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HomeMy WebLinkAboutSubmittals at PZABFiling # 74601639 E -Filed 07/08/2018 06:58:18 PM BLUE LAGOON CONDOMINIUM ASSOCIATION, INC, A Florida Not -For - Profit corporation, as Successor in Interest or Otherwise to BLUE LAGOON AIRPORT CLUB APARTMENT, a Florida General Partnership and JOSE MILTON as managing general partner of BLUE LAGOON AIPORT CLUB APARTMENTS, Plaintiff, V. CAROLINE WEISS, Individually, and as a former officer, director, principal, or controlling person of INTERCONTINENTAL INVESTMENT BANKERS, INC. and in such capacity with respect to TOWERS OF BLUE LAGOON, INC., and 7 AT BLUE LAGOON (1), LLC, and 7 AT BLUE LAGOON (2), LLC, Delaware Limited Liability Companies Registered to do business in Florida, directly and each in as successor in interest or assignee of CAROLINE WEISS, Individually, and as a former officer, director, principal, or controlling person of INTERCONTINENTAL INVESTMENT BANKERS, INC. and in such capacity with respect to TOWERS OF BLUE LAGOON I, INC. IN THE CIRCUIT COURT OF THE 11TH JUDICIAL CIRCUIT IN AND FOR MIAMI-DADE COUNTY, FLORIDA CASE NO.: 97-00975 CA 15 MOTION TO RE -OPEN CASE TO ENFORCE AGREED FINAL JUDGMENT GRANTING PERMANENT INJUNCTIVE RELIEF Plaintiff, BLUE LAGOON CONDOMINIUM ASSOCIATION, INC. ("BLC" or "Plaintiff"), as the assignee and/or successor in interest to BLUE LAGOON AIRPORT CLUB APARTMENT, a Florida General Partnership and JOSE MILTON as managing general partner of BLUE LAGOON AIPORT CLUB APARTMENTS, by and through undersigned CASE NO.: 97-00975 CA 15 counsel, hereby files this Motion to Re -Open Case to Enforce Agreed Final Judgment Granting Permanent Injunctive Relief, and states as follows: 1. Plaintiff is the assignee and/or successor in interest to the rights created and/or adjudicated in the Agreed Final Judgment Granting Permanent Injunctive Relief entered in this action and recorded at Miami -Dade County Official Records Book 17877 at pages 1987 to 1989 (hereinafter the "Agreed Permanent Injunction") 2. Defendants are the direct or indirect owners of the estate subject to the Agreed Permanent Injunction. 3. Defendants are violating the Agreed Permanent Injunction as described in the attached Complaint, a copy of which is attached hereto, and which was filed separately and concurrently with this Motion. 4. In the Agreed Permanent Injunction at paragraph 7, the Court reserved jurisdiction to enforce full compliance with the terms of same. 5. Therefore, Plaintiff seeks to re -open this case to enforce the terms of the Agreed Permanent Injunction against Defendants as described in the attached Complaint. WHEREFORE, Plaintiff Blue Lagoon Condominium Association requests an Order reopening the case to adjudicate Defendants failure to abide by the Court's Agreed Final Judgment Granting Permanent Injunctive Relief previously entered in this action. Dated July 8, 2018 Respectfully Submitted, By: /s/ Patrick Alayon Richard A. Alayon, Esq. Florida Bar No.: 934290 Patrick A. Alayon, Esq. Florida Bar No.: 0111330 CASE NO.: 97-00975 CA 15 ALAYON & ASSOCIATES, P.A. 135 San Lorenzo Avenue, Suite 820 Coral Gables, Florida 33146 Phone: (305) 221-2110 Fax: (305) 221-5321 Email: pleadin ssgalayonlaw.com ralayon(cr�,alayonlaw. com ralavon&alavonlaw.com Filing # 74601607 E -Filed 07/08/2018 06:46:28 PM BLUE LAGOON CONDOMINIUM ASSOCIATION, INC, A Florida Not -For- Profit corporation, as Successor in Interest or Otherwise to BLUE LAGOON AIRPORT CLUB APARTMENT, a Florida General Partnership and JOSE MILTON as managing general partner of BLUE LAGOON AIPORT CLUB APARTMENTS, Plaintiff, u CAROLINE WEISS, Individually, and as a former officer, director, principal, or controlling person of INTERCONTINENTAL INVESTMENT BANKERS, INC. and in such capacity with respect to TOWERS OF BLUE LAGOON, INC. BLUE LAGOON CONDOMINIUM ASSOCIATION, INC, A Florida Not -For- Profit corporation, Plaintiff, 1� IN THE CIRCUIT COURT OF THE 11TH JUDICIAL CIRCUIT IN AND FOR MIAMI-DADE COUNTY, FLORIDA CASE NO.: 97-00975 CA 15 IN THE CIRCUIT COURT OF THE 11TH JUDICIAL CIRCUIT IN AND FOR MIAMI-DADE COUNTY, FLORIDA CASE NO.: 7 AT BLUE LAGOON (1), LLC, AND 7 AT BLUE LAGOON (2), LLC, Delaware Limited Liability Companies Registered to do business in Florida, directly and each in as successor CASE NO.: 97-00975 CA 15 in interest or assignee of CAROLINE WEISS, Individually, and as a former officer, director, principal, or controlling person of INTERCONTINENTAL INVESTMENT BANKERS, INC. and in such capacity with respect to TOWERS OF BLUE LAGOON, INC., and CAROLINE WEISS, Individually, Defendants. COMPLAINT FOR DECLARATORY AND SUPPLEMENTAL RELIEF AND PETITION TO ENFORCE PREVIOUSLY ENTERED, AGREED PERMANENT INJUNCTION Plaintiff, BLUE LAGOON CONDOMINIUM ASSOCIATION, INC. (`BLC" or "Plaintiff"), by and through undersigned counsel, hereby files this Complaint against the Defendants, 7 AT BLUE LAGOON (1), LLC, AND 7 AT BLUE LAGOON (2), LLC, Delaware Limited Liability Companies Registered to do business in Florida, and CAROLINE WEISS, individually (collectively referred to hereinafter as "WEISS" or "Defendants"), and in support thereof, state as follows: THE DISPUTE 1. Plaintiff is the owner, and/or the owner of the dominant estate enjoying the benefit, of the declaration of easement recorded at Miami -Dade Official Records Book 12999, pages 326 through 331, inclusive (the "Easement"). See copy of the Easement in Exhibit "A" hereto. The legal description of the dominant estate is contained in Exhibit "A" of the Easement (the "Dominant Estate"), which, again for the sake of clarity, is attached as part of Exhibit "A" of this Complaint. 2. Defendants are the direct or indirect owners of the estate subject to the burdens, impositions, uses, and other express or implied terms of the Easement. The servient estate is CASE NO.: 97-00975 CA 15 legally described in Exhibit "B" of the Easement, which, in turn, is attached as part of Exhibit "A" of this Complaint (the "Servient Estate" or "Servient Parcel") 3. The area of the Easement is depicted on pages 93 and 94 of the Boundary Land Survey on pages 93 and 94 of the rezoning application filed by the Defendants (the "Rezoning Application"), including their or their affiliates, with the City of Miami. The Rezoning Application shows Defendants seek to construct 8881 new apartments (presumably many with two bedrooms or more and corresponding number of autos) and a 294 -room hotel on or near the Servient Estate. Defendants intend to direct their auto and truck traffic through the Easemene ("Defendants' Intended Use of the Easement"). See page A2.00 of the proposed development plans included in the Rezoning Application in Exhibit "C" hereto (the "Development Plans") Note that though the plans appear to show a road leading to the east of the Servient Parcel and appearing to enter the land adjacent to the Servient Parcel ("471h Avenue Connection"), the Defendants have communicated to the Plaintiff that such potential connection will not be part of Defendants' final development plans for the Servient Parcel; and, nonetheless, its existence would still not ameliorate the substantial interference of Defendants' planned development of the Servient Parcel with the Plaintiff's rights under the Easement. 4. As stated in footnote 2 of this Complaint/Petition, Plaintiff believes an intense increase in traffic on the Easement will occur as a result of Defendants' Intended Use of the ' See page A1.00 of the plans included in the Rezoning Application in Exhibit "C" hereof. The Rezoning application specifically states that "the applicant will be proffering a covenant which will also restrict the development of the site to a specific set of architectural design plans." The plans attached as Exhibit "C" to this complaint represent the plans submitted concurrently with the rezoning application containing said statement. 2 The Defendant's zoning counsel mentioned, during a recent zoning hearing that Defendants owned another easement over a condominium association's parking lot to the east of the Servient Estate that permitted them ingress and egress to the Servient Estate. Accordingly, Defendants unreasonably seek to channel all the increased traffic through the Easement, which Plaintiff believes will so burden the easement as to interfere with Plaintiff s use of the Easement in violation of applicable law, the Easement, and the agreed final judgment granting permanent injunctive relief, recorded at Miami -Dade County Official Records Book 17877 at pages 1987 to 1989, inclusive. See copy in Exhibit `B" hereto (the "Agreed Permanent Injunction"). CASE NO.: 97-00975 CA 15 Easement. Such use would unreasonably preclude Plaintiff's necessary and reasonable use and enjoyment of the Easement. Rather than rely solely on common sense that Defendant's Easement Traffic would render Plaintiff's reasonable use of the Easement a veritable impossibility, Plaintiff commissioned an intersection traffic study prepared by a duly qualified professional. See copy in Exhibit "D" (the "Traffic Study") 5. The Traffic Study reveals high increases in traffic and corresponding decreases in levels of service ('LOS")3 over the Easement, all attributable to Defendants' Intended Use of the Easement. In addition to textual statements of such conclusions, the Traffic Study contains data including, without limitation, charts and analysis based on field data collected on site, showing the highly increased traffic and degraded LOS associated with the Defendants' intended use of the Easement. Despite the Defendants contention that the 47th Avenue Connection is not part of their final development plans for the Servient Estate, the traffic study even considers the potential existence of such connection and still reaches the same conclusions that the Development Plans will result in similarly high increases in traffic and corresponding decreases in LOS over the Easement. 6. While the Easement is not exclusive to the Dominant Estate, it entitles Plaintiff to reasonable use and enjoyment of a dedicated access and entrance feature to the Dominant Estate, which would otherwise be a landlocked parcel.4 In prior litigation where Defendants sought to preclude a prior owner of the Dominant Estate from enjoying the Easement, the Court entered an agreed final judgment granting permanent injunctive relief. To end that litigation, Defendants 3 The Florida Department of Transportation has defined Level of Service as follows: "Level of service is essentially a measure of the quality of the overall operating characteristics of a street or highway. Factors involved in determining the level of service include speed and safety, as well as travel time; traffic conflicts and interruptions; freedom to maneuver; driving convenience and comfort; and operating costs. Level of service is also dependent on actual traffic volume and composition of traffic." FDOT Manual of Uniform Minimum Standards for Design, Construction, and Maintenance for Street and Highways, page 32 (2005). 4 For this reason, the Easement provides it is a covenant running with the land, which attaches to the title of the Servient Estate and passes its benefits and burdens on each subsequent owner of each estate. CASE NO.: 97-00975 CA 15 and/or their predecessors in interest effectively amended the Easement by agreeing to such final judgment, rendering the Easement more expansive in favor of the then present and any future owner of the Dominant Estate by agreeing neither she nor any successor in interest to the Servient Estate would "interfere" with the use of the Easement by the Dominant Estate to which Plaintiff is the successor in interest. See Agreed Permanent Injunction, Exhibit "B". The injunction reserves jurisdiction by the Court (CA 15 — Judge Celeste Muir presiding at the time of its entry) to enforce full compliance with its terms. 7. Plaintiff maintains that Defendants' Intended Use of the Easement would most certainly "interfere" with Plaintiff's use of the Easement and do so in an unreasonable manner. Plaintiff maintains the Agreed Permanent Injunction is clear and unambiguous and prevents Defendants from "interfering" with Plaintiff's use of the Easement, and Defendants' Intended Use of the Easement would certainly constitute interference, which the findings of the Traffic Study show is unreasonable. 8. Defendants maintain they are entitled to channel all of their traffic from the proposed development of the Servient Estate through the Easement. They claim it is their land and the Easement is non-exclusive, allowing them to use the Easement for that development however they wish, regardless of any additional impact or interference by the residents of almost 900 new apartments (with two or more cars each) and close to 300 hotel rooms with many vehicles, including, without limitation, commercial vehicles of all sizes. Despite the logical assumption that Defendants would have evidence in support of their position that their intended use of the Easement is reasonable and Plaintiff requesting such materials, none has been provided. For instance, Defendants have not provided Plaintiffs with a basic traffic study disputing the Traffic Study's showing of severe interference with Plaintiff's use of the Easement. CASE NO.: 97-00975 CA 15 Defendants are not landlocked and have right of ingress or egress with respect to the Servient Estate other than the Easement. In fact, zoning counsel for Weiss argued the existence of an alternate easement at a recent hearing of the Planning and Zoning Appeals Board of the City of Miami. Such counsel specifically argued Weiss enjoyed another easement she could use for ingress and egress to the Servient Estate over another condominium to the east of such estate (the "47th Avenue Easement"). The use of that easement by Weiss would not "interfere" with Plaintiffs use of the Easement provided that Weiss appropriately scaled down the size of her Development Plans for the Servient Estate. 9. Notwithstanding the facts alleged herein, Weiss maintains she and her party defendants are entitled to use the Easement for Defendant's Intended Use and interfere with its use and enjoyment by Plaintiff, and in a most unreasonable manner. 10. Therefore, a valid dispute has arisen requiring the declaration of the respective rights, entitlements, and obligations of the parties. Chapter 86, Florida Statutes (2017). JURISDICTION 11. This is an action seeking entry of a declaratory decree as to the rights and obligations of the litigants under the Easement and the Agreed Permanent Injunction and Supplemental Relief, including, without limitation, alleged damages in excess of $15,000.00, exclusive of interest, costs and attorneys' fees. 12. At all material times, Defendants were resident, headquartered, registered to do business and/or transacting business in Miami -Dade County, Florida. 13. At all material times, Plaintiff was a not-for-profit corporation organized in Florida and headquartered in Miami -Dade County, Florida CASE NO.: 97-00975 CA 15 14. The real property consisting of the Easement that is the subject of this dispute is located on or near N.W. 7h Street and 48th Avenue, Miami, Florida. It is a motor vehicle entrance, with decorative entrance features and landscaping, running north from 7`h Street and veering left into the entrance to Plaintiff's condominium property. The Easement also has utilities running under or over it, allowing such services to be provided to Plaintiff and its residents. But for the Easement, the Dominant Estate would be landlocked. Even without the use of the Easement, the Servient Estate would not be landlocked. 15. The predecessor in interest with respect to the Servient Estate of Plaintiff was an entity or business association controlled and/or owned by a Cuban -American developer, Mr. Jose Milton, who has already litigated the validity of, and the Dominant Parcel's entitlement to use, the Easement without interference from Defendant Caroline Weiss and related entities to a successful conclusion resulting in the Agreed Permanent Injunction. 16. Defendants' Intended Use of the Easement, the execution of the Easement, and the entry of the Agreed Permanent Injunction that form the basis of this complaint/petition, occurred or will occur in Miami -Dade County, Florida. 17. Therefore, venue and subject matter and personal jurisdiction are proper in Miami -Dade County, Florida. 18. All conditions precedent to the filing of this action have occurred and/or have been waived. COUNT FOR DECLARATORY JUDGMENT AND/OR ENFORCMENT OF AGREED FINAL JUDGMENT GRANTING PERMANENT INJUNCTIVE RELIEF 19. This is an action by BLC against Defendants for a declaratory judgment and supplemental relief, which exceeds $15,000 exclusive of interest, costs, and attorneys' fees, pursuant to Chapter 86, Florida Statutes. CASE NO.: 97-00975 CA 15 20. BLC re -alleges and reasserts the allegations contained in paragraphs 1 through 18. 21. A bona fide dispute exists among BLC and each of Defendants whether their intended use of the Easement, including but not limited to providing the sole path of ingress and egress to approximately 888 apartments and 294 hotel rooms to be constructed on the Servient Parcel, will "interfere" with the Plaintiff's use, or otherwise violate the terms, of the Easement, or violate the plain language of the Agreed Permanent Injunction. 22. The Rezoning Application makes it clear Defendants are relying upon the Intended Use of the Easement to gain approval for a rezoning of the Servient Parcel and, in a circular manner, backdoor the Intended Use of the Easement through approval of such application by the City of Miami. It is counterintuitive that the approval of the Rezoning Application would override the Agreed Permanent Injunction, but it is also counterintuitive to argue that the City's approval of the rezoning application would not have a negative and deleterious effect on Plaintiff's right to use the Easement without the "interference" by Defendants that the Agreed Permanent Injunction prevents. 23. The existence of the 47th Avenue Easement demonstrates the Servient Parcel will not be landlocked if this Court enters final judgment in favor of Plaintiff or enters an order finding Weiss and the other Defendants in violation of the Agreed Permanent Injunction. 24. BLC and Defendants have present, actual, adverse and antagonistic interests in relation to the interpretation of the terms of the Easement and the Agreed Permanent Injunction as to Defendants' Intended Use of the Easement. 25. The adverse and antagonistic interests of each of the parties to this lawsuit are before this Court by proper process. The relief BLC seeks is not the mere rendering of legal advice. CASE NO.: 97-00975 CA 15 26. BLC has a bonafide, present and practical need for a declaration of their rights under the Easement. 27. Plaintiff respectfully requests a declaration that: (a) the Intended Use of the Easement by Defendants violates or otherwise breaches the terms of the Easement; (b) the Intended Use of the Easement by Plaintiff violates the terms of the Agreed Permanent Injunction; and (c) Plaintiff is entitled to, and shall be awarded by the Court, costs under Florida Statutes Section 86.081 and supplemental relief under Florida Statutes Section 86.061, all so as to fully compensate it for all of the losses and damages under Chapter 86, Florida Statutes arising from or related to the enforcement of the Easement and the Agreed Permanent Injunction, including to the extent legally possible, reasonable attorney' fees. 28. BLC has retained the undersigned counsel and agreed to pay a reasonable fee and costs to represent their interests in connection with this litigation, and cause Defendants to abide by the terms of the Easement and the Agreed Permanent Injunction. WHEREFORE, BLC requests that the Court enter a declaratory judgment adjudging that: (a) Defendants' Intended Use of the Easement violates or breaches its terms; (b) Defendants' Intended Use of the Easement violates the Agreed Permanent Injunction; (c) a determination and award of the total amount of the loss and damages, together with prejudgment interest, if legally permissible; (d) a determination and award of the total amount of costs, and to the extent legally permissible reasonable attorney's fees; and (e) granting such further relief as this Court deems appropriate, just, equitable, necessary and/or proper, as is legally permissible. JURY DEMAND case. CASE NO.: 97-00975 CA 15 BLC demands a trial by jury on all claims, defenses, and issues so triable in this entire Respectfully Submitted, By: /s/ Patrick Alayon Richard A. Alayon, Esq. Florida Bar No.: 934290 Patrick A. Alayon, Esq. Florida Bar No.: 0111330 ALAYON & ASSOCIATES, P.A. 135 San Lorenzo Avenue, Suite 820 Coral Gables, Florida 33146 Phone: (3 05) 221-2110 Fax: (305) 221-5321 Email: pleadings&alUonlaw.com ralUon(& alayonlaw. com ralgyongalayonlaw. com Exhibit "A" 6/24/2016 Miami -Dade Official Records - Print Document 19B611UG 25 ON 3r54 86.R188T44 We 12999PI 326 DDE , 68ROT I CJFV OF EA6EMENT THIS DECLARATION OF EASEMENT executed this i8th day of August, 1986, by INTERCONTINENTAL INVESTMENT BANKERS, INC., a Florida corporation (hereinafter referred to as "GRANTOR")l W a T N E 8 8 E T H, WHEREAS, GRANTOR is the record fee simple title owner of the two parcels of real property destribad upon Exhibits "A" and "B" attached hereto and made a part hereofl and WHEREAS, simultaneously with the execution hereof, GRANTOR is executing a mortgage in favor of FLORIDA NATIONAL BANK, a National banking association, to secure a note in the original principal sum of $1,600,000.00, and encumbering the real property described upon Exhibit "A" ("THE MORTGAGED PROPERTY")) and WHEREAS, THE MORTGAGED PROPERTY, described upon Exhibit "A," dors not abut or lie contiguous to any public road or street but is contiguous and adjacent to, on its Easterly boundary, the real property described upon Exhibit "B" ("THE 6ERVIQNT PROPERTY")i and WHEREAS, in order to provide for, and to insure unto, the said FLORIDA NATIONAL BANK (hereinafter referred to as "GRANTEE"), a right of access to and from THE MORTGAGED PROPERTY, in the avant said GRANTEE or its successors or assigns shoUld acquire title thereto by virtue of the foreclosure of its mortgage, or by deed in lieu thereofp and WHEREAS, GRANTEE would not make nor -disburse the proceeds of its aforesaid loan without the execution and racordation of this Declaration of Easement! NOW, THEREFORE, in consideration of the foregoing, and other good and valuable consideration, the receipt and sufficiency thereof is hereby acknowledged by GRANTOR, GRANTOR DOES HEREBY grant, bargain, well, declare and reserve unto said GRANTEE, and GRANTEE'S successors and assigns, including, but not limited to, any purchaser at a foreclosure sale of THE MORTGAGED PROPERTY resulting from a foreclosure of 1 https://www2.m iam i-dadecierk.com/public-records/PrintDocument.aspx?QS=YaoUfOzxry3M RCvprh6POl PFH E91QH %2fgLtjxEJhIOJtsjgv7ORkH huU m2ndW... 1/6 6/24/2016 Miami -Dade Official Records - Print Document Ili: 129990 327 GRANTEE'S mortgage, a temporary non-exclusive easement for the purpose of pedestrian and vehicular ingress and egress and for installation and maintenance of public utilties, whether underground, surface level or above surface level, and for all other lawful purposes, in and upon, over, across, under and above a 40 foot strip of land lying within THE SERVIENT PROPERTY (described upon Exhibit."B" attached hereto), which 40 foot strip of land runs Northerly from N.W. 7th Street, and then Northwesterly and Westerly to where it abuts THE MORTGAGED PROPERTY (drrcribed_upon Exhibit "A" wttaehed hereto), said 40 foot strip of land being more particularly described me followw, That part of Tract No. 2 of PLAT OF THAT PORTION OF THE SOUTHEAST 1/4 of SECTION 31, TOWNSHIP 63 SOUTH, RANGE 41 EAST, LYING SOUTH AND SOUTHEAST OF TAMIAMI CANAL, according to the Plat thereof, recorded in Plat Book 28, at Page 10, of the Public Records of Dade County, Florida, and described a. follows Commence at the Concrstw Monument wet in the pavement of Northwest 7th Street at the Southeast corner of said Section 311 thence run North 01- 39' 30" East along the East line of said Section 31, the some being the East line of Bald Tract 2 and also the zoned centerline of Northwest 47th Avenue for a distance of 40.07 f ret 1 thence West along a line being 40.00 feet North of and parallel with the South line of said Section 31 for a distance of 1134.00 feet to the Point of Beginning of a 40 foot strip of land lying equally and 20 feet on each side of the following described centerline (shortening or extending the *ids thereof so as to create a continuous strip of land)1 thence run North 01- 36' 30" East for a distance of 219.63 fret to a Point of Curve to the left) thence Northerly and Westerly along the arc of said curve, being concave to the Bouthwesti having a radius of SO rUet and a central angle of 91- 38' 30" for an arc distance of 79.97 fest to a point of tangencyl thence run West for a distance of 326.46 feet to a point of intersection with the East boundary of THE MORTGAGED PROPERTY, said point being the termination of said center line. GRANTOR doss further &grew as followw 1. Th.r recitals hereinabove contained are true and correct. 2. The rasemant hereby granted shall become permanent and shall be an easement appurtenant to THE MORTGAGED PROPERTY, and shall run perpetually with the land upon THE SERVIENT PROPERTY, upon the GRANTEE, it% successors and assigns, becoming the owner of THE MORTGAGED PROPERTY, whether by foreclosura or by deed in 2 ht1ps1/www2.mlaMi-dadaClerk.corn/public-reds/PrlydDocumeM.aspx?C1S=YaoUfDzxry3MRCvprh6POIPFHE9IQH%2fgLgxEJhlOJts]gv7ORkHhuUm2ndW... 216 6/24/2016 Miami -Dade Official Records - Print Document 10. 1299900 328 lieu thereof, or otherwise. Upon the easement becoming parms- nent as aforesaid, the GRANTEE shall hays the right to grant to a third party (such as a utility company, fire department, police department or any other governmental department) a non-exclusive casement for the purpose of pedestrian and vehicular ingress and egress; and underground, on ground or above ground, a non- exclu-sive easement for utility installation and maintenance, upon, over, under, across or above any portion of the above-described 40 foot easement area. 3. Upon satisfaction and discharge of record, by an appropriate satisfaction of mortgage instrument, of the GRANTEE'S mortgage encumbering THE MORTGAGED PROPERTY, the easement herein and hereby granted and declared shall be daemad to have been terminated and cancelled. 4. The GRANTOR agrees that so long as, this easement is in effect, not to place any structures or improvements of any kind In or upon or over the 40 foot easement area as described herein. 5. In the event that the •&moment hereby granted and declared shall become fully operative, in the manner as afore- said, GRANTEE, its successors and assigns, including any purchaser at a foreclosure sale of the GRANTEE'S mortgage, shall have the right to remove any obstruction which may now or here- after Its or be within the 40 foot easement area described herein. 6. The provisions of this, Declaration of Easement shall be binding upon the GRANTOR and its succeasors and assigns and shall be a covenant running with and binding upon THE SERVIENT PROPERTY. IN WITNESS WHEREOF, the GRANTOR.has caused this Declaration 3 hftps://www2.m iami-dadecierk.com/publi c-records/PrintDocument.aspx?QS=YaoUfOzxry3M RCvprh6POI PFH EgIQH %2fgLtjxEJhIOJtsjgv7ORkH huUm2ndW... 316 6/24/2016 Miami -Dade Official Records - Print Document I2999t 329 of Easement to be executed the day and year first above written. Signed, sealed and delivered •�""""'�..� In the presence of F BRANTORF.`s� `'wZ IA*it 4%r INTERCONTINENTAL INVEB",a TM#T ! BANKERS, INC. Caro i e Weiss, Presided �.`�L STATE OF FLORIDA > ) its A COUNTY OF DADE ) The foregoing instrument was acknowledged before me this 18th day of August, 19869 by Caroline Weiss, as President of INTERCONTINENTAL INVEBTMENT BANKERS, rNC. a Florida corporation, on biViilf of the corporat c Not y Pulorid■ at Larg My Commission EH p i res s Jj0TA V Num [C %TATF OT TInATnR a s` IIT t"8H%MS!rP1 LIP.7.' ' 7 aair& f 80MULU THAI) ONTO us. +GAJ. 4 hftps://www2.m iami-dadeclerk.com/public-records/Pri ntDocument.aspx?QS=YaoUfOzxry3M RCvprh6POlPFH E91QH %2fgLtjxEJhIOJtsjgv7ORkHhuU m2ndW... 4/6 1. KIKIJU Miami -Dade Official Records - Print Document 11. 