HomeMy WebLinkAboutM-95-0714PLANNING FACT SHEET p7,42
APPLICANT Clark Cook, Executive Director of Miami, Parking System.
APPLICATION DATE June 2, 1995.
REQUEST/LOCATION Major Use Special Permit for the Lindsey Hopkins Technical Education Center Parking
Garage Project.
LEGAL DESCRIPTION (Complete legal description on file with the Hearing Boards Office).
PETITION Consideration of approving a Major Use Special Permit, pursuant to Articles 5 and
17 of Zoning Ordinance 11000, as amended, for the Lindsey Hopkins Technical
Education Center Parking Garage Project, located at 710 N,W. 20th Street (more
particularly described herein), and to be comprised of not more than 879 parking
spaces; approving said Major Use Special Permit after considering the report and
recommendations of the Planning Advisory Board, subject to the conditions of the
Development Order, attached hereto as "Exhibit A", and the application for
development approval, incorporated herein by reference; making findings of facts
and conclusions of law; and providing that the Development Order shall be binding
on the applicant and successors in interest.
PLANNING Approval with conditions.
RECOMMENDATION
BACKGROUND AND SEE ATTACHED.
ANALYSIS
PLANNING ADVISORY BOARD
CITY COMMISSION NIA•
APPLICATION NUMBER 94-197
07/11/95
Approval with conditions. VOTE: 7-2.
July 19, 1995
Item 0 6
Page 1
95-- "':1.4
ANALYSIS FOR MAJOR USE SPECIAL PERMIT FOR
LINDSEY HOPKINS TECHNICAL EDUCATION CENTER PARKING GARAGE
710 NW 20TH STREET
The Planning, Building and Zoning Department is recommending approval of the
requested Major Use Special Permit for the Lindsey Hopkins Technical Education
Center Parking Garage Project to be located at approximately 710 N.W. 20th
Street with the conditions specified herein.
PROJECT DESCRIPTION
The Lindsey Hopkins Technical Education Center Parking Garage Project is a
proposed parking structure to be located at 710 N.W. 20th Street; within a G/I
zoning designated area in Allapattah. The project will consist of a 6 story
structure with a total of six parking levels providing approximately 879
parking spaces. The development will occur within the remaining portion of the
parcel of the existing Lindsey Hopkins Technical Education Center that is
currently not developed.
BACKGROUND
The proposed Lindsey Hopkins Technical Education Center Parking Garage Project
Major Use Special Permit application, as presented, requires four (4)
variances as follow:
VARIANCE #1 This variance is a request for a reduction of 2.5' of the 7.5'
side street yard required. The Planning, Building and Zoning Department is
recommending approval of the requested variance based on finding that the
size of the remaining part of the property on which the parking structure
is to be located is of such a particular size and configuration that a
provision of the full required setback will result in a very inefficient
parking structure, more specifically the 2.5' variance requested will
trigger the loss of an entire row of parking. Furthermore, the proposed
landscape layout depicts some landscape at the corners of the new building
to mitigate the impact of the requested reduction.
I
VARIANCE #2. This variance involves a request to increase the maximum
permitted building footprint from 40% to 54%. The Planning, Building and
Zoning Department is recommending approval finding that the approval of
this increase is required in order to accommodate the capacity of the
proposed parking structure on the site without going to a taller structure
which would impose a greater negative visual impact on the surrounding
area.
VARIANCE #3 This is a request to reduce the required visibility triangle from
10' to 5'. The Planning, Building and Zoning Department is recommending
denial of the request finding that the granting of this variance would
create a tremendously dangerous situation, particularly for a parking
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95-- 714
garage of this magnitude which will be subject to heavy usage. The
potential for increased vehicular and vehicular/pedestrian conflicts
arising from a variance of this kind is greatly increased and will have a
tremendously negative effect on the area. The structure should be
redesigned or the circulation reconfigured to ensure that all egress from
the garage is in compliance with the required visibility triangle.
VARIANCE #4 This variance is a request to reduce the number of required
loading berths for the subject property from 4 to 3. The Planning, Building
and Zoning Department is recommending approval of the request with the
following condition: The applicant shall have a staff member responsible
for scheduling all loading and unloading activities in such a way that
there are never more that 3 trucks servicing the complex at any given time.
This recommendation for approval is based on finding that upon compliance
with the condition specified above, the reduction of loading berths from 4
to 3 will have no adverse impact on the surrounding area.
The attached application for development approval also includes requested
approval of the following:
1. A Class II Special Permit to reduce vertical clearance of loading space;
and
2. A Special Exception to introduce a new use as per Article 4
Pursuant to Articles 13 and 17 of Zoning Ordinance 11000, approval of the
requested Major Use Special Permit(s) shall be considered sufficient for the
subordinate requests referenced above.
ANALYSIS
The construction of the proposed Lindsey Hopkins Technical Education Center
Parking Garage Project will upgrade the existing conditions by reducing the
scattered parking lots currently serving the Center and eliminating on -street
parking which spills over into the surrounding area.
The centralized location of the new parking garage will further benefit the
Center by accommodating both staff and student parking demands on campus, and
by concentrating the parking for the educational facilities users in a
location that offers the best accessibility with the minimum potential for
pedestrian/vehicular conflicts.
RECOMMENDATION AND FINDINGS OF FACT
The Planning, Building and Zoning Department is recommending approval of the
proposed development with the following conditions:
1. Prior to the issuance of a building permit, the submitted plans on file
shall be modified to: 1) provide all required visibility triangles at
the egress points of the building;
95- 714
2. The facility shall provide for a staff member who will be responsible
for scheduling all loading and unloading activities. in. such a way that
there are never more that 3 trucks servicing the complex at any given
time;
3. The project shall meet all applicable building codes, land development
regulations, ordinances and other laws.
4. Within six (6) months from the issuance of the Major Use Special Permit,
provide a list of agencies from which approvals and/or permits must be
obtained prior to initiation of development and the permit or approval
required of each;
5. Prior to issuance of a building permit, the applicant shall be
responsible for minor improvements on N.W. 19th Street between N.W. 7th
and 8th Avenues in order to provide three 12-foot lanes (2 through lanes
and a left turn lane).
6. Prior to issuance of a building permit, allow the Miami Police
Department to conduct a security survey, at the option of the
Department, and to make recommendations concerning security measures and
systems; further submit a report to the Planning Department, prior to
commencement of construction, demonstrating how the Police Department
recommendations, if any, have been incorporated into the PROJECT
security and construction plans, or demonstrate to the Planning Director
why such recommendations are impractical;
7. Prior to issuance of a building permit, provide a letter from the Fire,
Rescue and Inspection Services Department indicating APPLICANT'S
coordination with members of the Fire Plan Review Section at the Fire
Rescue and Inspection Services Department in the review of the scope of
the PROJECT, owner responsibility, building development process and
review procedures, as well as specific requirements for fire protection
and life safety systems, exiting, vehicular access and water supply;
8. Prior to issuance of a building permit, provide a letter of assurance
from the Solid Waste Department that the project has addressed all
concerns of the said Department;
9. Prepare a Minority Participation and Employment Plan to be submitted
within ninety (90) days of the issuance of this Major Use Special Permit
to the City's Director of Minority and Women Business Affairs for review
and comments, it being understood that the City's Minority/Women
Business Affairs and Procurement Ordinance 10538 is a guide that the
APPLICANT must use its.best efforts to follow.
10. Prepare a Minority Contractor/Subcontractor Participation Plan within
ninety (90) days of the issuance of this Major Use Special Permit to the
City's Director of Minority and Women Business Affairs for review and
comment, it being understood that the City's Minority/Women Business
Affairs and Procurement Ordinance 10538 is, a guide that the APPLICANT
must use its best efforts to follow;
5
11. Record, within six (6) months of the effective date of the development
order, a Declaration of Covenants and Restrictions, providing that the
ownership, operation and maintenance of all common areas and facilities
will be by a mandatory property owner association in perpetuity.
12. Record a certified copy of the development order within 90 days of its
effective date with the Clerk of the Dade County Circuit Court
specifying that the development order runs with the land and is binding
on the applicant, its successors, and assigns, jointly or severally.
13. `Record, within six (6) months of the effective date of the development
order, a Unity of Title for the subject property.
The recommendation of approval of the proposed residential project is based on
the following findings:
1) The proposed development conforms to the requirements of the G/I Zoning
District, as contained in Ordinance 11000, as amended, the Zoning Ordinance of
the City of Miami; the project requires no rezonings or changes in land use;
the project is further compatible the Miami Comprehensive Neighborhood Plan
which allows the mixture and intensity of the proposed development.
2) Upon compliance with the conditions outlined above, the project will be in
compliance with all of the criteria as listed in Articles 13 and 17 of Zoning
Ordinance 11000 and will be beneficial to the city by providing parking within
the Lindsey Hopkins Technical Center; also finding that, with the above
specified modifications, the project will have no adverse effects on the
surrounding area.
3) The analysis of the submitted Traffic Study concludes that the creation of
the proposed parking facility will not result in a degradation of the traffic
levels of service below those established in the Miami Comprehensive
Neighborhood, and Plan upon compliance with minor street improvements on NW
19th Street to create a 3-lane cross-section with no on -street parking, the
project will have no adverse traffic effects on the area.
lV 95_ 714
CITY OF MIAMI, FLORIDA
INTER -OFFICE MEMORANDUM
TO Sergio Rodriguez, AICP DATE July 7, 1995 FILE
Director
sUI JECT : Traffic Impact Study: Lindsey Hop-
kins Proposed 860-Space Parking
Garage at NW 19 St./7 Ave.
FROM : Clark P. Turner, AICP REFERENCES:
Transportation- Planner
N ENCLOSURES:
I have reviewed the subject Traffic Impact Study and conclude as follows:
• Creation of the proposed parking facility will not result in a degradation of traffic levels of
service below those established in the Miami Comprehensive Neighborhood Plan;
• Minor improvements will be needed to NW 19 street to create a 3-lane cross-section with
no on -street parking.
In reaching these conclusions, I have taken into account the facts that:
• The peak hour of garage activity is earlier than the peak hour of other traffic, which reduces
the impact of garage egress to local streets;
• Parking facilities do not generate trips; they act as terminals for trips generated by the land
uses they serve. Improved parking facilities, such as a garage instead of scattered lots, may
result in a redistribution of modal choices from transit to auto, but this shift is usually not
significant. In the subject case, the shift is minimal.
`- 1 14
4
.-I
Item #6
Y
ZB 95-409
PUBLIC WORKS RECOMMENDATIONS:
Driveway visibility triangl(,s are essential for vehicular and
pedestrian safety. Sufficient sight distance must be provided
for both the driver of a vehicle exiting a driveway and the
public utilizing N.W. 19th Street to detect an exiting vehicle.
The Metro -Dade County Code Section 33-11 requires the same
visibility triangle and the F.D.O.T. "Manual of Uniform Minimum
Standards for design, construction and maintenance for streets
and highways" requires similar clear zone and sight distance
requirements for driveways. Because of the safety reason stated
above, the Public Works Department recommends denial of the
visibility reduction. hardship has not been demonstrated that
justified waiver of this safety requirement.
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LINDSEY HOMINS TECHNICAL SCHOOL PARKING GARAGE PROJECT
6073114 N.W. 20TH. STREET 5. Sr 59, 22- (M)
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APPLICATION FOR A MAJOR USE SPECIAL PERMIT
File Number Mlf- -
It is intended that major use special, permits be requiired where specified
uses and/or occupancies involve matters deemed to be of cilywide or area -wide
importance.
The City Commission shall be solely responsible for determinations on applica-
tions for major use special permits. (See Article 17)
The City Commission shall refer ail applications for major use special permits
to the Planning Advisory Board an,: to the Director of. the Department of
Planning, Building and Zoning for recommendations, and. may make referrals
to agencies, bodies,*or officers, either through the Department of Planning,
Building and Zoning or directly for review, analysis, and/or technical
findings and determinations and reports thereon. (Section•1301:5.)
as E ec tiv DI ct r of Mia i Parki System.
I, Clark Cook iere�y apply to Ae Director of Panning. Bui ging
and Zoning of the City of Miami for approval of a Major Use Special Permit
under the provisions of Article 17 of the City of Miami Zoning Ordinance.
Address of Property: 710 NW 20thP St Miami,Fl.
Nature of Proposed Use (Be specific):
Wspaces Parking garage for the Lindsey Hopkins
Technical Center of the Dade County School Board.
Garage to be operated by the Miami Parking System.
Preliminary Application•
I attach the following in support or explanation of the Preliminary Applica-
tion:
1. Two copies of a survey of the property prepared by a State of Florida
Registered Land Surveyor.
2. Affidavit disclosing. ownership of property covered by application and
disclosure of interest form (attach Forms 4-83 and 4a-83 to application.
3. Certified list of owners of real estate within a 375-foot radius from
the outside boundaries of property covered by this application (attach
Form 6-83 to application).
4. Maps of: (a) existing zoning and (b) adopted comprehensive plan: designa-
tions for areas on and around the property covered by this application.
S. General location map, showing relation to the site or activity to major
streets, schools, existing utilities, shopping areas, important physical
features in and adjoining the project, and the like.
6
6.Concept Plan
(a) Site plan and relevant information. Section 1304.2.1 (d through h).
(b) Relationships to surrounding existing and proposed future uses, and
activities, systems and facilities (Section 1702.3.2a).
(c) Now concept affects existing zoning and adopted , comprehensive plan
principles and designations; tabulation of any *required variances,
special permits, change of zoning or exemptions (Section 1702.3.2b).
7 nnvnlnnmPntal )rnnprt Ctlidv (an aoplication for development approval for
95- 714
L
APPLICATION FOR A MAJOR USE SPECIAL PWIT (Continued)
8. Other (Be specific):
j 9. Fee of $ 6 , 000.00 , based as Ordinance 10396. _
Additional fees for any required special. permits, changes of zoning, or
variances shall be in accord with zoning fees as listed in' Section- 62-61 of
the City -Code and*Ordinavice 10396. Bldg. sq. ft is 47,411 C $0.05/sq.ft
eeste�ufation: $2370.55: (Minimum of $ 5000 applies plus $1000 adv. )
Buildin (s):
Other Specify):
Total:
Final Application
i
I attach the following' additional information in support or explanation of
the final application:-aL
'
LLD
s Executive
Signartnre irector of MPS.
er or Authorized Agent
Name: Clark Cook Address: 190 NE 3rd St.
City, State, Zip:Miami, F1. , 33132 Phone: 373-6789
This application is [ ] approved [ ] denied
in accord with City Commission Resolution Number:
Other:
Sergio Rodriguez, Director
Planning, Building and Zoning Department
Date:
Q5- 714
I.C.
A F F I D A V I T
STATE OF FLORIDA}
}SS
COUNTY OF DADE }
Before me, the undersigned authority, this day personally
appeared Octavio J .yisiedo _ , who being by me first duly
sworn, upon oath, deposes and says:
1. That he is the owner, or the legal representative of the
owner, submitting the accompanying application for a public hearing
as required by Ordinance 11000 of the Code of the City of Miami,
Florida effecting the real property located in the City of Miami,
as described and listed on the pages attached to this affidavit and
made a part thereof.
2. That all owners which he represents, if any, have given
their full and complete permission for him to act in their behalf
for the changes or modification of a classification or regulation
of zoning as set out in the accompanying petition.
3. That the pages attached hereto and made a part of this
affidavit contain the current names, mailing addresses, phone
numbers and legal descriptions for the real property which he is
the owner or legal representative.
4. The facts as represented in the application and documents
submitted in conjunction with this affidavit
Further Affiant sayeth not.
Sworn to �d Subscribed beo a me �— (Ni
this_sL2 day of /_G ' 19�
Notary Public, State of Florida at Large
My Commission Expires:
MCEDES DE LA PAZ
;j MY COMMLSMON I CC 1734V
t i EXPRP.S: Fsbm M 10. 1996
,Ejr.w f006d 7%m tktq PabUe Ued.t+ri�A
and correct.
(SEAL)
/7
��5- 714
DISCLOSURE OF OWNERSHIP
1. Legal description and street address of subject real property:
710 N.W. 20 Street
Miami, Florida 33127
Legal description: See Attachment "A"
2. owner(s) of subject real property and percentage of ownership.
Note: City of Miami Ordinance No. 9419 requires disclosure of
all parties having a financial interest, either direct or
indirect, in the subject matter of a presentation, request or
petition to the City Commission. Accordingly, question #2
requires disclosure of all shareholders of corporations,
beneficiaries of trusts, and/or any other interested parties,
together with their addresses and proportionate interest.
The School Board of Dade County, Florida 100% owner.
1450 N.E. 2nd Avenue
Miami, Florida 33132
3. Legal description and street address of any real property (a)
owned by any party listed in answer to question ,#2, and (b)
located within 375 feet of the subject real property.
