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HomeMy WebLinkAboutRiver Landing SAP BinderIlii ■iii inill wooIN IN rf -r`r—� rr irrn- M SPECIAL AREA PLAN SUBMISSION CITY OF MIAMI RIVER LANDING 1400 NW NORTH RIVER DRIVE MIAMI, FL Nofea0Ai s i-A-9) mmmomminmaiiiim 1mi inn Submitted to: City of Miami Architect: ADD Inc I Architecture + Design Art & Public Space Design Consultant: Bromstad LLC Civil / Traffic Engineer: Kim ley -Horn Associates Landscape Architect: Savino Miller Design Studio Owner: River Landing Development, LLC 18 January 2013 TABLE OF CONTENTS I. Project Information 1. Special Area Plan Application 2. Affidavit of Authority to Act 3. Disclosure of Ownership 4. Miscellaneous Documents a. Legal Description b. Recorded Deed c. Certificates of Good Standing d. Articles of Incorporation e. Corporate Resolution f. List of Board of Directors g. Disclosure of Agreement to Support or Withhold Objection h. Lobbyist Registrations i. Public School Concurrency Form j. Code Enforcement Search 5. Directory of Project Principals II. Supporting Documents 1. Original Plan Signed by all Departments a. Zoning Write -Up b. Survey 2. Development Agreement 3. Traffic Study 4, Economic/ Development Impact Study 5. Historic Assessment 6. Regulating Plan MIAMI 35 03 610.1 79670/42063 SPECIAL AREA PLAN APPLICATION O PLANNING AND ZONING DEPARTMENT, HEARING BOARDS SECTION 444 SW 2nd Avenue, 3rd Floor • Miami, Florida 33130 • Telephone 305-416-2030 www.miamigov.com/hearing boards Welcome to the City of Miami! This application is intended to serve as a guide in assistingpu our public hearing process. Please feel free to contact us, should you have any questions. N m There is no deadline to submit this application as it is presented semi-annually to the Planning, Zoning and Appeals Board and the City Commission. The application submittal date is the date stamped by Hearing Boards' staff on this page. The responses to this application must be typed and signed in black ink. All pertinent and accurate information/documentation; i.e., the plans, reports, exhibits, shall be presented at the time of filing, in addition to the paid receipt. The applicant is responsible for the accuracy of the information contained in the application and all supporting materials. Should you wish, you could bring the materials to our office for review prior to submittal to ensure completeness. You will be responsible, if needed, to bring an interpreter for the English language to any presentation before city boards, committees and the city commission. A valid power of attorney will be required if neither applicant or legal counsel representing the applicant execute the application or desire to make a presentation before city boards, committees and the city commission. All documents, reports, studies, exhibits (8Y2x11") or other materials submitted during this process will be kept as part of the record. Any documents offered to the Planning, Zoning and Appeals Board and the City Commission, which have not been provided fifteen (15) days before the meeting as part of the agenda materials will be entered into the record at the discretion of the aforementioned Board and Commission. ORDINANCE NO. 11469, CODIFIED IN CHAPTER 2, ARTICLE VI OF THE CITY CODE STATES THAT 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. Ordinance No. 12918 states that each person or entity requesting approval, relief or other action from the City Commission or any of its boards, authorities, agencies, councils or committees regarding any issue, shall disclose at the commencement (or continuance) of the public hearing(s) on the issue, any consideration provided or committed, directly or on its behalf, for an agreement to support or withhold objection to the requested approval, relief or action. The Disclosure of Consideration Provided or Committed for Agreement to Support or Withhold Objection Affidavit included in this package must be submitted with the application. The applicant must, at the commencement of any public hearing on the issue, if there is any disclosure to report, read the disclosure into the record. Also, the applicant must supplement the affidavit if there is any new information or additional information to disclose. Copies of City Commission resolutions and ordinances can be obtained at our website through the "Legislative Hub", or for certified copies, contact the City Clerk's Office at 305-250-5360. Applications given to customers do not constitute action from the City of Miami without plans review and written comments from Zoning. Rev. 07-2012 2 A PLAN APPLICATION Please refer to Articles 49a°infci7e Miami Code for Special Area Plans information. Piajectrla River 2, Applicant(s). River Landnq Developm er 3. ,Subject propertyaddress(es) and folio number(s): 1500 NW North River Drive (01-3135-011-0050i 01-3135-088-0010) 4. One (1) original survey dated within six (6) months from the date of application prepared by a State of Florida registered land surveyor. 5. One (1) original 24x36" 24x36" plan, raidned and sealed by a State of Florida registered architect or engineer 'showing : property boundaries and proposed structure(s), parking, landscaping, etc.; building elevationS'and,dimensions and computations of lot area and building spacing. • 6. After Hearing Boards, Public Works, Zoning and Planning initial and date the plans, 11x17" copies of the original plan, including the survey, to be incorporated in the Special Area Plan binders. 7. Current Zoning Referral and Write -Up signed by the Office of Zoning designee. 8. A clear and legible copy of the recorded warranty deed and tax forms of the most current year showing the present owner(s) and legal description of the property to match the legal description on the survey. 9. A clear and legible copy of the subject property address(es) and legal description(s) on a separate sheet, labeled as "Exhibit A", to match with the current survey's legal description. 10. At least two photographs showing the entire property showing land and improvements. 11. Copy of the lobbyist registration processed by the Office of the City Clerk, if applicable. 12. Affidavit of Authority to Act and the Disclosure of Ownership of all owner —and contract purchasers, if applicable —of the subject property. 13. For all corporations and partnerships indicated: a) Articles of Incorporation; b) Certificate from Tallahassee showing good standing, less than one (1) year old; c) Corporate Resolution or a Power of Attorney signed by the secretary of the Corporation authorizing the person who signed the application to do so; d) Non-profit organizations: A list of Board of Directors less than one (1) year old. 14. Certified list of owners of real estate within 500 feet of the subject property. 15. Original Disclosure of Consideration Provided or Committed for Agreement to Support or Withhold Objection Affidavit. 16. Original Public School Concurrency Management System Entered Requirements form. 17. The subject property(ies) cannot have any open code enforcement/lien violations. Rev. 07-2012 SPECIALA PLAN APPLICATION • 18. What is the acreage of the project/property site? +/- 9 acres* 19. What is the purpose of this application/nature of proposed use? Mixed Use Development 20. Is the property within the boundaries of a historic site, historic district or archeological zone? Please contact the Planning and Zoning Department on the 3rd Floor for information. Yes 21. Is the property within the boundaries of an Environmental Preservation District? Please contact the Planning and Zoning Department on the 3rd Floor for information. No 22. What would be the anticipated duration of the presentation in front of the: 1:3 Planning, Zoning and Appeals Board 1 hour and/or C3City Commission 1 hour • 23. An executed Traffic Sufficiency Letter from the City of Miami's traffic consultant. 24. Maps showing the adopted comprehensive plan and existing zoning designations of the area. 25. 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. 26. Concept Plan: a) Site plan and relevant information. b) Relationships to surrounding existing and proposed uses and activities, systems and facilities. c) How concept affects existing zoning and adopted comprehensive plan principles and designations; tabulation of any required variances, special permits, rezonings or exemptions. 27. Developmental Impact Study (an application for development approval for a Development of Regional Impact may substitute). 28. Twenty (20) Special Area Plan books —including one original —containing 8112x11" copies of the above documents, including this application and any other pertinent documents. 29. One (1) electronic copy of every document included in the book, individually scanned in ".pdf' form. For example: 1) Outside Cover; 2) Inside Cover; 3) Table of Contents; etc. 30. Cost of processing according to Section 62-22 of the Miami City Code**: a. Special Area Plan per acre $ 5,000.00 b. Advertising $ 1,500.00 c. Traffic Study $ 6,000.00 d. School Concurrency Processing $ 150.00 e. Mail notice fee per notice $ 4.50 f. Meeting package mailing fee per package $ 6.00 * Please see zoning data sheet **Fees over $25, 000.00, shall be paid in the form of a certified check, cashier's check, or money order. Rev. 07-2012 4 • SPECIAL REA PLAN APPLICATION Downtown Development of Regional Impact fee, Sr'utheast Overtown Park West Development of Regional Impact fee and Public School Concurref:v fee may apply. Please contact the Planning and Zoning Department once development program is finalized. Signature Address Name Andrew Heflin:ler Telephone 305-442-3108 E-mail STATE OF FLORIDA - COUNTY OF MIAMI-DADE The foregoing was acknowledged before me this 16 day of L., or)ual 20 , by f1)--)ch-e-t- 1+e-tiorte who is a(n) individual/partner/agent/cwdiation of a(n) individual/partnership/corporation.&She iLpersonally knoggip fo rat or who has produced _ as identification and who did (did not) take an oath. (Stamp) $, VICKY A. GARRIBO • !. MY COMMISSION DO :45442 EXPIRES: April 30. 2013 onded Thru Notary Pat Undenvrilare Rev. 07-2022 SPECIAL AREA PLAN CHECKLIST • AFFIDAVIT OF AUTHORITY T O ACT Before me this day, the undersigned personally appeared , as Mehl Shrine Holding Corporation, who being by me first deposes and says: of 5. That he/she is the owner or the legal representative of the owner, submitting the public hearing application as required by the Code of the City of Miami, Florida, affecting the real property located in the City of Miami, as listed on the foregoing pages. 6. That all owners who he/she represents, if any, have given his/her 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 foregoing petition, XX including or ❑ not including responses to day to day staff inquires. 7. That the foregoing and following pages are part of this affidavit and contain the current names, mailing addresses, telephone numbers and legal descriptions of the real property of which he/she is the owner or legal representative. 8. That the facts, as represented in the application and documents submitted in conjunction with this affidavit, are true and correct.* Further Affiant sayeth not. 5 G 20SEA4 Owner(s) Name Owner(s) Signature STATE OF FLORIDA -- COUNTY OF MIAMI-DADE The foregoing was acknowledged before me this 12_ day of cSPrl'401-`f 20 [ 3 , by S E-Kz-N_ C - 0-D 5 � ) who is a(n) individual/partner/agent/corporation of individual/partnership/corporation. He/She is as identification and who did ( JOHN W. BORSA JR. MX COMMISSION # 00963114 QK• EXPIRES February 18, 2014 (467)Agcl01FloridallotaeyService.com S. of 1 L Pik Cb2Pa(n) wn to me or who has produced n oath. * Owner does not consent to any lien or charge being placed on the land or against owner without owner's further written consent. {Firm Clients/ 1020/ 1020-12/00080991.DOCX}Rev. 07-2012 12 SPECIAL AREA PLAN APPLICATION AFFIDAVIT OF AUTHORITY TO ACT Before me this day, the undersigned personally appeared Andrew B. Hellinger, Manager of River Landing Development, LLC, who being by me first deposes and says: That he/she is the owner or the legal representative of the owner, submitting the public hearing application as required by the Code of the City of Miami, Florida, affecting the real property located in the City of Miami, as listed on the foregoing pages. 2. That all owners who he/she represents, if any, have given his/her 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 foregoing petition, XX including or ❑ not including responses to day to day staff inquires. 3. That the foregoing and following pages are part of this affidavit and contain the current names, mailing addresses, telephone numbers and legal descriptions of the real property of which he/she is the owner or legal representative. 4. That the facts, as represented in the application and documents submitted in conjunction with this affidavit, are true and correct. Further Affiant sayeth not. endtie.L3 3,tic 1It,i ' Applicant(s) Name STATE OF FLORIDA -- COUNTY OF MIAMI-DADE The foregoing was acknowledged before me this i''1 day of Januar 2013 4 Andrew B. Hellinger, as Manager River Landing Development, LLC. .known to I r who has produced as identification and w take an oath. (Stamp) p VICKY A GARRIGO "_. MY COMMISSION # DD 885442 EXPIRES: April 30, 2013 7„`'� Bonded Thru Notary Public Underwriters {Firm Clients/1020/1020-12/00080991.DOCX}Rev. 07-2012 6 • SPECIAL AREA PLAN APPLICATION DISCLOSURE OF O WNERSHIP 1. List the owner(s) of the subject property and percentage of ownership. Note: The Miami City Code requires disclosure of all parties having a financial interest, either direct or indirect, with respect to a presentation, request or petition. Accordingly, disclosure of shareholders of corporations, beneficiaries of trusts, and/or any other interested parties, together with their address(es) and proportionate interest are required. Please supply additional lists, if necessary. Owner's Name(es) MAHI SHRINE HOLDING CORPORATION Percentage of Ownership n/a (non-profit) Subject Property Address(es) 1400-1500 NW North River Drive, Miami, Florida 2. List all street address(es) and legal description(s) of any property located within 500 feet of the subject property owned by any and all parties listed in question #1 above. Please supply additional lists, if necessary. Street Address(es): Legal Description(s): n/a n/a Owners) or Attorney Name Owner(s) or Attorney Signature STATE OF FLORIDA -- COUNTY OF MIAMI-DADE The foregoing was acknowledged before me this [ Z day of January 2013, by 1` -i, l € .,f 6, i 5 Cft1 j a(n) individual/partner/agent/corporation of t I -i-i St4i2..l `( 14 1,0 a(n) Co individual/partnership/corporation. He/She is nay nr3 n to me or who has produced as identification and who did (� e an oath. JOHN W. BORSA JR. 1*a MY COMMISSION # DD963114 EXPIRES February 18, 2014 14p7) 398.0153 F oridallotaryService.com {Firm Clients/1020/1020-12/00080991.DOCXIRev. 07-2012 7 who is SPECIALAREA PLAN APPLICATION DISCLOSURE OF 0 WNERSHIP 1. List the owner(s) of the subject property and percentage of ownership. Note: The Miami City Code requires disclosure of all parties having a financial interest, either direct or indirect, with respect to a presentation, request or petition. Accordingly, disclosure of shareholders of corporations, beneficiaries of trusts, and/or any other interested parties, together with their address(es) and proportionate interest are required. Please supply additional lists, if necessary. Owner's Name(es) RIVER LANDING DEVELOPMENT, LLC Percentage of Ownership See Attached Subject Property Address(es) 1400-1500 NW North River Drive, Miami, Florida 2. List all street address(es) and legal description(s) of any property located within 500 feet of the subject property owned by any and all parties listed in question #1 above. Please supply additional lists, if necessary. Street Address(es): Owner(s) or Attorney Name Legal Description(s): n/a STATE OF FLORIDA -- COUNTY OF MIAMI-DADEif The foregoing was acknowledged before me this I j day of January 2013, by PMaI-Q-u0 Cb, -4-e--1‘ t11. � who is a(n) individual/partner/agent/corpora ' • W of K��t v-ex 1- Ira •;� (n) individual/partnership/corporation. he is personally knowy to me or who has produced as identification and who did (did not) take an oath. (Stamp) {Firm Clients/1020/1020-12/00080991.DOCX}Rev. 07-2012 7 River Landing Development, LLC Hellinger Penabad Companies, LLC (80%) Andrew Hellinger (65%) / \ Greenfin Investor, LLC (20%) Coralee Penabad (35%) Sarah Boymelgreen (100%) {Firm Clients/1020/1020-1/00081062.DOCX} EXHIBIT A LEGAL DESCRIPTION Lots 7, 8, 9, 10, 11, 12 and a portion of tots 13 and 14 of ST. JOHNS PARK, a subdivision, as recorded in Plat Book 5, of page 19, of the Public Records of Dade County, Florida. Together with: A portion of Lot 11, of COUNTRY CLUB APARTMENT SUBDIVISION, a re - subdivision of Lot 14 at ST. JOHNS PARK, as recorded in Plat Book 5, at page 19 at the Public Records of Dade County, Florida. Together with: Tract A of MAH1 SHRINE SUBDIVISION, as recorded in Plat Book 164, at page 16 of the Public Records of Dade County, Florida. Together with N.W. 1511' Avenue abutting Lots 8 and 9 of the Plat of ST JOHN'S PARK, a subdivision, as recorded in Plat Book 5, Page 19, of the Public Records of Dade County, Florida. Together with that portion of the MIAMI RIVER landward of the HARBOR LINE as depicted in Sheet 5 of the map of MIAMI RIVER prepared by U.S. Engineer Office, Jacksonville, Florida dated November 15, 1922. Containing 8.14 Acres, more or less. {Finn Clients/1020/I020-4/00080870.DOCX} �' :4. e: r- ' �- 's f .: r` • .. • • •% :-. ~_•< -�:-•- ti t� .j, £_4 1-{ • •r • FAR0MM Y1'�111,ONA?iO1 • 4X CirilthisAttirtiture. .lied. tbii -' e" wI 11)47.. .e 1..:D; /9.`iii.�. 3E°C7fEE1 xastr M( .QTTx �{OLnTltel e4nR.PF1ii ?Ta1te. n 3['•p pf'I' t�� :- utietirj under the Ion of the State :It nr.3ds , Sating fta,pr*fpiI p➢eeii fai; !miners ice the Canary of node +ad Staise el P1 nr4 ds and, kw1uli7 authorised to traoket basiaa . is the Stets of Florida, party OF ;ha that part, a*II •t i atiRT1,1V Hot.j)T1113 CO : at the County of D- dr• .p-J St+te at r1 n+±f_ds_ ' psdt,L— of the second part,171Tf+hI;SSE'f$: That the laid party of iho hat pact, for end in e>ilteideratioa stifle aloe of. site . D0130 I` ( 1 1 C ) - gnd -rather qQd and i,1�8b1e cotisiderAtigtAs : r14, =z to :it' isaaad'paid by the said put at ebewood part, the redpt wber d L bore iob0tr101,1• r.>,. bait putted. bargsfaed end sold to the said of the mead reef}its ' also_ w,g �krirl,s WAX and uwlr s tslwe r, the following &e rtbed bad unsafe, 1I4Rj sued beiop Li the Count/ made - sad Side d Florid4',ine fin -Lots 7, 8, 9, 10, 11, 12, 13 and lit of ST. JOiiNS PARK, tt :subdivision, as recorded in Plat Book 5, tat gage 19, or the `-Public Records of Dade county, Florida, Including Lots 1 to 11 both inclusive, of COUNTRY CLUB APARTMM hT SUBDIVISION, e< resub- div7 sion of Lot. 1. or ST . JOHNS PARK, as recorded in Plat Book 5, at page 19 of the Public Records of Dade County, Florida. Together with full riparian rights pertaining to above land. Together with any reverter or reversionary rights running- ' with said land or created by the non use or discontinuance of streets, drives, roads and alleys abutting or ad join- 1� .. ing said land, and riparian rights pertaining to the foot of N. W. 15th Avenue (formerly Croton Road) and the Miami' River.. And theneld peaty et the fine pert does hereby sully TEEIYat tie tlele,te - led, and will idea the same *pieta the lawful claLas of ell persons w ona wbsaaseoa: IN WITNESS WHEREOF. the maw .potty of she linos psi has Bond Ogee pow •-: (Corpuses menu to Peaaliened he he netor�1� its }►toper When, :< Seel) - : ' .:aid he. ase�soratla awl r. tii Nlitsi. ■thriad in !i!T; t�iae,diy':.d > • eietf eteittls. - ' ' . . AT Acleor • -4-{ f+k f _+ fi\ ++ • a Boat39N tom Z5 RATS 01t FT.ORIDA. COUNTY OF OA U13 I HERESY fRTIYY, that ea tits /�' day ..ristl , A. D. I*.944 before we pmsunally eppearnd._ N r' Mama spd RttR^+rti,I. Vf. 80tISTd11 tar 4 .aj &mom reigsaatisoly ad Mfi A I T Op tJR !L0 IE CQRPQRATTOff. a t on. rofit, rtmrteradee ander tat Item et the State of Fiord. to me inn ro to be, the amens who di4 the tamping instruweat as Rork officer* mud severally .aknowlolerd the enervation thereof to be their free art mold deed ma much officers far the manes and purposes therein smaahaded mod that they 'Mud Ciento the official seal of said oorporatlom, and that the sant ematrumat:t la the ad mid dead of sod seepmretiors WLTNESS soy ssgt atur+e aad official soul at.. -Kim& Im the County of flan* ..ad State of thi. day and year last airwoman. • 7.1 , • , Plari dm a Weary • Ca 150 13ppartmpnt of tat I certify from the records of this office that MAHI SHRINE HOLDING CORPORATION is a corporation organized under the laws of the State of Florida, filed on October 11, 1971. The document number of this corporation is 721858. I further certify that said corporation has paid all fees due this office through December 31, 2013, that its most recent annual report/uniform business report was filed on January 2, 2013, and its status is active. I further certify that said corporation has not filed Articles of Dissolution. CR2E022 (1-11) Given under my hand and the Great Seal of the State of Florida at Tallahassee, the Capital, this the Ninth day of January, 2013 (firri prtz ,.r Srarfary of*aft +liepartmLnt of *tar I certify from the records of this office that RIVER: DEVELOPERS, LLC. which changed its name to RIVER LANDING DEVELOPMENT, LLC, is a limited liability company organized under the laws of the State of Florida, filed on February 25, 2011. The document number of this company is L11000024739. further certify that said company has paid all fees due this office through December 31, 2012, that its most recent annual report was filed on July 9, 2012, and its status is active. Given under my hand and the Great Seal of the State of Florida at Tallahassee, the Capital, this the Tenth day of January, 2013 CR2E022 (1-11) �G"J,i,C:3 �•e ca,0, n alb • ir^ 762 LAW OFFICES S. Bra& Rot 19 WEST FLAGLER STREET, SUITE MI 400 MIAMI, FLORIDA 33130 TELEPHONE: (305) 372.9693 FAX: (305) 372-9693 January 7, 2002 Department of State Division of Corporations P.O. Box 6327 Tallahassee, Fl 32314 Re: MAHI SHRINE HOLDING CORPORATION Dear Sir/Madam Please find enclosed Amended Aricles of Incorporation in connection with the ire name corporation together with.my che4 in the sum of $43.75 docing filing fee and certified copy. Thank you for your attention to the above. Very truly yours, SBR:me Encl. 141i, 4641 . BLAIR RO S SO 00 4711 S -3 .. 000043.75 044903,75 4ieee6,6ttiodate4_ • • RESTATED • ARTICLES OF INCORPORATION OF MARI SHRINE HOLDING CORPORATION We, the undersigned, all being citizens ofthe State of Florida, being of lawful age, and members of Mahi Temple, A.A.O.N.M.S., do hereby restate the Articles of Incorporation of MABI SHRINE HOLDING CORPORATION, a nonprofit corporation under the provisions of Florida Statutes Chapter 617, the Nonprofit Corporation. Act. —_. .Article 1 r `n — Name =r`i �- p = -n t F §I.1 The name of this Corporation is MAT. SF7RINE HOLDThIG CORPORATION. mor5 to - Enc, _ m Article II -tr) �` Term =-`i w 7,> Can, > — § 2.1 The period of duration of this nonprofit Corporation shall be perpetual. Article frf .Purposes fiAA^r § 3.1 The Corporation exists solely as a nonprofit corporation having no purpose other t.(that of acquiring, owning, selling, or otherwise disposing o and mortgaging real estate, and the erection, maintenance and operation of buildings thereon, for the use of Maki Temple, A.A.O.N.M.S., ofMiami, Florida, and its members, said Mahi Temple being an unincorporated society, fraternal and charitable in nature, embodying the charitable and educational principles of the Ancient Arabic Order of the Nobles of the Mystic Shrine for North America. § 3.2 The corporate purposes shall, furthermore, be in accordance with the provisions of § 501(c)(2) of the Internal Revenue Code, as amended from time to time. Any incomereceived by the Corporation, less expenses, shall be turned over annually to Mahi Temple, A.A.O.N.M.S., which is exempt under §501 (c)(IO) ofthe Internal Revenue Code. Article ry General' Provisions § 4.1 The Corporation is subject to control by Mahi Temple, A.A.O.N.M.S. at all times. § 4.2 The Corporation shall not have any capital stock and no person shall receive any profits from its operations by dividends or otherwise, and. .no substantial part of the activities of the corporation shall be to carry on propaganda or otherwise attempt to influence legislation. § 4.3 No part of the assets or funds may inure to the benefit of individuals personally except in payment for services actually received or performed. 1 § 4.4 Copies of these Articles of Incorporation and the Bylaws of the Corporation., and any amendments thereto, must be filed with the Imperial Recorder. § 4.5 The Corporation shall maintain its records in accordance with the _Uniform Chart of Accounts prescribed by The Imperial Council, A.A.O.N.M.S. § 4.6 The Corporation must file annually with the Imperial Recorder a. statement of activities and changes in members' equity for the previous year and a statement of financial position. showing the financial condition oldie Corporation at the end of the previous year. § 4.7 The Cozporation-must- .veyl s—f arac�'t abcouiz s—audited ox xeviewe eb :_-cer ifzed, chartered or licensed public accountant at the close of each year, as provided by the Bylaws of The Imperial Council, A.A.O.N.M.S., and a copy of the audit report must be fled with the Imperial Recorder. § 4.8The private property of the members of the Board of Directors of the Corporation and the officers thereof shall not be subject to the payment of corporate debts to any extent whatsoever. § 4.9 The sale, lease, exchange, mortgage, pledge or other disposition of all, or substantially all of, the property and assets of the Corporation, may only be upon such terms and conditions and for such consideration as shall rust be authorized by a vote of the Temple at a stated meeting of the Temple, or at a special meeting which sets forth in the notice of the meeting the specific nature of the business to be transacted. § 4.10 No purchaser upon any sale of any property of the Corporation shall be required to see to the application of the purchase money received therefrom or to inquire into the validity, expediency or propriety of any such sale. § 4.11 In the event of dissolution, the assets and funds remaining after payment in full of all debts of the Corporation shall be conveyed to Mehl Te3.uple, A.A.O.N.M.S., or Sbriners Hospital for Children, or both, as authorized by a vote of lefahi. Temple, A.A.O.N.M.S., at a stated meeting of that Temple or at a special meeting which sets forth in the notice of the meeting the special nature of the business to be transacted. Article V Members § 5.1 This Corporation shall have no members. Article VI Directors § 6.1 The affairs and business of the Corporation shall be risen-Qed and conducted by a Board of Directors consisting of eight in number, seven. of whom shall be persons who occupy the position of the official divan of Mali Temple, A.A.O.N.M.S., and one of whoxa shall be the immediate Past Potentate of such Temple, and their designation as such officers in Mehl. Temple, A.A.O.N.M.S., shall constitrsteahenmthe Board of Directors of this Corporation.• 2 § 6.2 The directors and managing officers shall be members in good standing of Mahi Temple, A.A.O.N.M.S. Article VII Officers § 7.1 The officers of the Corporation shall be a president, a vice-president, secretary, and a treasurer, and such other officers as may be created and designated by the directors of the Corporation. §-7:2-The presideat-afthe Corporation -shall -be the person -who -occupies -the -position -of Potentate-_. ofMahi Temple, A.A.O.N.M.S. § 7.3 The vice-president of the Corporation shall Lam+ the person who occupies the position of Chief Rabban of lvfahi Temple, A.A.O.N.M.S. • § 7.4 The secretary of the Corporation shall be the person who occupies the position of Recorder of Mabi Temple, A.A.O.N.M.S. § 7.5 The treasurer of the Corporation shall be the person who occupies the position of Treasurer of Mahi Temple, A.A.O.N.M.S. § 7.6 Other officers shall be elected by a majority vote of the Board of Directors. Article VIII Meetings § 8.1 The annual meeting of this Corporation shall be at the time and place of the annual meeting of Mani Temple, A.A.O.N.M.S. § 8.2 Regular and special meetings for the transaction of such other business necessary to carry out the purposes of the Corporation may be held witi+) the State of Florida at such time and place as may from time to time be designated in accordance with the Bylaws. Article IX Bylaws § 9.1 The Board of Directors shall provide such bylaws .for the conduct of the corporate business as they deem necessary and these sha 11 be presented to the first meeting of the Board of Directors. § 9.2 Thereafter, after due notice as provided by the Bylaws, the Bylaws may be amended, altered or revised by majority vote of the Directors present and voting at a stated meeting or at any special meeting called for that purpose. • • So- . § 9.3 The Bylaws shall provide that the annual meeting. of Maki Ternple, A.A.O.N.M.S., shall constitute the animal meeting of the Directors of this Corporation. Article X Amendments § 10.1 The Corporation reserves the right to amend, alter, cb tige or repeal provisions contained these Articles of Incorporationan the manner now or hereafter prescribed by statute and by the 3ylaws of The Imperial Council, A.A.O.N.M.S. § 10.2 33o-amer imettt' 5ffe :rtzc es oflncolporition sliali be valid uizless first approved by the Chairman of the Imperial Jurisprudence and Laws Committee, General Counsel and the Imperial Potentate. § 10.3 When a change is made by The "imperial Council, A.A.O.N.M.S., affecting Shrine law and the change affects the Articles of Incorporation. or Bylaws of this Corporation, the Articles of Incorporation and the Bylaws of this Corporation, unless prohibited by state Jaw, are thereupon changed to conform with those of The imperial Council, A.A.O.N.M.S., and appropriate action shall be taken by the Corporation to .evidence the same. Article XI Registered Agent and Registered ice § 11.1 The registered agent is Paul Newman and the registered °face is at 1500 N.W. North River Drive, Miami, Florida. 1N WITNESS WHEREOF we, the undersigned, have hereunto set our hands and seals this • t day of pla nram,2001. et, Secretary - .-k/S Treasures 1� 4 � y NIAH SHRINE HOLDING CORPORATION RESOLUTION .. At a joint meeting, duly called, the MAHI SHRINE HOLDING CORPORATION Board of Directors and the membership of the Corporation did on the S Tff day of .tS!'oVrvnei 2001_at:150D N.W. North River Drive, ,Miami, Florida. adopt the following Resolution: RESOLUTION To restate in their entirety the Articles of Incorporation of MAHI SHRINE HOLDING CORPORATION._ Whereas it is appropriate to restate the Articles of Incorporation of MAHI SHRINE HOLDING CORPORATION in order to make such Articles comply with_the recommendations of the Imperial Council of the ANCIENT ARABIC ORDER OF THE NOBLES OF THE MYSTIC SHRINE FOR NORTH AMERICA, Now therefore, be it resolved: That the existing Articles of Incorporation of MAHI SHRINE HOLDING CORPORATION be and they are hereby restated in their entirety to read as on Exhibit A attached hereto. Passed and adopted at a joint meeting of the Board of Directors and members of IvIAHI SHRINE HOLDING CORPORATION on the STH day ofivey.,egtZ 2001. : .. In witness whereof we the undersigned officers have hereunto set our hands and seals the (r`6i day, of Ala v'e64eate 2001. Attest: Secretary Paul Newman • ARTICLES OF AMENDMENT TO ARTICLES OF ORGANIZATION OF RIVER DEVELOPERS, LLC n/k/a/ RIVER LANDING DEVELOPMENT, LLC The Articles of Organization for River Developers, LLC were filed on February 25, 2011, and assigned Florida document number L11000024739. The following amendment(s) is submitted to amend the following: Article I - Name The name of the Company is hereby changed and amended to River Landing Development, LLC. Article II — Manager(s) or Managing Member(s) MANAGER: Coralee G. Penabad, Manager 235 Altara Avenue Coral Gables, Florida 33146 MANAGER: Andrew B. Hellinger, Manager 235 Altara Avenue Coral Gables, Florida 33146 Dated this day of January 2013. RIVER LANDING DEVELOPMENT, LLC f/k/aRIVER DEVELOPERS, LLC, a Florida Limited Liability Company Andre . Hellinger, anager {Firm Clients/6000/6000-1/0008088 1.BOC} RESOLUTION OF RIVER LANDING DEVELOPMENT, LLC The undersigned, Andrew B. Hellinger, as a Manager of River Landing Development, LLC., a Florida limited liability company (the "Company"), does hereby certify as follows: 1. Resolutions. At a meeting of the members of the Company duly and regularly held, in accordance with the Articles of Organization of the Company (the "Articles") at which a quorum was present (as prescribed by law and the Corporate Documents of the Company, as defined below) and voting throughout, the following resolutions were unanimously adopted. Such resolutions have not been revoked, cancelled, annulled or amended in any manner, and are in full force and effect on the date of this Certificate. 2. Resolutions of the Company. RESOLVED that the Company propose to develop the property more particularly described in the attached Exhibit "A" known as the Mahi Shrine Auditorium. RESOLVED that the Company will submit a Special Area Plan to the City of Miami. FURTHER RESOLVED that Andrew B. Hellinger, as Manager of the Company, is hereby authorized, directed and empowered on behalf of the Company to execute and deliver, in the name of the Company, all documents, agreements, covenants, affidavits, closing statements, applications and such other documents as may be necessary or required in order to consummate the sale, and the Special Area Plan application and is further authorized to perform all of its respective obligations in connection with said documents. FURTHER RESOLVED that the foregoing resolutions have not been modified or rescinded in any respect and is in full force and effect, and that the following person(s) or entities are all of the members of the Company: Andrew B. Hellinger IN WITNESS WHEREOF, this Resolution has been signed by the undersigned, on behalf of the Company, in the capacity so indicated and being duly authorized to do so, on this ILV day of , 2013. Name: Andrew B. Hellinger Title: Manager {Firm Clients/1020/1020-12/00081052.DOC} 2013 FLORIDA NON PROFIT CORPORATION ANNUAL REPORT DOCUMENT# 721858 Entity Name: MAHI SHRINE HOLDING CORPORATION 4 `urrent Principal Place of Business: .80 NW NORTH RIVER DRIVE MIAMI, FL 33125 Current Mailing Address: 1480 NW NORTH RIVER DRIVE MIAMI, FL 33125 US FILED Jan 02, 2013 Secretary of State FEI Number: 59-0723394 Certificate of Status Desired: No Name and Address of Current Registered Agent: BORSA JR, JOHN W 5401 JOHNSON STREET HOLLYWOOD, FL 33021 US The above named entity submits this statement for the purpose of changing its registered office or registered agent, or both, in the State of Florida. SIGNATURE: JOHN W BORSA JR 01/02/2013 Electronic Signature of Registered Agent Date Officer/Director Detail : Title PRES Title SECRETARY Name ROSEAN, STEPHEN G Name: BORSA JR, JOHN W Address 1480 NW NORTH RIVER DRIVE Address: 1480 NW NORTH RIVER DRIVE City -State -Zip: MIAMI FL 33125 City -St -Zip: MIAMI, FL 33125 Title 1VP Name BROWNLOW, JOSEPH H 'address 1480 NW NORTH RIVER DRIVE I ay -State -Zip: MIAMI FL 33125 • Title 2VP Name SHERMAN, JERRY S Address 1480 NW NORTH RIVER DRIVE City -State -Zip: MIAMI FL 33125 Title 3VP Name RIBLER, JOEL Address 1480 NW NORTH RIVER DRIVE City -State -Zip: MIAMI FL 33125 Title 4VP Name LATIMER, ROBERT Address 1480 NW NORTH RIVER DRIVE City -State -Zip: MIAMI FL 33125 Title TREASURER Name LOURIDO, ALVARO A Address 1480 NW NORTH RIVER DRIVE City -State -Zip: MIAMI FL 33125 I hereby certify that the information indicated on this report or supplemental report is true and accurate and that my electronic signature shall have the same legal effect as if made under oath; that I am an officer or director of the corporation or the receiver or trustee empowered to execute this report as required by Chapter 617, Florida Statutes; and that my name appears above, or on an attachment with all other like empowered. SIGNATURE: JOHN W BORSA JR SECRETARY 01/02/2013 Electronic Signature of Signing Officer/Director Date _E+ CITY OFMIAMI DISCLOSURE OF CONSIDERATION PROVIDED OR COMMITTED FOR AGREEMENT TO SUPPORT OR WITHHOLD OBJECTION The City of Miami requires any person or entity requesting approval relief or other action from the City Commission or any of its boards, authorities, agencies, councils or committees, to disclose at the commencement (or continuance) of the hearing(s) on the issue, any consideration provided or committed, directly or on its behalf, to any entity or person for an agreement to support or withhold objection to the requested approval, relief or action. "Consideration" includes any gift, payment, contribution, donation, fee, commission, promise or grant of any money, property, service, credit or financial assistance of any kind or value, whether direct or implied, or any promise or agreement to provide any of the foregoing in the future. Individuals retained or employed by a principal as a lobbyist as defined in Sec. 2-653, and appearing before the City Commission or any of its boards, authorities, agencies, councils or committees solely in the capacity of a lobbyist and not as the applicant, or owners' legal representative are not required to fill out this form. NAME:: FIOME ADDRESS: (:TIT: (First Name) (Middle) (Last Name) ►OLEOE- (Address Line 1) (Address Line 2) STATE: - L _ 1-IOME PHONE: 3os 3 gZ OSSS CELL PHONE: EMAIL: S Hat kiC BOSSINESS or A.PPLICANT or ENTITY NAME BUSINESS ADDRESS: ['tG Flt Skrtlne ZIP: [(a FAX 329 -In I el y-N a Coe por'a}-icon } 8Q J A) Work\- River N-I ve., (Address Line 1) Miami / FL ..5' (Address Line 2) 1. Please describe the issue for which you are seeking approval, relief or other action from the City Commission, board, authority, agency, council, or committee. 2. Has any consideration been provided or committed, directly or on your behalf, to any entity or person for an agreement to support or withhold objection to the requested approval, relief or actioryc ❑ YES N4 NO If your answer to Question 2 is No, do not answer questions 3, 4 & 5 proceed to read and execute the Acknowledgment. If your answer to Question 2 is Yes, please answer questions 3, 4 & 5 and read and execute the Acknowledgement. Doc. No.:86543 F 1 or disclosure PERSON 3. Please provide the name, address and phone number of the person(s) or entities to whom consideration has been provided or committed. Name Address Phon&i a. b. c. * Additional names can he placed on a separate page attached to this form. 4. Please describe the nature of the consideration. 5. Describe what is being requested in exchange for the consideration. ACKNOWLEDGEMENT OF COMPLIANCE hereby acknowledge that it is unlawful to employ any device, scheme or artifice to circumvent the disclosure requirements of Ordinance 12918 and such circumvention shall be deemed a violation of the Ordinance; and that in addition to the criminal civil penalties that may be imposed under the City Code, upon determination by the City Commission that the foregoing requirement was not fully and timely satisfied the following may occur: 1. the application or order, as applicable, shall be deemed void without further force or effect; and 2. no application from any person or entity for the same issue shall be reviewed or considered by the applicable board(s) until expiration of a period of one year after the nullification of the application or order. SUBMITTING DISCLOSURE: _ ,.'"'...7 t -G'--' Signature `. ` J-r HIAT G, P o s - F J Print Name Dec. Nc.:6: - :Swain and subscribed before rile this ansi ilrieri7 ,i 'a,s acknowledged bcybre •- as identification S T`A l 1 OF FLORIDA CI'1YCt MIAMI`./f / Im day' of 61* 1 '- Y , 200 13 , The, foregoing _ me by �,5"1tO/yit , &s citi/ , who has produced ,�(, and of 1s personally known to me and who did/did not take a17 oath. y MY COMV:ISSION t�n„i�g No .1y f- 8O a E4 Ja ' `� JOHN W. BORSA J , :. =w > ;lp'!: rrMY COMMISSION # DD963114 + , " EXPIRES February 18, 2014 !'tint Name Page 2 (407) 398-0153 Florldallotarysarylce, • BUSINESS ADDRESS: CITY OFMIAMI DISCLOSURE OF CONSIDERATION PROVIDED OR COMMITTED FOR AGREEMENT TO SUPPORT OR WITHHOLD OBJECTION The City of Miami requires any person or entity requesting approval relief or other action from the City Commission or any of its boards, authorities, agencies, councils or committees, to disclose at the commencement (or continuance) of the hearing(s) on the issue, any consideration provided or committed, directly or on its behalf, to any entity or person for an agreement to support or withhold objection to the requested approval, relief or action. "Consideration" includes any gift, payment, contribution, donation, fee, commission, promise or grant of any money, property, service, credit or financial assistance of any kind or value, whether direct or implied, or any promise or agreement to provide any of the foregoing in the future. Individuals retained or employed by a principal as a lobbyist as defined in Sec. 2-653, and appearing before the City Commission or any of its boards, authorities, agencies, councils or committees solely in the capacity of a lobbyist and not as the applicant, or owners' legal representative are not required to fill out this form. NAME: A e(A) (First Name) HOME ADDRESS: I1c_(1i nger- (Middle) (L Name) a 3 5 A ► A-&(o- V-}-J e. Address Line 1) (Address Line 2) CITY: 0.00 qabi-cs STATE: HOME PHONE: 30 5 `vi -2 - 31 g EMAIL: CELL PHONE: FAX: and► n3c(@ kellirra.biwt BUSSINESS or APPLICANT or ENTITY NAME rlk/6/ LttO YI9 xr.VeJ6 ad-, 61'--rA)(2 Alt (Address Line 1) 0.1 qayiVi 5•1 4{9 (Address Line 2) ZIP: 531 LiY 1. Please describe the issue for which you are seeking approval, relief or other action from the City Commission, board, authority, agency, council, or committee. 2. Has any consideration been provided or committed, directly or on your behalf, to any entity or person for an agreement to support or withhold objection to the requested approval, relief or action? YES NO WI If your answer to Question 2 is No, do not answer questions 3, 4 & 5 proceed to read and execute the Acknowledgment. If your answer to Question 2 is Yes, please answer questions 3, 4 & 5 and read and execute the Acknowledgement. Doc. No.:86543 3. Please provide the name, address and phone number of the person(s) or entities to whom consideration has been provided or committed. Name Address Phone# 0 a. b. c. * Additional names can be placed on a separate page attached to this form. 4. Please describe the nature of the consideration. 5. Describe what is being requested in exchange for the consideration. ACKNOWLEDGEMENT OF COMPLIANCE ' I hereby acknowledge that it is unlawful to employ any device, scheme or artifice to circumvent the disclosure requirements of Ordinance 12918 and such circumvention shall be deemed a violation of the Ordinance; and that in addition to the criminal or civil penalties that may be imposed under the City Code, upon determination by the City Commission that the foregoing disclosure requirement was not fully and timely satisfied the following may occur: 1. the application or order, as applicable, shall be deemed void without further force or effect; and 2. no application from any person or entity for the same issue shall be reviewed or considered by the applicable board(s) until expiration of a period of one year after the nullification of the application or order. PERSON SUBMITTING DISCLOSURE::. ure A ()Ike Lk) ije,l \i eli, n �WO/ 1.6t.114t 9 1,tiatTWI Mk tit., Pri ame Sworn to and subscribed before me this day of J 22v13 oaikir Yt 2A8' . The foregoing instrument was acknowledged before me by ArAy j T. Fk-f)1 , who has produced as identification and/or is personally known to me and who did/did not take an oath. STATE CI OF FLORIDA V fl lxATAAdI M E G ,.:4 ,SSIONlIGKYAGARRIGO f , t+. ..A MY COMMISSION # DD 885442 otaty -le-.a EXPIRES: April 30, 2013 1/4 C Ky A . C r r' ��/ ,0. ' *0, Bonded fire Notary Public Undetwriteta— Print Name J Enc Doc. No.:86543 oia4) Page 2 • CITY OF MIAMI LOBBYIST REGISTRATION AMENDED (1) Lobbyist Name Avino Javier F. Last Name, First Name, Middle Initial Business Phone 305-350-7202 1450 Brickell Avenue Suite 2300 Business Address Miami, Florida Zip 33131 Business Fax 305-351-2275 E-mail javino@bilzin.com (2) Principal Represented Liberty Pointe Investments, LLC/River Landing Development LLC Principal's Business Address 235 Altar Avenue, Coral Gables, FL 33146 (If different from above) (3) Specific issue lobbyist has been retained to lobby (if representing a corporation, partnership or trust, give business address of chief officer, partner, or beneficiary of same, and the names and addresses of all persons holding, directly or indirectly, at least five percent (5%) ownership interest in said corporation, partnership or trust). Matters relating to zoning, land use and development for property located at 1500 N.W. North River Drive (4) Lobbyists shall state the extent of any business association or financial relationship with any member(s) of the City Commission, any member of City staff before whom he/she lobbies or intends to lobby. Not applicable (Please explain, if applicable) Lobbyists shall pay all registration fees ($525.00 annually, plus $105.00 for each principal represented and for each issue a lobbyist has been retained to lobby on behalf of any one principal), and specifically define the issue for which they are employed. The Clerk shall reject any statement which does not detail the issue for which the lobbyist has been employed. I do solemnly swear that all of the foregoing facts are true and correct, and I have read or am familiar with the provisions contained in Sections 2-651 through 2-658 of the City of Miami Code, as amended, including "annual registration, withdrawal, reporting requirements, definitions, examinations, penalties for violations and contingency ; es." State of Florida, County of Miami -Dade Sworn to and subscribed before me this r�� day of January, 2013 MIAMI 3299421.2 79670/37161 r F. Avino eputy Clerk o.R.v. Zekt, a Si1NEA.DOWER •* • * AIY COMMISSION 4 DD 959346 EXPIRES: February 20,2014 '► sd WON llni MO Nehry Smioa • CITY OF MIAMI LOBBYIST REGISTRATION AMENDED (I) Lobbyist Name: GARCIA-TOLEDO, A. Vicky Last Name, First Name, Middle Initial Business Phone: 30 -350-2409 Business Address: 1450 Brickell Avenue, Suite 2300, Miami, Fl Zip 33131 E-Mail Add ress: vgarcia-toledoca,bilzin.com (2) Principal Represented: Liberty Pointe Investments, LLC/River Landing Development, LLC Principal's Business Address: 235 Altara Avenue, Coral Gables, FL 33146 (If different from above) (3) Specific issue lobbyist has been retained to lobby (if representing a corporation, partnership or trust, give business address of chief officer, partner, or beneficiary of same, and the names and addresses of all persons holding, directly or indirectly, at least five percent (5%) ownership interest in said corporation, partnership or trust). Matters relating to zoning. land use and development for property located at 1500 N.W. North River Drive (4) Lobbyists shall state the extent of any business association or financial relationship with any member(s) of the City Commission, any member of City staff before whom he/she lobbies or intends to lobby. (If applicable, please explain) None Lobbyists shall pay all registration fees ($525.00 annually, plus $105.00 for each principal represented and for each issue a lobbyist has been retained to lobby on behalf of any one principal), and specifically define the issue for which they are employed. The Clerk shall reject any statement which does not detail the issue for which the lobbyist has been employed. I do solemnly swear that all of the foregoing facts are true and correct, and I have read or am familiar with the provisions contained in Sections 2-651 through 2-658 of the City of Miami Code, as amended, including "annual registration, withdrawal, reporting requirements, definitions, examinations, penalties for violations and contingency fees." State of Florida, County of Miami -Dade Sworn to and subscribed before me this .%T day of January, 2013. MIAMI 2851474.2 79670/37161 1/24/13 3:11 PM or Deputy Clerk r .tat;,": °:;' . Gwent A BOWER * YY COWMSSION # DD 95931E EXPIRES: February 20, 2014 Eondel Tin Budpei Notri Senior City of Miami Public School Concurrency Concurrency Management System Entered Requirements Applicant Fields Information Application Type Public Hearing Application Sub -Type Zoning Application Name * River Landing Application Phone * 305-350-7202 Application Email * javino@bilzin.com Application Address * c/o Bilzin Sumberg 1450 Brickell Avenue, Suite 2300, Miami, FL 33131 Contact Fields Information Contact Name * Javier F. Avitla, Esq. Contact Phone * 305-350-7202 Contact Email * javino@bilzin.com Local Govt. Name City of Miami Local Govt. Phone 305-416-1400 Local Govt. Email GDGav@ci.miami.fl.us Local Govt. App. Number (OFFICIAL USE ONLY) Property Fields Information Master Folio Number * 01-3135-088-0010 and 01-3135-011-0050 Additional Folio Number Total Acreage * 8.14 Proposed Land Use/Zoning * Restricted Commercial Single -Family Detached Units * Single -Family Attached Units (Duplex) * Multi -Family Units * 534 Total # of Units * 534 Redevelopment Information (MUSPs) - Re -development applications are for those vacant sites for which a local govemment has provided vested rights; or for an already improved property which does not have to be re -platted as deemed by the local govemment. The number of units to be input into the CMS is the net difference between the existing vested number of units and the newly proposed number of units. Example: an existing 20-unit structure will be tom down for redevelopment. The newly proposed development calls for 40 total units. Local govemment shall input 20 units in the CMS (net difference between the 20 units vested less the newly proposed 4 units). Required Fields for Application * Owner(s)/Attomey/Applicant Name STATE OF FLORIDA COUNTY OF MIAMI-DADE ttomey/Applicant Signature 20 hie foregobing was a�edged bef'orpe thi�p'� ) �� 1 day of ( C JJ Y /t who is a(n) individual/ er/agent/corporation of individual/partners rporation. --.'e ii is persona y no 4 e or o has produce as identification and who did (did not) take an oath. <eavaua CHRISTINE A. BOWER (Stamp) * ?t x 1% * MY COMMISSION # DD 959346 SIgll�ture s EXPIRES: February 20, 2014 ?NoF mac`oP Bonded Thru BYdMet Nclary Services Lii rif �tCt�xmt January 16, 2013 A-1 Title Support Services, inc. P.O. Box 55-7097 Miami, FL 33255-7097 RE: 1490,1500 NW NORTH RIVER DR (01-3135-011-0050) To whom it may concern: After a thorough search in the City of Miami records of the above -referenced property: ❑ No Planning and Zoning public hearing information was found. El Planning and Zoning Public hearing information was found; please see attached. El No open code violations were found. ❑ Open code violations were found; please see attached. ® No code enforcement liens were found. ❑ Code enforcement liens were found; please see attached. If information was found, please refer to the number below, which corresponds to the attachment(s), for further instructions from the appropriate entity about the findings. ❑ 1) Building violations at (305) 416-1180; ❑ 2) Building, Unsafe Structure violations and liens at (305) 416-1170; El 3) City Clerk's Office at (305) 250-5360; ❑ 4) Code Enforcement (.Central) violations at (305) 329-4800; ❑ 5) Code Enforcement (North) violations at (305) 329-4820; ❑ 6) Code Enforcement (South) violations at (305) 329-4770; ❑ 7) Code Enforcement, Solid Waste violations at (305) 416-2116; ❑ 8) Code Enforcement violations at (305) 416-2137, (305) 416-2073 or (305) 416- 2116; ❑ 9) Finance for payment of any fines and certified liens at (305) 416-1939 or (305) 416-1920; ❑ 10) Fire -Rescue violations at (305) 416-1614; ❑ 11) Hearing Boards for additional Planning and Zoning information at (305) 416-2030; ❑ 12) Hearing Boards for mitigation hearing requests at (305) 416-2030 after compliance. Sincerely, Anel Rodri uez Deputy CI rk, Executive Secretary & Administrative Assistant II NOTICE: THIS OFFICE ONLY MAINTAINS RECORDS WITH RESPECT TO ZONING -RELATED MATTERS; VARIANCES; EXCEPTIONS; SPECIAL EXCEPTIONS; CHANGES OF ZONING & REZONINGS {NOT INCLUDING CITY -INITIATED APPLICATIONS}; COMPREHENSIVE PLAN CHANGES; STREET, ALLEY & EASEMENT CLOSURES; AND APPEALS, PURSUANT TO THE ZONING ORDINANCE, AS AMENDED. THIS SEARCH DOES NOT INCLUDE COVENANTS, ENCUMBRANCES, OTHER LIENS,RESTRICTIONS OR THE LIKE, RECORDED IN THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA. FURTHERMORE, AN ADDITIONAL LIEN SEARCH FROM THE FINANCE DEPARTMENT SHOULD BE CONDUCTED FOR INFORMATION ON CERTIFIED LIENS AND OUTSTANDING AMOUNTS. PLANNING AND ZONING DEPARTMENT / Hearing Boards Section 444 S.W, 2nd Avenue, 7th Floor, Miami, Florida 33130 / Phone: (305) 416-2030 Mailing Address: P.O. Box 330708 Miami, Florida 33233-0708 �tg a# iaxnt January 16, 201.3 A-1 Title Support Services, Inc. P.O. Box 55-7097 Miami, FL 33255-7097 RE: 1420 NW NORTH RIVER DR (01-3135-088-0010) To whom it may concern: After a thorough search in the City of Miami records of the above -referenced property: ® No Planning and Zoning public hearing information was found. ❑ Planning and Zoning Public hearing information was found; please see attached. ® No open code violations were found. ❑ Open code violations were found; please see attached. No code enforcement liens were found. ❑ Code enforcement liens were found; please see attached. All If information was found, please refer to the number below, which corresponds to the attachment(s), for further instructions from the appropriate entity about the findings. ❑ 1) Building violations at (305) 416-1180; ❑ 2) Building, Unsafe Structure violations and liens at (305) 416-1170; ❑ 3) City Clerk's Office at (305) 250-5360; ❑ 4) Code Enforcement (Central) violations at (305) 329-4800; O 5) Code Enforcement (North) violations at (305) 329-4820; ❑ 6) Code Enforcement (South) violations at (305) 329-4770; ❑ 7) Code Enforcement, Solid Waste violations at (305) 416-2116; ❑ 8) Code Enforcement violations at (305) 416-2137, (305) 416-2073 or (305) 416- 2116; ❑ 9) Finance for payment of any fines and certified liens at (305) 416-1939 or (305) 416-1920; ❑ 10) Fire -Rescue violations at (305) 416-1614; ❑ 11) Hearing Boards for additional Planning and Zoning information at (305) 416-2030; ❑ 12) Hearing Boards for mitigation hearing requests at (305) 416-2030 after compliance. Sincerely, Anel Rodri uez Deputy Cle.k, Executive Secretary & Administrative Assistant II NO ICE: THIS OFFICE ONLY MAINTAINS RECORDS WITH RESPECT TO ZONING -RELATED MATTERS: VARIANCES; EXCEPTIONS; SPECIAL EXCEPTIONS; CHANGES OF ZONING & REZONINGS {NOT INCLUDING CITY -INITIATED APPLICATIONS}; COMPREHENSIVE PLAN CHANGES; STREET, ALLEY & EASEMENT CLOSURES; AND APPEALS, PURSUANT TO THE ZONING ORDINANCE, AS AMENDED. THIS SEARCH DOES NOT INCLUDE COVENANTS, ENCUMBRANCES, OTHER LIENS, .RESTRICTIONS OR THE LIKE, RECORDED IN THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA. FURTHERMORE, AN ADDITIONAL LIEN SEARCH FROM THE FINANCE DEPARTMENT SHOULD BE CONDUCTED FOR INFORMATION ON CERTIFIED LIENS AND OUTSTANDING AMOUNTS. PLANNING AND ZONING DEPARTMENT / Hearing Boards Section 444 S.W. 2nd Avenue, 7th Floor, Miami, Florida 33130 / Phone: (305) 416-2030 Mailing Address: P.O. Box 330708 Miami, Florida 33233-0708 img 4thtmi January 16, 2013 A-1 Title Support Services, Inc. P.O. Box 55-7097 Miami, FL 33255-7097 RE: 1400 NW NORTH RIVER DR (01-3135-012-0010) To whom it may concern: After a thorough search in the City of Miami records of the above -referenced property: ❑ No Planning and Zoning public hearing information was found. ® Planning and Zoning Public hearing information was found; please see attached. No open code violations were found. ❑ Open code violations were found; please see attached. E No code enforcement liens were found. ❑ Code enforcement liens were found; please see attached. If information was found, please refer to the number below, which corresponds to the attachment(s), for further instructions from the appropriate entity about the findings. ❑ 1) Building violations at (305) 416-1180; ❑ 2) Building, Unsafe Structure violations and liens at (305) 416-1170; ® 3) City Clerk's Office at (305) 250-5360; ❑ 4) Code Enforcement (Central) violations at (305) 329-4800; ❑ 5) Code Enforcement (North) violations at (305) 329-4820; ❑ 6) Code Enforcement (South) violations at (305) 329-4770; ❑ 7) Code Enforcement, Solid Waste violations at (305) 416-2116; ❑ 8) Code Enforcement violations at (305) 416-2137, (305) 416-2073 or (305) 416- 2116; ❑ 9) Finance for payment of any fines and certified liens at (305) 416.1939 or (305) 416-1920; ❑ 10) Fire -Rescue violations at (305) 416-1614; ❑ 11) Hearing Boards for additional Planning and Zoning information at (305) 416-2030; ❑ 12) Hearing Boards for mitigation hearing requests at (305) 416-2030 after compliance. Sincerely, Anel Rodri•ue Deputy Cle k, Executive Secretary & Administrative Assistant II NOTICE; THIS OFFICE ONLY MAINTAINS RECORDS WITH RESPECT TO ZONING -RELATED MATTERS: VARIANCES; EXCEPTIONS; SPECIAL EXCEPTIONS; CHANGES OF ZONING & REZONINGS (NOT INCLUDING CITY-INITIATED.APPLICATIONS); COMPREHENSIVE PLAN CHANGES; STREET, ALLEY & EASEMENT CLOSURES; AND APPEALS, PURSUANT TO THE ZONING ORDINANCE, AS AMENDED. THIS SEARCH DOES INCLUDE COVENANTS, ENCUMBRANCES, OTHER LIENS, RESTRICTIONS OR THE LIKE, RECORDED IN THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA. FURTHERMORE, AN ADDITIONAL LIEN SEARCH FROM THE FINANCE DEPARTMENT SHOULD BE' CONDUCTED FOR INFORMATION ON CERTIFIED LIENS AND OUTSTANDING AMOUNTS. PLANNING AND ZONING DEPARTMENT/ Hearing Boards Section 444 S.W. 2nd Avenue, 7th Floor, Miami, Florida 33130 / Phone: (305) 416-2030 Mailing Address: P.O. Box 330708 Miami, Florida 33233-0708 RIVER LANDING • • • Developer: Architect: DIRECTORY OF PROJECT PRINCIPALS River Landing Development, LLC 235 Altara Avenue, Coral Gables, Florida 33146 Telephone: (305) 442-3108 Fax: (305) 442-8967 Mr. Andre Hellinger Manager Ms. Coralee Penabad, Manager ADD Inc. One Biscayne Tower Suite 1670 2 Biscayne Boulevard, Miami, Florida 33131 Telephone: (305) 482-8700 Fax: (305) 482-8770 Jon Cardello, Principal Alana Lopez, Project Architect Design Consultant: Bromstad c/o William Morris Entertainment 1325 Avenue of the Americas, New York, NY 10019 Telephone: (212) 903-1348 Fax: (212) 632-1215 David Bromstad Landscape Architect: Savino Miller Design Studios 12345 NE 6th Avenue, Suite A, Miami, FL 33161 Telephone: (305) 895-9082 Fax: (305) 895-9083 Barry Miller, Architect Traffic: Economist: Legal: Archeologist: Kimley-Horn & Associates, Inc. 5200 NW 33rd Avenue, Suite 109, Ft. Lauderdale, Florida 33309 Telephone: (954) 535-5100 Fax: (954) 739-2247 John McWilliams Miami Economic Associates, Inc. 6861 SW 89th Terrace, Miami, Florida 33156 Telephone: (305) 669-0229 Fax: (305) 669-8534 Andrew Dolkart, President Bilzin Sumberg Baena Price & Axelrod, LLP 1450 Brickell Avenue, 23rd Floor, Miami, Florida 33131 Telephone: (305) 350-2409 or (305) 350-7202 Fax: (305) 374-7593 or (305) 351-2275 Vicky Garcia -Toledo, Esq. Javier F. Avino, Esq. Archeaological and Historical Conservacy, Inc. 4800 SW 64th Avenue, Suite 107, Davie, Florida 33314 Telephone: (954) 792-9776 Fax: (954) 792-9954 Robert S. Carr, Executive Director MIAMI 3506388.1 79670/42063 DING SPECIAL AREA PLAN NORTHWEST NORTH RIVER DRIVE 1C?1HWEST NORTH RIVER DRIVE PECIAL AREAL PLAN SUBJECT TO COMPLIANCE WITH MIAMI21 CODE, 'ORDINANCE 1- 114, THE CIT' COIF AND ALL APPLICABLE CRITERIA, CONSIDERATIONS, AND OTHER REGULATIONS ursuant to Miami21 Code, Ordance 13114, the Zoning Ordinance of the City of Miami, Flo, dathe �u jell-pfopbs r- fiver Landing Special Area Plan at the addresses listed above in --the My of -Miami', Floridahas n-been submitted and reviewed to allow an application for a eclat Area n ("SAP" ifibject to all applicable criteria found in the Miami21 Code. The proposed River Landing SAP is comprised of approximately 354,579 square feet of Lot Area (approximately 8.14 acres) including a portion of Northwest 15th Avenue. This referral is contingent on the re -platting process pursuant Section 54-4 of the City Code. This referral is also contingent on issuance of Waiver 13-0002 for a ten percent (10%) reduction in the minimum acreage required. The River Landing SAP will modify the Transect Zone regulations that are applicable to the subject parcels to the extent indicated herein. Where a section is not specifically modified, the regulations and restrictions of the Miami21 Code shall apply. The preliminary development concept calls for the development of a mix of retail, commercial, and residential uses and associated parking areas throughout the SAP area. The preliminary development program totals approximately 2,178,565 square feet of development, consisting of the following uses: approximately 559,825 square feet of residential use floor area consisting of 454 units; approximately 1,618,740 square feet of commercial use; and approximately 101,354 square feet of open space. These square footages are approximate and may increase or decrease at time of building permit not to exceed a total of 2,178,565 square feet of Floor Area Ratio. This preliminary mix of uses will be supported by an anticipated parking inventory of 2,191 parking spaces available within new above -ground and below -grade parking structures. The River Landing SAP also proposes a change to the zoning atlas from Urban Core Transect Zone T6-8-O to Urban Core Transect Zone T6-24-0. SPECIAL AREA PLAN, as per ARTICLE 3, Section 3.9 and Article 7, Section 7.1.2.8, to allow parcels greater than nine (9) abutting acres (subject to WA#13-0002) to be master planned. This master plan area is to allow a greater integration of public improvements and Infrastructure and greater flexibility so as to result in higher or specialized quality buildings, river walk, and streetscape design. 4f3AARSO I-14.20I3. Diana Agudelo Planner II Date Office of Zoning 444 SW 2m) AVE 4TH FLOOR MIAMI, FL 33130 SAP W W W.MIAMIGOV.COM RIVER LANDING • DEVELOPMENT AGREEMENT This is a Development Agreement ("Agreement") made this _ day of 2013, between Rive,: Landing Development, LLC, a Florida limited liability company (the "Owner") and the City of Miami, Florida, a municipal corporation and a political subdivision of the State of Florida (the "City"). RECITALS WHEREAS, the Owner is the fee simple owner of the property in Miami -Dade County, Florida, legally described on Exhibit "A", having a street address of 1500 NW North River Drive, Miami, Florida (the "Property"). WHEREAS, on January 18, 2013, the Owner filed an application with the City for approval of a Special Area Plan (the "Application") in order to develop,the Property as a mixed use development with residential units, retail, restaurants, riverwalk, and other amenities (the "Project") WHEREAS, as a condition to the approval of the Application, the Owner must enter into a development agreement pursuant to Section 3.9 of the ty's Miami 21 Code (the "Code"). This Agreement is entered into to satisfy the foregoing requirement and to further assure the City that all development activity will comply with the 'requiremen3 ,of the City's entire Code of Ordinances (the "Code TERMS Now therefore, for an hereby understood and agreee' Definitions: 2. Local Development Permits. 3. Consistency with Comprehensive Plan 4. Compliance with Applicable Law. ration of the mutual covenants contained herein, it is 5. Site Plan. The Property will be developed and used substantially in compliance with a compilation of plans, including, specifically, architectural plans entitled "River Landing", as prepared by ADD Inc., containing sheets, and the Landscape Plans as prepared by Savino Miller, containing _ sheets. All the foregoing plans are collectively referred to in this Agreement as the "Plans" and are described in detail on a log attached as Exhibit B to this Agreement. "Substantially in compliance", for purposes of this Agreement, shall be determined by the City Planning Director. MIAMI 3498933.1 79670/42063 1 • 6. Use Restrictions. 7. Riverwalk. 8. Utilities and Easements. 9. Parking. 10. Traffic Signalization. 11. Public Safety. 12. Ad Valorem Taxes. 13. Compliance With Fire/Life Safety Laws. 14. Reservation of Development Rights. 15. Construction Noise. 16. Representation; Representatives.. 17. Multiple Ownership. In the event of multiple ownership subsequent to the approval of the Application, each of the subsequent owners mortgagees and other successors in interest in and to the Property (or any portion thereof, including condominium unit owners) shall be bound by the terms and provisions of this Agreement as covenants that run with the Property. 