Attachment E_Traffic Study · Boulder Politics

Regular Meeting, February 5, 2026 · item 6A: Second reading and consideration of a motion to adopt Ordinance 8736 rezoning approximately 65,122 square feet of land located at 5501 Ara… · 121 pages

This is the text extracted from the file, without its layout, tables, or images. Use the original for anything that matters.

Attachment E - Traffic Study LSC TRANSPORTATION CONSULTANTS, INC. 1889 York Street Denver, CO 80206 (303) 333-1105 FAX (303) 333-1107 E-mail: lsc@lscdenver.com

September 10, 2025 Ms. Erin Bagnall Sopher Sparn Architecture 2505 Walnut Street, Suite 200 Boulder, CO 80302 Re: 5501 & 5505 Arapahoe Boulder, CO LSC #240860 Dear Ms. Bagnall: In response to your request, LSC Transportation Consultants, Inc. has prepared this updated traffic impact analysis for the proposed 5501 & 5505 Arapahoe development in Boulder, Colorado to address City comments. As shown on Figure 1, the site is located north of Arapahoe Avenue (SH 7) and east of 55th Street. REPORT CONTENTS The report contains the following based on coordination with City staff: the existing roadway and traffic conditions in the vicinity of the site including the lane geometries, traffic controls, posted speed limits, etc.; the existing weekday peak-hour traffic volumes; the typical weekday site-generated traffic volume projections for the site; the assignment of the projected traffic volumes to the area roadways; the projected short-term and long-term background and resulting total traffic volumes on the area roadways; the site’s projected traffic impacts; support for a secondary right-in-only access from 55th Street; and any recommended roadway improvements to mitigate growth in background traffic or the impacts of the site. LAND USE AND ACCESS The existing site includes two commercial businesses: the Boulder Dinner Theatre and the Premier Members Credit Union. The existing site has two full movement access points on 55th Street, two full movement access points on 56th Street, and one right-in/right-out access on Arapahoe Avenue (SH 7). The site is proposed to include 300 apartment dwelling units and about 2,918 square feet of retail space for the relocated Credit Union. Primary full movement access is proposed to 56th Street and secondary right-in-only access is proposed from 55th Street which reduces the proposed access points from 4.5 (4 full movement and 1 right-in/right-out) to 1.25 (1 full movement and 1 right-in-only) with redevelopment of the site. The conceptual site plan is shown in Figure 2.

Attachment E - Traffic Study Ms. Erin Bagnall

Page 2

September 10, 2025 5501 & 5505 Arapahoe

The redevelopment of the site is closing an existing right-in/right-out access directly to Arapahoe Avenue (SH 7) and closing the existing full movement accesses directly to 55th Street and plan to add a secondary right-in-only access. This secondary access is expected to serve about 36 percent of site-generated trips. The two existing full movement access locations on 56th Street are being consolidated into one full movement primary access. A detailed analysis of providing a primary full movement access to 56th Street with a secondary right-in-only access from 55th Street is included later in the report narrative. A minimum four-foot wide raised center median was considered on 55th Street in front of the proposed right-in-only site access, but it was not proposed because of the potential impacts to the southbound left-turn lane approaching the Arapahoe Avenue (SH 7)/55th Street intersection. The removal of the previously proposed right-out movement eliminates the need for a raised center median on 55th Street. The applicant has been coordinating with City staff on an appropriate design for the proposed right-in-only access from 55th Street to provide a safe environment for non-motorized trips. ROADWAY AND TRAFFIC CONDITIONS Area Roadways The major roadways in the site’s vicinity are shown on Figure 1 and are described below. •

Arapahoe Avenue (SH 7) is an east-west, six-lane principal arterial state highway south of the site. The intersection with 55th Street is signalized with auxiliary lanes and the intersection with 56th Street is stop-sign controlled and restricted to right-in/right-out. The posted speed limit in the vicinity of the site is 45 mph. There are detached sidewalks on both sides of the road adjacent to the site. The City and CDOT have plans to convert the outside through lanes on Arapahoe Avenue (SH 7) to bus and right-turn lanes only in the near future. This is reflected in the existing condition and in all the future conditions per feedback from City staff.

•

55th Street is a north-south, four-lane minor arterial roadway west of the site north of Arapahoe Avenue (SH 7) and two lanes south of Arapahoe Avenue (SH 7). The intersection with Arapahoe Avenue (SH 7) is signalized with auxiliary lanes. The posted speed limit in the vicinity of the site is 40 mph. There are dedicated bike lanes and sidewalks on both sides.

•

56th Street is a north-south, two-lane local roadway east of the site. The intersection with Arapahoe Avenue (SH 7) is stop-sign controlled and restricted to right-in/right-out. There is currently no public outlet to the north but one could be provided over time with redevelopment per the East Boulder Subcommunity Plan (EBSP) and regulating plan in Form Based Code (FBC). No speed limit is posted.

