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Filing # 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: pleadings@alayonlaw.com ralayon@alayonlaw.com ralayon@alayonlaw.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, 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. BLUE LAGOON CONDOMINIUM ASSOCIATION, INC, A Florida Not -For- Profit corporation, Plaintiff, V. 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 Easement2 ("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 ("47th 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 1 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 Plaintiffs use of the Easement in violation of applicable law, the Easement, and the agreed fmal 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 47t1i 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 Depaia<nent 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 Plaintiff's 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. 7th Street and 48th Avenue, Miami, Florida. It is a motor vehicle entrance, with decorative entrance features and landscaping, running north from 7th 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 NO.: 97-00975 CA 15 case. 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: (305) 221-2110 Fax: (305) 221-5321 Email: pleadings@alayonlaw.com ralayon@alayonlaw.com ralayon@alayonlaw.com Exhibit "A" 6/24/2016 Miami -Dade Official Records - Print Document 1986. AUG' 25 ON r54 86R288744 Et I2999Ps 326 DECJ.. ReUQN OF EASEMENT THIS DECLARATION OF EASEMENT executed this 1Sth day of August, 1996, by INTERCONTINENTAL INVESTMENT BANKERS, INC., a Florida corporation (hereinafter referred to as "GRANTOR"); W 3 TNEBSET hi WHEREAS, GRANTOR is the record foe simple title owner of the two parcels of real property described upon Exhibits "A" and "B" attached hereto and made a part hereof; 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 6ERVIENT PROPERTY"); 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 event said GRANTEE or its successors or assign■ shol,ld acquire title thereto by virtue of the foreclosure of its mortgage, or by deed in lieu thereof; and WHEREAS, GRANTEE would not make nor -disburse the proceeds of it. of id loan without the execution and recordation 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, sell, declare and reserve unto said GRANTEE, and GRANTEE'S successors and assigns, including, but not limited to, any purchaser at a foreclosure sal. of THE MORTGAGED PROPERTY resulting from a foreclosure of 1 https://www2.m iam i-dadeclerk.com/public-records/PrintDocument.aspx?QS=YaoUfOzxry3M RCvprh6POI PFH E91QH %2fgLtjxEJhl0Jtsjgv7ORkH huU m2ndW... 1/6 6/24/2016 Miami -Dade Official Records - Print Document Rid: I2999PG 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 (describ.d.upon Exhibit "A" attached hereto), said 40 foot strip of land being more particularly described as follows, 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 Concrete Monument set in the pavement of Northwest 7th Street at the Southeast corner of said Section 311 thence run North 01' 38' 30" East along the East line of said Section 31, the same being the East line of said Tract 2 and also the zoned centerline of Northwest 47th Avenue for a distance of 40.02 fret; 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 fallowing described centerline (shortening or extending the side thereof so as to create a continuous strip of land)" thence run North 01. 38' 30" East for a distance of 219.65 fret to a Point of Curve to the left; thence Northerly and Westerly along the arc of said curve, being concave to the Southwest, having a radius of 50 ;Fist and . central angle of 91.. 38' 30" for an arc distance of 79.97 feet to a point of tangency' 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 does further agree as follows' 1. Th.r recitals hereinabove contained are true and correct. 2. The' easement hereby granted shall become permanent and shall be an easement appurtenant to THE MORTGAGED PROPERTY, and shall run perpetually with the land upon THE BERVIENT PROPERTY, upon the GRANTEE, it. successors and assigns, becoming the owner of THE MORTGAGED PROPERTY, whether by foreclosure or by dead in 2 httpsl/www2.m lam;-dadeclerk,com/public-recards/PrIntDocumeft.aspx7QS=YaQUfOzxry3M RCvprh6POI PFH E91QH%2fgl.tjxE.}hlaltsjgv7ORkHhuUm2ndW... 2/6 6/24/2016 Miami -Dade Official Records - Print Document °" • 12999PC 328 lieu thereof, or otherwise. Upon the easement becoming perma- nent as aforesaid, the GRANTEE shall have 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 easement for the purpose of pedestrian and vehicular ingress and .gr.ss;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 deemed 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. 6. In the event that the easement 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 lie 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 successors 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 https://www2.m iami-dadeclerk.com/publi c-records/PrintDocument.aspx?QS=YaoUfOzxry3M RCvprh6POl PFH E91QH %2fgLtjxEJhl0Jtsjgv7ORkH huUm2ndW... 3/6 6/24/2016 Miami -Dade Official Records - Print Document 12999% 329 of Easement to be executed the day and year first above written. Signed, sealed and delivered in the presence ofu GRANTORI • INT£RCONTI BANKERS, I • Caron STATE OF FLORIDA COUNTY OF DADE )see NENTAL NC. tT rl 4%4 ,..l,.,,, I, INVEBTrie 2rpQ, a tr i ���i e Weiss, Pr�ea~'iAJ#,t'rs1w � $1 The foregoing instrument was acknowledged before me this 18th day of August, 1986, by Caroline Weiss, as President of INTERCONTINENTAL INVESTMENT BANKERS, INC. a Florida corporation, on biltiwlf of the corporat My Commission EHpires% Not y Pub at Larp NOTION Purr [C 'RIATF OF FORA % BMW THAW GENERAL us. WAJ. 4 https://www2.m iami-dadeclerk.com/public-records/Pri ntDocument.aspx?QS=YaoUfOzxry3M RCvprh6POIPFH E91QH %2fgLtjxEJhlOJtsjgv7ORkHhuU m2ndW... 4/6 6/24/2016 Miami -Dade Official Records - Print Document Kt: I2999Ps 330 Attached to and being part of Declaration of Easement dated August 16, 1966,' executed by INTERCONTINENTAL INVESTMENT BANKERS, INC., a Florida corporation LEGAL DESCRIPTION That Part )f Tract No. 2 of "PLAT OF THAT PORTION OF THE SOUTHEAST [/4 OF SECTION 31, TOWNSHIP 53 SOUTH, RANGE 41 EAST, LYING SOUTH AND SOUTHEAST OF THE TAMIAMI CANAL," according to the Plat thereof, as recorded in Plat Book 28, at Paws 10, of the Public Records of Dade County, Florida; lying and being in the City of Miami, Dade County, Florida; and being more particularly described as follows: Commence at a concrete monument set in the pavement of Northwest 7th Street at the Southeast corner of said Section 31; thence run N 01°38'30" Ealong the East line of said Section 31, the same line being the 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 01°38'30" E for a distance of 245.10 feet to the POINT OF BEGINNING of the parcel of land hereinafter described; thence Wes for a distance of 593.67 feet to a point; thence N 01 38'30" 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 1395.0E feet and a central angle of 29°S6'4L" for an arc distance of 729.11 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 01°38'30" W for a distance of 601.61 feet to the Point of Beginning. EXHIBIT "A" https://www2.m iam i-dadeclerk.com/public-records/PrintDocument.aspx?QS=YaoUfOzxry3M RCvprh6POIPFH E91QH %2fgLtjxEJhl0Jtsjgv7ORkH huU m2ndW... 5/6 6/24/2016 Miami -Dade Official Records - Print Document Kt: 12999PC ' 331 Attached to and being part of Declaration of Easement dated August 18, 1986, exscuted by INTERCONTINENTAL INVESTMENT BANKERS, INC., a Florida corporation That Part of Tract No.2 of'PLAT OF THAT PORTION OF THE SOUTHEAST 1/4 OF SECTION 31, TOWNSHIP 53 SOUTH. RANGE 41 EAST. LYING SOUTH AND 6;JUTHEA8T OF TAMIAMI CANAL. according to the plat tharsof a■ rocordsd in Plat Book 29 at Pape 10 of the Public Records of Dade County, Fat ride' lying and busing in the City of Miami, Dade County, Florida, Commence at the Concrete Monument set in the pavement of Northwest 7th street at the 6outhsast cornier of said Election 31; thence run N.01 38'30"E. along the East line of said Section 31. the same lima being the East line of said Tract NO.2 and also the ,toned centerline of Northwest 47th Avenue for a distance of 40.02 feet! thence WEST along a 1 ins being 40 feet North of and parallel with the South lino of said Section 31 for 1114.00 feet to the POINT OF BEGINNING of the parcel of land hereinafter describodl thence continue WEST along the last described lino for 130.00 feet' thence N.01 36'30"E. parallel math the oast line of said Section 31 for 145.10 feeti thence WEST for 160.00 feett thoncs N.01 3B'33"E. for 100 feet; thence WEST 106.63 feet; thence N.01 38' 30"E. for 601.61 foot to a point on a circular curve. said point bears S.47 55'12"61. form the center of the following described curvet thence NORTHEASTERLY along the arc of said curve, being concave to the Northwest. having a radtu. of 1395.08 filet and a central angle of 00 13'53" for an arc distance of 5.64 feet to a point of tangency! thence N. 41 50' 55"E. for .06.21 feet to a point of cvrvel thence ri rtheaster1v-Southerly alone the arc of said curve to the richt, teeing concave to the Southwest and having a radius of 50.00 foot and a contras angle of 141 39'O5" for an arc distance of 123.6! feats thence 5.03 30'00"W. for 386.21 feet to a point of curve' thence 3authoastsrly-Northeasterly along the arc of said curve to the left. Poise concave to the Northeast and having a radius of 45.0Z fee_ and a central angle of 160 16'10" for an arc distance of 1:5.67 feet! thence SOUTH for 242.27 feet' thence EAST for 154.92 feet; trance 6. 01 38'30"W. for 245.10 feet to the Point of Beginning. AND Tnat Part of Tract No.2 of PLAT OF THAT PORTION OF THE SOUTHEAST 1/4 OF SECT ION 31, TOWNSHIP 53 SOUTH. RANGE 41 EAST. LYING SOUTH AND SOUTHEAST OF TAMIAIII CANAL. according 'to the plat thereof as recorded in Plat Book 28 at Paps 10 of the Public Records of Donis County, Florida; lying and being in the Clio of Miami. Dade County, Florida, being more oartteularly described au fol lowat Commence at the Concrete monument met in the P t of Northi eat 7th-eel-wet at th■ Southeast corner of said Section 311 thence WEST along the, South line of raid section 31 for 1114.00 feet' thence N.01 35'30"E. pare11.1 with the East line o1 sold Sectt oa 31 for 283.2:' - few! to the point of beginning of the parcel- of land nor .!nattier d..cribedi thence WEST parallel with the South lino of said Section 31 for 154.92 foots thence NORTH for 242.27 feet !o the lot srssct4-cn with the arc of a circular curv., said point Losers $.66 46' 10"E. from the' center of the fol lowtno wnr,:rlbed t, thence N001THEASTEP1" along .ne arc of said curve. being concave to the Northwest. having a radius of 45 feat and a central angle of 14 43'50' for an arc distant. of 11.57 feet to a point of rev*roe curvet thence NORTHEASTERLY along the arc of said curve being concave to the, Southeast. having • radius of 190 feet and a central angle of 60 Qi'27` for an arc distance of 225.93 feet to a point of corpound.c thence EASTERLY -SOUTHERLY along the arc of ■aid curve, being concave to the Southwest. having . radius 50 feet dnd a• contrail angle of 90 57•31' for an arc distance of 86.35 feet to a point of tangency, thence S.04 32.49"E.. for 1.54..1% feet to a point of curve of circular curve to the Lsft1 thence SOUTHERLY°-A3TVnLY &l one the arc of said curve, being costa'o to the Nor theast., hewing. ■ radius of 45 foist and a control engi n of 73 21'00" doe an distance of 57.89 foot to a paint of tangencer thence 0.77•59'57'E. far 65.t7 fast to a point of curvy of a circular cur cc to the loft) %thence EASTERLY-. N3RTHEASTERLY, along the arc of sold curve. be4ng•concays to the North. having a radius of 35 foot and a centel angora of 32' 44+! O' for an dl stance of 32:L2 foot., thence 8.40 a.A.