HomeMy WebLinkAboutCOM 0067.027 2006-2008
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Traffic Impact Analysis Report
Pahoa Complex Offsite Improvements
Pahoa, Island of Hawaii, Hawaii
'Tax Map Key Number (3)1-5-007:017
DECEMBER 2006
Prepared for:
Inaba Engineering, Inc.
273 Waianuenue Avenue
Hilo, Hawaii 96720
Prepared by:
M&E Pacific, Inc.
M ETCALF & EDDY ; i ~ a _
Davies Pacific Center, 841 Bishop Street
Suite 1900, Honolulu, Hawaii 96813 '
Comm. No.~
Ref. To:f'r°"e+e4
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' ~ PAHOA COMPLEX OFFSITE IMPROVEMENTS TRAFFIC IMPACT ANALYSIS REPORT
7
PAHOA COMPLEX OFFSITE IMPROVEMENTS
Pahoa, Island of Hawaii, Hawaii
~u`,
Traffic Impact Analysis Report
TMK: (3)1-5-007: 017
December 2006
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LICENSED ~
PROFESSIONAL
ENGINEER
* NO. 3893-C
_ ~q~A I I, ASP
Expiration Date:
April 30, 2008
This work was prepared by me or under my direct supervision.
Signature Date
ff M & E Pacific, I
II METCALF&EDDYAECOM
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PAHOA COMPLEX OFFSITE IMPROVEMENTS TRAFFIC IMPACT ANALYSIS REPORT
Table of Contents
I~ SECTION PAGE
Engineer's Stamp and Signature ...................................................................................i
Table of Contents ii
List of Figures
m
List of Tables
III
Project Description ........................................................................................................1
Existing Conditions .......................................................................................................2
Existing Roadways ................................................................................................2
Traffic Volumes .....................................................................................................3
Traffic Forecasts ............................................................................................................4
Ambient Traffic Forecast .......................................................................................4
Project Generated Traffic ......................................................................................5
Total Forecast Volumes ........................................................................................6
Level of Service Analysis ..............................................................................................7
Conclusions .................................................................................................................10
References
Figures
Tables
Appendices
Appendix A: Traffic Turning Movement Counts
Appendix B: Unsignalized Intersection Level of Service (LOS) Calculations
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PAHOA COMPLEX OFFSITE IMPROVEMENTS TRAFFIC IMPACT ANALYSIS REPORT
List of Figures
FIGURE
NUMBER TITLE
Figure 1 Location Map
Figure 2 2006 Existing Peak Hour Traffic Volumes
Figure 3 Daily Traffic Volumes on Keaau-Pahoa Road at Old Keaau-Pahoa Road
Figure 4 Hourly Traffic Volumes on Keaau-Pahoa Road at Old Keaau-Pahoa Road
Figure 5 2008 Ambient Traffic Forecasts
Figure 6 Project Generated Traffic Assignments
Figure 7 2008 Total with Project Traffic Forecast
List of Tables
TABLE
NUMBER TITLE
Table 1 Trip Generation and Distribution Analysis
Table 2 Unsignalized Intersection Level of Service Analysis
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1
PAHOA COMPLEX OFFSITE IMPROVEMENTS TRAFFIC IMPACT ANALYSIS REPORT
TRAFFIC IMPACT ANALYSIS REPORT
for the
PAHOA COMPLEX OFFSITE IMPROVEMENTS
A county public safety complex is being proposed in Pahoa, Hawaii. This report
documents a study that was conducted to identify the traffic impacts of the proposed
project and to recommend any mitigating measures.
PROJECT DESCRIPTION
The County of Hawaii proposes to develop a public safety complex in Pahoa, Hawaii.