18 Common Area Maintenance. The Owner will create prior to the conveyance of any portion::of the Property (less than the entire Property),'a master association or other entity which shall provide for the maintenance of all common areas, private roadways, cross -easements and other amenities common to the Property. This Agreement shall not preclude the owner(s) of the Property from maintaining their own buildings or common areas not common to the Property outside the control of the master association. The instrument creating the master association or other entity shall be subject to the reasonable approval of the City Attorney. 19. Term of Declaration. The provisions of this Agreement shall become effective upon its recordation in the public records of Miami -Dade County, Florida and shall continue in effect for a period of thirty (30) years after the date of such recordation, after which time it shall be extended automatically for successive periods of ten (10) years, each unless released in writing by the then owners of the Property and the City after a public hearing before the City Council. If the Property is submitted to condominium ownership, then the association or other entity designated to represent all of the condominium ownership interests as to the Property, as may be applicable, shall be the proper party or parties to execute any such release for properties in a condominium form of ownership. MIAMI 3498933. 179670/42063 2 o 20. Modification. The provisions of this Agreement may be amended, added to, derogated, deleted, modified, or changed from time to time by recorded instrument executed by the then owners of the Property and the City, after public hearing. If the Property is submitted to condominium ownership, then the association or other entity designated to represent all of the condominium interests as to the Property, as may be applicable, shall be the proper party or parties to execute any such instrument described herein for properties in a condominium form of ownership. 21. Enforcement. The City, its successor or assigns, and the Owner shall have the right to enforce the provisions of this Agreement. Enforcement shall be by action at law or in equity against any parties or persons violating or attempting to violate any covenants, either to restrain violation or to recover damages or both. The prevailing party in the action or suit shall be entitled to recover, in addition to costs and disbursements allowed by law, such sum as the court may adjudge to be reasonable for the services of its attorney. 22. Inspection. As further part of this Agreement it is hereby understood and agreed that anyofficial inspector of the City, or its a is dulyauthorized y have the privilege at any P Y� g. � may` P g time during normal working hours of entering and investigating the use of the Property to deteiuiine whether the Property complies with the Code,•, Zoning Code and the terms of this Agreement. 23. Authorization to Withhold Permits and Inspections. In the event the Owner(s) is/are obligated to make payments or improvements under the terms of this Agreement or to take or refrain from taking any :other action under this Agreement,;, and such obligations are not performed as required, in addition to any other remedies available, the City is hereby authorized to withhold any further permits for the Property and refuse any inspections or grant any approvals, with regard to any portion of the Property until such time this Agreement is complied with. 24. Severability. Invalidation of any of these covenant, by judgment of court in any action initiated by a third party, in : no way shall affect any of the other provisions of this Agreement, which shall remain in full force and effect. 25. Recording. This Agreement shall be recorded in the Public Records of Miami - Dade County, Florida at the Owner's expense and shall inure to the benefit of the City. A copy of the recorded Development Agreement shall be provided to the City Clerk and City Attorney within two weeks of recording. 26. Successor(s), Assigns, and Designees. The covenants and obligations set forth in this Agreement shall extend to the Owner, its successor(s) and/or assigns. Nothing contained herein shall be deemed to be a dedication, conveyance or grant to the public in general nor to any persons or entities except as expressly set forth herein. 27. Construction of Agreement. The provisions of this Agreement shall be strictly construed against any the Owner. In construing this Agreement, the singular shall be held to include the plural, the plural shall be held to include the singular, and reference to any particular gender shall be held to include every other and all genders. MIAMI 3498933. 179670/42063 3 IN WITNESS WHEREOF, these presents have been executed this day of ,2013. STATE OF COUNTY OF RIVER LANDING DEVELOPMENT LLC, a Florida limited liability company By: The foregoing instrument was acknowledged before me this day of , 2013 by of River Landing Development LLC who is ( ) personally known to me or w )'produced a valid driver's license as identification. Notary Public: Sign Name: Print Name: My Commission Expires: [NOTARIAL SEAL) MIAMI 3498933.1 79670/42063 4 r IN WITNESS WHEREOF, these presents have been executed this day of , 2013. STATE OF COUNTY OF ) SS CITY OF MIAMI, a municipal corporation By: By: The foregoing instrument was acknowledged before me this day of , 2013 by o the City of Miami who is ( ) personally known to me or ( ) produced a valid driver's license as identification. S P My Commission Expires: otary Public:= .gn Nacre rint Name: [NOTARIAL SEAL) MIAMI 3498933.1 79670/42063 5 Traffic Impact Analysis for Submittal to the City of Miami River Landing Special Area Plan Miami, Florida Fl Kimley-Horn ■... and Associates, Inc. ©2013 Kimley-Horn and Associates, Inc. February 2013 043174003 Traffic Impact Analysis for Submittal to the City of Miami River Landing Special Area Plan Miami, Florida Prepared for: ADD, Inc. Miami, Florida Prepared by: Kimley-Horn and Associates, Inc. Fort Lauderdale, Florida 1 � Kimley-Horn �.. and Associates, Inc. 02013 Kirrrley-Hurn and Associates, Inc. February 2013 043174003 gni Kimley-Horn and Associates. fnc_ Traffic Impact Analysis TABLE OF CONTENTS INTRODUCTION 1 DATA COLLECTION 3 CAPACITY ANALYSIS METHODOLOGY 7 Level of Service Standard 7 Transportation Corridor Level of Service Methodology 7 Intersection Level of Service Methodology 8 EXISTING CONDITIONS (2013) CAPACITY ANALYSIS 9 Transportation Corridors 9 FUTURE BACKGROUND TRAFFIC CONDITIONS 16 Background Area Growth 16 Committed Developments 17 PROJECT TRAFFIC 20 Existing and Proposed Land Uses 20 Project Access 20 Trip Generation 20 Trip Distribution and Assignment 22 FUTURE TOTAL TRAFFIC 28 FUTURE CONDITIONS CAPACITY ANALYSIS 31 Future Background Traffic Conditions 31 Future Total Traffic Conditions 34 TRANSPORTATION CONTROL MEASURES PLAN 39 CONCLUSION 40 K:\FTL_TPTO\043174003 - River Landing SAP\Report\River Landing TIA-02.26.13.docx February 2013 Page - i gni Kimley-Horn and Associates. fnc_ Traffic Impact Analysis LIST OF FIGURES Figure 1: Project Location Map 2 Figure 2: 2013 Existing Intersection Lane Configuration 4 Figure 3: Existing (2013) A.M. Peak Hour Traffic Volumes 5 Figure 4: Existing (2013) P.M. Peak Hour Traffic Volumes 6 Figure 5: Future (2016) Background A.M. Peak Hour Traffic Volumes 18 Figure 6: Future (2016) Background P.M. Peak Hour Traffic Volumes 19 Figure 7: A.M. Peak Hour Project Trip Distribution 24 Figure 8: P.M. Peak Hour Project Trip Distribution 25 Figure 9: A.M. Peak Hour Project Trip Assignment 26 Figure 10: P.M. Peak Hour Project Trip Assignment 27 Figure 11: Future (2016) Total A.M. Peak Hour Traffic Volumes 29 Figure 12: Future (2016) Total P.M. Peak Hour Traffic Volumes 30 LIST OF TABLES Table 1: Transportation Corridor Level of Service Thresholds 8 Table 2: Existing (2013) A.M. and P.M. Peak Hour Roadway Volumes 9 Table 3: Existing (2013) A.M. and P.M. Peak Hour Miami -Dade Transit Conditions — North/South 11 Table 4: Existing (2013) A.M. and P.M. Peak Hour Miami -Dade Transit Conditions — East/West 12 Table 5: Existing (2013) A.M. Peak Hour Transportation Corridor Segment Conditions 13 Table 6: Existing (2013) P.M. Peak Hour Transportation Corridor Segment Conditions 14 Table 7: Existing (2013) A.M. and P.M. Peak Hour Intersection Conditions 15 Table 8: Background Growth Rate Summary 16 Table 9: A.M. Peak Hour Proposed Trip Generation 21 Table 10: P.M. Peak Hour Proposed Trip Generation 22 Table 11: Cardinal Trip Distribution 22 Table 12: Future (2016) Background A.M. Peak Hour Transportation Corridor Segment Conditions 32 Table 13: Future (2016) Background P.M. Peak Hour Transportation Corridor Segment Conditions 33 Table 14: Future (2016) Background A.M. and P.M. Peak Hour Intersection Conditions 34 Table 15: Future (2016) Total A.M. Peak Hour Transportation Corridor Segment Conditions36 Table 16: Future (2016) Total P.M. Peak Hour Transportation Corridor Segment Conditions 37 Table 17: Future (2016) Total A.M. and P.M. Peak Hour Intersection Conditions — Study Intersections 38 Table 18: Future (2016) Total A.M. AND P.M. Peak Hour Intersection Conditions — With Improvements 38 K:\FTL_TPTO\043174003 - River Landing SAP\Report\River Landing TIA-02.26.13.docx February 2013 Page - ii gni Kimley-Horn and Associates. fnc_ Traffic Impact Analysis Appendix A: Appendix B: Appendix C: Appendix D: Appendix E: Appendix F: Appendix G: Appendix H: Appendix I: Appendix J: LIST OF APPENDICES Methodology Correspondence Traffic Count Data Miami -Dade Transit Data Existing Conditions Intersection Analysis Growth Trend Analysis Trip Generation Cardinal Trip Distribution Volume Development Worksheets Future Background Conditions Intersection Analysis Future Total Conditions Intersection Analysis K:\FTL_TPTO\043174003 - River Landing SAP\Report\River Landing TIA-02.26.13.docx February 2013 Page - iii gni Kimley-Horn and Associates. fnc_ Traffic Impact Analysis INTRODUCTION A Special Area Plan (SAP) is proposed that is generally bounded by NW North River Drive to the north and the Miami River to the south extending from NW 14th Avenue to just west of NW 15th Avenue/NW 13th Terrace. Figure 1 depicts the SAP boundaries. The proposed development plan consists of 527,560 square feet of retail development and 444 multi -family residential dwelling units. The development site is currently occupied by Juror and Public Parking for the Richard E. Gerstein Justice Building and the Mahi Shrine Auditorium. In order to provide a conservative analysis, credit for the existing uses has not been taken and all trips generated by the development are assumed to be new trips. Kimley-Horn and Associates, Inc. has completed this traffic impact analysis for submittal to the City of Miami. The purpose of the study is to assess the project's impact on the surrounding transportation network and determine if adequate capacity is available to support future demand. This report is being submitted in accordance with the requirements of a Special Area Plan (SAP) application. The study's methodology is consistent with the requirements outlined by the City of Miami for traffic impact analyses. This report summarizes the data collection, project trip generation and distribution, and capacity analyses. An initial methodology letter was submitted to the City of Miami on January 9, 2013 and subsequently approved on January 25, 2013. All methodology correspondence is included in Appendix A. K:\FTL_TPTO\043174003 - River Landing SAP\Report\River Landing TIA-02.26.13.docx February 2013 Page - 1 = r1Kinley-Horn and Associates, Inc. Figure 1 Project Location Map River Landing Miami, Florida ©2013 Page - 2 gni Kimley-Horn and Associates. fnc_ Traffic Impact Analysis DATA COLLECTION Traffic data were collected in the study area for this project. The study area roadway corridors for this project include: North/South • NW 17th Avenue • NW 12th Avenue/SR 933 East West • NW North River Drive • NW 14th Street The following intersections were examined: • NW North River Drive/NW 11th Street at NW 12th Street/NW 14th Avenue • NW North River Drive at NW 15th Avenue/NW 13th Terrace • NW North River Drive at NW 17th Avenue • NW South River Drive at NW 17th Avenue • NW 14th Street at NW 17th Avenue • NW 14th Street at NW 14th Avenue • NW 12th Avenue/SR 933 at NW 12th Street/SR 836 WB Exit Ramp • NW 12th Avenue/SR 933 at NW 11th Street A.M. peak period (7:00 A.M. to 9:00 A.M.) and P.M. peak period (4:00 PM to 6:00 P.M.) turning movement counts were collected at each intersection under study. 24-Hour volume counts were conducted along the study corridors. Traffic count data was collected on January 29, 2013 (Tuesday), January 30, 2013 (Wednesday), or January 31, 2013 (Thursday). The corresponding peak season conversion factor for all count data is 1.01. Turning movement counts, 24-hour volume counts, and the peak season conversion factor report are provided in Appendix B. Lane configurations for roadways adjacent to the proposed development are provided in Figure 2. Figures 3 and 4 present the A.M. and P.M. peak hour 2013 peak season transportation corridor volumes (person -trips including transit riders) and peak season turning movement volumes at the study intersections, respectively. K:\FTL_TPTO\043174003 - River Landing SAP\Report\River Landing TIA-02.26.13.docx February 2013 Page - 3 f NOT TO SCALE NW 17th Avenue ❑.n IGmleyHom 1 and Associates, Inc. coons NW 14th Street NW S River Drive Page - 4 Legend - Study Roadway nd Study Intersection Figure 2 2013 Existing Intersection Lane Configuration River Landing Miami, Florida NOT TO SCALE NW 14th Stt t Ir J14 t 'VWNRiverDrive ern CU c CU Q naJ ❑-n IGmleyHom 1 and Associates, Inc. NW S River Drive J14 = Page. - 5 4414 215 200 NW 12th Street NNRiver Drive/ NW llth Stre 41to 232 Legend -Study Roadway Study Intersection L Free Flow Right -Turns is 5E Figure 3 Existing (2013) A M Peak Hour Traffic Volumes River Landing Miami, Florida NOT TO SCALE AA 1 4 0 Ir J14 s � " A Nhr N River Drive r22, NW 14th Street JI t � mI� IGmleyHom = and Associates, Inc. coons NW S River Drive A o� J14 e(( Page-h e GFI J J14 A. 262 r ss r. pse is 414 rs s� 11r ,7s Am 22622,7 NW 12th Street Nw N River Drivel Nw 11 th St e .gr J14is Legend Study Roadway Study Intersection L Free Flow Right -Turns r �s xo rr22 tr F8 Figure 4 Existing (2013) P.M. Peak Hour Traffic Volumes River Landing Miami, Florida gni Kimley-Horn and Associates. inc. Traffic Impact Analysis CAPACITY ANALYSIS METHODOLOGY Level of Service Standard Level of Service (LOS) is the traffic performance measure generally used in traffic impact analyses. Levels of service range from LOS A (free -flow with negligible delays) to LOS F (heavily congested with long delays). The City of Miami has adopted LOS E as its minimum level of service standard. Transportation Corridor Level of Service Methodology Transportation corridor traffic conditions were examined applying the methodology outlined in the Miami Comprehensive Neighborhood Plan. This methodology considers the person -trip capacity (including transit) for transportation corridors rather than evaluating only the vehicular capacity of a roadway. Level of service analyses were performed to assess the capacity of the transportation corridors evaluated in this study based on a comparison between person -trip volume and person -trip capacity within the corridors. The analyses of person -trip volumes and person -trip capacities account for both passenger vehicle and transit service within the corridors. Table 1 illustrates the level of service thresholds for each study corridor. The corridor level of service thresholds, measured in volume (v) to capacity (c) ratios, were developed from the 2009 version of FDOT's Quality/Level of Service Handbook. K:\FTL_TPTO\043174003 - River Landing SAP\Report\River Landing TIA-02.26.13.docx February 2013 Page - 7 gni Kimley-Horn and Associates. fnc. Traffic Impact Analysis Table 1: Transportation Corridor Level of Service Thresholds LOS NW 12th Avenue NW 17th Avenue NW North River Drive NW 14th Street Peak Hour Directional Volume Thresholds (NB/SB) V/C Ratio Peak Hour Directional Volume Thresholds (NB/SB) V/C Ratio Peak Hour Directional Volume Thresholds (EB/WB) V/C Ratio Peak Hour Directional Volume Thresholds (EB/WB) V/C Ratio A (1) -- (1) -- (1) -- (1) -- B (1) -- (1) -- (1) -- (1) -- C 1,397 / 2,080 (2) <0.71 / <0.73 1,197 (3) <0.71 1,197 (4) <0.71 1,137 / 1,197 fsl <0.71 D 1,859 / 2,680 (2) 0.95 1,593 (3) 0.95 1,593 (4) 0.95 1,513 / 1,593 lsl 0.95 E 1,964 / 2,830 (2) 1.00 1,683 (3) 1.00 1,683 (4) 1.00 1,599 / 1,683 fsl 1.00 F -- >1.00 -- >1.00 -- >1.00 -- >1.00 Notes: (1)Cannot be achieved per Table 7 from FDOT s 2009 Quality/Level of Service Handbook. (2)Based on Class II roadway capacities found in Table 7 of FDOT's Northbound = 2-lane divided State Signalized Arterial with right -turn lanes (5% increase); Southbound = 3-lane divided State Signalized Arterial (no adjustments). (3)Based on Class II roadway capacities found in Table 7 of FDOT's 2009 Quality/Level of Service Handbook; 2-lane Major City/County Roadway (10% reduction), undivided (5% reduction) with right -turn lanes (5% increase). (4)Based on Class II roadway capacities found in Table 7 of FDOT's 2009 Quality/Level of Service Handbook; 2-lane Major City/County Roadway (10% reduction). (5)Based on Class II roadway capacities found in Table 7 of FDOT's 2009 Quality/Level of Service Handbook; Eastbound = 2-lane Major City/County Roadway (10% reduction), undivided (5% reduction); Westbound = 2-lane Major City/County Arterial (10% reduction), undivided (5% reduction) with right -turn lanes (5% increase). Intersection Level of Service Methodology 2009 Quality/Level of Service Handbook; Level of service analyses were performed for study intersections using Trafficware's SYNCHRO 8.0 Software, which applies methodologies outlined in the Highway Capacity Manual, 2000 and 2010 Editions. K:\FTL_TPTO\043174003 - River Landing SAP\Report\River Landing TIA-02.26.13.docx February 2013 Page - 8 gni Kimley-Horn lllll■ and Associates. inc. Traffic Impact Analysis EXISTING CONDITIONS (2013) CAPACITY ANALYSIS Transportation Corridors Vehicular roadway conditions and transit ridership were examined to determine current level of service for the transportation corridors examined in this study. Table 2 presents the unadjusted 2013 A.M. and P.M. peak hour directional traffic volumes, peak season conversion factors, and the 2013 peak season A.M. and P.M. peak hour directional traffic volumes for the study corridors. Corridor count data is included in Appendix B. Table 2: Existing (2013) A.M. and P.M. Peak Hour Roadway Volumes Roadway Segments Direction 2013 A.M. Peak Hour Volumes 2013 P.M. Peak Hour Volumes FDOT Peak Season Adjustment Factor 2013 Peak Season A.M. Peak Hour Volumes 2013 Peak Season P.M. Peak Hour Volumes NW 12th Avenue NB 1,842 1,379 1.01 1,860 1,393 SB 1,081 1,384 1.01 1,092 1,398 NW 17th Avenue NB 1,672 1,081 1.01 1,689 1,092 SB 1,283 1,840 1.01 1,296 1,858 NW North River Drive EB 834 273 1.01 842 276 WB 265 712 1.01 268 719 NW 14th Street EB 735 325 1.01 742 328 WB 499 855 1.01 504 864 Existing transit conditions were examined considering the ridership on and capacity of the Miami -Dade Transit (MDT) bus service and Metrorail service operating in the corridors. MDT staff was contacted to obtain the A.M. and P.M. peak hour ridership and capacities for the transit service. Six (6) MDT bus routes presently serve the study area during the A.M. and P.M. peak hour: • Route 95 operates with 20 minute headways in both directions during the A.M. peak hour and 10 minute headways in the northbound direction during the P.M. peak hour. In the southbound direction during the P.M. peak hour the route operates with only 2 buses with an 8 minute headway. K:\FTL_TPTO\043174003 - River Landing SAP\Report\River Landing TIA-02.26.13.docx February 2013 Page - 9 Kimley-Horn Mr and Associates, Inc. Traffic Impact Analysis • Route 95 Express operates with 45 minute headways in the northbound direction during the A.M. peak hour and 10 minute headways during the P.M. peak hour. The Route 95 Express does not operate in the southbound direction along this corridor. • Route 12 operates with 30 minute headways in both directions during the A.M. and P.M. peak hours. • Route 17 operates with 24 minute headways in the northbound direction and 14 minute headways in the southbound direction during the A.M. peak hour and 10 minute headways in the northbound direction and 18 minute headways in the southbound direction during the P.M. peak hour. • Route M (113) operates with 45 minute headways in both directions during both the A.M. and P.M. peak hours. • Route 32 operates with 24 minute headways in both directions during both the A.M. and P.M. peak hours. In addition, the study area is served by the Metrorail Green Line and Orange Line. Current Metrorail ridership data was unable to be obtained from MDT; therefore, Metrorail ridership was not included in the analysis. Excluding Metrorail ridership and capacity provides a conservative analysis. MDT staff indicated that Metrobus routes on the study corridors utilize various bus types with different capacities. For purposes of this analysis, an average capacity for each route was determined using data obtained from MDT. The ridership capacities for the bus routes were calculated for the A.M. and P.M. peak hours using the appropriate headways and capacities. Metrobus route maps are included in Appendix C. Ridership data was obtained from MDT for the identified transit routes. The data reflects typical ridership on the routes using the most recent ridership information available. Tables 3 and 4 present the existing A.M. and P.M. peak hour ridership on the routes studied for the North/South and East/West directions of travel, respectively; the ridership data obtained from MDT is included in Appendix C. K:\FTL_TPTO\043174003 - River Landing SAP\Report\River Landing TIA-02.26.13.docx February 2013 Page - 10 ► �" Kimley-Horn ► ff� and Associates. fnc. Traffic Impact Analysis Table 3: Existing (2013) A.M. and P.M. Peak Hour Miami -Dade Transit Conditions — North/South Transit Route Information Direction of Travel Peak Hour Headways A.M. (P.M.) in minutes Buses/ Trains per Hour A.M. (P.M.) Average Capacity (riders) Peak Hour Directional Person Trip Capacity A.M. (P.M.) Peak Hour Average Directional Route Ridership A.M. (P.M.) NW 12th Avenue Northbound 20 3 53 159 0 riders per bus Route 95 (10) (6) (318) (10 riders per bus) Southbound 10 3 53 159 10 riders per bus (8) (2) (106) (0 riders per bus) Route 95 45 2 210 2 riders per bus Express Northbound (10) (6) 105 (630) (21 riders per bus) Northbound 30 3 53 159 12 riders per bus Route 12 (30) (3) (159) (14 riders per bus) Southbound 30 2 53 106 16 riders per bus (30) (2) (106) (9 riders per bus) NW 17th Avenue Northbound 24 3 53 159 10 riders per bus Route 17 (10) (6) (318) (11 riders per bus) Southbound 14 4 53 212 12 riders per bus (18) (3) (159) (12 riders per bus) Northbound 11 - 687 6 riders per bus Total (21) (1,425) (14 riders per bus) Southbound 9 - 477 13 riders per bus (7) (371) (7 riders per bus) K:\FTL_TPTO\043174003 - River Landing SAP\Report\River Landing TIA-02.26.13.docx February 2013 Page - 11 r " Kimley-Horn ► fffff■ and Associates. fnc. Traffic Impact Analysis Table 4: Existing (2013) A.M. and P.M. Peak Hour Miami -Dade Transit Conditions — East/West Transit Route Information Direction of Travel Peak Hour Headways A.M. (P.M.) in minutes Buses/ Trains per Hour A.M. (P.M.) Average Capacity (riders) Peak Hour Directional Person -Trip Capacity A.M. (P.M.) Peak Hour Average Directional Route Ridership A.M. (P.M.) NW North River Drive Route M (113) Eastbound 45 (45) 2 (2) 53 106 (106) 5 riders per bus (4 riders per bus) Westbound 45 (45) 1 (2) 53 53 (106) 7 riders per bus (6 riders per bus) Tr cu a' Z n Route 32 Eastbound 24 (24) 3 (3) 53 159 (159) 12 riders per bus (19 riders per bus) Westbound 24 (24) 2 (2) 53 106 (106) 8 riders per bus (17 riders per bus) Total Eastbound 5 (5) - 265 (265) 9 riders per bus (13 riders per bus) Westbound 3 (4) - 159 (212) 8 riders per bus (12 riders per bus) In order to determine person -trip LOS for the study area's transportation corridors, total person -trip volumes (vehicular and transit) were compared to the total person -trip capacities. The person -trip volume to capacity (v/c) ratios were compared to the person -trip v/c LOS designations outlined in Table 1. Tables 5 and 6 present the existing transportation corridor LOS for the A.M. and P.M. peak hours, respectively. As indicated in these tables, the transportation corridors have excess person -trip capacity and operate at acceptable levels of service. K:\FTL_TPTO\043174003 - River Landing SAP\Report\River Landing TIA-02.26.13.docx February 2013 Page - 12 FP- " Kirnley-Horn and Associates. Inc. Traffic Impact Analysis Table 5: Existing (2013) A.M. Peak Hour Transportation Corridor Segment Conditions Principal Roadways Peak Season A.M. Peak Hour Roadway Volumes A.M. Peak Hour Transit Ridership A.M. Peak Hour Total Volume (V) Directional Peak Hour Vehicular Capacity (2) A.M. Peak Hour Transit Capacity A.M. Peak Hour Total Capacity (C) Adjusted Peak Hour Total Capacity A.M. Peak Hour Excess Capacity A.M. Peak Hour Level of Service Vehicles Person- Trips 111 Person- Trips Person- Trips Vehicles Person- Trips 111 Person- Trips Person- Trips Person- Trips Person- Trips V/C Ratio LOS NW 12th Avenue NB 1,860 2,604 40 2,644 1,964 2,750 528 3,278 3,278 634 0.81 D SB 1,092 1,529 62 1,591 2,830 3,962 265 4,227 4,227 2,636 0.38 C NW 17th Avenue NB 1,689 2,365 30 2,395 1,683 2,356 159 2,515 3,694 (3) 1,299 0.65 C SB 1,296 1,814 48 1,862 1,683 2,356 212 2,568 3,747 (3) 1,885 0.50 C NW North River Drive EB 842 1,179 10 1,189 1,683 2,356 106 2,462 2,462 1,273 0.48 C WB 268 375 7 382 1,683 2,356 53 2,409 2,409 2,027 0.16 C NW 14th Street EB 742 1,039 36 1,075 1,599 2,239 159 2,398 2,398 1,323 0.45 C WB 504 706 16 722 1,683 2,356 106 2,462 2,462 1,740 0.29 C (1) Volumes vehicles) were converted to person -trips using 1.4 person/vehicle occupancy per City of Miami standards. (2) Directional peak hour capacity derived from the 2009 FDOTQuality/LOS Handbook. (3) LOS E + 50% (vehicular trips) allowed due to NW 17th Avenue running parallel to exceptional transit service (Metrorail). K:\FTL_TPTO\043174003 - River Landing SAP\Report\River Landing TIA-02.26.13.docx Page - 13 February 2013 FP- " Kirnley-Horn and Associates. Inc. Traffic Impact Analysis Table 6: Existing (2013) P.M. Peak Hour Transportation Corridor Segment Conditions Principal Roadways Peak Season P.M. Peak Hour Roadway Volumes P.M. Peak Hour Transit Ridership P.M. Peak Hour Total Volume (V) Directional Peak Hour Vehicular Capacity (2) P.M. Peak Hour Transit Capacity P.M. Peak Hour Total Capacity (C) Adjusted Peak Hour Total Capacity P Y P.M. Peak Hour Excess Capacity P.M. Peak Hour Level of Service Vehicles Person- (1) TripsTrips Person- Person- Trips Vehicles Person- Trips (1� Person- Trips Person- Trips Person- Trips Person- Trips V/C Ratio LOS NW 12th Avenue NB 1,393 1,950 228 2,178 1,964 2,750 1,107 3,857 3,857 1,679 0.56 C SB 1,398 1,957 18 1,975 2,830 3,962 212 4,174 4,174 2,199 0.47 C NW 17th Avenue NB 1,092 1,529 66 1,595 1,683 2,356 318 2,674 3,853 (3) 2,258 0.41 C SB 1,858 2,601 36 2,637 1,683 2,356 159 2,515 3,694 (3) 1,057 0.71 D NW North River Drive EB 276 386 8 394 1,683 2,356 106 2,462 2,462 2,068 0.16 C WB 719 1,007 12 1,019 1,683 2,356 106 2,462 2,462 1,443 0.41 C �, Tr 0 Z el, EB 328 459 57 516 1,599 2,239 159 2,398 2,398 1,882 0.22 C WB 864 1,210 34 1,244 1,683 2,356 106 2,462 2,462 1,218 0.51 C (1) Volumes vehicles) were converted to person -trips using 1.4 person/vehicle occupancy per City of Miami standards. (2) Directional peak hour capacity derived from the 2009 FDOTQuality/LOS Handbook. (3) LOS E + 50% (vehicular trips) allowed due to NW 17th Avenue running parallel to exceptional transit service (Metrorail). K:\FTL_TPTO\043174003 - River Landing SAP\Report\River Landing TIA-02.26.13.docx Page - 14 February 2013 ► f�rlKimley-Horn i► =F I and Associates, Inc. Traffic Impact Analysis A.M. and P.M. peak hour capacity analyses were also performed for the study intersections. Table 7 presents the results of the analyses. All study intersections operate at adopted level of service standards or better. Detailed information from the existing conditions intersection capacity analysis is included in Appendix D. Table 7: Existing (2013) A.M. and P.M. Peak Hour Intersection Conditions Intersection Traffic Control 2016 Peak Hour Overall Level of Service A.M. (P.M.) LOS Delay (secs) NW North River Dr/NW 11th St at NW 12th St/NW 14th Ave Signalized A (A) 7.7 (10.0) NW North River Dr at NW 15th Ave/NW 13th Terr Signalized C (B) 31.3 (12.2) NW North River DR at NW 17th Ave Signalized B (C) 17.1 (20.6) NW 14th St at NW 17th Ave Stop -Controlled A (A) (1) 0.5 (0.8) NW 14th St at NW 14th Ave Signalized D (D) 39.7 (43.2) NW 12th Ave at NW 12th St Signalized C (C) 27.4 (25.6) NW South River Dr at NW 17th Ave Signalized C (B) 27.9 (13.4) NW 12th Ave at NW 11th St Signalized C (C) 33.7 (31.3) Note: (1) Overall intersection LOS not provided for one-way stop -controlled intersections. The worst minor street movement is indicated. K:\FTL_TPTO\043174003 - River Landing SAP\Report\River Landing TIA-02.26.13.docx February 2013 Page - 15 �Kimley-Horn and Associates, Inc. Traffic Impact Analysis FUTURE BACKGROUND TRAFFIC CONDITIONS Future background traffic conditions are defined as the expected traffic conditions on the study roadway network in the Year 2016 (corresponding to total build -out of the development) without development of the proposed project. The background traffic volumes are the sum of the existing traffic and additional "background" traffic to account for expected traffic growth in the study area. Background Area Growth Future traffic growth on the transportation network was determined based upon historic growth trends, at nearby FDOT traffic count stations, and a comparison of the 2005 and 2035 traffic volume plots from the Southeast Florida Regional Planning Model (SERPM). Table 8 provides a summary of the analysis. The following FDOT count stations were referenced for this analysis: • Count station no. 1146 located on NW 12th Avenue/SR 933 north of NW 20th Street • Count station no. 5012 located on NW 12th Avenue/SR 933 north of Flagler Street • Count station no. 2208 located on SR 836 west of NW 12th Avenue • Count station no. 2232 located on SR 836 east of NW 12th Avenue Table 8: Background Growth Rate Summary FDOT Count Station 5-year Historical Trend Analysis 10-year Historical Trend Analysis SERPM Forecast Area wide Final Growth Rate 2005 2035 Rate 1146 -4.31 0.24% 315,479 388,863 0.78% 0.78% 5012 1.83 -0.39% 2208 -0.08% -0.87% 2232 3.33% 0.04% Average 0.19% -0.25% As indicated in Table 8, the 5-year historical trend analysis determined the linear growth rate to be 0.19 percent (0.19%). The 10-year historical trend linear growth rate was determined to be K:\FTL_TPTO\043174003 - River Landing SAP\Report\River Landing TIA-02.26.13.docx Page - 16 February 2013 �„ Kimley-Horn and Associates, Inc. Traffic Impact Analysis -0.25 percent (-0.25%). Traffic volumes for area roadways obtained from the SERPM plots were used to calculate a linear growth rate. The calculations for the SERPM volumes determined a linear growth rate of 0.78 percent (0.78%). In order to provide a conservative analysis, a compound growth rate of 0.78 percent was used in the analysis. Historical traffic count data, SERPM model volume plots and growth trend calculations are included in Appendix E. Committed Developments City of Miami staff was contacted to determine if any projects that have been approved but not yet completed in the vicinity of the project site should be accounted for in this analysis. No committed developments were identified by the City of Miami. Figures 5 and 6 presents the A.M. and P.M. peak hour background (2016) conditions intersection volumes, respectively. K:\FTL_TPTO\043174003 - River Landing SAP\Report\River Landing TIA-02.26.13.docx February 2013 Page - 17 r NOT TO SCALE NW 14th Street NW S River Drive �-n IGmleyHom M/, and Associates, Inc. 02413 Page - 18 NW 12th Street NVY N River Drive/ NW 11th Street ilk Legend btu y Roadway Study Intersection t Free Flow Right -Turns Lse 116 11 tIrs Figure 5 Future (2016) Background A M Peak Hour Traffic Volumes River Landing Miami, Florida NOT TO SCALE NW 17th Avenue ❑mn IGmleyHom and Associates, Inc. NW 14th Street NW S River Drive Page - 19 NW 12th Street N River Drivel NW 11th Stri a hI kv r 2.1 JJ4b Legend — Study Roadway Study Intersection t— Free Flow Right -Turns ,36 151 120 tr 99 Figure 6 Future (2016) Background P M Peak Hour Traffic Volumes River Landing Miami, Florida p_� Kimley-Horn and Associates, Inc. Traffic Impact Analysis PROJECT TRAFFIC Project traffic is defined as the vehicle trips expected to be generated by the project, and the distribution and assignment of this traffic over the roadway network. Existing and Proposed Land Uses The development plan being proposed within the SAP consists of 527,560 square feet of retail development and 444 multi -family residential dwelling units. The development site is currently occupied by Juror and Public Parking for the Richard E. Gerstein Justice Building and the Mahi Shrine Auditorium. In order to provide a conservative analysis, credit for the existing uses has not been taken and all trips generated by the development are assumed to be new trips. Construction is expected to be completed and the project occupied by the year 2016. Project Access A 13-level parking garage is proposed to serve both the retail and residential uses within the project. Residential access to the parking garage is provided via a private residential -only driveway connection along the west side of the garage which leads down to the lowest parking level. Retail access to the parking garage is provided via a driveway connection to NW North River Drive at the NW 13th Terrace intersection. The retail driveway connection will replace NW 15th Avenue as the southern (northbound) leg to the intersection. Trip Generation Vehicular trip generation for the project was calculated using rates and equations contained in the Institute of Transportation Engineers' (ITE) Trip Generation, 9th Edition. Trip generation potential for the proposed land uses was determined using ITE Land Use Codes 222 (High -Rise Apartment) and 820 (Shopping Center). A portion of the trips generated by the development will be captured internally on the site. Internal capture trips were determined based upon values contained in the ITE's, Trip Generation Handbook, June 2004. The overall internal capture rate for the proposed K:\FTL_TPTO\043174003 - River Landing SAP\Report\River Landing TIA-02.26.13.docx February 2013 Page - 20 �" Kimley-Horn and Associates, Inc. Traffic Impact Analysis development is 12.4 percent (12.4%) during the A.M. peak hour and 6.2 percent (6.2%) during the P.M. peak hour. Internal capture volumes were subtracted from the gross project trips to determine the driveway volumes for the site. In addition to the internal capture, a 10 percent multimodal reduction factor was applied to the driveway volumes. This reduction factor is intended to capture the characteristics of the urban environment in which the project site is located. It is anticipated that area visitors/employees will travel to/from the site on foot, via bicycle, and on transit. ITE trip generation assumes a vehicle occupancy rate of 1.2 persons per vehicle; however, the City of Miami has determined that 1.4 persons per vehicle are more appropriate for the local area. Therefore, vehicular trips were reduced by 16 percent to adjust for these vehicle occupancy assumptions. Project trips were estimated for the A.M. peak hour and the P.M. peak hour. The vehicular trip generation calculations for the project during the A.M. peak hour are presented in Table 9. The vehicular trip generation calculations for the project during the P.M. peak hour are presented in Table 10. Detailed trip generation calculations are included in Appendix F. Table 9: A.M. Peak Hour Proposed Trip Generation Land Use (ITE Code) Scale Net External Trips Entering Exiting % Trips % Trips Residential (222) 444 d.u. 89 25% 18 75% 72 Retail (820) 527,560 s.f. 355 62% 223 38% 132 Total 444 241 204 ITE/Miami vehicular occupancy adjustment (16% reduction) (vehicles per hour) 373 202 171 Person -Trip Conversion (1.4 persons per vehicle) (person -trips) 522 283 239 K:\FTL_TPTO\043174003 - River Landing SAP\Report\River Landing TIA-02.26.13.docx Page - 21 February 2013 F1 Kimley-Horn ► 1 and Associates. Inc. Traffic Impact Analysis Table 10: P.M. Peak Hour Proposed Trip Generation Land Use (ITE Code) Scale Net External Trips Entering Exiting % Trips % Trips Residential (222) 444 d.u. 83 61% 60 39% 23 Retail (820) 527,560 s.f. 1,589 48% 756 52% 833 Total 1,672 816 856 ITE/Miami vehicular occupancy adjustment (16% reduction) (vehicles per hour) 1,404 685 719 Person -Trip Conversion (1.4 persons per vehicle) (person -trips) 1,966 959 1,007 Trip Distribution and Assignment The likely distribution of project traffic was forecast for trips expected to be generated by the project. The trip distribution was based on a cardinal trip distribution obtained from the 2035 Long Range Transportation Plan for the project site's traffic analysis zone (TAZ 477). The cardinal trip distribution for TAZ 477 is provided in Table 11. The detailed cardinal distribution is included in Appendix G. Table 11: Cardinal Trip Distribution Cardinal Direction Percentage of Trips North -Northeast 16% East -Northeast 7% East -Southeast 8% South -Southeast 7% South -Southwest 10% West -Southwest 16% West -Northwest 16% North -Northwest 20% Total 100% K:\FTL_TPTO\043174003 - River Landing SAP\Report\River Landing TIA-02.26.13.docx February 2013 Page - 22 �" Kimley-Horn and Associates, Inc. Traffic Impact Analysis Additionally, the trip distribution and assignment reflects the location and related use (residential or retail) for each of the garage entrances/exits. Figures 7 and 8 detail the project trip distribution at the project driveways and adjacent intersections during the A.M. peak hour and P.M. peak hour, respectively. Figures 9 and 10 detail the project trip assignment at the project driveways and adjacent intersections during the A.M. peak hour and P.M. peak hour, respectively. The project trips (vehicular and person -trips) were then distributed and assigned to the roadway network. K:\FTL_TPTO\043174003 - River Landing SAP\Report\River Landing TIA-02.26.13.docx February 2013 Page - 23 NOT TO SCALE + NW S River Drive IIGmmlee^yy^^HwwomwiMnMy^� end /1J�1lciateJ, Inc. klmnoss13 Page-24 NW 14th Avenue Nw N River Drive/ NW 1 nth Street Leuend -Study Roadway Study Intersection Figure 7 A.M. Peak Hour Project Trip Distribution River Landing Miami, Florida NOT TO SCALE NW S River Drive kiIIGmmleey^^Hom�^ IIIIIII1 end AssoaetPs, nc. C.3 Page-25 \NRiver Drive/ NW 11thStreet Leoend — Study Roadway Study Intersection Figure 8 P.M. Peak Hour Project Trip Oistribulion River Landing Miami, Florida NOT TO SCALE se Jl c° Ir k, i Na JI hit' NW 4th Street d 0 > Q Q 0 s c s Liti - co zclf aCs o h 1 r earn zJ 7 � IGmleyHom ❑-/ , and Associates, Inc. 7.7 NW S River Drive All v_er Drive Py,-26 J JJ4 27. J14 S° hif zse NW 12th Street • JJ study Roadway Study Intersection t. Free Flow Right -Turns L° tk NW 12th Avenue NWNRiver Drive/ NW11thStreet J1� °, SI tk tr Figure 9 A.M. Peak Hour Project Tdp Assignment iver Landing Miami, FloridaR NOT TO SCALE JL® Jl4 to NW 14th Street JJJ4 r Jr a= �tr r„s NW S River Drive IGmleyHom kIMFand Assoaates, Inc ®2D13 Page-27 Whir ve„ 1s NW 14th Avenue NW 12th Street NW N River Drive/ NW 11th Street NW 12th Avenue J J64 hJ r' Legend — Study Roadway r Study Intersection L Free Flow Right -Turns Figure 10 P. M. Peak Hour Project Trip Assignment River Landing Miami, Florida p_� Kimley-Horn and Associates, Inc. Traffic Impact Analysis FUTURE TOTAL TRAFFIC Total traffic volumes (vehicular and person -trips) considered in the future year (2016) analysis for this project are the sum of 2016 background traffic volumes and the expected project traffic volumes. Figures 11 and 12 present the total (2016) traffic for the study area for the A.M. peak hour and P.M. peak hour, respectively. Total turning movement volume development worksheets for the study intersections are included in Appendix H. K:\FTL_TPTO\043174003 - River Landing SAP\Report\River Landing TIA-02.26.13.docx February 2013 Page - 28 NOT TO SCALE 14 4114 i62"t �-n IGmleyHom M/, and Associates, Inc. c ss 4. 702 rs NW14thS 0 ig NW S River Drive 71 r1 NI NRiv r D n a rive Page -29 4414 1.11f. _msa m4 727 J14� r5 NW 12th Street Leaend study Roadway Study Intersection L Free Flow Right -Turns „J 11r sus NW N River Drive/ NW 11th St— rr A i 90® 14 11 1 r Figure 11 Future (2016) Total A M Peak Hour Traffic Volumes River Landing Miami, Florida NOT TO SCALE as 1r 014 �fr FF0 111 222 riMr1 IGmleyHom \IMF 1 and Associates, Inc. a ti ,t NW 14th Street has NW S River Drive r CD alCA 1?w 4J. e111 0014 ' \-J J Page -30 20 eso 11r NW 12th Street N Ri_erDrive/NW11thStreet NW 12th 4 4 4 Legend — Study Roadway i Study Intersection t. Free Flow Right -Turns L tr 88 Figure 12 Future (2016) Total P. M. Peak Hour Traffic Volumes River Landing Miami, Florida FP--_y1 Kimley-Horn and Associates, Inc. Traffic Impact Analysis FUTURE CONDITIONS CAPACITY ANALYSIS Two separate future conditions peak hour capacity analyses were performed. • A transportation corridor (person - trip) capacity analysis • Intersection capacity analyses were performed at the study intersections Future Background Traffic Conditions Table 12 presents the results of the transportation corridor capacity analysis for the 2016 A.M. peak hour background traffic conditions. As indicated in Table 12, the corridors have sufficient capacity and are expected to operate at adopted levels of service (LOS E) or better. Table 13 presents the results of the transportation corridor capacity analysis for the 2016 P.M. peak hour background traffic conditions. As indicated in Table 13, the corridors have sufficient capacity and are expected to operate at adopted levels of service (LOS E) or better. Table 14 presents the results of the intersection capacity analysis for 2016 A.M. peak hour background conditions. As seen in Table 14, all intersections are expected to operate at their adopted level of service or better. Detailed SYNCHRO 8.0 outputs are included in Appendix I. It should be noted, as presented in the SYNCHRO 8.0 output, although all intersections are anticipated to operate at an acceptable overall LOS, the eastbound left -turn movement at the NW N River Drive at NW 15th Avenue/NW 13th Terrace intersection is anticipated to operate at LOS F and the eastbound left -turn movement at the NW 12th Avenue at NW 11th Street intersection is also anticipated to operate at LOS F. K:\FTL_TPTO\043174003 - River Landing SAP\Report\River Landing TIA-02.26.13.docx February 2013 Page - 31 FP- ■, Kimley-Horn f�I and Associates. Inc. Traffic Impact Analysis Table 12: Future (2016) Background A.M. Peak Hour Transportation Corridor Segment Conditions Principal Roadways 2013 A.M. Peak Hour Volume Background Growth Peak Hour Volume (1) Committed Traffic Volume Committed Traffic Volume 2016 A.M. Peak Hour Background Volume (2) 2016 A.M. Peak Hour Background Capacity (C) 2016 A.M. Peak Hour Excess Capacity 2016 A.M. Peak Hour Background Level of Service Person- Trips Person- Trips Vehicle- Trips Person- Trips Person- Trips Person- Trips Person- Trips V/C Ratio LOS NW 12th Avenue NB 2,644 2,706 0 0 2,706 3,278 572 0.83 D SB 1,591 1,629 0 0 1,629 4,227 2,598 0.39 C NW 17th Avenue NB 2,395 2,451 0 0 2,451 3,694 (3) 1,243 0.66 C SB 1,862 1,906 0 0 1,906 3,747 (3) 1,841 0.51 C NW North River Drive EB 1,189 1,217 0 0 1,217 2,462 1,245 0.49 C WB 382 391 0 0 391 2,409 2,018 0.16 C NW 14th Street EB 1,075 1,100 0 0 1,100 2,398 1,298 0.46 C WB 722 739 0 0 739 2,462 1,723 0.30 C (1) An annual growth rate (0.78 percent) was applied to the 2013 A.M. peak hour total volume to determine the 2016 background volume. (2) The summation of 2016 peak hour background volumes and committed trips. (3) LOS E + 50% (vehicular trips) allowed due to NW 17th Avenue running parallel to exceptional transit service (Metrorail). K:\FTL_TPTO\043174003 - River Landing SAP\Report\River Landing TIA-02.26.13.docx Page - 32 February 2013 ■►, Kimley-Horn fffff■ I and Associates. Inc. Traffic Impact Analysis Table 13: Future (2016) Background P.M. Peak Hour Transportation Corridor Segment Conditions Principal Roadways 2013 P.M. Peak Hour Volume Background Growth Peak Hour Volume (1) Committed Traffic Volume Committed Traffic Volume 2016 P.M. Peak Hour Background Volume (2) 2016 P.M. Peak Hour Background Capacity (C) 2016 P.M. Peak Hour Excess Capacity 2016 P.M. Peak Hour Background Level of Service Person- Trips Person- Trips Vehicle- Trips Person- Trips Person- Trips Person- Trips Person- Trips V/C Ratio LOS NW 12th Avenue NB 2,178 2,229 0 0 2,229 3,857 1,628 0.58 C SB 1,975 2,022 0 0 2,022 4,174 2,152 0.48 C NW 17th Avenue NB 1,595 1,633 0 0 1,633 3,853 (3) 2,220 0.42 C SB 2,637 2,699 0 0 2,699 3,694 (3) 995 0.73 D NW North River Drive EB 394 403 0 0 403 2,462 2,059 0.16 C WB 1,019 1,043 0 0 1,043 2,462 1,419 0.42 C NW 14th Street EB 516 528 0 0 528 2,398 1,870 0.22 C WB 1,244 1,273 0 0 1,273 2,462 1,189 0.52 C (1) An annual growth rate (0.78 percent) was applied to the 2013 P.M. peak hour total volume to determine the 2016 background volume. (2) The summation of 2016 peak hour background volumes and committed trips. (3) LOS E + 50% (vehicular trips) allowed due to NW 17th Avenue running parallel to exceptional transit service (Metrorail). K:\FTL_TPTO\043174003 - River Landing SAP\Report\River Landing TIA-02.26.13.docx Page - 33 February 2013 "Kimley-Horn and Associates. Inc. Traffic Impact Analysis Table 14: Future (2016) Background A.M. and P.M. Peak Hour Intersection Conditions Intersection Traffic Control 2016 Peak Hour Overall Level of Service A.M. (P.M.) LOS Delay (secs) NW North River Dr/NW 11th St at NW 12th St/NW 14th Ave Signalized A (B) 8.2 (10.2) NW North River Dr at NW 15th Ave/NW 13th Terr Signalized D (B) 35.1 (12.5) NW North River DR at NW 17th Ave Signalized B (C) 17.4 (21.0) NW 14th St at NW 17th Ave Stop -Controlled A (A) (1) 0.5 (0.8) NW 14th St at NW 14th Ave Signalized D (D) 39.9 (43.0) NW 12th Ave at NW 12th St Signalized C (C) 27.6 (25.7) NW South River Dr at NW 17th Ave Signalized C (B) 30.7 (13.8) NW 12th Ave at NW 11th St Signalized C (C) 34.6 (31.8) Note: (1) Overall intersection LOS not provided for one-way stop -controlled intersections. The worst minor street movement is indicated. Future Total Traffic Conditions Table 15 presents the results of the transportation corridor capacity analysis for 2016 A.M. peak hour total traffic conditions. As indicated in Table 15, all corridors are expected to have sufficient capacity and are expected to operate at adopted levels of service (LOS E) or better. Table 16 presents the results of the transportation corridor capacity analysis for 2016 P.M. peak hour total traffic conditions. As indicated in Table 16, all corridors are expected to have sufficient capacity and are expected to operate at adopted levels of service (LOS E) or better. Table 17 presents the results of the intersection capacity analysis for the 2016 A.M. and P.M. peak hour total traffic conditions. Detailed SYNCHRO 8.0 outputs are included in Appendix J. As indicated in Table 17, with signal timing optimization all intersections are expected to operate at their adopted LOS or better. To improve site access, it is recommended that a dedicated westbound left -turn lane be constructed at the NW North River Drive at NW 15th Avenue/NW K:\FTL_TPTO\043174003 - River Landing SAP\Report\River Landing TIA-02.26.13.docx February 2013 Page - 34 ► ■1 Kimley-Horn ►r 1 and Associates, Inc. Traffic Impact Analysis 13th Terrace intersection, which serves as the eastern project driveway, for entering project traffic. The western project driveway was also analyzed for 2016 P.M. peak hour total traffic conditions. The results of the driveway analyses are presented in Table 17. As seen in Table 17, the western project driveway is projected to operate acceptably under stop -controlled conditions. K:\FTL_TPTO\043174003 - River Landing SAP\Report\River Landing TIA-02.26.13.docx February 2013 Page - 35 1•rrlKimley-Horn and Associates, Inc. Traffic Impact Analysis Table 15: Future (2016) Total A.M. Peak Hour Transportation Corridor Segment Conditions Principal Roadways 2016 A.M. Peak Hour Background Volume Project A.M. Peak Hour Distribution (Maximum) Project A.M. Peak Hour Assignment 2016 A.M. Peak Hour Total Volume (V) (1) 2016 A.M. Peak Hour Total Capacity (C) 2016 A.M. Peak Hour Excess Capacity 2016 A.M. Peak Hour Total Level of Service Person -Trips Person -Trips Person -Trips Person -Trips Person -Trips V/C LOS NW 12th Avenue 7% In 20 NB 2,706 2,726 3,278 552 0.83 D 0% Out 0 0%In 0 SB 1,629 1,646 4,227 2,581 0.39 C 7% Out 17 NW 17th Avenue 26% In 74 NB 2,451 2,573 3,694131 1,121 0.70 C 20% Out 48 20% In 57 SB 1,906 2,025 3,747 (3) 1,722 0.54 C 26% Out 62 NW North River Drive 62%In 175 EB 1,217 1,433 2,462 1,029 0.58 C 17% Out 41 17%in 48 WB 391 587 2,409 1,822 0.24 C 62% Out 148 NW 14th Street 0%In 0 EB 1,100 1,136 2,398 1,262 0.47 C 15% Out 36 15% In 42 WB 739 781 2,462 1,681 0.32 C 0% Out 0 (1) 2016 peak hour total volume (V) is defined as the sum of the 2016 background volume and the project person -trips. (2) LOS E + 50% (vehicular trips) allowed due to NW 17`" Avenue running parallel to exceptional transit service (Metrorail). K:\FTL_TPTO\043174003 - River Landing SAP\Report\River Landing TIA-02.26.13.docx Page - 36 February 2013 1•rrlKimley-Horn and Associates, Inc. Traffic Impact Analysis Table 16: Future (2016) Total P.M. Peak Hour Transportation Corridor Segment Conditions Principal Roadways 2016 P.M. Peak Hour Background Volume Project P.M. Peak Hour Distribution (Maximum)Person-Trips Project P.M. Peak Hour Assignment 2016 P.M. Peak Hour Total Volume (V) (1) 2016 P.M. Peak Hour Total Capacity (C) 2016 P.M. Peak Hour Excess Capacity 2016 P.M. Peak Hour Total Level of Service Person -Trips Person -Trips Person -Trips Person -Trips V/C LOS NW 12th Avenue 7% In 67 NB 2,229 2,296 3,857 1,561 0.60 C 0% Out 0 0%In 0 SB 2,022 2,092 4,174 2,082 0.50 C 7% Out 70 NW 17th Avenue 26% In 249 NB 1,633 2,083 3,853131 1,770 0.54 C 20% Out 201 20% In 192 SB 2,699 3,153 3,694 (3) 541 0.85 D 26% Out 262 NW North River Drive 62% In 595 EB 403 1,169 2,462 1,293 0.47 C 17%Out 171 17%in 163 WB 1,043 1,830 2,462 632 0.74 D 62% Out 624 NW 14th Street 0%In 0 EB 528 679 2,398 1,719 0.28 C 15%Out 151 15% In 144 WB 1,273 1,417 2,462 1,045 0.58 C 7% In 0 (1) 2016 peak hour total volume (V) is defined as the sum of the 2016 background volume and the project person -trips. (2) LOS E + 50% (vehicular trips) allowed due to NW 17th Avenue running parallel to exceptional transit service (Metrorail). K:\FTL_TPTO\043174003 - River Landing SAP\Report\River Landing TIA-02.26.13.docx Page - 37 February 2013 g7 Kimley-Horn and Associates, Inc. Traffic Impact Analysis Table 17: Future (2016) Total A.M. and P.M. Peak Hour Intersection Conditions — Study Intersections Intersection Traffic Control 2016 Peak Hour Overall Level of Service A.M. (P.M.) LOS Delay (secs) NW North River Dr/NW 11th St at NW 12th St/NW 14th Ave Signalized A (B) 8.5 (11.4) NW North River Dr at NW 15th Ave/NW 13th Terr Signalized C (E) 26.8 (79.0) NW North River Dr at NW 15th Ave/NW 13th Terr — With Dedicated Westbound Left -Turn Lane Improvement Signalized (D) (53.4) NW North River Dr at NW 17th Ave Signalized C (C) 20.9 (31.8) NW 14th St at NW 17th Ave Stop Controlled A (A) (1) 0.5 (0.7) NW 14th St at NW 14th Ave Signalized D (D) 40.8 (46.9) NW 12th Ave at NW 12th St Signalized C (C) 28.2 (27.2) NW South River Dr at NW 17th Ave Signalized C (B) 34.6 (17.8) NW 12th Ave at NW 11th St Signalized C (C) 34.2 (33.4) NW North River Drive at Western Driveway Stop Controlled C (B) (1) 0.5 (0.1) Note: (1) Overall intersection LOS not provided for one-way stop -controlled intersections. The minor street movement is indicated. K:\FTL_TPTO\043174003 - River Landing SAP\Report\River Landing TIA-02.26.13.docx February 2013 Page - 38 Ilk,ri Kimley-Horn and Associates, Inc. Traffic Impact Analysis TRANSPORTATION CONTROL MEASURES PLAN A Transportation Control Measures Plan is proposed to reduce the impacts of the project traffic on the surrounding roadway network. Miami -Dade County provides public transit in close proximity to the project site. In addition, other measures to encourage people to use public transportation, promote bicycling and walking, encourage car/vanpooling and offer alternatives to the typical workday hours are strategies under consideration. Examples of these incentives include, but are not limited to: • Providing transit information within the site including route schedules and maps • Providing convenient and secure areas for bicycles • Providing other transit -oriented amenities The applicant intends to make the site bicycle/pedestrian-friendly and transit -friendly and will consider these features for incorporation into the site. K:\FTL_TPTO\043174003 - River Landing SAP\Report\River Landing TIA-02.26.13.docx February 2013 Page - 39 C myl Kimley-Horn and Associates, Inc. Traffic Impact Analysis CONCLUSION This traffic impact study assesses the impacts of the proposed River Landing Special Area Plan (SAP). The SAP is generally bounded by NW North River Drive to the north and the Miami River to the south extending from NW 14th Avenue to just west of NW 15th Avenue/NW 13th Terrace. The proposed development plan consists of 527,560 square feet of retail development and 444 multi -family residential dwelling units. The analysis was conducted in accordance with the City of Miami requirements, analyzing transportation corridor segments and intersections. Trip generation calculations indicate that the project is expected to generate 373 net new peak hour vehicular trips and 522 net new peak hour person -trips during the A.M. peak hour and 1,404 net new peak hour vehicular trips and 1,966 net new peak hour person -trips during the P.M. peak hour. These project trips were assigned to the roadway network based on a cardinal trip distribution obtained from the 2035 Long Range Transportation Plan. Transportation corridor segment capacity analyses and intersection capacity analyses were performed for existing conditions and for future conditions with and without project traffic. Results of the analyses demonstrate that the transportation corridors are anticipated to operate at acceptable levels of service through project buildout in 2016. The intersections in the vicinity of the project site, with signal timing optimization, are anticipated to operate at acceptable levels of service during the A.M. and P.M. peak hours. To improve site access, it is recommended that a dedicated westbound left -turn lane be constructed at the NW North River Drive at NW 15th Avenue/NW 13th Terrace intersection, which serves as the eastern project driveway. K:\FTL_TPTO\043174003 - River Landing SAP\Report\River Landing TIA-02.26.13.docx February 2013 Page - 40 P Kimley-Horn 11111._ Mr and Associates, Inc. Traffic Impact Analysis The western project driveway was also analyzed for 2016 A.M. and P.M. peak hour total traffic conditions. The project driveway is projected to operate acceptably under stop -controlled conditions. K:\FTL_TPTO\043174003 - River Landing SAP\Report\River Landing TIA-02.26.13.docx February 2013 Page - 41 APPENDIX A: Methodology Correspondence =1,1Kimsey -Horn and Associates, Inc. Memorandum To: Carlos Cruz-Casas, P.E. City of Miami From: John J. McWilliams, P.E Adrian K. Dabkowski, (LA), PTOE CC: Rebecca Raucci, ADD Inc. Date: January 9, 2013 Subject: River Landing Special Area Plan (SAP) Traffic Impact Analysis Methodology ■ 5200 NW 33rd Avenue Suite 109 Fort Lauderdale, Florida 33309 The purpose of this memorandum is to summarize the traffic impact analysis methodology proposed for the River Landing project. The proposed development is generally bounded by NW North River Drive to the north and the Miami River to the south extending from NW 14th Avenue to just west of NW 15th Avenue/NW 13th Terrace. The general site plan is being refined and submittal is forthcoming. The proposed development includes both multi- family residential units and retail. Please note that the development program is not yet finalized and will be further revised. The traffic study submitted as part of the SAP Application will be based on the finalized development plan. The proposed methodology is summarized in the following items: Trip Generation Preliminary trip generation calculations for the proposed development were performed using Institute of Transportation Engineers' (ITE) Trip Generation, 9th Edition. ITE Land Use Code 222: High -Rise Apartment was used for the multi- family residential units and ITE Land Use Code 820: Shopping Center was used for the retail component. Project trips were estimated for the A.M. and P.M. peak hours. A portion of the trips generated by the development will be captured internally on the site. Internal capture rates are based upon values contained in ITE's Trip Generation Handbook, June 2004. The internal capture rate for the project is 12.3 percent during A.M. peak hour and 6.1 percent during the P.M. peak hour. In addition to the internal capture, a 10 percent multimodal reduction factor was applied to the driveway volumes. This reduction factor is intended to capture the characteristics of the urban environment in which the project site is located. It is anticipated that the site's residents will walk to nearby work centers such as the Miami Dade Health Department, the Justice Building, University of Miami's Medical and Technology Campus, and Jackson Memorial ■ TEL 954 535 5100 FAX 954 739 2247 =r1 Kimsey -Horn and Associates, Inc. Carlos Cruz-Casas, P.E., January 9, 2013, Pg. 2 Hospital, and patrons of the site's retail establishments will walk from nearby residential developments. In addition, a portion of the trips are anticipated to access the project via mass transit. ITE trip generation assumes a vehicle occupancy rate of 1.2 persons per vehicle; however, the City of Miami has determined that 1.4 persons per vehicle are more appropriate for the local area. Therefore, vehicular trips were reduced by 16 percent to adjust for these vehicle occupancy assumptions. The project is expected to generate 399 net new A.M. peak hour vehicular trips (559 person - trips) and 1,505 net new P.M. peak hour vehicular trips (2,107 person -trips). Detailed trip generation calculations for the project are presented in Attachment A. Trip Distribution Trip distribution will be determined using the cardinal distribution from the appropriate Traffic Analysis Zone (TAZ) in the Miami -Dade Metropolitan Planning Organization's (MPO) 2035 Long Range Transportation Plan. The appropriate TAZ for this development is 477. The cardinal distribution is provided in Attachment B. Background Traffic Forecast/Major Committed Development A background growth rate will be calculated based on historic growth trends at nearby Florida Department of Transportation (FDOT) traffic count stations. Additionally, growth rates based on Miami -Dade MPO's projected 2005 and 2035 model network volumes will be examined. Documentation will be provided in the Appendix of the traffic impact study. The City of Miami will be contacted to obtain the most recent edition of the Large Scale Development Report. Projects currently under construction or approved but not yet constructed will be included. Projects in the application stage who have submitted a traffic study will also be included. Study Area The following intersections will be examined as part of the study area: • NW North River Drive/NW 11th Street at NW 12th Street/NW 14th Avenue • NW North River Drive at NW 15th Avenue/NW 13th Terrace • NW North River Drive at NW 17th Avenue • NW 14th Street at NW 17th Avenue • NW 14th Street at NW 14th Avenue Project driveways will also be included in the study area/analysis. = f1Kimsey -Horn and Associates, Inc. Carlos Cruz-Casas, P.E., January 9, 2013, Pg. 3 The following corridors were identified for analysis: • NW North River Drive • NW 14th Avenue Data Collection As the proposed development will consist primarily of residential and retail land uses, A.M. (7:00-9:00 A.M.) and P.M. (4:00-6:00 P.M.) peak period turning movement counts will be conducted at all identified study intersections. 24- hour machine counts will be conducted on all study corridors where FDOT 24- hour traffic data is not available. All traffic counts will be adjusted to peak season conditions using the appropriate FDOT Peak Season Category Factors. Signal timing information will be obtained from Miami -Dade County Public Works Department — Signals and Signs Division. Capacity Analysis Capacity analyses will be conducted for the A.M. and P.M. peak hours at all identified intersections and corridors. Intersection analyses will be performed using the Highway Capacity Manual (HCM) methodology. A detailed operations analysis for the project driveways and study area intersections will be prepared. Corridor analyses will be conducted using information from the Miami DRI-II (i.e. person -trip capacity) and the FDOT Quality/LOS Handbook. Please note that the City of Miami Capital Improvement Plan (CIP) will be reviewed for study area improvement projects. If intersection or roadway deficiencies are identified, strategies and improvements will be developed as mitigation measures. In addition, all project driveways will be addressed in this analysis with respect to access (controlled/uncontrolled) and queuing. Site parking information will also be provided in the report. Loading area and parking garage maneuverability will also be addressed utilizing AutoTURN software. Thoroughfare Diagram As part of the Special Area Plan submittal, a roadway thoroughfare diagram will be submitted. The diagram will consist of existing and proposed roadway laneage within the study area. Transportation Accommodations Section A section in the report will discuss non -passenger vehicle transportation and internal transportation access. Specifically, this section will discuss accommodations for bicycles and identify bicycle parking areas. Documentation The results of the analysis will be summarized in a report. The report shall include supporting documents including signal timings, lane geometry, and software output sheets. K:\FTL_TPTO\043174003 - River Landing SAP\Correspondence\memos\01 09 13 River Landing - Traffic Study Methodology.doc Attachment A PROPOSED AM PEAK HOUR TRIP GENERATION ITE TRIP GENERATION CHARACTERISTICS DIRECTIONAL DISTRIBUTION GROSS PROJECT TRIPS INTERNAL CAPTURE EXTERNAL TRIPS 10% MULTIMODAL REDUCTION FACTOR NET NEW PROJECT TRIPS Land Use 1 High -Rise Apartment 2 Shopping Center ITE ITE Edition Code 9 9 222 820 Scale 474 585.575 ITE1 Units du 25% ksf 62% Percent In Out 75% 38% In 36 284 Out 107 174 ITE Code Equation 222 LN(Y) = 0.99*LN(X)-1.14 820 LN(Y) = 0.61*LN(X)+2.24 Net New Development 16% VOF Reduction Net New Vehicle Trips Person -Trips (1.4 persons per vehicle) 320 281 Total Percent 143 25.9% 458 8.1% 601 12.3% IC Trips In 37 25 37 258 Out 81 163 Total 106 421 Percent 10.0% 10.0% Trips 10 42 In 20 237 Out 76 142 Total 96 379 74 283 244 527 10.0% 52 257 218 475 41 35 76 216 183 399 303 256 559 PROPOSED PM PEAK HOUR TRIP GENERATION ITE TRIP GENERATION CHARACTERISTICS DIRECTIONAL DISTRIBUTION GROSS PROJECT TRIPS INTERNAL CAPTURE EXTERNAL PROJECT TRIPS 10% MULTIMODAL REDUCTION FACTOR NET NEW PROJECT TRIPS Land Use ITE ITE Edition Code Scale ITE 1 Percent Units 1 In Out In Out 1 I High -Rise Apartment 2 (Shopping Center 9 9 222 820 474 585.575 du 1 61% ksf 1 48% 39% 52% 100 940 64 1,018 1 ITE Code Equation 222 Y=0.32*(X)+12.3 820 LN(Y) = 0.67*LN(X)+3.31 Net New Development 16% VOF Reduction Net New Vehicle Trips Person -Trips (1.4 persons per vehicle) 1,040 1,082 Total Percent 164 39.6% ,958 3.3% 2,122 6.1% IC Trips In 65 69 130 975 Out Total Percent Trips In Out Total 65 906 30 987 99 1,893 10.0% 10.0% 10 190 64 811 25 892 89 1,703 1,017 1,992 10.0% 200 875 917 1,792 140 147 287 735 770 1,505 1,029 1,078 2,107 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\trip gen\tripgen.xlsx: PRINT -PEAK HOUR 1/9/2013,3:03 PM Attachment B MIAMI-DADE 2035 DIRECTIONAL DISTRIBUTION SUMMARY CARDINAL DIRECTIONS ORIGIN ZONE NNE ENE ESE SSE SSW WSW WNW NNW TOTAL _ PERCENT 20.04 8.05 12.99 4.8 12.13 11.34 13.86 16.8 _ 477 3177 TRIPS 1731 763 883 697 1097 1710 1760 2192 10,833 PERCENT 15.98 7.04 8.15 6.43 10.13 15.79 16.25 20.23 478 3178 TRIPS 437 290 484 436 528 558 531 435 3,699 PERCENT 11.81 7.84 13.08 11.79 14.27 15.09 14.36 11.76 479 3179 TRIPS 10261 5323 5379 4509 7899 6431 6936 8169 54,907 PERCENT 18.69 9.69 9.8 8.21 14.39 11.71 12.63 14.88 480 3180 TRIPS 2096 919 1377 1323 1844 1534 1610 1631 12,334 PERCENT 16.99 7.45 11.16 10.73 14.95 12.44 13.05 13.22 481 3181 TRIPS 2195 890 1383 1843 2397 1818 1668 1722 13,916 PERCENT 15.77 6.4 9.94 13.24 17.22 13.06 11.99 12.37 482 3182 TRIPS 337 183 251 360 520 395 307 286 2,639 PERCENT 12.77 6.93 9.51 13.64 19.7 14.97 11.63 10.84 483 3183 TRIPS 460 221 284 457 622 541 419 448 3,452 PERCENT 13.33 6.4 8.23 13.24 18.02 15.67 12.14 12.98 484 3184 TRIPS 636 290 418 400 556 385 455 489 3,629 PERCENT 17.53 7.99 11.52 11.02 15.32 10.61 12.54 13.47 485 3185 TRIPS 161 75 94 135 159 179 182 173 1,158 PERCENT 13.9 6.48 8.12 11.66 13.73 15.46 15.72 14.94 486 3186 TRIPS 842 417 387 479 648 745 669 941 5,128 PERCENT 16.42 8.13 7.55 9.34 12.64 14.53 13.05 18.35 487 3187 TRIPS 857 394 537 373 542 596 801 774 4,874 PERCENT 17.58 8.08 11.02 7.65 11.12 12.23 16.43 15.88 488 3188 TRIPS 383 242 411 221 219 476 821 503 3,276 PERCENT 11.69 7.39 12.55 6.75 6.68 14.53 25.06 15.35 489 3189 TRIPS 437 308 712 418 360 672 984 611 4,502 PERCENT 9.71 6.84 15.82 9.28 8 14.93 21.86 13.57 490 3190 TRIPS 283 155 348 295 225 301 416 262 2,285 PERCENT 12.39 6.78 15.23 12.91 9.85 13.17 18.21 11.47 491 3191 TRIPS 107 50 77 671 661 310 111 105 2,092 PERCENT 5.11 2.39 3.68 32.07 31.6 14.82 5.31 5.02 492 3192 TRIPS 68 36 76 123 88 142 131 56 720 PERCENT 9.44 5 10.56 17.08 12.22 19.72 18.19 7.78 493 3193 TRIPS 628 217 415 957 688 1215 1199 657 5,976 PERCENT 10.51 3.63 6.94 16.01 11.51 20.33 20.06 10.99 494 3194 TRIPS 817 392 848 1480 1038 1465 824 644 7,508 PERCENT 10.88 5.22 11.29 19.71 13.83 19.51 10.97 8.58 495 3195 TRIPS 604 227 472 678 715 575 524 515 4,310 PERCENT 14.01 5.27 10.95 15.73 16.59 13.34 12.16 11.95 496 3196 TRIPS 133 59 78 174 209 167 129 131 1,080 PERCENT 12.31 5.46 7.22 16.11 19.35 15.46 11.94 12.13 497 3197 TRIPS 100 48 51 156 176 135 104 101 871 PERCENT 11.48 5.51 5.86 17.91 20.21 15.5 11.94 11.6 498 3198 TRIPS 775 375 667 1854 2232 1383 957 958 9,201 PERCENT 8.42 4.08 7.25 20.15 24.26 15.03 10.4 10.41 499 3199 TRIPS 165 50 88 175 198 260 172 214 1,322 PERCENT 12.48 3.78 6.66 13.24 14.98 19.67 13.01 16.19 500 3200 TRIPS 1692 781 904 2169 1651 2912 2279 2124 14,512 PERCENT 11.66 5.38 6.23 14.95 11.38 20.07 15.7 14.64 501 3201 TRIPS 426 230 206 540 555 726 604 674 3,961 PERCENT 10.75 5.81 5.2 13.63 14.01 18.33 15.25 17.02 502 3202 TRIPS 213 67 132 276 447 467 256 346 2,204 PERCENT 9.66 3.04 5.99 12.52 20.28 21.19 11.62 15.7 503 3203 TRIPS 1878 539 792 822 3808 3895 2266 2673 16,673 PERCENT 11.26 3.23 4.75 4.93 22.84 23.36 13.59 16.03 504 3204 TRIPS 1210 537 697 557 2222 2386 2221 2240 12,070 PERCENT 10.02 4.45 5.77 4.61 18.41 19.77 18.4 18.56 505 3205 TRIPS 2665 1213 1142 2154 2867 3862 4544 3625 22,072 PERCENT 12.07 5.5 5.17 9.76 12.99 17.5 20.59 16.42 506 3206 TRIPS 961 357 291 364 1576 1688 1523 1372 8,132 PERCENT 11.82 4.39 3.58 4.48 19.38 20.76 18.73 16.87 507 3207 TRIPS 185 125 175 138 366 1389 946 447 3,771 PERCENT 4.91 3.31 4.64 3.66 9.71 36.83 25.09 11.85 508 3208 TRIPS 91 446 261 70 231 181 284 166 1,730 PERCENT 5.26 25.78 15.09 4.05 13.35 10.46 16.42 9.6 509 3209 TRIPS 225 125 57 27 270 800 594 568 2,666 PERCENT 8.44 4.69 2.14 1.01 10.13 30.01 22.28 21.31 510 3210 TRIPS 138 122 193 96 272 309 508 258 1,896 B-15 ❑ - r1 Kimley-Horn and Associates, Inc. Sheet No. of Job 9%wEaL.aNemuc. SAP Subject CARou.