is defined as "120 calendar days after the issuance of substantial completion". On DCP-17; project final completion is defined as "shall be achieved within 150 calendar days from the issuance of substantial completion". Which version is accurate? All: Please refer to Revision A above. Q12: There is a discrepancy between the Design Criteria Package (DCP) and the Drainage Report prepared by AECOM regarding to water quality treatment capacity. On page 10, Item 11 of DCP says: "Two water quality treatment units shall have a treatment capacity of 25 CFS each and a bypass component with a flow capacity of 90 CFS per unit." On page 8 of Drainage report says: `The total 7.03 acre-feet of water quality treatment will be treated by two (2) Ecosense Ecovault Units, or approval equal , with a maximum treatment capacity of 50 CFS each. Which version is accurate? Al2: Both water quality treatment structures shall be designed for 50 CFS treatment unit capacity each (or a total of 100 CFS for both). Also the treatment structures shall be designed for 90 CFS bypass flow to each (or a total of 180 CFS). The treatment structure shall be either a CDS unit manufactured by Contech or the Downstream Defender by Hydro. Please refer to the revised Design Criteria Package attached. Q13: According to the DCP Plans; Sheet 10 of 19, Section 1. The drawing shows the energy dissipater is located behind the proposed seawall with no existing sea wall being left in place. While sheet 17 of 19, figure 1 and 2 show the existing seawall to be repaired and a new sea wall will be placed in front of the existing. Please provide clarification? A13: The intent of the conceptual design is to have the dissipater unit and the proposed seawall side by side. Where there is no dissipater, the intent of the conceptual design is to have the proposed seawall front of the existing seawall. Q14: On sheet 17 of 19, figure 2, it states: "New seawall panel placed in front of existing wall. See reinforcing detail on SW4". We have not been able to find figure SW4 please advise. A14: This seawall detail shown on these conceptual plans are part of the new City of Miami Beach Standard Seawall Drawings. These drawings are 3 ADDENDUM NO.3 REQUEST FOR PROPOSALS(RFP)2016-042-KB DESIGN/BUILD SERVICES FOR STORMWATER PUMP STATION AT NORTHEAST CORNER OF CONVENTION CENTER DRIVE(PHASE II) attached as part of Volume 3. Q15: As per field visit, we have noticed the alignment of the existing grate box is not shown correctly on the DCP plans, please advise. A15: The conceptual plans depict the location of the trash rack is approximate. The Design Build Firm shall be responsible to make any modification required to reflect actual conditions. Q16: In section 1.03 (M3) states that final completion shall be achieved 120 calendar days after issuance of substantial completion and in section 1.10 it states that final completion shall be achieved within 150 calendar days after substantial completion. Please clarify if final completion should be 120 or 150 calendar days after issuance of substantial completion? A16: Please refer to Revision A above. 017: There is a discrepancy in the DCP regarding the time for final completion; Section 1.03 states that final completion shall be 120 calendar days after substantial completion, and Section 1.10 allows 150 calendar days. Please clarify. A17: Please refer to Revision A above. Q18: The DCP provided on the CD references Volume 3—Attachments, which include the drainage report, geotechnical reports, topographic survey, and conceptual drawings. The Volume 3 attachments (with the exception of the conceptual drawings, which were included in Addendum 2) were not provided with the CD. Will these attachments be provided as part of an addendum? A18: Please refer to response Al above. Any questions regarding this Addendum should be submitted in writing to the Procurement Department to the attention of the individual named below, with a copy to the City Clerk's Office at RafaelGranado @miamibeachfl.gov. Procurement Contact: Telephone: Email: Kristy Bada 305-673-7000, ext. 6218 KristyBada @miamibeachfl.gov Proposers are reminded to acknowledge receipt of this addendum as part of your RFP submission. Potential proposers that have elected not to submit a response to the RFP are requested to complete and return the "Notice to Prospective Bidders" questionnaire with the reason(s)for not submitting a proposal. Sink' , _. lop Alex Proent Director 4 ADDENDUM NO.2 REQUEST FOR PROPOSALS(RFP)2016-042-KB DESIGN/BUILD SERVICES FOR STORMWATER PUMP STATION AT NORTHEAST CORNER OF CONVENTION CENTER DRIVE(PHASE II) Exhibit A: Phase II Pre-proposal Meeting Sign In Sheet 5 ADDENDUM NO.3 REQUEST FOR PROPOSALS(RFP)2016-042-KB DESIGN/BUILD SERVICES FOR STORMWATER PUMP STATION AT NORTHEAST CORNER OF CONVENTION CENTER DRIVE(PHASE II) MIAMI BEACH CITY OF MIAMI BEACH PRE-PROPOSAL MEETING SIGN-IN SHEET DATE: April 5, 2016 TITLE: REQUEST FOR PROPOSALS RFP NO. 2016-042-KB DESIGN/BUILD SERVICES FOR STORMWATER PUMP STATION AT NORTHEAST CORNER OF CONVENTION CENTER DRIVE NAME COMPANY.'NAME PHONE# (PLEASE PRINT) • E-MAIL ADDRESS Kristy Bada Procurement- CMB 305-673-7490 kristybada @miamibeachfl.gov CaoryviK4 0v1I6= GO1owi i va Q GIN'1 G i . C.p 7c -M o-N C�n51-� c �t 1-1y c -I I n. •G c3 g7-a' 41 1-cf c1,01 a Y I C-° Pala31%,.( cM r_ Wg/Nt170 )14).)& 4 gA aX11 c"v,� 3 s 14 51 ,Vi6„„,k) 12.- ebt0O)CIA i°401 3o6-sski mA-14 i--74 /- Po,vI .1 C A►c- hAAA-,v . V5 c • `6`-f�-S lb$ Avtickey-) Gtv2 d wit^_-wca✓t. c15 10 It 37) 1i an U1G v\c a -Berrer'c t I anA bekle lotMervi' , cis-L/45cl_gz I;S jbftnco 6e/eron1nc. Corn ki La la IJC/1 7 . CI(' /'a,.o (Y-403-.no V;c40rS.0 o5 cm8 - c/rr/ .496fiiit:x. 034v-tAam9,�,0fiff ec tL.God Ci t S (-ma _ Pw D Pe Lvrsfoi3 @ Mc o�-.�; htocA-t'(. p✓ 3�s-- �'�3•�$a 1 MIAMIBEACH CITY OF MIAMI BEACH PRE-PROPOSAL MEETING SIGN-IN SHEET DATE: April 5, 2016 TITLE: REQUEST FOR PROPOSALS RFP NO. 2016-042-KB DESIGN/BUILD SERVICES FOR STORMWATER PUMP STATION AT NORTHEAST CORNER OF CONVENTION CENTER DRIVE NAME COMPANY NAME (PLEASE PRINT) PHONE# FAX# E-MAIL ADDRESS v6b2D o VE--&-ik E,Q \I-e Z A'Pc re C395) 5a 2.. 7z,e3 7 zo t � (�'.� �a t- °eg-e(-0 &-Aare .cca('1)5q2--72 3 rrtiwiArner)-1- - GYP,. I \QVoI0 gado toal%n P qado@ miormkifieP1.90.1 3c6- (>13-14-0 MIAMIBEACH CITY OF MIAMI BEACH PRE-PROPOSAL MEETING SIGN-IN SHEET DATE: April 5, 2016 TITLE: REQUEST FOR PROPOSALS RFP NO. 2016-042-KB DESIGN/BUILD SERVICES FOR STORMWATER PUMP STATION AT NORTHEAST CORNER OF CONVENTION CENTER DRIVE NAME COMPANY NAME PHONE# (PLEASE PRINT) E-MAIL ADDRESS T,Y0q I F cc, . ' / I 3 Exhibit B: Attachment 1 Washington Avenue Drainage Report 6 ADDENDUM NO.3 REQUEST FOR PROPOSALS(RFP)2016-042-KB DESIGN/BUILD SERVICES FOR STORMWATER PUMP STATION AT NORTHEAST CORNER OF CONVENTION CENTER DRIVE(PHASE II) January 14, 2016 A;COM — City of Miami Beach mom �� Washington Avenue — ___ -1915•2015— Draft Drainage Report i BEAC H Report AECO 2090 P. Suite 600 West Palm Beach,FL 33409 Table of Contents List of Figures 2 List of Tables 2 Introduction 3 Existing Conditions 3 Base File and Topographic Survey 3 Overall Drainage Area and Sub-Drainage Area 3 Storage Volume within Sub-Drainage Areas 6 Curve Number 8 Proposed Drainage System 8 Water Quality 8 Assumptions 9 Design Storm Hydrology and Routing 10 Input Parameters 11 ICPR Results 12 Conclusion 13 List of Figures Figure 1 Washington Avenue Study Area 4 Figure 2 Existing Stormwater Network 5 Figure 3 Washington Avenue Storm Sewer Network Sub-Basins 7 Figure 4 Proposed Stormwater Network 10 List of Tables Table 1 Sub-Basin Area 6 Table 2 ICPR Model Results 12 A=COM 2 Introduction AECOM has prepared this drainage report as part of the Capital Improvement Project for the Washington Avenue neighborhood located in the City of Miami Beach. The improvements are to be designed to provide a level of service equivalent to a 5-year, 24-hour design storm,which is 7.5 inches of rainfall.The study area is shown in Figure 1. Existing Conditions The Washington Avenue study area is approximately 84.25 acres and is bordered by Collins Canal and 26th Street to the north, Collins Avenue to the east, 18th Street to the south and the Miami Beach Convention Center to the west. The existing stormwater system consists of a collection network that discharges into the Collins Canal. There are no existing pump stations in the Washington Avenue study area. The study area receives offsite flows from the interconnectivity of other basins. Information regarding this system was gathered from the City of Miami Beach Comprehensive Stormwater Master Plan dated 2011 by Camp, Dresser, & McKee Inc. (CDM). Base File and Topographic Survey For this study, LIDAR data,GIS geodatabase files, and record drawings of existing conditions, provided by the City of Miami Beach, were used to determine elevations of existing catch basins, pipe network location,and roadway centerlines. Overall Drainage Area and Sub-Drainage Area A review of the Stormwater Master Plan and available GIS data for the Washington Avenue area shows that the network drains to several outfalls that discharge into Collins Canal, which is controlled by tide, as shown in Figure 2. The drainage area was delineated by reviewing the existing conveyance and topography of the basin. AECOM 3 r :-Tail ii :r711?'Ill ,." - ' - , -•r- ,- „4 '- . 4 r, - ird,i,„ •,,q.:,,,,11*- Iii.'. t -� , . at; I ," - ,. -'=='; yt4 .. . 4. e - j;s> �,,,; ,. *1• i.'i . tpr...0401:4111:e► 7 4,---ti!..- U .4" bQ44:1111111 - 'l't!., ,. : - r n 7[ \ ly ,� z s + ! ' a xt. 7 �'��"X11 3. 4„' k•iF; •47 r .. a r ,k,2•+:4".,:-'-' la � `"� ' �S ` .' f- 2 .. _ /./ NJ di'. -i''' -'41i It.' 7 ,,V ..9:,:ci .,,,,..,t,.:,.. . "../..t...0"..4 •,.... , . ,fr.,.- •,. .4 , r . . M �t-y i l . I if. . , 4411:#1 ,4- .4°*,■'7''sP..4..' ,..74.-, I &tr.- , ,,.. l's - .., / t .e: I p t_ ''a. Q .7. • t wJ • •.= Y -f '1s Lam= t l e y '-�' sAR p�o:lRe r • - `s- - > 't f1 k `����' r y:/ t+ r [• _''-_r a _ Legend t� q ' I` �t .,.- . aa1�Yasn 9ton avenue Study Ares ` ' z- ",.+ _ , ..CNES.Arbus CS.USDA." Figure 1 Washington Avenue Study Area AECOM 4 2. ' . rill 'E.-•..k--- - - -1- L a.i- '- . W • ••� `tea 1�, i.`.' ,.-•.x a c 6 `q :.� , t a Z' f asn, r , i9' :• r !, - k•• ' • apt :. Iwo• S ' Mw, W if-- r24TM 1FR Ooh i ., '•� tI 's '24TH-sr..r ,.: .-- �. .1/..'"-.--iA1,62 to. „,,,,,,„. , . . , _ ,.. ., . jf . t o,,I..5,,f;/'1 " 'Sr. ,r1.11 r"- �- 1 gyp/i • t.7'w- .:.: -.:__:-. .. e - „1-&-. , -<4-,4.,:..'- , _,ON __ ;• •• ..: 1f i [.. 1.--4_ 19TN•ST,. f • • • Iu .. Imo. • Irk_- -4.-c"fM. 1 IF" —_ -tL _ can 6"_ "'r�7 r a ,. r' . 11 v _ ,: Legend 1/1 ,' `�! f 7 ! O Wasengton Avenue Study Area • ,I • r • ,a - Exiling Catch Basin -{ • {> j -batngStermPipe it, 7+r*' • ` dr 1. I vi ti —CO • a A r t •f: Bus wr , Figure 2 Existing Stormwater Network "- COM 5 The study area has surrounding basins that connect into the delineated Washington Avenue study area in two locations. One location is at James Avenue and 18th Street, which connects to a system to the south. The second location also connects to the south at Washington Avenue and 18`h Street. The current stormwater discharge capabilities are limited for this area through the Collins Canal outfalls due tailwater conditions during high tide events. Although the two adjacent basins contribute runoff to the Washington Avenue study area,these areas are not included in the delineation of the study drainage area. It is assumed that the existing drainage for these areas will remain in place, and will bypass the proposed system via the existing system or that existing connections will be cut off.The study drainage area was analyzed to determine level of service (LOS). Storage Volume within Sub-Drainage Areas For all sub-basins, the streets and swales were not modified. Storage was assumed to be within the study area. LIDAR data was used to calculate the stage storage relationship within each sub-basin. In addition, the aerials provided by the City's GIS system were utilized to determine pervious and impervious area. Appendix A contains the stage-area calculations. Figure 3 shows the system with the respective sub-basins.A breakdown of the areas in acres of each sub-basin can be found in Table 1. Table 1 Sub-Basin Area Sub-Basin Area(ac) Sub-Basin Area(ac) WAO 4.60 WA49 1.84 WA34 7.27 WA50 3.41 WA35 4.45 WA51 1.75 WA36 5.26 WA52 2.70 WA37 2.68 WA54 3.95 WA39 2.91 WA55 1.75 WA40 3.35 WA56 2.19 WA42 2.38 WA57 5.67 WA43 8.44 WA58 1.51 WA44 3.64 WA59 2.41 WA45 0.93 WA60 3.11 WA46 1.13 WA61 1.02 WA47 1.34 WA62 2.97 WA48 1.56 Total 84.25 A=COM 6 TH.sr._ _ f • -. 4, .drib.., V r .. , �f 7. c 1 1 N , i t lot e. �.7 --.� E ,i• i t .....„ ... „. . ,+�. ,fir f 1- 12 11-•,:: A +s 7 1, ,er y . WA57 if T w • y ." ,, r �'••,< - / fa • ..ji: # =Gam' y �j� f 1#;4IL i • 1 WAO�•� WA n: ��ata d. �: r :a " 400,1° } > CLT,. LwA : , i ri3! i q , 1 j 42 '+r. f• 44 _ � , ir�..n. 1 r ;'° 'TWA=9, f .' l ..r 1' - y� • W B' WA �� F r t At tiT s + - u€n } - 1 � .� 'i iirk l � m . t, ...TM . c 't; ,s - 1 r. . • '� }..caau, ..+4fi .,' Legend 1 SW ,4 :. s Ems•• Q Wash n yon AVSnu Sub-Sums j ,, ' + -.- 7,1_i � �i'" whim.OVEVA..bas.e o* Figure 3 Washington Avenue Storm Sewer Network Sub-Basins A=COM Curve Number For this study, it was assumed that the curve number within the study area was 95, due to the percentage of impervious area and high water table. Proposed Drainage System The proposed Washington Avenue drainage network area totals 84.25 acres. The proposed drainage network connects the existing storm water network to a new proposed pump station within the Convention Center site. Figure 4 shows the proposed network and pump station. The proposed stormwater network consists of proposed pipe, a proposed pump station, and replacement of existing pipes. The proposed pipe includes a new 96" RCP trunk line along Washington Avenue and 72" RCP box culverts that connect the trunk line to the existing systems along 20th and 215t Street. A proposed 60-inch pipe along 23rd Street and Liberty Avenue connects the existing system in the northeast area of the basin to the new pump station. Several existing pipes throughout the system will be replaced with larger pipes to improve conveyance. The pump station will consist of wet well, stormwater treatment devices (SWTD), trash rack, and pump housing. The pump station will contain four pumps with a total pumping capacity of 80,000 gpm (178 cfs).The pump station will discharge to an outfall dissipation structure to Collins Canal. Water Quality For the Washington Avenue basin, water quality treatment is provided for the 22.7 acres of road right- of-way. Water quality volume was determined based on a treatment depth of 1.0 inches times over the treatment area.This volume was increased 150%for discharge into Biscayne Bay, an Outstanding Florida Water,for a total volume of 2.84 acre-feet.The water quality rate was determined based on the rate of flow necessary to treat the water quality volume over a period of one hour, or (2.84 AF * 43560 CF/AF)/3600 Sec/hr=34.4 cfs. Kimley Horn prepared a drainage report for the redevelopment of the Miami Beach Convention Center. The required water quality treatment for the convention center site is 4.19 acre-feet. The water quality treatment rate is presumed to be the required treatment volume discharged over a period of one hour, or(4.19 AF * 43560 CF/AF)/3600 Sec/hr=50 cfs. The total 7.03 acre-feet of water quality treatment will be treated by two (2) Ecosense Ecovault Units, or approved equal, with a maximum treatment capacity of 50 cfs each. Additional information on the water quality calculations and Kimley Horn report are found in Appendix I and Appendix J, respectively. Scour Analysis A scour analysis was performed for the dissipater box using HEC-14 methodology.The dissipater box will have eight 8'x2' rectangular openings that discharge to Collins Canal.The velocity to the canal is(80,000 gpm/448.8 gpm/cfs)/(8 * 8 ft *2 ft)= 1.4 ft/s. According to literature,discharge velocities below 1.5 ft/s produce little to no scour. However,the HEC-14 analysis predicts potential for scour.Therefore,a rip rap apron is recommended. Based on the methodology in HEC-14 Section 10.3,the rip rap apron will have a length of 8 feet and a minimum D50 of 5 inches. AECOM 8 Comparison to Existing Conditions: The existing convention center outfall consists of a 2.5' by 3' box culvert(7.00 square feet). Gravity drainage flow as determined in the previously submitted existing conditions model for Washington Avenue calculated an existing discharge rate of 25.58 cfs at this location—producing a discharge rate of 3.65 feet per second. The proposed discharge rate of 1.4 feet per second is significantly less than the existing condition. Assumptions The proposed project is the replacement of the existing 3-foot by 2.5 foot box culvert outfall and construction of a new pump station within the convention center property. • The new outfall will consist of a junction box, two water quality structures, two wet wells, and an energy dissipater box. • The proposed pump station will utilize four submersible pumps with a total pumping capacity of 80,000 gpm. • The existing 30" RCP outfall pipe along Washington Avenue will remain. A=COM 9 •, ,�, -. AF A. a `4. • r• . r x s ,. 1.1-.---...--d *4 1.7, t • ;; .,� , 'r 54 ''`i ,'.�a• Ili' �< Y.j�rt1 *', 'fie; it. A t AM 1 N ?y L't "T.-o , e ' Ill I, Mr1" , ' •`•!'' . 41:4C,- - . 1 V� g, 4 i fi ",,/ A, •y .is _' fi e• Ae- v"#�'� Fo 7 — , ! `' • -V i ad4., .. , 5ii? . ,c,...., ....., ......... - . „, . , , 49 r ..4 4.,.. . .,. 1 1 ,...i.,.: 1,,i • 4 • •y .tfi. a 1�T ...,.� ?11 •f a r . ,'n' NN. 1 i At ;.,_ pia •, _ • jArilra 4-n--4' "' "5"'"--.! I 0 4111111111110111. '- 111 We. .r:- ! -r N2'^` .re, P? R . Y = pas Washington Avenue Study Area ,•. .J } �•••• - � a• • Washington Avenue Pipes • CA 1 •'i !`fl. 4 { •'` • f • { �Enstn9 •} �Ali. tINSINI ..4 Y L • Proposed ' Replaced y °4• A 4 ,. j ,- I�. ..., ` • uteoLeut _ 0" ,'• n • it•rm• - GIS lw A Can■nnih, - Figure 4 Proposed Stormwater Network A=COM 10 Design Storm Hydrology and Routing The drainage system was modeled using Advanced Interconnected Pond Routing version 3.0 (ICPR 3.0). Runoff was estimated for the desired level of service for a 5-Year, 24-hour storm event of 7.5 inches, and the maximum peak flood elevation determined based on hydraulic routing. Input Parameters The ICPR nodal diagram for the proposed system can be found in Appendix B. The nodal diagram was based on the sub-drainage areas and existing storm water system.The curve number was assumed to be 95, due to the highly concentrated development within the area. ICPR input parameters: • Unit Hydrograph: UH 150 • Curve Number: 95 • Time of Concentration: 10 minutes used for all sub-basins • Rainfall Distribution:SCSIII • Rainfall Intensity: 7.5 inches in 24 hours • Tailwater Elevation: 2.7 ft. NAVD • Initial Stage:-4.0 ft. NAVD • Warning Stage was set to the minimum road crown elevation observed within each sub-basin • Pump Information: o Pump information can be found in Appendix G for the proposed pump station. o Proposed pump and system curves can be found in Appendix H. For more detailed information regarding input parameters please refer to Appendix C. AECOM 11 ICPR Results A summary of the minimum crown of road elevation versus the node max stage results from the ICPR model can be found in Table 2. Table 2 ICPR Model Results Min. Sub- Crown of Model Meet LOS Basin Road Results (Yes/No) WAO 2.40 1.75 Yes WA34 3.14 2.19 Yes WA35 2.64 2.79 No WA36 2.63 1.47 Yes WA37 2.71 2.45 Yes WA39 3.63 3.31 Yes WA40 2.63 2.22 Yes WA42 2.97 2.49 Yes WA43 2.59 2.57 Yes WA44 3.45 3.09 Yes WA45 3.52 2.14 Yes WA46 3.44 2.09 Yes WA47 4.41 3.19 Yes WA48 3.32 2.27 Yes WA49 3.50 3.23 Yes WA50 2.40 2.39 Yes WA51 2.59 2.31 Yes WA52 2.69 1.66 Yes WA54 3.62 3.16 Yes WA55 2.65 2.75 No WA56 2.65 2.85 No WA57 1.99 2.89 No WA58 2.52 2.46 Yes WA59 2.52 2.78 No WA60 1.90 2.82 No WA61 1.90 2.29 No WA62 1.91 2.85 No For more detailed information regarding Link and Node reports please refer to the following: o Node Results:Appendix D o Link Results:Appendix E "-COM 12 Conclusion As shown in Table 2, eight basins do not meet the level of service requirements. One basin (WA55) is within the 0.1 foot level of tolerance. Another four basins (WA57, WA60, WA61, WA62) that do not meet the level of service requirements have a minimum crown of road below 2 feet. A 70' x 5' energy dissipater box will replace the existing 3-foot by 2.5-foot box culvert outfall for the Miami Beach Convention Center. The energy dissipater box will have eight 8' x 2' openings to the canal. Two (2) Ecosense Ecovault Units, or approved equal, will provide water quality treatment for the new pump station. In order to meet the level of service requirements, the City should further analyze the system with the following proposed conditions: • Increase roadway elevations • Investigate replacing additional pipes to remove deficiencies. A=COM 13 - • . . . - . . • . . . Appendix A= Stage Storage • . _ J Project: City of Miami Beach- Washington Ave Project No: 60330008 Engineer: MS Date: 7/7/2015 Checked By: PM Date: 1/0/1900 Check Basin Name: WAO WAO Computation Type: Existing Condition Stage-Area Datum: NAVD88 Starting Stage 0.0 Ending Stage 10.0 Stage Increment 0.50 Note:Stage Increment<End Elev-Start Elev • Other Name Buildings Road Pavement Impervious Area 0.00 0.91 1.57 Start Elev 0.00 1.74 1.39 End Elev 0.00 7.25 10.98 Stage Vert Linear Linear Total Feet Area Area Area Area . NAVD88 Ac Ac Ac Ac 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.50 0.00 0.00 0.02 0.02 2.00 0.00 0.04 0.10 0.14 2.50 0.00 0.12 0.18 0.31 3.00 0.00 0.21 0.26 0.47 3.50 0.00 0.29 0.34 0.63 4.00 0.00 0.37 0.43 0.80 • 4.50 0.00 0.45 0.51 0.96 5.00 0.00 0.54 0.59 1.13 5.50 0.00 0.62 0.67 1.29 6.00 0.00 0.70 0.75 1.46 6.50 0.00 0.78 0.84 1.62 7.00 0.00 0.87 0.92 1.78 7.50 0.00 0.91 1.00 1.9I 8.00 0.00 0.91 1.08 1.99 8.50 0.00 0.91 1.16 2.07 9.00 0.00 0.91 1.24 2.15 9.50 0.00 0.91 1.33 2.23 10.00 0.00 0.91 1.41 I 2.31 Project: City of Miami Beach-Washington Ave Project No: 60330008 Engineer: MS Date: 7/7/2015 Checked By: PM Date: 1/0/1900 Check Basin Name: WA34 WA34 Computation Type: Existing Condition Stage-Area Datum: NAVD88 Starting Stage 0.0 Ending Stage 10.0 Stage Increment 0.50 Note:Stage Increment<End Elev-Start Elev Other Name Buildings Road Pavement Impervious Area 0.00 1.21 2.15 Start Elev 0.00 2.82 1.59 End Elev 0.00 5.38 7.74 Stage Vert Linear Linear Total Feet Area Area Area Area NAVD88 Ac Ac Ac Ac 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.50 0.00 0.00 0.00 0.00 2.00 0.00 0.00 0.14 0.14 2.50 0.00 0.00 0.32 0.32 3.00 0.00 0.08 0.49 0.57 3.50 0.00 0.32 0.67 0.99 4.00 0.00 0.56 0.84 1.40 4.50 0.00 0.79 1.02 1.81 5.00 0.00 1.03 1.19 2.22 5.50 0.00 1.21 1.37 2.57 6.00 0.00 1.21 1.54 2.75 6.50 0.00 1.21 1.72 2.92 7.00 0.00 1.21 1.89 3.10 7.50 0.00 1.21 2.07 3.27 8.00 0.00 1.21 2.15 3.35 8.50 0.00 1.21 2.15 3.35 9.00 0.00 1.21 2.15 3.35 9.50 0.00 1.21 2.15 3.35 10.00 0.00 1.21 2.15 3.35 Project: City of Miami Beach-Washington Ave Project No: 60330008 Engineer: MS Date: 7/7/2015 Checked By: PM Date: 1/0/1900 Check Basin Name: WA35 WA35 Computation Type: Existing Condition Stage-Area Datum: NAVD88 Starting Stage 0.0 Ending Stage 10.0 Stage Increment 0.50 Note:Stage Increment<End Elev-Start Elev Other Name Buildings Road Pavement Impervious Area 0.00 1.06 1.77 Start Elev 0.00 2.60 1.48 End Elev 0.00 4.48 8.81 Stage Vert Linear Linear Total Feet Area Area Area Area NAVD88 Ac Ac Ac Ac 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.50 0.00 0.00 0.00 0.00 2.00 0.00 0.00 0.12 0.12 2.50 0.00 0.00 0.25 0.25 3.00 0.00 0.22 0.37 0.59 3.50 0.00 0.51 0.49 0.99 4.00 0.00 0.79 0.61 1.39 4.50 0.00 1.06 0.73 1.79 5.00 0.00 1.06 0.85 1.91 5.50 0.00 1.06 0.97 2.03 6.00 0.00 1.06 1.09 2.15 6.50 0.00 1.06 1.21 2.27 7.00 0.00 1.06 1.33 2.39 7.50 0.00 1.06 1.45 2.51 8.00 0.00 1.06 1.57 2.63 8.50 0.00 1.06 1.69 2.75 9.00 0.00 1.06 1.77 2.83 9.50 0.00 1.06 1.77 2.83 10.00 0.00 1.06 1.77 2.83 Project: City of Miami Beach-Washington Ave Project No: 60330008 Engineer: MS Date: 7/7/2015 Checked By: PM Date: 1/0/1900 Check Basin Name: WA36 WA36 Computation Type: Existing Condition Stage-Area Datum: NAVD88 Starting Stage 0.0 Ending Stage 10.0 Stage Increment 0.50 Note:Stage Increment<End Elev-Start Elev Other Name Buildings Road Pavement Impervious Area 0.00 0.17 3.95 Start Elev 0.00 2.59 1.21 End Elev 0.00 3.53 8.72 Stage Vert Linear Linear Total Feet Area Area Area Area NAVD88 Ac Ac Ac Ac 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.50 0.00 0.00 0.15 0.15 2.00 0.00 0.00 0.42 0.42 2.50 0.00 0.00 0.68 0.68 3.00 0.00 0.07 0.94 1.01 3.50 0.00 0.16 1.20 1.37 4.00 0.00 0.17 1.47 1.64 4.50 0.00 0.17 1.73 1.90 5.00 0.00 0.17 1.99 2.16 5.50 0.00 0.17 2.26 2.43 6.00 0.00 0.17 2.52 2.69 6.50 0.00 0.17 2.78 2.95 7.00 0.00 0.17 3.04 3.21 7.50 0.00 0.17 3.31 3.48 8.00 0.00 0.17 3.57 3.74 8.50 0.00 0.17 3.83 4.00 9.00 0.00 0.17 3.95 4.12 9.50 0.00 0.17 3.95 4.12 10.00 0.00 0.17 3.95 4.12 Project: City of Miami Beach-Washington Ave Project No: 60330008 Engineer: MS Date: 7/7/2015 Checked By: PM Date: 1/0/1900 Check Basin Name: WA37 WA37 Computation Type: Existing Condition Stage-Area Datum: NAVD88 Starting Stage 0.0 Ending Stage 10.0 Stage Increment 0.50 Note:Stage Increment<End Elev-Start Elev Other Name Buildings Road Pavement Impervious Area 0.00 0.57 0.93 Start Elev 0.00 2.58 2.47 End Elev 0.00 4.70 6.65 Stage Vert Linear Linear Total Feet Area Area Area Area NAVD88 Ac Ac Ac Ac 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.50 0.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 2.50 0.00 0.00 0.01 0.01 3.00 0.00 0.11 0.12 0.23 3.50 0.00 0.25 0.23 0.48 4.00 0.00 0.38 0.34 0.72 4.50 0.00 0.51 0.45 0.97 5.00 0.00 0.57 0.57 1.13 5.50 0.00 0.57 0.68 1.24 6.00 0.00 0.57 0.79 1.35 6.50 0.00 0.57 0.90 1.47 7.00 0.00 0.57 0.93 1.50 7.50 0.00 0.57 0.93 1.50 8.00 0.00 0.57 0.93 1.50 8.50 0.00 0.57 0.93 1.50 9.00 0.00 0.57 0.93 1.50 9.50 0.00 0.57 0.93 1.50 10.00 0.00 0.57 0.93 1.50 Project: City of Miami Beach-Washington Ave Project No: 60330008 Engineer: MS Date: 7/7/2015 Checked By: PM Date: 1/0/1900 Check Basin Name: WA39 WA39 Computation Type: Existing Condition Stage-Area Datum: NAVD88 Starting Stage 0.0 Ending Stage 10.0 Stage Increment 0.50 Note:Stage Increment<End Elev-Start Elev Other Name Buildings Road Pavement Impervious Area 0.00 0.56 0.68 Start Elev 0.00 3.28 3.11 End Elev 0.00 5.25 6.53 Stage Vert Linear Linear Total Feet Area Area Area Area NAVD88 Ac Ac Ac Ac 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.50 0.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 2.50 0.00 0.00 0.00 0.00 3.00 0.00 0.00 0.00 0.00 3.50 0.00 0.06 0.08 0.14 4.00 0.00 0.21 0.18 0.38 4.50 0.00 0.35 0.28 0.63 5.00 0.00 0.49 0.38 0.87 5.50 0.00 0.56 0.48 1.04 6.00 0.00 0.56 0.58 1.14 6.50 0.00 0.56 0.68 1.24 7.00 0.00 0.56 0.68 1.25 7.50 0.00 0.56 0.68 1.25 8.00 0.00 0.56 0.68 1.25 8.50 0.00 0.56 0.68 1.25 9.00 0.00 0.56 0.68 1.25 9.50 0.00 0.56 0.68 1.25 10.00 0.00 0.56 0.68 1.25 Project: City of Miami Beach- Washington Ave Project No: 60330008 Engineer: MS Date: 7/7/2015 Checked By: PM Date: 1/0/1900 Check Basin Name: WA40 WA40 Computation Type: Existing Condition Stage-Area Datum: NAVD88 Starting Stage 0.0 Ending Stage 10.0 Stage Increment 0.50 Note:Stage Increment<End Elev-Start Elev Other Name Buildings Road Pavement Impervious Area 0.00 0.57 1.48 Start Elev 0.00 2.27 1.14 End Elev 0.00 4.03 8.30 Stage Vert Linear Linear Total Feet Area Area Area Area NAVD88 Ac Ac Ac Ac 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.50 0.00 0.00 0.08 0.08 2.00 0.00 0.00 0.18 0.18 . 2.50 • 0.00 0.08_ 0.28 0.36 3.00 0.00 0.24 0.39 0.62 3.50 0.00 0.40 0.49 0.89 4.00 0.00 0.56 0.59 1.16 4.50 0.00 0.57 0.70 1.27 5.00 0.00 0.57 0.80 1.37 5.50 0.00 0.57 0.90 1.48 6.00 0.00 0.57 1.01 1.58 6.50 0.00 0.57 1.11 1.68 7.00 0.00 0.57 1.21 1.79 7.50 0.00 0.57 1.32 1.89 8.00 0.00 0.57 1.42 1.99 8.50 0.00 0.57 1.48 2.06 9.00 0.00 0.57 1.48 2.06 . 9.50 0.00 0.57 1.48 2.06 10.00 0.00 0.57 1.48 2.06 Project: City of Miami Beach- Washington Ave Project No: 60330008 Engineer: MS Date: 7/7/2015 Checked By: PM Date: 1/0/1900 Check Basin Name: WA42 WA42 Computation Type: Existing Condition Stage-Area Datum: NAVD88 Starting Stage 0.0 1 Ending Stage 10.0 Stage Increment 0.50 Note:Stage Increment<End Elev-Start Elev Other Name Buildings Road Pavement Impervious Area 0.00 0.45 0.92 Start Elev 0.00 2.82 1.93 End Elev 0.00 4.63 6.02 Stage Vert Linear Linear Total Feet Area Area Area Area NAVD88 Ac Ac Ac Ac 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.50 0.00 0.00 0.00 0.00 2.00 0.00 0.00 0.02 0.02 2.50 0.00 0.00 0.13 0.13 3.00 0.00 0.04 0.24 0.28 3.50 0.00 0.17 0.35 0.52 4.00 0.00 0.29 0.47 0.76 4.50 0.00 0.41 0.58 0.99 5.00 0.00 0.45 0.69 1.14 5.50 0.00 0.45 0.80 1.25 6.00 0.00 0.45 0.92 1.36 6.50 0.00 0.45 0.92 1.37 7.00 0.00 0.45 0.92 1.37 7.50 0.00 0.45 0.92 1.37 8.00 0.00 0.45 0.92 1.37 8.50 0.00 0.45 0.92 1.37 9.00 0.00 0.45 0.92 1.37 9.50 0.00 0.45 0.92 1.37 10.00 0.00 0.45 0.92 1.37 I Project: City of Miami Beach-Washington Ave Project No: 60330008 Engineer: MS Date: 7/7/2015 Checked By: PM Date: 1/0/1900 Check Basin Name: WA43 WA43 Computation Type: Existing Condition Stage-Area Datum: NAVD88 Starting Stage 0.0 Ending Stage 10.0 Stage Increment 0.50 Note:Stage Increment<End Elev-Start Elev Other Name Buildings Road Pavement Impervious Area 0.00 1.11 1.41 Start Elev 0.00 1.98 1.96 End Elev 0.00 4.51 8.60 Stage Vert Linear Linear Total Feet Area Area Area Area NAVD88 Ac Ac Ac Ac 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.50 0.00 0.00 0.00 0.00 2.00 0.00 0.01 0.01 0.02 2.50 0.00 0.23 0.12 0.34 3.00 0.00 0.45 0.22 0.67 3.50 0.00 0.67 0.33 0.99 4.00 0.00 0.89 0.43 1.32 4.50 0.00 1.11 0.54 1.64 5.00 0.00 1.1 I 0.64 1.76 5.50 0.00 1.11 0.75 1.86 6.00 0.00 1.11 0.86 1.97 6.50 0.00 1.11 0.96 2.07 7.00 0.00 1.1 I 1.07 2.18 7.50 0.00 1.11 1.17 2.28 8.00 0.00 1.11 1.28 2.39 8.50 0.00 1.11 1.39 2.50 9.00 0.00 1.1 I 1.41 2.52 1 9.50 0.00 I.1 I 1.41 2.52 10.00 0.00 1.11 1.41 2.52 Project: City of Miami Beach-Washington Ave Project No: 60330008 Engineer: MS Date: 7/7/2015 Checked By: PM Date: 1/0/1900 Check Basin Name: WA44 WA44 Computation Type: Existing Condition Stage-Area Datum: NAVD88 Starting Stage 0.0 Ending Stage 10.0 Stage Increment 0.50 Note:Stage Increment<End Elev-Start Elev Other Name Buildings Road Pavement Impervious Area 0.00 0.68 1.48 Start Elev 0.00 2.99 2.71 End Elev 0.00 6.78 7.51 Stage Vert Linear Linear Total Feet Area Area Area Area NAVD88 Ac Ac Ac Ac 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.50 0.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 2.50 0.00 0.00 0.00 0.00 3.00 0.00 0.00 0.09 0.09 3.50 0.00 0.09 0.24 0.34 4.00 0.00 0.18 0.40 0.58 4.50 0.00 0.27 0.55 0.82 5.00 0.00 0.36 0.70 1.07 5.50 0.00 0.45 0.86 1.31 6.00 0.00 0.54 1.01 1.55 6.50 0.00 0.63 1.17 1.80 7.00 0.00 0.68 1.32 2.00 7.50 0.00 0.68 1.47 2.16 8.00 0.00 0.68 1.48 2.16 8.50 0.00 0.68 1.48 2.16 9.00 0.00 0.68 1.48 2.16 9.50 0.00 0.68 1.48 2.16 10.00 0.00 0.68 1.48 2.16 Project: City of Miami Beach-Washington Ave Project No: 60330008 Engineer: MS Date: 7/7/2015 Checked By: PM Date: 1/0/1900 Check Basin Name: WA45 WA45 Computation Type: Existing Condition Stage-Area Datum: NAVD88 Starting Stage 0.0 Ending Stage 10.0 Stage Increment 0.50 Note:Stage Increment<End Elev-Start Elev Other Name Buildings Road Pavement Impervious Area 0.00 0.27 0.39 Start Elev 0.00 3.48 3.48 End Elev 0.00 7.06 7.22 Stage Vert Linear Linear Total Feet Area Area Area Area NAVD88 Ac Ac Ac Ac 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.50 0.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 2.50 0.00 0.00 0.00 0.00 3.00 0.00 0.00 0.00 0.00 3.50 0.00 0.00 0.00 0.00 4.00 0.00 0.04 0.06 0.09 4.50 0.00 0.08 0.11 0.18 5.00 0.00 0.11 0.16 0.28 5.50 0.00 0.15 0.21 0.37 6.00 0.00 0.19 0.27 0.46 6.50 0.00 0.23 0.32 0.55 7.00 0.00 0.26 0.37 0.64 7.50 0.00 0.27 0.39 0.66 8.00 0.00 0.27 0.39 0.66 8.50 0.00 0.27 0.39 0.66 9.00 0.00 0.27 0.39 0.66 9.50 0.00 0.27 0.39 0.66 10.00 0.00 0.27 0.39 0.66 Project: City of Miami Beach-Washington Ave Project No: 60330008 Engineer: MS Date: 7/7/2015 Checked By: PM Date: 1/0/1900 Check Basin Name: WA46 WA46 Computation Type: Existing Condition Stage-Area Datum: NA VD88 Starting Stage 0.0 Ending Stage 10.0 Stage Increment 0.50 Note:Stage Increment<End Elev-Start Elev Other Name Buildings Road Pavement Impervious Area 0.00 0.26 0.82 Start Elev 0.00 3.03 3.29 End Elev 0.00 4.35 5.39 Stage Vert Linear Linear Total Feet Area Area Area Area NAVD88 Ac Ac Ac Ac 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.50 0.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 2.50 0.00 0.00 0.00 0.00 3.00 0.00 0.00 0.00 0.00 3.50 0.00 0.09 .0.08 0.17 4.00 0.00 0.19 0.28 0.46 4.50 0.00 0.26 0.47 0.73 5.00 0.00 0.26 0.67 0.92 5.50 0.00 0.26 0.82 1.08 6.00 0.00 0.26 0.82 1.08 6.50 0.00 0.26 0.82 1.08 7.00 0.00 0.26 0.82 1.08 7.50 0.00 0.26 0.82 1.08 8.00 0.00 0.26 0.82 1.08 8.50 0.00 0.26 0.82 1.08 9.00 0.00 0.26 0.82 1.08 9.50 0.00 0.26 0.82 1.08 10.00 0.00 0.26 0.82 1.08 Project: City of Miami Beach- Washington Ave Project No: 60330008 Engineer: MS Date: 7/7/2015 Checked By: PM Date: 1/0/1900 Check Basin Name: WA47 WA47 Computation Type: Existing Condition Stage-Area Datum: NAVD88 Starting Stage 0.0 Ending Stage 10.0 Stage Increment 0.50 Note:Stage Increment<End Elev-Start Elev Other Name Buildings Road Pavement Impervious Area 0.00 0.11 1.23 Start Elev 0.00 3.90 3.84 End Elev 0.00 4.99 5.66 Stage Vert Linear Linear Total Feet Area Area Area Area NAVD88 Ac Ac Ac Ac 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.50 0.00 - 0.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 2.50 0.00 0.00 0.00 0.00 3.00 0.00 0.00 0.00 0.00 3.50 0.00 0.00 0.00 0.00 4.00 0.00 0.01 0.11 0.12 4.50 0.00 0.06 0.45 0.51 5.00 0.00 0.11 0.78 0.89 5.50 0.00 0.11 1.12 1.23 6.00 0.00 0.11 1.23 1.34 6.50 0.00 0.11 1.23 1.34 7.00 0.00 0.11 1.23 1.34 7.50 0.00 0.11 1.23 1.34 8.00 0.00 0.11 1.23 1.34 8.50 0.00 0.11 1.23 1.34 - 9.00 0.00 0.11 1.23 1.34 9.50 0.00 0.11 1.23 1.34 10.00 0.00 0.11 1.23 1.34 Project: City of Miami Beach-Washington Ave Project No: 60330008 Engineer: MS Date: 7/7/2015 Checked By: PM Date: 1/0/1900 Check Basin Name: WA48 WA48 Computation Type: Existing Condition Stage-Area Datum: NAVD88 Starting Stage 0.0 Ending Stage 10.0 Stage Increment 0.50 Note:Stage Increment<End Elev-Start Elev Other Name Buildings Road Pavement Impervious Area 0.00 0.32 0.80 Start Elev 0.00 3.12 3.11 End Elev 0.00 4.18 8.08 Stage Vert Linear Linear Total Feet Area Area Area Area NAVD88 Ac Ac Ac Ac 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.50 0.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 2.50 0.00 0.00 0.00 0.00 3.00 0.00 0.00 0.00 0.00 3.50 0.00 0.11 0.06 0.18 4.00 0.00 0.26 0.14 0.41 4.50 0.00 0.32 0.22 0.54 5.00 0.00 0.32 0.31 0.62 5.50 0.00 0.32 0.39 0.70 6.00 0.00 0.32 0.47 0.78 6.50 0.00 0.32 0.55 0.86 • 7.00 0.00 0.32 0.63 0.94 7.50 0.00 0.32 0.71 1.03 8.00 0.00 0.32 0.79 1.11 8.50 0.00 0.32 0.80 1.12 9.00 •0.00 0.32 0.80 1.12 9.50 0.00 0.32 0.80 1.12 10.00 0.00 0.32 0.80 1.12 • , Project: City of Miami Beach-Washington Ave Project No: 60330008 Engineer: MS Date: 7/7/2015 Checked By: PM Date: 1/0/1900 Check Basin Name: WA49 WA49 Computation Type: Existing Condition Stage-Area Datum: NAVD88 Starting Stage 0.0 Ending Stage 10.0 Stage Increment 0.50 Note: Stage Increment<End Elev-Start Elev Other Name Buildings Road Pavement Impervious , Area 0.00 0.18 1.65 Start Elev 0.00 2.84 3.10 End Elev 0.00 4.21 6.55 Stage Vert Linear Linear Total Feet Area Area Area Area i NAVD88 Ac Ac Ac Ac 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.50 0.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 2.50 0.00 0.00 0.00 0.00 3.00 0.00 0.02 0.00 0.02 3.50 0.00 0.08 0.19 0.27 4.00 0.00 0.15 0.43 0.58 4.50 0.00 0.18 0.67 0.84 5.00 0.00 0.18 0.91 1.08 5.50 0.00 0.18 1.15 1.32 6.00 0.00 0.18 1.39 1.56 6.50 0.00 0.18 1.63 1.80 7.00 0.00 0.18 1.65 1.83 7.50 0.00 0.18 1.65 1.83 8.00 0.00 0.18 1.65 1.83 8.50 0.00 0.18 1.65 1.83 9.00 0.00 0.18 1.65 1.83 9.50 0.00 0.18 1.65 1.83 10.00 0.00 0.18 1.65 1.83 • Project: City of Miami Beach-Washington Ave Project No: 60330008 Engineer: MS Date: 7/7/2015 Checked By: PM Date: 1/0/1900 Check Basin Name: WA50 WA50 Computation Type: Existing Condition Stage-Area Datum: NAVD88 Starting Stage 0.0 Ending Stage 10.0 Stage Increment 0.50 Note: Stage Increment<End Elev-Start Elev Other Name Buildings Road Pavement Impervious Area 0.00 1.01 1.27 Start Elev 0.00 1.89 1.60 End Elev 0.00 7.08 6.61 Stage Vert Linear Linear Total Feet Area Area Area Area NAVD88 Ac Ac Ac Ac 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.50 0.00 0.00 0.00 0.00 2.00 0.00 0.02 0.10 0.12 2.50 0.00 0.12 0.23 0.35 3.00 0.00 0.22 0.35 0.57 3.50 0.00 0.31 0.48 0.79 4.00 0.00 0.41 0.61 1.02 4.50 0.00 0.51 0.73 1.24 5.00 0.00 0.61 0.86 1.47 5.50 0.00 0.70 0.99 1.69 6.00 0.00 0.80 1.11 1.91 6.50 0.00 0.90 1.24 2.14 7.00 0.00 0.99 1.27 2.26 7.50 0.00 1.01 1.27 2.28 8.00 0.00 1.01 1.27 2.28 8.50 0.00 1.01 1.27 2.28 9.00 0.00 1.01 1.27 2.28 9.50 0.00 1.01 1.27 2.28 10.00 0.00 1.01 1.27 2.28 Project: City of Miami Beach-Washington Ave Project No: 60330008 Engineer: MS Date: 7/7/2015 Checked By: PM Date: 1/0/1900 Check Basin Name: WA51 WA5I Computation Type: Existing Condition Stage-Area Datum: NAVD88 Starting Stage 0.0 Ending Stage 10.0 Stage Increment 0.50 Note:Stage Increment<End Elev-Start Elev Other Name Buildings Road Pavement Impervious Area 0.00 0.49 0.71 Start Elev 0.00 2.06 2.23 End Elev 0.00 4.98 5.04 Stage Vert Linear Linear Total Feet Area Area Area Area NAVD88 Ac Ac Ac Ac 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.50 0.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 2.50 0.00 0.07 0.07 0.14 3.00 0.00 0.16 0.19 0.35 3.50 0.00 0.24 0.32 0.56 4.00 0.00 0.33 0.44 0.77 4.50 0.00 0.41 0.57 0.98 5.00 0.00 0.49 0.70 1.19 5.50 0.00 0.49 0.71 1.20 6.00 0.00 0.49 0.71 1.20 6.50 0.00 0.49 0.71 1.20 7.00 0.00 0.49 0.71 1.20 7.50 0.00 0.49 0.71 1.20 8.00 0.00 0.49 0.71 1.20 8.50 0.00 0.49 0.71 1.20 9.00 0.00 0.49 0.71 1.20 9.50 0.00 0.49 0.71 1.20 10.00 0.00 0.49 0.71 1.20 Project: City of Miami Beach-Washington Ave Project No: 60330008 Engineer: MS Date: 7/7/2015 Checked By: PM Date: 1/0/1900 Check Basin Name: WA52 WA52 Computation Type: Existing Condition Stage-Area Datum: NA VD88 Starting Stage 0.0 Ending Stage 10.0 Stage Increment 0.50 Note:Stage Increment<End Elev-Start Elev Other Name Buildings Road Pavement Impervious Area 0.00 0.45 1.23 Start Elev 0.00 2.14 2.51 End Elev 0.00 4.17 6.96 Stage Vert Linear Linear Total Feet Area Area Area Area NAVD88 Ac Ac Ac Ac 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.50 0.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 2.50 0.00 0.08 0.00 0.08 3.00 0.00 0.19 0.14 0.33 3.50 0.00 0.30 0.27 0.58 4.00 0.00 0.41 0.41 0.82 4.50 0.00 0.45 0.55 1.00 5.00 0.00 0.45 0.69 1.14 5.50 0.00 0.45 0.83 1.28 6.00 0.00 0.45 0.97 1.42 6.50 0.00 0.45 1.11 1.55 7.00 0.00 0.45 1.23 1.68 7.50 0.00 0.45 1.23 1.68 8.00 0.00 0.45 1.23 1.68 8.50 0.00 0.45 1.23 1.68 9.00 0.00 0.45 1.23 1.68 9.50 0.00 0.45 1.23 1.68 10.00 0.00 0.45 1.23 1.68 Project: City of Miami Beach-Washington Ave Project No: 60330008 Engineer: MS Date: 7/7/2015 Checked By: PM Date: 1/0/1900 Check Basin Name: WA53 WA53 Computation Type: Existing Condition Stage-Area Datum: NAVD88 Starting Stage 0.0 Ending Stage I0.0 Stage Increment 0.50 Note: Stage Increment<End Elev-Start Elev Other Name Buildings Road Pavement Impervious Area 0.00 0.71 2.52 Start Elev 0.00 2.40 1.73 End Elev 0.00 7.54 ' 7.45 Stage Vert Linear Linear Total Feet Area Area Area Area NAVD88 Ac Ac Ac Ac 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.50 0.00 0.00 0.00 0.00 2.00 0.00 0.00 0.12 0.12 2.50 0.00 0.01 0.34 0.35 3.00 0.00 0.08 0.56 0.64 3.50 0.00 0.15 0.78 0.93 4.00 0.00 0.22 1.00 1.22 4.50 0.00 0.29 1.22 1.51 5.00 0.00 0.36 1.44 I.80 5.50 0.00 0.43 I.66 2.09 6.00 0.00 0.50 1.88 2.38 6.50 0.00 0.57 2.10 2.66 7.00 0.00 0.63 2.32 2.95 7.50 0.00 0.70 2.52 3.22 8.00 0.00 0.71 2.52 3.23 8.50 0.00 0.71 2.52 3.23 9.00 0.00 0.71 2.52 3.23 9.50 0.00 0.71 2.52 3.23 10.00 0.00 0.71 2.52 3.23 . Project: City of Miami Beach- Washington Ave Project No: 60330008 Engineer: MS Date: 7/7/2015 Checked By: PM Date: 1/0/1900 Check Basin Name: WA54 WA54 Computation Type: Existing Condition Stage-Area Datum: NAVD88 Starting Stage 0.0 Ending Stage 10.0 Stage Increment 0.50 Note:Stage Increment<End Elev-Start Elev 1 Other Name Buildings Road Pavement Impervious Area 0.00 0.66 1.83 Start Elev 0.00 3.28 2.58 End Elev 0.00 6.69 6.58 Stage Vert Linear Linear Total Feet Area Area Area Area NAVD88 Ac Ac Ac Ac 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.50 0.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 2.50 -0.00 0.00 0.00 0.00 3.00 0.00 0.00 0.19 0.19 3.50 0.00 0.04 0.42 0.46 4.00 0.00 0.14 0.65 0.79 4.50 0.00 0.24 0.88 1.12 5.00 0.00 0.33 1.11 1.44 5.50 0.00 0.43 1.34 1.77 6.00 0.00 0.53 1.56 2.09 6.50 0.00 0.63 1.79 2.42 I 7.00 0.00 0.66 1.83 2.49 7.50 0.00 0.66 1.83 2.49 8.00 0.00 0.66 1.83 2.49 8.50 0.00 0.66 1.83 2.49 9.00 0.00 0.66 1.83 2.49 9.50 0.00 0.66 1.83 2.49 10.00 0.00 0.66 1.83 2.49 Project: City of Miami Beach- Washington Ave Project No: 60330008 Engineer: MS Date: 7/7/2015 Checked By: PM Date: 1/0/1900 Check Basin Name: WA55 WA55 Computation Type: Existing Condition Stage-Area Datum: NAVD88 Starting Stage 0.0 Ending Stage 10.0 Stage Increment 0.50 Note: Stage Increment<End Elev-Start Elev Other Name Buildings Road Pavement Impervious Area 0.00 0.43 1.27 Start Elev 0.00 2.00 2.12 End Elev 0.00 5.10 6.83 Stage Vert Linear Linear Total Feet Area Area Area Area NAVD88 Ac Ac Ac Ac 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.50 0.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 2.50 0.00 0.07 0.10 0.17 3.00 0.00 0.14 0.24 0.37 3.50 0.00 0.21 0.37 0.58 4.00 0.00 0.28 0.51 0.78 4.50 0.00 0.35 0.64 0.99 5.00 0.00 0.41 0.78 1.19 5.50 0.00 0.43 0.91 1.34 6.00 0.00 0.43 1.05 1.47 6.50 0.00 0.43 1.18 1.61 7.00 0.00 0.43 1.27 1.70 7.50 0.00 0.43 1.27 1.70 8.00 0.00 0.43 1.27 1.70 8.50 0.00 0.43 1.27 1.70 9.00 0.00 0.43 1.27 1.70 9.50 0.00 0.43 1.27 1.70 10.00 0.00 0.43 1.27 • 1.70 Project: City of Miami Beach-Washington Ave Project No: 60330008 Engineer: MS Date: 7/7/2015 Checked By: PM Date: I/0/1900 Check Basin Name: WA56 WA56 Computation Type: Existing Condition Stage-Area Datum: NAVD88 Starting Stage 0.0 Ending Stage 10.0 Stage Increment 0.50 Note: Stage Increment<End Elev-Start Elev Other Name Buildings Road Pavement Impervious Area 0.00 0.49 1.63 Start Elev 0.00 2.12 2.22 End Elev 0.00 6.27 6.64 Stage Vert Linear Linear Total Feet Area Area Area Area NAVD88 Ac Ac Ac Ac 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.50 0.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00 0.00 2.50 0.00 0.05 0.10 0.15 • 3.00 0.00 ' 0.10 0.29 0.39 3.50 0.00 0.16 0.47 0.64 4.00 0.00 0.22 0.66 0.88 4.50 0.00 0.28 0.84 1.12 5.00 0.00 0.34 1.03 1.37 5.50 0.00 0.40 1.21 1.61 6.00 0.00 0.46 1.40 1.86 6.50 0.00 0.49 1.58 2.07 7.00 0.00 0.49 1.63 2.12 7.50 0.00 0.49 1.63 2.12 8.00 0.00 0.49 1.63 2.12 8.50 0.00 0.49 1.63 2.12 9.00 0.00 0.49 1.63 2.12 9.50 0.00 0.49 1.63 2.12 10.00 0.00 0.49 1.63 2.12 Project: City of Miami Beach-Washington Ave Project No: 60330008 Engineer: MS Date: 7/7/2015 Checked By: PM Date: 1/0/1900 Check Basin Name: WA57 WA57 Computation Type: Existing Condition Stage-Area Datum: NAVD88 Starting Stage 0.0 Ending Stage 10.0 Stage Increment 0.50 Note: Stage Increment<End Elev-Start Elev Other Name Buildings Road Pavement Impervious Area 0.00 1.21 2.33 Start Elev 0.00 1.64 1.17 End Elev 0.00 3.18 8.20 Stage Vert Linear Linear Total Feet Area Area Area Area NAVD88 Ac Ac Ac Ac 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.50 0.00 0.00 0.11 0.11 2.00 0.00 0.28 0.28 0.56 2.50 0.00 0.68 0.44 1.12 3.00 0.00 1.07 0.61 1.67 3.50 0.00 1.21 0.77 1.98 4.00 0.00 1.21 0.94 2.14 4.50 0.00 1.21 1.10 2.31 5.00 0.00 1.21 1.27 2.47 5.50 0.00 1.21 1.43 2.64 6.00 0.00 1.21 1.60 2.80 6.50 0.00 1.21 1.76 2.97 7.00 0.00 1.21 1.93 3.14 7.50 0.00 1.21 2.10 3.30 8.00 0.00 1.21 2.26 3.47 8.50 0.00 1.21 2.33 3.53 9.00 0.00 1.21 2.33 3.53 9.50 0.00 1.21 2.33 3.53 10.00 0.00 1.21 2.33 3.53 Project: City of Miami Beach-Washington Ave Project No: 60330008 Engineer: MS Date: 7/7/2015 Checked By: PM Date: 1/0/1900 Check Basin Name: WA58 WA58 Computation Type: Existing Condition Stage-Area Datum: NAVD88 Starting Stage 0.0 Ending Stage 10.0 Stage Increment 0.50 Note:Stage Increment<End Elev-Start Elev Other Name Buildings Road Pavement Impervious Area 0.00 0.40 0.51 Start Elev 0.00 1.91 2.03 End Elev 0.00 4.51 6.73 Stage Vert Linear Linear Total Feet Area Area Area Area NAVD88 Ac Ac Ac Ac 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.50 0.00 0.00 0.00 0.00 2.00 0.00 0.01 0.00 0.01 2.50 0.00 0.09 0.05 0.14 3.00 0.00 0.17 0.11 0.27 3.50 0.00 0.24 0.16 0.40 4.00 0.00 0.32 0.21 0.53 4.50 0.00 0.40 0.27 0.66 5.00 0.00 0.40 0.32 0.72 5.50 0.00 0.40 0.38 0.78 6.00 0.00 0.40 0.43 0.83 6.50 0.00 0.40 0.49 0.89 7.00 0.00 0.40 0.51 0.91 7.50 0.00 0.40 0.51 0.91 8.00 0.00 0.40 0.51 0.91 8.50 0.00 0.40 0.51 0.91 9.00 0.00 0.40 0.51 0.91 9.50 0.00 0.40 0.51 0.91 10.00 0.00 0.40 0.51 0.91 Project: City of Miami Beach-Washington Ave Project No: 60330008 Engineer: MS Date: 7/7/2015 Checked By: PM Date: 1/0/1900 Check Basin Name: WA59 WA59 Computation Type: Existing Condition Stage-Area Datum: NAVD88 Starting Stage 0.0 Ending Stage 10.0 Stage Increment 0.50 Note:Stage Increment<End Elev-Start Elev Other Name Buildings Road Pavement Impervious Area 0.00 0.42 0.60 Start Elev 0.00 1.29 1.76 End Elev 0.00 5.84 11.30 Stage Vert Linear Linear Total Feet Area Area Area • Area NAVD88 Ac Ac Ac Ac 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.50 0.00 0.02 0.00 0.02 2.00 0.00 0.07 0.01 0.08 2.50 0.00 0.11 0.05 0.16 3.00 0.00 0.16 0.08 0.24 3.50 0.00 0.20 0.11 0.31 4.00 0.00 0.25 0.14 0.39 4.50 0.00 0.30 0.17 0.47 5.00 0.00 0.34 0.20 0.54 5.50 0.00 0.39 0.23 0.62 6.00 0.00 0.42 0.26 0.68 6.50 0.00 0.42 0.30 0.72 7.00 0.00 0.42 0.33 0.75 7.50 0.00 0.42 0.36 0.78 8.00 0.00 0.42 0.39 0.81 8.50 0.00 0.42 0.42 0.84 9.00 0.00 0.42 0.45 0.87 9.50 0.00 0.42 0.48 0.90 10.00 0.00 0.42 0.51 0.93 Project: City of Miami Beach-Washington Ave Project No: 60330008 Engineer: MS Date: 7/7/2015 Checked By: PM Date: 1/0/1900 Check Basin Name: WA60 WA60 Computation Type: Existing Condition Stage-Area Datum: NAVD88 Starting Stage 0.0 Ending Stage 10.0 Stage Increment 0.50 Note:Stage Increment<End Elev-Start Elev Other Name Buildings Road Pavement Impervious Area 0.00 0.27 0.63 Start Elev 0.00 1.10 1.28 • End Elev 0.00 2.56 10.71 Stage Vert Linear Linear Total Feet Area Area Area Area NAVD88 Ac Ac Ac Ac 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.50 0.00 0.08 0.01 0.09 2.00 0.00 0.17 0.05 0.22 2.50 0.00 0.26 0.08 0.34 3.00 0.00 0.27 0.11 0.39 3.50 0.00 0.27 0.15 0.42 4.00 0.00 0.27 0.18 0.45 4.50 0.00 0.27 0.21 0.49 5.00 0.00 0.27 0.25 0.52 5.50 0.00 0.27 0.28 0.55 6.00 0.00 0.27 0.31 0.59 6.50 0.00 0.27 0.35 0.62 7.00 0.00 0.27 0.38 0.65 7.50 0.00 0.27 0.41 0.69 8.00 0.00 0.27 0.45 0.72 8.50 0.00 0.27 0.48 0.75 9.00 0.00 0.27 0.51 0.79 9.50 0.00 0.27 0.55 0.82 10.00 0.00 0.27 0.58 0.85 Project: City of Miami Beach-Washington Ave Project No: 60330008 Engineer: MS Date: 7/7/2015 Checked By: PM Date: 1/0/1900 Check Basin Name: WA61 WA6I Computation Type: Existing Condition Stage-Area Datum: NAVD88 Starting Stage 0.0 Ending Stage 10.0 Stage Increment 0.50 Note:Stage Increment<End Elev-Start Elev Other Name Buildings Road Pavement Impervious Area 0.00 0.21 0.71 Start Elev 0.00 1.36 1.30 End Elev 0.00 2.36 4.53 Stage Vert Linear Linear Total Feet Area Area Area Area NAVD88 Ac Ac Ac Ac 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.50 0.00 0.03 0.04 0.07 2.00 0.00 0.13 0.15 0.29 2.50 0.00 0.21 0.26 0.47 3.00 0.00 0.21 0.37 0.58 3.50 0.00 0.21 0.48 0.69 4.00 0.00 0.21 0.59 0.80 4.50 0.00 0.21 0.70 0.91 5.00 0.00 0.21 0.71 0.91 5.50 0.00 0.21 0.71 0.91 6.00 0.00 0.21 0.71 0.91 6.50 0.00 0.21 0.71 0.91 7.00 0.00 0.21 0.71 0.91 7.50 0.00 0.21 0.71 0.91 8.00 0.00 0.21 0.71 0.91 8.50 0.00 0.21 0.71 0.91 9.00 0.00 0.21 0.71 0.91 9.50 0.00 0.21 0.71 0.91 10.00 0.00 0.21 0.71 0.91 • Project: City of Miami Beach-Washington Ave Project No: 60330008 Engineer: MS Date: 7/7/2015 Checked By: PM Date: 1/0/1900 Check Basin Name: WA62 WA62 Computation Type: Existing Condition Stage-Area Datum: NAVD88 Starting Stage 0.0 Ending Stage 10.0 Stage Increment 0.50 Note:Stage Increment<End Elev-Start Elev Other Name Buildings Road Pavement Impervious Area 0.00 0.78 1.33 Start Elev 0.00 1.31 1.61 End Elev 0.00 6.44 7.71 Stage Vert Linear Linear Total Feet Area Area Area Area NAVD88 Ac Ac Ac Ac 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.50 0.00 0.03 0.00 0.03 2.00 0.00 0.10 0.08 0.19 2.50 0.00 0.18 0.19 0.37 3.00 0.00 0.26 0.30 0.56 3.50 0.00 0.33 0.41 0.74 4.00 0.00 0.41 0.52 0.93 4.50 0.00 0.48 0.63 1.11 5.00 0.00 0.56 0.74 1.29 5.50 0.00 0.63 0.85 1.48 6.00 0.00 0.71 0.95 1.66 6.50 0.00 0.78 1.06 1.84 7.00 0.00 0.78 1.17 1.95 7.50 0.00 0.78 1.28 2.06 8.00 0.00 0.78 1.33 2.10 8.50 0.00 0.78 1.33 2.10 9.00 0.00 0.78 1.33 2.10 9.50 0.00 0.78 1.33 2.10 10.00 0.00 0.78 1.33 2.10 Appendix B - Nodal Diagram WIP 3 --• i. "'` 41 t a • •• 4. r. per• 4 4 . ' O�tlr; pT TER 1 'S . tom, rams. ,4 2srHSr ,I . e4zzo. ,• . ,, • .. .... 