The proposed project site is makai of the Keaau-Pahoa Road (Highway 130), northwest
of the Old Keaau-Pahoa Road intersection that leads into Pahoa Village. Kahakai
Boulevard intersects Highway 130 about 1,200 feet southeast of the old Keaau-Pahoa
Road intersection. Figure 1, Location Map, shows the project site in relationship to the
above three roadways. The proposed project site will consolidate TMK parcels (3)1-5-
007:017, 019, 062, 063, 064, 065, and 066 into a single lot (TMK (3)1-5-004:017) of
19.5± acre size.
The public safety complex will include a fire station {8,000- sf)-and police stand. The fire
station will be situated on the northwest corner of the site. It will contain three
apparatus bays and house eight (8) firemen per watch. The fire station is scheduled for
r, completion in spring 2008. The police stand will be situated south of the fire station and
house ten (10) officers per shift. The building will also include Motor Vehicle
Registration and Driver Licensing functions staffed by up to six (6) County workers. The
Motor Vehicle Registration office is expected to handle 1,250 transactions per month,
f while the Driver Licensing office is expected to serve 600 customers each month. The
police stand is scheduled to be constructed first; construction is expected to be
r completed in fall 2007. Primary access into the project site would be a new access road
I' connecting with Highway 130 about 1,300 feet northwest of the old Keaau-Pahoa Road
intersection.
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• • ~~n vrroi. ~ uvir n~vcrvioy iJ TRAFFIC IMPACT ANALYSIS REPORT
'
The fire station and police stand are not expected to be major traffic generators during
the commuter peak periods. However, the Motor Vehicle Registration and Driver
Licensing functions would be open from 7:45 AM to 4:30 PM and can be expected to
generate trips during the morning and afternoon peak hours, especially at the end of the
I
s month. The offices are expected to serve residents from the Puna district, essentially
the subdivisions serviced by Highway 130 from south of Pahoa to Keaau.
Based on the above information, the three intersections on Highway 130 which were
studied include: 1) Old Keaau-Pahoa Road, 2) Kahakai Boulevard, and 3) project
access roadway. These intersections are identified on Figure 1.
STUDY METHODOLOGY
~f A survey of the existing roadway and traffic conditions was made in ~ eptember 2006 ,r
Existing Roadways
State Highway 130 (Keaau-Pahoa Road) is the northwest-southeast minor arterial
passing through Puna. It extends from Keaau in the northwest, passes through Pahoa
as the Pahoa Bypass Road, and continues southwest to Kalapana as the Pahoa-
Kalapana Road. Highway 130 is a two-lane highway with separate left turn,
acceleration, and deceleration lanes at major intersections along this route, including
the Old Keaau-Pahoa Road and Kahakai Boulevard intersections. There are no traffic
signals on Highway 130 in this area of the County. The posted speed limit on the
highway is 45 miles per hour.
Kahakai Boulevard is a two-lane County major collector roadway providing access to
the Hawaiian Beaches Estates. The posted speed limit on the highway is 45 miles per
hour. The Old Keaau-Pahoa Road was the original State Route through Pahoa Village.
It is a two-lane County major collector roadway.
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PAHOA COMPLEX OFFSITE IMPROVEMENTS TRAFFIC IMPACT ANALYSIS REPORT
Traffic Volumes
~ Traffic turning movement counts were taken at the Old Keaau-Pahoa Road and Kahakai
Boulevard intersections of Highway 130 on Thursday, September 21, 2006, for a two
hour period during the morning peak and a three hour period in the afternoon peak.
i Traffic turning movement counts require a traffic surveyor to observe traffic flow and
record the movements of each vehicle crossing the intersection as through or turning
' movements by 15 minute intervals. In addition to vehicular traffic, very few pedestrians
crossing the main highway or the side streets were counted. The worksheets for these
traffic counts are included in Appendix A.
The morning counts from 7:30 to 8:30 AM and early afternoon counts from 3:30 to 4:30
PM are shown on Figure 2, with volumes rounded to the nearest five vehicles per hour
r (vph). These hours encompass the opening and closing of the two County offices and
not necessarily the peak volumes of traffic on the roadway. The dominant direction of
traffic on Highway 130 is northwest bound in the morning peak hour but the northwest
bound volumes are nearly equal to the southeast bound volumes in the early PM peak.
