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Home My WebLink AboutR-02-1135J-02-870 9/27/02 RESOLUTION NO. 02-1135 A RESOLUTION OF THE MIAMI CITY COMMISSION, WITH ATTACHMENTS, APPROVING WITH CONDITIONS, A SUBSTANTIAL MODIFICATION TO RESOLUTION NO. 00-188, A MAJOR USE SPECIAL PERMIT PURSUANT TO ARTICLES 13, 17 AND 22 OF ZONING ORDINANCE NO. 11000, FOR THE BRICKELL MAIN STREET PROJECT, ALSO KNOWN AS MARY BRICKELL VILLAGE PROJECT, TO BE LOCATED AT APPROXIMATELY 900 SOUTH MIAMI AVENUE, MIAMI, FLORIDA, TO BE COMPRISED OF A RESIDENTIAL COMPLEX, WITH NOT MORE THAN 382 UNITS, ACCESSORY RECREATIONAL SPACE, AN INCREASE OF APPROXIMATELY 32,000 SQUARE FEET OF ADDITIONAL RETAIL USE, AND APPROXIMATELY 1,358 TOTAL PARKING SPACES; APPROVING A DEVELOPMENT ORDER; DIRECTING TRANSMITTAL OF THE HEREIN RESOLUTION; MAKING FINDINGS OF FACT AND STATING CONCLUSIONS OF LAW; PROVIDING FOR BINDING EFFECT; CONTAINING A SEVERABILITY CLAUSE AND PROVIDING FOR AN EFFECTIVE DATE. WHEREAS, on February 17, 2000, the City Commission approved Resolution No. 00-188, which approved a Master Development Program that included the property located at approximately 900 South Miami Avenue. Miami, Florida; and WHEREAS, on August 7, 2002, Brickell Main Street Ltd. and First and Ten LLC., (hereinafter referred to as the Via: T 7 ,!"� � +t� �;� �` �A 7 �'�`tji G''t "J":.' y y'e a S. (3 #er Frei � � ti: Z � m 3u �✓ CITY COMMS V'EETING Cz O G T 1 g 2002 Resolution No. 02-i135r. "APPLICANT"), submitted a complete application for a substantial modification to the previously approved Major Use Special Permit for the Brickell Main Street Project, for purposes of increasing the size of the project by the inclusion of additional property; located and fronting Southwest 1st Avenue between Southwest Stn Street and 10th Street; additional retail space and residential units, pursuant to Articles 13, 17 and 22 of Zoning Ordinance No. 11000, the Zoning Ordinance of the City of Miami, Florida, as amended, (the "Zoning Ordinance") to approve a modification to a specific project (hereinafter referred to as the "PROJECT") for the property located at approximately 900 South Miami Avenue, Miami, Florida, as legally described in Exhibit "B"; and WHEREAS, development of the PROJECT requires the issuance of a Substantial Modification to the Major Use Special Permit pursuant to Articles 13, 17 and 22 of Zoning Ordinance No. 11000, the Zoning Ordinance of the City of Miami, Florida, as amended; and WHEREAS, the Large Scale Development Committee met on July 24, 2002, to consider the proposed PROJECT and offer its input; and WHEREAS, the APPLICANT has modified the proposed PROJECT to address the expressed technical concerns raised at said Large Scale Development Committee meeting; and Page 2 of 9 02-1135 WHEREAS, the Planning and Zoning Department reviewed the project for design appropriateness throughout the pre - application phase and, upon modifications in the final design proposal, recommended approval of the final design solution to the Planning and Zoning Director; and WHEREAS, the Urban Development Review Board met on September 18, 2002 to consider the proposed PROJECT and recommended approval of the PROJECT; and WHEREAS, the Miami Planning Advisory Board, at its meeting held on September 18, 2002, Item No. 5, following an advertised public hearing, adopted Resolution No. PAB 54-02 by a vote of five to zero (5-0), RECOMMENDING APPROVAL of the Substantial Modification to the Major Use Special Permit Development Order as attached and incorporated with the condition that the adjacent area to the loading dock be identified as a secondary (back up) loading area; and WHEREAS, the City Commission deems it advisable and in the best interest of the general welfare of the City of Miami to issue a Substantial Modification to a Major Use Special Permit Development Order as hereinafter set forth; NOW, THEREFORE, BE IT RESOLVED BY THE COMMISSION OF THE CITY OF MIAMI, FLORIDA: Page 3 of 9 02-ii35 Section 1. The recitals and findings contained in the Preamble to this Resolution are adopted by reference and incorporated as if fully set forth in this Section. Section 2. A Substantial Modification to a Major Use Special Permit Development Order, attached and incorporated as Exhibit "A", is approved subject to the conditions specified in the Development Order, per Article 17 of Zoning Ordinance No. 11000, for the PROJECT to be developed by the APPLICANT, at approximately 900 SOUTH MIAMI AVENUE Miami, Florida, more particularly described in "Exhibit B," attached and incorporated herein. Section 3. The PROJECT is approved with an increase of approximately 32,000 square feet of retail, a residential tower consisting of 382 units, with accessory recreational uses, and a total of approximately 1,358 parking spaces. Section 4. The Substantial Modification to the Major Use Special Permit Application for the PROJECT also encompasses the lower ranking Special Permits as set forth in the Development Order ("Exhibit A"). Section 5. The findings of fact set forth below are made with respect to the subject PROJECT: a. The PROJECT is in conformity with the adopted Miami Comprehensive Neighborhood Plan 1989-2000, as amended. Page 4 of 9 02-1135 b. The PROJECT is in accord with the SD -7 Zoning classification of Zoning Ordinance No. 11000, the Zoning Ordinance of the City of Miami, Florida, as amended. C. Pursuant to Section 1305 of the Zoning Ordinance of the City of Miami, Florida, the specific site plan aspects of the PROJECT, i.e., ingress and egress, parking, signs and lighting, utilities, drainage, preservation of natural features and control of potentially adverse effects generally, have been considered and will be further considered administratively during the process of issuing a building permit and a certificate of occupancy. d. The PROJECT as modified is expected to cost approximately $138 million, and to employ approximately 428 workers during construction (FTE -Full Time Employees); the PROJECT will also result in the creation of approximately 77 permanent new jobs. The PROJECT will generate approximately an additional $1.5 million annually in tax revenues to local units of government (2002 dollars) . Page 5 of 9 02-1135 e. The City Commission further finds that: (1) the PROJECT will have a favorable impact on the economy of the City; (2) the PROJECT will efficiently use public transportation facilities; (3) any potentially adverse effects of the PROJECT will be mitigated through compliance with the conditions of this Major Use Special Permit; (4) the PROJECT will favorably affect the need for people to find adequate housing reasonably accessible to their places of employment; (5) the PROJECT will efficiently use necessary public facilities; (6) the PROJECT will not negatively impact the environment and natural resources of the City; (7) the PROJECT will not adversely affect living conditions in the neighborhood; (8) the PROJECT will not adversely affect public safety; Page 6 of 9 02-1135 (9) based on the record presented and evidence presented, the public welfare will be served by the PROJECT; and (10) any potentially adverse effects of the PROJECT arising from safety and security, fire protection and life safety, solid waste, heritage conservation, trees, shoreline development, minority participation and employment, and minority contractor/subcontractor participation will be mitigated through compliance with the conditions of this Major Use Special Permit. Section 6. This Substantial Modification to the Major Use Special Permit, as approved and amended, shall be binding upon the APPLICANT and any successors in interest. Section 7. The application for a Substantial Modification to the Major Use Special Permit, which was submitted on August 7, 2002, and on file with the Department of Planning and Zoning of the City of Miami, Florida, shall be relied upon generally for administrative interpretations and is incorporated by reference. Section 8. The City Manager is directed to instruct the Director of the Department of Planning and Zoning to transmit a Page 7 of 9 02-1135 copy of this Resolution and attachment to the developers: Vicky Garcia -Toledo, Esq. on behalf Brickell Main Street and First and Ten, 200 South Biscayne Boulevard, Suite 25000, Miami, Fl. 33131. Section 9. The Findings of Fact and Conclusions of Law are made with respect to the PROJECT as described in the Development Order ("Exhibit A") for the PROJECT, attached and incorporated. Section 10. In the event that any portion or section of this Resolution or the Development Order ("Exhibit A") is determined to be invalid, illegal, or unconstitutional by a court or agency of competent jurisdiction, such decision shall in no manner affect the remaining portions of this Resolution or Development Order ("Exhibit A"), which shall remain in full force and effect. Section 11. The approved provisions of this Substantial Modification to the Major Use Special Permit shall commence and become operative thirty (30) days after the adoption of this Resolution. Section 12. This Substantial Modification to the Major Use Special Permit, as approved, shall expire two (2) years from its commencement and operative date. Page 8 of 9 02-1135 Section 13. This Resolution shall become effective immediately upon its adoption and signature of the Mayor.'/ PASSED AND ADOPTED this 10th day of ATTEST: ?.I-0, 9/1 PRISCILLA A. THOMPSON CITY CLERK APPROVED S T0///FORM AND_,_CORRECTNESS� LLO �f{w CITY/1ATTORNEY 606:GKW:et October . 2002. I�Waz,4, �C - EL A. DIAZ, MAYOR 1� If the Mayor does not sign this Resolution, it shall become effective at the end of ten calendar days from the date it was passed and adopted. If the Mayor vetoes this Resolution, it shall become effective immediately upon override of the veto by the City Commission. Page 9 of 9 02-1135 "EXHIBIT A" ATTACHMENT TO RESOLUTION NO. 02 - DATE: ,2002 BRICKELL MAIN STREET A/K/A MARY BRICKELL VILLAGE SUBSTANTIAL MODIFICATION TO MAJOR USE SPECIAL PERMIT DEVELOPMENT ORDER Let it be known that pursuant to Articles 13, 17 and 22 of Ordinance No. 11000, the Zoning Ordinance of the City of Miami, Florida, as amended (the "Zoning Ordinance"), the Commission of the City of Miami, Florida, has considered in a public hearing, the issuance of a Substantial Modification to a Major Use Special Permit for Brickell Main Street a/k/a/ Mary Brickell Village (hereinafter referred to as the "PROJECT") to be located at approximately 900 South Miami Avenue Miami, Florida (see legal description on "Exhibit B", attached and incorporated), is subject to any dedications, limitations, restrictions, reservations or easements of record. After due consideration of the recommendations of the Planning Advisory Board and after due consideration of the consistency of this proposed development with the Miami Comprehensive Neighborhood Plan, the City Commission has approved the PROJECT, and subject to the following conditions approves the Major Use Special Permit and issues this Permit: Page A-1 of 9 02-1135 FINDINGS OF FACT PROJECT DESCRIPTION: The proposed PROJECT is a retail and residential/mixed use development to be located at approximately 900 South Miami Avenue Miami, Florida. The PROJECT is located on a gross lot area of approximately 8.1 acres and a net lot area of approximately 5.2 acres of land (more specifically described on "Exhibit B", incorporated herein by reference). The remainder of the PROJECT's Data Sheet is attached and incorporated as "Exhibit C." The proposed PROJECT incorporates additional property and will consist of an additional 32,000 square feet of retail space, a residential tower with no more than 382 residential units with accessory recreational space. The PROJECT will also provide a total of 1,358 parking spaces. The ownership, operation and maintenance of common areas and facilities will be by the property owner or in the case of the property being converted to condominiums, a mandatory property owner association in perpetuity pursuant to a recorded Declaration of Covenants and Restrictions. The Major Use Special Permit Application for the PROJECT also encompasses the following lower ranking Special Permits: Page A-2 of 9 02-11-35 CLASS I SPECIAL PERMIT as per Article 9, Section 906.6, for active recreational facilities (including swimming pools). CLASS I SPECIAL PERMIT as per Section 915.2 for FAA clearance letter; if applicable. CLASS I SPECIAL PERMIT to permit staging and parking during construction (to be approved prior to obtaining a building permit from the Department of Planning and Zoning). CLASS I SPECIAL PERMIT as per Article 9, Section 925.3.8, to allow development/construction/ rental signage. CLASS I SPECIAL PERMIT as per Article 9, Section 917.2.1 to allow valet parking for residential use. CLASS I SPECIAL PERMIT as per Article 9, Section 920.1, to allow a construction trailer. CLASS I SPECIAL PERMIT, for a temporary construction fence and covered walkway. CLASS II SPECIAL PERMIT as per Article 4, Section 401, for development of new construction within the SD -7 Zoning District CLASS II SPECIAL PERMIT for waiver of certain requirements of the Brickell Promenade Design Development Plan and Urban Guidelines. Page A-3 of 9 02-1135 CLASS II SPECIAL PERMIT for a waiver of additional distance requirements, from a parking space to a column or wall requirement, of the City of Miami Parking Guide and Standards. CLASS II SPECIAL PERMIT to allow permanent signage pursuant to the Development Parameter Guideline Book. MAJOR USE SPECIAL PERMIT as per Article 17 of the Zoning Ordinance for development of 382 residential units. The PROJECT shall be constructed substantially in accordance with plans and design schematics on file prepared, signed and sealed by: Wolfberg Alvarez, dated July 22, 2002 and August 1, 2002. The PROJECT conforms to the requirements of the SD -7 Zoning District, as contained in the Zoning Ordinance, the Zoning Ordinance of the City of Miami, Florida, as amended. The existing comprehensive plan future land use designation on the subject property allows the proposed mix of residential and commercial uses. CONDITIONS THE APPLICANT, ITS SUCCESSORS, AND/OR ASSIGNS, JOINTLY OR SEVERALLY, PRIOR TO THE ISSUANCE OF ANY BUILDING PERMITS, SHALL COMPLY WITH THE FOLLOWING: Page A-4 of 9 02-1135 1. Meet all applicable building codes, land development regulations, ordinances and other laws. 2. Pay all applicable fees due prior to the issuance of a building permit. 3. Allow the Miami Police Department to conduct a security survey, at the option of the Department, and to make recommendations concerning security measures and systems; further submit a report to the Department of Planning and Zoning, prior to commencement of construction, demonstrating how the Police Department recommendations, if any, have been incorporated into the PROJECT security and construction plans, or demonstrate to the Director of the Department of Planning and Zoning why such recommendations are impractical. 4. Obtain approval from, or provide a letter from the Department of Fire -Rescue indicating APPLICANT'S coordination with members of the Fire Plan Review Section at the Department of Fire -Rescue in the review of the scope of the PROJECT, owner responsibility, building development process and review procedures, as well as specific requirements for fire protection and life safety systems, egress, vehicular access and water supply. 5. Obtain approval from, or provide a letter of assurance from the Department of Solid Waste that the PROJECT has addressed all concerns of the Department prior to the obtainment of a shell permit. Page A-5 of 9 02-1135 6. Prepare a Minority Participation and Employment Plan (including a Contractor/Subcontractor Participation Plan) to be submitted to the City's Director of Equal Employment Opportunity for review and comments, with the understanding that the APPLICANT must use its best efforts to follow the provisions of the City's Minority/Women Business Affairs and Procurement Program as a guide. 7. Prior to the issuance of a Temporary Certificate of Occupancy or Certificate of Occupancy, record in the Public Records of Miami -Dade County, Florida a Declaration of Covenants and Restrictions providing that the property owner or a mandatory property owner association in perpetuity will own, operate and maintain all common areas and facilities. 8. Prior to the issuance of a shell permit, demonstrate to the City that the condominium documents have been filed with the State of Florida; or alternatively, provide the City with an executed, recordable unity of title or covenant in - lieu of unity of title agreement for the subject property; said agreement shall be subject to the review and approval of the City Attorney's Office. 9. Provide the Department of Planning and Zoning with a temporary parking plan, including an operational plan, which addresses construction employee parking during the construction period, said plan shall include an enforcement plan and shall be subject to the review and approval by the Department of Planning and Zoning prior to the issuance of any building permits and shall be enforced during construction activity. Page A-6 of 9 02 -113 10. Pursuant to the Departments of Fire -Rescue and General Services Administration, the roof area of the proposed structures shall be made available to the City of Miami for any necessary communications equipment at no charge to the City. 11. If the project is to be developed in phases, the APPLICANT shall submit an interim plan, including a landscape plan, which addresses design details for the land occupying future phases of this PROJECT in the event that the future phases are not developed, said plan shall include a proposed timetable and shall be subject to review and approval by the Director of the Department of Planning and Zoning. 12. The APPLICANT shall keep the Miami -Dade County archeologist apprised of all ground disturbing activity; based upon his findings some level of monitoring by a private archeological consultant may be required. 13. Within 90 days of the effective date of this Development Order, record a certified copy of this Development Order specifying that the Development Order runs with the land and is binding on the APPLICANT, its successors, and assigns, jointly or severally. 14. Prior to the issuance of a certificate of occupancy on Phase I, the Applicant shall modify the facades of the Phase I parking garage to match that of the proposed Phase Page A-7 of 9 0,2-1135 IV and V garage; however, such change shall not affect the ability of the APPLICANT to obtain the building permit on Phase I, with the necessary revision permits to the parking garage facades to be filed accordingly. THE CITY SHALL: Establish the operative date of this Permit as being thirty (30) days from the date of its issuance; the issuance date shall constitute the commencement of the thirty (30) day period to appeal from the provisions of the Permit. CONCLUSIONS OF LAW The PROJECT, proposed by the APPLICANT, complies with the Miami Comprehensive Neighborhood Plan 1989-2000, is consistent with the orderly development and goals of the City of Miami, and complies with local land development regulations and further, pursuant to Section 1703 of the Zoning Ordinance: (1) the PROJECT will have a favorable impact on the economy of the City; and (2) the PROJECT will efficiently use public transportation facilities; and (3) the PROJECT will favorably affect the need for people to find adequate housing reasonably accessible to their places of employment; and Page A-8 of 9 02-1135 (4) the PROJECT will efficiently use necessary public facilities; and (5) the PROJECT will not negatively impact the environment and natural resources of the City; and (6) the PROJECT will not adversely affect public safety; and (7) the public welfare will be served by the PROJECT; and (8) any potentially adverse effects of the PROJECT will be mitigated through the conditions of this Major Use Special Permit. The proposed development does not unreasonably interfere with the achievement of the objectives of the adopted State Land Development Plan applicable to the City of Miami. Pursuant to Section 1305 of the Zoning Ordinance, the specific site plan aspects of the PROJECT i.e., ingress and egress, offstreet parking and loading, refuse and service areas, signs and lighting, utilities, drainage and control of potentially adverse effects generally have been considered and will be further considered administratively during the process of issuing individual building permits and certificates of occupancy. Page A-9 of 9 02-1135 EXHIBIT "B" 0 of 2) Legal Description All of Lots, 1, 2, 3, 4, and 5, the North 500 feet of Lot 6, together with Lot 9, Block 72-S of "City of Miami", according to the Plat thereof, as recorded in Plat Book B, page 41 of the Public Records of Miami -Dade County, Florida, less and except the following: The external area of a circular curve having a radius of seven (7) feet and tangents which are 25 feet South of and parallel with the centerline of SE 9th Street and 37.5 feet Westerly of and parallel with the centerline of SE 1st Avenue being a portion of Lot 3, Block 72-S of, said "City of Miami". According to the Plat thereof, as recorded in Plat Book B, Page 41 of the Public Records of Miami -Dade County, Florida. Together with: All of Lots 1 through 9 inclusive, and Lots 10 through 15 inclusive, together with Lots 16 through 24 inclusive, Block 71-S "City of Miami". According to the Plat thereof, as recorded in Plat Book B at Page 41 of the Public Records of Miami -Dade County, Florida, less and except the following: . Those portions of Lot 24, Block 71 South, City of Miami. According to the Plat thereof, recorded in Plat Book B Page 41 of the Public Records of Miami -Dade County, Florida, more particularly described as follows: The East five (5) fee of said Lot 24 and the external area of a circular curve concave to the Northwest having a radius of twenty-five (25) feet and tangents which are twenty-five (25 feet north of and parallel with the centerline of Southwest 10th Street and thirty (30) feet West of and parallel with centerline of South Miami Avenue. Said lands situated in the City of Miami, county of Miami -Dade, Florida. 927 SW 1 Avenue; Folio# 01-0207-010-1111 Folio# 01-0207-010-1113 70 SW 9 Street; Folio# 01-0207-010-1090 921 SW 1 Avenue; Folio# 01-0207-010-1110 931 SW 1 Avenue; Folio# 01-0207-010-1120 937 SW 1 Avenue; Folio# 01-0207-010-1122 933 SW 1 Avenue; Folio# 01-0207-010-1124 85 SW 10 Street; Folio# 01-0207-010-1160 911 SW 1 Avenue; Folio# 01-0207-010-1100 925 SW 1 Avenue; Folio# 01-0207-010-1112 935 SW 1 Avenue; Folio# 01-0207-010-1123 95 SW 10 Street; Folio# 01-0207-010-1140 89 SW 10 Street; Folio# 01-0207-010-1170 916-918 S.E. Miami Avenue Rd.; Folio #01-0207-020-1010 55 S.W. 10 Street; Folio #01-0207-010-1200 900 S.E. Miami Avenue Rd; Folio # 01-0207-020-1030 \73190\10199\ # 578120 v 2 8/2/02 12:17 PM 02-1135 EXHIBIT "B" (2 of 2) 36 S.W. 9 Street; Folio #01-0207-010-1050 50 S.W. 9 Street; Folio #01-0207-010-1060 62-64 S.W. 9 Street; Folio #01-0207-010-1080 59 S.W. 10 Street; Folio #01-0207-010-1180 57 S.W. 10 Street; Folio #01-0207-010-1190 29 S.W. 10 Street; Folio #01-0207-010-1220 926 -928 S.E. 1st Avenue; Folio # 01-0207-020-1100 25 S.W. 10 Street; Folio #01-0207-010-1230 60 S.W. 9 Street; Folio #01-0207-010-1070 26 S.W. 9 Street; Folio #01-0207-010-1040 75 S.W. 10 Street; Folio #01-0207-010-1130 81 S.W. 10 Street; Folio #01-0207-010-1150 900 So. Miami Avenue; Folio #01-0207-010-1010 920 So. Miami Avenue; Folio #01-0207-010-1020 1 S.W. 10 Street; Folio #01-0207-010-1240 10 S.E. 9 Street; Folio #01-0207-020-1020 901 So. Miami Avenue; Folio # 01-0207-020-1040 41, 43, 45 and 47 S.W. 10 Street 20 S.W. 9 Street; Folio # 01-0207-010-1030 \73190\10199\ # 578120 v 2 8/2/02 12:17 PM 02-1135 • SITE: ffiIBIT "C" BRICKELL MAIN STREET Project Data Sheet South Miami Avenue Road on the East; to SW 1 Avenue on the West; from 9 Street to 10 Street SW Miami, Florida • LEGAL DESCRIPTION: See Exhibit "A" under Article 1 • SITE ZONING: SD -7 As described by Article VI, Sec. 607 (SD -7 Central Brickell Rapid Transit Commercial -Residential District) of the Zoning Ordinance of the City of Miami, Florida. • PERMITTED USES: As described by Article VI, Section 607 (SD -7 Central Brickell Rapid Transit Commercial -Residential District) of the Zoning Ordinance for the City of Miami, Florida, the permitted uses include but are not limited to retail establishments along ground floor of pedestrian streets; multiple dwellings; hotels; and parking • DENSITY: Residential Density for residential use. As per Article VI, Sec. 607, the number of dwellings is determined by a maximum net density of 500 units per acre. Allowed: 5.2 acres x 500 units per acre 2600 residential units Proposed: 382 residential units • NET LOT AREA: New property .98 acres Total property 5.2 acres • GROSS LOT AREA: New property 2.05 Total property 8.1 • BUILDING FOOTPRINT: Max Permitted: As described in Article VI Sec. 607: Unlimited Proposed: 157,507 s.f. \73190\10199\# 578120 v 2 8/2/02 12:17 PM 02-1135 • • F.A.R.: Max. Permitted: For Residential: For Non -Residential As described in Article VI, Sec. 607: As described in Article VI, Sec. 607 Base F.A.R. 6.0 times the gross lot area: Base FAR 2.25 times the gross lot area: 350,535 s.f. x 6.0 = 2,103,210 350,535 s.f. x 2.25= 788,703.75 s.f. For Residential Proposed: 604, 842 s.f. For Non -Residential Proposed: 196,978 s.f. OPEN SPACE: Minimum Required: As required by Article VI, Sec. 607 sq. feet Proposed: 158,623 s.f. • SETBACKS: Required: As required by Article VI, Sec. 607, the minimum setbacks are as follows: Front: S. Miami Avenue.... 12 ft. Side: 9th Street ... 15 Street Side: SE 1 Avenue ( Miami Avenue Road) ... 15 ft. Side: 10 Street ... 12 ft. Interior Provided: Non -Required Provided: Front: South Miami Avenue ... 12 ft. Side: 9th Street (Phase I-5 ft.) Phase VI & V (15 ft.) Side: 10th Street .... 15 ft. Side: South Miami Avenue Road (SE 1 Avenue) 15 ft. • PARKING: Required: As required by Article VI, Sec. 607 and Article 9, Section 917, 918, 922 and 923 of the Zoning Ordinance of City of Miami, Florida, 590 spaces. Proposed: 1,358 parking spaces, inclusive of 13 spaces for the physically disabled. • OFFSTREET LOADING Required: As required by Article IX, Sec. 923, offstreet loading requirements for buildings in excess of 25,000 s.f. and up to 500,000 s.f. of gross building area the number of required berths shall be as follows: Berth minimum dimension 12'x35'. Number of berths required 5. \73190\10199\ # 578120 v 2 8/2/02 12:17 PM ®2-1135 Proposed: 2 berths at 121x551 . 3 berth at 12'x35' • MAX. BUILDING HEIGHT: Allowed: Unlimited Proposed: Retail: Residential: Top of Flat Roof Slab: Top of Pitch Metal Roof: Top of Elevator Penthouse: Parking: \73190\10199\ # 578120 v 2 8/2/02 12:17 PM 2levels 30'-0" 352'-10" 368'-5" 382'-10" 10 levels 96'-0" 02-1135 APPLICANT HEARING DATE ITEM PZ 1 PLANNING FACT SHEET Vicky Garcia -Toledo, Esquire, on behalf of Brickell Main Street, LTD and First and Ten, LLC. September 18, 2002 REQUESTILOCATION Approximately 900 South Miami Avenue LEGAL DESCRIPTION Complete legal description on file with the Office of Hearing Boards. PETITION A resolution approving with conditions, a substantial modification to Resolution 00-188, a Major Use Special Permit pursuant to Articles 13, 17 and 22 of Zoning Ordinance No. 11000, for the Brickell Main Street Project, AKA Mary Brickell Village Project, to be comprised of a residential use complex, with not more than 382 residential units, accessory recreational space, an increase of approximately 32,000 additional square feet of additional retail use and approximately 1,358 parking spaces. PLANNING RECOMMENDATION Approval with conditions. BACKGROUND AND ANALYSIS See supporting documentation. PLANNING ADVISORY BOARD Recommended approval with VOTE: 5-0 conditions to City Commission. CITY COMMISSION N/A. APPLICATION NUMBER 2002-057 Item #5 CITY OF MIAMI • PLANNING AND ZONING DEPARTMENT 444 SW 2ND AVENUE, 3RD FLOOR • MIAMI, FLORIDA, 33130 PHONE (305) 416-1400 Date: 10/2/2002 0 2 _ ffi 15 Analysis for Major Use Special Permit for the Brickell Main Street Project a. k. a. Mary Brickell Project located at approximately 900 South Maim! Avenue. CASE NO. 2002-0057 Pursuant to Ordinance 11000, as amended, the Zoning Ordinance of the City of Miami, Florida, the subject proposal for the Brickell Main Street Project a.k.a. Mary Brickell Project has been reviewed to allow a substantial modification to Resolution 00-188, a Major Use Special Permit. This Permit also includes the following requests: CLASS I SPECIAL PERMIT as per Article 9, Section 906.6, for permanent rec- reational facilities (including swimming pools); CLASS I SPECIAL PERMIT as per Section 915.2 for FAA clearance letter, CLASS I SPECIAL PERMIT to permit staging and parking during construction to be approved prior to obtaining a building permit from the Department of Plan- ning and Zoning); CLASS I SPECIAL PERMIT as per Article 9, Section 925.3.8, to allow develop- ment/construction/ rental signage; CLASS I SPECIAL PERMIT as per Article 9, Section 917.2.1 to allow valet park- ing for residential use; CLASS I SPECIAL PERMIT as per Article 9, Section 920.1, to allow a construc- tion trailer, P 02--1135 CLASS I SPECIAL PERMIT, for a temporary construction fence and covered walkway. CLASS II SPECIAL PERMIT as per Article 4, Section 401, for development of new construction within the SD -7 Zoning District CLASS II SPECIAL PERMIT, for waiver of certain requirements of the Brickell Promenade Design Development Plan and Urban Guidelines; CLASS II SPECIAL PERMIT for a waiver of additional distance requirements from a parking space to a column or wall requirement of the City of Miami Park- ing Guide and Standards; CLASS II SPECIAL PERMIT to allow permanent signage pursuant to the Devel- opment Parameter Guideline Book; MAJOR USE SPECIAL PERMIT as per Article 17 for development of 382 residential units; _ PER CITY CODE, Chapter 36, Construction Equipment, request for waiver from the City Commission of waiver of noise ordinance while under construction for continuous pours; REQUEST that the following MUSP conditions be required at the time of Tempo- rary Certificate of Occupancy or Final Certificate of Occupancy instead of at issu- ance of foundation permit: ` a. the requirement to.. record in the P6blic Records a Declaration of Covenants and Restrictions providing that the ownership, operation P 02-113" and maintenance of all common areas and facilities will be by the property owner or a mandatory property owner association; and b. the requirement to record in the Public Records a unity of title or covenant in lieu of unity of title. Certificate of Appropriateness for ground distributing activity in an archeological conservation area (City Code Section 23-5a); Designation as a phased project, pursuant to Section 2502 of Zoning Ordinance 11000, as amended; and Pursuant to Articles 13 and 17 of the Zoning Ordinance, approval of the requested Major Use Special Permit shall be considered sufficient for the subordinate per- mits requested. In determining the appropriateness of the proposed project, the Planning and Zoning Department has referred this project to the Large Scale Development Committee (LSDC) and the Urban DIVvelopment Review Board (DDRB) for additional input and recommendations; the following findings have been made: • It is found that the proposed residential development project will benefit the Brickell area by creating new housing opportunities. • It is found that the subject property has convenient access to the downtown area that makes it ideally suited for residential use. • It is found that die project was reviewed by the Large Scale Development Committee and has been modified to address the expressed technical concerns raised at said Large Scale Development Committee meeting; • It is found that the proposed project was reviewed for design appropriateness by the Urban Development .Review Board and the Planning and Zoning Department; the staff review resulted in design modifications which were then recommended for approval to the Planning and Zoning Director: • It is found that with respect to all additional criteria as specified in Section 1305 of Zoning Ordinance 11000, the proposal has been reviewed and found to be adequate. 02`1135 Based on these findings, the Planning and Zoning Department is recommending approval of the requested Development Project with the following conditions: 1. Meet all applicable building codes, land development regulations, ordinances and other laws. 2. Pay all applicable fees due prior to the issuance of a building permit. 3. Allow the Miami Police Department to conduct a security survey, at the option of the Department, and to make recommendations concerning security measures and systems; further submit a report to the Department of Planning and Zoning, prior to commencement of construction, demonstrating how the Police Department rec- ommendations, if any, have been incorporated into the PROJECT security and construction plans, or demonstrate to the Director of the Department of Planning and Zoning why such recommendations are impractical. 4. Obtain approval from, or provide a letter from the Department of Fire -Rescue in- dicating APPLICANT'S coordination with members of the Fire Plan Review Sec- tion at the Department of Fire -Rescue in the review of the scope of the PROJECT, owner responsibility, building development process and review procedures, as well as specific requirements for fire protection and life safety systems, exiting, vehicular access and water supply. 5. obtain approval from, or provide a fetter of assurance from the Department of Solid Waste that the PROJECT has addressed all concerns of the said Department prior to the obtainment of a shell permit. 6. Prepare a Minority Participation and Employment Plan (including a Contrac- tor/Subcontractor Participation Plan) to be submitted to the City's Director of Equal Employment Opportunity for review and comments, with the understanding that the APPLICANT must use its best efforts to follow the provisions of the City's Minority/Women Business Affairs and Procurement Program as a guide. 7. Record the following in the Public Records of Dade County, Florida, prior to the issuance of a Temporary Certificate of Occupancy or Certificate of Occupancy, a Declaration of Covenants and Restrictions providing that the ownership, operation and maintenance of all common areas al facilities will be by the property owner or a mandatory property owner associatiodin perpetuity. 8. Prior to the issuance of a shell permit, demonstrate to the City that the condomin- ium documents have been filed .with the State of Florida, or (b) provide the City F 02-1130 with an executed, recordable unity of 'title or covenant in -lieu of unity of title agreement for the subject property; said agreement shall be subject to the review and approval of the City Attorney's Office. 9. Provide the Department of Public Works with plans for proposed sidewalk and swale area for its review and approval prior to the issuance of a building permit. 10. Provide the Department of Planning and Zoning with a temporary parking plan, including an operational plan, which addresses construction employee parking during the construction period, said plan shall include an enforcement plan and shall be subject to the review and approval by the Department of Planning and Zoning prior to the issuance of any building permits and shall be enforced during construction activity. 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S.W. `•14 TERR : . • C1 s�4tP�4=d �>� a Ie • •~ate •" i r Y ti .. � � _ • • J e • 41*1. ; TR� ++ 'T • . • q • Y L J • • R RESOLUTION PAB - 54-02 A RESOLUTION RECOMMENDING APPROVAL OF A CONSIDERATION OF A RESOLUTION, WITH ATTACHMENTS, APPROVING WITH CONDITIONS AS SPECIFIED BY STAFF, OF A SUBSTANTIAL MODIFICATION TO RESOLUTION 00-188, A MAJOR USE SPECIAL PERMIT PURSUANT TO ARTICLES 13,17 AND 22 OF ZONING ORDINANCE NO. 11000, FOR THE BRICKELL MAIN STREET PROJECT A. K. A. MARY BRICKELL VILLAGE PROJECT, TO BE LOCATED AT APPROXIMATELY 900 SOUTH MIAMI AVENUE, MIAMI, FLORIDA, TO BE COMPRISED OF A RESIDENTIAL USE COMPLEX, WITH NOT MORE THAN 382 RESIDENTIAL UNITS WITH ACCESSORY RECREATIONAL SPACE, 32,000 SQUARE FEET OF ADDITIONAL RETAIL SPACE, AND APPROXIMATELY 1,358 PARKING SPACES, WITH THE CONDITION THAT THE ADJACENT AREA TO THE LOADING DOCK BE IDENTIFIED AS A SECONDARY (BACK UP) LOADING AREA. HEARING DATE: September 18, 2002 ITEM NO.: 5 VOTE: 5-0 ATTESJ�:�X',,A� --2t Ana Gelabert-SanctWi,Dir for Planning and Zoning Department 02-x.135 oF,y,� PLANNING AND ZONING DEPARTMENT HEARING BOARDS DIVISION .. 444 SW 2"d Avenue, 7"' Floor • Miami, Florida 33130 * INC6R� ORATED * Telephone 305-416-1480 • Fax 305-416-2035 .+' i6 96 1 X10 OFCO., FL0 APPLICATION FOR MAJOR USE SPECIAL PERMIT IT IS INTENDED THAT MAJOR USE SPECIAL PERMITS BE REQUIRED WHERE SPECIFIED USES AND/OR OCCUPANCIES INVOLVE MATTERS DEEMED TO BE OF CITYWIDE OR AREA -WIDE IMPORTANCE. THE CITY COMMISSION SHALL BE SOLELY RESPONSIBLE FOR DETERMINATIONS ON APPLICATIONS FOR MAJOR USE SPECIAL PERMITS. (SEE ARTICLE 17 OF ORDINANCE 11000, AS AMENDED, THE ZONING ORDINANCE OF THE CITY OF MIAMI, FLORIDA.) THE DIRECTOR OF THE DEPARTMENT OF PLANNING AND ZONING SHALL MAKE RECOMMENDATIONS ON ALL APPLICATIONS FOR MAJOR USE SPECIAL PERMITS AND FOR ANY AMENDMENTS THERETO AND SHALL TRANSMIT SAID APPLICATIONS AND RECOMMENDATIONS TO THE PLANNING ADVISORY BOARD FOR ITS RECOMMENDATIONS AND MAY MAKE REFERRALS TO OTHER AGENCIES, BODIES, OR OFFICERS FOR REVIEW, ANALYSIS, AND/OR TECHNICAL FINDINGS AND DETERMINATIONS AND REPORTS THEREON. (SEE SECTION 1301.4 OF ORDINANCE 11000, AS AMENDED, THE ZONING ORDINANCE OF THE CITY OF MIAMI, FLORIDA.) ANY PERSON WHO RECEIVES COMPENSATION, REMUNERATION OR EXPENSES FOR CONDUCTING LOBBYING ACTIVITIES TO REGISTER AS A LOBBYIST WITH THE CITY CLERK, PRIOR TO ENGAGING IN LOBBYING ACTIVITIES BEFORE CITY STAFF, BOARDS, COMMITTEES AND THE CITY COMMISSION. A COPY OF SAID ORDINANCE IS AVAILABLE IN THE OFFICE OF THE CITY CLERK (MIAMI CITY HALL), LOCATED AT 3500 PAN AMERICAN DRIVE, MIAMI, FLORIDA, 33133. -PLICANTS ARE RESPONSIBLE, IF NEEDED, TO BRING AN INTERPRETER FOR THE ENGLISH LANGUAGE TO ANY PRESENTATION BEFORE Y BOARDS, COMMITTEES AND THE CITY COMMISSION. POWER OF ATTORNEY WILL BE REQUIRED IF NEITHER APPLICANT OR LEGAL 1_0UNSEL REPRESENTING THE APPLICANT EXECUTE THE APPLICATION OR DESIRE TO MAKE A PRESENTATION BEFORE CITY BOARDS, COMMITTEES AND THE CITY COMMISSION. I, Vicky Garcia -Toledo Esc PA on behalf of Brickell Main Street, Ltd. and First and Ten, LLC., hereby apply to the Director of the Planning and Zoning Department of the City of Miami for approval of a Major Use Special Permit under the provisions of Article 17 of the City of Miami Zoning'Ordinance. Property Address: South Miami Avenue Road (SE 1 Avenue) on the east to SW 1 st Avenue on the west between 9th Street and 10th Street Generally referred to as 900 South Miami Avenue. (See attached Exhibit A) for detail listing of addresses and legal description Nature of proposed use (be specific): A previously approved mixed use phase project consisting of retail and hotel uses to be modified to include additional property (See Exhibit A) for increase retail space and a residential tower. 1. Two 11x17" original surveys and one 24x36" original survey, prepared by a State of Florida Registered Land Surveyor within one year from the date of application. 2. Two 11x17" original plans and one 24x36" original plan, signed and sealed by a State of Florida Registered Architect or Engineer showing property boundaries, existing (if any) and proposed structure(s), parking, landscaping, etc.; building elevations and dimensions and computations of lot area and building spacing. Plans need to be stamped by the Hearing Boards Division first and then signed by Public Works, Zoning and Planning prior to submission of application. \73190\10199\ # 578120 v 2 8/2/02 12:17 PM 02-1135 Affidavit and disclosure of ownership of subject property and disclosure of interest (see attached forms). ,i. Certified list of owners of real estate within a 500 -feet radius from the outside boundary of property (see pages 5 and 6). 6. At least two photographs that show the entire property (land and improvements). 7. Maps showing the existing zoning designation and the adopted comprehensive plan designation for areas on and around the property. 8. General location map showing relation to the site or activity to major streets, schools, existing utilities, shopping areas, important physical features in and adjoining the project, and the like. 9. Concept Plan: a) Site plan and relevant information per Section 1304.2.1 d -h in Zoning Ordinance 11000, as amended. b) Relationships to surrounding existing and proposed uses and activities, systems and facilities, per Section 17022.2a in Zoning Ordinance 11000, as amended. c) How concept affects existing zoning and adopted comprehensive plan principles and designations; tabulation of any required variances, special permits, changes of zoning or exemptions, per Section 1702.2.2b in Zoning Ordinance 11000, as amended. 10. Developmental Impact Study (an application for development approval for a Development of Regional Impact may substitute). 11. Other (specify and attach cover letter explaining why any document you are attaching is pertinent to this application). 12. An 8'/z x 11" copy of all exhibits that will be presented at the hearing. 13. Twenty-five (25) "Major Use Special Permit" books containing the above information. If this project requires Zoning Board approval, a total of thirty-five (35) books will be required. 14. Cost of processing according to the City Code: a) $38.724.10, for the Major Use Special Permit b) Additional fee of $ ----- for any required special permits, changes of zoning or variances. c) Total Fee: $ 38,724.10 17. What is the purpose of this Major Use Special Permit? Modification to prg(viously approved MUSP Signature Name Address 2500 First Union Financial Center 200 South Biscayne Boulevard Miami Florida 33131 Telephone 305 350-2409 Date August 2 2002 \73190\10199\ # 578120 v 2 8/2/02 12:17 PM 02-1133 STATE OF FLORIDA COUNTY OF MIAMI-DADE The foregoing instrument was acknowledged before me this 2nd day of August 2002, by Vicky Garcia - Toledo, Es Brickell Main Street, Ltd. and First and Ten LLC a corporation, who is an ual personally known to me o o has produced as identification and who di I not take an oath. (Stamp) STATE OF FLORIDA COUNTY OF MIAMI-DADE The foregoing instrument was acknowledged before me this 20, by day of a the corporation. He/She is personally known to me or has produced identification and who did (did not) take an oath. (Stamp) STATE OF FLORIDA COUNTY OF MIAMI-DADE Signature CHRISTINE B. WUMI ICH MY COMMISSION # DD 094036 EXPIRES: February 20, 2006 Bonded TTnu Pichard Insurance Agency corporation, on behalf of as The foregoing instrument was acknowledged before me this day of 20, by partner (or agent) on behalf of me or who has produced oath. (Stamp) \73190\10199\ # 578120 v 2 8/2/02 12:27 PM a partnership. He/She is personally known to as identification and who did (did not) take an Signature 02-1135 OCT. -01' 02 (TUE) 161b Note 1. P.002/002 B 1 LZ 1 N, SUMBER. ET. AL BRICKELL MAIN STREET ADDENDUM TO APPLICATION FOR MAJOR USE SPECIAL PERMIT August 2002 Request for A Modification to a Previously Approved Major Use Special Permit To: a) To expand the parking structure with total parking count for all project phases of 1,358 cars (previously approved 1,040) spaces. b) To include the following phases: (i) Phase IV - for additional retail use (approximately 32,000 s.f.) (ii) Phase V - for residential Towers consisting of 382 units. Note 2. a) Class TI Special Permit for new construction in Zoning District SD -7- b) . Class I1 Special Permit for a Waiver of certain requirements of Brickell Promenade Design Development Plan and Urban Guidelines. c) Class IT Special Permit for a Waiver of additional distance requirement from parking space to a column or wall requirements of the City of Miami Parking Guide and Standards. d) Class lI to allow permanent signage through Development Parameters Guidelines Book. Note 3. a) Class I Special Permit io permit Permanent recreation facilities. b) Class I Special Permit to permit the staging and parking during construction. C) Class I Special Permit to allow development/construction/rental signage. and trailer. d) Class I .'special Permit to allow construction fence. Note 4. Note 5. To request from the City Commission: a) a waiver from the noise ordinance during the required concrete pours for construction of the project. To apply for a Certificate of Appropriateness for ground disturbing activities. Note 6 . To apply for all lesser permits as may be required to allow development and construction of this phase project as contemplated under this Major Use Special Permit application as submitted and as per plans on file. Note 7. The above Major Use Special Permit is to encompass all lower ranking special permits necessary to complete the projects as per plans under Tab 6. NOTE: Approve Optional Facades along with West elevation at ground level - to permit construction of option B subsequent to proposed amendment to the zoning code. \73190\10199\ # 578120 v 2 8/2/02 12:17 PM 02-1135 AFFIDAVIT STATE OF FLORIDA } ISS COUNTY OF MIAMI-DADE } Before me, the undersigned authority, this day personally appeared Brickell Main Street, Ltd., and Ten and First LLC who being by me first duly sworn, upon oath, deposes and says: 1. That he/she is the owner, or the legal representative of the owner, submitting the accompanying application for a public hearing as required by the Zoning Ordinance of the City of Miami, Florida, affecting the real property located in the City of Miami, as described and listed on the pages attached to this Affidavit and made a part thereof. 2. That all owners which he/she represents, if any, have given their full and complete permission for him/her to act in his/her behalf for the change or modification of a classification or regulation of zoning as set out in the accompanying petition. 3. That the pages attached hereto and made a part of this affidavit contain the current names, mailing addresses, telephone numbers and legal descriptions for the real property of which he/she is the owner or legal representative. 4. The facts as represented in the application and documents submitted in conjunction with this affidavit are true and correct. Further Affiant sayeth not. Vicky GarcigToledo, Esq. Attorney for rickell Main Street, Ltd. STATE OF FLORIDA COUNTY OF MIAMI-DADE The foregoing instrument was acknowledged before me this 2rLd day of August, 2002, by Vicky Garcia -Toledo, Esq., PA, attorney for BrickellId—aid First an LLC on behalf of the corporation. She ersonally known to me has produced oath. as I entification and who did (did not) take an (L�; 1"it Notary Public -State o4Flo'da Commission No.: My Commission ExER-� ; CHRISTINE6 MRAZOVICH eeAgwicy MY COMMISSION # DD 094036 \73190\10199\ # 578120 v 2 -EXPIi�ES:8/2/02 12:17 PM EXPIRES: Fdnwy X, 2W6 Bondealtxua+a+mdnsaani 02-1135 OWNER'S LIST Owner's Name: Brickell Main Street, Ltd. and First and Ten LLC. c/o A. Vicky Garcia -Toledo, Esq., PA, Bilzin Sumberg, et al. Mailing Address: 2500 First Union Financial Center, Miami, FL 33131 Telephone Number: (305)350-2409 Legal Description: Owner's Name: Mailing Address: Telephone Number: Legal Description: Owner's Name: Mailing Address: Telephone Number: Legal Description: N/, Any other real estate property owned individually, jointly or severally (by corporation, partnership or privately) within 375 feet of the subject site is listed as follows: Street Address N/A \73190\10199\ # 578120 v 2 8/2/02 12:17 PM Legal Description N/A 02-1135 DISCLOSURE OF OWNERSHIP 1. Legal description and street address of subject real property: See Exhibit "A" 2. Owner(s) of subject real Property and percentage of ownership. Note: Section 2-618 of the Code of the City of Miami requires disclosure of all parties having a financial interest, either direct or indirect in the subject matter of a presentation, request or petition to the City Commission. Accordingly, question #2 requires disclosure of shareholders of corporations, beneficiaries of trusts, and/or any other interested parties, together with their addresses and proportionate interest. First and Ten LLC is a fully owned subsidiary of Brickell Main Street Ltd.. See Exhibit "B" for further detail 3. Legal description and street address of any real property (a) owned by any party listed in answer to question #2, and (b) located within 375 feet of the subject real property. N/A Attorney for'O er, Vicky Garcia -Toledo, Esq., PA STATE OF FLORIDA COUNTY OF MIAMI-DADE The foregoing instrument was acknowledged before me this 2nd day of August 2002, by Vicky Garcia -Toledo, Esq., PA, attorney for Brickell Main Street, Ltd., on behalf of the corporation. She is ersonally known to e or has produced as identification and who did (did not) take an oath. N Notary Public -State of Florid Commission No.: My Commission Expires: CHRISTINEMB RAWVICH MY COMMISSION # DD 094036 Febft2"20 2W6 Aperky \73190\10199\ # 578120 v 2 8/2/02 12:17 PM 02-1135 EXHIBIT "A" Legal Description All of Lots, 1, 2, 3, 4, and 5, the North 500 feet of Lot 6, together with Lot 9, Block 72-S of "City of Miami", according to the Plat thereof, as recorded in Plat Book B, page 41 of the Public Records of Miami -Dade County, Florida, less and except the following: The external area of a circular curve having a radius of seven (7) feet and tangents which are 25 feet South of and parallel with the centerline of SE 9th Street and 37.5 feet Westerly of and parallel with the centerline of SE 1 st Avenue being a portion of Lot 3, Block 72-S of, said "City of Miami". According to the Plat thereof, as recorded in Plat Book B, Page 41 of the Public Records of Miami -Dade County, Florida. Together with: All of Lots 1 through 9 inclusive, and Lots 10 through 15 inclusive, together with Lots 16 through 24 inclusive, Block 71-S "City of Miami". According to the Plat thereof, as recorded in Plat Book B at Page 41 of the Public Records of Miami -Dade County, Florida, less and except the following: Those portions of Lot 24, Block 71 South, City of Miami. According to the Plat thereof, recorded in Plat Book B Page 41 of the Public Records of Miami -Dade County, Florida, more particularly described as follows: The East five (5) fee of said Lot 24 and the external area of a circular curve concave to the Northwest having a radius of twenty-five (25) feet and tangents which are twenty-five (25 feet north of and parallel with the centerline of Southwest 10th Street and thirty (30) feet West of and parallel with centerline of South Miami Avenue. Said lands situated in the City of Miami, county of Miami -Dade, Florida. 927 SW 1 Avenue; Folio# 01-0207-010-1111 Folio# 01-0207-010-1113 70 SW 9 Street; Folio# 01-0207-010-1090 921 SW 1 Avenue; Folio# 01-0207-010-1110 931 SW 1 Avenue; Folio# 01-0207-010-1120 937 SW 1 Avenue; Folio# 01-0207-010-1122 933 SW 1 Avenue; Folio# 01-0207-010-1124 85 SW 10 Street; Folio# 01-0207-010-1160 911 SW 1 Avenue; Folio# 01-0207-010-1100 925 SW 1 Avenue; Folio# 01-0207-010-1112 935 SW 1 Avenue; Folio# 01-0207-010-1123 95 SW 10 Street; Folio# 01-0207-010-1140 89 SW 10 Street; Folio# 01-0207-010-1170 916-918 S.E. Miami Avenue Rd.; Folio #01-0207-020-1010 55 S.W. 10 Street; Folio #01-0207-010-1200 900 S.E. Miami Avenue Rd; Folio # 01-0207-020-1030 \73190\10199\ # 578120 v 2 8/2/02 12:17 PM 02-1i35 36 S.W. 9 Street; Folio #01-0207-010-1050 50 S.W. 9 Street; Folio #01-0207-010-1060 62-64 S.W. 9 Street; Folio #01-0207-010-1080 59 S.W. 10 Street; Folio #01-0207-010-1180 57 S.W. 10 Street; Folio #01-0207-010-1190 29 S.W. 10 Street; Folio #01-0207-010-1220 926 -928 S.E. 1st Avenue; Folio # 01-0207-020-1100 25 S.W. 10 Street; Folio #01-0207-010-1230 60 S.W. 9 Street; Folio #01-0207-010-1070 26 S.W. 9 Street; Folio #01-0207-010-1040 75 S.W. 10 Street; Folio #01-0207-010-1130 81 S.W. 10 Street; Folio #01-0207-010-1150 900 So. Miami Avenue; Folio #01-0207-010-1010 920 So. Miami Avenue; Folio #01-0207-010-1020 1 S.W. 10 Street; Folio #01-0207-010-1240 10 S.E. 9 Street; Folio #01-0207-020-1020 901 So. Miami Avenue; Folio # 01-0207-020-1040 41, 43, 45 and 47 S.W. 10 Street 20 S.W. 9 Street; Folio # 01-0207-010-1030 \73190\10199\# 578120v 2 8/2/02 12:17 PM 02-1135 EXHIBIT "B" Disclosure for: Brickell Main Street, Ltd. (f/k/a Brickell Walk, Ltd.) owned by: General Partner: Brickell Main Street Management, Ltd. a Florida limited partnership Limited Partners: Constructa, Inc., a Delaware corporation Brickell Investors, Inc., a Florida corporation Emerson Fittipaldi, as an individual Brickell Main Street Management, Ltd owned by: Brickell Main Street Management, LL.C., a Florida limited liability company Constructa, Inc., a Delaware corporation Brickell Investors, Inc., a Florida corporation Emerson Fittipaldi, as an individual Constructa, Inc., a Delaware corporation owned by: Constructa, US, Inc., a Delaware corporation 100% Brickell Investors, Inc., a Florida corporation owned by: Mario Garnero 100% Emerson Fittipaldi as an individual 100% \73190\10199\ # 578120 v 2 8/2/02 12:17 PM 02-1135 Employer ID Number Continued EXHIBIT "B" Constructa U.S., Inc. Corporate Information 52-1482952 Organized Delaware 06/06/1988 Authority to Act Authority to Act FL 04/17/1987 Shareholder Information Owner/Interest% Bellechasse, S.A. 75.00% Owner/Interest% Novafuture * 3.57% Owner/Interest% Sofinad* 14.29% Owner/Interest% Banque National de Paris* 7.14% Owner/Interest% Total Interests held 100.00% Stock Information Total Interests Authorized 35,000 Par Value per Interest $ 1.00 Director/Officer Information Executive/Title(s) Marc Pietri (Bellechasse) Director, President Executive/Title(s) Dominique Chatillon (Bellechasse) Director Executive/Title(s) Jean -Pascal Tranie (Bellechasse) Director Executive/Title(s) Claude -Eric Paquin (Bellechasse) Director Executive/Title(s) Alain Mallart (Bellechasse) Director Executive/Title(s) Dominique Picon Director Executive/Title(s) J. Ducros Director Executive/Title(s) Rene Tendron Advisory Director Executive/Title(s) Jean -Jacques de Flers Advisory Director Executive/Title(s) Jean -Marc Meunier Vice President Executive/Title(s) Eric Fazilleau Vice President,Secretary Executive/Title(s) Andrew Kwiat Treasurer Publicly traded companies in France \73190\10199\ # 578120 v 2 8/2/02 12:17 PM 02 Continued EXHIBIT "B" BELLECHASSE S.A. mise a jour apr6s cession N°53 FORME JURIDIQUE: Soci6t6 Anonyme ADRESSE 73, rue de Miromasnil a compter du 11 mars 1996 75008 PARIS OBJET SOCIAL Marchande de biens, prise de participations CAPITAL 24,225,000 Francs COMPOSITION DU CAPITAL 85,000 actions de 285 Francs N°REGISTRE COMMERCE PARIS: 94 BO 9248 CREATION N° REGISTRE DU COMMERCE MARSIELLE :87 B 798 DUREE DE LA SOCIETE 50 ans DATE IMMATRICULATION 19 mars 1985 au RCS d'Antibes ANNONCE DE LA CONSTITUTION :2 ferier 1985 N°SIRET 332 235 423 00065 CODE A.P.E.: 701 F Pr6sident Directeur G6n6ral Monaleur Marc PIETRI (3 Janvier 91) ACTIONNAIRES % Date Date Nombre d'acquisition Marc PIETRI 4.29 Cr6ation 28/9/99 3,650 Rozann PIETRI 0.00 12/01/1990 1 Bellechassee Inveatiaaement 89.64 05/17/1995 ##`## 76,197 C.D.E. 2.94 05/01/1991 2,500 St6phana RICHARD 0.00 05/03/1996 1 Claude Eric PAQUIN 0.00 07/10/1997 1 Dominique CHATILLON 0.12 12/01/1990 100 S.D.R.M. 300 01/01/1993 2,550 100 85,000 CONSEIL D'ADMINISTRATION: Date mandat Renouv. \73190\10199\ # 578120 v 2 8/2/02 12:17 PM 02-1135) President du Consiel: Renvimmt CA du 3/11/97 pour duree Ide MarcPIETRI 06/23/1997 Res2002 Dominique CHATILLON 06/23/1997 Res 2002 Comptoir des Entrepreneurs. representee par Bernard SOU13RANE 06/23/1997 Res 2002 Rozann PIETRI 06/23/1997 Res 2002 Claude Eric PAQUIN 07/25/1997 Res 2002 St6phane RICHARD 06/281997 Res 2002 COMMISSAIRE AUX COMPTES : Cabinet MAZAR ET GUER.ARD 06/23/1997 Res 2002 SUPPLEANT Monsleur Philippe BOUILLET 06/23/1997 Res 2002 \73190\10199\# 578120 v 2 8/2/02 12:17 PM 02--113 DATE: 12/11/100 TIME: 06:24 PM TO: PL, -2000-17141602-12111742-1 @ 3033747593 IMAGE01 : FL -00-171416-2 12/11/2000 06:00:20pm TFIIS BVILS PM PREPARED BY: Lyn R Lewis, Bp. Lyon & Lewis, PA. 1390 Bt" Avows, Snla 2p0 Miami. FL 33131 AM. 19212.M.1 0 tluieep w K Suis. Esq. M=&=bMJDvmmPft&A=frcdLL7 200 S. Bitesyna Hools+ard, Sona 2300 Mmd,FL 331?1,1336 Folie ft Page 1 of 4 OOR360633 My A ?6 Wit DOMFOEE 331916.60 SURTY 19P90.45 NMI RWI)b UM DME CUTY, 11. TMS WARRANTY DEED, mmU ft _ dq of 20011, by 1000 B idm t, UL a Florida fie W permeesI k bsvitg b ptineW phos ofbusiness at 1000 Bt* -4, -8 Avmok l2* Floor, Misted, Fm t 33131, heRirrdb, aged the Qtaatar, to Bti M ?Adn Saeet, Ltd., aftside limited p wMsrship. briR is pti*sl pim of bmimss at 1501 Coates Avenue. 3i Floor, Mod Beech, Florida 33139. (Wbmw m1b Mblown'Umme acrane drabYbdwav d *"Um Md whim ad edpr d'ir Mmk. ed atsiwmed miss of I, iaa6 wMwwr�ar�a e�elr ar wq�Mm) WITNESSETH: Tbet the Gomm for sad in comM stion of the arm of 510.00 sad othwvdmbdsoanidazions, rwiptwhanofsha+abyadssoarb*d,bnbYpwu& Wpmak attmt, maiees, rdeases, mm" conI - uab the aid firsawk d that mteda had dame in 1Mism&D@& County, Stsa of Flodids, viz 588 LVMrr "A" ATTACIM MM AND MADS PART HERBOF. SUBMCT TO: T=u lbt the peer 2000 sad tbawda, which = not yet due and ptytbts; do Panebted 8taosptioas in b* on Exbibk B• s icbed hereto; sod the Lasa set forth on ExhU Va sttadodhsteto. TOGBT'HSR,srithalithetu mmts,baeftamab odsppirms stbemobedooqft or inayahe sppertelai* TO HAVE AND TO HOLD, the sssos is %o davis ibm a. AND, do evow benby covemm wft said Osstnee that the Grantor to kwf r s@bW ofsedtrodinhesimpkdotber, ,, , hatpood e4kand bo b authorit3►tosolitadcotrMsaid hadtithsttlat3rsatorhavbywsnaatttbstideto aidhndaadnriv dothtdtbssamesgsirutttbahwdW chime of is ptxsons vrbomsom. PAGE: 044-049 02-1135 DATE: 12/11/100 TIME: 06:24 PM To -001-2000-17141602-12111742-1 2 30537475 IMAGE01 : FL -00-171416-2 12/11/2000 06:00:20pm • f1•� lN%Tf 4WWHEREOF,TmuWCira mrhua, thmprmamtabeamuted ad dw appropdm eofporats seal to be hereunto &Mxed the day sad yaw fire above written K !rlp Nat'. A 1000 Bdctoet{, t td., s Fimida limited parmaaiup, By. Hmmand Vmmuv, lac., ita eels Oeemat t Addras 1000 Brio d Ava ^ 12' FAm Wenn, Ftarida 33131 hN/tMMN1� COUNTY OF 14fAIi31-DADS I barsby cmtl y that m this UL=day of MMI 2000; babe me, sa of w duly aedadzed to admhb4a cob and take sc(arowladjnraata, paeono sppared !. Leland T 710 .Iaa,Vice President ofHammond Venture, inc., a Gem* =pond= arthorhWtodobulmnisF4dda duaW*Ow"Permsott000BrWALtd.,sPtaida6mited parma&p, 1mm to betbe prim doomtW is sed wbo comet ud the l6ee®olaF lum went on bebaifoftbeoarporadan, whoackmwleWbefbremethath*usm tsdthsam % who iepa mda known to me or provided ser i uddadoe and Me did (did not) take sn ands. ylet�ttes a. •�tllclu�e+d •�1aa.e.� N"ySt AUM Karla A. oorelno-3erson PfiatWNMWName evuw+eaei= m 2 -- •�e-�-•*---.nom:, .•-,:.-, --� -,--• -r.-. _ Page 2 of 4 PAGE: 045-049 02--1135 DATE: 12/11/100 TIME: 06:24 PM T0: F 11-2000-17141602-12111742-1 Q 3053747593 PAGE: 046-049 IMAGE01 : FL -00-171416-2 12/11/2000 06:00:20pm Page 3 of 4 . 92I2K2953 Lott 4, S, 6, 7, 8, 9,16,17.18, 20 and 21, in Block 71, of SOUTH CTTY OF MIAMI. according io the Plitt tberoef, s reemW to Plat Boot "W, Page 41. of tht Public Records of Mucci -Dada County, Florida 71 7-9 Lot 1, Ida the Wait 50 feet; the South % of Lot Z, Int the Wets SO feet; dieft* SO Ret of Lot 6; and rise Wed 75 Rei of Lot 9, to Biook 72, of SOVM CITY OF MIAMI: aceonalag to me Phi tlur 4 as r000rded in Pte Back Or, Fags 41, of the Public Raaordt of Mind -Dade County, Fic* end An uadivfded ane-bslf iatc" in Lot 9, isu the Wag 73 Oak to Block 72, of SOUrH CITY OF MIAMI, according to the PW dmot; s recorded is Pitt Book "B", Page 41, of the Public Records of Nbmi- Dada Oosany, Plod& and 71w North % of Lot 2, less the West 30 feet, and all of lot 3, lea the Weal 50 feet thereof, Block 72, of SOUIH CTIY OF MIAMI, according to to Plat t mcC u recorded in Plat Book mW,Page 41, of the Public Records of Miami•Dade County, Flaids Les and esoept the following; The e m mf area oft trsular =vc having a radius of um (7) Ret ad tmgrau which we 23 flet Saud of tad parallel with the oeotardoc of SB 9' Street sod 37.$1W Weat dy ofad parotid with the eaaeetilne of SE 1' Ave= being a pardon of Lot 3, Bic* 72 Scum ofA.L. Knwlton Map of Miami. according; to fisc Phe dweat as rm mded le Plat Bo* Or. Paps 41, of ds Public Reoordt ofM.bml-Dade Cotmry. FtaidL and The Baa 2614 feet of Lot 15, is BIwk 71, of 801T1ii Q'T$ OF KAMI and lite Baa 28 feet of the Wets 123 fat ofLot 11% in Block 71, of90UIRC19Y OF MIAMI. mocirft to do Pig tiWN& as sacoeell d in Pita Bo* -8-, Paps 41, of the Public Records of MUMi-Dads Cotmty, FIdt =t-•, �s'•f ,•IL : ,- '', fit•. I" � • '• • , ..• 'i :•• 02 DATE: 12/11/100 TIME: 06:24 PM T0: FI. -001-2000-17141602-12111742-1 2 3053747593 PAGE: 047-049 IMAGS01 : FL -00-171416-2 12/11/2000 06:00:20pm Page 4 of 4 .�ilt�Ol 1. Any Holten disclosed by on wc=to rxM of the prgwty. 2. Enamft, air cleima of easements, not dbown by the Pabtic Reoo & 3. Taxes or qmW asaenum b abish an sot shown at airtiaH ltem by the P*Hc Roads; 4. Any claim dig say pwdon of aid pmperty are sova+dpQ taoda of the State of Florida, hwhuft gd m wed, fitted or acd8cte4 &gored Ind ad lands mcud to such leoda. 3. Raand=recwWimOMcWRa abBooic12923,Pa e2518;0ftWRacor Bock1425%Pap 2399; OffmW Rmrda Book 14646, Page 2513; Offidat Raw& Boric 15168, Pape 2413; MW Raoorda Book 13613, Paas 1632; Official Records Hack 16035, Page 3"6-. WNW Records Hook 16475, Page 1048; Official Records Book 16872, Papa 1636; 0llicisl Records Book I732C Pa's 2605; WE" Reearda Book 17789, Paps 637. 6. Otdbmas Na 8644 resorbed in O idd Records Book 12923, Page 2622. cpawsam _Ao FA~ asarmm 02-1135 142524-2 09/:2/20:- 03.29.54pn This do:ument was prepared tri . Garth A. Webster. Esq. - Walton iatntaff Schrocder it Carson 9350 Finarm-J Center - 10" Floor 9350 South Dixie FighNrq Mia:W. F3oridu 33136 Tela 305-671-;349 RLC. JL .') u4 7W' %'ARRANTY DEED ODR350074 2040 JUL 20 11:24 DOCSTPD£E 2040,0U SUnTX 2x235,00 HARVEY RJV1Nx CLEnY DADE CWNTYP FL THIS INDENTURE, made this 115 Jay ofJune, 2000, EDWARD N. MOYLAN and LENA H. MOYLAN, his wife, with an address of I345 Alegriano Avenue, Coral Gables, Florida 33136, of the Count), of Dade, State of Florida, Grantors, parties of the rrst part and BRICKELL MAIN STREET, LTD.. Uk/a Brickell Walk, Ltd„ Grantee, parry of the second pan, with an address of c/o John C. Sumberg, Esq., 200 South Biscayne Boulevard, 251 Floor, Miami. Florida 33131, of the County of Dade, State of Florida, Grantee,. WITNESSETH, that said Granton, forand in consideration of the sum ofTEN DOLLARS (SI 0.00) and other good and valuable considerations in hand paid by said Grantee to said Gunton. the receipt whereof is hereby acknowledged. have granted, bargained end sold to the said Grantee. and Grantee's successors and assigns forever, the following•described land, situated, lying and being in Dade County, Florioa, to wit: Lot 19, Block; % SOUTH CITY OF MIAIMI, according to the Plat thereof recorded in Plat Book "B", at Page 4 i, of the Public Records of Miami-Dadc Count•, Florida. SUBJECT TO 1. Conditions, restrictions, limitations and easements of record, if any. without reimposing the same, _. Taxes for the year 2000 and subsequent years. And said Grantors do hereby fully warrant the rirleto said land, and will defend the same against the lawful claims of all persons m-homsoever. —0mawt' :md " Gone.- arc USA ror sit ,u1er or Piurat, ;a cxncn rcqutns. ?aye: 3 ?age _ o 2 02-11'30 3 3' ? -2 -_4852.02- 9:?:529- 3 =3' -5c :ate .. :810: '_me: . _ •_ - aL,G'c0I . FL-Oi--4?524-2 09/18/2GOI 33.29.54pr- IN WMESS WHEREOF. Grantor; hate Rereunto set Grantors' Rands rmc seals the dap and yn! first above wraten Signed. scaled anddehl crcd to our prescim as is both Grunion , ' Z' I-. r, ' EDWARD N. MOYLA •L L . L 'o\,s' 10YLAN STATC OF FLORIDA } •• ,"Y^ ) SS. COUNTY OF DADE I hereby certify that on this 12_ day of J Line. 2000, personally Appeared before me, art officer du!yauthorized to administer oaths and rakeackno%Oedgrnents, EDWARD N. MOYLAN'' and LENA H 1,10Yt AN, his »•ife, who are persona))v known to me i'" As idenri tcanon, named as 51.1tor in the foregoing deed and they acknowledged executing the sante in the presence of the two subscribing witnesses freely and voluniarih, and did not take an oath t Witness my hand and otTrcial seal in the County and State last aforesnid this /j AOL, � June, 2000. 7. 7, Y PUBLIC, State ofFlon"ib"'. � At Large Print or type name Commission `umber My Commission Expires Pace 2 of 2 02-11.35 s DATE: 1?/11,'100 TIME: 06:24 PM T0: FI -1-2000-17141602-12111742-1 Q 3053747593 IMAGE01 : FL -00-171416-2 12/11/2000 06:00:20pm Mtfs fihsonamest Paspasd by sod sf w m ea ft asoma ter: MrWA heKDais,Bp. BUM B®bm 3 D=Pn0@&AaobaUP 2900FfetUWwFibWAW Gmea Mftad. FWft 33131036 192 t L955 PAGE: 040-049 Page 1 of 4 f ICKSTWr_ 2?,5f>iAA SW -TY 16121;.(A HAVU 9h1V1u9 CLEU RADE CO13M., IL as FAwrd&s Uft omm SPECIAL WARRANTY DEED THIS SPECIAL WARRANTY Dm. dated a of Iuty w*%m bow= F17TPAMI B)aLlI lVE Cg1VM INC, a Florida =porstion with an addreu at 950 SwA Miami Avenue; Miaanl, florlda 33130 ("Gmgoe") andBRE KELL MAIN STZt8t3T, LTD., a Fbfida limbed partaerahip, wide an ad&= at 1501 Catlins Avenge; Third Floor, MimnL FL 33139 i"cmwftw . Grantor, for and in midea dm of the snm of S10A0 and other good and valuable conddatdm Paid by Grantee, m ipt of wbkb is udemwWged, V%nM Wr mr a& and conveys to Grow the bald situate, Ift and being in h u d -Dade County, Florida, melte pWmIsiy dela bW on Pa3dbit W e topwgm" Tba Ptapaty Appcdmis Pamd lda W&tdoe (Foto) Numbsm Thr the Property us u Mown: 01-=7. 04020, 01-0207.020.1040, OIMOT-MO- 1010, 0144-010.1=, 01.M-010-1240. TOGETHER WITH t7 any and A atnaax m tad i mprovemenes an the Property•, h aIl right, tide, and interest, if my, of Ghtmtor in my sand lying in the bed of any street or highway. opened or propos4 in flout of or aalloiaug the Property; tad (iii) all easemocM djW of way, privSaga, fixalaa, appurtasmco tad otiur tights sold beae8ts belongingtorumftwhtboomer o� or iasay way talatedto thePtopatty. TO HAVE AND TO HOLD, the tame is fee dmp;e ibrever. SURMCT TO: m a+eal eame labra forgo ohuraht sad atabaealumt years. C) zoning and other m*'dom regulations and paabhlr 6= imposed by governmanul at &mWAK ad (i h9AC es3=%lat= 0 IN 02-1135 DATE: 12/11/100 TIME: 06:24 PM TO: FL -^ll. -2000-17141602-',2111742-1 4 305374?593 IMAGE01 : FL -00-171416-2 12/11/2000 06:00:20pm. Ri 921LM956 aonditima, raatdetiook bmbuc a. taervsom de vtmm, exam t; debew na and sgm=ts of rew d (erozecdwy'Pmdn d PADvtier % wit "',meat to W=pm the aW= am= doe: herby covert with own that, mpt as to the Pam tted Exc*dcm, at ft time of dedivay of db de4 ft pro" was on fi= an ea=bvm made by Orantor and that ommr viM wu mat wd delbad the Property NO= the IawfW r hhu and dennnds of &I Paameti&ftby, tir m* arnadatlranta,lydno *tborL Ofaatot hu e=cmd ft Deed as of the dere kduwd bdow. FMVALDI EXECUMVE CENTER, M, a Flofida =ponft BY Emanoa di, Pres &M 5 Print Name: r�l.ef.•t� t%i • !�-lGet '�v� MDAUY OF MM UAII?BEi STATES OF AMBRiCA' off TABREPMC OF BLUM, IN TM CTtY OP I HEREBY C MWY that on this day, befam tae, the tmda*md oaawlado&ar of she Uaited Stater of Ant" In the R* bk of MRAZti., Penn * + � sad �j, wiho;tsa prodrteed as whodid Wo as oath, aAhe admowbdgadbdmv me that he ee=aidthis hum fredY w d vohartu*, tbt the Pur met *Vsk exPe ud. WITPIF.4S til hand sed veal in the Country of BRAM is the CitY of thin _ dsy of . M. MNOM MU P= Page 2 of 4 PAGE: 041-049 i• �. •* ��,k' '.:,: ' ��,i'tri�'�r}�� •• •fat: rY �.� ,_ �•. '�; •.. :moi• .1 . � PAGE: 041-049 DATE: 22/11•/100 TIME: 06:24 PM T0: F1 -n01-2000-17141602-12111742-1 Q 3053747593 PAGE: 042-049 IMAGE01 FL -00-171416-2 12/11/2000 06:00:20tDm Page 3 of 4 IEC. 192 ! 21w STATE OF FLORIDA ) COMMof } ss: ao was Balm before ma 11d — day at July, 2000, by Et OSM The toeapo�p of owted0ed FimpAm whow pomm ly knownio me: or j his produeed as Ideon. • Notary Pu Nt Sbme d Florda PdntNaroe: Mycommlin Em*ec p2-1135 DATE: 12/17./100 TIME: 06:24 PM TO: FL -001-2000-17141602-12111742-1 Q 3053747593 IMAGE01 : FL -00-171416-2 12/11/2000 06:00:20pm II$IHIT "An PARCEL A: R C. 19Z I ZUB The Wet 50 feet of Lots 1, 2, and 3, and all of Lots 4 and 5, Bloch 72, SOUTH CITY OF MIAMI, according io the Plat thereof as recorded in Plat Book "B" st Page 41 of the Public Records of Miami -Dade County, Florida. PARCEL B: Lata 1, 2, 22,23, and 24, Block 71, SOUTH CITY OF MIAMI, according to the Plat thereof as recorded in Plat Book "B" at Page 41 of the Public Records of Mmuni-Dade Comity, Florida, less and ex=% the following: Those portions of Lot 24, Block 11, SOUTH CITY OF MIAMI, according to the Plat thereof as recorded in Piet Book W at Page 41 of the Public Records of Miami -Dade County, Florida, more particularly described as fotimva: The East five (5) feet of said Lot 24, and the external area of a circular am concave to the NW having audio: of twenty-five (25) feet and bmgents which ars twenty-five (25) feet North of and parallel with the aaiterihle of SW 14 Saud ad tbiny (M) fed Wag of and parsild with the eeMllne of Somh Miami Avenue. �Rta �►+�soae MA�0 c1memm Page 4 of 4 `�• :• :�iC/1iNWftt�•ij..ilj.� .�;�-',r?etvtird:.�i�ej=� :•+• "• ' 'T1 R•r.!••� r ...�•. CtsIx `.. :. .It.:rw 1F PAGE: 043-049 p2-1135 Date: 07/22/02 Time: 06:56 PM To: FL -001-2002-12103102-07221@21-1 B 13053512231 IMAGE01 : FL -02-121031-2 07/22/2002 06:55:02pm Page 1 of 3 'A T rd PJlEPAI� NVAND ROM TO: Tial &wW DOm ft 3NaR Nd*dW & Ia P/L 2=81 , v NNsAd d Ll PON =374m MMei RffrkmTO: JOML Mkft l m6M DNS Pdonidwskb LLP. 3N? K NM xw.. Nub SOD Mud. FL 33111 Foix No.: 01001 0 10 11) 99R IS7534 V" nAR 2t 19214 RIR�11f mb OlOE COUNTYam : R TNM MfIIRRAM D mrdt Qip��, dNr d� km IMM LATTNOW bWki&w4ad w bumb% M1tow pod On sdbsw it 13&W. t" We*. WwK FL M34 In tlwt Cm* d 1tankOW W& Of FM*% (Gnbrr. b �CfaLtMiiLXLW sllwliWlWpx§ iirRsiapodoMsdbm*ab JOIN L MadM Eo4. NNdn. Deo. DaR NO & Awisd. L LK M & N MWW &A, MmK FL 33131. in ft Cw* dtd04DsdR WAW dFb*K C3a Wr. • "Oraid�or aaNt"Oraidw' awwod lbrabNpdrarplopl„ aNti1M oadodwNp>As. MI1MMKntTbdbQmdw,foradlnoohM in dhsuwdTEMWW MMODOM AN($11W%adOTHERGOODA OVAUM E I'mr 14016" bMM lhmA-hMdpddbysWAaud kihm0*%f' nofbhffWWs*wdsftKhw toros6rbsabodfundbfts"amm""dib 41-M �111R9rtnpa�Ndbo>e+pinlM�Dr�Oar�lAF100dobow• Ld3.Mo*71.bVMSOUTKaaoarigbftPidlmsm aonoadd - - h Pld Neon A Pap 41. db FAM N I'm Ao d Dodo Counp►. Flotldt TM dww pr pu% ft no M Norw saw pspg 11 d on •i0laidoP. asr b 1t oowNpNswt b hl� !%w�sloi ' li1JNJCTM I. ZoNdrgtsobfoYoirlrnpoMdbyp 'meewx+dsrworlgr. Vii•=' .:t:.��;' •� Y,i..' . � � •. • • �-i�'i!•w:�.li. i�.iP.�a�:,'S�t�C.e �''_ _ _ a • �.•4: + J� K. � c :.itil Page: 003-005 02-1135 Date: 07/22/02 Time: 06:56 PM To: FL -001-2002-12103102-07221821-1 P 13053512231 IMAGE01 : FL -02-121031-2 07/22/2002 06:55:02pm a.. 2 Tom fwM%MManndyd*eandpWdk I ROMA n Na M25-0 W 01 dm n d Il R►ajnat mwmM AV"I % l9K bO"ll =mk 1- k Me 144 and nomidm Nm AQ s4m mowm * 17. "K IRON moomb Book 1461. fto W. 01M PAft ft=& Gfl m"MIDC+ WW. F OWL 4 RwOMdlat Na It�7.41Ac lrroaias�lga� waoidld Mpdn+br 11k 1�inOwofdA�ao�Oeo1c14Nf►'�SMR�I�ei/onNa RIW-90� mm ad AWN I. mc. in Ovoid Am* W* 14M fto M* Oodt id14ti Pop 2411t ftnkdo Na *MO.. MMM AWN T. "abb ORoid iiooi:141d� �ig114�ilroltAon Noy iFt qr a10o1 tdA11 W 27. =% hONoiNAmoaiNedt1W PW$W 11�I�oM/Oi11id 1i�/4!-W. I�m�dA�4■t 1� 1� h �drl A�Oo�� OOdt IMM Fpr 1041 IiMoUM Na W11MA MWM AMA 4. 14a h Oi6olaNroada ft* 1412. r—w- p lk ftnkQon Nd 98041% 1ae01dmiAs�t� 14a bONaYllNoidtioak 17d'Nlc and M�OI�tlIwNs�.A�>+.wooni�0��r141laf.bCNoW t1�ao�d1 6mk 17M !p 467, al d b wdMe Almda d umditda CourW. Re ift MO Otidor hwbr tlb►M�■rraiMt he � b add 1m4 and w dM1nd f hn awnr pd�rtlrlaMf diar dipwiorisMawte�ar. N iN�ii�6=. dr aai0tiantorhr alprdtnd�dh� prwr�b INI daand �arrfYat QsoMw�� 1pa4 SMUdand doi mgd ln*W PNWM mF//,, er ,, Page 2 of 3 Page: 004-005 02-1135 Date: 07/22/02 Time: 06:56 PM To: F7 n01-2002-12103102-07221821-1 8 13053512231 IMAGE01 : FL -02-121031-2 07/22/2002 06:55:02pm r IS5K23f0 ooUMCFw arrM OA44, ,��r�ow�urw�serrwb P.�b baNarMAsl�poi�d {�..t�.�atie�� J lyoenn�iondpr� piar�srw _rte--- s' O lmmlsr.aw Page 3 of 3 _. rte'.?. i�J. � ♦ { — .r' .