12999PS 330 Attached to and being part of Declaration of Easement dated August 16, 1986,' executed by INTERCONTINENTAL INVESTMENT BANKERS, INC., a Florida corporation LEGAL DESCRIPTION That Part )f Tract No SOUTHEAST l/4 OF SECT EAST, LYING SOUTH AND according to the Plat 28, at Pa K,_- 10, of th Florida; lying and be County, Florida; and as follows: of "PLAT OF T ION 31, TOWNSHIP SOUTHEAST OF THE thereof, as rec D Public Records ing in the City o being more partic FIAT PORTION OF THE S3 SOUTH, RANGE 41 TAMIAMI CANAL," orded in Plat Book of Dade County, f Miami, Dade ularly described Commence at a concrete monument set in the pavement of Northwest 7th Street at the Southeast corner of said Section 31; thence run N 01038'30" E along the East line of said Section 31, the same line being th.e East line of said Tract No. 2, and also zoned centerline of Northwest 47th Avenue for a distance of 40.02 feet; thence West along a line being 40.00 feet North of and parallel with the South line of said Section 31, for a distance of 1510.63 feet; thence N 01038'30" E for a distance of 245.10 feet to the POINT OF BEGINNING of the parcel of land hereinafter described; thence Wess for a distance of 593.67 feet to a point; thence N 01 38130" E, parallel with the East line of said Tract No. 2 for a distance of 209.40 feet to a point on a curve of the South right-of- way line of TAMIAMI CANAL as platted; thence Northeast- erly along the arc of said curve to the left, being con- cave to the Northwest and having a radius of 1395.08 feet and a central angle of 29056'4L" for an arc distance of 7-219.11 feet to a point of intersection with a line 1510.63feet West of and parallel with the East line of said Tract No. 2; thence S 01038130" W for a distance of 601.61 feet to the Point oT Beginning. EXHIBIT "A" https:ltwww2.m iam i-dadecierk.com/public-records/PrintDocument.aspx?QS=YaoUfOzxry3M RCvprh6POlPFH E91QH %2fgLtjxEJhIOJtsjgv7ORkH huU m2ndW... 5/6 6/24/2016 Miami -Dade Official Records - Print Document W12908 331 Attached to and being part of Declaration of Easement dated August 18, 1986, executed by INTERCONTINENTAL INVESTMENT BANKERS, INC., a Florida corporation That oart of Tract No.2 of 'PLAT OF THAT PORTION OF THE SOUTHEAST 1/4 OF SECTION 31, TOWNSHIP 53 BOUTH. RANGE 41 EAST. LYING SOUTH AND GLIUTHEAST OF TAMIAMI CANAL, according to the plat tharsof an recordwd in Plat Book 28 at Pape 10 of the Public Records of Dade County, Faoridat lying and being In the City of Miami, Dads County, Florida, Commence at the Concrete Monument set in the pavement of Northwest 7th Street at the Bouthsaat corner of said Section 311 thence run N.01 38'30"E. along the East line oaf said Section 31. the same line being the East line of said Tract Nd.2 and also the zoned centerlin■ of Northwest 47th Avenue for a diwtance of 40.02 f veto thence NEST along a line being 40 fart North of and parallel with the South lino of said Ovation 31 for 1114.00 fret to the POINT OF BEGINNING of the parcel of land htarvinaftor dvscribodl thence continue WEST along the last described line for 130.00 foot, thence N.01 36'301"E. parallel 46 th the east line of said Section 31 for 145.10 4al2t•1 thence WEST for 160.00 #auto thence N.O1 38'33"E. for 1 00 f est 3 thence WEST 106.63 f wet i thence N-01 38' 30"E, 40- 601.61 fust to a point on a circular curve, said point bears S.47 55'12'W. form the =tenter of the following described curvet thence NORTHEASTERLY along the arc of said curve, being concave to the Northwest, having a radiuo of 1395.08 fatat and a central angle of 00 13'33" for An arc distance of 5.64 feet to a point of tangencYE thence N.41 30'55"E. for .06.21 feet to a point of cur -vel thence N rthaasterly-8outherly .lona the arc of said curve to the richt, tcjnp con=ave to the Southwest and having a radius of 50.00 foot and a control angle of 141 39'x5" for an arc distance of 123.6: feet, thence 5.03 30'00"W. for 386.21 feet to a point of curves thence 3authoastarly-Northwawterly along the arc of said curve to the left. oeino concave to the Norv Northeast and having a radius 4f 45.0: feet and a central 'anglw of 160 16'30' for an arc distance of 15.67 feott thence SOUTH for 242.27 feet, thence EAST for 154.92 fwetl thancw B. 01 38'3011W. for 245.30 feet to the Point of Beginning. AND Tnat part of Tract No.2 of PLAT OF THAT PORTION OF THE SOUTHEAST j/4 OF SECTION 31, TOWNSHIP 53 SOUTH, RANGE 41 EAST. LYING SOUTH AND SOUTHEAST OF TAMIAMI CANAL. according to the Dist thereof as recorded in Plat Book 28 at Pape 10 of IIf I" AUwNLa woR the Public Records of Dodo County, FI orf da; lying and being GAO1D TY, FW � in the Clt 7 of Miami, Dade County, Florida. being more o� CMD.uCOUNTY, oart1cu3arly described as fol lowrt RICHAJW P. IR04M Ctawmance at the Concrete Monument wet in the Pavement of CLERK CIRCUIT Com Northwest 7th -Strew. at 'the Bouthwout corner of said Section 311 thence WEST along the South line of said section 31 f or 1134.00 fwetl thence N.01 38'30'E. parallel with the East line of said Ssetioa 33 for 2B; I;.- +ret to the point of beginning of the parcel• of land nsr oinaftwr described] thence 14^1ST parallel with the South Sine of said Section 31 for 154.92 feat, thence NORTH for 242.27 fast !o the lr3tsrswt:t1•nn with the arc of a circular curve, said point hears 13.66 46' 1O'E. from the' contar of the fol lowing •1-trIbwd curvet thancw NORTHEASTEPty along ane arc of said curve. being In concave to the Norttwtwst, ha -,ng a radius of 45 feat and a f n central snpia,of 14 43'50' for an arc distant. of 11.57 feet s p to a Doint of rsvwree curves thence NORTM&ASTERLY &lona the `3 arc of sa1'd curve being concave to the Scethrast, having a O radius of 190 feat and a central angle of 6S Q,i'27` for an to arc distance of -223.93 /pet to a point of compound, curves 1,� thence EAST ERLY-SOUTFERLY along the arc Of e&id curve, bring A.to concave to the t' uth..est, having w radius 50 feet 4tnd a, % Z central angle of 90 57'31' far an arc di stance of 86.33 feet �. O to a point of tanyoncys thence S.04 32'490E.. fpr 134..18 fast to a point of curve of circular cure■ to the lofts thwncw m ZOUTHERLY°-VA9TlItLY al one the are of said curve, being concave to the sararthsastr having. ■ radius of 45 foot and a central angle of 73 27'06' for an distance pf 57.139 i eat to a paint. of t ■ngancyl thencw 8.77' '.I9' 37'13. far 67. t7 fast to a point of curve of a clrcuker curve to the left) Ahanxe EASTEAI_Yr. NORTHEASTERLY, along the arc of said curve. being concave to the North. having a radius of 35 foot and a centrl +angYw or 32' 44+3 O' for an distance of 32.L2 fwotl thence 9.40 "=-',•E. along a line radl al to the lost described curve f4p,1 31.22 feats thence EAST for 170.58 4eet1 thence ZOVTH for 142.17 feats thwncw WEST Ior 3115.03 feat to the point of beginning. VXIIIRIT "0" https://www2.miami-dadeclerk.com/public-records/PrintDocument.aspx?QS=YaoUfOzxry3MRCvprh6POIPFH E9lQH%2fgLtjxEJhlOJtsjgv7ORkHhuUm2ndVV 6/6 Exhibit "B" 3734 A BLUE LAGOON AIRPORT CLUB APARTMENT, a Florida general partnership and JOSE MILTON as managing general partner of BLUE LAGOON AIRPORT CLUB APARTMENTS.. Plaintiffs, VS. INTERCONTINENTAL INVESTMENT BANKERS, INC., a Florida corporation, TOWERS OF BLUE LAGOON I, INC., a Florida corporation and CAROLINE WEISS, Defendants. IN THE CIRCUIT COURT OF THE ELEVENTH JUDICIAL CIRCUM' IN'AND FOR DADE COUNTY, FLORIDA GENERAL JURISDICTION DIVNION ' . CASE NO.97-00975 CA 15 , RECORDED NOV 24 W.Clerk of MWt � 3 Coo Count AGREED FINAL JUDGMENT GRANTING PERMANENT INJUNCTIVE RELIEF This cause was scheduled for trial on Tuesday, November 18, 1997, upon the issues raised in the Plaintiffs' Amended Complaint, the Defendants' Answer, Affirmative Defenses and Counter - Claim, and the Plaintiffs' Answer to the Counter -Claim. Counsel for the respective parties having agreed to the disposition of the case and the Court being duly advised of that agreement, it is ORDERED and ADJUDGED as follows: 1 OFF REC BK 17877PG19871 1. It is the intention of the parties to adopt and to incorporate by reference this Court's findings of fact and conclusions of law set forth in the Order Granting Plaintiffs' Request for Temporary Injunctive Relief dated January 24, 1997 and to make the injunction permanent in nature. . 2. In addition to the findings of fact set forth in the order granting temporary injunctive relief, it is undisputed that the Defendant, Intercontinental Investment Bankers, Inc., transferred the property identified as the "Servient Property" to the Defendant, Towers of Blue Lagoon I, Inc. 3. The Plaintiffs' request for permanent injunctive relief set forth in the amended complaint is granted. 4. The Defendants, Carolina Weiss, Intercontinental Investment Bankers, Inc., Towers of Blue Lagoon I, Inc., or any other successor, subsidiary, or affiliated party and their agents and employees are hereby enjoined and prohibited from interfering with the Plaintiffs' right of ingress and egress to and from the property set forth on Exhibit A attached to the Declaration of Easement which is the subject matter of this action. The Plaintiffs shall be entitled to take all appropriate steps to obtain access including, but not limited to removing any obstructions,. fences, structures and obstacles in order to gain access to their property. 5. This permanent injunction shall remain in full force and effect. 6. The Clerk of the Circuit Court is hereby directed and instructed to discharge the injunction bond posted by the Plaintiffs on February 7, 1997 and the proceeds are to be returned to the law firm of Lapidus & Frankel, P.A.-as counsel for the Plaintiffs. 7. The Court shall reserve jurisdiction to enforce full compliance with the terms of this permanent injunction. 2 OFF REC BK 17877PG1988 8. In all other respects all of the claims asserted by the Plaintiffs against the Defendants and the Counter -Claim asserted by the Defendants against the Plaintiffs shall be dismissed with prejudice with each party to bear their own costs and attorney's fees. DONE and ORDERED in Chambers in Miami, Dade County, Florida, this LI day of November, 1997. Circuit Court Judge cc: Robert P. Frankel, Esq. Bernard S. Mandler, Esq. 3 OFF REC BK 7877PG 1.989 TOWERS AT BLUE LAGOON 4865 NW 7TH STREET, MIAMI, FL. 33126 A--*, lo -- J 1 l L i'�► x - —} A REZONING SET MARCH 05. 2018 OWNER WEISS GROUP FOUNDATION Inc. 31 SG ROYAL ROAD COCONUT GROVE, FLORIDA 33133 LANDSCAPE ARCHITECT CHRISTOPHER CAWLEY CC LANDSCAPE ARCHITECTURE LLC 78D HE 69th STREET, SUITE 1196 MIAMI, FLORIDA 33138 TEL 786.5 4.5327 LC 26999469 KOBI KARP xvff Awk roe xscr ARCHITECT KOBI KARP ARCHITECTURE AND INTERIOR DESIGN, INC. 2915 BISCAYNE BLVD. SUITE 20D MIAMI, FLORIDA 33137 TEL 395.5]3.1818 FAX: 395.5]3.3]66 Llc. 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July 5, 2018 TRAFFIC STUDY Table of Contents EXECUTIVESUMMARY.......................................................................................................................... 5 1. INTRODUCTION................................................................................................................................ 6 2. OBJECTIVE......................................................................................................................................... 6 3. PURPOSE.............................................................................................................................................6 Table 10: 2040 Daily Traffic Projections(LRTP)......................................................................................15 4. METHODOLOGY............................................................................................................................... 6 5. EXISTING CONDITIONSS................................................................................................................ 6 6. FIELD REVIEW................................................................................................................................... 8 7. TRAFIC DATA COLLECTION.......................................................................................................... 9 8. TRIP GENERATION ANALYSIS....................................................................................................10 9. OPERATIONAL ANALYSIS............................................................................................................12 10. TRAFFIC PROJECTIONS.............................................................................................................15 11. FUTURE OPERATIONAL ANALYSIS.......................................................................................17 12. FINDINGS / CONCLUSION......................................................................................................... 23 LIST OF TABLES Table 1: Vehicular Turning Movements — AM Peak Hour Data.................................................................. 9 Table 2: Vehicular Turning Movements - PM Peak Hour Data................................................................... 9 Table 3: Vehicular Trip Generation for the 713L Project............................................................................11 Table 4: Existing Conditions (AM)............................................................................................................ 12 Table 5: Existing Conditions(PM).............................................................................................................13 Table 6: With Proposed Project - Access NW 7"' ST. (AM)....................................................................13 Table 7: With Proposed Project - Access NW 7"' ST.(PM)......................................................................14 Table 8: With Proposed Project - Access NW 7"' ST & NW 47"' Ave.(AM)............................................14 Table 9: With Proposed Project - Access NW 7"' ST & NW 47th Ave. (PM).............................................15 Table 10: 2040 Daily Traffic Projections(LRTP)......................................................................................15 Table 11: Projected 2023 Average Daily Volumes along NW 7t' Street....................................................16 Table 12: Existing Volumes Projected to the Year 2023 during AM Peak Period (Vph) ..........................16 Table 13: Existing Volumes Projected to the Year 2023 during PM Peak Period (Vph).......................... 16 Table 14: Projected Volume during AM Peak Period (Vph) for the Scenario 2 (Access via NW 7"' St. only) .................................................................................................................................................................... 17 Table 15: Projected Volume during PM Peak Period (Vph) for the Scenario 2 (Access via NW 7"' St. only) .................................................................................................................................................................... 17 SW 7t' Street/Blue Lagoon Drive, Miami -Dade County Page ii TRAFFIC STUDY Table 16: Projected Volume during AM Peak Period (Vph) for the Scenario 3 (Access via NW 7h St. & 47h Ave.)........................................................................................................................................................... 17 Table 17: Projected Volume during PM Peak Period (Vph) for the Scenario 3 (Access via NW 7b St. & 47b Ave.)........................................................................................................................................................... 17 Table 18: Projected year 2023 Volumes (Vph)(AM)................................................................................18 Table 19: Projected year 2023 Volumes (Vph)(PM).................................................................................18 Table 20: Existing Volumes projected to the year 2023 plus Proposed Project (Vph) —Access NW 7b ST. (AM)...........................................................................................................................................................19 Table 21: Existing Volumes projected to the year 2023 plus Proposed Project (Vph) —Access NW 7b ST. (PM)............................................................................................................................................................19 Table 22: Existing Volumes projected to the year 2023 plus Proposed Project (Vph) - Access NW 7b ST & NW47th Ave.(AM)................................................................................................................................... 20 Table 23: Existing Volumes projected to the year 2023 plus Proposed Project (Vph) - Access NW 7h ST & NW47th Ave.(PM)..................................................................................................................................... 20 Table 24: Vehicular Traffic Volumes Comparison.................................................................................... 23 Table 25: Vehicular Delay Comparison..................................................................................................... 23 Table 26: Level of Service (LOS) Comparison.......................................................................................... 24 LIST OF FIGURES Figure 1: Location Map. Source: google maps ........................................................ Figure 2: Location Map. Source: google maps ........................................................ Figure 3: Illustration of the Existing Turning Volumes. Source: google maps ....... Figure 4. Case 1 (NW 7th St. only) Ingress/Egress % Trip Distribution ................. Figure 5. Case 2 (NW 7th St. & via 47'h Ave.) Ingress/Egress % Trip Distribution. LIST OF APPENDICES Appendix A - Existing Conditions TMC Counts Appendix B - ITE Trip Generation Appendix C - LOS Analysis Reports .................................... 7 .................................... 8 .................................. 10 .................................. 11 .................................. 12 SW 7t' Street/Blue Lagoon Drive, Miami -Dade County Page iii TRAFFIC STUDY Professional Engineer's Certification I, Rafael E. De Arazoza, P.E., certify that I currently hold an active Professional Engineer's License in the State of Florida and I am competent through education and experience to provide engineering services in the civil and traffic engineering disciplines contained in this report. I further certify that this report was prepared by me or under my responsible charge as defined in Chapter 61G15-18.001 F.A.C. and that all statements, conclusions and recommendations made herein are true and correct to the best of my knowledge and ability. Project Description: Traffic Study for the Blue Lagoon Condominium Association. Tasks: Trip Generation, Intersection Existing Conditions Data Collection/Analysis and Roadway Segment Analysis, with and without proposed project. Location: NW 7th Street/Blue Lagoon Drive, Miami -Dade County Rafael E. De Arazoza, P.E., PTOE P.E. No.24487 R.J. Behar & Company 6861 SW 196th Avenue, Suite 302 Pembroke Pines, F133332 Certificate of Authorization No. 00008365 SW 7th Street/Blue Lagoon Drive, Miami -Dade County Page iv TRAFFIC STUDY EXECUTIVE SUMMARY INTRODUCTION The Blue Lagoon Condominium Association (BLCA) is concerned with regards to potential negative impacts to NW 7th Street and other roadways within the immediate surrounding area, as the result of the vehicular traffic generated by the proposed land development project titled "7 at Blue Lagoon" (713L). Furthermore, it is well-known that significant increase in vehicular traffic has the potential of diminishing the quality of life of adjacent residential communities. The 713L project is bounded by the Blue Lagoon to the north, 4705 NW 7th Street to the east, 5091 NW 7th Street to the west and by the NW 7th Street to the south. The project consists of 888 apartment units and 294 hotel rooms, as show on page A1.00 of the Rezoning Plans Project Data, dated March 5, 2018. According to the proposed rezoning plans, it appears that the only means of ingress/egress to/from the proposed project is via NW 7th Street. OBJECTIVE The objective is to determine the amount of vehicular traffic generated by the proposed 7131, project and determine the resulting impacts on roadway capacity and Level -of -Service (LOS) on the easement over the 7131, property leading to the BLCA property (named Blue Lagoon Airport Drive and demarcated in the plat on PB 153, Page 27 of the Public Record of Miami -Dade County, Florida) as well as NW 7th Street. This analysis will not entail the customary more detailed and comprehensive Traffic Impact Study (TIS). TISs are generally performed by the applicant's traffic engineer during the subsequent project site development phase. PURPOSE The purpose of this task order is to perform a Traffic Study to evaluate the impact of the proposed 713L project to the Blue Lagoon Airport Drive (hereafter referred to as Blue Lagoon Drive) access roadway intersection with NW 7th Street. FINDINGS/CONCLUSION Based on the analyses of the intersection of NW 7th Street/Blue Lagoon Drive and the roadway segment of NW 7th Street near Blue Lagoon Drive, including the field reviews, trip generation - distribution and traffic data collection, it is concluded that vehicular traffic generated by the proposed 713L Project will result in significant negative impacts in terms of roadway LOS and substantially increased vehicular delays. Refer to Tables 24, 25 & 26 on pages 23 & 24 for details. SW 7th Street/Blue Lagoon Drive, Miami -Dade County Page 5 TRAFFIC STUDY 1. INTRODUCTION The BLCA is concerned with regards to potential negative impacts to NW 7th Street and other roadways within the immediate surrounding area, as the result of the vehicular traffic generated by the proposed land development project titled "7 at Blue Lagoon" (713L). Furthermore, it is well- known that significant increase in vehicular traffic has the potential of diminishing the quality of life of adjacent residential communities. The 713L project is bounded by the Blue Lagoon to the north, 4705 NW 7th Street to the east, 5091 NW 7th Street to the west and by the NW 7th Street to the south. The project consists of 888 apartment units and 294 hotel rooms as show on page A1.00 of the Rezoning Plans Project Data, dated March 5th, 2018. According to the proposed rezoning plans, it appears that the only means of ingress/egress to/from the proposed project is via NW 7th Street. 2. OBJECTIVE The objective is to determine the amount of vehicular traffic generated by the proposed 7131, project and determine the resulting impacts on roadway capacity and LOS on the easement over the 7131, property leading to the BLCA property (named Blue Lagoon Airport Drive and demarcated in the plat on PB 153 Page 27 of the Public Record of Miami -Dade County, Florida) as well as NW 7th Street. This analysis will not entail the customary more detailed and comprehensive traffic impact study (TIS). TISs are generally performed by the applicant's traffic engineer during the subsequent project site development phase. 3. PURPOSE The purpose of this task order is to perform a Traffic Study to evaluate the impact of the proposed 713L project to the Blue Lagoon Airport Drive (hereafter referred to as Blue Lagoon Drive) access roadway intersection with NW 7th Street. 4. METHODOLOGY The methodology used to perform this study consisted of a field review of the location during the morning and afternoon peak hour periods, reviewing the collected traffic count data, determining the vehicular trip generation by the proposed 713L project and evaluating of the LOS of the intersection with and without the project. 5. EXISTING CONDITIONS NW 7th Street is a two-way, four lane undivided roadway, which runs west to east within the area of study. This roadway is functionally classified as Minor Arterial and has a posted speed limit of 40 SW 7th Street/Blue Lagoon Drive, Miami -Dade County Page 6 TRAFFIC STUDY mph. Blue Lagoon Drive is a two-way, two lane undivided roadway, which runs north to south within the area forming a T -Intersection with NW 7th Street. The intersection is a signalized on the eastbound, westbound and southbound directions of travel. There are sidewalks located on the north and south side of NW 7th Street and pedestrian crosswalks to cross north and south. An aerial map showing the location of the intersection of study is presented at Figure 1 and Figure 2. p NW 7t" Street/Blue Lagoon Drive it'll l� -fI N...... ` NA1hSil�III` NW]th Figure 1: 1: Location Map. Source: Google maps SW 7th Street/Blue Lagoon Drive, Miami -Dade County Page 7 TRAFFIC STUDY ,v W f� CD o-{ a Intersection of Study A � 11•k11 _ ' = NW Th Street 1.3~— _ a `p _!AL 'j• `' -1 ■1111 !, �.. _, _ - 1I1 � .rte.+...""'�."-,�AL _in Figure 2: Location Map. Source: Google maps 6. FIELD REVIEW AM and PM peak hour field observations of the study intersections were performed on Tuesday, June 19, 2018. Conclusions from the field observations are included below: General Observations: • During morning peak hour observations, the drivers in the left lane coming from eastbound NW 7th Street to Blue Lagoon Drive experienced delays- On more than one occasion, it took more than one signal cycle to clear the queue. • The pedestrian crossing time is adequate and pavement crossing marks are in good condition. • On more than one occasion in the morning period, long vehicular queues were observed on Blue Lagoon Drive north of NW 7th Street with the associated long delays. • Right turn movements from Blue Lagoon Drive to NW 7th Street during the red signal phase were generally significantly delayed by lack of adequate gaps from westbound vehicles on NW 7th Street. • A significant number of pedestrians, especially during the peak hour (7:45am and 5:00 pm), were observed walking to enter/exit from Blue Lagoon Drive. Also, Blue Lagoon Drive does not have sidewalks for pedestrians; therefore, the pedestrians are sharing the lane with vehicles. SW7th Street/Blue Lagoon Drive, Miami -Dade County Page 8 TRAFFIC STUDY AM Peak Hour Period (7:00-9:00): • Most of the time, the eastbound and westbound through movements (NW 7th Street) traffic flow were generally consistent and no significant delays were observed. • Starting at 7:45 am, southbound traffic on Blue Lagoon Drive became heavier and longer vehicular queues developed and on more than one occasion it took more than one signal cycle to clear. • Most of the traffic comes from the west with the highest number of vehicles at 8:30 am. PM Peak Hour Period (4:00-6:00): • Most of the traffic comes from the east and has the highest number of vehicles at 5:45 pm. • A significant increase in vehicles was observed entering Blue Lagoon Drive from NW 7th Street. 7. TRAFIC DATA COLLECTION Vehicular Turning Movement Counts (TMCs) summarized by fifteen -minute intervals were collected for two hours during the morning peak hour period (7:00 am to 9:00 am) and afternoon peak hour period (4:00 to 6:00 pm) at the intersection of NW 7th Street and Blue Lagoon Drive. The data can be found in Appendix A. TMCs are shown in Tables 1 and 2. Figure 3 below provides a graphic illustration of the existing peak hour turning volumes. Table 1: Vehicular Turning Movements — AM Peak Hour Data Peak From the North From the East From the South From the West Hour Right Thru Left Peds Right Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds 7:45:AM 36 0 30 4 - 8:30 AM 74 0 66 12 15 950 0 19 0 0 0 2 0 1167 24 10 Table 2: Vehicular Turning Movements - PM Peak Hour Data Peak Hour From the North From the East From the South From the West Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds 05:00 PM - 36 0 30 4 59 1235 0 16 0 0 0 4 0 1098 76 1 5:45 PM SW 7th Street/Blue Lagoon Drive, Miami -Dade County Page 9 TRAFFIC STUDY Figure 3: Illustration of the Existing Turning Volumes. Source: Google maps 8. TRIP GENERATION ANALYSIS To determine the trips that will be generated by the proposed residential and hotel facilities (7131, Project), the ITE Trip Generation Manual (91h edition) was used. A summary of the analysis is shown below. • The 713L Project consists of 888 high rise apartment units and 294 hotel rooms. • High Rise Apartment (ITE Code 222) and Hotel (ITE Code 310) were used in the analysis. • Hotel (ITE Code 310) was used in the analysis. • Table 3 depicts the result of the vehicle trip generation analysis. • The trip generation formulas used are shown below in Table 3. • Two Case scenarios were analyzed. Case 1 assumes access to/from NW 7th Street only. Case 2 assumes access to/from NW 7th Street and via NW 47th Avenue. • Generated traffic volumes were distributed to NW 7th Street based on the % from the collected existing traffic counts, engineering judgment and local knowledge. • The trip distribution for ingress/egress for Case 1 and Case 2 scenarios are shown in Figures 4 and 5. SW 7th Street/Blue Lagoon Drive, Miami -Dade County Page 10 TRAFFIC STUDY Table 3: Vehicular Trip Generation for the 713L Project ITE Code / Formulas: LUC 222 Dwelling units (DUs): Daily formula: Ln (T) = 0.83 Ln(X) + 2.50 LUC 222 DUs: AM Peak -hour of adjacent street traffic formula: Ln (T) = 0.99 Ln(X) — 1.14 LUC 222 DUs: PM Peak -hour of adjacent street traffic formula: (T) = 032(X) + 12.30 LUC 310 number of Rooms: Daily formula: T = 8.92(X) LUC 310 Rooms: AM Peak -hour of adjacent street traffic formula: T= 0.78(X) -29.80 LUC 310 Rooms: PM Peak -hour of adjacent street traffic formula: T = 0.70(X) Refer to Appendix B for additional details. Figure 4: Case 1 (NW 7`" Street only) Ingress/Egress % Trip Distribution -------------- pip• - F[ E3, 6 =TUN ,L [IITl 3r: ✓ r 4 Site PL El +• c �„� �e OR M Ii�1�! lda L; 58% 42% ht ., x • 4 �y Elm .NW 71b Wee% � .arxw.. d9 cel' IN 55% 25% ., r SW 7t' Street/Blue Lagoon Drive, Miami -Dade County Page 11 Daily Peak Hour of Adjacent Peak Hour of Adjacent Street AM Street PM Land Use Units In Out Total In out Tom In out Total (vpd) (vpd) (vpd) (vPh) (vPh) (vph) (vPh) (vPh) (vph) LUC 222 High Rise Dwelling Apartment 888 Units 1706 1706 3412 66 199 265 181 115 296 LUC 310 Hotel 294 No. of 1312 1312 2624 116 84 200 101 105 206 rooms Total 6036 182 283 465 282 220 502 ITE Code / Formulas: LUC 222 Dwelling units (DUs): Daily formula: Ln (T) = 0.83 Ln(X) + 2.50 LUC 222 DUs: AM Peak -hour of adjacent street traffic formula: Ln (T) = 0.99 Ln(X) — 1.14 LUC 222 DUs: PM Peak -hour of adjacent street traffic formula: (T) = 032(X) + 12.30 LUC 310 number of Rooms: Daily formula: T = 8.92(X) LUC 310 Rooms: AM Peak -hour of adjacent street traffic formula: T= 0.78(X) -29.80 LUC 310 Rooms: PM Peak -hour of adjacent street traffic formula: T = 0.70(X) Refer to Appendix B for additional details. Figure 4: Case 1 (NW 7`" Street only) Ingress/Egress % Trip Distribution -------------- pip• - F[ E3, 6 =TUN ,L [IITl 3r: ✓ r 4 Site PL El +• c �„� �e OR M Ii�1�! lda L; 58% 42% ht ., x • 4 �y Elm .NW 71b Wee% � .arxw.. d9 cel' IN 55% 25% ., r SW 7t' Street/Blue Lagoon Drive, Miami -Dade County Page 11 TRAFFIC STUDY Figure 5: Case 2 (NW 7th Street & via 47th Avenue) Ingress/Egress % Trip Distribution. ^ . - .e--- Y— r ..tee. ____- 's I., — L 934 Ian v ti E c:.. .