The southwest bound volumes are dominant later in the afternoon. The current traffic
operations at the two study intersections are discussed in the Level of Service
Analysis section of this report.
The State of Hawaii Department of Transportation (State DOT) takes metered traffic
counts at selected locations on Hawaii island roadways in even numbered years.
Station 2-G is located at the study intersection of Highway 130 and Old Keaau-Pahoa
Road. The data from these counts provides the historic trend in daily traffic volumes on
I different legs of the intersections over six and eight year periods ending in 2002 and
2004. Data for the south leg of Highway 130 was available only from 1996 and 2002,
I due to a meter malfunction in 2004. The biannual changes in two way daily traffic
volumes on the two legs of Highway 130 and the Old Keaau-Pahoa Road are shown in
tabular and graph form on Figure 3. The north leg and Old Keaau-Pahoa Road legs
showed a decrease in traffic from 1996 to 1998, and increasing traffic thereafter. The
I north leg of Highway 130 showed an 8.8% increase in traffic volumes over the eight
( year period while the traffic volumes on the Old Keaau-Pahoa Road increased 9.4%.
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' ~ PAHOA COMPLEX OFFSITE IMPROVEMENTS TRAFFIC IMPACT ANALYSIS REPORT
The pattern of hourly traffic volumes on the north leg of Highway 130 on June 22-23,
2004, is shown in tabular and graph form on Figure 4. The northwest bound traffic flow
peaks in the morning between 6:00 to 9:00 AM, while the opposing southeast bound
traffic peaks in the afternoon starting at 4:00 PM. The morning and afternoon peak hour
2004 volumes are lower than the 2006 volumes from the traffic turning movement
counts shown on Figure 2, implying that traffic has increased in the last two years.
I
TRAFFIC FORECASTS
The proposed project is scheduled for occupancy by 2008. During the two year period
' from the traffic count date to expected occupancy, ambient traffic on the area roadways
can be expected to increase due to regional growth and new projects in the area. The
I traffic that would be generated from the proposed project was added to the ambient
traffic forecast to obtain the total with project traffic forecast.
Ambient Traffic Forecast
m There are no major development or construction projects planned along Highway 130 in
the study area. Regional growth is occurring from infilling of the development areas
I"~•- served by Highway 130, as evidenced by the high rate of traffic growth shown on
Figure 3. Hence, ambient traffic on the study area roadways will increase due to
regional growth in the adjoining areas. Therefore, the traffic growth rates indicated by
the State DOT traffic volume counts were used as the index of regional traffic growth to
I forecast year 2008. Based on these assumptions the following growth rates were
established for the two-year forecast period:
I Highway 130 5.5%
• Old Keaau-Pahoa Rd 2.3%
• Kahakai Boulevard 2.3%
The existing traffic volumes at the two study intersections on Figure 2 were increased
using the above factors. The results are summarized on Figure 5, with volumes
rounded to the nearest five vph. The traffic operations for the ambient forecast
conditions at the two study intersections are discussed in the Level of Service
Analysis section of this report.
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' Protect Generated Traffic
The traditional three-step process of trip generation, trip distribution, and trip
~+a.... assignment was used to forecast future traffic that would be generated by the proposed
project. The trip generation step forecasts the number of new trips that would be
produced in each of the two study periods. The trip distribution step allocates these
new trips by direction of travel. Finally, the trip assignment step assigns the trips to the
' specific turning movements at the study intersections.
' The trip generation step forecasts the volume of vehicle trips that would be generated
by the proposed project during the morning and afternoon peak periods. As previously
stated, the police stand and fire station are not expected to be major traffic generators
during the morning and afternoon peak hours. However, the Motor Vehicle Registration
' and Driver Licensing offices are expected to generate trips during these periods. There
are no convenient references that provide data on the number of trips that this type of
land use would generate; therefore, estimates provided by the County were utilized.