+AL- DISTa.e.JTion) Job No. Designed by Date Checked by Date One of FORTUNE's 100 Best Companies to Work', For McWilliams, John From: Shanmugam, Raj <raj.shanmugam@urs.com> Sent: Friday, January 25, 2013 6:39 PM To: Dabkowski, Adrian Cc: McWilliams, John; Ccruz-casas@miamigov.com; Rairden, Ian Subject: RE: River Landing SAP Traffic Study Methodology Adrian, I had consulted with the city staff and agree with your proposed scope that would analyze the signalized intersections serving the interchange. Please proceed with your traffic study as you had proposed. Thanks From: Adrian.Dabkowski@Kimley-horn.com [mailto:Adrian.Dabkowski@Kimley-horn.com] Sent: Thursday, January 24, 2013 11:02 AM To: Shanmugam, Raj Cc: John.McWilliams@kimley-horn.com; Ccruz-casas@miamigov.com; Ian.Rairden@kimley-horn.com Subject: RE: River Landing SAP Traffic Study Methodology Good Morning Raj, The signalized SR 836 off -ramp interchanges are included as: • NW South River Drive and NW 17th Avenue • NW 12th Street and NW 12th Avenue/SR 933 The unsignalized free -flow on -ramps will not be analyzed as the analysis results will most likely indicate that ramps operate at adopted level of service standards due to the free -flow nature of the ramps. Any "back-up" on these ramps would be a result of constrained demand on SR 836. Adrian K. Dabkowski, P.E. (LA), PTOE Kimley-Horn and Associates, Inc. Phone: 954-535-5144 From: Shanmugam, Raj[mailto:raj.shanmugamftrs.com] Sent: Wednesday, January 23, 2013 11:27 AM To: Dabkowski, Adrian; Ccruz-casas(amiamigov.com Cc: McWilliams, John Subject: RE: River Landing SAP Traffic Study Methodology Adrian, The traffic impact study is to address all roads impacted by the project traffic regardless who maintains it. I may have not elaborated in my email to state that you do not have to analyze SR 836, rather I like to see an analysis of the interchanges. As much as the interchange ramps (not all) function as free -flow, I have seen traffic back-up OR deteriorated operational conditions along NW 17th and NW 12th Avenues due to vehicles entering and exiting the free- way during peak traffic conditions. I agree with the north/south, east/west corridors and the intersections that you have proposed for evaluation. I like you to add the traffic evaluation of the two interchanges to your list. Thanks From: Adrian.Dabkowski@Kimley-horn.com [mailto:Adrian.Dabkowski@Kimley-horn.com] Sent: Wednesday, January 23, 2013 9:45 AM To: Shanmugam, Raj; Ccruz-casas@miamigov.com Cc: John.McWilliams@kimley-horn.com Subject: RE: River Landing SAP Traffic Study Methodology Good Morning Raj and Carlos, Do you have any update on the recommended study area parameters below. We really need to get moving with data collection. Thanks Adrian Adrian K. Dabkowski, P.E. (LA), PTOE Kimley-Horn and Associates, Inc. Phone: 954-535-5144 From: Dabkowski, Adrian Sent: Friday, January 18, 2013 12:19 PM To: 'Shanmugam, Raj' Cc: Cruz-Casas, Carlos; McWilliams, John Subject: RE: River Landing SAP Traffic Study Methodology Good Afternoon and Happy Friday Raj, We've reviewed your comments and would strongly suggest focusing on the adjacent County and City maintained roadways as these will be most impacted by the development and any required improvements would create the most direct benefit to the City. We recommend the following corridors for analysis North/South • NW 17th Avenue • NW 12th Avenue/SR 933 East/West • NW North River Drive • NW 14th Street Additionally, most of the freeway interchange ramps operate under free -flow conditions, so we recommend analyzing the intersections associated with the interchanges. • NW 12th Street and NW 12th Avenue/SR 933 • NW 11th Street and NW 12th Avenue/SR 933 • NW South River Drive and NW 17th Avenue Other intersections to be analyzed (previously identified) 2 • NW North River Drive/NW 11th Street at NW 12th Street/NW 14th Avenue • NW North River Drive at NW 15th Avenue/NW 13th Terrace • NW North River Drive at NW 17th Avenue • NW 14th Street at NW 17th Avenue • NW 14th Street at NW 14th Avenue Thanks Adrian Adrian K. Dabkowski, P.E. (LA), PTOE Kimley-Horn and Associates, Inc. Phone: 954-535-5144 From: Shanmugam, Raj [mailto:raj.shanmugam@urs.com] Sent: Thursday, January 17, 2013 5:04 PM To: Dabkowski, Adrian Cc: Cruz-Casas, Carlos Subject: RE: River Landing SAP Traffic Study Methodology Hello Adrian, Carlos asked me to review the methodology and provide you with my comments. This project is anticipated to generate 399 AM and 1505 PM peak hour trips, which is a significant number especially during PM. The north/south corridors should be NW 12th and NW 17th Avenues; the east/west corridor should be SR 836. The two near -by interchanges along SR 836 (NW 17th and NW 12th Avenue) are of major concern. Please include interchange analysis of these two interchanges. Please call me if you have any questions. Note, my office is moved to Boca, my phone number is 561.862.1103(Di rect)/561.996.6400(Mai n). Thanks.... From: Cruz-Casas, Carlos [mailto:Ccruz-casas@miamigov.com] Sent: Thursday, January 17, 2013 2:56 PM To: Shanmugam, Raj Subject: FW: River Landing SAP Traffic Study Methodology Raj, Could you please review this methodology and provide comments? Then please submit an authorization form to review the study once submitted. Thanks, carlos cruz-casas, p.e. city of miami - office of transportation 444 sw 2nd avenue, 8th floor miami, fl 33130 p: 305.416.1092 I f: 305.416.1019 3 e: ccruz-casas@miamigov.com From: Adrian.Dabkowski@Kimley-horn.com [mailto:Adrian.Dabkowski@Kimley-horn.com] Sent: Wednesday, January 09, 2013 3:32 PM To: Cruz-Casas, Carlos Cc: John.McWilliams@kimley-horn.com Subject: River Landing SAP Traffic Study Methodology Good Afternoon Mr. Cruz-Casas, Attached is the traffic study methodology for the River Landing project. Please let us know if you have any questions or comments so we can proceed with traffic data collection. Thanks Adrian Adrian K. Dabkowski, P.E. (LA), PTOE 5200 NW 33rd Avenue, Suite 109 Fort Lauderdale, Florida 33309 Phone: 954-535-5144 Fax: 954-739-2247 This e-mail and any attachments contain URS Corporation confidential information that may be proprietary or privileged. If you receive this message in error or are not the intended recipient, you should not retain, distribute, disclose or use any of this information and you should destroy the e-mail and any attachments or copies. 4 APPENDIX B: Traffic Count Data NW 12TH STREET & NW 14TH AVENUE MIAMI, FLORIDA COUNTED BY:J. PALOMINO & M. ESPINOSA SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00130016 Start Date: 01/29/13 File I.D. 12ST14AV Page : 1 NW 14TH AVENUE INW 12TH STREET (NW 11TH STREET INiel NORTH RIVER DRIVE I From North 'From East 'From South (From West I I ( I UTurn Left Thru Right I UTurn Left Thru Right 1 UTurn Left Thru Right ( UTurn Left Thru Right I Total Date 01/29/13 07:00 0 4 34 2 0 6 21 11 1 0 16 9 1 1 0 5 30 96 I 235 07:15 0 9 38 0 0 5 24 13 1 0 18 5 1 0 3 28 123 I 267 07:30 0 13 33 1 0 5 19 24 1 0 27 9 0 1 0 6 35 129 I 301 07:45 0 8 43 2 0 8 16 19 0 31 12 4 1 0 7 40 147 1 337 Hr Total 0 34 148 5 I 0 24 80 67 0 92 35 6 1 0 21 133 495 I 1140 08:00 0 9 49 0 0 4 17 13 0 30 11 0 1 0 4 21 115 I 273 08:15 0 17 50 2 0 5 24 22 0 20 11 3 ( 0 18 34 155 I 361 08:30 0 10 38 2 0 10 33 32 0 51 25 3 ( 0 9 63 132 I 408 08:45 0 8 48 4 1 0 5 28 29 1 0 20 17 3 1 0 12 52 130 1 356 Hr Total 0 44 185 8 I 0 24 102 96 0 121 64 9 0 43 170 532 I 1398 * BREAK * 16:00 0 8 42 29 0 5 49 12 0 62 29 3 0 3 8 47 1 297 16:15 0 1 36 15 0 6 45 10 0 39 22 3 0 0 20 52 249 16:30 0 2 39 21 0 1 67 11 1 0 69 22 0 1 0 1 8 41 1 282 16:45 0 2 35 10 1 0 3 65 7 1 0 66 30 5 1 0 3 10 43 1 279 Hr Total 0 13 152 75 1 0 15 226 40 0 236 103 11 i 0 7 46 183 1 1107 17:00 0 4 39 15 1 0 2 53 10 0 76 17 1 1 0 1 10 73 I 301 17:15 0 2 30 6 1 0 0 64 11 I 0 79 21 0 I 1 0 8 58 I 280 17:30 0 2 38 5 1 0 0 51 4 I 0 52 17 0 0 0 11 54 234 17:45 0 1 31 1 1 0 1 60 4 1 0 66 15 1 1 0 1 10 65 1 256 Hr Total 0 9 138 27 1 0 3 228 29 1 0 273 70 2 1 2 39 250 1071 *TOTAL* 0 100 623 115 0 66 636 232 0 722 272 28 1 1 73 388 1460 4716 NW 12TH STREET & NW 14TH AVENUE MIAMI, FLORIDA COUNTED BY:J. PALOMINO & M. ESPINOSA SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00130016 Start Date: 01/29/13 File I.D. 12ST14AV Page 2 NW 14TH AVENUE INW 12TH STREET INW 11TH STREET INW NORTH RIVER DRIVE From North IFrom East (From South (From West I I I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I Total Date 01/29/13 - --- - • 0 • 115 0 115 I NW NORTH RIVER DRIVE 722 636 115 1,473 74 74 388 NW 14TH AVENUE 623 623 838 388 1,922 • 1,460 1,460 0 3,395 100 100 1,416 74 272 232 578 • ALL VEHICLES 1,450 Intersection Total 4,716 66 623 1,460 2,149 3,171 722 722 NW 11TH STREET 0 0 232 232 934 636 1,022 • 272 272 28 28 636 66 66 100 516 388 28 NW 12TH STREET 0 0 NW 12TH STREET & NW 14TH AVENUE MIAMI, FLORIDA COUNTED BY:J. PALOMINO & M. ESPINOSA SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00130016 Start Date: 01/29/13 File I.D. 12ST14AV Page 3 NW 14TH AVENUE INW 12TH STREET !NW 11TH STREET !NW NORTH RIVER DRIVE I From North 'From East !From South !From West I I UTurn Left Thru Right 1 UTurn Left Thru Right UTurn Left Thru Right UTurn Left Thru Right I Total Date 01/29/13 Peak Hour Analysis By Entire Intersection for the Period: 07:00 to 09:00 on 01/29/13 Peak start 08:00 08:00 08:00 08:00 I Volume 0 44 185 8 F 0 24 102 96 0 121 64 9 0 43 170 532 I , Percent 0% 19% 78% 3% 0% 11% 46% 43% 0% 62% 33% 5% 0%. 6% 23% 71% I , Pk total 237 222 194 745 I Highest 08:15 08:30 08:30 08:15 I Volume 0 17 50 2 0 10 33 32 0 51 25 3 0 18 34 155 I Hi total 69 75 79 207 I PHF .86 .74 .61 .90 I 0 0 NW NORTH RIVER DRIVE 121 102 231 8 43 43 170 8 8 NW 14TH AVENUE 185 185 237 44 44 170 745 532 532 0 440 43 64 96 203 • ALL VEHICLES 976 445 Intersection Total 1,398 935 24 121 185 532 741 121 NW 11TH STREET 0 0 96 96 222 102 194 • 64 64 9 9 102 24 24 44 223 170 9 NW 12TH STREET 0 NW 12TH STREET & NW 14TH AVENUE MIAMI, FLORIDA COUNTED BY:J. PALOMINO & M. ESPINOSA SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00130016 Start Date: 01/29/13 File I.D. 12ST14AV Page 4 NW 14TH AVENUE INW 12TH STREET INW 11TH STREET INW NORTH RIVER DRIVE From North IFrom East From South IFrom West UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right UTurn Left Thru Right I Total Date 01/29/13 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 01/29/13 Peak start 16:30 16:30 I 16:30 16:30 Volume 0 10 143 52 0 6 249 39 I 0 290 90 6 1 5 36 215 Percent 0% 5% 70% 25% 1 0% 2% 85% 13% I 0% 75% 23% 2% I 0% 2% 14% 84% Pk total 205 294 ( 386 257 Highest 16:30 16:30 16:45 17:00 Volume 0 2 39 21 0 1 67 11 1 0 66 30 5 0 1 10 73 Hi total 62 79 101 84 PHF .83 .93 .96 .76 0 0 NW NORTH RIVER DRIVE 290 249 591 52 6 6 36 52 52 NW 14TH AVENUE 143 143 205 10 10 36 257 215 0 215 0 340 6 90 39 135 • ALL VEHICLES 848 346 Intersection Total 1,142 750 0 0 39 39 294 249 386 6 290 90 143 215 364 290 90 NW 11TH STREET 249 6 6 52 NW 12TH STREET 1411111111 6 • 0 6 0 10 36 6 NW 12TH STREET & NW 14TH AVENUE MIAMI, FLORIDA COUNTED BY:J. PALOMINO & M. ESPINOSA SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code 00130016 Start Date: 01/29/13 File I.D. : 12ST14AV Page 1 NW 14TH AVENUE INW 12TH STREET ]NW 11TH STREET INW NORTH RIVER DRIVE From North IFrom East From South From West Left Thru Right Peds ( Left Thru Right Peds Left Thru Right Peds ( Left Thru Right Peds I Total Date 01/29/13 07:00 0 0 0 7 I 0 0 0 1] 0 0 0 7( 0 0 0 4 I 19 07:15 0 0 0 5] 0 0 0 2( 0 0 0 14 ] 0 0 0 6 I 27 07:30 0 0 0 9] 0 0 0 4] 0 0 0 19 ] 0 0 0 8 I 40 07:45 0 0 0 7] 0 0 0 9( 0 0 0 32 0 0 0 3 1 51 Hr Total 0 0 0 28 0 0 0 16 0 0 0 72 j 0 0 0 21 I 137 08:00 0 0 0 9 I 0 0 0 6( 0 0 0 18 ] 0 0 0 2 I 35 08:15 0 0 0 8 I 0 0 0 13 ( 0 0 0 16 ] 0 0 0 3 I 40 08:30 0 0 0 7 I 0 0 0 7( 0 0 0 13 i 0 0 0 3 I 30 08:45 0 0 0 3] 0 0 0 7] 0 0 0 21 ] 0 0 0 2 1 33 Hr Total 0 0 0 27 I 0 0 0 33 ( 0 0 0 68 0 0 0 10 I 138 * BREAK * 16:00 0 0 0 5] 0 0 0 6] 0 0 0 10 ] 0 0 0 0 1 21 16 : 15 0 0 0 2] 0 0 0 1( 0 0 0 4( 0 0 0 0( 7 16:30 0 0 0 2] 0 0 0 3] 0 0 0 18 ( 0 0 0 0( 23 16:45 0 0 0 2 J 0 0 0 3] 0 0 0 46 ] 0 0 0 1] 52 Hr Total 0 0 0 11 1 0 0 0 13 1 0 0 0 78 1 0 0 0 1 1 103 17:00 0 0 0 13 1 0 0 0 12 1 0 0 0 24 ( 0 0 0 1] 50 17 : 15 0 0 0 3] 0 0 0 s] 0 0 0 9] 0 0 0 0 1 17 17:30 0 0 0 0; 0 0 0 7] 0 0 0 9] 0 0 0 0( 16 17:45 0 0 0 1] 0 0 0 4] 0 0 0 5 1 0 0 0 1 1 11 Hr Total 0 0 0 17 1 0 0 0 28 ( 0 0 0 47 1 0 0 0 2 1 94 *TOTAL* 0 0 0 83 ( 0 0 0 90 1 0 0 0 265 1 0 0 0 34 1 472 C;, 71) Ai 1 pack LoT I N w tZs'r" M,(3,,vyk VLcXGiCI, -ToULu.ar9 3012..01'5 d '. (kA,i,S PcJor&t n 0 3;c1s-nati.zec� NW NORTH RIVER DRIVE & NW 13TH TERRACE MIAMI, FLORIDA COUNTED BY: WAYNE ASSAM SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00130016 Start Date: 01/29/13 File I.D. NRVR13TR Page 1 NW 13TH TERRACE ]NW NORTH RIVER DRIVE INW 15TH AVENUE NNW NORTH RIVER DRIVE From North From East IFrom South 1From West I I I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right j UTurn Left Thru Right I Total Date 01/29/13 07:00 0 2 0 82 0 0 44 2 0 1 0 0 1 149 132 0 I 413 07:15 1 6 0 71 1 1 0 41 4 0 0 0 0 0 160 164 0 I 448 07:30 0 9 1 136 J 0 0 49 4 0 0 0 0 0 163 171 0 I 533 07:45 0 4 0 121 0 0 53 5 0 0 1 1 0 159 195 2 I 541 Hr Total 1 21 1 410 1 0 187 15 ( 0 1 1 1 1 631 662 2 I 1935 08:00 1 16 0 85 0 0 42 0 0 1 0 1 0 94 121 2 I 363 08:15 2 11 1 113 1 0 52 6 1 0 0 1 0 161 205 1 I 555 08:30 3 9 0 109 ] 1 0 77 2 0 0 0 0 0 185 200 0 I 586 06:45 0 4 0 98 f 0 0 51 5 0 1 0 0 1 0 176 185 2 I 522 Hr Total 6 40 1 405 1 2 0 222 13 1 1 2 0 2 1 0 616 711 5 I 2026 * BREAK 16:00 1 5 0 130 1 0 0 112 1 0 1 0 2 1 0 29 51 2 334 16:15 1 4 0 151 1 1 2 100 3 0 0 0 0 1 0 51 66 1 I 380 16:30 0 1 0 224 1 0 0 152 4 0 0 0 0 1 0 45 52 0 478 16:45 1 3 0 186 1 1 0 157 3 1 0 0 0 0 1 0 44 56 1 1 452 Hr Total 3 13 0 691 1 2 2 521 11 1 0 1 0 2 0 169 225 4 1 1644 17:00 0 18 0 244 ( 0 0 139 2 0 0 0 0 0 50 75 0 528 17:15 0 5 0 186 0 0 164 2 0 0 0 0 0 44 67 1 469 17:30 1 4 0 195 ( 0 0 107 0 0 0 0 0 0 39 62 0 408 17:45 2 3 0 164 1 0 1 120 1 1 0 5 0 1 1 0 35 75 2 1 409 Hr Total 3 30 0 789 1 0 1 530 5 1 0 5 0 1 1 0 168 279 3 I 1814 *TOTAL* 13 104 2 2295 1 5 3 1460 44 1 1 9 1 6 1 1 1584 1877 14 1 7419 NW NORTH RIVER DRIVE E. NW 13TH TERRACE MIAMI, FLORIDA COUNTED BY: WAYNE ASSAM SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00130016 Start Date: 01/29/13 File I.D. : NRVR13TR Page : 2 NW 13TH TERRACE INW NORTH RIVER DRIVE INW 15TH AVENUE INW NORTH RIVER DRIVE From North From East 'From South iFrom West I I 1 I I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right 1 Total Date 01/29/13 0 0 NW NORTH RIVER DRIVE 10 1,460 2,295 3,765 • 1,585 1,585 • 1,877 • 2,295 2,295 NW 13TH TERRACE 2 2,414 2 117 117 1,877 3,476 14 14 1 0 4,044 1,585 1 44 1,630 • ALL VEHICLES 7,241 3,512 Intersection Total 7,419 41 8 10 2 14 24 10 NW 15TH AVENUE 0 0 44 44 1,512 1,460 17 1 • 1,460 8 8 2,000 117 1,877 6 NW NORTH RIVER DRIVE 6 6 0 NW NORTH RIVER DRIVE & NW 13TH TERRACE MIAMI, FLORIDA COUNTED BY: WAYNE ASSAM SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00130016 Start Date: 01/29/13 File T.D. NRVR13TR Page : 3 NW 13TH TERRACE INW NORTH RIVER DRIVE INW 15TH AVENUE INW NORTH RIVER DRIVE I From North 'From East From South From West I I I I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right UTurn Left Thru Right I Total Date 01/29/13 Peak Hour Analysis By Entire Intersection for the Period: 07:00 to 09:00 on 01/29/13 Peak start 07:45 07:45 07:45 07:45 Volume 6 40 1 428 2 0 224 13 1 1 1 3 0 599 721 5 I , Percent 1% 8% 0% 90% 1% 0% 94% 5% 1 17% 17% 17% 50% 0% 45% 54% 0% I Pk total 475 239 6 1325 I Highest 08:15 08:30 07:45 08:30 I Volume 2 11 1 113 1 0 77 2 0 0 1 1 0 185 200 0 I Hi total 127 80 2 385 I PHF .94 .75 .75 1 .86 I EmMENImmimMEMMEmmmmmi • 0 - 428 0 428 i NW NORTH RIVER DRIVE 2 224 654 428 599 599 721 NW 13TH TERRACE 1 1 475 721 1,325 5 5 0 0 46 46 1,088 599 1 13 613 • ALL VEHICLES 1,979 1,009 Intersection Total 2,045 14 2 2 1 5 8 2 NW 15TH AVENUE 0 0 d1=111111•1111MMIMM 13 13 239 224 6 1 1 224 2 2 46 770 721 3 NW NORTH RIVER DRIVE 3 3 0 NW NORTH RIVER DRIVE & NW 13TH TERRACE MIAMI, FLORIDA COUNTED BY: WAYNE ASSAM SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00130016 Start Date: 01/29/13 File I.D. : NRVR13TR Page : 4 NW 13TH TERRACE NW NORTH RIVER DRIVE INW 15TH AVENUE INW NORTH RIVER DRIVE From North 1From East IFrom South From West I I i I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right UTurn Left Thru Right I Total Date 01/29/13 ---- Peak Hour Analysis By Entire Intersection for Peak start 16:30 16:30 Volume 1 27 0 840 1 0 Percent 0% 3% 0% 97% 0% 0% Pk total 868 624 Highest 17:00 17:15 Volume 0 18 0 244 0 0 Hi total 262 166 PHF .83 .94 NW 0 840 0 840 NW NORTH RIVER DRIVE 0 612 840 1,452 183 183 250 the Period: 16:00 to 18:00 on 01/29/13 16:30 16:30 612 11 0 0 0 0 0 183 250 2 98% 2% 0% 0% 0% 0% 0% 42% 57% 0% 0 435 07:00 17:00 164 2 0 1 0 0 0 50 75 0 0 125 .0 .87 13TH TERRACE 0 868 0 250 435 2 2 0 28 28 1,062 183 0 11 194 • ALL VEHICLES 1,887 902 Intersection Total 1,927 3 1 • 0 0 2 3 0 NW 15TH AVENUE 0 624 612 0 0 0 0 612 28 278 250 0 NW NORTH RIVER DRIVE 0 0 • 0 NW NORTH RIVER DRIVE & NW 13TH TERRACE MIAMI, FLORIDA COUNTED BY: WAYNE ASSAM SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code : 00130016 Start Date: 01/29/13 File I.D. NRVR13TR Page : 1 NW 13TH TERRACE INW NORTH RIVER DRIVE INW 15TH AVENUE 1NW NORTH RIVER DRIVE From North From East 'From South 'From West 1 Left Thru Right Peds ( Left Thru Right Peds I Left Thru Right Peds 1 Left Thru Right Date 01/29/13 Peds 1 Total 07:00 0 0 0 1 0 0 0 0 I 0 0 0 1( 0 0 0 0 1 2 07:15 0 0 0 0 0 0 0 0 1 0 0 0 2 1 0 0 0 0 1 2 07:30 0 0 0 0 0 0 0 0 I 0 0 0 0 0 0 0 0 1 0 07:45 0 0 0 3 0 0 0 0 1 0 0 0 0 0 0 0 0 1 3 Hr Total 0 0 0 4 0 0 0 0 I 0 0 0 3 0 0 0 0 1 7 08:00 0 0 0 2 1 0 0 0 1 I 0 0 0 1 0 0 0 0 1 4 08:15 0 0 0 3 0 0 0 0 1 0 0 0 0 0 0 0 0 I 3 08:30 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0 08:45 0 0 0 1 0 0 0 0 1 0 0 0 1 1 0 0 0 0 1 2 Hr Total 0 0 0 6 0 0 0 1 1 0 0 0 2 0 0 0 0 1 9 * BREAK * 16:00 0 0 0 1 1 0 0 0 0 16:15 0 0 0 0 1 0 0 0 0 16:30 0 0 0 0 1 0 0 0 0 16:45 0 0 0 0 1 0 0 0 0 Hr Total 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 O 3 1 0 0 0 0 1 4 O 0( 0 0 0 0 1 0 0 0 1 0 0 0 0 1 0 0 3 1 0 0 0 0 1 3 O 6 1 0 0 0 0 1 7 17:00 0 0 0 2 0 0 0 0 1 0 0 0 0( 0 0 0 0 1 2 17 : 15 0 0 0 3 0 0 0 1 1 0 0 0 0 1 0 0 0 1 1 5 17:30 0 0 0 0 0 0 0 0 I 0 0 0 0 I 0 0 0 0 I 0 17:45 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 0 0 0 1 0 Hr Total 0 0 0 5 1 0 0 0 1 1 0 0 0 0 1 0 0 0 I I 7 *TOTAL* 0 0 0 16 1 0 0 0 2 1 0 0 0 11 1 0 0 0 1 1 30 �DQde Couvr j ft w1edRticl- Esc. N.rive{dr l.� Kick YVl.i Lo(& 1av�uar 302013 t611/44..m. b 's (34.1cAiYk0 s�gr, a.Uzed, NW NORTH RIVER DRIVE & NW 17TH AVENUE MIAMI, FLORIDA COUNTED BY: JUANCARLOS PALOMINO SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00130016 Start Date: 01/31/13 File I.D. : RIV17A C Page 1 NW 17TH AVENUE (NORTH RIVER DRIVE INW 17TH AVENUE 'NORTH RIVER DRIVE From North (From East IFrom South IFrom West UTurn Left Thru Right 1 UTurn Left Thru Right 1 UTurn Left Thru Right 1 UTurn Left Thru Right I Total Date 01/31/13 07:00 0 11 102 0 ( 0 0 12 8 0 42 89 178 ( 0 7 53 42 544 07:15 0 10 99 0 j 0 0 16 4 ( 0 42 126 196 0 6 81 73 653 07:30 0 13 120 0 0 0 18 4 0 42 120 246 0 8 85 60 716 07:45 0 10 139 0 0 0 20 7 0 28 144 208 ( 0 1 105 70 1 732 Hr Total 0 44 460 0 0 0 66 23 0 154 479 828 0 22 324 245 2645 08:00 0 12 152 0 0 0 16 3 0 29 160 205 0 6 95 60 738 08:15 0 12 115 0 0 0 24 5 0 42 172 247 0 8 89 57 771 08:30 0 13 112 0 0 0 12 6 0 44 132 246 0 5 84 66 ( 720 08:45 0 13 117 0 1 0 0 24 8 1 32 137 221 0 5 97 60 715 Hr Total 0 50 496 0 0 0 76 22 1 147 601 919 1 0 24 365 243 2944 * BREAK * 16:00 0 5 112 0 0 1 58 23 0 46 153 75 0 3 42 50 568 16:15 0 9 134 0 0 2 63 8 0 54 142 61 0 4 25 71 ( 573 16:30 0 5 157 0 0 0 67 7 ( 0 51 147 49 0 4 36 66 ( 589 16:45 0 7 132 0 0 0 68 6 0 66 163 70 1 0 7 32 60 611 Hr Total 0 26 535 0 0 3 256 44 ( 0 217 605 255 I 0 18 135 247 ( 2341 17:00 0 12 110 0 0 0 60 12 0 67 162 74 0 8 36 69 610 17:15 0 12 143 0 0 0 92 8 ( 0 48 114 71 0 7 39 65 599 17:30 0 9 137 0 0 0 67 8 0 59 127 66 0 9 41 69 592 17:45 0 18 126 0 j 1 0 61 10 0 57 135 57 0 0 26 50 541 Hr Total 0 51 516 0 1 0 280 38 ( 0 231 538 268 ( 0 24 142 253 I 2342 *TOTAL* 0 171 2007 0 3 678 127 I 1 749 2223 2270 0 88 966 988 ( 10272 NW NORTH RIVER DRIVE & NW 17TH AVENUE MIAMI, FLORIDA COUNTED BY: JUANCARLOS PALOMINO SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00130016 Start Date: 01/31/13 File I.D. : RIV17AC Page 2 NW 17TH AVENUE INORTH RIVER DRIVE INW 17TH AVENUE NORTH RIVER DRIVE From North 'From East 'From South ]From West I I I I UTurn Left Thru Right I UTurn Left Thru Right 1 UTurn Left Thru Right I UTurn Left Thru Right 1 Total Date 01/31/13 0 0 NORTH RIVER DRIVE 750 678 1,428 0 88 88 966 0 0 NW 17TH AVENUE • 2,007 2,007 2,178 171 171 966 2,042 988 988 0 4,616 88 2,223 127 2,438 • ALL VEHICLES 3,470 4,216 Intersection Total 10,272 8,242 4 750 2,007 988 2,999 750 NW 17TH AVENUE 0 0 127 127 809 678 5,243 • 2,223 2,223 678 4 4 3,407 171 966 2,270 NORTH RIVER DRIVE 111111111111 • 2,270 2,270 • 0 NW NORTH RIVER DRIVE & NW 17TH AVENUE MIAMI, FLORIDA COUNTED BY: JUANCARLOS PALOMINO SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00130016 Start Date: 01/31/13 File I.D. : RIV17A C Page : 3 NW 17TH AVENUE INORTH RIVER DRIVE INW 17TH AVENUE 'NORTH RIVER DRIVE From North (From East (From South From West UTurn Left Thru Right I UTurn Left Thru Right UTurn Left Thru Right 1 UTurn Left Thru Right I Total Date 01/31/13 Peak Hour Analysis By Entire Intersection for the Period: 07:00 to 09:00 on 01/31/13 Peak start 07:45 07:45 07:45 07:45 Volume 0 47 518 0 0 0 72 21 1 0 143 608 906 0 20 373 253 Percent 0% 8% 92% 0% ( 0% 0% 77% 23% J 0% 9% 37% 5515 0% 3% 58% 39% Pk total 565 93 1657 646 Highest 08:00 08:15 06:15 ( 07:45 Volume 0 12 152 0 0 0 24 5 0 42 172 247 0 1 105 70 Hi total 164 29 ( 461 ( 176 PHF .86 .60 .90 .92 NORTH RIVER DRIVE 143 72 215 0 0 0 0 0 20 20 373 NW 17TH AVENUE 518 518 565 47 47 373 646 253 253 • 0 0 861 1,214 20 608 21 649 • ALL VEHICLES 1,419 Intersection Total 2,961 0 518 253 771 2,428 143 143 NW 17TH AVENUE 0 0 21 21 93 72 1,657 608 608 906 906 72 0 0 1,326 47 373 906 NORTH RIVER DRIVE 0 0 NW NORTH RIVER DRIVE & NW 17TH AVENUE MIAMI, FLORIDA COUNTED BY: JUANCARLOS PALOMINO SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code 00130016 Start Date: 01/31/13 File I.D. : RIV17AC Page : 4 NW 17TH AVENUE 'NORTH RIVER DRIVE INW 17TH AVENUE 'NORTH RIVER DRIVE From North 'From East From South From West I I I UTurn Left Thru Right I UTurn Left Thru Right UTurn Left Thru Right UTurn Left Thru Right I Total Date 01/31/13 Peak Hour Analysis By Entire Intersection for the Period: 1600 t Peak start 16:45 16:45 Volume 0 40 522 0 0 0 287 34 Percent 0% 7% 93% 0% 0% OW 89% 11% Pk total 562 321 Highest 17:15 17:15 Volume 0 12 143 0 0 0 92 8 Hi total 155 100 PHF .91 1 .80 0 0 111.11111111111=1M1 NORTH RIVER DRIVE 240 287 527 0 31 31 148 0 0 18:00 on 01/31/13 16:45 16:45 0 240 566 281 J 0 31 148 263 0% 22% 52% 26% 0% 7% 33% 60% 1087 442 17:00 17:30 0 67 162 74 0 9 41 69 303 119 .90 1 .93 NW 17TH AVENUE 522 522 562 40 40 148 442 263 0 263 0 1 969 1,193 31 566 34 631 • ALL VEHICLES Intersection Total 2,412 0 522 263 785 1,872 240 240 NW 17TH AVENUE 790 0 0 34 34 321 287 1,087 566 566 281 281 287 0 0 40 469 148 281 NORTH RIVER DRIVE 0 NW NORTH RIVER DRIVE & NW 17TH AVENUE MIAMI, FLORIDA COUNTED BY: JUANCARLOS PALOMINO SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS NW 17TH AVENUE 'NORTH RIVER DRIVE INW 17TH AVENUE From North 'From East From South Site Code : 00130016 Start Date: 01/31/13 File I.D. : RIV17A C Page 1 'NORTH RIVER DRIVE 'From West Left Thru Right Peds ( Left Thru Right Peds ( Left Thru Right Peds Left Thru Right Peds Total Date 01/31/13 07:00 0 0 0 0( 0 0 0 0] 0 0 0 00 0 0 0] 0 07:15 0 0 0 0( 0 0 0 0' 0 0 0 0' 0 0 0 0' 0 07:30 0 0 0 0' 0 0 0 0' 0 0 0 0' 0 0 0 0' 0 07:45 0 0 0 0] 0 0 0 1 1 0 0 0 0 1 0 0 0 1] 2 Hr Total 0 0 0 0( 0 0 0 1 1 0 0 0 0' 0 0 0 1' 2 08:00 0 0 0 0( 0 0 0 1' 0 0 0 0 1 0 0 0 0( 1 08:15 0 0 0 0' 0 0 0 0' 0 0 0 0' 0 0 0 4] 4 08:30 0 0 0 0' 0 0 0 2' 0 0 0 0' 0 0 0 1] 3 08:45 0 0 0 1] 0 0 0 1 1 0 0 0 0 1 0 0 0 0 I 2 Hr Total 0 0 0 1( 0 0 0 4' 0 0 0 0' 0 0 0 5( 10 * BREAK * 16:00 0 0 0 1] 0 0 0 5] 0 0 0 0' 0 0 0 0( 6 16:15 0 0 0 1( 0 0 0 4 I 0 0 0 0' 0 0 0 2' 7 16:30 0 0 0 0] 0 0 0 2] 0 0 0 0' 0 0 0 0] 2 16:45 0 0 0 0] 0 0 0 3 1 0 0 0 0 1 0 0 0 0( 3 Hr Total 0 0 0 2 1 0 0 0 14 1 0 0 0 0' 0 0 0 2' 18 17:00 0 0 0 0 1 0 0 0 1] 0 0 0 0] 0 0 0 0] 1 17:15 0 0 0 0 1 0 0 0 2 ] 0 0 0 0] 0 0 0 2' 4 17:30 0 0 0 0' 0 0 0 0' 0 0 0 0] 0 0 0 1 f 1 17:45 0 0 0 0 1 0 0 0 2] 0 0 0 1] 0 0 0 0] 3 Hr Total 0 0 0 0' 0 0 0 5' 0 0 0 1 I 0 0 0 3 9 *TOTAL* 0 0 0 3 j 0 0 0 24 ' 0 0 0 1 I 0 0 0 11 I 39 • 1�1CJ�Wli iFi_0CiaGL •Tavw_ax-q 3 112oi3 c(rawAkloy'. [ALVA fojovvno NW 14TH STREET & NW 17TH AVENUE MIAMI, FLORIDA COUNTED BY: MAXIE ESPINOSA NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00130016 Start Date: 01/31/13 File I.D. : 14S17A M Page 1 NW 17TH AVENUE ]NW 14TH TREET INW 17TH AVENUE ITO NW NORTH RIVER DRIVE From North (From East (From South !From West I I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right UTurn Left Thru R Date 01/31/13 Total 07:00 0 5 111 2] 0 0 0 5 I 0 0 95 5] 0 0 0 0; 223 07:15 0 4 108 1 0 1 0 2] 0 0 122 9] 0 0 0 0 j 247 07:30 1 1 134 0 0 0 0 10 , 0 0 122 15 0 0 0 0 283 07:45 0 2 142 2( 0 0 0 8( 0 0 143 15 ] 0 0 0 0 I 312 Hr Total 1 12 495 5 0 1 0 25 0 0 482 44 0 0 0 0 1065 08:00 0 3 163 3 0 1 0 12 0 0 145 30 0 0 0 0 357 08:15 0 6 125 2 1 0 1 1 7 I 0 0 161 17 ( 0 0 0 0 j 320 08:30 0 4 130 4 0 1 0 11 ] 0 0 127 14 ] 0 0 0 0 291 08:45 0 3 130 4 0 0 1 13 ( 1 0 129 21 ( 0 0 0 0 j 302 Hr Total 0 16 548 13 ( 0 3 2 43 ( 1 0 562 82 ( 0 0 0 0 ] 1270 * BREAK 16:00 0 3 113 6 0 2 2 22 ( 0 0 155 17 ( 0 0 0 0 320 16:15 0 2 143 3 0 2 0 21 ] 0 0 145 11 0 0 0 0 327 16:30 0 6 160 7 0 0 0 20 1 0 0 147 12 0 0 0 0 352 16:45 0 3 136 6 0 1 1 18 ( 0 0 162 11 1 0 0 0 0 338 Hr Total 0 14 552 22 ! 0 5 3 81 ! 0 0 609 51 ! 0 0 0 0 ( 1337 17:00 0 3 123 9 0 1 2 26 ( 0 0 167 14 0 0 0 0 345 17:15 0 5 158 7 I 0 0 2 26 I 0 0 114 13 0 0 0 0 325 17:30 0 2 148 9 0 1 0 30 1 0 0 139 8 0 0 0 0 337 17:45 0 2 139 5( 0 1 0 19 ( 1 0 139 6( 0 0 0 0( 312 Hr Total 0 12 568 30 ( 0 3 4 101 ( 1 0 559 41 ! 0 0 0 0 1 1319 *TOTAL* 1 54 2163 70 I 0 12 9 250 2 0 2212 218 0 0 0 0 4991 NW 14TH STREET & NW 17TH AVENUE MIAMI, FLORIDA COUNTED BY: MAXIE ESPINOSA NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00130016 Start Date: 01/31/13 File I.D. 14S17A M Page : 2 NW 17TH AVENUE INW 14TH TREET INW 17TH AVENUE ITO NW NORTH RIVER DRIVE From North (From East From South 'From West UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I Total Date 01/31/13 0 0 TO NW NORTH RIVER DRIVE 2 9 70 81 0 0 0 0 0 0 0 0 0 70 NW 17TH AVENUE • 2,163 70 2,163 2,288 81 55 55 4,750 0 2,212 250 2,462 • ALL VEHICLES Intersection Total 4,991 12 2,163 0 2,175 4,607 2 2 NW 17TH AVENUE 544 0 0 250 250 271 9 2,432 • 2,212 2,212 9 12 12 273 NW 14TH TREET 218 0 218 0 55 0 218 NW 14TH STREET & NW 17TH AVENUE MIAMI, FLORIDA COUNTED BY: MAXIE ESPINOSA NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00130016 Start Date: 01/31/13 File I.D. 14S17AM Page 3 NW 17TH AVENUE INW 14TH TREET INW 17TH AVENUE ITO NW NORTH RIVER DRIVE From North 'From East 'From South From West UTurn Left Thru Right I UTurn Left Thru Right UTurn Left Thru Right UTurn Left Thru Right Total Date 01/31/13 - Peak Hour Analysis By Entire Intersection for the Period: 0700 to 0900 on 01/31/13 Peak start 07:45 07:45 07:45 07:45 Volume 0 15 560 11 0 3 1 38 0 0 576 76 0 0 0 0 Percent 0% 3% 96% 2% 0% 7% 2% 90% J 0% 0% 88% 12% J 0% 0% 0% 0% Pk total 586 42 652 0 Highest 08:00 08:00 1 08:15 07:00 Volume 0 3 163 31 0 1 0 121 0 0 161 171 0 0 0 0 Hi total 169 13 178 0 PHF .87 .81 1 .92 1 .0 0 0 11 TO NW NORTH RIVER DRIVE 12 0 0 0 0 0 0 0 0 0 11 NW 17TH AVENUE 560 560 586 15 15 1,200 0 576 38 614 • ALL VEHICLES 12 133 Intersection Total 1,280 1,215 3 0 560 0 563 0 NW 17TH AVENUE 42 652 576 576 76 76 0 0 38 38 3 3 91 NW 14TH TREET 0 15 0 76 NW 14TH STREET & NW 17TH AVENUE MIAMI, FLORIDA COUNTED BY: MAXIE ESPINOSA NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code 00130016 Start Date: 01/31/13 File I.D. 14S17AM Page 4 NW 17TH AVENUE INW 14TH TREET INW 17TH AVENUE ITO NW NORTH RIVER DRIVE I From North 'From East 'From South 'From West I I I UTurn Left Thru Right I UTurn Left Thru Right J UTurn Left Thru Right UTurn Left Thru Right I Total Date 01/31/13 Peak Hour Analysis By Entire Intersection for the Period: 16:00 10 18:00 on 01/31/13 Peak start 16:15 16:15 16:15 16:15 Volume 0 14 562 25 0 4 3 85 0 0 621 48 J 0 0 0 0 Percent 08 28 948 48 0% 48 3* 92* 08 08 93% 7% J 0% 0% 0% 0% Pk total 601 92 669 0 Highest 16:30 17:00 17:00 07:00 Volume 0 6 160 71 0 1 2 26 0 0 167 141 0 0 0 0 Hi total 173 29 181 0 PHF .87 1 .79 .92 1.0 0 0 TO NW NORTH RIVER DRIVE 0 3 25 28 0 0 0 0 0 0 0 25 25 NW 17TH AVENUE 562 562 601 14 14 28 1,307 0 621 85 706 ALL VEHICLES Intersection Total 1,362 1,235 4 0 562 0 566 0 NW 17TH AVENUE 154 0 0 A1111111111111111 85 85 92 3 669 • 621 621 1 I 48 48 3 4 4 62 NW 14TH TREET •0 14 0 48 NW 14TH STREET & NW 17TH AVENUE MIAMI, FLORIDA COUNTED BY: MAXIE ESPINOSA NOT SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code : 00130016 Start Date: 01/31/13 File I.D. : 14S17A M Page : 1 NW 17TH AVENUE From North Left Thru Right Date 01/31/13 07:00 0 0 0 07:15 0 0 0 07:30 0 0 0 07:45 0 0 0 Hr Total 0 0 0 INW 14TH TREET INW 17TH AVENUE ITO NW NORTH RIVER DRIVE I (From East (From South From West I I I I Peds I Left Thru Right Peds Left Thru Right Peds I Left Thru Right Peds I Total 08:00 0 0 0 08:15 0 0 0 08:30 0 0 0 08:45 0 0 0 Hr Total 0 0 0 15:00 15:15 15:30 15:45 Hr Total 16:00 16:15 16:30 16:45 Hr Total 17:00 17:15 17:30 17:45 Hr Total + BREAK * 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I 0 0 0 0( 0 O 1 j 0 0 0 0 I 0 0 0 0( 1 O 0 ',, 0 0 0 0 I 0 0 0 0 I 0 O 1] 0 0 0 1] 0 0 0 1 3 0 2 0 0 0 1 I 0 0 0 1( 4 O 0 0 2 I 0 0 0 0 I 0 0 0 0; 2 O 0 0 0 I 0 0 0 1 I 0 0 0 4 5 O 0 0 2 I 0 0 0 1 I 0 0 0 1 i 5 O 0 0 1 I 0 0 0 1 I 0 0 0 0; 3 0 0 0 5 I 0 0 0 3 I 0 0 0 5 i 15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 5 0 3 0 8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 3 3 2 4 12 4 1 0 12 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 3 0 4 0 1 1 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O j 0 O i O 1 0 2 3 0 5 2 2 1 0 5 0 0 0 1 1 4 5 10 4 23 14 7 6 0 27 *TOTAL• 0 0 0 12 O 0 0 32 0 0 0 10 0 0 0 16 I 70 �w 14s1- 01'1 To Po MTh Ktveiz v2L'a M(a,m. 70,vtua�2.0 13 c� &wvl Lui kop (pYYIft,yI0 U NAB" S t moor NW 14TH STREET & NW 14TH AVENUE MIAMI, FLORIDA COUNTED BY: L. PALOMINO & M. CRUZ SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 (561) 272-3255 Fax (561) 272-4381 Study Name: 14ST14AV Site Code : 00130016 Start Date: 01/31/13 Page 1 ALL VEHICLES INW 14TH AVENUE 1NW 14TH STREET ]NW 14TH AVENUE 1NW 13TH TERRACE NW 14TH STREET From North ]From East 1From South From Southwest From West Start 1 Right HARD] Thru THRU 1 HARD 1 HARD SOFT Thru HARD HARD]Intvl Time 1 Left Thrul3 TER RIGHT] Left13 TER 14ST Right1 LEFT LEFT THRU RIGHT] LEFT LEFT 14 ST RIGHT Left Thru Right RIGHTITota1 01/31/13 I ] ] I 07:001 34 39 24 11 5 40 2 65] 0 0 8 71 1 28 111 2 0 0 0 61 373 07:151 24 32 36 21 5 33 2 451 1 1 7 91 0 28 95 0 0 0 0 101 330 07:30] 45 36 50 21 3 85 11 611 1 1 12 31 1 37 129 2 0 0 0 101 4B9 07:451 55 47 46 01 9 73 12 591 2 0 10 61 0 45 110 2 0 0 0 171 493 Hour] 158 154 156 5] 22 231 27 2301 4 2 37 251 2 138 445 6 0 0 0 431 1685 1 1 08:001 57 49 47 2] 6 48 11 451 3 2 14 31 0 18 87 14 0 0 0 301 436 08:151 55 63 39 11 10 63 10 571 7 3 17 121 1 41 141 7 0 0 0 121 539 08:301 56 43 40 6] 11 54 6 521 3 4 15 101 0 34 135 8 0 0 0 181 495 08:451 53 29 34 11 11 60 16 581 2 2 14 121 0 41 104 7 0 0 0 191 463 Hour] 221 184 160 101 38 225 43 212] 15 11 60 371 1 134 467 36 0 0 0 791 1933 1 1 ] [BREAK] 1 1 1 -- .- I 1 1 ] I ] 16:00] 30 36 69 11 7 152 26 571 3 2 10 4] 1 27 25 1 0 0 0 19] 470 16:151 24 38 49 0] 3 116 21 441 3 2 15 1] 0 15 29 1 0 0 0 9] 370 16:301 33 47 67 0] 5 139 20 641 1 2 19 2] 0 20 36 1 0 0 0 131 469 16:451 28 32 52 21 5 124 17 591 1 2 36 91 0 21 26 3 0 0 0 161 433 Hour' 115 153 237 31 20 531 84 2241 8 8 80 161 1 83 116 6 0 0 0 571 1742 1 1 1 1 1 17:001 25 40 63 21 2 164 19 811 1 5 22 11 0 29 40 3 0 0 0 10] 507 17:151 36 40 38 21 2 164 26 551 2 5 27 5] 1 27 21 1 0 0 0 13] 465 17:301 22 33 43 11 3 110 25 451 1 3 22 4] 1 15 21 2 0 0 0 61 357 17:451 21 31 34 01 6 115 15 591 0 5 13 21 0 21 17 3 0 0 0 71 349 Hour] 104 144 178 51 13 553 85 2401 4 18 84 121 2 92 99 9 0 0 0 361 1678 ] I ] Total 598 635 731 231 93 1540 239 9061 31 39 261 901 6 447 1127 571 0 0 0 215] 7038 % Apr.] 30.0 31.9 36.7 1.11 3.3 55.4 8.6 32.6] 7.3 9.2 61.9 21.31 0.3 27.3 68.8 3.4] - - 100.01 % Int.1 8.4 9.0 10.3 0.31 1.3 21.8 3.3 12.8] 0.4 0.5 3.7 1.2] - 6.3 16.0 0.81 - - 3.01 ] I ] 1 1 ! 1 I 1 NW 14TH STREET & NW 14TH AVENUE MIAMI, FLORIDA COUNTED BY: L. PALOMINO & M. CRUZ SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 (561) 272-3255 Fax (561) 272-4381 Study Name: 14ST14AV Site Code : 00130016 Start Date: 01/31/13 Page 2 ALL VEHICLES NW 14TH AVENUE INW 14TH STREET INW 14TH AVENUE INW 13TH TERRACE INW 14TH STREET From North From East From South (From Southwest (From West Start Right HARD] Thru THRU I HARD I HARD SOFT Thru HARD HARDIIntv1 Time I Left Thru13 TER RIGHT] Left13 TER 14ST Right' LEFT LEFT THRU RIGHTI LEFT LEFT 14 ST RIGHTI Left Thru Right RIGHTITota1 NW 14TH STREET 307 - 522 215 7 7 6 447" 1127 57 Air 4154 NW 13TH TERRA NW 14TH AUENUE 23 731 635 5981614 3601 01/31/13 07:00am 05:45pm 7038 1206 T 785 31 261 39 90 NW 14TH AUENUE 4593 17 906 239 1540 47 93 -4 1815 NW 14TH STREET NW 14TH STREET & NW 14TH AVENUE MIAMI, FLORIDA COUNTED BY: L. PALOMINO & M. CRUZ SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 (561) 272-3255 Fax (561) 272-4381 Study Name: 14ST14AV Site Code : 00130016 Start Date: 01/31/13 Page 2 ALL VEHICLES INW 14TH AVENUE ]NW 14TH STREET INW 14TH AVENUE INW 13TH TERRACE 1NW 14TH STREET 'From North 'From East [From South (From Southwest !From West Start 1 Right HARD' Thru THRU ] HARD ] HARD SOFT Thru HARD] HARDIIntv1 Time 1 Left Thru13 TER RIGHT' Left13 TER 14ST Right' LEFT LEFT THRU RIGHT' LEFT LEFT 14 ST RIGHT' Left Thru Right RIGHT1Tota1 Peak Hour Analysis By Entire Intersection for the Period: 07:00 on 01/31/13 to 08:45 on 01/31/13 1 Time ] 07:45 1 07:45 ] 07:45 1 07:45 ] 07:45 1 Vol. ] 223 202 172 91 36 238 39 2131 15 9 56 311 1 138 473 31] 0 0 0 771 Pct. ] 36.7 33.3 28.3 1.41 6.8 45.2 7.4 40.41 13.5 8.1 50.4 27.91 0.1 21.4 73.5 4.81 0.0 0.0 0.0 100.01 Total 606 I 526 1 111 1 643 ] 77 I High 1 08:15 ] 07:45 1 08:15 1 08:15 1 08:00 1 Vol. 55 63 39 11 9 73 12 59! 7 3 17 121 1 41 141 71 0 0 0 301 Total ! 158 ] 153 ]. 39 I 190 I 30 1 PHF 10.959 10.859 10.712 10.846 10.642 NW 14TH STREET 58 77 �c7 NW 14TH AUENUE 9 72 202 223 407 1013 01/31/13 07:45am 08:30am 135 1963 1253 1145 1 138 473 31 NW 13TH TERRA 380 id <1 I r 15 56 269 14TH AUENUE 17 213 39 12— 238 47 36 727 NW 14TH STREET NW 14TH STREET & NW 14TH AVENUE MIAMI, FLORIDA COUNTED BY: L. PALOMINO & M. CRUZ SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 (561) 272-3255 Fax (561) 272-4381 Study Name: 14ST14AV Site Code : 00130016 Start Date: 01/31/13 Page : 3 ALL VEHICLES INW 14TH AVENUE ;NW 14TH STREET INW 14TH AVENUE INW 13TH TERRACE ;NW 14TH STREET (From North ;From East ;From South ;From Southwest ;From West Start I Right HARD; Thru THRU I HARD ! HARD SOFT Thru HARD; HARDIIntvl Time 1 Left Thru13 TER RIGHTI Left13 TER 14ST Right; LEFT LEFT THRU RIGHT] LEFT LEFT 14 ST RIGHTI Left Thru Right RIGHTITotal Peak Hour Analysis By Entire Intersection for the Period: 16:00 on 01/31/13 to 17:45 on 01/31/13 I I. Time 16:30 16:30 1 16:30 1 16:30 ; 16:30 1 Vol. 122 159 220 6 14 591 82 2591 5 14 104 171 1 97 123 81 0 0 0 521 Pct. 24.0 31.3 43.3 1.1 1.4 62.4 8.6 27.31 3.5 10.0 74.2 12.11 0.4 42.3 53.7 3.41 0.0 0.0 0.0 100.01 Total 507 946 I 140 ! 229 I 52 I High 16:30 17:00 116:45 1 17:00 116:45 I Vol. 33 47 67 0 2 164 19 811 1 2 36 91 0 29 40 31 0 0 0 161 Total 147 266 I 48 1 72 1 16 1 PHF 10.862 0.889 10.729 10.795 10.812 I NW 14TH STREET 103 (- 52 7 NW 14TH AUENUE 6 220 122 159 460 4 J J, 11\ 967 01/31/13 04:30pm 05:15pm 155 1874 1208 1097 NW 13TH TERRA 321 ' i i T f 5 104 181 14 17 14THAUEN E t- 259 82 591 \F- 14 -> 262 NW 14TH STREET zl i MiQai Fwc,-86L So1/4vt,u.a�1/4.1 3 \ 12.0 k3 cl (aw4 G� � . LALS PQSo no S NW 12TH AVENUE & NW 12TH STREET MIAMI, FLORIDA COUNTED BY: M. GOMEZ & A. PALOMINO SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00130016 Start Date: 01/29/13 File I.D. 12ST12AV Page : 1 NW 12TH AVENUE 1WB SR836 OFF RAMP INW 12TH AVENUE INW 12TH STREET From North IFrom East IFrom South From West I I I UTurn Left Thru Right I UTurn Left Thru Right 1 UTurn Left Thru Right I UTurn Left Date 01/29/13 Thru Right I Total 07:00 0 0 222 20 0 66 49 280 ( 1 10 125 0 0 0 0 0 773 07:15 1 0 196 18 j 0 79 61 271 0 22 158 0 0 0 0 0 806 07:30 0 0 241 18 0 72 61 305 0 25 174 0 0 0 0 0 896 07:45 1 0 250 25 0 89 58 322 1 1 18 123 0 0 0 0 0 1 887 Hr Total 2 0 909 81 0 306 229 1178 1 2 75 580 0 0 0 0 0 1 3362 08:00 0 0 256 25 ( 0 88 57 276 0 20 144 0 ( 0 0 0 0 866 08:15 0 0 237 28 0 72 56 239 0 27 207 0 0 0 0 0 866 08:30 0 0 223 36 0 107 81 208 0 33 176 0 0 0 0 0 864 08:45 0 0 201 30 0 91 51 204 1 2 35 157 0 1 0 0 0 0 771 Hr Total 0 0 917 119 1 0 358 245 927 2 115 684 0 1 0 0 0 0 3367 * BREAK * 16:00 0 0 337 19 0 157 25 196 2 14 101 0 0 0 0 0 851 16:15 0 0 329 12 1 0 128 16 169 1 17 144 0 0 0 0 0 816 16:30 0 0 353 20 0 148 33 108 2 9 137 0 0 0 0 0 810 16:45 0 0 338 9 0 150 25 134 ( 5 13 140 0 0 0 0 0 814 Hr Total 0 0 1357 60 0 583 99 607 10 53 522 0 0 0 0 0 3291 17:00 0 0 270 14 0 120 17 112 0 13 155 0 0 0 0 0 701 17:15 0 0 428 14 0 137 28 86 0 20 181 0 0 0 0 0 894 17:30 0 0 334 6 0 171 25 139 0 13 142 0 0 0 0 0 830 17:45 0 0 315 8 0 157 29 177 1 2 12 147 0 1 0 0 0 0 847 Hr Total 0 0 1347 42 0 585 99 514 2 58 625 0 0 0 0 0 3272 *TOTAL* 2 0 4530 302 1 0 1632 672 3226 1 16 301 2411 0 0 0 0 0 13292 NW 12TH AVENUE & NW 12TH STREET MIAMI, FLORIDA COUNTED BY: M. GOMEZ & A. PALOMINO SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code 00130016 Start Date: 01/29/13 File I.D. : 12ST12AV Page 2 NW 12TH AVENUE IWB SR836 OFF RAMP INW 12TH AVENUE INW 12TH STREET From North 'From East 'From South IFrom West UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right 1 Total Date 01/29/13 0 NW 12TH STREET 317 672 302 1,291 0 0 0 0 0 0 0 0 0 302 NW 12TH AVENUE • 4,530 302 4,530 4,834 2 2 10,471 0 2,411 3,226 5,637 • ALL VEHICLES 1,291 5,732 Intersection Total 13,292 9,090 1,832 317 4,530 0 6,362 317 NW 12TH AVENUE 0 11111•111111111111111111111111 0 3• 3,226 ,226 5,730 672 2,728 • 2,411 2,411 672 • 1,832 1,832 2 2 0 0 WB SR836 OFF RAMP 111111111111 o • 0 0 NW 12TH AVENUE & NW 12TH STREET MIAMI, FLORIDA COUNTED BY: M. GOMEZ & A. PALOMINO SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00130016 Start Date: 01/29/13 File I.D. : 12ST12AV Page . 3 NW 12TH AVENUE IWB SR836 OFF RAMP INW 12TH AVENUE INW 12TH STREET ! From North 'From East !From South !From West ! ! i UTurn Left Thru Right I UTurn Left Thru Right UTurn Left Thru Right UTurn Left Thru Right I Total Date 01/29/13 Peak Hour Analysis By Entire Intersection for the Period: 07:00 00 09:00 on 01/29/13 Peak start 07:30 07:30 07:30 07:30 Volume 1 0 984 96 0 321 232 1142 1 90 648 0 0 0 0 0 Percent 0% 0% 91% 9% 0% 19% 14% 67% 0% 12% 88% 0% 0% 0% 0% 0% Pk total 1081 1695 739 0 Highest 08:00 07:45 08:15 07:00 Volume 0 0 256 25 0 89 58 322 0 27 207 0 0 0 0 0 Hi total 281 469 234 0 PHF .96 .90 .79 .0 0 0 NW 12TH STREET 91 232 419 96 0 0 0 96 96 0 0 0 0 0 NW 12TH AVENUE 984 984 1,081 1 2,871 0 648 1,142 1,790 • ALL VEHICLES 419 1,696 Intersection Total 3,515 321 984 0 1,305 2,044 91 91 NW 12TH AVENUE 0 0 AMMEMMEMMEMMEMMEMMEM • 1,142 1,142 1,695 232 739 • 648 648 0 0 232 321 321 1 0 0 WE SR836 OFF RAMP •0 NW 12TH AVENUE & NW 12TH STREET MIAMI, FLORIDA COUNTED BY: M. GOMEZ & A. PALOMINO SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00130016 Start Date: 01/29/13 File I.D. 12ST12AV Page 4 NW 12TH AVENUE IWB SR836 OFF RAMP NW 12TH AVENUE INW 12TH STREET From North IFrom East From South From West UTurn Left Thru Right I UTurn Left Thru Right UTurn Left Thru Right UTurn Left Thru Right Total Date 01/29/13 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 01/29/13 Peak start 16:00 16:00 16:00 16:00 Volume 0 0 1357 60 0 583 99 607 10 53 522 0 0 0 0 0 Percent 0% 0% 96% 4% 0% 45% 8% 47% 2% 9% 89% 0% 0% 0% 0% 0% Pk total 1417 1289 585 0 Highest 16:30 16:00 16:15 07:00 Volume 0 0 353 20 0 157 25 196 1 17 144 0 0 0 0 0 Hi total 373 378 162 0 PHF .95 .85 .90 j .0 0 0 NW 12TH STREET 63 99 222 60 0 0 0 60 60 0 0 0 0 0 1 NW 12TH AVENUE • 1,357 1,357 1,417 0 0 2,546 0 522 607 1,129 • ALL VEHICLES 222 1,289 Intersection Total 3,291 2,525 583 • 63 1,357 0 1,940 63 NW 12TH AVENUE 0 0 607 607 1,289 99 585 522 522 0 0 99 583 583 0 0 0 0 WE SR836 OFF RAMP 0 NW 12TH AVENUE & NW 12TH STREET MIAMI, FLORIDA COUNTED BY: M. GOMEZ & A. PALOMINO SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code 00130016 Start Date: 01/29/13 File I.D. : 12ST12AV Page 1 NW 12TH AVENUE WB SR836 OFF RAMP ]NW 12TH AVENUE INW 12TH STREET From North From East From South ]From West Left Thru Right Peds ] Left Thru Right Peds ] Left Thru Right Peds ] Left Thru Right Peds ] Total Date 01/29/13-------------- 07:00 0 0 0 0] 0 0 0 3] 0 0 0 1] 0 0 0 0] 4 07:15 0 0 0 0] 0 0 0 4] 0 0 0 2] 0 0 0 5] 11 07:30 0 0 0 0] 0 0 0 3] 0 0 0 0] 0 0 0 1] 4 07:45 0 0 0 0] 0 0 0 2] 0 0 0 0] 0 0 0 1] 3 Hr Total 0 0 0 0] 0 0 0 12 1 0 0 0 3] 0 0 0 7) 22 08:00 0 0 0 0] 0 0 0 1 1 0 0 0 0] 0 0 0 0] 1 08:15 0 0 0 0] 0 0 0 3] 0 0 0 0( 0 0 0 1] 4 08:30 0 0 0 3] 0 0 0 1 1 0 0 0 1 1 0 0 0 0] 5 08:45 0 0 0 0] 0 0 0 2] 0 0 0 1 1 0 0 0 4] 7 Hr Total 0 0 0 3 1 0 0 0 7 1 0 0 0 2 1 0 0 0 5] 17 * BREAK 16:00 0 0 0 0 1 0 0 0 2] 0 0 0 0] 0 0 0 4] 6 16 : 15 0 0 0 0] 0 0 0 1] 0 0 0 0] 0 0 0 3] 4 16:30 0 0 0 1] 0 0 0 1] 0 0 0 0] 0 0 0 6] 8 16:45 0 0 0 0] 0 0 0 5 1 0 0 0 1! 0 0 0 6] 12 Hr Total 0 0 0 1] 0 0 0 9] 0 0 0 1] 0 0 0 19 ] 30 17:00 0 0 0 01 0 0 0 5] 0 0 0 2] 0 0 0 3] 10 17:15 0 0 0 0] 0 0 0 3 ] 0 0 0 0] 0 0 0 1 ] 4 17:30 0 0 0 1] 0 0 0 2] 0 0 0 0] 0 0 0 3] 6 17:45 0 0 0 0] 0 0 0 1] 0 0 0 0 j 0 0 0 2] 3 Hr Total 0 0 0 1] 0 0 0 11 ] 0 0 0 2] 0 0 0 9) 23 *TOTAL* 0 0 0 5] 0 0 0 39 1 0 0 0 8] 0 0 0 40 ] 92 (Rtijcr.5\ .7 A IVLo6c,16L 3cm.uaxtd 3v (20 C3 c\awm e�1oY\uvIo k a-ra.0zed 3G-+f !`J IJ NW SOUTH RIVER DRIVE & NW 17TH AVENUE MIAMI, FLORIDA COUNTED BY: A. PALOMINO & M. GOMEZ SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00130016 Start Date: 01/31/13 File I.D. : RIVR17AV Page : 1 NW 17TH AVENUE INW 15TH AVENUE INW 17TH AVENUE NNW SOUTH RIVER DRIVE From North IFrom East (From South (From West I I I I I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I Total Date 01/31/13------- --- -- 07:00 0 0 242 8 0 2 2 148 ( 1 3 133 0 0 28 0 23 590 07:15 0 0 241 11 0 2 1 171 I 0 4 151 0 0 38 0 32 1 651 07:30 0 0 301 9 0 2 1 170 0 3 173 0 0 51 0 28 738 07:45 0 0 331 16 0 1 0 176 1 0 12 171 0 1 0 49 0 39 795 Hr Total 0 0 1115 44 0 7 4 665 1 1 22 628 0 1 0 166 0 122 2774 08:00 0 0 298 11 0 1 0 149 0 7 179 0 0 60 0 43 748 08:15 0 0 288 9 0 2 0 166 ( 1 5 242 0 0 50 0 41 804 08:30 0 0 278 9 0 2 1 168 0 9 190 0 0 57 0 40 754 08:45 0 0 274 12 1 0 2 2 166 ( 4 13 171 0 0 51 0 30 725 Hr Total 0 0 1138 41 1 0 7 3 649 5 34 782 0 0 218 0 154 3031 * BREAK 16:00 0 0 368 57 0 1 5 62 1 10 192 0 0 17 0 18 731 16:15 0 0 399 55 0 2 7 58 0 12 181 0 0 14 0 22 750 16:30 0 0 451 61 0 2 8 58 1 11 182 0 0 21 0 17 812 16:45 0 0 382 61 0 4 8 51 0 9 207 0 1 0 21 0 16 f 759 Hr Total 0 0 1600 234 1 0 9 28 229 2 42 762 0 0 73 0 73 3052 17:00 0 0 395 65 0 2 4 64 0 22 211 0 0 28 0 15 806 17:15 0 0 383 86 0 1 5 50 0 19 162 0 0 29 0 17 752 17:30 0 0 365 71 0 0 2 47 2 21 182 0 0 28 0 17 ( 735 17:45 0 0 284 79 0 1 8 33 1 1 20 167 0 0 25 0 20 638 Hr Total 0 0 1427 301 ( 0 4 19 194 1 3 82 722 0 1 0 110 0 69 1 2931 *TOTAL* 0 0 5280 620 I 0 27 54 1737 11 180 2894 0 1 0 567 0 418 1 11788 NW SOUTH RIVER DRIVE & NW 17TH AVENUE MIAMI, FLORIDA COUNTED BY: A. PALOMINO & M. GOMEZ SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00130016 Start Date: 01/31/13 File I.D. : RIVR17AV Page 2 NW 17TH AVENUE INW 15TH AVENUE INW 17TH AVENUE INW SOUTH RIVER DRIVE From North (From East From South (From West I I I I I UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right UTurn Left Thru Right I Total Date 01/31/13 ---- - • 0 • 620 0 620 I NW SOUTH RIVER DRIVE 191 54 865 620 567 567 • 0 NW 17TH AVENUE • 5,280 5,280 5,900 0 0 0 985 418 418 0 J 1,850 11,098 567 2,894 1,737 5,198 • ALL VEHICLES 1,818 Intersection Total 11,788 27 5,280 418 5,725 8,810 191 191 NW 17TH AVENUE 0 0 1,737 1,737 • 1,818 54 3,085 • 2,894 2,894 0 0 54 27 27 0 NW 15TH AVENUE 0 0 0 0 0 NW SOUTH RIVER DRIVE & NW 17TH AVENUE MIAMI, FLORIDA COUNTED BY: A. PALOMINO & M. GOMEZ SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code 00130016 Start Date: 01/31/13 File I.D. RIVR17AV Page 3 NW 17TH AVENUE INW 15TH AVENUE INW 17TH AVENUE INW SOUTH RIVER DRIVE From North From East (From South (From West 1 I I I UTurn Left Thru Right I UTurn Left Thru Right 1 UTurn Left Thru Right UTurn Left Thru Right 1 Total Date 01/31/13 Peak Hour Analysis By Entire Intersection for the Period: 07:00 to 09:00 on 01/31/13 Peak start 07:45 07:45 07:45 1 07:45 Volume 0 0 1195 45 0 6 1 659 1 33 782 0 1 0 216 0 163 Percent 0% 0% 96% 4% 0% 1% 0% 99% 0% 4% 96% 0% ( 0% 57% 0% 43% Pk total 1240 ( 666 816 1 379 Highest 07:45 ( 07:45 08:15 ( 08:00 Volume 0 0 331 16 0 1 0 176 1 5 242 0 1 0 60 0 43 Hi total 347 ( 177 248 1 103 PHF .89 .94 .82 I .92 0 0 NW SOUTH RIVER DRIVE 34 1 45 80 216 216 0 45 NW 17TH AVENUE • 1,195 45 1,195 1,240 0 0 0 379 163 163 0 2,897 216 782 659 0 1,657 0 • ALL VEHICLES 459 666 Intersection Total 3,101 2,180 6 34 1,195 163 1,364 34 NW 17TH AVENUE 659 659 666 816 • 782 782 6 6 0 NW 15TH AVENUE I 0 • 0 0 0 0 0 0 NW SOUTH RIVER DRIVE & NW 17TH AVENUE MIAMI, FLORIDA COUNTED BY: A. PALOMINO & M. GOMEZ SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code 00130016 Start Date: 01/31/13 File I.D. RIVR17AV Page 4 NW 17TH AVENUE NW 15TH AVENUE INV? 17TH AVENUE INW SOUTH RIVER DRIVE From North From East From South From West I I I UTurn Left Thru Right I UTurn Left Thru Right UTurn Left Thru Right UTurn Left Thru Right i Total Date 01/31/13 Peak Hour Analysis By Entire Intersection for the Period: 1600 to 1800 on 01/31/13 Peak start 1630 1630 1630 1630 Volume 0 0 1611 273 0 9 25 223 1 61 762 0 0 99 0 65 Percent 0% 0% 86% 14% 0% 4% 10% 87% 0% 7% 92% 0% 0% 60% 0% 40% Pk total 1884 257 824 1 164 Highest 1630 1700 1700 1715 Volume 0 0 451 61 0 2 4 64 0 22 211 0 0 29 0 17 Hi total 512 70 233 46 PHF .92 .92 I .88 .89 EmmEmmimMIIIIMMEmmlimmil • 0 • 273 0 273 I NW SOUTH RIVER DRIVE 62 25 360 273 99 99 1 0 NW 17TH AVENUE • 1,611 1,611 1,884 0 164 65 65 0 524 0 0 2,968 99 762 223 1,084 • ALL VEHICLES Intersection Total 3,129 2,509 9 62 1,611 65 1,685 62 NW 17TH AVENUE 257 0 0 223 223 257 25 824 • 762 762 0 0 25 9 9 0 NW 15TH AVENUE •0 0 0 0 NW SOUTH RIVER DRIVE & NW 17TH AVENUE MIAMI, FLORIDA COUNTED BY: A. PALOMINO & M. GOMEZ SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code 00130016 Start Date: 01/31/13 File I.D. : RIVR17AV Page : 1 NW 17TH AVENUE INW 15TH AVENUE !NW 17TH AVENUE ]NW SOUTH RIVER DRIVE From North ]From East !From South ;From West Left Thru Right Peds Left Thru Right Peds ( Left Thru Right Peds Left Thru Right Peds ( Total Date 01/31/13 -- 07:00 0 0 0 0] 0 0 0 0] 0 0 0 0] 0 0 0 0] 0 07:15 0 0 0 0] 0 0 0 0] 0 0 0 2] 0 0 0 0] 2 07:30 0 0 0 0] 0 0 0 0( 0 0 0 1( 0 0 0 0 1 1 07:45 0 0 0 0 1 0 0 0 1( 0 0 0 1] 0 0 0 0] 2 Hr Total 0 0 0 0( 0 0 0 1 1 0 0 0 4] 0 0 0 0 1 5 08:00 0 0 0 1] 0 0 0 1 1 0 0 0 1 1 0 0 0 0 1 3 08:15 0 0 0 1( 0 0 0 0 1 0 0 0 0] 0 0 0 2 1 3 08:30 0 0 0 0] 0 0 0 4 I 0 0 0 1 1 0 0 0 2] 7 08:45 0 0 0 1( 0 0 0 1 f 0 0 0 0 1 0 0 0 1 1 3 Hr Total 0 0 0 3 1 0 0 0 6( 0 0 0 2 1 0 0 0 5 1 16 * BREAK * 16:00 0 0 0 0 1 0 0 0 0] 0 0 0 0] 0 0 0 1] 1 16 : 15 0 0 0 0] 0 0 0 3] 0 0 0 0] 0 0 0 0] 3 16:30 0 0 0 0] 0 0 0 1] 0 0 0 0] 0 0 0 1] 2 16:45 0 0 0 0( 0 0 0 0] 0 0 0 0] 0 0 0 1 j 1 Hr Total 0 0 0 0] 0 0 0 4] 0 0 0 0] 0 0 0 3 1 7 17:00 0 0 0 0] 0 0 0 2 I 0 0 0 0] 0 0 0 1 I 3 17 : 15 0 0 0 0 I 0 0 0 0] 0 0 0 1 I 0 0 0 1 I 2 17:30 0 0 0 0] 0 0 0 4 i 0 0 0 0 I 0 0 0 0 4 17:45 0 0 0 0] 0 0 0 0( 0 0 0 0] 0 0 0 2] 2 Hr Total 0 0 0 0] 0 0 0 6( 0 0 0 1] 0 0 0 4] 11 *TOTAL* 0 0 0 3 1 0 0 0 17 ] 0 0 0 7( 0 0 0 12 I 39 r'i 3 2 \r) I`A i aYv1 i Fbori'cl Gt. Sckw.Lta.9 31,2oZ auma Lu,d( NI° 6.A.C. o NW 11TH STREET & NW 12TH AVENUE MIAMI, FLORIDA COUNTED BY: L. PALOMINO & M. CRUZ SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code : 00130016 Start Date: 01/29/13 File I.D. 11ST12AV Page : 1 NW 12TH AVENUE INW 11TH STREET INW 12TH AVENUE INW 11TH STREET From North (From East From South From West UTurn Left Thru Right UTurn Left Thru Right I UTurn Left Thru Right ( UTurn Left Thru Right Total Date 01/29/13------------ 07:00 2 22 117 8 0 15 28 24 0 0 310 18 0 55 37 20 656 07:15 3 27 128 10 0 26 25 29 0 0 334 28 0 83 54 28 775 07:30 5 17 108 14 0 28 34 42 0 0 410 39 0 63 43 18 821 07:45 2 38 75 20 ( 0 27 45 48 0 0 204 18 0 75 71 16 1 639 Hr Total 12 104 428 52 0 96 132 143 0 0 1258 103 0 276 205 82 2891 08:00 3 29 216 11 0 22 38 35 1 0 0 284 17 0 61 61 31 808 08:15 6 16 147 13 0 28 30 46 0 0 456 46 0 78 54 38 958 08:30 5 23 152 11 0 29 66 51 0 0 387 29 0 76 67 25 921 08:45 5 17 168 13 0 31 25 31 1 1 0 383 40 1 0 74 59 13 860 Hr Total 19 85 683 48 0 110 159 163 1 0 1510 132 0 289 241 107 ( 3547 * BREAK * 16:00 5 18 256 3 0 55 59 64 0 0 203 20 0 54 23 34 794 16:15 2 9 305 1 0 59 61 54 0 0 281 33 ( 0 29 27 49 ( 910 16:30 2 19 302 4 ( 0 80 60 72 0 0 266 23 0 46 27 28 929 16:45 1 17 275 4 0 72 58 65 ( 0 0 232 19 1 0 50 27 29 849 Hr Total 10 63 1138 12 ( 0 266 238 255 1 0 0 982 95 ( 0 179 104 140 ) 3482 17:00 5 11 219 5 ( 0 56 88 74 0 0 231 21 0 78 33 39 1 860 17:15 3 14 361 2 0 85 72 106 0 0 344 25 ( 0 38 35 25 I 1110 17:30 4 13 310 3 ( 0 81 71 63 0 0 243 22 ( 0 44 30 25 909 17:45 3 16 316 6 1 0 63 55 54 1 0 0 243 31 1 1 28 49 31 1 896 Hr Total 15 54 1206 16 I 0 285 286 297 1 0 0 1061 99 1 1 188 147 120 1 3775 *TOTAL* 56 306 3455 128 1 0 757 815 858 1 1 0 4811 429 1 1 932 697 449 13695 NW 11TH STREET & NW 12TH AVENUE MIAMI, FLORIDA COUNTED BY: L. PALOMINO & M. CRUZ SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code 00130016 Start Date: 01/29/13 File I.D. 11ST12AV Page 2 NW 12TH AVENUE INW 11TH STREET INW 12TH AVENUE INW 11TH STREET From North From East (From South From West UTurn Left Thru Right UTurn Left Thru Right I UTurn Left Thru Right I UTurn Left Thru Right I Total Date 01/29/13 - 0 0 NW 11TH STREET 1 815 944 128 933 933 697 128 NW 12TH AVENUE • 3,455 128 3,455 3,945 1 697 2,079 449 449 0 0 3,023 362 362 10,547 933 4,811 858 6,602 • ALL VEHICLES 3,918 Intersection Total 13,695 757 3,455 449 4,661 9,902 1 NW 12TH AVENUE 0 0 858 858 2,430 815 5,241 • 4,811 4,811 815 757 757 1,488 NW 11TH STREET 362 697 429 429 429 0 0 NW 11TH STREET & NW 12TH AVENUE MIAMI, FLORIDA COUNTED BY: L. PALOMINO & M. CRUZ SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES Site Code 00130016 Start Date: 01/29/13 File I.D. 11ST12AV Page 3 NW 12TH AVENUE INW 11TH STREET INW 12TH AVENUE INW 11TH STREET From North IFrom East From South (From West I UTurn Left Thru Right I UTurn Left Thru Right UTurn Left Thru Right UTurn Left Thru Right I Total Date 01/29/13 - - Peak Hour Analysis By Entire Intersection for the Period: 07:00 to 09:00 on 01/29/13 Peak start 08:00 08:00 ( 08:00 08:00 Volume 19 85 683 48 0 110 159 163 1 0 1510 132 0 289 241 107 Percent 2% 10% 82% 6% 0% 25% 37% 38W ( 0% 0% 92% 8% 0% 45% 38% 17% Pk total 835 432 1643 637 Highest 08:00 J 08:30 08:15 08:15 Volume 3 29 216 11 J 0 29 66 51 0 0 456 46 0 78 54 38 Hi total 259 146 502 170 PHF .81 1 .74 .82 .94 NW 11TH STREET 1 159 208 48 0 48 0 48 I 289 289 241 NW 12TH AVENUE 683 683 835 104 104 241 637 107 107 0 0 845 2,797 289 1,510 163 1, 962 • ALL VEHICLES Intersection Total 3,547 i 2,543 110 683 107 900 1 NW 12TH AVENUE 909 0 0 163 163 432 159 1,643 • 1,510 1,510 159 110 110 104 477 241 132 NW 11TH STREET 132 132 0 0 NW 11TH STREET & NW 12TH AVENUE MIAMI. FLORIDA COUNTED BY: L. PALOMINO & M. CRUZ SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 ALL VEHICLES NW 12TH AVENUE From North jNW 11TH STREET [From East INW 12TH AVENUE From South INW 11TH STREET From West Site Code : 00130016 Start Date: 01/29/13 File I.D. 11ST12AV Page : 4 UTurn Left Thru Right j UTurn Left Thru Right UTurn Left Thru Right UTurn Left Thru Right Total Date 01/29/13 Peak Hour Analysis By Entire Intersection for the Period: 16:00 to 18:00 on 01/29/13 Peak start 17:00 j 17:00 17:00 17:00 Volume 15 54 1206 16 ( 0 285 286 297 0 0 1061 99 j 1 188 147 120 Percent 1% 4% 93% 1% 0% 33% 33% 34% j 0% 0% 91% 9% 0% 41% 32% 26% Pk total 1291 868 j 1160 j 456 Highest 17:15 17:15 j 17:15 j 17:00 Volume 3 14 361 2 0 85 72 106 j 0 0 344 25 j 0 78 33 39 Hi total 380 ( 263 j 369 j 150 PHF .85 ( .83 j .79 j .76 0 • 16 0 16 1 NW 11TH STREET 0 286 302 16 189 189 147 NW 12TH AVENUE • 1,206 1,206 1,291 69 189 1,061 297 0 69 1,547 0 147 456 120 120 0 1 758 2,838 • ALL VEHICLES 1,183 Intersection Total 3,775 285 1,206 120 2,771 0 0 NW 12TH AVENUE 297 297 868 286 1,160 • 1,061 1,061 286 285 285 69 315 147 99 NW 11TH STREET 99 99 0 0 NW 11TH STREET & NW 12TH AVENUE MIAMI, FLORIDA COUNTED BY: L. PALOMINO & M. CRUZ SIGNALIZED Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 PEDESTRIANS Site Code 00130016 Start Date: 01/29/13 File I.D. 11ST12AV Page : 1 NW 12TH AVENUE INN 11TH STREET INW 12TH AVENUE INW 11TH STREET From North 'From East From South From West Left Thru Right Peds ] Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Total Date 01/29/13 07:00 0 0 0 7 I 0 0 0 2] 0 0 0 0] 0 0 0 0 I 9 07:15 0 0 0 5] 0 0 0 2] 0 0 0 0] 0 0 0 4] 11 07:30 0 0 0 8( 0 0 0 3( 0 0 0 0] 0 0 0 1] 12 07:45 0 0 0 11 ] 0 0 0 1( 0 0 0 0 1 0 0 0 1 I 13 Hr Total 0 0 0 31 ] 0 0 0 8( 0 0 0 0 I 0 0 0 6 I 45 08:00 0 0 0 5] 0 0 0 0 1 0 0 0 0] 0 0 0 1 I 6 08:15 0 0 0 4] 0 0 0 5] 0 0 0 0 1 0 0 0 0 I 9 08:30 0 0 0 3( 0 0 0 1( 0 0 0 2 1 0 0 0 2 I 8 08:45 0 0 0 4] 0 0 0 0( 0 0 0 0] 0 0 0 4 8 Hr Total 0 0 0 16 1 0 0 0 6( 0 0 0 2 1 0 0 0 7 31 * BREAK * 16:00 0 0 0 3 I 0 0 0 2] 0 0 0 0 1 0 0 0 2] 7 16 : 15 0 0 0 3 1 0 0 0 1( 0 0 0 1 1 0 0 0 2( 7 16:30 0 0 0 4 I 0 0 0 1] 0 0 0 0] 0 0 0 2] 7 16:45 0 0 0 6 1 0 0 0 0] 0 0 0 0] 0 0 0 5( 11 Hr Total 0 0 0 16 ] 0 0 0 4) 0 0 0 1) 0 0 0 11 I 32 17:00 0 0 0 0] 0 0 0 1] 0 0 0 0] 0 0 0 2] 3 17 : 15 0 0 0 0] 0 0 0 0] 0 0 0 0] 0 0 0 0] 0 17:30 0 0 0 2] 0 0 0 0] 0 0 0 1] 0 0 0 1] 4 17:45 0 0 0 1( 0 0 0 0] 0 0 0 0] 0 0 0 5] 6 Hr Total 0 0 0 3] 0 0 0 1] 0 0 0 1] 0 0 0 8] 13 *TOTAL* 0 0 0 66 ] 0 0 0 19 ] 0 0 0 4( 0 0 0 32 I 121 power -Town wl cost 1 04 is wl bCtt h v i'VcoMA � TLo6 7ot‘Awarc,1 3O , 20 l .ArQwh(o(ji. Luk eojo114oO S191-na,kCzed . li tA) t T Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File Station Identification Start date Stop date City/Town Location : D0129019.PRN : 000000012804 : 000411692131 : Jan 29, 13 : Jan 29, 13 : Miami, Florida : NW North River Interval : 15 minutes Start time : 00:00 Stop time : 24:00 County : Dade Drive West Of NW 14th Ave ******************************************************************************* Jan 29 Eastbound Volume for Lane 1 End Time 00 15 30 45 00 17 20 24 13 Hr Total 74 01 16 13 16 13 02 6 6 5 4 03 6 6 0 5 58 21 17 04 05 06 07 08 09 ---- ---- -- ---- 3 6 15 45 53 69 117 5 5 24 42 55 70 114 8 12 36 44 86 96 104 3 18 33 56 55 111 87 19 41 108 187 249 346 422 10 11 98 112 91 92 393 End Time 12 15 30 45 00 100 82 85 63 Hr Total 330 13 14 15 16 17 18 19 20 21 22 23 94 79 126 151 156 58 102 86 115 134 156 62 110 92 146 239 113 51 86 113 141 161 111 49 392 370 528 685 536 334 220 109 82 87 56 52 33 34 34 49 31 30 30 43 33 32 21 36 27 35 20 ---- ---- 180 124 131 105 24 Hour Total : 5870 AM peak hour begins : 09:45 AM peak volume : 446 Peak hour factor : 0.95 PM peak hour begins : 16:30 PM peak volume : 712 Peak hour factor : 0.74 ******************************************************************************* Jan 29 Westbound Volume for Lane 2 End Time 00 01 02 03 15 5 6 5 3 30 10 7 1 3 45 5 3 2 6 00 5 3 2 10 Hr Total 25 19 10 22 04 7 10 38 141 150 179 114 74 5 23 60 171 232 150 81 106 14 31 110 178 219 121 123 68 13 50 149 216 204 124 78 72 39 114 357 706 805 574 396 320 05 06 07 08 09 10 11 End Time 12 15 30 45 00 63 69 87 84 Hr Total 303 13 77 103 99 91 14 103 83 95 101 15 68 71 64 71 370 382 274 16 60 70 54 60 244 303 17 18 86 77 73 75 63 72 81 61 285 19 20 21 22 23 50 48 41 46 47 38 33 26 31 20 23 32 32 20 29 19 25 13 28 16 185 144 106 114 68 24 Hour Total : 6165 AM peak hour begins : 08:15 AM peak volume : 834 Peak hour factor : 0.90 PM peak hour begins : 13:15 PM peak volume : 396 Peak hour factor : 0.96 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ******************************************************************************** Data File : D0129019.PRN Station : 000000012804 Identification : 000411692131 Interval : 15 minutes Start date : Jan 29, 13 Start time : 00:00 Stop date : Jan 29, 13 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NW North River Drive West Of NW 14th Ave ******************************************************************************* Jan 29 Total Volume for All Lanes End Time 00 01 15 30 45 00 22 30 29 18 02 03 04 05 06 07 08 09 10 11 ---- ---- ---- ---- ---- 22 11 9 10 16 53 186 203 248 231 172 20 7 9 10 28 84 213 287 220 195 218 19 7 6 22 43 146 222 305 217 227 159 16 6 15 16 68 182 272 259 235 165 164 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 99 77 31 39 58 155 465 893 1054 920 818 713 End Time 12 13 14 15 16 17 18 19 ---- ---- ---- ---- 15 163 171 182 194 211 242 186 108 30 151 205 169 186 204 229 157 110 45 172 209 187 210 293 176 159 92 00 147 177 214 212 221 192 117 95 ---- ---- ---- ---- ---- ---- ---- Hr Total 633 762 752 802 929 839 619 405 324 230 245 173 20 99 87 76 62 21 64 51 56 59 22 23 66 59 57 63 54 49 34 36 24 Hour Total : 12035 AM peak hour begins : 08:15 AM peak volume : 1099 Peak hour factor : 0.90 PM peak hour begins : 16:30 PM peak volume : 985 Peak hour factor : 0.84 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File : D0129017.PRN Station : 000000012802 Identification : 000058410086 Interval : 15 minutes Start date : Jan 29, 13 Start time : 00:00 Stop date : Jan 29, 13 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NW 14th Street East Of NW 14 Avenue ******************************************************************************* Jan 29 Eastbound Volume for Lane 1 End Time 00 01 02 15 7 30 12 45 6 00 0 Hr Total 25 0 0 0 1 1 5 6 1 5 17 03 04 05 06 07 08 09 10 11 -- ---- ---- ---- ---- ---- 4 5 11 45 134 152 135 130 84 4 3 17 91 143 168 130 71 105 3 10 31 125 173 221 145 129 96 3 15 55 139 194 186 142 116 87 -- ---- ---- ---- ---- ---- ---- ---- 14 33 114 400 644 727 552 446 372 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 30 45 00 76 107 100 80 96 110 80 93 75 98 96 95 81 65 84 64 57 61 68 61 51 55 46 53 47 59 57 64 33 34 49 36 41 38 28 30 Hr Total 352 390 364 294 247 205 227 152 137 21 18 16 16 71 20 13 18 11 25 11 30 7 93 42 24 Hour Total : 5919 AM peak hour begins : 07:45 AM peak volume : 735 Peak hour factor : 0.83 PM peak hour begins : 13:00 PM peak volume : 390 Peak hour factor : 0.89 ******************************************************************************* Jan 29 Westbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 10 11 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 17 0 12 5 5 17 45 114 122 123 124 139 30 9 1 9 6 15 27 75 112 122 133 149 150 45 7 0 13 15 10 28 100 144 126 140 148 146 00 0 3 7 7 22 43 104 129 132 135 161 143 ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 33 4 41 33 52 115 324 499 502 531 582 578 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- ---- ---- ---- 15 161 153 182 225 209 236 199 110 100 65 50 52 30 172 159 161 222 197 214 172 106 85 74 50 30 45 156 156 176 216 243 214 149 132 69 55 54 66 00 156 180 192 188 216 191 123 120 66 47 52 40 ---- ---- ---- ---- ---- ---- ---- ---- -- ---- ---- Hr Total 645 648 711 851 865 855 643 468 320 241 206 188 24 Hour Total : 9935 AM peak hour begins : 11:30 AM peak volume : 622 Peak hour factor : 0.90 PM peak hour begins : 16:30 PM peak volume : 909 Peak hour factor : 0.94 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ******************************************************************************** Data File : D0129017.PRN Station : 000000012802 Identification : 000058410086 Interval : 15 minutes Start date : Jan 29, 13 Start time : 00:00 Stop date : Jan 29, 13 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NW 14th Street East Of NW 14 Avenue ******************************************************************************* Jan 29 Total Volume for All Lanes End Time 00 01 02 03 15 24 0 17 9 30 21 1 15 10 45 13 0 14 18 00 0 4 12 Hr Total 58 5 58 10 47 04 05 06 07 08 09 10 11 10 28 90 248 274 258 254 223 18 44 166 255 290 263 220 255 20 59 225 317 347 285 277 242 37 98 243 323 318 277 277 230 85 229 724 1143 1229 1083 1028 950 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- 15 237 260 257 306 266 287 246 143 141 86 70 65 30 272 239 259 287 258 269 231 140 123 92 68 41 45 252 266 272 300 311 260 206 181 97 71 79 77 00 236 273 287 252 277 244 187 156 96 63 82 47 Hr Total 997 1038 1075 1145 1112 1060 870 620 457 312 299 230 24 Hour Total : 15854 AM peak hour begins : 07:45 PM peak hour begins : 14:45 AM peak volume : 1234 Peak hour factor : 0.89 PM peak volume : 1180 Peak hour factor : 0.96 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File Station Identification Start date Stop date City/Town Location Interval Start time Stop time County NW 12th Avenue South Of NW 14th Street D0129018.PRN 000000012803 000110252028 