-Ln'E. along • line radial to this last described curve Co* 31.22 feet, !hones EAST for 170.5E 4..tt thence MOUTH for 142.17 foot' thence WEST for 3s15.03 feet to the point o1 beginning. IIRCOIIMD IN OFTICML AIOONON WON OT DAM COO"rr, rLORIOM1 RIGOR() v(Illr ICO RICTULBD P. SR1NEER CLERK CIRCUIT COURT https://www2.m iam i-dadeclerk.com/public-records/Pri ntDocument.aspx?QS=YaoUfOzxry3M RCvprh6POI PFH E91QH %2fgLtjxEJhl0Jtsjgv7ORkH huU m2ndW... 6/6 Exhibit "B" 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 CIRCUIT IN'AND FOR DADE COUNTY, FLORIDA GENERAL JURISDICTION DIVISION -? . CASE NO.97-00975 CA 15 , RECORDED NOV 2 4 �991. jkgperk of Circuit ` & county carts 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: OFF REC BK I7877PGI987` 1 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. OFF REC BK 17877PG1988 2 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 attomey's fees. DONE and ORDERED in Chambers in Miami, Dade County, Florida, this 19 day of November, 1997. Circuit Court Judge cc: Robert P. Frankel, Esq. Bernard S. Mandler, Esq. 3 OFF REC BK I7877PGI989 Crl_FgTF. TOWERS AT BLUE LAGOON 4865 NW 7TH STREET, MIAMI, FL. 33126 /BLUE - MIAMI, FIORMDA OFM wdk babel a oole a by KMI Ka Hebb.M. erne Webb Design Ind. a led sole eneOelry el Kahl Kerb NCNbchse m 9Webb Prem. Ine.1M souk D'td,t1 me, ne1 be ad wheal IM,FG'ened aeon eu4enl el Seed Re9.Vehbea. end Nab 'La e. be RNM11 REZONING SET MARCH 05, 2018 OWNER WEISS GROUP FOUNDATION Inc. 3187 ROYAL ROAD COCONUT GROVE, FLORIDA 33133 LANDSCAPE ARCHITECT CHRISTOPHER CAWLEY CC LANDSCAPE ARCHITECTURE LLC 780 NE 69th STREET, SUITE 1106 MIAMI, FLORIDA 33138 TEL: 786.534.5327 LC 26000460 KOBI KARP nOCWECNRE ARCHITECT KOBI KARP ARCHITECTURE AND INTERIOR DESIGN, INC. 2915 BISCAYNE BLVD. SUITE 200 MIAMI . FLORIDA 33137 TEL: 305.573.1818 FAX: 305.573.3766 LG OAR0012578 2 3 5 DRAWING INDEX mR A0.00 COVER • A0.01 INDEX • SURVEY • A1.00 PROJECT DATA • AT aT ELR CALCULATIONS . A1.02 ELR CALCULATIONS • A1.03 LOT COVERAGE & OPEN AREA CALCULATIONS • A1.04 CONTEXT AERIAL VIEW A,AD CONTEXT PHOTOS S AT.OD CONTEXT PHOTOS• A1.O7 CONTEXT PHOTOS• A1.08 RENDERING • A, a2 RENDERING• A1.10 RENDERING • A, ,, DETAILS N MATERIALS • A, ,2 DETAILS & MATERIALS• A1.13 DETAILS M MATERIALS • A„A ARCHITECTURAL MASSING• AT 15 ARCHITECTURAL MASSING • A2.00 SITE PLAN • A3.00 LEVEL L - GROUND FLOOR PLAN • A2.01 LEVEL Ls - MEZANNINE • A2.00 LEVEL 2 FLOOR PLAN • Aa.os LEVEL s FLOOR PLAN • A2.04 LEVEL O FLOOR PLAN • A3.O5 LEVEL 5 FLOOR PLAN • 6.0.00 LEVEL 0 FLOOR PLAN • A2.O7 LEVEL T FLOOR - AMENITIES • A3.02 LEVEL O FLOOR PLAN • A309 LEVEL s - AMENITIES • A2.1O LEVEL LO-Ls • AVL LEVEL Le • A2.12 ROOF PLAN • A4.00 SOUTH & NORTH ELEVATIONS • A4.01 EAST & WEST ELEVATIONS • 00 A4.02 ENLARGED ELEVATION DETAILS • O N A4.03 ENLARGED ELEVATION DETAILS • 150 O Aa as ENLARGED ELEVATION DETAILS • 0:) A4.05 ENLARGED ELEVATION DETAILS • O A5.00 BUILDING SECTION A -A • Z A5.01 BUILDING SECTION B-B • L-occ LANDSCAPE COVER SHEET &INDEX • L-100 RENDERED LANDSCAPE MASTER PLAN • 03 p L-101 LANDSCAPE MASTER PLAN • L-102 LANDSCAPE PUN ENLARGEMENT - PHASE III • W L-103 LANDSCAPE PUN ENLARGEMENT - PHASE I • L-104 LANDSCAPE PUN ENLARGEMENT - PHASE II • a OD LANDSCAPE LEGEND, NOTES R DETAILS • O L-200 HARDSC0PE & AMENITIES IMAGE BOARD Z L-201 PLANT MATERIAL IMAGES (TREES 2 PALMS) • Z 2G2 PLANT GROUNDCOVERS) IMAGES (SHRUBS 2 • 0 N '/BLUE 1607 1-2 x W 0 z DRAWN BY CHECKED BY DATE MARCH 05,2018 A0.01 3 4 5 r- TS-a Ri R4 TS-8 L R4 ■ •II- - ~. ■1_ 1 • 1� • Now 4 1 ■mp_^ 111111134JIF.m 1.111d:.J 1 ,111 1I1 i Tl 1111i1 11 II i,1 I n CL] tiles n111111 III 4 11 ,. = .11nII nh, a CI 11' 11111111 111 1 r 12 1111111111111r s "" .111111 III_ • Illllll' r� 1111U110 • Illil■1` !. T•i II1■ a. f ..11 IIr-4.- , i■.-:1I. _- anal=illr_. ig_ nnl:all i �- =11 .,,= 1p!_mIn =mita rd. 1111111z 111111n 111111 n4111 114 iLLI aim 1111 Jf T 1 ❑ AREA OF WORK FLOOR AREA CAWJLAT ONS RAMS • f1WM[11i4 of0*E MRA Tn14. a 1pd5 1042577 20 144.115E e151151 1,, 5. 0. 144¢1 10110551 -,e 11, .. 0, LEM3 10.311 Sc .... .. 1. 5E564 14.44 Y1 - xs1 151511 150E 55: 4. 16252.4 14134451 111.3441' 0 H _ 90021 v LP& 0 01600,6 11,1765. LINA 15 r L 1151116 11/0152 ps' ROW 2610 054 os 1. 1WL 1/414169 0u 00 ev 1641.45u PARKING MATRI% LLOOM1 310 A. 5E5521 115 0444w.u1111: 1 16.92 14 05111154 c, awl 1st kW 65 0. 11411 110 P15611. 267 MM. 5 Hceda.fi 104 o meat 1411 1 FOWP[T TO COMPLY%WM REquIRE0 SUSTalacallarryCEGIIAT10M ASN91MW11* _ WAIVERS REQUEST . Ny11P11o7 I >Main,^4..n4nr0 =015U MIM1I211m111 621 MEMEL 0 1n1Sec •.. 4m1.W1Mn 1 22 FT INFICLEA140145 1.4514 P1645.11106.4414116305) x 10F165, 44.006 1 1,504 PM,. SPACE 1411 amu44, ewe. NM. 0AT61111001 PROJECT INFORMATION .W10+NM.1 tewlrto. fw Ma n 35111 105Nu 15 1111w4104110 1014e4 Mu n411no.1Y01 N N4,a14a1 414a51 ua,nu 91141 R*P5.11741®1 NIr1. 111h81 31 11ax151 4001 AM001214514L1t Iu,Y1m1 _ Fur rsare10g0 441040611 0111114104n51 1.64152 1.0.4011 4.1.4.110 37Y11 uN1I01 I Tana 90141911 ARV SIZE REQUIREMENTS5,11 nwwrs 1. FED rwvosm W. 5. . 1H. 10' MN 11Y01� CO1 mu n mrl la mar 141•,e4414 Sr MOW 117.520. WOW. 610021.4FE PAW 154515lr 15556 6 1Loon .0156461oa 11.ee.,x451 a.41s150 1a M1M.11.5` 4aa, 41 ,1 02121115n5061115574 1111225 5.1267v 1101141T11 M...•6T1,HST •15491 2TMV a11NN11 P N0M111,•I. 1161* 10E651 DM G. 011414 .15 OM M 114 4R1U1*aa11 i N163llT.,;4N.1v.11 1M«1.41. 11..C.11.0.01 15 0.14.01561011616 14110401 1 ,1 1,411111104111 6119.1,a511T•70ST�355 u5T4me. S6T0ACir.RERu1kfINETiTi 441CM1,a,Ma1n12 A /Iwfral MIR I11EL1.5. 1HPTMR 66.1011111 531141 NW 11. PmET 1.1144. IS it M. 40141141'141 40661371 11064.1011W4 1144.14110'-11 6N[ EMT 14Hf1L1M14N4•041111N 1n1-1104'1 WOO: 161110n• mrt Mm 41111515411 1121.16111421 1. ,+1+a1 wt1r I1Y1414 f1M4a0.0f1MN NW 1NrtmM *014 411ron1.115511.52664 14001.If 1•1111N•Ile MN In 1'•111'01 4 3,1 WM LK 614151-1171 PARKING REQUIREMENTS 106111561.11 111601110 11000119 40501,161654 1w L. 01051110- 115 OS • 1.0 i.111 Pl a4 11e75127 046111011140 1941 P. c 40Mxf1PW1a1114 an11u1mlu IA µ 1451162 C 511561156.5244 SWAM 41401.4020224,6500040410 20411014- 1111 im occralenn 101 15111101. 14011 a 1.Y4uws10,4 MOW AM WOOD 110.1016 1 0. aC+Gd 11x1 P11x011n41MG n1415 149/1110- 11a11 macs T011.1 liaS aO114WE FlwMlsn sf.011151 msac arm5114 3E6u01101 FNP09LL 1' 413101111514,4 111111152 146114•e5 4105F111.1314 1 1 1 0161444004111011111011025 1101F1m 5101 11 11 1.100a14 14110014011 13l1111Y11S) i 1 3 101MN WW.DOITWAIM, 0001400 100111101104 4 n. 001.5506.10141,115 OOP, ri11St,S-VI151 sM': 1wf9411-C.%C, 010Y". a®ua1ra144a N*3 41M Imaclw.414 If 63 O N In O M 0 z 0 co m co co z J a 0 z z PROJECT DATA NN 7BLUE 1607 PROJECT DATA DRAWN BY KKAID CHECKED BY DATE MARCH 05,2018 A1.00 GROUND LEVEL (RESIDENTIAL/PARKING) 109,577 SF EDO LEVEL 1.5 (PARKING) 63,577 SF Ito LEVEL 2 (RESIDENTIAL/PARKING) 152,105 SF LIZajdiYruoiru nrffrlf idr, all® LEVEL 3 (RESIDENTIAL/PARKING) 160,519 SF /111DO LEVEL 4 (RESIDENTIAL/PARKING) 161,046 SF ED© LEVEL 5 (RESIDENTIAL/PARKING) 160,519 SF REZONING PLANS SUBMISSION (03-05-2018) '/BLUE 1607 FLR CALCULATIONS d 4411., z S u mop m �� b �a$a z DRAWN BY K.10 CHECKED BY DATE MARCH 05,2018 A1.01 2 3 4 5 allLEVEL 6 (RESIDENTIAL/PARKING) 141,544 SF I MWANITAMMWM PLITIMILTM OnmenstMINO Iffitkawmam a p i- I j, I 'auZ \I© LEVEL 7 (RESIDENTIAL/AMENITIES) 92,193 SF �/© LEVEL 8 (RESIDENTIAL) 92,731SF E® LEVEL 9 (RESIDENTIAL/AMENITIES) 81,170 SF �O LEVEL 10-15 (RESIDENTIAL) 408,680 SF m© LEVEL 16 (RESIDENTIAL) 23,804 SF REZONING PLANS SUBMISSION (03-05-2018) '/BLUE 1607 FLR CALCULATIONS 10.10 DATE: MAIRCH05,20113 A1.02 EEV EEOEGG DEE • 3 3 LOT AREA MS 370 SF REOU !RED PROPOSED LOT COVERAGE SOO OF LOT GOV., 200,050 SF .0 OF LOT COND.. .0010 SF OPEN SPACE .0 OF LOT GOO.. = DON. SF .0 OF LOT COND.. 100,090 SF LOT COVERAGE & OPEN SPACE SCALE: N.T.S /BLUE 1607 z 0 0 `74 o I. 11 E - 2 CO LOT COVERAGE & OPEN SPACE 8 n ''' > IDto i' . 8 44111._ DRAWN BY K.10 CHECKED BY DATE MARCH OB, 2018 A1.03 2 3 4 5 If ` *.J L II "1 i.I . .., MIAMI INTERNATIONAL AIRPORT DOLPHIN EXPY BLUE LAGOON SITE MEMORIAL GARDENS MEMORIAL PARK DISTRICT CONTEXT HILTON MIAMI AIRPORT — 14 STOREY BLUE LAGOON VISTA AL LAGO CONDOMINIUMS — 2 STOREY SITE SUNSET VILLAS PH III — 8 STOREY YOLANDA VILLAS CONDOMINIUMS — 8 STOREY BLUE LAGOON CONDOMINIUMS — 6 STOREY SUNSET VILLAS — 8 STOREY MOON TOWER — 8 STOREY HALF MOON TOWER — 11 STOREY VISTA LAKE CONDO — 6 STOREY NEIGHBORHOOD CONTEXT NTS NTS REZONING PLANS SUBMISSION (03-05-2018) ',/BLUE 1607 1-2 CONTEXT AERIAL VIEW DRAWN BY CHECKED BY DATE: MARCH 05, 201B A1.04 O HILTON MIAMI AIRPORT ® VISTA AL LAGO CONDOMINIUMS r err r ill © BLUE MOON TOWERS O MIAMI AIRPORT \- 1 1 I rd L,J 61 1ES id�i':b-"$r KEY PLAN ❑� MOON TOWER O SUNSET VILLAS PH II ❑5 BLUE LAGOON CONDOMINIUMS ❑S VISTA LAKE CONDO O N r)O 0 z 0 '/BLUE 1607 CONTEXT PHOTOS KKAID z DATE MARCH115,20113 CONTEXT PHOTOS N A1.05 ❑HILTON MIAMI AIRPORT 2❑ NW 7TH ST 3❑ VIEW SOUTH FROM BLUE LAGOON ACESS ROAD © VIEW SOUTH FROM HILTON MIAMI AIRPORT KEY PLAN ® VIEW EAST FROM BLUE LAGOON ACESS ROAD 5❑ ENTANCE TO BLUE LAGOON CONDOMINIUMS a ',/BLUE 1607 CONTEXT PHOTOS z 0 DRAWN BY: KKAIB z CHECKED BY AZ onrE. MARCH Bs, 201E CONTEXT PHOTOS A1.06 2 3 4 5 0 SITE CENTRAL VIEW ▪ SITE VIEW FROM HILTON MIAMI AIRPORT ▪ SITE EAST VIEW KEY PLAN ❑5 SITE NORTHEAST VIEW STIE VIEW TOWARD BLUE LAGOON CONDOMINIUM M 0 z O 2 0) z Q J a 0 z z CONTEXT PHOTOS W '/BLUE 1607 CONTEXT PHOTOS DRAM EY, 10.10 DATE A1.07 The work product prodded by Kobt Karp Architecture and Inlerlor Design. Inc. k the sole property of Kabl Kap ArchileeMe and Interior Design. Inc. the work product may not be used nARwul She expressed wttten ccnsenl of Kobi Karp Architecture and interior Deakin. test jKKAIDI '/BLUE 1607 RENDERING 10.10 DATE MARCH115,2018 A1.08 3 4 D the wank product provided br Kola, Karp ArpM1earure and miaow Derain Ix. Is the sate properly al KcW Karp Archlleclure and brtensr Devpn, Inc. The wart pro may not be used wilhaut the egressed wrlrren consent M gob. Karp Mal:tealure and Inteelor Drain, Inc ;KKPJDJ 5 00 O N lA O cn O_ z O m 0) 0) z J a 0 z z RENDERINGON ',BLUE 1607 1-2 :10I.]0:11 [t 10.10 DATE MARCH115,20113 A1.09 A I'`BLUE LAGOON- MIAMI.FLORIDA Ware *at tap ..«v.danmw.a arv..c a m.wi. Paa.ma+m TM wont p O P , corm. �c sx '/BLUE 1607 RENDERING �oz o Cqj az a _ a DRAWN BY CHECKED BY DATE MARCH 05,2018 A1.10 2 4 SW 7551 GLASS W/ ALUMINIUM FRAME STUCCO CLIMBING PLANTS EXTERIOR PAINT SW 7075 EXTERIOR PAIN SW 7551 c c m m z a C7 z z DETAILS & MATERIALS w 1607 DETAILS & MATERIALS DRAWN BY KKAID CHECKED BY DATE MARCH 05,2018 A1.11 1607 DETAILS & MATERIALS DRAWN BY CHECKED BY KKAID DATE MARCH 05,201B A1.12 .411114111114111111114411. GLASS W/ ALUMINIUM FRAME e" I STUCCO EXPANDED METAL MESH • ". RAILINGS i II it 1f n r- SJV 7075 EXTERIOR PAINT SW 7075 1 _ " ` AI r .111 ns 4! A EXTERIOR PAINT SW 7551_.M r !'r7ni" �[ ill t k• r > : y,1f' ' ti a SW 7551 �' _ �1/ r aid �nk��''rVt' - t� ,r M;,t� �r r F I•.' D te' ;:lll�f• 1 i i �' + . I + '2 ,r:/-. y 1i1 �k+►1 ilr �•r.' i _i.l D el301 F it �� 4 H o i l l vi a. :I E �, _ �I r olnar - i ill a411I [_7L LIE 1607 DETAILS & MATERIALS DRAWN BY KKAID CHECKED BY DATE MARCH 05,20113 A1.13 7BLUE LAGOON-mmil, FLORIDA 0 The aaa. ponalunt proaded by KaaKwa •kah,laalwo and 'Mena, des,an. Inc. n Iti soe popody al .kat. Karp ntal,leclva and 'manor Catian. Inc. The nak walacl mcy fIPI be used .thlhoul Ina opamea .man coma,' al Kati Karp NchIlealare and 'mead, Clealga IncCFKAIDl ARCHITECTURAL MASSING f-r?/_ 1607 iitui:uriiic 1. rir z o 411111h2._ DRAWN BY KKAID CHECKED BY DATE MARCH OB, 2018 A1.14 3 E The work product provided by %obi %op Architecture and Interior T]eilgn, bee. Is the sale property of %obi tarp Architecture and tntenor Desgn. Inc. The work product may not be used without the expressed whiten consent a! 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Let' /'BLUE 1607 IgggEgg 5 n CHECKED BY MARCH 05,2018 A3.11 PHASE 3 211N3AV HILP MN /TOWER SME SE7B174 HRH 'WEIR SID 1E OACK) •IN-81 81—* FM r 112 VNA i I: : g PHASE, PHASE O r$: rf— oW PHASE 1 (TOW TR SIDE SETBACK) TM. =ROTE. :SE PHASE I n oo Lc) 9 z c) co CI) CI) 0- z z ROOF PLAN N SCALE 1,4CO-O. 1E2 a, //BLUE 1607 z 0 0 0 2 CO ROOF PLAN 'MP Izcz qfc .0•1"" ° 411111N5.7! DRAWN BY KKAID CHECKED BY DATE MARCH 0,010 A3.12 3 5 in, —I,-fl mr A-1 Ammasmor- ir -miworour- , s_ 41-449.4-1-6 ••-or —a -u- SOUTH ELEVATION SCALE:1,40'-0. //BLUE 1607 z 0 o `7 0 LU 2 CO SOUTH & NORTH ELEVATIONS 0 Lit IT! 0 c) co 2 a_ to 41111: co 100 L11.1 co cm _ALR< 0 "ill o_ 0 DRAWN BY KKAID z CHECKED BY z NORTH ELEVATION N SCALE.1,40'-0. 1E2 MARCH OB, 2018 A4.00 EAST ELEVATION SCALE 1,40.0" • — —111-11 • '2unsTyirgirmon —ITIV7rt • 1I r r T IL ▪ al 211' • immin# .- ._n n inn /01 1...°114' we ▪ II • • al It • • II • MI E. • ▪ fff NI • NO Ma V 11- LIT SE NI • . 'It 1 . 1 ! • i ! : ; •11 i 1 1607 z o 0 (.9 J 2 CO EAST & WEST ELEVATIONS 88 z CHECKED RM Z DATE 0 WEST ELEVATION N A4.01 SCALE: 1,40.0" MARCH OA 2018 2 3 5W 7551 GLASS W/ ALUMINIUM FRAME STUCCO WALL CLIMBING PLANTS ON STEEL WIRE EXTERIOR PAINT SW 7075 EXTERIOR PAINT SW 7551 ENLARGED ELEVATION MATERIALS '/BLUE 1607 DETAILS & MATERIALS z DATE MARCH115,2018 A4.02 5 GLASS W/ ALUMINIUM FRAME SW 7551 STUCCO WALL CLIMBING PLANTS ON STEEL WIRE EXTERIOR PAINT SW 7075 EXTERIOR PAINT SW 7551 ENLARGED ELEVATION MATERIALS REZONING PLANS SUBMISSION (03-05-2018) /BLUE 1607 z o 0 cp Eli co DETAILS & MATERIALS 8 n 2 lir z 411', DRAWWW, 10.1D CHECKEDEI, DATE MARCH115,2018 A4.03 2 GLASS W/ ALUMINIUM FRAME STUCCO WALL CLIMBING PLANTS ON STEEL WIRE EXTERIOR PAINT SW 7075 5W 7551 EXTERIOR PAINT SW 7551 ENLARGED ELEVATION MATERIALS '/BLUE 1607 1-2 DETAILS & MATERIALS z DATE MARCH05,201E1 A4.04 2 4 SW 7551 EXTERIOR PAINT SW 7551 STUCCO SW 707 2 EXTERIOR PAINT SW 7075 GLASS W/ ALUMINIUM FRAME ENLARGED ELEVATION MATERIALS REZONING PLANS SUBMISSION (03-05-2018) '/BLUE 1607 1-2 DETAILS & MATERIALS d a S u m� >10. aa z DATE MARCH115,2018 A4.05 i ■ • ■ ■ - ■ ■ ■ ,..,,, NM IN II■I■I ■ ■ I11 IIII ■ 1 0 0 0 0 0 ■ i =Elm LE - iliL UM Yhl' had I-iw1ji�VVi6 r mil% woe mal ni i • 11 I • ■ 1 1 ■�rrwm�111 • !I k ®I■I r ii t O SECTION A -A O KEY PLAN 0 '/BLUE 1607 aaaaa SECTION A -A 10.10 DATE MARCH115,2018 A5.00 ALL ALL ALL ALL ALL ALL ALL �L LL EL L 07L Q.Q'&E_EL I L L L L L L L L L L 0_ _L D —L 0_7_L LL_L LL_L 00� $ A EIGHT N.G.V. ;L,_ • D(,32s6NAVD) ;zs_ • D(,2369NAVD, G.V. D. ;o • D(,Dss NAVD, ry v 61-2E'LNI4G D(6D.BB' N.A.V.D. O SECTION B-B O KEY PLAN REZONING PLANS SUBMISSION (03-05-2018) '/BLUE 1607 1-27 SECTION B-B d -ilk a 0. o 1aa z DRAWN BY K.10 CHECKED BY DATE MARCH 05,018 A5.01 PHASE III I; I F �illill1ITi PHASE II REOER TO SHEET La,. PHASE I 0 PHASE II MATCH LINE TOWERS AT BLUE LAGOON I PLANNING + ZONING LANDSCAPE SUBMITTAL EXISTING VEGETATION SUMMARY The maforlfy of existing vegetation located on the properly is comprised of lnvaslve Ausirallan Plne trees, and thus should be removed as part of the site development process. Additionally, there are numerous Royal palms long the existing entry drive, and a few native specimen trees located wlihln the property boundary. If possible the landscape arohltecl Intends to relocate some of the native royal palms and native specimen trees as part of the final landscape design. INDED OD SHEETS LO® Landscape Cover Page +Sheet Index LO® Rendered Landscape Master Plan: Phase 1, II+III LOGE Landscape Master Plan+ Landscape Legend LOJCL Hardscape Plan LO® Landscape Plan Enlargement l Phase! +Phase II Patel LO® Landscape Plan Enlargement l Phase II Parllal+Phase III LO® Neighborhood Improvement Landscape Key Plan LO® Neighborhood Improvement Landscape Enlargements:Areas C+D LO® Landscape Notes + Details LO® Hardscape+ Amenitles Image Board LO® Plant Material Images: Trees +Palms LO® Plant Materiel Images: Shrubs + Groundoovers O NTS CHRISTOPHER CAWLEY CC LANDSCAPE ARCHITECTURE LLC LA Florida Landscape Architecture Business LC2E0000E0 BLUE 1607 Iggiggigg DRAWN BY COVER + SHEET INDEX KKAID CHECKED BY DATE MARGE 05 RAID L0.00 J �mOPERTY. LIwF 0 1�rilll���rrr���r����■1`i�il��l�■Irldln�� H�fl�iillt��� �.