They estimate that the Motor Vehicle Registration office would handle 1,250
1 transactions per month while the Driver Licensing office would handle 600 per month.
~~w
The average numbers of monthly trips were converted to average daily (20 days per
month) and hourly (8 hours per day) trip rates. The trips to the Motor Vehicle
Registration office were assumed to be 50% higher than average at the end of the
month, while trips to the Drivers Licensing office were assumed to be 25% higher. This
I resulted in 12 morning and afternoon trips to the Motor Vehicle Registration office, and
5 morning and aftemoon trips to the Driver Licensing office. The numbers of inbound
and outbound trips were assumed to be equal to the peak rate in the morning peak
hour. During the aftemoon peak hour, the inbound trips were equal to the average rate
while the outbound trips were assumed to be at the peak rate. The trip generation
analyses for the year 2008 are summarized on Table 1. The two proposed County
offices would generate 17 inbound and outbound trips in the morning peak hour, and 12
inbound and 17 outbound trips in the afternoon peak hour.
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' PAHOA COMPLEX OFFSITE IMPROVEMENTS TRAFFIC IMPACT ANALYSIS REPORT
I The project generated trips were then distributed by direction of travel to and from the
project site. The distribution of trips was determined by the population distribution in the
~``r,..- Puna area, based on the 2000 U.S. Census, as follows:
Direction of Towns Included Population
Travel and Percent
Northwest Keaau to Ainaloa 12,700 (65%)
Southeast Yz of Pahoa and Kapoho 2,600 (13%)
East Hawaiian Beaches 3,700 (19%)
West '/z of Pahoa 480 (3%)
Therefore, two-thirds the generated trips would be to/from the northwest while 13%
would be to/from the southeast. These trips would travel on Highway 130. 19°I° of the
trips would utilize Kahakai Boulevard for travel to/from the east, and the remaining 3%
of generated trips would travel to/from the west via the old Keaau=Pahoa Road. The
results of the trip distribution analysis are shown on Table 1. The combined total
volumes may not add up to the sum of the individual components of generated trips due
to rounding.
The project generated traffic volumes were assigned to the study area network based
on the directions of travel, entering and egressing from the main access roadway. The
results of the traffic assignment analysis are shown on Figure 6 with the volumes not
rounded.
Total Forecast Volumes
The project generated traffic assignment volumes from Figure 6 were added to the
2008 ambient traffic forecasts from Figure 5 to obtain the 2008 total with project traffic
forecasts shown on Figure 7. The traffic volumes are rounded to the nearest five vph.
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' ~ PAHOA COMPLEX OFFSITE IMPROVEMENTS TRAFFIC IMPACT ANALYSIS REPORT
l
LEVEL OF SERVICE ANALYSIS
The concept of level of service is used to quantify the quality of traffic flow on roadway
facilities. The Transportation Research Board (TRB) has developed procedures to
calculate level of service value(s) by measuring traffic volumes against the capacities of
different types of roadway facilities. Their Hiohway Capacitv Manual 2000 (HCM2000)
describes the various procedures developed for freeways, highways, signalized and
unsignalized intersections, etc.
The study intersections are currently unsignalized. The procedure used for analyzing
unsignalized intersections calculates vehicle delays and levels of service based on the
distribution of gaps in traffic on the major street and driver judgment in selecting gaps
through which to execute turns. For two-way stop intersections where only the minor
street traffic is controlled by a stop sign, levels of service are calculated for the critical
i turning movements including outbound movements from the stop-controlled approach,
~ and left turns from the major street to the minor street. The procedure does not
calculate an overall intersection level of service.
