HomeMy Public PortalAbout22-082 - Final Site Plan Approval 14585 NW 22 AVESponsored by: Interim City Manager
RESOLUTION NO. 22-082
A RESOLUTION OF THE CITY COMMISSION OF THE
CITY OF OPA-LOCKA, FLORIDA APPROVING THE
FINAL SITE PLAN REQUEST FOR THE
CONSTRUCTION AND OPERATION OF
CONVENIENCE STORE, TWO RETAIL SPACES AND A
SERVICE STATION WITH A HAND CAR -WASH AT
14585 NW 22 AVENUE AND IDENTIFIED BY FOLIO 08-
2122-005-0690 IN THE B-2 ZONING DISTRICT;
PROVIDING FOR AN EFFECTIVE DATE.
WHEREAS, the Applicant, Mauricio Falla, on behalf of property owner, Maclam
Investment, LLC, has submitted an application for site plan approval for a Project
located at 14585 NW 22nd Avenue, Opa-Locka, Florida and identified by folio 08-2122-
005-0690 in the B-2 Zoning District; and
WHEREAS, the Applicant intends to re -develop the site into a new convenience
store, with two retail spaces and a service station with a hand car -wash at this location in
the City of Opa-Locka ("City"); and
WHEREAS, the Project will consist of the demolition of the current building and
the new construction and operation of a convenience store, retail spaces and a service
station with a hand car -wash; and
WHEREAS, the redevelopment of this site is intended to provide two new retail
spaces and a new convenience store and a service station with a hand car -wash at this
location; and
WHEREAS, the development will also include 9 car parking spaces, 19 new
assorted trees, 359 shrub plants and landscaped open space; and
WHEREAS, the Planning & Zoning Board reviewed this request on September 13,
2022, for final site plan approval and recommended approval by a 4-0 vote; and
WHEREAS, after the applicant, Mauricio Falla presented this request to the
Planning & Zoning Board and obtained a traffic study that conveyed the site plan must
be modified and this site plan reflects applicable changes; and
WHEREAS, the request for site plan approval meets the review criteria set forth
in the Land Development Regulations, Section 22-55 H.
Resolution No. 22-082
WHEREAS, the City Commission of the City of Opa-Locka finds that it is in the
best interest of the City and its residents to approve the final site plan of Applicant
within the City, as provided herein and attached hereto as Exhibit "A".
NOW THEREFORE, BE IT RESOLVED BY THE CITY COMMISSION OF THE
CITY OF OPA-LOCKA, FLORIDA, AS FOLLOWS:
SECTION 1. Recitals.
The above recitals are true and correct and are incorporated into this Resolution by
reference.
SECTION 2. Approval/Denial.
Approval/Denial of Site Plan. The City Commission of the City of Opa-Locka has
reviewed the recommendation of the Planning & Zoning Board and hereby approves /
denies the Site Plan request for the demolition of the current building and the new
construction and operation of a convenience store, two retail spaces and a service station
with a hand car -wash located at 14585 NW 22nd Avenue, Opa-Locka, Florida and
identified by folio 08-2122-005-0690 in the B-2 Zoning District. A copy of the Site Plan is
attached hereto and incorporated herein as Exhibit "A".
SECTION 3. SCRIVENER'S ERRORS.
Sections of this Resolution may be renumbered or re -lettered and corrections of
typographical errors, which do not affect the intent of this Resolution may be authorized
by the City Manager, following review by the City Attorney, without need of public
hearing, by filing a corrected copy of same with the City Clerk.
SECTION 4. EFFECTIVE DATE.
This Resolution shall, upon adoption, become effective as specified by the City of Opa-
Locka Code of Ordinances and the City of Opa-Locka Charter.
PASSED and ADOPTED this 14th day of December, 2022.
2
Resolution No. 22-082
TTEST:
Jo.1 na Flores, City Clerk
APPROVED AS TO FORM AND LEGAL SUFFICIENCY:
Burnadette Norris
City Attorney
tsy• r-c)x
eeks, P.A.
Moved by: Commissioner Williams
Seconded by: Commissioner Bass
VOTE: 5-0
Commissioner Bass YES
Commissioner Kelley YES
Commissioner Williams YES
Vice Mayor Ervin YES
Mayor Taylor YES
3
DocuSign Envelope ID: 6FBFOE7B-1 B4C-497C-A75B-13BF91AAA552
City of Opa-locka
Agenda Cover Memo
Department
Director:
Gregory D. Gay
Department
Director
Signature:
,— oc gne
City
Manager:
Darvin Williams
CM Signature
�AYLUbL l gtMS
Commission
Meeting
Date:
December 14, 2022
Item Type:
(Enter X in box)
Resolution
`—caoc �c,ceocaaz...
Ordinance
Other
X
Fiscal
Impact:
(Enter Xit,
Yes
No
Resolution Reading:
(EnterX in box)
1st Reading
2nd Reading
X
X
Public Hearing: g
(Enter Xill box)
Yes
No
Yes
No
X
X
Funding
Source:
Account# :
(Enter Fund & Dept)
Ex: N/A
See Financial
Impact section
below
Advertising Requirement:
(Enter X in box)
Yes
No
X
ILA
Required:
(Enter X in
box)
Yes
No
RFP/RFQ/Bid#:
X
Strategic
Plan
Related
(EnterX in
box)
Yes
No
Strategic Plan Priority Area:
Enhance Organizational Ei
Bus. & Economic Dev MI item
Public Safety El
Quality of Education El
Qual. of Life & City Image •
Communication El
Strategic Plan Obj./Strategy:
(list the specific objective/strategythis
will address)
X
Sonsor
P
Name
City Manager
Department: Planning & Community
Development
P
City Manager
Short Title:
A RESOLUTION OF THE CITY COMMISSION OF THE CITY OF OPA-LOCKA, FLORIDA APPROVING THE SITE
PLAN REQUEST FOR THE CONSTRUCTION AND OPERATION OF CONVENINENCE STORE, TWO RETAIL
SPACES AND A SERVICE STATION WITH A HAND CAR -WASH AT 14585 NW 22 AVENUE AND IDENTIFIED
BY FOLIO 08-2122-005-0690 IN THE B-2 ZONING DISTRICT; PROVIDING FOR AN EFFECTIVE DATE.
Staff Summary:
The applicant, Mauricio Falla has submitted an application for site plan approval to demolish the current
building at 14585 NW 2211,1 Avenue, Opa-locka, Florida and identified by folio 08-2122-005-0690 in the B-2
Zoning District and within the Corridor Mixed Use Overlay. The applicant intends to develop this site into a
new convenience store and service station with two separate retail spaces with a hand car -wash. The
development will also include nine parking spaces and 19 assorted trees and 359 shrub plants and landscaped
open space.
Background
DocuSign Envelope ID: 6FBFOE7B-1B4C-497C-A75B-13BF91AAA552
This property is located in the southeast section of the City at the intersection of Service Road and NW 22nd
Avenue. The property owner, Maclam Investment, LLC, according to Maimi-Dade County Property Appraiser's
website obtained this vacant, unused (and no licensed business occupies this space) 20,886 square foot parcel
and has submitted a formal request for site plan review approval and development agreement approval to
construct a service station/fueling facility and convenience store and include two retail spaces and a hand car -
wash. According to the applicant's site plan the redevelopment of this site will provide a 3,579 square foot
building with 1,975 square feet allocated for the Convenience Store and two 802 square foot sections for new
retail spaces. This use, Auto Service Station is permitted in the B-2 zoning district, The outside had car wash
is permitted as an accessory use for any Auto Service Station. The City of Opa-locka 's Comprehensive Plan,
Future Land Use map provides that the property has a future land use designation of "Commercial" and the
zoning map provides that the property is zoned Commercial Liberal (B-2) and is within the "Corridor Mixed
Use Overlay".
This proposed operation is adjacent to Single -Family homes on the eastside of this parcel. According to the
site plan a 6 -foot concrete wall will be built on the eastside of this property to buffer the use from the single-
family residential properties. For additional buffering there is a 12 -foot dedicated alley between the service
station/convenience store and the single-family residential properties.
The subject property is generally surrounded by residential properties to the east and commercial and
residential properties to the west and south of this site and State Road #9 to the north of this site. The
proposed use of Auto Service with two retail spaces and a hand car wash will provide an opportunity for retail
services as well as auto services to this community, which are in harmony with the general characteristics of
the surrounding neighborhood for commercial and residential uses.
Financial Impact
Approval of this site plan and development agreement will not provide any negative financial impact.
Proposed Action:
Staff recommended approval of this Resolution
Attachment:
DRAFT Resolution
P&Z Application Package
P&Z Board Meeting Minutes 9-13-22
FIALLOS MEP DESIGN INC
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LETTER OF INTENT
October 7, 2020
City of Opa Locka Building Department
780 Fisherman St, Opa-Locka, FL 330154
Reference: New Gas Station, Retail Building and Carwash
14585 NW 22 Ave, Miami FL 33054.
Folio: 08-2122-005-0690
To City of Opa Locka, Planning and Community Development.
I, Mauricio Falla, owner of "Joes Unlimited, Inc" and mailing address of: 11904 SW 59
St, Cooper City, FL 33330 intent to renovate the above property, the proposed
renovation consist in a new fueling system, new building with a convenience store and
two retail spaces and a hand car -wash. We will also include new landscape design,
drainage system and parking lot area as per City requirements and governing codes. For
this purpose I have hired an NE Company for development of the construction
documents and permitting procedures.
If I can be of any further assistance in this matter, please feel free to contact me at (305)
877-1845. Thank You.
Sincerely,
Jorge Fiallo, PE
Professional Engineer
FL PE No. 65527
Digitally signed
by Jorge Fiallo
Date:
2021.10.08
12:34:18 -04'00'
IRSDEPARTMENT OF THE
INTERNAL REVENUE SERVICERY
CINCINNATI OH 45999-0023
Date of this notice: 11-02-2020
Employer Identification Number:
85-3726617
Form: SS -4
Number of this notice: CP 575 B
MACLAM INVESTMENT LLC
MAURICIO FALLA MBR
10773 NW 58TH ST APT 140
DORAL, FL 33178
For assistance you may call us at:
1-800-829-4933
IF YOU WRITE, ATTACH THE
STUB AT THE END OF THIS NOTICE.
WE ASSIGNED YOU AN EMPLOYER IDENTIFICATION NUMBER
Thank you for applying for an Employer Identification Number (EIN). We assigned you
EIN 85-3726617. This EIN will identify you, your business accounts, tax returns, and
documents, even if you have no employees. Please keep this notice in your permanent
records.
When filing tax documents, payments, and related correspondence, it is very important
that you use your EIN and complete name and address exactly as shown above. Any variation
may cause a delay in processing, result in incorrect information in your account, or even
cause you to be assigned more than one EIN. If the information is not correct as shown
above, please make the correction using the attached tear off stub and return it to us.
Based on the information received from you or your representative, you must file
the following form(s) by the date(s) shown.
Form 1065 03/15/2021
If you have questions about the form(s) or the due date(s) shown, you can call us at
the phone number or write to us at the address shown at the top of this notice. If you
need help in determining your annual accounting period (tax year), see Publication 538,
Accounting Periods and Methods.
We assigned you a tax classification based on information obtained from you or your
representative. It is not a legal determination of your tax classification, and is not
binding on the IRS. If you want a legal determination of your tax classification, you may
request a private letter ruling from the IRS under the guidelines in Revenue Procedure
2004-1, 2004-1 I.R.B. 1 (or superseding Revenue Procedure for the year at issue). Note:
Certain tax classification elections can be requested by filing Form 8832, Entity
Classification Election. See Form 8832 and its instructions for additional information.
A limited liability company (LLC) may file Form 8832, Entity Classification
Election, and elect to be classified as an association taxable as a corporation. If
the LLC is eligible to be treated as a corporation that meets certain tests and it
will be electing S corporation status, it must timely file Form 2553, Election by a
Small Business Corporation. The LLC will be treated as a corporation as of the
effective date of the S corporation election and does not need to file Form 8832.
To obtain tax forms and publications, including those referenced in this notice,
visit our Web site at www.irs.gov. If you do not have access to the Internet, call
1-800-829-3676 (TTY/TDD 1-800-829-4059) or visit your local IRS office.
(IRS USE ONLY) 575B 11-02-2020 MACL B 9999999999 SS -4
IMPORTANT REMINDERS:
* Keep a copy of this notice in your permanent records. This notice is issued only
one time and the IRS will not be able to generate a duplicate copy for you. You
may give a copy of this document to anyone asking for proof of your EIN.
* Use this EIN and your name exactly as they appear at the top of this notice on all
your federal tax forms.
* Refer to this EIN on your tax -related correspondence and documents.
If you have questions about your EIN, you can call us at the phone number or write to
us at the address shown at the top of this notice. If you write, please tear off the stub
at the bottom of this notice and send it along with your letter. If you do not need to
write us, do not complete and return the stub.
Your name control associated with this EIN is MACL. You will need to provide this
information, along with your EIN, if you file your returns electronically.
Thank you for your cooperation.
Keep this part for your records. CP 575 B (Rev. 7-2007)
Return this part with any correspondence
so we may identify your account. Please
correct any errors in your name or address.
CP 575 B
9999999999
Your Telephone Number Best Time to Call DATE OF THIS NOTICE: 11-02-2020
( ) - EMPLOYER IDENTIFICATION NUMBER: 85-3726617
FORM: SS -4 NOBOD
INTERNAL REVENUE SERVICE
CINCINNATI OH 45999-0023
111.111111.11111111111111111111111111.1.1.1111111111
MACLAM INVESTMENT LLC
MAURICIO FALLA MBR
10773 NW 58TH ST APT 140
DORAL, FL 33178
Electronic Articles of Organization
For
Florida Limited Liability Company
Article I
The name of the Limited Liability Company is:
MACLAM INVESTMENT LLC
L20000335744
FILED 8:00 AM
October 22, 2020
Sec. Of State
jafason
Article II
The street address of the principal office of the Limited Liability Company is:
10773 NW 58TH STREET
140
DORAL, FL. UN 33178
The mailing address of the Limited Liability Company is:
10773 NW 58TH STREET
140
DORAL, FL. UN 33178
Article III
The name and Florida street address of the registered agent is:
BIZCPAS
1300 NW 84TH AVE
DORAL, FL. 33126
Having been named as registered agent and to accept service of process for the above stated limited
liability company at the place designated in this certificate, I hereby accept the appointment as registered
agent and agree to act in this capacity. I further agree to comply with the provisions of all statutes
relating to the proper and complete performance of my duties, and I am familiar with and accept the
obligations of my position as registered agent.
Registered Agent Signature: OBDULIA LEMUS
Article IV
The name and address of person(s) authorized to manage LLC:
Title: MGR
MAURICIO FALLA
10773 NW 58TH STREET APT 140
DORAL, FL. 33178 UN
Title: MGR
CLARA I DUENAS
9995 NW 75 STREET
DORAL, FL. 33178 UN
Title: MGR
AMILKAR J CONTRERAS
10710 NW 66 STREET APT 512
MIAMI, FL. 33178 UN
L20000335744
FILED 8:00 AM
October 22, 2020
Sec. Of State
jafason
Article V
The effective date for this Limited Liability Company shall be:
10/22/2020
Signature of member or an authorized representative
Electronic Signature: MAURICIO FALLA
I am the member or authorized representative submitting these Articles of Organization and affirm that the
facts stated herein are true. I am aware that false information submitted in a document to the Department
of State constitutes a third degree felony as provided for in s.817.155, F.S. I understand the requirement to
file an annual report between January 1st and May 1st in the calendar year following formation of the LLC
and every year thereafter to maintain "active" status.
The Opa-locka Planning & Zoning Meeting
P&Z Clerk's Summary Minutes
P&Z Meeting
Tuesday, September 13, 2022
7:00 P.M.
• CALL TO ORDER:
Chairman Elio Guerrero called the Planning & Zoning Meeting to order at 7:05 p.m. on Tuesday,
September 13, 2022.
An opportunity was given to the public to email the Planning & Zoning Clerk prior to the
Planning & Zoning Meeting with any questions/comments/concerns on items we will hear on
this evening's P&Z agenda.
I ROLL CALL:
The Planning & Zoning Board of the City of Opa-locka, Miami -Dade County, met in a session
on Tuesday, September 13, 2022, at 7:05 p.m. The following members of the Planning & Zoning
Meeting were present: Chairman Elio Guerrero, Board Member Germane Barnes, Board
Member Dorothy Johnson, and Board Member Claudienne Hibbert-Smith.
Absent Board Member: Board Member Dawn Mangham
Also, in Attendance were Planning & Zoning Director, Gregory Gay, Zoning Official Gerald
Lee, Planning & Zoning Board Clerk, Kinshannta Hall, and Attorney Pam Booker.
II INVOCATION AND PLEDGE:
Prayer was led by Board Member Johnson and the Pledge of Allegiance was stated after the Prayer.
III APPROVAL OF MINUTES: Discussion of Minutes from May 10, 2022, Meeting
Chairman Elio Guerrero asked if a motion could be made to have the minutes approved from
May 10, 2022, meeting.
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Board Member Dorothy Johnson made a motion to approve the minutes. Board Member
Claudienne Hibbert Smith second the motion. *Board Member Germane Barnes abstained from
voting on the reading minutes due to his temporary absent/leave from the board.
There being no discussion, the motion passed by a 3-0.
Claudienne Hibbert Smith Yes
Elio Guerrero Yes
Dorothy Johnson Yes
IV. PUBLIC HEARING:
A) A RESOLUTION OF THE PLANNING & ZONING BOARD OF
THE CITY OF OPA-LOCKA, FLORIDA RECOMMENDING
APPROVAL OF THE SPECIAL EXCEPTION SITE PLAN
REVIEW REQUEST FOR THE OPERATION OF A PLACE OF
RELIGIOUS WORSHIP AT 2560 SERVICE ROAD AND
IDENTIFIED BY FOLIO 08-2122-000-0130 IN THE B-2 ZONING
DISTRICT; PROVIDING FOR INCORPORATION OF
RECITALS; PROVIDING FOR AN EFFECTIVE DATE.
On the record, Mr. Gay stated that the applicant decided to withdraw their
application. The applicant was under a time constraint of getting certain
things approved and will not be moving forward. The item was withdrawn
from this Planning & Zoning Board meeting.
Board Member Johnson: I noticed that it has been withdrawn. This
application was riot in our May package. We were not here June or July. In
addition to that I really have reservation when I see a registered agent
application dated September 10, 1996. Staff get it together if I recall it is an
annual renewal, so before any applications are presented before the board it
needs to be current. I want this on the record.
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B.) A RESOLUTION OF THE PLANNING & ZONING BOARD OF
THE CITY OF OPA-LOCKA, FLORIDA RECOMMENDING
APPROVAL OF THE FINAL SITE PLAN REQUEST FOR THE
CONSTRUCTION AND OPERATION OF CONVENINENCE
STORE, TWO RETAIL SPACES AND A SERVICE STATION
WITH A HAND CAR -WASH AT 14585 NW 22 AVENUE AND
IDENTIFIED BY FOLIO 08-2122-005-0690 IN THE B-2 ZONING
DISTRICT; PROVIDING FOR AN EFFECTIVE DATE.
My name is Mauricio Falla and I'm the project manager for this project. This application was
previously approved with one item pending the traffic impact study. Based on the result of the
study we modified the proposed the site plan.
*Staff Presentation (For Item B & Item C on the agenda)
Mr. Lee: The subject property is currently owned by Maclam Investment, LLC C/O Mauricio
Falla according to Miami -Dade County Property Appraiser's website. The property site is
currently vacant pending the review and approval of this site plan review request which would
allow the demolition and construction of the convenience store, service station, two retail spaces
and a hand car wash in this B-2 zoning district. The applicant proposes to construct a 3,579 sq ft
building with 1,975 sq ft allocated for the Convenience Store and two 802 sq ft section for new
retail spaces and provide 9 vehicle parking spaces. Provide 22 new trees, 359 shrub plants, and
appropriate landscaped open space. Use is permitted after special exception review in this zoning
district. Use will not adversely affect the general character of the neighborhood. Use will not
generate or create unfavorable vehicular traffic or circulation problems. Staff recommend
approval of this revised Site Plan with any conditions that may be imposed by the Planning &
Zoning Board.
Chairman Guerrero: What was the change?
Mr. Lee: Orientation of property change.
Board Member Johnson: Did we reach out to the neighbors? I'm concerned of the entry and
drainage that area holds a lot of water.
Mr. Lee: Regarding drainage it's a part of the application.
Mr. Gay: It will be reflected in the Development Agreement.
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Board Member Dorothy Johnson made a motion to approve Item B on the agenda and Board
Member Germane Barnes second the motion.
There being no discussion, the motion passed by a 4-0.
Claudienne Hibbert Smith Yes
Elio Guerrero
Germane Barnes
Dorothy Johnson
Yes
Yes
Yes
C.) A RESOLUTION OF THE PLANNING & ZONING BOARD OF
THE CITY OF OPA-LOCKA, FLORIDA RECOMMENDING
APPROVAL OF THE DEVELOPMENT AGREEMENT REQUEST
FOR THE CONSTRUCTION AND OPERATION OF
CONVENINENCE STORE, TWO RETAIL SPACES AND A
SERVICE STATION WITH A HAND CAR -WASH AT 14585 NW
22 AVENUE AND IDENTIFIED BY FOLIO 08-2122-005-0690 IN
THE B-2 ZONING DISTRICT; PROVIDING FOR
INCORPORATION OF RECITALS; PROVIDING FOR AN
EFFECTIVE DATE.
Mr. Lee: Staff recommend approval of the revised Development Agreement with any conditions
that may be imposed by the Planning & Zoning Board.
Board Member Germane Barnes made a motion to approve Item C with
modifications applied on the agenda and Board Member Johnson second the
motion.
There being no discussion, the motion passed by a 4-0.
Claudienne Hibbert Smith Yes
Elio Guerrero Yes
Germane Barnes Yes
Dorothy Johnson Yes
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D.) A RESOLUTION OF THE PLANNING AND ZONING BOARD
OF THE CITY OF OPA-LOCKA, FLORIDA, RECOMMENDING
SITE PLAN REVIEW APPROVAL FOR THE CONSTRUCTION
AND OPERATION OF AN INDUSTRIAL AND COMMERCIAL
MIXED -USE RETAIL AND WAREHOUSE DISTRIBUTION
FACILITY ON THE PROPERTY LOCATED AT 12691 NW 42ND
AVENUE AND 12705 NW 42ND AVENUE, OPA-LOCKA,
FLORIDA 33054, IDENTIFIED BY FOLIOS 08-2129-000-0050 AND
08-2129-000-0064, IN THE B-3 ZONING DISTRICT; PROVIDING
FOR INCORPORATION OF RECITALS; PROVIDING FOR AN
EFFECTIVE DATE.
Public Comments:
Brian Dennis -2140 York Street
Let's get some equality in this City. We need to give the residents a voice before
you go before this project. We need to have where residents are being hired by
these companies moving in our city.
Board Member Barnes: I would like to thank the resident. We will do the best
we can and make sure this happens.
Brian Dennis: Use your attorney an ordinance is already in place.
Board Member Johnson: I'm very familiar with ordinance 95-6 and it can be
integrated. There is a lack of knowledge, research needs to be done. We must
make sure the commission is informed. The ordinance has more weight. How can
we do this in good faith. We need the resources.
Chairman Guerrero: We must enforce this and make it happen.
Alex Van Mechl: Two warehouses expertise paying attribute to our community. I
would like for our community to look like "Opa-locka" not "Doral." I inspire
everyone to look like Opa-locka.
* Public Comments Closed
Attorney Robert Holland spoke on behalf of the applicants and made a
presentation as well.
Attorney Robert Holland: I plan to give you, my commitment. Retail is on the
decline. This project is considered light industrial. Cities like Miramar and Doral
are built on light industrial. A video presentation was presented. There will be
entry level positions clean logistic jobs that will be created for residents. No other
city can compete with Opa-locka. You would be creating a lane that eliminates
the competition. There will be 1,000 jobs and 765 permanent jobs. I spoke with
Mr. Beasley with Florida Memorial. There will be retail space and a show room. I
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want to know if there is a PR firm in place. I want to follow up before the next
City Commission.
Goldstein: There are six buildings and opportunity for more logistics. There is
commercial uses movement and proposed commercial logistics.
*Staff Presentation (For Item D & Item E on the agenda)
Mr. Lee: The subject properties are currently owned by GPT NW 42nd Avenue Owner II & III
LLC c/o Gramercy Property Trust according to Miami -Dade County Property Appraiser website.
The property site is currently the location of the Opa-locka Flea Market, assorted retail uses and
truck parking operations; Assorted Special Events -The review and approval of this site plan
review request would allow the demolition and construction of six new commercial mixed -use
buildings for retail, warehouse, and distribution facilities to operate from the property at 12691
NW 42nd Avenue and 12705 NW 42nd Avenue in this B-3 zoning district. The Land Use for
12691 NW 42nd Avenue is Commercial and the Land Use for 12705 NW 42nd Avenue is
Industrial. The Applicant proposes to construct six buildings that total 741,837 square feet to
accommodate both retail and industrial warehouse & distribution uses and provide 74,182 square
feet of office space. The site plan provides that it complies with the required landscaping and
parking for this 43.76 +/- acre combined site. The uses proposed are permitted through property
zoning and incorporation of uses permitted by the Corridor Mixed Use Overlay.
As a mixed -use development there must be clear indications of retail, sales and service uses and
distinct indicators of where those uses will be located.
The MXUOD District permits Retail and Service Uses as well as Hotels, Movie Theaters, Health
Spas, and Medical and Business Offices. The commercial mixed use also includes Recreational
Facilities that include recreation buildings for indoor sports, i.e., indoor soccer, swimming pools,
parks, (which could include a water park) open space and recreational area for tennis courts,
basketball courts, etc. The site plan provides for the location of smaller businesses with office /
showroom / retail spaces for commercial business uses.
For horizontal Mixed -Use with multiple buildings, each building may be a separate use, however
there must be clear indicators as to the area designated for retail/commercial uses and those for
industrial uses. The site plan provides for shallower depths on bldgs. Facing LJD/LJ
Staff recommends an Economic and Fiscal Impact Analysis, and a Market Feasibility Study are
provided, and the Final Site Plan is modified accordingly and with the conditions listed in the
staff report and conditions that may be imposed by the Planning & Zoning Board.
Chairman Guerrero: There is two lot covered under the overlay?
Mr. Lee: Yes
Board Member Johnson: It allows future growth?
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r
Mr. Lee: Yes. Based on the requirement code they are complying. We are in
support.
Board Member Dorothy Johnson made a motion to approve Item D on the agenda
and Board Member Germane Barnes second the motion.
There being no discussion, the motion passed by a 4-0.
Claudienne Hibbert Smith Yes
Elio Guerrero
Germane Barnes
Dorothy Johnson
Yes
Yes
Yes
E.) A RESOLUTION OF THE PLANNING AND ZONING BOARD
OF THE CITY OF OPA-LOCKA, FLORIDA, RECOMMENDING
DEVELOPMENT AGREEMENT REVIEW APPROVAL FOR THE
CONSTRUCTION AND OPERATION OF AN INDUSTRIAL
AND COMMERCIAL MIXED -USE RETAIL AND WAREHOUSE
DISTRIBUTION FACILITY ON THE PROPERTY LOCATED AT
12691 NW 42ND AVENUE AND 12705 NW 42ND AVENUE, OPA-
LOCKA, FLORIDA 33054, IDENTIFIED BY FOLIOS 08-2129-000-
0050 AND 08-2129-000-0064, IN THE B-3 ZONING DISTRICT;
PROVIDING FOR INCORPORATION OF RECITALS;
PROVIDING FOR AN EFFECTIVE DATE.
Mr. Lee: Staff recommend approval of the Development Agreement with any modifications of
the site plan as a result of an Economic and Fiscal Impact Analysis and a Market Feasibility
Study and any conditions that may be imposed by the Planning & Zoning Board.
Board Member Dorothy Johnson made a motion to approve Item E on the agenda and
Board Member Claudienne Hibbert Smith second the motion.
There being no discussion, the motion passed by a 4-0.
Claudienne Hibbert Smith
Elio Guerrero
Germane Barnes
Dorothy Johnson
Yes
Yes
Yes
Yes
7IPage
Paae 11 of 201
F.) AN ORDINANCE OF THE PLANNING AND ZONING
BOARD OF THE CITY OF OPA-LOCKA, FLORIDA, TO
RECOMMEND THE ADOPTION OF A TEXT AMENDMENT
TO THE LAND DEVELOPMENT REGULATION,
ORDINANCE 15-31, TO PERMIT TRACTOR TRAILER TRUCK
AND / OR MAJOR VEHICLE (10,000 LBS OR GREATER)
PARKING IN THE I-4 ZONING DISTRICT; PROVIDING FOR
CONFLICT AND REPEALER; PROVIDING FOR
SEVERABILITY; PROVIDING FOR AN EFFECTIVE DATE.
Public Comments:
Attorney Hope Calhoun: This ordinance is beneficial to the city. I'm in support of this
Ordinance.
Public Comments Closed.
Board Member Johnson: In compliance very much needed take it to the next step.
*Staff Presentation (For Item F on the agenda)
Mr. Lee: This use is permitted two industrial zoning districts which includes I-2 Industrial Planned
District and I-3 Liberal Industrial District. The I-4 Liberal Industrial District for junkyard,
salvage/scrap metal and storage. There is great need for this use in South Florida. This use is less
intensive than the current permitted uses of the I-4 district. Staff recommend approval of the
amendment to Ordinance 15-31, land development regulations with any conditions that may be
imposed by the Planning & Zoning board.
Board Member Dorothy Johnson made a motion to approve Item F with
modification applied on the agenda and Board Member Claudienne Hibbert Smith
second the motion.
There being no discussion, the motion passed by a 4-0.
Claudienne Hibbert Smith Yes
Elio Guerrero
Germane Barnes
Dorothy Johnson
Yes
Yes
Yes
Wage
Paae 12 of 201
STAFF UPDATE
VI ADJOURNMENT
The meeting was adjourned.
Submitted by
ATTEST:
Ki shannta Hall
Plannin • & Zonin Cler
Elio Guerrero
Chairman
9 1 I> E�
Paae 13 of 201
Page 1 of 5
" THE GREAT CITY "
v,19 re r
a PII od OQ aQ
giorkia
Received:
By:
Date:
PLANNING & ZONING BOARD MEETING SCHEDULE AND REQUIREMENTS
FY 2020-2021
TOTAL FEES: $ // c200 New Fees as of October 1, 2015
FY 2020-20211 Meeting Dates Date Application Found Sufficient
1st Tuesday of Each Month)
October 5, 2021
November 2, 2021
December 7, 2021
January 4, 2022
February 1, 2022
March 1, 2022
April 5, 2022
May 3, 2022
June 7, 2022
July 5, 2022
August 2, 2022
September 6, 2022
August 20, 2021
September 17, 2021
October 15, 2021
November 19, 2021
December 17, 2021
January 14, 2022
February 18, 2022
March 18, 2022
April 15, 2022
May 20, 2022
June 17, 2022
July 22, 2022
1. All individuals seeking to appear before the Planning & Zoning Board must submit a complete Planning
& Zoning Board application, with the required documents and fees totaling (as established by ordinance),
paid by check or money order to the City of Opa-locka. Failure to submit all documents and fees will result
in your case not being scheduled to be heard at a meeting.
2. If the applicant seeking to appear before the Planning & Zoning Board is not the property owner he must
provide an affidavit of authorization from the property owner.
3. All regular meetings are held on the first Tuesday of each month at the City of Opa-locka City Commission
Chambers, Meeting Time 7:00 P.M. (time and location are subject to change, please check with the Planning and
Commmmity Development Deparmienl for exact time and location of the meetings).
4. Application package must include all required documents per checklist and fees of The City of Opa-locka.
The application will be reviewed by the Department and will be scheduled for the next P&Z meeting upon
finding of sufficiency.
5. You are required to complete and return this application along with all the information and documentation
(see page 2 check list) requested to the:
City of Opa-locks
Planning & Coimnunity Development Department
780 Fishermen Street 01 floor
Opa-locka, FL 33054
Telephone: 305-953-2868, Ext. 1503
Facsimile: 305-953-3060
Reference to Ordinance 15-13
Land Development Regulations/ Zoning Code: Ordinance 15-31
Page 2 of 5
" THE GREAT CITY "
Off//'
//'
grtorkia
PLANNING & ZONING BOARD APPLICATION
Received:
By:
Date:
APPLICATION NUMBER: CHECK NUMBER: DATE RECEIVED:
PROPERTY OWNER'S NAME: Maclam Investment LLC
PROPERTY OWNER'S ADDRESS: 10773 NW 58th ST #140 DOral, FL 33178
Number/Street City State/Zip Code
APPLICANT'S NAME: Mauricio Falla
APPLICANT'S ADDRESS: 10773 NW 58th ST #140 Doral, FL 33178
Number/Street City State/Zip Code
PHONE NUMBER: OFFICE 786-797-6086 CELLFIOME OTHER
SUBJECT PROPERTY ADDRESS: 14585 NW 22 Ave
Number/Street
TAX FOLIO NUMBER: 08-2122-005-0690 PRESENT ZONING:
LEGAL DESCRIPTION: Magnolia Gardens Consolidated
PB 50-5 lots 41 thru 44 BLK 336 LESS BEG NW COR of 525 FT of lot 43 TH SELY AD 119.46
FT SELY AD 49.29 FT SWLY
Please check specific request:
Tentative Plat
Final Plat
Comprehensive Plan Amendment: .Small Scale; Large Scale (please specify type of amendment below.)
Rezoning
_Drainage Ilan
Fill Pennit Request
preliminary Site Plan Review
s Finat Site Plan Review
Conditional Use Pennit — No Plans
Conditional Use Permit — With Plans
Special Exception — No Plans
Special Exception — With Plans
Development Agreement
Restrictive Covenant
Other — Please specify:
Add any additional information that may be of importance to this request:
Site Plan Modification
Reference to Ordinance 15-13
Land Development Regulations/ Zoning Code: Ordinance 15-31
Page 3 of 5
PLANNING & ZONING BOARD APPLICATION
(Checklist)
Received:
By:
Date:
Applications will not be accepted without the following data. For a public hearing, all items below are necessary and
must be submitted.
Completed application form
Application fcc payable to the City of Opa-locka by check or money order
Copy of property owner's and/or applicant's driver license/photo I.D. & Incorporation Documents (Inc., LI,C, ...)
Affidavit (sec below), and power of attorney of the property owner (page 3) (Both must be Notarized)
A completed Neighborhood Petition form (attached) with the signature of each properly owner in front, in the rear,
to the left and to the right of the subject property, indicating his or her support for the proposed project. (Must
include name, address, folio and phone number).
All preliminary and final site plans, along with property survey, signed and notarized application(s) must be
submitted on flash drive in PDF format.
Fifteen (15) certified boundary and topographic surveys of the property (size 36 x 24 inches). (The submitted property
survey must not exceed a maximum of two (2) years from date created in order to be considered acceptable by the City of Opa-Iocka)
Fifteen (15) copies of Site Development Plan showing all drainage, water, sewer, structures, landscaping and
parking in accordance with the City's zoning ordinance; (size 36 x 24 & at least 7 Sealed Copies
Map showing parcel to be considered and all properties' legal descriptions thereof, within 375' radius of said parcel.
Map to be 1" = 100" scale. Owner's name, address, folio number and legal description on each parcel (Original
and 2 copies size of document to accommodate scale)
Narrative concept must be submitted with application
AFFIDAVIT
being first duly sworn, depose and say that I am the OWNER of the property ,and I
understand that this application must be complete and accurate before a public hearing can be advertised.
I,
V`c \Uo��
hla1 /g, o a-
Date
Sworn to and subscribed before me:
This _ _day of 44a -
otary Public •
Attach copy of identification
6204—?
Reference to Ordinance 15-13
Land Development Regulations/ Zoning Code: Ordinance 15-31
My commission expires
Page 4 of 5
PLANNING & ZONING BOARD APPLICATION
POWER OF ATTORNEY
Received:
By:
Date:
This form is to be attached to all applications, and to be returned with the application. No application will be honored or
persons heard by the Planning & Zoning Board unless a notarized copy of this Power of Attorney is submitted.
To: City of Opa-locka
From: Mauricio Falla, Maclam Investment LLC
1) Jorge Fiallo
Fiallo's MEP Design Inc.
10010 SW 83rd Si
2) Sonia Gonzalez
The Permit Shop
4100 N. 58th Ave #109
Miami, FL 33173 Hollywood, FL 33021
05-796-0141
305-877-1845
jfiallo@fiallomepdesign.com
thepermitshopagmail.com
Subject: Power of Attorney (authorization for a person, other than the property owner, to speak in the property
owner's behalf).
I Mauricio Falla , being first duly sworn, depose and say that 1 am the owner
of the property legally described as:
Magnolia Gardens Consolidated
PB 50-5 lots 41 thru 44 BLK 336 LESS BEG NW COR of 525 FT of lot 43 TH SELY AD 119.46
FT SELY AD 49.29 FT SWLY
I do give to Jorg- Fiallo / Sonia Gonzalez the power of Attorney and authority to speak in my
behalf in reference to the above described property. Further, by affixing my notarized signature to this document, I also
authorize Inrge Fiallo / Sonia Gonzalez to negotiate and commit to the City Commission and City
Adminis tion in my behalf. I will abide by all final detenninations of the City Commission and City Administration.
Signature
5/ r7/.., -O)- -
Date
Sworn to and subscribed before me:
:o e•••..,q, GABRIELAPEREZ
* -'E * Commission # HH 230207
4oFI Expires February 17, 2026
My commission expires:`Ejh L.7 ,,0'-6
Reference to Ordinance 15-13
Land Development Regulations/ Zoning Code: Ordinance 15-31
Page 5 of 5
Attach copy of identification
PLANNING & ZONING BOARD
NEIGHBORHOOD PETITION
RE: PROPERTY ADDRESS: 14585 NW 22 Ave
Received:
By:
Date:
LEGAL DESCRIPTION: Magnolia Gardens Consolidated
PB 50 -slots 41 thru 44 BLK 336 LESS BEG NW COR of 525
FT of lot 43 TH SELY AD 119.46 FT SELY AD 49.29 FT SWLY
I SUPPORT THIS DEVELOPMENT REQUEST
I DO NOT SUPPORT THIS DEVELOPMENT REQUEST
PROPERTY OWNER'S NAME: Mauricio Falla PHONE: 786-797-6086
ADDRESS (If different): 10773 NW 58th ST #140 Doral, FL 33178
Signature
Reference to Ordinance 15-13
Land Development Regulations/ Zoning Code: Ordinance 15-31
MN
GENERAL N OTES,
/NON . r FIBER REI NFORCED CONC.
PAVEMENT ON IT CO MPACTED BUBGRA DE,
9596 COMP ACTION DENSITY , CO MPRES SIVE
S TRENGT H CLASS I/ - 3,500 7510 28 DAYS
E -STORY BUILDING£NIENC
FINISHED FLOOR EL. - 63 11.00 NG VD
HANDICAP PARKING
SPA CE AND ACCESS
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PR01. TR AS H DU MPSTER LOC ATION
SLOPE TOW ARDS G REEN AREA
(REFER TO ARC H, ANSI
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PAVE MENT ON IT COMPARE D
SUBGRADE , 9. CO MPACTION
DENsm . CO MPRESSIVE STRENGTH
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W ITH TH E DADS COUN TY PUBLIC W ORKS MANUAL NUT.,
FOOT STA NDARD PLANS FOR ROAD CONSTRUCTION AND SPECIFICATIONS LA TEST
EDITION, MAP. WILD,. CODE 3030 ACTH EDITION AND ANY APPLICABLE
GOVERNING AGENCY
O . ALL ELEVATIONS SH OWN ON THE CONSTRUCTION DRAWINGS ARE EA SED ON TH E NLVD
OF 1939, AS SH OWN ON TOPOGRAP HIC SURV EY BY MA b COM PAN Y, INC. DATED
ON -01-2 120.
3. ALL DIM ENSIONS OM THESE PL WS ME MIROX IMATE AND SH ALL BE VERIFIED BY
THE 0 00 86700 IN THE FIELD PRIOR TO 0 010 NO WON. MY DISCREPANCIES
SH ALL BE REFERRED TO THE ENGINEER FONT DIREC TION AND/OR APP ROVA L PR IOR TO
STABrIE W ORK
A BLE N EITH ER THE E NGINEE R, NOR TH E OW NER. SHA LL BE WESPONSIFOR DMA GES
R ESULTING FROM THE CONTRACT ORS WORK.
S 0 OR 0003 PA NTSNO CIRCUM STAN CES SH ALL TH E OF. EXPOSED OR OPEN T TH E EN CON TRACTO R D OF TH E AW ORK W OVE RK ING DAY. TRENCH ES.
W EEKEND S.VA TED
HOLIDAYS, OR OTHER TIMES W HEN TH E CONT RA CTOR IS NOT WORK, .
6. ALL DEBRIS FROM 000011TION W OE AND EXCAVATED MA TERIAL NOT SUITA BLE F00
84(01(01 SHA LL BE 015 POSED OFF -SITE BY THE CONTRA CTOR IN A 1031 M ANNER
ALL 015TU8BED AREA S SHALL 8E CBVEED WITH SOLID 500 IN ORD ER 10 PROTECT
TH EM FROM EROSION.
7. FOR AREAS OF W OE BEYOND SWA LES, PROVID E FILL TO ENSURE ,MA T TIM
FINISHED M
GR4OE IS T LEVEL OF LWDSCME AE. AND/ON SID EWALK. IMER TO
M ATCH EXISTIN G GRAD ES.
B. CoMrwroit SH ALL COM PLY W ITH TH E EMIR... OF THT` E TRENCH SAF ETY AC
D ALL REWN EN ENTS OF O.SMA
9. CO NTRA CTOR TO VERIFY LOCATIO N, ELEV ATION. MA TERIT AN D CON DITION OF ALL
EX ISTING U TILITIES ORION TO THE SEAM OF CONST RUCTION. A FTER OBTAINING
LOCATIONS FROM SUNSHIN E STATE ONE CA LL OF FLORIDA AND TH EE UTILITY
COMPA NIES, A ID PRIM TO THE STMT OF CONSTR UCTION, CONTRACTOR SHALL UNCOVER
ALL KNO WN UNDERGROUND UTILITIES IN TH E PATH OF THE W.K. WHETHER OR NOT
THE UTILITIES ME SHOWN ON THE PLANS, AND TAK E VERTICAL AND HORI30NTAL
M EA SUREM ENTS OF TH E LOCATION OF TH ESE UTILITIES, A ND IF ANY CONFLICTS .04E
AP MEAN REPORT THEM TO TH E ENGINEER.
10. ALL C.STRUCTION STAKEOU T SH ALL BE P ERFORMED UNDER TH E SUIERV 15100 OF A
FLORIDA REGISTERED SURVEYOR.
Il. GENERAL CONTMROR SH ALL UNCOV ER ALL KNOW N UNDERGROUN D U TILITIES IN TH E
PATH OF THE WORK, WH ETH ER OR NOT TH E UTILITIES ARE SH OWN ON THE PLAN S
AND SH ALL BE H ELD RESPONSIBLE FOR AN Y DAMA GES RESULTING FROM H IS W OE.
10. GENER AL
MOTFI 52 INF00500 N ON ON SHA LL S ECIFICTIONME ENGINEER
AE NEEDED TO LAYOUT OpSIONE R IF
CONSTRU CT TH E PROPOSED W ORK.
Il. ME 0 356ENGINEER000 INCORPORATED OINTO 15000 PLANS ASRESPON SIBILITY FOR A RE SULT S OR OMISSIONS THA T
T OF 1070803 1100
FURN ISH ED BY OTH ERS.
LEGEN D:
- STRUCTURE ID
(SEE STRUCTURE TA BLE ON DETAILS SHEET,
EXIST . Ea-INTIM IELA
PROP. ELEVATION (W ORK WITH MCH ITERUNT 023351
CBI I
-+ " FLOW ARROW IRUM OFF DIRECT ION,
UTILITY S TATEME NT.
I. THERE IS UNITED AS -BUILT INFOR MATION 4v5I ABLE WIT HIN THE PRIVATE
PROPERTY AREA T HE CONTRACTOR S MALL USE EXTRE ME C AUTION WRING
EXCA VATION AC TIVITIES .
O ON S HALL VERIFY EXISTING UTILITIES FOR THE PROPOSED WORK AREA
IF AM UTILITIE S ARE IN CONFLI CT WIT H T HE DEMOLI TION ,ACTIVITIES . T HE
E NGINEER OF RECORD SHALL BE NOTIFIED PRIOR TO CONTINUI NG WITH T HE
WORK. ANT DMAEE TO E XISTING UTILITIES S HALL BE REPAIRED T THE
CONTRACTORS EXPENSE.
KEY NOTES:
I ISIMD MD C ANOPY
(ELECT TO NCH . PUN51
PRDI. ASPHA LT PAVEMEN T. SEE TYPICAL ITEN EM SECT ION'
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PROP. CONCRETE P4VENEM ID_ NOT USED
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5.- P.P. DETECTABLE WARNING REFE R ro INDEX N0. 301
E.. IN01. C TR ICK <OM[. DRIVE WAY, W/ P 1( 0ER000 BARE
MO IT COMPARED SUBGRADE
o- PROP. T THICK CON C. 5(DEN0K
PROP. SOD F LANDSCA PING (5EE LANDSCAPING PLA NS)
TY PICA L PAVEME NT SEC TION:
IA r1E 5 -III M9H ALTIC CONC. SURFACE ON
r OM EN. BA SE (M IN. MIR 100 COM 9KTED
TO 9.. DETERMINED BY A ISNTO T-180
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PAVE MENT RESTORATION
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PLASTIC FILTER FAB RIC
LENGTH OF TRENCH — ... .-
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STRUCTURE (SEE PLA NS)
WO RK 05(5 DETAILS W ITH TH E MINI -DADS COUNTY PUBLIC W ORKS STA NDARDS
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AVERA GE OCTOBER
GROUND W ATER
LEVEL W .C. 2.2
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RESTORE EXIST. FLEXIBLE PAVEM EN T
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(SEE PLANS FOR 512E AND INV. EL.)
PLA STIC FILTER FAB RIC
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TRANSVERSE SECTION EXFILTRATION TRENCH
SCALE: N.T.S.
SPECIFIC NOTES:
I. A FTER THE BALLAST R OCK HA S BEEN PLACED TO TH E PROPER ELEVATION IT SHALL BE
CA REFULLY WA SH ED D OW N WITH CLEAN W ATER IN ORDER TO ALLOW FOR INITIAL SETTLEMENT
THAT M AT OCCUR. IF INITIAL SETTLEM ENT TAKES PLACE. ADDITIONAL BALLAST ROCK SHALL BE
ADDED TO 8051000 TO THE PROPER ELEVATION. 50 THAT TH E EXFILTRATION TRENCH IS
COM PLETED IN ACCORDANCE W ITH THE DETAILS.