Jan 29, 13 Jan 29, 13 Miami, Florida 15 minutes 00:00 24:00 Dade ******************************************************************************* Jan 29 Northbound Volume for Lane 1 End Time 00 15 30 45 00 37 30 23 24 Hr Total 114 01 23 14 16 18 02 15 15 10 14 03 8 14 19 29 04 21 24 36 52 05 43 55 100 144 06 167 255 357 482 07 408 419 469 470 08 09 447 456 419 353 393 313 304 319 10 11 219 319 277 246 262 259 242 268 71 54 70 133 342 1261 1766 1675 1329 1061 1031 End Time 12 15 30 45 00 258 262 285 268 13 262 236 292 237 14 15 251 278 345 339 _ - - 347 345 365 322 ---- Hr Total 1073 1027 1213 1379 16 ---- 310 303 288 302 ---- 1203 17 18 19 ---- ---- ---- 265 302 305 324 292 240 219 226 163 150 145 135 20 ---- 112 106 102 102 22 23 ---- ---- 82 63 80 54 89 75 88 37 1196 977 593 422 333 339 229 24 Hour Total : 18891 AM peak hour begins : 07:30 AM peak volume : 1842 Peak hour factor : 0.98 PM peak hour begins : 14:45 PM peak volume : 1396 Peak hour factor : 0.96 ******************************************************************************* Jan 29 Southbound Volume for Lane 2 End Time 00 15 30 45 00 54 43 39 33 01 26 23 33 19 ---- 02 15 17 13 12 Hr Total 169 101 57 03 04 05 06 07 08 09 10 11 - ---- ---- ---- 16 10 33 104 227 273 249 268 287 19 22 42 112 237 262 241 262 270 20 40 61 188 253 276 272 257 275 18 28 94 199 293 226 252 283 298 73 100 230 603 1010 1037 1014 1070 1130 End Time 12 15 30 45 00 13 14 327 271 325 279 284 332 326 320 323 291 288 307 ---- Hr Total 1223 1163 1287 15 16 368 316 347 353 1384 19 20 21 22 23 ---- ---- ---- 361 296 264 245 185 142 117 106 300 393 275 194 187 143 93 61 365 339 279 264 145 104 99 132 333 292 239 178 178 101 88 70 ---- ---- ---- 1359 1320 1057 881 695 490 397 369 17 18 24 Hour Total : 18219 AM peak hour begins : 11:30 AM peak volume : 1179 Peak hour factor : 0.90 PM peak hour begins : 16:30 PM peak volume : 1387 Peak hour factor : 0.88 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ******************************************************************************** Data File : D0129018.PRN Station : 000000012803 Identification : 000110252028 Interval : 15 minutes Start date : Jan 29, 13 Start time : 00:00 Stop date : Jan 29, 13 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NW l2th Avenue South Of NW 14th Street ******************************************************************************* Jan 29 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 -- ---- ---- ---- ---- ---- ---- ---- ---- 49 30 24 31 76 271 635 720 642 487 549 37 32 33 46 97 367 656 718 554 581 529 49 23 39 76 161 545 722 695 576 534 517 37 26 47 80 238 681 763 579 571 529 566 15 30 45 00 91 73 62 57 Hr Total 283 172 111 143 233 572 1864 2776 2712 2343 2131 2161 End Time 12 13 14 15 16 17 18 19 20 21 22 23 ---- ---- ---- ---- ---- ---- 15 585 533 576 715 671 561 556 408 297 223 199 169 30 541 520 610 661 603 695 515 344 293 223 173 115 45 611 612 668 712 653 644 498 409 247 185 188 207 00 559 525 646 675 635 616 465 313 280 192 176 107 ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 2296 2190 2500 2763 2562 2516 2034 1474 1117 823 736 598 24 Hour Total : 37110 AM peak hour begins : 07:30 AM peak volume : 2923 Peak hour factor : 0.96 PM peak hour begins : 15:00 PM peak volume : 2763 Peak hour factor : 0.97 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 1 ******************************************************************************** Data File : D0131008.PRN Station : 000000013002 Identification : 000058410087 Interval : 15 minutes Start date : Jan 31, 13 Start time : 00:00 Stop date : Jan 31, 13 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NW 17th Avenue North Of NW South River D ******************************************************************************* Jan 31 Northbound Volume for Lane 1 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 47 19 18 16 17 37 145 306 408 357 211 220 30 28 22 22 13 20 47 231 349 454 331 300 224 45 33 17 15 13 41 84 296 394 434 313 310 213 00 22 23 20 27 33 118 371 376 379 265 269 234 Hr Total 130 81 75 69 111 286 1043 1425 1675 1266 1090 891 End Time 12 13 14 15 16 17 18 19 20 21 22 23 239 267 258 268 302 266 170 138 103 222 256 283 253 236 198 189 127 81 250 269 242 245 247 240 157 104 100 253 294 238 281 244 186 140 102 104 Hr Total 1037 964 1086 1021 1047 1029 890 656 471 388 359 239 15 30 45 00 242 243 260 292 99 81 91 88 80 68 41 50 24 Hour Total : 17329 AM peak hour begins : 08:00 AM peak volume : 1675 Peak hour factor : 0.92 PM peak hour begins : 14:30 PM peak volume : 1104 Peak hour factor : 0.94 ******************************************************************************* Jan 31 Southbound Volume for Lane 2 End Time 00 01 02 03 04 05 06 07 08 09 10 11 15 69 34 17 13 21 33 30 47 27 15 13 17 52 45 30 27 22 29 36 55 00 26 22 21 15 48 74 121 238 324 291 232 296 143 263 301 283 329 355 188 307 304 296 335 340 219 354 294 343 284 232 Hr Total 172 110 75 70 122 214 671 1162 1223 1213 1180 1223 End Time 12 13 14 15 16 17 18 19 20 21 22 23 15 372 312 376 385 414 457 342 296 247 162 129 104 30 365 310 397 400 442 456 363 260 238 151 122 80 45 338 375 362 421 496 410 313 299 222 154 92 93 00 334 344 388 426 445 356 292 267 161 120 92 72 Hr Total 1409 1341 1523 1632 1797 1679 1310 1122 868 587 435 349 24 Hour Total : 21487 AM peak hour begins : 11:30 AM peak volume : 1309 Peak hour factor : 0.88 PM peak hour begins : 16:30 PM peak volume : 1854 Peak hour factor : 0.93 ******************************************************************************* Traffic Survey Specialists, Inc. 624 Gardenia Terrace Delray Beach, Florida 33444 Phone (561) 272-3255 Volume Report with 24 Hour Totals Page 2 ******************************************************************************** Data File : D0131008.PRN Station : 000000013002 Identification : 000058410087 Interval : 15 minutes Start date : Jan 31, 13 Start time : 00:00 Stop date : Jan 31, 13 Stop time : 24:00 City/Town : Miami, Florida County : Dade Location : NW 17th Avenue North Of NW South River D ******************************************************************************* Jan 31 Total Volume for All Lanes End Time 00 01 02 03 04 05 06 07 08 09 10 11 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- 15 116 53 35 29 38 70 266 544 732 648 443 516 30 75 49 37 26 37 99 374 612 755 614 629 579 45 63 44 37 42 77 139 484 701 738 609 645 553 00 48 45 41 42 81 192 590 730 673 608 553 466 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 302 191 150 139 233 500 1714 2587 2898 2479 2270 2114 End Time 12 13 14 15 16 17 18 19 -- ---- ---- ---- ---- ---- ---- 15 614 551 643 643 682 759 608 466 385 265 228 184 30 608 532 653 683 695 692 561 449 365 232 203 148 45 598 625 631 663 741 657 553 456 326 254 183 134 00 626 597 682 664 726 600 478 407 263 224 180 122 ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- Hr Total 2446 2305 2609 2653 2844 2708 2200 1778 1339 975 794 588 20 21 22 23 24 Hour Total : 38816 AM peak hour begins : 07:45 AM peak volume : 2955 Peak hour factor : 0.98 PM peak hour begins : 16:15 PM peak volume : 2921 Peak hour factor : 0.96 ******************************************************************************* 2011 PEAK SEASON FACTOR CATEGORY REPORT - REPORT TYPE: ALL CATEGORY: 8700 MIAMI-DADE NORTH WEEK DATES SF MOCF: 0.96 PSCF 1 2 3 4 5 * 6 * 7 * 8 * 9 *10 *11 *12 *13 *14 *15 *16 *17 *18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 01/01/2011 01/02/2011 01/09/2011 01/16/2011 01/23/2011 01/30/2011 02/06/2011 02/13/2011 02/20/2011 02/27/2011 03/06/2011 03/13/2011 03/20/2011 03/27/2011 04/03/2011 04/10/2011 04/17/2011 04/24/2011 05/01/2011 05/08/2011 05/15/2011 05/22/2011 05/29/2011 06/05/2011 06/12/2011 06/19/2011 06/26/2011 07/03/2011 07/10/2011 07/17/2011 07/24/2011 07/31/2011 08/07/2011 08/14/2011 08/21/2011 08/28/2011 09/04/2011 09/11/2011 09/18/2011 09/25/2011 10/02/2011 10/09/2011 10/16/2011 10/23/2011 10/30/2011 11/06/2011 11/13/2011 11/20/2011 11/27/2011 12/04/2011 12/11/2011 12/18/2011 12/25/2011 * PEAK SEASON - 01/01/2011 - 01/08/2011 - 01/15/2011 - 01/22/2011 - 01/29/2011 - 02/05/2011 - 02/12/2011 - 02/19/2011 - 02/26/2011 - 03/05/2011 - 03/12/2011 - 03/19/2011 - 03/26/2011 - 04/02/2011 - 04/09/2011 - 04/16/2011 - 04/23/2011 - 04/30/2011 - 05/07/2011 - 05/14/2011 - 05/21/2011 - 05/28/2011 - 06/04/2011 - 06/11/2011 - 06/18/2011 - 06/25/2011 - 07/02/2011 - 07/09/2011 - 07/16/2011 - 07/23/2011 - 07/30/2011 - 08/06/2011 - 08/13/2011 - 08/20/2011 - 08/27/2011 - 09/03/2011 - 09/10/2011 - 09/17/2011 - 09/24/2011 - 10/01/2011 - 10/08/2011 - 10/15/2011 - 10/22/2011 - 10/29/2011 - 11/05/2011 - 11/12/2011 - 11/19/2011 - 11/26/2011 - 12/03/2011 - 12/10/2011 - 12/17/2011 - 12/24/2011 - 12/31/2011 1.03 1.02 1.01 1.00 0.99 0.97 0.96 0.95 0.95 0.96 0.96 0.96 0.96 0.97 0.97 0.97 0.98 0.98 0.99 0.99 0.99 1.00 1.00 1.00 1.00 1.01 1.02 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.02 1.02 1.01 1.01 1.01 1.01 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.01 1.01 1.02 1.03 1.02 1.01 1.07 1.06 1.05 1.04 1.03 1.01 1.00 0.98 0.98 1.00 1.00 1.00 1.00 1.01 1.01 1.01 1.02 1.02 1.03 1.03 1.03 1.04 1.04 1.04 1.04 1.05 1.06 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.06 1.06 1.05 1.05 1.05 1.05 1.04 1.04 1.04 1.04 1.04 1.04 1.04 1.05 1.05 1.06 1.07 1.06 1.05 14-FEB-2012 14:42:31 830UPD [1,0,0,1] 6 8700 PKSEASON.TXT APPENDIX C: Miami -Dade Transit Data _NY, Route 95 Express Golden Glades SELECT A.M. SOUTHBOUND AND P.M. NORTHBOUND TRIPS AM TRIPS START HERE NW 183 St Park & Ride Lot Q PM TRIPS c, END HERE a) N z NW 175 St N Z Palmetto Expressway Golden Glades Park & Ride West Lot SELECT A.M. SOUTHBOUND AND P.M. NORTHBOUND TRIPS Dora! NW 41 StAM z PM NW 25 St NW 36 St co Z Miami -Dade Police Department Earlington Heights Metrorail Station r u CIVIC CENTER A.M. CIVIC CENTER P.M. NW 17 St ��1` t_ Z NW 12 St a) NW 17 St NW 14 St SERVES ALL LOCAL STOPS SOUTH OF NW 20 ST NORTH MAP NOT TO SCALE SELECT A.M. SOUTHBOUND AND P.M. NORTHBOUND TRIPS a a > mm I. NE 203 St Miami Gardens Dr NE 199 St Z a w z ■ Aventura Mall Golden Glades Park & Ride East Lot AM SERVED FIRST PM SERVED LAST NE 36 St Biscayne Blvd DOWNTOWN OR BRICKELL A.M. NW8St Historic Overtown/ Lyric Theatre Metrorail Station a) z co FPI DOWNTOWN SW/SE 1 St BRICKELL > SE 8 St U w U DOWNTOWN OR BRICKELL P.M. NW 8 St Historic Overtown/ Lyric Theatre Metrorail Station ¢' DOWN- - TOWN m ZU N 2 Z NE3St z NE 1 St a Flagler St BRICKELL SE 4 St SE 8 St mF /SE 13 St m` ROUTE DIRECTION TRIPTIME TIME PERIOD AQSTOP ASTOP ANAMSTP AON AOFF ALOAD 95 NORTHBOUND 618 AM Peak 599 35 NW 16 ST NW 12 AV 3.8 .0 3.8 95 NORTHBOUND 648 AM Peak 599 35 NW 16 ST NW 12 AV .6 .0 .6 95 NORTHBOUND 733 AM Peak 599 35 NW 16 ST NW 12 AV .3 .0 .3 95 NORTHBOUND 753 AM Peak 599 35 NW 16 ST NW 12 AV .0 .0 .0 818 AM Peak 599 35 NW 16 ST NW 12 AV .6 .1 .6 95 NORTHBOUND 1530 PM Peak 599 35 NW 16 ST NW 12 AV 12.7 .2 12.7 95 NORTHBOUND 1540 PM Peak 599 35 NW 16 ST NW 12 AV 6.5 .0 6.5 95 NORTHBOUND 1600 PM Peak 599 35 NW 16 ST NW 12 AV 15.0 .0 15.0 NORTHBOUND 1610 PM Peak 599 35 NW 16 ST NW 12 AV 11.3 .0 11.3 95 NORTHBOUND 1620 PM Peak 599 35 NW 16 ST NW 12 AV 8.8 .0 8.8 95 NORTHBOUND 1630 PM Peak 599 35 NW 16 ST NW 12 AV 13.1 .0 13.1 95 NORTHBOUND 1640 PM Peak 599 35 NW 16 ST NW 12 AV 9.2 .1 9.2 NORTHBOUND 1655 PM Peak 599 35 NW 16 ST NW 12 AV 4.6 .1 4.6 95 NORTHBOUND 1710 PM Peak 599 35 NW 16 ST NW 12 AV 5.9 .0 6.1 95 NORTHBOUND 1730 PM Peak 599 35 NW 16 ST NW 12 AV 7.3 .0 7.4 95 SOUTHBOUND 708 AM Peak 586 101 NW 16 ST NW 12 AV .0 21.0 5.0 SOUTHBOUND 1626 PM Peak 586 101 NW 16 ST NW 12 AV .0 .0 6.0 95 95 95 95 NORTHBOUND ROUTE DIRECTION TRIPTIME TIME_PERIOD AQSTOP ASTOP ANAMSTP AON AOFF ALOAD 95 SOUTHBOUND 558 AM Early 586 101 NW 16 ST NW 12 AV EOL .0 13.1 .3 95 SOUTHBOUND 613 AM Peak 586 101 NW 16 ST NW 12 AV - EOL .0 23.8 .2 95 SOUTHBOUND 624 AM Peak 586 101 NW 16 ST NW 12 AV - EOL .0 12.5 9.5 95 SOUTHBOUND 628 AM Peak 586 101 NW 16 ST NW 12 AV - EOL .0 19.4 .8 95 SOUTHBOUND 654 AM Peak 586 101 NW 16 ST NW 12 AV - EOL .0 8.8 9.5 95 SOUTHBOUND 703 AM Peak 586 101 NW 16 ST NW 12 AV - EOL .0 23.2 2.3 95 SOUTHBOUND 708 AM Peak 586 101 NW 16 ST NW 12 AV - EOL .0 17.7 .0 95 SOUTHBOUND 713 AM Peak 586 101 NW 16 ST NW 12 AV - EOL .0 14.6 2.4 95 SOUTHBOUND 714 AM Peak 586 101 NW 16 ST NW 12 AV - EOL .0 10.8 5.7 95 SOUTHBOUND 728 AM Peak 586 101 NW 16 ST NW 12 AV - EOL .0 .0 27.0 95 SOUTHBOUND 753 AM Peak 586 101 NW 16 ST NW 12 AV - EOL .0 21.8 .0 95 SOUTHBOUND 813 AM Peak 586 101 NW 16 ST NW 12 AV - EOL .0 10.4 2.0 95 SOUTHBOUND 1626 PM Peak 586 101 NW 16 ST NW 12 AV - EOL .0 1.0 .2 95 SOUTHBOUND 1634 PM Peak 586 101 NW 16 ST NW 12 AV - EOL .0 1.3 .2 ROUTE DIRECTION TRIPTIME TIME_PERIOD AQSTOP ASTOP ANAMSTP AON AOFF ALOAD 95 NORTHBOUND 618 AM Peak 1337 43 NW 12 AV NW 16 ST .1 .1 .7 95 NORTHBOUND 648 AM Peak 1337 43 NW 12 AV NW 16 ST 1.2 .0 1.8 95 NORTHBOUND 733 AM Peak 1337 43 NW 12 AV NW 16 ST .7 .0 1.6 95 NORTHBOUND 818 AM Peak 1337 43 NW 12 AV NW 16 ST 1.1 .0 1.5 95 NORTHBOUND 1530 PM Peak 1337 43 NW 12 AV NW 16 ST 1.0 .1 21.0 95 NORTHBOUND 1540 PM Peak 1337 43 NW 12 AV NW 16 ST .5 .0 11.2 95 NORTHBOUND 1600 PM Peak 1337 43 NW 12 AV NW 16 ST 3.0 .0 30.0 95 NORTHBOUND 1610 PM Peak 1337 43 NW 12 AV NW 16 ST .9 .2 15.4 95 NORTHBOUND 1620 PM Peak 1337 43 NW 12 AV NW 16 ST 2.4 .1 19.9 95 NORTHBOUND 1630 PM Peak 1337 43 NW 12 AV NW 16 ST 1.4 .7 24.2 95 NORTHBOUND 1640 PM Peak 1337 43 NW 12 AV NW 16 ST .9 .2 18.1 95 NORTHBOUND 1655 PM Peak 1337 43 NW 12 AV NW 16 ST 1.4 .0 19.2 95 NORTHBOUND 1710 PM Peak 1337 43 NW 12 AV NW 16 ST 2.6 .2 28.0 95 NORTHBOUND 1730 PM Peak 1337 43 NW 12 AV NW 16 ST 2.8 .1 18.6 95 NORTHBOUND 1735 PM Peak 1337 43 NW 12 AV NW 16 ST 7.5 .2 19.0 Northside Metrorail Station Route 12 NW 31 Ave NORTHSIDE SHOPPING CENTER NW 79 St 0 NORTH MAP NOT TO SCALE 07/12 NW 19 Ave METRORAIL NW 71 St m EllQ NW67St z N z Santa Clara Metrorail Station(RIii;) Civic Center in;) Metrorail Station I I a) N z a) (?i,_ cf) .keq*.% 04. ' Mercy Cj.•• cJ- Hospital NW 62 St ALLAPATTAH STATION O Allapattah Metrorail Station II Vizcaya Metrorail Station COCONUT GROVE ROUTE DIRECTION TRIPTIME TIME_PERIOD AQSTOP ASTOP ANAMSTP AON AOFF ALOAD 12 SOUTHBOUND 440 AM Early 117 60 NW 12 AV NW 16 ST .2 2.4 4.6 12 SOUTHBOUND 515 AM Early 117 60 NW 12 AV NW 16 ST .0 .4 1.5 12 SOUTHBOUND 545 AM Early 117 60 NW 12 AV NW 16 ST .5 1.8 8.8 12 SOUTHBOUND 615 AM Peak 117 60 NW 12 AV NW 16 ST 1.7 5.2 8.7 12 SOUTHBOUND 635 AM Peak 117 60 NW 12 AV NW 16 ST .7 2.3 11.9 12 SOUTHBOUND 655 AM Peak 117 60 NW 12 AV NW 16 ST 1.9 3.9 17.2 12 SOUTHBOUND 725 AM Peak 117 60 NW 12 AV NW 16 ST 3.3 5.7 20.3 12 SOUTHBOUND 755 AM Peak 117 60 NW 12 AV NW 16 ST lin.;t; 5.2 12 SOUTHBOUND 825 AM Peak 117 60 NW 12 AV NW 16 ST .? 26.3 12 SOUTHBOUND 855 AM Peak 117 60 NW 12 AV NW 16 ST 6.6 6.2 20.7 12 SOUTHBOUND 925 Midday 117 60 NW 12 AV NW 16 ST 3.7 4.1 18.5 12 SOUTHBOUND 955 Midday 117 60 NW 12 AV NW 16 ST 5.8 4.3 18.8 12 SOUTHBOUND 1025 Midday 117 60 NW 12 AV NW 16 ST 5.8 3.1 16.6 12 SOUTHBOUND 1055 Midday 117 60 NW 12 AV NW 16 ST 1.0 .2 3.3 12 SOUTHBOUND 1125 Midday 117 60 NW 12 AV NW 16 ST 5.9 2.7 16.8 12 SOUTHBOUND 1155 Midday 117 60 NW 12 AV NW 16 ST 6.9 2.5 16.9 12 SOUTHBOUND 1225 Midday 117 60 NW 12 AV NW 16 ST 4.0 1.8 13.9 12 SOUTHBOUND 1255 Midday 117 60 NW 12 AV NW 16 ST 5.1 2.3 17.0 12 SOUTHBOUND 1325 Midday 117 60 NW 12 AV NW 16 ST 5.7 2.3 19.3 12 SOUTHBOUND 1355 Midday 117 60 NW 12 AV NW 16 ST .8 .2 3.3 12 SOUTHBOUND 1425 Midday 117 60 NW 12 AV NW 16 ST 5.2 1.6 15.5 12 SOUTHBOUND 1455 Midday 117 60 NW 12 AV NW 16 ST 5.0 1.1 15.5 12 SOUTHBOUND 1525 PM Peak 117 60 NW 12 AV NW 16 ST 3.7 1.1 16.0 12 SOUTHBOUND 1555 PM Peak 117 60 NW 12 AV NW 16 ST 6.8 1.8 20.8 12 SOUTHBOUND 1625 PM Peak 117 60 NW 12 AV NW 16 ST 4.0 .9 15.0 12 SOUTHBOUND 1655 PM Peak 117 60 NW 12 AV NW 16 ST .4 .0 2.3 12 SOUTHBOUND 1725 PM Peak 117 60 NW 12 AV NW 16 ST 2.5 2.0 11.4 12 SOUTHBOUND 1755 PM Peak 117 60 NW 12 AV NW 16 ST 3.6 .5 15.0 12 SOUTHBOUND 1825 Evening 117 60 NW 12 AV NW 16 ST 2.1 .7 8.0 12 SOUTHBOUND 1900 Evening 117 60 NW 12 AV NW 16 ST 3.4 .7 14.0 12 SOUTHBOUND 1950 Evening 117 60 NW 12 AV NW 16 ST .2 .2 1.3 12 SOUTHBOUND 2035 Evening 117 60 NW 12 AV NW 16 ST 1.0 1.8 7.1 12 SOUTHBOUND 2135 Evening 117 60 NW 12 AV NW 16 ST .5 .3 4.9 12 SOUTHBOUND 2245 Evening 117 60 NW 12 AV NW 16 ST .6 1.0 8.5 12 SOUTHBOUND 2345 Evening 117 60 NW 12 AV NW 16 ST .0 .3 2.6 ROUTE DIRECTION TRIPTIME TIME_PERIOD AQSTOP ASTOP ANAMSTP AON AOFF ALOAD 12 NORTHBOUND 541 AM Early 124 32 NW 12 AV NW 15 ST .2 8.4 9.1 12 NORTHBOUND 605 AM Peak 124 32 NW 12 AV NW 15 ST .9 9.9 12.3 12 NORTHBOUND 630 AM Peak 124 32 NW 12 AV NW 15 ST .2 1.7 2.8 12 NORTHBOUND 700 AM Peak 124 32 NW 12 AV NW 15 ST .9 13.0 10.4 12 NORTHBOUND 730 AM Peak 124 32 NW 12 AV NW 15 ST .5 11.0 12.7 12 NORTHBOUND 800 AM Peak 124 32 NW 12 AV NW 15 ST 1.7 6.2 8.8 12 NORTHBOUND 830 AM Peak 124 32 NW 12 AV NW 15 ST 1.7 9.4 13.5 12 NORTHBOUND 900 Midday 124 32 NW 12 AV NW 15 ST 2.5 11.2 10.5 12 NORTHBOUND 930 Midday 124 32 NW 12 AV NW 15 ST .9 2.3 2.6 12 NORTHBOUND 1000 Midday 124 32 NW 12 AV NW 15 ST 4.3 5.5 14.8 12 NORTHBOUND 1030 Midday 124 32 NW 12 AV NW 15 ST 4.7 7.6 18.0 12 NORTHBOUND 1100 Midday 124 32 NW 12 AV NW 15 ST 1.9 6.1 13.4 12 NORTHBOUND 1130 Midday 124 32 NW 12 AV NW 15 ST 3.9 5.7 22.5 12 NORTHBOUND 1200 Midday 124 32 NW 12 AV NW 15 ST 3.2 7.7 13.5 12 NORTHBOUND 1230 Midday 124 32 NW 12 AV NW 15 ST .3 1.0 3.8 12 NORTHBOUND 1300 Midday 124 32 NW 12 AV NW 15 ST 2.4 5.6 11.5 12 NORTHBOUND 1330 Midday 124 32 NW 12 AV NW 15 ST 2.5 4.4 18.6 12 NORTHBOUND 1400 Midday 124 32 NW 12 AV NW 15 ST 2.5 4.6 13.4 12 NORTHBOUND 1430 Midday 124 32 NW 12 AV NW 15 ST 3.9 5.3 20.9 12 NORTHBOUND 1500 PM Peak 124 32 NW 12 AV NW 15 ST 7.2 3.7 21.2 12 NORTHBOUND 1530 PM Peak 124 32 NW 12 AV NW 15 ST 1.0 .5 4.1 12 NORTHBOUND 1600 PM Peak 124 32 NW 12 AV NW 15 ST 2.8 2.1 11.9 12 NORTHBOUND 1630 PM Peak 124 32 NW 12 AV NW 15 ST 2.3 2.2 14.8 12 NORTHBOUND 1700 PM Peak 124 32 NW 12 AV NW 15 ST 1.3 1.7 15.5 12 NORTHBOUND 1730 PM Peak 124 32 NW 12 AV NW 15 ST 1.6 3.3 15.3 12 NORTHBOUND 1800 Evening 124 32 NW 12 AV NW 15 ST 1.3 2.0 8.3 12 NORTHBOUND 1830 Evening 124 32 NW 12 AV NW 15 ST .1 .2 2.0 12 NORTHBOUND 1920 Evening 124 32 NW 12 AV NW 15 ST 2.1 1.5 12.9 12 NORTHBOUND 2025 Evening 124 32 NW 12 AV NW 15 ST 1.2 1.4 9.7 12 NORTHBOUND 2140 Evening 124 32 NW 12 AV NW 15 ST .3 1.2 5.4 12 NORTHBOUND 2240 Evening 124 32 NW 12 AV NW 15 ST .3 .9 6.8 Route 17 CAROL CITY NW 199 St NW 191 St EARLINGTON HEIGHTS STATION u) NW 46 St NW 17 Ave JW 22 A, NW 41 St 0 0 NORTH MAP NOT TO SCALE 07/2012 NW 22 Ave NW 17 Ave NW 12 Ave NW 183 St OPA-LOCKA NW 127 St a) Q ti T z 0 NW 14 Ave I-► NW 185 Dr J NW 183 St U m z a) > co NW 107 St fNW 105 St ...1 NW103St > Q ti NW 95 St z NW 30 St NW 29 St NW28St a) Q co 1- METRORAIL Short Turn Weekday Peak Hours Only (See schedule) LIBERTY CITY Short Turn Weekday Peak Hours Only SW 22 St a) > QhW2Stco Flagler St 2 VIZCAYA N STATION co ROUTE DIRECTION TRIPTIME TIME_PERIOD AQSTOP ASTOP ANAMSTP AON AOFF ALOAD 17 NORTHBOUND 448 AM Early 7262 23 NW 17 AV NW 14 TE .0 .0 4.6 17 NORTHBOUND 521 AM Early 7262 23 NW 17 AV NW 14 TE .0 .0 5.0 17 NORTHBOUND 610 AM Peak 7262 23 NW 17 AV NW 14 TE .2 1.0 23.2 17 NORTHBOUND 639 AM Peak 7262 23 NW 17 AV NW 14 TE .0 .1 7.4 17 NORTHBOUND 640 AM Peak 7262 23 NW 17 AV NW 14 TE .2 .5 11.0 17 NORTHBOUND 709 AM Peak 7262 23 NW 17 AV NW 14 TE .0 .1 .9 17 NORTHBOUND 710 AM Peak 7262 23 NW 17 AV NW 14 TE .2 .4 12.2 17 NORTHBOUND 739 AM Peak 7262 23 NW 17 AV NW 14 TE .4 .0 5.5 17 NORTHBOUND 740 AM Peak 7262 23 NW 17 AV NW 14 TE .0 .0 14.0 17 NORTHBOUND 809 AM Peak 7262 23 NW 17 AV NW 14 TE .6 .4 6.4 17 NORTHBOUND 812 AM Peak 7262 23 NW 17 AV NW 14 TE .4 .7 13.8 17 NORTHBOUND 845 AM Peak 7262 23 NW 17 AV NW 14 TE .8 .5 9.8 17 NORTHBOUND 915 Midday 7262 23 NW 17 AV NW 14 TE 1.0 .9 11.5 17 NORTHBOUND 945 Midday 7262 23 NW 17 AV NW 14 TE 2.3 1.1 21.4 17 NORTHBOUND 1015 Midday 7262 23 NW 17 AV NW 14 TE 1.3 .9 21.2 17 NORTHBOUND 1045 Midday 7262 23 NW 17 AV NW 14 TE 1.0 .8 22.5 17 NORTHBOUND 1115 Midday 7262 23 NW 17 AV NW 14 TE .4 .2 17.6 17 NORTHBOUND 1145 Midday 7262 23 NW 17 AV NW 14 TE 1.2 1.1 20.0 17 NORTHBOUND 1215 Midday 7262 23 NW 17 AV NW 14 TE .8 .5 13.1 17 NORTHBOUND 1245 Midday 7262 23 NW 17 AV NW 14 TE 1.2 .9 18.6 17 NORTHBOUND 1315 Midday 7262 23 NW 17 AV NW 14 TE 1.1 1.5 21.8 17 NORTHBOUND 1345 Midday 7262 23 NW 17 AV NW 14 TE .6 1.3 16.1 17 NORTHBOUND 1415 Midday 7262 23 NW 17 AV NW 14 TE .4 1.0 13.8 17 NORTHBOUND 1415 Midday 7262 23 NW 17 AV NW 14 TE .5 .3 6.8 17 NORTHBOUND 1445 Midday 7262 23 NW 17 AV NW 14 TE 6.9 1.8 23.7 17 NORTHBOUND 1515 PM Peak 7262 23 NW 17 AV NW 14 TE 1.4 1.6 24.6 17 NORTHBOUND 1539 PM Peak 7262 23 NW 17 AV NW 14 TE .4 .2 6.0 17 NORTHBOUND 1545 PM Peak 7262 23 NW 17 AV NW 14 TE .7 .6 13.9 17 NORTHBOUND 1614 PM Peak 7262 23 NW 17 AV NW 14 TE .4 .6 5.9 17 NORTHBOUND 1615 PM Peak 7262 23 NW 17 AV NW 14 TE .2 .8 11.2 17 NORTHBOUND 1644 PM Peak 7262 23 NW 17 AV NW 14 TE 1.8 .2 5.6 17 NORTHBOUND 1645 PM Peak 7262 23 NW 17 AV NW 14 TE .4 1.3 16.0 17 NORTHBOUND 1714 PM Peak 7262 23 NW 17 AV NW 14 TE .3 .2 7.8 17 NORTHBOUND 1715 PM Peak 7262 23 NW 17 AV NW 14 TE .8 1.0 20.7 17 NORTHBOUND 1745 PM Peak 7262 23 NW 17 AV NW 14 TE .1 .3 13.1 17 NORTHBOUND 1749 PM Peak 7262 23 NW 17 AV NW 14 TE .6 .2 8.4 17 NORTHBOUND 1815 Evening 7262 23 NW 17 AV NW 14 TE .2 .6 15.3 ROUTE DIRECTION TRIPTIME TIME_PERIOD AQSTOP ASTOP ANAMSTP AON AOFF ALOAD 17 NORTHBOUND 1845 Evening 7262 23 NW 17 AV NW 14 TE .1 .9 12.7 17 NORTHBOUND 1915 Evening 7262 23 NW 17 AV NW 14 TE .3 .4 12.2 17 NORTHBOUND 1940 Evening 7262 23 NW 17 AV NW 14 TE .4 .1 7.6 17 NORTHBOUND 2040 Evening 7262 23 NW 17 AV NW 14 TE .4 1.0 15.1 17 NORTHBOUND 2140 Evening 7262 23 NW 17 AV NW 14 TE .3 .0 9.5 17 NORTHBOUND 2240 Evening 7262 23 NW 17 AV NW 14 TE .0 .2 6.7 17 NORTHBOUND 2340 Evening 7262 23 NW 17 AV NW 14 TE .0 .0 4.9 17 SOUTHBOUND 444 AM Early 7231 136 NW 17 AV NW 14 TE .1 .1 10.2 17 SOUTHBOUND 510 AM Early 7231 136 NW 17 AV NW 14 TE .0 .9 10.3 17 SOUTHBOUND 530 AM Early 7231 136 NW 17 AV NW 14 TE .5 .3 16.6 17 SOUTHBOUND 552 AM Early 7231 136 NW 17 AV NW 14 TE .0 .0 16.1 17 SOUTHBOUND 608 AM Peak 7231 136 NW 17 AV NW 14 TE .0 .0 .7 17 SOUTHBOUND 622 AM Peak 7231 136 NW 17 AV NW 14 TE .8 .5 17.7 17 SOUTHBOUND 639 AM Peak 7231 136 NW 17 AV NW 14 TE .0 .4 8.1 17 SOUTHBOUND 654 AM Peak 7231 136 NW 17 AV NW 14 TE .9 .4 15.7 17 SOUTHBOUND 709 AM Peak 7231 136 NW 17 AV NW 14 TE .8 .6 10.2 17 SOUTHBOUND 724 AM Peak 7231 136 NW 17 AV NW 14 TE 1.0 1.0 13.9 17 SOUTHBOUND 744 AM Peak 7231 136 NW 17 AV NW 14 TE .0 .3 5.3 17 SOUTHBOUND 754 AM Peak 7231 136 NW 17 AV NW 14 TE 1.3 1.2 21.1 17 SOUTHBOUND 814 AM Peak 7231 136 NW 17 AV NW 14 TE .1 .2 1.1 17 SOUTHBOUND 826 AM Peak 7231 136 NW 17 AV NW 14 TE 1.0 1.6 20.6 17 SOUTHBOUND 856 AM Peak 7231 136 NW 17 AV NW 14 TE 1.5 1.6 20.8 17 SOUTHBOUND 926 Midday 7231 136 NW 17 AV NW 14 TE .6 2.1 17.4 17 SOUTHBOUND 956 Midday 7231 136 NW 17 AV NW 14 TE 1.4 1.1 22.7 17 SOUTHBOUND 1026 Midday 7231 136 NW 17 AV NW 14 TE 1.7 1.0 19.6 17 SOUTHBOUND 1056 Midday 7231 136 NW 17 AV NW 14 TE 1.3 1.2 17.0 17 SOUTHBOUND 1126 Midday 7231 136 NW 17 AV NW 14 TE 1.6 1.4 23.7 17 SOUTHBOUND 1156 Midday 7231 136 NW 17 AV NW 14 TE 1.1 1.6 21.7 17 SOUTHBOUND 1226 Midday 7231 136 NW 17 AV NW 14 TE 1.3 1.4 22.9 17 SOUTHBOUND 1255 Midday 7231 136 NW 17 AV NW 14 TE .1 .2 11.7 17 SOUTHBOUND 1324 Midday 7231 136 NW 17 AV NW 14 TE 1.1 2.6 22.2 17 SOUTHBOUND 1351 Midday 7231 136 NW 17 AV NW 14 TE .5 1.2 17.0 17 SOUTHBOUND 1418 Midday 7231 136 NW 17 AV NW 14 TE .8 .7 14.3 17 SOUTHBOUND 1433 Midday 7231 136 NW 17 AV NW 14 TE .2 .6 9.1 17 SOUTHBOUND 1448 Midday 7231 136 NW 17 AV NW 14 TE .6 .6 11.4 17 SOUTHBOUND 1521 PM Peak 7231 136 NW 17 AV NW 14 TE 1.0 .8 15.5 17 SOUTHBOUND 1541 PM Peak 7231 136 NW 17 AV NW 14 TE .5 .5 13.0 ROUTE DIRECTION TRIPTIME TIME_PERIOD AQSTOP ASTOP ANAMSTP AON AOFF ALOAD 17 SOUTHBOUND 1553 PM Peak 7231 136 NW 17 AV NW 14 TE .5 1.3 11.6 17 SOUTHBOUND 1613 PM Peak 7231 136 NW 17 AV NW 14 TE .8 .8 11.0 17 SOUTHBOUND 1624 PM Peak 7231 136 NW 17 AV NW 14 TE 4 .5 12.1 17 SOUTHBOUND 1644 PM Peak 7231 136 NW 17 AV NW 14 TE , . .7 8.3 17 SOUTHBOUND 1700 PM Peak 7231 136 NW 17 AV NW 14 TE .4 14.1 17 SOUTHBOUND 1716 PM Peak 7231 136 NW 17 AV NW 14 TE .2 .3 6.9 17 SOUTHBOUND 1733 PM Peak 7231 136 NW 17 AV NW 14 TE .3 .0 8.0 17 SOUTHBOUND 1752 PM Peak 7231 136 NW 17 AV NW 14 TE .1 .3 9.9 17 SOUTHBOUND 1804 Evening 7231 136 NW 17 AV NW 14 TE .1 .3 9.8 17 SOUTHBOUND 1904 Evening 7231 136 NW 17 AV NW 14 TE .8 .3 17.0 17 SOUTHBOUND 2004 Evening 7231 136 NW 17 AV NW 14 TE .6 .0 6.8 17 SOUTHBOUND 2114 Evening 7231 136 NW 17 AV NW 14 TE .1 .0 4.4 17 SOUTHBOUND 2220 Evening 7231 136 NW 17 AV NW 14 TE .1 .0 5.0 17 SOUTHBOUND 2310 Evening 7231 136 NW 17 AV NW 14 TE .0 .0 4.0 Route M NW 21 St a) N- 1-0 Civic Center Metrorail Station MO - a) a) Q a' N O T T z z NW20St 06 14 St Jackson 'So Memorial 4e Hospital 4- MIAMI a) co z NW 17 St Adrienne Arsht Center Metromover Station/ Bus Terminal NW/NE 14 St NORTH MAP NOT TO SCALE 11.2010 Miami ■ Children's Museum • Jungle Island 4idc '1/7h4r dy Mt. Sinai Medical • Center 0 CC 0 17 St 5 St Washington Ave �.Q 41 St MIAMI BEACH co Lincoln Rd South Pointe Dr. SOUTH BEACH 44 St co ROUTE DIRECTION TRIPTIME TIME_PERIOD AQSTOP ASTOP ANAMSTP AON AOFF ALOAD 113 EASTBOUND 542 AM Early 7921 3 NW 13 TE NW NORTH RIVER D .0 .0 3.2 113 EASTBOUND 620 AM Peak 7921 3 NW 13 TE NW NORTH RIVER D .0 .5 3.0 113 EASTBOUND 655 AM Peak 7921 3 NW 13 TE NW NORTH RIVER D .0 .0 3.0 113 EASTBOUND 745 AM Peak 7921 3 NW 13 TE NW NORTH RIVER D 1.0 .0 12.5 113 EASTBOUND 830 AM Peak 7921 3 NW 13 TE NW NORTH RIVER D .0 .0 4.2 113 EASTBOUND 915 Midday 7921 3 NW 13 TE NW NORTH RIVER D .0 .0 5.0 113 EASTBOUND 955 Midday 7921 3 NW 13 TE NW NORTH RIVER D .0 .0 8.7 113 EASTBOUND 1055 Midday 7921 3 NW 13 TE NW NORTH RIVER D .0 .0 10.0 113 EASTBOUND 1155 Midday 7921 3 NW 13 TE NW NORTH RIVER D .1 .0 3.1 113 EASTBOUND 1255 Midday 7921 3 NW 13 TE NW NORTH RIVER D .1 .0 3.7 113 EASTBOUND 1355 Midday 7921 3 NW 13 TE NW NORTH RIVER D .0 .0 .0 113 EASTBOUND 1455 Midday 7921 3 NW 13 TE NW NORTH RIVER D .3 .0 5.2 113 EASTBOUND 1540 PM Peak 7921 3 NW 13 TE NW NORTH RIVER D .0 .0 5.1 113 EASTBOUND 1630 PM Peak 7921 3 NW 13 TE NW NORTH RIVER D .0 .0 4.9 113 EASTBOUND 1715 PM Peak 7921 3 NW 13 TE NW NORTH RIVER D .0 .0 2.6 113 EASTBOUND 1800 Evening 7921 3 NW 13 TE NW NORTH RIVER D .1 .0 3.2 113 EASTBOUND 1845 Evening 7921 3 NW 13 TE NW NORTH RIVER D .0 .0 4.9 113 EASTBOUND 1935 Evening 7921 3 NW 13 TE NW NORTH RIVER D .0 .0 1.8 113 EASTBOUND 2035 Evening 7921 3 NW 13 TE NW NORTH RIVER D .1 .0 2.4 113 EASTBOUND 2135 Evening 7921 3 NW 13 TE NW NORTH RIVER D .0 .0 3.2 113 WESTBOUND 543 AM Early 7923 74 NW 13 TE NW NORTH RIVER D .0 .0 4.9 113 WESTBOUND 626 AM Peak 7923 74 NW 13 TE NW NORTH RIVER D .0 .0 2.0 113 WESTBOUND 702 AM Peak 7923 74 NW 13 TE NW NORTH RIVER D .0 .7 5.9 113 WESTBOUND 743 AM Peak 7923 74 NW 13 TE NW NORTH RIVER D .0 .2 7.4 113 WESTBOUND 825 AM Peak 7923 74 NW 13 TE NW NORTH RIVER D .0 .0 7.1 113 WESTBOUND 917 Midday 7923 74 NW 13 TE NW NORTH RIVER D .0 .0 1.0 113 WESTBOUND 1013 Midday 7923 74 NW 13 TE NW NORTH RIVER D .0 .2 2.9 113 WESTBOUND 1116 Midday 7923 74 NW 13 TE NW NORTH RIVER D .0 .0 11.5 113 WESTBOUND 1216 Midday 7923 74 NW 13 TE NW NORTH RIVER D .0 .0 .0 113 WESTBOUND 1316 Midday 7923 74 NW 13 TE NW NORTH RIVER D .1 .1 4.3 113 WESTBOUND 1406 Midday 7923 74 NW 13 TE NW NORTH RIVER D .0 .0 5.6 113 WESTBOUND 1456 Midday 7923 74 NW 13 TE NW NORTH RIVER D .0 .1 4.5 113 WESTBOUND 1546 PM Peak 7923 74 NW 13 TE NW NORTH RIVER D .0 .2 6.3 113 WESTBOUND 1629 PM Peak 7923 74 NW 13 TE NW NORTH RIVER D .0 .3 5.7 113 WESTBOUND 1714 PM Peak 7923 74 NW 13 TE NW NORTH RIVER D .0 .0 5.5 113 WESTBOUND 1806 Evening 7923 74 NW 13 TE NW NORTH RIVER D .0 .1 2.6 113 WESTBOUND 1912 Evening 7923 74 NW 13 TE NW NORTH RIVER D .0 .0 3.9 ROUTE DIRECTION TRIPTIME TIME_PERIOD AQSTOP ASTOP ANAMSTP AON AOFF ALOAD 113 WESTBOUND 2012 Evening 7923 74 NW 13 TE NW NORTH RIVER D .0 .2 3.4 113 WESTBOUND 2057 Evening 7923 74 NW 13 TE NW NORTH RIVER D .0 .1 2.0 NW 206 Terrr Landmark Learning • Center NW 167 St NW 47 Ave NW 167 St a) co V NW 203 Terr NW 201 St Florida Memorial College a) N NW 191 St NW 171 St a) N a) z NW 159 St NW 157 St Carol City St.Thomas University NW 151 St Opa-locka Blvd 135 St Opa-locka a) 20 St z i) N MDC i3 North c Campus in NW 113 St NW 110 St a cc ro w Northside Metrorail Station ROUTE 32 Southbound bus does not enter the station. OF 9 NW 20 Santa Clara Metrorail Station VA Hospital I Jackson •Memorial NW17 St � Hospital Civic 16 St Center �1 Civic Center Metrorail Station Route 32 ALL TRIPS SERVE TRI-RAIL STATION NORTHBOUND ■ Opa-locks Tri-Rail Station SOUTHBOUND Os c»Q' aaba �. ■ Opa-locks Tri-Rail Station NW St NW 20 Liberty City a) N w z NE 19 St Omni Metromover Station/ Bus Terminal St a) c O 1_.NE17Terr a) O 0 0 m NE14Stz North Map not to scale 6/08 ROUTE DIRECTION TRIPTIME TIME_PERIOD AQSTOP ASTOP ANAMSTP AON AOFF ALOAD 32 NORTHBOUND 527 AM Early 7854 19 NW 17 ST NW 14 AV .3 .0 13.8 32 NORTHBOUND 551 AM Early 7854 19 NW 17 ST NW 14 AV .0 .0 1.1 32 NORTHBOUND 615 AM Peak 7854 19 NW 17 ST NW 14 AV .1 .2 26.4 32 NORTHBOUND 639 AM Peak 7854 19 NW 17 ST NW 14 AV .0 .1 6.5 32 NORTHBOUND 703 AM Peak 7854 19 NW 17 ST NW 14 AV .0 .0 11.8 32 NORTHBOUND 727 AM Peak 7854 19 NW 17 ST NW 14 AV .1 .1 31.3 32 NORTHBOUND 751 AM Peak 7854 19 NW 17 ST NW 14 AV 0.0 2.3 32 NORTHBOUND 815 AM Peak 7854 19 NW 17 ST NW 14 AV 1.4 20.5 32 NORTHBOUND 839 AM Peak 7854 19 NW 17 ST NW 14 AV ne .1 12.6 32 NORTHBOUND 911 Midday 7854 19 NW 17 ST NW 14 AV .1 .2 17.2 32 NORTHBOUND 943 Midday 7854 19 NW 17 ST NW 14 AV .0 .0 1.4 32 NORTHBOUND 1015 Midday 7854 19 NW 17 ST NW 14 AV .2 .5 20.5 32 NORTHBOUND 1047 Midday 7854 19 NW 17 ST NW 14 AV .3 .0 6.9 32 NORTHBOUND 1119 Midday 7854 19 NW 17 ST NW 14 AV .1 .1 24.0 32 NORTHBOUND 1151 Midday 7854 19 NW 17 ST NW 14 AV .1 .1 4.1 32 NORTHBOUND 1223 Midday 7854 19 NW 17 ST NW 14 AV .1 .3 13.4 32 NORTHBOUND 1255 Midday 7854 19 NW 17 ST NW 14 AV .5 .3 17.0 32 NORTHBOUND 1327 Midday 7854 19 NW 17 ST NW 14 AV .1 .0 1.2 32 NORTHBOUND 1359 Midday 7854 19 NW 17 ST NW 14 AV .6 .6 23.5 32 NORTHBOUND 1431 Midday 7854 19 NW 17 ST NW 14 AV .0 .1 14.8 32 NORTHBOUND 1455 Midday 7854 19 NW 17 ST NW 14 AV .1 .3 13.6 32 NORTHBOUND 1519 PM Peak 7854 19 NW 17 ST NW 14 AV .0 .4 13.3 32 NORTHBOUND 1543 PM Peak 7854 19 NW 17 ST NW 14 AV .0 .0 6.0 32 NORTHBOUND 1607 PM Peak 7854 19 NW 17 ST NW 14 AV .2 .6 19.5 32 NORTHBOUND 1631 PM Peak 7854 19 NW 17 ST NW 14 AV .2 .6 13.9 32 NORTHBOUND 1655 PM Peak 7854 19 NW 17 ST NW 14 AV .1 .2 23.1 32 NORTHBOUND 1719 PM Peak 7854 19 NW 17 ST NW 14 AV .0 .0 1.4 32 NORTHBOUND 1743 PM Peak 7854 19 NW 17 ST NW 14 AV .1 .4 23.3 32 NORTHBOUND 1807 Evening 7854 19 NW 17 ST NW 14 AV .1 .4 18.6 32 NORTHBOUND 1831 Evening 7854 19 NW 17 ST NW 14 AV .0 .1 6.0 32 NORTHBOUND 1855 Evening 7854 19 NW 17 ST NW 14 AV .0 .1 13.1 32 NORTHBOUND 1927 Evening 7854 19 NW 17 ST NW 14 AV .0 .3 9.7 32 NORTHBOUND 2007 Evening 7854 19 NW 17 ST NW 14 AV .1 .0 9.7 32 NORTHBOUND 2107 Evening 7854 19 NW 17 ST NW 14 AV .0 .0 1.1 32 NORTHBOUND 2207 Evening 7854 19 NW 17 ST NW 14 AV .0 .0 9.4 32 NORTHBOUND 2307 Evening 7854 19 NW 17 ST NW 14 AV .0 .1 7.9 32 SOUTHBOUND 455 AM Early 7855 124 NW 17 ST NW 14 AV .0 .0 16.3 ROUTE DIRECTION TRIPTIME TIME_PERIOD AQSTOP ASTOP ANAMSTP AON AOFF ALOAD 32 SOUTHBOUND 516 AM Early 7855 124 NW 17 ST NW 14 AV .1 .0 4.2 32 SOUTHBOUND 537 AM Early 7855 124 NW 17 ST NW 14 AV .2 .1 15.8 32 SOUTHBOUND 553 AM Early 7855 124 NW 17 ST NW 14 AV .0 .2 21.4 32 SOUTHBOUND 612 AM Peak 7855 124 NW 17 ST NW 14 AV .2 .0 2.2 32 SOUTHBOUND 632 AM Peak 7855 124 NW 17 ST NW 14 AV 1.1 .1 23.3 32 SOUTHBOUND 649 AM Peak 7855 124 NW 17 ST NW 14 AV .3 .6 14.4 32 SOUTHBOUND 713 AM Peak 7855 124 NW 17 ST NW 14 AV .7 .9 23.3 32 SOUTHBOUND 737 AM Peak 7855 124 NW 17 ST NW 14 AV .2 .1 2.0 32 SOUTHBOUND 803 AM Peak 7855 124 NW 17 ST NW 14 AV a, .1 12.7 32 SOUTHBOUND 830 AM Peak 7855 124 NW 17 ST NW 14 AV La .1 3.5 32 SOUTHBOUND 854 AM Peak 7855 124 NW 17 ST NW 14 AV .0 .1 11.5 32 SOUTHBOUND 927 Midday 7855 124 NW 17 ST NW 14 AV .0 .0 21.2 32 SOUTHBOUND 959 Midday 7855 124 NW 17 ST NW 14 AV .0 .0 3.9 32 SOUTHBOUND 1031 Midday 7855 124 NW 17 ST NW 14 AV .0 .1 17.9 32 SOUTHBOUND 1103 Midday 7855 124 NW 17 ST NW 14 AV .0 .2 19.4 32 SOUTHBOUND 1135 Midday 7855 124 NW 17 ST NW 14 AV .0 .0 1.9 32 SOUTHBOUND 1207 Midday 7855 124 NW 17 ST NW 14 AV .3 .4 20.8 32 SOUTHBOUND 1239 Midday 7855 124 NW 17 ST NW 14 AV .1 .0 16.9 32 SOUTHBOUND 1311 Midday 7855 124 NW 17 ST NW 14 AV .4 .0 16.2 32 SOUTHBOUND 1342 Midday 7855 124 NW 17 ST NW 14 AV .1 .0 5.7 32 SOUTHBOUND 1414 Midday 7855 124 NW 17 ST NW 14 AV .3 .0 11.3 32 SOUTHBOUND 1446 Midday 7855 124 NW 17 ST NW 14 AV .1 .2 11.9 32 SOUTHBOUND 1512 PM Peak 7855 124 NW 17 ST NW 14 AV .2 .0 22.9 32 SOUTHBOUND 1536 PM Peak 7855 124 NW 17 ST NW 14 AV .0 .0 1.3 32 SOUTHBOUND 1558 PM Peak 7855 124 NW 17 ST NW 14 AV .0 .0 23.5 32 SOUTHBOUND 1622 PM Peak 7855 124 NW 17 ST NW 14 AV .1 .0 25.5 32 SOUTHBOUND 1646 PM Peak 7855 124 NW 17 ST NW 14 AV .1 .0 7.7 32 SOUTHBOUND 1710 PM Peak 7855 124 NW 17 ST NW 14 AV .0 .0 12.0 32 SOUTHBOUND 1734 PM Peak 7855 124 NW 17 ST NW 14 AV .0 .0 11.8 32 SOUTHBOUND 1803 Evening 7855 124 NW 17 ST NW 14 AV .0 .0 2.9 32 SOUTHBOUND 1830 Evening 7855 124 NW 17 ST NW 14 AV .0 .0 7.7 32 SOUTHBOUND 1907 Evening 7855 124 NW 17 ST NW 14 AV .0 .1 8.5 32 SOUTHBOUND 1937 Evening 7855 124 NW 17 ST NW 14 AV .0 .0 .3 32 SOUTHBOUND 2041 Evening 7855 124 NW 17 ST NW 14 AV .0 .0 6.1 32 SOUTHBOUND 2143 Evening 7855 124 NW 17 ST NW 14 AV .0 .1 5.0 APPENDIX D: Existing Conditions Intersection Analysis Miami -Dade County Public Works Department Existing Timing Plan Print Date: 2/6/2013 TOD Schedule Report for 2359: NW 12 Av&NW 11 St Print Time: 8:39 AM TOD Asset Intersection Schedule Op Mode 2359 NW 12 Av&NW 11 St DOW-4 PH 1 Plan # Splits PH2 PH3 PH4 PH5 PH6 PH7 PH8 SBT EBL WBT SBL NBT WBL EBT 0 0 0 0 0 0 0 0 Active Phase Bank: Phase Bank 1 N/A TOD Active Active Cycle Offset Setting PhaseBank Maximum 0 0 N/A 0 Max 0 Phase Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 - 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 2 SBT 7 - 7 - 7 15 - 15 - 15 7 - 7 - 7 1 - 1 - 1 45 - 45 - 45 0 - 45 - 45 4 0.8 3 EBL 0- 0- 0 0- 0- 0 5- 5- 5 2- 2 - 2 5- 5- 5 40 - 10 - 10 3 0 4 WBT 7 - 7 - 7 20 - 20 - 20 7 - 7 - 7 2.5 -2.5 - 2.5 10 - 10 - 10 50 - 25 - 25 4 1.1 5 SBL 0- 0- 0 0- 0- 0 5- 5- 5 2- 2 - 2 5- 5- 5 15 - 10 - 10 3 0 6 NBT 7 - 7 - 7 15 - 15 - 15 7 - 7 - 7 1 - 1 - 1 45 - 45 - 45 0 - 45 - 45 4 0.8 7 WBL 0- 0- 0 0- 0- 0 5- 5- 5 2- 2 - 2 5- 5- 5 25 - 10 - 10 3 0 8 EBT 7 - 7 - 7 20 - 20 - 20 7 - 7 - 7 2.5 -2.5 - 2.5 10 - 10 - 10 50 - 25 - 25 4 1.1 Last In Service Date: unknown Permitted Phases 12345678 Default -2345678 External Permit 0-2-4-6-8 External Permit 1-2-4-6-8 External Permit 2-2-4-6-8 Current Cycle 1 2 - SBT 3 EBL Green Time 6 NBT 7 WBL 8 EBT Ring Offset Offset 4 WBT 5 SBL TOD Schedule Plan 4 140 0 73 20 34 14 56 20 34 0 68 5 130 0 75 15 27 9 63 15 27 0 52 10 140 0 73 20 34 14 56 20 34 0 4 13 130 0 53 20 44 14 36 20 44 0 110 15 100 0 55 7 25 7 45 7 25 0 95 18 130 0 53 20 44 14 36 20 44 0 4 21 130 0 63 20 34 14 46 20 34 0 10 22 100 0 60 6 21 6 51 5 22 0 36 23 90 0 35 8 34 9 23 8 34 0 33 24 140 0 83 6 38 10 70 13 31 0 65 25 140 0 83 13 31 10 70 5 39 0 65 26 120 0 65 6 36 12 50 13 29 0 65 27 120 0 65 13 29 12 50 5 37 0 65 28 130 0 75 6 36 12 60 12 30 0 65 29 130 0 75 12 30 12 60 5 37 0 65 Current Time of Day Function Time Function Settings * Day of Week 0000 TOD OUTPUTS---5---- SuM T W ThF S 0600 TOD OUTPUTS SuM T W ThF Local TOD Schedule Time Plan DOW 0000 Free M T W Th F 0000 Free Su S 0700 18 Su S 0700 4 M T W Th F 0900 5 M T W Th F 1500 10 M T W Th F 1500 21 Su S 1800 22 Su S 1800 13 M T W Th F 2200 15 M T W Th F 2200 23 Su S Local Time of Day Function Time Function Settings * Day of Week 0000 TOD OUTPUTS---5---- SuM T W ThF S 0600 TOD OUTPUTS SuM T W ThF No Calendar Defined/Enabled * Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8 - TBA Page 2 of 2 SIGNAL N. IGNAL HEAD DETAILS [EE MEE ®O 4-SECT., I -WAY 12" STD. LENS WITH MTG. HARDWARE 3 REQUIRED ITEM N0. C50-1-1T SIGNALS BE WITH BACKPLATES 2 REQUIRED ITEM NO. C59-10 7 12z610R 43 VAR. SECTION C-C 16 3-SECT., I -WAY 12" STD. LENS WITH MTG. HARDWARE B REQUIRE ITEM NO - 0-1-131 SIGNALSJ4 B �B WITH BACKPLATES 4 REQUIRED ITEM NO. R9- IO> 1979 A.U. AND P.M. PEAK HOUR VOLUMES (07UNT5 TD CO ITEM N N BE C/PO4TE0 BY T.P4570R) TYPE "0" CONC. CURB I VARIES I I HANDICAP RAMP XIST. ASRWLT ANEW BASE COURSE NOTES' POO cRogwoo R/0-14 ((2,4,�^x��4���B�" REO'P. R3.1 TYPE 'D" CONC. CURB NEW BASE COURSE --- SECTION A -A P. R3-2 /TEM NO 24"824" I REQUIRED BLANKOUT"N0 LEFT TURN• SIGN-C I REQUIRED _ ITEM NO. 00-89 BLANKOUT "NO RIGHT TURN" SIGN- B I REQUIRED . ITEM N0. 00-69-2 PUSH BUTTON To SS NM 12 AVE - WAIT F. AREEN 0 RI0-3A 9" X 15" (700-841 .) 57 O INW II STJ 03-/ /e'x 48' 2 Ree 2 E00 SIGN INVENTORY 3 REO'DC60-2-101 NOTE 5 510 520 (TYP') ENTER EXIT NORTH SOUTH R7-4 R7-4 M3-2 MI-6(836) Y R3-2 RI-2 EAST R3-2 R3-2 R7-4 R3-1 RT-9 WEST RT-9 R7-4 *R3-2 *NEW SIGNS V62 4 TYPE D"CONC I. CONSTRUCT RAMP FOR PHYSICALLY HANDICAPPED AS PER D.O.T. INDEX N0. 304 6 RAMPS REQUIRED INCLUDING 30 5.X OF 4" CONCRETE SIDEWALK. DEMAND WATTAGE FOR THIS INTERSECTION IS WATTS. PAVEMENTMARKINGS ARE WHITE UNLESS OTHERWISE INDICATED. CONSTRUCT BO L.F. OF TYPE"D" CONCRETE CURB AND 5" ASPHALT BASE COURSE (TYPE 3) AND TYPE "5" ASPHALTIC CONCRETE (TYPE 5-IONLY)(100 LBS PER SY) ISLAND. ITEM NO.I:ia�ai. NEW BASE SECTION B—B 411111311) S REET NAME 9/64/5 LNW 12 AVE URB 03-1 /8"x48" 700-8 2 REQD. CONDUIT IN SAME TRENCH. fi30-1.12 f URSE C35-I-I�SBTT. 41111) NOTE 5 520-2-4 \\ 5. CONTRACTOR TO REPAIR ASPHALT ISLANDS DISTURBED DURING CONSTRUCTION OF CONCRETE CURB. REPAIR SHALL BE INCLUDED AS PART OF CONSTRUCTION OF CONCRETE CURB CONTRACTOR TO REMOVE EXISTING PAVEMENT MARKINGS CONFLICTING WITH DESIGN. ITEM N0. ®, 7. CONTRACTOR TO REMOVE EXISTING STREET LIGHT POLES. EXISTING LUMINAIRE TO BE RELOCATED ON NEW SIGNAL POLE BY OTHERS. LUMINAIRE BRACKET ARM TO RE SUPPLIED BY THE CONTRACTOR. AS PART OF ITEM N0. QII5622D 2 REO'D. 8. CONTRACTOR, TO MAINTAIN INTERCONNECTED OPERATION WITH EXISTING CABLE WHILE' \ TEMPORARY CONTOLLER IS IN SERVICE AND WITH NEW CONTROLLER UNTIL INTERSECTION IS CONNECTED TO COMPUTER SYSTEM- _ 9. LOOP ASSEMBLY 944LL BE 6'x.30.' 10. CONTRACTOR TO REPLACE ASPHALT CURB IN 4 EXISTING ISLANDS WITH 312 L.F OFTTPE"O"CONCRETE CURB AND TO PROVIDE ASPHALT PEDESTRIAN RAMP ANO DROP CURB- AT LOCATIONS INDICATED. 635-1-II 665 -) 6-181 711-6-41 • N.TS NOTE 4 �f 6 /2T NOTE 4 II. THE TOjAL REQUIRED LENGTH OF GROUNDING ELECTRODES' FOR THIS INTERSECTION IS Is0 L-F., AND IS TO BE INSTALLED UNDER ITEM No..(.i�I SERVICE == 59-/O7 BOAT YARD N2 OTEI REO'D 522-I ) R/W LINE 711-6 61 YELLOW(7II-6-I8 ).., (GRASS) SEE TYPICAL .-N'OTEI B10 Y"LC 1/-6 25 GRASS� • DADE CO. NEO'0 PROPERTY NOTE 7' 711- 4 '-® 4 acerb GE3 -t ROSS SERVICE POINT - FP. L.— PO 35-1-11 639-1-13 4 ® P 630 113 LEADS _ Vmoo • 18' R•40 BE NOTE 5 SWK R/W LINE N W N RIVER OR III "ONLY YELLOW S.B.TT 411110 1611010 06111310) 413110 I 2' NOTE 8� DETAIL A NOTE 1(522 1) CI%P� 2, 24' I /2. EBVTR40TAP 9//4L1 BW9 Y4AE01/.42 T/M/AYr. /TEM NO. /3. ALL 704088T-SP/ALL Be 2"PYC ONLE95 OTNERL✓7 E ,5 04TE0 11/15/64 Rev. Pay ITem 1)15 CA.H I 4-80 M i s-00 4.r5t S_ya ✓6f S_- z.� PI.RIDA 0FPAKTMINE OF TAANS00144IUN 711-641 YEL[0 VIED SEE 'Ewe pr LA_ Tr e = 1 711-6-4 YEC(0. II 00` CONDUITS IN SAME TRENCH WHERE APPLICA8LE SEE TYPICA NOTE 5 a K/ 2' 12' 1 4I I Elh II NOTE _---- ..R, 5��-- LINE PLANS UPDATED BY r HOVE MBER 1984 20' "2 I-- G O7 7//-4 87000-354a /3 GRA 43112190421210 630i1 635 1-11 :-II-5CZD OTE R/W LINE R/W LINE 422111) L.A 7//4/2 ♦` EXIST INTERCONNECT TONW I2 AVE B125T 2 16 1 NOTE I 2 REO'0. R/ N W 12 Ave PCONDUIT BSCABLE OONDCT (635 B N COOTE NTROLLER8 LOCATION. 1 it NOTE VACANT LOT CITY OF MIAMI PROPERTY) \ SERVICE POINT N S.B�T.T.—POLE N OY 121 A 2/ DO, 05 C630.1-12DSB.T.T. N W 12 AVENUE a N W II STREET INTERSECTION IDENTIFICATION NO. 32359 CAT SE 41 S.B.T.T, 3 REDO REMOVAL ITEMS 630-I-13-)NOTE7 690-40 1%2 RIGID 690-30 670-50 690-80 690-90 411110 /0 E4. 2 EA. / EA. / EA. /PI ®�3O 1 i_srNOTE 8 ko® T1;E, rr .VE• • ASSOCIATE•. 1N0- RIV np1gAM •rclNNeN plennnrr t rr�ferr Print Date: 2/8/2013 TOD Schedule Report for 3402: NW 12 Av&NW 12 St Print Time: 3:08 AM TOD Asset Intersection Schedule Op Mode 3402 NW 12 Av&NW 12 St DOW-6 Plan # Splits PH1 PH2 PH3 PH4 PH5 PH6 PH7 PH8 NBL SBT WBT - NBT 0 0 0 0 0 0 0 0 Active Phase Bank: Phase Bank 1 N/A TOD Active Active Cycle Offset Setting PhaseBank Maximum 0 0 N/A 0 Max 0 Phase Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 NBL 0- 0- 0 0- 0- 0 5- 5- 5 2- 2 - 2 20 - 8- 8 35 - 15 - 15 3 0 2 SBT 0 - 0- 0 0 - 0 - 0 16- 16 - 16 1 - 1 - 1 35 - 35 - 35 0 - 95 - 95 4 1 3- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 4 WBT 7 - 7 - 7 20 - 20 - 20 7 - 7 - 7 3 -2.5 - 2.5 20 - 25 - 25 90 - 90 - 90 4 1 5- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 6 NBT 0 - 0- 0 0 - 0 - 0 16- 16 - 16 1 - 1 - 1 35 - 35 - 35 0 - 95 - 95 4 1 7- 0- 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- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 Last In Service Date: unknown Permitted Phases 12345678 Default 12-4-6-- External Permit 0-2-4-6-- External Permit 1-2-4-6-- External Permit 2-2-4-6-- Current Cvcle 1 NBL 2 SBT Green Time 6 NBT 7 8 - - Ring Offset Offset 3 4 - WBT 5 - TOD Schedule Plan 4 140 5 82 0 40 0 90 0 0 0 87 5 130 14 68 0 35 0 85 0 0 0 53 10 140 10 85 0 32 0 98 0 0 0 18 13 130 9 82 0 26 0 94 0 0 0 116 15 100 15 57 0 15 0 75 0 0 0 54 16 120 0 26 0 84 0 26 0 0 0 66 17 120 10 75 0 22 0 88 0 0 0 63 18 130 9 82 0 26 0 94 0 0 0 6 21 130 13 71 0 33 0 87 0 0 0 17 22 100 15 57 0 15 0 75 0 0 0 33 23 90 10 57 0 10 0 70 0 0 0 34 24 140 10 41 0 76 0 54 0 0 0 97 25 140 30 71 0 26 0 104 0 0 0 97 26 120 30 51 0 26 0 84 0 0 0 97 27 120 30 51 0 26 0 84 0 0 0 97 28 130 15 42 0 60 0 60 0 0 0 97 29 130 30 61 0 26 0 94 0 0 0 97 Current Time of Day Function Time Function 0000 TOD OUTPUTS 0600 TOD OUTPUTS Settings * Day of Week ---5---1 SuM T W ThF S MTWThF Local TOD Schedule Time 0000 0000 0700 0700 0900 1500 1500 1800 1800 2200 2200 Plan Free Free 18 4 5 10 21 22 13 15 23 DOW MTWThF Su Su MTWThF MTWThF MTWThF Su Su MTWThF MTWThF Su S S S S Local Time of Day Function Time Function 0000 TOD OUTPUTS 0600 TOD OUTPUTS 0700 TOD OUTPUTS Settings * Day of Week ---5---1 SuM T W ThF S MTWThF Su S No Calendar Defined/Enabled * Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8 - TBA Page 2 of 2 Y NOTES: • 2. oEl CI - 0 0 0 3-SECT., I -WAY 12" STD LENS WITH MTG.HAROWARE 6 REOU RED ITEM N0. 650-I-131 SIGNAL ❑4 WITH BACKPLATE 2 REQUIRED ITEM NO. 659-101 + SIGNAL CI TO BE MOUNTED BRIDGE FACE SIGNAL HEAD DETAILS ❑I 0 0 0 I - SECT., I -W Y NEON 2 REQUIRED ITEM N0.53-ITi) 4-SECT, I -WAY 12" STD. LENS REQUIRED ITEM Na (650-I341 1979 A.M. AND P. M. PEAK HOUR VOLUMES CO//N75 70 9E 1,047Ea 57 TFeefoe 69e-r-r Y PM. R3-2 24" x 24" I REQUIRED ITEM N0. 00-fi4T USE MARKED CROSSWALK R9-2 24'x24" 2 REQUIRED ITEM N0.' T00-I-12 R3-1 14t 24"x 24" 1 REQUIRED ITEM ND. 00-84-1 R1-0A 9"x 15"42 REOD. 7D0-eo-1 FURNISH B INSTALL A TWO POLE 60 AMP FUSE KIT (TYPE B ENCLOSURE AS SPECIFIED BY FP.BL) DEMAND WATTAGE FOR THIS INTERSECTION IS 1050 WATTS. 3. THE TOTAL REQUIRED LENGTH OF GROUNDING ELECTRODES FOR THIS INTERSECTION IS BO LINEAR FEET ANC IS TO BE INSTALLED UNDER ITEM NO 1 620-1_D. 4. CONSTRUCT RAMPS FOR PHYSICALLY HANDICAPPED AS PER DOT INDEX NO. 304. 10 RAMPS REQUIRED INCLUDING 50 SQUARE YARDS OF 4" CONCRETE SIDEWALK. 5. PAVEMENT MARKINGS ARE WHITE UNLESS OTHERWISE INDICATED. 6. CONTRACTOR TO MAINTAIN INTERCONNECTED OPERATION WITH EXISTING CABLE WHILE TEMPORARY CONTROLLER 15 IN SERVICE AND WITH NEW CONTROLLER UNTIL INTERSECTION IS CONNECTED TO COMPUTER SYSTEM. 7. LOOP 433<M18EY ]J ) SNA« AE 60'" 30'. O ALL 70 04r7 JNALC 52 2'PVC 644224J otHECV/-75 //o/7&TE0 9 CONTRACTOR 51/4 CZ PROy/OE 3/1NOL 7/4.71;v0. /7e9.7NO PLANS: UPDATED BY ICSkaspIfeaw NOVEMBER 1984 } SIGN INVENTORY LEG ENTER EXIT RS-1(LT) R7-4 M3-22 R I-2 R7-4 NORTH MI-318361 83-3 no -1 j95) 395 a--11Li) .Ian RS_TST) ATI q9-2n(LTj 5 M6 H5-I - IB36) R3-I n R7_ 0 R - q7_ 7(S) SOUTH AM 03-1 ILT) RS-1 RI -I EAST i1T) q7 ) R7_4(UN WEST R7-9 AT) 0 STPEET NAME 5/Gnu NW IZAVE N W I23T -j I NWI23T YIELD TO PEDESTRIANS IN CROSSWALK 24"x 30" ITEM NO. T00_1 05-/ /7EM NO..7COCY-/ 03-/ /6;7f9'/AJ- /7<N //0700.9/1/ 05-/ /4"x{55'/A<. /T<NN .. 700-CY4 REMO✓AL /TEMS 690-/0 4E4. 690-30 SETA. 690-so /EA. 690.80 /EA. 690.90 -/Pl. EXIST. INTERCONNECT TO NW 12 AVE AND NW I I ST (EXACT LOCATION UNKNOWN) SERVICE INTERCONNECT S.B.T.T. 41211) CEOS 01,7111)413210 6G6//30�65-I� 43311104115) SEE NOTE 2 REO'D NOTE 4 C522-r) ALON0 0410GF Ames UNOEc d[ oPE f L.A. R/W LINE W NOTE 4 L. A.R/W LI E 3 \f W lFro.rm�J ul 41311120 E RE4"0.46G0-z4o 3REQ0. (70-4) 61£5196£ "0VLY CONC. MBANKM 5 87000- 3563 1: 20' 2REOD •ATI11fi1i+® ettiSrOerirria 3-/20 CIEs AMID \121 PA//G LO PICK UP EXIST F.P.L. SERVICE COLOUR AND INTERCONNECT AT OLD CONTROLLER LOCATION. NOTE I /f!W12AVE 117stAW 630-/ /. C59- o� L.P.C. (7.0 R 660-2•N2 10£ASEMENT 416111110 411130 LOOP LEADS NOTE 4 630 3 SAME TRENCH 2 REO0 NOTE 4 R/W LINE UP S.B.T.T. SERVICE AT SarVDY?aEM.".I.I SIGNAL POLE LOCATION. "so- E1011 EXIST INTERCONNECT TO NW 12 AVE AND NW 14 ST (EXACT LOCATION UNKNOWN) N W 12 .AVENUE Q N W 12 STREET INTERSECTION IDENTIFICATION NO. 33402 CAT. 30 �522-ID 635-111 Jf PRs NOTE 4 _ 630-/-/2 L.A. R/W LINE 2 g 6359-II NV !_ x- • 0UNDE" D IN N B ASSOCIATES, NNI e`Io 01.01 • R xn 'humors- ynrs• Print Date: 2/8/2013 TOD Schedule Report for 3680: NW 14 Av&NW 14 St Print Time: 3:09 AM TOD Asset Intersection Schedule Op Mode 3680 NW 14 Av&NW 14 St DOW-6 Plan # Splits PH1 PH2 PH3 PH4 PH5 PH6 PH7 PH8 SBT NET WBT SBL NBT 0 0 0 0 0 0 0 0 Active Phase Bank: Phase Bank 1 N/A TOD Active Active Cycle Offset Setting PhaseBank Maximum 0 0 N/A 0 Max 0 Phase Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 - 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 2 SBT 0 - 0- 0 0 - 0 - 0 15 - 15 - 15 1 -1 - 1 27 - 21 - 21 0 - 19 - 21 4 1.3 3 NET 0 - 0 - 0 0 - 0 - 0 7 - 7 - 7 3.5 -2.5 - 2.5 11 - 14 - 24 55 - 11 - 24 4 0.6 4 WBT 7 - 7 - 7 15 - 15 - 15 7 - 7 - 7 2.5 -2.5 - 2.5 13 - 20 - 18 37 - 13 - 18 4 0.6 5 SBL 0- 0- 0 0- 0- 0 5- 5- 5 2- 2 - 2 6- 6- 10 10 - 5- 10 3 0 6 NBT 0 - 0- 0 0 - 0 - 0 15- 15 - 15 1 - 1 - 1 27 - 21 - 21 0 - 19 - 21 4 1.3 7- 0- 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- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 Current 1 Plan Cycle 2 3 SBT NET Green Time 6 7 NBT - 8 Rinci Offset Offset 4 5 WBT SBL TOD Schedule - _ 5 120 0 27 55 23 10 14 0 0 0 23 8 120 0 40 35 30 10 27 0 0 0 26 12 140 0 55 33 37 10 42 0 0 0 41 13 130 0 45 33 37 10 32 0 0 0 41 Last In Service Date: unknown Permitted Phases 12345678 Default -23456-- External Permit 0 -234-6-- External Permit 1 -234-6-- External Permit 2 -234-6-- Local TOD Schedule Time Plan DOW 0000 Free Su M T W Th F S 0530 Free M T W Th F 0630 Free Su S 0645 5 M T W Th F 0700 8 Su S 0900 8 M T W Th F 1530 12 M T W Th F 1800 Free Su M T W Th F S Current Time of Day Function Local Time of Day Function * Settings Time Function 0000 TOD OUTPUTS 0530 TOD OUTPUTS 0645 TOD OUTPUTS 1800 TOD OUTPUTS Settinas * Day of Week - --5--2- SuM T W ThF S - --5-3-- M T W ThF M TWThF 1 SuM T W ThF S Time Function 0000 TOD OUTPUTS 0530 TOD OUTPUTS 0630 TOD OUTPUTS 0645 TOD OUTPUTS 0700 TOD OUTPUTS 1800 TOD OUTPUTS Settinas * Day of Week - --5--2- SuM T W ThF S - --5-3-- M T W ThF - --5-3-- Su S M TWThF Su S 1 SuM T W ThF S No Calendar Defined/Enabled Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8 - TBA Page 2 of 2 r SIGNAL N0. 4 NOTES' SIGNAL HEAD DETAILS 4 EXISTING 3-SECT., I- WAY 12" STD LENS WITH DISC. HANGERS RELOCATE I] 2 REQUIRED ITEM N0 650-1-331 SIGNALS a ❑8 WITH BACKPLATES 2 EXISTING 2-SECT, 1-WAY 12" STD. LENS • 2 REQUIRED I.N. 653-17I 2 EXISTING 9-SECT., I -WAY 12" STD. LENS WITH DISC. HANGERS AND BACKPL ATES. I REQUIRED • ITEM NO 650-1-141 1979 A. M. AND P. HOUR VOLU MES �eawreocrebe �TEM NVNeri M. PEAK r<0 4✓ b00-/-N r ® ___ gym T bc7 1868 NO P EDESZIANS ▪ `K RV-/4 2p'o8 ` <-44"'l 2 REQR P/0 -40 7 Pea'a CROSS ONLY AT CROSS WALKS P9-2 2"r/8' 7 PEO'0 -I 3 F 1VNW 13TER CONTRACTOR TO INSTALL NEW M6 AWO SERVICE WIRE TO CONTROLLER THROUGH EXISTING CONDUIT AS PART OF ITEM NO 2. LOOP ASSEMBLY 660-2-I( SHALL BE 6'x 30' CONTRACTOR TO INSTALL NEW LOOP LEADS TO CONTROLLER THROUGH EXISTING LOOP LEAD CONDUIT. PAVEMENT REPAIR AS REQUIRED TO BE OF TYPE 'S" ASPHALTIC CONCRETE ANC INCLUDED AS PART OF ITEM N0. L( -1-,b/ - SIGN INVENTORY LEG ENTER EXIT I DI-1 NORTH R7-1 R7- IOTA (24-27) R7-107 R7-I10(7A-6P) R7-6A(7A-6P) SOUTH R7- 110(7A-6P) R7-1 R7-107A(BLUE) R7-I07A(ORANGE) RT-1 EAST R7-107 T-i R7-T R6-1 WEST R7-1 R3-2 SOUTH R4-7(.LTI R7-IILT WEST R7-1 R7-1(LT). 2 REO'D./t o:e) s TEEET NAME S/GNS OW �W 14 AVE D3/ /ei48' /As. /T<M NO )0084-/ NW 13TERJII /AS. /7E17 NO 700-eV-/ OY I N W 14 5T I /YEA rt M NU 700df•-/ 4. PAVEMENT MARKINGS ARE WHITE UNLESS OTHERWISE INDICATED. 5. DEMAID WATTAGE FOR THIS INTERSECTION 15 1465 WATTS. 6. CONTRACTOR TO MAINTAIN INTERCONNECTED OPERATION WITH EXISTING CABLE WHILE TEMPORARY CONTROLLER IS IN SERVICE AND WITH RETROFITTED CONTROLLER UNTIL INTERSECTION IS CONNECTED TO COMPUTER SYSTEM. 7, -ALL CONDUIT SHALL BE 2' PVC UNLESS OTHERWISE NOTED. - - B. REMOVE EXISTING PAVEMENT MARKINGS CONFLICTING WITH PROPOSED, ITEM N0.® 9. CONTRACTOR. SHALL PROVIDE SIGNAL TIMING, ITEM N0. 804-3-2. UILDING 030-/-/3 NOTE 2 RtW LIN \\\ rvs C ` •�' NOTE 2 41 2 REO'D WK — 1 TAT .0 8700o-3wr. 20 660-:-/as SafOb. 5.B.I T. PICK UP F.P.L. SERVICE, SIGNAL AND INTERCONNECT CONDUIT AT EXISTING CONTROLLER LOCATION. CONTROLLER LOCATION TO REMAIN. NOTE! -C39-2-]) AWN EXIST. SERVICE 005 N I• ( CONDUIT NOTE I N W 14 AVE EXIST CONDUIT NOTE 1 R/W LINE -�-I -Y`AT--GRASS --,� -B BT LbNDUI�_� -TT-29'SS 170 2 REG'D 0 mein 2 6 TSWK-�- R/W LINE 711-6EI 711-6-41 55. LAWN j/ 41 Z /�I �J I I11 III IN ORO REMOVAL /TEMS 690-/O 2E4. 690-P0 x<A. 690-SO / EA. 690-70 2 EA. 690-90 4..T.: 690400 PI., / prOLS lztgu 0<755T04 Po.s F+ wcf uN ra�V Pf..9 BorrcwNObE --- NTERC N ECT_ }CONDUIT TO NWI3CT6 `14 STD. 13`SS P. Im 44 , 2 pie' s4 El.1 PLANS UPDATED B l IJ NOVEMBER 1984 EXIST. SERVICE POINT F.P.L.— POLE 639-3-// ,/ SERVICE PO 5.PAIDY40.IA Y -8011 crZio LINE r 25' 7N-9 LAWN /l-H f5oo 60' s 111111 nne/ea A v. Pay 1ta:.R Nas. &a:aiNM= illwaill y L e rs!<p3' RAt1DA D@ABND2(T 1 Q 1WANSiOfTA1 IN N W 14 AVENUE 8 N W 14 STREET INTERSECTION IDENTIFICATION NO. 33680 CAT. a Hv KUNDE DRIVER U ASSOCIATES, I aR... olPn9en ...1 Print Date: 2/8/2013 TOD Schedule Report for 3521: North River Dr&NW 14 Av&NW 12 St Print Time: 3:08 AM TOD Asset Intersection Schedule Op Mode 3521 North River Dr&NW 14 Av&NW 12 St DOW-6 Plan # Splits PH 1 PH 2 PH 3 PH 4 PH 5 PH 6 PH 7 PH 8 NWL SBT PED WBT - NWT - 0 0 0 0 0 0 0 0 by Active Phase Bank: N/A Phase Bank 1 T N/A TOD Active Active Cycle Offset Setting PhaseBank Maximum 0 0 N/A 0 Max 0 Phase Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 NWL 0- 0- 0 0- 0- 0 5- 5- 5 2- 2 - 2 5- 5- 5 16 - 12 - 16 3 0 2 SBT 0 - 0- 0 0 - 0 - 0 16- 16 - 16 1 -1 - 1 17 - 17 - 26 0 - 30 - 80 4 0.3 3 PED 7_ 7_ 7 23 - 23 - 23 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 4 WBT 0 - 0 - 0 0 - 0 - 0 7 - 7 - 7 2.5 -2.5 - 2.5 12 - 40 - 45 65 - 30 - 80 4 0.3 5- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 6 NWT 0 - 0- 0 0 - 0 - 0 16- 16 - 16 1 -1 - 1 16 - 17 - 26 0 - 30 - 80 4 0.3 7- 0- 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 7 - 7 - 7 2.5 -2.5 - 2.5 12 - 40 - 45 65 - 30 - 80 4 0.3 Current 1 Plan Cvcle NW 2 3 SBT PED Green Time 6 7 NWT - 8 Rinci Offset Offset 4 5 WBT - TOD Schedule _ 24 140 13 60 0 56 0 76 0 56 0 0 25 140 8 65 0 56 0 76 0 56 0 0 26 120 16 57 0 36 0 76 0 36 0 0 27 120 14 46 0 49 0 63 0 49 0 0 28 130 8 56 0 55 0 67 0 55 0 0 29 130 8 56 0 55 0 67 0 55 0 0 Last In Service Date: unknown Permitted Phases 12345678 Default 1234-6-8 External Permit 0 -234-6-8 External Permit 1 -234-6-8 External Permit 2 -234-6-8 Local TOD Schedule Time Plan DOW 0000 Free Su M T W Th F S 0330 Flash Su M T W Th F S 0530 Free Su M T W Th F S Current Time of Day Function Local Time of Day Function * Settings Time Function 0000 TOD OUTPUTS 0530 TOD OUTPUTS 0645 TOD OUTPUTS 1530 TOD OUTPUTS 1800 TOD OUTPUTS Settinas * Day of Week SuMTWThFS 1 MTWThF 2- MTWThF 3-- MTWThF 2- SuM T W ThF S Time Function 0000 TOD OUTPUTS 0530 TOD OUTPUTS 0630 TOD OUTPUTS 0645 TOD OUTPUTS 0700 TOD OUTPUTS 1530 TOD OUTPUTS 1800 TOD OUTPUTS Settinas * Day of Week SuMTWThFS 1 MTWThF 1 Su S 2- MTWThF 2- Su S 3-- MTWThF 2- SuM T W ThF S No Calendar Defined/Enabled Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8 - TBA Page 2 of 2 SIGNAL NO. 1E 0 I EXISTING 3-SECT., 4-WAY lµ" STD. LENS WITH D.C. HANGER _„3} t .44 4t.i.41 8t" ® `--m® tt- tag NOTES. SIGNAL HEAD DETAILS 0 0 0 0 o�> QO I EXISTING / 4/3-SECT.,/4-WAY 12" STD. LENS WITH DISC. HANGER 24"X 24" REQ.], ]00-64-1 A.M. I1 1 EXISTING 3-SECT. I -WAY 12" STD. LENS WITH DISC. HANGER I EXISTING 4-SECT. 1-WAY I" STD. LENS WITH S0. HANGER R IO- 4A 9"x5" Tao-Baa 2 REA 1979 A. M. AND P. M. PEAK HOUR VOLUMES (fOJUT5 TO06 0POAT O BY Covreoc-r e.) 'Ter, ✓- c.oc'&l/ YIELD TO /PELESTRIARS IN CROSSWALK 24x 30" ]00-1-12 SIGN INVENTORY LEG ENTER EXIT R3-7R R7-I10/7A-6PI R7-I10(71-61U R7-II0(7A-GPI NORTH k� 2 R7-4 R7-I RI0.19 Ri-IONITA-6P) SUUTH RI-2 R7-I R7-1 WI-2L R7-1101]A-6P) R7-I RT-IIO176-6P) 0a-I EAST R7-I R7-IIOI7A-6P) - u-la» RI HILT) R7-9 NORTH RII-IILTI RIO-7M -WEST WII-2 NH-I(LT) R10-12 R3-2(LT) .PHOPOSED FACING EAT FAci190 WEST O INW 14 AV -j_l I E-- NW 14 AV I (841110 WYRTH FACING SOUTH QY IE— NW12ST �1 NW 125T -3 c- UOVF.l FAcwo SCUM IN.RIVERDRcL> J I F N.RIVER DRI FACING EAST FACINIC� WEST -IF/}• N.RIVER (3l IN.RIVER DR 4444,c_ow. te ea' ffi 111 P.M. CONTRACTOR TO INSTALL NEW 06 AWG SERVICE WIRE TO CONTROLLER THROUGH EXISTING CONDUIT AS PART OF ITEM N0. C639-2-I). 2. ADDITIONAL SIGNAL CABLE REQUIRED TO BE INCLUDED AS PART OF ITEM N0. 632-]-1 . 3. DEMAND WATTAGE FOR THIS INTERSECTION IS 1455 WATTS. 4. THE TOTAL REQUIRED LENGTH OF GROUNDING ELECTRODES FOR THIS INTERSECTION 15 110 L.F., AND IS TO BE INSTALLED UNDER ITEM ND.CC2O-,-2). 5. c0404e m2 TO PPriICF_ srvus.t. 0 uh ITC,.4 Us 6,04-3.2 f0US SHOVE 6YISTIwXa BINrIIr.bIL GURa ISu.I.m. T¢ucr 61 L.F. TYPE'E" aaa 6¢M1-17,w5 e DY THE EWi LJE.E.. 06.15TaucTICF(TYre 5) (80o LBS P0R SY) tW IPH Type 3 ASPHO4.nce vow75 SSS00.CE w„6 E C,oaL0S Pew SW)) 9. LOOP AY+0MOLY N"A-0-2-/01 c5HPLI- IBSG; x SO' D ALL couWlT 'SHA -00 2." PVC 6u1.C5., 0R+Ecwiee I...1014,T50 V. ALL PAV7M6./T Maw.a YS Ace wo:TE UNILs55 044050 se, ILIO1CAT5o 4 CHOWIL /71MO D" B- ID' X CB"Too 84-1 G3-1 18";40" Tcb-Ss-1 03-1 18' x 48' 03-1 18"X466' Xp.E4-1 COrIC SW 2 REO0 4GO-e-/O EXIST SERVICE POINT F. P. L.-POLE HOUSE _• _1�/ \n EXIST 0,-11\ 11��1^ \\\NOTEul T.' • .2. I-6 241 SERVICE POINT SBT T - NH. (DV ALEw1.6,0 3so-aoll) PARKING LOT TYN "E' oot-4 6UTroe. 620'-7 I' TYPES ASPHALT �e�SU¢H� TO mes Ps0000 JT Snl.b 6R7-10 4E4 (RED .5/0.o6A5) 690.9/ 2EA (ECMOVC Sa'4L(3}7.S7A') 690-`-17 /CA (CQUTe0 aye AS) 690-27 692-A, 690107 SEA (PED. 0.`TEC7L'R AS) R.I. (CA0Gi116f07440/r) /EA. /ILWN/04750 •UO 6E77744c/5Yd/ 24� II II II ,s2wG 3644 eRr �EXISR./v BABE 6" tW/ 0.,T, M 02125E (TYPE 3) 06ElTI00 A -A IJOIev " Nw.+PwK, C.A.4 Q-M o_ Rev Peyl/cm Nos. - S.41 S-JO s 0.. s-eo 40.A/I .0-.012 ✓ .F B-B0 ///A//.. 7 j NON, 9��23 PL[ROJA DWANTMINNT 016 IIANS ORTA1U( Vr. 9 si�Q�\_ Toucr 111- 5 CD 2 11 11 II 11 1 � 11 EXIST, CIGNAL CONDUIT c PLANS UPDATED BY (NA 3 111 Ili II{, i{I x 111 11 1%, Z 1 0111310) PA ING /LOT 87,207-AS63 /3A u Yeow 1JW coOTs lu SMTAE 7Fu'H ooTr CLNCu1T5 Ihl Loses s IWIGTQFJ.IW 'SYSTEMSLF_Asv / CK UP SERVICE CONDUIT AND SIGNAL CONDUIT AT EXISTING POLE AND PULL BOXES, NOTES i B 2. 4,03 W 12 ST frite(110170 <3i�ss "_N,F _ .: �,<ms PROPOSED EASEMENT Sf6o1-.6/ SAME TRENCH _4/YLLINE__ �-S N4 l _ 3 k V V V.. it a Tu-0-w lam\ e too ,� 1SWK1 LINE R/ W 51-OP 555-7, 1211, 40910) Plcr uP E%ISTIIJ6 51[A"IA_ CDNCUIT 2 RE6' D. PARKING LOT 4000:W. •m \O 41231110 NOVEMESER i984 N W NORTH RIVER DRIVE AT N W 14 AVENUE 81- N W 12 STREET INTERSECTION IDENTIFICATION NO. 33521 CAT. SE LI3 64. KUNDE. DRIVEN EA'. 6 ASSOCIATES. INII 111 26 (-) �a GJ �• _= Flashing Operation 0 C Z —I m 7J Z -Pn Dc� m Na mm X— O 0 m m -I o. 0 CI) coCD m p D Z .-. z m g z .-, D os rDC�. (1+6) NBLT NW 14 AV (ACTUATED) '_Timing Phases -. a -.00-7 a— ,mm—n Dwell 0- ,mm—� o �wm-0 0- �mm Head No. a n N^ N s N t. m 1 W rn CD 0 _ 73 73 77 73 7l 77 -G -< G) A -< G) A 0 G) s rn z co 0 ro 4 k. I. — CO w Placed in Service NORTH RIVER DR & NW 14 AV & NW 12 ST I Dade County Public Wm SB CO Z a XX 70 X71 -< -< 070 :O N 70 -< G) 73 73 G) 7J 73 73 X 73 co EB 0 m -i X v 7J v M v G) v -( v G) v -< v 0 v °o X m G) v 0 v G) v oa Z 13 n z rks Department -rir -<-< 0 XX G) XX X X X� Ped s a co co CD a)Z a m 0 0 0 0 0 g 0 0 © 0 0 13 'Page 1 of 1 I I1 \ ;t iii) ' �C CD g al i. n pa o. D l Asset Number Print Date: 2/8/2013 TOD Schedule Report for 5670: North River Dr&NW 15 Av&NW 13 Ter Print Time: 3:18 AM TOD Asset Intersection Schedule Op Mode 5670 North River Dr&NW 15 Av&NW 13 Ter DOW-6 Plan # Splits PH 1 PH 2 PH 3 PH 4 PH 5 PH 6 PH 7 PH 8 SEL NWT NBT SWT - SET - 0 0 0 0 0 0 0 0 Active Phase Bank: Phase Bank 1 N/A TOD Active Active Cycle Offset Setting PhaseBank Maximum 0 0 N/A 0 Max 0 Phase Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 SEL 0 - 0 - 0 0 - 0 - 0 5 - 5 - 5 2 - 2 - 2 10 - 10 - 10 20 - 20 - 20 3 0 2 NWT 0 - 0- 0 0 - 0 - 0 16 - 16 - 16 1 -1 - 1 35 - 35 - 35 0 - 0 - 0 4 1.8 3 NBT 7 - 7- 7 11- 11 - 11 7 - 7 - 7 2.5-2.5-2.5 12- 12 - 12 50 - 65-65 4 1.2 4 SWT 0 - 0 - 0 0 - 0 - 0 7 - 7 - 7 2.5 -2.5 - 2.5 25 - 25 - 25 50 - 65 - 65 4 1.2 5- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 6 SET 0 - 0- 0 0 - 0 - 0 16 - 16 - 16 1 -1 - 1 35 - 35 - 35 0 - 0 - 0 4 1.8 7- 0- 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- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 Current 1 Plan Cvcle SEL 2 3 NWT NBT Green Time 6 7 SET - 8 Rinci Offset Offset 4 5 SWT - TOD Schedule _ 1 105 10 37 9 30 0 50 0 0 0 0 2 120 10 42 14 35 0 55 0 0 0 0 24 140 11 46 35 29 0 60 0 0 0 0 25 140 7 64 35 15 0 74 0 0 0 0 26 120 7 45 18 31 0 55 0 0 0 0 27 120 10 42 18 31 0 55 0 0 0 0 28 130 7 40 44 20 0 50 0 0 0 0 29 130 7 40 44 20 0 50 0 0 0 0 Last In Service Date: 12/23/2010 08:23 Permitted Phases 12345678 Default 1234-6-- External Permit 0 External Permit 1 External Permit 2 Local TOD Schedule Time Plan DOW 0000 Free Su M T W Th F S 0330 Flash Su M T W Th F S 0530 Free Su M T W Th F S 0700 2 Su M T W Th F S 1000 1 Su M T W Th F S 1500 2 Su M T W Th F S 1900 1 Su M T W Th F S Current Time of Day Function Local Time of Day Function * Settings Time Function Settinas * Day of Week 0000 TOD OUTPUTS SuM T W ThF S Time Function Settinas * Day of Week 0000 TOD OUTPUTS SuM T W ThF S No Calendar Defined/Enabled Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8 - TBA Page 2 of 2 SIGNAL HEAD DETAILS 0 0 1� a ITEM NO. 650-I-131. 1 4 ASI ® BL 0 V ITEM N0. 650-1-141 ®0,0®' !O!Y JED,00 ITEM N0. 650-1-:51 [ I AS I P4 C2 AS] ITEM NO. 653-17 C2 AS] SIGNAL OPERATING PLAN PHASE MOVEMENT DIAGRAM A2 83 RING DIAGRAM :TEM NO. 650-I -15, I AS (612 USE MARKED CROSSWALKS 5.9'2 REQb. p9 ITEM NO 700--46--1D R3 4 TEM N0 700 82 REO'D CONTROLLER OPERATIONS 1. MAJOR STREET IS NW NORTH RIVER DR,MINOR STREET IS NW 13 TER R/NWI' AV 2. STD SIGNAL OPERATING PLAN -!. of [SOP AS SHOWN( 3. PHASE(S) 1, 3 S 4 - ACTUATED. PHASE 2 RECALL 4. MOVEMENT(S) 1 IS(ARE) PHO I ECTED/PERMISSIVE 5. SIGNAL COORDINATION PHASE S. 2 6. FLASHING OPERATION. 1,2 ] 3- YELLOW:: 7. WIRE / PROGRAM CONTROLLER TO 361P MOVEMENT (5) 1 CONTROLLER TIMING SHEET NW NORTH RIVER DR & NW 13. TERR / NW 16-AV CONTROLLER TIMINGS TIMING INTERVAL TIM1N6 CUNCT O1 1" 2 3. 4 5 6 17 8 MINIMUMGREEN (INITIAL) EXTENSION (PASSAGE) MAXIMUM GREEN 1 MAXIMUM GREEN YELLOW ALLRED PEDESTRIAN -WALK. PFOESTRIANCLEAR DETECTORS FOR LOOPS TIMING WILE 8E PROVIDED 8Y DADE COUNTY PUBLIC WORKS DEPARTMENT, SIS AND $I.GNAL DIVISION, 7100 NW 36 ST. TELEPHONE (305) 592 8925.:: �[NW N RIVER DR D3-15 1 2 EAI 4\\ [NW 13 TR La La NW 15AVJJ D3-15 C 1 EA] NW 13 TR NW15AV => D3'- IS L 1 EA] (MAST ARM MOUNTED. SIGNS) 700-62 C 4 EA] RIGHT TURN JN REC FROM. RIGHT LANE ONLY 0 PUSH ouTTON TOCROSS NORTH RIVI ERDR R10-4B 9"X 1 2" ITEM NO.700-45-11 .NOT EA] Pu.611E TTT.21 N. RIVER, ER. 5.25 FUR RIO 46 TEN CID 665-11 z - -CITE REMOVE EXIST. CON.. SIGNAL POLE C20. LF] 620-1-1 01 EA] 635-1-II EA] 647-11-2 C20 LF] 630-1-13 C1 Pl] 632-7-I C20 LFI 620-1-1 CI EA] 635-1-II 1 I EA] 647-11-3C 2'X4' SNIP 4" WHITE 4" WHITE 4" YELLOW 5'X 30' ) 660-2-101 CI AS]-' �4"" WHITE' 50' SEE NOTE 70'R FPS L SERVICE PT. 620-I-1 C20LF] 635-1-11C EA] 639-1-13[1 A51 FP a REPRESENTATIVE MR TOMHODGEN (305)3477872 REMOVE EXIST. CON.. SIGNAL POLE.. NW NORTH RIVER C20 LFI 620-1-1 C I EA] 635-1 -II CI E4] 647-11-28 NOTES: 1. CONTRACTOR SHALL REMOVE THE EXIST PEDESTRIAN RAMP AND REPLACE .WITH 4 THICK CONCRETE SIDEWALK TO MATCH EXISTING SIDEWALK. CONTRACTOR SHALL CONSTRUCT 2' CONCRETE CURB AND GUTTER T0. MATCH EXIST. EXISTING DECORATIVE GONG. ENTRY WALKWAY- / W/ r* � (g) L635-C-IICI EA}/ /► Q - 675' R -24" WHITE 3. (TYP:) 635-1=IICI EA] LPC 170 MIN 2. CONTRACTOR SHALL CONSTRUCT: PEDESTRIAN RAMPS ACCORDING TO BADE COUNTY PUBLIC WORK -DEPARTMENT SPECIFICATION.- 3. SBT REP, MR.. SCOTT FARRINGTONTEL.T9549,66 DADS COUNTY PUBLIC W°R65 DEPARTMENT DADE COUNTY PROJ. NO: NO. 662386 . 14 620-1-1 C20 LF] 635.-1-11E1 EA] 659-107 El EA] 665-II C I EA] {EXISTING SWK� 630-1-13E115 LF] 635 I IICI EA ] -660-4-4(LOOP RUN) A 54 WHITE 630-1-13C260 LF] �/ 50' '1^,/' 2 630-1-16 6301 -13 EI10 LF ]T 632-7-1 LI PI] / [660-4 4600P RUNS -' 60'R ' 630-I 13C300 LF] _ / 630-1-I6 (.ill [ti ''Y 1632 7 1 C I PI ] 2-4. YELLOW- u J � 5'R 630-I-13ACI20 LFT'[639-2-IC1PI]O'630-1-13E120 LF]///iiii 632-7- 1 1 1 P I] Wilk, 'I8"YELLOW 4" WHITE 3._0- C3 �—REMOVE .EXIST. POL SIGNAL POLE 63511 CI EA] 620 I C20 LF] �1`11 635 11 CI EA] 1 647-1-32E1 EA] a, \, 665- C I EA] VID PLCTMMER & MA/MAT6 INC '. 4461&M FLO613FET ...COQALG46665FL 3046 660 4-4 (LOOP RUN).' 62O -I - I C50 .LF] 63S -I-11 C4 EA] y- 660-1-109C3 EA] \\ 02-1-I CI AS] 665-120 CI EA] `T \ 686-124 CI EA]- `' 630-1 12 E400 LF] \\ 630-1 -16 632-T-I CI PI]- r630-(-12,A165 LF] 1639 2 1 01 PI..] SB.LT: 0— DENOTES LIMITS PICK UP 101NT % OF MILLING'S RESURFACING Print Date: 2/6/2013 TOD Schedule Report for 2295: North River Dr&NW 17 Av Print Time: 8:32 AM TOD Asset Intersection Schedule Oa Mode 2295 North River Dr&NW 17 Av DOW-4 Plan # Splits PH 1 PH 2 PH 3 PH 4 PH 5 PH 6 PH 7 PH 8 NBL SBT NWT SBL NBT SET 0 0 0 0 0 0 0 0 Active Phase Bank: Phase Bank 1 N/A TOD Active Active Cycle Offset Setting PhaseBank Maximum 0 0 N/A 0 Max 0 Phase Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 NBL 0- 0- 0 0- 0- 0 5- 5- 5 2- 2 - 2 7- 7- 7 15 - 15 - 15 3 0 2 SBT 0 - 0- 0 0 - 0 - 0 16 - 16 - 16 1 -1 - 1 35 - 35 - 35 0 - 50 - 50 4 1.3 3- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 4 NWT 0 - 0 - 0 0 - 0 - 0 7 - 7 - 7 2.5 -2.5 - 2.5 20 - 20 - 20 50 - 20 - 20 4 0.9 5 SBL 0- 0- 0 0- 0- 0 5- 5- 5 2- 2 - 2 7- 7- 7 15 - 15 - 15 3 0 6 NBT 0 - 0- 0 0 - 0 - 0 16 - 16 - 16 1 -1 - 1 35 - 35 - 35 0 - 50 - 50 4 1.3 7- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 8 SET 0 - 0 - 0 0 - 0 - 0 7 - 7 - 7 2.5 -2.5 - 2.5 20 - 20 - 20 50 - 20 - 20 4 0.9 Current 1 Plan Cvcle NBL 2 3 SBT - Green Time 6 7 NBT - SET 8 Ring Offset Offset 4 5 NWT SBL TOD Schedule 5 80 7 41 0 19 7 41 0 19 0 78 6 100 7 50 0 30 7 50 0 30 0 76 7 110 7 59 0 31 7 59 0 31 0 42 8 80 5 47 0 15 5 47 0 15 0 18 9 60 0 35 0 15 0 35 0 15 0 36 16 110 6 71 0 20 6 71 0 20 0 66 23 60 0 35 0 15 0 35 0 15 0 36 25 120 0 95 0 15 0 95 0 15 0 0 Last In Service Date: unknown Permitted Phases 12345678 Default 12-456-8 External Permit 0-2-4-6-8 External Permit 1-2-4-6-8 External Permit 2-2-4-6-8 Local TOD Schedule Time Plan DOW 0000 23 Su M T W Th F S 0600 9 Su M T W Th F S 0630 8 M T W Th F 0700 8 Su S 0700 6 M T W Th F 0900 5 M T W Th F 1000 5 Su S 1530 7 M T W Th F 1800 8 Su S 1800 5 M T W Th F 1830 8 M T W Th F 2200 9 Su M T W Th F S Current Time of Day Function Local Time of Day Function * Settings Time Function 0000 TOD OUTPUTS 0630 TOD OUTPUTS 2200 TOD OUTPUTS Settinas * Day of Week ---5---- SuM T W ThF S M TWThF SuM TWThF S Time 0000 0630 0700 2200 Function TOD OUTPUTS TOD OUTPUTS TOD OUTPUTS TOD OUTPUTS Settinas * Day of Week ---5---- SuM T W ThF S M TWThF Su S SuM TWThF S No Calendar Defined/Enabled Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8 - TBA Page 2 of 2 DETAIL OF SIGNAL HEADS 2 8 3-SECrION,I_YAY le LIGHTWEIGHT. INSTALL O EXISTING MOUNTING 4 REMO N0. • 3-SECTION, I -WAY 3-SECTION,2-WAY I2" LIGHTWEIGHT 12" LIGHTWEIGHT, W/DISC. INSTALL TO HANGERS_2 REOD - EXISTING MOUNTING I No. REQ'G-SOdL';2 NO CO_ SIGNALS El WITH BACKPLATES 2 REQUIRED TEM NUMBER 659. 01 SIGNALS 02 e08 WITH TUNNEL VISORS REQUIRED ITEM NUMBER <59-15 1978 PEAK HOUR VOLUMES PM. SAME TRENCH NOTES: 1. REMOVE ANY PAVEMENT MARKINGS WHICH MAY CONFLICT WITH NEW PROPOSED MARKINGS ®B/OR 10-T6-1 2. INTERSECTION ALIGNMENT IN ACCORDANCE WITH ALLAPATTAH BEAUTIFICATION PROJECT NO.691005 D.CP W. 3. ALL PAVEMENT MARKINGS ARE WIOTE UNLESS OTHERWISE NOTED ON PLANS. 4 SHIELD LOOP WIRE N0. 14 AWG. TO BE INSTALLED TO CONTROLLER 4S PART OF ITEM N0 660-13 5. RELOCATE EXISTING SIGN TO LOCATION SHOWN. 