HomeMy WebLinkAboutAGENDA REPORT 1991 0515 CC REG ITEM 09BResolution No. PC-91-234
page 2
SECTION 4. That the Planning Commission hereby
recommends to the City Council conditional approval (with
recommended changes) of LDM-90-4 on the application of Martin V.
Smith and Associates subject to compliance with all of the attached
conditions attached hereto.
The action of the foregoing direction was approved by the following
roll vote:
AYES:
NOES:
ABSENT:
Wesner, Torres, and Schmidt
None.
None.
PASSES, APPROVED, AND ADOPTED THIS 15TH DAY OF APRIL, 1991.
Chairman presiding:
ATTEST:
~&d-~·
Celia LaFleur, Secretary
STATE OF CALIFORNIA )
) ss
COUNTY OF VENTURA )
L Celia LaFleur, do hereby certify that I am the secretary of the Planning Commission of the City of
Moorpark, California and that the foregoing resolution was duly adopted at a regular meeting thereof
held on April 15, 1991 by the following vote:
Ayes:
Abstain:
ATTEST:
/I/"</ /"7
(l/'l-tL//}:. krL~
Celia LaF!eur, Secretary
Commissioners Schmidt, Torres, Wesner, Brodsky;
Commissioner Miller.
LAND DIVISION MOORPARK NO:
APPLICANT:
DATE:
90-4
Martin V. Smith and Associates
March 4, 1991
9. Prior to approval of a Final Map, the developer shall
demonstrate by possession of a District Release from the
Calleguas Municipal Water District that arrangements for
payment of the Construction Charge applicable to the proposed
subdivision have been made.
10. The Tentative Parcel Map shall expire three years from the
date of its approval. Failure to record a final map with the
Ventura County Recorder prior to expiration of the Tentative
Map shall terminate all proceedings, and any subdivision of
the land shall require the filing and processing of a new
Tentative Map.
11. Prior to approval of Final Map, an unconditional availability
letter shall be obtained from the County Waterworks District
No. 1 for sewer and water service for each lot. Said letter
shall be filed with the Department of Community Development
or, if said Unconditional Availability Letter in a form
satisfactory to the City cannot be obtained from the County
Waterworks District No. 1, the developer shall execute a
Subdivision Sewer Agreement in a form satisfactory to the
City. Said agreement shall permit deferral of unconditional
guarantee for sewer and water service until issuance of a
building permit for each lot in the subdivision. Said
agreement shall include language holding the City harmless
against damages in the event of the ultimate lack of adequate
sewer service.
12. Prior to recordation all utility lines from the property line
shall be placed underground
13. At the time water service connection is made, cross connection
control devices shall be installed on the water system in a
manner approved by the County Waterworks District No. 1.
14. As of the date of recordation of final parcel map, the parcels
depicted thereon shall meet the requirements of the zoning
ordinance and General Plan applicable to the property when the
application was deemed complete.
15. That the subdivider shall defend, indemnify and hold harmless
the City and its agents, officers and employees from any
claim, action or proceeding against the City or its agents,
officers or employees to attack, set aside, void, or annul any
approval by the City or any of its agencies, departments,
commissions, agents, officers, or employees concerning the
subdivision, which claim, action or proceeding is brought
within the time period provided therefore in Government Code
a:\ldm90-4.234 2
LAND DIVISION MOORPARK NO: 90-4
APPLICANT: Martin V. Smith and Associates
March 4, 1991 DATE:
b. Review of the soils and geotechnical report by the City's
geotechnical consultant may be required by the City Engineer.
If so, the applicant shall reimburse the City for all costs
including the City's administrative costs.
18. The applicant shall indicate in writing to the City of
Moorpark, the disposition of any water well(s) and any other
water that may exist within the site. If any wells are
proposed to be abandoned, or if they are abandoned and have
not been properly sealed, they must be destroyed per Ventura
County Ordinance No. 2372 and any applicable Division of Oil
and Gas requirements.
19. The applicant shall not construct the driveway fronting Minor
Street (per the project site plan) at the loading area and
shall paint forty feet of yellow curb adjacent to the loading
area. All loading/unloading shall be conducted in this zone.
To facilitate loading/unloading the applicant shall construct
a standard wheelchair ramp adjacent to this loading/unloading
zone.
20. The applicant shall demonstrate to the satisfaction of the
City Engineer that each building pad has adequate protection
from a 100-year storm and feasible access during a 10-year
storm.
21. The applicant shall submit to the City for review and
approval, drainage plans, hydrologic and hydraulic
calculations prepared by a registered civil engineer; shall
enter into an agreement with the City to complete the
improvements and shall post sufficient surety guaranteeing the
construction of the improvements. The drainage plans and
calculations shall indicate the following conditions before
and after development:
Quantities of water, flow rates, major water courses. drainage
areas and patterns, diversions, collection systems, flood
hazard areas, sups and drainage courses.
Hydrology shall be per current Ventura County Standards except
as follows:
a. all catch basins in sump locations shall be designated
for a SO-year storm;
b. all catch basins on continuous grades shall be designed
for a 10-year storm;
a:\ldm90-4.234 4
LAND DIVISION MOORPARK NO: 90-4
APPLICANT: Martin V. Smith and Associates
March 4, 1991 DATE:
24. The applicant shall make a special contribution to the City
representing the applicant's prorata share of the cost of
improvements to the intersection of Spring Road -New Los
Angeles Avenue. To determine the cost of these improvements
as identified in the project traf fie study, the applicant
shall first prepare conceptual plans to the satisfaction of
the City Engineer. The prorata share shall be approved by the
City Council prior to Final Map approval. The contribution
shall then be paid to the City, prior to Final Map approval.
25. The applicant shall submit to the City and Cal trans for review
and approval a traffic signal plan for the intersection of
Spring Road -Flinn Street, prepared by a registered civil
engineer; shall enter into an agreement with the City to
complete those improvements; and shall post sufficient surety
guaranteeing completion. The street improvements will be
those necessary to complete installation of the traffic
signal, including restriction of left turns into/out of Second
Street as detailed in the project traffic study.
The applicant shall provide for a traffic signal warrant study
to be conducted between three and six months after occupancy.
If the traf fie signal is warranted and construction is allowed
by Cal trans the applicant shall immediately construct the
improvements. If the traffic signal is not warranted,
additional traffic signal warrant studies shall be conducted
on a semi-annual basis unless otherwise approved by the City
Engineer. If construction of the traffic signal is not
warranted or Caltrans will not allow its construction prior to
occupancy, the applicant shall deposit 125% of the
construction cost with the City prior to project acceptance.
The required bond for the improvements can be exonerated if
the cash deposit is provided to the City.
This construction cost shall include associated engineering,
construction inspection and administration costs. The cash
deposit does not relieve the applicant from constructing the
improvements. The applicant shall construct the improvements
upon receiving Caltrans permission to do so.
26. The applicant shall deposit with the City a contribution for
the Los Angeles Avenue Area of Contribution. The actual
deposit shall be the then current Los Angeles Avenue Area of
Contribution rate at the time of Zone Clearance. If previous
payment of this contribution can be demonstrated to the City's
satisfaction, this condition shall be waived.
a:\ldm90-4.234 6
LAND DIVISION MOORPARK NO: 90-4
APPLICANT: Martin V. Smith and Associates
March 4, 1991 DATE:
31. A meandering sidewalk along the Spring Road, Flinn Avenue, and
Minor Street property frontage shall be constructed, with the
precise design and location approved by the city Engineer and
Director of Community Development. The following criteria for
the design of the meandering sidewalk shall be met:
1. Crossfall shall not exceed two percent.
2. Sidewalks shall be a minimum 5 feet wide at all points.
3. The meandering sidewalk shall be contained either within
public right-of-way or within an easement offered to the
City.
4. The applicant shall agree to maintain the sidewalk any
related landscaping.
IN CONJUNCTION WITH FINAL MAP APPROVAL, THE FOLLOWING CONDITIONS
SHALL BE SATISFIED:
32. Applicant shall offer to dedicate on the Final Map to the City
of Moorpark for public use, all right-of-way for public
streets as shown on the map.
33. Applicant shall dedicate on the Final Map to the City of
Moorpark, public service easements as required.
PLANNING COMMISSION RECOMMENDED CHANGES PER PLANNING COMMISSION
MEETNG OF APRIL 1, 1991
CITY ENGINEER CONDITIONS
PRIOR TO APPROVAL ON FINAL MAP, THE FOLLOWING CONDITIONS SHALL BE
SATISFIED:
19. '!'he applicant shall not construct the drivm.my fronting Minor
Street (per the project site plan) at the loading area and
shall paint forty feet of yellow curb adjacent to the loading
area. All loading/unloading shall be conducted in this zone.
'I'o facilitate loading/unloading, the applicant shall construct
a standard wheelchair ramp adjacent to this loading/unloading
zone.
22. '!'he applicant shall submit to the City for review and
approval, storm drain plans for the Spring Road drain (from
the project to the existing reinforced concrete box on the
southwest corner of the intersection of Los Angeles Avenue
Spring Road) as identified by the City's Master Drainage
Study, prepared by a registered civil engineer; shall enter
into an agreement with t~e City to complete the improvements;
a:\ldm90-4.234 8
LAND DIVISION MOORPARK NO: 90-4
APPLICANT: Martin V. Smith and Associates
March 4, 1991 DATE:
!!!!:!!!Jjig,iI!i;!!:!!ll!!!!lg'''':Il:t!!t,!!!~l!f!T:f:l::1:~!!!:JfjTlf!i!~
agreement with the City to complete these improvements; and
shall post sufficient surety guaranteeing completion.
To determine what street improvements will be necessary, the
applicants engineer shall submit for City and Caltrans review
alternative conceptual designs of an aligned intersection.
The off-set intersection design shall include sufficient
information to demonstrate how the lane configuration and
traffic signal phasing will operate. The City and Caltrans
will review the conceptual plans (additional conceptual
designs may be required) and determine which intersection
configuration will be constructed. The applicant shall then
proceed with final design and construction of the
improvements. The applicant shall be responsible for all
costs associated with processing of any associated right-of-
way vacation.
The applicant shall provide for a traffic signal warrant study
to be conducted between three and six months after occupancy.
If the traffic signal is not warranted, additional traffic
signal warrant studies shall be conducted on a semi-annual
basis unless otherwise approved by the City Engineer. If
construction of the traffic signal is not warranted, or
Caltr~ns will not allow its construction prior to occupancy,
the applicant shall deposit 125% of the construction cost with
the City prior to project acceptance. The required bond for
the improvements can be exonerated if the cash deposit is
provided to the City. This construction cost shall include
associated engineering, construction inspection and
administration costs. The cash deposit does not relieve the
applicant from constructing the improvements. The applicant
shall construct the improvements upon receiving Caltrans
permission to do so.
a:\ldm90-4.234 10
DATE:
TO:
FROM:
THOMAS S. MONTGOMERY AND ASSOCIATES
Dece�ber 21, 1990
;tr. Mark Wessel
Terry Hockett
Moorpark Country Inn/Apartments Traffic lmpact Study
Attached for your review and conment is a copy of our revised fir,al tr.affic: impact st:..dy fer this proposed development. If you have any question:; CO;-'!Cernir.g this rep1Jrt. er require any further in put at this time, please c-:mtact us at _your convenience.
Project No. 900510
THOMAS S. MONTGOMERY AND ASSOCIATES
) . . '
,,
of Moorpark (see Figure 1, "Vicinity Map"). This development would contain a
127-room hotel, a 5,100-square-foot quality restaurant, and 60 apartments. It
is assumed that access to the hotel and restaurant would be provided via one
driveway on Spring Road restricted to right turns only, in and out,
approximately 340 feet north of the centerline of Flinn Avenue; and one two
way driveway on Fl inn Avenue located approximately 300 feet east of the
centerline of Spring Road. Further discussion of site access and circulation
is provided later in the report. Two hundred and thirty (230) parking spaces
would be provided for hotel and restaurant uses. Access to the 60 apartments
would be provided via one two-way driveway on Minor Street, with 150 parking
spaces provided on-site. For study purposes, it was assumed that this mixed
use development could be constructed and fully operational by 1995, the selected
study design year.
SCOPE OF WORK AND DATA SOURCES
The scope of work for this traffic impact study was obtained from Mark
Wessel of WlLLDAN ASSOCIATES, the City of Moorpark's Traffic Engineer. It was
determined that this traffic impact study should include a detailed evaluation
of "existing," "existing plus site traffic," and "total future with and without
site traffic" conditions at seven intersections in the vicinity of the study
site: Science Drive/New Los Angeles Avenue, Spring Road/High Street-Los Angeles
Avenue, Spring Road/Second Street, Spring Road/Flinn Avenue, Spring Road/Los
Angeles Avenue-New Los Angeles Avenue, Los Angeles Avenue/Moorpark Avenue, and
Los Angeles Avenue/Gabbert Road-Tierra Rejada Road. New peak period (6:30 AM
to 8:30 AM and 4:00 PM to 6:00 PM) manual turning movement traffic volume counts
were made by our personnel at three of the locations in early June 1990. Traffic
volume counts at the remaining intersections, including 24-hour machine counts,
were made by KAKU ASSOCIATES in early May 1990. Field investigations were made
to ascertain the physical and traffic operational characteristics of the study
area street system. Information concerning related planned developments in the
City of Moorpark was obtained from the latest development listing for the City
Project No. 900510 2
� ,------------------------------------------------------.f, � 0 c..,. l'I) n r+ z 0 '° 0 0 u, -
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wl
O�AWINCS\900.5t0-1.dw9
09/25/90 11: 58
-·
I 'I .. ,-·l.. , I ••. J ... L. I '
� I ' \J --•·· ... ....
PROJECT NO. 900510
�
NO SCALE
LEGEND
Study Site
1
VICINITY MAP
THOMAS S. MONTGOMERY AND ASSOCIATES
Tron:,portotion & r,offlc Engineers
2151 Alu:,andro 0rlw, Suite 210, Ventura, Colifomlo 9J001
(805) 652-0411 • FAX: (805) 652-0545
"'O "'I ti tD n .... z 0 '° 8 c.n -0
LEGEND
-00/00 AM /PM Peak Hour Traffic Volumes
Dolly Traffic Volumes
Gabbert Rd.
22,400 ,1 l22/t23 -667/736 --47/29 '
Tierra ReJado Rd.
Second St.
0 0 0 v •,; -o ""'
\__ 1511/2611 ,.,.,, -�� ::t'l N --610/8£3 )�� , 41/126
86/144 _.,,I "' t (761/796 --<ON"' 15/22' NN• ..................... o, No, .., ,.., :: 0 0 0 M
Moorpark. Ave.
PROJECT N 0. 900510
OlltAV1NGr.,oo$l0-2.d•a 12/l♦/'H U,•9 /�NO SCALE
Spring Rd.
co�,: '--st/69 -,, �� --233/336
11.000 1)�� ,61011124
"I t ( [32,000 I..;...i....., ____ �-------Los Angeles
4/8_,/ 262/402 --13/61� m � m CD '-'-o NM N�
111001 ) �
21/21_,/ 53/31:-'\ • a: --� � .... ,._ N i�
0 0 0 11°'1\1
o�., _,....o ��� •co,i n� .. 31,C00 )t\.
425/435 _,/
570/3811 --129/239 '
0 0 O'I t0
0 0 0 11°'(IJ
"'I!"'0 0 -a, '"'' �"'� �
�i
--rm
o "'.... 0 '"' . � '-OI ; N
'--;o/30 ,-29/311
tr a::: �� �Ill
0
� 5114/473 --306/466 ,.-2/34
800
"' t ( 19,000
-o .... ........ "'"'' ....... ....... ., -....... ��
Ave.
Fllnn Ave.
Science Or.
2
EXISTING
TRAFFIC VOLUMES
TMA THOMAS S. MOOTGOMERY ANO ASSOCIATES
Tronsportotlon &c Trolflc Engineers 2151 41euo�dl-• Drive, Suite 210. Ventura, Callfomla QJOOI (S05) &52-0,11 ru: (805) e52-c�•s
--------------------· __________ ...,
''
both the morning and afternoon weekday commuter peak travel periods. The back
up ICU and HCH worksheets are contained in the Appendix, if more detailed
information is needed. The results of this analysis are listed in Table 1 and
indicate that five of the study area intersections are currently operating at
acceptable levels of service during both convnuter peak travel periods. However >
the intersections of Spring Road/Second Street and Spring Road/Flinn Avenue are
currently operating in excess of design capacity during both conmuter peak
travel periods. This determination is based on the City of Hoorpark's
definition of design capacity as "Level of Service C (LOS C) with a maximum ICU
of 0.79."