4 .,. ' `'... ', -fir°—mop -` '�f v.-'. ,;' •P,,,s ,....,t:: ;` le -43 r 0 ,`T '' o '�', . � 1 i-�o��.l� = - * . oie . , . „pm, .-..,„,,,,,, .1 .....,, .,, . ■�,'rur 7• .4 �., "X3 ` 4 •`t Is r 4 ji / ----AddellifiFt.r.- - --i 1 m__Eat , erl%4WD i...1531■EZzzit .....ef 6., ..,, 4 - .. �.. • ®mow , f 2'n'sr • is • CM C2 i' 19Th Sri '. �:' r /4..... • ..�i lif 1111c1 1.4#' . ' .m.- •■•11011,. . , , '. ----F...- 3 i -J'4• +' .. ��i� v 7' Ar, • �( ` r4r: Legend ,; 1 •�' i'� , « y. Q Washington Avenue Study Area 'Pt 90 L'—" 1 • ICPR Nodes -17TH ST ••_ �_.... r"" �• - ICPR Links � _-a t API ~ , ••Pipe •P I f - 1. crc.crr. Rating Curve }lk Weir 1'�` t '; it_ ► ,;� ...mom i •• • LINCOLNLN 'S. V, ..-r 9 to 14 RC Yet4.4 C-..graphcs CNES•/Avbus DS l' its. }1,-,%.�+�:,. �.. .__.. ;Get r •p g;Aerq .k Okf..TI uv+�s�Y+�pr ,.,e"GIS User Commun N 4,p3-' City of Miami Beach AECOM ' Washington Avenue Nodal Diagram 0 300 600 fir•Pia Feet =a�,®..m*��...w.. ...� •. Appendix C - ICPR Input Report • • • • ___= Basins Name: WAO Node: WAO Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: UH150 Peaking Factor: 150.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 4.596 Time Shift(hrs): 0.00 Curve Number: 95.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 • Name: WA34 Node: WA34 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: UH150 Peaking Factor: 150.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 2.533 Time Shift(hrs): 0.00 Curve Number: 95.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 Name: WA35 Node: WA35 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: UH150 Peaking Factor: 150.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 3.204 Time Shift(hrs): 0.00 Curve Number: 95.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 Name: WA36 Node: WA36 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: UH150 Peaking Factor: 150.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac) : 4.784 Time Shift(hrs): 0.00 Curve Number: 95.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 Name: WA37 Node: WA37 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: UH150 Peaking Factor: 150.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 2.682 Time Shift(hrs): 0.00 Curve Number: 95.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 Name; WA39 Node: WA39 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: UH150 Peaking Factor: 150.0 Rainfall'file: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 2.920 Time Shift(hrs): 0.00 Curve Number: 95.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 Name: WA40 Node: WA40 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: UH150 Peaking Factor: 150.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 3.346 Time Shift(hrs): 0.00 Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies, Inc. Page I of 39 Curve Number: 95.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 Name: WA42 Node: WA42 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: UH150 Peaking Factor: 150.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 2.377 Time Shift(hrs): 0.00 Curve Number: 95.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 Name: WA43 Node: WA43 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: UH150 Peaking Factor: 150.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 3.432 Time Shift(hrs): 0.00 Curve Number: 95.00 Max Allowable Q(cfs): 999999.000 DCIA($): 0.00 Name: WA44 Node: WA44 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: UH150 Peaking Factor: 150.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in) : 0.000 Time of Conc(min): 10.00 Area(ac): 3.644 Time Shift(hrs): 0.00 Curve Number: 95.00 Max Allowable Q(cfs): 999999.000 DCIA($): 9.00 Name: WA45 Node: WA45 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: UH150 Peaking Factor: 150.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 0.934 Time Shift(hrs): 0.00 Curve Number: 95.00 Max Allowable Q(cfs): 999999.000 DCIA(): 0.00 Name: WA46 Mode: WA46 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: UH150 Peaking Factor: 150.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conn(min): 10.00 Area(ac): 1.132 Time Shift(hrs): 0.00 Curve Number: 95.00 Max Allowable Q(cfs): 999999.000 DCIA($): 0.00 Name: WA47 Node: WA47 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: UH150 Peaking Factor: 150.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 1.340 Time Shift(hrs): 0.00 Curve Number: 95.00 Max Allowable Q(cfs): 999999.000 - DCIA)%): 0.00 Name: WA48 Node: WA49 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: UH150 Peaking Factor: 150.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 39 Area(ac): 1.557 Time Shift(hrs): 0.00 Curve Number: 95.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 Name: WA49 Node: WA49 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: UH150 Peaking Factor: 150.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 1.838 Time Shift(hrs): 0.00 Curve Number: 95.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 Name: WA50 Node: WA50 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: UH150 Peaking Factor: 150.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 3.409 Time Shift(hrs): 0.00 Curve Number: 95.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 Name: WA51 Node: WA51 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: UH150 Peaking Factor:. 150.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 1.753 Time Shift(hrs): 0.00 Curve Number: 95.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 Name: WA52 Node: WA52 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: UH150 Peaking Factor: 150.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 2.698 Time Shift(hrs): 0.00 Curve Number: 95.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 Name: WA54 Node: WA54 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: UH150 Peaking Factor: 150.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 3.952 Time Shift(hrs): 0.00 Curve Number: 95.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 Name: WA55 Node: WA55 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: UH150 Peaking Factor: 150.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 1.753 Time Shift(hrs): 0.00 Curve Number: 95.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 Name: WA56 Node: WA56 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: UH150 Peaking Factor: 150.0 Rainfall File: Storm Duration(hrs): 0.00 Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies, Inc. Page 3 of 39 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 2.187 Time Shift(hrs): 0.00 Curve Number: 95.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 Name: WA57 Node: WA57 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: UH150 Peaking Factor: 150.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 5.665 Time Shift(hrs): 0.00 Curve Number: 95.00 Max Allowable Q(cfs): 999999.000 DCIA(%) : 0.00 Name: WASB Node: WA58 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: UH150 Peaking Factor: 150.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 1.507 Time Shift(hrs): 0.00 Curve Number: 95.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 Name: WA59 Node: WA59 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: UH150 Peaking Factor: 150.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 2.406 Time Shift(hrs): 0.00 Curve Number: 95.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 Name: WA60 Node: WA60 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: UH150 Peaking Factor: 150.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 3.113 Time Shift(hrs): 0.00 Curve Number: 95.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 Name: WA61 Node: WA61 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: UH150 Peaking Factor: 150.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 1.022 Time Shift(hrs): 0.00 Curve Number: 95.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 Name: WA62 Node: WA62 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: UH150 Peaking Factor: 150.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 2.973 Time Shift(hrs): 0.00 Curve Number: 95.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ___= Nodes Name: Energy Dis. Base Flow(cfs): 0.000 Init Stage(ft): 2.700 Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies, Inc. Page 4 of 39 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area Stage(ft) Area(ac) -9.500 0.0001 3.000 0.0001 • Name: MH100 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 0.000 Type: Manhole, Flat Floor Stage(ft) Area(ac) -9.500 0.0001 3.000 0.0001 Name: MH101 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 0.000 Type: Manhole, Flat Floor Stage(ft) Area(ac) -9.500 0.0001 3.000 0.0001 Name: MH102 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area Stage(ft) Area(ac) -9.500 0.0001 3.000 0.0001 Name: MH103 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area Stage(ft) Area(ac) -9.500 0.0001 3.000 0.0001 Name: MH104 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 0.000 Type: Manhole, Flat Floor Stage(ft) Area(ac) -9.500 0.0001 3.000 0.0001 Name: MH105 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 0.000 Type: Manhole, Flat Floor Stage(ft) Area(ac) -9.500 0.0001 3.000 0.0001 Name: MH106 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 0.000 Type: Manhole, Flat Floor Stage(ft) Area(ac) Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies, Inc. Page 5 of 39 -9.500 0.0001 3.000 0.0001 Name: MH107 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 0.000 Type: Manhole, Flat Floor Stage(ft) Area(ac) -9.500 0.0001 3.000 0.0001 Name: MH66 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 0.000 Type: Manhole, Flat Floor Stage(ft) Area(ac) -9.500 0.0001 3.000 0.0001 Name: MH67 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 0.000 Type: Manhole, Flat Floor Stage(ft) Area(ac) -9.500 0.0001 3.000 0.0001 Name: MH68 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 0.000 Type: Manhole, Flat Floor Stage(ft) Area(ac) -9.500 0.0001 3.000 0.0001 Name: MH69 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 0.000 Type: Manhole, Flat Floor Stage(ft) Area(ac) -9.500 0.0001 3.000 0.0001 Name: MH70 Base Elow(cfs): 0.000 Intl Stage(ft): -4.000 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 0.000 Type: Manhole, Flat Floor Stage(ft) Area(ac) -9.500 0.0001 3.000 0.0001 Name: MH71 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 0.000 Type: Manhole, Flat Floor Stage(ft) Area(ac) -9.500 0.0001 3.000 0.0001 Name: MH72 Base Flow(cfs): 0.000 Init Stage(ft) : -4.000 Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies, Inc. Page 6 of 39 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 0.000 Type: Manhole, Flat Floor Stage(ft) Area(ac) -9.500 0.0001 3.000 0.0001 Name: MH73 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 0.000 Type: Manhole, Flat Floor Stage(ft) Area(ac) -9.500 0.0001 3.000 0.0001 Name: MH79 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 0.000 Type: Manhole, Flat Floor Stage(ft) Area(ac) -9.500 0.0001 3.000 0.0001 Name: MH80 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 0.000 Type: Manhole, Flat Floor Stage(ft) Area(ac) -9.500 0.0001 3.000 0.0001 Name: MH81 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 0.000 Type: Manhole, Flat Floor Stage(ft) Area(ac) -9.500 0.0001 3.000 0.0001 Name: MH82 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 0.000 Type: Manhole, Flat Floor Stage(ft) Area(ac) -9.500 0.0001 3.000 0.0001 Name: MH83 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 0.000 Type: Manhole, Flat Floor Stage(ft) Area(ac) -9.500 0.0001 3.000 0.0001 Name: MH84 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 0.000 Type: Manhole, Flat Floor Stage(ft) Area(ac) Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies, Inc. Page 7 of 39 -9.500 0.0001 3.000 0.0001 Name: MH85 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 0.000 Type: Manhole, Flat Floor Stage(ft) Area(ac) • -9.500 0.0001 3.000 0.0001 Name: MH86 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 0.000 Type: Manhole, Flat Floor Stage(ft) Area(ac) -9.500 0.0001 3.000 0.0001 Name: MH87 Base Flow(cfs): 0.000 Intl Stage(ft): -4.000 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 0.000 Type: Manhole, Flat Floor Stage(ft) Area(ac) -9.500 0.0001 3.000 0.0001 Name: MH89 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area Stage(ft) Area(ac) -9.500 0.0001 3.000 0.0001 Name: MH91 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 0.000 Type: Manhole, Flat Floor Stage(ft) Area(ac) -9.500 0.0001 3.000 0.0001 Name: MH92 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 0.000 Type: Manhole, Flat Floor Stage(ft) Area(ac) -9.500 0.0001 3.000 0.0001 Name: MH98 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 0.000 Type: Manhole, Flat Floor Stage(ft) Area(ac) -9.500 0.0001 ' 3.000 0.0001 Name: MH99 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 8 of 39 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 0.000 Type: Manhole, Flat Floor Stage(ft) Area(ac) -9.500 0.0001 3.000 0.0001 Name: Outfalll Base Flow(cfs): 0.000 Init Stage(ft): 2.700 Group: BASE Warn Stage(ft): 0.000 Type: Time/Stage Time(hrs) Stage(ft) 0.00 2.700 50.00 2.700 Name: Outfall2 Base Flow(cfs): 0.000 Init Stage(ft): 2.700 Group: BASE Warn Stage(ft): 0.000 Type: Time/Stage Time(hrs) Stage(ft) 0.00 2.700 50.00 2.700 Name: Outfall3 Base Flow(cfs): 0.000 Init Stage(ft): 2.700 Group: BASE Warn Stage(ft): 0.000 Type: Time/Stage Time(hrs) Stage(ft) 0.00 2.700 50.00 2.700 Name: Outfall5 Base Flow(cfs): 0.000 Init Stage(ft): 2.700 Group: BASE Warn Stage(ft): 0.000 Type: Time/Stage Time(hrs) Stage(ft) 0.00 2.700 50.00 2.700 Name: Outfall6 Base Flow(cfs): 0.000 Init Stage(ft): 2.700 Group: BASE Warn Stage(ft): 0.000 Type: Time/Stage Time(hrs) Stage(ft) 0.00 2.700 50.00 2.700 Name: Overflow Struct Base Flow(cfs): 0.000 Init Stage(ft): 2.700 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area Stage(ft) Area(ac) -8.200 0.0015 3.000 0.0015 Name: Pump1MH Base Flow(cfs): 0.000 Init Stage(ft): -4.400 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 0.000 Type: Manhole, Flat Floor Stage(ft) Area(ac) Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies, Inc. Page 9 of 39 -15.500 0.0040 3.000 0.0040 Name: Pump2MH Base Flow(cfs): 0.000 Init Stage(ft): -4.400 Group: BASE Plunge Factor: 1.00 Warn Stage(ft) : 0.000 Type: Manhole, Flat Floor Stage(ft) Area(ac) -15.500 0.0040 3.000 0.0040 Name: S-4 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area Stage(ft) Area(ac) -9.500 0.0001 3.000 0.0001 Name: S-5 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area Stage(ft) Area(ac) -9.500 0.0001 4.400 0.0001 Name: WAO Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Warn Stage(ft): 2.400 Type: Stage/Area Stage(ft) Area(ac) -9.500 0.0001 1.400 0.0001 1.500 0.0900 2.000 0.2200 2.500 0.3900 3.000 0.5600 3.500 0.7200 4.000 0.8900 4.500 1.0600 5.000 1.2300 5.500 1.4000 6.000 1.5700 6.500 1.7400 7.000 1.9100 7.500 2.0400 9.000 2.1200 8.500 2.2100 9.000 2.3000 9.500 2.3800 10.000 2.4700 Name: WA34 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Warn Stage(ft): 3.140 Type: Stage/Area Stage(ft) Area(ac) -9.500 0.0001 1.900 0.0001 2.000 0.1000 2.500 0.2200 3.000 0.3900 3.500 0.6300 4.000 0.8600 4.500 1.1000 5.000 1.3400 5.500 1.5400 6.000 1.6700 Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies, Inc. Page 10 of 39 6.500 1.7900 7.000 1.9200 7.500 2.0400 8.000 2.1000 Name: WA35 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Warn Stage(ft): 2.640 Type: Stage/Area Stage(ft) Area(ac) -9.500 0.0001 1.900 0.0001 • 2.000 0.1100 2.500 0.2100 3.000 0.4500 3.500 0.7200 4.000 0.9800 4.500 1.1700 5.000 1.2800 5.500 1.3800 6.000 1.4800 6.500 1.5900 7.000 1.6900 7.500 1.7900 8.000 1.9000 8.500 2.0000 Name: WA36 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Warn Stage(ft): 2.630 Type: Stage/Area Stage(ft) Area(ac) -9.500 0.0001 1.400 0.0001 1.500 0.2200 2.000 0.4800 2.500 0.7300 3.000 1.0000 3.500 1.2700 4.000 1.5400 4.500 1.8100 5.000 2.0800 5.500 2.3500 6.000 2.6200 6.500 2.8900 7.000 3.1600 7.500 3.4300 8.000 3.6900 8.500 3.9500 9.000 4.0600 Name: WA37 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Warn Stage(ft): 2.710 Type: Stage/Area Stage(ft) Area(ac) -9.500 0.0001 2.400 0.0001 2.500 0.0100 3.000 0.2300 3.500 0.4800 4.000 0.7200 4.500 0.9700 5.000 1.1300 5.500 1.2400 6.000 1.3500 6.500 1.4700 7.000 1.5000 Name: WA39 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Warn Stage(ft): 3.630 Type: Stage/Area Stage(ft) Area(ac) Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies, Inc. Page I I of 39 -9.500 0.0001 3.400 0.0001 3.500 0.1400 4.000 0.3900 4.500 0.6300 5.000 0.8700 5.500 1.0500 6.000 1.1500 6.500 1.2500 Name: WA40 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Warn Stage(ft): 2.630 Type: Stage/Area Stage(ft) Area(ac) -9.500 0.0001 1.400 0.0001 1.500 0.0800 2.000 0.1800 2.500 0.3600 3.000 0.6200 3.500 0.8900 4.000 1.1600 4.500 1.2700 5.000 1.3700 5.500 1.4800 6.000 1.5800 6.500 1.6800 7.000 1.7900 7.500 1.8900 8.000 1.9900 8.500 2.0600 Name: WA42 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Warn Stage(ft): 2.970 Type: Stage/Area Stage(ft) Area(ac) -9.500 0.0001 1.900 0.0001 2.000 0.0200 2.500 0.1300 3.000 0.2800 3.500 0.5200 4.000 0.7600 4.500 0.9900 5.000 1.1400 5.500 1.2500 6.000 1.3600 6.500 1.3700 Name: WA43 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Warn Stage(ft): 2.590 Type: Stage/Area Stage(ft) Area(ac) -9.500 0.0001 1.900 0.0001 2.000 0.0200 2.500 0.3400 3.000 0.6600 3.500 0.9800 4.000 1.3000 4.500 1.6200 5.000 1.7300 5.500 1.8300 6.000 1.9300 6.500 2.0300 7.000 2.1300 7.500 2.2300 8.000 2.3300 8.500 2.4400 9.000 2.4600 Name: WA44 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Warn Stage(ft): 3.450 Type: Stage/Area Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 12 of 39 Stage(ft) Area(ac) -9.500 0.0001 2.900 0.0001 3.000 0.0900 3.500 0.3400 4.000 0.5800 4.500 0.8200 5.000 1.0700 5.500 1.3100 6.000 1.5500 6.500 1.8000 7.000 2.0000 7.500 2.1600 Name: WA45 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Warn Stage(ft): 3.520 Type: Stage/Area Stage(ft) Area(ac) -9.500 0.0001 3.900 0.0001 4.000 0.0900 4.500 0.1800 5.000 0.2800 5.500 0.3700 6.000 0.4600 6.500 0.5500 7.000 0.6400 7.500 0.6600 Name: WA46 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Warn Stage(ft): 3.440 Type: Stage/Area Stage(ft) Area(ac) -9.500 0.0001 3.400 0.0001 3.500 0.1700 4.000 0.4600 4.500 0.7300 5.000 0.9200 5.500 1.0800 Name: WA47 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Warn Stage(ft): 4.410 Type: Stage/Area Stage(ft) Area(ac) -9.500 0.0001 3.900 0.0001 4.000 0.1300 4.500 0.5600 5.000 0.8900 5.500 1.2300 6.000 1.3400 Name: WA48 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Warn Stage(ft): 3.320 Type: Stage/Area Stage(ft) Area(ac) -9.500 0.0001 3.400 0.0001 3.500 0.1800 4.000 0.4100 4.500 0.5400 5.000 0.6200 5.500 0.7000 6.000 0.7800 6.500 0.8600 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies,Inc. Page 13 of 39 7.000 0.9400 7.500 1.0300 8.000 1.1100 8.500 1.1200 Name: WA49 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Warn Stage(ft): 3.500 Type: Stage/Area Stage(ft) Area(ac) -9.500 0.0001 2.900 0.0001 3.000 0.0200 3.500 0.2700 4.000 0.5800 4.500 0.8400 5.000 1.0800 5.500 1.3200 6.000 1.5600 6.500 1.8000 7.000 1.8300 Name: WA50 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Warn Stage(ft): 2.400 Type: Stage/Area Stage(ft) Area(ac) -9.500 0.0001 1.900 0.0001 2.000 0.1200 2.500 0.3500 3.000 0.5700 3.500 0.7900 4.000 1.0200 4.500 1.2400 5.000 1.4700 5.500 1.6900 6.000 1.9100 6.500 2.1400 7.000 2.2600 7.500 2.2800 Name: WA51 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Warn Stage(ft): 2.590 Type: Stage/Area Stage(ft) Area(ac) -9.500 0.0001 2.400 0.0001 2.500 0.1400 3.000 0.3500 3.500 0.5600 4.000 0.7700 4.500 0.9800 5.000 1.1900 5.500 1.2000 Name: WA52 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Warn Stage(ft): 2.690 Type: Stage/Area Stage(ft) Area(ac) -9.500 0.0001 2.400 0.0001 2.500 0.0800 3.000 0.3300 3.500 0.5800 4.000 0.8200 4.500 1.0000 5.000 1.1400 5.500 1.2800 6.000 1.4200 6.500 1.5500 7.000 1.6800 Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies, Inc. Page 14 of 39 Name: WA54 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Warn Stage(ft): 3.620 Type: Stage/Area Stage(ft) Area(ac) -9.500 0.0001 2.900 0.0001 3.000 0.1900 3.500 0.4600 4.000 0.7900 4.500 1.1200 5.000 1.4400 5.500 1.7700 6.000 2.0900 6.500 2.4200 7.000 2.4900 Name: WA55 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Warn Stage(ft): 2.650 Type: Stage/Area Stage(ft) Area(ac) -9.500 0.0001 2.400 0.0001 2.500 0.1700 3.000 0.3700 3.500 0.5800 4.000 0.7800 4.500 0.9900 5.000 1.1900 5.500 1.3400 6.000 1.4700 6.500 1.6100 7.000 1.7000 Name: WA56 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 2.650 Type: Manhole, Flat Floor Stage(ft) Area(ac) -9.500 0.0001 2.400 0.0001 2.500 0.1500 3.000 0.3900 3.500 0.6400 4.000 0.8800 4.500 1.1200 5.000 1.3700 5.500 1.6100 6.000 1.8600 6.500 2.0700 7.000 2.1200 Name: WA57 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Warn Stage(ft): 1.990 Type: Stage/Area • Stage(ft) Area(ac) -9.500 0.0000 1.400 0.0000 1.500 0.1100 2.000 0.5600 2.500 1.1200 3.000 1.6700 3.500 1.9800 4.000 2.1400 4.500 2.3100 5.000 2.4700 5.500 2.6400 6.000 2.8000 6.500 2.9700 7.000 3.1400 7.500 3.3000 Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies, Inc. Page 15 of 39 8.000 3.4700 8.500 3.5300 Name: WA58 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Warn Stage(ft): 2.520 Type: Stage/Area Stage(ft) Area(ac) -9.500 0.0001 1.900 0.0001 2.000 0.0100 2.500 0.1400 3.000 0.2700 3.500 0.4000 4.000 0.5300 4.500 0.6600 5.000 0.7200 5.500 0.7800 6.000 0.8300 6.500 0.8900 7.000 0.9100 Name: WA59 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Warn Stage(ft): 2.520 Type: Stage/Area Stage(ft) Area(ac) -9.500 0.0001 1.400 0.0001 1.500 0.0200 2.000 0.0800 2.500 0.1600 3.000 0.2400 3.500 0.3100 4.000 0.3900 4.500 0.4700 5.000 0.5400 5.500 0.6200 6.000 0.6800 6.500 0.7200 7.000 0.7500 7.500 0.7800 9.000 0.8100 8.500 0.8400 9.000 0.8700 9.500 0.9000 10.000 0.9300 Name: WA60 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Warn Stage(ft): 1.900 Type: Stage/Area Stage(ft) Area(ac) -9.500 0.0001 1.400 0.0001 1.500 0.0900 2.000 0.2200 2.500 0.3400 3.000 0.3900 3.500 0.4200 4.000 0.4500 4.500 0.4900 5.000 0.5200 5.500 0.5500 6.000 0.5900 6.500 0.6200 7.000 0.6500 7.500 0.6900 8.000 0.7200 8.500 0.7500 9.000 0.7900 9.500 0.8200 10.000 0.8500 Name: WA61 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Warn Stage(ft): 1.900 Type: Stage/Area Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies, Inc. Page 16 of 39 Stage(ft) Area(ac) -9.500 0.0001 1.400 0.0001 1.500 0.0700 2.000 0.2900 2.500 0.4700 3.000 0.5800 3.500 0.6900 4.000 0.8000 4.500 0.9100 Name: WA62 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Warn Stage(ft): 1.910 Type: Stage/Area Stage(ft) Area(ac) -9.500 0.0001 1.400 0.0001 1.500 0.0300 2.000 0.1900 2.500 0.3700 3.000 0.5600 3.500 0.7400 4.000 0.9300 4.500 1.1100 5.000 1.2900 5.500 1.4800 6.000 1.6600 6.500 1.8400 7.000 1.9500 7.500 2.0600 8.000 2.1000 Name: WQTD1 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area Stage(ft) Area(ac) -12.500 0.0001 3.000 0.0001 Name: WQTD2 Base Flow(cfs): 0.000 Init Stage(ft): -4.000 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area Stage(ft) Area(ac) -12.500 0.0001 3.000 0.0001 Operating Tables ----- 3=--- - Name: Wash Ave Group: BASE Type: Rating Curve Function: Time vs. Discharge Time(hrs) Discharge(cfs) 0.00 44.90 50.00 44.90 _°_= Pipes - ---s Name: MH1-Overflow From Node: Pump1MH Length(ft): 8.00 Group: BASE To Node: Overflow Struct Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Positive Span(in): 48.00 48.00 Entrance Loss Coef: 0.00 Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies, Inc. Page 17 of 39 Rise(in): 48.00 48.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: MH100-MH101 From Node: MH100 Length(ft): 15.74 Group: BASE To Node: MH101 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 36.00 36.00 Entrance Loss Coef: 0.00 Rise(in): 36.00 36.00 Exit Loss Coef:. 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: MH101-MH99 From Node: MH101 Length(ft): 358.23 Group: BASE To Node: MH99 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 60.00 60.00 Entrance Loss Coef: 0.00 Rise(in): 60.00 60.00 Exit Loss Coef: 1.00 Invert(fc): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: MH102-MH101 From Node: MH101 Length(ft): 171.19 Group: BASE To Node: MH102 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 24.00 24.00 Entrance Loss Coef: 0.00 Rise(in): 24.00 24.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: MH102-Outfall5 From Node: MH102 Length(ft): 621.12 Group: BASE To Node: 0utfall5 Count: 1 Friction. Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Interconnected Channel and Pond Routing Model(1CPR) ©2002 Streamline Technologies, Inc. Page 18 of 39 • Geometry: Circular Circular Flow: Positive Span(in): 15.00 15.00 Entrance Loss Coef: 0.00 Rise(in): 15.00 15.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: MH103-MH1O0 From Node: MH1O3 Length(ft): 163.93 Group: BASE To Node: MH1O0 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 27.00 27.00 Entrance Loss Coef: 0.00 Rise(in): 27.00 27.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use do or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: MH1O4-MH1O5 From Node: MH1O4 Length(ft): 503.62 Group: BASE To Node: MH1O5 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 24.00 24.00 Entrance Loss Coef: 0.00 Rise(in): 24.00 24.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use do or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: MH104-Outfall6 From Node: MH104 Length(ft): 42.31 Group: BASE To Node: Outfall6 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Positive Span(in): 20.00 20.00 Entrance Loss Coef: 0.00 Rise(in): 20.00 20.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use do or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: MH1O5-MH1O6 From Node: MH1O5 Length(ft): 53.48 Group: BASE To Node: MHIO6 Count: 1 Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies, Inc. Page 19 of 39 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 27.00 27.00 Entrance Loss Coef: 0.00 Rise(in): 27.00 27.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: MH105-Outfall5 From Node: MH105 Length(ft): 68.14 Group: BASE To Node: Outfall5 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Positive Span(in): 27.00 27.00 Entrance Loss Coef: 0.00 Rise(in): 27.00 27.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: MH106-MH103 From Node: MH106 Length(ft): 516.20 Group: BASE To Node: MH103 Count: 1 Friction Equation: Automatic • UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 27.00 27.00 Entrance Loss Coef: 0.00 Rise(in): 27.00 27.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.01.3000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: MH107-MH100 From Node: MH107 Length(ft): 286.66 Group: BASE To Node: MH100 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution. Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 36.00 36.00 Entrance Loss Coef: 0.00 Rise(in): 36.00 36.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies, Inc. Page 20 of 39 Name: MH2-Overflow From Node: Pump2MH Length(ft): 8.00 Group: BASE To Node: Overflow Struct Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Positive Span(in): 48.00 48.00 Entrance Loss Coef: 0.00 Rise(in): 48.00 48.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: MH66-MH67 From Node: MH66 Length(ft): 359.96 Group: BASE To Node: MH67 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Rectangular Rectangular Flow: Both Span(in): 36.00 36.00 Entrance Loss Coef: 0.00 Rise(in): 30.00 30.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Rectangular Box: 30° to 75° wingwall flares Downstream FHWA Inlet Edge Description: Rectangular Box: 30° to 75° wingwall flares Name: MH66-MH92 From Node: MH66 Length(ft): 405.13 Group: BASE To Node: MH92 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 30.00 30.00 Entrance Loss Coef: 0.00 Rise(in): 30.00 30.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: MH67-MH86 From Node: MH67 Length(ft): 45.97 Group: BASE To Node: MH86 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Rectangular Rectangular Flow: Both Span(in): 36.00 36.00 Entrance Loss Coef: 0.00 Rise(in): 29.00 29.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Rectangular Box: 30° to 75° wingwall flares Downstream FHWA Inlet Edge Description: Rectangular Box: 30° to 75° wingwall flares Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies, Inc. Page 21 of 39 Name: MH68-MH69 From Node: MH68 Length(ft): 84.13 Group: BASE To Node: MH69 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 24.00 24.00 Entrance Loss Coef: 0.00 Rise(in): 24.00 24.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use do or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: MH69-MH87 From Node: MH69 Length(ft): 257.10 Group: BASE To Node: MH87 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 48.00 48.00 Entrance Loss Coef: 0.00 Rise(in): 48.00 48.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: MH70-MH85 From Node: MH70 Length(ft): 324.64 Group: BASE To Node: MH85 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 60.00 60.00 Entrance Loss Coef: 0.00 Rise(in): 60.00 60.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: MH71-MH72 From Node: MH71 Length(ft): 52.03 Group: BASE To Node: MH72 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 72.00 72.00 Entrance Loss Coef: 0.00 • Rise(in): 72.00 72.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies, Inc. Page 22 of 39 Name: 14H72-MH73 From Node: MH72 Length(ft): 145.03 Group: BASE To Node: MH73 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 72.00 72.00 Entrance Loss Coef: 0.00 Rise(in): 72.00 72.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: MH72-Outfall3 From Node: MH72 Length(ft): 284.69 Group: BASE To Node: Outfall3 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Positive Span(in): 18.00 18.00 Entrance Loss Coef: 0.00 Rise(in): 18.00 18.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: MH72-Outfall4 From Node: MH72 Length(ft): 280.05 Group: BASE To Node: Outfall3 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Positive Span(in): 12.00 12.00 Entrance Loss Coef: 0.00 Rise(in): 12.00 12.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: MH73-MH89 From Node: MH73 Length(ft): 389.09 Group: BASE To Node: MH89 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 72.00 72.00 Entrance Loss Coef: 0.00 Rise(in): 72.00 72.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies, Inc. Page 23 of 39 Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: MH79-MH85 From Node: MH79 Length(ft): 510.62 Group: BASE To Node: MH85 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 30.00 30.00 Entrance Loss Coef: 0.00 Rise(in): 30.00 30.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: MH80-MH89 From Node: MH80 Length(ft): 573.70 Group: BASE To Node: MH89 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Rectangular Rectangular Flow: Both Span(in): 53.00 53.00 Entrance Loss Coef: 0.00 Rise(in): 34.00 34.00 Exit Loss Coef: 1.00 • Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw • Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Rectangular Box: 30° to 75° wingwall flares Downstream FHWA Inlet Edge Description: - Rectangular Box: 30° tb 75° wingwall flares Name: MH81-MH79 From Node: MH81 Length(ft): 60.66 Group: BASE To Node: MH79 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 30.00 30.00 Entrance Loss Coef: 0.00 Rise(in): 30.00 30.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use do or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: MH81-MH80 From Node: MH81 Length(ft): 33.62 Group: BASE To Node: MH80 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive • Geometry: Circular Circular Flow: Both Span(in): 30.00 30.00 Entrance Loss Coef: 0.00 Rise(in): 30.00 30.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 24 of 39 Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: MH83-MH82 From Node: MH82 Length(ft): 273.40 Group: BASE To Node: MH83 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Rectangular Rectangular Flow: Both Span(in): 53.00 53.00 Entrance Loss Coef: 0.00 Rise(in): 34.00 34.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Rectangular Box: 30° to 75° wingwall flares Downstream FHWA Inlet Edge Description: Rectangular Box: 30° to 75° wingwall flares Name: MH84-MH83 From Node: MH83 Length(ft): 15.38 Group: BASE To Node: MH84 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Rectangular Rectangular Flow: Both Span(in): 53.00 53.00 Entrance Loss Coef: 0.00 Rise(in): 34.00 34.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Rectangular Box: 30° to 75° wingwall flares Downstream FHWA Inlet Edge Description: Rectangular Box: 30° to 75° wingwall flares Name: MH84-S4 From Node: MH84 Length(ft): 285.00 Group: BASE To Node: S-4 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 96.00 96.00 Entrance Loss Coef: 0.00 Rise(in): 96.00 96.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: MH85-MH84 From Node: MH85 Length(ft): 113.00 Group: BASE To Node: MH84 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 72.00 72.00 Entrance Loss Coef: 0.00 Rise(in): 72.00 72.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Curl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies, Inc. Page 25 of 39 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: MH85-Outfall2 From Node: MH85 Length(ft): 544.78 Group: BASE To Node: Outfall2 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Positive Span(in): 30.00 30.00 Entrance Loss Coef: 0.00 Rise(in): 30.00 30.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: MH86-MH80 From Node: MH86 Length(ft): 418.26 Group: BASE To Node: MH80 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Rectangular Rectangular Flow: Both Span(in): 53.00 53.00 Entrance Loss Coef: 0.00 Rise(in): 34.00 34.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bet Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Rectangular Box: 30° to 75° wingwall flares Downstream FHWA Inlet Edge Description: Rectangular Box: 30° to 75° wingwall flares Name: MH87-MH70 From Node: MH87 Length(ft): 59.03 Group: BASE To Node: MH70 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 48.00 48.00 Entrance Loss Coef: 0.00 Rise(in): 48.00 48.00 Exit Loss Coef: 1.00 Invert(ft}: -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: MH89-S4 From Node: MH89 Length(ft): 84.00 Group: BASE To Node: S-4 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 72.00 72.00 Entrance Loss Coef: 0.00 Rise(in): 72.00 72.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies, Inc. Page 26 of 39 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: MH91-MH69 From Node: MH91 Length(ft): 62.74 Group: BASE To Node: MH69 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 36.00 36.00 Entrance Loss Coef: 0.00 Rise(in): 36.00 36.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: MH92-MH81 From Node: MH92 Length(ft): 380.36 Group: BASE To Node: MH81 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 36.00 36.00 Entrance Loss Coef: 0.00 Rise(in): 36.00 36.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: MH92-MH91 From Node: MH92 Length(ft): 468.17 Group: BASE To Node: MH91 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 12.00 12.00 Entrance Loss Coef: 0.00 Rise(in): 12.00 12.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: MH98-MH71 From Node: MH98 Length(ft): 309.11 Group: BASE To Node: MH71 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 72.00 72.00 Entrance Loss Coef: 0.00 Rise(in): 72.00 72.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Interconnected Channel and Pond Routing Model(ICPR) 02002 Streamline Technologies, Inc. Page 27 of 39 Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: MH99-MH98 From Node: MH99 Length(ft): 303.15 Group: BASE To Node: MH98 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 60.00 60.00 Entrance Loss Coef: 0.00 Rise(in): 60.00 60.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: Overflow-Dis From Node: Overflow Struct Length(ft): 7.00 Group: BASE To Node: Energy Dis. Count: 2 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 48.00 48.00 Entrance Loss Coef: 0.00 Rise(in): 48.00 48.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: S4-S5 From Node: S-4 Length(ft): 106.00 Group: BASE To Node: S-5 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 96.00 96.00 Entrance Loss Coef: 0.00 Rise(in): 96.00 96.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or cw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: S5-WQTD1 From Node: S-5 Length(ft): 7.00 Group: BASE To Node: WQTD1 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 72.00 72.00 Entrance Loss Coef: 0.00 Rise(in): 72.00 72.00 Exit Loss Coef: 1.00 Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies, Inc. Page 28 of 39 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: S5-WQTD2 From Node: S-5 Length(ft): 7.00 Group: BASE To Node: WQTD2 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 72.00 72.00 Entrance Loss Coef: 0.00 Rise(in): 72.00 72.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: WAO-MH89 From Node: WAO Length(ft): 22.34 Group: BASE To Node: MH89 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 24.00 24.00 Entrance Loss Coef: 0.00 Rise(in): 24.00 24.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: WA39-MH67 From Node: WA34 Length(ft): 55.35 Group: BASE To Node: MH67 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 18.00 18.00 Entrance Loss Coef: 0.00 Rise(in): 18.00 18.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: WA35-MH66 From Node: WA35 Length(ft): 228.12 Group: BASE To Node: MH66 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies,Inc. Page 29 of 39 Span(in): 18.00 18.00 Entrance Loss Coef: 0.00 Rise(in): 18.00 18.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: WA36-MH82 From Node: WA36 Length(ft): 20.91 Group: BASE To Node: MH82 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 36.00 36.00 Entrance Loss Coef: 0.00 Rise(in): 36.00 36.00 Exit Loss Coef: 1.00 • Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: WA37-MH69 From Node: WA37 Length(ft): 106.11 Group: BASE To Node: MH91 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 24.00 24.00 Entrance Loss Coef: 0.00 Rise(in): 24.00 24.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: WA39-MH68 From Node: WA39 Length(ft): 47.22 Group: BASE To Node: MH68 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 24.00 24.00 Entrance Loss Coef: 0.00 Rise(in): 24.00 24.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: WA40-MH70 From Node: WA40 Length(ft): 422.06 Group: BASE To Node: MH70 Count: 1 Friction Equation: Automatic Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies, Inc. Page 30 of 39 UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 30.00 30.00 Entrance Loss Coef: 0.00 Rise(in): 30.00 30.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: WA42-MH87 From Node: WA42 Length(ft): 16.93 Group: BASE To Node: MH87 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 15.00 15.00 Entrance Loss Coef: 0.00 Rise(in): 15.00 15.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: WA43-MH79 From Node: WA43 Length(ft): 30.34 Group: BASE To Node: MH79 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 15.00 15.00 Entrance Loss Coef: 0.00 Rise(in): 15.00 15.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: WA44-MH71 From Node: WA44 Length(ft): 24.40 Group: BASE To Node: MH71 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 18.00 18.00 Entrance Loss Coef: 0.00 Rise(in): 18.00 18.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use do or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: WA45-MH72 From Node: WA45 Length(ft): 25.90 Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies, Inc. Page 31 of 39 Group: BASE To Node: MH72 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 12.00 12.00 Entrance Loss Coef: 0.00 Rise(in): 12.00 12.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: WA46-MH73 From Node: WA46 Length(ft): 14.34 Group: BASE To Node: MH73 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 12.00 12.00 Entrance Loss Coef: 0.00 Rise(in): 12.00 12.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use do or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: WA47-MH68 From Node: WA47 Length(ft): 300.12 Group: BASE To Node: MH68 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 24.00 24.00 Entrance Loss Coef: 0.00 Rise(in): 24.00 24.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: WA48-MH71 From Node: WA48 Length(ft): 54.34 Group: BASE To Node: MH71 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 18.00 18.00 Entrance Loss Coef: 0.00 Rise(in): 18.00 18.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 32 of 39 Name: WA49-MH98 From Node: WA49 Length(ft): 340.21 Group: BASE To Node: MH98 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 18.00 18.00 Entrance Loss Coef: 0.00 Rise(in): 18.00 18.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Sot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: WA50-MHS9 From Node: WA50 Length(ft): 13.11 Group: BASE To Node: MH89 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 15.00 15.00 Entrance Loss Coef: 0.00 Rise(in): 15.00 15.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: WA51-WA40 From Node: WA51 Length(ft): 88.48 Group: BASE To Node: WA40 Count: 1 .. Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 24.00 24.00 Entrance Loss Coef: 0.00 Rise(in): 24.00 24.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: WA52-MH92 From Node: WA52 Length(ft): 44.18 Group: BASE To Node: MH92 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 30.00 30.00 Entrance Loss Coef: 0.00 Rise(in): 30.00 30.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies, Inc. Page 33 of 39 Name: WA54-MH99 From Node: WA54 Length(ft): 248.95 Group: BASE To Node: MH99 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 24.00 24.00 Entrance Loss Coef: 0.00 Rise(in): 24.00 24.00 Exit Loss Coef: 1.00 Invert(Et): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: WA55-MH1O7 From Node: WA55 Length(ft): 60.59 Group: BASE To Node: MH1O7 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 18.00 18.00 Entrance Loss Coef: 0.00 Rise(in): 18.00 18.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: WA56-MH107 From Node: WA56 Length(ft): 57.30 Group: BASE To Node: MH1O7 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 18.00 18.00 Entrance Loss CoeE: 0.00 Rise(in): 18.00 18.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: WA57-MH104 From Node: WA57 Length(ft): 57.06 Group: BASE To Node: MH1O4 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 18.00 18.00 Entrance Loss Coef: 0.00 Rise(in): 18.00 18.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Interconnected Channel and Pond Routing Model([CPR) ©2002 Streamline Technologies, Inc. Page 34 of 39 Circular Concrete: Square edge w/ headwall Name: WA58-MH1O1 From Node: WA58 Length(ft): 59.41 Group: BASE To Node: MH101 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 18.00 18.00 Entrance Loss Coef: 0.00 Rise(in): 18.00 18.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 • Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: WA59-MH100 From Node: WA59 Length(ft): 44.13 Group: BASE To Node: MH100 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 18.00 18.00 Entrance Loss Coef: 0.00 Rise(in): 18.00 18.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: WA60-MH1O3 From Node: WA6O Length(ft): 20.77 Group: BASE To Node: MH103 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 18.00 18.00 Entrance Loss Coef: 0.00 Rise(in): 18.00 18.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: WA61-MH102 From Node: WA61 Length(ft): 57.36 Group: BASE To Node: MH102 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 18.00 18.00 Entrance Loss Coef: 0.00 Rise(in): 18.00 18.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies,Inc. Page 35 of 39 Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: WA61-Outfall5 From Node: WA61 Length(ft): 558.57 Group: BASE To Node: Outfall5 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Positive Span(in): 18.00 18.00 Entrance Loss Coef: 0.00 Rise(in): 18.00 18.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: WA62-MH106 From Node: WA62 Length(ft): '30.29 Group: BASE To Node: MH106 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 18.00 18.00 Entrance Loss Coef: 0.00 Rise(in): 18.00 18.00 Exit Loss Coef: 1.00 Invert(ft): -8.000 -8.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Sot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall • ___= Weirs - _ =_e-=-==== • Name: Wall Openingl From Node: Energy Dis. Group: BASE To Node: Outfalll Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Rectangular Span(in): 96.00 Rise(in): 24.00 Invert(ft): -3.000 Control Elevation(ft): -3.000 TABLE Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 Name: Wall Opening2 From Node: Energy Dis. Group: BASE To Node: Outfalll Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Rectangular Span(in): 96.00 Rise(in): 24.00 Invert(ft): -3.000 Control Elevation(ft): -3.000 TABLE Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 36 of 39 Name: Wall Opening3 From Node: Energy Dis. Group: BASE To Node: Outfalll Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Rectangular Span(in): 96.00 Rise(in): 24.00 Invert(ft): -3.000 Control Elevation(ft): -3.000 TABLE Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 Name: Wall Opening4 From Node: Energy Dis. Group: BASE To Node: Outfalll Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Rectangular Span(in): 96.00 Rise(in): 24.00 Invert(ft): -3.000 Control Elevation(ft): -3.000 TABLE Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 Name: Well Openings From Node: Energy Dis. Group: BASE To Node: Outfalll Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Rectangular Span(in): 96.00 Rise(in): 24.00 Invert(ft): -3.000 Control Elevation(ft): -3.000 TABLE Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 Name: Wall Opening6 From Node: Energy Dis. Group: BASE To Node: Outfalll Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Rectangular Span(in): 96.00 Rise(in): 24.00 Invert(ft): -3.000 Control Elevation(ft): -3.000 TABLE Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 Name: Wall Opening7 From Node: Energy Dis. Group: BASE To Node: Outfalll Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Rectangular Span(in): 96.00 Rise(in): 24.00 Invert(ft): -3.000 Control Elevation(ft): -3.000 TABLE Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 37 of 39 Name: Wall Opening8 From Node: Energy Dis. Group: BASE To Node: Outfalll Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Rectangular Span(in): 96.00 Rise(in): 24.00 Invert(ft): -3.000 Control Elevation(ft): -3.000 TABLE Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 Name: WQTD-2 From Node: WQTD2 Group: BASE To Node: Pump2MH Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Rectangular Span(in): 12.00 Rise(in): 72.00 Invert(ft): -12.300 Control Elevation(ft): -12.300 TABLE Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 Name: WQTD-2 Weir From Node: WQTD2 Group: BASE To Node: Pump2MH Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Rectangular Span(in): 144.00 Rise(in): 60.00 Invert(ft): -0.900 Control Elevation(ft): -0.900 TABLE Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 Name: WQTD1 From Node: WQTD1 Group: BASE To Node: PumplMh Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Rectangular Span(in): 12.00 Rise(in): 72.00 Invert(ft): -12.300 Control Elevation(ft): -12.300 TABLE Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 Name: WQTD1 Weir From Node: WQTD1 Group: BASE To Node: PumplMh Flow: Both Count: I Type: Vertical: Mavis Geometry: Rectangular Span(in): 144.00 Rise(in): 60.00 Invert(ft): -0.900 Control Elevation(ft): -0.900 TABLE Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 38 of39 • ___= Rating Curves -- ------------------------------____= ==_3- Name: Pumpl From Node: Pump1MH Count: 1 Group: BASE To Node: Energy Dis. Flow: Both TABLE ELEV 0N(ft) ELEV OFF(ft) #1: Wash Ave -3.400 -8.400 #2: Wash Ave -4.400 -8.400 #3: 0.000 0.000 #4: 0.000 0.000 Name: Pump2 From Node: Pump2MH Count: 1 Group: BASE To Node: Energy Dis. Flow: Both TABLE ELEV ON(ft) ELEV OFF(ft) #1: Wash Ave -3.400 -8.400 #2: Wash Ave -4.400 -8.400 #3: 0.000 0.000 #4: 0.000 0.000 _ ===m _ __= Hydrology Name: 5Y-24HR Filename: P:\60330008\400-Technical\418 Washington Ave\ICPR\Models\Modl\5yr24hr.