The Highway Capacitv Manual defines the relationship between. level of service and
~ delay (in seconds/vehicle) for unsignalized intersections as shown below:
LEVEL OF DELAY
SERVICE (SecondsNehicle)
A < 10.0
B 10.1 to 15.0
! C 15.1 to 25.0
~ D 25.1 to 35.0
E 35.1 to 50.0
F > 50.1
Levels of service A to E are considered acceptable for unsignalized intersections. Level
of service F (with average delays longer than 50 seconds) is considered undesirable for
~ unsignalized intersections and would indicate the possible need for mitigation. Level of
service F conditions could be tolerated if the delays are not much higher than 60
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I PAHOA COMPLEX OFFSITE IMPROVEMENTS TRAFFIC IMPACT ANALYSIS REPORT
seconds, traffic queues are short, and there are no reasonable mitigating measures
available.
~'m.~,
Table 2 summarizes the unsignalized intersection level of service analysis for the
Highway 130 study intersections. For each of the morning and afternoon peak hours,
the existing, 2008 ambient and total with project forecast are placed side by side. This
I format facilitates a comparison of levels of service for the different forecast scenarios to
give an indication of the traffic impacts of ambient traffic growth and the proposed
1 project. Levels of service are given for the following approaches and movements: side
street approach and its left and right turn movements, and Highway 130 left tum
movement. The worksheets for the level of service calculations are provided in
Appendix B.
The results on Table 2 show that the left turn movement from the Old Keaau-Pahoa
Road is already at level of service F in both peak periods, with calculated delays of 126
seconds in the morning and 81 seconds in the afternoon. Consequently, the calculated
I queue length is 10 vehicles in the morning and 8 vehicles in the afternoon. Therefore,
this would indicate that the left turn movement is operating at an undesirable level of
service.
I The Kahakai Boulevard left turn movement is at level of service E in both peak periods,
with calculated queue lengths of 4 vehicles in the morning and 2 in the afternoon. The
I right turn movements from both side street approaches are currently at level of service
B in both peak periods. The left turn movements from Highway 130 into Old Keaau-
Pahoa Road and Kahakai Boulevard are at level of service A in both peak periods. The
I above results would indicate that the other movements at both study intersections are at
acceptable levels of service, although the outbound left turn movement from Kahakai
Boulevard is minimally acceptable.
The additional traffic from the ambient traffic forecasts would further lengthen the delay
I times and traffic queue lengths on the left turn movement of Old Keaau-Pahoa Road,
_ which is already at level of service F. Delay is calculated to increase from 126 to 180
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' ~ PAHOA COMPLEX OFFSITE IMPROVEMENTS TRAFFIC IMPACT ANALYSIS REPORT
( seconds in the morning peak with queue length increasing from 10 to 12 vehicles. In
the afternoon peak, delay is calculated to increase from 81 to 124 seconds with queue
length increasing from 8 to 10 vehicles. In comparison, the additional traffic generated
by the proposed project would have very little impact on this movement. The morning
I delay would increase from 180 to 188 seconds with no increase in queue length. The
afternoon delay would increase from 124 to 130 seconds and queue length from 10 to
11 vehicles. The increase in ambient traffic and project generated traffic would not have
any adverse impact upon the other two movements at this intersection.
I
The additional traffic from the ambient traffic forecasts would change the level of service
I for the outbound left turn movement at Kahakai Boulevard from E to F in both peak
periods, indicating an adverse impact. Morning peak delay is calculated to increase
I from the current 45 to 54 seconds with queue length increasing from 4 to 5 vehicles.
Afternoon peak delay is calculated to increase from the current 47 to 57 seconds with
I queue length increasing from 2 to 3 vehicles. The additional traffic generated by the
proposed project would have very little impact on this movement. The morning delay
I would increase from 54 to 56 seconds with no change in queue length. The afternoon
delay would increase from 57 to 60 seconds with no change in queue length. The
increase in ambient traffic and project generated traffic would not have any adverse
impact upon the other two movements at this intersection.
