MEMORANDUM Date:
April 30, 2017
To:
Jason Graf, Crandall Arambula
From:
Ariel Davis and Nathan Chan, Fehr & Peers
Subject:
Downtown Lake Stevens – Redevelopment Concept Refinement SE16-0480
Fehr & Peers reviewed the proposed Downtown Lake Stevens redevelopment concept to provide feedback on transportation circulation and operations. This memorandum describes our traffic operations findings and resulting recommendations.
TRAFFIC CIRCULATION The redevelopment concept would largely maintain the current traffic circulation patterns. Key differences include: •
Extending 18th Street NE west of Main Street to meet the existing north-south alley between 17th Place NE and 18th Street NE, in essence creating a loop road connecting Main Street to North Cove Park and the boat launch.
•
Vacating 21st Street NE between Grade Road and Hartford Drive and realigning Grade Road to straighten the curve at Hartford Road. This creates a more traditional “T” intersection at Hartford Road and eliminates the Grade Road/21st Street NE intersection. Left turn pockets would be provided on Grade Road at 22nd Street NE and Hartford Road.
The number of vehicle through lanes would remain the same as current conditions with one lane in each direction on roadways throughout the study area. The redevelopment concept includes more substantial changes for the pedestrian and bicycle environment, with proposed facilities including sidewalks, multi-use paths, bicycle lanes, and protected bike lanes.
1001 4th Avenue | Suite 4120 | Seattle, WA 98154 | (206) 576-4220 | Fax (206) 576-4225 www.fehrandpeers.com
Jason Graf, Crandall Arambula April 30, 2017 Page 2 of 6
TRAFFIC OPERATIONS This study includes analysis of two intersections within Downtown, Main Street/20th Street NE and Main Street/16th Street NE, as well as Grade Road/SR 92 to the north. Travel demand forecasts developed by City staff in 2016 were used for traffic operations analysis. The forecast assumes traffic volumes increase by roughly two percent annually out to the horizon year of 2035. The City’s Comprehensive Plan establishes level of service standards for intersections in the City. The City sets LOS E as the standard for acceptable operation along arterials and collectors, and LOS C as the standard for acceptable operations on local access roads. This study will apply the level of service standard E as the study intersections fall along arterials and collectors. For all-way stopcontrolled intersections and roundabouts, LOS is determined by the weighted average delay for all approaches of the intersection. For two-way stop controlled intersections, LOS is determined by the movement with the highest delay. Downtown Main Street/16th Street NE and Main Street/20th Street NE are currently all-way stop controlled intersections. Turning movement counts were collected at these locations in November 2016. Turning movement volumes for 2035 were calculated based on the City’s annual growth rate forecast and analyzed using HCM 2010 methodology for unsignalized intersections. Table 1 shows the existing and 2035 level of service for the two downtown study intersections and the movement with the highest delay during the PM peak hour. TABLE 1. EXISTING AND 2035 PM PEAK HOUR LEVEL OF SERVICE Existing Intersection
2035
Delay (seconds)
LOS
Delay (seconds)
LOS
Main Street / 16th Street NE
10
A
15
C
Main Street / 20th Street NE
12
B
36
E
By 2035, it is expected that the increased volumes would cause the Main Street/20th Street NE intersection to fall to LOS E. Although this meets the overall intersection level of service standard,
Jason Graf, Crandall Arambula April 30, 2017 Page 3 of 6
the westbound approach would operate at LOS F. To mitigate the delay on that approach, several potential improvements were examined and the results are shown in Table 2. These improvements are consistent with projects identified in the City’s 2017-2022 TIP. TABLE 2. POTENTIAL IMPROVEMENTS AT MAIN STREET/20TH STREET NE (2035 PM PEAK HOUR)
Improvement
Delay (seconds)
LOS
50’ left-turn pockets on the EB & WB approaches
23
C
Roundabout
7
A
Providing left turn pockets on the eastbound and westbound approaches would bring the average intersection delay to LOS C with each approach operating at LOS D or better. Building a roundabout would also mitigate the delay at Main Street/20th Street NE with all approaches of the intersection operating at LOS A. As stated above, the overall intersection delay is expected to be within the City’s adopted standard; these are simply potential improvements if the City finds the westbound delay to be an issue. The primary challenge to adding turn pockets or a roundabout at this intersection relates to the adjacent buildings and the culvert on the east side of Main Street. Expansion of the roadway may require right of way acquisition and potentially a new or expanded culvert over the creek. Although Main Street/18th Street NE and Main Street/17th Street NE are not formal study intersections, we considered how the redevelopment concept may affect traffic operations at those locations. To determine what kind of intersection control may be necessary, we conducted a sensitivity test on potential turning volumes. This evaluation suggested that an all-way stop controlled intersection may be required at the four-way Main Street/18th Street NE intersection. Left-turn pockets on the northbound and southbound approaches are another potential option depending on the level of turning volumes. Side-street stop control at the Main Street/17th Street NE “T” intersection would likely meet City level of service standards in 2035. However, this analysis will need to be refined during the EIS phase once the land use alternatives are finalized.
Jason Graf, Crandall Arambula April 30, 2017 Page 4 of 6
State Route (SR) 92 & Grade Rd The SR 92 / Grade Road intersection is a side-street stop controlled intersection along a WSDOT facility with one travel lane in each direction. Turning movement counts were collected in November 2016 and forecasted using the two percent annual growth rate. Table 3 shows the existing and 2035 intersection operations.
TABLE 3. EXISTING AND 2035 PM PEAK HOUR LEVEL OF SERVICE - SR 92/GRADE ROAD Existing Intersection
SR 92 / Grade Road
Movement with Highest Delay
Delay (seconds)
NB
81
2035
LOS
Movement with Highest Delay
Delay (seconds)
LOS
F
NB
>150
F
SR 92/Grade Road currently operates at an LOS F on the northbound approach; this condition would be exacerbated as volumes grow into the future. The City’s 2017-2022 TIP includes a project to replace the intersection with a roundabout. Table 4 presents the results of a roundabout analysis using Sidra software and WSDOT’s guidelines for Sidra analysis settings. TABLE 4. ALTERNATIVES AT SR 92/GRADE ROAD (2035 PM PEAK HOUR)
1.
Alternative
Delay (seconds)
LOS
Roundabout
10
B
Analyzed using Sidra 6.1 based on WSDOT’s Sidra Policy Settings for roundabouts
The analysis indicates that a roundabout would improve operations at the intersection and meet the City’s LOS standard as well as WSDOT’s LOS standard (LOS D on SR 92). We recommend the redevelopment concept include replacing the side-street stop controlled intersection at SR 92/Grade Road with a roundabout consistent with the project identified in the City’s 2017-2022 TIP.
Jason Graf, Crandall Arambula April 30, 2017 Page 5 of 6
PEDESTRIAN AND BICYCLE FACILITIES We have reviewed the proposed pedestrian and bicycle network and have the following recommendations: 20th Street Bike Lanes We recommend the bike lanes on 20th Street be 6.5 feet wide to allow cyclists to pass each other without leaving the bike lane. Prioritization The recommended plan includes new pedestrian and bicycle facilities on all major roadways within the study area. As these will likely require phased implementation due to funding constraints, we recommend the following projects be prioritized in the near term: •
• •
20th Street multi-use path – Multi-use paths on both 20th and 16th Streets would connect Downtown to the Centennial Trail. We recommend 20th Street be prioritized first because it connects to Mt. Pilchuck Elementary and the Lake Stevens Disc Golf Course in addition to residential uses and requires a shorter distance to the Centennial Trail than 16th Street. Grade Road multi-use path – this path would connect downtown to a large concentration of residential uses to the north. 20th Street bike lanes west of Main Street – this facility would connect downtown to a large concentration of residential uses to the west.
North Lakeshore Swimming Beach Crossing The proposed transportation network includes two options for a connection to the North Lakeshore Swimming Beach west of Downtown: a boardwalk on the south side of N Lakeshore Drive or a multi-use path on the north side of N Lakeshore Drive. If feasible, the boardwalk on the south side would be preferable because it provides a more direct connection to Downtown and keeps pedestrians and cyclists on the shore side of the roadway. A multi-use path on the north side of the road would require pedestrians and bicyclists to cross N Lakeshore Drive to reach the swimming beach. If the multi-use path is ultimately selected, we recommend a high visibility marked crossing from the path to the swimming beach. Sight distance along this stretch of the roadway is limited due to the curvature of the road and vegetation. We recommend further study to identify the best location for the crossing as well as potential complementary measures including trimming
Jason Graf, Crandall Arambula April 30, 2017 Page 6 of 6
vegetation, lowering the speed limit in the vicinity of the beach, and advanced yield lines, traffic calming measures, and signage to alert motorists to the crossing.