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsiii Rainfall Amount(in): 7.50 Time(hrs) Print Inc(min) 30.000 5.00 ==sg=s__ • __= Routing Simulations 3S3_a Name: 5Y-24HR Hydrology Sim: 5Y-24HR Filename: P:\60330008\400-Technical\418 Washington Ave\ICPR\Models\Modl\5Y-24HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 40.00 Min Calc Time(sec): 0.1000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) 40.000 15.000 Group Run BASE Yes Interconnected Channel and Pond Routing Model(ICPR) ©2002 Streamline Technologies,Inc. Page 39 of 39 Appendix D - ICPR Node Min/Max Report N w 0 N CM (v a x 3 Cn kO01r 001N r N a' a'NL1NLUmio001 c LUm00NNN Nm1N0000000001 UN11O NLDL01000 C01 LU N N TLNLO m O (0 ow 1 01 CO 0N1111LCU r a•LD r 01N N LU oU OD 1-••01 LU LU o(h m OLNO 0000 CI)0)00 LSD NNN c010 aNOLU LO LO N LU LU CO 141 ID CO kr)1 £W O N m OO 1 el(7 at cLU U110 c 411 LU N c N a•mm LO 1 N 1 a'01N OD 100000 m Ol 01 LU LD N 010010.O O N NN c 1 lD to N LD0 c t0 m r) L 0)N a' N LU LU LU LU LU LU LUN a'0 r r m LU LU LU LU 0I LD LU a'Ot LU11 LO m 41(00 LU LU r1 LU LU LU LULU LU LU LU LU 7 ■-i LU LU LU 0 O) 3 0) 0NN ON c c IF)000 0'0101NNr N 0/01110/O1 CO 01N 01ONU)00000 c 111101 co(•1 111NNN 01101ON 1LN1111N1 E O t+ 01 m CO ON 01110 CO O 10NNLU 11N a'LULUNC•ILU.LOLULLUNma00000aOOLU LU LULULINNNN LUCLUNNNN LU N NNLUm0,01 0LI LU.0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . F 4-, N 1 N N 0 01 CO CO CO N 01 CO N O N N N N N CV N N N N N N N N N N N N 0 0 0 o 0 N N N C'l N N N N N N N N C`1 N N N N N N N N NI N N N CV N L LU LU LU LU LU LU LU LU LU LU LU LU LU LU LU LU LULU LU LU LU LU LU LU LU LU LU LU LU LU LU,LU LU LU LU LU LU LU LU LU LU LULU LULU LU LU LU LU LU LULU,LU LU LU X 7 ID X 3 111 .CO 01 1 1 0 CO 01 CO 1 c CO O N LU tD c O N O O LU O LU c 1D LU 01 0 CO 01 VD 0 0 1 01 0 L tO 0 01 LU c CO t0 c 01 01 N c 01 c N N c L L N LU CO N 10 01 (D Ow ONt0LULU LC)UILU c a•r)1LLU1 a'r Nr1LUO m CO NN 010N N a'CO 100 CO m 00101 CO 1O a'LU mLU Nt0N1N 1N Lf)CO CV 01 LO000 CO 0 N CO £L U a'a)0NLNNU c ON(0101 NOD a•Or a'Lt m 0101110/N m c 1 OOLULUON N N t0 m ON 010 LU 0 O1 N a'N aL LO NNN0IN CON C ONa' NLU LULULU LU LULUNINONNLULU LULU01LULUN01 LU LC)LC)m 010141 41,(--1 ULU LULUN LU LU LU LU LU CV 0) 3 (n O r 1 co CO 1 c 0 1 N N 1 LO 01 N NNN 01 CO 1 1 01 01 CO Cl N 1 CO CO 1 0 0 0 N 1 O 1!7 1 1 1 1 1 1 U l 1 1 1 1 1 1 1 1 1 1 1 I f 1 1 1 1 1 1 1 E 0 4 CO CO 030(10101L CL1LU N N LU LC)11CLULUNN LULU VON 1NLU 1CO 0100L1--OLU LU LU NNNNNNNNNCV NNN NCV NNNNNN N .•1,.0 E C N N N N N N N N N N N N N N N N N(V N N N N N N N O N N N N N N O O N N O N N N N N N N N N N N N N N N N N N N N N N N nl N N C LU LU LU LU LU LU LULU LU LU LU LU LU LU LU LU LU LU LU LU LULU LU LU LU LU LU LU LU LULU LU LU LU LU LU LU LU LU LU LU LU LULU LU LU LU LULU LULU LU LU LU LU LU LU LU LU LU X H (D £ • V-1 CO 0•1 a'rONNN 1(001a'm 1 CLOD CO 01N 1 LC)NLN Ill 11LU OmOa'm••NLfl 1/II c 1010 0-LO CI)1N CO LU ma'N CO 1 a'1NLONOLU tC (U L) c N a'1 a'c a'N r a'N a'CO N 0 N 1 N C a'a 1 N(0 c m(Na)LU 0 NLU a' r1 r N 0 N 01 N 10 LU O)10011 LU LU N LU LO O)LU LU LULU 1a' 7 fU W LU LU LU LU LU LU LU LU LULU LU LUNNLUNL-I LULUN NLUO LULULU NN LULULUNLU N NLUCN rUN1m01LU LULULU010, LUCOI(1 V)a IS)41 1 V0 LU 1(0 1 1 N LU CI LU CO N LU LU LU LU LU VD () LU X C (D Cn CU r13 (111.-/ 1 c m to 0101 a'N ON a'N LI LULU Na)N aI0NN N 1 N N 0 VON LU 10000001 N N N O)N t01 N N C•1 a'a)001LU N N N o 1--100010,000 1J OIW m.LU LU LUN LU .1LU c0 c ON NLUNr'LU LU N LC)1N CLULO a00000r10101LU NNN 1LU LULU IN LD LU LULU LU LULU LONLU cN101 'JQ LU (D N 000000000000 LUN NON 00000LU 0 L-'0000000000 a'a'a'000000000000000000000000 0 0 L 000000000000000000 000000000000000000000000000000000000000000000000000000000000000 00000000 00 o In 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C I I I I 1 1 I I I I I I x S RI U 1 £ N 0I0)U 000000000000000000000000000000000000000000 a'a'N LUN NN 011N a'LU N 000101N 1101 C 011-1 0 0000000000000000000000000000000000000000 c LU tO tO N010011 a'1 a'a'N 1 a'1 tO 1D tD VD 01 C Li 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O N N N N N N N N N N N N a N N N N N N N N, C 4 V) (0 E • 0 0) �. X (U,J 01 O co aLN O OLU O CO 01 NVOLL CO N VD CO CONNNN 001 01 CO 1N 00 CD 000111LU N 101 C71Na(N01N01 c 01L1NN 01(V).1101 • (D 01ILa r 1 N N LC/NNN 10!01010101 tD C N N N N N N CO Cm N 010 N r r r 0-0-NOOLUmN LUN c cNN a'10 LU O LU N N N N m LU N CO CO Cn £1, EN N N N N N N N N r(L U N N LU LU LU LU LU LU L U LU LU L U L U LU LU LU N LU N N N N N N N IN l 0 0 LU 0 0 N1 N LU N CO N N N N N(N CO N CO N N LU N N(N I N N V) I I 0 0 (11 O 0 V) 0 LU 0 0 N 1 N N C V N r 0)0 41 0)N 0)m r r r r r m NON 0 tD N a'0 0 0 0 0 Na)m N N 01 N CO N 0 01 1 1 N r N LU 0)a'N 01 N 1 c N m(0 .^, E 01 L 01 1 1 1 1 r V D t O 1 N N N a'N N 1 N N N N N N N N N c N c N c c 0 0 0 0 0 LU N N N N(1 a'1 N N N a'c I f)N N N N N a'a'c N c 1 1 H a/ •LI N.0 I 0.. L N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N 0 0 0 0 0 N N N N N N N N N N N N N N N N N CJ N N N N(V N N N N 0, (/) LU LU LU LU LU LU LU LU LU LU LU LU LU LU LU LU LU LU LU LU LU LU LU LU LU LU LU LU LU LU LU LU LU LULU LU LU LU LU LU LU LU LU LU LU LU LU LU LU LU LU LU LU LU LULU LU LU (1 X 1.I D) C a a a a c a a a a a a a a a a a a a a a a c a a a c a a a a a a a c a a c a a a CC a c a a c a a c c a c a a a c a a c a c a c •0 O 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2.`2 2 2 2 2 2 2 2 2 0 (0 N N N N N N N N N N(I N N(I N N N N N N N N(N N NNNNN n N N N N N N N N N N N N N N N N N N N N N(\ N N N N N N Cu N N N N 2 N 1 I 1 1 1 I I 1 I 1 1 1 I 1 I I 1 11111111111111111111111111111111 1 1 O )+]'T'>•>4)U>.N>.>•>U)U T'U)N>U>.N N)U>•>'>.>.>.!.>.N N>U>.N N N N>U LU LULU .>+N N N r>-.>.A'LU(0(0>U T'T'>U T'N N al r N N r C 7 1 1 1 1 1 1 1 1 1 1 1 1 MU)1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 C E N 0 Ce ..0 O. 41 41 41 41 41 41 41 41 4141 41 4141 41 41 W Ca141441 41 L]41 41 a a 41 41 41 41 41 41 41 41 41 41 41 41 41 41 41 41 41 41 41 4141 41 41 41 41 41 41 414141 4141 EL]Cal C41 C 7 U)Cn In N In If)U)cn V)I/)Ill 1 V)(1)CI)In V)N N U)V)N N 1 U)N V)V)V)V)CI)m U)Ul N V)(n In V)U)V)U)U)V)U)U)V)U)1 U)N Vl V)U)CO N V)V)N In CO V)V) o 0aaaaaa aaaa0aaaaaaa(0 aaaaaaaaaaa5aaa 555aaa-5aaa5a¢aa(0aaaaaaaaaaaaaaa CI- Li Cl 0701 Cl Cl CO CO Cl Cl 0100 CO W W W 2411 C1 CO 0I CI CO CO CO CO CO CO m C1 07¢741 C)C7m CO CO CO CO Cl Cl C1 CO D7 Cl 01 Cl CO CO CO .D O C Id 0) C RI s 0 •0 LU NN a'1 VO N 1D N m LU 0LU NN LU0LU NN c1 LON O1LU N aL LUNN1 V0 L�12 2 a•10 a'1tO 0.010 NN a'1 to N CO CT 0 LUN a'110 I-- U • '0000000,' 2 2=X200222222222222x5XLUrLU-+'U+,UL1 (0.Ncn(n3 a 44<4 cc <<<<cc<aa<d la QQ la 00)) Z ❑2 2 2 2 2 2 2 2 E££££££££££E££££££££££RI aim w w� 0.0. 2 3 2 2 2 3 2 2 3 2 2 3 2 3 3 3 3 2 3 3 3 V ££££££££ L L L 1J 11 In 7 7 0) 01 7 7 7 7 7 (L O. C u 000003 C o o 0 C -1 U 41 W L t+ N > C O - N w 0 v ca C.. x s N o(TN rnrn co m N 0w N r, CA c0101 £ 44 W (001(N 010 N(V a0 - =rnrn 0 0 N 3 N mL0 vO,ti N y E O (4 (0 01 N O Ul r1 F W N N(`l N N N N X (0 0 £ .0 .0 N c c r 01 0 05 05 MO, 010 c001(N r+ r U W t0 O1N c (00(05 C r+ ra rn N 3 N .0 0 (4 NNNNNr+ (L L E, N N N N N CSI N X ti N W NN 10001..mc e • u w u fhr+rnsrr. 10< LU 40 r--+ ti N U (0 N vi U N N U .-L N LU c m m J aw c r 0100 m N 0 0 0 0 O 0 0 O•0 o v 1 0 0 0 0 0 0 0 o n O 0000000 x i i i i I i I N L £ U o) M W O N N 0 0,0 0 Caw NLUOSOIO100 of -H (0 N N,,-(,-(0 0 = i,in 3 U CCS X 0 1 ri N rC r m N m r r £L N(11(1/(11,100 N N Q1 N N , c rn r r E 0t- c u110 ulr(')N H N L F+ N N N n C,EN N O. X QJ c 0:(CK005 CL 10 - o x=x x x s x 0 2 N N N N N N N C LU Y Y Y Y LU Y a C E s O a mmmmmmm 0 mwmowmo ° ommomm05 n0 a CO a) a c CO N 0)(T 0 C I N U E 10(n(0(0(000 'O co <<<<<1- 1-' a) 3 3 3 3 3 3 0 U C = 0 C) a. a.) c Appendix E - ICPR Link Min/Max Report N Lh. 0 6) C. 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X TO CT) Z 0 X v J-■ 1 0 0 CO CO 01 N N 0 0 0■10 1 0 0 0 01 N 103 CO 10(0 10 CO 01 10 CO m CO r nl nl CO N 0 CO 01 CO m 1 01 01 1 01 r1 r r 1 01 01 r 1 r1 N 01 r 01 c 01 01 x 01 01 CO 014, O 1 CI CI CI 00 r r r r r 10 0 0 0 101 0 0 0 LO 0 IO a•M(nn)01 N N N N CO c m N o 1 1 0 01 r o o rl mmr r-1 r c c nl N a•1 O r1 O r1 nl CI 01 £ CO • • L 001 0101 0101 NN 01 01 01 010.-+r1 1-101 01 rl r1 rl■■rti rl titi.y r1 r1 r-i 11 r1 11 r1 r1 r.N r+-101 01 0100x1 0 x101 01 r1NNNNN0INN(n 01("101 • Cn U C CA Cn O 0 14 m 00000111 N In n N(0r r r 010 m 01 01 N 0101 m r r r r r r CO CO(N 0r o lO ION a rmmr r r 01Nmr 0010101 r N x101 c N 0 • CL) E 01 L■ 011 1111 r r 101000 N N N N(Ni c nl N 11101 CO N CO In nl CO CO CO N Cl m 01 m CO 01 v a•r1 nl N Cl In nl In a•1 In CO N a•c 1 N co co N In c •c CO L v 0 E +-I N N N N N(Ni N N N N CI N N N N N N CI N(Ni N(Ni N N N N N N(Ni(Ni(Ni(Ni N(Ni N N(Ni N N CJ N N N(Ni N N N N N(Ni N N N N N N(Ni N N N N(Ni N ■ CO r1 1-1 r1 r1 r1 1-1 1-1 r1 r1 1■r1 r1 r1 H r1 rl r.r1 rl r1 r1(-HI r1 r1 rl 1-1 r1 rti r-1 r1 1-1 r■1■■1■■11 11 r1 1-1 r1 r1 1-1 r1 r1 r1 r1 1-1 r■rI r1 rl 1-1 1-1 1-1 r,r-1 r1 r1 1-1 r1 11 r1 r1 0 X C £▪0 Co( v X 0 0 or-I ON OIDID IO a•N N r ON(-1(-H C1161m0000In r r r1N N 01 110011 N CO 01 111-101 00 N 11 NN r ON mmr 1C1 r1N(N 1010 ID W 0 x110 CO 010 CO 10010 m 10001 N o r 01 IOC)c 001.01 1 01 1.0 c x10101000 N r 1 c c m O m 00100 c 010 r 011 x101 r 0101 In 0 r(Ni r £ (D 0 0 O IO o 0 N O O N•■■■r 0 CO r Cl CO ONO c O O c 1 CI 1 CO I0 N 01 r1 0 c N CO c N r1 0 c 1 CO CO r CO Co 1 N O IO 01 10 1 1 r1 c 0 0 c N 0 O = r-1 O(Ni O0 D 00000000 N 00 r+61011 0100 N 10 c 01.-10110 010101 r N 01 In 01001 x10101 m N N 000(Ni 0000000000 00 0 1 I I I I 01 01N a• c 10 I N I 01 I I rmm r1 r l 1 I 1 1 1 1 1 I I ❑ 11 1 I I I C IL (. x 3 01 0 01 In r 0 01 01 as r 1 r L O x-10 011 a•CI 010 In 1O 01 0 0(.0 10 01 c m 0 00 0 0 0.0 r 01 0 1 1 01 0 0 0 01 m m Cl 1 1 0 1 10 10 1 0 0 0(01 r.r N CO O'1, ONN CO ON1m 101110100 cl0 r 010-Dor x1001 10(0r 01 x100 x100-(0x.x110 N 010 • •cc N 01 c01 • • .r+lO ION r+r1011 £ 0 0001,101 In c N c 01 c 0101110 c(01 x10001 c 0-011 CC OD I01 O(Ni LUc 0110 0 01 1001011001 co r 010000-1 m 00 N N In c 11010(Ni CI 0 1 a• (Ni 0-1 0-1 .1 c 0-101 N IDOr r IO 0-1 r,r+0110 .1 1001 0-1 111 m m m 01010--1 x+0-10-10-1 r. .1 r. 0--I O r. r, O N O 3 II) 0 r r r 0 Cl 01 1 a•nl c 1 0 0 N m r N 01 n (Ni 0 0 r r 01 01 01 1 1 01 101 0 01 01 N 01 m(1 01 1 v 1 1 0 1 1 01 m In 1 1 1 N CO N 01 10 10 x 1 1 0 O 0 11 0 co N 0 N 01 r 01 10 I 0 CO 0 0 0O'.0 N r r 1 0 1 O O r a• N N r ti.1 D IO x 1 0 r.0-l 10 CO m 01 0 O 0--■ 0-1•,-1 01 N C I N r.a CO■r l C.I N N C I r 1 r cc • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •-�r1L m 0-1 0-1 0-1 .,�r1• E•L O NNN O 01 01 N 01 N N N o 1 x 1 N 01 CID N N N O O N N N N N N N N N O 01 N N 01 N 01 N N N N N N N N N N N N N N N N N N N N N N N N O. 00-1 r. 0.-10 x10110-1 000-1 O x.0-10 r. 0-1x.0-1 0 r,0-1.-.x.11 r.O0-1 x.0-1 x10-1 I10-10-10-10-1 r+"-I0-10-10-1 r,r,,.10-10-1 r,r.x.0-1 •■.~ U X 1D N C 55555 CC 5 C:555555 5555555 L 5555555555555555134 11'555555555552.'55555555555 O x x 2 x 2 z 2 x x x x x x 2 01 2 01 2 x x x 2 x x x 2 01 2 01 2 2 x 2 x 2 x 2 2 2 2 2 2 x x 2 x 2 2 S x 01 2 x x 2 2 x 01 01 01 2 2 2 0 . 2(C N NNN CJ I I N 1 01 1 Cl N N N CI N NNN CI N NNNNNNNN N n1!`l N NNNNNN NNNNNN N N N N N N N N nl nl nl(`l N N nl N N 1 I I 1 1 1 I 1 1 1 I 1 i 1 I -1 LU>■al>U LU>1>+>.>•J.>.>.Y>.T.>•Y al>U T LU»>1>1 If J.LU>U I.LU Y>•J.N>^LU r If LU>•Y>•>•N r>•>1 In>1 L T>.>•Y Y>.>.>.Y C.>1 J.>+ to � 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1•1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1= E N 7 O 1e C a LI❑Ll[il Ll 47(1l Ll Ll Li IA Ll Ll Ll Ll al DJ al al N 41 41 al 41 al❑al DJ al W DJ 4l 4l 01 Di(0 al(U al al al al DJ al W DJ al al 4l N❑41 al 41 4l 4l 41 41 W 41 41 Ll Cal .11 0 7 Vl CO V)N N(l)1 C/)1 V)m y V1 Vl m N Cl)Vl Vl Vl Cll Vl Cl)Vl Vl V)N N 1 Vl Ul Vl U J)(0 Vl Vl Vl Ul V1 Vl N V)Ill(n m Vl Ul Vl(A CO Vl m CA Vl C.11 CI)(n Ill N 1 Cn Cl. 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N Appendix F — Full Size Maps •. i i t . �R. 6• : J 1:1:-' . ...... ,_,,,- . t , 7___._ . :...; ,..,,._:.,.:,,,... . . li.-1 :., "A"1.1 ' . � w � , - w M.: +sr r� r t uTMTER _' ,f 7r S :. ,,,_ ... i 3.4.;,; � ` T 711 ST ' - 4Il t Z.+ • 01.4'r . .....: , ....;, . • ..:...__ .247,,, 4. :' 8.. t : ri ii a o,i F(TetolT� • t - '% iGeate1R_Earths C° v+ ♦ (+ _f , / 1 / • • • . - ' I. CNE /A,b sD '-m . �- ,./.0' " W AEX.Getn aPn=Clatipib.v( - . ' - ;.swisfpp•..fGC+,nilYa-C? 1 • i .. ► � ,`'' . � m n t �• r CT-- ` ',Ir it i4_ 11111'.'51111111 / ♦ �1 f art. a t, }� /r G! va- hl��4 -Q r V "W ST 2 alio '` I -✓,r O► ' NON° ;;s. }j• V \ • o N.,' ,Irj. . f 2 . .I- .., '', . tilf:,., ' ," '1-.15 lit"- 45.•ia"2 .". .' ,‘,4r MIN ME . so tr? • I- Ay3T •i ,• , M •1E `• 1 '.� '' r • a ' �• r .� .t •'�18TF1 ST,-, i - • -., [ A ..t........ ,im ,ii :.. .......i.,,...;:., , , -....,.:::-, L. s,, Legend r 1 rir F y. ,# t� 4. C Washington Avenue Study Area ',6 1' - ' ♦ •tot J. p = .® - 17TH ST w.-` ,.-•- t D ur drial.� FTC .•nics,CNES'Avbus DS.US,i,IL `si.1,A�1'(. ,_ �d' �t�f�. 'aPP'ng: o9 •IC?M ••.. ! - e4" ,_, City of Miami Beach Q� r Figure 1 Washington Avenue Study Area '�COM o 300 600 I IFeet �. r•e..�.,,w..wM,..v�w v-., .... a. ., 1x�'28tH 's i• I. Q r_:1 _ O£, . `_.ySTE: - Q� o �\/ .g• z tip, - + ' o .. ST,,. w. ^y"' i ♦ I • „(- 25TH g r ��Ti �. ., f' tea' T y 1 ,F..i s " s 1 1. , 4/ ,�� o: rill 11.1 I _ b 24 H.Sr•r• v t - / i x,,,, ,`. 7 • { i 4 11 !A 1 ..• y l y ter /..1&'47.- *• ':1 v. ::,.(:),.. i .,.r. . -" ... k", 4IP 1/7//1 . `1 . X\"� �i ./ .\`10 '011G. I .tt�i 14- • jT;, �i_\�`'��� -��u� r � . ! airs \ YT. �.. >. .1• J. . 1:-..t.y • , .__, .i .1 �,e sT w ST ar j V ? M 19TH ST* z -,,_ i a : •' t: Il 7:1 to;t 1 � j11 { "1:.utyr, 4.:11: .•, a - � 18TH ST . ii►AV Q i 'Mr•d '• il Legend 1:7!E1 '. R�. `/ 2•,f - • Q Washington Avenue Study Area 1”........,==• �_- -I. , ._ '� '- ' F ,QZZ Existing Catch Basin ''tI— , -• r Q• = Existing Storm Pipe • , :• ♦ j -• Z :.!,1 :9111.13,44-,9- s w i'.I . G-rce. - Itvao■ lies- artnsta.--•graphics,CNES mun.s DS!'�'KT%/ t i n , . Z G m +,/t�grAylC G.s.■-Y++*.t1Y•l the GlS User Communes M •4• City of Miami Beach AECOM o a 300 600 Figure 2 Existing Stormwater Network Feet w.swa mr..m......N..a.rn............Fw tea••....•. 28THSr , a't + a-.- - -*,. Nsr . , . ,"" , 4\• ;`• " • :.2" .4:, - -'s- 4 t 7 t'''..:' . .-''' ' '.``..101:4 ;' 7 : if t _ .....iik 4/' ,: j - 'i � , • � tm"��• " �'� .WA 57' 1 14,.....w.,p, ? , » a s* , � W. a .j } ��� � cl- N•, Ott aft i -•.--' 1447‘. 1 0-': —..24Tri sr ;14. 4, ,, , O. • ip, ,„,„1 . - • ., : ......„ . ti `-: a s • I . x+ao I- t tt �` .: i.. , j , 1...,y454• WA61!WA60 _ J . .' - lb* .K•J .3T P/ WA45 . t• ' ‘4".-44,7: A p 0,6 WA44 . WA58 V , ; b • v '. 1A0, WA48 4 A � , %kr' ' - #.` F --' ''''.■ S' WA46 �: `tiM; :� `i ` WA56 `f , r I,WA 6 ° I i WA50 � � r s,.,V. ..t* 'P' *-4 . win 11101 ___, ft t '-'4**41 !i'7A/r'. 4 Aro, . a 1h • WA43 . f , '- L »'. .. WA4! Yv37 T F'-' ,�' ,. (�ar ._ f-J.L 19TH 3T 'T � 't L� '1 • ■ • `, WA51 �. ■ • . . ,t 1 I I ' � t • • I _WLWA34.. _ , y. .r'11101718TH ST I . , ' ' i•iii"IfF° • ,■jir: .--N -.1 1111%11 i '001.1.11111110 ,, .. . ',. :7'4- ••:, a 1 {.. :Jr a k • rt. `" v. ..- 1t I i�� 111 Legend r2 r. �"� � ?1r'' ' '�" '' ,11.111111041111,-- �i� u♦ • 'may.'1 r f e• a',, I' - '•9.. OWashington Avenu Sub-Basins ■ +'y,- .� .. i ( t a ° a .. „�• 1. "Sgytce•Esn.'IS al,Gppg: oF�ye:,E r :.•graphics.CNES/AV bus OStt1F 1:(.4,!,,c,,/(a[, l ; , �r J e-n p'••g.Aeragr:d .1,,s ,4.••flot,a'Gis UseOCammumry wqE City of Miami Beach Q� Figure 3 Washington Avenue Sub-Basins ' '�COM 0 300 600 I Feet - .. _ .4, „p '� ', ,, •1 , 0 y.t4 s �/ "" 1 . i r ♦ .11 0. j .. -+ .iti 257HST fig 4 q ;I row I:70 Lal :—,4 i■ ...s- ''. - i 'T I„ WI Oil'FSy ? i 211,17 m 71:1 D 4 • •r i , , .- -46.: ''.... Jr' q. ,, 1. --. t ,, ` /, ryp rte_ „i 1\ ; /...10.`., t - ' I. 0 . i. M f SR O s. r 18• ' r?, Co r8,' o' ` •g " . • ~ e,. , r r ` •7 . - ` µ " f \' '�N �`, t , ore T =li _/ • r:litt A • i,.- 1 e /~1:6 �` .. ¢ . • ,..r.s41.1: ' 1 , It 1 f,i• / 1 1' I "aO ,'f �s' + 19TH ST ` , ■■■ it N. t\ 2 -N }P I^yyZ J1 •i r,lirill.,;-11 f L. .• �, 18" 19TH ST _ Awe--. d_, "NNW r VMS ..(th's 1 lai lijiM ,,Elr" .11 -=:1- • ", i : -;;;,,,':r . 1 • • • Al " � / to Legend • `�` �- A O Washington Avenue Study Area Y� -17iH ST S,:;,"._ r :nfs. Washington Avenue Pipes t .: -1 ; '. 1311611 Exishng i - Proposed iyf.f. 'win n _ { Replaced 1 - `i. it f w Z T • d L S ce E D 3riG.. eo ye'Ea h r ..raphics.ONES/Airb,DS 3S4,.16,40—/r _LINCOLN LN g_ _ .• A G_tnac,,Er.„ a_oq. •tT IF M . , City of Miami Beach Q �� Figure 4 Proposed Stormwater Network ' ECOM 0 300 600 Feel •.m•nmem r.,..d.,e www.�..m,.„.-,�vm,.e�a mow..,and Appendix G - Proposed Pump Station Information xylem Let's Solve Water PL 7065/706 3- 620 FLYtt'sr Technical specification [f t] 1111111.51111.1.1111111111111111.1.M11. . 37 =-- -__ 3 , -_ --_ 3 ; 3 ' ��-- _ 3 -�_--_ 32 ---- 31 --_ 3r -��-= 2 2 EMM 011111111 • _- 27 ' 2^ 2 2 i I --i-' 2 22 _. 21 I 2o MEM _ • --- �. 1• 1: IIMM= 11. 1 17 _ 1. _--- _ 1 14 ---- MEM 12 _- t ---- -. Note:Picture night not correspond to the current con figuration, 7. _-�-- ■I -- _- _, General • ----- ,_; Axial flow propeller pumps with fixed or adjustable pitch blades f or high capacity low head pumping of clean or slightly contaminated liquids, -_---_� i- Cast iron design optimized for high-f low efficiency. • -- 62045 515m 2 - --_I� 1 Impeller Impeller material Stainless steel - 10000 12000 14000 16000 18000 20000 [US g.p.m.] Column diameter 800 Inlet diameter Water.pure Curve ISO Impeller diameter 515 mm • Number of blades 4 Installation: L-Column pipe Seml permanent,Wet Motor Motor# P0706.000 43-30-61D-W 110KW Stator v ariant 1 Frequency 50 Hz Rated voltage 400 V 1 Number of poles 6 1 Phases 3- :11 /rte- Rated power 148 hp r�- fiF 'r'" Rated current 220 A Ilillll'3 %/ -I Starting current 1110 A Rated speed 985 rpm IIII •^. Power f actor H ^ Mwe�,.w. 1/1 Load 0.76 3/4 Load 0.70 .^°^'"w^•ti^Son 112 Load 0.57 i.1MILs1 Efficiency 1-11111 1/1 Load 94.8% _ i 1/2 Load 95.5% MI1/2 Load 95.6 ".. ' Configuration • . '� PO:0g ODC t4•L CO/GOA oa . Imo L Ob � 'Y 1 ,149OMOC 3 4536:55 xylem Let's Solve Water PL 7065/706 3— 620 FLYGT Performance curve Pump Motor Column diameter 800 Motor# P0706.00043-30-6ID-W 110KW Power factor Inlet diameter Stator variant 1 1/1 Load 0.76 Impeller diameter 20'/4" Frequency 50 Hz 3/4 Load 0.70 Number of blades 4 Rated voltage 400 V 1/2 Load 0.57 Number of poles 6 Phases 3- Efficiency Rated power 148 hp 1/1 Load 94.8% Rated current 220 A 3/4 Load 95.5% Starting current 1110 A 1/2 Load 95.6% Rated weed 985 rpm [ft]:Head I r 36_ _ 34= \ 32 ■ 30= . 28 81.7°o 26= o 24= 22= 20- - I 18= ' - 16= I , 14= 12_ I I —412.2ftI 10= 8_ 6= 4= 2- 62b 15°515mm [%]_,Effici6ncy _I _ -Total efficiency 66.8%) 60_ 1 63.9°I°I 40_ 18°gigllifil ' 0- Shaft power P2 _—_— _ I [h Pl_PowelrinputP1 �— _ 120_ I - 97.3 - I .3 hp 80_ i j§[[][[[�931 hp 40- - I [ff]_:NPSli-tal.ues 62'_1.51_5t5.r_dat_ 40- 35 30` _ _ 31.5 ftl 25 P0r f 20148 US g.p.m. 10000 12000 14000 16000 18000 20000 [US g.p.m.] Wafer,pure Curve ISO I?CI i OD (Ay &Gal:4 as Il£bil nv0:1Ya fu�OC ,.WYeaaj g9E 99410Y39 6dJ9cgg9s:36a5 xylem Let's Solve Water PL 7065/706 3- 620 FLYGT Duty Analysis [hl Head • 37.0- 36.0= 35.0-a - 34.0 • • 33.0= -' \ 32.0= 1 31.0= I 30.0- - 29.02 - 28.0- ■ - 81.7°D 27.0_ - - - 26.0= • 25.0=- - 24.0 23.02 - 22.0 • 21.0 - -- - 20.0_- 19.0= -- 18.02 I- - 16.0_ 15.0= - 14.0_ - � 3 13.0_ - 12.0= 12.2 ft 11.4 - 10.0 2. 9.0, 8.0= 7.0= 1- 6.02 [_ 5.0= 4.0=.' I i i 3.0= 621 15-515mm- 2.0= j 1.0_ `. 20148 US g.p.m. 0.0- , i 10000 12000 14000 16000 18000 20000 [US g.p.m.[ Water,pure Curve ISO Curve issue 19 Individual pump Total Pumps running Specific /System Flow Head Shaft power Flow Head Shaft power Pump eff. energy NPSHre 1 20100 US g.p.m. 12.29 93.1 hp 20100 US g.p.m. 12.211 93.1 hp 66.8% 60kh/US MG 31.5ft I Project Project ID Created by Created on Last update MBCC Washington luis soto 2015-11-16 23:5326115-11-25 15:36:55 xylem Let's Solve Water PL 7065/706 3- 620 171:1E1GPW VFD Curve [ft]:Ha-cl . : 1 , •1 ' 36- _ ..... I ; 34- 1 N 1 I 32: . I 81.7° I i I 26: 1 . 1 1 ! 22 94 .. .. . i I 20i iI 18: 81.7',7 1 1 ------_,, i 781.7,7 10_ 6- 4: N H, 62! 15°515mm 2- 1 35IHz 30'.z 0_ . . i E Efficiency I 1 [%]---.-- -.......----- _ ',,, i E Total efficiency _.. mil I 1, P., •'._...i 0 r.:_...i a I_..._....-_:...."--••i■11 r-00'-- ---' 1-- I i 70: N . --- M.M. i I NW'WVE I I W I 50- I NlIMIEWM 4 ] 30i; 1 . IIMIIINI \\ I 4[3 W 20 1li_; 4P1 •, 2 62 i-§8 fillf11111 _ . i I 10: 111PI Sfibit power P2 I - -:-- - --I- — - l — —i 160-Power inp-Ot P1 1 — — --- -7- — I 140 I I 120; — 100-E ---""..'•■■___,..........„..„...... i t6:12 1 1 40 ; i I .l. 11:1 i 20,- , ---------t- .„ 9I ' ■ [ft] l E NPSH-values f 62 1_51•_5_1_5mrni _ , ■ ! 404.: l r i-rz I 35- Hz 1 i 1 I 25' ' '• i i ' 4■01" 1 20: I .;,,-.,q- ■-- -----.----. ■----- . I Adimp.-; 1 i I. 157j; I i i 1 10", t 1 I ! , ! . . i , , , i . ■ . 1 . . i . , 1 , , ' 1 " ' I ' ' , 1 , " 1 , , , l ' ' ' 4000 6000 8000 10000 12000 14000 16000 18000 20000 22000 [US g.p.m.] Curve ISO . . ! Project Project ID Created by Created on 1 Last update 1 MBCC Washington luis soto 2015-11-16 23:5329115-11-25 15:36:55 xylem Let's Solve Water PL 7065/706 3- 620 >FLYGlir VFD Analysis [ft] Head I I 37.0- 36.0= ' - 35.0_ 34.0_ "..i 33.0 ,' 32.0E I i 31.0= 1 30.0-5 29.0= 28.0- a---- 81.7°o 26.0 - 25.0 24.0 23.0=_ RI 22.0= 21.0 20.0: 1 19.0= 18.0E 1-,---1I 2 17.0= ! F- 16.0; 15.0 14.0E ! j 13.0= 81.% ' i 12.0 ! ! 12.2 ft 11.0= t 10.0= 9.0. ] I--_ 8.0_ 7.0-] I I I i L 5.0=- 4.0= - I 3.0= ! L 62t 1S°51Smm- r J HZ 2.0:f - - • I - I zn:! 35IHZ Y 1.0. I I 1 20148 US g.p.m. I j _ 1 6000 8000 10000 12000 14000 16000 18000 20000 22000 [US g.p.m.] Curve ISO Pumps running Specific /System Frequency Flow Head Shaft power Flow Head Shaft power Hyd eff. energy NPSHre 1 50 Hz 20100 US g.p.m.12.2 ft 93.1 hp 20100 US g.p.m.12.2 ft 93.1 hp 66.8% 604tWh/US MG 31.5ft • 1 45 Hz 18100 US g.p.m.9.87 It 67.9 hp 18100 US g.p.m.9.87 ft 67.9 hp 66.8% 48.7 kWh/US MG 26.6 ft 1 40 Hz 16100 US g.p.m.7.85 47.7 hp 16100 US g.p.m.7.8 ft 47.7 hp 66.8% 38.71011/US MG 221 ft 1 35 Hz 14100 US g.pm.5.97 ft 31.9 hp 14100 US g.p.m.5.97 ft 31.9 hp 66.8% 30.1 IAMBUS MG 17.8 ft 1 30 Hz 12100 US g.p.m.4.39 ft 20.1 hp 12100 US g.p.m.4.395 20.1 hp 66.8% 22.8 kV44US MG 13.9ft TProject Project ID Created by Created on I Last update 1 MBCC Washington luis soto 2015-11-16 23:532{15-11-25 15:36:55 _ xylem _ v '. Lets Solve Water, - z5. PL 7065/706 3 620 FLY(,}T Dimensional:drawing', _ ' • y di fti e _ ate •, 1, * arrI° trA ■I s7/8 'Rctadm lugs cat be rotated 4i60k• i L`• 4 CONCRETE INSTALLATION, , • . .' 4 t t , 026 y8 Hill'` ' - 4 103.03'8 ®N: \- 1 ®. • k •00.1 F, s' • SEE"FLYGT SYSTEM AND EWPLICATION ENGINEERING BULLETIM' - a - '1/4......"----. "'Dinfetara c ug- :r DS."- I■.,.. 130523 �,. ..• APJT AD :PL 7o�icc,'715 rants 5799 _ q owuNruc f 7246800'. 246800.•." 13 .. Project Project ID Created by Created on Last update MBCC Washington luis soto 2015-11-16 23:5315-11-25 15:36:55 4 a •.J > , t.' - }_ .1._ .rf. L. s • W l t,' • , '1 L: • v 'rte r Appendix H .-,,Proposed System and>Pump Curves 4♦tt; • s ' • ✓ .d: 1. • , r -i , • ; o . . : i ' ! . . I . y . : : . , . . i : . . - , i I r ( ■ } i .,. § . . ; ° • e . . . . !'•, • : , , J , . . ∎ i I E ■ ' . a , : •k \ « 2 . \ . . : : ; CI) _ • g . i 1 ' ; . . / • . \� _ ; CL cp: : . . i - . \ \ CD : .' x [ . U. § , I .1 . , ? . ; Cr) . . } i / '. . / 2 . � . ( a \ . . \ . \ /\ I ; I . \, I \ ' . { \ \ . . ) { : , x 1 } : \ ( . , ! � . ; i + } ' : : ' ; .: \ ' . 2 \ N i . . ; 2 , , , i 1 L.T. : 1 'r ;• i . } 1 I I \ f ' I \ . ! j i ' . , ; . ` Ua3H Appendix I - Water Quality Calculations CURVE NUMBER CALCULATION- Washington Ave. Project No.: 60330008 Engineer: MS Date: 06-Dec-15 Sub Basin Land Use Use Imp. (ac), Pervious ac Total (ac) Buildings 0.00 0.00 0.00 Roadway Pavement 14.83 0.00 14.83 Sidewalk 4.97 0.00 4.97 Driveways 0.10 0.00 0.10 Pools 0.00 0.00 0.00 Wet Detention_ 0.00 0.00 0.00 SWM Slopes 0.00 0.00 0.00 Dry Detention 0.00 0.00 0.00 Lawns/Pervious 0.00 2.80 2.80 Roadside Swales 0.00 0.00 0.00 Undeveloped Pervious 0.00 0.00 0.00 TOTAL= 19.90 2.80 22.70 Find Curve Number: Avg. Pervious Ground El. = 0.00 Control Elevation = 0.00 Distance to Water Table = 0.00 , Soil Storage Table Depth to Coastal Flatwoods Depression W.T. (ft) Storage(in) Storage(in) Storage(in) 1.0 0.6 0.6 0.6 1.5 1.6 1.6 1.4 2.0 2.5 2.5 2.1 2.5 4.6 _ 4.0 _ 3.3 3.0 6.6 5.4 4.4 3.5 8.8 7.2 5.6 4.0 10.9 9.0 6.8 Find the basin's soil classification and input below as"Soil Storage" using the above"Depth to W.T.". Developed Pervious Area= 2.80 Undeveloped Pervious Area=_ 0.00 __ Soil Storage= 0.00 inches Soil Moisture Storage(S) = _ 0.00 inches Curve Number= 100.0 Water Quality Calculations Project: City of Miami Beach-Washington Ave Engineer: MS Project#: 60330008 Date: 06-Dec-15 1.0-inch Over the Project Area (Treated Volume) 1.0-inch * 1-W12-in * 22.70 = 1.89 ac-ft PROJECT AREA TREATED (AC) VOLUME (150%factor) 1.5 * 1.89 In = 2.84 ac-ft TREATED TREATED VOLUME VOLUME Appendix J - Kimley-Horn MBCC Water Quality Summary • DRAINAGE REPORT For Miami Beach Convention Center Miami Beach, Florida KHA Project No.: 043627000 September 2015 Prepared For: City of Miami Beach 1700 Convention Center Drive, 4`h Floor Miami Beach, FL 33139 0 S F ` O • lj • ••• ....•• �G 1//, /ON A.*����� Jorge L. Fernandez, P.E. Florida Professional Engineer License Number 71682 Kimley-Horn and Associates, Inc. 1221 Brickell Avenue, Suite 400 Miami, Florida 33131 (305) 673-2025 ,Miami Beach Convention Center / Drainage Report September 2015 PROPOSED STORM WATER MANAGEMENT SYSTEM The existing drainage system has no storage or treatment. Portions of the existing drainage system interconnect to the City's roadway conveyance system that outfalls directly into the Collins Canal. Other portions directly convey into the Collins Canal outfalls. For the project's storm water quantity stage storage analysis; City of Miami Beach has allowed the continued use of the roadway drainage system as the collection and storage system for the entire site. The existing area that interconnects with the City's roadway system will continue to be directed to the City's system. The existing areas that convey directly to the canal will be redirected to the City's roadway system. The City will not accept installation of exfiltration trench or injection wells for water quality and quantity treatment. However,the City is currently providing two (2)proposed regional pump stations with quality treatment units to treat and discharge the storm water runoff generated by this project and other upstream areas. The pump stations are part of a larger project with the City of Miami Beach in an effort to increase the elevations of the roads and receive the storm water from private properties with ineffective drainage wells for a storm water utility fee. The Convention Center will continue to be an untreated gravity conveyance system to the Collins Canal while the two regional storm water pump systems are installed. The proposed project has been separated into two (2) Drainage Area Basins indicated as Basin A and Basin B. The final outfall for both basins is the Collins Canal but the intermediary outfall for each basin will be two (2) regional stormwater pump stations (P.S. "A" and P.S. "B", respectively) constructed by the City of Miami Beach. Refer to the table below for a summary of the post- development basin information and Appendix B-3 for a map of the post-development basin areas. Basin Pervious/Impervious Summary Areas (SF) A B Total ROADWAYS Impervious 123,068 136,562 230,595 490,225 Roof 739,858 268,737 0 1,008,595 Semi-Impervious 20,249 51,893 0 72,142 Pervious 73,956 96,449 21,705 192,110 Total 957,131 553,641 252,300 1,763,072 The City's proposed regional pump stations will receive the volume generated by the project site. This system will provide the water quality requirement(via the proposed downstream defender units) for the storm water runoff collected by the Convention Center Campus; onsite and roof drainage, P- Lot Park; onsite and roof, and the Roadway drainage from Convention Center Drive, 18`h Street and 19th Street. The quantity requirement of the 25 year— 3 day typically required to be retained onsite will also be directed to the City's system and regional pump stations. Refer to the table below for a summary of the post-development basin quantity and quality calculations to be received by each regional pump station from the respective basins. The detailed quantity and quality calculations can be found in Appendix C-3.1, Appendix C-3.2, and Appendix C-3.3, for each drainage basin. Miami Beach Convention Center 9 Drainage Report September 2015 Quantity and Quality Requirements Summary: P.S. "A" Quantity Basin Quality Requirement Requirement (ac-ft) 25-year, 3-day (ac-ft) Basin A 4.19 18.86 The total volume being routed to the City's Regional Stormwater Pump Station "A" is 4.19 ac-ft for quality requirement to be met by the proposed downstream defender treatment units and 18.86 ac-ft retention volume to be met by the proposed pump station. Quantity and Quality Requirements Summary: P.S. "B" Quantity Basin Quality Requirement Requirement (ac-ft) 25-year,3-day (ac-ft) Basin B 2.62 10.44 Quantity Basin Quality Requirement Requirement (ac-ft) 5-year, 1-day (ac-ft) Basin B Roadways 1.65 2.76 The total volume being routed to the City's Regional Stormwater Pump Station "B" is 4.27 ac-ft for quality requirement to be met by the proposed downstream defender treatment units and 13.2 ac-ft retention volume to be met by the proposed pump station. CONCLUSION AND RECOMMENDATIONS The proposed stormwater collection and routing system has been design to properly convey the runoff volumes generated by the site. The proposed collection and conveyance storm system, in conjunction with the City's proposed regional stormwater pump stations and treatment units will provide treatment and conveyance for the project as required by CMBPW, SFWMD, DRER and ACE. The proposed improvements within the project area will result in a net reduction of stormwater runoff conveyed to the Collins Canal of 1.49 ac-ft. Refer to the appendices for detailed calculations of the quantity and quality volumes of stormwater required to be directed to each regional pump station to satisfy the requirements of the Department of Regulatory and Economic Recourses and South Florida Water Management District. • Alum Beach Convennon Center 10 Drainage Report September 2015 ... flAW ., 1 1 ! I i i! 1g co z -0 co w L' 0 z z 1r: 17 —u, Lu _0 0— ._ 2‹ 2 Vigil i a a 0 t ih ...1 1 ,----,---- e... W T......-. 11.. .4.- ..-""'""----""■• — -- -- - '' -t , ; W r. 1 Lir, , ............ _ ______ , ,, , , . go-- . 0 d 11 '•0 b--4------4-1- 444- ,•ii , a. 1: L ___ Ln.----ri..._ L 1 .. .' q-2' awi Ei ■ a .9) , : I■ 1 dk 0 ..o.--. , i '----____ ■ 11.if it t, ... A 0-11t4.11Thj'''16.114°41 ,mmilmomml w ii2 L A j k... i,- --..---. 1- z 9 q _, i 1 c.) ii'' ' gl N " , z . 0 ti i 5 i= 1 4 W '!i:• I',,i -2 z 0 _ - 4 ,•,,I 1 1 11 1! g'•.111. CD L 1.1 1, f -IA Irl',:' i '..-'1.-1'--•.; ...N's„.1.6."; '-'—""".... . :4! ----: c , -__-.1 v ...„-,........ = •io ›.. ,,,.i , c ri i , „ . . .. .. . . _ . . -. . .. . -... . ,. . .. „........ ... . , " -- - - " " .• . } APPENDIX C-3.1: DRAINAGE BASIN A QUALITY & QUANTITY CALCULATIONS Date: September 10,2015 Project Name: Miami Beach Convention Center,Basin A Project Number: 043627000 Prepared By: MM SURFACE WATER MANAGEMENT CALCULATIONS(S.F.W.M.D.CRITERIA) L GIVEN: A. ACREAGE: Itnper ion!, Rout I I'. I. Lake Area= 0.00 ac. Ietrer%naffs 2. Buildings= 16.98 ac. Basin A 1230,8 21_'-f ' a +7;' 3. Pavement&Others= 2.82 ac. 4. Green Areas= 1.70 ac. Iotal 123. ,8 2 , v<. Ln^tn eau, �;m iou. R•yt \: Basin A 2_82 .4• I •is B. OTHER: I. Gravel&Shell Areas= 0.46 ac. Total 2.82 0.46 I. t1 I6.9S 21.9' Total= 21.50 ac. IL DESIGN CRITERIA: A. WATER QUALITY CRITERIA: I. 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. Additional 50%treatment require for outfall to canal B. WATER QUANTITY CRITERIA: I. DESIGN EVENTS AND RAINFALL AMOUNTS: Design Event for Minimum Volume Pump Station is Required to Discharge: Frequency: 25 year Duration: 3 day Amount: 11.00 inches 2 ADDITIONAL DESIGN INFORMATION: a. Design Water/Control Elevation: 2.70 NAVD. b. Receiving Body Regulated Stage Elevation: 2.70 NAVD. c. Time of Concentration: 0.20 hour III.COMPUTATIONS: A. WATER QUALITY COMPUTATIONS: I. Compute the first inch of runoff from the entire developed project site: = 1.00 inch X 21.502 acres X ( 1 foot/12 inches) = 1.792 ac-ft for the first inch of runoff 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) = 21.502 acres - ( 0.000 acres + 16.985 acres ) = 4.517 acres of site area for water quality calculations b. Impervious area for water quality pervious/impervious calculations only: =Site area for water quality-Pervious area = 4.517 acres - 1.698 acres = 2.819 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% = 2.819 acres / 4.517 acres X 100% = 62.42 %Impervious d. For 2.5 inches times the percentage of impervious area: 2.5 inches X 62.42% = 1.560 inches to be treated e. Compute volume required for quality treatment: = Inches to be treated X (Total Site Area-Lake Area) = 1.560 inches X ( 21.502 acres - 0.000 acres ) X ( 1 foot/12 inches) = 2.796 ac-ft required for detention storage 3. The first inch of runoff from the entire developed site= 1.792 ac-ft 2.5 inches times the percentage of impervious area= 2.796 ac-ft The volume of 2.796 ac-ft controls _1 4. Additional 50%treatment for outfall= 1.398 ac-ft • B. SUMMARY OF WATER QUALITY COMPUTATIONS: Item: (Description: lOuantitv f A.I First inch of runoff from entire project site= 1.792 ac-ft A.2 2.5 inches times percent impervious= 2.796 ac-ft A.3 Volume to be treated= 2.796 ac-ft A.4 Additional volume to be treated= 1.398 ac-ft A.5 Total volume to be treated= 4.194 ac-ft 4.19 ac-ft of runoff volume required for water quality treatment at P.S.A Downstream Defenders. The 4.19 acre feet of water quality treatment will be treated by one(1)WQTD with a max treatment capacity of 50 cfs.The water quality treatment rate is presummed to be the required treatment volume discharged over a period of one hour,or(4.19 AF*43560 CF/AF)/3600 Sec/hr=50 cfs. Therefore,one WQTD provides the required treatment. • Exhibit C: Attachment 2 Geotechnical Reports dated August 8, 2014 & July 21 , 2015 7 ADDENDUM NO.3 REQUEST FOR PROPOSALS(RFP)2016-042-KB DESIGN/BUILD SERVICES FOR STORMWATER PUMP STATION AT NORTHEAST CORNER OF CONVENTION CENTER DRIVE(PHASE II) u UNIVERSAL ENGINEERING SCIENCES PRELIMINARY GEOTECHNICAL REPORT MIAMI BEACH CONVENTION CENTER RENOVATION 1901 CONVENTION CENTER DRIVE MIAMI BEACH, FL UES PROJECT NO. 2130.1400016 UES REPORT NO. G00056 Prepared For: Ms. Thais Vieira, R.A. Capital Projects Coordinator Capital Improvement Project Office City of Miami Beach 1700 Convention Center Drive Miami Beach, FL 33139 Prepared By: Universal Engineering Sciences 451 NE 189th Street Miami, Florida 33179 (305) 249-8434 Consultants in:Geotechnical Engineering•Environmental Engineering•Construction Materials Testing•Threshold Inspection•Private Provider Inspection Offices in:Atlanta•Daytona Beach•Fort Myers•Fort Pierce•Gainesville•Jacksonville•Miami•Ocala•Orange City•Orlando Palm Coast•Panama City•Pensacola•Rockledge•Sarasota•Tampa•Tifton•West Palm Beach UNIVERSAL OFFICES IN: • Atlanta • Daytona Beach 1 ' ENGINEERING SCIENCES • Fort Myers • Fort Pierce Consultants in:Geotechnical Engineering•Environmental Sciences • Gainesville Construction Materials Testing•Threshold Inspection•Private Provider Inspection • Jacksonville • Miami • Ocala • Orange City August 8, 2014 • Orlando • Palm Coast City of Miami Beach • Panama City Capital Improvement Projects Office • Pensacola • Rockledge 1700 Convention Center Drive • Sarasota Miami Beach, FL 33139 • Tampa • Titton • West Palm Beach Attention: Ms. Thais Vieira, R.A. Capital Projects Coordinator Reference: Preliminary Geotechnical Report Miami Beach Convention Center Renovation 1901 Convention Center Drive City of Miami Beach, Miami-Dade County, Florida UES Project No. 2130.1400016 UES Report No. G00056 Dear Ms. Vieira: Universal Engineering Sciences, Inc. (UES) has completed a preliminary subsurface exploration for the above-referenced project in the City of Miami Beach, Miami-Dade County, Florida. The scope of this exploration was conducted in general accordance with Purchase Order No. 024941 provided to us on June 23, 2014. This exploration was performed in accordance with generally accepted soil and foundation engineering practices. No other warranty, expressed or implied, is made. This report contains the results of the subsurface exploration, a preliminary engineering interpretation of the results with respect to the project characteristics as described, and recommendations for groundwater considerations, foundation design, pavement design and site preparation. We appreciate the opportunity to work with you on this project and look forward to a continued association. If you have any questions, or when preliminary or final project design plans are available for our recommended review, please contact the undersigned. Respectfully submitted, UNIVERSAL ENGINEERING SCIENCES, INC Certificate of Authorization No. 549 • zoo IfP . Read, Ste Jaime, E.I. Reinaldo Villa, M.S., P.E. Re• onal Manager Staff Engineer Branch Manager FL Professional Engineer No. 35604 FL Professional Engineer No. 72242 Dist: Client (4) Files (1) 461 NE 189"'Street • Miami,FL 33179 • (306)249.8434 • Fax:(305)249-8479 • www.Unlven;alEnglneering.com "Committed to Service" TABLE OF CONTENTS 1.0 INTRODUCTION 1 1.1 GENERAL 1 1.2 PROJECT DESCRIPTION 1 2.0 SCOPE OF SERVICES 2 2.1 PURPOSE 2 2.2 FIELD EXPLORATION 2 2.3 LABORATORY TESTING 3 3.0 FINDINGS 3 3.1 SURFACE CONDITIONS 3 3.2 SUBSURFACE CONDITIONS 4 4.0 RECOMMENDATIONS 5 4.1 GENERAL 5 4.2 GROUNDWATER CONSIDERATIONS 5 4.3 STRUCTURE FOUNDATIONS 6 4.3.1 ANALYSIS 6 4.3.2 DEEP FOUNDATIONS -AXIAL CAPACITY OF ACIP PILES 6 4.3.3 DEEP FOUNDATIONS - LATERAL LOAD CAPACITIES 7 4.3.4 DEEP FOUNDATIONS - SETTLEMENT AND PILE-HEAD DEFLECTIONS OF ACIP PILES 8 4.3.5 STRUCTURAL FLOOR SLAB 8 4.3.6 RETAINING WALL PARAMETERS 9 4.4 PAVEMENTS 10 4.4.1 GENERAL 10 4.4.2 RIGID PAVEMENTS 10 4.4.3 FLEXIBLE PAVEMENTS 11 4.4.4 STABILIZED SUBGRADE 12 4.4.5 BASE COURSE 12 4.4.6 SURFACE COURSE 12 4.4.7 EFFECTS OF GROUNDWATER 13 4.4.8 CURBING 13 4.4.9 CONSTRUCTION TRAFFIC 13 4.5 SITE PREPARATION 13 4.5.1 SITE PREPARATION 14 4.5.2 GROUNDWATER AND SURFACE WATER CONTROL 16 4.5.3 ON-SITE SOIL SUITABILITY 16 4.6 CONSTRUCTION CONSIDERATIONS 17 4.6.1 ACIP PILE INSTALLATION 17 4.6.2 ACIP PILE DRILLING AND GROUTING 18 4.6.3 ACIP PILE INSTALLATION MONITORING 19 4.6.4 TEST PILE PROGRAM 19 4.6.5 EXCAVATION RECOMMENDATIONS 20 4.7 CONSTRUCTION RELATED SERVICES 20 ii TABLE OF CONTENTS (CONTINUED) 5.0 RECOMMENDATIONS FOR FURTHER GEOTECHNICAL STUDIES 21 6.0 LIMITATIONS 21 7.0 SUMMARY 22 APPENDICES APPENDIX A SITE LOCATION MAP A-1 APPENDIX B TEST LOCATION PLAN B-1 BORING LOGS B-2 THROUGH B-9 KEY TO BORING LOGS B-10 AND B-12 GRAIN-SIZE DISTRIBUTION CURVE B-13 THROUGH B-16 APPENDIX C IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL ENGINEERING REPORT C-1 AND C-2 CONSTRAINTS AND RESTRICTIONS C-3 THROUGH C-4 APPENDIX D GENERAL CONDITIONS D-1 AND D-2 iii II P Preliminary Geotechnical Report P Miami Beach Convention Center Renovation Miami Beach, FL UES Project No.: 2130.1400016 (Report No.: G00056) 1.0 INTRODUCTION 1.1 GENERAL This report contains the results of a preliminary geotechnical exploration conducted for the proposed renovation at the Miami Beach Convention Center in the City of Miami Beach, Miami-Dade County, Florida. A general location map of the project area appears in Appendix A: Site Vicinity Map. This report has been divided into the following sections: • SCOPE OF SERVICES - Defines what services were completed • FINDINGS - Describes what was encountered • PRELIMINARY RECOMMENDATIONS - Describes what we encourage you to do • LIMITATIONS - Describes the restrictions inherent in this report • SUMMARY - Reviews the material in this report • APPENDICES - Presents support materials referenced in this report 1.2 PROJECT DESCRIPTION Our understanding of the proposed construction is based on our review of a project geotechnical investigation letter prepared by Martin/Martin Consulting Engineers (MMCE) dated April 18, 2014, which was provided to us by City of Miami Capital Improvement Projects Office. The preliminary site plan attached to the letter was referenced for our subsurface exploration and preliminary geotechnical report. The project includes the renovation of the existing convention center with the addition of a two-story ballroom and meeting space. In addition, there will be a new two-level parking garage adjacent to the convention center. Currently the site of the proposed two-level parking garage is an asphalt paved parking lot one block west of the convention center. Based on information provided by MMCE on April 18, 2014, the maximum column dead load for the project is anticipated to be 650 kips and the maximum anticipated column dead plus live load for the project is 1,200 kips. Wall loads are expected to be in the order of 1.4 kips per foot. The convention center addition is anticipated to be constructed out of structural steel. The below grade parking garage will consist of cast-in-place concrete. Based on our site visit, the project site is relatively flat. Finished floor elevation has not been provided to us at this time. However, we are anticipating that no more than two feet of fill material will be required to bring the site to finished grade. We note that since the applicability of geotechnical recommendations is very dependent upon project characteristics, most specifically: improvement locations, grade alterations, and actual structural loads applied, UES must review the preliminary and final site and grading plans, and structural design loads to validate all recommendations rendered herein. Without such review our recommendations should not be relied upon for final design or construction of any site improvements. Page 1 of 22 Preliminary Geotechnical Report ;P Miami Beach Convention Center Renovation Miami Beach, FL UES Project No.: 2130.1400016(Report No.: G00056) 2.0 SCOPE OF SERVICES 2.1 PURPOSE The purposes of this preliminary geotechnical exploration were: • to explore and evaluate the subsurface conditions at the site by advancing SPT (Standard Penetration Test) soil borings with special attention to potential geotechnical considerations that may affect the proposed design, construction, and serviceability of the proposed improvements; • to provide preliminary geotechnical engineering recommendations for groundwater considerations, foundation design, pavement design, and site preparation. This preliminary report presents an evaluation of site conditions on the basis of traditional geotechnical procedures for site characterization. The recovered samples were not examined, either visually or analytically, for chemical composition or environmental hazards. UES would be pleased to perform these services, if you desire. 2.2 FIELD EXPLORATION The subsurface conditions at the site were explored with a total of eight (8) soil borings. Standard Penetration Tests (SPT) borings (B-1, B-2, B-3 and B-4) for the proposed addition to the convention center were drilled to depths of 60 feet below existing grades. Standard Penetration Tests (SPT) borings (B-8, B-9, B-10 and B-11) for the proposed parking garage were drilled to depths of 30 feet below existing grades. The approximate locations of the test borings are presented in Appendix B. Boring Location Plan. A representative of UES located the borings in the field based upon estimated distances, relationships to obvious landmarks and the preliminary site plan provided to us. Elevations provide on the boring logs were interpolated from a topographic survey provided to us. Therefore, consider the indicated locations, elevations and depths to be approximate. The SPT borings were advanced to the depths ranging from 30 to 60 feet below existing grade using the rotary wash method; samples were collected while performing the SPT at regular intervals. We completed the SPT in general accordance with ASTM D-1586 guidelines, with continuous sampling from 0 to 10 feet, and then at 5-foot sampling intervals. The SPT test consists of driving a standard split-barrel sampler (split-spoon) into the subsurface using a 140-pound hammer free-falling 30 inches. The number of hammer blows required to drive the sampler 12 inches, after first seating it 6 inches, is designated the penetration resistance, or SPT-N value. This value is used as an index to soil strength and consistency. All SPT borings were performed with the use of an automatic hammer. Samples collected during the SPT were placed in clean sample containers and transported to our laboratory where they were visually classified by a member of our geotechnical engineering staff in accordance with ASTM D-2488. Page 2 of 22 Preliminary Geotechnical Report P Miami Beach Convention Center Renovation Miami Beach, FL UES Proiect No.: 2130.1400016 (Report No.: G00056) 2.3 LABORATORY TESTING The soil samples recovered from the soil test borings were returned to the laboratory where a member of our geotechnical staff visually classified them, reviewed the field descriptions, and selected representative samples for laboratory tests. Tests were performed to aid in classifying the soils and to help evaluate the general engineering characteristics of the site soils. The laboratory classification testing included natural moisture content (ASTM D-2216), percent passing the No. 200 sieve (AASHTO T-11), organic content by method of incineration (AASHTO T-267) and grain-size analyses (ASTM D-422). The laboratory test results are shown on the Boring Logs in Appendix B of this report. Also, a grain-size distribution curve is included in Appendix B. 3.0 FINDINGS 3.1 SURFACE CONDITIONS The Miami Beach Convention Center is located at 1901 Convention Center Drive in Miami Beach, Miami-Dade County, Florida. Currently the convention center is a three-story multi-use structure with loading docks on the north and south ends of the structure. The structure is bordered to the south by the Jackie Gleason Theatre, to the east by Washington Avenue, to the west by Convention Center Drive and to the north by Dade Boulevard. Based on our review of the as-built drawings, the original structure is supported on 14-inch diameter auger cast-in-place (ACIP) pile foundations with some recent renovations being supported by spread footings. The area of the proposed parking garage is located directly west of the convention center on the northwest corner of Convention Center Drive and 18th Street. Currently the area is an at-grade parking lot which consists of flexible asphaltic concrete. Based on our review of a topographic survey provided to us, existing site elevations surrounding the convention center range from about +2.5 to +5.5 feet (NAVD 1988). Based on the 1978 Soil Survey for Miami-Dade County, Florida, as prepared by the US Department of Agriculture (USDA), Natural Resources Conservation Service (NRCS), the predominant soil type at the site is identified as Urban Land. Urban land consists of areas that are 60 percent to more than 75 percent covered with streets, buildings, large parking lots, shopping centers, industrial parks, airports, and related facilities. Other areas mostly lawns, parks, vacant lots, and playgrounds, are generally altered to such an extent that the former soils cannot be easily recognized and are in tracts too small to be mapped separately. Page 3 of 22 Preliminary Geotechnical Report P Miami Beach Convention Center Renovation Miami Beach, FL UES Project No.: 2130.1400016 (Report No.: G00056) 3.2 SUBSURFACE CONDITIONS The results of our field exploration, laboratory tests, together with pertinent information obtained from the SPT borings, such as soil profiles, penetration resistance and groundwater levels are shown on the boring logs included in Appendix B. The Key to Boring Logs is also included in Appendix B. The stratification lines shown on the boring logs represent the approximate boundaries between soil types, and may not depict exact subsurface soil conditions. The actual soil boundaries may be more transitional than depicted. A generalized profile of the soils found at our boring locations is presented in Table 1. The soil profile was prepared from field logs after the recovered soil samples were visually classified by a member of our geotechnical staff. TABLE 1: GENERAL SOIL PROFILE Typical - Depths Soil Description Below Grade (feet) 0 to 17 Asphalt Pavement (2"), underlain by Brown, Very Loose to Dense, Clean to Silty, Fine to Medium SAND with Variable Percentages of Limerock Fragments (FILL; SP, SP-SM, SM) Note: Boring No. B-lencountered Dark Brown Organic Silty Fine SAND with Trace of Roots (FILL; OL) a at depth ranging from 4 to 5 feet 17 to 40 Light Brown to Light Gray Sandy LIMESTONE 40 to 47 Light Brown to Gray, Loose to Medium Dense, Clean to Slightly Silty, Fine to Medium Sand with Variable Percentages of Limestone Fragments (SP, SP-SM) 47 to 60* Light Brown to Light Gray Sandy LIMESTONE * Boring Termination depth Groundwater was measured at depths ranging from 3.6 to 5.2 feet below land surface in the test borings associated with the convention center addition and parking garage at the time of drilling. It should be noted that the groundwater levels were recorded during the wet season. It should be noted that test location B-1 encountered unsuitable organic soil (OL) at a depth ranging from 4 to 5 feet below existing grade. • Page 4 of 22 Preliminary Geotechnical Report P Miami Beach Convention Center Renovation Miami Beach, FL UES Project No.: 2130.1400016 (Report No.: G00056) 4.0 PRELIMINARY RECOMMENDATIONS 4.1 GENERAL The following preliminary recommendations are made based upon the attached test boring logs and laboratory data, our stated understanding of the proposed construction, and our experience with similar projects and subsurface conditions. If subsurface conditions are encountered during construction which were not encountered in the borings, those conditions should be reported immediately to UES for evaluation and possible recommendations. In this section of the report, preliminary recommendations are presented for groundwater considerations, structure foundations, pavement design, site preparation, and construction related services. We note that since the applicability of geotechnical recommendations is very dependent upon project characteristics, most specifically: improvement locations, grade alterations, and actual structural loads applied, UES must review the preliminary and final site and grading plans, and structural design loads to validate all recommendations rendered herein. Without such review our recommendations should not be relied upon for final design or construction of any site improvements. 