Memorandum - Honolulutraffic.com · This memorandum summarizes the results of analysis conducted to determine potential traffic impacts of the proposed Pearl Highlands rail station

Memorandum

YEARS ®

To: Clyde Shimizu and Mark Garrity

From: Chris Wellander and David Shelton

CC: Steve Hogan, Hong Li

Date: August 7, 2009

Subject: Pearl Highlands Ramp Impacts Analysis

Introduction

This memorandum summarizes the results of analysis conducted to determine potential traffic impacts of the proposed Pearl Highlands rail station on the existing H-1/H-2 interchange and nearby highways.

Impacts to SB H -2 Off-ramp

As shown in Appendix A, a new ramp is proposed to provide direct auto and bus access from southbound H-2 to the Pearl Highlands station park-and-ride and transit center. The 2030 volumes on this ramp are anticipated to be approximately 240 vehicles in the AM peak hour and 40 vehicles in the PM peak hour. The new ramp would diverge from the existing southbound off-ramp from H-2 to eastbound H-1 and Waipahu Street (the split to these two destinations occurs after the diverge of the new ramp). The existing southbound H2 to H1 ramp exits H2 as a drop lane as opposed to a diverge and has an approximate capacity of 2000 vehicles per hour according to the Highway Capacity Manual. With a 2030 no-build volume of 415 vehicles in the AM peak hour, the capacity of the off-ramp from H-2 would be sufficient to handle demand. The additional 240 vehicles accessing the new ramp would bring the total volume on the off-ramp to 655 vehicles, which should still be handled adequately. In the PM peak hour, the 2030 no-build volume of 950 vehicles would be increased to 990 with the anticipated volumes accessing the LRT station. In conclusion, no significant traffic impact to the existing off-ramp or mainline traffic is anticipated to occur with construction of the proposed direct access ramp.

Impacts to NB H -2 On -ramp from WB Kamehameha Highway

As shown in Appendix A, construction of the rail project is anticipated to result in an increase in the 2030 volume during the PM peak hour on the on-ramp from westbound Kamehameha Highway to northbound H-2. As shown in Appendix B, an analysis of this ramp merge in HCS indicated that, without construction of the rail project (no-build), ramp operations are expected to be LOS F in 2030 during the PM peak hour. This is due to a combination of high traffic volumes (3,545 vehicles on the mainline merging with 860 entering vehicles from the Kamehameha on-ramp), a relatively sharp on-ramp angle (approximately 25:1), and a relatively steep upgrade directly after the ramp merge. The rail project would result in an addition of approximately 200 vehicles to the Kamehameha on-ramp and a reduction of approximately 300 vehicles on the H-2 mainline, resulting in a net reduction of approximately 100 cars at the merge junction. With the rail project, this merge is expected

Over a Century of Engineering Excellence

AR00131068

YEARS ®

to continue to operate at LOS F. As a result of the net reduction in traffic, the impact of the project on this merge would not be significant.

Impacts to Farrington Highway Weave Section

As shown in Appendix A, construction of the light rail project is anticipated to result in a slight net increase in 2030 volumes during the PM peak hour on westbound Farrington Highway between Waiawa Drive and Kamehameha Highway. This section of Farrington Highway currently experiences periods of congestion due in large part to a weave pattern involving vehicles that exit westbound H-1 at the Waipahu off-ramp, enter westbound Farrington Highway via a left-side on-ramp, weave across two lanes of traffic, and then exit to northbound Kamehameha Highway via a right-side off-ramp. An analysis of this weave in HCS indicated that the additional volumes resulting from the project would not have a significant impact on the weave section. Assuming a worst cast scenario in which all of the volumes on the on-ramp to Kamehameha Highway weave across from the H-1 off-ramp, 2030 no build is expected to operate at LOS E (see Appendix B). With the additional vehicles exiting the LRT station and entering the traffic stream on Farrington Highway, the weave section is still expected to operate at LOS E. Additional analysis, including field work traffic surveys to determine the actual percentage of weaving vehicles, is required to better determine the expected impact to this weave. Finally, a new traffic signal proposed for the intersection of Waiawa Drive and Farrington Highway is expected to provide additional gaps and opportunities for weaving vehicles to make their maneuver.