ATTACHMENT A
ATTACHMENT B
City of Lake Stevens, Washington Public Works Department Turning Counts Study - Field Sheet Request No.: Job No.:
DTSAP
Location: Date: Recorder: Interval (dd) : (In Minutes)
Main St/16th St NE 11/10/2016 Thursday AAE 15 PEAK HOURS
Street Name--> HOUR ENDING
Main Street From North L 15:30 15:45 16:00 16:15 16:30 16:45 17:00 17:15 17:30 17:45 18:00 18:15 18:30
TOTAL AM Peak Vol PM Peak Vol
T
15 14 16 11 10 12 11 17
106 0 56
AM PERIOD 6:00AM12:00PM
R
10 7 12 18 14 8 9 14
92 0 47
County: Town: Weather:
45 40 34 33 38 25 31 29
275 0 152
Start 00:00
Main Street From South TOT L 0 0 0 70 3 61 2 62 4 62 4 62 3 45 7 51 3 60 5 0 0
473 0 255
31 0 13
End 01:00
T
Volume 0
R
12 10 7 16 7 6 12 13
83 0 45
TOT
16th Street NE From East L T
0 0 0 16 13 14 24 10 14 17 21 0 0
1 1 3 4 0 1 2 3
15 0 9
Start 16:00
PM PERIOD 12:00PM-7:00PM
129 0 67
0 3 1 1 2 1 2 4
14 0 5
End 17:00
R
7 10 5 3 16 11 6 7
65 0 25
Snohomish Lake Stevens Overcast
Volume 632
TOT 0 0 0 29 24 17 11 29 28 16 26 0 0
22 11 11 7 11 16 8 15
101 0 51
16th Street NE From West L T
180 0 81
41 44 41 41 48 28 27 40
310 0 167
R
7 11 9 16 12 13 7 8
83 0 43
TOT 0 0 0 52 59 55 63 64 50 41 55 0 0
4 4 5 6 4 9 7 7
46 0 19
439 0 229
GRAND TOTAL 0 0 0 167 157 148 160 165 137 125 162 0 0
1221 0 632
City of Lake Stevens, Washington Public Works Department Turning Counts Study - Field Sheet Request No.: Job No.: Location: Date: Recorder: Interval (dd) : (In Minutes)
DTSAP Main St/16th St NE 11/10/2016 Thursday AAE 15 PEAK HOURS
Hour Ending
Bicycles
AM PERIOD 6:00AM12:00PM Main Street PED.
15:30 15:45 16:00 16:15 16:30 16:45 17:00 17:15 17:30 17:45 18:00 18:15 18:30
TOTAL AM Peak Vol PM Peak Vol
County: Town: Weather:
U.T.
Start 00:00
End Volume Start End Volume PM PERIOD 01:00 0 16:00 17:00 632 12:00PM-7:00PM BICYCLES PEDESTRIAN & U-TURN BREAKDOWN Main Street 16th Street NE Bicycles PED. U.T. Bicycles PED. U.T.
1 3 1 1 0 0 0 1
0 0 0
7 0 6
0 1 4 1 0 0 2 0
0 0 0
Snohomish Lake Stevens Overcast
0 0 0
8 0 6
Bicycles
16th Street NE PED. U.T.
2 7 0 0 0 1 1 1
0 0 0
0 0 0
12 0 9
0 1 0 0 0 0 0 1
0 0 0
0 0 0
2 0 1
0 0 0
City of Lake Stevens, Washington Public Works Department Turning Counts Study - Field Sheet Request No.: Job No.:
DTSAP
Location: Date: Recorder: Interval (dd) : (In Minutes)
Main St/16th St NE 11/10/2016 Thursday AAE 15 PEAK HOURS
County: Town: Weather:
Start 00:00
AM PERIOD 6:00AM12:00PM
End 01:00
Volume 0
Start 16:00
PM PERIOD 12:00PM-7:00PM
End 17:00
Snohomish Lake Stevens Overcast
Volume 632
967
Turning Movement Summary: 473
494 LEG 1 Main Street
Quadrant Total
585
R
T 275
106
Quadrant Total
207 0
U
0
101
R
L
310
65
T
T
83
14
L
R
46
0
U
0 Quadrant Total
77
U
31
83
L
T
180 LEG 3
439
92
U
16th Street NE
LEG 4
810
16th Street NE
371
L
384 204
15 R
29
Quadrant Total
0
Quadrant Total
Main Street LEG 2 152
129 281
Comments:
LOS AM:C(0.80) PM:C(0.77)
0
AM Peak Hour : 0
0 LEG 1 Main Street
Quadrant Total
0
R
T 0
0
0
U
0
0
R
L
0
0
T
T
0
0
L
R
0
0
U
0 Quadrant Total
0
U
0
0
L
T
0 LEG 3
0
0
U
16th Street NE
LEG 4
0
16th Street NE
0
L
0
0 0
0 R
0
Quadrant Total
107
Quadrant Total
Main Street LEG 2 0
0 0
518
PM Peak Hour : 255
263 LEG 1 Main Street
Quadrant Total
319
R
T 152
0
U
0
51
R
L
167
25
T
T
43
5
L
R
19
0
U
0 Quadrant Total
56
32
U
13 L
45 T
9 R
14
Main Street LEG 2 71
67 138
81 LEG 3
229
47
U
16th Street NE
LEG 4
419
16th Street NE
190
L
Quadrant Total
189 108
City of Lake Stevens, Washington Public Works Department Turning Counts Study - Field Sheet Request No.: Job No.:
DTSAP
Location: Date: Recorder: Interval (dd) : (In Minutes)
Main St/20th St NE 11/9/2016 Wednesday AAE 15 PEAK HOURS
Street Name--> HOUR ENDING
Main Street From North L 15:30 15:45 16:00 16:15 16:30 16:45 17:00 17:15 17:30 17:45 18:00 18:15 18:30
TOTAL AM Peak Vol PM Peak Vol
T
18 10 19 7 8 7 7 11
87 0 54
AM PERIOD 6:00AM12:00PM
R
23 17 24 13 15 11 17 18
138 0 77
County: Town: Weather:
5 7 4 1 2 7 0 3
29 0 17
Start 00:00
Main Street From South TOT L 0 0 0 46 23 34 15 47 15 21 15 25 19 25 14 24 21 32 30 0 0
254 0 148
152 0 68
End 01:00
T
Volume 0
R
31 30 22 23 16 14 26 18
180 0 106
PM PERIOD 12:00PM-7:00PM
TOT
85 0 52
20th Street NE From East L T
0 0 0 57 61 57 51 43 37 55 56 0 0
3 16 20 13 8 9 8 8
417 0 226
Start 16:00
10 11 20 17 14 5 17 7
101 0 58
End 17:00
R
39 46 41 35 32 37 28 36
294 0 161
Snohomish Lake Stevens Overcast
Volume 843
TOT 0 0 0 56 68 83 63 64 57 53 52 0 0
7 11 22 11 18 15 8 9
101 0 51
20th Street NE From West L T
496 0 270
14 11 13 7 11 12 17 10
95 0 45
R
29 26 26 25 26 37 29 28
226 0 106
TOT 0 0 0 52 58 51 38 50 59 57 54 0 0
9 21 12 6 13 10 11 16
98 0 48
419 0 199
GRAND TOTAL 0 0 0 211 221 238 173 182 178 189 194 0 0
1586 0 843
City of Lake Stevens, Washington Public Works Department Turning Counts Study - Field Sheet Request No.: Job No.:
DTSAP
Location: Date: Recorder: Interval (dd) : (In Minutes)
Grade Road/SR-92 11/8/2016 Tuesday AAE 15 PEAK HOURS
Street Name--> HOUR ENDING
Grade Road From North L 15:30 15:45 16:00 16:15 16:30 16:45 17:00 17:15 17:30 17:45 18:00 18:15 18:30
TOTAL AM Peak Vol PM Peak Vol
9 0 2
AM PERIOD 6:00AM12:00PM
T
0 0 1 1 3 1 3 0
0 0 0 1 0 0 1 0
2 0 1
Start 00:00
Grade Road From South TOT L 0 0 0 0 18 1 20 2 23 3 21 3 18 3 23 5 12 0 14 0 0
R
0 1 1 1 0 2 1 0
6 0 3
County: Town: Weather:
17 0 6
149 0 82
End 01:00
Volume 0
T
R
1 0 0 0 0 0 1 1
3 0 1
TOT
SR-92 From East L
0 0 0 22 24 35 26 28 27 19 24 0 0
3 4 12 5 10 4 6 9
53 0 24
Start 16:00
PM PERIOD 12:00PM-7:00PM
205 0 107
3 3 4 6 3 3 9 7
38 0 16
T
End 17:00
Volume 1347
R
98 101 109 98 69 96 102 75
748 0 406
TOT
3 2 4 0 1 3 3 0
16 0 9
Snohomish Lake Stevens Overcast
SR-92 From West L
0 0 0 104 106 117 104 73 102 114 82 0 0
802 0 431
0 0 0 0 0 0 1 0
1 0 0
T
R
195 184 176 164 189 163 160 145
1376 0 719
TOT
16 24 27 17 22 28 20 25
179 0 84
0 0 0 211 208 203 181 211 191 181 170 0 0
1556 0 803
GRAND TOTAL 0 0 0 337 339 357 314 315 323 319 276 0 0
2580 0 1347
City of Lake Stevens, Washington Public Works Department Turning Counts Study - Field Sheet Request No.: Job No.: Location: Date: Recorder: Interval (dd) : (In Minutes)
DTSAP Grade Road/SR-92 11/8/2016 Tuesday AAE 15 PEAK HOURS
Hour Ending
Bicycles
AM PERIOD 6:00AM12:00PM Grade Road PED.