4.2 GROUNDWATER CONSIDERATIONS The groundwater table will fluctuate seasonally depending upon local rainfall. The rainy season in South Florida is normally between May and October. Based upon the test boring data, a reasonable estimate for the seasonal high groundwater table is approximately 3.0 feet below existing grade. The existing and estimated seasonal high groundwater table at each location appears on the boring logs in Appendix B. Note that our estimate of seasonal high groundwater level is based on limited data and does not provide any assurance that groundwater levels will not exceed the estimated level during any given year in the future. If the rainfall intensity and duration or total rainfall quantities exceed those normally anticipated, then groundwater levels will likely exceed the seasonal high estimate. The estimate of seasonal high groundwater level is made for the site at the present time. Future development of adjoining or nearby properties and development on a regional scale may affect the local seasonal high groundwater table. Universal makes no warranty on the estimate of the seasonal high groundwater table. UES recommends that all foundation and pavement design incorporate assumption of the seasonal high groundwater condition. We recommend that positive drainage be established and maintained on the site during construction. UES further recommends that permanent measures be implemented to maintain positive drainage throughout the life of the project. Page 5 of 22 Preliminary Geotechnical Report P Miami Beach Convention Center Renovation Miami Beach, FL UES Project No.: 2130.1400016(Report No.: G00056) The performance of site improvements may be sensitive to their post-construction relationship to site groundwater levels, seepage zones, or soil/rock characteristics exposed at final grades. Since horizontal and vertical control of our site borings was not provided, we do not recommend the use of our boring stratigraphy or groundwater information for final grading and improvement design purposes. Such use could result in potentially unacceptable performance of site improvements and/or additional costs for unanticipated construction modifications. UES will not be responsible or liable for the consequences of such use. UES recommends that use of boring information for final design of all site improvements be predicated on proper horizontal and vertical control of borings. 4.3 STRUCTURE FOUNDATIONS 4.3.1 ANALYSIS Based on the results of our study and our evaluation of the subsurface conditions, we recommend that a deep foundation system be used to support the proposed convention center addition and parking garage due to the relatively high anticipated loads for the project. Furthermore, the proposed structures are located near coastal setting where future flooding may undermine shallow foundations. Therefore, the structural loads will need to be transferred to the lower natural limestone formation by a deep foundation system to avoid excessive settlements and/or bearing capacity failure. The following paragraphs provide recommendations for deep foundations for the proposed construction. 4.3.2 DEEP FOUNDATIONS -AXIAL CAPACITY OF ACIP PILES We recommend that the proposed convention center addition and parking garage be supported on a deep foundation system which extends into the lower limestone formation. For support of the proposed convention center addition and parking garage, we recommend that the (ACIP) piles penetrate into the lower limestone formation in order to develop the required compression and tension capacities as well as to limit settlement due to the sand lenses encountered in several of the test locations. Table 3 of this report presents a summary of the allowable compression, uplift and lateral load capacities that the ACIP pile may develop as well as anticipated pile lengths for diameters ranging from 14 to 18 inches. The ACIP pile capacities were estimated using the procedures for cohesionless soils developed by O'Neill and Reese (1999) outlined in the Geotechnical Engineering Circular No. 8: Design and Construction of Continuous Flight Auger Piles (2007) developed by the FHWA as well as the shear strength values for the natural limestone formation derived for the local rock formation with established empirical correlations presented in the FHWA publication. Essentially, the capacities were estimated by summing the product of the effective lateral stresses on the pile and the soil profile friction over the length of the piles due to skin friction only. The Structural Engineer shall specify the required pile reinforcement to withstand the design compression, tension and lateral loads. Page 6 of 22 Preliminary Geotechnical Report P Miami Beach Convention Center Renovation Miami Beach, FL UES Project No.: 2130.1400016(Report No.: G00056) 4.3.3 DEEP FOUNDATIONS - LATERAL LOAD CAPACITIES We have performed lateral load capacity evaluations for ACIP piles using a rock embedment into the lower natural limestone formation. The lateral load analyses of ACIP piles have been performed using the software LPILE v6.0 developed by Ensoft, Inc. The analyses presented herein are based on pile stiffness (El), estimated using 100 percent of the gross value of El value. The modulus of elasticity for grout (E9) was estimated as 3,360 kips per square inch (ksi) using a 28-day grout compressive strength (f'c) of 6,000 psi. The pile-head was considered to be fixed-headed. Table 2 of this report presents soil/rock parameters for use in lateral load analyses with LPILE software. A summary of the laterally loaded pile capacity evaluations for the ACIP piles is presented on Table 3 of this report. It is to be noted that The Structural Engineer shall design the reinforcement for the ACIP piles. TABLE 2: SUMMARY OF SOIL/ROCK PARAMETERS FOR LPILE ANALYSES • • ;UNDRAINED; SUBGRADE GENERAL AVERAGE UNIT WEIGHT(pcf) FRICTION SHEAR MATERIAL ANGLE STRENGTH MODULUS SPT N60-VALUE DESCRIPTION TOTAL EFFECTIVE (Degrees) ( f (pci) (USCS SYMBOL) (BLOWS/FOOT) Ytotal Yell Su k Granular Fill 18 110 48 32 - 45 (SP/SP-SM/SM) Upper Sandy 70 115 53 - 5 - Limestone Sand 16 110 48 32 - 35 (SP/SP-SM) Lower Sandy +100 115 53 10 - Limestone (Spoon Refusal) Notes: • 1) For limestone, assume unconfined compressive strength is twice the undrained shear strength presented in the above table. 2) SPT N-value corresponds to N-values that have been corrected for hammer efficiency (N60= 1.24*NAutomatic Hammer) Page 7 of 22 Preliminary Geotechnical Report P Miami Beach Convention Center Renovation Miami Beach, FL UES Proiect No.: 2130.1400016 (Report No.: G00056) 4.3.4 DEEP FOUNDATIONS - SETTLEMENT AND PILE-HEAD DEFLECTIONS OF ACIP PILES Settlement of the pile-supported structures should by small and tolerable for the anticipated design loads. Based on our analyses, it is estimated that the settlement of a single pile under allowable working loads will be less than about 1 inch. Differential settlements are expected to be half of the total settlement. Lateral deformations at the pile-head were estimated to be less than 1 inch, based on the performance of lateral load capacity evaluations with the software LPILE under the allowable working loads. TABLE 2-AUGER CAST-IN-PLACE PILE DATA TABLE - -- - -- - - - - --- - - --. - ;' PILE ANTICIPATED PILE ALLOWABLE PILE CAPACITIES (TONS) _ LEGTH BELOW DIAMETER EXISTING GRADES (IN.) ;COMPRESSION; ; TENSION ! LATERAL (FEET) 14 90 45 4 50 16 150 75 6 50 18 180 90 7 50 Note: 1. Pile lengths, tip elevations and allowable capacities shall be re-visited once we have had a chance to review the actual design loads to be provided by the Structural Engineer. Final tip elevations will be established after the performance of a load test program, which is to be monitored by a UES Geotechnical Engineer. 2. A minimum rock embedment of 5 feet into the lower limestone formation is required. 3. UES must review the structural loads, structural drawings, and site plans prior to construction for our recommendations to be valid. For preliminary design, the top of rock socket is assumed to be at 45 feet below existing grades. 4. The structural engineer is responsible for the structural integrity of the auger-cast pile foundations. 5. The compression load test can be eliminated if the allowable compression load used for design does not exceed 35 tons. 6. If possible, we suggest to limit the pile diameter to one size to avoid having to perform additional load testing. Note, one load test is required for each pile diameter selected. 4.3.5 STRUCTURAL FLOOR SLAB Due to the potential for total and differential settlements as well as the possible storm surge given that the site is near the coast, a structural floor system is recommended for the proposed convention center addition and parking garage. A reinforced floor slab, supported by grade beams, pile caps and the pile foundation system will avoid settlement issues associated with a conventional ground supported slab-on-grade. This slab should be designed by the structural engineer of record. • Page 8 of 22 • Preliminary Geotechnical Report Miami Beach Convention Center Renovation Miami Beach, FL UES Project No.: 2130.1400016 (Report No.: G00056) 4.3.6 RETAINING WALL PARAMETERS The following values can be used for design of retaining walls, such as for loading docks and landscape features, where sand is or imported limerock used for the backfill material, and where there are no surcharge loads from slopes or other sources behind the wall. Sand Backfill (Existing Materials) Soil Properties Angle of Internal Friction: 30 degrees Ka (coef. of active earth pressure): 0.33 Kp (coef. of passive earth pressure): 3.0 Ko (coef. of earth pressure at rest): 0.5 Coefficient of Friction (Soil/Concrete Interface): 0.4 (precast concrete over soil) Coefficient of Friction (Soil/Concrete Interface): 0.55 (cast-in-place concrete over soil) Unit Weight of Soil (wet): 110 pcf Unit Weight of Soil (submerged): 48 pcf Equivalent Fluid Pressure Active Case: 36 pcf At-Rest Case: 55 pcf Limerock Backfill (Imported Materials) Soil Properties Angle of Internal Friction: 34 degrees Ka (coef. of active earth pressure): 0.28 Kp (coef. of passive earth pressure): 3.54 Ko (coef. of earth pressure at rest): 0.44 Coefficient of Friction (Soil/Concrete Interface): 0.45 (precast concrete over soil) Coefficient of Friction (Soil/Concrete Interface): 0.65 (cast-in-place concrete over soil) Unit Weight of Soil (wet): 115 pcf Unit Weight of Soil (submerged): 53 pcf Equivalent Fluid Pressure Active Case: 32 pcf At-Rest Case: 50 pcf Page 9 of 22 Preliminary Geotechnical Report P Miami Beach Convention Center Renovation . Miami Beach, FL UES Project No.: 2130.1400016(Report No.: G00056) For footing design, we recommend that an allowable bearing capacity of 3,000 pounds per square foot (psf) be used with a settlement of less than 1 inch, provided that the site is prepared in accordance with the recommendations contained in this report. The footing weight and soil above the footing can be neglected during footing sizing computations. Assuming hand compaction equipment will be utilized, we recommend below grade and retaining wall backfill be placed in 6 to 8-inch loose layers and compacted to 95% of the modified Proctor maximum dry density. For properties listed in this section pertaining to limerock, the material shall meet the requirements listed in Section 4.4.5 of this report. An appropriate factor of safety should be applied to these parameters. It should be noted that uplift and lateral hydrostatic pressures could be exerted on the structure anytime the groundwater level is at or near high seasonal level. These forces should also be included in the proposed design. Also, retaining walls with adjacent sloping earth embankments or subject to permanent or intermittent structural loadings may require special considerations. It should be noted that test boring location B-1 encountered organic soils at depths ranging from 4 to 5 feet below existing grades. This material shall be completely removed and replaced with select fill materials in accordance with the site preparation recommendations section of this report. If these organic soils (OL) are not removed within the footprints of the proposed retaining wall structures, excessive short and long-term settlements will occur which can be detrimental to the proposed retaining wall structures. 4.4 PAVEMENTS 4.4.1 GENERAL UES recommends using a flexible pavement section on this project in areas where light autos, pickup trucks and smaller delivery vehicles will travel. Flexible pavements combine the strength and durability of several layer components to produce an appropriate and cost-effective combination of available materials. In the dumpster pad areas and for any tractor trailer delivery, access and pit areas, we recommend using rigid concrete pavement made with Portland cement. 4.4.2 RIGID PAVEMENTS UES recommends using rigid (concrete) pavement for durability, strength and longer life in the heavy- duty traffic areas and for the truck areas and dumpster pads. Concrete pavement is a rigid pavement resulting in much lighter load transfer to subgrade soils than flexible (asphalt) pavement. Rigid pavement may be constructed of unreinforced Portland cement concrete (Type I) providing a minimum 28-day compressive strength of 4,000 psi. In addition, the concrete should provide a minimum 28-day flexural strength (modulus of rupture) of 600 psi, based on the 3rd point loading of concrete beam samples. Pavement thickness should be 7 inches. Page 10 of 22 Preliminary Geotechnical Report P Miami Beach Convention Center Renovation • Miami Beach, FL UES Proiect No.: 2130.1400016 (Report No.: G00056) Concrete pavement is a rigid pavement that transfers reduced wheel pressures to the underlying subgrade soils. We recommend constructing a base course and stabilized subgrade beneath concrete pavement. The stabilized subgrade should be at least 4 inches thick, "free-draining", and have a minimum Limerock Bearing Ratio (LBR) value of 40. The base course should be at least 4 inches thick, "free-draining", and have a minimum LBR value of 100. Control joints for crack control should be closely spaced, between 8 to 12 feet apart. Control joints should be provided in a uniform square or rectangular pattern. The joints should be submitted for review and approved prior to construction. Control joints should be sawed as soon as the concrete can withstand traffic, and concrete surface and aggregate raveling can be prevented. A critical factor for pavement performance in South Florida is the relationship between the pavement subgrade and the seasonal high groundwater level. It is recommended that the seasonal high groundwater and the bottom of the stabilized subgrade be separated by at least 18 inches. 4.4.3 FLEXIBLE PAVEMENTS We recommend a three-layer pavement section consisting of stabilized subgrade, base course, and surface course, placed on top of existing subgrade or compacted structural fill. Because traffic loadings are commonly unavailable, we have generalized our pavement design into groups. Table 2: Pavement Component Recommendations shows group descriptions and recommended component thicknesses, referencing structural numbers based on stated estimated daily traffic volume for a 20- year pavement design life. A pavement design should be completed for loading conditions exceeding those described in Table 4. TABLE 4: PAVEMENT COMPONENT RECOMMENDATIONS Component Thickness (inches) Structural Traffic Group Number . Stabilized Limerock Asphalt Subgrade Base . Course Parking lots - light duty 2.6 10 6 1.5 Parking lots - heavy duty _ 3.3 12 _ 8 2.0 Parking lots - light duty: Auto parking areas; over eighty cars; light panel and pickup trucks; average gross weight of 4,000 pounds Parking lots - heavy duty: Heavy truck traffic and parking; twenty trucks or less per day; average gross vehicle weight of 25,000 pounds Page 11 of 22 Preliminary Geotechnical Report P Miami Beach Convention Center Renovation Miami Beach, FL UES Proiect No.: 2130.1400016 (Report No.: G00056) 4.4.4 STABILIZED SUBGRADE We recommend that subgrade materials be compacted in place according to the requirements in the "Site Preparation" section of this report. The stabilized subgrade should be compacted to at least 98 percent of the modified Proctor maximum dry density [American Association of State Highway and Transportation Officials (AASHTO) T-180]. If in situ soils other than limestone are encountered, they should be stabilized properly with limerock or other equivalent materials, and compacted in place according to the requirements in the "Site Preparation" section of this report. The stabilized subgrade materials should achieve a minimum LBR of 40, as specified by Florida Department of Transportation (FDOT) requirements for Type B or Type C Stabilized Subgrade. The stabilized subgrade can be imported material or a blend of on-site soils and imported materials. If a blend is proposed, we recommend that the contractor perform a mix design to find the optimum mix proportions. 4.4.5 BASE COURSE UES recommends the base course be either limerock or asphaltic concrete. Limerock should have a minimum LBR of 100. Place limerock in maximum 6-inch lifts and compact each lift to a minimum density of 98 percent of the modified Proctor maximum dry density (AASHTO T-180). The base course can also be an asphaltic concrete material (FDOT specified ABC-3 or equivalent with a minimum Marshall Stability of 1,000 Ibs). Perform compliance testing for either limerock or asphaltic concrete at a frequency of one test per 10,000 square feet, or at a minimum of two test locations, whichever is greater. 4.4.6 SURFACE COURSE In light duty areas where there is occasional truck traffic, but primarily passenger cars, we recommend using an asphaltic concrete, FDOT Type S-III or equivalent, which has a stability of 1,200 pounds. In heavy duty areas, where truck traffic is predominant, we recommend using an asphaltic concrete, FDOT Type S-III or S-I or equivalent, which has a minimum stability of 1,500 pounds. Asphaltic concrete mixes should be a current FDOT approved design for the materials actually used. Samples of the materials delivered to the project should be tested to verify that the aggregate gradation and asphalt content satisfies the mix design requirements. Compact the asphalt to a minimum of 95 percent of the Marshall design density. After placement and field compaction, core the wearing surface to evaluate material thickness and to perform laboratory densities. Obtain cores at frequencies of at least one core per 3,000 square feet of placed pavement or a minimum of two cores per day's production. Page 12 of 22 Preliminary Geotechnical Report `�. Miami Beach Convention Center Renovation Miami Beach, FL UES Proiect No.: 2130.1400016 (Report No.: G00056) For extended life expectancy of the surface course in parking lots, we recommend applying a coal tar emulsion sealer at least six months after placement of the surface course. The seal coat will help to patch cracks and voids, and protect the surface from damaging ultraviolet light and automobile liquid spillage. Please note that applying the seal coat prior to six months after placement may hinder the "curing" of the surface course, leading to its early deterioration. 4.4.7 EFFECTS OF GROUNDWATER Adequate separation between the pavement subgrade and the seasonal high groundwater level is critical for long-term pavement performance. Many roadways and parking areas have been destroyed as a result of deterioration of the base and the base/surface course bond. Regardless of the type of pavement base selected, we recommend that the seasonal high groundwater and the bottom of the stabilized subgrade be separated by at least 18 inches. 4.4.8 CURBING Most pavement curbing is currently extruded curb which lies directly atop of the final asphaltic concrete surface course. Use of extruded curb or elimination of curb entirely, can allow lateral migration of irrigation water from the abutting landscape areas into the base and/or interface between the asphaltic concrete and base. This migration of water may cause base saturation and failure, and/or separation of the asphaltic concrete wearing surface from the base with subsequent rippling and pavement deterioration. For extruded curbing, we recommend that underdrain be installed behind the curb wherever anticipated storm, surface or irrigation waters may collect. In addition, landscape islands should be drained of excess water buildup using an underdrain system. Alternatively, curbing around any landscaped sections adjacent to the parking lots and driveways could be constructed with full-depth curb sections to reduce horizontal water migration. However, underdrains may still be required dependent upon the soil type and spatial relationships. UES should review final grading plans to evaluate the need and placement of pavement and landscape underdrains. 4.4.9 CONSTRUCTION TRAFFIC Light duty roadways and incomplete pavement sections will not perform satisfactorily under construction traffic loadings. We recommended that construction traffic (construction equipment, concrete trucks, sod trucks, garbage trucks, moving vans, dump trucks, etc.) be routed away from these roadways or that the pavement section be designed for these loadings. 4.5 SITE PREPARATION The existing pavement, substructures, and existing utilities scheduled for abandonment should be completely removed by a qualified contractor as per the requirements of an approved demolition plan. The following sections provide site preparation recommendations for utilizing conventional vibratory compaction efforts. Page 13 of 22 Preliminary Geotechnical Report P Miami Beach Convention Center Renovation Miami Beach, FL UES Proiect No.: 2130.1400016 (Report No.: G00056) 4.5.1 SITE PREPARATION We recommend normal, good practice site preparation procedures for the structure and parking areas. These procedures include: stripping the site of vegetation, asphalt, deleterious material, proof- rolling, and proof-compacting the subgrade, and filling to grade with engineered fill. A general outline of the anticipated earthwork is as follows: 1. If required, perform remedial dewatering prior to any earthwork operations. 2. Prior to construction, any existing underground utility lines within the construction area should be located. Provisions should be made to relocate interfering utilities. Note that if underground pipes are not properly removed or plugged, they may serve as conduits for subsurface erosion which may lead to excessive settlement of overlying structures. 3. The proposed construction limits should be stripped of construction debris, asphalt, and other deleterious materials within and 5 feet beyond the perimeter of the proposed building and pavement areas. Based upon the test borings, expect clearing and grubbing as much as 12 inches below existing grade. 4. The site should be graded to direct surface water runoff away from the construction areas. Positive drainage must be maintained throughout the design life of the project. 5. After clearing and stripping of the site is completed, the prepared subgrade soils outside the building area should be observed by a qualified geotechnical engineer or his representative to locate any surficial deposits of organic soils, vegetation, excessive roots or debris. Organic soils, vegetation, or deleterious material should be undercut until clean natural soils are encountered, and the resulting excavations backfilled according to the fill placement procedures provided later in this section. It should be noted that test boring location B-1 encountered unsuitable organic soils at depths ranging from 4 to 5 feet below existing grades. This material shall be completely removed and replaced with selected fill materials in area of proposed retaining walls to avoid excessive total and differential settlements. 6. Prior to construction of improvement or placement of fill, the subgrade should be compacted using a smooth drum vibratory roller in the static mode, having a minimum static, at-drum weight on the order of 10 tons and a drum diameter on the order of 3 to 4 feet making a minimum of eight overlapping passes with the second set of 4 passes perpendicular to the first set of 4 passes. Typically, the material should exhibit moisture content within +/- 2 percent of the modified Proctor optimum moisture content (ASTM D-1557) during the compaction operations. Compaction should continue until densities of at least 95 percent of the modified Proctor maximum dry density (ASTM D-1557) have been uniformly achieved within the upper 12 inches of the compacted natural soil surface. Care should be exercised to avoid damaging any nearby structures while the compaction operation is underway. Page 14 of 22 Preliminary Geotechnical Report P Miami Beach Convention Center Renovation Miami Beach, FL UES Project No.: 2130.1400016(Report No.: G000561 Compaction should cease if deemed detrimental to adjacent structures and the geotechnical engineer should be contacted immediately. It is recommended that heavy vibratory equipment in the vibratory mode remain a minimum of 50 feet from existing structures. Within this zone, use of a track-mounted bulldozer, a heavy vibratory roller operating in the static mode, or a smaller vibratory roller is recommended. 7. Place fill material, as required. The fill should consist of sand with less than 10 percent soil fines. Place fill in uniform 10 to 12-inch loose lifts and compact each lift to a minimum density of at least 95 percent of the modified Proctor maximum dry density (ASTM D1557). The last 6 inches of fill beneath pavement areas should be compacted to 98 percent of the modified Proctor maximum dry density. Stabilize this zone with shell or limerock as required to meet the subgrade recommendations contained in the Pavements Section of this report. All fill materials used shall be free of organic materials, roots, vegetation, asphalt, clay or other deleterious materials, and have a maximum particle size less than three (3) inches. Fill material to be placed under the groundwater table (if required) shall consist of FDOT No. 57 stone with a maximum particle size not to exceed 2 inches. 8. Complete in-situ density tests on the subgrade and each lift of fill at a frequency of not less than one test per 2,500 square feet in the building areas and one test per 10,000 square feet in paved areas and one test per 150 lineal feet of retaining wall length. 9. If difficult compaction conditions are encountered during the site work operations, the compaction efforts should stop and the geotechnical engineer should be contacted. The geotechnical engineer or his representative should observe proof-rolling of the exposed subgrade to determine if additional compaction is warranted or if any material needs to be over-excavated and replaced. • If site preparation work is performed during the rainy season (May through October), special care should be taken to maintain positive drainage from the building pad and paved areas to drains or ditches around the site. Unexpected wet periods can also occur in Florida during the "dry" season. Such events can raise water tables to levels above seasonal highs without the associated high temperatures to evaporate ponded water. Therefore, the contractor should practice wet weather means and methods for earthwork during the "dry" season as well. Groundwater and surface water control, use of granular fill material and aeration are typical means to accomplish wet weather grading. All fill materials that are excavated from below the water table should be stockpiled for a sufficiently long period to allow drainage. Page 15 of 22 Preliminary Geotechnical Report ;P Miami Beach Convention Center Renovation Miami Beach, FL UES Project No.: 2130.1400016 (Report No.: G00056) 4.5.2 GROUNDWATER AND SURFACE WATER CONTROL If site preparation work is performed during the rainy season (May through October), special care should be taken to maintain positive drainage from the building pad and paved areas to drains or ditches around the site. Unexpected wet periods can also occur in Florida during the "dry" season. Such events can raise water tables to levels above seasonal highs without the associated high temperatures to evaporate ponded water. Therefore, the contractor should practice wet weather means and methods for earthwork during the "dry" season as well. Groundwater and surface water control, use of granular fill material and aeration are typical means to accomplish wet weather grading. All fill materials that are excavated from below the water table should be stockpiled for a sufficiently long period to allow drainage. 4.5.3 ON-SITE SOIL SUITABILITY All materials to be used for backfill or compacted fill construction should be evaluated and if P and, necessary, tested by a certified laboratory prior to placement to determine if they are suitable for the intended use. In general, based on the boring results, the majority of the on-site sand (fill materials) can be used as general subgrade fill and backfill in the proposed structures areas, provided that it is free of rubble, clay, rock, roots and organic matter. Suitable structural fill materials should consist of limerock and fine to medium sand with less than ten (10) percent passing the No. 200 sieve, free of rubble, organics, clay, debris and other unsuitable material. Any off-site materials used as fill should be approved by The Contractor prior to acquisition. Page 16 of 22 Preliminary Geotechnical Report P Miami Beach Convention Center Renovation Miami Beach, FL UES Project No.: 2130.1400016(Report No.: G00056) 4.6 CONSTRUCTION CONSIDERATIONS 4.6.1 ACIP PILE INSTALLATION Recommendations for ACIP pile installation are presented hereafter. • A minimum center-to-center pile spacing shall be 2.5 times the diameter of the pile. • A placement tolerance of not more than 1/4 inch per foot deviation from the vertical or batter line, with a total deviation of not more than 4 inches at the head of the pile and not more than 2 inches above or below the finished (top) elevation indicated should be required. • The 28-day compressive strength of the grout used in the piles should be at least 6,000 pounds per square inch (psi). • In order to provide some assurance that the piles has been constructed with a continuous cross section, a full-length steel reinforcing bar or cage should be installed at the center of each pile immediately after grouting. Centralizers should be attached to individual bars at the bottom and at third points. • Piles subject to uplift and lateral loading must be provided with adequate reinforcing steel throughout their entire length. • The installation of adjacent piles located within four (4)-pile diameters of each other on the same working day is not recommended. We recommend that adjacent piles located within four (4)-pile diameters not be installed until the initial grouted pile has set at least 24 hours. • Place a minimum volume of grout in the hole of at least 115% of the column of the auger hole from the pile tip to the top of the pile. If less than 115% of the theoretical volume of grout is placed in any 5-foot increment, reinstall the pile by advancing the auger 10 feet or to the bottom of the pile if that is less, followed by controlled removal and grout injection. Page 17 of 22 Preliminary Geotechnical Report ;J Miami Beach Convention Center Renovation Miami Beach, FL UES Project No.: 2130.1400016(Report No.: G00056) 4.6.2 ACIP PILE DRILLING AND GROUTING ACIP piles are constructed by rotating a hollow-stem continuous flight auger into the ground until the planned tip depth or termination criterion is achieved. At the termination depth, a grout with high fluidity is pumped under pressure into the hole through the hollow stem auger. As long as pressure is observed in the line, the auger is slowly withdrawn up the hole and the ACIP pile is constructed. The Contractor shall be responsible for disposing of assorted debris spoils generated as a result of the ACIP pile installation. Grout volumes, possibly up to 1.5 to 2 times the theoretical pile volume, may be required for proper pile installation. The minimum grout factor shall be 1.15. No additional compensation shall be provided to The Contractor for grout factors between 1.15 and 1.5. The grout factor is defined as the actual volume of grout pumped into the pile divided by the theoretical volume of the drilled hole. After achieving the desired depth, a positive grout pressure should be observed prior to initiating withdrawal of the auger. A continuous fluid return consisting of slurry and then grout at the top of the hole is the best indication that the desired pressure head is being achieved. The auger should be withdrawn slowly so that a positive grout pressure is maintained in the hole at all times during auger withdrawal. If the withdrawal of the auger becomes erratic, grout pressure suddenly drops, or if the grout is interrupted, the auger tip should be reinserted at least five (5) feet below the level where the grouting operation was routin o eration disrupted prior to resuming withdrawal of the auger. P It should be noted that the drilling through the natural limestone formation may be difficult given the strength of the material that was encountered. Some subsidence of fresh grout may occur in the top of the piles. This subsidence is in part a result of the weight of the grout column "pushing" laterally into subsurface material layers. We anticipate that subsidence will occur within a period of approximately two hours following the grouting operation. If subsidence occurs while the pile grout is in a fluid state, we recommend that the pile be immediately filled with fresh grout to the proper cut-off elevation. We recommend that a pile grout subsidence of up to eight (8) inches be considered acceptable. Grout should not be pumped into the piles when it is older than 120 minutes from the time it was batched. Prior to actual installation of the piles, The Contractor should demonstrate that the materials and equipment proposed for use are capable of installing the production piles. The Contractor should provide an accurate method of determining the depth and alignment of the auger during installation. Page 18 of 22 Preliminary Geotechnical Report P Miami Beach Convention Center Renovation Miami Beach, FL UES Proiect No.: 2130.1400016 (Report No.: G00056) 4.6.3 ACIP PILE INSTALLATION MONITORING The successful ACIP pile installation will in large part depend upon the expertise of The Contractor and the techniques that are used. Because of the possibility of soil intrusions during auger withdrawal, the job specifications must be carefully prepared and continuous inspections made of the installation. Full-time inspection must be maintained during installation to monitor depths, the number of strokes every five (5) feet of pile length, and the amount of grout pumped versus the rate of auger withdrawal. The full-time monitoring of pile installation will provide a degree of assurance that continuous piles of the proper cross-section are being constructed. Additionally, monitoring of the pile installation will ensure that the proper rock embedment is attained during installation. We recommend that the grout pump be calibrated in the presence of a Geotechnical Engineer prior to initiation of the pile installations. At least one (1) set of 3"x6" grout cylinders be made for every 50 cubic yards of pile installation, or fraction thereof, per day. 4.6.4 TEST PILE PROGRAM Construction documents produced for the project should include provisions for an indicator pile program. The indicator piles should be placed at non-production pile locations and near the exploratory borings so that the drilling characteristics can be directly correlated to known subsurface conditions. The drilling of the indicator piles should be performed under the direct supervision of a Geotechnical Engineer from this office that is familiar with the subsurface conditions encountered at the site. Once final design details are available, The Geotechnical Engineer of Record shall provide recommendations regarding the number, locations and depths of indicator piles for this project. As a minimum, a total of eight (8) grouted indicator piles should be installed prior to the start of production pile installation to demonstrate the ACIP pile installation procedures. We recommend that a test pile program be performed to confirm the length and load carrying capacity of the ACIP piles. As a minimum, we recommend the performance of fully instrumented compression and tension load testing for the ACIP piles. As a minimum, the load test program should include a total of one (1) compression load test and one (1) tension load test. Once final design details have been finalized, the Geotechnical Engineer of Record shall provide recommendations regarding the location and pile length for the load test to be performed as well as the location of strain gauges. The test pile would be loaded to at least twice the design load. Grouted, reinforced piles should be subjected to full scale static compression and tension load tests pursuant to the requirements of ASTM D-1143 and ASTM D-3689 as well as the Florida Building Code under the direct supervision of a Geotechnical Engineer from our office. Pile length, tip elevations and allowable capacities shall be re-visited once we have had a chance to review the actual design loads to be provided by the Structural Engineer. Final tip elevations will be established after the performance of a load test program, which is to monitored by a UES Geotechnical Engineer. A minimum rock embedment of 5 feet into the lower limestone formation is required. UES must review the structural loads, structural drawings, and site plans prior to construction for our recommendations to be valid. The structural engineer is responsible for the structural integrity of the auger-cast pile foundations. The compression load test can be eliminated if the allowable compression load used for design does not exceed 35 tons. Page 19 of 22 Preliminary Geotechnical Report P Miami Beach Convention Center Renovation Miami Beach, FL UES Project No.: 2130.1400016 (Report No.: G00056) The purpose of the grouted test piles is to evaluate the load deformation behavior as well as the load distribution of this foundation element as compared to production piles. Therefore, it is imperative that the cut off elevations of the test piles be the same as that of the production piles. Based on the results of the load testing and the installation of the indicator piles, the Geotechnical Engineer would then provide additional installation criteria (i.e. rock socket length, minimum grout factor, revised termination criteria, etc.) for the production piles, if necessary. We recommend the owner retain UES to perform construction material testing and observations on this project. Field tests and observations could include items such as observation of vibro- replacement operations, load testing as needed, verification of foundation subgrade, monitoring of proof-rolling operations, and performing quality assurance tests on the placement of compacted structural fill. 4.6.5 EXCAVATION RECOMMENDATIONS Construction activities for this project may require excavation of the existing subsurface materials. Temporary excavation side slopes of 1V:2H in the granular subsurface materials and 1 V:1 H in the natural limestone formation are stable and have a minimum factor of safety of 1.3. If steeper sides are used, the excavations will require the need for temporary ground support systems in order to maintain the stability of the excavations and for safety reasons. Based on the results of the soil borings, an unsupported vertical cut is not considered stable or safe during construction. An unsupported vertical cut will cause cracks on the adjacent ground surface or because the angle of repose of the granular soils will be exceeded and a failure surface will develop behind the vertical face of the excavation. The existing subsurface materials may be excavated using conventional excavation equipment. The temporary ground support system should be in conformance with the Occupational Safety and Health Administration (OSHA) Standards. Materials removed from the excavation should not be stockpiled immediately adjacent to the cut, inasmuch as this load may cause a sudden collapse of the temporary ground support system. The Contractor is responsible for protecting existing structures and/or utilities during excavation activities. As such, any excavations performed adjacent to any structure and/or utility shall be properly shored and/or braced as well as monitored as needed to ensure protection of structures and/or utilities during construction activities. 4.7 CONSTRUCTION RELATED SERVICES We recommend the owner retain UES to perform construction material testing and observations on this project. Field tests and observations could include items such as verification of foundation subgrade by cone penetration testing, monitoring of proof-rolling operations, pile installation, load test monitoring, and performing quality assurance tests on the placement of compacted structural fill. The geotechnical engineering design does not end with the advertisement of the construction documents. The design is an on-going process throughout construction. Because of our familiarity with the site conditions and the intent of the engineering design, we are most qualified to address problems that might arise during construction in a timely and cost-effective manner. Page 20 of 22 Preliminary Geotechnical Report Miami Beach Convention Center Renovation Miami Beach, FL UES Project No.: 2130.1400016 (Report No.: G00056) 5.0 RECOMMENDATIONS FOR FURTHER GEOTECHNICAL STUDIES Given the preliminary nature of this project, we recommend the performance of a final design- level geotechnical investigation be performed once structure locations, proposed improvements, design loads and plans are available. The additional geotechnical data will be needed to provide final design geotechnical and foundation recommendations for both structures and parking lot improvements. Also, additional field sampling will be required to further explore the extend of organic soils encountered in test location B-1. 6.0 LIMITATIONS The test borings completed for this report were widely spaced and are not considered sufficient for reliably detecting the presence of isolated, anomalous surface or subsurface conditions, or reliably estimating unsuitable or suitable material quantities. Accordingly, UES does not recommend relying on our boring information to negate the presence of anomalous materials or for estimation of material quantities. Therefore, UES will not be responsible for any extrapolation or use of our data by others beyond the purpose(s) for which it is applicable or intended. Observation, testing and inspections during earthwork and foundation installation are an extension of the design process. We cannot be held responsible or liable for foundation systems or other recommendations contained in this report if we are not engaged to provide additional consultation during design development and construction. During the early stages of this construction, geotechnical issues not addressed in this report may arise. Because of the natural limitations inherent in working with the subsurface, it is not possible for a geotechnical engineer to predict and address all possible problems. An (ASFE) publication, "Important Information About Your Geotechnical Engineering Report" appears in Appendix C, and will help explain the nature of geotechnical issues. Further, we present documents in Appendix C: Constraints and Restrictions, to bring to your attention the potential concerns and the basic limitations of a typical geotechnical report. Page 21 of 22 • Preliminary Geotechnical Report Miami Beach Convention Center Renovation Miami Beach, FL UES Project No.: 2130.1400016 (Report No.: G00056) 7.0 SUMMARY In summary, we understand that the project includes the renovation of the existing Miami Beach Convention Center with the addition of a two-story ballroom and meeting space located in the City of Miami Beach, Miami-Dade County, Florida. In addition, there will be a new two-level parking garage adjacent to the convention center. Limited field and laboratory tests have been performed to provide preliminary geotechnical engineering recommendations for foundation design, pavement design, and site preparation. The soils encountered generally consist of asphalt pavement (2"-4") underlain by brown, very loose to dense, clean to silty, fine to medium sand with variable percentages of limerock fragments [FILL; SP/SP-SM/SM] to average depths of about 17 feet below land surface (bls). Then, a layer of light brown to light gray was encountered to a depth of about 40 feet bls. Below, a layer of light brown to gray, loose to medium dense, clean to slightly silty, fine to medium sand with variable percentages of limestone fragments [SP/SP-SM] was generally encountered to depths of about 47 feet bls. Then, a layer of light brown to light gray sandy limestone was generally encountered to the maximum explored depths of 60 feet bls. Groundwater was measured at depths ranging from 3.6 to 5.2 feet below the existing land surface in the test borings. A reasonable estimate for an average wet seasonal high groundwater table is approximately 3 feet below land surface (bls). Estimates of allowable pile capacities and settlement for the proposed convention center addition and parking garage are covered in detail within the body of this report. The proposed convention center addition and parking garage may be supported with 14 to 18-inch diameter auger-cast piles. Pavements should be designed as a function of anticipated traffic loadings. We recommend using a rigid concrete pavement in the dumpster pad locations and a three-layer pavement section consisting of stabilized subgrade, base course, and a surface course in other areas. All pavement designs should incorporate the effects of groundwater, irrigated landscape areas, and construction traffic. We note that since the applicability of geotechnical recommendations is very dependent upon project characteristics, most specifically: improvement locations, grade alterations, and actual structural loads applied, UES must review the preliminary and final site and grading plans, and structural design loads to validate all recommendations rendered herein. Without such review our recommendations should not be relied upon for final design or construction of any site improvements. 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'( t� 1tlJ+. ._ f. .415th t .+�' .. •a �-}• ' ai",..-"%•8361/ i1.. ,n• �r ! 1 Y . -:'«.'"S :;c st y`=� p S±� ..�., fi 711h st'rW1 } A r '. e 4.• • C� ..- A10 r 45, ......... • • S •� i° •. ..,„elit., _ 0_, %,,,g)-4.4 Fli V!ln. i r .1 . . ., r, lilt L h='.�F: 'te F $, 390 y ��. �v ;. tj f.4•.. '` \s Oat.SlO NO/W.S Navy NCA.GESC0' * mow A. .41.1k." ! IT VICINITY MAP SITE VI I MA CN COUNTY; MIAMI-DADE. FLORIDA ♦ SITE VICINITY MAP 1 REFERENCE; GOOGLE EARTH, 2014 MIAMI BEACH CONVENTION CENTER RENOVATION 1901 CONVENTION CENTER DRIVE DATE; AUGUST, 2014 MIAMI BEACH,FL mai Kau r....SJ N.T.S. 30.1400016 t RV T� AUGUST, 2014 SHEET A-I • • rn ,/ A/7//, , r • z t0 o 0 m a . La I O W Z > # gn M r0.1 Z J ce0N N F W Q CO W Z 1` N W L.._ V t, N N t3 1- Q p Q� Z O U g- Z V La 44 it P i 1:b.,a 1...::::%,,, . :4> n. ,. i .11 s--,-.1,..._.