�` e\ t •L' � ....7' - ,f- _ � �f . .. J "t Page: 005-005 This Instrument was prepared by: Kenneth R. Duboff, Esq. 10920 Biscayne Boulevard Miami, Florida 33161 Return Instrument to: Property Appraiser's Parcel I.D. (Folio) Number: 01-02070201100 wR "1 10 PG. 4291 THIS WARRANTY DEED Made this. /0 day of �' A.D. 2001 by BARBARA MORRISON Oda Barbara Celka f/k/a Barbara Magosa joined by GEORGE A. MORRISON, her husband whose post office address is: 614 W Park Place Spokane Washington hereinafter called the grantor, to BRICKELL MAIN STREET, LTD., A Florida limited partnership whose post office address is: 1501 Collins Avenue, 3rd Floor, DJiami Beach, FL 33139 hereinafter called the grantee. WITNESSETH, That the grantor, for and in consideration of the sum of $10.00 and other valuable considerations, receipt whereof is hereby acknowledged, hereby grants, bargains, sells, aliens, remises, releases, conveys and confirms unto the grantee, all that certain land situate in MIAMI-DADE County, State of Florida, to wit: An undivided 1/2 interest into: Lot 9, less the West 75 feet, in Block 72, of SOUTH CITY OF MIAMI, according to the Plat thereof, as recorded in Plat Book "B, Page 41, of the Public Records of Miami -Dade County, Florida SUBJECT TO: all easements, restrictions, covenants and limitations of record, if any, provided that this shall not serve to reimpose same and zoning ordinances. TOGETHER with all the tenements, hereditaments and appurtenances thereto belonging or in anywise appertaining. TO HAVE AND TO HOLD the same in fee simple forever. The grantor hereby covenants with the said grantee that the grantor is lawfully seized of said land in fee simple; that the grantor has good and lawful authority to sell and convey said land; that the grantor hereby fully warrants the title to said land and will defend the same against the lawful claims of all persons whomsoever; and that the said land is free of all encumbrances, except for taxes accruing subsequent to this past 31 st day of December. IN WITNESS WHEREOF, the grantor has signed and sealed these presents the day and year first above written. Witnesses: Signature: Print Name: � �/// C e ��//�Li xf Signature:. Print Name:4" (� �_"eS STATE OF COUNTYOF-1 -7 .' U"&.. k�" BARBARA MORRISON f/k/a Barbara Celka f/k/a Barbara Magosa GEORGKA. MORRISON DlCTrODEE 1.:72` . fu+ HIEKY hIJU1Hi ':![:it'r; G:tDf* I HEREBY CERTIFY that on this day, before me, an officer duly authorized to administer oaths and take acknowledgments, personally appeared BARBARA MORRISON f/k/a Barbara Celka f/k/a Barbara Magosa joined by GEORGE A. MORRISON, her husband who are personally known to me, or ✓ who produced OL �, , X,' l' as identification. WITNESS my hand and seal this V' Ia ' 2001. I � c+°t%ptMV Notary Public, State of L!.) S �� k = � OF DAD Ec.• RECORD Vcq:=a_D Return to: Lynn B. Lewis, P.A. 1390 Brickell Ave., Suite 280 Miami, FL 33131 Prepared by: Garry Nelson, Attorney at Law 1401 Brickell Ave., Suite 300 Miami, FL 33131-3502 Tel.: 305-374-2002 File: BV Tenth Sale Grantee S.S. No. Naine(s): Tenth and First, LLC Property Appraiser's (Folio) Parcel Identification Nos.: 01 0207 010 1090 01 0207 010 1100 01 0207 010 1110 01 0207 010 1112 01 0207 010 1120 01 0207 010 1121 01 0207 010 1122 01 0207 010 1123 01 0207 010 1124 01 0207 010 1140 01 0207 010 1160 01 0207 010 1170 Urr. RfC BY. 9996PG' `39 C1 I FZ 61--16 9 8 1 2001 HOV 02 16-14 DOCSTPDEE 29082.66 5URTX 22,4215.95 HARVEY RUVINr CLERK 0AL'-E COUNTY, FL [Space Above This Line Reserved For Recording Daial Warranty Deed (STATUTORY FORM - SECTION 689.02, F.S.) This Indenture made this 31st day of October, 2001 between: ..Brickell Village L. nd Company, a Florida corporation whose post office address is 25 SE 2nd Ave., Suite 712, Miami, FL 33131 of the C mty of Miami -Dade, State of Florida, grantor*, and Tenth and First, LC, a Florida limited liability company whose post office address is c/o Milton Rubinson, 8275 SW 206 'terrace, Mia. i, FL 33189 of the County of Miami -Dade, State of Florida, grantee*, • "Grantor* and "Grantee" are used for singular or plural, as context requires. Witnesseth, the said gfantor, for and in consideration of the sum of TEN AND NO/100 DOLLARS ($10.00) and other good and valuabl, :onsiderations to said grantor in hand paid by said grantee, the receipt whereof is hereby acknowledged, has granted, bare ned, and sold to the said grantee, and grantee's heirs and assigns forever, the following described real property, situate, ing and being in Miami -Dade County Florida, to -wit: it (See Exhibit "A" attached hereto.) Subject to: 1. Taxes and assessments for the year 2002 and subsequent years; and 2. Conditions, restrictions, limitations and easements of record, if any, but this provision shall not operate to reimpose the same; and said grantor does hereby fully warrant the title to said land, and will defend the same against lawful claims of all persons whornsoever. In Wifness Whereof, grantor has hereunto set grantors hand and seal the day and year first above written. Signed, sealed and delivered in our presence: Brickell Village Land Company a Florida corporation _ By: ALE111 16 Witness NaMe: , = TEA1Ki oAN"' A. LIA)-5 A/ET(Pab ielaM�Gyyy{{f ra s ( President 0 At o Witness Nazar (Corporate Seal) i'�-+:;;;q1, � , c4 • . _ 4. State of Florida ... County of i,;ianli-Dade "~3i; Z. 1 The foregoing instrument was acknowledged before me this 31st day of0c ber, 2001 by Gabriela Machado Guimaraes, President of Brickell Village Land Company, a Florida corporation, on b If of t She [_] is personally known to me or [X] has produced a Florida Driver's License as i [Notary Seal] 'rte= Gans' Nelson ary-- *Atpri * My CO -mm CC956335 '^�Fx.V Expkes Auguat 7 200 Printed Name: ��.�%z Y N><LSb!� My Commission Expires: /i'U C . 7 2_0 'v 02-1135 `n,� ut t. PEC BI{. I9996PG4P- Exhibit "A" Parcel l: The West 61.5 feet of Lot 13, in Block 71 South, CITY OF MIAMI, according to the Plat tlleteof, as recorded in Plat Book B, Page 41, of the Public Records of Miami -Dade County, Florida. Parcel 4: The East 30 feet of Lot 13, Block 71 South, in CITY OF MIAMI, according to the Plat thereof, as recorded in Plat.Book B, at Page 41, of the Public Records of Miami -Dade County, Florida. Parcel 5: Lot 10 and the East 50 feet of Lot 11, Block 71 South; The West 101.5 feet of Lot 11, Block 71 South; Lot 12, Block 71 South; The West 60 feet of Lot 14, Block 71 South; The East 32.5 feet of the West 68 feet of Lot 15, Block 71 South; All of CITY OF MIAMI, according to the Plat thereof, as recorded in Plat Book B, at Page 41, of the Public Records of Miami -Dade County, Florida. Parcel 6: The East 30 feet of the West 120 feet of Lot 14, Block 71 South, of CITY OF MIAMI, according to FE the Plat thereof, as recorded in Plat Book B, at Page 41, of the Public Records of Miami -Dade County, Florida. Parcel 7: The West 35.5 feet of Lot 15, Block 71 South; and The East 29 feet of the West 97 feet of Lot 15, Block 71 South; both of CITY OF MIAMI, according to the Plat thereof, as recorded in Plat Book B, at Page 41, of the Public Records of Miami -Dade County, Florida. Parcel 8: The East 30 feet of the West 90 feet, of Lot 14, in Block 71 South, CITY OF MIAMI, according to the Plat thereof, as recorded in Plat Book B, at Page 41, of the Public Records of Miami -Dade County, Florida. Parcel 9: The East 31.5 feet of Lot 14, Block 71 South, in CITY OF MIAMI, according to the Plat thereof, as recorded in Plat Book B, at Page 41, of the Public Records of Miami -Dade County, Florida. RECORD vHbHEc HARVEY RUVIN CLHRK CIRCWT CDURT 02W-1135 ut t. REG 8K. I9996PGbL J Exhibit "A" Parcel 1: The West 61.5 feet of Lot 13, in Block 71 South, CITY OF MIAMI, according to the Plat thereof, as recorded in Plat Book B, Page 41, of the Public Records of Miami -Dade County, Florida. Parcel 4: The East 30 feet of Lot 13, Block 71 South, in CITY OF MIAMI, according to the Plat thereof, as recorded in Plat Book B, at Page 41, of the Public Records of Miami -Dade County, Florida. Parcel 5: Lot 10 and the East 50 feet of Lot 11, Block 71 South; The West 101.5 feet of Lot 11, Block 71 South; Lot 12, Block 71 South; The West 60 feet of Lot 14, Block 71 South; The East 32.5 feet of the West 68 feet of Lot 15, Block 71 South; All of CITY OF MIAMI, according to the Plat thereof, as recorded in Plat Book B, at Page 41; of the Public Records of Miami -Dade County, Florida. Parcel 6: The East 30 feet of the West 120 feet of Lot 14, Block 71 South, of CITY OF MIAMI, according to the Plat thereof, as recorded in Plat Book B, at Page 41, of the Public Records of Miami -Dade County, Florida. Parcel 7: The West 35.5 feet of Lot 15, Block 71 South; and The East 29 feet of the West 97 feet of Lot 15, Block 71 South; both of CITY OF MIAMI, according to the Plat thereof, as recorded in Plat Book B, at Page 41, of the Public Records of Miami -Dade County, Florida. Parcel 8: The East 30 feet of the West 90 feet, of Lot 14, in Block 71 South, CITY OF MIAMI, according to the Plat thereof, as recorded in Plat Book B, at Page 41, of the Public Records of Miami -Dade County, Florida. Parcel 9: The East 31.5 feet of Lot 14, Block 71 South, in CITY OF MIAMI, according to the Plat thereof, as recorded in Plat Book B, at Page 41, of the Public Records of Miami -Dade County, Florida. a`COWao`eoor RECORD VIED KARVEY RUVIN �LRKC/RC.UITCOIJRT 02- z 5F. PEC -E. 204 1 5?b2030 This instrument prepared by: Alfred Aronovitz, Esquire P. O. Box 164550 Miami, Florida 33116-4550 Return to: 0 2R 3 19 9 9 8 n_ 02 CLAY 23 14: OS DOCSTPDEE 3,300.00 SURTK 2:475.0( HARVEY RUV IN Y CLERK DADE COUNTY, FL SPECIAL WARRANTY DEED, THIS INDENTURE, made this �.day of May, 2002,between MARGUERITE RENT, a single woman, of the County of Miami -Dade, State of Florida, party of the first part, whose mailing address is 1255 S.W. 64th Avenue, West Miami, Florida 33144, and BRICKELL MAIN STREET, LTD., a Florida limited partnership, whose mailing address is c/o Constructa, 1501 Collins Avenue, Third Floor, Miami Beach, Florida 33139, party of the second part, (Wherever used herein the terms "first party" and "second party" shall include singular and plural, heirs, legal representatives, and assigns of individuals, and the successors and assigns of corporations, wherever the context so admits or requires.) WITNESSETH, That the said party of the first part, for and in consideration of the sum of Ten and No/100 Dollars, to her in hand paid by the said party of the second part, the receipt whereof is hereby acknowledged, has granted, bargained and sold to the party of the second part, their successors and assigns forever, the following described land, situate, lying and being in the County of Miami -Dade, State of Florida, to -wit: Folio No 01-0207-010-1111: West 30 feet of East 90 feet of Lot"kI3, Block 71, CITY OF MIAMI SOUTH, as recorded in Plat Book "B", Page 41 of the Public Records of Miami -Dade County, Florida. Folio No. 01-0207-010-1113: The West 30 feet of the East 60 feet of Lot 13 in Block 71 of CITY OF MIAMI SOUTH, according to the Plat thereof, as recorded in Plat Book "B", at Page 41, of the Public Records of Miami -Dade County, Florida. SUBJECT TO covenants, restrictions and easements of record, if any, and taxes for the year 2002 and subsequent years. 02-1135 (U"� ,5 @r F. cin. a.. TOGETHER with all the tenements, hereditaments and appurtenances thereto belonging or in anywise appertaining. TO HAVE AND TO HOLD the same in fee simple forever. AND the party of the first part does hereby covenant with the party of the second part that, except as above noted, at the time of delivery of this deed, the above described land was free from all encumbrances and that the party of the first part fully warrants the title to the Property described herein and will defend the same against the lawful claims and demands of all others claiming by, through or under the party of the first part. IN WITNESS WHEREOF, the said party of the first part has hereunto set her hand and seal the day and year first above written. Signed, sealed and delivered in the presence of: Prin�t`tName:/�y'%ff?�;` MARGUERIT KENT A i Print Name: STATE OF FLORIDA COUNTY OF MIAMI-DADE BEFORE ME personally appeared MARGUERITE KENT, a single woman, to me well known and known to me to be the individual described in and who executed the foregoing instrument, and acknowledged to and before me that she executed the same for the purposes therein expressed. _ N� WITNESS my hand and official seal this day of May, 2002, at Miami, County and State last aforesaid. Notary Public Print Name: My commission expires: Personally Known ""' atFR®aAONOM Produced Identification" w MY COMMISSION # CC 90.9317 ii EXPIRES: September 15, 2004 Bonded Thru Pdard Ueumrm Appy d3-kent;sp-wrnty-deed-brickell �aaoecawi.*rv, �:c�rl�� geCORO VERS HAIRVEY PUVIR O�RK Gfpctpt ^:74R 2 02-1135 900,916-918 SOUTH EAST MIAMI AVE ROAD and 900, 901, 920 SOUTH MIAMI AVE and 911, 921, 925, 926, 927, 931, 933, 935, 937, S W 1 AVE and 10, 20, 26, 36, 50, 60, 62, 64, 70, S W 9 STREET and 1, 25 29, 41, 43, 45, 55, 57, 59, 75, 81, 85, 89, 95 S W 10 STREET SD-7/CENTRAL BRICKELL RAPID TRANSIT COMMERCIAL -RESIDENTIAL DISTRICT SUBSTANTIAL MODIFICATION TO A MAJOR USE SPECIAL PERMIT, per Article 17, Section 1701, and Article 22 of as amended, City of Miami Zoning Ordinance 11000, to allow a change in the original application (substantial modification for previously approved resolution # C C 00-188) for 1,040 parking spaces: A total of 1, 358 parking spaces; A total of approximately 32,000 square feet of retail space - Phase IV (previously approved 208,000 square feet -new total 164,341 square feet); And; MUSP, per Article 17, Section 1701 (1) for development of 382 residential units - Phase V. Class II Special Permit for new construction in Zoning District SD -7. Class II Special Permit for a Waiver of certain requirements of Brickell Promenade Design Development Plan and Urban Guidelines. Class II Special Permit for a Waiver of additional distance requirement from parking space to a column or wall, as required by the City of Miami Parking Guide and Standards. Class II to allow permanent signage through Development Parameters Guidelines Book (as approved under Phase I). Class II for a Certificate of Appropriateness for ground disturbing activities. Class I Special Permit to permit permanent recreation facilities. Class I Special Permit to permit the staging and parking during construction. Class I Special Permit to allow development/construction/rental signage. and trailer. 02-1135 Class I Special Permit to allow construction fence. Waiver from the noise ordinance during the required concrete pours for construction of the project. Approval of all lesser permits as may be required to allow development and construction of this phase project as contemplated under this Major Use Special Permit application as submitted and as per plans on file. 'r f � Gonzalez ✓ oning Administrator r• Date 02-1135 MUM 77M KiT La up wc ♦•♦•♦•♦� ♦♦♦♦♦♦:,' �i .�� i -mm O N4, �.��;c,�„ air �� r�� '�� - �•' I � � �►•♦•♦•, p,♦,♦��.��,!!��►.o.♦,., ,,..♦:.!►,�..,qa ►❖�� : �=: gip•♦: ;.!i♦♦♦♦♦♦♦ �� ai��o♦��:�•ir�..�.v��i 1 I ♦♦tea a►♦♦. . -u :tOTI :19 l PLANS REV EW Public works - Rath e; 0)-- G Zoning - Date -tel A L Y A A 1 - / {L/ By:. l7J✓�!- Plannin - Date A - Signature abOVIL duos not imply approval L VILLAGE YAllOOA . (BEI .I-0 ,.;,� �-III Ilt"f)�all Iffy Ytl1t tUt YIIfIl 11.O •Il mmm m=m mHem m (=d CTt by: v - - - •-t it I;fjiy apprc"val 0 c T A O. MARY ViLk'AGI W IVIMITTALW21,11 2:2 7 C=) 0 E Y vq?` rk4� "'.:�. ," 2,'ss4 s l % Ny ��e � '� k i'• � r r 1', ris' m, la d% s ,T r 4 s 11 a hs �. Wy11,.E''y 3 r. nTb �t ,; Y a I TT �. �❑ J -Gh�tt^AP ` ,j❑ u(7':t 4: r � ,.,b•• ' . � 4 FsY� i'��""'r�.'i rxti•,P � il__I Lli I•I', I. �I •.tf,. �t ,.t - ... :i Z?J 07/ - ® m U: D f 7 TC fP _ Ig - Li LL LL LI x; P U fl . _.. T. Li L� ica LL f7 TIi U 1, rr _... by: ._ .- 1L du Nut Imply, pprc Val LL AL AL AL J46 _TL PIMP, mpffilp, AIR .--. .... tit �.. r1llhr. I �e .....:. .... . I 11111' , [11 PI I�: 1 �Ilill I! II 'ICI x:111111 �I � .'i LW SOUTH RUATION NMI1 i- C 0 A C T A U C T A MARY TucruA'Y14LA4E - anml4w�IfwMnaa T101► IUAYITTAC AT•AA•AA ..... LO I m lit IUhf � ��yr~z 1tili � . rr;A�: ■r. d rl MM" fir" Anti Il�tlilk �r� m� Her♦Sol l�rillJ ky i At" Own t`' 316, CG7 !" AIK !� Yr,ml, III lit III Ifli Jill flit p erprr •� I ay tlNAI.I''r ,;, ��y-,�~,�"'""'r"'�4"''Y��"'I�yrgg"k'Ey��`■"Aw�YA., 0'li i1 �l:'; IB6 Sial: aU RMF BAST ilex immG ELEVATION error C 0Y 1 1 A 0 C T A MARY' ■acro. ' VILLAGE aYamlwvr. wywa NOSP SUBMITTALsy.n.0 * NO, . �,� c:i co CP r y r r1c;i ?::,tlp"y wPpf*clvul pfl);4 4: 9:11) 1 polues A A -A -m Vogl t 0 v 4 1 A u c I A MARY, VILLAGE dd$P IUBMITTAL WO -11 coll-IM-1m EXTERIOR MATERIAL AND FINISH LEGEND Q ALUMINUM FRAME WINDOW W/ GREEN TWEED GLASS t'fJ PAINTED STUCCO FINISH Q DECORATIVE EIFS TRIM QQ CAST STONE Qe PAINTED ALUMINUM RAILINGS Q STANDING SEAM METAL ROOF 70 ORNAMENTAL BRACKETS Qe CANVAS AWNINGS Q ALUMINUM FRAMED OPENING W/ SCREEN to ORNAMENTAL BAHAMA SHUTTERS tt DECORATIVE PANEL u MOSAIC TILE tf DECORATIVE GRILL t+ TEXTURED STUCCO W/ SCORELINES tf METAL CANOPY u DECORATIVE LIGHT FIXTURE n GABBLED TRUSS u TRELLIS u PILASTER ® DECORATIVE MEDALLION ft LANTERNS ® DECORATIVE METAL TRUSS © METAL LOUVERS OVERFLOW SCUPPER CITY OF MIAMI t' r7-1,CF. OF HEARING BOARDS PLANS REVIEW PuNlr, works . Date ')/Z3/6 -z-- does not imply approval slEveTloN erns fp-•r� _............_............,,. it101eAeR� e�1tple BNLARGBi� BLSVATION ■iw0�,iwi I;3 HIM�� '�� tr rr �r►" 1♦ A coll-IM-1m EXTERIOR MATERIAL AND FINISH LEGEND Q ALUMINUM FRAME WINDOW W/ GREEN TWEED GLASS t'fJ PAINTED STUCCO FINISH Q DECORATIVE EIFS TRIM QQ CAST STONE Qe PAINTED ALUMINUM RAILINGS Q STANDING SEAM METAL ROOF 70 ORNAMENTAL BRACKETS Qe CANVAS AWNINGS Q ALUMINUM FRAMED OPENING W/ SCREEN to ORNAMENTAL BAHAMA SHUTTERS tt DECORATIVE PANEL u MOSAIC TILE tf DECORATIVE GRILL t+ TEXTURED STUCCO W/ SCORELINES tf METAL CANOPY u DECORATIVE LIGHT FIXTURE n GABBLED TRUSS u TRELLIS u PILASTER ® DECORATIVE MEDALLION ft LANTERNS ® DECORATIVE METAL TRUSS © METAL LOUVERS OVERFLOW SCUPPER CITY OF MIAMI t' r7-1,CF. OF HEARING BOARDS PLANS REVIEW PuNlr, works . Date ')/Z3/6 -z-- does not imply approval slEveTloN erns fp-•r� _............_............,,. it101eAeR� e�1tple BNLARGBi� BLSVATION t It VAI1Y' uceuA VILLAGE wlamurr ntwrRamt rill► ouee�rrA/ n.n.0 n Ia f'y r► y I 1 i PTAs t 1 Y1 1 P00_ DE( errLst r .L _ tBYA't14N MARY Yn[Ye11YILLAOE ..' lOIOVI11 WY1ANWM,IIgmA Y11}/1YIYiTUL1/•b•/l EXTERIOR MATERIAL AND FINISH LEGEND Q ALUMINUM FRAME WINDOW W/ GREEN TINTED GLASS Q PAINTED STUCCO FINISH Q DECORATIVE EIFS TRIM Q CAST STONE © PAINTED ALUMINUM RAILINGS (e STANDING SEAM METAL ROOF ( ORNAMENTAL BRACKETS Oe CANVAS AWNINGS QQ ALUMINUM FRAMED OPENING W/ SCREEN to ORNAMENTAL BAHAMA SHUTTERS tt DECORATIVE PANEL to MOSAIC TILE to DECORATIVE GRILL t1 TEXTURED STUCCO W/ SCORELINES to METAL CANOPY to DECORATIVE LIGHT FIXTURE fl GABBLED TRUSS to TRELLIS u PILASTER ® DECORATIVE MEDALLION et LANTERNS ® DECORATIVE METAL TRUSS ® METAL LOUVERS Q OVERFLOW SCUPPER 1, RE JE E IE date a✓ Q cluesnot imply ;approval 6 0 1 1 1 1 n t T A o .'`�- f [ I A t 111Z3R11 t 11:1 R` ! errLst r .L _ tBYA't14N MARY Yn[Ye11YILLAOE ..' lOIOVI11 WY1ANWM,IIgmA Y11}/1YIYiTUL1/•b•/l EXTERIOR MATERIAL AND FINISH LEGEND Q ALUMINUM FRAME WINDOW W/ GREEN TINTED GLASS Q PAINTED STUCCO FINISH Q DECORATIVE EIFS TRIM Q CAST STONE © PAINTED ALUMINUM RAILINGS (e STANDING SEAM METAL ROOF ( ORNAMENTAL BRACKETS Oe CANVAS AWNINGS QQ ALUMINUM FRAMED OPENING W/ SCREEN to ORNAMENTAL BAHAMA SHUTTERS tt DECORATIVE PANEL to MOSAIC TILE to DECORATIVE GRILL t1 TEXTURED STUCCO W/ SCORELINES to METAL CANOPY to DECORATIVE LIGHT FIXTURE fl GABBLED TRUSS to TRELLIS u PILASTER ® DECORATIVE MEDALLION et LANTERNS ® DECORATIVE METAL TRUSS ® METAL LOUVERS Q OVERFLOW SCUPPER 1, RE JE E IE date a✓ Q cluesnot imply ;approval 6 0 1 1 1 1 n t T A o .'`�- f [ I A t 111Z3R11 t 11:1 Mm `AL m 'R Qp� L--4-1, W♦4" ell- m rm17, 7 Nil' I HIM, L ♦ 3 � �aN1�.4�Nlltn■n u �1Nu.�.I�Nllfu■��i �� ~INi�:I�■Ilfu■n n JNw�4�Nlltn■u n JNu,�.'��Nlltu�u u JNJ,�.',�Nlltu■'u u JNG.:�.I:�Nllt'uu u 1Nu—"'��IIPr■'n n JNU'�.'J�NIINr■�u n ,r 1NR �'J��IIW■n u JN'd.V�Nllfu■u u J : Y: JNu.:.:.u.'J�Nllfn■'u uYIEW J �■ 1:r.u. G �Nl l tu■'u u 1N'a.�C�NIUu■u aPy. 1NV, '��IINr■n JNU'd��11fu■u a ��i� 1N"9�Nllfu�'u a -'�'- • uI------------- Fr G ■I11�■■I■■��,i®�i� � Illlllll �� ■IIIA■■I■■�I� ®_ice �fii�ih �` • approval ��■IIIA■■I■■�I��I®®i— �IiiTii,.�.....� � ! �, 1 ■I11 ■■I■■�I�� ®ice Mtii1iil'"'I. U /ti■1113■■I■■�I� ®®ice �fuiu1�1111,-�, , ®� ; � ,;;�1113�3■I■■�I� ■� ®i®� n u J� �� dIIIIIIIIIIIIIIIIIIi��.. - ��''!'''� i nceuurnnuun ,r - „ 1��1113 3■I■■�I�i ►• .o ,IIA■ in M. II er.;; rr ITae:r e u ;agar .a e:iaw.t �ei� •�"III©I'I'I-■�i,®=I=0fiLIN ��1 �1��rrl,,. �Irrl .r�Il®IrbI11 �� Ir��s��ule�� :.rw1I IIN IANDSWINO WHIN A 23'-0' 'ASOUTY TRIANGLE SHALL NOT EXCEED 30' IN HEIGHT Public works - Date .. 14,N Zoning Date 1.By. Planning - Date Bjr Signature abovc TREE_ ORATES W MWM I..L N� y/ t �4+ 0) KD CO Q 7 ..� V y mBL&VEN7'H £WOR - P00 • nxrr _ ..-.,._. MtYJ11dC L•ANI�Qr1PTNr Pi AN naa illilr lulllnru/T•n•; as y.N,� ...114, t/ fn riot imply approval O's -4:i;F;8S' Q / • °°.i �r o.w wm a on rc w. arvr " i .� K lit ED •• % • �,. � �aaw�rwu rau l� ' O O O O O I LOCATION MAP NOT TO SCALE wL�T '10 �p 1 ;p L 11 9 9 ®7 6 S 4 a 2 q 1 C y 2 �+ y y)�CAM l acct a y d� I V/ _ I LOT® VAO 14ANT : y I,p... r were wr �e I6 17 19 20 21 22 4 �� / It 2i 9 24 1rw� I DoT ®�' > ,w 19, .� WJ � r Y OFF MIAMI dAV.RING BOARDS gum I' -- P(l !p J �.14 'y�'$Z� 11 ... l .:i � �` C �J� fi .......}_!:/�J►..._..�....... { 0 I'd 1 1 0 i 1 `VILLAOR f t Be, � / syn,.. naa . eplr lurmuur•n•e I �:• L,a a,r 4..1 t c, Iyl / (*}�) t 1.. r 117 � ai :., � ... I �. F(... 'off!. By:... niply approval , J, 2/17/00 14:39 L-00-115 2/17/00 B I LZ 1 N, SUMBER. ET. AL RESOLUTION NO. A RESOLUTION OF THE MIAMI CITY COMMISSION, WITH ATTACHMENS, APPROVING WITH CONDITIONS, A MAJOR USE SPECIAL PERMIT PURSUANT TO ARTICLES 13 2U4D 17 OF ZONING ORDINANCE INTO. 11000, FOP. THE BRICKELL MAIN STREET PROJECT, TO BE LOCATED AT APPROXIMATELY 900 SOUTH MIAMI AVENUE, MIAMI, FLORIDA, TO BE :!OMPRISED OF NOT MORE THAN 288 HOTEL ROOMS, 44TH ACCESSORY RECREATIONAL SPACE, 197,380 SQUARE FEET OF RETAIL AND OTHER 9ONRESIDENTIAL USE AND 1,040 PARKING SPACES; oIRECTING TFJkNSMITTAL OF THE HEREIN RESOLUTION; MAKING FINDINGS OF FACT AND STATING CONCLU31ONS OF LAW; PROVIDING FOR 3INDING EFFECT; CONTAINING A SEVERABILITY CLAUSE AND PROVIDING FOR AN EFFECTIVE DATE. P. 002/022 WHER&kS, on November 7, 1999, the applicant, Brickell Main S=reet Ltd. (hereinafter referred to as "APPLICANT"), submitted a cc=p-.ete Application for Major Use Special Permit for the 3rickelI lain Street Project (hereinafter referred to as "PROJECT") pursuant to Articles 13 and 17 of Zoning Ordinance Yc. 11000, for the property located at approximately 900 South <_aTi -- Avenue, Miami, Florida, as legally described on "Exhibit 31", attached hereto and in "Exhibit All, the Development Crder attached hereto; and WHER3,;.�, development of the PROJECT requires t;he issuance of ak, tvaj�,-r 'UL.,- 'Special Pernit pursuant to Article 17 of Zoning T�r'9'F��'oY fyi? FEC 17 2�Y`r; .Ralwatidr- lac• Ci 02-1135 14:39 BILZIN, SMER. ET. AL P.00-1-1022 Ordinance No. 11000, the Zoning Ordinance of the Cicy of Miami, Florida, as amended; and WHEREAS, the Larges Scale Development Committee met on C,czober 21, 1999, to consider the proposed PROJECT and offer ics - nput ; and WHEREAS, the APPLICANT has modified the proposed PROJECT to address the expressed technical concerns raised at said Large `cale Development Committee meeting; and WHERSkS, the Urban Development Review Board met on Ycvember 1'), 1999, to consider the proposed PROJECT and recommended approva:. of the PROJECT; and WHEREkS, the Miami Planning Advisory Board, at its meeting on January 19, 2000, Item No, 4, following an advertised public hea.cing, adopted Resolution No. PAB 04-00 by a vote of eight to :;ero (8-0), RECOMMENDING APPROVAL of the Major Use _nec'ial Permit Development order as attached hereto with the exception that the conditions pertaining to the pedestrian bridge and vehicular drop-off areae be removed, as specified by the Department: of Planning anal zoning; and WHEREAS, the City Commission deems it advisable and in the best interest of the general welfare of the City of Miami to _ss•'e a Major Use Special Permit Development Order as hereinafter set forth; NOW, THEREFORE, HE IT RESOLVED BY THE COMMISSION OF THE CITY OF MIAMI, FLORIDA: Page 2 of 8 nu- JSF VE7; 14 : 40 B I LZ I N, SUHBER. ET. AL P. 0091022 Section I. The recitals and findings contained in -he Prear:tle to this Rescluzion are hereby adopted by reference � ereto ar.d incorporated herein as if fully set forth in chis Section. Section 2. A Major Use Special Permit Development Order, attached hereto as "Exhibit A" and made a part hereof, is hereby approved subject to the conditions specified in said Development ::zcer, per Article 17 of Zoning Ordinance No, 11000, for the 3rickell Main Street Project (hereinafter referred to as the "PROJECT") to be developed by Briekell Main Street, Ltd., at approximately 900 South Miami Avenue, Miami, -_o=ida, more particularly described on "Exhibit B", attached hereto and made a part hereof. Sect:lcn 3. The PROJECT is hereby approved for the ccnstruct;,en of up to 288 hotel rooms, with accessory pec=eatiorial space, 197,380 square feet of retail and other nonresidential uses and 1,040 parking spaces. Section 4. The Major Use Special Permit Application for thle PROJECT also encompasses the lower ranking Special Permits as set forth in the Development Order, attached as "Exhibit A" :--ere_o and. incorporated herein. Section S. The findings of fact set forth below are hereby made with respect to the subject PROJECT: Page 3 of a Ga- 188 02-1135 B f LZ 1 N, SUMBER. ET. AL F. 001- 1072 a. The PROJECT is in conformity with the adopted Kiami Comprehensive Neighborhood Plan 1989-2000, as amended. b. The PROJECT is, in accord with the SD -7 Zoning :lassification5 of Zoning Ordinance No. 11000, the ;mooning Ordinance of the City of Miami, Florida, as amended. C. pursuant to Section 1305 of the Zoning Ordinance of the City of Miami, Florida, the specific site plan aspects of the PROJECT, i.e., ingress and egress, parking, signs and lighting, utilities, clrainage, preservation of natural features and control of potentially adverse effects generally, k.ave been considered and will be further considered administratively during the process of issuing a building permit and a certificate of occupancy. d. Phase T of the PROJECT is expected to cost approximately $63.7 million, and to employ approximately 300 workers during construction (FTE); the PROJECT will also result in the creation of approximately 200 permanent new jobs. Prase II of t.ae PROJECT is expected to cost a::)proximately ;?72.5 million, and to employ a=pproximately 300 workers during construction (:?TE). Phase I of the PROJECT will generate approximately :,1.3 million annually in tax Page 4 of 8 CO - 02 -113-0 n_'1' D1 14:40 BILZIN, SUMBER. ET. AL P.00(/022 e, revenues to local units of government; and Phase IZ will generate approximately $1.5 million annually (1999 dollars). The City CommiEsion further finds that! (1) the PROCEC:T will have a favorable impact on the economy of the City; (2) the PROJECT will efficiently use public transportation facilities; (3) any potentially adverse effects of the PROJECT will be mitigated through compliance with the conditions of this Major Use Special Perm -,t; 4) the PROJECT will favorably affect the need for people to find adequate housing reasonably accessible to their places of employment; 15) the PROJECT will efficiently use necessary public fac:_lities; (6) the PROJECT will not negatively impact the environment; and natural resources of the City; (7) the PROJEC" will not adversely affect living conditions in the neighborhood; (8) the PROJECT will not adversely affect public safety; Page 5 of 8 CU- iP8 02-1135 _ 14:40 BILZIN, SUMBER. ET. AL (9) based on the record presented and evidence presented, the public welfare will be served by the PROJECT; and (10) any poter.tially adverse effects of the PROJECT arising from safety and security, fire protection and life safety, solid waste, herir_age conservation, trees, shoreline development, minority participation and P. 00' /072 employment, and minority contractor,/subcontractor participation will be mitigail:ed through compliance with the conditions of this Major Use Special Permit. Secticn 6. The Major Use Special Permit, as approved and amended, shall be bindinC upon the APPLICANT and any successors _.. interest. Sect:icn 7. The application for Major Use Special Permit, w:.ich was Submitted on November 7, 1999, and on file with the Department: of Planning and Zoning of the City Of Miami, Florida, -_all be relied upon generally for administrative interpretations a nd is made a part hereof by reference. Sectioa S. The City Manager is hereby directed to Instruct the Director of the Department of Planning and Zoning to -_ransmit a copy of this Resolution and attachment to the developers; Vicky Garcia -Toledo, Esq. on behalf of Brickell Main Street Ltd., 2500 First Union Financial center, 200 South Biscayne Boulevard, Miami, Fl. 33131-2336. Page 6 of e CO - 0 2 - 113 V02-113 14:41 B U I N, SUMBER. H. AL P. 0V 1022 Section 9. The Findings of Fact and Conclusions of Law are made• with respect to the PROJECT as described in the :�e.-eiopme:n: Order for the! Brickell Main Street Project, which is a--tached Hereto as "Exhibit A" and made a part hereof by reference. Section 10. The Major Use Special Permit Development Order for the Brickell Main Street Project ("Exhibit A") is ereby granted and issued. 3ectian 11. In the event that any portion or section or" :his Resolution or the Development Order ("Exhibit A") is determined to be invalid, illegal, or unconstitutional by a court cr agency cf competent jurisdiction, such decision shall in no -annex affect the remaining portions of this Resolution or :'Qvelopment Order ("Exhibit A") which shall remain in full force -ffect_. Section 12. The provisions approved for this Major L'•se Special Permit, as approved, shall commence and become operative thirty (30) days after the adoption of the herein Resolution. Seetio.z 13. This Major Use Special Permit, as ap-=cved, shall expire two (2) years from its commencement and c-erative date. Section 14. This Resolution shall become effective .mediately upon its adoption and signature of the Mayor."' =� If the Fayor does not eign this Resolution, it shall become effective at the and of tea calendar lays from the date it was passed and adopted. If the Mayor vetoes this Resolution, it shall become effective immediately upon override of the veto by the City Commission. Page 7 of 8 oo -1 R �2 i'WEO) 14:41 B[LZA SUMBER, ET. AL P. 40'/022 PASSLD AND ADOPTED Lhis 17th_ day of February 2000. JOE CAROLLO, MAYOR Ir e=O-dance wish, ,';;' Code Sec. 2-36. since the Mavor did not ind{cate ft----v:of .a on by s ,„;� it in �-x-n2a Effective with t;li4 alar-; regarding same, without the Me ATTEST: J.-FOEMAN 7Y CLEi:'?.R APPROVEZ S T 0. AND CORRECTNESS:t/ W4124,: gMd: eij : RCL: HSS Page 8 of 8 - ^ ; VE7I 14: 42 B I LZ I N, SUMBER. ET. AL P. 011/022 "EXHIBIT A" ATTACHMENT TO RESOLUTION NO, 00-188 DATE: February 17, 2000 BRICKELL MAIN STREET PROJECT MAJOR USE SPECIAL PERMIT DEVELOPMENT ORDER La':� it be }mown that pursuant to Articles 13 and 17 of Ordinance `c. 11000, the Zoning Ordinance of the City of Miami, Florida, as a. -mended, tze Commission of the City of Miami, Florida, has considered in a public :tearing, the issuance of a Major Use �.-ecial Permit for the Brickell Main Street Project (hereinafter referred to as the "PROJEC.T") to be located at approximately 900' Miami. Avenue, Miani, Florida; see legal description on -F-ibit 13", attached herato and made a part hereof; said legal description is subject to any dedications, limitations, restriction3, reservations or easements of record. After due consideration cf the recommendations of the Planning Advisory Eloard and after clue consideration of the consistency of proposed development with the Miami Comprehensive Neighborhood Plan, the City Commission has approved the PROJECT, and subject to the following conditions approves the Major Use :ecial Permit and hereby issues this Permit: CO- IIs Page 1 of 9 02-1135 14:42 BILZIN, SUMBER ET. AL P.01 /022 ?:NDINGS OF FACT PROJECT DESCRIPTION: The proposed Sricke:_1 Main Street Project is a hotel/mixed --,Ze development to be located at approximately 900 South Miami A%renue, Miami, Florida; ("PROJECT"). The PROJECT is located on a z oss lot, area of approx:Lmately 5.7 acres and a net lot area of a=roximately.4.1 acres of land (more specifically described on "Exhibit B', incorporated herein by reference). The remainder cf PROJECT' s VITAL DATA is attached hereto as "EXHIBIT C", and ncorvoratE!d herein by reference. The proposed PROJECT will consist of no more than 286 hotel _ocros with accessory recreational space, 197,380 square feet of retail and other nonresidential uses. The PROJECT will also provide a total of 1,040 parking spaces. The ownership, operation and maintenance of common areas and ac=li.ties will be by the property owner or (in the case of the n.roaerty biting converted to condominiums) a mandatory property owner association in perpetuity pursuant to a recorded Declarati�)n of Covenants and Restrictions. The Major Use SpeciEll Permit Application for the Brickell Main Street Project also encompasses the following lower ranking Svecial Perrits and Variance: CLAS.) I SPECIAL PERMIT as per Article 9, Section 906.6 for active recreational facilities (including a swimming pool) ; Page 2 of 9 CO_ IsS 02-113 2 (WE D, 14:42 BILZIN, SUMBER, ET. AL P. 01_'./022 CLASS I SPECIAL PERMIT to permit staging and parking during const::uction (to be approved prior to obtaining a building permi : from Planning) ; CLASS I SPECIAL, PERMIT for Development Signe when combined with construction signs; CLASS II SPECIAL PERMIT to waive certain requirements of Bricke:ll Promenade Design Development Plan and Urban Guidelines and parki:ig guides and standards; CLASS II SPECIAL PERMIT as per Article 6, Section 607.3.1 for development of new construction within the Special District; CLASS II SPECIAL PERMIT as per Article 6, Section 607.3.1. for a temporary construction fence; CLASS II SPECIAL PEEMIT as per Article 6, Section 607.3.1 for a temporary construction trailer; CLASS II SPECIAL PERMIT as per Article is for uniform signage guides and standards; CLASS II SPECIAL PERMIT as per Article 9, Section 923 for reduction in loading berth dimensions; Special Exception as per Article 6, Sec. 607 to allow bar/lo-mge open to the public within the SD -7 District; Special Exception as per Article 6, Sec. 607 to allow valet parki,ruS for hotel; variance for street side and upper level setbacks (as set forth.. :.n the plans on file) and Page 3 of 98 1'ED) 14:42 BILZIN, SUMBER. ET. AL certi`icate of Appropriateness for ground activity in an archeological conservation area; waive:: from the City Commission for the following: P. 01; /022 disturbing 1. Noise Ordinance during the required concrete pours for construction of the building, 2. Pedestrian Bridge over South Miami Avenue. PursUclnt to Articlesi 13 and 17 of Zoning Ordinance 11000, =_pp=oval of the requested Major Use Special Permit shall be considered sufficient for the subordinate permits requested and referenced above as well as any other special approvals required the City which may be required to carry out the requested =ans. The PROJECT shall be constructed substantially in accordance wi h plans and design s3chematics on file prepared by Heame Architectural Partnership, dated November 1999; the landscape plan shall be implemented substantially in accordance with plans and design schematics on file prepared by Ecoplan, dated November ?999; said design and landscape plans may be permitted to be modified only to the extent necessary to comply with the conditions for approval imposed herein; all modifications shall be subject to the review and approval of the Director of the Department, of Planning and Zoning prior to the issuance of any ding pe:. -nits. Page 4 of 9 co - 02 -1133 o- 02-1133 4 , 43 B I LZ 1 N, SUMBER. ET. AL P.01-4022 The PROJECT conforms to the requirements of the SD -7 Zoning as contained in Ordinance No. 11000, the Zoning �'rt_r_ance of the City of Miami, Florida, as amended. The a%isting comprehensive plan future land use designation of Resnra.e_ed Commercial, on the subject property, a?lows the -proposed :nix of commercial and hotel uses. THE XPPLICANT, ITS SUCCESSORS, AND/OR ASSIGNS, JOINTLY OR STVZRALLY, PRIOR TO THE ISSUANCE OF ANY BUILDING PERMITS, SHALL COMPLY WI'T'H THE .FOLLOWING : _. Meet all applicable building codes, land development regulations, ordinances and other laws. �. Pay a:.1 applicable fees due prior to the issuance of a building permit; and pay DRI fees required to reserve development credits within 60 days of the effective date of this Resolution. _. Allow the Miami Police Department to conduct a security survey, at the option of the Department, and to make reconun-:ndatione concerning security measures and systems; furthe.: submit a report to the Department of Planning and Zoning, prior to commencement of construction, demonstrating how t.hia. Police Department recommendations, if any, have been incorporated into the PROJECT security and construction plans., or demonstrate to the Planning Director why such reeonanandations are impractical. =. Qbtain. approval from, or provide a letter from the Department of Fire -Rescue indicating APPLICANT'S Page 5 of 9 t;V— � L..U� 02-1135 14:43 BILZIN, SUMBER. ET. AL P.015/022 coord-nation with members of the Fire Plan Review Section a: �he D(apartment of Fire -Rescue in :he review of the scope of the PROJECT, owner responsibility, building developmerc Ao process and review procedures, as well as specific requii-ements for fire protection and life safety systems, exiting, vehicular a:cess and water supply. C. Obtain approval from, or provide a letter of assurance from the Department of Solid Waste that the PROJECT has addressed a" concerns of the said Department prior to the obtainment of a =hell permit. 5. Prepare a Minority Participation and Employment Plan !including a Contractor/Subcontractor Participation Plan) to be suDmitted to the City's Director of Equal Employment Opportunity for review and comments, with the understanding that the APPLICANT crust use its best efforts to follow the provisions of the City's Minority/Women Business Affairs and Procurement Program as a guide. 7. :ecord the following in the Public Records of Dade County, Florida, prior to the issuance of a shell permit; (a) a Declaration of Covenants and Restrictions providing that the ownership, operation and maintenance of all common areas and facilities will be by the property owner or a mandatory property owner association in perpetuity; (b) a certified copy of the development order specifying that the Deve:'.o:oment Order rune with the land and is binding on the APPLMUSIT, its successors, and assigns, jointly or severally. a, Prior -o the issuance: of a shell permit, demonstrate to the City that the PROJECT has either; (a) completed its condominium requirements and has been approved for such by the State of Florida; or (b) provide the City with an executed, recordable unity of title. or covenant in -lieu of Page 6 of 9 l� i 8 s 02--1135 14:43 B I LZ I N, SUMBER. ET. AL P. 014022 unic:y of title agreement for the subject property; said agre:enent shall be subject co the review and approval of the Cit .r Attorney's office. Provide the Department of Public Works with plans for proponed sidewalk and Swale area improvements for its review and approval prior to the issuance of a building permic. Provide the Department of Planning and Zoning with a temp027ary parking plan which addresses construction employee parking during the construction period; said plan shall be subject to the review and approval by the Department of Planning and Zoning prior to the issuance of any building permits_ �_. Pursuant to the Departments of Fire -Rescue and General Services Administration, the roof area of the proposed structure shall be made available to the City of Miami for any nE:cessary communications equipment at no charge to the -icy. 12. The applicant shall retain the services of an archeological consultant who will be responsible for conducting archeological monitoring of all ground disturbing activity as A,e:.l as the subsequent recovery of artifacts. Said consultant shall work at the direction of the Miami -Dade Country Archeologist and shall provide reports to both that office and to the City. 13. Pursuant to the findings by the Department of Planning and Zoning pertaining to the incompatibility of the proposed pedest:rian bridge, the pedestrian bridge depicted over South Miami Avenue (as Please III of this project) shall be eliminated. Page 7 of 9 CO- 188 02-1135 �'VIED) 14:43 BILZIN, SUMBER, ET, AL P. 01 /022 14, The APPLICANT shall work with the staff of the Department of Plann:.ng and Zoning to locate the three (3) vehicular drop- off areas (two along Southwest 10"Street, and one along Southwest 9" Street) so that any impact on South Miami Avenue:, from the drop-off area closest to South Miami Avenue, is minimized. THE CITY SHALL: Establish the operative date of this Permit as being (30) days from the date of its issuance; the issuance date :shall constitute the commencement of the thirty (30) day )period to appeal from the provisions of the Permit. The Brickell Main Street Project, proposed by the applicant, Brickell Main Street, Lt.d., ("APPLICANT"), complies with the Miami Comprehensive Neighborhood Plan 1989-2000, is consistent the orderly development and goals of the City of Miami, and complies with local land development regulations and further, pursuant to Section 1703 of zoning Ordinance No. 11000: (1) the PROJECT will have a favorable impact on the economy o:' the City; and (2) the PROJECT will efficiently use public transportation facilities; and (3) the PROJECT will. favorably affect the need for people to find adequate housing reasonably accessible to their p:.aces of employment; and Page S of 9 CO- Iul X32 -113"a -- ^1 14:44 BILZIN, SUMBER. ET. AL P. 01 x/022 (4) -he PROJECT will Facilities; and efficiently use necessary public (5) -:he PROJECT will not negatively impact the environment and natural resources of the City; and (6) the PROJECT will not adversely affect public safety; and (7) the public_ welfare will be served by the PROJECT; and (8) �Lny potentially adverse effects of the PROJECT will be mitigated through conditions of this Major Use Special Permit, The proposed development does not unreasonably interfere with the achievement of the objectives of the adopted State Land -evelopmeat Plan applicable to the City of Miami. Pursuant to Section 1305 of Zoning Ordinance No. 11000, the --scific site plan aspects of the PROJECT i.e., ingress and egress, offstreet parking and loading, refuse and service areas, eigns and lighting, t.tilities, drainage and control of o:entially adverse effec:te generally have been considered and will be further considered administratively during the process of issuing individual building permits and certificates of �-_cc_pancy, Page 9 of 9 02-1135 A 44 BILI �, SUMBER. ET. AL EXHIBIT "8" _ot �. Ie!s th'- wtsr 30 reel th'r4: � 2::,4 :F;e ScL'th itisiJld «dj. jO '-Ott thcr.Of. InsIoC'N `f South, CiN of Miami. according ro the Plat thereof, as recorded in Plat Boek "B" a: °0-,e 41. or ::z P. .i:: Records jai Nliamr-Dade County; y 916-919 S.F. Miami Aven�-wr Folio 401-0307-030-1010 Lot i 3, Block %oi South, City ci Miarni according co the Plat thereof, as recorded in P';.: ?aat I. of the Public Records of ��fiarni•Dade Counry; ` 5c; S.W. 10 Street; Folio 1001-0207-010-1200 rhe North half (%:) of Lot 2, less the West 50 feet thereof, and all of Lot 3, less the West 50 feet thereoi in Block 72, South. City of Miami, according to the Plat thereof, as recorded in Plat Back "B" at Page a 1, of t�e Pubdic Records of Miami -Dade County: 901 S.E. `S.iami Aveaus Rd; Folio d 01-0207.020-1030 Lots S, 6, ;, 9, 16, all of Lots 17 and 20, Bloch 71. City of Miami South, Plat Hook "B", Page 41; ;16 S.W. 9 Street; Folio 001.4207-010-1050 110 S.W. 9 Street; Folio 00:1-0207-010-INO 62-64 S.W. 9 Street; FoUo #01.1207-010-1080 59 3.W. 10 Street; Folio 11001.0207-010.1180 57 :3.W.10 Stmt; Folio 001-0207-010.1190 29 !LW. 10 Strut; Folio 1(114207-010.1220 West 75 feet of Lot 9 and an undivide.-d one-half ('%) interest in Lot 9 less the West 75 feet thereof, Block 72. South, Ci ty .)f Miami, Plat Book "B" at Page 41; 926.918 S-1.1" Avenue; FaUo 0 014207-0xO-1100 Lot 21, in Block 71 of S. of MAP OF NUAM1 CO.. FLA. a subdivision, according to the Plat thereof, as recorded in flat Book 8 at Pap 41 of the Public Records of Miami -Dade County. Florida; ;t-_ . 25 S. W.10 Seat; Fope 0014207-010-1230 Lot B, Block 71. South, City of Miami. according to the Plat thereof, as recorded in Plat Book "9" at Page 41 of the Pub lie Records of Miami -Dade County, Florida; 60 S.W. 9 Sttraeu Folio 001-41207-010.1070 Lot 4, Block *11, South, City of Miami according to the Plat Bok thereof, as recorded in Plat Book 13"Page 41, of the Flub lie Records of Miami -Dade County, Florida 26 S.W. 9 Street. Folio 0014207-0 10-1040 The East 26.5 feet of Lot I S. Block 71 South, City of Miami according to the Plat Bok thereof, as recorded in Plat Book EI, Page 41, of the Public Records of Miami -Dade County, Florida CU- 188 02-1135 14:44 B I U M SUMBER. F. AL EXHIBIT "C' tiktXJULi N1,AL4 STRl::LT Project Data Sheet • SITE: 3,iwLi1 `Miami Av.nue berNyden S. W . Y' ans I U" Street M iam i. Florida LEG -1L DESCRIPTION. - See Exhibit "a" under Article 1 P. 02)1022 SITE :_ONNG: SD -7 As described by Articl,: VI, Sec. 607 (SD -7 Central Brickell Rapid Transit Comm ercial.RosIdentia, District) of the Zoning Ordinance of the City of Florida. PER,4l.:TTF.D USES: As described by Article VI, Section 607 (SD -7 Cental Brickell Rapid Transit Commercial -Residential D:scic:; ;,&'L` a Zoning Ordinance for cite City of Miami. Florida, the Fe -pitted uses include but are not ti.,; -ted to rimil establishments along ground floor ofpedestrian streets; multiple dwelling.i; hotels: and parking DENSTiY: Residential Density for Hotel Uses As per Article VI, Sec. E07, the number of dwellings is determined by a maximum net density of 500 units per acre. Allowed: 5.7 acres x 500 un its per acre . 2,850 units maximum) Proposel: 288 Hotel Units (equivalent to 144 residential units) • NET LCT AREA: 180.436 s.f. or 4.1 acres GROSS LOT AREA: 247,470 s.f. or 5,7 acres. • 13UILDING FOOTPRINT: Max Pettnitted: As described in Article VI Sec. 607: Unlimited Proposed: 110,380 st :, •.oMs�r_sar► _pK+uan3efe et CO- 1ss 02-1135 -D 14:44 B I LZ I N, SUMBER. ET. AL • r A, t.. `lax. Pcrmlacul. • • • For Residential: As described in Artic It Vr. Gac At)' - Base F.A.R. 6.0 times rhe eross for area: 247.477 9.f, r 6.q= 1.18.1.3^_0 s F. For Hotel P,.:pcs=d_ 197,_560 s.f. OPI:v SPACE: I"finimuin Required: Proposed: 24,100 s.f. SETH: �CKS: Required: PARKING: F.equired: P mposed; P.021/02? For Non -Residential As in Arci,:ld- Base FAR =.:5 times the gross oc arta: For Non -Residential F reposed: 197,;80 s. r. As required by Article V1, Sec. 607 - 3468 sq. feet As required by Article VI, Sec. 607, the minimum setbacks are as folIow-s: Front: S. Miami Avenue - IT -0.0 Side: 10 Street I7-0" Side: 9 Street 5'-0" Side: SE 1' Street 15'-0" Provided: Froon S. Miami Avenue - 12'-0" Side: 10 Street - I7-0" Side: 9 Street - 5'-0" Side SE 1st Avenue - 15'-0" Variance will be requested as part of this Major Use Special Permit ,application for setbacks on 9 Sweet and setback for garage above 48'•0" of If levatton As required by Article VI, Sec. 607 and Article 9, Section 917, 918, 922 and 923 of the Zoning Ordinance of City of Miami, Florida, the amount of required parking is as follows: 1,040 parking spaces, inclusive of 21 spaces for the physically disabled. • OFFSTR1iET LOADING Required: As required by Article 1X, Sec. 923, offstreet loading requirements for buildi:igs in excess of 25,000 s.E and up to 500,400 s.f of gross building area the number of required berths shall be as follows: Berth minimum dimension 12' x 35' Number of berths required - 4 Pr3posed: 2 berths at 12' x 35' 2 berth at 10' x 25' (market service) �+ DhtS1733�31120t�1N24361t1 01 J 02-1135 I14:44 BILZIN, SUMBER. ET. AL P. 022/022 t.�:. — ---D G I-MI(-jH*r. Allowed_ L'niimited Proposed : Retail: ' level's Hotel 1? level; L'pFer Parking: 7 levels Subznde Parking: I level 9'-0" c �oMs<ru+nr;raF��o2a=bq.or 'c�tbt�sa co- ISS 02-1135 MARY BRICKELLVILLAGE Modification to Previously Approve Major t.Jse Speeial Permit Developed By: Brickell Main Street, Ltd., Designed By: Wolfberg Alvarez 1500 San Remo Avenue Miami, FL 33146 Telephone: (3051666-5474 Prepared for: Brickell Main Street, Ltd. Bilz:+n Sumberg Dunn Baena Price & Axelaod LL.F' Vicky Garcia -Toledo, Esq. 2500 First Union Financial Center 200 South Biscayne Boulevard Miami, FL 33131 0-.1135 MARY BRICKELL VILLAGE Substantial Modification to Previously Approved MUSP August 2002 TABLE OF CONTENTS I. Project Information A. Application for a Major Use Special Permit B. Disclosure of Ownership C. Ownership Affidavit D. Directory of Project Principals E. Project Data Sheet F. City of Miami Zoning Atlas Map II. Project Description A. Zoning Ordinance No. 11000 1. Section 1304.2.1 Application Forms; Supplementary Materials 2. Section 1702.2.1 General Report 3. Section 1702.2.2 Major Use Special Permit Concept Plan III. Supporting Documents Tab 1 Minority Construction Employment Plan Tab 2 Traffic Impact Analysis Tab 3 Site Utility Study Tab 4 Economic Impact Study Tab 5 Survey of Property Tab 6 Drawings Submitted \73190\10199\ # 578120 v 2 8/2/02 12:17 PM 02-1135' MARY BRICKELL VILLAGE SUBSTIANTIAL MODIFICATION TO PREVIOUSLY APPROVED MAJOR USE SPECIAL PERMIT PROJECT INFORMATION ARTICLE I. August. 2002 A. Application for a Substantial Modification to a Previously Approved Major Use Special Permit B. Disclosure of Ownership C. Ownership Affidavit D. Directory of Project Principals E. Project Data Sheet F. City of Miami Zoning Atlas Map \73190\10199\ # 578120 v 2 8/5/02 10:48 AM 02-x.135- o'� PLANNING AND ZONING DEPARTMENT HEARING BOARDS DIVISION \ ' 444 SW 2"d Avenue, 7t' Floor • Miami, Florida 33130 * IRCOR! ONATED *' Telephone 305-416-1480 •Fax 305-416-2035 Q. u R O P ' lOFCO. APPLICATION FOR MAJOR USE SPECIAL PERMIT IT IS INTENDED THAT MAJOR USE SPECIAL PERMITS BE REQUIRED WHERE SPECIFIED USES AND/OR OCCUPANCIES INVOLVE MATTERS DEEMED TO BE OF CITYWIDE OR AREA -WIDE IMPORTANCE. THE CITY COMMISSION SHALL BE SOLELY RESPONSIBLE FOR DETERMINATIONS ON APPLICATIONS FOR MAJOR USE SPECIAL PERMITS. (SEE ARTICLE 17 OF ORDINANCE 11000, AS AMENDED, THE ZONING ORDINANCE OF THE CITY OF MIAMI, FLORIDA.) THE DIRECTOR OF THE DEPARTMENT OF PLANNING AND ZONING SHALL MAKE RECOMMENDATIONS ON ALL APPLICATIONS FOR MAJOR USE SPECIAL PERMITS AND FOR ANY AMENDMENTS THERETO AND SHALL TRANSMIT SAID APPLICATIONS AND RECOMMENDATIONS TO THE PLANNING ADVISORY BOARD FOR ITS RECOMMENDATIONS AND MAY MAKE REFERRALS TO OTHER AGENCIES, BODIES, OR OFFICERS FOR REVIEW, ANALYSIS, AND/OR TECHNICAL FINDINGS AND DETERMINATIONS AND REPORTS THEREON. (SEE SECTION 1301.4 OF ORDINANCE 11000, AS AMENDED, THE ZONING ORDINANCE OF THE CITY OF MIAMI, FLORIDA.) ANY PERSON WHO RECEIVES COMPENSATION, REMUNERATION OR EXPENSES FOR CONDUCTING LOBBYING ACTIVITIES TO REGISTER AS A LOBBYIST WITH THE CITY CLERK, PRIOR TO ENGAGING IN LOBBYING ACTIVITIES BEFORE CITY STAFF, BOARDS, COMMITTEES AND THE CITY COMMISSION. A COPY OF SAID ORDINANCE IS AVAILABLE IN THE OFFICE OF THE CITY CLERK (MIAMI CITY HALL), LOCATED AT 3500 PAN AMERICAN DRIVE, MIAMI, FLORIDA, 33133. APPLICANTS ARE RESPONSIBLE, IF NEEDED, TO BRING AN INTERPRETER FOR THE ENGLISH LANGUAGE TO ANY PRESENTATION BEFORE 'ITY BOARDS, COMMITTEES AND THE CITY COMMISSION. POWER OF ATTORNEY WILL BE REQUIRED IF NEITHER APPLICANT OR LEGAL ,;OUNSEL REPRESENTING THE APPLICANT EXECUTE THE APPLICATION OR DESIRE TO MAKE A PRESENTATION BEFORE CITY BOARDS, COMMITTEES AND THE CITY COMMISSION. I, Vicky Garcia -Toledo, Esq., PA on behalf of Brickell Main Street. Ltd. and First and Ten. LLC., hereby apply to the Director of the Planning and Zoning Department of the City of Miami for approval of a Major Use Special Permit under the provisions of Article 17 of the City of Miami Zoning Ordinance. Property Address: South Miami Avenue Road (SE 1 Avenue) on the east to SW 1st Avenue on the west between 9th Street and 10th Street. Generally referred to as 900 South Miami Avenue. (See attached Exhibit A) for detail listing of addresses and legal description. Nature of proposed use (be specific): A previously approved mixed use phase project consisting of retail and hotel uses to be modified to include additional property (See Exhibit A) for increase retail space and a residential tower. 1. Two 11x17" original surveys and one 24x36" original survey, prepared by a State of Florida Registered Land Surveyor within one year from the date of application. 2. Two 11x17" original plans and one 24x36" original plan, signed and sealed by a State of Florida Registered Architect or Engineer showing property boundaries, existing (if any) and proposed structure(s), parking, landscaping, etc.; building elevations and dimensions and computations of lot area and building spacing. 3. Plans need to be stamped by the Hearing Boards Division first and then signed by Public Works, Zoning and Planning prior to submission of application. \73190\10199\ # 578120 v 2 8/2/02 12:17 PM 02-1I» 4. Affidavit and disclosure of ownership of subject property and disclosure of interest (see attached forms). 5. Certified list of owners of real estate within a 500 -feet radius from the outside boundary of property (see pages 5 and 6). 6. At least two photographs that show the entire property (land and improvements). 7. Maps showing the existing zoning designation and the adopted comprehensive plan designation for areas on and around the property. 8. General location map showing relation to the site or activity to major streets, schools, existing utilities, shopping areas, important physical features in and adjoining the project, and the like. 9. Concept Plan: a) Site plan and relevant information per Section 1304.2.1 d -h in Zoning Ordinance 11000, as amended. b) Relationships to surrounding existing and proposed uses and activities, systems and facilities, per Section 1702.2.2a in Zoning Ordinance 11000, as amended. c) How concept affects existing zoning and adopted comprehensive plan principles and designations; tabulation of any required variances, special permits, changes of zoning or exemptions, per Section 1702.2.2b in Zoning Ordinance 11000, as amended. 10. Developmental Impact Study (an application for development approval for a Development of Regional Impact may substitute). 11. Other (specify and attach cover letter explaining why any document you are attaching is pertinent to this application). 12. An 8'/z x 11" copy of all exhibits that will be presented at the hearing. 13. Twenty-five (25) "Major Use Special Permit" books containing the above information. If this project requires Zoning Board approval, a total of thirty-five (35) books will be required. 14. Cost of processing according to the City Code: a) $38.724.10, for the Major Use Special Permit b) Additional fee of $-- - , for any required special permits, changes of zoning or variances. c) Total Fee: $ 38.724.10 17. What is the purpose of this Major Use Special Permit? Signature Name Address 2500 First Union Financial Center 200 South Biscayne Boulevard Miami, Florida 33131 Telephone 305 350-2409 Date August 2. 2002 \73190\10199\ # 578120 v 2 8/2/02 12:17 PM t j STATE OF FLORIDA COUNTY OF MIAMI-DADE The foregoing instrument was acknowledged before me this 2nd day of August 2002, by Vicky Garcia - Toledo, Es A on behalfof-Brickell Main Street, Ltd. and First and Ten LLC a corporation, who is an �aet ual personally known to me o o has produced as identification and who id (did no take an oath (Stamp) STATE OF FLORIDA COUNTY OF MIAMI-DADE The foregoing instrument was acknowledged before me this day of 20, by of a the corporation. He/She is personally known to me or has produced identification and who did (did not) take an oath. (Stamp) STATE OF FLORIDA COUNTY OF MIAMI-DADE Signature MY COMMISSION S DD 094036 EXPIRES: February 20, 2006 Bmw Thru Pidwd Insurance Ayeroy corporation, on behalf of as The foregoing instrument was acknowledged before me this day of 20, by partner (or agent) on behalf of me or who has produced oath. (Stamp) a partnership. He/She is personally known to as identification and who did (did not) take an Signature \73190\10199\ # 578120 v 2 8/2/02 12:27 PM OCT. -01' 02(TUE) 16:06 Note I. P. 002/002 B I LZ I N, SUMBER. ET. AL BRICKELL MAIN STREET ADDENDUM TO APPLICATION FOR MAJOR USE SPECIAL PERMIT August 2002 Request for A Modification to a Previously Approved Major Use Special Permit To: a) To expand the parking structure with total parking count for all project phases of 1,358 cars (previously approved 1,040) spaces. Note 2. Note 3. b) To include the following phases: (i) Phase IV - for additional retail use (approximately 32,000 s.f.) (ii) Phase V - for residential Towers consisting of 382 units. a) Class 11 Special Permit for new construction in Zoning District SD -7. b) Class II Special Permit for a Waiver of certain requirements of Brickell Promenade Design Development Plan and Urban Guidelines. C) Class II Special Permit for a Waiver of additional distance requirement from parking space to a column or wall requirements of the City of Miami Parking Guide and Standards. d) Class aI to allow permanent signage through Development Parameters Guidelines Book. a) Class 1 Special Permit to permit permanent recreation facilities. b) Class I Special Permit to permit the staging and parking during construction. c) Class 1 Special Permit to allow development/construction/rental signage. and hailer. d) Class I !special Permit to allow construction fence. 0'2-1135 Note 4. Note 5. To request from the City Commission: a) a waiver from the noise ordinance during the required concrete pours for construction of the project. To apply for a Certificate of Appropriateness for ground disturbing activities. Note 6. To apply for all lesser permits as may be required to allow development and construction of this phase project as contemplated under this Major Use Special Permit application as submitted and as per plans on file. Note 7. The above Major Use Special Permit is to encompass all lower ranking special permits necessary to complete the projects as per plans under Tab 6. NOTE: Approve Optional Facades along with West elevation at ground level - to permit construction of option B subsequent to proposed amendment to the zoning code. \73190\10199\# 578120 v 2 8/2/02 12:17 PM 02-1135 EXHIBIT "A" Legal Description All of Lots, 1, 2, 3, 4, and 5, the North 500 feet of Lot 6, together with Lot 9, Block 72-S of "City of Miami", according to the Plat thereof, as recorded in Plat Book B, page 41 of the Public Records of Miami -Dade County, Florida, less and except the following: The external area of a circular curve having a radius of seven (7) feet and tangents which are 25 feet South of and parallel with the centerline of SE 9th Street and 37.5 feet Westerly of and parallel with the centerline of SE 1 st Avenue being a portion of Lot 3, Block 72-S of, said "City of Miami". According to the Plat thereof, as recorded in Plat Book B, Page 41 of the Public Records of Miami -Dade County, Florida. Together with: All of Lots 1 through 9 inclusive, and Lots 10 through 15 inclusive, together with Lots 16 through 24 inclusive, Block 71-S "City of Miami". According to the Plat thereof, as recorded in Plat Book B at Page 41 of the Public Records of Miami -Dade County, Florida, less and except the following: Those portions of Lot 24, Block 71 South, City of Miami. According to the Plat thereof, recorded in Plat Book B Page 41 of the Public Records of Miami -Dade County, Florida, more particularly described as follows: The East five (5) fee of said Lot 24 and the external area of a circular curve concave to the Northwest having a radius of twenty-five (25) feet and tangents which are twenty-five (25 feet north of and parallel with the centerline of Southwest 10th Street and thirty (30) feet West of and parallel with centerline of South Miami Avenue. Said lands situated in the City of Miami, county of Miami -Dade, Florida. 927 SW 1 Avenue; Folio# 01-0207-010-1111 Folio# 01-0207-010-1113 70 SW 9 Street; Folio# 01-0207-010-1090 921 SW 1 Avenue; Folio# 01-0207-010-1110 931 SW 1 Avenue; Folio# 01-0207-010-1120 937 SW 1 Avenue; Folio# 01-0207-010-1122 933 SW 1 Avenue; Folio# 01-0207-010-1124 85 SW 10 Street; Folio# 01-0207-010-1160 911 SW 1 Avenue; Folio# 01-0207-010-1100 925 SW 1 Avenue; Folio# 01-0207-010-1112 935 SW 1 Avenue; Folio# 01-0207-010-1123 95 SW 10 Street; Folio# 01-0207-010-1140 89 SW 10 Street; Folio# 01-0207-010-1170 916-918 S.E. Miami Avenue Rd.; Folio #01-0207-020-1010 55 S.W. 10 Street; Folio #01-0207-010-1200 900 S.E. Miami Avenue Rd; Folio # 01-0207-020-1030 \73190\10199\ # 578120 v 2 8/2/02 12:17 PM o2-1135 36 S.W. 9 Street; Folio #01-0207-010-1050 50 S.W. 9 Street; Folio #01-0207-010-1060 62-64 S.W. 9 Street; Folio #01-0207-010-1080 59 S.W. 10 Street; Folio #01-0207-010-1180 57 S.W. 10 Street; Folio #01-0207-010-1190 29 S.W. 10 Street; Folio #01-0207-010-1220 926 -928 S.E. 1st Avenue; Folio # 01-0207-020-1100 25 S.W. 10 Street; Folio #01-0207-010-1230 60 S.W. 9 Street; Folio #01-0207-010-1070 26 S.W. 9 Street; Folio #01-0207-010-1040 75 S.W. 10 Street; Folio #01-0207-010-1130 81 S.W. 10 Street; Folio #01-0207-010-1150 900 So. Miami Avenue; Folio #01-0207-010-1010 920 So. Miami Avenue; Folio #01-0207-010-1020 1 S.W. 10 Street; Folio #01-0207-010-1240 10 S.E. 9 Street; Folio #01-0207-020-1020 901 So. Miami Avenue; Folio # 01-0207-020-1040 41, 43, 45 and 47 S.W. 10 Street 20 S.W. 9 Street; Folio # 01-0207-010-1030 \73190\10199\ # 578120 v 2 8/2/02 12:17 PM 02-1135 DISCLOSURE OF OWNERSHIP 1. Legal description and street address of subject real property: See Exhibit "A" 2. Owner(s) of subject real Property and percentage of ownership. Note: Section 2-618 of the Code of the City of Miami requires disclosure of all parties having a financial interest, either direct or indirect in the subject matter of a presentation, request or petition to the City Commission. Accordingly, question #2 requires disclosure of shareholders of corporations, beneficiaries of trusts, and/or any other interested parties, together with their addresses and proportionate interest. First and Ten LLC is a fully owned subsidiary of Brickell Main Street Ltd.. See Exhibit "B" for further detail 3. Legal description and street address of any real property (a) owned by any party listed in answer to question #2, and (b) located within 375 feet of the subject real property. N/A Attorney for i0wiier, Vicky Garcia -Toledo, Esq., PA STATE OF FLORIDA COUNTY OF MIAMI-DADE The foregoing instrument was acknowledged before me this 2"d day of August 2002, by Vicky Garcia -Toledo, Esq., PA, attorney for Brickell Main Street, Ltd., on behalf of the corporation. She is rsonally known to _::>ae or has produced 99identification and who did (did not) take an oath. l /J l� N . Notary Public -State of Flori Commission No.: My Commission Expires: \73190\10199\ # 578120 v 2 8/2/02 12:17 PM K M MOVICH N DD 094036 q 20, 2006 wrnp Apwy 02 -11T5 OWNER'S LIST Owner's Name: Brickell Main Street. Ltd. and First and Ten LLC. c/o A. Vicky Garcia -Toledo, Esq., PA, Bilzin Sumberg, et al. Mailing Address: 2500 First Union Financial Center, Miami, FL 33131 Telephone Number: (305)350-2409 Legal Description: Owner's Name: Mailing Address: Telephone Number: Legal Description: Owner's Name: Mailing Address: Telephone Number: Legal Description: N/A Any other real estate property owned individually, jointly or severally (by corporation, partnership or privately) within 375 feet of the subject site is listed as follows: Street Address N/A \73190\10199\ # 578120 v 2 8/2/02 12:17 PM Legal Description N/A 02--1135 EXHIBIT "B" Disclosure for: Brickell Main Street, Ltd. (f/k/a Brickell Walk, Ltd.) owned by: General Partner: Brickell Main Street Management, Ltd. a Florida limited partnership Limited Partners: Constructa, Inc., a Delaware corporation Brickell Investors, Inc., a Florida corporation Emerson Fittipaldi, as an individual Brickell Main Street Management, Ltd owned by: Brickell Main Street Management, LL.C., a Florida limited liability company Constructa, Inc., a Delaware corporation Brickell Investors, Inc., a Florida corporation Emerson Fittipaldi, as an individual Constructa, Inc., a Delaware corporation owned by: Constructa, US, Inc., a Delaware corporation 100% Brickell Investors, Inc., a Florida corporation owned by: Mario Garnero 100% Emerson Fittipaldi as an individual 100% \73190\10199\ # 578120 v 2 8/2/02 12:17 PM Employer ID Number Continued EXHIBIT "B" Constructa U.S., Inc. Corporate Information 52-1482952 Organized Delaware 06/06/1988 Authority to Act Authority to Act FL 04/17/1987 Shareholder Information Owner/Interest% Bellechasse, S.A. 75.00% Owner/Interest% Novafuture * 3.57% Owner/Interest% Sofinad* 14.29% Owner/Interest% Banque National de Paris* 7.14% Owner/Interest% Total Interests held 100.00% Stock Information Total Interests Authorized 35,000 Par Value per Interest $ 1.00 Director/Officer Information Executive/Title(s) Marc Pietri (Bellechasse) Director, President Executive/Title(s) Dominique Chatillon (Bellechasse) Director Executive/Title(s) Jean -Pascal Tranie (Bellechasse) Director Executive/Title(s) Claude -Eric Paquin (Bellechasse) Director Executive/Title(s) Alain Mallart (Bellechasse) Director Executive/Title(s) Dominique Picon Director Executive/Title(s) J. Ducros Director Executive/Title(s) Rene Tendron Advisory Director Executive/Title(s) Jean -Jacques de Flers Advisory Director Executive/Title(s) Jean -Marc Meunier Vice President Executive/Title(s) Eric Fazilleau Vice President,Secretary Executive/Title(s) Andrew Kwiat Treasurer Publicly traded companies in France \73190\10199\ # 578120 v 2 8/2/02 12:17 PM 02-105 Continued EXHIBIT "B" BELLECHASSE S.A. mise a jour apr6s cession N°53 FORME JURIDIQUE : Soci6t6 Anonyme ADRESSE 73, rue de Miromasnil a compter du 11 mars 1996 75008 PARIS OBJET SOCIAL Marchande de biens, prise de participations CAPITAL 24,225,000 Francs COMPOSITION DU CAPITAL 85,000 actions de 285 Francs N°REGISTRE COMMERCE PARIS: 94 BO 9248 CREATION N° REGISTRE DU COMMERCE MARSIELLE :87 B 798 DUREE DE LA SOCIETE : 50 ans DATE IMMATRICULATION 19 mars 1985 au RCS d'Antibes ANNONCE DE LA CONSTITUTION :2 ferier 1985 N°SIRET 332 235 423 00065 CODE A.P.E.: 701 F Pr6sident Directeur G6n6ral Monaleur Marc PIETRI (3 Janvier 91) ACTIONNAIRES % Date Date Nombre d'acquisition Marc PIETRI 4.29 Cr6ation 28/9/99 3,650 Rozann PIETRI 0.00 12/01/1990 1 Bellechassee Inveatiaaement 89.64 05/17/1995 ####### 76,197 C.D.E. 2.94 05/01/1991 2,500 St6phana RICHARD 0.00 05/03/1996 1 Claude Eric PAQUIN 0.00 07/10/1997 1 Dominique CHATILLON 0.12 12/01/1990 100 S.D.R.M. 300 01/01/1993 2 550 100 85,000 CONSEIL D'ADMINISTRATION: Date mandat Renouv. \73190\10199\# 578120 v 2 8/2/02 12:17 PM 02-1135 Pr6sident du Consiel: Renvimmt CA du 3/11/97 pour dur6e Ide MarcPIETRI 06/23/1997 R6s2002 Dominique CHATILLON 06/23/1997 Res 2002 Comptoir des Entrepreneurs. repr6sent6e par Bernard SOUBRANE 06/23/1997 R6s 2002 Rozann PIETRI 06/23/1997 R6s 2002 Claude Eric PAQUIN 07/25/1997 R6s 2002 St6phane RICHARD 06/281997 R6s 2002 COMMISSAIRE AUX COMPTES Cabinet MAZAR ET GUERARD 06/23/1997 R6s 2002 SUPPLEANT Monsleur Philippe BOUILLET 06/23/1997 R6s 2002 \73190\10199\ # 578120 v 2 8/2/02 12:17 PM 02-1135 AFFIDAVIT STATE OF FLORIDA } )SS COUNTY OF MIAMI-DADE } Before me, the undersigned authority, this day personally appeared Brickell Main Street, Ltd., and Ten and First LLC who being by me first duly sworn, upon oath, deposes and says: That he/she is the owner, or the legal representative of the owner, submitting the accompanying application for a public hearing as required by the Zoning Ordinance of the City of Miami, Florida, affecting the real property located in the City of Miami, as described and listed on the pages attached to this Affidavit and made a part thereof. 2. That all owners which he/she represents, if any, have given their full and complete permission for him/her to act in his/her behalf for the change or modification of a classification or regulation of zoning as set out in the accompanying petition. 3. That the pages attached hereto and made a part of this affidavit contain the current names, mailing addresses, telephone numbers and legal descriptions for the real property of which he/she is the owner or legal representative. 4. The facts as represented in the application and documents submitted in conjunction with this affidavit are true and correct. Further Affiant sayeth not. Vicky Garcia/Toledo, Esq. Attorney for rickell Main Street, Ltd. STATE OF FLORIDA COUNTY OF MIAMI-DADE The foregoing instrument was acknowledged before me this 2nd day of August, 2002, by Vicky Garcia -Toledo, Esq., PA, attorney for BrickellLtd—and First an LLC on behalf of the corporation. She personally known to has produced s I entification and who did (did not) take an oath. o L1141 Notary Public -State o4FIoida Commission No.: My Commission Exr, CHRISTINE �OVICH \73190\10199\ # 578120 v 2 -�: r MY COMMISSION M DD 094036 8/2/02 12:17 PM '�' ' 8 EXPIRES: Febnrary 20,2M ,j& A' - 7TwuPdw InwnmaAp ney 02--1135 BRICKELL MAIN STREET DIRECTORY OF PROJECT PRINCIPALS Owner/Development: Brickell Main Street, Ltd. 2665 S. Bayshore Drive, Suite 302 Coconut Grove, Florida 33133 Telephone: (305) 858-7749 Facsimile: (305) 859-7579 Contact Person: George Giebel Landscape Architect: Wolfberg Alvarez 1500 San Remo Avenue Miami, FL 33146 Telephone: (305) 666-5474 Facsimile (305) 740-0738 (M. Marlote) Facsimile (305) 666-4994 (A. Garcia) Marcel Marlote Aris Garcia Traffic: PBS & J Jack S. Schnettler, PE 2001 Northwest 107th Avenue Miami, Florida 33172 Telephone: (305) 592-7275 Facsimile: (305) 593-5337 f Economist: Sharpton Brunson & Company 1 S.E. 3rd Avenue Suite 2100 Miami, FL 33131 Telephone: (305) 374-1574 Facsimile: (305) 372-8161 Mr. Darryl Sharpton Legal: Bilzin Sumberg Dunn Price & Axelrod 2500 First Union Financial Center 200 South Biscayne Boulevard Miami, Florida 33131-2336 Telephone: (305) 374-7580 Facsimile: (305) 374-7593 A. Vicky Garcia -Toledo, Esq. \73190\10199\ # 578120 v 2 8/2/02 12:17 PM 02--It3' •SITE: BRICKELL MAIN STREET Project Data Sheet South Miami Avenue Road on the East; to SW 1 Avenue on the West; from 9 Street to 10 Street SW Miami, Florida • LEGAL DESCRIPTION: See Exhibit "A" under Article 1 • SITE ZONING: SD -7 As described by Article VI, Sec. 607 (SD -7 Central Brickell Rapid Transit Commercial -Residential District) of the Zoning Ordinance of the City of Miami, Florida. • PERMITTED USES: As described by Article VI, Section 607 (SD -7 Central Brickell Rapid Transit Commercial -Residential District) of the Zoning Ordinance for the City of Miami, Florida, the permitted uses include but are not limited to retail establishments along ground floor of pedestrian streets; multiple dwellings; hotels; and parking • DENSITY: Residential Density for residential use. As per Article VI, Sec. 607, the number of dwellings is determined by a maximum net density of 500 units per acre. Allowed: 5.2 acres x 500 units per acre 2600 residential units Proposed: 382 residential units • NET LOT AREA: New property .98 acres Total property 5.2 acres • GROSS LOT AREA: New property 2.05 Total property 8.1 • BUILDING FOOTPRINT: Max Permitted: As described in Article VI Sec. 607: Unlimited Proposed: 157,507 s.f. \73190\10199\ # 578120 v 2 8/2/02 12:17 PM 02-1135 • • F.A.R.: Max. Permitted: For Residential: For Non -Residential As described in Article VI, Sec. 607: As described in Article VI, Sec. 607 Base F.A.R. 6.0 times the gross lot area: Base FAR 2.25 times the gross lot area: 350,535 s.f. x 6.0 = 2,103,210 350,535 s.f. x 2.25= 788,703.75 s.f. For Residential Proposed: 604, 842 s.f. For Non -Residential Proposed: 196,978 s.f. OPEN SPACE: Minimum Required: As required by Article VI, Sec. 607 sq. feet Proposed: 158,623 s.f. • SETBACKS: Required: As required by Article VI, Sec. 607, the minimum setbacks are as follows: Front: S. Miami Avenue.... 12 ft. Side: 9th Street ... 15 Street Side: SE 1 Avenue ( Miami Avenue Road) ... 15 ft. Side: 10 Street ... 12 ft. Interior Provided: Non -Required Provided: Front: South Miami Avenue ... 12 ft. Side: 9th Street (Phase I-5 ft.) Phase VI & V (15 ft.) Side: 10th Street .... 15 ft. Side: South Miami Avenue Road (SE 1 Avenue) 15 ft. • PARKING: Required: As required by Article VI, Sec. 607 and Article 9, Section 917, 918, 922 and 923 of the Zoning Ordinance of City of Miami, Florida, 590 spaces. Proposed: 1,358 parking spaces, inclusive of 13 spaces for the physically disabled. • OFFSTREET LOADING Required: As required by Article IX, Sec. 923, offstreet loading requirements for buildings in excess of 25,000 s.f. and up to 500,000 s.f. of gross building area the number of required berths shall be as follows: Berth minimum dimension 12'x35'. Number of berths required 5. \73190\10199\# 578120 v 2 8/2/02 12:17 PM Proposed: 2 berths at 12'x55'. 