N/A
SF—� 3:�-�ZUJ
OWNER OR ATTORNEY FOR OWNER
STATE OF FLORIDA ) SS:
COUNTY OF DADE )
Octavio J. Visiedo , being duly sworn, deposes and
says that he is the (owner) (Attorney for Owner) of the real
property described in answer to question #1, above; that he has
read the foregoing answers and that the same are true and complete;
and (if acting as attorney for owner) that he has authority to
execute this Disclosure of Ownership fo on behalf of the owner.
SWORN TO AND SUBSC$IBED
before me this 1L
day of , 19
MY COMMISSION EXPIRES:
,,A;�f ` • MERCEDES DE LA PAZ
MY COMMWON / CC 1T3<?T
EXPIRES: Februq 10, 19%
�y''f i iy lea8,d 7bea Naaq TuUtie Uedwwrd�en
P,
(SEAL)
Notary Public, State of
Florida at Large
95— 714
L
APPLICATION FOR
MAJOR USE SPECIAL PERMIT
LINDSEY HOPKINS TECHNICAL CENTER
ITEM 6 CONCEPT PLAN
m
5, - 's A.
CONCEPT PLAN
The Lindsey Hopkins Technincal School is a vocational ins-
titution which assist students in the ability to acquire
a training in a technical field in order for these indivi-
duals to become productive member of our community and so-
ciety -Unlike many other schools,this facility operates six-
teen hour day,resulting with even a bigger problem than the
regular schools since a great number of the students are
adults which drive to this facility.The school currently has
421 parking spaces for 4756 staff,employees and enrolled
btudents which obviously create a safety dilemma from the
standpoint that students are forced to find street parking
two to three blocks away from Lindsey Hopkins,thus resulting
in a large walking distance to the school -Please note,that
this occurs at day and night,thus placing the school board
and city in a safety liability.
In order to minimize this problem,the School Board has com-
mitted itself in designing and constructing an eight hundred
(800) parking space structure within the boundaries of the-
school,which is located south of building "D" between building
"B" and "G".After numerous site studies,it was concluded by
DCPS's staff that this location would best serve the current
and future student population.This location also allows for
better monitoring of students and is more secure than if lo-
cated away from the campus.This site is the best location
for this parking -to remedy the present problem,although we
understand this site contains some unique and peculiar pro-
blems.
The parking structure is an ancilliary structure to the main
school complex and therefore complies with the existing
zoning and adopted comprehensive plan.
An application for a setback variance is being presented coin-
cidentally with this application for Major Use Special Permit
with the City ofimi.The setback variance is required to
accommodate the, arking space structure with the height
limitations and f' separation requirements set by the City
code.
For granting this petition for variance,the School Board has
agree to eliminate the parking lot in the sotutheast side of
the property,adjacent to N.W 7th Ave. and replace this area
with landscaping which results in approximately twenty thou-
sand one hundred and sixty (20,160) square feet of area.
95- 714
LINDSEI HOPKINI TRAINING CENTER
wMVINORMOMMAIMIN
DEVELOPMENTAL IMPACT STUDY
a)
A
5- 714
_1
ESTIMATED CONSTRUCTION COST:
Cost item Dollar amount
Land $ 3,000,000
Preliminary planning 75,000
Design services 515,000
Construction cost 4,950,000
TOTAL:
CONSTRUCTION EMPLOYMENT:
Estimated Labor Cost
Average Annual Wage
Construction Employment
$ 8,540,000
MINORITY CONSTRUCTION EMPLOYMENT P
Description
Owned by DCSB
Devlp., permits etc.
A & E
$ 3,000,000
$ 28,000
120 (man-years)
To promote economic opportunity for the unemployed and the
economically disadvantaged residents by endeavoring to award 51% of
the City's total dollar volume of all expenditures for all goods
and services to Black, Hispanic and Women Minority Business
1 Enterprises. This will include those employed for design services
as well as into construction of the project. The goals set forth
are to be in accordance with City of Miami Ordinance #10538.
The General Contractor for the project shall utilize the "City of
Miami Minority/Women Contractor's lists." Other sources for
developing minority participation that the Contractor recognizes
are as follows:
The National Association of Minority Contractors.
Minority Business Development Center.
Miami Chamber of Commerce Business Assistance Center.
Contractors Training and Development Inc.
95- 71.4
The General Contractor shall periodically notify the City of Miami
of subcontracts awarded to minority firms and/or submit a "good
faith" statement regarding attempts made to solicit minority firms
to bid on such contracts for goods and services.
I HOUSING AND CHILD CARE
There are no existing housing units on this site. No housing units
j are proposed for this pro�.sct and no child care facilities.
This building is a Z4)-O space parking garage which only employs 4
cashiers and 2 security personnel per day.
� — s
.-,J____
DADE COUNTY PUBLIC SCHOOLS
DIVISION OF SITE PLANNING & GOVERNMENT LIAISON -1444 BISCAYNE BLVD., SUITE 302 - MIAMI, FLORIDA 33132
(305) 995-7280
Octavio J. Visiedo
Superintendent of Schools
February 27, 1995
Miami Parking System
Mr. Clark Cook, Executive Director
190 N.E. 3rd Street
Miami, Florida 33132
Dear Mr. Cook:
Dade County School Board
Ms. Betsy H. Kaplan, Chairperson
Mr. G. Holmes Braddock, Vice -Chairperson
Dr. Rosa Castro Feinberg
Dr. Michael Krop
Ms. Janet R. McAliley
Mr. Robert Renick
Ms. Frederica S. Wilson
This will confirm that the School Board, at its meeting of February 8, 1995, authorized the
Superintendent to enter into an agreement with Miami Parking System (MPS) in order to
allow MPS to apply and pay for certain permits and fees (in an amount not to exceed
$25,000) necessary for the construction of a parking garage at the Lindsey Hopkins
Technical Education Center. In the event that this project is not constructed by MPS, the
district will reimburse MPS for the expenditure of these funds.
Please indicate your confirmation of this agreement by signing below and return one fully
executed original to my attention at the above address.
Thank you for your cooperation in this matter.
KW:dd
A:W-982
...
Clark Cook, Executive Director
Miami Parking Systems
Sincerely,
Kathryn Wilbur
Executive Director
APPROVED:
r
Octavio . sie o
Superinte o S ools
a�
9r "14
EYADE COUNTY PUBLIC SCHOOLS
DIVISION OF SITE PLANNING & GOVERNMENT LIAISON • 1450 N.E. 2nd Avenue, Room 525 - MIAMI, FLORIDA 33132
(305) 995-7280
Octavio J. Visledo
Superintendent of Schools
May 24, 1995
Planning, Building and
Zoning Department
Hearing Boards Division
275 N.W. 2 Street, Room 226
Miami, Florida 33128
Re: Dade County Public Schools
Lindsey Hopkins Technical Education Center
710 N.W.-20 Street
Miami, Florida 33127
Dade County School Board
Ms. Betsy H. Kaplan, Chairperson
Mr. G. Holmes Braddock, Vice -Chairperson
Dr. Rosa Castro Feinberg
Dr. Michael Krop
Ms. Janet R. McAliley
Mr. Robert Renick
Ms. Frederica S. Wilson
This is to confirm that the School Board of Dade County, Florida,
at its meeting of February 8, 1995, authorized an agreement with
Miami Parking Systems (MPS) in order to act on the district's
behalf and to allow MPS to apply and pay for certain permits and
fees necessary for the construction of a- parking garage at the
above -referenced location. Attached please find copies of the
School Board item, Board action (unofficial minutes) and the
agreement executed with MPS.
Should additional information be required, please do not hesitate
to call me at 995-7284.
Sincerely
i
Kathr n Wilbur
Executive Director
KW:md
W-1030
Attachments
cc: Mr. Dagoberto Diaz
Mr. Clark Cook
6J 7 A
_j
Office of Superintendent of Schools January 30, 1995
Board Meeting of February 8, 1995
Office of the Superintendent
Alan T. Olkes, Chief of Staff
SUBJECT: AUTHORIZATION FOR THE SUPERINTENDENT TO ENTER INTO
AN AGREEMENT WITH MIAMI PARKING SYSTEM FOR WORK
RELATED TO THE CONSTRUCTION OF PARKING FACILITIES AT
LINDSEY HOPKINS TECHNICAL EDUCATION CENTER
On June 8, 1994, the Board authorized the Superintendent to enter into negotiations with
Miami Parking System (MPS) for the construction and operation of a parking garage at the
Lindsey Hopkins Technical Education Center. To that end, staff from the district and MPS
have been in frequent contact in order to discuss and determine the most appropriate
mechanism for initiating the project and managing its operation once the work is completed.
These discussions have dealt with critical design and construction issues, funding, ownership
of the facility, management responsibilities and other issues relevant to determining the
eventual long term relationship between the district and MPS.
The City of Miami has advised that the payment of certain fees and the necessity of securing
certain permits will vary considerably, depending on ownership of the facility at the initiation
of the project and throughout the construction phase of the work. In addition, MPS has
indicated that it may be unable to secure the necessary bonding for the construction of the
project if it is not the owner of record.
Regardless of which entity owns the facility during its construction, certain permits and fees
will be required by the City. It is estimated that the cost of these permits and fees will not
exceed $25,000. In order to expedite the construction of the project, it is recommended that
the Superintendent be given the authority to enter into an agreement with MPS to initiate
the permit process and to pay all fees that will be required by the City whether the parking
facility is owned by the district or MPS. In the event that the project is not constructed, the
district would agree to reimburse MPS for the expenditure of these funds.
RECOMMENDED: That The School Board of Dade County, Florida authorize the
Superintendent to enter into an agreement with Miami Parking
System (MPS) in order to allow MPS to apply and pay for
certain permits and fees (in an amount not to exceed $25,000)
necessary for the construction of a parking garage at the
Lindsey Hopkins Technical Education Center; and agreeing to
reimburse MPS for these expenses should the project not
ultimately be constructed.
MAL: and
►W
G.J. SANCHEZ, P.E. P.A.
Consulting Engineer 3301 Monegro 4
Public Relations Coral Gables, FL 3
(305) 448-178E
Fax (306) 448.V
FAX TRANSMITTAL
Date: July 6th,1995
i
Too City of Miami. ,
Attn:Mr.Roberto Lavernia
i
Fax #s 358-1452
No, of sheets: one
Note:
Confirming my answer to your queisti.ops to the
MUSP application for the Parking Garage for the
School Board
i Construction employment 120 workers for the
duration !of one year.
Permanent employees 4 cashier'.s
2 security guards
2 cleaning & maintenance
persons.
I trust this clarifies your questions.
Thank-44
1
G.J.Sanchez P.E
I
LINDSEY HOPKINS
TECHNICAL, EDUCATION CENTER
PROPOSED PARKING GARAGE
TRAFFIC IMPACT
AUGUST1993
c:21
9-5 5114
LINDSEY HOPKINS
TECHNICAL EDUCATION CENTER
PROPOSED PARKING GARAGE
TRAFFIC IMPACT
Prepared for
DADS COUNTY SCHOOL BOARD
Miami, Florida
In association with
JOHNSON ASSOCIATES, INC.
Miami, Florida
Prepared by
TRANSPORT ANALYSIS PROFESSIONALS, INC.
Miami, Florida
August 1993
JN 37"
9 5 -
3/
.,
LINDSEY HOPKINS
TECHNICAL EDUCATION CENTER
PROPOSED PARKING GARAGE
TRAFFIC EMFACT
TABLE OF CONTENTS
Background.........................................................1
Existing Traffic Conditions .............................................. 3
TripGeneration.....................................................9
TripDistribution.....................................................13
Programmed and Planned Roadway Improvements ........................... 15
Future Traffic Conditions ............................................... 15
Person -Trip Capacity ,analysis ........................................... 25
Conclusions.........................................................25
LIST OF TABLES
Table 1 - Existing Levels of Service and Capacity ............................. 11
14
Table 2 - Vehicle Trip Generation ........................................
Table 3 - 1995 Background Levels of Service and Capacity ............ .........
20
Table 4 - 1995 Background & Project Levels ................................
23
Table 5 - Corridor Capacity Using Person Trips ...................... . .......
26
95- 714
L
LINDSEY HOPKINS
TECHNICAL. EDUCATION CENTER
PROPOSED PARKING GARAGE
TRAFFIC IMPACT
TABLE OF CONTENTS
(Continued)
LIST OF FIGURES
Figure1
• Study Area ................................. , ............... 2
Figure
2 Lane Configuration on NW 7th Ave ..............................
5
Figure
3 - Existing PM Peak Hour Traffic - NW 7th Ave & 19th St ...............
7
Figure
4 - Existing PM Peak Hour Traffic - NW 7th Ave & 20th St ...............
8
Figure
5 - Existing Transit Routes ........................................
10
Figure
6 - Distribution of PM Peak Hour Traffic .............................
16
Figure
7 - 1995 Background Traffic - NW 7th Ave & 19th St .....................
18
Figure
8 - 1995 Background. Traffic - NW 7th Ave & 20th St ....................
19
Figure
9 - 1995 Background & Project Traffic - NW 7th Ave & 19th St ............
21
Figure
10 - 1995 Background & Project Traffic - NW 7th Ave & 20th St ............
22
Figure
11 - N.W. 19th Street Future Lane Arrangement ........................
24
ii —
33
�'5— 7_
LINDSEY HOPKINS
TECHNICAL EDUCATION CENTER
PROPOSED PARKING GARAGE
TRAFFIC IMPACT
This report examines the traffic impact associated with the operation of an approximate 860-
space parking garage proposed to be constructed on -site at the Lindsey Hopkins Technical
Education Center.
BACKGROUND
Operated by the Dade County School Board, The Lindsey Hopkins Technical Education
Center provides medical arts training to a diverse student population. The Technical
Education Center complex, as shown in Figure 1, covers the block between N.W. 7th and
8th Avenues from N.W. 19th to 20th Streets. in the City of Miami. The Center has an
enrollment that varies between approximately 6,300 and 6,400 students, a full-time staff
slightly in excess of 200 personnel, plus approximately 200 part-time staff.
To accommodate this enrollment, the Technical Center's normal class periods run from 8:15
AM until 11:00 PM under three shifts. The majority of students enrolled attend daytime
classes beginning at 8:15 AM with dismissals at 2:45 PM. Other classes are offered between
2:45-5:30 PM and in the evening hours from 5:30 PM until 11:00 PM. Some staff members
begin to arrive at the Center shortly after 6:00 AM and the morning nursing students start
to arrive after 7:00 AM in preparation for their first class at 8:15 AM. The 2:45-5:30 PM
class period is for special training, primarily involving the handicapped. Students enrolled
in the evening program are scheduled for 5:30-11:00 PM classes.
As part of a County -wide capital facilities improvement program, the Center has been
targeted for improvement to its currently deficient student parking arrangement. At present,
some parking needs are accommodated on -site in a paved surfaced parking lot on the south
side of the campus abutting N.W. 19th Street. The on -site lot is used above its capacity.
During the major daytime enrollment period from 8:15 AM to 2:45 PM, use of this lot is
restricted to staff and administrators as well as students with disabilities. In the lower
enrollment class periods in late afternoon, students are allowed entry into the lot between
2:45-5:00 PM.
3'F `
�5- 714
L
A
Figure 1
LOCAT10M SJUTCH
STUDENT PARKING LOT
NW 20th ST
LINDSEY
PROJECT
HOPKINS
SITE
TECHNICAL
o
toEDUCATION
CENTER
NW 17th ST
0
I-395
W 14th ST
UNPA VE.
LOTS
NW 1 1 th ST
Most daytime students (8:15 AM to 2:45 PM class period) who drive to school must find
parking elsewhere off -site. Some students now park in a 186-space lot located on N.W.,20th
Street between N.W. 6th and 7th Avenues. Other students use the approximate 350-space
unpaved parking lots located near N.W. 14th Street at N.W. 7th Avenue. The southern lots
are shared with Miami -Dade students. Still other students make private arrangements for
parking off -site, while others use on -street parking when/where available.
Dade County Schools employs two full-time drivers and provides two buses to operate a
daytime shuttle bus service at 10-minute headways. The shuttle bus service links the Civic
Center Metrorail station, tho southern shared -use parking tots near N.W. 7th Avenue at
N.W. 14th Street and the Technical Center campus.
The capital improvements plan for the Lindsey Hopkins Technical Education Center is
aimed at consolidating and fully accommodating the parking demands generated by staff,
administrators and students to one on -site multi -level parking garage for 860 vehicles. Other
expenditures are targeted for adjacent street driveway and landscape improvements along
the Center's east and south sides: N.W. 7th Avenue and N.W. 19th Street. No site
improvements are being planned that would increase the number of classrooms, increase the
size of individual classrooms, or otherwise increase the student enrollment or staff. The
proposed plan is focused on solving current student parking shortage and inconvenience by
providing sufficient parking spaces on -site.