2. TRENCH END S AND SID ES SHA LL BE EXCAVA TED AS NEAR VERTICAL N CONDITIONS ALLOW.
). CONTRACTOR IS REQUIRED TO 5000 T SHOP DRAWINGS FOR A LL DRAI NAGE STRU CTURES FOR
ENGIN EER S A PPROVAL.
I. STRU CTURES G ADAPTERS SPECIFICATIONS ARE AVAIUBLE FROM MANUFACTURER AND SMALL BE
INCLUD ED AS PART OF TH E SH OP DRAW ING SUBMTAL PACKAGE.
11• 1T SEE ARCHITECTURAL
MIN . AND TITI) rr.
w
TYPICAL SWALE DETAIL
NOT TO SCALE
IT MIN . TO BLDG
IS OR STRUCTURE
MI N.
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AND BO
SWALE SLOPE S HALL NOT
BE GREATER T HAN )3
S PECIFIC NOTE .
FOR ANY PROPOSED FILL MATERIAL: N0 MUCK 15 PER MITTED. POS T
CONSTRUCTION PERCOL ATION RAT ES MUST EQUAL OR EXCEE D
PRE -CONSTR UCTION PERCOUTIOM RATES .
P1 CONTRACTOR TO VERIFY T HAT ADJ ACENT PROPERTY 15 LOWE R I NN
PROPOSED ELEVATION OF THE TOP OF SW ALE. IF ADJACE NT PROPE RTY 15
HIGHER . CONTRA CTOR TO PROVIDE A P MIN. B ERM AT PROPE RTY LINE
ABOVE ADJACENT GRADE.
TOP OF BERM f•1
SEE PLANS FOR ELE VATIONS
MATC H EXISTING EL PI
IS MIN. TO BLD9
020105 0R 5750010E
TYPICAL BERM DETAIL
NET TO SCALE
SEE 2 00 50ECTURAI
AND LANDSCAPIN G
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SEE PAN G RADI NG
SPECIFIC NOTE:
FOR ANY PROPOSED FILL MATERIAL N0 MUCK 15 PER MITTED. POST
CONSTRUCTION PERCOLATION RATES MUST EQUAL OR EXCEED
PRE -CONST RUC TION PERCOLATION RATES.
(•1 CO NTRACTOR TO VERIFY T HAT ADJ ACENT PROPERTY IS TOWER TH AN
PROPOSED ELEVATION OF THE TOP OF BER M. IF ADJ ACE NT PROPERTY 15
HIGHER. CO NTR ACTOR TO PROVIDE A P MI N. BERM AT PROPERTY LINE
ABOVE ADJACENT GRADE.
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5CALE: N.T. S.
NOTES:
1 5(00044105088950 0000 TH ESE DETAILS SM ALL RE PAIN TED
T. CONCRETE JOINTS SH ALL BE AS PER INDEX 515 A ND INDEX 310.
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STORMWATER BAFFLE DETAIL
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REV=I STANDARD STOR M DRAINAGE DETAIL
III L STORM WATER BAFFLE
SHOP DRAWINGS ARE REWIRED:
SUB MI T S HOP DRAWINGS F OR ALL PRECAST DRAINAGE STRUCTURES. INCLUNNG CATCH BASIN
INLETS. OPTIONAL PIPE MATE RIAL A ND BAFFLE SPECS. SHOP DRA WINGS MUST SHOW BAFFLE
LOCATION AND SUMP PROVIDED.
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GENERAL N OT ES:
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I. EXCEK AS PA RTICULARLY NOTED ON THE PLA NS. ALL
CONSTRUCTION SHALL COMPLY WITH THE REQUIREMENTS OF
MIMI-OBE COUN TY W ATER AND SEWER DEPAR TMENT M -NA SD.
FLOR ID A BUILD ING CODE NM. FTH EDITION AND ANY APPLICABLE
GOVERNING AGENCY.
2. ALL ELEVATIONS SH OWN ON TH E CON STRUCTION D RAWINGS ARE
BASED OX TH E REV D OF 1929_
3. ALL D IM ENSIONS ON TH ESE PLA YS A RE APP ROXIMA TE AN D SHA LL
BE VERIFIED BY TH E CONTRA CTOR IN TH E FIELD PRIOR TO
STARTING W OK. MI DISCREPANCIES SH ALL BE REFERRED TO TH E
EN GINEER FOR DIRECT ION AN D/OR APPROVAL PRIOR TO STARTING
1. NETH ER TH E ENGIN EER. NOR TH E OW NER. SH ALL BE RESPONSIBLE
12' Deo, cale d Al as Way 05 P er P8 5D-5 M, 655- 0005 Co .. FL
NEW O NE- STORY BUILDING
(CONVENIE NCE STORE,
REFER TO MEP FOR CON,
REP.CE EXIST. A• (PRIVATE, SAN. SE WER
L AY. POTION NEW A• WC S.W. SE WER
L AT. ®I W SLO PE
PROW 0.0 W EXIST . SAN . SE WER LATERAL
PER II -WAS(' STAND ARDS
I
EXIST. 4 5AN. SEW ER LA T. 170 REMA IN/
FOR D AMAGES RESULTING FR ON TH E CONTRACTORS W ORK.
S. UNDER NO CIRCUMSTA NCES SH ALL THE CONTRACTOR LEAVE
EXCAV ATED TRENCHES. OR PARIS OF. EXPOSED OR OPEN AT TH E
EN D OF THE W ORKING OAT. w EEK ENDS. H OLIDAYS. OR OTH ER
TIM ES WH EN THE CON TRA CTOR IS NOT WORKING.
6 A U. DEBRIS FROM D EM OLITION W ORK AND EXCAVA TED MATERIAL
NOT SUITABLE FOR BKKFIII SHALL BE DISP OSED OFF -SITE BY
THE CONTRACTOR IN A LEGAL MAN NER. ALL DISTURBED A REAS
SHA LL BE COVERED W ITH SOLID SOD IN ORD ER TO PROTECT THEM
FROM EROSION.
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SPATE ONE CALL OF FLOR IDA A ND OTHER UTILITY COM PA NIES. AN D
PRIOR TO TH E STMT OF CONSTRICTION. CON TACTOR SHA LL
UNCOVER ALL KNOWN UNDERGROUND UTILITIES IN TH E PATH of
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RESPONSIBLE FOR ANY DAMAGES RESULTING FROM HIS WOR K.
13. GENERAL CONTACTOR SHALL CBNTKT T HE ENGINEER OF RECORD
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SPECIFICATION A RE NEEDED TO UIOUT OR CO NSTRUCT T HE
PROPOSED W ORK.
13. TH E EN GINEER A SSUM ES NO RESPONSIBILITY FOR AIR ERRORS ON
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Traffic Impact Study
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Caltran Engineering Group, Inc.
790 NW 107 Avenue, Suite 200
Miami, FL 33172
Phone: 786-456-7700
Fax: 786-513-0711
TRAFFIC IMPACT STUDY
ENGINEER's CERTIFICATION
DATE:
PROJECT
LOCATION:
REPORT
BY:
March 4th, 2022
NEW C -STORE & GAS STATION
14585 NW 22nd Avenue
Opa-Locka, Florida
CALTRAN Engineering Group, Inc.
790 NW 107th Avenue, Suite 200
Miami, FL 33172
Certificate of Authorization 29379
ENGINEER'S CERTIFICATION
I, JUAN S. CALDERON, 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
REQUIRED BY CHAPTER 61G15-18. F.A.C. AND THAT ALL STATEMENTS,
CONCLUSIONS AND RECOMMENDATIONS MADE HEREIN ARE TRUE AND
CORRECT TO THE BEST OF MY KNOWLEDGE AND ABILITY.
````` % S �,CALi ",,i
:•,JP.•�0 E�NS� .70'0,'
* • No 58569
••1.:‘',,-<\,cis)..:<2.4. 0 R ... 0.21\•••0,../
O'. STATE OF • � ••
THIS ITEM HAS BEEN DIGITALLY SIGNED
AND SEALED BY
Juan S Calderon
2022.03.04 16:50:20 -05'00'
ON THE DATE ADJACENT TO THE SEAL
PRINTED COPIES OF THIS DOCUMENT
ARE NOT CONSIDERED SIGNED AND
SEALED AND THE SIGNATURE MUST BE
VERIFIED ON ANY ELECTRONIC COPIES.
CALTRAN ENGINEERING GROUP
790 NW 107 AVENUE, Suite 200
MIAMI, FL 33172
CERTIFICATE OF AUTHORIZATION 29379
JUAN S. CALDERON, P.E. NO. 58569
Caltran Engineering Group Pagell
TRAFFIC IMPACT STUDY
CITY OF OPA-LOCKA, FL
Traffic Impact Study
NEW C -STORE & GAS STATION
14585 NW 22"d Avenue
Opa-Locka, Florida
PREPARED FOR:
City of Opa-Locka
PREPARED BY:
CALTRAN ENGINEERING GROUP
790 NW 107 AVENUE Suite 200
MIAMI, FL 33176
MARCH 2022
Caltran Engineering Group Pt c;c'I2
TRAFFIC IMPACT STUDY
TABLE OF CONTENTS
1.0 EXECUTIVE SUMMARY 5
2.0 INTRODUCTION 8
3.0 PROJECT BACKGROUND 10
3.1 Roadway Design Characteristics 10
4.0 TRAFFIC GENERATION 12
5.0 SITE TRAFFIC DISTRIBUTION 13
6.0 TRAFFIC VOLUME 16
5.1 Existing Traffic - Scenario 1 16
5.2 Historic Traffic Growth 16
5.3 Background Traffic - Scenario 2 17
5.4 Build -Out Traffic - Scenario 3 17
7.0 CAPACITY ANALYSIS 21
7.1 SR 9 at NW 22nd avenue 22
7.2 NW 22nd avenue at Rutland Street 27
7.3 NW 22nd avenue at Service Road 30
7.4 NW 22nd avenue & Driveway 32
7.5 Rutland Street & Driveway 33
8.0 CONCURRENCY ANALYSIS 34
8.0 PARKING ANALYSIS 35
8.0 CONCLUSSIONS AND RECOMENDATIONS 36
EXHIBITS
Exhibit 1. AM- SR9 at NW 22 Ave - Proposed Signal Timing 6
Exhibit 2. PM- SR9 at NW 22 Ave - Proposed Signal Timing 6
Exhibit 3. Site Location 9
Exhibit 4. Roadway Network Characteristics 11
Exhibit 5. Entrance Site Trip Route Assignment 14
Exhibit 6. Exit Site Trip Route Assignment. 15
Exhibit 7.Hourly Traffic Volume -Scenario 1 18
Exhibit 8. Background Hourly Traffic Volume -Scenario 2 19
Exhibit 9. Total Future Hourly Traffic Volume -Scenario 3 20
Exhibit 10. AM- SR9 at NW 22 Ave - Proposed Signal Timing 37
Exhibit 11. PM- SR9 at NW 22 Ave - Proposed Signal Timing 37
Caltran Engineering Group Pagel3
TRAFFIC IMPACT STUDY
TABLES
Table 1. Trip Generation 12
Table 2. SR 9 at NW 22nd Street — AM LOS 23
Table 3. SR 9 at NW 22nd Street — PM LOS 24
Table 4. SR 9 at NW 22nd Street — Mitigation Measures LOS 25
Table 5. SR 9 at NW 22nd Street — AM Queue Analysis 25
Table 6. SR 9 at NW 22nd Street — PM Queue Analysis 26
Table 7. NW 22nd Avenue & Rutland Street — AM LOS 27
Table 8. NW 22nd Avenue & Rutland Street — PM LOS 28
Table 9. NW 22nd Avenue & Rutland Street — AM Queue Analysis 29
Table 10. NW 22nd Avenue & Rutland Street — PM Queue Analysis 29
Table 11. NW 22nd Avenue & Service Road — AM LOS 30
Table 12. NW 22nd Avenue & Service Road — PM LOS 31
Table 13. NW 22nd Avenue & Service Road — AM Queue Analysis 31
Table 14. NW 22nd Avenue & Service Road — PM Queue Analysis 31
Table 15. NW 22nd Avenue & Driveway — AM & PM LOS Analysis 32
Table 16. NW 22nd Avenue & Driveway — AM & PM LOS Analysis 32
Table 17. Rutland Street & Driveway — AM & PM LOS Analysis 33
Table 18. Rutland Street & Driveway — AM & PM LOS Analysis 33
Table 19. NW 22nd Avenue — Concurrency Analysis 34
APPENDICES
Appendix A. Site Plan
Appendix B. OTISS Reports
Appendix C. Trip Distribution
Appendix D. Data Collection
Appendix E. Growth Data
Appendix F. VISTRO Reports
Appendix G. Concurrency Analysis
Caltran Engineering Group PageI4
TRAFFIC IMPACT STUDY
1.0 EXECUTIVE SUMMARY
Caltran Engineering Group, Inc was retained to perform a traffic impact analysis (TIA) for
a proposed Gas Station with a convenience store, as well as a proposed retail space
located in 14585 NW 22nd Avenue, Opa-Locka, FL under Folio No. 082122-005-0690.
This report presents trip generation, distribution, traffic analyses, and recommendations
for transportation improvements required to meet anticipated traffic demands in
conjunction with the development. The traffic conditions studied include the existing
(2022) traffic condition as well as the projected (2024) background and build -out traffic
conditions.
The proposed gas station will consist of 6 pumps, in addition to the proposed 1,604
Square Feet (Sf) of retail space.
The proposed development has the potential to generate 1,902 daily weekday trips for
the proposed driveways. Out of the total weekday daily trips, 105 driveway trips are
anticipated to occur during the AM peak hour and 122 driveway trips are expected to
occur during the PM peak hour.
Based on the results of the traffic analysis, the future impacts associated with the
proposed development are anticipated to be minimal overall, with some deterioration in
operations anticipated at the signalized intersections of SR 9 and Rutland Street along
NW 22nd Avenue.
As a result, the following improvements are recommended as mitigation measures:
(SPACE INTENTIONALLY LEFT BLANK)
Caltran Engineering Group PageI5
TRAFFIC IMPACT STUDY
NW 22nd Avenue at SR 9
A split optimization of its current Time of Day (TOD), signal timing, anticipates traffic
improvements after the addition of the forecasted growth and potential trip generation.
Said process yielded the results summarized in Section 7, Capacity Analysis, Table 4.
AM and PM Signal Timing are illustrated on Exhibit 1 and Exhibit 2, respectively.
Cycle Length [s]
160
Coordination Type
Time of Day Pattem Coordinated
Actuation Type
Semi -actuated
Lost time [s]
0.00
Control Type
ProtPer
Permiss
Permiss
ProtPer
Permiss
Permiss
Protecte
Permiss
Permiss
Protecte
Permiss
Permiss
Signal Group
6
1
5
2
3
8
7
4
Auxiliary Signal Groups
Lead/Lag
Lead
Lead
Lead
Lead
Minimum Green [s]
5
7
5
7
5
18
5
18
Maximum Green [s]
30
50
30
50
0
22
50
22
50
Amber [s]
4.0
4.0
4 0
4.0
0 5
4.8
3.0
4.8
3.0
All red [s]
2.0
2.2
2.0
2.2
0 5
2.0
2.0
2.0
2.0
Split [s]
11
50
29
68
12
52
29
69
Walk [s]
7
7
7
7
Pedestrian Clearance [sj
36
36
32
32
Exhibit 1. AM- SR9 at NW 22 Ave - Proposed Signal Timing
Cycle Length [s]
160
Coordination Type
Time of Day Pattern Coordinated
Actuation Type
Semi -actuated
Lost time [s]
0.00
Control Type
ProtPer
Permiss
Permiss
ProtPer
Permiss
Permiss
Protecte
Permiss
Permiss
Protecte
Permiss
Permiss
Signal Group
6
1
5
2
3
8
7
4
Auxiliary Signal Groups
Lead/Lag
Lead
Lead
Lead
Lead
Minimum Green [s]
5
7
5
7
5
18
5
18
Maximum Green [s]
30
50
30
50
22
50
22
50
Amber [s]
4.0
4.0
4.0
4.0
4.8
4.8
4.8
4.8
All red [s]
2.0
2.2
2.0
2.2
2.0
2.0
2.0
2.0
Split [s]
32
62
26
56
21
52
21
52
Walk [s]
7
7
7
7
Pedestrian Clearance [s]
36
36
32
32
Exhibit 2. PM- SR9 at NW 22 Ave - Proposed Signal Timing
Caltran Engineering Group
Pagel6
TRAFFIC IMPACT STUDY
Rutland Street and Proposed Driveway
Traffic simulation forecasted ±150 feet of westbound queues at the intersection of NW
22nd Avenue at Rutland Street. Said queues could potentially create conflict points at the
proposed development access point. Although, VISTRO simulation did not yield
excessive queues, the implementation of "DO NOT BLOCK INTERSECTION' sign R10-
7 and/or pavement markings are recommended to mitigate potential intersection conflict
points.
Beyond the above -mentioned improvements, no other offsite geometric or traffic control
improvements are recommended as part of the proposed development.
(SPACE INTENTIONALLY LEFT BLANK)
Caltran Engineering Group PageI7
TRAFFIC IMPACT STUDY
2.0 INTRODUCTION
Caltran Engineering Group, Inc. was retained to perform a traffic impact analysis (TIA) for
a proposed Gas Station, as well as a retail space. The proposed Gas Station will consist
of a 1,975 square foot (sf) convenience market with 6 fueling positions, in addition to
1,604 square feet (sf) of retail space. The proposed sites are adjacent to each other, and
bounded by Rutland Street to the south, and NW 22nd Avenue, as illustrated in Exhibit 3.
A conceptual site plan is found in Appendix A.
The purpose of this TIA is to examine existing and future traffic conditions within the study
area upon project implementation, identify traffic impacts resulting from the proposed
development on the surrounding local road network, and recommend transportation
improvements if needed.
(SPACE INTENTIONALLY LEFT BLANK)
Caltran Engineering Group Pagel8
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CALTRAN
ENGINEERING GROUP
Proposed Site
Location
14585 NW 22"d Avenue Opa-Locka, Florida
Folio No. 082122-005-0690
TRAFFIC IMPACT STUDY
3.0 PROJECT BACKGROUND
3.1 ROADWAY DESIGN CHARACTERISTICS
The study area for this analysis includes four (3) existing roadways, three (3) existing
intersections, and three (2) future intersections/access points planned to support the
proposed development. The study area roadways and intersections are as follows:
Roadways
1. SR 9
2. Rutland Street
3. NW 22nd Avenue
Intersections
1. Rutland Street and NW 22nd Avenue
2. NW 22nd Avenue and Service Road
3. SR 9 and NW 22nd Avenue
Exhibit 4 depicts existing lane designations throughout the study area along with existing
full width storage and taper lengths for exclusive turn lanes.
The following provides a short description of the existing roadway characteristics for each
facility:
SR 9 — is a four -lane, divided Urban Principal Arterial within the limits of the study area.
SR 9 is oriented in an approximate east/west direction with a posted speed limit of 35
miles per hour (mph). FDOT historic counts reported an average vehicle count of 27,576
vehicles per day (vpd) during the 2016-2020 (Information taken from FDOT traffic station
870096).
NW 22"d Avenue - is a four -lane, divided Urban Minor Arterial within the limits of the study
area. NW 22nd Avenue is oriented in an approximate north/south direction with a posted
speed limit of 30 miles per hour (mph). FDOT historic counts reported an average vehicle
count of 21,260 vehicles per day (vpd) during the 2016-2020 (Information taken from
FDOT traffic station 878621).
Rutland Street - is primarily a two-lane, undivided local road within the limits of the study
area. Rutland runs in an approximate east/west direction. The posted speed limit is 30
mph.
Caltran Engineering Group Pagel10
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CALTRAN
ENGINEERING GROUP
Ei 14585 NW 22nd Avenue Opa-locka, Florida
Folio No. 082122-005-0690
TRAFFIC -WIDE OPERATIONS SAFETY STUDIES
4.0 TRAFFIC GENERATION
The potential traffic generation of the proposed development was determined using the
traffic generation rates published in the Institute of Transportation Engineers, Eleventh
Edition, through the Online Traffic Impact Study Software (OTISS). As currently
envisioned the site is assumed to consist of approximately: 1,604 Sf of retail space and
a 6 -pump gas station with a convenience store.
Table 1 summarizes the estimated traffic generation for the proposed development.
Table 1. Trip Generation
Land Use
Size
Weekday
Weekday, Peak Hour of
Adjacent Street Traffic, One
Hour Between 7 and 9 a.m.
Weekday, Peak Hour of
Adjacent Street Traffic, One
Hour Between 4 and 6 p.m.
Entry
Exit
Entry
Exit
Total
Entry
Exit
Total
945 - Convenience
Store/Gas Station -
6 Vehicle
Fueling
Positions
900
900
50
50
100
56
55
111
814 - Variety Store
1.6 1000
Sq. Ft. GFA
51
51
2
3
5
6
5
11
Total
951
951
52
53
105
62
60
122
As shown in Table 1, the proposed development has the potential to generate 105 new
trips in the AM peak hour (52 entering and 53 exiting) and 122 new trips in the PM peak
hour (62 entering and 60 exiting) on a typical weekday.
While ITE methodology suggests a potential pass -by rate of 62% AM / 56% PM for land
use 945 and 34% for retail use, no such reduction was assumed in order to maintain a
conservative approach.
Please refer to Appendix B for OTISS reports.
Caltran Engineering Group Pagel12
TRAFFIC -WIDE OPERATIONS SAFETY STUDIES
5.0 SITE TRAFFIC DISTRIBUTION
The proposed generated trips were assigned to the surrounding roadway network. The
directional distribution and assignment are based on land uses in the area and existing
travel patterns and a review of area origins and destinations. Site trips were assigned to
the network based on the following distribution:
➢ NNE (17.4%) trips were equally distributed to/from SR 9 westbound left turns and
NW 22nd Avenue southbound through movements.
➢ NNW (11.7%) trips were equally distributed to/from SR 9 eastbound right turns and
NW 22nd Avenue southbound through movements.
➢ ENE (12.9%) + ESE (4.6%) site trips were assigned to/from westbound Rutland
Street.
➢ SSE + SSW + WSW (40.5%) site trips were assigned to/from northbound NW 22nd
Avenue.
➢ WNW (9.8%) site trips were assigned to/from northbound eastbound Rutland
Street.
Year
TAZ
NNE
ENE
ESE
SSE
SSW
WSW
WNW
NNW
TOTAL
2024
251
394
293
104
370
396
222
223
265
%
17.4%
12.9%
4.6%
16.3%
17.4%
9.8%
9.8%
11.7%
The site traffic distribution and percent assignment for the development are shown on
Exhibit 5 and Exhibit 6.
Please refer to Appendix C for a detail site traffic distribution.
(SPACE INTENTIONALLY LEFT BLANK)
Caltran Engineering Group Pagel13
50% of % NNE site trips
14. 55%
ENE + ESE
8. 7% ) (1-7. 5%)
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50% of % NNW site trips WNW
SSE + SSW + WSW
AM /PM Entrance
Site Trip Distribution
Exhibit 5. Entrance Site Trip R oute Assignment.
Caltran Engineering Group Page114
50% of %NNE site trips
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5O% of % NNE site trips
SO% of % NNW site trips
ENE + ESE
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Caltran Engineering Group
NW 22nd Avenue
43 .5 %
SSE + SSW + WSW
Page115
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TRAFFIC -WIDE OPERATIONS SAFETY STUDIES
6.0 TRAFFIC VOLUME
5.1 EXISTING TRAFFIC - SCENARIO 1
AM peak hour (7:00 to 9:00 AM) and PM peak hour (4:00 to 6:00 PM) turning movement
counts were performed at the following intersections on January 25th, 2022:
• SR 9 and NW 22nd Avenue.
• NW 22nd and Service Road.
• NW 22nd Avenue and Rutland Street.
It is important to note that the collected data was adjusted by applying each corresponding
Peak Hour Factor (PHF) and a Seasonal Factor of 1.0 as per the Florida Department of
Transportation (FDOT) online data.
Existing AM and PM peak hour traffic volumes are shown on Exhibit 7.
Data Collection reports can be found on Appendix D.
5.2 HISTORIC TRAFFIC GROWTH
The analysis was based on the FDOT Monitoring Site — 878621 located at NW 22nd
Avenue, 200 feet North of NW 132nd Street; It is important to note that Station 878621
was selected for growth representation as 100% of the forecasted trips will be traveling
through this segment.
Based on the annual growth rates obtained and traffic analysis zone patterns
characteristics and knowledge of the area, it was determined that a conservative 2.00%
Compounded Annual Historic Growth Rates could be applied to the studied roadway
network.
It is important to note that upon calculation of the annual growth rates, the future volumes
are developed by adjustments upon multiplying the existing volume by the Growth Rate
Factor; this Growth Rate Factor (GF) was calculated by using the following formula:
GF=(1+r)Y
where,
r = Annual Growth Rate
y= number of years to opening year (2 Years) (2024)
GF= 1.04
Background traffic growth calculations are detailed on Appendix E.
Caltran Engineering Group Pagel16
TRAFFIC -WIDE OPERATIONS SAFETY STUDIES
5.3 BACKGROUND TRAFFIC - SCENARIO 2
Background traffic volumes, which include existing and historic growth traffic, is shown
on Exhibit 8.
It is important to note that no in -process traffic was reported.
5.4 BUILD -OUT TRAFFIC - SCENARIO 3
To obtain the projected (2024) build -out traffic volumes, the projected site traffic was
added to the projected background traffic. Exhibit 9 illustrate the projected AM and PM
peak hour build -out traffic volumes.
(SPACE INTENTIONALLY LEFT BLANK)
Caltran Engineering Group Pagel17
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Existing Conditions
Scenario No.1
LEGEND
XX AM Traffic Volume
(X() PM Traffic Volume
*PHF not included on Illustrated traffic Volume
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Future Condition
Scenario No.2
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(XX) PM Traffic Volume
•PHF not included on Illustrated traffic Volume
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New Site Trips
Scenario No.3
LEGEND
XX AM Traffic Volume
(XX) PM Traffic Volume
•PHF not included on Illustrated traffic Volume
TRAFFIC IMPACT STUDY
7.0 CAPACITY ANALYSIS
Capacity analyses were performed for the AM and PM peak hours for the existing (2022)
traffic condition, the projected (2025) background and build -out traffic conditions using
PTV America, VISTRO 2022 software to determine the operating characteristics of the
adjacent road network and the impacts of the proposed project.
It is important to note that LOS analysis was evaluated under the Highway capacity
Manual 7th Edition.
Capacity is defined as the maximum number of vehicles that can pass over a particular
road segment or through a particular intersection within a set time duration. Said capacity
is combined with Level -of -Service (LOS) to describe the operating characteristics of a
road segment or intersection. LOS is a qualitative measure that describes operational
conditions and motorist perceptions within a traffic stream. The Highway Capacity Manual
defines six levels of service, LOS A through LOS F, with A representing the shortest
average delays and F representing the longest average delays.
For unsignalized intersections, only the movements that must yield right-of-way
experience control delay. Therefore, V/C criteria for the overall intersection is not reported
by PTV America, VISTRO 22, or computable using methodology published in the
Highway Capacity Manual. It is typical for stop sign -controlled side streets and driveways
intersecting major streets to experience long delays during peak hours.
VISTRO reports can be found at APPENDIX F.
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Caltran Engineering Group PageI21
TRAFFIC IMPACT STUDY
7.1 SR 9 AT NW 22ND AVENUE
Results from the capacity analyses at this signalized intersection are shown in Table 2
and Table 3, respectively.
Under existing conditions, SR 9 and NW 22nd Avenue operates with an overall LOS E
during the AM and PM traffic conditions. The northbound and southbound movements
operate under an acceptable Level of Service D; however, the eastbound and westbound
traffic demands experience excessive delays during the above mention periods.
With the addition of the proposed development trips and the 2024 background traffic, AM
peak hour conditions are projected to maintain an overall level of service. However, during
the PM peak hour, the eastbound and westbound traffic demands were observed to
experience an increase in delays causing the overall intersection to operate under a
qualitative measure F.
As part of this analysis, a different signal improvement scenario was considered providing
mitigation measures to improve traffic flow at those critical movements. Said improvement
was performed by optimizing the provided split time allocated per group. By split
optimization, the overall morning peak period delay was observed to decrease to a total
of 53.61 sNeh. Additionally, an equivalent split optimization process was performed to
the afternoon peak period in which the overall LOS decreased to 73.06 sNeh. It is
important to note that the performed local split optimization targeted the improvement of
the existing excessive westbound delays.
Detailed results can be observed on Table 4.
As per the VISTRO model, through and turning movement queues are projected to
lengthen without altering existing behaviors. However, it is important to note that under
current conditions storage capacity at the northbound right turn is overcapacity.
Existing queue lengths will remain at this intersection. Detailed results are shown in
Table 5 and Table 6.
Caltran Engineering Group PageI22
TRAFFIC IMPACT STUDY
Table 2. SR 9 at NW 22nd Street - AM LOS
Name
NW 22 Avenue
NW 22 Avenue
5R 9
SR 9
Approach
Northbound
Southbound
Eastbound
Westbound
0
z
CO
d
X
Turning
Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Delay for Lane
Group [s/veh]
17.0
39.9
51.7
43.5
24.2
19.2
81.4
74.7
74.8
188.7
50.8
43.2
Lane Group LOS
B
D
D
D
C
B
F
E
E
F
D
D
Approach Delay
44.81
30.86
75.18
92.88
Intersection Delay
[s/veh]
61.15
Intersection LOS
E
Intersection V/C
0.731
Scenario 2
Delay for Lane
Group [s/veh]
17.8
42.5
57.7
50.2
25.4
19.9
81.6
75.1
75.2
209.3
50.2
42.5
Lane Group LOS
B
D
E
D
C
B
F
E
E
F
D
D
Approach Delay
48.86
33.95
75.55
98.82
Intersection Delay
[s/veh]
64.78
Intersection LOS
E
Intersection V/C
0.764
Scenario 3
Delay for Lane
Group [s/veh]
18.0
42.8
58.9
51.2
26.0
20.3
81.6
75.23
75.27
216.6
50.1
42.37
Lane Group LOS
B
D
E
D
C
C
F
E
E
F
D
D
Approach Delay
49.44
36.64
75.6
101.47
Intersection Delay
[s/veh]
65.85
Intersection LOS
E
Intersection V/C
0.77
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Caltran Engineering Group PageI23
TRAFFIC IMPACT STUDY
Table 3. SR 9 at NW 22nd Street - PM LOS
Name
NW 22 Avenue
NW 22 Avenue
SR 9
SR 9
Approach
Northbound
Southbound
Eastbound
Westbound
Scenario 1
Turning Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Delay for Lane
Group [s/veh]
20.3
45.2
211.6
48.7
28.9
23.2
83.4
78.4
78.4
107.9
48.3
45.8
Lane Group LOS
C
D
F
D
C
C
F
E
E
F
D
D
Approach Delay
121.95
33.68
78.88
62.47
Intersection Delay
[s/veh]
79.64
Intersection LOS
E
Intersection WC
0.935
Scenario 2
Delay for Lane
Group [s/veh]
21.2
50.3
272.4
54.8
30.2
24.0
83.3
80
80.0
122.5
47.9
45.3
Lane Group LOS
C
D
F
D
C
C
F
F
F
F
D
D
Approach Delay
152.79
36.15
80.29
65.76
Intersection Delay
[s/veh]
91.71
Intersection LOS
F
Intersection WC
0.977
Scenario 3
Delay for Lane
Group [s/veh]
21.5
51.17
280.76
55.64
30.97
24.43
83.33
80.22
80.24
130.66
47.8
45.19
Lane Group LOS
C
D
F
E
C
C
F
F
F
F
D
D
Approach Delay
156.49
36.80
80.48
36.8
Intersection Delay
[s/veh]
93.79
Intersection L05
F
Intersection WC
0.983
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Caltran Engineering Group PageI24
TRAFFIC IMPACT STUDY
Table 4. SR 9 at NW 22nd Street - Mitigation Measures - LOS
Name
NW 22 Avenue
NW 22 Avenue
SR 9
SR 9
Approach
Northbound
Southbound
Eastbound
Westbound
Scenario 3 -AM
Turning Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Delay for Lane Group [s/veh]
21.38
44.95
63.81
56.77
30.5
23.81
81.97
75.56
75.6
76.38
44.06
37.45
Lane Group LOS
C
D
E
E
C
C
F
E
E
E
D
D
Approach Delay
52.69
39.43
Intersection Delay [s/veh]
53 61
Intersection LOS
D
Intersection V/C
0.784
Scenario 3 - PM
Delay for Lane Group [s/veh]
19.84
33.75
125.13
157.1
28.84
22.77
83.61
97.91
97.93
102.23
49.04
46.36
Lane Group LOS
B
C
F
F
C
C
F
F
F
F
D
D
Approach Delay
75.65
60.77
Intersection Delay [s/veh]
73 06
Intersection LOS
E
Intersection V/C
0.949
Table 5. SR 9 at NW 22nd Street - AM Queue Analysis
Name
NW 22 Avenue
NW 22 Avenue
SR 9
SR 9
Approach
Northbound
Southbound
Eastbound
Westbound
Scenario
1 -AM
Turning
Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Storage Capacity
100
-
80
-
-
415
-
-
400
-
275
95th %ile Queue
Length Veh/In
0.07
12.37
19.68
16.68
12.86
1.6
1.66
21.95
21.9
17.44
17.93
6.98
95th %Ile Queue
Length Feet/In
1.63
309.33
491.91
417.05
321.38
40.11
41.4
548.7
547.57
436.06
448.26
174.49
Scenario
3 - AM
95th %ile Queue
Length Veh/In
0.17
13.41
21.84
18.36
13.88
1.73
1.74
22.89
22.82
19.28
18.46
7.18
95th %ile Queue
Length Feet/In
4.18
335.2
545.99
459.04
346.95
43.24
43.38
572.28
570.53
482.04
461.58
179.43
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Caltran Engineering Group PageI25
TRAFFIC IMPACT STUDY
Table 6. SR 9 at NW 22nd Street - PM Queue Analysis
Name
NW 22 Avenue
NW 22 Avenue
SR 9
SR 9
Approach
Northbound
Southbound
Eastbound
Westbound
Scenario
1 -PM
Turning
Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Storage Capacity
100
-
-
80
-
-
415
-
-
400
-
275
95th %ile Queue
Length Veh/In
0.22
20.86
68.04
11.34
14.03
2.27
2.85
25.58
25.55
11.37
16.64
11.7
95th %ile Queue
Length Feet/In
5.42
521.52
1701.06
283.5
350.68
56.83
71.22
639.54
638.7
284.37
415.97
292.43
Scenario
3 - PM
95th %ile Queue
Length Veh/In
0.37
23.15
80.42
11.98
15.19
2.46
3
26.89
26.83
12.79
17.17
12.03
95th %ile Queue
Length Feet/In
9.27
578.85
2010.41
299.38
379.65
61.62
75.02
672.28
670.78
319.74
429.2
300.84
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Caltran Engineering Group PageI26
TRAFFIC IMPACT STUDY
7.2 NW 22ND AVENUE AT RUTLAND STREET
Results from the capacity and queuing analyses at this signalized intersection are shown
in Table 7 through Table 10.
Under all peak hour scenarios, this intersection is anticipated to operate at an overall LOS
A with all individual turning movements operating at its current level of service. With the
addition of the proposed future site traffic, vehicle delays are expected to experience
minor increases in comparison to No Build conditions. All simulated queues are projected
to be contained within the existing available storage. However, westbound queue lengths
presented blocking occurrences at the proposed Rutland Street Driveway.
Therefore, the addition of the proposed development traffic is anticipated to have minimal
impacts to this intersection with no additional improvements required.
Table 7. NW 22nd Avenue & Rutland Street - AM LOS
Name
NW 22 Avenue
NW 22 Avenue
Rutland Street
Rutland Street
Approach
Northbound
Southbound
Eastbound
Westbound
Scenario 1
Turning Movement
Left
Thru
Right
U -Turns Left
Thru
Right
Left Thru
Right
Left Thru Right
Delay for Lane Group [s/veh]
3.58
2.55
2.55
3.61
2.89
2.89
72.96
72.87
80.55
Lane Group LOS
A
A
A
A
A
A
E
E
F
Approach Delay
2.56
2.92
72.92
80.55
Intersection Delay [s/veh]
5.75
Intersection LOS
A
Intersection V/C
0.334
Scenario 2
Delay for Lane Group [s/veh]
3.82
2.68
2.68
3.85
3.06
3.06
72.68
72.41
80.32
Lane Group LOS
A
A
A
A
A
A
E
E
F
Approach Delay
2.69
3.09
72.57
80.32
Intersection Delay [s/veh]
5.89
Intersection LOS
A
Intersection V/C
0.348
Scenario 3
Delay for Lane Group [s/veh]
5.74
3.98
3.98
6.07
4.42
4.42
67.55
66.74
77.3
Lane Group LOS
A
A
A
A
A
A
E
E
E
Approach Delay
3.99
4.52
67.29
77.3
Intersection Delay [s/veh]
8.22
Intersection LOS
A
Intersection V/C
0.375
Caltran Engineering Group
Pagel 27
TRAFFIC IMPACT STUDY
Table 8. NW 22"d Avenue & Rutland Street - PM LOS
Name
NW 22 Avenue
NW 22 Avenue
Rutland Street
Rutland Street
Approach
Northbound
Southbound
Eastbound
Westbound
Scenario 1
Turning Movement
Left
Thru
Right
U -Turns Left
Thru
Right
Left Thru
Right
Left Thru Right
Delay for Lane Group [s/veh]
2.88
2.7
2.7
4.43
2.19
2.2
78.25
76.51
84.52
Lane Group LOS
A
A
A
A
A
A
E
E
F
Approach Delay
2.7
2.3
77.79
84.52
Intersection Delay [s/veh]
5.26
Intersection LOS
A
Intersection V/C
0.384
Scenario 2
Delay for Lane Group [s/veh]
3.15
2.83
2.83
5.01
2.28
2.28
77.98
76.23
82.63
Lane Group LOS
A
A
A
A
A
A
E
E
F
Approach Delay
2.69
3.09
72.57
80.32
Intersection Delay [s/veh]
5.31
Intersection LOS
A
Intersection V/C
0.391
Scenario 3
Delay for Lane Group [s/veh]
6.03
3.91
3.91
10.78
10.78
3.13
3.13
73.19
73.19
Lane Group LOS
A
A
A
B
B
A
A
E
E
Approach Delay
3.8
3.59
72.99
3.59
Intersection Delay [s/veh]
7.47
Intersection LOS
A
Intersection V/C
0.42
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Caltran Engineering Group PageI28
TRAFFIC IMPACT STUDY
Table 9. NW 22nd Avenue & Rutland Street - AM Queue Analysis
Name
NW 22 Avenue
NW 22 Avenue
Rutland Street
Rutland Street
Approach
Northbound
Southbound
Eastbound
Westbound
Turning Movement
Left
Thru
Right
U -Turns Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Storage Capacity [Feet]
100
-
-
100
-
-
-
-
50
-
-
-
Scenario
1 -AM
95th %ile Queue Length [Veh/In]
0.05
3.44
3.43
0.63
4.65
4.63
1.1
0.81
3.78
96th %ile Queue Length [Feet/In]
1.37
86
85.84
15.74
116.31
115.74
27.54
20.31
94.49
Scenario
3 -AM
95th %ile Queue Length Veh/In
0.07
5.41
5.4
1.18
7.07
7.04
1.61
0.77
6.09
96th %Ile Queue Length Feet/In
1.84
135.36
135.05
29.62
176.8
175.93
40.37
19.14
152.36
Table 10. NW 22nd Avenue & Rutland Street - PM Queue Analysis
Name
NW 22 Avenue
NW 22 Avenue
Rutland Street
Rutland Street
Approach
Northbound
Southbound
Eastbound
Westbound
Turning Movement
Left
Thru
Right
U -Turns Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Storage Capacity [Feet]
100
-
-
100
-
-
-
-
50
-
-
-
Scenario
1 -PM
95th %ile Queue Length [Veh/In]
0.08
4.77
4.76
0.63
3.12
3.11
2.54
0.92
2.38
96th %Ile Queue Length [Feet/In]
2.03
119.2
119.05
15.72
77.92
77.78
63.48
23.05
59.61
Scenario
3 -PM
95th %Ile Queue Length Veh/In
0.13
7.53
7.52
1.69
4.68
4.69
3.09
0.87
4.9
96th %Ile Queue Length Feet/In
3.28
188.28
187.93
42.19
117.31
117.31
77.36
21.74
122.47
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Caltran Engineering Group PageI29
TRAFFIC IMPACT STUDY
7.3 NW 22ND AVENUE AT SERVICE ROAD
Under all future build scenarios, this un-signalized intersection is anticipated to operate
at an overall LOS B with the eastbound and westbound movements operating at LOS B.
Therefore, the addition of the proposed development traffic is anticipated to have minimal
impacts to this intersection with no additional improvements required. Results from the
capacity at this un-signalized intersection are shown in Table 11 through Table 12.
After the addition of the proposed development trips, the VISTRO simulation yielded a
total maximum queue of 1 vehicle along the eastbound and westbound during the AM
and PM peak periods. Results from the capacity at this un-signalized intersection are
shown in Table 13 through Table 14.
Table 11. NW 22"d Avenue & Service Road — AM LOS
Name
NW 22 Avenue
NW 22 Avenue
Service Road
Service Road
Approach
Northbound
Southbound
Eastbound
Westbound
Turning Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Scenario 1
Lane Group LOS
-
-
-
-
-
-
-
B
-
-
B
Approach Delay
-
-
13.69
12 49
Intersection Delay [s/veh]
0.14
Intersection LOS
B
Intersection V/C
-
Scenario 2
Lane Group LOS
-
-
-
-
-
-
-
-
B
-
-
B
Approach Delay
-
-
13.98
12 69
Intersection Delay [s/veh]
0.13
Intersection LOS
B
Intersection V/C
-
Scenario 3
Lane Group LOS
-
-
-
-
-
-
-
-
B
-
-
B
Approach Delay
-
-
-
-
-
-
14.07
12.69
Intersection Delay [s/vehj
0.13
Intersection LOS
B
Intersection V/C
-
Caltran Engineering Group
Page 130
TRAFFIC IMPACT STUDY
Table 12. NW 22nd Avenue & Service Road — PM LOS
Name
NW 22 Avenue
NW 22 Avenue
Service Road
Service Road
Approach
Northbound
Southbound
Eastbound
Westbound
Turning Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
o
c
g Intersection
Lane Group LOS
-
-
-
-
-
-
-
-
B
-
-
C
Approach Delay
-
-
13.13
17.93
Intersection Delay [s/veh]
0.11
LOS
C
Intersection V/C
-
Scenario 2
Lane Group LOS
-
-
-
-
-
-
-
-
B
-
-
C
Approach Delay
-
-
13.37
18.59
Intersection Delay [s/veh]
0.11
Intersection LOS
C
Intersection V/C
-
Scenario 3
Lane Group LOS
-
-
-
-
-
-
-
-
B
-
-
C
Approach Delay
13.34
18.17
Intersection Delay [s/veh]
0.12
Intersection LOS
C
Intersection V/C
-
Table 13. NW 22"d Avenue & Service Road — AM Queue Analysis
Name
NW 22 Avenue
NW 22 Avenue
Service Road
Service Road
Approach
Northbound
Southbound
Eastbound
Westbound
Turning Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Scenario 1 -AM
95th %Ile Queue Length [Veh/In]
-
-
-
-
-
-
-
-
0.07
-
-
0.06
96th %ile Queue Length [Feet/In]
-
-
-
-
-
-
-
-
1.81
-
-
1.56
Scenario 3 -AM
95th %ile Queue Length Veh/In
-
-
-
-
-
-
-
-
0.08
-
-
0.07
96th %ile Queue Length Feet/In
-
-
-
-
-
-
-
-
1.89
-
-
1.63
Table 14. NW 22"d Avenue & Service Road — PM Queue Analysis
Name
NW 22 Avenue
NW 22 Avenue
Service Road
Service Road
Approach
Northbound
Southbound
Eastbound
Westbound
Turning Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Scenario 1 -PM
95th Vie Queue Length [Veh/In]
-
-
-
-
-
-
-
-
0.05
-
-
0.12
96th %iie Queue Length [Feet/In]
-
-
-
-
-
-
-
-
1.18
-
-
2.95
Scenario 3 -PM
95th %ile Queue Length Veh/In
-
-
-
-
-
-
-
-
0.07
-
-
0.11
96th %Ile Queue Length Feet/In
-
-
-
-
-
-
-
-
1.74
-
-
2.73
Caltran Engineering Group
Page131
TRAFFIC IMPACT STUDY
7.4 NW 22ND AVENUE & DRIVEWAY
The proposed driveway is located within the exclusive northbound NW 22nd Avenue right
turn at SR 9.
With the addition of background traffic and site generated traffic, short delays are
expected for the westbound right turn movements exiting the proposed development
during the AM and PM periods. It is important to reiterate that ingress and egress through
this driveway will be performed by right turn movements only through.
As entrance maneuvers are to be performed by uncontrolled right turn movements, no
queues are expected along the mainline.
Results from the capacity and queue analyses are summarized in Table 15 through Table
16.
Table 15. NW 22"d Avenue & Driveway — AM & PM LOS Analysis
Name
NW 22 Avenue
NW 22 Avenue
-
Driveway
Approach
Northbound
Southbound
-
Westbound
Turning Movement
Left
Thru
Right
Left
Thru
Right
-
-
-
Left
Thru
Right
Scenario 3 -AM
Lane Group LOS
-
-
-
-
-
-
-
-
-
-
-
B
Approach Delay
-
-
-
11.26
Intersection Delay [s/veh]
0.18
Intersection LOS
B
Intersection V/C
-
a
A
o
v
u
`"
Lane Group LOS
-
-
-
-
-
-
-
-
-
-
-
C
Approach Delay
-
-
-
16.14
Intersection Delay [s/veh]
0.17
Intersection LOS
C
Intersection V/C
-
Table 16. NW 22"d Avenue & Driveway — AM & PM LOS Analysis
Name
NW 22 Avenue
NW 22 Avenue
-
Rutland Street
Approach
Northbound
Southbound
-
Westbound
Turning Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Scenario 3 -AM
95th %ile Queue Length [Veh/In]
-
-
-
-
-
-
-
-
-
-
-
0.07
96th %ile Queue Length [Feet/In]
-
-
-
-
-
-
-
-
-
-
-
1.82
Scenario 3 -PM
95th %ile Queue Length Veh/In
-
-
-
-
-
-
-
-
-
-
-
0.16
96th %ile Queue Length Feet/In
-
-
-
-
-
-
-
-
-
-
-
3.93
Caltran Engineering Group
Page132
TRAFFIC IMPACT STUDY
7.5 RUTLAND STREET & DRIVEWAY
This driveway is proposed to be located ±150 feet east of NW 22nd Avenue along Ruland
Street. Ingress and egress will allow left turn maneuvers.