3 berth at 12'x35' MAX. BUILDING HEIGHT: Allowed: Unlimited Proposed: Retail: Residential: Top of Flat Roof Slab: Top of Pitch Metal Roof. Top of Elevator Penthouse: Parking: \73190\10199\# 578120 v 2 8/2/02 12:17 PM 2levels 30'-0" 352'-10" 368'-5" 382'-10" 10 levels 96'-0" 02-1135 MARY BRICKELL VILLAGE SUBSTIANIAL MOFICIATION TO SUBSTIANTIAL MODIFICATION TO PREVIOUSLY APPROVE MUSP PROJECT DESCRIPTION ARTICLE II. Description A. Zoning Ordinance No. 11000 Section 1304.2.1 Application forms; supplementary materials 2. Section 1702.2.1 General Report 3. Section 1702.2.2 Major Use Special Permit Concept Plan \73190\10199\ # 578120 v 2 8/2/02 12:17 PM 02-1I S BRICKELL MAIN STREET MAJOR USE SPECIAL PERMIT PROJECT DESCRIPTION Zoning Ordinance No. 11000 11. Section 1304.2.1 Application forms; supplementary materials (a) Statement of ownership and control of the proposed development of activity. The Disclosure of Ownership and Ownership Affidavit are provided in Article I. (b) Statement describing in detail the character and intended use of the development of activity. Mary Brickell Village (formerly known as Brickell Main Street) as previously approved by the City of Miami Commission in 2001 is as a mixed use project composed of 2 levels of retail on both sides of South Miami Avenue with 9th Street to the North and 10th Street to the South. The project is a leisure and lifestyle center catering to the needs of home, family and community. The tenant mix emphasizes the needs of the consumer who seeks superior quality within a relaxing shopping and dining experience at close proximity to their home. The project is a series of two story buildings designed around formal and informal public spaces where one will be able to stroll through gardens surrounded by restaurants and outdoor cafes. This application for a substantial modification to the previously approved Major Use Special Exception and introduces and adjoining parcel of land fronting on SW 1 Avenue, and untying an entire City block towards the East to South Miami Avenue. This land allows for additional retail space and a residential high-rise with 382 units in a 32 level tower. Additional parking is provided. (c) General location map, showing relation of the site or activity for which special permit is sought to major streets, schools, existing utilities, shopping areas, important physical features in and adjoining the project or activity and the like. The following exhibits are included with the Major Use Special Permit Application and are located under Tab 6 of the Supporting Documents. (i) Location Map: Map of the surrounding street system indicating the project location. (ii) Area Context Map: Map of the project area indicating buildup in the surrounding area. \73190\10199\ # 578120 v 2 8/2/02 12:31 PM 02 -1135 1135 (iii) Aerial: Aerial Photograph of the surrounding area indicating the project site. (d) A site plan containing the title of the project and the names of the project planner and developer, date, and north arrow and, based on an exact survey of the property drawn to a scale of sufficient size to show: The Site plan is located as Sheet A1.01 under Tab 6 of the Supporting Documents. i. Boundaries of the project, any existing streets, building, watercourses, easements and section lines; The boundaries of the project and the location of existing streets are shown on the survey located under Tab 5 of the Supporting Documents. ii. Exact location of all buildings and structures; The exact location of all existing buildings located on the Property is shown on the survey located under Tab 5 of the Supporting Documents. The location of the building to be constructed are shown on the Site Plan, under Tab 6 of the Supporting Documents. iii. Access and traffic flow and how vehicular traffic will be separated from pedestrian and other types of traffic; A detailed analysis of the site access and traffic flow for the development is provided in the Traffic Impact Analysis located under Tab 2 of the Supporting Documents. Vehicular access for visitors and guests will occur via driveways at the west end of the property from SW 9th and 10th Street. As well as S.W. I" Avenue Valet parking will be provided on both 9th and 10th Street. Service vehicles will access the loading docks from the service entrance. (1) Off-street parking and off-street loading area; Off-street parking will be provided within the 1 subgrade level parking garage and 7 levels of upper parking deck. All levels will be accessed by the ramps located off two main entrances located at the west end of project on SW 10th Street and SW 9th Street. (2) Recreational Facilities; \73190\10199\ # 578120 v 2 8/2/02 12:17 PM 02--1.x.35 Recreational facilities for the residential tower will be provided on a recreational area to be located above the parking garage of Phase I, see Table, page A3.09. (3) Screens and buffers; Landscaping areas are indicated on the Landscape Plan, under Tab 6 of the Supporting Documents. (4) Refuse collections areas; Waste collection will be provided by a containerized compactor system located in the service area. These facilities are shown on the Site Plan under Tab 6 of the Supporting Documents at page A2.01. (5) Access to utilities and points of utilities hookups. Access and connections to site utilities are discussed in the Site Utility Study located under Tab 3 of the Supporting Documents. (e) Tabulations of total gross acreage in the project and the percentages thereof proposed to be devoted to the permitted uses and ground coverage. 30.46% of the allowable total FAR i. The various permitted uses. Maximum permitted footprint There is no restriction as to the maximum footprint in SD -7. Proposed: Building Footprint: 157,507 gross square feet ii. Ground coverage by structures. Ground coverage by the structures are 43.51 % of the total gross lot area. (f) Tabulation showing: i. The derivation of numbers of off street parking and off street loading spaces shown in (d) above: The maximum number of off street parking spaces allowed: 590 spaces The total amount of parking spaces provided: 1,358 spaces \73190\10199\ # 578120 v 2 8/2/02 12:17 PM ii Total project density in dwelling units per acre. Allowed: 5.2 acres x 500 units per acre 2600 units Proposed 382 residential units (g) If common facilities (such as recreation areas of structures, private streets, common open space, etc.) are to be provided for the development, statements as to how such common facilities are to be provided and permanently maintained. The project contains several open public plazas and walkways. All facilities provided will be maintained by the Owner. (See project data sheet for additional information). (h) Storm drainage and sanitary sewerage plans. Storm drainage, water distribution, waste water and solid waste generation provisions are discussed in the Site Utility Study located under Tab 3 of the Supporting Documents. (i) Architectural definitions for buildings in the development; The design plans are included under Tab 6 of the Supporting Documents. Typical floor plans for the residential floors are included on sheets A3.10 under Tab 6 of the Supporting Documents. The retail areas are shown on sheet A2.01 under Tab 6 of the Supporting Documents. 0) Plans for signs will be detailed in Development Parameters Guidelines Book to be made a part of this application by reference. (k) Landscaping plan, including types, sizes and locations of vegetation and decorative shrubbery, and showing provisions for irrigation and future maintenance. The Landscaping Plan located on Sheet L1.01 and L1.02 under Tab 6 of the Supporting Documents, specify the plant types, sizes and locations, as well as indications that all planted areas will be fully irrigated and maintained by the Owner of the project. (1) Plans for recreation facilities, if any, including location and general description of buildings for such use. A recreational area will be provided for the hotel tower. (m) Such additional data, maps, plans, or statements as may be required for the particular use or activity involved. \73190\10199\ # 578120 v 2 8/2/02 12:17 PM r4 0 -1135 The Drawings submitted with this Application are located under Tab 6 of the Supporting Documents. (n) Such additional data as the applicant may believe is pertinent to the proper consideration of the site and development plan. Elevations depicting the architectural character of the project are included under Tab 6 of the Supporting Documents. 12. Section 1702.2.1 General Report. (a) Property ownership or ownerships and beneficial interest within the boundaries of the area proposed for Major Use Special Permit. Statement of Ownership and beneficial interest within the boundaries of the area proposed for Major Use Special Permit are provided in Article 1.B & C. (b) The nature of the unified interest or control. The nature of unified interest or control is indicated in Article 1. (c) Survey of the proposed area showing property lines and ownership. A copy of the survey of the Property is included under Tab 5 of the Supporting Documents. (d) Map of existing features, including streets, alleys, easements, utilities lines, existing land use, general topography, and physical features. The existing site features and utility lines are shown on the survey of Property located under Tab 5 and the Site Utility Study located under Tab 3 of the Supporting Documents. In addition, the surrounding street systems are included under Tab 2, Traffic Impact Study and an aerial photograph of the surrounding area indicating the project site is found under Tab 6, Page 3. (e) Materials to demonstrate the relationship of the elements listed in (d) preceding to surrounding area characteristics. The Drawings Submitted with this Application are located under Tab 6 of the Supporting Documents. Materials may be presented to the Urban Design and Review Board for review. (f) Existing zoning and adopted comprehensive plan designations for the area on and around the lands proposed for Major Use Special Permit. \73190\10199\ # 578120 v 2 8/2/02 12:17 PM 0 The existing zoning designation for the Property pursuant to City of Miami Ordinance No. 11000, as Amended is SD -7. The Zoning Atlas Map on page 37 indicates the existing and surrounding mixed use zoning. The comprehensive plan future land use designation for the Property is "Restricted Commercial". The zoning and comprehensive plan designation are consistent with one another. 13. Section 1702.2.2 Major Use Special Permit Concept Plan. (a) Relationships of the concept plan to surrounding existing and proposed future uses. Activities, systems and facilities (transportation, recreation, view corridors, pedestrian systems, services systems and similar uses). Article II contains a written narrative of the Project outlining proposed uses, activities and architectural character. This narrative also contains descriptions of the Project's relationship to traffic, pedestrian movements, and transportation access. Maps located on Tab 6 indicate the Project's relationship to surrounding streets, land uses and functions. Building elevations, sections and perspectives showing the proposed materials, vertical profile and height, and orientation to streets is included in the Drawings Submitted with this Application. The list of Drawings Submitted is found under Tab 6 of the Supporting Documents. (b) Existing zoning and adopted comprehensive plan principles and. designations. The Project conforms to the SD -7 zoning for this Property. The comprehensive plan future land use designation conforms with the land use designation currently in effect for this Property. Set back requirements under the Code are satisfied or superseded for the proposed project on 14. Section 1702.2.3 Developmental Impact Study. (a) A traffic analysis shall be submitted for an area within approximately 1/4 mile of the site, or an area including the major intersections to be impacted by the site, whichever is larger. The Traffic Impact Analysis is included under Tab 2 of the Supporting Documents. (b) Economic impact data shall be provided, including estimates for construction costs, construction employment, and permanent employment. The Economic Impact Study is included under Tab 4 of the Supporting Documents. (c) A housing impact assessment. \73190\10199\ # 578120 v 2 8/2/02 12:17 PM W2�.1135 The Project is a mixed use project comprised of retail and residential use. The residential highrise is a market rate rental project. (d) A description of proposed energy conservation measures shall be provided, including only those measures that are proposed in addition to the minimum requirements in State Energy Code. Architecturally, the building envelope will be comprised of insulated walls and roof. Extensive use of wall shading by means of landscaping and canopies will be implemented. Electrically, all exterior and landscape lighting will be controlled by means of time clocks and photocell switches. Energy saving lamps, ballasts and fixtures are being considered in all common areas. (e) Historic buildings. There are no historic structures located on the Property. (f) Environmental zone. The Property is not located within an environmental preservation district. \73190\10199\# 578120 v 2 8/2/02 12:17 PM 02-1135 BRICKELL MAIN STREET MAJOR USE SPECIAL PERMIT SUPPORTING DOCUMENTS ARTICLE III. Supporting Documents Tab 1 Minority Construction Employment Plan Tab 2 Traffic Impact Analysis Tab 3 Site Utility Study Tab 4 Economic Impact Study Tab 5 Survey of Property Tab 6 Drawings Submitted \73190\10199\ # 578120 v 2 8/2/02 12:17 PM 02-ita5 MINORITY CONSTRUCTION EMPLOYMENT PLAN 02--1 135 I. Construction Plan for Minority Equal Opportunity Employment A. Goal. The intent of applicant is to provide employment and economic opportunity for the unemployed and economic disadvantaged residents of Miami. This will be achieved during the various stages of the Project such as application ofpermit period; Construction Period; and final operation and management of the finished project. B. Background. The applicant of this Project, as with other projects, has always promoted and encouraged equal employment opportunities for minorities. The same efforts of utilizing a minority labor force in the City of Miami will be used on this Project. C. Plan. The applicant has an Equal Employment Opportunity Plan that will be adhered to by all firms involved in the planning, construction, and management and operation of this Project. The following sources will be helpful in promoting equal employment opportunities for this Project. Florida Department of Commerce, Division of Economic Development The National Association of Minority Contractors The National Minority Supplier Development Council II. A. Goal. The intent of applicant is to provide employment and economic opportunity for the unemployed and economic disadvantaged residents of Miami. This will be achieved during the various stages of the Project such as application ofpermit period; Construction Period; and final operation and management of the finished project. B. Background. The applicant of this Project, as with other projects, has always promoted and encouraged equal employment opportunities for minorities. The same efforts of utilizing a minority labor force in the City of Miami will be used on this Proj ect. C. Plan. The applicant has an Equal Employment Opportunity Plan that will be adhered to by all firms involved in the planning, construction, and management and operation of this Project. The following sources will be helpful in promoting equal employment opportunities for this Project. Florida Department of Commerce, Division of Economic Development 1 0~x:135 Florida Department of Transportation The National Association of Minority Contractors The National Minority Supplier Development Council III. Minority Contractor/Subcontractor Equal Employment Plan. A. Goal. To promote economic opportunities for minority contractors and vendors in the City of Miami. B. Background. The applicant's intent is to pursue his successful past practices of hiring qualified minority construction contractors and subcontractors in every phase of the construction and management of the project. IV. The Applicant's Policy Statement for Equal Employment Opportunity. Purpose To ensure that the company's personnel policies and practices are administered equally and without regard for race, color, religion, sex, age, national origin, handicap, or veteran status. Policy All employees and job applicants are guaranteed equality of employment opportunity. This means that we will not discriminate against any worker or applicant on the basis of race, color, religion, sex, age, national origin, handicap, or veteran status. 2. All recruitment, selection, placement, training, and layoff decisions made by the Company's supervisors or managers will be based solely on candidates job-related qualifications and abilities. All employees who apply for a promotion or transfer will be given equal consideration for a promotion or transfer. Assuming that an opening exists, the qualifications of a candidate for a promotion or transfer will be assessed solely on the basis of the individual's ability and merit (as demonstrated by the applicant's performance record). 4. All other personnel policies and practices of the Company, including compensation, benefits, discipline, and safety and health programs, as well as social and recreational activities, will be administered and conducted without regard to any individual's race, color, religion, sex, age, national origin, handicap, or veteran status. The Company will establish special programs to recruit, hire and ensure the advancement of qualified minority group members, women, handicapped individuals and veterans. E 0-1135 6. The Company will take all necessary steps to ensure that each employee's work environment is free of unlawful discrimination or harassment based on race, color, religion, sex, age, national origin, handicap or veteran status. 3 02-I135 MARY BRICKELL VILLAGE TRAFFIC IMPACT STUDY Prepared by: The CORRADINO Group JULY 2002 G:\3135\3135\2002,07final2lnitia[EditstoUrsComments.DOC t 7/31/2002 0 'Alf�_ TABLE OF CONTENTS EXECUTIVESUMMARY................................................................................................................1 Existing (2002) PM Peak Hour Traffic Performance..................................................................... l Future (2004) Traffic Performance................................................................................................. l Recommendations for Improvements............................................................................................. 2 INTRODUCTION.............................................................................................................................. 3 TRAFFIC ANALYSIS METHODOLOGY.......................................................................................3 TrafficPerformance........................................................................................................................ 3 GeometricConfiguration................................................................................................................3 AnalysisPeriods............................................................................................................................. 6 TurningMovement Counts............................................................................................................. 6 TrafficGrowth Rate........................................................................................................................ 6 TrafficSignal Data......................................................................................................................... 6 StudyLocations.............................................................................................................................. 6 Levelof Service Standard............................................................................................................... 7 EXISTING (2002) TRAFFIC PERFORMANCE.............................................................................. 7 FUTURE (2004) TRAFFIC PERFORMANCE WITHOUT PROJECT ............................................ 8 FUTURE (2004) TRAFFIC CONDITIONS WITH PROJECT......................................................... 9 TripGeneration............................................................................................................................10 TripDistribution...........................................................................................................................11 TripAssignment...........................................................................................................................12 FUTURE (2004) TRAFFIC PERFORMANCE WITH PROJECT..................................................14 CIRCULATION AROUND THE PROJECT SITE.........................................................................14 RECOMMENDATIONS FOR IMPROVEMENTS........................................................................15 APPENDIX A — Traffic Counts APPENDIX B — Existing (2002) Level of Service Calculations APPENDIX C — Future (2004) Level of Service Calculation without the Project APPENDIX D — Future (2004) Level of Service Calculations with the Project G:\3135\3135\2002,07final2lnitialEditstoUrsComments. DOC 7/31/2002 EXECUTIVE SUMMARY This report summarizes the results of the traffic impact study for Mary Brickell Village. The purpose of this study was to identify the traffic impacts associated with the Project, which would be located along S. Miami Avenue between S 9`b and S 10h Streets. The Project will consist of 350 apartment unit units along with approximately 121,000 square feet of retail 44,000 square feet of restaurant floor area, 31,000 square feet for a Publix, and 35,000 square feet for a health club. The project will also provide on-site parking for 1456 vehicles. Presented first in the report was an analysis of the existing traffic conditions in the study area. This was followed by an analysis of future traffic conditions in 2004, when the Project will be fully completed and occupied. Also analyzed was the circulation around the Project site. Existing (2002) PM Peak Hour Traffic Performance Traffic performance was calculated at a number of intersections and along several roadway segments in the vicinity of the Project. Results of the existing conditions analysis indicate that the majority of study intersections operate at or above LOS D. The exceptions include: • The intersection of SE 8a' Street and Brickell Avenue is operating at LOS F If adjustments were made to optimize the signal phasing at these intersections, their performance could be expected to improve to LOS D+. Future (2004) Traffic Performance The results of the analysis of future traffic conditions without the Project indicate that the performance of several study intersections is expected to worsen with the growth in background traffic. In particular, improvements are required at the intersections of SE 8" Street at Brickell Avenue. The results of the analysis of future traffic conditions with the Project indicate that conditions will not worsen significantly because of the addition of Project traffic. Improvements are recommended for the intersection of SE 8h Street at Brickell Avenue. However, it should be stressed that these improvements would still be warranted without the addition of Project traffic. The improvements are required to absorb the cumulative impact of the continued growth of traffic in the region and, specifically, the traffic associated with several committed developments within the study area. The performance of the unsignalized intersection of S 10th Street and S Miami Avenue is expected to deteriorate to LOS F with the addition of Project traffic. However, the performance of this intersection could be improved substantially with the installation of a traffic signal. Every effort was made to develop this site with care and consideration to pedestrians and traffic flow entering and exiting the facility and cueing. To this end minimal disruption of pavement has been made. Loading for the publix, the retail areas and for residents will all be accommodated on site. 0-11.35 G:\3135\3135\2002,07flnal2l nitialEditstoUrsComments. DOC 7/31/2002 Recommendations for Improvements In order to maintain LOS E+ at the intersection of SE 8`h Street and Brickell Avenue the following improvements are recommended: • Restripe the westbound approach to consist of 1 left -turn lane and 2 right -turn lanes • Restripe the eastbound approach to consist of !left -turn lane, 1 shared left-turn/through lane, 1 shared through/right-turn lane and 1 right -turn lane • Modify the traffic signal to provide a right -turn arrow for the westbound right -turn lanes to allow this movement to move concurrently with the southbound left -turn movement The future performance of the intersection of S 10`h Street and S Miami Avenue could be improved substantially with the installation of a traffic signal. Therefore, a detailed signal warrant analysis is recommended to determine if the installation of a traffic signal is justified. 02-1135 1135 G:131351313512002,07final2initialEditstoUrsComments.DOC 2 7/31/2002 INTRODUCTION This report summarizes the results of the traffic impact study for Mary Brickell Village. The purpose of this study was to identify the traffic impacts associated with the Project, which would be located along S. Miami Avenue between S 9`h and S 10`h Streets. The Project will consist of 350 apart -hotel units along with approximately 121,000 square feet of retail 44,000 square feet of restaurant floor area, 31,000 square feet for a Publix, and 35,000 square feet for a health club. The project will also provide on-site parking for 1456 vehicles. TRAFFIC ANALYSIS METHODOLOGY Traffic Performance Level of service (LOS) is the traffic performance measure generally accepted in traffic analysis. Levels of service range from LOS A (free flow with negligible delays) to LOS F (heavily congested with long delays). LOS B, LOS C, LOS D and LOS E indicate intermediate conditions. Intersection levels of service were calculated using the SIGNAL2000 software and the Highway Capacity Software (HCS). The SIGNAL2000 and HCS software replicate the procedures recommended in the Highway Capacity Manual. Required input for SIGNAL2000 and HCS analyses include: • roadway geometry • turning movement volumes • traffic signal timing (cycle lengths -and phasing) • spacing between signalized intersections The acquisition of the required data is described in detail next. Geometric Configuration The existing geometry of the streets in the study area, in particular at the study intersections, was obtained through field review. The existing lane configuration is summarized in Figure 2. G:1313513135\2002,07final2lnitlalEditstoUrsComments.DOC 3 7/31/2002 02-1135' 2-1135 02µ-1B5 1- Z U O LU O U a l./i A, NO IF Mal _A A Prw-Ory` 1 in 'DI w lam: .k1/ . I /'/.• II/L1_--AL/. /�� III/.• tttttRt�� stt��tttt�l I M FIG" 2: THE CORRADtINO GROUP ROADWAY NETWORK 02-1135 r, L i-- swl 44r T r ow 8 1.1tIT LL - + -41- my 10 t. 11 �: t3MY tt' � r— + �i yc cc ao FIG" 2: THE CORRADtINO GROUP ROADWAY NETWORK 02-1135 M o L38 1435 M NE 317 I � 61 2��I 227 SW 7 F52 X403 LL-- 1207 y � �, _g 180 1 457 N F�JF3 �� N O N c I t X90 SW 8 M �, I �3 294 I _. �` J 322 630_ I 705 110 —7 9 26 ry 258 104 SW L01 17 �0 319 �71 C) h 218 M �� 9 �--_ 12 ..`� 180co Go .n Z78 219 85 30 10 22� 22 1p F— 24 � X99 2121 6 1 E 15 45 6 � 19 8 —� ,-� T, CD N c) 9 46 1 99 m N 750 O1 980 N 167 83 �� L4 24 I �—j gg �, �_717 501 37 200 SW 1 W .-30 �j 202 389 2!!l 360 71 135 IF -39* — 3 43 32 33 1b 63 [F-2-3> 57 --4 7142 16 rn 9704� 3 '� a Y N N N m THE CORRADINO GROUP EXISTING (2002) PM TRAFFIC Flrl IRF I Analysis Periods Traffic performance was calculated for the PM peak hour, as required for projects occurring within the area covered by the Downtown Miami Areawide Development of Regional Impact (Downtown Miami DRI). Turning Movement Counts Turning movement counts were obtained at the majority of the study intersections in June/July 2002. FDOT's peak season conversion factors were utilized to adjust the counts to represent peak season traffic conditions. All turning movement counts collected for this Project are included in Appendix A. Traffic Growth Rate Because many of the turning movement counts were obtained for this Project in 2002, it was necessary to determine the annual traffic growth rate in the study area to adjust the counts to reflect 2004 traffic conditions. The annual traffic growth rate was determined based upon historic traffic growth trends in the study area. Annual average daily traffic (AADT) volumes were obtained from the FDOT for several count stations in the study area including the following: ■ SE 13`h Street (Coral Way) west of U.S. 1 (Brickell Avenue) • U.S. 1 (Brickell Avenue) south of SE 13th Street (Coral Way) • U.S. 1 (Brickell Avenue) south of SE 8`h Street (Tamiami Trail) • SW 8`h Street (Tamiami Trail eastbound) west of U.S. 1 (Brickell Avenue) • SW 7t° Street (Tamiami Trail westbound) west of U.S. 1 (Brickell Avenue) v Analyses of historic volumes at these locations determined that a yearly growth factor of 2.0% is appropriate for the study area. The calculation of the growth rate is presented in Appendix B. The 2.0% annual growth factor was applied to the adjusted 2002 traffic volumes to determine peak season 2004 traffic volumes in the study area. These volumes are presented in Figure 3. Traffic Signal Data Traffic signal phasing information was downloaded from the computerized Miami -Dade County Traffic Signal Control System. Study Locations Traffic performance was calculated at the following intersections in the study area: • SW 7`h Street at SW 2nd Avenue • SW 7`h Street at SW 15` Avenue • S 7d' Street at S Miami Avenue • SE 7d' Street at Brickell Avenue G:\3135\3135\2002,07flnal2lnitialEditstoUrsComments.DOC 6 7/31/2002 02-1135 Cit 1537 E— SW 7 156 92 0 r � o SW 8 124 (� 755 675_ I `v" 234 co) 339 1 1503 86 489 315 771 t66 �— 1293 N SW 1108 9 15 4� 2 In 3 235 SW 2_1 10 26 6 16 24 1 106 15 5 93 48 8 t88 C) rn X12 _ 21 00 cn 0 106 ,n N 804 E--1049 N I i. F— m t72 26 F g 769 swila ri 417 76 145 42 42 46 34 36 1T� 68 25 486 17 oN 44 � N Q yN THE CORRADINO GROUP CD r- I'� 41 /' iE_ 243 E-26 - / 62 �G( 71 O O r r N co 00 L632 ff-3 27!jl 2 183 192V N N W 4 537 214 40 �� .4� 216 61_:41:71f 45 104 � �V CD w NU m FUTURE PEAK HI TRAFFIC WITHOUT PROJECT FIGURE 4 • SW 8' Street at SW 2"d Avenue • SW 8`h Street at SW l"Avenue • S 8`h Street at S Miami Avenue • SE 8`h Street at Brickell Avenue • SW 9`h Street at SW ls` Avenue • S 9`' Street at S Miami Avenue • SE 9`h Street at SE ls` Avenue • SW IOd' Street at SW 1" Avenue • S l Od' Street at S Miami Avenue • SE 10`h Street at SE ls` Avenue • SW 13d' Street at SW 2"d Avenue • SW 1P Street at SW ls` Avenue • S 130' Street at S Miami Avenue • SE 1P Street at Brickell Avenue Level of Service Standard The results of level of service calculations are compared against the established standards to determine the adequacy of traffic performance. Specifically, the peak hour level of service standard for the study area, as specified in the Downtown Miami DRI, is LOS E. However, 20% of roadway links or intersections are allowed to fall below LOS E "within the limitations of physical, historic or aesthetic constraints." EXISTING (2002) TRAFFIC PERFORMANCE Traffic performance calculations were completed for the PM peak hour using the geometry illustrated in Figure 2 and the traffic volumes shown invFigure 3. Detailed intersection performance calculations are included in Appendix C, of which a summary is provided in Table 1. Table 1: Existing (2002) PM Peak Hour Intersection Performance Intersection Level of Service Av. Delay SW 7h Street at SW 2nd Avenue B 15.9 SW 7h Street at SW ls` Avenue C 20.6 S 7 Street at S Miami Avenue C 22.6 SE Vh Street at Brickell Avenue C 28.9 SW 8h Street at SW 2d Avenue B 17.3 SW 8h Street at SW I" Avenue B 15.2 S 8th Street at S Miami Avenue B 18.9 SE 8h Street at Brickell Avenue F 344.4 SW 9th Street at SW l` Avenue B 8.8 S 9 Street at S Miami Avenue B 7.7 SE 9 Street at SE Is'Avenue A 3.6 SW 10 Street at SW l` Avenue B 9.9 S 10 Street at S Miami Avenue B 6.9 SE 10 Street at SE 1" Avenue B 8.7 SW 13 Street at SW 2nd Avenue B 14.4 SW 13 Street at SW ls` Avenue B 12.5 G:\3135\3135\2002,07final2initialEditstoUrsComments.DOC t �! j a 5 7 7/31/2002 ! As shown in the above Table 1, the majority of the study intersections are operating at or above LOS D. However, the intersection of SE 8" Street and Brickell Avenue is operating at LOS F. FUTURE (2004) TRAFFIC PERFORMANCE WITHOUT PROJECT The calculation of future traffic performance without the Project has two purposes: • It is a necessary step to obtain the prevailing traffic conditions near the Project site by the time Mary Brickell Village is completed and occupied in 2004. • It helps isolate the impacts of the Project traffic. The growth in background traffic out to 2004 was first calculated utilizing the 2.0% annual growth rate, which was determined for the study area, based upon historic growth trends. It was determined that - additional traffic will be generated in the study area by several committed developments. The City of Miami Planning Department specified that the traffic expected to be generated by the following developments should be considered commuted: • Brickell Bay Plaza (1201 Brickell Avenue) • Brickell View (1200 S. Miami Avenue) • Brickell Mainstreet ( 900 S. Miami Avenue) The traffic studies prepared for these developments were obtained from the City of Miami. Such projects are adjacent to the study area and would have an effect on traffic in the area. Traffic volumes expected to be generated by the developments were extracted from the studies and added to the expected 2004 volumes. The resulting 2004 traffic volumes without the Project are illustrated in Figure 4. It may be noted that traffic volumes in the study area are expected to increase considerably over the next few years. Detailed intersection performance calculations for the expected future (2004) traffic conditions without the Project are included in Appendix D, of which a summary is provided in Table 3. Planned Roadway Improvements There is one specific roadway improvement scheduled for the Brickell area as listed in the Transportation Improvement Program. This is a safety project that will add dual east bound left turning lanes from Coral Way to Brickell Avenue. This project is immediately adjacent to the project study area and will aid in enhancing the flow of traffic. The Brickell area is a densly populated residential area immediately south of Downtown Miami. It is serviced by arterial surface streets such as US -1 and Coral Way, expressways such as I-95 and transit such as a multitude of bus routes as well as the MetroRail nad MetroMover. The G:\3135\3135\2002,07final21 nitial EditstoUrsComments. DOC 7131/2002 0 2 ., 13 5 8 Intersection Level of Service Av. Delay SW 7 Street at SW 2° Avenue B 15.9 SW 7 Street at SW I" Avenue C 20.6 S 7 Street at S Miami Avenue C 22.6 S 13 Street at S Miami Avenue B 11.5 SE 13 Street at Brickell Avenue C 27.2 As shown in the above Table 1, the majority of the study intersections are operating at or above LOS D. However, the intersection of SE 8" Street and Brickell Avenue is operating at LOS F. FUTURE (2004) TRAFFIC PERFORMANCE WITHOUT PROJECT The calculation of future traffic performance without the Project has two purposes: • It is a necessary step to obtain the prevailing traffic conditions near the Project site by the time Mary Brickell Village is completed and occupied in 2004. • It helps isolate the impacts of the Project traffic. The growth in background traffic out to 2004 was first calculated utilizing the 2.0% annual growth rate, which was determined for the study area, based upon historic growth trends. It was determined that - additional traffic will be generated in the study area by several committed developments. The City of Miami Planning Department specified that the traffic expected to be generated by the following developments should be considered commuted: • Brickell Bay Plaza (1201 Brickell Avenue) • Brickell View (1200 S. Miami Avenue) • Brickell Mainstreet ( 900 S. Miami Avenue) The traffic studies prepared for these developments were obtained from the City of Miami. Such projects are adjacent to the study area and would have an effect on traffic in the area. Traffic volumes expected to be generated by the developments were extracted from the studies and added to the expected 2004 volumes. The resulting 2004 traffic volumes without the Project are illustrated in Figure 4. It may be noted that traffic volumes in the study area are expected to increase considerably over the next few years. Detailed intersection performance calculations for the expected future (2004) traffic conditions without the Project are included in Appendix D, of which a summary is provided in Table 3. Planned Roadway Improvements There is one specific roadway improvement scheduled for the Brickell area as listed in the Transportation Improvement Program. This is a safety project that will add dual east bound left turning lanes from Coral Way to Brickell Avenue. This project is immediately adjacent to the project study area and will aid in enhancing the flow of traffic. The Brickell area is a densly populated residential area immediately south of Downtown Miami. It is serviced by arterial surface streets such as US -1 and Coral Way, expressways such as I-95 and transit such as a multitude of bus routes as well as the MetroRail nad MetroMover. The G:\3135\3135\2002,07final21 nitial EditstoUrsComments. DOC 7131/2002 0 2 ., 13 5 8 combination of these make the Bickell area one of if not the most accessible residential areas in the entire State of Florida. The MPO has over $5.4 Billion in scheduled transportation improvements designed to comprehensively cover a wide array of mobility options. This suggest that the County's mobility will be enhanced. Over the past decade as Miami -Dade County has become more congested, segments of the population have begun to seek out alternative transportation options as a way to make mobility efficient. This has been reflected in a continued densification of the Brickell area, due to its central location and its proximity to transit. It is anticipated that this will only be enhanced by the County's exploration of transit projects, such as the Miami Intermodal Center, the Northeast Corridor Extension and the BayLink projects. In addition, the adoption and passage of a proposed .5penny sales tax for transportation improvements would theoretically improve mobility County -wide through the provision of transportation alternatives. Immediate implementation would entail a reduction of bus transit headways and an increase in fleet size. The Brickell area is positioned to be the direct and indirect beneficiary of this commitment to mobility. The result of which will be the removal of automobile trips from local streets and a maintenance of adequate traffic flow. Table 2: Future (2004) PM Peak Hour Intersection Performance W/O Project Intersection Level of Service Av. Delay SW 7 Street at SW 2nd Avenue B 16.8 SW 7 Street at SW 1" Avenue C 22.1 S 7 Street at S Miami Avenue C 24.7 SE Vh Street at Brickell Avenue C 29.8 SW 8 Street at SW-2--a-Avenue B 17.7 SW 8 Street at SW 1" Avenue B 15.5 S �8&re`et at S Miami Avenue B 19.4 SE 8 Street at Brickell Avenue F 346.3 SW 9 Street at SW 1" Avenue B 9.2 S 9 Street at S Miami Avenue B 8.2 SE 9 Street at SE 1$` Avenue A 3.6 SW 10 Street at SW 1"Avenue C 10.4 S I Oth Street at S Miami Avenue B 7.2 SE 10 Street at SE 1" Avenue B 9.4 SW 13 Street at SW 2ndAvenue B 15.7 SW 13 Street at SW 1" Avenue B 12.9 S 13 Street at S Miami Avenue B 12.8 SE 13 Street at Brickell Avenue C 33.0 771 As shown in Table 2, the majority of the study intersections are expected to continue to operate at or above LOS D. However, minor improvements will be required to maintain LOS D at SE 8`h Street at Brickell Avenue. FUTURE (2004) TRAFFIC CONDITIONS WITH PROJECT Mary Brickell Village will consist of 350 apart -hotel units along with approximately 121,000 square feet of retail 44,000 square feet of restaurant floor area, 31,000 square feet for a Publix, and 35,000 square feet G:\3135\3135\2002,07final2lnitialEditstoUmComments.DOC 0-1135 9 7/31/2002 2 for a health club. The project will also provide on-site parking for 1456 vehicles. Traffic conditions were assessed for 2004, when the Project would be fully completed and occupied. In order to estimate future traffic conditions with the Project a three-step process is followed: Trip Generation - The number of trips generated at the Project site is calculated Trip Distribution - The origins and destinations of the trips are estimated Trip Assignment - The Project trips are then added to the traffic on the surrounding transportation network (expected future traffic) These three steps are explained in more detail next. Trip Generation As mentioned previously, Mary Brickell Village will consist of approximately 350 apartment units. The Institute of Transportation Engineer's (ITE's) Trip Generation manual (6`h Edition, 1997) provides average trip generation rates or equations for a variety of land uses. It was determined that the Project is most similar to ITE land use category #232 - `High Rise Residential Condominiums' The project will also consist of 166,200 square feet of retail floor area. The trip equation provided for ITE land use category #820, `Shopping Center,' was utilized to calculate the number of trips expected to be generated by the retail component of the Project. However, trip generation was performed for only 155,030 square feet of retail floor area because there is presently approximately 11,170 square feet of retail floor area on the Project site. The Project will also consist of 44,300 square feet of restaurant floor area. The trip equation provided for ITE land use category #832, `High -Turnover (Sit -Down) Restaurant,' was utilized to calculate the number of trips expected to be generated by the restaurant component of the Project. However, trip generation was performed for only 35,760 square feet of restaurant floor area because there is presently 8,540 square feet of restaurant floor area on the Project site. A number of trips associated with the Project can be expected to be internal to the site because of the Project's mixed-use nature. ITE's Trip Generation Handbook provides studies that can be used as a guide in detemining this rate. The most suitable rate (page I-42 ITE Trip Generation Handbook) determined was 27%. For purposes of this study a more conservative 20% was used. Additionally, a number of trips associated with the Project can be expected to utilize alternative modes of transportation. The Project site is served by high quality transit service within walking distance including the Metrorail, Metromover and MDTA bus routes. Therefore, a 10% reduction in trip generation was made to account for alternative modes. This reduction is consistent with the projected daily mode split for the Brickell area provided in the Downtown Miami DRI. Finally, a number of trips that will access Mary Brickell Village may already be utilizing roadways in the study area. These trips, which are known as pass -by trips, are made as intermediate stops on the way from an origin to a primary trip destination. A high percentagb of trips attracted to certain land uses, such as restaurants, are pass -by trips. Information on pass -by trips was also obtained from ITE's Trip Generation Handbook, which provides pass -by capture rates for various land uses. According to the Trip Generation Handbook, approximately 36% of the external trips associated with Project's retail components and 43% of the external trips associated with the Project's restaurant component can be expected to be pass -by trips. G:\3135\3135\2002,07finai2l nitialEditstoUrsComments. DOC 02-1135 i r� 7131/2002 0 2— 1 1 3 Table 5 breaks down the Project's expected external trip generation by land use. Table 3: Mary Brickell Village External Trip Generation Land Use Total External Tris PM Peak Hour Trips PM Peak Hour External Trips Total Internal Transit 1 Entering Exiting Apartment 140 0 14 78 48 Retail 891 123 77 332 359 Restaurant 1 389 117 27 147 98 Total 1 1,420 240 118 557 1 505 (1) 10% of the Project's external trips were assumed to utilize alternative modes including transit As shown in Table 3, the Project can be expected to generate approximately 1,420 total trips during the PM peak hour. Approximately 240 of the trips can be expected to be internal to the site and 118 of the trips can be expected to utilize alternative modes such as transit. The remaining 1062 trips will be external to the Project site, with 557 entering and 505 exiting the site during the PM peak hour. Table 4 separates the pass -by trips from the total external trips accessing the Project site to determine the net new trips that will be added to the roadways in the study area. Table 4: Mary Brickell Village Net New Trip Generation Time Period Total External Tris Pass -By Tri % Net New Trips Entering Exiting Entering Exiting Apartments 78 48 - 78 48 Retail 332 359 36% 1 212 230 Restaurant 147 98 43% 84 56 Total 557 505 - 374 334 As shown in Table 6, the total number of new trips entering and leaving the project site will be 374 and 334 vehicles respectively. Trip Distribution In order to determine which roadways and intersections would be impacted by Project trips, it is necessary to determine their probable paths. The Miami Urban Area Transportation Study (MUATS) model is used to forecast future year trips on the transportation network in Miami -Dade County. Among other capabilities, the MUATS model provides origin -destination information for each area in the County. The Project trip distribution was based on a cardinal distribution provided by the MUATS model for Traffic Analysis Zone (TAZ) 674, which is provided below in Table 7. Table 5: Cardinal Trip Distribution Cardinal Direction Percentage of Trips North - Northeast 22% East - Northeast 7% G:13135\3135\2002,07final2initialEditstoUrsComments.DOC 11 7!3112002 02 � t a u East — Southeast 1 % South - Southeast 1% South — Southwest 8% West — Southwest 20% West — Northwest 21% North - Northwest 20% Total 100% Trip Assignment Project traffic was routed through the study intersections and roadway segments during the PM peak hour based upon the cardinal trip distribution. In particular, the paths for inbound and outbound trips will differ because of the street network in the study area, which contains several one-way pairs. Project traffic was then added to the "background" traffic to yield future PM peak hour traffic volumes with the Project, which are illustrated in Figure 5. G:\3135\3135\2002,07final2lnitialEditstoUrsComments.DOC 12 7/31/2002 02-4135 tV632 L41 1627 99 I M I___ 334 255 co t 1r56 33 1 1593 �_ 1386 E�SW 7 y�-192 148 568 cNy�Nco M0755 121315SW 8 v ,, � �'� 675 124 r -� 118 77� 186 19 359374 vi °D 183 —� N S9 108 ��`� 236 0 234 cl) 0 n� �j m 179 OD E12 ' / �I 1225 / 83 433 SW 10 258 26 150 F32 6 18 24106 15 a 5 J 93 198 38 P880012 99 21 0 106 C14N L AF 1120 a' -o �— co 91 �N 10 f-- �, `—i 106 �, E 1 2892 602 7 / 47 E_233 26 F y-� (�j 216 SW 1 485 76 145 42 516 92 4 _ 46 34 38 2��n68 [F25> 96� 45 44 N /o:7k 17 0 ,1• N04 13� r- J Nca r• Q Y m N THE CORRADINO GROUP FUTURE WITH PROJECT FIGURE 5 FUTURE (2004) TRAFFIC PERFORMANCE WITH PROJECT The study intersections and roadway segments were analyzed for level of service on the basis of future traffic volumes with the Project. Detailed intersection performance calculations are included in Appendix D, of which a summary is provided in Table 8. Table 6: Future (2004) PM Peak Hour Intersection Performance with Project Intersection Level of Service Av. Delay SW 7 Street at SW 2nd Avenue B 17.3 SW 7th Street at SW 151 Avenue C 25.7 S 7 Street at S Miami Avenue C 29.1 SE 7th Street at Brickell Avenue C 30.8 SW 8 Street at SW 2° Avenue B 17.9 SW 8 Street at SW 1st Avenue B 15.6 S 8 Street at S Miami Avenue B 19.5 SE 8 Street at Brickell Avenue F/E+ 368.6/61.8 SW 9 Street at SW 1st Avenue C 16.9 S 9 Street at S Miami Avenue C 18.4 SE 9 Street at SE I" Avenue A 5.0 SW 10 Street at SW 1" Avenue D 27.2 S I OthStreet at S Miami Avenue F 110.9 SE 10 Street at SE l' Avenue C 17.6 SW 13 Street at SW 2rdAvenue B 17.8 SW 13 Street at SW 1st Avenue B 16.4 S 13 Street at S Miami Avenue B 13.3 SE 13 Street at Brickell Avenue C 34.9 As shown in Table 8, only two intersections are expected to operate below LOS D. If the improvements identified in the Future (2001) Traffic Per without Project section of this study are implemented, the performance of the intersection of SW 8`h Street at Brickell Avenue can be expected to be LOS E+. These improvements include signal modifications and restriping. The unsignalized intersection of S 10th Street and S Miami Avenue is expected to operate at LOS F. The performance of this intersection could be improved substantially with the installation of a traffic signal. Therefore, a detailed signal warrant analysis is recommended to determine if the installation of a traffic signal is justified. CIRCULATION AROUND THE PROJECT SITE Access to the Project's on-site parking will be provided along both SW 9`h Street and SW 10`h Street. SW 9`h Street is presently one-way westbound between SW 1` Avenue and S Miami Avenue. Every effort was made to develop this site with care and consideration to pedestrians and traffic flow entering and exiting the facility and cueing. To this end minimal disruption of pavement has been made. Loading for the publix, the retail areas and for residents will all be accommodated on site. Specifically sidewalk impacts are as follows: • The 10th St. promenade has a 15 ft setback. G:\3135\3135\2002,07final2lnitialEditstoUrsComments.DOC 14 7/31/2002 j ,) 5 SW 7 SW 8 SW 1 N U) 12 THE CORRADINO GROUP 1 N PROJECT TRIP DISTRIBUTION FIGURE 6 • SE 1st Ave, curb and gutter remain the same, with minor narrowing. Parallel parking will be accommodated on the West side. There will be some planters, and the sidewalk will be rerouted to account for these planters. Loading /Unloading/Drop-offs/Parking • All loading and unloading occurs within the property so as to have no impact on local traffic. All docks are designed to the standards set forth in the zoning code. • SW 90' Street carries the bulk of the loading, with four bays and one additional for trash. Here loading occurs for the Publix and the retail area. Additionally on SW 9`s Street is the entrance for the residential towers parking garage. This has one entry lane and one exit lane. Vehicles enter, have a card scanned and proceed. The scanner is approximately 30' inside the sidewalk. • SW 10`h Street will have one loading dock. It will also have an entry for the retail parking garage. This has one in and one out lane. The card reader is approximately 35' inside the sidewalk. • On SW I" Ave, the Publix has its parking garage entrance, with free access. This exits off of SW 10`s Street. It again has one lane in and one lane out. • One loading bay will be located on the north side of the property, about 150 ft W of the western border for Publix. Another on the northern side about half way down for the retail stores, and still another will be located on 10th street, and is also completely inside the property. This will eliminate any potential sidewalk loading /unloading impacts. • Drop off areas for the residential towers enter off of SW 10`h Street and exit from I" Ave. This is contained on site with one entry lane and one exit lane. There are no loading and unloading conflicts with pedestrians. Potential cueing problems could be. addressed by placing parking garage card readers deeper inside the garage so as to stack more vehicles on site. RECOMMENDATIONS FOR IMPROVEMENTS With the growth in background traffic the performance of some study intersections is expected to deteriorate. Adjustments to the signal phasing should allow the majority of the study intersections to continue to operate at or above LOS E. However, further improvements are recommended at several of the study intersections to improve operation. In order to maintain LOS E at the intersection of SE 80s Street and Brickell Avenue several improvements are recommended. The westbound approach to the intersection should be restriped to consist of 1 left - turn lane and 2 right -turn lanes. The eastbound approach to the intersection should be restriped to consist of lleft-turn lane, 1 shared left-turn/through lane, and 1 shared through/right-turn lane and 1 right -turn lane. Additionally, the traffic signal should be modified to provide aright -turn arrow for the westbound right -turn lanes to allow this movement to move concurrently with the southbound left -turn movement. The performance of the unsignalized intersection of S I Oh Street and S Miami Avenue is expected to deteriorate to LOS F. The performance of this intersection could be improved substantially with the installation of a traffic signal. Therefore, a detailed signal warrant analysis is recommended to determine if the installation of a traffic signal is justified. Finally, as mentioned in the previous section the segment of SW 91s Street between SW l' Avenue and S Miami Avenue should be converted to a two-way operation. This mitigation would improve the traffic flow by reducing the circuity required to access the Project site. G:1313513135\2002,07final2inidalEditstoUrsComments.DOC 15 7/31/2002 02-11,15 N N t 41 1557 39 I M �6 264 o tel— 243 56 3E-� 1523 I_1304 E--,1—:� ( 62 SW 7 � �— �Y 192 86 498 Ln N N . '�I NS _ C N co In 0 315 755 coL632 N 121 I SW 8 345 124 r--> 118 ��14L 89 377 '�`675> v 19359 118 S9 ��1r 236 °°2M8 s`+� fl -I1 1s 12 ] �I 83 24 �, 235 L--� SW 2� 10 f— 26 �6 6 F32 24106 15 �°j 5 J 93 48 38 88 CD 0 12 9 21 0 106 L N 80804 10 o _1053 N F— r°Di '�� 10 26 I P- 892 602 / 47 222 106 �-2 l Z- <_ L —16 SW 1 76 145 42 43_� 46 34 134 68 25 29� 407 42 371 96 )1 `" 45 N 44 � 17 131 `V J N � N m THE CORRADINO GROUP FUTURE NO PROJECT MrZl IRS= 7 Ce= Uf 20 IE SW 7 20 9 Ln SW 8 S9 L 44 N 4e t SW 10 30 I � E— y 47 ^h � 31 V 10� 10 VIEW 6 KPLAZA 3 21 4 �4 BAY — I 8 79 r L L>'E �j 123 65 // 7 E_g SW 1 � 21 � T 21 16 [F--> 5 � �13 co 32 ir > N 27 J N N � Q Y y � N m THE CORRADINO GROUP COMMITTED PROJECT DISTRIBUTION FIGURE 8 APPENDIX A Traffic Counts G:\3135\3135\2002,07fina11.DOC 02—t135 7/10/2002 JUL-26,2002 9:33AM METRIC ENGINEERING 13940 s.W 138 Street Miami, FL 33186 Tel: 305-235.5098 Fax 305-251-5894 1--.- C.in...i• ?�eee - Toi ICIM N0, 1169 P, 7 File Name : sw 2nd ave & sw 13 at Site Cale : 00000000 Start Date : 07/0212002 Page :1 08:00 25 13 26 5 89 4 70 13 2 89 20 17 4 4 45 26 217 1 5 249 16 436 152 08:15 42 23 19 5 89 4 75 12 2 93 20 19 5 0 44 16 192 1 5 214 12 428 440 08:30 58 20 18 9 103 5 85 10 1 101 23 20 4 0 47 10 225 5 2 242 12 481 493 08:45 61 20 23 9 113 4 101 17 2 124 38 21 121 70 24 190 1 224 21 510 531 86 Total 'IN-70 84 28 374 17 331 52 7 607 99 77 25 5 208 78 824 8 21 929 61 199 1916 BREAK "' 11:00 18 11 12 3 44 6 93 34 1 133 18 19 7 8 621 28 89 2 4 123 16 336 352 1115 20 9 18 4 51 0 86 30 5 121 19 18 5 4 46 18 108 2 3 131 16 333 3419 11:30 15 15 13 3 46 2 91 33 0 126 11 24 7 0 4214 94 1 7 116 10 320 330 11:46 35 15 9 2 61 4 89 32 1 128 20 19 11 0 60 16 91 2 10 119 13 343 356 Total 88 50 52 12 202 11 359 129 7 508 86 80 3 12 190 6 382 7 24 469 55 1332 1517 12:00 27 14 28 5 72 3 108 30 8 147 20 17 4 5 46 28 62 2 1 91 19 337 358 12:15 31 19 28 8 66 4 137 32 4 177 23 19 5 4 51 18 75 1 1 93 17 390 407 12:30 42 23 22 6 93 4 141 46 16 207 36 20 4 0 60 10 66 2 1 81 23 418 461 _ 12:45 50 20 2498 4 115 43 4 168 25 21 12 0 58 24 99 2 0 125 8 439_ 447 'Total 150 76 100 23 349 15 499 151 32 6 OT 104 77 25 9 215 -W-304 7 3 390 67 1554 101 BREAK "' 16:00 31 32 30 7 100 3 182 19 5 209 24 12 10 2 48 16 77 2 12 1071 26 438 464 16:15 16 22 30 2 70 2 147 30 5 '164 38 27 11 3 79 16 91 8 7 120 17 436 453 16:30 25 26 38 d 93 14 190 17 5 226 36 22 5 5 88 20 78 5 0 ' 103 16 476 690 16:45 25 23 33 5 85 12 235 23 8 278 41 27 8 3 77 22 92 3 1 118 17 S62 559 Total 97 105 129 18 349 31 -a923 897 139 88 32 13 272 74 336 16 20 448 74 1892 1 17:00 24 26 32 2 84 2 264 18 6 290 31 21 11 2 65 9 9A 2 2 107 12 534 546 17:15 16 33 29 9 87 2 274 27 3 306 31 29 10 9 79 22 92 5 1 121 22 571 593 17:30 30 19 33 1 83 8 207 31 6 252 32 18 12 6 68 18 82 5 8 113 21 495 $16 17:45 28 31 25 3 87 4 244 28 10 284 25 23 14 3 6S 13 82 2 3 100 19 $17 536 Total 96 109 119 1 341 16 989 102 25 1132 119 91 47 ?fl 62 350 15 14 441 74 2117 2191 Grand 727 470 539 107 1843 97 309 587 103 3861 596 483 189 81 1329 430 259 64 69 3275 360 9948 1030 Total 4 2 8 Apprch % 39. 25. 29. e 25 80, 14. 44. 36. 14. 13. 82. 4 5 2 5• 1 7 2.7 8 3 2 as 1 2 20 2.7 Total % 7.1 4.6 5.2 1.0 17.9 0.9 300 5.5 1.0 37.5 5.8 4.7 1.8 0.8 12.9 4.2 29 0.8 0.9 31.8 3.5 96.5 Approach totals include pads 0 02-1135 SYV 2nd AV NU SW 13th STREET SW 2nd AVENUE SW 13th SIRE _ Southbound - Westbound Northbound Eastbound Stan The Rig PedA Thr Rig Ped App. The Rip Ped App. Left Thr Rig Ped App. E>oclu Inclu. Int. Time Les u ht I s Lett u ht t: Total Lets u M s Total u ht s Total Total Total TOW Factor 1,0 1,0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1. 1.0 1.0 07:00 22 10 11 1 44 3 33 6 1 63 11 9 7 0 27 28 73 4 1 106 3 21 220 WAS 22 12 18 4 56 1 37 10 5 53 18 18 5 2 43 8 105 4 3 120 14 258 272 07:30 22 18 13 3 58 2 44 10 0 56 19 24 7 0 50 14 148 1 1 154 4 322 328 07:x5 42 14 13 3 72 1 48 18 3 70 19 19 11 0 49 16 166 2 2 188 8 371 379 Total 108 54 55 11 2201 7 182 44 9 2221 67 70 30 2 1691 W 494 11 7 578 1 29 1168 1197 08:00 25 13 26 5 89 4 70 13 2 89 20 17 4 4 45 26 217 1 5 249 16 436 152 08:15 42 23 19 5 89 4 75 12 2 93 20 19 5 0 44 16 192 1 5 214 12 428 440 08:30 58 20 18 9 103 5 85 10 1 101 23 20 4 0 47 10 225 5 2 242 12 481 493 08:45 61 20 23 9 113 4 101 17 2 124 38 21 121 70 24 190 1 224 21 510 531 86 Total 'IN-70 84 28 374 17 331 52 7 607 99 77 25 5 208 78 824 8 21 929 61 199 1916 BREAK "' 11:00 18 11 12 3 44 6 93 34 1 133 18 19 7 8 621 28 89 2 4 123 16 336 352 1115 20 9 18 4 51 0 86 30 5 121 19 18 5 4 46 18 108 2 3 131 16 333 3419 11:30 15 15 13 3 46 2 91 33 0 126 11 24 7 0 4214 94 1 7 116 10 320 330 11:46 35 15 9 2 61 4 89 32 1 128 20 19 11 0 60 16 91 2 10 119 13 343 356 Total 88 50 52 12 202 11 359 129 7 508 86 80 3 12 190 6 382 7 24 469 55 1332 1517 12:00 27 14 28 5 72 3 108 30 8 147 20 17 4 5 46 28 62 2 1 91 19 337 358 12:15 31 19 28 8 66 4 137 32 4 177 23 19 5 4 51 18 75 1 1 93 17 390 407 12:30 42 23 22 6 93 4 141 46 16 207 36 20 4 0 60 10 66 2 1 81 23 418 461 _ 12:45 50 20 2498 4 115 43 4 168 25 21 12 0 58 24 99 2 0 125 8 439_ 447 'Total 150 76 100 23 349 15 499 151 32 6 OT 104 77 25 9 215 -W-304 7 3 390 67 1554 101 BREAK "' 16:00 31 32 30 7 100 3 182 19 5 209 24 12 10 2 48 16 77 2 12 1071 26 438 464 16:15 16 22 30 2 70 2 147 30 5 '164 38 27 11 3 79 16 91 8 7 120 17 436 453 16:30 25 26 38 d 93 14 190 17 5 226 36 22 5 5 88 20 78 5 0 ' 103 16 476 690 16:45 25 23 33 5 85 12 235 23 8 278 41 27 8 3 77 22 92 3 1 118 17 S62 559 Total 97 105 129 18 349 31 -a923 897 139 88 32 13 272 74 336 16 20 448 74 1892 1 17:00 24 26 32 2 84 2 264 18 6 290 31 21 11 2 65 9 9A 2 2 107 12 534 546 17:15 16 33 29 9 87 2 274 27 3 306 31 29 10 9 79 22 92 5 1 121 22 571 593 17:30 30 19 33 1 83 8 207 31 6 252 32 18 12 6 68 18 82 5 8 113 21 495 $16 17:45 28 31 25 3 87 4 244 28 10 284 25 23 14 3 6S 13 82 2 3 100 19 $17 536 Total 96 109 119 1 341 16 989 102 25 1132 119 91 47 ?fl 62 350 15 14 441 74 2117 2191 Grand 727 470 539 107 1843 97 309 587 103 3861 596 483 189 81 1329 430 259 64 69 3275 360 9948 1030 Total 4 2 8 Apprch % 39. 25. 29. e 25 80, 14. 44. 36. 14. 13. 82. 4 5 2 5• 1 7 2.7 8 3 2 as 1 2 20 2.7 Total % 7.1 4.6 5.2 1.0 17.9 0.9 300 5.5 1.0 37.5 5.8 4.7 1.8 0.8 12.9 4.2 29 0.8 0.9 31.8 3.5 96.5 Approach totals include pads 0 02-1135 JUL-26-2002 9:33AM METRIC ENGINEERING 13940 S.W 136 Street Miami, Fl. 33186 Tet: 305-235.5098 Fox; 305.251.5894 N0. 1169 ?. 8 File Name : sw 2nd ave & sw 13 st Site Code : 00000000 Start Date : 07/02/2002 Page :2 Peak Hour From 07:00 to 09:45 - Peak 1 011 SW 2�E SW 13th STREET SW 2nd AVENUE SW 13th STREET Southbound Westbound Northbound Eastbound Stan Time Left The Right ToW Left Thnt Right Tom left Thru Right T�� Left ThN Right Total Total Peak Hour From 07:00 to 09:45 - Peak 1 011 Intersection 08:00 Volume 186 76 84 348 17 331 52 400 99 77 25 201 76 824 8 908 1855 Percent 53.8 22.0 24.3 4.3 82.8 13.0 49.3 38.3 12.4 8.4 90.7 0.9 High Int. 08:45 Volume 61 20 23 104 4 101 17 122 36 21 12 89 24 190 1 215 510 Peak Factor 0 Peak Hour From 07:00 to 09:45 - Peak 1 of 1 6y Approach 08:00 08:00 08:00 08:00 Volute 186 76 84 346 17 331 52 400 99 77 25 201 76 824 8 905 Percent 53.8 22.0 24.3 4.3 82.8 13.0 49.3 38.3 12.4 6.4 60.7 0.9 High Int. 08:45 08:45 06:45 06:00 Volume 61 20 23 104 4 101 17 122 36 21 12 89 26 217 1 244 Peak Factor 0.832 0.820 0.728 0.930 Peak Hour From 11:00 to 13:45 - Peak 1 of 1 Intersection 1200 Volume 160 76 100 325 15 499 151 W5 104 77 25 206 78 304 7 387 1584 Percent 46.0 23.3 30.7 2.3 75.0 22.7 50.5 37A 12.1 19.6 78.8 1.6 High Int. 12:45 Volume 50 20 24 94 4 115 43 162 25 21 12 58 24 99 2 125 439 Peak Factor 0.902 Peak Hour From 11:00 to 13:45 - Peak 1 of 1 By Approach 12:00 12:00 1200 11.00 Volume 150 76 100 326 15 499 151 665 104 77 25 206 78 382 7 465 Percent 46.0 23.3 30.7 2.3 75.0 227 50.5 37.4 12.1 16.3 82.2 1.5 High Int. 12:0.5 12:30 1230 1115 Volume 50 20 24 94 4 141 48 191 35 20 4 60 16 106 2 128 Peak Factor 0.887 0.870 0.858 0.908 Peak Hour From 18:00 to 17:45. Peak 1 of 1 Intersection 16:45 Volume 95 101 127 323 24 960 99 1103 135 95 39 289 71 380 16 447 2142 Percent 29.4 31.3 39.3 2.2 88.8 9.0 50.2 35.3 14.5 15.9 80.5 3.5 High Int. 17:15 Volume 18 33 29 78 2 274 27 303 31 29 10 70 22 92 6 120 571 Peak Factor 0•936 Peak Hour From 18:00 to 17:45 - Peak 1 of 1 By Approach MOO 17:00 16:15 18:45 Volume 97 105 129 331 16 989 102 1107 146 97 33 276 71 360 18 447 Percent 29.3 31.7 39.0 1.4 89.3 9.2 52.9 35.1 12.0 15.6 80.5 3.6 Hlgh Int. 16.00 17:15 16:15 17:1S Volume 31 32 30 93 2 274 27 303 38 27 11 76 22 92 6 120 Peak Factor 0.890 0.913 0.908 0.931 O#-1135 METRIC ENGINEERING 13940 S.W 136 Street Miami, FL 33186 Tel: 305-235-5098 Fax 305-251-5894 r4MIIM Printed. r•eoe _ Tot](MM .Is Name : SW 2nd Ave & SW 8 St Site Code : 00000000 Start pate : 07/02/2002 Page :1 08:00 12 SW 2nd AVENUE 0 SW 8th STREET 22 0 5W 2nd AVENUE 0 SW 8th STREET 0 0 29 26 4 59 Southbound 516 62 Westbound 594 11 Northbound 675 08:15 Eastbound 6 0 1 15 Start 0 Thr Rig Ped App. Left Thr Rig Ped App. 556 Thr Rig Ped App. 8 Thr Rig Ped App. Exalu Indu. Int. Time Left u ht s Total 0 u ht s Total Left u ht s Total Left u ht s Total 12 Total Total 4 28 0 0 0 0 0 0 38 31 6 75 8 504 83 3 598 13 688 701 Total 45 31 Factor 1.0 1.0 1.0 1.0 0 1.0 1.0 1.0 1.0 136 1.0 1.0 1.0 1.0 218 1.0 1.0 1.0 1.0 2779 2820 07:00 4 4 0 6 14 0 0 0 0 0 0 22 11 2 35 2 286 44 3 335 11 373 384 07:15 7 3 1 1 12 0 0 0 0 0 0 30 14 4 48 5 300 36 2 343 7 396 403 07:30 3 1 or 0 4 0 0 0 0 0 0 36 23 4 63 7 384 65 5 461 9 519 528 07:45 7 6 0 1 141 0 0 0 0 0 1 0 28 25 8 61 1 12 403 50 2 467 1 11 531 542 Total 21 14 1 8 44 0 0 0 0 0 0 116 73 18 207 26 133 195 12 1606 38 1819 1857 08:00 12 7 0 3 22 0 0 0 0 0 0 29 26 4 59 12 516 62 4 594 11 664 675 08:15 8 6 0 1 15 0 0 0 0 0 0 27 29 5 61 8 556 75 2 641 8 709 717 08:30 13 6 0 5 24 0 0 0 0 0 0 39 50 2 91 11 532 67 2 612 9 718 727 08:45 12 12 0 4 28 0 0 0 0 0 0 38 31 6 75 8 504 83 3 598 13 688 701 Total 45 31 0 13 89 0 0 0 0 0 0 133 136 17 286 39 218 287 11 2445 41 2779 2820 "' BREAK... 10:45 5 11 0 4 201 0 0_ 0 0 01 0 34 21 1 561 15 268 46 5 3541 10 420 430 Total 5 11 0 4 201 0 0 0 0 01 0 34 21 1 561 15 288 46 5 354 10 420 430 11:00 13 13 0 1 27 0 0 0 0 0 0 26 18 4 48 16 260 46 4 326 9 392 401 11:15 5 14 0 5 24 0 0 0 0 0 0 23 19 5 47 19 248 49 3 319 13 377 390 11:30 11 19 0 8 38 0 0 0 0 0 0 27 29 6 62 13 296 50 5 364 19 445 464 11:45 15 14 0 10 39 0 0 0 0 0 0 28 21 2 51 15 256 43 7 321 19 392 411 Total 44 60 0 24 128 0 0 0 0 0 0 104 87 17 208 63 1080 188 19 1330 60 1606 1666 12:00 24 15 0 4 43 0 0 0 0 0 0 34 18 2 54 9 259 34 4 306 10 393 403 12:15 14 22 0 13 49 0 0 0 0 0 0 33 •22 1 56 15 253 36 5 -309 19 395 414 12:30 14 23 0 10 47 0 0 0 0 0 0 33 34 4 71 10 271 47 4 332 18 432 450 12:45 12 25 0 8 45 0 0 0 0 0 0 25 30 1 56 14 275 43 3 335 12 424 436 Total 64 85 0 35 184 0 0 0 0 �' 0 0 125 104 8 237 48 106 160 16 1282 59 1644 1703 "' BREAK ••• 16:00 22 98 0 0 120 0 0 0 0 0 0 81 10 0 91 32 140 40 1 213 1 423 424 16:15 28 92 0 1 121 0 0 0 0 0 0 75 7 0 82 30 140 45 2 217 3 417 420 16:30 30 100 0 1 131 0 0 0 0 0 0 63 9 0 72 32 148 55 1 236 2 437 439 16:45 17 103 0 0 120 0 0 0 0 0 0 77 5 0 82 30 167 39 5 241 5 438 443 Total 97 393 0 2 492 0 0 0 0 0 0 296 31 0 3271 124 595 179 9 907 11 1715 1726 17:00 18 112 0 0 130 0 0 0 0 0 087 6 0 93 26 142 69 3 240 3 460 463 17:15 27 80 0 3 110 0 0 0 0 0 0 90 8 0 98 26 139 45 3 213 6 415 421 17:30 21 106 0 2 1'29 0 0 0 0 0 0 59 11 0 70 30 169 60 1 260- 3 456 459 17:45 27 91 0 1 119 0 0 0 0 0 0 64 14 0 78 34 180 44 4 262 5 454 459 Total 93 389 0 6 488 0 0 0 0 01 0 300 39 0 339 116 630 216 11 975 17 1785 1802 Grand 369 983 1 92 1445 " 0 0 0 0 0 0 110 491 61 1660 431 711 127 83 8899 236 1176 1200 Total 8 2 3 8 4 Apprch % 25. 68. 0.1 6.4 0.0 0.0 .0.0 0.0 0.0 66. 29. 3.7 4.8 79. 14. 0.9 5 0 7 6 9 3 Total % 3.1 8.2 0.0 0.8 12.0 0.0 0.0 0.0 0.0 0.0 0.0 9.2 4.1 0.5 13.8 3.6 59. 1 . 0.7 74.1 2.0 98.0 Approach totals Include peds 02-i 135 METRIC ENGINEERING 13940 S.W 138 Street Miami, FL 33186 Tel: 305-235-5098 Fax 305-251-5894 File Name : SW 2nd Ave & SW 8 St Site Code : 00000000 Start Date : 07/02/2002 Page :2 reaK pour rrom v/:W tovo:40 - reaK 1 of 1 Intersection 08:00 SW 2nd AVENUE SW 8th STREET SW 2nd AVENUE SW 8th STREET Volume Southbound Westbound Northbound Eastbound Start Time Left Thru Right ��' Left Thru Right 0.0 0.0 0.0 High InL 08:30 86.6 11.8 0 0 39 Volume 13 6 0 19 0 To tal 0 Peak Factor e reaK pour rrom v/:W tovo:40 - reaK 1 of 1 Intersection 08:00 Thru Right T Left Volume 45 31 0 76 0 0 0 Percent 59.2 40.8 0.0 2779 0.0 0.0 0.0 High InL 08:30 86.6 11.8 0 0 39 Volume 13 6 0 19 0 0 0 Peak Factor 0.968 Peak Hour From 07:00 to 08:45 - Peak 1 of 1 By Approach 08:00 07:00 Volume 45 31 0 76 0 0 0 Percent 59.2 40.8 0.0 - - - High Int. 06:45 08:45 Volume 12 12 0 24 0 0 0 Peak Factor 0.792 - Peak Hour From 11:00 to 12:45 - Peak 1 of 1 Intersection 12:00 Volume 64 85 0 149 0 0 0 Percent 43.0 57.0 0.0 0.0 0.0 0.0 High InL 12:30 Volume 14 23 0 37 0 0 0 Peak Factor Peak Hour From 11:00 to 12:45 - Peak 1 of 1 By Approach 12:00 11:00 Volume 64 85 0 149 0 0 0 Percent 43.0 57.0 0.0 - - - High Int. 12:00 12:00 Volume 24 15 0 39 0 0 0 leak Factor 0.955 Peak Hour From 16:00 to 17:45 - Peak 1 of 1 Intersection 17:00 Volume 93 389 0 482 0 0 0 Percent 19.3 80.7 0.0 0.0 0.0 0.a High Int. 17:00 Volume 18 112 0 130 0 0 0 Peak Factor Peak Hour From 16:00 to 17:45 - Peak 1 of 1 By Approach 16:15 16:00 Volume 93 407 0 500 0 0 0 Percent 18.6 81.4 0.0 - - High Int. 16:30 16:30 Volume 30 100 0 130 0 0 0 Peak Factor 0.962 Left Thru Right T Left Thti Right T Tota. 0 0 133 136 269 39 2108 287 2434 2779 0.0 49.4 50.6 1.6 86.6 11.8 0 0 39 50 89 11 532 67 610 718 0.968 08:00 08:00 0 0 133 136 269 39 2108 287 2434 0.0 49.4 50.6 1.6 86.6 11.8 08:30 08:15 0 0 39 50 89 8 556 75 639 0.756 0.952 0 0 125 104 229 48 1058 160 1266 1644 0.0 54.6 45.4 3.8 83.6 12.6 0 0 33 34 67 10 271 47 328 432 0.951 12:00 11:00 0 0 125 104 229 63 1060 188 1311 0.0 54.6 45.4 4.8 80.9 14.3 12:30' 11:30 0 0 33 34 67 13 296 50 359 0.854 0.913 0 0 300 39 339 116 630 218 964 1785 0.0 88.5 11.5 12.0 65.4 22.6 0 0 87 6 93 26 142 69 237 460 0.970 16:30 17:00 0 0 317 28 345 116 630 218 964 0.0 91.9 8.1 12.0 65.4 22.6 17:15 17:30 0 0 90 8 98 30 169 60 259 0.880 0.931 0`--:1135 t; METRIC ENGINEERING 13940 S.W 136 Street Miami, FL 33186 Tel: 305-235-5098 Fax 305-251-5894 . ile Name : SW 2nd Ave & SW 7th St Site Code 00000000 Start Date : 07/02/2002 Page :1 08:00 0 SW 2nd AVENUE 0 SW 7th STREET 11 124 SW 2nd AVENUE 2 SW 7th STREET 41 0 0 6 47 0 0 0 0 0 Southbound 176 184 Westbound 0 0 Northbound 0 0 10 Eastbound 0 2 143 35 Start Left Thr Rig Ped App. Lett Thr Rig Ped App. Lett Thr Rig Ped App. Left Thr Rig Ped App. Exc�u 38 0 0 0 0 0 Time 191 u ht s Total 0 u ht s Total 1 u ht s Total 1 u ht s Total 213 62 KS25 0 0 62 0 0 0 0 0 0 373 373 12:45 0 0 0 11:00 0 0 0 0 0 14 179 Total 0 194 Factor 1.0 1.0 1.0 1.0 0 1.0 1.0 1.0 1.0 0 1.0 1.0 1.0 1.0 0 0 1.0 1.0 1.0 1.0 204 0 0 223 07:00 0 0 0 0 0 2 26 1 1 30 23 0 0 5 28 0 0 0 0 0 6 11:30 8 07:15 0 1 0. 0 1 10 68 1 1 80 21 2 0 0 23 0 0 0 0 0 1 103 104 07:30 0 0 0 0 0 8 115 0 1 124 42 2 0 3 47 0 0 0 0 0 4 167 171 07:45 0 0 0 0 0 4 119 1 8 132 48 0 0 1 49 0 0 0 0 0 9 172 181 Total 0 1 0 0 1 24 328 3 11 366 134 4 0 9 147 0 0 0 0 0 20 494 514 08:00 0 0 0 0 0 11 124 0 2 137 41 0 0 6 47 0 0 0 0 0 8 176 184 08:15 0 0 0 0 0 10 131 0 2 143 35 4 0 0 39 0 0 0 0 0 2 180 182 08:30 0 0 0 0 0 12 141 0 5 158 38 0 0 0 38 0 0 0 0 0 5 191 196 08:45 0 0 0 0 0 11 139 0 1 151 61 0 0 1 82 0 0 0 0 0 2 211 213 09:00 0 0 0 0 01 18 141 0 1 1601 48 0 0 2 501 0 0 0 0 01 3 207 210 .•• BREAK •" 0 0 0 0 15 216 0 0 231 62 0 0 1 63 0 0 0 0 0 1 293 294 1215 0 Total 0 0 0 0 01 18 141 0 1 1601 48 0 0 2 501 0 0 0 0 01 3 207 210 •« BREAK --- 0 0 34 277 0 0 311 62 0 0 0 62 0 0 0 0 0 0 373 373 12:45 0 0 0 11:00 0 0 0 0 0 14 179 1 0 194 58 0 0 0 58 0 0 0 0 0 0 0 252 252 11:15 0 0 0 0 0 19 204 0 0 223 41 0 0 1 42 0 0 0 0 0 0 1 264 265 11:30 0 0 0 0 0 12 232 0 0 244 44 0 0 0 44 0 0 0 0 0 0 0 288. 288 11:45 0 0 0 0 0 16 205 0 0 221 50 1 0 0 51 0 0 0 0 0 0 0 272 272 Total 0 0 0 0 0 61 820 1 0 8821 193 1 0 1 195 0 0 0 0 0 1 1076 1077 12:00 0 0 0 0 0 15 216 0 0 231 62 0 0 1 63 0 0 0 0 0 1 293 294 1215 0 0 0 0 0 27 305 0 0 332 55 0 0 0 55 0 0 0 0 0 0 387 387 12:30 0 0 0 0 0 34 277 0 0 311 62 0 0 0 62 0 0 0 0 0 0 373 373 12:45 0 0 0 0 0 23 242 0 1 266 67 0' 0 0 67 0 0 0 0 0 1 332 333 Total 0 0 0 0 0 99 104 0 19 1 1140 246 0 0 1 247 0 0 0 0 0 2 1385 1387 "' BREAK •.. 16:00 0 0 0 0 0 3 205 0 3 211 230 0 4 27 0 0 0 0 0 7 231 238 16:15 0 1 0 0 1 12 204 0 2 218 33 1 0 0 34 0 0 0 0 0 2 251 253 16:30 0 0 0 0 0 9 265 0 1 275 44 1 0 1 46 0 0 0 0 0 2 319 321 16:45 0 0 0 0 0 12 296 0 6 314 48 0 0 2 50 0 0 0 0 0 8 356 364 Total 0 1 0 0 1 36 970 0 12 10161 148 2 0 7 157 0 0 0 0 0 19 1157 1176 17:00 0 0 0 0 0 14 333 0 2 349 45 0 0 5 50 0 0 0 0 0 7 392 399 17:15 0 0 0 0 0 11 396 0 2 409 41 2 0 1 44 0 0 0 0 0 3 450 453 17:30 0 0 0 0 0 15 384 0 4 403 43 0 0 0 43 0 0 0 0 0 4 442 446 17:45 0 0 0 0 •0 12 322 0 1 335 51 0 0 0 51 0 0 0 0 0 1 385 386 Total 0 0 0 0 0 52 145 0 9 1496 180 2 0 6 188 0 0 0 0 0 15 1669 1684 Grand0Total �5 112 2 0 0 2 334 g 4 44 5651 13 0 33 1170 0 0 0 0 0 77 6746 6823 Apprch % 0.0 1000 0.0 0.0 5.9 93. 0.1 0.6 96 1.1 0.0 2.8 0.0 0.0 0.0 0.0 Total % 0.0 0.0 0.0 0.0 0.0 4.9 P 0.1 0.6 82.8 16. 0.2 0.0 0.5 17.1 0.0 0.0 0.0 0.0 0.0 1.1 98.9 Approach totals Include pods 02-ifn METRIC ENGINEERING 13940 S.W 136 Street t ..a Name : SW 2nd Ave & SW 7th St Miami, FL 33186 Site Code : 00000000 Tel: 305-235-5098 Fax 305-251-5894 Start Dabte 07/02/2002 Page :2 Peak Hour From 07:00 to 08:45 - Peak 1 or 1 SW 2nd AVENUE SW 7th STREET SW 2nd AVENUE SW 7th STREET Southbound Westbound Northbound Eastbound Start Time Left Thru Right TA Lett Thru Right Aa Left Thru Right T Lett Thru Right Total Peak Hour From 07:00 to 08:45 - Peak 1 or 1 Intersection 08:00 Volume 0 0 0 0 44 535 0 579 175 4 0 179 0 0 0 Percent 0.0 0.0 0.0 7.6 92.4 0.0 97.8 2.2 0.0 0.0 0.0 0.0 High Int. 08:45 Volume 0 0 0 0 11 139 0 150 61 0 0 61 0 0 0 Peak Factor Peak Hour From 07:00 to 08:45 - Peak 1 of 1 07:00 By Approach 07:00 08:00 08:00 Volume 0 1 0 1 44 535 0 579 175 4 0 179 0 0 0 Percent 0.0 100.0 0.0 7.6 92.4 0.0 97.8 2.2 0.0 - - - High Int. 07:15 08:30 08:45 08:45 Volume 0 1 0 1 12 141 0 153 61 0 0 61 0 0 0 Peak Factor 0.250 0.946 0.734 Peak Hour From 11:00 to 12:45 - Peak 1 of 1 Intersection 12:00 Volume 0 0 0 0 99 1040 0 1139 246 0 0 246 0 0 0 Percent 0.0 0.0 0.0 8.7 91.3 0.0 100.0 0.0 0.0 0.0 0.0 0.0 High Int. 12:15 Volume 0 0 0 0 27 305 0 332 55 0 0 55 0 0 0 Peak Factor Peak Hour From 11:00 to 12:45 - Peak 1 of 1 12:00 12:00 11:00 By Approach 11:00 Volume 0 0 0 0 99 1040 0 1139 246 0 0 246 0 0 0 Percent _ 8.7 91.3 0.0 100.0 0.0 0.0 - - - High Int. 12:15 12:15 12:45 12:45 Volume 0 0 0 0 27 305 0 332 67 0 0 67 0 0 0 leak Factor 0.858 0.918 Peak Hour From 16:00 to 17:45 - Peak 1 of 1 Intersection 17:00 Volume 0 0 0 0 52 1435 0 1487 180 2 0 182 0 0 0 Percent 0.0 0.0 0.0 3.5 96.5 0.0 98.9 1.1 0.0 0.0 0.0 0.0 High int. 17:15 Volume 0 0 0 0 11 396 0 407 41 2 0 43 0 0 0 Peak Factor Peak Hour From 16:00 to 17:45 - Peak 1 of 1 16:00 8y Approach 16:00 17:00 17:00 Volume 0 1 0 1 52 1435 0 1487 180 2 0 182 0 0 0 Percent 0.0 100.0 0.0 3.5 96.5 0.0 98.9 1.1 0.0 - - - High Int. 16:15 WAS 17:45 17:45 Volume 0 1 0 1 11 396 0 407 51 0 0 51 0 0 0 Peak Factor 0.250 0.913 0.892 0 Int Total 758 01211 0.898 0 0 0 1385 0 387 0.895 0 0 0 1669 0 450 0.927 0 0 X32-1135 METRIC ENGINEERING 13940 S.W 136 Street Miami, FL 33186 Tel: 305-235-5098 Fax 305-251-5894 r:muna Printer- CACI _ Tal lt'VQ Is Name : SW 1 at Ave & SW 13 St cite Code : 00000000 Start pate : 07/02/2002 Page- :1 08:00 12 SW 1 st AVENUE 11 4 SW 13th STREET 2 SW 1st AVENUE 0 1 SW 13th STREET 00 0 4 1 5 Southbound 178 14 Westbound 195 9 Northblound 294 08:15 Eastbound 9 17 3 63 Start Left Thr Rig Ped App. ��U�htPedAppLeftThr 1 0 1 0 231 10 Rig Ped App. Left r Rig Ped App. ExcluTime 8 73 2 83 u ht sTotal 1 0 1 2 s Total 245 u ht s Total 405 u ht s Total Total Total Total Factor 1.0 1.01 I.OT 1.0 1 1.01 1.01 1.0 -1 -I. -OT -1.0 286 1.0 1.0 1.0 10 1.0 1.0 1.0 1.0 59 63 14 237 07:00 5 11 7 1 24 1 40 0 0 41 1 0 0 2 3 0 75 8 1 84 4 148 152 07:15 10 8 15 0 33 0 33 0 1 34 1 0 0 2 3 0 94 3 0 97 3 164 167 07:30 15 15 11 0 41 1 38 0 3 42 2 0 1 0 3 0 122 9 1 132 4 214 218 07:45 10 17 18 3 48 1 53 1 2 57 2 0 2 1 5 1 165 5 0 171 6 275 281 Total 40 51 51 4 146 3 164 1 6 174 6 0 3 5 14 1 456 25 2 484 17 801 818 08:00 12 12 11 4 39 2 52 0 1 55 00 0 4 1 5 0 178 14 3 195 9 285 294 08:15 34 9 17 3 63 2 83 0 6 91 0 0 1 0 1 0 231 10 3 244 12 387 399 08:30 32 17 18 8 73 2 83 0 5 90 1 0 1 2 4 0 245 6 3 254 16 405 421 08:45 23 21 17 1 62 2 89 0 3 94 3 0 5 2 10 0 286 7 4 297 10 453 463 Total 101 59 63 14 237 8 307 0 15 330 4 0 t1 5 20 0 940 37 13 990 47 1SLIn 1577 11:00 21 11 31 3 66 0 105 0 0 105 6 0 4 2 12 0 110 7 2 119 7 295 302 11:15 16 25 31 2 74 2 85 0 0 87 6 0 4 4 14 0 111 7 6 124 12 287 299 11:30 19 18 35 3 75 3 94 0 1 98 2 0 13 0 15 0 118 3 1 122 5 305 310 11:45 10 25 30 3 68 5 129 1 3 138 11 0 3 2 16 0 92 8 2 102 10 314 324 Total 66 79 127 11 283 10 413 1 4 4281 25 0 24 8 57 0 431 25 11 467 34 1201 1235 12:00 21 24 36 0 81 8 140 0 0 148 13 0 6 2 21 0 111 11 2 124 4 370 374 12:15 9 22 35 3 69 7 142 0 2 151 8 0 7 1 16 0 117 8 2 127 8 355 363 12:30 17 26 38 0 81 5 131 4 3 143 6 0 11 5 24 0 129 5 2 136 10 374 384 12:45 22 20 42 3 67 1 177 0 6 184 7 0 6 0 13 0 150 10 6 166 15 435 450 Total 69 92 151 6 318 21 590 4 11 626 36 0 30 6 74 0 507 34 12 553 37 1534 1571 "' BREAK "' - 16:00 14 21 49 0 84 4 154 0 0 1581 0 8 1 23 0 89 9 0 38 1 362 363 16:15 17 64 46 0 127 24 149 0 2 175 6 0 9 0 15 0 112 17 5 134 7 444 451 16:30 20 64 72 0 156 31 148 0 0 179 14 0 8 1 23 0 90 10 2 102 3 457 460 16:45 13 68 65 0 146 20 182 0 0 202 6 0 8 1 17 0 96 8 0 104 1 468 469 Total 64 217 232 0 513 79 633 0 2 7141 42 0 33 3 78 0 387 44 7 438 12 1731 1743 17:00 16 46 64 0 126 35 207 0 6 2" 13 0 7 2 22 0 98 15 0 113 8 501 509 17:15 21 45 75 0 141 13 213 0 3 229 8 0 9 1 18 0 105 6 1 112 5 495 500 17:30 9 46 57 1 113 21 166 0 3 190 9 0 5 1 15 0 92 10 2 104 7 415 422 17:45 10 36 53 0 99 9 214 0 0 223 13 0 8 4 25 0 92 12 3 107 7 447 454 Total 56 173 249 1 479 78 800 0 12 8901 43 0 29 8 80 0 387 43 6 436 27 1858 1885 Grand 396 671 873 36 1976 199 290 6 50 3162 156 0 130 37 323 1 310 208 51 3368 174 8655 8829 Total 7 8 Apprch % 20. 