6. EXTRA SIGNAL CABLE REQUIRED TO BE INCLUDED AS PART OF THE SIGNAL HEAD INSTALLATION ITEM. 7 FOR BRIDGE WARNING SIGNS 9 FLASHING BEACONS (A) SEE NOTE ON NWI7 AVE. B BRIDGE SIGNAL PLAN. (2 ADDITIONAL) B. REPLACE EXIST. PULL BOX WITH NEW POLL BOX, OLD PULL BOX HAS A BROKEN LEAD. 9. CONTROLLER NUMBER TO INCLUDE ADDITIONAL SIGNAL CABLE REQUIRED. FLASH Ne BEA ON 8 SIGN 2 REO'0 36 36" E NOTE 7 i 21 5 1 76T SIGN INVENTORY LEG ENTER EXIT NORTH SOUTH RI-2, R3DI-I2'(2) - R3-292EA. R7-10) EAST R5-1(EXIST.) R5-1 RI-2 R2-I WEST D3-1' * PROPOSED SIGN O RELOCATE SIGN ((4 R3-2O 1 RE'D 41120 F85S211 —il 621'P RS-I IREO'D `630_112 SEE NOTE 8. Ca3L1D S.B.TT. (635 I 3 REDO 2 REO'D BIDIRECTIONAL YELLOW 5 REQ'D R/W LINE s OVERHEAD RAMP (EXIST) GUARDRAIL RELOCATE MST. GN NI-2 SAME TRENCH GRASS' EXISTING BRIDGE PREEMPTION INTERCONNECT CONDUIT 8 CABLE 630-122 &BST. BRIDGE SEE SIGNAL MOUNTING DETAIL DRAWING, MATCH LINE B-B FOR 9 ROUTING OF CONDUIT TO THE BRIDGE TENDERS HOUSE. XISTING PULL BOX / EXISTING BRIDGE PREEMPTION INTERCONNECT CONDUIT 6 CABLE "PVC EONOUIT FOR FLASHER UNDERGROUND r SEE NOTE T. I NDRTB BRIDGE FLASHING BEACON e WARNING SIGN. METER TYPE PULL BOX _—tom- _ � - SEE NOTE EXIST. 2" CONDUIT SIGNAL CABLE NW 17AVE MASONIC TEMPLE S9.TT. BRIDGE ONDuD //,/ /r/ / a/ III � /7 P/ 4 I Ili � ,� /// � 1 '1 �/ //y it %) %// ///OVER- j/// lit 18 p/ / > HEAD / /// /p /// !////(EXIST) /////®// ,�� 1 cwT-N-24 '' 4 /// / /// /// / / ,/ j / %/ /0 / S EET 6e ocrAlLs. SHEET NO. 630-112 ) SER'. - 30-15o LOOP LEADS R/W LINE fl3-2 QA BUILDING MONODIREC- L-(T06-DTANAL CLEAR TII-6-4> 711-5) 4 SEE ALSO: DETAILS OF SIGNAL HEAD MOUNTINGS SHEET NO.89 MAST ARM ANCHORAGE SEE DETAIL"C" EXISTING JUNCTION BOX UNDERNEATH SIDEWALK SCALE: 1,20' X7000-3555 /-SB.T.T. SERVICE PT. 632-4- PICK UP INTERCONNECT 8 SIGNAL CABLE 630-112 :TT. BRIDGE 639-1 BANK re a L. SERVICE POINT b SYSFEM tl GRA55 )y SENSORS 3REQb I 00' 390 ', #.4 ____� / R/W LINE giIII/i III f I 2 1 - / ' 136. l- a [-lea' kill / R/W LINNE7 200' 630-IS III, Cr 11 z BIDIRECTIONAL YELLOW 3 RECO YELLOW NW 17 AVE 8 NW N RIVER DRIVE INTERSECTION IDENTIFICATION N0. 32295 CATEGORY II Print Date: 2/6/2013 TOD Schedule Report for 5189: South River Dr&NW 17 Av Print Time: 12:53 PM TOD Asset Intersection Schedule Oa Mode 5189 South River Dr&NW 17 Av DOW-4 Plan # Splits PH1 PH2 PH3 PH4 PH5 PH6 PH7 PH8 NBL SBT WBT - NBT - EBT 0 0 0 0 0 0 0 0 by T Active Phase Bank: Phase Bank 1 N/A TOD Active Active Cycle Offset Setting PhaseBank Maximum 0 0 N/A 0 Max 0 Phase Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 NBL 0- 0- 0 0- 0- 0 5- 5- 5 2- 2 - 2 5- 5- 5 10 - 10 - 10 3 0 2 SBT 0 - 0- 0 0 - 0 - 0 14 - 14 - 14 1 -1 - 1 35 - 35 - 35 0 - 45 - 45 4 1 3- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 4 WBT 0 - 0 - 0 0 - 0 - 0 7 - 7 - 7 2.5 -2.5 - 2.5 12 - 12 - 12 35 - 25 - 25 4 0.9 5- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 6 NBT 0 - 0- 0 0 - 0 - 0 14 - 14 - 14 1 -1 - 1 35 - 35 - 35 0 - 45 - 45 4 1 7- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 8 EBT 0 - 0 - 0 0 - 0 - 0 7 - 7 - 7 2.5 -2.5 - 2.5 12 - 12 - 12 35 - 25 - 25 4 0.9 Current 1 Plan Cvcle NBL 2 3 SBT - Green Time 6 7 NBT - EBT 8 Ring Offset Offset 4 5 WBT - TOD Schedule 1 60 0 32 0 15 0 35 0 15 0 35 2 80 5 50 0 12 0 58 0 12 0 50 5 80 6 44 0 17 0 53 0 17 0 42 6 100 7 55 0 25 0 65 0 25 0 86 7 110 10 62 0 25 0 75 0 25 0 18 25 120 8 84 0 15 0 95 0 15 0 0 Last In Service Date: unknown Permitted Phases 12345678 Default 12-4-6-8 External Permit 0-2-4-6-8 External Permit 1-2-4-6-8 External Permit 2-2-4-6-8 Local TOD Schedule Time Plan DOW 0000 1 Su M T W Th F S 0620 2 M T W Th F 0700 2 Su S 0700 6 M T W Th F 0900 5 M T W Th F 1000 5 Su S 1530 7 M T W Th F 1800 2 Su S 1800 5 M T W Th F 1830 2 M T W Th F 2200 1 Su M T W Th F S Current Time of Day Function Local Time of Day Function * Settings Time Function Settinas * Day of Week 0000 TOD OUTPUTS SuM T W ThF S 0620 TOD OUTPUTS M T W ThF 0700 VEH MAX RECALL 8---4--- M T W ThF 0900 VEH MAX RECALL M T W ThF 2200 TOD OUTPUTS SuM T W ThF S Time Function Settinas * Day of Week 0000 TOD OUTPUTS SuM T W ThF S 0620 TOD OUTPUTS M T W ThF 0700 TOD OUTPUTS Su S 0700 VEH MAX RECALL 8---4--- M T W ThF 0900 VEH MAX RECALL M T W ThF 2200 TOD OUTPUTS SuM T W ThF S No Calendar Defined/Enabled Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8 - TBA Page 2 of 2 DETAIL OF SIGNAL HEADS ITEM N0. 650-1-131 B REQUIRED STREET NAME SIGNS NW 17 AV 2 REOD. NOTES: NW SOUTH RIVER DR ITEM NO. 700-84-1 D3-15 2 RE0'D. (60"x18"1 NO TURN ON RED WHEN PEDESTRIANS IN CROSSWALK R10-14 700-B4-I 2 REQUIRED I. REMOVE ALL PAVEMENT MARKINGS AND SIGNS CONFLICTING WITH PROPOSED DESIGN. 2. DEMAND WATTAGE FOR TH15 INTERSECTION IS 1105 WATTS. 3. CONSTRUCT 3 PEDESTRIAN RAMPS, INCLUDING 15 S.Y OF 4" CONC. SIDEWALK. INCLUOES REMOVAL OF EXISTING SIDEWALK, AND CONSTRUCTION OF 30L. F. • OF NEW CONC. CURB 8 GUTTER TO MATCH EXISTING, ITEM NO. 522-1. R3-2 24"x24" 700-84-1 1 REQUIRED R3-1 24"x 24" 700-84-1 I -REQUIRED o (3 REQUIRED) 706-1-12 BI - DIRECTIONAL AMBER/AMBER '711-6-121 (NOTES) 522 I 647-11-38 635-1-11 (201-F1620-1-1 R/W LINE C.B.S. WALL LJ_' µ5 R ''''''E 711-6-241 \� 647-13-58 �` �., 635-1-11 Q (20LF)6201-I 522-1 (NOTE 3) 711- 4 (YELLOW) 711-6-41 DADE COUNTY PUBLIC WORT HIGHWAY DIVISIO/ Pvo�Ecr HD 650527 SHE 20 660-2-101 630-1-13 L632-7- 1 711 6-241 /-711-6-241 647-II-38 711-6-41 635-1-II 620-I-I (20 L.F) \\ 711-6-121 /% // \-711-6-241/%/ // / \16 , ///// \�-,WI /b//// 660-2-101 \®� 711-6-41 6®�"I! II/A // 630-I-12 Al// 639-2-1 J *6-7 E`''Y 630-1-12 - - EP.SL. SERVICE POINT S. B.T.T. R/W LINE 77 REQUIRED) 706-1-12 MONO -DIRECTIONAL CLEAR (TYPICAL) N.W. 17 AVENUE _-5// ZRLINE 635-1-11 (LOOPS)) 630 1 12 630 1 12 CITY OF MIAMI PROPERTY _ _ _ .,_C.B.S_WALL SERVICE POINT 635-I-II 639-1-13 639-3-0 620-I- I (20L.F.1 SIGNALIZATION 670-113-000 660-1- 105 (2-RE00.) 685-120 685-124 685-125 635-1-II 620-1-1 (50 L.F. ) D.' RAMKISSON 446-3544 N.W. 17 AVENUE & N.W. SOUTH RIVER DRIVE AM Peak Hour Timings Existing Conditions 1: NW N River Dr & NW 12th St & NW 14th Ave AM Peak Hour Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Configurations 4 r* 11 19 I, r* Volume (vph) 43 172 537 24 103 122 65 44 187 8 Turn Type Perm NA Free Perm NA pm+pt NA Perm NA Perm Protected Phases 8 4 1 6 2 Permitted Phases 8 Free 4 6 2 2 Detector Phase 8 8 4 4 1 6 2 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 5.0 16.0 16.0 16.0 16.0 Minimum Split (s) 11.3 11.3 11.3 11.3 8.0 20.3 20.3 20.3 20.3 Total Split (s) 44.5 44.5 44.5 44.5 32.0 75.5 43.5 43.5 43.5 Total Split (%) 37.1% 37.1% 37.1 % 37.1 % 26.7% 62.9% 36.3% 36.3% 36.3% Yellow Time (s) 4.0 4.0 4.0 4.0 3.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.3 0.3 0.3 0.3 0.0 0.3 0.3 0.3 0.3 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.3 4.3 3.0 4.3 4.3 4.3 4.3 Lead/Lag Lead Lag Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None None None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 45.9 Natural Cycle: 45 Control Type: Actuated -Uncoordinated Splits and Phases: 1: NW N River Dr & NW 12th St & NW 14th Ave 41 02 A- Q4 32s 43,5 s 44,5 s it 06 98 75,5s 14,5 s K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Existing AM1.syn HCM Signalized Intersection Capacity Analysis 1: NW N River Dr & NW 12th St & NW 14th Ave Existing Conditions AM Peak Hour f 1- Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r* 4, 19 11 1 r* Volume (vph) 43 172 537 24 103 97 122 65 9 44 187 8 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.3 4.0 4.3 3.0 4.3 4.3 4.3 4.3 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 0.94 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.99 1.00 0.99 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1844 1583 1745 1770 1828 1770 1863 1583 Fit Permitted 0.90 1.00 0.94 0.52 1.00 0.70 1.00 1.00 Satd. Flow (perm) 1682 1583 1655 976 1828 1304 1863 1583 Peak -hour factor, PHF 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Adj. Flow (vph) 51 205 639 29 123 115 145 77 11 52 223 10 RTOR Reduction (vph) 0 0 0 0 25 0 0 5 0 0 0 6 Lane Group Flow (vph) 0 256 639 0 242 0 145 83 0 52 223 4 Turn Type Perm NA Free Perm NA pm+pt NA Perm NA Perm Protected Phases 8 4 1 6 2 Permitted Phases 8 Free 4 6 2 2 Actuated Green, G (s) 12.6 46.4 12.6 25.2 25.2 16.5 16.5 16.5 Effective Green, g (s) 12.6 46.4 12.6 25.2 25.2 16.5 16.5 16.5 Actuated g/C Ratio 0.27 1.00 0.27 0.54 0.54 0.36 0.36 0.36 Clearance Time (s) 4.3 4.3 3.0 4.3 4.3 4.3 4.3 Vehicle Extension (s) 2.5 2.5 2.0 1.0 1.0 1.0 1.0 Lane Grp Cap (vph) 456 1583 449 627 992 463 662 562 v/s Ratio Prot 0.03 0.05 0.12 v/s Ratio Perm c0.15 c0.40 0.15 0.10 0.04 0.00 v/c Ratio 0.56 0.40 0.54 0.23 0.08 0.11 0.34 0.01 Uniform Delay, d1 14.5 0.0 14.4 5.4 5.1 10.0 10.9 9.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.3 0.8 1.0 0.1 0.0 0.0 0.1 0.0 Delay (s) 15.8 0.8 15.4 5.5 5.1 10.1 11.1 9.7 Level of Service B A B A A B B A Approach Delay (s) 5.1 15.4 5.3 10.8 Approach LOS A B A B Intersection Summary HCM 2000 Control Delay 7.7 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.55 Actuated Cycle Length (s) 46.4 Sum of lost time (s) 11.6 Intersection Capacity Utilization 65.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Existing AM1.syn Timings Existing Conditions 2: NW 15th Ave/NW 13th Terr & NW N River Dr AM Peak Hour 1- Lane Group EBL EBT WBL WBT NET SWT SWR Lane Configurations 44+ 411, 4, 4, r* Volume (vph) 605 728 2 226 1 1 432 Turn Type pm+pt NA Perm NA NA NA pm+ov Protected Phases 1 6 2 3 4 1 Permitted Phases 6 2 4 Detector Phase 1 6 2 2 3 4 1 Switch Phase Minimum Initial (s) 5.0 16.0 16.0 16.0 7.0 7.0 5.0 Minimum Split (s) 8.0 21.8 21.8 21.8 12.2 12.2 8.0 Total Split (s) 13.0 60.8 47.8 47.8 19.1 40.1 13.0 Total Split (%) 10.8% 50.7% 39.8% 39.8% 15.9% 33.4% 10.8% Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0 3.0 All -Red Time (s) 0.0 1.8 1.8 1.8 1.2 1.2 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 5.8 5.8 5.2 5.2 3.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 52.2 Natural Cycle: 70 Control Type: Actuated -Uncoordinated Splits and Phases: 2: NW 15th Ave/NW 13th Terr & NW N River Dr 41 !" 3 404 42 13s 47.8s s, Is Pods 06 60.8 s K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Existing AM1.syn HCM Signalized Intersection Capacity Analysis Existing Conditions 2: NW 15th Ave/NW 13th Terr & NW N River Dr AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations 44+ 4 r* Volume (vph) 605 728 5 2 226 13 2 1 3 46 1 432 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 5.8 5.8 5.2 5.2 3.0 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 Frt 1.00 1.00 0.99 0.93 0.88 0.85 Flt Protected 0.95 1.00 1.00 0.98 0.99 1.00 Satd. Flow (prot) 1770 3535 3509 1709 1541 1504 Fit Permitted 0.49 1.00 0.95 0.98 0.99 1.00 Satd. Flow (perm) 916 3535 3328 1709 1541 1504 Peak -hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Adj. Flow (vph) 695 837 6 2 260 15 2 1 3 53 1 497 RTOR Reduction (vph) 0 0 0 0 4 0 0 3 0 0 146 178 Lane Group Flow (vph) 695 843 0 0 273 0 0 3 0 0 132 95 Turn Type pm+pt NA Perm NA Split NA Split NA pm+ov Protected Phases 1 6 2 3 3 4 4 1 Permitted Phases 6 2 4 Actuated Green, G (s) 29.6 29.6 16.4 1.1 9.5 19.7 Effective Green, g (s) 29.6 29.6 16.4 1.1 9.5 19.7 Actuated g/C Ratio 0.52 0.52 0.29 0.02 0.17 0.35 Clearance Time (s) 3.0 5.8 5.8 5.2 5.2 3.0 Vehicle Extension (s) 2.0 1.0 1.0 2.5 2.5 2.0 Lane Grp Cap (vph) 635 1855 967 33 259 525 v/s Ratio Prot c0.20 0.24 c0.00 c0.09 0.03 v/s Ratio Perm c0.38 0.08 0.03 v/c Ratio 1.09 0.45 0.28 0.09 0.51 0.18 Uniform Delay, d1 11.8 8.4 15.5 27.2 21.3 12.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 64.2 0.1 0.1 0.9 1.3 0.1 Delay (s) 76.0 8.4 15.5 28.0 22.6 12.8 Level of Service E A B C C B Approach Delay (s) 39.0 15.5 28.0 17.8 Approach LOS D B C B Intersection Summary HCM 2000 Control Delay 31.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 1.00 Actuated Cycle Length (s) 56.4 Sum of lost time (s) 19.2 Intersection Capacity Utilization 74.5% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Existing AM1.syn Timings Existing Conditions 3: NW 17th Ave & NW N River Dr AM Peak Hour Lane Group WBR NBL NBT NBR SBL SBT SEL2 SEL SER Lane Configurations g 'Pi +1 r* 1 ta. ri r* Volume (vph) 73 144 614 915 47 523 20 377 256 Turn Type custom pm+pt NA Perm pm+pt NA Perm NA Perm Protected Phases 4 1 6 5 2 8 Permitted Phases 6 6 2 8 8 Detector Phase 4 1 6 6 5 2 8 8 8 Switch Phase Minimum Initial (s) 7.0 4.0 16.0 16.0 4.0 16.0 7.0 7.0 7.0 Minimum Split (s) 11.9 8.0 21.3 21.3 8.0 21.3 11.9 11.9 11.9 Total Split (s) 34.8 10.0 55.2 55.2 10.0 55.2 34.8 34.8 34.8 Total Split (%) 34.8% 10.0% 55.2% 55.2% 10.0% 55.2% 34.8% 34.8% 34.8% Yellow Time (s) 4.0 3.0 4.0 4.0 3.5 4.0 4.0 4.0 4.0 All -Red Time (s) 0.9 0.0 1.3 1.3 0.5 1.3 0.9 0.9 0.9 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.9 3.0 5.3 5.3 4.0 5.3 4.9 4.9 Lead/Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None C-Min C-Min None C-Min None None None Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 76 (76%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 80 Control Type: Actuated -Coordinated Splits and Phases: 3: NW 17th Ave & NW N River Dr 1 I0i 1 024R - o4 10s 55,2s 34.8s ' 05 I 11'05 4R) 03 10s 155,2s 34,8s 1 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Existing AM1.syn HCM Signalized Intersection Capacity Analysis 3: NW 17th Ave & NW N River Dr Existing Conditions AM Peak Hour VAJ Movement WBL WBR WBR2 NBL NBT NBR SBL SBT SBR SEL2 SEL SER Lane Configurations g 19 ++ r* 19 l r* Volume (vph) 0 73 21 144 614 915 47 523 11 20 377 256 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.9 3.0 5.3 5.3 4.0 5.3 4.9 4.9 Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 1.00 0.97 1.00 Frt 0.86 1.00 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1611 1770 3539 1583 1770 1857 3433 1583 Fit Permitted 1.00 0.37 1.00 1.00 0.40 1.00 0.94 1.00 Satd. Flow (perm) 1611 687 3539 1583 747 1857 3382 1583 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 0 76 22 150 640 953 49 545 11 21 393 267 RTOR Reduction (vph) 0 58 0 0 0 107 0 0 0 0 0 224 Lane Group Flow (vph) 0 40 0 150 640 846 49 556 0 0 414 43 Turn Type custom pm+pt NA Perm pm+pt NA Perm NA Perm Protected Phases 4 1 6 5 2 8 Permitted Phases 6 6 2 8 8 Actuated Green, G (s) 16.2 72.1 65.2 65.2 68.1 63.7 16.2 16.2 Effective Green, g (s) 16.2 72.1 65.2 65.2 68.1 63.7 16.2 16.2 Actuated g/C Ratio 0.16 0.72 0.65 0.65 0.68 0.64 0.16 0.16 Clearance Time (s) 4.9 3.0 5.3 5.3 4.0 5.3 4.9 4.9 Vehicle Extension (s) 2.5 2.0 1.0 1.0 2.0 1.0 1.5 1.5 Lane Grp Cap (vph) 260 570 2307 1032 553 1182 547 256 v/s Ratio Prot 0.02 c0.02 0.18 0.00 0.30 v/s Ratio Perm 0.17 c0.53 0.06 c0.12 0.03 v/c Ratio 0.15 0.26 0.28 0.82 0.09 0.47 0.76 0.17 Uniform Delay, d1 36.0 5.2 7.4 13.0 5.2 9.4 40.0 36.1 Progression Factor 1.00 0.61 0.58 0.51 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.1 0.2 5.9 0.0 1.3 5.3 0.1 Delay (s) 36.2 3.2 4.6 12.4 5.3 10.7 45.3 36.2 Level of Service D A A B A B D D Approach Delay (s) 36.2 8.8 10.3 41.7 Approach LOS D A B D Intersection Summary HCM 2000 Control Delay 17.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.79 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 14.2 Intersection Capacity Utilization 67.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Existing AM1.syn HCM Unsignalized Intersection Capacity Analysis Existing Conditions 4: NW 17th Ave & NW 14th St AM Peak Hour Movement WBL WBR NBT NBR SBL SBT Lane Configurations r* 144 4 Volume (veh/h) 0 38 582 77 15 566 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 0 42 647 86 17 629 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 144 pX, platoon unblocked 0.92 0.92 0.92 vC, conflicting volume 1352 366 732 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1217 151 547 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 95 98 cM capacity (veh/h) 157 803 942 Direction, Lane # WB 1 NB 1 NB 2 SB 1 Volume Total 42 431 301 646 Volume Left 0 0 0 17 Volume Right 42 0 86 0 cSH 803 1700 1700 942 Volume to Capacity 0.05 0.25 0.18 0.02 Queue Length 95th (ft) 4 0 0 1 Control Delay (s) 9.7 0.0 0.0 0.5 Lane LOS A A Approach Delay (s) 9.7 0.0 0.5 Approach LOS A Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 45.2% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Existing AM1.syn Timings Existing Conditions 5: NW 14th Ave & NW 14th St AM Peak Hour 1- t Lane Group WBL WBT WBR NBL2 NBL NBT SBL SBT SBR2 NEL NER Lane Configurations 4 r* 1 ta. vi + r* ire g Volume (vph) 240 39 215 15 9 57 225 204 9 140 478 Turn Type Perm NA Perm Perm Perm NA pm+pt NA Perm NA Perm Protected Phases 4 6 5 2 3 Permitted Phases 4 4 6 6 2 2 3 Detector Phase 4 4 4 6 6 6 5 2 2 3 3 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 14.0 14.0 14.0 5.0 15.0 15.0 7.0 7.0 Minimum Split (s) 26.6 26.6 26.6 19.3 19.3 19.3 8.0 20.3 20.3 11.6 11.6 Total Split (s) 27.7 27.7 27.7 19.4 19.4 19.4 13.1 32.5 32.5 59.8 59.8 Total Split (%) 23.1% 23.1% 23.1% 16.2% 16.2% 16.2% 10.9% 27.1% 27.1% 49.8% 49.8% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 3.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.6 0.6 0.6 1.3 1.3 1.3 0.0 1.3 1.3 0.6 0.6 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 4.6 4.6 5.3 5.3 3.0 5.3 5.3 4.6 4.6 Lead/Lag Lag Lag Lag Lag Lag Lag Lead Lead Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None C-Min C-Min C-Min None C-Min C-Min None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 23 (19%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 80 Control Type: Actuated -Coordinated Splits and Phases: 5: NW 14th Ave & NW 14th St lir 02 ::R.)43 1- 04 32,5s 159.8s 127.7s 05 ! too R) 13,1s 19,4s 1 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Existing AM1.syn HCM Signalized Intersection Capacity Analysis 5: NW 14th Ave & NW 14th St Existing Conditions AM Peak Hour 1- I Movement WBL2 WBL WBT WBR NBL2 NBL NBT NBR SBL SBT SBR SBR2 Lane Configurations 4 r* 11 "ri 19 + r* Volume (vph) 36 240 39 215 15 9 57 31 225 204 174 9 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 5.3 5.3 3.0 5.3 5.3 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.95 1.00 0.93 0.85 Flt Protected 0.95 0.96 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1681 1705 1583 1770 1765 1770 1734 1583 Fit Permitted 0.95 0.96 1.00 0.52 1.00 0.64 1.00 1.00 Satd. Flow (perm) 1681 1705 1583 967 1765 1195 1734 1583 Peak -hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 40 264 43 236 16 10 63 34 247 224 191 10 RTOR Reduction (vph) 0 0 0 200 0 0 12 0 0 0 0 5 Lane Group Flow (vph) 0 172 175 36 0 26 85 0 247 415 0 5 Turn Type Perm Perm NA Perm Perm Perm NA pm+pt NA Perm Protected Phases 4 6 5 2 Permitted Phases 4 4 4 6 6 2 2 Actuated Green, G (s) 18.1 18.1 18.1 36.7 36.7 54.8 54.8 54.8 Effective Green, g (s) 18.1 18.1 18.1 36.7 36.7 54.8 54.8 54.8 Actuated g/C Ratio 0.15 0.15 0.15 0.31 0.31 0.46 0.46 0.46 Clearance Time (s) 4.6 4.6 4.6 5.3 5.3 3.0 5.3 5.3 Vehicle Extension (s) 2.5 2.5 2.5 1.0 1.0 2.0 1.0 1.0 Lane Grp Cap (vph) 253 257 238 295 539 618 791 722 v/s Ratio Prot 0.05 0.05 c0.24 v/s Ratio Perm 0.10 0.10 0.02 0.03 0.13 0.00 v/c Ratio 0.68 0.68 0.15 0.09 0.16 0.40 0.52 0.01 Uniform Delay, d1 48.2 48.2 44.3 29.7 30.4 20.6 23.3 17.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.4 6.6 0.2 0.6 0.6 0.2 2.5 0.0 Delay (s) 54.7 54.8 44.5 30.3 31.0 20.8 25.8 17.8 Level of Service D D D C C C C B Approach Delay (s) 50.6 30.8 23.8 Approach LOS D C C Intersection Summary HCM 2000 Control Delay 39.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 17.5 Intersection Capacity Utilization 63.1% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Existing AM1.syn HCM Signalized Intersection Capacity Analysis Existing Conditions 5: NW 14th Ave & NW 14th St AM Peak Hour Movement NEL NER NER2 Laneronfigurations g Volume (vph) 140 478 31 Ideal Flow (vphpl) 1900 1900 1900 Total Lost time (s) 4.6 4.6 Lane Util. Factor 1.00 0.95 Frt 0.91 0.85 Flt Protected 0.98 1.00 Satd. Flow (prot) 1666 1504 Fit Permitted 0.98 1.00 Satd. Flow (perm) 1666 1504 Peak -hour factor, PHF 0.91 0.91 0.91 Adj. Flow (vph) 154 525 34 RTOR Reduction (vph) 0 66 0 Lane Group Flow (vph) 364 283 0 Turn Type NA Perm Protected Phases 3 Permitted Phases 3 Actuated Green, G (s) 32.6 32.6 Effective Green, g (s) 32.6 32.6 Actuated g/C Ratio 0.27 0.27 Clearance Time (s) 4.6 4.6 Vehicle Extension (s) 2.5 2.5 Lane Grp Cap (vph) 452 408 v/s Ratio Prot c0.22 v/s Ratio Perm 0.19 v/c Ratio 0.81 0.69 Uniform Delay, d1 40.7 39.2 Progression Factor 1.00 1.00 Incremental Delay, d2 9.8 4.7 Delay (s) 50.5 43.9 Level of Service D D Approach Delay (s) 47.3 Approach LOS D Intersection Summary K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Existing AM1.syn Timings Existing Conditions 6: NW 12th Ave & NW 12th St AM Peak Hour ak- 1 t Lane Group WBL WBT WBR NBL NBT SBT Lane Configurations 11 4 i* ++ Volume (vph) 324 234 577 92 654 994 Turn Type Perm NA Perm pm+pt NA NA Protected Phases 4 1 6 2 Permitted Phases 4 4 6 Detector Phase 4 4 4 1 6 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 5.0 16.0 16.0 Minimum Split (s) 32.0 32.0 32.0 8.0 21.0 21.0 Total Split (s) 45.0 45.0 45.0 8.0 95.0 87.0 Total Split (%) 32.1% 32.1% 32.1% 5.7% 67.9% 62.1% Yellow Time (s) 4.0 4.0 4.0 3.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 0.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 3.0 5.0 5.0 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Recall Mode None None None None C-Min C-Min Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 87 (62%), Referenced to phase 2:SBT and 6:NBTL, Start of Green Natural Cycle: 65 Control Type: Actuated -Coordinated Splits and Phases: 6: NW 12th Ave & NW 12th St o1 02 CR) A- 44 8s 87s I45s t o R) 95 s 1 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Existing AM1.syn HCM Signalized Intersection Capacity Analysis Existing Conditions 6: NW 12th Ave & NW 12th St AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 19 4 i* 19 14 att Volume (vph) 0 0 0 324 234 577 92 654 0 0 994 97 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 3.0 5.0 5.0 Lane Util. Factor 0.95 0.95 1.00 1.00 0.95 0.91 Frt 1.00 1.00 0.85 1.00 1.00 0.99 Flt Protected 0.95 0.99 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1681 1754 1583 1770 3539 5017 Fit Permitted 0.95 0.99 1.00 0.19 1.00 1.00 Satd. Flow (perm) 1681 1754 1583 361 3539 5017 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 0 0 0 331 239 589 94 667 0 0 1014 99 RTOR Reduction (vph) 0 0 0 0 0 197 0 0 0 0 9 0 Lane Group Flow (vph) 0 0 0 278 292 392 94 667 0 0 1104 0 Turn Type Perm NA Perm pm+pt NA NA Protected Phases 4 1 6 2 Permitted Phases 4 4 6 Actuated Green, G (s) 42.3 42.3 42.3 87.7 87.7 77.1 Effective Green, g (s) 42.3 42.3 42.3 87.7 87.7 77.1 Actuated g/C Ratio 0.30 0.30 0.30 0.63 0.63 0.55 Clearance Time (s) 5.0 5.0 5.0 3.0 5.0 5.0 Vehicle Extension (s) 2.5 2.5 2.5 2.0 1.0 1.0 Lane Grp Cap (vph) 507 529 478 302 2216 2762 v/s Ratio Prot 0.02 c0.19 c0.22 v/s Ratio Perm 0.17 0.17 c0.25 0.18 v/c Ratio 0.55 0.55 0.82 0.31 0.30 0.40 Uniform Delay, d1 40.9 40.9 45.3 11.5 12.0 18.1 Progression Factor 1.00 1.00 1.00 0.66 0.63 1.00 Incremental Delay, d2 1.0 1.0 10.3 0.2 0.3 0.4 Delay (s) 41.8 41.9 55.6 7.7 7.8 18.6 Level of Service D D E A A B Approach Delay (s) 0.0 48.8 7.8 18.6 Approach LOS A D A B Intersection Summary HCM 2000 Control Delay 27.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.53 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 81.4% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Existing AM1.syn Timings Existing Conditions 7: NW 17th Ave & NW S River Dr AM Peak Hour f 1- t Lane Group EBL EBT WBL WBT WBR NBL NBT SBT SBR Lane Configurations 'Pi + r* 19 ++ ++ r* Volume (vph) 218 0 6 1 666 34 790 1207 45 Turn Type Perm NA Perm NA Perm pm+pt NA NA Perm Protected Phases 8 4 1 6 2 Permitted Phases 8 4 4 6 2 Detector Phase 8 8 4 4 4 1 6 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 4.0 14.0 14.0 14.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 8.0 19.0 19.0 19.0 Total Split (s) 30.0 30.0 30.0 30.0 30.0 10.0 70.0 60.0 60.0 Total Split (%) 30.0% 30.0% 30.0% 30.0% 30.0% 10.0% 70.0% 60.0% 60.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 3.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 3.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Recall Mode None None None None None None C-Min C-Min C-Min Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 86 (86%), Referenced to phase 2:SBT and 6:NBTL, Start of Green Natural Cycle: 90 Control Type: Actuated -Coordinated Splits and Phases: 7: NW 17th Ave & NW S River Dr 01 1 02 P.) 1- 04 10s 60s I30s t it 06 R) V 08 70s 130s 1 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Existing AM1.syn HCM Signalized Intersection Capacity Analysis Existing Conditions 7: NW 17th Ave & NW S River Dr AM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 43, 1 + r* 19 44 r* +1 r* Volume (vph) 218 0 165 6 1 666 34 790 0 0 1207 45 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 3.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 Frt 0.94 1.00 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.97 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1706 1770 1863 1583 1770 3539 3539 1583 Fit Permitted 0.82 0.54 1.00 1.00 0.09 1.00 1.00 1.00 Satd. Flow (perm) 1445 1011 1863 1583 161 3539 3539 1583 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 227 0 172 6 1 694 35 823 0 0 1257 47 RTOR Reduction (vph) 0 34 0 0 0 129 0 0 0 0 0 26 Lane Group Flow (vph) 0 365 0 6 1 565 35 823 0 0 1257 21 Turn Type Perm NA Perm NA Perm pm+pt NA Perm NA Perm Protected Phases 8 4 1 6 2 Permitted Phases 8 4 4 6 6 2 Actuated Green, G (s) 38.0 38.0 38.0 38.0 52.0 52.0 45.6 45.6 Effective Green, g (s) 38.0 38.0 38.0 38.0 52.0 52.0 45.6 45.6 Actuated g/C Ratio 0.38 0.38 0.38 0.38 0.52 0.52 0.46 0.46 Clearance Time (s) 5.0 5.0 5.0 5.0 3.0 5.0 5.0 5.0 Vehicle Extension (s) 2.5 2.5 2.5 2.5 2.0 1.0 1.0 1.0 Lane Grp Cap (vph) 549 384 707 601 138 1840 1613 721 v/s Ratio Prot 0.00 0.01 c0.23 c0.36 v/s Ratio Perm 0.25 0.01 c0.36 0.12 0.01 v/c Ratio 0.66 0.02 0.00 0.94 0.25 0.45 0.78 0.03 Uniform Delay, d1 25.7 19.3 19.2 29.9 16.5 15.0 23.0 15.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.83 0.61 Incremental Delay, d2 2.7 0.0 0.0 23.0 0.4 0.8 3.7 0.1 Delay (s) 28.4 19.3 19.2 52.9 16.9 15.8 22.9 9.2 Level of Service C B B D B B C A Approach Delay (s) 28.4 52.5 15.8 22.4 Approach LOS C D B C Intersection Summary HCM 2000 Control Delay 27.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.84 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 97.8% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Existing AM1.syn Timings Existing Conditions 8: NW 12th Ave & NW 11 th St AM Peak Hour t Lane Group EBL EBT EBR WBL WBT NBT SBL SBT SBR Lane Configurations ' ++ r* iii 19 +ft r* Volume (vph) 292 243 108 111 161 1525 86 690 48 Turn Type pm+pt NA Perm pm+pt NA NA pm+pt NA Perm Protected Phases 3 8 7 4 6 5 2 Permitted Phases 8 8 4 2 2 Detector Phase 3 8 8 7 4 6 5 2 2 Switch Phase Minimum Initial (s) 4.0 7.0 7.0 4.0 7.0 7.0 4.0 7.0 7.0 Minimum Split (s) 7.0 32.1 32.1 7.0 32.1 26.8 7.0 26.8 26.8 Total Split (s) 23.0 39.1 39.1 23.0 39.1 60.9 17.0 77.9 77.9 Total Split (%) 16.4% 27.9% 27.9% 16.4% 27.9% 43.5% 12.1% 55.6% 55.6% Yellow Time (s) 3.0 4.0 4.0 3.0 4.0 4.0 3.0 4.0 4.0 All -Red Time (s) 0.0 1.1 1.1 0.0 1.1 0.8 0.0 0.8 0.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 5.1 5.1 3.0 5.1 4.8 3.0 4.8 4.8 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None C-Min None C-Min C-Min Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 68 (49%), Referenced to phase 2:SBTL and 6:NBT, Start of Green Natural Cycle: 90 Control Type: Actuated -Coordinated Splits and Phases: 8: NW 12th Ave & NW 11th St lir 42 (R, 3 04 77,9s 123s 39.1s I \IP05 1 1 06 4R) 07 08 17s 60,9 s I23s 39.1s 1 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Existing AM1.syn HCM Signalized Intersection Capacity Analysis Existing Conditions 8: NW 12th Ave & NW 11 th St AM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' ++ r* 19 ti, + 19 14+ r* Volume (vph) 292 243 108 111 161 165 0 1525 133 86 690 48 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 5.1 5.1 3.0 5.1 4.8 3.0 4.8 4.8 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.91 1.00 0.91 1.00 Frt 1.00 1.00 0.85 1.00 0.92 0.99 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 3539 1583 1770 3270 5024 1770 5085 1583 Fit Permitted 0.24 1.00 1.00 0.58 1.00 1.00 0.06 1.00 1.00 Satd. Flow (perm) 438 3539 1583 1081 3270 5024 111 5085 1583 Peak -hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Adj. Flow (vph) 336 279 124 128 185 190 0 1753 153 99 793 55 RTOR Reduction (vph) 0 0 71 0 157 0 0 5 0 0 0 19 Lane Group Flow (vph) 336 279 53 128 218 0 0 1901 0 99 793 36 Turn Type pm+pt NA Perm pm+pt NA NA pm+pt NA Perm Protected Phases 3 8 7 4 6 5 2 Permitted Phases 8 8 4 2 2 Actuated Green, G (s) 39.0 23.9 23.9 26.1 14.0 80.3 91.1 91.1 91.1 Effective Green, g (s) 39.0 23.9 23.9 26.1 14.0 80.3 91.1 91.1 91.1 Actuated g/C Ratio 0.28 0.17 0.17 0.19 0.10 0.57 0.65 0.65 0.65 Clearance Time (s) 3.0 5.1 5.1 3.0 5.1 4.8 3.0 4.8 4.8 Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 1.0 2.0 1.0 1.0 Lane Grp Cap (vph) 331 604 270 261 327 2881 164 3308 1030 v/s Ratio Prot c0.16 0.08 0.04 0.07 c0.38 c0.03 0.16 v/s Ratio Perm c0.12 0.03 0.05 0.36 0.02 v/c Ratio 1.02 0.46 0.20 0.49 0.67 0.66 0.60 0.24 0.03 Uniform Delay, d1 46.2 52.3 49.8 49.9 60.8 20.5 18.4 10.1 8.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 2.12 0.81 0.69 Incremental Delay, d2 53.4 0.4 0.3 0.5 4.6 1.2 4.0 0.2 0.1 Delay (s) 99.5 52.7 50.1 50.5 65.4 21.7 43.2 8.4 6.1 Level of Service F D D D E C D A A Approach Delay (s) 73.5 61.6 21.7 11.9 Approach LOS E E C B Intersection Summary HCM 2000 Control Delay 33.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.78 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 15.9 Intersection Capacity Utilization 78.0% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Existing AM1.syn PM Peak Hour Timings Existing Conditions 1: NW N River Dr & NW 12th St & NW 14th Ave PM Peak Hour Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Configurations 4 r* 11 19 I, r* Volume (vph) 6 36 217 6 251 293 91 10 144 53 Turn Type Perm NA Free Perm NA pm+pt NA Perm NA Perm Protected Phases 8 4 1 6 2 Permitted Phases 8 Free 4 6 2 2 Detector Phase 8 8 4 4 1 6 2 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 5.0 16.0 16.0 16.0 16.0 Minimum Split (s) 11.3 11.3 11.3 11.3 8.0 20.3 20.3 20.3 20.3 Total Split (s) 60.0 60.0 60.0 60.0 41.0 80.0 39.0 39.0 39.0 Total Split (%) 42.9% 42.9% 42.9% 42.9% 29.3% 57.1% 27.9% 27.9% 27.9% Yellow Time (s) 4.0 4.0 4.0 4.0 3.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.3 0.3 0.3 0.3 0.0 0.3 0.3 0.3 0.3 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.3 4.3 3.0 4.3 4.3 4.3 4.3 Lead/Lag Lead Lag Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None None None None Intersection Summary Cycle Length: 140 Actuated Cycle Length: 54.1 Natural Cycle: 50 Control Type: Actuated -Uncoordinated Splits and Phases: 1: NW N River Dr & NW 12th St & NW 14th Ave A- 41s 39s 60s 06 8 80 s 60 s. K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Existing PM1.syn HCM Signalized Intersection Capacity Analysis 1: NW N River Dr & NW 12th St & NW 14th Ave Existing Conditions PM Peak Hour f 1- Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r* 4, 19 11 + r* Volume (vph) 6 36 217 6 251 39 293 91 6 10 144 53 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.3 4.0 4.3 3.0 4.3 4.3 4.3 4.3 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 0.98 1.00 0.99 1.00 1.00 0.85 Flt Protected 0.99 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1850 1583 1828 1770 1846 1770 1863 1583 Fit Permitted 0.95 1.00 1.00 0.56 1.00 0.69 1.00 1.00 Satd. Flow (perm) 1769 1583 1823 1040 1846 1287 1863 1583 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 6 38 228 6 264 41 308 96 6 11 152 56 RTOR Reduction (vph) 0 0 0 0 4 0 0 1 0 0 0 39 Lane Group Flow (vph) 0 44 228 0 307 0 308 101 0 11 152 17 Turn Type Perm NA Free Perm NA pm+pt NA Perm NA Perm Protected Phases 8 4 1 6 2 Permitted Phases 8 Free 4 6 2 2 Actuated Green, G (s) 15.0 54.0 15.0 30.4 30.4 16.4 16.4 16.4 Effective Green, g (s) 15.0 54.0 15.0 30.4 30.4 16.4 16.4 16.4 Actuated g/C Ratio 0.28 1.00 0.28 0.56 0.56 0.30 0.30 0.30 Clearance Time (s) 4.3 4.3 3.0 4.3 4.3 4.3 4.3 Vehicle Extension (s) 2.5 2.5 2.0 1.0 1.0 1.0 1.0 Lane Grp Cap (vph) 491 1583 506 734 1039 390 565 480 v/s Ratio Prot c0.09 0.05 0.08 v/s Ratio Perm 0.02 0.14 c0.17 c0.15 0.01 0.01 v/c Ratio 0.09 0.14 0.61 0.42 0.10 0.03 0.27 0.04 Uniform Delay, d1 14.4 0.0 16.9 6.4 5.5 13.2 14.3 13.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.2 1.7 0.1 0.0 0.0 0.1 0.0 Delay (s) 14.5 0.2 18.7 6.5 5.5 13.2 14.3 13.2 Level of Service B A B A A B B B Approach Delay (s) 2.5 18.7 6.2 14.0 Approach LOS A B A B Intersection Summary HCM 2000 Control Delay 10.0 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.51 Actuated Cycle Length (s) 54.0 Sum of lost time (s) 11.6 Intersection Capacity Utilization 60.5% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Existing PM1.syn Timings Existing Conditions 2: NW 15th Ave/NW 13th Terr & NW N River Dr PM Peak Hour 1- Lane Group EBL EBT WBL WBT SWT SWR 03 Lane Configurations 44, 41, 4, i* Volume (vph) 185 253 1 618 0 848 Turn Type pm+pt NA Perm NA NA pm+ov Protected Phases 1 6 2 4 1 3 Permitted Phases 6 2 4 Detector Phase 1 6 2 2 4 1 Switch Phase Minimum Initial (s) 5.0 16.0 16.0 16.0 7.0 5.0 7.0 Minimum Split (s) 8.0 21.8 21.8 21.8 12.2 8.0 12.2 Total Split (s) 13.0 60.8 47.8 47.8 40.1 13.0 19.1 Total Split (%) 10.8% 50.7% 39.8% 39.8% 33.4% 10.8% 16% Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 3.0 4.0 All -Red Time (s) 0.0 1.8 1.8 1.8 1.2 0.0 1.2 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 5.8 5.8 5.2 3.0 Lead/Lag Lead Lag Lag Lag Lead Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 49.1 Natural Cycle: 60 Control Type: Actuated -Uncoordinated Splits and Phases: 2: NW 15th Ave/NW 13th Terr & NW N River Dr 41 4,03 404 1- 02 13s 47.8s 1411 1 j19is 06 60.8 s K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Existing PM1.syn HCM Signalized Intersection Capacity Analysis Existing Conditions 2: NW 15th Ave/NW 13th Terr & NW N River Dr PM Peak Hour _or rt ► 4/ Movement EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations 44+ 4 r* Volume (vph) 185 253 2 1 618 11 0 0 0 28 0 848 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 5.8 5.8 5.2 3.0 Lane Util. Factor 1.00 0.95 0.95 0.95 0.95 Frt 1.00 1.00 1.00 0.86 0.85 Flt Protected 0.95 1.00 1.00 1.00 1.00 Satd. Flow (prot) 1770 3535 3530 1516 1504 Fit Permitted 0.29 1.00 0.95 1.00 1.00 Satd. Flow (perm) 546 3535 3370 1516 1504 Peak -hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 203 278 2 1 679 12 0 0 0 31 0 932 RTOR Reduction (vph) 0 0 0 0 1 0 0 0 0 0 357 216 Lane Group Flow (vph) 203 280 0 0 691 0 0 0 0 0 131 259 Turn Type pm+pt NA Perm NA Perm Split NA pm+ov Protected Phases 1 6 2 3 4 4 1 Permitted Phases 6 2 3 4 Actuated Green, G (s) 27.9 27.9 17.7 9.9 17.1 Effective Green, g (s) 27.9 27.9 17.7 9.9 17.1 Actuated g/C Ratio 0.57 0.57 0.36 0.20 0.35 Clearance Time (s) 3.0 5.8 5.8 5.2 3.0 Vehicle Extension (s) 2.0 1.0 1.0 2.5 2.0 Lane Grp Cap (vph) 492 2021 1222 307 527 v/s Ratio Prot 0.06 0.08 0.09 c0.07 v/s Ratio Perm 0.17 c0.20 0.10 v/c Ratio 0.41 0.14 0.57 0.43 0.49 Uniform Delay, d1 5.4 4.9 12.5 17.0 12.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.0 0.4 0.7 0.3 Delay (s) 5.6 4.9 12.8 17.7 12.7 Level of Service A A B B B Approach Delay (s) 5.2 12.8 0.0 15.2 Approach LOS A B A B Intersection Summary HCM 2000 Control Delay 12.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 48.8 Sum of lost time (s) 19.2 Intersection Capacity Utilization 63.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Existing PM1.syn Timings Existing Conditions 3: NW 17th Ave & NW N River Dr PM Peak Hour Lane Group WBR NBL NBT NBR SBL SBT SEL2 SEL SER Lane Configurations g 'Pi +1 r* 1 ta. ri r* Volume (vph) 290 242 572 284 40 527 31 149 266 Turn Type custom pm+pt NA Perm pm+pt NA Perm NA Perm Protected Phases 4 1 6 5 2 8 Permitted Phases 6 6 2 8 8 Detector Phase 4 1 6 6 5 2 8 8 8 Switch Phase Minimum Initial (s) 7.0 4.0 16.0 16.0 4.0 16.0 7.0 7.0 7.0 Minimum Split (s) 11.9 8.0 21.3 21.3 8.0 21.3 11.9 11.9 11.9 Total Split (s) 36.0 10.0 64.0 64.0 10.0 64.0 36.0 36.0 36.0 Total Split (%) 32.7% 9.1% 58.2% 58.2% 9.1% 58.2% 32.7% 32.7% 32.7% Yellow Time (s) 4.0 3.0 4.0 4.0 3.5 4.0 4.0 4.0 4.0 All -Red Time (s) 0.9 0.0 1.3 1.3 0.5 1.3 0.9 0.9 0.9 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.9 3.0 5.3 5.3 4.0 5.3 4.9 4.9 Lead/Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None C-Min C-Min None C-Min None None None Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 42 (38%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 3: NW 17th Ave & NW N River Dr 1ir- 10s 64s} 's I '1/441111.05 1 I 6 �R) �8 10 s 164 s 1 3Ei s 1 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Existing PM1.syn HCM Signalized Intersection Capacity Analysis 3: NW 17th Ave & NW N River Dr Existing Conditions PM Peak Hour VAJ Movement WBL WBR WBR2 NBL NBT NBR SBL SBT SBR SEL2 SEL SER Lane Configurations g 19 ++ r* 19 l r* Volume (vph) 0 290 34 242 572 284 40 527 25 31 149 266 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.9 3.0 5.3 5.3 4.0 5.3 4.9 4.9 Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 1.00 0.97 1.00 Frt 0.86 1.00 1.00 0.85 1.00 0.99 1.00 0.85 Flt Protected 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1611 1770 3539 1583 1770 1850 3433 1583 Fit Permitted 1.00 0.32 1.00 1.00 0.43 1.00 0.70 1.00 Satd. Flow (perm) 1611 596 3539 1583 809 1850 2538 1583 Peak -hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 0 293 34 244 578 287 40 532 25 31 151 269 RTOR Reduction (vph) 0 49 0 0 0 107 0 1 0 0 0 212 Lane Group Flow (vph) 0 278 0 244 578 180 40 556 0 0 182 57 Turn Type custom pm+pt NA Perm pm+pt NA Perm NA Perm Protected Phases 4 1 6 5 2 8 Permitted Phases 6 6 2 8 8 Actuated Green, G (s) 23.5 76.3 68.8 68.8 65.3 61.8 23.5 23.5 Effective Green, g (s) 23.5 76.3 68.8 68.8 65.3 61.8 23.5 23.5 Actuated g/C Ratio 0.21 0.69 0.63 0.63 0.59 0.56 0.21 0.21 Clearance Time (s) 4.9 3.0 5.3 5.3 4.0 5.3 4.9 4.9 Vehicle Extension (s) 2.5 2.0 1.0 1.0 2.0 1.0 1.5 1.5 Lane Grp Cap (vph) 344 536 2213 990 510 1039 542 338 v/s Ratio Prot c0.17 c0.05 0.16 0.00 c0.30 v/s Ratio Perm 0.27 0.11 0.04 0.07 0.04 v/c Ratio 0.81 0.46 0.26 0.18 0.08 0.53 0.34 0.17 Uniform Delay, d1 41.1 8.4 9.2 8.7 9.3 15.1 36.6 35.3 Progression Factor 1.00 0.91 0.82 0.40 1.00 1.00 1.00 1.00 Incremental Delay, d2 12.7 0.2 0.3 0.4 0.0 2.0 0.1 0.1 Delay (s) 53.8 7.8 7.9 3.9 9.3 17.1 36.8 35.4 Level of Service D A A A A B D D Approach Delay (s) 53.8 6.8 16.6 35.9 Approach LOS D A B D Intersection Summary HCM 2000 Control Delay 20.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.60 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 14.2 Intersection Capacity Utilization 74.6% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Existing PM1.syn HCM Unsignalized Intersection Capacity Analysis Existing Conditions 4: NW 17th Ave & NW 14th St PM Peak Hour Movement WBL WBR NBT NBR SBL SBT Lane Configurations r* 144 4 Volume (veh/h) 0 86 627 48 14 568 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 0 89 646 49 14 586 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 144 pX, platoon unblocked 0.93 0.93 0.93 vC, conflicting volume 1286 348 696 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1153 143 518 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 89 99 cM capacity (veh/h) 174 815 969 Direction, Lane # WB 1 NB 1 NB 2 SB 1 Volume Total 89 431 265 600 Volume Left 0 0 0 14 Volume Right 89 0 49 0 cSH 815 1700 1700 969 Volume to Capacity 0.11 0.25 0.16 0.01 Queue Length 95th (ft) 9 0 0 1 Control Delay (s) 10.0 0.0 0.0 0.4 Lane LOS A A Approach Delay (s) 10.0 0.0 0.4 Approach LOS A Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 44.5% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Existing PM1.syn Timings Existing Conditions 5: NW 13th Ter & NW 14th Ave & NW 14th St PM Peak Hour Lane Group Lane Configurations Volume (vph) Turn Type Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode Intersection Summary WBL 597 Perm 4 1- WBT 4 83 NA 4 WBR 262 Perm x1 At NBL2 NBL 19 5 14 Perm Perm 4 6 6 NBT 105 NA 6 4 4 4 6 6 6 7.0 26.6 41.7 29.8% 4.0 0.6 0.0 4.6 Lag Yes None 7.0 26.6 41.7 29.8% 4.0 0.6 0.0 4.6 Lag Yes None 7.0 26.6 41.7 29.8% 4.0 0.6 0.0 4.6 Lag Yes None 14.0 19.3 47.4 33.9% 4.0 1.3 Lag Yes C-Min 14.0 19.3 47.4 33.9% 4.0 1.3 0.0 5.3 Lag Yes C-Min 14.0 19.3 47.4 33.9% 4.0 1.3 0.0 5.3 Lag Yes C-Min SBL 19 123 pm+pt 5 2 5 5.0 8.0 13.1 9.4% 3.0 0.0 0.0 3.0 Lead Yes None SBT SBR2 NEL NER r* g 161 6 99 124 NA Perm NA Perm 2 3 2 3 2 2 3 3 15.0 15.0 7.0 20.3 20.3 11.6 60.5 60.5 37.8 43.2% 43.2% 27.0% 4.0 4.0 4.0 1.3 1.3 0.6 0.0 0.0 0.0 5.3 5.3 4.6 Lead Yes C-Min C-Min None 7.0 11.6 37.8 27.0% 4.0 0.6 0.0 4.6 Lead Yes None Cycle Length: 140 Actuated Cycle Length: 140 Offset: 41 (29%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 70 Control Type: Actuated -Coordinated Splits and Phases: 5: NW 13th Ter & NW 14th Ave & NW 14th St lir 2 4R', 3 e4 60.5 s 137.8 s 141.7s I 05 I 11'06 ) 13. 1 s 417.4s 1 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Existing PM1.syn HCM Signalized Intersection Capacity Analysis Existing Conditions 5: NW 13th Ter & NW 14th Ave & NW 14th St PM Peak Hour 1- Movement WBL2 WBL WBT WBR NBL2 NBL NBT NBR SBL SBT SBR SBR2 Lane Configurations 4 r* 11 "ri 19 + r* Volume (vph) 14 597 83 262 5 14 105 17 123 161 222 6 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 5.3 5.3 3.0 5.3 5.3 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.98 1.00 0.91 0.85 Flt Protected 0.95 0.96 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1681 1704 1583 1770 1825 1770 1701 1583 Fit Permitted 0.95 0.96 1.00 0.50 1.00 0.63 1.00 1.00 Satd. Flow (perm) 1681 1704 1583 931 1825 1165 1701 1583 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 15 649 90 285 5 15 114 18 134 175 241 7 RTOR Reduction (vph) 0 0 0 132 0 0 4 0 0 0 0 3 Lane Group Flow (vph) 0 372 382 153 0 20 128 0 134 416 0 4 Turn Type Perm Perm NA Perm Perm Perm NA pm+pt NA Perm Protected Phases 4 6 5 2 Permitted Phases 4 4 4 6 6 2 2 Actuated Green, G (s) 39.2 39.2 39.2 57.4 57.4 70.8 70.8 70.8 Effective Green, g (s) 39.2 39.2 39.2 57.4 57.4 70.8 70.8 70.8 Actuated g/C Ratio 0.28 0.28 0.28 0.41 0.41 0.51 0.51 0.51 Clearance Time (s) 4.6 4.6 4.6 5.3 5.3 3.0 5.3 5.3 Vehicle Extension (s) 2.5 2.5 2.5 1.0 1.0 2.0 1.0 1.0 Lane Grp Cap (vph) 470 477 443 381 748 634 860 800 v/s Ratio Prot 0.07 0.02 c0.24 v/s Ratio Perm 0.22 0.22 0.10 0.02 0.09 0.00 v/c Ratio 0.79 0.80 0.35 0.05 0.17 0.21 0.48 0.00 Uniform Delay, d1 46.6 46.8 40.2 24.9 26.2 18.6 22.6 17.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 8.6 9.1 0.3 0.3 0.5 0.1 1.9 0.0 Delay (s) 55.2 55.9 40.5 25.2 26.7 18.6 24.6 17.2 Level of Service E E D C C B C B Approach Delay (s) 51.4 26.5 23.1 Approach LOS D C C Intersection Summary HCM 2000 Control Delay 43.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 17.5 Intersection Capacity Utilization 77.5% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Existing PM1.syn HCM Signalized Intersection Capacity Analysis Existing Conditions 5: NW 13th Ter & NW 14th Ave & NW 14th St PM Peak Hour Movement NEL NER NER2 Laneronfigurations g Volume (vph) 99 124 8 Ideal Flow (vphpl) 1900 1900 1900 Total Lost time (s) 4.6 4.6 Lane Util. Factor 1.00 0.95 Frt 0.97 0.85 Flt Protected 0.96 1.00 Satd. Flow (prot) 1741 1504 Fit Permitted 0.96 1.00 Satd. Flow (perm) 1741 1504 Peak -hour factor, PHF 0.92 0.92 0.92 Adj. Flow (vph) 108 135 9 RTOR Reduction (vph) 0 68 0 Lane Group Flow (vph) 132 52 0 Turn Type NA Perm Protected Phases 3 Permitted Phases 3 Actuated Green, G (s) 15.5 15.5 Effective Green, g (s) 15.5 15.5 Actuated g/C Ratio 0.11 0.11 Clearance Time (s) 4.6 4.6 Vehicle Extension (s) 2.5 2.5 Lane Grp Cap (vph) 192 166 v/s Ratio Prot c0.08 v/s Ratio Perm 0.03 v/c Ratio 0.69 0.31 Uniform Delay, d1 59.9 57.3 Progression Factor 1.00 1.00 Incremental Delay, d2 9.0 0.8 Delay (s) 68.9 58.1 Level of Service E E Approach Delay (s) 63.8 Approach LOS E Intersection Summary K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Existing PM1.syn Timings Existing Conditions 6: NW 12th Ave & NW 12th St PM Peak Hour ak- 1 t Lane Group WBL WBT WBR NBL NBT SBT Lane Configurations 11 4 i* ++ Volume (vph) 589 100 306 64 527 1371 Turn Type Perm NA Perm pm+pt NA NA Protected Phases 4 1 6 2 Permitted Phases 4 4 6 Detector Phase 4 4 4 1 6 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 5.0 16.0 16.0 Minimum Split (s) 32.0 32.0 32.0 8.0 21.0 21.0 Total Split (s) 37.0 37.0 37.0 13.0 103.0 90.0 Total Split (%) 26.4% 26.4% 26.4% 9.3% 73.6% 64.3% Yellow Time (s) 4.0 4.0 4.0 3.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 0.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 3.0 5.0 5.0 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Recall Mode None None None None C-Min C-Min Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 18 (13%), Referenced to phase 2:SBT and 6:NBTL, Start of Green Natural Cycle: 65 Control Type: Actuated -Coordinated Splits and Phases: 6: NW 12th Ave & NW 12th St 01 02 CR) 1- 04 13s 90s I37s I it06 CRAP 103 s K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Existing PM1.syn HCM Signalized Intersection Capacity Analysis Existing Conditions 6: NW 12th Ave & NW 12th St PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 19 4 i* 19 14 att Volume (vph) 0 0 0 589 100 306 64 527 0 0 1371 61 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 3.0 5.0 5.0 Lane Util. Factor 0.95 0.95 1.00 1.00 0.95 0.91 Frt 1.00 1.00 0.85 1.00 1.00 0.99 Flt Protected 0.95 0.97 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1681 1709 1583 1770 3539 5053 Fit Permitted 0.95 0.97 1.00 0.12 1.00 1.00 Satd. Flow (perm) 1681 1709 1583 229 3539 5053 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 0 0 0 607 103 315 66 543 0 0 1413 63 RTOR Reduction (vph) 0 0 0 0 0 229 0 0 0 0 4 0 Lane Group Flow (vph) 0 0 0 352 358 86 66 543 0 0 1472 0 Turn Type Perm NA Perm pm+pt NA NA Protected Phases 4 1 6 2 Permitted Phases 4 4 6 Actuated Green, G (s) 38.4 38.4 38.4 91.6 91.6 83.1 Effective Green, g (s) 38.4 38.4 38.4 91.6 91.6 83.1 Actuated g/C Ratio 0.27 0.27 0.27 0.65 0.65 0.59 Clearance Time (s) 5.0 5.0 5.0 3.0 5.0 5.0 Vehicle Extension (s) 2.5 2.5 2.5 2.0 1.0 1.0 Lane Grp Cap (vph) 461 468 434 210 2315 2999 v/s Ratio Prot c0.01 0.15 c0.29 v/s Ratio Perm 0.21 0.21 0.05 0.19 v/c Ratio 0.76 0.76 0.20 0.31 0.23 0.49 Uniform Delay, d1 46.6 46.7 39.0 11.0 9.9 16.3 Progression Factor 1.00 1.00 1.00 0.75 0.65 1.00 Incremental Delay, d2 7.0 7.0 0.2 0.3 0.2 0.6 Delay (s) 53.7 53.7 39.2 8.4 6.7 16.9 Level of Service D D D A A B Approach Delay (s) 0.0 49.2 6.9 16.9 Approach LOS A D A B Intersection Summary HCM 2000 Control Delay 25.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.57 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 64.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Existing PM1.syn Timings Existing Conditions 7: NW 17th Ave & NW S River Dr PM Peak Hour f 1- t Lane Group EBL EBT WBL WBT WBR NBL NBT SBT SBR Lane Configurations 'Pi + r* 19 ++ ++ r* Volume (vph) 100 0 9 25 225 63 770 1627 276 Turn Type Perm NA Perm NA Perm pm+pt NA NA Perm Protected Phases 8 4 1 6 2 Permitted Phases 8 4 4 6 2 Detector Phase 8 8 4 4 4 1 6 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 4.0 14.0 14.0 14.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 8.0 19.0 19.0 19.0 Total Split (s) 30.0 30.0 30.0 30.0 30.0 13.0 80.0 67.0 67.0 Total Split (%) 27.3% 27.3% 27.3% 27.3% 27.3% 11.8% 72.7% 60.9% 60.9% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 3.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 3.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Recall Mode None None None None None None C-Min C-Min C-Min Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 18 (16%), Referenced to phase 2:SBT and 6:NBTL, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 7: NW 17th Ave & NW S River Dr 01 1 02 R.) 1- 04 13s 67s I30s ' 11'06 R) 08 80 s 130 s 1 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Existing PM1.syn HCM Signalized Intersection Capacity Analysis Existing Conditions 7: NW 17th Ave & NW S River Dr PM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 43, 111 + r* 19 ++ r* +1 r* Volume (vph) 100 0 66 9 25 225 63 770 0 0 1627 276 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 3.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 Frt 0.95 1.00 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.97 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1711 1770 1863 1583 1770 3539 3539 1583 Fit Permitted 0.80 0.62 1.00 1.00 0.09 1.00 1.00 1.00 Satd. Flow (perm) 1411 1155 1863 1583 166 3539 3539 1583 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 104 0 69 9 26 234 66 802 0 0 1695 288 RTOR Reduction (vph) 0 43 0 0 0 203 0 0 0 0 0 27 Lane Group Flow (vph) 0 130 0 9 26 31 66 802 0 0 1695 261 Turn Type Perm NA Perm NA Perm pm+pt NA Perm NA Perm Protected Phases 8 4 1 6 2 Permitted Phases 8 4 4 6 6 2 Actuated Green, G (s) 14.8 14.8 14.8 14.8 85.2 85.2 77.5 77.5 Effective Green, g (s) 14.8 14.8 14.8 14.8 85.2 85.2 77.5 77.5 Actuated g/C Ratio 0.13 0.13 0.13 0.13 0.77 0.77 0.70 0.70 Clearance Time (s) 5.0 5.0 5.0 5.0 3.0 5.0 5.0 5.0 Vehicle Extension (s) 2.5 2.5 2.5 2.5 2.0 1.0 1.0 1.0 Lane Grp Cap (vph) 189 155 250 212 197 2741 2493 1115 v/s Ratio Prot 0.01 c0.01 0.23 c0.48 v/s Ratio Perm c0.09 0.01 0.02 0.24 0.16 v/c Ratio 0.69 0.06 0.10 0.15 0.34 0.29 0.68 0.23 Uniform Delay, d1 45.4 41.5 41.8 42.0 8.3 3.6 9.2 5.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.97 1.13 Incremental Delay, d2 9.1 0.1 0.1 0.2 0.4 0.3 1.5 0.5 Delay (s) 54.5 41.6 41.9 42.3 8.7 3.9 10.5 7.0 Level of Service D D D D A A B A Approach Delay (s) 54.5 42.2 4.3 10.0 Approach LOS D D A A Intersection Summary HCM 2000 Control Delay 13.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 76.4% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Existing PM1.syn Timings Existing Conditions 8: NW 12th Ave & NW 11 th St PM Peak Hour t Lane Group EBL EBT EBR WBL WBT NBT SBU SBL SBT SBR Lane Configurations ' ++ r* 19 f Hit r* Volume (vph) 191 148 121 288 289 1072 15 55 1218 16 Turn Type pm+pt NA Perm pm+pt NA NA custom pm+pt NA Perm Protected Phases 3 8 7 4 6 5 2 Permitted Phases 8 8 4 5 2 2 Detector Phase 3 8 8 7 4 6 5 5 2 2 Switch Phase Minimum Initial (s) 4.0 7.0 7.0 4.0 7.0 7.0 4.0 4.0 7.0 7.0 Minimum Split (s) 7.0 32.1 32.1 7.0 32.1 26.8 7.0 7.0 26.8 26.8 Total Split (s) 23.0 39.1 39.1 23.0 39.1 60.9 17.0 17.0 77.9 77.9 Total Split (%) 16.4% 27.9% 27.9% 16.4% 27.9% 43.5% 12.1% 12.1% 55.6% 55.6% Yellow Time (s) 3.0 4.0 4.0 3.0 4.0 4.0 3.0 3.0 4.0 4.0 All -Red Time (s) 0.0 1.1 1.1 0.0 1.1 0.8 0.0 0.0 0.8 0.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 5.1 5.1 3.0 5.1 4.8 3.0 4.8 4.8 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None C-Min None None C-Min C-Min Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 4 (3%), Referenced to phase 2:SBTL and 6:NBT, Start of Green Natural Cycle: 75 Control Type: Actuated -Coordinated Splits and Phases: 8: NW 12th Ave & NW 11th St lir 42 (R, 3 04 77.9 s 123 s 39.1 s I \IP05 1 1 06 4R) 07 08 17s 60,9s I23s 39,1s 1 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Existing PM1.syn HCM Signalized Intersection Capacity Analysis 8: NW 12th Ave & NW 11th St Existing Conditions PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations ' ++ r* 19 ti, + t41 Volume (vph) 191 148 121 288 289 300 0 1072 100 15 55 1218 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 5.1 5.1 3.0 5.1 4.8 3.0 4.8 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.91 1.00 0.91 Frt 1.00 1.00 0.85 1.00 0.92 0.99 1.00 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 3539 1583 1770 3269 5020 1770 5085 Fit Permitted 0.17 1.00 1.00 0.54 1.00 1.00 0.12 1.00 Satd. Flow (perm) 321 3539 1583 1006 3269 5020 221 5085 Peak -hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Adj. Flow (vph) 225 174 142 339 340 353 0 1261 118 18 65 1433 RTOR Reduction (vph) 0 0 61 0 139 0 0 7 0 0 0 0 Lane Group Flow (vph) 225 174 81 339 554 0 0 1372 0 0 83 1433 Turn Type pm+pt NA Perm pm+pt NA NA custom pm+pt NA Protected Phases 3 8 7 4 6 5 2 Permitted Phases 8 8 4 5 2 Actuated Green, G (s) 41.4 23.2 23.2 50.3 29.1 69.2 79.8 79.8 Effective Green, g (s) 41.4 23.2 23.2 50.3 29.1 69.2 79.8 79.8 Actuated g/C Ratio 0.30 0.17 0.17 0.36 0.21 0.49 0.57 0.57 Clearance Time (s) 3.0 5.1 5.1 3.0 5.1 4.8 3.0 4.8 Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 1.0 2.0 1.0 Lane Grp Cap (vph) 283 586 262 492 679 2481 210 2898 v/s Ratio Prot c0.10 0.05 c0.12 c0.17 c0.27 0.02 c0.28 v/s Ratio Perm 0.13 0.05 0.13 0.20 v/c Ratio 0.80 0.30 0.31 0.69 0.82 0.55 0.40 0.49 Uniform Delay, d1 41.1 51.2 51.4 35.6 52.9 24.6 16.7 18.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.90 0.76 Incremental Delay, d2 13.4 0.2 0.5 3.2 7.3 0.9 0.4 0.5 Delay (s) 54.4 51.5 51.8 38.8 60.2 25.5 15.5 14.2 Level of Service D D D D E C B B Approach Delay (s) 52.8 53.2 25.5 14.2 Approach LOS D D C B Intersection Summary HCM 2000 Control Delay 31.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 15.9 Intersection Capacity Utilization 69.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Existing PM1.syn HCM Signalized Intersection Capacity Analysis Existing Conditions 8: NW 12th Ave & NW 11 th St PM Peak Hour 4, Movement SBR Lfonfigurations Volume (vph) 16 Ideal Flow (vphpl) 1900 Total Lost time (s) 4.8 Lane Util. Factor 1.00 Frt 0.85 Flt Protected 1.00 Satd. Flow (prot) 1583 Fit Permitted 1.00 Satd. Flow (perm) 1583 Peak -hour factor, PHF 0.85 Adj. Flow (vph) 19 RTOR Reduction (vph) 8 Lane Group Flow (vph) 11 Turn Type Perm Protected Phases Permitted Phases 2 Actuated Green, G (s) 79.8 Effective Green, g (s) 79.8 Actuated g/C Ratio 0.57 Clearance Time (s) 4.8 Vehicle Extension (s) 1.0 Lane Grp Cap (vph) 902 v/s Ratio Prot v/s Ratio Perm 0.01 v/c Ratio 0.01 Uniform Delay, d1 13.0 Progression Factor 0.49 Incremental Delay, d2 0.0 Delay (s) 6.4 Level of Service A Approach Delay (s) Approach LOS Intersection Summary K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Existing PM1.syn APPENDIX E: Growth Trend Analysis Growth Rate Calculations from 2005 and 2035 SERPM Plots Location Model Volumes (AADT) Growth Rate (%) 2005 2035 Diff NW 17th Avenue 11,449 14,148 2,699 0.79% 37,418 47,741 10,323 0.92% 36,332 36,922 590 0.05% NW 14th Avenue 17,762 21,841 4,079 0.77% 14,438 18,790 4,352 1.00% NW 12th Avenue 30,736 43,453 12,717 1.38% 32,740 38,689 5,949 0.61% NW 14th Street 16,441 16,577 136 0.03% 15,959 19,856 3,897 0.81% 13,923 17,203 3,280 0.79% 13,171 17,924 4,753 1.20% 17,095 24,725 7,630 1.49% NW North River Drive 27,210 29,466 2,256 0.28% 13,975 18,889 4,914 1.17% NW 11th Street 16,830 22,639 5,809 1.15% Total 315,479 388,863 73,384 0.78% K:\FTL TPTO\043174003 - River Landing SAP\calcs\growth rate\Growth Rate Comparison.xls 2005 Volume 131142 135139 co co aq S6ELE 9EZ 0 209 1283 090L 7270 6800 11 R6 6506 .081 1692 ZE7 g •c-cc, cc' - 7931 M M CO 5938 8209 2363 g2°_ 11283 18929 0 CO 1299 O M O N 18837 S£66 91. 8645 co co 0 8154 0 0 9 0 rn cc) c) 66ez 6254 6150 20688 20707 22583 8526 3) N M O 6695 6981 2515 11 O O CO N c7) 0 CO rn CO rn 7457 7984 CO, ui O O O O M 0 O s) 6087 to 4682 rn co 16406 M O N O O CO 22620 8915 8491 8847 5603 5846 672 ZL6 V901. 2650 509 10 0) 0 O M 0) rn CO 0 O O CO 0 N 0 N 0 rn 14330 L901- 7899 5592 7777 8582 00 CO 0 0 0 0 1636 145u,0) E4lbl �_,M 0) rn 0 0 CO O e98 LZ981- Oeki etAbe 0 5853 8585 to t W 0) rn O O O 6522 13015 13297 3401 80081- Z617Z 1• 9812 10018 £ZLS6 O 0 N 0 O CO CO 0 cb 0) 10 9, 9314 t O S) n 0 o (90 '146 s) 20347 91-0L tf) 6g2 21618 M 800L1 0 0 20396 co1 I� 8539 N. 05 0 0 co 0 3555 3552 ti M 21618 9440 O N O r 1746 M 0 M O O 9342 90z. E6LLL £179E 6 668L 1745 CO 0 ti ti SSS Licensed to Kimley-Horn and Associates, Inc. CO m OD CO d- emu) 165368 135130 N L481 CO 173071 9bL 4176LE N i32 L9 rn d. t2, - `° 16944 LO 16745 M 17L943 16345 O c7 16851 0� 022 co a a 261D' 0 06 12276 3376 13828 12276 0 13828 Z9Z4 c0 s rn Z9Z4 0) M O 0) m 22573 1770 O co N m 0 m N 23262 £8LZ 64 N 0) CO 0) COd- 0 11843 9921 25 9894 8585 9367 tiL6 CO O co w 0) 0 r 0) 28020 28666 28678 O CO N CO co (0 12041 CO co O 0 M 0 CO 0) 0 8757 8179 3560 60 ryo a ti0 0 0 N N N CO 18068 O 0 0) O r 0 8L9 9494 CO 0 18676 18420 18185 CO 0) CO 0 O c 1 c-�6, 7519 6'0 5599 ) rn 0) N N N co 29285 0 0 r M (7, (0 0 12062 9724 9779 7724 6424 683 9LE4 LLZ4 3628 1185 co 0 0 co) co co 0 0) 0) 0 O 0 CO N 0) 0) 22786 20667 ice? 26) 0 co 9357 `- 9433 0 h 00 13749 20111 CO N CO CO 00 6LEOZ 1634 �224E84 cP0 No c- o 06 23844 23897 0 Ol N 00 CO CO 0) Csi LO (0 O') N L6bb O 691717 M 0 N.70 14399 20308 20489 10804 0 90 40Z co 84494 17008 17483 O09ZZ 0) N 0) M M O S6, t9O t ro Os, co .