HomeMy WebLinkAboutSP201600006 Study Special Use Permit 2016-06-08 HCS+ : Ur. nalized Intersections Releas .6
TWO-WAY STOP CONTROL SUMMARY
Analyst :
Agency/Co. :
Date Performed: 4/11/2016
Analysis Time Period:
Intersection:
Jurisdiction:
Units: U. S . Customary
Analysis Year:
Project ID:
East/West Street :
North/South Street :
Intersection Orientation: EW Study period (hrs) : 0 . 25
Vehicle Volumes and Adjustments
Major Street : Approach Eastbound Westbound
Movement 1 2 3 14 5 6
L T R I L T R
Volume 363 9 620 16
Peak-Hour Factor, PHF 1 . 00 1 . 00 1 . 00 1 . 00
Hourly Flow Rate, HFR 363 9 620 16
Percent Heavy Vehicles -- -- 1 -- --
Median Type/Storage Undivided /
RT Channelized? No
Lanes 1 1 0 1
Configuration T R LT
Upstream Signal? No No
Minor Street : Approach Northbound Southbound
Movement 7 8 9 1 10 11 12
L T R 1 L T R
Volume 13 7
Peak Hour Factor, PHF 1 . 00 1 . 00
Hourly Flow Rate, HFR 13 7
Percent Heavy Vehicles 0 0
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage / /
Lanes 1 1
Configuration L R
Delay, Queue Length, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 1 7 8 9 I 10 11 12
Lane Config LT I L R
v (vph) 620 13 7
C (m) (vph) 1192 55 686
v/c 0 . 52 0 . 24 0 . 01
95% queue length 3 . 12 0 . 81 0 . 03
Control Delay 11 . 2 89 .6 10 . 3
LOS B F B
Approach Delay 61 . 9
Approach LOS F
4110 1111110
HCS+: Unsignalized Intersections Release 5 . 6
Phone : Fax:
E-Mail:
TWO-WAY STOP CONTROL (TWSC) ANALYSIS
Analyst :
Agency/Co. .
Date Performed: 4/11/2016
Analysis Time Period:
Intersection:
Jurisdiction:
Units : U. S. Customary
Analysis Year :
Project ID:
East/West Street :
North/South Street :
Intersection Orientation: EW Study period (hrs) : 0 . 25
Vehicle Volumes and Adjustments
Major Street Movements 1 2 3 4 5 6
L T R L T R
Volume 363 9 620 16
Peak-Hour Factor, PHF 1 . 00 1 . 00 1 . 00 1 . 00
Peak-15 Minute Volume 91 2 155 4
Hourly Flow Rate, HFR 363 9 620 16
Percent Heavy Vehicles -- -- 1 -- --
Median Type/Storage Undivided /
RT Channelized? No
Lanes 1 1 0 1
Configuration T R LT
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 13 7
Peak Hour Factor, PHF 1 . 00 1 . 00
Peak-15 Minute Volume 3 2
Hourly Flow Rate, HFR 13 7
Percent Heavy Vehicles 0 0
Percent Grade (%) 0 0
Flared Approach: Exists?/Storage
RT Channelized? No
Lanes 1 1
Configuration L R
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 'Mrro' 12 . 0 12 . 0 12 . 0 12 . 0
Walking Speed (ft/sec) 4 . 0 4 . 0 4 . 0 4 . 0
Percent Blockage 0 0 0 0
Upstream Signal Data
Prog. Sat Arrival Green Cycle Prog. Distance
Flow Flow Type Time Length Speed to Signal
vph vph sec sec mph feet
S2 Left-Turn
Through
S5 Left-Turn
Through
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared In volume, major th vehicles : 16
Shared In volume, major rt vehicles : 0
Sat flow rate, major th vehicles: 1700
Sat flow rate, major rt vehicles: 1700
Number of major street through lanes : 1
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t (c, base) 4 . 1 7. 1 6 . 2
t (c,hv) 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00 1 . 00
P (hv) 1 0 0
t (c, g) 0.20 0 . 20 0 . 10 0 .20 0 . 20 0 . 10
Percent Grade 0. 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00
t (3, 1t) 0 . 00 0. 70 0 . 00
t (c, T) : 1-stage 0 . 00 0 . 00 0. 00 0 . 00 0 . 00 0 . 00 0 . 00 0 . 00
2-stage 0 . 00 0 . 00 1. 00 1 . 00 0 . 00 1 . 00 1 . 00 0 . 00
t (c) 1-stage 4 . 1 6. 4 6 . 2
2-stage
Follow-Up Time Calculations
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t (f, base) 2 . 20 3 . 50 3 .30
t (f, HV) 0 . 90 0 . 90 0. 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90
P (HV) 1 0 0
t (f) 2 . 2 3 . 5 3 . 3
Worksheet 5-Effect of Upstream Signals
Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(l, prot) V(t) V(l,prot)
t prog
Total Saturation Flow Rate, vph) Nuf
Arrival Type
Effective Green, g (sec)
Cycle Length, C (sec)
Rp (from Exhibit 16-11)
Proportion vehicles arriving on green P
g(q1)
g(q2)
g(q)
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(l,prot) V(t) V(l,prot)
alpha
beta
Travel time, t (a) (sec)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
Duration of blocked period, t (p)
Proportion time blocked, p 0 . 000 0 . 000
Computation 3-Platoon Event Periods Result
p (2) 0 . 000
p(5) 0 . 000
p(dom)
p (subo)
Constrained or unconstrained?