I
The project access roadway approach would exist only for the total with project forecast.
I The outbound right turn movement is forecast to operate at level of service B and the
outbound left turn movement at level D in both peak periods. The left tum movement
I from Highway 130 into the project access road is forecast to operate at level of service
Ain both peak periods. These are acceptable levels of service and do not indicate the
I need for mitigating measures. A storage length for two vehicles would be sufficient for
the left turn lane on Highway 130.
The above analysis indicates that the Old Keaau-Pahoa Road intersection is currently in
need of measures to mitigate undesirable traffic operations. The Kahakai Boulevard
intersection would require mitigation in the next several years due to increases in
M & E PACIFIC, INC. PAGE 9 60018945.00300
December 2006 Pahoa Complex TIAR.doc
I ambient traffic. The normally prescribed measure for the observed type of problem is
traffic signalization, assuming warrants for traffic signals are met. However, the State
DOT has been reluctant to have traffic signals installed on Highway 130. As noted in
Table 3 of the Traffic Impact Analysis Report, Orchidland Business Center, First
I Revision (2005), prepared by M&E Pacific, Inc., the current intersections on Highway
130 at Paradise Drive and Orchidland Drive further to the north are already at level of
I service F in the morning peak, and the latter intersection is also at level of service F in
the afternoon peak. The morning delay at Paradise Drive was 290 seconds and the
I calculated queue length was 15 vehicles. Likewise, the morning delay at Orchidland
Drive was 527 seconds and the calculated queue length was 15 vehicles. Both these
I delays and queue {engths are much higher in magnitude than the 126 secondsl10
vehicles queue length calculated for the Old Keaau-Pahoa Road left turn lane in the
morning. The above conditions at Paradise Drive and Orchidland Drive are being
I tolerated without traffic signals being installed, and it should be expected that the two
Pahoa intersections would remain unsignalized.
I CONCLUSIONS
Although both study intersections on Highway 130 at Old Keaau-Pahoa Road and
Kahakai Boulevard would be in need of mitigation by 2008, the proposed project is not
I expected to have an adverse traffic impact on these intersections since it would not
increase delay. The proposed intersection serving the project site is expected to
I operate at acceptable levels of service and would not require mitigation. A storage
length for two vehicles would be sufficient for the left turn lane on Highway 130.
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December 2006 Pahoa Complex TIAR.doc
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References
~w.- 1. Highway Capacity Manual, Transportation Research Board, National Research
I Council, Washington, D.C., 2000 Edition.
I 2. Highway Capacity Analysis Program, Version 1, Catalina Engineering, Inc., 2003.
I 3. Traffic Impact Analysis Report, Orchidland Business Center, First Revision, M&E
Pacific, Inc., 2005.
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December 2006 Pahoa Complex TIAR.doc
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OLD KEAAU-PAHOA RD KAHAKAI BLVD
AM PEAK HOUR
Northwest Bound Southeast Bound