34. 44. 1.8 8.3 91 9 0.2 1.6 48. 0.0 40. 11. 0.0 92 6.2 1.5 0 0 2 3 2 5 3 Total % 4.5 7.6 9.9 0.4 22.4 2.3 9 0.1 0.6 35.8 1.8 0.0 1.5 0.4 3.7 0.0 35, 2.4 0.6 38.1 2.0 98.0 Approach totals Include pods Fj 0 2-1135 P METRIC ENGINEERING 13940 S.W 136 Street Miami, FL 33186 Tel: 305-235-5098 Fax 305-251-5894 .re Name : SW 1 at Ave & SW 13 St Site Code : 00000000 Start bate : 07/02/2002 Page :2 Peak Hour From 07:00 to 08:45 - Peak 1 of 1 §W-1 st AVENUE SW 13th STREET SW 1st AVENUE SW 131h STREET Southbound Westbound Northbound Eastbound Start Time Left Thru Right T� Left Thru Right �� Lett Thru Right T Left Thru Right T Peak Hour From 07:00 to 08:45 - Peak 1 of 1 Intersection 08:00 Volume 101 5,9 63 223 8 307 0 315 4 0 11 Percent 45.3 26.5 28.3 2.5 97.5 0.0 26.7 0.0 73.3 High Int. 08:45 Volume 23 21 17 61 2 89 0 91 3 0 5 Peak Factor Peak Hour From 07:00 to 08:45 - Peak 1 of 1 By Approach 08:00 08:00 08:00 Volume 101 59 63 223 8 307 0 315 4 0 11 Percent 45.3 26.5 28.3 2.5 97.5 0.0 26.7 0.0 73.3 High Int. 08:30 08:45 08:45 Volume 32 17 18 67 2 89 0 91 3 0 5 Peak Factor 0.832 0.865 Peak Hour From 11:00 to 12:45 - Peak 1 of 1 Intersection 12:00 Volume 69 92 151 312 21 590 4 615 36 0 30 Percent 22.1 29.5 48.4 3.4 95.9 0.7 54.5 0.0 45.5 High Int. 12:45 Volume 22 20 42 84 1 177 0 178 7 0 6 Peak Factor Peak Hour From 11:00 to 12:45 - Peak 1 of 1 By Approach 12:00 12:00 11:45 Volume 69 92 151 312 21 590 4 615 40 0 27 Percent 22.1 29.5 48.4 3.4 95.9 0.7 59.7 0.0 40.3 High Int. 12:45 12:45 12:00 Volume 22 20 42 84 1 177 0 178 13 0 6 Peak Factor 0.929 v 0.864 Peak Hour From 16:00 to 17:45 - Peak 1 of 1 Intersection 16:30 Volume 70 223 276 569 99 750 0 849 43 0 32 Percent 12.3 39.2 48.5 11.7 88.3 0.0 57.3 0.0 42.7 High Int. 17:00 Volume 16 46 64 126 35 207 0 242 13 0 7 Peak Factor Peak Hour From 16:00 to 17:45 - Peak 1 of 1 By Approach 16:30 17:00 16:00 Volume 70 223 276 569 78 800 0 678 42 0 33 Percent 12.3 39.2 48.5 8.9 91.1 0.0 56.0 0.0 44.0 High Int. 16:30 17:00 16:00 Volume 20 64 72 158 35 207 0 242 14 0 8 Peak Factor 0.912 0.907 i 15 0 940 37 0.0 96.2 3.8 8 0 286 7 08:00 15 0 940 37 0.0 96.2 3.8 08:45 8 0 286 7 0.469 66 0 507 34 0.0 93.7 6.3 13 0 150 10 12:00 67 0 507 34 0.0 93.7 6.3 12:45 19 0 150 10 0.882 75 0 389 39 0.0 90.9 9.1 20 0 98 15 16:15 75 0 396 50 0.0 88.8 11.2 16:15 22 0 112 17 0.852 App. otal Total 977 1530 293 453 0.844 977 293 0.834 541 1534 160 435 0.882 541 160 0.845 428 1921 113 501 0.959 446 129 0.864 t 02-1:x:35 METRIC ENGINEERING 13940 S.W 136 Street Miami, FL 33186 Tel: 305-235-5098 Fax: 305-251-5894 lt-n Drinfd+ PAOO TOI I ILM -''e Name : SW let Ave & SW 10 St .a Code : 00000000 Start gate : 06/2012002 Page' :1 08:00 10 SW 1 st AVENUE 0 31 SW 10th STREET 5 SW 1 st AVENUE 0 15 SW 10th STREET 0 0 0 0 0 Southbound 0 0 Westbound 46 123 Northbound 08:15 9 Eastbound 0 54 149 2 Stag 0 Thr Rig Ped App. Lett r Rig Ped App. Lett 0 0 Rig Ped App. Lett Thr Rig Ped App. Exciu Indu. Int. Time Lett 12 ht s Total 0 o ug ht s Total 0 h ht s Total 140 � ht s Total 28 Total Total 0 0 15 18 0 0 0 0 0 0 0 0 0 0 43 88 131 Total 34 342 0 Total 535 13 Factor 1.0 1.01 1.0 1.0 0 1.0 1.01 1.0 1.0 0 1.01 1.01 1.01 1.01 389 1.01 1.01 1.0 1 1.0 66 99 11:15 9 07:00 1 2 43 0 2 47 2 0 0 4 6 0 0 0 1 1 0 0 0 0 0 7 47 54 07:15 1 50 0. 6 57 3 0 0 9 12 0 0 0 4 4 0 0 0 0 0 19 54 73 07:30 5 64 0 12 81 0 0 0 9 9 0 0 0 2 2 0 0 0 0 0 23 69 92 07:45 7 108 0 9 124 2 0 0 12 14 0 0 0 2 2 0 0 0 0 0 23 117 140 Total 15 265 0 29 3091 7 0 0 34 41 i 0 0 0 9 91 0 0 0 0 01 72 287 359 08:00 10 108 0 31 149 5 0 0 15 20 0 0 0 0 0 0 0 0 0 0 46 123 169 08:15 9 86 0 54 149 2 0 0 9 11 0 0 0 10 10 0 0 0 0 0 73 97 170 08:30 6 72 0 46 124 3 0 0 12 15 0 0 0 1 1 0 0 0 0 0 59 81 140 08:45 9 76 0 28 113 3 0 0 15 18 0 0 0 0 0 0 0 0 0 0 43 88 131 Total 34 342 0 159 535 13 0 0 51 64 0 0 0 11 11 0 0 0 0 0 221 389 610 ••• BREAK "' 31 402 0 93 526 22 0 0 30 521 0 0 0 8 8 0 0 0 0 '0 131 455 586 09:45 9 0 0 6 151 0 0 0 0 0_1 0 0 0 0 01 0 0 0 0 01 6 9 15 Total 9 0 0 6 151 0 0 0 0 01 0 0 0 0 01 0 0 0 0 01 6 9 15 "' BREAK "' 0 113 0 53 166 3 0 0 6 9 0 0 0 0 0 0 0 0 0 0 59 116 175 11:00 4 61 0 24 89 1 0 0 7 8 0 0 0 2 2 0 0 0 0 0 33 66 99 11:15 9 96 0 27 132 4 0 0 3 7 0 0 0 5 5 0 0 0 0 0 35 109 144 11:30 6 .87 0 25 118 2 0 0 7 9 0 0 0 1 1 1 0 0 0 1 33 96 129 11:45 3 83 0 28 114 6 0 0 13 19 0 0 0 2 2 0 0 0 0 0 43 92 135 Total 22 327 0 104 453 13 0 0 30 431 0 0 0 10 10 1 0 0 0 1 144 363 507 12:00 14 106 0 17 137 4 0 0 9 13 00 0 0 5 5 0 0 0 0 0 31 124 155 12:15 5 103 0 11 119 4 0 0 9 13 0 0 0 3 3 0 0 0 0 0 23 112 135 12:30 6 118 0 21 147 8 0 0 7 15 0 0 0 0 0 0 0 0 0 0 28 134 162 12:45 4 75 0 44 123 6 0 0 5 11 0 0 • 0 0 0 0 0 0 0 0 49 85 134 Total 31 402 0 93 526 22 0 0 30 521 0 0 0 8 8 0 0 0 0 '0 131 455 586 • BREAK "' .0 Total % 3.9 60. 0.0 24. 89.1 2.6 0.0 0.0 7.0 9.6 0.0 0.0 0.0 1.2 1.2 0.0 0.0 0.0 0.0 0.0 1. Approach totals include pods 16:00 7 80 0 34 121 2 0 0 11 13 00 0 0 0 0 0 0 0 0 45 89 134 16:15 0 113 0 53 166 3 0 0 6 9 0 0 0 0 0 0 0 0 0 0 59 116 175 16:30 4 87 0 82 173 5 0 0 12 17 0 0 0 0 0 0 0 0 0 0 94 96 190 16:45 4 103 0 50 157 4 0 0 14 18 0 0 0 0 0 0 0 0 0 0 64 111 175 Total 15 383 0 219 617 14 0 0 43 571 0 0 0 0 0 0 0 0 0 0 262 412 674 17:00 3 149 0 84 236 7 0 0 31 38 0 0 0 8 8 0 0 0 0 0 123 159 282 17:15 4 167 0 92 263 9 0 0 15 24 0 0 0 0 0 0 0 0 0 0 107 180 287 17:30 9 135 0 76 220 11 0 0 23 34 0 0 0 2 2 0 0 0 0 0 101 155 256 17:45 6 157 1 88 252 3 0 0 13 16 0 0 0 0 0 0 0 0 0 0 101 167 268 Grand 148 232 1 950 3426 99 0 0 270 369 0 0 0 48 48 1 0 0 0 1 1268 2576 3844 Total 7 Apprch % 4.3 67. 0.0 27. 28' • 0.0 0.0 73. 0.0 0.0 0.0 100 100 0.0 0.0 0.0 .0 .0 Total % 3.9 60. 0.0 24. 89.1 2.6 0.0 0.0 7.0 9.6 0.0 0.0 0.0 1.2 1.2 0.0 0.0 0.0 0.0 0.0 33.0 67.0 Approach totals include pods L 02-1135 METRIC ENGINEERING 13940 S.W 136 Street Miami, FL 33186 Tei: 305-235-5098 Fax 305-251-5894 1 3 Name : SW lot Ave & SW 10 St Site Code : 00000000 Start.bate : 06/20/2002 Page :2 Peak Hour From 07:00 to 08:45 - P68K 1 ar 1 SW 1st AVENUE SW 10th STREET SW 1st AVENUE SW 10th STREET Intersection Southbound Westbound Northbound Eastbound Start Time Left Throu Rift T left Throb Right T� Left Throb Rlght Total Left Throb Right 406 12 0 0 Percent Peak Hour From 07:00 to 08:45 - P68K 1 ar 1 0 0 0 0 Intersection 07:45 0 0.0 0.0 0.0 Volume 32 374 0 406 12 0 0 Percent 7.9 92.1 0.0 0 100.0 0.0 0.0 High Int. 08:00 07:00 13 Volume 10 108 0 118 5 0 0 Peak Factor 08:00 - 08:00 Peak Hour From 07:00 to 08:45 - Peak 1 of 1 0 0 0 0 By Approach 07:45 0 0.650 08:00 Volume 32 374 0 406 13 0 0 Percent 7.9 92.1 0.0 0 100.0 0.0 0.0 High int. 08:00 0.0 08:00 0.0 8 Volume 10 108 0 118 5 0 0 Peak Factor 11:00 0•� 11:00 Peak Hour From 11:00 to 1245 - Peak 1 of 1 0 0 0 0 Intersection 11:45 0 - - - Volume 30 410 0 440 22 0 0 Percent 6.8 93.2 0.0 100.0 0.0 0.0 High Int. 12:30 0 1 0 0 0.688 Volume 8 118 0 126 8 0 0 Peak Factor 0 0 0 0 0 0 Peak Hour From 11:00 to 12:45 - Peak 1 of 1 0.0 0.0 0.0 By Approach 11:45 9 0 11:45 0 0 Volum 30 410 0 440 22 0 0 Percent 6.8 93.2 0.0 100.0 0.0 0.0 High Int. 12:30 0 0 12:30 17:30 Volum 8 118 0 126 8 0 0 Peak Factor 0 0.873 0 0 0 Peak Hour From 16:00 to 17:45 - Peak 1 of 1 0.705 Intersection 17:00 Volume 22 608 1 631 30 0 0 Percent 3.5 96.4 0.2 100.0 0.0 0.0 High Int. 17:15 Volum 4 167 0 171 9 0 0 Peak Factor Peak Hour From 16:00 to 17:45 - Peak 1 of 1 By Approach 17:00 16:45 Volum 22 608 1 631 31 0 0 Percent 3.5 96.4 0.2 100.0 0.0 0.0 High Int. 17:15 17:30 Volum 4 187 0 171 11 0 0 Peak Factor 0.923 l 12 0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 5 0 0 0 0 0 0 0 07:00 07:00 13 0 0 0 0 0 0 0 08:00 - 08:00 5 0 0 0 0 0 0 0 0.650 22 0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 8 0 0 0 0 0 0 0 11:00 11:00 22 0 0 0 0 1 0 0 - - - 100.0 0.0 0.0 12:30 11:30 8 0 0 0 0 1 0 0 0.688 30 0 0 0 0 0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 9 0 0 0 0 0 0 0 16:00 16:00 31 0 0 0 0 0 0 0 17:30 17:30 11 0 0 0 0 0 0 0 0.705 App. Int. Total Total 0 418 0 123 0.850 0 0 0 462 0 134 0.882 1 1 0.250 0 661 0 180 0.918 0 0 G 02-9.135 L METRIC ENGINEERING 13940 S.W 136 Street Miami, FL 33186 Tel: 305-235-5098 Fax 305-251-5894 t "Ile Name : SW 1 st AVG & SW 9 St ,its Code : 00000000 Start Date : 06/20/2002 Page :1 08:00 0 SW 1st AVENUE 0 0 SW 9 STREET 16 0 SW 1st AVENUE 4 20 SW 9 STREET 0 0 4 4 0 0 caouthbtwrtd 0 0 Westbound 125 133 Northbound 0 81 Eastbourld 0 81 5 0 Stara 1 Thr RIg Ped App. 0 Thr RigPed App. Left Thr Rig Ped App. Lett Thr Rig Ped ouh App. 4 Inclu. Int. Time Left ouh ht s Total Lett oug ht s Total 0 ouh ht s Total 11 ht s Total Total Total Total 0 0 0 0 0 8 96 104 08:45 0 71 0 0 71 1 0 Factor 1.0 1.0 1.0 1.0 0 1.0 1.01 1.0 1.0 1 1.0 1.0 L I.Oj 1.0 0 1.0 1.0 L 1.01 1.0 0 5 72 77 07:00 0 50 0 0 50 5 1 0 5 11 0 0 0 3 3 0 0 0 0 0 8 56 64 0715 0 56 0 0 58 3 0 0 3 6 0 0 0 2 2 0 0 0 0 0 5 61 66 07:30 0 61 0- 0 61 3 0 0 3 6 0 0 0 1 1 0 0 0 0 0 4 64 68 07:45 0 89 0 0 891 9 0 0 9 181 0 0 0 7 -013 71 0 0 0 0 01 16 98 114 Total 0 258 0 0 2581 20 1 0 20 41 0---0 11:15 13l 0 0 0 0 01 33 279 312 08:00 0 109 0 0 109 16 0 0 4 20 0 0 0 4 4 0 0 0 0 0 8 125 133 08:15 0 81 0 0 81 5 0 0 1 6 0 0 0 3 3 0 0 0 0 0 4 Be 90 08:30 0 91 0 0 91 5 0 0 6 11 0 0 0 2 2 0 0 0 0 0 8 96 104 08:45 0 71 0 0 71 1 0 0 4 5 0 0 0 1 1 0 0 0 0 0 5 72 77 Total 0 352 0 0 352 27 0 0 15 42 0 0 0 10 10 0 0 0 0 0 25 379 404 ... BREAK °" 0 376 0 0 376 66 0 0 41 107 0 0 0 31 31 0 0 0 0 0 72 442 514 11:00 0 63 0 0 83 5 0 0 15 20 0 0 0 9 9 0 0 0 0 0 24 88 112 11:15 0 84 0 0 84 11 0 0 10 21 0 0 0 4 4 0 0 0 0 0 14 95 109 11:30 0 94 0 0 94 4 0 0 19 23 0 0 0 6 6 0 0 0 0 0 25 98 123 11:45 0 72 0 0 72 8 0 0 15 23 0 0 0 13 13 0 0 0 0 0 28 80 106 Total 0 333 0 0 333 28 0 0 59 87 0 0 0 32 32 0 0 0 0 0 91 361 452 12:00 0 83 0 0 83 3 1 0 3 7 0 0 0 3 3 0 0 0 0 0 6 87 93 1215 0 128 0 0 128 6 0 0 20 26 0 0 0 22 22 0 0 0 0 0 42 134 176 12:30 0 76 0 0 76 e 0 0 6 14 0 0 0 5 5 0 0 0 0 0 11 84 95 12:45 0 87 0 0 87 18 0 0 19 37 0 0 0 12 12 0 0 0 0 0 31 105 136 Total % 0.0 75. 0.0 A 07• za 1 n nR Rd 0 n 0 42 42 0 0 0 0 0 90 410 500 ... BREAK "' 16:00 0 76 0 0 76 15 0 06 21 0 0 0 4 4 0 0 0 0 0 10 91 101 16:15 0 76 0 0 76 15 0 0 15 30 0 0 0 12 12 0 0 0 0 0 27 91 118 16:30 0 115 0 0 115 12 0 0 7, 19 0 0 0 9 9 0 0 0 0 0 16 127 143. 16:45 0 109 0 0 109 24 0 0 13 37 0 0 0 6 6 0 0 0 0 0 19 133 152 Total 0 376 0 0 376 66 0 0 41 107 0 0 0 31 31 0 0 0 0 0 72 442 514 17:00 0 144 0 0 144 23 1 0 30 54 0 0 0 16 16 0 0 0 0 0 46 168 214 17:15 0 135 0 0 135 29 0 0 14 43 0 0 0 12 12 0 0 0 0 0 26 164 190 17:30 0 136 0 0 136 33 0 0 13 46 0 0 0 16 16 0 0 0 0 0 29 169 198 17:45 0 120 0 0 120 19 0 0 10 29 0 0 0 8 8 0 0 0 0 0 18 139 157 Total 0 535 0 0 535 104 1 0 67 172 0 0 0 52 52 0 0 0 0 0 119 640 759 Grand 0 222 0 0 2228 280 3 0 250 533 0 0 0 180 180 0 0 0 0 0 430 2511 2941 Total 8 Apprch % 0.0 100 0.0 0.0 52. 0.6 0.0 9 0.0 0.0 0.0 1000 0.0 0.0 0.0 0.0 Total % 0.0 75. 0.0 0.0 75.8 9.5 0.1 0.0 8.5 18.1 0.0 0.0 0.0 6.1 6.1 0.0 0.0 0.0 0.0 0.0 14.6 85.4 Approach totals Include pods U 02-:135 L METRIC ENGINEERING 13940 S.W 136 Street Miami, FL 33186 Tel: 305-235-5098 Fax: 305-251-5894 ale Name : SW 1st Ave & SW 9 St Site Code : 00000000 Start Date : 06/20/2002 Page :2 Peak Hour From 07:00 to 08:45 - Peak 1 01 1 Intersection 07:45 Volume 0 370 0 370 35 0 0 35 0 0 0 Percent 0.0 100.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 High Int. 08:00 Volume 0 109 0 109 16 0 0 16 0 0 0 Peak Factor S1.11119 t AVENUE SW 9 STREET SW 1 st AVENUE SW 9 STREET 0.0 Southbound Westbound Northbound Eastbound Start Time lett Throh Right 0 Lett Throh Right - Left Throh flight Total eft Throh Right Tot Peak Factor 0.649 0.547 Peak Hour From 11:00 to 12:45 - Peak 1 of 1 l Intersection 12:00 T Peak Hour From 07:00 to 08:45 - Peak 1 01 1 Intersection 07:45 Volume 0 370 0 370 35 0 0 35 0 0 0 Percent 0.0 100.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 High Int. 08:00 Volume 0 109 0 109 16 0 0 16 0 0 0 Peak Factor 0 0 0.0 Peak Hour From 07:00 to 08:45 - Peak 1 of 1 0.0 0 0 By Approach 07:45 07:45 07:00 Volume 0 370 0 370 35 0 0 35 0 Percent 0.0 100.0 0.0 100.0 0.0 0.0 - High Int. 08:00 08:00 08:00 Volume 0 109 0 109 18 0 0 16 0 Peak Factor 0.649 0.547 Peak Hour From 11:00 to 12:45 - Peak 1 of 1 l Intersection 12:00 0 0 0 0 0.0 0.0 0.0 0 0 0 0 App. Int. al Total 0 405 0 125 0.810 07:00 0 0 0 0 0 0 0 08:00 0 0 0 0 0 0 0 Volume 0 374 0 374 35 1 0 38 0 0 0 Percent 0.0 100.0 0.0 97.2 2.8 0.0 0.0 0.0 0.0 High Int. 12:15 Volume 0 128 0 128 6 0 0 6 0 0 0 Peak Factor Peak Hour From 11:00 to 12:45 - Peak 1 of 1 By Approach 11:30 12:00 11:00 Volume 0 377 0 377 35 1 0 36 0 Percent 0.0 100.0 0.0 97.2 2.8 0.0 - High Int. 12:15 12:45 12:45 Volume 0 128 0 128 18 0 0 18 0 ?eak Factor 0.736 0.500 Peak Hour From 16:00 to 17:45 - Peak 1 of 1 l Intersection 17:00 0 0 0 0 0 410 0.0 0.0 0.0 0 0 0 0 0 134 0.765 11:00 0 0 0 0 0 0 0 12:45 0 0 0 0 0 0 0 Volume 0 535 0 535 104 1 0 105 0 0 0 Percent 0.0 100.0 0.0 99.0 1.0 0.0 0.0 0.0 0.0 High Int. 17:30 Volume 0 136 0 136 33 0 0 33 0 0 0 Peak Factor Peak Hour From 16:00 to 17:45 - Peak 1 of 1 By Approach 17:00 16:45 16:00 Volume 0 535 0 535 109 1 0 110 0 Percent 0.0 100.0 0.0 99.1 0.9 0.0 - High Int. 17:00 17:30 17:30 Volume 0 144 0 144 33 0 0 33 0 Peak Factor 0.929 0.833 l 0 0 00 0 640 0.0 0.0 0.0 0 0 0 0 0 169 0.947 16:00 0 0 0 0 0 0 0 17:30 0 0 0 0 0 0 0 7 02-1.35 Z METRIC ENGINEERING 13940 S.W 136 Street Miami, FL 33186 Tel: 305-235-5098 Fax: 305-251-5894 r,rrxrns Printnri• ceoe _ YO11r%eQ File Name : sw 1 st ave & sw 8 at Site Code : 00000000 Start Date : 06/2012002 Page , : 1 08:00 40 SW 1 st AVENUE 0 2 SW 8th STREET 0 0 SW 1 st AVENUE 1 1 SW 8th STREET 0 0 2 2 0 376 Southbound 6 427 Westbound 491 502 Northbound 48 28 Eastbound 5 W 0 0 Start Left Thr Rig Ped __ App. Left Thr Rig Ped APP• Lsft Thr Rig Ped App. Left Thr Rig Ped App. Exdu Indu. Int. Time 2 2 ht s Total 2 2 ht s Total 3 571 ht s Total 06:45 � ht s Total 117 Total Total 0 1 h 0 0 0 2 h 0 597 58 3 858 13 765 778 Total 203 133 0 17 Total 0 0 Factor 1.0 1.0 1.0 1.01 0 1.0 1.01 1.01 1.0 200 1.0 1.0 1.01 1.01 2598 1.0 1.01 1.01 1.0 07:00 24 16 0 1 41 0 0 0 0 0 0 0 0 1 1 0 289 35 1 325 3 364 367 07:15 25 15 0 1 41 0 0 0 1 1 0 0 0 1 1 0 326 38 0 364 3 404 407 07:30 28 17 0� 3 48 0 0 0 0 0 0 0 0 3 3 0 386 37 2 425 8 468 476 07:45 32 22 0 3 57 1 0 0 0 1 1 1 0 0 0 0 01 0 393 31 2 4261 6 478 484 Total 109 70 0 8 187 0 0 0 2 2 0 0 0 5 5 0 134 141 5 1540 20 1714 1734 401 416 11:45 44 47 0 4 95 0 0 0 0 0 0 0 0 0 0 0 289 26 10 08:00 40 30 0 2 72 0 0 0 1 1 0 0 0 2 2 0 376 45 6 427 11 491 502 08:15 48 28 0 5 W 0 0 0 0 0 0 0 0 2 2 0 527 48 2 577 9 651 660 08:30 52 28 0 3 83 0 0 0 2 2 0 0 0 2 2 0 519 49 3 571 10 648 658 06:45 63 47 0 7 117 0 0 0 1 1 0 0 0 2 2 0 597 58 3 858 13 765 778 Total 203 133 0 17 353 0 0 0 4 4 0 0 0 8 8 0 209 200 14 2233 43 2555 2598 ••• BREAK •.. 11:00 36 39 0 5 80 0 0 0 0 0 0 0 0 7 7 0 256 17 6 279 18 348 366 11:15 44 75 0 4 123 0 0 0 0 0 0 0 0 1 1 0 248 29 0 277 5 396 401 11:30 44 51 0 5 100 0 0 0 5 5 0 0 0 2 2 0 282 24 3 309 15 401 416 11:45 44 47 0 4 95 0 0 0 0 0 0 0 0 0 0 0 289 26 10 325 14 406 420 Total 168 212 0 18 398 0 0 0 5 5 0 0 0 10 10 0 105 96 19 1190 52 1551 1603 12:00 56 69 0 4 129 0 0 0 2 2 0 0 0 4 4 0 287 27 7 321 17 439 456 12:15 62 65 0 9 136 0 0 0 2 2 0 0 0 6 6 0 327 25 3 355 20 479 499 12:30 65 74 0 8 147 0 0 0 4 4 0 0 0 2 2 0 333 21 5 359 19 493 512 12:45 60 72 0 8 140 0 0 0 3 3 0 0 0 0 0 0 341 23 3 367 14 496 510 Total 243 280 0 29 552 0 0 0 11 11 0 0 0 12 12 0 128 96 18 1402 70 1907 1977 • BREAK "' 16:00 28 37 0 3 68 0 0 0 2 2 0 0 0 0 0 0 138 19 2 159 7 222 229 16:15 18 40 0 2 60 0 0 0 1 1 0 0 0 0 0 0 172 12 1 165 4 242 246 16:30 18 46 0 1 65 0 0 0 1 1 0 0 0 0 0 0 175 23 1 199 3 262 265 16:45 23 50 0 3 76 0 0 0 0 0 0 0 0 0 0 0 176 26 2 204 5 275 280 Total 87 173 0 9 269 0 0 0 4 4 0 0 0 0 0 0 661 80 6 747 19 1001 1020 17:00 26 62 0 6 94 0 0 0 3 3 0 0 0 0 0 0 171 26 3 200 12 285 297 17:15 24 58 0 5 87 0 0 0 0 0 0 0 0 0 0 0 192 21 1 214 6 295 301 17:30 28 54 0 3 85 0 0 0 1 1 0 0 0 0 0 0 180 25 4 209 8 287 295 17:45 35 60 0 4 99 0 0 0 1 1 0 0_ 0 0 0 0 162 38 2 202 7 295 302 Grand 110 Total 923 2 0 99 2124 0 0 0 31 31 0 0 0 35 35 0 714 723 72 7937 237 9890 1012 2 7 Apprch % 43' 51' 0.0 4.7 0.0 10.0 0.0 100 0.0 0.0 0.0 100 0.0 90' 9.1 0.9 5 9 .0 .0 0 Total % 9.1 10. 0.0 1.0 21.0 0.0 0.0 0.0 0.3 0.3 0.0 0.0 0.0 0.3 0.3 0.0 7 5 7.1 0.7 78.4 2.3 97.7 Approach totals include pods L 02-1135 METRIC ENGINEERING 13940 S.W 136 Street Miami, FL 33186 Tel: 305-235-5098 FaX 305-251-5894 s'ile Name : sw 1 at ave & sw 8 st Site Code : 00000000 Stfdrt Date : 06/20/2002 Page :2 Peak Hour From 07:0010 06:45 - Peak 1 or 1 SW 1st AVENUE SW 8th STREET SW 1st AVENUE SW 8th STREET 203 133 0 336 Southbound Westbourxl Northbound Eastbound Start Time Left Throe Right " APP- Left Throe Right APP' Left Throe Ri ht g APP' Peak Hour From 11:00 to 12:45 - Peak 1 of 1 Intersection 12:00 58 655 h High Int. 12:45 Total h 0.835 Total h Total Peak Hour From 07:0010 06:45 - Peak 1 or 1 Intersection 08:00 Peak Hour From 07:00 to 08:45 - Peak 1 of 1 Volume 203 133 0 336 0 0 0 Percent 60.4 39.6 0.0 0.0 0.0 0.0 High Int. 08:45 80.4 39.6 0.0 Volume 63 47 0 110 0 0 0 Peak Factor Throe Right Peak Hour From 07:00 to 08:45 - Peak 1 of 1 Int. By Approach 08:00 07:00 Volume 203 133 0 336 0 Percent 80.4 39.6 0.0 1384 High Int 08:45 08:45 Volume 63 47 0 110 0 Peak Factor 0.764 9.0 Peak Hour From 11:00 to 12:45 - Peak 1 of 1 Intersection 12:00 58 0 0 0 0 0 0.0 0.0 0.0 0 0 0 0 0 Left Throe Right 0 Int. 0 h 00 To l Tm.; 0 1288 96 1384 1907 0 2019 200 2219 2555 0.0 91.0 9.0 0.0 0 597 58 655 765 High Int. 12:45 0.835 07:00 08:00 0 0 0 0 0 0 0 0 2019 200 2219 • - - - - 0.0 91.0 9.0 08:45 08:45 0 0 0 0 0 0 0 0 597 58 655 0.847 Volume 243 280 0 523 0 0 0 0 0 00 0 0 1288 96 1384 1907 Percent 46.5 53.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 93.1 6.9 High Int. 12:45 Volume 60 72 0 132 0 0 0 0 0 0 0 0 0 341 23 364 496 Peak Factor 0.961 Peak Hour From 11:00 to 12:45 - Peak 1 of 1 By Approach 12:00 11:00 11:00 12:00 Volume 243 280 0 523 0 0 0 0 0 0 0 0 0 1288 96 1384 Percent 46.5 53.5 0.0 - - - - - - 0.0 93.1 6.9 High Int. 12:30 12:30 12:3e 12:45 Volume 65 74 0 139 0 0 0 0 0 0 0 0 0 341 23 364 -leak Factor 0.941 0.951 Peak Hour From 16:00 to 17:45 - Peak 1 of 1 Intersection 17:00 Volume 113 234 0 347 0 0 0 0 0 0 0 0 0 705 110 815 1162 Percent 32.6 67.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 86.5 13.5 High Int. 17:45 Volume 35 60 0 95 0 0 0 0 0 0 0 0 0 162 38 200 295 Peak Factor 0.985 Peak Hour From 16:00 to 17:45 - Peak 1 of 1 BY Approach 17:00 16:00 16:00 16:45 Volume 113 234 0 347 0 0 0 0 0 0 0 0 0 719 98 817 Percent 32.6 67.4 0.0 - - - - - - 0.0 88.0 12.0 High Int. 17:45 17:45 17:45 17:15 " Volume 35 60 0 95 0 0 0 0 0 0 0 0 0 192 21 213 Peak Factor 0.913 0.959 N 02-1135 L METRIC ENGINEERING 13940 S.W 136 Street Miami, FL 33186 Tel: 305-235-5098 Fax 305-251-5894 r;eevine DrinfmA. reae _ rrm irve 'Ills Name : SW 1 st Ave & SW 7 St Site Code : 00000000 Staq Date : 07/02/2002 Pao :1 08:00 0 46 SW 1st AVENUE 0 67 SW 7th STREET 118 0 SW 1st AVENUE 134 0 SW 7th STREET 0 0 0 0 0 0 0 0 0 Southbound 201 08:15 Westbound 18 0 Northbound 15 102 Eastbound 0 117 0 0 Start Len Thr Rig Ped _ App. Len Thr Riq Ped App. 0 Thr Rig Ped App. 0 Thr Rig Ped App. Exclu Indu. Int Time 0 u ht s TOW 17 u ht s Total Len u ht s Total Len u ht s Total 0 Total Total Total 0 208 77 0 285 61 479 0 0 540 0 0 0 0 01 0 0 0 -0---0 0 825 825 "' BREAK ••• Total 53 447 Factor 1.0 1.0 1.0 1.01 0 1.0 1.0 1.0 1.01 0 1.0 1.01 1.01 i.0 -F--1.0 670 11:00 1.01 1.01 1.0 42 8 96 0 07:00 0 29 11 0 40 5 89 0 0 94 0 0 0 0 0 0 0 0 0 0 0 134 134 07:15 0 29 17 0 46 10 81 0 0 91 0 0 0 0 0 0 0 0 0 0 0 137 137 07:30 0 27 13- 0 40 9 110 0 0 119 0 0 0 0 0 0 0 0 0 0 0 159 159 07:45 0 23 15 0 38 14 100 0 0 114 0 0 0 0 0 0 0 0 0 0 0 152 152 Total 0 108 56 0 1641 38 380 0 0-4181 0 0 0 0 01 0 0 0 0 0 0 582 582 08:00 0 46 21 0 67 16 118 0 0 134 0 0 0 0 0 0 0 0 0 0 0 201 201 08:15 0 51 18 0 69 15 102 0 0 117 0 0 0 0 0 0 0 0 0 0 0 186 186 08:30 0 53 21 0 74 14 128 0 0 142 0 0 0 0 0 0 0 0 0 0 0 216 218 08:45 0 58 17 0 75 16 131 0 0 147 0 0 0 0 0 0 0 0 0 0 0 222 222 Total 0 208 77 0 285 61 479 0 0 540 0 0 0 0 01 0 0 0 -0---0 0 825 825 "' BREAK ••• 170 53 447 0 0 5001 0 0 0 0 0 0 0 0 0 0 0 670 670 11:00 0 32 10 0 42 8 96 0 0 104 00 0 0 0 0 0 0 0 0 0 0 146 146 11:15 0 25 7 0 32 7 91 0 0 98 0 0 0 0 0 0 0 0 0 0 0 130 130 11:30 0 23 8 0 31 10 99 0 0 109 0 0 0 0 0 0 0 0 0 0 0 140 140 11:45 0 31 12 0 43 11 85 0 0 96 0 0 0 0 0 0 0 _ 0 _ 0 0 0 139 139 12:00 0 35 15 0 50 11 101 0 0 112 0 0 0 0 0 0 0 0 0 0 0 162 162 12:15 0 33 17 0 50 16 113 0 0 129 0 0 0 0 0 0 0 0 0 0 0 179 179 12:30 0 20 20 0 40 12 112 0 0 124 0 0 0 0 0 0 0 0 0 0 0 164 164 12:45 0 18 12 0 30 14 121 0 0 135 0 0 0 0 0 0 0 0 0 0 0 165 165 Total 0 106 64 0 170 53 447 0 0 5001 0 0 0 0 0 0 0 0 0 0 0 670 670 13:00 0 22 11 0 331 0 0 0 0 01 0 0 0 0 01 0 0 0 0 01 0 33 33 "' BREAK •.. Total 0 22 11 0 331 0 0 0 0 0 0 0 0 0 01 0 0 0 0 -01 0 33 33 .• BREAK ... 16:00 0 59 67 0 126 25 226 0 0 251 0 0 0 0 0 0 0 0 0 0 0 377 377 16:15 0 48 62 0 110 23 233 0 0 256 0 0 0 0 0 0 0 0 0 0 0 366 366 16:30 0 64 56 0 120 20 265 0 0 285 0 0 0 0 0 0 0 0 0 0 0 405 405 16:45 0 55 68 0 123 25 323 0 0 349 0 0 0 0 0 0 0 0 0 0 0 472 472 Total 0 226 253 0 479 94 104 0 0 1141 0 0 0 0 0 0 0 0 0 0 0 1620 1620 17:00 0 67 80 0 147 19 376 0 0 395 0 0 0 0 0 0 0 0 0 0 0 542 542 17:15 0 76 76 0 152 18 342 0 0 360 0 0 0 0 0 0 0 0 0 0 0 512 512 17:30 0 93 81 0 174 24 360 0 0 384 0 0 0 0 0 0 0 0 0 0 0 558 558 17:45 0 65 80 0 145 20 325 0 0 345 0 0 0 0 0 0 0 0 0 0 0 490 490 Total 0 301 317 0 618 81 143 0 0 1484 0 0 0 0 0 0 0 0 0 0 0 2102 2102 Total 0 108 2 815 0 1897 363 417 0 0 4490 0 0 0 0 0 0 0 0 0 0 0 6387 6387 Apprch % 0.0 5 0.0 8.1 91. 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 Total % 0.0 16. 1 8 0.0 29.7 5.7 6 0.0 0.0 70.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100' 0 Approach totals include pods L 02-I135 METRIC ENGINEERING 13940 S -W 136 Street Miami, FL 33186 Tel: 305-235-5098 Fax 305-251-5894 1. Ale Name : SW t at Ave & SW 7 St Site Code : 00000000 Starr Date :07/02/2002 Page :2 Peak Hour From 07:00 to 08:45 - Peak 1 of 1 Intersection 08:00 Volume 0 208 77 285 61 479 0 540 0 0 0 Percent 0.0 73.b 27.0 11.3 88.7 0.0 0.0 0.0 0.0 High Int. 08:45 Volume 0 58 17 75 16 131 0 147 0 0 0 Peak Factor SW 1st AVENUE SW 7th STREET SW 1st AVENUE SW 7th STREET 500 Southbound Westbound Northbound Eastbound Start Time Lek Thru Right o� Lek Thru I Right I Lek Thru Right App. Lek Thru Right 0.0 0.0 Intersection 12:00 High Int. 12:15 To, To Peak Hour From 07:00 to 08:45 - Peak 1 of 1 Intersection 08:00 Volume 0 208 77 285 61 479 0 540 0 0 0 Percent 0.0 73.b 27.0 11.3 88.7 0.0 0.0 0.0 0.0 High Int. 08:45 Volume 0 58 17 75 16 131 0 147 0 0 0 Peak Factor 170 53 Peak Hour From 07:00 to 08:45 - Peak 1 of 1 0 500 By Approach 08:00 08:00 07:00 volume 0 208 77 285 61 479 0 540 0 Percent 0.0 73.0 27.0 11.3 88.7 0.0 - High Int. 08:45 08:45 08:45 Volume 0 58 17 75 16 131 0 147 0 Peak Factor 0.950 0.0 0.918 Peak Hour From 11:00 to 12:45 - Peak i of 1 0.0 0.0 Intersection 12:00 0 0 0 0 0.0 0.0 0.0 0 0 0 0 App. Int. tal Total 0 825 0 222 0.929 07:00 0 0 0 0 0 0 0 08:45 - 0 0 0 0 0 0 0 Volume 0 106 64 170 53 447 0 500 0 0 0 0 0 00 0 670 Percent 0.0 62.4 37.6 10.6 89.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 High Int. 12:15 Volume 0 33 17 50 16 113 0 129 0 0 0 0 0 0 0 0 179 Peak Factor 0.936 Peak Hour From 11:00 to 12:45 - Peak 1 of 1 By Approach 11:45 12:00 11:00 11:00 Volume 0 119 64 183 53 447 0 500 0 0 0 0 0 0 0 0 Percent 0.0 65.0 35.0 10.6 89.4 0.0 - - - - - High Int. 12:00 12:45 12:45 12:45 Volume 0 35 15 50 14 121 0 135 0 0 0 0 0 0 0 0 'eak Factor 0.915 0.928 Peak Hour From 16:00 to 17:45 - Peak 1 of 1 Intersection 17:00 Volume 0 301 317 618 81 1403 0 1484 0 0 0 0 0 0 0 0 2102 Percent 0.0 48.7 51.3 5.5 94.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 High Int. 17:30 Volume 0 93 81 174 24 360 0 384 0 0 0 0 0 0 0 0 558 Peak Factor 0.942 Peak Hour From 16:00 to 17:45 - Peak 1 of 1 By Approach 17:00 16:45 16:00 16:00 Volume 0 301 317 618 87 1401 0 1488 0 0 0 0 0 0 0 0 Percent 0.0 48.7 51.3 5.8 94.2 0.0 - - - - - High Int. 17:30 17:00 17:00 17:00 Volume 0 93 81 174 19 376 0 395 0 0 0 0 0 0 0 0 Peak Factor 0.888 0.942 9 02-1125 L METRIC ENGINEERING 13940 S.W 136 Street F flame : S. Miami Ave & S.13th St Miami, Fl. 33186 Sew Code : 00000000 Tei: 305-235-5098 Fax 305-251-5894 Start Date : 07/02/2002 Page :1 r% -n PrinfnA• eeoe Toi 1r%vQ 08:00 2 7 1 5 15 4 58 20 5 87 468 7 3 82 76 147 12 3 238 16 406 422 08:15 2 5 3 4 14 2 69 25 1 97 10 79 6 1 96 91 181 9 2 283 8 482 490 08:30 2 4 2 10 , 18 0 71 18 5 94 5 99 6 3 113 87 205 16 7 315 25 515 540 08:45 4 10 9 1 24 1 72 19 4 96 6 88 8 0 102 79 222 18 1 320 6 536 542 "' BREAK "' 11:00 2 S MIAMI AVENUE 12 SW 13th STREET I S MIAMI AVENUE 93 SW 13th STREET 1 133 15 29 12 Southbound 62 30 Westbound 8 0 Northbound 7 331 Eastbound 11:15 3 9 8 Start Left Thr Rig Ped .App. Left Thr Rig Ped I APP. Left ThrRlg 95 Ped App. Left Thr Rig Ped App. Exdu Indu. Int Time 34 u ht s Total 126 u ht s Total 42 u ht s Total 120 u M s Total Total Total Total Factor 1.0 1.0 1.0 1.0 1 1.0 1.0 1.0 1.0 0 1.0 1.0 1.0 1.0 1 1.0 1.0 1.0 1.0 Total 15 41 42 07:00 1 4 1 2 8 2 33 5 1 41 1 37 2 2 42 29 55 4 1 89 6 174 180 07:15 2 8 1- 2 13 1 30 19 5 55 4 38 5 0 47 34 96 5 0 135 7 243 250 07:30 1 5 1 1 8 1 41 15 3 60 5 55 4 5 69 55 111 3 5 174 14 297 311 07:45 2 3 1 4 10 2 42 19 3 66 6 54 4 1 65 73 127 6 1 207 9 339 348 Total 6 20 4 9 391 6 146 58 12 2221 16 184 15 8 2231 191 389 18 7 6051 36 1053 1089 08:00 2 7 1 5 15 4 58 20 5 87 468 7 3 82 76 147 12 3 238 16 406 422 08:15 2 5 3 4 14 2 69 25 1 97 10 79 6 1 96 91 181 9 2 283 8 482 490 08:30 2 4 2 10 , 18 0 71 18 5 94 5 99 6 3 113 87 205 16 7 315 25 515 540 08:45 4 10 9 1 24 1 72 19 4 96 6 88 8 0 102 79 222 18 1 320 6 536 542 "' BREAK "' 11:00 2 12 12 0 26 5 93 34 1 133 15 29 12 6 62 30 79 8 0 117 7 331 338 11:15 3 9 8 5 25 0 86 30 5 121 6 30 14 4 54 27 95 2 4 128 18 310 328 11:30 7 14 13 0 34 2 91 33 0 126 10 29 3 0 42 37 76 7 0 120 0 322 322 11:45 3 6 9 2 20 4 89 32 1 126 11 39 12 0 62 48 96 8 1 151 4 355 359 Total 15 41 42 7 105 11 359 129 7 5061 42 127 41 10 220 140 346 25 5 516 29 1318 1347 12:00 1 12 24 3 40 3 106 30 8 147 10 40 4 13 67 42 65 91 117 25 346 371 12:15 1 14 28 0 43 4 137 32 4 177 9 35 6 1 51 43 95 9 1 148 6 413 419 12:30 2 20 22 0 44 4 141 46 16 207 15 53 8 7 83 31 100 9 10 150 33 451 484 12:45 8 24 24 3 59 4 115 43 4 166 13 32 6 7 58 58 110 12 2 182 16 449 465 "' BREAK... 16:00 0 18 24 1 43 8 106 26 4 144 18 31 12 2 63 24 62 6 1 93 8 335 343 16:15 3 23 35 0 61 3 134 16 4 157 14 53 7 4 78 35 100 7 0 142 8 430 438 16.30 1 28 29 0 58 4 138 14 1 157 9 46 6 0 61 39 91 13 0 143 1 418 419 16:45 7 27 38 0 72 11 178 18 2 209 _ 14 30 8 1 53 19 88 18 0 125 3 456 459 17:00 2 26 41 0 69 6 177 10 1194 14 51 5 0 70 29 84 9 0 122 1 454 455 17:15 5 25 28 0 56 7 180 20 1 208 16 36 4 0 56 34 81 4 1 120 2 438 440 17:30 2 15 24 1 42 6 182 19 11 218 19 27 6 0 52 28 83 10 0 121 12 421 433 17:45 0 22 40 0 62 7 178 13 0 198 12 19 3 4 38 23 93 8 2 126 6 418 424 Grand 63 341 416 44 864 91 254 556 90 3284 246 109 158 64 1566 106 254 212 43 3866 241 9339 9580 Total 7 8 9 2 Apprch % 7.3 39. 48. 5.1 77. 2 8 16. 2.7 15. 70. 10. 4.1 27. 65. 5.5 1.1 5 1 6 9 7 1 1 7 8 Total % 0.7 3.6 4.3 0.5 9.0 0.9 8 5.8 0.9 34.3 2.6 11. 1.6 0.7 16.3 11. 2 . 2.2 0.4 40.4 2.5 97.5 i Approach totals Include pods L METRIC ENGINEERING 13940 S.W 136 Street Ries Name : S. Miami Ave & S. 13th St Miami, FL 33186 Site Code : 00000000 Tei: 305-235-5098 Fax 305-251-5894 Start Dade :07/02/2002 Page :2 Peak Hour From 07:00 to 08:45 - Peak 1 of 1 S MIAMI AVENUE Southbound SW 13th STREET Westbound S MIAMI AVENUE Northbound SW 13th STREET EastWund Start Time Left Thru Right Total Lett Thr Right I Total Left I Thru I Right App -Total Left I Thru I Right 270 Peak Hour From 07:00 to 08:45 - Peak 1 of 1 Intersection 08:00 Volume 10 26 15 51 7 270 82 359 25 334 27 Percent 19.6 51.0 29.4 1.9 75.2 22.8 6.5 86.5 7.0 High Int. 08:45 Volume 4 10 9 23 1 72 19 92 6 Be 8 Peak Factor Peak Hour From 07:00 to 08:45 - Peak 1 of 1 By Approach 08:00 08:00 08:00 Volume 10 26 15 51 7 270 82 359 25 334 27 Percent 19.6 51.0 29.4 1.9 75.2 22.8 6.5 86.5 7.0 High Int. 08:45 08:15 08:30 Volume 4 10 9 23 2 69 25 96 5 99 6 Peak Factor 0.554 0.935 Peak Hour From 11:00 to 12:45 - Peak 1 of 1 intersection 12:00 Volurne 12 70 98 180 15 499 151 665 47 160 24 Percent 6.7 38.9 54.4 2.3 75.0 22.7 20.3 69.3 10.4 High Int. 12:30 Volume 2 20 22 44 4 141 46 191 15 53 8 Peak Factor Peak Hour From 11:00 to 1245 - Peak 1 of 1 By Approach 12:00 12:00 11:45 Volume 12 70 98 180 15 499 151 665 45 167 30 Percent 6.7 38.9 54.4 2.3 75.0 22.7 18.6 69.0 12.4 High Int. 12:45 12:30 12:30 Volume 8 24 24 56 4 141 46 191 15 53 8 Peak Factor 0.804 ` 0.870 Peak Hour From 16:00 to 17:45 - Peak 1 of 1 Intersection 16:45 Volume 16 93 129 238 30 717 67 814 63 144 23 Percent 6.7 39.1 54.2 3.7 88.1 8.2 27.4 62.6 10.0 High Int. 16:45 Volume 7 27 38 72 11 178 18 207 14 30 8 Peak Factor Peak Hour From 16:00 to 17:45 - Peak 1 of 1 By Approach 16:15 16:45 16:15 Volume 13 104 143 260 30 717 67 814 51 180 26 Percent 5.0 40.0 55.0. 3.7 88.1 8.2 19.8 70.0 10.1 High Int. 16:45 16:45 16:15 Volume 7 27 38 72 11 178 18 207 14 53 7 Peak Factor 0.903 0.983 386 333 755 55 29.1 66.1 4.8 102 79 222 18 08:00 386 333 755 55 29.1 66.1 4.8 08:45 110 79 222 18 0.877 231 174 370 39 29.8 63.5 6.7 76 31 100 9 12:00 242 174 370 39 29.8 63.5 6.7 12:45 76 58 110 12 0.796 230 110 336 41 22.6 69.0 8.4 52 19 88 18 16:15 257 122 363 47 22.9 68.2 8.8 16:30 74 39 91 13 0.868 02-x,135 App. Int Total Total 11431 1939 3191 536 0.904 1143 319 0.896 583 1659 140 451 0.920 583 160 0.810 487 1769 125 456 0.970 532 143 0.930 L JUL. 26. 2002 9: 33AM N0, 111 69 p 5 METRIC ENGINEERING 13940 SA 136 Street File Name ; S. Miami AVG & S.1 Oth Street Miami, FL 33188 p;te Cod : GGOWM Tel: 305-235.5098 Fax: 305251-61! -Start Date 07/24/2002 Page :1 ny..� O.:M�.i. 1►wCl� TOI IrYII' 08:00 08:15 0620 081.45 0 0 0 0 S MIAMI AVENUE 0 0 0 0 12 15 13 15 S 10th STREET 0 3 0 2 0 2 0 3 6 1 1A 0 11 1 13 2 S MIAMI AVENUE 0 510th STREET 0 55 55 0 10 44 4 Southbound 0 1 16 Westbound 94 8 Northbound 103 4 East and 0 0 0 2 Start 0 Thr Rig Ped App• Loft Thr Rig Ped App, l..ate Thr Rlg Ped App. fort Thr Rig Pad App. E>a3u Inctu. Int Time Lett u ht s Total 39 0 u ht s Total 3 u ht s Total 0 u 1H s Total Total Total Total FBdor 1.0 1.0 1.0 1.0 2 1.0 1.0 1.0 1.0 0 1.0 1.0 1.0 1.0 1245 1.0 1.0 1.0 1.0 0 0 7 21 0 72 07:00 0 0 0 2 2 0 1 5 0 61 2 38 1 1 42 1 3 0 2 8 5 51 58 07:15 0 0 0 9 9 0 2 4 1 7 2 42 2 0 48 2 1 0 1 4 11 55 88 07:30 0 0 0 6 8 0 1 3 1 5 3 51 1 0 55 4 2 0 8 12 13 65 78 07:46 0 0 0 27 27 0 1 4 0 sl 3 69 3 0 '7 75 3 2 0 5 10 32 85 117 -fit 0 0 0 44 4d 0 5 16 2 231 10 200 1 2161 10 8 0 14 321 61 256 317 08:00 08:15 0620 081.45 0 0 0 0 0 0 0 0 0 0 0 0 12 15 13 15 12 15 13 15 0 3 0 2 0 2 0 3 6 1 1A 0 11 1 13 2 Total 0 '0 0 55 55 0 10 44 4 •^ BREAK "' 0 1 16 0 94 8 1 103 4 11:00 0 0 0 2 2 0 7 24 1 11:15 0 0 0 0 0 0 6 16 0 11:30 0 0 0 1 1 0 4 12 2 11:45 0 0 0 0 0 0 8 39 0 Total 0 0 0 3 3 t) ZS 91 3 12:00 0 0 0 2 2 0 6 d1 0 12:15 0 0 0 0 0 0 2 34 0 1210 0 0 0 0 0 0 3 30 0 1245 0 0 0_ 0 0 0 7 21 0 -" BREAt - 10 2 69 3 0 74 2 3 0 1 16 2 74 0 0 76 1 1 0 2 14 2 102 3 1 108 3 3 0 1 16 0 94 8 1 103 4 B 0 2 58 6 339 14 2 361 1 10 15 0 8 32 1 67 2 4 74 3 3 0 4 22 2 78 5 1 86 4 1 0 0 16 2 89 3 8 82 1 4 0 3 47 3 67 3 1 74 7 2 0 2 19 8 281 13 td 316 15 10 0 9 47I 3 83 6 3 951 8 3 0 d 38 2 82 2 0 a8 e 1 0 2 33 4 72 3 2 81 4 2 0 2 6 16 88 102 4 17 94 111 7 16 128 142 14 20 130 150 31 87 438 505 10 11 107 116 5 1 112 113 6 14 95 109 11 3 129 132 15 9 150 159 9 2 129 131 8 4 119 122 7 4 137 141 39 19 534- 553 18:00 0 0 0 0 0 0 6 36 11 53 3 H7 3 3 9a o z u i a io Ivc lot 16:15 0 0 0 5 5 0 1 36 3 40 1 62 0 0 63 5 1 0 1 7 9 106 115 16:30 0 0 0 2 2 0 6 39 4 a9 1 80 2 1 84 7 5 0 0 12 7 140 147 16:45 0 0 0 5 5 0 8 32 16 54 0 62 2 d 68 3 1 0 2 8 27 106 133 To -1W0 0 -6--1 2 12 0 19 143 34 198 -520-7 6 311 20 9 0 4 331 58 494 552 17:00 0 0 0 0 0 0 5 73 16 94 3 97 3 4 107 7 0 0 1 8 21 188 209 17:15 0 0 0 2 2 0 7 40 15 63 1 72 3 2 78 B 3 0 1 12 21 134 155 17:30 0 0 0 2 2 0 8 62 14 84 0 84 2 1 87 3 2 0 1 6 16 161 179 17:45 0 0 0 5 5 0 4 44 2 50 2 67 2 4 75 3 1 0 2 8 13 123 136 Total 0 0 0 9 9 0 24 219 48 291 8 10 10 S1 347 21 6 0 32 73 608 679 Grand 0 0 125 125 0 101 639 91 831 45 170 66 42 1921 95 57 0 49 201 307 2771 3078 Total 100 12, 76. 11. 23 92 47. 28. 24. Apprch •b 0.0 0.0 0.0 0 0.0 2 9 0 0 3 d 2.2 3 4 0.0 4 Toeal % 0.0 0.0 0.0 4.1 4.1 0.0 3.3 B 3.0 27.0 1.5 67. 2.1 1.4 624 3.1 1.9 0.0 1.6 6.5 10.0 90.0 Approach totals Include pods 9 -. t.1. GVVL 7.JJr""' VU. 1 f 0y V. b METRIC ENGINEERING 13940 S.W 136 Street File Name : S. Mieml Ave & S. 10th Street Miami, Fl. 33188 Its COdo - OOOOOODO Tel: 305.235-5098 Fax 305.251-58 Start Date : 07/24/2002 Page :2 reau Hour From urw m u9:a5 - Peau 1 of i Intersection 08:00 M AVENU Southbound S 10th STfIEET Westbound S MIAMI AVE Northbound S 10th STREET Eastbound Start Time Left Thru Right Trial Left Tru Flight TAPA Left Thtu Right W Left Thru Right Total I Toltrnsl reau Hour From urw m u9:a5 - Peau 1 of i Intersection 08:00 Volume 0 0 0 0 0 10 44 54 6 339 14 359 10 15 0 25 431B Percent 0.0 0.0 0.0 0.0 18.5 81.5 1.7 94.4 3.9 40.0 60.0 0.0 High Int. 08:45 Volume 0 0 0 0 0 3 13 16 0 94 8 102 4 8 0 12 130 Peak Factor OAA Peak Hour From 07:00 to 09:45 - Peak 1 of 1 By Approach 07:00 08:00 08:00 08:00 Volume 0 0 0 0 0 10 44 54 6 339 14 359 10 15 0 25 Perceni - - 0.0 18.5 81.5 1.7 94.4 3.9 40.0 60.0 0.0 High Int. 08:45 08:15 08:30 08:45 Volume 0 0 0 0 0 2 14 16 2 102 3 107 4 8 0 12 Peak Factor 0.644 0.839 0.521 Peak Hour From 11:00 to 13:45 • Peak 1 of 1 Intersection 12:W Volume 0 0 0 0 0 18 128 144 10 337 15 362 19 9 0 28 534 Percent 0.0 0.0 0.0 0.0 12.5 87.5 Z.e 93.1 4.1 67.9 32.1 0.0 High Int. 12:00 Volume 0 0 0 0 0 6 41 47 3 83 6 92 8 3 0 11 ISO Peak Factor 0.890 Peak Hour From 11:00 to 13:45 - Peak 1 of 1 By Approach 11:00 11:45 1200 11;45 Volume 0 0 0 0 0 19 144 163 10 337 15 362 25 8 0 33 Percent 0.0 11.7 88.3 2.8 93.1 4.1 75.8 24.2 0.0 High Int 1200 11;45 1245 12;00 Volume 0 0 0 0 0 8 39 47 1 100 4 105 B 3 0 11 Peak Factor 0.867 0.862 0.750 Peak Hour From 16;00 to 17:45 - Peak 1 of 1 Intersection 17.00 Volume 0 0 0 0 0 24 219 243 6 320 10 336 21 6 0 27 606 Percenl 0.0 0.0 0.0 0.0 9.9 90.1 1.8 95.2 3.0 77.8 22.2 0.0 High Int. 17:00 Volume 0 0 0 0 0 5 73 78 3 97 3 103 7 0 0 7 186 Peak Factor 0.808 Peak Hour From 16:00 to 1i:45 • Peak 1 0l 1 By Mph+ 16;00 1700 17:00 18:30 Volume 0 0 0 0 0 24 219 243 6 320 10 336 25 9 0 34 Percent - - 0.0 9.9 90.1 1.8 95.2 3.0 73.5 28.5 0.0 High Int. 17:00 17.00 17:00 16:30 Volume 0 0 0 0 0 5 73 78 3 97 3 103 7 5 0 12 Peak Factor 0.779 0.818 0.706 L ®2 -IM jug. «. ZUU[ y:jjAIVI NO. 1'69 1, 3 METRIC ENGINEERING 13940 S.W 138 Street pilo game ' S. Miami Ave & S. 9th Street Miami, FL 33188 Site Code : 00000000 Tet. 305.235-5098 Fax: 305-251-5894 Start Date: 07/24/2002 Page :1 08:00 0 0 0 0 0 0 5 33 7 45 4 72 3 5 84 0 0 0 6 6 18 117 135 08:15 0 0 0 0 0 0 4 35 5 44 3 85 1 8 97 3 1 0 3 7 16 132 148 08:30 0 0 0 0 0 0 8 30 3 39 3 110 4 10 127 2 0 0 2 4 15 155 170 08:45 0 D 0 0 0 0 2 19 2 2 115 4 12 133 3 0 0 2 5 16 145 161 Tolal 0 0 0 0 0 0 17 11 17 151 12 362 12 35 441 8 1 0 13 22 85 814 ••• BRFAK ••• 11:00 0 0 a 0 0 0 1 1 0 2 9 81 1 2 93 0 0 0 8 6 8 93 101 11:15 0 0 0 0 0 0 5 9 5 19 5 So 0 2 87 4 1 0 5 IQ 12 104 116 11:30 0 0 0 0 0 0 8 6 2 16 4 78 1 18 101 1 0 0 4 5 24 98 122 11:45 0 0 0 0 0 0 1 9 5 15 10 105 1 11 127 0 0 D 7 7 23 126 149 Total 0 0 0 0 0 0 15 25 12 52 28 344 3 33 408 5 1 9 22 28 67 421 488 12:00 0 0 0 0 0 0 5 13 4 22 5 112 1 10 128 0 a 0 1 1 15 136 151 1215 0 0 0 0 0 0 9 7 2 18 3 101 4 6 114 0 1 0 4 5 12 125 137 1230 0 0 0 0 0 a 6 11 8 25 7 125 8 22 180 0 2 0 7 9 35 169 194 12:45 0 0 0 0 0 0 3 5 1 9 14 104 5 9 132 0 4 0 8 12 18 135 153 Total 0 0 0 0 0 0 25 36 13 74 29 442 16 47 534 0 7 tl 20 27 80 555 635 BREAK - 16:00 0 0 0 5 5 0 4 25 11 40 3122 0 4 129 0 1 0 2 3 22 15,5 177 . 16:15 0 0 0 1 1 0 3 21 5 29 5 100 0 1 106 0 0 0 0 0 7 129 136 18:30 0 0 0 0 0 0 4 22 8 34 2 122 0 0 124 1 0 0 4 5 12 151 163 16:45 0 0 0 4 4 0 6 21 6 33 5 93 1 3 102 0 0 0 3 3 16 126 142 Total 0 0 0 10 10 0 17 89 30 1361 15 437 1 8 461 1 1 0 9 11 67 561 618 17:00 0 0 0 1 1 0 4 41 23 681 6 165 1 1 173 0 0 0 0 0 25 217 242 17:15 0 0 0 0 0 0 2 306 38 3 113 0 1 117 0 0 0 1 1 8 148 158 17:30 0 0 0 2 2 0 4 15 13 32 2 137 3 1 143 0 0 0 2 2 18 161 179 17:45 a 0 0 2 2 0 2 15 12 29 3 104 1 0 106 3 0 0 1 4 15 128 143 Total 0 0 0 5 5 0 12 101 54 167 14 519 5 3 541 3 0 0 4 7 68 654 720 Ton 0 0 0 15 15 0 97 453 153 703 114 230 47 149 2640 20 11 0 78 107 393 3072 3465 100 13. 64. 21. Be. 18. 10. 71. Apprch 96 0.0 0.0 0.0 0 0.0 8 4 8 4.3 3 1.8 5.6 7 3 0.0 0 Total % 0.0 0.0 0.0 0.4 0.4 0.0 Z8 19 4,4 20.3 3.3 97. 1.4 4.3 78.2 0.6 0.3 0.0 2.2 3.1 11.3 88.7 Approach totals include pods 0-1135 0 L S MIAMI AVENU S 9th STREET S MIAMI V U S 9h STREET Southbound Westbound Northbound Eastbound Start Thr Rig Ped App. Thr Rip Ped App. Thr Rio Ped App. Thr Rip Ped App. Exclu Indu Int Time Lelt u ht s Total Lail u hi 8 Toter Left u M s Total Left u ht s Total Total 7oul Total Factor 1.01.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 07:00 0 0 0 0 0 0 2 22 10 34 5 34 1 4 44 0 0 0 1 1 15 64 79 07:15 0 0 0 0 a 0 3 19 9 31 3 44 2 3 52 0 0 0 2 2 14 71 85 07:30 0 0 0 0 0 0 4 21 5 30 2 56 3 10 71 2 1 0 4 7 19 89 106 07:45 0 0 0 0 01 0 2 23 3 28 6 72 4 6 88 1 1 0 0 1 2 1 10 108 116 Total 0 -6--o 0 --Of 0 11 95 27 123 16 206 10 23 2561 3 1 0 9 121 58 332 390 08:00 0 0 0 0 0 0 5 33 7 45 4 72 3 5 84 0 0 0 6 6 18 117 135 08:15 0 0 0 0 0 0 4 35 5 44 3 85 1 8 97 3 1 0 3 7 16 132 148 08:30 0 0 0 0 0 0 8 30 3 39 3 110 4 10 127 2 0 0 2 4 15 155 170 08:45 0 D 0 0 0 0 2 19 2 2 115 4 12 133 3 0 0 2 5 16 145 161 Tolal 0 0 0 0 0 0 17 11 17 151 12 362 12 35 441 8 1 0 13 22 85 814 ••• BRFAK ••• 11:00 0 0 a 0 0 0 1 1 0 2 9 81 1 2 93 0 0 0 8 6 8 93 101 11:15 0 0 0 0 0 0 5 9 5 19 5 So 0 2 87 4 1 0 5 IQ 12 104 116 11:30 0 0 0 0 0 0 8 6 2 16 4 78 1 18 101 1 0 0 4 5 24 98 122 11:45 0 0 0 0 0 0 1 9 5 15 10 105 1 11 127 0 0 D 7 7 23 126 149 Total 0 0 0 0 0 0 15 25 12 52 28 344 3 33 408 5 1 9 22 28 67 421 488 12:00 0 0 0 0 0 0 5 13 4 22 5 112 1 10 128 0 a 0 1 1 15 136 151 1215 0 0 0 0 0 0 9 7 2 18 3 101 4 6 114 0 1 0 4 5 12 125 137 1230 0 0 0 0 0 a 6 11 8 25 7 125 8 22 180 0 2 0 7 9 35 169 194 12:45 0 0 0 0 0 0 3 5 1 9 14 104 5 9 132 0 4 0 8 12 18 135 153 Total 0 0 0 0 0 0 25 36 13 74 29 442 16 47 534 0 7 tl 20 27 80 555 635 BREAK - 16:00 0 0 0 5 5 0 4 25 11 40 3122 0 4 129 0 1 0 2 3 22 15,5 177 . 16:15 0 0 0 1 1 0 3 21 5 29 5 100 0 1 106 0 0 0 0 0 7 129 136 18:30 0 0 0 0 0 0 4 22 8 34 2 122 0 0 124 1 0 0 4 5 12 151 163 16:45 0 0 0 4 4 0 6 21 6 33 5 93 1 3 102 0 0 0 3 3 16 126 142 Total 0 0 0 10 10 0 17 89 30 1361 15 437 1 8 461 1 1 0 9 11 67 561 618 17:00 0 0 0 1 1 0 4 41 23 681 6 165 1 1 173 0 0 0 0 0 25 217 242 17:15 0 0 0 0 0 0 2 306 38 3 113 0 1 117 0 0 0 1 1 8 148 158 17:30 0 0 0 2 2 0 4 15 13 32 2 137 3 1 143 0 0 0 2 2 18 161 179 17:45 a 0 0 2 2 0 2 15 12 29 3 104 1 0 106 3 0 0 1 4 15 128 143 Total 0 0 0 5 5 0 12 101 54 167 14 519 5 3 541 3 0 0 4 7 68 654 720 Ton 0 0 0 15 15 0 97 453 153 703 114 230 47 149 2640 20 11 0 78 107 393 3072 3465 100 13. 64. 21. Be. 18. 10. 71. Apprch 96 0.0 0.0 0.0 0 0.0 8 4 8 4.3 3 1.8 5.6 7 3 0.0 0 Total % 0.0 0.0 0.0 0.4 0.4 0.0 Z8 19 4,4 20.3 3.3 97. 1.4 4.3 78.2 0.6 0.3 0.0 2.2 3.1 11.3 88.7 Approach totals include pods 0-1135 0 L JUL-26.2002 9:33AM N0.1169 P. 4 METRIC ENGINEERING 13940 S.W 136 Street File Name : S. Miami Ave & S. 9th Street Miami, FL 33185 Site Code 00000000 Tel, 305.235-5098 Fax 305-251-6894Start Date 07/2412002 Page :2 Peak Hour From 07:0010 09:45 - Peak 1 of 1 S MIAMI AYE ---NUE S 91h STREET MIAMI AVENUE S 9h STRM Percent Southbound - Westbound Northbound Eastbound StartTime Left Thru Right Opal1. Lett Thru Right T Volume ThN AigM Tot !Aft Thru Right Tot Peak Hour From 07:0010 09:45 - Peak 1 of 1 Interseellon 0&00 Volume 0 0 0 Percent 0.0 0.0 0.0 High Int 05:30 Volume 0 0 0 Peak Factor Peak Hour From 07:00 to 09:45 - Peak 1 of 1 By Approach 07:00 Volume 0 0 0 Percent 487 high Int 08:30 Volume 0 0 0 Peak Factor 0.0 Peak Hour From 11:00 to 13:45 - Peak 1 of 1 Intersection 1200 Volume 0 0 0 Percent 0.0 0.0 0.0 High Int. 12:30 Volume 0 0 0 Peak Factor Peak Hour From 11:00 to 13:45 - Peak 1 of 1 By Approach 11:00 Volume 0 0 0 Percent - High Int 12:30 Volume 0 0 0 Peak Factor 8 Peak Hour From 18:00 to 17;45 - Peak 1 of 1 Intersection 17:00 Volume 0 0 0 Percent 0.0 0.0 0.0 High Int. 17:00 Volume 0 0 0 Peak Fador Peak Hour From 18:00 to 17;45. Peak 1 of 1 By Approach 16..00 Volume 0 0 0 Percent - - High Int 17:00 Volume 0 0 0 Peak Factor 101 0 0 17 117 134 12 382 12 0.0 12.7 87.3 3.0 94.1 3.0 0 0 6 30 36 3 110 4 408 5 1 0 12:00 88.9 11.1 0.0 117 2 0 0 App. In al Tota► 9 S49 2 155 0.855 07:45 06:00 06;00 0 0 17 121 138 12 352 12 406 8 1 0 9 0.0 12.3 87.7 3.0 94.1 3.0 88.9 11.1 0.0 06:15 08:45 06:15 0 0 4 35 39 2 115 4 121 3 1 0 4 - 0.855 0.839 0.563 0 0 25 36 61 29 442 18 487 0 7 0 7 555 0.0 41.0 59.0 6.0 90.8 3.3 0.0 100.0 0.0 0 0 8 11 19 7 125 6 138 0 2 0 2 159 0.673 11:45 12:00 1200 0 0 23 40 63 29 442 18 487 0 7 0 7 0.0 36.5 63.5 6.0 90.8 3.3 0.0 100.0 0.0 12:30 12:30 1205 0 0 8 11 19 7 125 6 138 0 4 0 4 0.629 0.882 0.438 0 0 12 101 113 10 619 5 53e 3 0 0 3 654 0.0 10.6 89.4 2.6 95.5 0.9 100.0 0.0 0.0 0 0 4 41 45 a 16S 1 172 0 0 0 0 217 0.753 16:30 17:00 17:00 0 0 16 114 130 14 519 5 536 3 0 0 3 0.0 12.3 87.7 2.6 96.5 0.9 100.0 0.0 0.0 17:00 17:00 17:45 0 0 4 41 45 6 165 1 172 3 0 0 3 0.722 0.782 0.250 9 02 -1 135 R METRIC ENGINEERING 13940 S.W 136 Street Fii, me : S. Miami Ave & S. 8th Street Miami, FL 33186 Site erode : 00000000 Tel: 305-235-5098 Fax: 305-251-5894 Start Data.: 06/19/2002 Page : T lS...��..e 0.1.Na..1. P`AGQ _ TDI 1(`IfC 08:00 0 S. MIAMI AVENUE 0 i 8th STREET 2 0 S. MIAMI AVENUE 0 SW 8th STREET 3 0 53 11 0 64 Southbound 344 0 Westbound 409 10 Northbound 478 0815 Eastbound 0 0 2 2 Star 0 Thr Rig Ped App. Left Thr Rig Ped App. 1�1t �g Rig Ped App. Left Thr ou9 Rig Ped App. Ew3u Inclu. Int. Time Left oug ht s Total 82 19 ht s Total 464 0 ht s Total 645 h ht s Total Total Total Total 0 0 0 2 2 0 93 h 0 117 74 453 h 2 529 7 644 651 Total 0 0 0 8 8 Factor 1.0 1.0 i.0 1.0 11 1.0 1.0 1.0 1.0 0 1.0 1.0 1.0 1.0 168 1.0 1.0 1.0 1.0 2327 2362 .•• BREAK .•• 07:00 0 0 0 3 3 0 0 0 1 1 0 27 7 0 34 48 162 0 2 212 6 244 250 07:15 0 0 0 0 0 0 0 0 1 1 0 31 8 0 39 37 177 0 0 214 1 253 254 07:30 0 0 0 1 1 0 0 0 3 3 0 50 13 0 83 51 202 0 4 257 8 316 324 07:45 0 0 0 4 4 0 0 0 4 4 0 48 12 0 60 55 272 0 4 331 12 387 399 Total 0 0 0 8 8 0 0 0 9 9 0 156 40 0 196 191 813 0 10 10141 27 1200 1227 08:00 0 0 0 2 2 0 0 0 3 3 0 53 11 0 64 60 344 0 5 409 10 468 478 0815 0 0 0 2 2 0 0 0 2 2 0 71 18 0 89 58 423 0 3 484 7 570 577 08:30 0 0 0 1 1 0 0 0 4 4 0 82 19 0 101 80 464 0 6 550 11 645 656 08:45 0 0 0 3 3 0 0 0 2 2 0 93 24 0 117 74 453 0 2 529 7 644 651 Total 0 0 0 8 8 0 0 0 11 11 0 299 72 0 371 272 168 0 16 1972 35 2327 2362 .•• BREAK .•• 11:00 0 0 0 0 0 0 0 0 0 0 0 72 6 10 88 49 211 0 5 265 15 338 353 11:15 0 0 0 1 1 0 0 0 4 4 0 96 6 6 108 64 243 0 4 311 15 409 424 11:30 0 0 0 0 0 0 0 0 3 3 0 77 12 3 92 65 225 0 6 296 12 379 391 11:45 0 0 03 3 0 0 0 9 9 0 89 13 10 112 57 234 0 3 294 25 393 418 Total 0 0 0 4 4 0 0 0 16 16 0 334 37 29 400 235 913 0 18 1166 67 1519 1586 12:00 0 0 0 6 6 0 0 0 4 4 0 110 15 16 141 96 255 0 21 372 47 476 523 12:15 0 0 0 5 5 0 0 0 9 9 0 106 12 11 129 75 250 0 6 331 31 443 474 12:30 0 0 0 15 15 0 0 0 5 5 0 127 23 9 159 84 254 0 7 345 36 488 524 12:45 0 0 0 1 1 0 0 0 12 12 0 114 24 32 170 101 261 0 8 370 53 500 553 Total 0 0 0 27 27 0 0 0 30 30 0 457 74 68 599 356 102 0 42 1418 167 1907 2074 3REAK ••• 18:00 0 0 0 1 1 0 0 0 3 - 3 0 127 7 6 140 82 170 0 9 261 19 386 405 16:15 0 0 0 8 8 0 0 0 3 3 0 105 8 12 125 58 158 0 10 226 33 329 362 16:30 0 0 0 4 4 0 0 0 7 7 0 129 11 8 148 55 158 0 10 223 29 353 382 16:45 0 0 0 3 3 0 0 0 5 5 0 117 4 4 125 53 195 0 4 252 16 369 385 Total 0 0 0 16 16 0 0 0 18 18 0 478 30 30 538 248 681 0 33 962 97 1437 1534 17:00 0 0 0 2 2 0 0 0 13 13 0 203 12 6 221 80 156 05 241 26 451 477 17:15 0 0 0 8 8 0 0 0 6 6 0 146 2 2 150 74 183 0 5 262 21 405 426 17:30 0 0 0 8 8 0 0 0 3 3 0 163 5 4 172 75 183 0 10 268 25 426 451 17 -AM n n n d a n o 0 4 4 0 138 7 17 162 65 197 0 13 275 38_. 407 _ 445 Grand237 0 0 0 85 85 0 0 0 110 110 0 279 156 2809 159 583 0 152 757& 1007 1058 503 Total 4 6 0 9 2 Apprch % 0.0 0.0 0.0 100 0.0 0.0 0.0 100 0.0 84. 9.9 5.8 21. 76. 0.0 2.0 0 0 1 9 Total % 0.0 0.0 0.0 0.8 0.8 0.0 40 0.0 1.0 1.0 0.0 22. 2.6 1.5 26.5 ib. 55. 0.0 1.4 71.6 4.8 95.2 Approach totals include pods 02-1135 L f METRIC ENGINEERING 13940 S.W 136 Street File ante : S. Miami Ave & S. 8th Street Miami, FL 33186 Site Code : 00000000 Tel: 305-235-5098 Fax 305-251-5894Stert Date. ' 06/19/2002 Page :2 Peak Hour From 07:00 to 06:45 - Peak 1 or h S. MIAMI AVENUE SW 8th STREET S. MIAMI AVENUE SW 8th STREET Percent Southbound Westbound Northbound Eastbound Start Time Left Tha h Right � i Left gh Right Tot Peak Hour From 07:00 to 08:45 - Peak 1 of 1 By Approach 07:00 Volume 0 0 0 Percent Peak Hour From 07:00 to 06:45 - Peak 1 or h Intersection 08:00 Volume 0 0 0 Percent 0.0 0.0 0.0 High int 08:30 Volume 0 0 0 Peak Factor Peak Hour From 07:00 to 08:45 - Peak 1 of 1 By Approach 07:00 Volume 0 0 0 Percent - - - High Int 08:30 Volume 0 0 0 Peak Factor Peak Hour From 11:00 to 12:45 - Peak 1 of 1 Intersection 12:00 Volume 0 0 0 Percent 0.0 0.0 0.0 High Int 12:45 Volume 0 0 0 Peak Factor Peak Hour From 11:00 to 1245 - Peak 1 of 1 By Approach 11:00 Volume 0 0 0 Percent - High Int 12:45 Volume 0 0 0 ,eak Factor Peak Hour From 16:00 to 17:45 - Peak 1 of 1 Intersection 17:00 Volume 0 0 0 Percent 0.0 0.0 0.0 High Int. 17:00 Volume 0 0 0 Peak Factor Peak Hour From 16:00 to 17:45 - Peak 1 of 1 By Approach 16:00 Volume 0 0 0 Percent - - - High Int. 17:00 Volume 0 0 0 Peak Factor 0 0 0 0 0.0 0.0 0.0 0 0 0 0 07:00 0 0 0 0 08:30 0 0 0 0 0 0 0 0 0.0 0.0 0.0 0 0 0 0 11:00 0 0 0 0 12:45 0 0 0 0 0 0 0 0 0.0 0.0 0.0 0 0 0 0 16:00 0 0 0 0 17:00 0 0 0 0 '�• Left �� Right �' Left Throu Right �' Irn' Total h Total h Total Total 0 0 299 72 371 272 1684 0 1956 2327 0.0 80.6 19.4 13.9 86.1 0.0 0 0 82 19 101 80 464 0 544 645 0.902 08:00 08:00 0 0 299 72 371 272 1684 0 1956 0.0 80.6 19.4 13.9 86.1 0.0 08:45 08:30 0 0 93 24 117 80 464 0 544 0.793 0.899 0 0 457 74 531 356 1020 0 1376 1907 0.0 86.1 13.9 25.9 74.1 0.0 0 0 114 24 138 101 261 0 362 500 0.953 12:00 12:00 0 0 457 74 531 356 1020 0 1376 0.0 86.1 13.9 25.9 74.1 0.0 12:30 12:45 0 0 127 23 150 101 261 0 362 0.865 0.950 0 0 650 26 676 294 719 0 1013 1689 0.0 96.2 3.8 29.0 71.0 0.0 0 0 203 12 215 80 156 0 236 451 0.936 17:00 17:00 0 0 650 26 676 294 719 0 1013 0.0 96.2 3.8 29.0 71.0 0.0 17:00 17:45 0 0 203 12 215 65 197 0 262 0.786 0.967 U2 -t 135 L 0 0 650 26 676 294 719 0 1013 1689 0.0 96.2 3.8 29.0 71.0 0.0 0 0 203 12 215 80 156 0 236 451 0.936 17:00 17:00 0 0 650 26 676 294 719 0 1013 0.0 96.2 3.8 29.0 71.0 0.0 17:00 17:45 0 0 203 12 215 65 197 0 262 0.786 0.967 U2 -t 135 L METRIC ENGINEERING 13940 S.W 136 Street Fir ?true : S. Miami AVG & S. 7th Street Miami, Fl. 33186 Sit%..;Ode : 00000000 Tel: 305-235-5098 Fax 305-251-5894 Start Date,: 06/19/2002 Page :1 (;mune Printsk+ CA934 _ Tai in(S 08:00 0 S MIAMI AVENUE 0 S 7th STREET 0 77 S MIAMI AVENUE 0 S 7th STREET 24 67 0 0 91 0 Southbound 0 0 0 Westbound 174 174 Northbound 0 0 Eastbound 0 0 0 92 4 0 96 Start Left Thr Rig Ped App. Left Thr Rig Ped App. Left Thr Rig Ped App. Leff Thr Rig Ped App. Exdu Inclu. Ird. Time 0 u ht s Total 0 0 u ht s Total 0 u ht s Total 98 u ht s Total 132 Total Total 181 0 0 0 0 0 0 284 284 Total 0 0 0 0 0 0 355 21 0 3761 147 400 0 Total 547 0 Factor 1.0 1.01 1.0 1.01 923 1.0 1.01 1.01 1.01 0 1.01 1.01 1.01 101 1992 1.01 1.0 1.0 1.0 0 0 0 299 07:00 0 0 0 0 0 0 51 3 0 54 27 46 0 0 73 0 0 0 0 0 0 127 127 07:15 0 0 0 0 0 0 70 4 0 74 14 50 0 0 64 0 0 0 0 0 0 138 138 07:30 0 0 0 0 0 0 86 3 0 89 23 63 0 0 86 0 0 0 0 0 0 175 175 07:45 0 0 0 0 01 0 84 5 0 89 1 26 57 0 0 831 0 0 0 0 01 0 172 172 Total 0 0 0 0 01 0 291 15 0 3061 90 216 0 0 3061 0 0 0 0 01 0 612 612 08:00 0 0 0 0 0 0 77 6 0 83 24 67 0 0 91 0 0 0 0 0 0 174 174 08:15 0 0 0 0 0 0 92 4 0 96 36 92 0 0 128 0 0 0 0 0 0 224 224 08:30 0 0 0 0 0 0 88 6 0 94 38 109 0 0 147 0 0 0 0 0 0 241 241 08:45 0 0 0 0 0 0 98 5 0 103 49 132 0 0 181 0 0 0 0 0 0 284 284 Total 0 0 0 0 0 0 355 21 0 3761 147 400 0 0 547 0 0 0 0 0 0 923 923 ••• BREAK ... 724 0 0 0 0 0 0 1992 1992 Grand Total 0 0 0 0 0 0 299 175 0 3166 120 11:00 0 0 0 0 0 0 63 3 0 66 16 52 0 0 68 0 0 0 0 0 0 134 134 11:15 0 0 0 0 0 0 55 3 0 58 24 54 0 0 78 0 0 0 0 0 0 136 136 11:30 0 0 0 0 0 0 48 5 0 53 22 53 0 0 75 0 0 0 0 0 0 128 128 11:45 0 0 0 0 0 0 52 8 0 60 19 53 0 0 72 0 0 0 0 0 0 132 132 Total 0 0 0 0 0 0 218 19 0 2VT 81 212 0 0 293 0 0 0 0 0 0 530 530 12:00 0 0 0 0 0 0 53 6 0 59 14 62 0 0 76 0 0 0 0 0 0 135 135 12:15 0 0 0 0 0 0 61 5 0 66 26 70 0 0 96 0 0 0 0 0 0 162 162 12:30 0 0 0 0 0 0 61 4 0 65 28 77 0 0 105 0 0 0 0 0 0 170 170 1245 0 0 0 0 0 0 72 5 0 77 39 74 0 0 113 0 0 0 0 0 0 190 190 Total 0 0 0 0 0 0 247 20 0 2671 107 283 0 0 390 0 0 0 0 0 0 657 657 ••• BREAK "• 16:00 0 0 0 0 0 0 139 13 0 152 95 50 0 0 145 0 0 0 0 0 0 297 297 16:15 0 0 0 0 0 0 142 7 0 149 74 56 0 0 130 0 0 0 0 0 0 279 279 16:30 0 0 0 0 0 0 181 13 0 x,194 69 40 0 0 109 0 0 0 0 0 0 303 303 16:45 0 0 0 0 0 0 211 6 0 217 87 49 0_ 0 136 0 0 0 0 0 0 353 353 17:00 0 0 0 0 0 0 249 22 0 271 92 72 0 0 164 0 0 0 0 0 0 435 435 17:15 0 0 0 0 0 0 286 14 0 300 104 65 0 0 169 0 0 0 0 0 0 469 469 17:30 0 0 0 0 0 0 313 12 0 325 128 69 0 0 197 0 0 0 0 0 0 522 522 17:45 0 0 0 0 0 0 359 13 0 372 133 61 0 0 194 0 0 0 0 0 0 566 566 Total 0 0 0 0 0 0 120 7 61 0 1268 457 267 0 0 724 0 0 0 0 0 0 1992 1992 Grand Total 0 0 0 0 0 0 299 175 0 3166 120 157 0 0 2780 0 0 0 0 0 0 5946 5946 1 1 7 3 Apprch % 0.0 0.0 0.0 0.0 0.0 94. 5.5 0.0 4 . 56. 0.0 0.0 0.0 0.0 0.0 0.0 Total % 0.0 0.0 0.0 0.0 0.0 0.0 50. 2.9 0.0 53.2 20 26 0.0 0.0 48.8 0.0 0.0 0.0 0.0 0.0 0.0 1 0 Approach totals Include pods 0 02-1135 L METRIC ENGINEERING 13940 S.W 136 Street Fil eme : S. Miami Ave & S. 7th Street Miami, FL 33'186 Site Code : 00000000 Tel: 305-235-5098 Fax: 305-251.5894 Dates '06/19/2002 Page :2 Peak Hour From 07:00 to 08:45 - Peak 1 01 1 S MIAMI AVENUE S 7th STREET S MIAMI AVENUE S 7th STREET Percent Southbound Westbound Northbound Eastbound StartTime lett Thru Right 07:00 to 08:45 - Peak 1 of 1 Lett I Thruj Right 0 0 0 Lett Thru I Right T� Lett I Thru Right Tot Peak Hour From 07:00 to 08:45 - Peak 1 01 1 Intersection 08:00 volume 0 0 0 Percent 0.0 0.0 0.0 High Int. 08:45 Volume 0 0 0 Peak Factor 0 0 Peak Hour From 07:00 to 08:45 - Peak 1 of 1 By Approach 07:00 Volume 0 0 0 Percent - - - High Int. 08:45 Volume 0 0 0 Peak Factor 5.6 Peak Hour From 11:00 to 12:45 - Peak 1 of 1 Intersection 12:00 Volume 0 0 0 Percent 0.0 0.0 0.0 High Int. 12:45 Volume 0 0 0 Peak Factor Peak Hour From 11:00 to 12:45 - Peak 1 of 1 By Approach 11:00 Volume 0 0 0 Percent - - - High Int. 12:45 Volume 0 0 0 Peak Factor 49 Peak Hour From 16:00 to 17:45 - Peak 1 of 1 Intersection 17:00 Volume 0 0 0 Percent 0.0 0.0 0.0 High Int. 17:45 Volume 0 0 0 Peak Factor Peak Hour From 16:00 to 17:45 - Peak 1 of 1 By Approach 16:00 Volume 0 0 0 Percent - - High Int. 17:45 Volume 0 0 0 Peak Factor 0 11 0 355 21 376 147 400 0 0.0 94.4 5.6 26.9 73.1 0.0 0 0 98 5 103 49 132 0 547 0 0 0 08:00 0.0 0.0 0.0 181 0 0 0 App. int. al Total 0 923 0 284 0.813 08:00 08:00 07:00 0 0 355 21 376 147 400 0 547 0 0 0 0 0.0 94.4 5.6 26.9 73.1 0.0 08:45 08:45 08:45 0 0 98 5 103 49 132 0 181 0 0 0 0 0.913 0.756 0 0 247 20 267 107 283 0 390 0 0 0 0 657 0.0 92.5 7.5 27.4 72.6 0.0 0.0 0.0 0.0 0 0 72 5 77 39 74 0 113 0 0 0 0 190 12:00 12:00 11:00 0 0 247 20 267 107 283 0 390 0 0 0 0- 0.0 92.5 7.5 27.4 72.6 0.0 - 12:45 12:45 12:45 0 0 72 5 77 39 74 0 113 0 0 0 0 0.867 0.863 0 0 1207 61 1268 457 267 0 724 0 0 0 0 1992 0.0 95.2 4.8 63.1 36.9 0.0 0.0 0.0 0.0 0 0 359 13 372 133 61 0 194 0 0 0 0 566 0.880 17:00 17:00 16:00 0 0 1207 61 1268 457 267 0 724 0 0 0 0 0.0 95.2 4.8 63.1 36.9 0.0 - - 17:45 17:30 17:30 0 0 359 13 372 128 69 0 197 0 0 0 0 0.652 0.919 - i N 02 -IM L METRIC ENGINEERING 13940 S.W 136 Street Miami, FL 33186 Tel: 305-235-5098 Fax 305-251-5894 Gmuns Prbntah+ flame _ Tai ir:Kc He Name : SE 1 at Ave & SE 10 St Site Code : 00000000 Start Date : 07/02/2002 Page :1 08:00 22 SE 1st AVENUE 2 856 SE 10th STREET 6 SE 1st AVENUE 3 2 SE 10th STREET 1 24 8 3 36 Southbound 2 4 2 Westbound 15 103 Northbound 08:15 45 Eastbound 6 4 84 2 Start Left Thr Rig Ped App. Left Thr Rig Ped App. Left Thr Rlg Ped App. Left Thr Rig Ped App. Exdu Indu. Int. Time 1 u ht s Total 6 u ht s Total 6 u ht s Total 45 u ht s Total Total Total Total Factor 1.0 1.0 1.0 1.0 2 1.0 1.0 1.0 1.0 14 1.0 1.0 1.0 1.0 6 1.0 1.0 1.0 1.0 90 28 15 168 07:00 8 7 3 0 18 0 3 2 1 6 1 8 1 1 11 1 0 2 1 4 3 36 39 07:15 7 13 2 9 31 1 4 1 2 8 0 15 9 3 27 1 1 0 1 3 15 54 69 07:30 13 12 2- 8 35 0 3 2 2 7 2 9 5 1 17 0 1 0 1 2 12 49 61 07:45 20 20 2 13 55 1 2 2 1 6 1 16 10 1 28 0 0 1 2 3 17 75 92 Total 48 52 9 30 1391 2 12 7 6 271 4 48 25 6 831 2 2 3 5 12 i 47 214 261 08:00 22 24 2 856 41 6 6 3 2 17 1 24 8 3 36 1 2 4 2 9 15 103 118 08:15 45 29 6 4 84 2 11 2 0 15 2 25 28 3 58 0 1 1 1 3 8 152 160 08:30 43 28 1 5 77 6 9 5 1 21 1 18 22 6 47 1 2 2 1 6 13 138 151 08:45 45 24 0 9 78 3 12 7 6 28 4 28 28 2 60 0 10 2 2 14 19 161 180 "' BREAK "' 11:00 10 17 9 5 41 4 17 4 5 30 3 13 6 8 30 1 3 3 2 9 20 90 110 11:15 11 17 5 2 35 6 11 6 1 24 5 23 6 2 36 1 3 3 2 9 7 97 104 11:30 7 23 4 7 41 7 13 9 7 36 2 16 6 2 26 0 5 4 1 10 17 96 113 11:45 7 33 10 1 51 5 28 7 2 42 7 18 10 3 38 1 2 6 0 9 6 134 140 Total 35 90 28 15 168 22 69 26 15 132 17 70 28 15 130 3 13 16 5 37 50 417 467 12:00 11 24 8 3 46 15 38 10 5 68 5 20 11 3 39 2 7 5 0 14 11 156 167 12:15 13 32 6 6 57 10 33 7 15 65 7 19 5 7 38 0 3 2 0 5 28 137 165 12:30 10 37 16 6 69 11 25 8 17 61 3 22 12 15 52 1 1 3 2 7 40 149 189 12:45 16 39 4 22 81 11 28 16 13 68 4 36 17 18 75 1 5 5 5 16 58 182 240 Total 50 132 34 37 253 47 124 41 50 262 19 97 45 43 204 4 16 15 7 42 137 624 761 "' BREAK "' - 16:00 11 12 5 1 29 1 4 2 0 7 2 10 1 4 17 2 1 1 0 4 5 52 57 16:15 9 8 5 5 27 2 7 3 2 14 1 13 1 2 17 1 1 2 3 7 12 53 65 16:30 13 10 3 7 33 1 3 1 3 8 1 16 4 3 24 2 1 1 1 5 14 56 70 16:45 18 15 7 11 51 0 4 1 0 5 1 15 9 4 29 1 0 2 1 4 16 73 89 Total 51 45 20 24 140 4 18 7 5 34 5 54 15 13 87 6 3 6 5 20 47 234 281 17:00 20 18 5 9 52 4 8 3 2 47 3 22 8 5 38 0 2 3 2 7 18 96 114 17:15 25 22 8 5 60 2 12 4 0 18 1 24 12 3 40 3 1 4 4 12 12 118 130 17:30 26 24 4 8 62 5 13 5 1 24 2 15 12 4 33 1 2 3 1 7 14 112 126 17:45 28 22 5 7 62 4 12 7 4 27 3 22 14 4 43 1 3 1 2 7 17 122 139 Total 99 86 22 29 236 15 45 19 7 86 9 83 46 16 154 5 8 11 9 33 61 448 509 Grand Total 438 510 122 161 1231 107 306 117 92 622 62 447 243 107 859 22 57 60 37 176 397 2491 2888 Apprch % 35. 41. 9'9 13. 17. 49. 18. 14. 7'2 52. 28. 12. 12. 32. 34. 21. 6 4 1 2 2 8 8 0 3 5 5 4 1 0 Total % 15. 2 1 . 4.2 5.6 42.6 3.7 10. 4.1 3.2 21.5 2.1 15. 8.4 3.7 29.7 0.8 2.0 2.1 1.3 6.1 13.7 86.3 7i Approach totals Include pods 0 lam 02r` 05 METRIC ENGINEERING 13940 S.W 136 Street Miami, FL 33186 Tel: 305-235-5098 Fax 305-251-5894 F119 Name : SE 1st Ave & SE 10 St Site Cade : 00000000 Startbate : 07/02/2002 Page :2 Peak Hour From 07:00 to 08:45 - Peak 1 of 1 SE 1 st AVENUE SE 10th STREET SE 1 st AVENUE SE 10th STREET Intersection Southbound Westbound Northbound Eastbound Time Left Thru Right App.Start T Left Thti Right Tom Left Thru Right Total Left Thru Right T Peak Hour From 07:00 to 08:45 - Peak 1 of 1 2 15 9 Intersection 08:00 34.6 58 0 10 2 24 Volume 155 105 9 269 17 38 17 Percent 57.6 39.0 3.3 23.6 52.8 23.6 High Int. 06:45 Volume 45 24 0 69 3 12 7 Peak Factor Peak Hour From 07:00 to 08:45 - Peak 1 of 1 BY Approach 08:00 08:00 Volume 155 105 9 269 17 38 17 Percent 57.6 39.0 3.3 23.6 52.8 23.6 High Int. 08:15 08:45 Volume 45 29 6 80 3 12 7 Peak Factor 0.841 Peak Hour From 11:00 to 12:45 - Peak 1 of 1 Intersection 12:00 Volume 50 132 34 216 47 124 41 Percent 23.1 61.1 15.7 22.2 58.5 19.3 High Int. 12:45 Volume 16 39 4 59 11 28 18 Peak Factor Peak Hour From 11:00 to 12:45 - Peak 1 of 1 By Approach 12:00 12:00 Volume 50 132 34 216 47 124 41 Percent 23.1 61.1 15.7 22.2 58.5 19.3 High Int. 12:30 12:00 Volume 10 37 16 63 15 38 10 ?oak Factor 0.857 Peak Hour From 16:00 to 17:45 - Peak 1 of 1 Intersection 17:00 Volume 99 86 22 207 15 45 19 Percent 47.8 41.5 10.6 19.0 57.0 24.1 High int. 17:45 Volume 28 22 5 55 4 12 7 Peak Factor Peak Hour From 16:00 to 17:45 - Peak 1 of i By Approach 17:00 17:00 Volume 99 86 22 207 15 45 19 Percent 47.8 41.5 10.6 19.0 57.0 24.1 High Int. 17:15 17:30 Volume 25 22 8 55 5 13 5 Peak Factor 0.941 J. 72 8 95 84 4.3 50.8 44.9 22 4 28 26 08:00 72 a 95 84 4.3 50.8 44.9 08:45 22 4 28 26 0.818 212 19 97 45 11.8 60.2 28.0 55 4 36 17 12:00 212 19 97 45 11.8 60.2 28.0 12:43 63 4 36 17 0.841 79 9 83 46 6.5 60.1 33.3 23 3 22 14 17:00 79 9 83 46 6.5 60.1 33.3 17:45 23 3 22 14 0.859 187 2 15 9 7.7 57.7 34.6 58 0 10 2 08:00 187 2 15 9 7.7 57.7 34.6 08:45 58 0 10 2 0.806 161 4 16 15 11.4 45.7 42.9 57 1 5 5 11:15 161 4 17 18 10.3 43.6 46.2 12:00 57 2 7 5 0.706 138 5 8 11 20.8 33.3 45.8 39 1 3 1 17:00 138 5 8 11 20.8 33.3 45.8 17:15 39 3 1 4 0.885 App. Int. oral Total 26 554 12 161 0.860 26 12 0.542 35 624 11 182 0.857 39 14 0.696 24 448 5 122 0.918 24 8 0.750 r L 02-1135 METRIC ENGINEERING 13940 S.W 136 Street Miami, Fl. 33186 Tel: 305-235-5098 Fax 305-251-5894 1 (%rev Inq PrinfM- Gene _ TDI ir`t[14 File Name : SE 1 at AVG & SE 9 St Site Code : 00000000 Start Date : 07/02/2002 Page :1 08:00 0 SE 1st AVENUE 2 16 SE 9th STREET 0 0 SE 1st AVENUE 3 3 SE 9th STREET 27 0 0 28 0 0 Southbound 1 1 Westbound 78 98 Northbound 0 83 Eastbound 24 113 0 0 Start 6 Thr Rig Ped App. Left Thr Rig Ped App. Leff Thr Rig Ped App. Lett Thr Rig Ped App. Exdu Irxiu Int Time Lett u ht s Total 4 u ht s Total 0 u ht SIM 9 39 u ht s Total Total Total Total Factor 1.OT 1.0 1 1.0 1 1.0 1 1.01 1.0 1 1.0 1 1.0 1 1.0 1.01.0 1 1.0 1 1.0 1.0 1 1.0 1 1.0 99 142 Total n 07:00 0 21 5 4 30 0 0 0 2 2 1 9 0 2 12 0 0 0 3 3 11 38 47 07:15 0 19 2. 5 26 0 0 0 6 6 2 11 0 1 14 1 0 1 2 4 14 36 5o 07:30 0 28 4 12 44 0 0 0 0 0 1 5 0 1 7 1 0 0 2 3 15 39 54 07:45 0 43 3 8 541 0 0 0 7 71 1 14 0 0 151 2 0 2 7 11 22 65 87 Total 0 111 14 29 1541 0 0 0 15 15 1 5 39 0 4 481 4 0 3 14 21 62 176 238 08:00 0 48 2 16 66 0 0 0 3 3 1 27 0 0 28 0 0 0 1 1 20 78 98 08:15 0 83 6 24 113 0 0 0 6 6 2 19 0 3 24 1 0 2 6 9 39 113 152 08:30 0 68 2 14 84 0 0 0 10 10 4 22 0 8 34 0 0 2 7 9 39 98 137 08:45 0 67 0 26 93 0 0 0 12 12 0 31 0 3 34 1 0 0 2 3 43 99 142 Total n 51aR to Rn 356 0 0 0 31 31 7 99 0 14 120 2 0 4 18 22 141 388 529 "" BREAK "' 10:45 0 35 12 18 651 0 0 0 8 81 1 17 0 6 241 0 0 2 9 11 1 41 67 108 Total 0 35 12 18 651 0 0 0 8 81 1 17 0 6 241 0 0 2 9 11 1 41 67 108 11:00 0 35 10 5 50 0 0 0 5 5 5 23 0 19 47 0 0 2 11 13 40 75 115 11:15 0 32 8 11 51 0 0 0 13 13 2 22 0 32 56 1 0 1 6 8 62 66 125 11:30 0 47 12 12 71 0 0 0 1 1 3 25 0 8 36 1 0 4 3 8 24 92 116 11:45 0 41 17 13 71 0 0 0 1 1 7 25 0 3 35 0 0 4 6 10 23 94 117 Total 0 155 47 41 243 0 0 0 20 20 17 95 0 62 174 2 0 11 26 39 149 327 476 12:00 0 51 7 2 60 0 0 0 2 2 1 24 0 0 25 1 0 4 4 9 6 88 95 12:15 0 58 25 14 97 0 0 0 3 3 2 23 0 0 25 2 0 8 15 25 32 118 150 12:30 0 56 19 11 86 0 0 0 3 3 4 45 0 0 49 2 0 3 12 17 26 129 155 12:45 0 63 15 10 88 0 0 0 2 2 6 44 0 0 50 3 0 0 10 13 22 13t 153 Tntal n "9 66 37 331 0 0 0 10 10 13 136 0 0 149 8 0 15 41 64 88 466 554 BREAK "' 16:00 0 11 3 2 16 0 0 0 0 0 0 11 0 0 11 1 0 1 0 2 2 27 29 16:15 0 10 5 2 17 0 0 0 0 0 1 13 0 0 14 0 0 2 0 2 2 31 33 16:30 0 14 4 9 27 0 0 0 0 0 2 15 0 0 17 0 0 2 0 2 9 37 48 16:45 0 22 4 6 32 0 0 0 0 •0 1 14 0 0 15 3 0 4 0 7 6 48 54 Total 0 57 16 19 92 0 0 0 0 0 4 53 0 0 57 4 0 9 0 13 19 143 162 17:00 0 28 5 3 36 0 0 0 0 0 1 16 0 0 17 0 0 1 0 1 3 51 54 17:15 0 32 7 4 43 0 0 0 0 0 1 16 0 0 17 0 0 0 0 0 4 56 60 17:30 0 42 3 2 47 0 0 0 0 0 3 21 0 0 24 0 0 0 0 0 2 69 71 17:45 0 40 2 2 44 0 0 0 0 0 2 25 0 0 27 0 0 2 0 2 2 71 73 Total 0 142 17 11 170 0 0 0 0 OF 7 78 0 0 85 0 0 3 0 3 11 247 258 Grand 0 994 182 235 1411 0 0 0 84 84 54 517 0 86 657 20 0 47 106 173 511 1814 2325 Total Apprch % 0.0 70. 12. 16. 0.0 0.0 0.0 1 00 8.2 78 7 0.0 13. 11. 0 0 27. 61. 4 9 7 , 0 1 6 2 3 Total % 0.0 42. 7.8 101. 80.7 0.0 0.0 0.0 3.6 3.6 2.3 222. 0.0 3.7 28.3 0.9 0.0 2.0 4.6 7.4 22.0 76.0 Approach totals Include pods 0-2--1135 0 L METRIC ENGINEERING 13940 S.W 136 Street Miami, FL 33186 Tel: 305-235-5098 Fax 305-251-5894 File Name : SE 1 at Ave & SE 9 St Site Code : 00000000 Sart Date : 07/02/2002 Page :2 Peak Hour From 07:00 to 08:45 - Peak 1 of 1 SE 1st AVENUE SE 9th STREET SE 1st AVENUE SE 9th STREET Intersection Southbound Westbound Northbound Eastbound Start Time Lett Thru Right �� Lett Thru flight Total Left Thru Right Tol Lett Thru Right To Peak Hour From 07:00 to 08:45 - Peak 1 of 1 2 0 4 0.563 Intersection 08:00 66.7 21 1 0 2 24 Volume 0 2" 10 276 0 0 0 Percent 0.0 96.4 3.6 0.0 0.0 0.0 High Int. 08:15 L Volume 0 83 6 89 0 0 0 Peak Factor Peak Hour From 07:00 to 08:45 - Peak 1 of 1 By Approach 08:00 07:00 Volume 0 266 10 276 0 0 0 Percent 0.0 96.4 3.6 - - High Int. 08:15 08:15 Volume 0 83 6 89 0 0 0 Peak Factor 0.775 Peak Hour From 11:00 to 12:45 - Peak 1 of 1 Intersection 12:00 Volume 0 228 66 294 0 0 0 Percent 0.0 77.6 22.4 0.0 0.0 0.0 High Int. 12:45 Volume 0 63 15 78 0 0 0 Peak Factor Peak Hour From 11:00 to 12:45 - Peak 1 of 1 By Approach 12:00 11:00 Volume 0 228 66 294 0 0 0 Percent 0.0 77.6 22.4 - - - High int. 12:15 12:15 Volume 0 58 25 83 0 0 0 Peak Factor 0.886 Peak Hour From 16:00 to 17:45 - Peak 1 of 1 Intersection 17.00 Volume 0 142 17 159 0 0 0 Percent 0.0 89.3 10.7 0.0 0.0 0.0 High Int. 17:45 Volume 0 40 2 42 0 0 0 Peak Factor Peak Hour From 16:00 to 17.45 - Peak 1 of 1 By Approach 17:00 16:00 Volume 0 142 17 159 0 0 0 Percent 0.0 89.3 10.7 - - - High Int. 17:30 17:30 Volume 0 42 3 45 0 0 0 Peak Factor 0.883 i 0 7 99 0 6.6 93.4 0.0 0 2 19 0 106 2 0 4 0.563 33.3 0.0 66.7 21 1 0 2 08:00 07:45 0 7 99 0 106 3 0 6 6.6 93.4 0.0 33.3 0.0 66.7 08:45 07:45 0 0 31 0 31 2 0 2 0.855 0 13 136 0 149 8 0 15 8.7 91.3 0.0 34.8 0.0 65.2 0 6 44 0 50 3 0 0 12:00 11:30 0 13 136 0 149 4 0 20 8.7 91.3 0.0 16.7 0.0 83.3 12:45 12:15 0 6 44 0 50 2 0 8 0.745 0 7 78 0 8.2 91.8 O0 0 2 25 0 17:00 0 7 78 0 8.2 91.8 0.0 17:45 0 2 25 0 85 0 0 3 0.0 0.0 100.0 27 0 0 2 16:00 85 4 0 9 30.8 0.0 69.2 16:45 27 3 0 4 0.787 App. inl Total Total 6 388 3 113 0.858 9 4 0.563 23 466 3 131 0.889 24 10 0.600 3 247 2 71 0.870 13 7 0.464 L 02-1135 METRIC ENGINEERING 13940 S.W 136 Street Miami, Fl 33186 Tel: 305-235-5098 Fax: 305-251-5894 t. .. ^ A e c TSI 11NWQ lie Name : Brickell Ave & SE 13 St Site Code : 00000000 Start Date : 06120/2002 Page :1 08:00 24 BRICKELL AVE 52 1 SE 13 STREET 23 28 BRICKELL AVE 1 52 SE 13 STREET 268 54 4 347 145 58 Southbound 10 252 Westbound 812 628 Northbound 17 109 Eastbound 0 183 15 10 Start 1 27 Rig Ped App• 11 280 Rig Ped App. Left Thr Rig Ped App. Left 14 Rig Ped App. Exclu inclu. Int. Time Lett our M s Total tett oug ht s Total 7 �g ht s Total 08:45 20 ht s Total 188 Total Total 1 1 h 11 196 35 5 h 68 41 17 8 h 14 592 606 TMai h ee*> 2Om 1 Total 82 73 Factor 1.0 1.0 1.0 1.0 157 1.0 1.0 1.0 1.0 116 1.0 1.0 1.0 1.0 2738 1.0 1.0 1.0 1.0 2 992 81 101 07:00 17 114 33 0 164 11 14 0 0 25 1 208 18 0 227 87 33 10 2 132 2 546 548 07:15 21 95 48 0 164 11 17 1 1 30 8 241 25 6 280 102 30 7 5 144 12 606 616 07:30 16 110 56 0 182 16 12 1 2 31 13 257 32 5 307 120 29 24 1 174 8 686 694 07:45 23 124 57 0 2041 17 15 1 0 33 22 209 36 14 261 115 31 21 6 173 20 671 691 Total 77 443 194 0 7141 55 58 3 3 119 i 44 915 111 25 10951 424 123 62 14 6231 42 2509 2551 08:00 24 100 52 1 177 23 28 0 1 52 21 268 54 4 347 145 58 39 10 252 16 812 628 08:15 17 109 57 0 183 15 10 1 1 27 21 204 44 11 280 118 68 37 3 225 15 701 716 08:30 14 113 51 0 178 23 21 3 3 50 16 160 24 2 202 84 44 23 7 158 12 576 588 08:45 20 120 48 0 188 21 14 1 1 37 11 196 35 5 247 68 41 17 8 134 14 592 606 TMai 73; ee*> 2Om 1 726 82 73 5 6 166 69 828 157 22 1078 415 211 116 28 770 57 2681 2738 ••' BREAK ... 9 270 148 3 430 40 59 1 4 104 39 171 5 26 241 63 12 17 4 96 37 834 871 11:00 8 176 70 1 253 18 24 1 2 45 18 130 13 12 171 33 9 21 6 69 21 517 538 11:15 15 168 83 0 266 20 31 0 4 55 30 113 12 24 179 53 12 16 5 86 33 553 588 11:30 4 176 57 1 238 23 18 1 3 45 27 98 16 15 156 65 17 15 7 104 26 517 543 11:45 3 186 46 0 235 20 28 1 4 53 22 125 7 30 184 51 11 16 6 84 40 516 558 Total 28 706 256 2 992 81 101 3 13 198 95 466 48 81 690 202 49 68 24 343 120 2103 2223 12:00 15 162 56 0 233 32 39 2 10 83 20 133 10 36 199 57 18 21 12 108 58 565 623 1215 20 137 52 1 210 23 15 7 2 47 20 163 6 45 234 17 6 17 16 56 64 483 547 12:30 21 158 48 2 229 39 52 13 2 106 35 193 1 37 266 59 12 28 5 104 46 659 705 12:45 18 126 51 0 195 32 24 3 0 59 29 155 9 33 226 76 18 20 22 136 55 561 618 Total 74 583 207 3 867 126 130 25 14 295 104 644 26 151 925 209 54 86 55 404 223 2288 2491 ••• BREAK ••• 16:00 15 173 55 2 245 37 32 0 1 70 11 97 12 4 124 34 18 10 4 66 11 494 505 16:15 5 197 65 0 267 28 28 0 0 - 56 19 121 6 27 173 57 11 16 5 89 32 553 585. 16:30 11 189 95 2 297 49 42 2 1 94 29 173 7 17 226 49 19 31 7 106 27 696 723 16:45 5 192 87 1 285 48 41_ 0 0 89 30 164 7 19 220 42 10 28 1 81 21 654 675 17:00 9 270 148 3 430 40 59 1 4 104 39 171 5 26 241 63 12 17 4 96 37 834 871 17:15 17 246 124 0 387 57 44 1 1 103 42 168 9 16 235 78 17 30 4 129 21 833 854 17:30 6 295 99 3 403 50 54 1 4 109 42 128 8 24 200 57 9 27 5 98 36 774 810 17:45 5 239 130 2 376 55 43 1 2 101 50 172 20 5 247 69 19 23 4 115 13 826 839 Total 37 1050 501 8 1596 202 200 4 11 417 173 637 42 71 923 267 57 97 17 438 107 3267 3374 Grand 327 397 168 19 5989 708 705 42 49 1504 574 405 416 417 5452 169 514 552 155 2924 640 1522 5 t586 5 Total 5 8 Apprch % 5.5 66. 27. 0.3 47. 46. 2.8 3.3 10. 74. 7.6 7.6 58. 2 18. 9 17. 6 5.3 4 9 1 9 5 2 Total % 21 25 10. 0.1 37.7 4.5 4.4 0.3 0.3 9.5 3.6 25. 2.6 26 34.4 10. 3.5 3.2 1.0 18.4 4.0 96.0 Approach totals include pods G R METRIC ENGINEERING 13940 S.W 136 Street Miami, FL 33186 Tel: 305-235-5098 Fax 305-251-5894 File Name : Brickell Ave & SE 13 St Site Code : 00000000 Start bate : 06/20/2002 Page :2 Peak Hour From 07:00 to 09:45 - Peak 1 of 1 BRICKELL AVE SE 13 STREET BRICKELL AVE SE 13 STREET 07:30 Southbound Westbound Northbound Eastbound Start Time Left Throu Right '�' Lett Throu Right APP- Left Throu Right ' Total Left Throu Right h �' 08:00 343 h 58 Total 242 h 24 Total 52 h 23 28 Peak Factor Total Peak Hour From 07:00 to 09:45 - Peak 1 of 1 139 77 938 Intersection 07:30 498 186 121 805 2870 Volume 80 6.5 222 745 71 65 Percent 10.7 59.5 29.8 0 51.1 46.8 High Int. 08:00 343 145 58 39 242 Volume 24 100 52 176 23 28 Peak Factor 0.884 Peak Hour From 07:00 to 09:45 - Peak 1 of 1 07:30 By Approach 07:30 5 160 08:00 975 Volume 80 443 222 745 82 73 Percent 10.7 59.5 29.8 12.4 51.3 45.6 High Int. 07:45 08:00 08:00 Volume 23 124 57 204 23 28 Peak Factor 0 51 0.913 268 54 Peak Hour From 11:00 to 12:45 - Peak 1 of 1 58 39 242 Intersection 12:00 0.784 0.864 Volume 74 583 207 864 126 130 Percent 8.6 67.5 24.0 209 44.8 46.3 High Int. 1230 8.9 13.4 83.2 3.4 Volume 21 158 48 227 39 52 Peak Factor 35 193 1 229 59 12 Peak Hour From 11:00 to 12:45 - Peak 1 of 1 By Approach 11:00 12:00 Volume 28 706 256 990 126 130 Percent 2.8 71.3 25.9 44.8 46.3 High Int. 11:15 26 774 226 12:30 68 Volume 15 168 83 266 39 52 -leak Factor 64.2 16.5 19.3 0.930 Peak Hour From 16:00 to 17:45 - Peak 1 of 1 11:30 Intersection 17:00 13 104 35 Volume 37 1050 501 1588 202 200 Percent 2.3 66.1 31.5 49.8 49.3 High Int. 17:00 0.907 4 406 Volume 9 270 148 427 40 59 Peak Factor - 1.0 20.3 74.8 4.9 Peak Hour From 16:00 to 17:45 - Peak 1 of 1 13.5 23.0 By Approach 17:00 100 39 171 17:00 215 Volume 37 1050 501 1588 202 200 Percent 2.3 66.1 31.5 49.8 49.3 High Int. 17:00 17:30 Volume 9 270 148 427 50 54 Peak Factor 0.930 In Total 3 139 77 938 166 1181 498 186 121 805 2870 2.2 1 105 6.5 79.4 14.1 0.880 61.9 23.1 15.0 0 51 21 268 54 343 145 58 39 242 812 0.884 07:15 07:30 5 160 64 975 147 1186 498 186 121 805 3.1 5.4 82.2 12.4 61.9 23.1 15.0 08:00 08:00 0 51 21 268 54 343 145 58 39 242 0.784 0.864 0.832 25 281 104 644 26 774 209 54 86 349 2268 8.9 13.4 83.2 3.4 59.9 15.5 24.6 13 104 35 193 1 229 59 12 28 99 659 0.860 12:00 11:15 25 281 104 644 26 774 226 58 68 352 _ 8.9 13.4 83.2 3.4 64.2 16.5 19.3 12:30 11:30 13 104 35 193 1 229 65 17 15 97 0.675 0.845 0.907 4 406 173 637 42 852 267 57 97 421 3267 1.0 20.3 74.8 4.9 63.4 13.5 23.0 1 100 39 171 5 215 63 12 17 92 834 0.979 0`0-1135 G L 17:00 17:00 4 406 173 637 42 852 267 57 97 421 1.0 20.3 74.8 4.9 63.4 13.5 23.0 17:45 17:15 1 105 50 172 20 242 78 17 30 125 0.967 0.880 0.842 0`0-1135 G L METRIC ENGINEERING 13940 S.W 136 Street Miami, FL 33186 Tel: 305-235-5098 Fax: 305-251-5894 ('m inn Printod- rear _ Tai ir.Kc File Name : brickell ave & se 8 at Site Code : 00000000 Start Date : 06/20/2002 Page :1 08:00 70 BRICKELL AVE 0 6 SE 8 STREET 40 0 BRICKELL AVE 5 22 27 47 139 SE 8 STREET 191 52 8 251 84 168 Southbound 8 307 Westbound 912 939 Northbound 71 165 Eastbound 4 240 46 0 Start 9 r Rig Ped MP• 17 282 Rig Ped App. 6 Thr Rig Ped App. 08:30 Thr Rig Ped App. Exd Ind, Int Time Left o ht s Total Left our h ht s Total Left 318 ht s Total Left o M s Total . Total Total 115 9 177 0 196 103 11 310 134 173 32 6 345 31 1083 1114 12:30 57 180 0 10 Total 68 0 Factor 1.0 1.01 1.0 1.01 35 1.0 1.0 1 1.01 1.0 87 1.0 1.01 1.01 1.0 995 1.0 1.01 1.0 1.0 15 205 32 0 07:00 61 102 0 1 164 39 0 76 7 122 0 154 34 2 190 46 151 29 1 227 11 692 703 07:15 65 126 0. 4 195 41 0 77 6 124 0 162 51 6 219 70 143 42 1 256 17 777 794 07:30 68 134 0 11 213 44 0 78 17 139 0 183 45 3 231 81 158 47 8 294 39 838 877 07:45 77 170 0 6 2531 33 0 88 10 131 1 0 226 52 4 282 1 78 157 60 4 299 1 24 941 965 Total 271 532 0 22 8251 157 0 319 40 5161 0 725 182 15 922 275 609 178 14 10761 91 3248 3339 08:00 70 166 0 6 242 40 0 945 5 22 27 47 139 0 191 52 8 251 84 168 47 8 307 27 912 939 08:15 71 165 0 4 240 46 0 85 9 140 0 186 79 17 282 102 163 55 6 326 36 952 988 08:30 78 172 0 18 268 48 0 97 17 162 0 182 66 21 269 108 165 29 18 318 74 943 1017 08:45 101 176 0 5 282 530 0 115 9 177 0 196 103 11 310 134 173 32 6 345 31 1083 1114 "' BREAK "' 11:00 11:15 11:30 11:45 49 41 33 60 178 165 185 210 0 0 0 0 11 6 23 14 238 212 241 284 38 54 41 49 0 0 0 0 81 93 76 111 5 22 27 47 124 169 144 207 0 0 0 0 195 142 175 185 39 34 42 25 3 7 8 20 237 183 225 230 78 70 72 82 73 62 68 72 56 78 86 88 8 12 20 17 215 222 246 259 27 47 78 98 787 739 778 882 814 788 858 980 Total 183 738 0 54 975 182 0 361 101 644 0 697 140 38 875 302 275 308 57 942 250 3186 3438 12:00 51 225 0 16 292 43 0 106 44 193 0 188 47 42 277 109 82 79 20 290 122 930 1052 12:15 23 193 0 12 228 58 0 110 41 209 0 143 28 20 191 92 72 60 20 244 93 779 872 12:30 57 180 0 10 247 68 0 121 51 240 0 150 35 28 213 94 93 87 21 295 110 885 995 12:45 27 163 0 15 205 32 0 92 32 156 0 147 52 57 256 83 92 56 46 277 150 744 894 Total 158 761 0 53 972 201 0 429 168 798 0 628 162 147 937 378 339 282 107 1106 475 3338 3813 "' BREAK --- 6 9 2 2 8 1 2 8 9234 7 16:00 35 177 0 1 213 43 0 142 17 202 0 187 27 1 215 60 54 44 0 1581 19 769 788 16:15 52 174 0 2 228 54 0 144 17 215 0 161 34 4 199 61 51 49 5 1661 28 780 808 16:30 38 188 0 1 227 77 0 159 25 261 0 191 33 4 228 56 44 50 6 1561 36 836 872 16:45 33 193 0 7 233 59 0 157_ 15 231 0 193 42 7 242 66 98 45 3 2121 32 886 918 17:00 40 259 0 3 302 83 0 183 27 293 0 203 34 16 253 72 78 60 0 208 46 1010 1056 17:15 52 254 0 1 307 85 0 113 47 245 0 240 44 8 292 79 88 41 1 209 57 996 1053 17:30 34 280 0 3 317 77 0 139 36 252 0 188 42 4 234 45 79 35 2 161 45 919 964 17:45 50 254 0 3 307 77 0 155 29 261 0 230 51 6 287 62 76 44 1 183 39 999 1038 Total 176 104 0 10 1233 322 0 590 139 1051 0 861 171 34 1066 258 319 180 4 761 187 3924 4111 Grand 128 448 0 183 5938 128 0 269 562 4538 0 439 109 307 5798 188 245 129 5873 1288 2085 2214 Total 6 9 2 2 8 1 2 8 9234 7 3 Appy % 21. 75. 0.0 3. 1 28 0.0 59. 