� 1111111111111111111ff PHASE, RENDERED LANDSCAPE MASTER PLAN „D PHASES I, II + III ,B BB O T 305.979.1585 I www.christophercawley.com MASTER SITE PLAN LEO END 0 oRASSPAveo,TJRFBLnok PAVINGARrA, FiREAoo�.ss LANE 0 PRASE! SEE SHEET UVB FOR ENLARGEMENT 0 PRASE II SEE SHEET UVB. u BB FOR ENLARGEMENT 0 PRASE III TOWERS AT ewe LAGOON ENTRANCE SEE SHEET BB FOR ENLARGEMENT PLANTING0 TOWERS AT BLUE LAGOON STREETSCAPE OAREA OF VEHICULAR PAVING PATTERN INSPIRED BARE. I RIVER SPECIAL AREA' PLANS STANDARDS 0 VEHICULAR PAVING PATTERN TO BLEED INTO ADJACENT ewe LAGOON DEVELOPMENT, REFER TOSNEETL, 0 VEHICULAR PAVING PATTERN TO BLEED INTO ADJACENT SUNSET VILLAS DEVELOPMENT, REFER TOSNEET Va oPOTENTIAL LOCATIONFORSCD�DRE ART CHRISTOPHER CAWLEY ICC LANDSCAPE ARCHITECTURE LLC L A BLUE 1607 Z 0 oct 0 N J W 7D Lc CO DRAWN BY CHECKED BY KKAID DATE MARGE 05 RAID L1.00 J N6NoUTH STREET PROPERTY LINE r- LJ PROPERTY LINE l m ! llCnn���� — e 11minniuum�I.•rr. in PHASE III PROPERTY LIN PALM TREE QOPO SMALL TREE QOPO PER,L 11116111111111111/111111111.111111161111.116/11111111111111111111* PHASE II rm PHASE I 1 � I IN IMF 4'I POOL 1 ` _ r PHASE! PHASE I PALM TREES QEPO 88 PROVIDED, SEE PLANT LIST ON SHEET L3 66 FOR SPECIES SELECTION LARGE CANOPO TREE QOPE 35 PROVIDED, SEE PLANT LIST ON SHEET L3 66 FOR SPECIES SELECTION LANDSCAPE MASTER PLAN + LANDSCAPE LEGEND SMALL TREE QOPO 116 PROVIDED, SEE PLANT LIST ON SHEET L3 66 FOR SPECIES SELECTION PALM TREES QOPO N LANDSCAPE LEGEND Tmnamts.Ty. T612 ll. M.. aoocia sr A Spw%S dpa.W Open Sole. Yd •• 65' an NW Nam Mw.. 6898 ALMON* PK,.I &Laawrn B 30.wM MMtl pnp 6144.1.1p40MP.M%NMM49.w weN. 611.•60 am Wpn .M611•11/P.Yq•p.u. p%t PMPMdq.P%w C TOM .i..i!%MMyai.P.siim1.r.w,.a..w MB• ao asz saaw A So.M. W.n 4•1[.....1 gYn01. ao usz s ....n..1• Wn...lntl Ot^%1.i• ?o -%e as O* it A..r,.tl r.T+b VM.114..w.Wd+bq CAM et in..,. • _c"p to F.loNa..p.nboroMmlomImes•aaa ,a, E %P011*1.1* 6.6150 a .$ Mw%W •%1%• c %Mrn11p.w.M..nM ann. Prthii... DM• CI %De.F.MMwe NMv.w.s%iem. maprei.r vo.w.ao%• aosas E Se•tl T•.w nrm.m wawa s tagd .0,2.1. Nam ti.t day SOW rM• %Ptlna p•mse uw.d t.Me6 l.w wpm n 1:1 pM.•.n%' _ --,- F- Otwl.r 1N6MO I mve Ewwt paw.. Imam. ww.a BIY h Nut•51. ,V. n Mu•ewdew.mw...fl 1O- 1520 iszo B % Nam Nn4Ap.n.n M•6 M.M pram se%• 056ass bnM. MR. Ma lox rw.Pw..npM.O N.row d.••wpanW0.611%• aw aw CHRISTOPHER CAWLEY ICC LANDSCAPE ARCHITECTURE LLC L A OT 305 979 ww °ris P raa Y am BLUE 1607 0 oct W 3 m DRAWN BY CHECKED BY KKAID DATE MARSH 05 2018 L1.01 L A EEcr,o Ne GHBORAPPwvi 0 0 O PROPER, LINE PROPER, LI PROPER, LINE r- PHASE III TEED'Ll'HE7gA;CDNAGEREFIL7NNSTEPF CD VILLAS of NeGHBORAPPwvTAD PHASE II PROPER, LINE PHASE I PHASE! PHASE I O HARDSCAPE PLAN LED END N • aReoAs, oouoREre anveao,aniN,eonsa�w�„eo easaeow�narn aaNs nuw�os' 0 aaeoAs,00ufZtanve s,P,M1A,re r.!vs e,Bo A'''' s'"A"'' © ASPHAIT,H,Ill ARIHR ATIONT,I,I 0 GRADSP,ER,URFBLOCK PAviNOARrAi FIRE ACCESS ,NE OR ILOV,LLE BowROSTOSEPARA, FIRE ACCESS ,NE FROM AUTOMOBILE CIRCU,TION O EIEDSXiCeNaR 1,E,,ousneeru°° oNCREre PAVER COLOR PAT,I, SIGEL, 0 P ssereSCULPTURELOCATON 0 S,e FURNISHINGS/ UMBREwT,LES a CHAIRS CHAISE LOUNGE BENCHES ETC O ANDS A, PIANTINA AREA HARDSCAPE PLAN CHRISTOPHER CAWLEY ICC LANDSCAPE ARCHITECTURE LLC LA OT 305 ss 1585 ww cAFi= ° F,G Y am BLUE 1607 HARDSCAPE PLAN DRAWN BY KKAID CHEC,D BY L1.01 a J TOWERS AT BLUE LAGOON STREETSCAPE PLANTING AREA LANDSCAPE PROPERTU LINE UUOCER COMPOSED OF NATIVE TREES AND SHRUB SCREENING PROPERTY LINE PALMS + FLOWERING TREES AND TROPICAL GROUNDCOVERS PALM TREE LINED PEDESTRIAN CIRCULATION PATHWAY MATCH LINE LREOER TO PHASE II SHEET LOID7 LARGE PALMS ACCENTING ENTRANCE TO POOL DECK AREP GROVE OF LARGE NATIVE SHADE TREES LANDSCAPED POOL DECK AREA W ITH PALMS, TREES AND TROPICAL GROUNDCOVERS LANDSCAPE AREA LANDSCAPE PLAN ENLARGEMENT. PHASE I + PHASE II PARTIAL THE POINT: PASSIVE RECREATION SPACE WITH OPEN VIEWS, BENCHES, SPECIAL PAVING AND LANDSCAPE AREAS POSSIBLE LOCATION FOR SCULPTURE / ART LOOSE CLUSTERS OF TREES +PALMS. TO ACCENT POSSIBLE SCULPTURE SPACE SITE MAP N.T.S. CHRISTOPHER CAWLEY ICC LANDSCAPE ARCHITECTURE LLC LA OT 305 979 ww cnri= P rce Y am BLUE 1607 Z oct J E LLI CO J ' DRAWN BY CHECKED BY KKAID DATE MARGE 05 RAID L1.02 J SITE MAP N.T.S. N.W. nH STREET STREETSCAPE: PALMS, FLOWERING TREES +TROPICAL GROUNDCOVERS N.W. 7TH STREET ENTRY SIDEWALK TO ECHO SPECIAL PAVING DESIGN PATTERN POSSIBLE LOCATION FOR SCULPTURE / ART TOWERS AT BLUE LAGOON STREETSCAPE PLANTINGS TOWERS AT BLUE LAGOON ENTRANCE MEDIAN PLANTING. PALMS, FLOWERING TREES +TROPICAL GROUNDCOVERS NdV00FH STREET PHASE III ENLARDEMENT VEHICULAR PAVING PATTERN TO BLEED INTO ADJACENT BLUE LAGOON DEVELOPMENT SUBJECT TO NEIGHBOR APPROVAL LANDSCAPE BUFFER SCREENING LANDSCAPE DROP OFF AREA PROPERTY LINE .SE III u I , r :TiiTSmnrh 111111111111 PROPERTY LINE PROPERTY LINE POSSIBLE LOCATION FOR SCULPTURE/ART SIla lea•:, LSI ::I 1 IQJ MATCH LINE LREOER TO PHASE II EN OLAROEMENT ON SAME SHEET MATCH LINE ORELER TO SHEET LOOM STREET TREES PLANTING AREA ASPHALT VEHICULAR CIRCULATION LANDSCAPE BUFFER SCREENING VEHICULAR PAVING PATTERN TO BLEED INTO ADJACENT SUNSET VILLAS DEVELOPMENT. SUBJECT TO NEIGHBOR APPROVAL PHASE II ENLARDEMENT LPARTIALD CHRISTOPHER CAWLEY ICC LANDSCAPE ARCHITECTURE LLC LA LANDSCAPE PLAN ENLARGEMENT WWL rs P.17:=°;r3T:''a ,Ca v cam PHASE II PARTIAL + PHASE III '° °° °' rao59Ts/sa e BLUE 1607 0 o ct o N J W J ' � CO DRAWN BY SNESKKDBY L1.03 KKAID OFF SITE NEIGHBORHOOD IMPROVEMENTS LEGEND 0 Tz= -RN 0 SUNSETBILLAS EXISTING SUNSET VILLAS GUARD NOUSE LT=!TELILI'lgrEri B=7TC"R'O'STSW + ENTRY HARDSCAPE AREA MATERIAL TO BE PRECASTAbONORETE PAPERS EXACT COLOR PATTERN SIDE + GEOMETRY IsN9=g;RE MIAMI RIVER SPECIAL AREA PLAN EJECT TO APPROVAL SUNSET VILLAS ENTRANCE !IMPROVEMENTS NTS 0 REFER TO SHEET BIDE + i AREA I 0 REFER TO SHEET BIDE + i ARE, © REFER, ENLARGEMENT TILIS SHEET NEIGHBORHOOD IMPROVEMENT LANDSCAPE KEY PLAN TOWERS AT BLUE LAGOON REFER TO SHEET LIM FOR MASTER SITE PLAN 107 CHRISTOPHER CAWLEY ICC LANDSCAPE ARCHITECTURE LLC I L A e Florida Landscape Architecture Business LC 26000660 760 NE 69th Street I Suite 1106 I Miami FL 33136 T 305 979 1565 I www christophercawley com L U E 1607 z 1— Z 0 o. O 17 O `11 5J I 7I 0°- I-U ; o< ff-) rnOre ct z uJ DRAWN BY: KKAID CHECKED BY DATE: REVISED MARCH°, 2[118 L2.00 LANDSCAPE NOTES 1 ALL PLANT MATERIAL SHALL BE FLORIDA GRADE NO 1 OR BETTER 2 .111,=11TTR.,=Fst. SBI-LIZIgE,..C.A.,ftEsF7k1.,,w111„LI=11:2:FrtlIEFILEOsCATION OF, AVOID, AND PROTECT ALL LrfAttE;PAALpME,...,,,AFtE1114.1F,TI:ITRLI.0.:TRAELITAOFIB0Et,LOCATED IN THE FIELD AND APPROVED BY THE 0 ALL PLANTING SOIL SHALL BE 5050 TOPSOIL SAND MIX, FREE OF CLAY, STONES, ROCKS, OR ,=1:EZA0pREE.41,El 14ATTER THIS SPECIFICATION INCLUDES ALL BACNFILL FOR BERMS AND OTHER ..PI:TPETDHVLWAljTAI.2GASSOIL SPREAD IN PLACE- THROUGHOL7 ''F'LlUPWI'P°LVAENFTIPNWFOIlkL'eSFBF=D IN PLACE- THROUGHOL7 '2-1RDUEBPTklk-'1DP1'_-1111=11TPGRE‘FArll PLACE THROUGHOUT TREES PALMS SPECIMEN PLANT MATERIAL LOCATIONS IVZILFLoWA/Z7HTF10,11=DT3X6u=leNAFs0EUNDATIONS SHALL BE THE SAME 5 THE SITE CONTRACTOR SHALL BE RESPONSIBLE TO BRING ALL GRADES TO WITHIN 2' OF FINAL IG,R:ZgallASX:=LJU,,s,,Z.MLICATION OF 5050 TOPSOIL SAND MIX FOR ALL WOULD BE A DISCREPANCY BENVEEN SITE AND LANDSCAPE CONTRACTORS AND NOTIFY THE glETER°Mk1'1:FIENXHIAPRFT/ULTLSPURPOEVFW-MIDSE2t4OT;TI:ag SX1E_IPCAATff•NAFNILL THE' BE SUBSEQUENT PAYMENT OTHER PLANTING SOIL MIXES TO BE ADDED, I E FOR TREES, PALMS, TO CONTROLLER ALL FLORIDA BUILDING CODE APPENDIX IRRIGATION REQUIREMENTS SHALL LOCATED BY DIALING811 AS REQUIRED BY LAW KEEP MULCH 6.AWAY FROM TREE OR PALM TRUNKS AS PER INDUSTRY RECOMMENDATIONS AND FIELD VERIFIED SOD SHALL CARRY AS -MONTH WARRANN 10 ALL TREES, PALMS, SHRUBS AND GROUNDCOVERS, AND SOD/LAWN SHALL CARRY A ONE-YEAR WARRANN FROM THE DATE OF FINAL ACCEPTANCE 11 ALL TREES AND PALMS SHALL BE STAKED PER ACCEPTED STANDARDS BY THE FLORIDA N° TRR°SE ,"E'PLA DE NNOTES HAVE EONACTHAP SUR THAT THE E SPECIFICATIONS COMPLIANT TOALL ITEMS AS DIRECTED ON THE PLANS PRIOR TO SCHEDULING OF THE FINAL CONTRACTOR SHALL REMOVE ALL STAKES, POLES, WELLINGTON TAPE AND OR BRACING MATERIALS FROM ALL PALMS, TREES AND SHRUBS WITHIN 1 YEAR OF INSTALLATION 12 THE PLANT LIST IS INTENDED ONLY AS AN AID TO BI DDING ANY DISCREPANCIES FOUND BENVEEN THE QUANTITIES ON THE PLAN AND PLANT LIST, THE QUANTITIES ON THE PLAN SHALL BE HELD VALID CONTINUAL WATERING UNTIL FINAL ACCEPTANCE BY THE OWNER SHALL BE OSMACOTE OR APPROVAL EQUAL REMAIN IN PLACE UNTIL ON SITE CONSTRUCTION HAS BEEN COMPLETED AMERIGROW 'PREMIUM PINEBARN BROWN' SHREDDED MULCH OR A CIN APPROVED ALTERNATIVE N'INxZEWD'E'eUZAC=NNINgttl BARLAMCEN SHALL BE PLA TDP DF INDDTBALL EVEN WITH FINISHED GRADE rSTINUTITINITEOWNV:Sr'M 'THE PALM PLANTIND DETAIL RED SHD O ROONDCOOER PLANTIND DETAIL PLANT LIST OTOWERS AT OLOE LAO OON LARD E iREES ODD ROOM YES GUAABO LIMBO TREE CJ RAINBOW SHOWER TREE CR YES PITCH APPLE TREE ANJ CU YES SEA GRAPE TREE DE YES ROYAL POINCIANA ANJ LL YES WILD TAMARIND TREE ANJ OV YES LIVE OAK SMALL, ESOMD ROOM YES PIGEON PLUM TREE ANJ CS YES SILVER BUTTONWOOD TREE EF YES SPANISH STOPPER ANJ YES BLACK IRONWOOD TREE PALMS 0.11010001000 CN NO NJ ter PS NO SILVER DATE PALM NJ ter YES ROYAL PALM NJ ter SP YES CABBAGE PALM MONTGOMERY PALM SaLal palmetto NJ ter NJ ter PE ALEXANDER PALM ANJ Ater PP NO PYGMY DATE PALM ANJ Ater YES THATCH PALM ANJ Ater 51110005 CHR POD YES NO COCOPLUAA PODOCARPUS CA YES DWARF BAHAMA COFFEE RHE LADY PALMS FGI NO FICUS'GREEN ISLAND' LIR NO LIRIOPE'BIG BLUE' AMC PRC NO NO NO WART FERN PHILODENDRON WANADLA Sams galbn, 12" AN' spaw N. on center gallon, Au, 1, on center TRD YES FAKAHATCHEE GRASS TOTAL TREES PROVIDED MEETS AND EXCEEDS CITY OF MIAMI LANDSCAPE REQUIREMENTS SEE LANDSCAPE LEGEND ON SHEET L1.01 SINGLE LEADER ND CNDDMINANT LEADERS ND INCLUDED BARK "BLACK WELLINCTDNNAPE DR APPINDSED EQUAL RECYCLED MULCH DR APPRDVED EQUAL PULL rJAVTITINITErSNI:GIATITT'M "THE TREE PLANTIND DETAIL SHROO PLANTIND DETAIL PLANA MATERIAL SWAN NDT BE PRUNED MDR TD AT THE DREG,. DF THE PINDJECT LANDS PLANTING o IL MIX SEE L. oscppE N ES M IX ETC CONCRETE PAVER or PAINTED ASPHALT TBD LANDSCAPE PLANTING AREA ASPHALT VEHICULAR CIRCULATION NPICAL LANDSCAPE PLANTING AREA PEDESTRIAN PAVING AREA NPICAL PRECAST CONCRETE PAVER, COLOR , SIZE • PATTERN TBD PEDESTRIAN CROSSWALD OPADEMENT DETAIL LANDSCAPE NOTES + DETAILS CHRISTOPHER CAWLEY ICC LANDSCAPE ARCHITECTURE LLC LA Florida Landscape Architecture Business LC 2E0000E0 BLUE 1607 CO z vg DRAWN BY CHECKED BY KKAID DATE MARSH OS 2018 L3.00 J HARDSCAPE + AMENITIES IMAGE BOARD CHRISTOPHER CAWLEY ICC LANDSCAPE ARCHITECTURE LLC L A Florida Landscape Architecture Business LC2E0000E0 BLUE 1607 DRAWN BY CHECKED BY DATE L4.00 N p KKAID SEAGRAPE TREE CD PIGEON PLUNI TREE H STOPPER CATHEDRAL LIVE OAN LL ILO TAMARIND TREE RE ROYAL PALP.I BS . LIMBO TREE SP PLANT MATERIAL IMAGES : TREES + PALMS CHRISTOPHER CAWLEY ICC LANDSCAPE ARCHITECTURE LLC L A Florida Landscape Architecture Business LC2E0000E0 BLUE 1607 DRAWN BY KKAID CHECKKD BY DATE MARCH DS 2018 L4.01 J / RFD TIP COGOPI FD GINGER lOPE PLANT MATERIAL IMAGES: SHRUBS + GROUNDCOVERS CHRISTOPHER CAWLEY ICC LANDSCAPE ARCHITECTURE LLC L A Florida Landscape Architecture Business LC2E0000E0 BLUE 1607 Nilk s4c� s O14td DRAWN BY KKAID CHECKED BY DATE MARCH OS .18 L4.02 INTERSECTION TRAFFIC STUDY NW 7th Street/Blue Lagoon Drive Final Prepared For: BLUE LAGOON CONDOMINIUM ASSOCIATION Prepared By: R.J. Behar & Company, Inc. July 5, 2018 TRAFFIC STUDY Table of Contents EXECUTIVE SUMMARY 5 1. INTRODUCTION 6 2. OBJECTIVE 6 3. PURPOSE 6 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 7BL Project 11 Table 4: Existing Conditions (AM) 12 Table 5: Existing Conditions (PM) 13 Table 6: With Proposed Project - Access NW 7th ST. (AM) 13 Table 7: With Proposed Project - Access NW 7th ST. (PM) 14 Table 8: With Proposed Project - Access NW 7th ST & NW 47th Ave. (AM) 14 Table 9: With Proposed Project - Access NW 7th ST & NW 47thAve. (PM) 15 Table 10: 2040 Daily Traffic Projections (LRTP) 15 Table 11: Projected 2023 Average Daily Volumes along NW 7th 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 7th St. only) 17 Table 15: Projected Volume during PM Peak Period (Vph) for the Scenario 2 (Access via NW 7th St. only) 17 SW 7th 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 7th St. & 47th Ave.) 17 Table 17: Projected Volume during PM Peak Period (Vph) for the Scenario 3 (Access via NW 7th St. & 47th 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 7th ST. (AM) 19 Table 21: Existing Volumes projected to the year 2023 plus Proposed Project (Vph) —Access NW 7th ST. (PM) 19 Table 22: Existing Volumes projected to the year 2023 plus Proposed Project (Vph) - Access NW 7th ST & NW 47th Ave. (AM) 20 Table 23: Existing Volumes projected to the year 2023 plus Proposed Project (Vph) - Access NW 7th ST & NW 47th 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 7 Figure 2: Location Map. Source: google maps 8 Figure 3: Illustration of the Existing Turning Volumes. Source: google maps 10 Figure 4. Case 1 (NW 7th St. only) Ingress/Egress % Trip Distribution 11 Figure 5. Case 2 (NW 7th St. & via 47th Ave.) Ingress/Egress % Trip Distribution. 