HomeMy WebLinkAbout06/08/1999FV-V�
JUNE 89 1999
7:00 P.M.
�2opies of staff reports or other written documentation relating to agenda items are on file in the Planning
Division of the Dept. of Community & Development Services� located at 21660 E Copley Drive, Suite 190,
and are available for public inspection. If you have questions regarding an agenda item, please call
(909) 396-5676 during regular business hours.
In an effort to comply with the requirements of Title 11 of the Americans with Disabilities Act of 1990,
City of Diamond Bar requires that any person in need of any type of special equipment, assistance or
accommodation(s) in order to communicate at a City public meeting must inform the Dept. of Community
Development Services at (909) 396-5676 a minimum of 72 hours prior to the scheduled meeting, I
FAA�TCACONDADW
Pfease refrain from smoking, eating or drinking
in the Auditorium
The City of Diamond Bar. uses recycled paper
and encourages you. to do the same.
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CITY OF DLAMOND BAR
Tuesday June 8, 1999
AGENDA
I
I
ROLL CALL: COMNUSSIONERS: Chairman Steve Tye, Vice Chairman Steve Nelson, George Kuo,
Joe McManus and Joe Ruzicka.
2. MATTERS FROM THE AUDIENCEIPUBLIC COMMENTS:
iL?1—t;,rPss 6e members of the Planning Commission on any item
Im I I allot �Ilulj —Mm 121,
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The following items listed on the consent calendar are considered routine and are approved by a single motion.
Consent calendar items may be removed from the agenda by request of the Commission only:
.4.1 Minutes: May 25,1999
6. NEW BUSINESS:
6.1 Capital Improvement Program
Planning Commission review of Fiscal Year 1999-2000 Capital Improvement Program for conformance
with the General Plan pursuant to California Government Code Section 6540 1.
. . . . . . . . . . . . . . . . .
&N\agendaNplanning1june 8,1999 juneg, 1999 PC Agenda — Page I
areas; two platforms to display new car sales; and retaining wall with a maximum height of 18 feet. The
Variance is ed due to the yqo** wa 's e aht
H in 9*qq$ of six Act. - �Captjmxd IM
PROPERTY ADDRESS: 515 S. Grand Avenue
Diamond Bar, CA 91763
PROPERTY OWNER/ Mathew Tachdjian
APPLICANT: Col -Am Properties, LLC
P.O. Box 4655
Diamond Bar, CA 91765
ENVIRONMENTAL DETERMINATION: Pursuant to the provisions of the California Environmental
Quality Act (CEQA), the City has determined that a Negative Declaration is required for this project.
According to CEQA Section 15070, Negative Declaration No. 99-3 has been prepared. The Negativiv
Declaration review period concluded on April 24, 1999.
Ni�COMMENDATION: Staff recommends that the Planning Commission continue the public hearing
to June 22, 1999.
8.1 Conditional Use Permit No. 99-2, Minor Conditional Use Permit No. 994 (Pursuant to Code
Section 22.58 and 22.56) is a request to provide dancing (through the Conditional Use Permit process),
outdoor dining and the sale and on-site consumption of beer and wine (through the Minor Conditional
Use Permit process) at an existing restaurant structure (previously identified as Casa O'Brien) that will be
reopened as Caf6 Ilustrado.
PROJECT ADDRESS: 22640 Golden Springs Drive
Diamond Bar, CA 91765.
PROPERTY OWNER: Jac Choon Shin
1020 S. Los Angeles Street, Suite B
Los Angeles, CA 90015
APPLICANT: James Carson
1241 S. Grand Avenue, Unit H
Diamond Bar, CA 91765
Environmental Determination: Pursuant to the provisions of the California Environmental Quality Act
(CEQA), the City has determined that a Negative Declaration is required for this project. Negative
Declaration No. 99-6 has been prepared. The Negative Declaration's review period began May 18, 1999,
and ends June 6, 1999.
RECOMMENDATION: Staff recommends that the Planning Commission approve Conditional Use
Permit No. 99-2, Minor Conditional Use Permit No. 99-4, and Negative Declaration No. 99-6.
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d:\\agenda\p1anning/june 8, 1999 Juneg, 1999 PC Agenda — Page 2
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AQMD —Room CC2
21865 E. Copley Drive
'rhursday, June 10, 1999 – 7:00 P.M.
. I " - �� I Room 21865 E. Copley Drivf-
Saturday, June 12, 1999
9:00 A.M. – 12:00 Noon
Walnut High School, 400 Pierre Rjo,
21865 E. Copley Drive
Tuesday, June 15, 1999 – 6:30 P.M.
AQMD Auditorium, 21865 E. Copley Drive
9di ANNUAL CONCERT IN THE PARKS: Wednesday, June 16, 1999 – 6:30 P.M. – 8:00 P.M.
(First in the series of 10 concerts)
Sycamore Canyon Park, 22930 Golden Springs Road
1910'0111�1
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dA\agenda\P)ar"fing1jUnC 8, 1999
Saturday, June 19, 1999 – 9:00 A.M. – 3:00 M&
U.S. Postal Services Processing Center
15421 Gale Avenue, City of Industry
tit -w—ame
Tuesday, June 22, 1999 – 7:00 P.M.
j gri.wtu. 21865 E. Copley Drive
P�-J,jjdit
Tuesday, June 22, 1999 – 7:00 P.M. – 9:00 P.
AQMD, CC6
21865 E. Copley Drive
Ibursday, June 24, 1999 – 7:00 P.Ari.
AQMD Board Hearing Room, 21865 E. Copley Drive
Juneg, 1999 PC Agenda — Page 3
MINUTES OF = Crff OF DLAMOND BAR
InUd"ITTY AD RAVV'VMfM nV qrPW VT AW1VMr-rnmFw.4zv%1rnw
MAY 25,1999
Chairman Tye called the meeting to order at 7:06 p.m. in the South Coast Air Quality Management Auditoriun-L,
21865 East Copley Drive, Diamond Bar, California.
[1,'resent: Chairman Steve Tye, Vice Chairman Steve Nelson, and Commissioners George Kuo,
Joe McManus and Joe Ruzicka.
Also Present: Ann Lungu, Associate Planner; Linda Smith, Development Services Assistant; Sonya Joe,
Development Services Assistant, and Stella Marquez, Administrative Secretary.
1. Minutes of May 11, 1999.
C/McManus moved, VC/Nelson seconded, to approve the minutes of May 11, 1999, as presented. Motion
carried 4-0-1 with Chair/Tye abstaining.
OLD BUSINESS: '11'oni�
Planning Commission 1999 Goals and Objectives Discussion:
,kssocPALungu presented staff s report. Staff recommends that the Planning Commission discuss tis
ro)roposed listing and forward its approved listing to the City Council. 0
I
LWTic-fTfamus requestect fliat a goai 33YTEF—t-, 7=1SS1071 De L't it W'fl
aesthetics of the community and preservation of open space.
VC/Nelson said he concurs with C/McManus.
dA\niinutes\vmy25 1999.doc
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3. Refinements and minor amendments to the Development Code;
4. Code Enforcement - update and revise policy and procedures and consider citation authority;
Pad
C/Ruzicka moved, C/Kuo seconded, to approve the listing as submitted including additions proposed by
C/McManus and AssocP/Lungu. Motion carried 5-0 by Roll Call vote.
1. Conditional Use Permit No. 98-7, Development Review No. 98-12 and Variance No. 99-2 (pursuant
Code Section Chapters 22.58, 22.48 and 22.54) is a request to construct an automated car wash. The c
wash will consist of the following: A wash tunnel; retail sales boutique, approximately 2,089 square fe
three -bay lube center, 1, 140 square feet; detail center with office, approximately 1,467 square feet; six -b
auto service center, approximately 4,150 square feet; fuel dispensers; vacuum, queuing and drying areas;
platforms to display new car sales, and retaining wall with a maximum height of 18 feet. The Variance
requested due to the -retaining wall's height in excess of six feet. (Continued from May 11, 1999.)
Eb���W�
RROPERTY OWNER/ Mathew Tachdjian
APPLICANT: Col -Am Properties, LLC
P.O. Boy-46SS.-
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the traffic study to be completed. He stated that the traffic study is currently uniler way.
VC/Nelson asked for a quantification of the advantage of inflatables with respect to marketing. He said hti
is concerned with the unslightliness of the inflatables. He does not want to remove a competitive advantage.
dAVninutes\nmy25 1999.doc
I MAY 25. 1999 PAGE 3
if the marketing advantage is negligible, he would like to consider including elimination of the inflatables
within the project approval.
C/McManus moved, C/Ruzicka seconded, to adjourn the meeting. There being no further business to come before
the Planning Commission, Chair/Tye adjourned the meeting at 7:21 p.m.
Respectfully Submitted,
Ann Lungu
Attest:
Steve Tye
Chairman
dA\niinutes\nmy25 1999.doc
CITY OF DUMOND BAR
X -K -0
t" C001 1—or
�Meun s to suppo Mt
Gasoline taxes, Intermodal Surface Transportation Efficiency Act (ISTEA), Proposition "N' and
"C" (transportation), Proposition "N' (parks), Community Development Block Grant (CDBG),
Development Impact Fees, Redevelopmdnt, Lighting and Landscape Assessment District, Park
Development, Quimby fees and others.
The CIP has been developed by the Community and Development Services Department staff
based upon the identified improvement needs for the community. The list of projects have been
reviewed for conformity with the adopted General Plan. The proposed FY 1999-00 CIP is
consistent with the overall Vision Statement and numerous Goals, Objectives, and Strategies
contained within the Plan.
-777 71,74ITZ mission
June 3, 1999
Page 2
Staff recommends that the Planning Commission adopt Resolution No. 99 -XX finding the
proposed FY 1999-00 CIP in conformance with the General Plv,.,n.
Attachments: 1. Draft Resolutiop
'WX-
A. Recital .
1. California Government Code Section 65401 requires the Commission to revie
proposed public works projects for the ensuing fiscal year to determine complianc
with the City's General Plan.
2. On April 18, 1989, the City of Diamond Bar was established as a duly organize
municipal corporation of the State of California.
3. The City Manager of the City of Diamond Bar has prepared a proposed Capit
Improvement Program and Budget for the City's 1999-00 Fiscal Year which briefl
describes certain proposed public works improvement projects to occur during t
1999-00 Fiscal Year. The projects include, but are not limited to, street and highw
improvements, traffic signal installations and modifications and park improvements.
4. This Planning Commission, on June 8, 1999 at a regularly scheduled meetin,
discussed the City of Diamond Bar's Fiscal Year'1999-00 Capital Improveme
Program, and the projects contained therein, and concluded said discussion prior
the adoption of this Resolution.
t
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law and local ordinances, regulations, and standards; and
"'0 The proposed 1999-00 Capital Improvement Program is Categorically Exempt,
pursuant to Section 15301, from the California Environmental Quality Act of
1970, as amended, and the Guidelines promulgated thereunder.
3. This Resolution shall serve as the Planning Commission's report to the City Council
regarding the General Plan conformity of the proposed public works projects in the
City's Fiscal Year 1999-00 CIP as required by California Government Code Section
65401.
4. Based on the findings and conclusions set forth above, this Planning Commission
hereby recommends approval of the 1999-00 Capital Improvement Program as
proposed which shall conform to Exhibit 1W dated June 8, 1999.
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City of Diamond Bar for use in its' deliberations regarding the 6ity's budget.
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I -MR,
Steve Tye, Chairman
1, James DeStefano, Secretary of the Planning Commission of the City of Dia I mond Bar, do
hereby certify that the foregoing Resolution was duly introduced, passed, and adopted, at a
regular meeting of the Planruing Commission held on the 80'day of June, 1999, by the following
vote to wit:
AYES:
NOES:
ABSENT:
ABSTAINED:
James DeStefano, Secretary
WAN - MOM
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LOCAL STREET.MILEAGE
Capital Improvements
Programming E-1
1V -E Capital Improvements
Local jurisdictions use both police and corporate powers to serve their resi-
dents. Cities have traditionally relied on the police powers to protect public
health, safety and welfare through zoning and subdivision regulations.
The corporate powers of local government, however, also have -a major impact
on land use issues. Corporate powers are used,to develop physical facilities
which have long term usef ulhess. These physical facilities include streets and
highways, public buildings, water and sewer lines, and park and recreation
facilities.
Capital improvements programming is the multi-year planning of public infra-
structure improvements. Since local government can seldom pay for these
facilities through-a-6--an—ndal 0-pena-tirig budget, numerous techniques have
evolved to finance capital improvements over a longer period. The total invest-
ment, therefore, includes not only the cost of purchase, or design and construc-
tion, but also the cost of long-term financing.
Financing techniques include the use of current operating budgets, various
types of bonding, special districts, special assessments, state and federal
grants, and tax increment financing. The capital improvements program must
take a longer view than the annual budget process, and must anticipate when
new public facilities will be needed or when existing facilities must be replaced.
The capital improvements program is a valuable implementation tool for
carrying out th ' e general plan. Because the general plan establishes policies for
the direction, intensity and rate of future growth, the capital improVements
program is instrumental in maintaining the local government's control of devel-
opment. State law requires planning agencies to review property acquisition or
disposal for conformity with the general plan. Government Code § 65402.
Property acquisition includes dedications for street, park or other public pur-
poses as well as construction of public buildings or structures. Disposal in-
cludes street vacations or abandonments as well as the sale of public land.s.
Special districts, school districts and joint powers agencies must also refer their
capital improvements programs to the planning agency for review of consis-
tency with the applicable general plan. The success of the capital improve-:
ments program will be determined, to a large extent, by how the capital im-
provement projects fit with the goals and policies of the general plan.
The capital improvements p . roqram is also a useful plannin6 tool. The' availabil-
lop
ity of public facilities can serve as a basis for approval or denial of deve ment
proposals. In many cases, the costs of public improvements are borne by the
private developer and everitually passed through to the home buyer or the
commercial/industrial user.
In other cases, local government will pay improvement costs for developments.
which will provide significant employment opportunities, increase sales tax
revenues, or further adopted goals and policies. The prioritized list of capital
improvements, therefore, must be flexible to respond to development opportuni-
ties, yet must be guided by the long-term benefits that will accrue to the local
jurisdiction and its residents.
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There are four basic steps in developing a capital improvements program:
° �oojeot identification
. " Prioritization �
� .
- Reconciliation
° Adoption --
Needed capital should beidentified and reliable preliminary cost
estimates should beprepared. Once identified, projects should belisted
according boneed. This listing should include why each project isinnportentand
what the consequences will bmifdimwrisnot funded.
The next step iobJreconcile this prioritized listing into a comprehensive
capital improvements program which coordinates improvement scheduling
and recognizes the constraints of municipal financing. Finally, the capital
improvements program should be formally reviewed and adopted by the
local government.
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65401.
Review Of Public works projects for C ontf ormity. With Pi -an ---
It a general plan or part thereof has been adopted, within such time as may be fixed
by the legislative body, each county or city officer, department, board, or commission,
and each governmental body, commission, or board, including the governing body of any
special district pr school district, whose jurisdiction lies wholly or partially within the
County or city, whose functions include recommending, preparing plans for, or
constructing, major public works, shall submit to the official agency, as designated by the
respective county board of supervisors Or city council, a list Of the proposed Public works
recommended for planning, initiation or construction during the ensuing'fiscal year. The
official agency receiving the list of proposed Public works shall list and classify all such
recommendations and shall prepare a coordinated program of proposed public works for
the ensuing fiscal Year. Such coordinated program shall be submitted to the county or
city planning agency for review and report to said official agenTcy as to cFfORitY with the
adopted general plan or part thereof.
On April 27, 1999, the referenced project was presented to the
Planning Conunission at a public hearing. At that time, the public
hearing was opened; public comments were heard; and the public
hearing was continued to May 11, 1999. Pursuant to the applicant's
requests, the project's public hearing was continued to May 25,
1999 and June 8, 1999. The continuances were to allow the
applicant additional time to address issues discussed at the April
27, 1999 Planning Commission meeting.
on June 2, 1999 at approximately 4:15 p.m., the ' applicant submitted
architectural elevations, a traffic study and noise study for car
wash dryer/blower. On June 3, 1999 at 10:13 a.m., the applicant
faxed to the City Hydraulic and Hydrology calculations.
Staff has begun the review of the referenced materials. The
architectural style of the proposed structures is basically
unchanged from the third submittal drawings attached to the April
27, 1999 Planning Commission packet. The traffic impact study
prepared by'Associated Traffic Consultants must be reviewed by the
City' traffic engineer; and air quality issues must be addressed
with the assistance of the South Coast Air Quality Management
District. Due to that fact that the required information needed to
address the issues discussed at this project's public hearing was
submitted on June 2, 1999, additional time is needed to analysis
said information and revised the Negative Declaration.
FZT-1500�� �Z
Staff recommends that the Planning commission continue this
project's public hearing to June 22, 1999.
1. Architectural elevations;
2. Traffic Impact Study Honda Car Wash and Auto Care Center dated
June 1, 1999;
3. Hydraulic & Hydrology Calculation; and
4. Worldwide Drying Systems, Inc.(dryer sound levels).
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RE: Dryer Sound Levellm
Y S T -E M S-
Fo' lo,dinc are aound c -f two dryers in ncrthern Cali fornia
reccrdnd ty vle car wash Owners r"t-resentative.,
Be.-kele�', CA - 35 10�:ate�! on O�jtsid@ of tj�ne'
ReadiAnsgs taken WZTSOUT oblatr-.iction (Isndscap�nq,
5trjct-,;rv, etc.) L*Vae-4�n fmOter and dryer.