Consolidating the scattered parking locations to eliminate the inconvenience to students and
to accommodate student parking needs on -site also posses the potential of concentrating
traffic demands immediately adjacent to the site. Garage access will be via N.W. 19th
Street. Thus, the area of primary traffic impact is defined as N.W. 19th Street between
N.W. 7th Avenue and N.W. 8th Avenue. In addition to the roadway segment itself, the
intersections of N.W. 19th Street at N.W. 7th Avenue and at N.W. 7th Avenue and N.W.
20th Street will likely have increased demands when the school's vehicular traffic, now
dispersed throughout the area, is concentrated to the on -site garage. (See Figure 1.)
EXISTING TRAFFIC CONDITIONS
Data used to describe existing conditions in the study area included collection of historical
traffic volume data, collecting new traffic count information, collecting roadway/intersection
geometric data and obtaining information on transit services and traffic signalization within
the study area. Vehicle activity at the existing on -site surface parking lot and at the Center's
off -site parking lot east of N.W. 7th Avenue were also measured.
3
9
_
05- �'7 -a
L
Existing Roadway Network - N.W. 7th Avenue and N.W. 20th Street are arterials bordering
the Civic Center area hospitals, government buildings and other land uses and connecting
them with downtown Miami and north Dade. N.W. 19th Street functions, as -a local roadway
and is used for circulation and site access to the west of N.W. 7th Avenue.
Both N.W. 7th Avenue and N.W. 20th Street have a five lane cross section in this immediate
area. Each has two through lanes in each direction and a center lane used for left turns.
N.W. 19th Street, -serving local access and circulation functions, has a two-lane section with
short-term metered parking on both sides. N.W. 19th Street is proposed to have a three -
lane section when improved. The tee intersection of N.W. 7th Avenue at N.W. 19th Street
is controlled by a stop sign for eastbound N.W. 19th Street traffic. Geometry for the
intersections can be seen in Figure 2.
Existing Signalization - The N.W. 20th Street and 7th Avenue intersection is signalized and
operates in coordination with other signals along N.W. 7th Avenue. Signal operation
includes left turn phases with overlap capability for all four approaches. The signalization
also includes pedestrian features and was last upgraded in June 1992. This intersection is
normally operated "on line" via communication lines linked to the Dade County Traffic
Control Center.
Traffic Volumes ='Available records were researched of previous traffic counts made in the
study area in recent years. This research yielded peak period and daily volume use along
N.W. 7th Avenue south of N.W. 20th Street. This historical data was collected in July 1991
and April 1992 by the Dade County Public Works Department. A current daily volume
count on N.W. 7th Avenue was conducted at the same location as part of this study. These
counts, plus other traffic counts in the Civic Center area show peak traffic conditions tend
to occur during the late afternoon on weekdays. Therefore, other types of new traffic data
collection was focused on the PM peak period.
Afternoon street peak period turning movement counts were collected in July 1993 at the
two critical intersections on N.W. 7th Avenue at N.W. 19th and N.W. 20th Streets. The
counts show the peak hour to be from 4:15 until 5:15 PM. This period is basically consistent
with Dade County's July 1991 historical data the daily count conducted in July 1993 in this
area and consistent with the generating characteristics of the major types of land use
surrounding the study area. On any given weekday, the peak period may begin as early as
3:45 PM to as late as 4:45 PM. However, the 4:15-5:15 PM hour tends to be most
representative. For purposes of this study, it was, therefore, assumed that the intersection
turning movement counts from 4:15 to 5:15 PM would be more representative of the true
4
MI
MI
ROADWAY LANE ARRANGEMENT
NW 201
LINDSE
TECHNI
EDUCAT
11r,hrrrwr.
NW 19th STREET
"�
Figure 2
0 5p - 714
underlying traffic flow in the study area. Existing peak hour traffic volumes are shown in
Figures 3 and 4. The peak occurs at slightly different times and the maximum hour at each
intersection is.shown in these figures.
Parking Use and Activity - Driveway volumes serving the existing on -site campus parking
lot were measured at the lot's connection to N.W. 19th Street. Parking use of this lot was
counted prior to the start of the afternoon peak hour. At this time of day, the lot was
occupied by 120 vehicles of staff and students. Driveway counts show that 89 vehicles enter
and 39 vehicles exit this lot during the afternoon street peak hour. Only 55 vehicles on
N.W. 19th Street during this hour were not oriented to and from the parking lot. The total
capacity of the on -site parking is 246 marked spaces, including the east and west sides, and
the primary parking area in the rectangular parking area on -site is approximately 130 spaces.
The 186-space off -site student parking lot on the south side of N.W. 20th Street east of N.W.
7th Avenue was monitored on the afternoon of August 2nd. At 1:50 PM, 161 vehicles were
parked in the lot. Shortly after 3:00 PM, the lot was virtually empty, with only 6 parked
vehicles. The busiest period of driveway activity is the half-hour from 2:30 PM to 3:00 PM.
During this interval, 102 vehicles exit the lot. The dispersal is about equal in each direction
to the east and to the west along N.W. 20th Street. No vehicles were observed entering
during that half-hour. Later, in the afternoon street peak hour, volume at this lot was
recorded at 3 vehicles inbound and 4 outbound.
Activity at the remote, un-paved parking lots east of N.W. 7th Avenue on N.W. 14th Street
was not monitored for an extended period, as the attendant mentioned that use was now
reduced since the lot on N.W. 20th Street was opened, and given that it was not possible to
easily distinguish between use by Miami -Dade students and those attending the Lindsey
Hopkins Center. Use in these unpaved lots was only 10 parked vehicles just prior to the
2:45 PM primary daytime enrollment class dismissal.
The use of metered parking spaces along N.W. 19th Street was also observed at 2:45 PM --
just before the major daytime students enrolled could reach their vehicles upon dismissal
and just after students enrolled in the afternoon class sessions would have had to park and
walk on campus to their first 2:45 PM class. Of the 24 metered spaces on the north side of
N.W. 19th Street, 8 were occupied at 2:45 PM. On the south side, only 9 of 12 metered
spaces were occupied at this time of day.
6 39
�, - 7 It 4
EXISTING TRAFFIC VOLUME
P.M. PEAK HOUR
N. A. i AVE & N. W. 13 ST
LINDSEY HOPKINS
TECHNICAL
rn
EDUCATION � �
CENTER
34
7�
NW 19th STREET
0
0
Figure 3
7
N
7
95- s14
L
EXISTING TRAFFIC VOLUME
Pam' PEAK HOUR
N. W. 7 AVE & N. W. 20 ST
o coo
.e cn ...
NW 20th STREET
--1,23
339
,2,25 104
403
104
LINDSEY HOPKINS
TECHNICAL
EDUCATION � C
CENTER ^ `o Pq
Figure 4
a
Public Transit Service - Figure 5 identifies existing public transit routes and transit facilities
within the study area. From Figure 5 it can be seen that the general project area is served
by Metrorail and Metrobus routes 21, 22, 23, 24, 26, 27, 32, 77 and B. Routes B, 26 and 77
pass directly next to the Technical Center. Metrorail connects the Civic Center area with
downtown Miami, south to Kendall, and northwest to Hialeah. The shuttle buses operated
by Dade County Public Schools connect the Technical Center with the Civic Center
Metrorail Station and the shared -use parking lots located near N.W. 14th Street and N.W.
7th Avenue.
Eidsting Levels of Service - Level of service analyses for existing conditions were performed
for the two intersections in the study area using highway capacity software. This software
is based on procedures described in the 1985 Highway Capacity Manual.
FDOT level of service software for roadway link analysis was also utilized to analyze arterial
level of service on N.W. 7th Avenue. This methodology shows that N.W. 7th Avenue is
currently operating at Level of Service C during the PM peak period. This is consistent with
independent calculations performed by the Dade County Public Works Department.
Details of the intersection and link level of service analyses can be found in the appendices.
The analyses are summarized in Table 1.
TRIP GENERATION
To derive estimates of the afternoon street peak hour trips to be generated by the 860-
space parking garage, the generating characteristics of the existing on -site lot and the off -site
student lot along N.W. 20th Street are used as a guide. The remote off -site lots along N.W.
14th Street are not considered due to their limited use and due to the shared -use nature of
these lots. Unlike the lot on N.W. 20th Street which is used exclusively by students enrolled
at the Technical Center, use of the unpaved remote lots along N.W. 14th Street is shared
with others who do not attend Lindsey Hopkins. If existing use of the remote lots is
included in the calculation of trip generation for the new garage, a lower trip volume would
result. Thus, only the existing on -site lot and the student lot on N.W. 20th Street are used.
It is assumed that measurements made at the most active two facilities are representative
of the parking activity by other students that could not be measured. As mentioned earlier,
some students park in various off -site locations through private arrangements they make
with private landowners while others park on -street in scattered locations throughout the
general study area.
9
r.. 5 -.. r i -A
9 _:1. 4
pirwe S
PUBLIC
TRANSIT ssR VrcTs
M stmra U
and Metrobus Roides
SANTA ' CLARA
STATION
77 NW 20th ST
26 LINDSEY B
44
PROJECT
HOPKINS
SITE
TECHNICAL
21
EDUCATION
CENTER
NW 17th ST
22 23 21 Metrobus
civic Route Number
CENTER 1-395
STATION
.4
NW 14th ST
27
77 26
CULMER
NW 1 1 th ST
Table 1
EXISTING PM PEAK HOUR
LEVEL OF SERVICE AND CAPACITY SUMMARY
LOCATION
LEVEL OF
SERVICE
CAPACITY (VPH)
Intersection:
NW 7th Ave & NW 20th St
C'
-----
NW 7th Ave & NW 19th St
NB Left
A
591
EB Left 2
E
114
EB Right 2
E
114
Roadway Link:
NW 7th Ave - NW 5th to 36th Sts
C
3,550
' With minor timing adjustment.
2 Single shared use lane.
11 95- 714
1 Table 2 summarizes the calculation of 284 street peak hour trips to be generated by the
proposed 860-space garage structure at the Technical Center. Few of the total trips in
Table 2 are new trips generated to and from this general area. Most are relocated trips
from other parking lots in this general area which will be re-routed onto N.W. 19th Street
when both student and staff parking demands are all accommodated on -site rather than
being scattered throughout the general area.
An additional check was made to determine if the impact of the maximum garage generated
traffic would be greater at a different time of day. This was done because the maximum
garage activity peak does not coincide with the time of the existing street peak hour. Both
activities peak in the afternoon, but the garage peak will occur earlier than the normal street
peak hour on the N.W. 7th Avenue arterial.
The maximum hourly volume at the garage was computed in a similar manner to that shown
in Table 2 for the street peak hour. The computed maximum hourly volume for the garage
is 341 vph, and the maximum half-hour garage dump demand is 220 vehicles. The ratios
of the maximum hourly volume and the dump demand to the 860-space capacity of the
garage are within the range normally expected. Given the low volume of other traffic on
N.W. 19th Street in mid afternoon, the garage's two entrance/exit drives can adequately
accommodate these peak garage activity volumes. There is less than 60 vph difference
between the maximum garag6 traffic driveway activity and the garage driveway activity which
occurs during the normal street peak hour. Therefore, the most critical time period to
consider, in terms of arterial traffic impact, remains the normal PM street peak hour.
When evaluating the traffic impact of the 860-space parking garage on N.W. 19th Street and
operations at the N.W. 19th and N.W. 20th Street intersections with N.W. 7th Avenue, the
net increase in localized trips is used. A portion of the current volumes of traffic passing
through these intersections includes traffic emanating from the existing surface parking lot
on the Technical Center campus. The 860-space garage is proposed to be constructed where
this lot exists. To evaluate the PM peak hour impact from the 860-space garage, current
traffic from the on -site lot is subtracted and then the demands from the new garage are
added to current traffic levels. The net increase is 156 trips added to N.W. 19th Street in
the afternoon street peak hour.
TRIP DISTRIBUTION
All vehicles will enter and leave the proposed garage from N.W. 19th Street. The existing
distribution of trips at the on -site surface lot was reviewed to determine the likely
13
L
Table 2
VEHICLE TRIP GENERATION
PM PEAK HOUR
Measured Student and Staff Use Ratio:
Future Carpool/Transit Shift Affect:
Future Garage Generation Ratio:
(driveway trips/capacity):
Rounding:
Garage Capacity:
Total Driveway Demand:
(0.33)(860)
Measured Peak Hour Directional Split:
' See text.
14
0.274
1.20
0.329
0.33
860 spaces
284 vph
68%/32%
95- 714
L
distribution of new trips when the garage is constructed. The cardinal distribution of trips
at the student parking lot on N.W. 20th Street was also considered.
Based on the existing traffic distribution of vehicles entering and leaving the surface parking
lot at the Lindsey Hopkins Center and the N.W. 20th Street lot, it was determined that
approximately 709o' of the new generated traffic will be oriented to and from the east along
N.W. 19th Street and 30% will travel to and from the west and south (along N.W. 8th
Avenue). Figure 6 shgws the total trip distribution on the area roadways and intersections
near the Technical Education Center. Of the total 284 trips shown, 156 are new trips added
to N.W. 19th Street. Of these new trips, the estimated increase will be 107 additional trips
oriented between the garage and N.W. 7th Avenue, and the remaining 49 trips to and from
the west at N.W. 8th Avenue.
PROGRAMMED AND PLANNED ROADWAY IMPROVEMENTS
A review of the 1993. Dade County Transportation Improvement Program (TIP) shows that
there are no major roadway improvements programmed for construction in the next five
years within the project study area. The Dolphin Expressway and I-95 interchange
immediately to the southeast of the study area is currently being improved, including
modifications to the exit ramp from SR 836 to N.W. 12th Avenue.
FUTURE TRAFFIC CONDITIONS
For purposes of the traffic analysis, the new garage is assumed to open for use in 1995.
Comparative future traffic conditions utilized in this study refer to 1995 background traffic
that would exist without construction of the Technical Education Center garage and to
background plus project related traffic in 1995 when the new garage is opened for use.
Examination of the relatively recent and limited one -day historical traffic data versus data
collected for this project suggests a growth rate of approximately 5% to nearly 309o' per year
along N.W. 7th Avenue south of N.W. 20th Street. Recent studies in other portions of the
Civic Center and the relatively mature development of this area suggest a much lower
growth rate is realistic. For purposes of this study, it is assumed that background traffic will
increase by a total of 5% between mid-1993 and 1995.
Some of the sporadic changes in recent traffic patterns might be due to Hurricane Andrew.
Traffic conditions and flow patterns in this general area are�believed to have been affected
by the shift in population caused by Hurricane Andrew. Apartment units and other housing
15
47
LINDSEY HOPIffNS
TECHNICAL EDUCATION CENTER
GARAGE TRIP DISTRIBUTION
PM PEAK HOUR
tl-
NW 20th STREET co
1
31
24
�► 132
61 41
23
NW 19th, STREET
Figure 6
95 '- 7 1. 4
available in the vicinity of the study area were suddenly filled with individuals and families
displaced by the hurricane. These individuals are not typical residents of the Civic Center
area. It is likely that traffic flow patterns created by these residents are temporary and will
go back to their earlier status within one year after these temporary residents find more
permanent housing or move back to their original housing. However, it is more likely that
the day-to-day variability in traffic volumes on N.W. 7th Avenue and the limited one -day
count sample periods are the primary cause of the unusually high (and false) readings in
calculated traffic growth. The I-95/SR 836/N.W. 12th Avenue interchange reconstruction
may be another contributing factor.
Casual observations of traffic conditions in this general area for more than two decades
suggest an average annual compound growth rate not exceeding 21yo. Thus, the assumption
of a 5% growth for the 1993-1995 period, added to a relatively high existing base traffic
condition along N.W. 7th Avenue is likely to result in some overestimation of future traffic
levels for 1995. This is purposefully done to provide a somewhat conservative ( modest over
estimate) of the actual demands anticipated when the new garage is opened for use.
1995 Background Traffic Conditions Figures .7 and 8 show the peak period intersection
turning movement volumes for 1995 background conditions. Table 3 summarizes the results
of the intersection level of service and link capacity analysis for 1995 background conditions.
1995 Background Traffic Plus Project Trips - Figures 9 and 10 show future daily traffic
combined with new project traffic. Table 4 summarizes the results of the intersection level
of service and link capacity analyses for 1995 conditions when the new garage is open for
use. The level of services analyses in Table 4 assume that N.W. 19th Street will be altered
to provide more orderly traffic flow in the vicinity of the garages and on the approach to
N.W. 7th Avenue, as shown in Figure 11.
The revised lane arrangement in Figure 11 provides a defined two-lane approach on N.W.