15:30 15:45 16:00 16:15 16:30 16:45 17:00 17:15 17:30 17:45 18:00 18:15 18:30
TOTAL AM Peak Vol PM Peak Vol
County: Town: Weather:
U.T.
Start 00:00
End Volume Start PM PERIOD 01:00 0 16:00 12:00PM-7:00PM BICYCLES PEDESTRIAN & U-TURN BREAKDOWN Grade Road Bicycles PED. U.T. Bicycles
1 0 0 0 0 0 0 0
0 0 0
1 0 1
End 17:00
0 0 0
0 0 0
0 0 0
Volume 1347
SR-92 PED.
0 0 0 0 0 0 0 0
Snohomish Lake Stevens Overcast
U.T.
Bicycles
SR-92 PED.
0 0 0 1 0 0 0 0
0 0 0
0 0 0
1 0 1
U.T.
0 0 0 0 0 0 0 0
0 0 0
0 0 0
0 0 0
0 0 0
City of Lake Stevens, Washington Public Works Department Turning Counts Study - Field Sheet Request No.: Job No.:
DTSAP
Location: Date: Recorder: Interval (dd) : (In Minutes)
Grade Road/SR-92 11/8/2016 Tuesday AAE 15 PEAK HOURS
County: Town: Weather:
Start 00:00
AM PERIOD 6:00AM12:00PM
End 01:00
Volume 0
Start 16:00
PM PERIOD 12:00PM-7:00PM
End 17:00
Snohomish Lake Stevens Overcast
Volume 1347
37
Turning Movement Summary: 17
20 LEG 1 Grade Road
Quadrant Total
3
R
T 2
899
9
Quadrant Total
25 0
U
0
16
R
L
1
748
T
T
1376
38
L
R
179
0
U
0 Quadrant Total
328
U
149
3
L
T
802 LEG 3
1556
6
U
SR-92
SR-92
LEG 4
2455
L
2240 1438
53 R
91
Quadrant Total
0
Quadrant Total
Grade Road LEG 2 223
205 428
Comments:
LOS AM:C(0.80) PM:C(0.77)
0
AM Peak Hour : 0
0 LEG 1 Grade Road
Quadrant Total
0
R
T 0
0
0
0
U
0
0
R
L
0
0
T
T
0
0
L
R
0
0
U
0 Quadrant Total
0
U
0
0
L
T
0 LEG 3
0
0
U
SR-92
SR-92
LEG 4
0
L
0
0 0
0 R
0
Quadrant Total
11
Quadrant Total
Grade Road LEG 2 0
0 0
16
PM Peak Hour : 6
10 LEG 1 Grade Road
Quadrant Total
1
R
T 1
489
0
U
0
9
R
L
0
406
T
T
719
16
L
R
84
0
U
0 Quadrant Total
2
166
U
82 L
1 T
R
40
LEG 2 107 210
1176 745
24
Grade Road
103
431 LEG 3
803
3
U
SR-92
SR-92
LEG 4
1292
L
Quadrant Total
City of Lake Stevens, Washington Public Works Department Turning Counts Study - Field Sheet Request No.: Job No.: Location: Date: Recorder: Interval (dd) : (In Minutes)
DTSAP Main St/20th St NE 11/9/2016 Wednesday AAE 15 PEAK HOURS
Hour Ending
Bicycles
AM PERIOD 6:00AM12:00PM Main Street PED.
15:30 15:45 16:00 16:15 16:30 16:45 17:00 17:15 17:30 17:45 18:00 18:15 18:30
TOTAL AM Peak Vol PM Peak Vol
County: Town: Weather:
U.T.
Start 00:00
End Volume Start End Volume PM PERIOD 01:00 0 16:00 17:00 843 12:00PM-7:00PM BICYCLES PEDESTRIAN & U-TURN BREAKDOWN Main Street 20th Street NE Bicycles PED. U.T. Bicycles PED. U.T.
7 1 1 0 0 0 0 0
0 0 0
9 0 9
1 2 2 0 1 0 0 0
0 0 0
Snohomish Lake Stevens Overcast
0 0 0
6 0 5
Bicycles
20th Street NE PED. U.T.
0 0 0 0 0 1 0 0
0 0 0
0 0 0
1 0 0
1 45 7 2 0 1 0 2
0 0 0
0 0 0
58 0 55
0 0 0
City of Lake Stevens, Washington Public Works Department Turning Counts Study - Field Sheet Request No.: Job No.:
DTSAP
Location: Date: Recorder: Interval (dd) : (In Minutes)
Main St/20th St NE 11/9/2016 Wednesday AAE 15 PEAK HOURS
County: Town: Weather:
Start 00:00
AM PERIOD 6:00AM12:00PM
End 01:00
Volume 0
Start 16:00
PM PERIOD 12:00PM-7:00PM
End 17:00
Snohomish Lake Stevens Overcast
Volume 843
630
Turning Movement Summary: 254
376 LEG 1 Main Street
Quadrant Total
124
R
T 29
87
Quadrant Total
188 0
U
0
101
R
L
95
294
T
T
226
101
L
R
98
0
U
0 Quadrant Total
250
U
152
180
L
T
496 LEG 3
419
138
U
20th Street NE
LEG 4
894
20th Street NE
475
L
894 398
85 R
186
Quadrant Total
0
Quadrant Total
Main Street LEG 2 337
417 754
Comments:
LOS AM:C(0.80) PM:C(0.77)
0
AM Peak Hour : 0
0 LEG 1 Main Street
Quadrant Total
0
R
T 0
0
0
U
0
0
R
L
0
0
T
T
0
0
L
R
0
0
U
0 Quadrant Total
0
U
0
0
L
T
0 LEG 3
0
0
U
20th Street NE
LEG 4
0
20th Street NE
0
L
0
0 0
0 R
0
Quadrant Total
105
Quadrant Total
Main Street LEG 2 0
0 0
350
PM Peak Hour : 148
202 LEG 1 Main Street
Quadrant Total
62
R
T 17
0
U
0
51
R
L
45
161
T
T
106
58
L
R
48
0
U
0 Quadrant Total
54
116
U
68 L
106 T
52 R
110
Main Street LEG 2 183
226 409
270 LEG 3
199
77
U
20th Street NE
LEG 4
445
20th Street NE
246
L
Quadrant Total
482 212
ATTACHMENT C
CITY OF LAKE STEVENS Lake Steven Washington RESOLUTION NO. 2016-I3 A RT,SOLUTION OF THE CITY COUNCIL OF THE CITY oF LAKE STEVENS, WASHINGTON, ADOPTING A SIXYEAR TRANSPORTATION IMPROVEMENT PLAN FOR THE YEARS 2017-2022 AND DIRECTING THE SAME TO BE FILED WITH THE STATE SECRETARY OF TRANSPORTATION AND THE PUGET SOUND REGIONAL COUNCIL. WHEREAS, pursuant to the requirements of Chapters 35.77 and 47.26 RCW, the City Council of the City of Lake Stevens has previously adopted a comprehensive street plan, including an arterial street construction plan, and has thereafter periodically modified said as part of the City's Comprehensive Plan resolution, and \ryHEREAS, the City Council has reviewed the work accomplished under the Plan, determined current and future City street and arterial needs, and based upon these findings has prepared a Six-Year Transportation Improvement Plan (TIP) for the ensuing six (6) calendar years; and WHEREAS, on 28th June 2016, following pubtic notice as required by law, a public hearing has been held on the TIP as required by RCW 35.77.010; and WHEREAS, the TIP has been updated for 2017-2022 in accordance with the State Requirements,
NOW THEREFORE, THE CITY COUNCIL OF THE CITY OF LAKE STEVENS DOES RESOLVE AS FOLLOWS: Section 1. Plan Adopted. The Six-Year Transportation Improvement Plan for the City of Lake Stevens, as revised and extended for the ensuing six (6) calendar years (2017-2022), a copy of which is attached hereto as Attachment A and incorporated herein by this reference as if fully set forth herein, which Plan sets forth the project location, type of improvement and the estimated cost thereof, is hereby adopted and approved. Section 2. Filing of Plan. Pursuant to Chapter 35.77 RCW, within 30 days of the adoption of this resolution the City Clerk is hereby authorized and directed to file a copy of this Resolution, together with the Attachment A (Project Descriptions) and Attachment B (Expenditure year projections) also attached hereto and incorporated herein by this reference, with the Secretary of Transpoftation for the State of Washington.