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in tnt:. evant Icca-I erdInatees carnct, noise lcvi�!-.4 as p
tiia stanlird dryeco aptL,)n4l com;t;n@n';s car. be tabri-:ated for
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the tunne: t -D ai:sorb any noiso prod-jeGd will a-�rj in the c*rtr
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an d cow.-ilnMant cf sc-und at the pcoprzrty line, Block
beZaj%,& of trl,� hj:d, slick Surface, can
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he�jyy g&uge stakinless trvatv,'A witn foam fc: noise ebaterriert,
ranging 1j, 3' in a semi-circ',e C3.11
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A. This redur.—a nQ;�za :D -v 4 -
A Secon,] optio! Lee 8 actirld 86f.l@ I'POx" w,61ic.) f"S tiqht-y against
the iMtAk-�, tAe entire intakep and forces tV,4-. a . r
to be dzu qn thgo,,jgh p di -irance o F f -'ia-m-! i n(-..,! area . P(- f er
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All optiOr&'_ sij-�jcinq eq-i.orp'ent regu'Lras aj--' -�tl,,Pnal tunnel area
Wa hcr4� ��As ne:pf�.al. iti your r-�,search. Please
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worldwide nry-,nq 3ystems, Inc.
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TRAFFIC IMPACT STUDY
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Richard A. Stupin Associates
1445 W. Beverly Boulevard
Montebello, CA 90640
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Associated Traffic onsultant--
624 Brea Canyon Road
Walnut, -California 91789
(909) 595-2273
4� June 1, 1999 * 99065 MYR/JR
ASSOCIATED TRAFFIC CONSULTANTS 0 Transportation, Planning,& Engineering
Post Office Box 90134 Pasadena, CA 91109-5134 909/595-2273 FAX- 909/595-8863
TRAFFIC IMPACT STUDY
NONDA CAR WASH & AUTO CARE
CENTER
Diamond Bar, California
NO. TITLE
� PA/GE
U
Executive Summary ' '''' ''
.
NO.
''`' '' '' `' '' '' ' ' '' '' '' '' . . ,. .
|ii
I .
Introduction , ..,. .,..'. ^...,,.. .. . .
2.
2.
. . . . ..` . . . . . .. . . . ..
Project Description
l
3
' '' '' '''' '' '' '' '' '' '''' '' '' '' '' '' '' ''
-
.
���[0���0D2D�/\CC�S3
5.
. . . _ . , . . . . . . .
Intersection Capacity and Leve] of 2015) . . . . . . . . . . . . ,
. .. .... .. .. .` . ^ . . . . .... `. .. .. .. .. .
}
4.
Existing Streets and Circulation System .^... .. .................
7
5.
��C�Dt�I���F�f�C�OD�3
7.
, .... ....^. .. .. . . .. .. .. . .^. . . .. .
Other Known Related
6
8.
Projects u` ''''''''''''''''''.''''''''....
lPraffiC °e"^^a`^ou
7
. .. .. .' .. .^.. '... . . . . ,. .. .. .. .. .. .. ..
10
V'
Traffic Distribution
' '''''' '' ''^''''' ' ' '' '' '' '' '' '' '' .. .
10
lO
Intersection Capacity
'
ll.
" --''- '''..........'''.'....'......
Project Traffic Impact
14
12.
..,.....,.^............'..,.......
Year 2015 Buildout
18
13.
r/"yxi8 ....' .. .. . . .. . . .... .. .. . . .. .. .
CMP Transportation{TDpaCt Analysis'
19
14'
... ,. . . .. .. .... ,. .. .. .. ..
Mitigation Measures
--
15
'
' '' ''..,. .. .. .... '' '' ' ' .. .. .. .. .. .. .
�rnicC��*mnnoSi����« '
-'-v Responsibility
22
' ' ' ' ' ^` ' . . . . . . . . . . . . ' . . ' . . . . . ... . . . .
23
U
TABLES
NO.
TITLE PAGE
}.
Existing 1999 Traffic \/0|uD2e3 .
2.
. . ' . ' ' '� ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' '
Traffic Generation By Related Projects
l
. . . . . . . . . . . . . . . . . . . . . . . .
Traffic Generation By Project
ll
4.
. . . . . , . . . . . . . . . . . . . . . . . . . . . . . .
Intersection Capacity and Level 0FService (Year 2000)
14
18
5.
. . . _ . , . . . . . . .
Intersection Capacity and Leve] of 2015) . . . . . . . . . . . . ,
}Q
h.
Mitigation Measures and Project's ' 'Sh3re . , . ' . . , . . . . . , . . , . . ,
24
U
NO.
TITU PAGE
1.
Vicinity Map .............. ............................
3
2.
Site Plan ..............................................
4
3.
Existing Lane Configuration .................................
7
4.
Existing Traffic Volumes .................................
9
5.
Related Project Location ............
12
6.
Existing Plus Related Project Trip Distribution (Year 2000) ...........
13
7.
Project Only Traffic Volumes ........................... I ...
15
8.
Existing Plus Related Plus Project Traffic (Year 2000) ..............
16
9.
Existing Plus Related Project Trip Distribution (Year 2015) ...........
20
10.
Existing Plus Related Plus Project Traffic (Year 2015) ..............
21
ii
06/03/1999 10:13 6262801346 W W SCHUBERT PAGE 01
�Ml �
t1Al&-"v / YL,�WAjoe
(� 177 0 F--- Otvfw O&JO eAP2,
06/03/1999 10:13 6262801346 W W SCKJBERT PAGE 02
I
6
%am
TRITECH. ASSOCIATES INC.
SUBDIVISION SURVEY ENGINEERING DESIGN
735 W. EMERSON AVENuE.
MONTEREY PARK. C -A 91754
TEL: (626) 570-191B
JOB. NO. 980416
I
06/03/1999 10:13 6262801346 W W SCFKJBERT PAGE 03
156' 253'
AEAR2-(25B+156)/2 AEARI=(25,3+133.6)/2
X149=30843 S.P. X149=213801.7 S.F.
=0.705 AC =0.661 AC
AEA�2
X1 49_;
258- 133.6'
A=30843+28801.7=59644.7 F.S.
59644.7/43560=1.369 AC.
2- RUNOFF
FROM L.A. HYDROLOGY MANUAL FIG. C1.22
SEE ATTACH SHEETS )
RAINFALL ZONE: K SOIL CLASSIFICATION: 003
L = 244' A = 1.369 AC. C = 0.9 N = 0.04
i
06/03/1999 10:13 6262BO1346' W W SCHUBERT PAGE 04
USE: Tc 10 MIN.
Te = 10 MIN, Im2.806 IN/HOUR, FOR 25—YEAR RAINFALL
0 C x I x A
0 0.9 x 2.-806. x 1-369 3.457 CY.S.
Ql = 0.9 x 2.806 x 0.661 1.669 G.F.S.
02 = 0.9, x 2.BO6 x 0.708 1.788 C.F.S.
3. PIPE SIZE.
USE. 18" R.C.P. PIPE
A 1.767 S.r. 1/2
R 0.375 FT
5 0.01 2/ . 3
op (1,486/0.013)XO.375 XO.01 X1.7157=10.503 C.F.M
Qp>Qo+Ql=7.858 C.F.M
OK.
06/03/1999 10:13 6262801346 W W SCHUBERT PAGE 05
C-35
J-
6
_A\
Kw4b.,
069
V
MOO, —7
006 0
All'
—7
Z-4 � (), 6
006
z/
006
/ 0
ILA,
. do
o 6
Y.
A-
J
00s
VA., 0 0 a
cm?,
0,
01
Yr;
7 7-1
002
�Y DPA -G-
7 -c
00
k 2.1
V .
_00z
017
2
....002
x
0 -on y
02,Q
YOROA Ll
SOIL CLASSIFICATION AREA -------- RAINFALL ZONE
.......... DEBRIS POTENTIAL AREA --12— 50 -YEAR ISOHYET
(MAX, 24-HOUR AMOUNT)
LACFCD SAN DIMAS 1960
Revised (10/1121
-SET 5000
Figure C1.22
06/03/1999 10-13 6262801346 W W SCFtJBERT PAGE 06
I
STANDARD VALUE TAi,
MANNING'S N VALLJE73
W,
I
6. a
0.040
0.060
STANDARD LOT VALUES
TYPE OF
CGvELOPmENT LiN�TH
a i -
COMercial
Residential
Rural
STANDARD RANGE OF
PROPORTION IMPERVIOUS
0-005-0-02
0-01 -0-05
0.05 -1 .00
ryp O;MT
PROPORTION]
DeVCIM
ZMPERVIOUS
Single -Family
aLm
0.21-0.45
'o t
Multi-flFamm1�1y
_to ,
0.40-0.80
60fftCc me rc i a 1
Industrial
Institutional
0.70-o.90
Average Values fOF MOtropolitan LOS AngelOs COU . nty are:
S'i ng 1 e-Fami I Y=C - 42 "-!141 t i -Faml 1 Y=Q. 58
IncluStrial=0.91 I Commercial=0.92
For'fnore Cotai I , ImstitUtionalzo,58
Table. se8 IthO Separate-PrOPortion Imperv"Ous
06/03/1999 10:13 6262801346 W W SCKJBERT PAGE 07
O�EAK INTENSiTY-DURATION
TABLES
17 Jq K9 AND L ZONES
- -------- -- ----
Z. 640
2.
3.720
- a
d' 548
2. 34q
0.
3. doo
0.000
4, IM
1.191
2. 117
:1.103
2.171
1.970
7
3. 094
3. 65d
3.-71
1 -1309
.1, IG3
1 . 9W)
2.01-17
a
..gas
3. 191
3.329
1.965
1 - 03:3
1.913
Z. 6C)T
9
2 - 680
219817
2.333
9.970
1.622
2. ale
d. 73
lo
2.524
2-606
3. 161
0.927
1.392
2.:58
1
2.396
2,997
a - 020
0.890
1-105
2.13c)
1.391
1.
2.209
4.§34
2.902
0. a94
1.432
2.017
542
1 3
2.199
2. A30
1-802
3. 29D
0.827
:1.371
1-924
121
:.340
Z. 1? 17
0.000
1.220
I .&do
15
2.044
2.256
92d
1-230
0. "2
1.264
1 . 747?
l.a7a
1@3
l.:08
1.335
0.732
1.214
I.
2-919
1_916
2. lid
d71
0,730
1.170
1.593
LIN
Is
- Sea
2.060
A07
0,71d
1. 131
2. -Sl
is
.1
1.1116
2.008
3as
Q.age
2.680
log
77()
1.9.99
2.132
0.683
I -Goo
1.417
2 1
1 726
1.911
2.
0.665
1.031
1.264
I-sas
1.868
-23
2. M
0.657
1-002
1.323
.3
'.Gas
1.623
2. 1 to
1,020
0.6415
0 - 9?7
1 .2xo
24
1.615
1.792
2. "to
1.085
0. 9:34
0.986
1.243
25
1 SEA
1.7as
2.026
0.932
�:' " i
26
1 .555
1.726
1.982
0.911
0,911
",
1 :
V
1.329
1.685
0.602
1 . d&4
:16
0.926
28
I.SGa
116613
1 905
0.592
0. a? 1
1.
1 . do 1
1.42.9
! 4?0
0.384
0.854
30
1
?A
1.928
O�EAK INTENSiTY-DURATION
TABLES
17 Jq K9 AND L ZONES
INrENSI
20 YEAR
2.171
1.970
2-3:10
1 -1309
2. 121
0ec)
1.6ad
1.965
4-9419
1.987
1 . SA2
d. 73
1.303
f, ?45
4.000
1 . AA4
ads
1.730
1.391
go
2.5so
1,346
542
3. 29D
I. 3C7
1
3.249
1.:72
1
1-230
1.395
l.:08
1.335
2-919
1,162
20
LIN
1. ?38
1 .298
2. -Sl
1. 1:37
2.680
log
1.08a
I.Col
1.163
1.029
T.
2-Aa6
1,020
I.?Il
2.389
9.998
1.085
2.340
0.978
1.097
0.960
C329
0.926
1.012
O�EAK INTENSiTY-DURATION
TABLES
17 Jq K9 AND L ZONES
06/03/1999 10:13 6262801346 W W SCRJBERT PAGE 06
I
r- 0-50
mm
M1,115
L74F
4 6
r -al .005-
Iff
Imilso Q M-CM-0-
ME-
'All
4 6
r -al .005-
Iff
Imilso Q M-CM-0-
ME-
W
7 TO R� M1 IF]KI,
The project, located on the south side of Grand Avenue west of SR-57/Sr-60 Freeways in the City,
of Diamond Bar, consists of constructing a car wash, a lube and a auto care facility. The lube facility
will provide a total of 3 service stalls while the auto care service will provide a total of 6 stalls. A
total of 3 fueling pumps (adjacent to and for use by the lube facility) and a small auto -item store (in
the customer waiting area) will also be provided as ancillary uses. The existing use of car
parking/storage by Honda auto dealership on-site will be relocated to an upper-level auto display
area. These ancillary uses are not expected to generate additional trips to and from the project. The
car wash facility will not open before 9:00 AM, and therefore, will not generate trips during the 7 AM
to 9 AM peak hours of adjacent street traffic.
The average daily and peak hour trips expected to be generated by the project have been estimated
based on information provided in Institute of Transportation Engineers' (ITE) manual "Trip
Generation", OhEdition, published in January, 1997. Additional information was obtained from San
Diego Association of Governments' (SANDAG) publication "Traffic Generators Manual". Trip
generation was calculated for each of the facilities separately and then summed up to determine the
total trips to be generated from the operation of the facilities. -A total of 1, 140 trips are expected to
be generated on an average weekday from the site (570 trips inbound, 570 trips outbound). During
the - AM peak hour approximately 19 trips will be made (13 vehicles will arrive and 6 vehicles will
depart). Approximately 217 trips will be made during the PM peak hour (97 vehicle's will arrive and
120 vehicles will depart from the site). Vehicles will access the site via a driveway on Old Brea
Canyon Road and a driveway on Grand Avenue.
The average peak hour trips to be generated by the project were distributed onto the local circulation
system using the percentages of trip distribution on a regional scale. These percentages were
assumed based on regional distribution of population, characteristics of local roadway system, traffic
control and lane configurations at the intersections as well -as observed travel patterns during the peak
hours.
In order to determine whether and how much traffic impact the project will have on the existing
operating conditions of the local circulation system, a detailed cumulative traffic impact analysis was
conducted. The analysis was based on existing traffic volumes,at the key intersections, intersection
am
lane configuration and traffic controls, traffic generation of a total of six other known related projects
in the area, and a I % per year traffic growth factor. Using the Intersection Capacity Analysis (ICU)
method for calculating volume/capacity ratio and level of service it was determined that the project
traffic will have a significant impacron two of the 4 key intersections analyzed - Grand Avenue/SR-
57/SR-60 Freeway westbound ramps and Grand Avenue/SR-57/SR-60 Freeway westbound ramps.
Appropriate mitigation measures were identified for both year 2000 (project opening year) and year
2015 (area buil.dout year) conditions to ensure an acceptable level of service at these intersections.
The project's fair share towards the implementation cost of these measures was calculated using the
City of Diamond Bar and Los'Angeles County traffic impact study guidelines. The developer of this
project may be. required to participate -in a mitigation implementation program and/or an impact
mitigation fee program to be developed by the City of Diamond Bar.
IV
WKE, F,11
INTRODUCTION
U _ 7-
r]
1�-
IMART, MEN=
This traffic study has been prepared to determine the traffic impacts on the local roadway system
from the proposed Honda Car Wash and Auto Care Center. The project is located on the west
side of Grand Avenue north of SR-57/SR-60 Freeways in the City of Diamond Bar, California.
The project consists of constructing a car wash, a lube service and an auto care facility. The
project's parking needs will be accommodated on-site. The daily and peak hour'trips expected
to be generated by this project have been estimated and added to the existing on -street traffic
volumes. Their impacts have been analyzed at a total of four key intersections in the vicinity of
the project.
The following material sets forth existing traffic counts, estimated trip generation, distribution of
generated traffic and capacity analysis at the key intersections. The intersection capacity and level
of service analysis was conducted for the existing 1999 conditions as well as projected 2000 and
2015 buildout conditions with and withoutthe proposed development.
This traffic study has been prepared in accordance with the Traffic Impact Study Guidelines of
� 1,
the City of Diamond Bar as well as the Congestion Management Program (CMP) guidelines of
Los Angeles County Metropolitan Transportation Authority (MTA).
1
The proposed Honda Car Wash and Auto Care Center development consists of constructing a car
wash facility (100 feet tunnel), a 3 -service stall lube facility, and a 6 -stall auto care facility.
Parking for the project will be provided on-site. A total of 3 fuel pumps (adjacent to and for use
by the lube facility) and a small auto -item store�in the customer waiting area) will also be
provided for the cpstomers' ancillary uses. The site is currently undeveloped, but used as a
parking/storage of vehicles owned by the adjacent Honda dealership. This use will be replace d
by an upper-level auto display area to be built as part of this project.
SITE LOCATION AND ACCESS
The project site is located on the west side of Grand Avenue adjacent to the north edge of SR-
57/SR-66 Freeways. Figure I shows the vicinity map and Figure 2 shows the proposed site plan
and the adjacent roadway system. Access to the site will be provided via two driveways - one on
Grand Avenue and the other on Old Brea Canyon Road. The driveway on Grand Avenu . e will
allow only right -turn in and right -turn out movements due to a raised median on Grand Avenue.