19th Street at the N.W. 7th Avenue intersection and create separates left turn lanes for
traffic entering the new garage driveways. At present, N.W. 19th Street is striped for one
lane of traffic in each direction. TNe alteration shown in Figure 11 can be accomplished
without roadway widening. It can be done within the existing curb -to -curb width of
approximately 36 feet to provide three 12-foot lanes, 2 through lanes and a center left turn
lane. The eastbound approach to N.W. 7th Avenue will have lane use defined with
pavement arrows and lane lines where only a double yellow centerline now exists. The
project site plan shows other alterations to improve the appearance along the project block
50 face of N.W. 7th Avenue.
17
9 5 - a 1
1995 BACKGROUND TRAFFIC
WITHOUT PROJECT
Pam' PEAK HOUR
N. W. 7 AVE & N. W. 19 ST
L IND SE Y HOPKINS
TECHNICAL
EDUCATION ca
ca
Lo
CENTER
36
7�
NW 19th STREET
o'
Figure 7
5/
qs- 714
1995 BACKGROUND TRAFFIC
WITHOUT PROJECT
PM PEAK HOUR
N. W. 7 AVE de N. W. 20 ST
� O co
NW 20th STREET
129
237� —�09
423 --Imp-
109.
LINDSEY HOPKINS
TECHNICAL I IIrl
ED UCATION
toc
CENTER O1
4z
Figure 8
19
95-- s 14
Table 3
1995 BACKGROUND (WITHOUT PROJECT) PM PEAK HOUR
LEVEL OF SERVICE AND CAPACITY SUMMARY
LOCATION
LEVEL OF
SERVICE
CAP�,Cm (VPM
Intersection:
NW 7th Ave & NW 20th St
C
------
NW 7th Ave & NW 19th St
'
NB Left
A
570
EB Left '
E
110
EB Right '
E
110
Roadway Link:
NW 7th Ave - NW 5th to 36th Sts
C
3,550
' Single shared use lane.
54
20
1995 TRAFFIC VOLUMES
WITH PROJECT
PH PEAK HOUR
N.W. 7 AVE & N. W. 19 ST
LINDSEY HOPKINS
TECHNICAL
EDUCATION ^ co
CENTER
60--A
19
NW 19th STREET
o�
Figure 9
21
F7
05- 14
1995 TRAFFIC VOLUMES
WITH PROJECT
PM PEAK HOUR
N. W. 7 AYE & N. W. 20 ST
d- co co
.. c\j �..
e+ Nf'
NW 20th, STREET
129
237 �125
423
121
LINDSEY HOPKINS
TECHNICAL
EDUCATION
Figure 10
77
S7
QQJ e A4
Table 4
1995 BACKGROUND (WITH PROJECT) PM PEAK HOUR
LEVEL OF SERVICE AND CAPACITY SUMMARY
LOCATION
LEVEL OF
SERVICE
CAPACITY (VPI)
Intersection:
NW 7th Ave & NW 20th St
C
------
NW 7th Ave & NW 19th St
NB Left
A
536
EB Left'
E
91
EB Right 1
A
822
Roadway Link:
NW 7th Ave - NW 5th to 36th Sts
C
3,550
' Separate turn lanes.
23
a4
a
co
1r igurs f 8
irutairs Lane Arrangement
860—space
Garage
Garage Driveways
p
NW 19th Street
L
Comparing Table 4 to Table 3, it can be seen that operation of the new parking garage at
the Lindsey Hopkins Technical Education Center will not lower the 1995 level of service at
any location analyzed.
PERSON -TRIP CAPACITY ANALYSIS
The City of Miami has developed an interesting methodology for measuring corridor
capacity in person -trips. This analysis considers changes to vehicle occupancy rates and rates
of transit usage which can occur with the growth of traffic flow in a corridor.
Table 5 shows that in 1995, with project traffic included, the combined person -trip capacity
for automobile plus transit modes in the Civic Center corridor is well above the trip demand
during the peak hour.
CONCLUSIONS
Construction of the proposed 860-space parking garage at the Lindsey Hopkins Technical
Education Center will benefit medical arts students by accommodating both staff and
student parking demands on campus. Students will no longer be forced to walk excessive
distances from remote parking areas and will no longer need to rely on shuttle bus services
between the Center and remote parking. Students who now must park east of N.W. 7th
Avenue along N.W. 20th Street will no longer need to cross this intersection as a pedestrian.
I
Construction of the garage and the related roadway alterations to N.W. 19th Street and
j improvement to the appearance of the block face of N.W. 7th Avenue which are proposed
adjacent to the Center will not only improve the general aesthetics of the streetscape, but
will provide for the more orderly.,movement of pedestrian and vehicular traffic adjacent to
the south and east sides of the campus.
Improvements to N.W. 19th Street, with existing curb, gutter, sidewalk, drainage, and re -
striping to create a three -lane cross section will better organize traffic flow and the garage
will eliminate the need for on -street parking along this block face.
Construction of the 860-space parking garage to accommodate both student and staff
parking demands fully on campus will increase traffic volume in the immediate vicinity of
the campus — directly on KW. 19th Street. The increased traffic, coupled with the proposed
traffic flow improvements to N.W. 19th Street and at the intersection of N.W. 7th Avenue
and N.W. 19th Street will result in acceptable afternoon peak hour level of service.
W
25
-- "g 14
L.
Table 5
i
ANALYSIS OF CORRIDOR CAPACITY..
USING PERSON -TRIPS
CIVIC CENTER CORRIDOR (NW 7th AVENUE)
CORRIDOR CAPACITY
ROADWAY CAPACITY (vehicles):
VEHICLE OCCUPANCY:
ROADWAY CAPACITY (persons):
TRANSIT CAPACITY (local bus):
TRANSIT CAPACITY (rail):
TRANSIT CAPACITY (all):
3,550 vehicles per hour
1.6 persons per vehicle
5,680 person -trips per hour
150 person -trips per hour
5,014 person -trips per hour
5,164 person -trips per hour
CORRIDOR CAPACITY: 10,844 person -trips per hour
EXISTING DEMANDS
RO,I'W—'r`JAY VOLUME (vehicles):
CURRENT OCCUPANCY:
ROADWAY VOLUME (persons):
TRANSIT USAGE:
TOTAL DEMAND:
1,536 vehicles per hour
1.4 persons per vehicle
2,150 person -trips per hour
2,200 person -trips per hour "
4,350 person -trips per hour
EXCESS CAPACITY IN CORRIDOR: 6,494 person -trips per hour
1995 BACKGROUND PLUS PROJECT
ROADWAY VOLUME (vehicles):
CURRENT OCCUPANCY:
ROADWAY VOLUME (persons):
TRANSIT USAGE:
TOTAL DEMAND:
EXCESS CAPACITY IN CORRIDOR:
1,769 vehicles per hour
1.4 persons per vehicle
2,477 person -trips per hour
2,310 person -trips per hour
4,787 person -trips per hour
6,057 person -trips per hour
Estimate provided by City of Miami Planning Department.
6®
26
Future post -construction (1995) level of service will not change with the garage (and
roadway alterations proposed), compared to the scenario with no garage and no roadway
alterations.
For purposes of evaluating traffic concu.rrency, as measured by procedures established by
the City of Miami, the proposed garage and its associated street improvement plan will
result in excess transportation corridor capacity being retained in this portion of the City.
MA
95- 7.11
i
m
r.. 714
REFEREMCE:
3121
OK133110
CORRECTION FACTOR:
1.11
LOCATION t
NW 1
AVE S OF
NW 20
.oREET
NORTH
i SOUTHDOUND
FILERAME:
�IAV11SN
WEATHER s
CLEAR
WEEK OF MONDAY
1
19 J
93
OPERATOR s
DAB
------------------------------------------------------------------------------------------------------------------------------------
HOUR
MONDAY
19
TUESDAY
21
WEDNESDAY 21
THURSDAY 22
FRIDAY
23
SATURDAY
24
SUNDAY
25
WEEKDAY
AVERAGE
BEGINS
S
N
S
N
S
N
S N
S
N
S
N,.
-----------------------------------
S
N
S
N
------------------------------------------------------------------------------------------------
12 AN
'
'
°
'
'
Be 129
'
'
'
'
'
'
88
129
57 91
'
'
'
'
'
'
51
91
2
r
e
e
°
°
+
38 41
•
°
'
'
'
'
38
41
3
'
'
°
'
°
+
21 34
e
°
e
e
+
+
21
34
4
'
'
'
'
'
°
39 18
'
'
'
'
'
'
39
18
6
e
e
e
e
e
+
434 149
°
°
'
'
'
'
434
149
751 396
'
'
'
'
'
751
395
8
'
'
°
°
°
'
915 521
'
'
'
'
'
'
915
$20
9
'
'
'
'
633
478
' '
'
'
'
'
'
'
633
478
11
'
'
'
'
$91
489
' '
'
'
'
'
'
'
591
489
i 11
'
'
'
'
591
532
' '
'
'
'
'
'
'
$91
$32
12 PM
'
'
'
624
561
' '
'
'
'
'
'
'
624
561
1
'
'
'
'
$98
$31
' '
'
'
'
'
'
'
598
$37
2
'
'
'
°
681
589
' '
°
'
'
'
'
'
687
$89
i 3
°
'
'
'
591
741
' e
.
°
e
.
.
•
$97
741
4
'
'
'
'
653
BOB
' '
'
'
'
'
'
653
BOB
5
'
'
'
614
853
' '
'
"
'
'
'
'
614
853
6
'
°
'
'
$93
613
' '
'
'
'
'
'
'
593
613
7
'
'
'
383
430
' '
'
'
'
'
'
'
383
431
8
'
'
'
'
283
396
' '
'
'
'
'
'
'
283
396
9
'
"
'
'
279
471
' '
'
'
'
'
°
'
279
411
11
'
'
°
'
217
281
' '
'
'
°
'
'
'
211
281
11
'
'
'
'
134
251
' '
'
'
'
'
'
'
134
257
---------------------------------------------=--------------------------------------------------------------------------------------
TOTALS
'
'
'
'
1461
8135
2438 1434
'
"
'
'
'
'
9915
9469
COMBINED TOTALS
12
'
'
'
217
'
'
'
217
1
'
'
148
'
'
'
148
2
.
r
e
85
.
.
0
85
3
°
'
'
55
'
'
•
55
4
•
e
e
51
e
e
+
51
5
'
'
'
146
'
'
'
146
6
'
'
'
$83
'
"
'
583
7
'
'
°
1146
'
'
'
1146
8
'
'
'
1435
'
'
'
1435
9
'
'
Lill
'
'
'
'
1111
11
'
1081
'
'
'
1181
11
°
1123
'
'
'
'
1123
12
'
1184 -
•
'
'
'
1184
1
'
'
1135
'
1135
2
'
'
1276
'
'
'
'
1276
3
'
'
1338
•
'
'
'
1338
4
'
'
1461
'
'
'
'
1461
5
'
'
1467
'
'
'
'
1461
6
'
'
1216
'
'
'
'
1216
i
'
•
113
'
'
'
'
813
8
619
'
'
679
9
151
"
'
151
11
'
488
'
'
488
------------------------------------------------------------------------------------------------------
391
'
'
'
'
391
inn.. .,., „ ..v i .v ..�.. .... ..
15 MINUTE, 2 CHANNEL VEHICLE
COUNT
REFERENCE: 3120 6KI33/11
CORRECTION FACTOR:
1.11
LOCATION: NW 7 AVE S OF
NW 21 a„,EET
NORTH
i SOUTHBOUND
FItENANE:
`IAV2ISN
WEATHER: CLEAR
WEDNESDAY
1 1 21
93
OPERATOR: DAB
------------------------------------------------------------------------------------------------------------------------------------
HOUR
SB
HOUR
NB
HOUR
COMBINED
i DE6INS 1
-------------------------------------------------------------------------------------------------=----------------------------------
15
31
45
TOTAL
1
15
31.
45
TOTAL
TOTAL
AN
11 f
t
f
t
f
f
f
t
t
t
f
1 !
f
t
f
!
f
f
f
f
f
f
1 •
t
f
f
!
f
t
f
0
f
f
3
4
6 .
•
f
e
f
f
.
t
.
f
!
1
8 .
.
.
•
.
.
.
.
.
.
f
9 191
153
138
145
633
117
124
113
124
478
1111
11 152
149
139
151
591
116
139
125
119
489
1181
11 148
146
139
ISO
$91
111
131
152
142
532•-
1123
PH
12 184
143
146
151
624
141
154
139
126
561
1184
1 143
164
143
140
698
139
143
131
125
$31
1135
2 165
162
111
199
687
157
127
143
162
589
1216
3 143•
128
152
114
597
161
115
165
24V
741 —
1338
4 182
151
171
151
653
185
221
185
211
811
1461
5 162
135
165
152
614
211
244
226
182
853
1461
6 148
141
157
148
593
163
161
161
139
613
1216
7 114
94
93
92
383
126
1L5
93
96
431
813
8 84
11
69
69
283
94
82
112
111
396
679
9 67
11
ll
71
279
131
126
129
86
471
ISO
11 45
43
61
58
217
71
72
11
55
281
488
11 36
------------------------------------------------------------------------------------------------------------------------------------
42
38
18
134
11
54
46
81
257
391
TOTALS
7467
8135
15562
AN PEAK HOUR IS 11:01
TO 12:11
VOLUME
SB
:
591
N8
632
COMBINED:
1123
DIRECTIONAL SPLIT
531
41%
PEAK HOUR FACTOR
1.94
0.88
1.94
PM PEAK HOUR IS .3:45
TO 4:45
VOLUME
SB
616
a N8
837
COMBINED:
1513
DIRECTIONAL SPLIT
45%
551
PEAK HOUR FACTOR
1.93
1.87
0.91
714
JAr ROADWAY
9310 1 North Miami Ave
9312 ; North Miami Ave
9314 ; North Miami Ave
9316 ; North Miami Ave
9318 I NW 1 Ave
9320 ; NW 1 PI
9322 ; NW 2 Ave
9324 ; NW 2 Ave
9326 ; NW 2 Ave
932E ; NW 2 Ave/US 441
9330 ; h1W 3 Ave
9332 ; NW 5 St One -Way E'bnd
9334 ; NW 6 St One -Way W'brd
— 9336 ; NW 7 AveNS 441
9338 ; NW 7 Ave/ttS 441
9340 ; NW 7 St
9342 ; NW 7 St
3344 ; NW 7 St
33S ; NW 7 St
9348 ; NW 7 St
9350 ; NW 10 St One -Way E'bnd
3352 ; NW 11 St One -Way W'bnd
9354 ; NW 12 Ave
3356 ; NW 12 Ave
3357 ; NW 12/13 Ave
9358 ; NW 12 St
9360 ; NW 12 St
3362 ; NW 12 St
9364 NW 12 St
9366 ; NW 14 St
9368 ; NW 17 Ave
3370 ; NW 17 Ave
9372 ; NW 17 Ave
3374 ; NW 17 Ave
3376 ; NW 17 Ave
3378 ; NW 17 St
3380 ; R 17 St
3381 ; NW 17 St
3382 ; NW 20 St
M4 ; NW 20 St
3386 ; NW 21 St
9338 ; NW 21 St
MO ; NW 22 Ave
3392 ; NW 22 Ave
3394 1 NW 22 Ave
3396 ; NW 22 Ave
3398 ; NW 22 Ave
1400 ; NW 25 St
3402 ; NW 25 St
'3404 ; NW 25 St
3406 ; NW 25 St
3408 ; NW 25 St
3410 ; NW 27 Ave/SR 9
3412 1 NW 27 Ave/SR 9
34 4 G 27 Ave/SR 817
:\CSTA.WK1
LOCATION
S/0 NE/NW 79 St
N/O NE/NW 95 St
S/O NE/NW 119 St
N/O NE/NW 159 St
S/0 NW 20 St
S/O NW 20 St
S/0 NW 79 St
S/0 NW 119 St
S/O NW 167 St
S/0NW215St
S/O NW 20 St
E/O NW 7 Ave
E/O NW 7 Ave
S/O NW 20 St
S/O NW 79 St
E/O NW 17 Ave
W/O NW 27 Ave
E/O NW 39 Ave
W/O Le Jeune Rd/NW 42 Ave
W/O NW 60 Ave
E/O NW. .7 Ave
E/O NW 7 Ave
S/O NW 79 St
S/O NW 119 St
S/0 Palmetto Expwy/SR 826
1 W/O Palmetto Expwy/SR 826
E/O Galloway Rd/NW 87 Ave
W/O NW 97 Ave
E/O NW 112 Ave
E/O NW 7 Ave
1 S%O NW 54 St
;S/O NW 79 St
; N/0 NW 95 St
I N/0 NW 119 St
S/O NW 119 St
W/o 1-95
W/O NW 27 Ave
S/O NW 70 Ave
W/o 1-95
I E/O NW 12 Ave
W/O NW 22 Ave
W/O NW 37 Ave
S/O NW 54 St
S/0 NW 79 St
S/O NW 119 St
S/O Palmetto Frontage Rd
N/0 Palmetto Frontage Rd
I E/O Palmett Expwy/SR 826
1 W/O Palmett Expwy/SR 826
1 W/0 Galloway Rd/NW 87 Ave
I W/O NW 97 Ave
I W/O NW 107 Ave
N/0 NW 54 St
"S/O NW 119 St
1 N/O Miami Gdns Dr/NW 183 St
OILOS 'E'
BI I
2440 ;
3510 ;
1960
810 ;
860 ;
790 I
1730 ;
580 ;
I
3830 ;
j
j
j
1920 ;
j 24An i
2590 ;
2940 j
,
960 ;
25M
i 3130 1
4330
j 2600 I
,
i
1810 ;
770 ;
1140 ;
2490 ;
2690 ;
2390 ;
I I
;
I I
4040 ;
2970 ;
5070 ;
4450 ;
2750 ;
1480 ;
I 4050 ;
Pff ILOSI START ;AVAILABLE
TRAFFIC
1832 ; C ;
608 j
608
1413 ; C ;
2097 I
2097
1197 j B ;
763 ;
763
630 ; D ;
180 ;
153
159 I B'I
701 =
701
80 ; 8 ;
710 ;
710
408 ; B ;
1322 ;
1322
J69 ; C ;
411 ;
411
0j
3271 ; E ;
559 ;
549
0;
0j
0j
1026 ; C ;
894 ;
894
1761 ; D ;
679 ;
679
0i
2306 ; C j
284 ;
284
o;
0j
1532 ; A ;
1408 ;
709
0j
01
0j
309 ; 8 ;
651 ;
651
1089 ; B ;
1471 ;
1471
2208 ; U ;
922 ;
goo
0j
0;
68 ; B ;
4262 ;
4251
01
1496 ; B ;
1104 ;
1102
0;
01
01
895 ; B ;
915 ;
915
01
1134 ; F I'• "•'° ;
(369)
$92 ; D ;
248 ;
230
1154 ; C ;
1336 ;
1336
1625 I C I
1065 ;
1065
1772 ; 8 ;
618 ;
608
0;
01
0j
1798 ; A ;
2242 ;
2242
1371 ; C ;
1599 ;
1583
0;
1858 ; A ;
3212 ;
548
0;
2103 ; B ;
2347 ;
1600
1663 ; A ;
1087 ;
739
639 ; B ;
841 ;
55
2335 ; C ;
1715 1
1734
0;
0;
LAST
UPOATEO
Oct-92
Sep-92
Sep-92
Way-92
Sep-92
Jan-92
Aug-92
Sep-92
Jan-93
Aug-92
Sep-92
Aug-92
Aug-92
Oct-92
Aug-92
Nov-92
Pay-92
Abg-92
-- 714
DEPIe RTMENT OF PUBLIC WO"
a 24 HOUa vLUICLE COL"NT ,BY AUTOMAT.. R.ECORpERS
DATE: 04/14/92 -Tuesday TIME BEGUN: 2:00 PM Page: 92--193
LOCATION: N'vT 7 AVE & 20 ST
MIAMI S/a 20. ST
NORTH SOUTH N-S INTER
HOUND BOUND TOTAL TOTAL
12-01 bil 87 70 157 J-57
01-02 AM 68 42 110 110.