Resolution 2016-13
Page
I of8
ADOPrEDthis
a#
day ofJune 2016.
Spencer,
ATTEST:
Pugh,
APPROVED AS TO FORM:
Au,¿l'LtÅJþ/
C1antKl Weed, City
Resolution 2016-13
attoiúy
Page 2 of 8
Attachment A TIP with prolect description and costs
City of Lake Trans
Stevens
portation
I
m
startyear:
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prove me nt Progra m 12077 - 2022!-
Revision:28 June 2016
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91st Ave NE
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204
Vernon
right out mwonantfor S[
21L Ro¡dwEw¡uld
lntersect¡on
X
x
X
X
X
strceisIape
Sat¡
drivsn s¡lety pmjort to
nduc¡
20th 5t 5E - Segment L
83rd Ave
SÊ
91st Ave
l4iidening 0f exìstin! two lane to four lane. providing n0n-m0t0dzed
SE
4,980,567
travel area with pedestrian sidewalks and improved drainage
Zoth St
SE
- Segment 2
79th Ave
SE
83rd Ave
Vlidming of uieling two
SÊ
3,970,366
X
XX
hnr tofour lana proriding nil.mslonized
x
XX
tr¡{sl amawith tsdaslri¡n sidarrolk
and imprwad dminago and
lightin¡.
7(5)
20th St
SE
- Segment 3
73rd Ave
SE
79th Ave
lïide¡ing 0l ex¡stinq two lane to four lane, providing non-m0lorized
SE
2,770,169
1rðvel aæa wilh pedesldan sidewalks and im¡roved drainage and
2,599,205
llldenii¡ ol ulstlng two lsm t0 folr la¡a pmlding non-mot¡¡ir¡d troval amawith pedestrian ridaralls and improvad draimge and
X
XX
x
xx
lishtins.
7(6)
20th St
SE
- Segment 4
us2
73rd Ave
SÊ
l¡¡ht¡¡q.
6(1)
24th St SE/73rd 5E - lntersection
73rd Ave
SE
6(21
24rh St
73rd Ave
SE
[0nstrutti¡n 0f
a new inleNecti0n t0 provide internal vehicle and
79th Ave
n0n-m0l0ilzEd
3,653,000
Non¡tm¡tion of a nm r¡rdw¡y ¡sgnsd t0 Fst¡ds lntsm¡l vðhicle ond ¡ornotsr.lzsd r¡mrlation adjacant to ãIh Stmat SL
SE
3[0,0m
2,70[.000
fl.m0,000
7,800.0[0
45.500,000
t000.000
E4û00,000
3.Eg4,6SS
1,028,305
3,078.Sr8
il4t00
2û0.0t[
828,000
ü10,000
35,10[
20,000
255.Sû0
35t.[00
lï1,000
30.000
200,000
s73,000
s35.400
3.47L181
t.04t.651
397.838
sz,sn
¿650,80Ê
t
345.853
lt8,82t
2.3t5,435
s69,55S
r.80û.6rI
2S4.S30
34t.Er0
r,s02605
ms,Tn
t683.183
80.!û0
50.ûû0
Ê70,000
800,00!
385.300
210.[B!
3,087.m0
3.653,000
80.000
5t,ttB
E7[.[0[
800,0!0
5Zl.8[0
200.000
{550.n0
5.2?8,00û
243û,517
38S,828
2580.738
XX
circulati0n ddjacent lo 2Ûlh Slreet SE. IonstrucÌion
800,000
is developer driven.
SE
r.734,3r'l
_
and
lishtinq.
7(31
842,500
x
vehlclo conflirls
200,000
TlLl
(':,
X
b¿ davaloper dniven
llpg¡ade ruadway Ì0 crcaÌe a pEdeslrian friendly d0wntown style
351,000 92 and lake Dr Re-channel¡zation
¿.
Ê23,r83
4tû,522 C¡nstructi¡n ol a nsw roadway segmerrt that wauld allowfor right in-
1,140,000 7l\41
o
xxxx
Ihis
t0 tha SR 3/4th lnterssrtion.
Roundabout intersection improvement wrth
Vernon
E
ú 9
c
safe'ty, econonical local ciroclation, and capacity impmvsm8nts.
4,r05,22L g(hh Ave NE Connector
3
o Ê
XXXX
turn onto
onto 4th St Ì.lE. Addithn¿l inprovement is
Syrt¿m impr'0vamentthst includ¡s ¡ound¡bouts at
65,000,000
D(lc)
6ão
Deicrlotlon
COST 3,000,000
2(11
C ð ôo
I ì g;
xx
Constmction h devalopar driren.
6(3)
24th St 5E/79th
SE
- lntersect¡on
79th Ave 5E
[onstructisn 0f ð new intersection ta provide internal vehicle and
800,000
is developer driven.
6(4)
24th St 5E
83rd Ave
SE
87th Ave
Conslßdion 0f a nrw ros&vry segmrnt to prwide lnlsmal v¡hicl¡
SE
5,278,0m
snd non-motorizBd cimulation adjacentto Construction
Resolution 2016-13
XX
no¡-molorized circulation adjacent to 2Ûllr Slreet S[. [onstruction
2fth
$re*
SL
xx
is daveloper drivan.
Page 3 of 8
6(s)
24th St SE/83rd
SE
- lntersection
83rd Ave
[!nstr!cti0¡ !l
SE
800,000
XX
a new i¡ts¡secti0n t0 prlvid¿ internal vehiclE and
n0n-n0l0rized circulatiB0 ¡djacent to 20th Slreet SE. Ionstruction is developer driven.