•���"`n •ern ti•Ywn P'u _. V F' +} . .0"55'X ` A V S � site r ses� 2t� zx� NW 7'b Street 9. OPERATIONAL ANALYSIS Intersection LOS Analysis 5 r 3 Q� r� SS% 2s% To establish a comparison between existing and future vehicular traffic conditions, three analysis scenarios were developed. The First Scenario includes existing traffic conditions, the collected traffic data, field observations and analysis. The Second Scenario includes the vehicular volumes generated by the 7131, Project and assumes that all the ingress/egress vehicular traffic will be via the NW 7th Street/Blue Lagoon Drive intersection. The Third Scenario assumes that vehicles going to or from the 7BL Project will utilize either the NW 7th Street/Blue Lagoon Drive intersection or via NW 47th Avenue east of the 7131, Project. A summary of the LOS analysis for each scenario is shown in the tables below. Scenariol: Existing Conditions (without the 7131, Project) Table 4: Existing Conditions (AM) Existing Conditions AM Peak Hour Intersection Movement/Approach Delay (sec/veh) LOS 1W 7 rn Street & Blue Lagoon Drive EB Left 79.7 E EB Thru 10.7 B EB Approach 12.4 B WB Thru & Right 20.9 C WB Approach 20.9 C SB Left 56.8 E SB Approach 56.8 E Intersection 19.0 B SW 7th Street/Blue Lagoon Drive, Miami -Dade County Page 12 TRAFFIC STUDY From Table 4, it can be seen that the eastbound left turns from NW 7th Street to Blue Lagoon Drive and the southbound movement from Blue Lagoon Drive are operating at an undesirable LOS with associated vehicular delays. Table 5: Existing Conditions (PM) Existing Conditions PM Peak Hour Intersection Movement/Approach Delay (sec/veh) LOS NW 7th Street & Blue Lagoon Drive EB Left 95.4 F EB Thru 10.1 B EB Approach 17.2 B WB Thru & Right 25.7 C WB Approach 25.7 C SB Left 42.2 D SB Approach 42.2 D Intersection 22.5 C The eastbound left turns from NW 7th Street to Blue Lagoon Drive are operating at an undesirable LOS with associated vehicular delays. Note: The above delays and LOS are generally consistent with the field observations. Scenario 2: Existing conditions plus 713L Project's generated vehicular volumes with access via NW 7th Street only. Table 6: With Proposed Project - Access NW 7th Street (AM) With Proposed Project Access NW 7th Street AM Peak Hour Intersection Movement/Approach Delay (sec/veh) LOS NW 7"' Street & Blue Lagoon Drive EB Left 114.7 F EB Thru 9.8 A EB Approach 22.1 C WB Thru & Right 22.4 C WB Approach 22.4 C SB Left 210.9 F SB Approach 210.9 F Intersection 52.9 D SW 7th Street/Blue Lagoon Drive, Miami -Dade County Page 13 TRAFFIC STUDY From Table 6, it can be seen that the eastbound left turns from NW 7th Street to Blue Lagoon Drive and the southbound movements from Blue Lagoon Drive are operating at an undesirables LOS with associated vehicular delays. These delays are significantly higher when compared with those under existing conditions without the 7131, Project's generated traffic. Table 7: With Proposed Project - Access NW 7th ST. (PM) With Proposed Project Access NW 7t Street PM Peak Hour Intersection Movement/Approach Delay (sec/veh) LOS NW 7th St & Blue Lagoon EB Left 373.7 F EB Thru 9.3 A EB Approach 89.2 F WB Thru & Right 28.6 C WB Approach 28.6 C SB Left 107.9 F SB Approach 107.9 F Intersection 62.6 E Table 7 demonstrates that the eastbound left turns from NW 7th Street to Blue Lagoon Drive, the southbound movement from Blue Lagoon Drive, as well as the entire intersection are operating at an undesirable LOS with associated vehicular delays. These delays are significantly higher when compared with those under existing conditions without the 7131, Project's generated traffic. Scenario 3: Existing conditions plus 7131, Project's generated vehicular volumes with access via NW 7th Street and NW 47th Avenue. Table 8: With Proposed Project - Access NW 7th Street & NW 47th Avenue (AM) With Proposed Project Access NW 7 th Street & NW 47 th Avenue AM Peak Hour Intersection Movement/Approach Delay LOS (sec/veh) EB Left 114.2 F EB Thru 9.8 A NW 7th EB Approach 22.1 C Street & WB Thru & Right 21.8 C Blue Lagoon WB Approach 21.8 C SB Left 136.3 F Drive SB Approach 136.3 F Intersection 38.7 D SW 7th Street/Blue Lagoon Drive, Miami -Dade County Page 14 TRAFFIC STUDY From Table 8, it can be seen that the eastbound left turns from NW 7th Street to Blue Lagoon Drive and the southbound movement from Blue Lagoon Drive are operating at an undesirable LOS with associated vehicular delays. These delays are significantly higher when compared with those under existing conditions without the 7131, Project's generated traffic. Table 9: With Proposed Project - Access NW 7th Street & NW 47th Avenue (PM) With Proposed Project Access NW 7t Street & NW 47t Avenue PM Peak Hour Intersection Movement/Approach Delay (sec/veh) LOS vpd EB Left 355.7 F EB Thru 9.3 A NW 7th EB Approach 84.6 F Street & Blue WB Thru & Right 27.4 C Lagoon WB Approach 27.4 C Drive SB Left 74.3 E SB Approach 74.3 E Intersection 56.9 E From Table 9, it can be seen that the eastbound left turns from NW 7th Street to Blue Lagoon Drive, the southbound movement from Blue Lagoon Drive, the eastbound approach, as well as the intersection are operating at an undesirables LOS with associated vehicular delays. These delays are significantly higher when compared with those under existing conditions without the 7131, Project's generated traffic. 10.TRAFFIC PROJECTIONS The Following base year 2010 and future year 2040 vehicular traffic volumes on SW 7th Street were obtained from the Miami -Dade Transportation Planning Organization 2040 adopted Long Range Transportation Plan (LRTP). The bi-directional daily traffic volumes of NW 7th Street (within the study area) for the year 2010 and 2040 are shown in the table 10 below. Table 10: 2040 Daily Traffic Projections (LRTP). Year NW 7`h Street Units 2010 25730 vpd 2040 45470 vpd 1 454700 Grow Rate = (25-730) = 1.019 SW 7th Street/Blue Lagoon Drive, Miami -Dade County Page 15 TRAFFIC STUDY According to the Miami -Dade LRTP, it can be seen that the traffic volume along NW 7th Street is expected to increase. It was calculated that NW 7th Street will experience an annual 1.9 % increase in traffic. The annual growth rate of 1.9% was used to determine the increase in vehicular traffic volumes between the years 2018 and 2023. Table 11 provides the projected average daily traffic along NW 7th Street within the study area. The projected traffic to the existing AM and PM peak hours are shown in Table 12 and Table 13. Projected traffic volumes to the second and third scenarios are shown in Tables 14 to 17. Table 11: Projected 2023 Average Daily Volumes along NW 71h Street. Direction 2018 2023 Eastbound 14000 15382 Westbound 13500 14832 Bi -Directional 27500 30214 Table 12: Existing Volumes Projected to the Year 2023 during AM Peak Period (Vph) Peak From the North From the East From the South From the West Hour Right Thru Left PedsRi ht Thru Left Peds Right Thru Left Peds Right Thru Left Peds 7:45 AM - 8:30AM 74 0 66 12 15 950 0 19 0 0 0 2 0 1167 24 10 (2018) 36 0 30 4 59 1235 0 16 0 0 0 4 0 1098 76 1 7:45 AM - 8:30 AM 81 0 73 13 16 1044 0 21 0 0 0 2 0 1282 26 11 (2023) Table 13: Existing Volumes Projected to the Year 2023 during PM Peak Period (Vph). Peak Hour From the North From the East From the South From the West Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds 05:00 PM - 36 0 30 4 59 1235 0 16 0 0 0 4 0 1098 76 1 5:45 PM 2018 05:00 PM 40 0 33 4 65 1357 0 18 0 0 0 4 0 1206 83 1 5:45 PM (2023) The following Tables 14 through 17 include the existing volumes projected to the year 2023 plus the 7BL Project's generated volumes. SW 7th Street/Blue Lagoon Drive, Miami -Dade County Page 16 TRAFFIC STUDY Table 14: Projected Volume during AM Peak Period (Vph) for the Scenario 2 (Access via NW 7th St. only) Peak Hour From the North From the East From the South From the West Peak Hour Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds 7:45 AM Right Thru Left Peds 05:00 PM - 8:30AM 74 0 66 12 15 950 0 19 0 0 0 2 0 1167 24 10 (2018) 74 0 66 12 (2018) 36 0 30 4 59 1235 0 16 0 0 0 7:45AM - 0 1098 76 1 05:00 PM 8:30 AM 319 0 258 13 113 1044 0 21 0 0 0 2 0 1282 150 11 (2023) 319 0 199 13 (2023) 204 0 155 4 250 1357 0 18 0 0 0 Table 15: Projected Volume during PM Peak Period (Vph) for the Scenario 2 (Access via NW 7th St. only) I From the North From the East From the South From the West Peak Hour From the North From the East From the South From the West Right Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds 05:00 PM 8:30 AM - 5:45 PM (2018) 74 0 66 12 (2018) 36 0 30 4 59 1235 0 16 0 0 0 4 0 1098 76 1 05:00 PM 8:30 AM - 5:45 PM (2023) 319 0 199 13 (2023) 204 0 155 4 250 1357 0 18 0 0 0 4 0 1206 315 1 Table 16: Projected Volume during AM Peak Period (Vph) for the Scenario 3 (Access via NW 7th St. & 47th Ave.) Peak Hour From the North From the East From the South From the West Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds 7:45 AM - 8:30 AM (2018) 74 0 66 12 15 950 0 19 0 0 0 2 0 1167 24 10 7:45: AM - 8:30 AM (2023) 319 0 199 13 77 1044 0 21 0 0 0 2 0 1282 150 11 Table 17: Projected Volume during PM Peak Period (Vph) for the Scenario 3 (Access via NW 7th St. & 47th Ave.) Peak Hour From the North From the East From the South From the West Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds 05:00 PM - 5:45 PM (2018) 36 0 30 4 59 1235 0 16 0 0 0 4 0 1098 76 1 05:00 PM - 5:45 PM (2023) 204 0 109 4 194 1357 0 18 0 0 0 4 0 1206 315 1 I LFUTURE OPERATIONAL ANALYSIS Future Intersection LOS Analysis To establish a comparison between existing and future vehicular traffic conditions, three analysis scenarios were developed. This part includes the three scenarios previously described, plus year 2023 projections of existing traffic volumes. The First Scenario includes existing traffic projected to the SW 7t' Street/Blue Lagoon Drive, Miami -Dade County Page 17 TRAFFIC STUDY year 2023. The Second Scenario includes the vehicular volumes generated by the 7131, Project and assumes that all the ingress/egress vehicular traffic will be via the NW 7th Street/Blue Lagoon Drive intersection. The Third Scenario assumes that vehicles going to or from the 7131, Project will utilize either the NW 7th Street/Blue Lagoon Drive intersection or via NW 47th Avenue east of the 713L Project. A summary of the LOS analyses for each scenario is shown in tables below. Scenariol: Projected year 2023 Existing Conditions (without the 7131, Project's traffic) Table 18: Projected year 2023 Volumes (Vph) (AM) Pro'ected year 2023 Conditions AM Intersection Movement/Approach Delay (sec/veh) LOS IW 7rn Street & Blue Lagoon Drive EB Left 80.5 F EB Thru 11.3 B EB Approach 13.1 B WB Thru & Right 22.0 C WB Approach 22.0 C SB Left 59.7 E SB Approach 59.7 E Intersection 20.0 B Table 19: Projected y ear 2023 Volumes (Vph) (PM) Pro'ected year 2023 Conditions PM Intersection Movement/Approach Delay (sec/veh) LOS & Blue 7th St & Lagoon EB Left 99.5 F EB Thru 10.7 B EB Approach 18.1 B WB Thru & Right 28.2 C WB Approach 28.2 C SB Left 44.6 D SB Approach 44.6 D Intersection 24.2 C From Tables 18 and 19, it can be seen that the eastbound left turns from NW 7th Street to Blue Lagoon Drive are operating at an undesirable LOS with associated vehicular delays. The southbound movement from Blue Lagoon Drive during the AM peak period is also operating at an undesirable LOS with associated vehicular delays. Comparing the results with existing conditions (Tables 4 & 5), the eastbound left turns, southbound movements and the intersection experienced longer delays. SW 7th Street/Blue Lagoon Drive, Miami -Dade County Page 18 TRAFFIC STUDY Scenario 2: Existing traffic conditions projected to the year 2023 plus 713L Project's generated vehicular volumes with access via NW 7th Street only. Table 20: Existing Volumes projected to the year 2023 plus Proposed Project (Vph) Access NW 7th Street. (AM) Projected year 2023 With Proposed Project Access NW 7th Street AM Peak Hour Intersection Movement/Approach Delay (sec/veh) LOS NW 7th Street & Blue Lagoon Drive EB Left 149.7 F EB Thru 10.4 B EB Approach 28.2 C WB Thru & Right 24.0 C WB Approach 24.0 C SB Left 410.3 F SB Approach 410.3 F Intersection 100.2 F From Table 20, it can be seen that the eastbound left turns from NW 7th Street to Blue Lagoon Drive and the southbound movement from Blue Lagoon Drive are operating at an undesirable LOS with associated vehicular delays, as well as the entire intersection. These delays are significantly higher when compared with those under existing Table 21: Existing Volumes projected to the year 2023 plus Proposed Project (Vph) —Access NW 7th Street. (PNI) Projected year 2023 With Proposed Project Access NW 7t1' Street PM Peak Hour Intersection Movement/Approach Delay (sec/veh) LOS & Blue 7th St & Lagoon EB Left 631.1 F EB Thru 9.8 A EB Approach 170.0 F WB Thru & Right 34.9 C WB Approach 34.9 C SB Left 184.0 F SB Approach 184.0 F Intersection 109.0 F Table 21 demonstrates that the eastbound left turns from NW 7th Street to Blue Lagoon Drive, the southbound movement from Blue Lagoon Drive, as well as the entire intersection are operating at an undesirable LOS with associated vehicular delays. These delays are significantly higher when compared with those under existing conditions without the 7131, Project's generated traffic. SW 7th Street/Blue Lagoon Drive, Miami -Dade County Page 19 TRAFFIC STUDY Comparing the results with the existing conditions (Tables 4 & 5), the eastbound left turns, southbound movements and the entire intersection experienced significantly higher delays. Scenario 3: Existing traffic conditions projected to the year 2023 plus 7131, Project's generated vehicular volumes with access via NW 7th Street as well as to/from NW 7th Street and NW 47th Avenue. Table 22: Existing Volumes projected to the year 2023 plus Proposed Project (Vph) - Access NW 7th Street & NW 47th Ave. (AM) Projected year 2023 With Proposed Project Access NW 7th Street & NW 47th Ave. AM Peak Hour Intersection Movement/Approach Delay (sec/veh) LOS EB Left 149.1 F EB Thru 10.5 B NW 7t1' EB Approach 28.2 C Street & Blue WB Thru & Right 23.3 C Lagoon WB Approach 23.3 C Drive SB Left 323.3 F SB Approach 323.3 F Intersection 79.4 E Table 22 demonstrates the eastbound left turns from NW 7th Street to Blue Lagoon Drive and the southbound movement from Blue Lagoon Drive are operating at an undesirable LOS with associated vehicular delays, as well as the entire intersection. These delays are significantly higher when compared with those under existing conditions (Tables 4 & 5) without the 7131, Project's generated traffic. Table 23: Existing Volumes projected to the year 2023 plus Proposed Project (Vph) - Access NW 7th Street & NW 47th Ave. (PM) Projected year 2023 With Proposed Project Access NW 7th Street & NW 47th Avenue PM Peak Hour Intersection Movement/Approach Delay (sec/veh) LOS EBLeft 629.0 F EB I 9.8 A EB Approach 169.5 F NW 7th St WB Thru & Right 32.3 C & Blue Lagoon WB Approach 32.3 C SB Left 122.1 F SB Approach 122.1 F Intersection 101.2 F SW 7th Street/Blue Lagoon Drive, Miami -Dade County Page 20 TRAFFIC STUDY Table 23 demonstrates the eastbound left turns from NW 7t' Street to Blue Lagoon Drive, the southbound movement from Blue Lagoon Drive, the eastbound approach as well as the intersection are operating at an undesirable LOS with associated vehicular delays. These delays are significantly higher when compared with those under existing conditions (Tables 4 & 5) without the 7131, Project's generated traffic. Roadway Segment Analysis A roadway segment analysis was performed utilizing vehicular volumes from a nearby traffic count station and the 2018 FDOT Generalized LOS/Capacity tables. Calculations for this analysis are show below. SW 7t' Street/Blue Lagoon Drive, Miami -Dade County Page 21 TRAFFIC STUDY Traffic Count Station No. 7052 at NW 7th Street, west of NW 42nd Avenue Average Annual Daily Traffic (AADT) = 27,500 vehicles per day (vpd) Eastbound = 14,000 vpd Westbound = 13,500 vpd K= 9.00 (peak hour volume both directions) D = 55.7 (traffic directional split) Peak -hour 2 way = 27,500 (0.09) = 2,475 vehicles per hour (vph) Peak- hour 1 way = 27,500 (0.09) (0.557) = 1,390 vph According FDOT LOS tables: AADT Table 1, Minor roadway adjusted for non -State facility (-10%) and Multi -lane undivided with exclusive left -turn lanes (-5%) Adjusted AADT LOS LOS D (4div) = 28,100 vpd 28,100 (0.90) (0.95) = 24,025 = LOS D LOS E (4div) = 37,200 vpd (0.90) (0.95) = 31,800 = LOS E Existing AADT (count station No 7052) = 27,500 vpd; therefore, Daily LOS = E Peak Hour Two -Way Table 4 (same adjustment factors as in the AADT analysis above) LOS D = 2530 (0.90) (0.95) = 2165 vph LOS E = 3350 (0.90) (0.95) = 2865 vph Existing Two -Way volume = 2475; therefore, LOS E Peak Hour Directional Table 7 (same adjustment factors as in the AADT analysis above) LOS D = 1390 (0.90) (0.95) = 1190 vph LOS E = 1840 (0.90) (0.95) = 1575 vph Existing Peak Hour Directional volume = 1390; therefore, LOS E Above analysis indicate that the NW 7th Street segment near Blue Lagoon Drive will be operating at capacity (LOS E) during 24 -hours, peak-hour/two-way and peak-hour/peak direction; consequently, it is obvious that the additional generated vehicular volumes from the 7131, Project will significantly negatively impact the LOS as reflected by the intersection LOS analyses. SW 7t' Street/Blue Lagoon Drive, Miami -Dade County Page 22 TRAFFIC STUDY 12. FINDINGS/CONCLUSION Based on the analyses of the intersection of NW 7th Street/Blue Lagoon Drive and the roadway segment of NW 7th Street near Blue Lagoon Drive, including the field reviews, trip generation - distribution and traffic data collection, it is concluded that the vehicular traffic generated by the proposed 7131, Project will result in significant negative impacts in terms of roadway LOS and substantially increased vehicular delays. Tables 24, 25 & 26 below present a summary of the analyses. Blue Blue Dr. Dr. SB SB Table 24: Vehicular Traffic Volumes Comparison. VEHICULAR TRAFFIC VOLUMES AM Peak Hour Access via NW 7th St. With 7BL Existing Project Veh per Veh per Hour Hour Impact 140 1 423 1 202.1% AM Peak Hour Access via NW 7th St. & NW 47 Ave. With 7BL Existing Project Veh per Veh per Hour Hour Impact 140 1 364 —Impact 1 160.0% VEHICULAR TRAFFIC VOLUMES PM Peak Hour Access via NW 7th St. With 7BL Existing Project Veh per Veh per Hour Hour Impact 66 1 286 1 333.3% PM Peak Hour Access via NW 7th St. & NW 47th Ave. With 7BL Existing Project Veh per Veh per Hour Hour Impact 66 1 240 1 263.6% Table 25: Vehicular Delay Comparison. VEHICULAR DELAY AM Peak Hour Access via NW 7th St. With 7BL Existing Project Seconds per Seconds per Veh Veh Blue Lagoon SB Drive auuroach 56.8 219.9 287.1% AM Peak Hour Access via NW 7th St. & NW 47th Ave. With 7BL Existing Project Seconds per Seconds per Veh Veh Impact 56.8 1 136.3 140.0% SW 7th Street/Blue Lagoon Drive, Miami -Dade County Page 23 VEHICULAR DELAY PM Peak Hour Access via NW 7th St. With 7BL Existing Project Seconds per Seconds per Veh Veh Imuact Blue Lagoon SB Drive annroach 42.2 107.9 155.7% TRAFFIC STUDY PM Peak Hour Access via NW 7th St. & NW 47th Ave. With 7BL Existing Project Seconds per Seconds per Im act Veh Veh Impact 42.2 1 74.3 76.1%] Table 26: Level of Service Comparison. LEVEL OF SERVICE LOS AM Peak Hour Access via NW 7th St. With 7BL Existing Project LOS LOS Imnact Blue Lagoon SB Drive annroach E F E TO F AM Peak Hour Access via NW 7th St. & NW 47th Ave. With 7BL Existing Project LOS LOS Im act E F ETOF LEVEL OF SERVICE LOS PM Peak Hour Access via NW 7th St. With 7BL Existing Project LOS LOS Impact Blue Lagoon SB Drive approach D F D TO F PM Peak Hour Access via NW 7th St. & NW 47`h Ave. With 7BL Existing Project Seconds per Veh LOS Impact D E DTOE SW 7t' Street/Blue Lagoon Drive, Miami -Dade County Page 24 Appendix A Existing Conditions TMC Counts R.J. Behar & Company, Inc. 6869 SW 196 Avenue, Suite 302 Pembroke Pines, FI 33332 Engineers - Planners Blue Lagoon Drive and NW 7th Street Tuesday, June 19, 2018 Groups Printed- Unshifted - Bank 1 File Name : TMC Data Site Code : 00000013 Start Date : 6/19/2018 Page No : 1 - BREAK... 04:00 PM 10 Southbound 12 2 Westbound 15 306 Northbound 1 322 Eastbound 0 0 Start Time Right Thru Left Peds APP mtzl Right Thru Left Peds APP mtzl Right Thru Left Peds APP mtzl Right Thru Left Peds APP T.t.1 InL Total 07:00 AM 31 8 21 0 60 21 77 0 1 99 0 0 0 0 0 0 168 8 0 176 335 07:15 AM 14 0 5 0 19 37 166 0 0 203 0 0 0 0 0 0 255 3 0 258 480 07:30 AM 26 0 19 0 45 3 229 0 1 233 0 0 0 0 0 0 317 3 0 320 598 07:45 AM 22 0 16 2 40 7 230 0 2 239 0 0 0 0 0 0 289 8 1 298 577 Total 93 8 61 2 164 68 702 0 4 774 0 0 0 0 0 0 1029 22 1 1052 1990 08:00 AM 22 0 14 5 41 0 209 0 7 216 0 0 0 1 1 0 267 5 1 273 531 08:15 AM 17 0 16 2 35 4 251 0 3 258 0 0 0 0 0 0 301 6 1 308 601 08:30 AM 13 0 20 3 36 4 260 0 7 271 0 0 0 1 1 0 310 5 7 322 630 08:45 AM 24 0 19 0 43 1 216 0 0 217 0 0 0 0 0 0 282 6 2 290 550 Total 76 0 69 10 155 9 936 0 17 962 0 0 0 2 2 0 1160 22 11 1193 2312 - BREAK... 04:00 PM 10 0 12 2 24 15 306 0 1 322 0 0 0 0 0 0 245 13 1 259 605 04:15 PM 10 0 11 0 21 12 329 0 7 348 0 0 0 0 0 0 272 15 0 287 656 04:30 PM 14 0 5 3 22 5 285 0 2 292 0 0 0 1 1 0 283 9 0 292 607 04:45 PM 8 0 4 3 15 9 296 0 6 311 0 0 0 0 0 0 294 18 1 313 639 Total 42 0 32 8 82 41 1216 0 16 1273 0 0 0 1 1 0 1094 55 2 1151 2507 05:00 PM 12 0 8 1 21 20 256 0 7 283 0 0 0 1 1 0 265 9 0 274 579 05:15 PM 6 0 5 2 13 12 315 0 2 329 0 0 0 0 0 0 273 22 1 296 638 05:30 PM 7 0 7 1 15 18 318 0 5 341 0 0 0 2 2 0 276 26 0 302 660 05:45 PM 11 0 10 0 21 9 346 0 2 357 0 0 0 1 1 0 284 19 0 303 682 Total 36 0 30 4 70 59 1235 0 16 1310 0 0 0 4 4 0 1098 76 1 1175 2559 Grand Total 247 8 192 24 471 177 4089 0 53 4319 0 0 0 7 7 0 4381 175 15 4571 9368 Appreh % 52.4 1.7 40.8 5.1 4.1 94.7 0 1.2 0 0 0 100 0 95.8 3.8 0.3 Total % 2.6 0.1 2 0.3 5 1.9 43.6 0 0.6 46.1 0 0 0 0.1 0.1 0 46.8 1.9 0.2 48.8 Unshifted 247 8 192 22 469 177 4054 4347 % Unshifted 100 100 100 91.7 99.6 100 99.1 0 84.9 99 0 0 0 71.4 71.4 0 99.2 100 80 99.2 99.1 Bank 1 0 0 0 2 2 0 35 0 8 43 0 0 0 2 2 0 34 0 3 37 84 % Bank 1 0 0 0 8.3 0.4 0 0.9 0 15.1 1 0 0 0 28.6 28.6 0 0.8 0 20 0.8 0.9 R.J. Behar & Company, Inc. 6869 SW 196 Avenue, Suite 302 Pembroke Pines, FI 33332 Engineers - Planners Blue Lagoon Drive and NW 7th Street Tuesday, June 19, 2018 File Name : TMC Data Site Code : 00000013 Start Date : 6/19/2018 Page No : 2 Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds APP meal Right Thru Left Peds App mczi Right Thru Left Peds nPv TMI Right Thru Left Peds nvv TMI Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 22 0 16 2 40 7 230 0 2 239 0 0 0 0 0 0 289 8 1 298 577 08:00 AM 22 0 14 5 41 0 209 0 7 216 0 0 0 1 1 0 267 5 1 273 531 08:15 AM 17 0 16 2 35 4 251 0 3 258 0 0 0 0 0 0 301 6 1 308 601 08:30 AM 13 0 20 3 36 4 260 0 7 271 0 0 0 1 1 0 310 5 7 322 630 Total volume 74 0 66 12 152 15 950 0 19 984 0 0 0 2 2 0 1167 24 10 1201 2339 App. Total 48.7 0 43.4 7.9 1.5 96.5 0 1.9 0 0 0 100 0 97.2 2 0.8 PHF .841 .000 .825 .600 .927 .536 .913 .000 .679 .908 .000 .000 .000 .500 .500 .000 .941 .750 .357 .932 .928 Unshifted 74 0 66 10 150 15 940 0 19 974 0 0 0 1 1 0 1157 Unshifted 100 0 100 83.3 98.7 100 98.9 0 100 99.0 0 0 0 50.0 50.0 0 99.1 100 70.0 98.9 98.9 Bank 1 0 0 0 2 2 0 10 0 0 10 0 0 0 1 1 0 10 0 3 13 26 % Bank 1 0 0 0 16.7 1.3 0 1.1 0 0 1.0 0 0 0 50.0 50.0 0 0.9 0 30.0 1.1 1.1 N M (0 O N -, n'CZ, N O N V N� F N cc J 0 Cn W W N O W C N O F vo z 000� �� 1 U A 0 E; N _ �a p O p Out In Total 39 150 189 0 2 2 39 152 191 74� 66 10 0 0 0 2 74 0 66 12 Right Thr Left Peds Peak Hour Data North Peak Hour Begins at 07:45 A Unshifted Bank 1 F+ Left Thru Right Peds 0 00 1 0 0 0 1 01 01 01 2 0 2A21 Out In Total OCn 0 Cn W W N O W (0 O C U A 0 E; _ p O p O O O a� � N JOJ— Ncov �' cooco R.J. Behar & Company, Inc. 6869 SW 196 Avenue, Suite 302 Pembroke Pines, FI 33332 Engineers - Planners Blue Lagoon Drive and NW 7th Street Tuesday, June 19, 2018 File Name : TMC Data Site Code : 00000013 Start Date : 6/19/2018 Page No : 3 Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Beqins at 05:00 PM 05:00 PM Southbound Westbound Northbound Eastbound Start 20 256 0 7 283 0 0 0 1 1 0 265 9 0 274 579 05:15 PM 6 0 5 Time Right Thru Left Peds nvo mrai Right Thru Left Peds nvv TMI Right Thru Left Peds nvo TMI Right Thru Left Peds nov mai Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Beqins at 05:00 PM 05:00 PM 12 0 8 1 21 20 256 0 7 283 0 0 0 1 1 0 265 9 0 274 579 05:15 PM 6 0 5 2 13 12 315 0 2 329 0 0 0 0 0 0 273 22 1 296 638 05:30 PM 7 0 7 1 15 18 318 0 5 341 0 0 0 2 2 0 276 26 0 302 660 05:45 PM 11 0 10 0 21 9 346 0 2 357 0 0 0 1 1 0 284 19 0 303 682 Total volume 36 0 30 4 70 59 1235 0 16 1310 0 0 0 4 4 0 1098 76 1 1175 2559 App. Total 51.4 0 42.9 5.7 4.5 94.3 0 1.2 0 0 0 100 0 93.4 6.5 0.1 PHF .750 .000 .750 .500 .833 .738 .892 .000 .571 .917 .000 .000 .000 .500 .500 .000 .967 .731 .250 .969 .938 Unshifted 36 0 30 4 70 59 1227 1089 Unshifted 100 0 100 100 100 100 99.4 0 68.8 99.0 0 0 0 75.0 75.0 0 99.2 100 100 99.2 99.1 Bank 1 0 0 0 0 0 0 8 0 5 13 0 0 0 1 1 0 9 0 0 9 23 % Bank 1 0 0 0 0 0 0 0.6 0 31.3 1.0 0 0 0 25.0 25.0 0 0.8 0 0 0.8 0.9 rn�co oc�� F N N cooco J O ) .-I mO)N i ro 000� 1 OO r N N — W a a Out In Total F 205] 1 01 135 70 205 36 30 4 0 0 0 0 36 0 30 4 Right Tju Left Peds Peak Hour Data North Peak Hour Begins at 05:00 PIM Unshifted Bank 1 F+ Left Thru Ri ht Peds 0 0 0 3 0 0 0 1 0 0 0 4 0 4 [14 Out In Total C(OO (0 W (O (O 4--= N N 2 coN cn a v 000 N N � m m N Appendix B ITE Trip Generation Tables High -Rise Apartment (222) Average Vehicle Trip Ends vs: Dwelling Units On a: Weekday Number of Studies: 9 Avg. Number of Dwelling Units: 435 Directional Distribution: 50% entering, 50% exiting Trin Generation per Dwelling Unit E0 c W -., Average Rate Range of Rates Standard Deviation 4.20 3.00 - 6.45 2.02 Plat and Eaivation 4,000 3,000 1,000 0 100 200 300 400 500 600 700 800 900 1000 X = Number of Dwelling Units X Actual Data Points Fitted Curve Average Rate Fitted Curve Equation: Ln(T) = 0.83 Ln(X) + 2.50 R2 = 0.82 Trip Generation, 9th Edition 0 Institute of Transportation Engineers 375 High -Rise Apartment (222) Average Vehicle Trip Ends vs: Dwelling Units On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. Number of Studies: 17 Avg. Number of Dwelling Units: 420 Directional Distribution: 25% entering, 75% exiting Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 0.30 0.18 - 0.47 0.55 Data Plot and Equation 400 300 z 100 0 0 100 200 300 400 500 600 700 800 900 1000 1100 X m Number of Dwelling Units X Actual Date Points Filled Curve '----' Average Hale Fitted Curve Equation: Ln(T) = 0.99 Ln(X) -1.14 R2 ; 0.88 376 Trip Generation, 9th Edition • Institute of Transportation Engineers High -Rise Apartment (222) Average Vehicle Trip Ends vs: Dwelling Units On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m, Number of Studies: 17 Avg. Number of Dwelling Units: 420 Directional Distribution: 61 % entering, 39% exiting Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 0.35 0.23 - 0.50 0.59 Data Plot and Equation 400 300 z 100 0 _t 0 100 200 300 400 500 600 700 800 900 1000 1100 X W Number of Dwelling Units X Actual Data Points Fitted Curve ------ Average Rate Fitted Curve Equation: T = 0.32(X) + 12.30 R2 = 0.92 Trip Generation, 9th Edition • Institute of Transportation Engineers 377 X X X X X X k.. ;-- ---- - --- X X (X X. 0 _t 0 100 200 300 400 500 600 700 800 900 1000 1100 X W Number of Dwelling Units X Actual Data Points Fitted Curve ------ Average Rate Fitted Curve Equation: T = 0.32(X) + 12.30 R2 = 0.92 Trip Generation, 9th Edition • Institute of Transportation Engineers 377 Hotel (310) Average Vehicle Trip Ends vs: Occupied Rooms On a: Weekday Number of Studies: 4 Average Number of Occupied Rooms: 216 Directional Distribution: 50% entering, 50% exiting Trin Generation Der Occupied Room Average Rate Range.of Rates Standard Deviation &92 4.14 - 17.44 6.04 uala rive atm r-yuaL1U11 4,000 3,000 N b w it I-- .0 j 2,000 (D 0) N N Q i 1,000 0 n... s:..., II-- _ C-11 Camn1A Gila 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 X = Number of Occupied Rooms X Actual Data Points ------ Average Rate Fitted Curve Equation: Not given R2 = **** 604 Trip Generation, 9th Edition e Institute of Transportation Engineers X 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 X = Number of Occupied Rooms X Actual Data Points ------ Average Rate Fitted Curve Equation: Not given R2 = **** 604 Trip Generation, 9th Edition e Institute of Transportation Engineers Hotel (310) Average Vehicle Trip Ends vs: Occupied Rooms On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. Number of Studies: 17 Average Number of Occupied Rooms: 256 Directional Distribution: 58% entering, 42% exiting Trip Generation per Occupied Room Average Rate Range of Rates Standard Deviation 0.67 0.35 - 1.10 0.84 Data Plot and Equation 500 400 M c ua CL 300 a7 v L m a7 ro m 200 100 0 X X--------------------- X X - x X X --- ------X--------X .............. ,X X X ; X 100 200 300 400 500 X r Number of Occupied Rooms X Actual Data Points Fitted Curve ------ Average Rate Fitted Curve Equation. T = 0.78(X) - 29.80 R2 = 0.69 Trip Generation, 9th Edition • institute of Transportation Engineers 605 Hotel (310) Average Vehicle Trip Ends vs: Occupied Rooms On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Number of Studies: 20 Average Number of Occupied Rooms: 243 51% exiting Directional Distribution: 49% entering, Trip Generation per Occupied Room Average Hate Range of Hates Standard Deviation 0.70 0.25 - 1.11 0.87 Data Plot and Equation 606 Trip Generation, 9th Edition 0 Institute of Transportation Engineers 500 400 -------- ------------ ------ I ---------------- UJ . ---- --- 300 .