TABLE 1 EXISTING VOLl»IE/CAPACITY RELATIONS�IPS
V/C Ratios -LOS Values Study Area Intersections Morning Afternoon Peak Hour Period Peak Hour Per lod
Na, Los Angeles Avenue and 0.491-A 0.514-A Science Drive
Spring Road and High Street-0.781-C 0.758-C Los Angeles Avenue
Spring Road and Second Street E • E •
Spring Road and Flinn Avenue E • E *
Spring Road and Los Angeles 0.722-C 0.680-B Avenue-New Los Angeles Avenue
Los Angeles Avenue and Moorpark 0.551-A 0.629-B Avenue
Los Angeles Avenue and Gabbert 0.599-A 0.629-B Road-Tierra Rejada Road
*Usln9 198� Highway Cap1clty Many1J's unstgnallzed Intersection
ana lys Is methodo logy.
Project No. 900510 7
SITE TRAFFIC GENERATION AND DISTRIBUTION
The additional traffic generated by the proposed mixed-use development, and
all other planned developments identified in the City of Moorpark, was estimated
based on traffic generation factors obtained from the Institute of Transportation
Engineers' (ITE) Trip Generation Manya], Fourth Edition, and other pertinent
sources. These factors are listed in Table 2, on page 9, with the resultant
directional peak hour and daily site traffic generation quantities shown in
Table 3 below.
TABLE 3 SITE TRAFFIC GENERATION
Number of Additional Vehicle Trips
land Use Description AH Peak Hour PH Peak Hour Dally Tota 1 IN OUT IN OUT
127-Roaa Hate 1 33 17 34 29 1.060
60 Apartments 6 26 28 13 370
5,100 Ft.• Quality Restaurant 6 1 24 11 450
TOTALS: 45 44 86 53 1,880
Maximum daily site traffic demands would be approximately 1,880 vehicle
trips per day (VP0), with directional peak site traffic demands of about 45
vehicle trips per hour (VPH) inbound, and 85 VPH outbound, during typical morning
and afternoon commuter peak travel periods, respectively.
Project No. 900510 8
'.
TABLE 2 STUDY TRArFJC GENERATION FACTORS
I
Land Use Desc rip tion
Bu tdS1Dt ta l:
Single-Family Detached Condom In I ins Apartments
Rna..U:
Fast-Food Restaura nt 5,100 Ft.• Quality Restaura nt 6,000 Ft.• Quality Restaurant 7,500 Ft.• Shopping Center 9,300 Ft.• Shopping Center 10,800 Ft.• Shopping Center 20,932 Ft.• Shopping Center 27,620 Ft.• Shopping Center 90,830 Ft.• Shopp Ing Center 122,500 Ft.• Shopping Center 288,790 Ft.• Shopping Center
lOClwUr lj l:
249,320 Ft.• Industrial Park 44,352 Ft.• light lnciistrlal 115,200 Ft.• Light Industrial 131,727 Ft.• Light Industrial
258,844 Ft.• light Industrial 42.6-Acre Light lnciistrlal
�
23,040 Ft.• Office 17.4-Acre Business Parle 63,000 Ft.1 Civic Center
MtsceJJAtmQ.Yi=
153,000 Ft.• library Auto Repair Center Car Wash Facili ty 127-Room Hote 1
Project No. 900510
Base Factor Unit
o.u.o.u.o.u.
1000 Ft,• 1000 Ft. 1
1000 ft. I 1000 Ft. 1
1000 ft. I 1000 Ft. 1
1000 Ft.' 1000 Ft.• 1000 Ft.• 1000 Ft. 1
1000 Ft. 1
1000 Ft.•1000 Ft .1
1000 Ft. 1
1000 Ft.•
1000 Ft.'Acre
1000 Ft.• 1000 Ft.• 1000 ft. I
1000 Ft.• Site Site Room
9
Nuntier of Vehicle Trips Per 8ese Factor Unit
AM Peak Hour PM Peak Hour
IN OUT IN OUT
0.20 0.55 0.63 0.37 0.07 0.37 0.38 0.18
0.10 0.44 0.46 0.22
8.18 6.82 21.84 19.28 1.13 0.13 4.65 2.09 l.C2 0.11 4.62 2.07 3.45 1.48 10.59 11.02 3.16 1.36 9.55 9.94 2.98 1.28 8.89 9.25 2.29 0.98 6.47 6.73 2.05 0.88 5.66 5.89 1.27 0.54 3.20 3.33 1.13 0.48 2.77 1.88 0.80 0.34 1.83 2.07
0.83 0.18 0.19 0.72 1.32 0.18 0.17 1.27 0.99 0.13 0.13 0.97 0.95 0.13 0.13 0.93 0.78 0.11 0.10 0.76 6.80 1.20 2.76 5.87
2.14 0.32 0.40 2 .12 16.74 2.73 3.04 13.83 2.00 0.2S 0.90 1.96
0.00 0.00 0.07 0.52 0.92 0.43 0.97 0.97 18.00 18.00 40.00 40.00 0.26 0.?3 0.27 0.23
Daily Total
10.0 5.9
6.1
685.6 87.4 8B.2 184.0 170.6 161.9 128.5 116.6 76.9 69.2 49.1
8.0 8.0 6.5 6.3 5.5 51.8
19.8 166.9 25.0
8.8 17.1 900.0 8.3
The orientation of these additional site-generated traffic demands was
estimated based on information contained in other traffic impact studies prepared
by our firm, and on our general knowledge of future traffic and demographic ,,
characteristics in this portion of the City of Moorpark. For the hotel site,
we estimated that 65 percent of the total site traffic demand would be oriented
to and from the east (30 percent on New Los Angeles Avenue and 35 percent on Los
Angeles Avenue); 15 percent to and from the south on Spring Road south of Los
Angeles Avenue-New Los Angeles Avenue; with the remaining .2.Q_-percent oriented
to and from the west (5 percent on High Street and 15 percent on Los Angeles
Avenue west of Gabbert Road-Tierra Rejada Road).
For the restaurant site, we estimated that 17 percent of the total site
traffic demands would be oriented to and from the north (2 percent on Spring
Road north of High Street-Los Angeles Avenue and 15 percent on Moorpark Avenue
north of Los Angeles Avenue); 18 percent to and from the west (8 percent on High
Street and 10 percent on Los Angeles Avenue west of Gabbert Road-Tierra Rejada
Road); 35 percent to and from the east (15 percent on Los Angeles Avenue and 20
percent on New Los Angeles Avenue east of Science Drive); and 30 percent to and
from the south (25 percent on Spring Road and 5 percent on Tierra Rejada Road).
For the apartment area, we estimated that 65 percent of the total site
traffic demands would be oriented to and from the east (30 percent on Los Angeles
Avenue and 35 percent on New Los Angeles Avenue east of Science Drive); with the
remaining 35 percent oriented to and from the west (5 percent on High Street and
30 percent on Los Angeles Avenue, west of Gabbert Road-Tierra Rejada Road).
Illustrated on Figure 3 are the resultant total directional peak hour and
daily site traffic demands, as assigned to the study area street system,
utilizing these site traffic generation and distribution estimates. Maximum
daily site traffic demands (about 1,150 VPO) would occur on Spring Road, between
Flinn Avenue and Los Angeles Avenue-New Los Angeles Avenue.
Project No. 900510
�-,
C'D n C"+
:z 0
c.n -0
--00100
LEGEND
AM/PM Peak Hour Traffic Volumes
Dally Traffic Volumes
Spring Rd.
r1•12•
--------------,.-5-3-0-'T'"-Los Angeles J/6 � "\ (Ave. ' ,_i g •tn
� N ....._ ID i '-�/11 [fr� i (
r------7
I Apts.
�-------1 I I II I ' �� Second St.----------;='
t ::
I Hotel/ I I Restaurant I
D¥V»+GS-\,011!110-3.d•9
1v1u,o 0.55
Gabbert Rd.
..,....... -1 1/,e -'-011 ro 1 � -12 9
l!/16-( 330 l!/17 --
:;:: 0
Tierra Re jado Rd. Moorpark Ave.
PRO.£CT NO. 900510
��
NO SCALE
�
0 "· 5,1::5�""::! )l�
9/20_/
L _____ .J
OI ,,,
'-11/1! r211/J• ) -�---,---,---------.,_.,.._,,.__.....,_.__)_Flinn Ave. t( 1470 ..,_ -·....... ,=�
'-13/25
�
�
215/43 _/ 6/28-6/28_/
Science Dr.
3
SITE TRAFFIC DEMANDS
THOMAS S. MONTGOMERY ANO ASSOCIATES
Tronoportotlon " trofflc Englneor,
2151 Al111..,dro 0rI ... SUit• 210, Ventura, Collfornlo 93001
(1105) 552-0411 • FAX: (1105) 1152-0545
-0 � 0 c.,. II) t'I .-+-
0
ID
PROJECT NO. 900510
�
NO SCALE
THOMAS S. MONTGOMERY ANO ASSOCIAT!S
lron1111ortot1on • Trollk: t'.n<iln••••
TABLE 4
RELATED PROJECTS TRAFFIC GENERATION
Rel1ted NU!t>er of Vehicle Trtps
Project
Number land Use Oescrlpt ton AN PHk Hour PM Peek Hour
IN OOT IN 00T
I Tr act 0,1 (West VI ll1ge) -154 SFDU's :.1 85 97 57
2 Tract o,o (West Vt l l1ge) -166 SFDU's 33 91 105 61
3 Tract 0,2 (West Vtl11ge) - 179 SFDU'a 36 98 113 66 ' ZC-90·3 - 122,500 Ft.• Shopping Center 138 59 339 353
5 Tract 4637 - 257 Co nd0111tn ti,ns 18 95 98 ,6
6 Tract ,660 - 249,320 Ft.• Industrial P1rit 206 ,5 ,1 178
1 IPD-88·3 -68,782 Ft.• light lndustrt1l (1) 201 21 27 198
8·A IPD-88·' -,s.750 Ft.• light Industrial
8·8 IPD-88·5 -58,166 Ft.• light Industrial
9·A IP0-88·8 -II ,536 Ft.1 light Industrial
9·8 JPD-88·9 -11,555 Ft.• light Industrial
9-C IPD-88·10 -11,812 Ft.• light lndustrt1l
9·0 IPD-88·11 -6,780 Ft.• light Industrial
9-E IPD-88·12 -5,62, Ft.• light Industrial
9·F IPD-88· 13 -5, 790 Ft.• light I ndust rl11
9·G IPD-88·1' -5,790 Ft.• light Industrial
9·H IP0-88·15 -9,,o9 Ft.• light In dustrial
9·1 IP0-88·16 -10,800 Ft.• light Industrial
9-J IPD-88·17 -7,050 Ft.• light In dustrial
10 lPD-90·2/6 -115,200 Ft.• light lndustrt1l 114 16 15 111
ll·A DP-351 -30,701 Ft.• light Industrial (b) 125 17 17 122
11-8 DP-352 -30,701 Ft.• light In dustrial
ll·C DP-353 -14,635 Ft.• light lndustr ta 1
12 lPD-89·2 -32,650 Ft.• light Industrial
13-A DP-3'3 -12 ,2,0 Ft.• light lndustr t11
13·8 DP-34' -10,800 Ft.• light Industrial
14 0P-390 -9,572 Ft.• Auto Repair 9 4 9 9
lS·A Tract '738 -116 SFOO's 23 64 73 ,3 15·8 Tract '738 -175 Co nda.lnhns 21 65 67 32 16 CP0-89·3 -90,830 Ft. 1 Shopping Center 115 ,9 290 302 17 CP0-90·3 -7,500 Ft .1 Shopp tng Center 26 11 79 83
18 Tract '1'7 -62 SFDU's (51 Oecupted) 2 6 1 4
19 RP0-89·1 -236 Apart111111ts 2, 104 109 52
20 T.T. 4652 -18 SFDU's ' II 13 7
21 T. T. 4620 -66 SFDU's 13 36 '2 2,
22 CPD-90·1 -9,300 Ft.• Shopping Center 29 13 89 92
23 LOll-89·2 -288. 790 Ft.• Shopping Center 231 99 529 597
24 P0-1066 -9,000 Ft.• Car Wash/Auto Service 22 20 " "
25 CPD-89·4 -10,8 00 Ft.• Shopping Center 32 14 96 100
26 CPD-88·3 -3,965 Ft.• Fast-Food Rest1ur1nt 32 27 86 76
27 Tract ,095 -27 Condonlinh-2 10 10 �
28 DP-358 - '4,352 Ft.• light Industrial 58 e e 57
29 CUP-88·2 -23,040 Ft.• Office 49 7 9 49
3D·A SP-88·1 -17 .4-Acre Business P1rit 291 '7 53 2'1
30·8 SP-88·1 -42.6-Acre light lndustrt1l 290 51 118 250
3D·C SP-88·1 -4-Acre Ctvtc Center (cl 126 16 57 123
31 SP-88·1 -497 SFOO's 99 273 313 184
32 P0·l062 -20,932 Ft.• Shopping Center '8 21 135 141
33 Tract 3963 -131 SFOO's (12 Oecupted) 24 65 75 "
34 l 53. 000 Ft.• libra ry 0 0 10 80
35·A ,.500 Ft.• Fast-Food Rest aurant 37 31 98 87 35·8 27,620 Ft.• Shopp Ing Center 57 2, 156 163
35-C 6,000 Ft.• Qua ltty Restaurant 6 1 28 12
TOTAL TRAFFIC IXIWIDS: 2,572 1,610 3,,61 4,093
EXTERNAL TRAFFIC DEMAND: (d) 1,656 l. os, 2,052 2,482
NOTES: (1) Traff tc gener1t Ion based on COlllblned square footage for related
projects 7, 8, and 9 (258,844 Ft.1}
(b) Traffic generation based on cOlllblned square footage for related
projects II, 12. and 13 (131,727 Ft.•)
(c) Based on • ,o percent but ldlng·1re1•to ·gross-1rea rat to.
D11 ly
lotal
1,5,o
1,660
1.790
8.,8D
I.SID
2,000
1420
750
830
160
1.160
1,030 6.980
1,380
110
1,440
200
660
1,590
1',190
980
1.760
2.720
160
350
,so
2,900
2.210
1,580
4,970
2,690
l, 190
1.350
3,190
3,220
530
79.1'0
46,080
(d)Based on • 25 percent reduct ton for shoppin g center land uses. 1 55 percent
reduct ton for fist-food restaurant land uses. and 1n overa l1 reduct ton
of 30 percent to account for development Interact ton.
Project No. 900510 14
"'O ., 0 c... n, n ,.. z 0 .
ID g c.,,-c:,
-c.,,
------------------------·----------------------·-----------------------·
LEGEND
-- 00/00 AM/PM Peak Hour Traffic Volumes
IOOOJ Dolly Traffic Volumes
Gabbert Rd.
31,500 � 163/161 � 11 00/1158 � 80/134'
0 0 (Xl .,.,
Tierra Rejada Rd.
Spring Rd .
�� � \._ S7 /78 �� � --289/418 ) f \._ ,-1059/1256 High St. ...i..;..13;;.;•.;.7;;.00;;..L.. ___ ...,. ______ ,_ Los Angeles 5/12 J '\ f ( 43,600 Ave. 325/489 -5!°' ,o 29/98 -N -�5! N� ��-C. � ,... �
�' 0 G
'� 0 �= � ) ' ... Second St.--...;..;..,._ __ ...:.,_. 54i33 ' t i-ig
142/323 __,,I1273/1608 -21/47'
8 ..., 0
(\J
\._ 201/363 --1127/1633
� ' O> '� i n �� �33/41 J l ,-60/76 f '-_:__)----..... ---rllnn Ave.
0 0 ... 0 ... t (Science Dr. ,.,_ �· _ ..... � �
,-45/139 __ _ 50,000
'=&57/603 -531/850 ,-18/111
613/7 28 J 845/715 -269/509'
0 0 (1\ r..:
'\tr 28,600
5
Moorpark Ave.TOTAL 1995
TRAFFIC DEMANDS
PRO.ECT NO. 90051 0 THOMAS S. MONTGOMERY ANO ASSOCIATES Transportation & Traffic Engln .. rs
OO\IINGS',,OO,lO-S .... 9 121?01'0 o,-n �
NO SCALI:'.
2151 Aluoondro Ori.-., Suite 210, Ventura. Collfon,1o llJOOI
{805) 852-0411 • fAX: (805) 852-0545
' '
In order to estimate the future operational efficiency of the study area
street system, an ICU/HCM analysis was again conducted at the study area
intersections, with and without recommended mitigation measures. The recomme{lded
mitigation measures are as follows:
l.
2.
3.
4.
5.
Spr ing Road and Fl iao Aveaue: That this intersection would be controlled with a two-phase traffic signal, with the northbound approach striped for two through lanes; southbound for a left-turn-only lane and two through lanes; and westbound for a left-turn-only lane and a right-turn-only lane.
Spring Road and Los Angel es Avenue-New Los Angel es Avenue: That the northbound approach at this location would be striped for dual left-turn-only lanes and two through lanes; with southbound for dual left-turn-only lanes, one through lane, and a right-turn-only lane. The remaining intersection control and geometrics would remain unchanged.