VISTRO simulation yielded acceptable Level of Services overall forecasting delays of
2.71 and 3.52 sec/veh. during the AM and PM, respectively.
Westbound queues at the intersection of NW 22nd Avenue at Rutland Street are expected
to extend up to ±150 feet blocking the proposed driveway. Said blockages cause the
eastbound left traffic at the proposed driveway; VISTRO traffic simulation forecasted
queue lengths of 1 vehicle during the AM and PM peak hours respectively. Although
queues appear to be minimal, the implementation of "DO NOT BLOCK INTERSECTION'
sign R10-7 and pavement markings are recommended to mitigate potential intersection
conflict points.
Results from the capacity and queue analyses are summarized in Table 17 through Table
18.
Table 17. Rutland Street & Driveway — AM & PM LOS Analysis
Name
Driveway
Rutland Street
Rutland Street
-
Approach
Southbound
Eastbound
Westbound
-
Turning Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
-
-
-
Scenario 3 -AM
Lane Group LOS
A
-
A
A
A
-
-
A
A
-
-
-
Approach Delay
9.0
2.38
-
-
Intersection Delay [s/veh]
2 65
Intersection LOS
A
Intersection V/C
-
Scenario 3 -PM i
Lane Group LOS
A
-
A
A
A
-
-
A
A
-
-
Approach Delay
8.33
2.34
-
-
Intersection Delay [s/veh]
3 52
Intersection LOS
A
Intersection V/C
-
Table 18. Rutland Street & Driveway — AM & PM LOS Analysis
Name
Driveway
Rutland Street
Rutland Street
-
Approach
Southbound
Eastbound
Westbound
-
Turning Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
-
-
-
Scenario 3 -AM
95th %ile Queue Length [Veh/In]
0.13
-
0.13
0.03
0.03
-
-
0
0
-
-
-
96th %ile Queue Length [Feet/In]
3.25
-
3.25
0.85
0.85
-
-
0
0
-
-
-
Scenario 3 -PM
95th %Ile Queue Length Veh/In
0.14
-
0.14
0.04
0.04
-
-
0
0
-
-
-
96th %Ile Queue Length Feet/In
3.43
-
3.43
1.12
1.12
-
-
0
0
-
-
-
Caltran Engineering Group
Page133
TRAFFIC IMPACT STUDY
8.0 CONCURRENCY ANALYSIS
Pursuant to the Miami -Dade County Concurrency Management System, the study area
traffic count station on the roadway adjacent to the Amendment Site has to be operating
at an acceptable level of service during the peak hour period of the proposed
development. Available capacity and acceptable level of service is maintained for the
adjacent count station, and the study area roadway segment, meet the traffic concurrency
standards from the Miami -Dade County.
Please refer to Table 19 for a summary of the concurrency analysis.
Table 19. NW 22nd Avenue — Concurrency Analysis
Station
Location
LOS D
Traffic
Volume
2020 PM Peak
Volume
2024 PM Peak
Volume
PM Peak
Forecasted Trips
Buildout
Traffic
Volume
991300
NW 22ND
AVENUE South
OF SERVICE RD
2,920*
2,046
2,127
122
2,249
Note*- LOS traffic Volume was taken from the Florida Department of Transportation
(FDOT) Generalized Peak Hour Two -Way Table 4.
As summarized on Table 19, the trip generation yielded a total of 122 PM peak hour
vehicle trips forecasted to travel through NW 22nd Avenue without negatively impacting
the adopted LOS traffic volumes.
Please refer to Appendix G for FDOT generalized LOS table.
Caltran Engineering Group PageI34
TRAFFIC IMPACT STUDY
8.0 PARKING ANALYSIS
Parking Calculations were performed as per the City of Opa-Locka Municipality Code.
Please refer to the site plan provided in Appendix A.
(SPACE INTENTIONALLY LEFT BLANK)
Caltran Engineering Group PageI35
TRAFFIC IMPACT STUDY
8.0 CONCLUSSIONS AND RECOMENDATIONS
Caltran Engineering Group was retained to perform a traffic impact analysis (TIA) for a
proposed Gas Station with a convenience store, as well as a proposed retail space
located in 14585 NW 22nd Avenue under Folio No. 082122-005-0690.
This report presents trip generation, distribution, traffic analyses, and recommendations
for transportation improvements required to meet anticipated traffic demands in
conjunction with the development. The traffic conditions studied include the existing
(2022) traffic condition as well as the projected (2024) background and build -out traffic
conditions.
The proposed gas station will consist of 6 pumps, in addition to the proposed 1,600 Sqf
of retail space and has the potential to generate 1,902 daily weekday trips for the
proposed driveways. Out of the total weekday daily trips, 105 driveway trips are
anticipated to occur during the AM peak hour and 122 driveway trips are expected to
occur during the PM peak hour.
Based on the results of the traffic analysis, the future impacts associated with the
proposed development are anticipated to be minimal overall, with some deterioration in
operations anticipated at the signalized intersections of SR 9 and Rutland Street along
NW 22nd Avenue. As a result, the following improvements are recommended as mitigation
measures:
(SPACE INTENTIONALLY LEFT BLANK)
Caltran Engineering Group Pagel 36
TRAFFIC IMPACT STUDY
NW 22"d Avenue at SR 9
A split optimization of its current TOD, signal timing, anticipates traffic improvements
after the addition of the forecasted growth and potential trip generation. Said process
yielded the results summarized in Section 7, Capacity Analysis, Table 4.
AM and PM Signal Timing are illustrated on Exhibit 10 and Exhibit 11, respectively.
Cycle Length [s]
160
Coordination Type
Time of Day Pattern Coordinated
Actuation Type
Semi -actuated
Lost time [s]
0.00
Control Type
ProtPer
Permiss
Permiss
ProtPer
Permiss
Permiss
Protecte
Permiss
Permiss
Protecte
Permiss
Permiss
Signal Group
6
1
5
2
3
8
7
4
Auxiliary Signal Groups
Lead/Lag
Lead
Lead
Lead
Lead
Minimum Green [s]
5
7
5
7
5
18
5
18
Maximum Green [s]
30
50
30
50
22
50
22
50
Amber [s]
4.0
4.0
4.0
4.0
4.8
3.0
4.8
3.0
All red [s]
2.0
2.2
2.0
2.2
2.0
2.0
2.0
2.0
Split [s]
11
50
29
68
12
52
29
69
Walk [s]
7
7
7
7
Pedestrian Clearance [s]
36
36
32
32
Exhibit 10. AM- SR9 at NW 22 Ave - Proposed Signal Timing
Cycle Length [s]
160
Coordination Type
Time of Day Pattern Coordinated
Actuation Type
Semi -actuated
Lost time [s]
0.00
Control Type
ProtPer
Permiss
Permiss
ProtPer
Permiss
Permiss
Protecte
Permiss
Permiss
Protecte
Permiss
Perrniss
Signal Group
6
1
5
2
3
8
7
4
Auxiliary Signal Groups
Lead/Lag
Lead
Lead
Lead
Lead
Minimum Green [s]
5
7
5
7
5
18
5
18
Maximum Green [s]
30
50
30
50
22
50
22
50
Amber [s]
4.0
4.0
4.0
4.0
4.8
4.8
4.8
4.8
All red [s]
2.0
2.2
2.0
2.2
2.0
2.0
2.0
2.0
Split [s]
32
62
26
56
21
52
21
52
Walk [s]
7
7
7
7
Pedestrian Clearance [s]
36
36
32
32
Exhibit 11. PM- SR9 at NW 22 Ave - Proposed Signal Timing
Caltran Engineering Group
Page137
TRAFFIC IMPACT STUDY
Rutland Street and Proposed Driveway
Traffic simulation forecasted ±150 feet of westbound queues at the intersection of NW
22nd Avenue at Rutland Street. Said queues could potentially create conflict points at the
proposed development access point. Although, VISTRO simulation did not yield
excessive queues, the implementation of "DO NOT BLOCK INTERSECTION' sign R10-
7 and pavement markings are recommended to mitigate potential intersection conflict
points.
Beyond the above -mentioned improvements, no other offsite geometric or traffic control
improvements are recommended as part of the proposed development.
Caltran Engineering Group PageI38
TRAFFIC IMPACT STUDY
APPENDIX A
Architectural Site Plan
Caltran Engineering Group PageI39
NEW C -STORE AND GAS STATION
UNBRANDED
14585 NW 22 AVENUE
OPA-LOCKA, FLORIDA 33054
AE RIAL MAP
SCA LE: N.TB.
7 Q
NIB
BUILDING AND ZO NING CRITERIA
09000
0 0920.20
0-2 2000109 . 000 0.02232 00102
TOr 021 . T OTT 2100 50
POMICIPM.10020 on4ar 1030.
000 0000
0 Kw
90 2190 12 012110 _
10+12011 0-0 �� . xL•
.a. nvern, FR OM 1Ks n 020 0.- 929
2229 31100 0040
s ut 2190, e00 o' -a' r10i1.
1020.000 .1 0021
0900 41220.
20100{T en 21 00
100 2903 1,
900 21101. 12
9110.9 0 .00
92000
On 00 00
.011 .00 012,4 2103
1120010 03210
n wn SOT
9000. 000
9.000 20.22
21 .900 20 fl Ns
:„10:0.19 ..20.
4 ST OWS
Va n
002 20 n
002 20
1, 40 n
We n
10.002 SO n 2327 n
4,392 20 2014 4.422 SO FT
3 .3111 17./ w, ,, .2 09009 ,.2
0212 Im n 101 :es 00020 FS 09
Moo rm..
FIALLO'S
MEP
DESIGN, INC
10010 SW 83rd ST
Mi ami, Fl orida 33173
305 .877.1845
Jhall o®he l lom epdesig n. corn
CAir 28637
NEW C -STORE & GAS STATI ON
UNBRANDED
14585 NW 22 A venue
OP A-L OCKA, Florida 33054
3 01209 E .eam
No. 110/1500 on1E
30009100
20-200-00585
01002 DV
019.2991119
1900
COVERSHIET
A-0.0
40911.90031 .1
fin 0,, CONCRETE N. 10 6UEEEA
111 E 950 FROM F1E50 E011L ZON E
RETAL *AL1 2
Ow 01
\X411
wt ®
L•2764.
R.2500'
D•63'20 5''
TM.t5.2'
NEw
SPAR t
1012 sn
ARCHITECT URAL GROUND SITE PL AN
WUP
12' 00006150 ALLET My
AS 988 PR 50-5
INC617 mr.k. USEC�GR0u RESIDE.. O
DE 1M. ZONE
50030. 531 00).16'
G616R.SDP LK
50030' 5.1 16163'
NO RTHWEST 22ND AVE NUE
•51.144.7 PAVE ME NT
60' O(00*EdG20 0/re A5 PER
P6 50-5 0.0 0 -ONE CO. 7L
SCALE :3/32. -
8.2 000'
0-116'39 '09'
IA N -40 52'
FIALLO'S
MEP
DESIGN, INC
10010 SW 83rd ST
Miami, Florid a 33173
305.877 1845
JSiallo®8aliomepdes+g r corn
C A/ 28637
NEW C -ST ORE & G AS STATI ON
UNBR ANDED
14585 NW 22 Aven ue
OPA-L OCK A, Florid a 33054
UCNE FlIZ LO
R OMA N.E I ONS/
110 . FEvisi ON6 DATE
J OB NumBEN
20-200-00585
69AWN ON'
CHEF NT
2020
II1EPEAN
A-1.0
TRAFFIC IMPACT STUDY
PPPENDIX B
Trip Generation
OTISS Reports
Caltran Engineering Group Pagel40
Land Use: 945
Convenience Store/Gas Station
Description
A convenience store/gas station is a facility with a co -located convenience store and gas station.
The convenience store sells grocery and other everyday items that a person may need or want as
a matter of convenience. The gas station sells automotive fuels such as gasoline and diesel.
A convenience store/gas station is typically located along a major thoroughfare to optimize
motorist convenience. Extended hours of operation (with many open 24 hours, 7 days a week) are
common at these facilities.
The convenience store product mix typically includes pre-packaged grocery items, beverages,
dairy products, snack foods, confectionary, tobacco products, over-the-counter drugs, and
toiletries. A convenience store may sell alcohol, often limited to beer and wine. Coffee and pre -
made sandwiches are also commonly sold at a convenience store. Made-to-order food orders are
sometimes offered. Some stores offer limited seating.
The sites in this land use include both self -pump and attendant -pumped fueling positions and
both pre -pay and post -pay operations.
Convenience store (Land Use 851), gasoline/service station (Land Use 944), and truck stop (Land
Use 950) are related uses.
Land Use Subcategory
Multiple subcategories were added to this land use to allow for multi -variable evaluation of sites
with single -variable data plots. All study sites are assigned to one of three subcategories, based
on the number of vehicle fueling positions (VFP) at the site: between 2 and 8 VFP, between 9 and
15 VFP, and between 16 and 24 VFP. For each VFP range subcategory, data plots are presented
with GFA as the independent variable for all time periods and trip types for which data are
available. The use of both GFA and VFP (as the independent variable and land use subcategory,
respectively) provides a significant improvement in the reliability of a trip generation estimate
when compared to the single -variable data plots in prior editions of Trip Generation Manual.
Further, the study sites were also assigned to one of three other subcategories, based on the
gross floor area (GFA) of the convenience store at the site: between 2,000 and 4,000 square
feet, between 4,000 and 5,500 square feet, and between 5,500 and 10,000 square feet. For each
GFA subcategory range, data plots are presented with VFP as the independent variable for all
time periods and trip types for which data are available. The use of both VFP and GFA (as the
independent variable and land use subcategory, respectively) provides a significant improvement
in the reliability of a trip generation estimate when compared to the single -variable data plots in
prior editions of Trip Generation Manual.
864 Trip Generation Manual 11th Edition • Volume 5
When analyzing the convenience store/gas station land use with each combination of GFA and
VFP values as described above, the two sets of data plots will produce two estimates of site -
generated trips. Both values can be considered when determining a site trip generation estimate.
Data plots are also provided for three additional independent variables: AM peak hour traffic
on adjacent street, PM peak hour traffic on adjacent street, and employees. These independent
variables are intended to be analyzed as single independent variables and do not have sub-
categories associated with them. Within the data plots and within the ITETripGen web app, these
plots are found under the land use subcategory "none."
Additional Data
ITE recognizes there are existing convenience store/gas station sites throughout North America
that are larger than the sites presented in the data plots. However, the ITE database does not
include any site with more than 24 VFP or any site with gross floor area greater than 10,000
square feet. Submission of trip generation data for larger sites is encouraged.
The technical appendices provide supporting information on time -of -day distributions for this
land use. The appendices can be accessed through either the ITETripGen web app or the trip
generation resource page on the ITE website (https://www.ite.org/technical-resources/topics/trip-
and-parking-generation/).
The sites were surveyed in the 1980s, the 1990s, the 2000s, and the 2010s in Alberta (CAN),
Arkansas, California, Connecticut, Delaware, Florida, Indiana, Iowa, Kentucky, Maryland,
Massachusetts, Minnesota, Nevada, New Hampshire, New Jersey, Pennsylvania, Rhode Island,
South Dakota, Texas, Utah, Vermont, Washington, and Wisconsin.
Source Numbers
221, 245, 274, 288, 300, 340, 350, 351, 352, 355, 359, 385, 440, 617, 718, 810, 813, 844, 850, 853,
864, 865, 867, 869, 882, 883, 888, 904, 926, 927, 936, 938, 954, 960, 962, 977, 1004, 1024, 1025,
1027,1052
General Urban/Suburban and Rural (Land Uses 800-999) 865
Convenience Store/Gas Station - GFA (2-4k)
(945)
Vehicle Trip Ends vs: Vehicle Fueling Positions
On a: Weekday
Setting/Location: General Urban/Suburban
Number of Studies: 48
Avg. Num. of Vehicle Fueling Positions: 8
Directional Distribution: 50% entering, 50% exiting
Vehicle Trip Generation per Vehicle Fueling Position
Average Rate
Range of Rates
Standard Deviation
265.12
68.50 - 701.00
142.37
Data Plot and Equation
ANII
•-
866 Trip Generation Manual 11th Edition • Volume 5
Convenience Store/Gas Station - GFA (2-4k)
(945)
Vehicle Trip Ends vs: Vehicle Fueling Positions
On a: Weekday,
Peak Hour of Adjacent Street Traffic,
One Hour Between 7 and 9 a.m.
Setting/Location: General Urban/Suburban
Number of Studies: 76
Avg. Num. of Vehicle Fueling Positions: 8
Directional Distribution: 50% entering, 50% exiting
Vehicle Trip Generation per Vehicle Fueling Position
Average Rate
Range of Rates
Standard Deviation
16.06
3.75 - 50.00
8.79
Data Plot and Equation
500
X
400
X
X
N
c
300
,
X
W
a
F
II
1-
x
x
X
-
X
x
X
X x
200
X
JC
''X
X X
X
X X'
X
100
X i i
X
X
X X
X
X
X
X
0 0
10
20
30
X = Number of Vehicle Fueling Positions
X Study Site
Average Rate
Fitted Curve Equation: Not Given
R2= ***
Mritemow
MEI
General Urban/Suburban and Rural (Land Uses 800-999) 867
Convenience Store/Gas Station - GFA (2-4k)
(945)
Vehicle Trip Ends vs: Vehicle Fueling Positions
On a: Weekday,
Peak Hour of Adjacent Street Traffic,
One Hour Between 4 and 6 p.m.
Setting/Location: General Urban/Suburban
Number of Studies: 93
Avg. Num. of Vehicle Fueling Positions: 8
Directional Distribution: 50% entering, 50% exiting
Vehicle Trip Generation per Vehicle Fueling Position
Average Rate
Range of Rates
Standard Deviation
18.42
5.75 - 57.80
10.16
Data Plot and Equation
868 Trip Generation Manual 11th Edition • Volume 5
III
rteMI
.
Land Use
Size
Weekday
Weekday, Peak Ho ur of Adjacent Street Traffic, One Ho ur Between 7 and 9
a. m.
Weekday, Peak Ho ur of Adjacent Street Traffic, One Ho ur Between 4 and 6
p. m.
Entry
Exit
Entry
Exit
Entry
Exit
945 - Conv en ie nce Sto re /Gas Station - GFA
(2-4k) (Ge neral Urban /Suburban)
6 Vehicle Fueling Positions
900
900
50
50
56
55
Reduction
0
0
0
0
0
0
Internal
0
0
0
0
0
0
Pass -by
0
0
0
0
0
0
Non -pass -by
900
900
50
50
56
55
814 - Varie ty Store (General
Urban/Suburban)
1.6 1000 Sq. Ft. GFA
51
51
2
3
6
5
Reductio n
0
0
0
0
0
0
In ternal
0
0
0
0
0
0
Pass -by
0
0
0
0
0
0
No n -pass -by
51
51
3
2
6
5
Total
951
951
51
50
62
60
Total Reduction
0
0
0
0
0
0
Total Internal
0
0
0
0
0
0
Total Pass -by
0
0
0
0
0
0
Total Non -pass -by
951
951
52
53
62
60
TRAFFIC IMPACT STUDY
APPEN
DiIX C
Trip Distribution
Caltran Engineering Group PageI41
DIRECTIONAL TRIP DISTRIBUTION REPORT
Miami -Dade 2015 Base Year Direction Trip Distribution Summary
TAZ of Origin
County
TAZ
Regional
TAZ
Trips /
Percent
NNE
ENE
ESE
Cardinal Directions
SSE
SSW
WSW
WNW
NNW
Total
Trips
235
235
236
236
237
237
238
238
239
239
240
240
241
241
242
242
243
243
244
244
245
245
246
246
247
247
248
248
249
249
250
250
251
3135
3135
3136
3136
3137
3137
3138
3138
3139
3139
3140
3140
3141
3141
3142
3142
3143
3143
3144
3144
3145
3145
3146
3146
3147
3147
3148
3148
3149
3149
3150
3150
3151
Trips
Percent
Trips
Percent
Trips
Percent
Trips
Percent
Trips
Percent
Trips
Percent
Trips
Percent
Trips
Percent
Trips
Percent
Trips
Percent
Trips
Percent
Trips
Percent
Trips
Percent
Trips
Percent
Trips
Percent
Trips
Percent
Trips
114
16.3
621
16.9
166
19.3
1,665
28.4
261
22.1
608
22.7
93
19.2
726
16.9
388
19.7
526
17.3
499
18.1
415
18.6
326
14.8
511
16.7
361
18.9
874
17.0
390
67
9.6
379
10.4
95
11.1
434
7.4
40
3.4
142
5.3
22
4.6
408
9.5
154
7.8
285
9.4
261
9.4
252
11.3
283
12.8
307
10.0
233
12.3
581
11.3
288
28
4.1
200
5.5
43
5.0
147
2.5
53
4.5
115
4.3
23
4.8
214
5.0
79
4.0
176
5.8
197
7.1
108
4.9
161
7.3
195
6.4
134
7.0
389
7.6
88
102
14.7
591
16.1
98
11.4
518
8.9
160
13.6
349
13.0
60
12.4
758
17.6
258
13.1
458
15.1
355
12.9
321
14.4
339
15.4
466
15.2
260
13.6
806
15.7
356
109
15.7
604
16.5
124
14.4
753
12.9
211
17.9
508
18.9
76
15.6
587
13.7
378
19.2
591
19.4
545
19.7
386
17.3
390
17.7
604
19.8
318
16.7
1,083
21.0
332
105
15.1
546
14.9
112
13.0
691
11.8
218
18.5
413
15.4
95
19.7
644
15.0
269
13.7
451
14.8
297
10.8
285
12.8
370
16.8
407
13.3
264
13.9
598
11.6
181
72
10.4
306
8.4
87
10.1
578
9.9
120
10.2
221
8.2
55
11.3
433
10.1
230
11.7
223
7.3
269
9.8
222
10.0
161
7.3
232
7.6
105
5.5
340
6.6
238
99
14.2
419 3,715
11.4
136 867
15.8
1,071 6,038
18.3
119 1,190
10.1
329 2,739
12.2
61 484
12.6
526 4,502
12.3
212 1,993
10.8
335 3,172
11.0
338 2,821
12.2
238 2,236
10.7
177 2,236
8.0
335 3,161
11.0
230 1,942
12.1
481 5,411
9.3
249
697
2,151
251 3151 Percent 18.4 13.6 4.1 16.8 15.7 8.5 11.2 11.7
252 3152 Trips 319 327 167 390 561 313 213 336 2,683
252 3152 Percent 12.1 12.5 6.4 14.9 21.4 11.9 8.1 12.8
253 3153 Trips 103 106 56 137 180 128 71 161 942
253 3153 Percent 10.9 11.3 6.0 14.6 19.1 13.6 7.5 17.1
254 3154 Trips 257 244 169 234 383 217 213 273 2,000
254 3154 Percent 12.9 12.3 8.5 11.8 19.3 10.9 10.7 13.7
255 3155 Trips 597 489 369 680 794 271 407 440 4,143
255 3155 Percent 14.7 12.1 9.1 16.8 19.6 6.7 10.1 10.9
256 3156 Trips 257 321 150 274 382 243 163 253 2,102
256 3156 Percent 12.6 15.7 7.3 13.4 18.7 11.9 8.0 12.4
257 3157 Trips 567 480 283 498 684 391 290 499 3,788
257 3157 Percent 15.4 13.0 7.7 13.5 18.5 10.6 7.8 13.5
258 3158 Trips 368 195 138 309 350 157 114 187 1,850
258 3158 Percent 20.3 10.7 7.6 17.0 19.2 8.7 6.3 10.3
259 3159 Trips 393 436 210 388 461 355 255 392 2,907
259 3159 Percent 13.6 15.1 7.3 13.4 16.0 12.3 8.8 13.6
260 3160 Trips 436 389 235 359 498 393 235 439 3,076
260 3160 Percent 14.6 13.0 7.9 12.0 16.7 13.2 7.9 14.7
DIRECTIONAL TRIP DISTRIBUTION REPORT
Miami -Dade 2045 Cost Feasible Plan Direction Trip Distribution Summary
TAZ of Origin
County
TAZ
235
235
236
236
237
237
238
238
239
239
240
240
241
241
242
242
243
243
244
244
245
245
246
246
247
247
248
248
249
249
250
250
Regional
TAZ
Trips /
Percent
3135 Trips
3135 Percent
3136 Trips
3136 Percent
3137 Trips
3137 Percent
3138 Trips
3138 Percent
3139 Trips
3139 Percent
3140 Trips
3140 Percent
3141 Trips
3141 Percent
3142
3142
3143
3143
3144
3144
3145
3145
3146
3146
3147
3147
3148
3148
3149
3149
3150
3150
Trips
Percent
Trips
Percent
Trips
Percent
Trips
Percent
Trips
Percent
Trips
Percent
Trips
Percent
Trips
Percent
Trips
Percent
Cardinal Directions
NNE
228
16.9
561
15.8
173
18.5
1,932
26.3
ENE
130
9.7
329
9.3
142
15.2
396
5.4
302 58
18.3 3.5
548 128
19.4 4.5
171 29
20.6 3.5
862 376
16.9 7.4
368 126
16.1 5.5
678 283
18.1 7.6
581 324
18.9 10.6
354 242
13.2 9.0
424 321
15.0 11.4
581 373
16.5 10.6
213
8.8
901
11.7
340
14.1
1,386
18.0
ESE
35
2.6
182
5.2
55
5.8
226
3.1
52
3.1
91
3.2
34
4.1
274
5.4
131
5.7
165
4.4
164
5.3
155
5.8
188
6.6
164
4.6
122
5.1
613
8.0
SSE
155
11.5
633
17.9
114
12.2
777
10.6
247
14.9
451
16.0
143
17.2
888
17.4
344
15.1
606
16.2
467
15.2
445
16.6
365
12.9
491
13.9
397
16.4
1,185
15.4
SSW
229
17.0
600
16.9
149
15.9
1,149
15.6
343
20.8
553
19.6
172
20.7
865
17.0
387
16.9
664
17.8
544
17.7
461
17.2
514
18.2
702
19.9
573
23.7
1,387
18.0
WSW
238
17.7
545
15.4
95
10.1
912
12.4
288
17.5
454
16.1
94
11.3
793
15.5
337
14.7
549
14.7
361
11.8
390
14.6
435
15.4
556
15.7
347
14.3
950
12.4
WNW
100
7.5
288
8.1
100
10.7
817
11.1
131
7.9
270
9.6
73
8.8
506
9.9
287
12.5
361
9.7
307
10.0
300
11.2
310
11.0
297
8.4
202
8.3
577
7.5
NNW
232
17.2
405 3,704
11.4
108 951
11.6
1,136 7,707
15.5
232 1,696
14.0
330 2,873
11.7
116 842
13.9
537 5,321
10.5
308 2,309
13.5
432 3,858
11.6
322 3,119
10.5
333 2,696
12.4
267 2,882
9.4
369 3,576
10.4
225 2,443
9.3
688
9.0
Total
Trips
1,374
8,004
251 3151 Trips
251 3151 Percent
404 305 141 404 544 318
15.5 11.7
5.4 15.5
20.9 12.2
187 303 2,700
7.2 11.6
252 3152 Trips 502 365 195 437 630 480 394 418 3,494
252 3152 Percent 14.7 10.7 5.7 12.8 18.4 14.0 11.5 12.2
253 3153 Trips 128 150 98 213 254 136 101 120 1,245
253 3153 Percent 10.6 12.5 8.2 17.8 21.2 11.3 8.4 10.0
254 3154 Trips 488 378 177 393 582 313 341 380 3,061
254 3154 Percent 16.0 12.4 5.8 12.9 19.1 10.2 11.2 12.5
255 3155 Trips 763 643 377 886 1,057 541 520 571 5,531
255 3155 Percent 14.2 12.0 7.0 16.5 19.7 10.1 9.7 10.7
256 3156 Trips 394 404 192 446 492 284 210 309 2,819
256 3156 Percent 14.4 14.8 7.0 16.3 18.0 10.4 7.7 11.3
257 3157 Trips 640 544 382 634 877 575 471 455 4,718
257 3157 Percent 14.0 11.9 8.4 13.9 19.2 12.6 10.3 9.9
258 3158 Trips 355 320 184 419 455 293 261 206 2,523
258 3158 Percent 14.3 12.8 7.4 16.8 18.2 11.8 10.5 8.3
259 3159 Trips 372 380 209 369 554 379 339 395 3,110
259 3159 Percent 12.4 12.7 7.0 12.3 18.5 12.6 11.3 13.2
260 3160 Trips 716 592 373 740 933 592 579 670 5,284
260 3160 Percent 13.8 11.4 7.2 14.2 18.0 11.4 11.1 12.9
TRAFFIC IMPACT STUDY
APPENJDI
Data Col
X D
lection
Caltran Engineering Group PageI42
TRAFFIC IMPACT STUDY
24 Hr. -Road Tube Count
Caltran Engineering Group Pagel43
County: 99
Station: 1300
Description: NW 22ND AVENUE EAST OF SERVICE RD
Start Date: 01/25/2022
Start Time: 0000
Direction: N
Direction: S Combined
Time 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total Total
0000 39 40 40 16 135
0100 26 32 13 12 83
0200 15 45 8 9 77
0300 16 14 11 20 61
0400 16 19 29 39 103
0500 27 53 63 71 214
0600 76 114 148 158 496
0700 150 182 190 184 706
0800 210 214 177 158 759
0900 179 168 175 143 665
1000 162 181 157 147 647
1100 154 169 168 163 654
1200 191 183 205 179 758
1300 201 190 192 154 737
1400 193 203 188 254 838
1500 223 242 272 262 999
1600 276 271 268 290 1105
1700 293 289 208 281 1071
1800 258 241 242 273 1014
1900 191 188 190 147 716
2000 154 112 113 118 497
2100 110 102 94 80 386
2200 70 65 77 63 275
2300 58 67 39 39 203
29 25 34 16 104 239
20 16 14 14 64 147
19 13 20 11 63 140
8 12 17 13 50 111
17 12 17 18 64 167
32 30 49 67 178 392
73 134 183 204 594 1090
236 244 279 283 1042 1748
229 217 219 283 948 1707
208 193 154 157 712 1377
158 150 144 160 612 1259
118 138 149 152 557 1211
169 168 159 141 637 1395
150 145 148 176 619 1356
157 176 194 214 741 1579
191 199 232 262 884 1883
201 228 232 223 884 1989
206 245 213 236 900 1971
173 212 191 163 739 1753
164 121 103 105 493 1209
101 80 91 73 345 842
81 78 77 57 293 679
59 54 43 48 204 479
47 46 39 31 163 366
24 -Hour Totals: 13199 11890 25089
Peak Volume Information
Direction: N Direction: S Combined Directions
Hour Volume Hour Volume Hour Volume
A.M. 730 798 700 1042 730 1806
P.M. 1630 1140 1530 923 1630 2046
Daily 1630 1140 700 1042 1630 2046
Generated by SPS 5.0.53P
TRAFFIC IMPACT STUDY
SR 9 and
NW 22nd Avenue.
Caltran Engineering Group Pagel 44
SR 9 at NE 22nd Avenue
File Name : TMC-1 SR -9 at NW 22nd Avenue
Site Code : 00000000
Start Date : 1/25/2022
Page No : 1
Groups Printed- V ehicle - Trucks
NW 22n d Av enue NW 22nd Avenu e SR 9 SR 9
Southbo und Northbound We stbou nd Eastb ound
, Start Time u -Toms Left , Thru Right App. Total 1 u -Turns Left Thru Right App. Total u-Tums Left Thru Right App. Total U-Tums Left Thru Right App. Total Int. Total
07:00 AM 0 60 144 4 208 0 1 90 69 160 0 74 114 36 224 0 4 163 1 168 760
07:15 AM 0 49 157 6 212 0 0 109 82 191 0 67 142 31 240 0 1 192 1 194 837
07:30 AM 0 74 180 9 263 ' 0 0 110 81 191 0 98 137 31 266 0 3 182 0 185 905
07:45 AM 0 102 205 12 319 0 0 105 94 199 0 82 162 33 2771 0 10 146 0 156 951
Total 0 285 686 31 1002 0 1 414 326 741 0 321 555 131 1007 0 18 683 2 703 3453
08:00 AM 0 121 160 11 292 0 1 140 81 222 0 78 174 32 284 0 10 173 2 185 983
08:15 AM 0 87 116 12 215 0 1 133 98 232 0 99 195 27 3211 0 19 186 4 209 977
08:30 AM 0 132 149 13 294 0 4 104 79 187 0 75 159 31 2651 0 17 127 1 145 891
08:45 AM 0 86 183 13 282 : 0 2 97 70 169 . 0 83 117 23 223 1 0 16 108 0 124 . 798
Total 0 426 608 49 1083 1 0 8 474 328 810 0 335 645 113 1093 0 62 594 7 663 3649
*** BREA K ** *
04:00 PM 0 55 141 13 209 0 1 199 127 327 0 70 150 37 257 0 22 240 1 263 1056
04:15 PM 0 66 167 12 245 0 3 196 151 350 0 71 144 44 2591 0 21 191 1 213 1067
04:30 PM 0 59 170 13 242 0 2 191 140 333 0 61 170 38 269 1 0 16 183 1 200 1044
04:45 PM 0 58 156 16 230 0 1 203 145 349 0 76 135 47 258 0 14 193 1 208 1045
Total 0 238 634 54 926 0 7 789 563 1359 0 278 599 166 1043 0 73 807 4 884 4212
05:00 PM 0 51 147 15 213 0 2 195 205 402 0 68 150 52 270 0 19 191 1 211 1096
05:15 PM 0 69 168 10 247 0 1 196 188 385 0 62 156 73 291 0 20 202 1 223 1146
05:30 PM 0 77 144 11 232 0 1 159 126 286 0 68 145 62 275 0 22 175 0 197 990
05:45 PM 0 77 191 16 284 0 0 203 145 348 0 59 168 48 275 0 25 164 1 190 1097
Total 0 274 650 52 976 0 4 753 664 1421 0 257 619 235 1111 0 86 732 3 821 4329
Grand Total 0 1223 2578 186 3987 0 20 2430 1881 4331 0 1191 2418 645 4254 0 239 2816 16 30711 15643
Apprch % 0 30.7 64. 7 4.7 0 0. 5 56.1 43.4 0 28 56 .8 15.2 0 7.8 91 .7 0.5
Total % 0 7.8 16. 5 1.2 25. 5 , 0 0.1 15.5 12 27 .7 0 7.6 15.5 4 .1 27.2 , 0 1.5 18 0 .1 19 .6
V ehicle 0 1187 2481 181 3849 0 17 2368 1806 4191 0 1152 2216 622 3990 0 232 2529 15 27761 14806
% Vehicle 0 97.1 96.2 97.3 96. 5 0 85 97.4 96 96 .8 0 96.7 91.6 96 .4 93.8 0 97.1 89.8 93 .8 90.4 1 94 .6
Trucks 0 36 97 5 138 0 3 62 75 140 0 39 202 23 264 0 7 287 1 295 837
% Trucks ' 0 2. 9 3.8 2. 7 3. 5 0 15 2.6 4 3 .2 0 3 .3 8 .4 3.6 6.2 0 2.9 10 .2 6.2 9.6 5.4
SR 9 at NE 22nd Avenue
File Name : TMC-1 SR -9 at NW 22nd Avenue
Site Code : 00000000
Start Date : 1/25/2022
Page No : 2
m'Wo
r'n
Q 7 8
o C A N
a)
ID
O C
O N N N
01
04
N
�7 •-
N
60
N
m
2_�
NW 22nd Avenue
Out In To tal
7071
230
3222
92
3314
3849
138
3687
181
5
2481
97
1187
36
186
iht Tiro
LeLf+ t
2578
1223
North
1/25/2022 07:00 AM
1/25/2022 05:45 PM
Vehicle
Trucks
47 T r
Left Thru Right
17
3
2368
62
2430
1806
75
20
1881
I 3648 4191 17839!
137 140 277
3785 4331_ 8116
Out In Total
NW 22nd Av en ue
4_a•
2
82 W
m
m
m�60
T VS
O
m
Do 01
J
N N
0
N
Sp
m
SR 9 at NE 22nd Av enue
File Name : TMC-1 SR -9 at NW 22nd Avenue
Site Code : 00000000
Start Date : 1/25/2022
Page No : 3
NW 22n d Avenue
Southbo und
NW 22nd Ave nue
Northbo und
SR 9
Westbo und
Start Time
U -Turn s
Left
Thru
Right
App. Total
U-Tums
Left
Thru
Right
SR 9
Eastbound
App. To tal U-Tums Le ft Thru Right I App. Total
U-Tums
Left
Thru
Right
App . Total
Int. Total
Peak Hour Analysis From 07:00 AM to 08:45 AM - Pea k 1 of 1
Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 0 74 180 9 263 0 0 110 81 191 0 98 137 31 266 0 3 182 0 185 905
07:45 AM 0 102 205 12 319 0 0 105 94 199 0 82 162 33 277 0 10 146 0 156 951
08:00 AM 0 121 160 11 292 0 1 140 81 222 0 78 174 32 284 0 10 173 2 185 983
08:15 AM 0 87 116 12 215 0 1 133 98 232 0 99 195 27 321 0 19 186 4 209 977
Total Volume 0 384 661 44 1089 0 2 488 354 844 0 357 668 123 1148 0 42 687 6 735 3816
% App. Total 0 35.3 60.7 4 0 0.2 57.8 41.9 0 31. 1 58.2 10. 7 0 5 .7 93.5 0.8
PHF .000 .793 .806 .917 . 853 .000 .500 .871 .903 . 909 . 000 .902 . 856 . 932 .894 .000 .553 .923 .375 .879 .970
SR 9 at NE 22nd Avenue
File Name : TMC-1 SR -9 at NW 22nd Avenue
Site Code : 00000000
Start Date : 1/25/2022
Page No : 4
NW 22nd Avenue
Out In Total
653 1089 1742
44 661 384
Right Thru Left
4
Peak Hour Data
North
Peak Hour Begins at 07:30 AM,
Vehicle
Trucks
Left Thru Right
2 488 . 354
1024 844 186 8
Out In Total
NW 22nd Av en ue
4
73.
fG
—1
2
N
cn
0)
01
0
0
y
o
cn
W
0
SR 9 at NE 22nd Avenue
File Name : TMC-1 SR -9 at NW 22nd Avenue
Site Code : 00000000
Start Date : 1/25/2022
Page No : 5
NW 22nd Av enue
Southbo und
NW 22nd Av enue
No rthbo und
SR 9
Westbound
Start Time u --rums Left Thru Right App. Total
U-Tums
Left Thru Right
App. Total
U-Tums
Left Thru Right
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of
Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 0 59 170 13 242
04:45 PM 0 58 156 16 230
05:00 PM 0 51 147 15 213
05:15 PM 0 69 168 10 247
Total Volume 0 237 641 54 932
% A pp. Total 0 25. 4 68.8 5.8
PHF
.000 . 859 .943 .844 .943
0 2 191 140 333
0 1 203 145 349
0 2 195 205 402
0 1 196 188 385
0 6 785 678 1469
0 0. 4 53. 4 46.2
.000 .750 . 967 . 827 .914
App. Total
U-Tums
SR 9
Eastbound
Left
Thru Right
App. Total Int. Total
0 61 170 38 269
0 76 135 47 258
0 68 150 52 270
0 62 156 73 291
0 267 611 210 1088
0 24. 5 56. 2 19. 3
.000 .878 .899 .719 .935
0 16 183 1 200 1044
0 14 193 1 208 1045
0 19 191 1 211 1096
0 20 202 1 223 1146
0 69 769 4 842 4331
0 8 .2 91 .3 0.5
.000 .863 .952 1.00 .944 .945
SR 9 at NE 22nd Av enue
File Name : TMC-1 SR -9 at NW 22nd Avenue
Site Code : 00000000
Start Date : 1/25/2022
Page No : 6
NW 22nd Avenue
Out In Total
F1064 932 1 1996
541 641 2371
Right Thru Lleft
Peak Hour Data
0
North
Peak Hour Begins at 04:30 PM
Vehicle
Trucks
� T r
Left Thru Ri ht
745 678
912 1469, 1 23811
Out In Total
NW 22 nd Aven ua
2
-
0
co
V
TRAFFIC IMPACT STUDY
Service Road and
NW 22nd Avenue.
Caltran Engineering Group Pagel45
NW 22nd Avenue at Service Rd
File Name : TMC-2 NW 22nd Avenue at Service Rd
Site Code : 00000000
Start Date : 1/25/2022
Page No : 1
Start Time
07:00 AM
07:15 AM
07:30 AM
07:45 AM
Total
08:00 AM
08:15 AM
08:30 AM
08:45 AM
Total
** BREAK * **
04:00 PM
04:15 PM
04:30 PM
04:45 PM
Total
05:00 PM
05:15 PM
05:30 PM
05:45 PM
Total
Grand Total
Apprch %
Total %
Vehicle
% Vehicle
Trucks
% Trucks
NW 22nd Avenue
So uthbound
Groups Prin ted- Vehicle - Trucks
NW 22nd Av enue
No rthbound
Service Rd
Westbound
Service Rd
Eastbound
Left Thru Right
App. Total
0
0
0
0
0
0
0
0
0 0 0
0
0
0
0
0
0
0
0
0
0
0
0
0 0 0 0 0
O 0 0 0 0
0 0 0 0 0
0 0 0 0 0
0 0 0 0 0
0 0 0 2
0 0 0 0
O 0 0 1
O o 0 0
0 0 0 3
o 0 0 5
0 0 0 0
O 0 0 1
0 0 0 1
O 0 0 7
2
0
1
0
31
5
0
1
1
7
0 0 0 10 10
0 0 0 100
0 0 0 12.5 12. 5
0 0 0 9 9
0 0 0 90 90
0 0 0 1 1
O 0 0 10 10
U-Tums
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Left
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Thru
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Right
0
0
0
0
0
0
0
1
1
2
2
0
1
2
5
0
0
0
0
0
App. Total
0
0
0
0
0
0
0
1
1
2
2
0
1
2
5
0
0
0
0
0
O 0 0 7 7
0 0 0 100
0 0 0 8 .8 8.8
0 0 0 7 7
O 0 0 100 100
O 0
O 0
0 0
0 0
U-Tums
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Left
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Thru
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Right
4
2
1
2
9
3
1
5
1
10
3
2
2
1
8
5
3
1
3
12
o 0 0 39
0 0 0 100
O 0 0 48.8
O 0 0 38 38
0 0 0 97 .4 97 .4
0 0 0 1
O 0 0 2.6
App. Total
4
2
1
2
9
3
1
5
1
10
3
2
2
1
8
5
3
1
3
12
39
48 .8
U-Tums
1
2 .6
0
0
0
0
0 0 0 3
Left
0
0
0
0
Thru
0
0
0
0
Right
0
0
2
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4
2
1
3
10
0
2
2
1
5
2
1
2
1
6
App . Total
0
0
2
1
3
4
2
1
3
10
0
2
2
1
5
2
1
2
1
6
0 0 0 24 24
0 0 0 100
0 0 0 30 30
0 0 0 24 24
0 0 0 100 100
0 0 0 0
0 0 0 0
0
0
Int. Total
4
2
3
3
12
7
3
7
5
22
7
4
6
4
21
12
4
4
5
25
80
78
97 .5
2
2.5
NW 22nd Av enue at Service Rd
File Name : TMC-2 NW 22nd Avenue at Service Rd
Site Code : 00000000
Start Date : 1/25/2022
Page No : 2
NW 22nd Avenue
Out In Total
38 9 47
1 1 2
38 �I10 4$
0i
O'
P
00
00
0
0
9
1
0
0
0
0
0
0
Right Thru Left
10
No rth
1/25/2022 07:00 AM
1/25/2022 05:45 PM
Vehicle
Trucks
I_'
Left Thru Right
O 0 7
O 0 0
O 0 7
24 7! 31
0 0 0
24 7 31
Out In Total
NW 22 nd Avenue
0
r
0
00
0 0.
m
ls
W
C.3
0
4,5T
P —
cn
0
2
N
a
NW 22nd Avenue at Service Rd
File Name : TMC-2 NW 22nd Avenue at Service Rd
Site Code : 00000000
Start Date : 1/25/2022
Page No : 3
NW 22nd Ave nue
Sou thbo und
Start Time U-Tums Left Thru Right App. Total
U-Tums
NW 22nd Avenue
Northbound
Left Thru Right
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM 0 0 0 0 0 0 0 0 0
08:15 AM 0 0 0 0 0 0 0 0 0
08:30 AM 0 0 0 0 0 0 0 0 1
08:45 AM 0 0 0 0 0 0 0 0 1 1
App. Total
Total Vo lume
% App. Total
PHF
0 0 0 0 0
0 0 0 0
.000 .000 .000 .000 . 000
0
0
1
0 0 0 2 2
0 0 0 100
. 000 . 000 .000 . 500 .500
U-Tums
Service Rd
We stbo und
Left Thru Right
App. Total
0 0 0 3 3
0 0 0 1 1
0 0 0 5 5
O 0 0 1 1
O 0 0 10 10
O 0 0 100
.000 .000 . 000 .500 .500
U-Tums
Left
0 0
0 0
0 0
0 0
0 0 0 10 10
0 0 0 100
Service Rd
Eastbou nd
Thr u Right
0
0
0
0
4
2
1
3
App . Total
4
2
1
3
.000 .000 .000 .625 .625
Int . Total
7
3
7
5
22
.786
NW 22nd A venue at Service Rd
File Name : TMC-2 NW 22nd Avenue at Service Rd
Site Code : 00000000
Start Date : 1/25/2022
Page No : 4
NW 22nd A venue
Out In Total
10i L-0 10
cal
0
O
0
0
Right Thru
0
Left
Peak Hour Data
North
Peak Hour Begins at 08:00 AM 1
Vehicle
Trucks
Left Thru Right
0 0 2
10 2 12
Out In Total
NW 22nd Av enue
� to
NW 22nd Av enue at Service Rd
File Name : TMC-2 NW 22nd Avenue at Service Rd
Site Code : 00000000
Start Date : 1/25/2022
Page No : 5
NW 22nd A ve nue NW 22nd Av enue
So uthbo und No rthbound
Start Time U-Tums Left Thru Right App. To ta l U-Tums Left Thru Right
Peak Hour Analysis From 04:00 PM to 05:45 PM - Pe ak 1 of 1
Peak Hour for Entire Inte rsection Be gins at 04:15 PM
04:15 PM 0 0 0 0 0 0 0 0 0
04:30 PM 0 0 0 1 1 0 0 0 1
04:45 PM 0 0 0 0 0 0 0 0 2
05:00 PM 0 0_ 0 5_ 5 0 0 0 0
Total Volume 0 0 0 6 6 0 0 0 3
% ' . •. Total 0 0 0 100 0 _ 0 0 100
PHF . 000 . 000 .000 .300 .300] . 000 . 000 .000 .375
App. Total
Service Rd
Westbound
U-Tums Left Thru Right
App. Total
U-Tums
Se rvice Rd
Ea stbound
Left Thru Right
App. Total
Int . Total
0 0 0 0 2 2
1 0 0 0 2 2
2 0 0 0 1 1
0 0 0 0 5 5
3 0 0 0 10 10
0 _ 0 0 100
.375 I . 000 . 000 . 000 .500 .500
0 0 0 2 2
0 0 0 2 2
0 0 0 1 1
0 0 0 2 2
0 0 0 7 7
0 0 0 100
.000 .000 .000 .875 .875
4
6
4
12
26
.542
NW 22nd Avenue at Service Rd
File Name : TMC-2 NW 22nd Avenue at Service Rd
Site Code : 00000000
Start Date : 1/25/2022
Page No : 6
NW 22nd Avenue
Out In Total
10 6 16
6 0 0
Right Thru Left
Peak Hour Data
0
0
co
a
0
0
r-
North
Pe ak Hour Begins at 04:15 PM
Ve hicle
Trucks
'-1 T r'
Left Thru a ht
3
1_7_1 3 Eio
Out In T otal
NW 22nd Avenue
�o
11
2 0
CD
o
0
im
TRAFFIC IMPACT STUDY
Rutland Road and
NW 22"d Avenue.