EXISTING STREETS AND CIRCULATION SYSTEM
Major north -south access to the project is provided by Grand Avenue. Major east -west access is
provided by SR-57/SR-60 Freeways, Valley Boulevard, Diamond Bar Boulevard and Golden
Springs Drive.
In the vicinity of the project, SR -57 (the Orange Freeway) is an 8 -lane access -controlled facility
which provides a primary transportation corridor linking the Central Orange County cities to the
south and the San Bernardino Freeway (I-10) and the Foothill Freeway (1-210) to the . north. The
interchanges of the freeway, located on Grand Avenue (both northbound and southbound), provide
direct access to the project site. SR -57 currently carries an average daily traffic (ADT) volume
of 188,000 vehicles per day (vpd) at Grand Avenue.
N
VS.
Ito
sl
17
t: tux -
X :Mu
LU
CLM
T ram
Ui
la
U') -;- -
Q
z
IL
w
I
Honda Auto Service and
Car Wash Pro?'ect
PROJECT SITE PL&N
ai� PTr.TTPR n9
SR -60 (the Pomona Freeway) is an 8 -lane access -controlled facility which provides a primary
transportation corridor linking the Central Los Angeles County cities to the west and the San
Bernardino and Riverside County'cities to the east. The interchanges of the freeway, located on
Grand Avenue (both westbound and eastbound), provide direct access to the project site. SR -60
currently carries an average daily traffic (ADT) y_Qlume of 203,000 vehicles per day (vpd) at
Grand Avenue..
SR -60 and SR -57 Freeways merge to the south of Grand Avenue interchanges and are one and the
same freeway until they diverge to the north of the Grand Avenue interchanges.
Grand Avenue is a major north-southarterial which functions as a primary thoroughfare between
the Cities of Diamond Bar and Chino Hills to the south and the City of Glendora near the Foothill
Freeway to the north. Grand Avenue is designated as a CMP (Congestion Management Program)
route between the SR -57 Freeway and San Bernardino County line. In the vicinity of the project
site, Grand Avenu e is a 4 -lane divided roadway. Grand Avenue south of Valley Boulevard
currently carries an ADT of 28,500 vpd and has a raised median.
Golden Springs Drive is a north -south thoroughfare in the vicinity of the project. The roadway
provides two lanes in each direction with a 2 -way left -turn lane in the median. All major
intersections on Golden Springs Drive are signalized.
Diamond Bar Boulevard is a north -south thoroughfare traversing the City of Diamond Bar,
approximately I mile to the east of this project. The roadway provides two lanes in each direction
with a raised median. Exclusive left -turn lanes are provided at most of the intersections on the
roadway. All major intersections on Diamond Bar BQulevard are signalized.
Valley Boulevard is a major east -west arterial street which provides a primary thoroughfare for
local traffic between the City of Industry to the west and the City of Pomona to the east. Within
the project vicinity, Valley Boulevard is a 4 -lane roadway with painted and raised medians
61
providing separation of directional traffic.
,zpproximately 20,000 to 30,000 vp
, i
Valley Boulevard. currently carries an ADT of
Figure 3 shows the existing lane configuration and traffic controls on the roadway system and key
intersections.
RECENT AREA TRAFFIC COUNTS
Traffic volume counts conducted at 4 key intersections and major roadways show typical peak
periods associated with major streets in commercial areas of the City of Diamond Bar. The counts
show a peak during the morning period and a peak during the evening period. Counts were
conducted manually at the intersections from 7 AM to 9 AM and also from 4 PM to 6 PM to
estimate turn ing movements during the peak hours. The average peak hour volumes were used
in this study in. calculating capacity and level of service at the intersections. Table I shows a
summary of peak period manual counts recently conducted at the intersections. -
Figure 4 shows existing 1999 on -street traffic volumes'at the key locations.
OTHER KNOWN RELATED PROJECTS
The City of Diamond Bar traffic impact study guidelines require that a traffic impact study must
include impacts from all other projects that I have been planned for development in the vicinity of
a project under study. A total of six other projects have been identified in the vicinity of this
project, based on a review of a number of recently prepared traffic studies, communications with
tile City of Diamond Bar and adjacent jurisdictions. A total of 3 projects are expected to be
constructed by year 2000. The remaining 3 projects: have been assumed to be in place by the
study buildout year 2015. In addition, a I % per year growth rate was assumed for existing traffic
volumes in order to estimate future background traffic volumes in the area. This would include
any small-scale projects to be planned in the near future as well as normal increases in traffic
No
RIT
Location
Count
Date
Direction
e e
v rag
Average
Daily
Daily
Volume
Volume
AM Peak Hour
AM Peak Hour PM Peak Hour
-iio-ur- Volume Hour Volume Counter
Hour Used
Grand Avenue SIO
Valley Boulevard
4GrandAvenu,
5/18/99.
NB
CA
SD
Both
I , 8
13,538
3 53
14,391
1 4 3 9 1
27 929
�7,929
-�T -15 --T 504 6:00
15 1 .504 6.00
---
7:00 935 4:45
-7:15 2,431 -
5:15
-92-
cr,;
3
1,188
-
2,054
24-hour
MacWne
Count
N/0
Grand Avenue NIO
SR -60 W/B Ramps
5/18/99
NB
SB
Both
1 3 762
13,762
14,632
28,394
7:15 1,492 6:
"92 6'00
7:00 959 4:45
9 9
j5 4-45
7:15 2,449 5:15
9
2 5 . 15
928
-
1,205
1 11 ro, 80
24-hour
MacWne
Count
Grand Avenue SIO
SR -60 E/B Ramps
5/18/99
NB
SB
Both
15,939
19,085
35,024
.15 1,460 5:00
7:45 1,088 5:15
30 �---T--
---T ,420 ()0
1,079
1,603
2,680
24-hour
Machine
Count
Grand Avenue E/O
Golden Springs Dr.
Grand Avenue E/O
Diamond Bar Bl.
5/18/99
-
5/18/99
NB
SB
18,60 7
13,415
-00
11:00
726
-
657
6
6:00
5 0
5:00
1,181
1,419
2 4 -110
I 0
24 clune
Ma
M
Co u
0
7untr
aa
cc
MC
2 4 _h
24-hour
0
11
Machine
ou
C n
Count
Both 32,022
NB 13,048
�B 25,568
Both 38,616
7-15
6:30
7:17
6:45
M7
2,118
--7735
7 35
1,407
1 ' 407
1 1
3,121
5
5:45
'45
5 - 4 0
2
2:45
3
5:30
--�-30
5
2,495
69
3 831
4,384
I
Grand Avenue @
SR -57/SR-60 W/B
Ramps
5/13/99
ttt
NB -
-15
7:15
1
1,733
5:00
1,128
1,31
Peak
Perio(
Period
M nu.
Manual
Count
Cou I
SB
EB
919
9
44
-
609
67
WB
..
584
Grand Avenue
SR-57/SR-60 E/B
Ramps
Grand Avenue @
Golden Springs Drive
Grand Avenue
e
10
Diamond Bar
B oulev r 5/25/99
oulevard
5/0/99
5/20*/99
NB
-SB
7: 15
7:15
'77:15
7:00
-
7,607
863
556
1,791
956
--7300
5,00
5:00
1, 61
' 26
670
670
Peak
Period
Manual
Count
EB
WB
NB
SB
5:00
959
Peak
Period
Manual
Count
--
-�,462
I , 462
EB
-
346
1,690
WB
N
NB
B
1,276
2,169
504
5:00
982
Peak
Period
Manual
Count
SB
B
MB-
529
1,663
E
897
-
1,846
-
832
W
WB
Counts conducted
---=
ted Traffic
6nsultants
RIT
volume because of potential population increases. This growth rate is consistent with the
projections provided by the Los Angeles County's 1997 CMP manual which shows an 18.8 %
increase in traffic volume betw6en 1992 and 2010 for the San Gabriel Valley area (project
location). The increase translates into a 0.96% per year ambient traffic growth for the study area.
Table 2 shows a list of other known related projects, and estimated traffic volumes to be generated
by these projects. The trip generation estimates shown are based on ITE trip generation rates . and
estimated trips as reported in the traffic impact studies (TIA) prepared for these projects. Figure
5 shows the location of the related projects. Figure 6 shows existing plus I % ambient growth plus
traffic from related projects.
TRAFFIc GENERATION
The daily and peak hour traffic volumes expected to be generated from the proposed project were
estimated based on the trip generation rates obtained from the Institute of Transportation
Engineers' (ITE) "Trip Generation", 6th Edition, published in January, 1997 and supplemented
by information from San Diego Association of Governments' "Traffic Generators Manual", 1996.
Table 3 shows the daily and peak hour trip generation rates and resulting volumes (trip ends) for
the project. It is estimated that the project will generate approximately 1, 140 new vehicular trip
ends per day on weekdays with 19 AM peak hour trips and 217 PM peak hour trips. The
estimated AM and PM peak hour volumes were used in intersection capacity and level of service
analysis. As shown on Table 3 the project will add an additional 13 vehicles arriving and 6
vehicles departing during the AM peak hour, and 97 vehicles arriving and 120 vehicles departing
during the PM peak hour.
TRAFFIc DISTRIBUTION
The expected project related traffic volumes were distributed onto the local roadway system based
on manual traffic counts, observation of peak hour traffic movements, characteristics of the
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location of Related
related projects table
f—I go
Auto k'�'ervwe
Wash Pro)'e c t
NG4 0
t sw""
Location of
Related Projects
Year 2000 Related Traffic Volumes
AM and PM Peak Hours
Table 3
TRIP GENERATION BY
EONDA CAR -WASH & AUTO CARE CENTEJ-X,'
nearby roadway system and the population distribution of the region.
Figure 7 shows the directional percentages of project trips on the local network and the project
related traffic distributed on the local roadway system for AM and PM peak hours. Figure 8
shows the total peak hou r volumes (existing traffic plus a I % yearly traffic growth plus related
projects and traffic from the project) at the key intersections for future 2000 conditions.
INTERSECTION CAPACITY ANALYSIS
The year 2000 was selected for project opening �bar impact analysis purposes. Analysis
assumptions include the following:
1 - The proposed project will be completed by late 1999 or early 2000 with traffic
E
(10%) - x Of Project Traffic @n segmen t
—3(10) - AM(PMIPodk Hour Traffic
in the I action Indicated
patterns and roadway configurations established. For the purposes of this study,
the year 2000 was considered as the opening year to determine project impacts.
2. Traffic volumes on the area streets will increase at a rate of 1 % per year due to
normal traffic growth and any other small-scale projects that may be planned in the
vicinity.
3. The intersection lane configuration and traffic control system will remain as
observed under existing conditions.
The intersection analysis was based on information obtained from manual counts of turning
movements andexisting lane configuration at the key intersections.
The intersections were analyzed for existing 1999 conditions as well as future 2000 conditions
with and without the proposed project. The analysis was conducted using the Intersection
Capacity Utilization (ICU) method. A computer traffic analysis software, TRAFFIX Version 6.8,
was utilized for intersection volume/capacity (V/Q ratio and level of service (LOS) calculations.
Table 4 presents a summary of results of the volume/capacity (V/Q ratio and Level of Service
(LOS) calculations for existing 1999 and projected 2000 AM and PM peak hour conditions with
and without project traffic at key intersections. See the Technical Appendix for details of the
LOS calculations.
17
INTERSECTION CAPACITY AND LEVEL OF SERVICE
WITH AND WITHOUT PROJECT (YEAR. 2000)
Future 2000
Future 2000
Intersection
Peak
Existing 1999
(Existing Plus
(Widi Other
Future 2000
ro ect
Project
Hour
-
Amb. Growth)
Projects)
(With Project)
Impact
ct
qVpja
V/C LOS
OS
V
V/C
/C
LOS
V/C
OS
LOS
-
V/C
V/C
LOS
/C
V/C
Grand Avenue and
SR-57/SR-60 WB
AM
0.754 C
C
0.760
0. 760
C
1.544
F
F
1. 607
1.607
ff
F
0. 127
PM
0.586 A
0.591
9
JD0.
A
0.791
C
0
0.804
D
0.013
Grand Avenue and
AiT'�-_928
E
0.936
9
E
1 3-33
_F
1.337
F
0.011
SR-57/SR-60 EB Ram Ps
PM
0 - .815
_�.
823
D
_E
1.071
F
1.103
F
0.032*
Grand Avenue and
AiT
972 E
0.981
.040
F
1.042
F
Golden Springs Drive
PM
0.865 D
0.873
D
0.926
E
0.933
E
.002
0.007
Grand Avenue and
AM
0. 910 E
0.918
E
0.956
E
.956
E
0
Diamond Bar Boulevard
p
1.062 F
1.072
F
.091
_F
.0 5
F
0.004
*Intersections expected to be impacted by Project.
PROJECT TRAFFIC IMPACT
The traffic impact of a project is measured in terms of increase in an intersection V/C ratio by
project related traffic. Acceptable minimum increases in V/C ratio are less than 0.040 within
LOS C, 0.020 within LOS D, 0.010 within LOS E or F. A significant impact, as indicated by
an increase in V/C ratio beyond the acceptable limits, must be mitigated by the developer of a
project in order to implement the development.
Using the results of ICU analysis, the increases in V/C ratio by the project -related traffic have
. , I
been determined at the key intersections, and shown in Table 4. Based on the above discussion,
two of the four key intersections analyzed show a significant impact due to the project in year
2000 when the project is completed. These intersections are:
Ift
Grand Avenue and SR-57/SR-60 Northbound Ramps
YEAR 2015 (BuiLDOUT) ANALYSIS
An analysis was conducted, for a scenario representing full buildout of the area, per the traffic
impact study guidelines of the City of Diamond Bar. Year 2015 was.selected for this purpose
since most traffic impact studies prepared for other area projects identified 2015 as the buildout
year. A total of three additional projects have been identified to be developed between 2000 and
2015 (see Table 3). The results of ICU analysis for this scenario are shown in Table 5. Figure
9 shows buildout conditions (existing plus 1 % per. year plus additional related projects) prior to
the addition of project traffic. Figure 10 illustrates total buildout conditions with the addition of
project traffic.
Table 5
INTERSECTION CAPACITY AND LEVEL OF SERVICE
WITH AND WITHOUT PROJECT (YEAR 2015)
M
Future 2015
Future 2015
Future 2015
Project
Peak
Existing 1999
(Existing Plus
(With
Other
(With Project)
Impact
Intersection
Hour
—LO
Amb. Growth)
—V/ —LO
Projects)
—V/ —LOS
V F
S
C
S
C
V/C
LOS
V/C
Grand Avenue and
AM
0.754
C
0.874
D
1.790
F
1.853
F
0. 127
SR-57/SR-60 W13 Ramps
pM
0,586
A
680
B
0.920
E
0.935
E
0.015*
Grand Avenue and
AM
—�M
0.928
E
1.076
F
1.549
F
1.553
F
0.011*
SR-57/SR-60 EB Ramps
. 15
D
0.945
E
1.313
F
1.341
F
0.032*
Grand Avenue and
AM
0.972
E
1.128
F
1.199
F
1.201
F
0.002
Golden Springs Drive
PM
0.865
D
1.003
F
1.142
F
1.149
F
0.007
Grand Avenue and
AM
0.910
E
1.056]
F
1.1211
F
1.121
ME
F
0
—FM
!IE.O6]2
F
E1.232
F
1.274 1
F
1.27
F
0.003
Diamond Bar Boulevard
*Intersections expected to be impacted by
Project.
M
2015 + Related + Project Volumeff�
Year 1. S
g
AM and PM Peak Hours
Ob
ID!
Cb
C,
CMIP TRANSPORTATION IMPACT ANALYSIS
The Los Angeles County Congeslion Management Program (CMP) guidelines require all CMP
monitoring intersections and arterial/freeway segments to be included in a project's traffic impact
analysis if the following conditions are met:
For CMP monitoring intersections, if the project adds 50 or more trips during
either the AM or PM weekday peak hours (of adjacent str eet traffic)
0 For CMP arterial segments, if the project traffic adds 50 or more peak hour trips
(total of both directions)
For mainline freeway segments, if the project traffic adds 150 or more trips in
either direction during either the AM or PM weekday peak hours
Accordingly, the arterial segment of Grand Avenue between SR-60/SR-57 and Golden Springs
Drive needed to be analyzed. This is a very short segment (approximately 300 feet), and
influenced by peak hour traffic conditions at the adjacent intersections of Grand Avenue/SR-60
Eastbound Ramps and Grand Avenue and Golden Springs 'Drive. These two intersections were
analyzed and the results are discussed in the. previous sections as part of the k ey intersection
analysis. Therefore, a separate analysis to meet the CMP requirements was deemed unnecessary.
MITIGATION MEASURES
The following mitigation measures have been identified to reduce the level of service at the
impacted intersections to an acceptable threshold LOS D:
V'A
Grand Avenue and SR-57/SR-60 Westbound Ramps: Provide an additional right -turn lane on the
off -ramp (resulting in two right -turn lanes) and an. additional through lane on the northbound
approach of Grand Avenue (resulting in three through lanes).
Grand Avenue and'SR-57/SR-60 Eastbound Ramps: Provide an additional left -turn lane on t's
southbound approach of Grand Avenue (resulting in two left -turn lanes) and an additional left -turn
lane on the eastbound off -ramp (resulting in two left -turn lanes).