AR00131069

(4520) (270)

( 510) arnngton

(350) (760)

( 560) (1095)

Existing Conditions (xlam) AM

PM (2940)

(4885)

(365) 040

(320)

(025)

(090)

(6200)

L'eervvard ConimL ry

Col lege

=

00 YEARS ®

Appendix A — Volume Diagrams


AR00131070

00 YEARS ®

(420) (860)

Leeward Orrur1Iy

;77C611c9c ,

2030 AM 0=0 without LRT proj ect =a: with LRT proj ect

(3545)

(5410) 5440

( 260)

( 770) 720

arrington Katival

(7000)

(5025) (365)

=


AR00131071

00 YEARS ®

2030 PM 0=0 without LRT proj ect =a: with LRT proj ect

(6205)

(3750)

(950)

(515) (2300)

(435) (3545)

(3450)

Katival

( 975) tip

Lteer .d Cbruniun 4 .7.C.511

=


AR00131072

00 YEARS ®

Appendix B — HCS Analysis Resuits

Merge Analysis: On-ramp from Kam Hwy w/ VVB H1 to NB H2 — 2030 No Build PM Peak

RAMPS AND RAMP JUNCTIONS WORKSHEET Genera/information Site Information krelyst Ryan .a.i.iTi FreewayEir iiTrojei H2 kgenoy Ur Comreny PB tunisticri Kameham els Fkuy ;ate Performed 732442039 Jurisdiction Flmoluti

analysis -lime Period PM Peak Arelysis Year 2330 ,

', 1°4 1De-i° ° 11°-B,'illi fnpn is _Inslrea-n Al Ram r:.

On

N 0 COO

tt

k 1 , = vehth

repair. Grack Dixonstream .4 di Ramp

i

N o Off

-d ...,,,, = 120 0 ft

-- 1880 ve WI) S FR = 550mph S NP '5.° mr'h

Skietth ( show Iotr L5 L1Y14

Conversion to pot Under- Base Conditions

trx 3 1) IViAtiri pi-F Terrain 581- n.rd 'Mr, thrit u= V/PHF xl.xf.

Freeuey :3545 '305 Grur 2 0 0.980 1011 8806

Ramp 380 0.95 Leo el 0 (19913 1. 914

UpStream

DaunStiaati 180:1 0.95 Grade 2 0 (10)0 1.00 1914

&tome Areaa Elherqe A reaa

Estimation of vl 2 stimaffon of v12 e V 12 = VR ( Pm)

- ED = (Equation 25-2 or 25-3)

' FM' 1.03.8 using Equation (Extikiit25-5)

rr t = 3838 pdh

ie 3 or V.." 0 pdh (Equation 25-4 or 25-5)

Is Sh or V.m > 2„70-.1 pal? r y, r No

Is V, or V..,4 > 1.5 ' V 2 ,2 r- yes r No

= pub (Equation 25-8)

1 VR + (VP - Ven)

(Equation 25-8 or 25-39

FD= using Equation (Exhilit 25-12)

12' p MI

or V pcili (Equaion 25-15 ct . 25-1q

Is '1.1 or. V."> 2,700pA? r ...,„.., r 1,10

Is V3 or V.....„ > 1.5 , V 1 ,,I2 r r No

Yes,V .a = pilti (Equation 25-18)

Capacity Greeks Capacity Checks

i Agtrel Capac kr . LOS F? Actual CarecitY LOS F?

VFO 4720 E hilitit 25-7 'TVt

'F Exiiikit 25-14

V 0 = V - VR Exhikit 25-14

VR Erkibit 25-3

Flow Enterin Mee influence Area lowEntering Merge In fkrenee Area Aetuel M ax Desirable I Violatim? kited Max Desirakle Violetict)?