Caltran Engineering Group Pagel 46
NW 22nd Avenue at Rutland St
File Name : TMC-3 NW 22nd A venue at Rutland St
Site Code : 000000
Start Date : 1/25/2022
Page No : 1
Start Time
07:00 AM
07:15 AM
07:30 AM
07:45 AM
Total
08:00 AM
08:15 AM
08:30 AM
08:45 AM
Total
* ** BREAK ***
04:00 PM
04:15 PM
04:30 PM
04:45 PM
Total
05:00 PM
05:15 PM
05:30 PM
05:45 PM
Total
NW 22nd Avenue
Southbound
U -Turns Left Thru Right App. Total U-Tums
4 5 207 1 217' 0
2 12 222 2 238 0
8 7 266 4 285 0
1 6 258 3 268. 0
15 30 953 10 1008 0
Groups Printed- Vehicle - Trucks
NW 22nd Av enue Rutland St Rutland St
Northbound Westbo und Eastbound
Left Thru Right ' App. Total U-Tums Left Thru Right App. Total U-Tums Left 1 Thru Right App. T otal Int. Total 1
0 132 1 133 0 1 0 5 6
0 163 0 163 0 0 2 7 9
0 175 0 175 0 6 0 4 10
2 177 1 180, 0 7 2 5 14
2 647 2 651 0 14 4 21 39I 0 13 1 9
5 8 212 4 229 0 1 208 2
4 7 184 4 199 0 1 214 2
3 2 191 7 203 0 3 159 0
3 9 274 8 294, 0 2 147 1
15 26 861 23 925 0 7 728 5
0 6 186 1 193 0 1 282 1
0 7 214 0 221 0 1 280 2
0 12 199 0 2111 0 4 276 1
0 9 226 1 236. 0 1 269 2
0 34 825 2 861 0 7 1107 6
0
0
0
0
0
Grand Total 30
Apprch % 0.8
Tota l % 0.4
Vehicle 30
% Vehicle 100
Trucks 0
% Trucks 0
4
15
5
6
30
187
212
191
219
809
2
2
2
6
12
120 3448 47
3. 3 94.6 1. 3
1.6 46 0.6
119 3306 46
99.2 95. 9 97. 9
1 142 1
0.8 4.1 2.1
193
229
198
231
851
0 1 295
0 1 273
0 1 210
0 0 277
0 3 1055
3645 0
0
48. 7 , 0
3501 0
96 0
144 0
4 0
211
217
162
150.
740
284
283
281
272
1120
0 7 4
0 4 2
0 1 0
0 2 0
0 14 6
0
0
0
0
0
2
4
2
2
10
3
0
0
2
5
2 13
4 101
6 7
5 7
17 37'
4
4
2
4
14
9
8
4
8
29
0 296 0 5 0 3 8
1 275 0 1 2 6 9
1 212 0 3 2 1 6
0 277 . 0 2 0 1 3,
2 1060' 0 11 4 11 26
19 3537 15
0.5 99 0.4
0.3 47.2 0.2
19 3408 15
100 96.4 100
0 129 0
0 3.6 0
3571 0
0
47 .7', 0
3442 1 0
96.4 0
129 0
3.6 0
49
37.4
0.7
46
93.9
3
6.1
19 63
14 .5 48.1
0.3 0.8
18 63
94 .7 100
1 0
5.3 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
131 0
0
1.7 0
127 0
96 .9 0
4 1 0
3.1 0
6
1
1
5
3
4
5
7
19
8
4
9
5
26
0 1
0 3
1 1
0 4
1 2
0 4
0 1
0 1
1 8
0
0
0
0
0
5
2
3
1
11
7
4
3
9
363
414
473
471
23 1721
6
8
6
8
28
13
6
12
6.
37
459
434
378
459
1730
499
518
508
522
2047
9 1 3 13 510
7 1 5 13 526
9 4 3 16 432
8 3 4 15 . 526
33 9 15 57 1994
91 11 43 145 7492
62.8 7.6 29 .7
1.2 0.1 0.6 1 .9
89 11 41 141 7211
97.8 100 95.3 97.2 , 96.2
2 0 2 4 281
2.2 0 4 .7 2.8 3.8
NW 22nd Avenue at Rutland St
File Name : TMC-3 NW 22nd Avenue at Rutland St
Site Code : 000000
Start Date : 1/25/2022
Page No : 2
03 CV co
0 N N
fn V LO
C
M N
0
as
co
O
a
rn d
J
v
NW 22nd Aven ue
Out In Total
3501 7061
144 275
3845 335
3560
131
3691
46
1
47
3306
142
149
1
150
3448
Right Thru Left
1
North
1/25/2022 07:00 AM
1/25/2022 05:45 PM
Vehicle
Trucks
Left Thru Right
19 3408 151
0 129 0
19
3537
15
33931 34421 6835
147. 129 276
3540 3571_ 7111
Out In Total
NW 22nd Avenue
W
F.
0
73
N5 o.
co
o ..
NW 22nd A venue at Rutland St
File Name : TM C-3 NW 22nd Avenue at Rutland St
Site Code : 000000
Start Date : 1/25/2022
Page No : 3
NW 22nd A venue
Southbo und
Start Time U-Tums Left Thru Right App. Total U -Turns
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1
Peak Hour for Entire Inte rsection Begins at 07:30 AM
07:30 AM 8 7 266 4 285
07:45 AM 1 6 258 3 268
08:00 AM 5 8 212 4 229
08:15 AM 4 7 184 4 199
Total Volume 18 28 920 15 981
App. Total 1. 8 2. 9 93. 8 1.5
PHF
. 563 . 875 .865 .938 . 861
NW 22n d Ave nu e
No rthbo und
Left Thru Right
Rutland St
Wes tbound
App. Total U-Tums
Left
Th
Right
Rutland St
Eastbound
App. Total U-Tums
Left
Thru
Right
App . Total
Int. Total
0 0 175 0 175 0 6 0 4 10 0 1 1 1 3 473
0 2 177 1 180 0 7 2 5 14 0 5 0 4 9 471
0 1 208 2 211 0 7 4 2 13 0 3 1 2 6 459
o 1 214 2 217 0 4 2 4 10 0 4 0 4 8 434
0 4 774 5 783 0 24 8 15 47 0 13 2 11 26 1837
0 0. 5 98.9 0. 6 0 51. 1 17 31.9 0 50 7.7 42.3
. 000 .500 . 904 . 625 .902 .000 . 857 .500 . 750 .839 .000 .650 .500 .688 .722 .971
NW 22nd Avenue at Rutland St
File Name : TMC-3 NW 22nd Avenue at Rutland St
Site Code : 000000
Start Date : 1/25/2022
Page No : 4
NW 22nd Aven ue
Out In Tota l
1 8021 981 1783
115 9201 46
Right Thru Left
Peak Hour Data
0
North
Peak Hour Begins at 07:30 AM
Ve hicle
Trucks
4-1 r'
Left Thru Rjght
774 5
F. — 955 I _ 784 ! 17381
Out In Total
NW 22nd Avenu e
4
2
m
l�
01
m
W
_a
a
y
0
NW 22nd Avenue at Rutland St
File Name : TMC-3 NW 22nd Avenue at Rutland St
Site Code : 000000
Start Date : 1/25/2022
Page No : 5
NW 22nd Avenue
Southbo und
Start Time
U -Turns
Left
Thru
Right
NW 22nd Av enue
Northbo und
App. To tal U-Tums
Left
Thru
Right
App. To tal
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Pe ak Hou r for Entire Inte rsection Begins at 04:30 PM
04:30 PM 0 12 199 0 211 0 4 276 1 281
04:45 PM 0 9 226 1 236 0 1 269 2 272
05:00 PM 0 4 187 2 193 0 1 295 0 296
05:15 PM 0 15 212 2 229 0 1 273 1 275
Total Volume 0 40 824 5 869 0 7 1113 4 1124
% App. Total 0 4. 6 94.8 0.6 _ 0 0.6 99 0. 4
PHF . 000 .667 . 912 . 625 .921 .000 .438 .943 .500 . 949
U-Tums
Rutland St
Westbo und
Left Thru Right
App. To tal
Rutland St
Eastbound
U-Tums
Left
Thru
Right
App. Total
Int. Total
0 2 0 2 4
0 2 2 4 8
0 5 0 3 8
0 1 2 6 9
0 10 4 15 29
0 34.5 13. 8 51.7
.000 . 500 . 500 .625 .806
0 9 0 3
0 5 0 1
0 9 1 3
0 7 1 5
0 30 2 12
0 68 .2 4 .5 27 .3
.000 .833 .500 .600
12
6
13
13
44
508
522
510
526
2066
.846 1 .982
NW 22nd Avenue at Rutland St
File Name : TMC-3 NW 22nd Avenue at Rutland St
Site Code : 000000
Start Date : 1/25/2022
Page No : 6
NW 22nd Avenue
Out In Total
11581 L§69 20271
5
824
40
Right Thru Left
Peak Hour Data
North
Peak Ho ur Begins at 04:30 PM
V ehicle
Trucks
Left Thru Right
L 11 3 4!
[ 846 1 11241 1970
Out In Total
NW 22nd Av enue
L 73
-+o
—1
-2
TRAFFIC IMPACT STUDY
APPENDIX
Growth Data
Caltran Engineering Group PageI47
FLORIDA DEPARTMENT OF TRANSPORTATION
TRANSPORTATION STA TISTICS OFFICE
2020 HISTORICAL A ADT REPORT
COUN TY: 87 - M IAM I-DADE
SITE: 8621 - NW 22 AVE, 200' NORTH OF NW 132 ST (2011 OFF SYSTEM CYCLE)
YEAR A ADT DIRECTION 1 DIRECTION 2 *K FA CTOR D FACTOR T FACTOR
2020 19900 C N 10500 S 9400 9. 00 56.00 5.20
2019 20100 T N 10500 S 9600 9.00 56.00 8. 30
2018 20300 S N 10500 S 9800 9.00 54.30 6. 00
2017 23000 F N 12000 S 11000 9.00 55.70 8.50
2016 23000 C N 12000 S 11000 9. 00 56.10 6. 50
2015 17900 T N 9600 S 8300 9.00 57.40 8. 50
2014 18100 S N 9700 S 8400 9.00 59.30 7.50
2013 18300 F N 9800 S 8500 9.00 58. 90 16. 20
2012 18400 C N 9900 S 8500 9. 00 59. 70 16.00
AADT FLA GS: C = COMPUTED; E = MANUAL ESTIMA TE; F = FIRST YEAR ESTIMATE
S = SECOND YEA R ESTIMA TE; T = THIRD YEAR ESTI MATE; R = FOURTH YEAR ESTIMATE
V = FIFTH YEA R ESTIMATE; 6 = SIXTH YEAR ESTIMATE; X = UNKNOWN
*K FACTOR: STARTING W ITH YEAR 2011 IS STANDARDK, PRIOR YEARS ARE K30 VALUES
Traffic Tren ds - V03. a
FIN#
Location
1234
1
County:
Station #:
Highway:
M iami -Dade (87)
0
0
Average Daily Traffic (Vehicles/Day)
25000
20000
15000
10000
5000
0
t I f
2015 2020
=Observed Count
Fitted Curve
2025
2030
2035
Year
I I
Trend R -squared:
Compounded Annual Historic Gro wth Rate:
Compounded Growth Rate (2019 to Design Year):
Printed:
11 .08%
2.20%
0.48 %
3 -Feb -22
Decaying Expo nential Growth Option
Year
Traff ic (A DT/AADT)
Count*
Trend**
2015
17900
19800
2016
23000
20600
2017
23000
21000
2018
20300
21300
2019
20100
21600
2032
Op ening Yea
Trend
2032
N/A
23100
2033
Mid -Year Trend
2033
N/A
23100
2034
Design Yea
Trend
2034
N/A
23200
TRANPLAN
Forecasts/Trends
*Axle -Adjusted
Traffic Trends - V03.a
FIN#
Location
Av erage Daily Traffic (Vehicles/Day)
1234
1
County:
Station #:
Highway:
M iami -Dade (87)
0
0
2015 2020 2025 2030 2035
Trend R -squared:
Compounded Annual Historic Growth Rate:
Compounded Growth Rate (2019 to Design Year):
Printed:
2.57 %
1 .09%
1 .08 %
3 -Feb -22
Ex pon ential Growth Opti on
Year
Traffic (A DT/AADT)
Co unt*
Trend**
2015
17900
20300
2016
23000
20500
2017
23000
20800
2018
20300
21000
2019
20100
21200
2032
Opening Year
Trend
2032
N/A
24400
2033
Mid -Y ear Trend
2033
N/A 24600
2034
Design Year Trend
2034
N/A 24900
TRANPLAN
Forecasts/Trends
*Axle -Adjusted
Traffic Trends - V03. a
FIN#
Location
1234
1
Coun ty:
Station #:
Highway:
Miami -Da de (87)
0
0
Av erage Daily Traff ic (Vehicles/Day)
30000
25000
20000
15000
10000
5000
0
=Observed Count
4.Fitted Curve
2015 2020 2025 2030 2035
Yea r
" Annual Trend Increase:
Trend R -squared:
Trend Annual Historic Growth Rate:
Trend Growth Rate (2019 to Design Year):
Printed:
170
1.54%
0 .85 %
0.82%
3 -Feb -22
Straight Line Growth Option
Year
Traffic (ADT/AADT)
Count*
Trend**
2015
2016
2017
2018
2019
17900
23000
23000
20300
20100
20500
20700
20900
21000
21200
2032
Opening Year
Trend
2032
N/A
23400
2033
Mid -Year Trend
2033
N/A
23600
2034
Design Year
Trend
2034
N/A
23800
TRANPLAN
For ecasts/Trends
*Axle -Adjusted
TRAFFIC IMPACT STUDY
APPEINDIX
Vistro Reports
Caltran Engineering Group Pagel 48
TRAFFIC IMPACT STUDY
Signal Timing
Caltran Engineering Group PageI63
Print Date:
10/4/2021
Asset
5166
TOD Schedu le Repo rt
for 5166: Rutland St&NW 22 Av
Print Time:
7:52 PM
TOD TOD A ctive Acti ve
Intersection Schedu le Op Mode Plan # Cycle Offset Setting PhaseBank Maxim um
Rutland St&NW 22 Av DOW -2 TOD [05] POST -AM PEAK 110 0 N/A 2 Max 2
Splits
PH1 PH2 P113 PH PH PH PH7 PH8
SBT - WBT - NBT - EBT
0 62 0 34 0 62 0 34
A ctiv e Phase Bank:
Phase Walk Don't Walk M in Initial Veh Ex t Max Limit Max 2 Yellow Red
Phase Bank
1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3
1-
0- 0- 0
0- 0- 0
0- 0- 0
0 - 0 - 0
0- 0- 0
0- 0- 0
0
0
2 SBT
0 - 7 - 7
0 - 18 - 18
18 - 7 - 7
1 - 1 - 1
32 - 26 - 26
0 - 48 - 48
4
3
3-
0- 0- 0
0- 0- 0
0- 0- 0
0 - 0 - 0
0- 0- 0
0- 0- 0
0
0
4 WBT
0 - 0 - 0
0 - 0 - 0
7 - 7 - 7
2.5 -2. 5 - 2.5
12 - 12 - 12
24 - 24 - 32
4
3
5-
0- 0- 0
0- 0- 0
0- 0- 0
0- 0 - 0
0- 0- 0
0- 0- 0
0
0
6 NBT
0 - 7- 7
0 -18 -18
18- 7 - 7
1 -1 - 1
32- 26- 26
0 -48-48
4
3
7-
0- 0- 0
0- 0- 0
0- 0- 0
0- 0 - 0
0- 0- 0
0- 0- 0
0
0
8 EBT
0 - 7 - 7
0 - 26 - 26
7 - 7 - 7
2.5 -2. 5 - 2.5
12 - 12 - 12
24 - 24 - 32
4
3
T
Phase Bank 2
Last In Service Date: unknown
Permitt ed Phases
12345678
Default -234-6-8
External Permit 0
External Permit 1
External P ermit 2
P age 1 of 2
Print Date:
10/4/2021
TO D Schedule Report
for 5166: Rutland St&N W 22 Av
Print Time:
7:52 PM
Curre nt
Plan Cycle
1 2
- SBT
Green Time
6
NBT
7 8
- EBT
Ring Offset
Offset
3 4
- WBT
5
-
TOD Schedule
2
85
0
24
0
47
0
24
0
47
0
0
3
140
0
88
0
38
0
88
0
38
0
42
4
120
0
82
0
24
0
82
0
24
0
0
5
110
0
62
0
34
0
62
0
34
0
0
6
120
0
51
0
55
0
51
0
55
0
0
7
160
0
75
0
7
0
75
0
71
0
0
8
160
0
75
0
71
0
75
0
71
0
152
0
12
9
145
0
91
0
4U
U
91
U
40
10
160
0
71
0
75
0
71
0
75
0
152
13
130
0
92
0
24
0
92
0
24
0
0
14
130
0
92
0
24
0
92
0
24
0
0
16
120
0
72
0
34
0
72
0
34
0
28
18
70
0
32
0
24
0
32
0
24
0
0
19
70
0
63
0
0
0
63
0
0
0
0
20
70
0
32
0
24
0
32
0
24
0
0
21
70
0
63
0
0
0
63
0
0
0
0
Current Time of Day Function
Time Fun ction
0000 TOD OUTPUTS
0700 TOD OUTPUTS
0930 TOD OUTPUTS
1330 TOD O UTPUTS
1600 TOD OUTPUTS
Settin gs * Day of Week
7 1 SuMTWThFS
MTWThF
7 1 M TWThF
MTWThF
-7 1 M TWThF
Local TOD Schedule
Time
0000
0600
0700
0700
0930
1330
1600
1900
2100
Plan
Free
16
9
10
3
7
8
5
Free
DOW
SuMTWThF S
MTWThF
Su S
MTWThF
MTWThF
MTWThF
MTWThF
MTWThF
SuMTWThF S
Loca l Time of Da y Function
Time Function
0000
0700
0930
1330
1600
TOD OUTPUTS
TOD OUTPUTS
TOD OUTPUTS
TOD OUTPUTS
TOD OUTPUTS
Setti ngs * Day of W eek
7 1 SuMTWThFS
MTWThF
-7 1 MTWThF
MTWThF
-7 1 MTWThF
No Ca le nda r D efined/Enabled
* S etti ngs
Blank - FREE - Phase Bank 1, Max 1
Bl ank - 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 O MIT
8 - TBA
Page 2 of 2
Print Date:
10/4/2021
Asset
2981
TOD Schedu le Report
for 2981: SR- 9&N W 22 Av
T OD
Intersection Schedule Op Mode
SR- 9&NW 22 Av DO W -2 TOD
Plan #
Splits
PH 1 PH 2 PH 3 PH 4 PH 5 PH 6 PH 7 PH 8
NBL SBT EBL WBT SBL NBT WBL EBT
0 0 0 0 0 0 0 0
J`4* -1 ra ÷
nom_.._ o....t.
N/A
Print Tim e:
3:55 PM
TO D Active Active
Cycle Offset Settin PhaseBa nk M axim um
0 0 N/A 0 Max 0
^ M
Phase Jy vy Walk Wv Don't Walk M in Initial Veh Ex t Max Limit Max 2 Yello w Red
Phase Bank
1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3
1 NBL
0 - 0 - 0
0 - 0 - 0
5 - 5 - 5
2 - 2 - 2
16 - 20 - 20
30 - 30 - 30
4
2
2 SBT
7 - 7 - 7
36 - 36 - 36
7 - 7 - 7
1 - 1 - 1
40 - 40 - 40
0 - 50 - 50
4
2 .2
3 EBL
0 - 0 - 0
0 - 0 - 0
5 - 5 - 5
2.5 -2. 5 - 2.5
16 - 15 - 15
22 - 22 - 22
4 .8
2
4 WBT
7 - 7 - 7
32 - 32 - 32
18 - 18 - 18
2.5 -2.5 - 2.5
38 - 35 - 35
50 - 50 - 50
4 .8
2
5 SBL
0 - 0 - 0
0 - 0 - 0
5 - 5 - 5
3.5 - 2 - 2
16 - 20 - 20
30 - 30 - 30
4
2
6 NBT
7 - 7 - 7
36 - 36 - 36
7 - 7 - 7
1 - 1 - 1
40 - 40 - 40
0 - 50 - 50
4
2.2
7 WBL
0 - 0 - 0
0 - 0 - 0
5 - 5 - 5
2.5 -2. 5 - 2. 5
16 - 15 - 15
22 - 22 - 22
4 .8
2
8 EBT
7 - 7 - 7
32 - 32 - 32
18 - 18 - 18
2.5 -2. 5 - 2. 5
38 - 35 - 35
50 - 50 - 50
4.8
2
Gre en Time
Curren t 1 2 3 4 5 6 7 8
Plan Ring Offs et Offs et
TOD Schedule . ycle NBL SBT EBL WBT SBL NBT WBL EBT
2
145 29 42 15 33 29 42 15 33 0 0
3
140 16 46 15 37 16 46 15 37 0 0
4
150 25 51 15 33 25 51 15 33 0 0
6
140 9 54 14 35 20 43 16 35 0 0
0
7
140 16 46 16 36 16 46 16 36
0
8
160 26 50 14 44 20 56 14 44
0 136
9
145 29 42 15 33 29 42 15 33 0 0
10
160 12 60 15 47 28 44 15 47 0 126
11
140 8 54 14 36 23 39 17 35 0 0
16
120 12 44 12 26 12 44 12 26 0 0
Last In Service Date: unknown
Permitted Phases
12345678
Default 12345678
External Permit 0
External Permit 1
External Permit 2
Local TOD Schedule
Time Plan DOW
0000 Free Su M T W Th F S
0600 16 M T W Th F
0700 9 Su S
0700 10 M T W Th F
0930 3 M T W Th F
1330 7 M T W Th F
1500 8 M T W Th F
1900 Free M T W Th F
Page 1 of 2
Print Date:
10/4/2021
TOD Sche du le R eport
for 2981: SR- 9&NW 22 Av
Print Time:
3:55 PM
Current Time of Day Function
Time Function Settings * Day of Week
0000 TOD OUTPUTS SuM T W ThF S
Loca l Time of Day Function
Time Func tion Settin gs * Day of We ek
0000 TOD OUTPUTS SuM T W ThF S
No Cale ndar Defined/Ena bled
* 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 PER MIT 2
7 - X-PED O MIT
8 - TBA
Page 2 of 2
TRAFFIC IMPACT STUDY
Scen.ar'io No1.i
SR 9 & NW 22nd Avenue
Caltran Engineering Group PageI49
TRAFFIC IMPACT STUDY
Caltran Engineering Group Pagel 61
Generated with
Version 2022 (SP 0-2)
VISTRO
Control Type:
Analysis Method:
Analysis Period:
Intersection Setup
Signalized
HCM 7th Edition
15 minutes
Intersection Level Of Service Report
Intersection 1: NW 22 Avenue and SR 9
Delay (sec / veh):
Level Of Service:
Volume to Capacity (v/c):
61.1
E
0.731
Name
NW 22 Avenue
NW 22 Avenue
SR 9
SR 9
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
Iiir
ii1r
iiih
iilir
Tuming Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Lane Width (ft]
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
1
0
0
1
0
0
2
0
0
2
1
Entry Pocket Length [ft]
100.00
100 00
100 00
80.00
100 00
100.00
415.00
100.00
100.00
400.00
100-00
275.00
No. of Lanes in Exit Pocket
0
0
0
0
0
0
0
_
1
0
0
Exit Pocket Length [ft]
1. 0=
0 00
,.0 00
0 00
0 00
0 X1()
0 00
0 00
400.00
i' 0r
0 00
0 1
Speed [mph]
30.00
30.00
45.00
45.00
Grade [%]
0.00
0.00
0.00
0.00
Curb Present
Yes
Yes
Yes
Yes
Crosswalk
Yes
Yes
Yes
Yes
Generated with Era
Version 2022 (SP 0-2)
Volumes
VISTRO
Name
NW 22 Avenue
NW 22 Avenue
SR 9
SR 9
Base Volume Input [veh/h]
2
488
354
384
661
44
42
687
6
357
668
123
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
2.00 I 2.00
2.00
2.00
2.00
2.00
2.00 2.00
2.00
2.00
2.00
2.00
Proportion of CAVs [%]
0.00
Growth Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Right Turn on Red Volume [veh/h]
0
0
0
0
Total Hourly Volume [veh/h]
2
488
354
384
661
44
42
687
6
357
668 123
Peak Hour Factor
0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700 0.9700
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
1
126
91
99
170
11
11
177
2
92
172
32
Total Analysis Volume [veh/h]
2
503
365
396
681
45
43
708
6
368
689
127
Presence of On -Street Parking
No
No
No
No
No
No
No
No
On -Street Parking Maneuver Rate [/h]
Local Bus Stopping Rate [/h]
0
0
0
0
vdo, Outbound Pedestrian Volume crossing
0
0
0
0
v_di, Inbound Pedestrian Volume crossing m 0
0
0
0
v_co, Outbound Pedestrian Volume crossing 0
0
0
0
v_ci, Inbound Pedestrian Volume crossing mi 0
0
0
0
v_ab, Corner Pedestrian Volume [ped/h] 0
0
0
0
Bicycle Volume [bicycles/h] 0
0
0
0
Generated with COO
Version 2022 (SP 0-2)
Intersection Settings
VISTRO
Located in CBD
Yes
Signal Coordination Group
-
Cycle Length [s]
160
Coordination Type
Time of Day Pattern Coordinated
Actuation Type
Semi -actuated
Offset [s]
126.0
Offset Reference
Lead Green - Beginning of First Green
Permissive Mode
SingleBand
Lost time [s]
0.00
Phasing 8 Timing
Control Type
ProtPer
Permiss
Permiss
ProtPer
Permiss
Permiss
Protecte
Permiss
Permiss
Protecte
Permiss
Permiss
Signal Group
6
1
0
5
2
0
3
8
0
7
4
u
Auxiliary Signal Groups
Lead / Lag
Lead
Lead
-
Lead
Lead
Minimum Green [s]
5
7
0
5
7
0
5
18
i•
5
18
0
Maximum Green [s]
30
50
0
30
50
0
22
50
0
22
50
0
Amber [s]
4.0
4.0
0.0
4.0
4.0
0.0
4.8
3.0
0.0
4.8
3.0
0.0
All red [s]
2.0
2.2
00
2.0
2.2
00
2.0
2.0
00
2.0
2.0
00
Split [s]
18
49
0
34
66
0
22
54
0
22
54
0.
Vehicle Extension [s]
3.0
3.0
0.0
3.0
3.0
0 0
3.0
3.0
0-0
3.0
3.0
0 0
Walk [s]
i?
7
7
0
0
7
0
7
Pedestrian Clearance [s]
0
36
(1
0
36
0
32
0
0
32
0
Delayed Vehicle Green [s]
0.0
0.0
0 0
0.0
0.0
0 0
0.0
0.0
0 n
0.0
0.0
t!
Rest In Walk
No
No
No
No
11, Start -Up Lost Time [s]
2.0
2.0
0.0
2.0
2.0
0 0
2.0
2.0
0.0
2.0
2.0 `:
0
12, Clearance Lost Time [s]
4.0
4.2
0.0
4.0
4.2
0 0
4.8
3.0
0.0
4.8
3.0
0.0
Minimum Recall
No
No
No
No
No
No
No
No
Maximum Recall
No
No
No
No
No
No
No
No
Pedestrian Recall
No
No
No
No
No
No
No
No
Detector Location [ft]
3.0
0.0
0 0
3.0
0 0
3.0
3.0
3.0
3.0
0 c
Detector Length [ft]
40.0
0 0
0) 0
40.0
0 0
0 0
40.0
40.0
0 0)
40.0
40.0
n r_
1, Upstream Filtering Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Exclusive Pedestrian Phase
Pedestrian Signal Group
0
Pedestrian Walk [s]
0
Pedestrian Clearance [s]
0
Generated with mg
Version 2022 (SP 0-2)
VISTRO
Lane Group Calculations
Lane Group
L
C
R
L
C
R
L
C
C
L
C
R
C, Cycle Length [s]
160
160
160
160
160
160
160
160
160
160
160
160
L, Total Lost Time per Cycle [s]
6.20
6.20
6.20
6.20
6.20
6.20
6.80
5.00
5.00
6.80
5.00
5.00
11_p, Permitted Start -Up Lost Time [s]
0.00
0 00
0.00
0.00
0 00
0.00
0 00
0 00
0.00
0 00
0.00
12, Clearance Lost Time [s]
0.00
4.20
4.20
0.00
4.20
4.20
4.80
3.00
3.00
4.80
3.00
3.00
g i, Effective Green Time [s]
90
58
58
90
83
83
4
37
37
15
48
48
g / C, Green / Cycle
0.56
0.36
0.36
0.56
0.52
0.52
0.03
0.23
0.23
0.10
0.30
0.30
(v / s)_i Volume / Saturation Flow Rate
0.00
0.16
0.26
0.50
0.21
0.03
0.01
0.21
0.21
0.12
0.22
0.09
s, saturation flow rate [veh/h]
703
3204
1431
788
3204
1431
3113
1683
1678
3113
3204
1431
c, Capacity [veh/h]
370
1158
517
459
1662
742
85
392
391
296
964
430
d1, Uniform Delay [s]
17.00
38.72
43.82
24.55 23.53
19.13
76.77
59.75
59.75
72.40
49.81
42.91
k, delay calibration
0.50
0.50
0.50
0.50 0.50
0.50
0.11
0.22
0.22
0.11
0.11
0.11
I, Upstream Filtering Factor
1.00
1.00
1.00
1.00 1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
d2, Incremental Delay [s]
0.03
1.19
7.90
18.96
0.75
0.16
4.66
15.03
15.08
116.34
1.00
0.38
d3, Initial Queue Delay [s]
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Rp, platoon ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
PF, progression factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Lane Group Results
X, volume / capacity
0.01
0.43
0.71
0.86
0.41
0.06
0.51
0.91
0.91
1.24
0.71
0.30
d, Delay for Lane Group [s/veh]
17.03
39.91
51.72
43.51
24.28
19.29
81.44
74.78
74.83
188.74
50.82
43.29
Lane Group LOS
B
D
D
D
C
B
F
E
E
F
D
D
Critical Lane Group
Nr.
No
Yes
Yes
No
No
No
No
Yes
Yes
No
No
50th -Percentile Queue Length [veh/In]
0.04
7.79
13.62
11.19
8.17
0.89
0.92
15.49
15.46
10.77
12.20
3.88
50th -Percentile Queue Length [ft/In]
0.90
194.86
340.58
279.87
204.20
22.28
23.00
387.32
386.38
269.18
305.05
96.94
95th -Percentile Queue Length [veh/In]
0.07
12.37
19.68
16.68
12.86
1.60
1.66
21.95
21.90
17.44
17.93
6.98
95th -Percentile Queue Length [ft/In]
1.63
309.33
491.91
417.05
321.38
40.11
41.40
548.70
547.57
436.06
448.26
174.49
Generated with Era
Version 2022 (SP 0-2)
VISTRO
d_M, Delay for Movement [s/veh]
17.03
39.91
51.72
43.51
24.28
19.29
81.44
74.81
74.83
188.74
50.82
43.29
Movement LOS
B
D
D
D
C
B
F
E
E
F
D
D
d_A, Approach Delay [s/veh]
44.81
30.86
75.18
92.88
Approach LOS
D
C
E
F
d_I, Intersection Delay [s/veh]
61 15
Intersection LOS
E
Intersection V/C
0.731
Other Modes
g_Walk,mi, Effective Walk Time [s]
11.0
11.0
11.0
11.0
M_comer, Comer Circulation Area [ft2/ped]
0.00
0.00
0.00
0.00
M_CW, Crosswalk Circulation Area [ft2/pedI
0.00
0.00
0.00
0.00
d p, Pedestrian Delay [s]
69.38
69.38
69.38
69.38
I_p,int, Pedestrian LOS Score for Intersecticn
2.793
2.772
2.935
3.386
Crosswalk LOS
C
C
C
C
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
2000
2000
c_b, Capacity of the bicycle lane [bicycles/11
535
748
613
613
d_b, Bicycle Delay [s]
42.92
31.38
38.50
38.50
I_b,int, Bicycle LOS Score for Intersection
2.277
2.485
2.184
2.536
Bicycle LOS
B
B
B
B
Sequence
Ring 1
Ring 2
Ring 3
Ring 4
5
1
3
4
6
2
7
8
111.1111111.1111111.11 111.1111111.1111111,
2 43s
MP 39s
TRAFFIC IMPACT STUDY
PM
Caltran Engineering Group PageI62
Generated with Gia
Version 2022 (SP 0-2)
VISTRO
Control Type:
Analysis Method:
Analysis Period:
Intersection Setup
Signalized
HCM 7th Edition
15 minutes
Intersection Level Of Service Report
Intersection 1: NW 22 Avenue and SR 9
Delay (sec / veh):
Level Of Service:
Volume to Capacity (v/c):
79.6
E
0.935
Name
NW 22 Avenue
NW 22 Avenue
SR 9
SR 9
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
I I i r
i i i r
"rill*
i i i i r
Tuming Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Lane Width [ft]
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
1
0
1
0
2
it
0
2
1
Entry Pocket Length [ft]
100.00
100 00
100.00
80.00
100.00
100 00
415.00
100 00
100.00
400.00
)00 00
275.00
No. of Lanes in Exit Pocket
0
0
0
0
0
0
0
1
0
0
Exit Pocket Length [ft]
0 00
0 00
0 00
0 00
0 00
0 00
0 00
0 00
400.00
1,
0 n0
0 0C'
Speed [mph]
30.00
30.00
45.00
45.00
Grade [%]
0.00
0.00
0.00
0.00
Curb Present
Yes
Yes
Yes
Yes
Crosswalk
Yes
Yes
Yes
Yes
Generated with Ing
Version 2022 (SP 0-2)
Volumes
VISTRO
Name
NW 22 Avenue
NW 22 Avenue
SR 9
SR 9
Base Volume Input [vehlh]
6
785
678
237
641
54
69
769
4
267
611
210
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
2.00 2.00 2.00
2.00 2.00
2.00
2.00 2.00
2.00
2.00 2.00 2.00
Proportion of CAVs [%]
0.00
Growth Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Right Turn on Red Volume [veh/h]
0
0
0
0
Total Hourly Volume [veh/h]
6 785 678
237 641 54
69 769 4
267 611 210
Peak Hour Factor
0.9400
0.9400
0.9400
0.9400
0.9400
0.9400
0.9400
0.9400
0.9400
0.9400
0.9400
0.9400
Other Adjustment Factor
1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Total 15 -Minute Volume [veh/h]
2
209
180
63
170
14
18
205
1
71
163
56
Total Analysis Volume [veh/h]
6
835
721
252
682
57
73
818
4
284
650
223
Presence of On -Street Parking
No
No
No
No
No
No
No
No
On -Street Parking Maneuver Rate [/h]
Local Bus Stopping Rate [/h]
0
0
I 0
0
v_do, Outbound Pedestrian Volume crossing
0
0
0
0
v_di, Inbound Pedestrian Volume crossing
m 0
0
0
0
v_co, Outbound Pedestrian Volume crossing
0
0
0
0
v_ci, Inbound Pedestrian Volume crossing mi
0
0
0
0
v_ab, Corner Pedestrian Volume [ped/h]
0
0
0
0
Bicycle Volume [bicycles/h]
0
0
0
0
Generated with
PTV
Version 2022 (SP 0-2)
Intersection Settings
VISTRO
Located in CBD
Yes
Signal Coordination Group
-
Cycle Length [s]
160
Coordination Type
Time of Day Pattern Coordinated
Actuation Type
Semi -actuated
Offset [s]
136.0
Offset Reference
Lead Green - Beginning of First Green
Permissive Mode
SingleBand
Lost time [s]
0.00
Phasing & Timing
Control Type
ProtPer
Permiss
Permiss
ProtPer
Permiss
Permiss
Protecte
Permiss
Permiss
Protecte
Permiss
Permiss
Signal Group
6
1
5
2
3
8
7
4
Auxiliary Signal Groups
Lead / Lag
Lead
Lead
Lead
Lead
Minimum Green [s]
5
7
0
5
7
(i
5
18
0
5
18
u
Maximum Green [s]
30
50
0
30
50
0
22
50
0
22
50
0
Amber [s]
4.0
4.0
0.)i•
4.0
4.0
0.0
4.8
4.8
O.i
4.8
4.8
0.0
All red [s]
2.0
2.2
0C'
2.0
2.2
00
2.0
2.0
0_,
2.0
2.0
0.0
Split [s]
32
62
0
26
56
0
21
52
0
21
52
0
Vehicle Extension [s]
3.0
3.0
0.C•
3.0
3.0
0 L.
3.0
3.0
0.0
3.0
3.0
0.0
Walk [s]
7
0
7
0
7
0
7
0
Pedestrian Clearance [s]
36
0'
36
0
32
0
c 32
0
Delayed Vehicle Green [s]
0.0
0.0
0 !.
0.0
0.0
0 0
0.0
0.0
0.0 0.0
0.0
Rest In Walk
No
No
No
No
11, Start -Up Lost Time [s]
2.0
2.0
0.0
2.0
2.0
0 0.
2.0
2.0
0.0
2.0 2.0
0.0
12, Clearance Lost Time [s]
4.0
4.2
0.0
4.0
4.2
0.0
4.8
4.8
0.0
4.8 4.8
0.0
Minimum Recall
No
No
No
No
No
No
No No
Maximum Recall
No
No
No
No
No
No
No No
Pedestrian Recall
No
No
No
No
No
No
No No
Detector Location [ft]
3.0
0.0
3.0
0.0
3.0
3.0
0.0
3.0 3.0
0.0
Detector Length [ft]
40.0
`' 0
40.0
0
n 0
40.0
40.0
0 n
40.0 40.0
0 0
1, Upstream Filtering Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00 1.00
1.00 1.00
1.00
Exclusive Pedestrian Phase
Pedestrian Signal Group
0
Pedestrian Walk [s]
0
Pedestrian Clearance [s]
0
Generated with MI
Version 2022 (SP 0-2)
VISTRO
Lane Group Calculations
Lane Group
L
C
R
L
C
R
L
C
C
L
C
R
C, Cycle Length [s]
161
161
161
161
161
161
161
161
161
161
161
161
L, Total Lost Time per Cycle [s]
6.20
6.20
6.20
6.20
6.20
6.20
6.80
6.80
6.80
6.80
6.80
6.80
11_p, Permitted Start -Up Lost Time [s] 0.00
0.00
0.00
000
0.00
000
000
0.00
0 00
0 00
12, Clearance Lost Time [s]
0.00
4.20
4.20
0.00
4.20
4.20
4.80
4.80
4.80
4.80
4.80
4.80
g i, Effective Green Time [s]
84
61
61
84
77
77
6
42
42
14
50
50
g / C, Green / Cycle
0.52
0.38
0.38
0.52
0.48
0.48
0.04
0.26
0.26
0.09
0.31
0.31
(v / s)_i Volume / Saturation Flow Rate
0.01 0.26
0.50
0.40 0.21 0.04
0.02 0.24
0.24
0.09
0.20 0.16
s, saturation flow rate [veh/h]
708
3204
1431
626
3204
1431
3113
1683
1680
3113
3204
1431
c, Capacity [veh/h]
339
1213
541
326
1527
682
110
438
438
275
1004
448
dl, Uniform Delay [s]
20.23
42.05
50.03
32.47
28.04
22.99
76.73
58.27
58.27
73.40
47.60
44.95
k, delay calibration
0.50
0.50
0.50
0.50
0.50
0.50
0.11
0.28
0.28
0.11
0.11
0.11
I, Upstream Filtering Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
d2, Incremental Delay [s]
0.10
3.21
161.57
16.28
0.95
0.24
6.76
20.19
20.21
34.58
0.71
0.85
d3, Initial Queue Delay [s]
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Rp, platoon ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00 1.00
1.00
1.00
1.00
PF, progression factor
1.00 1.00 1.00
1.00 1.00 1.00
1.00
1.00 1.00
1.00
1.00 1.00
Lane Group Results
X, volume / capacity
0.02
0.69
1.33
0.77
0.45
0.08
0.67
0.94
0.94
1.03
0.65
0.50
d, Delay for Lane Group [s/veh]
20.33
45.26
211.60
48.75
28.98
23.23
83.49
78.45
78.48
107.98
48.31
45.81
Lane Group LOS
C
D
F
D
C
C
F
E
E
F
D
D
Critical Lane Group
NC. No Yes
Yes
No No
No No Yes
Yes No No
50th -Percentile Queue Length [veh/In]
0.12
14.60
45.99
7.00
9.08
1.26
1.58
18.52
18.49
6.92
11.16
7.27
50th -Percentile Queue Length [ft/ln]
3.01
364.88
1149.63
175.01
227.10
31.57
39.57
463.08
462.37
173.02
279.00
181.85
95th -Percentile Queue Length [veh/In]
0.22
20.86
68.04
11.34
14.03
2.27
2.85
25.58
25.55
11.37
16.64
11.70
95th -Percentile Queue Length [ft/In] 5.42 521.52 1701.06 283.49 350.68 56.83 71.22 639.54 638.70 284.37 415.97 292.43
Generated with Mg
Version 2022 (SP 0-2)
VISTRO
Movement. Aaaroach. & Intersection Results
d_M, Delay for Movement [s/veh]
20.33
45.26
211.60
48.75
28.98
23.23
83.49
78.47
78.48
107.98
48.31
45.81
Movement LOS
C
D
F
D
C
C
F
E
E
F
D
D
d_A, Approach Delay [s/veh]
121.95
33.68
78.88
62.47
Approach LOS
F
C
E
E
d_I, Intersection Delay [s/veh]
79 64
Intersection LOS
E
Intersection V/C
0.935
Other Modes
g_Walk,mi, Effective Walk Time [s]
11.0
11.0
11.0
11.0
M_comer, Comer Circulation Area [ft2/ped]
0.00
0.00
0.00
0.00
M_CW, Crosswalk Circulation Area [ft2/ped
I 0.00
0.00
0.00
0.00
d_p, Pedestrian Delay [s]
69.88
69.88
69.88
69.88
I_p,int, Pedestrian LOS Score for Intersecticn
2.892
2.825
2.962
3.378
Crosswalk LOS
C
C
C
C
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
2000
2000
c_b, Capacity of the bicycle lane [bicycles/1
693
619
561
561
d_b, Bicycle Delay [s]
34.37
38.40
41.64
41.64
I_b,int, Bicycle LOS Score for Intersection
2.848
2.377
2.298
2.514
Bicycle LOS
C
B
B
B
Sequence
Ring 1
5
1
3
4
Ring 2
Ring 3
Ring 4
6
2
7
8
=EA 43111WIIMIH AMMIMI--11
111.)B 39s
TRAFFIC IMPACT STUDY
Scenario No .J 1
NW 22nd Avenue &
Service Road
Caltran Engineering Group Pagel 50
TRAFFIC IMPACT STUDY
AM
Caltran Engineering Group PageI61
Generated with GEZI
Version 2022 (SP 0-2)
Control Type:
Analysis Method:
Analysis Period:
Intersection Setup
VISTRO
Intersection Level Of Service Report
Intersection 3: NW 22 Avenue and Service Road
Two-way stop
HCM 7th Edition
15 minutes
Delay (sec / veh): 13.7
Level Of Service: B
Volume to Capacity (v/c): 0.024
Name
NW 22 Avenue
NW 22 Avenue
Service Road
Service Road
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
Itir
1
r
r
Turning Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Lane Width [ft]
12.00
12.00 1 12.00
12 00
12.00 12.00
12.00
1200
12.00
No. of Lanes in Entry Pocket
1
0
1
0
0
0
0
0
0
0
0
0
Entry Pocket Length [ft]
60.00
1000
95.00
100 00
100.00
100 00
100 00
100.00
100.00
100.00
100.00
100.00
No. of Lanes in Exit Pocket
0
0
0
0
0
0
0
0
0
0
0
0
Exit Pocket Length [ft]
0.00
0.00
0 01
0.00
0 00
0.00
0.00
0.00
0.00
0 00
0.00
Speed [mph]
30.00
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
No
No
No
No
Volumes
Name
NW 22 Avenue
NW 22 Avenue
Service Road
Service Road
Base Volume Input [veh/h]
0
834
0
0
1024
0
0
10
10
Base Volume Adjustment Factor
' .0000 1.0000 1.0000 1.0000 1.0000 1.0000 1 .0000 1.0000 1.0000 1.0000 1.0000 1.0000
Heavy Vehicles Percentage [%]
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
Growth Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1 0000
1 0000
1.0000
In -Process Volume [veh/h]
0
0
0
(1
0
0
1
(
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
(
0
1)
0
Diverted Trips [veh/h]
0
0
0
0
0
0
(1
0
0
0
0
Pass -by Trips [veh/h]
(1 0 0
(1 0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
(
u
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
f
0
0
0
0
Total Hourly Volume [veh/h]
0
834 0
0
1024
0
10
10
Peak Hour Factor
0000
0.9710
0.9710
1 0000
0.9710 0.9710
1.0000
1.0000
0.9710
1.0000
1.0000
0.9710
Other Adjustment Factor
1 0000
1.0000
1.0000
1 0000
1.0000 1.0000
' .0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
0
215
0
0
264
0
0
0
3
0
(
3
Total Analysis Volume [veh/h]
859 0
1055 0
0
r
10
10
Pedestrian Volume [ped/h]
0
0
Generated with Mg
Version 2022 (SP 0-2)
Intersection Settings
Priority Scheme
Free
Free
Stop
Stop
Flared Lane
Storage Area [veh]
Two -Stage Gap Acceptance
No
No
Number of Storage Spaces in Median
u
0
0
0
VISTRO
+ A roach k Intersection Results
V/C, Movement V/C Ratio
0 0C
0,01
0.00
0.00
0.01
0.00
0.00
0.00
0.02
0.00
0.00
0.02
d_M, Delay for Movement [s/veh]
Q0
0 00
0.00
0.00
0.00
0.00
0.00
0.00
13.69
0.00
0.00
12.49
Movement LOS
A
A
A
A
B
B
95th -Percentile Queue Length [veh/In]
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.07
0.00
0.00
0.06
95th -Percentile Queue Length [ft/In]
0 0C'
0.00
0 00
C,11:,
0.00
0 00
0 00
0.00
1.81
0 00
0.00
1.56
d_A, Approach Delay [s/veh]
0.00
0.00
13.69
12.49
Approach LOS
A
A
B
B
d_l, Intersection Delay [s/veh]
0.14
Intersection LOS
B
TRAFFIC IMPACT STUDY
Caltran Engineering Group Pagel 62
Generated with g
Version 2022 (SP 0-2)
VISTRO
Control Type:
Analysis Method:
Analysis Period:
Intersection Setup
Intersection Level Of Service Report
Intersection 3: NW 22 Avenue and NW Servic - Road
Two-way stop Delay (sec / veh):
HCM 7th Edition Level Of Service:
15 minutes Volume to Capacity (v/c):
17.9
C
0.038
Name
NW 22 Avenue
NW 22 Avenue
Service Road
Service Road
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
111r
IF'
r
r
Turning Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Lane Width [ft]
12.0u
12.00
12.00
12 00
12.00
12.00
12.00
12 00
12.00
12 0r 0
12.00
No. of Lanes in Entry Pocket
1
0
1
0
0
0
0
0
0
0
0
0
Entry Pocket Length [ft]
60.00
100.00
95.00
100 00
100 0:
"00
100 00
100 00
100
100.00
100 0
No. of Lanes in Exit Pocket
0
0
0
0
0
0
0
0
0
0
0
0
Exit Pocket Length [ft]
0 00
0 00
0.00
0 00
0-00
0 00
0 00
0 :!