Year 2013–M-aii—gaiM
Grand Avenue and SR-57/SR-60 Westbound Ramps: Provide an additional right -turn lane and
an additional left -turn lane on the off -ramp (resulting in two left -turn and right -turn lanes) and an
additional through lane on the northbound approach of Grand Avenue (resulting in three through
lanes).
Grand Avenue and SR-57/SR-60 Eastbound Ramps: Provide an additional left -turn lane on the
southbound approach of Grand Avenue (resulting in two left -turn lanes), an additional through and
a shared through -right turn lane on the northbound approach of Grand Avenue (resulting in three
through and a shared -right -turn lanes) and an additional left -turn lane on the eastbound off -ramp
(resulting in two left -turn lanes).
PROJECT RESPONSIBILITY
The proposed project will be required to contribute a failr-share towards the mitigation cost of the
intersections impacted by traffic from the project. The City of Diamond Bar uses the following
formula to determine the project's proportionate share of the cost of mitigation:
IN
Project Traffic
Project's Fair Share = ------------ — ------ — ---- — — --
Project Traffic + Other Project's Traffic
in using the above formula, the traffic volumes during the worst peak hour conditions were used.
The proposed mitigation measures, estimated cost of each measure (without right-of-way or bridge
widening costs) and the project's fair.share have been calculated and shown in Table 6.
Table 6
MITIGATION MEASURES AND PROJECTS FAIR SHARE
Intersection
Mitigation Measures
Estimated
Total Cost
I
Other
Project
Project
Project's
Project
F7ai
I r Share
Volume
Volume
Share
Cost
Year 2000 Mitigation
.
I W/B Right -turn Lane
$150,000
Grand/SR -57/SR-60
Westbound Ramps
I N/B Through Lane
Total
I S/B Left -turn Lane
�Iuuluoo
Orand/SR-57/SR-60
Eastbound Ramps
I E/B Left -turn Lane
$100,000
I N/B Through Lane
$260,000
785
12 1.51%
$6t926
Total
$460,000
Total
Cost
�170,000
$13,539
Year 2015 Mitigation (assuming 110 improvement
in 2000)
I W/B Right -turn Lane
$150 , 000
I W/B Left -turn Lane
$100,000
Grand/SR-57/SR-60
Westbound Ramps
1,768
22 1.23%
$6,268
I N/B Through Lane $260,000
Total
$510,000
1 S/B Left -turn Lane $100,000
I E/B Left -turn Lane
$100,000
Grand/SR-57/SR-60
.Eastbound Ramps
I E/B Through Lane
$260,000
1 N/B Through Lane
$260,000
1,023
12 1.16%
$11,362
1 N/B Through -Right Lane
$260,000
Total
$980,000
Total
Cost
$1,080,000
$17,630
24
CONCLUSION
The daily and peak hour traffic eseiinated to be generated from the proposed Honda Car Wash and
Auto Care Center is expected to impact two of the four key intersections analyzed. These two
intersections are: 1) Grand Avenue and SR-57/SR-60 Freeway Westbound Ramps, -and 2) Grand
Avenu e and SR-57/SR-60 Freeway Eastbound Ramps. Mitigation measures have been identified
to reduce the impacts . to an acceptable level for both Year 2000 (project opening year) and Year
2015 (area buildout year) cumulative traffic conditions. The project developer is expected to
contribute a fair share towards the cost of implementing the mitigation measures.
M
Tuff�nq Movemeni Count AnalysIs
PROJECT NAME:
PROJECT NO:
DATE:
99047X04
05.25.99
TIME
N -S STREET: Grand Awnue
0 0
E-WSTREET: DiamondBarBlvd
01 q
NL
PED COUNT
SL EL
WL
NORTHBOUND
_T_0Ff___fHR'6_j_RIGHT
SOUTH BOUND
LEFT _Y�HRU_ RIdHFT
N -S
TOTAL
EAST BOUND
WEST BOUND
LEFT THRU I RIGHT
E -1A
TOTAL
EFT
R I G H T
07:00-07:15
235
3081-8
0
—14
56
670
_66-
—60
23
12
282 19
452
9
0
3
0
07:15-07:30
225
3311
9
13
54 45
677
78
87
65
8
255 32
525
1
1
0
2
07:30-07:45
220
3051
ig
—36
52 57
686
69
131
61
18
242 27
548
1
2
1
2
07:4548:00
184
2961
32
41
78 34
665
84
132
51
28
192 14
501
2
2
0
0
o8!00*8:15
1---- 0T___0j
275
T24
42.
79. 42
635.
88
112
50
36
160 35
481
2
0
3
01 01
08:15-08:30
140
14
247
23
3217
1021 37
Sal
611
891
43
32
1391 14�
378
8
31
21
9
08:30-08:45
131
2133
22
291
741 28
517
551
79
35
231
821 26
300
51
1
1
0
08:45-09:00
141
234
17
1
451
891 29
-i-55
661
107__
45
211
951 11
345
VVR
65
41
21
1100-11 15
0
0 0
0
01 q
0
0
01 0
0 01
q
0
0
0
0 0
11:15-11:30
0
0 0
0
0 0
0
0
01 0
0 0
0
0
0
0
0 0
11:30-11:45
0
0 0
0
0 0
0
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0 0
0
0
0
0
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11:45-12:00
0
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0
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0
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12!00-12:15
0
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S.T2 � 0
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12:30-12:45
1---- 0T___0j
0
46
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— 0 0
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0
_11 4 0
75 246 191
2 F_
01. 0
12:45-13:00
0
01 01
1
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0
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01 01
01
0
981
12OF 18[
654
16.(>0-16,15
79
107 17
611
2521
381
554
57
2191
ill
60
951 131
557
2
9
4 9
16'l 5.16.30
93
100 11
62
1981
30
494
63
214
176
62
104 25
644
0
1
5
1630 1645
90
123 14
63
244
68
602
60
223
144
55
106 19
607
2
4
6 2
16 4 5.17:00
100
151 13
55
245
49
613
61
220
167
88
130 13
685
3
0
3 1
17.DO-17:15
96
113 14
39
277
46
585
64
235
161
80
108 12
660
0
1
2 4
�7 15-17 30
17 W_. �7 45
101
__100_
137 13
�1251 14
49
56
346
2Y5
45
47
691
ii�
46
204
206
75
113 , 15
659
0
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0
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75 246 191
2 F_
71 102 20
705
17 A5 1660
—184
156 1
76
i4—
49
48
7421
_5
561
197 [
1 C, 5
981
12OF 18[
654
0
0
5
5 0
PEAK -HOUR VOLUME ANALYSIS
287
410
200
CALCULAIED
EL
ET
ER
192
SR
NL
864
PEAK HOUR
233
ST
07:DOM:00
NT
1240
VOLUMES
104
SL
NR
65
-AM
WR
wr
W1
92
Wl
66
ADJUSTED
EL
ET
ER
PEAK
SR
NL
HOUR YQLUMES-AM
ST
NT
SL
NR
WR
WT
WL
CALCUL6TED
PEM HOU13
Y.QLUbdES-NQQN
60JUSTED
PEA9
HOUR YQLUMES-NOQN
0
0
a
SR
ST
SL
SR
, ST
SL
0
EL
WR
0
EL
WR
0
ET
11:00-12:00
WT
0
ET
WT
0
ER
WL
0
ER
WL
NL
NT
NR
NL
NT
NR
0
0
0
C6LQULATEQ_RE6K
106
HOUR
1257
YOLUMES-PM
220
;6K
HOUR VOLUMES
-EM
SR
ST
SL
SR
ST
SL
241
EL
VVR
65
EL
WR
882
ET
17:DD.18:00
WT
443
ET
VVT
723
ER
"IL
324
ER
vvL
NL
NT
NR
NL
NT
NR
401
525
56
Turning Movernent Count Analysis
PROJECT NAME:
PROJECT NO: 9904701
DATE: 05/20M
11:00-11:15
-il 15-11 �3O
:I0 4_
30-1145
1 ]
11
7]45-1200
-12:15
1� 15-12 30
T2 30-12 45
12 45-13:00 1
WSSTREET:
0 0
0
0 0
0
0
0
0 01
0 0
GrandAvenue
0 a
0
0 G
0 a
0
0 o
0 0
0
0
0
0
0
0
-0
0
;;;;;!::!� 0
u
0
0
0
0
0
0
E-WSTREET: Golden
Springs Dnve
0
0
----------
0
0 0
0
-0
0
01
__7_0
__�,o
0
u
0
TIME
—1
PED COUNT
—0
2 1
— NORTH BOUND
SOUTH BOUND
N -S
TOTAL
EAST BOUND
WESTBOUND
WESTBOUND
E*%A
EAA
TOTAL
TOT L
LIFF_TT_THR_UrR1GH_T
LEFT THRU RIGHT
_L —EF—TFT-H _RR 'U -TR I -GH T
T
LEFT THRU RIGHT
67000-7.15
ZT-7—'.15-07.30
T7.530-07-.45
_67T__'45.�08.00
Za 00-0-8.15
_T68—:15-08:30
TO. -30-08 45
(TO -45-09'.00
-A-
113
173
118
170
150
138
102
821
2Z.1
241
313
325
258
265
273
248
2321
11
5
9
4
4
a
—7
27
26
41
49
37
55
64
41
79
71
78
123
131
123
127
130
82
70
91
151
104
- 93
553
654
650
69
738
697
_645
_5o5
21 15 11
2 1 "1
16 15 22
25 28 14
I
20 42 3 0
1
31 33 42
32 32 32
1
21 21 —28
24 M-34 — 7
9
9
22
17
31
22
16
11
, ,
XLEFA
214
205
212
213
180
114
63
9,
59
Be
89
88
109
70
62
50
329
329
368
405
-
432
417
296
2
2 6 1
—0
—0
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—3 0
2 0
0
0 0
0
0 0 0 0
0 0 1 0
— _1
0 1
11:00-11:15
-il 15-11 �3O
:I0 4_
30-1145
1 ]
11
7]45-1200
-12:15
1� 15-12 30
T2 30-12 45
12 45-13:00 1
0
0
_0
0
0
0
0
0
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0
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nuo :�:;o
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1&00-16.15
35
1
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511
91
34
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25
6 �1516 30�
50
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159
27
67
190
41
534
62
155
—95
45 47
44
1630-1645
51
168
23
68
194
35
539
67
IDU
110
20 42 49
36
42::
4511
T6 45-17 00
52
167
21
60
218
41 559
63
162
128
ET
_i7 00-17 15
39
176
22
68
238
42 585
82
185
—118
ZI 70 _5 a
49,
1 � 17 30
40
161
20
242
31 554
87
vvr —
—159
36 49
51(
NT NR
49
1
331
78
261
6671
236
201 70 4B
___52
62(
—
NL
NT
77
187
137
291 F 34
51f
17 45-18 00
166
28
89
241
5 —
615
861
1851
1511
u�l
0
PEAK -HOUR VOLUME ANALYSIS
u
0
01 0
u
n 0
n 0
0
400
v
u
0
0
u
0
0 0
0
400
403 153
SR
ST St.
100
EL
WR
374
SR
ST
SL
118
ET
07:15-08:15
wr
810
EL
ET
vvR —
128
ER
"IL
92
vvr —
NL
NT NR
ER
WI. —
NL
NT
NR
611
1161 19
CALCULAIED
0
REAK HQUE
0 0
AK
SR
ST SL
0
EL
SR
ST
St.
WR
0
EL
WR
0
ET
11:00-12:00
W7
0
ET
77
0
ER
WL
0
wr
NI.
NT NR
ER
NL
NT
NR
0
0 0
6DJUSTED
PEAK
185
. 982 295
H
SR
ST SL
332
EL
WR
176
SR
ST
SL
793
ET
17:00-18:00
WT
226
EL
WR
565
ER
'm
102
ET
wr
NL
NT NR
ER
%,VL
NL
NT
' NR
167
689 103
PROJECT NAME:
PROJECT NO:
DATE:
9904743
05113199
TIME
N -S STREET: -Grand Avenue
E.WSTREET: SR-60EBRarn
0
NL
PED COUNT
SL EL WL
NORTH BOUND
SOUTH BOUND
N -S
EAST BOUND
WEST BOUND
E."
___'THRU I
TEFT
LEFT THRU
RIGHT
TOTAL
"'T THRU GHT
LEFT
FWFd-H—T
LEFT fHkU RIGHT
TOTAL
,
.w.o7.15
=
—297
77
66
92
0
532
68
0
'9
39
0
0
07
107
E14
0
0
0
0
--67.15-07 30
0
'341
103
58
128
0
630
114
0 0
34
0
_0
0
01 0
FiE�
148
� _80
0
0
0
—0-0
0
-677---
.30�07,45
0
290
F6
—
63
iji
0
570
161
M34
0
19
19
0
0 0
I go
�
0
0
0
0 0
(5-7-4_,, 0-8 0()
—0
313
T6
78
187
0
654
134
0
'o
10
0
0 0
144
0
0
0
0
-68 00 _08 15
0
300
go
48 1
170
0
616
73
0
ill
01
0 0
_4
0
0 0
01
0
0
08:15-08*30
0
320
82
491
157,
0
608
74
o
i 1
0
0 0
85
0
01
0.
0
30-0:84[L-0
2701
0
r
8:7
431
1
1801
ET
5801
J1,85-1
57
0
7
—18
0
_+�o
I ___O��_
wr
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0
__
2311
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571
1731
0
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NL
NT
NR
1100-11 15
01
01 0
0
al 0
0
0
0 u
0
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0
0
0
0
—
TI'715-11 30
0
0 0
0
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0
a
0 0
0
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0
0
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1 30-11 4 5
0
0 0
0
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1 45-12 00
0
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0
0
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0
0 0
0
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212 0
0
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0
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0
0
0
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12 15-1230
0
0 0
0
0 0
0
0
0 0
0
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—
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0 0
T2 30-12 45
0
0 0
0
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0
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0
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6
V2 45-13 00
01
0 0
0
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0
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0
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0
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0
0
0
01 0
16.00-16:15
0 240 120
54
1761 0�
590
47 01 53
0 01 01
100
0
01 U
0
15-16 30
0
212
106
60
171 01
549
55
0 48
0
0 0
103
0
01 0
0
_�6 30-16 45
0
211
133
53
174 0
571
62
0 49
0
0
0 0
ill
0
0 0
0
1645-1700
0
249
120
87
215 0
671
45
0 68
0
EE
0
0 0
113
0
0 0
0
�_700 17-15
17 15-1736
17 30-17 45
—0
210
97
81
212 0
600
58
0 72
0
0
0 0
130
0
0 0
0
0 228 115
- ___ 1 - —
01 K2 12'5
86
209 0
0
6381
687
71 01 93
_ _ -
78 0
0 0
164
0
____
o
0 0
-*--' - __-6
o
0
-
0
0
_2
-i-
76
1745-18.00
0!
121.
731
2701 0
6361
79
01 122
0
0 01
01
io i
0 0
6
PEAK -HOUR VOLUME ANALYSIS
CALCULATED
EEAK HOUB
VOLUME5-AM
ADJUSTED
PEA9
HQUB YOLUMES-AM
0
616
247
SR
ST
SL
SR
ST
SL
482
EL
W R
0
EL
VVR —
0
ET
07:15-08:15
VVT
0
ET
WT —
74
ER
WL
0
ER
VVL —
NL
NT
NR
NL
NT
NR
0
1244
363
CA CULAIED
0
PEAK HQUI3VQLUMES-NQON
0
0
ADJU51
DPE6KHQURYQLUMES-NQQ
SR
ST
SL
SR
ST
SL
9
EL
WR
0
— EL
WR —
0
ET
11:00-12:00
wr
0
— ET
wr
0
ER
wl.