-- �. X X X ......... M zoa----------- ------ -----X-----. Q X F X X 100 ----------- # ----..X' ------------- X x X X 00 100 200 300 400 500 X = Number of Occupied Rooms ------ Average Rate X Actual Data Points R2 Fitted Curve Equation: Not Given 606 Trip Generation, 9th Edition 0 Institute of Transportation Engineers Appendix C LOS Analysis Reports Existing Conditions AM Page 1 --j. 4--- A, \,.- 4/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations tt 4"I- y Traffic Volume (vph) 24 1167 950 15 66 74 Future Volume (vph) 24 1167 950 15 66 74 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 0.95 1.00 1.00 Frt 0.996 0.929 Flt Protected 0.950 0.977 Satd. Flow (prot) 1770 3539 3525 0 1691 0 Flt Permitted 0.950 0.977 Satd. Flow (perm) 1770 3539 3525 0 1691 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 3 27 Link Speed (mph) 40 40 15 Link Distance (ft) 220 223 231 Travel Time (s) 3.8 3.8 10.5 Peak Hour Factor 0.75 0.94 0.91 0.54 0.82 0.84 Adj. Flow (vph) 32 1241 1044 28 80 88 Shared Lane Traffic (%) Lane Group Flow (vph) 32 1241 1072 0 168 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 Detector Template Left Thru Thru Left Leading Detector (ft) 20 100 100 20 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot NA NA Prot Protected Phases 1 12 2 3 Permitted Phases Detector Phase 1 12 2 3 Switch Phase Minimum Initial (s) 18.0 114.0 40.0 Existing Conditions AM 6/19/2018 Baseline Synchro 9 Report Page 1 Existing Conditions AM Page 2 --j. 4--- A, \,.. 4/ Lane Group EBL EBT WBT WBR SBL SBR Minimum Split (s) 22.5 120.5 44.5 Total Split (s) 23.0 120.5 44.5 Total Split (%) 12.2% 64.1% 23.7% Maximum Green (s) 18.5 116.0 40.0 Yellow Time (s) 4.0 4.0 4.0 All -Red Time (s) 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Walk Time (s) 22.0 Flash Dont Walk (s) 11.0 Pedestrian Calls (Whr) 0 Act Effct Green (s) 18.5 137.0 114.0 40.0 Actuated g/C Ratio 0.10 0.74 0.61 0.22 v/c Ratio 0.18 0.48 0.50 0.44 Control Delay 79.7 10.7 20.9 56.8 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 79.7 10.7 20.9 56.8 LOS E B C E Approach Delay 12.4 20.9 56.8 Approach LOS B C E Intersection Summary Area Type: Other Cycle Length: 188 Actuated Cycle Length: 186 Natural Cycle: 190 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.50 Intersection Signal Delay: 19.0 Intersection LOS: B Intersection Capacity Utilization 135.8% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 3: -401 ±:;�2 1 11-03 B s 1 1120.5s 1 144.5s Existing Conditions AM 6/19/2018 Baseline Synchro 9 Report Page 2 With Proposed Project Access NW 7Th St. (AM) Page 1 --j. 4--- A, \,.- 4/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations tt 4"I- y Traffic Volume (vph) 124 1167 950 97 185 238 Future Volume (vph) 124 1167 950 97 185 238 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 0.95 1.00 1.00 Frt 0.978 0.923 Flt Protected 0.950 0.979 Satd. Flow (prot) 1770 3539 3461 0 1683 0 Flt Permitted 0.950 0.979 Satd. Flow (perm) 1770 3539 3461 0 1683 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 19 32 Link Speed (mph) 40 40 15 Link Distance (ft) 220 223 231 Travel Time (s) 3.8 3.8 10.5 Peak Hour Factor 0.75 0.94 0.91 0.54 0.84 0.82 Adj. Flow (vph) 165 1241 1044 180 220 290 Shared Lane Traffic (%) Lane Group Flow (vph) 165 1241 1224 0 510 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 Detector Template Left Thru Thru Left Leading Detector (ft) 20 100 100 20 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot NA NA Prot Protected Phases 1 12 2 3 Permitted Phases Detector Phase 1 12 2 3 Switch Phase Minimum Initial (s) 18.0 114.0 40.0 With Proposed Project Access NW 7Th St. (AM) 6/27/2018 Baseline Synchro 9 Report Page 1 With Proposed Project Access NW 7Th St. (AM) Page 2 --j. 4--- A, \,.- 4/ Lane Group EBL EBT WBT WBR SBL SBR Minimum Split (s) 22.5 120.5 44.5 Total Split (s) 23.0 120.5 44.5 Total Split (%) 12.2% 64.1% 23.7% Maximum Green (s) 20.5 116.0 40.0 Yellow Time (s) 2.0 4.0 4.0 All -Red Time (s) 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 2.5 4.5 4.5 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Walk Time (s) 22.0 Flash Dont Walk (s) 11.0 Pedestrian Calls (Whr) 0 Act Effct Green (s) 20.5 139.4 114.4 40.0 Actuated g/C Ratio 0.11 0.75 0.61 0.21 v/c Ratio 0.85 0.47 0.57 1.32 Control Delay 114.7 9.8 22.4 210.9 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 114.7 9.8 22.4 210.9 LOS F A C F Approach Delay 22.1 22.4 210.9 Approach LOS C C F Intersection Summary Area Type: Other Cycle Length: 188 Actuated Cycle Length: 186.4 Natural Cycle: 190 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 1.32 Intersection Signal Delay: 52.9 Intersection LOS: D Intersection Capacity Utilization 143.5% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 3: -401 ±:;�2 1 11-03 Bs 1 1120.5s 144.5s With Proposed Project Access NW 7Th St. (AM) 6/27/2018 Baseline Synchro 9 Report Page 2 With Proposed Project Access NW 7th St. and NW 47 Ave. (AM) Page 1 --*, 4--- A, \*� 4/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations tt 4"I- y Traffic Volume (vph) 124 1167 950 61 126 238 Future Volume (vph) 124 1167 950 61 126 238 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 0.95 1.00 1.00 Frt 0.985 0.911 Flt Protected 0.950 0.983 Satd. Flow (prot) 1770 3539 3486 0 1668 0 Flt Permitted 0.950 0.983 Satd. Flow (perm) 1770 3539 3486 0 1668 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 11 47 Link Speed (mph) 40 40 15 Link Distance (ft) 220 223 231 Travel Time (s) 3.8 3.8 10.5 Peak Hour Factor 0.75 0.94 0.91 0.54 0.84 0.82 Adj. Flow (vph) 165 1241 1044 113 150 290 Shared Lane Traffic (%) Lane Group Flow (vph) 165 1241 1157 0 440 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 Detector Template Left Thru Thru Left Leading Detector (ft) 20 100 100 20 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot NA NA Prot Protected Phases 1 12 2 3 Permitted Phases Detector Phase 1 12 2 3 Switch Phase Minimum Initial (s) 18.0 114.0 40.0 With Proposed Project Access NW 7th St. and NW 47 Ave. (AM) 6/27/2018 Baseline Synchro 9 Report Page 1 With Proposed Project Access NW 7th St. and NW 47 Ave. (AM) Page 2 --*, 4--- A, \*� 4/ Lane Group EBL EBT WBT WBR SBL SBR Minimum Split (s) 22.5 120.5 44.5 Total Split (s) 23.0 120.5 44.5 Total Split (%) 12.2% 64.1% 23.7% Maximum Green (s) 20.5 116.0 40.0 Yellow Time (s) 2.0 4.0 4.0 All -Red Time (s) 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 2.5 4.5 4.5 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Walk Time (s) 22.0 Flash Dont Walk (s) 11.0 Pedestrian Calls (Whr) 0 Act Effct Green (s) 20.5 139.0 114.0 40.0 Actuated g/C Ratio 0.11 0.75 0.61 0.22 v/c Ratio 0.85 0.47 0.54 1.11 Control Delay 114.2 9.8 21.8 136.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 114.2 9.8 21.8 136.3 LOS F A C F Approach Delay 22.1 21.8 136.3 Approach LOS C C F Intersection Summary Area Type: Other Cycle Length: 188 Actuated Cycle Length: 186 Natural Cycle: 190 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 1.11 Intersection Signal Delay: 38.7 Intersection LOS: D Intersection Capacity Utilization 143.5% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 3: -401 ±:;�2 1 11-03 Bs 1 1120.5s 144.5s With Proposed Project Access NW 7th St. and NW 47 Ave. (AM) 6/27/2018 Baseline Synchro 9 Report Page 2 PM Existing Conditions Page 1 --j. 4--- 4-- \,.- 4/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations tt 4"I- y Traffic Volume (vph) 76 1098 1235 59 30 36 Future Volume (vph) 76 1098 1235 59 30 36 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 0.95 1.00 1.00 Frt 0.992 0.926 Flt Protected 0.950 0.978 Satd. Flow (prot) 1770 3539 3511 0 1687 0 Flt Permitted 0.950 0.978 Satd. Flow (perm) 1770 3539 3511 0 1687 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 6 29 Link Speed (mph) 40 40 15 Link Distance (ft) 220 223 231 Travel Time (s) 3.8 3.8 10.5 Peak Hour Factor 0.73 0.96 0.89 0.74 0.75 0.75 Adj. Flow (vph) 104 1144 1388 80 40 48 Shared Lane Traffic (%) Lane Group Flow (vph) 104 1144 1468 0 88 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 Detector Template Left Thru Thru Left Leading Detector (ft) 20 100 100 20 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot NA NA Prot Protected Phases 1 12 2 3 Permitted Phases Detector Phase 1 12 2 3 Switch Phase Minimum Initial (s) 18.0 114.0 40.0 PM Existing Conditions 4:00 pm 6/19/2018 Baseline Synchro 9 Report Page 1 PM Existing Conditions Page 2 --j. 4--- A, \,.. 4/ Lane Group EBL EBT WBT WBR SBL SBR Minimum Split (s) 22.5 120.5 44.5 Total Split (s) 23.0 120.5 44.5 Total Split (%) 12.2% 64.1% 23.7% Maximum Green (s) 18.5 116.0 40.0 Yellow Time (s) 4.0 4.0 4.0 All -Red Time (s) 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Walk Time (s) 22.0 Flash Dont Walk (s) 11.0 Pedestrian Calls (Whr) 0 Act Effct Green (s) 18.5 137.8 114.8 40.0 Actuated g/C Ratio 0.10 0.74 0.61 0.21 v/c Ratio 0.59 0.44 0.68 0.23 Control Delay 95.4 10.1 25.7 42.2 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 95.4 10.1 25.7 42.2 LOS F B C D Approach Delay 17.2 25.7 42.2 Approach LOS B C D Intersection Summary Area Type: Other Cycle Length: 188 Actuated Cycle Length: 186.8 Natural Cycle: 190 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.68 Intersection Signal Delay: 22.5 Intersection LOS: C Intersection Capacity Utilization 135.8% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 3: -401 ±:;�2 3 B s 1 1120.5s 144.5s PM Existing Conditions 4:00 pm 6/19/2018 Baseline Synchro 9 Report Page 2 With Proposed Project Access NW7th St. (PM) Page 1 --j. 4--- A, \,.- 4/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations tt 4"I- y Traffic Volume (vph) 232 1098 1235 185 122 164 Future Volume (vph) 232 1098 1235 185 122 164 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 0.95 1.00 1.00 Frt 0.977 0.923 Flt Protected 0.950 0.979 Satd. Flow (prot) 1770 3539 3458 0 1683 0 Flt Permitted 0.950 0.979 Satd. Flow (perm) 1770 3539 3458 0 1683 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 21 33 Link Speed (mph) 40 40 15 Link Distance (ft) 220 223 231 Travel Time (s) 3.8 3.8 10.5 Peak Hour Factor 0.73 0.97 0.89 0.74 0.75 0.75 Adj. Flow (vph) 318 1132 1388 250 163 219 Shared Lane Traffic (%) Lane Group Flow (vph) 318 1132 1638 0 382 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 Detector Template Left Thru Thru Left Leading Detector (ft) 20 100 100 20 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot NA NA Prot Protected Phases 1 12 2 3 Permitted Phases Detector Phase 1 12 2 3 Switch Phase Minimum Initial (s) 18.0 114.0 40.0 With Proposed Project Access NW7th St. (PM) 6/27/2018 Baseline Synchro 9 Report Page 1 With Proposed Project Access NW7th St. (PM) Page 2 1 \,,.o3 122.5s 1 1120.5s --j. 4--- A, \,.- 4/ Lane Group EBL EBT WBT WBR SBL SBR Minimum Split (s) 22.5 120.5 44.5 Total Split (s) 22.5 120.5 44.5 Total Split (%) 12.0% 64.3% 23.7% Maximum Green (s) 20.0 116.0 40.0 Yellow Time (s) 2.0 4.0 4.0 All -Red Time (s) 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 2.5 4.5 4.5 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Walk Time (s) 22.0 Flash Dont Walk (s) 11.0 Pedestrian Calls (Whr) 0 Act Effct Green (s) 20.0 139.7 115.2 40.0 Actuated g/C Ratio 0.11 0.75 0.62 0.21 v/c Ratio 1.68 0.43 0.77 0.99 Control Delay 373.7 9.3 28.6 107.9 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 373.7 9.3 28.6 107.9 LOS F A C F Approach Delay 89.2 28.6 107.9 Approach LOS F C F Intersection Summary Area Type: Other Cycle Length: 187.5 Actuated Cycle Length: 186.7 Natural Cycle: 190 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 1.68 Intersection Signal Delay: 62.6 Intersection LOS: E Intersection Capacity Utilization 154.2% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 3: 01 UO2 1 \,,.o3 122.5s 1 1120.5s 1 144.5s With Proposed Project Access NW7th St. (PM) 6/27/2018 Baseline Synchro 9 Report Page 2 With Proposed Project Access NW 7th St. and NW 47 Ave. (PM) Page 1 --*, 4--- A, \*� 4/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations tt 4"I- y Traffic Volume (vph) 232 1098 1235 129 76 164 Future Volume (vph) 232 1098 1235 129 76 164 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 0.95 1.00 1.00 Frt 0.983 0.908 Flt Protected 0.950 0.984 Satd. Flow (prot) 1770 3539 3479 0 1664 0 Flt Permitted 0.950 0.984 Satd. Flow (perm) 1770 3539 3479 0 1664 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 13 53 Link Speed (mph) 40 40 15 Link Distance (ft) 220 223 231 Travel Time (s) 3.8 3.8 10.5 Peak Hour Factor 0.73 0.96 0.89 0.74 0.75 0.75 Adj. Flow (vph) 318 1144 1388 174 101 219 Shared Lane Traffic (%) Lane Group Flow (vph) 318 1144 1562 0 320 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 Detector Template Left Thru Thru Left Leading Detector (ft) 20 100 100 20 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot NA NA Prot Protected Phases 1 12 2 3 Permitted Phases Detector Phase 1 12 2 3 Switch Phase Minimum Initial (s) 18.0 114.0 40.0 With Proposed Project Access NW 7th St. and NW 47 Ave. (PM) 12:00 pm 6/27/2018 Baseline Synchro 9 Report Page 1 With Proposed Project Access NW 7th St. and NW 47 Ave. (PM) Page 2 --*, 4--- A, \*� 4/ Lane Group EBL EBT WBT WBR SBL SBR Minimum Split (s) 22.5 120.5 44.5 Total Split (s) 23.0 120.5 44.5 Total Split (%) 12.2% 64.1% 23.7% Maximum Green (s) 20.5 116.0 40.0 Yellow Time (s) 2.0 4.0 4.0 All -Red Time (s) 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 2.5 4.5 4.5 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Walk Time (s) 22.0 Flash Dont Walk (s) 11.0 Pedestrian Calls (Whr) 0 Act Effct Green (s) 20.5 140.1 115.1 40.0 Actuated g/C Ratio 0.11 0.75 0.62 0.21 v/c Ratio 1.64 0.43 0.73 0.81 Control Delay 355.7 9.3 27.4 74.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 355.7 9.3 27.4 74.3 LOS F A C E Approach Delay 84.6 27.4 74.3 Approach LOS F C E Intersection Summary Area Type: Other Cycle Length: 188 Actuated Cycle Length: 187.1 Natural Cycle: 190 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 1.64 Intersection Signal Delay: 56.9 Intersection LOS: E Intersection Capacity Utilization 154.2% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 3: -401 ±:;�2 1 11-03 Bs 1 1120.5s 144.5s With Proposed Project Access NW 7th St. and NW 47 Ave. (PM) 12:00 pm 6/27/2018 Baseline Synchro 9 Report Page 2 Projected year 2023 Existing Conditions AM Page 1 --j. 4--- A, \,.- 4/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations tt 4"I- y Traffic Volume (vph) 26 1282 1044 16 73 81 Future Volume (vph) 26 1282 1044 16 73 81 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 0.95 1.00 1.00 Frt 0.996 0.930 Flt Protected 0.950 0.977 Satd. Flow (prot) 1770 3539 3525 0 1693 0 Flt Permitted 0.950 0.977 Satd. Flow (perm) 1770 3539 3525 0 1693 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 3 26 Link Speed (mph) 40 40 15 Link Distance (ft) 220 223 231 Travel Time (s) 3.8 3.8 10.5 Peak Hour Factor 0.75 0.94 0.91 0.54 0.82 0.84 Adj. Flow (vph) 35 1364 1147 30 89 96 Shared Lane Traffic (%) Lane Group Flow (vph) 35 1364 1177 0 185 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 Detector Template Left Thru Thru Left Leading Detector (ft) 20 100 100 20 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot NA NA Prot Protected Phases 1 12 2 3 Permitted Phases Detector Phase 1 12 2 3 Switch Phase Minimum Initial (s) 18.0 114.0 40.0 Projected year 2023 Existing Conditions AM 6/19/2018 Baseline Synchro 9 Report Page 1 Projected year 2023 Existing Conditions AM Page 2 --j. 4--- A, \,.. 4/ Lane Group EBL EBT WBT WBR SBL SBR Minimum Split (s) 22.5 120.5 44.5 Total Split (s) 23.0 120.5 44.5 Total Split (%) 12.2% 64.1% 23.7% Maximum Green (s) 18.5 116.0 40.0 Yellow Time (s) 4.0 4.0 4.0 All -Red Time (s) 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Walk Time (s) 22.0 Flash Dont Walk (s) 11.0 Pedestrian Calls (Whr) 0 Act Effct Green (s) 18.5 137.4 114.4 40.0 Actuated g/C Ratio 0.10 0.74 0.61 0.21 v/c Ratio 0.20 0.52 0.54 0.48 Control Delay 80.5 11.3 22.0 59.7 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 80.5 11.3 22.0 59.7 LOS F B C E Approach Delay 13.1 22.0 59.7 Approach LOS B C E Intersection Summary Area Type: Other Cycle Length: 188 Actuated Cycle Length: 186.4 Natural Cycle: 190 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.54 Intersection Signal Delay: 20.0 Intersection LOS: B Intersection Capacity Utilization 135.8% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 3: -401 ±:;�2 1 11-03 B s 1 1120.5s 1 144.5s Projected year 2023 Existing Conditions AM 6/19/2018 Baseline Synchro 9 Report Page 2 Projected year 2023 With Proposed Project Access NW 7Th St. (AM) Page 1 --*, 4--- A, \*� 4/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations tt 4"I- y Traffic Volume (vph) 150 1282 1044 113 258 319 Future Volume (vph) 150 1282 1044 113 258 319 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 0.95 1.00 1.00 Frt 0.977 0.925 Flt Protected 0.950 0.978 Satd. Flow (prot) 1770 3539 3458 0 1685 0 Flt Permitted 0.950 0.978 Satd. Flow (perm) 1770 3539 3458 0 1685 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 21 31 Link Speed (mph) 40 40 15 Link Distance (ft) 220 223 231 Travel Time (s) 3.8 3.8 10.5 Peak Hour Factor 0.75 0.94 0.91 0.54 0.84 0.82 Adj. Flow (vph) 200 1364 1147 209 307 389 Shared Lane Traffic (%) Lane Group Flow (vph) 200 1364 1356 0 696 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 Detector Template Left Thru Thru Left Leading Detector (ft) 20 100 100 20 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot NA NA Prot Protected Phases 1 12 2 3 Permitted Phases Detector Phase 1 12 2 3 Switch Phase Minimum Initial (s) 18.0 114.0 40.0 Projected year 2023 With Proposed Project Access NW 7Th St. (AM) 6/27/2018 Baseline Synchro 9 Report Page 1 Projected year 2023 With Proposed Project Access NW 7Th St. (AM) Page 2 --*, 4--- A, \*� 4/ Lane Group EBL EBT WBT WBR SBL SBR Minimum Split (s) 22.5 120.5 44.5 Total Split (s) 23.0 120.5 44.5 Total Split (%) 12.2% 64.1% 23.7% Maximum Green (s) 20.5 116.0 40.0 Yellow Time (s) 2.0 4.0 4.0 All -Red Time (s) 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 2.5 4.5 4.5 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Walk Time (s) 22.0 Flash Dont Walk (s) 11.0 Pedestrian Calls (Whr) 0 Act Effct Green (s) 20.5 139.8 114.8 40.0 Actuated g/C Ratio 0.11 0.75 0.61 0.21 v/c Ratio 1.03 0.52 0.64 1.81 Control Delay 149.7 10.4 24.0 410.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 149.7 10.4 24.0 410.3 LOS F B C F Approach Delay 28.2 24.0 410.3 Approach LOS C C F Intersection Summary Area Type: Other Cycle Length: 188 Actuated Cycle Length: 186.8 Natural Cycle: 190 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 1.81 Intersection Signal Delay: 100.2 Intersection LOS: F Intersection Capacity Utilization 154.7% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 3: -401 ±:;�2 1 11-03 Bs 1 1120.5s 1 144.5s Projected year 2023 With Proposed Project Access NW 7Th St. (AM) 6/27/2018 Baseline Synchro 9 Report Page 2 Projected year 2023 With Proposed Project Access NW 7Th St. and NW 47 Ave. (AM) Page 1 Projected year 2023 With Proposed Project Access NW 7Th St. and NW 47 Ave. (AM) 6/27/2018 Baseline Synchro 9 Report Page 1 --j. 4--- A, \,.- 4/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations tt 4"I- y Traffic Volume (vph) 150 1282 1044 77 199 319 Future Volume (vph) 150 1282 1044 77 199 319 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 0.95 1.00 1.00 Frt 0.983 0.916 Flt Protected 0.950 0.981 Satd. Flow (prot) 1770 3539 3479 0 1674 0 Flt Permitted 0.950 0.981 Satd. Flow (perm) 1770 3539 3479 0 1674 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 13 40 Link Speed (mph) 40 40 15 Link Distance (ft) 220 223 231 Travel Time (s) 3.8 3.8 10.5 Peak Hour Factor 0.75 0.94 0.91 0.54 0.84 0.82 Adj. Flow (vph) 200 1364 1147 143 237 389 Shared Lane Traffic (%) Lane Group Flow (vph) 200 1364 1290 0 626 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 Detector Template Left Thru Thru Left Leading Detector (ft) 20 100 100 20 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot NA NA Prot Protected Phases 1 12 2 3 Permitted Phases Detector Phase 1 12 2 3 Switch Phase Minimum Initial (s) 18.0 114.0 40.0 Projected year 2023 With Proposed Project Access NW 7Th St. and NW 47 Ave. (AM) 6/27/2018 Baseline Synchro 9 Report Page 1 Projected year 2023 With Proposed Project Access NW 7Th St. and NW 47 Ave. (AM) Page 2 --*, 4--- A, \*� 4/ Lane Group EBL EBT WBT WBR SBL SBR Minimum Split (s) 22.5 120.5 44.5 Total Split (s) 23.0 120.5 44.5 Total Split (%) 12.2% 64.1% 23.7% Maximum Green (s) 20.5 116.0 40.0 Yellow Time (s) 2.0 4.0 4.0 All -Red Time (s) 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 2.5 4.5 4.5 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Walk Time (s) 22.0 Flash Dont Walk (s) 11.0 Pedestrian Calls (Whr) 0 Act Effct Green (s) 20.5 139.4 114.4 40.0 Actuated g/C Ratio 0.11 0.75 0.61 0.21 v/c Ratio 1.03 0.52 0.60 1.61 Control Delay 149.1 10.5 23.3 323.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 149.1 10.5 23.3 323.3 LOS F B C F Approach Delay 28.2 23.3 323.3 Approach LOS C C F Intersection Summary Area Type: Other Cycle Length: 188 Actuated Cycle Length: 186.4 Natural Cycle: 190 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 1.61 Intersection Signal Delay: 79.4 Intersection LOS: E Intersection Capacity Utilization 154.2% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 3: -401 ±:;�2 1 11-03 Bs 1 1120.5s 1 144.5s Projected year 2023 With Proposed Project Access NW 7Th St. and NW 47 Ave. (AM) 6/27/2018 Baseline Synchro 9 Report Page 2 Projected year 2023 Existing Conditions (PM) Page 1 --j. 4--- A, \,.- 4/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations tt 4"I- y Traffic Volume (vph) 83 1206 1357 65 33 40 Future Volume (vph) 83 1206 1357 65 33 40 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 0.95 1.00 1.00 Frt 0.992 0.926 Flt Protected 0.950 0.978 Satd. Flow (prot) 1770 3539 3511 0 1687 0 Flt Permitted 0.950 0.978 Satd. Flow (perm) 1770 3539 3511 0 1687 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 6 29 Link Speed (mph) 40 40 15 Link Distance (ft) 220 223 231 Travel Time (s) 3.8 3.8 10.5 Peak Hour Factor 0.73 0.96 0.89 0.74 0.75 0.75 Adj. Flow (vph) 114 1256 1525 88 44 53 Shared Lane Traffic (%) Lane Group Flow (vph) 114 1256 1613 0 97 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 Detector Template Left Thru Thru Left Leading Detector (ft) 20 100 100 20 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot NA NA Prot Protected Phases 1 12 2 3 Permitted Phases Detector Phase 1 12 2 3 Switch Phase Minimum Initial (s) 18.0 114.0 40.0 Projected year 2023 Existing Conditions (PM) 4:00 pm 6/19/2018 Baseline Synchro 9 Report Page 1 Projected year 2023 Existing Conditions (PM) Page 2 --j. 4--- A, \,.. 4/ Lane Group EBL EBT WBT WBR SBL SBR Minimum Split (s) 22.5 120.5 44.5 Total Split (s) 23.0 120.5 44.5 Total Split (%) 12.2% 64.1% 23.7% Maximum Green (s) 18.5 116.0 40.0 Yellow Time (s) 4.0 4.0 4.0 All -Red Time (s) 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Walk Time (s) 22.0 Flash Dont Walk (s) 11.0 Pedestrian Calls (Whr) 0 Act Effct Green (s) 18.5 138.2 115.2 40.0 Actuated g/C Ratio 0.10 0.74 0.62 0.21 v/c Ratio 0.65 0.48 0.75 0.25 Control Delay 99.5 10.7 28.2 44.6 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 99.5 10.7 28.2 44.6 LOS F B C D Approach Delay 18.1 28.2 44.6 Approach LOS B C D Intersection Summary Area Type: Other Cycle Length: 188 Actuated Cycle Length: 187.2 Natural Cycle: 190 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.75 Intersection Signal Delay: 24.2 Intersection LOS: C Intersection Capacity Utilization 135.8% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 3: -401 ±:;�2 3 B s 1 1120.5s 1 144.5s Projected year 2023 Existing Conditions (PM) 4:00 pm 6/19/2018 Baseline Synchro 9 Report Page 2 Projected year 2023 With Proposed Project Access NW7th St. (PM) Page 1 --*, 4--- A, \*� 4/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations tt 4"I- y Traffic Volume (vph) 315 1206 1357 250 155 204 Future Volume (vph) 315 1206 1357 250 155 204 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 0.95 1.00 1.00 Frt 0.973 0.923 Flt Protected 0.950 0.979 Satd. Flow (prot) 1770 3539 3444 0 1683 0 Flt Permitted 0.950 0.979 Satd. Flow (perm) 1770 3539 3444 0 1683 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 26 32 Link Speed (mph) 40 40 15 Link Distance (ft) 220 223 231 Travel Time (s) 3.8 3.8 10.5 Peak Hour Factor 0.73 0.97 0.89 0.74 0.75 0.75 Adj. Flow (vph) 432 1243 1525 338 207 272 Shared Lane Traffic (%) Lane Group Flow (vph) 432 1243 1863 0 479 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 Detector Template Left Thru Thru Left Leading Detector (ft) 20 100 100 20 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot NA NA Prot Protected Phases 1 12 2 3 Permitted Phases Detector Phase 1 12 2 3 Switch Phase Minimum Initial (s) 18.0 114.0 40.0 Projected year 2023 With Proposed Project Access NW7th St. (PM) 6/27/2018 Baseline Synchro 9 Report Page 1 Projected year 2023 With Proposed Project Access NW7th St. (PM) Page 2 --*, 4--- A, \*� 4/ Lane Group EBL EBT WBT WBR SBL SBR Minimum Split (s) 22.5 120.5 44.5 Total Split (s) 22.5 120.5 44.5 Total Split (%) 12.0% 64.3% 23.7% Maximum Green (s) 20.0 116.0 40.0 Yellow Time (s) 2.0 4.0 4.0 All -Red Time (s) 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 2.5 4.5 4.5 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Walk Time (s) 22.0 Flash Dont Walk (s) 11.0 Pedestrian Calls (Whr) 0 Act Effct Green (s) 20.0 140.5 116.0 40.0 Actuated g/C Ratio 0.11 0.75 0.62 0.21 v/c Ratio 2.30 0.47 0.87 1.25 Control Delay 631.1 9.8 34.9 184.0 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 631.1 9.8 34.9 184.0 LOS F A C F Approach Delay 170.0 34.9 184.0 Approach LOS F C F Intersection Summary Area Type: Other Cycle Length: 187.5 Actuated Cycle Length: 187.5 Natural Cycle: 190 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 2.30 Intersection Signal Delay: 109.0 Intersection LOS: F Intersection Capacity Utilization 156.6% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 3: 01 UO2 1 \,,.o3 122.5s 1 1120.5s 1 144.5s Projected year 2023 With Proposed Project Access NW7th St. (PM) 6/27/2018 Baseline Synchro 9 Report Page 2 Projected year 2023 With Proposed Project Access NW7th St. and NW 42 Ave. (PM) Page 1 Projected year 2023 With Proposed Project Access NW7th St. and NW 42 Ave. (PM) 6/27/2018 Baseline Synchro 9 Report Page 1 --j. 4--- A, \,.