--` " -a _ ;. �R ` V al Er...:,./ _ "''' ' -;.:,:1--'±'-' ' -,,,,•';- - - --00. '', ----' Tiattie ' I 1'4.7° .=•-,1,3,1Ser'-',2:. .41 _ ` ^ 'F _ 1''' '' .. 1. L. r " ,�' �' .325, a . ` :�* ").^. # eY t *, • '"""�f lam.., �'��. �-di ( J � it .� _. 8 [3�.... , os !+ •a av , H 1" k 1 __ m m " a 1'1 tD `"--��- ,q, d' .,. ., , .�v 'SB�D6t 9t u�� - r.1 11 11 ow Ow- it 44, wit„ I P , :k z z d 4t CZ 6 CD ow W W 1- F- a a X X O O CC CC a a a a o a a z LI W J I1 1 R P UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2130.1400016 BORING LOGS REPORT NO.: G00056 PAGE: 1 PROJECT: Miami Beach Convention Center Renovation BORING DESIGNATION: B-1 SHEET: 1 of 1 1901 Convention Center Drive Miami Beach,Florida NORTHING(ft): EASTING(ft): CLIENT: City of Miami Beach-Capital Improvement Project Office G.S.ELEVATION(ft): 4.50 SPT DATE: 7/30/14 LOCATION: See Boring Location Plan WATER TABLE(ft): 4.8 CORING DATE: 7/30/14 REMARKS: CME-75(Automatic Hammer) DATE OF READING: 7/30/2014 DRILLED BY: JNJC EST.W.S.W.T.(ft): 3.8 TYPE OF SAMPLING: SPT S S ROCK CORING DATA Y A DEPTH M BLOWS N M -200 MC ORG. DOWN (Fr) P PER 6" (BLOWS/ W.T. B DESCRIPTION (%) (%) CONTENT REC ROD PRESSURE TIME L INCREMENT FT.) 0 (%) (%) (%) (PSI) (s.) E L 0 ' . Asphalt Pavement(2") 24-12-11-8 23 . Brown Slightly Silty Fine to Medium SAND with 5-5-4-2 9 c :•'.• Some Limerock Fragments(FILL;SP-SM) 5 lin:' Brown Fine to Medium SAND(FILL;SP) 13 78 14.7 - 2-2-2-3 4 Dark Brown Organic Silty Fine SAND with Trace ' 2-4-6-6 10 of Roots(FILL;OL) Gray Fine to Medium SAND(FILL;SP) 10 ' ..9-7-7-.10 14 15 L 4-3-2-.1... ....5 '.t...:.'..Gray.Fine.to Medium.SAND.and.Cemented.Sand +' (SP) III Light Gray Sandy LIMESTONE 20 14-13-1.1-15 ....24... .......MAIM I I 25 3-9.14-50/5'....23 I I 1 30 ' ....50/2".... ..5.0/2' e 1 35 LV . ..45.50/2".. ..5.0/2' e MN Light Brown Fine to Medium SAND(SP) 40 L ...6.-..6.6-6... ....12 4 21 1 Light Gray Sandy LIMESTONE 45 .1.1-7-1.5-1.6. ....22 i I I 50 A . 1.5-50/3".. ..5.0/3" I I 55 / 20-25-50/2" ..7.5/8" e I 60 ' ....50/5".... ..5.0/5" I SPT Borings Terminated at Depth of 60 feet. Borehole Grouted. Il P UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2130.1400016 BORING LOGS REPORT NO.: G00056 PAGE: 4 PROJECT: Miami Beach Convention Center Renovation BORING DESIGNATION: B-2 SHEET: 1 of 1901 Convention Center Drive Miami Beach,Florida NORTHING(ft): FASTING(ft): CLIENT: City of Miami Beach-Capital Improvement Project Office G.S.ELEVATION(ft): 3.50 SPT DATE: 7/29/14 LOCATION: See Boring Location Plan WATER TABLE(ft): 4.3 CORING DATE: 7/29/14 REMARKS: CME-75(Automatic Hammer) DATE OF READING: 7/29/2014 DRILLED BY: JA/JC EST.W.S.W.T.(ft): 3.3 TYPE OF SAMPLING: SPT S S A ROCK CORING DATA Y DEPTH M BLOWS N M -200 MC ORG. DOWN (Fr') LP INCREMENT (BLOWS/ W.T. O DESCRIPTION (%) (%) CONTENT REC ROD TIME (%) PRESSURE E L (%) (%) (PSI) (s.) 0 \Asphalt Pavement(2") M. 45-17-9-9 26 Brown Slightly Silty Fine to Medium SAND with 4-3-3-4 6 � Some Limerock Fragments(FILL;SP-SM) 5 V .• Light Brown to Brown Fine to Medium SAND 6-6-6-6 12 ••• (FILL;SP) ■ 4-5-5-8 10 • ...6 . . - -8... ....10 • .. . 10 5 5 • 15 7.-8,8.-9 ..16 TGray Sandy LIMESTONE 20 ' .7-1.1-1.1-1.4. ...22 I V II 25 ' .12-1.1.:10-7. ....2.1... ....... I l I ... 30 V "50/4 ".50/4 I I 35 ' ....50/3".... ..50/3" I 40 -IL .8-29-..50/3". ..7.9/9" r I Gray Fine to Medium SAND(SP) 45 WON-2-8-.17....10 I Light Gray Sandy LIMESTONE 50 ' ..30r50/4'!.. ..50/4.. ....... .{ I _ I II 55 '3.1-19-3.6-5.0 ....55 I 60 L V ....50/5"..... ..5.0/5" SPT Borings Terminated at Depth of 60 feet. Borehole Grouted. g P UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2130.1400016 BORING LOGS REPORT NO.: G00056 PAGE: 5 PROJECT: Miami Beach Convention Center Renovation BORING DESIGNATION: B-3 SHEET: 1 of 1 1901 Convention Center Drive Miami Beach,Florida NORTHING(ft): EASTING(ft): CLIENT: City of Miami Beach-Capital Improvement Project Office G.S.ELEVATION(ft): 3.50 SPT DATE: 7/29/14 LOCATION: See Boring Location Plan WATER TABLE(ft): 5.2 CORING DATE: 7/29/14 REMARKS: CME-75(Automatic Hammer) DATE OF READING: 7/29/2014 DRILLED BY: JA/JC EST.W.S.W.T.(ft): 4.2 TYPE OF SAMPLING: SPT S S ROCK CORING DATA A DEPTH M BLOWS N M -200 MC ORG. (Fr.) P INCREMENT (BLOWS/ W.T. O DESCRIPTION (%) (%) CONTENT REC ROD PRESSURE TIME E L (%) (%) (%) (PSI) (a.) 0 \Asphalt Pavement(2") f "45-15-10-10 25 Brown Slightly Silty Fine to Medium SAND with =' Some Limerock Fragments(FILL;SP-SM) 5 6 4-2-3 6 : Brown Fine to Medium SAND(FILL;SP) IA 4-5-5-7 10 // 3-6-7-9 13 r• 10 i.8-1.2-22-25. 34 ■ 1 Gray Fine to Medium SAND(FILL;SP) 15 ' ...78-8 9... ....1 fi... ....... '.• j ;;',;;f Gray Sandy LIMESTONE 20 '1.0-22-32-25 54 II 25 .6-1.6-20-1.7. ....36... ....... .r.( 1 30 i 1.371772145 ....38 I ). 35 11 .50/1" •...50/1" 50/1" ,.1..(., I 40 i ....50/4" 5014" � 45 ' . -.5014" 50/4" . J� Gray Fine to Medium SAND with Some 50 _6.9- ,8.-8... ....17 ' ' Limestone Fragments(SP) ' ...Lost All Drilling Fluid Circulation I Gray Sandy LIMESTONE 51 1-42.,45-50/3"...87 I I. I II 60 '/....50/5".... ..5.0/5" SPT Borings Terminated at Depth of 60 feet. Borehole Grouted. R P UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2130.1400016 BORING LOGS REPORT NO.: G00056 PAGE: 6 of PROJECT: Miami Beach Convention Center Renovation BORING DESIGNATION: B-4 SHEET: 1 o 1901 Convention Center Drive Miami Beach,Florida NORTHING(ft): EASTING(ft): CLIENT: City of Miami Beach-Capital Improvement Project Office G.S.ELEVATION(ft): 3.50 SPT DATE: 7/30/14 LOCATION: See Boring Location Plan WATER TABLE(ft): 4.5 CORING DATE: 7/30/14 REMARKS: CME-75(Automatic Hammer) DATE OF READING: 7/30/2014 DRILLED BY: JA/JC EST.W.S.W.T.(ft): 3.5 TYPE OF SAMPLING: SPT S S ROCK CORING DATA A DEPTH M BLOWS N M -200 MC ORG. DOWN (Fr') P INCREMENT FT.)(BLOWS/ W.T. O DESCRIPTION (070) (%) CONTENT REC ROD TIME (70) PRESSURE E L (%) (/o) (PSI) (S.) 0 \Asphalt Pavement(2") "41-32-17-14 49 Brown Slightly Silty Fine to Medium SAND with V Some Limerock Fragments(FILL;SP-SM) 5 9 9 9 7 18 • Brown Fine to Medium SAND(FILL;SP) 6-6-7-7 13 W. 4-6-8-8 14 . .;.. Light Brown Fine to Medium SAND and Limerock 10 "...5-.9-8-8... ....17... ....... -:,..Fragments(FILL;.SP/GP) il Gray Fine to Medium SAND(SP) // 6-.6-6.-6... ....12 ' 15 '... =, � Light Brown to Light Gray Sandy LIMESTONE 20 '..4 ,4..10-.16 14 1 I I - I I 25 20-29-1.0-1.0 ....39 I .I. 1 ' Brown Fine to Medium SAND(SP) 30 ' ...574-3.-7.... .....7.... .......;' . 5 20 ' T Gray Sandy LIMESTONE 35 ' ..10-50/5".. ..5D/5" 40 '- ...7-2-7:.7... ....9 ) 1 ' I .Poorly Cemented 45 i.8-1.7-1.6-1.5. ....33... ....... .�..). II 50 "....50/3".... ..50/3" I C I 55 ' ....50/5".... ..5.0/5" 1 60 't ....50/5"..... ..5.0/5" SPT Borings Terminated at Depth of 60 feet. Borehole Grouted. R P UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2130.1400016 BORING LOGS REPORT NO.: G00056 PAGE: 7 PROJECT: Miami Beach Convention Center Renovation BORING DESIGNATION: B-8 SHEET: 1 of 1 1901 Convention Center Drive Miami Beach,Florida NORTHING(ft): EASTING(ft): CLIENT: City of Miami Beach-Capital Improvement Project Office G.S.ELEVATION(ft): 3.00 SPT DATE: 7/31/14 LOCATION: See Boring Location Plan WATER TABLE(ft): 3.6 CORING DATE: 7/31/14 REMARKS: CME-75(Automatic Hammer) DATE OF READING: 7/31/2014 DRILLED BY: JA/PG EST.W.S.W.T.(ft): 2.6 TYPE OF SAMPLING: SPT S S A ROCK CORING DATA DEPTH M BLOWS N M -200 MC ORG. DOWN PT p PER 6" (BLOWS/ W.T. B DESCRIPTION (%) (%) CONTENT RQD PRESSURE TIME L E INCREMENT FT.) O (%) (%) (%) (PSI) (s.) 0 _ • \Asphalt Pavement(2") f A 40-18-6-6 24 Brown Slightly Silty Fine to Medium SAND with - 1-2-1-1 3 v Some Limerock Fragments(FILL;SP-SM) I 1 25 1.4 _ \Brown Fine to Medium SAND(FILL;SP) r 5 A 3-5-6-6 11 .•• Brown Fine to Medium SAND(FILL;SP) - 6-6-8-10 14 ■■, _ _ Light Brown Fine to Medium,Occasionally 10 .19-27-50/5" .7.7/1.17.. ...Cemented,.SAIUD.and Limestone Fragments - (SP) . .. . Gray Fine to Medium SAND with Little Limestone 15 ..6-1.0-6-.10.. ....16... '_:,'_: ..Fragment.(SP) . 20 ..5.5-5.5... ....10... Gray to Brown Slightly Silty Fine SAND with Little 25 ...2.-2-2-.4... .....4.... ,•_:.•..Limestone.Fragments(SP-SM) 30 3-.5-5-7.... ....10.... : 6 35 SPT Borings Terminated at Depth of 30 feet. Borehole Grouted. R P UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2130.1400016 6640 BORING LOGS REPORT NO.: G00056 PAGE: 8 PROJECT: Miami Beach Convention Center Renovation BORING DESIGNATION: B- SHEET: 1 Of 1 1901 Convention Center Drive Miami Beach,Florida NORTHING(ft): EASTING(ft): CLIENT: City of Miami Beach-Capital Improvement Project Office G.S.ELEVATION(ft): 3.50 SPT DATE: 7/31/14 LOCATION: See Boring Location Plan WATER TABLE(ft): 3.8 CORING DATE: 7/31/14 REMARKS: CME-75(Automatic Hammer) DATE OF READING: 7/31/2014 DRILLED BY: JA/PG EST.W.S.W.T.(ft): 2.8 TYPE OF SAMPLING: SPT S S ROCK CORING DATA A DEPTH M BLOWS N M -200 MC ORG. — DOWN PER 6"(Fr.) P L INCREMENT (BLOWS/FT.) W.T.T. O DESCRIPTION (%) (%) CONTENT REC ROD TIME (/o) PRESSURE E L (%) (%) (PSI) (s.) 0 _ \Asphalt Pavement(4") [' = 51- 10-8-10 18 v : :" Brown Slightly Silty Fine to Medium SAND with A 8-11-7-5 18 • �r... Some Limerock Fragments(FILL;SP-SM) 5— :. •:.••: ..Gray.Fine.to Medium.SAND.(F1 LL;.SP) - .4-6-6 8 12 Brown Fine to Medium SAND(FILL;SP) A 5-7-10-11 17 _ . .. . 10 10-1.6-13-13 ...29.... -. . r..rr Gray Fine to Medium SAND with Trace of Shell 15 ..8-8-8-12.. ....16.... ..Fragments.(FILL;.SP) I Light Brown Sandy LIMESTONE 20 .4,1.1,9,14.. ....M.._ 1..�. I — 25 –X�( ..6-6-6-10.. ....12.... .... — I I 30 1.01.l1.616 ...27... SPT Borings Terminated at Depth of 30 feet. Borehole Grouted. • 1 P 1 UNIVERSAL ENGINEERING SCIENCES PROJECTNO.: 2130.1400016 BORING LOGS REPORTNO.: G00056 PAGE: 2 PROJECT: Miami Beach Convention Center Renovation BORING DESIGNATION: B-10 SHEET: 1 of 1 1901 Convention Center Drive Miami Beach,Florida NORTHING(ft): EASTING(ft): CLIENT: City of Miami Beach-Capital Improvement Project Office G.S.ELEVATION(ft): 3.00 SPT DATE: 7/31/14 LOCATION: See Boring Location Plan WATER TABLE(ft): 4.2 CORING DATE: 7/31/14 REMARKS: CME-75(Automatic Hammer) DATE OF READING: 7/31/2014 DRILLED BY: JA/PG 1 EST.W.S.W.T.(ft): 3.2 TYPE OF SAMPLING: SPT S S A ROCK CORING DATA DEPTH M BLOWS N M -200 MC ORG. (FT' P PER 6" (BLOWS/ W.T. B DESCRIPTION (%) (%) CONTENT REC RQD PRESSURE TIME E INCREMENT FT.) O (off) (oto) (/) (PSI) (s.) 0 _XAsphalt Pavement(2") f 30-7-3-2 10 Brown Slightly Silty Fine to Medium SAND with r Some Limerock Fragments(FILL;SP-SM) I 5 5 2.9 5--- 1-1-3-5 4 • . Light Brown to Brown Fine to Medium SAND = 4-6-8-10 14 .`• (FILL;SP) - 2-6-11-12 17 ,; `r, ' Gray Fine to Medium SAND with Trace of Shell 10 - .17-.16-10-7. ....26.... ..Fragments(FILL;.SP) ..... . 15 - .3.-3-5-8... .....8.... Ti Light Brown to Gray Sandy LIMESTONE 20 _' `..8,8-1.1 9.. ....18... l x l I I 1■1! Light Brown Fine to Medium SAND(SP) 25 - Light Gray Fine to Medium SAND with Some ' • Limestone Fragments(SP) 30- .676r9,10. ..15 ' -• •' SPT Borings Terminated at Depth of 30 feet. Borehole Grouted. R P UNIVERSAL ENGINEERING SCIENCES PROJECTNO.: 2130.1400016 BORING LOGS REPORTNO.: G00056 PAGE: 3 PROJECT: Miami Beach Convention Center Renovation BORING DESIGNATION: B-11 SHEET: 1 of 1 1901 Convention Center Drive Miami Beach,Florida NORTHING(ft): EASTING(ft): CLIENT: City of Miami Beach-Capital Improvement Project Office G.S.ELEVATION(ft): 3.50 SPT DATE: 7/31/14 LOCATION: See Boring Location Plan WATER TABLE(ft): 4.0 CORING DATE: 7/31/14 REMARKS: CME-75(Automatic Hammer) DATE OF READING: 7/31/2014 DRILLED BY: JA/PG EST.W.S.W.T.(ft): 3.0 TYPE OF SAMPLING: SPT S S ROCK CORING DATA DEPTH M BLOWS N M -200 MC ORG. PT p PER 6" (BLOWS/ W.T. B DESCRIPTION (%) (%) CONTENT REC ROD DOWN TIME L INCREMENT FT.) O u PRESSURE E L (%) (na to) (t0) (PSI) (s.) 0 _ \Asphalt Pavement(4") 48-14-7-5 21 •' Brown Slightly Silty Fine to Medium SAND with 4-3-2-3 5 •• Some Limerock Fragments(FILL;SP-SM) 5 3-2-2-3 4 ' Gray Fine to Medium SAND(FILL;SP) 3-7-10-11 17 10 .7.1.5-1.5-1.2. ....30... .. 15 fi-8-9,10.. ....17 . _u •I Light Brown Sandy LIMESTONE 20 ' \12.1.1.1.1-12 ....22... ..... I I I I 25 .9-1.7.1.7.1.8. ....34.... l , ' Light Gray Slightly Silty Fine SAND with Little Limestone Fragments(SP-SM) 9 22 30 .8.1.2.1.8.32. ....30... SPT Borings Terminated at Depth of 30 feet. Borehole Grouted. NOTES RELATED TO BORING LOGS General Notes • The Groundwater level was encountered and recorded (if shown) following the completion of the soil test borings on the date indicated. Fluctuations in groundwater levels are common; refer to report text for a discussion. • The boring location on land was identified in the field utilizing standard taping procedures and existing land marks. • The Boring Logs represent our interpretation of field conditions based on engineering examination of the soil/rock samples. • The Boring Logs are subject to limitations, conclusions and recommendations presented in the report text. • The N-values shown in the Boring Logs indicated as 50/1" refers to the Standard Penetration Test (SPT) and means 50 blows per 1 inch of sampler penetration. The SPT uses a 140-pound hammer falling 30 inches (ASTM D-1583). • The N-value from the SPT is the sum of the hammer blows required to drive the sampler the second and third 6-inch increments. • The soil/rock strata interfaces shown on the Boring Logs are approximate and may vary from those shown. The soil/rock conditions shown on the Boring Logs refer to conditions at the specific location tested; soil/rock conditions may vary between test locations. • W.O.H. denotes fell under weight of hammer. General Descriptors • The grain-size descriptions are as follows: Name Size Limits Boulder 12 inches or more Cobbles 3 to 12 inches Coarse Gravel 3/4 to 3 inches Fine Gravel No. 4 sieve to % inch Coarse Sand No. 10 to No. 4 sieve Medium Sand No. 40 to No. 10 sieve Fine Sand No. 200 to No. 40 sieve Fines Smaller than No. 200 sieve • Definitions related to adjectives used in soil/rock descriptions: Proportion Adjective About 0 to 10 % trace About 10% to 25% little About 25% to 35% some About 35% to 50% and NOTES RELATED TO BORING LOGS • Relative density of sands/gravels and consistency of silts/clays: Granular Soils Relative Density Safety Hammer Automatic Hammer SPT (Blows/Foot) SPT (Blows/Foot) • Very Loose 0-4 0-3 Loose 4-10 •3-8 Medium Dense 10-30 .8-24 • Dense 30-50 24-40 Very Dense Greater than 50 Greater than 40 Silts and Clays Consistency Safety Hammer Automatic Hammer SPT (Blows/Foot) SPT (Blows/Foot) Very Soft 0-2 0-1 Soft 3-4 1-3 Firm 5-8 3-6 Stiff 9-15 6-12 Very Stiff 16-30 12-24 Hard Greater than 30 Greater than 24 • Boring Log Symbols Split spoon sample Rock core specimen Groundwater table • • NOTES RELATED TO BORING LOGS Soil Classification Chart MAJOR DIVISIONS SYMBOLS TYPICAL GRAPH LETTER DESCRIPTIONS b o o t o o o WELL-GRADED GRAVELS,GRAVEL- CLEAN 0 0 0 < GW SAND MIXTURES,LITTLE OR NO GRAVEL GRAVELS o o o O 0 o c FINES AND ° ° ° c GRAVELLY (LITTLE OR NO FINES) ° ° 0 C° ° ° POORLY-GRADED GRAVELS, SOILS o 0 GP GRAVEL-SAND MIXTURES, LITTLE 0 OR NO FINES o 0 o c t 0 4 COARSE GRAVELS WITH o ° o o 1 c Gm SILTY GRAVELS,GRAVEL-SAND- GRAINED MORE THAN 50% FINES o ° SILT MIXTURES SOILS OF COARSE ° FRACTION /� RETAINED ON NO. (APPRECIABLE AMOUNT/ CLAYEY GRAVELS,GRAVEL-SAND- 4 SIEVE OF FINES) . GC CLAY MIXTURES SW WELL-GRADED SANDS,GRAVELLY CLEAN SANDS SANDS,LITTLE OR NO FINES MORE THAN 50% SAND OF MATERIAL IS AND (LITTLE OR NO FINES) LARGER THAN NO. SANDY SP POORLY-GRADED SANDS,••200 SIEVE SIZE GRAVELLY SAND,LITTLE OR NO SOILS FINES MORE THAN 50% SANDS WITH SM SILTY SANDS,SAND-SILT OF COARSE FINES MIXTURES FRACTION / •• PASSING ON NO.4 SIEVE (APPRECIABLE AMOUNT • ••.•, •• SC CLAYEY SANDS,SAND-CLAY OF FINES) MIXTURES INORGANIC SILTS AND VERY FINE ML SANDS,ROCK FLOUR,SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY INORGANIC CLAYS OF LOW TO SILTS LIQUID LIMIT i CL MEDIUM PLASTICITY,GRAVELLY CLAYS,SANDY CLAYS,SILTY CLAYS, FINE AND LESS THAN 50 LEAN CLAYS GRAINED CLAYS EE1 SOILS 1'jj "IIA�j ORGANIC SILTS AND ORGANIC I Mi` 400 GL SILTY CLAYS OF LOW PLASTICITY 1 ill INORGANIC SILTS,MICACEOUS OR MORE THAN 50% MH DIATOMACEOUS FINE SAND OR OF MATERIAL IS SILTY SOILS SMALLER THAN NO.200 SIEVE SIZE SILTS INORGANIC CLAYS OF HIGH AND LIQUID LIMIT CH GREATER THAN 50 PLASTICITY CLAYS �j1 11"11 �I�11i OH ORGANIC CLAYS OF MEDIUM TO III IA1� HIGH PLASTICITY,ORGANIC SILTS o E v w =�= PEAT,HUMUS,SWAMP SOILS WITH HIGHLY ORGANIC SOILS wZ: pi - co ,YVtivir HIGH ORGANIC CONTENTS U) NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS / U.S.SIEVE OPENING IN INCHES I U.S.SIEVE NUMBERS I HYDROMETER 6 4 3 2 1.5 1 3/4 1/2 3/8 3 4 6 810 1416 20 30 40 50 70100140200 100 I I 1 1 1 1 '1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 90 80 P E ' R70 C E - N I T60 F I N E50 R B Y40 w E I G30 H T 20 I 1 10 I 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL SAND SILT OR CLAY coarse fine coarse medium fine Borng No. /Depth (ft.) Classification MC% LL PL PI Cc Cu • B-11 30.0 1.27 3.1 Borng No. /Depth (ft.) D100 D60 D30 D10 %Gravel %Sand %Silt %Clay • B-11 30.0 12.70 0.32 0.203 0.1018 11.1 79.9 9.0 PRO ECT Miami Beach Convention Center Renovation- OB NO. 2130.1400016 1901 Convention Center Drive DATE 8 7 14 GRAIN-SIZE DISTRIBUTION CURVES u UES U.S.SIEVE OPENING IN INCHES I U.S.SIEVE NUMBERS I HYDROMETER 6 4 3 2 1.5 1 3/4 1/2 3/8 3 4 6 810 1416 20 30 40 50 70100140200 100 1 '1 I I l I I I I I I I I I 1 1 1 1 1 1 90 - 80 r P E R 70 - C E N T60 F I N E 50 R B Y40_ w E I H30 T I 20 ' \---8 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS COBBLES - GRAVEL SAND SILT OR CLAY coarse fine coarse medium fine Borng No. /Depth (ft.) Classification MC% LL PL PI Cc Cu • B-8 30.0 0.95 2.0 Borng No./Depth (ft.) D100 D60 D30 D10 %Gravel %Sand %Silt %Clay • B-8 30.0 12.70 0.22 0.150 0.1098 15.2 78.6 6.2 PRO ECT Miami Beach Convention Center Renovation- OB NO. 2130.1400016 1901 Convention Center Drive DATE 8/7/14 GRAIN-SIZE DISTRIBUTION CURVES \A UES t I U.S.SIEVE OPENING IN INCHES I U.S.SIEVE NUMBERS HYDROMETER 6 4 3 2 1.5 1 3/4 1/2 3/8 3 , 6 810 1416 20 30 40 50 70100140 200 100 I I I I I 11 I I I I I 1 I I I I 11 90 - 80 P R 70 • • C E N T 60 F I N E 50 R B Y40 • w E G30 T I 20 10 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL SAND SILT OR CLAY coarse fine coarse medium fine Borng No. /Depth (ft.) Classification MC% LL PL PI Cc I Cu • B-4 30.0 0.92 2.0 Borng No. /Depth (ft.) D100 D60 D30 D10 %Gravel %Sand %Silt %Clay • B-4 30.0 4.76 0.31 0.205 0.1493 0.0 94.9 5.1 • PRO ECT Miami Beach Convention Center Renovation- OB NO. 2130.1400016 1901 Convention Center Drive DATE 8/7/14 GRAIN-SIZE DISTRIBUTION CURVES u UES U.S.SIEVE OPENING IN INCHES I U.S.SIEVE NUMBERS I HYDROMETER 6 4 3 2 1.5 1 3/4 1/2 3/8 3 g 6 810 1416 20 30 40 50 70100140200 100 I I I I I I l I I I T 1 I I 1 I 90 80 R 70 C E N T60 N E 50 R B Y40 w E G 30 H 20 10 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS COBBLES coarse fine coarse med umND fine SILT OR CLAY Bomg No./Depth (ft.) Classification MC% LL PL PI Cc Cu • B-1 40.0 POORLY GRADED SAND SP 1.00 1.9 Bomg No./Depth (ft.) D100 D60 D30 D10 %Gravel %Sand %Silt %Clay • B-1 40.0 4.76 0.35 0.251 0.1817 0.0 95.6 4.4 PROJECT Miami Beach Convention Center Renovation- JOB NO. 2130.1400016 1901 Convention Center Drive DATE 817/14 GRAIN-SIZE DISTRIBUTION CURVES UES I , /' W. • • : • • 4 1 dit rn • 'ice . . , j • I': - • ai. •.� X1'%, t. X1 / I • • r. J / Important Information About Your Geotechnical Subsurface problems are a principal cause of construction delays, cost overruns: claims, and disputes. • The following information is provided to help you manage your risks, Geotechnical Services Are Performed for • elevation,configuration,location,orientation.or weight of the Specific Purposes, Persons, and Projects proposed structure, • • Geotechnical engineers structure their services to meet the specific needs of • composition of the design team,or their clients.A geotechnical engineering study conducted for a civil engi- • project ownership. • - .neer may not fulfill the needs of a construction contractor or even another • civil engineer.Because each geotechnical engineering study is unique,each As a general rule,always inform your geotechnical engineer of project geotechnical engineering report is unique,prepared solely for the client.No changes—even minor ones—and request an assessment of their impact. one except you should rely on your geotechnical engineering report without Geotechnical engineers cannot accept responsibility or liability for problems first conferring with the geotechnical engineer who prepared it.And no one that occur because their reports do not consider developments of which —not even you—should apply the report for any purpose or project they were not informed. except the one originally contemplated. Subsurface Conditions Can Change Read the Full Report A geotechnical engineering report is based on conditions that existed at Serious problems have occurred because those relying on a geotechnical the time the study was performed.Do not rely on a geotechnical engineer- engineering report did not read it all.Do not rely on an executive summary., .Jog report whose adequacy may have been affected by:the passage of Do not read selected elements only. time;by man-Made events,such as construction on or adjacent to the site; or by natural events,such as floods,earthquakes,or groundwater fluctua- A Geotechnical Engineering Report Is Based on lions.Always contact the geotechnical engineer before applying the report ' A Unique Set of Project-Specific Factors to determine if it is still reliable.A minor amount of additional testing or Geotechnical engineers consider a number of unique,project-specific fac- analysis could prevent major problems. tors when establishing the scope of a study.Typical factors include:the • client's goals,objectives,and risk management preferences;the general Most Geotechnical Findings Are Professional nature of the structure involved,its size,and configuration;the location of Opinions the structure on the site;and other planned or existing site improvements, Site exploration identifies subsurface conditions only at those points where such as access roads,parking lots,and underground utilities.Unless the subsurface tests are conducted or samples are taken.Geotechnical engi- geotechnical engineer who conducted the study specifically indicates oth- neers review field and laboratory data and then apply their professional erwise,do not rely on a geotechnical engineering report that was: judgment to render an opinion about subsurface conditions throughout the • not prepared for you, site.Actual subsurface conditions may differ—sometimes significantly— not prepared for your project, from those indicated in your report.Retaining the geotechnical engineer • not prepared for the specific site explored,or who developed your report to provide construction observation is the • completed before important project changes were made. • . most effective method of managing the risks associated with unanticipated conditions. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: A Report's Recommendations Are Not Final • the function of the proposed structure,as when its changed from a Do not overrely on the construction recommendations included in your parking garage to an office building,or from a light industrial plant report. Those recommendations are not final,because geotechnical engi- to a refrigerated warehouse, neers develop them principally from judgment and opinion.Geolechnical engineers can finalize their recommendations only by observing actual • subsurface conditions revealed during construction. The geotechnical have led to disappointments,claims,NO disputes. To help reduce the risk engineer who developed your report cannot assume responsibility or of such outcomes,geotechnical engineers commonly include a variety of liability fordiereports recommendations if that engineer does not perform explanatory provisions in their reports.Sometimes labeled'limitations' • construction observation. _ many,of these provisions indicate where geotechnical engineers'responsi- bilities begin and end,to help others recognize their own responsibilities A Geotechnical Engineering Report is Subject to and risks.Read these provisions closely.Ask questions.Your geotechnical • Misinterpretation • engineer should respond fully and frankly. Other design team members'misinterpretation of geotechnical engineering • • reports has resulted in costly problems.Lower that risk by having your geo- Geoenvironmental Concerns Are Not Covered technical engineer confer with appropriate members of the design team after The equipment,techniques,and personnel used to perform a geoenviron- submitting the report.Also retain your geotechnical engineer to review perti- mental study differ significantly from those used to perform a geotechnical nent•elements of the design team's plans and specifications:Contractors can study.For that reason,a geotechnical engineering report does not usually also misinterpret geotechnical engineering report.Reduce that risk by relate any•geoenvironmental findings,conclusions,or recommendations: having your geotechnical engineer participate in prebid and preconstruction e.g.,about the likelihood of encountering underground storage tanks or conferences,and by providing construction observation. regulated contaminants.Unanticipated environmental problems have led to numerous project failures.If you have not yet obtained your own geoen- Do Not Redraw the Engineer's Logs vironmental information,ask your geotechnical consultant for risk man Geotechnical engineers prepare final boring and testing logs based upon agement guidance.Do not rely on an environmental report prepared for • . their interpretation of field logs and laboratory data.To prevent errors or someone else. omissions,the logs included in a geotechnical engineering report should • never be redrawn for inclusion in architectural or other design drawings. Obtain Professional Assistance To Deal with Mold Only photographic or electronic reproduction is acceptable,but recognize Diverse strategies can be applied during building design,construction, that separating logs from the report can elevate risk. operation,and maintenance to prevent significant amounts of mold from growing on indoor surfaces.To be effective,all such strategies should be Give Contractors a Complete Report and devised for the express purpose of mold prevention, integrated into a com- Gllldance prehensive plan,and executed with diligent oversight by a professional Some owners and design professionals mistakenly believe they can make mold prevention consultant.Because just a small amount of water or contractors liable for unanticipated subsurface conditions by limiting what moisture can lead to the development of severe mold infestations,a num- they provide for bid preparation.To help prevent costly problems,give con- ber of mold prevention strategies focus on keeping building surfaces dry. tractors the complete geotechnical engineering report,but preface it with a While groundwater,water infiltration,and similar issues may have been clearly written letter of transmittal.In that letter,advise contractors that the addressed as part of the geotechnical engineering study whose findings report was not prepared for purposes of bid development and that the are conveyed in•this report,the geotechnical engineer in charge of this report's accuracy is limited;encourage them to confer with the geotechnical project is not a mold prevention consultant;none of the services per- engineer who prepared the report(a modest fee may be required)and/or to formed in connection with the geolechnical engineer's study conduct additional study to obtain the specific types of information they - were designed or conducted for the purpose of mold preven- need or prefer.A prebid conference can also be valuable.Be sure contrac- lion. Proper implementation of the recommendations conveyed tors have sufcient time to perform additionalstudy.Only then might you in this report will not of itself be sufficient to prevent mold from be in a position to give contractors the best information available to you, growing in or on the structure involved. while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. . Rely, on Your ASFE-Member Geotechncial • Engineer for Additional Assistance Read Responsibility.Provisions Closely Membership in ASFE/The Best People on Earth exposes geotechnical Some clients,design professionals,and contractors do not recognize that engineers to a wide array of risk management techniques that can be of geotechnical engineering is far less exact than other engineering disci- genuine benefit for everyone involved with a construction project.Confer Alines.This lads of understanding has created unrealistic expectations that with you ASFE-member geotechnical engineer for more information. • ASFE • Tee lest People e■ l 8811 Colesville Road/Suite G106,Silver Spring,MD 20910 Telephone:301/565-2733 Facsimile:301/589-2017 e-mail:inlo@asfe.org www,asfe.org • Copyright 2004 by ASFE.Inc.Duplication,reproduction;or copying of this document,in whole Orin part,by any means whatsoever,is strictly prohibited,except with ASFE''s specific written permission.Excerpting,quoting,or otherwise extracting wording from this document is permitted only with the express written permission of ASFE,and only for purposes of scholarly research or book review.Only members of ASFE may use this document as a complement to or as an element of a geotechnical engineering report.Any other firm,individual,or other entity that so uses this document without being an ASFE member could be committing negligent or intentional(fraudulent)misrepresentation. IIGER06045.OM • CONSTRAINTS AND RESTRICTIONS WARRANTY UES has prepared this report for our client for his exclusive use, in accordance with generally accepted soil and foundation engineering practices, and makes no other warranty either expressed or implied as to the professional advice provided in the report. UNANTICIPATED SOIL CONDITIONS The analysis and recommendations submitted in this report are based upon the data obtained from soil borings performed at the locations indicated on the Boring Location Plan. This report does not reflect any variations which may occur between these borings. The nature and extent of variations between borings may not become known until excavation begins. If variations appear, we may have to re-evaluate our recommendations after performing on-site observations and noting the characteristics of any variations. CHANGED CONDITIONS We recommend that the specifications for the project require that the contractor immediately notify Universal Engineering Sciences, as well as the owner, when subsurface conditions are encountered that are different from those present in this report. No claim by the contractor for any conditions differing from those anticipated in the plans, specifications, and those found in this report, should be allowed unless the contractor notifies the owner and UES of such changed conditions. Further, we recommend that all foundation work and site improvements be observed by a representative of UES to monitor field conditions and changes, to verify design assumptions and to evaluate and recommend any appropriate modifications to this report. MISINTERPRETATION OF SOIL ENGINEERING REPORT UES is responsible for the conclusions and opinions contained within this report based upon the data relating only to the specific project and location discussed herein. If the conclusions or recommendations based upon the data presented are made by others, those conclusions or recommendations are not the responsibility of UES. CHANGED STRUCTURE OR LOCATION This report was prepared in order to aid in the evaluation of this project and to assist the architect or engineer in the design of this project. If any changes in the design or location of the structure as outlined in this report are planned, or if any structures are included or added that are not discussed in the report, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and the conclusions modified or approved by UES. C-2 USE OF REPORT BY BIDDERS Bidders who are examining the report prior to submission of a bid are cautioned that this report was prepared as an aid to the designers of the project and it may affect actual construction operations. Bidders are urged to make their own soil borings, test pits, test caissons or other investigations to determine those conditions that may affect construction operations. UES cannot be responsible for any interpretations made from this report or the attached boring logs with regard to their adequacy in reflecting subsurface conditions which will affect construction operations. STRATA CHANGES Strata changes are indicated by a definite line on the boring logs which accompany this report. However, the actual change in the ground may be more gradual. Where changes occur between soil samples, the location of the change must necessarily be estimated using all available information and may not be shown at the exact depth. OBSERVATIONS DURING DRILLING Attempts are made to detect and/or identify occurrences during drilling and sampling, such as: water level, boulders, zones of lost circulation, relative ease or resistance to drilling progress, unusual sample recovery, variation of driving resistance, obstructions, etc.; however, lack of mention does not preclude their presence. WATER LEVELS Water level readings have been made in the drill holes during drilling and they indicate normally occurring conditions. Water levels may not have been stabilized at the last reading. This data has been reviewed and interpretations made in this report. However, it must be noted that fluctuations in the level of the groundwater may occur due to variations in rainfall, temperature, tides, and other factors not evident at the time measurements were made and reported. Since the probability of such variations is anticipated, design drawings and specifications should accommodate such possibilities and construction planning should be based upon such assumptions of variations. LOCATION OF BURIED OBJECTS All users of this report are cautioned that there was no requirement for UES to attempt to locate any man-made buried objects during the course of this exploration and that no attempt was made by UES to locate any such buried objects. UES cannot be responsible for any buried man-made objects which are subsequently encountered during construction that are not discussed within the text of this report. TIME This report reflects the soil conditions at the time of investigation. If the report is not used in a reasonable amount of time, significant changes to the site may occur and additional reviews may be required. C-3 • f y L r _ _ JE rs .J ''_ ''.1 y ._ •.a • • • - TI l..d m • 0 • • . . 1 • . '.f 1 • • • 4 r..• . . •....... . . ... .. • . .,..„.........,: ... ‘,..: . ,. . ... .,,.. ..„.. . , , _ . .. . • . • ••• .. . ,: . ..../., , .. . .. • „...,....:,: .....,....,.,.... ..,.i..„. , ; ....„....:._.. , ..• . .. _, . . .._ „.. _ . . ,. .. . ,... . .. .,. . • ,. . . , .. . . ._.. ,,. __ ...,. . ... ., . . . : ., . . .. o / , _ ._. .. . .• . . . . . ._. •,.,.: .. .. 1... / __ .:),. .,.. -, / > F _, , . . •• ., , .„ _.::: . ,--. . • :,,,. -_, , . . . ,: . :::.:_.._;,,, // , _. ____. _____ . __ _ _____ _ ___ • _ _ __ ___ _._ . . . ,.• . . .... , ,... , . . . . . .. .. .,,........,f, Universal Engineering Sciences,Inc. GENERAL CONDITIONS SECTION 1: RESPONSIBILITIES 1.1 Universal Engineering Sciences, Inc.,("UES"),has the responsibility for providing the services described under the Scope of Services section.The work is to be performed according to accepted standards of care and is to be completed•in a timely manner. The term "UES" as used herein includes all of Universal Engineering Sciences,Inc's agents,employees,professional staff,and subcontractors. 1.2 The Client or a duly authorized representative is responsible for providing UES with a clear understanding of the project nature and scope. The Client shall supply UES with sufficient and adequate information, including, but not limited to, maps, site plans, reports, surveys and designs,to allow UES to properly complete the specified services.The Client shall also communicate changes in the nature and scope of the project as soon as possible during performance of the work so that the changes can be incorporated into the work product. 1.3 The Client acknowledges that UES's responsibilities in providing the services described under the Scope of Services section is limited to those services described therein,and the Client hereby assumes any collateral or affiliated duties necessitated by or for those services.Such duties may include, but are not limited to, reporting requirements imposed by any third party such as federal, state, or local entities, the provision of any required notices to any third party, or the securing of necessary permits or permissions from any third parties required for UES's provision of the services so described,unless otherwise agreed upon by both parties. 1.4 PURSUANT TO FLORIDA STATUTES §558.0035, ANY INDIVIDUAL EMPLOYEE OR AGENT OF UES MAY NOT BE HELD INDIVIDUALLY LIABLE FOR NEGLIGENCE. SECTION 2: STANDARD OF CARE 2.1 Services performed by UES under this Agreement will be conducted in a manner consistent with the level of care and skill ordinarily exercised by members of UES's profession practicing contemporaneously under similar conditions in the locality of the project: No other warranty,express or implied,is made. 2.2 The Client recognizes that subsurface conditions may vary from those observed at locations where borings, surveys, or other explorations are made, and that site conditions may change with time. Data, interpretations, and recommendations by UES will be based solely on information available to UES at the time of service. UES is responsible for those data, interpretations, and recommendations, but will not be responsible for other parties'interpretations or use of the information developed. 2.3 Execution of this document by UES is not a representation that UES has visited the site, become generally familiar with local conditions under which the services are to be performed, or correlated personal observations with the requirements of the Scope of Services. It is the Client's responsibility to provide UES with all information necessary for UES to provide the services described under the Scope of Services,and the Client assumes all liability for information not provided to UES that may affect the quality or sufficiency of the services so described. 2.4 Should UES be retained to provide threshold inspection services under Florida Statutes §553.79, Client acknowledges that UES's services thereunder do not constitute a guarantee that the construction in question has been properly designed or constructed,and UES's services do not replace any of the obligations or liabilities associated with any architect,contractor, or structural engineer.Therefore it is explicitly agreed that the Client will not hold UES responsible for the proper performance of service by any architect, contractor, structural engineer or any other entity associated with the project. SECTION 3: SITE ACCESS AND SITE CONDITIONS 3.1 Client will grant or obtain free access to the site for all equipment and personnel necessary for UES to perform the work set forth in this Agreement. The Client will notify any and all possessors of the project site that Client has granted UES free access to the site. UES will take reasonable precautions to minimize damage to the site, but it is understood by Client that, in the normal course of work, some damage may occur, and the correction of such damage is not part of this Agreement unless so specified in the Proposal. 3.2 The Client is responsible for the accuracy of locations for all subterranean structures and utilities. UES will take reasonable precautions to avoid known subterranean structures, and the Client waives any claim against UES,and agrees to defend, indemnify,and hold UES harmless from any claim or liability for injury or loss, including costs of defense, arising from damage done to subterranean structures and utilities not identified or accurately located. In addition,Client agrees to compensate UES for any time spent or expenses incurred by UES in defense of any such claim with compensation to be based upon UES's prevailing fee schedule and expense reimbursement policy. SECTION 4: SAMPLE OWNERSHIP AND DISPOSAL 4.1 Soil or water samples obtained from the project during performance of the work shall remain the property of the Client. 4.2 UES will dispose of or return to Client all remaining soils and rock samples 60 days after submission of report covering those samples. Further storage or transfer of samples can be made at Client's expense upon Client's prior written request. 4.3 Samples which are contaminated by petroleum products or other chemical waste will be returned to Client for treatment or disposal,consistent with all appropriate federal,state,or local regulations. SECTION 5: BILLING AND PAYMENT 5.1 UES will submit invoices to Client monthly or upon completion of services. Invoices will show charges for different personnel and expense classifications. 5.2 Payment is due 30 days after presentation of invoice and is past due 31 days from invoice date. Client agrees to pay a finance charge of one and one-half percent(1 '/2%)per month,or the maximum rate allowed by law,on past due accounts. 5.3 If UES incurs any expenses to collect overdue billings on invoices,the sums paid by UES for reasonable attorneys'fees,court costs, UES's time, UES's expenses,and interest will be due and owing by the Client. SECTION 6: OWNERSHIP AND USE OF DOCUMENTS 6.1 All reports,boring logs,field data,field notes,laboratory test data,calculations,estimates,and other documents prepared by.UES,as instruments of service,shall remain the property of UES. 6.2 Client agrees that all reports and other work furnished to the Client or his agents,which are not paid for,will be returned upon demand and will not be used by the Client for any purpose. 6.3 UES will retain all pertinent records relating to the services performed for a period of five years following submission of the report, during which period the records will be made available to the Client at all reasonable times. 6.4 All reports, boring logs, field data,field notes, laboratory test data,calculations,estimates, and other documents prepared by UES, are prepared for the sole and exclusive use of Client, and may not be given to any other party or used or relied upon by any such party without the express written consent of UES. • • SECTION 7: DISCOVERY OF UNANTICIPATED HAZARDOUS MATERIALS 7.1 Client warrants that a reasonable effort has been made to inform UES of known or suspected hazardous materials on or near the project site. 7.2 Under this agreement,the_term hazardous materials include hazardous materials(40 CFR 172.01),hazardous wastes(40 CFR 261.2),hazardous substances(40 CFR 300.6),petroleum products,polychlorinated biphenyls,and asbestos. 7.3 Hazardous materials may exist at a site where there is no reason to believe they could or should be present. UES and Client agree that the' discovery of unanticipated hazardous materials constitutes a changed condition mandating a renegotiation of the scope of work. UES and Client also agree that the discovery of unanticipated hazardous materials may make it necessary for UES to take immediate measures to protect health and safety. Client agrees to compensate UES for any equipment decontamination or other costs incident to the discovery of unanticipated hazardous waste. 7.4 . UES agrees to notify Client when unanticipated hazardous materials or suspected hazardous materials are encountered. Client agrees to make any disclosures required by law to the appropriate governing agencies. Client also agrees to hold UES harmless for any and all consequences of . disclosures made by UES which are required by governing law. In the event the project site is not owned by Client,Client recognizes that it is the Client's responsibility to inform the property owner of the discovery of unanticipated hazardous materials or suspected hazardous materials. . 7.5 Notwithstanding any other provision of the Agreement,Client waives any claim against UES,and to the maximum extent permitted by law,agrees _ to defend, indemnify, and save UES harmless from any claim,-liability, and/or defense costs for injury or loss arising from UES's discovery of unanticipated hazardous materials or suspected hazardous materials including any costs created by delay of the project and any cost associated with possible reduction of the property's value. Client will be responsible for ultimate disposal of any samples secured by UES which are found to be contaminated. SECTION 8: RISK ALLOCATION • 8.1 Client agrees that UES's liability for any damage on account of any breach of contract, error, omission or other professional negligence will be limited to a sum not to exceed $50,000 or UES's fee, whichever is greater. If Client prefers to have higher limits on contractual or professional liability, UES agrees to increase the limits up to a maximum of$1,000,000.00 upon Client's written request at the time of accepting our proposal provided that Client agrees to pay an additional consideration of four percent of the total fee, or$400.00, whichever is greater. The additional charge for the higher liability limits is because of the greater risk assumed and is not strictly a charge for additional professional liability insurance. • SECTION 9: INSURANCE • - 9.1 UES represents and warrants that it and its agents,staff and consultants employed by it,is and are protected by worker's compensation insurance and that UES has such coverage under public liability and property damage insurance policies which UES deems to be adequate. Certificates for all such policies of insurance shall be provided to Client upon request in writing. Within the limits and conditions of such insurance, UES agrees to indemnify and save Client harmless from and against loss,damage,or liability arising from negligent acts by UES,its agents,staff,and consultants employed by it. UES shall not be responsible for any loss,damage or liability beyond the amounts, limits,and conditions of such insurance or the limits described in Section 8,whichever is less. The Client agrees to defend,indemnify and save UES harmless for loss,damage or liability arising from acts by Client,Client's agent,staff,and other UESs employed by Client. SECTION 10: DISPUTE RESOLUTION - 10.1 All claims, disputes, and other matters in controversy between UES and Client arising out of or in any way related to this Agreement will be submitted to alternative dispute resolution(ADR)such as mediation or arbitration,before and as a condition precedent to other remedies provided by law,including the commencement of litigation. - 10.2 If a dispute arises related to the services provided under this Agreement and that dispute requires litigation instead of ADR as provided above, then: . (a) the claim will be brought and tried in judicial jurisdiction of the court of the county where UES's principal place of business is located and Client waives the right to remove the action to any other county or judicial jurisdiction,and (b) The prevailing party will be entitled to recovery of all reasonable costs incurred, including staff time, court costs, attorneys' fees, and other claim related expenses. - SECTION 11: TERMINATION - - 11.1 This agreement may be terminated by either party upon seven (7) days written notice in the event of substantial failure by the other party to perform in accordance with the terms hereof. Such termination shall not be effective if that substantial failure has been remedied before expiration of the period specified in the written notice. In the event of termination, UES shall be paid for services performed to the termination notice date plus reasonable termination expenses. 11.2 In the event of termination, or suspension for more than three(3)months,prior to completion of all reports contemplated by the Agreement, UES may complete such analyses and records as are necessary to complete its files and may also complete a report on the services performed to the date of notice of termination or suspension. The expense of termination or suspension shall include all direct costs of UES in completing such analyses,records and reports. SECTION 12: ASSIGNS 12.1 Neither the Client nor UES may delegate,assign,sublet or transfer their duties or interest in this Agreement without the written consent of the other party. SECTION 13. GOVERNING LAW AND SURVIVAL 13.1 The laws of the State of Florida will govern the validity of these Terms,their interpretation and performance. 