0
— ER
WL —
NL
NT
NR
NL
NT
NR
0
0
0
—
CALCULAIED
eEAK HQUB
VOLUMES
-PM
ADJUSTED
PEAK
HQQR VOLUMES
-PM
0
932
329
SR
ST
SL
SR
ST
SL
286
EL
WR
0
EL
V,/R _
0
ET
17:00-18:00
WT
0
ET
WT
384
ER
WIL
0
ER
WL —
NL
NT
NR
NL
NT
NR
0
842
458
T—ing Mmffvont Comt Anatysis
PROJECT NAME:
PROJECT NO: 9904702
DATE: 05113/99
TIME
T7 00-07.15
-67 1 —t-07'.30
67 30 _07A 5
T7 45-0-8 00
08:00-08:15
TS_�_15_-0830
_C8 30-0-8 45
08:45-09:00
N-SSTREET: GrandAvwm
0
0
0
0 0
0
0
E-WSTREET: SR.60WBRa TP/Old Brea
0
0 0
0 0
0 0
0
0
0 0
0 0
—0-0
—0
—0
—0
1
-f:--
0
PED COUNT
0
1
_0 0
0 0
—0 0
0 0
0 0
0 0
0
!Lo
—0
0
0
0
0
0
0
ol
2
NORTH.BO - LIND
SC�UTH B NO
SOUTH LIND
OIL
.6
— - _j�IGHT
_[E _FT -THFiG
N -S
WS
TOTAL
TOTAL
559
559
681
�698
699
574
5741
7 1
EAST BOUND
VIEST 130
WEST 13OUND
E_'A
E*
TOTAL
TOTAL
92
92
105
128
248
172
1
1
177
�TH�RG �iGHT
LEEI
lij W4
4 156
11 155
10 346 97
7 345 93
15 254 1 07
15 241 133
14 1 5 1261
20 193 Be
THR R fGHT
89
89 lo6 1
81 138 3
99 142 4
92 159 3
: i 1
7
1 1 126 1
65 113WS
4
681 1171 -q-5211
LEFT THRU IG HT
2 1 2
3 6 5
3 5 5
2 4 3
2 4 2
4 1 11
__T3 51-4 I__1_05
—
JIND —
LEFT — U F�JdHTT
�HRU RdHT
51
51 2 34
4 0
40 4 47
48 5 62
98 1 140
92 1 71
_62�__18252:
60
'o
0
11:00-11:15
Tl___15_1l 30
_1
11 3 0-1-11 4 5
1 4 5-1-2 00
T2 00-12 15
T2 �_1512 3O�
12:30-12:45
0
0
0
0
0
0
0
0
0
0 0
0
0
0
u
0
0
0
u
0
0
0
0 0
0 0
0 0
0
0
0 0
0 0
0
0
ol
0
0
— -
50
0
0
0
E 00
0
5-0
—0
0 0
0 0
0
EOO —
o
0
=0
u
u
—0
u
0
0
o
0
0 0
0 q
0 0
0 0
OT
0 0
0 0
0 0
v
0 0
0
0
0
u
0
H
0
0
0
0
0
"
ol
L=I—
0
0
—
0
-0
—0
0
0
0
0
-0
-0
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—0
ol
u 0
0 0
-0 -0
-0
—0 0
0
—0 —0
01
0 ol ol
oi-ol
16.00-16.15
T6 15 1-6 30
1630-1645
___
_16
2
-6
iJ
'
!=I
141
149
154
128'
117
10 6
75 201 5
91 185 3
562
551
534
7 9 4 2 47
4 11 33
4 5 ito 41
a
9
45 -17 -.Dl)
1700 1-7 15
T7_1 5.17-30
i F3�6-_l �_5
12
13
2
--,7F—
121-153T-921-68
162
145
—176
q
1-9 4
0
11
11 7
11
104
—9
jut
1
1
AA 3
609
602
666
—6:iF-91
.5
2
u
4
3
4
10
04
J4
5A
4 75
13!
13!
5
94 236 3
210 1
—5361
71 6 6 84 3 631
3 3 7 129 5 a?
16�
—99-C
PEAK -HOUR VOLUME ANALYSIS
10
19
15
0
o o
o
0
PEAK
565 343
ST SL
07:15-08:15
NT NR
1238 452
0 n
0
0
0
u
U a
0
.6
W�o
a
—
0
u
u n
0
0
0
v
0
0 0
0
0 0
0
0 0
0
0
0
1
0
10
19
15
QALQULATED
EL
ET
ER
11
SR
NL
43
PEAK
565 343
ST SL
07:15-08:15
NT NR
1238 452
vvR
WT
VVL
—
320
11
27.
278
T___7
ADJUSTEQ
EL
ET
ER
PEAK
SR
NL
Hot IR
ST
NT
Vp
SL
NR
WR
vvr —
Wt. _
CALCULMED
0
PE6K Hot I
* 0 0
SR
ST SL
0
EL
SR
ST
SL
WR
0
EL
WR
0
ET
11:00-12:00
wr
0
—
0
ER
WL
0
ET
WT —
ER
vvl
NL
NT NR
—
NL
NT
NR
0
0 0
6=5IE
PAK
956 351
SR
ST SL
20
EL
SR
ST
SL
VVR
278
EL
16
ET
17:00-18:Do
wr
13
WR —
31
ER
wt
293
ET
wr —
ER
vlt
WL
NL
NT NR
—
54
668 4D6
NL
NT
NR
WeatK:?r :
ACCUTEK
Counted by:
21114
TRIGGER
LANE
Site Code : 000000258251
Board V
DIAMOND
BAR,
CA 91765
Start Date: 05/18/1999
Other
PHONE (909)595-6199,
FAX (909)595-6022
FiLe I.D. 258251
no I me :GRAND
A
Direction i
va e
—street
Begin
------
NB
------ >< ------
SB
------
><
------ Ccqrbined
------
>
Tuesday
Time
A.M.
P.M.
A.M.
P.M.
A.M.
P.M.
12:00 05/18
31
131
30
211
61
342
12:15
32
181
29
185
61
366
12:30
27
174
16
218
43
392
12:45
22
112
191
67-7
17
92
212
826
39
204
403
1503
01:00
23
180
19
208
42
388
01:15
13
218
10
206
23
424
01:30
20
190
5
218
L 25
408
01:45
9
65
165
753
6
40
202
834
15
105
367
1587
02:00
15
168
7
194
22
362
02:15
11
168
8
226
19
394
02:30
9
174
6
210
15
384
02:45
7
42
218
728
11
32
248
878
18
74
466
'1606,
03:00
5
217
5
251
10
468
03:15
9
231
14
265
23
496
03:30
8
194
13
239
21
433
03:45
7
29
211
853
10
42
280
1035
17
71
491
1888
04:00
6
206
7
239
13
445
04:15
9
162
14
249
23
411
04:30
15
168
is
259
30
427
04:45
32
62
207
743
26
62
285
1032
58
124
492
1775
05:00
20
200
35
280
55
480
05:15
46
204
53
313
99
517
05:30
56
236
65
310
Iv
546
05:45
84
206
230
870
103
256
264
1167
187
462
494
2037
06:00
90
202
122
295
212
497
06:15
119
216
174
264
293
480
06:30
169
263
170
258
339
521
06:45
197
575
242
923
192
658
221
1038
389
1233
463
1961
07:00
252
199
218
215
470
414
07:15
330
165
249
236
579
401
.07:30
424
139
241
181
665
320
07:45
429
1435
127
630
227
935
178
810
656
2370
305
1440
08:00
321
143
210
193
531
336
08:15
272
116
206
160
478
-
276
08�30
252
113
188
180
440
293
08:45
229
1074
121
493
179
783
154
687
408
1857
275
1180
09:00
207
123
201
157
408
280
09:15
188
119
182
126
370
245
09:30
177
98
167
146
344
244
09:45
183
755
88
428
170
720
Ill
540
353
1475
199
968
10:00
188
92
193
92
381
184
10:15
196
78
180
81
376
159
10:30
277
77
189
76
466
153
10:45
272
933
70
317
166
728
57
306
438
1661
127
623
11:00
185
45
209
55
394
100
11:15
149
47
151
24
300
71
11:30
175
56
175
30
350
86
11-45
151
660
27
215
750
31
140
3�6
1410
58
315
Totats
5948
7590
5098
9293
11046
16883
Day TotaLs
13538
14391
27929
Sptit %
53.8%
44.9%
46.1%
55.0%
Peak Hour
07:15
06:00
07:00
04:45
07:15
05:15
VoLLffne
1504
923
935
1188
2431
2054
P.H.F.
.87
.87
.93
.94
.91
.94
Weather
I
ACCUTEK
Counted
by:
21114
TRIGGER LANE
Board
Site Code : 000000238261
Other
DIAMOND BAR, CA 91765
Start Date: 05/18/1999
Strcct
PHONE
(909)595-6199,
FAX (909)595-6022
Fil. Y n '=DnX 4
1LIJ RAMP
Direction 1
Begin
Time
B
------ >< ------
so
------ >< ------
C(xpbined
...... >
p
Tuesday
A.M.
_,p.
m.
— . 'A.M.
P.M.
A m
12:00 05/18
32
144
31
227
63
371
12:15
33
181
32
189
65
370
12:30
28
191
17
219
45
410
12:45
22
115
180
696 18
98
223
858 40
213 403
1554
01:00
22
191
19
213
41
404
01:15
17
218
10
215
27
433
01:30
15
J95
5
213
20
408
01:45
11
65
173
777 6
40
202
843 17
105 375
1620
02:00
18
178
7
207
25
385
02:15
169
8
241
16
410
02:30
186
7
214
18
400
02:45
4
41
218
751 8
30
243
905 12
71 461
1656
03:00
5
219
7
270
12
489
03:15
8
215
12
257
20
472
03:30
9
189
12
251
21
440
03:45
6
28
225
848 12
43
304
1082 18
71 529
1930
04:00
6
202
6
249
12
451
04:15
11
162
14
262
25
424
04:30
17
185
15
260
32
445
04:45
29
63
194
743 26
61
288
1059 55
124 482
1802
05:00
23
203
32
289
55
492
05:15
54
225
54
314
108
539
05:30
65
233
66
314
1�1
547
05:45
105
247
229
890 100
252
268
1185 205
499 497
2075
06:00
106
218
122
307
228
525
06:15
142
209
171
269
313
478
06:30
173
269
164
260
337
529
06:45
202
623
232
928 192
649
222
1058 394
1272 454
1986
07:00
267
184
220
209
447
393
07:15
317
166
252
238
569
404
07:30
427
136
240
181
667
317
07:45
440
1451
130
616 247
959
181
809 687
2410 311
1425
08:00
308
131
218
191
526
322
08:15
266
130
195
160
461
-- 290
08:30
268
107
185
175
453
282
08:45
254
1096
114
482 181
779
153
679 435
1875 267
1161
09:00
197
117
201
153
398
270
09:15
206
118
192
134
398
252
09:30
189
93
18.2
139
371
232
09:45
177
769
97
425 184
759
110
536 361
1528 207
961
10:00
214
83
200
94
414
177
10:15
219
82
179
83
398
165
10:30
282
78
200
73
482
151
10:45
252
967
69
312 158
737
61
311 410
1704 130
623
11:00
178
51
209
57
387
108
11:15
144
46
155
24
299
70
11:30
178
49
179
29
357
78
11:45
11511
651 _
32
171 1�
_L 216
719
31
141 3�7
1410 63�
319
Totals
6116
7646
5166
9466
11282
17112
Day Totals
13762
14632
S21it %
—54.2%
44.6%
5.7%
55.3%
28394
Peak Hour
' 07:15
06.-00
07:00
04:45
07:15
05:15
Volume
1492
928
959
1205
2449
2108
P.H.F.
.84
.86
.95
.95
.89
.96
Weather :
ACCUTEK
,,Counted by:
21114
TRIGGER
LANE
Site Code : 581810258271
Board
DIAMOND
BAR,
CA 91765
Start Date: 05/18/1999
nth—
P"nmp tQnQ)s9S-Al,9Q,.-,FAY
f9n9lS95-6nl?2
Fille I -ID— 758271,
Street name
:GRAND
AVE. S10
SR -60
EB RAMP
—
Direction 1
Paue
Begin <
------
NB
...... >< ------
so
------
><
------ Combined
------
>
Tuesday
Time
A.M.
P.M.
A.M.
P.M.
A.M.
P.M.
12:00 05/18
26
205
51
265
77
470
12:15
19
207
58
277
77
484
12:30
30
247
32
240
62
487
12:45
21
96
181
840
40
181
275
1057
61
277
456
1897
01:00
25
193
32
279
57
472
01:15
16
167
32
272
48
439
01:30
16
185
21
268
37
453
01-45
13
70
194
739
25
110
253
1072
38
180
447
1811
02:00
10
173
22
256
32
429
02:15
18
205
23
287
41
492
02:30
11
209
20
259
31
468
02:45
8
47
222
809
16
81
300
1102
24
128
522
1911
03:00
10
233
15
338
25
571
03:15
16
251
22
322
38
573
03:30
15
230
11
325
26
555
03:45
13
54
215
929
13
61
325
1310
26
115
540
2239
04:00
23
241
11
279
34
520
04:15
36
250
11
330
47
580
04:30
42
264
20
336
62
600
04:45
55
156
226
981
22
64
321
1266
77
220
547
2247
05:00
98
293
32
383
130
676
05:15
145
291
54
410
199
701
05:30
160
242
71
418
231
660
05:45
189
592
253
1079
120
277
390
1601
309
869
643
2680
06:00
230
245
101
385
331
630
06:15
248
205
124
403
372
608
06:30
283
257
152
383
435
640
06:45
286
1047
225
932
214
591
384
1555
500
1638
609
2487
07:00
330
181
207
388
537
569
07:15
375
179
210
396
585
575
07:30
383.
166
200
304
583
470
07:45
357
1445
134
660
258
875
266
1354
615
2320
400
2014
08:00
345
142
275
282
620
424
08:15
316
132
286
784
602
-
416
08:30
305
130
269
244
574
374
08:45
266
1232
130
534
247
1077
229
1039
513
2309
359
1573
09:00
252
128
230
245
482
373
09:15
264
144
220
247
484
391
09:30
241
121
215
234
456
355
09:45
215
972
126
519
199
864
202
928
414
1836
328
1447
10:00
201
140
215
174
416
314
10:15
211
133
188
175
399
308
10:30
207
87
201
139
408
226
10:45
187
806
66
426
194
798
140
628
381
1604
206
1054
11:00
215
59
223
109
438
168
11:15
176
57
192
76
368
133
11:30
208
44
216
84
424
128
11:45
180
779
35
195
236
867
58
327
41'6
1646
93
522
Totats
7296
8643
5846
13239
13142
21882
Day Totats
15939
19085
35024
split %
55.5%
39.5%
44.4%
60.5%
Peak Hour
07:15
05:00
07:45
05:15
07:30
05:00
Vo I ume
1460
1079
1088
1603
2420
2680
P.H.F.
.95
.92
.95
.95
.97
.95
Weather
ACCUTEK
v
Counted
by:
21114
TRIGGER LANE
Site Code : 000000258281
Board
DIAMOND
BAR, CA 91765
Start Date: 05/18/1999
Other
PHONE
(909)595-6199,
FAX (909)595-6022
File I.D. 25R;),Al
1-3-1" UULUrN W -MM.-
13AR
Direction 1
Beg i n
'c ------
NB
------ >.c
------
SB
------ >< ------
Combined
------ >
Tuesday
Time
_A.M.
M.
M.
P.M.
12:00 05/18 26
240
36
188
62
428
12:15
23
226
40
156
63
382
12:30
30
273
19
164
49
437
12:45
25
104
232
971
25
120
189
697 50
224
421
1668
01:00
27
240
23
188
50
428
01:15
15
250
25
173
40
423
01:30
10
223
10
184
20
407
01:45
15
67
234
947
18
76
, 189
734 33
143
423
1681
02:00
11
226
.15
185
26
411
02:15
12
265
11
210
23
475
02:30
9
252
11
189
20
441
02:45
9
41
285
1028
12
49
237
821 21
90
522
1849
03:00
10
293
9
258
19
551
03:15
17
296
11
243
28
539
03:30
22
268
7
260
29
528
03:45
12
61
257
1114
7
34
250
1011 19
95
507
2125
04:00
20
246
9
255
29
501
04:15
36
270
2
281
38
551
04:30
51
281
10
267
61
548
04:45
62
169
221
1018
6
27
282
1085 68
196
503
2103
05:00
130
266
11
326
141
592
05:15
199
262
14
356
213
618
05:30
203
271
21
352
224
623
05:45
249
781
263
1062
36
82
385
1419 285
863
648
2481
06:00
294
265
32
313
326
578
06:15
364
284
46
340
410
624
06:30
364
352
55
293
419
645
06:45
380
1402
280
1181
78
211
332
1278 458
1613
612
2459
07:00
404
261
79
288
483
549
07:15
453
239
87
297
540
536
07:30
438
197
104
260
542
457
07:45
431
1726
198
895
118
388
198
1043 549
2114
396
1938
08:00
360
185
127
206
487,
391
08:15
387
180
117
247
504
427
08:30
307
170
116
191
423
361
08:45
305
1359
146
681
126
486
183
827 431
1845
329
1508
09:00
264
144
130
158
394
302
09:1 5
290
141
115
184
405
325
09:30
263
140
136
162
399
302
0:45
218
1035
129
554
116
497
155
659 334
1532
284
1213
10:00
201
143
135
127
336
270
10:15
231
133
118
128
349
261
10:30
226
92
138
93
364
185
10:45
217
875
93
461
120
511
110
458 337
1386
203
919
11:00
215
66
143
79
358
145
11:15
205
58
170
52
375
110
11:30
224
49
174
61
398
110
11:45
222
AAA
'<A
170
657
53
245 L__�,9�
1523
89
454
Totals
8486
10121
3138
--
10277
11624
20398
Day Totals
18607
13415
32022
S21it %
73..0%
49.6%
27.0%
50.3%
Peak Hour
07:00
06:00
11:00
05:00
07:15
05:45
Volume
1726
1181
657
1419
2118
2495
P.H.F.
.95
.83
.94
.92
.96
.96
Weathe�- :
ACCUTEK
Counted by:
21114
TRIGGER
LANE
Site Code : 000000258291
Board
DIAMOND
BAR, CA 91765
Start Date: 05/18/1999
Other
PHONE
(909)595-6199, FAX (909)595-6022
FiLe I.D. 258291
Street name
:GRAND AV
DIAMOND
BAR
BLVD.
DirectiLon
I
_
Begin
------
NB
------ ><
......
SB
------
>< ------
Combined
------ >
Tuesday
Time
A.M.
P.M.
A.M.
P.M.
A.M.