0 00
0 r it
Speed [mph]
30.00
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
No
No
No
No
Volumes
Name
NW 22 Avenue
NW 22 Avenue
Service Road
Service Road
Base Volume Input [veh/h]
0
1469
0
0
912
6
0
7
0
10
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
Growth Factor
1 0000
1.0000
1.0000
1 0000
1.0000
1.0000
1 0000
1 0000
1.0000
1 0000
1 0000
1.0000
In -Process Volume [veh/h]
G
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
(
0
0
0
0
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
C
0
Pass -by Trips [veh/h]
..
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
0
1469
0
912
6
0
7
0
0
10
Peak Hour Factor
1 0000
0.9400
0.9400
1.0000
0.9400
0.9400
1.0000
1.0000
0.9400
1.0000
1.0000
0.9400
Other Adjustment Factor
1 0000
1.0000
1.0000
1 0000
1.0000
1.0000
1 0000
1.0000
1.0000
1 0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
0
391
0
0
243
2
0
0
2
0
0
3
Total Analysis Volume [veh/h]
1563
0
0
970
6
0
0
7
0
0
11
Pedestrian Volume [ped/h]
0
0
0
Generated with GE
Version 2022 (SP 0-2)
Intersection Settings
VISTRO
Priority Scheme
Free
Free
Stop
Stop
Flared Lane
Storage Area [veh]
Two -Stage Gap Acceptance
No
No
Number of Storage Spaces in Median
0
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.00
0.02
0.00
0.00
0.0 1
0.00
0.00
0 00
0.02
0 00
0.00
0.04
d_M, Delay for Movement [s/veh]
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
13.13
0.00
0.00
17.93
Movement LOS
A
A
A
A
B
C
95th -Percentile Queue Length [veh/In]
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.05
0.00
0.00
0.12
95th -Percentile Queue Length [ft/In]
0 00
0.00
0 00
0 00
0.00
0.00
0 00
0 00
1.18
0 00
0 00
2.95
d_A, Approach Delay [s/veh]
0.00
0.00
13.13
17.93
Approach LOS
A
A
B
C
d I, Intersection Delay [s/veh]
0.11
Intersection LOS
C
TRAFFIC IMPACT STUDY
Scenaro Nio.. 1
NW 22"d Avenue &
Rutland Street
Caltran Engineering Group Pagel51
TRAFFIC IMPACT STUDY
AM
Caltran Engineering Group PageI61
Generated with rag
Version 2022 (SP 0-2)
VISTRO
Control Type:
Analysis Method:
Analysis Period:
Intersection Setup
Intersection Level Of Service Report
Intersection 2: NW 22 Avenue & Rutland Street
Signalized
HCM 7th Edition
15 minutes
Delay (sec / veh):
Level Of Service:
Volume to Capacity (v/c):
5.8
A
0.334
Name
NW 22 Avenue
NW 22 Avenue
Rutland Avenue
Rutland Avenue
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
1 1 1
11 1
4"1 r
1
Tuming Movement
Left
Thru
Right
U-tu
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Lane Width [ft]
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
1
0
0
1
0
0
0
0
0
1
0
0
0
Entry Pocket Length [ft]
55.00
100.00
100.00
60.00
100.0
100 0
100 0
100.00
100.00
50.00
100.00
100.00
100 00
No. of Lanes in Exit Pocket
0
0
0
0
0
0
0
0
0
0
0
0
Exit Pocket Length [ft]
0 00
0 0U
0 00
i
0 ('0
0 00
C 00
0 00
0 0U
0 00
0 00
0 00
0 00
Speed [mph]
30.00
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
0.00
Curb Present
Yes
Yes
Yes
Yes
Crosswalk
Yes
No
Yes
Yes
Generated with Mg
Version 2022 (SP 0-2)
Volumes
VISTRO
Name
NW 22 Avenue
NW 22 Avenue
Rutland Avenue
Rutland Avenue
Base Volume Input [veh/h]
4
744
5
18
28
920
15
13
2
11
24
8
15
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.000
1.000
1.000
1.000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
Proportion of CAVs [%]
0.00
Growth Factor
1.0000
1.0000
1.0000
1.000
1.000
1.000
1.000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
0
Right Turn on Red Volume [veh/h]
0
0
0
0
Total Hourly Volume [veh/h]
4
744
5
18
28
920
15
13
2
11
24
8
15
Peak Hour Factor
0.9710
0.9710
0.9710
0.971
0.971
0.971
0.971
0.9710
0.9710
0.9710
0.9710
0.9710
0.9710
Other Adjustment Factor
1.0000
1.0000
1.0000
1.000
1.000
1.000
1.000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
1
192
1
5
7
237
4
3
1
3
6
2
4
Total Analysis Volume [veh/h]
4
766
5
19
29
947
15
13
2
11
25
8
15
Presence of On -Street Parking
No
No
No
No
No
No
No
No
On -Street Parking Maneuver Rate [/h]
0
G
L
Local Bus Stopping Rate [/h]
0
0
0
0
0
0
0
0
v_do, Outbound Pedestrian Volume crossing
0
0
0
0
v_di, Inbound Pedestrian Volume crossing
m 0
0
0
v_co, Outbound Pedestrian Volume crossing
0
0
0
0
v_ci, Inbound Pedestrian Volume crossing mi
0
0
0
0
vab, Corner Pedestrian Volume [ped/h]
0
0
0
0
Bicycle Volume [bicycles/h]
0
0
0
0
Generated with CM
Version 2022 (SP 0-2)
Intersection Settings
VISTRO
Located in CBD
Yes
Signal Coordination Group
-
Cycle Length [s]
160
Coordination Type
Time of Day Pattern Coordinated
Actuation Type
Semi -actuated
Offset [s]
152.0
Offset Reference
Lead Green - Beginning of First Green
Permissive Mode
SingleBand
Lost time [s]
0.00
Phasing & Timing
Control Type
Permiss
Permiss
Permiss
Permi
Permi
Permi
Permi
Permiss
Permiss
Permiss
Permiss
Permiss
Permiss
Signal Group
6
2
8
4
Auxiliary Signal Groups
Lead / Lag
Minimum Green [s]
1
18
0
0
18
7
7
Maximum Green [s]
0
48
0
0
0
48
0
0 24
0
0
24
0
Amber [s]
0.0
4.0
0.0
0.0
0.0
4.0
0.0
0.0 4.0
0.0
0.0
4.0
0.0
All red [s]
0 0
3.0
0.0
0.0
0.0
3.0
0 0
0 ' 3.0
0.0
0.0
3.0
0.0
Split [s]
0
78
0
0
0
78
0
0
82
0
0
82
0
Vehicle Extension [s]
0'
3.0
0.0
0.0
0 0
3.0
0.0
0.0
3.0
0.0
0.0
3.0
0.0
Walk [s]
0
7
0
0
0
7
0
C
26
0
0
7
0
Pedestrian Clearance [s]
C
18
f;
0
18
C
10
0
0
10
0
Delayed Vehicle Green [s]
0 "
0.0
0.0
0.0
0.0
0 0
'. n'
0.0
0 r
Rest In Walk
No
No
No
No
11, Start -Up Lost Time [s]
0.0
2.0
0.0
0.0
2.0
0.0
0 0
2.0
0.0
0.0
2.0
0 0
12, Clearance Lost Time [s]
0.0
5.0
0.0
0.0
5.0
0.0
0 .
5.0
0.0
0.0
5.0
Minimum Recall
No
No
No
No
Maximum Recall
No
No
No
No
Pedestrian Recall
No
No
No
No
Detector Location [ft]
0
0.0
0.0
0.0
0.0
0 0
2.0
0.0
0 0
2.0
Detector Length [ft]
n0 nn 00 0n
n 40.0
0 0 40.0
1, Upstream Filtering Factor
1.00 1.00 1.00
1.00
1.00 1.00
1.00
1.00 1.00
1.00
1.00
1.00
1.00
Exclusive Pedestrian Phase
Pedestrian Signal Group
0
Pedestrian Walk [s]
0
Pedestrian Clearance [s]
0
Generated with
Version 2022 (SP 0-2)
VISTRO
Lane Group Calculations
Lane Group
L
C
C
L
C
C
C
R
C
C, Cycle Length [s]
160
160
160
160
160
160
160
160
160
L, Total Lost Time per Cycle [s]
7.00
7.00
7.00
7.00
7.00
7.00
7.00
7.00
7.00
11_p, Permitted Start -Up Lost Time [s]
2.00
0 00
0 00
2.00
0 00
0 00
2.00
0 0C
2.00
12, Clearance Lost Time [s]
5.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
g_i, Effective Green Time [s]
137
137
137
137
137
137
9
9
9
g / C, Green / Cycle
0.86
0.86
0.86
0.86
0.86
0.86
0.06
0.06
0.06
(v / s)_i Volume / Saturation Flow Rate
0.01
0.23
0.23
0.08
0.29
0.29
0.01
0.01
0.05
s, saturation flow rate [veh/h]
525
1683
1679
628
1683
1674
1147
1431
1010
c, Capacity [veh/h]
460
1444
1441
551
1444
1436
105
78
89
d1, Uniform Delay [s]
3.55
2.10
2.10
3.30
2.26
2.26
72.34
72.06
75.62
k, delay calibration
0.50
0.50
0.50
0.50
0.50
0.50
0.11
0.11
0.11
1, Upstream Filtering Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
d2, Incremental Delay [s]
0.03
0.45
0.46
0.31
0.62
0.63
0.62
0.81
4.93
d3, Initial Queue Delay [s]
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Rp, platoon ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
PF, progression factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Lane Group Results
X, volume / capacity
0.01
0.27
0.27
0.09
0.33
0.33
0.14
0.14
0.54
d, Delay for Lane Group [s/veh]
3.58
2.55
2.55
3.61
2.89
2.89
72.96
72.87
80.55
Lane Group LOS
A
A
A
A
A
A
E
E
F
Critical Lane Group
No
No
No
No
No
Yes
No
No
Yes
50th -Percentile Queue Length [veh/In]
0.03
1.91
1.91
0.35
2.58
2.57
0.61
0.45
2.10
50th -Percentile Queue Length [ft/In]
0.76
47.78
47.69
8.75
64.62
64.30
15.30
11.28
52.49
95th -Percentile Queue Length [veh/In]
0.05
3.44
3.43
0.63
4.65
4.63
1.10
0.81
3.78
95th -Percentile Queue Length [ft/In]
1.37
86.00
85.84
15.74
116.31
115.74
27.54
20.31
94.49
Generated with MEI
Version 2022 (SP 0-2)
VISTRO
d_M, Delay for Movement [s/veh]
3.58
2.55
2.55
3.61
3.61
2.89
2.89
72.96
72.96
72.87
80.55
80.55
80.55
Movement LOS
A
A
A
A
A
A
A
E
E
E
F
F
F
d_A, Approach Delay [s/veh]
2.56
2.92
72.92
80.55
Approach LOS
A
A
E
F
d_I, Intersection Delay [s/veh]
5.75
Intersection LOS
A
Intersection V/C
0.334
er moaes
g_Walk,mi, Effective Walk Time [s]
30.0
0.G
11.0
11.0
M_comer, Comer Circulation Area [ft2/ped:
0.00
0 00
0.00
0.00
M_CW, Crosswalk Circulation Area [Wiped'
0.00
0 00
0.00
0.00
d p, Pedestrian Delay [s]
52.81
0 00
69.38
69.38
I_p,int, Pedestrian LOS Score for Intersecticn
2.695
0 000
1.990
1.851
Crosswalk LOS
B
F
A
A
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
2000
2000
c_b, Capacity of the bicycle lane [bicycles/F]
888
888
938
938
d_b, Bicycle Delay [s]
24.75
24.75
22.58
22.58
l_b,int, Bicycle LOS Score for Intersection
2.199
2.369
1.603
1.639
Bicycle LOS
B
B
A
A
Sequence
Ring 1
Ring 2
Ring 3
2
4
6
8
Ring 4
12 25s
1111)6 25s
TRAFFIC IMPACT STUDY
PM
Caltran Engineering Group PageI62
Generated with 1121
Version 2022 (SP 0-2)
VISTRO
Control Type:
Analysis Method:
Analysis Period:
Intersection Setup
Intersection Level Of Service Report
Intersection 2: NW 22 Avenue & Rutlarri Street
Signalized
HCM 7th Edition
15 minutes
Delay (sec / veh):
Level Of Service:
Volume to Capacity (v/c):
5.3
A
0.384
Name
NW 22 Avenue
NW 22 Avenue
Rutland Street
Rutland Street
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
11 F
1 1 1�
1 r
Tuming Movement
Left
Thru
Right
U-tu
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Lane Width [ft]
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
1
0
0
1
0
0
0
0
0
1
0
0
Entry Pocket Length [ft]
55.00
100.00
100 00
60.00
100 0
100.0
100.0
100 00
100.00
50.00
100.00
1 00.00
100 00
No. of Lanes in Exit Pocket
0
2
0
0
0
0
0
0
0
0
0
C'
0
Exit Pocket Length [ft]
0 00
0 00
0 00
0 00
0 0(1
(; 00
n ou
0 00
n 00
Ci 00
:100
0 00
0 00
Speed [mph]
30.00
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
0.00
Curb Present
Yes
Yes
Yes
Yes
Crosswalk
Yes
No
Yes
Yes
Generated with mg
Version 2022 (SP 0-2)
Volumes
VISTRO
Name
NW 22 Avenue
NW 22 Avenue
Rutland Street
Rutland Street
Base Volume Input [veh/h]
7
1113
4
0
40
824
5
30
2
12
10
4
15
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.000
1.000
1.000
1.000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
Proportion of CAVs [%]
0.00
Growth Factor
1.0000
1.0000
1.0000
1.000
1.000
1.000
1.000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0 0
0
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
0
Right Turn on Red Volume [veh/h]
0
r
0
0
0
0
Total Hourly Volume [veh/h]
7
1113
4
0
40
824
5
30
2
12
10
4
15
Peak Hour Factor
0.9800
0.9800
0.9800
0.980
0.980
0.980
0.980
0.9800
0.9800
0.9800
0.9800
0.9800 0.9800
Other Adjustment Factor
1.0000
1.0000
1.0000
1.000
1.000
1.000
1.000
1.0000
1.0000
1.0000
1.0000
1.0000 1.0000
Total 15 -Minute Volume [veh/h]
2
284
1
0
10
210
1
8
1
3
3
1 4
Total Analysis Volume [veh/h]
7
1136
4
0
41 841
5
31
2
12
10
4
15
Presence of On -Street Parking
No
No
No
No
No
No
No
No
On -Street Parking Maneuver Rate [/h]
C
C.
0
Local Bus Stopping Rate [/h]
0
0
0 0
0
0
0
0
v_do, Outbound Pedestrian Volume crossin
! 0
(
0
v_di, Inbound Pedestrian Volume crossing
0
0
C
v_co, Outbound Pedestrian Volume crossin
' 0
0
0
0
v_ci, Inbound Pedestrian Volume crossing
i 0
0
0
0
v_ab, Corner Pedestrian Volume [ped/h]
0
0
0
0
Bicycle Volume [bicycles/h]
0
0
0
0
Generated with Ege
Version 2022 (SP 0-2)
Intersection Settings
VISTRO
Located in CBD
Yes
Signal Coordination Group
-
Cycle Length [s]
160
Coordination Type
Time of Day Pattern Coordinated
Actuation Type
Semi -actuated
Offset [s]
152.0
Offset Reference
Lead Green - Beginning of First Green
Permissive Mode
SingleBand
Lost time [s]
0.00
Phasing & Timin
Control Type
Permiss
Permiss
Permiss
Permi
Permi
Permi
Permi
Permiss
Permiss
Permiss
Permiss
Permiss
Permiss
Signal Group
6
0
2
8
4
Auxiliary Signal Groups
Lead / Lag
Minimum Green [s]
0
18
0
0
18
0
7
7
Maximum Green [s]
0
48
0
0
0
48
0
0
24
C
0
24
0
Amber [s]
0.(
4.0
0 (`
0.0
0.0
4.0
0.0
0.0
4.0
0_C
0.0
4.0
0.0
All red [s]
00
3.0
0(
0.0
0.0
3.0
0.0
0!
3.0
0C
0.0
3.0
0.0
Split [s]
0 82
0
0
0
82
0
78
0
0
78
0
Vehicle Extension [s]
0 0 3.0
0.0
0.0
0.0
3.0
0.0
0.r
3.0
0.0
0. -
3.0
0
Walk [s]
7
_
0
0
7
0
26
0
0
7
Pedestrian Clearance [s]
18
(
0
0
18
)
10
0
0
10
0
Delayed Vehicle Green [s]
0 i
0.0
0
0.0
, 0
0.0
' 0
0
0.0
"
0.0
n r-'
Rest In Walk
No
No
No
No
11 , Start -Up Lost Time [s]
0.0
2.0
0.0
0.0
0.0
2.0
0.0
0.0
2.0
0.0
0.0
2.0
0.0
12, Clearance Lost Time [s]
0.0
5.0
0.0
0 0
0.0
5.0
0.0
0.0
5.0
0.0
0.0
5.0
0.0
Minimum Recall
No
No
No
No
Maximum Recall
No
No
No
No
Pedestrian Recall
No
No
No
No
Detector Location [ft]
i 1
0.0
0.0
0.0
0 0
0.0
2.0
0.0
0.0
2.0
0.0
Detector Length [ft]
'"
-
n 0
" n
c n
40.0
C n
0 0
40.0
0 0
1, Upstream Filtering Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Exclusive Pedestrian Phase
Pedestrian Signal Group
Pedestrian Walk [s]
Pedestrian Clearance [s]
0
0
0
Generated with mg
Version 2022 (SP 0-2)
VISTRO
Lane Group Calculations
Lane Group
L
C
C
L
C
C
C
R
C
C, Cycle Length [s]
160
160
160
160
160
160
160
160
160
L, Total Lost Time per Cycle [s]
7.00
7.00
7.00
7.00
7.00
7.00
7.00
7.00
7.00
11_p, Permitted Start -Up Lost Time [s]
2.00
0 00
0 00
2.00
0 00
'1 00
2.00
i C}c
2.00
12, Clearance Lost Time [s]
5.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
g_i, Effective Green Time [s]
140
140
140
140
140
140
6
6
6
g / C, Green / Cycle
0.87
0.87
0.87
0.87
0.87
0.87
0.04
0.04
0.04
(v / s)_i Volume / Saturation Flow Rate
0.01
0.34
0.34
0.09
0.25
0.25
0.03
0.01
0.05
s, saturation flow rate [veh/h]
586
1683
1681
444
1683
1679
1255
1431
638
c, Capacity [veh/h]
521
1471
1469
396
1471
1468
92
55
55
d1, Uniform Delay [s]
2.83
1.92
1.92
3.91
1.70
1.70
75.91
74.57
76.87
k, delay calibration
0.50
0.50
0.50
0.50
0.50
0.50
0.11
0.11
0.11
1, Upstream Filtering Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
d2, Incremental Delay [s]
0.05
0.77
0.77
0.53
0.49
0.50
2.34
1.94
7.65
d3, Initial Queue Delay [s]
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Rp, platoon ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
PF, progression factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Lane Group Results
X, volume / capacity
0.01
0.39
0.39
0.10
0.29
0.29
0.36
0.22
0.53
d, Delay for Lane Group [s/veh]
2.88
2.70
2.70
4.43
2.19
2.20
78.25
76.51
84.52
Lane Group LOS
A
A
A
A
A
A
E
E
F
Critical Lane Group
No
No
Yes
No
No
No
No
No
Yes
50th -Percentile Queue Length [veh/In]
0.05
2.65
2.65
0.35
1.73
1.73
1.41
0.51
1.32
50th -Percentile Queue Length [ft/In]
1.13
66.21
66.14
8.73
43.29
43.21
35.27
12.80
33.12
95th -Percentile Queue Length [veh/In]
0.08
4.77
4.76
0.63
3.12
3.11
2.54
0.92
2.38
95th -Percentile Queue Length [ft/In]
2.03
119.17
119.05
15.72
77.92
77.78
63.48
23.05
59.61
Generated with MI
Version 2022 (SP 0-2)
V I STRO
nlvY aUI lol , /+MMlvu�.l ll r •I lwl�vv�.v., ..aa..r.w
d_M, Delay for Movement [s/veh]
2.88
2.70
2.70
4.43
4.43
2.19
2.20
78.25
78.25
76.51
84.52
84.52
84.52
Movement LOS
A
A
A
A
A
A
A
E
E
E
F
F
F
d_A, Approach Delay [s/veh]
2.70
2.30
77.79
84.52
Approach LOS
A
A
E
F
d_I, Intersection Delay [s/veh]
5.26
Intersection LOS
A
Intersection V/C
0.384
Other Modes
g_Walk,mi, Effective Walk Time [s]
30.0
0 r,
11.0
11.0
M_comer, Comer Circulation Area [Wiped:
0.00
0 00
0.00
0.00
M_CW, Crosswalk Circulation Area [ft2/ped
0.00
( '!(
0.00
0.00
d_p, Pedestrian Delay [s]
52.81
0.00
69.38
69.38
I_p,int, Pedestrian LOS Score for Intersecticn
2.722
0 000
1.997
1.838
Crosswalk LOS
B
F
A
A
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
2000
2000
c_b, Capacity of the bicycle lane [bicycles/h]
938
938
888
888
d_b, Bicycle Delay [s]
22.58
22.58
24.75
24.75
I_b,int, Bicycle LOS Score for Intersection
2.506
2.258
1.634
1.607
Bicycle LOS
B
B
A
A
Sequence
Ring 1
Ring 2
2
4
6
8
Ring 3
Ring 4
IW 25s 1
_6 25s
TRAFFIC IMPACT STUDY
Sc;enair'io N.o.2
SR 9 & NW 22nd Avenue
Caltran Engineering Group PageI52
TRAFFIC IMPACT STUDY
AM
Caltran Engineering Group PageI61
Generated with Mg
Version 2022 (SP 0-2)
VISTRO
Control Type:
Analysis Method:
Analysis Period:
Intersection Setup
Intersection Level Of Service Report
Intersection 1: NW 22 Avenue and SR 9
Signalized Delay (sec / veh):
HCM 7th Edition Level Of Service:
15 minutes Volume to Capacity (v/c):
64.8
E
0.764
Name
NW 22 Avenue
NW 22 Avenue
SR 9
SR 9
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
iiir
iiir
iiiih
iiiir
Tuming Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Lane Width [ft]
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
1
0
1
0
2
0
2
1
Entry Pocket Length [ft]
100.00
100 00
100 X00
80.00
1 00.00
100.00
415.00
100 00
100 00
400.00
100 00
275.00
No. of Lanes in Exit Pocket
0
0
0
0
0
0
0
1
0
0
Exit Pocket Length [ft]
0 00
0 00
0.00
0 00
0 00
0 00
0.00
0 0 .
400.00
0 00
0 00
0 00
Speed [mph]
30.00
30.00
45.00
45.00
Grade [%]
0.00
0.00
0.00
0.00
Curb Present
Yes
Yes
Yes
Yes
Crosswalk
Yes
Yes
Yes
Yes
Generated with mg
Version 2022 (SP 0-2)
Volumes
VISTRO
Name
NW 22 Avenue
NW 22 Avenue
SR 9
SR 9
Base Volume Input [veh/h]
2
488
354
384
661
44
42
687
6
357
668
123
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
Proportion of CAVs [%]
0.00
Growth Factor
1.0400
1.0400
1.0400
1.0400 1.0400
1.0400
1.0400
1.0400 1.0400
1.0400
1.0400
1.0400
In -Process Volume [veh/h]
0
0
0
0 0
0
0
0 0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0 0
0
0
0 0
0
0
0
Diverted Trips [veh/h]
0 0
0
0 0 0
0
0 0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0 0
0
0
0
0 0
0
0
0
0
Other Volume [veh/h]
0
0 0
0
0
0
0 0
0
0
0
0
Right Turn on Red Volume [veh/h]
0
0
0
0
Total Hourly Volume [veh/h]
2
508 368
399
687
46
44
714
6
371
695
128
Peak Hour Factor
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
1
131
95
103
177
12
11
184
2
96
179
33
Total Analysis Volume [veh/h]
2
524
379
411
708
47
45
736
6
382
716
132
Presence of On -Street Parking
No
No
No
No
No
No
No
No
On -Street Parking Maneuver Rate [/h]
Local Bus Stopping Rate [/h]
0
0
0
0
v_do, Outbound Pedestrian Volume crossin
p 0
0
0
0
v_di, Inbound Pedestrian Volume crossing
0
0
0
0
v_co, Outbound Pedestrian Volume crossinl
0
0
0
0
v_ci, Inbound Pedestrian Volume crossing
i 0
0
0
0
v_ab, Corner Pedestrian Volume [ped/h]
0
0
0
0
Bicycle Volume [bicycles/h]
0
0
0
0
Generated with ME
Version 2022 (SP 0-2)
Intersection Settings
VISTRO
Located in CBD
Yes
Signal Coordination Group
-
Cycle Length [s]
160
Coordination Type
Time of Day Pattern Coordinated
Actuation Type
Semi -actuated
Offset [s]
126.0
Offset Reference
Lead Green - Beginning of First Green
Permissive Mode
SingleBand
Lost time [s]
0.00
Phasing & Timing
Control Type
ProtPer
Permiss
Permiss
ProtPer
Permiss
Permiss
Protecte
Permiss
Permiss
Protecte
Permiss
Permiss
Signal Group
6
1
5
2
3
8
7
4
Auxiliary Signal Groups
Lead / Lag
Lead
Lead
Lead
Lead
-
Minimum Green [s]
5
7
c
5
7
0
5
18
0
5
18
0
Maximum Green [s]
30
50
0
30
50
0
22
50
0
22
50
0
Amber [s]
4.0
4.0
0.0
4.0
4.0
0.::
4.8
3.0
0.0
4.8
3.0
0.0
All red [s]
2.0
2.2
0
2.0
2.2
0 .`
2.0
2.0
00
2.0
2.0
0.0
Split [s]
18
49
0
34
66
0
22
54
0
22
54
0
Vehicle Extension [s]
3.0
3.0
0.0
3.0
3.0
0 (
3.0
3.0
0.0
3.0
3.0
0.0
Walk [s]
7
0
7
0
7
0
7
0
Pedestrian Clearance [s]
36
0
36
(1
32
0
32
0
Delayed Vehicle Green [s]
0.0 0.0
0 '
0.0
0.0
0 "
0.0
0.0
0 1'
0.0
0.0
0.0
Rest In Walk
No
No
No
No
11, Start -Up Lost Time [s]
2.0
2.0
0 •
2.0
2.0
0J'
2.0
2.0
0.0
2.0
2.0
0.0
12, Clearance Lost Time [s]
4.0
4.2
0
4.0
4.2
0 (.
4.8
3.0
0 0
4.8
3.0
0.0
Minimum Recall
No
No
No
No
No
No
No
No
Maximum Recall
No
No
No
No
No
No
No
No
Pedestrian Recall
No No
No No
No No
No No
Detector Location [ft]
3.0
3.0
3.0
3.0
3.0
3.0
Detector Length [ft]
40.0
40.0
40.0
40.0
40.0
40.0
1, Upstream Filtering Factor
1.00 1.00 1.00
1.00 1.00 1.00
1.00 1.00
1.00
1.00 1.00 1.00
Exclusive Pedestrian Phase
Pedestrian Signal Group
0
Pedestrian Walk [s]
0
Pedestrian Clearance [s]
0
Generated with Ma
Version 2022 (SP 0-2)
VISTRO
Lane Group Calculations
Lane Group
L
C
R
L
C
R
L
C
C
L
C
R
C, Cycle Length [s]
160
160
160
160
160
160
160
160
160
160
160
160
L, Total Lost Time per Cycle [s]
6.20
6.20
6.20
6.20
6.20
6.20
6.80
5.00
5.00
6.80
5.00
5.00
11_p, Permitted Start -Up Lost Time [s]
0.00
0 00
0 00
0.00
0 00
0 00
0 00
0 00
0-0u
0.00
0.00
0 00
12, Clearance Lost Time [s]
0.00
4.20
4.20
0.00
4.20
4.20
4.80
3.00
3.00
4.80
3.00
3.00
g_i, Effective Green Time [s]
88
55
55
88
82
82
4
39
39
15
49
49
g / C, Green / Cycle
0.55
0.34
0.34
0.55
0.51
0.51
0.03
0.24
0.24
0.10
0.31
0.31
(v / s)_i Volume / Saturation Flow Rate
0.00
0.16
0.26
0.52
0.22
0.03
0.01
0.22
0.22
0.12
0.22
0.09
s, saturation flow rate [veh/h]
687
3204
1431
791
3204
1431
3113
1683
1678
3113
3204
1431
c, Capacity [veh/h]
352
1104
493
455
1636
730
86
406
405
296
989
442
d1, Uniform Delay [s]
17.78
41.09
46.76
26.39
24.60
19.82
76.76
59.11
59.11
72.40
49.23
42.12
k, delay calibration
0.50
0.50
0.50
0.50
0.50
0.50
0.11
0.24
0.24
0.11
0.11
0.11
I, Upstream Filtering Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
d2, Incremental Delay [s]
0.03
1.46
10.99
23.82
0.84
0.17
4.89
16.05
16.10
136.90
1.02
0.38
d3, Initial Queue Delay [s]
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Rp, platoon ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
PF, progression factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Lane Group Results
X, volume / capacity
0.01
0.47
0.77
0.90
0.43
0.06
0.52
0.92
0.92
1.29
0.72
0.30
d, Delay for Lane Group [s/veh]
17.81
42.55
57.75
50.20
25.44
19.99
81.66
75.15
75.20
209.30
50.26
42.50
Lane Group LOS
B
D
E
D
C
B
F
E
E
F
D
D
Critical Lane Group
No
No
Yes
Yes
No
No
No
No
Yes
Yes
No
No
50th -Percentile Queue Length [veh/In]
0.04
8.44
15.03
12.44
8.76
0.95
0.96
16.19
16.15
11.61
12.66
3.99
50th -Percentile Queue Length [ft/In]
0.93
211.04
375.78
310.99
218.95
23.77
24.10
404.70
403.74
290.29
316.42
99.85 -
95th -Percentile Queue Length [veh/In]
0.07
13.21
21.39
18.22
13.61
1.71
1.74
22.79
22.74
18.79
18.49
7.19
95th -Percentile Queue Length [ft/In]
1.67
330.16
534.74
455.60
340.28
42.78
43.38
569.67
568.50
469.87
462.28
179.74
Generated with mig
Version 2022 (SP 0-2)
VISTRO
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]
17.81
42.55
57.75
50.20
25.44
19.99
81.66
75.18
75.20
209.30
50.26
42.50
Movement LOS
B
D
E
D
C
B
F
E
E
F
D
D
d_A, Approach Delay [s/veh]
48.86
33.95
75.55
98.82
Approach LOS
D
C
E
F
d_l, Intersection Delay [s/veh]
64 78
Intersection LOS
E
Intersection V/C
0.764
Other Modes
g_Walk,mi, Effective Walk Time [s]
11.0
11.0
11.0
11.0
M_comer, Comer Circulation Area [ft2/ped;
0.00
0.00
0.00
0.00
M_CW, Crosswalk Circulation Area [ft2/pedl
0.00
0.00
0.00
0.00
d p, Pedestrian Delay [s]
69.38
69.38
69.38
69.38
I_p,int, Pedestrian LOS Score for Intersecticn
2.805
2.784
2.947
3.406
Crosswalk LOS
C
C
C
C
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
2000
2000
c_b, Capacity of the bicycle lane [bicycles/h]
535
748
613
613
d_b, Bicycle Delay [s]
42.92
31.38
38.50
38.50
l_b,int, Bicycle LOS Score for Intersection
2.306
2.522
2.209
2.574
Bicycle LOS
B
B
B
B
Sequence
Ring 1
5
1
3
4
Ring 2
6
2
7
8
Ring 3
Ring 4
TRAFFIC IMPACT STUDY
PM
Caltran Engineering Group PageI62
Generated with rizi
Version 2022 (SP 0-2)
VISTRO
Intersection Level Of Service Report
Intersection 1: NW 22 Avenue and SR 9
Control Type: Signalized Delay (sec / veh): 91.7
Analysis Method: HCM 7th Edition Level Of Service: F
Analysis Period: 15 minutes Volume to Capacity (v/c): 0.977
Intersection Setup
Name
NW 22 Avenue
NW 22 Avenue
SR 9
SR 9
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
iiih
Thru
Turning Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Right
Lane Width [ft]
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
1
0
1
0
2
0
2
1
Entry Pocket Length [ft]
100.00
100.00
100.00
80.00
100.00
100 00
415.00
100 00
10000
400.00
100.00
275.00
No. of Lanes in Exit Pocket
0
0
0
0
0
0
1
0
0
0
Exit Pocket Length [ft]
0 00 0 00 0.00
0 00 0 00 0.00
0 00 0 00 400.00
0 00 0.00 0.00
Speed [mph]
30.00
30.00
45.00
45.00
Grade [%]
0.00
0.00
0.00
0.00
Curb Present
Yes
Yes
Yes
Yes
Crosswalk
Yes
Yes
Yes
Yes
Generated with 121/
Version 2022 (SP 0-2)
Volumes
VISTRO
Name
NW 22 Avenue
NW 22 Avenue
SR 9
SR 9
Base Volume Input [veh/h]
6
785
678
237
641
54
69
769
4
267
611
210
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%1
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
Proportion of CAVs [%]
0.00
Growth Factor
1.0400
1.0400
1.0400
1.0400
1.0400
1.0400
1.0400
1.0400
1.0400
1.0400
1.0400
1.0400
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Right Turn on Red Volume [veh/h]
0
0
0
0
0
0
(
0
0
0
0
Total Hourly Volume [veh/h]
6
816
705
246
667
56
72
800
4
278
635
218
Peak Hour Factor
0.9400
0.9400
0.9400
0.9400
0.9400
0.9400
0.9400
0.9400
0.9400
0.9400
0.9400
0.9400
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
2
217
188
65
177
15
19
213
1
74
169
58
Total Analysis Volume [veh/h]
6
868
750
262
710
60
77
851
4
296
676
232
Presence of On -Street Parking
No
No
No
No
No
No
No
No
On -Street Parking Maneuver Rate [/h]
Local Bus Stopping Rate [/h]
0
0
0
0
v_do, Outbound Pedestrian Volume crossing
0
0
0
0
v_di, Inbound Pedestrian Volume crossing
m 0
0
0
0
v_co, Outbound Pedestrian Volume crossing
0
0
0
0
v_ci, Inbound Pedestrian Volume crossing
mi 0
0
0
0
v_ab, Comer Pedestrian Volume [ped/h]
0
0
0
0
Bicycle Volume [bicycles/h]
0
0
0
0
Generated with ram
Version 2022 (SP 0-2)
Intersection Settings
VISTRO
Located in CBD
Yes
Signal Coordination Group
-
Cycle Length [s]
160
Coordination Type
Time of Day Pattern Coordinated
Actuation Type
Semi -actuated
Offset [s]
136.0
Offset Reference
Lead Green - Beginning of First Green
Permissive Mode
SingleBand
Lost time [s]
0.00
Phasing & Timing
Control Type
ProtPer
Permiss
Permiss
ProtPer
Permiss
Permiss
Protecte
Permiss
Permiss
Protecte
Permiss
Permiss
Signal Group
6
1
5
2
3
8
7
4
Auxiliary Signal Groups
Lead / Lag
Lead
Lead
Lead
Lead
Minimum Green [s]
5
7
5
7
5 1 18
5 18
Maximum Green [s]
30
50
0
30
50
0
22
50
0
22
50
0
Amber [s]
4.0
4.0
0.('
4.0
4.0
0.(
4.8
4.8
0,0
4.8
4.8
0.0
All red [s]
2.0
2.2
2.0
2.2
2.0 2.0 0.0
2.0 2.0 0.0
Split [s]
32
62
26
56
21
52
0
21
52
0
Vehicle Extension [s]
3.0
3.0
0. '
3.0
3.0
3.0
3.0
0.0
3.0
3.0
n0
Walk [s]
7
(
7
r
7
0
7
Pedestrian Clearance [s]
36
36
32
0
32
Delayed Vehicle Green [s]
0.0
0.0
00
0.0
0.0
0
0.0
0.0
or
0.0
0.0
0.0
Rest In Walk
No
No
No
No
11, Start -Up Lost Time [s]
2.0
2.0
0
2.0
2.0
00
2.0
2.0
2.0
2.0
12, Clearance Lost Time [s]
4.0
4.2
4.0
4.2
4.8
4.8
4.8
4.8
Minimum Recall
No
No
No
No
No
No
No
No
Maximum Recall
No
No
No
No
No
No
No
No
Pedestrian Recall
No
No
No
No
No
No
No
No
Detector Location [ft]
3.0
0.0
3.0
3.0
3.0
0.0
3.0
3.0
0.0
Detector Length [ft]
40.0
0
40.0
0.0
40.0
40.0
00
40.0
40.0
0.0
I, Upstream Filtering Factor
1.00 1.00 1.00
1.00 1.00 1.00
1.00 1.00 1.00
1.00 1.00 1.00
Exclusive Pedestrian Phase
Pedestrian Signal Group
0
Pedestrian Walk [s]
0
Pedestrian Clearance [s]
0
Generated with MEI
Version 2022 (SP 0-2)
VISTRO
Lane Group Calculations
Lane Group
L
C
R
L
C
R
L
C
C
L
C
R
C, Cycle Length [s]
161
161
161
161
161
161
161
161
161
161
161
161
L, Total Lost Time per Cycle [s]
6.20
6.20
6.20
6.20
6.20
6.20
6.80
6.80
6.80
6.80
6.80
6.80
11_p, Permitted Start -Up Lost Time [s]
0.00
0 00
(-00
0.00
0 , •
1 00
0 00
!', 00
0 OP
0 00
0 00
0 00
12, Clearance Lost Time [s]
0.00
4.20
4.20
0.00
4.20
4.20
4.80
4.80
4.80
4.80
4.80
4.80
g_i, Effective Green Time [s]
83
58
58
83
76
76
6
43
43
14
52
52
g / C, Green / Cycle
0.51
0.36
0.36
0.51
0.47
0.47
0.04
0.27
0.27
0.09
0.32
0.32
(v / s)_i Volume / Saturation Flow Rate
0.01
0.27
0.52
0.40
0.22
0.04
0.02
0.25
0.25
0.10
0.21
0.16
s, saturation flow rate [veh/h]
692
3204
1431
652
3204
1431
3113
1683
1680
3113
3204
1431
c, Capacity [veh/h]
321
1145
511
333
1501
670
114
452
451
275
1025
458
d1, Uniform Delay [s]
21.09
45.60
51.73
37.81
29.22
23.74
76.59
57.77
57.77
73.40
47.18
44.44
k, delay calibration
0.50
0.50
0.50
0.50
0.50
0.50
0.11
0.30
0.30
0.11
0.11
0.11
I, Upstream Filtering Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
d2, Incremental Delay [s]
0.11
4.72
220.72
16.99
1.07
0.26
6.73
22.24
22.26
49.16
0.73
0.87
d3, Initial Queue Delay [s]
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Rp, platoon ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
PF, progression factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Lane Group Results
X, volume / capacity
0.02
0.76
1.47
0.79
0.47
0.09
0.67
0.95
0.95
1.08
0.66
0.51
d, Delay for Lane Group [s/veh]
21.20
50.31
272.45
54.80
30.29
24.01
83.33
80.00
80.03
122.56
47.92
45.31
Lane Group LOS
C
D
F
D
C
C
F
F
F
F
D
D
Critical Lane Group
No
No
Yes
Yes
No
No
No
No
Yes
Yes
No
No
50th -Percentile Queue Length [veh/In]
0.12
16.14
51.91
7.47
9.74
1.36
1.67
19.52
19.49
7.48
11.60
7.54
50th -Percentile Queue Length [ft/In]
3.07
403.47
1297.72
186.79
243.44
33.89
41.68
487.88
487.16
186.92
290.05
188.58
95th -Percentile Queue Length [veh/In]
0.22
22.73
78.89
11.95
14.86
2.44
3.00
26.76
26.73
12.29
17.19
12.05
95th -Percentile Queue Length [ft/In]
5.53
568.18
1972.18
298.86
371.38
61.00
75.02
669.00
668.14
307.23
429.71
301.19
Generated with
Version 2022 (SP 0-2)
VISTRO
Movement. Aaaroach, & Intersection Results
d_M, Delay for Movement [s/veh]
21.20
50.31
272.45
54.80
30.29
24.01
83.33
80.02
80.03
122.56
47.92
45.31
Movement LOS
C
D
F
D
C
C
F
F
F
F
D
D
d_A, Approach Delay [s/veh]
152.79
36.15
80.29
65.76
Approach LOS
F
D
F
E
d_I, Intersection Delay [s/veh]
91 71
Intersection LOS
F
Intersection V/C
0.977
Other Modes
g_Walk,mi, Effective Walk Time [s]
11.0
11.0
11.0
11.0
M_comer, Comer Circulation Area [ft2/ped;
0.00
0.00
0.00
0.00
M_CW, Crosswalk Circulation Area [ft2/ped
0.00
0.00
0.00
0.00
d_p, Pedestrian Delay [s]
69.88
69.88
69.88
69.88
l_p,int, Pedestrian LOS Score for Intersecticn
2.908
2.839
2.975
3.400
Crosswalk LOS
C
C
C
C
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
2000
2000
c_b, Capacity of the bicycle lane [bicycles/1]
693
619
561
561
d_b, Bicycle Delay [s]
34.37
38.40
41.64
41.64
l_b,int, Bicycle LOS Score for Intersection
2.899
2.411
2.329
2.553
Bicycle LOS
C
B
B
B
Sequence
Ring 1
Ring 2
5
1
3
4
6
2
7
8
Ring 3
Ring 4
E1 43s
=WI
TRAFFIC IMPACT STUDY
Scenario No. 2
NW 22nd Avenue &
Service Road
Caltran Engineering Group PageI53
TRAFFIC IMPACT STUDY
Caltran Engineering Group Pagel61
Generated with MI
Version 2022 (SP 0-2)
VISTRO
Control Type:
Analysis Method:
Analysis Period:
Intersection Setup
Intersection Level Of Service Report
Intersection 3: NW 22 Avenue and Service Road
Two-way stop
HCM 7th Edition
15 minutes
Delay (sec / veh):
Level Of Service:
Volume to Capacity (v/c):
14.0
B
0.024
Name
NW 22 Avenue
NW 22 Avenue
Service Road
Service Road
Aooroach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
111r
1 h
r
r
Turning Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Lane Width [ft]
ire 12.00 12.00 12 12.00 12.00
1200
1201' 12.00
12.00
12 00 12.00
No. of Lanes in Entry Pocket
1
0
1
0
0
0
0
0
0
0
0
0
Entry Pocket Length [ft]
60.00
1000.
95.00
10000
10000
100
100
100.00
10000
100 00
100.00
100.00
No. of Lanes in Exit Pocket
0
0
0
0
0
0
0
0
0
0
0
0
Exit Pocket Length [ft]
0.00 0.00
Orn
0.0
0.00
0 00
0.00
00.
0 0'.
0 n'
Speed [mph]
30.00
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
No
No
No
No
Volumes
Name
NW 22 Avenue
NW 22 Avenue
Service Road
Service Road
Base Volume Input [veh/h]
..
834
0
0
1024
0
0
10
0
10
Base Volume Adjustment Factor
1 0000
1.0000
1.0000
1.0000
1.0000
1.0000
1 0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
Growth Factor
1 0000
1.0400
1.0400
1.0000
1.0400
1.0400
1 0000
1 0000
1.0400
1 0000
1.0000
1.0400
In -Process Volume [veh/h]
0
0
0
0
0
0
0
C,
0
(
0
0
Site -Generated Trips [veh/h]
(
0
0
0
0
0
('
0
1'
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
(0
0
Pass -by Trips [veh/h]
_
0
0
0
0
0
0
0
(
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
867
0
1065
0
0
0
10
i
10
Peak Hour Factor
'1.0000
0.9710
0.9710
1.0030
0.9710
0.9710
1 .0000
1.0000
0.9710
1 0000
1.0000
0.9710
Other Adjustment Factor
1.0000
1.0000
1.0000
1 0000
1.0000
1.0000
1 0000
1 0000
1.0000
1 0000
1 .0000
1.0000
Total 15 -Minute Volume [veh/h]
0
223
0
0
274
0
0
0
3
0
0
3
Total Analysis Volume [veh/h]
893
0
(
1097
0
0
G
10
0
0
10
Pedestrian Volume [ped/h]
0
0
Generated with rigi
Version 2022 (SP 0-2)
Intersection Settings
VISTRO
Priority Scheme
Free
Free
Stop
Stop
Flared Lane
Storage Area [veh]
0
Two -Stage Gap Acceptance
No
No
Number of Storage Spaces in Median
!