13.2 If any of the provisions contained in this Agreement are held illegal,invalid,or unenforceable,the enforceability of the remaining provisions will not be impaired. Limitations of liability and indemnities will survive termination of this Agreement for any cause. • SECTION 14. INTEGRATION CLAUSE 14.1 . This Agreement represents and contains the entire and only agreement and understanding among the parties with respect to the subject matter of this Agreement, and supersedes any and all prior and contemporaneous oral and written agreements, understandings, representations, inducements, promises, warranties, and conditions among the parties. No agreement, understanding, representation, inducement, promise, warranty, or condition of any kind with respect to the subject matter of this Agreement shall be relied upon by the parties unless expressly incorporated herein. - • 14.2 This Agreement may not be amended or modified except by an agreement in writing signed by the party against whom the enforcement of,any modification or amendment is sought. • Rev.07/11/13 • • • • • N IVE R AL U S • • ENGINEERING SCIENCES GEOTECHNICAL ENGINEERING REPORT FOR CIVIL IMPROVEMENTS • MIAMI BEACH CONVENTION CENTER RENOVATION AND EXPANSION 1901 CONVENTION CENTER DRIVE . , MIAMI BEACH, FL UES PROJECT NO. 2130.1400016 UES REPORT NO. G00124 • Prepared For: • • Ms. Thais Vieira, R.A., LEEP AP • • Senior Project Manager Office of the City Manager City-of Miami Beach • .1700 Convention Center Drive, 4th Floor Miami Beach;FL 33139 Prepared By: Universal Engineering Sciences . 9960 NW 116th Way, Suite 8 Miami, Florida 33178 (305) 249-8434 Consultants in:Geotechnical Engineering•Environmental Engineering•Construction Materials Testing•Threshold Inspection•Private Provider Inspection Offices in:Atlanta•Daytona Beach•Fort Myers•Fort Pierce•Gainesville•Jacksonville•Miami•Ocala•Orange City•Orlando Palm Coast•Panama City•Pensacola•Rockledge•Sarasota•Tampa•Tifton•West Palm Beach • UNIVERSAL OFFICES IN: • Atlanta 111 11111 • Daytona Beach ENGINEERING SCIENCES • Fort Myers • Fort Pierce Consultants in:Geotechnical Engineering•Environmental Sciences • Gainesville Construction Materials Testing•Threshold Inspection•Private Provider Inspection • Jacksonville • Miami • Ocala • Orange City July 21, 2015 • Orlando • Palm Coast (Revised August 6, 2015) • Panama City City of Miami Beach • Rockledge Office of the City Manager • Sarasota 1700 Convention Center Drive, 4th Floor • Tampa • Tifton Miami Beach, FL 33139 • West Palm Beach Attention: Ms. Thais Vieira, R.A., LEED AP Sr. Project Manger Reference: Geotechnical Engineering Report for Civil Improvements Miami Beach Convention Center Renovation and Expansion 1901 Convention Center Drive City of Miami Beach, Miami-Dade County, Florida UES Project No. 2130.1400016 UES Report No. G00124 Dear Ms. Vieira: Universal Engineering Sciences, Inc. (UES) has completed a subsurface exploration for the proposed civil improvements for the above-referenced project in the City of Miami Beach, Miami-Dade County, Florida. The scope of this exploration was conducted in general accordance with Purchase Order No. 024941 (CO #1) authorized on May 1, 2015. This exploration was performed in accordance with generally accepted soil and foundation engineering practices. No other warranty, expressed or implied, is made. This report incorporates review comments provided by Kimley-Horn and Associates, Inc. to our draft geotechnical report submitted June 23, 2015. This report contains the results of a subsurface exploration, an engineering interpretation of the results with respect to the project characteristics as described, and recommendations for groundwater considerations, foundation design, pavement design and site preparation. We appreciate the opportunity to work with you on this project and look forward to a continued association. If you have any questions, or when preliminary or final project design plans are available for our recommended review, please contact the undersigned. Respectfully submitted, N.0*\I rLLA * UNIVERSAL ENGINEERING SCIENCES, INC. •.��` �, .....• Certificate of Authorization No. 549 co •co , '• 2: 405?-1,- -(W jL• .1 Peter G. Read, P.E. Std Jaime, E.I. = elpaldo Vtla,,M.Q Regional Manager Staff Engineer •pc T Manager o; , FL Professional Engineer No. 35604 .pfessiori la Engiie?No. 72242 Dist: Client(4); Files (1) i,,�.P er,ii�> ` ' 9960 NW 116th Way,Suite 8 • Miami,FL 33178 • (305)249-8434 • Fax:(305)2494479 • www.UniversalEngineering.com TABLE OF CONTENTS 1.0 INTRODUCTION 1 1.1 GENERAL 1 1.2 PROJECT HISTORY 1 1.3 PROJECT DESCRIPTION 3 2.0 SCOPE OF SERVICES 5 2.1 PURPOSE 5 2.2 FIELD EXPLORATION 5 2.3 LABORATORY TESTING 6 3.0 FINDINGS 7 3.1 REGIONAL GEOLOGY 7 3.2 SURFACE CONDITIONS 7 3.3 SUBSURFACE CONDITIONS 8 3.4 GROUNDWATER CONDITIONS 8 4.0 GEOTECHNICAL RECOMMENDATIONS 9 4.1 GENERAL 9 4.2 GROUNDWATER CONSIDERATIONS 9 4.3 GEOTECHNICAL EVALUATIONS AND RECOMMENDATIONS FOR ROADWAY RECONSTRUCTION 10 4.3.1 General 10 4.3.2 Settlement Analyses 11 4.3.3 Geosynthetic Reinforcement 11 4.3.4 Site Preparation 13 4.3.5 Fill Materials 14 4.4 GEOTECHNICAL EVALUATIONS AND RECOMMENDATIONS FOR ROADWAY MILLING AND RESURFACING 15 4.4.1 General 15 4.4.2 Existing Limerock Bearing Ratio (LBR) Value 15 4.4.3 Milling and Resurfacing Recommendations 15 4.5 RECOMMENDED SOIL/ROCK PARAMETERS FOR TEMPORARY SUPPORT OF EXCAVATION ANALYSES AND DESIGN FOR CULVERT INSTALLATION 16 4.6 SOIL/ROCK PARAMETER RECOMMENDATIONS FOR MAST ARM FOUNDAITON DESIGN 17 5.0 CONSTRUCTION CONSIDERATIONS 18 5.1 GENERAL ROADWAY CONSTRUCTION RECOMMENDATIONS 18 5.2 GROUNDATER CONTROL 18 5.3 CONSTRUCTION RELATED SERVICES 18 6.0 RECOMMENDAIONS FOR FUTHER GEOTECHNICAL STUDIES 19 7.0 LIMITATIONS 19 ii TABLE OF CONTENTS (CONTINUED) APPENDICES APPENDIX A SITE LOCATION MAP A-1 USDA SOILS SURVEY MAP A-2 THROUGH A-7 APPENDIX B TABLE 1 -SUMMARY OF FIELD TEST LOCATIONS B-1 BORING LOCATION PLAN B-2 BORING LOGS B-3 THROUGH B-32 PAVEMENT CORING EVALUATION AND CONDITION DATA B-33 ASPHALT PAVEMENT CORE PHOTOGRAPHS B-34 THROUGH B-37 KEY TO BORING LOGS B-38 THROUGH B-40 APPENDIX C TABLE 2 -SUMMARY OF LABORATORY TEST RESULTS C-1 GRAIN-SIZE DISTRIBUTION CURVE C-2 THROUGH C-4 TABLE 3-SUMMARY OF SOIUROCK PARAMETERS FOR MAST ARM FOUNDATION DESIGN C-5 APPENDIX D IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL ENGINEERING REPORT D-1 AND D-2 CONSTRAINTS AND RESTRICTIONS D-3 AND D-4 APPENDIX E GENERAL CONDITIONS E-1 AND E-2 iii Geotechnical Engineering Report for Civil Improvements � Miami Beach Convention Center Renovation and Expansion Miami Beach, FL UES Proiect No.: 2130.1400016 (Report No.: G00124) 1.0 INTRODUCTION 1.1 GENERAL This report contains the results of a geotechnical exploration conducted for the proposed civil improvements which will be part of the renovation and expansion at the Miami Beach Convention Center in the City of Miami Beach, Miami-Dade County, Florida. A general location map of the project area appears in Appendix A: Site Vicinity Map. This report has been divided into the following sections: • SCOPE OF SERVICES - Defines what services were completed • FINDINGS - Describes what was encountered • RECOMMENDATIONS - Describes what we encourage you to do • LIMITATIONS - Describes the restrictions inherent in this report • SUMMARY - Reviews the material in this report • APPENDICES - Presents support materials referenced in this report Specifically, this report has been prepared to address the proposed civil improvements. A separate geotechnical report was prepared and submitted for the proposed building improvements (UES Report No. G00056 dated July 20, 2015). 1.2 PROJECT HISTORY The existing Miami Beach Convention Center is owned by the City of Miami Beach, and was originally constructed in 1957. The original structure consisted of 108,000 square feet of space. Since the original construction, there have been three additions as follows: • In 1968 an addition of approximately 130,500 square feet of exhibit space was constructed adjacent to the existing space and the some of the original 1957 exhibit hall space was removed and replaced with new exhibit hall space. This structure now makes up the majority of the Northwest exhibit space currently known as Hall D. We understand that as-built drawings are incomplete. • In 1972 additional support and pre-function spaces were added to the west side of the convention center and totaled approximately 180,000 square feet. This structure now makes up the majority of the west side of the building along Convention Center Drive. We understand that this addition is supported on a system of 14-inch diameter Auger Cast-in-Place (ACIP) pile and 14-inch square precast prestressed concrete pile foundations with allowable compression capacities of 40 tons each. Page 1 of 19 Geotechnical Engineering Report for Civil Improvements `� Miami Beach Convention Center Renovation and Expansion Miami Beach, FL UES Project No.: 2130.1400016 (Report No.: G00124) • In 1986 the facility underwent a $92 million dollar expansion which added approximately 630,000 square feet of pre-function, ballroom, meeting, and exhibit hall space, and expanded the convention center to the current location along Washington Avenue. This structure now makes up the Eastern half of the convention center including the Northeast exhibit space known as Hall A, the Southeast exhibit space known as Hall B, and the Southern portion of Southwest exhibit space known as Hall C. The 1986 expansion brought the overall total space of the convention center to its current footprint of approximate 1.2 million square feet. We understand that this addition is supported by a system of spread footings designed for an allowable bearing capacity of 3,000 pounds per square foot (psf). Figure 1 below presents a plan view of the previous convention center modifications. «-AsniNCTON Av ENI E -. _ w w =a44.r r:= ,a„ 1 _ ire HALL A ' ' HALL B —=-1-7".._ LEGEND — ti • _.;� a%•' 1957 CONSTRUCTION 1968 RENOVATION• i 1972 RENOVATION N1986 RENOVATION' oil HALL D HALL C . . , is — ; '-Al--'' 1as�- AA, — 'R� — .yaw. .-. .. ---___ . • ! ..L�7 !----Mr-, .. .$. • 'LA •, - H"i asa^� �'()\\"F:vric)\ ("ENTER DRIVE Figure 1: Existing Building Footprint Showing Original Construction Dates. Page 2 of 19 Geotechnical Engineering Report for Civil Improvements � Miami Beach Convention Center Renovation and Expansion Miami Beach, FL UES Project No.: 2130.1400016 (Report No.: G00124) 1.3 PROJECT DESCRIPTION The project includes the renovation and expansion of the existing Miami Beach Convention Center with the addition of a two-story ballroom and meeting spaces with parking located on the roof of the north and west additions. Additionally, the project includes the construction of a park pavilion to be located at the site of an existing parking lot just west of Convention Center Drive, between 18th and 19th Streets. The pavilion will consist of a concrete structure that incorporates "umbrellas" that make up the roof and exterior shading spaces. The enclosed pavilion space is attached to a one-story kitchen area structure that is shown to be constructed using masonry (CMU) load bearing walls that support a light gage deck and steel beam and joist roof structure. The masonry walls shall serve as the lateral system for the one story kitchen space and shall be designed to be compatible with the pavilion structure. Furthermore, we understand that civil improvements will be required, which will include roadway reconstruction, milling and resurfacing, drainage culvert installation, and new mast arm structures. Based on our understanding of the proposed civil improvements, the following will be required: ❖ New Construction (i.e. Roadway Reconstruction) along the following streets: 1. 19th Street between Meridian Avenue and Convention Center Drive (From Station 20+26.38 to Station 25+10.00) 2. 18th Street between Meridian Avenue and Convention Center Drive (From Station 30+26.34 to Station 35+10.00) 3. Convention Center Drive between 17th Street and Dade Boulevard (From Station 4+39.00 to Station 17+40.00) ❖ Culvert installation: 1. Convention Center Drive, between 17th Street and 19th Street 2. 19th Street between Convention Center Drive and Regional Pump Station "B" ❖ Milling and resurfacing Improvements: 1. Convention Center Drive (From Station 3+27.78 to 4+39.00 and From Station 17+40.00 to Station 19+41.35) 2. Washington Avenue between 21st Street and South of 18th Street (From Station 01+78.56 to Station 21+54.99) 3. Meridian Avenue between 19th and 18th Streets (From Station 20+26.38 to Station 30+26.34) 4. Intersection of 17th Street and Convention Center Drive Page 3 of 19 Geotechnical Engineering Report for Civil Improvements � Miami Beach Convention Center Renovation and Expansion Miami Beach, FL UES Project No.: 2130.1400016(Report No.: G00124) ❖ New Signalized Intersections (Mast Arms): 1. 20th Street and Washington Avenue 2. 21St Street and Washington Avenue 3. 17th Street and Convention Center Drive Roadway typical section in new construction area along Convention Center Drive will include two (2) travel lanes in each direction with a separated median and sidewalks. The roadway typical section along 19th Street will include one (1) lane in each direction with separated median and 10-foot wide parking spaces on each side. Also, the roadway typical section along 18th Street will include one lane in each direction with an 8-foot wide parking space in one direction. Page 4 of 19 Geotechnical Engineering Report for Civil Improvements `� Miami Beach Convention Center Renovation and Expansion Miami Beach, FL UES Proiect No.: 2130.1400016 (Report No.: G00124) 2.0 SCOPE OF SERVICES 2.1 PURPOSE The purposes of this geotechnical exploration were: • to explore and evaluate the subsurface conditions by advancing SPT (Standard Penetration Test) borings with special attention to potential geotechnical considerations that may affect the proposed design, construction, and serviceability of the proposed improvements; • to provide geotechnical engineering information and recommendations for groundwater considerations, foundation design, pavement design, and site preparation for preparation of construction documents. This report presents an evaluation of site conditions on the basis of traditional geotechnical procedures for site characterization. The recovered samples were not examined, either visually or analytically, for chemical composition or environmental hazards. 2.2 FIELD EXPLORATION The geotechnical study for this project included the performance of Standard Penetration Test (SPT) borings to explore the subsurface conditions for the various civil improvements. Specifically, the following field exploration program was performed for the proposed civil improvements: ❖ New Construction: SPT borings RW-1 through RW-10 were performed to depths of 10 feet below existing grades along Convention Center Drive, 19th Street and 18th Street to provide site preparation recommendations for the proposed new construction (i.e. roadway reconstruction). ❖ Culvert Installation: SPT borings DC-1 through DC-4 were performed to depths of 20 feet below existing grades along Convention Center Drive and 19th Street for temporary support of excavation analyses and design during installation of the culverts. ❖ Milling and Resurfacing: Asphalt pavement cores PC-1 through PC-7 were obtained in areas of proposed milling and resurfacing to determine the type and thickness of the existing asphalt. Additionally, shallow two-foot deep SPT borings were performed at each pavement coring location in order to determine the type and thickness of the existing base and subbase materials. ❖ Mast Arms: SPT borings MA-1 through MA-6 were performed to depths of 25 feet below existing grades in order to provide soil/rock parameters for use in drilled shaft foundation design in intersections of proposed signalization. Page 5 of 19 • • Geotechnical Engineering Report for Civil Improvements Miami Beach Convention Center Renovation and Expansion Miami Beach, FL UES Proiect No.: 2130.1400016(Report No.: G00124) • • • We have also ,included test borings TB-10, TB-11 and TB-12, which were performed along. Convention Center Drive for the proposed structures improvements. These borings fall within the limits of the proposed roadway reconstruction. • A representative of UES located the borings 'in the field based upon estimated distances, c relationships to obvious landmarks and the preliminary site plan provided to us. Elevations provided, • on the boring logs were interpolated from a topographic survey provided to us. Therefore, consider the indicated locations, elevations and depths to be approximate. The approximate locations of the test borings are summarized in Table 1 of Appendix B. Also, a plan view drawing of the approximate boring locations are presented in Appendix B of this report. • The SPT borings were advanced to the depths ranging from 2 to 70 feet below existing grade using the rotary wash method; samples were collected while performing the SPT at regular intervals. We completed the SPT in general accordance with ASTM D-1586 guidelines, with continuous sampling from 0 to 10 feet, and then at 5-foot sampling,intervals. The SPT test consists of driving a standard split-barrel sampler (split-spoon) into the subsurface using a 140-pound hammer free-falling 30 inches. The number of hammer blows required to drive the sampler 12 inches, after first seating it 6 inches, is designated the penetration resistance, or SPT-N value. This value is used as an index to soil strength and consistency. All SPT borings were performed with the use of a safety and automatic hammers. Samples collected during the SPT were placed in clean sample containers and transported to our laboratory where they were visually classified by a member of our geotechnical engineering staff in accordance with ASTM D-2488. • 2.3 LABORATORY TESTING The soil/rock samples recovered from the test borings were returned to the laboratory where a member of our geotechnical staff visually classified them, reviewed the field descriptions, and selected representative samples for laboratory tests. Tests were performed to aid in classifying the soils and to help evaluate the general engineering characteristics of the site soils. The samples from the roadway borings were classified using the American Association of State Highway and Transportation Officials (AASHTO) Soil Classification System in general accordance with the American Society of Testing and Materials (ASTM) test designation D-3282, titled "Classification of Soils and Soils-Aggregate Mixtures for Highway Construction Purposes". In addition, soil samples obtained from test boring performed for the proposed mast arm structure were classified using the Unified Soil Classification System (USCS) in accordance with ASTM test designation D-2488, titled "Standard Procedure for Description and Identification of Soils (Visual-Manual Procedure)" and ASTM D-2487 titled "Standard Test Method for Classification of Soils for Engineering Purposes". The • laboratory classification testing included natural moisture content (ASTM D-2216), percent passing the No. 200 sieve (AASHTO T-11), organic content by method of incineration (AASHTO T-267) and grain-size analyses (ASTM D-422). The laboratory test results are shown on the Boring Logs included in Appendix B of this report. Also, a summary table of laboratory .test results as well as grain-size distribution curves are,included in Appendix C of this report. • Page 6 of 19 • • Geotechnical Engineering Report for Civil Improvements r • Miami Beach Convention Center Renovation and Expansion Miami Beach, FL UES Project No.: 2130.1400016(Report No.: G00124) 3.0 FINDINGS " 3.1 REGIONAL GEOLOGY The Miami area of southern Florida is underlain by an alternating sequence of cemented and uncemented Pleistocene sedimentary deposits (Pleistocene Epoch, deposited 10,000 to 2 million years before the present): A near surface poorly cemented, oolitic Miami Limestone is underlain by a wide variety of loose to dense quartz sands and coarse to fine-grained limestones (Fort Thompson Formation). However, in many portions of Miami-Dade, surface sand deposits of the Pamlico Formation and man-made fill materials are encountered. The, Pamlico Formation is composed of unfossiliferous, unconsolidated quartz fine sand. The man-made fill deposit generally consists of granular fill material. The thickness of these deposits is in the order of three (3).to five (5) feet. Generally, the Pamlico formation overlies the Miami Limestone Formation. In the west part of the county, portions of the Everglades interfingers with the Pamlico Formation sands. The Everglades soils consist of peat, organic silt and calcareous silt marl. Generally, the Everglades soils have a thickness in the order of three (3) to seven (7) feet and overlie the Miami.Limestone Formation. The limestones found in the Miami area are much softer than the hard rock formations found elsewhere in the U.S. Although the limestone in Miami can be very porous and have a sponge-like open interconnected network of vugs and small voids, large cavities prone to sinkhole activity are not generally found in the Miami area because the`rock formations of South Florida are relatively young, as compared to those encountered in other parts of Florida. , - . 3.2 SURFACE CONDITIONS The Miami Beach Convention Center is located at 1901 Convention Center Drive in Miami Beach, Miami-Dade County, Florida. Currently the convention center is a three-story multi-use structure with loading docks,on the north and south ends of the structure. The structure is bordered to the south by the Jackie Gleason.Theatre, to the east by Washington Avenue, to the,west by Convention Center Drive and to the north by Dade Boulevard. Based on our review of a topographic survey provided to us, existing site elevations surrounding the convention center range from about +2.5 to +5.5 feet (NAVD 1988). Convention Center Drive and Meridian Avenue consist of roadways with two (2) travel lanes in each direction with roadside parking. Washington Avenue consists of a roadway with two lanes in each direction with limited separated median. 17th Street consist of a roadway with two (2) travel lanes in each direction with no roadside parking. 18th and 19th,Streets consist of roadways with one (1) travel lane in each direction with roadside parking. The pavement sections in each roadway are in poor conditions with some cracking, potholes and depressions visually evident on the surface. Based on the 1978 Soil Survey for Miami-Dade County, Florida, as prepared by the US Department of Agriculture (USDA); Natural Resources Conservation Service (NRCS), the predominant soil type at the site is identified as Urban Land. Appendix A of this report contains a USDA Soils Survey Map of - the general site vicinity. • • • Page 7 of 19 • • Geotechnical Engineering Report for Civil improvements `, Miami Beach Convention Center Renovation and Expansion Miami Beach, FL UES Project No.: 2130.1400016 (Report No.: G00124) Urban land consists of areas that are 60 percent to more than 75 percent covered with streets, buildings, large parking lots, shopping centers, industrial parks, airports, and related facilities. Other areas mostly lawns, parks, vacant lots, and playgrounds, are generally altered to such an extent that the former soils cannot be easily recognized and are in tracts too small to be mapped separately. 3.3 SUBSURFACE CONDITIONS The results of our field exploration, laboratory tests, together with pertinent information obtained from the SPT borings, such as soil profiles, penetration resistance and groundwater levels are shown on the boring logs included in Appendix B. The Key to Boring Logs is also included in Appendix B. The stratification lines shown on the boring logs represent the approximate boundaries between soil types, and may not depict exact subsurface soil conditions. The actual soil boundaries may be more transitional than depicted. A generalized table with the strata encountered is presented in Table 1 below. The soil profile was prepared from field logs after the recovered soil/rock samples were visually classified by a member of our geotechnical staff. TABLE 2 -SUMMARY OF SUBSURFACE STRATIFICATION Stratum Soil Description AASHTO Group 0 Asphalt Pavement N/A Light Brown to Brown Slightly Silty Fine to Medium SAND with Trace 1 A-1-b to Some Limerock Fragments (FILL) Brown to Gray Clean to Slightly Silty Fine to Medium Shelly SAND 2 (FILL) or Light Brown Fine to Medium Shelly SAND with Little A-3 Limerock Fragments (FILL) Dark Brown to Brown Silty, Occasionally Organic Stained, Fine to 3 A-2-4 Coarse SAND (FILL) Gray to Brown Sandy SILT with Occasional Roots or Brown Silty 4 A-4 Fine to Medium SAND (FILL) 5 Dark Brown Organic Sandy SILT or Dark Brown Organic Silty Fine to A-8 Medium SAND (FILL) 6 Light Brown to Gray Sandy LIMESTONE N/A 3.4 GROUNDWATER CONDITIONS The groundwater table was measured at each test location during the performance of the tests and confirmed immediately following completion of drilling operations. Test borings were performed during the wet season during June 2015. The groundwater table depths within the roadway borings were measured after a short stabilization period. The groundwater table depths ranged from 1.9 to 6.2 feet below existing grades (elevations ranged approximately from 0.9 to -1 foot, NAVD, 1988, with an average elevation of about -0.1 feet, NAVD, 1988). This information is shown on the Boring Logs attached to this report. Fluctuation in the observed groundwater levels should be expected due to rainfall variation, tidal conditions, construction activity and other factors. We recommend that The Designer consider the possibility of such fluctuation. Page 8 of 19 Geotechnical Engineering Report for Civil Improvements � Miami Beach Convention Center Renovation and Expansion Miami Beach, FL UES Proiect No.: 2130.1400016 (Report No.: G00124) 4.0 GEOTECHNICAL RECOMMENDATIONS 4.1 GENERAL The following recommendations are made based upon the attached test boring logs and laboratory data, our stated understanding of the proposed construction, and our experience with similar projects and subsurface conditions. If subsurface conditions are encountered during construction which were not encountered in the borings, those conditions should be reported immediately to UES for evaluation and possible recommendations. In this section of the report, recommendations are presented for groundwater considerations, building foundations, pavement design, site preparation, and construction related services. 4.2 GROUNDWATER CONSIDERATIONS The groundwater table will fluctuate seasonally depending upon local rainfall. The rainy season in South Florida is normally between May and October. Based upon the test boring data, a reasonable preliminary estimate for the seasonal high groundwater table is approximately 3.5 feet below existing grade (approximate elevation of +0.5 feet, NAVD 1988). The existing and estimated seasonal high groundwater table at each location appears on the boring logs in Appendix B. Note that our estimate of seasonal high groundwater level is based on limited data and does not provide any assurance that groundwater levels will not exceed the estimated level during any given year in the future. If the rainfall intensity and duration or total rainfall quantities exceed those normally anticipated, then groundwater levels will likely exceed the seasonal high estimate. If accurate groundwater levels are needed, monitoring wells should be installed and observed over the course of a few months to observe fluctuations in the water levels. The estimate of seasonal high groundwater level is made for the site at the present time. Future development of adjoining or nearby properties and development on a regional scale may affect the local seasonal high groundwater table. Universal makes no warranty on the estimate of the seasonal high groundwater table. UES recommends that all foundation and pavement design incorporate assumption of the seasonal high groundwater condition. We recommend that positive drainage be established and maintained on the site during construction. UES further recommends that permanent measures be implemented to maintain positive drainage throughout the life of the project. • Page 9 of 19 Geotechnical Engineering Report for Civil Improvements \.4 Miami Beach Convention Center Renovation and Expansion Miami Beach, FL UES Project No.: 2130.1400016 (Report No.: G00124) 4.3 GEOTECHNICAL EVALUATIONS AND RECOMMENDATIONS FOR ROADWAY RECONSTRUCTION 4.3.1 General We understand that portions of Convention Center Drive as well as 18th Street and 19th Street will require new construction (i.e. complete roadway reconstruction). Additionally, we understand that sections of Convention Center Drive, Meridian Avenue and Washington Avenue are being evaluated for milling and resurfacing improvements. Based on our review of the cross section sheets provided in the preliminary roadway plans provided to us, we understand that portions of Convention Center Drive will be raised by as much as 2.5 feet. 18th and 19th Streets will either be at grade or cut to a lower elevation. Results of the soil survey indicate that the project alignment is generally suitable for the proposed roadway improvements when viewed from a geotechnical engineering perspective. However, planning for the roadway improvement should carefully consider the impact of the existing low strength and highly compressible sandy silt (A-4) and organic (A-8) soils to the performance of the proposed roadway improvements. Sandy silt (A-4) materials were encountered in test locations RW-3 through RW-6, DC-2 and DC-3 at depths ranging from 2 to 9 feet below existing grades, with an average thickness of about 2.5 feet. Additionally, organic soils (A-8) were encountered in test locations DC-1, RW-7, RW-9, RW-10 and TB-11 at depths ranging from 2 to 6 feet below existing grades, with an average thickness of about 2.2 feet. The use of the following ground improvement alternatives were considered for areas of new construction: (a) Complete removal of unsuitable soils (A-4/A-8) and replacement with select fill material. (b) No removal of unsuitable soils (A-4/A-8) with geogrid reinforcement and geotextile separator. This involves leaving unsuitable soils (A-4/A-8) in place and utilizing a geotextile to serve as a separator between the shallow in-situ silt soils and the stabilized subgrade materials as well as a geogrid to serve as reinforcement for the base materials. (c) Limited removal of unsuitable soils (A-4/A-8) or no removal without geogrid reinforcement. Option (a) will likely be very difficult and costly to accomplish due to the complexity of removing the unsuitable soils due to the depth at which these soils were encountered. Nonetheless, option (a) above is the best alternative because it eliminates future settlements associated with the proposed roadway construction (filling) operations and eliminates roadway maintenance issues. In addition, the removal of the unsuitable soils may be difficult if underground utility lines are present at the site. Based on the subsurface and groundwater conditions encountered at the site as well as the anticipated loading conditions, alternative (b) is recommended. Alternative (c) will require that the very soft organic/silt soils (A-4/A-8) materials remain in place and likely induce primary and secondary consolidation settlements after completion of construction as a result of increase in roadway profile due to filling operations and traffic loading. It should be understood that alternatives (b) and (c) do not eliminate long-term settlements and will require periodic roadway maintenance as a result of on-going consolidation settlements of the sandy silt and organic soils. In our opinion, alternative (b) is more effective in that differential settlements are minimized. The final alternative should be selected by The Designer and the City of Miami Beach by performing a cost/benefit and risk analyses. Page 10 of 19 Geotechnical Engineering Report for Civil Improvements Miami Beach Convention Center Renovation and Expansion Miami Beach, FL UES Project No.: 2130.1400016(Report No.: G00124) 4.3.2 Settlement Analyses The magnitude of primary consolidation settlement depends on several factors including the coefficient of primary consolidation of the material, thickness of the silt layer, initial void ratio, and moisture content. Additionally, given the variation of Stratum 4/5 (A-4/A-8) thickness, differential settlements (i.e. rutting, cracking, potholes, depressions, etc.) are also expected. Primary settlement should be expected in areas of new construction where grades will be raised and/or new traffic loading will occur. Secondary consolidation settlement of organic soils (A-8) is also likely to occur as the organic materials decays over time. This will add an additional settlement over time that is in addition to the primary consolidation settlement that will occur due to raising of the roadway profile. Based on our analyses, we expect consolidation settlements to range from about 1 inch to 3 inches if grades are raised by one (1) to three (3) feet, respectfully. In the areas of new construction or widening, we recommend placing a layer of biaxial geogrid below the proposed roadway base materials to serve as a reinforcement layer. Also, it is recommended that a woven geotextile be used as a separator between the shallow in-situ silt/organic soils and the proposed stabilized subgrade materials to prevent mitigation of the fines into the upper subgrade/base layers. It should be noted that these are estimates based on empirical correlations between the initial void ratio and water content of the silt soils and coefficient of primary consolidation, as well as our experience in similar projects. Consolidation test results performed on undisturbed silt or organic samples (Shelby tubes) would yield more accurate settlement estimates. Prior to the placement of the geogrid-reinforcement, we recommend that the site be constructed to the top of the stabilized subgrade elevation and remain as such for a period of two (2) weeks in order to allow the silt or organic (A-4/A-8) materials to undergo some primary consolidation. This waiting period will help to minimize total settlements of the asphalt pavement section. After a minimum period of two (2) weeks, the construction may proceed with placement of the biaxial geogrid (at the bottom of the base material elevation) followed by base and asphalt pavement construction. 4.3.3 Geosynthetic Reinforcement The type of recommended ground improvement (option "b") requires that the new stabilized base be reinforced with a biaxial geogrid layer to create a stable roadway base. Additionally, the use of a woven geotextile is required to serve as a separator between the proposed stabilized subgrade materials and the in-situ silt soils that were encountered close to the ground surface. The proposed pavement section would then be constructed on the geogrid-reinforced base with a geotextile serving as a separator. The use of a geogrid will provide increased rigidity and a more uniform stress distribution throughout the base, thus reducing cracking, rutting and erratic pavement profile changes. Also, the use of the geotextile will prevent fines from the in-situ sandy silt/organic soil layer from pumping up to the base/stabilized subgrade layer and thus reducing the strength of these layers. Page 11 of 19 Geotechnical Engineering Report for Civil Improvements � Miami Beach Convention Center Renovation and Expansion Miami Beach, FL UES Project No.: 2130.1400016 (Report No.: G00124) We recommend that a geogrid reinforcement layer be placed at the bottom of the proposed base material elevation to provide reinforcement for the new pavement construction areas as well as to minimize any differential settlement between the existing and new pavement construction areas. Also, the geotextile shall be placed between the bottom of the stabilized subgrade material elevation. The biaxial geogrid and geotextile shall cover the entire roadway cross section. We recommend that the geogrid also be placed under the proposed sidewalk in order to limit differential settlement. The geogrid shall consist of a Tensar BX 1200 (Type 2) biaxial geogrid or Tensar Triax (TX) geogrid. The woven geotextile shall be TenCate Mirafi HP570. Figure 1 of this report presents a generalized geogrid placement detail. Figure 1 below presents a generalized geogrid and geotextile placement detail. ASPHALT PAVEMENT BIAXIAL lj GEOGRII\ BASE MATERIALS L x x x x x x x x x x x x x x x x x WOVEN GEOTEXTILE SUBGRADE MATERIALS x < x >c x > x X )( )( )< x x x x x x x IN—SITU SOILS Figure 1. Geogrid/geotextile placement detail It is to be noted that the use of geosynthetics beneath the pavement section has shown noticeable reduction in future maintenance cycles caused by long-term settlements. However, The City of Miami Beach and The Designer/Civil Engineer shall be aware that the use of a biaxial geogrid does not eliminate settlement but help to minimize stretching of the base course materials and pavement surface as future settlement occurs. Page 12 of 19 Geotechnical Engineering Report for Civil Improvements `, Miami Beach Convention Center Renovation and Expansion Miami Beach, FL UES Project No.: 2130.1400016 (Report No.: G00124) 4.3.4 Site Preparation Site preparation for new roadway construction as well as for the reconstruction alternative will most likely include striping of asphalt pavement or vegetation, excavation and installation of culvert structures, backfilling operations, placement of biaxial geogrid/geotextile, and asphalt pavement construction. Below are our discussions regarding the utilization and the site preparation requirements of the subsurface materials. All site preparation shall be in accordance with the latest version of the FDOT Standard Specifications for Road and Bridge Construction. ❖ The material from Stratum 0 is the asphalt pavement. ❖ The material from Strata Numbers 1 and 2 (A-1-b and A-3 soils) are considered to be select and should be utilized in accordance with FDOT Standard Index 505. ❖ The material from Stratum Number 3 (A-2-4 soils) is considered to be select and should be utilized in accordance with FDOT Standard Index 505. Certain types of A-2-4 material are likely to retain excess moisture and may be difficult to dry and compact. They should be used in the embankment above the water level existing at time of construction. They may be used in the subgrade portion of the roadbed when approved by Universal Engineering Sciences. ❖ The material from Stratum Number 4 (A-4) is considered to be plastic. This material was encountered in test locations RW-3 through RW-6, DC-2 and DC-3 at depths ranging from 2 to 9 feet below existing grades, with an average thickness of about 2.5 feet. We recommend that the silt (Stratum 4/A-4 soils) be left in place due to the depth at which these soils were encountered, underground utilities present, and the fact that only minor raising of grades will be required. It is recommended that geosynthetics be used to help minimize differential settlements due to raising of the roadway profile grades. Where applicable, a layer of biaxial geogrid reinforcement be placed at the bottom of the pavement base material elevation to serve as a reinforcement layer. The biaxial geogrid shall cover the entire roadway cross section and extend into the complete sidewalk footprint that will require raising of profile grades. The geogrid shall consist of a Tensar BX 1200 (Type 2) biaxial geogrid or Tensar Triax (TX) geogrid. The following limits will require biaxial geogrid reinforcement: 1) Convention Center Drive: From Station 4+39.00 to Station 17+40.00 Page 13 of 19 Geotechnical Engineering Report for Civil Improvements `� Miami Beach Convention Center Renovation and Expansion Miami Beach, FL UES Project No.: 2130.1400016(Report No.: G00124) • The material from Stratum Number 5 (A-8) is considered to be organic. This material was encountered in test locations DC-1, RW-7, RW-9, RW-10 and TB-11 at depths ranging from 2 to 6 feet below existing grades, with an average thickness of about 2.2 feet. We recommend that the organic (Stratum 5/A-8 soils) be left in place due to the depth at which these soils were encountered, underground utilities present, and the fact that only minor raising of grades will be required. It is recommended that geosynthetics be used to help minimize differential settlements due to raising of the roadway profile grades. Where applicable, a layer of biaxial geogrid reinforcement be placed at the bottom of the pavement base material elevation to serve as a reinforcement layer. Additionally, we recommend that a layer of woven geotextile be placed at the bottom of the proposed stabilized subgrade material elevation to serve as a separator between the in-situ Stratum 5 materials and the proposed stabilized subgrade materials. The biaxial geogrid and woven geotextile shall cover the entire roadway cross section. The geogrid shall consist of a Tensar BX 1200 (Type 2) biaxial geogrid or Tensar Triax (TX) geogrid. The woven geotextile shall be TenCate Mirafi HP570. The following areas will require geosynthetics: 1) 19th Street (Geogrid Only): From Station 20+45.01 to Station 25.10.00 2) 18th Street (Geogrid and Geotextile): From Station 30+52.19 to Station 35.10.00 • The material from Stratum Number 6 is considered to be the natural limestone formation. The material from this layer may be difficult to excavate, penetrate, and/or dewater, and may require special equipment to do so. 4.3.5 Fill Materials The embankment fill should consist of select material, meeting the requirements of Standard Index 505 and shall be constructed in general accordance of Section 120.8 of the FDOT Standard Specifications for Road and Bridge Construction. Page 14 of 19 Geotechnical Engineering Report for Civil Improvements � Miami Beach Convention Center Renovation and Expansion Miami Beach, FL UES Project No.: 2130.1400016 (Report No.: G00124) 4.4 GEOTECHNICAL EVALUATIONS AND RECOMMENDATIONS FOR ROADWAY MILLING AND RESURFACING 4.4.1 General As part of the geotechnical services for the civil improvements, we collected seven (7) asphalt pavement cores in areas of expected milling and resurfacing. Appendix B of this report provides a Pavement Coring Evaluation and Condition Data sheet along with photographs of the asphalt core specimens. The sections below provide evaluations of the base and subbase materials based on the results of our field sampling. 4.4.2 Existing Limerock Bearing Ratio (LBR) Value The base soils encountered in coring locations PC-1 through PC-2 generally consisted of slightly silty fine to medium sand with variable percentages of limerock fragments (A-1-b soils). Based on the results of the SPT borings and our interpretation of the field data, the subgrade materials encountered in locations PC-1 through PC-2 appear to be stabilized and most probably meet the minimum LBR value of 40 typically used by FDOT for design. The subbase materials encountered in test location PC-3 through PC-7 consisted of fine to medium sand (A-3) soils. Based on the results of the SPT borings and our experience with this type of material, it is likely that the A-3 materials may not meet a minimum LBR value of 40 typically used for stabilized subgrade. It should be noted that the subbase materials encountered in locations PC-1 and PC-2 consist of sandy silt (A-4) and organic sand (A-8), respectively. Based on the results of the SPT borings and our experience with this type of material, it is likely that the A-4/A-8 materials may not meet a minimum LBR value of 40 typically used for stabilized subgrade. 4.4.3 Milling and Resurfacing Recommendations The City of Miami Beach Public Works Department will provide the milling and resurfacing recommendations for this project. • Asphalt pavement core thicknesses ranged from 1.75 to 6 inches. Based on our visual observations, most pavement sections are in relatively poor condition with some cracking, potholes and depressions evident at the surface. These conditions may be caused by the underlying unsuitable soils encountered in the subgrade portion of the roadbed in some of the borings. The presence of unsuitable soils may have also caused past resurfacing efforts in isolated areas; an issue that may be attributed to the varying thicknesses in asphalt pavement as well as the visible separation in pavement cores (e.g. core No. PC-7). Page 15 of 19 Geotechnical Engineering Report for Civil Improvements � Miami Beach Convention Center Renovation and Expansion Miami Beach, FL UES Proiect No.: 2130.1400016 (Report No.: G00124) 4.5 RECOMMENDED SOIL/ROCK PARAMETERS FOR TEMPORARY SUPPORT OF EXCAVATION ANALYSES AND DESIGN FOR CULVERT INSTALLATION • We understand a drainage culvert will be installed as part of the civil improvements. At this point we have not been provided with any plans depicting the proposed pipe alignment and invert elevation. We understand this drainage culvert will be installed by means of open-cut method and thus will require the use of temporary ground support systems during installation. We understand that the design of temporary ground support systems will be performed by others as it is not in our scope of services. The geotechnical soil/rock design parameters for use in design of temporary ground support systems were obtained on the basis of established empirical relationships between the SPT "N"-values and the shear strength of the soil/rock strata, our local experience and literature review. It is to be noted that the SPT borings performed for this study were done with the use of safety and automatic hammers. The SPT "N"-values obtained from automatic hammers were corrected for hammer efficiency in accordance with the recommended relationship presented in the FDOT Soils and Foundations Handbook (2014) (N60 = 1.24*Nautomatic). Table 3 below presents a summary of soil/rock parameters for use in foundation design. TABLE 3: SUMMARY OF SOIL/ROCK PARAMETERS • GENERAL AVERAGE UNIT WEIGHT(pcf) FRICTION COHESION RANKINE EARTH PRESSURE MATERIAL COEFFICIENTS DESCRIPTION SPT N60 ANGLE (psi (USCS (BLOWS/ TOTAL EFFECTIVE (Degrees) ACTIVE PASSIVE AT-REST SYMBOL) FT.) Ytotat Yeff C Ka Kp Ko Granular Soil 13 110 48 32 0 0.31 3.25 0.47 (SP/SP-SM/SM) Organic SILT/SAND 10 90 28 20 0 0.49 2.04 0.66 (OL) Sandy SILT 2 90 28 24 0 0.42 2.37 0.59 (ML) Shelly SAND 15 110 • 48 32 0 0.31 3.25 0.47 (SP) Notes: 1) SPT N-value corresponds to N-values that have been corrected for hammer efficiency (Nfi0= 1.24*N Automatic Hammer). 2) We recommend ignoring any friction between the in-situ soils/rock and the ground support system. • Page 16 of 19 Geotechnical Engineering Report for Civil Improvements \b/Miami Beach Convention Center Renovation and Expansion Miami Beach, FL UES Proiect No.: 2130.1400016 (Report No.: G00124) 4.6 SOIL/ROCK PARAMETER RECOMMENDATIONS FOR MAST ARM FOUNDAITON DESIGN Table 3 in Appendix C of this report presents a summary of the geotechnical soil/rock parameters at each mast arm boring location. These are the recommended geotechnical soil/rock parameters for use in the foundation design of the proposed mast arm structures. The recommended soil/rock parameters were derived on the basis of established empirical relationships between the SPT N-value and the internal friction angle (4)) as well as statistical evaluation of the data. In addition, Table 3 includes the weighted average values of the geotechnical design parameters (i.e. equivalent unit weight, friction angle, etc.) to be used with the FDOT "Drilled Shaft Design for Sign and Signal Structures" version 2.02 (Brom's Method) worksheet. Drilled shaft foundation design was not part of our scope of services and we are assuming that this will be done by others. The soil/rock parameters p resented in Table 3 in A pp endix C (except for borin g MA-1) are higher than the submerged unit weight (y) and friction angle (0) of 50 pounds per cubic foot (pcf) and 30 degrees, respectively, used for design of foundations listed in FDOT Standard Indices 17743 and 17745 for mast arms. The Designer may use the FDOT Standard Indices for determination of required drilled shaft diameter and length in lieu of performing a special design with the soil/rock parameters presented in Table 3 of Appendix "C". It should be noted that boring location MA-1 encountered sandy silt (ML) at depths ranging from 2 to 4 feet below existing grades. Due to the presence of this layer, a special foundation design will be required at this location. Foundation design of the proposed drilled shaft supported mast arm was outside of our scope of services and will be performed by others. However, UES must review design calculations to ensure our recommendations are properly implemented. Page 17 of 19 Geotechnical Engineering Report for Civil Improvements Miami Beach Convention Center Renovation and Expansion Miami Beach, FL UES Project No.: 2130.1400016 (Report No.: G00124) 5.0 CONSTRUCTION CONSIDERATIONS 5.1 GENERAL ROADWAY CONSTRUCTION RECOMMENDATIONS Site preparation shall be in accordance with sections 110 and 120 of the FDOT Standard Specifications for Road and Bridge Construction and FDOT Standard Indices 500 and 505. 