02-03 AM 39 29 68 68
03-04 All 20 20 40 40
04-05 AM 25 24 49 49
05-00'' AM 42 84 126 126
06-07 A2,1 152 372 524 524
07-08 AM 405 688 1093 1093
08-09 AM 512 883 1395 1395
09-10 AM 449 588 1037 1037
10-11 AM 4S5 472 957 957
11-NOON 578 549 1127 1127
12-01 PM 548 556 1104 1104
01-02 PM' 538 478 1016 1016
02-03 PM 718 519 1237 1237
03-04 PM 813 515 1328 1328
04-05 PM 796 513 1309 1309
05-06 PM 810 508 1326 1326
06-07 PM 513 650 1163 1163
07-08 PM 420 414 834 834
08-09 PM 364 265 629 629
09-10 PM 580 222 802 802
10=11 PM 382 227 609 609
11-2IID. 216 130 346 346
Totals: 9568 8818 18386 18386
Lanes: 0 0
Speed: 0 0
COunterE: 30 30
Na SS
08:.00 A?,I 130 233
OS:15 Am 143 232
OS:30 AM 108 226
08:45 AM 131 192
PHS': 0.90 0.95
K: 0.05 0.10
A: 0.63 0.63
03:00 PM 215 115
03:15..P1d 151 124
03:30 PM 245 139
03:45 •PM 202 137
PHA: 0:83 0.93
•K: 0_08 0.06
.P.: 0.61 0.'61
67
U Cr H" I VI t VL,IL.&%1 "VILN.7
24 HOUR VEHIC, GOUtir BY AUTOMATIC RECORDERS
DATE: 07/23/91 -Tuesday TIME BEGUN: 11:00 AM Page: 91-200
LOCATION: NW 7 AVE & 20 ST
MIAMI S/0 20 ST
NORTH SOUTH N-S INTER
BOUND BOUND TOTAL TOTAL
12-01 AM 110 44 154 154
01-02 AM 64 24 88 88
02703 AM 65 35 100 100
03-04 AM 31 21 52 52
04-05 AM 41 20 61 61
05-06 AM 70 43 113 113
06-07 AM 222 160 402 402
07-08 AM 528 369 897 897
08-09 At 631 440 971 971
09--10 AM 453' 328 781 781
10-11 AM 490• 286 776 775
11-NOON 686 223 909 909
12--01 PM 566 208 774 774
01-02 PM •617 263 880 880
i 02-03 Phi 718 243 961 961
03•-04 PM 745 216 961 961
04-05 PM 765 224 989 989
05,-06 PM 878 i84 1062 1052
06-07 PM 515 222 737 737
07-08 PM 418 182 600 600
06 -09 FM 381 133 514 514
09-10 PM 677 97 674 674
10-11 PM 279 99 378. 378
11-MID. 257 81 33.8 338
Totals: 10007 4165 14172 14172 Lanes-2 2
Speed: 40 40
i
Counterg: 13 13
NB S6
08:00 AM 125 103'
08:15 AM 135 112
08:30 Ah{ 133 116
08:45 AM 138 109
PHF,: 0.96 0.95 .�
K: 0.05 0.11
D: 0.65 0.55
05:00 PM 2P,4 28
05:15 PM 222 58
05:30 PM 193 48 �.
05:45 PM 179 50
PHF: 0.77 0.79
K: 0.09 0.04
.. (AD: 0.$3 0.83
95- 14
L
Operator : PCC Movements by: All Veh DATE: 1/21193
-----------------------------=----------------------------------------------------------------------------------------------------
Total Turning Volumes for the Period: 1:11 PM - 6:11 PM
N.W. 7th AVENUE
139 1054 0
L1193
167
N.W. 19th STREET
74
0
89
15
0
0
0
L0
F1626
18 1608 0
6
N.W. 7th AVENUE
S
N.W. 19th STREET
6q
95 s'"4
IM1nn�rvni nnn��t� rnv�+.•. ,�.+.� .
Referenct.:
3720
PARE: 1
N-S Street:
N.W. lth AVENUE
FILE: NW1119ST
E-W Street:
N.W. 19th
STREET
operator :
----------------------------------------------------------------------------------------------------------------------------------
PCC
Novesents by: All Veh
DATE: 1121193
PEAK
PERIOD ANALYSIS
FOR THE PERIOD: 4:11
PA - 6:11 PA
DIRECTION
START
PEAK OR
........ VOLUMES ........
....
PERCENTS
...
PEAK
HOUR
FACTOR
Right Thru left
Total
Right
Thru
left
-----------------------------------------------------------------------------------------------
S'bnd
4:31
PA
1.88
68 $59 1
627
11
89
1
W'bnd
4:31
PR
1.11
1 1 1
1
1
1
1
N'bnd
4:31
PN
1.82
1 912 1
919
1
99
1
E'bod
4:11
PA
1.75
11 1 35
45
22
1
18
Entire Intersection
S'bnd
4:31
PA
0.88
68 $59 1
627
11
89
1
W'bnd
1.11
1 1 1
1
1
1
1
N'bnd
1.82
1 912 1
919
1
99
1
F.'bnd
1.68
1 1 34
41
17
1
83
N.W. 7th AVENUE
936
0 '•
68 559j`
L627
N.W. 19th STREET
34
0
41
7
0
0
0
L0
F909
fi::..
7 902 0
S
M.W. 7th AVENUE
N.W. 19th STREET
�� -- 14
L
TRANSPORT ANALYSIS PROFESSIONALS, INC.
Reference.: 3721 PA6E-. 1
N-S Street: M.W. Ith AVENUE FILE: KWII19ST
E-W Street: N.W. 19th STREET
Operator : PCC Novements by: All Veh DATE: 7121/93
------------------------------------------------------------------------=---------------------------------------------------------
Time S'bnd W'bnd N'bnd E'bnd vehicle
Begin AT THRU LT IT THRU LT AT THRU LT AT THRU LT Total
----------------------------------------------------------------------------------------------------------------------------------
4:11 PA 9 152 1 1 1 1 1 181 3 1 1 11 356
4*1$ 1 126 1 1 1 1 1 188 3 4 1 8 336
4:31 12 145 1 1 1 1 1 218 3 4 1 11 383
4:45 19 129 1 1 1 1 0 215 1 1 1 6 371
HR TOTAL 41 552 1 1 1 1 1 192 11 11 1 35 1446
5:11 PA 18 161 1 0 1 1 1 271 1 1 1 11 461
5:15 19 125 1 1 1 1 1 212 1 1 1 1 356
5:31 29 1I2 1 1 1 1 1 117 3 2 1 11 344
5:45 26 95 1 1 1 1 1 161 2 1 1 11 295
HR TOTAL 92 512 1 0 1 1 1 816 8 5 1 39 1462
----------------------------------------------------------------------------------------------------------------------------------
TOTAL 139 1154 1 1 1 1 1 1618 18 15 1 14 2918
i
PEAK PERIOD ANALYSIS FOR THE PERIOD: 4:11 PH - 6:10 PM
DIRECTION START PEAK HR ........ VOLUMES ........ .... PERCENTS ...
PEAK HOUR FACTOR Right Thru left Total Right Thru left
-----------------------------------------------------------------------------------------------
S'bnd 4:31 PM 1.88 68 569 1 627 11 89 1
W'bnd 1:31 PM 1.II 1 1 1 1 1 1 1
N'bnd 4:31 PM 1.82, 1 912 1 919 1 99 1
E'bnd 4:11 PM 0.75 11 1 35 45 22 1 78
Entire Intersection
S'bnd 4:31 PM 1.88 68 559 1 627 11 89 1
W'bnd 1.II 1 1 1 1 1 1 1
N'bnd 1.82 1 912 1 919 1 99 1
E'bnd 1.68 1 1 34 41 11 1 83
95- 71.4
Reference.: 3122 PAGE: 1
M-S Street: MW lth AVENUE FILE: 1AY121ST
E-W Street: KW 21th STREET
Operator : PCC Novements by: All Veh DATE: 1128193-
----------------------------------------------------------------------------------------------------------------------------------
Total Turning Volumes for the Period: 1:11 PM - 6:11 PN
NW 7th AVENUE
.....................
195 759 226
L1180 J
NW 20th STREET
379
683 1269
J207
1154
292
1105
625
L
188
NW 20th STREET :<
F2007 7
262 11608 1 137
NW 7th AVENUE
i
7 S
1000
J
Reference.:
3722
PAGE: I
N-S Street:
NW lth
AVENUE
TILEi IAV821SY
E-W Street:
MW 21th
STREET
Operator :
--------------------------------------------------------------------------
PCC
Noveoents by: All Yoh
.
-----------------------------------------------------
WE: 1f28193
PEAK
PERIOD ANALYSIS
FOR THE PERIOD: 4:11
PM - 6:11 PM
DIRECTION START
PEAK HR
........ VOLUMES ...,,...
....
PERCENTS
...
PEAK
HOUR
FACTOR
Right Thru Left
Total
Right
Thru
Lcft
-----------------------------------------------------------------------------------------------
S'bnd
4:11
PM
4.95
109 395 121
616
18
63
21
W'bnd
4:11
PN
1.88
123 335 111
$69
22
59
21
N'bnd
4:31
PM
1.88
11, 879 143
1192
6
81
13
E'bnd
4:15
PM
1.86
114 413 226
133
14
55
31
Entire Intersection
S'bnd
4c16
PM
1.94
119 386 118
613
18
64
t8
W'bnd
1.91
123 339 144
$66
22
61
18
N'bnd
0.86
78 862 134
1174
1
81
12
E'bnd
1.86
104 413 226
733
14
55
31
NW 7th AVENUE
109 386 108
`--- 603
NW 20th STREET
226
403 733
104
J
123
566 339
104
r--•-- 1074
:9:4::..
134 862 76
5
NW 7th AVENUE
o•
NW 20th STREET
L
n-5 5[reec: nw iEn MAR FILE: 4AVp20SF
E-W Street: NW 21th STREET
Operator : PCC Noveeents by: All Veh DATE: 1/28/93
----------------------------------------------------------------------------------------------------------------------------------
Tiee S'bnd W'bnd N'bnd E'bnd Vehicle
Begin RT THRU LT RT THRU LT RT THRU LT RT THRU LT Total
----------------------------------------------------------------------------------------------------------------------------------
4:11 PM 24 96 32 31 93 31 11 186 31 •21 59 43 611
4:15 35 96 28 22 83 25 23 216 25 25 113 62 743
401 28 112 31 25 91 33 21 239 45 24 96 58 798
4 : 4 5 22 91 31 39 69 22 11 162 32 35 121 58 698
HR TOTAL 119 385 121 123 336 111 19 813 139 115 379 221 2911
5:11 PM 24 91 19 31 91 24 11 24S 32 21 83 48 737
5:15 29 93 31 41 11 15 15 233 34 34 99 51 743
5:31 16 91 31 34 64 14 21 183 31 21 11 35 615
5 : 4 5 11 94 25 58 59 24 12 144 21 21 52 24 $56
HR TOTAL 86 3i4 115 169 291 11 58 615 123 142 314 158 2651
----------------------------------------------------------------------------------------------------------------------------------
I
TOTAL 195 759 226 292 625 188 137 1618 262 211 683 379 $561
PEAK PERIOD ANALYSIS FOR THE PERIOD: 4:11 PM - 6:11 PM
DIRECTION START PERK HR ,,...... VOLUMES ,,...... .,.. PERCENTS ...
PEAK HOUR FACTOR Right Thru left Total Right Thru left
-----------------------------------------------------------------------------------------------
S'bnd 4:11 PM 1.95 119 385 121 615 18 63 21
W'bnd 4:00 PM 1.88 123 335 111 569 22 59 21
N'bnd 4:31 PH 1.88 11 619 143 1192 6 81 13
E'bnd 4:15 PM 1.86 114 413 226 733 14 55 31
Entire Intersection
S'bnd 4:15 PH 1.94 119 386 118 613 18 64 18
W'bnd 1.91 123 339 114 $66 22 61 18
M'bnd 1.86 18 862 134 1174 1 81 12
E'bnd 1,86 114 413 226 733 14 55 31
95- 714
Reference,: 3721 PAGE: I
K-S Street: LIMOSEY HOPXINS PARK LOT FILE: HOPLOT
E-W Streit: K.W. 19th STREET
Operator : OA# Novicents byi All Yth GATE: 1/21/93
----------------------------------------------------------------------------------------------------------------------------------
Total Turning Volumes for the Period: 4:11 PM - 6:11 PA
1 70 r— 99
N.W. 19th STREET
48
1
46
93
r
LINDSEY HOPKINS PARK LOT
7
N-S Streit:
LINDSEY HOPKINS
PARK LOT
FILES HOPLOT
E-W Street:
N.W. 19th
STREET
Operator -
----------------------------------------------------------------------------------------------------------------------------------
OA8
Novesents
by: All Yoh
DATE: 1/21193
PEAK
PERIOD ANALYSIS
FOR THE
PERIOD! 4:11
PH - 6:11 PH
DIRECTION
START
PEAK HR
. . . . . .
. . VOLUMES . . . . . . . .
. . . .
PERCENTS
. . .
PEAK HOUR
FACTOR
Right
Thru Lift
Total
Right
Thru
Lift
-----------------------------------------------------------------------------------------------
S'bnd
5:01 PH
0.51
21
1 18
39
54
1
46
W'bnd
4:45 PH
1.81
67
19 1
86
is
22
1
N'bnd
WS PH
1.11
1
1 1
1
1
1
1
E'bnd
5:11 PH
0.88
0
27 33
61
1
45
55
Entire Intersection
S,bnd
5:11 Ph
1.51
21
1 to
39
54
1
46
W'bnd
1.78
56
26 1
04
61
33
1
N'bnd
I . I I
I
I I
I
I
I
I
Elbnd
1.88
1
27 33
61
1
45
65
LINDSEY HOPKINS PARK LOT
21 0 18
L39 1
49
N.W. 19th STREET
33
27
60
0.J
F 56
84 28
1
.......................