TO KEAAU TO KAPOHO
PROJECT SITE
~ O
330 ~ w t 90
r 110 ~ 4 320
375 ti r 235 J
200 Z ~ 0 300
~ CV
(V
OLD KEAAU-PAHOA RD KAHAKAIBLVD
PM PEAK HOUR
Not to scale
2008 AMBIENT TRAFFIC FORECAST
FIGURE 5
Northwest Bound Southeast Bound
~'"w+-" TO KEAAU TO KAPOHO
PROJECT SITE ENTRY
I iD m
t 6 S
f ~ 4 ~ ~ 2
11 J 5 ~ 3 J
1 Z 2
I OLD KEAAU-PAHOA RD KAHAKAI BLVD
I AM PEAK HOUR
I
I
Northwest Bound Southeast Bound
TO KEAAU TO KAPOHO
PROJECT SITE ENTRY
t0 N
t 4 4
~ 2
8 s 5 3 l
1 1 2
OLD KEAAU-PAHOA RD KAHAKAI BLVD
PM PEAK HOUR
Not to scale
PROJECT GENERATED TRAFFIC ASSIGNMENTS
FIGURE'6
Northwest Bound Southeast Bound
TO KEAAU TO KAPOHO
PROJECT SITE ENTRY
O ~
~ ~ t 5 ~ 510 N ~ t 85
~ ~ ~ 705 r 110 ~ 4 ~ 335
10 J 325 ~ ti r 160 s
460 ~ 145 1 0 0 260
I N ~
OLD KEAAU-PAHOA RD KAHAKAI BLVD
' AM PEAK HOUR
Northwest Bound Southeast BOUnd
F- TO KEAAU TO KAPOHO
/l PROJECT SITE ENTRY
~
~ ~ ~ t 4 335 ~ 00 t 90
~ 525 r 110 ~ ~ ~ 320
10 l 380 ~ ~ r 240 J
570 ~ 205 1 ~ 0 305
N
N
OLD KEAAU•PAHOA RD KAHAKAI BLVD
PM PEAK HOUR
Not to scale
2008 TOTAL WfTH PROJECT FORECAST
-FIGURE 7
~`t••'
TABLE 1
TRIP GENERATION AND TRIP DISTRIBUTION ANALYSIS
TRIP GENERATION ANALYSIS TRIP DISTRIBUTION
Function Description Hourly Direction of Travel
Monthly Transactions Rate NORTH SOUTH KAHAKAI~ OLD RD
65% ' 13°!° 19% { 3%
AM PEAK HOUR
Motor Vehicle Registration
1,250 Monthly Transactions
Inbound 12 8 2 2 0
Outbound 12 8 2 2 ~ 0
Drivers Licensing
600 Monthly Transactions ~
Inbound 5 3 1 ~ 1 I 0
Outbound 5 3 1 1 0
Total Hourly Traffic ~ j i
Inbound 17 11 2 3 ~ 1
Outbound 17 11 2 3 1
I
PM PEAK HOUR
Motor Vehicle Registration ~
1,250 Monthly Transactions
Inbound 8 5 1 2 0
Outbound 12 8 2 2 0
Drivers Licensing
600 Monthly Transactions
Inbound 4 3 1 1 0
Outbound 5 3 1 1 0
Total Hourly Traffic
Inbound 12 8 2 2 0
Outbound 17 11 2 3 1
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TRAFFIC TURNING MOVEMENT COUNT
PAHOA COMPLEX OFF-SITE IMPROVEMENTS
~ To Pahoa To Keaau
l
LOCATION: Pahoa Bypass Road / Kahakai Boulevard PAHOA BYPASS ROAD
DATE: September 21, 2006, Thursday 1 6
TIME: 6:30a-8:30a / 3:OOp-6:OOp 2 Z r 5
WEATHER: Rainy in AM, clear in PM 3 4
RECORDER: I. Puniwai ti r
KAHAKAIBOULEVARD
TIME MOVEMENT NUMBER PEDESTRIANS CROSSING
PERIOD 1 2 3 4 5 6 KAHAKAI BLVD PAHOA BYPASS RD TOTAL
6:30-6:45a 102 9 9 104 20 28 0 0 272
6:45-7:OOa 94 15 13 85 60 38 0 0 305
7:00-7:15a 95 11 24 74 34 43 0 0 281
7:15-7:30a 73 19 32 61 47 64 0 0 296
7:30-7:45a 74 28 50 73 42 79 0 0 346
7:45-B:OOa 99 27 46 76 40 72 0 0 360
8:00-8:15a 58 19 27 42 38 53 0 0 237
8:15-8:30a 83 9 18 64 35 40 0 0 249
6:30-8:30a 678 137 219 579 316 417 0 0 2346
7:30-8:30a 314 83 141 255 155 244 0 0 1192
PHF 0.788 0.824
TIME MOVEMENT NUMBER PEDESTRIANS CROSSING
PERIOD 1 2 3 4 5 6 KAHAKAI BLVD PAHOA BYPASS RD TOTAL
3:00-3:15p 73 19 39 65 49 77 0 0 322
3;15-3:30p 67 18 20 50 52 70 0 0 277
3:30-3:45p 80 21 21 60 53 71 0 0 306
3:45-4:OOp 58 25 14 46 41 71 0 4 255
4:00-4:15p 94 20 21 35 74 84 0 4 328
4:15-4:30p 71 22 21 30 62 56 0 0 262
4:30-4:45p 75 16 10 36 71 68 0 0 276
4:45-S:OOp 62 22 12 42 63 80 0 0 281
5:OOp-5:15p 41 36 12 40 60 73 0 0 262
5:15-5:30p 60 17 19 47 59 80 0 0 282
5:30-5:45p 45 12 16 29 75 72 0 0 249
5:45-6:OOp 48 17 7 12 71 72 0 0 227
3:00-6:OOp 774 245 212 492 730 874 0 8 3327
3:30-4:30p 303 88 77 171 230 282 0 4 1151
PHF 0.857 0.81
l~?