P.M.,
12:00 05/18
20
121
38
164
58
285
12:15
17
124
54
200
71
324
12:30
13
137
24
213
37
350
12:45
17
67
146
528
28
144
193
770
45
211
339
1298
01:00
11
138
23
205
34
343
01:15
10
139
29
208
39
347
01:30
8
166
12
226
20
392
01:45
W
39
158
601
18
82
227
866
28
121
385
1467
02:00
4
161
16
250
20
411
02:15
7
174
16
272
23
446
02:30
6
173
11
271
17
444
02:45
6
23
224
732
10
53
311
1104
16
76
535
1836
03:00
6
221
10
352
16
573
03:15
8
230
14
347
22
577
03:30
13
194
9
390
22
584
03:45
12
39
206
851
14
47
365
1454
26
86
571
2305
04:00
11
204
12
335
23
539
04:15
19
217
14
402
33
619
04:30
34
156
28
554
62
710
04:45
38
102
156
733
39
93
670
1961
77
195
826
2694
05:00
106
170
89
740
195
910
05:15
147
186
136
718
283
904
05:30
195
127
183
954
378
1081
05:45
242
690
128
611
235
643
1048
3460
477
1333
1176
4071
06:00
292
136
295
909
587
1045
06:15
390
162
304
920
694
1082
06:30
416
164
309
903
725
1067
06:45
445
1543
130
592
350
1258
810
3542
795
2801
940
4134
07:00
447
107
331
647
778
754
07:15
427
117
365
519
792.
636
07:30
407
115
349
447
756
562
07:45
386
1667
94
433
359
1404
396
2009
'745
3071
490
2442
08:00
302
95
334
375
636
470
08:15
298
83
324
380
622
-
463
08:30
271
80
316
353
587
433
08:45
233
1104
73
331
273
1247
253
1361
506
2351
326
1692
09:00
187
69
221
272
408
341
09:15
219
65
249
239
468
304
09:30
162
62
208
250
370
312
09:45
166
734
63
259
184
862
239
1000
350
1596
302
1259
10:00
144
50
157
198
301
248
10:15
139
50
178
151
317
201
10:30
136
49
153
122
289
171
10:45
155
574
36
185
182
670
120
591
337
1244
156
776
11:00
141
25
178
93
319
118
11:15
115
25
158
67
273
92
11:30
134
20
173
42
3Q7
62
11:45
139
529
11
329
Totats
7111
5937
7202
18366
14313
24303
Day Totats
13048
25568
38616
Sp[it %
49.6%
24.4%
50.3%
75.5%
Peak Hour
06:30
02:45
07:15
05-30
06:45
05-30
Vo t ume
1735
869
1407
3831
3121
4384
P.H.F.
.97
.94
.96
.91
.98
.93
99065EAM.IN Thu May 27, 1999 14:09:41 Page 1-1
------------------------------------------ -------------------------------------
HONDA CAR WASH AND AUTO SERVICE PROJECT
AM PEAK
EXISTING CONDITIONS
--------------------------------------------------------------------------------
Impact Analysis Report
Lqvel Of Service
Intersection Base Future Change
Del/ V/ -Del/ V/ in
LOS Veh C LOS Veh C
# 3 GRAND AV AND 60 FRWY WB RAMPS C 17.5 0.454 C 17.5 0.754 + 0.000 V/C
# 5 GRAND AV AND 60 FRWY EB RAMPS E 30..5 0.928 E 30.5 0.928 + 0.000 V/C
# 6 GRAND AVE AND GOLDEN SPRINGS E 47 .5 0.972 E 47.5 0.972 + 0.000 V/C
ff 34 GRAND AVENUE AND DIAMOND BAR B E 36 .1 0.910 E 36.1 0.910 + 0.000 V/C
Traffix 6.8.0113 (c) 1997 Dowling Assoc. Licensed to TRANSTECH, Walnutf CA
99065EAM.IN . Thu May 27, 1999 14:09:41 Page 2-1
--------------------------------------------------------------------------------
HONDA CAR WASH AND AUTO SERVICE PROJECT
AM PEAK
EXISTING CONDITIONS
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU l(Loss as Cycle Length %) Method (Base Volume Alternative)
Intersection #3 GRAND AV AND 60 FRWY WB RAMPS
Cycle (sec): 100 Critical Vol./Cap. (X): 0.754
Loss Time (sec): 10 Average -Delay (sec/veh): 17.5
Optimal Cycle: 58 Level Of Service:
C
*** ** V
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T R L T R
------------ I --------------- --------------- 11 --------------- 11 ---------------
Control: Protected Protected Split Phase Split Phase
Rights: Ovl Include Include Ovl
Min. Green: 0 0 0 0 0 0 0 0
Lanes: 1 0 2 0 1 2 0 1 1 0 1 0 0 1 0
------------ I --------------- 11 --------------- --------------- 11 ---------------
Volume Module:
Base Vol: 43 1238 452 343 565 11 10 19 15 278 11 320
Growth Adj: 1.00 1.0o 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 43 1238 452 343 565 11 10 19 15 278 11 320
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Volume: 43 1238 452 343 565 11 10 19 15 278 11 320
Reduct Vol: 0 0 0 0 0 0 0 0 0
Reduced Vol: 43 1238 452 343 565 11 10 19 15 278 11 320
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Final Vol.: 43 1238 452 343 565 11 10 19 15 278 11 320
------------ I --------------- 11 --------------- 11 --------------- 11 ---------------
Saturation Flow Module:
Sat./Lafte: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 .1600
Adjustment: 1.00 1.0o 1.00 0.90 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 1.00 2.00 1.00 2.00 1.96 0.04 1.00 0.56 0.44 1.37 0.05 1.58
Final Sat.: 1600 3200 1600 2880 3139 61 1600 894 706 2191 87 2522
------------ I --------------- --------------- --------------- ---------------
Capacity Analysis Module:
Vol/Sat: 0.03 0.3.9 0.28 0.12 0.18 0.18 0.01 0.02 0.02� 0.13 0.13 0.13
Crit Moves:
Green/Cycle: 0.09 0.53 0.71 0.16 0.61 0.61 0.03 0.03 0.03 0.17 0.17 0.34
Volume/Cap: 0.30 0.73 0.40 0.73 0.30 0.30 0.21 0.73 0.73 0.73 0.73 b.37
------------ I --------------- --------------- --------------- ---------------
Level Of Service Module:
Delay/Veh: 33.1 14.9 4.7 34.4 7.3 8.6 36.9 78.0 85.2 34.7 89.1 19.4
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 33.1 14.9 4.7 34.4 7.3 8.6 36i9 78.0 85.2 34.7 89.1 19.4
Queue: 1 27 5 10 8 0 0 1 1 8 1 7
Traffix 6.8.0113 (c) 1997 Dowling Assoc. Licensed to TRANSTECH, Walnut, CA
99065EAM.IN Thu May 27, 1999 14:09:41 Page 3-1
HONDA CAR WASH AND AUTO SERVICE PROJECT
- -11
t'�Vl r ��LX
EXISTING CONDITIONS
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU l(Loss as Cycle Length %) Method (Base Volume Alternative)
Intersection #5 GRAND AV AND 60 FRWY EB RAMPS
Cycle (sec): 120 Critical Vol./Cap. W: 0.928
Loss Time (sec): 10 Average _Qelay (sec/veh): 30.5
optimal Cycle: 129 Level Of Service: E
Approach: North Bound South,Bound East Bound West Bound
Movement: L - T - R L - T - R L T R L T
------------ I --------------- --------------- 11 --------------- 11 ---------------
Control: Protected Protected Permitted Permitted
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Lanes: 0 0 2 0 1. 1 0 2 0 0 0 1 0 0 1
------------ I --------------- 11 --------------- --------------- 11 ---------------
Volume Module:
Base Vol: 0 1244 363 247 616 0 482 0 74 0 0 0
Growth Adj: 1.00 1.00 1.00 1-00 1-00 1-00 1-00 1-00 1-00 1-00 1-00 1-00
Initial Bse: 0 1244 363 247 616 0 482 0 74 0 0 0
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00.
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Volume: 0 1244 363 247 616 0 482 0 74 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0. 0
Reduced Vol: 0 1244 363 247 616 0 482 0 74 0 0 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Final Vol.: 0 1244 363 247 616 0 482 0 74 0 0 0
- ---------- I --------------- --------------- --------------- ---------------
Saturation Flow Module:
Sat/Lane: .1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.00 1-00 1-00 1-00 1-00 1-00 1-00 1-00 1-00
Lanes: 0.00 2.00 1.00 1.00 2.00 0.00 1.00 0.00 1-00 0-00 0-00 0-00
Final Sat.: 0 3200 1600 1600 3200 0 1600 0 1600 0 0 0
- ---------- I --------------- --------------- 11 --------------- 11 ---------------
Capacity Analysis Module:
Vol/Sat: 0.00 0.39 0.23 0.15 0.19 0.00 0.30 0.00 0.05 0.00 0.00 0.00
Crit Moves: k*.k*
Green/Cycle: 0.00 0.42 0.42 0.17 0.59 0.00 0.33 0.00 0.65 0.00 0.00 0.00
Volume/Cap: 0.00 0.92 0.54 .0.92 0.33 0.00 0.92 0.00 0.07 0.00 0.00 0.00
- ---------- I --------------- 11 --------------- 11 --------------- ---------------
Level of Service Module: 0.0 45.6 0.0 5.8 0.0 0.0 0.0
Delay/Veh: 0.0 32.9 20.6 62.6 9.7 1.00 1.00 1.00 1.00
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 0.0 32.9 20.6 62.6 9.7 0.0 �45,6 0.0 5.8 0.0 0.0 0.0
Queue: 0 43 9 11 10 0 18 0 1 0 0 0
* * *.k * * * * -k * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
Traffix 6.8.0113 (c) 1997 Dowling Assoc. Licensed to TRANSTECH, Walnut, CA
99065EAM.IN Thu May 27, 1999 14:09:41 Page 3-1
--------------------------------------------------------------------------------
HONDA CAR WASH AND AUTO SERVICE PROJECT
AM PEAK
EXISTING CONDITIONS
---------------------- 1� -----------------------------------------------------------
Level ' Of Service Computation Report
ICU l(Loss as Cycle� Length %) Method (Base Volume Alternative)
Intersection #5 GRAND AV AN'D 60 FRWY EB RAMPS
Cycle (sec): 120 Critical Vol./Cap. (X): 0.928
Loss Time (sec): 10 Average -Delay (sec/veh): 30.5
Optimal Cycle: 129 Level Of Service: E
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R, L - T -1 R L T R L
Control:
Protected Protected Permitted Permitted
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0
Lanes: 0 0 2 0 1 1 0 2 0 0 0 1 0 .0 1 0
------------ --------------- --------------- --------------- ---------------
Volume Module:
Base Vol: 0 1244 363 247 616 0 482 0 74 0 0 0
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: � 0 1244 363 247 616 0 482 0 74 0 0 0
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Volume: 0 1244 363 247 616 0 482 0 74 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 1244 363 247 616 0 482 0 74 0 0 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
HLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00
Final Vol.: 0 1244 363 247 616 0 482 0 74 0 0 0
------------ I --------------- 11 --------------- 11 --------------- 11 ---------------
Saturation Flow Module:
Sat/Lane: 160.0 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
L anes: 0.00 2.00 1.00 1.00 2.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00
Final Sat.: 0 3200 1600 1600 3200 0 1600 0 1600 0 0 0
------------ I --------------- 11 --------------- 11 --------------- 11 ---------------
Capacity Analysis Module:
Vol/Sat: 0.00 0.39 0.23 0.15 0.19 0.00 0.30 0.00 0.05 0.00 0.00 0.00
Crit Moves:
Green/Cycle: 0.00 0.42 0.42 0.17 0.59 0.00 0.33 0.00 0.65 0.00 0.00 0.00
Volume/Cap: 0.00 0.92 0.54 0.92 0.33 0,00 0.92 0.00 0.07 0.00 0.00 0.00
------------ I --------------- --------------- --------------- ---------------
Level Of Service Module:
Delay/Veh: 0.0 32.9 20.6 62.6 9.7 0.0 45.6 0.0 5.8 0.0 0.0 0.0
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 0.0 32.9 20.6 62.6 9.7 0.0 45,.6 0.0 5.8 0.0 0.0 0.0
Queue: 0 43 9 11 10 0 18 0 1 0 0 0
Traffix 6.8.0113 (c) 1997 Dowling Assoc. Licensed to TRANSTECH, Walnut, CA
99065EAM.IN Thu May 27, 1999 14:09:41 Page 4-1
Pnmnh rhp w7i c u A n A ryrn C -L -n YTt-T,- nr3� 7�--
AM PEAK
EXISTING CONDITIONS
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU l(Loss as Cycle - Length %) Method (Base Volume Alternative)
Intersection #6 GRAND AVE AND GOLDEN SPRINGS
Cycle (sec): 130 Critical Vol./Cap. (X): 0.972
Loss Time (sec): 10 Average -Delay (sec/veh): 47.5
Optimal Cycle: 180 Level Of Service: E
4,
Approach: North Bound" South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------ --------------- --------------- 11 --------------- 11 ---------------
Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Lanes: 2 0 1 1 0. 2 0 2 0 1 1 0 2 0 1 1 0 1 1 0
------------ I --------------- --------------- --------------- ---------------
Volume Module:
Base Vol: 611 1161 19 153 403 400 100 118 128 92 810 374
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 611 1161 19 153 403 400 100 118 128 92 810 374
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Volume: 611 1161 19 153 403 400 100 118 128 92 810 374
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 611 1161 19 153 403 400 100 118 128 92 810 374
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Final Vol.: 611 1161 19 153 403 400 100 118 128 92 810 374
------------ --------------- ---------------- --------------- 11 ---------------
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 0.90 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 2.00 1.97 0.03 2.00 2.00 1.00 1.00 2.00 1.00 1.00 1.37 0.63
Final Sat.: 2880 3148 52 2880 3200 1600 1600 3200 1600 1600 2189 1011
------------ --------------- --------------- --------------- 11 ---------------
Capacity Analysis Module:
Vol/Sat: 0.21 0.3.7 0.37 0.05 0.13 0.25 0.06 0.04 0.08 0.06 0.37 0.37
Crit Moves: **** **** ****.