- 4/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations tt 4"I- y Traffic Volume (vph) 315 1206 1357 194 109 204 Future Volume (vph) 315 1206 1357 194 109 204 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 0.95 1.00 1.00 Frt 0.978 0.912 Flt Protected 0.950 0.983 Satd. Flow (prot) 1770 3539 3461 0 1670 0 Flt Permitted 0.950 0.983 Satd. Flow (perm) 1770 3539 3461 0 1670 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 19 46 Link Speed (mph) 40 40 15 Link Distance (ft) 220 223 231 Travel Time (s) 3.8 3.8 10.5 Peak Hour Factor 0.73 0.97 0.89 0.74 0.75 0.75 Adj. Flow (vph) 432 1243 1525 262 145 272 Shared Lane Traffic (%) Lane Group Flow (vph) 432 1243 1787 0 417 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 Detector Template Left Thru Thru Left Leading Detector (ft) 20 100 100 20 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot NA NA Prot Protected Phases 1 12 2 3 Permitted Phases Detector Phase 1 12 2 3 Switch Phase Minimum Initial (s) 18.0 114.0 40.0 Projected year 2023 With Proposed Project Access NW7th St. and NW 42 Ave. (PM) 6/27/2018 Baseline Synchro 9 Report Page 1 Projected year 2023 With Proposed Project Access NW7th St. and NW 42 Ave. (PM) Page 2 --*, 4--- A, \*� 4/ Lane Group EBL EBT WBT WBR SBL SBR Minimum Split (s) 22.5 120.5 44.5 Total Split (s) 22.5 120.5 44.5 Total Split (%) 12.0% 64.3% 23.7% Maximum Green (s) 20.0 116.0 40.0 Yellow Time (s) 2.0 4.0 4.0 All -Red Time (s) 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 2.5 4.5 4.5 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Walk Time (s) 22.0 Flash Dont Walk (s) 11.0 Pedestrian Calls (Whr) 0 Act Effct Green (s) 20.0 140.1 115.6 40.0 Actuated g/C Ratio 0.11 0.75 0.62 0.21 v/c Ratio 2.30 0.47 0.83 1.06 Control Delay 629.0 9.8 32.3 122.1 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 629.0 9.8 32.3 122.1 LOS F A C F Approach Delay 169.5 32.3 122.1 Approach LOS F C F Intersection Summary Area Type: Other Cycle Length: 187.5 Actuated Cycle Length: 187.1 Natural Cycle: 190 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 2.30 Intersection Signal Delay: 101.2 Intersection LOS: F Intersection Capacity Utilization 156.6% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 3: 01 UO2 1 \,,.o3 122.5s 1 1120.5s 1 144.5s Projected year 2023 With Proposed Project Access NW7th St. and NW 42 Ave. (PM) 6/27/2018 Baseline Synchro 9 Report Page 2 Appendix A Existing Conditions TMC Counts R.J. Behar & Company, Inc. 6869 SW 196 Avenue, Suite 302 Pembroke Pines, FI 33332 Engineers - Planners Blue Lagoon Drive and NW 7th Street Tuesday, June 19, 2018 Groups Printed- Unshifted - Bank 1 File Name : TMC Data Site Code : 00000013 Start Date : 6/19/2018 Page No : 1 - BREAK... 04:00 PM 10 Southbound 12 2 Westbound 15 306 Northbound 1 322 Eastbound 0 0 Start Time Right Thru Left Peds APP mtzl Right Thru Left Peds APP mtzl Right Thru Left Peds APP mtzl Right Thru Left Peds APP T.t.1 InL Total 07:00 AM 31 8 21 0 60 21 77 0 1 99 0 0 0 0 0 0 168 8 0 176 335 07:15 AM 14 0 5 0 19 37 166 0 0 203 0 0 0 0 0 0 255 3 0 258 480 07:30 AM 26 0 19 0 45 3 229 0 1 233 0 0 0 0 0 0 317 3 0 320 598 07:45 AM 22 0 16 2 40 7 230 0 2 239 0 0 0 0 0 0 289 8 1 298 577 Total 93 8 61 2 164 68 702 0 4 774 0 0 0 0 0 0 1029 22 1 1052 1990 08:00 AM 22 0 14 5 41 0 209 0 7 216 0 0 0 1 1 0 267 5 1 273 531 08:15 AM 17 0 16 2 35 4 251 0 3 258 0 0 0 0 0 0 301 6 1 308 601 08:30 AM 13 0 20 3 36 4 260 0 7 271 0 0 0 1 1 0 310 5 7 322 630 08:45 AM 24 0 19 0 43 1 216 0 0 217 0 0 0 0 0 0 282 6 2 290 550 Total 76 0 69 10 155 9 936 0 17 962 0 0 0 2 2 0 1160 22 11 1193 2312 - BREAK... 04:00 PM 10 0 12 2 24 15 306 0 1 322 0 0 0 0 0 0 245 13 1 259 605 04:15 PM 10 0 11 0 21 12 329 0 7 348 0 0 0 0 0 0 272 15 0 287 656 04:30 PM 14 0 5 3 22 5 285 0 2 292 0 0 0 1 1 0 283 9 0 292 607 04:45 PM 8 0 4 3 15 9 296 0 6 311 0 0 0 0 0 0 294 18 1 313 639 Total 42 0 32 8 82 41 1216 0 16 1273 0 0 0 1 1 0 1094 55 2 1151 2507 05:00 PM 12 0 8 1 21 20 256 0 7 283 0 0 0 1 1 0 265 9 0 274 579 05:15 PM 6 0 5 2 13 12 315 0 2 329 0 0 0 0 0 0 273 22 1 296 638 05:30 PM 7 0 7 1 15 18 318 0 5 341 0 0 0 2 2 0 276 26 0 302 660 05:45 PM 11 0 10 0 21 9 346 0 2 357 0 0 0 1 1 0 284 19 0 303 682 Total 36 0 30 4 70 59 1235 0 16 1310 0 0 0 4 4 0 1098 76 1 1175 2559 Grand Total 247 8 192 24 471 177 4089 0 53 4319 0 0 0 7 7 0 4381 175 15 4571 9368 Appreh % 52.4 1.7 40.8 5.1 4.1 94.7 0 1.2 0 0 0 100 0 95.8 3.8 0.3 Total % 2.6 0.1 2 0.3 5 1.9 43.6 0 0.6 46.1 0 0 0 0.1 0.1 0 46.8 1.9 0.2 48.8 Unshifted 247 8 192 22 469 177 4054 4347 % Unshifted 100 100 100 91.7 99.6 100 99.1 0 84.9 99 0 0 0 71.4 71.4 0 99.2 100 80 99.2 99.1 Bank 1 0 0 0 2 2 0 35 0 8 43 0 0 0 2 2 0 34 0 3 37 84 % Bank 1 0 0 0 8.3 0.4 0 0.9 0 15.1 1 0 0 0 28.6 28.6 0 0.8 0 20 0.8 0.9 R.J. Behar & Company, Inc. 6869 SW 196 Avenue, Suite 302 Pembroke Pines, FI 33332 Engineers - Planners Blue Lagoon Drive and NW 7th Street Tuesday, June 19, 2018 File Name : TMC Data Site Code : 00000013 Start Date : 6/19/2018 Page No : 2 Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds APP meal Right Thru Left Peds App mczi Right Thru Left Peds nPv TMI Right Thru Left Peds nvv TMI Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 22 0 16 2 40 7 230 0 2 239 0 0 0 0 0 0 289 8 1 298 577 08:00 AM 22 0 14 5 41 0 209 0 7 216 0 0 0 1 1 0 267 5 1 273 531 08:15 AM 17 0 16 2 35 4 251 0 3 258 0 0 0 0 0 0 301 6 1 308 601 08:30 AM 13 0 20 3 36 4 260 0 7 271 0 0 0 1 1 0 310 5 7 322 630 Total volume 74 0 66 12 152 15 950 0 19 984 0 0 0 2 2 0 1167 24 10 1201 2339 App. Total 48.7 0 43.4 7.9 1.5 96.5 0 1.9 0 0 0 100 0 97.2 2 0.8 PHF .841 .000 .825 .600 .927 .536 .913 .000 .679 .908 .000 .000 .000 .500 .500 .000 .941 .750 .357 .932 .928 Unshifted 74 0 66 10 150 15 940 0 19 974 0 0 0 1 1 0 1157 Unshifted 100 0 100 83.3 98.7 100 98.9 0 100 99.0 0 0 0 50.0 50.0 0 99.1 100 70.0 98.9 98.9 Bank 1 0 0 0 2 2 0 10 0 0 10 0 0 0 1 1 0 10 0 3 13 26 % Bank 1 0 0 0 16.7 1.3 0 1.1 0 0 1.0 0 0 0 50.0 50.0 0 0.9 0 30.0 1.1 1.1 N M (0 O N -, n'CZ, N O N V N� F N cc J 0 Cn W W N O W C N O F vo z 000� �� 1 U A 0 E; N _ �a p O p Out In Total 39 150 189 0 2 2 39 152 191 74� 66 10 0 0 0 2 74 0 66 12 Right Thr Left Peds Peak Hour Data North Peak Hour Begins at 07:45 A Unshifted Bank 1 F+ Left Thru Right Peds 0 00 1 0 0 0 1 01 01 01 2 0 2A21 Out In Total OCn 0 Cn W W N O W (0 O C U A 0 E; _ p O p O O O a� � N JOJ— Ncov �' cooco R.J. Behar & Company, Inc. 6869 SW 196 Avenue, Suite 302 Pembroke Pines, FI 33332 Engineers - Planners Blue Lagoon Drive and NW 7th Street Tuesday, June 19, 2018 File Name : TMC Data Site Code : 00000013 Start Date : 6/19/2018 Page No : 3 Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Beqins at 05:00 PM 05:00 PM Southbound Westbound Northbound Eastbound Start 20 256 0 7 283 0 0 0 1 1 0 265 9 0 274 579 05:15 PM 6 0 5 Time Right Thru Left Peds nvo mrai Right Thru Left Peds nvv TMI Right Thru Left Peds nvo TMI Right Thru Left Peds nov mai Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Beqins at 05:00 PM 05:00 PM 12 0 8 1 21 20 256 0 7 283 0 0 0 1 1 0 265 9 0 274 579 05:15 PM 6 0 5 2 13 12 315 0 2 329 0 0 0 0 0 0 273 22 1 296 638 05:30 PM 7 0 7 1 15 18 318 0 5 341 0 0 0 2 2 0 276 26 0 302 660 05:45 PM 11 0 10 0 21 9 346 0 2 357 0 0 0 1 1 0 284 19 0 303 682 Total volume 36 0 30 4 70 59 1235 0 16 1310 0 0 0 4 4 0 1098 76 1 1175 2559 App. Total 51.4 0 42.9 5.7 4.5 94.3 0 1.2 0 0 0 100 0 93.4 6.5 0.1 PHF .750 .000 .750 .500 .833 .738 .892 .000 .571 .917 .000 .000 .000 .500 .500 .000 .967 .731 .250 .969 .938 Unshifted 36 0 30 4 70 59 1227 1089 Unshifted 100 0 100 100 100 100 99.4 0 68.8 99.0 0 0 0 75.0 75.0 0 99.2 100 100 99.2 99.1 Bank 1 0 0 0 0 0 0 8 0 5 13 0 0 0 1 1 0 9 0 0 9 23 % Bank 1 0 0 0 0 0 0 0.6 0 31.3 1.0 0 0 0 25.0 25.0 0 0.8 0 0 0.8 0.9 rn�co oc�� F N N cooco J O ) .-I mO)N i ro 000� 1 OO r N N — W a a Out In Total F 205] 1 01 135 70 205 36 30 4 0 0 0 0 36 0 30 4 Right Tju Left Peds Peak Hour Data North Peak Hour Begins at 05:00 PIM Unshifted Bank 1 F+ Left Thru Ri ht Peds 0 0 0 3 0 0 0 1 0 0 0 4 0 4 [14 Out In Total C(OO (0 W (O (O 4--= N N 2 coN cn a v 000 N N � m m N Appendix B ITE Trip Generation Tables High -Rise Apartment (222) Average Vehicle Trip Ends vs: Dwelling Units 4n a: Weekday Number of Studies: 9 Avg. Number of Dwelling Units: 435 Directional Distribution: 50% entering, 50% exiting Trin Generation per Dwelling Unit Average Rate Range at Rates Standard Deviation 4.20 3.00 - 6.45 2.32 Plat and Eaivation 4,000 3,000 uLJ H 1,000 0 100 200 300 400 500 600 700 800 900 1000 X = Number of Dwelling Units X Actual Data Points Fitted Curve Average Mate Fitted Curve Equation: Ln(T) = 4.83 Ln(X) + 2.50 R2 = 0.82 Trip Generation, 9th Edition e Institute of Transportation Engineers 376 High -Rise Apartment (222) Average Vehicle Trip Ends vs: Dwelling Units On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. Number of Studies: 17 Avg. Number of Dwelling Units: 420 Directional Distribution: 25% entering, 75% exiting Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 0.30 0.18 - 0.47 0.55 Data Plot and Equation 400 300 z 100 0 0 100 200 300 400 500 600 700 800 900 1000 1100 X m Number of Dwelling Units X Actual Data Points Fitted Curve ------ Average Hate Fitted Curve Equation: Ln(T) = 0.99 Ln(X) -1.14 R2 ; 0.88 376 Trip Generation, 9th Edition • Institute of Transportation Engineers High -Rise Apartment (222) Average Vehicle Trip Ends vs: Dwelling Units On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m, Number of Studies: 17 Avg. Number of Dwelling Units: 420 Directional Distribution: 61 % entering, 39% exiting Trip Generation per Dwelling Unit Average Rate Range of Hates Standard Deviation 0.35 0.23 - 0.50 0.59 Data Plot and Equation 400 300 z 100 ........ ....... ..... X X X X X X X X.........------------------- X X (X X. 0 100 200 300 400 500 600 700 800 900 1000 1100 X W Number of Dwelling Units X Actual Data Points Fitted Curve ------ Average Hate Fitted Curve Equation: T = 0.32(X) + 12.30 R2 = 0.92 Trip Generation, 9th Edition • Institute of Transportation Engineers 377 Hotel (310) Average Vehicle Trip Ends vs: Occupied Rooms On a: Weekday Number of Studies: 4 Average Number of Occupied Rooms: 216 Directional Distribution: 50% entering, 50% exiting Trin Generation per Occupied Room Average Rate Range.of Rates Standard Deviation 8,92 4.14 - 17.44 6.04 uala riui u[ju r-yudtivit 4,000 3,000 U) iu 'N i". U Q) 2,000 N Ctl N i 1,000 0 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 X = Number of Occupied Rooms X Actual Data Paints ------ Average Mate Fitted Curve Equation: Not given R2 = **** 604 Trip Generation, 9th Edition 9 Institute of Transportation Engineers X 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 X = Number of Occupied Rooms X Actual Data Paints ------ Average Mate Fitted Curve Equation: Not given R2 = **** 604 Trip Generation, 9th Edition 9 Institute of Transportation Engineers Hotel (310) Average Vehicle Trip Ends vs. Occupied Rooms On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. Number of Studies: 17 Average Number of Occupied Rooms'. 256 Directional Distribution: 58% entering, 42% exiting Trip Generation per Occupied Room Average Rate Range of Rates Standard Deviation 0.67 0.35 - 1.10 0.84 Data Plot and Equation 500 400 e LU 300 as U L tl� U7 m 200 Q H 100 0 X 'X ---------- XIr ----------- X X - X X X --- ---- X --------X .............. ,X X X ; X 100 200 300 400 500 X = Number of Occupied Rooms X Aotuai Data Points Fitted Curve ------ Average Rate Fitted Curve Equation. T = 0.78(X) - 29.80 R2 = 0.69 Trip Generation, 9th Edition 0 institute of Transportation Engineers 605 Hotel (3 0) Average Vehicle Trip Ends vs: Occupied Rooms On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Number of Studies: 20 Average Number of Occupied Rooms: 243 51% exiting Directional Distribution: 49% entering, Trip Generation per Occupied Room Average Rate Range of Rates Trip Deviation 0.70 0.25 - 1.11 0.87 Data Plot and Equation 606 Trip Generation, 9th Edition a Institute of Transportation Frigineers 500 400 -------- ------------ ------ I ---------------- LU 300 ------------ �. X X X ; ......... N% zoa----------- ----- ,X ---X-----. Q X ; F X X ; goo----------- ---...X' ------------- X x X x 0o toa zcc 300 400 500 X = Number of occupied Rooms ------ Average Rate X Actual Data Points Fitted Curve Equation: Not Given 606 Trip Generation, 9th Edition a Institute of Transportation Frigineers Appendix C LOS Analysis Reports Existing Conditions AM Page 1 --j. 4--- A, \,.- 4/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations tt 4"I- y Traffic Volume (vph) 24 1167 950 15 66 74 Future Volume (vph) 24 1167 950 15 66 74 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 0.95 1.00 1.00 Frt 0.996 0.929 Flt Protected 0.950 0.977 Satd. Flow (prot) 1770 3539 3525 0 1691 0 Flt Permitted 0.950 0.977 Satd. Flow (perm) 1770 3539 3525 0 1691 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 3 27 Link Speed (mph) 40 40 15 Link Distance (ft) 220 223 231 Travel Time (s) 3.8 3.8 10.5 Peak Hour Factor 0.75 0.94 0.91 0.54 0.82 0.84 Adj. Flow (vph) 32 1241 1044 28 80 88 Shared Lane Traffic (%) Lane Group Flow (vph) 32 1241 1072 0 168 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 Detector Template Left Thru Thru Left Leading Detector (ft) 20 100 100 20 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot NA NA Prot Protected Phases 1 12 2 3 Permitted Phases Detector Phase 1 12 2 3 Switch Phase Minimum Initial (s) 18.0 114.0 40.0 Existing Conditions AM 6/19/2018 Baseline Synchro 9 Report Page 1 Existing Conditions AM Page 2 � � A, \*� 4/ Lane Group EBL EBT WBT WBR SBL SBR Minimum Split (s) 22.5 120.5 44.5 Total Split (s) 23.0 120.5 44.5 Total Split (%) 12.2% 64.1% 23.7% Maximum Green (s) 18.5 116.0 40.0 Yellow Time (s) 4.0 4.0 4.0 All -Red Time (s) 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Walk Time (s) 22.0 Flash Dont Walk (s) 11.0 Pedestrian Calls (Whr) 0 Act Effct Green (s) 18.5 137.0 114.0 40.0 Actuated g/C Ratio 0.10 0.74 0.61 0.22 v/c Ratio 0.18 0.48 0.50 0.44 Control Delay 79.7 10.7 20.9 56.8 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 79.7 10.7 20.9 56.8 LOS E B C E Approach Delay 12.4 20.9 56.8 Approach LOS B C E Intersection Summary Area Type: Other Cycle Length: 188 Actuated Cycle Length: 186 Natural Cycle: 190 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.50 Intersection Signal Delay: 19.0 Intersection LOS: B Intersection Capacity Utilization 135.8% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 3: -401 ±:;�2 3 23s 1 1120.5s 1 144.5s Existing Conditions AM 6/19/2018 Baseline Synchro 9 Report Page 2 With Proposed Project Access NW 7Th St. (AM) Page 1 --j. 4--- A, \,.- 4/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations tt 4"I- y Traffic Volume (vph) 124 1167 950 97 185 238 Future Volume (vph) 124 1167 950 97 185 238 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 0.95 1.00 1.00 Frt 0.978 0.923 Flt Protected 0.950 0.979 Satd. Flow (prot) 1770 3539 3461 0 1683 0 Flt Permitted 0.950 0.979 Satd. Flow (perm) 1770 3539 3461 0 1683 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 19 32 Link Speed (mph) 40 40 15 Link Distance (ft) 220 223 231 Travel Time (s) 3.8 3.8 10.5 Peak Hour Factor 0.75 0.94 0.91 0.54 0.84 0.82 Adj. Flow (vph) 165 1241 1044 180 220 290 Shared Lane Traffic (%) Lane Group Flow (vph) 165 1241 1224 0 510 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 Detector Template Left Thru Thru Left Leading Detector (ft) 20 100 100 20 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot NA NA Prot Protected Phases 1 12 2 3 Permitted Phases Detector Phase 1 12 2 3 Switch Phase Minimum Initial (s) 18.0 114.0 40.0 With Proposed Project Access NW 7Th St. (AM) 6/27/2018 Baseline Synchro 9 Report Page 1 With Proposed Project Access NW 7Th St. (AM) Page 2 � � A, \*� 4/ Lane Group EBL EBT WBT WBR SBL SBR Minimum Split (s) 22.5 120.5 44.5 Total Split (s) 23.0 120.5 44.5 Total Split (%) 12.2% 64.1% 23.7% Maximum Green (s) 20.5 116.0 40.0 Yellow Time (s) 2.0 4.0 4.0 All -Red Time (s) 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 2.5 4.5 4.5 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Walk Time (s) 22.0 Flash Dont Walk (s) 11.0 Pedestrian Calls (Whr) 0 Act Effct Green (s) 20.5 139.4 114.4 40.0 Actuated g/C Ratio 0.11 0.75 0.61 0.21 v/c Ratio 0.85 0.47 0.57 1.32 Control Delay 114.7 9.8 22.4 210.9 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 114.7 9.8 22.4 210.9 LOS F A C F Approach Delay 22.1 22.4 210.9 Approach LOS C C F Intersection Summary Area Type: Other Cycle Length: 188 Actuated Cycle Length: 186.4 Natural Cycle: 190 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 1.32 Intersection Signal Delay: 52.9 Intersection LOS: D Intersection Capacity Utilization 143.5% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 3: -401 ±:;�2 3 23s 1 1120.5s 144.5s With Proposed Project Access NW 7Th St. (AM) 6/27/2018 Baseline Synchro 9 Report Page 2 With Proposed Project Access NW 7th St. and NW 47 Ave. (AM) Page 1 --*, 4--- A, \*� 4/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations tt 4"I- y Traffic Volume (vph) 124 1167 950 61 126 238 Future Volume (vph) 124 1167 950 61 126 238 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 0.95 1.00 1.00 Frt 0.985 0.911 Flt Protected 0.950 0.983 Satd. Flow (prot) 1770 3539 3486 0 1668 0 Flt Permitted 0.950 0.983 Satd. Flow (perm) 1770 3539 3486 0 1668 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 11 47 Link Speed (mph) 40 40 15 Link Distance (ft) 220 223 231 Travel Time (s) 3.8 3.8 10.5 Peak Hour Factor 0.75 0.94 0.91 0.54 0.84 0.82 Adj. Flow (vph) 165 1241 1044 113 150 290 Shared Lane Traffic (%) Lane Group Flow (vph) 165 1241 1157 0 440 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 Detector Template Left Thru Thru Left Leading Detector (ft) 20 100 100 20 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot NA NA Prot Protected Phases 1 12 2 3 Permitted Phases Detector Phase 1 12 2 3 Switch Phase Minimum Initial (s) 18.0 114.0 40.0 With Proposed Project Access NW 7th St. and NW 47 Ave. (AM) 6/27/2018 Baseline Synchro 9 Report Page 1 With Proposed Project Access NW 7th St. and NW 47 Ave. (AM) Page 2 � � A, \*� 4/ Lane Group EBL EBT WBT WBR SBL SBR Minimum Split (s) 22.5 120.5 44.5 Total Split (s) 23.0 120.5 44.5 Total Split (%) 12.2% 64.1% 23.7% Maximum Green (s) 20.5 116.0 40.0 Yellow Time (s) 2.0 4.0 4.0 All -Red Time (s) 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 2.5 4.5 4.5 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Walk Time (s) 22.0 Flash Dont Walk (s) 11.0 Pedestrian Calls (Whr) 0 Act Effct Green (s) 20.5 139.0 114.0 40.0 Actuated g/C Ratio 0.11 0.75 0.61 0.22 v/c Ratio 0.85 0.47 0.54 1.11 Control Delay 114.2 9.8 21.8 136.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 114.2 9.8 21.8 136.3 LOS F A C F Approach Delay 22.1 21.8 136.3 Approach LOS C C F Intersection Summary Area Type: Other Cycle Length: 188 Actuated Cycle Length: 186 Natural Cycle: 190 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 1.11 Intersection Signal Delay: 38.7 Intersection LOS: D Intersection Capacity Utilization 143.5% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 3: -401 ±:;�2 3 23s 1 1120.5s 144.5s With Proposed Project Access NW 7th St. and NW 47 Ave. (AM) 6/27/2018 Baseline Synchro 9 Report Page 2 PM Existing Conditions Page 1 --j. 4--- 4-- \,.- 4/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations tt 4"I- y Traffic Volume (vph) 76 1098 1235 59 30 36 Future Volume (vph) 76 1098 1235 59 30 36 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 0.95 1.00 1.00 Frt 0.992 0.926 Flt Protected 0.950 0.978 Satd. Flow (prot) 1770 3539 3511 0 1687 0 Flt Permitted 0.950 0.978 Satd. Flow (perm) 1770 3539 3511 0 1687 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 6 29 Link Speed (mph) 40 40 15 Link Distance (ft) 220 223 231 Travel Time (s) 3.8 3.8 10.5 Peak Hour Factor 0.73 0.96 0.89 0.74 0.75 0.75 Adj. Flow (vph) 104 1144 1388 80 40 48 Shared Lane Traffic (%) Lane Group Flow (vph) 104 1144 1468 0 88 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 Detector Template Left Thru Thru Left Leading Detector (ft) 20 100 100 20 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot NA NA Prot Protected Phases 1 12 2 3 Permitted Phases Detector Phase 1 12 2 3 Switch Phase Minimum Initial (s) 18.0 114.0 40.0 PM Existing Conditions 4:00 pm 6/19/2018 Baseline Synchro 9 Report Page 1 PM Existing Conditions Page 2 � � A, \*� 4/ Lane Group EBL EBT WBT WBR SBL SBR Minimum Split (s) 22.5 120.5 44.5 Total Split (s) 23.0 120.5 44.5 Total Split (%) 12.2% 64.1% 23.7% Maximum Green (s) 18.5 116.0 40.0 Yellow Time (s) 4.0 4.0 4.0 All -Red Time (s) 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Walk Time (s) 22.0 Flash Dont Walk (s) 11.0 Pedestrian Calls (Whr) 0 Act Effct Green (s) 18.5 137.8 114.8 40.0 Actuated g/C Ratio 0.10 0.74 0.61 0.21 v/c Ratio 0.59 0.44 0.68 0.23 Control Delay 95.4 10.1 25.7 42.2 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 95.4 10.1 25.7 42.2 LOS F B C D Approach Delay 17.2 25.7 42.2 Approach LOS B C D Intersection Summary Area Type: Other Cycle Length: 188 Actuated Cycle Length: 186.8 Natural Cycle: 190 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.68 Intersection Signal Delay: 22.5 Intersection LOS: C Intersection Capacity Utilization 135.8% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 3: -401 ±:;�2 3 23s 1 1120.5s 144.5s PM Existing Conditions 4:00 pm 6/19/2018 Baseline Synchro 9 Report Page 2 With Proposed Project Access NW7th St. (PM) Page 1 --j. 4--- A, \,.- 4/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations tt 4"I- y Traffic Volume (vph) 232 1098 1235 185 122 164 Future Volume (vph) 232 1098 1235 185 122 164 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 0.95 1.00 1.00 Frt 0.977 0.923 Flt Protected 0.950 0.979 Satd. Flow (prot) 1770 3539 3458 0 1683 0 Flt Permitted 0.950 0.979 Satd. Flow (perm) 1770 3539 3458 0 1683 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 21 33 Link Speed (mph) 40 40 15 Link Distance (ft) 220 223 231 Travel Time (s) 3.8 3.8 10.5 Peak Hour Factor 0.73 0.97 0.89 0.74 0.75 0.75 Adj. Flow (vph) 318 1132 1388 250 163 219 Shared Lane Traffic (%) Lane Group Flow (vph) 318 1132 1638 0 382 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 Detector Template Left Thru Thru Left Leading Detector (ft) 20 100 100 20 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot NA NA Prot Protected Phases 1 12 2 3 Permitted Phases Detector Phase 1 12 2 3 Switch Phase Minimum Initial (s) 18.0 114.0 40.0 With Proposed Project Access NW7th St. (PM) 6/27/2018 Baseline Synchro 9 Report Page 1 With Proposed Project Access NW7th St. (PM) Page 2 � � A, \*� 4/ Lane Group EBL EBT WBT WBR SBL SBR Minimum Split (s) 22.5 120.5 44.5 Total Split (s) 22.5 120.5 44.5 Total Split (%) 12.0% 64.3% 23.7% Maximum Green (s) 20.0 116.0 40.0 Yellow Time (s) 2.0 4.0 4.0 All -Red Time (s) 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 2.5 4.5 4.5 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Walk Time (s) 22.0 Flash Dont Walk (s) 11.0 Pedestrian Calls (Whr) 0 Act Effct Green (s) 20.0 139.7 115.2 40.0 Actuated g/C Ratio 0.11 0.75 0.62 0.21 v/c Ratio 1.68 0.43 0.77 0.99 Control Delay 373.7 9.3 28.6 107.9 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 373.7 9.3 28.6 107.9 LOS F A C F Approach Delay 89.2 28.6 107.9 Approach LOS F C F Intersection Summary Area Type: Other Cycle Length: 187.5 Actuated Cycle Length: 186.7 Natural Cycle: 190 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 1.68 Intersection Signal Delay: 62.6 Intersection LOS: E Intersection Capacity Utilization 154.2% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 3: 01 ±:;;D2 3 122.5s 1 1120.5s 1 144.5s With Proposed Project Access NW7th St. (PM) 6/27/2018 Baseline Synchro 9 Report Page 2 With Proposed Project Access NW 7th St. and NW 47 Ave. (PM) Page 1 --*, 4--- A, \*� 4/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations tt 4"I- y Traffic Volume (vph) 232 1098 1235 129 76 164 Future Volume (vph) 232 1098 1235 129 76 164 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 0.95 1.00 1.00 Frt 0.983 0.908 Flt Protected 0.950 0.984 Satd. Flow (prot) 1770 3539 3479 0 1664 0 Flt Permitted 0.950 0.984 Satd. Flow (perm) 1770 3539 3479 0 1664 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 13 53 Link Speed (mph) 40 40 15 Link Distance (ft) 220 223 231 Travel Time (s) 3.8 3.8 10.5 Peak Hour Factor 0.73 0.96 0.89 0.74 0.75 0.75 Adj. Flow (vph) 318 1144 1388 174 101 219 Shared Lane Traffic (%) Lane Group Flow (vph) 318 1144 1562 0 320 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 Detector Template Left Thru Thru Left Leading Detector (ft) 20 100 100 20 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot NA NA Prot Protected Phases 1 12 2 3 Permitted Phases Detector Phase 1 12 2 3 Switch Phase Minimum Initial (s) 18.0 114.0 40.0 With Proposed Project Access NW 7th St. and NW 47 Ave. (PM) 12:00 pm 6/27/2018 Baseline Synchro 9 Report Page 1 With Proposed Project Access NW 7th St. and NW 47 Ave. (PM) Page 2 � � A, \*� 4/ Lane Group EBL EBT WBT WBR SBL SBR Minimum Split (s) 22.5 120.5 44.5 Total Split (s) 23.0 120.5 44.5 Total Split (%) 12.2% 64.1% 23.7% Maximum Green (s) 20.5 116.0 40.0 Yellow Time (s) 2.0 4.0 4.0 All -Red Time (s) 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 2.5 4.5 4.5 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Walk Time (s) 22.0 Flash Dont Walk (s) 11.0 Pedestrian Calls (Whr) 0 Act Effct Green (s) 20.5 140.1 115.1 40.0 Actuated g/C Ratio 0.11 0.75 0.62 0.21 v/c Ratio 1.64 0.43 0.73 0.81 Control Delay 355.7 9.3 27.4 74.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 355.7 9.3 27.4 74.3 LOS F A C E Approach Delay 84.6 27.4 74.3 Approach LOS F C E Intersection Summary Area Type: Other Cycle Length: 188 Actuated Cycle Length: 187.1 Natural Cycle: 190 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 1.64 Intersection Signal Delay: 56.9 Intersection LOS: E Intersection Capacity Utilization 154.2% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 3: -401 ±:;�2 3 23s 1 1120.5s 144.5s With Proposed Project Access NW 7th St. and NW 47 Ave. (PM) 12:00 pm 6/27/2018 Baseline Synchro 9 Report Page 2 Projected year 2023 Existing Conditions AM Page 1 --j. 4--- A, \,.- 4/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations tt 4"I- y Traffic Volume (vph) 26 1282 1044 16 73 81 Future Volume (vph) 26 1282 1044 16 73 81 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 0.95 1.00 1.00 Frt 0.996 0.930 Flt Protected 0.950 0.977 Satd. Flow (prot) 1770 3539 3525 0 1693 0 Flt Permitted 0.950 0.977 Satd. Flow (perm) 1770 3539 3525 0 1693 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 3 26 Link Speed (mph) 40 40 15 Link Distance (ft) 220 223 231 Travel Time (s) 3.8 3.8 10.5 Peak Hour Factor 0.75 0.94 0.91 0.54 0.82 0.84 Adj. Flow (vph) 35 1364 1147 30 89 96 Shared Lane Traffic (%) Lane Group Flow (vph) 35 1364 1177 0 185 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 Detector Template Left Thru Thru Left Leading Detector (ft) 20 100 100 20 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot NA NA Prot Protected Phases 1 12 2 3 Permitted Phases Detector Phase 1 12 2 3 Switch Phase Minimum Initial (s) 18.0 114.0 40.0 Projected year 2023 Existing Conditions AM 6/19/2018 Baseline Synchro 9 Report Page 1 Projected year 2023 Existing Conditions AM Page 2 � � A, \*� 4/ Lane Group EBL EBT WBT WBR SBL SBR Minimum Split (s) 22.5 120.5 44.5 Total Split (s) 23.0 120.5 44.5 Total Split (%) 12.2% 64.1% 23.7% Maximum Green (s) 18.5 116.0 40.0 Yellow Time (s) 4.0 4.0 4.0 All -Red Time (s) 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Walk Time (s) 22.0 Flash Dont Walk (s) 11.0 Pedestrian Calls (Whr) 0 Act Effct Green (s) 18.5 137.4 114.4 40.0 Actuated g/C Ratio 0.10 0.74 0.61 0.21 v/c Ratio 0.20 0.52 0.54 0.48 Control Delay 80.5 11.3 22.0 59.7 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 80.5 11.3 22.0 59.7 LOS F B C E Approach Delay 13.1 22.0 59.7 Approach LOS B C E Intersection Summary Area Type: Other Cycle Length: 188 Actuated Cycle Length: 186.4 Natural Cycle: 190 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.54 Intersection Signal Delay: 20.0 Intersection LOS: B Intersection Capacity Utilization 135.8% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 3: -401 ±:;�2 3 23s 1 1120.5s 1 144.5s Projected year 2023 Existing Conditions AM 6/19/2018 Baseline Synchro 9 Report Page 2 Projected year 2023 With Proposed Project Access NW 7Th St. (AM) Page 1 --*, 4--- A, \*� 4/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations tt 4"I- y Traffic Volume (vph) 150 1282 1044 113 258 319 Future Volume (vph) 150 1282 1044 113 258 319 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 0.95 1.00 1.00 Frt 0.977 0.925 Flt Protected 0.950 0.978 Satd. Flow (prot) 1770 3539 3458 0 1685 0 Flt Permitted 0.950 0.978 Satd. Flow (perm) 1770 3539 3458 0 1685 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 21 31 Link Speed (mph) 40 40 15 Link Distance (ft) 220 223 231 Travel Time (s) 3.8 3.8 10.5 Peak Hour Factor 0.75 0.94 0.91 0.54 0.84 0.82 Adj. Flow (vph) 200 1364 1147 209 307 389 Shared Lane Traffic (%) Lane Group Flow (vph) 200 1364 1356 0 696 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 Detector Template Left Thru Thru Left Leading Detector (ft) 20 100 100 20 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot NA NA Prot Protected Phases 1 12 2 3 Permitted Phases Detector Phase 1 12 2 3 Switch Phase Minimum Initial (s) 18.0 114.0 40.0 Projected year 2023 With Proposed Project Access NW 7Th St. (AM) 6/27/2018 Baseline Synchro 9 Report Page 1 Projected year 2023 With Proposed Project Access NW 7Th St. (AM) Page 2 � � A, \*� 4/ Lane Group EBL EBT WBT WBR SBL SBR Minimum Split (s) 22.5 120.5 44.5 Total Split (s) 23.0 120.5 44.5 Total Split (%) 12.2% 64.1% 23.7% Maximum Green (s) 20.5 116.0 40.0 Yellow Time (s) 2.0 4.0 4.0 All -Red Time (s) 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 2.5 4.5 4.5 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Walk Time (s) 22.0 Flash Dont Walk (s) 11.0 Pedestrian Calls (Whr) 0 Act Effct Green (s) 20.5 139.8 114.8 40.0 Actuated g/C Ratio 0.11 0.75 0.61 0.21 v/c Ratio 1.03 0.52 0.64 1.81 Control Delay 149.7 10.4 24.0 410.