6(61
24th 5t
5R9
SE
91st Ave SE 2,970,00A
¡nd non-mst¡¡iz¡d elrcul¡tion adjacent to ãlth Stmat Construction is
1(1)
91st Ave NË/SR 204 - RTP
sR
204
200' north
91st Ave N€/SR 204 - RTP
sR
2l2J
91st Ave
20th 5t 5E
204
300'south 454,100
SE
S[
4th st 5E 4,770,000
870,0t0
8[0,00û
2$/.080
m0.00û
¿4ß.0û0
29m,000
33.7û0
t0,000
233,30û
r348û[
2t2.2Bl
45.1t0
20,000
388,ËSB
t8t8{0
mÆl
477,000
300,0û0
3,SS3.[0[
715,500
4,05450t
r95,000
t00,000
t.855.t00
Iss[,m0
il200[
40,0û0
t,0t3,000
232.5û[
757,846
5t0û00
8.3ä.811
7.578.{60
476,38û
2û0,0[[
4087,42!
t.s05,520
550,780
4S57.!2[
5.507,800
Ill,2tt
t,00û,804
556.002
556,0û2
t&047,052
7.8[3.$r8
?,803.9r8
20.0[0
r8û.ûûû
2û0,mI
40.000
380.000
400,000
s3.5û!
84t,5t0
s35,û00
800.0t0
3[0.000
700,000
450,0û0
r80,û00
42t.û0û
540.000
188,600
435,400
t.E3û,0û0
68t.S0[
t,5sl,t0[
XX
lane
fore dadicãtrd r¡ghttum
XX
Ì{¡den t0 a th¡ee lane secli0n with n0n-n0t0rized impr¡vements ¡nd
XX
llids¡ ¡orlh
5û,û00
dniYen.
fliden southb0und 0utside lane lo provide for a dedicaled dght tum
337,000 1(2)
dnahper
80,0[û
xx
ton¡troction ol a n¡wr¡¡dway sogmantlo provide intsmalv¡hlcb
bound outsid¡ lanclo pmvide
lan¡
pedestria¡ imprÐvEnents that include sidwalk segments and ¡urb separaled walking paved shoulder areas along ihe east side cf the roadway
2(3)
91st Ave
SE
20th st sE
24rh St
llar conne*or
SE
madway to 24th St
XX
S[
1,950,0æ 8(4)
99th Ave NE
Market
4th st NE
14(Al
4th st
91st Ave NE
sR
XXXX
[nhance Streetscape with improveme¡t wtth n0n-m0t0ilzed
1,170,000
enhancements and circul¡ti0n imp¡Dyements w¡th
¡
p0ssible
ruundabout intemection at 4th l.l[
NE
204
ll¡w int¡rn¡l connsrtor
7,578,4æ
brast ln
acc¡s
on
and cirrulalion rordwoy.
to 8R
Zl{.
lntsrs¡¡tion would
llill mquira b¿ a
ri¡ht tum
0nh.
L417l
99th Ave
SE
20th st sE
4th st sE
VJiden
4,763,800
lo
a
three lane secti0n with n0n-motDilzed improvemBnts and
877
5[[
XX
o nrvr
XXXX
pEdÊsÌrian improvemEnls lhat include sidewalk segments and curb
2.858.28t
separated walkinq paved shoulder areas alonq the east side of the roadway
14(8)
99th Ave
SE
20th 5t 5E
Leke Steìrens Rd
xx
¡ thm¡ lsna ¡¿ctionwith nsrmsto¡izsd inprovrmrntr and prdss¡da[ ¡mprovÊm¡ntsthat inctrda sidnrall sogm¿nl¡ and curt
Widsn to
5,507,800
separrtdwalling
pavad shouldar
arao
along tha oast sido of the
¡o¡dvay
D(1A)
D(18)
20th 5t NE & Ma¡n lntersection
6rade Road
liVideninq
lntersect¡on 20th st NE
sR
XXXX
to provide turn pockels ar possible roundabout
1,,rlz,OO4
inprovements
15,607,836
llidsn lo a thm¡ l¡¡¡ ¡¡¡timwi¡h non-motori¿sd ¡mprovrmsnt¡ md psds¡ln¡sn ¡iltmyemartslhat includr sldnall segm¡¡t¡ ad cu¡b
92
srparatrdwalling
pevodshouldaramas alongthewrstsida
XXXX
r,560,784
BådrBy
12(s)
91st Ave NE - lntersect¡on
Vernon Rd
li|inorwideninq and possible minir0undab0ut t0 improvemeßt safely
1s(2)
LundeenTVemon - lntersectlon
Vernon Rd
ls(1)
Vernon Road
91st Ave NE
sR9
116th Avenue NE
zorh 5t NE
26th St NE
200,000
and circülalion
400,000
lhann¡lir¡llon ¡nh¡¡¡sm¡nt t0 impovsnrnt s¡fety rnd cimulation. llay rostrictthmugb mwamant f$ssst-8ast cmss¡ig (V0m0n) llinorwidening tc provide
935,000
22nd St NE
26rh St NE
4th Street
91st Ave 5E
sR9
Foresl Rd
29th St NE
XX
X
XX
X
XX
xxx xxx
schooh.
impr8ve safety.
000,000
75.000
t25,0t0
50,0t0
It0,0û0
XXX
improve safety.
[onstruct vehicular bicycle and pEdeshian impmvemBrts t0
2,273,OOO
Resolution 2016-13
and pedartrian impmaments to
80n8{ruct pedssld¡n ¡mpr0vsm8ntrt0 impr0vs raf8ty âmüod
622,000 Cedâr Road
biqcla
X
improve saloty.
[onstruct vehicular bicycle and pedeslrian impmvements i0
600,000 SE
movement and impmved
pedeslria¡ movEmPnt Constructvrhiculrr,
1,OOO,OOO
1l.7th Avenue NE
f0rtlrn
t
of the
82û00
XXX 254.0û0
388.tût
Page 4 of 8
City-wide Min¡-RAB lntersection lmprovements
lntersection 900,000
S. Lake Stevens Road
5. Davies
[snstruct mi¡¡-roundabouls and tßff¡c losrat¡ln
at vari0us l0catì0ns t0 ìmpmvs ßaf8ty
St¡tch Road
xxxx X
430,000
tonst¡uct pedBstilan improvemenls t0 improle safelv.
30n,000
608800
2?[,000
830,00[
30,00t
4[û.000
r2s,00û
3ûr,ûûû
fl? 79n t49
57331 5n4
99 tR7ff74
X
an4lz\
Resolution 2016-13
14
514253
Page 5 of 8
Attachment B TIP with estimated 6 year expenditure projections
City of Lake Stevens
Transportat¡on lmprovement Program (2OL7 -20221 20!7
Rev¡s¡on: 28 June 2016
â
cÐ
o
o
À 2(21
2(11
cr
ROAD
; o É
2018 Ê
to
U
9/4th NE - lntersection - subproject of 2(1) SR 9/SR 204 - System
lp o
ô
3
o c,
20L9 g
t
o
U
Io
Ð o
æ
ô
202r
2020 Ê
o
u
cE o
c¡
3 o Ê
6c o
u
E
ü o
ê
B
o É
2022 g
o
cæ
3 o e
o
ô
!
c
o I
c
o@
SR
400,000
2340,00¡
3,5t8.0[0
r,t?0.000
t950.000
n3)83
642500
29ã,000
3,s00.00
l,ß4.3t7
1755,mn
780,!m
fl.3fr.008
tm,000
27,30tt00
ã36,000
41t.522
r,028.305
2888,394
0
D(1c)
SR
92 & Grade Rd RAB
3
90th Ave N€ Connector
7(41
9Lst Ave NE
W2
SR
TlLl
20th St
SE
- Segment 1
7{3}
20th St
SE
- Segment 2
7(5)
20th St
SE
- Segment 3
7(61
2oth St
SE
- Setment 4
6(1)
24th St SE/73rd
6(21
24th St SE
6{3)
24th St SE/79th
6(4)
24th St SE
6(s)
24th 5t SE/83rd
6{6}
24th St
1(1)
91st Ave NE/SR 204 - RTP
il4,08!
200.m0
828 000
35.t00
20.û00
235.Sû[
92 and Lake Dr Re-channelization 30.000
25û.0tû
SE
SE
SE
323,t00
374.t8û
r70.000
56r.24û
1.388.867
2,083,300
s3.4Ë0
2S&379
500,00f1
3.012528
88.483
25S.390
il8,82r
2,3[5,455
ä,000
L514.nâ
25.t01
775,000
385,300
3.281m0
80,00û
720,000
- lntersection
- lntersection
80,û00
200,0!t
297,000
50
2zT5.r[fl
¿nzs00
335,tût
il8,[00
- lntersect¡on
80[
SE
47.000 ä0,000
4s4880
t.878.400
33,7t0
Resolution 20I6-13
Im00
2S3.30û
Page 6 of 8
1(21
gtst Ave
2l2l
9lst
2(31
91st Ave
8(4)
99th Ave NE
14(A)
4th sr NE
74(71
99th Ave 5E
14{8)
fr{tth AveSÊ
D(1A)
20th st NE & Main lntersect¡on
D{rB)
Gradè Road
L2(s)
91.st
1s(2)
Lundeen/Vemon - lntersect¡on
ls(1)
Vernon Road
NEÆR
204 - RT?