12 0.0 75. 18. 5.3 32. 41. 22. 4.0 3 6 3 3 4 9 e 0 9 1 Total % 5.7 203 0.0 0.8 26.8 5.8 12. 2.5 20.5 0.0 19. 4.9 1.4 26.2 8.5 11. 5.9 1.1 26.5 5.8 94.2 `0.0 Approach totals Include pods e L METRIC ENGINEERING 13940 S.W 136 Street Miami, FL 33186 Tel: 305-235-5098 Fax: 305-251-5894 I. File Name : brickeli ave & se S st Site Code : 00000000 Start Date : 0612012002 Page :2 Peak Hour From 07:00 to 08:45 - Peak 1 of 1 BRICKELL AVE SE 8 STREET BRICKELL AVE SE 8 STREET 135 Southbound Westbound Northbound Eastbound Start Time Left rnroh Right �e� Leri Throb Right Total Leh Throb Right Total Len Throu Right Percent 32.0 68.0 0.0 314 Peak Hour From 07:00 to 08:45 - Peak 1 of 1 448 666 Intersection 08:00 135 0.0 67.3 235 Volume 320 679 0 999 187 Percent 32.0 68.0 0.0 314 32.4 High Int. 08:45 31.1 12:30 volume 101 176 0 277 53 Peak Factor Peak Hour From 07:00 to 08:45 - Peak 1 of 1 By Approach 08:00 08:00 Volume 320 679 0 999 187 Percent 32.0 68.0 0.0 32.4 High Int 08:45 08:45 Volume 101 176 0 277 53 Peak Factor 0.902 Peak Hour From 11:00 to 12:45 - Peak 1 of 1 Intersection 11:45 Volume 1 91 80 8 0 999 218 Percent 19.1 80.9 0.0 32.7 High Int. 12:00 Volume 51 225 0 276 43 Peak Factor Peak Hour From 11:00 to 12:45 - Peak 1 of 1 By Approach 11:45 11:45 Volume 191 808 0 999 218 Percent 19.1 80.9 0.0 32.7 High Int. 12:00 12:30 Volume 51 225 0 276 68 Peak Factor 0.905 Peak Hour From 16:00 to 17:45 - Peak 1 of 1 Intersection 17:00 Volume 176 1047 0 1223 322 Percent 14.4 85.6 0.0 35.3 High Int 17:00 Volume 40 259 0 299 83 Peak Factor Peak Hour From 16:00 to 17:45 - Peak 1 of 1 By Approach 17:00 16:15 Volume 176 1047 0 1223 273 Percent 14.4 85.6 0.0 29.8 High Int. 17:30 17:00 Volume 34 280 0 314 83 Peak Factor 0.974 0 391 578 0 755 300 0.0 67.6 0.0 71.6 28.4 0 115 168 0 196 103 08:00 0 391 578 0 755 300 0.0 67.6 0.0 71.6 28.4 08:45 0 115 168 0 196 103 0.860 0 448 666 0 666 135 0.0 67.3 235 0.0 83.1 16.9 0 106 149 0 188 47 11:15 0 448 666 0 690 148 0.0 67.3 0.0 82.3 17.7 12:00 0 121 189 0 188 47 0.881 0 590 912 0 861 171 0.0 64.7 0.0 83.4 16.6 0 183 266 0 203 34 17:00 0 643 916 0 861 171 0.0 70.2 0.0 83.4 16.6 17:15 0 183 266 0 240 44 0.861 1055 426 669 163 33.9 53.2 13.0 299 134 173 32 08:00 1055 426 669 183 33.9 53.2 13.0 08:45 299 134 173 32 0.882 801 377 319 314 37.3 31.6 31.1 235 109 82 79 11:45 838 377 319 314 37.3 31.6 31.1 12:30 235 94 93 87 0.891 1032 258 319 180 34.1 42.1 23.8 237 72 76 60 16:45 1032 252 341 181 33.4 43.5 23.1 16:45 284 66 98 45 0.908 App. Int Total Total 1258 3890 339 1083 0.898 1258 339 0.928 G2-It35 1010 3476 270 930 0.934 1010 274 0.922 757 3924 208 1010 0.971 784 209 0.938 L METRIC ENGINEERING 13940 S.W 136 Street Miami, FL 33186 Tel: 305-235-5098 For. 305-251-5894 L Fite Name : Brickell Ave & SE 7 St Site Code : 00000000 Start Date : 06/20/2002 Page :1 08:00 W BRICKELL4AVESE 32 ...-- -......_... 7 ST- PARKING LOT 319 �...... ...---- BRICKELL AVE 0 0 SE 7 STREET 0 65 263 20 6 354 SouthbouWestbound 0 0 0 0 28 645 Northbound 08:15 43 Eastbound 27 17 319 0 start 0 Thr Rig 83 221 Thr Rig Pod APP. LeftOW Thr Rig Pod App. eoug Thr Rig Pod App. Exdu Indu. Int. Time Left oug htLeft 56 177 35 ouh M s Total 0 0 ht s Total 480 na•ds ht s Total TotalTotal 295 Total 0 0 0 0 95 171 17 1 284 0 0 0 0 0 14 565 579 11:15 11 181 32 1 225 2 Factor 1.0 1.0 1.0 106 177 1.0 1.0 1.0 1.0 0 1.0 1.0 1.0 1.0 519 1.0 1.0 1 A 1.0 58 8 238 0 07:00 26 197 22 10 255 0 0 0 0 0 42 126 12 0 180 0 0 0 0 0 10 425 435 07:15 36 171 29 25 261 0 1 0 1 2 46 235 24 2 307 0 0 0 0 0 28 542 570 07:30 48 184 34- 17 283 0 1 0 4 5 67 199 20 8 294 0 0 0 0 0 29 553 582 07:45 50 219- 42 9 320 0 0 0 0 0 56 225 18 3 302 0 0 0 0 0 12 610 622 Total 160 771 127 61 1119 0 2 0 5 7 211 785 74 13 1083 0 0 0 0 0 79 2130 2209 08:00 W 229 32 22 319 0 0 0 0 0 65 263 20 6 354 0 0 0 0 0 28 645 673 08:15 43 232 27 17 319 0 0 0 4 4 83 221 19 4 327 0 0 0 0 0 25 625 650 08:30 26 157 13 14 210 0 0 0 0 0 56 177 35 2 270 0 0 0 0 0 16 464 480 na•ds a7 213 32 13 295 0 0 0 0 0 95 171 17 1 284 0 0 0 0 0 14 565 579 09:00 19 146 24 11 2001 0 0 0 0 01 86 163 20 0 2691 0 0 0 0 01 11 458 469 "' BREAK "' Total 19 146 24 11 200 0 0 0 0 01 86 163 20 0 2691 0 0 0 0 01 11 458 469 "' BREAK "' 195 65 2 271 3 17 9 1 30 91 229 5 2 327 0 0 0 3 3 8 623 631 16:30 11:00 16 205 39 1 261 4 4 2 0 10 77 205 5 8 295 0 0 0 0 0 9 557 566 11:15 11 181 32 1 225 2 3 1 0 6 106 177 6 1 290 0 0 0 0 0 2 519 521 11:30 10 162 58 8 238 0 0 0 0 0 77 151 1 0 229 0 0 0 0 0 8 459 467 11:45 7 21343 2 11 274 0 0 0 0 0 101 141 2 2 246 0 0 0 0 0 13 507 520 Total 44 761 172 21 998 6 7 3 0 16 361 674 14 11 1060 0 0 0 0 0 32 2042 2074 12:00 12 246 54 21 333 1 25 0 2 28 93 197 1 1 292 0 0 0 0 0 24 629 653 12:15 7 185 64 16 272 3 43 1 0 47 90 143 1 0 234 0 0 0 0 0 16 537 553 12:30 10 195 46 8 259 4 44 5 0 53 108 199 3 3 313 0 0 0 9 9 20 61A 634 12:45 3 168 44 12 227 4 22 1 0 27 84 132 0 5 221 0 0 0 6 6 23 458 481 BREAK "' 16:00 10 223 81 6 320 6 25 7 0 38 115 234 8 8 365 0 0 0 3 3 17 709 728 16:15 9 195 65 2 271 3 17 9 1 30 91 229 5 2 327 0 0 0 3 3 8 623 631 16:30 6 214 56 0 276 8 42 5 0 55 142 237 3 0 382 0 0 0 3 3 3 713 716 16:45 6 203 56 3 268 7 30 6 5 48 120 225 6 1 352 0 0 0 1 1 10 659 669 Total 31 835 258 11 1135 24 114 27 6 171 468 925 22 11 1426 0 0 0 10 10 38 2704 2742 17:00 6 248 71 2 327 13 76 10 1 100 128 260 0 2 390 0 0 0 4 4 9 812 821 17:15 5 284 56 1 346 4 44 12 5 65 82 268 0 9 ' 359 0 0 0 0 0 15 755 770 17:30 4 260 63 0 327 30 72 10 0 112 126 219 2 8 355 0 0 0 0 0 8 786 794 17:45 9 281 57 2 349 11 35 6 0 52 104 275 1 1 381 0 0 1 0 1 3 780 783 Total 24 103 247 5 1349 58 227 38 6 329 440 102 3 20 1485 0 0 1 4 5 35 3133 3168 Grand 452 521 114 232 7035 100 484 75 23 682 220 507 229 77 7618 0 0 1 29 30 361 1500 4 1536 5 Total 1 0 Apprch % 6.4 74. 16. 3.3 14. 471. 11. 29. 88. 3.0 1.0 0.0 0.0 3.3 96• 7 1 2 7 0 0. 4 6 Total % 2.9 9 7.4 1.5 45.8 0.7 3.2 0.5 0.1 4.4 14. 33. 1.5 0.5 49.6 0.0 0.0 0.0 0.2 0.2 2.3 97.7 Approach totals include pods R i� V 111-35 METRIC ENGINEERING 13940 S.W 136 Street Miami, FL 33186 Tel: 305-235-5098 Fax 305-251-5894 File Name : Brickell Ave & SE 7 St Site Code : 00000000 Start Date : 06/20/2002 Page :2 Peak Hour From 07:00 to 08:45 - F'eaK i or 1 BRICKELL AVE SE 7 ST- PARKING LOT BRICKELL AVE SE 7 STREET Intersection Southbound Westbound Northbound Eastbound Start Time Lett Throe Right - App. Left Throe Right App. Left Throe Right App. Left Throe Right 11.5 0.0 h Total High Int. h Total h Total Volume h To Peak Hour From 07:00 to 08:45 - F'eaK i or 1 Intersection 07:30 Volume 177 864 135 1176 0 1 0 Percent 15.1 73.5 11.5 0.0 100.0 0.0 High Int. 08:00 Volume 36 229 32 297 0 0 0 Peak Factor Peak Hour From 07:00 to 08:45 - Peak 1 of 1 By Approach 07:30 07:00 Volume 177 664 135 1176 0 2 0 Percent 15.1 73.5 11.5 0.0 100.0 0.0 High Int. 07:45 07:15 Volume 50 219 42 311 0 1 0 Peak Factor 0.945 Peak Hour From 11:00 to 12:45 - Peak 1 of 1 Intersection 11:45 Volume 36 839 207 1082 8 112 6 Percent 3.3 77.5 19.1 6.3 88.9 4.8 High Int. 12:00 Volume 12 246 54 312 1 25 0 Peak Factor Peak Hour From 11:00 to 12:45 - Peak 1 of 1 By Approach 11:45 12:00 Volume 36 839 207 1082 12 134 7 Percent 3.3 77.5 19.1 7.8 87.6 4.6 High Int. 12:00 12:30 Volume 12 246 54 312 4 44 5 Peak Factor 0.867 Peak Hour From 16:00 to 17:45 - Peak t of 1 Intersection 17:00 Volume 24 1073 247 1344 58 227 38 Percent 1.8 79.8 18.4 18.0 70.3 11.8 High Int. 17:00 Volume 6 248 71 325 13 76 10 Peak Factor Peak Hour From 16:00 to 17:45 - Peak 1 of 1 By Approach 17:00 17:00 Volume 24 1073 247 1344 58 227 38 Percent 1.8 79.8 18.4. 18.0 70.3 11.8 High Int. 17:45 17:30 Volume 9 281 57 347 30 72 10 Peak Factor 0.968 1 271 908 77 1256 0 0 0 21.6 72.3 6.1 0.0 0.0 0.0 0 65 263 20 348 0 0 0 07:30 07:00 2 271 908 77 1256 0 0 0 21.6 72.3 6.1 - - - 08:00 08:00 1 65 263 20 348 0 0 0 0.500 0.902 126 392 680 7 1079 0 00 36.3 63.0 0.6 0.0 0.0 0.0 26 93 197 1 291 0 0 0 App. Int. tal Total 01 2433 01 645 0.943 0 0 0 2287 0 629 0.909 11:45 11:00 153 392 680 7 1079 0 0 0 0 36.3 63.0 0.6 12:30 12:30 53 108 199 3 310 0 0 0 0 0.722 0.870 323 440 1022 3 1465 0 01 30.0 69.8 0.2 0.0 0.0 1 00. 0 99 128 260 0 388 0 0 0 16:30 17:00 323 472 990 9 1471 0 0 1 32.1 67.3 0.6 0.0 0.0 100.0 17:00 17:45 112 128 260 0 388 0 0 1 0.721 0.948 1 3133 0 812 0.965 1 1 0.250 L 1 2- 1135 APPENDIX B Existing (2002) Level of Service'Calculations, G:1313513135\2002,07final2lnitialEditstoUrsComments. DOC 7/31/2002 02-1135 HCS: Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY Intersection:. SW 10, Miami Ave Analyst: SVR Project No.: Date: Existing East/West Street: North/South Street: Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 1 4 5 6 L T R I L T R Volume 6 330 10 0 86 0 Hourly Flow Rate, HFR 6 347 10 0 0 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided 8.0 11.4 12.1 LOS A RT Channelized? B B Lanes 0 2 0 0 0 0 Configuration LT TR LTRLR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L`' T R I L T R Volume 0 25 226 22 6 0 Hourly Flow Rate, HFR 0 26 237 23 6 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Median Storage 1 Flared Approach: Exists? No No Storage RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Service Approach Movement Lane Config Delay, Queue Length, and Level of NB SB Westbound 1 4 1 7 8 9 LT LTR I LTR Eastbound 1 10 11 12 I LTR v (vph) 6 0 263 29 C(m) (vph) 1636 1213 821 537 v/c 0.00 0.00 0.32 0.05 95% queue length 0.00 0.00 1.53 0.02 Control Delay 7.2 8.0 11.4 12.1 LOS A A B B 02 -tJ35 2 Approach Delay Approach LOS 11.4 12.1 B B HCS: Unsignalized Intersections Release 3.2 Phone: Fax: E -Mail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS Intersection: SW 10, Miami Ave City/State: Analyst: SVR Project No.: Time period Analyzed: PM Peak Date: Existing East/West Street: North/South Street: Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movements fi 2 3 4 5 6 L T R L T R Volume 6 330 10 0 86 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Peak -15 Minute Volume 2 87 3 0 23 0 Hourly Flow Rate, HFR 6 347 10 0 0 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized? Lanes 0 2 0 0 0 0 Configuration LT TR LTRLR Upstream Signal? No No Minor Street Movements 7 8 9 10 11 12 L T R L T R Volume 0 25 226 22 6 0 Peak Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Peak -15 Minute Volume 0 7 59 6 2 0 Hourly Flow Rate, HFR 0 26 237 23 6 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 z Median Storage 1 Flared Approach: Exists? No No Storage 02-M5 s RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Pedestrian Volumes and Adjustments Movements 13 14 15 16 Flow (ped/hr) Lane Width (ft) Walking Speed (ft/sec) Percent Blockage 0 3 0 0 12.0 12.0 12.0 12.0 4.0 4.0 4.0 4.0 0 0 0 0 Upstream Signal Data Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet S2 Left -Turn Through S5 Left -Turn Through Worksheet 3 -Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 Shared In volume, major th vehicles: 0 0 Shared In volume, major rt vehicles: 0 0 Sat flow rate, major th vehicles: 1700 1700 Sat flow rate, major rt vehicles: 1700 1700 Number of major street through lanes: 2 0 Worksheet 4 -Critical Gap and Follow-up Time Calculation Critical Gap Calculation Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(c,base) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 P (hv) 0 0 0 0 0 0 0 0 t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10 Grade/100 0.00 0.00 0.00 0.00 0.00 0.00 135 M L t(3,lt) 7 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 t(c,T): 1 -stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 P (HV) 0 0 2 -stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 t(c) 1 -stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 2 -stage 4.1 4.1 6.1 5.5 6.2 6.1 5.5 6.2 Follow -Up Time Calculations Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(f,base) 2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 P (HV) 0 0 0 0 0 0 0 0 t(f) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Worksheet 5 -Effect of Upstream Signals Computation 1 -Queue Clearance Time at Upstream Signal Movement 2 Movement 5 V(t) V(l,prot) V(t) V (l,prot) V prog Total Saturation Flow Rate, s (vph) Arrival Type Effective Green, g (sec) Cycle Length, C (sec) Rp (from table 9-2) Proportion vehicles arriving on green P g(ql) g(q2) g(q) Computation 2 -Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V(t) V(l,prot) V(t) V (1,prot) alpha beta Travel time, t(a) (sec) Smoothing Factor, F Proportion of conflicting flow, f , Max platooned flow, V(c,max) Min platooned flow, V(c,min) Duration of blocked period, t(p) Proportion time blocked, p 0.000 0.000 Computation 3 -Platoon Event Periods Result L Nge$ 02-1.35 p(5) 0.000 p (dom) p (subo ) Constrained or unconstrained? Proportion unblocked (1) (2) (3) for minor Single -stage Two -Stage Process movements, p(x) Process Stage I Stage II P(1) p(4) P(7) P(8) P(9) P(10) P(11) p(12) Computation 4 and 5 Single -Stage Process Movement 1 4 7 8 9 10 11 12 L L L T R L T R V c,x 0 357 367 364 182 201 369 0 s Px V c, u, x C r,x C plat,x Two -Stage Process 7 8 10 11 Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 V(c,x) 364 3 364 0 0 201 0 369 s 0 0 3400 3400 P(X) V(c,u,x) C(plat,x) Worksheet 6 -Impedance and Capacity Equations 02' -t 135 L Step 1: RT from Minor St. 9 12 Conflicting Flows 182 0 Potential Capacity 866 1091 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 864 1091 Probability of Queue free St. 0.73 1.00 Step 2: LT from Major St. 4 1 Conflicting Flows 357 0 Potential Capacity 1213 1636 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 1213 1636 Probability of Queue free St. 1.00 1.00 Maj L -Shared Prob Q free St. 1.00 1.00 Step 3: TH from Minor St. 8 11 Conflicting Flows 364 369 Potential Capacity 567 563 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 565 561 Probability of Queue free St., 0.95 0.99 Step 4: LT from Minor St. 7 10 Conflicting Flows 367 201 Potential Capacity 593 762 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 0.99 0.95 Maj. L, Min T Adj. Imp Factor. 0.99 0.96 Cap. Adj. factor due to Impeding mvmnt 0.99 0.70 Movement Capacity 587 531 Worksheet 7 -Computation of the Effect of Two-stage Gap Acceptance Step 3: TH from Minor St. 8 11 , Part 1 - First Stage Conflicting Flows 364 0 Potential Capacity 627 900 Pedestrian Impedance Factor 1.00 1.00 L Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 625 900 Probability of Queue free St. 0.96 0.99 02--1135 Part 2 - Second Stage Conflicting Flows 0 369 Potential Capacity 900 624 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 900 622 Part 3 - Single Stage 367 201 Conflicting Flows 364 369 Potential Capacity 567 563 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 565 561 Result for 2 stage process: a 0.00 0.00 y 0.00 0.00 C t 565 561 Probability of Queue free St. 0.95 0.99 Step 4: LT from Minor St. 7 10 Part 1 - First Stage Conflicting Flows 364 0 Potential Capacity 659 1029 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 657 1029 Part 2 - Second Stage Conflicting Flows 3 201 Potential Capacity 1025 805 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.99 0.69 Movement Capacity 1018 556 Part 3 - Single Stage Conflicting Flows 367 201 Potential Capacity 593 762 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 0.99 0.95 Maj. L, Min T Adj. Imp Factor. 0.99 0.96 Cap. Adj. factor due to Impeding mvmnt 0.99 0.70 Movement Capacity 587 531 Results for Two-stage process: a 0.00 0.00 y 0.00 0.00 C t 587 531 Worksheet 8 -Shared Lane Calculations 01-4135 U L Movement 7 8 9 10 11 12 L T R L T R Volume (vph) 0 26 237 23 6 0 Movement Capacity (vph) 587 565 864 531 561 1091 Shared Lane Capacity (vph) 821 537 Worksheet 9 -Computation of Effect of Flared Minor Street Approaches Movement 7 8 9 10 11 12 L T R L T R C sep 587 565 864 531 561 1091 Volume 0 26 237 23 6 0 Delay Q sep Q sep +1 round (Qsep +1) n max C sh 821 537 SUM C sep n C act Worksheet 10 -Delay, Queue Length, and Level of Service Movement 1 4 7 8 9 10 11 12 Lane Config LT LTR LTR LTR v (vph) 6 0 263 29 , C(m) (vph) 1636 1213 821 537 v/c 0.00 0.00 0.32 0.05 95% queue length 0.00 0.00 1.53 0.02 Control Delay 7.2 8.0 11.4 12.1 LOS A A B B Approach Delay 11.4 12.1 z Approach LOS B B 62,--x,35 Worksheet 11 -Shared Major LT Impedance and Delay 5 Movement 2 Movement p(oj) 1.00 1.00 v(il), Volume for stream 2 or 5 0 0 v(i2), Volume for stream 3 or 6 0 0 s(il), Saturation flow rate for stream 2 or 5 1700 1700 s(i2), Saturation flow rate for stream 3 or 6 1700 1700 P*(oj) 1.00 1.00 d(M,LT), Delay for stream 1 or 4 7.2 8.0 N, Number of major street through lanes 2 0 d(rank,l) Delay for stream 2 or 5 L L HCS: Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY Intersection: SW 10, SE 1 Ave Analyst: SVR Project No.: Date: Existing East/West Street: North/South Street: Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R I L T R Volume 9 85 102 89 Hourly Flow Rate, HFR 9 89 107 93 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized? Lanes 0 1 0 1 Configuration LTR LTR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume 20 46 15 5 8 12 Hourly Flow Rate, HFR 21 48 15 5 8 12 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Median Storage 1 Flared Approach: Exists? No No Storage RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 1 7 8 9 I 10 r 11 12 Lane Config LTR LTR I LTR I LTR v (vph) 9 107 84 25 C(m) (vph) 1484 1458 506 591 v/c 0.01 0.07 0.17 0.04 95% queue length 0.00 0.14 0.61 0.00 Control Delay 7.4 7.7 13.5 11.4 LOS A A B B G2-1.35 L Approach Delay 13.5 11.4 Approach LOS B B HCS: Unsignalized Intersections Release 3.2 Phone: Fax: E -Mail. TWO-WAY STOP CONTROL(TWSC) ANALYSIS Intersection: SW 10, SE 1 Ave City/State: Analyst: SVR Project No.: Time period Analyzed: PM Peak Date: Existing East/West Street: North/South Street: Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movements 1 2 3 4 5 6 L T R L T R Volume 9 85 102 89 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 Peak -15 Minute Volume 2 22 27 23 Hourly Flow Rate, HFR 9 89 107 93 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized? Lanes 0 1 0 1 Configuration LTR LTR Upstream Signal? No No Minor Street Movements 7 8 9 10 11 12 L T R L T R Volume 20 46 15 5 8 12 Peak Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Peak -15 Minute Volume 5 12 4 1 2 3 Hourly Flow Rate, HFR 21 48 15 5 8 12 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Median Storage 1 Flared Approach: Exists? No No Storage 012 -Mb L RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal Data Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet S2 Left -Turn Through S5 Left -Turn Through Worksheet 3 -Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 Shared In volume, major th vehicles: 89 93 Shared In volume, major rt vehicles: 49 24 Sat flow rate, major th vehicles: 1700 1700 Sat flow rate, major rt vehicles: 1700 1700 Number of major street through lanes: 1 1 Worksheet 4 -Critical Gap and Follow-up Time Calculation Critical Gap Calculation Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(c,base) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 P(hv) 0 0 0 0 0 0 0 0 t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10 Grade/100 0.00 0.00 0.00 0.00 0.00 0.00 21135 U R Pedestrian Volumes and Adjustments Movements 13 14 15 16 Flow (ped/hr) 0 3 0 0 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/sec) 4.0 4.0 4.0 4.0 Percent Blockage 0 0 0 0 Upstream Signal Data Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet S2 Left -Turn Through S5 Left -Turn Through Worksheet 3 -Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 Shared In volume, major th vehicles: 89 93 Shared In volume, major rt vehicles: 49 24 Sat flow rate, major th vehicles: 1700 1700 Sat flow rate, major rt vehicles: 1700 1700 Number of major street through lanes: 1 1 Worksheet 4 -Critical Gap and Follow-up Time Calculation Critical Gap Calculation Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(c,base) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 P(hv) 0 0 0 0 0 0 0 0 t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10 Grade/100 0.00 0.00 0.00 0.00 0.00 0.00 21135 U R V prog Total Saturation Flow Rate, s (vph) Arrival Type Effective Green, g (sec) Cycle Length, C (sec) Rp (from table 9-2) Proportion vehicles arriving on green P g(ql) g(q2) g(q) Computation 2 -Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V(t) V(1,prot) V(t) V (l,prot) alpha beta Travel time, t(a) (sec) Smoothing Factor, F Proportion of conflicting flow, f Max platooned flow, V(c,max) Min platooned flow, V(c,min) Duration of blocked period, t(p) Proportion time blocked, p 0.000 0.000 Computation 3 -Platoon Event Periods Result p(2) 0.000 0 02--I t 35 L t(3,lt) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 t(c,T): 1 -stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 -stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 t(c) 1 -stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 2 -stage 4.1 4.1 6.1 5.5 6.2 6.1 5.5 6.2 Follow -pp Time Calculations Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(f,base) 2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 P (HV) 0 0 0 0 0 0 0 0 t(f) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Worksheet 5 -Effect of Upstream Signals Computation 1 -Queue Clearance Time at Upstream Signal Movement 2 Movement 5 V(t) V(1,prot) V(t) V (l,prot) V prog Total Saturation Flow Rate, s (vph) Arrival Type Effective Green, g (sec) Cycle Length, C (sec) Rp (from table 9-2) Proportion vehicles arriving on green P g(ql) g(q2) g(q) Computation 2 -Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V(t) V(1,prot) V(t) V (l,prot) alpha beta Travel time, t(a) (sec) Smoothing Factor, F Proportion of conflicting flow, f Max platooned flow, V(c,max) Min platooned flow, V(c,min) Duration of blocked period, t(p) Proportion time blocked, p 0.000 0.000 Computation 3 -Platoon Event Periods Result p(2) 0.000 0 02--I t 35 L p(5) 0.000 p (dom ) p(subo) Constrained or unconstrained? Proportion unblocked (1) (2) (3) for minor Single -stage Two -Stage Process movements, p(x) Process Stage I Stage II p(1) p(4) p(7) p(8) P(9) p(10) P(11) p(12) Computation 4 and 5 Single -Stage Process Movement 1 4 7 8 9 10 11 12 L L L T R L T R V c,x 117 138 461 463 116 485 475 105 s Px V c, u, x Two -Stage Process 7 8 10 11 Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 V(c,x) 132 329 132 331 319 166 319 156 s 1700 1700 1700 1700 r 2 (x) V (C, u, X) C(r,x) C (plat, x) Worksheet 6 -Impedance and Capacity Equations L Step 1: RT from Minor St. 9 12 Conflicting Flows 116 105 Potential Capacity 942 955 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 940 955 Probability of Queue free St. 0.98 0.99 Step 2: LT from Major St. 4 1 Conflicting Flows 138 117 Potential Capacity 1458 1484 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 1458 1484 Probability of Queue free St. 0.93 0.99 Maj L -Shared Prob Q free St. 0.92 0.99 Step 3: TH from Minor St. 8 11 Conflicting Flows 463 475 Potential Capacity 499 491 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.92 0.92 Movement Capacity 457 449 Probability of Queue free St. 0.89 0.98 Step 4: LT from Minor St. 7 10 Conflicting Flows 461 485 Potential Capacity 514 496 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 0.90 0.82 Maj. L, Min T Adj. Imp Factor. 0.92 0.86 Cap. Adj. factor due to Impeding mvmnt 0.91 0.85 Movement Capacity 468 419 Worksheet 7 -Computation of the Effect of Two-stage Gap Acceptance Step 3: TH from Minor St. 8 11 Part 1 - First Stage Conflicting Flows 132 319 Potential Capacity 791 657 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.99 0.92 Movement Capacity 786 605 Probability of Queue free St. 0.94 0.99 U2-1135 L Part 2 - Second Stage Conflicting Flows 331 156 Potential Capacity 649 772 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.92 0.99 Movement Capacity 598 767 Part 3 - Single Stage Conflicting Flows 463 475 Potential Capacity 499 491 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.92 0.92 Movement Capacity 457 449 Result for 2 stage process: a 0.00 0.00 y 0.00 0.00 C t 457 449 Probability of Queue free St. 0.89 0.98 Step 4: LT from Minor St. 7 10 Part 1 - First Stage Conflicting Flows 132 319 Potential Capacity 876 697 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.99 0.92 Movement Capacity 870 642 Part 2 - Second Stage Conflicting Flows 329 166 Potential Capacity 688 841 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.90 0.92 Movement Capacity 618 770 Part 3 - Single Stage Conflicting Flows 461 485 Potential Capacity 514 496 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 0.90 0.82 Maj. L, Min T Adj. Imp Factor. 0.92 0.86 Cap. Adj. factor due to Impeding mvmnt 0.91 0.85 Movement Capacity 468 419 Results for Two-stage process: a 0.00 0.00 y 0.00 0.00 C t 468 419 Worksheet 8 -Shared Lane Calculations 09-1135 FJ L L Movement 7 8 9 10 11 12 L T R L T R Volume (vph) 21 48 15 5 8 12 Movement Capacity (vph) 468 457 940 419 449 955 Shared Lane Capacity (vph) 506 591 Worksheet 9 -Computation of Effect of Flared Minor Street Approaches Movement 7 8 9 10 11 12 L T R L T R C sep 468 457 940 419 449 955 Volume 21 48 15 5 8 12 Delay Q sep Q sep +1 round (Qsep +1) n max C sh 506 591 SUM C sep n C act Worksheet 10 -Delay, Queue Length, and Level of Service Movement 1 4 7 8 9 10 11 12 Lane Config LTR LTR LTR LTR v (vph) 9 107 84 25 C(m) (vph) 1484 1458 506 591 v/c 0.01 0.07 0.17 0.04 95% queue length 0.00 0.14 0.61 0.00 Control Delay 7.4 7.7 13.5 11.4 LOS A A B B Approach Delay 13.5 11.4 Approach LOS B B L Worksheet 11 -Shared Major LT Impedance and Delay Movement 2 Movement 5 p(oj) 0.99 0.93 v(il), Volume for stream 2 or 5 89 93 v(i2), Volume for stream 3 or 6 49 24 s(il), Saturation flow rate for stream 2 or 5 1700 1700 s(i2), Saturation flow rate for stream 3 or 6 1700 1700 P*(oj) 0.99 0.92 d(M,LT), Delay for stream 1 or 4 7.4 7.7 N, Number of major street through lanes 1 1 d(rank,l) Delay for stream 2 or 5 0.0 0.6 F] L HCS: Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY Intersection: SW 10, SW 1st Ave Analyst: SVR Project No.: Date: Existing East/West Street: North/South Street: Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Delay, Queue Length, and Level of Service Adjustments Approach NB SB Westbound Eastbound , Major Street: Approach 1 Northbound 1 7 8 9 1 10 11 12 Lane Config Southbound LT Movement 1 2 3 ► 4 5 6 L T R 1 L T R Volume 0 78 0 0 626 23 Hourly Flow Rate, HFR 0 0 0 0 658 24 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized? Lanes 0 0 0 0 2 0 Configuration LTRLR LT TR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L' T R 1 L T R Volume 31 0 0 0 0 Hourly Flow Rate, HFR 32 0 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 Percent Grade (%) 0 0 Median Storage 1 Flared Approach: Exists? No No Storage RT Channelized? Lanes 0 1 0 0 0 Configuration LTR LR v (vph) 0 0 C(m) (vph) 920 1636 V/c 0.00 0.00 95% queue length 0.00 0.00 Control Delay 8.9 7.2 LOS A A 32 0 628 0 0.05 0.01 11.0 B 02-t135 L Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound , Movement 1 4 1 7 8 9 1 10 11 12 Lane Config LTR LT 1 LTR 1 LR v (vph) 0 0 C(m) (vph) 920 1636 V/c 0.00 0.00 95% queue length 0.00 0.00 Control Delay 8.9 7.2 LOS A A 32 0 628 0 0.05 0.01 11.0 B 02-t135 L Approach Delay 11.0 Approach LOS B HCS: Unsignalized Intersections Release 3.2 Phone: Fax: E -Mail. TWO-WAY STOP CONTROL(TWSC) ANALYSIS Intersection: SW 10, SW 1st Ave City/State: Analyst: SVR Project No.: Time period Analyzed: PM Peak Date: Existing East/West Street: North/South Street: Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movements 1' 2 3 4 5 6 L T R L T R Volume 0 78 0 0 626 23 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Peak -15 Minute Volume 0 21 0 0 165 6 Hourly Flow Rate, HFR 0 0 0 0 658 24 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized? Lanes 0 0 0 0 2 0 Configuration LTRLR LT TR Upstream Signal? No No Minor Street Movements 7 8 9 10 11 12 L T R L T R Volume Peak Hour Factor, PHF Peak -15 Minute Volume Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Median Storage 1 Flared Approach: Exists? Storage 31 0 0 0 0.95 0.95 0.95 0.95 8 0 0 0 32 0 0 0 0 0 0 0 0 IAC 0 No 0 0.95 0 0 0 02-1135 L RT Channelized? volume, major th vehicles: 0 0 Lanes 0 1 0 rt vehicles: 0 0 Configuration LTR vehicles: LR 1700 Sat flow rate, major rt vehicles: 1700 1700 Number of Pedestrian Volumes and 0 2 Adjustments 0.00 0.00 0.00 0.00 0.00 Movements 13 14 15 16 Flow (ped/hr) 0 3 0 0 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/sec) 4.0 4.0 4.0 4.0 Percent Blockage 0 0 0 0 Upstream Signal Data Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet S2 Left -Turn Through S5 Left -Turn Through Worksheet 3 -Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 Shared In volume, major th vehicles: 0 0 Shared In volume, major rt vehicles: 0 0 Sat flow rate, major th vehicles: 1700 1700 Sat flow rate, major rt vehicles: 1700 1700 Number of major street through lanes: 0 2 Worksheet 4 -Critical Gap and Follow-up Time Calculation Critical Gap Calculation Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(c,base) 4.1 4.1 7.1 6.5 6.2 7.1 6.2 t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 P (hv) 0 0 0 0 0 0 0 t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10 Grade/100 0.00 0.00 0.00 0.00 0.00 0.00 02-x.135 L t(3,lt) 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 t(c,T): 1 -stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.20 2 -stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 t(c) 1 -stage 4.1 4.1 7.1 6.5 6.2 7.1 6.2 0 2 -stage 4.1 4.1 6.1 5.5 6.2 6.1 6.2 Follow -Up Time Calculations Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(f,base) 2.20 2.20 3.50 4.00 3.30 3.50 3.30 t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 P (HV) 0 0 0 0 0 0 0 t(f) 2.2 2.2 3.5 4.0 3.3 3.5 3.3 Worksheet 5 -Effect of Upstream Signals Computation 1 -Queue Clearance Time at Upstream Signal Movement 2 Movement 5 V(t) V(1,prot) V(t) V (l,prot) V prog Total Saturation Flow Rate, s (vph) Arrival Type Effective Green, g (sec) Cycle Length, C (sec) Rp (from table 9-2) Proportion vehicles arriving on green P g(ql) g(q2) g(q) Computation 2 -Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V(t) V(l,prot) V(t) V (l,prot) beta Travel time, t(a) (sec) Smoothing Factor, F Proportion of conflicting flow, f Max platooned flow, V(c,max) Min platooned flow, V(c,min) Duration of blocked period, t(p) Proportion time blocked, p 0.000 0.000 Computation 3 -Platoon Event Periods Result p(2) 0.000 L p(5) 0.000 p (dom) p(subo) Constrained or unconstrained? Proportion unblocked (1) (2) (3) for minor Single -stage Two -Stage Process movements, p(x) Process Stage I Stage II p(1) p(4) p(7) P(8) P(9) P(10) P(11) p(12) Computation 4 and 5 Single -Stage Process Movement 1 4 7 8 9 10 11 12 L L L T R L T R V c,x 682 0 329 682 3 673 341 s Px V c, u, x C r, x C plat,x Two -Stage Process 7 8 10 11 Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 V(C,x) 0 329 0 682 670 3 s 3400 3400 0 P(X) V(C,u,x) C(r,x) C(plat,x) Worksheet 6 -Impedance and Capacity Equations 02-1135 L Step 1: RT from Minor St. 9 12 Conflicting Flows 3 341 Potential Capacity 1087 706 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 1084 706 Probability of Queue free St. 1.00 1.00 Step 2: LT from Major St. 4 1 Conflicting Flows 0 682 Potential Capacity 1636 920 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 1636 920 Probability of Queue free St. 1.00 1.00 Maj L -Shared Prob Q free St. 1.00 1.00 Step 3: TH from Minor St. 8 11 Conflicting Flows 682 Potential Capacity 375 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 375 Probability of Queue free St. 1.00 1.00 Step 4: LT from Minor St. 7 10 Conflicting Flows 329 673 Potential Capacity 628 372 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 1.00 1.00 Maj. L, Min T Adj. Imp Factor. 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 628 371 Worksheet 7 -Computation of the Effect of Two-stage Gap Acceptance Step 3: TH from Minor St. 8 11 Part 1 - First Stage Conflicting Flows 0 Potential Capacity 900 459 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 900 459 Probability of Queue free St. 1.00 1.00 Part 2 - Second Stage 02-1135 0 L Conflicting Flows 682 Potential Capacity 453 900 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 453 900 Part 3 - Single Stage Conflicting Flows 682 Potential Capacity 375 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 375 Result for 2 stage process: a 0.00 0.00 y 0.00 0.00 C t 375 Probability of Queue free St. 1.00 1.00 Step 4: LT from Minor St. 7 10 Part 1 - First Stage Conflicting Flows 0 670 Potential Capacity 1029 450 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 1029 450 Part 2 - Second Stage Conflicting Flows 329 3 Potential Capacity 688 1025 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 688 1022 Part 3 - Single Stage Conflicting Flows 329 673 Potential Capacity 628 372 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 1.00 1.00 Maj. L, Min T Adj. Imp Factor. 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 628 371 Results for Two-stage process: ' a 0.00 0.00 y 0.00 0.00 C t 628 371 Worksheet 8 -Shared Lane Calculations t L Movement 7 8 9 10 11 12 0 32 0 C(m) (vph) 920 1636 L T R L T R 95% queue length 0.00 0.00 0.01 Volume (vph) 32 0 0 0 0 A B Approach Delay Movement Capacity (vph) 628 375 1084 371 706 Worksheet 11 -Shared Major LT Impedance and Delay Shared Lane Capacity (vph) 628 0 Worksheet 9 -Computation of Effect of Flared Minor Street Approaches Movement 7 8 9 10 11 12 L T R L T R C Sep 628 375 1084 371 706 Volume 32 0 0 0 0 Delay Q Sep Q Sep +1 round (Qsep +1) n max C sh 628 0 SUM C Sep n C act Worksheet 10 -Delay, Queue Length, and Level of Service Movement Lane Config 1 LTR 4 7 LT 8 9 10 11 12 LTR LR v (vph) 0 0 32 0 C(m) (vph) 920 1636 628 0 v/c 0.00 0.00 0.05 , 95% queue length 0.00 0.00 0.01 Control Delay 8.9 7.2 11.0 LOS A A B Approach Delay 11.0 Approach LOS B Worksheet 11 -Shared Major LT Impedance and Delay o 2 -- :t 13 5 L 5 Movement 2 Movement P(oj) 1.00 1.00 v(il), Volume for stream 2 or 5 0 0 v(i2), Volume for stream 3 or 6 0 0 s(il), Saturation flow rate for stream 2 or 5 1700 1700 s(i2), Saturation flow rate for stream 3 or 6 1700 1700 P*(oj) 1.00 1.00 d(M,LT), Delay for stream 1 or 4 8.9 7.2 N, Number of major street through lanes 0 2 d(rank,l) Delay for stream 2 or 5 G V 2- i l 3 b L HCS: Unsignalized Intersections Release 3.2 14 TWO-WAY STOP CONTROL C(m) (vph) 1636 1019 SUMMARY v/c 0.01 0.00 0.17 z 95% queue length Intersection: SW 9, Miami Ave 0.00 0.66 Control Delay 7.2 Analyst: SVR 11.2 LOS A A B Project No.: Date: Existing East/West Street: North/South Street: Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 1 4 5 6 L T R I L T R Volume 14 534 0 0 535 0 Hourly Flow Rate, HFR 14 562 0 0 0 0 Percent Heavy Vehicles 0 -- -- 0 Median Type Undivided RT Channelized? Lanes 0 2 0 0 0 0 Configuration LT TR LTRLR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 1 10 11 12 t T R I L T R Volume 0 12 104 0 0 Hourly Flow Rate, HFR 0 12 109 0 0 Percent Heavy Vehicles 0 0 0 0 0 Percent Grade (%) 0 0 Median Storage 1 Flared Approach: Exists? No No Storage RT Channelized? Lanes 0 1 0 0 0 Configuration LTR LR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 1 7 8 9 1 10 11 12 Lane Config LT LTR I LTR I LR v (vph) 14 0 121 0 C(m) (vph) 1636 1019 702 0 v/c 0.01 0.00 0.17 z 95% queue length 0.00 0.00 0.66 Control Delay 7.2 8.5 11.2 LOS A A B 02-1135 Approach Delay 11.2 Approach LOS B HCS: Unsignalized Intersections Release 3.2 Phone: Fax: E -Mail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS Intersection: SW 9, Miami Ave City/State: Analyst: SVR Project No.: Time period Analyzed: PM Peak Date: Existing East/West Street: North/South Street: Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movements 1 2 3 4 5 6 L T R L T R Volume 14 534 0 0 535 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Peak -15 Minute Volume 4 141 0 0 141 0 Hourly Flow Rate, HFR 14 562 0 0 0 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized? Lanes 0 2 0 0 0 0 Configuration LT TR LTRLR Upstream Signal? No No Minor Street Movements Volume Peak Hour Factor, PHF Peak -15 Minute Volume Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Median Storage 1 Flared Approach: Exists? Storage 7 B 9 10 L T R L 0 12 104 0 0.95 0.95 0.95 0.95 0 3 27 0 0 12 109 0 0 0 0 0 0 No 11 12 T R 0 No 0 0.95 0 0 0 L RT Channelized? Lanes 0 1 0 0 0 Configuration LTR LR Pedestrian Volumes and Adjustments Movements 13 14 15 16 Flow (ped/hr) 0 3 0 0 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/sec) 4.0 4.0 4.0 4.0 Percent Blockage 0 0 0 0 Upstream Signal Data Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet S2 Left -Turn Through S5 Left -Turn Through Worksheet 3 -Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 Shared In volume, major th vehicles: 0 0 Shared In volume, major rt vehicles: 0 0 Sat flow rate, major th vehicles: 1700 1700 Sat flow rate, major rt vehicles: 1700 1700 Number of major street through lanes: 2 0 Worksheet 4 -Critical Gap and Follow-up Time Calculation Critical Gap Calculation Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(c,base) 4.1 4.1 7.1 6.5 6.2 7.1 6.2 t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 L P (hv) 0 0 0 0 0 0 0 t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10 Grade/100 0.00 0.00 0.00 0.00 0.00 0.00 2-If35" t(3,lt) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 t(c,T): 1 -stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 -stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 t(c) 1 -stage 4.1 4.1 7.1 6.5 6.2 7.1 6.2 2 -stage 4.1 4.1 6.1 5.5 6.2 6.1 6.2 Follow -Up Time Calculations Movement 1 4 7 B 9 10 11 12 L L L T R L T R t(f,base) 2.20 2.20 3.50 4.00 3.30 3.50 3.30 t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 P(HV) 0 0 0 0 0 0 0 t(f) 2.2 2.2 3.5 4.0 3.3 3.5 3.3 Worksheet 5 -Effect of Upstream Signals Computation 1 -Queue Clearance Time at Upstream Signal C, Movement 2 Movement 5 V(t) V(l,prot) V(t) V (1,prot) V prog Total Saturation Flow Rate, s (vph) Arrival Type Effective Green, g (sec) Cycle Length, C (sec) Rp (from table 9-2) Proportion vehicles arriving on green P g(ql) g(q2) g(q) Computation 2 -Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V(t) V(l,prot) V(t) V (l,prot) alpha beta Travel time, t(a) (sec) Smoothing Factor, F Proportion of conflicting flow, f Max platooned flow, V(c,max) Min platooned flow, V(c,min) Duration of blocked period, t(p) Proportion time blocked, p Computation 3 -Platoon Event Periods p(2) Result V 2- t l a.� L p(5) 0.000 p(dom) p (s ubo ) Constrained or unconstrained? Proportion unblocked (1) (2) (3) for minor Single -stage Two -Stage Process movements, p(x) Process Stage I Stage II p(1) p(4) p(7) P(8) P(9) P(10) p(11) p(12) Computation 4 and 5 Single -Stage Process Movement 1 4 7 8 9 10 11 12 L L L T R L T R V c,x 0 562 590 590 284 318 0 s Px V c,u,x C r, x C plat, x Two -Stage Process 7 8 10 11 Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 V (c, x) 590 0 590 0 0 318 S 0 0 3400 P(x) V(C,u,x) C(r,x) C(plat,x) Worksheet 6 -Impedance and Capacity Equations A00 L Step 1: RT from Minor St. Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity Probability of Queue free St. Step 2: LT from Major St. Conflicting Flows Potential Capacity Pedestrian Impedance Factor Movement Capacity Probability of Queue free St. Maj L -Shared Prob Q free St. 9 284 760 1.00 758 0.86 4 562 1019 1.00 1019 1.00 1.00 12 0 1091 1.00 1091 1.00 1 0 1636 1.00 1636 0.99 0.99 Step 3: TH from Minor St. 8 11 Conflicting Flows 590 Potential Capacity 423 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.99 0.99 Movement Capacity 419 Probability of Queue free St. 0.97 1.00 Step 4: LT from Minor St. 7 10 Conflicting Flows 590 318 Potential Capacity 422 639 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 0.99 0.96 Maj. L, Min T Adj. Imp Factor. 0.99 0.97 Cap. Adj. factor due to Impeding mvmnt 0.99 0.83 Movement Capacity 419 530 Worksheet 7 -Computation of the Effect of Two-stage Gap Acceptance Step 3: TH from Minor St. 8 11 Part 1 - First Stage Conflicting Flows 590 Potential Capacity 498 900 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.99 1.00 Movement Capacity 494 900 Probability of Queue free St. 0.98 1.00 z Part 2 - Second Stage �2-i35 Conflicting Flows 0 318 Potential Capacity 900 498 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 0.99 Movement Capacity 900 494 Part 3 - Single Stage 0.99 0.83 Conflicting Flows 590 530 Potential Capacity 423 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.99 0.99 Movement Capacity 419 530 Result for 2 stage process: a 0.00 0.00 y 0.00 0.00 C t 419 Probability of Queue free St. 0.97 1.00 Step 4: LT from Minor St. 7 10 Part 1 - First Stage Conflicting Flows 590 0 Potential Capacity 497 1029 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.99 1.00 Movement Capacity 493 1029 Part 2 - Second Stage Conflicting Flows 0 318 Potential Capacity 1029 698 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 0.83 Movement Capacity 1029 577 Part 3 - Single Stage Conflicting Flows 590 318 Potential Capacity 422 639 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 0.99 0.96 Maj. L, Min T Adj. Imp Factor. 0.99 0.97 Cap. Adj. factor due to Impeding mvmnt 0.99 0.83 Movement Capacity 419 530 Results for Two-stage process: a 0.00 0.00 y 0.00 0.00 C t 419 530 Worksheet 8 -Shared Lane Calculations M R Movement 7 8 9 10 11 12 L T R L T R Volume (vph) 0 12 109 0 0 Movement Capacity (vph) 419 419 758 530 1091 Shared Lane Capacity (vph) 702 0 Worksheet 9 -Computation of Effect of Flared Minor Street Approaches Movement 7 8 9 10 11 12 L T R L T R C sep 419 419 758 530 1091 Volume 0 12 109 0 0 Delay Q sep Q sep +1 round (Qsep +1) n max C sh 702 0 SUM C sep n C act Worksheet 10 -Delay, Queue Length, and Level of Service Movement 1 4 7 8 9 10 11 12 Lane Config LT LTR LTR LR v (vph) 14 0 121 0 C(m) (vph) 1636 1019 702 0 v/c 0.01 0.00 0.17 95% queue length 0.00 0.00 0.66 Control Delay 7.2 8.5 11.2 LOS A A B Approach Delay 11.2 Approach LOS B Worksheet 11 -Shared Major LT Impedance and Delay 02-1130' L Movement 2 Movement 5 P(oj) 0.99 1.00 v(il), Volume for stream 2 or 5 0 0 v(i2), Volume for stream 3 or 6 0 0 s(il), Saturation flow rate for stream 2 or 5 1700 1700 s(i2), Saturation flow rate for stream 3 or 6 1700 1700 p*(oj) 0.99 1.00 d(M,LT), Delay for stream 1 or 4 7.2 8.5 N, Number of major street through lanes 2 0 d(rank,l) Delay for stream 2 or 5 C. V i HCS: Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY Intersection: SW 9, SE 1st Ave Analyst: SVR Project No.: Date: Existing East/West Street: North/South Street: Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 1 4 5 6 L T R I L T R Volume 7 80 0 146 Hourly Flow Rate, HFR 7 84 0 153 Percent Heavy Vehicles 0 -- -- 0 Median Type Undivided RT Channelized? Lanes 0 1 0 1 Configuration LTR LTR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 1 10 11 12 T R I L T R Volume 0 0 0 0 Hourly Flow Rate, HFR 0 0 0 0 Percent Heavy Vehicles 0 0 0 0 Percent Grade (%) 0 0 Median Storage 1 Flared Approach: Exists? No No Storage RT Channelized? Lanes 0 0 0 0 Configuration LR LR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 1 7 8 9 1 10 11 12 Lane Config LTR LTR I LR I LR v (vph) 7 0 0 0 C(m) (vph) 1418 1526 0 0 v/c 0.00 0.00 95% queue length 0.00 0.00 Control Delay 7.6 7.4 LOS A A Approach Delay Approach LOS HCS: Unsignalized Intersections Release 3.2 Phone: Fax: E -Mail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS Intersection: SW 9, SE 1st Ave City/State: Analyst: SVR Project No.: Time period Analyzed: PM Peak Date: Existing East/West Street: North/South Street: Intersection Orientation: NS Study period (hrs): 0.25 Minor Street Movements 7 Vehicle Volumes and 10 11 Adjustments L T R L Major Street Movements R 2 3 4 5 6 Hourly Flow Rate, HFR L T R L T R Volume 7 80 0 146 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 Peak -15 Minute Volume 2 21 0 38 Hourly Flow Rate, HFR 7 84 0 153 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized? Lanes 0 1 0 1 Configuration LTR LTR Upstream Signal? No No Minor Street Movements 7 8 9 10 11 12 L T R L T R Volume 0 0 0 0 Peak Hour Factor, PHF 0.95 0.95 0.95 0.95 Peak -15 Minute Volume 0 0 0 0 Hourly Flow Rate, HFR 0 0 0 0 Percent Heavy Vehicles 0 0 0 0 Percent Grade (%) 0 0 Median Storage 1 Flared Approach: Exists? No No Storage 02-1135' L RT Channelized? Lanes 0 0 0 0 Configuration LR LR Pedestrian Volumes and Adjustments Movements 13 14 15 16 Flow (ped/hr) 0 3 0 0 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/sec) 4.0 4.0 4.0 4.0 Percent Blockage 0 0 0 0 Data Distance Signal Upstream Signal Prog. Sat Arrival Green Cycle Prog. Flow Flow Type Time Length Speed to SP vph vph sec sec mph feet S2 Left -Turn Through S5 Left -Turn Through Worksheet 3 -Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 Shared In volume, major th vehicles: 84 153 Shared In volume, major rt vehicles: 0 18 Sat flow rate, major th vehicles: 1700 1700 Sat flow rate, major rt vehicles: 1700 1700 Number of major street through lanes: 1 1 Worksheet 4 -Critical Gap and Follow-up Time Calculation Critical Gap Calculation Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(c,base) 4.1 4.1 7.1 6.2 7.1 6.2 t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 P (hv) 0 0 0 0 0 0 t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10 Grade/100 0.00 0.00 0.00 0.00 0.00 0.00 L t(3,lt) 0.00 0.00 0.00 0.00 0.00 0.00 t(c,T): 1 -stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 -stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 t(c) 1 -stage 4.1 4.1 7.1 6.2 7.1 6.2 2 -stage 4.1 4.1 6.1 6.2 6.1 6.2 Follow -Up Time Calculations Movement 1 4 7 B 9 10 11 12 L L L T R L T R t(f,base) 2.20 2.20 3.50 3.30 3.50 3.30 t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 P (HV) 0 0 0 0 0 0 t(f) 2.2 2.2 3.5 3.3 3.5 3.3 Worksheet 5 -Effect of Upstream Signals Computation 1 -Queue Clearance Time at Upstream Signal � Movement 2 Movement 5 V(t) V(l,prot) V(t) V (1,prot) V prog Total Saturation Flow Rate, s (vph) Arrival Type Effective Green, g (sec) Cycle Length, C (sec) Rp (from table 9-2) Proportion vehicles arriving on green P g(ql) g(42) g(q) Computation 2 -Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V(t) V(l,prot) V(t) V (l,prot) alpha beta Travel time, t(a) (sec) Smoothing Factor, F Proportion of conflicting flow, f Max platooned flow, V(c,max) Min platooned flow, V(c,min) Duration of blocked period, t(p) Proportion time blocked, p 0.000 0.000 i Computation 3 -Platoon Event Periods Result p(2) 0.000 p(5) 0.000 p(dom) p(subo) Constrained or unconstrained? Proportion unblocked (1) (2) (3) for minor Single -stage Two -Stage Process movements, p(x) Process Stage I Stage II p(1) p(4) P(7) P(8) P(9) P(10) P(11) p(12) Computation 4 and 5 Single -Stage Process Movement 1 4 7 8 9 10 11 12 L L L T R L T R V c,x 171 84 260 87 263 162 s Px V c, u, x C r, x C plat, x Two -Stage Process 7 8 10 11 Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 V(c,x) 98 162 162 101 s 1700 1700 P(X) V(C,u,x) C(r,x) C(plat,x) Worksheet 6 -Impedance and Capacity Equations 01135 L Step 1: RT from Minor St. 9 12 Conflicting Flows 87 162 Potential Capacity 977 888 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 975 888 Probability of Queue free St. 1.00 1.00 Step 2: LT from Major St. 4 1 Conflicting Flows 84 171 Potential Capacity 1526 1418 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 1526 1418 Probability of Queue free St. 1.00 1.00 Maj L -Shared Prob Q free St. 1.00 0.99 Step 3: TH from Minor St. 8 11 Conflicting Flows Potential Capacity Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.99 0.99 Movement Capacity Probability of Queue free St. 1.00 1.00 Step 4: LT from Minor St. 7 10 Conflicting Flows 260 263 Potential Capacity 697 694 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 0.99 0.99 Maj. L, Min T Adj. Imp Factor. 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 0.99 Movement Capacity 694 690 Worksheet 7 -Computation of the Effect of Two-stage Gap Acceptance Step 3: TH from Minor St. 8 11 Part 1 - First Stage Conflicting Flows Potential Capacity 818 768 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.99 1.00 Movement Capacity 814 768 Probability of Queue free St. 1.00 1.00 Part 2 - Second Stage �2-15 L Conflicting -Flows 260 263 Potential Capacity 761 818 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 0.99 Movement Capacity 761 814 Part 3 - Single Stage 1.00 0.99 Conflicting Flows 694 690 Potential Capacity Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.99 0.99 Movement Capacity 694 690 Result for 2 stage process: a 0.00 0.00 y 0.00 0.00 C t Probability of Queue free St. 1.00 1.00 Step 4: LT from Minor St. 7 10 Part 1 - First Stage Conflicting Flows 98 162 Potential Capacity 913 845 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.99 1.00 Movement Capacity 908 845 Part 2 - Second Stage Conflicting Flows 162 101 Potential Capacity 845 910 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 0.99 Movement Capacity 845 903 Part 3 - Single Stage Conflicting Flows 260 263 Potential Capacity 697 694 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 0.99 0.99 Maj. L, Min T Adj. Imp Factor. 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 0.99 Movement Capacity 694 690 Results for Two-stage process: a 0.00 0.00 y 0.00 0.00 C t 694 690 Worksheet 8 -Shared Lane Calculations L Movement 7 8 9 10 11 12 L T R L T R Volume (vph) 0 0 0 0 Movement Capacity (vph) 694 975 690 888 Shared Lane Capacity (vph) 0 0 Worksheet 9 -Computation of Effect of Flared Minor Street Approaches Movement 7 8 9 10 11 12 L T R L T R C Sep 694 975 690 888 Volume 0 0 0 0 Delay Q Sep Q Sep +1 round (Qsep +1) n max C sh 0 0 SUM C Sep n C act Worksheet 10 -Delay, Queue Length, and Level of Service Movement 1 4 7 8 9 10 11 12 Lane Config LTR LTR LR LR v (vph) 7 0 0 0 C(m) (vph) 1418 1526 0 0 v/c 0.00 0.00 95% queue length 0.00 0.00 Control Delay 7.6 7.4 LOS A A Approach Delay Approach LOS Worksheet 11 -Shared Major LT Impedance and Delay 022-1135 L Movement 2 Movement 5 P(oj) 1.00 1.00 v(il), Volume for stream 2 or 5 84 153 v(i2), Volume for stream 3 or 6 0 18 s(il), Saturation flow rate for stream 2 or 5 1700 1700 s(i2), Saturation flow rate for stream 3 or 6 1700 1700 P*(oj) 0.99 1.00 d(M,LT), Delay for stream 1 or 4 7.6 7.4 N, Number of major street through lanes 1 1 d(rank,l) Delay for stream 2 or 5 0.0 0.0 C. L HCS: Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY Intersection: SW 10, SW 1st Ave Analyst: SVR Project No.: Date: Existing East/West Street: North/South Street: Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 1 4 5 6 L T R I L T R Volume 0 78 0 0 551 0 Hourly Flow Rate, HFR 0 0 0 0 580 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized? Lanes 0 0 0 0 2 0 Configuration LTRLR LT TR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R I L T R Volume 107 0 0 0 0 Hourly Flow Rate, HFR 112 0 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 Percent Grade (%) 0 0 Median Storage 1 Flared Approach: Exists? No No Storage RT Channelized? Lanes 0 1 0 0 0 Configuration LTR LR Service Approach Movement Lane Config Delay, Queue Length, and Level of NB SB Westbound Eastbound 1 4 1 7 8 9 1 10 11 12 LTR LT I LTR I LR v (vph) 0 0 C(m) (vph) 1004 1636 v/c 0.00 0.00 95% queue length 0.00 0.00 Control Delay 8.6 7.2 LOS A A 112 0 666 0 0.17 0.64 11.5 B 02-1.35 R Approach Delay 11.5 Approach LOS B HCS: Unsignalized Intersections Release 3.2 Phone: Fax: E -Mail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS Intersection: SW 10, SW 1st Ave City/State: Analyst: SVR ; Project No.: Time period Analyzed: PM Peak Date: Existing East/West Street: North/South Street: Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movements 1 2 3 4 5 6 L T R L T R Volume 0 78 0 0 551 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Peak -15 Minute Volume 0 21 0 0 145 0 Hourly Flow Rate, HFR 0 0 0 0 580 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized? Lanes 0 0 0 0 2 0 Configuration LTRLR LT TR Upstream Signal? No No Minor Street Movements 7 8 9 10 11 12 L T R L T R Volume Peak Hour Factor, PHF Peak -15 Minute Volume Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Median Storage 1 Flared Approach: Exists? Storage 107 0 0 0 0.95 0.95 0.95 0.95 28 0 0 0 112 0 0 0 0 0 0 0 0 No 0 No 0 0.95 0 0 0 Ott - AQ 5 L RT Channelized? Lanes 0 1 0 0 0 Configuration LTR LR Upstream Signal Data Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet S2 Left -Turn Through S5 Left -Turn Through Worksheet 3 -Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 Shared In volume, major th vehicles: 0 0 Shared In volume, major rt vehicles: 0 0 Sat flow rate, major th vehicles: 1700 1700 Sat flow rate, major rt vehicles: 1700 1700 Number of major street through lanes: 0 2 Worksheet 4 -Critical Gap and Follow-up Time Calculation Critical Gap Calculation Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(c,base) 4.1 4.1 7.1 6.5 6.2 7.1 6.2 t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 P (hv) 0 0 0 0 0 0 0 t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10 Grade/100 0.00 0.00 0.00 0.00 0.00 0.00 S_ L Pedestrian Volumes and Adjustments Movements 13 14 15 16 Flow (ped/hr) 0 3 0 0 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/sec) 4.0 4.0 4.0 4.0 Percent Blockage 0 0 0 0 Upstream Signal Data Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet S2 Left -Turn Through S5 Left -Turn Through Worksheet 3 -Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 Shared In volume, major th vehicles: 0 0 Shared In volume, major rt vehicles: 0 0 Sat flow rate, major th vehicles: 1700 1700 Sat flow rate, major rt vehicles: 1700 1700 Number of major street through lanes: 0 2 Worksheet 4 -Critical Gap and Follow-up Time Calculation Critical Gap Calculation Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(c,base) 4.1 4.1 7.1 6.5 6.2 7.1 6.2 t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 P (hv) 0 0 0 0 0 0 0 t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10 Grade/100 0.00 0.00 0.00 0.00 0.00 0.00 S_ L t(3,lt) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 t(c,T): 1 -stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 -stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 t(c) 1 -stage 4.1 4.1 7.1 6.5 6.2 7.1 6.2 2 -stage 4.1 4.1 6.1 5.5 6.2 6.1 6.2 Follow -Up Time Calculations Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(f,base) 2.20 2.20 3.50 4.00 3.30 3.50 3.30 t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 P(HV) 0 0 0 0 0 0 0 t(f) 2.2 2.2 3.5 4.0 3.3 3.5 3.3 Worksheet 5 -Effect of Upstream Signals Computation 1 -Queue Clearance Time at Upstream Signal U, Movement 2 Movement 5 V(t) V(l,prot) V(t) V (l,prot) V prog Total Saturation Flow Rate, s (vph) Arrival Type Effective Green, g (sec) Cycle Length, C (sec) Rp (from table 9-2) Proportion vehicles arriving on green P g(ql) g(q2) g(q) Computation 2 -Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V(t) V(l,prot) V(t) V (l,prot) alpha beta Travel time, t(a) (sec) Smoothing Factor, F Proportion of conflicting flow, f Max platooned flow, V(c,max) Min platooned flow, V(c,min) Duration of blocked period, t(p) Proportion time blocked, p 0.000 0.000 Computation 3 -Platoon Event Periods Result p(2) 0.000 2-x.135 L p(5) 0.000 p(dom) p(subo) Constrained or unconstrained? Proportion unblocked (1) (2) (3) for minor Single -stage Two -Stage Process movements, p(x) Process Stage I Stage II p(1) p(4) p(7) p(8) p(9) p(10) P(11) p(12) Computation 4 and 5 Single -Stage Process Movement 1 4 7 8 9 10 11 12 L L L T R L T R V c,x 580 0 290 580 3 583 290 s Px V c,u,x C r, x C plat,x Two -Stage Process 7 8 10 11 Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 V(c,x) 0 290 0 580 580 3 s 3400 3400 0 P(x) V(c,u,x) C(r,x) C(plat,x) Worksheet 6 -Impedance and Capacity Equations 9 Step 1: RT from Minor St. 9 12 Conflicting Flows 3 290 Potential Capacity 1087 754 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 1084 754 Probability of Queue free St. 1.00 1.00 Step 2: LT from Major St. 4 1 Conflicting Flows 0 580 Potential Capacity 1636 1004 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 1636 1004 Probability of Queue free St. 1.00 1.00 Maj L -Shared Prob Q free St. 1.00 1.00 Step 3: TH from Minor St. 8 11 Conflicting Flows 580 Potential Capacity 428 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 428 Probability of Queue free St. 1.00 1.00 Step 4: LT from Minor St. 7 10 Conflicting Flows 290 583 Potential Capacity 666 427 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 1.00 1.00 Maj. L, Min T Adj. Imp Factor. 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 666 426 Worksheet 7 -Computation of the Effect of Two-stage Gap Acceptance Step 3: TH from Minor St. 8 11 Part 1 - First Stage Conflicting Flows 0 Potential Capacity 900 503 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 900 503 Probability of Queue free St. 1.00 1.00 Part 2 - Second Stage L Conflicting Flows 580 583 Potential Capacity 503 900 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 503 900 Part 3 - Single Stage 1.00 1.00 Conflicting Flows 580 426 Potential Capacity 428 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 428 426 Result for 2 stage process: a 0.00 0.00 y 0.00 0.00 C t 428 Probability of Queue free St. 1.00 1.00 Step 4: LT from Minor St. 7 10 Part 1 - First Stage Conflicting Flows 0 580 Potential Capacity 1029 504 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 1029 504 Part 2 - Second Stage Conflicting Flows 290 3 Potential Capacity 722 1025 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 722 1022 Part 3 - Single Stage Conflicting Flows 290 583 Potential Capacity 666 427 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 1.00 1.00 Maj. L, Min T Adj. Imp Factor. 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 666 426 Results for Two-stage process: a 0.00 0.00 y 0.00 0.00 C t 666 426 Worksheet 8 -Shared Lane Calculations 02-1135 S. L Movement 7 8 9 10 11 12 L T R L T R Volume (vph) 112 0 0 0 0 Movement Capacity (vph) 666 428 1084 426 754 Shared Lane Capacity (vpr; 666 0 Worksheet 9 -Computation of Effect of Flared Minor Street Approaches Movement 7 8 9 10 11 12 L T R L T R C Sep 666 428 1084 426 754 Volume 112 0 0 0 0 Delay Q Sep Q Sep +1 round (Qsep +1) n max C sh 666 0 SUM C Sep n C act Worksheet 10 -Delay, Queue Length, and Level of Service Movement 1 4 7 8 9 10 11 12 Lane Config LTR LT LTR LR v (vph) 0 0 112 0 C(m) (vph) 1004 1636 666 0 v/c 0.00 0.00 0.17 95% queue length 0.00 0.00 0.64 Control Delay 8.6 7.2 11.5 LOS A A B Approach Delay 11.5 Approach LOS B Worksheet 11 -Shared Major LT Impedance and Delay r. P 5 Movement 2 Movement P(oj) 1.00 1.00 v(il), Volume for stream 2 or 5 0 0 v(i2), Volume for stream 3 or 6 0 0 s(il), Saturation flow rate for stream 2 or 5 1700 1700 s(i2), Saturation flow rate for stream 3 or 6 1700 1700 P*(oj) 1.00 1.00 d(M,LT), Delay for stream 1 or 4 8.6 7.2 N, Number of major street through lanes 0 2 d(rank,l) Delay for stream 2 or 5 uANO -1135 L Mary Brickell Village 07/30/02 Existing (2002) PM Peak 16:25:51 Existing Cycle Length and Phasing SIGNAL2000/TEAPAC[Ver 1.01.001 - Capacity Analysis Summary Intersection Averages for Int # 8 - SE 8 St. & Brickell Ave. Degree of Saturation (v/c) 1.37 Vehicle Delay 357.6 Level of Service F Sq 27 ------------------------------------------------- 1 Phase 1 I Phase 2 1 Phase 3 1 Phase 4 1 **/LG ------------------------------------------------- 1 + I + + I + I I ****I Ji\ 1 + *> I + I I I I I v I v I 1 ++++I I I I I++++ I v I North I I * +>I****> I I I i I + I**** I I I I + I v 1 I ------------------------------------------------- I G/C=0.070 I G/C=0.478 I G/C=0.209 I G/C=0.087 I 1 G= 8.0" 1 G= 55.0" 1 G= 24.0" 1 G= 10.0" 1 I Y+R= 3.0" 1 Y+R= 5.0" 1 Y+R= 5.0" 1 Y+R= 5.0" 1 I OFF= 0.0% 1 OFF= 9.6% 1 OFF=61.7% I OFF=87.0% I ------------------------------------------------- C=115 sec G= 97.0 sec = 84.3% Y=18.0 sec = 15.7% Ped= 0.0 sec = 0.0% ------------------------------------------------------------------------ I Lane (Width/1 g/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanesl Reqd Used I @C (vph) @E IVolumel v/c I Delay I S (Model 11 SB Approach 23.8 C+ I TH 1 36/3 10.345 10.574 1 2839 1 2919 1 1239 10.424 1 14.3 1 B+1 381 ftl I LT 1 24/2 10.245 10.070 1 1 1 208 1 208 10.870 1 80.4 I*F 1 197 ft 1 ------------------------------------------------------------------------ L NB Approach 22.8 C+ 0q-- t 135 I RT 1 12/1 10.315 10.478 1 529 1 662 1 200 10.302 1 19.5 1 B 1 187 ftl I TH 1 24/2 10.378 10.478 1 1513 1 1693 1 1008 10.595 1 23.4 I*C+l 563 ftl WB Approach 1528.4 F I RT 1 12/1+10.595 10.087 1 1 1 35 1 292 15.725 12220.9 I*F 1 1458 ftl IRT+TH+LTI 24/2-10.399 10.087 1 1 1 162 1 687 13.597 11234.0 1 F 1 1644 ftl EB Approach 52.6 D IRT+TH 1 24/2 10.308 10.209 1 1 1 624 1 559 10.892 1 59.2 I*E+1 494 ftl I LT 1 24/2 10.256 10.209 1 1 1 716 1 289 10.404 1 39.7 1 D+l 193 ftl Mary Brickell Village 07/30/02 Existing (2002) PM Peak 16:32:45 Existing Cycle Length and Phasing SIGNAL2000/TEAPAC[Ver 1.01.00] - Capacity Analysis Summary Intersection Averages for Int # 12 - SE 13 St. & Brickell Ave. Degree of Saturation (v/c) 0.58 Vehicle Delay 28.7 Level of Service C ------------------------------------- Sq 17 1 Phase 1 1 Phase 2 1 Phase 3 1 **/LG ------------------------------------- I /1\ I<+ + +> I I <++++1 v I I ++++I I I++++ I v North I <+ + +>1++++> I I 1 I +++ I++++ I 1 + + + I v I I ------------------------------------- I G/C=0.600 I G/C=0.130 I G/C=0.139 I I G= 69.0" 1 G= 15.0" 1 G= 16.0" I I Y+R= 5.0" 1 Y+R= 5.0" 1 Y+R= 5.0" I I OFF= 0.0% 1 OFF=64.3% I OFF=81.7% I ------------------------------------- C=115 sec G=100.0 sec = 87.0% Y=15.0 sec = 13.0% Ped= 0.0 sec 0.0% ------------------------------------------------------------------------ I Lane (Width/I g/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanesl Reqd Used I @C (vph) @E IVolumel v/c I Delay I S (Model 11 SB Approach 14.7 B+ I RT 1 12/1 10.481 10.600 1 722 1 792 1 527 10.665 1 17.4 1 B 1 512 ftl I TH 1 24/2 10.387 10.600 1 2059 1 2124 1 1103 10.519 1 13.6 1 B+1 492 ftl I LT 1 12/1 10.255 10.600 1 303 1 359 1 39 10.109 1 10.0 1 A 1 27 ftl 02-113U5 NB Approach 19.3 B 'IRT+TH 1 24/2 10.330 10.600 1 2011 1 2082 1 713 10.342 1 12.0 1 B+I 284 ft] I LT 112/1 10.637 10.600 1 166 1 208 1 182 10.863 1 47.8 1 D 1 267 ftl WB Approach 69.4 E RT 1 12/1 10.222 10.139 1 1 1 124 1 4 10.027 1 42.8 1 D+I 5 ftl TH 1 12/1 10.271 10.139 1 1 1 234 1 210 10.811 1 65.5 1 E+I 329 ftl I LT 1 12/1 10.275 10.139 1 1 1 221 1 212 10.862 1 73.8 1 E 1 345 ftl EB Approach 61.1 E+ I RT 1 12/1 10.267 10.130 1 1 1 114 1 102 10.739 1 67.0 1 E+I 164 ftl I TH+LTI 12/1-10.264 10.130 1 1 1 209 1 175 10.745 1 60.3 1 E+I 268 ftl I LT 1 12/1+10.262 10.130 1 1 1 205 1 166 10.719 1 58.3 1 E+I 252 ftl 0 2 - I t 3 5 Mary Brickell Village 07/30/02 Existing (2002) PM Peak 16:20:02 Existing Cycle Length and Phasing SIGNAL2000/TEAPAC[Ver 1.01.001 - Capacity Analysis Summary Intersection Averages for Int # 4 - SE 7 St. & Brickell Ave. Degree of Saturation (v/c) 0.62 Vehicle Delay 29.8 Level of Service C ------------------------------------------------- Sq 61 1 Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 *�/** ------------------------------------------------- I + 4 { + + + 1 I + 1 I + + + I ++++{ /I\ I +> I 1<+ + +> I <++++I I I I I v I ++++I { I 1 ^ V ^ 1 v 1 North I <+ I <+ + +>1 + +>1 I I I + I +++ I ++ I I { + I + + + { + + 1 I ------------------------------------------------- G/C=0.052 I G/C=0.209 I G/C=0.426 I G/C=0.174 I G= 6.0" 1 G= 24.0" 1 G= 49.0" 1 G= 20.0" 1 I Y+R= 3.0" 1 Y+R= 3.0" 1 Y+R= 5.0" 1 Y+R= 5.0" 1 I OFF= 0.0% 1 OFF= 7.8% 1 OFF -31.3% I OFF=78.3% I ------------------------------------------------- C=115 sec G= 99.0 sec = 86.1% Y=16.0 sec = 13.9% Ped= 0.0 sec = 0.0% ------------------------------------------------------------------------ I Lane (Width/I g/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanesl Reqd Used I @C (vph) @E {Volume) v/c I Delay I S (Model 11 ------------------------------------------------------------------------ SB Approach 33.1 C I RT 1 12/1 10.361 10.426 1 420 1 580 1 289 10.498 1 27.1 1 C+1 310 ftl 1 TH 1 24/2 10.426 10.426 1 1259 1 1508 1 1256 10.833 1 34.9 1 C 1 941 ftl I LT 1 12/1 10.000 10.052 1 215 1 264 1 28 10.106 1 15.0 1 B 1 23 ftl ------------------------------------------------------------------------ Ut0-1135 NB Approach 17.0 B IRT+TH 1 36/3 10.348 10.661 1 3357 1 3357 1 1258 10.375 1 9.1 1 A 1 319 ftl I LT 1 24/2 10.290 10.287 1 521 1 985 1 539 10.547 1 35.3 1 D+I 346 ftl WB Approach 66.7 E+ IRT+TH+LT) 24/2 10.292 10.174 1 1 1 524 I 489 10.912 1 66.7 1 E+1 453 ftl SSS Mary Brickell Village 07/30/02 Existing (2002) PM Peak 16:16:13 Existing Cycle Length and Phasing SIGNAL2000/TEAPAC[Ver 1.01.00] - Capacity Analysis Summary Intersection Averages for Int # 7 - S 8 St. & S Miami Ave. Degree of Saturation (v/c) 0.57 Vehicle Delay 19.2 Level of Service B ------------------------- Sq 11 1 Phase 1 1 Phase 2 1 ++/++ ------------------------- I I I • I I I I I I ^ I I I I++++ 1 North I + +>I++++> I I + + I I I + + I I ------------------------- I G/C=0.550 I G/C=0.350 I I G= 44.0" 1 G= 28.0" I 1 Y+R= 4.0" I Y+R= 4.0" I 1 OFF= 0.0% I OFF=60.0% I ------------------------- C= 80 sec G= 72.0 sec = 90.0% Y= 8.0 sec = 10.0% Ped= 0.0 sec 0.0% ------------------------------------------------------------------------ Lane (Width/I g/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanesl Reqd Used I @C (vph) @E IVolumel v/c I Delay 1 S (Model 11 NB Approach 11.0 B+ -------cczac=ace=x------------------------------------c=---------------- IRT+TH 1 24/2 10.269 10.550 1 1899 1 1927 1 766 10.398 1 11.0 1 B+I 249 ftl EB Approach 24.8 C+ 61-i3' I TH+LTI-36/3 10.282 10.350 1 1490 1 1618 1 1123 10.694 1 24.8 1 C+i 399 ftl SSS -;135 Mary Brickell Village 07/30/02 Existing (2002) PM Peak 16:31:14 Existing Cycle Length and Phasing SIGNAL2000/TEAPAC(Ver 1.01.001 - Capacity Analysis Summary Intersection Averages for Int # 11 - S 13 St. & S Miami Ave. Degree of Saturation (v/c) 0.43 Vehicle Delay 11.6 Level of Service B+ ------------------------- Sq 11 1 Phase 1 1 Phase 2 1 **/** ------------------------- I + + + I I 1 + + + I ++++I /I\ 1<+ + +> I <++++1 I I v I ++++I I I I++++ v I North I <+ + +>1++++> I I + + + I++++ I + + + I v { ------------------------- I G/C=0.300 I G/C=0.533 I I G= 18.0" 1 G= 32.0" 1 1 Y+R= 5.0" 1 Y+R= 5.0" 1 1 OFF= 0.0% 1 OFF=38.3% I --------------------- Z --- C= 60 sec G= 50.0 sec = 83.3% Y=10.0 sec = 16.7% Ped= 0.0 sec 0.0% ------------------------------------------------------------------------ I Lane (Width/I g/C I Service Rate{ Adj I 1 RCM I L I Queue I I Group I Lanesl Reqd Used I @C (vph) @E IVolumel v/c I Delay I S (Model 11 SB Approach 16.5 B s-----------=--------- IRT+TH+LTI 24/2 10.125 10.300 1 731 1 800 1 252 10.315 1 16.5 1 B 1 84 ftl NB Approach 16.4 B C-1135 IRT+TH+LTI-24/2 10.123 10.300 1 727 1 796 1 245 10.308 1 16.4 I B I 81 ft I ------------------------------------------------------------------------ WB Approach 10.0 B+ IRT+TH+LTI 24/2 10.296 10.533 1 1699 1 1704 1 865 10.508 1 10.0 1 B+I 244 ft) ------------------------------------------------------------------------ EB Approach 9.6 A IRT+TH+LTI 24/2 10.268 10.533 1 1180 1 1205 1 516 10.428 1 9.6 1 A 1 146 ftl ------------------------------------------------------------------------ SSS 0l -:t 135 Mary Brickel-1 Village 07/30/02 Existing (2002) PM Peak 16:17:29 Existing Cycle Length and Phasing SIGNAL2000/TEAPAC(Ver 1.01.001 - Capacity Analysis Summary Intersection Averages for Int # 3 - S 7 St. & S. Miami Ave. Degree of Saturation (v/c) 0.71 Vehicle Delay 23.7 Level of Service C+ ------------------------- Sq 11 1 Phase 1 1 Phase 2 1 **/.# ------------------------- I <++++1 I { A I I 1 I I I North I <+ + 1 I I I + + I I { + + { I ------------------------- I G/C=0.438 I G/C=0.450 I 1 G= 35.0" 1 G= 36.0" 1 1 Y+R= 4.0" 1 Y+R= 5.0" 1 1 OFF= 0.0% 1 OFF=48.8% I ---------------------=--- C= 80 sec G= 71.0 sec = 88.8% Y= 9.0 sec = 11.3% Ped= 0.0 sec = 0.0% ------------------------------------------------------------------------ I Lane (Width/1 g/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanesl Reqd Used I @C (vph) @E IVolumel v/c I Delay I S (Model 11 ------------------------------------------------------------------------ NB Approach 17.8 B =s===ss I TH+LTI 24/2-10.254 {0.438 1 1209 1 1293 1 574 10.444 1 16.8 1 B 1 229 ft1 I LT 1 12/1+10.314 10.438 1 451 1 534 1 273 10.511 1 19.8 1 B 1 216 ftl ------------------------------------------------------------------------ WB Approach 27.1 C+ RT 1 12/1 10.151 10.450 1 536 1 618 I 72 10.117 1 13.2 1 B+I 50 ftl I TH 1 24/2 10.424 10.450 1 1518 1 1593 1 1413 10.887 1 27.8 1 C 1 841 ftl SSS V. 2-1135 Mary Brickell Village 07/30/02 Existing (2002) PM Peak 16:28:09 Existing Cycle Length and Phasing SIGNAL2000/TEAPAC[Ver 1.01.001 - Capacity Analysis Summary Intersection Averages for Int # 9 - SW 13 St. & SW 2 Ave. Degree of Saturation (v/c) 0.62 Vehicle Delay 14.9 Level of Service B+ ------------------------- Sq 11 1 Phase 1 1 Phase 2 1 **/** ------------------------- I + + + I I /1\ I<+ + +> 1 <++++I I I++++ v I North I <+ + +>1++++> 1 I + + + I v I ------------------------- G/C=0.367 I G/C=0.500 I I G= 22.0" 1 G= 30.0" 1 I Y+R= 4.0" 1 Y+R= 4.0" 1 I OFF= 0.0% 1 OFF=43.3% 1 ------------------------- C= 60 sec G= 52.0 sec = 86.7% Y= 8.0 sec = 13.3% Ped= 0.0 sec 0.0% ------------------------------------------------------------------------ Lane (Width/I g/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanesl Reqd Used I @C (vph) @E IVolumel v/c I Delay 1 S (Model 11 SB Approach 14.6 B+ I RT 1 12/1 10.151 10.367 1 430 1 486 1 141 10.290 1 13.8 1 B+1 81 ftl I TH+LTI 12/1 10.212 10.367 1 430 1 486 1 217 10.447 1 15.0 1 B 1 133 ftl NB Approach 19.6 B IRT+TH+LTI 12/1 10.293 10.367 1 392 1 448 1 297 10.663 1 19.6 1 B 1 207 ftl WB Approach 15.6 B IRT+TH+LTI 24/2 10.396 10.500 1 1590 1 1606 1 1222 10.761 1 15.6 1 B I 453 ftl EB Approach 10.7 B+ IRT+TH+LTI 24/2 10.255 10.500 1 1115 1 1148 1 494 10.430 1 10.7 1 B+1 146 ftl 012-1135 Mary Brickell Village 07/30/02 Existing (2002) PM Peak 16:31:14 Existing Cycle Length and Phasing SIGNAL2000/TEAPAC[Ver 1.01.001 - Capacity Analysis Summary Intersection Averages for Int # 11 - S 13 St. & S Miami Ave. Degree of Saturation (v/c) 0.43 Vehicle Delay 11.6 Level of Service B+ ------------------------- Sq 11 1 Phase 1 1 Phase 2 1 +./+* ------------------------- I /1\ I<+ + +> 1 <++++1 I I v 1 ++++I I 1 I++++ v I North I <+ + +>1++++> I I I + + + I++++ 1 + + + I v I ------------------------- I G/C=0.300 I G/C=0.533 I I G= 18.0" 1 G= 32.0" 1 I Y+R= 5.0" 1 Y+R= 5.0" 1 1 OFF= 0.0% 1 OFF=38.3% I ------------------------- C= 60 sec G= 50.0 sec = 83.3% Y=10.0 sec 16.7% Ped= 0.0 sec = 0.0% ------------------------------------------------------------------------ I Lane (Width/I g/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanesl Reqd Used I @C (vph) @E IVolumel v/c I Delay I S (Model 11 SB Approach 16.5 B IRT+TH+LTI 24/2 10.125 10.300 1 731 1 800 1 252 10.315 1 16.5 1 B 1 84 ftl NB Approach 16.4 B ------- ---------- U2--1135 IRT+TH+LTI-24/2 10.123 10.300 1 727 1 796 1 245 10.308 1 16.4 1 B 1 81 ftl ------------------------------------------------------------------------ WB Approach 10.0 B+ IRT+TH+LTI 24/2 10.296 10.533 1 1699 1 1704 1 865 10.508 1 10.0 1 B+1 244 ftl ------------------------------------------------------------------------ EB Approach 9.6 A IRT+TH+LTI 24/2 10.268 10.533 1 1180 1 1205 1 516 10.428 1 9.6 1 A 1 146 ftl ------------------------------------------------------------------------ SSS 0 -~ ,t 1. 