VR12 4720 Edtilit a.-711 4800:0) I No V12 lExtlitiri :5-14

E eve, of Service Delerninadon al not 0 eve! of Service Determination Knot F) DR= 5.475+ 0.30734u R+ 0.0078 V12 - 0 0 1:C7 LA

) R = 33.9 (NliniAn)

0S= F (Extiilit 254)

DR = 4.252 4 1 ' ' 136 V12 F 0.111113 Lc

I (po/rnieln)

0 (Extibit254

Speed Determination Speed Determination

VIE = 0.730 (E Atirt 25-19)

45.5 mph (Extibi 25-19)

NA mrIn (Exitikitt 25-10)

45.5 mph (ExItikit 25-14)

1 ,(Ehibt 25.10)

R mph tEichloit 25-19)

mph (E hibit 25-19)

= mph :ifiloit 25-15j


AR00131073

00 YEARS ®

Merge Analysis: On-ramp from Kam Hwy w/ VVB H1 to NB H2 — 2030 Build PM Peak

RAMPS AND RAMP JUNCTIONS WORKSHEET General infonnali on Site Informaffon Analyst Rya) Auery Freeway/Dir iiTeuel H2

Agency or Ccmpany PE Junctim Kameharn els Hwy iate Perfotmed 7M21:09 finisdidion Howluti

Analysis Tim e Peliod PM Peat Arelysis Year 2030

'ilectDeswirylion Btild

'Tuts Jpstream Al Ramp

1

V, = vehih

it Cd

Oft

enh:ratie P G D ow riztre am Ad] F.: am p

lin

N o Off

L.k. = 121-1e ft

V = D e 1800 -.ftich

S = 5.0mp

fF 5h S FR = 45 -CI mrti Sketch ( show la166, La LV)

Conversion to pcih Under Base Conditions

Mx/ili Pfetiffirt F FF Terrain %Truck %R. f

P if= .: ..11-1F f

P

Freeuey 3245 0.95 Grade 2 0 8930 1.1X1 3484

Ramp 1063 0.95 Lend 2 0 asp tic 1127

I I -*earn

DaunStream 180:I 0.95 Grade 2 0 8932 1.00 1971

Memo Area'. Diverge A reaa

Estirnadon of v v2 Estirtradon of v12 ,

= VF ( Pfk4)

-HY= (Equation 25-2 or 25-3)

' FM= 1.01:0 using Equation (E hibit 25-5)

let = 3434 p e,eh

L''; a . V.o3-1 0 pdh (Equation 25-4 or 25-5)

Is ',hot V.34 > 2700 i...1 -1Y - "r' . . r No

Is V, or V.,4 > 1.5' V.,2 .2 - ye f.t 0

'h 1Fou ation 25-8)

1 VR + (VF - VFIRFD

L E, = (Equation 26-8 or 25-g)

P FD = using Equation (Exhibit 25-12)

)112= p c...h

',., or f33 F:. ■::11 E.:,, ,aalior, 25-15 ar 25-16j

Is 1.1" or V.34 > 2, 700 pc !ri No

In V, or V.„ 4 > 1.5= V i2f2 r No

i Yes,V ra, = pdh i F qua -lion 25-18)

Capacity Checks Capacity Checks

. Act i.ial Capw ty LOS F? , Actie1 Carfti L1)8 F?

VFO 4611 Ex-MI*425-7 Yes

VF Eh-14425-14

VFO V F - VR Ehiiiit 25-14

HIM 2 ,5-3

Flow Entering Merge Influence Area FlowEntering Merge Influence Area A dad Max Desirable Vidation? Acto1 blaxDesirathe Vkilation9

7 1. =R13 4611 Exhibit 25-7 4600:All No w 12 &Milk 25-14

L evel of Service Determination f not 0 Level of Service Determination (If not F) DR = 5.475+ 0.00734. R-, 0.0070 V12 - Cr 008N L a

33.9 (pe/miiln)

_OS = F (Bilikit 25-4)

DR= 4.252-i- 0.0030 -, - 0.030g LD

D R = (peirnieln)

LOS = (ahib it 25-4)

Speed Deterrnination Speed Delentination

VIE = li 684(E xikit 25-19)