4i4t0
n0!0
388,8S0
Ave 5E ss8.25t
s5,480
3.878,270
SE
r9[000
t0û.t}00
t85i0r0
fl20û0
40.000
l.Ü3,!00 tBg.{82
568.385 ãtt0ft0
[flûÊr3
478.380
4,281,42t
5flt,40
{351020
flt.2[0
333.60t
667.203
u,\n,u4
78ü8U Ave NE - lntersect¡on 20,[00
r80,û00
4ft000 s3.5tû
3dt,0s0
233,750
607750
1f6th Avenue ilE
lt7th
?5,üt0 tã0[0
800.[00
Avenue NE
50.000
t00,00t
45!,û0û
4th Street SE 82000
5,t0¡00
Cedar Road
254ût0
389,t0t
t,63t.[0û
C¡ty..ur¡de M¡nÞRAB lntersectlon
lmprovements
t00.80[
50;000
ffir[t
rE0.00tÌ
5fl1100
t
3.397283
r0tfl00
50.000
t,58t.sg!
2287.48t
r00.000
5[000
t0ft000
5f1000
r5.?zì.[84
2587807
352n9 Ên5
3 5t9 nns
tot B00
5. Lake Stevens Road
3 3ÍI3 nnn
Resolution 2016-13
7t33
fin
I
534 Fnn
ttllTfn
7Êttl7[n
?nR ¿nn
4i62500
1.045.000
I[RRZ
313g? n95
Page 7
of8
Exhibit B Project Map
L
l t _l
x Ë
I f
7(s)
__i
20 17-2022 LAKE STEVENS Resolution 2016-13
6 YEAR TIP Page 8 of 8
ATTACHMENT D
HCM 2010 AWSC 1: Boys & Girls Club Drwy/Main St & E Lakeshore Dr/16th St NE
Intersection Intersection Delay, s/veh Intersection LOS Movement Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Peak Hour Factor Heavy Vehicles, % Mvmt Flow Number of Lanes
11/14/2016
9.9 A EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBU
NBL
NBT
NBR
0 0 0.92 2 0 0
167 167 0.92 2 182 0
43 43 0.92 2 47 1
19 19 0.92 2 21 0
0 0 0.92 2 0 0
5 5 0.92 2 5 0
25 25 0.92 2 27 1
51 51 0.92 2 55 0
0 0 0.92 2 0 0
13 13 0.92 2 14 0
45 45 0.92 2 49 1
9 9 0.92 2 10 0
Approach Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS Lane Vol Left, % Vol Thru, % Vol Right, % Sign Control Traffic Vol by Lane LT Vol Through Vol RT Vol Lane Flow Rate Geometry Grp Degree of Util (X) Departure Headway (Hd) Convergence, Y/N Cap Service Time HCM Lane V/C Ratio HCM Control Delay HCM Lane LOS HCM 95th-tile Q
Existing PM 09/21/2016 Baseline
EB WB 1 SB 1 NB 1 10.6 B
WB EB 1 NB 1 SB 1 8.4 A
NB SB 1 EB 1 WB 1 8.7 A
NBLn1 EBLn1 WBLn1 SBLn1 19% 73% 6% 22% 67% 19% 31% 18% 13% 8% 63% 60% Stop Stop Stop Stop 67 229 81 255 13 167 5 56 45 43 25 47 9 19 51 152 73 249 88 277 1 1 1 1 0.102 0.342 0.115 0.35 5.061 4.951 4.713 4.541 Yes Yes Yes Yes 702 722 753 787 3.135 3.015 2.79 2.595 0.104 0.345 0.117 0.352 8.7 10.6 8.4 10 A B A A 0.3 1.5 0.4 1.6
Synchro 9 Report Page 1
HCM 2010 AWSC 1: Boys & Girls Club Drwy/Main St & E Lakeshore Dr/16th St NE
11/14/2016
Intersection Intersection Delay, s/veh Intersection LOS Movement Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Peak Hour Factor Heavy Vehicles, % Mvmt Flow Number of Lanes
SBU
SBL
SBT
SBR
0 0 0.92 2 0 0
56 56 0.92 2 61 0
47 47 0.92 2 51 1
152 152 0.92 2 165 0
Approach Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS
Existing PM 09/21/2016 Baseline
SB NB 1 WB 1 EB 1 10 A
Synchro 9 Report Page 2
HCM 2010 AWSC 2: Main St/Hartford Dr & 20th St NE
Intersection Intersection Delay, s/veh Intersection LOS Movement Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Peak Hour Factor Heavy Vehicles, % Mvmt Flow Number of Lanes
11/14/2016
11.8 B EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBU
NBL
NBT
NBR
0 0 0.92 2 0 0
45 45 0.92 2 49 0
106 106 0.92 2 115 1
48 48 0.92 2 52 0
0 0 0.92 2 0 0
58 58 0.92 2 63 0
161 161 0.92 2 175 1
51 51 0.92 2 55 0
0 0 0.92 2 0 0
68 68 0.92 2 74 0
106 106 0.92 2 115 1
52 52 0.92 2 57 0
Approach Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS Lane Vol Left, % Vol Thru, % Vol Right, % Sign Control Traffic Vol by Lane LT Vol Through Vol RT Vol Lane Flow Rate Geometry Grp Degree of Util (X) Departure Headway (Hd) Convergence, Y/N Cap Service Time HCM Lane V/C Ratio HCM Control Delay HCM Lane LOS HCM 95th-tile Q
Existing PM 09/21/2016 Baseline
EB WB 1 SB 1 NB 1 11.2 B
WB EB 1 NB 1 SB 1 12.6 B
NB SB 1 EB 1 WB 1 12 B
NBLn1 EBLn1 WBLn1 SBLn1 30% 23% 21% 36% 47% 53% 60% 52% 23% 24% 19% 11% Stop Stop Stop Stop 226 199 270 148 68 45 58 54 106 106 161 77 52 48 51 17 246 216 293 161 1 1 1 1 0.379 0.33 0.439 0.258 5.548 5.488 5.39 5.782 Yes Yes Yes Yes 646 653 666 619 3.6 3.543 3.442 3.841 0.381 0.331 0.44 0.26 12 11.2 12.6 10.9 B B B B 1.8 1.4 2.2 1
Synchro 9 Report Page 3
HCM 2010 AWSC 2: Main St/Hartford Dr & 20th St NE
11/14/2016
Intersection Intersection Delay, s/veh Intersection LOS Movement Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Peak Hour Factor Heavy Vehicles, % Mvmt Flow Number of Lanes
SBU
SBL
SBT
SBR
0 0 0.92 2 0 0
54 54 0.92 2 59 0
77 77 0.92 2 84 1
17 17 0.92 2 18 0
Approach Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS
Existing PM 09/21/2016 Baseline
SB NB 1 WB 1 EB 1 10.9 B
Synchro 9 Report Page 4
HCM 2010 AWSC 1: Boys & Girls Club Drwy/Main St & E Lakeshore Dr/16th St NE
Intersection Intersection Delay, s/veh Intersection LOS Movement Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Peak Hour Factor Heavy Vehicles, % Mvmt Flow Number of Lanes
03/28/2017
15.4 C EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBU
NBL
NBT
NBR
0 0 0.92 2 0 0
253 253 0.92 2 275 0
65 65 0.92 2 71 1
29 29 0.92 2 32 0
0 0 0.92 2 0 0
8 8 0.92 2 9 0
38 38 0.92 2 41 1
77 77 0.92 2 84 0
0 0 0.92 2 0 0
20 20 0.92 2 22 0
68 68 0.92 2 74 1
14 14 0.92 2 15 0
Approach Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS Lane Vol Left, % Vol Thru, % Vol Right, % Sign Control Traffic Vol by Lane LT Vol Through Vol RT Vol Lane Flow Rate Geometry Grp Degree of Util (X) Departure Headway (Hd) Convergence, Y/N Cap Service Time HCM Lane V/C Ratio HCM Control Delay HCM Lane LOS HCM 95th-tile Q
2035 PM 5:00 pm 09/21/2016 Baseline