5.2 GROUNDATER CONTROL Dewatering may be required depending on the construction technique utilized, the invert elevation of the proposed structures and the time of the year when the construction occurs. Successful removal of the existing subsurface materials and installation of the drainage structures may necessitate that the work be performed in-the-dry, thereby requiring temporary lowering of the groundwater table in the proposed excavation areas. De-watering involves lowering the ambient groundwater table below the existing groundwater levels. The Contractor shall be aware that dewatering of the limestone formation may be difficult due to the relatively high permeability of the rock formation. The water from the on-site dewatering operations should be directed to a suitable discharge point and must be adequate to satisfy any local, state or federal regulatory agency. The decision about construction dewatering is left to The Contractor depending on the means and method of the proposed construction. 5.3 CONSTRUCTION RELATED SERVICES We recommend that the City of Miami Beach retain an independent geotechnical firm to perform construction material testing and observations on this project. Field tests and observations could include items such as verification of foundation subgrade by monitoring of proof-rolling operations, compaction testing, observing geogrid placement, and performing quality assurance tests on the placement of compacted structural fill. The geotechnical engineering design does not end with the advertisement of the construction documents. The design is an on-going process throughout construction. Therefore, monitoring of all earthwork and foundation construction activities should be performed by a qualified geotechnical engineer from Universal Engineering Sciences. Page 18 of 19 Geotechnical Engineering Report for Civil Improvements � Miami Beach Convention Center Renovation and Expansion Miami Beach, FL UES Proiect No.: 2130.1400016(Report No.: G00124) 6.0 RECOMMENDAIONS FOR FUTHER GEOTECHNICAL STUDIES The test borings performed for this project revealed the presence of unsuitable organic and silt soils (A-8/A-4) that my cause excessive short and long-term settlements to the proposed roadway and structures improvements if not properly addressed. The proper delineation of this material will help to reduce claims for unknown subsurface conditions during construction. We recommend performing these borings during the design phase if possible. 7.0 LIMITATIONS The test borings completed for this report were widely spaced and are not considered sufficient for reliably detecting the presence of isolated, anomalous surface or subsurface conditions, or reliably estimating unsuitable or suitable material quantities. Accordingly, UES does not recommend relying on our boring information to negate the presence of anomalous materials or for estimation of material quantities. Therefore, UES will not be responsible for any extrapolation or use of our data by others beyond the purpose(s) for which it is applicable or intended. UES should be provided with a set of final roadway plans so that we may ensure our recommendations are properly implemented prior to construction. During the early stages of this construction, geotechnical issues not addressed in this report may arise. Because of the natural limitations inherent in working with the subsurface, it is not possible for a geotechnical engineer to predict and address all possible problems. An (ASFE) publication, "Important Information About Your Geotechnical Engineering Report" appears in Appendix D, and will help explain the nature of geotechnical issues. Further, we present documents in Appendix E: Constraints and Restrictions, to bring to your attention the potential concerns and the basic limitations of a typical geotechnical report. Page 19 of 19 . • 13 • M Z v n • • • • • • • • q IP / • i • . / • • / 1 APPROXIMATE SITE LOCATION -•• + •• ,., ,, ,. 1. :, ,' „` hh '. h o-'ij 4 41 . :+ ®�---- —Qt, • .4._ .7 q,. .:I '.04,-,-4,.... •, ,i‘ ,:. .... ,. •, • 4t _ 4 - 'qt. ." •: ""' rP 4. {&* `',,,,• .i• � � 'f i! .1 Y. W . t Y,. .@01.11 aY ettli n .••;, M .. ,,,..e,,;.a 51 ': �Gr1! S 1. M •r- 11th Slp 1,-,.,„"j .• I i•`.as t >+�.ca �J►r 4 iy �'ai,s .it' v ,r .. ,jatfFvL''�'ft.:. 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Meters N o so 100 200 300 Fed A 0 M ap project a20W pb MeraGor 4 0O ona modina EW SF 44 8f0�0 g e tics:UiM Zne 17N NG981204 0 USDA Natural Resources Web Soil Survey 7/20/2015 Conservation Service National Cooperative Soil Survey Page 1 of 3 u)r) E o 0 C_ C O y O m N m �Q 7 m c) c`! 7 C N co I m N a CO O C m �+ C) 2 0 L m '0 N N O C m > 0 C a too '$ d a) 2 - a o� CO m� m E c co ci _y m rn 0•- OE m am - m ioc = o.0c LL E o a) a)0 y E m m et LN 0 00 or Zaa z yy� - Z ` vim, N N -D N d z ¢O N -co O a y 2 L Q < V m aco E E UNw o32239,-'9 o ca c t 3 y ca • Q m `2 co= f0 t N N C a c aN N 00. m a o mQ m O N E ; m m E m °-rm c �' m Ut� v a 6 5 co LL > > ° a) o c y a m m m cz m fi vui E m o o m m m ci e r Eg'E mmoa oo .1 e �° d aim@ ' � �p -�v _ ZS � � mm m amE Q �, a«v� m m ) m N S E aoa> a z� amQ8m dy m m 0N0 a O)E f0 m m °) a(0 m N m.N.. m 7)2 g. - ovL� c0 am>. ma. m93z a)2 m0 m ° )°mo.0 0 • cR m �~ c.) �. 2c% m .5 -0-37NNC c c = am•�-�' N• C (DE 4)" m lO ` 2 O O C Q 2 m m, � ` �' a m m O y �O E mo °8) y am =a �p am$ m � 0 > -o E� m� ( ERE .c° W C E �0•0 m m O m 0 W O N a c0 t r g(c (o O coo N .c o E O H 3 w E aN a E a)3U 2 $'0 Q O F LL O m V co C > Q m m!/) o U 0 m U c cn a -c 0 O > a j m Om co L U U 2 c v _ To )i U t 0. 2 O Cm m 8 - I m o V g z 2_ E ¢ co m E m 'o cc a 03 m m @ c `o q pp O m m L M m r 2 g m to- 0 (n > 3 O ! cn a d' S D 2 J 9 O LL C Q Z � 0 e � a % � Olill Y■ C9 3 4 2 W -J O. _ 0 Q O 0, .) c w l o y 0. • a° w E m 8i ED. c c c m m m y� 10 0 p _p a m a m 5 3 0 0 a 2. _ 4 6 m c O co cn m o o co 2 2 2 a ; g a i Soil Map—Miami-Dade County Area,Florida Miami Beach Convention Center Renovation Map Unit Legend Miami-Dade County Area,Florida(FL686) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 15 Urban land 65.1 100.0% Totals for Area of Interest 65.1 100.0% • • USDA Natural Resources Web Soil Survey 7/20/2015 Conservation Service National Cooperative Soil Survey Page 3 of 3 Map Unit Description—Miami-Dade County Area,Florida Miami Beach Convention Center Renovation-Description Map Unit Description The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area.The map unit descriptions in this report, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas.A map unit is identified and named according to the taxonomic classification of the dominant soils.Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena.Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes.Consequently,every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description.Other minor components,however,have properties and behavioral characteristics divergent enough to affect use or to require different management.These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each.A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions,especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data.The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements.The delineation of such segments on the map provides sufficient information for the development of resource plans.If intensive use of small areas is planned,however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. USDA Natural Resources Web Soil Survey 7/20/2015 o Conservation Service National Cooperative Soil Survey Page 1 of 3 Map Unit Description—Miami-Dade County Area,Florida Miami Beach Convention Center Renovation-Description Soils that have profiles that are almost alike make up a soil series.All the soils of a series have major horizons that are similar in composition, thickness, and arrangement.Soils of a given series can differ in texture of the surface layer,slope, stoniness,salinity,degree of erosion,and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example,Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas.Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar.Alpha-Beta association,0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management.The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform.An area can be made up of only one of the major soils or miscellaneous areas,or it can be made up of all of them.Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Additional information about the map units described in this report is available in other soil reports,which give properties of the soils and the limitations,capabilities, and potentials for many uses.Also,the narratives that accompany the soil reports define some of the properties included in the map unit descriptions. Report—Map Unit Description Miami-Dade County Area, Florida 15—Urban land Map Unit Setting National map unit symbol: p66j Mean annual precipitation: 62 to 70 inches Mean annual air temperature: 73 to 81 degrees F Frost-free period: 358 to 365 days Farmland classification: Not prime farmland USDA Natural Resources Web Soil Survey 7/20/2015 Conservation Service National Cooperative Soil Survey Page 2 of 3 Map Unit Description—Miami-Dade County Area,Florida Miami Beach Convention Center Renovation-Description Map Unit Composition Urban land: 98 percent Minor components: 2 percent Estimates are based on observations,descriptions,and transects of the mapunit. Description of Urban Land Setting Landform: Marine terraces Landform position(three-dimensional): Interfluve,talf Down-slope shape: Linear Across-slope shape: Linear Parent material: No parent material Interpretive groups Land capability classification(irrigated): None specified Other vegetative classification: Forage suitability group not assigned (G 156AC999FL) Minor Components Udorthents Percent of map unit: 2 percent Landform: Marine terraces Landform position(three-dimensional): Interfluve Down-slope shape: Convex Across-slope shape: Linear Other vegetative classification: Forage suitability group not assigned (G156AC999FL) Data Source Information Soil Survey Area: Miami-Dade County Area, Florida Survey Area Data: Version 5, Sep 9, 2014 USDA Natural Resources Web Soil Survey 7/20/2015 Conservation Service National Cooperative Soil Survey Page 3 of 3 • rn s- 1 X o3 • 1. . / 5 • iz,,. . . • MIAMI BEACH CONVENTION CENTER EXPANSION AND RENOVATION II r 1901 CONVENTION CENTER DRIVE CITY OF MIAMI BEACH,FLORIDA UES PROJECT No.2130.1400016 UNIVERSAL ewoiwceeiwo x�ewee$ TABLE 1-SUMMARY OF FIELD TEST LOCATIONS BORING APPROXIMATE TEST LOCATION(FT.) APPROXIMATE GROUND No. NORTHING EASTING SURFACE ELEV.(NAVD,1988) RW-1 532834.0 940861.3 5.7 RW-2 532652.0 940815.8 5.9 RW-3 532403.4 940883.9 4.7 RW-4 532098.9 940895.1 4.8 RW-5 531837.3 940904.7 4.1 RW-6 531582.1 940904.7 3.1 RW-7 531675.1 940672.1 3.5 RW-8 531667.0 940384.6 3.1 RW-9 532235.0 940414.4 2.5 _ _ RW-10 532244.5 940704.6 4.6 TB-10 532677.1 940872.5 5.9 TB-11 532190.2 940893.5 5 TB-12 531788.2 940905.7 4.5 DC-1 532209.1 940618.6 3.8 DC-2 532215.1 940817.3 4.7 DC-3 531963.0 940841.4 4.5 DC-4 531402.3 940864.5 3 MA-1 531292.5 940859.6 2.8 _ _ MA-2 531216.0 940937.1 2.4 MA-3 532850.8 941747.4 3.4 MA-4 532906.2 941827.9 3.4 _ MA-5 533114.3 941759.1 2.5 MA-6 533190.3 941814.9_ _ 3.6 PC-1 532154.4 940269.5 - N/A PC-2 531725.9 940323.6 N/A PC-3 532850.8 941747.4 N/A PC-4 531376.3 941888.4 N/A PC-5 532153.2 941795.7 N/A PC-6 532786.2 941830.4 N/A PC-7 533114.3 941759.1 N/A PC-5 532153.2 941795.7 N/A PC-6 532786.2 941830.4 N/A PC-7 533114.3 941759.1 N/A Notes: 1) The northing and easting coordinates were obtained by converting latitude and longitude coordinates obtained from a hand-held GPS device.Therefore, these coordinates should be considered approximate to within a few feet. 2) The ground surface elevations were obtained from a topographic survey provided by the City of Miami Beach. Elevations were interpolated from nearby , survey shorts and should be considered approximate. u.v °-u n'"...a...u, 136 la 13 k3 39 IWVM 1114 S s1J31M�dv 3NL0 L31N30 NOLLN3N O0 106L Y I SS3111N3� EJJO (Kl�W I t s ;H N NOI1VAON3U 2i31N30 NOIIN3ANOO HOTS IWHIW t1 E ; 4P-'11111113-r"—''''A, —if,:---'--7 :-.:'''':'7h4-'1""'—'.. 47," . . 77.-.,:-.('--- --,,mr..-7-- -7---.7:1-. --).-- "''''.'s . 11„.. .._,it!;.P,,,,i.:,..-,, -..-.- ---- i. 1 1 . dr• • • • ' ' I *._• i 1 I 4 I e I..1 f: moo. �1 , z 2 < �;° • t 11 44.9..... - - r "�- -° ail —.— r . „ M 1'' '= « _y S im _ hE �� # --' al�� �S a�°x�r- ill �� _I. 1 i Ia!LJ! 'P! m1I�- ;I P.. �� � . �e I- N ;g` 1 a E� i U 1 I,�- -. -�.r's 1:¢•n^iiii i - $W I I I +k 1 ili. �Eft1IiIII"II!I r• Ti �,�s_EL p 1 �I � I� � , . , I l s 1 F I a _ 0 1 i I • d FF LL — eg "•T's-tuo'b. 1•,•___ _ VI_ 1_M� _ s fir_ I . 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I ; ei IN i • , .f ...-� 5�.�� a 1 .141"11111`� l El # I! eI #�e1 1 .- -, /' ,' �si3■ °= I '^ 1 I I .,Il1 II1 gil 1` iix it g i � ;EI p1,1 ,p1 i{I I l+l u1 , / � �� R w 1 111 lI�lelilll�i��li�E`bIII11161iE! � Iig i m4.1 t ,, /....- �'� ai:m a ee z a ane ! leaa 1 1 R P UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2130.1400016 BORING LOGS REPORT NO.: G00123 PAGE: 1 PROJECT: Miami Beach Convention Center Renovation and Expansion BORING DESIGNATION: DC-1 SHEET: 1 of 1 1901 Convention Center Drive Miami Beach,Florida NORTHING(ft): EASTING(ft): CLIENT: Office of the City Manager G.S.ELEVATION(ft): 3.80 SPT DATE: 6/22/15 LOCATION: See Test Location Plan WATER TABLE(ft): 3.1 CORING DATE: 6/22/15 REMARKS: CME-55(Automatic Hammer) DATE OF READING: 6/22/2015 DRILLED BY: JLC/MV EST.W.S.W.T.(ft): TYPE OF SAMPLING: SPT A BLOWS N Y ROCK CORING DATA DEPTH M M -200 MC ORG. DOWN (BLOWS/ W.T. DESCRIPTION (%) CONTENTREC RQ(FT.) M (%) DP RESSURE TIME L INCREMENT ) O E L (4) (/o) (%) (PSI) (a.) 0 \4.5"Asphalt Pavement .• •• Light Brown Slightly Silty Fine to Medium SAND with Some Limerock Fragments(FILL; 15-7-5-5 12 .- SP-SM/A-1-b) 2-2-3-4 5 5 r1'I i j Dark Brown Organic Sandy SILT(FILL;OL/A-8) 4-4-4-4 8 !'1i 51 40 20 p..'c Light Brown Fine to Medium Shelly SAND(FILL; i ..'4.'.0 SP/A-3) 9-8-9-9 17 ..•.L Aa '.k•a:•o• 10 9 7-.10-.10.. ....17.... ,�„. I p.'.'c Light Gray Fine to Medium Shelly SAND(FILL; ,'.'4...4 SP/A-3) 15 ...4-.6-7-8... ....13... .:,.....21: .44 • .2.'.n 4. V • .• • 20 8-&7-8... ....15.... SPT Boring Terminated at Depth of 20 Feet. Borehole Grouted. III P UNIVERSAL ENGINEERING SCIENCES PROJECT NO 2130.1400016 BORING LOGS REPORT NO.: G00123 PAGE: 2 PROJECT: Miami Beach Convention Center Renovation and Expansion BORING DESIGNATION: DC-2 SHEET: 1 of 1 1901 Convention Center Drive Miami Beach,Florida NORTHING(ft): EASTING(ft): CLIENT: Office of the City Manager G.S.ELEVATION(ft): 4.70 SPT DATE: 6/19/15 LOCATION: See Test Location Plan WATER TABLE(ft): 5.7 CORING DATE: 6/19/15 REMARKS: CME-55(Automatic Hammer) DATE OF READING: 6/19/20015 DRILLED BY: JLC/MV EST.W.S.W.T.(ft): TYPE OF SAMPLING: SPT A BLOWS N Y ROCK CORING DATA DEPTH M M -200 MC ORG. DOWN DEPTH p PER 6' (BLOWS/ W.T. B DESCRIPTION (y°) (%) CONTENTRECRQDpRESSURE TIME E INCREMENT FT.) O (%) (%) (%) (PSI) (s.) 0 ,5"Asphalt Pavement •: •. Light Brown Slightly Silty Fine to Medium SAND with Some Limerock Fragments(FILL; 6 12-13-12-14 25 1 -\SP-SM/A-1-b) W . Brown Silty Fine to Medium SAND(FILL;SM/A-2-4) 3-3-3-3 6 5 ...Brown.Silty Fine.to.Medium SAND.(F LL;.SM(A-4) 41 37 A 2-1-1-1 2 111 Gray Fine to Medium Shelly SAND(FILL;SP/A-3) 2-2-2-2 4 . 10 / ...8-7-9-8... ....16.... • 15 / 4-5.6-6... ....11.... .. . 20 .3, -4... ....B .1■1■ - SPT Boring Terminated at Depth of 20 Feet. Borehole Grouted. ■ P UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2130.1400016 � BORING LOGS REPORT NO.: G00123 PAGE: 3 PROJECT: Miami Beach Convention Center Renovation and Expansion BORING DESIGNATION: DC-3 SHEET: 1 Of 1901 Convention Center Drive Miami Beach,Florida NORTHING(ft): EASTING(ft): CLIENT: Office of the City Manager G.S.ELEVATION(ft): 4.50 SPT DATE: 6/19/15 LOCATION: See Test Location Plan WATER TABLE(ft): 5.4 CORING DATE: 6/19/15 REMARKS: CME-55(Automatic Hammer) DATE OF READING: 6/19/20015 DRILLED BY: JLC/MV EST.W.S.W.T.(ft): TYPE OF SAMPLING: SPT S S A BLOWS N Y ROCK CORING DATA DEPTH M M -200 MC ORG. DOWN (FT') L INCREMENT (BLOWS/FT) W.T.T. O DESCRIPTION (%) (%) CONTENTREC RQDpRESSUR:TIME E L (/o) (%) (A.) (PSI) (s.) 0 Iiii_6"Asphalt Pavement Light Brown Slightly Silty Fine to Medium SAND with Some Limerock Fragments(FILL; 13-12-12-13 24 ,...`- SP-SM/A-1-b) -- • Gray Silty Fine to Medium SAND(FILL;SMIA-2-4) 3-3-2-2 5 �� • Gray Sandy SILT with Trace of Roots(FILL; 5 I.• .MLIA-4) 83 78 A1-1-1-1 2 ,, m■ Gray Fine to Medium Shelly SAND(FILL;SP/A-3) ik 2 29 2-1-1-1 2 10 / .8-10-1.3-1.4. ....23.... 15 3.6CrZ... ....12.... :..•.::.:.• 15 20 _2-2,2-2... 4 . SPT Boring Terminated at Depth of 20 Feet. Borehole Grouted. 1 P UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2130.1400016 BORING LOGS REPORT NO.: G00123 PAGE: 4 PROJECT: Miami Beach Convention Center Renovation and Expansion BORING DESIGNATION: DC-4 SHEET: 1 Of 1 1901 Convention Center Drive Miami Beach,Florida NORTHING(ft): EASTING(ft): CLIENT: Office of the City Manager G.S.ELEVATION(ft): 3.00 SPT DATE: 6/19/15 LOCATION: See Test Location Plan WATER TABLE(ft): 1.3 CORING DATE: 6/19/15 REMARKS: CME-55(Automatic Hammer) DATE OF READING: 6/19/20015 DRILLED BY: JLC/MV EST.W.S.W.T.(ft): TYPE OF SAMPLING: SPT 5 S A BLOWS N. Y ROCK CORING DATA DEPTH M M -200 MC ORG. DOWN PER(FT.) L INCREMENT (BLOWS/FT) W.T.T. O DESCRIPTION (%) (%) CONTENTRECRODpRESSURETIME E L (%) (/0) (%o) (PSI) (a.) 0 IP.\5"Asphalt Pavement I Light Bran Slightly Silty Fine to Medium SAND with Some Limerock Fragments(FILL; 18-12-5-5 17 SP-SM/Pr1-b) Light Brown Fine to Medium Shelly SAND(FILL; SP/A-3) 1-1-1-1 2 Dark Brown Silty Fine to Medium Organic Stained 18 33 3 \SAND(FILL;SM/A-2-4) 5 11 :...Light.Gray.Fine.to.Medium Shelly.S.N .D with Little 111 ' Limerock Fragments(FILL;SP/A-3) 2-4-6-6 10 i9-9-10-11 19 /� 10 .8-10-11-1.1. ...21.... /l 15 ...5-5,6 6... ....11... . • 4355... ....8 .,,`. 20 SPT Boring Terminated at Depth of 20 Feet. Borehole Grouted. ■ P UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2130.1400016 BORING LOGS REPORT NO.: G00123 PAGE: 5 PROJECT: Miami Beach Convention Center Renovation and Expansion BORING DESIGNATION: MA-1 SHEET: 1 of 1 1901 Convention Center Drive Miami Beach,Florida NORTHING(ft): EASTING(ft): CLIENT: Office of the City Manager G.S.ELEVATION(ft): 2.80 SPT DATE: 6/19/15 LOCATION: See Test Location Plan WATER TABLE(ft): 1.9 CORING DATE: 6/19/15 REMARKS: CME-55(Automatic Hammer) DATE OF READING: 6/19/2015 DRILLED BY: JLC/MV EST.W.S.W.T.(ft): TYPE OF SAMPLING: SPT A BLOWS N Y ROCK CORING DATA DEPTH M M 6' (BLOWS/ W.T. 200 MC ORG. DESCRIPTION DOWN (FT') L INCREMENT FT.) p (%) (%) CONTENTRECRODpRESSURETIME E L (o) (%) (/0) (PSI) (s.) 0 ' Light Brown Slightly Silty Fine to Medium SAND I :' with Some Limerock Fragments(FILL; I SP-SM/A-1-b) 34-18-9-5 27 ,..,� i • • Brown Sandy SILT(FILL;MUA-4) 82 77 1-1-1-1 2 ,�■ '..p:.'.•c Gray Fine to Medium Shelly SAND(FILL;SP/A-3) Fit ° ,' 2-2-2-2 4 •:. ,n• 6-7-9-12 16 :4 :c P rl 10 .10-10-9-1.0. ....19... :..d•.:.F p••f a• .x Q.. 0 15 6 Cr7-Z... ....13.... Light Brown Sandy LIMESTONE I I I MI 20 12-12-1416 ...26.... I I I _LT_ 1 I / I-LL.- 25 •1 .8-l&-2O-24. ....38.... - SPT Boring Terminated at Depth of 25 Feet. Borehole Grouted. 1 ' UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2130.1400016 \/ BORING LOGS REPORT NO.: G00123 PAGE: 6 PROJECT: Miami Beach Convention Center Renovation and Expansion BORING DESIGNATION: MA-2 SHEET: 1 of 1901 Convention Center Drive Miami Beach,Florida NORTHING(ft): EASTING(ft): CLIENT: Office of the City Manager G.S.ELEVATION(ft): 2.40 SPT DATE: 6/23/15 LOCATION: See Test Location Plan WATER TABLE(ft): 3.1 CORING DATE: 6/23/15 REMARKS: CME-45(Safety Hammer) DATE OF READING: 6/23/2015 DRILLED BY: LT/LT EST.W.S.W.T.(ft): TYPE OF SAMPLING: SPT A BLOWS N Y ROCK CORING DATA DEPTH M M 6' (BLOWS/ W.T. DESCRIPTION -200 MC ORG. DOWN (FT.) L INCREMENT FT.) p (%) (%) CONTENTRECRODPRESSURETIME E L (k) (%) (') (PSI) (s.) 0 • Brown Slightly Silty Fine to Medium SAND(FILL; • SP-SM/A-1-b) -X . . 30-16-11-13 27 ■ ' Gray Slightly Silty Organic Stained Fine to Medium _X • •• •• SAND(FILL;SP-SM/A-1-b) 6-8-7-9 15 9 26 3 'p... . c Light Gray Fine to Medium Shelly SAND(FILL; . . 5— d SF/A-3) a 0 7-9-13-20 22 ..•.L _X a.. 22-23-19-21 42 •p.'••.° Q —X • .• .• 10 241:8-19-15 ....37 d. a a' • .o •- 4.:z _ a.. . .p.:•� • 4 _X .. .4 .p.• L 15 4-4,56. 9 :d a - Q ..z I Light Brown Sandy LIMESTONE _X I 20 r 31.28.28-26 ....56 I - I - I I I _X I 25 25.26.22-14 ....48 .L. SPT Boring Terminated at Depth of 25 Feet. Borehole Grouted. R P UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2130.1400016 BORING LOGS REPORT NO.: G00123 PAGE: 7 PROJECT: Miami Beach Convention Center Renovation and Expansion BORING DESIGNATION: MA-3 SHEET: 1 Of 1 1901 Convention Center Drive Miami Beach,Florida NORTHING(ft): EASTING(ft): CLIENT: Office of the City Manager G.S.ELEVATION(ft): 3.40 SPT DATE: 6/23/15 LOCATION: See Test Location Plan WATER TABLE(ft): 2.9 CORING DATE: 6/23/15 REMARKS: CME-45(Safety Hammer) DATE OF READING: 6/22/2015 DRILLED BY: LT/LT EST.W.S.W.T.(ft): TYPE OF SAMPLING: SPT S S A BLOWS N Y ROCK CORING DATA DEPTH M M -200 MC ORG. DOWN (FT') • PER 6" (BLOWS/ W.T. DESCRIPTION DOWN L INCREMENT FT.) B (%) (%) CONTENTRECRQ TIME E L (%) (%) (%) (PSI) (s•) 0 \3"Asphalt Pavement I / ;• Brown Slightly Silty Fine to Medium SAND with Little 1 ' Limerock Fragments(FILL;SP-SM/A-1-b) 32-30-21-23 51 i16-14-9-9 23 ■� r:;. p..'c Light Brown Fine to Medium Shelly SAND(FILL; 5 11 ..'d••. SP/A-3) • 5-7-11-12 18 U15-17-18-21 35 p.•:° 11 . . 4• p..'c• 10 20-25 20.18 ....45 ■■■1■ p..'c Gray Fine to Medium Shelly SAND(FILL;SP/A-3) aE .p. .1 . 1. . I� . .. .o 15 i' _11,18-8,8.. ....26 ° 4 Light Brown Sandy LIMESTONE I 11 20 •31-20-24-2.1 44 I I 1 I I 1 ' I �� I 25 •1.471.6-18-20 34 I SPT Boring Terminated at Depth of 25 Feet. Borehole Grouted. R P UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2130.1400016 ‘../ BORING LOGS REPORT NO.: G00123 PAGE: 8 PROJECT: Miami Beach Convention Center Renovation and Expansion BORING DESIGNATION: MA-4 SHEET: 1 of 1 1901 Convention Center Drive Miami Beach,Florida NORTHING(ft): EASTING(ft): CLIENT: Office of the City Manager G.S.ELEVATION(ft): 3.40 SPT DATE: 6/23/15 LOCATION: See Test Location Plan WATER TABLE(ft): 3.4 CORING DATE: 6/23/15 REMARKS: CME-45(Safety Hammer) DATE OF READING: 6/22/2015 DRILLED BY: LT/LT EST.W.S.W.T.(ft): TYPE OF SAMPLING: SPT A BLOWS N Y ROCK CORING DATA DEPTH M M -200 MC ORG. (FT.) L INCREMENT (BLFT) W T. O DESCRIPTION (%) (%) CONTENTREC RQ DOWN DPRESSURE TIME E L (%) (%) (%) (PSI) (a.) 0 \3"Asphalt Pavement l' �� ;' Brown Slightly Silty Fine to Medium SAND with• Some Limerock Fragments(FILL;SP-SM/A-1-b) 40-16-11-11 27 S5 10 ;,�. _ I . 'c Light Brown Fine to Medium Shelly SAND(FILL; 5 I 1:.:d.....,..SP/PA3) • . 6-8-8-9 16 I� a L a..o. 12-14-18-22 32 ..R..:, ,p.• 10 20-1822-21 ....40.... p.. c Gray Fine to Medium Shelly SAND(FILL;SP/A-3) a4 15 1.4-13-12-14 ...25... °• .. p..'c ; .1..', , R 20 ii 12 71.1-15-29 ...26.... q.• p..'c o•. o• •i;••.r w 25 ili ..18-.10-7.5.. ....17 SPT Boring Terminated at Depth of 25 Feet. Borehole Grouted. IIII P UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2130.1400016 11.40 BORING LOGS REPORT NO.: G00123 PAGE: 9 PROJECT: Miami Beach Convention Center Renovation and Expansion BORING DESIGNATION: MA-5 SHEET: 1 Of 1 1901 Convention Center Drive Miami Beach,Florida NORTHING(ft): EASTING(ft): CLIENT: Office of the City Manager G.S.ELEVATION(ft): 2.50 SPT DATE: 6/23/15 LOCATION: See Test Location Plan WATER TABLE(ft): 3 CORING DATE: 6/23/15 REMARKS: CME-45(Safety Hammer) DATE OF READING: 6/22/2015 DRILLED BY: LT/LT EST.W.S.W.T.(ft): TYPE OF SAMPLING: SPT s- S A BLOWS N Y ROCK CORING DATA DEPTH M PER 6" (BLOWS/ W.T. M DESCRIPTION -200 MC ORG. DOWN (FT) L INCREMENT FT.) B (%) (%) CONTENTRECRODpRESSURETIME E L (%) (%) (%) (PSI) (s.) 0 \3"Asphalt Pavement r Light Gray Slightly Silty Fine to Medium SAND and Limerodc Fragments(FILL;GP-GM/A-1-b) I 24-19-8-8 27 7:7\Brown Fine to Medium SAND(FILL;SP/A-3) v :d..° Light Brown Fine to Medium Shelly SAND(FILL; a':.o` SP/A-3) •6-7-8-10 15 a. .: 8-12-16-16 28 ...:° • . 4< r 14-16-16-17 32 9•-.F Q ,', 10 4 1.5-1.9-21-18 ....40 a ..o. p•.'n Gray Fine to Medium Shelly SAND(FILL;SP/A-3) . .a •C Q. d •4':2 15 1.471.7-13-14 ....30 ,� .•o. • . .-., A •p,�'.•. 1' I Light Brown to Gray Sandy LIMESTONE 20 ..9.9-8-.19.. ....17 J I 25 22-21-19-20 ....40 ■I SPT Boring Terminated at Depth of 25 Feet. Borehole Grouted. R P UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2130.1400016 BORING LOGS 1 REPORT NO.: 00123 PAGE: 10 PROJECT: Miami Beach Convention Center Renovation and Expansion BORING DESIGNATION: MA-6 SHEET: 1 Of 1 1901 Convention Center Drive Miami Beach,Florida NORTHING(ft): EASTING(ft): CLIENT: Office of the City Manager G.S.ELEVATION(ft): 3.60 SPT DATE: 6/23/15 LOCATION: See Test Location Plan WATER TABLE(ft): 3.2 CORING DATE: 6/23/15 REMARKS: CME-45(Safety Hammer) DATE OF READING: 6/22/2015 DRILLED BY: LT/LT EST.W.S.W.T.(ft): TYPE OF SAMPLING: SPT S S A BLOWS N Y ROCK CORING DATA DEPTH M M 200 MC ORG. DOWN PER 6"(Fr') P INCREMENT (BLOWS/ W.T. O DESCRIPTION (%) (%) CONTENTREC RODpRESSURE TIME E L (/°) (%) (%) (PSI) (s.) 0 LA \3"Asphalt Pavement •' Brown Slightly Silty Fine to Medium SAND with Little I Limerock Fragments(FILL;SP-SM/A-1-b) 29-18-12-12 30 I� 11-6-5-5 11 5 ril - p.. n Light Brown Fine to Medium Shelly SAND(FILL; 3-4-5-7 9 A.•., SP/A-3) 9,,.4 I\� .p.'•L, 14-22-29-23 51 a 4 :' Fl 4. 10 21-22-18-19 ....40.... �G p..'c Gray Fine to Medium Shelly SAND(FILL;SP/A-3) 4 .a..-, R 15 1.5,18-22-19 ....40.... °.' •• /5,• t dE ..o a A- 20 •�� Light Gray,Poorly Cemented,Sandy LIMESTONE ..6 713,10.. ....15.... .i I 1.I p.."c Light Gray to Brown Fine to Medium Shelly SAND ..'d.'.. (SP/A-3) a•' 0 Ii 4 25 1. -].4.1.7-18 ....31.... ;.; . SPT Boring Terminated at Depth of 25 Feet. Borehole Grouted. R P UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2130.1400016 \/ BORING LOGS REPORT NO.: G00123 PAGE: 18 I PROJECT: Miami Beach Convention Center Renovation and Expansion BORING DESIGNATION: RW-1 SHEET: 1 Of 1 1901 Convention Center Drive Miami Beach,Florida NORTHING(ft): EASTING(ft): CLIENT: Office of the City Manager G.S.ELEVATION(ft): 5.70 SPT DATE: 6/18/15 LOCATION: See Test Location Plan WATER TABLE(ft): 6.1 CORING DATE: 6/18/15 REMARKS: CME-55(Automatic Hammer) DATE OF READING: 6/18/2015 DRILLED BY: JLC/MV EST.W.S.W.T.(ft): TYPE OF SAMPLING: SPT S S A BLOWS N Y ROCK CORING DATA DEPTH M M -200 MC ORG. DOWN (FT.) (%)INCREMENT (BLOWS/FT.) W.T. B DESCRIPTION (%) (%) CONTENTRECRODPRESSURE TIME E L (/°) (%) (%) (PSI) (s.) 0 \5"Asphalt Pavement • Light Brawn Slightly Silty Fine to Medium SAND • with Some Limerock Fragments(FILL;A-1-b) 14-16-6-9 22 Light Brawn Fine to Medium SAND with Little Limerock Fragments(FILL;A-3) _ 4-8-7-7 15 5—Y • •' •' 4-4-5-5 9 •3-3-3-3 6 y: , : .p..'c Gray Fine to Medium Shelly SAND(FILL;A-3) .a ; 10 ..6-..7-8-8... ....15.... .r_ SPT Boring Terminated at Depth of 10 Feet. Borehole Grouted. IR p UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2130.1400016 BORING LOGS REPORT NO.: G00123 PAGE: 20 PROJECT: Miami Beach Convention Center Renovation and Expansion BORING DESIGNATION: RW-2 SHEET: 1 of 1 1901 Convention Center Drive Miami Beach,Florida NORTHING(ft): EASTING(ft): CLIENT: Office of the City Manager G.S.ELEVATION(ft): 5.90 SPT DATE: 6/19/15 LOCATION: See Test Location Plan WATER TABLE(ft): 6.0 CORING DATE: 6/19/15 REMARKS: CME-55(Automatic Hammer) DATE OF READING: 6/19/2015 DRILLED BY: JLC/MV EST.W.S.W.T.(ft): TYPE OF SAMPLING: SPT S S A BLOWS N Y ROCK CORING DATA DOWN DEPTH M PER 6" (BLOWS/ W.T. M DESCRIPTION -200 MC ORG. DPRESSURE (FT.) L INCREMENT FT.) B (%) (%) CONTENTREC RO TIME E L (%) (%) (%) (PSI) (s.) 0 ,5"Asphalt Pavement -X •• Light Brown Slightly Silty Fine to Medium SAND with Some Limerock Fragments(FILL;A-1-b) 13-12-12-10 24 .'p.'. r Light Brown Fine to Medium Shelly SAND(FILL; . -X ••d...• A-3) 696r7 *MIMI Dark Brown Silty Organic Stained Fine to Medium 5— ..SANK(FILL;.A72-4) 2-2-3-3 5 Z ® _ 26 22 1 Gray Fine to Medium SAND(FILL;A-3) -X . .. .. 3-4-4-4 8 _X 10 4-4-5-5... ....9 . SPT Boring Terminated at Depth of 10 Feet. Borehole Grouted. g P UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2130.1400016 BORING LOGS REPORT NO.: G00123 PAGE: 21 PROJECT: Miami Beath Convention Center Renovation and Expansion BORING DESIGNATION: RW-3 SHEET: 1 Of 1 1901 Convention Center Drive Miami Beach,Florida NORTHING(ft): EASTING(ft): CLIENT: Office of the City Manager G.S.ELEVATION(ft): 4.70 SPT DATE: 6/18/15 LOCATION: See Test Location Plan WATER TABLE(ft): 5.3 CORING DATE: 6/18/15 REMARKS: CME-55(Automatic Hammer) DATE OF READING: 6/18/2015 DRILLED BY: JLC/MV EST.W.S.W.T.(ft): TYPE OF SAMPLING: SPT A BLOWS N Y ROCK CORING DATA DEPTH M M 6" (BLOWS/ W.T. DESCRIPTION -200 MC ORG. DOWN (Ff.) L INCREMENT FT.) B (%) (%) CONTENTRECRQDFRESSUR=TIME L E L (%) (%) (%) (PSI) (a.) 0 WWI\2"Asphalt Pavement - . Light Brown Slightly Silty Fine to Medium SAND with Some Limerock Fragments(FILL;A-1-b) 40-38-18-20 56 +� _ • Light Brown Fine to Medium SAND with Little Limerock Fragments(FILL;A-3) 18-8-7-6 15 .... — • • Gray Sandy SILT(FILL;A-4) 5—. . .'IL...:. . 1-1-2-2 3 1•6•41 p...h Gray Fine to Medium Shelly SAND(FILL;A-3) -Y a4 • 49-9-6 18 Q ..z _X 10—i...fi-6-76... ....13.... .'L� SPT Boring Terminated at Depth of 10 Feet. Borehole Grouted. iu / UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2130.1400016 \4 BORING LOGS REPORT NO.: G00123 PAGE: 22 PROJECT: Miami Beath Convention Center Renovation and Expansion BORING DESIGNATION: RW-4 SHEET: 1 Of 1 1901 Convention Center Drive Miami Beach,Florida NORTHING(ft): EASTING(ft): CLIENT: Office of the City Manager G.S.ELEVATION(ft): 4.80 SPT DATE: 6/18/15 LOCATION: See Test Location Plan WATER TABLE(ft): 4.9 CORING DATE: 6/18/15 REMARKS: CME-55(Automatic Hammer) DATE OF READING: 6/18/2015 DRILLED BY: JLC/MV EST.W.S.W.T.(ft): TYPE OF SAMPLING: SPT S S A BLOWS N Y ROCK CORING DATA DEPTH M T 6" (BLOWS/ W.T. M DESCRIPTION -200 MC ORG. DOWN (Fr') L INCREMENT FT.) B (%) (%) CONTENTRECRODPRESSURETIME E L (%) (%) (%) (PSI) (a.) 0 -5"Asphalt Pavement –X ' .•' .• Light Brown Slightly Silty Fine to Medium SAND • with Some Umerock Fragments(FILL;A-1-b) ____18-16-14-14 30 p..'c Light Brown Fine to Medium Shelly SAND(FILL; '.A. A-3)• –1( ..o 8-9-8-8 • 17 _____— • Dark Brown Sandy SILT(FILL;A-4) 2-2-2-2 4 Gray Slightly Silty Fine to Medium SAND(FILL; A-2-4) I ..X 4-4-3-5 7 _X . .. .. 10 5-6-7-7. . . 13.... . SPT Boring Terminated at Depth of 10 Feet. Borehole Grouted. II P UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2130.1400016 \/ BORING LOGS REPORT NO.: G00123 PAGE: 23 PROJECT: Miami Beach Convention Center Renovation and Expansion BORING DESIGNATION: RW-5 SHEET: 1 Of 1 1901 Convention Center Drive Miami Beach,Florida NORTHING(ft): EASTING(ft): CLIENT: Office of the City Manager G.S.ELEVATION(ft): 4.10 SPT DATE: 6/18/15 LOCATION: See Test Location Plan WATER TABLE(ft): 4.9 CORING DATE: 6/18/15 REMARKS: CME-55(Automatic Hammer) DATE OF READING: 6/18/2015 DRILLED BY: JLC/MV EST.W.S.W.T.(ft): TYPE OF SAMPLING: SPT S S A BLOWS N Y ROCK CORING DATA DEPTH M PER 6" (BLOWS/ W.T. M DESCRIPTION -200 MC ORG. DOWN (FT.) L INCREMENT FT.) p (%) (%) CONTENTRECROI)PRESSURETIME E L (%) (%) (%) (PSI) (a.) 0 111.,6"Asphalt Pavement• I Light Brave Slightly Silty Fine to Medium SAND •1 with Some Limerock Fragments(FILL;A-2-4) 32-28-16-12 44 ,,,�„� Light Brawn Silty Fine to Medium Shelly SAND (FILL;A-2-4) 26 37 7-6-5-5 11 �� Gray Sandy SILT(FILL;A-4) 5 rilli ...., 2-1-1-1 2 1-1-1-1 2 •• •r . Gray Fine to Medium SAND(FILL;A-3) 10 ii.1-WO1r1/187. ..W0.1i.. 0 2-2-3-3 5 SPT Boring Terminated at Depth of 12 Feet. Borehole Grouted. g P UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2130.1400016 BORING LOGS REPORT NO.: G00123 PAGE: 24 PROJECT: Miami Beach Convention Center Renovation and Expansion BORING DESIGNATION: RW-6 SHEET: 1 Of 11 1901 Convention Center Drive Miami Beach,Florida NORTHING(ft): EASTING(ft): CLIENT: Office of the City Manager G.S.ELEVATION(ft): 3.10 SPT DATE: 6/18/15 LOCATION: See Test Location Plan WATER TABLE(ft): 4 CORING DATE: 6/18/15 REMARKS: CME-55(Automatic Hammer) DATE OF READING: 6/18/2015 DRILLED BY: JLC/MV EST.W.S.W.T.(ft): TYPE OF SAMPLING: SPT S S A BLOWS N Y ROCK CORING DATA DEPTH M M -200 MC ORG. DOWN (FT) p PER 6' (BLOWS/ W.T. B DESCRIPTION (%) (%) CONTENTRECRODPRESSURETI L INCREMENT FT.) 0 (%) (%) (%) (PSI) (a.) 0 1M,6"Asphalt Pavement – Light Brawn Slightly Silty Fine to Medium SAND with Some Limerock Fragments(FILL;A-1-b) - 30-12-10-8 22 ,E__ _ –\ / • • Gray Sandy SILT(FILL;A-4) - 3-3-2-2 5 ,rte Light Brown Fine to Medium SAND(FILL;A-3) —X . .. ..3 –1( 3-6-9-8 15 Gray Fine to Medium Shelly SAND(FILL;A-3) _X .•.....-. 10 7.-.7- ... ....15... .r.— SPT Boring Terminated at Depth of 10 Feet. Borehole Grouted. g P UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2130.1400016 BORING LOGS REPORT NO.: G00123 PAGE: 25 PROJECT: Miami Beach Convention Center Renovation and Expansion BORING DESIGNATION: RW-7 SHEET: 1 Of 1 1901 Convention Center Drive Miami Beach,Florida NORTHING(ft): EASTING(ft): CLIENT: Office of the City Manager G.S.ELEVATION(ft): 3.50 SPT DATE: 6/23/15 LOCATION: See Test Location Plan WATER TABLE(ft): 3.9 CORING DATE: 6/23/15 REMARKS: CME-55(Automatic Hammer) DATE OF READING: 6/23/2015 DRILLED BY: JLC/MV EST.W.S.W.T.(ft): TYPE OF SAMPLING: SPT S S A BLOWS N Y ROCK CORING DATA DEPTH M M -200 MC ORG. • PER 6" (BLOWS/ W.T. DESCRIPTION DOWN (FT.) L INCREMENT FT.) p (%) (%) CONTENTRECRODpRESSURETIME E L (%) (%) (%) (PSI) (s.) 0 \3"Asphalt Pavement i - Light Brown Slightly Silty Fine to Medium SAND and Limerock Fragments(FILL;A-1-b) 25-18-20-13 38 , .. . Dark Brown to Gray Silty Fine to Medium SAND _ ...:, (FILL;A-8) 41 51 19 6-4-3-3 7 -- :". . .:-' 34 41 2-2-2-2 4 -\ / Brown Fine to Medium SAND(FILL;A-3) 68-8-8 16 -X 10 _7-9,9-9.. ..18 SPT Boring Terminated at Depth of 10 Feet. Borehole Grouted. • R P UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2130.1400016 BORING LOGS REPORT NO.: G00123 PAGE: 26 I PROJECT: Miami Beach Convention Center Renovation and Expansion BORING DESIGNATION: RW-8 SHEET: 1 Of 1 1901 Convention Center Drive Miami Beach,Florida NORTHING(ft): EASTING(ft): CLIENT: Office of the City Manager G.S.ELEVATION(ft): 3.10 SPT DATE: 6/23/15 LOCATION: See Test Location Plan WATER TABLE(ft): 2.8 CORING DATE: 6/23/15 REMARKS: CME-55(Automatic Hammer) DATE OF READING: 6/23/2015 DRILLED BY: JLC/MV EST.W.S.W.T.(ft): TYPE OF SAMPLING: SPT S S A BLOWS N Y ROCK CORING DATA DEPTH M PER 6' M -200 MC ORG. DOWN (Fr.) L INCREMENT (B FT.) W.T. O DESCRIPTION (%) (%) CONTENT o REC RO TIME -PRESSURE E L CA) (%) (PSI) (a.) 0 \3"Asphalt Pavement f •' Light Brown Slightly Silty Fine to Medium SAND with Some Limerock Fragments(FILL;A-1-b) 15-15-12-11 27 — Light Brown Silty Fine to Coarse SAND(FILL; Li 19 7 5-6-5-5 11 p...•c Light Brown Fine Shelly SAND(FILL;A-3) 5—. . .. '1-....4 a•..o 3-4-4-3 8 4 .'= 3 22 o.. 6-7-8-8 15 P.'.:. • 4 -< –X . . . p.. 10 ...9-841-7... ....16.... .■ — SPT Boring Terminated at Depth of 10 Feet. Borehole Grouted. UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2130.1400016, Il P BORING LOGS REPORT NO.: G00123 PAGE: 27 PROJECT: Miami Beach Convention Center Renovation and Expansion BORING DESIGNATION: RW-9 SHEET: 1 of 1901 Convention Center Drive Miami Beach,Florida NORTHING(ft): EASTING(ft): CLIENT: Office of the City Manager G.S.ELEVATION(ft): 2.50 SPT DATE: 6/22/15 LOCATION: See Test Location Plan WATER TABLE(ft): 2.8 CORING DATE: 6/22/15 REMARKS: CME-55(Automatic Hammer) DATE OF READING: 6/22/20015 DRILLED BY: JLC/MV EST.W.S.W.T.(ft): TYPE OF SAMPLING: SPT S S A BLOWS N Y ROCK CORING DATA DOWN DEPTH M p PER 6" (BLOWS/ W.T. M DESCRIPTION -200 MC ORG. DPRESSURE (�) L INCREMENT FT.) p (%) (%) CONTENTRECRO TIME E L (%) (%) (%) (PSI) (a.) 0 \2"Asphalt Pavement r •• Light Brown Slightly Silty Fine to Medium SAND•1413-12-12 25 .• with Some Limerock Fragments(FILL;A-1-b) Xp.'.'c Light Brown Fine to Medium Shelly SAND(FILL; 2-2-3-2 5 !PIPIT! Dark Brown Silty Organic Fine to Medium SAND 5—. . •:;� :..(FILL;.A78) 3.4 8 � 24 43 3-4-4-4 16 p..'c Brown to Gray Fine to Medium Shelly SAND(FILL; ..•9.•.• A-3) 'i• n 7-7-8-7 15 .o.•,r: 4 ,'z 10 ..9-&9-9... ....17.... ,'L . SPT Boring Terminated at Depth of 10 Feet. Borehole Grouted. 4. UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2130.1400016 h.40 BORING LOGS REPORT NO.: G00123 PAGE: 19 PROJECT: Miami Beach Convention Center Renovation and Expansion BORING DESIGNATION: RW-10 SHEET: 1 of 1 1901 Convention Center Drive Miami Beach,Florida NORTHING(ft): EASTING(ft): CLIENT: Office of the City Manager G.S.ELEVATION(ft): 4.60 SPT DATE: 6/22/15 LOCATION: See Test Location Plan WATER TABLE(ft): 4 CORING DATE: 6/22/15 REMARKS: CME-55(Automatic Hammer) DATE OF READING: 6/22/2015 DRILLED BY: JLC/MV EST.W.S.W.T.(ft): TYPE OF SAMPLING: SPT S S A BLOWS N Y ROCK CORING DATA DEPTH M M -200 MC ORG. (FT.) L INCREMENT (BLFOT;S/ W.T. BO DESCRIPTION ("/a) (%) CONTENT DOWN TIME DPRESSURE E L (%) (%) (%) (PSI) (s.) 0 4111.-\3"Asphalt Pavement f -X . •. •.. Light Brown Slightly Silty Fine to Medium SAND with Some Umerock Fragments(FILL;A-1-b) X12214 40 ;. . 'p.'.'r Light Brain Fine to Medium Shelly SAND(FILL; • y d A-3) •.n 4-4x-4 8 "3„s Dark Brown Silty Organic Fine to Medium SAND 5—. ti. ...(FILL:.A-8) 2-2-1-2 3 emr --p.'.•c Brown to Gray Fine to Medium Shelly SAND(FILL; '9.•.• A-3) - a.••. 2-6-7-8 13 4...: - 10 .8-.8-9-9... ....17 _ . SPT Boring Terminated at Depth of 10 Feet. Borehole Grouted. R P UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2130.1400016 BORING LOGS REPORT NO.: G00123 PAGE: 30 PROJECT: Miami Beach Convention Center Renovation and Expansion BORING DESIGNATION: TB-10 SHEET: 1 of 1 1901 Convention Center Drive Miami Beach,Florida NORTHING(ft): EASTING(ft): CLIENT: Office of the City Manager G.S.ELEVATION(ft): 5.90 SPT DATE: 6/18/15 LOCATION: See Test Location Plan WATER TABLE(ft): 6.2 CORING DATE: 6/18/15 REMARKS: CME-55(Automatic Hammer) DATE OF READING: 6/18/2015 DRILLED BY: JLC/MV EST.W.S.W.T.(ft): TYPE OF SAMPLING: SPT S Y A BLOWS N Y ROCK CORING DATA DEPTH M M -200 MC ORG. DOWN PER(FT.) L INCREMENT (BLOWS/FT) W.T.T. B DESCRIPTION (%) (%) CONTENTRECROr TIME "YRESSUR= E L (%) (%) (%) (PSI) (s.) 0 /1 15-16-9-9 255"Asphalt Pavement f // 5-5-6-7 11 withtSome Limeerock Fragments(FILL; SAND 5 /1 4-5-5-5 10 . SP-SM/A-1--b) ]� -L .°.• Brown Fine to Medium SAND(FILL;SP/A-3) / /.1 - 4-3-4-4 7 a•- Light Gray to Brown Fine to Medium Shelly SAND ....4s. (FILL;SP/A-3)•10 _7-6.743_ ....13... o;:r Light Brown to Gray Sandy LIMESTONE 15 W.j...679r9... ....16.... I 20 11...7-6-&9... ....16.... }. l 1- I I ...Loss of Drilling Fluid Circulation 25 // . 29... .J..i., ji214-15-15 - 22-24,28.30 ....52.... (. 30 i - I ...Poorly Cemented 35 ' 1.1.1.6-19-20 ....35.... I 1 , I i12.15-15.17 ....30....40 ..F. 45 1/=.12-12-.50/4'....24.... 1 • 1 1 2-23-33-504 ...56....50 1 ....).. 55 //....50/3" ..50/3.".. .( I 1 60 1..29-50/3"... ..50/3'... ..II . .. 65 /1....50/4" ..50/4."... i.... 1 70 /1....50/3" _50/37... SPT Boring Terminated at Depth of 70 Feet. Borehole Grouted. 1 . , R P UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2130.1400016 BORING LOGS REPORT NO.: G00123 PAGE: 31 PROJECT: Miami Beach Convention Center Renovation and Expansion BORING DESIGNATION: TB-11 SHEET: 1 of 1 1901 Convention Center Drive Miami Beach,Florida NORTHING(ft): EASTING(ft): CLIENT: Office of the City Manager G.S.ELEVATION(ft): 5.00 SPT DATE: 6/23/15 LOCATION: See Test Location Plan WATER TABLE(ft): 5.0 CORING DATE: 6/23/15 REMARKS: CME-45(Safety Hammer) DATE OF READING: 6/23/2015 DRILLED BY: LT/LT EST.W.S.W.T.(ft): TYPE OF SAMPLING: SPT S S A BLOWS N Y ROCK CORING DATA DEPTH M M -200 MC ORG. PER 6" (BLOWS/ W.T. DESCRIPTION DOWN (Fr') L INCREMENT FT.) p (%) (%) CONe ENTRECRQDRIESSURcTIME E L (k) (%) (%) (PSI) (s.) 0 k • 2"Asphalt Pavement EC 32-28-22-19 50 • ' ' •- Light Brown Slightly Silty Fine to Medium SAND 1 16-17-16-12 33 ••••• • with Some Limerock Fragments(FILL; 5 /1 7-3-3-4 6 .•' ' •SP-SM/A-1b) 22-... ....38 11.6 r► Brown Fine to Medium SAND(FILL;SP/A-3) � ND 3-2-3-7 5 �® Dark Brown Silty Fine to Medium Organic SA 32 3 10 „ 4 c'•• • (FILL;OLJA-8) 6-7-5... ....13 •�•:: I a.:• • Gray Silty Fine to Medium Organic Stained SAND 4 •h Some Roots(FILL;SM/A 2-4) •a Gray Fine to Medium Shelly SAND(FILL;SP/A-3) 15 " ..8-.7-8-4... ....15 d. . 1 p•. 20 I . .. . Light Brown Fine to Medium SAND with Little Limestone Fragments(SP/A-3) 25 i 1.5.1.4.10-12 ....24 :•••• •30 i. 2450/5".. ..50/5" I I Light Brown to Gray Sandy LIMESTONE I 35 ....50/4" 50/4" NM . i I '2.'' Light Brown Fine to Medium SAND with Some 40 "39-78.10-21 ....28... ........:..•:'..::'. Limestone Fragments{SP/A-3) 1 45 1"1.8-15-1414 ...29 50 "20-23.25.26 ....48 1 Light Brown to Gray Sandy LIMESTONE I 55 1"....50/4" 50/4' M II 60 "39-29-26-28 ....55 _ SPT Boring Terminated at Depth of 60 Feet. Borehole Grouted. ■ P UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2130.1400016 BORING LOGS REPORT NO.: G00123 PAGE: 32 PROJECT: Miami Beach Convention Center Renovation and Expansion BORING DESIGNATION: TB-12 SHEET: 1 of 1 1901 Convention Center Drive Miami Beach,Florida NORTHING(ft): EASTING(ft): CLIENT: Office of the City Manager G.S.ELEVATION(ft): 4.50 SPT DATE: 6/18/15 LOCATION: See Test Location Plan WATER TABLE(ft): 4.5 CORING DATE: 6/18/15 REMARKS: CME-45(Safety Hammer) DATE OF READING: 6/18/2015 DRILLED BY: LT/LT EST.W.S.W.T.(ft): TYPE OF SAMPLING: SPT S S A BLOWS N Y ROCK CORING DATA DEPTH M M -200 MC ORG. PER (�') E INCREMENT (BLOWS/FT.) W.T.T. B DESCRIPTION (%) (%) CONTENTREE)RQ) DOWN TIME L (%) " (%)DPRESSURE (PSI) (a.) 0 A 10.12-14 4 26 \3"Asphalt Pavement ■ Brown Slightly Silty Fine to Medium SAND with �� 6-8-8-8 16 d.. Some Limerock Fragments(FILL;SP-SM/A-1-b) 5 02 4-2-2-2 4 a':` •Light-Brown Fine-to•Medium'Shelly'SJ1ND•(F1Lt, \SP/A-3) f -' 24-6-8 10 •.'d.',F Gray Fine to Medium Shelly SAND(FILL;SP/A-3) .7&10:11.. ...18 ' 10 I . a. :. .f 15 "...2-2-3-4... ....5 ' o 7 d..•� 20 i 27-30-50/2". ..80/8" T ..Light Brown•ta Gray Sandy LIMESTONE I 25 ..20-50/4"... ..50/4" I il I 30 11....50/3" 50/3" I ...Loss of Drilling Fluid Circulation 35 1.17-12-8-1.0. ....20 1 ..Gray.Fine to Medium SAND with Trace of . .. Limestone Fragments(SP/A-3) 40 "1.7.1&17-20 ....35 11' Gray Sandy LIMESTONE 45 '. 1.4-.19.13.16 ....32 I I 1 50 I....50/250/2 I - II I1.8.20.19.24 ....39 I l Cemented I I ...Poorly 60 207i2-13-16 ....25 1 i 65 j....50I2" 50/2 70 W....50/2" 50/2 _ SPT Boring Terminated at Depth of 70 Feet. Borehole Grouted. _ . R P UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2130.1400016 BORING LOGS REPORT NO.: G00123 PAGE: 21 PROJECT: Miami Beach Convention Center Renovation and Expansion BORING DESIGNATION: PC-1 SHEET: 1 Of 1 1901 Convention Center Drive Miami Beach,Florida NORTHING(ft): EASTING(ft): CLIENT: Office of the City Manager G.S.ELEVATION(ft): N/A SPT DATE: 6/23/15 LOCATION: See Test Location Plan WATER TABLE(ft): G.N.E. CORING DATE: 6/23/15 REMARKS: CME-55(Automatic Hammer) DATE OF READING: 6/23/2015 DRILLED BY: JLC/MV EST.W.S.W.T.(ft): TYPE OF SAMPLING: SPT S S A BLOWS N Y ROCK CORING DATA DEPTH M PER 6" (BLOWS/ W.T. M DESCRIPTION -200 MC ORG. DOWN (Fr.) L INCREMENT FT.) p (%) (%) CONTENTRECRQDPRESSURETIME E L (%) (%) (%) (PSI) (a.) 0 11.75"Asphalt Pavement . Light Brawn Slightly Silty Fine to Medium SAND and — 1( ■ \Limerocc Fragments(FILL;Base;A-1-b) P Gray Sandy SILT with Some Limerock Fragments - 23-16-11-4 27 ' . ' (FILL;Subgrade;A-4) ter. Pavement Core and SPT Boring Terminated at Depth of 2.1 Feet. Borehole Grouted. R P UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2130.1400016 BORING LOGS REPORT NO.: G00123 PAGE: 22 PROJECT: Miami Beach Convention Center Renovation and Epansion BORING DESIGNATION: PC-2 SHEET: 1 of 1 1901 Convention Center Drive Miami Beach,Florida NORTHING(ft): EASTING(ft): CLIENT: Office of the City Manager G.S.ELEVATION(ft): N/A SPT DATE: 6/23/15 LOCATION: See Test Location Plan WATER TABLE(ft): G.N.E. CORING DATE: 6/23/15 REMARKS: CME-55(Automatic Hammer) DATE OF READING: 6/23/2015 DRILLED BY: JLC/MV EST.W.S.W.T.(ft): TYPE OF SAMPLING: SPT S S A BLOWS N Y ROCK CORING DATA DEPTH M M -200 MC ORG. DOWN (Fr.) L INCREMENT (B FT) W.T. O DESCRIPTION (%) (%) CONTENTREC RQ TIME DPRESSURE E L (%) (%) (%) (PSI) (s.) 0 \2.25"Asphalt Pavement r •• Light Brown Slightly Silty Fine to Medium SAND and Limerock Fragments(FILL;Base;A-1-b) • Dark Brown Organic Fine to Medium SAND(FILL; 21-15-6-6 21 -" \Subgrade;A-8) r Pavement Core and SPT Boring Terminated at Depth of 2.2 Feet. Borehole Grouted. ■ P UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2130.1400016 BORING LOGS REPORT NO.: G00123 PAGE: 23 PROJECT: Miami Beach Convention Center Renovation and Expansion BORING DESIGNATION: PC-3 SHEET: 1 of 1901 Convention Center One Miami Beach,Florida NORTHING(ft): EASTING(ft): CLIENT: Office of the City Manager G.S.ELEVATION(ft): N/A SPT DATE: 6123/15 LOCATION: See Test Location Plan WATER TABLE(ft): G.N.E. CORING DATE: 6/23/15 REMARKS: CME-55(Automatic Hammer) DATE OF READING: 6/23/2015 DRILLED BY: JLCIMV EST.W.S.W.T.(ft): TYPE OF SAMPLING: SPT S S A BLOWS N Y ROCK CORING DATA DOWN DEPTH M PER 6' (BLOWS/ W.T. M DESCRIPTION -200 MC ORG. DPRESSURE (FT') L INCREMENT FT.) p (%) (%) CONTENTRECRO TIME E L (%) (%) (%) (PSI) (s.) C I . 6"Asphalt Pavement Light Brown Slightly Silty Fine to Medium SAND and \Limerock Fragments(FILL;Base;A-1-b) r Brown Fine to Medium SAND(FILL;Subgrade;A-3) _30-16-11-13 27 Pavement Core and SPT Boring Terminated at Depth of 2.5 Feet. Borehole Grouted. IP UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2130.1400016 BORING LOGS REPORT NO.: G00123 PAGE: 24 PROJECT: Miami Beach Convention Center Renovation and Expansion BORING DESIGNATION: PC-4 SHEET: 1 of 1 1901 Convention Center Drive Miami Beach,Florida NORTHING(ft): EASTING(ft): CLIENT: Office of the City Manager G.S.ELEVATION(ft): N/A SPT DATE: 6/23/15 LOCATION: See Test Location Plan WATER TABLE(ft): G.N.E. CORING DATE: 6/23/15 REMARKS: CME-55(Automatic Hammer) DATE OF READING: 6/23/2015 DRILLED BY: JLC/MV EST.W.S.W.T.(ft): TYPE OF SAMPLING: SPT S' - S A BLOWS N Y ROCK CORING DATA DEPTH M PER 6" (BLOWS/ W.T. M DESCRIPTION -200 MC ORG. DOWN (�') L INCREMENT FT.) B (%) (%) CONTENTRECRODpRESSURETIME E L (%) (%) W°) (PSI) (s.) 0 \2.5"Asphalt Pavement _J • Light Brown Slightly Silty Fine to Medium SAND and - ■;.-\Limerock Fragments(FILL;Base;A-1-b) /- .• Brain Fine to Medium SAND(FILL;Subgrade;A-3) 18-18-10-9 28 �� Pavement Core and SPT Boring Terminated at Depth of 2.3 Feet. Borehole Grouted. • gP UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2130.1400016 \4 BORING LOGS REPORT NO.: G00123 PAGE: 25 PROJECT: Miami Beach Convention Center Renovation and Expansion BORING DESIGNATION: PC-5 SHEET: 1 of 1 1901 Convention Center Drive Miami Beach,Florida NORTHING(ft): EASTING(ft): CLIENT: Office of the City Manager G.S.ELEVATION(ft): N/A SPT DATE: 6/23/15 LOCATION: See Test Location Plan WATER TABLE(ft): G.N.E. CORING DATE: 6/23/15 REMARKS: CME-55(Automatic Hammer) DATE OF READING: 6/23/2015 DRILLED BY: JLC/MV EST.W.S.W.T.(ft): TYPE OF SAMPLING: SPT S S A BLOWS N Y ROCK CORING DATA DEPTH M M -200 MC ORG. DOWN (Fr.) INCREMENT (BLOWS/ W.T. B DESCRIPTION (%) (%) CONTENTRECRODPRESSURETIME E L (%) (%) (%) (PSI) (s.) 0 -\3"Asphalt Pavement r •• Light Brown Slightly Silty Fine to Medium SAND and ::.. Limerock Fragments(FILL;Base;A-1-b) Brown Fine to Medium SAND(FILL;Subgrade;A-3) 118-21-15-12 36 Pavement Core and SPT Bating Terminated at Depth of 2.3 Feet. Borehole Grouted. IIII P UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2130.1400016 BORING LOGS REPORT NO.: G00123 PAGE: 26 i PROJECT: Miami Beach Convention Center Renovation and Expansion BORING DESIGNATION: PC-6 SHEET: 1 Of 1 1901 Convention Center Drive Miami Beach,Florida NORTHING(ft): EASTING(ft): CLIENT: Office of the City Manager G.S.ELEVATION(ft): N/A SPT DATE: 6/23/15 LOCATION: See Test Location Plan WATER TABLE(ft): G.N.E. CORING DATE: 6/23/15 REMARKS: CME-55(Automatic Hammer) DATE OF READING: 6/23/2015 DRILLED BY: JLC/MV EST.W.S.W.T.(ft): TYPE OF SAMPLING: SPT S S A BLOWS N Y ROCK CORING DATA DEPTH M M -200 MC ORG. DOWN (Fr') L INCREMENT (BLOWS/FT.) W T. O DESCRIPTION (%) (%) CONTENTRECRQDpRESSURETIME E L (%) (%) (%) (PSI) (a.) 0 1 I \2.25"Asphalt Pavement r Light Brain Slightly Silty Fine to Medium SAND and - II \Limerock Fragments(FILL;Base;A-1-b) P .•• Brown Fine to Medium SAND(FILL;Subgrade;A-3) '1 19-15-10-7 25 _ Pavement Core and SPT Boring Terminated at Depth of 2.2 Feet. Borehole Grouted. 