3 p.= 46.1 mph (Extibt 25-19)

o WA mph (Exhibit 25-19)

- 45.1 mph (Exhibt 25-14i

D , (Extibi 25-19)

$R= mph (E hitt 25-19)

0= mph (Ehibit 2519)

S = mph(Ehibit2515)


AR00131074

00 YEARS ®

Merge Analysis: On-ramp from Kam Hwy w/ VVB H1 to NB H2 — 2030 Build PM Peak With Re-striped Bridge and Subsequent Merge (i.e., extended acceleration lane)

RAMPS AND RAMP JUNCTIONS WORKSHEET General information Site inforirradon Analyst Rya.) Auery Frc-,maylDir otTreuel H2

Agency or Ccmpany PE tuutcr, Kameharn era Hwy )ate Performed 7l28.21:09 Junsdidion Honolulu

Analysis Tim e Period PM Peak Analysis 'tear 2030

0 rtDowrlion B t.ild - Long ACeler-diOrl Lare

rnpnts jr- Ai Ramp

1

ti o Lin

ff.

V, = vehill

retrain: Grade

-

D mrstre am ., d I Ramp

A.,. On

No off

L.10 = 120F +/

V 0 =- i 910 ve rich 550mph S FR = 45 - 0 mlb

Sketchh ( sow lane , L o

Conversion to pcih Under Base Conditions

[FON v

liferktirl P i-F Terrain %Truck %Ru 1 f

P v= VHF Hu p

Freenay 3245 0.95 Grade 2 0 0980 3484

Ramp 1050 0.05 Lend 2 0 11230 1 o-, 1127

IJOIlream

DcaunSireffn 180) 03:5 Grade 2 0 0052 1.00 1971

Merge MOS.! Eliwrge A reaa

Estimation of tet.2 Estimation of

-132= (Equation 252 or 25-3)

' FM= LOCO using Equation (E rilhit25-5)

3434 poila

0, crV 34. 0 pe.eh (Equation 25-4 or 25-5)

Is V, or V› 27C0 prikr? 1- y. r N o

Is or V 4 > 1.5 * V.e 12 — y,. - No

pull ( EO U ation 25.8)

V 12 = VR + (VF - V li)P FD L (Equation 25-8 or 25-9)

P M = using Equation (Exhilit 25-121

V12= o c/h

V, or if m. plii. Equation 25-15 cr 25-161

Is V, or V 000 > 2,780rAc? .6:::-. r No

In 1.,' or V.." :, 1.5' ' ,,V2 yes r N U

if Yes.V = p. fin (E qu at on 25-18)

Capacity Ch ecks Ca city Checks , Actual Capactt LOS F? Ada! City LOS F?

VFO 4611 E Albtt 25-7 Ye;

Exhilkit 25-14

=V 1 - VR EilliVit 25-14 a

E:Miloit 25-3

Flow Entering Merge Inlinenqe Area HowEn tering Mar e In finance Area AtivEJ M ax Desirable Violation? klual Mar.Desirable Violation?

VR12 4611 Erliiiit 25-p 4000.141 No V12 Exhibit 25-4

L evei of Service Determination (ii not F) Levet of Service Determination Of not F) DR= 5.475+ 0.111734n R* 0.0078 Vi2 - 0.00627 LA

34.0 (Fx/iniiln)

_OS = F (Etriikit 25-4)

DR= 4.2152a- 0.0080 V i , - 0.0)09 LE,

DR= (pc/mil n)

LOS = (Exhib it25-4)

Speed Determination Speed Desterrrination 1). 6 .14 (E :dlit 25-19)

47.0 mph (Exhibt 25-19)

NM m o'fi (Exhikat 25-19)

4? 0 mph (Exhilck 25-14)

tEhiht 25-19)

SR, mph tE xribit 25-1()

S mph tE hilt 25-19)

S = mphrEkri8it25-15)


AR00131075

00 YEARS ®

Freeway Segment Analysis: On-ramp from Kam Hwy w/ VVB H1 to NB H2 — 2030 Build PM Peak With Re-striped Bridge (11-ft lanes and 3-ft shoulder) and Subsequent Widened ML to Three Lanes (i.e., convert ramp to add-lane)

BASIC FREEWAY SEGMENTS WORKSHEET

..4 Fl.R.I__. Ti. %ant_

OrliJ 12.ifk:zinis ::...t7r.