TRAFFIC TURNING MOVEMENT COUNT
PAHOA COMPLEX OFFSITE IMPROVEMENTS
To Keaau To Pahoa
l LOCATION: Pahoa Bypass Road / Old Keaau Pahoa Road PAHOA BYPASS ROAD
DATE: September 21, 2006, Thursday 1 ~ 6
TIME: 6:30a-8:30a ! 3:OOp-6:OOp 2 Z 5
WEATHER: Rainy in AM, clear in PM 3 4 r
RECORDER: C. Darby ti r T
OLD KEAAU PAHOA ROAD
TIME MOVEMENT NUMBER PEDESTRIANS CROSSING
PERIOD 1 2 3 4 5 6 OLD KEAAU-PAHOA R PAHOA BYPASS RD TOTAL
6:30-6:45a 38 27 28 12 27 148 0 0 280
6:45-7:OOa 84 37 25 10 20 200 0 0 376
7:00-7:15a 53 38 35 15 13 119 0 1 273
7:15-7:30a 96 37 35 9 24 119 0 0 320
7:30-7:45a 94 38 32 13 32 123 0 0 332
7:45-B:OOa 85 32 53 20 32 133 0 0 355
8:00-8:15a 62 33 51 19 17 85 0 0 267
8:15-8:30a 61 36 62 17 25 136 0 0 337
6:30-8:30a 573 278 321 115 190 1063 0 1 2540
7:30-8:30a 302 139 198 69 106 477 0 0 1291
PHF 0.835 0.905
Cti.,._,
TIME MOVEMENT NUMBER PEDESTRIANS CROSSING
PERIOD 1 2 3 4 5 6 OLD KEAAU-PAHOA R PAHOA BYPASS RD TOTAL
3:00-3:15p 71 59 43 29 35 90 0 0 327
3:15-3:30p 83 50 60 38 35 97 0 0 363
3:30-3:45p 76 47 62 24 34 83 0 0 326
3:45~:OOp 75 54 49 38 24 80 0 0 320
4:00-4:15p 80 50 52 34 29 76 2 1 321
4:15-4:30p 88 46 45 23 25 74 0 0 301
4:30-4:45p 87 38 52 36 19 73 0 0 305
4:45-S:OOp 95 68 37 32 20 76 0 0 328
5:OOp-5:15p 97 31 51 31 21 60 0 0 291
5:15-5:30p 98 50 41 31 22 78 0 0 320
5:30-5:45p 95 51 54 31 23 57 0 0 311
5:45-6:OOp 114 57 48 27 19 51 0 0 316
3:00-6:OOp 1059 601 594 374 306 895 2 1 3829
3:30~:30p 319 197 208 119 112 313 2 1 1268
PHF 0.963 0.908
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