Moorpark Aveoue and Los Angeles Av�nue: That the westbound approach at this location would be striped for a left-turnonly lane and three through lanes, with the remaining geometrics and intersection controls to remain unchanged.
Gabbert Road-Tierra Rejada Road and Los Angeles Avenue: That the traffic signal control at this location would be upgraded to provide separate right-turn phasing for northbound traffic. The eastbound approach at this location would be striped for a left-turn-only lane and three through lanes. The remaining intersection control and geometrics would remain unchanged.
Science Drive and New Los Angeles Avenue: The Carlsberg EIR Traffic Analysis recommends that the northbound approach at this location be striped for dual left-turn-only lanes, an optional through or right-turn lane, and a right-turn-only lane; southbound for a leftturn-only lane and one through lane; eastbound for one left-turnonly lane and three through lanes; and westbound for dual leftturn-only lanes and three through lanes.
Project No. 900510 16
The results of this ICU/HCM analysis are di$played in Table 5. This V/C
anal ysis indicates that, for the theoretical "existing plus site traffic"
scenario, all of the study area intersections would operate at acceptab1e levels
of service.
TABLE 5 FUT URE VOLUME/CAPACITY RELATIONSHIPS
V/C Ratios -LOS Values Peak Study Are a Intersections Time Total Cunulatlve Traffic Oelllands Period Existing Plus Site With Site Without With Site Traffic Traffic Site Traffic Traffic Without With With Mltlgat Ion Mitigation Mitigation
New Los Angeles Avenue I AM 0.495-A 0.488-A 0.487-A 0.488-A Science Drive PM 0.522-A 0.536-A 0.532-A 0.536-A
Spring Road I High Street-AM 0.787-C 0.995-E 0.991-E 0.995-E Los Angeles Avenue PM 0. 76 8-C 1.041-F 1.035-F 1.041-F
Spr In g Road I Second AH N/A N/A N/A NIA Street * PM N/A N/A NIA N/A
Spring Road I Fl inn AM 0.588-A 0.696-8 0.644-8 0.678-8 Avenue PM 0.527-A 0.675-8 0.604-8 0.653-8
Spring Road I Los Angeles AM 0.735-C 0.994-E 0.875-0 0.884-0 Avenue-New Los Angeles PM 0.701-C 1.152-F 1.036 -F 1.044-F Avenue
Los Angeles Avenue I AM 0.553-A 0.765-C 0.751-C 0. 752-CMoorpark Avenue PM 0.633-8 1. 035 -F 0.938-E 0.941-E
Los Angeles Avenue I AM 0.602·8 0.874-0 0./99-C 0.602-0 Gabbert Road-Tierra PM 0.635·8 1.040-F 0.863-0 0.865-0 Rejada Road
* It Is ass1111ed that fu ture traffic wil l be limited to right turns to and from Second Street.
Project No. 900510 17
..
For the "total cumulative with site traffic with existing geometrics"
scenario, four of the study area intersections would operate in excess of design
capacity during the morning and/or afternoon convnuter peak travel periods. For
the "total cumulative with and without site traffic with mitigation" scenarios,
four of the study area intersections would operate at unacceptable levels of
service during the morning and/or afternoon weekday convnuter peak travel
periods. These intersections are Spring Road/High Street-Los Angeles Avenue,
Spring Road/Los Angeles Avenue-New Los Angeles Avenue, Los Angeles
Avenue/Moorpark Avenue, and Los Angeles Avenue/Gabbert Road-Tierra Rejada Road.
However, site traffic impacts at these locations are not anticipated to be
significant. This determination is based on our firm's definition of a
significant adverse impact as one resulting in a differential of "two points"
or more in ICU values between the "with" and "without" site traffic condition
scenarios at intersections projected to operate at, or in excess of, design
capacity.
SITE ACCESS, CIRCULATION, AND PARKING
It is assumed (due to the present policy to limit access to and from
SR 118) that ingress/egress traffic would be limited to right turns only at the
site access driveway on Spring Road. In addition, due to the recommended future
traffic signal at Spring Road and Flinn Avenue, it is reconvnended that access
to and from Second Street at Spring Road be limited to right-turn traffic only,
since left-turning traffic to and from Second Street would conflict with
southbound approach traffic on Spring Road turning left into Flinn Avenue. By
1995 future traffic demands at the intersection of Spring Road and Flinn Avenue
will meet the CALTRANS' planning application traffic signal warrant for
interruption of continuous traffic for rural conditions (prevailing traffic
speed on major street greater than or equal to 40 mil es per hour). These
traffic signal warrants will be further satisfied when ultimate build-out of the
Flinn Avenue area occurs. In order to determine the potential need for traffic
signal control at the intersection of Spring Road and Flinn Avenue when ultimate
Project No. 900510 18.
build-out of the Flinn Avenue area occurs, it was deemed appropriate to estimate
the future daily traffic demands at the intersections of Spring Road with Flinn
Avenue and Second Street for four buiid-out scenarios of the Flinn Avenue area.
The four scenarios selected were, "build-out with remaining vacant land
including site using existing land uses," "build-out with remaining vacant land
including site using business park land uses," "build-out with remaining vacant
land using existing land uses and site using proposed land uses," and "build
out with remaining vacant land using business park 1and uses and site using
proposed land uses." Displayed in Table 6, on page 20, are the estimated future
daily traffic demands at the intersections of Spring Road with Flinn Avenue and
Second Street for these four ultimate build-out scenarios of the Flinn Avenue
area. Each of these scenarios exceeds the minimum daily traffic volume required
for implementation of traffic signal control per CALTRANS standards. Maximum
daily traffic demands on Flinn Avenue would occur if the adjoining vacant land
is developed utilizing business park land uses with the subject study site
utilizing proposed land uses (4,820 VPD). This estimate, along with that given
for scenario three, includes permitting a project driveway on Spring Road.
The realignment of Flinn Avenue northerly to a future four-way
intersection with Second Street and Spring Road is not considered a feasible
alternative to eliminating the potential conflicts between traffic on Spring
Road that are simultaneously turning left into Flinn Avenue and Second Street.
This realignment would bi-sect the proposed study site, thereby eliminating the
potential development of this site as a hotel and quality restaurant.
The one two-way site access driveway on Flinn Avenue and the one limited
access driveway on Spring Road that would serve traffic for the proposed hotel
and quality restaurant would have ample capacity and adequate width to
accommodate tot a 1 future shared peak site traffic demands, maximum
ingress/egress site traffic volumes of about 45 VPD versus driveway capacities
of more than 200 VPH in each direction. Vehicle storage lengths for the site
access driveways should be adequate due to the anticipated low number of site
traffic parking maneuvers. However, due to the recommended future traffic
Project No. 900510 19
signal control at Flinn Avenue and Spring Road, and restricting the site access
driveway on Spring Road to right-turning traffic only, it is recommended that
the currently proposed primary site access driveway on Spring Road be redesigned
as a secondary site access with the site access driveway on Flinn Avenue
redesigned as a primary site access.
Scenario
1.Bulld--out with raMlnlng
TABLE 6 FUTURE DAILY TRAFFIC DEMANDS PER FLINN AVEN UE AREA BUILD-OUT SCENARIOS
Fllm Avenue Second Street
East-Leg West-Leg
2,040 N/A 900 vacant land Including site (l. 7001 (bl using exis ting land uses.
2.Bulld--out with raMlnlng 4,440 N/A 900 vacant land Including (1,7001 (b) site using business parkland uses.
3. Same as l except site 3,100 410 (al 900 using proposed land uses.(1,700) (bl
4.Same as 2 except site 4,820 410 (al 900 using proposed land uses.(l, 7001 (bl
(al Site driveway with ingress/egress restricted to right-turns-only.
(b)Traffic volume with no left-tum restrictions.
Spring Road
15,000 -41,000
The close proximity of the hote 1 and qua 1 i ty restaurant site access
driveways to adjacent intersections may cause turning movement conflicts between
site tra ffic and adjacent intersection traffic. However, due to low site
Projec t No. 900510 20
•Science Drive/Los Angeles Avenue -3.14 percent
•Spring Road/High Street-Los Angeles Avenue -3.63 percent
•Spring Road/Second Street -4.48 percent
•Spring Road/Flinn Avenue -11.32 percent
•Spring Road/Los Angeles Avenue-New Los Angeles Avenue -3.01 percent
•Moorpark Avenue/Los Angeles Avenue -1.18 percent
•Gabbert Road-Tierra Rejada Road/Los Angeles Avenue -1.39 percent
TABLE 7 EXTERNAL SITE-TO-EXTERNAL SITE PLUS EXTERNAL RELATED PROJECTS TRAFFIC DEMAND RATIOS
Total Number of AM and PM Peak Hour Vehicle Trips
External Sita Study Area Intersections Plus External Site External Related Traffic Projects Demands Traffic Demands
Science Drive and Los Angeles 48 1,527 Avenue
Spring Road and High Street-58 1,598 Los Angeles Avenue
Spring Road and Second Street 64 1.429
Spring Road and Flinn Avenue 174 1.537
Spring Road and Los Angeles 102 3,391 Avenue-New Los Angeles Avenue
Moorpark Avenue and Los Angeles 36 3,040 Avenue
Gabbert Road-Tierra Rejada Road 33 2,377 and Los Angeles Avenue
Project No. 900510 22
Percent 7 External Site I to External Site Plus External Related I Projects ITraffic Demands I
3.14
3.63
4.48
11.32
3.01
1.18
1.39
..'
APPENDIX
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TABIA.ATI�
IOIWLYM
a ......... ..,.,u
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tJOtc LEGEND
........
"'-..... -...... �.,,.,." � ..
•• c-.utt1••-·••n 11 "-·ff--..... --, A CCILOII.,... A 8 cxu:a#HMI•
&ITEPUH L -n:....-:.r-' .. Ill __,.,'\ .. •--�""9
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•• ·i I� ll '! .. I ◄◄ ' M .-o • ' 11& i II M ◄ r" •• I ... : Ao� t"II. ►11:": I1UI' 110 l .. ; II◄: :
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Thdllas s. Nontg�ry & Associates 2151 Alessandro Drtw, suite 210 Ventura, CA 93001 (805)652·0411
• • • NAIIUAL COUlfT SlNCARY • • •
Client : Location: SCIENCE DR. & NEV L.A. AYE. Job ti : 900510 Tiaeperiod : 630-830 Fil.,._: l:900510SN Day: TIUlSOAY
Date : 617 /90 Abnoral Conditions : TOTAL VOUJIES
Novaent Ti• 2 3 4 5 6 7 8 9 10 11 12 15 Nin HClJRLY
630 0 0 0 0 0 0 8 273 0 0 125 14 420 1686 645 0 0 0 3 0 1 10 207 0 0 172 39 432 1765 700 0 0 0 0 0 1 6 231 0 0 115 17 370 1871 715 0 0 0 3 0 0 18 232 0 0 168 43 464 2051 730 0 0 0 2 0 0 11 288 0 0 183 15 499 2078 745 0 0 0 0 0 2 17 205 0 0 249 65 538 aoo 0 0 0 1 0 3 16 189 0 0 305 36 550 815 0 0 0 1 0 0 11 210 0 0 252 17 491 PHY 0 0 0 4 0 5 55 892 0 0 989 133 Intersection Peak hour begins at 730 with what • 2078
Tiaeperiod : 1600-1800. Day: TIUlSOAY. Date : 617/90. Abnoral Conditions : TOTAL WLI.JES
Novaent TiN 2 3 4 5 6 7 8 9 10 11 12 15 Nin tlWRLY
1600 0 0 0 19 0 32 8 167 0 0 219 3 448 1767
1615 0 0 0 7 0 15 3 156 0 0 212 5 398 1871 1630 0 0 0 29 0 41 4 173 0 0 22.8 2 4n 1968 1645 0 0 0 11 0 19 1 151 0 0 260 2 444 1997 1700 0 0 0 51 0 39 1 191 0 0 269 1 552 1961 1715 0 0 0 19 0 15 0 195 0 0 264 2 495 1730 0 0 0 15 0 7 0 165 0 0 318 1 506 1745 0 0 0 7 0 8 2 126 0 0 265 0 408
PHY 0 0 0 96 0 ao 2 702 0 0 1111 6 Intersection Peak hour begins at 1645 with wluae • 1997
Location: SCIENCE DR.' NEV L.A. AVE.
Date(s) : 617190: 617/90 Tilll!J)eriod(s) : 630-830: 1600-1800 Client : AN Peak : 730-830 Jobi : 900510 PN Peak : 1645-1745 •PN Peak
ao■ O* 96* SCIENCE DR . ..J 5 0 4 L. j I l y 6*
L,__ 133 1111• <-989O* I 55 __J r--0 NEV L.A. AVE. 2* y II 892 ->
702* 0� o• y <l [r--, b 0 O* o■ O*
ThOIIIIS s. Nontgaaery & Associates 2151 Alessandro Drive, suite 210 Ventura, CA 93001
***MANUAL COUNT SlJICAltY * * *
Client : Location SPtllllG ll(W) & FLIIIII AVE. Job t: 900510 Tiaperiod 630-830Fil�: l:900510FS Day TIUtSDAY Date 6/7/90 Abnoral Conditions : TOT AL VOUJIES Nov..-.t Tl• 2 3 4 5 6 7 8 9 10 11 12 15 Nin .._.LY
630 3 176 14 3 148 6 13 0 16 3 2 3 387 1784 645 5 260 18 12 174 4 3 2 10 0 0 3 491 1886 700 1 197 15 7 182 5 5 1 14 3 1 2 433 1943 715 1 196 24 20 201 5 5 3 11 6 0 1 473 2086 730 7 220 11 7 205 4 9 0 14 8 2 2 489 2193 745 5 301 19 8 189 3 4 1 11 2 0 5 548 aoo 12 350 15 6 152 10 5 1 12 7 1 5 576 815 5 337 12 3 184 5 3 1 13 12 1 4 580 PHV 29 1208 57 24 730 22 21 3 50 29 4 16 Intersection Peak hour begins at 730 with voliae • 2193
Tiaperiod : 1600·1800. Day : TUSDAY. Date: 6/7/90. Abnorlal Conditions : TOTAL VOLLIIES Nov..-.t Tilie ,2 3 4 5 6 7 8 9 10 11 12 15 Nin
1600 17 227 4 4 171 6 6 3 12 17 2 4 4 73 1615 9 212 7 7 197 12 5 1 9 7 4 20 490 1630 14 185 2 6 212 10 5 3 9 16 2 6 470 1645 12 230 4 0 198 27 5 0 8 11 4 8 507 1700 10 251 3 1 233 10 6 0 6 16 2 10 548 1715 13 266 3 2 245 10 7 1 7 7 0 5 566 1730 17 256 1 2 213 14 3 0 9 4 0 1 520 1745 10 242 1 2 185 8 2 1 9 7 0 4 471 PHV 52 1003 11 5 889 61 21 1 30 38 6 24 Intersection Peak hour begins at 1645 with wliae • 2141
Location : SPIIIIG ll(W) ' FLIIIII AVE. Date<s> : 6/7/90; 6/7/90 Ti�riodCS) : 630-830; 1600-1800 Client : Jobi: 900510
.J
21 __,1 21• 3-> 1* 50 -.30* V -,
61* 889* 5*
22 730 24
<J t l>
AM Peak : 730-830 PM Peak : 1645-1745 • PM Peak
SPIIIIG ROAD
24* L- 16
<-
,-v
6 *438* 29 FLIIIII AVE.