Or.mpiL,•,1 pal FP;; h • LOS. 3, O IFS. LO.,

P yliiiii4 (1.03; :FS. h,e..AV LOS. '3. th

P:ril:eil C.,". rf.3.. LOS, .0ADT N. 5. D P:riii , ill GO f ft.r 1_0.3, '1 'rr 3.*

'A- ._ .) :.i

yo

I Nafil- 1 •' 6)rril

ir

f X. WO 112t,

1:..-1'...'il

w-, •., -,

k ?oti

h.!: irs::

General kifoitnation /Site Infoimation Analyst Ryan A very High.NayiDir ection of Travel H-2

H-1 Eq to gam eham eha 07- Agency( or Company Parson.s. 8.47clop_rtroff From/To

Ram p

Date Performed 7/22/2003 Jurisdiction Honolulu

AnArsis Time Period PM Peak An Awl, '(ear 2030

Project De,mr ioton F:e-stripe bridge

°per (LOS) r Des.(IN) r Planning Data

FP, WIPVJ Is Volume, V 4206 vehih Peak- Hour Factor, PHF 0.95

AADT v e htd ay %Trucks and Buses, P-r 2

Peak-Hr Prop. of AAD T, K %R .I.,t, P R 0

Peak-Hr Direction Prop, 0 General Terrain: G..acle DID1-1'..1=.AADTx Kx D vel-dh Grade 400% Length 0.50fr,

Driver ty p e adjustment 1.00 UpID cum % 4.00

Calculate Flow Adjustments .Loo E R 2.6

2.0 ,' El +P , (E r - 1.) + P p(F-R - T..11 0.980

Speed Inputs Caic Speed Adj and FFS Lane Width 11.0 ft

Rt-S boulder Lat. Clearance GO ft

Interchange Density 0.50 limi

Number of Lani, N 3

FFS (measured) rriVh

Base free-floor Speed. OFFS 61.1 m Vh

/.9 milh

f Lc 1.2 mith

tip 0.0 mitt

1 3.0 mit N

FFS 55.0 milli

LOS and Performance Measures ) esiqn (Nji

Operational (LOS) D esign (hi)

D.sign LOS

up =(Vor DDRV)/(PHF xtt .f,..... Pub

S mit,

D = V i S pcirnVIn P Required Number of Lam er , N

vp ...(Vor DDHV)/(PHP x• N x f liv xi) ) /54"/ pdh)ln

550 rnVh

290 pdmilln

LOS D

Glossary F actor Location N - Number of lanes S - Speed

V - Hourly volume D - Density,

- F tom rate FFS- Free-flow speed

LOS - Level of seryice BFFS- Base free-lc■to speed

DDHV- Directional dign hour volume

E - Exhibiis23-8, 23-10 - Exhibit 23-4 13 E T - E<hibits 23-8, 23-10, 23-11 - Echibit23-5

I - Page 23-12 fR - Exhibit 23-0 p_ LS, S, F FS v - Eehibits 23-2, 23-3 fm - E,<hib it 23-7

' P •

CcperIgIrt ©23135 UIlierrtroTFhm2All Rigida Re Se lied

hICS•tr" :!!'e rd bit S21

Geke rad : /X f.1109 2:31 P11.1


AR00131076

00 YEARS ®

Freeway Segment Analysis: On-ramp from Kam Hwy w/ VVB H1 to NB H2 — 2030 Build PM Peak With Widened Bridge (12-ft lanes and 6-ft shoulder) and Subsequent Widened ML to Three Lanes (i.e., convert ramp to add-lane)