12 LIST OF APPENDICES Appendix A - Existing Conditions TMC Counts Appendix B - ITE Trip Generation Appendix C - LOS Analysis Reports SW 7th 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" (7BL). 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 7BL 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 7BL project and determine the resulting impacts on roadway capacity and Level -of -Service (LOS) on the easement over the 7BL 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 7BL 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 7BL 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" (7BL). 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 7BL 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 7BL project and determine the resulting impacts on roadway capacity and LOS on the easement over the 7BL 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 7BL 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 7BL 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. NW 7th Street/Blue Lagoon Drive Sunset Villas. Phase IIft Pl4SJ. °f1G4 NW7thSt Figure 1: Location Map. Source: Google maps SW 7th Street/Blue Lagoon Drive, Miami -Dade County Page 7 TRAFFIC STUDY 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. SW 7th 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 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 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 O5:00 PM - 5:45 PM 36 0 30 4 59 1235 0 16 0 0 0 4 0 1098 76 1 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 (7BL Project), the ITE Trip Generation Manual (9th edition) was used. A summary of the analysis is shown below. • The 7BL 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 7BL Project Land Use Units Daily Peak Hour of Adjacent Street AM Peak Hour of Adjacent Street PM In (vpd) Out (mod) Total In (vph) Out (vph) Total In (vph) Out (vph) Total (vpd) (vph) (vph) LUC 222 High Rise Apartment 888 Dwelling Units 1706 1706 3412 66 199 265 181 115 296 LUC 310 Hotel 294 No. of rooms 1312 1312 2624 116 84 200 101 105 206 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) = 0.32(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 7th Street only) Ingress/Egress % Trip Distribution SW 7th 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. 9. OPERATIONAL ANALYSIS Intersection LOS Analysis 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 7BL 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 7BL Project. A summary of the LOS analysis for each scenario is shown in the tables below. Scenariol: Existing Conditions (without the 7BL Project) Table 4: Existing Conditions (AM) Existing Conditions AM Peak Hour Intersection Movement/Approach Delay (sec/veh) LOS NW 7th 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 7BL 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 7t'' Street AM Peak Hour Intersection Movement/Approach Delay (sec/veh) LOS NW 7th 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 7BL Project's generated traffic. Table 7: With Proposed Project - Access NW 7th ST. (PM) With Proposed Project Access NW 7th 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 7BL Project's generated traffic. Scenario 3: Existing conditions plus 7BL 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 7th Street & NW 47th Avenue AM Peak Hour Intersection Movement/Approach Delay (sec/veh) LOS NW 7th Street & Blue Lagoon Drive EB Left 114.2 F EB Thru 9.8 A EB Approach 22.1 C WB Thru & Right 21.8 C WB Approach 21.8 C SB Left 136.3 F 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 7BL Project's generated traffic. Table 9: With Proposed Project - Access NW 7th Street & NW 47th Avenue (PM) With Proposed Project Access NW 7th Street & NW 47th Avenue PM Peak Hour Intersection Movement/Approach Delay (sec/veh) LOS NW 7' Street & Blue Lagoon Drive EB Left 355.7 F EB Thru 9.3 A EB Approach 84.6 F WB Thru & Right 27.4 C WB Approach 27.4 C 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 7BL 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 454701l30 Grow Rate = (257301 = 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 7th Street. Direction 2018 2023 Eastbound 14000 15382 Westbound 13500 14832 Di -Directional 27500 30214 Table 12: Existing Volumes Projected to the Year 2023 during AM 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 7:45 AM - 8:30AM (2018) 74 0 66 12 15 950 0 19 0 0 0 2 0 1167 24 10 7:45 AM - 8:30 AM (2023) 81 0 73 13 16 1044 0 21 0 0 0 2 0 1282 26 11 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 - 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) 40 0 33 4 65 1357 0 18 0 0 0 4 0 1206 83 1 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 E 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 Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds 7:45 AM - 8:30AM (2018) 74 0 66 12 15 950 0 19 0 0 0 2 0 1167 24 10 7:45AM - 8:30 AM (2023) 319 0 258 13 113 1044 0 21 0 0 0 2 0 1282 150 11 Table 15: Projected Volume during PM Peak Period (Vph) for the Scenario 2 (Access via NW 7th St. only) I 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 0 155 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. & 47rh 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 11.FUTURE 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 7t1 Street/Blue Lagoon Drive, Miami -Dade County Page 17 TRAFFIC STUDY year 2023. The Second Scenario includes the vehicular volumes generated by the 7BL 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 7BL Project. A summary of the LOS analyses for each scenario is shown in tables below. Scenariol: Projected year 2023 Existing Conditions (without the 7BL Project's traffic) Table 18: Projected year 2023 Volumes (Vph) (AM) Projected year 2023 Conditions AM Intersection Movement/Approach Delay (sec/veh) LOS NW 7th Street & I 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 year 2023 Volumes (Vph) (PM) Projected year 2023 Conditions PM Intersection Movement/Approach Delay (sec/veh) LOS NW 7th St & Blue 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 7BL 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. (PM) Projected year 2023 With Proposed Project Access NW 7th Street PM Peak Hour Intersection Movement/Approach Delay (sec/veh) LOS NW 7th St & Blue 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 7BL 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 7BL 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 NW 7th Street & Blue Lagoon Drive EB Left 149.1 F EB Thru 10.5 B EB Approach 28.2 C WB Thru & Right 23.3 C WB Approach 23.3 C 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 7BL 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 EB Left 629.0 F NW 7th St & Blue Lagoon EB Thru 9.8 A EB Approach 169.5 F WB Thru & Right 32.3 C 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 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 undesirable LOS with associated vehicular delays. These delays are significantly higher when compared with those under existing conditions (Tables 4 & 5) without the 7BL 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 7t1 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 7BL Project will significantly negatively impact the LOS as reflected by the intersection LOS analyses. SW 7t1 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 7BL 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. Table 24: Vehicular Traffic Volumes Comparison. VEHICULAR TRAFFIC VOLUMES AM Peak Hour Access via NW 7th St. Existing Veh per Hour With 7BL Project Veh per Hour Impact Blue SB Lagoon Dr. approach 140 423 202.1 AM Peak Hour Access via NW 7th St. & NW 47 Ave. With 7BL Existing Project Veh per Veh per Hour Hour Impact 140 364 160.0% VEHICULAR TRAFFIC VOLUMES PM Peak Hour Access via NW 7th St. Existing Veh per Hour With 7BL Project Veh per Hour Impact Blue SB Lagoon Dr. approach 66 286 333.3% PM Peak Hour Access via NW 7th St. & NW 47th Ave. With 7BL Existing Project Veh per Veh per Hour Hour Impact 66 240 263.6% Table 25: Vehicular Delay Comparison. VEHICULAR DELAY AM Peak Hour Access via NW 7th St. Existing Seconds per Veh With 7BL Project Seconds per Veh Impact Blue Lagoon SB Drive approach 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 56.8 136.3 140.0% SW 7th Street/Blue Lagoon Drive, Miami -Dade County Page 23 TRAFFIC STUDY VEHICULAR DELAY PM Peak Hour Access via NW 7th St. Existing Seconds per Veh With 7BL Project Seconds per Veh Impact Blue Lagoon SB Drive approach 42.2 107.9 155.7% PM Peak Hour Access via NW 7th St. & NW 47th Ave. With 7BL Existing Project Seconds per Seconds per Veh Veh Impact 42.2 74.3 76.1% Table 26: Level of Service Comparison. LEVEL OF SERVICE (LOS AM Peak Hour Access via NW 7th St. Existing LOS With 7BL Project LOS Impact Blue Lagoon SB Drive approach E TO F AM Peak Hour Access via NW 7th St. & NW 47th Ave. Existing LOS With 7BL Project LOS Impact E F ETOF LEVEL OF SERVICE (LOS PM Peak Hour Access via NW 7th St. Existing LOS With 7BL Project LOS Impact Blue Lagoon SB Drive approach D D TO F PM Peak Hour Access via NW 7th St. & NW 47th Ave. Existing Seconds per Veh With 7BL Project LOS Impact D E DTOE SW 7t1 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 Site Code Start Date Page No : TMC Data :00000013 : 6/19/2018 :1 Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds App Total Right Thru Left Peds App Total Right Thru Left Peds App Total Right Thru Left Peds App Total Int. 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 07:15AM 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 07:45AM 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 08:45AM 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 04:45PM 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 05:45PM 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 Apprch % 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 Site Code Start Date Page No : TMC Data :00000013 : 6/19/2018 :2 Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds App Total Right Thru Left Peds App meal Right Thru Left Peds App Total Right Thru Left Peds App Total Int. Total 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 To 6 F c O N CO 0 N N CON- 0 v0 o� 0 71-0 N r 0 f 00 0 CO 0 NJ h a a Out 39 0 39 In Total 150 2 152 189 2 191 74 0 0 0 66 0 10 2 74 0 66 12 Right T�u Left Peds Peak Hour Data North Peak Hour Begins at 07:45 AM Unshifted Bank 1 Left Thru Right Peds 0 0 0 1 0 0 0 1 0 2 Out 1 1 2 In 2 Total H N m a 01 O V1 0 00 0 00 co oco 0 - W CO 0 - . N 0� O 0 H v 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 Site Code Start Date Page No : TMC Data :00000013 : 6/19/2018 :3 Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds App Total Right Thru Left Peds App Total Right Thru Left Peds App Total Right Thru Left Peds App Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Be ins 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 P H F .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 0 F c 0 O N N Co N CO mro CO CO 0 CO CO 0 CO 0 0 F 000� 1 0 0 a Out 135 0 135 In 70 0 70 Total 205 0 205 36 0 0 0 30 0 4 0 36 0 30 4 Right Thu Left Peds Peak Hour Data North Peak Hour Begins at 05:00 PM Unshifted Bank 1 Left Thru Right Peds 0 0 0 3 0 0 0 1 0 0 0 4 0 0 0 Out 3 4 In 3 4 Total 4 7 H c m m Q CO 01 000 N 01 Co 0 00 (3) N -' W CO CO w w� 0) a A_ N O) O 0 H m 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 Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 4.20 3.00 - 6.45 2.32 Data Plot and Equation T = Average Vehicle Trip Ends 4,000 3,000 2,000 1,000 0 X X X X 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 ® 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 T = Average Vehicle Trip Ends 0 I i i 1,1 i I 100 200 300 400 500 600 700 800 900 1000 X m Number of Dwelling Units X Actual Data Points Fitted Curve Equation: Ln(T) = 0.99 Ln(X) -1.14 Fitted Curve Average Rate R2 = 0.88 1100 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 T = Average Vehicle Trip Ends 400 300 — 200 - 100 X Actual Data Points 100 200 300 400 500 600 700 X W Number of Dwelling Units Fitted Curve Fitted Curve Equation: T = 0.32(X) + 12.30 1 I I 800 900 1000 Average Rate R2=0.92 1100 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 Trip Generation per Occupied Room Average Rate 8.92 Range. of Rates 4.14 - 17.44 Standard Deviation 6.04 Data Plot and Equation Caution - Use Carefully - Small Sample Size T = Average Vehicle Trip Ends 4,000 3,000 2,000 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 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 Directiona[ 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 T = Average Vehicle Trip Ends 500 400 300 200 100 0 x x x 100 X Actual Data Points 200 300 400 500 X r Number of Occupied Rooms 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 Directional Distribution: 49% entering, 51 % exiting Trip Generation per Occupied Room Average Rate 0.70 Data Piot and Equation Range of Rates 0.25 - 1.11 Standard