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0.00
0 01
0 00
0.00
0.01
0 00
0.00
0 00
0.02
0 00
0.00
0.02
d_M, Delay for Movement [s/veh]
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
13.98
0.00
0.00
12.69
Movement LOS
A
A
A
A
B
B
95th -Percentile Queue Length [veh/In]
0 00
0.00
0.00
0.0.
0.00
0.00
0 0!'
JU
0.07
a 00
0.06
95th -Percentile Queue Length [ft/In]
i W
0.00
n 00
0.00
^ i
'
1.87
1.60
d_A, Approach Delay [s/veh]
0.00
0.00
13.98
12.69
Approach LOS
A
A
B
B
d I, Intersection Delay [s/veh]
0.13
Intersection LOS
B
TRAFFIC IMPACT STUDY
PM
Caltran Engineering Group PageI62
Generated with 1121
Version 2022 (SP 0-2)
VISTRO
Control Type:
Analysis Method:
Analysis Period:
Intersection Setup
Intersection Level Of Service Report
Intersection 3: NW 22 Avenue and NW Service Road
Two-way stop
HCM 7th Edition
15 minutes
Delay (sec / veh):
Level Of Service:
Volume to Capacity (v/c):
18.6
C
0.040
Name
NW 22 Avenue
NW 22 Avenue
Service Road
Service Road
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
111r
1 h
r
r
Tuming Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Lane Width [ft]
'2 00
12.00
12.00
2 `1 .
12.00
12.00
'2 00
12.00
12.00
7 0'
12 00
12.00
No. of Lanes in Entry Pocket
1
0
1
0
0
0
0
0
0
0
0
Entry Pocket Length [ft]
60.00
100.00
95.00
100.00
100 0
100 ,
100.00
100.00
100.;
No. of Lanes in Exit Pocket
0
0
0
0
U
0
0
0
0
0
0
0
Exit Pocket Length [ft]
0.00
0.0.
0.0'
0 0
0.00
0.00
0.00
Speed [mph]
30.00
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
No
No
No
No
Volumes
Name
NW 22 Avenue
NW 22 Avenue
Service Road
Service Road
Base Volume Input [veh/h]
0
1469
0
(1
912
6
7
10
Base Volume Adjustment Factor
'.00'
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage (%]
2.0.
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
Growth Factor
' .00' 1.0400 1.0400 1 0000 1.0400 1.0400 1 0000 1 0000 1.0400 1.0000 1.0000 1.0400
In -Process Volume [veh/h]
0
0
(1
0
0
0
0
0
Site -Generated Trips [veh/h] 0
0
0
0
0
0
0
r
0
Diverted Trips [veh/h] 0
0
0
0
0
0
n
0
0
Pass -by Trips [veh/h] 0
0
0
(
0
0
0
(
0
0
Existing Site Adjustment Volume [veh/h] 0
0
0
0
0
0
0
0
0
Other Volume [veh/h] 0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h] 0
1528
0
0
948
6
0
7
0
0
10
Peak Hour Factor
1.00(1
0.9400
0.9400
1.000,
0.9400
0.9400
1.0000
1
0.9400
1 0000
1 .0000
0.9400
Other Adjustment Factor
' .00 1.0000 1.0000 1.00'
1.0000 1.0000 1 0000 1 00' 1.0000 1 0000 1.000n 1.0000
Total 15 -Minute Volume [veh/h]
0
406
0
0
252
2
C!
0
2
0
0
3
Total Analysis Volume [veh/h]
0
1626
0
(
1009
6
0
7
0
0
11
Pedestrian Volume [ped/h]
1
0
Generated with cia
Version 2022 (SP 0-2)
Intersection Settings
VISTRO
Priority Scheme
Free
Free
Stop
Stop
Flared Lane
Storage Area [veh]
0
0
C
Two -Stage Gap Acceptance
No
No
Number of Storage Spaces in Median
0
0
0
0
Its
V/C, Movement V/C Ratio
0 00
002
0 00
0 `i0
0 01
0 Oi
0.00
0 00
0.02
0 00
0 00
0.04
d_M, Delay for Movement [s/veh]
0 00
0.00
0.00
0 00
0 00
0.00
0.00
0 00
13.37
0.00
0.00
18.59
Movement LOS
A
A
A
A
B
C
95th -Percentile Queue Length [veh/In]
0 00
0.00
0 00
0 00
0.00
0.00
0.00
0 fit
0.05
0 00
0 00
0.12
95th -Percentile Queue Length [ft/In]
0 00
0.00
0 00
C u(:
0.00
0.00
a 00
0 01;
1.22
0 00
0 00
3.10
d_A, Approach Delay [s/veh]
0.00
0.00
13.37
18.59
Approach LOS
A
A
B
C
d_I, Intersection Delay [s/veh]
0.11
Intersection LOS
C
TRAFFIC IMPACT STUDY
Scenar'ito N
O _'
NW 22nd Avenue
Rutland Street
Caltran Engineering Group PageI54
TRAFFIC IMPACT STUDY
AM
Caltran Engineering Group PageI61
Generated with Gra
Version 2022 (SP 0-2)
Control Type:
Analysis Method:
Analysis Period:
Intersection Setup
VISTRO
Intersection Level Of Service Report
Intersection 2: NW 22 Avenue 8 Rutland Street
Signalized
HCM 7th Edition
15 minutes
Delay (sec / veh):
Level Of Service:
Volume to Capacity (v/c):
5.9
A
0.348
Name
NW 22 Avenue
NW 22 Avenue
Rutland Avenue
Rutland Avenue
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
11 F
ri 1 F
41 r
Turning Movement
Left
Thru
Right
U-tu
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Lane Width [ft]
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
1
0
0
1
0
0
1
0
0
Entry Pocket Length [ft]
55.00
100.00
100
60.00
100 0
100.0
100 0
100.00
100.00
50.00
100.00
100.
100.00
No. of Lanes in Exit Pocket
0
0
0
0
1)
0
0
0
0
0
0
0
Exit Pocket Length [ft]
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0 00
0.00
0.00
0 00
Speed [mph]
30.00
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
0.00
Curb Present
Yes
Yes
Yes
Yes
Crosswalk
Yes
No
Yes
Yes
Generated with cal
Version 2022 (SP 0-2)
Volumes
VISTRO
Name
NW 22 Avenue
NW 22 Avenue
Rutland Avenue
Rutland Avenue
Base Volume Input [veh/h]
4
744
5
18
28
920
15
13
2
11
24
8
15
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.000
1.000
1.000
1.000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00 2.00
Proportion of CAVs [%]
Growth Factor
1.0400
1.0400
1.0400
1.040
1.040
1.040
0.00
1.040
1.0400
1.0400
1.0400
1.0400 1.0400
1.0400
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/hj
0
0
0
0
0
0
0
0
0
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Right Turn on Red Volume [veh/h]
0
0
0
0
0
0
Total Hourly Volume [veh/h]
4
774
5
19
29
957
16
14
2
11
25
8
16
Peak Hour Factor
0.9710
0.9710 0.9710
0.971 0.971 0.971 0.971
0.9710 0.9710 0.
Other Adjustment Factor
1.0000
1.0000
1.0000
1.000
1.000
1.000
1.000
1.0000
1.0000
1.0000
1.0000
1.0000 1.0000
Total 15 -Minute Volume [veh/h]
1
199
1
5
7
246
4
4
1
3
6
2
Total Analysis Volume [veh/h]
4
797
5
20
30
986
16
14
2
11
26
8
Presence of On -Street Parking
No
No
No
No
No
No
No
4
16
No
On -Street Parking Maneuver Rate [/h]
u
Local Bus Stopping Rate [/h]
0
0
0
0
0
0
v do, Outbound Pedestrian Volume crossin
g
0
0
0
nd Pedestrian Volume crossing n
0
0
0
v_co, Outbound Pedestrian Volume crossing
0
0
0
0
v ci, Inbound Pedestrian Volume crossing
mi 0
0
0
0
v ab, Corner Pedestrian Volume [ped/h]
0
0
0
Bicycle Volume [bicycles/h]
0
0
0
0
Generated with Cal
Version 2022 (SP 0-2)
Intersection Settings
VISTRO
Located in CBD
Yes
Signal Coordination Group
Cycle Length [s]
160
Coordination Type
Time of Day Pattern Coordinated
Actuation Type
Semi -actuated
Offset [s]
152.0
Offset Reference
Lead Green - Beginning of First Green
Permissive Mode
SingleBand
Lost time [s]
0.00
Phasing & Timing
Control Type
Permiss
Permiss
Permiss
Permi
Permi
Permi
Permi
Permiss
Permiss
Permiss
Permiss
Permiss
Permiss
Signal Group
6
2
8
4
Auxiliary Signal Groups
Lead / Lag
Minimum Green [s]
C.
18
C
0
18
7
0
7
0
Maximum Green [s]
0
48
0
0
0
48
0
24
0
24
0
Amber [s]
0l
4.0
0.0
0.0
0.0
4.0
0.0
4.0
0.0
4.0
0.0
All red [s]
0
3.0
0.0
0.0
00
3.0
0 0
3.0
0.0
00
3.0
0.0
Split [s]
C
78
0
0
0
78
82
0
82
0
Vehicle Extension [s]
3.0
0.0
0.0
0.0 3.0 0 0
0.0
3.0
0.0
00
3.0
0.0
Walk [s]
7
0
0
7
0
26
0
7
0
Pedestrian Clearance [s]
0
18
0
0
18
r
10
0
10
0
Delayed Vehicle Green [s]
0 i
0.0
0.0
0.0
u.0
0.0
0.0
0.0
0.0
0,0
0 0
0.0
0.0
Rest In Walk
No
No
No
No
11 , Start -Up Lost Time [s]
0.
2.0
0.0
0.0
2.0
0.0
0 0
2.0
0.0
0.0
2.0
0.0
12, Clearance Lost Time [s]
0 0
5.0
0 0
0.0
5.0
0 0
n
5.0
0.0
0 n
5.0
0.0
Minimum Recall
No
No
No
No
Maximum Recall
No
No
No
No
Pedestrian Recall
No
No
No
No
Detector Location [ftj
0.0
2.0
2.0
0.0
Detector Length [ft]
0.0
40.0
00
40.0
00
1, Upstream Filtering Factor
1.00 1.00 1.00
1.00
1.00 1.00 1.00
1.00 1.00 1.00
1.00 1.00
1.00
Exclusive Pedestrian Phase
Pedestrian Signal Group
0
Pedestrian Walk [s]
0
Pedestrian Clearance [s]
0
Generated with mg
Version 2022 (SP 0-2)
VISTRO
Lane Group Calculations
Lane Group
L
C
C
L
C
C
C
R
C
C, Cycle Length [s]
160
160
160
160
160
160
160
160
160
L, Total Lost Time per Cycle [s]
7.00
7.00
7.00
7.00
7.00
7.00
7.00
7.00
7.00
11_p, Permitted Start -Up Lost Time [s] 2.00
0.00
0.00
2.00
000
0.00
2.00
000
2.00
12, Clearance Lost Time [s]
5.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
g_i, Effective Green Time [s]
137
137
137
137
137
137
9
9
9
g / C, Green / Cycle
0.85
0.85
0.85
0.85
0.85
0.85
0.06
0.06
0.06
(v / s)_i Volume / Saturation Flow Rate
0.01
0.24
0.24
0.08
0.30
0.30
0.01
0.01
0.05
s, saturation flow rate [veh/h]
506
1683
1679
610
1683
1674
1122
1431
1010
c, Capacity [veh/h]
441
1440
1436
533
1440
1431
106
82
92
d1, Uniform Delay [s]
3.78
2.20
2.20
3.50
2.39
2.39
72.04
71.67
75.39
k, delay calibration
0.50
0.50
0.50
0.50
0.50
0.50
0.11
0.11
0.11
I, Upstream Filtering Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
d2, Incremental Delay [s]
0.04
0.48
0.48
0.35
0.67
0.67
0.65
0.74
4.93
d3, Initial Queue Delay [s]
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Rp, platoon ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
PF, progression factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Lane Group Results
X, volume / capacity
0.01
0.28
0.28
0.09
0.35
0.35
0.15
0.13
0.54
d, Delay for Lane Group [s/veh]
3.82
2.68
2.68
3.85
3.05
3.06
72.68
72.41
80.32
Lane Group LOS
A
A
A
A
A
A
E
E
F
Critical Lane Group
No
No
No
No
No
Yes
No
No
Yes
50th -Percentile Queue Length [veh/In]
0.03
2.07
2.07
0.38
2.82
2.81
0.65
0.45
2.18
50th -Percentile Queue Length fft/In
0.80
51.82 51.72
9.53
70.53 70.18
16.29
11.23
54.61
95th -Percentile Queue Length [veh/In]
0.06
3.73
3.72
0.69
5.08
5.05
1.17
0.81
3.93
95th -Percentile Queue Length [ft/1n]
1.43
93.28
93.10
17.16
126.96
126.32
29.32
20.21
98.29
Generated with GE
Version 2022 (SP 0-2)
VISTRO
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]
3.82
2.68
2.68
3.85
3.85
3.06
3.06
72.68
72.68
72.41
80.32
80.32
80.32
Movement LOS
A
A
A
A
A
A
A
E
E
E
F
F
F
d_A, Approach Delay [s/veh]
2.69
3.09
72.57
80.32
Approach LOS
A
A
E
F
d_l, Intersection Delay [s/veh]
5.89
Intersection LOS
A
Intersection V/C
0.348
Other Modes
g_Walk,mi, Effective Walk Time [s]
30.0
11.0
11.0
M_comer, Comer Circulation Area [ft2/ped:
0.00
0.00
0.00
M_CW, Crosswalk Circulation Area [ft2/pedl
0.00
0.00
0.00
d_p, Pedestrian Delay [s]
52.81
:,c
69.38
69.38
I_p,int, Pedestrian LOS Score for Intersecticn
2.710
:0 000
1.991
1.856
Crosswalk LOS
B
F
A
A
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
2000
2000
c_b, Capacity of the bicycle lane [bicycles/h]
888
888
938
938
d_b, Bicycle Delay [s]
24.75
24.75
22.58
22.58
I_b,int, Bicycle LOS Score for Intersection
2.225
2.403
1.604
1.642
Bicycle LOS
B
B
A
A
Sequence
Ring 1
Ring 2
2
4
6
8
Ring 3
Ring 4
_)2 25s
11111.6 25s
TRAFFIC IMPACT STUDY
PM
Caltran Engineering Group PageI62
Generated with 1213
Version 2022 (SP 0-2)
VISTRO
Control Type:
Analysis Method:
Analysis Period:
Intersection Setup
Intersection Level Of Service Report
Intersection 2: NW 22 Avenue & Rutland Street
Signalized
HCM 7th Edition
15 minutes
Delay (sec / veh):
Level Of Service:
Volume to Capacity (v/c):
5.3
A
0.391
Name
NW 22 Avenue
NW 22 Avenue
Rutland Street
Rutland Street
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
r' 1 F
1
1 1 1
i t
Tuming Movement
Left
Thru
Right
U-tu
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Lane Width [ft]
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
1
(
0
1
0
0
0
1
0
0
0
Entry Pocket Length [ft]
55.00
100.00
100 00
60.00
100 0
100.0
100.0
100.00
100.00
50.00
100.00
100 00
100.00
No. of Lanes in Exit Pocket
0
0
0
0
0
0
0
0
0
0
0
n
0
Exit Pocket Length [ft]
0 00
000
0.00
0.00
n 00
0 00
0 00
0 00
0.00
0 00
0 00
0 00
: 00
Speed [mph]
30.00
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
0.00
Curb Present
Yes
Yes
Yes
Yes
Crosswalk
Yes
No
Yes
Yes
Generated with rEgi
Version 2022 (SP 0-2)
Volumes
VISTRO
Name
NW 22 Avenue
NW 22 Avenue
Rutland Street
Rutland Street 1
Base Volume Input [veh/h]
7
1113
4
0
40
824
5
30
2
12
10
4
15
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.000
1.000
1.000
1.000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
Proportion of CAVs [%]
0.00
Growth Factor
1.0400 1.0400 1.0400 1.040 1.040
1.040
1.040 1.0400
1.0400
In -Process Volume [veh/h]
0 0 0 0 0
0
0 0
0
1.0400 1.0400
0
0
1.0400
0
1.0400
0
Site -Generated Trips [veh/h] 0
0
O 0 0
0 0
0
0
0 0
0
0
Diverted Trips [veh/h]
0 0 0 0 0 0 0
0 0 0
0 0 0
Pass -by Trips [veh/h] 0
0
O 0
0
0
0 0 0 0
Existing Site Adjustment Volume [veh/h] 0
0
0 0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h] 0
0
0 0
0
0
0 0 0 0
Right Turn on Red Volume [veh/h]
0
0
Total Hourly Volume [veh/h]
7 1158 4 0 42 857 5
31
2
0
0
0
0
0
12
10 4 16
Peak Hour Factor 0.9800 0.9800 0.9800 0.980 0.980 0.980 0.980 0.9800 0.9800 0.9800 0.9800
0.9800
Other Adjustment Factor 1.0000 1.0000 1.0000 1.000 1.000 1.000 1.000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000
Total 15 -Minute Volume [veh/h] 2 295
1 0
11 219 1 8 1
3 3 1
4
Total Analysis Volume [veh/h] 7 1182
4 0
43 874 5 32
2
12 10 4
16
Presence of On -Street Parking No
No No
No No
No No
No
On -Street Parking Maneuver Rate [/h]
u
Local Bus Stopping Rate [/h]
0
0
0
0
✓ do, Outbound Pedestrian Volume crossin 0
0
✓ di, Inbound Pedestrian Volume crossing 0
0
✓ co, Outbound Pedestrian Volume crossin 0
0
0 0
✓ ci, Inbound Pedestrian Volume crossing i 0
0
0 0
v ab, Comer Pedestrian Volume [ped/h]
0 0 0 0
Bicycle Volume [bicycles/h] 0 0 0 0
Generated with
Version 2022 (SP 0-2)
Intersection Settings
VISTRO
Located in CBD
Yes
Signal Coordination Group
-
Cycle Length [s]
160
Coordination Type
Time of Day Pattern Coordinated
Actuation Type
Semi -actuated
Offset [s]
152.0
Offset Reference
Lead Green - Beginning of First Green
Permissive Mode
SingleBand
Lost time [s]
0.00
Phasing & Timing
Control Type
Permiss
Permiss
Permiss
Permi
Permi
Permi
Permi
Permiss
Permiss
Permiss
Permiss
Permiss
Permiss
Signal Group
6
2
8
4
Auxiliary Signal Groups
Lead / Lag
-
Minimum Green [s]
0
18
0
0
0
18
0
7
7
0
Maximum Green [s]
0
48
0
0
0
48
0
24
C'
24
0
Amber [s]
0.0
4.0
0 c
0.0
0.0
4.0
u.l'
0.0
4.0
01
0..•
4.0
0.0
All red [s]
0 C
3.0
0
00
00
3.0
00
0:
3.0
0.0
0
3.0
0.0
Split [s]
0
82
0
0
0
82
0
0
78
0
0
78
0
Vehicle Extension [s]
0 C
3.0
0.1.
0.0
0 0
3.0
0.0
0 0
3.0
0.0
0.( 3.0
0.0
Walk [s]
0
7
0
0
7
0
26
0
Ce 7
0
Pedestrian Clearance [s]
0
18
0
0
18
0
10
0
C 10
0
Delayed Vehicle Green [s]
0 _
0.0
0 '
0.0
0.0
0.0
0 0
0 :
0.0
0 0
0.0 0.0
0 0
Rest In Walk
No
No
No
No
11 , Start -Up Lost Time [s]
2.0
0.n
0.0
0.0
2.0
0.0
0 C
2.0
0.(°
0 t
2.0
0.0
12, Clearance Lost Time [s]
5.0
n r
,0 0
0 0
5.0
n n
n
5.0
0.0
0 '
5.0
0.0
Minimum Recall
No
No
No
No
Maximum Recall
No
No
No
No
Pedestrian Recall
No
No
No
No
Detector Location [ft]
0 _
0.0
0.0
0.0
0.0
0.
2.0
0.0
2.0
Detector Length [ft]
0 :.
0.0
0.0
0 0
0 C'
40.0
0 0
40.0
I, Upstream Filtering Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00 1.00
1.00
1.00
1.00
Exclusive Pedestrian Phase
Pedestrian Signal Group
0
Pedestrian Walk [sj
0
Pedestrian Clearance [s]
0
Generated with Ein
Version 2022 (SP 0-2)
VISTRO
Lane Group Calculations
Lane Group
L
C
C
L
C
C
C
R
C
C, Cycle Length [s]
160
160
160
160
160
160
160
160
160
L, Total Lost Time per Cycle [s]
7.00
7.00
7.00
7.00
7.00
7.00
7.00
7.00
7.00
11_p, Permitted Start -Up Lost Time [s]
2.00
0 00
0.00
2.00
, 0 00
000
2.00
0 00
2.00
12, Clearance Lost Time [s]
5.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
g_i, Effective Green Time [s]
140
140
140
140
140
140
6
6
6
g / C, Green / Cycle
0.87
0.87
0.87
0.87
0.87
0.87
0.04
0.04
0.04
(v / s)_i Volume / Saturation Flow Rate
0.01
0.35
0.35
0.10
0.26
0.26
0.03
0.01
0.04
s, saturation flow rate [veh/h]
568
1683
1681
425
1683
1680
1299
1431
774
c, Capacity [veh/h]
502
1469
1467
376
1469
1466
95
57
61
d1, Uniform Delay [s]
3.10
2.00
2.00
4.39
1.75
1.75
75.73
74.40
76.53
k, delay calibration
0.50
0.50
0.50
0.50
0.50
0.50
0.11
0.11
0.11
I, Upstream Filtering Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
d2, Incremental Delay [s]
0.05
0.83
0.83
0.62
0.52
0.52
2.25
1.83
6.10
d3, Initial Queue Delay [s]
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Rp, platoon ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
PF, progression factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Lane Group Results
X, volume / capacity
0.01
0.40
0.40
0.11
0.30
0.30
0.36
0.21
0.49
d, Delay for Lane Group [s/veh]
3.15
2.83
2.83
5.01
2.27
2.28
77.98
76.23
82.63
Lane Group LOS
A
A
A
A
A
A
E
E
F
Critical Lane Group
No
No
Yes
No
No
No
No
No
Yes
50th -Percentile Queue Length [veh/In]
0.05
2.85
2.85
0.40
1.85
1.85
1.45
0.51
1.35
50th -Percentile Online Length [ft/In]
1 20
71 34
71 27
9.95
46 22
46 13
36.24
12.77
33.69
95th -Percentile Queue Length [veh/In]
0.09
5.14
5.13
0.72
3.33
3.32
2.61
0.92
2.43
95th -Percentile Queue Length [ft/1n]
2.16
128.41
128.29
17.90
83.19
83.04
65.23
22.98
60.65
Generated with MI
Version 2022 (SP 0-2)
VISTRO
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]
3.15
2.83
2.83
5.01
5.01
2.28
2.28
77.98
77.98
76.23
82.63
82.63
82.63
Movement LOS
A
A
A
A
A
A
A
E
E
E
F
F
F
d_A, Approach Delay [s/veh]
2.83
2.40
77.52
82.63
Approach LOS
A
A
E
F
d_I, Intersection Delay [s/veh]
5.31
Intersection LOS
A
Intersection V/C
0.391
Other Modes
g_Walk,mi, Effective Walk Time [s]
30.0
11.0
11.0
M_comer, Comer Circulation Area [ftz/ped:
0.00
0.00
0.00
M_CW, Crosswalk Circulation Area [ft'/pedi
0.00
0.00
0.00
d_p, Pedestrian Delay [s]
52.81
, r,,;,
69.38
69.38
I_p,int, Pedestrian LOS Score for Intersecticn
2.738
n ov,
1.998
1.842
Crosswalk LOS
B
F
A
A
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
2000
2000
c_b, Capacity of the bicycle lane [bicycles/I-]
938
938
888
888
d_b, Bicycle Delay [s]
22.58
22.58
24.75
24.75
I_b,int, Bicycle LOS Score for Intersection
2.544
2.285
1.636
1.609
Bicycle LOS
B
B
A
A
Sequence
Ring 1
2
4
Ring 2
6
8
Ring 3
Ring 4
Min 25s
TRAFFIC IMPACT STUDY
Scenario No
SR 9 & NW 22nd Avenue
Caltran Engineering Group Pagel55
TRAFFIC IMPACT STUDY
Caltran Engineering Group PageI61
Generated with MI
Version 2022 (SP 0-2)
V I STRO
Control Type:
Analysis Method:
Analysis Period:
Intersection Setup
Signalized
HCM 7th Edition
15 minutes
Intersection Level Of Service Report
Intersection 1: NW 22 Avenue and SR 9
Delay (sec / veh):
Level Of Service:
Volume to Capacity (v/c):
65.8
E
0.770
Name
NW 22 Avenue
NW 22 Avenue
SR 9
SR 9
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
i i i r
i i i r
r
1 1 1 1
i i i i r
Tuming Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Lane Width [ft]
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
1
0
1
0
2
0
2
1
Entry Pocket Length [ft]
100.00
100 0{-
100 00
80.00
100 00
100 00
415.00
100 0'
' or. ,)0
400.00
100.00
275.00
No. of Lanes in Exit Pocket
0
0
0
0
0
0
1
0
0
0
Exit Pocket Length [ft]
i0 0
n
:, ,
0 n
0 00
400.00
r, Op
0 00
0 00
Speed [mph]
30.00
30.00
45.00
45.00
Grade [%]
0.00
0.00
0.00
0.00
Curb Present
Yes
Yes
Yes
Yes
Crosswalk
Yes
Yes
Yes
Yes
Generated with
Version 2022 (SP 0-2)
Volumes
Name
NW 22 Avenue
NW 22 Avenue
SR 9
SR 9
Base Volume Input [veh/h]
2
488
354
384
661
44
42
687
6
357
668
123
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
2.00
2.00
2.00
2.00 2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
Proportion of CAVs [%]
0.00
Growth Factor
1.0400
1.0400
1.0400
1.0400
1.0400
1.0400
1.0400
1.0400
1.0400
1.0400
1.0400
1.0400
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
3
7
4
0
7
0
0
0
3
4
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Right Turn on Red Volume [veh/h]
0
0
0
0
Total Hourly Volume [veh/h]
5
515
372
399
694
46
44 714
9
375
695
128
Peak Hour Factor
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700
0.9700 0.9700
0.9700
0.9700
0.9700
0.9700
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000 1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
1
133
96
103
179
12
11
184
2
97
179
33
Total Analysis Volume [veh/h]
5
531
384
411
715
47
45
736
9
387
716
132
Presence of On -Street Parking
No
No
No
No
No
No
No
No
On -Street Parking Maneuver Rate [/h]
Local Bus Stopping Rate [/h]
0
0
0
0
v_do, Outbound Pedestrian Volume crossing
0
0
0
0
v_di, Inbound Pedestrian Volume crossing
m 0
0
0
0
v_co, Outbound Pedestrian Volume crossing
0
0
0
0
v ci, Inbound Pedestrian Volume crossing m
0
0
0
0
v_ab, Corner Pedestrian Volume [ped/h]
0
0
0
0
Bicycle Volume [bicycles/h]
0
0
0
0
Generated with COM
Version 2022 (SP 0-2)
Intersection Settings
VISTRO
Located in CBD
Yes
Signal Coordination Group
-
Cycle Length [s]
160
Coordination Type
Time of Day Pattern Coordinated
Actuation Type
Semi -actuated
Offset [s]
126.0
Offset Reference
Lead Green - Beginning of First Green
Permissive Mode
SingleBand
Lost time [s]
0.00
Phasing & Timing
Control Type
ProtPer
Permiss
Permiss
ProtPer
Permiss
Permiss
Protecte
Permiss
Permiss
Protecte
Permiss
Permiss
Signal Group
6
1
5
2
3
8
7
4
Auxiliary Signal Groups
Lead / Lag
Lead
Lead
Lead
Lead
Minimum Green [s]
5
7
5
7
0
5
18
5
18
0
Maximum Green [s]
30
50
30 1 50
22
50
22
50
0
Amber [s]
4.0
4.0
0.i
4.0
4.0
0 i'
4.8
3.0
0 C
4.8
3.0
0.0
All red [s]
2.0
2.2
0/
2.0
2.2
0i
2.0
2.0
0i
2.0
2.0
0.0
Split [s]
18
49
0
34
66
22 54
22
54
0
Vehicle Extension [s]
Walk [s]
Pedestrian Clearance [s]
Delayed Vehicle Green [s]
Rest In Walk
11, Start -Up Lost Time [s]
12, Clearance Lost Time [s]
Minimum Recall
3.0
3.0
0C
3.0
3.0
0.0
3.0
3.0
0
3.0 3.0 0.0
7
7
0
7
0
7 0
36
0
36
0
32
0
0 32 0
0.0
0.0
0.0
0.0
0.0
00
0.0
0.0
0.0
0.0 0.0 0 0
No
No
No
No
2.0
2.0
0.0
2.0
2.0
0.0
2.0
2.0
0.0
2.0 2.0 0.0
4.0
4.2
oC
4.0
4.2
00
4.8
3.0
0.0
4.8 3.0 0.0
No
No
No
No
No
No
No No
Maximum Recall
No
No
No
No
No
No
No No
Pedestrian Recall
Detector Location [ft]
Detector Length [ft]
1, Upstream Filtering Factor
No
No
No
No
No
No
No No
3.0
3.0
0
3.0
3.0
3.0 3.0
40.0
0 C'
40.0
0.0
40.0
40.0
40.0 40.0
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00 1.00 1.00
Exclusive Pedestrian Phase
Pedestrian Signal Group
0
Pedestrian Walk [s]
0
Pedestrian Clearance [s]
0
Generated with Earil
Version 2022 (SP 0-2)
VISTRO
Lane Group Calculations
Lane Group
L
C
R
L
C
R
L
C
C
L
C
R
C, Cycle Length [s]
160
160
160
160
160
160
160
160
160
160
160
160
L, Total Lost Time per Cycle [s]
6.20
6.20
6.20
6.20
6.20
6.20
6.80
5.00
5.00
6.80
5.00
5.00
11_p, Permitted Start -Up Lost Time [s]
0.00
0 nr
0 00
0.00
i, 0n
0 n0
0 n0
0 0(0
c ,)0
0 00
0.00
0 00
12, Clearance Lost Time [s]
0.00
4.20
4.20
0.00
4.20
4.20
4.80
3.00
3.00
4.80
3.00
3.00
g_i, Effective Green Time [s]
88
55
55
88
81
81
4
39
39
15
50
50
g / C, Green / Cycle
0.55
0.34
0.34
0.55
0.51
0.51
0.03
0.24
0.24
0.10
0.31
0.31
(v / s)_i Volume / Saturation Flow Rate
0.01
0.17
0.27
0.52
0.22
0.03
0.01
0.22
0.22
0.12
0.22
0.09
s, saturation flow rate [veh/h]
690
3204
1431
788
3204
1431
3113
1683
1676
3113
3204
1431
c, Capacity [veh/h]
352
1100
491
453
1621
724
86
408
406
296
992
443
dl, Uniform Delay [s]
17.96
41.36
47.17
26.64
25.13
20.19
76.76
59.02
59.03
72.40
49.09
41.99
k, delay calibration
0.50
0.50
0.50
0.50
0.50
0.50
0.11
0.24
0.24
0.11
0.11
0.11
1, Upstream Filtering Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
d2, Incremental Delay [s]
0.07
1.52
11.75
24.64
0.87
0.17
4.89
16.17
16.24
144.29
1.01
0.37
d3, Initial Queue Delay [s]
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Rp, platoon ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
PF, progression factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Lane Group Results
X, volume / capacity
0.01
0.48
0.78
0.91
0.44
0.06
0.52
0.92
0.92
1.31
0.72
0.30
d, Delay for Lane Group [s/veh]
18.04
42.88
58.92
51.28
26.01
20.36
81.66
75.19
75.27
216.69
50.10
42.37
Lane Group LOS
B
D
E
D
C
C
F
E
E
F
D
D
Critical Lane Group
No
No
Yes
Yes
No
No
No
No
Yes
Yes
No
No
50th -Percentile Queue Length [veh/In]
0.09
8.60
15.40
12.55
8.97
0.96
0.96
16.28
16.22
11.92
12.63
3.99
50th -Percentile Queue Length [ft/In]
2.32
214.97
385.08
313.79
224.18
24.02
24.10
406.88
405.43
297.88
315.85
99.68
95th -Percentile Queue Length [veh/In]
0.17
13.41
21.84
18.36
13.88
1.73
1.74
22.89
22.82
19.28
18.46
7.18
95th -Percentile Queue Length [ft/In]
4.18
335.20
545.99
459.04
346.95
43.24
43.38
572.28
570.53
482.04
461.58
179.43
Generated with CM
Version 2022 (SP 0-2)
V I STRO
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]
18.04
42.88
58.92
51.28
26.01
20.36
81.66
75.23
75.27
216.69
50.10
42.37
Movement LOS
B
D
E
D
C
C
F
E
E
F
D
D
d_A, Approach Delay [s/veh]
49.44
34.64
75.60
101.47
Approach LOS
D
C
E
F
d_I, Intersection Delay [s/veh]
65 85
Intersection LOS
E
Intersection V/C
0.770
Other Modes
g_Walk,mi, Effective Walk Time [s]
11.0
11.0
11.0
11.0
M_comer, Comer Circulation Area [ft2/ped:
0.00
0.00
0.00
0.00
M_CW, Crosswalk Circulation Area [ft2/pedl
0.00
0.00
0.00
0.00
d_p, Pedestrian Delay [s]
69.38
69.38
69.38
69.38
I_p,int, Pedestrian LOS Score for Intersectic
n 2.810
2.786
2.950
3.407
Crosswalk LOS
C
C
C
C
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
2000
2000
c_b, Capacity of the bicycle lane [bicycles/11
535
748
613
613
d_b, Bicycle Delay [s]
42.92
31.38
38.50
38.50
I_b,int, Bicycle LOS Score for Intersection
2.319
2.527
2.211
2.578
Bicycle LOS
B
B
B
B
Sequence
Ring 1
Ring 2
5
1
3
4
6
2
7
8
Ring 3
Ring 4
MID
1 43s
111.2 43s
111.4 39s l
11W -39s-
TRAFFIC IMPACT STUDY
AM Mitigation
Caltran Engineering Group Pagel61
Generated with Mg
Version 2022 (SP 0-2)
Unmitigated
VISTRO
Number
1
Intersection
NW 22 Avenue and SR 9
Control Type
Signalized
Analysis Method
HCM 7th Edition
Name
NW 22 Avenue
NW 22 Avenue
SR 9
SR 9
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
i i i r
i i i r
I I i F
i i i i r
Tuming Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Base Volume Input [veh/h]
6
785
678
237
641
54
69
769
4
267
611
210
Total Analysis Volume [veh/h]
10
878
755
262
719
60
77
851
7
302
676
232
Intersection Settings
Cycle Length [s]
160
Coordination Type
Time of Day Pattern Coordinated
Actuation Type
Semi -actuated
Lost time [s]
0.00
Control Type
ProtPer
Permiss
Permiss
ProtPer
Permiss
Permiss
Protecte
Permiss
Permiss
Protecte
Permiss
Permiss
Signal Group
6
1
C
5
2
3
8
7
4
Auxiliary Signal Groups
Lead / Lag
Lead
Lead
Lead
Lead
Minimum Green [s]
5
7
5
7
5
18
5
18
Maximum Green [s]
30
50
30
50
22
50
22
50
Amber [s]
4.0
4.0
4.0
4.0
4.8
4.8
4.8
4.8
C'
All red [s]
2.0
2.2
2.0
2.2
C
2.0
2.0
2.0
2.0
Split [s]
32
62
26
56
21
52
21
52
Walk [s]
7
7
!`
7
7
Pedestrian Clearance [s]
36
)
36
C
0
32
32
Delayed Vehicle Green [s]
0.0
0.0
_
0.0
0.0
2 C
0.0
0.0
0.0
0.0
11, Start -Up Lost Time [s]
2.0
2.0
2.0
2.0
0 C
2.0
2.0
_
2.0
2.0
Minimum Recall
No
No
No
No
No
No
No
No
Maximum Recall
No
No
No
No
No
No
No
No
Pedestrian Recall
No
No
No
No
No
No
No
No
Pedestrian Signal Group
0
Pedestrian Walk [s]
0
Pedestrian Clearance [s]
0
Lane Group Calculations
g / C, Green / Cycle
0.51
0.36
0.36
0.51
0.46
0.46
0.04
0.27
0.27
0.09
0.32
0.32
(v / s)_i Volume / Saturation Flow Rate
0.01
0.27
0.53
0.40
0.22
0.04
0.02
0.26
0.26
0.10
0.21
0.16
so, Base Saturation Flow per Lane [pc/h/In,
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Arrival type
3
3
3
3
s, saturation flow rate [veh/h]
695
3204
1431
653
3204
1431
3113
1683
1678
3113
3204
1431
c, Capacity [veh/h]
320
1138
508
333
1486
663
114
453
452
275
1028
459
X, volume / capacity
0.03
0.77
1.49
0.79
0.48
0.09
0.67
0.95
0.95
1.10
0.66
0.51
d, Delay for Lane Group [s/veh]
21.50
51.17
280.76
55.64
30.97
24.43
83.33
80.20
80.24
130.66
47.80
45.19
Lane Group LOS
C
D
F
E
C
C
F
F
F
F
D
D
Critical Lane Group
No
No
Yes
Yes
No
No
No
No
Yes
Yes
No
No
Generated with Mg
Version 2022 (SP 0-2)
VISTRO
50th -Percentile Queue Length [veh/InJ 0.21 16.49 52.76 7.49 10.00 1 1.37 1.67 19.63 1 19.58 7.79 11.59
7.53
50th -Percentile Queue Length [ft/In 5.15 412.34 1319.04 187.19 250.00 1 34.23 41.68 490.65 489.38 194.64 289.65
188.32
95th -Percentile Queue Length [veh/In]
0.37
23.15
80.42
11.98
15.19
2.46
3.00
26.89
26.83
12.79
17.17
12.03
95th -Percentile Queue Length [ft/In]
9.27
578.85
2010.41
299.38
379.65
61.62
75.02
672.28
670.78
319.74
429.20
300.84
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]
21.50
51.17
280.76
55.64
30.97
24.43
83.33
80.22
80.24
130.66
47.80
45.19
Movement LOS
C
D
F
E
C
C
F
F
F
F
D
D
Critical Movement
No
No
Yes
No
No
No
No
No
No
No
No
No
d_A, Approach Delay [s/veh]
156.49
36.80
80.48
67.98
Approach LOS
F
D
F
E
d_I, Intersection Delay [s/veh]
93 79
Intersection LOS
F
Intersection V/C
0.983
TRAFFIC IMPACT STUDY
PM
Caltran Engineering Group PageI62
Generated with
Version 2022 (SP 0-2)
VISTRO
Control Type:
Analysis Method:
Analysis Period:
Intersection Setup
Intersection Level Of Service Report
Intersection 1: NW 22 Avenue an
Signalized Delay (sec / veh): 93.8
HCM 7th Edition Level Of Service: F
15 minutes Volume to Capacity (v/c): 0.983
Name
NW 22 Avenue
NW 22 Avenue
SR 9
SR 9
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
111 r
111 r
1 ro
1 1 1
1 111 r
Turning Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Lane Width [ft]
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
1
0
1
0
2
0
2
1
Entry Pocket Length [ft]
100.00
100..L
100 U
80.00
100.00
100.00
415.00
100
400.00
100.00
275.00
No. of Lanes in Exit Pocket
0
0
0
0
0
0
0
0
1
0
0
0
Exit Pocket Length [ft]
0 00
0 00
0.00
0.00
0.00
0.00
0.00
0.00
400.00
0 00
0.00
0 00
Speed [mph]
30.00
30.00
45.00
45.00
Grade [%]
0.00
0.00
0.00
0.00
Curb Present
Yes
Yes
Yes
Yes
Crosswalk
Yes
Yes
Yes
Yes
Generated with Mg
Version 2022 (SP 0-2)
Volumes
VISTRO
Name
NW 22 Avenue
NW 22 Avenue
SR 9
SR 9
Base Volume Input [veh/h]
6
785
678
237
641
54
69
769
4
267
611
210
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
Proportion of CAVs [%]
0.00
Growth Factor
1.0400
1.0400
1.0400
1.0400
1.0400
1.0400
1.0400
1.0400
1.0400
1.0400
1.0400
1.0400 1
In -Process Volume [veh/h]
0
0
0
0
I 0
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
3
9
5
0
9
0
0
0
3
6
0
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
Right Turn on Red Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
9
825
710
246
676
56
72
800
7
284
635
218
Peak Hour Factor
0.9400
0.9400
0.9400
0.9400
0.9400
0.9400
0.9400
0.9400
0.9400
0.9400
0.9400
0.9400
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
2
219
189
65
180
15
19
213
2
76
169
58
Total Analysis Volume [veh/h]
10
878
755
262
719
60
77
851
7
302
676
232
Presence of On -Street Parking
No
No
No
No
No
No
No
No
On -Street Parking Maneuver Rate [/h]
0
_
0
0
Local Bus Stopping Rate [/h]
0
0
0
0
v_do, Outbound Pedestrian Volume crossing
0
0
0
0
v_di, Inbound Pedestrian Volume crossing
m 0
0
0
0
v_co, Outbound Pedestrian Volume crossing
0
0
0
0
v_ci, Inbound Pedestrian Volume crossing
mi 0
0
0
0
v_ab, Comer Pedestrian Volume [ped/h]
0
0
0
0
Bicycle Volume [bicycles/h]
0
0
0
0
Generated with MS
Version 2022 (SP 0-2)
Intersection Settings
VISTRO
Located in CBD
Yes
Signal Coordination Group
-
Cycle Length [s]
160
Coordination Type
Time of Day Pattern Coordinated
Actuation Type
Semi -actuated
Offset [s]
136.0
Offset Reference
Lead Green - Beginning of First Green
Permissive Mode
SingleBand
Lost time [s]
0.00
Phasing & Timing
Control Type
ProtPer
Permiss
Permiss
ProtPer
Permiss
Permiss
Protecte
Permiss
Permiss
Protecte
Permiss
Permiss
Signal Group
6
1
5
2
3
8
7
4
Auxiliary Signal Groups
Lead/Lag
Lead
Lead
Lead
Lead
Minimum Green [s]
5
7
5
7
i
5
18
(
5
18
Maximum Green [s]
30
50
30
50
0
22
50
0
22
50
Amber [s]
4.0
4.0
0.0
4.0
4.0
0 ,
4.8
4.8
0.0
4.8
4.8
v.0
All red [s]
2.0
2.2
00
2.0
2.2
0 .
2.0
2.0
0 0
2.0
2.0
0.0
Split [s]
32
62
0
26
56
0
21
52
0
21
52
0
Vehicle Extension [s]
3.0
3.0
0.0
3.0
3.0
0.0
3.0
3.0
0.0
3.0
3.0
0.0
Walk [s]
7
0
7
0
7
0
7
Pedestrian Clearance [s]
36
0
(
36
0
0
32
0
i
32
Delayed Vehicle Green [s]
0.0
0.0
0 0
0.0
0.0
0 ,'
0.0
0.0
0 0
0.0
0.0
0 0
Rest In Walk
No
No
No
No
11 , Start -Up Lost Time [s]
2.0
2.0
2.0
2.0
2.0
2.0
0.0
2.0
2.0
12, Clearance Lost Time [s]
4.0
4.2
4.0
4.2
4.8
4.8
0.0
4.8
4.8
Minimum Recall
No
No
No
No
No
No
No
No
Maximum Recall
No
No
No
No
No
No
No
No
Pedestrian Recall
No
No
No
No
No
No
No
No
Detector Location [ft]
3.0
0 ".