EB WB 1 SB 1 NB 1 17.2 C
WB EB 1 NB 1 SB 1 10.4 B
NB SB 1 EB 1 WB 1 10.7 B
NBLn1 EBLn1 WBLn1 SBLn1 20% 73% 7% 22% 67% 19% 31% 18% 14% 8% 63% 60% Stop Stop Stop Stop 102 347 123 386 20 253 8 85 68 65 38 71 14 29 77 230 111 377 134 420 1 1 1 1 0.189 0.602 0.214 0.619 6.122 5.748 5.761 5.308 Yes Yes Yes Yes 581 626 618 675 4.213 3.812 3.848 3.374 0.191 0.602 0.217 0.622 10.7 17.2 10.4 16.7 B C B C 0.7 4 0.8 4.3
Synchro 9 Report Page 1
HCM 2010 AWSC 1: Boys & Girls Club Drwy/Main St & E Lakeshore Dr/16th St NE
03/28/2017
Intersection Intersection Delay, s/veh Intersection LOS Movement Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Peak Hour Factor Heavy Vehicles, % Mvmt Flow Number of Lanes
SBU
SBL
SBT
SBR
0 0 0.92 2 0 0
85 85 0.92 2 92 0
71 71 0.92 2 77 1
230 230 0.92 2 250 0
Approach Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS
2035 PM 5:00 pm 09/21/2016 Baseline
SB NB 1 WB 1 EB 1 16.7 C
Synchro 9 Report Page 2
HCM 2010 AWSC 2: Main St/Hartford Dr & 20th St NE
Intersection Intersection Delay, s/veh Intersection LOS Movement Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Peak Hour Factor Heavy Vehicles, % Mvmt Flow Number of Lanes
03/28/2017
36.3 E EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBU
NBL
NBT
NBR
0 0 0.92 2 0 0
68 68 0.92 2 74 0
160 160 0.92 2 174 1
73 73 0.92 2 79 0
0 0 0.92 2 0 0
88 88 0.92 2 96 0
243 243 0.92 2 264 1
77 77 0.92 2 84 0
0 0 0.92 2 0 0
103 103 0.92 2 112 0
160 160 0.92 2 174 1
79 79 0.92 2 86 0
Approach Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS Lane Vol Left, % Vol Thru, % Vol Right, % Sign Control Traffic Vol by Lane LT Vol Through Vol RT Vol Lane Flow Rate Geometry Grp Degree of Util (X) Departure Headway (Hd) Convergence, Y/N Cap Service Time HCM Lane V/C Ratio HCM Control Delay HCM Lane LOS HCM 95th-tile Q
2035 PM 5:00 pm 09/21/2016 Baseline
EB WB 1 SB 1 NB 1 28 D
WB EB 1 NB 1 SB 1 51.2 F
NB SB 1 EB 1 WB 1 35.3 E
NBLn1 EBLn1 WBLn1 SBLn1 30% 23% 22% 37% 47% 53% 60% 52% 23% 24% 19% 12% Stop Stop Stop Stop 342 301 408 224 103 68 88 82 160 160 243 116 79 73 77 26 372 327 443 243 1 1 1 1 0.799 0.71 0.92 0.563 7.737 7.813 7.465 8.32 Yes Yes Yes Yes 465 461 483 431 5.819 5.899 5.541 6.416 0.8 0.709 0.917 0.564 35.3 28 51.2 21.7 E D F C 7.3 5.5 10.7 3.4
Synchro 9 Report Page 3
HCM 2010 AWSC 2: Main St/Hartford Dr & 20th St NE
03/28/2017
Intersection Intersection Delay, s/veh Intersection LOS Movement Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Peak Hour Factor Heavy Vehicles, % Mvmt Flow Number of Lanes
SBU
SBL
SBT
SBR
0 0 0.92 2 0 0
82 82 0.92 2 89 0
116 116 0.92 2 126 1
26 26 0.92 2 28 0
Approach Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS
2035 PM 5:00 pm 09/21/2016 Baseline
SB NB 1 WB 1 EB 1 21.7 C
Synchro 9 Report Page 4
HCM 2010 AWSC 2: Main St/Hartford Dr & 20th St NE
Intersection Intersection Delay, s/veh Intersection LOS Movement Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Peak Hour Factor Heavy Vehicles, % Mvmt Flow Number of Lanes
03/28/2017
23.2 C EBU
EBL
EBT
EBR
WBU
WBL
WBT
WBR
NBU
NBL
NBT
NBR
0 0 0.92 2 0 0
68 68 0.92 2 74 1
160 160 0.92 2 174 1
73 73 0.92 2 79 0
0 0 0.92 2 0 0
88 88 0.92 2 96 1
243 243 0.92 2 264 1
77 77 0.92 2 84 0
0 0 0.92 2 0 0
103 103 0.92 2 112 0
160 160 0.92 2 174 1
79 79 0.92 2 86 0
Approach Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS Lane Vol Left, % Vol Thru, % Vol Right, % Sign Control Traffic Vol by Lane LT Vol Through Vol RT Vol Lane Flow Rate Geometry Grp Degree of Util (X) Departure Headway (Hd) Convergence, Y/N Cap Service Time HCM Lane V/C Ratio HCM Control Delay HCM Lane LOS HCM 95th-tile Q
2035 PM 5:00 pm 09/21/2016 Baseline
EB WB 2 SB 1 NB 1 18 C
WB EB 2 NB 1 SB 1 24.8 C
NB SB 1 EB 2 WB 2 28.6 D
NBLn1 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 30% 100% 0% 100% 0% 37% 47% 0% 69% 0% 76% 52% 23% 0% 31% 0% 24% 12% Stop Stop Stop Stop Stop Stop 342 68 233 88 320 224 103 68 0 88 0 82 160 0 160 0 243 116 79 0 73 0 77 26 372 74 253 96 348 243 2 7 7 7 7 2 0.745 0.174 0.545 0.219 0.728 0.523 7.216 8.493 7.747 8.228 7.537 7.727 Yes Yes Yes Yes Yes Yes 502 422 466 436 480 465 5.272 6.254 5.508 5.984 5.293 5.789 0.741 0.175 0.543 0.22 0.725 0.523 28.6 13 19.5 13.3 28 19 D B C B D C 6.3 0.6 3.2 0.8 5.9 3
Synchro 9 Report Page 1
HCM 2010 AWSC 2: Main St/Hartford Dr & 20th St NE
03/28/2017
Intersection Intersection Delay, s/veh Intersection LOS Movement Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Peak Hour Factor Heavy Vehicles, % Mvmt Flow Number of Lanes
SBU
SBL
SBT
SBR
0 0 0.92 2 0 0
82 82 0.92 2 89 0
116 116 0.92 2 126 1
26 26 0.92 2 28 0
Approach Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Right HCM Control Delay HCM LOS
2035 PM 5:00 pm 09/21/2016 Baseline
SB NB 1 WB 2 EB 2 19 C
Synchro 9 Report Page 2
MOVEMENT SUMMARY Site: 2035 Main St/20th St 2035 PM PEAK Roundabout
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh ft
Prop. Queued
Effective Stop Rate per veh
Average Speed mph
South: 20th 3
L2
112
3.0
0.494
9.6
LOS A
3.6
91.6
0.71
0.74
24.1
8
T1
174
3.0
0.494
5.5
LOS A
3.6
91.6
0.71
0.74
23.9
18
R2
86
3.0
0.494
5.8
LOS A
3.6
91.6
0.71
0.74
23.4
372
3.0
0.494
6.8
LOS A
3.6
91.6
0.71
0.74
23.8
23.6
Approach East: Main 1
L2
96
3.0
0.608
11.7
LOS B
5.6
143.0
0.81
0.88
6
T1
264
3.0
0.608
7.6
LOS A
5.6
143.0
0.81
0.88
23.5
16
R2
84
3.0
0.608
7.9
LOS A
5.6
143.0
0.81
0.88
23.0
443
3.0
0.608
8.5
LOS A
5.6
143.0
0.81
0.88
23.4
Approach North: Hartford 7
L2
89
3.0
0.379
10.1
LOS B
2.4
60.7
0.74
0.78