4 p UNIVERSAL ENGINEERING SCIENCES PROJECT NO.: 2130.1400016 640 BORING LOGS REPORT NO.: G00123 PAGE: 27 PROJECT: Miami Beach Convention Center Renovation and Expansion BORING DESIGNATION: PC-7 SHEET: 1 of 1 1901 Convention Center Drive Miami Beach,Florida NORTHING(ft): EASTING(ft): CLIENT: Office of the City Manager G.S.ELEVATION(ft): N/A SPT DATE: 6/23/15 LOCATION: See Test Location Plan WATER TABLE(ft): G.N.E. CORING DATE: 6/23/15 REMARKS: CME-55(Automatic Hammer) DATE OF READING: 6/23/2015 DRILLED BY: JLC/MV EST.W.S.W.T.(ft): TYPE OF SAMPLING: SPT S S A BLOWS N Y ROCK CORING DATA DEPTH M M 6' (BLOWS/ W.T. DESCRIPTION -200 MC ORG. DOWN (FT) L• INCREMENT FT.) p (%) (%) CONTENTREC RODPRESSURE TIME E L (%) (%) (%) (PSI) (s.) 0 \2'Asphalt Pavement • r Light Brown Slightly Silty Fine to Medium SAND and - ,Limerock Fragments(FILL;Base;A-1-b) r :• Brown Fine to Medium SAND(FILL;Subgrade;A-3) 29181212 30 . Pavement Core and SPT Boring Terminated at Depth of 2.1 Feet. Borehole Grouted. 42 . . . . . . . i 0 ! . . . . . . . �g t o W 4,) 3 & . . , . . , . >i . I § ! { . . . . . . . �� ) { 2 / £ •§ 2 / N ) , © ,ii i c6 , — S• L § ( 2 { LO LO 0 Ln~ ° ^ ~ 01/I - 0 = c § . . . . . . . o Co z z z ` k « • ) ' ' ' ' ' '(k ak kk t _ ® z _ ) t .#) )) _I m z ) 0 / k0 g G 6 { . . . . , . . 22 r , r | k . i 2 "6" f Q , , ui , oi % ; - 0 0 { ! ! § £ } � 2 N \ 8 ! \ § § , , 0 o E f \ ! z k § /k 1'n!"- » . . . . \ - i\ a/ j k k\ k - § { ) Co• .. 0 ) 2 . . . x x x . \ Z / z / z ; th ; cc ; ; ; ; o g'. g'. . | 4 4 ! ! ) ) ! ! E § O ! ! - f f f f ! m ! ! ) ) ) ) z s s k - • CI sr LO CO 5. § 0 z a. a § a a a a 0 # , O . E J 7 _ . . rill mil pp i u IIvELresnlz Project Nam.:Ntlaml Beach Convention Center Renovation Project Address;1901 Convention Center Drive UES Project No.:2130.1400016 Date:7/20/2015 Pavement Core No.:PC-3. PAVEMENT CORE-_PC-1__ _-__ ASPHALT THICKNESS-1.75 INCHES • 11E41__....... -_ Project Name:Miami Beach Convention Center ne.■nv.n don Project Address.1901 Convention Center t>r+vt• UES Project No.:2130.1400016 Date:7/20/2015 Pay.axnt Core No.:PC-2 r�- y =±„.....,i. - :r,,;g ' ._=•tom .k..•.• _ .:v . -: - .... _-,..!•. .-.. .. PAVEMENT CORE-PC-2 ASPHALT THICKNESS 2.25INCHES - `-- Page 1 of 4 Ell Pi seawL.. Project Name:Miami Reach Convention Cantor Renovateon Project Addres:1001 Ron Center Calve UES Project No.:2110.1400016 Oates 7/20/2015 Peeemeta Core toe.:PC-3 �. r " _- � �, • 400%• awl — !� 400% 4 aim PAVEMENT 1, ASPHALT THICKN • Project Name:Miami Beach Convention Center Renovation Project Address:1901 Convention Center Drive UPS Protect No.:2130.1400010 Data:7/20/2015 Pavement Core No.:PC-4 - - - •• MP • 'AVEME t - w , .. ASPHALT TH 23 INCHES } Page 2 of 4 IN p LI 4 I rs a a Project Name:Mlaml Roach Convention Center Renovation Project Addre+c:1901 Convention C••iste•Drive UES Project No 2130 1400016 Date:7/20/2015 Pavement Core No PC-5 r l i" - ,yyam�.. • : �44+i el. `..!�a . ' '•:t ^'CivrAit •}� - ._ f "l`.rte►r ., e„.. � 'jI a NB?, - l' zn - •tip^ r "'' 'f. r' ate. are.1. . 1i. r - -. ,•,1 g 4 #k I'l -fJt 1 $3.," .;ant { 4 _ . , , 1 r F . P i UN EV ER3 et.L Project Name:Miami Beach Convention Center Renovation III Project Address:1901 Convention Center Drive UES Project No.:2130.1400016 Date:7/20/2015 I Pavement Core No.:PC-6 IN 111..M ,; . t t � �'`•e., -•,Pr^ +fit_• f. •- •i. •� r d° w7� r -- SPH ,, 1 Page 3 of 4 I tJ 4S swa_ Project Name:Miami Beech Convention Center Renovation Project Address:1901 Convention Center Drive UES Project No.:2130.1400016 Date:7/2O/2015 - Pavement Core No.:PC-7 visible ,. .: separation in pavement core r� a,�s t �.. :� T4 � r "t i , ' - Page 4 of 4 NOTES RELATED TO BORING LOGS General Notes • The Groundwater level was encountered and recorded (if shown) following the completion of the soil test borings on the date indicated. Fluctuations in groundwater levels are common; refer to report text for a discussion. • The boring location on land was identified in the field utilizing standard taping procedures and existing land marks. • The Boring Logs represent our interpretation of field conditions based on engineering examination of the soil/rock samples. • The Boring Logs are subject to limitations, conclusions and recommendations presented in the report text. • The N-values shown in the Boring Logs indicated as 50/1" refers to the Standard Penetration Test (SPT) and means 50 blows per 1 inch of sampler penetration. The SPT uses a 140-pound hammer falling 30 inches (ASTM D-1583). • The N-value from the SPT is the sum of the hammer blows required to drive the sampler the second and third 6-inch increments. • The soil/rock strata interfaces shown on the Boring Logs are approximate and may vary from those shown. The soil/rock conditions shown on the Boring Logs refer to conditions at the specific location tested; soil/rock conditions may vary between test locations. • W.O.H. denotes fell under weight of hammer. General Descriptors • The grain-size descriptions are as follows: Name Size Limits Boulder 12 inches or more Cobbles 3 to 12 inches Coarse Gravel 3/4 to 3 inches Fine Gravel No. 4 sieve to 3/ inch Coarse Sand No. 10 to No. 4 sieve Medium Sand No. 40 to No. 10 sieve Fine Sand No. 200 to No. 40 sieve Fines Smaller than No. 200 sieve • Definitions related to adjectives used in soil/rock descriptions: Proportion Adjective About 0 to 10 % trace About 10% to 25% little About 25% to 35% some About 35% to 50% and NOTES RELATED TO BORING LOGS • Relative density of sands/gravels and consistency of silts/clays: Granular Soils Relative Density Safety Hammer Automatic Hammer SPT (Blows/Foot) SPT (Blows/Foot) Very Loose 0-4 0-3 Loose 4-10 3-8 Medium Dense 10-30 8-24 Dense 30-50 24-40 Very Dense Greater than 50 Greater than 40 Silts and Clays Consistency Safety Hammer Automatic Hammer SPT (Blows/Foot) SPT (Blows/Foot) Very Soft 0-2 0-1 Soft 3-4 1-3 Firm 5-8 3-6 Stiff 9-15 6-12 Very Stiff 16-30 12-24 Hard Greater than 30 Greater than 24 • Boring Log Symbols Split spoon sample Rock core specimen Groundwater table NOTES RELATED TO BORING LOGS Soil Classification Chart MAJOR DIVISIONS _ SYMBOLS TYPICAL GRAPH LETTER DESCRIPTIONS O 0 0 o 0 o WELL-GRADED GRAVELS,GRAVEL- CLEAN 0 0 < GW SAND MIXTURES,LITTLE OR NO GRAVEL GRAVELS ° ° ° 0 c FINES 0 AND 0 0 0 C GRAVELLY (LITTLE OR NO FINES) ° ° ° ° o 0 POORLY-GRADED GRAVELS, SOILS 0 0 0 G P GRAVEL-SAND MIXTURES, LITTLE OR NO FINES o 0 0 < t 0 d c COARSE ° ° GM SILTY GRAVELS,GRAVEL-SAND- GRAVELS WITH i ° GRAINED MORE THAN 50% FINES ° ° SILT MIXTURES SOILS OF COARSE RETAINED RETAINED ON NO. (APPRECIABLE AMOUN /` CLAYEY GRAVELS,GRAVEL-SAND- 4 SIEVE OF FINES) GC CLAY MIXTURES SW WELL-GRADED SANDS,GRAVELLY CLEAN SANDS SANDS,LITTLE OR NO FINES SAND : " MORE THAN 50% AND (LITTLE OR NO FINES) .' •OF MATERIAL IS POORLY-GRADED SANDS, LARGER THAN NO. SANDY SP GRAVELLY SAND,LITTLE OR NO 200 SIEVE SIZE SOILS - FINES • • 50%MORE THAN 50% SANDS WITH .f•.• . • .. . S M SILTY SANDS,SAND-SILT _. - - OF COARSE FINES MIXTURES FRACTION PASSING ON NO.4 SIEVE (APPRECIABLE AMOUNT ,. . •,• SC CLAYEY SANDS,SAND-CLAY OF FINES) :::.: MIXTURES INORGANIC SILTS AND VERY FINE • ML SANDS,ROCK FLOUR,SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY 7 INORGANIC CLAYS OF LOW TO SILTS LIQUID LIMIT j CL MEDIUM PLASTICITY,GRAVELLY CLAYS,SANDY CLAYS,SILTY CLAYS, FINE AND LESS THAN 50 LEAN CLAYS GRAINED CLAYS SOILS le Iry OL ORGANIC SILTS AND ORGANIC di kill SILTY CLAYS OF LOW PLASTICITY rip INORGANIC SILTS,MICACEOUS OR MORE THAN 50% MH DIATOMACEOUS FINE SAND OR OF MATERIAL IS SILTY SOILS SMALLER THAN % NO.200 SIEVE SIZE AND LIQUID LIMIT / CH INORGANIC CLAYS OF HIGH GREATER THAN 50 PLASTICITY CLAYS 11 le III N. OH ORGANIC CLAYS OF MEDIUM TO A HIGH PLASTICITY,ORGANIC SILTS F.. li ... e LT, ��_ =you HIGHLY ORGANIC SOILS PEAT,HUMUS,SWAMP SOILS WITH co y-` PT HIGH ORGANIC CONTENTS N NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS PI. • .,, 111 R z . , n ,.;• _ _• ■ • • • / , / - - ' ' -''' ., _.•.. - ,iii / / `_ • - - W ca .. To 6 Z W=_ .- - 2.I, Z u W e 7 N O) � M N N h CO O M CO q C N N N ~ M M N M I� � M uQ V V M A co - O U �_' �W t) x m E a J ' W C i mV E E 1 1 , 1 1 , 1 , , 1 , 1 1 , , L. a x a v .. cr :.1 =1 O O O M N - N 3- N' CO aD TI V U) N cam) N at 0 O ' V ' M 1 1 , 1 1 1 1 , 1 1 Ti W I. 2 o Q *' N ' Cam .) CN0 m r w < cc > o O a ' a) ' v co - m , , . . . . , . . . , mz < in W W o O y C } a' O a >. N # (3) ' 430' , , , ' H 0 LL 0 Co. rz rt . 0 W x . c o ^ rn w U U N > .. Et' m• 0 ca o in I. Z o 0 0 4:14, p -i W M o - o }• Z -, 0 0 mow ° e� . o . 0 ao0 , , , a U O a 2 u W 0 0 0 03 ILI 3 m W 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 J Q 0 4 0 00 4 4 V 6 C 4 O O < O O U O ._. a Em - 1111111111111111 F y G ... 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N ca (O CV N N (O N si V N V 4 4 U) J in O 2 U m M d a 2 2 2 2 2 J J 2 J J J J J m2 dcncncnwcncncn22c000OO 7 } V) O m = d M Q M N N N N N er i. O O O O O Q• O Hq• W m .- N N M M M M) M U) U) U) U) U) N▪ Z W CC J W O.m CO N V R N N N M V N M M N M M M m Q 7 M Z Z• "' N 00 M 00 U7 M N 1� .- 0) 1� Qt ) [00 .. 0UU : 2 . m O m m 2 CC O M M O M I- 2 0 0 W O X X I— z U.S.SIEVE OPENING IN INCHES I U.S.SIEVE NUMBERS I HYDROMETER 6 4 3 2 1.5 1 3/4 1/2 .8 3 4 6 810 1416 20 30 40 50 70 100140 200 100 ! 1 1 1 I 1 1 I 1 1 1 1 1; ° I 1 1 1 1 90 � , 80 - P = R 70 E 160 F i N 1 E50 R Y40 - -- W _- - T30 20 I II 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL SAND SILT OR CLAY coarse fine coarse medium fine Borng No./Depth(ft.) Classification MC% LL PL PI Cc Cu • RW-5 3.0 Bomg No./Depth(ft.) D100 D60 D30 D10 %Gravel %Sand %Silt %Clay • RW-5 3.0 9.51 0.16 0.088 1.4 72.6 26.0 PROJECT Miami Beach Convention Center Renovation and JOB NO. 2130.1400016 Expansion-1901 Convention Center Drive - DATE 7/21/15 GRAIN-SIZE DISTRIBUTION CURVES UES I U.S.SIEVE OPENING IN INCHES I U.S.SIEVE NUMBERS HYDROMETER 6 4 3 2 5 1 3/4 1/2 3/8 3 4 6 810 1416 20 30 40 50 70100140 200 100 I I I 11 11 11 I I I I I 1 1 - I 1 I I 90 80 P R 70 C E N T60 N E 50 R B Y 40 w E \\\ G 30 H T 20 10 -- 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL SAND SILT OR CLAY coarse fine coarse medium fine Borng No./Depth(ft.) Classification MC% LL PL PI Cc Cu • RW-8 3.0 Borng No./Depth(ft.) D100 D60 D30 D10 %Gravel %Sand %Silt %Clay • RW-8 3.0 37.50 2.00 0.206 29.5 51.5 19.0 PROJECT Miami Beach Convention Center Renovation and JOB NO. 2130.1400016 Expansion-1901 Convention Center Drive DATE 7/21/15 ' GRAIN-SIZE DISTRIBUTION CURVES u UES e / U.S.SIEVE OPENING IN INCHES I U.S.SIEVE NUMBERS HYDROMETER ■ 6 4 3 2 1.5 1 3/4 1/2 8 3 4 6 810 1416 20 30 40 50 70 100140 200 100 I II I II 1 7 I t I I I I I I I I 90 80 P R 70 C E - N 160 N E 50 R B Y 40 _ - w E G 30 20 4\14.-Ths 10 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS COBBLES GRAVEL SAND SILT OR CLAY coarse fine coarse medium fine Borng No./Depth (ft.) Classification MC% LL PL PI Cc Cu • RW-8 7.0 POORLY GRADED SAND SP 1.06 1.7 Bomg No./Depth(ft.) D100 D60 D30 D10 %Gravel %Sand %Silt %Clay • RW-8 7.0 9.51 0.33 0.261 0.1940 0.5 97.5 2.0 PROJECT Miami Beach Convention Center Renovation and JOB NO. 2130.1400016 Expansion-1901 Convention Center Drive DATE 7/21/15 GRAIN-SIZE DISTRIBUTION CURVES UES 1'' Jp o 1- - - - Qi w 2 2 2 � 2 W O W r- ap r- r r- W; �0=0 U LL (0 O 0 c0 CO O(ny0 K u' O O O O O O WSCOW w wp Za w¢pw 0 (A N O(/1O p W W w-II IX I- 0 R' $ N v c) () c) v (.D-I 0 CO U 2 (.0 C) CO CO CO CO CO I:t O U o a a p 0 2 it W��v) > ~ E 2 w ° U' I---0 W -I x T co co co co co k N W co W t 0 z 0: x p W t- W C) - C) R 0 N 0 Q w ,-- C) N C) 0) C") 0 ° z 2 O w F ° h O N sr r sr r- 7 (D V C- n sr (0 o u_ Z O to co co CD CD CD CD CD O O CD a() CD K W O O O O O O O O O O O O O O LL 0 0 I- uj Y V (U C- CD a (0 sr CD a (0 ' sr CO ? v LO v CO Sr v v CO v CO • sr CO a W . o O O O o O o O o O 6 O O o x (1) 4 U I- V) 2 W w U ? v to O v CD v O v O Sr Sr O c IX WE CO C t(7 CO N CO CO (n CD to CD LO to CD tl) = ILL Q Y CO N CO V CO CO CO a CO sr CO CO 4 C") I- p a CC U Z w > to CA co N CD 0 CO N CO N CO a) N 00 y Y N CO CO N N CO N N N N N N N N Z 0 0 0 0 O O O O O O O 0 O O O E LU CC- 0 0 a Z Z m 0 J 3 Z LL J QW d V 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q m x 0 p V N LL E Z 0 m m ON co i O z N w -I LL p W W d: } 2 H (J'� K 9 C- N O 4 co 4 O R O 4 V 0 sr w O J Q. 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Important Information about This Geotechnical-Engineering Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes. While you cannot eliminate all such risks,you can manage them.The following information is provided to help. Geotechnical Services Are Performed for assessment of their impact Geotechnical engineers cannot Specific Purposes, Persons, and Projects accept responsibility or liability for problems that occur because Geotechnical engineers structure their services to meet the their reports do not consider developments of which they were specific needs of their clients.A geotechnical-engineering not informed. study conducted for a civil engineer may not fulfill the needs of a constructor—a construction contractor—or even another Subsurface Conditions Can Change civil engineer.Because each geotechnical-engineering study A geotechnical-engineering report is based on conditions that is unique,each geotechnical-engineering report is unique, existed at the time the geotechnical engineer performed the prepared solely for the client.No one except you should rely on study.Do not rely on a geotechnical-engineering report whose this geotechnical-engineering report without first conferring adequacy may have been affected by.the passage of time; with the geotechnical engineer who prepared it.And no one man-made events,such as construction on or adjacent to the —not even you—should apply this report for any purpose or site;or natural events,such as floods,droughts,earthquakes, project except the one originally contemplated. or groundwater fluctuations.Contact the geotechnical engineer before applying this report to determine if it is still reliable.A Read the Full Report • minor amount of additional testing or analysis could prevent Serious problems have occurred because those relying on major problems. a geotechnical-engineering report did not read it all.Do not rely on an executive summary.Do not read selected Most Geotechnical Findings Are Professional elements only. Opinions Site exploration identifies subsurface conditions only at those Geotechnical Engineers Base Each Report on points where subsurface tests are conducted or samples are a Unique Set of Project-Specific Factors taken.Geotechnical engineers review field and laboratory Geotechnical engineers consider many unique,project-specific data and then apply their professional judgment to render factors when establishing the scope of a study.Typical factors an opinion about subsurface conditions throughout the include:the client's goals,objectives,and risk-management site.Actual subsurface conditions may differ—sometimes preferences;the general nature of the structure involved,its significantly—from those indicated in your report.Retaining size,and configuration;the location of the structure on the the geotechnical engineer who developed your report to site;and other planned or existing site improvements,such as provide geotechnical-construction observation is the most access roads,parking lots,and underground utilities.Unless effective method of managing the risks associated with the geotechnical engineer who conducted the study specifically unanticipated conditions. indicates otherwise,do not rely on a geotechnical-engineering report that was: A Report's Recommendations Are Not Final • not prepared for you; Do not overrely on the confirmation-dependent • not prepared for your project; recommendations included in your report.Confirmation- • not prepared for the specific site explored;or dependent recommendations are not final because • completed before important project changes were made. geotechnical engineers develop them principally from judgment and opinion.Geotechnical engineers can finalize Typical changes that can erode the reliability of an existing their recommendations only by observing actual subsurface geotechnical-engineering report include those that affect conditions revealed during construction.The geotechnical • the function of the proposed structure,as when it's changed engineer who developed your report cannot assume from a parking garage to an office building,or from a light- responsibility or liability for the report's confirmation-dependent industrial plant to a refrigerated warehouse; recommendations if that engineer does not perform the • the elevation,configuration,location,orientation,or weight geotechnical-construction observation required to confirm the of the proposed structure; recommendations'applicability. • the composition of the design team;or • project ownership. A Geotechnical-Engineering Report Is Subject to Misinterpretation As a general rule,always inform your geotechnical engineer Other design-team members'misinterpretation of of project changes—even minor ones—and request an geotechnical-engineering reports has resulted in costly problems.Confront that risk by having your geotechnical others recognize their own responsibilities and risks.Read engineer confer with appropriate members of the design team these provisions closely.Ask questions.Your geotechnical after submitting the report.Also retain your geotechnical engineer should respond fully and frankly. engineer to review pertinent elements of the design team's plans and specifications.Constructors can also misinterpret Environmental Concerns Are Not Covered a geotechnical-engineering report.Confront that risk by The equipment,techniques,and personnel used to perform having your geotechnical engineer participate in prebid and an environmental study differ significantly from those used to preconstruction conferences,and by providing geotechnical perform a geotechnical study.For that reason,a geotechnical- construction observation. engineering report does not usually relate any environmental findings,conclusions,or recommendations;e.g.,about Do Not Redraw the Engineer's Logs the likelihood of encountering underground storage tanks Geotechnical engineers prepare final boring and testing logs or regulated contaminants. Unanticipated environmental based upon their interpretation of field logs and laboratory problems have led to numerous project failures.If you have not data.To prevent errors or omissions,the logs included in a yet obtained your own environmental information, geotechnical-engineering report should never be redrawn ask your geotechnical consultant for risk-management for inclusion in architectural or other design drawings.Only guidance.Do not rely on an environmental report prepared for photographic or electronic reproduction is acceptable,but someone else. recognize that separating logs from the report can elevate risk Obtain Professional Assistance To Deal Give Constructors a Complete Report and with Mold Guidance Diverse strategies can be applied during building design, Some owners and design professionals mistakenly believe they construction,operation,and maintenance to prevent can make constructors liable for unanticipated subsurface significant amounts of mold from growing on indoor surfaces. conditions by limiting what they provide for bid preparation. To be effective,all such strategies should be devised for To help prevent costly problems,give constructors the the express purpose of mold prevention,integrated into a complete geotechnical-engineering report,but preface it with comprehensive plan,and executed with diligent oversight by a a clearly written letter of transmittal.In that letter,advise professional mold-prevention consultant.Because just a small constructors that the report was not prepared for purposes amount of water or moisture can lead to the development of of bid development and that the report's accuracy is limited; severe mold infestations,many mold-prevention strategies encourage them to confer with the geotechnical engineer. focus on keeping building surfaces dry.While groundwater, who prepared the report(a modest fee may be required)and/ water infiltration,and similar issues may have been addressed or to conduct additional study to obtain the specific types of as part of the geotechnical-engineering study whose findings information they need or prefer.A prebid conference can also are conveyed in this report,the geotechnical engineer in be valuable.Be sure constructors have sufficient time to perform charge of this project is not a mold prevention consultant; additional study.Only then might you be in a position to none of the services performed in connection with the give constructors the best information available to you, geotechnical engineer's study were designed or conducted for while requiring them to at least share some of the financial the purpose of mold prevention.Proper implementation of the responsibilities stemming from unanticipated conditions. recommendations conveyed in this report will not of itself be sufficient to prevent mold from growing in or on the structure Read Responsibility Provisions Closely involved. Some clients,design professionals,and constructors fail to recognize that geotechnical engineering is far less exact than Rely,on Your GBC-Member Geotechnical Engineer other engineering disciplines.This lack of understanding for Additional Assistance has created unrealistic expectations that have led to Membership in the Geotechnical Business Council of the disappointments,claims,and disputes.To help reduce the risk Geoprofessional Business Association exposes geotechnical of such outcomes,geotechnical engineers commonly include engineers to a wide array of risk-confrontation techniques a variety of explanatory provisions in their reports.Sometimes that can be of genuine benefit for everyone involved with labeled"limitations;many of these provisions indicate where a construction project.Confer with you GBC-Member geotechnical engineers'responsibilities begin and end,to help geotechnical engineer for more information. Gair"GEOTECHNICAL BUSINESS COUNCIL ojthccavprofine, IBurHmAaodana, 8811 Colesville Road/Suite G106,Silver Spring,MD 20910 Telephone:301/565-2733 Facsimile:301/589-2017 e-mail:info @geoprofessional.org www.geoprofessional.org Copyright 2015 by Geoprofessional Business Association(GBA).Duplication,reproduction,or copying of this document,or its contents,in whole or in part, by any means whatsoever,is strictly prohibited,except with GBA's specific written permission.Excerpting,quoting,or otherwise extracting wording from this document is permitted only with the express written permission of GBA,and only for purposes of scholarly research or book review.Only members of GBA may use this document as a complement to or as an element of a geotechnical-engineering report.Any other firm,individual,or other entity that so uses this document without being a GBA member could be commiting negligent or intentional(fraudulent)misrepresentation. • )74 m • , y • ill p .. .. . . . , . . . . . . • ... • • ,, .. . . ,. . ,.... •... .. . . . - -- - is . CONSTRAINTS AND RESTRICTIONS WARRANTY UES has prepared this report for our client for his exclusive use, in accordance with generally accepted soil and foundation engineering practices, and makes no other warranty either expressed or implied as to the professional advice provided in the report. UNANTICIPATED SOIL CONDITIONS The analysis and recommendations submitted in this report are based upon the data obtained from soil borings performed at the locations indicated on the Boring Location Plan. This report does not reflect any variations which may occur between these borings. The nature and extent of variations between borings may not become known until excavation begins. If variations appear, we may have to re-evaluate our recommendations after performing on-site observations and noting the characteristics of any variations. CHANGED CONDITIONS We recommend that the specifications for the project require that the contractor immediately notify Universal Engineering Sciences, as well as the owner, when subsurface conditions are encountered that are different from those present in this report. No claim by the contractor for any conditions differing from those anticipated in the plans, specifications, and those found in this report, should be allowed unless the contractor notifies the owner and UES of such changed conditions. Further, we recommend that all foundation work and site improvements be observed by a representative of UES to monitor field conditions and changes, to verify design assumptions and to evaluate and recommend any appropriate modifications to this report. MISINTERPRETATION OF SOIL ENGINEERING REPORT UES is responsible for the conclusions and opinions contained within this report based upon the data relating only to the specific project and location discussed herein. If the conclusions or recommendations based upon the data presented are made by others, those conclusions or recommendations are not the responsibility of UES. CHANGED STRUCTURE OR LOCATION This report was prepared in order to aid in the evaluation of this project and to assist the architect or engineer in the design of this project. If any changes in the design or location of the structure as outlined in this report are planned, or if any structures are included or added that are not discussed in the report, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and the conclusions modified or approved by UES. C-2 USE OF REPORT BY BIDDERS Bidders who are examining the report prior to submission of a bid are cautioned that this report was prepared as an aid to the designers of the project and it may affect actual construction operations. Bidders are urged to make their own soil borings, test pits, test caissons or other investigations to determine those conditions that may affect construction operations. UES cannot be responsible for any interpretations made from this report or the attached boring logs with regard to their adequacy in reflecting subsurface conditions which will affect construction operations. STRATA CHANGES Strata changes are indicated by a definite line on the boring logs which accompany this report. However, the actual change in the ground may be more gradual. Where changes occur between soil samples, the location of the change must necessarily be estimated using all available information and may not be shown at the exact depth. OBSERVATIONS DURING DRILLING Attempts are made to detect and/or identify occurrences during drilling and sampling, such as: water level, boulders, zones of lost circulation, relative ease or resistance to drilling progress, unusual sample recovery, variation of driving resistance, obstructions, etc.; however, lack of mention does not preclude their presence. WATER LEVELS Water level readings have been made in the drill holes during drilling and they indicate normally occurring conditions. Water levels may not have been stabilized at the last reading. This data has been reviewed and interpretations made in this report. However, it must be noted that fluctuations in the level of the groundwater may occur due to variations in rainfall, temperature, tides, and other factors not evident at the time measurements were made and reported. Since the probability of such variations is anticipated, design drawings and specifications should accommodate such possibilities and construction planning should be based upon such assumptions of variations. LOCATION OF BURIED OBJECTS All users of this report are cautioned that there was no requirement for UES to attempt to locate any man-made buried objects during the course of this exploration and that no attempt was made by UES to locate any such buried objects. UES cannot be responsible for any buried man-made objects which are subsequently encountered during construction that are not discussed within the text of this report. TIME This report reflects the soil conditions at the time of investigation. If the report is not used in a reasonable amount of time, significant changes to the site may occur and additional reviews may be required. C-3 Universal Engineering Sciences,Inc. GENERAL CONDITIONS SECTION 1: RESPONSIBILITIES 1.1 Universal Engineering Sciences, Inc.,("UES"),has the responsibility for providing the services described under the Scope of Services section.The work is to be performed according to accepted standards of care and is to be completed in a timely manner. The term "UES" as used herein includes all of Universal Engineering Sciences, Inc's agents,employees,professional staff,and subcontractors. 1.2 The Client or a duly authorized representative is responsible for providing UES with a clear understanding of the project nature and scope. The Client shall supply UES with sufficient and adequate information, including, but not limited to, maps, site plans, reports, surveys and designs, to allow UES to properly complete the specified services.The Client shall also communicate changes in the nature and scope of the project as soon as possible during performance of the work so that the changes can be incorporated into the work product. 1.3 The Client acknowledges that UES's responsibilities in providing the services described under the Scope of Services section is limited to those services described therein,and the Client hereby assumes any collateral or affiliated duties necessitated by or for those services.Such duties may include, but are not limited to, reporting requirements imposed by any third party such as federal, state, or local entities, the provision of any required notices to any third party, or the securing of necessary permits or permissions from any third parties required for UES's provision of the services so described,unless otherwise agreed upon by both parties. 1.4 PURSUANT TO FLORIDA STATUTES §558.0035, ANY INDIVIDUAL EMPLOYEE OR AGENT OF UES MAY NOT BE HELD INDIVIDUALLY LIABLE FOR NEGLIGENCE. SECTION 2: STANDARD OF CARE 2.1 Services performed by UES under this Agreement will be conducted in a manner consistent with the level of care and skill ordinarily exercised by members of UES's profession practicing contemporaneously under similar conditions in the locality of the project. No other warranty, express or implied,is made. 2.2 The Client recognizes that subsurface conditions may vary from those observed at locations where borings, surveys, or other explorations are made, and that site conditions may change with time. Data, interpretations, and recommendations by UES will be based solely on information available to UES at the time of service. UES is responsible for those data, interpretations, and recommendations, but will not be responsible for other parties'interpretations or use of the information developed. 2.3 Execution of this document by UES is not a representation that UES has visited the site, become generally familiar with local conditions under which the services are to be performed, or correlated personal observations with the requirements of the Scope of Services. It is the Client's responsibility to provide UES with all information necessary for UES to provide the services described under the Scope of Services,and the Client assumes all liability for information not provided to UES that may affect the quality or sufficiency of the services so described. 2.4 Should UES be retained to provide threshold inspection services under Florida Statutes §553.79, Client acknowledges that UES's services thereunder do not constitute a guarantee that the construction in question has been properly designed or constructed,and UES's services do not replace any of the obligations or liabilities associated with any architect, contractor,or structural engineer. Therefore it is explicitly agreed that the Client will not hold UES responsible for the proper performance of service by any architect, contractor, structural engineer or any other entity associated with the project. SECTION 3: SITE ACCESS AND SITE CONDITIONS 3.1 Client will grant or obtain free access to the site for all equipment and personnel necessary for UES to perform the work set forth in this Agreement. The Client will notify any and all possessors of the project site that Client has granted UES free access to the site. UES will take reasonable precautions to minimize damage to the site, but it is understood by Client that, in the normal course of work, some damage may occur, and the correction of such damage is not part of this Agreement unless so specified in the Proposal. 3.2 The Client is responsible for the accuracy of locations for all subterranean structures and utilities. UES will take reasonable precautions to avoid known subterranean structures, and the Client waives any claim against UES,and agrees to defend, indemnify,and hold UES harmless from any claim or liability for injury or loss, including costs of defense, arising from damage done to subterranean structures and utilities not identified or accurately located. In addition, Client agrees to compensate UES for any time spent or expenses incurred by UES in defense of any such claim with compensation to be based upon UES's prevailing fee schedule and expense reimbursement policy. SECTION 4: S AMPLE OWNERSHIP AND DISPOSAL 4.1 Soil or water samples obtained from the project during performance of the work shall remain the property of the Client. 4.2 UES will dispose of or return to Client all remaining soils and rock samples 60 days after submission of report covering those samples. Further storage or transfer of samples can be made at Client's expense upon Client's prior written request. 4.3 Samples which are contaminated by petroleum products or other chemical waste will be returned to Client for treatment or disposal,consistent with all appropriate federal,state,or local regulations. SECTION 5: BILLING AND PAYMENT 5.1 UES will submit invoices to Client monthly or upon completion of services. Invoices will show charges for different personnel and expense classifications. 5.2 Payment is due 30 days after presentation of invoice and is past due 31 days from invoice date. Client agrees to pay a finance charge of one and one-half percent(1 %3%)per month,or the maximum rate allowed by law,on past due accounts. 5.3 If UES incurs any expenses to collect overdue billings on invoices,the sums paid by UES for reasonable attorneys'fees, court costs, UES's time, UES's expenses,and interest will be due and owing by the Client. SECTION 6: OWNERSHIP AND USE OF DOCUMENTS 6.1 All reports, boring logs,field data,field notes,laboratory test data,calculations,estimates,and other documents prepared by UES, as instruments of service,shall remain the property of UES. 6.2 Client agrees that all reports and other work furnished to the Client or his agents,which are not paid for,will be returned upon demand and will not be used by the Client for any purpose. 6.3 UES will retain all pertinent records relating to the services performed for a period of five years following submission of the report, during which period the records will be made available to the Client at all reasonable times. 6.4 All reports, boring logs, field data, field notes, laboratory test data, calculations,estimates, and other documents prepared by UES, are prepared for the sole and exclusive use of Client, and may not be given to any other party or used or relied upon by any such party without the express written consent of UES. SECTION 7: DISCOVERY OF UNANTICIPATED HAZARDOUS MATERIALS 7.1 Client warrants that a reasonable effort has been made to inform UES of known or suspected hazardous materials on or near the project site. - . 7.2 Under this agreement,the term hazardous materials include hazardous materials(40 CFR 172.01),hazardous wastes(40 CFR 261.2),hazardous substances(40 CFR 300.6),petroleum products,polychlorinated biphenyls,and asbestos. ' 7.3 Hazardous materials may exist at a site where there is no reason to believe they could or should be present. UES and Client agree that the . discovery of unanticipated hazardous materials constitutes a changed condition mandating a renegotiation of the scope of work. UES and Client also agree that the discovery of unanticipated hazardous materials may make it necessary for UES to take immediate measures to protect health - and safety. Client-agrees to compensate UES,for any equipment decontamination or other costs incident,to the discovery of unanticipated hazardous waste.- - . 7.4 ' • UES agrees to notify Client when unanticipated hazardous materials or suspected hazardous materials are encountered. Client agrees to make • • any disclosures required by law to the appropriate governing agencies. Client also agrees to hold UES harmless for any and all consequences of disclosures made by UES which are required by governing law. In the event the project site is not owned by Client,Client recognizes that it is the Client's responsibility to inform the property owner of the discovery of unanticipated hazardous materials or suspected hazardous materials. 7.5 Notwithstanding any other provision of the Agreement,Client waives any claim against UES,and to the maximum extent permitted by law,agrees to defend, indemnify, and save UES harmless from any claim, liability, and/or defense costs for injury or loss arising from UES's discovery of unanticipated hazardous materials or suspected hazardous materials including any costs created by delay of the project and any cost associated with possible reduction of the property's value. Client will be responsible for ultimate disposal of any samples secured by UES which are found to be contaminated. .. . SECTION 8: RISK ALLOCATION -' 8.1 Client agrees that UES's liability for any damage on account of any breach of contract, error, omission or other professional negligence will be limited to a sum not to exceed $50,000 or UES's fee, whichever is greater. If Client prefers to have higher limits on contractual or professional liability, UES agrees to increase the limits up to a maximum of$1,000,000.00 upon Client's written request at the time of accepting our proposal provided that Client agrees to pay an additional consideration of four percent of the total fee, or$400.00, whichever is greater. The additional charge for the higher liability limits is because of the greater risk assumed and is not strictly a charge for additional professional liability insurance. SECTION 9: INSURANCE . 9.1 UES represents and warrants that it and its agents,staff and consultants employed by it,is and are protected by worker's compensation insurance and that UES has such coverage under public liability and property damage insurance policies which UES deems to be adequate. Certificates for all such policies of insurance shall be provided to Client upon request in writing. Within the limits and conditions of such insurance,UES agrees to indemnify and save Client harmless from and against loss,damage,or liability arising from negligent acts by UES,its agents,staff,and consultants employed by it. UES shall not be responsible for any loss,damage or liability beyond the amounts,limits,and conditions of such insurance or the limits described in Section 8,whichever is less. The Client agrees to defend,indemnify and save UES harmless for loss,damage or liability arising from acts by Client,Client's agent,staff,and other UESs employed by Client. SECTION 10: DISPUTE RESOLUTION . ' 10.1 All claims, disputes, and other matters in controversy between UES and Client arising out of or in any way related to this Agreement will be submitted to alternative dispute resolution(ADR)such as mediation or arbitration,before and as a condition precedent to other remedies provided by law,including the commencement of litigation. - 10.2 If a dispute arises related to the services provided under this Agreement and that dispute requires litigation instead of ADR as provided above, then: . .. (a) the claim will be brought and tried in judicial jurisdiction of the court of the county where UES's principal place of business is located and Client waives the right to remove the action to any other county or judicial jurisdiction,and (b) The prevailing party will be entitled to recovery of all reasonable costs incurred, including staff,time, court costs, attorneys' fees, and other claim related expenses. . SECTION 11: TERMINATION . 11.1 This agreement may be terminated by either party upon seven (7) days written notice in the event of substantial failure by the other party to perform in accordance with the terms hereof. Such termination shall not be effective if that substantial failure has been remedied before expiration of the period specified in the written notice. In the event of termination, UES shall be paid for services performed to the termination notice date plus reasonable termination expenses. 11.2 In the event of termination,or suspension for more than three(3)months,prior to completion of all reports contemplated by the Agreement, UES may complete such analyses and records as are necessary to complete its files and may also complete a report on the services performed to the date of notice of termination or suspension. The expense of termination or suspension shall include all direct costs of UES in completing such analyses,records and reports. ' , . SECTION 12: ASSIGNS . , 12.1 Neither the Client nor UES may delegate,assign,sublet or transfer their duties or interest in this Agreement without the written consent of the other . party . SECTION 13. GOVERNING LAW AND SURVIVAL . 13.1 The laws of the State of Florida will govern the validity of these Terms,their interpretation and performance. . 13.2 If any of the provisions contained in this Agreement are held illegal,invalid,or unenforceable,the enforceability of the remaining provisions will not be impaired. Limitations of liability and indemnities will survive termination of this Agreement for any cause. ' SECTION 14. INTEGRATION CLAUSE - • 14.1 This Agreement represents and contains the entire and only agreement and understanding among the parties with respect to the subject matter of this Agreement, and supersedes any and all prior and contemporaneous oral and written agreements, understandings, representations, . inducements, promises, warranties, and conditions among the parties. No agreement, understanding, representation, inducement, promise, warranty, or condition of any kind with respect to the subject matter of this Agreement shall be relied upon by the parties unless expressly . . incorporated herein. , 14.2 , This Agreement may not be amended or modified except by an agreement in writing signed by the party against whom the enforcement of any . modification or amendment is sought. • Rev. 07/11/13 , . - Exhibit D. - Attachment 3 Topographical ' =Survey -, ..., ., - ' : -:...--'.1. . '-, .: .._ ,,.•- - . • . •. ' • • • s • F jJ, • .:f ; -,8 'ADDENDUM NO 3' :'. 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' ; 1 C g$ C�I... !II% fib Ps I ■ C g g$ E �a ,y Q x �,: ii7iii-- g i Un 9S VN Ii�l� 1 ! ib g gi �i x 1.€eB • Ii�11/.I t g .I g y 1 y 14 $ . 1 �aeFa g8 ■ pp 14 '- p g 0 . X11{ tt L CAg'y i p. €. im ab dgg %3 gi b U 8 B ge e a ig i u Wi q$q$ 33 < Fid R6 Yc 1 J ' 'R 4,i s I x 5g , .g: @v a g4 01 ii b. g g BP r ° i Ii l ga ;g iv I!i! g d!gggli 9g9gii y: gill s i It ...s S dg� 1111 b� ?V�6 ki' 3 7 _ B` 6e .. b z c i S x e6 a T ii s gE 1 I �I b R'8 03 C Exhibit F: Attachment 5 CMB Seawall Detail 10 ADDENDUM NO.3 REQUEST FOR PROPOSALS(RFP)2016-042-KB DESIGN/BUILD SERVICES FOR STORMWATER PUMP STATION AT NORTHEAST CORNER OF CONVENTION CENTER DRIVE(PHASE II) NOTES: THE FOLLOWING STRUCTURAL NOTES ARE FOR USE AS A GUIDE STANDARD. A STRUCTURAL ENGINEER OR ARCHITECT LICENSED IN FLORIDA SHALL PREPARE CALCULATIONS AND STRUCTURAL DRAWINGS AS PER FLORIDA BUILDING CODE (FBC) WITH SUBMITTAL. THE DESIGN SHALL PROVIDE A CONCRETE SEAWALL ASSEMBLY WITH A 30-YEAR USEFUL SERVICE LIFE. THESE GUIDE STANDARDS ARE FOR THE REPAIR OF EXISTING SEAWALLS AND FOR THE CONSTRUCTION OF NEW SEAWALLS. THE STANDARD SEAWALL DETAILS SHOW THE REPAIR. GENERAL 1. ELEVATIONS SHOWN REFER TO THE NORTH AMERICAN VERTICAL DATUM OF 1988. 2. THE SITE SPECIFIC MEAN HIGH WATER (MHW) AND MEAN LOW WATER (MLW) LEVEL MUST BE INCLUDED IN THE PLANS. 3. IT IS THE INTENT OF THESE GUIDE STANDARDS TO BE IN ACCORDANCE WITH APPLICABLE CODES AND REQUIREMENTS OF AUTHORITIES HAVING JURISDICTION. 4. IT IS THE INTENT OF THESE PLANS TO COMPLY WITH LOCAL, STATE, AND FEDERAL ENVIRONMENTAL PERMITS ISSUED FOR THIS PROJECT. IT SHALL BE THE OWNER'S RESPONSIBILITY TO FAMILIARIZE AND GOVERN HIMSELF BY ALL PROVISIONS OF THESE PERMITS. 5. APPLICABLE BUILDING CODE: FLORIDA BUILDING CODE (FBC) 2010 OR CURRENT EDITION. 6. STANDARD SEAWALL DESIGN IS FOR NON-OCEANFRONT PROPERTIES ONLY. FOR LOCATIONS SUBJECT TO STORM SURGES WITH POUNDING SURF, ERODING SHORELINES AND WAVES OVERTOPPING FROM COASTAL STORM EVENTS, THE STANDARD SEAWALL DESIGN SHALL NOT BE USED. 7. AS-BUILT/RECORD SURVEY WILL BE REQUIRED UPON COMPLETION OF SEAWALL. SURVEY SHALL BE PERFORMED BY A PROFESSIONAL SURVEYOR AND MAPPER LICENSED IN THE STATE OF FLORIDA. REFER TO CITY OF MIAMI BEACH PUBLIC WORKS MANUAL PART 1 SECTION 1 A.2. PRECAST CONCRETE PILING 1. PRECAST CONCRETE PILES SHALL BE 12"x12" OR 14"x14" PILES WITH 5000 P.S.I MIN. CONCRETE AND 4-1/2" DIA. 270 K.S.I. ASTM A416 LOW-LAX STRANDS WITH 2 X" MIN. CONCRETE COVER TO TIES. THEY SHALL BE DRIVEN TO A MINIMUM BEARING CAPACITY OF 25 TONS WITH 12' MINIMUM PENETRATION INTO FIRM MATERIAL BELOW SILT LAYER. A SUB-SOIL INVESTIGATION AND REPORT SHALL BE PROVIDED BY A CERTIFIED GEOTECHNICAL ENGINEER UCENSED IN FLORIDA. BATTER PILES AT 4:12 SLOPE WHERE SHOWN ON PLANS. CONCRETE AND REINFORCING STEEL 1. ALL CONCRETE (EXCEPT PRECAST PILES) SHALL HAVE A 0.40 WATER/CEMENT RATIO AND SHALL ATTAIN A MINIMUM § COMPRESSIVE STRENGTH OF(f c) 5000 P.S.I AT THE END OF 28 DAYS. FOUR (4) CONCRETE CYLINDERS SHALL BE 9 TAKEN FOR EACH 50 CUBIC YARDS OR FRACTION THEREOF AND SHALL BE TESTED AT 3, 7 AND 28 DAYS. SLUMP SHALL NOT EXCEED 5" (+/- 1"). 1 2. ALL REINFORCEMENT SHALL BE 60000 PSI MINIMUM YIELD (Fy) NEW BILLET STEEL IN ACCORDANCE WITH ASTM A615 z GRADE 60. ALL BAR LAPS SHALL BE A MINIMUM OF 48 BAR DIAMETERS. PLACING OF REINFORCEMENT SHALL CONFORM TO THE LATEST ACI MANUAL OF STANDARD PRACTICE CODES. 3. ALL CONCRETE SHALL BE PLACED WITHIN 90 MINUTES FROM BATCH TIME, AND VIBRATED AS REQUIRED BY THE ACI MANUAL OF CONCRETE PRACTICE. TEMPERATURE OF CONCRETE AT THE TIME OF PLACEMENT SHALL BE BETWEEN 75' AND 100' F. SOIL 8 0 § 1. NEW FILL MATERIAL SHALL BE CLEAN FILL WITH NO ORGANIC OR OTHER DELETERIOUS COMPONENTS, AND SHALL BE i COMPACTED IN 12" (MAX.) LIFTS TO AT LEAST 95% OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY (ASTM m D-1557). 1 2 z i 1 I i A 3 1 m t M I A M I BE ACH APPROVED REVISED - ` .E A 1700PUBLIC WORKS DEPARTMENT 0712015 SEAWALL NOTES BS1 CONVENTION CENTER DRIVE,MIAMI BEACH FL 33139 • NEW 38' RIDE x 18' DEEP CONCRETE SEAWALL CAP ALUMINUM PIPE GUIDE RAIL WITH (5) fS CONTINUOUS BARS T&8 & #3 CLOSED PER FDOT INDEX 870 TIES •12" O.C. AND (3) #3 CLOSED TIES 0 EACH SIDE OF EACH PILE •3' O.C. VERIFY CAP REMOVE EXISTING SEAWALL CAP AS REINFORCING BY STRUCTURAL CALCULATIONS REQUIRED TO CONSTRUCT NEW WALL • PROVIDE /IB HOOKED DOWEL DRILL &EPDXY 12.MIN. INTO KING PILE 38"MIN. ALL EXPOSED EDGES TO BE MN. a a D PILE STRANDS ' CHAMFER 15' MIN. INTO CAP iIlis � • SOD I SOD ( SIDE ALK ■ T.O. PROPOSED CAP ��� . �MN EL-+7.25.11G10 1978•�� MIN.EL-+570'NM 1988 r� �A��������O,_ pia 4! 01C•go�C�O.4r _,,n_c_Rn__,--•SEE STANDARD CONCRETE SIDEWALK DETAIL— )CO' 11/42 • MHW EXISTING SEAWALL TO BE REPAIRED OR -, , �a.-_NAw 88 MODIFIED. 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VERIFY PANEL THICKNESS AND REINFORCING BY STRUCTURAL CALCULATIONS. 2. #5 VERTICAL BARS EXTEND 12" MIN. BEND PER SECTION DETAIL AFTER PANELS ARE IN PLACE. STANDARD SEAWALL PANEL ELEVATION FOR RETAINED FILL NOT TO EXCEED 10'-0" NOT TO SCALE f APPROVED REVISED OTLE MIAMI BEACH SEAWALL - 10' MAX. DEPTH BS4 PUBLIC WORKS DEPARTMENT 070015 STANDARD PANEL ELEVATION 1100 CONVENTION CENTER DRIVE.MIAMI BEACH,F1.33139 • NEW 3 WIDE x 16' DEEP CONCRETE SEAWALL CAP ALUMINUM PIPE GUIDE RAIL , 8' WITH (5) #5 CONTINUOUS BARS T&B & #3 CLOSED PER FDOT INDEX 870 TIES 0 12' O.C. AND (4) #3 CLOSED TIES 0 4' O.C. 0 EACH SIDE OF EACH PILE. VERIFY CAP REMOVE EXISTING SEAWALL CAP AS REINFORCING BY STRUCTURAL CALCULATIONS REQUIRED TO CONSTRUCT NEW WALL PROVIDE /6 HOOKED DOWEL DRILL &EPDXY 12' MIN. INTO KING PILE 38'MIN.I ..,.ALL EXPOSED EDGES TO BE t a x D PILE STRANDS r CHAMFER 15' MIN. 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O.C. • • (I\—#5 VERT 1 ' BARS 012" s • O.C. $ • • 1 Co I co i (TY P.) P FOR 10'-0" 0/C KING PILES, VERIFY FIELD CONDITION AND g 9 FABRICATE PANELS 2" SHORTER THAN ACTUAL KING PILE l TO SPACING NOTES: 1. VERIFY PANEL THICKNESS AND REINFORCING BY STRUCTURAL CALCULATIONS. 2. #5 VERTICAL BARS EXTEND 12" MIN. BEND PER SECTION DETAIL AFTER PANELS ARE IN PLACE. STANDARD SEAWALL PANEL ELEVATION FOR RETAINED FILL NOT TO EXCEED 14'-0" NOT TO SCALE 3 I 8 m E MIAMI BEACH APPROVED REVISED SEAWALL - 14' MAX. DEPTH BS7 • PUBLIC WORKS DEPARTMENT o 20,5 STANDARD PANEL ELEVATION 1]W CONVENTION CENTER DRIVE.MIAMI BEACH,FL.33139