Deviation 0.87 T = Average Vehicle Trip Ends 500 x 400 300 200 100 0 x x x x 0 X Actual Data Points 100 Fitted Curve Equation: Not Given 200 300 X = Number of Occupied Rooms 400 500 Average Rate R2 = ,t*rt 606 Trip Generation, 9th Edition o institute of Transportation Engineers Appendix C LOS Analysis Reports Existing Conditions AM Page 1 k \ 4/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations 'i i't 41 ¥ 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 Cl+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 1 2 2 3 Permitted Phases Detector Phase 1 1 2 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 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 (#/hr) 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 Capacity Utilization 135.8% Analysis Period (min) 15 Splits and Phases: 3: Intersection LOS: B ICU Level of Service H 4'Q1 2 23 s 1120.5 s 44.5 s Existing Conditions AM 6/19/2018 Baseline Synchro 9 Report Page 2 With Proposed Project Access NW 7Th St. (AM) Page 1 -A -P. 1- k \ 1/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations 'i i't 41 ¥ 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 Cl+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 1 2 2 3 Permitted Phases Detector Phase 1 1 2 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 -IP - k \IP 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 (#/hr) 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 Capacity Utilization 143.5% Analysis Period (min) 15 Splits and Phases: 3: Intersection LOS: D ICU Level of Service H 4'Q1 z 23s 1120.5 s 44.5 s 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 -A -P. 1- k \ 1/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations 'i i't 41 ¥ 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 Cl+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 1 2 2 3 Permitted Phases Detector Phase 1 1 2 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 -IP - k \IP 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 (#/hr) 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 Capacity Utilization 143.5% Analysis Period (min) 15 Splits and Phases: 3: Intersection LOS: D ICU Level of Service H 4'Q1 z 23s 1120.5 s 44.5 s 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 k \ 4/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations 'i i't 41 ¥ 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 Cl+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 1 2 2 3 Permitted Phases Detector Phase 1 1 2 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 -PP - k \PP 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 (#/hr) 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 Capacity Utilization 135.8% Analysis Period (min) 15 Splits and Phases: 3: Intersection LOS: C ICU Level of Service H 4'Q1 2 23 1120.5 s 44.5 s PM Existing Conditions 4:00 pm 6/19/2018 Baseline Synchro 9 Report Page 2 With Proposed Project Access NW7th St. (PM) Page 1 -A -P. 1- k \ 1/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations 'i i't 41 ¥ 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 Cl+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 1 2 2 3 Permitted Phases Detector Phase 1 1 2 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 -PP - k \ 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 (#/hr) 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 Capacity Utilization 154.2% Analysis Period (min) 15 Splits and Phases: 3: Intersection LOS: E ICU Level of Service H 51 41- k�l.23 22.5s 120.5s 44.5s 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 -A -P. 1- k \ 1/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations 'i i't 41 ¥ 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 Cl+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 1 2 2 3 Permitted Phases Detector Phase 1 1 2 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 -IP - k \IP 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 (#/hr) 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 Capacity Utilization 154.2% Analysis Period (min) 15 Splits and Phases: 3: Intersection LOS: E ICU Level of Service H 4'Q1 z 23s 1120.5 s 44.5 s 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 k \ 4/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations 'i i't 41 ¥ 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 Cl+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 1 2 2 3 Permitted Phases Detector Phase 1 1 2 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 _I. k \ 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 (#/hr) 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 Capacity Utilization 135.8% Analysis Period (min) 15 Splits and Phases: 3: Intersection LOS: B ICU Level of Service H 4'Q1 2 23 s 1120.5 s 44.5 s 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 -A -P. 1- k \ 1/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations 'i i't 41 ¥ 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 Cl+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 1 2 2 3 Permitted Phases Detector Phase 1 1 2 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 _I. k \ 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 (#/hr) 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 Capacity Utilization 154.7% Analysis Period (min) 15 Splits and Phases: 3: Intersection LOS: F ICU Level of Service H 4'Q1 z 23s 1120.5 s 44.5 s 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 k \ 4/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations 'i i't 41 ¥ 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 Cl+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 1 2 2 3 Permitted Phases Detector Phase 1 1 2 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 _I. k \ 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 (#/hr) 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 Capacity Utilization 154.2% Analysis Period (min) 15 Splits and Phases: 3: Intersection LOS: E ICU Level of Service H 4'Q1 z 23s 1120.5 s 44.5 s 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 k \ 4/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations 'i i't 41 ¥ 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 Cl+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 1 2 2 3 Permitted Phases Detector Phase 1 1 2 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 _I. k \ 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 (#/hr) 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 Capacity Utilization 135.8% Analysis Period (min) 15 Splits and Phases: 3: Intersection LOS: C ICU Level of Service H 4'Q1 2 23 s 1120.5 s 44.5 s 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 -A -P. 1- k \ 1/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations 'i i't 41, ¥ 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 Cl+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 1 2 2 3 Permitted Phases Detector Phase 1 1 2 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 _I. k \ 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 (#/hr) 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 Capacity Utilization 156.6% Analysis Period (min) 15 Splits and Phases: 3: Intersection LOS: F ICU Level of Service H -40 51 -0k3.23 22.5s 120.5s 44.5s 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 k \ 4/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations 'i i't 41 ¥ 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 Cl+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 1 2 2 3 Permitted Phases Detector Phase 1 1 2 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 _I. k \ 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 (#/hr) 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 Capacity Utilization 156.6% Analysis Period (min) 15 Splits and Phases: 3: Intersection LOS: F ICU Level of Service H -40 51 -0k3.23 22.5s 120.5s 44.5s 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 Site Code Start Date Page No : TMC Data :00000013 : 6/19/2018 :1 Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds App Total Right Thru Left Peds App Total Right Thru Left Peds App Total Right Thru Left Peds App Total Int. 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 07:15AM 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 07:45AM 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 08:45AM 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 04:45PM 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 05:45PM 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 Apprch % 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 Site Code Start Date Page No : TMC Data :00000013 : 6/19/2018 :2 Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds App Total Right Thru Left Peds App meal Right Thru Left Peds App Total Right Thru Left Peds App Total Int. Total 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 To 6 F c O N CO 0 N N CON- 0 v0 o� 0 71-0 N r 0 f 00 0 CO 0 NJ h a a Out 39 0 39 In Total 150 2 152 189 2 191 74 0 0 0 66 0 10 2 74 0 66 12 Right T�u Left Peds Peak Hour Data North Peak Hour Begins at 07:45 AM Unshifted Bank 1 Left Thru Right Peds 0 0 0 1 0 0 0 1 0 2 Out 1 1 2 In 2 Total H N m a 01 O V1 0 00 0 00 co oco 0 - W CO 0 - . N 0� O 0 H v 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 Site Code Start Date Page No : TMC Data :00000013 : 6/19/2018 :3 Southbound Westbound Northbound Eastbound Start Time Right Thru Left Peds App Total Right Thru Left Peds App Total Right Thru Left Peds App Total Right Thru Left Peds App Total Int. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Be ins 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 P H F .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 0 F c 0 O N N— N Co N CO mro CO CO 0 CO CO 0 CO 0 0 F 000� 1 0 0 a Out 135 0 135 In 70 0 70 Total 205 0 205 36 0 0 0 30 0 4 0 36 0 30 4 Right Thu Left Peds Peak Hour Data North Peak Hour Begins at 05:00 PM Unshifted Bank 1 Left Thru Right Peds 0 0 0 3 0 0 0 1 0 0 0 4 0 0 0 Out 3 4 In 3 4 Total 4 7 H c m m Q CO 01 000 N 01 Co 0 00 (3) N —' W CO CO w w� 0) a A_ N O) O 0 H m 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 Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 4.20 3.00 - 6.45 2.32 Data Plot and Equation T = Average Vehicle Trip Ends 4,000 3,000 2,000 1,000 0 X X X 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 e 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 T = Average Vehicle Trip Ends 0 X Actual Data Points I i i 1,1 i I 100 200 300 400 500 600 700 800 900 1000 X m Number of Dwelling Units Fitted Curve Fitted Curve Equation: Ln(T) = 0,99 Ln(X) -1.14 Average Rate R2 = 0.88 1100 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 T = Average Vehicle Trip Ends 400 300 — 200 - 100 X Actual Data Points 100 200 300 400 500 600 700 X W Number of Dwelling Units Fitted Curve Fitted Curve Equation: T = 0.32(X) + 12.30 1 I I 800 900 1000 Average Rate R2 = 0.92 1100 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 Trip Generation per Occupied Room Average Rate 8.92 Range of Rates 4.14 - 17.44 Standard Deviation 6.04 Data Plot and Equation Caution - Use Carefully - Small Sample Size T = Average Vehicle Trip Ends 4,000 3,000 2,000 x 1,000 -* x 0 i 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 • 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 Directiona[ 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 T = Average Vehicle Trip Ends 500 400 300 200 100 0 X X x x 100 X Actual Data Points 200 300 400 500 X r Number of Occupied Rooms 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 Directional Distribution: 49% entering, 51 % exiting Trip Generation per Occupied Room Average Rate 0.70 Data Piot and Equation Range of Rates 0.25 - 1.11 Standard Deviation 0.87 T = Average Vehicle Trip Ends 500 X 400 300 200 100 0 X X X x x 0 X Actual Data Points 100 Fitted Curve Equation: Not Given 200 300 X = Number of Occupied Rooms 400 500 Average Rate R2 = **** 606 Trip Generation, 9th Edition o institute of Transportation Engineers Appendix C LOS Analysis Reports Existing Conditions AM Page 1 k \ 4/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations 'i i't 41 ¥ 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 Cl+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 1 2 2 3 Permitted Phases Detector Phase 1 1 2 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 -PP 4- k \PP 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 Rash Dont Walk (s) 11.0 Pedestrian Calls (#/hr) 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 Capacity Utilization 135.8% Analysis Period (min) 15 Splits and Phases: 3: Intersection LOS: B ICU Level of Service H 4'Q1 2 23 1120.5 s 44.5 s Existing Conditions AM 6/19/2018 Baseline Synchro 9 Report Page 2 With Proposed Project Access NW 7Th St. (AM) Page 1 -A -P. 1- k \ 1/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations 'i i't 41 ¥ 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 Cl+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 1 2 2 3 Permitted Phases Detector Phase 1 1 2 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 -PP - k \PP 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 Rash Dont Walk (s) 11.0 Pedestrian Calls (#/hr) 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 Capacity Utilization 143.5% Analysis Period (min) 15 Splits and Phases: 3: Intersection LOS: D ICU Level of Service H 4'Q1 2 235 1120.5 s 44.5 5 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 -A -P. 1- k \ 1/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations 'i i't 41 ¥ 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 