23.9
4
T1
126
3.0
0.379
6.0
LOS A
2.4
60.7
0.74
0.78
23.7
14
R2
28
3.0
0.379
6.3
LOS A
2.4
60.7
0.74
0.78
23.3
243
3.0
0.379
7.5
LOS A
2.4
60.7
0.74
0.78
23.7
L2
74
3.0
0.424
8.7
LOS A
2.8
71.3
0.66
0.66
24.3
2
T1
174
3.0
0.424
4.6
LOS A
2.8
71.3
0.66
0.66
24.1
12
R2
79
3.0
0.424
5.0
LOS A
2.8
71.3
0.66
0.66
23.6
327
3.0
0.424
5.6
LOS A
2.8
71.3
0.66
0.66
24.0
1386
3.0
0.608
7.2
LOS A
5.6
143.0
0.74
0.77
23.7
Approach West: Main 5
Approach All Vehicles
Level of Service (LOS) Method: Delay (HCM 2000). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. Roundabout Capacity Model: SIDRA Standard. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
SIDRA INTERSECTION 6.1 | Copyright © 2000-2015 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: FEHR AND PEERS | Processed: Wednesday, March 29, 2017 12:41:28 PM Project: \\fpse03\Data2\2016Projects\SE16-0480_LakeStevens_Subarea_Plan_EIS\Analysis\Sidra\SR92_Grade_Main_20th.sip6
ATTACHMENT E
HCM 2010 TWSC 3: Grade Rd/Callow Rd & SR 92
Intersection Int Delay, s/veh Movement Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow
6.7 EBL
EBT EBR
WBL WBT WBR
NBL
0 719 84 0 719 84 1 0 0 Free Free Free - None 0 0 92 92 92 2 2 2 0 782 91
16 406 9 16 406 9 0 0 1 Free Free Free - None 0 0 92 92 92 2 2 2 17 441 10
82 1 24 82 1 24 0 0 1 Stop Stop Stop - None 0 0 92 92 92 2 2 2 89 1 26
2 3 1 2 3 1 1 0 0 Stop Stop Stop - None 0 0 92 92 92 2 2 2 2 3 1
Minor1 1310 1314 828 827 827 483 487 7.12 6.52 6.22 6.12 5.52 6.12 5.52 3.518 4.018 3.318 136 158 371 366 386 565 550 -
Minor2 1324 1355 447 482 482 842 873 7.12 6.52 6.22 6.12 5.52 6.12 5.52 3.518 4.018 3.318 133 149 612 565 553 359 368 -
Major/Minor Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2
Major1 452 4.12 2.218 1109 -
Approach HCM Control Delay, s HCM LOS
EB 0
Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)
03/28/2017
1109 -
0 -
NBLn1 EBL 152 1109 0.765 80.5 0 F A 4.7 0
Existing PM 09/21/2016 Baseline
0 -
Major2 873 4.12 2.218 773 772 -
0 -
0 -
WB 0.4
130 130 366 544 NB 80.5 F
NBT NBR
153 153 386 534
371 -
SBL
120 120 564 333
SBT SBR
145 145 536 368
611 -
SB 29.4 D
EBT EBR WBL WBT WBR SBLn1 - 772 - 154 - 0.023 - 0.042 9.8 0 - 29.4 A A D 0.1 0.1
Synchro 9 Report Page 1
HCM 2010 TWSC 3: Grade Rd/Callow Rd & SR 92
Intersection Int Delay, s/veh
110
Movement Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow
EBL
EBT EBR
WBL WBT WBR
NBL
1 1 1 Free 92 2 1
1087 127 1087 127 0 0 Free Free - None 0 0 92 92 2 2 1182 138
24 614 14 24 614 14 0 0 1 Free Free Free - None 0 0 92 92 92 2 2 2 26 667 15
124 2 36 124 2 36 0 0 1 Stop Stop Stop - None 0 0 92 92 92 2 2 2 135 2 39
3 5 2 3 5 2 1 0 0 Stop Stop Stop - None 0 0 92 92 92 2 2 2 3 5 2
Minor1 1984 1989 1252 1253 1253 731 736 7.12 6.52 6.22 6.12 5.52 6.12 5.52 3.518 4.018 3.318 ~ 46 61 210 211 244 413 425 -
Minor2 2002 2050 676 728 728 1274 1322 7.12 6.52 6.22 6.12 5.52 6.12 5.52 3.518 4.018 3.318 44 56 453 415 429 205 226 -
Major/Minor Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2
Major1 684 4.12 2.218 909 -
Approach HCM Control Delay, s HCM LOS
EB 0
Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)
03/28/2017
909 -
0 -
NBLn1 EBL 48 909 3.668 0.001 $ 1376.3 9 F A 19.4 0
Notes ~: Volume exceeds capacity
0 -
524 WB 0.5
0 -
0 -
~ 39 ~ 39 210 373 NB $ 1376.3 F
56 56 243 391
SBL
210 -
32 32 413 164
SBT SBR
51 51 394 225
453 -
SB 93.8 F
EBT EBR WBL WBT WBR SBLn1 - 524 51 - 0.05 - 0.213 0 - 12.2 0 - 93.8 A B A F 0.2 0.7
$: Delay exceeds 300s
2035 PM 5:00 pm 09/21/2016 Baseline
Major2 1320 4.12 2.218 524 -
NBT NBR
+: Computation Not Defined
*: All major volume in platoon
Synchro 9 Report Page 1
MOVEMENT SUMMARY Site: 2035 SR 92 / Grade 2035 PM PEAK Roundabout
Movement Performance - Vehicles Mov ID
OD Mov
Demand Flows Total HV veh/h %
Deg. Satn v/c
Average Delay sec
Level of Service
95% Back of Queue Vehicles Distance veh ft
Prop. Queued
Effective Stop Rate per veh
Average Speed mph 22.9
South: Grade Rd 3
L2
135
3.0
0.596
31.0
LOS C
5.8
149.1
1.00
1.19
8
T1
2
3.0
0.596
26.1
LOS C
5.8
149.1
1.00
1.19
19.4
18
R2
39
3.0
0.596
26.9
LOS C
5.8
149.1
1.00
1.19
22.6
176
3.0
0.596
30.0
LOS C
5.8
149.1
1.00
1.19
22.8
Approach East: SR 92 1
L2
26
3.0
0.577
13.1
LOS B
5.4
137.2
0.55
0.57
32.4
6
T1
667
3.0
0.577
7.6
LOS A
5.4
137.2
0.55
0.57
42.6
16
R2
Approach
15
3.0
0.577
7.1
LOS A
5.4
137.2
0.55
0.57
30.7
709
3.0
0.577
7.8
LOS A
5.4
137.2
0.55
0.57
41.8
North: Callow 7
L2
3
3.0
0.016
9.7
LOS A
0.1
2.4
0.74
0.58
29.9
4
T1
5
3.0
0.016
4.8
LOS A
0.1
2.4
0.74
0.58
24.2
14
R2
2
3.0
0.016
5.6
LOS A
0.1
2.4
0.74
0.58
29.4
11
3.0
0.016
6.4
LOS A
0.1
2.4
0.74
0.58
26.7
L2
1
3.0
0.965
14.7
LOS B
53.0
1357.0
1.00
0.39
31.2
2
T1
1182
3.0
0.965
9.2
LOS A
53.0
1357.0
1.00
0.39
40.7
12
R2
138
3.0
0.965
8.8
LOS A
53.0
1357.0
1.00
0.39
29.7
Approach
1321
3.0
0.965
9.2
LOS A
53.0
1357.0
1.00
0.39
39.2
All Vehicles
2216
3.0
0.965
10.4
LOS B
53.0
1357.0
0.85
0.51
37.7
Approach West: SR 92 5
Level of Service (LOS) Method: Delay (HCM 2000). Roundabout LOS Method: Same as Signalised Intersections. Vehicle movement LOS values are based on average delay per movement Intersection and Approach LOS values are based on average delay for all vehicle movements. Roundabout Capacity Model: SIDRA Standard. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
SIDRA INTERSECTION 6.1 | Copyright © 2000-2015 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: FEHR AND PEERS | Processed: Wednesday, March 29, 2017 12:33:49 PM Project: Not Saved