Proportion
unblocked (1) (2) (3)
for minor Single-stage Two-Stage Process
movements, p (x) Process Stage I Stage II
p(1)
p (4)
p(7)
p (8)
p(9)
p(10)
p (11)
p(12)
Computation 4 and 5
Single-Stage Process
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
V c, x 372 1619 363
s
Px
V c, u, x
C r, x
C plat, x
Two-Stage Process
7 8 10 11
Stagel StaSolo0 Stagel Stage2 Stagel St4 2 Stagel Stage2
V(c,x)
s 1500
P (x)
V(c, u, x)
C (r, x)
C (plat, x)
Worksheet 6-Impedance and Capacity Equations
Step 1 : RT from Minor St . 9 12
Conflicting Flows 363
Potential Capacity 686
Pedestrian Impedance Factor 1 . 00 1 . 00
Movement Capacity 686
Probability of Queue free St . 0 . 99 1 . 00
Step 2 : LT from Major St . 4 1
Conflicting Flows 372
Potential Capacity 1192
Pedestrian Impedance Factor 1 . 00 1 . 00
Movement Capacity 1192
Probability of Queue free St . 0 . 48 1 . 00
Maj L-Shared Prob Q free St . 0 . 47
Step 3 : TH from Minor St . 8 11
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1 . 00 1 . 00
Cap. Adj . factor due to Impeding mvmnt 0 . 47 0 . 47
Movement Capacity
Probability of Queue free St . 1 . 00 1 . 00
Step 4 : LT from Minor St . 7 10
Conflicting Flows 1619
Potential Capacity 115
Pedestrian Impedance Factor 1 . 00 1 . 00
Maj . L, Min T Impedance factor 0 . 47
Maj . L, Min T Adj . Imp Factor . 0 . 59
Cap. Adj . factor due to Impeding mvmnt 0 . 48 0 . 58
Movement Capacity 55
Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
Step 3 : TH from Minor St . 8 11
Part 1 - First Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj . factor due to Impeding mvmnt
Movement Capacity
Probability of Queue free St .
$41101 %Of
Part 2 - Second Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj . factor due to Impeding mvmnt
Movement Capacity
Part 3 - Single Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor 1 . 00 1 . 00
Cap. Adj . factor due to Impeding mvmnt 0 . 47 0 . 47
Movement Capacity
Result for 2 stage process :
a
y
C t
Probability of Queue free St . 1 . 00 1 . 00
Step 4 : LT from Minor St . 7 10
Part 1 - First Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj . factor due to Impeding mvmnt
Movement Capacity
Part 2 - Second Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj . factor due to Impeding mvmnt
Movement Capacity
Part 3 - Single Stage
Conflicting Flows 1619
Potential Capacity 115
Pedestrian Impedance Factor 1 . 00 1 . 00
Maj . L, Min T Impedance factor 0 . 47
Maj . L, Min T Adj . Imp Factor. 0 . 59
Cap. Adj . factor due to Impeding mvmnt 0 . 48 0 . 58
Movement Capacity 55
Results for Two-stage process :
a
y
C t 55
Worksheet 8-Shared Lane Calculations
Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 13 7
Movement Capacity (vph) 55 686
Shared Lane Capacity (vph)
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
Movement 7 8 9 10 11 12
L T R L T R
C sep 55 686
Volume 13 7
Delay
Q sep
Q sep +1
round (Qsep +1)
n max
C sh
SUM C sep
n
C act
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config LT L R
v (vph) 620 13 7
C (m) (vph) 1192 55 686
v/c 0 . 52 0 . 24 0 . 01
95% queue length 3 . 12 0 . 81 0 . 03
Control Delay 11 .2 89 .6 10 . 3
LOS B F B
Approach Delay 61 . 9
Approach LOS F
Worksheet 11-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p(oj ) 1 . 00 0 . 48
v(il) , Volume for stream 2 or 5 16
v(i2) , Volume for stream 3 or 6 0
s (il) , Saturation flow rate for stream 2 or 5 1700
s (i2) , Saturation flow rate for stream 3 or 6 1700
P* (oj ) 0 . 47
d(M, LT) , Delay for stream 1 or 4 11 . 2
N, Number of major street through lanes 1
d(rank, l) Delay for stream 2 or 5 5 . 9
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WARRANT FOR LEFT-TURN STORAGE LANES ON TWO-LANE HIGHWAY
800 — F T r7TTJ1-1--1_rte.-1.I
------ At-Grade,Unsignalized Intersections--
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VA ADVANCING VOLUME (VPH)
FIGURE 3-5
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VA ADVANCING VOLUME (VPH)
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800 - _ _ _ _ Ill IIIIII II ' II!,_
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L=%Left Turns in VA
I S=Storage Length Required
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VA ADVANCING VOLUME (VPH)
FIGURE 3-5
800 I N , AI-Grade,Unsignalized Intersections
1 . L= Left Turns In VA
\\I
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= 700f V=40 mph(Design Speed)
CL L=10% .. _.
L11 600 l - J
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0 200 400 600 800 1000
VA ADVANCING VOLUME (VPH)
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At-Grade,Unsignalized Intersections
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0 200 400 600 800 1000
VA ADVANCING VOLUME (VPH)
FIGURE 3-5
800 ti ` ALt=-G%LeeftUTnusInigsnlanliVeAd Intersections1_ , ;
S=Storage Length Required
= 700 V=40 mph(Design Speed)
L=10%
W 600 ,
l
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O
a ,� c
CL 200 I . _
Lane Required
_ -
.7
� No Lcft-Turn \\_. —
100
0 200 400 600 800 1000
VA ADVANCING VOLUME (VPH)
FIGURE 3-6
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