Green/Cycle: 0.22 0.42 0.42 0.06 0.2'6 0.26 0.06 0.26 0.26 0.19 0.38 0.38
Volume/Cap: 0.97 0.88 0.88 0.88 0.49 0.97 0.97 0.14 0.31 0.31 0.97 0.97
------------ I --------------- --------------- --------------- ---------------
Level Of Service Module:
Delay/Veh: 59.8 32.4 122.5 72.9 31.9 63.7 105.0 28.5 30.0 35.3 48.1 58.4
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 59.8 32.4 122.5 72.9 31.9 63.7 105'.0 28.5 30.0 35.3 48.1 58.4
Queue: 27 41 1 7 12 18 6 3 4 3 34 17
Traffix 6.8.0113 (c) 1997 Dowling Assoc. Licensed to TRANSTECH, Walnut, CA
99065EAM.IN Thu May 27, 1999 14:09:41 � Page 5-1
HONDA CAR WASH AND AUTO SERVICE PROJECT
AM PEAK
EXISTING CONDITIONS
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU l(Loss as Cycle Length %) Method (Base Volume Alternative)
Intersection #34 GRAND AVENUE AND DIAMOND BAR BLVD
Cycle (sec): 120 Critical Vol./Cap. (X): 0.910
Loss Time (sec): 10 Average -Delay (sec/veh): 36.1
Optimal Cycle: 115 Level Of Service: E
Approach: North Bound South Bound' East Bound West Bound
Movement: L - T - R L - T - R L - T - R L T R
------------ I --------------- --------------- 11 --------------- 11 ---------------
Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 1 2 0 2 0 1
------------ I --------------- 11 --------------- --------------- ---------------
Volume Module:
Base Vol: 864 1240 65 104 233 192 287 410 200 66 971 92
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 864 1240 65 104 233 192 287 410 200 66 971 92
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Volume: 864 1240 65 104 233 192 287 410 200 66 971 92
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 864 1240 65 104 233 192 287 410 200 66 971 92
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Final Vol.: 864 1240 65 104 233 192 287 410 200 66 971 92
------------ --------------- 11 --------------- 11 --------------- 11 ---------------
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 0.90 1.00 1.00 0.90 1.00 1.00 0.90 1.00 1.00 0.90 1.00 1.00
Lanes: 2.00 2.00 1.00 2.00 2.00 1.00 2.00 2.00 1.00 2.00 2.00 1.00
Final Sat.: 2880 3200 1600 2880 3200 1600 2880 3200 1600 2880 3200 1600
------------- I ---------------- --------------- 11 --------------- ---------------
Capacity Analysis Module:
Vol/Sat: 0.30 0.39 0.04 0.04 0.07 0.12 0.10 0.13 0.13 0.02 0.30 0.06
Crit Moves:
Gre'en/Cycle: 0.34 0.43 0.43 0.04 0.13 0.13 0.11 0.38 0.38 0.07 0.34 0.34
Volume/Cap: 0.89 0.90 0.09 0.90 0.54 0.89 0.90 0.34 0.33 0.34 0.90 0.17
------------ I --------------- ---------------- --------------- ---------------
Level Of Service Module:
Delay/Veh: 36.8 30.7 15.7 82.1 38.5 63.3 59.8 20.5 20.5 41.5 36.8 21.6
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 36.8 30.7 15.7 82.1 38.5 63.3 59'.8 20.5 20.5 41.5 36.8 21.6
Queue: 30 42 1 5 7 8 12 10 5 2 34 2
Traffix 6.8.0113 (c) 1997 Dowling Assoc. Licensed to TRANSTECH, Walnut, CA
99065EPM.IN Thu May 27, 1999 14:24:55 Page 1-1
--------------------------------------------------------------------------------
Honda Car Wash and Auto Service Project
PM FEAY\
Existing Conditions
--------------------------------------------------------------------------------
Impact Analysis Report
Level Of Service
Intersection Base Future Change
Del/ V/ Del/ V/ in
LOS Veh C LOS Veh C
# 3 GRAND AV AND 60 FRWY WB RAMPS A 16.9 0,586 A 16.9 0.586 + 0.000 V/C
5 GRAND AV AND 60 FRWY EB RAMPS D 23.6 0.815 D 23.6 0.815 + 0.000 V/C
if 6 GRAND AVE AND GOL DEN SPRINGS D 34.1 0.865 D 34.1 0.865 + 0.000 V/C
34 GRAND AVENUE AND DIAMOND BAR B F 63.6 1.062 F 63.6 1.062 + 0.000 V/C
Traffix 6.8.0113 (c) 1997 Dowling Assoc. Licensed to TRANSTECH, Walnut, CA
99065EPM.IN Thu May 27, 1999 14:24:55 Page 2-1
--------------------------------------------------------------------------------
Honda Car Wash and Auto Service Pro�prt
PM PEAK
Existing Conditions
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU l(Loss as Cycle Length %) Method (Base Volume Alternative)
Intersection #3 GRAND AV AND 60 FRWY WB RAMPS
Cycle (sec): 100 Critical Vol./Cap. (X): 0.586
Loss Time (sec): 10 Average Delay (sec/veh): 16.9
Optimal Cycle: 39 Level Of Service: A
Approach: North Bbund South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T R L T R
------------ I --------------- --------------- 11 ---------------- 11 ---------------
Control: Protected Protected Split Phase Split Phase
Rights: Ov1 Include Include Ov1
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Lanes: 1 0 2 0 1 2 0 *1 1 0 1 0 0 1 0 1 0 1! 0 1
------------ I --------------- 11 --------------- --------------- 11 ---------------
Volume Module:
Base Vol: 54 668 406 351 956 8 20 16 31 293 13 278
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 54 668 406 351 956 8 20 16 31 293 13 278
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Volume: 54 668 406 351 956 8 20 16 31 293 13 278
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 54 668 406 351 956 8 20 16 31 293 13 278
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Final Vol.: 54 668 406 351 956 8 20 16 31 293 13 278
------------ --------------- --------------- 11 --------------- 11 ---------------
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 1.00 2.00 1.00 2.00 1.98 0.02 1.00 0.34 0.66 1.50 0.07 1.43
Final Sat.: 1600 3200 1600 2880 3173 27 1600 545 1055 2408 107 2285
------------ I ------------ --------------- --------------- 11 ---------------
Capacity Analysis Module:
Vol/Sat: 0.03 0.21 0.25 0.12 0.30 0.30 0.01 0.03 0.03 0.12 0.12 0.12
Crit Moves: **41* * I ***
Green/Cycle: 0.06 0.42 0.64 0.20 0.56 0.56 0.05 0.05 0.05 0.23 0.23 0.43
Volume/Cap: 0.54 0.50 0.39 0.61 0.54 0.54 0.23 0.54 0.54 0.54 0.54 0.29
-7 ---------- I --------------- ---------------- --------------- 7 ---------
Level Of Service Module: -
Delay/Veh: 39.4 16.7 6.7 29.3 11.0 32.6 35.1 48.1 42.6 27.2 41.2 14.5
.Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 39.4 16.7 6.7 29.3 11.0 32.6 35:1 48.1 42.6 27.2 41.2 14.5
Queue: 2 14 5 9 17 0 1 1 1 7 0 5
Traffix 6.8.0113 (c) 1997 Dowling Assoc. Licensed to TRANSTECH, Walnut, CA
9906SEPM.IN Thu May 27, 1999 14:24:55 Page 3-1
--------------------------------------------------------------------------------
11;7,7,da Car Wach and Autc Scrv-4--c- P_r-_J-_-_4-
PM PEAK
Existing Conditions
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU l(Loss as Cycle Length %) Method (Base Volume Alternative)
Intersection #5 GRAND AV AND 60 FRWY EB RAMPS
Cycle (sec): 120 Critical Vol./Cap. (X): 0.815
Loss Time (sec): 10 Average -Delay (sec/veh): 23.6
Optimal.Cycle: 75 Level Of Service: D
Approach: North Bound South -Bound East Bound West Bound
Movement: L - T - R L - T - R L - T - R L - T - R
------------ I --------------- --------------- 11 --------------- ---------------
Control: Protected Protected Permitted Permitted
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Lanes: 0 0 2 0 l' 1 0 2 0 0 0 1 0 0 1 0 0 0 0 0
------------ I --------------- --------------- --------------- ---------------
Volume Module:
Base Vol: 0 842 458 329 932 0 286 0 384 0 0 0
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 0 842 458 329 932 0 286 0 384 0 0 0
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Volume: 0 842 458 329 932 0 286 0 384 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 .0
Reduced Vol: 0 842 458 329 932 0 286 0 384 0 0 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Final Vol.: 0 842 458 329 932 0 286 0 384 0 0 0
------------ --------------- ---------------- --------------- ---------------
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 0.00 2.00 1.00 1.00 2.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00
Final Sat.: 0 3200 1600 1600 3200 0 1600 0 1600 0 0 0
--- L -------- I --------- ------- --------------- --------------- ---------------
Capacity Analysis Module:
Vol/Sat: 0.00 0.26 0.29 0.21 0.29 0.00 0.18 0.00 0.24 0.00 0.00 0.00
Crit Moves: **** ****
Green/Cycle: 0.00 0.36 0.36 0.26 0.62 0.00 0.60 0.00 0.30 0.00 0.00 0.00
Volume/Cap: 0.00 0.73 0.80 0.80 0.47 0.00 0.30 0.00 0.80 0.00 0.00 0.00
------------ I --------------- 11 --------------- --------------- ---------------
Level Of Service Module:
Delay/V'eh: 0.0 27.5 32.1 39.4 9.7 0.0 9.0 0.0 36.1 0.0 0.0 0.0
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 0.0 27.5 32.1 39.4 9.7 0.0 �10 0.0 36.1 0.0 0.0 0.0
Queue: 0 25 15 11 17 0 5 0 13 0 0 0
Traffix 6.8.0113 (c) 1997 Dowling Assoc. Licensed to TRANSTECH, Walnut, CA
99065EPM.IN Thu May 27, 1999 14:24:55 Page 4-1
----------------------------------------------------------------------- --------
Honda Car Wash and Aiit-n q,-riTi e-- T),--;,-4-
PM PEAK
Existing Conditions
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU l(Loss as Cycle Length %) Method (Base Volume Alternative)
Intersection #6 GRAND AVE AND GOLDEN SPRINGS
Cycle (sec): 120 Critical Vol./Cap. (X): 0.865
Loss Time (sec): 10 Average -Delay (sec/veh): 34.1
Optimal Cycle: 92 Level Of Service: D
Approach: North Bound South Bound' East Bound West Bound
Movement: L - T - R L - T - R L T R L T
------------ I --------------- --------------- 11 --------------- 11 ---------------
Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0
Lanes: 2 0 1 1 0 2 0 2 0 1 1 0 2 0 1 1 0 1 1
------------ I --------------- --------------- --------------- 11 ---------------
Volume Module:
Base Vol:, 167 689 103 295 982 185 332 793 565 102 226 176
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Initial Bse: 167 689 103 295 982 185 332 793 565 102 226 176
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Volume: 167 689 103 295 982 185 332 793 565 102 226 176
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 167 689 103 295 982 185 332 793 565 102 226 176
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Final Vol.: 167 689 103 295 982 185 332 793 565 102 226 176
------------ --------------- --------------- 11 --------------- 11 ---------------
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 0.90 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 2-00 1.74 0.26 2.00 2.00 1.00 1.00 2.00 1.00 1.00 1.12 0.88
.Final Sat.: 2880 2784 416 2880 3200 1600 1600 3200 1600 1600 1799 1401
------------ I --------------- ------------- 11 --------------- ---------------
Capacity Analysis Module:
Vol/Sat: 0.06 0.25 0.25 0.10 0.31 0.12 0.21 0.25 0'.35 0.06 0.13 0.13
Crit Moves: **** **** ****
Green/Cycle: 0.07 0.30 0.30 0.13 0.36 0.36 0.30 0.41 0.41 .0.07 0.18 0418
Volume/Cap: 0.85 0.82 0.82 0.82 0.85 0.32 0.68 0.60 0.85 0.85 0.68 0.68
------------ I --------------- --------------- --------------- ---------------
Level Of Service Module:
Delay/Veh: 62.1 34.3 51.7 48.8 31.8 21.5 30.9 21.6 31.9 70.1 39.0 40.0
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 62.1 34.3 51.7 48.8 31.8 21.5 30:9 21.6 31.9 70.1 39.0 40.0
Queue: 7 23 4 11 32 4 10 21 19 5 7 6
Traffix 6.8.0113 (c) 1997 Dowling Assoc. Licensed to TPANSTECH, Walnut, CA
99065EPM.IN Thu May 27, 1999 14:24:55 Page 5-1
Honda Car Wash and Auto Service Project
PM PEAK
Existing Conditions
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU l(Loss as Cycle Length %) Method (Base Volume Alternative)
Intersection #34 GRAND AVENUE AND DIAMOND BAR BLVD
Cycle (sec): 120 Critical Vol./Cap. (X): 1.062
Loss Time (sec):' 10 Average Delay (sec/veh): 63.6
Optimal Cycle: 180 Level Of Service: F
Approach: North Round South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T R L T R
------------ I --------------- --------------- --------------- III ---------------
Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 1 2 0 2 0 1
------------ I --------------- --------------- --------------- ---------------
Volume Module:
Base Vol: 401 525 56 220 1257 186 241 882 723 324 443 65
Growth Adj: 1.00 1.00 1.00 1.00 1.00 1-00 1-00 1-00 1-00 1-00 1-00 1-00
Initial Bse: 401 525 56 220 1257 186 241 882 723 324 443 65
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Volume: 401 525 56 220 1257 186 241 882 723 324 443 65
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 401 525 56 220 1257 186 241 882 723 324 443 65
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.0 * 0 1.00 1.00 1.00 1.00 1.00
Final Vol.: 401 525 56 220 1257 186 241 882 723 324 443 65
------------ I --------------- --------------- --------------- ---------------
Saturation Flow Module: 1600 1600 1600 1600
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 0.90 1.00 1.00 0.90 1.00 1-00 0-90 1-00 1-00 0-90 1-00 1-00
Lanes: 2.00 2.00 1.00 2.00 2.00 1.00 2.00 1.65 1.35 2.00 2.00 1.00
Final Sat.: 2880 3200 1600 2880 3200 1600 2880 2638 2162 2880 3200 1600
------------ I ------- ------- --------------- --------------- ---------------
Capacity Analysis Module:
Vol/Sat: 0.14 0.16 0.04 0.08 0.3� 0.12 0.08 0.33 0.33 0.11 0.14 0.04
Crit Moves: ****
Green/Cycle: 0.13 0.34 0.34 0.16 0.37 0.37 0.16 0.31 0.31 0.11 0.26 0.26
Volume/Cap: 1.07 0.48 0.10 0.48 1.07 0.32 0.53 1.07 1.07 1.07 0.53 0.16
------------ I --------------- --------------- --------------- 11 ---------------
Level Of Service Module:
Delay/Veh: 98.2 24.4 20.9 36.1 71.2 21.0 36.7 77.6 80.3 103.9 29.8 26.3
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.Q0 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 98.2 24.4 20.9 36.1 71.2 21.0 3617 77.6 80.3 103.9 29.8 26.3
Queue: 21 14 1 7 61 4 8 44 36 18 13 2
Traffix 6.8.0113 (c) 1997 Dowling Assoc. Licensed to TRANSTECH, Walnut, CA
99065BAMiIN Thu May 27, 1999 14:33:35 Page 1-1
--------------------------------------------------------------------------------
HONDA CAR WASH AND AUTO SERVICE PROJECT
AM PEAK
2000 BASE CONDITIONS
--------------------------------------------------------------------------------
Impact Analysis Report
Level Of Service
Intersection Base Future Change
Del/ V/ Del/ V/ in
LOS Veh C LOS Veh C
# 3 GRAND AV AND 60 FRWY WB RAMPS C 17.6 0.260 C 17.6 0.760 + 0.000 V/C
# 5 GRAND AV AND 60 FRWYEB RAMPS E 31.2 0.936 E 31.2 0.936 + 0.000 V/C
6 GRAND AVE AND GOLDEN SPRINGS E 48.9 0.981 E 48.9 0.981 + 0.000 V/C
# 34 GRAND AVENUE AND DIAMOND BAR B E 36.9 0.918 E 36.9 0.918 + 0.000 V/C
Traffix 6.8.0113 (c) 1997 Dowling Assoc. Licensed to TRANSTECH, Walnut, CA
99065BAM.IN Thu May 27, 1999 14:33:35 Page 2-1
--------------------------------------------------------------------------------
HONDA CAR WASH AND AUTO SERVICE PROJECT
am Llh;AK
2000 BASE CONDITIONS
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU l(Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #3 GRAND AV AND 60 FRWY WB RAMPS
Cycle (sec): 100 Critical Vol./Cap. (X): 0.760
Loss Time (sec): 10 Average Delay (sec/veh): 17.6
Optimal Cycle: 59 Level Of Service: C
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T R L T R
------------ I --------------- --------------- 11 --------------- 11 ---------------
Control: Protected Protected Split Phase Split Phase
Rights: Ovl Include Include Ovl
Min. Green: 0 0 0 0 0 0 0 0 0 0
Lanes: 1 0 2 0 1 2 0 1 1 o 1 0 0 1 0
------------ I --------------- --------------- --------------- ---------------
Volume Module:
Base Vol: 43 1238 452 343 565 11 10 19 15 278 11 320
Growth Adj: 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01
Initial Bse: 43 1250 457 346 571 11 10 19 15 281 11 323
Added Vol: 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 43 1250 457 346 571 11 10 '19 15 281 11 323
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Volume: 43 1250 457 346 571 11 10 19 15 281 11 323
Reduct Vol: 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 43 1250 457 346 571 11 10 19 15 281 11 323
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Fin.,11 Vol.: 43 1250 457 346 571 11 10 '19 15 281 11 .323
------------ --------------- --------------- 11 --------------- 11 ----------------
I
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 1.00 2.00 1.00 2.00 1.96 0.04 1.00 0.56 0.44 1.37 0.05 1.58
Final Sat.: 1600 32,00 1600 2880 3140 60 1600 894 70*6 2193 86 2521
------------ I --------------- --------------- --------------- ---------------
Capacity Analysis Module:
Vol/Sat: 0.03 0.39 0.29 0.12 0.18 0.18 0.01 0.0'2 0.02 0.13 0.13 0.13
Crit Moves:
Green/Cycle: 0.09 0.53 0.71 0.16 0.61 0.61 0.03 0.03 0.03 0.17 0.17 0.34
Volume/Cap: 0.30 0.73 0.40 0.73 0.30 0.30 0.22 0.73 0.73 0.73 0.73 0.38
------------ I --------------- --------------- 11--7 ------------ ---------------
Level Of Service Module:
Delay/Veh: 33.2 15.0 4.8 34.6 7.3 8.6 36.9 79.7 87.1 35.0 91.4 19.5
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 33.2 15.0 4.8 34.6 7.3 ' 8.6 36.9 79.7 87.1 35.0 91.4 19.5
Queue: 1 27 5 10 8 0 0 1 1 8 1 7
Traffix 6.8.0113 (c) 1997 Dowling Assoc. Licensed to TRANSTECH, Walnut, CA