5 Mary Brickell Village 07/30/02 Existing (2002) PM Peak 16:13:46 Existing Cycle Length and Phasing SIGNAL2000/TEAPAC[Ver 1.01.001 - Capacity Analysis Summary Intersection Averages for Int # 1 - SW 7 St. & SW 2 Ave. Degree of Saturation (v/c) 0.61 Vehicle Delay 16.2 Level of Service B ------------------------- Sq 11 1 Phase 1 I Phase 2 1 *+/** ------------------------- I I I I I I <++++I I I 1 ++++I North I <+ I I 1 I + I I I + f 1 ------------------------- I G/C=0.400 I G/C=0.500 I I G= 32.0" 1 G= 40.0" 1 1 Y+R= 4.0" I Y+R= 4.0" 1 I OFF= 0.08 1 OFF=45.08 I ------------------------- C= 80 sec G= 72.0 sec = 90.08 0.08 V. Y= 8.0 sec = 10.08 Ped= 0.0 sec ------------------------------------------------------------------------ I Lane (Width/1 g/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanesl Reqd Used I @C (vph) @E IVolumei v/c I Delay I S (Model 11 NB Approach 16.0 B I TH+LT1 24/2 10.158 10.400 1 922 1 1023 1 199 10.195 1 16.0 1 B 1 79 ft I WB Approach 16.2 B 02-1135 I TH+LTI-36/3 10.353 10.500 1 2480 1 2511 1 1647 10.656 1 16.2 I B I 495 ftl SSS IS - o2 -1135 Mary Brickell Village 07/30/02 Existing (2002) PM Peak 16:17:29 Existing Cycle Length and Phasing SIGNAL2000/TEAPACIVer 1.01.001 - Capacity Analysis Summary Intersection Averages for Int # 3 - S 7 St. & S. Miami Ave. Degree of Saturation (v/c) 0.71 Vehicle Delay 23,7 Level of Service C+ ------------------------- Sq 11 1 Phase 1 1 Phase 2 1 **/** ------------------------- I 1 I ++++I <++++I I I I I f f A I 1 North I <+ + I 1 I I + + I I 1 + + I I ------------------------- I G/C=0.438 I G/C=0.450 I I G= 35.0" I G= 36.0" 1 1 Y+R= 4.0" 1 Y+R= 5.0" 1 1 OFF= 0.0% 1 OFF=48.8% I ---------------------=--- C= 80 sec G= 71.0 sec = 88.8% Y= 9.0 sec = 11.3% Ped= 0.0 sec 0.0% ------------------------------------------------------------------------ I Lane )Width/I g/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanesl Reqd Used I @C (vph) @E IVolumel v/c I Delay I S (Model 11 NB Approach 17.8 B I TH+LT) 24/2-10.254 10.438 1 1209 1 1293 1 574 10.444 1 16.8 1 B 1 229 ftl I LT 1 12/1+10.314 10.438 1 451 1 534 1 273 10.511 1 19.8 I B I 216 ft I WB Approach 27.1 C+ =oso==s RT 1 12/1 10.151 10.450 1 536 1 618 1 72 10.117 1 13.2 1 B+1 50 ftl I TH 1 24/2 10.424 10.450 1 1518 1 1593 1 1413 10.887 1 27.8 I C I 841 ftl SSS 02-1135 Mary Brickell Village 07/30/02 Existing (2002) PM Peak 16:22:25 Existing Cycle Length and Phasing SIGNAL2000/TEAPAC[Ver 1.01.001 - Capacity Analysis Summary Intersection Averages for Int # 5 - SW 8 St. & SW 2 Ave. Degree of Saturation (v/c) 0.47 Vehicle Delay 17.5 Level of Service B ------------------------------------- Sq 21 1 Phase 1 1 Phase 2 1 Phase 3 1 ------------------------------------- I + + i + + I I I + + 1 + + I I /I\ I + +> I + +> I I I I v 1 v I ^ I I I f 1++++ North I I + +>I++++> I I I ++ I++++ I i + + I v ------------------------------------- G/C=0.063 I G/C=0.400 I G/C=0.400 I I G= 5.0" 1 G= 32.0" 1 G= 32.0" 1 I Y+R= 3.0" 1 Y+R= 4.0" 1 Y+R= 4.0" 1 1 OFF= 0.0% 1 OFF=10.0% I OFF=55.0% i ------------------------------------- C= 80 sec G= 69.0 sec = 86.3% Y=11.0 sec = 13.8% Ped= 0.0 sec 0.0% ------------------------------------------------------------------------ Lane (Width/1 g/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanesl Reqd used I @C (vph) @E IVolumel v/c I Delay I S (Model 11 SB Approach 13.7 B+ ------ ---- - --------- --------- I TH+LT{ 24/2 10.316 10.500 1 1272 1 1333 1 565 10.424 1 13.7 1 B+1 209 ftl NB Approach 16.7 B IRT+TH 1"24/2 10.180 10.400 1 1267 1 1367 1 384 10.281 1 16.7 1 B 1 151 ftl EB Approach 19.9 B IRT+TH+LTI 36/3 10.267 10.400 1 1735 1 1831 1 1034 10.565 1 19.9 1 B 1 320 ftl SSS 0 02-1135 Mary Brickell Village 07/30/02 Existing (2002) PM Peak 16:16:13 Existing Cycle Length and Phasing SIGNAL2000/TEAPAC[Ver 1.01.001 - Capacity Analysis Summary Intersection Averages for Int # 7 - S 8 St. & S Miami Ave. Degree of Saturation (v/c) 0.57 Vehicle Delay 19.2 Level of Service B ------------------------- Sq 11 1 Phase 1 1 Phase 2 1 #/** ------------------------- I I I I I I 11\ 1 I i I ! I ^ I North I + +>I++++> 1 I + + I f { + + 1 I ------------------------- I G/C=0.550 I G/C=0.350 I I G= 44.0" 1 G= 28.0" 1 1 Y+R= 4.0" I Y+R= 4.0" 1 1 OFF= 0.0% I OFF=60.0% I --------------------- C= 80 sec G= 72.0 sec = 90.0% Y= 8.0 sec = 10.0% Ped= 0.0 sec 0.0% ------------------------------------------------------------------------ I Lane (Width/I g/C I Service Rate{ Adj I I HCM I L I Queue I I Group I Lanesl Reqd Used I @C (vph) @E IVolumel v/c I Delay I S (Model 11 NB Approach 11.0 B+ IRT+TH 1 24/2 10.269 10.550 1 1899 1 1927 1 766 10.398 1 11.0 1 B+1 249 ft I EB Approach 24.8 C+ Sr I TH+LTI-36/3 10.282 10.350 1 1490 1 1618 1 1123 10.694 1 24.8 1 C+I 399 ftl SSS 02--1135 APPENDIX C 11 Future (2004) Level of Service Calculations without the Project 0-1:35 G:\3135\313512002,07final2i nidalEditstOUrsComments.DOC 7/31/2002 HCS: Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY Intersection: SW 10, Miami Ave Analyst: SVR Project No.: Date: Future NP East/West Street: North/South Street: Intersection Orientation: NS 757 Study period (hrs): 0.25 Vehicle Volumes and 12.4 13.1 B B Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R I L T R Volume 6 399 52 0 86 0 Hourly Flow Rate, HFR 6 420 54 0 0 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized? Lanes 0 2 0 0 0 0 Configuration LT TR LTRLR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 1 10 11 12 t T R 1 L T R Volume 0 26 235 23 6 0 Hourly Flow Rate, HFR 0 27 247 24 6 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Median Storage 1 Flared Approach: Exists? No No Storage RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Service Approach Movement Lane Config Delay, Queue Length, and Level of NB SB Westbound 1 4 1 7 8 9 LT LTR I LTR v (vph) 6 0 C(m) (vph) 1636 1099 v/c 0.00 0.00 95% queue length 0.00 0.00 Control Delay 7.2 8.3 LOS A A Eastbound 1 10 11 12 1 LTR iv 274 30 757 477 0.36 0.06 1.80 0.08 12.4 13.1 B B Approach Delay 12.4 Approach LOS B HCS: Unsignalized Intersections Release 3.2 Phone: Fax: E -Mail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS Intersection: SW 10, Miami Ave City/State: Analyst: SVR Project No.: Time period Analyzed: PM Peak Date: Future NP East/West Street: North/South Street: Intersection Orientation: NS Vehicle Volumes and Adjustments Major Street Movements i 2 3 L T R 13.1 B Study period (hrs): 0.25 4 5 6 L T R Volume 6 399 52 0 86 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Peak -15 Minute Volume 2 105 14 0 23 0 Hourly Flow Rate, HFR 6 420 54 0 0 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized? Lanes 0 2 0 0 0 0 Configuration LT TR LTRLR Upstream Signal? No No Minor Street Movements 7 8 9 10 11 12 L T R L T R Volume Peak Hour Factor, PHF Peak -15 Minute Volume Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Median Storage 1 Flared Approach: Exists? Storage 0 26 235 23 6 0 0.95 0.95 0.95 0.95 0.95 0.95 0 7 62 6 2 0 0 27 247 24 6 0 0 0 0 0 0 0 0 0 No No U2 -I135 RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal Data Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet S2 Left -Turn Through S5 Left -Turn Through Worksheet Pedestrian Volumes and 7.1 Adjustments Movement 2 Movement 5 Shared In volume, major th vehicles: Movements 13 14 15 16 Flow (ped/hr) 0 3 0 0 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/sec) 4.0 4.0 4.0 4.0 Percent Blockage 0 0 0 0 Upstream Signal Data Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet S2 Left -Turn Through S5 Left -Turn Through Worksheet 3 -Data for Computing Effect of Delay to Major Street Vehicles 7.1 6.5 Movement 2 Movement 5 Shared In volume, major th vehicles: 0 0 Shared In volume, major rt vehicles: 0 0 Sat flow rate, major th vehicles: 1700 1700 Sat flow rate, major rt vehicles: 1700 1700 Number of major street through lanes: 2 0 Worksheet 4 -Critical Gap and Follow-up Time Calculation 0.00 Critical Gap Calculation 0.00 Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(c,base) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 P(hv) 0 0 0 0 0 0 0 0 t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10 Grade/100 0.00 0.00 0.00 0.00 0.00 0.00 P. 0`105 t(3,lt) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 t(c,T): 1 -stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 -stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 t(c) 1 -stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 2 -stage 4.1 4.1 6.1 5.5 6.2 6.1 5.5 6.2 Follow -Up Time Calculations Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(f,base) 2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 P(HV) 0 0 0 0 0 0 0 0 t(f) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Worksheet 5 -Effect of Upstream Signals Computation 1 -Queue Clearance Time at Upstream Signal Movement 2 Movement 5 ' V(t) V(l,prot) V(t) V (1,prot) V prog Total Saturation Flow Rate, s (vph) Arrival Type Effective Green, g (sec) Cycle Length, C (sec) Rp (from table 9-2) Proportion vehicles arriving on green P g(ql) g(q2) g(q) Computation 2 -Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V(t) V(1,prot) V(t) V (l,prot) alpha beta Travel time, t(a) (sec) Smoothing Factor, F Proportion of conflicting flow, f Max platooned flow, V(c,max) Min platooned flow, V(c,min) Duration of blocked period, t(p) Proportion time blocked, p 0.000 0.000 Computation 3 -Platoon Event Periods Result p(2) 0.000 02-1135 p(5) 0.000 p(dom) p(subo) Constrained or unconstrained? Proportion unblocked (1) (2) (3) for minor Single -stage Two -Stage Process movements, p(x) Process Stage I Stage II p(1) p(4) p(7) p(8) p(9) p(10) p(11) p(12) Computation 4 and 5 Single -Stage Process Movement 1 4 7 8 9 10 11 12 L L L T R L T R V c,x 0 474 462 459 240 238 486 0 s Px V c, u, x C r, x C plat,x Two -Stage Process 7 8 10 11 Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 V(c,x) 459 3 459 0 0 238 0 486 s 0 0 3400 3400 P V(c,U,x) C(r,x) C(plat,x) Worksheet 6 -Impedance and Capacity Equations 02-1135 Step 1: RT from Minor St. 9 12 Conflicting Flows 462 240 0 Potential Capacity 721 804 1091 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 0.99 802 1091 Probability of Queue free St. 0.69 1.00 Step 2: LT from Major St. 4 1 Conflicting Flows 8 474 0 Potential Capacity 1099 1636 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 1.00 1099 1636 Probability of Queue free St. 1.00 1.00 Maj L -Shared Prob Q free St. 1.00 1.00 Step 3: TH from Minor St. 8 11 Conflicting Flows 459 486 Potential Capacity 502 484 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 500 482 Probability of Queue free St. 1 0.95 0.99 Step 4: LT from Minor St. 7 10 Conflicting Flows 462 238 Potential Capacity 513 721 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 0.98 0.94 Maj. L, Min T Adj. Imp Factor. 0.99 0.96 Cap. Adj. factor due to Impeding mvmnt 0.99 0.66 Movement Capacity 507 476 Worksheet 7 -Computation of the Effect of Two-stage Gap Acceptance Step 3: TH from Minor St. 8 11 Part 1 - First Stage Conflicting Flows 459 0 Potential Capacity 570 900 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 568 900 Probability of Queue free St. 0.95 0.99 0 ~1135 C Part 2 - Second Stage Conflicting Flows 0 486 Potential Capacity 900 554 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 900 552 Part 3 - Single Stage Conflicting Flows 459 486 Potential Capacity 502 484 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 500 482 Result for 2 stage process: a 0.00 0.00 y 0.00 0.00 C t 500 482 Probability of Queue free St. 0.95 0.99 Step 4: LT from Minor St. 7 10 Part 1 - First Stage 0.99 0.66 Conflicting Flows 459 0 Potential Capacity 586 1029 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity ` 584 1029 Part 2 - Second Stage Conflicting Flows 3 238 Potential Capacity 1025 770 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.99 0.66 Movement Capacity 1018 504 Part 3 - Single Stage Conflicting Flows 462 238 Potential Capacity 513 721 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 0.98 0.94 Maj. L, Min T Adj. Imp Factor. 0.99 0.96 Cap. Adj. factor due to Impeding mvmnt 0.99 0.66 Movement Capacity 507 476 Results for Two-stage process: a 0.00 0.00 y 0.00 0.00 C t 507 476 Worksheet 8 -Shared Lane Calculations 02-.x.135 Movement 7 8 9 10 11 12 757 477 SUM C Sep L T R L T R Volume (vph) 0 27 247 24 6 0 Queue Length, and Level of Service Movement Capacity (vph) 507 500 802 476 482 1091 LT LTR LTR LTR Shared Lane Capacity (vph) 757 0 274 477 Worksheet 9 -Computation of Effect of Flared Minor Street Approaches Movement 7 8 9 10 11 12 L T R L T R C Sep 507 500 802 476 482 1091 Volume 0 27 247 24 6 0 Delay Q Sep Q Sep +1 round (Qsep +1) n max C sh 757 477 SUM C Sep n C act Worksheet 10 -Delay, Queue Length, and Level of Service Movement 1 4 7 8 9 10 11 12 Lane Config LT LTR LTR LTR v (vph) 6 0 274 30 C(m) (vph) 1636 1099 757 477 v/c 0.00 0.00 0.36 0.06 95% queue length 0.00 0.00 1.80 0.08 Control Delay 7.2 8.3 12.4 13.1 LOS A A B B Approach Delay 12.4 13.1 Approach LOS B B Worksheet 11 -Shared Major LT Impedance and Delay 5 Movement 2 Movement p(oj) 1.00 1.00 v(il), Volume for stream 2 or 5 0 0 v(i2), Volume for stream 3 or 6 0 0 s(il), Saturation flow rate for stream 2 or 5 1700 1700 s(i2), Saturation flow rate for stream 3 or 6 1700 1700 p*(oj) 1.00 1.00 d(M,LT), Delay for stream 1 or 4 7.2 8.3 N, Number of major street through lanes 2 0 d(rank,l) Delay for stream 2 or 5 Ir HCS: Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY Intersection: SW 10, SW 1st Ave Analyst: SVR Project No.: Date: Future NP East/West Street: North/South Street: Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Westbound Eastbound Movement 1 Adjustments 7 8 9 1 10 11 12 Lane Config LTR LT 1 LTR Major Street: Approach V (vph) Northbound 0 33 Southbound C(m) (vph) Movement 1 2 3 1 4 5 6 0.05 L T R I L T R Volume 0 78 0 0 651 24 Hourly Flow Rate, HFR 0 0 0 0 685 25 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized? Lanes 0 0 0 0 2 0 Configuration LTRLR LT TR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 h, T R I L T R Volume 32 0 0 0 0 Hourly Flow Rate, HFR 33 0 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 Percent Grade (%) 0 0 Median Storage 1 Flared Approach: Exists? No No Storage RT Channelized? Lanes 0 1 0 0 0 Configuration LTR LR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 1 7 8 9 1 10 11 12 Lane Config LTR LT 1 LTR I LR V (vph) 0 0 33 0 C(m) (vph) 899 1636 616 0 v/c 0.00 0.00 0.05 95% queue length 0.00 0.00 0.02 Control Delay 9.0 7.2 11.2 LOS A A B V2 --x.135 Approach Delay 11.2 Approach LOS B HCS: Unsignalized Intersections Release 3.2 Phone: Fax: E -Mail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS Intersection: SW 10, SW 1st Ave City/State: Analyst: SVR Project No.: ; Time period Analyzed: PM Peak Date: Future NP East/West Street: North/South Street: Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movements r 2 3 4 5 6 L T R L T R Volume 0 78 0 0 651 24 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Peak -15 Minute Volume 0 21 0 0 171 6 Hourly Flow Rate, HFR 0 0 0 0 685 25 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized? Lanes 0 0 0 0 2 0 Configuration LTRLR LT TR Upstream Signal? No No Minor Street Movements 7 8 9 10 11 12 L T R L T R Volume 32 0 0 0 0 Peak Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 Peak -15 Minute Volume 8 0 0 0 0 Hourly Flow Rate, HFR 33 0 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 Percent Grade (%) 0 0 L Median Storage 1 Flared Approach: Exists? No No Storage V 1: -:05 RT Channelized? Lanes 0 1 0 0 Configuration LTR LR Pedestrian Volumes and Adjustments Movements 13 14 15 16 Flow (ped/hr) Lane Width (ft) Walking Speed (ft/sec) Percent Blockage 0 3 0 0 12.0 12.0 12.0 12.0 4.0 4.0 4.0 4.0 0 0 0 0 Upstream Signal 17 Data Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal � vph vph sec sec mph feet S2 Left -Turn Through S5 Left -Turn Through Worksheet 3 -Data for Computing Effect of Delay to Major Street Vehicles 7.1 6.2 Movement 2 Movement 5 Shared In volume, major th vehicles: 0 0 Shared In volume, major rt vehicles: 0 0 Sat flow rate, major th vehicles: 1700 1700 Sat flow rate, major rt vehicles: 1700 1700 Number of major street through lanes: 0 2 Worksheet 4 -Critical Gap and Follow-up Time Calculation Critical Gap Calculation Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(c,base) 4.1 4.1 7.1 6.5 6.2 7.1 6.2 t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 P(hv) 0 0 0 0 0 0 0 t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10 Grade/100 0.00 0.00 0.00 0.00 0.00 0.00 U2-1135 R t(3,lt) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 t(c,T): 1 -stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 -stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 t(c) 1 -stage 4.1 4.1 7.1 6.5 6.2 7.1 6.2 2 -stage 4.1 4.1 6.1 5.5 6.2 6.1 6.2 Follow -Up Time Calculations Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(f,base) 2.20 2.20 3.50 4.00 3.30 3.50 3.30 t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 P(HV) 0 0 0 0 0 0 0 t(f) 2.2 2.2 3.5 4.0 3.3 3.5 3.3 Worksheet 5 -Effect of Upstream Signals Computation 1 -Queue Clearance Time at Upstream Signal Movement 2 Movement 5 V(t) V(l,prot) V(t) V (l,prot) V prog Total Saturation Flow Rate, s (vph) Arrival Type Effective Green, g (sec) Cycle Length, C (sec) Rp (from table 9-2) Proportion vehicles arriving on green P g(ql) g (q2) g(q) Computation 2 -Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V(t) V(l,prot) VW V (l,prot) alpha beta Travel time, t(a) (sec) Smoothing Factor, F Proportion of conflicting flow, f Max platooned flow, V(c,max) Min platooned flow, V(c,min) Duration of blocked period, t(p) Proportion time blocked, p 0.000 0.000 Computation 3 -Platoon Event Periods Result p(2) 0.000 02 - 1135, R p(5) 0.000 p (dom) p(subo) Constrained or unconstrained? Proportion unblocked (1} (2) (3) for minor Single -stage Two -Stage Process movements, p(x) Process Stage I Stage II p(1) p(4) P(7) P(8) P(9) P(10) P(11) p(12) Computation 4 and 5 Single -Stage Process Movement 1 4 7 8 9 10 11 12 L L L T R L T R V c,x 710 0 342 710 3 701 355 s Px V c, u, x C r, x C plat,x Two -Stage Process 7 8 10 11 Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 V(c,x) 0 342 0 710 698 3 s 3400 3400 0 P(x) V(C,u,x) C(r,x) C (plat, x) Worksheet 6 -Impedance and Capacity Equations 02-1135 L Step 1: RT from Minor St. 9 12 Conflicting Flows 3 355 Potential Capacity 1087 693 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 1084 693 Probability of Queue free St. 1.00 1.00 Step 2: LT from Major St. 4 1 Conflicting Flows 0 710 Potential Capacity 1636 899 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 1636 899 Probability of Queue free St. 1.00 1.00 Maj L -Shared Prob Q free St. 1.00 1.00 Step 3: TH from Minor St. 8 11 Conflicting Flows 710 Potential Capacity 361 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 361 Probability of Queue free St. 1.00 1.00 Step 4: LT from Minor St. 7 10 Conflicting Flows 342 701 Potential Capacity 616 356 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 1.00 1.00 Maj. L, Min T Adj. Imp Factor. 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 616 355 Worksheet 7 -Computation of the Effect of Two-stage Gap Acceptance Step 3: TH from Minor St. 8 11 Part 1 - First Stage Conflicting Flows 0 Potential Capacity 900 445 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 900 445 Probability of Queue free St. 1.00 1.00 Part 2 - Second Stage f. L Conflicting -Flows 710 free St. Potential Capacity 440 900 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 440 900 Part 3 - Single Stage Conflicting Flows 710 Potential Capacity 361 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 361 Result for 2 stage process: a 0.00 0.00 y 0.00 0.00 C t 361 Probability of Queue free St. 1.00 1.00 Step 4: LT from Minor St. 7 10 Part 1 - First Stage Conflicting Flows 0 698 Potential Capacity 1029 434 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 1029 434 Part 2 - Second Stage Conflicting Flows 342 3 Potential Capacity 677 1025 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 677 1022 Part 3 - Single Stage Conflicting Flows 342 701 Potential Capacity 616 356 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 1.00 1.00 Maj. L, Min T Adj. Imp Factor. 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 616 355 Results for Two-stage process: a 0.00 0.00 y 0.00 0.00 C t 616 355 Worksheet 8 -Shared Lane Calculations V. L Movement 12 R Volume (vph) 0 Movement Capacity (vph) 693 Shared Lane Capacity (vph) 7 8 9 10 11 L T R L T 33 0 0 0 616 361 1084 355 616 0 Worksheet 9 -Computation of Effect of Flared Minor Street Approaches Movement 12 R 7 8 9 10 11 L T R L T C Sep 616 361 1084 355 693 899 Volume 33 0 0 0 0 0.00 Delay 0.05 Q Sep 0.00 Q Sep +1 0.02 round (Qsep +1) 9.0 n max C sh 616 0 SUM C Sep n C act Worksheet 10 -Delay, Queue Length, and Level of Service Movement 1 4 7 8 9 10 11 12 Lane Config LTR LT LTR LR v (vph) 0 0 33 0 C(m) (vph) 899 1636 616 0 v/c 0.00 0.00 0.05 95% queue length 0.00 0.00 0.02 Control Delay 9.0 7.2 11.2 LOS A A B Approach Delay 11.2 Approach LOS B Worksheet 11 -Shared Major LT Impedance and Delay V. L 5 Movement 2 Movement p(oj) 1.00 1.00 v(il), Volume for stream 2 or 5 0 0 v(i2), Volume for stream 3 or 6 0 0 s(il), Saturation flow rate for stream 2 or 5 1700 1700 s(i2), Saturation flow rate for stream 3 or 6 1700 1700 P*(oj) 1.00 1.00 d(M,LT), Delay for stream 1 or 4 9.0 7.2 N, Number of major street through lanes 0 2 d(rank,l) Delay for stream 2 or 5 L HCS: Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY Intersection: SW 9, SE 1st Ave Analyst: SVR Project No.: Date: Future NP East/West Street: North/South Street: Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 1 4 5 6 L T R I L T R Volume 7 83 0 152 Hourly Flow Rate, HFR 7 87 0 160 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized? Lanes 0 1 0 1 Configuration LTR LTR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 1 10 11 12 L T R I L T R Volume 0 0 0 0 Hourly Flow Rate, HFR 0 0 0 0 Percent Heavy Vehicles 0 0 0 0 Percent Grade (%) 0 0 Median Storage 1 Flared Approach: Exists? No No Storage RT Channelized? Lanes 0 0 0 0 Configuration LR LR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 17 8 9 1 10 11 12 Lane Config LTR LTR I LR I LR v (vph) 7 0 0 0 C (m) (vph) 1408 1522 0 0 v/c 0.00 0.00 95% queue length 0.00 0.00 Control Delay 7.6 7.4 LOS A A Approach Delay Approach LOS HCS: Unsignalized Intersections Release 3.2 Phone: Fax: E -Mail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS Intersection: SW 9, SE 1st Ave City/State: Analyst: SVR Project No.: Time period Analyzed: PM Peak Date: Future NP f. East/West Street: North/South Street: Intersection Orientation: NS Study period (hrs): 0.25 Minor Street Movements Vehicle Volumes and 10 11 L T 12 R Adjustments 0 0 0 0 Major Street Movements 1 2 3 4 5 6 Peak -15 Minute Volume L T R L T R Volume 7 83 0 152 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 Peak -15 Minute Volume 2 22 0 40 Hourly Flow Rate, HFR 7 87 0 160 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized? Lanes 0 1 0 1 Configuration LTR LTR Upstream Signal? No No Minor Street Movements 7 8 L T 9 R 10 11 L T 12 R Volume 0 0 0 0 Peak Hour Factor, PHF 0.95 0.95 0.95 0.95 Peak -15 Minute Volume 0 0 0 0 Hourly Flow Rate, HFR 0 0 0 0 Percent Heavy Vehicles 0 0 0 0 Percent Grade (%) 0 0 Median Storage 1 Flared Approach: Exists? No No Storage fir'-tIlia L RT Channelized? Lanes Configuration Adjustments Movements Flow (ped/hr) Lane Width (ft) Walking Speed (ft/sec) Percent Blockage 0 0 LR Pedestrian Volumes and 0 0 LR 13 14 15 16 0 3 0 0 12.0 12.0 12.0 12.0 4.0 4.0 4.0 4.0 0 0 0 0 Upstream Signal Data Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet S2 Left -Turn Through S5 Left -Turn Through Worksheet 3 -Data for Computing Effect of Delay to Major Street Vehicles 8 9 10 Movement 2 Movement 5 Shared In volume, major th vehicles: 87 160 Shared In volume, major rt vehicles: 0 20 Sat flow rate, major th vehicles: 1700 1700 Sat flow rate, major rt vehicles: 1700 1700 Number of major street through lanes: 1 1 Worksheet 4 -Critical Gap and Follow-up Time Calculation Critical Gap Calculation Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(c,base) 4.1 4.1 7.1 6.2 7.1 6.2 t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 P(hv) 0 0 0 0 0 0 t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10 Grade/100 0.00 0.00 0.00 0.00 0.00 0.00 `-..135 L t(3,lt) 0.00 0.00 0.00 0.00 0.00 0.00 t(c,T): 1 -stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 -stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 t(c) 1 -stage 4.1 4.1 7.1 6.2 7.1 6.2 2 -stage 4.1 4.1 6.1 6.2 6.1 6.2 Follow -Up Time Calculations Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(f,base) 2.20 2.20 3.50 3.30 3.50 3.30 t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 P(HV) 0 0 0 0 0 0 t(f) 2.2 2.2 3.5 3.3 3.5 3.3 Worksheet 5 -Effect of Upstream Signals Computation 1 -Queue Clearance Time at Upstream Signal Movement 2 Movement 5 V(t) V(l,prot) V(t) V (l,prot) V prog Total Saturation Flow Rate, s (vph) Arrival Type Effective Green, g (sec) Cycle Length, C (sec) Rp (from table 9-2) Proportion vehicles arriving on green P g(ql) g(q2) g(q) Computation 2 -Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V(t) V(l,prot) V(t) V (l,prot) alpha beta Travel time, t(a) (sec) Smoothing Factor, F Proportion of conflicting flow, f Max platooned flow, V(c,max) Min platooned flow, V(c,min) Duration of blocked period, t(p) Proportion time blocked, p 0.000 0.000 Computation 3 -Platoon Event Periods Result p(2) 0.000 022-1135 1; p(5) 0.000 p (dom) p(subo) Constrained or unconstrained? Proportion unblocked (1) (2) (3) for minor Single -stage Two -Stage Process movements, p(x) Process Stage I Stage II p(1) p(4) P(7) P(8) P(9) P(10) P(11) P(12) Computation 4 and 5 Single -Stage Process Movement 1 4 7 8 9 10 11 12 L L L T R L T R V c,x 180 87 271 90 274 170 s Px V c,u,x C r, x C plat,x Two -Stage Process 7 8 10 11 Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 V(c,x) 101 170 170 104 s 1700 1700 P(X) V(C,U,x) C(r,x) C(plat,x) Worksheet 6 -Impedance and Capacity Equations 01-1.135 L Step 1: RT from Minor St. 9 12 Conflicting Flows 90 170 Potential Capacity 973 879 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 971 879 Probability of Queue free St. 1.00 1.00 Step 2: LT from Major St. 4 1 Conflicting Flows 87 180 Potential Capacity 1522 1408 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 1522 1408 Probability of Queue free St. 1.00 1.00 Maj L -Shared Prob Q free St. 1.00 0.99 Step 3: TH from Minor St. 8 11 Conflicting Flows Potential Capacity Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.99 0.99 Movement Capacity Probability of Queue free St. 1.00 1.00 Step 4: LT from Minor St. 7 10 Conflicting Flows 271 274 Potential Capacity 686 683 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 0.99 0.99 Maj. L, Min T Adj. Imp Factor. 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 0.99 Movement Capacity 683 679 Worksheet 7 -Computation of the Effect of Two-stage Gap Acceptance Step 3: TH from Minor St. 8 11 Part 1 - First Stage Conflicting Flows Potential Capacity 815 762 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.99 1.00 Movement Capacity 811 762 Probability of Queue free St. 1.00 1.00 Part 2 - Second Stage -1135 L Part 1 - First Stage Conflicting Flows 101 170 Potential Capacity 910 837 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.99 1.00 Movement Capacity 905 837 Part 2 - Second Stage Conflicting Flows 170 104 Potential Capacity 837 907 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 0.99 Movement Capacity 837 900 Part 3 - Single Stage Conflicting Flows 271 274 Potential Capacity Conflicting Flows 683 Pedestrian Impedance Factor 1.00 Potential Capacity Maj. L, Min T Impedance factor 754 815 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 0.99 Movement Capacity Results for Two-stage process: 754 811 Part 3 - Single Stage 0.00 0.00 y Conflicting Flows 0.00 C t 683 Potential Capacity Worksheet 8 -Shared Lane Calculations Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.99 0.99 Movement Capacity Result for 2 stage process: a 0.00 0.00 y 0.00 0.00 C t Probability of Queue free St. 1.00 1.00 Step 4: LT from Minor St. 7 10 Part 1 - First Stage Conflicting Flows 101 170 Potential Capacity 910 837 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.99 1.00 Movement Capacity 905 837 Part 2 - Second Stage Conflicting Flows 170 104 Potential Capacity 837 907 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 0.99 Movement Capacity 837 900 Part 3 - Single Stage Conflicting Flows 271 274 Potential Capacity 686 683 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 0.99 0.99 Maj. L, Min T Adj. Imp Factor. 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 0.99 Movement Capacity 683 679 Results for Two-stage process: a 0.00 0.00 y 0.00 0.00 C t 683 679 Worksheet 8 -Shared Lane Calculations V. L Movement 7 8 9 10 11 12 L T R L T R Volume (vph) 0 0 0 0 Movement Capacity (vph) 683 971 679 879 Shared Lane Capacity (vph) 0 0 Worksheet 9 -Computation of Effect of Flared Minor Street Approaches Movement 7 8 9 10 11 12 L T R L T R C sep 683 971 679 879 Volume 0 0 0 0 Delay Q sep Q sep +1 round (Qsep +1) n max C sh 0 0 SUM C sep n C act Worksheet 10 -Delay, Queue Length, and Level of Service Movement 1 4 7 8 9 10 11 12 Lane Config LTR LTR LR LR v (vph) 7 0 0 0 C(m) (vph) 1408 1522 0 0 v/c 0.00 0.00 95% queue length 0.00 0.00 Control Delay 7.6 7.4 LOS A A Approach Delay Approach LOS Worksheet 11 -Shared Major LT Impedance and Delay L Movement 2 Movement 5 p(oj) v(il), Volume for stream 2 or 5 v(i2), Volume for stream 3 or 6 s(il), Saturation flow rate for stream 2 or 5 s(i2), Saturation flow rate for stream 3 or 6 P* (oj ) d(M,LT), Delay for stream 1 or 4 N, Number of major street through lanes d(rank,l) Delay for stream 2 or 5 1.00 87 0 1700 1700 0.99 7.6 1 0.0 1.00 160 20 1700 1700 1.00 7.4 1 0.0 02-1135 L 02,-1M L HCS: Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY Intersection: SW 10, SE 1 Ave Analyst: SVR Project No.: Date: Future NP East/West Street: North/South Street: Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 1 4 5 6 L T R 1 L T R Volume 9 88 106 93 Hourly Flow Rate, HFR 9 92 111 97 Percent Heavy Vehicles 0 -- -- 0 Median Type Undivided RT Channelized? Lanes 0 1 0 1 Configuration LTR LTR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 I 10 11 12 L T R 1 L T R Volume 21 48 15 5 38 12 Hourly Flow Rate, HFR 22 50 15 5 40 12 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Median Storage 1 Flared Approach:, Exists? No No Storage RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 I 10 11 12 Lane Config LTR LTR I LTR 1 LTR v (vPh) 9 Ill 87 57 C(m) (vph) 1478 1452 481 490 v/c 0.01 0.08 0.18 0.12 95% queue length 0.00 0.16 0.69 0.36 Control Delay 7.5 7.7 14.1 13.3 LOS A A B B 02,-1M L Approach Delay 14.1 13.3 Approach LOS B B HCS: Unsignalized Intersections Release 3.2 Phone: Fax: E -Mail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS Intersection: SW 10, SE 1 Ave City/State: Analyst: SVR Project No.: Time period Analyzed: PM Peak Date: Future NP _ East/West Street: North/South Street: " Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movements 1 2 3 4 5 6 L T R L T R Volume 9 88 106 93 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 Peak -15 Minute Volume 2 23 28 24 Hourly Flow Rate, HFR 9 92 111 97 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized? Lanes 0 1 0 1 Configuration LTR LTR Upstream Signal? No No Minor Street Movements 7 8 9 10 11 12 L T R L T R Volume 21 48 15 5 38 12 Peak Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Peak -15 Minute Volume 6 13 4 1 10 3 Hourly Flow Rate, HFR 22 50 15 5 40 12 Percent Heavy Vehicles 0 0 0 0 0 0 a Percent Grade (%) 0 0 Median Storage 1 Flared Approach: Exists? No No Storage RT Channelized? volume, major th vehicles: 92 97 Lanes 0 1 0 51 0 1 0 Configuration rate, major th LTR 1700 LTR Sat flow rate, major rt vehicles: 1700 1700 Number of Pedestrian Volumes and 1 Adjustments 12 L L Movements 13 14 15 16 Flow (ped/hr) 0 3 0 0 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/sec) 4.0 4.0 4.0 4.0 Percent Blockage 0 0 0 0 Upstream Signal Data Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet S2 Left -Turn Through S5 Left -Turn Through Worksheet 3 -Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 Shared In volume, major th vehicles: 92 97 Shared In volume, major rt vehicles: 51 25 Sat flow rate, major th vehicles: 1700 1700 Sat flow rate, major rt vehicles: 1700 1700 Number of major street through lanes: 1 1 Worksheet 4 -Critical Gap and Follow-up Time Calculation Critical Gap Calculation Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(c,base) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 P (hv) 0 0 0 0 0 0 0 0 t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10 Grade/100 0.00 0.00 0.00 0.00 0.00 0.00 z t(3,lt) 0.00 0.00 0.00 0.00 0.00 I 0.00 0.00 0.00 t(c,T): 1 -stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 -stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 t(c) 1 -stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 2 -stage 4.1 4.1 6.1 5.5 6.2 6.1 5.5 6.2 Follow -Up Time Calculations Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(f,base) 2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 P (HV) 0 0 0 0 0 0 0 0 t(f) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Worksheet 5 -Effect of Upstream Signals Computation 1 -Queue Clearance Time at Upstream Signal Movement 2 Movement 5 V(t) V(l,prot) V(t) V (l,prot) V prog Total Saturation Flow Rate, s (vph) Arrival Type Effective Green, g (sec) Cycle Length, C (sec) Rp (from table 9-2) Proportion vehicles arriving on green P g(ql) g(q2) g(q) Computation 2 -Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V(t) V(l,prot) V(t) V (l,prot) alpha beta Travel time, t(a) (sec) Smoothing Factor, F Proportion of conflicting flow, f Max platooned flow, V(c,max) Min platooned flow, V(c,min) Duration of blocked period, t(p) Proportion time blocked, p 0.000 0.000 Computation 3 -Platoon Event Periods Result p(2) 0.000 02.1135 z P(5) 0.000 p (dom ) p (subo) Constrained or unconstrained? Proportion unblocked (1) (2) (3) for minor Single -stage Two -Stage Process movements, p(x) Process Stage I Stage II p(1) P(4) p(7) P(B) P(9) P(10) P(11) P(12) Computation 4 and 5 Single -Stage Process Movement 1 4 7 8 9 10 11 12 L L L T R L T R V c,x 122 143 494 480 120 503 493 110 s �. Px V c, u, x C r, x C plat,x Two -Stage Process 7 8 10 11 Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 V(c,x) 136 358 136 344 332 171 332 161 s 1700 1700 1700 1700 P(x) V(C,u,x) C(r,x) C (plat, x) Worksheet 6 -Impedance and Capacity Equations L Step 1: RT from Minor St. 9 12 Conflicting Flows 120 110 Potential Capacity 937 949 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 935 949 Probability of Queue free St. 0.98 0.99 Step 2: LT from Major St. 4 1 Conflicting Flows 143 122 Potential Capacity 1452 1478 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 1452 1478 Probability of Queue free St. 0.92 0.99 Maj L -Shared Prob Q free St. 0.92 0.99 Step 3: TH from Minor St. 8 11 Conflicting Flows 480 493 Potential Capacity 488 480 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.91 0.91 Movement Capacity 445 438 Probability of Queue free St. 0.89 0.91 Step 4: LT from Minor St. 7 10 Conflicting Flows 494 503 Potential Capacity 489 482 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 0.83 0.81 Maj. L, Min T Adj. Imp Factor. 0.87 0.85 Cap. Adj. factor due to Impeding mvmnt 0.86 0.84 Movement Capacity 419 404 Worksheet 7 -Computation of the Effect of Two-stage Gap Acceptance Step 3: TH from Minor St. 8 11 Part 1 - First Stage Conflicting Flows 136 332 Potential Capacity 788 648 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.99 0.92 Movement Capacity 783 595 Probability of Queue free St. 0.94 0.93 02-1135 L Part 2 - Second Stage Conflicting Flows 344 161 Potential Capacity 640 769 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.92 0.99 Movement Capacity 587 764 Part 3 - Single Stage Conflicting Flows Conflicting Flows 503 480 493 Potential Capacity Pedestrian Impedance Factor 488 480 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.91 0.91 Movement Capacity Movement Capacity 445 438 Result for 2 stage process: a 0.00 0.00 y 0.00 0.00 C t 445 438 Probability of Queue free St. 0.89 0.91 Step 4: LT from Minor St. 7 10 Part 1 - First Stage Conflicting Flows 136 332 Potential Capacity 872 686 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.99 0.92 Movement Capacity 866 630 Part 2 - Second Stage Conflicting Flows 358 171 Potential Capacity 664 836 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.85 0.91 Movement Capacity 561 763 Part 3 - Single Stage Conflicting Flows 494 503 Potential Capacity 489 482 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 0.83 0.81 Maj. L, Min T Adj. Imp Factor. 0.87 0.85 Cap. Adj. factor due to Impeding mvmnt 0.86 0.84 Movement Capacity 419 404 Results for Two-stage process: a 0.00 0.00 y 0.00 0.00 C t 419 404 Worksheet 8 -Shared Lane Calculations U2-1135 L Movement 7 8 9 10 11 12 9 111 87 57 C(m) (vph) L T R L T R 0.01 0.08 0.18 0.12 Volume (vph) 22 50 15 5 40 12 7.5 7.7 14.1 13.3 Movement Capacity (vph) 419 445 935 404 438 949 14.1 13.3 Shared Lane Capacity (vph) 481 B 490 Worksheet 9 -Computation of Effect of Flared Minor Street Approaches Movement 7 8 9 10 11 12 L T R L T R C sep 419 445 935 404 438 949 Volume 22 50 15 5 40 12 Delay Q sep Q sep +1 round (Qsep +1) n max C sh 481 490 SUM C sep n C act Worksheet 10 -Delay, Queue Length, and Level of Service Movement Lane Config 1 LTR 4 7 LTR 8 9 LTR 10 11 12 LTR v (vph) 9 111 87 57 C(m) (vph) 1478 1452 481 490 v/c 0.01 0.08 0.18 0.12 95% queue length 0.00 0.16 0.69 0.36 Control Delay 7.5 7.7 14.1 13.3 LOS A A B B Approach Delay 14.1 13.3 Approach LOS B B 02-1135 L Worksheet 11 -Shared Major LT Impedance and Delay 5 p(oj) v(il), Volume for stream 2 or 5 v(i2), Volume for stream 3 or 6 s(il), Saturation flow rate for stream 2 or 5 s(i2), Saturation flow rate for stream 3 or 6 P* (oj ) d(M,LT), Delay for stream 1 or 4 N, Number of major street through lanes d(rank,l) Delay for stream 2 or 5 Movement 2 Movement 0.99 0.92 92 97 51 25 1700 1700 1700 1700 0.99 0.92 7.5 7.7 1 1 0.0 0.6 N R HCS: Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL 15 0 12 SUMMARY 0 Hourly Flow Rate, HFR 0 Intersection: SW 9, Miami Ave 113 0 0 Percent Heavy Vehicles 0 Analyst: SVR 0 0 0 Percent Grade (%) 8.6 Project No.: 0 A 0 Median Storage Date: Future NP East/West Street: Exists? No North/South Street: Storage Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Lanes Adjustments 0 1 0 0 0 Major Street: Approach Northbound Southbound Movement 1 2 3 14 5 6 L T R I L T R Volume 15 555 0 0 535 0 Hourly Flow Rate, HFR 15 584 0 0 0 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided LTR I LTR 1 LR RT Channelized? Lanes 0 2 0 0 0 0 Configuration LT TR LTRLR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 i 10 11 12 t T R I L T R Volume 15 0 12 108 0 0 Hourly Flow Rate, HFR 0 12 113 0 0 Percent Heavy Vehicles 0 0 0 0 0 Percent Grade (%) 8.6 11.4 0 A 0 Median Storage 1 Flared Approach: Exists? No No Storage RT Channelized? Lanes 0 1 0 0 0 Configuration LTR LR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 1 7 8 9 I 10 11 12 Lane Config LT LTR I LTR 1 LR v (vph) 15 0 125 0 C(m) (vph) 1636 1001 691 0 v/c 0.01 0.00 0.18 95% queue length 0.00 0.00 0.71 Control Delay 7.2 8.6 11.4 LOS A A B 02-1135 L Approach Delay 11.4 Approach LOS g HCS: Unsignalized Intersections Release 3.2 Phone: 8 9 10 Fax: 12 L E -Mail: R L T R 0 12 113 TWO-WAY STOP CONTROL(TWSC) 0 0 0 ANALYSIS 0 Intersection: SW 9, Miami Ave City/State: Analyst: SVR Project No.: Time period Analyzed: PM Peak Date: Future NP East/West Street: North/South Street: Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movements l 2 3 4 5 6 L T R L T R Volume 15 555 0 0 535 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Peak -15 Minute Volume 4 146 0 0 141 0 Hourly Flow Rate, HFR 15 584 0 0 0 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized? Lanes 0 2 0 0 0 0 Configuration LT TR LTRLR Upstream Signal? No No Minor Street Movements 7 8 9 10 11 12 L T R L T R Volume Peak Hour Factor, PHF Peak -15 Minute Volume Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade ($) Median Storage 1 Flared Approach: Exists? Storage 0 12 108 0 0.95 0.95 0.95 0.95 0 3 28 0 0 12 113 0 0 0 0 0 0 RC 0 No 0 0.95 0 0 0 a2-1135 L RT Channelized? volume, major th vehicles: 0 0 Lanes 0 1 0 0 0 0 Configuration rate, major th LTR 1700 LR Sat flow rate, major rt vehicles: 1700 1700 Number of Pedestrian Volumes and 0 Adjustments L L L T Movements 13 14 15 16 Flow (ped/hr) 0 3 0 0 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/sec) 4.0 4.0 4.0 4.0 Percent Blockage 0 0 0 0 Upstream Signal Data Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet S2 Left -Turn Through S5 Left -Turn Through Worksheet 3 -Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 Shared In volume, major th vehicles: 0 0 Shared In volume, major rt vehicles: 0 0 Sat flow rate, major th vehicles: 1700 1700 Sat flow rate, major rt vehicles: 1700 1700 Number of major street through lanes: 2 0 Worksheet 4 -Critical Gap and Follow-up Time Calculation Critical Gap Calculation Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(c,base) 4.1 4.1 7.1 6.5 6.2 7.1 6.2 t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 P (hv) 0 0 0 0 0 0 0 t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10 Grade/100 0.00 0.00 0.00 0.00 0.00 0.00 a2-1135 L t(3,lt) 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 t(c,T): 1 -stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.20 2 -stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 t(c) 1 -stage 4.1 4.1 7.1 6.5 6.2 7.1 6.2 0 2 -stage 4.1 4.1 6.1 5.5 6.2 6.1 6.2 Follow -Up Time Calculations Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(f,base) 2.20 2.20 3.50 4.00 3.30 3.50 3.30 t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 P (HV) 0 0 0 0 0 0 0 t(f) 2.2 2.2 3.5 4.0 3.3 3.5 3.3 Worksheet 5 -Effect of Upstream Signals Computation 1 -Queue Clearance Time at Upstream Signal Movement 2 Movement 5 V(t) V(l,prot) V(t) V (l,prot) V prog Total Saturation Flow Rate, s •(vph) Arrival Type Effective Green, g (sec) Cycle Length, C (sec) Rp (from table 9-2) Proportion vehicles arriving on green P g(ql) g(q2) g (q) Computation 2 -Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V(t) V(l,prot) V(t) V (l,prot) alpha beta Travel time, t(a) (sec) Smoothing Factor, F Proportion of conflicting flow, f Max platooned flow, V(c,max) Min platooned flow, V(c,min) Duration of blocked period, t(p) Proportion time blocked, p 0.000 0.000 Computation 3 -Platoon Event Periods Result p(2) 0.000 02-1135 L p(5) 0.000 p (dom ) p(subo) Constrained or unconstrained? Proportion unblocked (1) (2) (3) for minor Single -stage Two -Stage Process movements, p(x) Process Stage I Stage II P(1) P(4) P(7) P(8) P(9) P(10) P(11) P(12) Computation 4 and 5 Single -Stage Process Movement 1 4 7 8 9 10 11 12 L L L T R L T R V c,x 0 584 614 614 295 331 0 v s Px V c, u, x C r, x C plat,x Two -Stage Process 7 8 10 11 Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 V(C,x) 614 0 614 0 0 331 s 0 0 3400 P(x) V(C,u,x) C(r,x) C(plat,x) Worksheet 6 -Impedance and Capacity Equations L Step 1: RT from Minor St. 9 12 Conflicting Flows 295 0 Potential Capacity 749 1091 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 747 1091 Probability of Queue free St. 0.85 1.00 Step 2: LT from Major St. 4 1 Conflicting Flows 584 0 Potential Capacity 1001 1636 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 1001 1636 Probability of Queue free St. 1.00 0.99 Maj L -Shared Prob Q free St. 1.00 0.99 Step 3: TH from Minor St. 8 11 Conflicting Flows 614 Potential Capacity 410 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.99 0.99 Movement Capacity 406 Probability of Queue free St. 0.97 1.00 Step 4. LT from Minor St. 7 10 Conflicting Flows 614 331 Potential Capacity 407 626 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 0.99 0.96 Maj. L, Min T Adj. Imp Factor. 0.99 0.97 Cap. Adj. factor due to Impeding mvmnt 0.99 0.82 Movement Capacity 404 514 Worksheet 7 -Computation of the Effect of Two-stage Gap Acceptance Step 3: TH from Minor St. 8 11 Part 1 - First Stage Conflicting Flows 614 Potential Capacity 486 900 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.99 1.00 Movement Capacity 482 900 Probability of Queue free St. 0.98 1.00 Part 2 - Second Stage 0-1135 L Conflicting Flows 0 Potential Capacity 900 486 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 0.99 Movement Capacity 900 482 Part 3 - Single Stage Conflicting Flows 614 Potential Capacity 410 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.99 0.99 Movement Capacity 406 Result for 2 stage process: a 0.00 0.00 y 0.00 0.00 C t 406 Probability of Queue free St. 0.97 1.00 Step 4: LT from Minor St. 7 10 Part 1 - First Stage Conflicting Flows 614 0 Potential Capacity 483 1029 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.99 1.00 Movement Capacity 479 1029 Part 2 - Second Stage Conflicting Flows 0 331 Potential Capacity 1029 687 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 0.82 Movement Capacity 1029 562 Part 3 - Single Stage Conflicting Flows 614 331 Potential Capacity 407 626 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 0.99 0.96 Maj. L, Min T Adj. Imp Factor. 0.99 0.97 Cap. Adj. factor due to Impeding mvmnt 0.99 0.82 Movement Capacity 404 514 Results for Two-stage process: a 0.00 0.00 y 0.00 0.00 C t 404 514 Worksheet 8 -Shared Lane Calculations 02-105 L Movement 7 8 9 10 11 12 L T R L T R Volume (vph) 0 12 113 0 0 Movement Capacity (vph) 404 406 747 514 1091 Shared Lane Capacity (vph) 691 0 Worksheet 9 -Computation of Effect of Flared Minor Street Approaches Movement 7 8 9 10 11 12 Lane Config LT LTR L T R L T R 0 125 0 C Sep 404 406 747 514 1091 v/c 0.01 Volume 0 12 113 0 0 0.00 0.71 Delay 7.2 8.6 Q Sep LOS A Q Sep +1 B Approach Delay round (Qsep +1) 11.4 n max C sh SUM C Sep n C act 691 Worksheet 10 -Delay, Queue Length, and Level of Service W Movement 1 4 7 8 9 10 11 12 Lane Config LT LTR LTR LR v (vph) 15 0 125 0 C(m) (vph) 1636 1001 691 0 v/c 0.01 0.00 0.18 95% queue length 0.00 0.00 0.71 Control Delay 7.2 8.6 11.4 LOS A A B Approach Delay 11.4 Approach LOS B Worksheet 11 -Shared Major LT Impedance and Delay 02-105 L Movement 2 Movement 5 P(oj) 0.99 1.00 v(il), Volume for stream 2 or 5 0 0 v(i2), Volume for stream 3 or 6 0 0 s(il), Saturation flow rate for stream 2 or 5 1700 1700 s(i2), Saturation flow rate for stream 3 or 6 1700 1700 P*(oj) 0.99 1.00 d(M,LT), Delay for stream 1 or 4 7.2 8.6 N, Number of major street through lanes 2 0 d(rank,l) Delay for stream 2 or 5 L 02 -IM HCS: Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY Intersection: SW 10, SW 1st Ave Analyst: SVR Project No.: Date: Future NP East/West Street: North/South Street: Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and 9 R I 10 I L Eastbound 11 T 12 R Adjustments 111 0 0 0 Major Street: Approach Northbound 116 0 Southbound . Movement 1 2 3 1 4 5 6 L T R I L T R Volume 0 78 0 0 573 0 Hourly Flow Rate, HFR 0 0 0 0 603 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized? RT Channelized? Lanes 0 0 0 Lanes 0 2 0 1 0 Configuration LTRLR 0 0 LT TR Upstream Signal? No LR No Minor Street: Approach Movement Westbound 7 8 t T 9 R I 10 I L Eastbound 11 T 12 R Volume 111 0 0 0 0 Hourly Flow Rate, HFR 116 0 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 Percent Grade (%) 0 0 Median Storage 1 Flared Approach: Exists? No No Storage RT Channelized? Lanes 0 1 0 0 0 Configuration LTR LR Service Approach Movement Lane Config Delay, Queue Length, and Level of NB SB Westbound Eastbound 1 4 1 7 8 9 1 10 11 12 LTR LT I LTR I LR v (vph) 0 0 C(m) (vph) 984 1636 v/c 0.00 0.00 95% queue length 0.00 0.00 Control Delay 8.7 7.2 LOS A A 116 0 655 0 0.18 z 0.68 11.7 B N-##25 Approach Delay 11.7 Approach LOS B HCS: Unsignalized Intersections Release 3.2 Phone: 8 9 10 Fax: 12 L E -Mail: R L T R 116 0 0 TWO-WAY STOP CONTROL(TWSC) 0 0 ANALYSIS 0 0 Intersection: SW 10, SW 1st Ave City/State: Analyst: SVR Project No.: Time period Analyzed: PM Peak Date: Future NP East/West Street: North/South Street: Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movements 2 3 4 5 6 L T R L T R Volume 0 78 0 0 573 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Peak -15 Minute Volume 0 21 0 0 151 0 Hourly Flow Rate, HFR 0 0 0 0 603 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized? Lanes 0 0 0 0 2 0 Configuration LTRLR LT TR Upstream Signal? No No Minor Street Movements 7 8 9 10 11 12 L T R L T R Volume Peak Hour Factor, PHF Peak -15 Minute Volume Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Median Storage 1 Flared Approach: Exists? Storage 111 0 0 0 0.95 0.95 0.95 0.95 29 0 0 0 116 0 0 0 0 0 0 0 0 LtC 0 No 0 0.95 0 0 0 02--11.35 L RT Channelized? Lanes 0 1 0 0 0 Configuration LTR LR Pedestrian Volumes and Adjustments Movements 13 14 15 16 Flow (ped/hr) 0 3 0 0 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/sec) 4.0 4.0 4.0 4.0 Percent Blockage 0 0 0 0 Upstream Signal Data Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet S2 Left -Turn Through S5 Left -Turn Through Worksheet 3 -Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 Shared In volume, major th vehicles: 0 0 Shared In volume, major rt vehicles: 0 0 Sat flow rate, major th vehicles: 1700 1700 Sat flow rate, major rt vehicles: 1700 1700 Number of major street through lanes: 0 2 Worksheet 4 -Critical Gap and Follow-up Time Calculation Critical Gap Calculation Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(c,base) 4.1 4.1 7.1 6.5 6.2 7.1 6.2 t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 L P (hv) 0 0 0 0 0 0 0 t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10 Grade/100 0.00 0.00 0.00 0.00 0.00 0.00 t(3,lt) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 t(c,T): 1 -stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 -stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 t(c) 1 -stage 4.1 4.1 7.1 6.5 6.2 7.1 6.2 2 -stage 4.1 4.1 6.1 5.5 6.2 6.1 6.2 Follow -Up Time Calculations Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(f,base) 2.20 2.20 3.50 4.00 3.30 3.50 3.30 t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 P (HV) 0 0 0 0 0 0 0 t(f) 2.2 2.2 3.5 4.0 3.3 3.5 3.3 Worksheet 5 -Effect of Upstream Signals Computation 1 -Queue Clearance Time at Upstream Signal Movement 2 Movement 5 V(t) V(l,prot) V(t) V (l,prot) V prog Total Saturation Flow Rate, s (vph) Arrival Type Effective Green, g (sec) Cycle Length, C (sec) Rp (from table 9-2) Proportion vehicles arriving on green P g(ql) g(q2) g(q) Computation 2 -Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V(t) V(l,prot) V(t) V (l,prot) alpha beta Travel time, t(a) (sec) Smoothing Factor, F Proportion of conflicting flow, f Max platooned flow, V(c,max) Min platooned flow, V(c,min) Duration of blocked period, t(p) Proportion time blocked, p 0.000 0.000 Computation 3 -Platoon Event Periods Result p(2) 0.000 0.2- tt35 L p(5) p (dom) p(subo) Constrained or unconstrained? Proportion unblocked (1) for minor Single -stage movements, p(x) Process (2) (3) Two -Stage Process Stage I Stage II Computation 4 and 5 Single -Stage Process Movement 1 4 7 8 9 10 11 12 L L L T R L T R V c,x 603 0 301 603 3 606 302 s Px V c,u,x C r, x C plat,x Two -Stage Process 7 8 10 11 Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 V(c,x) 0 301 0 603 603 3 s 3400 3400 0 P(X) V (c, u, x) C (r, x) C(plat,x) Worksheet 6 -Impedance and Capacity Equations 02_1135 L Step 1: RT from Minor St. 9 12 Conflicting Flows 3 302 Potential Capacity 1087 742 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 1084 742 Probability of Queue free St. 1.00 1.00 Step 2: LT from Major St. 4 1 Conflicting Flows 0 603 Potential Capacity 1636 984 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 1636 984 Probability of Queue free St. 1.00 1.00 Maj L -Shared Prob Q free St. 1.00 1.00 Step 3: TH from Minor St. 8 11 Conflicting Flows 603 Potential Capacity 416 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 416 Probability of Queue free St. 1.00 1.00 Step 4: LT from Minor St. 7 10 Conflicting Flows 301 606 Potential Capacity 655 412 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 1.00 1.00 Maj. L, Min T Adj. Imp Factor. 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 655 411 Worksheet 7 -Computation of the Effect of Two-stage Gap Acceptance Step 3: TH from Minor St. 8 11 Part 1 - First Stage Conflicting Flows 0 Potential Capacity 900 492 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 900 492 Probability of Queue free St. 1.00 1.00 Part 2 - Second Stage 02,..1135 2 Conflicting Flows 603 Conflicting Flows Potential Capacity 606 492 900 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 1.00 492 900 Part 3 - Single Stage Movement Capacity 655 411 Conflicting Flows 603 a Potential Capacity 0.00 416 0.00 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 416 Result for 2 stage process: a 0.00 0.00 y 0.00 0.00 C t 416 Probability of Queue free St. 1.00 1.00 Step 4: LT from Minor St. 7 10 Part 1 - First Stage Conflicting Flows 0 603 Potential Capacity 1029 489 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 1029 489 Part 2 - Second Stage Conflicting Flows 301 3 Potential Capacity 712 1025 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 712 1022 Part 3 - Single Stage Conflicting Flows 301 606 Potential Capacity 655 412 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 1.00 1.00 Maj. L, Min T Adj. Imp Factor. 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 655 411 Results for Two-stage process: a 0.00 0.00 y 0.00 0.00 C t 655 411 Worksheet 8 -Shared Lane Calculations L Movement 7 8 9 10 11 12 L T R L T R Volume (vph) 116 0 0 0 0 Movement Capacity (vph) 655 416 1084 411 742 Shared Lane Capacity (vph) 655 0 Worksheet 9 -Computation of Effect of Flared Minor Street Approaches Movement 7 8 9 10 11 12 655 0 SUM C Sep L T R L T R C Sep 655 416 1084 411 742 Volume 116 0 0 0 0 Delay Queue Q Sep Level of Service Q Sep +1 1 round (Qsep +1) 8 9 10 11 12 C sh 655 0 SUM C Sep n C act Worksheet 10 -Delay, Queue Length, and Level of Service Movement 1 4 7 8 9 10 11 12 Lane Config LTR LT LTR LR v (vph) 0 0 116 0 C(m) (vph) 984 1636 655 0 v/c 0.00 0.00 0.18 95% queue length 0.00 0.00 0.68 Control Delay 8.7 7.2 11.7 LOS A A B Approach Delay 11.7 Approach LOS B j Worksheet 11 -Shared Major LT Impedance and Delay 02--1135 L 5 P(oj) v(il), Volume for stream 2 or 5 v(i2), Volume for stream 3 or 6 s(il), Saturation flow rate for stream 2 or 5 s(i2), Saturation flow rate for stream 3 or 6 P*(oj) d(M,LT), Delay for stream 1 or 4 N, Number of major street through lanes d(rank,l) Delay for stream 2 or 5 Movement 2 Movement 1.00 1.00 0 0 0 0 1700 1700 1700 1700 1.00 1.00 8.7 7.2 0 2 02-,1.1.35 L Mary Brickell Village 07/30/02 Future With Project PM peak 13:41:48 Existing Cycle Length and Phasing SIGNAL2000/TEAPAC(Ver 1.01.001 - Capacity Analysis Summary Intersection Averages for Int # 10 - SW 13 St. & SW 1 Ave. Degree of Saturation (v/c) 0.54 Vehicle Delay 17.0 Level of Service B ------------------------- Sq 11 1 Phase 1 1 Phase 2 1 **/** ------------------------- I + + + I 1 I + + + I I I I v I ++++I I I I v f North I <+ +>I++++> I I + + I++++ I I + + I v I ------------------------- I G/C=0.317 I G/C=0.550 I I G= 19.0" 1 G= 33.0" 1 I Y+R= 4.0" 1 Y+R= 4.0" 1 1 OFF= 0.0% 1 OFF=38.3% I ---------------------- C= 60 sec G= 52.0 sec = 86.7% Y= 8.0 sec = 13.3% Ped= 0.0 sec 0.0% ------------------------------------------------------------------------ I Lane (Width/I g/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanesl Reqd Used I @C (vph) @E IVolumel v/c I Delay I S ]Model 11 SB Approach 32.3 C. I RT 1 12/1 10.339 10.317 1 346 1 406 1 377 10.929 1 47.4 1 D 1 358 ftl I TH 1 12/1 10.188 10.317 1 525 1 590 1 277 10.469 1 17.0 1 B 1 177 ftl I LT 1 12/1 10.077 10.317 1 496 1 560 1 84 10.150 1 14.8 1 B+I 48 ------------------------------------------------------------------------ ftl 3 L L 02-1135 NB Approach 15.4 B IRT+TH+LTI 12/1 10.114 10.317 1 304 1 362 ► 83 ►0.229 1 15.4 1 B 1 50 ft► ------------------------------------------------------------------------ WB Approach 10.9 B+ I TH+LTi 24/2 10.356 10.550 1 1563 1 1570 1 952 ►0.606 1 10.9 1 B+► 289 ftl ------------------------------------------------------------------------ EB Approach 7.7 A IRT+TH 1 24/2 10.200 10.550 11698 1 1898 1 582 10.307 1 7.7 1 A 1 142 ftl ------------------------------------------------------------------------ . L 02-1135 Mary Brickell Village 07/31/02 Future No Project PM peak 10:10:12 Existing Cycle Length and Phasing SIGNAL2000/TEAPAC[Ver 1.01.001 - Capacity Analysis Summary Intersection Averages for Int # 12 - SE 13 St. & Brickell Ave. Degree of Saturation (v/c) 0.66 Vehicle Delay 41.8 Level of Service D+ Sq 17 ------------------------------------- 1 Phase 1 1 Phase 2 1 Phase 3 1 **/LG ------------------------------------- I /1\ 1<+ + +> I ( <++++I I I v l I " 1++++ I v I North I <+ + +>1++++> I I +++ I++++ I I + + + I v I I ------------------------------------- I G/C=0.600 I G/C=0.130 I G/C=0.139 I I G= 69.0" 1 G= 15.0" 1 G= 16.0" 1 Y+R= 5.0" 1 Y+R= 5.0" 1 Y+R= 5.0" 1 ( OFF= 0.0% 1 OFF=64.3% v I OFF=81.7% I --------------------- C=115 sec G=100.0 sec = 87.0% Y=15.0 sec = 13.0% Ped= 0.0 sec = 0.0% ------------------------------------------------------------------------ I Lane (Width/I g/C I Service Rate► Adj 1 1 HCM I L 1 Queue I I Group I Lanesl Reqd Used I @C (vph) @E IVolumei v/c I Delay I S (Model 11 ------------------------------------------------------------------------ SB Approach 16.7 B I RT 1 12/1 10.534 10.600 1 722 1 792 1 614 10.775 1 22.1 1 C+I 670 ftl I TH 1 24/2 10.407 10.600 1 2059 1 2124 1 1202 10.566 1 14.3 1 B+I 558 ftl I LT 1 12/1 10.267 10.600 1 282 1 337 1 48 10.142 1 10.3 1 B+( 33 ftl L 0-1135 NB Approach 30.1 c IRT+TH 1 24/2 10.339 10.600 1 2012 1 2083 1 763 10.366 1 12.3 1 B+I 307 ftl I LT 1 12/1 10.740 10.600 I 140 1 176 1 189 11.044 1 102.0 1 F 1 384 ftl ------------------------------------------------------------------------ WB Approach 76.8 E I RT 1 12/1 10.224 10.139 1 1 1 124 1 10 10.068 1 43.2 1 D+I 13 ft( I TH 1 12/1 10.275 10.139 1 1 1 234 1 227 10.876 1 75.4 1 E 1 371 ftl I LT 1 12/1 10.277 10.139 1 1 1 221 1 220 10.894 1 79.9 1 E 1 368 ftl ------------------------------------------------------------------------ EB Approach 121.0 F IRT+TH+LTI 12/1-10.304 10.130 1 1 1 154 1 229 11.279 1 211.5 1 F I 591 ftl I LT 1 24/2+10.257 10.130 1 1 1 427 1 297 10.663 1 51.3 1 D 1 230 ftl $S$ kil Mary Brickell Village 07/30/02 Future With Project PM peak 13:30:23 Existing Cycle Length and Phasing SIGNAL2000/TEAPAC[Ver 1.01.001 - Capacity Analysis Summary Intersection Averages for Int # 2 - SW 7 St. & SW 1 Ave. Degree of Saturation (v/c) 0.75 Vehicle Delay 25.3 Level of Service C+ ------------------------- Sq 11 1 Phase 1 1 Phase 2 1 **/** ------------------------- { + I I I + I I + i <++++1 1 v I ++++I I I { v I North I I I I I I I i I I ------------------------- G/C=0.450 I G/C=0.412 I I G= 36.0" 1 G= 33.0" 1 Y+R= 5.0" I Y+R= 6.0" 1 I OFF= 0.0% 1 OFF=51.3% I ----------------------=-- C= 80 sec G= 69.0 sec = 86.3% Y=11.0 sec = 13.8% Ped= 0.0 sec 0.0% ------------------------------------------------------------------------ I Lane (Width/1 g/C I Service Rate{ Adj 1 I HCM I L i Queue I I Group I Lanesl Reqd Used 1 @C (vph) @E IVolumel v/c I Delay I S (Model 11 ------------------------------------------------------------------------ SB Approach 15.2 B I RT 1 12/1+10.250 10.450 1 536 1 618 1 215 10.348 1 15.9 I*B 1 155 ftl IRT+TH 1 24/2-10.218 10.450 1 1388 1 1465 1 505 10.345 1 15.0 1 B+1 189 ftl ------------------------------------------------------------------------ L WB Approach 29.3 C 02-1135 I TH+LTI 36/3 10.393 10.412 1 1959 1 2045 1 1852 10.906 1 29.3 1 C I 879 ft4 SSS 0k2-tt35 L 4 Mary Brickell Village 07/30/02 Future Project With Project PM peak 13:33:00 Existing Cycle Length and Phasing SIGNAL2000/TEAPAC[Ver 1.01.001 - Capacity Analysis Summary Intersection Averages for Int # 4 - SE 7 St. & Brickell Ave. Degree of Saturation (v/c) 0.74 Vehicle Delay 40.9 Level of Service D+ ------------------------------------------------- Sq 61 1 Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 **/** ------------------------------------------------- I + I I + + + ( I I + I I + + + I ++++I /1\ 1 +> I 1<+ + +> I <++++I I I I I v 1 ++++I I I IA I AI v I North I <+ I <+ + +>I + +>I I I + I +++ I ++ I I I + I +++ I ++ I I ------------------------------------------------- I G/C=0.052 I G/C=0.209 I G/C=0.426 I G/C=0.174 I I G= 6.0" 1 G= 24.0" I G= 49.0" 1 G= 20.01- I I Y+R= 3.011 { Y+R= 3.0" 1 Y+R= 5.011 1 Y+R= 5.0" ) I OFF= 0.0% I OFF= 7.8% 1 OFF=31.3% I OFF=78.3% I ---------------------�--------------------------- C=115 sec G= 99.0 sec = 86.1% Y=16.0 sec = 13.9% Ped= 0.0 sec 0.0% ------------------------------------------------------------------------ I Lane (Width/1 g/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanes► Reqd Used I @C (vph) @E IVolumel v/c I Delay I S (Model 11 ------------------------------------------------------------------------ SB Approach 56.2 E+ I RT 1 12/1 10.406 10.426 1 420 1 580 1 380 10.655 1 32.0 I C I 444 ftl I TH 1 24/2 10.486 10.426 1 1259 1 1508 1 1547 11.026 1 63.0 1 E+I 1558 ftl I LT 1 12/1 10.000 10.052 1 175 1 218 I 30 10.138 I 15.2 I B I 26 ftl L NB Approach 17.0 B IRT+TH 1 36/3 ►0.385 10.661 1 3341 1 3341 1 1557 10.466 1 10.0 1 B+► 427 ftl I LT 1 24/2 10.296 10.287 1 521 1 985 1 574 10.583 1 36.0 1 D+1 373 ftl WB Approach 80.3 F IRT+TH+LTI 24/2 10.298 10.174 I 1 1 526 1 526 (0.978 1 80.3 1 F 1 526 ftl L 0 2 - I t 3 5 Mary Brickell Village 07/30/02 Future With Project 13:35:26 Existing Cycle Length and Phasing SIGNAL2000/TEAPAC(Ver 1.01.001 - Capacity Analysis Summary Intersection Averages for Int # 6 - SW 8 St. & SW 1 Ave. Degree of Saturation (v/c) 0.36 Vehicle Delay 15.4 Level of Service B ------------------------- Sq 11 1 Phase 1 1 Phase 2 1 +*/** ------------------------- + + I I 1 + + I I /I\ I + +> I I 1 I v I I I I { I North I I++++> 1 I I I++++ I I I v I ------------------------- G/C=0.475 ( G/C=0.425 I G= 38.0" I G= 34.0" 1 I Y+R= 4.0" 1 Y+R= 4.0" 1 i OFF= 0.0% 1 OFF=52.5% I ---------------------- C= 80 sec G= 72.0 sec = 90.0% Y= 8.0 sec = 10.0% Ped= 0.0 sec 0.0% ------------------------------------------------------------------------ I Lane (Width/I g/C I Service Ratel Adj I I HCM I L I Queue I Group I Lanesl Reqd Used I @C (vph) @E IVolumel v/c I Delay I S (Model 11 SB Approach 12.7 B+ ------------ ----------------------------- I TH 1 24/2 10.174 10.475 1 1618 1 1681 1 378 10.225 1 12.7 1 B+l 131 ftl I LT 1 12/1 10.194 10.475 1 581 1 657 1 132 10.201 1 12.9 1 B+1 88 ftl ------------------------------------------------------------------------ EB Approach 16.9 B 02-11 IRT+TH 1 3613 10.231 10.425 1 1999 1 2077 1 900 10.433 1 16.9 1 B I 251 ftl SSS 02-1135 L Mary Brickell Village 07/30/02 Future With Project PM peak 13:38:35 Existing Cycle Length and Phasing SIGNAL2000/TEAPAC(Ver 1.01.00] - Capacity Analysis Summary Intersection Averages for Int # 8 - SE 8 St. & Brickell Ave. Degree of Saturation (v/c) 1.40 Vehicle Delay 342.3 Level of Service F Sq 27 ------------------------------------------------- 1 Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 **/LG ------------------------------------------------- I + I + I I I + * 1 + /I\ I + *> I + I I I I I v I v ) 1 ++++I North I I * +>I****> I I I I I + I**** I I I I + I v i I ------------------------------------------------- I G/C=0.070 I G/C=0.478 I G/C=0.209 I G/C=0.087 { I G= 8.0" 1 G= 55.0" 1 G= 24.0" 1 G= 10.0" 1 I Y+R= 3.0" 1 Y+R= 5.0" 1 Y+R= 5.0" 1 Y+R= 5.0" 1 1 OFF= 0.0% ------------------------------------------------- 1 OFF= 9.6% 1 OFF=61.7% i OFF=87.0% I C=115 sec G= 97.0 sec = 84.3% Y=18.0 sec = 15.7% Ped= 0.0 sec = 0.0% I Lane (Width/I g/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanesl Reqd Used I @C (vph) @E 1Volumel v/c I Delay I S (Model 11 ------------------------------------------------------------------------ SB Approach 24.4 C+ I TH 1 36/3 10.380 10.574 1 2839 1 2919 11531 10.524 1 15.6 1 B 1 511 ftl 1 LT 1 24/2 10.247 10.070 1 1 1 208 1 216 10.904 1 86.9 I*F 1 211 ftl ------------------------------------------------------------------------ L NB Approach 25.1 C+ 02-1135 I RT ► 12/1 10.319 10.478 1 529 1 662 1 208 10.314 1 19.7 1 B I 196 ftl I TH 1 24/2 ►0.413 10.478 1 1513 1 1693 1 1191 10.703 1 26.1 ►*C+1 736 ftl ------------------------------------------------------------------------ WB Approach 1601.4 F I RT 1 12/1+10.610 10.087 1 1 1 35 1 303 15.941 12317.7 I*F 1 1517 ftl IRT+TH+LTI 24/2-10.408 10.087 1 1 1 162 1 714 13.738 11297.4 1 F 1 1720 ftl ------------------------------------------------------------------------ EB Approach 75.3 E JRT+TH 1 24/2 10.329 10.209 1 1 1 612 1 647 11.052 1 96.2 I*F 1 695 ftl I LT 1 24/2 10.271 10.209 1 1 1 716 1 407 10.568 1 41.9 1 D+1 283 ftl ------------------------------------------------------------------------ S$$ 02-1 x.35 L Mary Brickell Village 07/30/02 Future With Project PM peak 13:40:09 Existing Cycle Length and Phasing SIGNAL2000/TEAPAC(Ver 1.01.001 - Capacity Analysis Summary Intersection Averages for Int # 9 - SW 13 St. & SW 2 Ave. Degree of Saturation (v/c) 0.70 Vehicle Delay 16.9 Level of Service B ------------------------- Sq 11 1 Phase 1 1 Phase 2 1 **/** ------------------------- /1\ 1<+ + +> I <++++1 I I v I ++++1 v North I <+ + +>1++++> I I I + + + I++++ I v 1 ------------------------- I G/C=0.367 I G/C=0.500 I G= 22.0" 1 G= 30.0" 1 1 Y+R= 4.0" 1 Y+R= 4.0" 1 1 OFF= 0.0% 1 OFF=43.3% I ------------------------- C= 60 sec G= 52.0 sec = 86.7% Y= 8.0 sec = 13.3% Fed= 0.0 sec 0.0% ------------------------------------------------------------------------ I Lane (Width/I g/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanesl Reqd Used I @C (vph) @E (Volume! v/c I Delay I S IModel 11 ------------------------------------------------------------------------ SB Approach 14.7 B+ I RT 1 12/1 10.155 10.367 1 430 1 486 1 146 10.300 1 13.9 1 B+1 84 ftl I TH+LT1 12/1 10.222 10.367 1 422 1 478 1 226 10.473 1 15.3 1 B 1 141 ft] ------------------------------------------------------------------------ z NB Approach 21.8 C+ IRT+TH+LTI 12/1 10.312 10.367 1 380 1 435 1 311 10.715 I 21.8 1 C+l 226 ftl WB Approach 18.4 B IRT+TH+LTI 24/2 10.432 10.500 1 1588 1 1604 1 1346 10.839 1 18.4 1 B 1 568 ftl ------------------------------------------------------------------------ EB Approach 12.5 B+ IRT+TH+LTI 24/2 10.316 10.500 1 1075 1 1109 1 622 10.561 1 12.5 1 B+I 200 fti SSS 0 2�,10 L Mary Brickell Village 07/30/02 Future With Project PM peak 13:43:41 Existing Cycle Length and Phasing SIGNAL2000/TEAPAC(Ver 1.01.001 - Capacity Analysis Summary Intersection Averages for Int # 11 - S 13 St. & S Miami Ave. Degree of Saturation (v/c) 0.56 Vehicle Delay 13.3 Level of Service B+ ------------------------- Sq 11 1 Phase 1 1 Phase 2 1 **/** ------------------------- 1 + + + ► I /1\ 1<+ + +> ) <++++I I I v 1 ++++1 I i ^ 1++++ v I North I <+ + +>I++++> I I I + + + 1++++ I I + + + 1 v 1 ------------------------- I G/C=0.300 I G/C=0.533 I I G= 18.0" 1 G= 32.0" 1 1 Y+R= 5.0" 1 Y+R= 5.0" 1 I OFF= 0.0% 1 OFF=38. % I ------------------------- C= 60 sec G= 50.0 sec = 83.3% Y=10.0 sec = 16.7% Ped= 0.0 sec 0.0% ------------------------------------------------------------------------ I Lane (Width/1 g/C I Service Ratel Adj I I HCM I L I Queue 1 I Group I Lanesl Reqd Used I @C (vph) @E IVolumel v/c I Delay I S (Model 11 SB Approach 16.6 B IRT+TH+LTI 24/2 10.130 10.300 1 725 1 794 1 263 10.331 1 16.6 1 B I 88 ftl t NB Approach 17.0 B 02-1135 1,RT+TH+LTI 24/2 10.148 10.300 1 757 1 826 1 323 10.391 I 17.0 1 B I 110 ftl ------------------------------------------------------------------------ WB Approach 11.4 B+ IRT+TH+LTI 24/2 10.350 10.533 1 1690 1 1695 1 1047 10.618 1 11.4 1 B+I 322 ftl ------------------------------------------------------------------------ EB Approach 13.3 B+ IRT+TH+LTI 24/2 10.382 10.533 1 977 1 1009 I 657 10.651 1 13.3 1 B+I 226 ft I ------------------------------------------------------------------------ $$$ L 02-1 135 Mary Brickell Village 07/30/02 Future No Project PM peak 12:57:38 Existing Cycle Length and Phasing SIGNAL2000/TEAPAC[Ver 1.01.00] - Capacity Analysis Summary Intersection Averages for Int # 1 - SW 7 St. & SW 2 Ave. Degree of Saturation (v/c) 0.64 Vehicle Delay 16.8 Level of Service B ------------------------- Sq 11 1 Phase 1 1 Phase 2 1 */** ------------------------- I f I • I I I <++++I I I I ++++I I I I v I North I <+ I I I i + I I I + I I ------------------------- I G/C=0.400 I G/C=0.500 I I G= 32.0" 1 G= 40.0" 1 1 Y+R= 4.0" I Y+R= 4.0" 1 I OFF= 0.0% 1 OFF=45.0% I ------------------------- C= 80 sec G= 72.0 sec = 90.0% Y= 8.0 sec = 10.0% Fed= 0.0 sec 0.0% ------------------------------------------------------------------------ I Lane (Width/I g/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanesl Reqd Used I @C (vph) @E IVolumel v/c I Delay I S (Model 11 NB Approach 16.1 B I TH+LTI 24/2 10.161 10.400 1 922 1 1023 1 206 10.201 1 16.1 1 B 1 82 ftl WB Approach 16.8 B z 02—t135 I TH+LTI 36/3 10.368 10.500 1 2461 1 2512 1 1734 ►0.690 1 16.8 I B 1 542 ftl SSS 02-1.35 L Mary Brickell Village 07/30/02 Future With Project PM peak 13:31:41 Existing Cycle Length and Phasing SIGNAL2000/TEAPAC(Ver 1.01.00] - Capacity Analysis Summary Intersection Averages for Int # 3 - S 7 St. & S. Miami Ave. Degree of Saturation (v/c) 0.80 Vehicle Delay 32.5 Level of Service C ------------------------- Sq 11 1 Phase 1 1 Phase 2 1 **/** ------------------------- I 1 i <++++1 I 1 I I I i " I i North I <+ + 1 I I + + I I I + + I I ------------------------- I G/C=0.438 I G/C=0.450 1 I G= 35.0" I G= 36.0" i l Y+R= 4.0" I Y+R= 5.0" I 1 OFF= 0.0% 1 OFF=48.$$ I ---------------------- C= 80 sec G= 71.0 sec = 88.8% Y= 9.0 sec = 11.3% Ped= 0.0 sec 0.0% ------------------------------------------------------------------------ I Lane (Width/1 g/C { Service Rate{ Adj I I HCM I L I Queue I I Group I Lanes{ Reqd Used I @C (vph) @E {Volume) v/c I Delay I S (Model 11 NB Approach 19.9 B. -------- ---- ------ I TH+LT1 24/2-10.291 10.438 1 1224 1 1308 1 716 10.547 1 18.3 1 B 1 300 ftl I LT 1 12/1+10.361 10.438 1 451 1 534 1 340 10.637 1 23.3 1 C+( 288 ftl ------------------------------------------------------------------------ WB Approach 40.5 D+ 02-1135 )` RT 1 12/1 10.153 10.4.50 1 536 1 618 1 75 10.121 1 13.2 1 B+1 52 ft{ 1 TH 1 24/2 10.464 {0.450 1 1518 1 1593 1 1575 10.989 1 41.8 1 D+l 1151 ftl SS$ 02=1135 L Mary Brickell Village 07/30/02 Future With Project PM peak 13:34:14 Existing Cycle Length and Phasing SIGNAL2000/TEAPAC[Ver 1.01.001 - Capacity Analysis Summary Intersection Averages for Int # 5 - SW 8 St. & SW 2 Ave. Degree of Saturation (v/c) 0.49 Vehicle Delay 17.8 Level of Service B ------------------------------------- Sq 21 1 Phase 1 1 Phase 2 1 Phase 3 1 **/** ------------------------------------- 1 + + l + + I I 1 + + I + + l 1 + +> 1 + +> i I I v I v I I North I 4 + +>I++++> i I I I ++ 1++++ I I I + + 1 v ------------------------------------- I G/C=0.063 ( G/C=0.400 I G/C=0.400 I I G= 5.0" I G= 32.0" 1 G= 32.0" I 1 Y+R= 3.0" I Y+R= 4.0" 1 Y+R= 4.0" l 1 OFF= 0.0% 1 OFF=10.0% I OFF=55.0% 1 ------------------------------------- C= 80 sec G= 69.0 sec = 86.3% Y=11.0 sec = 13.8% Ped= 0.0 sec = 0.0% ------------------------------------------------------------------------ I Lane (Width/I g/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanesl Reqd Used I @C (vph) @E IVolumel v/c I Delay I S (Model 11 SB Approach 13.9 B+ I TH+LTI 24/2 10.325 10.500 1 1263 1 1324 I 588 10.444 1 13.9 1 B+l 219 ft I NB Approach 16.8 B L 0�-1135 IRT+TH 1 24/2 10.184 10.400 1 1267 1 1367 1 399 10.292.1 16.8 1 B 1 157 ftl ------------------------------------------------------------------------ EB Approach 20.2 C+ —---------------- IRT+TH+LTI 36/3 10.275 10.400 1 1734 1 1830 1 1076 10.588 1 20.2 1 C+1 338 ftl $SS 02-M5 L Mary Brickell Village 07/30/02 Future With Project PM peak 13:36:56 Existing Cycle Length and Phasing SIGNAL2000/TEAPAC[Ver 1.01.00] - Capacity Analysis Summary Intersection Averages for Int # 7 - S 8 St. & S Miami Ave. Degree of Saturation (v/c) 0.67 Vehicle Delay 19.7 Level of Service B ------------------------- Sq 11 1 Phase 1 I Phase 2 1 **/** ------------------------- I I I I I I I I 1 I++++ I North I + +>I++++> 1 I I + + I I 1 + + I I ------------------------- I G/C=0.550 I G/C=0.350 I I G= 44.0" 1 G= 28.0" I l Y+R= 4.0" I Y+R= 4.0" I 1 OFF= 0.0% I OFF=60.0% I ------------------------- C= 80 sec G= 72.0 sec = 90.0% Y= 8.0 sec = 10.0% Ped= 0.0 sec 0.0% ------------------------------------------------------------------------ I Lane (Width/I g/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanesl Reqd Used I @C (vph) @E IVolumel v/c I Delay I S (Model 11 ------------------------------------------------------------------------ NB Approach 13.8 B+ IRT+TH 124/2 10.372 10.550 1 1827 1 1857 1 1140 10.614 1 13.8 1 B+1 435 ftl L EB Approach 25.4 C+ 02-ti35 I TH+LTI 3613 10.290 10.350 1 1490 1 1618 1 1168 10.722 1 25.4 1 C+I 426 ftl L 02-1135 APPENDIX D Future (2004) Level of Service Calculations with the Project G;53135\313552002,07final2initia(EditstoUrsComments.DOC 4 7/31/2002 01c�► — t L HCS: Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY Intersection: SW 10, Miami Ave Analyst: SVR Project No.: Date: Future WP East/West Street: North/South Street: Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 4 5 6 L T R I L T R Volume 218 413 52 0 86 0 Hourly Flow Rate, HFR 229 434 54 0 0 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized? Lanes 0 2 0 0 0 0 Configuration LT TR LTRLR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement Z 8 9 ► 10 11 12 L T R I L T R Volume 0 26 433 258 6 0 Hourly Flow Rate, HFR 0 27 455 271 6 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Median Storage 1 Flared Approach: Exists? No No Storage RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 17 8 9 1 10 11 12 Lane Config LT LTR I LTR I LTR v (vph) 229 0 482 277 C(m) (vph) 1636 1086 701 127 v/c 0.14 0.00 0.69 2.18 95% queue length 0.51 0.00 5.40 20.79 Control Delay 7.6 8.3 20.7 612.9 LOS A A C F 2 -- :t 13 5 L Approach Delay Approach LOS Phone: E -Mail: 20.7 C HCS: Unsignalized Intersections Release 3.2 Fax: TWO-WAY STOP CONTROL(TWSC) ANALYSIS Intersection: SW 10, Miami Ave City/State: Analyst: SVR Project No.: Time period Analyzed: PM Peak Date: Future WP East/West Street: North/South Street: 612.9 F Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movements 1 2 3 4 5 6 L T R L T R Volume 218 413 52 0 86 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Peak -15 Minute Volume 57 109 14 0 23 0 Hourly Flow Rate, HFR 229 434 54 0 0 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided 0 0 0 0 0 RT Channelized? 