HClJllLY
1940 2015 2091 2141 2105
(805)652-0411
. \
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Thomas s . . Nont90111er y & Associates 2151 Alessandro Drive, Suite 210 Venture, CA 93001 (805)652·0411
• • * MANUAL CXUIT Sll4MARY * * •
Job I: 890703A Location SPRING ROAD & L.A. AVENllE Fil - : 890703SN Tiaeperiod 700·900 Date Collector(s) : JIM & ELI Day WEDNESDAY Date 11/7/90 Abno,._l Conditions : TOTAL VOLlJIES Mollellent TiM 1 2 3 4 5 6 7 a 9 10 11 12 15 Nin HCUILY
700 25 63 a 89 35 89 109 119 21 2 54 104 718 3337 715 27 57 4 101 38 So 107 133 21 1 79 124 778 3408 730 44 44 7 144 54 86 111 172 36 0 70 165 933 3302 745 37 83 10 90 45 83 113 132 l2 0 81 202 908 3163 aoo 73 73 7 101 39 59 94 133 40 1 76 93 789 2983 815 54 46 10 76 38 62 69 94 34 2 76 111 672 a:so 48 56 2 74 25 65 126 96 34 0 74 194 794 845 48 56 5 99 39 51 87 74 40 0 69 160 728 PHV 1a1 257 28 436 176 314 425 570 129 2 306 584 Intersection Peek hour begins at 715 with voliaie • 3408
Tiaeperiod : 1600·1800. Dey : \l:DIIESDAY. Date : 11/7/90. AbnorMl Condit ions : TOTAL YOLl-"ES Noveaent Ti• 2 3 4 5 6 7 a 9 10
1600 63 55 1 66 57 99 ao 94 58 3 1615 52 47 6 73 64 94 67 97 55 6 1630 61 45 7 62 47 94 99 124 51 3 1645 58 34 3 89 64 110 95 98 56 5 1700 55 37 5 95 53 111 110 117 67 12 1715 56 66 6 a1 71 103 92 T1 51 6 1730 61 66 9 64 54 90 109 99 60 10 1745 69 61 5 68 59 106 124 95 61 6 PHY 241 230 25 308 237 410 435 388 239 34 Intersection Peek hour begins et 1700 with voliae s 3486
location : SPRING ROAD & L.A. AVENUE Dete(s): 11/7/90; 11 /7/90 Tiaeperiod(s) : 700·900; 1600·1800
11 12 15 Nin
117 111 804 103 99 763 110 104 807 134 126 an 109 119 890 146 116 871 109 111 842 102 127 883 466 473
Date Collector(s) : JIN & ELI M Peek: 715·815
I II
Jobi: 890703A
..J
425 ____J 435• 570-> 388* 129�239* V -,
410* 237* 308* 314 176 436
<l i l>
PN Peek: 1700·1800 * PN Peek
SPRING ROAD
473* '--584
<-
.--v
466* 306 34* 2 L.A. AVENllE
<l r 181 257 28 r 241* 230* 25*
IIClJRLY
3246 3332 3440 3475 3486
i;i)LuENSTATE TP.AFFIC CWNTS 42263 SOlH ST. WEST OU�RTZ HILL,CA. 93536 SUITE S2u (6uS) 943-lou4
f'rtpilrfd fr,r : •:AW
INlE�ECTIOH : KOORfAR•: RD. AND LOS ANGELES AVE.
JCS FILE IWIE: fl:(11:i4231-D.IICT
ABHORIIAL COHOITIONS: IIONE
NOORPAAK RD. --------------------------------------------
Tit£
BEGIN
•7:(,0
•7:15
t7:3il
•i:45
8;<,,:,
8: 15a:w
8:•5
NO�THBOU� --------·------
LEFT T�U P.IGHT -------------
14 15 27
12 j 36
8 0 33 s 4 23
0 2 22
j r J 15
3 I 6
3 8 16
SOUTHBOUND --------------
LEFT THRU RIGHT -------------
66 14 26
35 6 34
85 6 30
52 5 21
38 3 33
60 6 24
oO 2 19
35 4 35
•PEAi: HOUR fro. 7:0C• All TO 8:00 An
39 52 119 238 31 Ill
PEAK HOUR APPROACH DIA6MH
N
1/4 If( TOTALS -------------
NBD
56
55
47
32
3i,
23
12 2i
SBD BOTH -------
166 162
75 130
121 168 ;a 11(1
74 104
9u 113
81 93 74 101
190 380 570
111
,:--+
11--•--E '1 l s 86 --♦
w ---)
IS--•
I
y
<--•
39
JOU: 004231-D
�ATE: S-t-9(1
DA¥ : TUESDilY
TIKE: 7:00AII -9:60AK
LOS t'IN6ELES AVE. ------------------------------------------
E�TBOUND ---------------
LEFT THRU P.16HT ------------
16 rn•4
21 213 4
13 164 0
30 214 I
32 203 2
31 211 0
29 14(1 I
24 144
86 i61 15
ll
I 238
I
V •-->
A •·-)
119
32
WESTBOUND ---------------
LEFT TIEU Rl6HT -------------
7 120 19
9 174 48
II 150 34
14 166 57
18 104 32
8 147 47
7 159 so
12 109 22
41 olO 158
A
♦--158
1/4 HR TOTtlLS ------------
EBO
190
238
183
251
237
242
170
169
11£1& BOTH -------
146 336
231 469
195 378
23i 488
154 391
202 4U
246 416
143 312
862 B-09 1671
<--oH• LOS tlN6ELES iVE.
♦-• 41
V
l100RPAA►: AD.
TOTHl
VOLUHES ------------
15 KIN HOOOLY
498 ::241
599 2238
546 2196
598 2159
495 1974
557
S09
413
2241 2241
GOLDENSTATE TRAFFIC COUNTS 42263 50TH ST. WEST QUAP.TZ HILL,CA. 93536 SUITE 520 (805) 943-1604
t t t MANUAL COUNT SUHt!ARl' t t t
Prepared for : KAKU
INTERSECTIOII : HOOllPARY. RD. ANO �[)I LOS AN6ELES AVE.
TCS FILE NAHE: B:004231-E.HCT
ABHORHAL CONDITIONS: NONE
NOORPAF:K RD. -----------------------------------------------
Tlttf.
BEGIN
4:Vil
4:15
H:3(1
•4:45
•5:00
15:15
�:30
5:45
NORTHBOUND
---------------
LEFT THP.U RIGHT -------------
b 3 b 3 2 6
8 5 JO
4 8 12
4 4 6
12 .. 15 J .. 4 8 ., s 7 9
SOUTHBOUND -------------
LEFT THRU RIGHT -------------
54 11 31 100 6 36
111 19 31
66 6 10
113 9 35
61 16 38
94 10 40 69 13 19
t PEAK HOUR fro• 4:30 PN TO 5:30 PH
28 22 43 351 50
PEAK HOUR APPROACH DIAGRAH
N
114
li4 IIR TOTALS -------------
NBD
15
11
23
24
14
32
17
21
�3
SBD BOTH -------
96 111
142 153
161 1B4
82 lOo
J .. � .,, 171
115 147
144 161
101 122
515 b-08
1H
<--♦ W--+--E A
s lH --+
796 ---}
22 --♦
V <--♦
28
JOBI: 004231-E
DtiTE: 5-1-90 DA'!' : TUESDAY
TINE: 4:00PH -6:00PH
NEW LOS ANG ELES AVE. -----------------------------------------------
EASTBOUND ---------------
LEFT THRU RIGHT -------------
37 168 b
42 170 3
39 222 ij
34 182 6
33 188 b
38 204 10
49 200 11
26 155 a
144 i9f.22
Su
351
V ½-->
A ♦--)
n
22
WESTBOUND ---------------
LEFT THRU RIGHT ------------
44 189 42
29 197 70
30 251 64
32 196 60
31 202 82
33 194 02
33 205 64
43 141 43
126 B43 268
A
♦--268
1/4 HR TOTALS ------------
EBO
211
215
261
222
227
252
260
189
NBD BOTH -------
275 486
296 Sil
3-45 606
288 510
315 542
289 541
3(12 562
227 416
962 1237 2199
{--843 NEW LOS ANGELES nVE.
+--126
V
HilORPARK RO.
TOT'11.
VOLUHES --------------
15 NIH HOURLY
597 2667
664 2783
790 2807
616 2740
713 2 .. , 00-
688
723
5�8
2B07 2B07
60LliEHSTATE TRAFFIC COUNTS 42263 5-0lH ST. WEST QU�kTZ H[Ll,CA. 9353b SUITE 520 18051 943-lb04
I I I NANUAL COUNT SUN�ttRY I t t
fnpared r or : KAKU
INlE!l'SECTlllN : SPRING RD. AND 1116H ST.it.A. AYE.
lCS FILE NilhE: B:Ctl'.14251-F .11CT
itOHORNAL CONDITIONS: NOif
SfreIN6 RD. --------------------------------------------
TIIIE
CE61N
7:00
7:15 «i: 3(1
•7:45
•8:0(1
t8:l5
6:30
6:45
NOf!THBOUND ---------------
LEFT ThF.U re IGHT ------------
6 6 m
13 7 191
13 7 241
8 •6 259
10 13 4�,4
I? 3 321
14 7 130
10 9 163
SOUTHBOUND -------------
LEFT THreU Rl6HT -----------
8 14 1 7 24 7
II 17 6
13 lo 1
8 13 3
1(1 13 l
5 9 J
t 9 1 "
t fEAK HOUP. it�• 7:30 AN TO 8:30 AK
�6 29 1275 42 59 11
PEW HOUP. Af-Pl!OACII �lAGAAII
N
114 lfi TOTALS -----------
NBD
203
211
261
273
477
341
251
182
1352
seo BOTH -------
23 226
38 249
34 29�-
3(J 303
2� 5vl
24 31,5
15 ., ...oo
15 l9i
112 1464
ll
,--• II-•--£ A
I s 4 -·•
262 ---,
13 --♦
y <--♦
48
JOBI: OC,4231 -F
DATE: 5-1-90
D,W : TUESDAY
Tll!E: 7:00tlH -9:0(1Al1
HJ6H ST.IL.A. AYE. ---------------------------------------------
EASTBOUND --------·------
LEFT THRU P.16HT -------------
0 .. -JI �
3 60 5
81 9
1 00 2
C, 6u I
2 55 l
2 �7 7
ii 4i 4
4 262 13
S9
42
y •-->
A •--)
1275 29
Sf'relN6 RO.
NEST BOUND ---------------
LEFT THRU re IGHT -------------
192 b4 10
207 76 4
211 o3 15
163 59 15
149 57 13
147 54 8
169 59 10
115 bO 3
67(1 233 51
A
♦-51
1/4 HR lOTitLS ---·--------·--
E81i
60
68
91
69
bl
58
66
51
279
11£1D 80TH -------
266 326
287 3�
289 380 237 30b
219 28(1
2(19 2b7
238 304
178 22<1
954 1233
<--2:n HIGH ST.IL.A. AYE.
♦-6i0
y
•lOTill
VOLUl1ES-----------·-·--
15 IIIN HOURLY
552 2440
6'l4 2009
i,75 2697
009 2592
!Bl 2409
632
570
420
2697 2697
60LDENSTATE TRAFFIC COUNTS 42263 �TH ST. IIEST OUttP.Ti HILL,C�. 93536 SUITE 52il 18(1�1 943-16•H
t t t KAHi.JAL COUHT SUKKnR� • t t
Prepared for : t:AKU
INTERSECTION : SPRING RD. AND H16H ST.IL.A. AVE JC S FILE NAHE: 8:004231-G.IICT
ABNORHAL CONDITIONS: NONE
SPRING RD. -------------------------------------------
ll llE
(l[GIN
4:W
4: 15
t4: 30 •4:45
•5:(i{t•5: 15
�:30
5:45
IIORTH&OUIID ---------------
LEFT THRU IHCHT ------------
31 8 202
43 20 194 3� 21 210 29 t9 215 17 15 233
23 21 244
23 22 246
9 14 239
SOUTHBCl.lND ------------
LEFT THRU R16HT -------------
12 13 2 8 18 2
11 9 I 12 ii 16 7 Ju 4
() 9 l
14 23 2
6 4
t PEAk HOUR frc. 4:30 Pft TO 5:30 Ptl
102 76 902 36 34 16
PEA[ HOUR APPl'1l�CH DIA6RAII
H
11--+--E
s
l/4 HR TOThi.S -------------
N&D
241 257 264
263 265
286
293
262
1080
S&D BOTH -------
27 268 28 285 21 285 28 291
21 266
16 30,
39 J32
ll 273
86 ll66
l 6
<-•♦
A
8 --♦
402 ·-->
61 -·t
V <-•♦
I
102
JOBI: 004231-6 t-ATE: 5-1-90 o,r; : TUE sr, .. t TIHt: 4:00Pn -6:00PN
HIGH ST.iL.N. NVE --------------------------------------------·�-
EAST&OUNO ---------·----
LEFT THP.U R l GHT -------------
5 8i 8
3 68 13
t 122 15
3 91 8 v 107 23
4 82 15
l 95 15
2 80 8
8 402 61
34 3o
V •-->
A ♦•-.>
I 902 7o
IIEST60UND --------------
LEFT THiiU Rl6HT ------------
177 i6 II 181 Bl 18 240 100 17
175 82 17 203 79 20
206 75 IS 190 96 14 120 60 t2
824 336 69
A
♦--69
1/4 If< TOTtll.S -------------
E&D
100 84
138 102
13'1
IOI
ll l
90
ll&D 00TH -------
264 364 28(• 364
35; 495
274 376
302 432
�I) 397
300 4Jl
192 282
471 1229 1700
<--33o HJ6H ST.IL.A. NVE
•--824
V
SPRING RD.
TOTAL VOLUll£S --------------
15 NIH HOURLY
632 2n6 649 2814 760 2866 667 2829
718 2717 701
74l
555
2866 2866
GOLDENSTATE TP.r.FFIC COUNTS 42263 �TH ST. WEST OUilRTI Hlll,CA. 93536 SUITE 520 180S) 943-1604
f f I ltANUAl COUNT SUNHAR\ I f f
Prep1red for : t:AKU
INTERSECTI ON : TI ERRA REJAfiA UiD LOS ANGELES AVE. TCS FILE NA"E: (1:004231-f."CT
itBNORHAL CONDITIONS: IIJNE
ll ERRA REJADA ----------------------------------------------
TIHE BEGIN
1]:0(1
t7: IS
I ]:3(1 ti:4S
B:w
8: 15 v:3u 8:45
NORTHBOUND -----·---------
LEFT THRU RIGHT -------------
37 12 SI
31 20 So S8 11 ... OJ 45 21 SB
32 19 73 iv 22 o4
14 26 45 13 18 28
SOUTHBOUND ---------------
LEFT lHRU Rl6HT -------------
IJ 23 12
r " 40 10 6 19 14 10 22 lJ
9 5 9 8 12 8 6 J7 12
r " 14 1
•rEAt: HOUR froa 7:00 Aft TO 8:00 Pft
177 80 230 32 104 47
PEAK l«lUR Al'-f'RO�CH DIAGAAn
N
11--+--E
s
1/4 HR TOTALS -------------
NBD
100
113 150 124
124 106 85
69
487
SllD BOTH -------
46 146 55 lii8 39 189 43 16 i
23 147
28 134 3S 120 26 95
183 670
47
<--♦
A
122 --♦
667 ---)
47 --♦
y
(--+
I 177
JOBI: 004231-f' D�TE: 5-3-90
DAY : THURSDAY TIHE: 7:00A" -9:00PN
LOS ANGELES AVE. -----------------------------------------------
EASTBOUND --------------
LEFT THl<U RIGHT -------------
33 164 13 22 120 11 32 172 9 3S 211 14
11 172 l7
8 148 9
13 liO lu
9 119 10
122 667 47
104 32
y ♦-)
A ♦-->
230
Ill)
IIESTBlllND ---------------
LEFT THRU RIGHT -------------
26 186 5
4b 92 3 19 174 6
28 149 19 JI 100 10
38 121 14 24 117 5
7 115 4
119 601 33
A
♦--33
1/4 Hr< 101 Af.S -------------
EBD
21\l IS3 213 2ii0
200 l6S 193 138
836
li6D BOTH ------
217 42i 141 294 199 412 l9ii 4S6
121 321 173 338
1411 339
126 264
753 1589
<--ii01 LOS ANGE LES (!YE.
♦--119
V
TIERRA REJAOA
TOTr.L VOLUHES --------------
IS "IN lllURl Y
573 22S9 462 2154 61il 2164 623 2022
468 17S8
472 459
359
2259 2259
GOLDEHSTATE TP.tiFFIC COlltTS 42263 SOTH ST. IIEST QUM<ll ltlll,CA. 935lo SUI TE 520 18051 943-16(14
t t t N�l«JAL COUNT SU�NARY t t t
Prepir�d lor : tti�U
JNTE�SEC TION : TIEP.RA P.EJ�OA ANO LOS ANGELES AVE. lCS FILE NAHE: 8:(lv42lJ-Q,ftCT
ABIIORiW. CON[• !Tl 04S: NON£
TIERRA REJADA -.. --·· -----·--------------------·----------------
Tl'1E BEGIN
4:00 •4: 15
14:30•4:45
•5: (l\l
S:JS5:lv5:45
NOi! T H800ND ---------------
LEFT T li<U RI 6HT ------------
q_ JO 19 14 re 47 15 Jo 4; 12 2(1 47
12 43 48
19 18 35
16 2b 43 12 8 42
SOUlHBOUND --------·----·--
LEFT THR U RI6HT -------------
15 20 25 18 20 13 14 21 7 12 18 12 16 lO 14 e 25 11 ll 17 14 6 19 2
t PEAK HO!Ji froa 4:15 Pn TO 5:15 P1I
�l lv6 189 oO 89 46
PEAK HOUR APPROMCH DIAGRAK
N
J/4 HR TOlALS
NBD
41 79 78 BB
103 72 85 02
348
SBD liOTH -------
1/J JOI 51 130
42 120
42 130 6� 163
44 116
44 129 27 89
195 543
46
<--• 11--t--E A
s m -•
736 ---)
2, --♦
V
(--•
53
JOBI: 004231-Q
DATE: 5-l-90
DA'i : THURSDAY TINE: 4:00Pft -b:OOPft
LOS ANGELES AVE. -----------------------------------------------
EASTBOUND ---------------
LEFT TIU\1J P.16HT --------.. ____
20 143 e 17 180 6 45 184 l
2v l•h) 12
41 232 8 lO 157 l 37 174 e
18 H�4
123 736 29
89
f>{I
V •-->
A •->
189
lOo
WESTBOUND ---------------
LEFT THRU IU6HT -------------
41 170 1
49 190 4 49 174 l
l6 159 4 o5 210 6 67 lo7 0 58 142 4 62 Ill 3
19 9 739 J7
A •--J7
1/4 HR TOTALS -------------
EBO
177 203 232 172 281 190 219 164
BBB
118D BOTH ------
224 401 249 452 220 458 199 3il281 5i,2 240 ·�204 423 198 362
955 1843
<--739 LOS Alf6ELES AVE.