Cl+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 1 2 2 3 Permitted Phases Detector Phase 1 1 2 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 -PP 4- k \PP 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 Rash Dont Walk (s) 11.0 Pedestrian Calls (#/hr) 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 Capacity Utilization 143.5% Analysis Period (min) 15 Splits and Phases: 3: Intersection LOS: D ICU Level of Service H 4'Q1 2 235 1120.5 s 44.5 5 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 k \ 4/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations 'i i't 41 ¥ 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 Cl+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 1 2 2 3 Permitted Phases Detector Phase 1 1 2 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 -PP 4- k \PP 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 Rash Dont Walk (s) 11.0 Pedestrian Calls (#/hr) 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 Capacity Utilization 135.8% Analysis Period (min) 15 Splits and Phases: 3: Intersection LOS: C ICU Level of Service H 4'Q1 2 23 1120.5 s 44.5 s PM Existing Conditions 4:00 pm 6/19/2018 Baseline Synchro 9 Report Page 2 With Proposed Project Access NW7th St. (PM) Page 1 -A -P. 1- k \ 1/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations 'i i't 41 ¥ 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 Cl+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 1 2 2 3 Permitted Phases Detector Phase 1 1 2 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 -PP 1- k \ 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 Rash Dont Walk (s) 11.0 Pedestrian Calls (#/hr) 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 Capacity Utilization 154.2% Analysis Period (min) 15 Splits and Phases: 3: Intersection LOS: E ICU Level of Service H 51 2 3 22.5s 120.5s 44.5s 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 -A -P. 1- k \ 1/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations 'i i't 41 ¥ 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 Cl+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 1 2 2 3 Permitted Phases Detector Phase 1 1 2 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 -PP 4- k \PP 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 Rash Dont Walk (s) 11.0 Pedestrian Calls (#/hr) 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 Capacity Utilization 154.2% Analysis Period (min) 15 Splits and Phases: 3: Intersection LOS: E ICU Level of Service H 4'Q1 2 235 1120.5 s 44.5 5 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 k \ 4/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations 'i i't 41 ¥ 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 Cl+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 1 2 2 3 Permitted Phases Detector Phase 1 1 2 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 -PP 4- k \PP 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 Rash Dont Walk (s) 11.0 Pedestrian Calls (#/hr) 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 Capacity Utilization 135.8% Analysis Period (min) 15 Splits and Phases: 3: Intersection LOS: B ICU Level of Service H 4'Q1 2 23 1120.5 s 44.5 s 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 -A -P. 1- k \ 1/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations 'i i't 41 ¥ 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 Cl+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 1 2 2 3 Permitted Phases Detector Phase 1 1 2 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 -PP 4- k \PP 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 Rash Dont Walk (s) 11.0 Pedestrian Calls (#/hr) 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 Capacity Utilization 154.7% Analysis Period (min) 15 Splits and Phases: 3: Intersection LOS: F ICU Level of Service H 4'Q1 2 235 1120.5 s 44.5 5 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 k \ 4/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations 'i i't 41 ¥ 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 Cl+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 1 2 2 3 Permitted Phases Detector Phase 1 1 2 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 -PP - k \PP 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 Rash Dont Walk (s) 11.0 Pedestrian Calls (#/hr) 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 Capacity Utilization 154.2% Analysis Period (min) 15 Splits and Phases: 3: Intersection LOS: E ICU Level of Service H 4'Q1 2 235 1120.5 s 44.5 5 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 k \ 4/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations 'i i't 41 ¥ 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 Cl+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 1 2 2 3 Permitted Phases Detector Phase 1 1 2 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 -PP 4- k \PP 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 Rash Dont Walk (s) 11.0 Pedestrian Calls (#/hr) 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 Capacity Utilization 135.8% Analysis Period (min) 15 Splits and Phases: 3: Intersection LOS: C ICU Level of Service H 4'Q1 2 23 1120.5 s 44.5 s 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 -A -P. 1- k \ 1/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations 'i i't 41 ¥ 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 Cl+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 1 2 2 3 Permitted Phases Detector Phase 1 1 2 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 -PP 1- k \ 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 Rash Dont Walk (s) 11.0 Pedestrian Calls (#/hr) 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 Capacity Utilization 156.6% Analysis Period (min) 15 Splits and Phases: 3: Intersection LOS: F ICU Level of Service H 51 2 3 22.5s 120.5s 44.5s 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 k \ 4/ Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations 'i i't 41 ¥ 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 Cl+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 1 2 2 3 Permitted Phases Detector Phase 1 1 2 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 -PP - kIP 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 Rash Dont Walk (s) 11.0 Pedestrian Calls (#/hr) 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 Capacity Utilization 156.6% Analysis Period (min) 15 Splits and Phases: 3: Intersection LOS: F ICU Level of Service H 51 2 3 22.5s 120.5s 44.5s Projected year 2023 With Proposed Project Access NW7th St. and NW 42 Ave. (PM) 6/27/2018 Baseline Synchro 9 Report Page 2 K‚ 'KEITH& SC-NARS 7 AT BLUE LAGOON - TRAFFIC AND QUEUING ANALYSIS Technical Memorandum SO Q001,1 ON ENE 0.10) Q)^9' July 23, 2018 7 at Blue Lagoon Traffic and Queuing Analysis J U LY 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 N °'®® { ...._.,....,._ • • S .I No.51448 Fadi Emil Nassar, P1=1;P.E. PTIOE ♦ •.t a Date:-71 / .. 2±�• R1p1 •14`' N Professional Engineer Star ®' g' �ft,I=��o�+�'a License No. 51446 K KEITF--& SCHNARS ENGINEERS I PLANNERS I SURVEYORS 6500 North Andrews Avenue 1 Ft. Lauderdale, Florida 33309-2132 (954) 776-1616 1 (800) 488-1255 1 Fax (954) 771-7690 1 www.KSFLA.com Certificate of Authorization #1337 K5KEITH& 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. INTRODUCTION 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 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). Study Area and Intersections Figure 1- Project Study Area 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 16500 North Andrews Avenue I Ft. Lauderdale, Florida 33309-2132 (954) 776-1616 I (800) 488-1255 I Fax (954) 771-7690 I 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& SC-NAS 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 etro Visite Time (min) Residents Avg Visitors •Avg Residents Figure 2 - AM Queue Length at the Gatehouse Vehicle Queue at Blue Lagoon Gate Entrance PM PEAK HOUR (4:45 to 5:45 PM) June 27, 2018 9 g Visitors— (Average Queue):-1.4 vehicles Residents (Average Queue): 0.4 vehicles Number of Queued Vehicles t, }� ! e ( EEC€@&1 i< 1 1 &"(e3 AXE�3f i.( i !?4fie �E III �_) M it § tffiV.€ . itli i:$91 it1�ll.t(;:ittif ki ll fI't V W. F. F. F. F F. F. N. F F F F F F F F. F. F F. F F. F F. F F F. F F F. F F. F. F F. F F F F. F. F. F F F F. F F F F F F F F. F. F F F F u u a a a a a a a a� e. �> d a a d a d n. d a a a u u a n n u a a a a a a a u n u s u u a a u a u a a u n u u u n u a a e e e o e e � e e e e o e t 9 � � � 9 9 � 9 � Time (minlN � � � � � � � � N � � e. a Visitors Residents -Ave Visitors Avg Residents 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- KKEITH& SCHNARS 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 Daily Trip Generation - Proposed Mixed Use • Multi -family + Hotel 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 Outbound % Trips % 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 = 2,504 " 50.0% 1,252 ' 50.0% 1,252 Percent Internalization (4) = 1.0% 24 0.0% 12 0,0% 12 Sub•Total 2,480 ' 50.0% 1,240 ' 50,0% 1,240 Transit Reduction (5) 5.0% ' 124 50.0% ' 62 50,0% ' 62 TOTAL PROPOSED DEVELOPMENT TRIPS = 2,356 ' 50.0% 1,178 ' 50.0% 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 2 AM Peak -Hour Trip Generation 7 at Blue Lagoon AM Peak -Hour Generation - Proposed Mixed Use • Multi -family + Hotel Land Use Density (1) Units ITE Land Use Code ITE Setting /Location (2) ITE 10th Edition Trip Generation Rate or Formula (2) (3) Two -Way Trips Inbound Outbound % Trips % 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 General Urban/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% 0 0.0% 0 0.0% 0 Sub•Total 264 ' 24.2% 64 ' 75.8% 200 Transit Reduction (5) 5.0% ` 13 24.2% 3 75.8% ' 10 TOTAL PROPOSED DEVELOPMENT TRIPS = 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 Lagoon PM Peak -Hour Trip Generation Land Use Density (1) Units ITE Land Use Code ITE Setting / Location (2) ITE 10th Edition Trip Generation Rate or Formula (2) (3) Two -Way Trips Inbound Outbound %° Trips % 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 = 1.8% 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 ' 35.7% 76 Notes: (1) Development units as provided on Sheet A 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- If KEIT-I& 1111k-' SCHNAPS 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) West (SBR) Trips East (WBR) West (EBL) 4800 Blk Existing Trips 158 81 77 41 16 25 73 42 31 135 55 80 Existing Trip Distribution Percent 51% 49% 39% 61% 58% 42% 41% 59% Blue Lagoon (Total) 190 97 93 61 24 37 76 44 32 137 56 81 Blue Lagoon-4800 Block 190 97 93 61 24 37 76 44 32 137 56 81 Blue Lagoon -NW 47 Ave 0 0 0 0 0 0 0 0 0 0 0 0 Total Trips (One Driveway) 348 178 170 102 40 62 149 86 63 272 111 161 Total Trips (Two Driveways) 348 178 170 102 40 62 149 86 63 272 111 161 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 West of NW 43 Place #87-7052 31,500 27,000 27,000 27,500 27,500 -3.34% SW 57 Ave North of NW 7 Street #87-1189 40,000 39,000 37,000 40,500 38,000 -1.27% Weighted Average Annual Growth Rate 71,500 ' 66,000 64,000 ' 68,000 65,500 -2.17% Use 0.50% Figure 4 -Historical Growth -Traffic Volumes at FDOT Count Stations 45,000 40,000 35,000 30,000 25,000 -r 20,000 2013 2014 2015 57 Ave 2016 2017 --NW 7 Street a -SW -5- KKEIT-& SCHNAS 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 Synchrol0 to evaluate the intersection operation and SimTrafficl0 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 Synchrol0 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- le KEITH& =ti SCHNARS 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 AM Peak Hour PM Peak Hour 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 18.3 B 17.8 B 18.0 8 24.1 C 8.8 A 13.1 B 1.8 A 58.9 E Intersection LOS & Delays - Future 2023 Conditions with Driveway Widening Intersection AM Peak Hour PM Peak Hour 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 / 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 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 / 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. -7- KKEITH& SCHNAPS 7 of Blue Lagoon - Traffic and Queuing Study Keith & Schnars Project No. 18384.00 July 13, 2018 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. -8- KKEITH& ��"� SCHNARS 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) 159 4, (31) (1) (42) 77 1 81 4 1 4800 Block n (135) - 41 909 N 1 (1,341) < <T> (55) (1,285) (1) 16 (1,316) 965 C NW 7 Street 4- 888 r 5 (80) (1,265) (41) 25 1,198am* 21 mot sset 27 1 (43) 4800 Block 0 0 0 0 I.1,279 0 0 NW 7 Street (1,307) ' n 0 0 AM Peak Hour PM Peak Hour Adjusted for Peak Season PSCF = 1.04 (1,386) 1,244 AM Period - Adjusted Hourly Turning Movement Counts (vph) Start Southbound Westbound Northbound Eastbound Time Right Thru Left Right Thru Left Right Thru Left Right Thru Left Total 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 78 15 854 5 0 0 0 20 1,152 24 2,223 AM Peak Hour 8:00-9:00 AM Southbound Westbound Northbound Eastbound Total Right Thru Left Right Thru Left Right Thru Left Right Thru Left 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) 0.89 0.00 0.93 0.89 %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) 2.0% 2.0% 2.6% 3.3% 2.9% PM Period - Adjusted Hourly Turning Movement Counts (vph) Start Southbound Westbound Northbound Eastbound Time Right Thru Left Right Thru Left Right Thru Left Right Thru Left Total 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 Westbound Northbound Eastbound Total Right Thru Left Right Thru Left Right