BASIC FREEWAY SEGMENTS WORKSHEET

..4 Fl.R.I__. Ti. %ant_

OrliJ 1,.ifliicis

Ork,wiL,I,r1 pal Ff';; h • LOS. S, I) I- H. I_O.,

DA101 ,v i rt- S,I.kli.3, '1' iiii,- 3, D P yiiiiiiq MS; :FS. h,eyADT LOS. '3, D

P iiiiil Ci,", US: LOS, .0ADT N.S. D P:oiliiil GO f I. Sr L0-3, '1 ̀It' S'

'A- I Nafil- 1 •'

Orril lp

.•.i

yo

f X. WO 112t,

Q:...1'..:11

w-i •., -,

k ?rio

hc....'irs.:

General Information /Site Infoimation Analyst Ryan A very HighniayiDirection of Travel H-2

H-1 Ent to gam eham eha 07- Agency( or Company Par.son.s. 8.47clop_rtroff From/To

Ram p

Date Performed 7/22/2003 Jurisdiction Honolulu

Analysis Time Period PM Peak An Awl, 'rear 2030

Project D ,,F. tr jution

Opel. (LOS) r Des.(N) r Planning Data

FIP, W MP/ Is Volume, V 4206 vehih Peak- Hour Factor, PHF 0.95

AADT v e htd ay %Trucks and Buses, P -r 2

Peak-Hr Prop. of AAD T, K %R.s,t ; P R 0

Peak-Hr Direction Prop, 0 General Terrain: G..acle DIDI-1'..1=.AADTx Kx D vefich Grade 400% Length 0.50if , Driver ty p e adjustment 1.00 Up.i'D cum % 4.00

Calculate Flow Adjustments .Loo E R 2.6

2.0 ,' El +P , (E r - 1.) + P p(F-R - T..11 0.980

Speed Inputs Caic Speed Adj and FFS Lane Width 12.0 ft

Rt-S boulder Lat. Clearance 6.0 ft

Interchange Density 0.50 limi

Number of Lan i, N 3

FFS (measured) mit

Base free-flow Speed. OFFS 00.0 mit

0.0 mit

f Lc 0.0 mith

f ID 0.0 mit

1 3.0 mit N

FFS 57.0 mit

LOS and Performance Measures ) esiqn (Nji

Operational (LOS) D esign (1‘1)

D ii•sign LOS

up =(Vor DDRV)/(PHF xti .f,..„. Puti

S mit

D = V i S pcirnign P Required Number of Lan, N

vp ...(Vor DDHV)/(PHF x• N x f liv xi)) /6-1/ pdh)ln

57.0 rnVh

27.0 pdmilln

LOS D

Glossary F actor Location N - Number of lanes S - Speed

V - Hourly volume D - Density,

- F tom rate FFS- Free-flow speed

LOS - Level of sensice BFFS- Base free-lcw speed

DDHV- Directional dign hour volume

E - Exhibi1s23-8, 23-10 - Exhibit 23-4 13 E T - E<hibits 23-8, 23-10, 23-11 - Echibit23-5

I - Page 23-12 fN - Exhibit 23-0 p_ LS, S, F FS v - Eehibits 23-2, 23-3 fib - E<hib it 23-7

' P •

Ccprigit ©23135 UIlierrt5oTFhmaAll Rigida Re Se lied

?ICS' bit S21

Ge ke rad : 74331.1109 223 Pld


AR00131077

00 YEARS ®

Weave Analysis: On-ramp from WB H-1 to NB Kam Hwy Across WB Farrington Hwy - 2030 No Build PM Peak

FREEWAY WEAVING VtIORK SHEET en eral Information /Site Information

nalyst Ryan Auer). geney Korn pany PB ate Perfumed 761,21:09 ralpis Tim e Period PM

'reewayiDir cf Travel INB FdoiceHihuut Mewing Seg Luton H1 to K am ham *a Highwai hat cidion Honoldu grelysis Year 2030

rIPUtS

raeway free-flow sreeet S,, (ni di) .. eauing number of tini, N 3 leauing s eg leipy L (ft) 1700 eitain Level

Aleauingtyre C u'durne ralic,, SiR 0.73 Aleauing tato, IR 0.43

onyersions to pc/ti Under Base Conditions _ rc Al) V P I-F Truek % RV % El E R fe, fp

1 920 0.05 2 0 1.5 1.2 ' 0.990 1.00 (178

o2 ,..