♦--19�
V
TIERRA P.EJADA
TOTt,L
YOLUIIES --------------
15 HIN HOORLY
�n 21ol 582 2386
578 2350
501 232 4 ?25 2274 5U 552 451
2386 2386
W/B New Los Angeles Avenue e/o Spring Road
VOLUME COUNT I NG PROGRAM IIJTRClf SYSTEIIS CORPORATION -NSClOOO PASE _l
Channel Number
Lociati on Code
Date Reial Ti aeStart Tiae Sa•ple liae Divide
su ... at ion 2-Way
Operator Nu•berHachine Nuaber5/2190 1 10WB 5/2/90
104b 1200 15
2 HO
YES 3 2 UW 0200 0300 il400 0500 ObOO 0700 0800 0900 1000 JIOO 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 230(1 2400 0 11,9 385 365 203 240 489 465 372 281 204 97 0 0 93 110 59 66 63 130 82 77 S8 29 0 " o8 ea 36 54 61 110 92 SB 62 31 0 i2 125 !Oil 56 59 ,14 2 114 97 71 43 18 0 97 99 61 52 61 ill 111 101 75 41 19 5i3/90 01<>0 il2v0 0300 li4(h} u5vv 0600 Cl70il 08(,0 0900 1000 1100 12(,0 1300 14w 150(1 101)i, 17£/li ISuO 190il 2WO 2100 w,o 2300 240(, 77 �6 �7 34 33 78 491 820 1130 25 13 6 10 7 10 63 143 19 9 9 3 8 11 71 200 16 e e 12 12 23 128 213 17 ' 4 9 ' 14 22' lli
II\IYJN6 24 HOUR TOTM. SAKPLE -CJltlllllEL t I
m,o-6929 1400-7188 1500-7224 2100-0 2200-0 2300-0
C,5(10-0 Of>OO-0 0700-0 Ch•nnel I Ir•ffic Cbect-su. O.K.
IB 323 236 217 1600-2400-0800-743 157 33 259 205 IS& 538 255 131 86 18 23 143 2il 105 � 126 33 1 37 23 43 55 254 20 12 57 13 S3 127 232 18 2 142 26 42 251 6997 1700-7170 1860-7222 1900-0 2000-0 0 0100-0 0200-0 ·0300-0 0400-0 0 0900-0 1000-0 1100-0 120il -0 TOTALS 32ill lOTALS 5074
S/B Spring Road n/o New Los Angeles Avenue
')!OLUME .C,OUNT I NG PROGRAM IIJlRON 51STENS COl'.f'(tf(t,TION -NSC:)i,1)0 Pr.Gf __ I
Channel Nua11ber I
lc,.:c,t ion Code 20S£<
(i ate 5/8/90
Re:sl Ticae J J 3(1
st .. rt Tiee 120(•
S011ple Ti IIE' 15
Uivide 2
Su••ctt ion NO
2-Wdy l'ES
Opi'.'r a tor Nua.ber I
Hachine Nu11ober 4
5;ti:90
,,h .. , ,.;2M 03,:,(, u4(•CI 05w vb( .. J 0100 001:io u9u(1 1000 11�• 12,,0 J3i"• uvv tSvi• 1600 Hoo 161>0 1,w 2000 2100 12.:•i> 23i,(I .?4w
m i85 799 729 876 837 5Jo 458 489 550 223 Hi2
328 290 163 155 179 218 157 139 nq 141 85 33
2(13 Jil 2(18 167 215 237 143 9o lvJ Ji5 54 44
165 160 229 185 2il 2i>7 133 115 129 Ill 4; 19
189 li,2 199 222 ill. 175 143 108 IN Jill 37 b
5191%
\II\I(• 02vo c,3c .. :, v4w �oo uoov c,;oo osoll 0900 HtilO 11w 1200 13w Hilu 15(,(, Ji>OO 1100 IB<•O J9v(• 2000 2H,.; noo 23v(• 24•ii>
92 77 44 34 65 253 739 Bil8
22 34 13 I( 12 29 155 214 30 19 21 6 9 45 185 179
25 J3 6 4 25 93 221 223
lS JI 4 JO 19 86 178 192
NPYIH6 24 KOUR lOlAl SAtlPLE -CKANNfl II
),>I.II)-12502
216(,-0
(•�-0
J4W-12145 1500-
22i>CI-0 230(1-
ObuO-(I 0700-
Chinnel I lrifhc Chect-su1 0.t:.
il
0
0
721 044 77(1 94b 528
163 123 236 196 185
164 146 187 271 182
213 161 157 m 181 214 190 181
1600-0 J 700-0 J8w-0 1900-0 2(,(iv-0
2400-0 0100-0 02il0-0 0300-0 <,400-(I
0800-.; 0900-il 1000-0 J JOO-(I 1200-I)
TOTALS
7309
TOT"LS
5721
N/B Spring Road n/o New Los Angeles Avenue
VOLUME COUNT I NG PROGRAM IIITRON SYSTENS Cllkf'O/H,JIOH -t1SC3CIIJ\l f'AGE __ 1
Channel Nu1,ber
locatiori Code
D.;te
fir!,,! Tia.e
St,nt T1111e
S,u,p If! Ti ,.e
[Ji•nde
Slu,aat i 011
2-Wo}'
Oper ;st or Ntu,ber
Hclchine tfo•ber
5i8;%
2
20N1J
'5/ 8i9,)
J 13(,
12(1(1
15
2
uo
IW
,,l'A• u200 \l3w u4•:,v v50<t vo(,v o;v{, oeu0 0900 10ili> llw 12<,f, 1300 14w 1sciv 161'.,o 1100 tB(lv 1%(• 2u6v 21v, .. nw 2300 mv
991 Bi>S 921 I loB 1250 13o4 l2io 592 414 3o1 243 1(15
19a 227 2n 279 332 347 336 lbi 127 9i 73 19
225 iuo 239 235 331 301 327 145 93 89 63 19
2t-O 216 214 314 287 372 314 152 lhi 89 51) 41
308 210 235 340 306 344 299 128 84 Bo 57 2b
5,9/9(•
01(1\• 02{IO Ol<t(J o4uv 05w Oow 0100 oei,o 0900 10<.,; JJOo.i 121),) 13<1(1 14\•it 15w 16-0ll 170(, IB(iu 190<• 20.:,0 21<,,; �2\•v 231)1:0 2•(•v
o4 47 25 63 126 417 102v 13v6 ill! 1230
19 B 6 9 25 57 213 296
22 15 4 IJ 21 93 202 285
7 15 7 21 34 121 292 311
lo 9 8 22 46 140 313 ill
llll'/JNS 24 HOOR l01Al SAIIPLE • CHANNEL 12
1 3\1\•·· I i254 1400• 16982 lSull-0
210�· 0 220Ct-0 2300-0 ll�li-0 \�WO· I)0700·6
Chann,l 2 Tr if he Chect·su1 0. t;.
lli 290
469 222
350 343
249 l�
loOCI-
2400·
0800-
810 1011 ill.
224 283 239
156 290 231
209 183 249
221 255
u S760-0 186(,-" 1900-0 2000-ii
0 ti100-0 02'1<1-0 OlvC•-0 0400-(/
(t 11900·0 IOliO-v I 100· Ii 12i10· "
TOTALS
95So
lDTALS
BHi
. .
�/B Spring road s/o New Los Angeles Av�n�e
VOLUME COUNT I NG PROGRAM "1H<OH SVSTENS CO"'POfun!ON -IISC300(1 Pr.6E __ 1
Channel Nu■ber
LCJcati on Code
Ocit.e
RL-,<I li111e
St.;rt Ti111:
So.pl£-li•l'
Divide
Su1u•;.ti on
2··W.y
Operator Nu•ber
H.achine Hulfiber
s,e;c;(,
2
0(1N[:
S/8/9(1
1839
191){1
15
2
NO
NO
1
1(11
{\J_\1t.1 it2{1il Ollii, li4u0 u500 \lt.V\I 6700 6800 090(1 1000 lllh\ 12uo IJO(i 14\1\I l�I 16011 HOC• IBCIO !90o 20(,0 ?lvi• nw 2300 24(,0
5 .-9;qc,
. '•
270
BO
94
�
�
172
32
4]
54
39
127 51 25
37 21 7
34 13 10
31 7 2
25 10 b
lili� i!l{•O \\3(,(1 ii4v,, 65w (16llii 0700 <ieoo 09G6 lwv llliil lluil 1300 14,rv 15v(• li>Ov 17{,(1 18v0 1900 2000 210l• �2\iO Z30u W•O ' 2 ii 20 82 192 33 0
0 1i I 9 31 66
\! 2 ii 3 21 43 76 ,, 0 ll l 7 22 47 BO
(I l 3 9 30 71 IM
M'lfff§ 21 KOOR TOTAL SAIIPLE -CHANNEL 12
2ovo-4347 211)0-4339 2200-434004�1i-0 0500-0 0600-0 1.Ni,-I) 1:WO-0 1400-I)
Ch•nntl 2 lriffic Chect-sua o.�.
390 220 215
ill 61 48
97 52 50
89 56 63
79 57 54
2300-4288
0700-6
1500· 0
198 195 192 277 32 3 335 371 345 262 173 75
45 44 u 04.l 78 19 79 100 64 43 26 45 45 51 79 92 89 n 67 67 Su 28
52 52 45 59 71 91 w.94 61 45 21
56 54 Su 19 82 76 � 84 50 35
2400-0 011>0-0 02 (.0-0 0300-0
0800-0 C,9i,i,-0 1000-0 ll<r:1-6
1600-0 1700· 0 1800-6 1900· 0
TOT.;LS
645
TOlill '5
4212
S/B Spring Road s/o New Los Angeles Avenue
VOLUME COUNT I NS PROGRAH t!IH<ON S\'STEftS CClH·U,.:.llr.. -11snou,:i
Cl1annc:I N111i,b1;r·
l.occ,tl 011 Code
Ci. le
Rt-isl Ti•..
Slart Ti .. e
s,.ple TH,�
(J l Vi Je
Su•••ti 01,
2-Way
Oµeriktor Nu•ber
tt;,chi ne t�u•ber
�18i9\i
60Sfi
5/8/90
1839
1%0
J�
2
NO YES
I
10
f116E ---1.
�•lvli v2<,t, v;w t)� 1)500 � 0700 {i8t),j 09illl lOw llOO J2(,u 1300 l�v,:, Jm low lii•O 1600 19(10 2i10tj 2ll•O noo 13(,0 2400 TOTALS
S19!90
. . . ..•.
3ci9 241
ill b9 n 57
106 u
79 12
198 83 37
55 :SI J3
64 18 8
43 20 10
36 14 6
•1% u_2w ,•3w <,4w o5vo iloul) 01vo veoo 0900 tow 1100 12ou n<•O Hvo 1�0 100<, m,t> 1800 191:lll 20fl\l 2Iw 220<1 23C.iv 2�0i•
15 4 ii 2 5 23 135 259
4 3 2 I I I 32 u0 u 2 6 0 4 ,,51 l I 1)0 7 48 67 2 0 l 4 11 36 �
tUIYIHG 24 HOUR JOT..t. SMPI.£ -OIAHlfl II
.I\IOIJ -45,.5 llCIO· 4�0 2200-45$9 6◄w-{I 0500-0 0600-0 l:l0u-0 1300· 0 1461>-0
Ch•nntl l Jr.ffic Dleck-su1 O.K.
180 157 175
52 47 52
47 36 44
44 46 :SI
37 34 48
2300-4�9
0700-0
1500· 0
2ci0 272 271 271 322 36i m.4111 3ci4 ioO HS
8(1 95 70 49 68 82 123 CJ8 ill 74 49
41 58 oJ 58 81 1(/ l 118 lli 94 62 S'1
57 55 69 64 85 95 116 87 82 6ci 49
82 64 69 10 0 88 89 135 106 11 sa
24(11)-0 111w-0 0200-0 03\Ji•-0
0800-(t i,9i,{I-u 1000-0 lluO-6
ll>CIO-1) 1700-0 1800-I)J'iw·ii
926
W/B Los An9eles Avenue between Millard St. and Spring Rd.
VOLUME COUNT I NG PROGRAM nITf!ON SYSTE!1S CORPOO�TION -nSC3000 fr.Ii[ __ l
Cli.rnnel Hu•ber
Location Code
Date
Rt-al Ti•e
Start Ti11e
Sa11p)e Ti11e
Divide
Su••e1tion
2-W .. y
Oper .. tor Huaber
l'lachine Hu11ber
5i2!90
1
20WB
5/2/90
1 124
1200
15
2
NO
HO
3
10
vlw 0200 03u.; 0400 vsoo {1000 0100 v800 0900 1000 1100 120<, uoo 1400 l5i)(• 1wo 1100 1evo 1900 2000 2100 2200 2300 2400
1084 9ii0 lv39 1212 1262 1245 910 680 528 440 312 178
252 239 259 289 296 333 240 215 141 132 103 54
264 241 239 258 334 361 218 172 130 110 104 60
3(oi) 234 2Sh 310 277 JOI 206 149 123 112 52 29
268 246 285 355 355 250 246 144 134 86 53 l5
5/3/90
Oh•O ,,200 i,30(, 04 (1(\ v500 ui,00 07uu 0800 v90(1 lO(iu 1100 1200 1�0 14v0 J50v 1600 170li 1111'.IO 1900 iooo m,o 2200 23M 1411�
127 76 45 80 82 244 579 940 9116 835 893 1006 965 1020 1049 1241 978
311 24 u 19 22 35 JJl 203 237 231 258 246 267 251 235 2118
39 17 9 15 JS 55 135 237 217 185 199 224 224 2113 256 283 359
25 17 JO 19 19 63 142 244 290 200 219 M 231 256 276 fil 303
25 18 ll 27 26 91 191 256 242 219 211 ill 243 230 2B2 153
fl0YJN6 24 HOUk TliTAL SANPLE -CHANNEL II
1300-15743 1400-JS624 J:--00-JSh84 1600· 15694 1700·15723 1800·15439 1900·0 2000-0
21<io-0 2200-0 2300-0 2400-0 0100-C, 0200-0 0300-0 0400-0
0500-0 0600-0 0700-0 0800-0 C900-0 1000-0 llOO-0 1200-0
Cb,mnel l Jr 1ff 1c Check-sua o.•:.
TOlAlS
9850
TOlALS
11146
E/B Los Angeles Avenue between Millard St. and Spring Rd.
VOLUM,E COUNT l NG PROGRAM ftJTf<ON SYSTEftS COf<POflATION -ftSC3000 PAS£ __ 1
Channel Nuaber
location Code
Date
Ret1l Ti11e
Start Ti•e
Saapl e Ti ae
Di ·ii de
Su••at ion
2-Way
Operator Nuaber
Machine Nuaber
S/2/'lv
5/2/90
J 129
1200
15
2
NO
NO
l
13
0100 c,200 o3o� tl4oo osoo 0600 0100 oeuo 0900 1000 noo 1200 1300 1400 ssoo 1600 1100 seoo 1900 2000 2100 2200 230t1 2400
IOSJ 977 912 1027 Ji)73 !.!!! S,i) 662 sos 373 218 IJS
323 264 251 233 261 331 205 192 136 110 87 35
235 258 234 262 246 287 228 158 133 Sb 41 29
228 216 207 231 295 270 230 145 136 90 58 29
265 239 220 301 271 213 227 167 JOO 87 32 22
S/3/90
i:ilw 02QO 03vo 0400 osoo 0600 0100 ueoo 09vO 1000 noo 120v 1300 H(lo JS\1(1 16110 1100 1000 noo 2000 2100 221lO 2300 2400.
78 47 40 52 122 421 JI BJ J 274 J 255 1029 976 1117 1042 1026 9eB 1023
16 14 4 J7 33 67 277 299 14 8 lei B 23 86 286 310
23 JJ JO 16 23 139 332 305
25 14 JO 1J ·43 129 286 360
nonNS 24 HOUR TOTAL SAftPLE -CHANNEL 11
13''.lv-16496 1400-16487 lSOO-16536
21(•0-0 2200-0 2300-0
0500-0 (lf>OO-0 0700-0
Chinnel I Tr1ffic Check-sut O.�.