Thru Left Right Thru Left 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% Map -Blue Lagoon-Existing-AM2018 Volumes 07/13/2018 7 at Blue Lagoon - 2018 AM Peak Hour Volumes NW 7 Street Blue Lagoon-Existing-AM2018 E:lSynehro\Blue Lagoon1BL2L-AM K8S-FEN Y. 7 at Blue Lagoon - 2018 PM Peak Hour Volumes Map - Blue Lagoon-Existing-PM2018 Volumes 07/13/2018 2017 PEAK SEASON FACTOR CATEGORY REPORT - REPORT TYPE: ALL CATEGORY: 8701 MIAMI-DADE SOUTH WEEK DATES SF MOCF: 0.99 PSCF 1 01/01/2017 2 01/08/2017 3 01/15/2017 4 01/22/2017 5 01/29/2017 6 02/05/2017 * 7 02/12/2017 * 8 02/19/2017 * 9 02/26/2017 *10 03/05/2017 *11 03/12/2017 *12 03/19/2017 *13 03/26/2017 *14 04/02/2017 *15 04/09/2017 *16 04/16/2017 *17 04/23/2017 *18 04/30/2017 *19 05/07/2017 20 05/14/2017 21 05/21/2017 22 05/28/2017 23 06/04/2017 24 06/11/2017 25 06/18/2017 26 06/25/2017 27 07/02/2017 28 07/09/2017 29 07/16/2017 30 07/23/2017 31 07/30/2017 32 08/06/2017 33 08/13/2017 34 08/20/2017 35 08/27/2017 36 09/03/2017 37 09/10/2017 38 09/17/2017 39 09/24/2017 40 10/01/2017 41 10/08/2017 42 10/15/2017 43 10/22/2017 44 10/29/2017 45 11/05/2017 46 11/12/2017 47 11/19/2017 48 11/26/2017 49 12/03/2017 50 12/10/2017 51 12/17/2017 52 12/24/2017 53 12/31/2017 * PEAK SEASON - 01/07/2017 - 01/14/2017 - 01/21/2017 01/28/2017 - 02/04/2017 - 02/11/2017 - 02/18/2017 02/25/2017 - 03/04/2017 - 03/11/2017 - 03/18/2017 - 03/25/2017 - 04/01/2017 - 04/08/2017 04/15/2017 - 04/22/2017 - 04/29/2017 - 05/06/2017 - 05/13/2017 - 05/20/2017 05/27/2017 - 06/03/2017 - 06/10/2017 - 06/17/2017 - 06/24/2017 - 07/01/2017 07/08/2017 - 07/15/2017 07/22/2017 07/29/2017 - 08/05/2017 - 08/12/2017 - 08/19/2017 - 08/26/2017 - 09/02/2017 - 09/09/2017 - 09/16/2017 - 09/23/2017 - 09/30/2017 - 10/07/2017 - 10/14/2017 10/21/2017 10/28/2017 - 11/04/2017 - 11/11/2017 - 11/18/2017 - 11/25/2017 - 12/02/2017 12/09/2017 - 12/16/2017 - 12/23/2017 - 12/30/2017 - 12/31/2017 0.99 1.01 1.02 1.01 1.01 1.00 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.98 0.98 0.98 0.99 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.01 1.02 1.02 1.03 1.03 1.02 1.02 1.01 1.01 1.02 1.02 1.03 1.03 1.02 1.02 1.01 1.00 1.00 1.01 1.01 1.01 1.01 1.00 1.00 0.99 0.99 1.01 1.02 1.00 1.02 1.03 1.02 1.02 1.01 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 0.99 0.99 1.00 1.00 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.02 1.03 1.03 1.04 1.04 1.03 1.03 1.02 1.02 1.03 1.03 1.04, 1.04 1.03 1.03 1.02 1.01 1.01 1.02 1.02 1.02 1.02 1.01 1.01 1.00 1.00 1.02 1.03 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 2017 2016 2015 2014 2013 2012 2011 2010 2009 AADT DIRECTION 1 DIRECTION 2 *K FACTOR D FACTOR T FACTOR 27500 F E 14000 27500 C E 14000 27000 F E 12500 27000 C E 12500 31500 F E 16000 31500 C E 16000 35000 F E 16500 35000 C E 16500 36500 C E 18500 ZZ� 13500 9.00 55.70 5.20 13500 9.00 56.10 5.20 14500 9.00 57.40 14.60 14500 9.00 59.30 14.60 15500 9.00 58.90 2.30 15500 9.00 59.70 2.30 18500 9.00 58.20 4.50 18500 7.87 58.27 3.30 18000 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 2017 2016 2015 2014 2013 2012 2011 2010 2009 2008 2007 2006 2005 2004 2003 2002 AADT 38000 C 40500 C 37000 C 39000 C 40000 C 41000 C 40000 C 38500 C 41000 C 41500 C 43500 C 42000 C 38000 C 37500 C 40000 C 43500 C DIRECTION 1 DIRECTION 2 ZZZZZZZZZZZZZZZZ 18500 20000 17000 20000 21000 20500 20500 20000 20000 21000 21500 21500 19000 19000 20500 21500 S 19500 S 20500 S 20000 S 19000 S 19000 S 20500 S 19500 S 18500 S 21000 S 20500 S 22000 S 20500 S 19000 S 18500 S 19500 S 22000 *K FACTOR D FACTOR T FACTOR 9.00 55.70 5.20 9.00 56.10 3.60 9.00 57.40 3.80 9.00 59.30 3.70 9.00 58.90 2.80 9.00 59.70 2.50 9.00 58.20 3.80 7.87 58.27 3.80 7.98 59.96 3.40 8.07 66.31 3.10 7.90 63.12 3.00 7.39 58.66 5.40 7.70 65.70 7.10 8.20 67.10 7.10 8.10 72.30 3.40 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 ATTACHMENT B Signal Timing Sheets Print Date: 5/22/2018 TOD Schedule Report for 6443: NW 7 St@NW 4800 Blk Print Time: 6:33 PM 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 Splits PH 1 PH 2 PH 3 PH 4 PH 5 PH 6 PH 7 PH 8 EBL WBT EBT - SBT 0 0 0 0 0 0 0 0 jik Active Phase Bank: Phase Bank 1 Phase Walk Don't Walk Min Initial Veh Ext Max Limit Max 2 Yellow Red Phase Bank 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 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 0- 0 - 0 0- 0- 0 0- 0- 0 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 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 Page 1 of 2 Print Date: 5/22/2018 TOD Schedule Report for 6443: NW 7 St@NW 4800 Blk Print Time: 6:33 PM Current Cycle 1 EBL 2 WBT Green Time 6 EBT 7 8 - SBT Ring Offset Offset 3 - 4 5 - - TOD Schedule Plan 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 43 0 64 0 0 17 100 6 51 0 0 0 63 0 24 0 0 Current Time of Day Function Time Function Settings * Day of Week 0000 TOD OUTPUTS 0600 VEH MAX RECALL 8 0630 VEH MAX RECALL SuM TWThFS M TWThF M TWThF Local TOD Schedule Time 0000 0230 0330 0500 0530 0600 0900 0930 1100 1130 1245 1400 1830 2000 2100 2200 Plan Free Free Free Free 8 3 8 10 10 12 6 9 5 14 15 17 DOW SuMTWThF S M T W Th F Su S M T W Th F M T W Th F M T W Th F Su S M T W Th F Su S M T W Th F M T W Th F M T W Th F Su S M T W Th F SuMTWThF S M T W Th F Local Time of Day Function Time Function Settings * Dav of Week 0000 TOD OUTPUTS --- SuM T W ThF S 0600 VEH MAX RECALL 8----- M T W ThF 0630 VEH MAX RECALL -- M T W ThF No Calendar Defined/Enabled * Settings Blank - FREE - Phase Bank 1, Max 1 Blank - Plan - Phase Bank 1, Max 2 1 - Phase Bank 2, Max 1 2 - Phase Bank 2, Max 2 3 - Phase Bank 3, Max 1 4 - Phase Bank 3, Max 2 5 - EXTERNAL PERMIT 1 6 - EXTERNAL PERMIT 2 7 - X-PED OMIT 8-TBA Page 2 of 2 SIGNAL OPERATING PLAN Direction E;, Gv/..+ ,� ' °' f N Timing Phases Head No. /4? (2 4-') €/ 1 NW r C RE-6-4 e c a 0 Flashing Operatian Che ked /. >fg14.►0a.. Blenkl6 Dat /2, /5 A) V Date �Vrflzsay Movem enta1D (splay/Actuation Miami -Dade Count r�Public works Department o o r tit REUrs r o".; 111I Phasing No. Asset Number placed in ery ce Date 1By SIGNAL HEAD & SIGN DETAILS D©® TEM NO. 650-1-131 3- REOUIREO a• Series 'C 03-15 ITEM NO. 700-48-1 I - REQUIRED 0 0 TEM NO. 650-1-151 - REQUIRED 10` Series C 8• dies •O. t /� /) 10" Series 'C NW 5d AV 46" 03-15 ITEN NO. 700-48-1 1 - REQUIRED NW 50 AV -41111 03-15 ITEM NO. 700-48-1 1 - REQUIRED SIGNAL OPERATING PLAN 4J 01 ¢2 03 CONTROLLER OPERATIONS 1' 040101 street et W 7 ST , ulnas street is 2 Signot 0peraling Pion as,5hosn. 3. Phases 1.3 actuated, Phase 2 recoil 4. Movement . Is arateatea/permissive. 5. Signal coordination phase Is 2. 6. Fleshing operation NW 7 et ydlew, NN 4600 0100< rcG NOTES 1. FPL Representative T Hodgdon . Tel 305 442 512E 2. Southern Sell Representative 1s Steve Massie Tel 305-222-7652 -DETECTORS FOR LOOPS MVM'T NO, NO. OF LOOPS NO. OF GETS. 8 2' 7 TEM NO. 653-17 2 - REQUIRED 0 O ITEM NO. 650-1-131' 2- REOUIREO N eons NW 7 ST R10-3n 2 - REQUIRED @.anitli JUx 2 2 2 AC SIGNALS 40' INGRESS/EGRESS AND UTILITY EASEMENT PER O.R.B. 12999, PAGE 327 '672-1-1 635-1-11 (4 Ea.) 620-1-1 (50 LE) 660-1-109 (2 EA) 685-120 665-124 620-1-1 (201F) 635-1-11 547-11-643' 665-11 10' FPL L'".'L1TY EASEMENT 'PROPOSED FPffi SERVICE POINT R/W UNE.\ 620-1-1 (20 LF) 630-1-14 - - - - 635-1-11 11 636-1-13 63S-2-1 LUIS SAB 0 NES WAY (NW 7 ST) 5's30' 660-2-1C1 (3-EA) -i- R/W LINE= R3-5A STOP/RTO 76' 620-1-1 (20 LE) 635-1-11 659-107 ,i665-11 �620-1-1 (20 1F) 635-1-11 (2-EA) ,659-107 12' I] 10' 12' 12' 40' Existing 0 8eg South Hand Hete and SERVICE POINT 2 -6" YELLOW 18" YELLOW �E705T SVlFC OADE COUNTT PUSUC *DRNS DEPT. 1401.1WAv DMSCN NW 7 5T AND 4800 6LOCit Project No, Sheet 1 01 1 24" WHITE TYP L6" WHITE TYP 6" YELOW TYP INSTALL W1-7 NOTE CONDUIT SHALL BE INSTALLED BY THE DIRECTIONAL BORE METHOD' AT THIS INTERSECTION R3-5A STOP/RTO NW 7 ST AND NW 4800 BLOCK INTERSECTION ID NO. 6443 REV. ,DATE DESCRIPTION 8Y MUSING MUSING DESIGN DRAWN j12A2°. O IFILE NO. ATTACHMENT C Project Trip Generation and Internalization Table C-1 Daily Trip Generation 7 at Blue Lagoon Daily Trip Generation • Proposed Mixed Use • Multi -family + Hotel Land Use Density (1) Units ITE Land Use Code ITE Setting / Location (2) ITE 10`h Edition Trip Rate or Formula (2) (3) Two -Way TripsGeneration Inbound Outbound o /° Trips % 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 = 2,504 50.0% 1,252 50.0% 1,252 Percent Internalization (4) = 1.0% 24 0.0% 12 0.0% 12 Sub -Total 2,480 50.0% 1,240 50.0% 1,240 Transit Reduction (5) 5.0% 124 50.0% 62 50.0% 62 TOTAL PROPOSED DEVELOPMENT TRIPS = 2,356 50.0% 1,178 50.0% 1,178 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-2 AM Peak -Hour Trip Generation 7 at Blue Lagoon AM Peak -Hour Generation - Proposed Mixed Use - Multi -family + Hotel Land Use Density (1) Units ITE Land Use Code ITE Setting I Location (2) ITE 10`h Edition Trip Generation Rate or Formula (2) (3) Two -Way Trips Inbound Outbound % Trips % 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 General Urban/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% 0 0.0% 0 0.0% 0 Sub -Total 264 24.2% 64 75.8% 200 Transit Reduction (5) 5.0% 13 24.2% 3 75.8% 10 TOTAL PROPOSED DEVELOPMENT TRIPS = 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 Lagoon 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 Outbound % Trips % 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 = 1.8% 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 35.7% 76 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. Analyst JLR Date 05/06/18 Exit to Extemal 1 74414 I 7441 Enter From External Figure C-1 Daily Trip Generation Internalization Matrix 7 at Blue Lagoon LAND USE A Residential Condo/HI Rise ITE LU Code Size 222 888 Dwelling Ui Total Internal External Enter 750 6 744 Exit 750 6 744 Total 1,500 12 1,488 % 100% 0.8% 99.259 0%1 01 Demand 1 Balanced 01 1 0%1 01 Demand Exit to Extemal I 014 1 01 Enter From External 0%1 01 Demand 1 01 Balanced 1 1 0%1 01 Demand LAND USE C its Demand 0%J o1 1 Avg Balanace] 61 Balanced 1 01 1 Project Name 7 at Blue Lagoon Time Period AM Peak Hour Demand 1%1 51 Demand Avg Balanace] ITE LU Code Size Total Internal External Enter 0 0 Exit 0 0 Total 0 0 0 % 100% 0%1 01 1 1 28%1 1411 30%1 OI Demand Demand 1 0%1 01 01 Balanced 1 01 I 6%1 301 o%1 01 01 0%J LAND USE B Business Hotel ITE LU Code Size 312 294 Rooms Total Internal External Enter 502 6 496 Exit 502 6 496 Total 1,004 12 992 % 100% 1.2% 98.8% 01 Demand 1 0%1 01 NET EXTERNAL TRIPS FOR MULTI -USE DEVELOPMENT 1 0%I 01 Demand 1C'a�C1L1 r,,..a,.rul Business Hotel 0 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 1 al Balanced INTERNAL CAPTURE 1.0 % 1 0%1 of Demand 1 0%J 01 Demand 1 Balanced 01 1 0%1 01 Demand LAND USE D Enter From External 4961 1 4961 Ern to External I 0%1 01 Demand 1 01 Balanced ITE LU Code Size Total Internal External Enter 0 0 Exit 0 0 Total 0 0 0 % 100% Demand Enter From External 1 Exit to External Notes: 'Source: Institute of Transportation Engineers (ITE) Trip Generation, 10th Edition. ' Unconstrained internal tnp capture rates obtained from "Nip Intemallzalton m Mu/0-Use Developments", BDK84-977-10, Final Report prepared forFloridda Department of Transportation by USF Center for -Urban Transportation Research, April 2014, Tables ES-1 to ES-4, pp vii and viii (see Attachment). Analyst JLR Date 05/06/18 Exit to External 1 13811 I 191 Enter From Extemal Figure C-2 AM Peak Hour Trip Generation Internalization Matrix 7 at Blue Lagoon LAND USE A Residential Condo/HI-Rise ITE LU Code Size 222 888 Dwelling Ui Total Internal External Enter 19 0 19 Exit 138 0 138 Total 157 0 157 % 100% 0.0% 100.Oerb I 0%1 DI Demand Balanced 01 1 0%I 01 Demand Exit to External oh I DI Enter From External 1 0%1 0I Demand 1 01 Balanced 6%l 01 Demand LAND USE C its Demand 0%l 01 Avg Balanace] 1 01 Balanced 1 of Project Name Time Period Demand Demand D%1 01 1 0%1 01 Avg Balanace] ITE LU Code Size Total Internal External Enter 0 0 Exit 0 0 Total 0 0 0 % 100% 1 30%1 Demand Demand 1 28%1 171 01 01 oil of 1 0%1 0l Balanced 1 01 01 7 at Blue Lagoon AM Peak Hour LAND USE B Business Hotel ITE LU Code Size 312 294 Rooms Total Internal External Enter 45 0 45 Exit 62 0 62 Total 107 0 107 % 100% 0.0% 100.0% 01 Demand I 0%I 01 0%1 0 NET EXTERNAL TRIPS FOR MULTI -USE DEVELOPMENT 1 0%1 01 Demand 1C `1 r-����L ry 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 1 Balanced 01 INTERNAL CAPTURE 0.0% I 0%1 01 Demand 0%1 01 Demand 1 01 Balanced I 0%1 01 Demand LAND USED 0 Enter From External 451 621 Exit to External 1 0%1 01 Demand Balanced I 0%1 01 ITE LU Code Size 0 0 0 Total Internal External Enter 0 0 0 Exit 0 0 0 Total 0 0 0 % 100% Demand Enter From External Exit to External Notes: * Source: Institute of Transportation Engineers (ITE) Trip Generation, 10th Edition. Un0onstrarned internal tnp capture rates obtained tram 'l np Intema0zarton m Mul0-Use Developments", 8DK84-977-10, 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). Analyst JLR Date 05/06/18 Exit to External 1 3914 1 931 Enter From External Figure C-3 PM Peak Hour Trip Generation Internalization Matrix 7 at Blue Lagoon LAND USE A Residential Condo/HI-Rise ITE LU Code Size 222 888 Dwelling U T Total Internal External Enter 94 1 93 Exit 40 1 39 Total 134 2 132 % 100% 1.5% 98.51 Demand 1 01 Balanced 1 0%1 01 Demand Exit to External 1 014 I 0 Enter From External Demand 01 Balanced I 0%1 Demand LAND USE C • its Demand 1 0%1 01 1 Avg Balanace] 11 Balanced 1 01 Project Name Time Period Demand Vol 11 ITE LU Code Size Total Internal External Enter 0 0 Exit 0 0 Total 0 0 0 % 100% 1 3%1 11 0%I 01 