0.05 2 0 1.5 1.2 -

0.99:1 ,

1.00

Kri 1055 0M 2 0 1.5 1.2 _ 0.090 1.00 1121

id 14)0 2 0 1.5 1.2 _ 0.990 1.00 1

2609 978

3567

roving and Non-Weaving Speeds Urtionstrate.1 Constrained

1.11le2uing (i = w) Non-IfIleauirg (I = nw) Hearing li = w) Non-Ifileauing ( = no) fExhibit 24-61 0.08 10320 -

•I bnibit 24-61 2.30 6.00 (E hib it 24 6 .) 0.80 1.10 _ (Exhibit 24-6) 0.60 0.60

g ilinsityis651.1i 0.94 1.49 levilg Bild

. 3act5 29.07 _

la, ,,, Etv.ireol for meonstrained operation, Nw 1.88 :I a =imum roci 1: ,,a- of lanes, Nw (max) 3.00

111w < Nw(max) unccnstrairiel operaliori r if Nu., > 1-u.1 (m ax) en homed Tara-Lion

eaving_SLeumerit Speed. Density,Level of Service, and Capacity I.Ieauing s ejrnent spaar.; S (MiM) 31.86

eauinti s egment de- ,st, 0 fscimilln) 37.53

el of sermiee, LOS

..apae4 of base cordlior, c, ft.:Jill 4988

airEwity a.i a 15-m mire flow rate . . ■., (41011 4931

apatity an a full-hcur uolun e, e h (veh,11 4684

rites . ma, iv cegne Els MINS

bkg r tai Xi it are trad a raied merge ai d eue ige area tIkg tie pmed I es of Mapes Z, °amp MC Ftmp .

. ipactiv DDYSliall ,DICkibaSbiTUALSIblapa7*

.Capaollkr DX115 ulut rcsautalred op: rath g c.koOltlota .

. floe -Ole Tge . ,,,5', LT, e ktz dm our.* IA well atuoisme Ertbs great rt all 0.4.5. P.x4cce raltis akd sane kcal cite 1 0 g are exrect d li

.. Fog r-ake Type 0 segne re! 03 latON rat wellatuolsme =Ix great r tka I 11.51. Pon cce satins 210 sme ItCal Cile I Igart exixotd h NO cases.

. Cwaofkr cmistialk eel by' maxsnliM altmEtle 1113J 1F-3 low Me: 2E00 pcsi (R9:e Al CU]] (Type fl), 351 (Sype C). Flue-Line Type A segrne II ls du tot q:e rat we 113tuell me ratbs great Flail 031Po:4 - .31:e Obis atcl scthe Yxal qle 1 lig Be expectd 11 rich

. 11,ce fl weak ligsegn e las cb kotcpe Erte IS I atuolsme atbs (11028 11121 13.50. Pour el:a Obis a id scale tail qi e I 11g are eximded I. s Id, ef .

Type C wearlig xegm e vls do • otcp RE ',Ell atuolume otos 91130 rtimi OM. F1 101 ci:Q ratloila al.:lame kcal qv.? I lig are exFedlii such .ases.

cop., rIglt ri7MD5 U [Jess Itvoi FIxtla, All RIglis C11 tied Ve is be 521 Ge lie rat 712.1.,M33J M5 P fl


AR00131078

00 YEARS ®

Weave Analysis: On-ramp from WB H-1 to NB Kam Hwy Across WB Farrington Hwy - 2030 Build PM Peak

FREEWAY VsEAV1NG WORKSHEET eneral Information ,Site information

a t,•st Ryan Auety

1,lCy KW party PB ate Perform e4

72242259

relysisTirn e F'etiocl PM

'reeway/Dir cf Travel RIB F Om HighVBY

fileauing S eg Loedion 14-1 to Kam haw ehre Highmay Jura detior , Horolulu Analysie '',' ,nr 2050