\O 2346 3 11730 1O�Vv 106! N c0 801 co c co co 0 rn O 0 0 (0 CO CO titibOZ 0 (5) 6804 0) CO 0 149- 20553 12"y1n_ 23931�i `m LC) 0 m 0 9041 0) M 5337 5337 20553 20918 (0 co 0) CO O LO 10 0 N 2225 co co 10 11977 Z994Z 860ZZ 669Z 2226 Z4Z£ Licensed to Kimley-Horn and Associates, Inc. 2035 Volumes (SD CO O d O O O co Growth Rate Calculations from 5-year and 10-year Historical Data Station Number Location Historical Growth 5-year Linear 5-year Exponential 10-year Linear 10-year Exponential 1146 SR 933 NW 12th Ave North of NW 20th Street -4.31% -4.62% 0.24% 0.24% 5012 SR 933 NW 12th Ave North of Flagler Street 1.83% 1.79% -0.39% -0.38% 2208 SR 836 West of NW 12th Ave -0.08% -0.08% -0.87% -0.90% 2232 SR 836 East of NW 12th Ave 3.33% 3.18% 0.04% 0.04% Total 0.19% 0.07% -0.25% -0.25% K:\FTL_TPTO\043174003 - River Landing SAP\calcs\growth rate\Growth Rate Comparison.xls 30000 25000 a0000 U) d p000 E0000 L is'5000 ' TRAFFIC TRENDS SR 933/SW/NW 12 AVE -- 200' N NW 20 ST o Observed Count Fitted Curve 0 2007 2012 -5000 -10000 County: Station #: Highway: MIAMI-DADE 1146 SR 933/SW/NW 12 AVE 2017 2022 2027 Year **Annual Trend Increase: -1,100 Trend R-squared: 94.5% Trend Annual Historic Growth Rate: -4.31 % Trend Growth Rate (2011 to Design Year): -5.21 Printed: 12-Feb-13 Straight Line Growth Option Year Traffic (ADT/AADT) Count* I Trend** 2007 25500 25500 2008 24500 24400 2009 23500 23300 2010 21500 22200 2011 21500 21100 2015 Opening Year Trend 2015 N/A 16700 2025 Mid -Year Trend 2025 N/A 5700 2035 Design Year Trend 2035 N/A -5300 TRANPLAN Forecasts/Trends *Axle -Adjusted 30000 25000 as s d E5000 as L 20000 a) ns a) <5000 0 TRAFFIC TRENDS SR 933/SW/NW 12 AVE -- 200' N NW 20 ST o Observed Count Fitted Curve County: Station #: Highway: Miami -Dade 1146 SR 933/SW/NW 12 AVE 2007 2012 2017 2022 2027 2032 2031 Year Trend R-squared: 94.2% Compounded Annual Historic Growth Rate: -4.62% Compounded Growth Rate (2011 to Design Year): -4.61 % Printed: 12-Feb-13 Exponential Growth Option Year Traffic (ADT/AADT) Count* I Trend** 2007 25500 25500 2008 24500 24400 2009 23500 23200 2010 21500 22200 2011 21500 21200 2015 Opening Year Trend 2015 N/A 17500 2025 Mid -Year Trend 2025 N/A 10900 2035 Design Year Trend 2035 N/A 6800 TRANPLAN Forecasts/Trends *Axle -Adjusted 30000 25000 as l0000 s ) E5000 as L 20000 a) ns a) <5000 0 TRAFFIC TRENDS SR 933/SW/NW 12 AVE -- 200' N NW 20 ST = Observed Count Fitted Curve County: Station #: Highway: MIAMI-DADE 1146 SR 933/SW/NW 12 AVE 2002 2007 2012 2017 2022 2027 2032 Year ** Annual Trend Increase: 49 Trend R-squared: 0.5% Trend Annual Historic Growth Rate: 0.24% Trend Growth Rate (2011 to Design Year): 0.20% Printed: 12-Feb-13 Straight Line Growth Option Year Traffic (ADT/AADT) Count* I Trend** 2002 23000 22700 2003 21000 22800 2004 22500 22800 2005 19800 22900 2006 26500 22900 2007 25500 23000 2008 24500 23000 2009 23500 23100 2010 21500 23100 2011 21500 23200 2015 Opening Year Trend 2015 N/A 23300 2025 Mid -Year Trend 2025 N/A 23800 2035 Design Year Trend 2035 N/A 24300 TRANPLAN Forecasts/Trends *Axle -Adjusted 30000 25000 as l0000 s ) E5000 as L 20000 a) ns a) <5000 0 TRAFFIC TRENDS SR 933/SW/NW 12 AVE -- 200' N NW 20 ST = Observed Count Fitted Curve County: Station #: Highway: MIAMI-DADE 1146 SR 933/SW/NW 12 AVE 2002 2007 2012 2017 2022 2027 2032 Year Trend R-squared: 0.6% Compounded Annual Historic Growth Rate: 0.24% Compounded Growth Rate (2011 to Design Year): 0.21 % Printed: 12-Feb-13 Exponential Growth Option Year Traffic (ADT/AADT) Count* I Trend** 2002 23000 22600 2003 21000 22700 2004 22500 22700 2005 19800 22800 2006 26500 22800 2007 25500 22900 2008 24500 22900 2009 23500 23000 2010 21500 23000 2011 21500 23100 2015 Opening Year Trend 2015 N/A 23300 2025 Mid -Year Trend 2025 N/A 23800 2035 Design Year Trend 2035 N/A 24400 TRANPLAN Forecasts/Trends *Axle -Adjusted 35000 30000 5000 0000 4- 45000 p000 a) <5000 TRAFFIC TRENDS SR 933/NW 12 AVE -- 200' N FLAGLER ST/SR 968 o Observed Count Fitted Curve County: Station #: Highway: MIAMI-DADE 5012 SR 933/NW 12 AVE 2007 2012 2017 2022 2027 2032 2031 Year ** Annual Trend Increase: 400 Trend R-squared: 15.0% Trend Annual Historic Growth Rate: 1.83% Trend Growth Rate (2011 to Design Year): 1.71 Printed: 12-Feb-13 Straight Line Growth Option Year Traffic (ADT/AADT) Count* I Trend** 2007 22000 21800 2008 23500 22200 2009 21000 22600 2010 21500 23000 2011 25000 23400 2015 Opening Year Trend 2015 N/A 25000 2025 Mid -Year Trend 2025 N/A 29000 2035 Design Year Trend 2035 N/A 33000 TRANPLAN Forecasts/Trends *Axle -Adjusted 40000 35000 d 0000 L i 000 d '0000 5000 0 TRAFFIC TRENDS SR 933/NW 12 AVE -- 200' N FLAGLER ST/SR 968 o Observed Count Fitted Curve County: Station #: Highway: MIAMI-DADE 5012 SR 933/NW 12 AVE 2007 2012 2017 2022 2027 2032 2031 Year Trend R-squared: 13.7% Compounded Annual Historic Growth Rate: 1.79% Compounded Growth Rate (2011 to Design Year): 1.67% Printed: 12-Feb-13 Exponential Growth Option Year Traffic (ADT/AADT) Count* I Trend** 2007 22000 21800 2008 23500 22200 2009 21000 22600 2010 21500 22900 2011 25000 23300 2015 Opening Year Trend 2015 N/A 24900 2025 Mid -Year Trend 2025 N/A 29400 2035 Design Year Trend 2035 N/A 34800 TRANPLAN Forecasts/Trends *Axle -Adjusted 30000 25000 as s ) E5000 E!. 20000 a) ns a) <5000 0 TRAFFIC TRENDS SR 933/NW 12 AVE -- 200' N FLAGLER ST/SR 968 o Observed Count Fitted Curve County: Station #: Highway: MIAMI-DADE 5012 SR 933/NW 12 AVE 2002 2007 2012 2017 2022 2027 2032 Year ** Annual Trend Increase: -86 Trend R-squared: 2.6% Trend Annual Historic Growth Rate: -0.38% Trend Growth Rate (2011 to Design Year): -0.39% Printed: 12-Feb-13 Straight Line Growth Option Year Traffic (ADT/AADT) Count* I Trend** 2002 23500 23300 2003 22500 23200 2004 26000 23100 2005 22200 23000 2006 21600 22900 2007 22000 22800 2008 23500 22800 2009 21000 22700 2010 21500 22600 2011 25000 22500 2015 Opening Year Trend 2015 N/A 22100 2025 Mid -Year Trend 2025 N/A 21300 2035 Design Year Trend 2035 N/A 20400 TRANPLAN Forecasts/Trends *Axle -Adjusted 30000 25000 as 0 s ) E5000 E!. 20000 a) ns a) <5000 0 TRAFFIC TRENDS SR 933/NW 12 AVE -- 200' N FLAGLER ST/SR 968 o Observed Count Fitted Curve County: Station #: Highway: MIAMI-DADE 5012 SR 933/NW 12 AVE 2002 2007 2012 2017 2022 2027 2032 Year Trend R-squared: 2.9% Compounded Annual Historic Growth Rate: -0.39% Compounded Growth Rate (2011 to Design Year): -0.41 % Printed: 12-Feb-13 Exponential Growth Option Year Traffic (ADT/AADT) Count* I Trend** 2002 23500 23200 2003 22500 23100 2004 26000 23100 2005 22200 23000 2006 21600 22900 2007 22000 22800 2008 23500 22700 2009 21000 22600 2010 21500 22500 2011 25000 22400 2015 Opening Year Trend 2015 N/A 22100 2025 Mid -Year Trend 2025 N/A 21200 2035 Design Year Trend 2035 N/A 20400 TRANPLAN Forecasts/Trends *Axle -Adjusted 160000 140000 d ,0000 '0000 '0000 20000 0 TRAFFIC TRENDS SR 836/DOLPHIN EXPWY -- 400' W NW 12 AVE County: Station #: Highway: MIAMI-DADE 2208 SR 836/DOLPHIN EXPWY o Observed Count Fitted Curve 2007 2012 2017 2022 Year 2027 2032 2031 ** Annual Trend Increase: -100 Trend R-squared: 0.0% Trend Annual Historic Growth Rate: -0.08% Trend Growth Rate (2011 to Design Year): -0.08% Printed: 12-Feb-13 Straight Line Growth Option Year Traffic (ADT/AADT) Count* I Trend** 2007 129500 126600 2008 129000 126500 2009 121500 126400 2010 117000 126300 2011 135000 126200 2015 Opening Year Trend 2015 N/A 125800 2025 Mid -Year Trend 2025 N/A 124800 2035 Design Year Trend 2035 N/A 123800 TRANPLAN Forecasts/Trends *Axle -Adjusted 160000 140000 'g0000 U) 10000 d ,0000 .'0000 '0000 20000 0 TRAFFIC TRENDS SR 836/DOLPHIN EXPWY -- 400' W NW 12 AVE o Observed Count Fitted Curve County: Station #: Highway: MIAMI-DADE 2208 SR 836/DOLPHIN EXPWY 2007 2012 2017 2022 2027 2032 2031 Year Trend R-squared: 0.2% Compounded Annual Historic Growth Rate: -0.08% Compounded Growth Rate (2011 to Design Year): -0.15% Printed: 12-Feb-13 Exponential Growth Option Year Traffic (ADT/AADT) Count* I Trend** 2007 129500 126600 2008 129000 126400 2009 121500 126200 2010 117000 126100 2011 135000 125900 2015 Opening Year Trend 2015 N/A 125100 2025 Mid -Year Trend 2025 N/A 123400 2035 Design Year Trend 2035 N/A 121600 TRANPLAN Forecasts/Trends *Axle -Adjusted 160000 140000 ,0000 '0000 '0000 20000 0 TRAFFIC TRENDS SR 836/DOLPHIN EXPWY -- 400' W NW 12 AVE o Observed Count Fitted Curve County: Station #: Highway: MIAMI-DADE 2208 SR 836/DOLPHIN EXPWY 2002 2007 2012 2017 2022 2027 2032 Year **Annual Trend Increase: -1,185 Trend R-squared: 15.8% Trend Annual Historic Growth Rate: -0.87% Trend Growth Rate (2011 to Design Year): -0.94% Printed: 12-Feb-13 Straight Line Growth Option Year Traffic (ADT/AADT) Count* I Trend** 2002 137500 136700 2003 127500 135500 2004 136500 134300 2005 130500 133100 2006 149500 131900 2007 129500 130800 2008 129000 129600 2009 121500 128400 2010 117000 127200 2011 135000 126000 2015 Opening Year Trend 2015 N/A 121300 2025 Mid -Year Trend 2025 N/A 109400 2035 Design Year Trend 2035 N/A 97600 TRANPLAN Forecasts/Trends *Axle -Adjusted 160000 140000 ,0000 '0000 '0000 20000 0 TRAFFIC TRENDS SR 836/DOLPHIN EXPWY -- 400' W NW 12 AVE o Observed Count Fitted Curve County: Station #: Highway: MIAMI-DADE 2208 SR 836/DOLPHIN EXPWY 2002 2007 2012 2017 2022 2027 2032 Year Trend R-squared: 16.8% Compounded Annual Historic Growth Rate: -0.90% Compounded Growth Rate (2011 to Design Year): -0.93% Printed: 12-Feb-13 Exponential Growth Option Year Traffic (ADT/AADT) Count* I Trend** 2002 137500 136600 2003 127500 135400 2004 136500 134100 2005 130500 132900 2006 149500 131700 2007 129500 130500 2008 129000 129300 2009 121500 128100 2010 117000 126900 2011 135000 125700 2015 Opening Year Trend 2015 N/A 121200 2025 Mid -Year Trend 2025 N/A 110400 2035 Design Year Trend 2035 N/A 100700 TRANPLAN Forecasts/Trends *Axle -Adjusted TRAFFIC TRENDS SR 836 -- 800' E of NW 27th Ave County: Station #: Highway: Miami -Dade 2232 SR 836 300000 250000 0 20 200000 LE E 150000 LL r 0 100000 a) co < 50000 0 =Observed Count Fitted Curve 2007 2012 2017 2022 2027 2032 Year Annual Trend Increase: 4,550 Trend R-squared: 52.4% Trend Annual Historic Growth Rate: 3.33% Trend Growth Rate (2011 to Design Year): 2.94% Printed: 11-Feb-13 Straight Line Growth Option Year Traffic (ADT/AADT) Count* Trend** 2007 2008 2009 2010 2011 139500 137500 140000 161000 150500 136600 141200 145700 150300 154800 2025 Opening Year Trend 2025 N/A 218500 2 30 Mid -Year Trend 2030 N/A 241300 2035 Design Year Trend 2035 N/A 264000 TRANPLAN Forecasts/Trends *Axle -Adjusted TRAFFIC TRENDS SR 836 -- 800' E of NW 27th Ave County: Station #: Highway: Miami -Dade 2232 SR 836 350000 300000 0 250000 m > 200000 0 4- L � 150000 ,100000 50000 0 =Observed Count Fitted Curve 2007 2012 2017 2022 2027 2032 Year Trend R-squared: 53.7% Compounded Annual Historic Growth Rate: 3.18% Compounded Growth Rate (2011 to Design Year): 3.14% Printed: 11-Feb-13 Exponential Growth Option Year Traffic (ADT/AADT) Count* Trend** 2007 139500 136700 2008 137500 141000 2009 140000 145400 2010 161000 150000 2011 150500 154700 2025 Opening Year Trend 2025 N/A 238700 2 30 Mid -Year Trend 2030 N/A 278600 2035 Design Year Trend 2035 N/A 325300 TRANPLAN Forecasts/Trends *Axle -Adjusted TRAFFIC TRENDS SR 836 -- 800' E of NW 27th Ave County: Station #: Highway: Miami -Dade 2232 SR 836 180000 — 160000 1140000 2120000 > 100000 0 4-11= c13 it 80000 60000 a) c� 40000 20000 0 =Observed Count Fitted Curve 2002 2007 2012 2017 2022 2027 2032 Year Annual Trend Increase: 67 Trend R-squared: 0.0% Trend Annual Historic Growth Rate: 0.04% Trend Growth Rate (2011 to Design Year): 0.04% Printed: 11-Feb-13 Straight Line Growth Option Year Traffic (ADT/AADT) Count* Trend** 2002 138500 149500 2003 146500 149600 2004 161000 149600 2005 161000 149700 2006 162500 149800 2007 139500 149800 2008 137500 149900 2009 140000 150000 2010 161000 150000 2011 150500 150100 2025 Opening Year Trend 2025 N/A 151000 2 30 Mid -Year Trend 2030 N/A 151400 2035 Design Year Trend 2035 N/A 151700 TRANPLAN Forecasts/Trends *Axle -Adjusted TRAFFIC TRENDS SR 836 -- 800' E of NW 27th Ave County: Station #: Highway: Miami -Dade 2232 SR 836 180000 — 160000 (--;;140000 0120000 > 100000 0 4-11= c13 it 80000 60000 a) c� 40000 20000 0 =Observed Count Fitted Curve I I I I I I I I I I I I I I I I I 2002 2007 2012 2017 2022 2027 2032 Year Trend R-squared: Compounded Annual Historic Growth Rate: Compounded Growth Rate (2011 to Design Year): 0.0% 0.04% 0.04% Printed: 11-Feb-13 Exponential Growth Option Year Traffic (ADT/AADT) Count* Trend** 2002 138500 149100 2003 146500 149200 2004 161000 149300 2005 161000 149300 2006 162500 149400 2007 139500 149500 2008 137500 149600 2009 140000 149600 2010 161000 149700 2011 150500 149800 2025 Opening Year Trend 2025 N/A 150900 2 30 Mid -Year Trend 2030 N/A 151200 2035 Design Year Trend 2035 N/A 151600 TRANPLAN Forecasts/Trends *Axle -Adjusted APPENDIX F: Trip Generation PROPOSED AM PEAK HOUR TRIP GENERATION ITE TRIP GENERATION CHARACTERISTICS DIRECTIONAL DISTRIBUTION GROSS PROJECT TRIPS INTERNAL CAPTURE EXTERNAL TRIPS 10% MULTIMODAL REDUCTION FACTOR NET NEW PROJECT TRIPS Land Use 1 High -Rise Apartment 2 Shopping Center ITE ITE Edition Code 9 9 222 820 Scale 444 527.560 ITE1 Units du 25% ksf 62% Percent In Out 75% 38% In 34 267 Out 101 163 ITE Code Equation 222 LN(Y) = 0.99*LN(X)-1.14 820 LN(Y) = 0.61*LN(X)+2.24 Net New Development 16% VOF Reduction Net New Vehicle Trips Person -Trips (1.4 persons per vehicle) 301 264 Total Percent 134 26.1% 430 8.1% 564 12.4% IC Trips In 35 23 35 243 Out 77 152 Total 99 395 Percent 10.0% 10.0% Trips 10 40 In 18 223 Out 72 132 Total 89 355 70 266 229 494 10.0% 50 241 204 444 39 33 72 202 171 373 283 239 522 PROPOSED PM PEAK HOUR TRIP GENERATION ITE TRIP GENERATION CHARACTERISTICS DIRECTIONAL DISTRIBUTION GROSS PROJECT TRIPS INTERNAL CAPTURE EXTERNAL PROJECT TRIPS 10% MULTIMODAL REDUCTION FACTOR NET NEW PROJECT TRIPS Land Use ITE ITE Edition Code Scale ITE 1 Percent Units 1 In Out In Out 1 I High -Rise Apartment 2 (Shopping Center ITE Code Equation 222 Y=0.32*(X)+12.3 820 LN(Y) = 0.67*LN(X)+3.31 9 9 222 820 444 527.560 du 1 61% ksf 1 48% 39% 52% Net New Development 16% VOF Reduction Net New Vehicle Trips Person -Trips (1.4 persons per vehicle) 94 876 970 60 950 1,010 Total Percent 154 39.6% 1, 826 3.3% 1, 980 6.2% IC Trips In 61 65 61 844 122 909 Out Total Percent Trips In Out Total 28 921 949 93 1,765 1,858 10.0% 10.0% 10.0% 10 176 186 60 756 816 23 833 856 83 1,589 1,672 131 137 268 685 719 1,404 959 1,007 1,966 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\trip gen\tripgen 02.25.13.xlsx: PRINT -PEAK HOUR 2/25/2013,5:04 PM APPENDIX G: Cardinal Trip Distribution MIAMI-DADE 2035 DIRECTIONAL DISTRIBUTION SUMMARY CARDINAL DIRECTIONS ORIGIN ZONE NNE ENE ESE SSE SSW WSW WNW NNW TOTAL _ PERCENT 20.04 8.05 12.99 4.8 12.13 11.34 13.86 16.8 _ 477 3177 TRIPS 1731 763 883 697 1097 1710 1760 2192 10,833 PERCENT 15.98 7.04 8.15 6.43 10.13 15.79 16.25 20.23 478 3178 TRIPS 437 290 484 436 528 558 531 435 3,699 PERCENT 11.81 7.84 13.08 11.79 14.27 15.09 14.36 11.76 479 3179 TRIPS 10261 5323 5379 4509 7899 6431 6936 8169 54,907 PERCENT 18.69 9.69 9.8 8.21 14.39 11.71 12.63 14.88 480 3180 TRIPS 2096 919 1377 1323 1844 1534 1610 1631 12,334 PERCENT 16.99 7.45 11.16 10.73 14.95 12.44 13.05 13.22 481 3181 TRIPS 2195 890 1383 1843 2397 1818 1668 1722 13,916 PERCENT 15.77 6.4 9.94 13.24 17.22 13.06 11.99 12.37 482 3182 TRIPS 337 183 251 360 520 395 307 286 2,639 PERCENT 12.77 6.93 9.51 13.64 19.7 14.97 11.63 10.84 483 3183 TRIPS 460 221 284 457 622 541 419 448 3,452 PERCENT 13.33 6.4 8.23 13.24 18.02 15.67 12.14 12.98 484 3184 TRIPS 636 290 418 400 556 385 455 489 3,629 PERCENT 17.53 7.99 11.52 11.02 15.32 10.61 12.54 13.47 485 3185 TRIPS 161 75 94 135 159 179 182 173 1,158 PERCENT 13.9 6.48 8.12 11.66 13.73 15.46 15.72 14.94 486 3186 TRIPS 842 417 387 479 648 745 669 941 5,128 PERCENT 16.42 8.13 7.55 9.34 12.64 14.53 13.05 18.35 487 3187 TRIPS 857 394 537 373 542 596 801 774 4,874 PERCENT 17.58 8.08 11.02 7.65 11.12 12.23 16.43 15.88 488 3188 TRIPS 383 242 411 221 219 476 821 503 3,276 PERCENT 11.69 7.39 12.55 6.75 6.68 14.53 25.06 15.35 489 3189 TRIPS 437 308 712 418 360 672 984 611 4,502 PERCENT 9.71 6.84 15.82 9.28 8 14.93 21.86 13.57 490 3190 TRIPS 283 155 348 295 225 301 416 262 2,285 PERCENT 12.39 6.78 15.23 12.91 9.85 13.17 18.21 11.47 491 3191 TRIPS 107 50 77 671 661 310 111 105 2,092 PERCENT 5.11 2.39 3.68 32.07 31.6 14.82 5.31 5.02 492 3192 TRIPS 68 36 76 123 88 142 131 56 720 PERCENT 9.44 5 10.56 17.08 12.22 19.72 18.19 7.78 493 3193 TRIPS 628 217 415 957 688 1215 1199 657 5,976 PERCENT 10.51 3.63 6.94 16.01 11.51 20.33 20.06 10.99 494 3194 TRIPS 817 392 848 1480 1038 1465 824 644 7,508 PERCENT 10.88 5.22 11.29 19.71 13.83 19.51 10.97 8.58 495 3195 TRIPS 604 227 472 678 715 575 524 515 4,310 PERCENT 14.01 5.27 10.95 15.73 16.59 13.34 12.16 11.95 496 3196 TRIPS 133 59 78 174 209 167 129 131 1,080 PERCENT 12.31 5.46 7.22 16.11 19.35 15.46 11.94 12.13 497 3197 TRIPS 100 48 51 156 176 135 104 101 871 PERCENT 11.48 5.51 5.86 17.91 20.21 15.5 11.94 11.6 498 3198 TRIPS 775 375 667 1854 2232 1383 957 958 9,201 PERCENT 8.42 4.08 7.25 20.15 24.26 15.03 10.4 10.41 499 3199 TRIPS 165 50 88 175 198 260 172 214 1,322 PERCENT 12.48 3.78 6.66 13.24 14.98 19.67 13.01 16.19 500 3200 TRIPS 1692 781 904 2169 1651 2912 2279 2124 14,512 PERCENT 11.66 5.38 6.23 14.95 11.38 20.07 15.7 14.64 501 3201 TRIPS 426 230 206 540 555 726 604 674 3,961 PERCENT 10.75 5.81 5.2 13.63 14.01 18.33 15.25 17.02 502 3202 TRIPS 213 67 132 276 447 467 256 346 2,204 PERCENT 9.66 3.04 5.99 12.52 20.28 21.19 11.62 15.7 503 3203 TRIPS 1878 539 792 822 3808 3895 2266 2673 16,673 PERCENT 11.26 3.23 4.75 4.93 22.84 23.36 13.59 16.03 504 3204 TRIPS 1210 537 697 557 2222 2386 2221 2240 12,070 PERCENT 10.02 4.45 5.77 4.61 18.41 19.77 18.4 18.56 505 3205 TRIPS 2665 1213 1142 2154 2867 3862 4544 3625 22,072 PERCENT 12.07 5.5 5.17 9.76 12.99 17.5 20.59 16.42 506 3206 TRIPS 961 357 291 364 1576 1688 1523 1372 8,132 PERCENT 11.82 4.39 3.58 4.48 19.38 20.76 18.73 16.87 507 3207 TRIPS 185 125 175 138 366 1389 946 447 3,771 PERCENT 4.91 3.31 4.64 3.66 9.71 36.83 25.09 11.85 508 3208 TRIPS 91 446 261 70 231 181 284 166 1,730 PERCENT 5.26 25.78 15.09 4.05 13.35 10.46 16.42 9.6 509 3209 TRIPS 225 125 57 27 270 800 594 568 2,666 PERCENT 8.44 4.69 2.14 1.01 10.13 30.01 22.28 21.31 510 3210 TRIPS 138 122 193 96 272 309 508 258 1,896 B-15 ❑ - r1 Kimley-Horn and Associates, Inc. Sheet No. of Job 9%wEaL.aNemuc. SAP Subject CARou.+AL- DISTa.e.JTion) Job No. Designed by Date Checked by Date One of FORTUNE's 100 Best Companies to Work', For APPENDIX H: Volume Development Worksheets AM Peak Hour INTERSECTION: COUNT DATE: TIME PERIOD: PEAK HOUR FACTOR: "EXISTING TRAFFIC" TRAFFIC VOLUMES AT STUDY INTERSECTIONS BUILD -OUT: 2016 NW North River Drive/NW 11th Street at NW 12th Street/NW 14th Avenue January 29, 2013 AM Period 0.85 EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 43 170 532 24 102 96 121 64 9 44 185 8 Peak Season Correction Factor 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 EXISTING CONDITIONS I I 43 I 172 I 537 24 I 103 I 97 I 122 I 65 I 9 44 I 187 I 8 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR TOTAL "VESTED" TRAFFIC ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- -----------o-oao Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Yearly Growth Rate 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% BACKGROUND TRAFFIC GROWTH 1 4 13 1 2 2 3 2 0 1 4 0 NON -PROJECT TRAFFIC 44 176 550 25 105 99 125 67 9 45 191 8 "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By Trips Net New 3 26 22 8 4 TOTAL PROJECT TRAFFIC 3 0 26 0 22 0 8 0 0 0 0 4 TOTAL TRAFFIC 47 176 576 25 127 99 133 67 9 45 191 12 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\volume development\Build-out AM Total 02.25.13.xls INTERSECTION: COUNT DATE: TIME PERIOD: PEAK HOUR FACTOR: "EXISTING TRAFFIC" TRAFFIC VOLUMES AT STUDY INTERSECTIONS BUILD -OUT: 2016 NW North River Drive at NW 15th Avenue/NW 13th Terrace January 29, 2013 AM Period 0.87 EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 599 721 5 2 224 13 2 1 3 46 1 428 Peak Season Correction Factor 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 EXISTING CONDITIONS 605 I 728 I 5 2 I 226 I 13 I 2 I 1 13 I I 46 I 1 I 432 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR TOTAL "VESTED" TRAFFIC ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- oao-o-000-000 Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Yearly Growth Rate 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% BACKGROUND TRAFFIC GROWTH 14 17 0 0 5 0 0 0 0 1 0 10 NON -PROJECT TRAFFIC 619 745 5 2 231 13 2 1 3 47 1 442 "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By Trips Net New 36 14 10 117 34 70 22 19 42 TOTAL PROJECT TRAFFIC 36 14 10 117 34 0 0 70 22 19 0 42 0 TOTAL TRAFFIC 36 633 755 122 36 231 13 72 23 22 47 43 442 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\volume development\Build-out AM Total 02.25.13.xls INTERSECTION: COUNT DATE: TIME PERIOD: PEAK HOUR FACTOR: "EXISTING TRAFFIC" TRAFFIC VOLUMES AT STUDY INTERSECTIONS BUILD -OUT: 2016 NW North River Drive at NW 17th Avenue January 31, 2013 AM Period 0.96 EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 20 373 253 72 21 143 608 906 47 518 11 Peak Season Correction Factor 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 EXISTING CONDITIONS I I 20 I 377 I 256 I 73 I 21 I I 144 I 614 I 915 I 47 I 523 I 11 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR TOTAL "VESTED" TRAFFIC ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- oao-a--0000 Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Yearly Growth Rate 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% BACKGROUND TRAFFIC GROWTH 0 9 6 2 0 3 14 22 1 12 0 NON -PROJECT TRAFFIC 20 386 262 75 21 147 628 937 48 535 11 "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By Trips Net New 32 27 34 53 40 TOTAL PROJECT TRAFFIC 0 32 0 27 34 0 0 53 40 0 0 TOTAL TRAFFIC 20 418 262 102 55 147 628 990 88 535 11 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\volume development\Build-out AM Total 02.25.13.xls INTERSECTION: COUNT DATE: TIME PERIOD: PEAK HOUR FACTOR: "EXISTING TRAFFIC" TRAFFIC VOLUMES AT STUDY INTERSECTIONS BUILD -OUT: 2016 NW 14th Street at NW 17th Avenue January 31, 2013 AM Period 0.90 EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 38 576 76 15 560 Peak Season Correction Factor 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 I EXISTING CONDITIONS I 1 1 1 1 1 1 1 38 I I 582 I 77 I I 15 I 566 I "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR TOTAL "VESTED" TRAFFIC ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- -------0---0-00- Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Yearly Growth Rate 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% BACKGROUND TRAFFIC GROWTH 1 14 2 0 13 "PROJECT TRAFFIC" LAND USE TYPE Project Trips Pass - By Net New TOTAL PROJECT TRAFFIC EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 34 40 0 34 0 0 40 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\volume development\Build-out AM Total 02.25.13.xls TRAFFIC VOLUMES AT STUDY INTERSECTIONS BUILD -OUT: 2016 INTERSECTION: NW 14th Street at NW 14th Avenue COUNT DATE: January 31, 2013 TIME PERIOD: AM Period PEAK HOUR FACTOR: 0.91 "EXISTING TRAFFIC" EBU EBL EBT EBR WBLIi) WBL(2) WBT WBR NBL(3) NBL NBT NBR SBL SBT SBR(4) SBR(5) Raw Turning Movements 139 473 31 36 238 39 213 15 9 56 31 223 202 172 9 Peak Season Correction Factor 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 EXISTING CONDITIONS 140 I 478 I 31 36 I 240 I 39 I 215 I 15 I 9 I 57 I 31 I 225 I 204 I 174 I 9 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBLh) WBL(2) WBT WBR NBL(3) NBL NBT NBR SBL SBT SBR(4) SBR(5) TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Yearly Growth Rate 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% BACKGROUND TRAFFIC GROWTH 3 11 1 1 6 1 5 0 0 1 1 5 5 4 0 NON -PROJECT TRAFFIC 143 489 32 37 246 40 220 15 9 58 32 230 209 178 9 "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBLh) WBL(2) WBT WBR NBL(3) NBL NBT NBR SBL SBT SBR(4) SBR(5) Project Pass - By Trips Net New 12 24 31 2 1 4 12 TOTAL PROJECT TRAFFIC 12 24 0 0 31 0 0 0 0 2 1 0 4 12 0 TOTAL TRAFFIC 155 513 32 37 277 40 220 15 9 60 33 230 213 190 9 Note: (1) Movement equivalent to WB hard left to NW 14th Avenue (2) Movement equivalent to WB soft left to NW 13th Terrace (3) Movement equivalent to NB hard left to NW 13th Terrace (4) Movement equivalent to SB soft right to NW 13th Terrace (5) Movement equivalent to SB hard right to NW 14th Street K:\FTL_TPTO\043174003 - River Landing SAP \calcs\volume development\Build-out AM Total 02.25.13.xls INTERSECTION: COUNT DATE: TIME PERIOD: PEAK HOUR FACTOR: "EXISTING TRAFFIC" TRAFFIC VOLUMES AT STUDY INTERSECTIONS BUILD -OUT: 2016 NW 12th Street at NW 12th Avenue January 29, 2013 AM Period 0.98 EBU EBL EBT EBR WBL WBT WBRI1) WBR(2) NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 321 232 571 571 91 648 984 96 Peak Season Correction Factor 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 EXISTING CONDITIONS I I I I 324 I 234 I 577 I 577 I I 92 I 654 I I 994 I 97 I "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBL WBT WBRI1) WBR(2) NBU NBL NBT NBR SBU SBL SBT SBR TOTAL "VESTED" TRAFFIC ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- -------o-o----ao Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Yearly Growth Rate 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% BACKGROUND TRAFFIC GROWTH 8 6 14 14 2 15 23 2 NON -PROJECT TRAFFIC 332 240 591 591 94 669 1,017 99 "PROJECT TRAFFIC" LAND USE TYPE Project Trips Pass - By Net New TOTAL PROJECT TRAFFIC EBU EBL EBT EBR WBL WBT WBRI1) WBR(2) NBU NBL NBT NBR SBU SBL SBT SBR 8 14 0 8 0 0 14 0 0 0 TOTAL TRAFFIC 332 248 591 591 108 669 1,017 99 Note: (1) Movement equivalent to WB right -traffic signal (2) Movement equivalent to WB right -free flow K:\FTL_TPTO\043174003 - River Landing SAP\calcs\volume development\Build-out AM Total 02.25.13.xls INTERSECTION: COUNT DATE: TIME PERIOD: PEAK HOUR FACTOR: "EXISTING TRAFFIC" TRAFFIC VOLUMES AT STUDY INTERSECTIONS BUILD -OUT: 2016 NW South River Drive at NW 17th Avenue January 31, 2013 AM Period 0.96 EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 216 163 6 1 659 34 782 1,195 45 Peak Season Correction Factor 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 EXISTING CONDITIONS I 218 I I 165 I I 6 I 1 I 666 I I 34 I 790 I I I 1,207 I 45 I "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR TOTAL "VESTED" TRAFFIC ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- ------o---ao Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Yearly Growth Rate 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% BACKGROUND TRAFFIC GROWTH 5 4 0 0 16 1 19 28 1 NON -PROJECT TRAFFIC 223 169 6 1 682 35 809 1,235 46 "PROJECT TRAFFIC" LAND USE TYPE Project Trips Pass - By Net New TOTAL PROJECT TRAFFIC EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 2 20 31 43 2 2 0 0 0 20 0 31 43 2 TOTAL TRAFFIC 225 169 6 1 702 35 840 1,278 48 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\volume development\Build-out AM Total 02.25.13.xls INTERSECTION: COUNT DATE: TIME PERIOD: PEAK HOUR FACTOR: "EXISTING TRAFFIC" TRAFFIC VOLUMES AT STUDY INTERSECTIONS BUILD -OUT: 2016 NW 11th Street at NW 12th Avenue January 29, 2013 AM Period 0.87 EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 289 241 107 110 159 163 1,510 132 19 85 683 48 Peak Season Correction Factor 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 EXISTING CONDITIONS 292 I 243 I 108 I 111 I 161 I 165 I 11,525 I 133 I 19 86 I 690 I 48 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR TOTAL "VESTED" TRAFFIC ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- -----------000ao Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Yearly Growth Rate 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% BACKGROUND TRAFFIC GROWTH 7 6 3 3 4 4 36 3 0 2 16 1 NON -PROJECT TRAFFIC 299 249 111 114 165 169 1,561 136 19 88 706 49 "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By Trips Net New 14 12 8 14 TOTAL PROJECT TRAFFIC 0 14 12 0 8 0 14 0 0 0 0 0 TOTAL TRAFFIC 299 263 123 114 173 169 1,575 136 19 88 706 49 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\volume development\Build-out AM Total 02.25.13.xls INTERSECTION: COUNT DATE: TIME PERIOD: PEAK HOUR FACTOR: "EXISTING TRAFFIC" TRAFFIC VOLUMES AT STUDY INTERSECTIONS BUILD -OUT: 2016 NW North River Drive at Western Project Driveway January 29, 2013 AM Period 0.87 EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 1,325 653 Peak Season Correction Factor 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 EXISTING CONDITIONS 11,338 I I I I 660 I I I I I I I "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR TOTAL "VESTED" TRAFFIC ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- --------------�- Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Yearly Growth Rate 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% BACKGROUND TRAFFIC GROWTH 32 16 "PROJECT TRAFFIC" LAND USE TYPE Project Trips Pass - By Net New TOTAL PROJECT TRAFFIC EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 117 8 106 60 117 8 106 60 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\volume development\Build-out AM Total 02.25.13.xls PM Peak Hour INTERSECTION: COUNT DATE: TIME PERIOD: PEAK HOUR FACTOR: "EXISTING TRAFFIC" TRAFFIC VOLUMES AT STUDY INTERSECTIONS BUILD -OUT: 2016 NW North River Drive/NW 11th Street at NW 12th Street/NW 14th Avenue January 29, 2013 PM Period 0.95 EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 6 36 215 6 249 39 290 90 6 10 143 52 Peak Season Correction Factor 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 EXISTING CONDITIONS I I 6 36 I 217 I 6 I 251 I 39 I 293 I 91 I 6 10 I 144 I 53 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR TOTAL "VESTED" TRAFFIC ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- -----------o-oao Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Yearly Growth Rate 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% BACKGROUND TRAFFIC GROWTH 0 1 5 0 6 1 7 2 0 0 3 1 "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By Trips Net New 14 108 75 27 14 TOTAL PROJECT TRAFFIC 14 0 108 0 75 0 27 0 0 0 0 14 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\volume development\Build-out PM Total 02.25.13.xls INTERSECTION: COUNT DATE: TIME PERIOD: PEAK HOUR FACTOR: "EXISTING TRAFFIC" TRAFFIC VOLUMES AT STUDY INTERSECTIONS BUILD -OUT: 2016 NW North River Drive at NW 15th Avenue/NW 13th Terrace January 29, 2013 PM Period 0.91 EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 183 250 2 1 612 11 0 0 0 28 0 840 Peak Season Correction Factor 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 EXISTING CONDITIONS 185 I 253 I 2 1 I 618 I 11 I I 0 16 16 I 28 I 0 I 848 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR TOTAL "VESTED" TRAFFIC ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- oao-o-000-000 Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Yearly Growth Rate 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% BACKGROUND TRAFFIC GROWTH 4 6 0 0 15 0 0 0 0 1 0 20 "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By Trips Net New 7 7 7 397 116 439 144 115 144 TOTAL PROJECT TRAFFIC 7 7 7 397 116 0 0 439 144 115 0 144 0 TOTAL TRAFFIC 7 196 266 399 117 633 11 439 144 115 29 144 868 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\volume development\Build-out PM Total 02.25.13.xls INTERSECTION: COUNT DATE: TIME PERIOD: PEAK HOUR FACTOR: "EXISTING TRAFFIC" TRAFFIC VOLUMES AT STUDY INTERSECTIONS BUILD -OUT: 2016 NW North River Drive at NW 17th Avenue January 31, 2013 PM Period 0.99 EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 31 148 263 287 34 240 566 281 40 522 25 Peak Season Correction Factor 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 EXISTING CONDITIONS I I 31 I 149 I 266 I 290 I 34 I I 242 I 572 I 284 I I 40 I 527 I 25 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR TOTAL "VESTED" TRAFFIC ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- oao-a--0000 Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Yearly Growth Rate 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% BACKGROUND TRAFFIC GROWTH 1 4 6 7 1 6 13 7 1 12 1 NON -PROJECT TRAFFIC 32 153 272 297 35 248 585 291 41 539 26 "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By Trips Net New 110 115 144 178 137 TOTAL PROJECT TRAFFIC o 110 0 115 144 0 0 178 137 0 0 TOTAL TRAFFIC 32 263 272 412 179 248 585 469 178 539 26 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\volume development\Build-out PM Total 02.25.13.xls INTERSECTION: COUNT DATE: TIME PERIOD: PEAK HOUR FACTOR: "EXISTING TRAFFIC" TRAFFIC VOLUMES AT STUDY INTERSECTIONS BUILD -OUT: 2016 NW 14th Street at NW 17th Avenue January 31, 2013 PM Period 0.97 EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 85 621 48 14 562 Peak Season Correction Factor 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 I EXISTING CONDITIONS I 1 1 1 1 1 1 1 86 I I 627 I 48 I 14 I 568 I "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR TOTAL "VESTED" TRAFFIC ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- -------0---0-00- Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Yearly Growth Rate 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% BACKGROUND TRAFFIC GROWTH 2 15 1 0 13 "PROJECT TRAFFIC" LAND USE TYPE Project Trips Pass - By Net New TOTAL PROJECT TRAFFIC EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 144 137 0 144 0 0 137 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\volume development\Build-out PM Total 02.25.13.xls TRAFFIC VOLUMES AT STUDY INTERSECTIONS BUILD -OUT: 2016 INTERSECTION: NW 14th Street at NW 14th Avenue COUNT DATE: January 31, 2013 TIME PERIOD: PM Period PEAK HOUR FACTOR: 0.92 "EXISTING TRAFFIC" EBU EBL EBT EBR WBLIi) WBL(2) WBT WBR NBL(3) NBL NBT NBR SBL SBT SBRIa) SBR(5) Raw Turning Movements 98 123 8 14 591 82 259 5 14 104 17 122 159 220 6 Peak Season Correction Factor 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 EXISTING CONDITIONS I I 99 I 124 I 8 14 I 597 I 83 I 262 I 5 I 14 I 105 I 17 I 123 I 161 I 222 I 6 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBLh) WBLIz) WBT WBR NBL(3) NBL NBT NBR SBL SBT SBRIa) SBRIs) TOTAL "VESTED" TRAFFIC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Yearly Growth Rate 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% BACKGROUND TRAFFIC GROWTH 2 3 0 0 14 2 6 0 0 2 0 3 4 5 0 NON -PROJECT TRAFFIC 101 127 8 14 611 85 268 5 14 107 17 126 165 227 6 "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBLh) WBLIz) WBT WBR NBL(3) NBL NBT NBR SBL SBT SBRIa) SBRIs) Project Pass - By Trips Net New 50 101 103 7 7 14 41 TOTAL PROJECT TRAFFIC 50 101 0 0 103 0 0 0 0 7 7 0 14 41 0 TOTAL TRAFFIC 151 228 8 14 714 85 268 5 14 114 24 126 179 268 6 Note: (1) Movement equivalent to WB hard left to NW 14th Avenue (2) Movement equivalent to WB soft left to NW 13th Terrace (3) Movement equivalent to NB hard left to NW 13th Terrace (4) Movement equivalent to SB soft right to NW 13th Terrace (5) Movement equivalent to SB hard right to NW 14th Street K:\FTL_TPTO\043174003 - River Landing SAP \calcs\volume development\Build-out PM Total 02.25.13.xls INTERSECTION: COUNT DATE: TIME PERIOD: PEAK HOUR FACTOR: "EXISTING TRAFFIC" TRAFFIC VOLUMES AT STUDY INTERSECTIONS BUILD -OUT: 2016 NW 12th Street at NW 12th Avenue January 29, 2013 PM Period 0.97 EBU EBL EBT EBR WBL WBT WBRI1) WBR(2) NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 583 99 303 304 63 522 1,357 60 Peak Season Correction Factor 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 EXISTING CONDITIONS I I I I 589 I 100 I 306 I 307 I I 64 I 527 I I 1,371 I 61 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBL WBT WBRI1) WBR(2) NBU NBL NBT NBR SBU SBL SBT SBR TOTAL "VESTED" TRAFFIC ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- -------o-o----ao Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Yearly Growth Rate 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% BACKGROUND TRAFFIC GROWTH 14 2 7 7 2 12 32 1 NON -PROJECT TRAFFIC 603 102 313 314 66 539 1,403 62 "PROJECT TRAFFIC" LAND USE TYPE Project Trips Pass - By Net New TOTAL PROJECT TRAFFIC EBU EBL EBT EBR WBL WBT WBRI1) WBR(2) NBU NBL NBT NBR SBU SBL SBT SBR 27 48 0 27 0 0 48 0 0 0 TOTAL TRAFFIC 603 129 313 314 114 539 1,403 62 Note: (1) Movement equivalent to WB right -traffic signal (2) Movement equivalent to WB right -free flow K:\FTL_TPTO\043174003 - River Landing SAP\calcs\volume development\Build-out PM Total 02.25.13.xls INTERSECTION: COUNT DATE: TIME PERIOD: PEAK HOUR FACTOR: "EXISTING TRAFFIC" TRAFFIC VOLUMES AT STUDY INTERSECTIONS BUILD -OUT: 2016 NW South River Drive at NW 17th Avenue January 31, 2013 PM Period 0.96 EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 99 65 9 25 223 62 762 1,611 273 Peak Season Correction Factor 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 EXISTING CONDITIONS 100 66 I 9 I 25 I 225 I 163 1770 I 11,627 I 276 I "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR TOTAL "VESTED" TRAFFIC ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- -------o---oo Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Yearly Growth Rate 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% BACKGROUND TRAFFIC GROWTH 2 2 0 1 5 1 18 38 7 "PROJECT TRAFFIC" LAND USE TYPE Project Trips Pass - By Net New TOTAL PROJECT TRAFFIC EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 7 68 103 180 7 7 0 0 0 68 0 103 180 7 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\volume development\Build-out PM Total 02.25.13.xls INTERSECTION: COUNT DATE: TIME PERIOD: PEAK HOUR FACTOR: "EXISTING TRAFFIC" TRAFFIC VOLUMES AT STUDY INTERSECTIONS BUILD -OUT: 2016 NW 11th Street at NW 12th Avenue January 29, 2013 PM Period 0.85 EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 189 147 120 285 286 297 1,061 99 15 54 1,206 16 Peak Season Correction Factor 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 EXISTING CONDITIONS 191 I 148 I 121 I I 288 I 289 I 300 11,072 I 100 I 15 55 I 1,218 I 16 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR TOTAL "VESTED" TRAFFIC ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- -----------000ao Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Yearly Growth Rate 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% BACKGROUND TRAFFIC GROWTH 5 3 3 7 7 7 25 2 0 1 29 0 NON -PROJECT TRAFFIC 196 151 124 295 296 307 1,097 102 15 56 1,247 16 "PROJECT TRAFFIC" LAND USE TYPE EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Project Pass - By Trips Net New 58 50 27 48 TOTAL PROJECT TRAFFIC 0 58 50 0 27 0 48 0 0 0 0 0 TOTAL TRAFFIC 196 209 174 295 323 307 1,145 102 15 56 1,247 16 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\volume development\Build-out PM Total 02.25.13.xls INTERSECTION: COUNT DATE: TIME PERIOD: PEAK HOUR FACTOR: "EXISTING TRAFFIC" TRAFFIC VOLUMES AT STUDY INTERSECTIONS BUILD -OUT: 2016 NW North River Drive at Western Project Driveway January 29, 2013 PM Period 0.93 EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Raw Turning Movements 435 1,452 Peak Season Correction Factor 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 1.010 EXISTING CONDITIONS 439 1 1 1 1 1,467 1 1 1 1 1 1 1 1 "BACKGROUND TRAFFIC" EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR TOTAL "VESTED" TRAFFIC ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- ---------------- --------------�- Years To Buildout 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 Yearly Growth Rate 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% 0.8% BACKGROUND TRAFFIC GROWTH 10 35 "PROJECT TRAFFIC" LAND USE TYPE Project Trips Pass - By Net New TOTAL PROJECT TRAFFIC EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR 397 28 446 21 397 28 446 21 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\volume development\Build-out PM Total 02.25.13.xls APPENDIX I: Future Background Conditions Intersection Analysis AM Peak Hour Timings Background Conditions 1: NW N River Dr & NW 12th St & NW 14th Ave AM Peak Hour Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Configurations 4 r* vi 19 4 r* Volume (vph) 44 176 550 25 105 125 67 45 191 8 Turn Type Perm NA Free Perm NA pm+pt NA Perm NA Perm Protected Phases 8 4 1 6 2 Permitted Phases 8 Free 4 6 2 2 Detector Phase 8 8 4 4 1 6 2 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 5.0 16.0 16.0 16.0 16.0 Minimum Split (s) 11.3 11.3 11.3 11.3 8.0 20.3 20.3 20.3 20.3 Total Split (s) 44.5 44.5 44.5 44.5 32.0 75.5 43.5 43.5 43.5 Total Split (%) 37.1% 37.1% 37.1 % 37.1 % 26.7% 62.9% 36.3% 36.3% 36.3% Yellow Time (s) 4.0 4.0 4.0 4.0 3.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.3 0.3 0.3 0.3 0.0 0.3 0.3 0.3 0.3 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.3 4.3 3.0 4.3 4.3 4.3 4.3 Lead/Lag Lead Lag Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None None None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 48 Natural Cycle: 45 Control Type: Actuated -Uncoordinated Splits and Phases: 1: NW N River Dr & NW 12th St & NW 14th Ave 41 02 A- Q4 32s 43,5 s 44,5 s it 06 98 75,5s 14,5 s K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Background AM1.syn HCM Signalized Intersection Capacity Analysis 1: NW N River Dr & NW 12th St & NW 14th Ave Background Conditions AM Peak Hour f 1- Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r* 4, 19 11 + r* Volume (vph) 44 176 550 25 105 99 125 67 9 45 191 8 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.3 4.0 4.3 3.0 4.3 4.3 4.3 4.3 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 0.94 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.99 1.00 0.99 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1844 1583 1744 1770 1829 1770 1863 1583 Fit Permitted 0.90 1.00 0.94 0.51 1.00 0.70 1.00 1.00 Satd. Flow (perm) 1670 1583 1651 954 1829 1300 1863 1583 Peak -hour factor, PHF 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Adj. Flow (vph) 52 210 655 30 125 118 149 80 11 54 227 10 RTOR Reduction (vph) 0 0 0 0 25 0 0 4 0 0 0 7 Lane Group Flow (vph) 0 262 655 0 248 0 149 87 0 54 227 3 Turn Type Perm NA Free Perm NA pm+pt NA Perm NA Perm Protected Phases 8 4 1 6 2 Permitted Phases 8 Free 4 6 2 2 Actuated Green, G (s) 12.9 48.0 12.9 26.5 26.5 16.3 16.3 16.3 Effective Green, g (s) 12.9 48.0 12.9 26.5 26.5 16.3 16.3 16.3 Actuated g/C Ratio 0.27 1.00 0.27 0.55 0.55 0.34 0.34 0.34 Clearance Time (s) 4.3 4.3 3.0 4.3 4.3 4.3 4.3 Vehicle Extension (s) 2.5 2.5 2.0 1.0 1.0 1.0 1.0 Lane Grp Cap (vph) 448 1583 443 649 1009 441 632 537 v/s Ratio Prot 0.03 0.05 0.12 v/s Ratio Perm c0.16 c0.41 0.15 0.09 0.04 0.00 v/c Ratio 0.58 0.41 0.56 0.23 0.09 0.12 0.36 0.01 Uniform Delay, d1 15.2 0.0 15.1 5.4 5.1 10.9 11.9 10.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.6 0.8 1.3 0.1 0.0 0.0 0.1 0.0 Delay (s) 16.8 0.8 16.4 5.5 5.1 11.0 12.0 10.5 Level of Service B A B A A B B B Approach Delay (s) 5.4 16.4 5.3 11.8 Approach LOS A B A B Intersection Summary HCM 2000 Control Delay 8.2 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.56 Actuated Cycle Length (s) 48.0 Sum of lost time (s) 11.6 Intersection Capacity Utilization 65.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Background AM1.syn Timings Background Conditions 2: NW 15th Ave/NW 13th Terr & NW N River Dr AM Peak Hour 1- Lane Group EBL EBT WBL WBT NET SWT SWR Lane Configurations 14, 411, 4, 4, r* Volume (vph) 619 745 2 231 1 1 442 Turn Type pm+pt NA Perm NA NA NA pm+ov Protected Phases 1 6 2 3 4 1 Permitted Phases 6 2 4 Detector Phase 1 6 2 2 3 4 1 Switch Phase Minimum Initial (s) 5.0 16.0 16.0 16.0 7.0 7.0 5.0 Minimum Split (s) 8.0 21.8 21.8 21.8 12.2 12.2 8.0 Total Split (s) 13.0 60.8 47.8 47.8 19.1 40.1 13.0 Total Split (%) 10.8% 50.7% 39.8% 39.8% 15.9% 33.4% 10.8% Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0 3.0 All -Red Time (s) 0.0 1.8 1.8 1.8 1.2 1.2 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 5.8 5.8 5.2 5.2 3.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 52.4 Natural Cycle: 70 Control Type: Actuated -Uncoordinated Splits and Phases: 2: NW 15th Ave/NW 13th Terr & NW N River Dr 41 !" 3 404 42 13s 47.8s s, Is Pods 06 60.8 s K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Background AM1.syn HCM Signalized Intersection Capacity Analysis Background Conditions 2: NW 15th Ave/NW 13th Terr & NW N River Dr AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations 44+ 4 r* Volume (vph) 619 745 5 2 231 13 2 1 3 47 1 442 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 5.8 5.8 5.2 5.2 3.0 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 Frt 1.00 1.00 0.99 0.93 0.88 0.85 Flt Protected 0.95 1.00 1.00 0.98 0.99 1.00 Satd. Flow (prot) 1770 3536 3510 1709 1541 1504 Fit Permitted 0.49 1.00 0.95 0.98 0.99 1.00 Satd. Flow (perm) 910 3536 3328 1709 1541 1504 Peak -hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Adj. Flow (vph) 711 856 6 2 266 15 2 1 3 54 1 508 RTOR Reduction (vph) 0 0 0 0 4 0 0 3 0 0 146 181 Lane Group Flow (vph) 711 862 0 0 279 0 0 3 0 0 138 98 Turn Type pm+pt NA Perm NA Split NA Split NA pm+ov Protected Phases 1 6 2 3 3 4 4 1 Permitted Phases 6 2 4 Actuated Green, G (s) 29.6 29.6 16.4 1.1 9.7 19.9 Effective Green, g (s) 29.6 29.6 16.4 1.1 9.7 19.9 Actuated g/C Ratio 0.52 0.52 0.29 0.02 0.17 0.35 Clearance Time (s) 3.0 5.8 5.8 5.2 5.2 3.0 Vehicle Extension (s) 2.0 1.0 1.0 2.5 2.5 2.0 Lane Grp Cap (vph) 630 1849 964 33 264 528 v/s Ratio Prot c0.20 0.24 c0.00 c0.09 0.03 v/s Ratio Perm c0.39 0.08 0.03 v/c Ratio 1.13 0.47 0.29 0.09 0.52 0.19 Uniform Delay, d1 11.8 8.5 15.6 27.3 21.3 12.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 76.8 0.1 0.1 0.9 1.4 0.1 Delay (s) 88.6 8.6 15.6 28.1 22.8 12.8 Level of Service F A B C C B Approach Delay (s) 44.7 15.6 28.1 17.8 Approach LOS D B C B Intersection Summary HCM 2000 Control Delay 35.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 1.02 Actuated Cycle Length (s) 56.6 Sum of lost time (s) 19.2 Intersection Capacity Utilization 75.6% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Background AM1.syn Timings Background Conditions 3: NW 17th Ave & NW N River Dr AM Peak Hour Lane Group WBR NBL NBT NBR SBL SBT SEL2 SEL SER Lane Configurations g 'Pi +1 r* 1 ta. ri r* Volume (vph) 75 147 628 937 48 535 20 386 262 Turn Type custom pm+pt NA Perm pm+pt NA Perm NA Perm Protected Phases 4 1 6 5 2 8 Permitted Phases 6 6 2 8 8 Detector Phase 4 1 6 6 5 2 8 8 8 Switch Phase Minimum Initial (s) 7.0 4.0 16.0 16.0 4.0 16.0 7.0 7.0 7.0 Minimum Split (s) 11.9 8.0 21.3 21.3 8.0 21.3 11.9 11.9 11.9 Total Split (s) 34.8 10.0 55.2 55.2 10.0 55.2 34.8 34.8 34.8 Total Split (%) 34.8% 10.0% 55.2% 55.2% 10.0% 55.2% 34.8% 34.8% 34.8% Yellow Time (s) 4.0 3.0 4.0 4.0 3.5 4.0 4.0 4.0 4.0 All -Red Time (s) 0.9 0.0 1.3 1.3 0.5 1.3 0.9 0.9 0.9 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.9 3.0 5.3 5.3 4.0 5.3 4.9 4.9 Lead/Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None C-Min C-Min None C-Min None None None Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 76 (76%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 90 Control Type: Actuated -Coordinated Splits and Phases: 3: NW 17th Ave & NW N River Dr 1 I0i 1 024R - o4 10s 55,2s 34.8s ' 05 I 11'05 4R) 03 10s 155,2s 34,8s 1 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Background AM1.syn HCM Signalized Intersection Capacity Analysis 3: NW 17th Ave & NW N River Dr Background Conditions AM Peak Hour VAJ Movement WBL WBR WBR2 NBL NBT NBR SBL SBT SBR SEL2 SEL SER Lane Configurations g 19 ++ r* 19 l r* Volume (vph) 0 75 21 147 628 937 48 535 11 20 386 262 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.9 3.0 5.3 5.3 4.0 5.3 4.9 4.9 Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 1.00 0.97 1.00 Frt 0.86 1.00 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1611 1770 3539 1583 1770 1857 3433 1583 Fit Permitted 1.00 0.36 1.00 1.00 0.39 1.00 0.94 1.00 Satd. Flow (perm) 1611 669 3539 1583 735 1857 3384 1583 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 0 78 22 153 654 976 50 557 11 21 402 273 RTOR Reduction (vph) 0 58 0 0 0 105 0 0 0 0 0 228 Lane Group Flow (vph) 0 42 0 153 654 871 50 568 0 0 423 45 Turn Type custom pm+pt NA Perm pm+pt NA Perm NA Perm Protected Phases 4 1 6 5 2 8 Permitted Phases 6 6 2 8 8 Actuated Green, G (s) 16.5 71.9 64.9 64.9 67.7 63.3 16.5 16.5 Effective Green, g (s) 16.5 71.9 64.9 64.9 67.7 63.3 16.5 16.5 Actuated g/C Ratio 0.16 0.72 0.65 0.65 0.68 0.63 0.16 0.16 Clearance Time (s) 4.9 3.0 5.3 5.3 4.0 5.3 4.9 4.9 Vehicle Extension (s) 2.5 2.0 1.0 1.0 2.0 1.0 1.5 1.5 Lane Grp Cap (vph) 265 558 2296 1027 543 1175 558 261 v/s Ratio Prot 0.03 c0.02 0.18 0.00 0.31 v/s Ratio Perm 0.18 c0.55 0.06 c0.13 0.03 v/c Ratio 0.16 0.27 0.28 0.85 0.09 0.48 0.76 0.17 Uniform Delay, d1 35.8 5.4 7.6 13.7 5.4 9.7 39.8 35.9 Progression Factor 1.00 0.60 0.57 0.50 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.1 0.2 6.7 0.0 1.4 5.2 0.1 Delay (s) 36.0 3.3 4.5 13.5 5.4 11.1 45.1 36.0 Level of Service D A A B A B D D Approach Delay (s) 36.0 9.4 10.7 41.5 Approach LOS D A B D Intersection Summary HCM 2000 Control Delay 17.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 14.2 Intersection Capacity Utilization 69.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Background AM1.syn HCM Unsignalized Intersection Capacity Analysis Background Conditions 4: NW 17th Ave & NW 14th St AM Peak Hour Movement WBL WBR NBT NBR SBL SBT Lane Configurations r* 144 4 Volume (veh/h) 0 39 596 79 15 579 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 0 43 662 88 17 643 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 144 pX, platoon unblocked 0.92 0.92 0.92 vC, conflicting volume 1383 375 750 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1245 152 559 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 95 98 cM capacity (veh/h) 150 799 929 Direction, Lane # WB 1 NB 1 NB 2 SB 1 Volume Total 43 441 309 660 Volume Left 0 0 0 17 Volume Right 43 0 88 0 cSH 799 1700 1700 929 Volume to Capacity 0.05 0.26 0.18 0.02 Queue Length 95th (ft) 4 0 0 1 Control Delay (s) 9.8 0.0 0.0 0.5 Lane LOS A A Approach Delay (s) 9.8 0.0 0.5 Approach LOS A Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 45.9% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Background AM1.syn Timings Background Conditions 5: NW 14th Ave & NW 14th St AM Peak Hour 1- t Lane Group WBL WBT WBR NBL2 NBL NBT SBL SBT SBR2 NEL NER Lane Configurations 4 r* 1 ta. vi + r* ire g Volume (vph) 246 40 220 15 9 58 230 209 9 143 489 Turn Type Perm NA Perm Perm Perm NA pm+pt NA Perm NA Perm Protected Phases 4 6 5 2 3 Permitted Phases 4 4 6 6 2 2 3 Detector Phase 4 4 4 6 6 6 5 2 2 3 3 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 14.0 14.0 14.0 5.0 15.0 15.0 7.0 7.0 Minimum Split (s) 26.6 26.6 26.6 19.3 19.3 19.3 8.0 20.3 20.3 11.6 11.6 Total Split (s) 27.7 27.7 27.7 19.4 19.4 19.4 13.1 32.5 32.5 59.8 59.8 Total Split (%) 23.1% 23.1% 23.1% 16.2% 16.2% 16.2% 10.9% 27.1% 27.1% 49.8% 49.8% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 3.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.6 0.6 0.6 1.3 1.3 1.3 0.0 1.3 1.3 0.6 0.6 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 4.6 4.6 5.3 5.3 3.0 5.3 5.3 4.6 4.6 Lead/Lag Lag Lag Lag Lag Lag Lag Lead Lead Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None C-Min C-Min C-Min None C-Min C-Min None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 23 (19%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 80 Control Type: Actuated -Coordinated Splits and Phases: 5: NW 14th Ave & NW 14th St lir 02 ::R.)43 1- 04 32,5s 159.8s 127.7s 05 ! too R) 13,1s 19,4s 1 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Background AM1.syn HCM Signalized Intersection Capacity Analysis Background Conditions 5: NW 14th Ave & NW 14th St AM Peak Hour 1- Movement WBL2 WBL WBT WBR NBL2 NBL NBT NBR SBL SBT SBR SBR2 Lane Configurations 4 r* 1 "ri 'Pi + r* Volume (vph) 37 246 40 220 15 9 58 32 230 209 178 9 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 5.3 5.3 3.0 5.3 5.3 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.95 1.00 0.93 0.85 Flt Protected 0.95 0.96 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1681 1705 1583 1770 1764 1770 1734 1583 Fit Permitted 0.95 0.96 1.00 0.51 1.00 0.64 1.00 1.00 Satd. Flow (perm) 1681 1705 1583 958 1764 1190 1734 1583 Peak -hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 41 270 44 242 16 10 64 35 253 230 196 10 RTOR Reduction (vph) 0 0 0 205 0 0 13 0 0 0 0 6 Lane Group Flow (vph) 0 176 179 37 0 26 86 0 253 426 0 4 Turn Type Perm Perm NA Perm Perm Perm NA pm+pt NA Perm Protected Phases 4 6 5 2 Permitted Phases 4 4 4 6 6 2 2 Actuated Green, G (s) 18.3 18.3 18.3 35.4 35.4 53.8 53.8 53.8 Effective Green, g (s) 18.3 18.3 18.3 35.4 35.4 53.8 53.8 53.8 Actuated g/C Ratio 0.15 0.15 0.15 0.29 0.29 0.45 0.45 0.45 Clearance Time (s) 4.6 4.6 4.6 5.3 5.3 3.0 5.3 5.3 Vehicle Extension (s) 2.5 2.5 2.5 1.0 1.0 2.0 1.0 1.0 Lane Grp Cap (vph) 256 260 241 282 520 607 777 709 v/s Ratio Prot 0.05 0.05 c0.25 v/s Ratio Perm 0.10 0.10 0.02 0.03 0.13 0.00 v/c Ratio 0.69 0.69 0.15 0.09 0.16 0.42 0.55 0.01 Uniform Delay, d1 48.1 48.2 44.1 30.7 31.3 21.4 24.2 18.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.8 6.8 0.2 0.6 0.7 0.2 2.8 0.0 Delay (s) 55.0 54.9 44.3 31.3 32.0 21.5 27.0 18.3 Level of Service D D D C C C C B Approach Delay (s) 50.7 31.9 24.9 Approach LOS D C C Intersection Summary HCM 2000 Control Delay 39.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 17.5 Intersection Capacity Utilization 64.4% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Background AM1.syn HCM Signalized Intersection Capacity Analysis Background Conditions 5: NW 14th Ave & NW 14th St AM Peak Hour Movement NEL NER NER2 Laneronfigurations g Volume (vph) 143 489 32 Ideal Flow (vphpl) 1900 1900 1900 Total Lost time (s) 4.6 4.6 Lane Util. Factor 1.00 0.95 Frt 0.91 0.85 Flt Protected 0.98 1.00 Satd. Flow (prot) 1666 1504 Fit Permitted 0.98 1.00 Satd. Flow (perm) 1666 1504 Peak -hour factor, PHF 0.91 0.91 0.91 Adj. Flow (vph) 157 537 35 RTOR Reduction (vph) 0 65 0 Lane Group Flow (vph) 372 292 0 Turn Type NA Perm Protected Phases 3 Permitted Phases 3 Actuated Green, G (s) 33.4 33.4 Effective Green, g (s) 33.4 33.4 Actuated g/C Ratio 0.28 0.28 Clearance Time (s) 4.6 4.6 Vehicle Extension (s) 2.5 2.5 Lane Grp Cap (vph) 463 418 v/s Ratio Prot c0.22 v/s Ratio Perm 0.19 v/c Ratio 0.80 0.70 Uniform Delay, d1 40.2 38.8 Progression Factor 1.00 1.00 Incremental Delay, d2 9.5 4.7 Delay (s) 49.7 43.4 Level of Service D D Approach Delay (s) 46.6 Approach LOS D Intersection Summary K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Background AM1.syn Timings Background Conditions 6: NW 12th Ave & NW 12th St AM Peak Hour ak- 1 t Lane Group WBL WBT WBR NBL NBT SBT Lane Configurations 11 4 i* ++ Volume (vph) 332 240 591 94 669 1017 Turn Type Perm NA Perm pm+pt NA NA Protected Phases 4 1 6 2 Permitted Phases 4 4 6 Detector Phase 4 4 4 1 6 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 5.0 16.0 16.0 Minimum Split (s) 32.0 32.0 32.0 8.0 21.0 21.0 Total Split (s) 45.0 45.0 45.0 8.0 95.0 87.0 Total Split (%) 32.1% 32.1% 32.1% 5.7% 67.9% 62.1% Yellow Time (s) 4.0 4.0 4.0 3.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 0.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 3.0 5.0 5.0 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Recall Mode None None None None C-Min C-Min Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 87 (62%), Referenced to phase 2:SBT and 6:NBTL, Start of Green Natural Cycle: 65 Control Type: Actuated -Coordinated Splits and Phases: 6: NW 12th Ave & NW 12th St o1 02 CR) A- 44 8s 87s I45s t o11R) 95 s 1 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Background AM1.syn HCM Signalized Intersection Capacity Analysis Background Conditions 6: NW 12th Ave & NW 12th St AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 19 4 r* 19 ft f t" Volume (vph) 0 0 0 332 240 591 94 669 0 0 1017 99 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 3.0 5.0 5.0 Lane Util. Factor 0.95 0.95 1.00 1.00 0.95 0.91 Frt 1.00 1.00 0.85 1.00 1.00 0.99 Flt Protected 0.95 0.99 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1681 1754 1583 1770 3539 5018 Fit Permitted 0.95 0.99 1.00 0.18 1.00 1.00 Satd. Flow (perm) 1681 1754 1583 341 3539 5018 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 0 0 0 339 245 603 96 683 0 0 1038 101 RTOR Reduction (vph) 0 0 0 0 0 187 0 0 0 0 9 0 Lane Group Flow (vph) 0 0 0 285 299 416 96 683 0 0 1130 0 Turn Type Perm NA Perm pm+pt NA NA Protected Phases 4 1 6 2 Permitted Phases 4 4 6 Actuated Green, G (s) 44.7 44.7 44.7 85.3 85.3 74.5 Effective Green, g (s) 44.7 44.7 44.7 85.3 85.3 74.5 Actuated g/C Ratio 0.32 0.32 0.32 0.61 0.61 0.53 Clearance Time (s) 5.0 5.0 5.0 3.0 5.0 5.0 Vehicle Extension (s) 2.5 2.5 2.5 2.0 1.0 1.0 Lane Grp Cap (vph) 536 560 505 287 2156 2670 v/s Ratio Prot c0.02 0.19 c0.23 v/s Ratio Perm 0.17 0.17 c0.26 0.19 v/c Ratio 0.53 0.53 0.82 0.33 0.32 0.42 Uniform Delay, d1 39.1 39.1 44.0 12.7 13.2 19.8 Progression Factor 1.00 1.00 1.00 0.66 0.62 1.00 Incremental Delay, d2 0.8 0.8 10.3 0.2 0.3 0.5 Delay (s) 39.9 39.9 54.4 8.5 8.5 20.3 Level of Service D D D A A C Approach Delay (s) 0.0 47.2 8.5 20.3 Approach LOS A D A C Intersection Summary HCM 2000 Control Delay 27.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.56 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 81.4% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Background AM1.syn Timings Background Conditions 7: NW 17th Ave & NW S River Dr AM Peak Hour f 1- t Lane Group EBL EBT WBL WBT WBR NBL NBT SBT SBR Lane Configurations 'Pi + r* 19 ++ ++ r* Volume (vph) 223 0 6 1 682 35 809 1235 46 Turn Type Perm NA Perm NA Perm pm+pt NA NA Perm Protected Phases 8 4 1 6 2 Permitted Phases 8 4 4 6 2 Detector Phase 8 8 4 4 4 1 6 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 4.0 14.0 14.0 14.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 8.0 19.0 19.0 19.0 Total Split (s) 30.0 30.0 30.0 30.0 30.0 10.0 70.0 60.0 60.0 Total Split (%) 30.0% 30.0% 30.0% 30.0% 30.0% 10.0% 70.0% 60.0% 60.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 3.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 3.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Recall Mode None None None None None None C-Min C-Min C-Min Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 86 (86%), Referenced to phase 2:SBT and 6:NBTL, Start of Green Natural Cycle: 90 Control Type: Actuated -Coordinated Splits and Phases: 7: NW 17th Ave & NW S River Dr 01 1 02 P.) 1- 04 10s 60s I30s t it 06 4R) V 08 70s 130s 1 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Background AM1.syn HCM Signalized Intersection Capacity Analysis 7: NW 17th Ave & NW S River Dr Background Conditions AM Peak Hour f 1- Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 43, 111 + r* 19 ++ r* +1 r* Volume (vph) 223 0 169 6 1 682 35 809 0 0 1235 46 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 3.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 Frt 0.94 1.00 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.97 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1706 1770 1863 1583 1770 3539 3539 1583 Fit Permitted 0.82 0.54 1.00 1.00 0.08 1.00 1.00 1.00 Satd. Flow (perm) 1445 1007 1863 1583 155 3539 3539 1583 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 232 0 176 6 1 710 36 843 0 0 1286 48 RTOR Reduction (vph) 0 35 0 0 0 126 0 0 0 0 0 26 Lane Group Flow (vph) 0 373 0 6 1 584 36 843 0 0 1286 22 Turn Type Perm NA Perm NA Perm pm+pt NA Perm NA Perm Protected Phases 8 4 1 6 2 Permitted Phases 8 4 4 6 6 2 Actuated Green, G (s) 37.2 37.2 37.2 37.2 52.8 52.8 46.4 46.4 Effective Green, g (s) 37.2 37.2 37.2 37.2 52.8 52.8 46.4 46.4 Actuated g/C Ratio 0.37 0.37 0.37 0.37 0.53 0.53 0.46 0.46 Clearance Time (s) 5.0 5.0 5.0 5.0 3.0 5.0 5.0 5.0 Vehicle Extension (s) 2.5 2.5 2.5 2.5 2.0 1.0 1.0 1.0 Lane Grp Cap (vph) 537 374 693 588 136 1868 1642 734 v/s Ratio Prot 0.00 0.01 c0.24 c0.36 v/s Ratio Perm 0.26 0.01 c0.37 0.13 0.01 v/c Ratio 0.70 0.02 0.00 0.99 0.26 0.45 0.78 0.03 Uniform Delay, d1 26.6 19.8 19.7 31.3 16.4 14.6 22.6 14.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.82 0.60 Incremental Delay, d2 3.6 0.0 0.0 35.4 0.4 0.8 3.7 0.1 Delay (s) 30.2 19.9 19.7 66.6 16.8 15.4 22.3 8.8 Level of Service C B B E B B C A Approach Delay (s) 30.2 66.2 15.5 21.8 Approach LOS C E B C Intersection Summary HCM 2000 Control Delay 30.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.86 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 99.8% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Background AM1.syn Timings Background Conditions 8: NW 12th Ave & NW 11 th St AM Peak Hour t Lane Group EBL EBT EBR WBL WBT NBT SBL SBT SBR Lane Configurations ' ++ r* iii 19 +ft r* Volume (vph) 299 249 111 114 165 1561 88 706 49 Turn Type pm+pt NA Perm pm+pt NA NA pm+pt NA Perm Protected Phases 3 8 7 4 6 5 2 Permitted Phases 8 8 4 2 2 Detector Phase 3 8 8 7 4 6 5 2 2 Switch Phase Minimum Initial (s) 4.0 7.0 7.0 4.0 7.0 7.0 4.0 7.0 7.0 Minimum Split (s) 7.0 32.1 32.1 7.0 32.1 26.8 7.0 26.8 26.8 Total Split (s) 23.0 39.1 39.1 23.0 39.1 60.9 17.0 77.9 77.9 Total Split (%) 16.4% 27.9% 27.9% 16.4% 27.9% 43.5% 12.1% 55.6% 55.6% Yellow Time (s) 3.0 4.0 4.0 3.0 4.0 4.0 3.0 4.0 4.0 All -Red Time (s) 0.0 1.1 1.1 0.0 1.1 0.8 0.0 0.8 0.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 5.1 5.1 3.0 5.1 4.8 3.0 4.8 4.8 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None C-Min None C-Min C-Min Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 68 (49%), Referenced to phase 2:SBTL and 6:NBT, Start of Green Natural Cycle: 90 Control Type: Actuated -Coordinated Splits and Phases: 8: NW 12th Ave & NW 11th St lir 42 (R, 3 04 77,9s 123s 39.1s I \IP05 1 1 06 4R) 07 08 17s 60,9 s I23s 39.1s 1 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Background AM1.syn HCM Signalized Intersection Capacity Analysis 8: NW 12th Ave & NW 11th St Background Conditions AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' ++ r* 19 ti, + 15 14+ r* Volume (vph) 299 249 111 114 165 169 0 1561 136 88 706 49 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 5.1 5.1 3.0 5.1 4.8 3.0 4.8 4.8 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.91 1.00 0.91 1.00 Frt 1.00 1.00 0.85 1.00 0.92 0.99 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 3539 1583 1770 3271 5024 1770 5085 1583 Fit Permitted 0.23 1.00 1.00 0.58 1.00 1.00 0.05 1.00 1.00 Satd. Flow (perm) 426 3539 1583 1074 3271 5024 101 5085 1583 Peak -hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Adj. Flow (vph) 344 286 128 131 190 194 0 1794 156 101 811 56 RTOR Reduction (vph) 0 0 71 0 155 0 0 5 0 0 0 20 Lane Group Flow (vph) 344 286 57 131 229 0 0 1945 0 101 811 36 Turn Type pm+pt NA Perm pm+pt NA NA pm+pt NA Perm Protected Phases 3 8 7 4 6 5 2 Permitted Phases 8 8 4 2 2 Actuated Green, G (s) 39.5 24.2 24.2 26.8 14.5 79.7 90.6 90.6 90.6 Effective Green, g (s) 39.5 24.2 24.2 26.8 14.5 79.7 90.6 90.6 90.6 Actuated g/C Ratio 0.28 0.17 0.17 0.19 0.10 0.57 0.65 0.65 0.65 Clearance Time (s) 3.0 5.1 5.1 3.0 5.1 4.8 3.0 4.8 4.8 Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 1.0 2.0 1.0 1.0 Lane Grp Cap (vph) 331 611 273 266 338 2860 159 3290 1024 v/s Ratio Prot c0.16 0.08 0.04 0.07 c0.39 c0.04 0.16 v/s Ratio Perm c0.13 0.04 0.05 0.37 0.02 v/c Ratio 1.04 0.47 0.21 0.49 0.68 0.68 0.64 0.25 0.04 Uniform Delay, d1 45.7 52.1 49.7 49.4 60.5 21.2 20.4 10.4 8.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.95 0.81 0.66 Incremental Delay, d2 60.0 0.4 0.3 0.5 4.8 1.3 5.6 0.2 0.1 Delay (s) 105.8 52.5 50.0 49.9 65.3 22.5 45.4 8.6 5.9 Level of Service F D D D E C D A A Approach Delay (s) 76.3 61.4 22.5 12.3 Approach LOS E E C B Intersection Summary HCM 2000 Control Delay 34.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.80 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 15.9 Intersection Capacity Utilization 79.5% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Background AM1.syn PM Peak Hour Timings Background Conditions 1: NW N River Dr & NW 12th St & NW 14th Ave PM Peak Hour Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Configurations 4 r* 15 19 4 r* Volume (vph) 6 37 222 6 257 300 93 10 147 54 Turn Type Perm NA Free Perm NA pm+pt NA Perm NA Perm Protected Phases 8 4 1 6 2 Permitted Phases 8 Free 4 6 2 2 Detector Phase 8 8 4 4 1 6 2 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 5.0 16.0 16.0 16.0 16.0 Minimum Split (s) 11.3 11.3 11.3 11.3 8.0 20.3 20.3 20.3 20.3 Total Split (s) 60.0 60.0 60.0 60.0 41.0 80.0 39.0 39.0 39.0 Total Split (%) 42.9% 42.9% 42.9% 42.9% 29.3% 57.1% 27.9% 27.9% 27.9% Yellow Time (s) 4.0 4.0 4.0 4.0 3.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.3 0.3 0.3 0.3 0.0 0.3 0.3 0.3 0.3 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.3 4.3 3.0 4.3 4.3 4.3 4.3 Lead/Lag Lead Lag Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None None None None Intersection Summary Cycle Length: 140 Actuated Cycle Length: 54.9 Natural Cycle: 45 Control Type: Actuated -Uncoordinated Splits and Phases: 1: NW N River Dr & NW 12th St & NW 14th Ave A- 41s 39s 60s 06 8 80 s 60 s. K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Background PM1.syn HCM Signalized Intersection Capacity Analysis 1: NW N River Dr & NW 12th St & NW 14th Ave Background Conditions PM Peak Hour f 1- Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r* 4, 19 11 1 r* Volume (vph) 6 37 222 6 257 40 300 93 6 10 147 54 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.3 4.0 4.3 3.0 4.3 4.3 4.3 4.3 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 0.98 1.00 0.99 1.00 1.00 0.85 Flt Protected 0.99 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1850 1583 1828 1770 1847 1770 1863 1583 Fit Permitted 0.95 1.00 1.00 0.56 1.00 0.69 1.00 1.00 Satd. Flow (perm) 1771 1583 1823 1036 1847 1285 1863 1583 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 6 39 234 6 271 42 316 98 6 11 155 57 RTOR Reduction (vph) 0 0 0 0 4 0 0 1 0 0 0 40 Lane Group Flow (vph) 0 45 234 0 315 0 316 103 0 11 155 17 Turn Type Perm NA Free Perm NA pm+pt NA Perm NA Perm Protected Phases 8 4 1 6 2 Permitted Phases 8 Free 4 6 2 2 Actuated Green, G (s) 15.4 54.7 15.4 30.7 30.7 16.3 16.3 16.3 Effective Green, g (s) 15.4 54.7 15.4 30.7 30.7 16.3 16.3 16.3 Actuated g/C Ratio 0.28 1.00 0.28 0.56 0.56 0.30 0.30 0.30 Clearance Time (s) 4.3 4.3 3.0 4.3 4.3 4.3 4.3 Vehicle Extension (s) 2.5 2.5 2.0 1.0 1.0 1.0 1.0 Lane Grp Cap (vph) 498 1583 513 734 1036 382 555 471 v/s Ratio Prot c0.09 0.06 0.08 v/s Ratio Perm 0.03 0.15 c0.17 c0.15 0.01 0.01 v/c Ratio 0.09 0.15 0.61 0.43 0.10 0.03 0.28 0.04 Uniform Delay, d1 14.5 0.0 17.1 6.5 5.6 13.6 14.7 13.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.2 1.9 0.1 0.0 0.0 0.1 0.0 Delay (s) 14.5 0.2 18.9 6.7 5.6 13.6 14.8 13.6 Level of Service B A B A A B B B Approach Delay (s) 2.5 18.9 6.4 14.4 Approach LOS A B A B Intersection Summary HCM 2000 Control Delay 10.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.52 Actuated Cycle Length (s) 54.7 Sum of lost time (s) 11.6 Intersection Capacity Utilization 61.3% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Background PM1.syn Timings Background Conditions 2: NW 15th Ave/NW 13th Terr & NW N River Dr PM Peak Hour 1- Lane Group EBL EBT WBL WBT SWT SWR 03 Lane Configurations 44, 41, 4, i* Volume (vph) 189 259 1 633 0 868 Turn Type pm+pt NA Perm NA NA pm+ov Protected Phases 1 6 2 4 1 3 Permitted Phases 6 2 4 Detector Phase 1 6 2 2 4 1 Switch Phase Minimum Initial (s) 5.0 16.0 16.0 16.0 7.0 5.0 7.0 Minimum Split (s) 8.0 21.8 21.8 21.8 12.2 8.0 12.2 Total Split (s) 13.0 60.8 47.8 47.8 40.1 13.0 19.1 Total Split (%) 10.8% 50.7% 39.8% 39.8% 33.4% 10.8% 16% Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 3.0 4.0 All -Red Time (s) 0.0 1.8 1.8 1.8 1.2 0.0 1.2 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 5.8 5.8 5.2 3.0 Lead/Lag Lead Lag Lag Lag Lead Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 50.3 Natural Cycle: 60 Control Type: Actuated -Uncoordinated Splits and Phases: 2: NW 15th Ave/NW 13th Terr & NW N River Dr 41 4,03 404 1- 02 13s 47.8s 1411 1 j19is 06 60.8 s K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Background PM1.syn HCM Signalized Intersection Capacity Analysis Background Conditions 2: NW 15th Ave/NW 13th Terr & NW N River Dr PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations 44+ 4 r* Volume (vph) 189 259 2 1 633 11 0 0 0 29 0 868 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 5.8 5.8 5.2 3.0 Lane Util. Factor 1.00 0.95 0.95 0.95 0.95 Frt 1.00 1.00 1.00 0.86 0.85 Flt Protected 0.95 1.00 1.00 1.00 1.00 Satd. Flow (prot) 1770 3536 3530 1516 1504 Fit Permitted 0.28 1.00 0.95 1.00 1.00 Satd. Flow (perm) 526 3536 3370 1516 1504 Peak -hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 208 285 2 1 696 12 0 0 0 32 0 954 RTOR Reduction (vph) 0 0 0 0 1 0 0 0 0 0 351 212 Lane Group Flow (vph) 208 287 0 0 708 0 0 0 0 0 148 275 Turn Type pm+pt NA Perm NA Perm Split NA pm+ov Protected Phases 1 6 2 3 4 4 1 Permitted Phases 6 2 3 4 Actuated Green, G (s) 28.4 28.4 18.1 10.5 17.8 Effective Green, g (s) 28.4 28.4 18.1 10.5 17.8 Actuated g/C Ratio 0.57 0.57 0.36 0.21 0.36 Clearance Time (s) 3.0 5.8 5.8 5.2 3.0 Vehicle Extension (s) 2.0 1.0 1.0 2.5 2.0 Lane Grp Cap (vph) 481 2012 1222 318 536 v/s Ratio Prot 0.06 0.08 0.10 c0.08 v/s Ratio Perm 0.18 c0.21 0.11 v/c Ratio 0.43 0.14 0.58 0.46 0.51 Uniform Delay, d1 5.7 5.0 12.8 17.2 12.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 0.0 0.4 0.8 0.3 Delay (s) 5.9 5.1 13.2 18.0 13.0 Level of Service A A B B B Approach Delay (s) 5.4 13.2 0.0 15.5 Approach LOS A B A B Intersection Summary HCM 2000 Control Delay 12.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length (s) 49.9 Sum of lost time (s) 19.2 Intersection Capacity Utilization 64.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Background PM1.syn Timings Background Conditions 3: NW 17th Ave & NW N River Dr PM Peak Hour Lane Group WBR NBL NBT NBR SBL SBT SEL2 SEL SER Lane Configurations g 'Pi +4 r* vi ta. ri r* Volume (vph) 297 248 585 291 41 539 32 153 272 Turn Type custom pm+pt NA Perm pm+pt NA Perm NA Perm Protected Phases 4 1 6 5 2 8 Permitted Phases 6 6 2 8 8 Detector Phase 4 1 6 6 5 2 8 8 8 Switch Phase Minimum Initial (s) 7.0 4.0 16.0 16.0 4.0 16.0 7.0 7.0 7.0 Minimum Split (s) 11.9 8.0 21.3 21.3 8.0 21.3 11.9 11.9 11.9 Total Split (s) 36.0 10.0 64.0 64.0 10.0 64.0 36.0 36.0 36.0 Total Split (%) 32.7% 9.1% 58.2% 58.2% 9.1% 58.2% 32.7% 32.7% 32.7% Yellow Time (s) 4.0 3.0 4.0 4.0 3.5 4.0 4.0 4.0 4.0 All -Red Time (s) 0.9 0.0 1.3 1.3 0.5 1.3 0.9 0.9 0.9 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.9 3.0 5.3 5.3 4.0 5.3 4.9 4.9 Lead/Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None C-Min C-Min None C-Min None None None Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 42 (38%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 3: NW 17th Ave & NW N River Dr 1ir- 10s 64s} 's I '1/441111.05 1 Io6�R *08 10 s 164 s 1 3Ei s 1 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Background PM1.syn HCM Signalized Intersection Capacity Analysis 3: NW 17th Ave & NW N River Dr Background Conditions PM Peak Hour VAJ Movement WBL WBR WBR2 NBL NBT NBR SBL SBT SBR SEL2 SEL SER Lane Configurations g 19 ++ r* 19 l r* Volume (vph) 0 297 35 248 585 291 41 539 26 32 153 272 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.9 3.0 5.3 5.3 4.0 5.3 4.9 4.9 Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 1.00 0.97 1.00 Frt 0.86 1.00 1.00 0.85 1.00 0.99 1.00 0.85 Flt Protected 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1611 1770 3539 1583 1770 1850 3433 1583 Fit Permitted 1.00 0.30 1.00 1.00 0.43 1.00 0.70 1.00 Satd. Flow (perm) 1611 568 3539 1583 799 1850 2524 1583 Peak -hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 0 300 35 251 591 294 41 544 26 32 155 275 RTOR Reduction (vph) 0 48 0 0 0 112 0 1 0 0 0 215 Lane Group Flow (vph) 0 287 0 251 591 182 41 569 0 0 187 60 Turn Type custom pm+pt NA Perm pm+pt NA Perm NA Perm Protected Phases 4 1 6 5 2 8 Permitted Phases 6 6 2 8 8 Actuated Green, G (s) 24.1 75.7 68.2 68.2 64.2 60.7 24.1 24.1 Effective Green, g (s) 24.1 75.7 68.2 68.2 64.2 60.7 24.1 24.1 Actuated g/C Ratio 0.22 0.69 0.62 0.62 0.58 0.55 0.22 0.22 Clearance Time (s) 4.9 3.0 5.3 5.3 4.0 5.3 4.9 4.9 Vehicle Extension (s) 2.5 2.0 1.0 1.0 2.0 1.0 1.5 1.5 Lane Grp Cap (vph) 352 522 2194 981 497 1020 552 346 v/s Ratio Prot c0.18 c0.05 0.17 0.00 c0.31 v/s Ratio Perm 0.28 0.12 0.05 0.07 0.04 v/c Ratio 0.81 0.48 0.27 0.19 0.08 0.56 0.34 0.17 Uniform Delay, d1 40.8 9.0 9.5 9.0 9.8 16.0 36.2 34.9 Progression Factor 1.00 0.90 0.84 0.37 1.00 1.00 1.00 1.00 Incremental Delay, d2 13.1 0.2 0.3 0.4 0.0 2.2 0.1 0.1 Delay (s) 53.9 8.3 8.3 3.7 9.8 18.2 36.4 35.0 Level of Service D A A A A B D C Approach Delay (s) 53.9 7.1 17.6 35.5 Approach LOS D A B D Intersection Summary HCM 2000 Control Delay 21.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 14.2 Intersection Capacity Utilization 76.1% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Background PM1.syn HCM Unsignalized Intersection Capacity Analysis Background Conditions 4: NW 17th Ave & NW 14th St PM Peak Hour Movement WBL WBR NBT NBR SBL SBT Lane Configurations r* 144 4 Volume (veh/h) 0 88 642 49 14 581 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 0 91 662 51 14 599 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 144 pX, platoon unblocked 0.93 0.93 0.93 vC, conflicting volume 1315 356 712 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1179 143 527 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 89 98 cM capacity (veh/h) 167 813 958 Direction, Lane # WB 1 NB 1 NB 2 SB 1 Volume Total 91 441 271 613 Volume Left 0 0 0 14 Volume Right 91 0 51 0 cSH 813 1700 1700 958 Volume to Capacity 0.11 0.26 0.16 0.02 Queue Length 95th (ft) 9 0 0 1 Control Delay (s) 10.0 0.0 0.0 0.4 Lane LOS A A Approach Delay (s) 10.0 0.0 0.4 Approach LOS A Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 45.2% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Background PM1.syn Timings Background Conditions 5: NW 13th Ter & NW 14th Ave & NW 14th St PM Peak Hour Lane Group Lane Configurations Volume (vph) Turn Type Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode Intersection Summary WBL 611 Perm 4 1- WBT 4 85 NA 4 WBR 268 Perm x1 At NBL2 NBL 19 5 14 Perm Perm 4 6 6 NBT 107 NA 6 4 4 4 6 6 6 7.0 26.6 41.8 29.9% 4.0 0.6 0.0 4.6 Lag Yes None 7.0 26.6 41.8 29.9% 4.0 0.6 0.0 4.6 Lag Yes None 7.0 26.6 41.8 29.9% 4.0 0.6 0.0 4.6 Lag Yes None 14.0 19.3 47.4 33.9% 4.0 1.3 Lag Yes C-Min 14.0 19.3 47.4 33.9% 4.0 1.3 0.0 5.3 Lag Yes C-Min 14.0 19.3 47.4 33.9% 4.0 1.3 0.0 5.3 Lag Yes C-Min SBL 19 126 pm+pt 5 2 5 5.0 8.0 13.1 9.4% 3.0 0.0 0.0 3.0 Lead Yes None SBT SBR2 NEL NER r* g 165 6 101 127 NA Perm NA Perm 2 3 2 3 2 2 3 3 15.0 15.0 7.0 20.3 20.3 11.6 60.5 60.5 37.7 43.2% 43.2% 26.9% 4.0 4.0 4.0 1.3 1.3 0.6 0.0 0.0 0.0 5.3 5.3 4.6 Lead Yes C-Min C-Min None 7.0 11.6 37.7 26.9% 4.0 0.6 0.0 4.6 Lead Yes None Cycle Length: 140 Actuated Cycle Length: 140 Offset: 41 (29%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 70 Control Type: Actuated -Coordinated Splits and Phases: 5: NW 13th Ter & NW 14th Ave & NW 14th St lir 2 4R, 3 04 60,5s 137.7s 141,8s I 05 I l'06 ) 13. 