390 286 260 300 274 284 252 267
309 263 272 267 285 244 275 241
283 224 217 273 251 246 228 272
273 256 227 277 232 252 233 fil
1600-16612 HOO-16608 1800-16390
2400-0 0100-0 0200-0
0800-0 0900-0 1000-0
855
283
246
1900-0 2000-0
0300-0 0400-0
1100-0 1200-0
TOTALS
8904
12526
. '
E/B New Los Angeles Avenue e/o Spring Road
VOLUME COUNT I NG PROGRAM ftlTRON SVSTEtlS CORPORATION -KSC3000 PASE __ I
Channel Nu•ber
Location Code
Date
Real Ti■e
Start The
Sa11ple Ti•e
Divide
Sua,aa ti on
2-Way
Operator Nu,aber
Hachine Nu■ber
5/2/90
2
J(IE(I
5/2/90
l (14 7
l 2(10
2 NO
NO
3
2
vlOO C,200 03u0 0400 0500 0600 0700 0800 0900 1000 1100 1200 1300 1400 1500 lt.00 1700 1800 1900 20(10 210v 2200 2300 2400
863 752 674 714 640 629 450 341 34i 346 166 70
3(15 250 167 167 166 199 113 98 77 69 71 18
188 187 184 149 144 162 106 85 85 87 48 16
lt3 151 l6o 223 183 150 112 63 86 122 30 16
207 164 157 175 147 118 119 95 IOI 68 17 20
5/3/90 oH.o c1200 0300 o◄oo 0500 oo00 0100 ueoo 09oc1 1000 1100 1200 1300 Hoo 1500 1600 m,o 1eoo 1900 200.:, 210v 2200 noo 2400
51 21 20 18 49 279 983 ill!
9 3 4 4 Cf 27 179 231 Ii 11 8 2 14 49 232 284
18 4 2 5 12 107 313 316
7 3 6 7 14 416 259 m
IUlYIN6 24 HOU� TOTAL SAftPLE -OIAHNEL 12
13\\0· lJ 820 1400-11820 1500· 11765
2100· 0 22�•-0 2300-0
�.,(tu-� 0600-0 0700-0
Ch,�nel 2 Tr•ffic Chect-sua O.K.
9(13 698 750 933 863 697 753 634 178
m 161 239 193 195 244 234 157 178
243 177 17' 236 lli 158 202 149
195 169 158 266 216 150 163 180
192 191 174 238 241 145 154 148
1600-11844 1700-11764 1800-11 302 1900-0 2000-0
2400-0 0100-·o 0206-0 0300-0 0400-0
0800-0 0900-0 1000-0 1100-0 1200-0
TOT�LS
5994
TOTALS
8951
400
300
200
300 '400 500
Figure •20
PEAK HOUR VOLUME WARRANT
(RURAL AREAS)
2 OR MORE LANES I 2 OR MORE LANES
1 LANE I 1 LANE
600 700 800 900 1000
MAJOR STREET-TOT AL OF BOTH APPROACHES-VPH
1100 1200
•NOTE: 100 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH
WITH TWO OR MORE LANES ANO 75 VPH APPLIES AS THE LOWER THRESHOLD VOLUME
FOR A MINOR STREET APPROACHING WITH ONE LANE.
•
f/h
1300 /tf3L/
q.2 /· 10
• • -;;·
� Ill :, C !.
-4 ::D
)> 'Tl 'Tl -n en -
C) z
)> r-en
)> z 0
r--
::c -4 -z
C)
'\.
I •
.9-8 TRAFFIC SIGNALS AND LIGHTING Traffic Manual
12-1986
Flgure9·1D
TRAFFIC SIGNAL WARRANTS
(Based on Estima ted Average Daily Traffic· See Note 2)
URBAN .......... ___ -........ RURAL ................. _. -. -.
1.Minimum Vehieular
Satisfied Not Satisfied
Number of lanes for moving traffic on each approach
Major Street
1 •••••••••••••••••••·•··•··
2 or more •••••·••·········
2 or more •••••••·•••·•····
1 ••••••••••••••••••······•·
Minor Street
1
1
............................ ••••••••••••••••·•••·····•
2 or more __ -·---____ --___ --
2 or more __________________
2. Interruption of Continuous Traffic
Satisfied v Not Satisfied
Number of lanes for moving traffie on each approach
Major Street
1 .........................
2 or more . -'fO, _q (¥!- -.. - .
2 or more .. __ --· ___ -·· ____
1 ... ············ ...........
3_ Combination
Satisfied
Minor Street
1
1
. .........................
---'-��------------·---
2 or more ..................
2 or more __________________
Not Satisfied
No one warrant satisfied but following warrants fulfilled
80% or more ............
1 2
NOTE:
Minimum ReQuirements
EADT
Vehieles per day on major Vehicles per day on higher•
street (total of both volume minor-street approach
approaches)(one direction only)
Urban Rural Urban Rural
8,000 5,600 2,400 1,680
re.soo 6,720 2,400 1,680/
9,600 6,720 3,200 2,240
8,000 5,600 3,200 2.240
Vehieles per day on major Vehicles per day on higher•
street (total of both volume minor-street approach
approaches) (one direction only)
Urban Rural Urban Rural
12,000 8400 1,200 850
/14,400 10,080 1,200 8s"if"1 _,J 14,400 10,080 1,600 1.,20
12,000 8,400 1,600 1.,20
2 Warrants 2 Warrants
1. Heavier left turn movement from the major street may be included with min or street volume if a separatesignal phase is to be provided for the left-turn movement
2.To be used only for NEW INTERSECTIONS or other locations where actual traffic volumes cannotbe counted.
TS-100
(
(
(
I DENT IF'f ING II-JFORt1AT 101'-!
AVER�GE RUNNING SPEED, M�JOR STREET .............. 4(•
FEAt=, HOUF l=ACTOF:. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
h�:EA F'OF·ULATION ..................................... 25(J(;(;
t-,jA"1E DF THE
NAr1E OF THE
NAME OF THE
[,ATE OF THE
··rME ;::,p;•JOD
EAST/WEST ST�EET ..................... =ND ST.
NOFiTH./SOUTH STF:EET •.................. SF·F:ING RD.
AN.=:!... y·sr. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . TMA
ANALYSIS lmm,dc/yy> .................. 9-2!-90
ANALYZED ............................. AM EXISTING
INTERSECTION TYPE AND CONT�OL
INTEfiSE[7I0N TYPE: T-IIHEF-:�.ECTIOh.
0�JO� STREET DIRECT!ON: N□RTH1SOUTH
EE-:
c:.� .: 1
,-F; 0
F, J Gt-t"• 53
N...1MBC::R □.::: LAr-JES
WB
EB
IJf;;• SB
1,,J8
0
NB SB
' .
ADJUSTME�T FACTORS Fage-2
PERCENT FIG�T TUR� CURB RADIUS <ft) ACCELE�ATIO� LANE
Et;:::,TBOUND
wESTBOLJND
f'llDi=nHBOUN[i
SOUTHBOUND
GRADE A�3LE FOP RIGHT TURNS FOR �IGHT TURNS
,..,.7
0. (>(l 9(1
o.)0
20
2(i
N
N
N
VEHICLE COMPOS ITION
EASTBOUND
l.JESTBO UND
NORTHBOUND
SO:..THB0UND
MINOP F. I GI-IT::
M{-.J DF LE�TS
!"!If�OF-: LEFTS
�� SU TRUCh.S AND RV'5 i� COMB I NAT ION VEHICLES
0 0
(I 0
0
TABULAR �:AL UE.S ADJUSTED (Table l(i-:) VALUE ---------------------
EB 5. 9•:i 5.90
NE =.7· s. /()
EE 7.60 7.60
i:. MOl ORCYTLES
u
0
(l
SIGHT DIST. FI I-JAL-
AD�~usTr1El'l1 CF�! T 1 CAL GAF ----------------------
) . ( ( ;r e ..,
.. ,,o 5.7
0 • ',.)I 7.6"
CAFACITY AND LEVEL-OF-SE�V!CE
MOVEMENT
MINOR STREET
EB �EFT RIGHT
MAJOR STREET
NB !...EFT
FLOW-RATE
v(pcph)
--------
2:-
58
36
F'OTEN-TIAL CAPACITY
C <pcphi
p --------
60
642
456
ACTUAL
MOVEMENT CAPACITY
C
M
(pcph l
57
642
456
SHARED CAPACITY
C (pcph j SH ------------
57
642
450
RESEF'/E CAF AC.� TY
C ..::; C ·-·V
i;: s�•-----------
34
583
42<)
LO
E H
1985 HCM: UMS 1 Gl'�AL 1 ZE[ I HTERSECT 1 ONS
IDENTIFYING INFORMATION
AVERAGE RUNNING SFEED. MAJOR STREET .............. 40
F'EAK HOUF, FACTOR. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
AREA POPULATION .................................. 250�)
NAME OF THE EAST/WEST STREET .....................
NAME OF THE NORTH/SOUTH STREET ...................
NAME OF THE ANALYST ..............................
DATE OF THE ANALYSIS (mm/ dd I yy) ..................
TIME F'ERIOD Af\JAL YZED .............................
INTERSECTION TYPE AND CONTROL
INTERSECTION TiPE: T-INTERSECTION
MAJOR STREET DIRECTION: NOFTH,SOUTH
CONTROL TYPE EASTBO��D: STOP SIGN
TF:hFF IC VOLUMES
EB WB NB SB
LEFT 21 58 f)
THF'U c, 9-� I .., 889
F,IGHT 31 0 6l.
l'-JUl"IEER OF LANES ---------------------------
EB WB
LANES
NB SB
2t·m ST.
SPRING RD.
TMA
9-21-9(1
PM EXISTING
..
ADJUSTMENT FACTORS Paoe-2
PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS
EASTBOUND
WESTBOUND
NORTHBOUND
SOUTHBOUND
0.00
0.00
0.00
VEHICLE COMPOSITION
EASTBOUND
WESTBOUND
NORTHBOUND
SOUTHBOUND
CRITICAL GAPS
% SU TRUCKS AND RV'S
0
0
0
90
90
90
% COMBINATION VEHICLES
0
0
0
TABULAR VALUES
(Table 10-2l
ADJUSTED VALUE
MINOR RIGHTS EB 5.90 5.90
MAJOR LEFTS NB 5.70 5.70
MINOR LEFTS EB 7.60 7.60
20
20
20
% MOTORCYCLES
0
0
0
SIGHT DIST. ADJUSTMENT
0.00
0.00
0.00
N
N
N
FINAL CRI T ICAL GAF
5.90
5.70
7.60
CAPACITY AND LEVEL-OF-SERVICE
MOVEMENT
MINOR STREET
EB LEFT RIGHT
MAJOR STREET
NB LEFT
FLOWRATE
POTEN-ACTUAL TIAL MOVEMENT CAPACITY CAPACITY
v(pcph) c (pcph) c (pcph)
23
34
64
p M
60
568
354
53
568
354
SHARED CAPACITY
c (pcph) SH
�� ��
568
354
Pa9e-:
RESERVE CAPAC!TY
C = C - V LOS R SH
29
533
290
E
i :;,E 5 HCl'I: UNS IC:iNA!... I ZE[ 11, TEF: Sc 1_ ·-:: l i:)t·l�-
IDENTIFYING INFORMATION
AVE�AGE RUNNING SPEED, MAJOR STREET .............. 40
F·Eht HOUF: FACTOFi:. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . l
AREA PO PLJL_AT I ON. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 25•)00
NAME OF THE EAST/WEST STREET ..................... FLINN AVE.
NAME OF THE NORTH/SOUTH STREET ................... SPRING RD.
NAME OF THE ANALYST.... . . . . . . . . . . . . . . . . . . . . . . . . . . TMA
DATE OF THE ANALYSIS (mm/dd/yy) .................. 9-21-90
TI ME PERI JD ANALYZED. . . . . . . . . . . . . . . . . . . . . . . . . . . . . AM E.d ST HJG
INTERSECTION TYPE AND CONTROL ----------------------------------------------------------
I�TER3EC�ION TYPE: T-INTERSECTION
MAJ □� STREET DIRECTION: NOR7 rl1SOUTrl
CJ�-FOL TYPE WESTBOUND: STOP ElGN
TFl-'1FF l C VOL UMES
EB W8
:...EFT ?-_.,
THF•:U :.,
RIGHT 20
r·JIJMBER o c LANES
EB
;..Al�ES
NB
58
1:.:,3
57
SB
27
61
SB
ADJUSTMENT FACTORS Faoe-:
F'ERCENT RIGHT TURN CURB RADIUS (fti ACCELER�TION LAflE GRADE ANGLE FOR RIGHT TURNS FOR �IGHT TURNS
EASTBOUND
WESTBOUND
NORTHBOUND
SOUTHBOUND
(I. l)(I
(,. 00
VEHICLE COMPOSITION
.. SU TF;UC:�, S ,. AND F,1/' S-----------
EASTBOUND
WESTBOUND (
N□f;•THBOUNC• (1
SOUTHBOUND (I
Ci=ITICAL GAFS
0
9(,
90
., ,. COMB INATION '·..'EHICLES -----------
(,
I)
(>
Tf°'.,BULAO::· \l?.LLlES ADJUSTED
(Tab le 10-.: 1/ALUE
20
::o
20
'%. MGTOFiC'rCLES ------------
(>
(1
t)
SIGt;T DIST. ACJUST11ENT
N
N
N
FINAL
CRITICAL GAF ------------------------------------------
MIMOF. RIGHTS WB 5.9() C' -C. O(• s.=>o.
M?dOF: LEFTS SB 5.70 v.(" 5.
MINOR LEFTS t1B 7 • �l) 7.6C•o.( 7, -I
CAPACITY AND LEVEL-OF-SERVICE
MOVEMENT
f'IINOF: STREET
WB LEFT
MAJ OF: STREET
SB LEFT
FLOW-RATE
v<pcph)
-------
32
F·OTEN-
TIAL CAPACITY
C (ocpt,)
--------
60
461
234
ACTUAL
f10VEf1ENT CAF-'ACITY
C (p;:ph)
M -------
55 .,/ ·'
461
SHAF:ED RESEF:VE CAF·ACITY CAF'AC}, TY
C (pc:ph l C :;: C -If LOS SH R SH --------
55 > 2:;
86 ;.-::-2 ··E
461 > 439 A
IDENTIFYING INFORMATION ------------------------
AVERAGE RUNNING SPEED. MAJOR STREET .............. 40
F'Ef➔f:. HO UR FACTOR. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
AREA POPULATION .................................. 25000
NAME OF THE EAST r t.iJEST STREET .....................
NAME OF THE NORTH/SOUTl-i STREET ...................
NAME OF THE ANALYST ..............................
DATE OF THE ANALYS IS tmm/dd/yyJ ..................
TIME FEF.IOD ANAL 'r'ZED .............................
INTERSECTION TYPE AND CONTROL
INTERSECTION TYPE: T-INTERS ECTION
MAJOR STREET DIRECTION: �ORTH,SOUTH
CON1ROL TYPE vJESTBOUN[·� STOP SIGN
TF.,.'.JFF IC 'v'OLUMES
EB WB NB SB
LEFT 38 58 6
THRU I) 100·914
RIGHT 3(1 11 61
NUMBEF. OF U�NES
FLINN A 1)E.
SPRING RD.
TMA
9-21-90
PM EX I STING
------------------------------------------------------
EB WB !\IE
L?!NES l .... ...,
ADJUETMENT FACTORS
PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE
E?;STF:,OIJND
WESTBOUND
NORTHBOUND
SOUTHBOUND
GRADE ANaLE FOR RIGHT TURNS FOR RIGHT TURNS
90
0.00 90
(,. (>\) 90
20
20
N
N
VEHICLE COMPOSITION
i'. SU TRUCKS ., ,. COMBINATION AND RV s VEHICLES I.MOTORC'rCLES--------------
EHSTBOUl'-JD
WE5TBO·Jrm (l (I (l
NOF;THBOUND ,:, (l 1)
SOUTHBCJUr.JD (, (1 (1
CF.lTiCAL -----------------�--�------------------------------------
TABULAR \J�t-UES A[iJUS:ED SlGHT DIST. �1nAL
(Tab le 10-2) Vf!:1LUE ADJUS1MENT CFiITJC4L GAF -----------------------------
MINOF RIGHTS
t.18 5. 9(1 5. 9(1 '· • (;•_1 c-.J. ;::;
r·1AJDR LEFTS
SE 51.7 I 5. 7(r 0.00 5.70
1'1INOP LEFTS
l•JB 7. 6(>7.sn (I• ()l) 7 .. 6(,
MINOR STF:EET
F:IGHT
IT
(pcpni =
F:
E
DESCRIPTION : EXISTING+ SITE
INTERSECTION: SCIENCE DR./ NEW L.A
Existing
.i i.