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 149.7 10.4 24.0 410.3 LOS F B C F Approach Delay 28.2 24.0 410.3 Approach LOS C C F Intersection Summary Area Type: Other Cycle Length: 188 Actuated Cycle Length: 186.8 Natural Cycle: 190 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 1.81 Intersection Signal Delay: 100.2 Intersection LOS: F Intersection Capacity Utilization 154.7% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 3: -401 ±:;�2 3 23s 1 1120.5s 1 144.5s Projected year 2023 With Proposed Project Access NW 7Th St. (AM) 6/27/2018 Baseline Synchro 9 Report Page 2 Projected year 2023 With Proposed Project Access NW 7Th St. and NW 47 Ave. (AM) Page 1 Projected year 2023 With Proposed Project Access NW 7Th St. and NW 47 Ave. (AM) 6/27/2018 Baseline Synchro 9 Report Page 1 --j. 4--- A, \,.- 4/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations tt 4"I- y Traffic Volume (vph) 150 1282 1044 77 199 319 Future Volume (vph) 150 1282 1044 77 199 319 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 0.95 1.00 1.00 Frt 0.983 0.916 Flt Protected 0.950 0.981 Satd. Flow (prot) 1770 3539 3479 0 1674 0 Flt Permitted 0.950 0.981 Satd. Flow (perm) 1770 3539 3479 0 1674 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 13 40 Link Speed (mph) 40 40 15 Link Distance (ft) 220 223 231 Travel Time (s) 3.8 3.8 10.5 Peak Hour Factor 0.75 0.94 0.91 0.54 0.84 0.82 Adj. Flow (vph) 200 1364 1147 143 237 389 Shared Lane Traffic (%) Lane Group Flow (vph) 200 1364 1290 0 626 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 Detector Template Left Thru Thru Left Leading Detector (ft) 20 100 100 20 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot NA NA Prot Protected Phases 1 12 2 3 Permitted Phases Detector Phase 1 12 2 3 Switch Phase Minimum Initial (s) 18.0 114.0 40.0 Projected year 2023 With Proposed Project Access NW 7Th St. and NW 47 Ave. (AM) 6/27/2018 Baseline Synchro 9 Report Page 1 Projected year 2023 With Proposed Project Access NW 7Th St. and NW 47 Ave. (AM) Page 2 � � A, \*� 4/ Lane Group EBL EBT WBT WBR SBL SBR Minimum Split (s) 22.5 120.5 44.5 Total Split (s) 23.0 120.5 44.5 Total Split (%) 12.2% 64.1% 23.7% Maximum Green (s) 20.5 116.0 40.0 Yellow Time (s) 2.0 4.0 4.0 All -Red Time (s) 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 2.5 4.5 4.5 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Walk Time (s) 22.0 Flash Dont Walk (s) 11.0 Pedestrian Calls (Whr) 0 Act Effct Green (s) 20.5 139.4 114.4 40.0 Actuated g/C Ratio 0.11 0.75 0.61 0.21 v/c Ratio 1.03 0.52 0.60 1.61 Control Delay 149.1 10.5 23.3 323.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 149.1 10.5 23.3 323.3 LOS F B C F Approach Delay 28.2 23.3 323.3 Approach LOS C C F Intersection Summary Area Type: Other Cycle Length: 188 Actuated Cycle Length: 186.4 Natural Cycle: 190 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 1.61 Intersection Signal Delay: 79.4 Intersection LOS: E Intersection Capacity Utilization 154.2% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 3: -401 ±:;�2 3 23s 1 1120.5s 1 144.5s Projected year 2023 With Proposed Project Access NW 7Th St. and NW 47 Ave. (AM) 6/27/2018 Baseline Synchro 9 Report Page 2 Projected year 2023 Existing Conditions (PM) Page 1 --j. 4--- A, \,.- 4/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations tt 4"I- y Traffic Volume (vph) 83 1206 1357 65 33 40 Future Volume (vph) 83 1206 1357 65 33 40 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 0.95 1.00 1.00 Frt 0.992 0.926 Flt Protected 0.950 0.978 Satd. Flow (prot) 1770 3539 3511 0 1687 0 Flt Permitted 0.950 0.978 Satd. Flow (perm) 1770 3539 3511 0 1687 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 6 29 Link Speed (mph) 40 40 15 Link Distance (ft) 220 223 231 Travel Time (s) 3.8 3.8 10.5 Peak Hour Factor 0.73 0.96 0.89 0.74 0.75 0.75 Adj. Flow (vph) 114 1256 1525 88 44 53 Shared Lane Traffic (%) Lane Group Flow (vph) 114 1256 1613 0 97 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 Detector Template Left Thru Thru Left Leading Detector (ft) 20 100 100 20 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot NA NA Prot Protected Phases 1 12 2 3 Permitted Phases Detector Phase 1 12 2 3 Switch Phase Minimum Initial (s) 18.0 114.0 40.0 Projected year 2023 Existing Conditions (PM) 4:00 pm 6/19/2018 Baseline Synchro 9 Report Page 1 Projected year 2023 Existing Conditions (PM) Page 2 � � A, \*� 4/ Lane Group EBL EBT WBT WBR SBL SBR Minimum Split (s) 22.5 120.5 44.5 Total Split (s) 23.0 120.5 44.5 Total Split (%) 12.2% 64.1% 23.7% Maximum Green (s) 18.5 116.0 40.0 Yellow Time (s) 4.0 4.0 4.0 All -Red Time (s) 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Walk Time (s) 22.0 Flash Dont Walk (s) 11.0 Pedestrian Calls (Whr) 0 Act Effct Green (s) 18.5 138.2 115.2 40.0 Actuated g/C Ratio 0.10 0.74 0.62 0.21 v/c Ratio 0.65 0.48 0.75 0.25 Control Delay 99.5 10.7 28.2 44.6 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 99.5 10.7 28.2 44.6 LOS F B C D Approach Delay 18.1 28.2 44.6 Approach LOS B C D Intersection Summary Area Type: Other Cycle Length: 188 Actuated Cycle Length: 187.2 Natural Cycle: 190 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.75 Intersection Signal Delay: 24.2 Intersection LOS: C Intersection Capacity Utilization 135.8% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 3: -401 ±:;�2 3 23s 1 1120.5s 1 144.5s Projected year 2023 Existing Conditions (PM) 4:00 pm 6/19/2018 Baseline Synchro 9 Report Page 2 Projected year 2023 With Proposed Project Access NW7th St. (PM) Page 1 --*, 4--- A, \*� 4/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations tt 4"I- y Traffic Volume (vph) 315 1206 1357 250 155 204 Future Volume (vph) 315 1206 1357 250 155 204 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 0.95 1.00 1.00 Frt 0.973 0.923 Flt Protected 0.950 0.979 Satd. Flow (prot) 1770 3539 3444 0 1683 0 Flt Permitted 0.950 0.979 Satd. Flow (perm) 1770 3539 3444 0 1683 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 26 32 Link Speed (mph) 40 40 15 Link Distance (ft) 220 223 231 Travel Time (s) 3.8 3.8 10.5 Peak Hour Factor 0.73 0.97 0.89 0.74 0.75 0.75 Adj. Flow (vph) 432 1243 1525 338 207 272 Shared Lane Traffic (%) Lane Group Flow (vph) 432 1243 1863 0 479 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 Detector Template Left Thru Thru Left Leading Detector (ft) 20 100 100 20 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot NA NA Prot Protected Phases 1 12 2 3 Permitted Phases Detector Phase 1 12 2 3 Switch Phase Minimum Initial (s) 18.0 114.0 40.0 Projected year 2023 With Proposed Project Access NW7th St. (PM) 6/27/2018 Baseline Synchro 9 Report Page 1 Projected year 2023 With Proposed Project Access NW7th St. (PM) Page 2 � � A, \*� 4/ Lane Group EBL EBT WBT WBR SBL SBR Minimum Split (s) 22.5 120.5 44.5 Total Split (s) 22.5 120.5 44.5 Total Split (%) 12.0% 64.3% 23.7% Maximum Green (s) 20.0 116.0 40.0 Yellow Time (s) 2.0 4.0 4.0 All -Red Time (s) 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 2.5 4.5 4.5 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Walk Time (s) 22.0 Flash Dont Walk (s) 11.0 Pedestrian Calls (Whr) 0 Act Effct Green (s) 20.0 140.5 116.0 40.0 Actuated g/C Ratio 0.11 0.75 0.62 0.21 v/c Ratio 2.30 0.47 0.87 1.25 Control Delay 631.1 9.8 34.9 184.0 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 631.1 9.8 34.9 184.0 LOS F A C F Approach Delay 170.0 34.9 184.0 Approach LOS F C F Intersection Summary Area Type: Other Cycle Length: 187.5 Actuated Cycle Length: 187.5 Natural Cycle: 190 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 2.30 Intersection Signal Delay: 109.0 Intersection LOS: F Intersection Capacity Utilization 156.6% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 3: 01 ±:;;D2 3 122.5s 1 1120.5s 1 144.5s Projected year 2023 With Proposed Project Access NW7th St. (PM) 6/27/2018 Baseline Synchro 9 Report Page 2 Projected year 2023 With Proposed Project Access NW7th St. and NW 42 Ave. (PM) Page 1 Projected year 2023 With Proposed Project Access NW7th St. and NW 42 Ave. (PM) 6/27/2018 Baseline Synchro 9 Report Page 1 --j. 4--- A, \,.- 4/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations tt 4"I- y Traffic Volume (vph) 315 1206 1357 194 109 204 Future Volume (vph) 315 1206 1357 194 109 204 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 0.95 0.95 0.95 1.00 1.00 Frt 0.978 0.912 Flt Protected 0.950 0.983 Satd. Flow (prot) 1770 3539 3461 0 1670 0 Flt Permitted 0.950 0.983 Satd. Flow (perm) 1770 3539 3461 0 1670 0 Right Turn on Red Yes Yes Satd. Flow (RTOR) 19 46 Link Speed (mph) 40 40 15 Link Distance (ft) 220 223 231 Travel Time (s) 3.8 3.8 10.5 Peak Hour Factor 0.73 0.97 0.89 0.74 0.75 0.75 Adj. Flow (vph) 432 1243 1525 262 145 272 Shared Lane Traffic (%) Lane Group Flow (vph) 432 1243 1787 0 417 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Yes Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 Detector Template Left Thru Thru Left Leading Detector (ft) 20 100 100 20 Trailing Detector (ft) 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot NA NA Prot Protected Phases 1 12 2 3 Permitted Phases Detector Phase 1 12 2 3 Switch Phase Minimum Initial (s) 18.0 114.0 40.0 Projected year 2023 With Proposed Project Access NW7th St. and NW 42 Ave. (PM) 6/27/2018 Baseline Synchro 9 Report Page 1 Projected year 2023 With Proposed Project Access NW7th St. and NW 42 Ave. (PM) Page 2 � � A, \*� 4/ Lane Group EBL EBT WBT WBR SBL SBR Minimum Split (s) 22.5 120.5 44.5 Total Split (s) 22.5 120.5 44.5 Total Split (%) 12.0% 64.3% 23.7% Maximum Green (s) 20.0 116.0 40.0 Yellow Time (s) 2.0 4.0 4.0 All -Red Time (s) 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 Total Lost Time (s) 2.5 4.5 4.5 Lead/Lag Lead Lag Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 Recall Mode None None None Walk Time (s) 22.0 Flash Dont Walk (s) 11.0 Pedestrian Calls (Whr) 0 Act Effct Green (s) 20.0 140.1 115.6 40.0 Actuated g/C Ratio 0.11 0.75 0.62 0.21 v/c Ratio 2.30 0.47 0.83 1.06 Control Delay 629.0 9.8 32.3 122.1 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 629.0 9.8 32.3 122.1 LOS F A C F Approach Delay 169.5 32.3 122.1 Approach LOS F C F Intersection Summary Area Type: Other Cycle Length: 187.5 Actuated Cycle Length: 187.1 Natural Cycle: 190 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 2.30 Intersection Signal Delay: 101.2 Intersection LOS: F Intersection Capacity Utilization 156.6% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 3: 01 ±:;;D2 3 122.5s 1 1120.5s 1 144.5s Projected year 2023 With Proposed Project Access NW7th St. and NW 42 Ave. (PM) 6/27/2018 Baseline Synchro 9 Report Page 2 KSKEITH& SCHNARS 7 AT BLUE LAGOON - TRAFFIC AND QUEUING ANALYSIS Technical Memorandum July 23, 2018 1,11tt \g1. SNE " ks) �e-a i o `It% '�' 7 at Blue Lagoon Traffic and Queuing Analysis JULY 23, 2018 Engineer's Certification: I, Fadi Emil Nassar, certify that I currently hold an active Professional Engineer's License in the State of Florida and I am competent through educational experience to provide engineering services in the civil and traffic engineering disciplines contained in this report. I further certify that this report was prepared by me or under my responsible charge as defined in Chapter 61G15-18.001 F.A.C. and that all statements, conclusions and recommendations made herein are true and correct to my knowledge and ability. .® M I L IV,9 No, 51448 Fadi Emil Nassar, PKP.E. PTtE I -Tx TATE OFDate: f, '- Professional Engineer Sta?C® fl+da License No. 51446 KK E I T H & SCHNARS ENGINEERS I PLANNERS I SURVEYORS 6500 North Andrews Avenue I Ft. Lauderdale, Florida 33309-2132 (954) 776-1616 1 (800) 488-12551 Fax (954) 771-7690 1 www.KSFLA.com Certificate of Authorization #1337 Kv.!* K E I T H & SCHNARS MEMORANDUM TO: Alitza Warwar Weiss; Principal, Weiss Group of Companies COPIES TO: John P. Krane, P. E., Keith & Schnars Jose Luis Rodriguez, P.E., Keith & Schnars FROM: Fadi Emil Nassar, PhD., P.E., PTOE, Keith & Schnars DATE: July 13, 2018 SUBJECT: 7 at Blue Lagoon — Traffic and Queuing Analysis Keith & Schnars Project No. 18384.00 I�P►y>t3�11�I� iC�l� The purpose of this study is to evaluate the traffic impacts of the proposed 7 at Blue Lagoon project. The project site has an area of approximately 6.9 acres and is currently vacant. The site is generally bounded by Blue Lagoon on the north, NW 7 Street on the south, and on the east and west by several residential condo developments (see Figure 1). Due to concerns from the Blue Lagoon Condominiums regarding potential traffic impacts, a traffic study and field review were conducted to assess the existing conditions, and the impact associated with traffic from the Figure 1- Project Study Area proposed project. The proposed project will share the access at NW 4800 Block/NW 7 Street with the Blue Lagoon Condominiums. The existing access is two lanes with one exit lane and one entry lane at NW 7 Street. It remains two lanes until you approach the entry gate to Blue Lagoon Condominiums where an additional entry lane is provided (guests and residents) approximately 100 feet from the gate (one exit lane leaves the Blue Lagoon Condominiums gatehouse). II. EXISTING TRAFFIC CONDITIONS Intersection Turning Movement Counts (TMC) were collected for the AM and PM peak hours (7;00 to 9:00 AM and 4:00 to 6:00 PM) at the following intersection: 1. 4800 Block/NW 7 Street intersection that provides access to Blue Lagoon Condominiums (signalized). Keith & Schnars 1 6500 North Andrews Avenue I Ft. Lauderdale, Florida 33309-2132 (954) 776-1616 1 (800) 488-12551 Fax (954) 771-7690 1 www.KSFLA.com 7 at Blue Lagoon — Traffic and Queuing Study Keith & Schnars Project No. 18384.00 July 13, 2018 In addition, three -days (72 hours) of two-way hose counts were collected at the NW 4800 Block access driveway that serves the Blue Lagoon Condominiums. Queue observations were also made during the peak periods at the southbound approach of the intersection of NW 7 Street/NW 4800 Block and the guard house leading to the Blue Lagoon Condominiums to assess operating conditions and maximum queue lengths. The collected intersection counts adjusted for the peak season are summarized in Attachment A. Attachment A also includes the 2017 FDOT peak season adjustment factors as well as the historical traffic counts at two nearby FDOT count stations located on NW 7 Street and NW 57 Avenue that were used to estimate background traffic growth. The signal timing plans for the two signalized intersections are provided in Attachment B. Traffic counts show higher southbound traffic volumes exiting NW 4800 Block driveway in the AM peak hour, and higher northbound traffic volumes entering NW 4800 Block driveway in the PM peak hour. The AM peak hour occurred between 8:00 AM and 9:00 AM. During the AM peak hour, a total of 74 right turns and 78 left turns were counted at the southbound approach exiting the condominiums. The longest observed queue during the AM peak hour was 11 vehicles. The average queue per traffic cycle was 3.6 vehicles. The average and maximum queues are well within the storage length of the driveway. The intersection of NW 7 Street/NW 4800 Block was analyzed using HCM v6 module of SYNCHRO 10 that implements the latest Highway Capacity Manual (HCM) methodology. The analysis was based on existing volumes adjusted for the peak season. The analysis results indicate the intersection is operating at Level of Service (LOS) B in the AM peak hour and LOS A in the PM peak hour. For southbound traffic, the 95th percentile queue at NW 4800 Block is 136 feet in the AM peak hour and 149 feet in the PM peak hour, well within the available storage length, The adopted roadway LOS along NW 7 Street is LOS E+20%. Therefore, the intersection is currently operating at an acceptable LOS and with reasonable queue lengths. II. EXISTING GATEHOUSE OPERATION AND QUEUES The Blue Lagoon Condominiums gatehouse operation was observed during the AM and PM peak periods on June 27, 2018. The gate operated with minimal queues and delays. The longest observed queue at the guard house occurred during the PM peak hour with 10 vehicles (6 residents and 4 guests) when a confused driver stopped short of the gate and slowed traffic while figuring out how to turn around. However, this 10 - car queue dissipated in only two minutes once the confused driver cleared the queue. On a couple of other occasions delays were caused when a car took about 5 minutes to clear the gate. No issues were observed during the AM peak hour except when a landscape truck had to wait to enter the development via the exit lane, likely because of the tight turning radius at the entry lanes. Queues were summarized in 0.5 -minute increments for the AM and PM peak hours. Over the length of the entire AM peak hour the average queue for visitors was 0.2 vehicles and for residents was 0.1 vehicles; with the maximum queue extending to 4 vehicles (3 guests and 1 resident). Over the length of the PM peak hour, the average queue for visitors was 1.4 vehicles and for residents was 0.5 vehicles; with the maximum queue extending to 10 vehicles (6 residents and 4 guests). Gate observations indicated that visitors, especially Uber/Lift vehicles, were provided entry access within a relatively short time. The queue lengths are graphically represented for the AM and PM peak hours in Figures 2 and 3, respectively. -2- KKEITH& SCHNARS 7 at Blue Lagoon - Traffic and Queuing Study Keith & Schnars Project No. 18384.00 July 13, 2018 Vehicle Queue at Blue Lagoon Gate Entrance AM PEAK HOUR (8:00 to 9:00 PM) June 27, 2018 Visitors (Average Queue): 0.2 vehicles Residents (Average Queue): 0.1 vehicles 3 g� a �( E2 4 j p aa E R a�aaa�aaaaaaaaaaaaaaaaaaaas�aa�aaaaaaaaaaa�aaa�aaaaa�aaaaaaa $oo m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m m Tfine/mini e;-:, Visitors �Resitlentz Avg Visitors Avg Residents Figure 2 - AM Queue Length at the Gatehouse Figure 3 - PM Queue Length at the Gatehouse III. PROJECT TRIPS The proposed development consists of 888 residential apartment units and 294 hotel rooms. The trip generation was determined for daily (Table 1), AM peak -hour (Table 2) and PM peak -hour conditions (Table 3) based on the rates and/or formulas provided in the latest Institute of Transportation Engineers' (ITE) Trip Generation Manual, 10th Edition, 2017. ITE internalization rates among various land uses were used to estimate internal trips (see Attachment C). Furthermore, a 5% transit reduction was applied to external trips 3- KSSCHNARS KEITH& Vehicle Queue at Blue Lagoon Gate Entrance PM PEAK HOUR (4:45 to 5:45 PM) June 27, 2018 �R 9 - - -Visitors—(Average Queue):-1:4vehicles g 7 Residents (Average Queue): 0.4 vehicles (}(} 5 P� cy O E @ €( Z 3 2 s 3 $If 5.c i 91 i TBk@(11111 q =6ilie r if I 6 6 a 6 6 a a F F E E E EeE Y E E E f k k f E f E F F E 1 1 F a 1 a n a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a F i i f R a a a a a a E a a a a a Time (min)N -Vlsltors-Resldents -Avg Visitors -Avg R,, W ­ ss Figure 3 - PM Queue Length at the Gatehouse III. PROJECT TRIPS The proposed development consists of 888 residential apartment units and 294 hotel rooms. The trip generation was determined for daily (Table 1), AM peak -hour (Table 2) and PM peak -hour conditions (Table 3) based on the rates and/or formulas provided in the latest Institute of Transportation Engineers' (ITE) Trip Generation Manual, 10th Edition, 2017. ITE internalization rates among various land uses were used to estimate internal trips (see Attachment C). Furthermore, a 5% transit reduction was applied to external trips 3- KSSCHNARS KEITH& 7 at Blue Lagoon - Traffic and Queuing Study Keith & Schnars Project No. 18384.00 July 13, 2018 considering ITE rates were generally developed for suburban areas, whereas Miami -Dade County has an extensive transit system. The project's estimated net external trips are 2,356 trips daily, 251 trips during the AM peak hour, and 213 trips during the PM peak hour, as shown in the following tables. Table 1 Daily Trip Generation 7 at Blue Lagoon Notes: (1) Development units as provided on Sheet A1.00 Rezoning Plans Submission (February 19, 2018) , prepared by Kolb! Karp Architects, (2) Location parameter, trip rate or trip formula as provided in ITE Trip Generation Manual, 10th Edition. (3) X = Number of Land Use Units; T = Number of Vehicle Trips (4) Internalization - External tip reduciotn due to internal Interaction between land uses. Based on ITE internalizaiton rates in Trip Generation 10th Edition. (5) Transit reduction factor to account for transit passenger trips. Table 2 AM Peak -Hour Trip Generation 7 at Blue Lagoon Dally Trip Generation - Proposed Mixed Use - Multi -family + Hotel PM Peak -Hour Trip Generation Land Use Density (1) Units ITE Land Use Code ITE 10" Edition Trip ITE Setting ILocation (2) Generation Rate or Formula 2 3 Two -Way Trips Inbound o /° Trips Outbound 0 /° Trips Residential Condo/HI-Rise 888 Dwelling Units 222 Dense Multi -Use Urban Ln(T) = 0.84 Ln(X) + 1.61 1,500 50.0% 750 50.0% 750 Business Hotel 294 Rooms 312 General Urban/Suburban T=2.90(X)+151.69 1,004 50.0% 502 50.0% 502 Total Trips before Internalization = 107 42.0% 45 2,504 50.0% 1,252 50.0% 1,252 Percent Internalization (4) = 1.0% 24.2% 64 24 0.0% 12 0,0% 12 Sub -Total 0 0.0% 0 1 2,480 r 50.0% 1,240 50,0% 1,240 Transit Reduction (5) 5.0% 24.2% 64 124 1 50.0% 62 1 50,0% 62 TOTAL PROPOSED DEVELOPMENT TRIPS = 13 24.2% 3 2,356 50.0% 1,176 50.0% 1,178 Notes: (1) Development units as provided on Sheet A1.00 Rezoning Plans Submission (February 19, 2018) , prepared by Kolb! Karp Architects, (2) Location parameter, trip rate or trip formula as provided in ITE Trip Generation Manual, 10th Edition. (3) X = Number of Land Use Units; T = Number of Vehicle Trips (4) Internalization - External tip reduciotn due to internal Interaction between land uses. Based on ITE internalizaiton rates in Trip Generation 10th Edition. (5) Transit reduction factor to account for transit passenger trips. Table 2 AM Peak -Hour Trip Generation 7 at Blue Lagoon Notes: (1) Development units as provided on SheetA1.00 Rezoning Plans Submission (February 19, 2018) , prepared by Kobi Karp Architects. (2) Location parameter, trip rate or trip formula as provided in ITE Trip Generation Manual, 10th Edition, (3) X = Number of Land Use Units; T = Number of Vehicle Trips (4) Internalization - External trip reduciotn due to internal Interaction between land uses. Based on ITE internalizaiton rates in Trip Generation 10th Edition. (5) Transit reduction factor to account for transit passenger trips. Table 3 PM Peak -Hour Trip Generation 7 at Blue Laaoon AM Peak -Hour Generation - Proposed Mixed Use - Multi -family + Hotel PM Peak -Hour Trip Generation Land Use Density (1) Units ITE Land Use Code ITE Setting ILocation (2) ITE 10th Edition Trip Generation Rate or Formula (2) (3) Two -Way Trips Inbound % Trips Outbound % Trips Residential Condo/HI-Rise 888 Dwelling Units 222 Dense Multi -Use Urban Ln(T) = 0.84 Ln(X) - 0.65 157 12.0% 19 88.0% 138 Business Hotel 294 Rooms 312 GeneralUrban/Suburban T=0.35(X)+4,40 107 42.0% 45 58.0% 62 Total Trips before Internalization = 264 24.2% 64 75.8% 200 Percent Internalization (4) = 0.0% 1.8% 0 0.0% 0 0.0% 0 Sub -Total 2 Sub -Total 264 24.2% 64 75.8% 200 Transit Reduction (5) 5.0% 80 Transit Reduction 13 24.2% 3 75.8% 10 TOTAL PROPOSED DEVELOPMENT TRIPS = r 7 1 35.7% T4 251 24.2% 61 75.8% 190 Notes: (1) Development units as provided on SheetA1.00 Rezoning Plans Submission (February 19, 2018) , prepared by Kobi Karp Architects. (2) Location parameter, trip rate or trip formula as provided in ITE Trip Generation Manual, 10th Edition, (3) X = Number of Land Use Units; T = Number of Vehicle Trips (4) Internalization - External trip reduciotn due to internal Interaction between land uses. Based on ITE internalizaiton rates in Trip Generation 10th Edition. (5) Transit reduction factor to account for transit passenger trips. Table 3 PM Peak -Hour Trip Generation 7 at Blue Laaoon Notes: (1) Development units as provided on Sheet 1.00 Rezoning Plans Submission (February 19, 2018) , prepared by Kobi Karp Architects. (2) Location parameter, trip rate or trip formula as provided in ITE Trip Generation Manual, 10th Edition. (3) X= Number of Land Use Units; T = Number of Vehicle Trips (4) Internalization - External trip reduciotn due to internal Interaction between land uses. Based on ITE internalizaiton rates in Trip Generation 10th Edition. (5) Transit reduction factor to account for transit passenger trips. -4- KSSCHNARS KEITH& PM Peak -Hour Trip Generation Land Use Density (1) Units ITE Land Use Code ITE Setting 1 Location (2) ITE 10" Edition Trip Generation Rate or Formula (2 (3) Two -Way Trips Inbound % Trips Outbound % Trips Residential Condo/HI-Rise 888 Dwelling Units 222 Dense Multi -Use Urban Ln(T) = 0.81 Ln(X) - 0.60 134 70,0% 94 30.0% 40 Business Hotel 294 Rooms 312 1 General Urban/Suburban T= 0.32(X) 94 55,0% 52 45.0% 42 Total Trips before Internalization = 228 64.0% 146 36.0% 82 Percent Internalization = 1.8% 4 50.0% 2 50.0% 2 Sub -Total 224 64.3% 144 35.7% 80 Transit Reduction 5.0% r 11 64,3% r 7 1 35.7% T4 TOTAL PROPOSED TRIPS 1 213 64.3% 1 137 35.7% 76 Notes: (1) Development units as provided on Sheet 1.00 Rezoning Plans Submission (February 19, 2018) , prepared by Kobi Karp Architects. (2) Location parameter, trip rate or trip formula as provided in ITE Trip Generation Manual, 10th Edition. (3) X= Number of Land Use Units; T = Number of Vehicle Trips (4) Internalization - External trip reduciotn due to internal Interaction between land uses. Based on ITE internalizaiton rates in Trip Generation 10th Edition. (5) Transit reduction factor to account for transit passenger trips. -4- KSSCHNARS KEITH& 7 at Blue Lagoon - Traffic and Queuing Study Keith & Schnars Project No. 18384.00 July 13, 2018 IV. PROJECT TRIP DISTRIBUTION The proposed project land uses are residential/hotel and therefore the trip distribution associated with the project can be assumed similar to the Blue Lagoon Condominiums. The driveway at NW 4800 Block/NW 7 Street serves as the only access to the residential Blue Lagoon Condominiums. Based on the distribution of the existing traffic counts to/from the east and west, the project proposed inbound and outbound traffic was distributed for the AM and PM peak hours. Table 4 summarizes the trip distribution of the net external peak hour traffic from 7 at Blue Lagoon at the project's driveway. Table 4 7 at Blue Lagoon - Project Trip Distribution Trip Distribution 4800 Blk Existing AM OUT AM IN PM OUT PM IN Trips East (SBL) West (SBR) Trips East (WBR) West (EBL) Trips East (SBL) lWest (SBR) Trips East (WBR) West (EBL) 4800 Blk Existing Trips Existing Trip Distribution Percent 158 81 51% 77 41 49% 16 39% 25 73 61% 42 58% 31 135 42% 55 41% 80 59% Blue Lagoon (Total) 190 97 93 61 24 37 76 44 32 137 56 81 Blue Lagoon -4800 Block Blue Lagoon -NW 47 Ave 190 1 0 97 0 93 61 0 1 0 24 1 0 37 76 0 0 44 0 32 137 0 0 56 0 81 0 Total Trips (One Driveway) Total Trips (Two Drivewai 348 1 348 178 178 170 1 102 170 102 1 40 40 62 149 1 62 1 149 86 1 86 63 272 63 272 111 111 161 161 V. BACKGROUND TRAFFIC GROWTH For the purpose of this analysis, the construction of 7 at Blue Lagoon was anticipated to be completed in five years in 2023. A traffic background growth rate was estimated using historical traffic volume data at FDOT's nearest count stations. The closest two count stations are Station #7052 located on NW 7 Street west of NW 43 Place, and Station #1189 located on NW 57 Avenue north of NW 7 Street. Both stations show decreasing traffic volumes between 2013 and 2017 as summarized in Table 5 and Figure 4; and therefore a minimum annual growth rate of 0.5% was assumed for this study. Table 5 7 at Blue Lagoon - Compounded Annual Growth Rate at FDOT Count Stations Road Count Station Location Station 2013 2014 2015 2016 2017 Growth/Yr NW 7 Street SW 57 Ave West of NW 43 Place North of NW 7 Street #87-7052 #87-1189 31,500 40,000 27,000 39,000 27,000 37,000 27,500 40,500 27,500 38,000 -3.34% -1.27% Weighted Average Annual Growth Rate 71,500 66,000 64,000 68,000 65,500 -2.17% Use 1 0.50% Figure 4 -Historical Growth -Traffic Volumes at FDOT Count Stations 45,000 --- 40,000 35,000 30,000 25,000 20,000 ------ --� ------ -- ------ ---- -- 2013 2014 2015 2016 2017 --NW 7Street a -SW 57 Ave -5- KSSCHNARS KEITH& 7 at Blue Lagoon — Traffic and Queuing Study Keith & Schnars Project No. 18384.00 July 13, 2018 V. FUTURE CONDITIONS AT PROJECT BUILDOUT In order to facilitate traffic flow into and out of the access driveway when this project is built, it is proposed that the access driveway be widened to three lanes. An additional outbound lane would be constructed along the north -south part of the 4800 Block access driveway (southbound) so that there are separate left -turn and right -turn lanes at the intersection of NW 7 Street. Along the east -west portion of the access driveway an additional westbound lane towards the Blue Lagoon Condominium Gate House would be constructed. This new lane would provide access to the 7 at Blue Lagoon property and the Blue Lagoon Condominiums will have the same access as it does today with improved flow for resident traffic due to a longer approach lane. A traffic operational analysis for the AM and PM peak hours was conducted for project buildout conditions in 2023 using Synchro10 to evaluate the intersection operation and SimTraffic10 to evaluate queuing. Total traffic volumes in 2023 consisted of the sum of existing traffic adjusted for the peak season, background traffic growth along NW 7 Street and new project traffic from the 7 at Blue Lagoon development. The analysis included the widened driveway configuration discussed above. The intersection analysis indicates that the project access driveway and the intersection of NW 7 Street will operate at an overall acceptable LOS C or better. Delays were computed using HCM v6 module of Synchro10 and the queues were estimated using the more accurate SimTraffic traffic micro -simulation that accounts for actual gaps in the traffic stream based on existing signal timing, phasing and cycle length. Table 6 provides a comparison of the intersection delays and LOS for existing and buildout conditions. For future conditions with the project, the southbound average delays at NW 4800 Block (project driveway) are within one second when compared to existing conditions for both the AM and PM peak hours due to proposed driveway widening from two to three lanes. Table 7 shows the calculated queues at the project driveway for both 2018 and 2023 traffic conditions using SimTraffic traffic micro -simulation software. Figure 4 shows a snapshot of the traffic simulation. The calculated southbound queues at NW 4800 Block are reduced during the AM peak hour from 136 feet in 2018 for the shared right -left lane, to 121 feet for the separate left -turn lane and 119 feet for the separate right -turn lane. During the PM peak hour, the queues are reduced from 149 feet for the shared lane to 131 feet for the left -turn lane and 83 feet for the right -turn lane. By providing exclusive left -turn and right -turn lanes queues are reduced because right -turning traffic can turn right on a red light and make use of gaps in traffic during the red phase. The Synchro and SimTraffic printed outputs for existing condition in 2018, buildout condition in 2023 and for the AM and PM peak hours are provided in Attachment D. -6- KKEITH£ SSCHNARS 7 at Blue Lagoon - Traffic and Queuing Study Keith & Schnars Project No. 18384.00 July 13, 2018 Table 6 7 at Blue Lagoon Intersection LOS & Delays - Existing Conditions 2018 Intersection LOS & Delays - Future 2023 Conditions with Driveway Widening . AM Peak Hour PM Peak Hour Intersection Total EB WB NB SB Total EB WB NB SB LOS Delay Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS 4800 Block / NW 7 Street 18.3 B 17.8 B 18.0 B A 24.1 C 8.8 A 13.1 B 1.8 A 58.9 E Intersection LOS & Delays - Future 2023 Conditions with Driveway Widening Notes: Pink color highlight indicates failing LOS F Grey color highlight indicates non -exiting approaches Yellow color highlight indicates excessive delays outside equation validity as computed by HCM 2010 module Delays were computed using the HCM v6 Module of Synhcro 10. Table 7 7 at Blue Lagoon Turning Lane Queues - Existing Conditions in 2018 Intersection AM Peak Hour PIM Peak Hour Intersection Total EB WB NB SB Total EB WB NB SB Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS 4800 Block / NW 7 Street 22.1 C 18.2 B 26.5 C 24.7 C 10.3 B 13.4 B 2.1 A 59.1 E Notes: Pink color highlight indicates failing LOS F Grey color highlight indicates non -exiting approaches Yellow color highlight indicates excessive delays outside equation validity as computed by HCM 2010 module Delays were computed using the HCM v6 Module of Synhcro 10. Table 7 7 at Blue Lagoon Turning Lane Queues - Existing Conditions in 2018 Intersection AM Peak Hour PM Peak Hour SBL SBR EBL SBL SBR EBL Veh FT Veh FT Veh FT Veh FT Veh FT Veh FT 4800 Block I NW 7 Street 5.9 136.0 5.9 136.0 2.0 46.0 6.5 149.0 6.5 149.0 4.3 100.0 Turning Lane Queues - Future 2023 Conditions with Driveway Widening AM Peak Hour PM Peak Hour Intersection SBL SBR EBL SBL SBR EBL Veh FT Veh FT Veh FT Veh FT Veh FT Veh FT 4800 Block I NW 7 Street 5.3 121.0 5.2 119.0 3.2 74.0 5.7 131.0 3.6 83.0 6.2 143.0 Notes: queuing analysis based on traffic micro -simulation using SimTraffic version 10. Average vehicle space in a queue assumed to occupy a length of 23 feet. KSSCHNARS KEITH& 7 at Blue Lagoon — Traffic and Queuing Study Keith & Schnars Project No. 18384.00 July 13, 2018 aW 0.