1 s 47.4s 1 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Background PM1.syn HCM Signalized Intersection Capacity Analysis Background Conditions 5: NW 13th Ter & NW 14th Ave & NW 14th St PM Peak Hour 1- Movement WBL2 WBL WBT WBR NBL2 NBL NBT NBR SBL SBT SBR SBR2 Lane Configurations 4 r* vi "ri 'Pi + r* Volume (vph) 14 611 85 268 5 14 107 17 126 165 227 6 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 5.3 5.3 3.0 5.3 5.3 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.98 1.00 0.91 0.85 Flt Protected 0.95 0.96 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1681 1704 1583 1770 1825 1770 1701 1583 Fit Permitted 0.95 0.96 1.00 0.48 1.00 0.62 1.00 1.00 Satd. Flow (perm) 1681 1704 1583 901 1825 1157 1701 1583 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 15 664 92 291 5 15 116 18 137 179 247 7 RTOR Reduction (vph) 0 0 0 130 0 0 4 0 0 0 0 4 Lane Group Flow (vph) 0 380 391 161 0 20 130 0 137 426 0 3 Turn Type Perm Perm NA Perm Perm Perm NA pm+pt NA Perm Protected Phases 4 6 5 2 Permitted Phases 4 4 4 6 6 2 2 Actuated Green, G (s) 40.2 40.2 40.2 56.4 56.4 69.6 69.6 69.6 Effective Green, g (s) 40.2 40.2 40.2 56.4 56.4 69.6 69.6 69.6 Actuated g/C Ratio 0.29 0.29 0.29 0.40 0.40 0.50 0.50 0.50 Clearance Time (s) 4.6 4.6 4.6 5.3 5.3 3.0 5.3 5.3 Vehicle Extension (s) 2.5 2.5 2.5 1.0 1.0 2.0 1.0 1.0 Lane Grp Cap (vph) 482 489 454 362 735 619 845 786 v/s Ratio Prot 0.07 0.02 c0.25 v/s Ratio Perm 0.23 0.23 0.10 0.02 0.09 0.00 v/c Ratio 0.79 0.80 0.36 0.06 0.18 0.22 0.50 0.00 Uniform Delay, d1 46.0 46.2 39.6 25.5 26.9 19.3 23.6 17.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 8.1 8.6 0.3 0.3 0.5 0.1 2.1 0.0 Delay (s) 54.0 54.8 40.0 25.8 27.4 19.3 25.8 17.7 Level of Service D D D C C B C B Approach Delay (s) 50.5 27.2 24.1 Approach LOS D C C Intersection Summary HCM 2000 Control Delay 43.0 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 17.5 Intersection Capacity Utilization 78.7% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Background PM1.syn HCM Signalized Intersection Capacity Analysis Background Conditions 5: NW 13th Ter & NW 14th Ave & NW 14th St PM Peak Hour Movement NEL NER NER2 Laneronfigurations g Volume (vph) 101 127 8 Ideal Flow (vphpl) 1900 1900 1900 Total Lost time (s) 4.6 4.6 Lane Util. Factor 1.00 0.95 Frt 0.97 0.85 Flt Protected 0.96 1.00 Satd. Flow (prot) 1740 1504 Fit Permitted 0.96 1.00 Satd. Flow (perm) 1740 1504 Peak -hour factor, PHF 0.92 0.92 0.92 Adj. Flow (vph) 110 138 9 RTOR Reduction (vph) 0 68 0 Lane Group Flow (vph) 135 54 0 Turn Type NA Perm Protected Phases 3 Permitted Phases 3 Actuated Green, G (s) 15.7 15.7 Effective Green, g (s) 15.7 15.7 Actuated g/C Ratio 0.11 0.11 Clearance Time (s) 4.6 4.6 Vehicle Extension (s) 2.5 2.5 Lane Grp Cap (vph) 195 168 v/s Ratio Prot c0.08 v/s Ratio Perm 0.04 v/c Ratio 0.69 0.32 Uniform Delay, d1 59.8 57.2 Progression Factor 1.00 1.00 Incremental Delay, d2 9.4 0.8 Delay (s) 69.2 58.0 Level of Service E E Approach Delay (s) 63.9 Approach LOS E Intersection Summary K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Background PM1.syn Timings Background Conditions 6: NW 12th Ave & NW 12th St PM Peak Hour ak- 1 t Lane Group WBL WBT WBR NBL NBT SBT Lane Configurations 11 4 i* ++ Volume (vph) 603 102 313 66 539 1403 Turn Type Perm NA Perm pm+pt NA NA Protected Phases 4 1 6 2 Permitted Phases 4 4 6 Detector Phase 4 4 4 1 6 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 5.0 16.0 16.0 Minimum Split (s) 32.0 32.0 32.0 8.0 21.0 21.0 Total Split (s) 37.0 37.0 37.0 13.0 103.0 90.0 Total Split (%) 26.4% 26.4% 26.4% 9.3% 73.6% 64.3% Yellow Time (s) 4.0 4.0 4.0 3.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 0.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 3.0 5.0 5.0 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Recall Mode None None None None C-Min C-Min Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 18 (13%), Referenced to phase 2:SBT and 6:NBTL, Start of Green Natural Cycle: 65 Control Type: Actuated -Coordinated Splits and Phases: 6: NW 12th Ave & NW 12th St 01 02 CR) 1- 04 13s 90s I37s I too CRAP 103 s K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Background PM1.syn HCM Signalized Intersection Capacity Analysis Background Conditions 6: NW 12th Ave & NW 12th St PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 19 4 r* 19 ft f t" Volume (vph) 0 0 0 603 102 313 66 539 0 0 1403 62 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 3.0 5.0 5.0 Lane Util. Factor 0.95 0.95 1.00 1.00 0.95 0.91 Frt 1.00 1.00 0.85 1.00 1.00 0.99 Flt Protected 0.95 0.97 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1681 1709 1583 1770 3539 5053 Fit Permitted 0.95 0.97 1.00 0.12 1.00 1.00 Satd. Flow (perm) 1681 1709 1583 215 3539 5053 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 0 0 0 622 105 323 68 556 0 0 1446 64 RTOR Reduction (vph) 0 0 0 0 0 232 0 0 0 0 4 0 Lane Group Flow (vph) 0 0 0 361 366 91 68 556 0 0 1506 0 Turn Type Perm NA Perm pm+pt NA NA Protected Phases 4 1 6 2 Permitted Phases 4 4 6 Actuated Green, G (s) 39.5 39.5 39.5 90.5 90.5 82.0 Effective Green, g (s) 39.5 39.5 39.5 90.5 90.5 82.0 Actuated g/C Ratio 0.28 0.28 0.28 0.65 0.65 0.59 Clearance Time (s) 5.0 5.0 5.0 3.0 5.0 5.0 Vehicle Extension (s) 2.5 2.5 2.5 2.0 1.0 1.0 Lane Grp Cap (vph) 474 482 446 200 2287 2959 v/s Ratio Prot c0.01 0.16 c0.30 v/s Ratio Perm c0.21 0.21 0.06 0.21 v/c Ratio 0.76 0.76 0.20 0.34 0.24 0.51 Uniform Delay, d1 45.9 45.9 38.3 11.7 10.4 17.1 Progression Factor 1.00 1.00 1.00 0.79 0.65 1.00 Incremental Delay, d2 6.8 6.4 0.2 0.3 0.2 0.6 Delay (s) 52.7 52.4 38.4 9.5 6.9 17.7 Level of Service D D D A A B Approach Delay (s) 0.0 48.2 7.2 17.7 Approach LOS A D A B Intersection Summary HCM 2000 Control Delay 25.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.58 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 64.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Background PM1.syn Timings Background Conditions 7: NW 17th Ave & NW S River Dr PM Peak Hour f 1- t Lane Group EBL EBT WBL WBT WBR NBL NBT SBT SBR Lane Configurations 'Pi + r* 19 ++ ++ r* Volume (vph) 102 0 9 26 230 64 788 1665 283 Turn Type Perm NA Perm NA Perm pm+pt NA NA Perm Protected Phases 8 4 1 6 2 Permitted Phases 8 4 4 6 2 Detector Phase 8 8 4 4 4 1 6 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 4.0 14.0 14.0 14.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 8.0 19.0 19.0 19.0 Total Split (s) 30.0 30.0 30.0 30.0 30.0 13.0 80.0 67.0 67.0 Total Split (%) 27.3% 27.3% 27.3% 27.3% 27.3% 11.8% 72.7% 60.9% 60.9% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 3.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 3.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Recall Mode None None None None None None C-Min C-Min C-Min Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 18 (16%), Referenced to phase 2:SBT and 6:NBTL, Start of Green Natural Cycle: 60 Control Type: Actuated -Coordinated Splits and Phases: 7: NW 17th Ave & NW S River Dr 01 1 02 R.) 1- 04 13s 67s I30s ' 11'06 R) 08 80 s 130 s 1 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Background PM1.syn HCM Signalized Intersection Capacity Analysis 7: NW 17th Ave & NW S River Dr Background Conditions PM Peak Hour f 1- Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 43, 111 + r* 19 ++ r* +1 r* Volume (vph) 102 0 68 9 26 230 64 788 0 0 1665 283 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 3.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 Frt 0.95 1.00 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.97 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1711 1770 1863 1583 1770 3539 3539 1583 Fit Permitted 0.80 0.62 1.00 1.00 0.08 1.00 1.00 1.00 Satd. Flow (perm) 1411 1150 1863 1583 154 3539 3539 1583 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 106 0 71 9 27 240 67 821 0 0 1734 295 RTOR Reduction (vph) 0 43 0 0 0 195 0 0 0 0 0 27 Lane Group Flow (vph) 0 134 0 9 27 45 67 821 0 0 1734 268 Turn Type Perm NA Perm NA Perm pm+pt NA Perm NA Perm Protected Phases 8 4 1 6 2 Permitted Phases 8 4 4 6 6 2 Actuated Green, G (s) 15.1 15.1 15.1 15.1 84.9 84.9 77.2 77.2 Effective Green, g (s) 15.1 15.1 15.1 15.1 84.9 84.9 77.2 77.2 Actuated g/C Ratio 0.14 0.14 0.14 0.14 0.77 0.77 0.70 0.70 Clearance Time (s) 5.0 5.0 5.0 5.0 3.0 5.0 5.0 5.0 Vehicle Extension (s) 2.5 2.5 2.5 2.5 2.0 1.0 1.0 1.0 Lane Grp Cap (vph) 193 157 255 217 187 2731 2483 1110 v/s Ratio Prot 0.01 c0.02 0.23 c0.49 v/s Ratio Perm c0.09 0.01 0.03 0.26 0.17 v/c Ratio 0.69 0.06 0.11 0.21 0.36 0.30 0.70 0.24 Uniform Delay, d1 45.2 41.3 41.5 42.1 9.2 3.7 9.6 5.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.98 1.15 Incremental Delay, d2 9.5 0.1 0.1 0.3 0.4 0.3 1.6 0.5 Delay (s) 54.8 41.4 41.7 42.5 9.6 4.0 11.1 7.3 Level of Service D D D D A A B A Approach Delay (s) 54.8 42.4 4.4 10.5 Approach LOS D D A B Intersection Summary HCM 2000 Control Delay 13.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.68 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 77.7% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Background PM1.syn Timings Background Conditions 8: NW 12th Ave & NW 11 th St PM Peak Hour Lane Group EBL EBT EBR WBL WBT NBT SBU SBL SBT SBR Lane Configurations ' ++ r* 19 f Hit r* Volume (vph) 196 151 124 295 296 1097 15 56 1247 16 Turn Type pm+pt NA Perm pm+pt NA NA custom pm+pt NA Perm Protected Phases 3 8 7 4 6 5 2 Permitted Phases 8 8 4 5 2 2 Detector Phase 3 8 8 7 4 6 5 5 2 2 Switch Phase Minimum Initial (s) 4.0 7.0 7.0 4.0 7.0 7.0 4.0 4.0 7.0 7.0 Minimum Split (s) 7.0 32.1 32.1 7.0 32.1 26.8 7.0 7.0 26.8 26.8 Total Split (s) 23.0 39.1 39.1 23.0 39.1 60.9 17.0 17.0 77.9 77.9 Total Split (%) 16.4% 27.9% 27.9% 16.4% 27.9% 43.5% 12.1% 12.1% 55.6% 55.6% Yellow Time (s) 3.0 4.0 4.0 3.0 4.0 4.0 3.0 3.0 4.0 4.0 All -Red Time (s) 0.0 1.1 1.1 0.0 1.1 0.8 0.0 0.0 0.8 0.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 5.1 5.1 3.0 5.1 4.8 3.0 4.8 4.8 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None C-Min None None C-Min C-Min Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 4 (3%), Referenced to phase 2:SBTL and 6:NBT, Start of Green Natural Cycle: 75 Control Type: Actuated -Coordinated Splits and Phases: 8: NW 12th Ave & NW 11th St lir 42 (R, 3 04 77.9 s 123 s 39.1 s I \IP05 1 1 06 4R) 07 08 17s 60,9s I23s 39,1s 1 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Background PM1.syn HCM Signalized Intersection Capacity Analysis 8: NW 12th Ave & NW 11th St Background Conditions PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations ' ++ r* 19 ti, + t41 Volume (vph) 196 151 124 295 296 307 0 1097 102 15 56 1247 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 5.1 5.1 3.0 5.1 4.8 3.0 4.8 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.91 1.00 0.91 Frt 1.00 1.00 0.85 1.00 0.92 0.99 1.00 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 3539 1583 1770 3269 5020 1770 5085 Fit Permitted 0.16 1.00 1.00 0.54 1.00 1.00 0.11 1.00 Satd. Flow (perm) 307 3539 1583 1006 3269 5020 205 5085 Peak -hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Adj. Flow (vph) 231 178 146 347 348 361 0 1291 120 18 66 1467 RTOR Reduction (vph) 0 0 57 0 141 0 0 7 0 0 0 0 Lane Group Flow (vph) 231 178 89 347 568 0 0 1404 0 0 84 1467 Turn Type pm+pt NA Perm pm+pt NA NA custom pm+pt NA Protected Phases 3 8 7 4 6 5 2 Permitted Phases 8 8 4 5 2 Actuated Green, G (s) 43.3 24.3 24.3 51.4 29.4 68.0 78.7 78.7 Effective Green, g (s) 43.3 24.3 24.3 51.4 29.4 68.0 78.7 78.7 Actuated g/C Ratio 0.31 0.17 0.17 0.37 0.21 0.49 0.56 0.56 Clearance Time (s) 3.0 5.1 5.1 3.0 5.1 4.8 3.0 4.8 Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 1.0 2.0 1.0 Lane Grp Cap (vph) 293 614 274 500 686 2438 201 2858 v/s Ratio Prot c0.11 0.05 c0.12 c0.17 c0.28 0.02 c0.29 v/s Ratio Perm 0.14 0.06 0.14 0.21 v/c Ratio 0.79 0.29 0.32 0.69 0.83 0.58 0.42 0.51 Uniform Delay, d1 39.9 50.3 50.7 35.0 52.9 25.7 17.6 18.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.02 0.76 Incremental Delay, d2 12.2 0.2 0.5 3.4 8.0 1.0 0.4 0.6 Delay (s) 52.1 50.5 51.2 38.3 60.9 26.7 18.4 14.8 Level of Service D D D D E C B B Approach Delay (s) 51.4 53.5 26.7 14.9 Approach LOS D D C B Intersection Summary HCM 2000 Control Delay 31.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.68 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 15.9 Intersection Capacity Utilization 71.2% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Background PM1.syn HCM Signalized Intersection Capacity Analysis Background Conditions 8: NW 12th Ave & NW 11 th St PM Peak Hour 4, Movement SBR Lfonfigurations Volume (vph) 16 Ideal Flow (vphpl) 1900 Total Lost time (s) 4.8 Lane Util. Factor 1.00 Frt 0.85 Flt Protected 1.00 Satd. Flow (prot) 1583 Fit Permitted 1.00 Satd. Flow (perm) 1583 Peak -hour factor, PHF 0.85 Adj. Flow (vph) 19 RTOR Reduction (vph) 8 Lane Group Flow (vph) 11 Turn Type Perm Protected Phases Permitted Phases 2 Actuated Green, G (s) 78.7 Effective Green, g (s) 78.7 Actuated g/C Ratio 0.56 Clearance Time (s) 4.8 Vehicle Extension (s) 1.0 Lane Grp Cap (vph) 889 v/s Ratio Prot v/s Ratio Perm 0.01 v/c Ratio 0.01 Uniform Delay, d1 13.5 Progression Factor 0.43 Incremental Delay, d2 0.0 Delay (s) 5.8 Level of Service A Approach Delay (s) Approach LOS Intersection Summary K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Background PM1.syn APPENDIX J: Future Total Conditions Intersection Analysis AM Peak Hour Timings Total Conditions 1: NW N River Dr & NW 12th St & NW 14th Ave AM Peak Hour Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Configurations 4 r* 11 19 I, r* Volume (vph) 47 176 576 25 127 133 67 45 191 12 Turn Type Perm NA Free Perm NA pm+pt NA Perm NA Perm Protected Phases 8 4 1 6 2 Permitted Phases 8 Free 4 6 2 2 Detector Phase 8 8 4 4 1 6 2 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 5.0 16.0 16.0 16.0 16.0 Minimum Split (s) 11.3 11.3 11.3 11.3 8.0 20.3 20.3 20.3 20.3 Total Split (s) 44.5 44.5 44.5 44.5 32.0 75.5 43.5 43.5 43.5 Total Split (%) 37.1% 37.1% 37.1 % 37.1 % 26.7% 62.9% 36.3% 36.3% 36.3% Yellow Time (s) 4.0 4.0 4.0 4.0 3.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.3 0.3 0.3 0.3 0.0 0.3 0.3 0.3 0.3 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.3 4.3 3.0 4.3 4.3 4.3 4.3 Lead/Lag Lead Lag Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None None None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 48.9 Natural Cycle: 45 Control Type: Actuated -Uncoordinated Splits and Phases: 1: NW N River Dr & NW 12th St & NW 14th Ave 41 02 A- Q4 32s 43,5 s 44,5 s it 06 98 75,5s 14,5 s K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Future Total AM 02.26.13.syn HCM Signalized Intersection Capacity Analysis 1: NW N River Dr & NW 12th St & NW 14th Ave Total Conditions AM Peak Hour f 1- Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r* 4, 19 11 1 r* Volume (vph) 47 176 576 25 127 99 133 67 9 45 191 12 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.3 4.0 4.3 3.0 4.3 4.3 4.3 4.3 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 0.95 1.00 0.98 1.00 1.00 0.85 Flt Protected 0.99 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1843 1583 1755 1770 1829 1770 1863 1583 Fit Permitted 0.87 1.00 0.95 0.51 1.00 0.70 1.00 1.00 Satd. Flow (perm) 1630 1583 1669 946 1829 1300 1863 1583 Peak -hour factor, PHF 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Adj. Flow (vph) 56 210 686 30 151 118 158 80 11 54 227 14 RTOR Reduction (vph) 0 0 0 0 21 0 0 5 0 0 0 9 Lane Group Flow (vph) 0 266 686 0 278 0 158 86 0 54 227 5 Turn Type Perm NA Free Perm NA pm+pt NA Perm NA Perm Protected Phases 8 4 1 6 2 Permitted Phases 8 Free 4 6 2 2 Actuated Green, G (s) 13.5 48.9 13.5 26.8 26.8 16.3 16.3 16.3 Effective Green, g (s) 13.5 48.9 13.5 26.8 26.8 16.3 16.3 16.3 Actuated g/C Ratio 0.28 1.00 0.28 0.55 0.55 0.33 0.33 0.33 Clearance Time (s) 4.3 4.3 3.0 4.3 4.3 4.3 4.3 Vehicle Extension (s) 2.5 2.5 2.0 1.0 1.0 1.0 1.0 Lane Grp Cap (vph) 450 1583 460 644 1002 433 621 527 v/s Ratio Prot 0.04 0.05 0.12 v/s Ratio Perm 0.16 c0.43 c0.17 0.10 0.04 0.00 v/c Ratio 0.59 0.43 0.60 0.25 0.09 0.12 0.37 0.01 Uniform Delay, d1 15.3 0.0 15.4 5.6 5.2 11.3 12.4 10.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.7 0.9 1.9 0.1 0.0 0.0 0.1 0.0 Delay (s) 17.1 0.9 17.3 5.7 5.3 11.4 12.5 10.9 Level of Service B A B A A B B B Approach Delay (s) 5.4 17.3 5.5 12.2 Approach LOS A B A B Intersection Summary HCM 2000 Control Delay 8.5 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.58 Actuated Cycle Length (s) 48.9 Sum of lost time (s) 11.6 Intersection Capacity Utilization 67.0% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Future Total AM 02.26.13.syn Timings Total Conditions 2: NW 15th Ave/NW 13th Terr & NW N River Dr AM Peak Hour 1- Lane Group EBU EBL EBT WBL WBT NEL NET SWT SWR Lane Configurations 11, 41, 11111 I, 4, r* Volume (vph) 36 633 755 36 231 72 23 43 442 Turn Type Perm pm+pt NA Perm NA Split NA NA pm+ov Protected Phases 1 6 2 3 3 4 1 Permitted Phases 6 6 2 4 Detector Phase 6 1 6 2 2 3 3 4 1 Switch Phase Minimum Initial (s) 16.0 5.0 16.0 16.0 16.0 7.0 7.0 7.0 5.0 Minimum Split (s) 21.8 8.0 21.8 21.8 21.8 12.2 12.2 12.2 8.0 Total Split (s) 76.6 46.0 76.6 30.6 30.6 12.2 12.2 31.2 46.0 Total Split (%) 63.8% 38.3% 63.8% 25.5% 25.5% 10.2% 10.2% 26.0% 38.3% Yellow Time (s) 4.0 3.0 4.0 4.0 4.0 4.0 4.0 4.0 3.0 All -Red Time (s) 1.8 0.0 1.8 1.8 1.8 1.2 1.2 1.2 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 5.8 5.8 5.2 5.2 5.2 3.0 Lead/Lag Lead Lag Lag Lead Lead Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 99.7 Natural Cycle: 90 Control Type: Actuated -Uncoordinated Splits and Phases: 2: NW 15th Ave/NW 13th Terr & NW N River Dr 1 03 4 1- 02 46s 30,6s 12.2s 131.2s -111'06 26.6s I K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Future Total AM 02.26.13.syn HCM Signalized Intersection Capacity Analysis 2: NW 15th Ave/NW 13th Terr & NW N River Dr Total Conditions AM Peak Hour t _r Movement EBU EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT Lane Configurations 11, 41, 1119 I, Volume (vph) 36 633 755 122 36 231 13 72 23 22 47 43 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 5.8 5.8 5.2 5.2 5.2 Lane Util. Factor 1.00 0.95 0.95 0.97 1.00 0.95 Frt 1.00 0.98 0.99 1.00 0.93 0.90 Flt Protected 0.95 1.00 0.99 0.95 1.00 0.99 Satd. Flow (prot) 1770 3465 3492 3433 1726 1578 Fit Permitted 0.42 1.00 0.72 0.95 1.00 0.99 Satd. Flow (perm) 782 3465 2519 3433 1726 1578 Peak -hour factor, PHF 0.92 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Adj. Flow (vph) 39 728 868 140 41 266 15 83 26 25 54 49 RTOR Reduction (vph) 0 0 11 0 0 3 0 0 24 0 0 62 Lane Group Flow (vph) 0 767 997 0 0 319 0 83 27 0 0 249 Turn Type Perm pm+pt NA Perm NA Split NA Split NA Protected Phases 1 6 2 3 3 4 4 Permitted Phases 6 6 2 Actuated Green, G (s) 59.0 59.0 19.7 5.1 5.1 20.1 Effective Green, g (s) 59.0 59.0 19.7 5.1 5.1 20.1 Actuated g/C Ratio 0.59 0.59 0.20 0.05 0.05 0.20 Clearance Time (s) 3.0 5.8 5.8 5.2 5.2 5.2 Vehicle Extension (s) 2.0 1.0 1.0 2.5 2.5 2.5 Lane Grp Cap (vph) 816 2036 494 174 87 315 v/s Ratio Prot c0.34 0.29 c0.02 0.02 c0.16 v/s Ratio Perm c0.21 0.13 v/c Ratio 0.94 0.49 0.65 0.48 0.31 0.79 Uniform Delay, d1 15.7 12.0 37.1 46.4 46.0 38.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 18.1 0.1 2.2 1.5 1.5 12.4 Delay (s) 33.7 12.1 39.3 47.9 47.5 50.5 Level of Service C B D D D D Approach Delay (s) 21.4 39.3 47.7 31.3 Approach LOS C D D C Intersection Summary HCM 2000 Control Delay 26.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.90 Actuated Cycle Length (s) 100.4 Sum of lost time (s) 19.2 Intersection Capacity Utilization 91.8% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Future Total AM 02.26.13.syn HCM Signalized Intersection Capacity Analysis Total Conditions 2: NW 15th Ave/NW 13th Terr & NW N River Dr AM Peak Hour Movement SWR Lanonfigurations Volume (vph) 442 Ideal Flow (vphpl) 1900 Total Lost time (s) 3.0 Lane Util. Factor 0.95 Frt 0.85 Flt Protected 1.00 Satd. Flow (prot) 1504 Fit Permitted 1.00 Satd. Flow (perm) 1504 Peak -hour factor, PHF 0.87 Adj. Flow (vph) 508 RTOR Reduction (vph) 82 Lane Group Flow (vph) 218 Turn Type pm+ov Protected Phases 1 Permitted Phases 4 Actuated Green, G (s) 56.4 Effective Green, g (s) 56.4 Actuated g/C Ratio 0.56 Clearance Time (s) 3.0 Vehicle Extension (s) 2.0 Lane Grp Cap (vph) 844 v/s Ratio Prot 0.09 v/s Ratio Perm 0.05 v/c Ratio 0.26 Uniform Delay, d1 11.3 Progression Factor 1.00 Incremental Delay, d2 0.1 Delay (s) 11.3 Level of Service B Approach Delay (s) Approach LOS Intersection Summary K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Future Total AM 02.26.13.syn Timings Total Conditions 3: NW 17th Ave & NW N River Dr AM Peak Hour Lane Group WBR NBL NBT NBR SBL SBT SEL2 SEL SER Lane Configurations g 'Pi +1 r* 1 ta. ri r* Volume (vph) 102 147 628 990 88 535 20 418 262 Turn Type custom pm+pt NA Perm pm+pt NA Perm NA Perm Protected Phases 4 1 6 5 2 8 Permitted Phases 6 6 2 8 8 Detector Phase 4 1 6 6 5 2 8 8 8 Switch Phase Minimum Initial (s) 7.0 4.0 16.0 16.0 4.0 16.0 7.0 7.0 7.0 Minimum Split (s) 11.9 8.0 21.3 21.3 8.0 21.3 11.9 11.9 11.9 Total Split (s) 34.8 10.0 55.2 55.2 10.0 55.2 34.8 34.8 34.8 Total Split (%) 34.8% 10.0% 55.2% 55.2% 10.0% 55.2% 34.8% 34.8% 34.8% Yellow Time (s) 4.0 3.0 4.0 4.0 3.5 4.0 4.0 4.0 4.0 All -Red Time (s) 0.9 0.0 1.3 1.3 0.5 1.3 0.9 0.9 0.9 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.9 3.0 5.3 5.3 4.0 5.3 4.9 4.9 Lead/Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None C-Min C-Min None C-Min None None None Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 76 (76%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 90 Control Type: Actuated -Coordinated Splits and Phases: 3: NW 17th Ave & NW N River Dr 1 I0i 1 024R - o4 10s 55,2s 34.8s ' 05 I 11'05 4R) 03 10s 155,2s 34,8s 1 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Future Total AM 02.26.13.syn HCM Signalized Intersection Capacity Analysis Total Conditions 3: NW 17th Ave & NW N River Dr AM Peak Hour VAJ Movement WBL WBR WBR2 NBL NBT NBR SBL SBT SBR SEL2 SEL SER Lane Configurations g 19 ++ r* 19 l r* Volume (vph) 0 102 55 147 628 990 88 535 11 20 418 262 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.9 3.0 5.3 5.3 4.0 5.3 4.9 4.9 Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 1.00 0.97 1.00 Frt 0.86 1.00 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1611 1770 3539 1583 1770 1857 3433 1583 Fit Permitted 1.00 0.36 1.00 1.00 0.39 1.00 0.93 1.00 Satd. Flow (perm) 1611 665 3539 1583 722 1857 3377 1583 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 0 106 57 153 654 1031 92 557 11 21 435 273 RTOR Reduction (vph) 0 57 0 0 0 93 0 0 0 0 0 225 Lane Group Flow (vph) 0 106 0 153 654 938 92 568 0 0 456 48 Turn Type custom pm+pt NA Perm pm+pt NA Perm NA Perm Protected Phases 4 1 6 5 2 8 Permitted Phases 6 6 2 8 8 Actuated Green, G (s) 17.5 70.3 63.2 63.2 67.3 62.2 17.5 17.5 Effective Green, g (s) 17.5 70.3 63.2 63.2 67.3 62.2 17.5 17.5 Actuated g/C Ratio 0.18 0.70 0.63 0.63 0.67 0.62 0.18 0.18 Clearance Time (s) 4.9 3.0 5.3 5.3 4.0 5.3 4.9 4.9 Vehicle Extension (s) 2.5 2.0 1.0 1.0 2.0 1.0 1.5 1.5 Lane Grp Cap (vph) 281 545 2236 1000 539 1155 590 277 v/s Ratio Prot 0.07 c0.02 0.18 0.01 0.31 v/s Ratio Perm 0.18 c0.59 0.11 c0.14 0.03 v/c Ratio 0.38 0.28 0.29 0.94 0.17 0.49 0.77 0.17 Uniform Delay, d1 36.4 5.9 8.3 16.6 5.7 10.3 39.4 35.1 Progression Factor 1.00 0.54 0.58 0.57 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.6 0.1 0.2 13.3 0.1 1.5 5.7 0.1 Delay (s) 37.1 3.2 5.0 22.9 5.7 11.8 45.1 35.2 Level of Service D A A C A B D D Approach Delay (s) 37.1 14.9 10.9 41.4 Approach LOS D B B D Intersection Summary HCM 2000 Control Delay 20.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.87 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 14.2 Intersection Capacity Utilization 73.9% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Future Total AM 02.26.13.syn HCM Unsignalized Intersection Capacity Analysis Total Conditions 4: NW 17th Ave & NW 14th St AM Peak Hour Movement WBL WBR NBT NBR SBL SBT Lane Configurations r* 144 4 Volume (veh/h) 0 39 630 79 15 619 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 0 43 700 88 17 688 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 144 pX, platoon unblocked 0.92 0.92 0.92 vC, conflicting volume 1465 394 788 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1327 160 590 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 94 98 cM capacity (veh/h) 132 786 901 Direction, Lane # WB 1 NB 1 NB 2 SB 1 Volume Total 43 467 321 704 Volume Left 0 0 0 17 Volume Right 43 0 88 0 cSH 786 1700 1700 901 Volume to Capacity 0.06 0.27 0.19 0.02 Queue Length 95th (ft) 4 0 0 1 Control Delay (s) 9.8 0.0 0.0 0.5 Lane LOS A A Approach Delay (s) 9.8 0.0 0.5 Approach LOS A Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 48.0% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Future Total AM 02.26.13.syn Timings Total Conditions 5: NW 14th Ave & NW 14th St AM Peak Hour 1- t Lane Group WBL WBT WBR NBL2 NBL NBT SBL SBT SBR2 NEL NER Lane Configurations 4 r* 1 ta. vi + r* ire g Volume (vph) 277 40 220 15 9 60 230 213 9 155 513 Turn Type Perm NA Perm Perm Perm NA pm+pt NA Perm NA Perm Protected Phases 4 6 5 2 3 Permitted Phases 4 4 6 6 2 2 3 Detector Phase 4 4 4 6 6 6 5 2 2 3 3 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 14.0 14.0 14.0 5.0 15.0 15.0 7.0 7.0 Minimum Split (s) 26.6 26.6 26.6 19.3 19.3 19.3 8.0 20.3 20.3 11.6 11.6 Total Split (s) 27.7 27.7 27.7 19.4 19.4 19.4 13.1 32.5 32.5 59.8 59.8 Total Split (%) 23.1% 23.1% 23.1% 16.2% 16.2% 16.2% 10.9% 27.1% 27.1% 49.8% 49.8% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 3.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.6 0.6 0.6 1.3 1.3 1.3 0.0 1.3 1.3 0.6 0.6 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 4.6 4.6 5.3 5.3 3.0 5.3 5.3 4.6 4.6 Lead/Lag Lag Lag Lag Lag Lag Lag Lead Lead Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None C-Min C-Min C-Min None C-Min C-Min None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 23 (19%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 90 Control Type: Actuated -Coordinated Splits and Phases: 5: NW 14th Ave & NW 14th St lir 02 ::R.)43 1- 04 32,5s 159.8s 127.7s 05 ! too R) 13,1s 19,4s 1 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Future Total AM 02.26.13.syn HCM Signalized Intersection Capacity Analysis 5: NW 14th Ave & NW 14th St Total Conditions AM Peak Hour 1- I Movement WBL2 WBL WBT WBR NBL2 NBL NBT NBR SBL SBT SBR SBR2 Lane Configurations 4 r* 1 "ri 1 + r* Volume (vph) 37 277 40 220 15 9 60 33 230 213 190 9 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 5.3 5.3 3.0 5.3 5.3 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.95 1.00 0.93 0.85 Flt Protected 0.95 0.96 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1681 1704 1583 1770 1764 1770 1731 1583 Fit Permitted 0.95 0.96 1.00 0.51 1.00 0.63 1.00 1.00 Satd. Flow (perm) 1681 1704 1583 943 1764 1179 1731 1583 Peak -hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 41 304 44 242 16 10 66 36 253 234 209 10 RTOR Reduction (vph) 0 0 0 203 0 0 14 0 0 0 0 6 Lane Group Flow (vph) 0 193 196 39 0 26 88 0 253 443 0 4 Turn Type Perm Perm NA Perm Perm Perm NA pm+pt NA Perm Protected Phases 4 6 5 2 Permitted Phases 4 4 4 6 6 2 2 Actuated Green, G (s) 19.5 19.5 19.5 32.6 32.6 50.8 50.8 50.8 Effective Green, g (s) 19.5 19.5 19.5 32.6 32.6 50.8 50.8 50.8 Actuated g/C Ratio 0.16 0.16 0.16 0.27 0.27 0.42 0.42 0.42 Clearance Time (s) 4.6 4.6 4.6 5.3 5.3 3.0 5.3 5.3 Vehicle Extension (s) 2.5 2.5 2.5 1.0 1.0 2.0 1.0 1.0 Lane Grp Cap (vph) 273 276 257 256 479 573 732 670 v/s Ratio Prot 0.05 0.06 c0.26 v/s Ratio Perm 0.11 0.12 0.02 0.03 0.13 0.00 v/c Ratio 0.71 0.71 0.15 0.10 0.18 0.44 0.61 0.01 Uniform Delay, d1 47.5 47.6 43.2 32.7 33.5 23.3 26.8 20.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 7.5 7.8 0.2 0.8 0.8 0.2 3.7 0.0 Delay (s) 55.1 55.4 43.4 33.5 34.3 23.5 30.5 20.0 Level of Service E E D C C C C C Approach Delay (s) 50.7 34.2 27.9 Approach LOS D C C Intersection Summary HCM 2000 Control Delay 40.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.71 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 17.5 Intersection Capacity Utilization 67.2% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Future Total AM 02.26.13.syn HCM Signalized Intersection Capacity Analysis Total Conditions 5: NW 14th Ave & NW 14th St AM Peak Hour Movement NEL NER NER2 Laneronfigurations g Volume (vph) 155 513 32 Ideal Flow (vphpl) 1900 1900 1900 Total Lost time (s) 4.6 4.6 Lane Util. Factor 1.00 0.95 Frt 0.91 0.85 Flt Protected 0.98 1.00 Satd. Flow (prot) 1667 1504 Fit Permitted 0.98 1.00 Satd. Flow (perm) 1667 1504 Peak -hour factor, PHF 0.91 0.91 0.91 Adj. Flow (vph) 170 564 35 RTOR Reduction (vph) 0 64 0 Lane Group Flow (vph) 396 309 0 Turn Type NA Perm Protected Phases 3 Permitted Phases 3 Actuated Green, G (s) 35.2 35.2 Effective Green, g (s) 35.2 35.2 Actuated g/C Ratio 0.29 0.29 Clearance Time (s) 4.6 4.6 Vehicle Extension (s) 2.5 2.5 Lane Grp Cap (vph) 488 441 v/s Ratio Prot c0.24 v/s Ratio Perm 0.21 v/c Ratio 0.81 0.70 Uniform Delay, d1 39.3 37.7 Progression Factor 1.00 1.00 Incremental Delay, d2 9.7 4.6 Delay (s) 49.0 42.4 Level of Service D D Approach Delay (s) 45.8 Approach LOS D Intersection Summary K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Future Total AM 02.26.13.syn Timings Total Conditions 6: NW 12th Ave & NW 12th St AM Peak Hour ak- 1 t Lane Group WBL WBT WBR NBL NBT SBT Lane Configurations 11 4 i* ++ Volume (vph) 332 248 591 108 669 1017 Turn Type Perm NA Perm pm+pt NA NA Protected Phases 4 1 6 2 Permitted Phases 4 4 6 Detector Phase 4 4 4 1 6 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 5.0 16.0 16.0 Minimum Split (s) 32.0 32.0 32.0 8.0 21.0 21.0 Total Split (s) 45.0 45.0 45.0 8.0 95.0 87.0 Total Split (%) 32.1% 32.1% 32.1% 5.7% 67.9% 62.1% Yellow Time (s) 4.0 4.0 4.0 3.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 0.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 3.0 5.0 5.0 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Recall Mode None None None None C-Min C-Min Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 87 (62%), Referenced to phase 2:SBT and 6:NBTL, Start of Green Natural Cycle: 65 Control Type: Actuated -Coordinated Splits and Phases: 6: NW 12th Ave & NW 12th St o1 02 CR) A- 44 8s 87s I45s t o11R) 95 s 1 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Future Total AM 02.26.13.syn HCM Signalized Intersection Capacity Analysis Total Conditions 6: NW 12th Ave & NW 12th St AM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 19 4 i* 19 14 att Volume (vph) 0 0 0 332 248 591 108 669 0 0 1017 99 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 3.0 5.0 5.0 Lane Util. Factor 0.95 0.95 1.00 1.00 0.95 0.91 Frt 1.00 1.00 0.85 1.00 1.00 0.99 Flt Protected 0.95 0.99 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1681 1756 1583 1770 3539 5018 Fit Permitted 0.95 0.99 1.00 0.18 1.00 1.00 Satd. Flow (perm) 1681 1756 1583 339 3539 5018 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 0 0 0 339 253 603 110 683 0 0 1038 101 RTOR Reduction (vph) 0 0 0 0 0 187 0 0 0 0 9 0 Lane Group Flow (vph) 0 0 0 292 300 416 110 683 0 0 1130 0 Turn Type Perm NA Perm pm+pt NA NA Protected Phases 4 1 6 2 Permitted Phases 4 4 6 Actuated Green, G (s) 44.7 44.7 44.7 85.3 85.3 74.1 Effective Green, g (s) 44.7 44.7 44.7 85.3 85.3 74.1 Actuated g/C Ratio 0.32 0.32 0.32 0.61 0.61 0.53 Clearance Time (s) 5.0 5.0 5.0 3.0 5.0 5.0 Vehicle Extension (s) 2.5 2.5 2.5 2.0 1.0 1.0 Lane Grp Cap (vph) 536 560 505 290 2156 2655 v/s Ratio Prot c0.02 0.19 c0.23 v/s Ratio Perm 0.17 0.17 c0.26 0.21 v/c Ratio 0.54 0.54 0.82 0.38 0.32 0.43 Uniform Delay, d1 39.3 39.1 44.0 12.9 13.2 20.0 Progression Factor 1.00 1.00 1.00 0.79 0.76 1.00 Incremental Delay, d2 0.9 0.8 10.3 0.2 0.3 0.5 Delay (s) 40.2 39.9 54.4 10.4 10.3 20.5 Level of Service D D D B B C Approach Delay (s) 0.0 47.3 10.4 20.5 Approach LOS A D B C Intersection Summary HCM 2000 Control Delay 28.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.56 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 81.7% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Future Total AM 02.26.13.syn Timings Total Conditions 7: NW 17th Ave & NW S River Dr AM Peak Hour f 1- t Lane Group EBL EBT WBL WBT WBR NBL NBT SBT SBR Lane Configurations 'Pi + r* 19 ++ ++ r* Volume (vph) 225 0 6 1 702 35 840 1278 48 Turn Type Perm NA Perm NA Perm pm+pt NA NA Perm Protected Phases 8 4 1 6 2 Permitted Phases 8 4 4 6 2 Detector Phase 8 8 4 4 4 1 6 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 4.0 14.0 14.0 14.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 8.0 19.0 19.0 19.0 Total Split (s) 47.0 47.0 47.0 47.0 47.0 8.0 53.0 45.0 45.0 Total Split (%) 47.0% 47.0% 47.0% 47.0% 47.0% 8.0% 53.0% 45.0% 45.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 3.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 3.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Recall Mode None None None None None None C-Min C-Min C-Min Intersection Summary Cycle Length: 100 Actuated Cycle Length: 100 Offset: 86 (86%), Referenced to phase 2:SBT and 6:NBTL, Start of Green Natural Cycle: 90 Control Type: Actuated -Coordinated Splits and Phases: 7: NW 17th Ave & NW S River Dr of ! o2CR) 1- 04 8s 45s I47s t i05 Al -111'08 53 s 147s 1 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Future Total AM 02.26.13.syn HCM Signalized Intersection Capacity Analysis Total Conditions 7: NW 17th Ave & NW S River Dr AM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 43, 1 + r* 19 44 r* +1 r* Volume (vph) 225 0 169 6 1 702 35 840 0 0 1278 48 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 3.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 Frt 0.94 1.00 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.97 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1706 1770 1863 1583 1770 3539 3539 1583 Fit Permitted 0.82 0.54 1.00 1.00 0.09 1.00 1.00 1.00 Satd. Flow (perm) 1444 999 1863 1583 172 3539 3539 1583 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 234 0 176 6 1 731 36 875 0 0 1331 50 RTOR Reduction (vph) 0 31 0 0 0 55 0 0 0 0 0 30 Lane Group Flow (vph) 0 379 0 6 1 676 36 875 0 0 1331 20 Turn Type Perm NA Perm NA Perm pm+pt NA Perm NA Perm Protected Phases 8 4 1 6 2 Permitted Phases 8 4 4 6 6 2 Actuated Green, G (s) 43.8 43.8 43.8 43.8 46.2 46.2 40.2 40.2 Effective Green, g (s) 43.8 43.8 43.8 43.8 46.2 46.2 40.2 40.2 Actuated g/C Ratio 0.44 0.44 0.44 0.44 0.46 0.46 0.40 0.40 Clearance Time (s) 5.0 5.0 5.0 5.0 3.0 5.0 5.0 5.0 Vehicle Extension (s) 2.5 2.5 2.5 2.5 2.0 1.0 1.0 1.0 Lane Grp Cap (vph) 632 437 815 693 127 1635 1422 636 v/s Ratio Prot 0.00 0.01 c0.25 c0.38 v/s Ratio Perm 0.26 0.01 c0.43 0.12 0.01 v/c Ratio 0.60 0.01 0.00 0.98 0.28 0.54 0.94 0.03 Uniform Delay, d1 21.4 15.9 15.8 27.6 21.5 19.2 28.7 18.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.86 0.78 Incremental Delay, d2 1.3 0.0 0.0 28.0 0.4 1.3 12.6 0.1 Delay (s) 22.7 15.9 15.8 55.6 22.0 20.5 37.3 14.2 Level of Service C B B E C C D B Approach Delay (s) 22.7 55.2 20.5 36.4 Approach LOS C E C D Intersection Summary HCM 2000 Control Delay 34.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.95 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 102.0% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Future Total AM 02.26.13.syn Timings Total Conditions 8: NW 12th Ave & NW 11 th St AM Peak Hour t Lane Group EBL EBT EBR WBL WBT NBT SBL SBT SBR Lane Configurations ' ++ r* iii 19 +ft r* Volume (vph) 299 263 123 114 173 1575 88 706 49 Turn Type pm+pt NA Perm pm+pt NA NA pm+pt NA Perm Protected Phases 3 8 7 4 6 5 2 Permitted Phases 8 8 4 2 2 Detector Phase 3 8 8 7 4 6 5 2 2 Switch Phase Minimum Initial (s) 4.0 7.0 7.0 4.0 7.0 7.0 4.0 7.0 7.0 Minimum Split (s) 7.0 32.1 32.1 7.0 32.1 26.8 7.0 26.8 26.8 Total Split (s) 29.0 49.4 49.4 12.0 32.4 67.6 11.0 78.6 78.6 Total Split (%) 20.7% 35.3% 35.3% 8.6% 23.1% 48.3% 7.9% 56.1% 56.1% Yellow Time (s) 3.0 4.0 4.0 3.0 4.0 4.0 3.0 4.0 4.0 All -Red Time (s) 0.0 1.1 1.1 0.0 1.1 0.8 0.0 0.8 0.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 5.1 5.1 3.0 5.1 4.8 3.0 4.8 4.8 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None C-Min None C-Min C-Min Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 68 (49%), Referenced to phase 2:SBTL and 6:NBT, Start of Green Natural Cycle: 90 Control Type: Actuated -Coordinated Splits and Phases: 8: NW 12th Ave & NW 11th St ilr 2 o3 04 78.6s I29s 32,4s I 05 I too 4R) 0 7 Os 11s 67.6s 112s l 49,4s 1 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Future Total AM 02.26.13.syn HCM Signalized Intersection Capacity Analysis Total Conditions 8: NW 12th Ave & NW 11 th St AM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' ++ r* 19 ti, + 15 14+ r* Volume (vph) 299 263 123 114 173 169 0 1575 136 88 706 49 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 5.1 5.1 3.0 5.1 4.8 3.0 4.8 4.8 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.91 1.00 0.91 1.00 Frt 1.00 1.00 0.85 1.00 0.93 0.99 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 3539 1583 1770 3277 5025 1770 5085 1583 Flt Permitted 0.21 1.00 1.00 0.57 1.00 1.00 0.05 1.00 1.00 Satd. Flow (perm) 388 3539 1583 1057 3277 5025 96 5085 1583 Peak -hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Adj. Flow (vph) 344 302 141 131 199 194 0 1810 156 101 811 56 RTOR Reduction (vph) 0 0 78 0 119 0 0 6 0 0 0 21 Lane Group Flow (vph) 344 302 63 131 274 0 0 1960 0 101 811 35 Turn Type pm+pt NA Perm pm+pt NA NA pm+pt NA Perm Protected Phases 3 8 7 4 6 5 2 Permitted Phases 8 8 4 2 2 Actuated Green, G (s) 43.6 30.2 30.2 26.6 16.2 75.0 86.5 86.5 86.5 Effective Green, g (s) 43.6 30.2 30.2 26.6 16.2 75.0 86.5 86.5 86.5 Actuated g/C Ratio 0.31 0.22 0.22 0.19 0.12 0.54 0.62 0.62 0.62 Clearance Time (s) 3.0 5.1 5.1 3.0 5.1 4.8 3.0 4.8 4.8 Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 1.0 2.0 1.0 1.0 Lane Grp Cap (vph) 361 763 341 253 379 2691 160 3141 978 v/s Ratio Prot c0.17 0.09 0.04 0.08 c0.39 c0.04 0.16 v/s Ratio Perm c0.13 0.04 0.06 0.35 0.02 v/c Ratio 0.95 0.40 0.18 0.52 0.72 0.73 0.63 0.26 0.04 Uniform Delay, d1 42.1 47.1 44.8 49.6 59.7 24.7 24.7 12.2 10.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.98 0.76 0.51 Incremental Delay, d2 34.8 0.2 0.2 0.7 6.2 1.8 5.5 0.2 0.1 Delay (s) 76.9 47.3 45.0 50.3 66.0 26.5 54.4 9.4 5.4 Level of Service E D D D E C D A A Approach Delay (s) 59.8 62.1 26.5 13.9 Approach LOS E E C B Intersection Summary HCM 2000 Control Delay 34.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 15.9 Intersection Capacity Utilization 80.0% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Future Total AM 02.26.13.syn HCM Unsignalized Intersection Capacity Analysis Total Conditions 9: Western Project Driveway & NW N River Dr AM Peak Hour Movement EBT EBR WBL WBT NBL NBR Lane Configurations 414L 44 Volume (veh/h) 1487 8 0 782 0 60 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 1616 9 0 850 0 65 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 481 290 pX, platoon unblocked 0.95 vC, conflicting volume 1625 2046 812 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1625 1990 812 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free °A) 100 100 80 cM capacity (veh/h) 396 50 322 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 Volume Total 1078 547 425 425 65 Volume Left 0 0 0 0 0 Volume Right 0 9 0 0 65 cSH 1700 1700 1700 1700 322 Volume to Capacity 0.63 0.32 0.25 0.25 0.20 Queue Length 95th (ft) 0 0 0 0 19 Control Delay (s) 0.0 0.0 0.0 0.0 19.0 Lane LOS C Approach Delay (s) 0.0 0.0 19.0 Approach LOS C Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 51.7% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Future Total AM 02.26.13.syn PM Peak Hour Timings Total Conditions 1: NW N River Dr & NW 12th St & NW 14th Ave PM Peak Hour Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT SBR Lane Configurations 4 r* 11 19 I, r* Volume (vph) 20 37 330 6 332 327 93 10 147 68 Turn Type Perm NA Free Perm NA pm+pt NA Perm NA Perm Protected Phases 8 4 1 6 2 Permitted Phases 8 Free 4 6 2 2 Detector Phase 8 8 4 4 1 6 2 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 5.0 16.0 16.0 16.0 16.0 Minimum Split (s) 11.3 11.3 11.3 11.3 8.0 20.3 20.3 20.3 20.3 Total Split (s) 60.0 60.0 60.0 60.0 41.0 80.0 39.0 39.0 39.0 Total Split (%) 42.9% 42.9% 42.9% 42.9% 29.3% 57.1% 27.9% 27.9% 27.9% Yellow Time (s) 4.0 4.0 4.0 4.0 3.0 4.0 4.0 4.0 4.0 All -Red Time (s) 0.3 0.3 0.3 0.3 0.0 0.3 0.3 0.3 0.3 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.3 4.3 3.0 4.3 4.3 4.3 4.3 Lead/Lag Lead Lag Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Recall Mode None None None None None None None None None Intersection Summary Cycle Length: 140 Actuated Cycle Length: 61.2 Natural Cycle: 50 Control Type: Actuated -Uncoordinated Splits and Phases: 1: NW N River Dr & NW 12th St & NW 14th Ave A- 41s 39s 60s 06 8 80 s 60 s. K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Future Total PM 02.26.13.syn HCM Signalized Intersection Capacity Analysis 1: NW N River Dr & NW 12th St & NW 14th Ave Total Conditions PM Peak Hour f 1- Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 r* 4, 19 11 1 r* Volume (vph) 20 37 330 6 332 40 327 93 6 10 147 68 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.3 4.0 4.3 3.0 4.3 4.3 4.3 4.3 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 0.99 1.00 0.99 1.00 1.00 0.85 Flt Protected 0.98 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1831 1583 1835 1770 1847 1770 1863 1583 Fit Permitted 0.87 1.00 1.00 0.56 1.00 0.69 1.00 1.00 Satd. Flow (perm) 1618 1583 1831 1038 1847 1285 1863 1583 Peak -hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 21 39 347 6 349 42 344 98 6 11 155 72 RTOR Reduction (vph) 0 0 0 0 3 0 0 1 0 0 0 52 Lane Group Flow (vph) 0 60 347 0 394 0 344 103 0 11 155 20 Turn Type Perm NA Free Perm NA pm+pt NA Perm NA Perm Protected Phases 8 4 1 6 2 Permitted Phases 8 Free 4 6 2 2 Actuated Green, G (s) 19.2 60.9 19.2 33.1 33.1 16.5 16.5 16.5 Effective Green, g (s) 19.2 60.9 19.2 33.1 33.1 16.5 16.5 16.5 Actuated g/C Ratio 0.32 1.00 0.32 0.54 0.54 0.27 0.27 0.27 Clearance Time (s) 4.3 4.3 3.0 4.3 4.3 4.3 4.3 Vehicle Extension (s) 2.5 2.5 2.0 1.0 1.0 1.0 1.0 Lane Grp Cap (vph) 510 1583 577 727 1003 348 504 428 v/s Ratio Prot c0.11 0.06 0.08 v/s Ratio Perm 0.04 0.22 c0.21 c0.15 0.01 0.01 v/c Ratio 0.12 0.22 0.68 0.47 0.10 0.03 0.31 0.05 Uniform Delay, d1 14.8 0.0 18.2 8.0 6.7 16.3 17.7 16.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 0.3 3.0 0.2 0.0 0.0 0.1 0.0 Delay (s) 14.9 0.3 21.2 8.2 6.7 16.3 17.8 16.4 Level of Service B A C A A B B B Approach Delay (s) 2.5 21.2 7.8 17.3 Approach LOS A C A B Intersection Summary HCM 2000 Control Delay 11.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.58 Actuated Cycle Length (s) 60.9 Sum of lost time (s) 11.6 Intersection Capacity Utilization 66.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Future Total PM 02.26.13.syn Timings Total Conditions 2: NW 15th Ave/NW 13th Terr & NW N River Dr PM Peak Hour 1- Lane Group EBU EBL EBT WBL WBT NEL NET SWT SWR Lane Configurations 11, 41, 11111 I, 4, r* Volume (vph) 7 196 266 117 633 439 144 144 868 Turn Type Perm pm+pt NA Perm NA Split NA NA pm+ov Protected Phases 1 6 2 3 3 4 1 Permitted Phases 6 6 2 4 Detector Phase 6 1 6 2 2 3 3 4 1 Switch Phase Minimum Initial (s) 16.0 5.0 16.0 16.0 16.0 7.0 7.0 7.0 5.0 Minimum Split (s) 21.8 8.0 21.8 21.8 21.8 12.2 12.2 12.2 8.0 Total Split (s) 59.6 15.0 59.6 44.6 44.6 21.6 21.6 38.8 15.0 Total Split (%) 49.7% 12.5% 49.7% 37.2% 37.2% 18.0% 18.0% 32.3% 12.5% Yellow Time (s) 4.0 3.0 4.0 4.0 4.0 4.0 4.0 4.0 3.0 All -Red Time (s) 1.8 0.0 1.8 1.8 1.8 1.2 1.2 1.2 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 5.8 5.8 5.2 5.2 5.2 3.0 Lead/Lag Lead Lag Lag Lead Lead Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 119.6 Natural Cycle: 90 Control Type: Actuated -Uncoordinated Splits and Phases: 2: NW 15th Ave/NW 13th Terr & NW N River Dr 41 43 4 i5s 44.6s 21.6s /38.8s t -111'0 59.5s K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Future Total PM 02.26.13.syn HCM Signalized Intersection Capacity Analysis 2: NW 15th Ave/NW 13th Terr & NW N River Dr Total Conditions PM Peak Hour t _r Movement EBU EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT Lane Configurations 11, 4 "I, Volume (vph) 7 196 266 399 117 633 11 439 144 115 29 144 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 5.8 5.8 5.2 5.2 5.2 Lane Util. Factor 1.00 0.95 0.95 0.97 1.00 0.95 Frt 1.00 0.91 1.00 1.00 0.93 0.90 Flt Protected 0.95 1.00 0.99 0.95 1.00 1.00 Satd. Flow (prot) 1770 3221 3505 3433 1739 1587 Fit Permitted 0.15 1.00 0.71 0.95 1.00 1.00 Satd. Flow (perm) 276 3221 2491 3433 1739 1587 Peak -hour factor, PHF 0.92 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 8 215 292 438 129 696 12 482 158 126 32 158 RTOR Reduction (vph) 0 0 227 0 0 1 0 0 24 0 0 62 Lane Group Flow (vph) 0 223 503 0 0 836 0 482 260 0 0 519 Turn Type Perm pm+pt NA Perm NA Split NA Split NA Protected Phases 1 6 2 3 3 4 4 Permitted Phases 6 6 2 Actuated Green, G (s) 53.4 53.4 38.8 16.4 16.4 33.6 Effective Green, g (s) 53.4 53.4 38.8 16.4 16.4 33.6 Actuated g/C Ratio 0.45 0.45 0.32 0.14 0.14 0.28 Clearance Time (s) 3.0 5.8 5.8 5.2 5.2 5.2 Vehicle Extension (s) 2.0 1.0 1.0 2.5 2.5 2.5 Lane Grp Cap (vph) 268 1438 808 470 238 445 v/s Ratio Prot 0.08 0.16 0.14 c0.15 c0.33 v/s Ratio Perm 0.29 c0.34 v/c Ratio 0.83 0.35 1.04 1.03 1.09 1.17 Uniform Delay, d1 24.5 21.7 40.4 51.6 51.6 43.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 18.5 0.1 41.1 48.2 85.0 96.9 Delay (s) 43.1 21.8 81.5 99.8 136.6 139.9 Level of Service D C F F F F Approach Delay (s) 26.7 81.5 113.4 97.6 Approach LOS C F F F Intersection Summary HCM 2000 Control Delay 79.0 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 1.07 Actuated Cycle Length (s) 119.6 Sum of lost time (s) 19.2 Intersection Capacity Utilization 109.2% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Future Total PM 02.26.13.syn HCM Signalized Intersection Capacity Analysis Total Conditions 2: NW 15th Ave/NW 13th Terr & NW N River Dr PM Peak Hour Movement SWR Lanonfigurations Volume (vph) 868 Ideal Flow (vphpl) 1900 Total Lost time (s) 3.0 Lane Util. Factor 0.95 Frt 0.85 Flt Protected 1.00 Satd. Flow (prot) 1504 Fit Permitted 1.00 Satd. Flow (perm) 1504 Peak -hour factor, PHF 0.91 Adj. Flow (vph) 954 RTOR Reduction (vph) 45 Lane Group Flow (vph) 518 Turn Type pm+ov Protected Phases 1 Permitted Phases 4 Actuated Green, G (s) 45.2 Effective Green, g (s) 45.2 Actuated g/C Ratio 0.38 Clearance Time (s) 3.0 Vehicle Extension (s) 2.0 Lane Grp Cap (vph) 568 v/s Ratio Prot c0.09 v/s Ratio Perm 0.26 v/c Ratio 0.91 Uniform Delay, d1 35.3 Progression Factor 1.00 Incremental Delay, d2 18.6 Delay (s) 53.9 Level of Service D Approach Delay (s) Approach LOS Intersection Summary K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Future Total PM 02.26.13.syn Timings Total Conditions - With Improvements 2: NW 15th Ave/NW 13th Terr & NW N River Dr PM Peak Hour 1- Lane Group EBU EBL EBT WBL WBT NEL NET SWT SWR Lane Configurations t'ri 19 4" 'P"ri 44 r* Volume (vph) 7 196 266 117 633 439 144 144 868 Turn Type Perm pm+pt NA pm+pt NA Split NA NA pm+ov Protected Phases 1 6 5 2 3 3 4 1 Permitted Phases 6 6 2 4 Detector Phase 6 1 6 5 2 3 3 4 1 Switch Phase Minimum Initial (s) 16.0 5.0 16.0 4.0 16.0 7.0 7.0 7.0 5.0 Minimum Split (s) 21.8 8.0 21.8 8.0 21.8 12.2 12.2 12.2 8.0 Total Split (s) 39.6 18.0 39.6 11.0 32.6 24.4 24.4 45.0 18.0 Total Split (%) 33.0% 15.0% 33.0% 9.2% 27.2% 20.3% 20.3% 37.5% 15.0% Yellow Time (s) 4.0 3.0 4.0 3.5 4.0 4.0 4.0 4.0 3.0 All -Red Time (s) 1.8 0.0 1.8 0.5 1.8 1.2 1.2 1.2 0.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 5.8 4.0 5.8 5.2 5.2 5.2 3.0 Lead/Lag Lag Lead Lag Lead Lag Lead Lead Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None None None None Intersection Summary Cycle Length: 120 Actuated Cycle Length: 116.7 Natural Cycle: 80 Control Type: Actuated -Uncoordinated Splits and Phases: 2: NW 15th Ave/NW 13th Terr & NW N River Dr 41 s33 4 4- 02 i s 32 6 s 24, 4 s /45 s t At-4 546 11s I3,5s K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Future Total PM_With Improvements 02.26.13.syn HCM Signalized Intersection Capacity Analysis Total Conditions - With Improvements 2: NW 15th Ave/NW 13th Terr & NW N River Dr PM Peak Hour Movement EBU EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT Lane Configurations 4'4, 1'"+ "1, Volume (vph) 7 196 266 399 117 633 11 439 144 115 29 144 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 5.8 4.0 5.8 5.2 5.2 5.2 Lane Util. Factor 1.00 0.95 1.00 0.95 0.97 1.00 0.95 Frt 1.00 0.91 1.00 1.00 1.00 0.93 0.90 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 3221 1770 3530 3433 1739 1587 Fit Permitted 0.14 1.00 0.20 1.00 0.95 1.00 1.00 Satd. Flow (perm) 264 3221 370 3530 3433 1739 1587 Peak -hour factor, PHF 0.92 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 8 215 292 438 129 696 12 482 158 126 32 158 RTOR Reduction (vph) 0 0 232 0 0 1 0 0 23 0 0 61 Lane Group Flow (vph) 0 223 498 0 129 707 0 482 261 0 0 520 Turn Type Perm pm+pt NA pm+pt NA Split NA Split NA Protected Phases 1 6 5 2 3 3 4 4 Permitted Phases 6 6 2 Actuated Green, G (s) 41.9 30.9 32.2 25.2 18.9 18.9 39.8 Effective Green, g (s) 41.9 30.9 32.2 25.2 18.9 18.9 39.8 Actuated g/C Ratio 0.36 0.26 0.28 0.22 0.16 0.16 0.34 Clearance Time (s) 3.0 5.8 4.0 5.8 5.2 5.2 5.2 Vehicle Extension (s) 2.0 1.0 3.0 1.0 2.5 2.5 2.5 Lane Grp Cap (vph) 271 852 185 761 555 281 540 v/s Ratio Prot c0.10 0.15 0.04 c0.20 0.14 c0.15 c0.33 v/s Ratio Perm 0.20 0.15 v/c Ratio 0.82 0.58 0.70 0.93 0.87 0.93 0.96 Uniform Delay, d1 29.9 37.4 33.8 44.9 47.7 48.3 37.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 17.2 0.7 10.9 17.3 13.4 34.6 29.5 Delay (s) 47.1 38.0 44.7 62.2 61.1 82.9 67.3 Level of Service D D D E E F E Approach Delay (s) 40.1 59.5 69.2 49.3 Approach LOS D E E D Intersection Summary HCM 2000 Control Delay 53.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.94 Actuated Cycle Length (s) 116.8 Sum of lost time (s) 20.2 Intersection Capacity Utilization 95.4% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Future Total PM_With Improvements 02.26.13.syn HCM Signalized Intersection Capacity Analysis Total Conditions - With Improvements 2: NW 15th Ave/NW 13th Terr & NW N River Dr PM Peak Hour Movement SWR Lanonfigurations Volume (vph) 868 Ideal Flow (vphpl) 1900 Total Lost time (s) 3.0 Lane Util. Factor 0.95 Frt 0.85 Flt Protected 1.00 Satd. Flow (prot) 1504 Fit Permitted 1.00 Satd. Flow (perm) 1504 Peak -hour factor, PHF 0.91 Adj. Flow (vph) 954 RTOR Reduction (vph) 40 Lane Group Flow (vph) 523 Turn Type pm+ov Protected Phases 1 Permitted Phases 4 Actuated Green, G (s) 53.5 Effective Green, g (s) 53.5 Actuated g/C Ratio 0.46 Clearance Time (s) 3.0 Vehicle Extension (s) 2.0 Lane Grp Cap (vph) 688 v/s Ratio Prot 0.09 v/s Ratio Perm 0.26 v/c Ratio 0.76 Uniform Delay, d1 26.3 Progression Factor 1.00 Incremental Delay, d2 4.5 Delay (s) 30.8 Level of Service C Approach Delay (s) Approach LOS Intersection Summary K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Future Total PM_With Improvements 02.26.13.syn Timings Total Conditions 3: NW 17th Ave & NW N River Dr PM Peak Hour Lane Group WBR NBL NBT NBR SBL SBT SEL2 SEL SER Lane Configurations g 'Pi +4 r* vi ta. ri r* Volume (vph) 412 248 585 469 178 539 32 263 272 Turn Type custom pm+pt NA Perm pm+pt NA Perm NA Perm Protected Phases 4 1 6 5 2 8 Permitted Phases 6 6 2 8 8 Detector Phase 4 1 6 6 5 2 8 8 8 Switch Phase Minimum Initial (s) 7.0 4.0 16.0 16.0 4.0 16.0 7.0 7.0 7.0 Minimum Split (s) 11.9 8.0 21.3 21.3 8.0 21.3 11.9 11.9 11.9 Total Split (s) 48.0 15.0 47.0 47.0 15.0 47.0 48.0 48.0 48.0 Total Split (%) 43.6% 13.6% 42.7% 42.7% 13.6% 42.7% 43.6% 43.6% 43.6% Yellow Time (s) 4.0 3.0 4.0 4.0 3.5 4.0 4.0 4.0 4.0 All -Red Time (s) 0.9 0.0 1.3 1.3 0.5 1.3 0.9 0.9 0.9 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.9 3.0 5.3 5.3 4.0 5.3 4.9 4.9 Lead/Lag Lead Lag Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None C-Min C-Min None C-Min None None None Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 42 (38%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 70 Control Type: Actuated -Coordinated Splits and Phases: 3: NW 17th Ave & NW N River Dr 1 01 i IF 02 ) 04 15s 47s I48s I \IIP05 105) \-111'08 15s 147s Sias 1 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Future Total PM 02.26.13.syn HCM Signalized Intersection Capacity Analysis Total Conditions 3: NW 17th Ave & NW N River Dr PM Peak Hour VAJ Movement WBL WBR WBR2 NBL NBT NBR SBL SBT SBR SEL2 SEL SER Lane Configurations g 19 ++ r* 19 l r* Volume (vph) 0 412 179 248 585 469 178 539 26 32 263 272 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.9 3.0 5.3 5.3 4.0 5.3 4.9 4.9 Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 1.00 0.97 1.00 Frt 0.86 1.00 1.00 0.85 1.00 0.99 1.00 0.85 Flt Protected 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1611 1770 3539 1583 1770 1850 3433 1583 Fit Permitted 1.00 0.18 1.00 1.00 0.37 1.00 0.70 1.00 Satd. Flow (perm) 1611 339 3539 1583 681 1850 2525 1583 Peak -hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 0 416 181 251 591 474 180 544 26 32 266 275 RTOR Reduction (vph) 0 39 0 0 0 264 0 2 0 0 0 173 Lane Group Flow (vph) 0 558 0 251 591 210 180 568 0 0 298 102 Turn Type custom pm+pt NA Perm pm+pt NA Perm NA Perm Protected Phases 4 1 6 5 2 8 Permitted Phases 6 6 2 8 8 Actuated Green, G (s) 40.8 57.7 45.5 45.5 53.3 43.8 40.8 40.8 Effective Green, g (s) 40.8 57.7 45.5 45.5 53.3 43.8 40.8 40.8 Actuated g/C Ratio 0.37 0.52 0.41 0.41 0.48 0.40 0.37 0.37 Clearance Time (s) 4.9 3.0 5.3 5.3 4.0 5.3 4.9 4.9 Vehicle Extension (s) 2.5 2.0 1.0 1.0 2.0 1.0 1.5 1.5 Lane Grp Cap (vph) 597 336 1463 654 424 736 936 587 v/s Ratio Prot c0.35 c0.08 0.17 0.04 0.31 v/s Ratio Perm c0.31 0.13 0.17 0.12 0.06 v/c Ratio 0.93 0.75 0.40 0.32 0.42 0.77 0.32 0.17 Uniform Delay, d1 33.3 19.2 22.7 21.8 16.5 28.8 24.7 23.3 Progression Factor 1.00 0.97 0.96 1.16 1.00 1.00 1.00 1.00 Incremental Delay, d2 21.9 7.2 0.8 1.2 0.3 7.7 0.1 0.1 Delay (s) 55.3 25.8 22.7 26.5 16.8 36.5 24.8 23.3 Level of Service E C C C B D C C Approach Delay (s) 55.3 24.6 31.7 24.1 Approach LOS E C C C Intersection Summary HCM 2000 Control Delay 31.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.85 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 14.2 Intersection Capacity Utilization 92.1% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Future Total PM 02.26.13.syn HCM Unsignalized Intersection Capacity Analysis Total Conditions 4: NW 17th Ave & NW 14th St PM Peak Hour Movement WBL WBR NBT NBR SBL SBT Lane Configurations r* 144 4 Volume (veh/h) 0 88 786 49 14 718 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 0 91 810 51 14 740 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 144 pX, platoon unblocked 0.88 0.88 0.88 vC, conflicting volume 1605 430 861 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1421 93 580 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 89 98 cM capacity (veh/h) 111 836 875 Direction, Lane # WB 1 NB 1 NB 2 SB 1 Volume Total 91 540 321 755 Volume Left 0 0 0 14 Volume Right 91 0 51 0 cSH 836 1700 1700 875 Volume to Capacity 0.11 0.32 0.19 0.02 Queue Length 95th (ft) 9 0 0 1 Control Delay (s) 9.8 0.0 0.0 0.4 Lane LOS A A Approach Delay (s) 9.8 0.0 0.4 Approach LOS A Intersection Summary Average Delay 0.7 Intersection Capacity Utilization 52.3% ICU Level of Service A Analysis Period (min) 15 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Future Total PM 02.26.13.syn Timings Total Conditions 5: NW 13th Ter & NW 14th Ave & NW 14th St PM Peak Hour Lane Group Lane Configurations Volume (vph) Turn Type Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead -Lag Optimize? Recall Mode Intersection Summary WBL 714 Perm 4 1- WBT 4 85 NA 4 WBR 268 Perm x1 At NBL2 NBL 19 5 14 Perm Perm 4 6 6 NBT 114 NA 6 4 4 4 6 6 6 7.0 26.6 41.7 29.8% 4.0 0.6 0.0 4.6 Lag Yes None 7.0 26.6 41.7 29.8% 4.0 0.6 0.0 4.6 Lag Yes None 7.0 26.6 41.7 29.8% 4.0 0.6 0.0 4.6 Lag Yes None 14.0 19.3 47.4 33.9% 4.0 1.3 Lag Yes C-Min 14.0 19.3 47.4 33.9% 4.0 1.3 0.0 5.3 Lag Yes C-Min 14.0 19.3 47.4 33.9% 4.0 1.3 0.0 5.3 Lag Yes C-Min SBL 19 126 pm+pt 5 2 5 5.0 8.0 13.1 9.4% 3.0 0.0 0.0 3.0 Lead Yes None SBT 179 NA 2 NEL NER g 151 228 NA Perm 3 2 3 2 2 3 3 SBR2 6 Perm 15.0 15.0 7.0 20.3 20.3 11.6 60.5 60.5 37.8 43.2% 43.2% 27.0% 4.0 4.0 4.0 1.3 1.3 0.6 0.0 0.0 0.0 5.3 5.3 4.6 Lead Yes C-Min C-Min None 7.0 11.6 37.8 27.0% 4.0 0.6 0.0 4.6 Lead Yes None Cycle Length: 140 Actuated Cycle Length: 140 Offset: 41 (29%), Referenced to phase 2:SBTL and 6:NBTL, Start of Green Natural Cycle: 70 Control Type: Actuated -Coordinated Splits and Phases: 5: NW 13th Ter & NW 14th Ave & NW 14th St lir 2 4R', 3 e4 60.5 s 137.8 s 141.7s I 05 I 11'06 ) 13. 1 s 417.4s 1 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Future Total PM 02.26.13.syn HCM Signalized Intersection Capacity Analysis 5: NW 13th Ter & NW 14th Ave & NW 14th St Total Conditions PM Peak Hour 1- I Movement WBL2 WBL WBT WBR NBL2 NBL NBT NBR SBL SBT SBR SBR2 Lane Configurations 4 r* 11 "ri 19 + r* Volume (vph) 14 714 85 268 5 14 114 24 126 179 268 6 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.6 4.6 4.6 5.3 5.3 3.0 5.3 5.3 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.97 1.00 0.91 0.85 Flt Protected 0.95 0.96 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1681 1702 1583 1770 1814 1770 1695 1583 Fit Permitted 0.95 0.96 1.00 0.35 1.00 0.57 1.00 1.00 Satd. Flow (perm) 1681 1702 1583 653 1814 1070 1695 1583 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 15 776 92 291 5 15 124 26 137 195 291 7 RTOR Reduction (vph) 0 0 0 110 0 0 5 0 0 0 0 4 Lane Group Flow (vph) 0 442 441 181 0 20 145 0 137 486 0 3 Turn Type Perm Perm NA Perm Perm Perm NA pm+pt NA Perm Protected Phases 4 6 5 2 Permitted Phases 4 4 4 6 6 2 2 Actuated Green, G (s) 45.3 45.3 45.3 45.0 45.0 57.6 57.6 57.6 Effective Green, g (s) 45.3 45.3 45.3 45.0 45.0 57.6 57.6 57.6 Actuated g/C Ratio 0.32 0.32 0.32 0.32 0.32 0.41 0.41 0.41 Clearance Time (s) 4.6 4.6 4.6 5.3 5.3 3.0 5.3 5.3 Vehicle Extension (s) 2.5 2.5 2.5 1.0 1.0 2.0 1.0 1.0 Lane Grp Cap (vph) 543 550 512 209 583 488 697 651 v/s Ratio Prot 0.08 0.02 c0.29 v/s Ratio Perm c0.26 0.26 0.11 0.03 0.10 0.00 v/c Ratio 0.81 0.80 0.35 0.10 0.25 0.28 0.70 0.00 Uniform Delay, d1 43.5 43.2 36.2 33.3 35.0 26.4 34.0 24.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 8.9 8.0 0.3 0.9 1.0 0.1 5.7 0.0 Delay (s) 52.4 51.3 36.5 34.2 36.0 26.6 39.7 24.3 Level of Service D D D C D C D C Approach Delay (s) 48.0 35.8 36.7 Approach LOS D D D Intersection Summary HCM 2000 Control Delay 46.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.77 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 17.5 Intersection Capacity Utilization 89.6% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Future Total PM 02.26.13.syn HCM Signalized Intersection Capacity Analysis Total Conditions 5: NW 13th Ter & NW 14th Ave & NW 14th St PM Peak Hour Movement NEL NER NER2 Laneronfigurations g Volume (vph) 151 228 8 Ideal Flow (vphpl) 1900 1900 1900 Total Lost time (s) 4.6 4.6 Lane Util. Factor 1.00 0.95 Frt 0.96 0.85 Flt Protected 0.96 1.00 Satd. Flow (prot) 1728 1504 Fit Permitted 0.96 1.00 Satd. Flow (perm) 1728 1504 Peak -hour factor, PHF 0.92 0.92 0.92 Adj. Flow (vph) 164 248 9 RTOR Reduction (vph) 0 65 0 Lane Group Flow (vph) 219 137 0 Turn Type NA Perm Protected Phases 3 Permitted Phases 3 Actuated Green, G (s) 22.6 22.6 Effective Green, g (s) 22.6 22.6 Actuated g/C Ratio 0.16 0.16 Clearance Time (s) 4.6 4.6 Vehicle Extension (s) 2.5 2.5 Lane Grp Cap (vph) 278 242 v/s Ratio Prot c0.13 v/s Ratio Perm 0.09 v/c Ratio 0.79 0.57 Uniform Delay, d1 56.4 54.2 Progression Factor 1.00 1.00 Incremental Delay, d2 13.3 2.5 Delay (s) 69.6 56.7 Level of Service E E Approach Delay (s) 63.4 Approach LOS E Intersection Summary K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Future Total PM 02.26.13.syn Timings Total Conditions 6: NW 12th Ave & NW 12th St PM Peak Hour ak- 1 t Lane Group WBL WBT WBR NBL NBT SBT Lane Configurations 11 4 i* ++ Volume (vph) 603 129 313 114 539 1403 Turn Type Perm NA Perm pm+pt NA NA Protected Phases 4 1 6 2 Permitted Phases 4 4 6 Detector Phase 4 4 4 1 6 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 5.0 16.0 16.0 Minimum Split (s) 32.0 32.0 32.0 8.0 21.0 21.0 Total Split (s) 37.0 37.0 37.0 13.0 103.0 90.0 Total Split (%) 26.4% 26.4% 26.4% 9.3% 73.6% 64.3% Yellow Time (s) 4.0 4.0 4.0 3.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 0.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 3.0 5.0 5.0 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Recall Mode None None None None C-Min C-Min Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 18 (13%), Referenced to phase 2:SBT and 6:NBTL, Start of Green Natural Cycle: 65 Control Type: Actuated -Coordinated Splits and Phases: 6: NW 12th Ave & NW 12th St 01 02 CR) 1- 04 13s 90s I37s I it06 CRAP 103 s K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Future Total PM 02.26.13.syn HCM Signalized Intersection Capacity Analysis Total Conditions 6: NW 12th Ave & NW 12th St PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 19 4 i* 19 14 att Volume (vph) 0 0 0 603 129 313 114 539 0 0 1403 62 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 3.0 5.0 5.0 Lane Util. Factor 0.95 0.95 1.00 1.00 0.95 0.91 Frt 1.00 1.00 0.85 1.00 1.00 0.99 Flt Protected 0.95 0.97 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1681 1714 1583 1770 3539 5053 Fit Permitted 0.95 0.97 1.00 0.11 1.00 1.00 Satd. Flow (perm) 1681 1714 1583 202 3539 5053 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 0 0 0 622 133 323 118 556 0 0 1446 64 RTOR Reduction (vph) 0 0 0 0 0 217 0 0 0 0 4 0 Lane Group Flow (vph) 0 0 0 373 382 106 118 556 0 0 1506 0 Turn Type Perm NA Perm pm+pt NA NA Protected Phases 4 1 6 2 Permitted Phases 4 4 6 Actuated Green, G (s) 41.9 41.9 41.9 88.1 88.1 76.9 Effective Green, g (s) 41.9 41.9 41.9 88.1 88.1 76.9 Actuated g/C Ratio 0.30 0.30 0.30 0.63 0.63 0.55 Clearance Time (s) 5.0 5.0 5.0 3.0 5.0 5.0 Vehicle Extension (s) 2.5 2.5 2.5 2.0 1.0 1.0 Lane Grp Cap (vph) 503 512 473 218 2227 2775 v/s Ratio Prot c0.03 0.16 0.30 v/s Ratio Perm 0.22 0.22 0.07 c0.31 v/c Ratio 0.74 0.75 0.22 0.54 0.25 0.54 Uniform Delay, d1 44.2 44.3 36.8 14.3 11.4 20.3 Progression Factor 1.00 1.00 1.00 1.78 0.66 1.00 Incremental Delay, d2 5.5 5.6 0.2 1.2 0.2 0.8 Delay (s) 49.7 49.8 37.0 26.6 7.7 21.0 Level of Service D D D C A C Approach Delay (s) 0.0 45.9 11.0 21.0 Approach LOS A D B C Intersection Summary HCM 2000 Control Delay 27.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 71.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Future Total PM 02.26.13.syn Timings Total Conditions 7: NW 17th Ave & NW S River Dr PM Peak Hour f 1- t Lane Group EBL EBT WBL WBT WBR NBL NBT SBT SBR Lane Configurations 'Pi + r* 19 ++ ++ r* Volume (vph) 109 0 9 26 298 64 891 1845 290 Turn Type Perm NA Perm NA Perm pm+pt NA NA Perm Protected Phases 8 4 1 6 2 Permitted Phases 8 4 4 6 2 Detector Phase 8 8 4 4 4 1 6 2 2 Switch Phase Minimum Initial (s) 7.0 7.0 7.0 7.0 7.0 4.0 14.0 14.0 14.0 Minimum Split (s) 12.0 12.0 12.0 12.0 12.0 8.0 19.0 19.0 19.0 Total Split (s) 30.0 30.0 30.0 30.0 30.0 13.0 80.0 67.0 67.0 Total Split (%) 27.3% 27.3% 27.3% 27.3% 27.3% 11.8% 72.7% 60.9% 60.9% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 3.0 4.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.0 5.0 5.0 5.0 3.0 5.0 5.0 5.0 Lead/Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Recall Mode None None None None None None C-Min C-Min C-Min Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 18 (16%), Referenced to phase 2:SBT and 6:NBTL, Start of Green Natural Cycle: 65 Control Type: Actuated -Coordinated Splits and Phases: 7: NW 17th Ave & NW S River Dr 01 . 