0 0 Lanes 0 2 0 No 0 0 0 Configuration LT TR LTRLR Upstream Signal? No No Minor Street Movements Volume Peak Hour Factor, PHF Peak -15 Minute Volume Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Median Storage 1 Flared Approach: Exists? Storage 7 8 9 10 11 12 L T R L T R 0 26 433 258 6 0 0.95 0.95 0.95 0.95 0.95 0.95 0 7 114 68 2 0 0 27 455 271 6 0 0 0 0 0 0 0 0 0 No No 02-1135 L RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal Data Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet S2 Left -Turn Through S5 Left -Turn Through Worksheet 3 -Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 Shared in volume, major th vehicles: 0 0 Shared In volume, major rt vehicles: 0 0 Sat flow rate, major th vehicles: 1700 1700 Sat flow rate, major rt vehicles: 1700 1700 Number of major street through lanes: 2 0 Worksheet 4 -Critical Gap and Follow-up Time Calculation Critical Gap Calculation Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(c,base) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 P (hv) 0 0 0 0 0 0 0 0 t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10 Grade/100 0.00 0.00 0.00 0.00 0.00 0.00 02-1135 L Pedestrian Volumes and Adjustments Movements 13 14 15 16 Flow (ped/hr) 0 3 0 0 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/sec) 4.0 4.0 4.0 4.0 Percent Blockage 0 0 0 0 Upstream Signal Data Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet S2 Left -Turn Through S5 Left -Turn Through Worksheet 3 -Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 Shared in volume, major th vehicles: 0 0 Shared In volume, major rt vehicles: 0 0 Sat flow rate, major th vehicles: 1700 1700 Sat flow rate, major rt vehicles: 1700 1700 Number of major street through lanes: 2 0 Worksheet 4 -Critical Gap and Follow-up Time Calculation Critical Gap Calculation Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(c,base) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 P (hv) 0 0 0 0 0 0 0 0 t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10 Grade/100 0.00 0.00 0.00 0.00 0.00 0.00 02-1135 L t(3,lt) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 t(c,T): 1 -stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 -stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 t(c) 1 -stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 2 -stage 4.1 4.1 6.1 5.5 6.2 6.1 5.5 6.2 Follow -Up Time Calculations Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(f,base) 2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 P(HV) 0 0 0 0 0 0 0 0 t(f) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Worksheet 5 -Effect of Upstream Signals Computation 1 -Queue Clearance Time at Upstream Signal Movement 2 Movement 5 V(t) V(l,prot) V(t) V (1, prot ) V prog Total Saturation Flow Rate, s (vph) Arrival Type Effective Green, g (sec) Cycle Length, C (sec) Rp (from table 9-2) Proportion vehicles arriving on green P g(ql) g(q2) g (q) Computation 2 -Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V(t) V(l,prot) V(t) V (l,prot) alpha beta Travel time, t(a) (sec) Smoothing Factor, F Proportion of conflicting flow, f Max platooned flow, V(c,max) Min platooned flow, V(c,min) Duration of blocked period, t(p) Proportion time blocked, p 0.000 0.000 Computation 3 -Platoon Event Periods Result p(2) 02-1130" L P (5) 0.000 p (dom ) p (subo) Constrained or unconstrained? Proportion unblocked (1) (2) (3) for minor Single -stage Two -Stage Process movements, p(x) Process Stage I Stage II P(1) p(4) P(7) P(8) P(9) P(10) P(11) P(12) Computation 4 and 5 Single -Stage Process Movement 1 4 7 8 9 10 11 12 L L L T R L T R V c,x 0 488 922 919 247 692 946 0 s Px V c,u,x C r, x C plat,x Two -Stage Process 7 8 10 11 Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 V(c,x) 919 3 919 0 0 692 0 946 s 0 0 3400 3400 P (x) V(c,u,x) C(r,x) C (plat, x) L Worksheet 6 -Impedance and Capacity Equations 02-113,10, Step 1: RT from Minor St. 9 12 Conflicting Flows 247 0 Potential Capacity 797 1091 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 795 1091 Probability of Queue free St. 0.43 1.00 Step 2: LT from Major St. 4 1 Conflicting Flows 488 0 Potential Capacity 1086 1636 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 1086 1636 Probability of Queue free St. 1.00 0.86 Maj L -Shared Prob Q free St. 1.00 0.86 Step 3: TH from Minor St. 8 11 Conflicting Flows 919 946 Potential Capacity 273 264 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.86 0.86 Movement Capacity 235 227 Probability of Queue free St. 0.89 0.97 Step 4: LT from Minor St. 7 10 Conflicting Flows 922 692 Potential Capacity 253 361 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 0.84 0.76 Maj. L, Min T Adj. Imp Factor. 0.88 0.82 Cap. Adj. factor due to'Impeding mvmnt 0.88 0.35 Movement Capacity 221 126 Worksheet 7 -Computation of the Effect of Two-stage Gap Acceptance Step 3: TH from Minor St. 8 11 Part 1 - First Stage Conflicting Flows 919 0 Potential Capacity 353 900 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.86 1.00 Movement Capacity 304 900 Probability of Queue free St. 0.91 0.99 02-1135 L Part 2 - Second Stage 922 692 Potential Capacity 253 Conflicting Flows Pedestrian Impedance Factor 1.00 0 946 Potential Capacity 0.76 Maj. L, Min T Adj. Imp Factor. 900 343 Pedestrian Impedance Factor 0.35 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 0.86 Movement Capacity 0.00 y 900 295 Part 3 - Single Stage 221 126 Conflicting Flows 919 946 Potential Capacity 273 264 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.86 0.86 Movement Capacity 235 227 Result for 2 stage process: a 0.00 0.00 y 0.00 0.00 C t 235 227 Probability of Queue free St. 0.89 0.97 Step 4: LT from Minor St. 7 10 Part 1 - First Stage Conflicting Flows 919 0 Potential Capacity 328 1029 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.86 1.00 Movement Capacity 282 1029 Part 2 - Second Stage Conflicting Flows 3 692 Potential Capacity 1025 437 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.99 0.33 Movement Capacity 1018 146 Part 3 - Single Stage Conflicting Flows 922 692 Potential Capacity 253 361 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 0.84 0.76 Maj. L, Min T Adj. Imp Factor. 0.88 0.82 Cap. Adj. factor due to Impeding mvmnt 0.88 0.35 Movement Capacity 221 126 Results for Two-stage process: a 0.00 0.00 y 0.00 0.00 C t 221 126 Worksheet 8 -Shared Lane Calculations 0-tt35 9 Movement 7 8 9 10 11 12 221 235 795 126 227 1091 L T R L T R 0 27 455 271 6 Volume (vph) 0 27 455 271 6 0 7.6 8.3 20.7 612.9 Movement Capacity (vph) 221 235 795 126 227 1091 20.7 612.9 Shared Lane Capacity (vph) 701 C 127 Worksheet 9 -Computation of Effect of Flared Minor Street Approaches Movement 12 R 7 8 L T 9 R 10 L 11 T C Sep 221 235 795 126 227 1091 1636 1086 701 127 Volume 0 27 455 271 6 0 0.51 0.00 5.40 20.79 Delay 7.6 8.3 20.7 612.9 Q Sep A A C F Q Sep +1 20.7 612.9 round (Qsep +1) C F n max C sh 701 127 SUM C Sep n C act Worksheet 10 -Delay, Queue Length, and Level of Service Movement Lane Config 1 LT 4 7 LTR 8 9 LTR 10 11 12 LTR v (vph) 229 0 482 277 C(m) (vph) 1636 1086 701 127 v/c 0.14 0.00 0.69 2.18 95% queue length 0.51 0.00 5.40 20.79 Control Delay 7.6 8.3 20.7 612.9 LOS A A C F Approach Delay 20.7 612.9 Approach LOS C F 02-1135 L Worksheet 11 -Shared Major LT Impedance and Delay Movement 2 Movement 5 P(oj) 0.86 1.00 v(il), Volume for stream 2 or 5 0 0 v(i2), Volume for stream 3 or 6 0 0 s(il), Saturation flow rate for stream 2 or 5 1700 1700 s(i2), Saturation flow rate for stream 3 or 6 1700 1700 P*(oj) 0.86 1.00 d(M,LT), Delay for stream 1 or 4 7.6 8.3 N, Number of major street through lanes 2 0 d(rank,l) Delay for stream 2 or 5 02-105 L HCS: Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY Intersection: SW 10, SW lst Ave Analyst: SVR Project No.: Date: Future WP East/West Street: North/South Street: Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 1 4 5 6 L T R 1 L T R Volume 0 78 0 0 751 61 Hourly Flow Rate, HFR 0 0 0 0 790 64 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized? Lanes 0 0 0 0 2 0 Configuration LTRLR LT TR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 1 10 11 12 L' T R I L T R Volume 32 0 0 0 0 Hourly Flow Rate, HFR 33 0 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 Percent Grade (%) 0 0 Median Storage 1 Flared Approach: Exists? No No Storage RT Channelized? Lanes 0 1 0 0 0 Configuration LTR LR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 1 7 8 9 1 10 11 12 Lane Config LTR LT i LTR 1 LR v (vph) 0 0 33 0 C(m) (vph) 794 1636 568 0 v/c 0.00 0.00 0.06 z 95% queue length 0.00 0.00 0.05 Control Delay 9.5 7.2 11.7 LOS A A B 02-1135 Approach Delay 11.7 Approach LOS B HCS: Unsignalized Intersections Release 3.2 Phone: Fax: E -Mail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS Intersection: SW 10, SW 1st Ave City/State: Analyst: SVR Project No.: Time period Analyzed: PM Peak Date: Future WP East/West Street: North/South Street: Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movements 1 2 3 4 5 6 L T R L T R Volume 0 78 0 0 751 61 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Peak -15 Minute Volume 0 21 0 0 198 16 Hourly Flow Rate, HFR 0 0 0 0 790 64 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized? Lanes 0 0 0 0 2 0 Configuration LTRLR LT TR Upstream Signal? No No Minor Street Movements 7 8 9 10 11 12 L T R L T R Volume 32 0 0 0 0 Peak Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 Peak -15 Minute Volume 8 0 0 0 0 Hourly Flow Rate, HFR 33 0 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 L Percent Grade (%) 0 0 Median Storage 1 Flared Approach: Exists? No No Storage 2-1135 RT Channelized? Lanes 0 1 0 0 Configuration LTR LR Upstream Signal A Data Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet S2 Left -Turn Through S5 Left -Turn Through Worksheet 3 -Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 Shared In Pedestrian Volumes and 0 Adjustments volume, major rt vehicles: 0 0 Movements 13 14 15 16 Flow (ped/hr) 0 3 0 0 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/sec) 4.0 4.0 4.0 4.0 Percent Blockage 0 0 0 0 Upstream Signal A Data Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet S2 Left -Turn Through S5 Left -Turn Through Worksheet 3 -Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 Shared In volume, major th vehicles: 0 0 Shared In volume, major rt vehicles: 0 0 Sat flow rate, major th vehicles: 1700 1700 Sat flow rate, major rt vehicles: 1700 1700 Number of major street through lanes: 0 2 Worksheet 4 -Critical Gap and Follow-up Time Calculation Critical Gap Calculation Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(c,base) 4.1 4.1 7.1 6.5 6.2 7.1 6.2 t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 P (hv) 0 0 0 0 0 0 0 t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10 Grade/100 0.00 0.00 0.00 0.00 0.00 0.00 0_It35 L t(3,lt) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 t(c,T): 1 -stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 -stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 t(c) 1 -stage 4.1 4.1 7.1 6.5 6.2 7.1 6.2 2 -stage 4.1 4.1 6.1 5.5 6.2 6.1 6.2 Follow -Up Time Calculations Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(f,base) 2.20 2.20 3.50 4.00 3.30 3.50 3.30 t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 P(HV) 0 0 0 0 0 0 0 t(f) 2.2 2.2 3.5 4.0 3.3 3.5 3.3 Worksheet 5 -Effect of Upstream Signals Computation 1 -Queue Clearance Time at Upstream Signal Movement 2 Movement 5 V(t) V(l,prot) V(t) V (l,prot) V prog Total Saturation Flow Rate, s (vph) Arrival Type Effective Green, g (sec) Cycle Length, C (sec) Rp (from table 9-2) Proportion vehicles arriving on green P g(ql) g(q2) g(q) Computation 2 -Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V(t) V(1,prot) V(t) V (1,prot) alpha beta Travel time, t(a) (sec) Smoothing Factor, F Proportion of conflicting flow, f Max platooned flow, V(c,max) Min platooned flow, V(c,min) Duration of blocked period, t(p) Proportion time blocked, p 0.000 0.000 Computation 3 -Platoon Event Periods Result p(2) 0.000 02-1135 L p(5) 0.000 p(dom) p (subo) Constrained or unconstrained? Proportion unblocked (1) (2) (3) for minor Single -stage Two -Stage Process movements, p(x) Process Stage I Stage II p(1) p(4) p(7) p(8) P(9) P(10) P(11) p(12) Computation 4 and 5 Single -Stage Process 7 8 9 10 11 Movement 1 4 12 L L L T R L T R V c,X 854 0 395 854 3 825 427 s Px V c, U, X C r, x C plat,x Two -Stage Process 7 8 10 11 Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 V(c,x) 0 395 0 854 822 3 8 3400 3400 0 P (x) V(c,u,X) C (r, x) C(plat,x) Worksheet 6 -Impedance and Capacity Equations 02-135 a Step 1: RT from Minor St. 9 12 Conflicting Flows 3 427 Potential Capacity 1087 632 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 1084 632 Probability of Queue free St. 1.00 1.00 Step 2: LT from Major St. 4 1 Conflicting Flows 0 854 Potential Capacity 1636 794 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 1636 794 Probability of Queue free St. 1.00 1.00 Maj L -Shared Prob Q free St. 1.00 1.00 Step 3: TH from Minor St. 8 11 Conflicting Flows 854 Potential Capacity 298 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 298 Probability of Queue free St. 1.00 1.00 Step 4: LT from Minor St. 7 10 Conflicting Flows 395 825 Potential Capacity 568 294 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 1.00 1.00 Maj. L, Min T Adj. Imp Factor. 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 568 293 Worksheet 7 -Computation of the Effect of Two-stage Gap Acceptance Step 3: TH from Minor St. 8 11 Part 1 - First Stage Conflicting Flows 0 Potential Capacity 900 391 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 900 391 Probability of Queue free St. 1.00 1.00 Part 2 - Second Stage 02--135 tq Conflicting Flows 854 Potential Capacity 378 900 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 378 900 Part 3 - Single Stage Conflicting Flows 854 Potential Capacity 298 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 298 Result for 2 stage process: a 0.00 0.00 y 0.00 0.00 C t 298 Probability of Queue free St. 1.00 1.00 Step 4: LT from Minor St. 7 10 Part 1 - First Stage Conflicting Flows 0 822 Potential Capacity 1029 371 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 1029 371 Part 2 - Second Stage Conflicting Flows 395 3 Potential Capacity 634 1025 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 634 1022 Part 3 - Single Stage Conflicting Flows 395 825 Potential Capacity 568 294 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 1.00 1.00 Maj. L, Min T Adj. Imp Factor. 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00. Movement Capacity 568 293 Results for Two-stage process: a 0.00 0.00 y 0.00 0.00 C t 568 293 Worksheet 8 -Shared Lane Calculations 02-tt35 L Movement 7 8 9 10 11 12 L T R L T R Volume (vph) 33 0 0 0 0 Movement Capacity (vph) 568 298 1084 293 632 Shared Lane Capacity (vph) 568 0 Worksheet 9 -Computation of Effect of Flared Minor Street Approaches Movement 7 8 9 10 11 12 L T R L T R C sep 568 298 1084 293 632 Volume 33 0 0 0 0 ' Delay Q sep Q sep +1 round (Qsep +1) n max C sh 568 0 SUM C sep n C act Worksheet 10 -Delay, Queue Length, and Level of Service Movement 1 4 7 8 9 10 11 12 Lane Config LTR LT LTR LR v (vph) 0 0 33 0 C(m) (vph) 794 1636 568 0 v/c 0.00 0.00 0.06 95% queue length 0.00 0.00 0.05 Control Delay 9.5 7.2 11.7 LOS A A B Approach Delay 11.7 Approach LOS B Worksheet 11 -Shared Major LT Impedance and Delay 02—tt3s 2 5 Movement 2 Movement P(oj) 1.00 1.00 v(il), Volume for stream 2 or 5 0 0 v(i2), Volume for stream 3 or 6 0 0 s(il), Saturation flow rate for stream 2 or 5 1700 1700 s(i2), Saturation flow rate for stream 3 or 6 1700 1700 P*(oj) 1.00 1.00 d(M,LT), Delay for stream 1 or 4 9.5 7.2 N, Number of major street through lanes 0 2 d(rank,l) Delay for stream 2 or 5 0 M - :t 135 PI HCS: Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY Intersection: SW 9, SE 1st Ave Analyst: SVR Project No.: Date: Future WP East/West Street: North/South Street: Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 1 4 5 6 L T R I L T R Volume 7 83 0 152 Hourly Flow Rate, HFR 7 87 0 160 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized? Lanes 0 1 0 1 Configuration LTR LTR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 1 10 11 12 T; T R 1 L T R Volume 0 0 0 0 Hourly Flow Rate, HFR 0 0 0 0 Percent Heavy Vehicles 0 0 0 0 Percent Grade (%) 0 0 Median Storage 1 Flared Approach: Exists? No No Storage RT Channelized? Lanes 0 0 0 0 Configuration LR LR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 1 7 8 9 I 10 11 12 Lane Config LTR LTR I LR ( LR v (vph) 7 0 0 0 C(m) (vph) 1408 1522 0 0 v/c 0.00 0.00 z 95% queue length 0.00 0.00 Control Delay 7.6 7.4 LOS A A ,� : t 3 5 Approach Delay Approach LOS KCS: Unsignalized Intersections Release 3.2 Phone: Fax: L -hail TWO-WAY STOP CONTROL(;WSC) ANALYSIS Intersection: SW 9, SE 1st Ave City/State: Analyst: SVR Project No.: Time period Analyzed: PM Peak Date: Future WP East/West Street: North/South Street: Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Streat Movements 1 2 3 4 5 6 L T R L T R Volume 7 83 0 152 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 Peak -15 Minute Volume 2 22 0 40 Hourly Flow Rate, HFR 7 87 0 160 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided 0 RT Channelized? Lanes 0 1 0 1 Configuration LTR LTR Upstream Signal? No No Minor Street Movements 7 8 9 10 11 12 L T R L T R Volume 0 0 0 0 Peak Hour Factor, PHF 0.95 0.95 0.95 0.95 Peak -15 Minute Volume 0 0 0 0 Hourly Flow Rate, HFR 0 0 0 0 Percent Heavy Vehicles 0 0 0 0 Percent Grade (%) 0 0 Median Storage 1 Flared Approach: Exists? No No Storage P RT Channelized? Lanes 0 0 0 0 Configuration LR LR Pedestrian Volumes and Adjustments Movements 13 14 15 16 Flow (ped/hr) Lane Width (ft) Walking Speed (ft/sec) Percent Blockage 0 3 0 0 12.0 12.0 12.0 12.0 4.0 4.0 4.0 4.0 0 0 0 0 Upstream Signal Data Prog. Sat Arrival Green Cycle Prcg. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet S2 Left -Turn Through S5 Left -Turn Through Worksheet 3 -Data for Computing Effect of Delay to Major Street Vehicles Worksheet 4 -Critical Gap and Follow-up Time Calculation Critical Gap Calculation Movement 2 Movement 5 Shared In volume, major th vehicles: 87 160 Shared In volume, major rt vehicles: 0 20 Sat flow rate, major th vehicles: 1700 1700 Sat flow rate, major rt vehicles: 1700 1700 Number of major street through lanes: 1 1 Worksheet 4 -Critical Gap and Follow-up Time Calculation Critical Gap Calculation Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(c.base) 4.1 4.1 7.1 6.2 7.1 6.2 t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 P(hv) 0 0 0 0 0 0 t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10 Grade/100 0.00 0.00 0.00 0.00 0.00 O.CO 02--1135 L t(3,lt) 0.00 0.00 0.00 0.00 0.00 0.00 t(c,T): 1 -stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 -stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 t(c) 1 -stage 4.1 4.1 7.1 6.2 7.1 6.2 2 -stage 4.1 4.1 6.1 6.2 6.1 6.2 Follow -Up Time Calculations Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(f,base) 2.20 2.20 3.50 3.30 3.50 3.30 t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 P(HV) 0 0 0 0 0 0 t(f) 2.2 2.2 3.5 3.3 3.5 3.3 Worksheet 5 -Effect of Upstream Signals Computation 1 -Queue Clearance Time at Upstream Signal Movement 2 Movement 5 V(t) V(l,prot) V(t) V (l,prot) V prog Total Saturation Flow Rate, s (vph) Arrival Type Effective Green, g (sec) Cycle Length, C (sec) Rp (from table 9-2) Proportion vehicles arriving on green P g(ql) g(q2) g(q) Computation 2 -Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V(t) V(l,prot) V(t) V (l,prot) alpha beta Travel time, t(a) (sec) Smoothing Factor, F Proportion of conflicting flow, f Max platooned flow, V(c,max) Min platooned flow, V(c,min) Duration of blocked period, t(p) Proportion time blocked, p 0.000 0.000 Computation 3 -Platoon Event Periods Result p(2) 09-1135 L p(5) 0.000 p (dom) p(subo) Constrained or unconstrained? Proportion unblocked (1) (2) (3) for minor Single -stage Two -Stage Process movements, p(x) Process Stage I Stage II pal) p(4) p(7) P(8) P(9) P(10) P(11) P(12) Computation 4 and 5 Single -Stage Process Movement 1 4 7 8 9 10 11 12 L L L T R L T R V c,x 180 87 271 90 274 170 s Px V c,u,x C r, x C plat,x Two -Stage Process 7 8 10 11 Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 V(c,x) 101 170 170 104 s 1700 1700 P(X) V(C,u,x) C(r,x) C(plat,x) Worksheet 6 -Impedance and Capacity Equations 02-1135 L Step 1: RT from Minor St. 9 12 Conflicting Flows 90 170 Potential Capacity 973 879 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 971 879 Probability of Queue free St. 1.00 1.00 Step 2: LT from Major St. 4 1 Conflicting Flows 87 180 Potential Capacity 1522 1408 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 1522 1408 Probability of Queue free St. 1.00 1.00 Maj L -Shared Prob Q free Sc. 1.00 0.99 Step 3: TH from Minor St. 8 11 Conflicting Flows Potential Capacity Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.99 0.99 Movement Capacity Probability of Queue free St. 1.00 1.00 Step 4: LT from Minor St. 7 10 Conflicting Flows 271 274 Potential Capacity 686 683 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 0.99 0.99 Maj. L, Min T Adj. Imp Factor. 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 0.99 Movement Capacity 683 679 Worksheet 7 -Computation of the Effect of Two-stage Gap Acceptance Step 3: TH from Minor St. 8 11 Part 1 - First Stage Conflicting Flows Potential Capacity 815 762 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.99 1.00 Movement Capacity 811 762 Probability of Queue free St. 1.00 1.00 Part 2 - Second Stage 02-1135 L Contlicting Flows Potential Capacity 754 815 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 0.99 Movement Capacity 754 811 Part 3 - Single Stage Conflicting Flows Potential Capacity Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.99 0.99 Movement Capacity Result for 2 stage process. a 0.00 0.00 y 0.00 0.00 C t Probability of Queue free St. 1.00 1.00 Step 4: LT from Minor St. 7 10 Part 1 - First Stage Conflicting Flows 101 170 Potential Capacity 910 837 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.99 1.00 Movement Capacity 905 837 Part 2 - Second Stage 1.00 0.99 Conflicting Flows 170 104 Potential Capacity 837 907 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 0.99 Movement Capacity 837 900 Part 3 - Single Stage Conflicting Flows 271 274 Potential Capacity 686 683 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 0.99 0.99 Maj. L, Min T Adj. Imp Factor. 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 0.99 Movement Capacity 683 679 Results for Two-stage process: a 0.00 0.00 y 0.00 0.00 C t 683 679 Worksheet 8 -Shared Lane Calculations 02-1135 L Movement 7 8 9 10 11 12 L T R L T R volume (vph) 0 0 0 0 Movement Capacity (vph) 683 971 679 879 Shared Lane Capacity (vph). 0 0 Worksheet 9 -Computation of Effect of Flared Minor Street Approaches Movement 7 8 9 10 11 12 L T R L T R C sep 683 971 679 879 Volume 0 0 0 0 Delay Q sep Q sep +1 round (Qsep +1) n max C sh 0 0 SUM C sep n C act Worksheet 10 -Delay, Queue Length, and Level of Service Movement 1 4 7 8 9 10 11 12 Lane Config LTR LTR LR LR v (vph) 7 0 0 0 C(m) (vph) 1408 1522 0 0 v/c 0.00 0.00 95% queue length 0.00 0.00 Control Delay 7.6 7.4 LOS *A A Approach Delay Approach LOS Worksheet 11 -Shared Major LT Impedance and Delay 9-11,35 L W P(oj) v(il), Volume for stream 2 or 5 v(i2), Volume for stream 3 or 6 s(il), Saturation flow rate for stream 2 or 5 s(i2), Saturation flow rate for stream 3 or 6 P* (oj ) d(M,LT), Delay for stream 1 or 4 N, Number of major street through lanes d(rank,l) Delay for stream 2 or 5 Movement 2 Movement 1.00 1.00 87 160 0 20 1700 1700 1700 1700 0.99 1.00 7.6 7.4 1 1 0.0 0.0 02-1135 L HCS: Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY Intersection: SW 10, SE 1 Ave Analyst: SVR Project No.: Date: Future WP East/West Street: North/South Street: Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 1 4 5 6 L T R I L T R Volume 9 88 459 106 93 3.10 Hourly Flow Rate, HFR 9 92 C 111 97 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized? Lanes 0 1 0 1 Configuration LTR LTR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 1 10 11 12 r, T R I L T R Volume 21 198 15 5 38 12 Hourly Flow Rate, HFR 22 208 15 5 40 12 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Median Storage 1 Flared Approach: Exists? No No Storage RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Service Approach Movement Lane Config Delay, Queue Length, and Level of NB SB Westbound 1 4 1 7 8 9 LTR LTR I LTR v (vph) 9 111 C(m) (vph) 1478 1452 v/c 0.01 0.08 95% queue length 0.00 0.16 Control Delay 7.5 7.7 LOS A A Eastbound 1 10 11 12 1 LTR 245 57 457 459 0.54 0.12 3.10 0.40 21.6 14.0 C B 0AW 2-1135 L Approach Delay 21.6 14.0 Approach LOS C B HCS: Unsignalized Intersections Release 3.2 Phone: Fax: E -Mail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS Intersection: SW 10, SE 1 Ave City/State: Analyst: SVR Project No.: Time period Analyzed: PM Peak Date: Future WP East/West Street: North/South Street: Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movements 2 3 4 5 6 L T R L T R Volume 9 88 106 93 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 Peak -15 Minute Volume 2 23 28 24 Hourly Flow Rate, HFR 9 92 111 97 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized? Lanes 0 1 0 1 Configuration LTR LTR Upstream Signal? No No Minor Street Movements 7 8 9 10 11 12 L T R L T R Volume 21 198 15 5 38 12 Peak Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Peak -15 Minute Volume 6 52 4 1 10 3 Hourly Flow Rate, HFR 22 208 15 5 40 12 Percent Heavy Vehicles 0 0 0 0 0 0 z Percent Grade 0 0 Median Storage 1 Flared Approach: Exists? No No Storage 02-1135 RT Channelized? Lanes 0 1 0 0 1 0 Configuration LTR LTR Pedestrian Volumes and Adjustments Movements 13 14 15 16 Flow (ped/hr) 0 3 0 0 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/sec) 4.0 4.0 4.0 4.0 Percent Blockage 0 0 0 0 Upstream Signal Data Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet S2 Left -Turn Through S5 Left -Turn Through Worksheet 3 -Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 Shared In volume, major th vehicles: 92 97 Shared In volume, major rt vehicles: 51 25 Sat flow rate, major th vehicles: 1700 1700 Sat flow rate, major rt vehicles: 1700 1700 Number of major street through lanes: 1 1 Worksheet 4 -Critical Gap and Follow-up Time Calculation Critical Gap Calculation Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(c,base) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 z P (hv) 0 0 0 0 0 0 0 0 t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10 Grade/100 0.00 0.00 0.00 0.00 0.00 0.00 02-1135 t(3,lt) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 t(c,T): 1 -stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 -stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 t(c) 1 -stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 2 -stage 4.1 4.1 6.1 5.5 6.2 6.1 5.5 6.2 Follow -Up Time Calculations Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(f,base) 2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30 t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 P(HV) 0 0 0 0 0 0 0 0 t(f) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 Worksheet 5 -Effect of Upstream'Signals Computation 1 -Queue Clearance Time at Upstream Signal Movement 2 Movement 5 V(t) V(l,prot) V(t) V (l,prot) V prog Total Saturation Flow Rate, s (vph) Arrival Type Effective Green, g (sec) Cycle Length, C (sec) Rp (from table 9-2) Proportion vehicles arriving on green P g(ql) g(q2) g(q) Computation 2 -Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V(t) V(l,prot) V(t) V (l,prot) alpha beta Travel time, t(a) (sec) Smoothing Factor, F Proportion of conflicting flow, f Max platooned flow, V(c,max) Min platooned flow, V(c,min) Duration of blocked period, t(p) Proportion time blocked, p 0.000 0.000 Computation 3 -Platoon Event Periods Result z p(2) 0.000 02-1135 p(5) 0.000 p(dom) p(subo) Constrained or unconstrained? Proportion unblocked (1) (2) (3) for minor Single -stage Two -Stage Process movements, p(x) Process Stage I Stage II p(1) p(4) P(7) P(8) P(9) P(10) P(11) p(12) Computation 4 and 5 Single -Stage Process Movement 1 4 7 8 9 10 11 12 L L L T R L T R V c,x 122 143 494 480 120 582 493 110 s Px V c, u, x C r, x C plat,x Two -Stage Process 7 8 10 11 Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 V(C,x) 136 358 136 344 332 250 332 161 s 1700 1700 1700 1700 P(x) V (C, U, x ) C(r,x) C (plat, x) Worksheet 6 -Impedance and Capacity Equations or) -1135 L Step 1: RT from Minor St. 9 12 Conflicting Flows 120 110 Potential Capacity 937 949 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 935 949 Probability of Queue free St. 0.98 0.99 Step 2: LT from Major St. 4 1 Conflicting Flows 143 122 Potential Capacity 1452 1478 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 1452 1478 Probability of Queue free St. 0.92 0.99 Maj L -Shared ?rob Q free St. 0.92 0.99 Step 3: TH from Minor St. 8 11 Conflicting Flows 480 493 Potential Capacity 488 480 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.91 0.91 Movement Capacity 445 438 Probability of Queue free St. 0.53 0.91 Step 4: LT from Minor St. 7 10 Conflicting Flows 494 582 Potential Capacity 489 427 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 0.83 0.49 Maj. L, Min T Adj. Imp Factor. 0.87 0.59 Cap. Adj. factor due to Impeding mvmnt 0.86 0.58 Movement Capacity 419 249 Worksheet 7 -Computation of the Effect of Two-stage Gap Acceptance Step 3: TH from Minor St. 8 11 Part 1 - First Stage Conflicting Flows 136 332 Potential Capacity 788 648 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.99 0.92 Movement Capacity 783 595 Probability of Queue free St. 0.73 0.93 02-113#5 L Part 2 - Second Stage Conflicting Flows 344 161 Potential Capacity 640 769 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.92 0.99 Movement Capacity 587 764 Part 3 - Single Stage Conflicting Flows 480 493 Potential Capacity 488 480 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.91 0.91 Movement Capacity 445 438 Result for 2 stage process: 0.86 0.58 a 0.00 0.00 y 0.00 0.00 C t 445 438 Probability of Queue free St. 0.53 0.91 Step 4: LT from Minor St. 7 10 Part 1 - First Stage Conflicting Flows 136 332 Potential Capacity 872 686 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.99 0.92 Movement Capacity 866 630 Part 2 - Second Stage Conflicting Flows 358 250 Potential Capacity 664 759 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.85 0.72 Movement Capacity 561 543 Part 3 - Single Stage Conflicting Flows 494 582 Potential Capacity 489 427 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 0.83 0.49 Maj. L, Min T Adj. Imp Factor. 0.87 0.59 Cap. Adj. factor due to Impeding mvmnt 0.86 0.58 Movement Capacity 419 249 Results for Two-stage process: a 0.00 0.00 y 0.00 0.00 C t 419 249 Worksheet 8 -Shared Lane Calculations 02 -it" L Movement 7 8 9 10 11 12 L T R L T R Volume (vph) 22 208 15 5 40 12 Movement Capacity (vph) 419 445 935 249 438 949 Shared Lane Capacity (vph) 457 459 Worksheet 9 -Computation of Effect of Flared Minor Street Approaches Movement 7 8 9 10 11 12 L T R L T R C sep 419 445 935 249 438 949 Volume 22 208 15 5 40 12 Delay Q sep Q sep +1 round (Qsep +1) n max C sh 457 459 SUM C sep n C act Worksheet 10 -Delay, Queue Length, and Level of Service Movement 1 4 7 8 9 10 11 12 Lane Config LTR LTR LTR LTR v (vph) 9 111 245 57 C(m) (vph) 1478 1452 457 459 v/c 0.01 0.08 0.54 0.12 95% queue length 0.00 0.16 3.10 0.40 Control Delay 7.5 7.7 21.6 14.0 LOS A A C B Approach Delay 21.6 14.0 Approach LOS C B L Worksheet 11 -Shared Major LT Impedance and Delay 5 r %�J I v(ii), Volume for stream 2 or 5 v(i2), Volume for stream 3 or 6 s(il), Saturation flow rate -for stream 2 or 5 s(i2), Saturation flow rate for stream 3 or 6 P* (oj ) d(M,LT), Delay for stream 1 or 4 N, Number of major street through lanes d(rank,l) Delay for stream 2 or 5 Movement 2 Movement 0.99 0.92 92 97 51 25 1700 1700 1700 1700 0.99 0.92 7.5 7.7 1 1 0.0 0.6 02-1135 z HCS: Unsignalized Intersections Release 3.2 SUMMARY TWO-WAY STOP CONTROL Intersection: SW 9, Miami Ave Analyst: SVR Project No.: Date: Future WP East/West Street: North/South Street: Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 1 4 5 6 L T R I L T R Volume 179 789 0 0 535 0 Hourly Flow Rate, HFR 188 830 0 0 0 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized? Lanes 0 2 0 0 0 0 Configuration LT TR LTRLR Upstream Signal? No No Minor Street: Approach Westbound Eastbound Movement 7 8 9 1 10 11 12 L T R I L T R Volume 0 12 108 0 0 Hourly Flow Rate, HFR 0 12 113 0 0 Percent Heavy Vehicles 0 0 0 0 0 Percent Grade (%) 0 0 Median Storage 1 Flared Approach: Exists? No No Storage RT Channelized? Lanes 0 1 0 0 0 Configuration LTR LR Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 1 7 8 9 I 10 11 12 Lane Config LT LTR I LTR ( LR v (vph) 188 0 125 0 C(m) (vph) 1636 811 499 0 v/c 0.11 0.00 0.25 z 95% queue length 0.37 0.00 1.06 Control Delay 7.5 9.4 14.6 LOS A A B 02-1125 Approach Delay 14.6 Approach LOS B HCS: Unsignalized Intersections Release 3.2 Phone: Fax: E -Mail: TWO-WAY STOP CONTROL(TWSC) ANALYSIS_ Intersection: SW 9, Miami Ave City/State: Analyst: SVR Project No.: Time period Analyzed: PM Peak Date: Future WP East/West Street: North/South Street: Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movements 1 2 3 4 5 6 L T R L T R Volume 179 789 0 0 535 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Peak -15 Minute Volume 47 208 0 0 141 0 Hourly Flow Rate, HFR 188 830 0 0 0 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized? Lanes 0 2 0 0 0 0 Configuration LT TR LTRLR Upstream Signal? No No Minor Street Movements 7 8 9 10 11 12 L T R L T R Volume Peak Hour Factor, PHF Peak -15 Minute Volume Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Median Storage 1 Flared Approach: Exists? Storage 0 12 108 0 0.95 0.95 0.95 0.95 0 3 28 0 0 12 113 0 0 0 0 0 0 R& 0 No 0 0.95 0 0 0 0 t RT Channelized? Lanes Configuration Adjustments Movements 0 1 0 LTR 0 0 LR Pedestrian Volumes and 13 14 15 16 Flow (ped/hr) 0 3 0 0 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Speed (ft/sec) 4.0 4.0 4.0 4.0 Percent Blockage 0 0 0 0 Upstream Signal Data Prog. Sat Arrival Green Cycle Prog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet S2 Left -Turn Through S5 Left -Turn Through Worksheet 3 -Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 Shared In volume, major th vehicles: 0 0 Shared In volume, major rt vehicles: 0 0 Sat flow rate, major th vehicles: 1700 1700 Sat flow rate, major rt vehicles: 1700 1700 Number of major street through lanes: 2 0 Worksheet 4 -Critical Gap and Follow-up Time Calculation Critical Gap Calculation Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(c,base) 4.1 4.1 7.1 6.5 6.2 7.1 6.2 t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 P (hv) 0 0 0 0 0 0 0 t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10 Grade/100 0.00 0.00 0.00 0.00 0.00 0.00 2 -1135 L t(3,lt) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 t(c,T): 1 -stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 -stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 t(c) 1 -stage 4.1 4.1 7.1 6.5 6.2 7.1 6.2 2 -stage 4.1 4.1 6.1 5.5 6.2 6.1 6.2 Follow -Up Time Calculations Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(f,base) 2.20 2 20 3.50 4.00 3..30 3.50 3.30 t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.9G P (HV) 0 0 0 0 0 0 0 t(f) 2.2 2.2 3.5 4.0 3.3 3.5 3.3 Worksheet 5 -Effect of Upstream Signals Computation 1 -Queue Clearance Time at Upstream Signal Movement 2 Movement 5 V(t) V(l,prot) V(t) V (l,prot) V prog Total Saturation Flow Rate, s (vph) Arrival Type Effective Green, g (sec) Cycle Length, C (sec) Rp (from table 9-2) Proportion vehicles arriving on green P g(ql) g(q2) g(q) Computation 2 -Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V(t) V(l,prot) V(t) V (l,prot) alpha beta Travel time, t(a) (sec) Smoothing Factor, F Proportion of conflicting flow, f Max platooned flow, V(c,max) Min platooned flow, V(c,min) Duration of blocked period, t(p) Proportion time blocked, p 0.000 0.000 Computation 3 -Platoon Event Periods Result p(2) 02-1 tt35 L p(5) 0.000 p(dom) p(subo) Constrained or unconstrained? Proportion unblocked (1) (2) (3) for minor Single -stage Two -Stage Process movements, p(x) Process Stage I Stage II p(1) p(4) p(7) p(8) p(9) p(10) p(11) p(12) Computation 4 and 5 Single -Stage Process Movement 1 4 7 8 9 10 11 12 L L L T R L T R V c,x 0 830 1206 1206 418 800 0 s Px V c, u, x C r, x C plat, x Two -Stage Process 7 8 10 11 Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 V(c,x) 1206 0 1206 0 0 800 s 0 0 3400 P(x) V(C,u,x) C(r,x) . C(plat,x) Worksheet 6 -Impedance and Capacity Equations 02-1135 R Step 1: RT from Minor St. 9 12 Conflicting Flows 418 0 Potential Capacity 639 1091 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 637 1091 Probability or Queue free St. 0.82 1.00 Step 2: LT from Major St. 4 1 Conflicting Flows 830 0 Potential Capacity 811 1636 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 811 1636 Probability of Queue free St. 1.00 0.89 Maj L -Shared Prob Q free St. 1.00 0.89 Step 3: TH from Minor St. 8 11 Conflicting Flows 1206 Potential Capacity 185 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.89 0.89 Movement Capacity 164 Probability of Queue free St. 0.93 1.00 Step 4: LT from Minor St. 7 10 Conflicting Flows 1206 800 Potential Capacity 162 306 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 0.89 0.82 Maj. L, Min T Adj. Imp Factor. 0.91 0.86 Cap. Adj. factor due to Impeding mvmnt 0.91 0.71 Movement Capacity 148 216 Worksheet 7 -Computation of the Effect of Two-stage Gap Acceptance Step 3: TH from Minor St. 8 11 Part 1 - First Stage Conflicting Flows 1206 Potential Capacity 259 900 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.89 1.00 Movement Capacity 229 900 Probability of Queue free St. 0.95 1.00 Part 2 - Second Stage 02-1135 L Conflicting Flows 0 1206 Potential Capacity Potential Capacity 162 900 259 Pedestrian Impedance Factor Maj. L, Min T Impedance factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 0.89 Movement Capacity Movement Capacity 148 900 229 Part 3 - Single Stage Conflicting Flows 1206 Potential Capacity 185 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.89 0.89 Movement Capacity 164 Result for 2 stage process: a 0.00 0.00 y 0.00 0.00 C t 164 Probability of Queue free St. 0.93 1.00 Step 4: LT from Minor St. 7 10 Part 1 - First Stage Conflicting Flows 1206 0 Potential Capacity 226 1029 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 0.89 1.00 Movement Capacity 200 1029 Part 2 - Second Stage Conflicting Flows 0 800 Potential Capacity 1029 382 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 0.69 Movement Capacity 1029 263 Part 3 - Single Stage Conflicting Flows 1206 800 Potential Capacity 162 306 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 0.89 0.82 Maj. L, Min T Adj. Imp Factor. 0.91 0.86 Cap. Adj. factor due to Impeding mvmnt 0.91 0.71 Movement Capacity 148 216 Results for Two-stage process: a 0.00 0.00 y 0.00 0.00 C t 148 216 Worksheet 8 -Shared Lane Calculations 02--ii5 L Movement 7 8 9 10 11 12 L T R L T R Volume (vph) 0 12 113 0 0 Movement Capacity (vph) 148 164 637 216 1091 Shared Lane Capacity (vph) 499 0 Worksheet 9 -Computation of Effect of Flared Minor Street Approaches Movement 7 8 9 10 11 12 Lane Config LT LTR L T R L T R 0 125 0 C sep 148 164 637 216 1091 v/c 0.11 Volume 0 12 113 0 0 0.00 1.06 Delay 7.5 9.4 Q sep LOS A Q sep +1 B Approach Delay round (Qsep +1) 14.6 n max C sh 499 0 SUM C sep n C act Worksheet 10 -Delay, Queue Length, and Level of Service Movement 1 4 7 8 9 10 11 12 Lane Config LT LTR LTR LR v (vph) 188 0 125 0 C(m) (vph) 1636 811 499 0 v/c 0.11 0.00 0.25 95% queue length 0.37 0.00 1.06 Control Delay 7.5 9.4 14.6 LOS A A B Approach Delay 14.6 Approach LOS B Worksheet 11 -Shared Major LT Impedance and Delay 4 Movement 2 Movement 5 P(oj) 0.89 1.00 v(il), Volume for stream 2 or 5 0 0 v(i2), Volume for stream 3 or 6 0 0 s(il), Saturation flow rate for stream 2 or 5 1700 1700 s(i2), Saturation flow rate for stream 3 or 6 1700 1700 P* (0j) 0.89 1.00 d(M,LT), Delay for stream 1 or 4 7.5 9.4 N, Number of major street through lanes 2 0 d(rank,l) Delay for stream 2 or 5 L 02-1135 HCS: Unsignalized Intersections Release 3.2 TWO-WAY STOP CONTROL SUMMARY Intersection: SW 10, SW lst Ave Analyst: SVR Project No.: Date: Future WP East/West Street: North/South Street: Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Northbound Southbound Movement 1 2 3 1 4 5 6 L T R I L T R Volume 0 78 0 0 67/0 0 Hourly Flow Rate, HFR 0 0 0 0 705 0 Percent Heavy Vehicles 0 -- -- 0 1 10 11 12 Lane Config Median Type Undivided LT I LTR ( LR v (vph) 0 RT Channelized? 236 0 C(m) ivph) 902 1636 607 Lan3s 0 0 0 0.00 0.39 0 2 0 95% queue length Configuration 0.00 LTRLR Control Delay LT TR 7.2 Upstream Signal? No A A No Minor Street: Approach Westbound Eastbound Movement 7 8 9 1 10 11 12 L T R 1 L T R Volume 225 0 0 0 0 Hourly Flow Rate, HFR 236 0 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 Percent Grade (%) 0 0 Median Storage 1 Flared Approach: Exists? No No Storage RT Channelized? Lanes 0 1 0 0 0 Configuration LTR LR 02--x.135 Delay, Queue Length, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 1 7 8 9 1 10 11 12 Lane Config ITR LT I LTR ( LR v (vph) 0 0 236 0 C(m) ivph) 902 1636 607 0 v/c 0.00 0.00 0.39 z 95% queue length 0.00 0.00 1.96 Control Delay 9.0 7.2 14.7 LOS A A B 02--x.135 Approach Delay 14.7 Approach LOS g HCS: Unsignalized Intersections Release 3.2 Phone: 8 9 10 Fax: 12 L E -Mail: R L T R 236 0 0 TWO-WAY STOP CONTROL(TWSC) 0 0 0 ANALYSIS 0 Intersection: SW 10, SW 1st Ave City/State: Analyst: SVR Project No.: Time period Analyzed: PM Peak Date: Future WP East/West Street: North/South Street: Intersection Orientation: NS Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Movements 1 2 3 4 5 6 L T R L T R Volume 0 78 0 0 670 0 Peak -Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Peak -15 Minute Volume 0 21 0 0 176 0 Hourly Flow Rate, HFR 0 0 0 0 705 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized? Lanes 0 0 0 0 2 0 Configuration LTRLR LT TR Upstream Signal? No No Minor Street Movements 7 8 9 10 11 12 L T R L T R Volume Peak Hour Factor, PHF Peak -15 Minute Volume Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) Median Storage 1 Flared Approach: Exists? Storage 225 0 0 0 0.95 0.95 0.95 0.95 59 0 0 0 236 0 0 0 0 0 0 0 0 Rre 0 No 0 0.95 0 0 0 02- 1135 0 RT Channelized? Lanes Configuration 0 1 0 0 0 LTR LR Upstream Signal Data Frog. Sat Arrival Green Cycle Frog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet S2 Left -Turn Through S5 Left -Turn Through Worksheet 3 -Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 Shared In volume, major th vehicles: 0 0 Shared In volume, major rt vehicles: 0 0 Sat flow rate, major th vehicles: 1700 1700 Sat flow rate, major rt vehicles: 1700 1700 Number of major street through lanes: 0 2 Worksheet 4 -Critical Gap and Follow-up Time Calculation Critical Gap Calculation Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(c,base) 4.1 4.1 7.1 6.5 6.2 7.1 6.2 t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 P(hv) 0 0 0 0 0 0 0 t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10 Grade/100 0.00 0.00 0.00 0.00 0.00 0.00 02-1135 Z. Pedestrian Volumes and Adjustments Movements 13 14 15 16 Flow (ped/hr) 0 3 0 0 Lane Width (ft) 12.0 12.0 12.0 12.0 Walking Spead (ft/sec) 4.0 4.0 4.0 4.0 Percent Blockage 0 0 0 0 Upstream Signal Data Frog. Sat Arrival Green Cycle Frog. Distance Flow Flow Type Time Length Speed to Signal vph vph sec sec mph feet S2 Left -Turn Through S5 Left -Turn Through Worksheet 3 -Data for Computing Effect of Delay to Major Street Vehicles Movement 2 Movement 5 Shared In volume, major th vehicles: 0 0 Shared In volume, major rt vehicles: 0 0 Sat flow rate, major th vehicles: 1700 1700 Sat flow rate, major rt vehicles: 1700 1700 Number of major street through lanes: 0 2 Worksheet 4 -Critical Gap and Follow-up Time Calculation Critical Gap Calculation Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(c,base) 4.1 4.1 7.1 6.5 6.2 7.1 6.2 t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 P(hv) 0 0 0 0 0 0 0 t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10 Grade/100 0.00 0.00 0.00 0.00 0.00 0.00 02-1135 Z. t(3,lt) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 t(c,T): 1 -stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 -stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 t(c) 1 -stage 4.1 4.1 7.1 6.5 6.2 7.1 6.2 2 -stage 4.1 4.1 6.1 5.5 6.2 6.1 6.2 Follow -Up Time Calculations Movement 1 4 7 8 9 10 11 12 L L L T R L T R t(f,base) 2.20 2.20 3.50 4.00 3.30 3.50 3.30 t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 P (HV) 0 0 0 0 0 0 0 t(f) 2.2 2.2 3.5 4.0 3.3 3.5 3.3 Worksheet 5 -Effect of Upstream Signals Computation 1 -Queue Clearance Time at Upstream Signal Movement 2 Movement 5 V(t) V(l,prot) V(t) V (l,prot) V prog Total Saturation Flow Rate, s (vph) Arrival Type Effective Green, g (sec) Cycle Length, C (sec) Rp (from table 9-2) Proportion vehicles arriving on green P g(ql) g(q2) g(q) Computation 2 -Proportion of TWSC Intersection Time blocked Movement 2 Movement 5 V(t) V(l,prot) V(t) V (l,prot) alpha beta Travel time, t(a) (sec) Smoothing Factor, F Proportion of conflicting flow, f Max platooned flow, V(c,max) Min platooned flow, V(c,min) Duration of blocked period, t(p) Proportion time blocked, p 0.000 0.000 Computation 3 -Platoon Event Periods Result P(2) 0.000 U2-1135' L p(5) 0.000 p (dom) p(subo) Constrained or unconstrained? Proportion unblocked (1) (2) (3) for minor Single -stage Two -Stage Process movements, p(x) Process Stage I Stage II n(1) P(4) P(7) P(8) P(9) P(10) P(11) p(12) Computation 4 and 5 Single -Stage Process Movement 1 4 7 8 9 10 11 12 L L L T R L T R V c,x 705 0 352 705 3 708 352 s Px V c,u,x C r, x C plat,x Two -Stage Process 7 8 10 11 Stagel Stage2 Stagel Stage2 Stagel Stage2 Stagel Stage2 V(c,x) 0 352 0 705 705 3 s 3400 3400 0 P(x) V(C,u,x) C (r, x) C(plat,x) Worksheet 6 -Impedance and Capacity Equations 02.1135 L Step 1: RT from Minor St. 9 12 Conflicting Flows 3 352 Potential Capacity 1087 696 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 1084 696 Probability of Queue free St. 1.00 1.00 Step 2: LT from Major St. 4 1 Conflicting Flows 0 705 Potential Capacity 1636 902 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 1636 902 Probability of Queue free St. 1.00 1.00 Maj L -Shared Prob Q free St. 1.00 1.00 Step 3: TH from Minor St. 8 11 Conflicting Flows 705 Potential Capacity 363 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 363 Probability of Queue free St. 1.00 1.00 Step 4: LT from Minor St. 7 10 Conflicting Flows 352 708 Potential Capacity 607 352 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 1.00 1.00 Maj. L, Min T Adj. Imp.Factor. 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 607 351 Worksheet 7 -Computation of the Effect of Two-stage Gap Acceptance Step 3: TH from Minor St. 8 11 Part 1 - First Stage Conflicting Flows 0 Potential Capacity 900 442 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 900 442 Probability of Queue free St. 1.00 1.00 Part 2 - Second Stage 0=, 11 3Z")' L Conflicting Flows 705 Potential Capacity 442 900 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 442 900 Part 3 - Single Stage Conflicting Flows 705 Potential Capacity 363 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 363 Result for 2 stage process: a 0.00 0.00 y 0.00 0.00 C t 363 Probability of Queue free St. 1.00 1.00 Step 4: LT from Minor St. 7 10 Part 1 - First Stage Conflicting Flows 0 705 Potential Capacity 1029 430 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 1029 430 Part 2 - Second Stage Conflicting Flows 352 3 Potential Capacity 669 1025 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 669 1022 Part 3 - Single Stage Conflicting Flows 352 708 Potential Capacity 607 352 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 1.00 1.00 Maj. L, Min T Adj. Imp Factor. 1.00 1.00 Cap. Adj. factor due to Impeding mvmnt 1.00 1.00 Movement Capacity 607 351 Results for Two-stage process: a 0.00 0.00 y 0.00 0.00 C t 607 351 Worksheet 8 -Shared Lane Calculations 42-1135 L Movement 7 8 9 10 11 12 L T R L T R Volume (vph) 236 0 0 0 0 Movement Capacity (vph) 607 363 1084 351 696 Shared Lane Capacity (vph) 607 0 Worksheet 9 -Computation of Effect of Flared Minor Street Approaches Movement 7 8 9 10 11 12 8 9 10 11 12 Lane Config L T R L T R LTR LR C sep 607 363 1084 351 696 236 0 Volume 236 0 0 0 0 607 0 Delay 0.00 Q sep 0.39 Q sep +1 0.00 round (Qsep +1) 1.96 n max C sh SUM C sep n C act 607 Worksheet 10 -Delay, Queue Length, and Level of Service 0 Movement 1 4 7 8 9 10 11 12 Lane Config LTR LT LTR LR v (vph) 0 0 236 0 C(m) (vph) 902 1636 607 0 v/c 0.00 0.00 0.39 95% queue length 0.00 0.00 1.96 Control Delay 9.0 7.2 14.7 LOS A A B Approach Delay 14.7 Approach LOS B Worksheet 11 -Shared Major LT Impedance and Delay L 5 Movement 2 Movement P(oj) 1.00 1.00 v(il), Volume for stream 2 or 5 0 0 v(i2), Volume for stream 3 or 6 0 0 s(il), Saturation flow rate for stream 2 or 5 1700 1700 s(i2), Saturation flow rate for stream 3 or 6 1700 1700 P`(oj) 1.00 1.00 d(M,LT), Delay for stream 1 or 4 9.0 7.2 N, Number of major street through lanes 0 2 d(rank,l) Delay for stream 2 or 5 02-1135 Mary Brickell Villaa_e 07/10/02 Future With Project PM peak 04:12:11 SIGNAL2000/TEAPAC[Ver 1.01.00] - Capacity Analysis Summary Intersection Averages for Int # 10 - SW 13 St..& SW 1 Ave. Degree of Saturation (v/c) 0.54 Vehicle Delay 16.4 Level of Service B ------------------------- Sq 11 1 Phase 1 1 Phase 2 1 *+/** ------------------------- 1 + + + I I 1 + + + I I /1\ 1<+ + +> 1 <++++I I I v 1 ++++1 I I I v I North I <+ +>1++++> 1 I I + + I++++ + + I v I ------------------------- I G/C=0.317 I G/C=0.550 I I G= 19.0" 1 G= 33.0" 1 1 Y+R= 4.0" 1 Y+R= 4.0" 1 1 OFF= 0.0% 1 OFF=38.3% I ------------------------- C= 60 sec G= 52.0 sec = 86.7% Y= 8.0 sec = 13.3% Ped= 0.0 sec 0.0% ------------------------------------------------------------------------ I Lane (Width/I g/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanesl Reqd Used I @C (vph) @E IVolumel v/c I Delay I S (Model 11 ------------------------------------ ----------------------------------- SB Approach 30.9 C I RT 1 12/1 10.335 10.317 1 346 1 406 1 371 10.914 1 44.5 1 D+1 344 ftl I TH 1, 12/1 10.185 10.317 1 525 1 590 1 273 10.463 1 17.0 1 B 1 174 ftl I LT 1 12/1 10.073 10.317 1 496 1 560 1 79 10.141 1 14.8 1 B+1 45 ftl L 0%2-1135 NB Approach 15.4 B IRT+TH+LTI 12/1 10.112 10.317 1 305 1 363 1 81 10.223 1 15.4 1 B 1 48 ftl WB Approach 11.0 B+ I TH+LTI 24/2 10.361 16.550 1 1564 1 1571 1 967 10.616 1 11.0 1 B+) 296 ftl EB Approach 7.8 A IRT+TH 1 24/2 10.208 10.550 1 1901 1 1901 1 612 10.322 1 7.8 1 A 1 151 ftl SSS 02-1135 L Mary Brickell Village 07/10/02 Future With Project PM peak 04:10:10 SIGNAL2000/TEAPAC[Ver 1.01.001 - Capacity Analysis Summary Intersection Averages for Int # 9 - SW 13 St. & SW 2 Ave. Degree of Saturation (v/c) 0.71 Vehicle Delay 17.8 Level of Service B ------------------------- Sq 11 1 Phase 1 1 Phase 2 1 **/** ------------------------- i + + + I I /1\ 1<+ + +> I <++++I I I v 1 ++++ 1 I I I++++ v I North I <+ + +>1++++> 1 1 + + + 1 v I ------------------------- G/C=0.367 I G/C=0.500 I I G= 22.0" 1 G= 30.0" 1 I Y+R= 4.0" 1 Y+R= 4.0" 1 OFF= 0.0% 1 OFF=43.3% 1 ------------------------- C= 60 sec G= 52.0 sec = 86.7% Y= 8.0 sec = 13.3% Ped= 0.0 sec 0.0% ------------------------------------------------------------------------ I Lane (Width/1 g/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanesl Reqd Used I @C (vph) @E IVolumel v/c I Delay I S (Model 11 SB Approach 14.7 B+ I RT 1 12/1 10.151 10.367 1 430 1 486 1 142 10.292 1 13.8 1 B+1 81 ftl I TH+LTI 12/1 10.220 10.367 1 414 1 470 1 219 10.466 1 15.2 1 B 1 136 ftl ------------------------------------------------------------------------ L NB Approach 24.3 C+ � -�1t3 IRT+TH+LTI 12/1 10.328 10.367 1 392 1 448 1 342 10.763 1 24.3 1 C+1 258 ftl WB Approach 19.5 B IRT+TH+LTI 24/2 10.441 10.500 1 1562 1 1579 1 1357 10.859 1 19.5 1 B 1 597 ftl EB Approach 1.2.0 B+ IRT+TH+LTI 24/2 10.302 10.500 1 1073 1 1107 1 586 10.529 1 12.0 1 B+I 185 ftl SSS 02-1135 L Mary Brickell Village 07/10/02 Future With Project PM peak 04:15:10 SIGNAL2000/TEAPAC[Ver 1.01.00] - Capacity Analysis Summary Intersection Averages for Int # 11 - S 13 St. & S Miami Ave. Degree of Saturation (v/c) 0.54 Vehicle Delay 13.3 Level of Service B+ ------------------------- Sq 11 1 Phase 1 1 Phase 2 1 **/** ------------------------- I + + + I I /1\ 1<+ + +> I <++++I I I v I ++++I I I 1++++ v I North I <+ + +>1++++> I 1 I + + + I++++ I I + + + I v I ------------------------- I G/C=0.300 I G/C=0.533 I I G= 18.0" 1 G= 32.0" 1 1 Y+R= 5.0" 1 Y+R= 5.0" 1 I OFF= 0.0% 1 OFF=38.x% I ------------------------- C= 60 sec G= 50.0 sec = 83.3% Y=10.0 sec = 16.7% Ped= 0.0 sec 0.0% ------------------------------------------------------------------------ I Lane (Width/I g/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanesl Reqd Used I @C (vph) @E IVolumel v/c I Delay I S (Model 11 ------------------------------------------------------------------------ SB Approach 18.3 B IRT+TH+LTI 24/2 10.194 10.300 1 657 1 726 1 388 10.534 1 18.3 1 B 1 143 ftl NB Approach 17.2 B 02-:'t�35 IRT+TH+LTI 24/2 10.160 10.300 1 748 1 817 1 350 10.428 1 17.2 1 B 1 121 ft) WB Approach 10.6 B+ IRT+TH+LTI 24/2 ►0.318 10.533 1 1674 1 1680 1 925 10.551 1 10.6 1 B+1 269 ftl EB Approach 11.9 B+ IRT+TH+LTI 24/2 10.349 10.533 1 1014 1 1045 1 612 10.586 1 11.9 1 B+I 197 ftl L 02-1.135 Mary Brickell Village 07/31/02 Future With Project PM peak 10:12:08 Existing Cycle Length and Phasing SIGNAL2000/TEAPAC[Ver 1.01..001 - Capacity Analysis Summary Intersection Averages for Int # 12 - SE 13 St. & Brickell Ave. Degree of Saturation (v/c) 0.67 Vehicle Delay 43.5 Level of Service D+ Sq 17 ------------------------------------- 1 Phase 1 1 Phase 2 1 ?hase 3 1 **/LG ------------------------------------- 1 + + + I I I /1\ 1<+ + +> 1 I <++++I I I v I " I ++++I I I " 1++++ 1 v North I <+ + +>1++++> I I I I +++ 1++++ I I I +++ 1 v I I ------------------------------------- I G/C=0.600 I G/C=0.130 I G/C=0.139 I 1 G= 69.0" I G= 15.0" 1 G= 16.0" I 1 Y+R= 5.0" I Y+R= 5.0" 1 Y+R= 5.0" 1 I OFF= 0.0% ------------------------------------- 1 OFF=64.3` I OFF=81.7% 1 C=115 sec G=100.0 sec = 87.0% Y=15.0 sec = 13.0% Ped= 0.0 sec = 0.0% ------------------------------------------------------------------------ I Lane (Width/I g/C I Service Ratel Adj 1 I HCM I L I Queue 1 I Group I Lanesl Reqd Used I @C (vph) @E IVolumel v/c I Delay I S (Model 11 SB Approach 16.7 B I RT 1 12/1 10.534 10.600 1 722 1 792 1 614 10.775 1 22.1 1 C+I 670 ftl I TH 1 24/2 10.407 10.600 1 2059 1 2124 1 1202 10.566 1 14.3 1 B+i 558 ftl I LT 1 12/1 10.267 10.600 1 282 1 337 1 48 10.142 1 10.3 1 B+I 33 ftl L 02-1135 NB Approach 30.1 C IRT+TH 1 24/2 10.339 10.600 1 2012 1 2083 1 763 10.366 1 12.3 1 B+I 307 ftl I LT 1 12/1 10.740 10.600 1 140 1 176 1 189 11.044 1 102.0 1 F 1 384 ftl WB Approach 81.2 F I RT 1 12/1 10.224 10.139 1 1 1 124 1 10 10.068 1 43.2 1 D+I 13 ftl I TH 1 12/1 10.278 10.139 1 1 1 234 1 238 10.919 1 83.9 I F I 404 ftl I LT 1 12/1 10.277 10.139 1 1 1 221 1 220 10.894 1 79.9 1 E 1 368 ftl EB Approach ---------------------------------------------- ---------------------------------------------- IRT+TH+LTI 12/1-10.307 10.130 1 1 1 154 1 623 ftl 1 LT 1 24/2+10.257 10.130 1 1 1 427 1 230 ftl SSS 127.9 F 235 11.313 1 224.8 1 F 1 297 10.663 1 51.3 1 D I U2-1135 L Mary Brickell Village 07/10/02 Future With Project PM peak 03:50:44 SIGNAL2000/TEAPAC[Ver 1.01.001 - Capacity Analysis Summary Intersection Averages for Int # 2 - SW 7 St. & SW 1 Ave. Degree of Saturation (v/c) 0.75 Vehicle Delay 25.7 Level of Service C+ ------------------------- Sq 11 1 Phase 1 1 Phase 2 1 #*/** ------------------------- I * + I I I + I I /1\ 1<* + I <++++I I I v I ++++I I I I v I North i I I I I I I I I I ------------------------- I G/C=0.450 I G/C=0.412 I I G= 36.0" I G= 33.0" I I Y+R= 5.0" I Y+R= 6.0" I I OFF= 0.0% 1 OFF=51.3% I ------------------------- C= 80 sec G= 69.0 sec = 86.3% Y=11.0 sec = 13.8% Ped= 0.0 sec 0.0% ------------------------------------------------------------------------ I Lane (Width/1 g/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanesl Reqd Used I @C (vph) @E 1Volumel v/c I Delay I S IModel 11 SB Approach 15.8 B I RT 1 12/1+10.274 10.450 1 536 1 618 1 252 10.408 1 16.8 I*B 1 186 ftl IRT+TH 1 24/2-10.234 10.450 1 1442 1 1518 1 592 10.390 1 15.4 1 B 1 223 ft) ------------------------------------------------------------------------ WB Approach 30.2 C 02-1135 I TH+LTI 36/3 10.397 10.412 1 1956 1 2042 1 1871 10.916 I 30.2 1 C 1 907 ftl SSS 02-1135 L Mary Brickell Village 07/10/02 Future With Project PM peak 03:47:52 SIGNAL2000/TEAPAC[Ver 1.01.00] - Capacity Analysis Summary Intersection Averages for Int # 1 - SW 7 St— & SW 2 Ave. Degree of Saturation (v/c) 0.67 Vehicle Delay 17.3 Level of Service B ------------------------- Sq 11 1 Phase 1 1 Phase 2 1 **/+* ------------------------- I I I • I I I <++++1 I I I ++++1 I I I v I North l <+ I I I i + I I I + I I ------------------------- I G/C=0.400 I G/C=0.500 I I G= 32.0" I G= 40.0" 1 1 Y+R= 4.0" 1 Y+R= 4.0" 1 1 OFF= 0.0% 1 OFF=45.0% I -------------------------- C= 80 sec G= 72.0 sec = 90.0% 0.0% Y= 8.0 sec = 10.0% Ped= 0.0 sec ------------------------------------------------------------------------ I Lane (Width/1 g/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanesl Reqd Used I @C (vph) @E IVolumel v/c I Delay I S IModel 11 NB Approach 16.1 B I TH+LT1 24/2 10.159 10.400 1 922 1 1023 1 201 10.196 1 16.1 1 B 1 80 ftl WB Approach 17.5 B L 0w-1 35 I TH+LTI 36/3 10.382 10.500 1 2483 1 2514 1 1814 10.722 1 17.5 1 B 1 591 ftl SSS Ow- 1135 L Mary Brickell Village 07/10/02 Future Project With Project PM peak 03:54:11 SIGNAL2000/TEAPAC[Ver 1.01.00] - Capacity Analysis Summary Intersection Averages for Int # 4 - SE 7 St. & Brickell Ave. Degree of Saturation (v/c) 0.65 Vehicle Delay 30.8 Level of Service C ------------------------------------------------- Sq 61 1 Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 **/** ------------------------------------------------- + I I + + + 1 I I + I I + + + I ++++1 /I\ I +> I 1<+ + +> I <++++1 I I I v I ++++I I I I ^ I I v I North I <+ I <+ + +>1 + +>I I I I + +++ I ++ 1 I I + I +++ I ++ I I ------------------------------------------------- I G/C=0.052 I G/C=0.209 I G/C=0.426 I G/C=0.174 I I G= 6.0" I G= 24.0" 1 G= 49.0" 1 G= 20.0" I I Y+R= 3.0" I Y+R= 3.0" 1 Y+R= 5.0" 1 Y+R= 5.0" I I OFF= 0.0% 1 OFF= 7.8% 1 OFF=31.3% I OFF=78.3% I ------------------------------------------------- C=115 sec G= 99.0 sec = 86.1% Y=16.0 sec = 13.9% Ped= 0.0 sec = 0.0% ------------------------------------------------------------------------ I Lane (Width/1 g/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanesl Reqd Used I @C (vph) @E IVolumel v/c I Delay I S (Model 11 SB Approach 33.5 C I RT 1 12/1 10.366 10.426 1 420 1 580 1 301 10.519 1 27.6 1 C 1 326 ftl I TH 1 24/2 10.428 10.426 1 1259 1 1508 1 1268 10.841 1 35.3 1 D+1 961 ftl I LT 1 12/1 10.000 10.052 1 186 1 231 1 28 10.121 1 15.1 1 B 1 24 ftl L 02-1135 NB Approach 17.4 B IRT+TH 1 36/3 10.373 10.661 1 3335 1 3336 1 1460 10.438 1 9.7 1 A 1 390 ftl I LT 1 24/2 10.299 10.287 1 521 1 985 1 594 10.603 1 36.4 1 0+1 389 ftl WB Approach 75.4 E IRT+TH+LTI 24/2 10.296 10.174 1 1 1 527 1 516 10.957 1 75.4 1 E 1 504 ftl z U2-1.35 Mary Brickell Village 07/10/02 Future With Project PM peak 03:52:16 SIGNAL2000/TEAPAC[Ver 1.01.001 - Capacity Analysis Summary Intersection Averages for Int # 3 - S 7 St. & S. Miami Ave. Degree of Saturation (v/c) 0.80 Vehicle Delay 29.1 Level of Service C ------------------------- Sq 11 1 Phase 1 1 Phase 2 1 *+/++ ------------------------- I I ^ I <++++I I I I I I I I I North I <+ + I I I I + + I I I + + I I ------------------------- I G/C=0.438 I G/C=0.450 I I G= 35.0" I G= 36.0" I 1 Y+R= 4.0" I Y+R= 5.0" I I OFF= 0.0% ► OFF=48.8` I ------------------------- C= 80 sec G= 71.0 sec = 88.8% Y= 9.0 sec = 11.3% Ped= 0.0 sec 0.0% ------------------------------------------------------------------------ I Lane (Width/1 g/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanesl Reqd Used I @C (vph) @E IVolumel v/c I Delay I S (Model 11 NB Approach 21.9 C+ I TH+LT1 24/2-10.315 10.438 1 1259 1 1343 1 821 10.611 1 19.4 1 B 1 356 ftl I LT 1 12/1+10.395 10.438 1 451 1 534 1 390 10.730 1 27.1 1 C+1 355 ftl WB Approach 34.6 C 02-1135 I RT 1 12/1 10.151 10.450 1 536 1 618 1 72 10.117 1 13.2 1 B+1 50 ftl I TH 1 24/2 10.452 10.450 1 1518 1 1593 1 1524 10.957 1 35.6 1 D+1 1051 ftl SSS 02-1135 L Mary Brickell Village 07/10/02 Future With Project 03:58:34 SIGNAL2000/TEAPAC(Ver 1.01:001 - Capacity Analysis Summary Intersection Averages for Int # 6 - SW 8 St. & SW 1 Ave. Degree of Saturation (v/c) 0.39 Vehicle Delay 15.6 Level of Service B ------------------------- Sq 11 1 Phase 1 1 Phase 2 I **/**------------------------ 7 + + I I 1 + + { I /I\ I + +> I I 1 I v I I { I { I North I I++++> I 1 { v I ------------------------- I G/C=0.475 I G/C=0.425 I I G= 38.0" 1 G= 34.0" 1 1 Y+R= 4.0" I Y+R= 4.0" 1 1 OFF= 0.0% 1 OFF=52.5% I ------------------------- C= 80 sec G= 72.0 sec = 90.0% 0.0% Y= 8.0 sec = 10.0% Ped= 0.0 sec ------------------------------------------------------------------------ I Lane (Width/I g/C i Service Ratel Adj I I HCM I L I Queue I I Group I Lanesl Reqd Used I @C (vph) @E IVolumel v/c I Delay I S (Model 11 SB Approach 13.2 B+ I TH 1 24/2 10.206 10.475 1 1618 1 1681 1 509 10.303 1 13.3 I B+1 179 ftl I LT 1 12/1 10.191 10.475 1 581 1 657 I 128 10.195 1 12.8 I B+1 86 ftl -------- ------------------------------------------------------------ L EB Approach 17.1 B 09-105 IRT+TH 1 3613 10.23S 10.425 1 1979 1 2058 1 938 10.456 1 17.1 1 B 1 264 ftl SSS 02-1135 L Mary Brickell Village 07/10/02 Future With Project PM peak 03:5E:06 SIGNAL2000/TEAPAC(Ver 1.01.001 - Capacity Analysis Summary Intersection Averages for Int # 5 - SW 8 St. & SW 2 Ave. Degree of Saturation (v/c) 0.50 Vehicle Delay 17.9 Level of Service B ------------------------------------- Sq 21 1 Phase 1 1 Phase 2 1 Phase 3 1 **/*+ ------------------------------------- 1 + + 1 + + I I 1 + + 1 + + 1 I /I\ I + +> 1 + +> 1 I I t v I v I I I I I++++ I North I 1 + +>I++++> I i I I ++ I++++ 1 I I ++ I v 1 ------------------------------------- I G/C=0.063 I G/C=0.400 I G/C=0.400 I I G= 5.0" 1 G= 32.0" 1 G= 32.0" 1 1 Y+R= 3.0" 1 Y+R= 4.0" 1 Y+R= 4.0" 1 I OFF= 0.0$ I OFF=10.0% I OFF=55.0% I ------------------------------------- C= 80 sec G= 69.0 sec = 86.3% Y=11.0 sec = 13.8% Ped= 0.0 sec 0.0% ------------------------------------------------------------------------ I Lane (Width/1 g/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanes► Reqd Used I @C (vph) @E IVolumel v/c I Delay I S (Model 11 SB Approach' 13.7 B+ I TH+LTI 24/2 10.318 10.500 1 1270 1 1331 1 570 10.428 1 13.7 1 B+1 211 ftl NB Approach 16.8 B L U2-1135 IRT+TH 1 24/2 10.181 10.400 1 1267 1 1367 1 388 10.284 1 16.8 1 B 1 152 ftl EB Approach 20.5 C+ IRT+TH+LTI 36/3 10.280 10.400 1 1746 1 1842 1 1111 10.603 1 20.5 1 C+1 352 ftl SSS 0-1135 L Mary Brickell Village 01/10/02 Future With Project PM peak 04:04:43 SIGNAL2000/TEAPAC[Ver 1.01.00] - Capacity Analysis Summary Intersection Averages for Int # 8 - SE 8 St— & Brickell Ave. Degree of Saturation (v/c) 1.42 Vehicle Delay 3E8.6 Level of Service F Sq 27 ------------------------------------------------- 1 Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 **/LG ------------------------------------------------- I +* I + I I ^ I t + I + /I\ I + *> I + I I I I I v 1 v I ++++I I I I 1++++ 1 v I North I f * +>I****> I I I I + I**** I I I 1 + I v I i ------------------------------------------------- I G/C=0.070 I G/C=0.478 I G/C=0.209 I G/C=0.087 I I G= 8.0" 1 G= 55.0" 1 G= 24.0" 1 G= 10.0" 1 I Y+R= 3.0" 1 Y+R= 5.0" 1 Y+R= 5.0" 1 Y+R= 5.0" i 1 OFF= 0.0% 1 OFF= 9.6% 1 OFF=61.7% I OFF=87.0% I C=115 sec G= 97.0 sec = 84.3% Y=18.0 sec = 15.7% Ped= 0.0 sec = 0.0% ------------------------------------------------------------------------ I Lane (Width/1 g/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanesl Reqd Used I @C (vph) @E IVolumel v/c I Delay I S (Model 11 SB Approach 23.8 C+ I TH 1 36/3 10.355 10.574 1 2839 ! 2919 1 1324 10.454 1 14.6 1 B+1 416 ftl I LT 1 24/2 10.246 10.070 1 1 1 208 1 210 10.879 1 81.9 I*F 1 200 ftl -------------------------------_----------------------------------------- ------- L NB Approach 24.5 C+ 02-1135 ------- --------------- I RT 1 12/1 10.326 10.478 I 529 1 662 1 223 10.337 1 20.0 1 C+1 211 ftl I TH 1 24/2 10.405 10.478 1 1513 1 1693 1 1150 10.679 1 25.4 I*C+I 693 ftl WB Approach 1626.4 F I RT 1 12/1+10.612 !0.087 1 1 1 35 1 304 15.961 ;2326.5 I*F 1 1523 ftl IRT+TH+LTI 24/2-10.413 10.087 1 1 1 159 1 716 13.809 11329.2 1 F 1 1732 ftl EB Approach 61.5 E+ IRT+TH 124/2 10.317 10.209 1 1 1 614 1 596 10.966 1 72.9 I*E 1 577 ftl I LT 1 24/2 10.260 10.209 1 1 1 716 1 321 10.448 1 40.2 1 D+I 216 ftl SSS U2-1135 A Mary Brickell Village 07/31/02 Future With Project PM peak 10:18:32 Existing Cycle Length and Phasing SIGNAL2000/TEAPAC[Ver 1.01.00] - Capacity Analysis Summary Intersection Averages for Int # 8 - SE 8 St. & Brickell Ave. Degree of Saturation (v/c) 0.89 Vehicle Delay 67.3 Level of Service E+ Sq 27 ------------------------------------------------- 1 Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 **/LG ------------------------------------------------- I +* I + I I I I + I + I I ****I /I\ I + *> I + I I I I I v I v I I ++++I I I I I++++ I v I North I I * +>I****> I I I I I + I**** I I I I + I v I I ----------------------------------------------- I G/C=0.059 I G/C=0.318 I G/C=0.207 I G/C=0.282 I I G= 7.1" I G= 38.2" 1 G= 24.9" 1 G= 33.8" I 1 Y+R= 4.0" I Y+R= 4.0" 1 Y+R= 4.0" 1 Y+R= 4.0" I 1 OFF= 0.0% 1 OFF= 9.3% 1 OFF=44.4% I OFF=68.5% I ------------------------------------------------- C=120 sec G=104.0 sec = 86.7% Y=16.0 sec = 13.3% Ped= 0.0 sec = 0.0% ------------------------------------------------------------------------ I Lane (Width/I g/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanesl Reqd Used I @C (vph) @E IVolumel v/c I Delay I S (Model 11 SB Approach 45.0 D+ I TH 1 36/3 10.389 10.411 1 1705 1 2089 1 1531 10.733 1 32.1 1 C 1 769 ftl I LT 1 24/2 10.262 10.059 1 1 1 170 1 216 11.059 1 135.8 I*F 1 261 ftl ------------------------------------------------------------------------ NB Approach 77.8 E 02- t 139 I RT 1 12/1 10.339 10.318 1 166 1 400 1 208 10.510 1 37.8 1 D+I 265 ftl I TH 1 24/2 10.420 10.318 1 576 1 1125 1 1191 11.059 1 84.7 I*F 1 1305 ftl WB Approach 79.6 E I RT 1 12/1+10.414 10.282 1 100 1 272 1 303 11.052 1 110.4 I*F 1 603 ftl IRT+TH+LTI 24/2-10.374 10.282 1 284 1 742 1 714 10.962 1 66.5 1 E+I 692 ftl EB Approach 78.7 E IRT+TH 1 24/2 10.340 10.207 1 1 1 603 1 647 11.059 1 100.6 I*F 1 720 ftl I LT 1 24/2 10.286 10.207 1 1 1 709 1 407 10.572 1 43.9 1 D+I - 295 ftl L 02-1135 Mary Brickell Village 07/10/02 Future With Project PM peak 04:00:23 SIGNAL2000/TEAPAC(Ver 1.01.00] - Capacity Analysis Summary Intersection Averages for Int # 7 - S 8 St. & S Miami Ave. Degree of Saturation (v/c) 0.66 Vehicle Delay 19.5 Level of Service B ------------------------- Sq 11 1 Phase 1 1 Phase 2 1 **/** ------------------------- I I I • I i I I I I ^ I North I + +>1++++> 1 I I + + I I I + + I I ------------------------- I G/C=0.550 I G/C=0.350 I I G= 44.0" 1 G= 28.0" I 1 Y+R= 4.0" 1 Y+R= 4.0" I I OFF= 0.0% 1 OFF=60.0% I ------------------------- C= 80 sec G= 72.0 sec = 90.0% Y= 8.0 sec = 10.0% Ped= 0.0 sec 0.0% ------------------------------------------------------------------------ I Lane (Width/1 g/C I Service Ratel Adj I I HCM I L I Queue I I Group I Lanesl Reqd Used I @C (vph) @E IVolumel v/c 1 Delay I S (Model 11 NB Approach 13.7 B+ IRT+TH 1 24/2 10.369 10.550 1 1862 1 1891 1 1153 10.610 1 13.7 1 B+i 437 ftl ------------------------------------------------------------------------ EB Approach 25.3 C+ z I TH+LTI 36/3 10.288 10.350 1 1494 1 1622 1 1162 10.716 1 25.3 1 C+1 421 ft) SSS 0-1135 L BRICKELL MAINSTREET MIAMI, FLORIDA SITE UTILITY STUDY duly 18, 2002 W O L F B E R G 1500 SAN REMO AVENUE SUITE 300 CORAL GABLES, FLORIDA 33173 TEL 305-666-5474 FAX 305-6664994 AA 0002416 EB 0002354 A L V A K E Z WA PRO]. NO. 2002400 02-1135 I. SITE CONDITIONS The property is located within two City blocks bounded by SW 9th Street and SE 91h Street on the north, SW 10th Street and SE 10th Street on the south, SE 1St Avenue on the east and SW 1St Avenue on the west. Both City blocks are separated by South Miami Avenue, a Miami -Dade County road. Numerous one and two story wood frame and concrete block building structures have been demolished in the past few months, leaving significant vacant space within the property limits. Refer to Location Map, aerial photograph and copy of the Survey in Exhibit `A'. A mixed-use (residential/retail/restaurant) development is proposed for the property. The total planned development will consist of approximately the following: • Restaurant 3,078 seats • Bars 198 seats • Community Center 1,173 sq. ft. • Retail Stores 112,676 sq.ft. • Fitness Club 20,888 sq. ft. • Residential 382 apartments • Grocery Store: 31,000 sq. ft. II. DRAINAGE A. DRAINAGE AREAS The total area to be developed is approximately 5.16 acres and will consist of three (3) drainage areas (basins) as a result of the property being bisected by South Miami Avenue and the west parcel being divided in two for development purposes. For the purposes of this study, the three drainage areas will be referred to as the western, center and eastern basins, with drainage areas of approximately 0.97 acres, 3.12 acres, and 1.07 acres respectively. The planned development will be characterized by an overall imperviousness of approximately 85%, while providing approximately 15% pervious area in the form of at grade landscape areas and planter. The entire site will be filled and compacted, and the landscape areas are likely to be in planters or bordered by curbs, therefore, runoff from the impervious areas is not expected to reach the pervious areas. For these reasons and for the purpose of the drainage calculations, the entire basins are assumed to be impervious. B. EXISTING DRAINAGE Site visits and a review of the project's survey do not indicate any existing drainage structures within the various lots. It appears that runoff from the various vacant and developed lots within the project's property presently infiltrate the lots' pervious areas with some runoff going into the adjacent streets and into the street drainage systems owned and maintained by the City of Miami. It is assumed at this time that the City of Miami's street drainage systems adjacent to the limits of the project have sufficient capacity to handle the runoff generated within the street right-of-ways. C. ON-SITE DRAINAGE The proposed drainage systems for each drainage area (western, center and eastern) will be designed to retain 100% of the runoff generated by the proposed buildings and site 02.. 1135 development. Drainage wells will be installed within each drainage area to provide the required retention necessary to retain 100% of the runoff for the 5 Year — 24 Hour design storm as required by the Dade County Department of Environmental Resources Management (DERM), Water Control Section. Runoff generated by the building and site improvements for each drainage basin will be collected by series of interconnected site and roof drainage structures and conveyed to detention structures, sized to meet DERM detention time requirements, prior to the runoff being directed to the proposed drainage wells. Drainage calculations included in Exhibit `B' indicate that the installation of five (5) drainage webs within the center drainage area and two (2) drainage wells within the eastern drainage area are required to provide the necessary retention to handle the runoff and to meet DERM standards. Preliminary studies suggest that two (2) drainage wells within, the western drainage area will be required. In addition, runoff generated inside the parking garage will be routed to an isolated exfiltration trench with sand filter in compliance with recent DERM requirements. The proposed drainage wells will be able to keep the project dry for the 5 Year — 24 Hour storm, keep the runoff from exceeding the perimeter berm for the 25 Year — 72 Hour storm and keep the finished floor protected for the 100 Year — 72 Hour storm. Refer to Exhibit `B' for drainage calculations corresponding to the aforementioned design storms and denoting the determination of required number of drainage wells for the center and eastern drainage areas. Note that one-third of the area of two adjacent building walls have been added to the total drainage acreage to allow for runoff generated by driving rain. 02-1135 D. OFFSITE DRAINAGE Modifications to the grade/elevation of South Miami Avenue and possibly SW/SE IO h Streets are anticipated with the development of the project as a result of required transitions in grading of vehicular and pedestrian access ways to the proposed buildings. Any required modifications to the existing street drainage or installation of new drainage improvements associated with the aforementioned street modifications will be designed and constructed in accordance ,% ith DERM criterion and the City of Miami standards. 02-1135 III. WATER DISTRIBUTION The Miami -Dade Water and Sewer Department (MDWASD) provides water service for the area in which the project is located. Refer to the Exhibit `C' for a copy of MDWASD's water atlas depicting their water distribution system in the vicinity of the property. According to the water atlas, MDWASD owns and operates the following water mains within the streets adjacent to the proposed project: • ,)W 9`h Street — 4" water main on the north side of the street. • SE 9`h Street — 12" ductile iron pipe (D.I.P.) water main on the center of the street. • SW 10`h Street — 6" water main on the north side of the street. • SE 10`h Street — 6" water main on the north side of the street. • S. Miami Avenue — 6" and 16" D.I.P. on the west side of the street. • SE 15` Avenue — 12" cast iron (C.I.) on the west side of the street. • SW ls` Avenue — 12" on the west side of the street. Neither development of the property nor the anticipated modifications of South Miami Avenue and possibly SW/SE 10`h Streets will require the removal of any of the above noted MDWASD owned water mains. However, MDWASD will require a new 12" D.I.P. water main connecting to the existing 16" D.I.P on South Miami Avenue, extending west along SW 9`h Street, and connecting to the existing 12" water main on SW 15` Avenue. Installation of the 12" water main will be necessary to improve the fire flow for the proposed development. 