`q 'sL `� � '� 9!" 14" w,ri ...-., � ... ,r►, Figure 4 - SIMTRAFFIC Traffic Simulation Snapshot VI. STUDY CONCLUSION 4800 Block Intersection Driveway The traffic and queuing analysis demonstrated that when 7 at Blue Lagoon is built as proposed, the NW 4800 Block access intersection will operate at an overall acceptable LOS C or better in 2023 during both the AM and PM peak hours. Furthermore, when compared to the existing condition, it will operate with similar delays and shorter queues in 2023 during both the AM and PM peak hours due to the widening of this driveway to 3 lanes. Therefore, the construction of 7 at Blue Lagoon will not have a negative traffic impact on the operation of the driveway serving the Blue Lagoon Condominiums. Blue Lagoon Condominium Gate House Field observations indicated generally good operation and relatively short queues and wait times at the gatehouse serving the Blue Lagoon Condominiums. The only long queue at the gate was caused by one guest driver that mistakenly blocked the resident lane and tried to make a U-turn. Only a couple of times did the guest queue at the gate reach 5 or 6 cars and that occurred on two occasions when it took five minutes to process the guest vehicle at the guard house. The average queue length over the length of the PM peak hour was 1.4 vehicles for visitors and 0.5 for residents. Operation at the gate can be improved by better demarcating the guest and resident lanes, and by better managing guests when clearance to enter cannot be quickly obtained. By providing an additional inbound lane (westbound) along the east -west portion of the driveway to accommodate the 7 at Blue Lagoon traffic, the gate house traffic will have the same or better access than it does today. In conclusion, with the proposed improvements to the NW 4800 Block access driveway, the 7 at Blue Lagoon project will not have a negative traffic or queuing impact on the shared driveway at NW 4800 Block or the gate house that serves the Blue Lagoon Condominiums. KSSCHNARS KEITH& ATTACHMENT A Traffic Count Summary TABLE A-1 TMC #1- NW 7 Street & 4800 Block - Peak Hour Peak Season Volumes - We 6/27/18 7 at Blue Lagoon (74) Start Southbound 4800 Block Northbound Eastbound N Time 159 (31) 77 (1) (42) 1 81 (135) 41 Right �16 (1,341) (55) t-� (1,316) 965 Thru Left Right Thru 4� 888 (1,285) NW 7 Street 54 20 805 2 0 5 (1) (80) (1,265) 25 1,198 25 2,100 07:15 AM 84 0 NW 7 Street 1,279 (1,307) �- (41) 21 2 27 0 0 0 0 0 0 24 AM Peak Hour PM Peak Hour (1,386) 1,244 07:30 AM (43) 0 70 0 Adjusted for Peak Season 3 0 4800 Block 0 18 0 PSCF =1.04 AM Period - Adjusted Hourly Turning Movement Counts (vph) Southbound Right Thru Start Southbound Westbound Northbound Eastbound Northbound Thru Time Total Right Thru Left Right Thru Left Right Thru Left Right Thru Left 07:00 AM 83 0 54 20 805 2 0 0 0 22 1,089 25 2,100 07:15 AM 84 0 58 21 838 2 0 0 0 24 1,145 29 2,201 07:30 AM 82 0 70 14 870 3 0 0 0 18 1,128 20 2,205 07:45 AM 74 0 78 18 841 4 0 0 0 19 1,168 20 2,222 08:00 AM 74 1 1 78 15 854 5 0 1 0 0 20 1,152 24 2,223 AM Peak Hour 8:00-9:00 AM Southbound Right Thru Left Right Westbound Thru Left Right Northbound Thru Left Right Eastbound Thru I Left Total TMC Counts 74 1 78 15 854 5 0 0 0 20 1,152 24 2,223 Adjusted (PSCF) 77 1 81 16 888 5 0 0 0 21 1,198 25 2,312 PHF (mvmt) 0.69 0.25 0.72 0.54 0.93 0.42 0.00 0.00 0.00 0.71 0.89 0.75 0.96 PHF (approach) 0 0.89 0 45 0.00 55 2,597 0.93 32 1 0.89 45 1,212 %Truck (DHT) 2.0% 2.0% 2.0% 2.0% 2.6% 20.0% 2.0% 2.0% 2.0% 2.0% 3.5% 2.0% 2.9% %Truck (DHT) 0 2.0% 0 39 2.0% 77 2,693 2.6% 2.0% 3.3% 2.0% 2.9% PM Period - Adjusted Hourly Turning Movement Counts (vph) Start Southbound Westbound Northbound Eastbound Northbound Right Thru Time ITotal Right Thru Left Right Thru Left Right Thru Left Right Thru Left 04:00 PM 41 0 42 38 1,212 4 0 0 0 55 1,110 60 2,562 04:15 PM 38 0 43 40 1,205 2 0 0 0 50 1,135 54 2,567 04:30 PM 33 1 40 47 1,188 2 0 0 0 45 1,186 55 2,597 04:45 PM 32 1 38 45 1,212 1 0 0 0 40 1,226 71 2,666 05:00 PM 30 1 40 53 1,236 1 0 0 0 39 1,216 77 2,693 PM Peak Hour 5:00-6:00 PM Southbound Right Thru Left Right Westbound Thru Left Northbound Right Thru Left Right Eastbound Thru Left Total TMC Counts 30 1 40 53 1,236 1 0 0 0 39 1,216 77 2,693 Adjusted (PSCF) 31 1 42 55 1,285 1 0 0 0 41 1,265 80 2,801 PHF 0.83 0.25 0.91 0.78 0.93 0.25 0.00 0.00 0.00 0.75 0.97 0.74 0.95 PHF (approach) 0.89 0.00 0.94 0.95 0.95 %Truck (DHT) 2.0% 2.0% 2.5% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% 2.0% %Truck (DHT) 2.0% 2.0% 2.0% 2.0% 2.0% 7 at Blue Lagoon - 2018 AM Peak Hour Volumes 7 at Blue Lagoon - 2018 PM Peak Hour Volumes 2017 PEAK SEASON FACTOR CATEGORY REPORT - REPORT TYPE: ALL CATEGORY: 8701 MIAMI-DADE SOUTH MOCF: 0.99 WEEK DATES SF PSCF -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 1 01/01/2017 - 01/07/2017 0.99 1.00 2 01/08/2017 - 01/14/2017 1.01 1.02 3 01/15/2017 - 01/21/2017 1.02 1.03 4 01/22/2017 - 01/28/2017 1.01 1.02 5 01/29/2017 - 02/04/2017 1.01 1.02 6 02/05/2017 - 02/11/2017 1.00 1.01 * 7 02/12/2017 - 02/18/2017 0.99 1.00 * 8 02/19/2017 - 02/25/2017 0.99 1.00 * 9 02/26/2017 - 03/04/2017 0.99 1.00 *10 03/05/2017 - 03/11/2017 0.99 1.00 *11 03/12/2017 - 03/18/2017 0.99 1.00 *12 03/19/2017 - 03/25/2017 0.99 1.00 *13 03/26/2017 - 04/01/2017 0.99 1.00 *14 04/02/2017 - 04/08/2017 0.98 0.99 *15 04/09/2017 - 04/15/2017 0.98 0.99 *16 04/16/2017 - 04/22/2017 0.98 0.99 *17 04/23/2017 - 04/29/2017 0.99 1.00 *18 04/30/2017 - 05/06/2017 0.99 1.00 *19 05/07/2017 - 05/13/2017 1.00 1.01 20 05/14/2017 - 05/20/2017 1.00 1.01 21 05/21/2017 - 05/27/2017 1.00 1.01 22 05/28/2017 - 06/03/2017 1.00 1.01 23 06/04/2017 - 06/10/2017 1.00 1.01 24 06/11/2017 - 06/17/2017 1.00 1.01 25 06/18/2017 - 06/24/2017 1.00 1.01 26 06/25/2017 - 07/01/2017 1.01 1.02 27 07/02/2017 - 07/08/2017 1.02 1.03 28 07/09/2017 - 07/15/2017 1.02 1.03 29 07/16/2017 - 07/22/2017 1.03 1.04 30 07/23/2017 - 07/29/2017 1.03 1.04 31 07/30/2017 - 08/05/2017 1.02 1.03 32 08/06/2017 - 08/12/2017 1.02 1.03 33 08/13/2017 - 08/19/2017 1.01 1.02 34 08/20/2017 - 08/26/2017 1.01 1.02 35 08/27/2017 - 09/02/2017 1.02 1.03 36 09/03/2017 - 09/09/2017 1.02 1.03 37 09/10/2017 - 09/16/2017 1.03 1.04, 38 09/17/2017 - 09/23/2017 1.03 1.04 39 09/24/2017 - 09/30/2017 1.02 1.03 40 10/01/2017 - 10/07/2017 1.02 1.03 41 10/08/2017 - 10/14/2017 1.01 1.02 42 10/15/2017 - 10/21/2017 1.00 1.01 43 10/22/2017 - 10/28/2017 1.00 1.01 44 10/29/2017 - 11/04/2017 1.01 1.02 45 11/05/2017 - 11/11/2017 1.01 1.02 46 11/12/2017 - 11/18/2017 1.01 1.02 47 11/19/2017 - 11/25/2017 1.01 1.02 48 11/26/2017 - 12/02/2017 1.00 1.01 49 12/03/2017 - 12/09/2017 1.00 1.01 50 12/10/2017 - 12/16/2017 0.99 1.00 51 12/17/2017 - 12/23/2017 0.99 1.00 52 12/24/2017 - 12/30/2017 1.01 1.02 53 12/31/2017 - 12/31/2017 1.02 1.03 * PEAK SEASON 02 -MAR -2018 15:35:06 830UPD 6 8701 PKSEASON.TXT FLORIDA DEPARTMENT OF TRANSPORTATION TRANSPORTATION STATISTICS OFFICE 2017 HISTORICAL AADT REPORT COUNTY: 87 - MIAMI-DADE SITE: 7052 - NW 7TH ST, 100 FT W OF NW 43RD PL YEAR AADT DIRECTION 1 DIRECTION 2 ---- 2017 ---------- 27500 ------------ F E 14000 ------------ W 13500 2016 27500 C E 14000 W 13500 2015 27000 F E 12500 W 14500 2014 27000 C E 12500 W 14500 2013 31500 F E 16000 W 15500 2012 31500 C E 16000 W 15500 2011 35000 F E 16500 W 18500 2010 35000 C E 16500 W 18500 2009 36500 C E 18500 W 18000 *K FACTOR D FACTOR T FACTOR --------- 9.00 -------- 55.70 -------- 5.20 9.00 56.10 5.20 9.00 57.40 14.60 9.00 59.30 14.60 9.00 58.90 2.30 9.00 59.70 2.30 9.00 58.20 4.50 7.87 58.27 3.30 7.98 59.96 5.20 AADT FLAGS: C = COMPUTED; E = MANUAL ESTIMATE; F = FIRST YEAR ESTIMATE S = SECOND YEAR ESTIMATE; T = THIRD YEAR ESTIMATE; R = FOURTH YEAR ESTIMATE V = FIFTH YEAR ESTIMATE; 6 = SIXTH YEAR ESTIMATE; X = UNKNOWN *K FACTOR: STARTING WITH YEAR 2011 IS STANDARDK, PRIOR YEARS ARE K30 VALUES FLORIDA DEPARTMENT OF TRANSPORTATION TRANSPORTATION STATISTICS OFFICE 2017 HISTORICAL AADT REPORT COUNTY: 87 - MIAMI-DADE SITE: 1189 - SR 959/RED RD/SW 57 AV, 200' N NW 7 ST YEAR AADT DIRECTION 1 DIRECTION 2 *K FACTOR D FACTOR T FACTOR ---- 2017 ---------- 38000 C ------------ N 18500 ------------ S 19500 --------- 9.00 -------- 55.70 -------- 5.20 2016 40500 C N 20000 S 20500 9.00 56.10 3.60 2015 37000 C N 17000 S 20000 9.00 57.40 3.80 2014 39000 C N 20000 S 19000 9.00 59.30 3.70 2013 40000 C N 21000 S 19000 9.00 58.90 2.80 2012 41000 C N 20500 S 20500 9.00 59.70 2.50 2011 40000 C N 20500 S 19500 9.00 58.20 3.80 2010 38500 C N 20000 S 18500 7.87 58.27 3.80 2009 41000 C N 20000 S 21000 7.98 59.96 3.40 2008 41500 C N 21000 S 20500 8.07 66.31 3.10 2007 43500 C N 21500 S 22000 7.90 63.12 3.00 2006 42000 C N 21500 S 20500 7.39 58.66 5.40 2005 38000 C N 19000 S 19000 7.70 65.70 7.10 2004 37500 C N 19000 S 18500 8.20 67.10 7.10 2003 40000 C N 20500 S 19500 8.10 72.30 3.40 2002 43500 C N 21500 S 22000 9.20 68.00 2.40 AADT FLAGS: C = COMPUTED; E = MANUAL ESTIMATE; F = FIRST YEAR ESTIMATE S = SECOND YEAR ESTIMATE; T = THIRD YEAR ESTIMATE; R = FOURTH YEAR ESTIMATE V = FIFTH YEAR ESTIMATE; 6 = SIXTH YEAR ESTIMATE; X = UNKNOWN *K FACTOR: STARTING WITH YEAR 2011 IS STANDARDK, PRIOR YEARS ARE K30 VALUES A TTA CHMENT B Signal Timing Sheets TOD Schedule Report Print Date: Walk Phase Bank Don't Walk for 6443: NW 7 St@NW 4800 Blk Print Time: 5/22/2018 Max Limit 6:33 PM Yellow Red TOD TOD Active Active Asset Intersection Schedule On Mode Plan # Cycle Offset Setting PhaseBank Maximum 6443 NW 7 St@NW 4800 Blk DOW -3 N/A 0 0 N/A 0 Max 0 1 2 SlAts 1 2 3 PH 1 PH 2 PH 3 PH 4 PH 5 PH 6 PH 7 PH 8 0 EBL WBT - - - EBT - SBT 0 5 - 0 0 0 0 0 0 0 0 2 10 - 10 - 10 15 - 15 - 15 4.4 Ar#ivc Phnca RnnL-• Phncc Rnnk 1 Phase Walk Phase Bank Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 EBL 0 - 0 - 0 0 - 0 - 0 5 - 5 - 5 2 - 2 - 2 10 - 10 - 10 15 - 15 - 15 4.4 2 2 WBT 0 - 0 - 0 0 - 0 - 0 16 - 16 - 16 1 - 1 - 1 18- 18 - 18 0 - 45 - 40 4.4 2 3- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 4- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 5- 0- 0- 0 0- 0- 0 0- 0- 0 1 0- 0 - 0 1 0- 0- 0 1 0- 0- 01 0 0 6 EBT 0 - 0 - 0 0 - 0 - 0 16- 16 - 16 1 - 1 - 1 18- 18 - 18 0 - 45 - 40 4.4 2 7- 0- 0- 0 0- 0- 0 0- 0- 0 0- 0 - 0 0- 0- 0 0- 0- 0 0 0 8 SBT 7 - 7 - 7 14- 14 - 14 7 - 7 - 7 3.5 -2.5 - 2.5 20 - 20 - 20 63 - 45 - 50 4 2.6 Page 1 of 2 Last In Service Date: unknown Permitted Phases 12345678 Default 12-6-8 External Permit 0 ---- External Permit 1 -2--6-8 External Permit 2 -2-6-8 TOD Schedule Report Print Date: for 6443: NW 7 St@NW 4800 Blk Print Time: 5/22/2018 6:33 PM Current TOD Schedule Plan Cycle 1 EBL 2 WBT 3 - Green Time 4 5 - - 6 EBT 7 - 8 SBT Ring Offset Offset 1 70 7 20 0 0 0 33 0 24 0 41 3 90 7 35 0 0 0 48 0 29 0 2 4 75 5 27 0 0 0 38 0 24 0 56 5 70 6 20 0 0 0 32 0 25 0 0 6 170 7 87 0 0 0 100 0 57 0 115 8 120 6 56 0 0 0 68 0 39 0 89 9 180 7 115 0 0 0 128 0 39 0 67 10 170 5 92 0 0 0 103 0 54 0 119 12 160 6 66 0 0 0 78 0 69 0 54 14 150 6 81 0 0 0 93 0 44 0 34 15 120 6 31 0 0 0 43 0 64 17 100 6 51 0 0 0 63 0 24 0 0 Current Time of Day Function Time Function 0000 TOD OUTPUTS 0600 VEH MAX RECALL 0630 VEH MAX RECALL Settings * Day of Week SuM T W ThF S 8 MTWThF MTWThF No Calendar Defined/Enabled Local Time of Day Function Time Function 0000 TOD OUTPUTS 0600 VEH MAX RECALL 0630 VEH MAX RECALL Page 2 of 2 Local TOD Schedule Time Plan DOW 0000 Free Su M T W Th F S 0230 Free M T W Th F 0330 Free Su S 0500 Free M T W Th F 0530 8 M T W Th F 0600 3 M T W Th F 0900 8 Su S 0930 10 M T W Th F 1100 10 Su S 1130 12 M T W Th F 1245 6 M T W Th F 1400 9 M T W Th F 1830 5 Su S 2000 14 M T W Th F 2100 15 SuMTWThF S 2200 17 M T W Th F Settings * Day of Week --- SuM T W ThF S 8----- M T W ThF -- MTWThF * 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 .Ono NOMMMIA mono W M MOWN MEMS MOWN MOMIN IMINIM OM Mono MMINIM No= Mira M MOON mom lm�� Mono MEMIMMIN MOON Mono I me=IMAIS YAWN NMI Mono FM MCA MOM m ON Mono " MIN mom MIN MOWN : NEW mom MONO MIN mono MIN MOWN MIN mom No momma momIMM �I ONONma ON ON �ON mo. WNMI mom 0 NO ME ME 0 ON No MOON MOON Flashing y•: • IMM "��� Mr " g- • !.•• Coun r e !•r. �'�jj :. LYAam } SIGNAL HEAD & SIGN DETAILS Dia o 1 5 X00 ITEM NO. 650-1-131 3- REODIREO 00��0 ITEM NO. 650-1-15 1- REQUIRED 'C 10` Series 'C' 8" 1. •C l X 1 io" Serles 'C ES WAY AW4 N 5 AV ST ' 60" it 48" D3 -IS ITEM NO. 700-48-1 D3 -1S ITEM NO. 700-48-1 I - REQUIRED i - REQUIRED PB NW SO AV - - NO. -] ITEM I REQUIRED ITEM NO. 653-]71 SIGNAL OPERATING PLAN 2 - REQUIRED �t T 02 03 CONTROLLER OPERATIONS - I• NW�4600 BLOCK W 7 ST , Minor atrnnl is z Signa[ 11-9 Ploa as, Shown. 3. chases 1.3 «watea, Pnase 2 .,tion. :. uo-ement . is aratectea/aenrnssie. s. S9na1 roord'nlotiophase1, z N 6. F1asnF14 operalwn NW 7 z< ytidlew, NN 4800 BLOCK rcG NOTES T. FPL Represeatntly T Ha89aon , Tel 305 442 5128 z Southern 6CO Representaj- 1s Steve Massie TN 305-222-7652 OAOE SOUNtt PL@LiC HORNS DEPT. ' incNwAv Olwscal • NW 7 ST ANO ABDO SLOG( Project No, Sheet 1 of , O .lUN 2 Z N G ITEM NO. 550 -I -,3a' Edstln9 O 2- REOUIRED 40` WGRESS/EGRESS AND 6ev South . UTILITY EASEMENT PER O.R.B. 12999. PAGE 327 HEHefe and S£RWCE POINT 672-7-i 665-120 ' 685-124 I' a ✓] 625-1-a (20 LF)) 12' 12• 1 635-1-,a 647-11-� 1 J ® 665_„ m NW ] ST A 1 2-6" YELLOW RIO -3n - I 18 YELLOW 2 - REQUIRED ii C 10' FPL L"L1TY EASEMENT x PROS® ST . __ ______ PR FPffi SERMCE PONT RJW UNE - E7C15T Sm620-1-1 (20 LF) __--- _ - ----- 630 -a -t<- _ 639-2-1 24" WH17E TYP �� LUIS SABINES WAY (NfN 7 ST) � s" WHITE TYP ( i 1 1' 5•x30" _ — _ — f�P.. GJ 6� 660-2-1 Ci ,.iy m 6" YELOW TYP RJW UNE -—R3 -SA STOP/RTO R3 -5A STOP TO 620-1-1 (20 LF) 635-1-11 659-107 I 665-11 INSTALL W1-7 620-1_1 (20 LF) 635-1-11 (2 -EA) (/ 659-,07 NOTE CONDUIT SHALL BE INSTALLED BY THE DIRECTIONAL BORE METHOD' AT THIS INTERSECTION NW 7 ST AND NW 4800 BLOCK INTERSECTION ID NO. 6443 MUSINO MUSIND ,GDESIGN t2-2003 RLE NO. REV. ATE DESCRIPTION 8Y DRAWN GATE A TTA CHMENT C Project Trip Generation and Internalization Table C-1 Daily Trip Generation 7 at Blue Laaoon Notes: (1) Development units as provided on Sheet A1.00 Rezoning Plans Submission (February 19, 2018), prepared by Kobi Karp Architects. (2) Location parameter, trip rate or trip formula as provided in ITE Trip Generation Manual, 10th Edition. (3) X = Number of Land Use Units; T = Number of Vehicle Trips (4) Internalization - External trip reduciotn due to internal Interaction between land uses. Based on ITE internalizaiton rates in Trip Generation 10th Edition. (5) Transit reduction factor to account for transit passenger trips. Table C-2 AM Peak -Hour Trip Generation 7 at Blue Laqoon D fly Trip Generation - Proposed Mixed Use - Multi -family + Hotel PM Peak -Hour Trip Generation Land Use Density (1) Units ITE Land Use Code ITE Setting I Location (2) ITE 1 oth Edition Trip Generation Rate or Formula 2 3 Two -Way Trips°/o Inbound Trips Outbound ° Trips /o Residential Condo/HI-Rise 688 Dwelling Units 222 Dense Multi -Use Urban Ln(T) = 0.84 Ln(X) + 1.61 1,500 50.0% 750 50.0% 750 Business Hotel 294 Rooms 312 General Urban/Suburban T = 2.90(X) + 151.69 1,004 50.0% 502 50.0% 502 Total Trips before Internalization = 45.0% 42 Total Trips before Internalization = 2,504 50.0% 1,252 50.0% 1,252 Percent Internalization (4) = 1.0% 82 Percent Internalization = 24 0.0% 12 0.0% 12 Sub -Total 2 50,0% 2 Sub -Total 2,480 50.0% 1,240 50.0% 1,240 Transit Reduction 5) 5.0% 144 35.7% 80 124 1 50.01% 62 50.0% 62 TOTAL PROPOSED DEVELOPMENT TRIPS = 11 64.3% 7 2,356 50.0% 1,178 50.0% 1 1,178 Notes: (1) Development units as provided on Sheet A1.00 Rezoning Plans Submission (February 19, 2018), prepared by Kobi Karp Architects. (2) Location parameter, trip rate or trip formula as provided in ITE Trip Generation Manual, 10th Edition. (3) X = Number of Land Use Units; T = Number of Vehicle Trips (4) Internalization - External trip reduciotn due to internal Interaction between land uses. Based on ITE internalizaiton rates in Trip Generation 10th Edition. (5) Transit reduction factor to account for transit passenger trips. Table C-2 AM Peak -Hour Trip Generation 7 at Blue Laqoon Notes: (1) Development units as provided on SheetA1.00 Rezoning Plans Submission (February 19, 2018), prepared by Kobi Karp Architects. (2) Location parameter, trip rate or trip formula as provided in ITE Trip Generation Manual, 10th Edition. (3) X = Number of Land Use Units; T = Number of Vehicle Trips (4) Internalization - External trip reduciotn due to internal Interaction between land uses. Based on ITE internalizaiton rates in Trip Generation 10th Edition. (5) Transit reduction factor to account for transit passenger trips. Table C-3 PM Peak -Hour Trip Generation 7 at Blue La000n AM Peak -Hour Generation -Proposed Mixed Use- Multi-famil + Hotel PM Peak -Hour Trip Generation Land Use Density (1) Units ITE Land Use Code ITE Setting / Location (2) ITE 10`h Edition Trip Generation Rate or Formula 2) (3) Two -Way Trips° Inbound /o Trips Outbound ° /° Trips Residential Condo/Hl-Rise 888 Dwelling Units 222 Dense Multi -Use Urban Ln(T)= 0.84 Ln(X) - 0.65 157 12.0% 19 88.0% 138 Business Hotel 294 Rooms 312 General Urban/Suburban T = 0.35(X) +4.40 107 42.0% 45 58.0% 62 Total Trips before Internalization = 45.0% 42 Total Trips before Internalization = 264 24.2% 64 75.8% 200 Percent Internalization (4) = 0.0% 82 Percent Internalization = 0 0.0% 0 0.0% 0 Sub -Total 2 50,0% 2 Sub -Total 264 24.2% 64 75.8% 200 Transit Reduction (5) 5.0% 144 35.7% 80 13 24.2% 3 75.8% 10 TOTAL PROPOSED DEVELOPMENT TRIPS = 11 64.3% 7 251 24.2% 61 75.8% 190 Notes: (1) Development units as provided on SheetA1.00 Rezoning Plans Submission (February 19, 2018), prepared by Kobi Karp Architects. (2) Location parameter, trip rate or trip formula as provided in ITE Trip Generation Manual, 10th Edition. (3) X = Number of Land Use Units; T = Number of Vehicle Trips (4) Internalization - External trip reduciotn due to internal Interaction between land uses. Based on ITE internalizaiton rates in Trip Generation 10th Edition. (5) Transit reduction factor to account for transit passenger trips. Table C-3 PM Peak -Hour Trip Generation 7 at Blue La000n Notes: (1) Development units as provided on Sheet A1.00 Rezoning Plans Submission (February 19, 2018), prepared by Kobi Karp Architects. (2) Location parameter, trip rate or trip formula as provided in ITE Trip Generation Manual, 10th Edition. (3) X = Number of Land Use Units; T = Number of Vehicle Trips (4) Internalization - External trip reduciotn due to internal Interaction between land uses. Based on ITE internalizaiton rates in Trip Generation 10th Edition. (5) Transit reduction factor to account for transit passenger trips, PM Peak -Hour Trip Generation Land Use Density (1) Units ITE Land Use Code ITE Setting / Location (2) ITE 10`h Edition Trip Generation Rate or Formula (2 )(3) Two -Way Trips Inbound % I Tris Outbound % Trips Residential Condo/HI-Rise 888 Dwelling Units 222 Dense Multi -Use Urban Ln(T) = 0.81 Ln(X) - 0.60 134 70.0% 94 30.0% 40 Business Hotel 294 Rooms 312 General Urban/Suburban T = 0.32(X) 94 55.0% 52 45.0% 42 Total Trips before Internalization = 228 64.0% 146 36.0% 82 Percent Internalization = 1.80% 4 50.0% 2 50,0% 2 Sub -Total 224 64.3% 144 35.7% 80 Transit Reduction 5.0% 11 64.3% 7 35,7% 4 TOTAL PROPOSED TRIPS 213 64.3% 137 1 35.7% 76 Notes: (1) Development units as provided on Sheet A1.00 Rezoning Plans Submission (February 19, 2018), prepared by Kobi Karp Architects. (2) Location parameter, trip rate or trip formula as provided in ITE Trip Generation Manual, 10th Edition. (3) X = Number of Land Use Units; T = Number of Vehicle Trips (4) Internalization - External trip reduciotn due to internal Interaction between land uses. Based on ITE internalizaiton rates in Trip Generation 10th Edition. (5) Transit reduction factor to account for transit passenger trips, Analyst JLR Date 05106118 Exit to Extemal 744 744 Enter From Extemal 0% 0 Demand Balanced 0% 0 Demand Figure C-1 Daily Trip Generation Internalization Matrix 7 at Blue Lagoon Project Name 7 at Blue Lagoon Time Period AM Peak Hour LAND USE A Residential Condo/HI-Wise ITE LU Code 222 Avg Balanace] Size 888 Dwelling Units Demand Balanced Demand Total I Internal External 0%. 0 0 1%1 S 2% 11 111 6%1 30 Demand Balanced Demand o% o Avg Balan• Demand \1 0 0 �p Balanced Balanced 0% 0 0% 0 Demand Demand Avg Balanace] 0 0 Balanced Demand LAND USE C Balanced 30% 0 ITE LU Code Demand Size Demand Balanced Demand LAND USE B Business Hotel ITE LU Code 312 Size 294 Rooms al Business 0 Hotel TotalM2%98.8% External 0% 0 Enter 502 Total 0 0 0 Exit 502 1,240 Total Total 1,004 Lnte, Single -Use Trip Gen. Est. % 100% 2,504 o% o Demand 0 Ba/anted 0% 0 0%. p Demand Demand Balanced Exit to Extemal al Business 0 Hotel Total Internal External 0% 0 �0 0%1 0 Total 0 0 0 0 0 1,240 Total 1,488 992 0 0 Lnte, Single -Use Trip Gen. Est. 1,500 1,004 0 0 2,504 0 0 0 0% 0 0% 0Enter From External 100% Demand Balanced Demand NFT FXTFRNCI TRIPS Fr)R M111 7611RF r)FVFI r)PMFNT LAND USE D EnterFmm External 496 ► 496 Exn to Exremal o% o Demand 0 Balanced 0%1 0 Demand ITE LU Code_ Size al Business 0 Hotel Total Internal External Enter 0 0 Exit 0 0 Total 0 0 0 % 100% Enter From Externa/ Exd to External Notes: INTERNAL CAPTURE 'Source: Institute of Transportation Engineers (ITE) Trip Generation, 10th Edition. 1,0% ' Unconstrained mtemal trip capture rates obtained from "lap Intemalizalton in Mult-Use Developments", BDK64-977-10, Final Report prepared for Floridda Department of Transportation by USF Center for Urban Transportation Research, April 2014, Tables ES -1 to ES -4, pp vii and viii (see Attachment). al Business 0 Hotel 0 TOTAL Enter 744 496 0 0 1,240 Exit 744 496 0 0 1,240 Total 1,488 992 0 0 2,480 Single -Use Trip Gen. Est. 1,500 1,004 0 0 2,504 Figure C-2 AM Peak Hour Trip Generation Internalization Matrix 7 at Blue Lagoon Analyst JLR Project Name 7 at Blue Lago Date 05/06/18 Time Period AM Peak Hour Enter From External I 0% 0 Demand 0 Balanced 0% 0 Demand ITE LU Code 222 ] Avg Balanace] Size 888 Dwelling Units �0 Demand Balanced Demand Total Internal External 0% 0 �0 0%1 0 11 157 0 157 0% 0 0%. 0 100% 0.0% 100.0 Demand Balanced Demand ed 0% 0 Avg Balan, Demand Demand 0 0 0 Balanced Balanced 0% 0 p % p Demand Demand Avg Balanace] 0 Balanced 0% 0 Demand LAND USE B Business Hotel ITE LU Code 312 Size 294 Rooms al Business Hotel Total Internal External Enter 45 01 45 Flit 62 0 62 Total 107 01 107 % 100% 0.0%1100.0% D% 0 Demand 0 Balanced 0% 0 0%1 01 Demand Demand \ 0 Balanced 28%117 Demand De LAND USE C ,Z 0 Balanced II �&it tot. External I� Enter From Ertemal ITE LU Code Size al Business Hotel Total Internal External Enter 0 0 Exit 0 0 Total 0 01 0 % 100% 30% 0 Demand Demand Balanced Damand 0Y.1 0 �0 0% 0 Demand Balanced Demand NFT FXTFRNAI TRIPS FOR MITI TI -URF nFVFI OPMFNT LAND USED 0 EnterFmm Enema/ 45 62 Erle to Enema/ 0% 0 Demand 0 Balanced 0% 0 Demand ITE LU Code 0 Size 0 0 al Business Hotel Total Internal External Enter 0 01 0 Exit 0 0 0 Total 0 0 0 % 100% EnterFrom Externa/ Erato External Notes., INTERNAL CAPTURE ' Source: Institute of Transportation Engineers (ITE) Tiip Generation, 10th Edition. 0.0 % 'Unconstrained internal trip capture rates obtained tmm "trip Intema0za/ton /n Mu/ft-Use Developments", BDK84-977-10, Final Report prepared for F/oridda Department of Transportation by USF Center for Urban Transportation Research, April 2014, Tables ES -1 to ES -4, pp vii and viii (see Attachment). al Business Hotel 0 0 TOTAL Enter 19 45 0 0 64 Exit 138 62 0 0 200 Total 157 107 0 0 264 Single -Use Trip Gen. Est. 157 107 0 0 264 Figure C-3 PM Peak Hour Trip Generation Internalization Matrix 7 at Blue Lagoon Analyst JLR Project Name 7 at Blue Lagoon Date 05!06118 Time Period PM Peak Hour &I to External 39 93 Enter From External 0% 0 Demand Balanced 0% 0 Demand LAND USE A Residential Condo/H1-Rise ITE LU Code 222 Avg Balanace] Size 888 Dwelling Units �1 Demand Balanced Demand TotalInternal External 0% 0 0 2% 1 I 134 2 132 100%1 1.5% 98.5° Demand Balanced Demand ed2�. 0% 0 Avg Balan andDemantl 0BalancZZ Balanced 0% 0 0 % 0 Demand Demand Avg Balance] 0 Balanced 0% 0 Demand LAND USE B Business Hotel ITE LU Code 312 Size 294 Rooms Condo/H[- Rise Total Internal External Enter 521 1 51 Exit 421 1 41 Total 942 0 92 % 100% 2.1% 97.9% 0%1 0 Demand 0 Balanced 0% 0 0%1 0 Demand Demand Balanced Balanced 12 Demand Dei LAND USE C �0 Balanced EW to External I� Enter From Eztemal ITE LU Code Size Condo/H[- Rise In External Enter0 0 Exit0 aternal 0 Total 0 0 0 Total Demand Demand Balanced Demand 0% 01 0 0% 0 Demand Balanced Demand NET EXTERNAL TRIPS FOR MULTI -USE DEVELOPMENT LAND USE D 0 ITE LU Code 0 Size 0 Condo/H[- Rise Total Internal External Enter 0 01 0 Exit 0 0 0 Total 0 0 0 39 100% 0 Enter From External t 51 41 Exd to Extamal 0% 0 Demand Balanced 0% 0 Demand Ender From Extemal ►0 Exit to External Notes: INTERNAL CAPTURE ' Source: Institute of Transportation Engineers (ITE) Trip Generation, 10th Edition. 