LINDSEY HOPKINS PARK LOT
N.W. 19th STREET
�"5- 714
-1
Reference.:
3721
PAGE: 1
N-S Streit:
LINDSEY HOPKINS PARK
LOT
ME: HM OT .
E-W Street:
M.W. 19th STREET
Operator :
DAB
_
Movements
by: All Veh
DATE: 1121/93
------------------------------------------------------------------------------------------------------------------------------
T13e
S'bnd
W'bnd
N'bnd
E'bnd
Vehicle
Begin
RT THRU
LT
R1
THRU LT
RT
THRU
LT
AT
THAU
LT
Total
---------------------------------------------------------------------------------------------------.-----------
4:00 PN
1 1
1
1
3 1
1
1
1
1
3
2
29
4:15
3 1
4
1
1 1
1
1
1
1
5
4
24
4:31
3 1
6
11
1 1
1
1
1
1
4
3
21
4:45
1 1
1
19
2 1
1
0
1
1
6
6
34
HR TOTAL
13 1
18
43
1 1
0
1
1
1
18
15
114
5:11 PM
3 1
5
11
4 1
1
1
i
1
1
11
46
5:15
4 1
3
14
3 1
1
1
0
1
3
1
34
501
11 1
8
11
11 1
1
0
1
1
8
8
62
5 : 4 5
3 1
1
8
11 1
1
1
1
1
9
8
41
HR TOTAL
21 1
18
56
18 1
1
1
1
1
21
33
183
----------------------------------------------------------------------------------------------------------------------------------
TOTAL 34 0 36 99 35 1 1 1 1 1 45 48 297
PEAK PERIOD ANALYSIS FOR THE PERIOD: 4:11 PM - 6:10 PM
DIRECTION
START
PEAK HR
........ VOLUMES
........
....
PERCEMTS
...
PEAK HOUR
FACTOR
Right
Thru
Left
Total
Right
Thru
Lift
-----------------------------------------------------------------------------------------------
S'bnd
5:10 PM
1.51
21
1
1/
39
64
1
46
W'bnd
4:45 PM
1.80
61
19
1
86
18
22
1
M'bnd
4:45 PN
1.11
1
1
1
0
1
1
1
E'bnd
5:11 PM
0.88
1
21
33
61
1
45
55
Entire Intersection
S'bnd
5:11 PM 1.51
21 1
18
39
54
1
46
W'bnd
1.18
56 28
1
84
61
33
1
N'bnd
I.II
1 1
1
1
1
I
I
E'bnd
1.88
1 11
33
60
1
45
55
a
- 714
r
TRANSPORT ANALYSIS PROFESSIONALS,
INC.
Reference.:
3720
PAGE: 1
N-S Street:
L HOPKINS
STUDENT
PARKING
FILE: STUOPARK
E-W Street:
NW 21 STREET
Operator :
i------------------------------------------------------------------
OAR
Movements by: All Veh
. -------------------------------------------------------------
DATE: 8/12/93
PEAK
PERI00
ANALYSIS FOR THE PERIOD: 2:11
PA - 6:11 PA
j
DIRECTION
START
PEAK HR
........ VOLUMES ........
....
PERCENTS
...
PEAK
HOUR
FACTOR
Right Thru left
Total
Right
Thru
left
-----------------------------------------------------------------------------------------------
S'bnd
2:11
PA
1.11
1 1 1
1
1
1
1
W'bnd
5:11
PM
1.33
1 1 4
4
1
0
till
N'bnd
2:11
PM
1.53
56 8 63
127
44
6
51
E'bnd
4:45
PM
1.51
4 1 1
4
till
1
1
Entire Intersection
S'bnd
2:11
PN
1.11
1 1 1
1
1
1
1
W'bnd
1.II
1 1 1
1
1
1
1
N'bnd
1.53
56 8 63
121
44
6
51
E'bnd
1.50
2 1 1
2
till
1
1
L HOPKINS STUDENT PARKING
NW 20 STREET
0
0
2
J
.
2
0
0
0
L0
F 127 -7
63 8 56
L HOPKINS STUDENT PARKIN
NW 20 STREET
56
714
PAGE: 1
N-S Street: 1 HOPKINS STUDENT PARKING _ ME: STUOPARK
E-U Street: NU 21 STREET
Operator : DAB Novesents by: All Yoh DATE: 8112193
....................... ----------------------------------------------------------------------------------------------------------
Total Turning Voluses for the Period: 2:11 PN - 6:11 PN
L HOPKINS STUDENT PARKING
0 0 0
NW 20 STREET
0
0
.J
8
8
0
6
8
6
F 149 -7
4:• ..
76 8 65
1
L HOPKINS STUDENT PARKING
i
NW 20 STREET
65
..
9
05 7_14
TRANSPORT ANALYSIS PROFESSIONALS, INC.
Reference.:
3721
PAGE: 2
M-S Street:
l HOPKINS STUDENT
PARKING
FILE: STUOPARK
E-W Street:
KW 21 STREET
Operator :
----------------------------------------------------------------------------------------------------------------------------------
DAB
Movesents by: All Veh
DATE: 8/11/93
PEAK
PERIOD ANALYSIS
FOR THE PERIOD: 2:11
PM - 6:01 PM
DIRECTION
START
PEAK HR
........ VOLUMES ........
....
PERCENTS
...
PEAK
HOUR
FACTOR
Right Thru left
Total
Right
Thru
left
-----------------------------------------------------------------------------------------------
S'bnd
2:11
PM
1.11
1 1 1
1
1
1
1
W'bnd
5:11
PM
1.33
1 1 1
4
1
1
till
N'bnd
2:11
PH
0.53
56 8 63
127
AI
6
51
E'bnd
1:45
PM
0.50
1 1 1
1
till
1
1
Entire Intersection
S'bnd
2:11
PM
1.11
1 1 1
1
1
1
1
W'bnd
I.II
1 1 1
1
1
1
1
M'bnd
1.53
56 8 63
121
11
6
51
E'bnd
$.S1
2 1 1
2
till
1
1
.RANSPORT ANALYSIS PROFESSIONALS, INC.
Reference.:
3721
PAGE: 1
N-S Street:
I HOPKINS STUDENT
PARKING
FILE: STUOPARK
E-W Street:
MW 21 STREET
Operator :
OA8
Movements
by: All Veh
DATE: 8112/93
----------------------------------------------------------------------------------------------------------------------------------
Time
S'bnd
W'bnd
N'bnd
E'bnd
Vehicle
Begin
AT
THRU
LT
AT
THRU
LT
A
THRU
LT
AT
THRU
LT
Total
----------------------------------------------------------------------------------------------------------------------------------
2:61 PM
1
!
1
1
!
1
8
3
5
1
1
1
11
2.15
1
1
1
{
9
t
3
1
6
1
1
0
11
2:30
1
1
1
1
/
1
18
1
23
1
1
1
42
2:45
1
1
1
1
1
1
21
1
29
1
1
1
61
OR TOTAL
1
1
1
1
1
1
56
8
63
2
1
1
129
3:10 PN
0
1
1
1
1
1
5
1
6
1
1
1
11
3:15
!
1
1
1
1
1
1
1
1
1
1
1
1
3:31
1
1
!
1
1
1
t
1
3
1
1
1
3
3 : 4 5
1
1
1
1
1
1
1
1
1
1
1
1
3
OR TOTAL
1
1
1
1
1
1
6
1
11
1
1
1
18
1:11 PM
1
1
1
1
1
1
1
1
1
1
1
1
1
1:15
1
!
1
1
1
1
1
1
1
1
1
1
2
1:31
1:45
1
1
1
1
1
1
1
1
1
1
1
1
3
OR TOTAL
1
-1
1
1
1
1
2
1
2
2
1
1
1
5:01 PM
1
1
1
1
1
1
1
1
1
1
1
1
1
5:15
I
1
1
1
0
1
1
1
1
1
1
1
2
5:31
1
/
1
/
1
1
1
1
1
2
1
1
2
5:15
1
1
0
1
1
3
1
1
1
1
1
1
4
OR TOTAL
1
1
1
1
1
1
1
1
1
{
1
1
9
-------------------------------
TOTAL
1
!
---------------------------------------------------------------------------------------------------
1
1
1
6
65
8
76
8
1
1
163
DIVIDED ARTERIAL SERVICE FLOW RATES
BASED ON 1985 HIGHWAY CAPACITY MANUAL
ROAD = NW 7th Ave. Between NW 6th St.& NW 36th St.
AREA = Dade
NAME = RPE/TAP
DAILY
Lanes/LOS
A
B
C
D
E
----------------------------------------------------------------------------
2
N/A
N/A
12400
15200
16900
-----------------------
4
---------------------------------------------------------------------------
N/A
---------------------------------------------------
N/A
26300
31600
34400
6
N/A
N/A
39500
48300
52000
---------------------------------------------------------------------------
---------------------------------------------------------------------------
PEAK HOUR
2
----------------------------------------------------------------------------
N/A
N/A
1270
1560
1740
4
--------------.---------------___-_--_---------------__-___---__-___--------
N/A
N/A
2710
3260
3550
6
---------------------------------------------------------------------------
N/A
N/A
4070
4970
5360
---------------------------------------------------------------------------
PEAK HOUR PEAK DIRECTION
1
N/A
N/A
720
880
980
------------------------------------------------,---------------------------
2
N/A
N/A
1530
1840
2010
---------------------------------------------------------------------------
3
---------------------------------------------------------------------------
N/A
N/A
2300
2820
3030
IF VALUE IS N/A THEN LEVEL OF SERVICE IS NOT ACHIEVABLE
TRAFFIC CHARACTERISTICS
ROADWAY CHARACTERISTICS
K Factor =
0.103
Arterial Class = 2
Directional Factor = 0.566
Free Flow Speed =
35 MPH
Peak Hour
Factor (PHF)
= 0.950
ADJUSTED Saturation
Flow Rate
= 1850 Veh.
Protected
Turn Percent
= 7.00
Divided by Median
- Yes
Left Turn Bays provided
- Yes
SIGNAL CHARACTERISTICS
Signalized Intersections per Mile = 4.28
Signal Type = Semi -Actuated
Arrival Type = 4
Cycle Length = 90 Seconds
g/C = 0.51
ARTERIAL LEVEL OF SERVICE CRITERIA FOR URBAN
LOS/ARTERIAL CLASS
----------------------------------------------------------------------
I
II
III
A
>=3 5
>=3 0
>=25
B
>=28
>=24
>=19
C
>=22
>=18
>=13
D
>=17
>=14
>= 9
E 1(J
>=13
>=10
>= 7
F
< 13
< 10
< 7
LE
CAPACITY AND LEVEL -OF -SERVICE Page-3
POTEN- ACTUAL
FLOW- TIAL MOVEMENT SHARED RESERVE
RATE CAPACITY CAPACITY CAPACITY CAPACITY
MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS
p M SH R SH
------------------------------------------------ ---
MINOR STREET
EB LEFT 39 98 97 > 97 > 58 > E
> 114 > 67 >E
RIGHT 8 862 862 > 862 > 853 > A
MAJOR STREET
NB LEFT 8 591 591 591 583 A
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET...... NW 19th STREET
NAME OF THE NORTH/SOUTH STREET.... NW 7th AVENUE
DATE AND TIME OF THE ANALYSIS..... 7/20/93 ; PM PEAK
OTHER INFORMATION.... EXISTING CONDITIONS
S?
95- 714
-1
ADJUSTMENT
---------------------------------------------------------------------
FACTORS
Page-2
PERCENT RIGHT TURN
CURB RADIUS
(ft)- ACCELERATION LANE
GRADE ANGLE
-------
FOR RIGHT
TURNS FOR RIGHT TURNS
EASTBOUND
----------
0.00 90
----------------
30
-----------------
N
WESTBOUND
----- ---
---
NORTHBOUND
0.00 90
20
N
SOUTHBOUND
0..00 90
20
N
VEHICLE COMPOSITION
---------------------------------------------------------------------
% SU TRUCKS COMBINATION
AND RV'S VEHICLES
-----------
MOTORCYCLES
EASTBOUND
-------------
0
0
-------------
0
WESTBOUND
---
---
---
NORTHBOUND
0
0
0
SOUTHBOUND
0
0
0
CRITICAL GAPS
---------------------------------------------------------------------
TABULAR VALUES
ADJUSTED
SIGHT DIST.
FINAL
(Table 10-2)
--------------
VALUE
ADJUSTMENT
CRITICAL GAP
MINOR RIGHTS
--------
-----------
------------
EB 5.50
5.00
0.00
5.00
MAJOR LEFTS
NB 5.50
5.00
0.00
5.00
MINOR LEFTS
EB 7.00
6.50
0.00
6.50
IDENTIFYING
---------------------------------------------------------------------
INFORMATION
NAME OF THE
EAST/WEST STREET......
NW 19th
STREET
NAME OF THE
NORTH/SOUTH STREET....
NW 7th AVENUE
DATE AND TIME OF THE ANALYSIS......
7/20/93
; PM PEAK
OTHER INFORMATION.... EXISTING
CONDITIONS
cl
b -b
95e
714
L
1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1
IDENTIFYING INFORMATION
j---------------------------------------------------------------------
AVERAGE RUNNING SPEED, MAJOR STREET.. 30
PEAK HOUR FACTOR ..................... .95
AREA POPULATION ...................... l000000
i'
NAME OF THE EAST/WEST STREET......... NW 19th STREET
NAME OF THE NORTH/SOUTH STREET....... NW 7th AVENUE
NAME OF THE ANALYST .................. RPE/TAP
DATE OF THE ANALYSIS (mm/dd/yy)...... 7/20/93
TIME PERIOD ANALYZED ................. PM PEAK
OTHER INFORMATION.... EXISTING CONDITIONS
INTERSECTION TYPE AND CONTROL
---------------------------------------------------------------------
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: NORTH/SOUTH
CONTROL TYPE EASTBOUND: STOP SIGN
TRAFFIC VOLUMES
---------------------------------------------------------------------
EB WB NB SB
LEFT 34 -- 7 0
THRU 0 -- 902 559
RIGHT 7 -- 0 68
NUMBER OF LANES
---------------------------------------------------------------------
EB WB NB SB
----------------------------
LANES 1 -- 2 2
L
HCM: SIGNALIZED INTERSECTION SUMMARY
07-29-1993.
TRANSPORT
ANALYSIS'PROFESSIONALS, INC.
Streets: (E-W) NW
20th STREET
(N-S) NW 7th AVENUE
Analyst: RPE/TAP
File Name: 7PM20EX.HC9
Area Type: Other
7-28-93 PM PEAK
Comment: EXISTING
CONDITIONS
Eastbound
Westbound
Northbound
Southbound
L
T R
L T
R
L T R
---- ---- ----
L T
---- ---- ----
R
No. Lanes
----
1
---- ----
2<
---- ----
1 2<
----
1 2<
1 2<
Volumes
226
403 104
104 339
123
134 862
78
108 386
109
Lane Width
12.0
12.0
12.0 12.0
12.0 12.0
12.0 12.0
RTOR Vols
51
56
37
53
-------------------------
--------------------------------------
signal Operations
Phase Combinatiun
1 2 3 4
5
6 7
8
EB Left
* *
NB Left
Thru
*
Thru
Right
*
Right
Peds
Peds
WB -Left
* *
SB Left
Thru
*
Thru
Right
*
Right
Peds
Peds
NB Right
EB. Right
SB Right
WB Right
Green
12A 26P
Green 13A
23A
Yellow/A-R
3 5
Yellow/A-R 3
5
Lost Time 3.0
3.0
Lost Time 3.0
3.0
Cycle Length: 90
secs Phase combination
order: #1 #2
#5 #6
-----------------------------------------------------------------------
Intersection Performance
Summary
Lane Group:
Adj Sat' v/c
g/C
Approach:
Mvmts Cap
Flow Ratio
-------- -----
Ratio Delay
----- -----
LOS Delay
--- -----
LOS
---
----- ----
EB L 226
1693 0.62
0.48 13.7
B 14.0
B
TR 1085
3486 0.51
0.31 14.2
B
WB L 226
1693 0.27
0.48 7.8
B 12.5
B
TR 1076
3459 0.44
0.31 13.7
B
NB L 245
1693 0.38
0.46 11.0
B 81.9
F
TR 983
3537 1.12
0.28 92.0
F
SB L 245
1693 0.28
0.46 10.2
B 16.7
C
TR 971
3495 0.51
0.28 18.2
C
Intersection Delay =
40.3 sec/veh Intersection
LOS =
E
Lost Time/Cycle, L = 6.0 sec Critical
-----------------------------------------------------------------------
v/c(x) =
0.652
05- 7'1.4
HCM: SIGNALIZED INTERSECTION SUMMARY 07.-29-1993
TRANSPORT ANALYSIS PROFESSIONALS, INC.