3.0
3.0
3.0
0.0
3.0
3.0
0.0
Detector Length [ft]
40.0
0 ;
40.0
40.0
40.0
0 0
40.0
40.0
0 0
1, Upstream Filtering Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Exclusive Pedestrian Phase
Pedestrian Signal Group
0
Pedestrian Walk [s]
0
Pedestrian Clearance [s]
0
Generated with Mg
Version 2022 (SP 0-2)
VISTRO
Lane Group Calculations
Lane Group
L
C
R
L
C
R
L
C
C
L
C
R
C, Cycle Length [s]
161
161
161
161
161
161
161
161
161
161
161
161
L, Total Lost Time per Cycle [s]
6.20
6.20
6.20
6.20
6.20
6.20
6.80
6.80
6.80
6.80
6.80
6.80
11_p, Permitted Start -Up Lost Time [s]
0.00
0 00
0 00
0.00
0 0)0
0 00
0 00
0 00
0.00
0 00
0 00
0-00
12, Clearance Lost Time [s]
0.00
4.20
4.20
0.00
4.20
4.20
4.80
4.80
4.80
4.80
4.80
4.80
g_i, Effective Green Time [s]
83
57
57
83
75
75
6
43
43
14
52
52
g / C, Green / Cycle
0.51
0.36
0.36
0.51
0.46
0.46
0.04
0.27
0.27
0.09
0.32
0.32
(v / s)_i Volume / Saturation Flow Rate
0.01
0.27
0.53
0.40
0.22
0.04
0.02
0.26
0.26
0.10
0.21
0.16
s, saturation flow rate [veh/h]
695
3204
1431
653
3204
1431
3113
1683
1678
3113
3204
1431
c, Capacity [veh/h]
320
1138
508
333
1486
663
114
453
452
275
1028
459
dl, Uniform Delay [s]
21.32
46.09
51.90
38.59
29.84
24.16
76.59
57.72
57.72
73.40
47.07
44.33
k, delay calibration
0.50
0.50
0.50
0.50
0.50
0.50
0.11
0.30
0.30
0.11
0.11
0.11
1, Upstream Filtering Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
d2, Incremental Delay [s]
0.18
5.08
228.85
17.05
1.13
0.27
6.73
22.48
22.52
57.26
0.72
0.86
d3, Initial Queue Delay [s]
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Rp, platoon ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
PF, progression factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Lane Group Results
X, volume / capacity
0.03
0.77
1.49
0.79
0.48
0.09
0.67
0.95
0.95
1.10
0.66
0.51
d, Delay for Lane Group [s/veh]
21.50
51.17
280.76
55.64
30.97
24.43
83.33
80.20
80.24
130.66
47.80
45.19
Lane Group LOS
C
D
F
E
C
C
F
F
F
F
D
D
Critical Lane Group
No
No
Yes
Yes
No
No
No
No
Yes
Yes
No
No
50th -Percentile Queue Length [veh/In]
0.21
16.49
52.76
7.49
10.00
1.37
1.67
19.63
19.58
7.79
11.59
7.53
50th -Percentile Queue Length [ft/In]
5.15
412.34
1319.04
187.19
250.00
34.23
41.68
490.65
489 38
194.64
289.65
188.32
95th -Percentile Queue Length [veh/In]
0.37
23.15
80.42
11.98
15.19
2.46
3.00
26.89
26.83
12.79
17.17
12.03
95th -Percentile Queue Length [ft/In]
9.27
578.85
2010.41
299.38
379.65
61.62
75.02
672.28
670.78
319.74
429.20
300.84
i43s
Generated with 121
Version 2022 (SP 0-2)
VISTRO
d_M, Delay for Movement [s/veh]
21.50
51.17
280.76
55.64
30.97
24.43
83.33
80.22
80.24
130.66
47.80
45.19
Movement LOS
C
D
F
E
C
C
F
F
F
F
D
D
d_A, Approach Delay [s/veh]
156.49
36.80
80.48
67.98
Approach LOS
F
D
F
E
d_l, Intersection Delay [s/veh]
93 79
Intersection LOS
F
Intersection V/C
0.983
Other Modes
g_Walk,mi, Effective Walk Time [s]
11.0
11.0
11.0
11.0
M_comer, Comer Circulation Area [Wiped:
0.00
0.00
0.00
0.00
M_CW, Crosswalk Circulation Area [ft2/pedl
0.00
0.00
0.00
0.00
d p, Pedestrian Delay [s]
69.88
69.88
69.88
69.88
l_p,int, Pedestrian LOS Score for Intersecticn
2.915
2.843
2.980
3.402
Crosswalk LOS
C
C
C
C
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
2000
2000
c_b, Capacity of the bicycle lane [bicycles/I•]
693
619
561
561
d_b, Bicycle Delay [s]
34.37
38.40
41.64
41.64
I_b,int, Bicycle LOS Score for Intersection
2.915
2.418
2.331
2.558
Bicycle LOS
C
B
B
B
Sequence
Ring 1
Ring 2
5
1
3
4
6
2
7
8
Ring 3
Ring 4
I 111111111.11=1111
?4 39s
111111111 111111.1=_I 111111111111111111.1111
M8 39s I
TRAFFIC IMPACT STUDY
PM
tigaton.
Caltran Engineering Group PageI62
Generated with gila
Version 2022 (SP 0-2)
Unmitigated
VISTRO
Number
1
Intersection
NW 22 Avenue and SR 9
Control Type
Signalized
Analysis Method
HCM 7th Edition
Name
NW 22 Avenue
NW 22 Avenue
SR 9
SR 9
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
111r
111r
«1 «11 h
1111r
Turning Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Base Volume Input [veh/h]
6
785
678
237
641
54
69
769
4
267
611
210
Total Analysis Volume [veh/h]
10
878
755
262
719
60
77
851
7
302
676
I 232
Intersection Settings
Cycle Length [s]
160
Coordination Type
Time of Day Pattern Coordinated
Actuation Type
Semi -actuated
Lost time [s]
0.00
Control Type
ProtPer Permiss Permiss ProtPer Permiss Permiss Protecte 1 Permiss Permiss Protecte Permiss Permiss
Signal Group
6
1
5
2
3
8
7
4
Auxiliary Signal Groups
Lead / Lag
Lead
Lead
Lead
Lead
Minimum Green [s]
5
7
5
7
5
18
5
18
Maximum Green [s]
30
50
(.
30
50
22
50
22
50
Amber [s]
4.0
4.0
0
4.0
4.0
4.8
4.8
00
4.8
4.8
0.0
All red [s]
2.0
2.2
0..
2.0
2.2
00
2.0
2.0
0.0
2.0
2.0
0.0
Split [s]
32
62
26
56
21
52
21
52
0
Walk [s]
7
7
7
7
Pedestrian Clearance [s]
36
36
0
32
32
Delayed Vehicle Green [s]
0.0
0.0
0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
11, Start -Up Lost Time [s]
2.0
2.0
2.0
2.0
00
2.0
2.0
0.0
2.0
2.0
0.0
Minimum Recall
No
No
No
No
No
No
No
No
Maximum Recall
No
No
No
No
No
No
No
No
Pedestrian Recall
No No
No No
No No
No No
Pedestrian Signal Group
0
Pedestrian Walk [s]
0
Pedestrian Clearance [s]
0
Lane Group Calculations
g / C, Green / Cycle
0.51
0.36
0.36
0.51
0.46
0.46
0.04
0.27
0.27
0.09
0.32
0.32
(v / s)_i Volume / Saturation Flow Rate
0.01
0.27
0.53
0.40
0.22
0.04
0.02
0.26
0.26
0.10
0.21
0.16
so, Base Saturation Flow per Lane [pc/h/In
1900
1 1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Arrival type
3
3
3
3
s, saturation flow rate [veh/h]
695
3204
1431
653
3204
1431
3113
1683
1678
3113
3204
1431
c, Capacity [veh/h]
320
1138
508
333
1486
663
114
453
452
275
1028
459
X, volume / capacity
0.03
0.77
1.49
0.79
0.48
0.09
0.67
0.95
0.95
1.10
0.66
0.51
d, Delay for Lane Group [s/veh]
21.50
51.17
280.76
55.64
30.97
24.43
83.33
80.20
80.24
130.66
47.80
45.19
Lane Group LOS
C
D
F
E
C
C
F
F
F
F
D
D
Critical Lane Group
No
No
Yes
Yes
Nc
N.1(,
N:;
No
Yes
Yes
No
No
Generated with pm
VISTRO
V V 50th -Percentile Queue Length [veh/In]
0.21
16.49
52.76
7.49
10.00
1.37
1.67
19.63
19.58
7.79
11.59
7.53
50th -Percentile Queue Length [ft/In]
5.15
412.34
1319.04
187.19
250.00
34.23
41.68
490.65
489.38
194.64
289.65
188.32
95th -Percentile Queue Length [veh/In]
0.37
23.15
80.42
11.98
15.19
2.46
3.00
26.89
26.83
12.79
17.17
12.03
95th -Percentile Queue Length [ft/In]
9.27
578.85
2010.41
299.38
379.65
61.62
75.02
672.28
670.78
319.74
429.20
300.84
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh]
21.50
51.17
280.76
55.64
30.97
24.43
83.33
80.22
80.24
130.66
47.80
45.19
Movement LOS
C
D
F
E
C
C
F
F
F
F
D
D
Critical Movement
No
No
Yes
No
No
No
No
No
No
No
No
No
d_A, Approach Delay [s/veh]
156.49
36.80
80.48
67.98
Approach LOS
F
D
F
E
d_I, Intersection Delay [s/veh]
93 79
Intersection LOS
F
Intersection V/C
0.983
TRAFFIC IMPACT STUDY
Scenario No.. 3
NW 22nd Avenue &
Service Road
Caltran Engineering Group Pagel 56
TRAFFIC IMPACT STUDY
AM
Caltran Engineering Group PageI61
Generated with Mg
Version 2022 (SP 0-2)
VISTRO
Control Type:
Analysis Method:
Analysis Period:
Intersection Setup
Intersection Level Of Service Report
Intersection 3: NW 22 Avenue and Service Road
Two-way stop
HCM 7th Edition
15 minutes
Delay (sec / veh):
Level Of Service:
Volume to Capacity (v/c):
14.1
B
0.025
Name
NW 22 Avenue
NW 22 Avenue
Service Road
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
111r
1
r
r
Turning Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Lane Width [ft]
ai
12.00
12.00
12.00
12.00
12.00
12 00
12.00
12 00
12 00
12.00
No. of Lanes in Entry Pocket
1
1
0
(
0
0
0
0
0
0
0
Entry Pocket Length [ft]
60.00 100 20.00 100.00 100.00 100 00 ^or 00 100.00 100.00 100.00 100,00 100.00
No. of Lanes in Exit Pocket
0
0
0
0
0
0
0
0
0
Exit Pocket Length [ft]
0.00
0.00
0.00
000
0.00
000
0.00
0.00
0.00
0.00
000
0.00
Speed [mph]
30.00
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
No
No
No
No
Volumes
Name
NW 22 Avenue
NW 22 Avenue
Service Road
Base Volume Input [veh/h]
844
0
1024
0
10
0
10
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
Growth Factor
1 0000
1.0400
1.0400
1 0000
1.0400
1.0400
1.0000
1 0000
1.0400
1 0000
10000
1.0400
In -Process Volume [veh/h]
0
0
0
1
0
0
0
0
0
0
Site -Generated Trips [veh/h]
14 0
14 0
0
0
0
Diverted Trips [veh/h]
0 0
0 0
0
0
0
Pass -by Trips [veh/h]
0
0
(
0
0
0
3
0
0
Existing Site Adjustment Volume [veh/h]
(S
0 0
0
0
0
L
0
0
Other Volume [veh/h]
r
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
r
892
0
3
1079
0
0
0
10
0
10
Peak Hour Factor
1.0000
0.9710
0.9710
1 ,0000
0.9710
0.9710
1.0000
1.0000
0.9710
1.0000
1.0000
0.9710
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
1 0000
1.0000
1 0000
1 0000
1.0000
Total 15 -Minute Volume [veh/h]
0
230
0
0
278
0
0
n
3
0
3
Total Analysis Volume [veh/h]
919
0
1111
0
10
10
Pedestrian Volume [ped/h]
Generated with EM
Version 2022 (SP 0-2)
Intersection Settings
VISTRO
Priority Scheme
Free
Free
Stop
Stop
Flared Lane
Storage Area [veh]
0
0
0
0
Two -Stage Gap Acceptance
No
No
Number of Storage Spaces in Median
a
0
V/C, Movement V/C Ratio
0 00
0 01
0 00
0 00
0 01
0 00
0 00
0 00
0.02
0 OC
0 00
0.02
d_M, Delay for Movement [s/veh]
0 00
0 00
0 00
0 00
0.00
0.00
0,00
0 00
14.07
0.00
0 00
12.84
Movement LOS
A
A
A
A
B
B
95th -Percentile Queue Length [veh/In]
0 00
0.00
0 00
0 00
0.00
0.00
0 00
0 00
0.08
0 00
0 00
0.07
95th -Percentile Queue Length [ft/In]
0 ou
0.00
C 00
0 00
0.00
0 00
0 0(
0 00
1.89
0 ti('
C 0,D
1.63
d_A, Approach Delay (s/vehl
0.00
0.00
14.07
12.84
Approach LOS
A
A
B
B
d_I, Intersection Delay [s/veh]
0.13
Intersection LOS
B
TRAFFIC IMPACT STUDY
Caltran Engineering Group Pagel 62
Generated with Mil
Version 2022 (SP 0-2)
V I STRO
Control Type:
Analysis Method:
Analysis Period:
Intersection Setup
Intersection Level Of Service Report
Intersection 3: NW 22 Avenue and Service Road
Two-way stop
HCM 7th Edition
15 minutes
Delay (sec / veh):
Level Of Service:
Volume to Capacity (v/c):
18.2
C
0.035
Name
NW 22 Avenue
NW 22 Avenue
Service Road
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
1 1 1 r
IF'
r
r
Tuming Movement
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Lane Width [ft]
12 0.0
12.00
12.00
10 ioC'
12.00
12.00
112 00
12 r'0
12.00
2
1200
12.00
No. of Lanes in Entry Pocket
1
1
0
0
0
0
0
0
0
Entry Pocket Length [ft]
60.00
100.00
20.00
100 (10
100 00
100 [0
100 00
100 00
100 00
100 00
'00 OC
10C 0(
No. of Lanes in Exit Pocket
0
0
0
0
0
0
0
0
0
0
Exit Pocket Length [ft]
C'0 o1i
2 OD
X12
( rt'
0 02
1 On
. nn
0 00
0 _i
' i ''0
n 00
Speed [mph]
30.00
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
0.00
Crosswalk
No
No
No
No
Volumes
Name
NW 22 Avenue
NW 22 Avenue
Service Road
Base Volume Input [veh/h]
1469
0
912
6
0
.1
10
n
10
Base Volume Adjustment Factor
' Dliri0
1.0000
1.0000
1 0)000
1.0000
1.0000
0
1 20.''('
1.0000
1.0C 1P
' O'i0L
1.0000
Heavy Vehicles Percentage [%]
< JO
2.00
2.00
2 ('h
2.00
2.00
0 iv".
2.00
2 '2'
2 00
2.00
Growth Factor
' :oo(0
1.0400
1.0400
1 ('022
1.0400
1.0400
, __
1 '.'Gun
1.0400
1 (''01»
. r,10(K:
1.0400
In -Process Volume [veh/h]
0
0
0
0
0
2
0
Site -Generated Trips [veh/h]
17
0
18
0
J
0
11
C
0
Diverted Trips [veh/h]
0
0
C
0
0
c
O
0
C
2
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
('
0
Existing Site Adjustment Volume [veh/h]
0
0
!
0
0
O
00
n
Other Volume [veh/h]
0
0
0
0
0
0
Total Hourly Volume [veh/h]
1545
0
966
6
_
10
0
10
Peak Hour Factor
0:,`_'r
0.9710
0.9710
1 0000
0.9710
0.9400
' ,q0,[
1 nO,'»'
0.9710
1 00 i0
(iniu'
0.9710
Other Adjustment Factor
' :1001:
1.0000
1.0000
' (1211''
1.0000
1.0000
1 C) h1 ,
1 20(i(
1.0000
1 00112
1 0000
1.0000
Total 15 -Minute Volume [veh/h]
398
0
249
2
3
3
Total Analysis Volume [veh/h]
1591
0
,_
995
6
_
10
C,
10
Pedestrian Volume [ped/h)
c
0
o
Generated with GM
Version 2022 (SP 0-2)
Intersection Settings
VISTRO
Priority Scheme
Free
Free
Stop
Stop
Flared Lane
Storage Area [veh]
Two -Stage Gap Acceptance
No
No
Number of Storage Spaces in Median
u
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0 000
0 02
0 00
0 00
0 0'
0 00
0 00
0 00
0.02
0, :)
i` 00
0.04
d_M, Delay for Movement [s/veh]
0.00
C.00
0 00
0 00
0.00
0.00
0.00
0 00
13.34
1!.o0
_ _
18.17
Movement LOS
A
0
A
A
B
C
95th -Percentile Queue Length [veh/In]
0.00
!` :1 .
t r-,,
0.00
0.00
c u0
C , l ?
0.07
' oo
0.11
95th -Percentile Queue Length [ft/In]
< <
0.00
, , ,,
0.00
0.00
; ' 0
0 00
1.74
1"
0 on
2.73
d_A, Approach Delay [s/veh]
0.00
0.00
13.34
18.17
Approach LOS
A
A
B
C
d_I, Intersection Delay [s/veh]
0.12
Intersection LOS
C
TRAFFIC IMPACT STUDY
Sc;enar'ioNNo. 3
NW 22nd Avenue &
Rutland Street
Caltran Engineering Group PageI57
TRAFFIC IMPACT STUDY
AM
Caltran Engineering Group Pagel61
Generated with MI
Version 2022 (SP 0-2)
VISTRO
Control Type:
Analysis Method:
Analysis Period:
Intersection Setup
Intersection Level Of Service Report
Intersection 2: NW 22 Avenue & Rutland Street
Signalized
HCM 7th Edition
15 minutes
Delay (sec / veh):
Level Of Service:
Volume to Capacity (v/c):
8.2
A
0.375
Name
NW 22 Avenue
NW 22 Avenue
Rutland Street
Rutland Street'
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
1 11"►
11 h
l i r
1
Tuming Movement
Left
Thru
Right
U-tu
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Lane Width [ft]
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
1
0
0
1
0
0
0
0
1
0
0
Entry Pocket Length [ft]
55.00
100.00
100.00
60.00
100.0
100.0
110.0
100.00
100.00
50.00
100 00
100 00
100 0(,
No. of Lanes in Exit Pocket
0
0
0
0
n
0
0
0
0
0
0
Exit Pocket Length [ft]
0 00
0 00
0 00
0 00
0 00
0 00
0 00
0 00
0 00
000
U 00
0 0i'
r, X1)0
Speed [mph]
30.00
30.00
30.00
30.00
Grade (%]
0.00
0.00
0.00
0.00
Curb Present
Yes
No
Yes
No
Crosswalk
Yes
No
Yes
Yes
Generated with
Version 2022 (SP 0-2)
Volumes
Name
NW 22 Avenue
NW 22 Avenue
Rutland Avenue
Rutland Avenue
Base Volume Input [veh/h]
4
744
5
18
28
920
15
13
2
11
24
8
15
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.000
1.000
1.000
1.000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
Proportion of CAVs [%]
0.00 J
Growth Factor
1.0400 1.0400 1.0400 1.040 1.040 1.040 1.040 1.0400 1.0400 1.0400 1.0400 1.0400 1.0400
In -Process Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0 23 1
0 14 0 0
3 3 0
24
5
0
Diverted Trips [veh/h] 0
0
0
0
0
0
0
0
0
Pass -by Trips [veh/h] 0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h] 0
0
0 0 I 0 I 0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0 0 0
0
0
0
0
0
Right Turn on Red Volume [veh/h]
0
0
0
0
Total Hourly Volume [veh/h] 4
0.9710
Peak Hour Factor 0.9710
Other Adjustment Factor 1.0000
Total 15 -Minute Volume [veh/h] 1
Total Analysis Volume [veh/h] 4
797
6
0.9710
1 001501 1.0000
205
821
2
6
No
No
No
1.000
5
20
1.000
11
44
957
0.971
1.000
246
986
16
0.971
1.000
4
16
17
0.9710
1.0000
4
18
5
0.9710
1.0000
1
5
11
0.9710
1.0000
3
11
49
0.9710
1.0000
13
50
13
0.9710
1.0000
3
13
No
No
No
0.9710
4
16
Presence of On -Street Parking
No
No
On -Street Parking Maneuver Rate [/h]
0
Local Bus Stopping Rate [/h]
0
0 0
0
0
v_do, Outbound Pedestrian Volume crossing 0
0
v_di, Inbound Pedestrian Volume crossing m 0
0
v_co, Outbound Pedestrian Volume crossing 0
0
0
0
v ci, Inbound Pedestrian Volume crossing ni 0
0
0
0
v_ab, Corner Pedestrian Volume [ped/h] 0
0
0
0
Bicycle Volume [bicycles/h] 0
0
0
0
Generated with 121
Version 2022 (SP 0-2)
Intersection Settings
VISTRO
Located in CBD
Yes
Signal Coordination Group
-
Cycle Length [s]
160
Coordination Type
Time of Day Pattern Coordinated
Actuation Type
Semi -actuated
Offset [s]
152.0
Offset Reference
Lead Green - Beginning of First Green
Permissive Mode
SingleBand
Lost time [s]
0.00
Phasing & Timing
Control Type
Permiss
Permiss
Permiss
Permi
Permi
Permi
Permi
Permiss
Permiss
Permiss
Permiss
Permiss
Permiss
Signal Group
6
2
8
4
Auxiliary Signal Groups
Lead / Lag
Minimum Green [s]
0
18
0
18
7
7
0
Maximum Green [s]
0
48
0
48
C
24
n
24
0
Amber [s]
0.(
4.0
0 ('
0.0
0.0
4.0
0.0
0 "
4.0
0.0
0.0
4.0
0.0
All red [s]
0 0
3.0
0 0
0 0
0.0
3.0
0 0
0 '.'0
3.0
0.0
0 0
3.0
0.0
Split [s]
0
78
0
0
0
78
O
82
0
0
82
0
Vehicle Extension [s]
0.0
3.0
0.0
0.0
0.0
3.0
0.0
0.0
3.0
0.0
0,
3.0
0.0
Walk [s]
7
0
0
0
7
0
26
0
7
0
Pedestrian Clearance [s]
0
18
0
0
18
10
0
10
0
Delayed Vehicle Green [s]
0.0
0.0
0.0
0.0
0 (:
0.0
0.0
0.0
00
00
0.0
0.0
Rest In Walk
No
No
No
No
11, Start -Up Lost Time [s]
0C
2.0
0
0.0
0.0
2.0
0.0
0.0
2.0
0.0
2.0
0.0
12, Clearance Lost Time [s]
0 (?
5.0
0.'
0.0
0.0
5.0
0.0
0.0
5.0
0.0
0.0
5.0
0.0
Minimum Recall
No
No
No
No
Maximum Recall
No
No
No
No
Pedestrian Recall
No
No
No
No
Detector Location [ft]
QO
0.0
2.0
: .0
0(;
2.0
Detector Length [ft]
40.0
0(.
40.0
I, Upstream Filtering Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00 1.00 1.00
Exclusive Pedestrian Phase
Pedestrian Signal Group
0
Pedestrian Walk [s]
0
Pedestrian Clearance [s]
0
Generated with Gag
Version 2022 (SP 0-2)
VISTRO
Lane Group Calculations
Lane Group
L
C
C
L
C
C
C
R
C
C, Cycle Length [s]
160
160
160
160
160
160
160
160
160
L, Total Lost Time per Cycle [s]
7.00
7.00
7.00
7.00
7.00
7.00
7.00
7.00
7.00
11_p, Permitted Start -Up Lost Time [s]
2.00
1) 00
r. 00
2.00
1, N
o n0
2.00
0 0i)
2.00
12, Clearance Lost Time [s]
5.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
g_i, Effective Green Time [s]
131
131
131
131
131
131
15
15
15
g / C, Green / Cycle
0.82
0.82
0.82
0.82
0.82
0.82
0.09
0.09
0.09
(v / s)_i Volume / Saturation Flow Rate
0.01
0.25
0.25
0.11
0.30
0.30
0.02
0.01
0.08
s, saturation flow rate [veh/h]
506
1683
1679
596
1683
1674
1197
1431
1028
c, Capacity [veh/h]
416
1381
1377
493
1381
1373
150
132
131
d1, Uniform Delay [s]
5.70
3.42
3.42
5.52
3.67
3.67
67.08
66.47
72.93
k, delay calibration
0.50
0.50
0.50
0.50
0.50
0.50
0.11
0.11
0.11
1, Upstream Filtering Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
d2, Incremental Delay [s]
0.04
0.56
0.56
0.54
0.74
0.75
0.47
0.27
4.37
d3, Initial Queue Delay [5]
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Rp, platoon ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
PF, progression factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Lane Group Results
X, volume / capacity
0.01
0.30
0.30
0.13
0.36
0.36
0.15
0.08
0.60
d, Delay for Lane Group [s/veh]
5.74
3.98
3.98
6.07
4.42
4.42
67.55
66.74
77.30
Lane Group LOS
A
A
A
A
A
A
E
E
E
Critical Lane Group
No
No
No
No
No
Yes
No
No
Yes
50th -Percentile Queue Length [veh/In]
0.04
3.01
3.00
0.66
3.93
3.91
0.90
0.43
3.39
50th -Percentile Queue Length [ft/In]
1.02
75.20 75.03 16.46 98.25 97.74
22.43
10.63
84.64
95th -Percentile Queue Length [veh/In]
0.07
5.41
5.40
1.18
7.07
7.04
1.61
0.77
6.09
95th -Percentile Queue Length [ft/In]
1.84
135.36
135.05
29.62
176.84
175.93
40.37
19.14
152.36
Generated with ma
Version 2022 (SP 0-2)
VISTRO
d_M, Delay for Movement [s/veh]
5.74
3.98
3.98
6.07
6.07
4.42
4.42
67.55
67.55
66.74
77.30
77.30
77.30
Movement LOS
A
A
A
A
A
A
A
E
E
E
E
E
E
d_A, Approach Delay [s/veh]
3.99
4.52
67.29
77.30
Approach LOS
A
A
E
E
d_I, Intersection Delay [s/veh]
8.22
Intersection LOS
A
Intersection WC
0.375
Other Modes
g_Walk,mi, Effective Walk Time [s]
30.0
0.0
11.0
11.0
M_comer, Comer Circulation Area [ftz/ped:
0.00
0 00
0.00
0.00
M_CW, Crosswalk Circulation Area [ftz/pedl
0.00
0.00
0.00
0.00
d p, Pedestrian Delay [s]
52.81
0.00
69.38
69.38
I_p,int, Pedestrian LOS Score for Intersectic
n 2.754
0.000
1.995
1.899
Crosswalk LOS
C
F
A
A
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
2000
2000
c_b, Capacity of the bicycle lane [bicycles/11
888
888
938
938
d_b, Bicycle Delay [s]
24.75
24.75
22.58
22.58
I_b,int, Bicycle LOS Score for Intersection
2.245
2.403
1.616
1.690
Bicycle LOS
8
B
A
A
Sequence
Ring 1
2
4
Ring 2
6
8
Ring 3
Ring 4
1102 25s
TRAFFIC IMPACT STUDY
PM
Caltran Engineering Group Pagel 62
Generated with 1211
Version 2022 (SP 0-2)
VISTRO
Control Type:
Analysis Method:
Analysis Period:
Intersection Setup
Intersection Level Of Service Report
Intersection 2: NW 22 Avenue & Rutland Street
Signalized Delay (sec / veh):
HCM 7th Edition Level Of Service:
15 minutes
Volume to Capacity (v/c):
7.5
A
0.420
Name
NW 22 Avenue
NW 22 Avenue
Rutland Street
Rutland Street
Approach
Northbound
Southbound
Eastbound
Westbound
Lane Configuration
1 1 I
11 r
1 r
Tuming Movement
Left
Thru
Right
U-tu
Left
Thru
Right
Left
Thru
Right
Left
Thru
Right
Lane Width [ft]
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
1
0
1
0
0
0
0
1
0
0
Entry Pocket Length [ft]
55.00
100 00
loo 00
60.00
100.0
100 0
10 0
100 00
100 00
50.00
1 C?.? ;u1
100.00
100.00
No. of Lanes in Exit Pocket
0
0
0
0
0
0
0
0
0
0
0
Exit Pocket Length [ft]
0 u0
0 00
0 00
0 00
0 00
0 00
0 00
1: 00
0 00
0 00
0 00
0 00
0 00
Speed [mph]
30.00
30.00
30.00
30.00
Grade [%]
0.00
0.00
0.00
0.00
Curb Present
Yes
No
Yes
No
Crosswalk
Yes
No
Yes
Yes
Generated with GE
Version 2022 (SP 0-2)
Volumes
VISTRO
Name
NW 22 Avenue
NW 22 Avenue
Rutland Street
Rutland Street
Base Volume Input [veh/h]
7
1113
5
0
40
824
5
30
2
12
10
4
15
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.000
1.000
1.000
1.000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
Proportion of CAVs [%
0.00
Growth Factor
1.0400
1.0400
1.0400
1.040
1.040
1.040
1.040
1.0400
1.0400
1.0400
1.0400
1.0400
1.0400
In -Process Volume [veh/h]
0
0
0
0
0
0
0
Site -Generated Trips [veh/h]
0
26
2
0
18
0
0
4
4
0
27
5
0
Diverted Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h] 0
0
0
0
0
0
0
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
0
0
0
0
0
0
0
Right Turn on Red Volume [veh/h]
U
0
0
0
0
0
0
0
0
0
0
Total Hourly Volume [veh/h]
7
1184
7
0
60
857
5
35
6
12
37
9
16
Peak Hour Factor
0.9800
0.9710
0.9710
0.971
0.971
0.971
0.971
0.9710
0.9710
0.9800
0.9710
0.9710
0.9710
Other Adjustment Factor
1.0000
1.0000
1.0000
1.000
1.000
1.000
1.000
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
2
305
2
0
15
221
1
9
2
3
10
2
4
Total Analysis Volume [veh/h]
7
1219
7
0
62
883
5
36
6
12
38
9
16
Presence of On -Street Parking
No
No
No
No
No
No
No
No
On -Street Parking Maneuver Rate [/h]
0
0
0
0
0
0
Local Bus Stopping Rate [/h]
0
0
0
0
0
0
0
0
0
0
v_do, Outbound Pedestrian Volume crossing
0
0
0
v_di, Inbound Pedestrian Volume crossing m
0
0
v_co, Outbound Pedestrian Volume crossin
9
0
0
0
0
v_ci, Inbound Pedestrian Volume crossing m
0
0
0
0
v_ab, Comer Pedestrian Volume [ped/h]
0
0
0
0
Bicycle Volume [bicycles/h]
0
0
0
0
Generated with 1211
Version 2022 (SP 0-2)
Intersection Settings
VISTRO
Located in CBD
Yes
Signal Coordination Group
-
Cycle Length [s]
160
Coordination Type
Time of Day Pattern Coordinated
Actuation Type
Semi -actuated
Offset [s]
152.0
Offset Reference
Lead Green - Beginning of First Green
Permissive Mode
SingleBand
Lost time [s]
0.00
Phasing & Timing
Control Type
Permiss
Permiss
Permiss
Permi
Permi
Permi
Permi
Permiss
Permiss
Permiss
Permiss
Permiss
Permiss
Signal Group
6
1
ii
2
0
r
8
u
4
0
Auxiliary Signal Groups
Lead / Lag
Minimum Green [s]
a
18
0
0
18
0
7
7
Maximum Green [s]
C,
48
48
0
24
24
0
Amber [s]
._ _
4.0
,. 0
:i .
u
4.0
G.0
0 •:
4.0
. _
0 0
4.0
Allred[s]
GO
3.0
r_"
0 _'0
"_
3.0
-,
3.0
'.
00
3.0
Split [s]
0
82
J
82
0
78
0
78
Vehicle Extension [s]
3.0
. -,
0 _.
3.0
'? ('
3.0
0 (0
0.0
3.0
Walk [s]
7
7
26
7
0
Pedestrian Clearance [s]
18
18
(
10
10
Delayed Vehicle Green [s]
0.0
0.0
'
0.0
0.0
0
Rest In Walk
No
No
No
No
11, Start -Up Lost Time [s]
2.0
2.0
: 0
2.0
0 P
2.0
0
12, Clearance Lost Time [s]
5.0
_
5.0
("'
5.0
5.0
0 :'
Minimum Recall
No
No
No
No
Maximum Recall
No
No
No
No
Pedestrian Recall
No
No
No
No
Detector Location [ft]
2.0
2.0
Detector Length [ft]
40.0
40.0
1, Upstream Filtering Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00 1.00
1.00
1.00
1.00
1.00
Exclusive Pedestrian Phase
Pedestrian Signal Group
0
Pedestrian Walk [s]
0
Pedestrian Clearance [s]
0
Generated with Mg
Version 2022 (SP 0-2)
VISTRO
Lane Group Calculations
Lane Group
L
C
C
L
C
C
C
R
C
C, Cycle Length [s]
160
160
160
160
160
160
160
160
160
L, Total Lost Time per Cycle [s]
7.00
7.00
7.00
7.00
7.00
7.00
7.00
7.00
7.00
11_p, Permitted Start -Up Lost Time [s]
2.00
n. 00
0 00
2.00
0.0,,
,' 00
2.00
,_L_0,
2.00
12, Clearance Lost Time [s]
5.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
g_i, Effective Green Time [s]
135
135
135
135
135
135
11
11
11
g / C, Green / Cycle
0.85
0.85
0.85
0.85
0.85
0.85
0.07
0.07
0.07
(v / s)_i Volume / Saturation Flow Rate
0.01
0.36
0.36
0.15
0.26
0.26
0.03
0.01
0.06
s, saturation flow rate [veh/h]
563
1683
1680
409
1683
1680
1385
1431
1138
c, Capacity [veh/h]
455
1425
1422
324
1425
1422
133
94
111
d1, Uniform Delay [s]
5.97
2.96
2.96
9.48
2.55
2.55
71.84
70.42
74.53
k, delay calibration
0.50
0.50
0.50
0.50
0.50
0.50
0.11
0.11
0.11
1, Upstream Filtering Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
d2, Incremental Delay [s]
0.06
0.95
0.95
1.31
0.57
0.57
1.35
0.60
4.51
d3, Initial Queue Delay [s]
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Rp, platoon ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
PF, progression factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Lane Group Results
X, volume / capacity
0.02
0.43
0.43
0.19
0.31
0.31
0.32
0.13
0.57
d, Delay for Lane Group [s/vehl
6.03
3.91
3.91
10.78
3.12
3.13
73.19
71.02
79.04
Lane Group LOS
A
A
A
B
A
A
E
E
E
Critical Lane Group
No
No
Yes
No
No
No
No
No
Yes
50th -Percentile Queue Length [veh/In]
0.07
4.18
4.18
0.94
2.61
2.60
1.72
0.48
2.72
50th -Percentile Queue Length [ft/In]
1.82
104.57
104.41
23.44
65.17
65.05
42.98
12.08
68.04
95th -Percentile Queue Length [veh/In]
0.13
7.53
7.52
1.69
4.69
4.68
3.09
0.87
4.90
95th -Percentile Queue Length [ft/In]
3.28
188.23
187.93
42.19
117.31
117.09
77.36
21.74
122.47
6 25s
Generated with gin
Version 2022 (SP 0-2)
VISTRO
d_M, Delay for Movement [s/veh]
6.03
3.91
3.91
10.78
10.78
3.13
3.13
73.19
73.19
71.02
79.04
79.04
79.04
Movement LOS
A
A
A
BB
A
A
E
E
E
E
E
E
d_A, Approach Delay [s/veh]
3.92
3.63
72.70
79.04
Approach LOS
A
A
E
E
di, Intersection Delay [s/veh]
7.47
Intersection LOS
A
Intersection V/C
0.420
Other Modes
g_Walk,mi, Effective Walk Time [s]
30.0
0 n
11.0
11.0
M_comer, Comer Circulation Area [ft2/ped;
0.00
0 00
0.00
0.00
M_CW, Crosswalk Circulation Area [ft2/ped
0.00
0 0 0! 1
0.00
0.00
dam, Pedestrian Delay [s]
52.81
0 00
69.38
69.38
l_p,int, Pedestrian LOS Score for Intersecticn
2.793
0 nor,
2.002
1.898
Crosswalk LOS
C
F
B
A
s_b, Saturation Flow Rate of the bicycle lane
2000
2000
2000
2000
c_b, Capacity of the bicycle lane [bicycles/t1
938
938
888
888
d_b, Bicycle Delay [s]
22.58
22.58
24.75
24.75
I_b,int, Bicycle LOS Score for Intersection
2.577
2.292
1.649
1.664
Bicycle LOS
B
B
A
A
Sequence
Ring 1
Ring 2
2
4
6
8
Ring 3
Ring 4
1111111111111.1.1.111111
TRAFFIC IMPACT STUDY
Scenarlo N
a!,
3
NW 22nd Avenue &
Proposed Driveway
Caltran Engineering Group PageI58
TRAFFIC IMPACT STUDY
AM
Caltran Engineering Group Pagel61
Generated with MI
Version 2022 (SP 0-2)
VISTRO
Control Type:
Analysis Method:
Analysis Period:
Intersection Setup
Two-way stop
HCM 6th Edition
15 minutes
Intersection Level Of Service Report
Intersection 8: Drivewa Not
Delay (sec / veh):
Level Of Service:
Volume to Capacity (v/c):
11.3
B
0.024
Name
NW 22 Avenue
NW 22 Avenue
Driveway No1
Approach
Northbound
Southbound
Westbound
Lane Configuration
11 r
11
r
Tuming Movement
Thru
Right
Left
Thru
Left
Right
Lane Width [ft]
12.00
12.00
12 00
12.00
12no
12.00
No. of Lanes in Entry Pocket
0
1
0
0
0
0
Entry Pocket Length [ft]
. 00.00
20.00
100.00
' 00.00
100 00
100 00
No. of Lanes in Exit Pocket
0
0
0
1
0
0
Exit Pocket Length [ft]
n 00
n 000
0 on
100.00
n ,0n
0 (111
Speed [mph]
30 00
30 00
30 00
Grade [%]
0.00
0.00
0.00
Crosswalk
No
No
Yes
Volumes
Name
NW 22 Avenue
NW 22 Avenue
Driveway No1
Base Volume Input [veh/h]
823
0
C
0
0
Base Volume Adjustment Factor
1.0000
1.0000
" 0000
1.0000
lor,;,
1.0000
Heavy Vehicles Percentage [%]
2.00
2.00
2 OC
2.00
2 0:'
2.00
Growth Factor
1.0000
1.0000
1oUC,
1.0000
1.0000
In -Process Volume [veh/h]
0
0
0
0
Site -Generated Trips [veh/h]
0
25
14
14
Diverted Trips [veh/h]
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
r
0
0
Other Volume [veh/h]
0
0
0
0
0
Total Hourly Volume [veh/h]
823
25
n
14
14
Peak Hour Factor
1.0000
1.0000
1.0000
1.0000
Other Adjustment Factor
1.0000
1.0000
' _?( Ib,
1.0000
0.1, _
1.0000
Total 15 -Minute Volume [veh/h]
206
6
4
4
Total Analysis Volume [veh/h]
823
25
14
14
Pedestrian Volume [ped/h]
0
Generated with 1011
Version 2022 (SP 0-2)
Intersection Settings
VISTRO
Priority Scheme
Free
Free
Stop
Flared Lane
Storage Area [veh]
0
',
0
Two -Stage Gap Acceptance
No
Number of Storage Spaces in Median
0
n
V/C, Movement V/C Ratio
0 01
0 00
0 0n
0 00
00 0G
0.02
d_M, Delay for Movement [s/veh]
0-00
000
0 00
0 00
0.00
11.26
Movement LOS
A
A
A
B
95th -Percentile Queue Length [veh/In]
0.00
0.00
0 00
0.00
n 00
0.07
95th -Percentile Queue Length [ft/Inj
0.00
0.00
0 0;
0.00
`, 00
1.82
d_A, Approach Delay [s/veh]
0.00
0.00
11 26
Approach LOS
A
A
B
d_I, Intersection Delay [s/veh]
0.18
Intersection LOS
B
TRAFFIC IMPACT STUDY
PM
Caltran Engineering Group Page162
Generated with Mg
Version 2022 (SP 0-2)
VISTRO
Control Type:
Analysis Method:
Analysis Period:
Intersection Setup
Two-way stop
HCM 6th Edition
15 minutes
Intersection Level Of Service Report
Intersection 8: Driveway Not
Delay (sec / veh):
Level Of Service:
Volume to Capacity (v/c):
16.1
C
0.050
Name
NW 22 Avenue
NW 22 Avenue
Driveway Not
Approach
Northbound
Southbound
Westbound
Lane Configuration
11 r»
11
r
Tuming Movement
Thru
Right
Left
Thru
Left
Right
Lane Width [ft]
12.00
12.00
12 00
12.00
2 .0;
12.00
No. of Lanes in Entry Pocket
0
1
0
0
0
0
Entry Pocket Length [ft]
' 00 000
20.00
' 0
1 00.00
00.00'0
No. of Lanes in Exit Pocket
0
0
0
1
0
0
Exit Pocket Length [ft]
0 00
n _1':
n 0,,
100.00
1'" 00
Speed [mph]
30 00
30 00
30 00
Grade [%]
0.00
0.00
0.00
Crosswalk
No
No
Yes
Volumes
Name
NW 22 Avenue
NW 22 Avenue
Driveway No1
Base Volume Input [veh/h]
1552
0
0
0
Base Volume Adjustment Factor
1.0000
1.0000
. _
1.0000
.1 a
1.0000
Heavy Vehicles Percentage [%]
2.00
2.00
2.00
2 n
2.00
Growth Factor
1.0000
1.0000
1 .n'.00
1.0000
01,1
1.0000
In -Process Volume [veh/h]
0
0
0
0
Site -Generated Trips [veh/h]
0
29
C
18
17
Diverted Trips [veh/h]
0
0
..
0
0
Pass -by Trips [veh/h]
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
Other Volume [veh/h]
0
0
Ci
0
0
Total Hourly Volume [veh/h]
1552
29
18
17
Peak Hour Factor
1.0000
1.0000
,:
1.0000
.: i02
1.0000
Other Adjustment Factor
1.0000
1.0000
• ,,,Qo
1.0000
l'' 1,
1.0000
Total 15 -Minute Volume [veh/h]
388
7
5
4
Total Analysis Volume [veh/h]
1552
29
18
17
Pedestrian Volume [ped/h]
0
Generated with gia
Version 2022 (SP 0-2)
Intersection Settings
VISTRO
Priority Scheme
Free
Free
Stop
Flared Lane
Storage Area [veh]
0
Two -Stage Gap Acceptance
No
Number of Storage Spaces in Median
Movement, Approach, & Intersection Results
V/C, Movement V/C Ratio
0 G2
0.00
; o0
0 (Ill
r_,
0.05
d_M, Delay for Movement [s/veh]
0 00
0.00
0.00
0.00
ri. 00
16.14
Movement LOS
A
A
A
C
95th -Percentile Queue Length [veh/In]
0.00
0.00
0.00
'' K
0.16
95th -Percentile Queue Length [ft/In]
0.00
0.00
0.00
(0
3.93
d_A, Approach Delay [s/veh]
0.00
0.00
16 14
Approach LOS
A
A
C
d_I, Intersection Delay [s/veh]
0.17
Intersection LOS
C
TRAFFIC IMPACT STUDY
Scenarlo N
0.) 44
Rutland Street
Proposed Driveway
Caltran Engineering Group PageI59
TRAFFIC IMPACT STUDY
AM
Caltran Engineering Group Pagel61
Generated with Gra
Version 2022 (SP 0-2)
VISTRO
Control Type:
Analysis Method:
Analysis Period:
Intersection Setup
Two-way stop
HCM 6th Edition
15 minutes
Intersection Level Of Service Report
Intersection 10: Driveway 2
Delay (sec / veh):
Level Of Service:
Volume to Capacity (v/c):
9.5
A
0.012
Name
Driveway No.2
Rutland Avenue
Rutland Avenue
Approach
Southbound
Eastbound
Westbound
Lane Configuration
r'r►
1
r
Tuming Movement
Left
Right
Left
Thru
Thru
Right
Lane Width [ft]
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
0
0
0
0
0
0
Entry Pocket Length [ft]
CSC n0
1 OO.00
.01' 01
1 CCI UO
' D!s C'C
I00-00
No. of Lanes in Exit Pocket
0
0
0
0
0
0
Exit Pocket Length [ft]
n oG
o 00
0 00
00
(10
Speed [mph]
30 00
30 00
30 00
Grade [%]
0.00
0.00
0.00
Crosswalk
Yes
No
No
Volumes
Name
Driveway No.2
Rutland Avenue
Rutland Avenue
Base Volume Input [veh/h]
0
0
0
37
78
0
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
2.00
2.00
2.00
2.00
2.00
2.00
Growth Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
In -Process Volume [veh/h]
0
0
0
0
0
0
Site -Generated Trips [veh/h]
10
29
17
0
0
9
Diverted Trips [veh/h]
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
Total Hourly Volume [veh/h]
10
29
17
37
78
9
Peak Hour Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
3
7
4
9
20
2
Total Analysis Volume [veh/h]
10
29
17
37
78
9
Pedestrian Volume [ped/h]
0
Generated with
Version 2022 (SP 0-2)
Intersection Settings
VISTRO
Priority Scheme
Stop
Free
Free
Flared Lane
No
Storage Area [veh]
0
Two -Stage Gap Acceptance
No
Number of Storage Spaces in Median
Movement roach & Intersection Results
V/C, Movement V/C Ratio
0.01
0.03
0.01
o ii(,
i Dr;
G D%
d_M, Delay for Movement [s/veh]
9.51
8.85
7.41
G 01
L,
u.00
Movement LOS
A
A
A
A
A
A
95th -Percentile Queue Length [veh/In]
0.13
0.13
0.03
0.03
0.00
0.00
95th -Percentile Queue Length [ft/In]
3.26
3.26
0.85
0.85
0.00
0.00
d_A, Approach Delay [s/veh]
9.02
2.33
0.00
Approach LOS
A
A
A
d_l, Intersection Delay [s/veh]
2.65
Intersection LOS
A
TRAFFIC IMPACT STUDY
PM
Caltran Engineering Group PageI62
Generated with ma
Version 2022 (SP 0-2)
VISTRO
Control Type:
Analysis Method:
Analysis Period:
Intersection Setup
Two-way stop
HCM 6th Edition
15 minutes
Intersection Level Of Service Report
Intersection 10: Driveway 2
Delay (sec 1 veh):
Level Of Service:
Volume to Capacity (v/c):
9.4
A
0.013
Name
Driveway No. 2
Rutland Street
Rutland Avenue
Approach
Southbound
Eastbound
Westbound
Lane Configuration
4r
Ii
1
1 M
Tuming Movement
Left
Right
Left
Thru
Thru
Right
Lane Width [ft]
12.00
12.00
12.00
12.00
12.00
12.00
No. of Lanes in Entry Pocket
0
0
0
0
0
0
Entry Pocket Length [ft]
100.00
'0C 00
100 00
100 G0
1 70 00
;ir_, 00
No. of Lanes in Exit Pocket
0
0
0
0
0
0
Exit Pocket Length [ft]
n 00
0 00
000
Cr
0 (0
n 0i
Speed [mph]
30 00
30 00
30 00
Grade [%]
0.00
0.00
0.00
Crosswalk
Yes
No
No
Volumes
Name
Driveway No. 2
Rutland Street
Rutland Avenue
Base Volume Input [veh/h]
0
0
0
49
30
0
Base Volume Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Heavy Vehicles Percentage [%]
2.00
2.00
2.00
2.00
2.00
2.00
Growth Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
In -Process Volume [veh/h]
0
0
0
0
0
0
Site -Generated Trips [veh/h]
11
32
23
0
0
11
Diverted Trips [veh/h]
0
0
0
0
0
0
Pass -by Trips [veh/h]
0
0
0
0
0
0
Existing Site Adjustment Volume [veh/h]
0
0
0
0
0
0
Other Volume [veh/h]
0
0
0
0
0
0
Total Hourly Volume [veh/h]
11
32
23
49
30
11
Peak Hour Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Other Adjustment Factor
1.0000
1.0000
1.0000
1.0000
1.0000
1.0000
Total 15 -Minute Volume [veh/h]
3
8
6
12
8
3
Total Analysis Volume [veh/h]
11
32
23
49
30
11
Pedestrian Volume [ped/h]
0
Generated with ari
Version 2022 (SP 0-2)
Intersection Settings
VISTRO
Priority Scheme
Stop
Free
Free
Flared Lane
No
Storage Area [veh]
0
00
Two -Stage Gap Acceptance
No
Number of Storage Spaces in Median
0
0
V/C, Movement V/C Ratio
0.01
0.03
0.01
000
G_00
0 00
d_M, Delay for Movement [s/veh]
9.40
8.64
7.33
0 00
0 00
0 00
Movement LOS
A
A
A
A
A
A
95th -Percentile Queue Length Iveh/In]
0.14
0.14
0.04
0.04
0.00
0.00
95th -Percentile Queue Length [ft/In]
3.43
3.43
1.12
1.12
0.00
0.00
d_A, Approach Delay [s/veh]
8.83
2.34
0.00
Approach LOS
A
A
A
d_I, Intersection Delay [s/veh]
3.52
Intersection LOS
A
TRAFFIC IMPACT STUDY
A.PPENDIX
Concurrence Analysis
Caltran Engineering Group Pagel 60
TABLE 4
Generalized Peak Hour Two -Way Volumes for Florida's
Urbanized Areas'
Lanes
2
4
6
8
Lanes
2
4
6
8
Lanes
2
2
Multi
Multi
INTERRUPTED FLOW FACILITIES
STATE SIGNALIZED ARTERIALS
Class I (40 mph or higher posted speed limit)
Median B C D
Undivided * 1,510 1,600
Divided * 3,420 3,580
Divided * 5,250 5,390
Divided * 7,090 7,210
Class II (35 mph or slower posted speed limit)
Median
Undivided
Divided
Divided
Divided
B C
* 660
* 1,310
* 2,090
* 2,880
D
1,330
2,920
4,500
6,060
Non -State Signalized Roadway Adjustments
(Alter corresponding state volumes
by the indicated percent.)