1 11 1 01 28%1 121 Demand Demand 1 0%1 01 Balanced 1 01 1 61 01 7 at Blue Lagoon PM Peak Hour LAND USE B Business Hotel ITE LU Code Size 312 294 Rooms Total Internal External Enter 52 1 51 Exit 42 1 41 Total 94 2 92 % 100% 2.1% 97.9% 1 0%1 Ol Demand NET EXTERNAL TRIPS FOR MULTI -USE DEVELOPMENT 1 0%1 01 Demand Residential Condo/HI- Rise Business Hotel 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 1 01 Balanced INTERNAL CAPTURE 1.8% 1 0%1 01 Demand 1 0%1 01 Demand Balanced 1 0%f 01 01 Demand LAND USED 0 Enter From External 1 511 1 411 Exd to External 1 0%1 of Demand 1 01 Balanced 1 0%I 01 ITE LU Code Size 0 0 Total Internal External Enter 0 0 0 Exit 0 0 0 Total 0 0 0 % 100% Demand Enter From External 1 Exit to External Notes: Source: Institute of Transportation Engineers (ITE) Trip Generation, 10th Edition. Unconstrained internal trip capture rates obtained from 'Trip Generation Handbook, 3rd Edition, Institute of Transportation Engineers, September2017. ATTACHMENT D Synchro and SimTraffic Analysis Results HCM 6th Signalized Intersection Summary 2: NW 7 Street & NW 4800 Blk 07/05/2018 19 Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach Adj Sat Row, veh/h/In Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h, 25 1198 888 16 81 77 25 1198 888 16 81 77 0 0 0 0 0 0 1,00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1,00 1.00 No No No 1870 1870 1870 1870 1900 1900 27 1302 965 17 88 84 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 0 0 272 1880 1538 27 284 271 0.03 0.53 0.57 0.57 0.33 0.33 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(g_c), 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(I) 100 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 %ile BackOfQ(95%),veh/In 0.5 14.8 9.8 10.1 5.2 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 14.4 17.9 18.1 17.9 24.1 0.0 LnGrp LOS B B B B C Approach Vol, veh/h 1329 982 173 Approach Delay, s/veh 17.8 18.0 24.1 Approach LOS B B C Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p c), s A 54.0 36.0 8.9 45.1 6.4 6.6 6.4 6.4 47.6 29.4 6.6 34,6 26.5 8.8 2.7 18.2 10,3 0.5 0.0 5.9 HCM 6th Ctrl Delay HCM 6th LOS 18.3 B User approved volume balancing among the lanes for turning movement. Blue Lagoon-Existing-AM2018 8:00 am 06/29/2018 Baseline K&S-FEN Synchro 10 Report Page 4 HCM 6th Signalized Intersection Summary 2: NW 7 Street & NW 4800 Blk 07/05/2018 datti Lane Configurations Traffic Volume (veh/h) Future Volume (veh/h) Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach Adj Sat Flow, veh/h/In Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Row, veh/h �i 1+ +t 80 1265 1285 55 80 1265 1285 55 0 0 0 0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 No No No 1870 1870 1870 1870 1900 1900 87 1375 1397 60 46 34 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 0 0 324 2519 2242 96 214 158 0.03 0.71 1.00 1.00 0.22 0.22 1781 3647 3565 149 977 722 42 31 42 31 0 1.00 1.00 0 Grp Volume(v), veh/h 87 1375 714 743 81 0 Grp Sat Flow(s),veh/h/In 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 CO 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(I) 1.00 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 %Ile BackOfQ(95%),veh/In 2,2 19,4 1.0 1,0 5,8 0.0 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 Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s `erseta$`nia . HCM 6th Ctrl Delay HCM 6th LOS - 134.0 6.4 127,6 35.1 16,9 8.8 A 46,0 11.3 122,7 6.6 6.4 6.4 39,4 6,6 114.6 8.9 4.9 2.0 0.2 0.0 17.2 User approved volume balancing among the lanes for turning movement. Blue Lagoon-Existing-PM2018 5:00 pm 06/29/2018 Baseline K&S-FEN Synchro 10 Report Page 4 HCM 6th Signalized Intersection Summary 2: NW 7 Street & NW 4800 Blk 07/10/2018 B Lane Configurations 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, Adj 1,00 1.00 1.00 1.00 -1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 67 1335 989 43 193 185 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, veh/h 258 1880 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 3563 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), veh/h 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(95%),veh/In 1.3 15.3 14.2 14.6 5.9 12.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 16.5 18,3 26,6 26.4 24.4 25.0 LnGrp LOS B B C C C C Approach Vol, veh/h Approach Delay, s/veh Approach LOS Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Molt o a+7 HCM 6th Ctrl Delay HCM 6th LOS 1402 1032 378 18.2 26.5 24.7 B C C 54.0 6.4 47,6 27.5 10.3 22.1 36,0 10.5 43.5 6.6 6.4 6.4 29.4 6.6 34.6 10.0 3.8 23,1 1.1 0.0 5.2 Blue Lagoon-3L-AM2023-Dense Urban trip Gen -One Driveway 8:00 am 06/29/2018 Improved K&S-FEN Synchro 10 Report Page 4 HCM 6th Signalized Intersection Summary 2: NW 7 Street & NW 4800 Blk 07/10/2018 Lane Configurations j 44 f t r 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, veh/hhn 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, veh/h 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), veh/h 175 1410 763 790 93 68 Grp Sat Flow(s)veh/h/In1781 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 0.0 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 V/C 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(1) 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%),veh/In1.8 20,1 1.2 1.2 6.7 10.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 12.0 13,5 2.1 2.1 59.4 58.6 LnGrp LOS BB A A E E Approach Vol, veh/h 1585 1553 161 Approach Delay, s/veh 13.4 2,1 59.1 Approach LOS B Phs Duration (G+Y+Rc); s 134.0 Change Period (Y+Rc), s 6.4 Max Green Setting (Gmax), s 127.6 Max Q Clear Time (g_c+11), s 36.5 Green Ext Time (p_c), s 17.8 nice vp't wear ........................ HCM 6th Ctrl Delay HCM 6th LOS 10,3 B 46,0 13,0 121.0 6.6 6.4 6.4 39.4 6.6 114.6 9.7 8.2 2.0 0.5 0,0 20.1 Blue Lagoon-3Lanes-PM2023-Dense Urban TG-One Driveway K&S-FEN Synchro 10 Report Page 2 Queuing and Blocking Report Baseline 07/05/2018 Intersection: 1: NW 47 Ave & NW 7 Street IN,®C Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 300 Storage Blk Time (%) Queuing Penalty (veh) L T TR 324 386 400 69 192 217 213 411 436 1034 1034 2 2 L T TR L TR L TR 96 304 290 149 296 124 248 41 125 107 56 136 44 134 72 266 245 114 259 111 219 1074 1074 577 238 0 ............... . 300 Intersection: 2: NW 7 Street & NW 4800 Blk 0 0 125 100 15 3 31 7 4 12 ti0. NAT Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 350 Storage Blk Time (%) Queuing Penalty (veh) L T T T TR LR 53 304 299 228 268 157 14 201 187 110 135 71 46 276 262 186 220 136 1217 1217 1034 1034 225 Intersection: 3: NW 47 Ave & Proj Driveway aveaQ-iittffe -43 Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage. Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) LR LT 78 31 35 4 61 21 701 238 Blue Lagoon-Existing-AM2018 K&S-FEN SimTraffic Report Page 4 Queuing and Blocking Report Baseline 07/05/2018 Intersection: 1: NW 47 Ave & NW 7 Street 4a m Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) E L 112 59 99 300 ADZI*M3:. T TR 261 258 .` 111 122 227 243 1034 1034 IB' L T TR L 324 524 438 150 67 281 246 91 237 489 449 155 1074 1074 300 Intersection: 2: NW 7 Street & NW 4800 Blk 125 5 TR L TR 268 124 248 115 62 137 225 122 246 577 238 1 100 4 22 7 11 Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream BIk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 350 Storage Blk Time (%) Queuing Penalty (veh) L T T T TR LR 118 397 395 404 510 204 57 221 206 156 177 73 100 312 311 279 325 149 1217 1217 1034 1034 225 Intersection: 3: NW 47 Ave & Proj Driveway Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) LR LT TR 54 56 32 35 16 4 52 47 22 701 238 767 Blue Lagoon-Existing-PM2018 K&S-FEN SimTraffic Report Page 2 Queuing and Blocking Report Improved 07/10/2018 Intersection: 1: NW 47 Ave & NW 7 Street ove Directions Served L Maximum Queue (ft) 324 Average Queue (ft) 56 95th Queue (ft) 176 Link Distance (ft) Upstream BIk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage BIk Time (%) Queuing Penalty (veh) 300 0 T TR 388 417 208 229 400 428 1034 1034 L T TR L 96 269 267 149 45 155 139 61 87 285 269 123 1074 1074 300 Intersection: 2: NW 7 Street & NW 4800 Blk 125 2 TR L TR 310 125 250 112 47 158 245 118 264 577 238 4 12 100 0 30 6 0 12 Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream BIk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) 350 Storage BIk Time (%) Queuing Penalty (veh) L T T T TR L 94 296 314 354 385 128 128 39 192 179 172 195 77 60 74 273 261 293 321 121 119 1205 1205 1034 1034 225 225 Intersection: 3: NW 47 Ave & Easement Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) .._......_..........__.. _............... Upstream BIk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage BIk Time (%) Queuing Penalty (veh) LR LT TR 55 51 74 36 2 6 53 17 37 670 238 767 Blue Lagoon-3L-AM2023-Dense Urban trip Gen -One Driveway K&S-FEN SimTraffic Report Page 4 Queuing and Blocking Report Improved 07/10/2018 Intersection: 1: NW 47 Ave & NW 7 Street airitl Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) L T TR L T TR L 114 263 267 325 666 637 150 52 145 155 85 306 273 91 98 271 277 244 529 499 156 1034 1034 1074 1074 TR L TR 253 125 252 114 62 170 219 142 272 577 238 5 12 300 300 125 100 0 7 5 12 8 29 8 9 14 15 Intersection: 2: NW 7 Street & NW 4800 Blk Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) L T T T TR L R 282 355 371 391 454 140 118 143 225 223 174 195 77 42 221 316 320 319 339 131 83 1205 1205 1034 1034 225 225 350 Intersection: 3: NW 47 Ave & Easement cy; Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) ...................................... Queuing Penalty (veh) LR 74 37 62 676 LT TR 75 94 20 10 60 53 238 767 Blue Lagoon-3Lanes-PM2023-Dense Urban TG-One Driveway K&S-FEN SimTraffic Report Page 4 BLUE arvm r CONDOMINIUMS 5o77 .7VtiV 7th St., Miami, Ft:33126 Thong: (305) 442-I4 4 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 SUBMITTED INTO THE PUBLIC RECORD FOR ITEM(S) ON ko '8 l D 2(-1 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 PZAB.4, 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. Sincerely1 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 Page 1 of 5 HOMEPAGE 91 percent of Miami homes are now too expensive for teachers, new study finds BY ROB WILE rwile@miamiherald.com com May 08, 2018 05:06 PM Updated 1 hour 33 minutes ago SUBMITTED INTO THE PUBLIC RECORD Fi12 i�:2(��Zg FOR STEWS) ON 511(1 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://www.miamiherald.comiartiele210722924.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 - Terms 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.mianliherald.com/article210722924.html 5/9/2018 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 93 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 Levine's money has him ahead in Florida's Democratic primary. But will his lead hold? Q COMMENTS v 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 By NextAdvisor http J/www.miamiherald.com/article210722924.html 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.miamiherald.com/article210722924.html 5/9/2018 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/article210722924.html 5/9/2018 Increasingly popular Miami trolley system looks to expand Miami Herald Page 1 of 5 HOMEPAGE With more riders each year, Miami wants to expand free trolley system BY JOEY FLECHAS jf/echaspmiamiheraid. ca m May 08, 2018 05:56 PM Updated 2 hours ago SUBMITTED INTO T Ise ID: THE PUBLIC RECORD Z i FOR ITEM(S) ON 1' ,118 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.iniamiherald.com/article210620619.html 5/9/2018 Increasingly popular Miami trolley system looks to expand 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 reCAP TO LA "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/article210620619.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, Brickell, Allapattah, Coral Way, Little Haiti, Little Havana, Overtown, Wynwood, the hospital district and downtown. Q COMMENTS v 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 By NextAdvisor httpJ/www.niamiherald.comlarticle210620619.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 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+ Newsletters http:Iiwww.miamiherald.comiarticle210620619.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.miamiherald.comlarticle210620619.html 5/9/2018 LAYON 7& ASSOCIATES, NA. Richard A. Alayon, Esq. ralayon@alayonlaw.com Admitted to Practice in NY, FL, U.S. Supreme Court U.S. Dist. S.D., M.D., N.D. Fla.,110' Cir. & T.C. Alexis R. Hernandez, Esq. ahernandez@alayonlaw.com Admitted to Practice in FL, U.S. Dist. S.D. Fla. Patrick A. Alayon, Esq. palayon@alayonlaw.com Admitted to Practice in FL, U.S. Dist. S.D. Fla., Washington, D.C. Luke G. Ford, Esq. Lford@alayonlaw.com 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 \\ci) QOO' `Sl \% RE: Request for Party Status File ID # 2678 Property Located at 4865, 4875, & 4885 NW 7 St., Miami, FL Agenda Item PZAB.4, 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 7th 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 Lagoon's 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 PZAB.4, May 16, 2018 Blue Lagoon Condominium Association's Request for Party Status Page 3of4 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 Lagoon's 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 PZAB.4, May 16, 2018 Blue Lagoon Condominium Association's Request for Party Status Page 4of4 traffic flow through Blue Lagoon's easement, Blue Lagoon's 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