Streets: (E-W) NW 20th STREET (N-S) NW 7th AVENUE
Analyst: RPE/TAP File Name: 7PM20EXT.HC9
Area Type: Other 7-28-93 PM PEAK
Comment: EXISTING CONDITIONS WITH MODIFIED SIGNAL TIMING
Eastbound
Westbound
Northbound-
Southbound
L T R
---- ---- ----
L T R
---- ---- ----
L T R
---- ---- ----
L T R
---- ---- ----
No. Lanes 1 2< 1 2< 1 2< 1 2<
Volumes 226 403 104 104 339 123 134 862 78 108 386 109
Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0
RTOR Vols .511 56 3753
Signal Operations
Phase Combination
1 2
3
4
5
6
7
8
EB Left
* *
NB Left
Thru
*
Thru
Right
*
Right
Peds
Peds
WB Left
* *
SB Left
Thru
*
Thru
Right
*
Right
Peds
Peds
NB Right
EB Right
SB Right
WB Right
Green
11A
21P
Green 13A
29A
Yellow/A-R
3 5
Yellow/A-R 3
5
Lost Time
3.0
3.0
Lost Time 3.0
3.0
Cycle Length: 90
secs Phase
combination
order: #1 02
#5 #6
-----------------------------------------------------------------------
Intersection Performance Summary
Lane
Group:
Adj Sat'
v/c
g/C
Approach:
Mvmts
_____
Cap
__-_
Flow
_______
Ratio.
Ratio Delay
LOS
Delay
LOS
---
EB L
207
1693
_____
0.75
_____ _____
0.41 22.0
-__
C
_____
20.2
C
TR
891
3486
0.63
0.26 19.3
C
WB L
207
1693
0.33
0.41 10.2
B
15.0
B
TR
884
3459
0.54
0.26 16.2
C
NB L
245
1693
0.32
0.52 8.3
B
25.9
D
TR
1218
3537
0.90
0.34 28.3
D
SB L
245
1693
0.24
0.52 7.7
B
13.5
B
TR
1204
3495
0.41
0.34 14.8
B
Intersection
Delay
=
20.2 sec/veh Intersection
LOS
= C
Lost Time/Cycle, L
------------------------------------------------------------------------
= 6.0 sec
Critical v/c(x) =
0.654
0, r, 714
CAPACITY AND LEVEL -OF -SERVICE
---------------------------------------------------------------------
Page-3
POTEN-
ACTUAL
FLOW- TIAL
MOVEMENT
SHARED
RESERVE
RATE CAPACITY
CAPACITY
CAPACITY
CAPACITY
MOVEMENT v(pcph) c (pcph)
c (pcph)
c (pcph)
c = c - v LOS
p
---------------
M
---------------------
SH
------------
R SH
---
MINOR STREET
EB LEFT 42 95
94 >
94 >
53 > E
>
110 >
60 >E
RIGHT 8 846
846 >
846 >
838 > A
MAJOR STREET
NB LEFT 8 570
570
570
562 A
IDENTIFYING INFORMATION
---------------------------------------------------------------------
NAME OF THE EAST/WEST STREET...... NW 19th
STREET
NAME OF THE NORTH/SOUTH STREET....
NW 7th
AVENUE
DATE AND TIME OF THE ANALYSIS.....
FUTURE
; PM PEAK
OTHER INFORMATION.... 1995 BACKGROUND WITHOUT
PROJECT
S ri ` 14
ADJUSTMENT
---------------------------------------------------------------------
FACTORS
Page-2
PERCENT RIGHT TURN CURB RADIUS
(ft)-'..ACCELERATION LANE
GRADE ANGLE
FOR RIGHT
TURNS FOR RIGHT TURNS
-----------------
EASTBOUND
------- ----------
0.00 90
----------------
30
N
WESTBOUND
f
NORTHBOUND
0.00 90
20
N
SOUTHBOUND
i
0.00 90
20
N
VEHICLE COMPOSITION
---------------------------------------------------------------------
% SU TRUCKS
COMBINATION
AND RV'S
VEHICLES
% MOTORCYCLES
-------------
EASTBOUND
----------- -------------
0
0
0
WESTBOUND
---
---
---
NORTHBOUND
0
0
0
SOUTHBOUND
0
0
0
CRITICAL GAPS
---------------------------------------------------------------------
TABULAR VALUES
ADJUSTED
SIGHT DIST.
FINAL
(Table 10-2)
VALUE
ADJUSTMENT
-----------
CRITICAL GAP
------------
--------------
MINOR RIGHTS
--------
EB 5.50
5.00
0.00
5.00
MAJOR LEFTS
NB 5.50 5.00 0.00 5.00
MINOR LEFTS
..EB 7.00 6.50 0.00 6.50
IDENTIFYING INFORMATION
NAME OF THE EAST/WEST STREET...... NW 19th STREET
NAME OF THE NORTH/SOUTH STREET.... NW 7th AVENUE
DATE AND TIME OF THE ANALYSIS,..... FUTURE ; PM PEAK
OTHER INFORMATION.... 1995 BACKGROUND WITHOUT PROJECT
93
9-rj- "' 14
1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1
IDENTIFYING INFORMATION
---------------------------------------------------------------------
AVERAGE RUNNING SPEED, MAJOR STREET.. 30
PEAK HOUR FACTOR ..................... .95
AREA POPULATION ...................... 1000000
NAME OF THE EAST/WEST STREET......... NW 19th STREET
NAME OF THE NORTH/SOUTH STREET....... NW 7th AVENUE
NAME OF THE ANALYST .................. RPE/TAP
DATE OF THE ANALYSIS (mm/dd/yy)...... FUTURE
TIME PERIOD ANALYZED ................. PM PEAK
OTHER INFORMATION.... 1995 BACKGROUND WITHOUT PROJECT
INTERSECTION TYPE AND CONTROL
---------------------------------------------------------------------
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: NORTH/SOUTH
CONTROL TYPE EASTBOUND: STOP SIGN
TRAFFIC VOLUMES
---------------------------------------------------------------------
EB WB NB SB
LEFT 36 --- ---7 ---0
THRU 0 -- 947 587
RIGHT 7 -- 0 71
i
NUMBER OF LANES
---------------------------------------------------------------------
EB WB NB SB
-----2------2--
LANES 1 --
l 4
.i1"xNo %-i-ivN SUMMARY
08-03-1993
TRANSPORT ANALYSIS PROFESSIONALS, INC.
Streets: (E-W) NW 20th STREET (N-S) NW 7th AVENUE
Analyst: RPE/TAP
File Name: 7PM20WO.HC9
Area Type:
Other
7-28-93 PM PEAK
Comment: 1995 BACKGROUND WITHOUT PROJECT
Eastbound
Westbound
Northbound
Southbound
L T R
L T R
----
L T R
---- ----
L T
---- ---- ----
R
No. Lanes
---- ---- ----
1 2<
---- ----
1 2<
----
1 2<
1 2<
Volumes
237 423 109
109 356 129
141 905
82
113 405
114
Lane Width
12.0 12.0
12.0 12.0
12.0 12.0
12.0 12.0
RTOR Vols
;51
56
37
53
Signal
Operations
Phase Combination 1 2
3 4
5
6 7
8
EB Left
* *
NB Left
Thru
*
Thru
Right
*
Right
Peds
Peds
WB Left
* *
SB Left
Thru
*
Thru
Right
*
Right
Peds
Peds
NB Right
EB. Right
SB Right
WB- Right
Green
12A 26P
Green 13A
23A
Yellow/A-R
3 5
Yellow/A-R 3
5
Lost Time
3.0. 3.0
Lost Time 3.0
3.0
Cycle Length: 90 secs Phase
combinat
on order: 01 02
15 #6
---------------------------------------------____-------------_____-_-_
Intersection
Performance Summary
Lane
Group: Adj Sat
v/c g/C
Approach:
Mvmts
Cap Flow
-------
Ratio Ratio Delay
----- ----- -----
LOS Delay
--- -----
LOS
---
-----
EB L
----
226 1693
0.66 0.48 15.2
C 14.6
B
TR
1085 3486
0.54 0.31 14.4
B
WB L
226 1693
0.29 0.48 8.0
B 12.7
B
TR
1076 3459
0.47 0.31 13.8
B
NB L
245 1693
0.41 0.46 11.3
B 110.4
F
TR
983 3537
1.18 0.28 124.4
F
SB L
245 1693
0.30• 0.46 10.3
B 16.9
C
TR
971 3495
0.54 0.28 18.4
C
Intersection
Delay = 51.4 sec/veh Intersection
LOS =
E
Lost Time/Cycle, L = 6.0 sec Critical v/c(x) =
-------------------- =--------------------------------------------------
0.690
95`` 714
_.--
Streets: (E-W) NW-20th STREET (N-S)-NW 7th AVENUE
Analyst: RPE/TAP File Name: 7PM20WOT.HC9
Area Type: Other 7-28-93 PM PEAK
Comment: 1995 BACKGROUND WITHOUT PROJECT (W/IMPROVED SIGNAL TIMING)
Eastbound
Westbound
Northbound
Southbound
L
T R
L T
R
L T R
---- ---- ----
L T
---- ----
R
----
No. Lanes
----
1
---- ----
2<
---- ----
1 2<
----
1 2<
1 2<
Volumes
237
423 109
109 356
129
141 905
82
113 405
114
Lane Width
12.0
12.0
12.0 12.0
12.0 12.0
12.0 12.0
RTOR Vols
1
51
56
37
53
Signal
Operations
Phase Combination
1 2
3 4
5
6 7
8
EB Left
* *
NB Left
Thru
*
Thru
Right
*
Right
Peds
Peds
WB Left
* *
SB Left
Thru
*
Thru
Right
*
Right
Peds
Peds
NB Right
EB Right
SB Right
WB Right
Green
11A 21P
Green 13A
29A
Yellow/A-R
3 5
Yellow/A-R 3
5
Lost Time
3.0
3.0
Lost Time 3.0
3.0
Cycle Length: 90
secs Phase
combination
order: #1 #2
#5 #6
-----------------------------------------------------------------------
Intersection
Performance
Summary
Lane
Group:
Adj Sat
v/c
g/C
Approach:
Mvmts
-----
Cap
----
Flow
-------
Ratio
-----
Ratio Delay
----- -----
LOS Delay
--- -----
LOS
---
EB L
207
1693
0.82
0.41 29.3
D 22.8
C
TR
891
3486
0.66
0.26 19.7
C
WB L
207
1693
0.36
0.41 10.3
B 15.2
C
TR
884
3459
0.57
0.26 16.4
C
NB L
245
1693
0.35
0.52 8.5
B 30.3
D
TR
1218
3537
0.95
0.34 33.3
D
SB L
245
1693
0.25
0.52 7.8
B 13.7
B
TR
1204
3495
0.43
0.34 15.0
B
Intersection
Delay =
22.6 sec/veh Intersection LOS
= C
Lost Time/Cycle,
-----------------------------------------------------------------------
L = 6.0
sec Critical
v/c(x) =
0.693
95,- 714
LN
CAPACITY AND LEVEL -OF -SERVICE
-------------------------------------------------
--------------------
Page-3
POTEN-
ACTUAL
FLOW- TIAL
MOVEMENT
SHARED
RESERVE
RATE CAPACITY
CAPACITY
CAPACITY
CAPACITY
MOVEMENT v(pcph) c (pcph)
c (pcph)
c (pcph)
c = c - v LOS
p
------- --------
M
--------- ------------
SH
R SH
------------ ---
MINOR STREET
EB LEFT 69 95
91
91
2-) E
RIGHT 22 822
822
822
800 A
MAJOR STREET
NB LEFT 34 536
536
536
503 A
IDENTIFYING INFORMATION
---------------------------------------------------------------------
NAME OF THE EAST/WEST STREET......
NW 19th
STREET
NAME OF THE NORTH/SOUTH STREET....
NW 7th
AVENUE
DATE AND TIME OF THE ANALYSIS.....
FUTURE
; PM PEAK
OTHER INFORMATION.... 1995 W/BACKGROUND, PROJECT,
&
NEW INTERSECTION
IMPROVEMENT
97
95- 714
El
ADJUSTMENT
---------------------------------------------------------------------
FACTORS
Page-2
PERCENT RIGHT TURN CURB RADIUS
(ft)-,•ACCELERATION LANE
GRADE ANGLE
-------
FOR RIGHT
TURNS FOR
RIGHT TURNS
EASTBOUND
----------
0.00 90
----------------
30
-----------------
N
WESTBOUND
----- ---
---
NORTHBOUND
0.00 90
20
N
SOUTHBOUND
0.00 90
20
N
VEHICLE COMPOSITION
---------------------------------------------------------------------
SU TRUCKS %
COMBINATION
AND RV'S
VEHICLES
% MOTORCYCLES
EASTBOUND
----------- -------------
0
0
-------------
0
WESTBOUND
---
---
---
NORTHBOUND
0
0
0
SOUTHBOUND
0
0
0
CRITICAL GAPS
---------------------------------------------------------------------
TABULAR VALUES
ADJUSTED
SIGHT DIST.
FINAL
(Table 10-2)
VALUE
ADJUSTMENT
CRITICAL GAP
MINOR RIGHTS
--------------
--------
-----------
------------
EB 5.50
5.00
0.00
5.00
MAJOR LEFTS
NB- 5.50 5.00 0.00 5.00
MINOR LEFTS
EB 7.00 6.50 0.00 6.50
IDENTIFYING INFORMATION
---------------------------------------------------------------------
NAME OF THE EAST/WEST STREET...... NW 19th STREET
NAME OF THE NORTH/SOUTH STREET.... NW 7th AVENUE
DATE AND TIME OF THE ANALYSIS..... FUTURE ; PM PEAK
OTHER INFORMATION.... 1995 W/BACKGROUND, PROJECT, & NEW INTERSECTION
IMPROVEMENT
S. 5 - "I 1.
1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1
IDENTIFYING INFORMATION
AVERAGE RUNNING SPEED, MAJOR STREET.. 30
PEAK HOUR FACTOR ..................... .95
AREA POPULATION ...................... 1000000
NAME OF THE EAST/WEST STREET......... NW 19th STREET
NAME OF THE NORTH/SOUTH STREET....... NW 7th AVENUE
NAME OF THE ANALYST .................. RPE/TAP
DATE OF THE ANALYSIS (mm/dd/yy)...... FUTURE
TIME PERIOD ANALYZED ................. PM PEAK
OTHER INFORMATION.... 1995 W/BACKGROUND, PROJECT, & NEW INTERSECTION
IMPROVEMENT
INTERSECTION TYPE AND CONTROL
---------------------------------------------------------------------
INTERSECTION TYPE: T-INTERSECTION
MAJOR STREET DIRECTION: NORTH/SOUTH
CONTROL TYPE EASTBOUND: STOP SIGN
TRAFFIC VOLUMES
---------------------------------------------------------------------
EB WB NB SB
LEFT 60 -- 29 0
THRU 0 --- 947 587
RIGHT 19 -- 0 120
NUMBER OF LANES
---------------------------------------------------------------------
EB WB NB SB
LANES 2 __ 2 2
ql.
95- 714
HCM: SIGNALIZED INTERSEG_-ON SUMMARY
08704-1993
TRANSPORT ANALYSIS PROFESSIONALS,
INC.