Non -State Signalized Roadways - 10%
E
**
**
**
**
E
1,410
3,040
4,590
6,130
Median & Turn Lane Adjustments
Exclusive Exclusive Adjustment
Median Left Lanes Right Lanes Factors
Divided
Undivided
Undivided
Undivided
Yes
No
Yes
No
No
No
No
No
Yes
One -Way Facility Adjustment
Multiply the corresponding two -directional
volumes in this table by 0.6
+5%
- 20%
-5%
- 25%
+ 5%
Lanes
4
6
8
10
12
Lanes
4
6
8
10
UNINTERRUPTED FLOW FACILITIES
B
4,050
5,960
7,840
9,800
11,600
B
4,130
6,200
8,270
10,350
FREEWAYS
Core Urbanized
C
5,640
8,310
10,960
13,510
16,350
D
6,800
10,220
13,620
17,040
20,930
Urbanized
C D
5,640 7,070
8,450 10,510
11,270 13,960
14,110 17,310
January 2020
Freeway Adjustments
Auxiliary Lanes Ramp
Present in Both Directions Metering
+ 1,800 + 5%
E
7,420
11,150
14,850
18,580
23,200
E
7,690
11,530
15,380
19,220
Lanes
2
4
6
Lanes
2
Multi
Multi
UNINTERRUPTED FLOW HIGHWAYS
Median B C D E
Undivided
Divided
Divided
1,050
3,270
4,910
1,620
4,730
7,090
2,180
5,960
8,950
2,930
6,780
10,180
Uninterrupted Flow Highway Adjustments
Median Exclusive left lanes Adjustment factors
Divided Yes +5%
Undivided Yes -5%
Undivided No -25%
BICYCLE MODE2
(Multiply vehicle volumes shown below by number of
directional roadway lanes to determine two-way maximum service
volumes.)
Paved
Shoulder/Bicycle
Lane Coverage
0-49%
50-84%
85-100%
B
*
190
830
C
260
600
1,700
D
680
1,770
>1,770
E
1,770
>1,770
**
PEDESTRIAN MODE2
(Multiply vehicle volumes shown below by number of
directional roadway lanes to determine two-way maximum service
volumes.)
Sidewalk Coverage
0-49%
50-84%
85-100%
B C
* *
* 150
340 960
D E
250 850
780 1,420
1,560 >1,770
BUS MODE (Scheduled Fixed Route)3
(Buses in peak hour in peak direction)
Sidewalk Coverage
0-84%
85-100%
B
>5
>4
C
>4
>3
D
>3
>2
E
>2
>1
'Values shown are presented as peak hour directional volumes for levels of service and
are for the automobile/truck modes unless specifically stated. This table docs not
constitute a standard and should be used only for general planning applications. The
computer models from which this table is derived should be used for more specific
planning applications. The table and deriving computer models should not be used for
corridor or intersection design, where more refined techniques exist. Calculations are
based on planning applications of the HCM and the Transit Capacity and Quality of
Service Manual.
2 Level of service for the bicycle and pedestrian modes in this table is based on
number of vehicles, not number of bicyclists or pedestrians using the facility.
3 Buses per hour shown are only for the peak hour in the single direction of the higher traffic
flow.
* Cannot be achieved using table input value defaults.
** Not applicable for that level of service letter grade. For the automobile mode,
volumes greater than level of service D become F because intersection capacities have
been reached. For the bicycle mode, the level of service letter grade (including F) is not
achievable because there is no maximum vehicle volume threshold using table input
value defaults.
Source:
Florida Department of Transportation
Systems Implementation Office
https://www.fdot.gov/planning/systems/
QUALITY/LEVEL OF SERVICE HANDBOOK
TABLE 4
(continued)
Generalized Peak Hour Two -Way Volumes for Florida's
Urbanized Areas
January 2020
INPUT VALUE
ASSUMPTIONS
Uninterrupted Flow Facilities
Interrupted Flow Facilities
State Arterials
Class I
Freeways
Core
Freeways
Highways
Class I
Class II
Bicycle
Pedestrian
ROADWAY CHARACTERISTICS
Area type (urban, rural)
urban
urban
Number of through lanes (both dir.)
4-10
4-12
2
4-6
2
4-8
2
4-8
4
4
Posted speed (mph)
70
65
50
50
45
50
30
30
45
45
Free flow speed (mph)
75
70
55
55
50
55
35
35
50
50
Auxiliary Lanes (n,y)
n
n
Median (d, twit, n, nr, r)
d
n
r
n
r
r
r
Terrain (I,r)
1
1
1
1
1
1
1
1
1
1
% no passing zone
80
Exclusive left turn lane impact (n, y)
[n]
y
y
y
y
y
y
y
Exclusive right turn lanes (n, y)
n
n
n
n
n
n
Facility length (mi)
3
3
5
5
2
2
1.9
1.8
2
2
TRAFFIC CHARACTERISTICS
Planning analysis hour factor (K)
0.090
0.085
0.090
0.090
0.090
0.090
0.090
0.090
0.090
0.090
Directional distribution factor (D)
0.55
0.55
0.55
0.55
0.550
0.560
0.565
0.560
0.565
0.565
Peak hour factor (PHF)
0.95
0.95
0.95
0.95
1.000
1.000
1.000
1.000
1.000
1.000
Base saturation flow rate (pcphpl)
2,400
2,400
1,700
2,200
1,950
1,950
1,950
1,950
1,950
1,950
Heavy vehicle percent
4.0
4.0
2.0
2.0
1.0
1.0
1.0
1.0
2.5
2.0
Speed Adjustment Factor (SAF)
0.975
0.975
0.975
Capacity Adjustment Factor (CAF)
0.968
0.968
0.968
% left turns
12
12
12
12
12
12
% right turns
12
12
12
12
12
12
CONTROL CHARACTERISTICS
Number of signals
4
4
10
10
4
6
Arrival type (1-6)
3
3
4
4
4
4
Signal type (a, c, p)
c
c
c
c
c
c
Cycle length (C)
120
150
120
120
120
120
Effective green ratio (g/C)
0.44
0.45
0.44
0.44
0.44
0.44
MULTIMODAL CHARACTERISTICS
Paved shoulder/bicycle lane (n, y)
n, 50%, y
n
Outside lane width (n, t, w)
t
t
Pavement condition (d, t, u)
t
On -street parking (n, y)
Sidewalk (n, y)
n, 50%, y
Sidewalk/roadway separation(a, t, w)
t
Sidewalk protective barrier (n, y)
n
LEVEL OF SERVICE THRESHOLDS
Level of
Service
Freeways
Highways
Arterials
Bicycle
Ped
Bus
Density
Two -Lane
Multilane
Class I
Class II
Score
Score
Buses/hr.
%ffs
Density
ats
ats
B
<17
>83.3
<17
>31mph
>22mph
<2.75
<2.75
<6
C
< 24
> 75.0
< 24
> 23 mph
> 17 mph
< 3.50
< 3.50
< 4
D
< 31
> 66.7
< 31
> 18 mph
> 13 mph
< 4.25
< 4.25
< 3
E
<39
>58.3
<35
>15mph
>10mph
<5.00
<5.00
<2
% ffs = Percent free flow speed ats = Average travel speed
QUALITY/LEVEL OF SERVICE HANDBOOK
74
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DESIGN, INC
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305.877.1845
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Laura Digitally signed
by Laura Llerena-
Llerena- Hernandez
Hernandez Date: 2022.04.01
13:17:18 -04'00'
81�
below.
D83IONINO BE AUTIFUL SPACES
L
LAURA
LLEREN A &
ASSOCIAT ES
LANDSCAPE ARCHITECT URE
131700 S.W.1284 SUIXL Suns 207.64.04. FL 33186
Tel: 305 .2564 X99 /,L F. 303.261155
verew,Ill
FIALLO'S
MEP
DESIGN, INC
10010 SW 83rd ST.
Miami, Florida 33173
305 .877.1845
JBBIIo@flal bmepde &9n .com
CA I 28637
NEW C -STORE & GAS STATION
UNBRANDED
14548 NW 22 Avenu e
OPA-L OCKA, Florid a 33054
H 0. IRVIERE GTE
_ PIER. _040014
LAUR A 01L LB FNRA ERTANDE2
.IOBNA®E
20-200-00585
8!88616 2021
116
ISSUE:
L-2
SOHT NNMR
AFA &
Company, Inc
Prepued By.
AFA & COMPANY, INC.
PRO FESSIO NA L LA ND SURVEYORS AN D MA PPERS
FLO RID A CER77FICA7E OF AU THORIZATION No . LB 7498
13050 SW 133917 COURT.
MIAML F LORID A 33186
E -MILL' AFACO @BELLS OUTHN ET
PH 305-234-0588
FXr 206495.0778
Abbrev t:ttons
o! Lovoai
AVE. -AV ENUE
ASPH -A SPHALT
A /W-ANC HO RD WIRE
MC-AIR coNDmONER
BLDG -BUILDING
B. COR. -BLOCK CORNER
CAL -CALCULATED
C. B. -CATCH BASIN
CLF -CHAIN LIN K FENCE
CON C -C ONCRE TE
COL -C OLUM N
C.U .P. -C ON CR ETE UTILITY PO LE
C.L.P. -CONCRE TE LIGHT POLE
CBS -CONCRETE BLOCK
STRUC TURE
C. M.E. -CANAL MAINTE NA NCE
EASEMENT
D -DELTA
D /W -DRIVEWA Y
D.M.E. -DRAINAGE& MAIN TENANC E
EASEMENT
ENC. -ENCROA CHM ENT
E T.9. -ELECTRIC TRANSFORM ER PAD
F.P.L -FL ORIDA POWER AND LIGHT
F.H. -FIRE HYDRANT
F. I. P. -FOUND IRON PIPE
F.F. -FI NISH PL000
MR -FOU ND DRILL HOLE
F.R. -FOUND REBAR
F/D -FOUND D ISC
FM -FOUN D NA IL
VF -IRON FENCE
L -LENGH T
LTA E. -LAKE MAINTENAN CE EASEMEN T
L.F.E. -LOWEST FLO OR ELEV ATION
LP. -LIGHT POLE
MEAS. -MEASURED
M. H. -MA N HOLE
MA. -MONUMENT LINE
N.8.V. D. -NATIO NA L G EODETIC
VORTICAL DA TUM
N. T. S. -NOT TO SC ALE
0. E. -O VER HEAD ELECTIUC LIN E
OIL -0N LIN E
P.C. P. -PERMANENT CON TR OL POINT
PM. -PARKING M ET ER
P.C. -POIN T OF CURVA TURE
P/W -PARK WAY
PL -PLANTER
P.O.0 -POINT OF COMMENCEM ENT
P.O .B -POINT OF BEGINNING
R -RADIU S
RES -RESIDEN CE
R/W -RIGH T OF WAY
S.D.H. .1E7 D RILL HO LE
SIN -SET NAIL
S.LP. -SET IRON PTE
SOWLK -SIDEWALK
ST-9TRFF1
T -TANGENT
U.E-U TILITY EASEMENT
W/F -WOOD FENC E
W.V. -WATER VALVE
W.U.P. -WOOD U I1.nY POLE
"— —"- •IR0N FENCE
CBS WA LL
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— — — OVERH EAD ELEC.
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— -EASEMEN T
•em -D ENOTES ELEV ATIONS
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® -C ATCH B ASIN
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•
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O -US HIGHWAY
F/N •
OCS
SO 03^N
NZ
C/B
Lot 1, Bloc k 336
2 FIP
No Id
Bf_114114.
Lot 40 .
WUP
12 De dicated Alley Way As P er PB 50-5 Miami - Dade Co., FL.
80030'54'E 223 .78'
\
Co ncrete
M/W
M/W
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Asph alt
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Box
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5' Sidewalk
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Turning Lane
WUP
30030'54 'E
2' Curb and Gutt er
WUP
Northw est 22nc
Asphalt Pa vem ent
60' Dedicat ed R/W As Per
PB 50-5 Miami -Dad e Co ., FL.
S0030'54'E
AFA & COMPANY, INC.
Owner's List within 375 -foot Radius Map
Folio # and Legal Description
1. Magnolia Gardens Consolidated
Lots 41-44, Block 336, PB 50-5
08-2122-005-0690
P.A. 14585 NW 22 AVE
2. Magnolia Gardens Consolidated
Lot 1, Block 336, PB 50-5
08-2122-005-0270
P.A. 2180 SERVICE RD
3. Magnolia Gardens Consolidated
Lot 2, Block 336, PB 50-5
08-2122-005-0280
P.A. 2170 SERVICE RD
4. Magnolia Gardens Consolidated
Lot 3, Block 336, PB 50-5
08-2122-005-0290
P.A. 2160 SERVICE RD
5. Magnolia Gardens Consolidated
Lot 4, Block 336, PB 50-5
08-2122-005-0300
P.A. 2150 SERVICE RD
6. Magnolia Gardens Consolidated
Lot 5, Block 336, PB 50-5
08-2122-005-0310
P.A. 2140 SERVICE RD
7. Magnolia Gardens Consolidated
Lot 6, Block 336, PB 50-5
08-2122-005-0320
P.A. 2130 SERVICE RD
8. Magnolia Gardens Consolidated
Lot 7, Block 336, PB 50-5
08-2122-005-0330
P.A. 2120 SERVICE RD
9. Magnolia Gardens Consolidated
Lot 8, Block 336, PB 50-5
08-2122-005-0340
P.A. 2110 SERVICE RD
Owners
Maclam Investment LLC
10773 NW 58th ST, Ste. 140
Doral, FL 33178
Edward Alonza Frierson
2180 Service Rd.
Opa Locka, FL 33054
Kimberly Jackson / Brandon Bailey
4291 NW 44th Ct
Lauderdale Lakes, FL 33319
Porfirio M. Bonet
19201 S. St. Andrews Dr.
Hialeah, FL 33015
John S. Bailey & w Tanya
2150 Service Rd.
Opa Locka, FL 33054
McCoy Fam Legacy Prtnship LLLP
101 Nw 3`d Ave. 1420
Ft. Lauderdale, FL 33301
Odalys Isabel Ramirez Reyes
2130 Service Rd.
Opa Locka, FL 33054
Porfirio M. Bonet
19201 S. St. Andrews Dr.
Hialeah, FL 33015
Debbie P. Nails
18040 NW 2nd PL.
Miami, FL 33169
1
AFA & COMPANY, INC.
Owner's List within 375 -foot Radius Map
Folio # and Legal Description
10. Magnolia Gardens Consolidated
Lot 40, Block 336, PB 50-5
08-2122-005-0660
P.A. 2181 RUTLAND ST
11. Magnolia Gardens Consolidated
Lot 39, Block 336, PB 50-5
08-2122-005-0650
P.A. 2171 RUTLAND ST
12. Magnolia Gardens Consolidated
Lot 38, Block 336, PB 50-5
08-2122-005-0640
P.A. 2161 RUTLAND ST
13. Magnolia Gardens Consolidated
Lot 37, Block 336, PB 50-5
08-2122-005-0630
P.A. 2151 RUTLAND ST
14. Magnolia Gardens Consolidated
Lot 36, Block 336, PB 50-5
08-2122-005-0660
P.A. 2141 RUTLAND ST
15. Magnolia Gardens Consolidated
Lot 35, Block 336, PB 50-5
08-2122-005-0610
P.A. 2131 RUTLAND ST
16. Magnolia Gardens Consolidated
Lot 34, Block 336, PB 50-5
08-2122-005-0600
P.A. 2121 RUTLAND ST
17. Magnolia Gardens Consolidated
Lot 33, Block 336, PB 50-5
08-2122-005-0590
P.A. 2111 RUTLAND ST
18. Magnolia Gardens Consolidated
Lot 32, Block 336, PB 50-5
08-2122-005-0580
P.A. 2101 RUTLAND ST
Owners
Edward Tynes & w Valerie
5275 NW 18151 Ter.
Opa Locka, FL 33055
US Housing Equity Fund LLC
20295 NE 29th PL 100A
Aventura, FL 33180
Althea Jacobs
2161 Rutland St.
Opa Locka, FL 33054
Notsas Renaissance LLC
1189 NW 44th Ave.
Lauderhill, FL 33313
Marion Denson & w Catherine
4344 NW 202nd St.
Carol City, FL 33055
Savannah Allen / Shirley Wallace
2131 Rutland St.
Opa Locka, FL 33054
34 Ways Foundation Inc.
PO Box 308
Metaire, LA 70004
Randall Neal Thomas LE
2111 Rutland St.
Opa Locka, FL 33054
Stacy Lewis Thomas
2101 Rutland St.
Opa Locka, FL 33054
2
AFA & COMPANY, INC.
Owner's List within 375 -foot Radius Map
Folio # and Legal Description
19. Magnolia Gardens Consolidated
Lots 41-44, Block 339, PB 50-5
08-2122-005-1120
P.A. 14495 NW 22 AVE
20. Magnolia Gardens Consolidated
Lot 1, Block 339, PB 50-5
08-2122-005-0700
P.A. 2190 RUTLAND ST
21. Magnolia Gardens Consolidated
Lot 2, Block 339, PB 50-5
08-2122-005-0710
P.A. 2180 RUTLAND ST
22. Magnolia Gardens Consolidated
Lot 3, Block 339, PB 50-5
08-2122-005-0720
P.A. 2170 RUTLAND ST
23. Magnolia Gardens Consolidated
Lot 4, Block 339, PB 50-5
08-2122-005-0730
P.A. 2160 RUTLAND ST
24. Magnolia Gardens Consolidated
Lot 5, Block 339, PB 50-5
08-2122-005-0740
P.A. 2150 RUTLAND ST
25. Magnolia Gardens Consolidated
Lot 6, Block 339, PB 50-5
08-2122-005-0750
P.A. 2140 RUTLAND ST
26. Magnolia Gardens Consolidated
Lot 7, Block 339, PB 50-5
08-2122-005-0760
P.A. 2130 RUTLAND ST
27. Magnolia Gardens Consolidated
Lot 8, Block 339, PB 50-5
08-2122-005-0770
P.A. 2120 RUTLAND ST
Owners
NW22LLC
20281 E. Country Club Dr. Ste. 1805
Aventura, FL 33180
Sharon Ann Brown
2190 Rutland St.
Opa Locka, FL 33054
Elituob 2016 LLC
1301 Miami Gardens Dr. Unit 806W
Miami, FL 33179
Yunior Rodriguez / Marianela Perez
2170 Rutland St.
Opa Locka, FL 33054
Tercena Raffelita Lawrence
2160 Rutland St.
Opa Locka, FL 33054
Jorge Rojas De Leon
2150 Rutland St.
Opa Locka, FL 33054
Romisa 2140 LLC
3450 SW 32nd St.
Opa Locka, FL 33055
Marta Argelia Alvarado
2130 Rutland St.
Opa Locka, FL 33054
Marion Sims
2120 Rutland St.
Opa Locka, FL 33054
3
AFA & COMPANY, INC.
Owner's List within 375 -foot Radius Map
Folio # and Legal Description
28. Magnolia Gardens Consolidated
Lot 9, Block 339, PB 50-5
08-2122-005-0780
P.A. 2110 RUTLAND ST
29. Magnolia Gardens Consolidated
Lot 40, Block 339, PB 50-5
08-2122-005-1090
P.A. 2181 WILMINGTON ST
30. Magnolia Gardens Consolidated
Lot 39, Block 339, PB 50-5
08-2122-005-1080
P.A. 2171 WILMINGTON ST
31. Magnolia Gardens Consolidated
Lot 38, Block 339, PB 50-5
08-2122-005-1070
P.A. 2161 WILMINGTON ST
32. Magnolia Gardens Consolidated
Lot 37, Block 339, PB 50-5
08-2122-005-1060
P.A. 2151 WILMINGTON ST
33. Magnolia Gardens Consolidated
Lot 36, Block 339, PB 50-5
08-2122-005-1050
P.A. 2141 WILMINGTON ST
34. Magnolia Gardens Consolidated
Lot 35, Block 339, PB 50-5
08-2122-005-1040
P.A. 2131 WILMINGTON ST
35. Magnolia Gardens Consolidated
Lot 34, Block 339, PB 50-5
08-2122-005-1030
P.A. 2121 WILMINGTON ST
36. Magnolia Gardens Consolidated
Lot 33, Block 339, PB 50-5
08-2122-005-1020
P.A. 2111 WILMINGTON ST
Owners
Bene Homes LLC
9030 SW 48th Ter.
Miami, FL 33165
Mitchell Allen Jackson & Icilda
2181 Wilmington St.
Opa Locka, FL 33054
Lucky O. Connor
291 N. Biscayne River Dr.
Miami, FL 33169
Herman Fluitt & Eloise Fluitt
2606 Raven Lake Ct.
Pearland, TX 77584
Luciferous Holdings LLC
2151 Wilmington St.
Opa Locka, FL 33054
Camelle Joseph
2141 Wilmington St.
Opa Locka, FL 33054
Linda B. Jackson
2131 Wilmington St.
Opa Locka, FL 33054
Johnnie Mae Mosley & Charrise
2121 Wilmington St.
Opa Locka, FL 33054
Tracy White & Kirby White
2111 Wilmington St.
Opa Locka, FL 33054
4
AFA & COMPANY, INC.
Owner's List within 375 -foot Radius Map
Folio # and Legal Description
37. Magnolia Gardens Consolidated
Lot 32, Block 339, PB 50-5
08-2122-005-1010
P.A. 2101 WILMINGTON ST
38. Magnolia Gardens Consolidated 2nd Add.
Lot 32, Block 343, PB 49-70
08-2122-009-0050
P.A. N/A
39. Magnolia Gardens Consolidated
Lot 1, Block 343, PB 50-5
08-2122-005-1570
P.A. 14430 NW 21 CT
40. Magnolia Gardens Consolidated
Lot 2, Block 343, PB 50-5
08-2122-005-1580
P.A. 14420 NW 21 CT
41. Magnolia Gardens Consolidated
Lot 32, Block 344, PB 50-5
08-2122-005-2160
P.A. 14445 NW 21 CT
42. Magnolia Gardens Consolidated
Lot 31, Block 344, PB 50-5
08-2122-005-2150
P.A. 14435 NW 21 CT
43. Magnolia Gardens Consolidated
Lot 1, Block 344, PB 50-5
08-2122-005-1850
P.A. 2130 WILMINGTON ST
44. Magnolia Gardens Consolidated
Lot 2, Block 344, PB 50-5
08-2122-005-1860
P.A. 2120 WILMINGTON ST
45. Magnolia Gardens Consolidated
Lots 12, 13 & N21.5' Lot 14, Block 335, PB 50-5
08-2122-005-0120
P.A. 14566 NW 22 AVE
Owners
Shirley B. Daniels
2101 Wilmington St.
Opa Locka, FL 33054
Abbas Ugur
46 NW 95th St.
Miami, FL 33150
Maua Investments LLC
4699 N. Federal Hwy, Ste. 109E
Pompano Beach, FL 33064
Jose Esquivel
3282 NW 50`b St.
Miami, FL 33142
Alicia L. Donald
3422 NW 5th Ave.
Miami, FL 33127
Laura Adams Roberts
14435 NW 21st Ct.
Opa Locka, FL 33054
Lorenzo Akin
15421 NW 27th PL.
Miami Gardens, FL 33054
Marie E. Falaise
268 SW Grove Ave.
Port St. Lucie, FL 34983
M&N Property Investment Inc.
14566 NW 22nd Ave.
Opa Locka, FL 33054
5
AFA & COMPANY, INC.
Owner's List within 375 -foot Radius Map
Folio # and Legal Description
46. Magnolia Gardens Consolidated
S28.5' Lot 14, Block 335, PB 50-5
08-2122-005-0140
P.A. N/A
47. Magnolia Gardens Consolidated
Lot 15, Block 335, PB 50-5
08-2122-005-0150
P.A. N/A
48. Magnolia Gardens Consolidated
Lot 11, Block 335, PB 50-5
08-2122-005-0110
P.A. 2210 SERVICE RD
49. Magnolia Gardens Consolidated
Lot 10, Block 335, PB 50-5
08-2122-005-0100
P.A. 2220 SERVICE RD
50. Magnolia Gardens Consolidated
Lot 9, Block 335, PB 50-5
08-2122-005-0090
P.A. 2230 SERVICE RD
51. Magnolia Gardens Consolidated
Lot 8, Block 335, PB 50-5
08-2122-005-0080
P.A. 2240 SERVICE RD
52. Magnolia Gardens Consolidated
Lot 16, Block 335, PB 50-5
08-2122-005-0160
P.A. 2211 RUTLAND ST
53. Magnolia Gardens Consolidated
Lot 17, Block 335, PB 50-5
08-2122-005-0170
P.A. 2221 RUTLAND ST
54. Magnolia Gardens Consolidated
Lot 18, Block 335, PB 50-5
08-2122-005-0180
P.A. 2231 RUTLAND ST
Owners
M&N Property Investment Inc.
14566 NW 22nd Ave.
Opa Locka, FL 33054
M&N Property Investment Inc.
14566 NW 22nd Ave.
Opa Locka, FL 33054
Geraldine Jones
1610 NW 154th St.
Opa Locka, FL 33054
Constance Green Syder LE
2601 NW 162nd Ter.
Miami Gardens, FL 33054
De Jesus 2 Realty LLC
5445 Collins Ave. CU28
Miami Beach, FL 33140
Cruz M. Matos LE
2240 Service Rd.
Opa Locka, FL 33054
William Boyd III
2211 Rutland St.
Opa Locka, FL 33054
Sofia Garcia & Sofia Cruz
2221 Rutland St.
Opa Locka, FL 33054
Terell Killings
2161 NW 60th St.
Miami, FL 33142
6
AFA & COMPANY, INC.
Owner's List within 375 -foot Radius Map
Folio # and Legal Description
55. Magnolia Gardens Consolidated
Lot 12, Block 340, PB 50-5
08-2122-005-1240
P.A. N/A
56. Magnolia Gardens Consolidated
Lot 13, Block 340, PB 50-5
08-2122-005-1250
P.A. N/A
57. Magnolia Gardens Consolidated
Lot 14, Blk 340 & Lot 1, Blk 356, PB 50-5
08-2122-005-1260
P.A. 14460 NW 22 AVE
58. Magnolia Gardens Consolidated
Lot 11, Block 340, PB 50-5
08-2122-005-1230
P.A. 2210 RUTLAND ST
59. Magnolia Gardens Consolidated
Lot 10, Block 340, PB 50-5
08-2122-005-1220
P.A. 2220 RUTLAND ST
60. Magnolia Subdivision 2nd Add.
Lot 6, Block 1, PB 46-89
08-2122-004-0050
P.A. 2236 ALI BABA AVE
61. Magnolia Subdivision 2nd Add.
Portion of Block 1, PB 46-89
08-2122-004-0040
P.A. 2222 ALI BABA AVE
62. Magnolia Subdivision 2nd Add.
Portion of Block 1, PB 46-89
08-2122-000-0420
P.A. 2218 ALI BABA AVE
63. Magnolia Subdivision 2nd Add.
Lots 1 & 2, Block 1, PB 46-89
08-2122-004-0020
P.A. 2216 ALI BABA AVE
Owners
M&N Property Investment Inc.
14566 NW 22nd Ave.
Opa Locka, FL 33054
M&N Property Investment Inc.
14566 NW 22nd Ave.
Opa Locka, FL 33054
FT SB Ingram LLLP
703 Waterford Way 780
Miami, FL 33126
Melanie Cozart
2210 Rutland St.
Opa Locka, FL 33054
Kathryn L. Williams LE
2220 Rutland St.
Opa Locka, FL 33054
Roy De La Pena
841 NE 3rd PL.
Hialeah, FL 33010
Arturo Raboso
2222 Ali Baba Ave.
Opa Locka, FL 33054
Arturo Raboso & Onasis Morris
671 E. 34th St.
Hialeah, FL 33013
Nestor J. Lopez & Diana M. Suarez
19284 SW 66th St.
Weston, FL 33332
7
AFA & COMPANY, INC.
Owner's List within 375 -foot Radius Map
Folio # and Legal Description
64. Magnolia Subdivision
Lots 1-3, Block 12, PB 40-80
08-2122-003-1960
P.A. 2196 ALI BABA AVE
65. Magnolia Gardens Consolidated
Lot 19, Block 335, PB 50-5
08-2122-005-0190
P.A. 2241 RUTLAND ST
List prepared by:
AFA & Company, Inc.
Professional Land Surveyors & Mappers
13050 SW 133`d Court, Miami, FL 33186
O. 305.234.0588
Email: afaco@bellsouth.net
Owners
Amara Construction Group LLC
14201 SW 41St St.
Miramar, FL 33027
Michael Perrier & Shemika Carter
2241 Rutland St.
Opa Locka, FL 33054
The List hereon is true and accurate representation thereof to the best of my
knowledge and belief.
Armando F. Alvarez
Professional Surveyors & Mappers #5526
State of Florida
8
AFA &
Company, Inc
I \i uclam Inc csu ncnt I I.(
I'ol 08-21 .22-0(b Cl n411
14585 .1 it 22nd A ve.
Upa-Lo cha, Flo rida 151Cs.t
JOB # 21-695
DATE 05-28-2021
PB
50-5
375' P?aJdi. ;. Jss ra pt
Sheet I of
Scale t "_
AFA &T
Company, Inl.
Professional
S urveyors & Mappers LB 7498
13050 S .W . 133rd Co urt
Miami Florida, 33186
E-mail: afaco@bellso uth .net
Ph . # (305) 234-0588
Fa x # (206) 495-0778
The sketch here on is a true and
Accurate representation thereof to the best
of my knowledge and belief, Subject to notes
and Notations show n here on.
A rm ando F. Al varez
P rofe ssional S rvry ar & Mapp er #5526
Stat e of Fl ori da
N ot Vali d unle ss Signed if Stamp ed with Emb ossed S eal
AFA &
Company, Inc
1al Ii.�� Ix
I. MaLIani Investme nt LLC
Ful: 08-2122-005-069(1
14585 N6{' 22trr! , -1 ve .
Opa -Loc•ka, Florida 33054
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AFA &t
Company, I nc
Pr ofessional
Surveyors & Mappers I
13050 S.W. 133rd (
Miami Florida, 33
E-mail: afaco@bellso
PLANNING
& ZONING
BOARD
September 13,
2022
MACLAM INVESTMENT LLC C/O MAURICIO FALLA
SERVICE STATION -CONVENIENCE STORE -RETAIL
SPACES -HAND CAR WASH: Site Plan
APPLICANT'S REQUEST:
A RESOLUTION OF THE PLANNING & ZONING BOARD OF THE
CITY OF OPA-LOCKA, FLORIDA RECOMMENDING APPROVAL
OF THE FINAL SITE PLAN REQUEST FOR THE CONSTRUCTION
AND OPERATION OF CONVENINENCE STORE, TWO RETAIL
SPACES AND A SERVICE STATION WITH A HAND CAR -WASH AT
14585 NW 22 AVENUE AND IDENTIFIED BY FOLIO 08-2122-005-0690
IN THE B-2 ZONING DISTRICT; PROVIDING FOR AN EFFECTIVE
DATE.
Staff Report
City of Opa-locka 1 Planning and Community Development Depart nent
I.Site Background
• According to Miami -Dade County Property Appraiser's website, the subject Property's legal description is as follow:
MAGNOLIA GARDENS CONSOLIDATED; PB 50-5
LOTS 41 THRU 44 BLK 336 LESS BEG NW COR OF
S25FT OF LOT 43 TH SELY AD 119.46FT SELY AD
49.29FT SWLY AD 4.23FT NWLY AD 50.90FT NLY
119.67FT TO POB FOR R/W LOT SIZE 20,886 SQ FT
• The subject property is currently owned by Maclam Investment LLC according to Miami -Dade County Property
appraiser's website. The subject Property is currently vacant pending the review and approval of this request for
the construction of a convenience store, service station, two proposed retail spaces and a hand car wash. The
applicant, Mauricio Falla, has submitted a site plan review application, a development agreement application and
the supporting documentation for the City to consider approval of their request for the redevelopment of this site.
This parcel is located at 14585 NW 22' Avenue and is identified by Folio #08-2122-005-0690 and the zoning
designation of this property is B-2 Liberal Commercial, and it is within the Corridor Mixed Use Overlay.
• Currently the site conditions are as follow: This property is vacant and is not being used by any business. (see
Existing Condition Section). The site is located in the southeast section of the City at the intersection of Service
Road and NW 22"d Avenue.
NORTH NW 22nd Ave
Figure 1: Google Street View, dated: October 2021
SOUTH
City of Opa-locka 1 Planning and Community Development Department
Page 3 of 12
11. Project Details
• Applicant's intent
The applicant wishes to redevelop and construct a service station (fueling station) and a 3,579 square foot
building with 1,975 square feet allocated for the Convenience Store and two 802 square foot sections for new
retail spaces. This development will also include an 808 square foot section for a hand car wash. The new
development will include 9 car parking spaces, 22 new assorted trees 359 shrub plants and appropriate landscaped
open space.
The City of Opa-locka's Comprehensive Plan, Future Land Use map provides that the property has a
future land use designation of "Commercial" and the zoning map provides that the property is zoned Commercial
Liberal and is within the "Corridor Mixed Use Overlay". This use, Auto Service Station is permitted in the B-2
zoning district after Special Exception review approval and the Retail Sales and Services uses are permitted in the
B-2 zoning district. The outside hand car wash is permitted as an accessory use for any Auto Service Station.
This proposed operation is adjacent to Single -Family homes on the eastside of this parcel. According to the site
plan a 6 -foot concrete wall will be built on the eastside of this property to buffer the use from the single-family
residential properties. For additionally buffering there is a 12 -foot dedicated alley between the service station and
the single-family residential properties.
Applican
Folio Number (s
Address Locatio �.
Building (s) Footprin
Floor Area
Zoning
Zoning Code Consistency
Existing Land Use
Future Land Use
Designation,
Comprehensive Plan
Consistency,
Applicable LDR Sections.
SET BACKS/ YARD
Front (West);'
Rear (East) Alley way
Side (North) Corner
Side (South) Corner
Corner Lots/ Other
Lot Covera ' e
Maclam Investment LLC
Opa-locka: 08-2121-005-0690
14585 NW 22nd Avenue
Total Site Area — 20,886 SF
Convenience Store Bldg. Area —1,975 SF
(2) Retail Spaces — 802 SF each
Hand Car Wash Area — 808 SF
Fueling Area —1,440 SF
Total 3,579 SF
B-2 — Liberal Commercial / CMU — Corridor Mixed Use Overlay
The proposed use for an Auto Service Station is consistent with the B-2 Zoning after
Special Exception review approval.
Commercial Use
Commercial Use
- The proposed use for an Auto Service Station and retail sales
are consistent with the Comprehensive Plan.
and service use
Ordinance no. 15-31, Article III Sec; 22-55; Article IV Sec. 22-80, Sec.
22-112, Article VII, VIII and X
22-90; Article V
REQUIRED
10 Feet
0 Feet
15 Feet
15 Feet
N/A
80%
PROPOSED
83 Feet
N/A
15 Feet
15 Feet
N/A
80%
COMPLIANCE
YES
YES
YES
YES
N/A
YES
City of Opa-locka 1 Planning and Community Development Department
Page 4 of 12
Lot Densi
Lot Size
Lot Width
Building Height
Structure Length
Open Space
(Landscaping) Trees
Parking Details
Parking Details (Cont'
Landscape/ Pervious Lot
Coverage
Notification Requirement
Local Government Action
Required
N/A
10,000 SF (0.23 Acres)
NIA
3 Stories or 45 Feet whichever
Tess
N/A
4,177.2 SF
22
Auto Service Station (Gas
Stations and Mini Marts):
pursuant to the Land development
Regulation Ordinance 15-31:
Article VI, one (1) Parking per
500 square feet of floor area. -
3.92 spaces required
Retail Sales & Service
(General Commercial): pursuant
to the Land Development
Regulation, Ordinance 15-31:
Article VI, one (1) Parking per
500 square feet of floor area.
1,604 sq. ft. floor area —
3.2 spaces required
Total Required Parking Spaces:
7 parking spaces
N/A
N/A
20,886 SF (.479 Acres) YES
N/A
Convenience Store &
2 Retail Spaces: (16' 8")
Less than 45 Feet /
3 Stories
N/A
4,177.2 sq. ft.
22
N/A
Auto Service Station.
Total Parking Spaces
Provided:
5 Total Spaces
3 Total Spaces
1 Handicapped Spaces
Provided
YES
N/A
YES
YES
YES
YES
YES
20% minimum required pervious 20% provided YES
This request will be properly noticed pursuant to state law and city charter by the city
clerk's office.
- A copy of notice for advertisement titles were given to the Clerk's Office on
Tuesday, August 31st, 2022. To be advertises at least 10 days prior to this
Planning and Zoning Board meeting on Tuesday, September 13th, 2022.
- City Commission Meeting: TBD
The City Commission must review this site plan and consider approval/disapproval
after it is reviewed by the Planning and Zoning Board and any other applicable
boards or agency(s).
I II . Overall Analysis
Existing Conditions:
• The Subject Property is generally surrounded by Residential properties to the east and commercial and residential
properties to the west and south of this site and State Road #9 to the north of this site.
• Sidewalk alongside the west edge of the Property.
• The property is currently vacant and no licensed business operates at this site.
• The last approved commercial use of this site was for a Car Wash.
City of Opa-locka 1 Planning and Community Development Department
Page 5 of 12
South -East View of property from NW 22nd Avenue
/
East View of Property from NW 22nd Avenue
laW
City of Opa-locka I Planning and Community Development Department
Page 6of12
North View of Property from Rutland Street
City of Opa-locka I Planning and Community Development Department
Page 7 of 12
City of Opa-locka !Planning and Community Development Department
Page 8 of 12
Surrounding Land Use and Zoning: Table 2
Location
North
South
East
West
Id Use
ROW
Low Density Residential/Commercial
Low Density Residential
ROW
Surrounding Zoning Designation Map
The Site is Highlighted in Image
Future Land Use FLU
ROW (State Road 9)
Low Density Residential/Commercial
Low Density Residential
ROW (NW 22nd Avenue)
R-1
N/A
R-1 IB-2
R-1
N/A
w
• General Character / Neighborhood Compatibility: The proposed development use is permitted if approved after
special exception review. This site is adjacent to a single-family residential area in need of services beyond
fueling, however the most recent licensed use of this site was a hand car wash. This development proposed to
buffer the site from the adjacent east -side residential properties through a 6 ft tall concrete wall and because of the
alley between the site and the residential properties. Will this proposed use be in Harmony with the general
character of the surrounding neighborhood considering population density, design, scale, and bulk
of any proposed new structures, intensity and character of activity, traffic and parking conditions?
Findings:
■ The proposed development use 'Auto Service Station with 2 retail spaces and a hand car wash" is permitted
by the LDR and an opportunity to provide retail services as well as auto services which may be in harmony
with the general characteristic of the surrounding neighborhood: Commercial/Residential Uses
COMPLIES
• Tree Preservation: Compliance with Tree Preservation Ordinance required pursuant to City ORDINANCE
NO.10-03
- Findings:
The Applicant is proposing to include 22 new assorted trees, 359 shrub plants and appropriate landscaped
open space.
COMPLIES
■ (Please see attached Landscape Plan for Trees detailed information).
City of Opa-locka I Planning and Community Development Departrnent
Page 9 of 12
• Fence: All walls fences and hedges placed within required yard areas shall conform to the following regulations,
except where special requirements are set for5th for specific buffering or screening purpose elsewhere in this Code.
Fences shall be constructed in a way so as not to obstruct or impair the view of any vehicle driver's ability to see
other vehicles or pedestrians within two hundred (200) feet of any intersection within the district. In commercial
or mixed use districts, the maximum height for walls, fences and hedges shall not exceed 6 feet in height, measured
from the final grade in front yards and 10 feet in height in side and rear yards.
Findings:
■ The Applicant is not required to have fencing as the property is on a commercial corridor
pursuant to the City Land development Regulation/Zoning Code 15-31, B-2 Commercial Liberal
District (Section 22-90).
• Future Land Use: Commercial
- Findings:
■ According to the City of Opa-locka Comprehensive Plan; the proposed project shall be located
within the City's Commercial land use designation category location.
COMPLIES
COMPLIES
• B-2 (Commercial Liberal) Permitted Uses: Project Specific: Auto Service Station, Two Retail Spaces, and Hand -
Car Wash
Findings:
■ According to the City's Land Development Regulation/ Zoning Code B-2 (Commercial Liberal)
allows for Auto Service Station, Two Retail Spaces, and Hand -Car Wash within this zoning
district.
COMPLIES
• Community Comments/Petitions: The Applicant provided a mailing list to the Planning and Community
development Department that will inform the surrounding businesses for signatures, comments or possible
opposition.
Findings: The Planning and community Development Department has not received any public opinions
concerning this development in support or in opposition. Residents will have opportunity to support or
oppose this action at the public hearings.
IV. Project Need Assessment / other Required Approvals
V
COMPLIES
1. Site Plan
• Application submitted for Planning & Zoning Board Meeting (last meeting) Tuesday,
September 13th, 2022
2. Development Agreement
• Application submitted for Planning & Zoning Board Meeting (last meeting) Tuesday,
September 13th, 2022
Development Review Committee (DRC): Meeting Review Comments
1. Capital Improvement Project (CIP):
• No issues reported for the proposed Site Plan
2. Building:
• N/A
3. Police:
City of Opa-locka 1 Planning and Community Development Departrnent
Page 10 of 12
■ N/A
4. Community Redevelopment Agency (CRA):
■ N/A
5. City Manager's Office (CMO):
■ N/A
6. Code Enforcement:
■ N/A
7. City Attorney's Office:
• Development Agreement under review
8. Public works:
• N/A
9. Inter -jurisdictional Review:
■ N/A
VI. Staff Recommendation:
- Staff recommend approval of this Site Plan. Approval of this site plan should include the following other
approvals:
• A Development Agreement must be submitted along with this Auto Service Station, with two
Retail Spaces, and a Hand Car Wash Site Plan pursuant to the city Land Development
Regulation/ Zoning Code Ordinance no. 15-31: Article V Section 22-112 and F.S. Section
163.3220-163.3243;
• Traffic Statement was provided and the site plan was modified in accordance.
• All signage shall comply with the City's Sign Code Ordinance no. 15-31 Article X;
• All landscaping and parking areas must be provided and maintained as shown in the Site Plan;
• Trees to be planted in accordance with the City LDR
• Adequate landscape buffer around parking area;
• Extend employment and educational opportunities to City residents through local employment
centers, and collaboration with The Meek Group, Miami -Dade Chamber of Commerce and local
higher learning centers. M -D College, Florida Memorial University, & St. Thomas University ;
• Maintain 100% the use, function, or any recommendation the Planning and Zoning Board deem
necessary for this Auto Service Station site plan and or not limited to the provision of satisfying
all other city's land development code pertaining to the site, landscape and structures;
• All trash & garbage containers shall comply with the City dumpster enclosure requirements;
• The Development Agreement (D.A.) shall specifically address the site plan, the daily operation,
business, behaviors and any other requirements set forth by the City's Land Development Code,
Planning and Zoning Board and the City Commission for this proposed development site plan;
• Address all Miami -Dade County's input/recommendations as appropriate
VII. Attachments:
• Site Plan
• Development Agreement
Planning and Community Development Department
City of Opa-locka 1 Planning and Community Development Department
Page 11 of 12
VIII. Staff Report Will be Updated After the Planning and Zoning Board Meeting on
September 13, 2022. Reflected Actions:
I. Planning and Zoning Board Decision: (PLEASE SEE MEETING MINUTES FOR DETAIL DISCUSSIONS)
Resolution No. 2022-09-13-02,
RESOLUTION OF THE PLANNING AND ZONING BOARD, OF THE CITY OF OPA-LOCKA, RELATING TO THE
APPLICATION OF: MACLAM INVESTMENT LLC C/O MAURICIO FALLA, FOR: SITE PLAN APPROVAL REQUEST TO
CONSTRUCT AND OPERATE THE FOLLOWING:
A CONVENINENCE STORE, TWO RETAIL SPACES AND A SERVICE STATION WITH A HAND CAR -WASH WITH 9 CAR PARKING SPACES.
WHEREAS, applicant has appeared before this Board for the request in the application, and all evidence,
documents and exhibits have been received and marked pursuant to the Code of Ordinance of the City of Opa-
locka.
NOW, THEREFORE, IT IS RESOLVED AS FOLLOWS:
1) That the request in the application by the applicant be and the same is hereby
a. APPROVED
b. DENIED
El
DATE: 09-13-2022
c. NOT DETERMINE ❑ until additional consideration at the regular meeting to be held on / _ /
2) That the following special condition be and they are hereby imposed, conditioning the determination
aforementioned:
a.
b.
*** The Planning and Zoning Board Approval of this request was approved by a - vote***
I HEREBY CERTIFY that the resolution containing the determination of this Board is a true and correct copy as is
reflected upon the public records of the City of Opa-locka this day of
Chairperson or Designee
City of Opa-locka I Planning and Community Development Department
Page 12 of 12
The Following changes/recommendations will reflect recommendations from the Planning and
Zoning Board discussions in regard to the proposed Service Station, Retail uses and Car Wash.
City of €pa-Iocka 1 Planning and Community Development Department