H uts ... ayine-flow sp:eect S i/h) 45

ealing numb& of br'o, N 3 Illeauinti 5 eg !alp; L (ft) 1700

.1.1tilill Leuel

.11.1eauingtyre C

u'olume ratio VR 0.70 frleauin , tato, R 0.e2

onyersions to pciti Under Rase Conditions pc Po) .v. P I-F

, Trt.bh % Rif % ET

- tv

050 025 2 1 0 1.5 1.2 0.990 1.00 978

e2 0 0.. 2 0 1.5 1.2 0.903 ,

1.00 0

4v1 '

1015 0.25 2 0 1.5 1.2 _ 029) 100 1079

d 1 ,-20 005 2 0 1.5 1.2 _ 0.99) 1.00 1509

238 1 , 978

35

eaying and tion-WeaYing Speeds UnionFtreineti Constrained

Iftleauing (i = tu) Nureolleauirxj (i = Ulleauing ii = tu) Non-Iftleauing ( = ntu)

fEshibit 24-R 0.08 02520 - (Ehlibit 2461 2.30 6.00

IT hibit 24- 6') 0.80 1.10

(Exhibit 24-6I 0.60 0.60

'kaki-1g hiereitfid, 51.1i 0.93 1.47 1.619 nnd now..a.iig

355 11 25517

timl:r ef lenee ety..irecl for muonstraineul opaalion, Nui 1.88 A aaMIM l0-11 L:...Y of lams,14w (max) 0.00

it 14w 0 Nw(max) unconstrained °relation I if flui > 14° (m ax) eonstrainect cperaticii

eavinuument Speed, Density\ Level of Service, and Capacity Ueauing s eiinent=i S (m ifi) 31.93

eauing s eginerii. D (retmilin) 37.23

opal of seriie; LOS E

..areeft of bese °anchor, e b 1.(x.,,t) 4380

apaetty a5 O l 5,11111.Itk. flow tAe.. C (wititti) 4331

apaeity a5 a ftill-hwr uolune, e h (ueh,41) 4684

otes . Iftle2111 lig segne its keg: r 31 ._ 14: are toad as totaled merge ai ddlueige are islig tie pixed IRS °Wispier 25, ° Pamt4 aid Ran p I holm'. . ■ IDadi,,,x.krir3i ,:d ty basoreektave.x.. .carwrir oxi s I IA roiastrailed ore rat., g .}7.1aMOIS. .rl ree - i3 ke Tice A segm e it do i taupe ale et li atuourne alba greale rill 211 0.d..5. Pat r:fe rallois aid sane kcal qle I P g are etre et d lb

.i.:. casG. . Foi Fine Type A segne it 0]1,o-tope rat y.t II atuolime ratx great r tali 036 . Pow cce raltis aid zome lo:al cite i 492w exixotd P 10 COSCS. .CAXIDIV.X.NS05lie00VITOX111lIM aitmabie Nuemlkg low ate: ZU10 icli (TM 15, 4.511] (Pp P.), 3.911 Op c).

FlIA-L7M Type A segme k la do tot q:* rat 11.111atuoli me ratix great r um Offl.Po-Drope r35:1S aid SCRiE 4X31.11ellI3 ak CY1:*OtO lb Old

144 fl wear ligsegn e Its ci:. io-twe late we 1 atuolime arttc greate Ili ai 050. Po-Dr cce alt.; a id sane tcal qi e I hg are exixded II S WY ec.

Type Civeartgsegn e kt o-D k otcpe at rot :I atuollme ales great FO al 050. Po-Dr Or*Utblii al.:1 501M IX.31qie .119 204 etre ..1 Ili oldY

CopirIglt 021:11:15 yJi Uers bf of Fbrtta, All RIgit O w f.lc]

Hcs 4. yea b k 521

Geie eta: :4-S P fl


AR00131079

Memorandum - Honolulutraffic.com · This memorandum summarizes the results of analysis conducted to determine potential traffic impacts of the proposed Pearl Highlands rail station

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