99065BAM.IN Thu May 27, 1999 14:33:35 Page 3-1
RnmnA rAR WASH AND AUTO SERVICE PROJECT
AM PEAK
2000 BASE CONDITIONS
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU l(Loss as Cycle Length %) Method (Future Volume Alternative)
intersection #5 GRAND AV AND 60 FRWY EB RAMPS
Cycle (sec): 120 Critical Vol./Cap. (X): 0.936
Loss Time (sec): 10 Average -Delay (sec/veh): 31.2
Optimal Cycle: 136 Level Of Service: E
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L - T R L T R
------------ I --------------- --------------- 11 ---------------- ---------------
Control: Protected Protected Permitted Permitted
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Lanes: 0 0 2 0 1 1 0 2 0 0 0 1 0 0 1 0 0 0 0 0
------------ I --------------- 11 --------------- --------------- ---------------
Volume Module:
Base Vol: 0 1244 363 247 616 0 482 0 74 0 0 0
Growth Adj: 1.01 1.01 1.01 1.01 1.01 1.01 1-01 1-01 1-01 1-01 1-01 1-01
Initial Bse: 0 1256 367 249 622 0 487 0 75 0 0 0
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 1256 367 249 622 0 487 0 75 0 0 0
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Volume: 0 1256 367 249 622 0 487 0 75 0 0 0
Reduct Vol: 0 0 0 0 0 0 ' 0 0 0 0 0 0
Reduced Vol: 0 1256 367 249 622 0 487 0 75 0 0 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
-Final Vol.: 0 1256 367 249 622 0 487 - 0 75 0 0 0
------------ I --------------- --------------- --------------- ---------------
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 1.00 1.00 1-00 1-00 1-00 1-00 1-00 1-00 1-00
Lanes: 0.00 2.00 1.00 1.00 2.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00
Final Sat.: 0 3200 1600 1600 3200 0 1600 0 1600 0 0 0
------------ I --------------- --------------- --------------- ---------------
Capacity Analysis Module:
Vol/Sat: 0.00 0.39 0.23 0.16 0.19 0.00 0.30 0.00 0.05 0.00 0.00 0.00
Crit Moves:
Green/Cycle: 0.00 0.42 0.42 0.17 0.59 0.00 0.33 0.00 0.65 0.00 0.00 0.00
Volume/Cap: 0.00 0.93 0.54 0.93 0.33 0.00 0.93 0.00 0.07 0.00 0.00 0.00
------------ I --------------- 11 --------------- ------------ 11 ---------------
Level Of Service Module:
Delay/Veh: 0.0 33.8 20.7 64.3 9.7 0.0 46.9 0.0 5.8 0.0 0.0 0.0
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 0.0 33.8 20.7 64.3 9.7 0.0 46.9 0.0 5.8 0.0 0.0 0.0
Queue: 0 44 9 11 11 0 19 0 1 0 0 0
Traffix 6.8.0113 (c) 1997 Dowling Assoc. Licensed to TRANSTECH, Walnut, CA
99065BAM.IN Thu May 27, 1999 14:33:35 Page 4-1
--------------------------------------------------------------------------------
HONDA CAR WASH AND AUTO SERVICE PRn,Trr.T
AM PEAK
2000 BASE CONDITIONS
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU l(Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #6 GRAND AVE AND GOLDEN SPRINGS
Cycle (sec): 130 Critical Vol./C*ap. (X): 0.981
Loss Time (sec): 10 Average -Delay (sec/veh): 48.9
Optimal Cycle: 180 Level Of Service: E
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L T R L T
------------ I --------------- --------------- 11 --------------- 11 ---------------
Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0 0 0
Lanes: 2 0 1 1 0 2 0 2 0 1 1 0 2 0 1 1 0 1
------------ I --------------- --------------- --------------- ---------------
Volume Module:
Base Vol: 611 1161 19 153 403 400 loo 118 128 92 810 374
Growth Adj: 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01
Initial Bse: .617 1173 19 155 407 404 101 119 129 93 818 378
Added Vol: 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 617 1173 19 155 407 404 101 119 129 93 818 378
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Volume: 617 1173 19 155 407 404 101 119 129 �93 818 378
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 617 1173 19 155 407 404 101 119 129 93 818 378
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
VILF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Final Vol.: 617 1173 19 155 407 404 101 119 129 93 818 378
------------- I --------------- 11 --------------- 11 ------------- ---------------
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 0.90 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 1.0 0 1.00 1.00
Lanes: 2.00 1.97 0.03 2.00 2.00 1.00 1.00 2.00 1.00 1.00 1.37 0.63
Final Sat.: 2880 3149 51 2880 3200 1600 1600 3200 1600 1600 2189 loll
------------ I --------------- 11 --------------- 11 --------------- ---------------
Capacity Analysis Module:
Vol/Sat: 0.21 0.37 0.37 0.05 0.13 0.25 0.06 0.04 0.08 0.06 0.37 0.37
Crit Moves: **** **** ****
Green/Cycle: 0.22 0.42 0.42 0.06 0.26 0.26 0.06 0.26 0.26 0.19 0.38 0.38
Volume/Cap: 0.98 0.89 0.89 0.89 0.49 0.98 0.98 0.14 0.31 0.31 0.98 0.98
------------ I --------------- --------------- ------------ ---------------
Level Of Service Module:
Delay/Veh: 61.8 33.1 127.1 74.5 32.0 65.9 108.0 28.5 30.0 35.3 50.0 60.7
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 61.8 33.1 127.1 74.5 32.0 65.9 108.0 28.5 30.0 35.3 50.0 60.7
Queue: 27 42 1 7 13 19 6 3 4 3 35 18
Traffix 6.8.0113 (c) 1997 Dowling Assoc. Licensed to TRANSTECH, Walnut, CA
99065BAM.IN Thu May 27, 1999 14:33:35 Page 5-1
HONDA CAR WASH AND AUTO SERVICE PROJECT
AM PEAK
2000 BASE CONDITIONS
---------------------------------------------------------------------------------
Level Of Service Computation Report
ICU l(Loss as Cycle Lengt11 %) Method (Future Volu ' me Alternative)
Intersection #34 GRAND AVENUE AND DIAMOND BAR BLVD
Cycle (sec): 120 Critical Vol./Cap. (X): 0.918
Loss Time (sec): 10 Average -Delay . (sec/veh): 36.9
Optimal Cycle: 121 Level Of Service: E
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L T R L T R
------------ I --------------- --------------- 11 -------------- ------------
Control: Protected Protected Protected Protected
Rights: Include Include Include Include,
Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0
Lanes: 2 0 2 0 1 2 0 2 0 1 2 0 1 1 1 2 0 2 0 1
------------ I --------------- --------------- --------------- ---------------
Volume Module:
Base Vol: 864 1240 65 104 233 192 287 410 200 66 971 92
Growth Adj: 1.01 1.01 1.01 1.01 1-01 1-01 1-01 1-01 1-01 1-01 1-01 1-01
Initial Bse: 873 1252 66 105 235 194 290 414 202 67 981 93
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 873 1252 66 105 235 194 290 414 202 67 981 93
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Volume: 873 1252 66 105 235 194 290 414 202 67 981 93
Reduct Vol: 0 0 0 0 0 0 ' 0 0 0 0 0 0
Reduced Vol: 873 1252 66 105 235 194 290 414 202 67 981 93
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1'.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Final Vol.: 873 1252 66 105 235 194 290 414 202 67 981 . 93
- ---------- I --------------- --------------- --------------- ---------------
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 0.90 1.00 1,00 0.90 1-00 1-00 0-90 1-00 1-00 0-90 1-00 1 . 00
Lanes: 2.00 2.00 1.00 2.00 2.00 1.00 2.00 2.00 1.00 2.00 2.00 1.00
Final Sat.: 2880 3200 1600 2880 3200 1600 2880 3200 1600 2880 3200 1600
------------ I --------------- --------------- --------------- ---------------
Capacity Analysis Module:
Vol/Sat: 0.30 0.39 0.04 0.04 0.07 0.12 0.10 0.13 0.13 0.02 0.31 0.06
Crit Moves:
Green/Cycle: 0.34 0.43 0.43 0.04 0.13 0.13 0.11 0.38 0.38 0.07 0.34 0.34
Volume/Cap: 0.90 0.91 0.10 0.91 0.55 0.90 0.91 0.34 0.33 0.34 0.91 0.17
- ---------- I --------------- --------------- --------------- 11 ---------------
Level Of Service Module:
Delay/Veh: 37.7 31.5 15.7 84.1 38.5 65.0 61.1 20.5 20.5 41.5 37.6 21.6
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 37.7 31.5 15.7 84.1 38.5 65.0 61.1 20.5 20.5 41.5 37.6 21.6
Queue: 31 42 1 5 7 8 12 10 5 2 34 2
Traffix 6.8.0113 (c) 1997 Dowling Assoc. Licensed to TRANSTECH, Walnut, CA
99065BPM.IN Thu May 27, 1999 14:33:58 Page 1-1
--------------------------------------------------------------------------------
Honda Car Wash and Auto Service Project
PM PEAK
2000 Base Conditions
--------------------------------------------------------------------------------
Impact Analysis Report
LQvel Of Service
Intersection Base Future Change
Del/ V/ Del/ V/ in
LOS Veh C LOS Veh C
# 3 GRAND AV AND 60 FRWY WB RAMPS A 17.0 0.-591 A 17.0 0.591 + 0.000 V/C
# 5 GRAND AV AND' 60 FRWY EB RAMPS D '23.9 0.823 D 23.9 0.823 + 0.000 V/C
4 6 GRAND'AVE AND GOLDEN SPRINGS D 34.6 0.873 D 34.6 0.873 + 0.000 V/C
34 GRAND AVENUE AND DIAMOND BAR B F 66.6 1.072 F 66.6 1 .072 + 0.000 V/C
Traffix 6.8.0113 (c) 1997 Dowling Assoc. Licensed to TRANSTECH, Walnut, CA
99065BPM.IN Thu May 27, 1999 14:33:58 Page 2-1
--------------------------------------------------------------------------------
Honda Car Wash and Auto Servirp Pynsect
PM PEAK
2000 Base Conditions
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU l(Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #3 GRAND AV AND 60 FRWY WB RAMPS
Cycle (sec): 100 Critical Vol./Cap. (X): 0.591
Loss Time (sec): 10 Average -Delay (sec/veh): 17.0
Optimal_Cycle: 39 Level Of Service: A
Approach: North Bound South' Bound East Bound West Bound
Movement: L - T - R L - T R L T
------------ I --------------- --------------- 11 --------------- 11 ---------------
Control: Protected Protected Split Phase Split Phase
Rights: Ovl Include Include Ovl
Min. Green: 0 0 0 0 0 0 0 0 0
Lanes: 1 0 2 0 l' 2 0 1 1 0 1 0 0
------------ I --------------- --------------- --------------- ---------------
Volume Module:
Base Vol: 54 668 406 351 956 8 20 16 31 293 13 278
Growth Adj: 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01
Initial Bse: 55 675 410 355 966 8 20 16 31 296 13 281
Added Vol: 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0
Initial Fut: 55 675 410 355 966 8 20 16 31 296 13 281
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Volume: 55 675 410 055 966 8 20 16 31 296 13 281
Reduct Vol: 0 0 0 0 0 0 0 0
Reduced Vol: 55 675 410 355 966 8 20 16 31 296 13 281
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Final Vol.: 55 675 410 355 966 8 20 -16 31 296 13 281
------------ I --------------- 11 --------------- 11 --------------- 11 ---------------
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 1.00 1.00 1.00 0.90 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 1.00 2.00 1.00 2.00 1.98 0.02 1.00 0.34 0.66 1.50 0.07 1.43
Final Sat.: 1600 3200 1600 2880 3174 26 1600 545 1055 2408 106 2286
------------ I --------------- 11 --------------- --------------- ---------------
Capacity Analysis Module:
Vol/Sat: 0.03 0.21 0.26 0.12 0.30 0.30 0.01 0.03 0.03 0.12 0.12 0.12
Crit Moves: **** ****
Green/Cycle; 0.06 0.42 0.64 0.20 0.56 0.56 0.05 0.05 0.05 0.23 0.23 0.43
Volume/Cap: 0.55 0.50 0.40 0.61 0.55 0.55 0.23 0.55 0.55 0.55 0.55 0.29
------------ I --------------- --------------- --------------- ---------------
Level Of Service Module:
Delay/Veh: 39.5 16.7 6.7 29.4 11.1 33.6 35.2 48.7 43.0 27.2 41.9 14.5
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 39.5 16.7 6.7 29.4 11.1 33.6 35.2 48.7 43.0 27.2 41.9 14.5
Queue: 2 14 5 9 17 0 1 1 1 7 0 5
Traffix 6.8-0113 (c) 1997 Dowling Assoc. Licensed to TRANSTECH, Walnut, CA
99065BPM.IN Thu May 27, 1999 14:33:58 Page 3-1
--------------------------------------------------------------------------------
Hcnda Cmr Wpqh ;;nd Aiito Service Prolect
PM PEAK
2000 Base Conditions
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU l(Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #5 GRAND AV AND 60 FRWY EB RAMPS
Cycle (sec): 120 Critical Vol./Cap. (X): 0.823
Loss Time (sec): 10 Average -Delay (sec/veh): 23.9
Optimal Cycle: 77 Level Of Service: D
* * *-k * * * * * * * * * * * * * . * * * * * * * * * * * * * * * * * * * * * * *'* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
Approach: North Bound South Bound East Bound West Bound
Movement: L - T - R L - T - R L T R L T
------------ I --------------- 11 --------------- 11 --------------- 11 ---------------
Control: Protected Protected Permitted Permitted
Rights: Include Include Include Include,
Min. Green: 0 0 0 0 0 0 0 0 0 0 0
Lanes: 0 0 2 0 1' 1 0 2. 0 0 0 1 0 0 1 0
- ---------- I --------------- 11 --------------- --------------- 11 ---------------
Volume Module: 0 286 0 384 0 0 0
Base Vol: 0 842 458 329 932
Growth Adj: 1.01 1.01 1.01 1.01 1-01 1-01 1-01 1-01 1-01 1-01 1-01 1-01
Initial Bse: 0 850 463 332 941 0 289 0 388 0 0 0
Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 0 850 463 332 941 0 289 0 388 0 0 0
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF.Volume: 0 850 463 332 941 0 289 0 388 0 0 0
Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0
Reduced Vol: 0 850 463 332 941 0 289 0 388 .0 0 0
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Final Vol. 0 850 463 332 941 0 289 - 0 388 0 0 0
---------- --------------- --------------- --------------- If ---------------
Saturation Flow Module: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Sat/Lane: 1600 1600
Adjustment: 1.00 1.100 1.00 1-00 1-00 1-00 1-00 1-00 1-00 1-00 1-00 1-00
Lanes: 0.00 2.00 1.00 1.00 2.00 0.00 1.00 0.00 1.00 0-00 0-00 0-00
Final Sat.: 0 3200 1600 1600 3200 0 1600 0 1600 0 0 0.
------------ I --------------- 11 --------------- 11 --------------- ---------------
Capacity Analysis Module: 0.00 0.24 0.00 0.00 0.00
Vol/Sat: 0.00 0.27 0.29 0.21 0.29 0.00 0.18
Crit Moves: **** ****
Green/Cycle: 0.00 0.36 0.36 0.26 0.62 0.00 0.60 0.00 0.30 0.00 0.00 0.00
.Volume/Cap: 0.00 0.74 0.81 0.81 0.48 0.00 0.30 0.00 0.81 0.00 0.00 0.00
------------ I --------------- 11 --------------- --------------- ---------------
Level Of Service Module:
Delay/Veh: 0.0 27.7 32.5 39.9 9.8 0.0 9.0 0.0 36.6 0.0 0.0 0.0
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 0.0 27.7 32.5 39.9 9.8 0.0 9.0 0.0 36.6 0.0 0.0 0.0
Queue: 0 25 15 12 17 0 5 0 13 0 0 0
Traffix 6.8.0113 (c) 1997 Dowling Assoc. Licensed to TRANSTECH, Walnut, CA
99065BPM.IN Thu May 27, 1999 14:33:58 Page 4-1
--------------------------------------------------------------------------------
Honda Car Wash and Auto Service Project
PM PEAK
2000 Base Conditions
--------------------------------------------------------------------------------
Level Of Service Computation Report
ICU l(Loss as Cycle Length %) Method (Future Volume Alternative)
Intersection #6 GRAND AVE AND GOLDEN SPRINGS
Cycle (sec): 120 Critical Vol./Cap. (X): 0.873
Loss Time (sec): 10 Average -Delay (sec/veh): 34.6
Optimal Cycle: 95 Level Of Service: D
Approach: North Bound South Bound' East Bound West Bound
Movement: L - T - R L - T - R L T R
------------ I --------------- --------------- 11 --------------- 11 ---------------
Control: Protected Protected Protected Protected
Rights: Include Include Include Include
Min. Green: 0 0 0 0 0 0 0 0 0
Lanes: 2 0 1 1 0 2 0 2 0 1 1 0 2 0
------------ I --------------- --------------- --------------- ---------------
Volume Module:
Base Vol: 167 689 103 295 982 185 332 793 565 102 226 176
Growth Adj: 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01
Initial Bse: 169 696 104 298 992 187 335 801 571 103 228 178
Added Vol: 0 0 0 0 0 0 0 0 0
PasserByVol: 0 0 0 0 0 0 0 0 0 0 0
Initial Fut: 169 696 104 298 992 187 335 801 571 103 228 178
User Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
PHF Volume: 169 696 104 298 992 187 335 801 571 103 228 178
Reduct Vol: 0 0 0 0 0 0 0 0 0
Reduced Vol: 169 696 104 298 992 187 335 801 571 103 228 178
PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Final Vol.: 169 696 104 298 992 187 335 801 571 103 228 .178
------------ I --------------- 11 --------------- 11 --------------- 11 ---------------
Saturation Flow Module:
Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600
Adjustment: 0.90 1.0o 1.00 0.90 1.00 1*.00 1.00 1.00 1.00 1.00 1.00 1.00
Lanes: 2.00 1.74 0.26 2.00 2.00 1.00 1.00 2.00 1.00 1.00 1.12 0.88
Final Sat.: 2880 2784 416 2880 3200 1600 1600 3200 1'600 1600 1797 1403
------------ I --------------- 11 -------- I ------- 11 --------------- ---------------
Capacity Analysis Module:
.Vol/Sat: 0.06 0.25 0.25 0.10 0.31 .0.12 0.21 0.25 0.36 0.06 0.13 0.13
Crit Moves: * 41 * * * * * *
Green/Cycle: 0.07 0.30 0.30 0.13 0.36 0.36 0.30 0.41 0.41 0.07 0.18 0.18
Volume/Cap: 0.86 0.83 0.83 0.83 0.86 0.32 0.69 0.60 0.86 0.86 0.69 0.69
------------ I --------------- --------------- ---------------- ---------------
Level Of Service Module:
Delay/Veh: 63.3 34.7 52.9 49.5 32.3 21.6 31.1 21.7 32.6 71.7 39.2 40.3
Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
AdjDel/Veh: 63.3 34.7 52.9 49.5 32.3 21.6 31.1 21.7 32.6 71.7 39.2 40.3
Queue: 7 23 4 11 33 5 10 21 19 5 8 6
� * * * * * * * * * * * * * * * * * * * * * * * 4,* * *'* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
Traffix 6.8.0113 (c) 1997 Dowling Assoc. Licensed to TRANSTECH, Walnut, CA