#t LTI RTI St
f 3 E .... ....
C1.111.1lstlve
.i i.
#I LTI RTI St
f 3 E .... ....
DATE: 12/14/1990 TIME: 11:4:16 JOB NUMBER: 900510
# 1
Peak Hour Traffic Volunes V/C Ratios (Critical w/*) Approach Capacity Traffic Existing Site Cun.· Site C1.111.1lative Existing Movement Existing C1.111.1lative AM PM AM PM AM PM AM PM AM PM
NBRT
NB
NBLT
SBRT 1500 5 80 0.003 0.053
SB
SBLT 1500 4 96 0.003* 0.064*
EBRT
EB 3200 892 702 13 17 0.279 0.219
EBLT 1500 55 2 0.037* 0.001*
WRT
w 3200 1122 1117 13 25 0.351* 0.349*
WLT
Yellow 0.100* 0.100*
TOTAL ICU: 0.491 0.514
LEVEL OF SERVICE: A A
NOTES: (a) Exclude RTs in separate free flowing RTO lane. Cb) Existing LT volunes > O VPH and curulative LT volunes > 0 VPH treated as separate LT;. Cc) Double turn lane capacity= 1.867 times single lane capacity. Cd) Net V/C : Total minus overlapping LT V/C. Ce) Optional lane.
Ex.+ Site
AM PM
0.003 0.053
0.003* 0.064*
0.283 0.225
0.037* 0.001*
0.355* 0.357*
0.100* 0.100*
0.495 0.522
A A
Cun.-Site C1.111.1latlve
AM PM AM PM
Files A-900510.INT1·900510E.VOL
DESCRIPTION : EXISTING+ SITE
INTERSECTION: SPRING RO./ HIGH ST
t -
Existing
! ! l.
ff LTt RTt st ..
4 N
� f. �
CUllJlative
! ! a.
ti LTt RTt St t -4 N EW
� f. �
..
DATE: 12/14/1990 TIME: 11:4:38 JOB NUMBER: 900510
12
Peak Hour Traffic VolUIIIH V/C Ratios (Critical W/*) Approach capacity Traffic Ex fating Site CUii. • Site CUNJlatfve Existing Movement Ex fating C""-llatfve AM PM M PM AM PM NI PM NI PM
NBRT 1500(de) 1275 902 14 15 0.280* 0.134
NB 1600(e) Z9 76 0.280 0.134*
NBLT 1500 48 102 2 4 0.032 0.068
SBRT
SB 3200 10 50 0.022 0.016
SBLT 1500 42 36 0.028* 0.024*
EBRT 1500 13 61 3 6 0.009 0.041
EB 3200 262 402 0.082* o.12�
EBLT 1500 4 8 0.003 0.005
WBRT 1500 51 69 0.034 0.046
WB 1600<e> 233 336 0.291* 0.374*
WBLT 1500<e> 670 824 13 24 0.291 0.374
Yellow 0.100* 0.100*
TOTAL ICU: 0.781 0. 758
LEVEL OF SERVICE: C C
NOTES: Ce) Exclude RTs fn separate free flowing RTO lane. (b)Existing LT volunes > 0 VPH and cunulative LT volunes > 0 VPH treated as separate LT f.(c)001.ble turn lane capacity• 1.867 times single lane capacity.(d)Net VIC• Total minus overlapping LT V/C.<e>Optional lane.
Ex.+ Sita
NI PM
0.282* 0.136*
0.282 0.136
0.033 0.071
0.022 0.016
0.028* 0.024*
0.011 0.045
0.082* 0.126*
0.003 0.005
0.034 0.046
0.295* 0.382*
0.295 0.382
0.100* 0.100*
0.787 0.768
C C
C1.a.· Site C1a1latlve
NI PM NI PM
Files : A-900510.INT 1·900510E.VCl.
OESCRIPTIOM : EXISTING+ SITE
IN TERSECTIOM: SPRING RO./ FLINN A
Existing t + L.
#f LTt RTt St 2
t t
...
It LTt RTt St 2
t t
...
DATE 12/14/1990 TIME 14:28:24 JOI NI.NER 900510
13
Peek Hour Traffic Vol1.111e1 V/C Ratios (Critical w/*) Approach capeclty Traffic Existing Site Cun.-Site Cta.1latlve Existing Novenient Existing C1.111.1lat I w AN PN AN PN AN PN AN PN AN PN -NBRT
NB 3200 1265 1014 28 56 0.395* 0.317*
NBLT
SBRT
SB 3200 756 914 0.236 0.286
SBLT 1500 27 6 16 30 0.018* 0.004*
EBRT
EB
EBLT
WIRT
WI 1600 49 68 39 42 0.031* 0.043*
WILT (1500) (29) (38) (28) (34) 0.019 0.025
Yellow 0.100-0.100* --TOTAL ICU: 0.544 0.464
LEVEL OF SERVICE: A A
NOTES: (a) Exclude RTs In seperate free flowing RTO lane. (b)Existing LT YOll.lneS > 0 VPH and CU!Ulatlve LT WlUlllel > 0 VPH treated •• seperate LT •.(c)Double turn lane capacity., 1.867 tiffll!s single lane capacity.(d)Net V/C = Total minus OYerlapplng LT V/C.(e)Optional lane.
Ex.+ Site
AN PN
0.404* 0.334*
0.236 0.286
0.029-0.024*
0.055* 0.069*
0.038 0.048
0.100• 0.100•
0.588 0.527
A A
C1.a.· Site C1a1latlve
AN PN AN PN
files : A·900510.INT 1·90051�. va.
DESCRIPTION : EXISTING + SITE
INTERSECTION: SPRING RD./ NEW L.A
--•
Existing
.,J + + i. t --#t LTt RTI St 8 NSEWSW
.,ttr+
Cllll.llative .J++i.
#t LTI RTI St -8 NSEWSW-•
.,ttr+
t -
DATE 12/14/1990 TIME 11 :4:47 JOB NUMBER 900510
# 4
Peak Hour Traffic Vol1.111es V/C Ratios (Critical W/*) Approach Capacity Traffic Existing Site Cll!I. -Site Cllll.llative Existing Movement Existing Cl..lll.llative AM PM AM PM AM PM AM PM AM PM
NBRT 1500 28 25 0.019 0.017
NB 3200 257 230 6 11 0.080* 0.072
NBLT 1500 181 241 0.121 0.161*
SBRT 1500(d) 314 410 12 10 0.058 0.118*
SB 3200 176 237 3 7 0.055 0.074
SBLT 1500 436 308 13 17 0.291* 0.205
EBRT 1500 129 239 0.086 0.159
EB 3200 570 388 0.178 0.121
EBLT 2800(c) 425 435 9 20 0.152* 0.155*
WBRT 1500Cd) 584 473 13 25 0.099* 0.110
WB 3200 306 466 0.096 0.146*
WBLT 1500 2 34 0.001 0.023
Yellow 0.100* 0.100*
TOTAL ICU: 0.722 0.680
LEVEL OF SERVICE: C B
NOTES: (a) Exclude RTs in separate free flowing RTO lane. (b)Existing LT volunes > 0 VPH and c1.11JJlatfve LT volunes > 0 VPH treated as separate LT;.Cc) Double turn lane capacity z 1.867 times single lane capacity.Cd) Net V/C z Total minus overlapping LT V/C.(e)Optional lane.
Ex.+ Site
AM PM
0.019 0.017
0.082* 0.075*
0.121 0.161
0.062 0.118
0.056 0.076
0.299* 0.217*
0.086 0.159
0.178 0.121
0.155* 0.163*
0.099* 0.115
0.096 0.146*
0.001 0.023
0.100* 0.100*
0.735 0.701
C C
Cll!I. -Site Cl..lll.llative
AM PM AM PM
Files A-900510.INT1-900510E.VOL
DESCRIPTION : EXISTING + SITE
INTERSECTION: MOORPARK AVE./ L.A. AV
Existing -<t-1 � t. -#I LTt RTt St -8 EW SW NS f
., t
C1.m.1lative
..,J � i..
#t LTt RTI St8 EW SW NS
., t
-
DATE: 12/14/1990 TIME: 11:4:55 JOB NUMBER: 900510
# 5
Peak Hour Traffic Volunes V/C Ratios (Critical W/*) Approach Capacity Traffic Existing Site Cun.· Site Cuiulative Existing Movement Existing Cl.ffl.Jlative AM PM AM PM AM PM AM PM AM PM
NBRT
NB 1600 151 65 0.094* 0.041*
NBLT I 1500 39 28 0.026 0.019
SBRT 150C(d) 111 114 0.017 -
SB 1600(e) 31 50 0.087* 0.129*
SBLT 1500(e) 238 351 1 3 0.087 0.129
EBRT
EB 3200 n6 818 8 17 0.243* 0.256
EBLT 1500 86 144 0.057 0.096*
WBRT 1500(d) 158 268 1 0.019 0.049
WB 3200 610 843 12 9 0.191 0.263*
WBLT 1500 41 126 0.027* 0.084
Yellow 0.100* 0.100*
TOTAL ICU: 0.551 0.629
LEVEL OF SERVICE: A B
NOTES: (a) Exclude RTs in separate free flowing RTO lane. Cb) Existing LT volunes > 0 VPH end cunulative LT volunes > 0 VPH treated as separate LT•· cc, Double turn lane capacity• 1.867 times single lane capacity. (d)Net V/C = Total minus overlapping LT V/C.Ce) Optional lane.
Ex.+ Site
AM PM
0.094* 0.041*
0.026 0.019
0.017 -
0.087* 0.130*
0.087 0.130
0.245* 0.261
0.057 0.096*
0.018 0.049
0.194 0.266*
0.027* 0.084
0.100* 0.100*
0.553 0.633
A B
Cun.-Site C1.m.1lative
AM PM AM PM
Files A-900510.INT1 ·900510E.VOL
I
0£SCRIPTIOII: EXISTING+ SITE
INTERSECTION: GABBERT RO./ L.A. AV
-1 fl LTt RTt St f
::: 6 EV --
Clffl.llative
i i.
fl LTt RTt st 6 EW
� t ,.
-
DATE: 12/14/1990 TIME: 11 :5:0 JOI NUMBER: 900510
, 6
Peak Hour Traffic Vol1.111ea V/C Ratios (Critical w/*) Approach Capacity Traffic Existing Site C1.111.-Site C1a1lative Existing Movement Existing CUll.llat i ve AN PM AM PM AN PM AN PM AN PM
NBRT 1500 Z30 1159 1 0.153 0.126*
NB 1600 80 106 0.050 0.066
NBLT 1500 177 53 0.1115* 0.035
SBRT
SB 1600 151 135 0.094* 0.084
SBLT 1500 32 60 0.021 0.040*
EBRT 1500 47 29 0.031 0.019
EB 3200 667 736 15 16 o.2oe•O.Z30*
EBLT 1500 122 123 0.0 81 0.082
WBRT 1500 33 I 17 0.022 0.011
WB 3200 601 739 12 15 0.11515 0.231
WBLT 1500 119 199 1 0.07'9* 0.133*
Yellow 0.100• 0.100•
TOTAL ICU: 0.599 0.629
LEVEL OF SERVICE: A I
NOTES: (a) Exclude RTs in separate free flowing RTO lane. (b)Existing LT vol1.111es > 0 VPII and c1.11a.1lative LT volUIIIH > 0 VPH treated ea separate LT '1-(c)Double tum lane cap111:ity" 1.867 tiines single lane capacity.(d)Net V/C • Total minus overlapping LT V/C.(e)Optional lane.
Ex.+ Site
AN PM
0.153 0.127*
0.050 0.066
0.1115* 0.035
0.094* 0.0&4
0.021 0.040*
0.031 0.019
0.211• 0.235*
0.081 0.082
0.022 0.011
0.192 0.233
0.079* 0.133*
0.100* 0.100*
0.602 0.635
B B
Cia.-Site C1a1lative
AN PM AN PM
Files : A-900510.INT 1-900510E. VOL
DESCRIPTION : 1995 M/EXISTING GEc»t.
INTERSECTION: SCIENC£ OR./ NEU l.A
Existing
.i i.
ft LTt RTt St
' 3 E
CU11Jlatlve
� i.
' fl LTt RTt St f :i 3 NSEW f
DATE 12/17/1990 TIME 17:47:9 J08 IIJMBER 900510
, 1
Peat Hour Traffic VolUMts VIC Ratios (Critical wt•) Approach Capacity Traffic Existing Site CUI.· Site CUl!Ulative Existing Movement Existing Cua.ilative AM PM AM PM NC PM AM PM NC
NBRT 1500<e> 25 137 25 137
NB 1600Ce>
NBLT 2800Cc> 22 120 22 120
SBRT 1500 (1 500) (13)(138) (13) (138)
SB 1600 13 138 13 138
SBLT 1500 1500 8 129 8 129
EBRT
EB 3200 4800 9 12 1180 1052 1189 1064
EBLT 1500 1500 112 11 112 11
WBRT
we 3200 4800 9 18 1414 1391 1423 1409
WBLT 2800(c) 158 51 158 51
Yellow
TOTAL ICU:
LEVEL Of SERVICE:
NOTES: <•> Exclude RTs In separate free flowing RTO lane. (b)Exl�ting LT VOl\.1111!8 > 0 VPH and c1.111Ulative LT volunes > 0 VPH treated as separate LT 1-(c)Double tum lane capacity= �.867 times single lane ca pacity.(d)Net V/C c Total minus cverl apping LT V/C.(e)Optional lane.
PM
Ex.• Site
AM PM
0.003 0.004
0.003* 0.006*
0.100* 0.100*
0.103 0.106
A A
Cl.II.· Site CUlulathe
AM PM AM PM
0.008 0.044 0.008 0.044
0.008 0.044 0.008 0.044
o.008•0.043* o.008• 0.043*
0.0 09* 0.092* 0.009" 0.092*
0.008 0.086 0.008 0.086
0.005 0.086 0.005 0.086
0.246 0.219 0.248 0.222
0.075* 0.001'* 0.075* 0.001'*
0.295• 0.290• 0.296• 0.294•
0.056 0.018 0.056 0.018
0.100• 0.100• 0.100* 0.100•
0.487 0.532 0.488 0.536
A A A A
Files : A•900510.INT 1•900510f.VOL
OESCIUPTION : 1995 W/EXISTING GEQII.
INTERSECTION: SPRING RO./ HIGH ST
Existing L L i. t
II LTt RTt St 4 N EW
� f. �
Cua1latfve
L L i.
II LTt RTt st 4 N EW
� f. �
t
DATE 12/18/1990 TIME 16:39:50 JOI IUIIIER 900510
,2
Peak Hour Traffic VolU11es V/C Ra tios (Critical W/*) Asi,,roach Capacity Traffic Existing Site C1111,· Site C\.ll'Lllatlve Existing Movement Existing CU!ulathe NI PM AM PM AM PM M PM AM
NBRT 1500(de) 1500(de) 10 11 1621 1395 1631 1406
NB 1600(e) 1600(e) 33 89 33 89
NBLT 1500 1500 1 3 69 137 70 140
SBRT
SB 3200 3200 84 61 84 61
SBLT 1500 1500 48 41 48 41
EBRT 1500 1500 2 4 27 94 29 98
EB 3200 3200 325 489 325 489
EBLT 1500 1500 5 12 5 12
\IBRT 1500 1500 57 78 57 ns
\18 1600Ce) 1600(e) 289 418 289 418
WBLT 1500(e) 1500(e) 10 17 1049 1239 1059 1256
Yellow -TOTAL ICU:
LEVEL OF SERVICE:
NOTES: (a) Exclude RTs In separate free flowing RTO lane. Cb> Existing LT volu,,ea > 0 I/PH and CUILllatlve LT volunes > 0 I/PH treated as separate LT •· Cc> OOlble turn lane capacity c 1.867 times single lane capacity. Cd) Net V/C = TQtal minus overlappir-Q LT V/C. Ce) Optional lane.
PM
Ex.+ Site C1111.· Site CUIUlatlve
NI PM AM PM NI PM
0.002• 0.001 0.325* 0.220• 0.326* 0.221•
0.002 0.001 0.325 0.220 0.326 0.221
0.001 0.002* 0.046 0.091 0.047 0.093
0.026 0.019 0.026 0.019
0.032* 0.027* 0.032* 0.027*
0.001• 0.003* 0.018 0.063 0.019 0.065
0.102• 0.153* 0.102* 0.153*
0.003 0.008 0.003 0.008
0.038 0.052 0.038 0.052
0.003* 0.005* 0.432* 0.535* 0.435 * 0.540*
0.003 0.005 0.432 0.535 0.435 0.540
O. too•0.100• 0.100• 0.100• 0.100• 0.100*
0.106 0.110 0.991 1.035 0.995 1.041
A A E F E F
Files : A·900510.INT 1 ·900510F .VOL
OESCRIPTIQ!: 1995 W/EXISTING GEOM.