02-1135 As part of the MDWAD requirements for a new residential project on the south side of SW 10`h Street, west of South Miami Avenue, the developer for said project will install a new 12" DIP water main on SW 10`h Street from South Miami Avenue to a point approximately 475 feet west of the center line of Miami Avenue (MDWASD Permit No. DW2000-170). From this point, MDWASD will require the installation or a 12" D.I.P. water main extending west and connecting to the existing 12" water main on SW 1" Avenue. The domestic, fire and irrigation services for those buildings planned within the eastern portion of the project will be provided from either the existing 12" water main on SE 91h Street. With regards to those buildings planned within the center and western portion of the project, fire and irrigation services will be provided from the new 12" water main to be installed along SW 9h Street. The anticipated average daily water consumption for this project will be 252,144 GPD, as noted in the calculations shown on Exhibit `D'. 02-1135 1135 IV. SANITARY SEWER MDWASD also provides sewer service in the areas of the project. Refer to Exhibit `C' for a copy of MDWASD's sewer atlas depicting their existing sewer system in the vicinity of the property. According to the sewer atlas, MDWASD owns and operated she following sewer mains with the adjacent streets to the proposed project: • SW 9th Street — Two 6" gravity sewer mains on both sides of the street • SE 91h Street - 6" gravity sewer main on the north side of the street • SW 10th Street - 24" interceptor on the north side of the street • SE 10th Street - 8" gravity on the south side of the street • SW 1St Avenue - 24" interceptor on the west side of the street • S. Miami Avenue - 6" gravity on the west side of the street • SE 1St Avenue - 8" gravity on the west side of the street The sanitary sewer service for the planned buildings within the eastern portion of the project will be provided by way of connection into the existing 8" gravity sewer main in SE lst Avenue. With regards to the planned buildings within the center portion of the project, the sanitary sewer service will be provided by connecting to the existing 24" interceptor on SW 10th Street. It is anticipated that the western portion of the project will be connected to an existing sanitary sewer manhole located on the southeast corner of SW lst Avenue and 9th Street. This manhole discharges into the 24" interceptor on S.W. 1St Avenue MDWASD will require the removal of all existing 6" sanitary sewer mains not in use and adjacent to the property. All sewage flows generated by the project will be collected in the existing MDWASD gravity sewer systems and conveyed downstream to MDWASD Pump Station #1. 02-ii35 According to DERi�1, Wastewater Section, the pump station presently has adequate capacity remaining to handle the anticipated flows to begenerated by this project. The anticipated average daily sewage flow for this project will be 252,144 GPD, as noted in the calculations shown in Exhibit `D'. 02-1135 V. NATURAL GAS TECO Peoples Gas Systems, Inc. owns and operates 2" natural gas mains on SW 91h and 10`h Streets and a 4" natural gas main on SW I" Avenue. Refer to Exhibit `E'. Natural gas services may be connected to these existing mains. However, depending on load requirements, the existing mains may need to be upgraded. VI. SOLID WASTE GENERATION Solid waste generated by the proposed project will be collected in standardized on-site containers for refuse and recyclables and picked -up on a regular basis by either private hauling companies and or the City of Miami Solid Waste Department. The solid waste collected will be transported to the Metro -Dade County Disposal and Recycling facilities. The anticipated daily solid waste to be generation by the project is summarized in Exhibit WM 02-1135 EXHIBIT `A e,, 2 _1135 I S. W. 8th STREET S. W. 8th STREET LU cc STREET S. W. 9th STREET S. W. 9th S.W. 10th STREET Q I — S.W. 10th STREET LU LL S.W. 11th STREET 1 1 S.W. 11th STREET S.E. 8th 4u S.E. 9th ST 10'. I�FT EET BRICKELL MAIN STREET X00"cn Remo =venue rune oc �3!46 LOCATION MAP �—e, 556-47d z35 066--,994 300 -9 '0-154 02-1135 WI LU S.W. 10th STREET Q I — S.W. 10th STREET LU LL S.W. 11th STREET 1 1 S.W. 11th STREET S.E. 8th 4u S.E. 9th ST 10'. I�FT EET BRICKELL MAIN STREET X00"cn Remo =venue rune oc �3!46 LOCATION MAP �—e, 556-47d z35 066--,994 300 -9 '0-154 02-1135 EGA- DESCRIPTION ALOF LOTS 1, 2. 3, 4 AND 5. THE NORTH 50.0 PEW7 OF LOT 5, TOGETHER WITH LOT 9 BLOCK 7"< SOF 'CITY OF MIAMI", ACCORDING TO THE PLAT THEREOF AS RECORDED IN , PLAT BOOK ' ', PACE 41 OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA. LESS AND EXCEPT THE FOLLOWING THE EXTERNAL AREA OF A CIRCULAR CURVE HAVING A RADIUS OF SEVEN (7) FEET AND TANGENTS WHICH ARE 25 FEET SOUTH OF AND PARALLEL WITH THE CENTERLINE OF S.E. 9 TH STREET AND 37.5 5 FEET WESTERLY OF AND PARALLEL WITH THE CENTERLINE OF S. E. IST AVENUE.BEING A PORTION OF LOT 3. BLOCK 72-S OF SAID 'CITY OF MIAMI - ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK '9',PACE 41 OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA. OGE7HER WITH ALL 0, L,OTS1 THROUGH 9 INCLUSIVE. ANO SOTS 10 THROUGH 15 1!4CLUSIVE. TOGETHER WITH LOTS 16 THROUGH 24 INCLUSIVE. BLOCK 71-S 'CITY OF MIAMI', ACCORDING TO THE PLAT "HEREOF, AS RECORDED IN PLAT BOOK 'B' AT PACE 41 OF THE PUBLIC RECORDS OF MIAM I-OAD COUNTY, FLORIDA,LESS AND EXCEPT THE FOLLOWING: .HOSE PORTIONS OF LOT 24, BLOCK 71 SOUTH, CITY OF MIAMI, ACCORDING TO THE PLAT THEREOF, RECORDED IN PLAT BOOK '13% PACE 41 OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, MORE PARTICULARLY DESCRIBED AS FOLLOWS THE EAST FIVE(5) FEETOF SAID LOT 24 AND THE EXTERNAL AREA OF A CIRCULAR CURVE CONCAVE TO THE NORTHWEST HAVING A RADIUS OF TWENTY-FIVE (25) FEET AND TANGENTS WHICH ARE TWE.N7Y-FIVE (25) FEET NORTH OF AND PARALLEL WITH THE CENTERLINE OF SOUTHWEST IOTH STREET AND THIRTY (_O) FEET WEST OF AND PARALLEL WITH THE CENTERLINE OF SOUTH MIAMI AVENUE SAID (ANDS SITUATED IN THE CITY OF MIAMI, COUNTY OF MIAMI-DADE. FLORIDA 5 0 30 60 90 0 0 0 0 GRAPHIC SCALE 30' "L -IC4.1 3iT ILAN' .r I nENI 6- 5 c NC SON R 1- 'AlAL SICN '1051 KLN_ AE -R VrF; CAL %A -,W DASE� 011 CITY OF 'All- DATUM -7- V�, F AN,- A, P, 6 S NL. �NCHOR WOOD -C)IVCF -OLE �_El__ `J,LL,'NC� -,Wr..l FOR OPJ�;C 'I_P�QSES INLI------------- I ------------- SCILITH G 'E VAL'iE 141, NCE. ';LIIIES LCC17D I S��" IND so. -IL F H -IRE HYDR�AN-- 71UTf :PUC EjO. ME -EE �GRC�IND tH 41', rL�OLC ZONE AE ?A.1 1_7 BS RCK TR 'RE7 BL, EL_ 9 0 H.COLI `11L B YIAM, MON ENT _'J E "M SASE _NE ANC�CP C SC 0 91 ' 3/2, Ci4 �11 DF W -"I DATM IIS C 26' :.p MANHOLE .RETE POWER -1 -ONCR-E THAN NA_:O%Aj_ V- T :�Al DA_!_M (l '929 7 5 4 3 2 !2 L 0 '-r R S. E. 10th" S -REE'µ 5 0. 20 /> z 0 0 0 0 0 cW7, NAIL, "L -IC4.1 3iT j -7 z' L� .r I nENI 6- 5 c —_J//�. M NAI P2 'T W. 9th STREET, " `1 m L 6SL I S��" IND so. -IL L r ?A.1 24� z Q v - A= \7 I� c 9C* Do, 258. 52 3 5 4 EMENT O.R.B. L 10 DADE COUNTY PB PG, 41 C,nil 5 nL Of c Lj Fe <I BLOCK S 7 F, 45. 00, NORTH LOT 50'6 OF ) 01 Z so E 21326' W c3 4 - 24 E5 p 2. NOT INCLUDED /P -AP 9*58 47' -25' RADIj:. 25 RADILLS, cW7, NAIL, "L f4!" 3iT 185 L 0 M NAI -36P kADus 3 6SL I S��" IND so. -IL L ?A.1 24� _; 'PEI TRUNK BoN n 24' o m 5.7 _- i9 7 5 4 3 2 !2 L 0 '-r S. E. 10th" S -REE'µ 5 0. 20 /> 4. DADE COUNTY , 5- L p T �l2 P B. B, PO. 41) I Er 900 5 N DATE OF FIELD SURVEY: 5-28-02 BLOCK 'S 71 PROJECT 'RIESloMAT.SKETCH L OST .>l 46-- `xmwt,, BRICKELL MAINSTREET 7/12/00 SKS 2i CONCRE ALKwar 2' BLDG AREA TAB. 3/07/132 SKS V 24- A C A N T iu MIRAMAR PARK OF COMMERCE 3141 COMMERCE PARKWAY .4' 0 Ml. - " 3 REVISE SURVEY 5-24-02 jEM V A C A N T C. Y. C. 4 L 0 T 14 MIRAMAR LORIDA 33025 �l F Sm— AlliZOW. _- - 4 54,50, CHECKED By.. I S.S. 95 438-4300 FAX 438-1433 0' OO'E 16 17)0", 718 19 2 22 23 Im TZ.- 10106199 P zp R y 5 6 --- .__ PROJECT NO, 9�041 12&B :V2 L 0 T o0 15 R. VACANT —41-4 35 IN I ea mi P- -1 C�p B *1. _;NE V 00, 001 546,-1• Q v - A= \7 I� c 9C* Do, 258. 52 3 5 4 EMENT O.R.B. L 10 DADE COUNTY PB PG, 41 C,nil 5 nL Of c Lj Fe <I BLOCK S 7 F, 45. 00, NORTH LOT 50'6 OF ) 01 Z so E 21326' W c3 4 - 24 E5 p 2. NOT INCLUDED /P -AP 9*58 47' -25' RADIj:. 25 RADILLS, cW7, NAIL, 185 M NAI 6SL I S��" IND so. -IL L ?A.1 _; 'PEI TRUNK BoN S. W. 10th STREET m 5.7 _- S. E. 10th" S -REE'µ 5 0. \' DATE OF FIELD SURVEY: 5-28-02 PROJECT 'RIESloMAT.SKETCH NC, -ENGINEERS `xmwt,, BRICKELL MAINSTREET 7/12/00 SKS CONSULTING LAND PLANNERS LAND SURVEYORS 2' BLDG AREA TAB. 3/07/132 SKS SCALE, r 30, I. a PG. MIRAMAR PARK OF COMMERCE 3141 COMMERCE PARKWAY -E&P svxwr. M MiCff Z maucigng5k 3 REVISE SURVEY 5-24-02 jEM AR44IN By.. C. Y. C. 777 MIRAMAR LORIDA 33025 �l F Sm— AlliZOW. _- - 4 CHECKED By.. I S.S. 95 438-4300 FAX 438-1433 � MI. I.—Oms- . -1 �A" su ry TYPE. Im TZ.- 10106199 P zp R y 5 6 --- .__ PROJECT NO, 9�041 12&B :V2 'S —41-4 35 EXHIBIT `B' 02--1135 BRICKELL VILLAGE I [W SOUTH MIAMI AVENUE BRICKELL & S.W.9TH STREET STORM DRAINAGE CALCULATIONS NOVEMBER 29, 2001 W O L F 8 E R G 1500 SAN REMO AVENUE SUITE 300 CORAL GABLES, FLORIDA 33173 TEL 305-666-5474 FAX 305-666-4994 AA 0002416 EB 0002354 A L V A R E Z WA PROD. NO. 2002400 02-1135 INTRODUCTION The project site is located between S.W. 9th and 10`h Streets, west of South Miami Avenue in the City of Miami. The site is vacant and vegetation is present. The proposed improvements include restaurants, retail stores, a community center, fitness center, parking garage, and an interior open-air plaza. Although the project includes landscaped areas, for the purpose of this analysis, we are considering the entire site as impervious and have added one-third of the area of two of the parking garage building adjacent walls. Due to the desire of the City of Miami to maintain the new improvements at an elevation comparable to the surrounding areas, the lowest finished floor has been established at 5.00. Therefore, this project will include flood gates with a top elevation of 10.00, one foot higher than the FEMA elevation of 9.00. Included in this report are the 10 -year 1 -day, 25 -year 3 -day, and 100 -year 3 -day flood routing calculations for the post -development conditions for the entire site. The pre - development maximum stage will be assumed to be at FEMA elevation of 9.00 since the site is so low. Post -development flood routing calculations yield maximum stages as follows: 10 -year 1 -day 4.98 max. stage 25 -year 3 -day 7.61 max. stage 100 -year 3 -day 8.42 max. stage The DERM Water Control requirements for design of on-site drainage to retain a 5 -year storm will be addressed by installing new drainage wells. Therefore, the disposition of stormwater will be accomplished on site through an interconnected stormwater drain network discharging into five disposal wells. The site has been divided into five basins, € 2-1135 which together are approximately 95% of the site. This includes the rooftops that drain through leaders connected to the stormwater drain network. The remaining 5% of the area include sections of the perimeter sidewalk that slope outwards into the street. The runoff generated in each basin discharges into one of five 24" diameter steel well casings driven into the saline ground water table with 1,500 parts per million chloride minimum. Prior to discharging into each well, the corresponding runoff will pass through a retention tank sized to hold 1.5 minutes of one fifth the total computed discharge for the entire site. 02-1135 DRAINAGE WELL CALCULATIONS 02-1135 DRAINAGE WELL CALCLLATIOrS The site runoff is computed by the rational method: where: Q = Runoff in cfs c = Runoff coefficient i = rainfall intensity in in/hr a = Area in acres Drainage computation data: Design storm S = 5 -year, l -day Time of concentration t = 10 -minute Intensity i = 6.2 in/hr Runoff coefficient c = 0.95 Surface area a = 129,429 sq. ft. 1/3 building wall area a = 21,200 sq. ft. Total contributing area a = 3.46 acres Ave. October ground water table wt = 1.5 v.G.V.D Runoff Generated: Q = cia Q = (0.95)(6.2)(3.463) Q = 20.38 cfs Q = 9,147 GPM Therefore, use five wells discharging 1,829 GPM each Retention Tank Design: Vt = LSmin x 1,829 GPM Vt = 2,744 gal. Vt = 367 cu. ft. Use a 6.25'high x 6'wide x 10'long holding tank = 375 cu.ft. Based on information received from Jaffer Associates, Ltd., a drilling company with much experience in South Florida, in this geographic area a 24 -inch diameter well with two feet of head disposes 2,000 GPM. Therefore we will choose 24 -inch diameter wells for this project. o2-1135 FLOOD ROUTING CALCULATIONS - POST_ DEVELOPMENT PROJECT NAME: BRICKELL VILLAGE DRAINAGE AREAS TOTAL (AC) = 3.173 IMPERVIOUS (AC) = 3.173 PERVIOUS (AC) = 0.000 BUILDINGS(AC) = 1.963 SITE ELEVATIONS DADE COUNTY FLOOD CRITERIA (FT) = 5.00 FEMA FLOOD CRITERIA (FT) = 9.00 FLOOD GATE EL (FT) = 10.00 BUILDING FINISHED FLOOR - LOWEST (FT) = 5.00 CATCH BASINS - LOWEST (FT) = 4.80 'AVG. OCTOBER GROUND WATER (FT) = 1.50 HIGHEST ADJACENT CROWN OF ROAD (FT) = 5.91 'DCPW MANUAL PART 11, SECTION 04 GROUND STORAGE AVERAGE DEPTH TO GROUND WATER (FT) = 3.40 WEIGHTED SOIL STORAGE (IN) = 0.00 DISCHARGE WELL DISCHARGE (CFS) = 20.38 (9,147 GPM) " (5 WELLS AT 2,000 GPM ARE REQUIRED) 24-HOUR RAINFALL VALUES 100 -YEAR STORM 0 3.0 inches x 1.359 - 3.28) = 10.59 inches 1.359 25 -YEAR STORM = 9.5 inches 10 -YEAR STORM = 8.0 inches STAGE -STORAGE DISTRIBUTION ASSUMPTIONS: OPEN SURFACE AREAS STORE FROM CATCH BASIN ELEVATIONS TO TOP OF FLOOD GATE AS SHOWN IN THE SURFACE STORAGE COMPUTATION SCHEME BELOW STAGE STORAGE SURFACE STORAGE COMPUTATION SCHEME FT AC -FT 4.80 0.00 5.00 0.12 10.00 5.50 0.42 S 5.00 6.00 0.73 T 6.50 2.06 A 7.00 2.66 G 8.00 3.87 E 9.00 5.08 4.80 10.00 6.29 0 1.21 SUBMERGED ACREAGE Flood Routing-BRICKEL.xis 02-1135 12/4i01 MASS DIAGRAM OF INFLOWS AND OUTFLOWS - POST DEVELOPMENT PROJECT NAME BRICKELL VILLAGE DRAINAGE AREA TOTAL DRAINAGE AREA (ACRES) = 3.17 ACRES OF IMPERVIOUS AREAS = 3.17 ACRES OF PERVIOUS AREAS = 0.00 COEFFICIENT OF RUNOFF "C" FACTOR FOR IMPERVIOUS AREAS = 0.9 "C" FACTOR FOR PERVIOUS AREAS = 0.3 WEIGHTED COEFFICIENT OF RUN-OFF = 0.90 LOWEST CATCH BASIN GRATE ELEVATION (FEET) = 4.80 OCTOBER GROUND WATER (FEET) = 1.50 TIME TO GENERATE ONE INCH OF RUN-OFF IN MINUTES VOLUME OF ONE INCH OF RUN-OFF IN C.F. = 11507.1 STORM FREQUENCY IN YEARS = 5 INITIAL TIME OF CONCENTRATION = 10 TIME TO GENERATE ONE INCH OF RUN-OFF = 11.13 TOTAL TIME TO GENERATE ONE INCH OF RUN-OFF = 21.13 MASS DIAGRAM OF 5 YEAR STORM TIME INT. RUN-OFF CUM -RUN. MIN. I/H C.F.S. C.F. X 1000 5 6.80 19.40 5.82 10 6.17 17.60 10.56 15 5.64 16.10 14.49 20 . 5.20 14.84 17.81 25 4.82 13.76 20.64 30 4.50 12.83 23.09 40 3.96 11.30 27.12 50 3.54 10.09 30.28 60 3.20 9.12 32.84 90 2.48 7.08 38.21 120 2.03 5.78 41.62 150 1.71 4.89 43.97 180 1.48 4.23 45.69 02-1135 Flood Routing-BRICKEL.xis 12!4/01 )gram Name ...................... SCS -- (05/08/84) Project Name .....................: BRICKELL VILLAGE Engineer's Name ..................: LEANDRO J. ONA Project Area .....................: 3.17 acres Ground Storage ...................: .01 inches Termination Discharge ............: 20.38 cfs Distribution Type ................: SFWMD Return Frequency .................: 10 years Rainfall Duration ................. 1 -day 24 -hr Rainfall .................... 8 inches Reporting Sequence ...............: Standardized Point Stage Storage Discharge No. (ft) (af) ,cfs) 1 4.80 0.00 0.00 2 5.00 0.12 20.38 3 5.50 0.42 20.38 4 6.00 0.73 20.38 5 6.50 2.06 20.38 6 7.00 2.66 20.38 7 8.00 3.87 20.38 8 9.00 5.08 20.38 9 10.00 6.29 20.38 -- R E S E R V O I R --- Rain Accum. Basin Accum. Accum. Instant Average Time fall Runoff Dischge Inflow Volume Outflow Dischge Dischge Stage (hr) (in) (in) (cfs) (af) (af) (af) (cfs) (cfs) (ft) 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 4.80 4.00 0.36 0.35 0.4 0.1 0.0 0.1 0.4 0.3 4.80 8.00 1.10 1.08 0.8 0.3 0.0 0.3 0.8 0.6 4.81 10.00 1.70 1.69 1.1 0.4 0.0 0.4 1.1 0.9 4.81 11.00 2.15 2.14 1.6 0.6 0.0 0.5 1.7 1.3 4.82 11.50 2.55 2.54 2.6 0.7 0.0 0.6 2.7 2.2 4.83 11.75 3.90 3.89 17.2 1.0 0.2 0.8 11.9 7.3 4.92 12.00 5.25 5.24 17.2 1.4 0.3 1.1 18.7 15.3 4.98 12.50 5.83 5.82 3.7 1.5 0.1 1.5 2.5 9.4 4.82 13.00 6.14 6.12 1.9 1.6 0.0 1.6 1.7 2.5 4.82 14.00 6.54 6.53 1.2 1.7 0.0 1.7 1.1 1.4 4.81 16.00 7.04 7.03 0.8 1.9 0.0 1.8 0.8 0.8 4.81 20.00 7.62 7.60 0.5 2.0 0.0 2.0 0.5 0.5 4.80 24.00 8.00 7.99 0.3 2.1 0.0 2.1 0.3 0.3 4.80 Maximum Stage = 4.98 feet Maximum Discharge = 18.70 cfs 02-1130" -)cram Name .....................: SCS -- (05/08/84) Prcject Name.......... Engineer's Name....... Project area.......... Ground Storage........ Termination Discharge. Distribution Type..... Return Frequency...... Rainfall Duration..... 24 -hr Rainfall......... Reporting Sequence.... BRICKELL VILLAGE ..........: LEANDRO J. ONA 3.17 acres ........... .01 inches ........... .001 cfs ........... SFWMD ........... 25 years ........... 3 -day ........... 9.5 inches ........... Standardized Point Stage Storage Discharge No. (ft) (af) (cfs) 1 4.80 0.00 0.00 2 5.00 0.12 0.00 3 5.50 0.42 0.00 4 6.00 0.73 0.00 5 6.50 2.06 0.00 6 7.00 2.66 0.00 7 8.00 3.87 0.00 8 9.00 5.08 0.00 9 10.00 6.29 0.00 ----- R E S E R V O I R - - - - - Rain Accum. Basin Accum. Accum. Instant Average Time fall Runoff Dischge Inflow Volume Outflow Dischge Dischge Stage (hr) (in) (in) (cfs) (af) (af) (af) (cfs) (cfs) (ft) 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 4.80 4.00 0.23 0.22 0.2 0.1 0.1 0.0 0.0 0.0 4.89 8.00 0.46 0.45 0.2 0.1 0.1 0.0 0.0 0.0 5.00 12.00 0.69 0.68 0.2 0.2 0.2 0.0 0.0 0.0 5.10 16.00 0.92 0.91 0.2 0.2 0.2 0.0 0.0 0.0 5.20 20.00 1.16 1.14 0.2 0.3 0.3 0.0 0.0 0.0 5.30 24.00 1.39 1.38 0.2 0.4 0.4 0.0 0.0 0.0 5.40 28.00 1.72 1.71 0.3 0.5 0.5 0.0 0.0 0.0 5.55 32.00 2.06 2.05 0.3 0.5 0.5 0.0 0.0 0.0 5.69 36.00 2.40 2.39 0.3 0.6 0.6 0.0 0.0 0.0 5.84 40.00 2.74 2.72 0.3 0.7 0.7 0.0 0.0 0.0 5.98 44.00 3.07 3.06 0.3 0.8 0.8 0.0 0.0 0.0 6.03 48.00 3.41 3.40 0.3 0.9 0.9 0.0 0.0 0.0 6.06 52.00 3.84 3.83 0.4 1.0 1.0 0.0 0.0 0.0 6.10 56.00 4.71 4.70 0.9 1.2 1.2 0.0 0.0 0.0 6.19 58.00 5.43 5.42 1.3 1.4 1.4 0.0 0.0 0.0 6.26 59.00 5.97 5.95 1.9 1.6 1.6 0.0 0.0 0.0 6.31 59.50 6.44 6.43 3.0 1.7 1.7 0.0 0.0 0.0 6.35 59.75 8.04 8.03 20.5 2.1 2.1 0.0 0.0 0.0 6.44 60.00 9.64 9.63 20.5 2.5 2.5 0.0 0.0 0.0 6.73 1.50 10.34 10.32 4.4 2.7 2.7 0.0 0.0 0.0 7.02 -.00 10.70 10.69 2.3 2.8 2.8 0.0 0.0 0.0 7.11 62.00 11.18 11.17 1.4 3.0 3.0 0.0 0.0 0.0 7.23 64.00 11.77 11.76 0.9 3.1 3.1 0.0 0.0 0.0 7.36 68.00 12.45 12.44 0.5 3.3 3.3 0.0 0.0 0.0 7.51 72.00 12.91 12.90 0.4 3.4 3.4 0.0 0.0 0.0 7.61 C2-1135 Maximum Stage = 7.61 feet Maximum Discharge = 0.00 cfs 02-1135 igram Name .....................: SCS -- (05/08/84) Project Name .....................: BRICKELL VILLAGE Engineer's Name ..................: LEANDRO J. ONA Project Area .....................: 3.17 acres Ground Storage ...................: .01 inches Termination Discharge ............: .001 cfs Distribution Type ................. SFWMD Return Frequency .................: 100 years Rainfall Duration ................: 5 -day 24 -hr Rainfall .................... 10.59 inches Reporting Sequence ...............: Standardized Point Stage Storage Discharge No. (ft) (af) (cfs) 1 4.80 0.00 0.00 2 5.00 0.12 0.00 3 5.50 0.42 0.00 4 6.00 0.73 0.00 5 6.50 2.06 0.00 6 7.00 2.66 0.00 7 8.00 3.87 0.00 8 9.00 5.08 0.00 9 10.00 6.29 0.00 ----- R E S E R V O I R - - - - - Rain Accum. Basin Accum. Accum. Instant Average Time fall Runoff Dischge Inflow Volume Outflow Dischge Dischge Stage (hr) (in) (in) (cfs) (af) (af) (af) (cfs) (cfs) (ft) 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 4.80 4.00 0.26 0.25 0.2 0.1 0.1 0.0 0.0 0.0 4.90 8.00 0.52 0.50 0.2 0.1 0.1 0.0 0.0 0.0 5.02 12.00 0.77 0.76 0.2 0.2 0.2 0.0 0.0 0.0 5.13 16.00 1.03 1.02 0.2 0.3 0.3 0.0 0.0 0.0 5.25 20.00 1.29 1.28 0.2 0.3 0.3 0.0 0.0 0.0 5.36 24.00 1.55 1.53 0.2 0.4 0.4 0.0 0.0 0.0 5.47 28.00 1.92 1.91 0.3 0.5 0.5 0.0 0.0 0.0 5.63 32.00 2.30 2.29 0.3 0.6 0.6 0.0 0.0 0.0 5.79 36.00 2.67 2.66 0.3 0.7 0.7 0.0 0.0 0.0 5.95 40.00 3.05 3.04 0.3 0.8 0.8 0.0 0.0 0.0 6.03 44.00 3.43 3.41 0.3 0.9 0.9 0.0 0.0 0.0 6.06 48.00 3.80 3.79 0.3 1.0 1.0 0.0 0.0 0.0 6.10 52.00 4.28 4.27 0.5 1.1 1.1 0.0 0.0 0.0 6.15 56.00 5.25 5.24 1.0 1.4 1.4 0.0 0.0 0.0 6.24 58.00 6.06 6.05 1.5 1.6 1.6 0.0 0.0 0.0 6.32 59.00 6.65 6.64 2.2 1.8 1.8 0.0 0.0 0.0 6.38 59.50 7.18 7.17 3.4 1.9 1.9 0.0 0.0 0.0 6.42 59.75 8.96 8.95 22.8 2.4 2.4 0.0 0.0 0.0 6.56 60.00 10.75 10.74 22..8 2.8 2.8 0.0 0.0 0.0 6.95 0.50 11.52 11.51 4.9 3.0 3.0 0.0 0.0 0.0 7.27 1.00 11.92 11.91 2.6 3.1 3.1 0.0 0.0 0.0 7.38 62.00 12.46 12.45 1.6 3.3 3.3 0.0 0.0 0.0 7.51 64.00 13.12 13.11 1.0 3.5 3.5 0.0 0.0 0.0 7.65 68.00 13.88 13.87 0.6 3.7 3.7 0.0 0.0 0.0 7.82 72.00 14.39 14.38 0.4 3.8 3.8 0.0 0.0 0.0 7.94 v2-1135 80.00 14.79 14.78 0.2 3.9 3.9 0.0 0.0 0.0 8.03 88.00 15.19 15.18 0.2 4.0 4.0 0.0 0.0 0.0 8.11 95.00 15.59 15.58 0.2 4.1 4.1 0.0 0.0 0.0 8.20 '4.00 15.93 15.92 0.1 4.2 4.2 0.0 0.0 0.0 8.28 2.00 16.27 16.25 0.1 4.3 4.3 0.0 0.0 0.0 8.35 120.00 16.61 16.59 0.1 4.4 4.4 0.0 0.0 0.0 8.42 Maximum Stage = 8.42 feet Maximum Discharge = 0.00 cfs C2-1135 MARY BRICKELL VILLAGE EAST 950 SOUTH MIAMI AVENUE MIAMI, FLORIDA STORM DRAINAGE CALCULATIONS FEBRUARY 28, 2002 W O L F B E K G 1500 SAN REMO AVENUE SUITE 300 CORAL GABLES, FLORIDA 33173 TEL 305-666-5474 FAX 305-666-4994 AA 0002416 EB 0002354 A L V A K E Z WA PROD. NO. 2002400 02-1135 INTRODUCTION The project site is located between South Miami Avenue and S.E. 1" Avenue south of S.E. 9th Street in the City of Miami. The site is vacant and vegetation is present. The proposed improvements include restaurants, retail stores, a community center, and an open-air plaza. Although the project includes landscaped areas, for the purpose of this analysis, we are considering the entire site as impervious and have added one-third of the area of two adjacent walls of each of all the proposed buildings on the project. - Due to the desire of the City of Miami to maintain the new improvements at an elevation comparable to the surrounding areas, the lowest finished floor has been established at 5.50. Therefore, this project will include flood gates with a top elevation of 10.00, one foot higher than the FEMA elevation of 9.00. Included in this report are the 10 -year 1 -day, 25 -year 3 -day, and 100 -year 3 -day flood routing calculations for the post -development conditions for the entire site. The pre - development maximum stage will be assumed to be at FEMA elevation of 9.00 since the site is so low. Post -development Mood routing calculations yield maximum stages as follows: 10 -year 1 -day 6.88 max. stage 25 -year 3 -day 7.60 max. stage 100 -year 3 -day 7.85 max. stage The DERM Water Control requirements for design of on-site drainage to retain a 5 -year storm will be addressed by installing new drainage wells. Therefore, the disposition of stormwater will be accomplished on site through an interconnected stormwater drain network discharging into two disposal wells. The site has been divided into two basins, which together are approximately 93% of the site. This includes the rooftops that drain 02-1135 through leaders connected to the stormwater drain network. The remaining 7% of the area include sections of the perimeter sidewalk that slope outwards into the street. The runoff generated in each basin discharges into one of two 24" diameter steel well casings driven into the saline ground water table with 1,500 parts per million chloride minimum. Prior to discharging into each well, the corresponding runoff will pass through a retention tank sized to hold 1.5 minutes of one half the total computed discharge for the entire site. 02-1135 DRAINAGE WELL CALCULATIONS p2-1135 DRAIN AGE WELL CALCULATIONS The site runoff is computed by the rational method: Q = cia, where: Q = Runoff in cfs c = Runoff coefficient i = rainfall intensity in in/hr a = Area in acres Drainage computation data: Design storm S = 5 -year, l -day Time of concentration t = 10 -minute Intensity i = 6.2 in/hr Runoff coefficient c = 0.95 Surface area a = 47,064 sq. ft. 1/3 building wall area a = (1/3) 22,309 sq. ft. Total contributing area a = 1.25 acres Ave. October ground water table . wt = 1.5 N.G.V.D Runoff Generated: Q = cia Q = (0.95)(6.2)(1.25) Q=7.36 cfs Q = 3,303 GPM Therefore, use two wells discharging 1,652 GPM each. Retention Tank Design: Vt = 1.5min x 1,652 GPM Vt = 2,474 gal. Vt = 330 cu. ft. Use a 5.75'high x 6'wide x 10'long holding tank = 345 cu. ft. Based on information received from Jaffer Associates, Ltd., a drilling company with much experience in South Florida, in this geographic area a 24 -inch diameter well with two feet of head disposes 2,000 GPM. Therefore we will choose 24 -inch diameter wells for this project. 02-1131 MASS DIAGRAM OF INFLOWS AND OUTFLOWS - POST DEVELOPMENT PROJECT NAME MARY BRICKELL VILLAGE EAST DRAINAGE AREA TOTAL DRAINAGE AREA (ACRES) = 1.25 ACRES OF IMPERVIOUS AREAS = 1.25 ACRES OF PERVIOUS AREAS = 0.00 COEFFICIENT OF RUNOFF "C" FACTOR FOR IMPERVIOUS AREAS = 0.9 "C" FACTOR FOR PERVIOUS AREAS = 0.3 WEIGHTED COEFFICIENT OF RUN-OFF = 0.90 LOWEST CATCH BASIN GRATE ELEVATION (FEET) = 5.40 OCTOBER GROUND WATER (FEET) = 1.50 TIME TO GENERATE ONE INCH OF RUN-OFF IN MINUTES VOLUME OF ONE INCH OF RUN-OFF IN C.F. = 4537.5 STORM FREQUENCY IN YEARS = 5 INITIAL TIME OF CONCENTRATION = 10 TIME TO GENERATE ONE INCH OF RUN-OFF = 11.13 TOTAL TIME TO GENERATE ONE INCH OF RUN-OFF = 21.13 MASS DIAGRAM OF 5 YEAR STORM TIME INT. RUN-OFF CUM -RUN. MIN. I/H C.F.S. C.F. X 1000 5 6.80 7.65 2.30 10 6.17 6.94 4.16 15 5.64 6.35 5.71 20 5.20 5.85 7.02 25 4.82 5.43 8.14 30 4.50 5.06 9.11 40 3.96 4.46 10.69 50 3.54 3.98 11.94 60 3.20 3.60 12.95 90 2.48 2.79 15.07 120 2.03 2.28 16.41 150 1.71 1.93 17.34 180 1.48 1.67 18.02 Flood Routing-BRICKEL-E.As 0 2- 1 135 2/26/02 FLOOD ROUTING CALCULATIONS - POST DEVELOPMENT PROJECT NAME: MARY BRICKELL VILLAGE EAST DRAINAGE AREAS TOTAL (AC) = 1.080 IMPERVIOUS (AC) = 1.080 PERVIOUS (AC) = 0.000 BUILDINGS(AC) = 0.470 SITE ELEVATIONS RADE COUNTY FLOOD CRI (ERIA (FT) = 5.00 FEMA FLOOD CRITERIA (FT) = 9.00 FLOOD GATE EL (FT) = 10.00 BUILDING FINISHED FLOOR - LOWEST (FT) = 5.50 CATCH BASINS - LOWEST (FT) = 5.40 `AVG. OCTOBER GROUND WATER (FT) = 1.50 HIGHEST ADJACENT CROWN OF ROAD (FT) = 5.7 `DCPW MANUAL PART II, SECTION 04 GROUND STORAGE AVERAGE DEPTH TO GROUND WATER (FT) = 3.95 WEIGHTED SOIL STORAGE (IN) = 0.00 DISCHARGE WELL DISCHARGE (CFS) = 7.36 (3,303 GPM) -- (2 WELLS AT 2,000 GPM ARE REQUIRED) 24-HOUR RAINFALL VALUES 100 -YEAR STORM (13.0 inches x 1.359- 3.281 = 10.59 inches 1.359 25 -YEAR STORM = 9.5 inches 10 -YEAR STORM = 6.0 inches STAGE -STORAGE DISTRIBUTION ASSUMPTIONS: OPEN SURFACE AREAS STQRE FROM CATCH BASIN ELEVATIONS TO TOP OF FLOOD GATE AS SHOWN IN THE SURFACE STORAGE COMPUTATION SCHEME BELOW STAGE STORAGE SURFACE STORAGE COMPUTATION SCHEME FT AC -FT 5.40 0.00 5.50 0.03 10.00 6.00 0.18 S 5.50 6.50 0.34 T 7.00 0.98 A 7.50 1.28 G 8.00 1.59 E 9.00 2.20 5.40 10.00 2.81 U U.bl SUBMERGED ACREAGE Flood Routing-BRICKEL-E.xls 0 9041-1135 2/26102 POST DEVELOPMENT FLOOD ROUTING CALCiTI..ATIONS 02-1135 ogram Name ...................... SCS -- (05/08/84) Project Name .....................: MARY BRICKELL VILLAGE EAST Engineer's Name ..................: LO Project Area.... .................: 1.25 acres Ground Storage ...................: .001 inches Termination Discharge ............: .001 cfs Distribution Type ................: SFWMD Return Frequency .................: 10 years Rainfall Duration ................: 1 -day 24 -hr Rainfall ...................: 8 inches Reporting Sequence ...............: Standardized Point Stage Storage Discharge No. (ft) (af) (cfs) 1 5.40 0.00 0.00 2 5.50 0.03 0.00 3 6.00 0.18 0.00 4 6.50 0.34 0.00 5 7.00 0.98 0.00 6 7.50 1.28 0.00 7 8.00 1.59 0.00 8 9.00 2.20 0.00 9 10.00 2.81 0.00 ----- R E S E R V O I R - - - - - Rain Accum. Basin Accum. Accum. Instant Average Time fall Runoff Dischge Inflow Volume Outflow Dischge Dischge Stage (hr) (in) (in) (cfs) (af) (af) (af) (cfs) (cfs) (ft) 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 5.40 4.00 0.36 0.36 0.1 0.0 0.0 0.0 0.0 0.0 5.52 8.00 1.10 1.09 0.3 0.1 0.1 0.0 0.0 0.0 5.77 10.00 1.70 1.70 0.4 0.2 0.2 0.0 0.0 0.0 5.98 11.00 2.15 2.15 0.6 0.2 0.2 0.0 0.0 0.0 6.12 11.50 2.55 2.55 1.0 0.3 0.3 0.0 0.0 0.0 6.24 11.75 3.90 3.90 6.8 0.4 0.4 0.0 0.0 0.0 6.49 12.00 5.25 5.25 6.8 0.5 0.5 0.0 0.0 0.0 6.61 12.50 5.83 5.83 1.5 0.6 0.6 0.0 0.0 0.0 6.70 13.00 6.14 6.13 0.8 0.6 0.6 0.0 0.0 0.0 6.73 14.00 6.54 6.54 0.5 0.7 0.7 0.0 0.0 0.0 6.76 16.00 7.04 7.04 0.3 0.7 0.7 0.0 0.0 0.0 6.80 20.00 7.62 7.61 0.2 0.8 0.8 0.0 0.0 0.0 6.85 24.00 8.00 8.00 0.1 0.8 0.8 0.0 0.0 0.0 6.88 Maximum Stage = 6.88 feet Maximum Discharge = 0.00 cfs 02-135 Program Name ..................... =r-)ject Name ..................... ;peer's Name .................. Project Area ..................... Ground Storage ...................: Termination Discharge............ Distribution Type ................ Re�:urn Frequency ................. Rainfall Duration ................: 24 -hr Rainfall ...................: Reporting Sequence ...............: SCS -- (051/08/84) M_;, !_RY BR1CKEEL L LO 1.25 acres .001 inches .001 cfs SFWMD 25 years 3 -day 9.5 inches Standardized Point Stage Storage Discharge No. (ft) (af) (cfs) 1 5.40 0.00 0.00 2 5.50 0.03 0.00 3 6.00 0.18 0.00 4 6.50 0.34 0.00 5 7..00 0.98 0.00 6 7.50 1.28 0.00 7 8.00 1.59 0.00 8 9.00 2.20 0.00 9 10.00 2.81 0.00 V I LL -AGE EAST R E S E R V O I R - - - - - Rain Accum. Basin Accum. Accum. Instant Average Time fall Runoff Dischge Inflow Volume Outflow Dischge Dischge Stage hr) (in) (in) (cfs) (af) (af) (af) (cfs) (cfs) (ft) 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 5.40 4.00 0.23 0.23 0.1 0.0 0.0 0.0 0.0 0.0 5.48 8.00 0.46 0.46 0.1 0.0 0.0 0.0 0.0 0.0 5.56 12.00 0.69 0.69 0.1 0.1 0.1 0.0 0.0 0.0 5.64 16.00 0.92 0.92 0.1 0.1 0.1 0.0 0.0 0.0 5.72 20.00 1.16 1.15 0.1 0.1 0.1 0.0 0.0 0.0 5.80 24.00 1.39 1.39 0.1 0.1 0.1 0.0 0.0 0.0 5.88 28.00 1.72 1.72 0.1 0.2 0.2 0.0 0.0 0.0 5.99 32.00 2.06 2.06 0.1 0.2 0.2 0.0 0.0 0.0 6.10 36.00 2.40 2.40 0.1 0.2 0.2 0.0 0.0 0.0 6.21 40.00 2.74 2.73 0.1 0.3 0.3 0.0 0.0 0.0 6.32 44.00 3.07 3.07 0.1 0.3 0.3 0.0 0.0 0.0 6.43 48.00 3.41 3.41 0.1 0.4 0.4 0.0 0.0 0.0 6.51 52.00 3.84 3.84 0.2 0.4 0.4 0.0 0.0 0.0 6.55 56.00 4.71 4.71 0.4 0.5 0.5 0.0 0.0 0.0 6.61 58.00 5.43 5.43 0.5 0.6 0.6 0.0 0.0 0.0 6.67 59.00 5.97 5.96 0.8 0.6 0.6 0.0 0.0 0.0 6.71 59.50 6.44 6.44 1.2 0.7 0.7 0.0 0.0 0.0 6.75 59.75 8.04 8.04 8.1 0.8 0.8 0.0 0.0 0.0 6.82 60.00 9.64 9.64 8.1 1.0 1.0 0.0 0.0 0.0 6.95 60.50 10.34 10.33 1.7 1.1 1.1 0.0 0.0 0.0 7.13 61.00 10.70 10.70 0.9 1.1 1.1 0.0 0.0 0.0 7.21 62.00 11.18 11.18 0.6 1.2 1.2 0.0 0.0 0.0 7.30 1.00 11.77 11.77 0.4 1.2 1.2 0.0 0.0 0.0 7.40 .00 12.45 12.45 0.2 1.3 1.3 0.0 0.0 0.0 7.52 2.00 12.91 12.91 0.i 1.3 1.3 0.0 0.0 0.0 7.60 Maximum Stage = 7.60 four Maximum Discharge = 0.00 cf s 02-1135 ?rogram Name .....................: SCS -- (05/08/84) ject Name .....................: MARY BRICKELL VILLAGE EAST =i:gineer's Name ..................: LO Project Area........ .............: 1.25 acres Ground Storage ...................: .001 inches Termination Discharge ............: .001 cfs Distribution Type ................: SFWMD Return Frequency .................: 100 years Rainfall Duration ................: 3 -day 24 -hr Rainfall ...................: 10.59 inches Reporting Sequence ...............: Standardized Point Stage Storage Discharge No. (ft) (af) (cfs) 1 5.40 0.00 0.00 2 5.50 0.03 0.00 3 6.00 0.18 0.00 4 6.50 0.34 0.00 5 7.00 0.98 0.00 6 7.50 1.28 0.00 7 8.00 1.59 0.00 8 9.00 2.20 0.00 9 10.00 2.81 0.00 ----- R E S E R V O I R - - - - - Rain Accum. Basin Accum. Accum. Instant Average 'ime fall Runoff Dischge Inflow Volume Outflow Dischge Dischge Stage ,hr) (in) (in) (cfs) (af) (af) (af) (cfs) (cfs) (ft) 0.00 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 5.40 4.00 0.26 0.26 0.1 0.0 0.0 0.0 0.0 0.0 5.49 8.00 0.52 0.51 0.1 0.1 0.1 0.0 0.0 0.0 5.58 12.00 0.77 0.77 0.1 0.1 0.1 0.0 0.0 0.0 5.67 16.00 1.03 1.03 0.1 0.1 0.1 0.0 0.0 0.0 5.75 20.00 1.29 1.29 0.1 0.1 0.1 0.0 0.0 0.0 5.84 24.00 1.55 1.54 0.1 0.2 0.2 0.0 0.0 0.0 5.93 28.00 1.92 1.92 0.1 0.2 0.2 0.0 0.0 0.0 6.06 32.00 2.30 2.30 0.1 0.2 0.2 0.0 0.0 0.0 6.18 36.00 2.67 2.67 0.1 0.3 0.3 0.0 0.0 0.0 6.30 40.00 3.05 3.05 0.1 0.3 0.3 0.0 0.0 0.0 6.43 44.00 3.43 3.42 0.1 0.4 0.4 0.0 0.0 0.0 6.51 48.00 3.80 3.80 0.1 0.4 0.4 0.0 0.0 0.0 6.54 52.00 4.28 4.28 0.2 0.4 0.4 0.0 0.0 0.0 6.58 56.00 5.25 5.25 0.4 0.5 0.5 0.0 0.0 0.0 6.66 58.00 6.06 6.06 0.6 0.6 0.6 0.0 0.0 0.0 6.72 59.00 6.65 6.65 0.9 0.7 0.7 0.0 0.0 0.0 6.77 59.50 7.18 7.18 1.3 0.7 0.7 0.0 0.0 0.0 6.81 59.75 8.96 8.96 9.0 0.9 0.9 0.0 0.0 0.0 6.89 60.00 10.75 10.75 9.0 1.1 1.1 0.0 0.0 0.0 7.08 60.50 11.52 11.52 1.9 1.2 1.2 0.0 0.0 0.0 7.33 61.00 11.92 11.92 1.0 1.2 1.2 0.0 0.0 0.0 7.42 X2.00 12.46 12.46 0.6 1.3 1.3 0.0 0.0 0.0 7.52 .00 13.12 13.12 0.4 1.4 1.4 0.0 0.0 0.0 7.63 e8.00 13.88 13.88 0.2 1.4 1.4 0.0 0.0 0.0 7.70 72.00 14.39 14.39 0.2 1.5 1.5 0.0 0.0 0.0 7.85 Maximum Stage = 7.85 feet ` - Maximum Discharge = 0.00 cfs EXHIBIT `C' %2-1135 9x27 Gl/,9TE.C' .yT� �.S 30"STEEL 81 7 1 - 8530 _ m _CASING 8530 331 8530 68 I a 1 _ 2 2 C o 3 di" S.E. 8 333 a - - —20" 20„ g w 6 S.T 9585 w 8469 CD 8337 / 9578 w = 3 39 <. ti `G" 1136 a w 357 9600 2453 W. /.?" a I 8530 S 8456 219 2 I SW 9 $t. SE. 9 ST. —-.1. `O 20„ 8'�I — 4" 12" 8385 Q 8 230 Q J, 9827 h 2 1 9 7779 35 9 2Q„ 116 1 4075 _� Q 6" 1cc 4 lo -St SEE 958212-1 W 8184 2" S a r 6" 0 1 6 6 7982 I J 7888, -?'' 9600 a 9 35 m I I 9642 3 2119 2453 357 CO J oc 12 8385 6' 452 ; to d' 101E4 =a0m 1 219 4 268 -1- 3097 6 12 12 v ST ry 9582` �� 8184 i m 15VI 7405,2 1"+ 8311 9620 I N (,219 �� IT� 453 3 6 1 Q sr, �.. 2 357 Sc- /" 6" 13 ST SE. 13 ST / `-1.._ . 16„ w /2 8311 / 12 7698 3982 3982 (219 181 �\ 83yl S� I I laoq 79Z i� �/ 310a :� 2910 2851 282 209-A 209 L N 0 T. 20 S E . 202 201 -T -- 166 Q� 12 209 207 205 2 82 825 621 Q !, z 59.. - I 596 �' 2 10 � o J (536 w o N 832 - W 199 II / �\ ? - QI 5927 ST �4 5U% 9 St Q 834 83 142 3 ST. 83U / 28 827 824 82 13 t2 - s � 593; �1— 641-A _ 64t 83, '46-36 831 6c 5960 820 9 F k. ,\ 5 � �S.?9 8 3 5 :z 1 596 _ \\\ 59X7 \ 562 619 0 596 823 5931 Q �� \ 95 5930` 1-slli 1--30 We JOST 804 ^TAO 81G �� 14 87 TN 812 14 1 81 56 ? �3 &14 JI I 24 0 "INT• 813 916 , 596 5911 -� - 5549 1582 I 56 1 y o 4 595 7 5931 ��4 732 1 > ` 5971 I 5 5P, —� t _ I W 15 7 680 6 8 b'� I va 600 6 799 6 i 95= 5 9 3 3 ,/ 597, 646 I /4 1 794 1f\'-..', v' I 0 16 C. \597? 59.i6� 595, ,� 5931 N J 5963C6561�i 0 / 6 5931 =N 12 849 IW 68 F -_ _ 789 j 2850-4 f - •--�� ' 1, . s Q �, (�✓'�!� �� 17 58 0 �2 787 7kj6 7C,9 A .ti30 l./lll f� 5972 ` 41 79 1�� 2911 6a06 596 J9� 50 o ` rl /-'� \=�1 19 /0„ 7 I•ti ,,�' / _ i 791 j � n _ 1. '„ 20'- , _�--`` EXHIBIT `D' 02-ii35 BRICKELL MAINSTREET ANTICIPATED AVERAGE DAILY WATER CONSUMPTION N GALLONS PER DAY (GPD) Restaurant 3,078 seats @ 50 GPD/seat = 153,900 GPD Bars 198 seats @ 15 GPD/seat = 2,970 GPD Community Center 1,173 sq. ft. @ 5 GPD/ 100 sq. ft. = 59 GPD Retail Stores 112,676 sq.ft. @ 5 GPD/ 100 sq. ft. = 5,634 GPD Fitness Club 20,888 sq. ft. @ 35 GPD/ 100 sq. ft. = 7,311 GPD Residential 382 apartments @ 200 GPD/ apt. = 76,400 GPD Grocery Store: 9,600 sq. ft.(') @ 50 GPD/ 100 sq.ft = 4,800 GPD 21,400 sq. ft. (2) @ 5 GPD/ 100 sq.ft = 1,070 GPD TOTAL = 252,144 GPD (1) food preparation, deli, butcher shop, seafood shop, etc. (2) dry uses 02-1135- BRICKELL MAINSTREET ANTICIPATED AVERAGE DAILY SEWAGE FLOW IN GPD Averag-- Daily Flow Sewage Flow = 252,144 GPD Average Flow (gpm) = 175.10 GPM Peak Flow (gpm) (1) = 612.85 GPM (1) Peak Flow uses a peaking factor of 3.5 02-1135 BRICKELL MAINSTREET SOLID WASTE GENERATION IN POUNDS PER DAY (PPD) Restaurant 3,078 seats @ 2 PPD/seat = 6,156 PPD Bars 193 sects @ 1 PPD/seat — 198 PPD Community Center 1,173 sq. ft. @ 1 PPD/ 100 sq. ft. = 12 PPD Retail Stores 112,676 sq. ft. @ 4 PPD/ 100 sq. ft. = 5,634 PPD Fitness Club 20,888 sq. ft. @ 2 PPD/ 100 sq. ft. = 418 PPD Residential 382 apartments @ 12 PPD/ apt. == 4,584 PPD Grocery Store: 9,600 sq. ft."' @ 50 GPD/ 100 sq.ft = 4,800 PPD 21,400 sq. ft.(2) @ 2.PPD/ 100 sq.ft = 428 PPD TOTAL = 22,230 PPD (1) food preparation, deli, butcher shop, seafood shop, etc. (Z) dry uses 02-1135 EXHIBIT `E' 02-1135 r�ccp - �o�o��F,r G•41' ,vi9Tv�.9t y�f .y�ivf •M i 1 lo_ 3 -DO 21/ I.ol!' ' n►u l � 1 I I I f tm nna 1 , � of SIMI k — � cel , _ f JJ rn7 ..11 d I I 1 It %�f 11 i—"—'-� p@ sm. 1 f or OQIr ' j j i i ! i I WA111 .r.Jl i I i Z4 •M i 1 lo_ 3 -DO 21/ Mary Brickell Village, Phase IV & V Economic Impact Analysis Submitted to: City of Miami Prepared For: CONSTRUCTA, INC. Prepared by: Sf I. M fl"TON, BRUNSON & COMPANY, P.A. )0,001 Certified Ptiblic Accountants & Business Consultants One Southeast Third Avenue Suite 2100 Miami, Florida 33131 (305) 374-1574 - - -0 2--1135 Mary Brickell Village, Phase IV & V TABLE OF CONTENTS PAGE(S) THE PROJECT OVERVIEW 1 EXECUTIVE SUMMARY Introduction 2 Summary of Benefits 3 OBJECTIVES AND DEFINITIONS Objectives 4 Definition of Economic and Tax Impact 4 Direct and Indirect Effects 4 Measures of Economic Impact 5 Description of Results 6 DISCUSSION OF THE RESULTS BY ECONOMIC INDICATORS Impact Indicators 7 Results of Indicators 7 Impact of Construction 7 Impact of Ongoing Operations 8 Impact on Local Tax Revenues 8 Analysis by Economic Indicators 8 Employment 8 Wages g Output g Local Taxes 10 Public Sector Cost 11 Impact Fees 11 EXHIBITS Exhibit I: Summary of Economic Impact 12 Exhibit II: Impact and Other Fees 13 n2-1135 Project Overview Mary Brickell Village (formerly known as Brickell Main Street) includes a two level lifestyle center of approximately 165,000 square feet and previously included a 300 -room hotel. The program for Mary Brickell Village has now been modified to include a 384 -unit apartment tower and gourmet grocery supermarket in place of the previously contemplated 300 -room hotel. An economic impact analysis for the lifestyle center was prepared and submitted to the City of Miami on February 11, 2000. The lifestyle center will be developed as Phase I, II & III. This analysis is limited to the apartment tower and the gourmet grocery supermarket ("the Project") and is being developed as Phase IV & V.The Project will be located between 9th and 10th Street from 1St Avenue and Brickell Plaza. The site consists of multiple parcels totaling approximately 5.2 acres. In Miami, the Brickell Avenue area has become the City's Financial District and is headquarters for international business in the U.S. The "in -town" neighborhood between Brickell and the Bay is also the most desirable residential address. Mary Brickell Avenue, the newest addition to the Brickell neighborhood, offers the energy, the activity and the feeling of being in the heart of the business and cultural life. Most importantly, the convenience of the location brings additional people to enjoy restaurants, entertainment, the nearby, convenient Metro People normal business hours and in general, expand the quality of life in Downtown Miami. The Project's 384 apartments will have large, efficient floors plans with a mix of one bedroom/one bath and two bedroom/two bath apartments. 42-11-35 Introduction This document represents an in-depth economic and tax benefits analysis of the developmental and operation of the second phase of the Mary Brickell Village consisting of apartments and a grocery store. The Project currently contemplated is comprised of the following components: ❑ 384 units of high-quality residential ❑ 636,242 gross building area ❑ 625 parking spaces This analysis encompasses the entire Project and estimates the economic and tax benefits for both its developmental and operational phases. FJ - - - --02=1135 Summary of Benefits Significant Community Benefits: Jobs Wages Taxes Economic Activity Residents' and Retail/Restaurant Employees' Spending Impacting Local Businesses: ➢ Food ➢ Recreation/Entertainment ➢ Transportation ➢ Retail The following table and charts summarize the economic impact of the Mary Brickell Village, Phase IV and V development. Economic Activity Stimulated Output Wages Taxes Jobs Created CONSTRUCTION PERIOD IMPACT $ 84,633,062 25,895,376 $ 110,528,438 406 ANNUAL RECURRING $ 22,793,493 8,201,490 1.533.264 $ 32.528.247 77 3 Objectives And Definitions Objectives The objective of this analysis is to provide information on the various benefits created by the Project and to prepare an estimate of such benefits to the City. Our analysis is based on an economic model, which estimates economic and tax impacts of various projects on a designated area. The model is specifically tailored to the City of Miami (the City). Definition of Economic and Tax Impact The construction and subsequent operation of the Project will create important benefits within the City. These benefits include new income, new jobs, new tax revenue and new economic activity impacting upon every sector of the local economy. Moreover, through the multiplier effect of respending and reinvesting, indirect economic benefits are added to the direct benefits brought about by initial construction expenditures, the expenditures from ongoing operations and new spending at the retail enterprises. Direct and Indirect Effects The total economic impact of public and private projects and policies on a region does not end with the impact from the initial construction expenditures; the continued benefits to the local economy must also be considered. Income to firms furnishing construction materials and services is subsequently converted into employee salaries, material purchases, investment in plant and equipment, savings, profits, purchases of services, and a variety of other economic activities. Income to laborers is subsequently. respent for purchasing of food, housing, transportation, education, entertainment, medical and dental services, clothing, personal services, and a wide variety of other goods and services. Furthermore, income to the governmental unit is respent as salaries, purchases, and support of a variety of programs, including education, transportation, and social services. In turn, individuals, firms, and governments furnishing these goods and services again spend their income for more purchases, salaries, investments, and savings. In this manner, indirect benefits result each time the initial sum is respent, and the additional sum available in the local economy induces further job creation, business development and savings. Quantification of these indirect benefits has been the object of considerable economic study. Because economic relationships are so complex in our modern society, no single area or political unit is a completely self-contained economic unit. Therefore, purchases from other areas and political units are necessary, and goods services are exported in return. As purchases are made from other units, some of the benefits of economic respending are lost to the local economy. Ultimately, a smaller and smaller portion of the initial sum would remain, until, after several rounds of respending, an insignificant sum is left. 4 -0-2--1135 Objectives And Definitions The indirect effects can be viewed as a set of "ripples" in the economy. Indirect, like direct, resources require labor, materials, equipment and services for their production to induce further job creation and spending of wages. The "ripple" of the indirect effect multiplies the original impact of the purchase. The common measure of the magnitude of the "ripple" effect is called a multiplier. A multiplier measures the total magnitude of the impact on each particular economic indicator as a multiple of the initial, direct effect. For instance, a multiplier of "1" would signify no "ripple" effects as the total impact is 1 times the initial impact, while a multiplier of "2" would imply that the total impact is 2 times the direct effect. The actual magnitude of a multiplier depends on the likelihood the goods and services purchased in a region would be produced in, or provided from the region. The model we used to estimate the total economic impact incorporates a multiplier developed by utilizing past consumption and production patterns in the City. There will be significant economic benefit derived from the expenditures of the residents of the Project on eating, drinking, grocery, recreation, retail etc. This report does not include the economic impact of such expenditures. Measures of Economic Impact Various measures can be used to indicate the impact of a policy or project on a region. Specifically, for this study, they are the increases in local employment, wages, tax revenue and output that result. Definitions of these measures are as follows: Employment is measured full- time equivalent jobs. Wages include wages, salaries, and proprietor's income only. They may include non- wage compensation, such as pensions, insurance, and other fringe benefits. Wages are assumed to be expended by households in the area at which the wage-earner works. Local taxes include additional revenues from both ad valorem and non ad valorem assessments. Direct expenditures include those sums expended for land acquisition, site preparation and all hard and soft costs associated with a project. Indirect expenditures are those sums expended within the local economy as a result of the "ripple" effect described earlier. Output describes total economic activity, and is essentially equivalent to the sum of direct and indirect expenditures (exclusive of wages and taxes). 5 02-1135 Objectives And Definitions Description of Results For the purpose of describing the total economic benefits of the Project, the related expenditures and economic activity stimulated have been broken into two categories: Developmental Annual Recurring Developmental expenditures include those expenditures related to the design and construction phase of the Project and related amenities. Annual recurring activities stimulated are those expenditures incurred in connection with the ongoing operation of the Project, and the sales and expenditures of the retail enterprises. 02-1135 Discussion Of The Results By Economic Indicators Impact Indicators We measured the Project's impact on four commonly used indicators of economic activity. Those indicators are: Jobs Wages Total output Local taxes Results of Indicators Exhibit I details the Project's direct and indirect impact on the above economic indicators for Miami. A summary of such impact follows: DEVELOPMENT The economic indicator most commonly measured, and publicly reported on to gauge the economic impact of a public project is output. The impact of a project on the indicator outgut is often referred to as the project's economic im act. Impact of Construction The site preparation and construction expenditures, including soft costs and impact fees are estimated at $58 million. Such activity will create approximately 406 new full time equivalent jobs. The workers will earn approximately $13.8 million in direct wages. (One Time) OUTPUT WAGES TAXES EMPLOYMENT Direct $ 45,036,751 $ 13,780,000 406 Indirect 39.596.311 12.115.376 $ 84,633,062 $ 25,895,376 406 ANNUAL Operational: Direct $ 2,329,344 $ 644,352 $1,533,264 24 Indirect 2,047,959 566,514 Retail 18,416,160 6,990,624 53 $ 22,793,463 $ 8,201,490 $1,533,264 77 i Discussion Of The Results By Economic Indicators Impact of Ongoing Operations and Retail Enterprises As a result of the on-going operation and maintenance of the Project, Miami will gain approximately 24 new, permanent, full-time equivalent jobs. The wages of the workers who obtain these positions will provide an impact of approximately $1,210 thousand annually. The retail enterprises are estimated to create 53 permanent, full-time equivalent jobs. The wages of the retail workers will provide an impact of approximately $7 million annually. The total expenditures for the Project's operations, and the retail sales will provide a new, permanent impact of $31 million annually to the City's economy. This impact consists of the effects of new retail sales and the direct expenditures from the maintenance, security and day-to-day operation of the Project, and the multiplied effects of such spending thus creating indirect benefits. Impact on Local Tax Revenues As a result of the construction and operation of the Project, various state, city and city governments and agencies would gain an estimated annual tax benefit of $1.5 million. Analysis by Economic Indicators Our analysis of the economic and tax benefits of the Project was done by each major phase of the Project. We identified the major phases to be developmental and operational. This analysis determines the economic benefits to the City by identifying such benefits for each of the phases. The effects on economic indicators used to measure benefits (employment, wages, output and taxes) were computed for each phase. Employment Employment is one of the most important economic benefits of the Project. It is one of the most accessible and direct benefits for the City's residents and it's residents and is a primary means by which developmental, operational and maintenance expenditures generate indirect economic benefits. A portion of this employment occurs on-site as a result of new spending at the retail enterprises, and a portion is derived from on-going operations of the Project. Further employment is generated off-site by the expenditures of employees of the Project and businesses located in the Project, at area businesses. As can be seen in Exhibit I, total short-term (developmental) employment will average 406 employees over an eighteen -month period and a total on-going employment will average 77. The total on-going positions can be summarized as follows: Management Security Parking Maintenance/Facilities Retail D Discussion Of The Results By Economic Indicators Wages The analysis deemed wages are a direct by-product of employment. As discussed in the above section, both on-site and off- site jobs are created. There were both temporary and permanent in nature. To compute the wages associated with the new employment we started with budgeted data directly related to the developmental and operational phases of the Project, and we incorporated data from our research on retail sales. Employment, such as construction related employment, was obtained directly from construction estimates. These numbers were tested for reasonableness. Output The output generated, as a result of the development and operations of the Project, is caused by the following type of expenditures: Development costs expended in the City (100%) Annual operational expenditures of management company New spending in the locality by employees of businesses located in the Project To incorporate the impact of dollars being respent and/or reinvested in the City, a multiplier was applied to total direct output. A multiplier of 1.8792 was used to determine total direct and indirect output created by the Project. This multiplier indicates that for every $100 spent in Miami, another $187.92 will be respent or reinvested in Miami. This multiplier was obtained from the Dade City Planning Department. Direct output from the developmental phase of the Project is primarily a result of developer costs. These costs include land acquisition, site preparation and soft and hard costs relating to the Project's construction. To determine the total output we determined what development costs were expected to be or had been spent in Miami. Total direct output during the development phase is $45.0 million. Total indirect output created by the direct respending in Miami is $39.6 million. Thus total Miami Output from the development of the Project is $84.6 million. The final component of output results from the direct operating expenditures of the Project, and the indirect benefits created as a result of the multiplier effect on direct output. The Developer provided us with an annual operating budget for the Project. An overall assumption was made that all expenditures would be spent initially in the City. 9 Discussion Of The Results By Economic Indicators Output (Contd.) The total operating expenditures incorporate all estimated expenses of the ongoing operation of the Project. The impact of the retail enterprises was measured separately as an economic indicator. To incorporate the potential respending and reinvesting in Miami, the multiplier effect was measured. By applying a multiplier of 1.8792 to the total direct output from operating expenditures and the retail enterprises, we determined total output (direct and indirect) from on-going operating expenditures and retail sales. Total direct output created from retail sales and operating expenditures is $13.8 million. Total indirect output created from retail sales and operating expenditures is $12.1 million. Total output created from ongoing operations and retail enterprises is approximately $25.9 million. Local Taxes A key and significant benefit generated from the development and operation of the Project is taxes. Several types of tax revenue will be generated from this project including ad valorem taxes. Specific ad valorem taxes include real and personal property taxes. Other taxes include occupational taxes and community development taxes. New real property taxes will be assessed on the Project. The assessment is based on a predetermined mileage rate being applied to the taxable value of the real property. We computed real property taxes for the developmental phase based on the cost of the development of the Project. This assessment base is very conservative since tax on real property typically is assessed on appraised values and not actual cost. The basis for ongoing taxes is also overall cost. The mileage rate was obtained from the City Tax Collectors office relative to the Project's location. The projected annual real property taxes are approximately $1.5 million. Total ad valorem taxes assessed by Miami -Dade County are allocated based on mileage rates to certain governmental entities. Listed below is the allocation of projected tax revenue. City Operating $ 500,778 City Miscellaneous 27,837 School Operating 474,780 County Operating 318,060 Debt Service - City 67,810 Debt Service -County 30,732 South Florida Water 33,237 Library Operating 25,109 School Debt Service 47,211 Florida Inland Navigation 2,143 Environmental Projects 5.567 TOTAL $ 1,533,264 10 __ 02-1135 Discussion Of The Results By Economic Indicators Local Taxes (Contd.) Although not quantified, the City, through its receipt of allocated state sales taxes will receive an additional benefit as a result of the development and operation of the Project, and from the retail enterprises. Public Sector Costs Impact fees Very significant factors in measuring the economic impact on a specific region of a project are impact and other required development fees. A summary of these fees are listed below: City of Miami Developmental Impact Fee City of Miami Developmental Admin Fee Downtown Devi. Supplemental Fee Miami -Dade County School Impact Fee Building Permit Fee Installation Energy Fee Other Fees For the purpose of this economic impact analysis, fees are included as a part of the direct development cost (output). Impact fees total approximately $971 thousand and other fees total approximately $802 thousand. These fees are shown in detail in Exhibit II. 11 02-�35 Exhibit List Exhibit I Summary of Economic Impact Exhibit II Impact and Other Fees 02-1135 Exhibit - I MARY BRICKELL VILLAGE, PHASE IV & V ECONOMIC BENEFITS STUDY SUMMARY OF ECONOMIC IMPACT DIRECT DEVELOPMENTAL OPERATIONAL RETAIL TOTAL DIRECT INDIRECT DEVELOPMENTAL OPERATIONAL RETAIL TOTAL INDIRECT TOTAL BENEFITS TOTAL DEVELOPMENTAL TOTAL OPERATIONAL TOTAL RETAIL TOTAL BENEFITS EXHIBIT I 12 OUTPUT WAGES EMPLOYMENT TAXES $ 45,036,751 $ 13,780,000 406 2,329,344 644,352 24 $ 1,533,264 9,800,000 3,720,000 53 18,144,352 483 1,533,264 57,166,095 39,596,311 12,115,376 2,047,959 566,514 8,616,160 3,270,624 50,260,430 15,952,514 $ 107,426,525 $ 34,096,866 483 $ 1,533,264 $ 84,633,062 $ 25,895,376 406 4,377,303 1,210,866 24 $ 1,533,264 18,416,160 6,990,624 53 $ 107,426,525 $ 34,096,866 483 $ 1,533,264 12 Exhibit - II MARY BRICKELL VILLAGE, PHASE IV & V EXHIBIT 11 ECONOMIC BENEFITS STUDY IMPACT AND OTHER FEES IMPACT AND OTHER FEES: A Development Square Footages: Square Footage 1) Total gross building area (with parking) 636,242 2) Maximum development area (F.A.R.) 435,000 3) Residential F.A.R. 350,000 4) Retail F.A.R. 28,000 5) Lobby area 1,544 6) Gross parking area 201,242 B. Impact Fees: Amount 1) City of Miami Development Impact Fee (Ord - 10426) $ 275,744 2) Development Impact Administration Fee (Ord - 10426) 8,272 3) Downtown Development Supplemental Fee (Ord. - 10461) 130,501 4) Miami -Dade County School Impact Fee 556,799 Total of all Impact Fees $ 971,316 C. Non -Impact Fees: 1) Miami Dade W.A.S.A. "connection fees" $ 546,618 2) Building Permit Fee 127,248 3) Installation Energy Fee 63,624 4) Major Use Special Permit Application Fee 30,000 5) Miami -Dade County Code Compliance 22,596 6) Radon Gas Fee 3,181 7) Fire Plan Review Fee 6,044 8) Ground Cover Fee - 9) Land Use/Zoning 2,254 10) Zoning Review for Building Permit Fee 60 11) Certificate of Occupancy Fee 250 12) Application Fee 35 Total of all Non -Impact Fees $ 801,910 Total of all Fees for Project $ 1,773,226 Source: City of Miami Planning, Building and Zoning Department, Miami Dade County Impact Fees 13 02-113 i 1..-Y CITY OF MIAMI OFFICE OF HEARING BOARDS DATE OF FILLU *Umvr I; -- URV Y SCAM > • = so'—o• I cect 0 N 0 By; 7 Signature aiycvz due,- Ki ;r,+, imply approval 02 — 1130 SURVEY NOTES �NCNN�IR�K n59 X (U.S.D DIV B MIAMI) LEGEND ' pm ISEVATXNI 1B.GB VEATICA. DATUM BASED ON CITY OF NWA DATUM CONC N.S.P. P.N. . CONCRETE NETN. 51GN POST PAAK9J0 NLTFA BUILdNGS SHOYM FOR GRAPNIC PURPOSES ONLY C.LP. �.P. .CONCRETE U6NT POLE POWER POLE NO VNDFFGROUND UTIl111E5 LOGIED B.S.T. .WOOD BELL SOURI IELEPNONE E%CFPT AS SHOWN. G.V. F.H. GATE VALVE FIRE NYDRAIJT fL00D ZONE Ali N.H. MEM BOX WATER METER EL. B.0 120850 0191 J 3/2/94 W.M. C.B.S. M.M.L. .CONCRETE BLOCK STRUCTURE NV,U MONVNENT UNE CIT• OF MVMI DATUM IS 0.28' HIOFIFR OF 1929 B.B.L. �•• = HDR UNE MANHOLE 1TiAN ,mNoA VERRCAL DATUM (N.G.V.D.) CONCRETE PcffjR POLE C.D.D. N VALVE BOX CITY OF MIAMI OFFICE OF HEARING BOARDS DATE OF FILLU *Umvr I; -- URV Y SCAM > • = so'—o• I cect 0 N 0 By; 7 Signature aiycvz due,- Ki ;r,+, imply approval 02 — 1130 n Crede L)D mown Miami LLvelopmentAuthonty- 1.99.9 C✓ w Miami Vicinity K Cm&t lbw tow Miami Developm=iAutizorily-1999 C a t r � W-7 I x -82 .. Aid It r SITE BIRD'S EYE VIEW EXISTING APARTMENT BUILDING W 0 L i 09► G W� M UIQ 0. aNl ,s pq «awn awn s a. A L V A 0. l L F AL i �'•�.-� -. _ate - - \I MARY ISRICKILL VILLAGE swomm"'0AVEWW."m SAW SUBMITTAL OT•II•02 EXISTING OFFICE BUILDING ONE WORLD TRADE PLAZA EXISTING APARTMENT BUILDING C O N 6 T R O C T A r Q -- a I f L l 3 1 f):°5. 0 1. 1 1_.36 02-1135 0 w Z 2 5"71k1f I LL 0 $�7 x z �s.F Sia- L O 0 0 /LL : O 0 D � CL N m Bridwn Mainstreet - Project Information: for Major Use Special Permit ns_nF�n ZONING DISTRICT: SD -7 Central Brickell Transit Commercial -Residential District SITE INFORMATION: REQUIRED/ALLOWABLE APPROVED MUSP 6A-00 REVISED 8-27-01 REVISED 5-06-02 REVISED lot/300Lt_-551ar Gro.. BuiWiq Ams -i.1 wm in .IDM Gmr Garble Am. PHASE I PHASE IV & V TOTAL PH. I,IV & V Gra.I�Am dc.-od imludm8 cpm w.awrys ofphu Bl k 133,360.!-5.7 sar Black 7l � 133,363 aL NO CHANGE ToW - 261.553 Lt -6.01 acrr Tart-88,%2.!-2.05.aa 330,535... - 8.1 uns Not Lot Arta TOTAL CARS BIOak72- 47073.E w..>...,.-, w Pavlded.1,338 e.m RdrVRrrmmr -Lana l 4.evel2 IOg,800 Lt 87,ODD.E 95,700 .t. w 1 ..-/.1 sloe. 80,543 .E T.W-182,817.E-4.2- TOW-42,577.1-.98rra 225,394 Lt-5.2.aee Gmr FmnAre.: 78,000.[ 76,301.. 3 198ff 755001.Lt Nm-aaidmusl-235. Orw. RmidrtW-6.0x Omr 717,829.E 1 1 IO.L 197,380..4. 208,000.E 165,578.E 31,400.1 1%,978 Lt 9.. 197,560 Lt 207,130.1. WA 604,842.E 6a�Lt, MioimrmLot Cavr.ge No dam N/A 195,960.1 1 0.46%OfFAR. 1,600. L1 11.170.1 NIA 120,640..t 36,867.E 157.0'7.t 4351%dO.LA Miaioum Ysrd Sdbmb 10thSeal-12'-0" S. Wo.W Aveaue-12'-0" 108, Sb.d-17'-0" NO CHANGE 10th Sid -1S-0" IOth Bhrt.1T-0' N/A 9th Stat-li'-0" S. Mimi AlvPs.o.pp-I2'-0" 9th Stat -f' -0"k 10-0" S.Mi®Avm.p•I2'-0" 8. Mi�W Amu¢ -WA NA S.E. IN Avma-15'-0" S.B. InAr®e-IT-0" 9th Str 2.3'-0"k 10'-0" 91b 9brt- d 7 S.W. v4mF- S.W. In Avmue-N/A S.E. In A-- IS' -0" 8.a idA--WA 1534..E ,841. COmmdl 4k. -P Slone h.mrrAlrrYrd.-mum. ImaiodRnryrd.- m mia NIA S.W. ld Avmu.-N/A S. W. Id Aura. -131.0" Cone 4 Building I,SW LE Above l8'-ddidorl l0' Ab-4r-rmerrat.elMOb 1,230.t I.IrIn/Rar yde•m Wa Above 48'-e.mretad.db.r3u ItbdadaeryrN•mmit Abom 48'-rmer a.Iwand. 3%" LF. Rafts He&No RaWI m.bdadnr � pl2r-O' (Nom gede PidW3&1' $; ped. P2V-0" ) P.[tiog 2l d.: 30'-0" 71ve1.: 60'-6" �No 12I.W. 179-6" 71.v.L: 62'-6" NO CHANGE IO I..IN 961-r WA 9Imb: %,-V Aa�iWm0a1 WA NO CHANGE WA WA 2{mv.b: M-10' r�7SEr-b� romp ma - owSpre ow Pimea ILtI50..t-Over 50,000.L. 3,469 Lt 24,100.f apr.9r. 34,000.1 apr gyre Rratlmd 1.l k . 62,177E Helamin 50,515 Lt 1,997LEffl nx23Boon- iE 158,623..apr.p.n �STT�_ 1 50 -0 GROSS BUILDING AREA PROJECT TABULATIONS: APPROVED MUSP 6-9-00 GROSS FLOOR AREA REVISED 5-27-01 PROVIDED REVISED lot/300Lt_-551ar Gro.. BuiWiq Ams -i.1 wm in .IDM Gmr Garble Am. Omr BuBdrgAma-mal..rv'in nraP. G- Crrble Ams I-arNeAraa .:. `= dc.-od imludm8 cpm w.awrys ofphu Tart Hrdop Sprr m-mtrdud in 2 P.vnawq.dpa- TOW Providd- 964am 22 H.C..pca, plr= P.1em8-176am t< Mer. Allowed-1,Of3 an .pea TOTAL CARS Rsa Pavlded.1,338 e.m RdrVRrrmmr -Lana l 4.evel2 IOg,800 Lt 87,ODD.E 95,700 .t. w 84,W) Lf. 80,543 .E MARY eR11 79,800.4. .f 89,000.E 78,000.[ 76,301.. GROSS BUILDING AREA PROJECT TABULATIONS: APPROVED MUSP 6-9-00 GROSS FLOOR AREA REVISED 5-27-01 PROVIDED REVISED lot/300Lt_-551ar Gro.. BuiWiq Ams -i.1 wm in .IDM Gmr Garble Am. Omr BuBdrgAma-mal..rv'in nraP. G- Crrble Ams I-arNeAraa 2ar/3udnmr.-192c dc.-od imludm8 cpm w.awrys ofphu Tart Hrdop Sprr m-mtrdud in 2 P.vnawq.dpa- TOW Providd- 964am 22 H.C..pca, plr= P.1em8-176am TdrALCARS Mer. Allowed-1,Of3 an .pea TOTAL CARS Rsa Pavlded.1,338 e.m RdrVRrrmmr -Lana l 4.evel2 IOg,800 Lt 87,ODD.E 95,700 .t. 110000 e1 84,W) Lf. 80,543 .E -L.ve13 79,800.4. .f 89,000.E 78,000.[ 76,301.. 3 198ff 755001.Lt NMI 16,330LE/5- 1030 LE/5- .121tt 1z w/24 rem. per son x 12 Boon x 12 Boon WA I%960 t 195,960.1 -[.obbyB3rice 1,600. L1 11.170.1 197,360..E wW 207,130 Lt told -982 WO N/A 23,131..[/Boor 24 Boon -cabyr 1534..E ,841. COmmdl 4k. -P Slone WA NIA 31 p00.t. Cone 4 Building I,SW LE I,SOO LE I,SOO.t 1,230.t 1,237.1 TOTAL 3%" LF. 415,130 &F. 801,820 BF. PARKING TABULATIONS: APPROVED MUSP 6-9-00 APP MUSP 6 9-00 REV 8-27-01 REV 5-06-02 GROSS FLOOR AREA RBQUHtffiYALLOWABLE PROVIDED R.WI/Cmmmlry B14-165,380 Lt lot/300Lt_-551ar Subp}de-300 ea.(11'.) Rednrrrt-32.000.f. lar/300.X320- I1ppn Peke -388 O.n(51v.) bel. rW-22 H.C..p m Hold -288 room. 2ar/3udnmr.-192c Upper Plot -176-(21,) Tart Hrdop Sprr Mu. -1,063 rn. 20+ 16>r aOh100 Oen ovr l,ODO nn -2l ars mm. TOW Providd- 964am 22 H.C..pca, plr= P.1em8-176am TdrALCARS Mer. Allowed-1,Of3 an ProrMld-1,840 nn PARE NG TABULATIONS: REVISED 8-27-01 APP MUSP 6 9-00 REV 8-27-01 REV 5-06-02 GROSS FLOOR AREA RBQUIRMAtLOWABLE PROVIDED ReWVCemmmiry Bldg. - 158,000.£ 1 nr / I,OOD.f m¢ -158 em NO Stbgrwk Peeking Repast -50,000.1 1or/900.Em¢-63 oro Uppn Prk.-564 an(6Iv) W IDW-12 H.C..pra Hord -288 room. I-/4adbma.-72nn UppnPdc-72am (1 Iv.) lout- I H.C. TOW Hrdim SPrr Mm. -193 cue 2a Oflabl-H.C.-13 an T.WPmvid.d-636aen 13 H. C. grrr TOTALCAaB Mi.. All d-293 nn Pr..MW_d36rn PARIQNG TABULATIONS: REVISED 5.06-02 APP MUSP 6 9-00 REV 8-27-01 REV 5-06-02 GROSSFLOORAREA RRQUIRMALLOWABLE PROVIDED Rdd/Cmmmiry Bldg.. 120.034.£ Reamm -44,30711 1cr/I,OOD Lf ma -120 ca. 1 or/ 800..f. vrx. -56 wn Provided- 747 ou. Hotel -288 mom. WA WA Rddmdd-382mib lar/m0-392em Provided -514= G.rY Stne 1 ar/ I.000.f -- 32 oro Provided -97 am Tad HmdkW Sp- Mia -590 cue 2K Mtobl - H.C. -12 m. Provided -40 me TOTAL CARS N. AB.wd-6%em Pavlded.1,338 e.m LOADING CALCULATIONS PROD TABUL: I REQ'D/ALLOW APP MUSP 6 9-00 REV 8-27-01 REV 5-06-02 thou BoOdmg Arae: 12'x 35'brth dm 716,171 SP. 5r.q'd- 500,000.tgmr 2®11'x35' NO CHANGE 2®1Tx5s 2*lO'x25' 3@12'x 35 02--1135 T R U C T� A 0 T T�� 02--1135 76 m *STREET N SITE PLAN SCAM- 1:30' 02-1135 i CCC 1 , L, -0 ❑ ❑ ❑ o f---------------sir.-fM-sTREET----------------------------------------------------- i STANDARD CITY OF MIAMI DRIVEWAY ENTRANCES REQUIRED b Q _4 ui I`MNV� W LL<m viz m LL o vOCL ' W CA V 0 L o 0- q 7a L CL r� Q. m a a CD m S T R V ,C' T.4 v- 0 2-1135 El I I I A I I II I I V I I I I I I I I i SECOND FLO LAN 9C61E: 1/16' = 1'-0 J I I EVTYPICAL PARKING STALL BCAii 4/4/ = 1'_0• co tii 02-1135 0 b 2-uj r �` U�a.�� m O UJ (i)r2Z o N0 CGD 0 �®J CLN W LL 0 m c c� 11 m N m t1 co tii 02-1135 THIRD FLOOR PLAN r N O O N CQ J CITY OF MIAMI OFFICE OF HEARING EOARI- PLANS REVIEW Public works - Data 23 °Z— By: __ Zonin • Data Z sy abovr does not imply approval E IL ka- i M fft CITY OF MIAMI OFFICE OF HEARING BOAP17--.3 PLANS REVIEW Public works Dataate By� S Date =. date J -11Z — above dues not irnply approv,."_ 02-113" ly OF OFFICE OF H��R�A;6(A,�?1 PLANS RL,:VIC Public works -Date 3 6- - abort. 02-1135 cITY OF MIAMI m, OFFICE OF EANS ARIYG BOOP%, Public WOft-Date i/ 1 . bate " �. CITY OF MIAMI mqj ogrFPCE OF HEARING BOAS777 PLANS REVET.V vloeKs Date By Z n P. nt Ig D By: Signat Vt, uue!-Jcti�rply aD AUTOMATIC CLOSING GATE W/SELF LATCHING DEVICE CITY OF rMAMI OF HEARING BOARDS PLANSEVIIE?Y Signature above: 02-1135 A U C- .. cii Q y a ry 02-1135 ' 1,384 Sr IrE VL OOM ll 50 SF 1,461 SF 1,150 SF D is 2BEDROOM IBEDROOM 1,260 SF 00 SF Accessibility Note: All public and common maj (outdO individual apartment J� units) are designed to mad t4e accessibility requirements M by IF chapter 11, Pan A, "Florida tomsibility Code", of the Florida 14-4 Building Code 2001. -- �--' '�=�=� = !Housing Acceesibility - 0 wo`Le'setc r" .•.. a. c- 6 0 U`.6 T 6 U C T A .. _ • RL wwa , .. ,�,o,::.: MARY, - 7RIC[!tt VILLAGE - ' u a�nco am -... ::.:,. :. ...... %U90NHALWIAVE AiId,�,ROIAOA; U „ - ,MUlP BUBYITTAt IT•t3-0Y 'C II'.I 1 1 :IR! XI II: .ill 11 !!11 I IX 16 1'. 1 ■e 1 1 ■■ 11 .ue eel � _- 1 �-e■ II:I 1 1 3sl NI III .111 N 1111 I IATA 11 1 ■e !111 1 1 11 ell SIX I 11 MOVE tll II! III 11 tlll 1 — 1 IX e■ II I 1 ee I IR'. `aye III II'. III II 1!111 1 IX 11 1 i:: ■■ 1111 1 1 11 ee 1 ll I 11 caro III 11 111 11 � fer 1111 1 1 IF Ifi i' 1 � IA IC 1'. 1 ee II I 1 ■■ 1 :Ia1 SOON r1 111 11111 ee ee 1 u ee 11 .ill11 Mo■ ae 1 II,III1 1 M ee 1 11 ■■ 11 tlI III Hill eue � 11111 - - 1 NO 11 1 �• 1111 1 1 1@I pl I� JII {I _!111I - - NIA 1' 1 ee: II',I 1 ee I J61 ■rug n! 11: dll N ` 1:11 � ee II'I i 1 11 ■■ i X111 11 mere tll 111 III II 1 !!111 IV It 1: I la 1 11 1 Non 1 i[Xa'i! 1 1 ltl 1: 1 I 1 I'IFI l i 111111. ■MINES 1111@':1!1.11.1 1 I!111 tlr 1, .II ■■= 1 ■■ I It, eeeeee IIt:IC N1111111 1 NOV 11111 IV IX 1 ■o: 1 11 as 1 ■*WEN .' — 11111 I .IRI Al1:lA!Bt 1111111 11111 111111. I .` ■e r11er � _ LLLLI II'I 1 ]I1 1111 11.14 11 I ■e. 1 —nual 11 1W, 11011.Se i■iWNW � mmilresl".m1, -i:1 om 1717111'1'C17 7- 1171,1 I"11rr I =__�i� , _�� ►� :: �i�i III��: I�II_III�► ,! �I�' SII • � :. ��I� ��II�I�111�111�1, � =1 r;, Wk. 9 (RSG'• ■ �f 1 •II f I Blass. ij x sm S T 1 W a>.a i 11 111�N is �ll��t3��er�wr� wriimaa��d�eti� . _- OF MIAMI lEARING BC. AP'�' IS REVIEW 7;;e -'s not imply approve NORTH BUILDING ELEVATION S=: 1:20' W 0 L f A I L If 8 T A 0 C T A C) u fzo*-W. WD -M4 MARY P311ICKILL VILLAGE *sv NU I P SUBMITTAL 07.22-02 T I L 3 0 02-105 �pffil ENLARGED ELEVATION SCAT 1/8•=1'-0• W o L P 9 9 R c uwrrA.. •w 4 M Wt A 1N• 16 —1 4"m Y 001••A Ir1S� A L V A It I Z C ENLARGED ELEVATION ENLARGED ELEVATION FAIL 1/8•_1'-0• EXTERIOR I ERIAL AND FINISH LEGEND Q ALUMINUM FRAME WINDOW W/ GREEN TINTED G S Q PAINTED STUCCO FINISH Q DECORATIVE EIFS TRIM Q CAST STONE O PAINTED ALUMINUM RAILINGS 0 STANDING SEAM METAL ROOF Qi ORNAMENTAL BRACKETS eO CANVAS AWNINGS Q ALUMINUM FRAMED OPENING W/ SCREEN to ORNAMENTAL BAHAMA SHUTTERS tt DECORATIVE PANEL t2 MOSAIC TILE t3 DECORATIVE GRILL u TEXTURED STUCCO W/ SCORELINES is METAL CANOPY is DECORATIVE LIGHT FIXTURE n GABBLED TRUSS to TRELLIS t:t PILASTER ® DECORATIVE MEDALLION 2t LANTERNS Q DECORATIVE METAL TRUSS Q METAL LOUVERS z4 OVERFLOW SCUPPER CITY OF MIAMI OFFICE OF HEARING BOARDS PLANS REVIEW Public works - Date 23 ov By: Zoning • Ca 2 P''rIn' Signature vt: does not imply a C 0 0 6 i 0 U C T A 0 MARY BRICKILL VILLAOE t o*11Ts 13 a CE0911MMIMOAVIIMAK LOWA MUIIP SUBMITTAL 07.23.07 T E - - 5 N 0 0 N G�2 U J ENLARGED ELEVATION sorra: L/e•=V—o• M O L!■■ L G urrr� •w a• w• ••n a ar A (7N) Ili-W� m �1 M►rw Y MlY• A rMl A L V A a l Z POOL DE( r. 5 ENLARGED ELEVATION =>,�— MARY INNICKILL VILLAGE INSCI MINUAVEYAY,110M MUIP SUBMITTAL IT -n-02 EXTERIOR MATERIAL AND FINISH EGEND tQ ALUMINU AME WINDOW W/ GREEN TINTE p PAINTED STUCCO FINISH Q DECORATIVE EIFS TRIM N (� CAST STONE O5 PAINTED ALUMINUM RAILINGS A� J l� STANDING SEAM METAL ROOF Q ORNAMENTAL BRACKETS CANVAS AWNINGS Q ALUMINUM FRAMED OPENING W/ SCREEN to ORNAMENTAL BAHAMA SHUTTERS tt DECORATIVE PANEL t2 MOSAIC TILE u DECORATIVE GRILL t4 TEXTURED STUCCO W/ SCORELINES is METAL CANOPY to DECORATIVE LIGHT FIXTURE n GABBLED TRUSS to TRELLIS to PILASTER 20 DECORATIVE MEDALLION zt LANTERNS Q DECORATIVE METAL TRUSS Q METAL LOUVERS z4 OVERFLOW SCUPPER Cj'rY OF MIAMI OF HEARING BOARDS PLANS 5"REMEW p,, !bjic works - Date. 13y: 'ate ti D2 LJ�j f Pan rig Signature bovt does not imply approval C 0 I S T R U C T A IELt3di-)-SSI.OIIs Qt._t'T3 I'MAII H HI'm Al oilman lil: tin ins 11 'oil I OMEN ommom N: 11 1] HUI I AIII Bill] I'll "I"' 1111� AM H 1 1941 W I EMAT, al HIS A is" a",; KA I L in I me III -to � a timid u1m. Sm ME& ......... . .... is kk OEM 1I 7 c 0 X 3 T A M Mal MARY KKICKIIL VILLAGE a N O O N CQ CVrY OF MIAMI OFFICE OF HEARING BOARD:"_ PLANS REVIEW WOW Ooes not imply approval BUILDING SECTION S=: 1:20' f. 0 0 B 1 T A U C T A ' v S - 1! er M her ,. , •, -C .k R �,w�_uf-w* - BIIICCILL m w.0 : MARY,,,; V:I+L'LAOE ueuanauau '. ..., l � -., c �:.. � y f k' � d'�E L�j S 0,. �� 1 1•, L L"Y: ,�� ' A 6 e.., kF lUBMITTAL 075.07 T.m y., PROPOSED 25'-0" CORNER RADIUS DEDICATION TYPICAL ®®own mowo je erol �j j ■�!■ �� ■ !■ �. Iw 00w:. � w ,w winueew w Mao.I r. :e .e I a I'm Fj� �je �j� eje ETIIELDIQIQQI©it< LJ PlU ■ ■ ■ ■ ■ ■ 30 STANDARD CITY OF MIAMI scN DRIVEWAY ENTRANCES REQUIRED I I , I I r Pu I I � it w RESIDENTIAL !! TOWER LOBBY u GHR iii I,I I II REi I i I I I NOTE: ALL TRANSITIONS FROM _ a� THE ESTABLISHED STREET LANDSCAPING WITHIN A 25'-0" VISIBILITY TRIANGLE SHALL NOT — EXCEED 30" IN HEIGHT 7 I t GHR PUBLIX MAIN! ENTRANCE i ■ STAIRS TO PUBLIX PARKING r I I � ■ ■ ■PUBLIX ■ ■ ■ ■ ■ ■ 26,134 SF. ■ ■ ■ w M M M M M STORAGE/OFFICE AREA 3M SF. LOADD6 AREA ELEVATORS TO PUBLIlc PARKING It JI LANDSCAPING WITHIN A 9 25'-0" VISIBILITY 0 AZv TRIANGLE SHALL NOT CORNER RADIUS EXCEED 30" IN HEIGHT ANY PLANTERS CURBS MUST BE LOCATED BEHIND CORNER RADIU I I I I I I I I 10 60 JAS OD TREE GRATE5T PROPOSED 25'-0" CORNER RADIUS DEDICATION TYPICAL ®®own mowo je erol �j j ■�!■ �� ■ !■ �. Iw 00w:. � w ,w winueew w Mao.I r. :e .e I a I'm Fj� �je �j� eje ETIIELDIQIQQI©it< LJ PlU ■ ■ ■ ■ ■ ■ 30 STANDARD CITY OF MIAMI scN DRIVEWAY ENTRANCES REQUIRED I I , I I r Pu I I � it w RESIDENTIAL !! TOWER LOBBY u GHR iii I,I I II REi I i I I I NOTE: ALL TRANSITIONS FROM _ a� THE ESTABLISHED STREET LANDSCAPING WITHIN A 25'-0" VISIBILITY TRIANGLE SHALL NOT — EXCEED 30" IN HEIGHT 7 I t GHR PUBLIX MAIN! ENTRANCE i ■ STAIRS TO PUBLIX PARKING r I I � ■ ■ ■PUBLIX ■ ■ ■ ■ ■ ■ 26,134 SF. ■ ■ ■ w M M M M M STORAGE/OFFICE AREA 3M SF. LOADD6 AREA ELEVATORS TO PUBLIlc PARKING It JI ANY PLANTERS C MUST BE LOCATE BEHIND CORNER _ TREE GRATES F - w 65 cn �D v, DPE ��//�� CJ o 9 PROPOSED 25'-0" 0 AZv C CORNER RADIUS C� DEDICATION TYPICAL I I RR I I I I I I I I I I I I r ANY PLANTERS C MUST BE LOCATE BEHIND CORNER _ TREE GRATES F - w 65 cn �D v, DPE ��//�� CJ o 9 0 AZv 0 i 6 I I RR I I I I I I I I I I I I _4,y "', `• J k:44 3.11 , 3 •S- 6 • 0 .. - 6 2� -' .-., Wi.P'"d UBMITTA61T•fl•It � .�*. MologtyWiAvg.MgNnauoa P, u •• J ra -' Sig1 .attire aDci V -h. ilw_ '.s i I -t 11 ] ta.i,y .»;.i.. - - - O C'3 E `MEK14T SPREAD CLR TIB- enaAo c.raT4Dale �Y1A1tlCs �, - 8' 5' - b' Full Canopy Metchet 4' . s' ► "lien w �.. rmd..� b'-20' s wlbn NII b W", 2-cM.r 2. 2' - ]D' D wIIM NII b d... 2. ]' .2A" ! wlbn Wg. —, QMB4 m • .' ! wlbn P� P.1 Mh b' Q� G.Itr W - b• m• . R' I "Ibn 10 PIMP Pr PM ..' Qi G�nw I• c•. M' NN b" NII T.—s—Pa I& - 12' M"V"d Fbad• 9V)Ight Truk "Ileo NII T. O•w ]O' • 24 ! "Ibn NII T. 7' • D' 4' - 8' 4 Heed. Mln.num 20-24. ,W- NII T. bw .2' m 8 T-1,. M— 4• Pa e• c c.n. Y SD' . !' 1 "Ibn ) MMu ,•.r Pot rt.. f8b..) 4' 20' • 24' ! "Ibn G•P•II� Cn Ws.Y. ! s' . !D' 1 "Ibn I NII blbg. E `MEK14T SPREAD CLR TIB- REMARKS 1' - Q• �, - 8' 5' - b' Full Canopy Metchet ~X Nn Canopy Im' - 12' 8' - 9' 5' 6 ltv - Trurk � � Frt or Wood Truk e• Indlcet.d T� - 24 . S'. 24 . 4'. Fully D—lop dd. 12' - 14' 19' - 12' 6' - T' C. e,—I.— I& - 12' M"V"d Fbad• 9V)Ight Truk 4- 12' - IB' Suggrad Truck Hslghla I0' • 12' 7' • D' 4' - 8' 4 Heed. Mln.num W.12 e' - 9' 8 T-1,. M— IS' - 201 II' - U' T' • B' S' - T' Ceilper Fu11 Follege 26' - 28 12' - 14' NII Mead • TW<k TNk. W"d 12.14' L..— < net rlpped) staggered Clwt— A. 8h.un 14' - 22' 2 . 22' t 4 . 18't 4 . 14' 02-1130 c; a- a s T a u aT. K ~X O � � J T� 02-1130