02 ::R.)04 1- 13s 67s I30s I ito6 ;R) II 08 80s 130s 1 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Future Total PM 02.26.13.syn HCM Signalized Intersection Capacity Analysis Total Conditions 7: NW 17th Ave & NW S River Dr PM Peak Hour t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 43, 1 + r* 19 44 r* +1 r* Volume (vph) 109 0 68 9 26 298 64 891 0 0 1845 290 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 3.0 5.0 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 Frt 0.95 1.00 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.97 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1713 1770 1863 1583 1770 3539 3539 1583 Fit Permitted 0.80 0.63 1.00 1.00 0.05 1.00 1.00 1.00 Satd. Flow (perm) 1406 1168 1863 1583 101 3539 3539 1583 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 114 0 71 9 27 310 67 928 0 0 1922 302 RTOR Reduction (vph) 0 43 0 0 0 156 0 0 0 0 0 26 Lane Group Flow (vph) 0 142 0 9 27 154 67 928 0 0 1922 276 Turn Type Perm NA Perm NA Perm pm+pt NA Perm NA Perm Protected Phases 8 4 1 6 2 Permitted Phases 8 4 4 6 6 2 Actuated Green, G (s) 16.0 16.0 16.0 16.0 84.0 84.0 76.3 76.3 Effective Green, g (s) 16.0 16.0 16.0 16.0 84.0 84.0 76.3 76.3 Actuated g/C Ratio 0.15 0.15 0.15 0.15 0.76 0.76 0.69 0.69 Clearance Time (s) 5.0 5.0 5.0 5.0 3.0 5.0 5.0 5.0 Vehicle Extension (s) 2.5 2.5 2.5 2.5 2.0 1.0 1.0 1.0 Lane Grp Cap (vph) 204 169 270 230 148 2702 2454 1098 v/s Ratio Prot 0.01 c0.02 0.26 c0.54 v/s Ratio Perm c0.10 0.01 0.10 0.33 0.17 v/c Ratio 0.70 0.05 0.10 0.67 0.45 0.34 0.78 0.25 Uniform Delay, d1 44.7 40.5 40.8 44.5 14.6 4.2 11.3 6.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.22 1.46 Incremental Delay, d2 9.2 0.1 0.1 6.5 0.8 0.3 2.5 0.5 Delay (s) 53.9 40.6 40.9 50.9 15.4 4.5 16.3 9.7 Level of Service D D D D B A B A Approach Delay (s) 53.9 49.9 5.2 15.4 Approach LOS D D A B Intersection Summary HCM 2000 Control Delay 17.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.75 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 78.4% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Future Total PM 02.26.13.syn Timings Total Conditions 8: NW 12th Ave & NW 11 th St PM Peak Hour 1- 4 Lane Group EBL EBT EBR WBL WBT NBT SBU SBL SBT SBR Lane Configurations ' ++ r* 19 f Hit r* Volume (vph) 196 209 174 295 323 1145 15 56 1247 16 Turn Type pm+pt NA Perm pm+pt NA NA custom pm+pt NA Perm Protected Phases 3 8 7 4 6 5 2 Permitted Phases 8 8 4 5 2 2 Detector Phase 3 8 8 7 4 6 5 5 2 2 Switch Phase Minimum Initial (s) 4.0 7.0 7.0 4.0 7.0 7.0 4.0 4.0 7.0 7.0 Minimum Split (s) 7.0 32.1 32.1 7.0 32.1 26.8 7.0 7.0 26.8 26.8 Total Split (s) 23.0 39.1 39.1 23.0 39.1 60.9 17.0 17.0 77.9 77.9 Total Split (%) 16.4% 27.9% 27.9% 16.4% 27.9% 43.5% 12.1% 12.1% 55.6% 55.6% Yellow Time (s) 3.0 4.0 4.0 3.0 4.0 4.0 3.0 3.0 4.0 4.0 All -Red Time (s) 0.0 1.1 1.1 0.0 1.1 0.8 0.0 0.0 0.8 0.8 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 3.0 5.1 5.1 3.0 5.1 4.8 3.0 4.8 4.8 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None C-Min None None C-Min C-Min Intersection Summary Cycle Length: 140 Actuated Cycle Length: 140 Offset: 4 (3%), Referenced to phase 2:SBTL and 6:NBT, Start of Green Natural Cycle: 75 Control Type: Actuated -Coordinated Splits and Phases: 8: NW 12th Ave & NW 11th St lir 42 (R, 3 04 77.9 s 123 s 39.1 s I \IP05 1 1 06 4R) 07 08 17s 60,9s I23s 39,1s 1 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Future Total PM 02.26.13.syn HCM Signalized Intersection Capacity Analysis Total Conditions 8: NW 12th Ave & NW 11 th St PM Peak Hour Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT Lane Configurations ' ++ r* 19 ti, + t41 Volume (vph) 196 209 174 295 323 307 0 1145 102 15 56 1247 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 5.1 5.1 3.0 5.1 4.8 3.0 4.8 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.91 1.00 0.91 Frt 1.00 1.00 0.85 1.00 0.93 0.99 1.00 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 3539 1583 1770 3281 5023 1770 5085 Fit Permitted 0.15 1.00 1.00 0.46 1.00 1.00 0.10 1.00 Satd. Flow (perm) 285 3539 1583 858 3281 5023 181 5085 Peak -hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Adj. Flow (vph) 231 246 205 347 380 361 0 1347 120 18 66 1467 RTOR Reduction (vph) 0 0 51 0 126 0 0 6 0 0 0 0 Lane Group Flow (vph) 231 246 154 347 615 0 0 1461 0 0 84 1467 Turn Type pm+pt NA Perm pm+pt NA NA custom pm+pt NA Protected Phases 3 8 7 4 6 5 2 Permitted Phases 8 8 4 5 2 Actuated Green, G (s) 45.0 26.1 26.1 52.6 30.7 66.7 77.5 77.5 Effective Green, g (s) 45.0 26.1 26.1 52.6 30.7 66.7 77.5 77.5 Actuated g/C Ratio 0.32 0.19 0.19 0.38 0.22 0.48 0.55 0.55 Clearance Time (s) 3.0 5.1 5.1 3.0 5.1 4.8 3.0 4.8 Vehicle Extension (s) 2.0 2.5 2.5 2.0 2.5 1.0 2.0 1.0 Lane Grp Cap (vph) 292 659 295 475 719 2393 188 2814 v/s Ratio Prot c0.11 0.07 c0.12 c0.19 c0.29 0.02 c0.29 v/s Ratio Perm 0.15 0.10 0.15 0.22 v/c Ratio 0.79 0.37 0.52 0.73 0.86 0.61 0.45 0.52 Uniform Delay, d1 38.9 49.8 51.3 34.2 52.5 27.1 18.9 19.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.21 0.75 Incremental Delay, d2 12.7 0.3 1.3 4.9 9.7 1.2 0.5 0.6 Delay (s) 51.6 50.1 52.6 39.1 62.2 28.2 23.3 15.2 Level of Service D D D D E C C B Approach Delay (s) 51.4 54.8 28.2 15.5 Approach LOS D D C B Intersection Summary HCM 2000 Control Delay 33.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.71 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 15.9 Intersection Capacity Utilization 72.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Future Total PM 02.26.13.syn HCM Signalized Intersection Capacity Analysis Total Conditions 8: NW 12th Ave & NW 11 th St PM Peak Hour 4, Movement SBR Lfonfigurations Volume (vph) 16 Ideal Flow (vphpl) 1900 Total Lost time (s) 4.8 Lane Util. Factor 1.00 Frt 0.85 Flt Protected 1.00 Satd. Flow (prot) 1583 Fit Permitted 1.00 Satd. Flow (perm) 1583 Peak -hour factor, PHF 0.85 Adj. Flow (vph) 19 RTOR Reduction (vph) 8 Lane Group Flow (vph) 11 Turn Type Perm Protected Phases Permitted Phases 2 Actuated Green, G (s) 77.5 Effective Green, g (s) 77.5 Actuated g/C Ratio 0.55 Clearance Time (s) 4.8 Vehicle Extension (s) 1.0 Lane Grp Cap (vph) 876 v/s Ratio Prot v/s Ratio Perm 0.01 v/c Ratio 0.01 Uniform Delay, d1 14.0 Progression Factor 0.39 Incremental Delay, d2 0.0 Delay (s) 5.4 Level of Service A Approach Delay (s) Approach LOS Intersection Summary K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Future Total PM 02.26.13.syn HCM Unsignalized Intersection Capacity Analysis Total Conditions 11: Western Project Driveway & NW N River Dr PM Peak Hour Movement EBT EBR WBL WBT NBL NBR Lane Configurations 4"+ 44 Volume (veh/h) 846 28 0 1948 0 21 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 920 30 0 2117 0 23 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 468 292 pX, platoon unblocked 0.80 vC, conflicting volume 950 1993 475 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 950 1746 475 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 96 cM capacity (veh/h) 719 62 536 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 Volume Total 613 337 1059 1059 23 Volume Left 0 0 0 0 0 Volume Right 0 30 0 0 23 cSH 1700 1700 1700 1700 536 Volume to Capacity 0.36 0.20 0.62 0.62 0.04 Queue Length 95th (ft) 0 0 0 0 3 Control Delay (s) 0.0 0.0 0.0 0.0 12.0 Lane LOS B Approach Delay (s) 0.0 0.0 12.0 Approach LOS B Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 57.2% ICU Level of Service B Analysis Period (min) 15 K:\FTL_TPTO\043174003 - River Landing SAP\calcs\synchro\Future Total PM 02.26.13.syn Miami Economic Associates, Inc. March 16, 2013 Mr. Andrew Hellinger Manager River Landing Development, LLC 235 Altara Avenue Coral Gables, Florida 33134 Re: Fiscal and Economic Impact Analysis River Landing Mixed -use Project Dear Mr. Hellinger: Miami Economic Associates, Inc. (MEAT) has performed an analysis to estimate the fiscal and economic benefits that the City of Miami as well as several other governmental jurisdictions as a result of the proposed River Landing mixed -use project. The proposed project will be located on the site known as the Mahi Shrine Auditorium in the Health District/Civic Center portion of the City of Miami. The project is a mixed use project with 528,160 leasable square feet of retail space and 444 rental residential units. The jurisdictions considered in our analysis include the City of Miami, Miami -Dade County, the Miami -Dade Public School District and the Children's Trust, This letter, which is organized as shown below, provides the findings of our analysis and their bases: Section Page Project Description 2 Summary of Findings 2 Fiscal Benefits 2 Economic Benefits 4 Bases of Estimates 5 Closing 8 The analysis summarized herein is based on the tax and fee rates that are currently in effect in the various jurisdictions considered, which are likely to be adjusted prior to the time that the development of River Landing is completed. Changes in the economic environment could also result in construction costs and achievable rent levels that differ from those discussed below. These differences could result in fiscal and economic benefits actually being generated that vary significantly from the estimates set forth in this report. 6861 S.W. 89th Terrace Miami, Florida 33156 Tel: (3051 669-0229 Fax: (8661 496-6107 Email: meainkebellsouth.net Mr. Andrew Hellinger River Landing Development, LLC March 16, 2013 Page 2 Project Description As discussed above, the proposed River Landing mixed -use project will be located in the Health District/Civic Center section of the City of Miami. The project is comprised of 528,160 leasable square feet of retail space and 444 rental residential units. The proposed retail space will be constructed in a multi -level configuration. National retailers are expected to occupy the majority of the proposed retail space with the remaining portion leased to smaller stores and food and beverage outlets. It is expected that the proposed retail space will achieve an average rental rate approximating $27 per square foot. The proposed rental residential component of the project will consist of 444 one - bedroom and two bedroom units, generally ranging in size from 600 square feet to 1,250 square feet. On an overall basis. the project will contain 462,369 rentable square feet and is expected to achieve an average rental rate in the range of $2.10 to $2.20 per square foot per month. Development of the proposed River Landing is expected to cost approximately $127.0 million in ''hard" costs. An additional $33.0 million will be expended for soft costs inclusive architectural and engineering fees, marketing, leasing commissions, project overhead, etc. Accordingly, the project will cost a total of $160.0 million to develop exclusive of land acquisition expenses and developer fees. Summary of Findings The materials that follow summarize the fiscal and economic benefits that the proposed River Landing mixed -use project will generate. All monetary figures are expressed in 2013 Dollars. Fiscal Benefits The term "fiscal benefits" refers to the positive impact that the proposed River Landing mixed -use project will have on the finances of the City of Miami and the other jurisdictions in which it will be located. The benefits provided will be both non -recurring and recurring in nature, with the former occurring during the construction period, the latter when construction is completed. The table on page 3 summarizes the estimated fiscal benefits that will generated by River Landing. In reviewing the table, the following points should be noted: • Due to the tax-exempt status of the Mahi Shrine, no ad valorem taxes have historically paid on the site on which River Landing will be constructed. • Certain benefits identified in the table cannot be estimated at this time because insufficient information is available to do so; however, the payment of these benefits will represent a significant increase in revenue for jurisdictions that receive them. Miami Economic Associates, Inc. 6861 S.W. 89th Terrace Miami, Florida 33156 Tel: (305) 669-0229 Fax: (305) 669-8534 Email: meaink©bellsouth.net Mr. Andrew Hellinger River Landing Development, LLC March 16, 2013 Page 3 Summary of Estimated Fiscal Benefits River Landing (2013 Dollars) Jurisdiction/Benefit Retail Residential Total Non -recurring City of Miami Building Permit Fees $ 338,890 $ 164,787' $ 503,677 Solid Waste Surcharge $ 10,000 $ 20,000 $ 30,000 Trade -related Permit Fees *** *** Impact Fees Police $ 238,728 $ 42,180 $ 280,908 Fire $ 95,597 $ 181,596 $ 277,193 General Services $ 40,140 $ 106,116 $ 146,256 Parks N/A $ 1,757,7962 $ 1,757,796 Miami -Dade County Road Impact Fees $ 4,670,519 $ 1,120,594 $ 5,791,1133 Water & Sewer Connection Fees *** *** *** Miami -Dade Public School District School Impact Fees N/A $ 696,182 $ 696,182 Recurring City of Miami Ad valorem Taxes General Fund $ 590,538 $ 461,831 $ 1,052,369 Debt Service Fund $ 70,200 $ 54,900 $ 125,100 Utility Taxes and Franchise Fees Occupational License Fees *** N/A *** Revenue Sharing N/A *** *"* Miami -Dade County Ad valorem Taxes $ 366,873 $ 286,914 $ 653,787 General Fund $ 22,230 $ 17,385 $ 39,615 Debt Service Fund $ 13,455 $ 10,523 $ 23,976 Library Fund Occupational License Fees *** N/A *** Local Option Sales Taxes *** *** *** Water & Sewer Fees *** *** *** Miami -Dade Public Schools Ad valorem Taxes Operating $ 605,670 $ 473,665 1 $ 1,079,335 Debt Service $ 18,174 $ 14,213 $ 32,387 Children's Trust Ad valorem Taxes $ 39,000 $ 30,500 $ 69,500 *** Amount of benefit cannot be estimated at this time due to insufficient information being available. 1 It is likely that $58,495 of this amount will be paid when the parking for the retail portion of the project is constructed because the parking for both portions of the project is within the same structure. 2 A lower amount may be paid if credits are earned for the provision of park space by the developer of River Landing on a site adjacent to the project. 3 The amount paid may be lower due to the application of credits. Miami Economic Associates, Inc. 6861 S.W. 89th Terrace Miami, Florida 33156 Tel: (305) 669-0229 Fax: (305) 669-8534 Email: meaink@beltsouth.net Mr. Andrew Hellinger River Landing Development. LLC March 16, 2013 Page 4 Economic Benefits The term "economic benefits' relates to the positive impact that the proposed River Landing mixed -use project will have on the economy of the City rather than its finances. The economic benefits it will provide will also be non -recurring and recurring in nature. Non-recurrinq • Of the $160.0 million in hard and soft costs the developer will spend to build River Landing, 80 percent will be spent within the City of Miami. When the multiplier effect is considered, the overall economic impact will approximate $192.0 million. • An estimated $57.0 million will be spent for construction labor to build the project. This amount is sufficient to pay for 1,025 man-years of construction work at the average annual pay rate of a Miami -Dade County construction worker, which approximates $55,600 per year. It is further anticipated that each direct construction job will result in the creation of at least 0.75 indirect or induced jobs. Indirect jobs will be in business related to construction, such as building supplies or equipment rental. Induced jobs will be in businesses where those occupying the direct and indirect jobs will spend their earnings such as the local supermarket or personal service establishment. A substantial portion of the jobs this project creates are likely to be filled by City of Miami residents. Recurring • When River Landing is completed, the households occupying the proposed rental units and workers at the project during their work day will spend approximately $10.1 million annually in retail and food and beverage establishments. It is anticipated that at least 85 percent of these expenditures will be within the City of Miami. When the multiplier effect is considered, the overall economic impact is estimated at approximately $12.8 million. • When completed, a total of 980 workers will be employed at River Landing inclusive of retail and food service workers as well as people involved in project leasing and operations, maintenance and parking. Based on information compiled by the Florida Agency for Workforce Innovation, it is expected that these workers will earn approximately $27.6 million annually. The direct jobs at River Landing will stimulate the creation of approximately 625 indirect and induced jobs. Residents of the City of Miami are likely to occupy a significant number of the direct, indirect and induced jobs that result from the development of the project. Miami Economic Associates, Inc. 6861 S.W. 89th Terrace Miami, Florida 33156 Tel: (305) 669-0229 Fax: (305) 669-8534 Email: meaink©bellsouth.net Mr. Andrew Hellinger River Landing Development, LLC March 16, 2013 Page 5 Bases of Estimates The materials that follow provide a fuller description of the project and the assumptions used to estimate benefits that it will provide to the City of Miami and the other jurisdictions in which it will be located. Al monetary amounts are in 2013 Dollars. Project Characteristics • River Landing will be located in the Health District/Civic Center area of the City of Miami as well as the jurisdictions of Miami -Dade County, the Miami -Dade County Public School District and the Children's Trust. Based on a review of the project plans, it is estimated that the project will involve the construction of 2,293,000 gross square feet inclusive of its structured parking facility. Of this amount, approximately 531,458 square feet will be attributable to the residential portion of the project with the remaining 1,761,542 square feet comprised of the retail component and the structured parking for both the residential and non- residential uses. • The residential portion of River Landing will be comprised of 462,368 rentable square feet while the retail component will contain will 528,160 leasable square feet. • Development of the proposed River Landing is estimated to cost approximately total of $160 million exclusive of land acquisition expenses and developer fees. Hard costs will total approximately $127.million and $33.0 million will be expended for soft costs inclusive architectural and engineering fees, marketing, leasing commissions, project overhead, etc. The constitution of the State of Florida mandates that real estate be valued at its market value for ad valorem tax purposes; however, in the case of River Landing there is no data available with respect to comparable projects on which to base an estimate of prospective market value. Accordingly, the assessed and taxable value of the project are estimated to equate the sum of the hard cost to build the project and the current assessed value of the site on which it will be constructed, or $139.0 million. For the purpose of this analysis, $78.0 million of the total taxable value was allocated to the retail portion of the project, $61.0 million to the residential portion. • Residents of the rental units proposed as part of River Landing will on average require an annual income approximating $65,000 to qualify residency. Based on this estimate of average household income, it is projected that the people living in the proposed rental units would spend $5.8 million annually in retail and restaurant establishments. This projection assumes that they spend approximately 20 percent of their income for that purpose. • Based on industry standards, it is expected that the workforce in 528,160 leasable square feet of national retail space will consist of 1.75 workers (FTE) per 1,000 square feet while the workforce in occupied by smaller shops and eating and drinking Miami Economic Associates, Inc. 6861 S.W. 89th Terrace Miami, Florida 33156 Tel: (305) 669-0229 Fax: (305) 669-8534 Email: meaink©bellsouth.net Mr. Andrew Hellinger River Landing Development, LLC March 16, 2013 Page 6 establishments will be comprised of 2.0 workers per 1,000 square feet. When personnel involved project leasing and operations, maintenance and parking are also accounted for, it is expected that the total number of people employed at the River Landing will approximate 980 people inclusive of workers involved in project leasing, operations and maintenance. It is further anticipated that they will spend an average of $12 per day for food and other items while working, resulting in total expenditures of $4.3 million annually. Non -recurring Fiscal Impacts • The City of Miami charges building permit fees at a rate of $0.20 per gross square foot of multi -family residential construction and $0.25 per gross square foot of commercial construction. In calculating fees, the square footage associated with parking garage space is charged for at the commercial rate. Based on these rates, fees totaling $338,890 will paid on the retail portion of the project inclusive of its proportional share of the structured parking while $164,787 will be paid on the residential portion of the project inclusive of its proportional share of the parking. It is, however, likely that the $58,495 in fees on the parking for the residential portion of the parking will be paid when the parking for the retail portion of the project are paid since the parking for both portions of the project will be contained in the same structure. Assuming the project is constructed in 3 phases, solid waste surcharge fees in the amount of $30,000 will be applied. • The various trades involved in completing the new project including the roofing, electrical, plumbing, mechanical, elevator and swimming pool contractors will be required to pay fees on their work. Calculation of the fees that they will pay requires that the project's final engineering drawings be completed, which has not yet occurred. Accordingly, the fees that will be paid cannot be quantified at this time. A solid waste surcharge is applied to these fees. • The City of Miami charges impact fees on new construction projects for police, fire - rescue and general services. Park impact fees are also paid on residential units. Based on the current rate schedule, it is estimated that impact fees totaling $374.465 will be paid on retail portion of the project, of which $238,728 will be for police, $95,597 for fire -rescue, $40,140 for general services. It is further estimated that impact fees totaling $2,087,688 will be paid on residential portion of the project, of which $42,180 will be for police, $181,596 for fire -rescue, $106,116 for general services and $1,757,796 for parks. The figure for parks may, however, be lower if credits are earned for provision of park space as part of the River Landing project. • New construction projects located in the City of Miami also need to pay impact fees to Miami -Dade County for roads and to the Miami -Dade County Public School District on for schools, with the later applied only to residential units. Based on the current fee schedule, road impact fees for the quantities of development proposed at River Landing will total $5,791,113. Of this amount, $4,670,519 will be related to the Miami Economic Associates, Inc. 6861 S.W. 89th Terrace Miami, Florida 33156 Tel: (305) 669-0229 Fax: (305) 669-8534 Email: meaink©bellsouth.net Mr. Andrew Hellinger River Landing Development, LLC March 16, 2013 Page 7 retail portion of the project and $1,120,594 to residential portion. The base fee for school impact fees on the 444 condominium units is $612 per unit. An additional amount of $0.918 per square foot is then applied. Accordingly, school impact fees totaling $696,182 will need to be paid. • The Miami -Dade Water & Sewer Department will require that connection fees be paid to activate water and sewer service for River Landing. The amount that will need to be paid will be dependent on the number cif meters through which service is provided and the size of the meters. Since these engineering parameters have not been established, a fee estimate cannot be formulated at this time. Recurring Fiscal Impacts • The millage rates currently being levied for ad valorem tax purposes by the governmental entities referenced in the Summary of Findings are shown in the table immediately following. The ad valorem tax revenues projected in the Summary of Findings were calculated by applying the millage rates shown to proposed project's estimated taxable value, which is $139.0 million, with $78.0 million allocated to retail portion of the project, $61.0 million to the residential portion. Entity Ratel$1000 Taxable Value Retail Residential Total City of Miami General Fund 7.5710 $ 590,538 $ 461,831 $ 1,052,369 Debt Service Fund 0.9000 $ 70,200 $ 54,900 $ 125,100 Miami -Dade County General Fund 4,7035 $ 366,873 $ 286,914 $ 653,787 Debt Service Fund 0.2850 $ 22,230 $ 17,385 $ 39,615 Library 0.1725 $ 13,455 $ 10,523 $ 23,978 Miami -Dade County Public Schools Operating 7,7650 $ 605,670 $ 473,665 $ 1,079,335 Debt Service 0.2330 $ 18,174 $ 14,213 $ 32,387 Children's Trust 0.5000 $ 39,000 $ 30,500 $ 69,500 Source: Miami -Dade County Property Appraiser; Miami Economic Associates, Inc. • The City of Miami collects utility taxes and franchise fees from the providers of telephone, electric and other such services based on their revenues. The amount collected as a result of the development of River Landing will be dependent on the amount of these services used by the project's residents and commercial tenants; hence, it cannot be quantified at this time. • Both the City of Miami and Miami -Dade County will collect occupational license fees from the occupants of the proposed retail space developed as part of River Landing. The amount collected cannot be estimated at this time since it will be dependent on the nature of the businesses housed in the office and retail space. • The City of Miami and Miami -Dade County participate in a number of revenue sharing programs including one that relates to the rebate of a portion of the State Miami Economic Associates, Inc. 6861 S.W. 89th Terrace Miami, Florida 33156 Tel: (305) 669-0229 Fax: (305) 669-8534 Email: meaink©bellsouth.net Mr. Andrew Hellinger River Landing Development, LLC March 16, 2013 Page 8 sales tax proceeds that are collected in Miami -Dade County. The amounts of revenue sharing revenues that will accrue to the City as a result of the proposed project cannot be estimated at this time • The State of Florida charges a 6 percent sales tax on all retail sales of non-exempt goods as well as all restaurant expenditures, rents paid on retail space and rental housing and parking revenues. Miami -Dade County charges an additional 1 percent on a local option basis, the proceeds of which are evenly split between the County's Health Trust and Transit. At the current time, insufficient information is available regarding the prospective sales volumes that will be achieved by the retail tenants and the proportion that will be sales tax -eligible to be able to estimate sales tax revenues at either state or local level accurately. • The Miami -Dade Water & Sewer Department will serve River Landing. The service it will generate will be a determined by the number and the size of the meters through which service is provided. Since those engineering parameters are not yet known, an estimate of the service fees earned cannot formulated at this time. Closing The analysis performed by MEAI demonstrates development of River Landing will be highly beneficial to the City of Miami as well as the other jurisdiction because it will generate economic and urban growth in the Civic Center area of Miami. Sincerely. Miami Economic Associates, Inc. Andrew Dolkart President Miami Economic Associates, Inc. 6861 S.W. 89th Terrace Miami, Florida 33156 Tel: (305) 669-0229 Fax: (305) 669-8534 Email: meaink@bellsouth.net Archaeological and Historical Conservancy, Inc. 4800 S.W 64th Ave, Suite 107 Davie, FL 33314 Phone: 954-792-9776 Fax: 954-792-9954 Email: archlgcl@bellsouth.net Web: www.flarchaeology.com November 5, 2012 Mr. Andrew B. Hellinger Manager River Landing Development, LLC c/o Hellinger Penabad Companies 235 Altara Avenue, Coral Gables, FL 33146 Re: 1400 NW N River Dr Archaeological Services Dear Mr. Hellinger: This letter shall set forth the archaeological services for ground -disturbing activities at the 1400 NW North River Drive parcel to fulfill requirements of the City of Miami Historic Preservation Ordinance (Chapter 23), based on the parcel's location within the Miami River Archaeological Conservation Area. Required as part of the permitting process will be a completed Certificate to Dig application and a Letter of Agreement. Below is a list of required tasks that our company will provide: I. Coordination for Certificate to Dig Application We will provide a Letter of Agreement that includes an archaeological management plan for the required archaeological services. You will need to present it with a copy of the site plan and photographs of existing conditions, all of which are required as part of the Certificate to Dig application. II. Archaeological Monitoring A monitor will be provided during ground -disturbing activities on an as -needed basis. One monitor is anticipated although if multiple equipment operators are occurring additional monitors may be needed. Any uncovered cultural materials will be analyzed and catalogued. Monitoring will be conducted during foundation demolition, excavation, trenching, and tree removal. If a significant archaeological feature is uncovered additional documentation may be required. {Firm Clients/1020/1020-12/00081005.DOC} 1 III. Reports Upon completion of archaeological monitoring a report will be submitted to the City of Miami. The reports will include a description of methodology, results, maps, and figures. This shall confirm that you will provide us written notice to proceed and notification of any dig related activity or ground disturbing activity on the property. Sincerely, Robert S. Carr Executive Director Signature Date Name RSC/bjb / Title {Firm Clients/1020/1020-12/00081005.DOC}2 SPECIAL AREA PLAN GOALS River Landing is a mixed -use stacked retail center located along the Miami River, bound by NW 14th Avenue to the east, a residential building to the West, NW N River Drive to the North, and the Miami River to the South. The project, as proposed, will consist of six (6) levels of destination retail, a 90' wide landscaped, open air pedestrian passage, parking garage, and an active Riverwalk. In addition to the retail component, the parking garage is lined on both the riverside and the cityside by a total of 48 stacked flats. The project also includes two 12-story towers, sitting atop the parking structure, totaling 396 residential units - with a level of residential parking subgrade and another at the uppermost level of the parking garage. Accordingly, the total residential component is planned at 444 units. In addition to the aforementioned programmatic elements, the project contemplates a number of significant features designed to enhance the public realm and activate the riverfront. Foremost among those elements is the Riverwalk. The Riverwalk is conceived as a place for the community to experience and enjoy the Miami River, as well as provide a place for residents and visitors alike to appreciate its ongoing contribution to our City's beauty and economy, to observe it's ever -moving activity — "you never see the same river twice" — and it's daily rhythms. The Riverwalk will function as an amphitheater for the river itself. The new pedestrian promenade meanders in an east -west direction, through a 50' or more open space, flanked on the South by the River and native plantings, and along the North by raised cafe terraces and hammock plantings which overlook the river. Design elements will celebrate the river's heritage: its looks, sounds and feel, while utilizing contemporary applications in sustainable design. Above all, the Riverwalk will eventually provide a vital linkage for pedestrians and bicyclists to enjoy the river and provide connectivity to commerce for the surrounding neighborhoods. The development goals include: • Facilitate the organized growth of urban infill redevelopment to promote civic, economic, and cultural activities along the Miami River • Activate the Riverfront with a high quality landscaped greenway that encourages riverfront dining, pedestrian enjoyment, and neighborhood connectivity • Utilize the project's shifted geometry to enhance the depth and texture of the architectural elements • Develop a framework that successfully accommodates automobiles while respecting the pedestrian realm • Promote urban development by balancing the needs of local residents and pedestrians and Miami's transit community which visit the Health District on a daily basis 28 March 2013 RIVER LANDING 1400 NVv NORTH RIVER DRIVE MIAMI, FL ARTICLE 1. DEFINITIONS 1.2 DEFINITIONS OF TERMS Buildout: The construction sequence of building components on a particular site. For the River Landing Special Area Plan, Phase I consists of construction of the Pedestal, Phase 2 of construction of residential tower 1, and Phase 3 of construction of residential tower 2. Phases 2 & 3 do not need to occur sequentially. Design Guidelines: Plans, drawings, and diagrams submitted as part of the SAP. Maximum Floorplate Envelope: Configuration of the use of floor plates will change dependent upon tenant leasing plan. Certain areas of the floor plates may be leased while others may not be built out leaving additional open air space in the Pedestrian Promenade. The space plan or use of the floor plate envelope may be modified based upon future leasing and use, up to the maximum envelope shown in the SAP. Pedestal: Also known as podium. For the River Landing Special Area Plan, that portion of a Building up to a maximum of 150 feet, or twelve (12) stories, not including mechanical enclosures, as depicted in the approved design guidelines. Pedestrian Promenade: A cross -block passage dedicated solely to pedestrian traffic. The pedestrian promenade's length is the distance between the outermost building facades along two parallel Frontages. All signaqe located within the promenade is not regulated by the City of Miami and does not contribute to the overall aggregate signaqe area allowed per code. Regulating Plan: Modifications of the underlying Miami 21 Transect Zone regulations for the Lots included in this SAP. 1.3 DEFINITIONS OF SIGNS Display Window: A window of a Commercial establishment facing a Frontage used to display merchandise or advertising materials for products to be sold on site. Display Window(s) shall have sufficient dimensions to display products, but shall not exceed 80% of the storefront window in which it is located. Lifestyle Graphics: Visual elements concerned with communicating identity and information and shaping the idea of place. The graphics within this zone are artistic installations containing no commercial advertising message. Graphics in this zone shall be located within the Pedestrian Promenade and shall not contribute to the aggregate sign area. Also known as Environmental Graphics. 28 March 2013 RIVER LANDING 1400 NW NORTH RIVER DRIVE MIAMI, FL ARTICLE 1. DEFINITIONS Sign, Banner: A Sign made from flexible material suspended from a pole or poles, or with one (1) or both ends attached to a Structure or Structures. Where Signs are composed of strings of banners, they shall be construed to be pennant or streamer Signs. For the River Landing SAP, banner signage shall be located on pedestrian light posts along the Principal Frontages and serve to identify the Project, communicate the Project image, or specifically identify major retail tenants. Sign, Canopy: A sign projecting vertically from and post -mounted to the canopy structure below. All canopy signs to be indirectly illuminated. Sign, Directional: Signage located on the project perimeter to facilitate the movement of both vehicles and pedestrians and direct them to retail tenants, restaurants, parking garages, and other uses within the project. Directional signage shall bear no advertising matter. Sign, Hanging: A projecting Sign suspended vertically from and supported by the underside of a canopy or from a bracket or other device extending from a Structure. Signaqe within this zone type shall be located along the Principal Frontages and serve to identify the Project, communicate the Project image, or specifically identify major retail tenants. Sign, Monument: A non -movable, self-supporting Sign affixed to the ground. Signaqe shall be located along the Principal Frontages and serve to identify the Proiect, communicate the Proiect image, or specifically identify major retail tenants. Signs should not be located within the Visibility Triangle as determined by Public Works or other regulatory agencies, and shall be designed and placed in a manner to minimize impacts to pedestrian circulation. Monument Signs shall not include signs mounted on poles or posts in the ground. 28 March 2013 RIVER LANDING 1400 NW NORTH RIVER DRIVE MIAMI, FL ARTICLE 3. GENERAL TO ZONES 3.11 WATERFRONT STANDARDS a. Waterfront Setbacks 2. Side Setbacks and any cross -block passages or Pedestrian Promenades shall be equal in aggregate to at least twenty five percent (25%) fourteen percent (14%) of the water frontage of each Lot based on average Lot Width, to allow View Corridors open from ground to sky open at least 25' in height and to allow public access to the waterfront; except for T3, T4-R, D1, D2, and D3 Transect Zones. 3.12 DESIGN GUIDELINES AND NEIGHBORHOOD CONSERVATION DISTRICTS 3.12.1 Design Guidelines This section lists additional guidelines defining elements to protect and promote Neighborhood or area character, which may be obtained through the Planning Department. In the areas for which guidelines have been adopted, any proposed building shall be reviewed by the Planning Director prior to the issuance of a building permit. c. Miami River Greenway Regulatory Design Standards c. Miami River Regulatory Greenway Standards • ZONE 1 — Street Right -of -Way • Standard Right -of -Way Element Matrix (60' ROW) • On Street Parking: 8.5' 7.0' + 1.5' Valley Gutter x 22' dimension • Travel Lanes: (2) — 44 10' Lanes with optional turn lane • Sidewalk: Greenway side: 7.8' 7_0' clear (min.) • Landscape Verge: Greenway side: 4.33' (min.) NOTE: THESE DIMENSIONS ASSUME A 1.5' VALLEY GUTTER AT THE INTERFACE OF THE TRAVEL LANE AND PARKING SPACES. 28 March 2013 RIVER LANDING 1400 NW NORTH RIVER DRIVE MIAMI, FL ARTICLE 4. STANDARDS AND TABLES MIAMI 21 ARTICLE 4. TABLE 2 MIAMI 21 SUMMARY R lJ R A L 1 1 1 1 1 1 1 1 1 1 LOT NC NATION 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 a. Lot Asa 5,000 s.f.. min. 1,400s.1.-20,000sf." 1,200 sr. -40,000s.1"" 5,000st. min 40000s.1. max." 5,000 sl.min. 70,000 sr Max." 5,000 sf. min. h. D,tud4 i 5011 min. 1611 min150ft. min" 161t. min 1501t. min'" 501. min_ 501. min. 5011 mm. c tot Coverage 50%max.lst Floor 30%m ax 2nd Floor for T3R &T3L only 60%max. 80%max. 804(6max." 80%max." 80%max." d. Poor lot I9hn (FLED 5 5 7 e. Frontage -at front Setback 50%min. 60%min. 70%min. 70%min. 70%min. f. Green 1 Open haw Requirements 25%Lot Area min. 15% Lot Area min. 10% Lot Area min. 10%Lot Area min. 10% Lot Area min. 10%Lot Area min. g. Density 9-18 duiacre max" 6 du/acre max. 65 dui -acre max. 150 du/acra" 150 du lacre" 150du Yacre" BUILDING SETBACK a. Principal Front 20 ft. min. 10 ft.min. 10 tt. min. 10 fit. mirr. 1011. min. 10 ftmin. b. Secondary Front 105 min. 10ft. min. 10tt. mitt 10ft. min. 10f1. min 10ft.min. c. Site 511. min"" att- Min _151t. min"" Oft. min" Oft. min'" Ott . min'" 0it min"" d. Rear 205 min. 20ft min. Oft. min6A Oft. min." Oft. min." Oft. min" OUTBUILDING SETBACK a, Principal Front 20fit.. min. (i3 L only) 30ft. min. h. Secondary Front 1011. min.(T3 L only) 10 ft min. c. Site 5ft_min. (T3L only) Oft. min. 15ft min. d.Rear 5ft. min .(T'3Lonly) 5ft. min. PRIVATE FRONTAGES a. Cnmmon Lace permitted permitted prohibited prohibited prohibited prohibited h. Porch &Fence permitted permitted prohibited prohibited prohibited prohibited c,Te race or L.C. prohibited permitted prohibited prohilited prohibited prohibited d. Farecouit prnhibded permitted permitted permiied. permitted permitted e. Stoop prohibited permitted permitted permitted permitted pen -MHO f. Shep6ont prohibited permitted (TA L, T4 0] permitted (TSL,T50) permitted 1T68 L, T6-801 permitted ]T&-10L, T6-920) permitted ]T4-24L,76-2401 0, Gatery prohibited prohibited permitted " pemmitted "" permitted " permitted " h-Acacia prohibited prohibited permitted" pet -milted" permitted" pemmitted" BUILDING HEIGHT (Stories) e. Principal Building 2max. 3 max. 2min. 5 max. 2 min 8 max. 2min. 12 max. 2min. 24 max. b. Outbuilding ..2 max. 2 max. c.BenelirtHeighit Phut -ling TS, T5 &T4only 4 max." 8 max.." 24 Max." PB BUG FRONTAGES (deleted) Or as morlifled in 'Diagram 9 ** Note: Refer to Article 5for SpecifnTransect Zone Regulations "'Or as modified per approved SAP 28 March 2013 355,000 sq.ft m RIVER LANDING 1400 NVv NORTH RIVER DRIVE MIAMI, FL ARTICLE 4. STANDARDS AND TABLES MIAMI 21 ARTICLE 4. TABLE 4 DENSITY, INTENSITY AND PARKING (CONTINUED). T6 - URBAN CORE ZONE RESTRICTED LIkiITEO OPEN DENSITY tUPA1 150 UNITS PER ACRE' 130 UNITS PERACRE' 150 UNITS PER ACRE' COMMERCIAL Curuir•eaa81',Jae:, are IxarriiooihIr. as Iislrsl in Ioni1ed by coinplierce.with. J fI9Iarnlnl ['Rita are iiernicy ilite rri holed m Tatilri .3,, liirvled by aempuanCewllh. CoINlieenil lla0K lira perine �,. - i.c.i limed in II•,- Iimiled ov cempIioi n wrlh: • ilcmrnerclal eslablrshmenls hmiled to a maximum area • Irre building area allowed for Commensal Use on each A,,.e,..,,,,,., a,e J.LG,006.y...cicin,i., n,1.01. ,nl.,i.4— of 4010 are feel ea.h al il HIiall be lacy Rum alai• Iex rK. Iuuloid In iwri Flames; of the Prir.i pal Building aryl • Minimum of .parking spaces for ,very LOCO square feel building floor area tole/. • f he Building area allowed Nrcommercial use an eachlet Olfr a and C:emmen al Uses shall be less than 25'% of Rullr1Ir y ftruir area trial of commemaat use, axccpl for Publ c Storage Facilities, minimum 1 parking space Tor every2,1 i7 square feet islimrtedtothe firs' two Stories oflhePrincipal Building. •A maxi mum area oF5b.f lflsquarefeetpereslablisnrnont. , Py iItyreluimnrenl may Fia rEllirIlvr1rr+,acling In llrF • Minimum of "3 parking spa:est-or every I,Uf3fi equate feet • Minimum of 9 parking spaces for every I,100 square slmree parking standard, AI1icle 4, Table 5 of oinniemial um feel of raiairnamial Que.. • Manmum nt 1 Bicycle Rack Space For every 20 vehicular • Parkin requirement may be Ildi.JC0d according 10 the • Parking requitement may ce reduced aaarding to the spaces required shared periwig standard, Article A. I able.5 shared parking standard, Alicia 4, I able 5. • AWri-tarried-FinkeiTlrunrDmve4nFaiilitiea-SeeAli ..l- • Minimum # 1 Dinvnle back lime fcrevery 20vehraular • MlrernUrn at 1 Bicycle Hack Space tor every 20 vehnular 6. spares required spades required. • Parking rail o may he oath rid Loll yin 4 imle rodirry nl T'' I9 • Leading See Adrle 4, Ie0le` •1,arkmgMornay bereduced wrlMnhmileradiusetTOO and wihin % mile radius rN a Iranpl Gorndor by Ihirly perctent (JO%) by process of Waiver, 0ouep1 when sluo is winter 3 0 feel rrf T9 • Parking may be provided by ownership or lease effsilo and wuthri'A mile radius vt a rrenn1t Corridor by thirty percent 00%l by prcgas5 [st Wearer, except when site ,s within 500 feel of Ia. • Parking may be provided try ownership or lease olfsitr w thin 1,000 Feet ty process of Wowor, except when sit.: within 1,0Xfeel by process 0 %Narver, except whensite 15:WilIwi503 feel eiTfi is within 500 feet of Fti, • Loading Cee Article 1, 'l able 5 • Loading - Se,z 0rliclee, Tibia 5 MIAMI21 A maximum area of 95,000 square feet per establishment ARTICLE 4. TABLE 5 BUILDING FUNCTION: PARKING AND LOADING SHAfr£17 PARKING STANDARDS SILAAI G FACTOR Function RESIDENTIAL LODGING OFFICE COMMERCIAL Function RESIDENTIAL L00GWG OFFICE COMMERCAL The shared Parking Standards Table provides the method for calculating shared parking for buildings with more than one Use type. It refers to the parking requirements that appear in Table 4. The parking required fax any two Functions on a Lot is calculated by dividing the number of spaces required by the lesser of the two uses by the appropriate factor from this Table and adding the result to the greater use parking requirement. For instance; for a building with a Residential Use requiring 100 spaces and a Commercial Use requir- ing 20 spaces. the 20 spaces divided by the sharing Factor of 1.2 would reduce the total requirement to 100 plus 10 spaces, For uses not indicated in this chart on a mixed use lot a sharing factor of 1,1 shall he allowed. Additional sharing is allowed by Nfarrant OFF-STREET PARKING STANDARDS ANGLE OF PAR ONG ACCESS AISLE WIDTH ONE WAY TRAFFIC SINGLE LOADED ONE WAY TRAFFIC COOLIE LOADED 1140 WAY TRAFFIC DOUBLE LOADED 9 4_ 1C I5f1 Parallel 1 0 Fr IC, n rt, itandaostall8.5h! 181minmun 22 ft. 22 ft. 22 ft. 28 March 2013 • Driveways shall have a minenum of 10 Feat of paved width of a one-way drive and 20 feet for a two-way drive for parking area providing 10 or more stalls. • Pedestrian entrances shall be at least 3 feet from stall', driveway or access aisle, • Allowable slopes. paving, and drainage as per Florida building Cada. Off street Parking facilities obeli have a minimum vertical clearance of 7 feet Where such a facility is to be used by trucks or loading Uses, the minimum clearance shall be 12 feet Residential and 15 feet Commercial and Industrial. • Ingress vehicular control devices shall be located so as to provide a minimum driveway of 20 Feet in length betWaan the Base Building Line and dispenser. • For landscaping requirements of parking lots, refer to Miami -Dade County Landscape Ordinance and the City of Miami Off-street Parking Guides and Standards. RIVER LANDING 1400 NVv NORTH RIVER DRIVE MIAMI, FL ARTICLE 5. SPECIFIC TO ZONES 5.6 URBAN CORE TRANSECT ZONES (T6) 5.6.1 Building Disposition (T6) f. At the first Story, Facades along a Principal Frontage Line shall have frequent doors and windows, except where there exists a Streetscreen to shield parking and service areas; commercial pedestrian entrances shall occur at a maximum spacing of seventy-five (75) feet and vehicular entries shall occur at a minimum spacing of sixty (60) feet unless approved by Waiver. i. For sites with three hundred and forty (340) feet Frontage length or more, a cross -Block passage shall be provided as follows: If the Frontage Line of a site is at any point more than three hundred and forty (3/10) four hundred and fifty (450) feet from a Thoroughfare intersection, the Building shall provide a cross -Block Pedestrian Passage. If the Frontage Line of a site is at any point six hundred and fifty (650) feet from a Thoroughfare intersection, a vehicular cross Block passage shall be provided. Such a cross -Block Passage may be covered above the first floor by a maximum of twenty five percent (25%) thirty-five percent (35%) of its area of its length with Structures connecting Buildings, such as a terrace, pedestrian bridge or vehicular bridge. In T6- 2 .T6-36, T6-48, T6-60 and T6-80 a Pedestrian Passage may be roofed and shall be lined with frequent doors and windows. Refer to the diagram on sheet B-2 of the SAP Design Guidelines. 5.6.2 Building Configuration (T6) b. Above the eighth floor, the Building Floorplate dimensions shall be limited as follows: 1. 15,000 square feet maximum for Residential Uses in T6-8, and T6-12 and T6 2/1 2. 18,000 22,000 square feet maximum for each Residential Use in T6-24, T6-36, T6-48, T6-60 and T6-80 3. 30,000106,000 square feet maximum for Commercial Uses and for parking 4. 180 300 feet maximum length for Residential Uses 5. 215 400 feet maximum length for Commercial Uses c. Encroachments shall be as follows: At the First Layer, cantilevered Awnings, Facade screening devices, and entry canopies may encroach up to one hundred percent (100%) of the depth of the Setback, except as may be further allowed by Chapter 54 of the City Code. Above the first Story, cantilevered balconies, bay windows, garage screening devices, architectural decorative features, and roofs may encroach up to three (3) feet of the depth of the Setback. Other cantilevered portions of the Building shall maintain the required Setback. Above the eighth Story, no Encroachments are permitted, except that Facade components promoting energy efficiency such as shading and Screening devices that are non -accessible may encroach a maximum of three (3) feet. 28 March 2013 RIVER LANDING 1400 NW NORTH RIVER DRIVE MIAMI, FL ARTICLE 5. SPECIFIC TO ZONES g. Building Heights shall be measured in Stories and shall conform to Article 4, Table 2 and be allocated as required in Illustration 5.6. First -floor elevation shall be at average Sidewalk grade. A first level Residential Function or Lodging Function should be raised a minimum of two (2) feet one (1) foot and a maximum of three and a half (3.5) feet above average Sidewalk grade. Existing one Story Structures shall be considered conforming and may be enlarged. 5.6.4 Parking Standards (T6) c. Parking should be accessed by an Alley. Parking shall be accessed from #1#e Principal and Secondary Frontage when available. At Principal Frontages, parking entries should be located at existing road intersections when possible to ease flow of traffic, minimize congestion of Thoroughfares, and utilize existing signalization. Where Lots have only Principal Frontages, parking may be accessed from the Principal Frontages. d. Primary Frontage. All parking, including drop-off drives and porte-cocheres, open parking areas, covered parking, garages, Loading Spaces and service areas shall be located within the Third Layer and shall be masked from the Frontage by a Liner Building, wall, opaque gate, landscape feature, or Streetscreen as illustrated in Article 4, Table 8. Parking may extend into the Second Layer above the Second (2) story, by Waiver, if an e# architectural screening, or glass treatment, of a design to be approved by the Planning Director, with the recommendation of the Urban Development Review Board, is provided for one hundred (100%) percent of that portion of the Pedestal Facade. Surface parking may extend into the Second Layer a maximum of twenty five percent (25%) of the length of the Primary Frontage up to a maximum of fifty (50) feet. Notwithstanding, entries to below grade loading docks may be located within the First Layer of a Principal Frontage. g. The vehicular entrance of a parking Lot or garage on a Frontage shall be no wider than thirty (30) sixty-five (65) feet, including a ten (10) foot minimum curb between opposing lanes of traffic, but no single curb cut on that entrance may be wider than thirty (30) feet. The minimum distance between vehicular entrances shall be sixty (60) feet, unless approved by Waiver. 5.6.5 Architectural Standards (T6) b. The Facades on Retail Frontages shall be detailed as storefronts and glazed with clear glass no less than seventy percent (70%) sixty percent (60%) of the sidewalk -level Story. Facades Security screens shall be seventy percent (70%) open. 28 March 2013 RIVER LANDING 1400 NW NORTH RIVER DRIVE MIAMI, FL ARTICLE 5. SPECIFIC TO ZONES 355,000 s.f. max. 22,000 sq. ft. max. Floorplate for Residential & Lodging 106,000 sq. ft. max. Floorplate for Office & Commercial 10 ft. min. above 8th story 10 ft. min. above 8rh story MIAMI 21 AS ADOPTED • APRIL 2012 BUILDING DISPOSITION LOT OCCUPATION a. Let Area . -- , b. Lot Wtdtlt 50 R nen 6. Lot Cavetage -1•BStones 110%mar. -AboveIrSiay ft—dalhal & 1a4•.4 30,000 4,..,.,wpl ,rwOtta A Ceon..4t,at d Soot Let Rabe (FIR) 7t 30%addibenal Public Benefit e Frontage at from Setback 7 %mn l.Open Space Requirerrtents t0°4iotAreumot g. Dewy 150 duiacre mar ' BUILDING SETBACK a Print pal Front 10 t non b Secondary prora 10 h nwr . 20 R cm above B Story e. Side 0 R rem. 30 R ,..— .b..,,* St—, d Res Olt min . 30 R min above g Story e Abulbng Side or Rea T5 0 R min 1' through $' Star l9 ft me iF through If Story 30 ft rem above a- Snort' BUILDING CONFIGURATION FRONTAGE a. Commas Lawn prep etted h Porch d Fence preheated c Terms or L C prohibRed d.forecaurt parroted a Stoop permitted I' Shopftore permit id (T0.24I 5 T6.24 O eray) g.Gil tery omitted bySpecial Area ?Ian h Arcade pemetted by Special Aria Pia r Bt)LOINO NESOHT A lam hleght stenos b Max Heald 24 Raw c Liao Bereft Poole 24 Storm Abutting al Trarued Zones except T3 ' Or as modiTxd n Cowan 9 28 March 2013 ARTICLE 5. SPECIFIC TO ZONES ILLUSTRATION 5.6 URBAN CORE TRANSECT ZONES (T6.24) BUILDING PLACEMENT t+e—re- 1t ?✓et idle Sale BUILDING HEIGHT ad PARKING PLACEMENT Ares +T-- e4eae eerie we • M ei I* a* teq Leto tt le — mess 2 the. 4vrltp, i t if +MR RIVER LANDING 1400 NVv NORTH RIVER DRIVE MIAMI, FL ARTICLE 6. SUPPLEMENTAL REGULATIONS 6.3 COMMERCIAL USES 6.3.1 Large Scale Commercial Except for Public Storage Facilities which must comply with the criteria set forth under Article 6, Table 13, a single commercial establishment occupying more than 55,000 square feet of Floor Area in any T6-0, D1 or D2 shall be permitted subject to the following requirements: Large Scale Commercial LOCATION TC deY.,e Le19Le,,gIT, Lt J Jf yCxo„r5feM, am0 swellL.I eat e,fade. 9cm, (1)e rksaet— alt„a 31,1,esetierg st II ,.,tL ,tl,..,,.L„il.,l from The Loin » le Mann an not ncoon ary roo a or oollmtorc shall also e aere an ren aoocnai y oolleotii ortaton oyntamc By Excepton in T6-0 and shall be located only on Lots having Frontage on one (1) or more arterial or By Warrant in D1 collector roads. Ingress and egress to the Lot must be provided from these arterials and collectors and not By Right in D2. Section 6.3.1 'Additional Requirements° shall not apply from secondary roads or-sellestem. The lots shall also be served and be readily accessible by collective transportation systems. LOT SIZE As required by Transect Zone COMMERCIAL AREA LIMITATIONS Minimum; 55,000 squarefeei REQUIREMENTS WHEN ABUTTING A MORE RESTRICTIVE TRANSECT • A minimum of one (1) shade tree with a minimum Height of twelve (12) feet shall be planted et twenty-five (25) feet on center along the. perimeter of the wall • Additional landscaping in the form of shrubs and Buffer plant material shall Aso be required PARKING • All required Parking shall conform to Transept Zone and in addition It shall be provided onsite within an enclosed Structure • Parking Structures and parked vehicles shall be concealed from exterior street view and may only be located within ih Th're L^ye^ Second and Third Layers ADDITIONAL REQUIREMENTS • At ground level. Habitable Space such as Liners to conceal Parking Structures or Parking Areas, must be provided for et least giXty-five (65%) percent of linear street Frontages. • Second floor level: Habitable Space such as Linerstoconceal ParkingSiructure, with acombination of architectural articulation forall linear street Frontagesshall be required; however, in no case shall the Habitable Space Liners be less than forty percent (40%) of ell linear street Frontages. • Third floor level and above Habitable Space such es Liners to conceal Parking Structure, with a combination of architectural articulation for all linear street Frantage.s shall be permitted, however, in no case will lhe Habitable Space Liners be less than twenty-five percent (25%) of all linear street Frontages 6.3.2 Vending Carts in Open Air Retail Within open space, or partially open space, the following uses may be permitted pursuant to the Warrant process by SAP Permit: 1. Outdoor dining areas; 2. Display and sale of the following items from vending carts: (a) Flowers, plants and shrubs; vegetables, produce, citrus or other unpackaged foods, not requiring refrigeration or further preparation, subject to applicable state health regulations; and (b) Arts and Crafts. 28 March 2013 RIVER LANDING 1400 NW NORTH RIVER DRIVE MIAMI, FL ARTICLE 6. SUPPLEMENTAL REGULATIONS Within open space, or partially open space, display and sale of other merchandise or food products allowed to be sold generally within the district, and subject to the restrictions set forth herein, may be permitted by Exception by SAP Permit. 6.5 SIGN STANDARDS - RIVER LANDING SPECIAL SIGNAGE PACKAGE 6.5.1 Intent River Landing is a pedestrian -oriented, mixed -use development with residential and retail components primarily serviced by vehicular traffic and public transit. The project, along with its extensive Riverwalk, is envisioned as a hub for commercial activity and community gathering space along the river which does not otherwise exist in the City of Miami. Its proximity to Highway 836 provides great visibility for prospective retail tenants, whose signaqe would be seen by the large motorist population that traverses the highway daily; however, since the project is located at the apex of the highway, such signaqe must be placed on the building above 90' in order for it to be visible. The methodology used to calculate the total aggregate signaqe area is consistent with Miami 21 requirements under Article 6.5. However, signaqe area will not be allocated according to individual retail tenant frontages but rather will be evenly distributed throughout the project as specified in Section E of the Design Guidelines. Ultimately, assignment of the major commercial tenant wall signs, referenced under Article 6.5.2 (b)(3), will be determined by retail leasing agreement and not by any tenant square footage requirements per Code. The intent of these sign regulations is to (1) move pedestrians and vehicular traffic in, out, and around the project safely and efficiently; (2) promote intuitive wayfindinq within the project for residents and visitors alike; and (3) identify the project to motorists along adjacent Thoroughfares. 6.5.2 Signage Location, Types, and Aggregation a. Signs within the River Landing SAP shall be permitted as a Special Sign Package as set forth in the River Landinq Regulating Plan and Design Guidelines. Signs within Pedestrian Passages, which do not contain advertising material visible from the public right-of-way, shall not be regulated by the City. b. Signage placed along the project's Frontages shall be located within one of seven (7) signaqe zone types identified in the Regulating Plan and Design Guidelines. Signage types shall be classified as follows: 28 March 2013 RIVER LANDING 1400 NW NORTH RIVER DRIVE MIAMI, FL ARTICLE 6. SUPPLEMENTAL REGULATIONS 1. Directional Signage: Directional signs may be hanging, wall -mounted or freestanding signs. Hanging and wall -mounted directional signs range up to three (3) feet in height and fifty (50) feet in length for a maximum of one -hundred fifty (150) square feet. Freestanding directional signs may be double -sided with a maximum of twenty (20) square feet of signage area on each face for a total maximum signage area of forty (40) square feet per sign. Refer to Signage Details, Signage "Types G, H, L, N & P" in the Design Guidelines. 2. Monument Signage: Monument signage shall be limited to one sign for each one hundred (100) feet of street Frontage with no more than two sign surfaces, neither of which shall exceed forty (40) square feet in Sign Area. All panels shall be changeable over time and may be highlighted with external lighting or indirect lighting behind the images in compliance with Article 6.5.3(c). Permitted Sign Area may be cumulative, but no Sign surface shall exceed one hundred (100) square feet. The Maximum Height shall not exceed fourteen (14) feet, including embellishments, as measured from the sidewalk on which the sign is placed. Refer to Signage Details, Signage "Types J & M" in the Design Guidelines. 3. Wall Signage: Signage shall be located on the Pedestal and oriented toward the adjacent Thoroughfares for the purpose of identifying retail tenants of the protect. Major Commercial Signage (Type D) is restricted to the east facade, so as to minimize visual blight to neighboring residential communities. Type D signage on the East facade shall be restricted to a maximum of nine (9) wall signs; provided however, that as part of an SAP Permit for a Master Sign Package, the City may approve up to twelve (12) Wall signs on a maximum of two (2) Pedestal Facades upon demonstration that the increased number of Wall signs is consistent with Article 4, Table 12 of the Miami 21 Code and the signage standards listed below. Refer to Signage Details, Signage "Types B & D" in the Design Guidelines. 4. Canopy Signage: Canopy signs range up to one (1) foot in height and ten (10) feet in length for a maximum of ten (10) square feet. Refer to Signage Details, Signage "Types E & F" in the Design Guidelines. 5. Hanging Signage:. Sign Area shall be limited to five (5) square feet per Display Surface for all retail establishments and building identification, not including the building logo. Bottom of signs shall be a minimum of eight (8) feet from grade. Refer to Signage Details, Signaqe "Type K" in the Desiqn Guidelines. 6. Banner Signage: Sign Area shall be limited to twelve (12) square feet per Display Surface for all retail establishments and building identification, including the building logo. Bottom of signs shall be a minimum of eight (8) feet from grade. Proiecting banner signs shall protect no more than 3 ft. from the support surface. Refer to Signage Details, Signage "Type C" in the Design Guidelines. 28 March 2013 kIVER LANDING 1400 NW NORTH RIVER DRIVE MIAMI, FL ARTICLE 6. SUPPLEMENTAL REGULATIONS 7. Signs located fifty (50) feet above grade: Shall be limited to Building Identification signaqe only. Not more than two (2) Signs on two (2) separate Building Facades shall be permitted. Signage area shall not exceed 200 square feet and the size of any individual letter shall not exceed four (4) feet in height. Such signs will be wall mounted on the top floor of the Pedestal. Refer to Signage Details, Signage "Type A" in the Design Guidelines. c. The signaqe locations depicted on the Regulating Plan Design Guidelines represent the general area of the proposed signaqe zone. Final location of each sign type may vary. d. The permitted square footage for Retail Signage and Building Identity signage may be modified interchangeably, so long as the combined, maximum square footage for Retail Signage and Building Identity Signage is not exceeded. 6.5.3 Signage Standards. The following standards shall be utilized by the Planning Director and Zoning Administrator when evaluating whether proposed signaqe is consistent with the District SAP. a. The project shall provide locations on the commercial areas of the building facade that are specifically designed to accommodate changeable tenant signaqe. Structure, materials, detailing, and power sources shall be designed with consideration of signaqe installation requirements and shall be readily adaptable and reparable as tenant sign needs change. b. Signs shall consist of individual letters and/or a graphic logotype. No graphic embellishments such as borders or backgrounds shall be permitted. c. Sign illumination shall not be of high intensity. Where signs are illuminated, orientation of any illuminated sign or light source shall be directed or shielded to reduce light trespass and glare. Signs that are electronically illuminated may not exceed a maximum brightness level of 0.3 foot candles above ambient light as measured at a preset distance depending on sign size. Measuring distance shall be calculated by taking the square root of the product of the sign area and one -hundred. All applicants shall provide a written certification from the sign manufacturer that the light intensity has been factory preset not to exceed the levels specified. Indirect or external lighting shall be the preferred option where lighting is required. d. No Sign shall be Flashing unless such Signs are specifically authorized by the regulations for the Transect in which erected. Whether or not Flashing Signs are authorized generally within a zone, no Flashing Sign shall be permitted within one hundred (100) feet of any portion of property in a Residential district, as 28 March 2013 kIVEK LANDING 1400 NW NORTH RIVER DRIVE MIAMI, FL ARTICLE 6. SUPPLEMENTAL REGULATIONS measured along the street Frontage on the same side of the street, or as measured in a straight line to property across the street, if the flashing element of such Sign is directly visible from the Residential property involved. e. Signs should be designed so as to fit within the architectural features of the facade and related elements and complement the project's overall design aesthetic. As such, the Sign's color and value should be limited in number and compatible with the facade. f. Graphic design for all signs should reflect consistency, simplicity, neatness, and minimum wording to minimize visual clutter and maximize legibility. 28 March 2013 RIVER LANDING 1400 NVv NORTH RIVER DRIVE MIAMI, FL APPENDIX B. WATERFRONT DESIGN GUIDELINES Circulation Zone 1. The walkway may meander along the shoreline; however, all offsets in the alignment of the walkway shall not exceed ten (10) feet and be spaced not less than fifty (50) feet apart. Passive Zone 2. All benches shall have back rests Benches may be backed or unbacked, and their placement shall emphasize direct views of the water. Benches may be substituted by sitting space on the edge of planters. All seating space on benches shall not need to be continuous for more than 24". 3. Site furniture and site artwork may include overhead canopies, shade structures, sculptures, concessions, etc. and shall be confined to this zone. All furniture shall be permanently installed preferably by direct burial in concrete. 28 March 2013 RIVER LANDING 1400 NW NORTH RIVER DRIVE MIAMI, FL