1.8 `Unconstrained interna/ trip capture rates obtained from "Trip Generation Handbook, 3rd Edition, Institute of Transportation Engineers, September 2017. Condo/H[- Rise Business oe Htl 0 0 TOTAL Enter 93 51 0 0 144 Exit 39 41 0 0 80 Total 132 92 0 0 224 Single -Use Trip Gen. Est. 134 94 0 0 228 A TTA CHMENT Synchro and SirnTraffic Analysis Results HCM 6th Signalized Intersection Summary 2: NW 7 Street & NW 4800 Blk 07/05/2018 Lane Configurations � ttr 8.9 45.1 Change Period (Y+Rc), s 6.4 Traffic Volume (veh/h) 25 1198 888 16 81 77 Future Volume (veh/h) 25 1198 888 16 81 77 Initial Q°(Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 ParkingBus, Adj 1.00 1,00 1A0 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat, Flow, veh/hlln 1870 1870 1870 1870 1900 1900 Adj Flow Rate, veh/h 27 1302 965 17 88 84 Peak Hour Factor 0.92 0,92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 0 0 Cap,vehlh 272 1880 1538 27 284 271 Arrive On Green 0.03 0.53 0.57 0.57 0.33 0.33 Sat Flow, vehlh 1781 3647 3666 63 868 829 Grp Volume(v), veh/h 27 1302 480 502 173 0 Grp Sat Flow(s);veh/h/In 1781 1777 1777 1859 1707 0 Q Serve(g_s), s 0.7 24.5 16.2 16.2 6.8 0.0 Cycle Q Clear(gc), s 0.7 24.5 16.2 16.2 6.8 0.0 Prop In Lane 1.00 0.03 0.51 0.49 Lane Grp Cap(c), veh/h 272 1880 765 800 558 0 V/C Ratio(X) 0.10 0.69 0.63 0.63 0.31 0.00 Avail Cap(c_a), veh/h 354 1880 765 -800 .558 0 HCM Platoon Ratio 1.00 1.00 1.33 1.33 1.00 1.00 Upstream Filter(l) 1.00 1.00 0.94 0.94 1.00 0.00 Uniform Delay (d), s/veh 14.3 15.8 14.4 14,4 22.7 0.0 Incr Delay (d2), s/veh 0.2 2.1 3.6 3.5 1.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 pile BackOfQ(95%),veh/In 0.5 14.8 9.8 10.1 5.2 0.0 Unsig. Movement Delay, s/veh LnGrp belay(d),s/veh 14.4 17.9 18.1 17.9 24.1 0.0 LnGrp LOS B B B B C A Approach Vol, veh/h1329 _ - 982 _ _ 173 Approach Delay, slveh 17.8 18.0 24.1 Approach LOS B B C Phs Duration (G+Y+Rc), s 54.0 36.0 8.9 45.1 Change Period (Y+Rc), s 6.4 6.6 6.4 6.4 Max Green Setting (Gmax), s 47.6 29.4 6.6 34,6 Max Q Clear Time (g_c+ll), s 26.5 8.8 2.7 18.2 Green Ext Time (p c), s 103 0.5 0.0 5.9' HCM 6th Ctrl Delay 18.3 HCM 6th LOS B User approved volume balancing among the lanes for turning movement. Blue Lagoon-Existing-AM2018 8:00 am 06/29/2018 Baseline Synchro 10 Report K&S-FEN Page 4 HCM 6th Signalized Intersection Summary 2: NW 7 Street & NW 4800 Blk 07105/2018 Lane Configurations 1i tt tT* 122,7 Change Period (Y+Rc), s 6.4 Traffic Volume veh/h) 80 1265 1285 55 42 31 Future Volume (veh/h) 80 1265 1285 55 42 31 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 HCM 6th LOS 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach _ No No No Adj Sat Flow, vehlhlln 1870 1870 1870 1870 1900 1900 Adj Flow Rate, veh/h 87 1375 1397 60 46 34 Peak Hour Factor 0:92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 0 0 Cap, veh/h 324 2519 2242 96 214 158 Arrive On Green 0.03 0.71 1.00 1.00 0.22 0.22 Sat Flow, veh/h 1781 3647 3565 149 977 722 Grp Volume(v), vehlh 87 1375 714 743 81 0 Grp Sat: Flow(s);veh/h/ln 1781 1777 1777 1844 1721 0 Q Serve(g_s), s 2.9 33.1 0.0 0.0 6.9 0.0 Cycle Q Clear(g_c), s 2.9 33.1 0.0 0.0 6.9 0.0 Prop In Lane 1.00 0.08 0.57 0.42 Lane Grp Cap(c), veh/h ` 324 2519 1148 1191 377 0 V/C Ratio(X) 0.27 0.55 0.62 0.62 0.22 0.00 Avail Cap(c a), veh/h 341 2519 1148 1191 377 0 HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00 Upstream Filter([) 1,06 1,00 0.70 0.70 1.00 0.00 Uniform Delay (d), s/veh 9.4 12.4 0.0 0.0 57.6 0.0 lncr Delay (d2), s/veh 0.4 0.9 1.8 1.7 1.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 /We BackOfQ(95%),veh/ln 212 1`9,4 1.0 1,0 5,8 OA Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 9.9 13.3 1.8 1.7 58,9 0.0 LnGrp LOS A B A A E A Approach Vol, veh/h 1462 1457 81 Approach Delay, s/veh 13.1 1.8 58.9 Approach LOS B A E Phs Duration (G+Y+Rc), s 134.0 46,0 11.3 122,7 Change Period (Y+Rc), s 6.4 6.6 6.4 6.4 Max Green Setting (Gmax), s 127.6 39,4 6,6 114.6 Max Q Clear Time (g_c+11), s 35.1 8.9 4.9 2.0 Green Ext Time (p_c), s ' 16,9 0.2 0.0 17.2 tern:c.:��ffi 7.21 tea - HCM 6th Ctrl Delay 8.8 HCM 6th LOS A User approved volume balancing among the lanes for turning movement. Blue Lagoon-Existing-PM2018 5:00 pm 06/2912018 Baseline Synchro 10 Report K&S-FEN Page 4 HCM 6th Signalized Intersection Summary 2: NW 7 Street & NW 4800 Blk 07110/2018 Lane Configurations 11 tt ti� 43.5 Change Period (Y+Rc), s _ 6.4 Traffic Volume (veh/h) 62 1228 910 40 178 170 Future Volume (veh/h) 62 1228 910 40 178 170 initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Ad) 1:,00 1.00 1.00 1,00 -1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, vehlhlln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, vehlh 67 1335 989 43 193 185 Peak Hour Factor 0.920.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, vehlh 258 1`880 1431 62 582 518 Arrive On Green 0.05 0.53 0.41 0.41 0.33 0.33 Sat Flow, veh/h 1781 3647 3.563 151 1781 1585 Grp Volume(v), veh/h 67 1335 507 525 193 185 Grp Sat Flow(s)veh/h/In 1781 1777 1777 1843 1781 1585 Q Serve(g_s), s 1.8 25.5 21.1 21.1 7.4 8.0 Cycle Q Clear(g'-c), s 1.8 25.5 21.1 21.1 7.4 8.0 Prop In Lane 1.00 0.08 1.00 1.00 Lane Grp Cap( c), vehlh 258 1880 733 761 582 518 V/C Ratio(X) 0.26 0.71 0.69 0.69 0.33 0.36 Avail Cap(c_a), veh/h 308 1880 733 761 582 518 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1:00 1.00 0.92 0.92 1.00 1.00 Uniform Delay (d), s/veh 16.0 16.0 21.7 21.7 22.9 23.1 Incr Delay (d2), s/veh 0.5 2.3 4.9 4.7 1.5 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(950/.),veh/In 1.3 15.3 14.2 14.6 5.9 12.7 Unsig. Movement Delay, s/veh LnGrp Delay(d)jslveh 16.5 183 26.6 26.4 24.4 25.0 LnGrp LOS B B C C C C Approach Vol, veh/h 1402 1032 378 Approach Delay, s/veh 18.2 26.5 24.7 Approach LOS B C C Phs Duration (G+Y+Rc), s 54.0 36,0 10.5 43.5 Change Period (Y+Rc), s _ 6.4 6.6 6.4 6.4 Max Green Setting (Gmax), s 47,6 29.4 6.6 34.6 Max Q Clear Time (g_c+ll), s 27.5 10.0 3.8 23.1 Green Ext Time'(p_c), s 10.3 1.1 - 0.0 5.2 HCM 6th Ctrl Delay 22.1 HCM 6th LOS C Blue Lagoon-3L-AM2023-Dense Urban trip Gen -One Driveway 8:00 am 06/29/2018 Improved Synchro 10 Report K&S-FEN Page 4 HCM 6th Signalized Intersection Summary 2: NW 7 Street & NW 4800 Blk 07/10/2018 Lane Configurations I tt tT+if 121.0 Change Period (Y+Rc), s 6.4 Traffic Volume (veh/h) 161 1297 1317 111 86 - 63 Future Volume (veh/h) 161 1297 1317 111 86 63 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1,00 1.00 1.00 1,00; 1.00 1.00 Work Zone On Approach No No No Ad) Sat Flow, vehlhhn 1870 1870 1870 1870> 1870 1870 Adj Flow Rate, veh/h 175 1410 1432 121 93 68 Peak Hour Factor 0,92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, vehlh 317 2519 2112 178 390 347 Arrive On Green 0.04 0.71 1.00 1.00 0.22 0.22 Sat Flow, veh/h , 1781 3647 3412 279 1781 1585 Grp Volume(v), vehlh 175 1410 763 790 93 68 Grp Sat Flow(s)veh/h/lnl781 1777 1777 1820 1781 1585 Q Serve(g_s), s 6.2 34.5 0.0 0.0 7.7 6.3 Cycle Q Clear(g_c), s 6.2 34.5 00 0.0 7.7 6.3 Prop In Lane 1.00 0.15 1.00 1.00 Lane Grp Cap(c), veh/h 317 2519 1131 1159 390 ' 347 OC Ratio(X) 0.55 0.56 0.67 0.68 0.24 0.20 Avail Cap(c a), veh/h 317 2519 1131 1159, 390 347 HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00 Upstream Filter(I) 1,00 1,00 0.64 0.64 1.00 1.00 Uniform Delay (d), s/veh 10.0 12.6 0.0 0.0 57.9 57.4 lncr Delay (d2), s/veh 2.1 0.9 2.1 2,1 1,4 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),vehllr4.81 20,1 1.2 1.2- 6.7 16.3 Unsig. Movement Delay, s/veh LnGrp Delay(d)s/veh 12.0 13,5 2.1 2.1 59.4 58.6 LnGrp LOS B B A A E_ E_ Approach Vol, veh/h 1585 1553 161 Approach Delay, s/veh 13.4 2,1 59.1 Approach LOS B A E Phs Duration (G+Y+Rc), s 134.0 46.0 13,0 121.0 Change Period (Y+Rc), s 6.4 6.66.4 6.4 Max Green Setting (Gmax), s 127.6 39.4 6.6 ,114.6 Max Q Clear Time (g_c+ll), s 36.5 9.7 8.2 2.0 Green Ext Time (p -c), s 17.8 0.5- 0,0 20.1 HCM 6th Ctrl Delay 10,3 HCM 6th LOS B Blue Lagoon-3Lanes-PM2023-Dense Urban TG -One Driveway Synchro 10 Report K&S-FEN Page 2 Queuing and Blocking Report Baseline 07/05/2018 Intersection: 1: NW 47 Ave & NW 7 Street Directions Served L T TR L T TR L TR L TR Maximum Queue (ft) 324 386 400 96 304 290 149 296 124 248 Average Queue (ft) 69 192 217 41 125 107 56 136 44 134 95th Queue (ft) 213 411 436 72 266 245 114 259 111 219 - Link Distance (ft) 1034 1034 1074 1074 577 238 Upstream Blk Time (%) Storage Blk Time (%) Queuing Penalty (veh) 0 Queuing Penalty (veh) 1 Storage Bay Dist (ft) 300 300 125 100 Storage Blk Time (%) 2 0 15 3 31 Queuing Penalty (veh) 2 0 7 4 12 Intersection: 2: NW 7 Street & NW 4800 Blk Directions Served L T T T TR LR Maximum Queue (ft) 53 304 299 228 268 " 157 Average Queue (ft) 14 201 187 110 13571 95th Queue (ft) 46 276 262 11 1 86 220 136 Link Distance (ft) 1217 1217 1034 1034 225 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 350 Storage Blk Time (%) Queuing Penalty (veh) Intersection: 3: NW 47 Ave & Proj Driveway Directions Served LR LT Maximum Queue (ft) 78 31 Average Queue (ft) 35 4 95th Queue (ft) 61 21 Link Distance (ft) 701 238 Upstream Blk Time (%) Queuing Penalty (veh) Storage. Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Blue Lagoon-Existing-AM2018 SimTraffic Report K&S-FEN Page 4 Queuing and Blocking Report Baseline 07/05/2018 Intersection: 1: NW 47 Ave & NW 7 Street Directions Served L T TR L T TR L TR L TR Maximum Queue (ft)- 112 261 258 324 524 438 150 - 268 124 248 Average Queue (ft) 59 111 122 67 281 246 91 115 62 137 95th Queue (ft) < 99 227 243 237 489 449 155 225 122 246 Link Distance (ft) 1034 1034 1074 1074 577 238 Upstream Blk Time Storage Blk Time (%) 1 Queuing Penalty (veh) 1 Queuing Penalty (veh) 3 Storage Bay Dist (ft) 300 300 125 100 Storage Blk Time (%) 8 5 11 4 22 Queuing Penalty (veh) 5 8 9 7 -' 11 Intersection: 2: NW 7 Street & NW 4800 Blk Directions Served L T T T TR LR Maximum Queue (ft) 118 397 395 404 510 204 Average Queue (ft) 57 221 206 156 177 73 55th Queue (ft) ' 100 312 311 279 325 149 Link Distance (ft) 1217 1217 1034 1034 225 Upstream Blk Time (%) Queuing Penalty (veh) Queuing Penalty (veh) Storage Bay Dist (ft) 350 Storage Blk Time (%) 1 Queuing Penalty (veh) 1 Intersection: 3: NW 47 Ave & Proj Driveway Directions Served LR LT TR Maximum Queue (ft) 54 56 32 Average Queue (ft) 35 16 4 95th Queue (ft)52 47 22 Link Distance (ft) 701 238 767 Upstream Blk Time (%} Queuing Penalty (veh) Storage Bay Dist (ft) - Storage Blk Time (%) Queuing Penalty (veh) Blue Lagoon-Existing-PM2018 SimTraffic Report K&S-FEN Page 2 Queuing and Blocking Report Improved 07/10/2018 Intersection: 1: NW 47 Ave & NW 7 Street Directions Served L T TR L T TR L TR L TR Maximum Queue (ft) 324 388 417 96 269 - 267 149 310 125 250 Average Queue (ft) 56 208 229 45 155 139 61 112 47 158 95th Queue (ft) 176 400 428 87 285 269 123 245 118 264 Link Distance (ft) 1034 1034 Queuing Penalty (veh) 1074 1074 577 238 Upstream Blk Time(%) > Storage Bay Dist (ft) 350 4 Queuing Penalty (veh) Queuing Penalty (veh) 6 Storage Bay Dist (ft) 300 300 125 100 Storage Blk Time (%) 0 3 2 12 0 30 Queuing Penalty (veh) 0 3 4 6 0 12 Intersection: 2: NW 7 Street & NW 4800 Blk Directions Served L T T T TR L R Maximum Queue (ft) 94 296 314 354 385 128 128 Average Queue (ft) 39 192 179 172 195 77 60 95th Queue (ft) 74 273 261 293 321 121 119 Link Distance (ft) 1205 1205 1034 1034 225 225 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 350 Storage Blk Time Queuing Penalty (veh) Intersection: 3: NW 47 Ave & Easement Blue Lagoon-3L-AM2023-Dense Urban trip Gen -One Driveway SimTraffic Report K&S-FEN Page 4 Directions Served LR LT TR Maximum Queue (ft) 55 51 74 Average Queue (ft) 36 2 6 95th Queue (ft) 53 -17 37 Link Distance (ft) 670 238 767 Upstream Blk Time (%) Queuing Penalty (veh) Storage: Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Blue Lagoon-3L-AM2023-Dense Urban trip Gen -One Driveway SimTraffic Report K&S-FEN Page 4 Queuing and Blocking Report Improved 07/10/2018 Intersection: 1: NW 47 Ave & NW 7 Street Directions Served L T TR L T TR L TR L TR Maximum Queue (ft) 114 263 267 325 666 637 150 253 125 252 Average Queue (ft) 52 145 155 85 306 273 91 11462 83 170 95th Queue (ft) 9$ 271 277 244 529 499 156 " 219 142 272 Link Distance (ft) 1034 1034 Queuing Penalty (veh) 1074 _< 1074 577 238 Upstream Blk Time (%) Storage Bay Dist (ft) 350 Storage Blk Time (%) 5 Queuing Penalty (veh) Queuing Penalty (veh) 0 12 Storage Bay Dist (ft) 300 300125 100 Storage Blk Time (%) 0 7 _. 5 12 8 _ 29 Queuing Penalty (veh) '' 0 5 8 9 14 15 Intersection: 2: NW 7 Street & NW 4800 Blk Directions Served L T T T TR L R Maximum Queue (ft) 282 355 371 391 454 140 118 Average Queue (ft) 143 225 223 174 195 77 42 95th Queue (ft) ` 221 316 320 319 339 - 131 83 Link Distance (ft) 1205 1205 1034 1034 225 225 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 350 Storage Blk Time (%) 0 Queuing Penalty (veh) 0 Intersection: 3: NW 47 Ave & Easement Directions Served LR LT TR Maximum Queue (ft) 74 75 94 Average Queue (ft) 37 20 10 95th Queue (ft) 62 60 53 Link Distance (ft) 676 238 767 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) Blue Lagoon-3Lanes-PM2023-Dense Urban TG -One Driveway SimTraffic Report K&S-FEN Page 4 5077 W -W 701 5t., _7Vlian7.i, _Y 33126 PhOl7e: (305) 442-1494 May 15, 2018 Via Hand Delivery, May 16, 2018 And Email: aketterer@miamigov.com Planning, Zoning and Appeal Board of the City of Miami c/o Amber L. Ketterer, Esq. 444 SW 2nd Ave Ste 945 Miami, FL 33130 sueMirrEo iNro THE PUBLIC RECORD FOR ITEM(S) ON 51 «IIS RE: Authority to Represent Blue Lagoon Condominium Association, Inc. Petition in Opposition of Zoning Change from T6-8 to T6-12 Property Located at 4865, 4875, & 4885 NW 7 St., Miami, FL Agenda Item PZABA, PZAB Meeting Agenda for May 16, 2018 Dear Planning, Zoning and Appeal Board, The Board of Directors of Blue Lagoon Condominium Association, Inc. has retained Richard Alayon, Esq., and Patrick Alayon, Esq. of Alayon and Associates, P.A. to represent it in hatters concerning Agenda Item PZAB.4 in the PZAB Meeting Agenda for May 16, 2018. Sincerel�f ,) Guillermo A. Martin, as President of Blue Lagoon Condominium Association, Inc. Here`s how much it would take for a Miami teacher to buy a home I Miami Herald ■ HOMEPAGE Page 1 of 5 91 percent of Miami homes are now too expensive for teachers, new study finds 8Y ROB WILE rivilena miamiherald com S UB M T T E D INTO THE PUBLIC RECORD Fi121D:2(o�g May 08,201805:06 PM Updated 1 hour 33 minutes ago FOR ITEM(S) ON 51 KPI 18 There's a reason why people are seriously considering having Miami teachers live at school. Miami area teachers can now only afford 9 percent of area homes, according to new data from Trulia. That's down 9.7 percentage points in just one year, thanks to a 5.9% decrease in overall teacher wages, according to the latest Bureau of Labor Statistics data, and a 12.8% increase in list prices. Trulia said the median income for Miami teachers is now $49,013, while the median home price in the Miami metro area is $450,000. http://ww,,v.miamiherald.com/article2lO722924.html 5/9/2018 Here's how much it would take for a Miami teacher to buy a home I Miami Herald Page 2 of 5 Last year, the Herald reported on the struggles area teachers face in finding workforce housing, citing a study that ranked the city 47th out of 50 metros in affordability. Breaking News Be the first to know when big news breaks Enter Email Address I'm not a robot reCAPTCHA Privacy - Terr.,s Miami first responders fare slightly better in the Trulia study. Firefighters, patrol officers, and police are able to afford 23 percent. That's down 7.4 percentage points as wages for the group climbed just 3.8 percent. "This year we revisit our report that examined how many homes on the market doctors, teachers, first responders and restaurant workers could afford," report author Cheryl Young writes. "The news is discouraging. Workers in these roles are finding it even harder to live in the communities they serve." Trulia defined affordability as having a debt -to -income ratio of 31% or less, which means one's monthly payment on housing would take up no more than 31 % of one's paycheck. They assumed that borrowers can put down a 20% down payment for a 30 -year fixed rate mortgage at a 4.44% interest rate. The Miami metro area includes Broward and Palm Beach counties. Wage figures used in the report were taken from the Bureau of Labor Statistics Occupational Employment Statistics for May 2017. Teachers were defined as elementary, middle and secondary school teachers, and the median income was calculated by taking the average of these sub -categories. http://www.mian-iiherald.com/article2lO722924.html 5/9/201$ Here's how much it would take for a Miami teacher to buy a home � Miami Herald Page 3 of 5 Miami restaurant workers can almost forget about trying to buy a home in the median range. With their median wage at $22,490, they can afford less than 1 percent of Miami homes. South Florida teachers would be better off in Orlando, where Trulia says teachers can afford 20 percent of median area homes, or Tampa, where they can afford 34 percent. In both metros they'd earn less—but home prices are significantly cheaper there. In most cities, teachers are worse off than they were a year ago when it comes to being able to buy a home. Trulia found that just eight out of 9 3 markets nationwide saw home buying affordability increase for educators. Teachers across the country have been successfully striking for better pay in recent months. On Friday, Arizona teachers returned to class after winning a 20 percent salary bump over three years, plus extra public education funding in the state's budget. RELATED STORIES FROM MIAMI HERALD Q COMMENTS v By NextAdvisor Levine's money has him ahead in Florida's Democratic primary. But will his lead hold? SPONSORED CONTENT" An Incredible $200 Intro Bonus Just For Using This Card A leading bank just upped the intro bonus on its top cash back card to an insane $200. Plus get unlimited 1.5% cash back, no annual fee and more http://www.miamiherald.colTVarticic2lO722924.himl 5/9/2018 Here's how much it would take for a Miami teacher to buy a home' Miami Herald Page 4 of 5 SUBSCRIPTIONS Start a Subscription Customer Service eEdition Vacation Hold Pay Your Bill Rewards SITE INFORMATION About Us Contact Us Newsletters News in Education Public Insight Network Reader Panel SOCIAL, MOBILE & MORE Text News Alerts Mobile & Apps Facebook Twitter Google+ http://www.miamihorald.com/article2lO722924.html 5191201$ Here's how much it would take for a Miami teacher to buy a home I Miami Herald Page 5 of 5 Newsletters ADVERTISING Place a Classified Media Kit Commercial Printing Public Notices Shopping MORE Copyright Commenting Policy Privacy Policy Terms of Service http://www.miamiherald.com/article2lO722924.html 5/9/2018 Increasingly popular Miami trolley system looks to expand j Miami Herald HOMEPAGE Page 1 of 5 With more riders each year, Miami wants to expand free trolley system BY JOEY FLECHAS jflechas@miamiherald com SUBMITTED INTO lie THE PUBLIC RECORD 2.018 May 08, 2018 Q5;56 PM FOR ITEM(S) O N I'(1�Updated 2 hours ago18 Every time Miami adds a new route to its popular trolley system, it attracts more riders -- so many that the county typically cuts bus service in that area. But demand is still growing, which is why the city manager is proposing to spend another $1.4 million on new trolleys in Little Haiti and Flagami. The move signals a shift more toward city -level traffic initiatives and foreshadows a request for more transit funding from Miami -Dade County as riders shift from county buses to the free trolleys. http://www.miamiherald.com/articic2lO620619.html 5/9/2018 Increasingly popular Miami trolley system looks to expand I Miami Herald Page 2 of 5 As part of an $8 million mid -year budget increase he's proposing, City Manager Emilio Gonzalez is requesting that the commission approve a $1.4 million expansion of the city's fleet of trolleys, which are really buses outfitted with wooden benches and exteriors painted to resemble old-fashioned trolleys. Gonzalez told the Miami Herald he hopes to get more residents out of cars and on public transit by putting even more trolleys on streets this budget year and next. Breaking News Be the first to know when big news breaks Enter Email Address I'm not a robot reii$F iChih "We want to make it so that anybody within the city of Miami can get on a trolley and go anywhere they want," he said. The manager said such an expansion would use up all of the city's share of the countywide half -percent sales tax meant to support transit and for the first time time eat into the city's regular budget. Miami is projected to receive about $16.5 million from the transit tax for the 2018-2019 budget year. The commission will discuss the 2018-19 budget this summer and approve it in the fall. When Miami creates new trolley routes, Miami -Dade Transit does an analysis and determines whether bus service is redundant and can be eliminated. In Miami, Metrobus route 24 was altered to have limited stops from Coral Gables to the Brickell Metrorail Station after the Coral Way trolley was added, and route 249 was eliminated after the Coconut Grove route launched. "This is a continuous effort that we work on whenever a municipality adjusts or adds transit services and the impact to our routes is substantial," said Luis Espinoza, a spokesman for Miami -Dade Transit. http://www.miamiherald.com/article2lO620619.html 5/9/2018 Increasingly popular Miami trolley system looks to expand I Miami Herald Page 3 of 5 Miami officials might ask for a bigger cut of the half -percent tax or ask Tallahassee for help. "While there are no existing conversations, the city is prepared to approach any and all stakeholders to make sure our residents get the maximum benefit of their contributions and have mobility solutions that work for them," said city spokesman Eugene Ramirez. "The county may be an option, but there may also be conversations directly with the state." Ridership on city trolleys has grown by about one million riders each year in the past four years. In 2013, 2.3 million people rode Miami's trolleys. Through 2017, the city reported 5 million riders, with the largest growth in Little Havana. Ridership there increased by more than a half million people from 2016 to 2017. Meanwhile, county transit ridership numbers have continued to drop. Four of the new trolleys will be used on the Little Haiti route and five will launch a new route in Flagami. A community meeting to discuss the new route is scheduled for 6 p.m. Wednesday at West End Park, 6030 SW Second St. "Having residents help us design routes that work for them will continue to ensure its success," Ramirez said. "Mobility is key to preparing Miami for the future." Miami's trolley system has routes that run through Coconut Grove, Srickell, Allapattah, Coral Way, Little Haiti, Little Havana, Overtown, Wynwood, the hospital district and downtown. Q COMMENTS v By NextAdvisor SPONSORED CONTENT An Incredible $200 Intro Bonus Just For Using This Card A leading bank just upped the intro bonus on its top cash back card to an insane $200. Plus get unlimited 1.5% cash back, no annual fee and more http://www.miamiherald.com/a,rticle2lO620619.html 5/9/2018 Increasingly popular Miami trolley system looks to expand I Miami Herald Page 4 of 5 SUBSCRIPTIONS Start a Subscription Customer Service eEdition Vacation Hold Pay Your Bil I Rewards SITE INFORMATION About Us Contact Us Newsletters News in Education Public Insight Network Meader Panel SOCIAL, MOBILE & MORE Text News Alerts Mobile & Apps Facebook Twitter Google+ Newsletters http://www.miamiherald.com/ar-ticle2lO620619.html 5/9/2018 Increasingly popular Miami trolley system looks to expand I Miami Herald Page 5 of 5 ADVERTISING Place a Classified Media Kit Commercial Printing Public Notices Shopping MORE Copyright Commenting Policy Privacy Policy Terms of Service http://www.miamlherald.com/article2l O620619.html 5/9/2018 i AL,t ASSOCIATES, P.A. Richard A. Alayon, Esq. Patrick A. Alayon, Esq. ralayon@alayonlaw.com nalayon@alayonlaw.com Admitted to Practice in NY, FL, U.S. Supreme Court Admitted to Practice in FL, U.S. Dist. S.D. Fla., U.S. Dist. S.D., M.D., N.D. Fla., 1111, Cir. & T.C. Washington, D.C. Alexis R. Hernandez, Esq. Luke G. Ford, Esq. ahernandez@alayonlaw.com Lford@alayonlaw.com Admitted to Practice in FL, U.S. Dist. S.D. Fla. Admitted to Practice in FL, U.S. Dist. S.D. Fla. May 16, 2018 Via Hand Delivery, May 16, 2018 And Email: aketterer@miamigov.com Planning, Zoning and Appeal Board of the City of Miami c/o Amber L. Ketterer, Esq. 444 SW 2nd Ave Ste 945 Miami, FL 33130 RE: Request for Party Status File ID # 2678 Property Located at 4865, 4875, & 4885 NW 7 St., Miami, FL Agenda Item PZABA, PZAB Meeting Agenda for May 16, 2018 Dear Planning, Zoning and Appeal Board, The undersigned represents Blue Lagoon Condominium Association, Inc. ("'Blue Lagoon') in matters concerning Agenda Item PZAB.4 in the PZAB Meeting Agenda for May 16, 2018 (the "Rezoning Request"). For the reasons stated below, Blue Lagoon is requesting Party Status as a Qualified Intervenor on this Agenda Item, as defined in sub -sections 7.1.4.3 (d) and (g) of the Miami 21 Code. 135 San Lorenzo Avenue, Suite 820, Coral Gables, Florida 33146 Phone: (305) 221-2110 • Facsimile: (305) 221-5321 Agenda Item PZAB.4, May 16, 2018 Blue Lagoon Condominium Association's Request for Party Status Page 2 of 4 BLUE LAGOON IS A COMMUNITY OF OVER 600 UNITS LOCATED IMMEDIATELY WEST OF THE PROPERTY MAKING THE REZONING REQUEST First, Blue Lagoon is a Condominium Association that is located immediately adjacent to the western boundary line of the property that is the subject of the Rezoning Request. Blue Lagoon is composed of four buildings located at the following property addresses: 5099, 5091, 5085, and 5077 NW 71h St., Miami, FL 33126, and is identified by folio # 01-3131-032-0001. See Survey dated September 6, 2017 and Property Appraiser's records. The legal description of Blue Lagoon's property is as follows: PARCEL 1: Tracts A & B of BLUE LAGOON APARTMENTS, according to the plat thereof as recorded in Plat Book 153, Page 27, of the Public Records of Miami - Dade County, Florida. PARCEL 2: Non -Exclusive Easement for the benefit of Parcel 1, created by that certain Declaration of Easement recorded August 25, 1986 in Official Records Book 12999, Page 326, Public Records of Miami - Dade County, Florida, for ingress and egress, over and across the lands described in said instrument. See Declaration of Condominium, and the plats located at Plat Book 28 at Page 10 and Plat Book 153 at Page 27. The location of the property that is the subject of the Rezoning Request is located at 4865, 4875, & 4885 NW 7 St., Miami, FL 33126, which is immediately adjacent to Blue Lagoons Property. See Property Appraiser's records. 135 San Lorenzo Avenue, Suite 820, Coral Gables, Florida 33146 Phone: (305) 221-2110 • Facsimile: (305) 221-5321 Agenda Item PZABA, May 16, 2018 Blue Lagoon Condominium Association's Request for Party Status Page 3 of 4 THE RESIDENTS OF BLUE LAGOON CAN ONLY ACCESS A PUBLIC ROAD VIA AN EASEMENT SITTING ENTIRELY UPON THE PROPERTY MAKING THE REZONING REQUEST Further, and importantly, Blue Lagoon's only access to a public right of way is the easement described in PARCEL 2 of the legal description above. This easement sits entirely on the property that is the subject of the Rezoning Request. See Survey dated September 6, 2017 and Plat located at Plat Book 153 at Page 27. BLUE LAGOON'S INTERESTS IN THE PROCEEDING WILL BE AFFECTED IN A MANNER GREATER THAN THOSE OF THE GENERAL PUBLIC DUE TO THE IMPACT THE PROPOSED ZONING CHANGE WILL HAVE ON BLUE LAGOON'S MEMBERS' ABILITY TO ACCESS THEIR HOMES Blue Lagoons interests in the Rezoning Request are adversely affected in a manner greater than those of the general public because granting the Rezoning Request will adversely affect its members' only road that affords access to their homes. The Rezoning Request appears to be part of a plan to add more floors to the proposed development, which will result in cramming more people into a small area with very limited access to public rights of way. Specifically, should the Rezoning Request be recommended and ultimately granted by the City Commission, the Association Members will have difficulty accessing their homes at Blue Lagoon due to increased gridlock on the only road that connects the Blue Lagoon property to a public right of way. Given the current state of affairs concerning this Agenda Item, and the lack of any publicly available traffic studies or other evidence concerning the impact that the proposed intensity increase in the neighboring property's zoning would have on the 135 San Lorenzo Avenue, Suite 820, Coral Gables, Florida 33146 Phone: (305) 221-2110 • Facsimile: (305) 221-5321 Agenda Item PZABA, May 16, 2018 Blue Lagoon Condominium Association's Request for Party Status Page 4 of 4 traffic flow through Blue Lagoon's easement, Blue Lagoons fundamental interest of access is at risk. Therefore, Blue Lagoon seeks the status of a qualified Intervenor and Party to the proceedings concerning Agenda Item PZAB.4 in the PZAB Meeting Agenda for May 16, 2018. below. Should you have any questions or concerns, please contact me at the number Sincerely, /s .Patrick Alayon, Esq. Patrick Alayon, Esq. 135 San Lorenzo Avenue, Suite 820, Coral Gables, Florida 33146 Phone: (305) 221-2110 • Facsimile: (305) 221-5321