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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
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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.
Over a Century of Engineering Excellence
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
Over a Century of Engineering Excellence
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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)
=
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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
=
Over a Century of Engineering Excellence
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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
Over a Century of Engineering Excellence
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)
Over a Century of Engineering Excellence
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)
Over a Century of Engineering Excellence
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
Over a Century of Engineering Excellence
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
Over a Century of Engineering Excellence
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
Over a Century of Engineering Excellence
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
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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
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u'olume ratio VR 0.70 frleauin , tato, R 0.e2
onyersions to pciti Under Rase Conditions pc Po) .v. P I-F
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050 025 2 1 0 1.5 1.2 0.990 1.00 978
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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
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