St:-eets: (E-W) NW 20th STREET
(N-S)-NW 7th AVENUE
Analyst: RPE/TAP
File Name: 7PM20WPF.HC9
Area Type:
Other
7-28-93 PM PEAK
Comment: 1995 BACKGROUND WITH PROJECT
-
Eastbound
Westbound
Northbound
Southbound
L T R
L T
---- ----
R
L T R
---- ---- ----
L T
---- ---- ----
R
No. Lanes
---- ---- ----
1 2<
----
1 2<
1 2<
1 2<
Volumes
237 423 121
125 356
129
146 914
90
113 426
114
Lane Width
12.0 12.0
12.0 12.0
12.0 12.0
12.0 12.0
RTOR Vols
151
56
37
53
-----------------------------------------------------------------------
Signal Operations
Phase Combination 1 2 3 4
5
6 7
8
EB Left
* *
NB Left
Thru
*
Thru
Right
*
Right
Peds
Peds
WB Left
* *
SB Left
Thru
�� *
Thru
Right
*
Right
Peds
Peds
NB Right
EB Right
SB Right
WB Right
Green
12A 26P
Green 13A
23A
Yellow/A-R
3 5
Yellow/A-R 3
5
Lost Time
3.0 3.0
Lost Time 3.0
3.0
Cycle Length: 90 secs Phase combination
order: 01 02
#5 16
-----------------------------------------------------------------------
Intersection Performance
Summary
Lane
Group: Adj Sat v/c
g/C
Approach:
Mvmts
Cap Flow Ratio
-----
Ratio Delay
----- -----
LOS Delay
--- -----
LOS
---
-----
EB L
-----------
226 1693 0.66
0.48 15.2
C 14.7
B
TR
1081 3475 0.56
0.31 14.5
B
WB L
226 1693 0.33
0.48 8.2
B 12.6
B
TR
1076 3459 0.47
0.31 13.8
B
NB L
245 1693 0.43
0.46 11.5
B
TR
981 3532 1.20
0.28
SB L
245 1693 0.30
0.46 10.3
B 17.1
C
TR
971 3495 0.56
0,28 18.7
C
Intersection Delay = *
(sec/veh) Intersection LOS
=
(g/C)*(V/c)
-----------------------------------------------------------------------
is greater than one. Calculation
of D1 is
infeasable.
v� 14
HCM: SIGNALIZED INTERSECTION SUMMARY
08-04-1993
TRANSPORT
ANALYSIS PROFESSIONALS, INC.
Streets: -(E-W) NW-20th
STREET -
(N-S) NW 7th AVENUE
Analyst: RPE/TAP
File Name: 7PM20WPT.HC9'
Area Type: Other
7-28-93 PM PEAK
Comment: 1995 BACKGROUND WITH PROJECT
(W/IMPROVED SIGNAL TIMING)
Eastbound
Westbound
Northbound
Southbound
L
T R
L T
R
----
L T R
---- ---- ----
L T R
---- ---- ----
No. Lanes
Volumes
----
1
237
---- ----
2<
423 121
---- ----
1 2<
125 356
129
1 2<
146 914
90
1 2<
113 426 114
Lane Width
12.0
12.0
12.0 12.0
12.0 12.0
12.0 12.0
RTOR Vols
-51
56
37
53
----------------------.---
Signal operations
Phase Combination
1 2 3 4
5
6 7 8
EB Left
* *
NB Left
Thru
*
Thru
Right
*
Right
Peds
Peds
WB Left
* *
SB Left
Thru
*
Thru
Right
*
Right
Peds
Peds
NB Right
EB Right
SB Right
WB Right
Green
11A 21P
Green 13A
29A
Yellow/A-R
3 5
Yellow/A-R 3
5
Lost Time 3.0
3.0
Lost Time 3.0
3.0
Cycle Length: 90
secs Phase combination
order: #1 02
#5 #6
-----------------------------------------------------------------------
Intersection Performance Summary
Lane Group:
Adj Sat v/c
g/C
Approach:
Mvmts Cap
Flow Ratio
-----
Ratio Delay
----- -----
LOS Delay LOS
--- ----- ---
---__ ----
EB L 207
-------
1693 0.82
0.41 29.3
D 22.9 C
TR 888
3475 0.68
0.26 20.0
C
WB L 207
1693 0.41
0.41 10.8
B 15.2 C
TR 884
3459 0.57
0.26 16.4
C
NB L 245
1693 0.36
0.52 8.6
B 32.9 D
TR 1217
3532 0.97
0.34 36.3
D
SB L 245
1693 0.25
0.52 7.8
B 13.8 B
TR 1204
3495 0.45
0.34 15.1
C
Intersection
Delay =
23.6 sec/veh Intersection
LOS = C
Lost Time/Cycle,
------------------------------------------------------------------------
L = 6.0 sec Critical
v/c(x) =
0.707
/o/
9r�' 714
L
i r
Mrs. Ileana Hernandez offered the following Resolution
and moved its adoption.
RESOLUTION ZB 83-95
AFTER CONSIDERING THE FACTORS SET FORTH IN SECTION 1903.1
OF ORDINANCE NO. 11000, THE ZONING BOARD GRANTED THE
VARIANCES FROM ORDINANCE NO. 11000, AS AMENDED, THE
ZONING ORDINANCE OF THE CITY OF MIAMI, ARTICLE 4, SECTION
401, SCHEDULE OF DISTRICT REGULATIONS, G/I GOVERNMENT AND
INSTITUTIONAL, TO PERMIT A SIDE STREET YARD SETBACK OF 5'
(7.5' REQUIRED), A BUILDING FOOTPRINT OF 549-.; 179,015 SQ.
FT. (40%; 133,452 SQ. FT. MAXIMUM ALLOWED), AND TO WAIVE
ONE LOADING SPACE OF FOUR (4) LOADING SPACES REQUIRED,
PER SECTION 922, OFFSTREET LOADING REQUIRED FOR THE
PROPERTY LOCATED AT 710 N.W. 20TH STREET LEGALLY
DESCRIBED AS ATTACHMENT "A" HEREOF ATTACHED. THESE
VARIANCES WERE GRANTED WITH A TIME LIMITATION OF TWELVE
(12) MONTHS IN WHICH A BUILDING PERMIT MUST BE OBTAINED
AND SUBJECT TO THE PLANNING DIVISION CONDITIONS OF THE
PLANNING, BUILDING AND ZONING DEPARTMENT.
Upon being seconded by Mr. George Barket
the motion was passed and adopted by the following vote:
AYES: Mses. Basila, Hernandez & Morales.
Messrs. Barket, Carman, Crespo, Luaces,
Milian and Hernandez.
NAYES: None.
ABSENT: Mr. Moran-Ribeaux.
Ms. Fernandez: Motion carries 9-0.
July 17, 1995 Item# 6
Zoning Board
119
q, " 7 1.4
N1
ZONING BOARD ACTION Oh _eTITION FOR VARIANCE
MOTION:
I move that request on agenda item _Z3 be
rant d in that
(denied) the require. nts of
Section 1903.1 (were) (were not) satisfied by
relevant evidence in the record of the public
hearing.
as stated in the City's finds of fact, or
b) as demonstrated by the petitioner, or
c) on the basis of the following:
---------------------------•--------------------------------------
The ZoningHoard
shall make findings of the requirements
g
and standards
rds of Section 1903.1haug bad, (have not been)
demonstrtated.
CHECK ONE
a) Special conditions and circumstances (exist) (do
OF EACH
not exist) which are peculiar to the land,
STATEMENT
structure or building involved and which Are not
applicable to other lands, structures, or
buildings in the same zoning district.
1) as stated in the City's findings of fact
2) as demonstrated by the petitioner
3) an otherwise stated below:
b) The special conditions and cIrcumstances((3) (do
not) result from the actions of the petitioner:
f� 1) as stated in the City's findings of fact
2) as demonstrated by the petitioner
l
3) as otherwise stated below:
c) Literal interpretation of the provisions of the
zoning ordinance (would) (would not) deprive the.
applicant of rights commonly enjoyed by other`
properties in the same zoning district under the
terms of the zoning ordinance and, work
unnecessary and undue hardships on the'
petitioner:
1) as stated ih the City's findings of fact
2) as demonstrated by the petitioner
_ 3) as otherwise stated below:
�o�
d) Granting the vari ;e requested (will) (will not)
convey the same treatment to the individual
owner as to the owner of other lands, buildings,
or structures in the same zoning district.
1) as stated in the City's findings of fact
2) as demonstrated by the.petitioner
3) as otherwise stated below
e) Granting the variance requested (will) (will not)
convey the same treatment, any special privilege
that is denied by the zoning ordinance to other
lands, buildings or structures in the same zoning
district.
f) If granted the variance (will be) (will not be)
in harmony with the general intent and purpose of
the zoning ordinance, and will not be injurious'
to the neighborhood, or otherwise detrimental to
the public welfare:
1) as stated in the City's findings of fact
2) as demonstrated by the petitioner
_ 3) as otherwise stated below:
gnature
Dat V�—'
6
Item
0
105
4
Mrs. Ileana Hernandez offered the following Resolution
and moved its adoption.
RESOLUTION ZB 84-95
AFTER CONSIDERING THE FACTORS SET FORTH IN SECTION 1305
OF ORDINANCE NO. 11000, AS AMENDED, THE ZONING BOARD
GRANTED A SPECIAL EXCEPTION, AS LISTED IN ORDINANCE NO.
11000, AS AMENDED, THE ZONING ORDINANCE OF THE CITY OF
MIAMI, ARTICLE 4, SECTION 401, SCHEDULE OF DISTRICT
REGULATIONS, G/I GOVERNMENT AND INSTITUTIONAL, TO
INTRODUCE A NEW USE (A PARKING GARAGE) FOR THE PROPERTY
LOCATED AT 710 N.W. 20TH STREET LEGALLY DESCRIBED AS
ATTACHMENT "A" HEREOF ATTACHED. THIS SPECIAL EXCEPTION
WAS GRANTED WITH A TIME LIMITATION OF TWELVE (12) MONTHS
IN WHICH A BUILDING PERMIT MUST BE OBTAINED.
Upon being seconded by Ms. Gloria Basila
the motion was passed and adopted by the following vote:
AYES: Mses. Basila, Hernandez & Morales.
Messrs. Barket, Carman, Crespo, Luaces,
Milian and Hernandez.
NAYES: None.
ABSENT: Mr. Moran-Ribeaux.
Ms. Fernandez: Motion carries 9-0.
July 17, 1995 Item# 7
Zoning Board
107
9 714
ZONING BOARD ACTION ON PETITION FOR SPECIAL EXCRPTION
ion
I that the request on agenda item be (denied)
grant ) in that the requirements of Section 305 (were) (were
n isfied by relevant evidence in the record of the public
hearing.
a) as stated in the City,s findings of fact, or
b) as demonstrated by the petitioner, or
c) on the basis of the followings
-----------------------------------------------------------------
The Zoning Board, in its decision to (grant) (deny) the special
exception, shall make written findings that the applicable
requirements of this Zoning Ordinance, Section 2305, (have) (have
not) been met.
Circle appropriate conditions:
13�1 Ingress and Egress.
Due consideration shall be given to adequacy of ingress
and egress to the property and structure and uses, thereon, with
particular reference to automotive and pedestrian safety and
convenience, traffic flow and control, and access in case of fire
and emergency.
1305.2 Offstreet Parking and LoadinnS
Due consideration shall be given to offstreet parking and
loading facilities as related to adjacent streets, with
particular reference to automotive and pedestrian safety and
convenience, internal traffic flow and control, arrangement in
relation to access in case of fire or other emergency, and
screening and landscaping.
1305.3 Refuse and service areas.
"A
Due consideration shall be given to the location, scale,
design, and screening of refuse and service areas to the manner
in which refuse is to be stored; and to the manner and timing of
refuse collection and deliveries, shipments, or other service
activities, as such matters relate to the location and nature of
uses on adjoining properties and to the location and character of
adjoining public ways.
1305.4 Signs and lighting_
Due consideration shall be given to the number, size,
character, location and orientation of proposed signs, and of
proposed lighting for signs and premises, with particular
reference to traffic safety, glare, and compatibility and harmony
with adjoining and nearby property and the character of the area.
95'— 6 14
L
1305.5 Utilities.
Due consideration shall be given to ,utilities required,
with particular reference to availability and capacity of
systems, location of connections, and potentially adverse
appearance or other adverse effects on adjoining and nearby
property and the character of the area.
1305.6 Drainage
Due consideration shall be given for drainage, with
particular reference to effect on adjoining and nearby properties
and on general drainage systems in the area. where major
drainage volumes appear likely and capacity of available systems
is found marginal or inadequate, consideration shall be given to
possibilities for recharge of groundwater supply on the property,
temporary retention with gradual discharge, or other remedial
measures.
1305.7 Preservation of natural features.
Due consideration shall be given to provision for the
preservation of existing vegetation and geological features
whenever possible.
1305.8 Control of votentially adverse effects generally.
In addition to consideration of detailed elements
indicated above, as appropriate to the particular class or kind
of special permit and the circumstances of the particular case,
due consideration shall be given to potentially adverse effects
generally on adjoining and nearby properties, the area, the
neighborhood, or the City, of the use or occupancy as proposed,
or its location, construction, design, character, scale or manner
of operation. Where such potentially adverse effects are found,
consideration shall be given to special remedial measures
appropriate in the particular circumstances of the case,
including screening or buffering, landscaping, control of manner
or hours of operation, alteration of use of such space, or such
other measures as are required to assure that such potential
adverse effects will be eliminated or minimized to the maximum
extent reasonably feasible, and that the use of occupancy will be
compatible and harmonious with other development in the area to a
degree which will avoid substantial depreciation of the value of
nearby property.
n �
8sgnatuM J
Di
Item
_1
LEGAL DESCRIPTION:
TRACT "A" LESS THE WEST 580 FEET THEREOF, AND TRACTS "B", "C"., AND
"D", "WEST DUNBAR SCHOOL SITE" ACCORDING TO THE PLAT THEREOF, AS
RECORDED IN PLATBOOK 75, PAGE 87 OF THE PUBLIC RECORDS OF DADE
COUNTY, FLORIDA
AND ALSO:
LOTS 1, 2, 5, 6, 7, 8, 9 10, 11. AND 12, 'ALL • IN BLOCK 1 "PLAT OF
NORTH HIGHLAND" ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT
BOOK 7, PAGE 31, OF THE PUBLIC RECORDS OF DADE COUNTY, FLORIDA.
TOGETHER WITH THE FOLLOWING:
THE WEST 150 FEET OF THE EAST 182.5 FEET OF THE SOUTH 145.5 FEET OF
THE NORTH 275.5 FEET OF THE NORTH ONE-HALF (N. 1/2) OF THE NORTH
ONE-HALF (N. 1/2) OF THE NORTHEAST ONE -QUARTER (N.E. 1/4) OF THE
NORTHEAST ONE -QUARTER (N.E. 1/4) OR SECTION 35, TOWNS.HIP 53 SOUTH,
RANGE 41 EAST,
AND,
THE WEST ._82.5 FEET OF THE EAST 115 FEET OF THE SOUTH 95 FEET OF THE
NORTH 130 FEET OF THE NORTH ONE-HALF ( N . 1/2) OF THE, NORTH ONE-HALF-
(N. 1/2) OF THE NORTHEAST ONE -QUARTER (IV.E. 1/4) OF THE NORTHEAST -
ONE -QUARTER (N.E. 1/4) OF SECTION 35, TOWNSHIP 53 SOUTH, RANGE 41
EAST,
AND,
A 50 FOOT WIDE PORTION -OF NORTHWEST 8TH AVENUE, BEING BOUNDED ON
THE. -SOUTH BY THE WESTERLY PROJECTION OF THE NORTH RIGHT-OF-WAY LINE
OF NORTHWEST 19TH STREET, AND BEING BOUNDED ON THE NORTH BY THE
SOUTH LINE OF TRACT "A", "WEST DUNBAR SCHOOL SITE" ACCORDING TO THE
PLAT THEREOF, AS RECORDED IN PLATBOOK 75, PAGE 87 OF THE '�UBLIC
RECORDS OF DADE COUNTY, FLORIDA.
ALL OF THE FOREGOING SUBJECT TO ADDITIONAL RIGHT-OF-WAY DEDICATIONS
,FOR NORTHWEST 7TH AVENUE AS RECORDED IN OFFICIAL RECORD BOOKS 7196
AT PAGE 108, AND 7522 AT PAGE 695 OF THE PUBLIC RECORDS OF DADE
COUNTY, FLORIDA.
Attachment "A"
110
S - � 1. 4
RESOLUTION PAB - 38-95
A RESOLUTION RECOMMENDING APPROVAL, WITH CONDITIONS, OF A MAJOR USE
SPECIAL PERMIT, PURSUANT TO ARTICLES 5 AND 17 OF ZONING ORDINANCE 11000,
AS AMENDED, FOR THE LINDSEY HOPKINS TECHNICAL EDUCATION CENTER PARKING
GARAGE PROJECT, TO BE LOCATED AT 710 N.W. 20TH STREET, AND TO BE COMPRISED
OF NOT MORE THAN 879 PARKING SPACES; APPROVING SAID MAJOR USE SPECIAL
PERMIT SUBJECT TO THE CONDITIONS OF THE DEVELOPMENT ORDER, ATTACHED HERETO
AS "EXHIBIT A", AND THE APPLICATION FOR THE DEVELOPMENT APPROVAL,
INCORPORATED HEREIN BY REFERENCE; MAKING FINDINGS OF FACTS AND CONCLUSIONS
OF LAW; AND PROVIDING THAT THE DEVELOPMENT ORDER SHALL BE BINDING ON THE
APPLICANT AND SUCCESSORS IN INTEREST.
HEARING DATE: July 19, 1995
VOTE: VOTE: 7-2
ATTEST: 2
ack .L .. Luft, Di rec
Department of Community Planning
and Revitalization