INTERSECTION: SPRING RO. / FLINN A
Existing
i i L.
#t LTt RTt st
2
t t
C1a.1letive
#I LTt RTt st
2
t t
DATE 12/18/1990 TIME 16:53:34 JOB DIER 900510
13
Peek Hour Traffic Yol1.111e1 V/C Ratios (Critical W/*) Approach Capacity Traffic Existing Site CUI.-Site Clalletive Existing Movement Existing Clalletive NI PM AN PM AM PM AN PM AN
NBRT (1500) (12) (29)
NB 3200 3200 20 40 1614 1507 1634 1547
NBLT
SBRT
SB 3200 3200 1163 1371 1163 1371
SILT 1500 1500 12 21 29 1 41 28
EBRT
EB
EBLT
WBRT
WI 1600 1600 39 42 54 75 93 117
WBLT (1500) (1500) (28) (34) (32)(42)(60) (76)
Yellow
TOTAL ICU:
LEVEL OF SERVI CE:
NOTES: (a) Exclude RTa in separate free flowing RTO lane. (b)Exl"ting LT vol�• > 0 YPH end curuletive l T volUMS > 0 YPH treated es separate LT •.(c) Double tum lane capacity s t.B67 times single lane capacity.(d)Net V/C = Total minus overlapping LT V/C.(e)Optional lane.
PM
Ex.+ Site
AN PM
o.ooa-0.019'l
0.006 0.013
0.008* 0.014*
0.024* 0.026*
0.019 0.023
0.100* 0.100*
0.140 0.159
A A
CUI. -Site C1a.1lative
AN PM AN PM
0.504* 0.471* 0.511* 0.483*
0.363 0.428 0.363 0.428
0.019'l 0.005* 0.027-0.019'l
0.034* 0.047-0.058* 0.073*
0.021 0.028 0.040 0.051
0.100* 0.100* 0.100• 0.100*
0.657 0.623 0.696 0.675
8 8 8 8
Files : A-900510.INT 1-900510F. Y0L
OESCRIPTIOM : 1995 W/EXISTING GEOM.
IN TERSECTIOM: SPRING RO./ NEW l.A
--•
Existing
.i i i i.-ft lTt RTt St 8 NSEWSW
4iffr-
CUlll.llative
.iiii.
ft lTt RTt St 8 NSEWSW -•
4iffr-
--
DATE: 12/17/1990 TIME: 17:47:53 JOB NUNIIER: 900510
#4
Peak M01r Traffic Vollllll!I V/C Ratios (Critical w/1') Approach Capacity Treffic Existing Site Cun.• Site Claulatlve Existing Movement Existing Ctn.tlatlve "" PM AN PM AN PM AN PM AN
NBRT 1500 1500 41 39 41 39
NB 3200 3200 4 8 361 367 365 375
NBlT 1500 1500 342 518 342 518
SBRT 1500Cd) 1500Cd) 8 7 498 655 506 662
SB 3200 3200 2 5 277 368 21'9 373
SBlT 1500 1500 9 12 584 419 593 431
EBRT 1500 1500 269 509 269 509
EB 3200 3200 845 715 845 715
EBlT 2800Cc> 2800Cc> 6 14 607 714 613 728
WBRT 1500Cd) 1500Cd) 9 18 648 585 657 603
WI 3200 3200 531 850 531 850
WBlT 1500 1500 18 111 18 111
Yellow
TOTAL ICU:
lEVEl OF SERVICE:
NOTES: Ca) Exclude RTs in separate free flowing RTO lane. Cb> Existing lT vol� > 0 VPH and curulative lT voll.nes > O \'PM treated as separate lT f. Cc) Double urn lane capacity • 1 .867 times single lane capacity. Cd) Net V/C,. Total minus overlapping lT V/C. Ce> Optional lane.
PM
Ex.+ Site
AN PM
0.001• 0.003*
O.OCD -
0.001 0.002
0.006• o.ooa•
0.002• 0.005* -0.004•
0.100* 0.100*
0.109 0.120
A A
Cun.• Site ClaulatiYe
AN PM AN PM
0.027 0.026 0.027 0.026
0.113* 0.115 0.114* 0.117
0.228 0.345* 0.228 0.345*
0.115 0.182* 0.118 o. 181•
0.081 0.115 0.081 0.117
0.389* 0.21'9 0.395• 0.287
0. 11'9 0.339 0. 11'9 0.339
0.264 0.223 0.264 0.223
0.217* 0.255* 0.219* 0.260*
0.043 o. 111 0.043 0.115
0.166* 0.266* 0.166* 0.266*
0.012 0.074 0.012 0.074
0.100• 0.100• 0.100• 0.100*
0.985 1.148 0.994 1.152
E f E f
ffle1: A•900510 .INT 1·900510F.VOl
, 5
PM
N8
NBLT
SB
6 1288
WBRT
6
WBLT
Yellow
DESC RIPTION : 1995 W/EXISTING GEQ4.
INTERSECTIOII: GABBERT RD./ L.A. AV
Existing
!t.t -t #I LTt RTt St f ::: 6 EW • -l
C1.111.1latlve
!t.
H LTt RTt St 6 Ell
., t ,.
-
DATE 12/17/1990 Tl ,.E 17:48: 10 JOI NUMBER 900510
16
Peak Hour Traffic Voll.Dea VIC Ratios (Critical wl*) Approach Capacity Traffic Ex lat Ing Site Cul.- Site C\allatlw Existing Movement Existing CUll.llatlva AM PM AM PM AM PM AM PM AM
NBRT 1500 1500 1 381 364 381 365
NB 1600 1600 101 127 101 127
NBLT 1500 1500 281 116 281 116
SBRT
SB 1600 1600 200 205 200 205
SBLT 1500 1500 35 66 35 66
EBRT 1500 1500 80 134 80 134
EB 3200 3200 6 11 1094 1147 1100 1158
EBLT 1500 1500 163 161 163 161
WBRT 1500 1500 36 19 36 19
WI 3200 3200 8 6 890 1239 ac;e 1245
WBLT 1500 1500 1 177 436 177 437
Yellow
TOTAL ICU:
LEVEL OF SERVICE:
NOTES: (a) Exclude RTa In aeperate free flowing RTO lane. Cb) Existing LT vol�• > 0 I/PH and CUIIJlatlve LT volUlles > 0 VPH treated a separate LT -· (c)Oouble turn lane capacity• 1.867 ti� single lane capacity.(d)Net V/C: Total ml,-. overlapping LT V/C.(e)Optional lane.
PM
Ex.+ Site
AM PM
0.001•
0.002 0.003*
0.003* 0.002
0.001*
0.100* 0.100• -0.103 0.105
A A -
Cua.-Site C\allatlve
AM PM AM PM
0.254 0.243* 0.254 0.243*
0.063 0.079 0.063 0.079
0.187* 0.077 0. 187'8 0.077
0.125* 0.128 0.125* 0.128
0.023 0.044* 0.023 0.044*
0.053 0.089 0.053 0.089
0.342* 0.358* 0.344* 0.362*
0.109 0.107 0.109 0.107
0.024 0.013 0.024 0.013
0.278 0.387 0.281 0.389
0.118* 0.291* 0.118* 0.291*
0.100"' 0.100* 0.100* 0.100*
0.872 1.036 0.874 1.040
D F 0 F
Fil••: A-900510.INT 1·900510F.VOL
• I
DESC RIPTION: 1995 W/MIT.
INTERSECTION: SPRING RD./ FLINN A
Existing
+l i.
ft LTt RTt st 2
t t
Cl.ll'Ulative
i i i.
ft LTt RTt St 2
t t
DATE: 12/18/1990 TIME: 16:52:39 J08 N\JIBER: 900510
#3
Peek Hour Traffic Volunes V/C Ra tios (Critical wr> Approach Capacity Traffic Existing Site Cun. -Site CUIIJletive Existing Movement Existing Cuiuletive AM PM AM PM AM PM AM PM AM
NBRT (1500) (12) (29)
NB 3200 3200 20 40 1614 1507 1634 1547
NBLT
SBRT
SB 3200 3200 1163 1371 1163 1371
SBLT 1500 1500 12 21 29 1 41 28
EBRT
EB
EBLT
WBRT 1500 22 33 33 41
WB 1600 39 42
WBLT (1500) 1500 (28) (34) 32 42 60 16
Yellow
TOTAL laJ:
LEVEL OF SERVI CE:
NOTES: (a) Exclude RTs in separate free flowing RTO lane. Cb) Existing LT volunes > 0 VPH end c1.111Jlet Ive LT volunes > 0 VPH treated ea separate LT ♦. Cc) Oetbl e turn lane capacity • 1 .867 times single lane capacity. Cd) Net V/C = Total minus overlapping LT V/C. Ce) Optional lane.
PM
Ex,+ Site
AM PM
O.DOS't o.01�
0.006 0.013
o.ooa• 0.014*
0.024* O.Oll>*
0.019 0.023
0.100• 0.100•
0.140 0.159
A A
eun.-Site CUIIJletive
AM PM AM PM
0.504* 0.471* 0.511 * 0.483*
0.363 0.428 0.363 0.428
o.01� 0.005* 0.027* o.01�
0.015 0.022 0.022 0.027
0.021• 0.028* 0.040* 0.051*
0.100* 0.100• 0.100* 0.100•
0.644 0.604 0.6711 0.653 • • • •
Fi les : A-900510,INT 1-900510F.VOL
•I
,
DE SCRIPTION : 1995 W/MITIGATION
INTERSECTION: SPRING RD./ NEW L.A
' ' -
Existing .., ! l i.
t -Alt LTt RTt St • IS NSEWSW
.,tt�
CU&llative ..iii.i. ' ' Alt LTt RTt St -IS NSEWSW
.,.,tt
t -•
DATE: 12/18/1990 TIME: 14: 15:50 J08 NUMBER: 90051 0
• 4
Peak Hour Traffic Voll.Illes V/C Ratios (Critical w/*) Approach Capacity Traffic Existing Site CUI.· Site C1a.1lative Ex isting Movement Existing Cuiulative AM PM AM PM AJI PM AM PM AM
NBRT 1500
NB 3200 3200 4 IS 402 406 406 414
NBLT 1500 2800Cc) 342 5115 342 5115
SBRT 1500Cd) 1500(d) IS 7 4915 655 506 662
SB 3200 1600 2 5 277 3615 279 373
SBLT 1500 21S00Cc) 9 12 5154 419 593 431
EBRT 1500 1500 269 509 269 509
EB 3200 3200 1545 715 1545 715
EBLT 21S00Cc) 21SOO(c) 6 14 607 714 613 7215
WBRT 1500Cd) 1500Cd) 9 115 6415 5155 657 603
we 3200 3200 531 1550 531 1550
WILT 1500 1500 115 111 115 111
Yellow
TOTAL ICU:
LEVEL OF SERVICE:
NOTES: Ca) Exclude RTs in separate free flowing RTO lane. Cb) Existing LT volunes > 0 VPH and cunulative LT volunes > 0 VPH treated es sei:erate LT •· <c) Double turn lane capacity = 1.867 times single lane capacity. (d)Net V/C = Total minus overlapping LT V/C.<e>Optional lane.
PN
Ex.+ Site
NI PN
0.001• 0.003•
0.003 -
0.001 0.002
0.006• o.ooe•
0.002• 0.005• -0.004•
0.100• 0.100•
0.109 0.120
A A
c�.-Site CU&llative
NI PN AM PN
0.126• 0.127 0.127* 0.129
0.122 o.1a5• 0.122 o.1as•
0.115 0.1152 o.1115 o. 1151
0.173 0.230" 0.174 0.233•
0.209* 0.150 0.212• 0.154
0.179 0.339 0.179 0.339
0.264 0.223 0.264 0.223
0.217* 0.255* 0.219* 0.260*
0.223• 0.240 0.226• 0.2415
0.166 0.266• 0.166 0.266•
0.012 0.074 0.012 0.074
0.100" 0.100" 0.100" 0.100*
0.1575 1 .036 0.8154 1 .044
D F D f
files i 8·900510M.INT 1 ·900510F. v�
•
DESCRIPTION : 1995 W/MITIGATION
INTERSECTION: MoatPARK AVE./ L.A. AV
Exfatll'IIJ
4,) � i. t -fl LTI RTI SI ._ 8EW SW NS f
4, f
Cl.fflJlative
4,) � i...
#I LTI RTt SI8 EW SW NS
4, f
---
DA TE: 12/16/1990 TIME: 14:19:3 JOB NUMBER: 900510
, 5
Peale Hour Traffic Volunes V/C Ratios (Crftical w/*) Approach Capec:ity Traffic Exlstll'IIJ Site c1.11,. -Site C1.1111.1letlve Existing MOYe!llent Exiatfng Clffl.llative AM PN AM PM AM PM AM PN AM
NBRT
NB 1600 1600 167 73 167 73
NBLT 1500 1500 52 52 52 52
SBRT 1500(d) 1500(d) 195 275 195 275
SB 1600<•> 1600(e> 35 56 35 56
SBLT 1500(e) 1500(e) 1 2 318 449 319 451
EBRT
EB 3200 3200 6 12 1288 1643 1294 1655
EBLT 1500 1500 142 323 142 323
WBRT 1500(d) 1
W8 3200 4800 a 6 1320 1989 1328 1996
WBLT 1500 1500 45 139 45 139
Yellow
TOTA L ICJ:
I EVEL OF SERVICE:
NOTES: (a) Exclude RTs in separate free flowing RTO la:ie. (b)Existing LT wh.111es ► 0 I/PH end CU!l.lletiv.t LT VOlU!ll!S > 0 I/PH tr-eated as separate LT •• (c) Ool.ble tum lane capacity� 1.867 times single lane capacity.<d) Net V/C = Total minus overlapping LT V/C.<e>Optional lane.
PN
Ex.+ Site
AM PN
0.001• -0.001
0.002 0.004•
-
0.003* 0.002
0.100* 0.100*
0.103 0.105
A A
Cl.II .• Site CU11.1lative
AM PN AM PN
0.104* 0.046• 0.104* 0.046*
0.035 0.035 0.035 0.035
0.035 -0.035 -
0.114* 0.1W 0.114 * 0.164*
0.114 0.163 0.114 0.164
0.403* 0.513 0.404• 0.517
0.095 0.215* 0.095 0.215•
0.275 0.414* 0.217 0.416*
0.030* 0.093 0.030* 0.093
0.100* 0.100* 0.100* 0.100•
0.751 0.938 0.752 0.941
C E C E
files : 8•900510M.INT 1·900510f.VOL
i .J
INTERSEC!ION! GABBERT RO./ L.A. AV
Existing
i i.
t ft LTt RTt St ::: 6 EW
l
., t �
f
CU11Jlative
l i.
#t LTt RTt St 6 EW N
., t �
DATE: i2i16/1990 TlME: 1i,:24:7 JOB IIJMBER: 900510
16
Peak Hour Traffic Volunes V/C Ratios (Critical w/*) Approach Capacity Traffic Existing Site Cun. -Site CUll.llative Existing Movement -
Existing CU11Jlat ive AM PM AM PH AM "" AM PM AM PM -
NBRT 1500 1500Cd) 1 381 364 381 365
NB 1600 1600 101 127 101 127
NBLT 1500 1500 281 116 281 116
� SBRT f SB 1600 1600 200 205 200 205
j SBlT 1500 1500 35 66 35 66
EBRT 1500
EB 3200 4800 6 11 1174 1281 1180 1292
E8LT 1500 1500 163 161 163 161
1'8RT 1500 1500 36 19 36 19
W8 3200 3200 8 6 890 1239 898 1245
WBLT 1500 1500 1 177 436 177 437
Yellow -
TOTAL ICU:
LEVEL OF SERVICE:
NOTES: (a> i:xctude RTs in separate free flowing RTO lane.(b)Existing LT Wll.llleS > 0 VPH and C\fflJlfttive LT voll.llleS > 0 VPH treated as separate LT •.(c)Dou,le tvrn lane capacfty"' 1.867 times sirele lane capacity.(d)Net V/C � Total minus overlapping LT V/C.Ce) Optional lane.
Ex.+ Site
AM PM
0.001*
0.002 0.003•
0.003* 0.002
0.001*
0.100• 0.100•
0.103 0.105
A A
tun.-Site C1.11a.1lative
AM PM AM PM
0.136 -0.136 -
0.063 0.079 0.063 0.079
0.187* 0.077* 0.187* 0.017*
o.125•,o.12a•o. 125* 0,128*
0.023 to.044 0.023 0.044
0.245 0.267* 0.24 6 0.269't
0.109* 0.107 0.109* 0.107
0.024 0.013 0.024 0.013
0.2 78* 0.387 0.281* 0.389
o. 118 0.291• 0.118 0.291*
0.100• 0.100• 0.100• 0.100*
0.799 0.863 0.802 0.865
C D D D
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