Existing Traffic Conditions Figure 3 shows the existing traffic volumes, lane geometry, traffic controls, and posted speed limits in the site’s vicinity on a typical weekday. The weekday peak-hour traffic volumes and

Attachment E - Traffic Study Ms. Erin Bagnall

Page 3

September 10, 2025 5501 & 5505 Arapahoe

daily traffic counts are from the attached traffic counts conducted by Counter Measures in January, 2025 and from counts obtained from the City website. This figure assumes the conversion of the outside through lanes on Arapahoe Avenue (SH 7) to bus/right-turn lanes per feedback from City staff. The existing bicycle volumes at Arapahoe Avenue (SH 7)/55th Street were counted on Wednesday, September 3rd based on coordination with City staff. The results are also shown in Figure 3. The vehicle volumes for Intersection #4 include bicycle volumes the bicycles were counted separately on September 3rd and detailed in a separate bubble for Intersection #4. 2028 and 2045 Background Traffic Figure 4 shows the estimated 2028 background traffic and Figure 5 shows the estimated 2045 background traffic. An annual growth rate of 0.25 percent was assumed on 55th Street and 0.60 percent was used on Arapahoe Avenue (SH 7) per coordination with City staff (see the attached traffic study parameters). Figures 4 and 5 also show the assumed future 2028 and 2045 background traffic control and lane geometry. These rates are based on historic City data which is attached for reference. Existing, 2028 Background, and 2045 Background Levels of Service Level of service (LOS) is a quantitative measure of the level of congestion or delay at an intersection. Level of service is indicated on a scale from “A” to “F.” LOS A is indicative of little congestion or delay and LOS F is indicative of a high level of congestion or delay. Attached are specific level of service definitions for signalized and unsignalized intersections. The intersections in Figures 3 through 5 were analyzed to determine the existing, 2028 background, and 2045 background levels of service as appropriate using Synchro. Table 1 shows the level of service analysis results. The level of service reports are attached. 1.

55th Street/Commercial Access: All movements at this stop-sign controlled intersection currently operate at LOS “D” or better during both morning and afternoon peak-hours and are expected to do so through 2045.

55th Street/West Right-In-Only Site Access: This intersection was analyzed only in the total traffic scenarios.

56th Street/East Full Movement Site Access: This intersection was analyzed only in the total traffic scenarios.

Arapahoe Avenue (SH 7)/55th Street: This signalized intersection currently operates at an overall LOS “C” during both morning and afternoon peak-hours and is expected to do so through 2028. By 2045, both peak-hours are expected to operate at LOS “D” or better.

Arapahoe Avenue (SH 7)/56th Street: All movements at this unsignalized right-in/rightout intersection currently operate at LOS “C” or better during both morning and afternoon peak-hours and are expected to do so through 2045.

Attachment E - Traffic Study Ms. Erin Bagnall

Page 4

September 10, 2025 5501 & 5505 Arapahoe

TRIP GENERATION Table 2 shows the estimated trip generation potential for the currently proposed land use based on the trip generation rates from the 11th Edition of the ITE Trip Generation Manual, 2021. The site is projected to generate about 1,521 vehicle-trips on the average weekday, with about half entering and half exiting during a 24-hour period. During the morning peak-hour, which generally occurs for one hour between 6:30 and 8:30 a.m., about 30 vehicles would enter and about 88 vehicles would exit the area. During the afternoon peak-hour, which generally occurs for one hour between 4:00 and 6:00 p.m., about 81 vehicles would enter and about 56 vehicles would exit the area. These estimates are expected to be reduced by about 30 percent due to alternative travel modes as shown in Table 2. This reduction is supported by a separate Travel Demand Management (TDM) Plan. TRIP DISTRIBUTION Figure 6 shows the estimated directional distribution of the site-generated traffic volumes on the area roadways. The estimates were based on the location of the site with respect to the regional population, employment, and activity centers; the site’s proposed land use; and are consistent with the assumptions agreed to by City staff. TRIP ASSIGNMENT Figure 7 shows the estimated weekday site-generated traffic volumes which are the directional distribution percentages (from Figure 6) applied to the weekday trip generation estimate (from Table 2). These estimates have been updated from the prior traffic study to account for the secondary access from 55th Street being reduced from right-in/right-out to right-in-only. The assignment was updated to show some drivers approaching the site from the north via 55th Street will make a southbound to northbound U-Turn movement and some will make a southbound left-turn movement and complete a U-Turn movement on Arapahoe Avenue (SH 7). 2028 AND 2045 TOTAL TRAFFIC Figure 8 shows the 2028 total traffic which is the sum of the 2028 background traffic volumes (from Figure 4) and the site-generated traffic volumes (from Figure 7). Figure 8 also shows the 2028 recommended lane geometry and traffic control. Figure 9 shows the 2045 total traffic which is the sum of 2045 background traffic volumes (from Figure 5) and the site-generated traffic volumes (from Figure 7). Figure 9 also shows the 2045 recommended lane geometry and traffic control. ARAPAHOE AVENUE (SH 7)/55TH STREET - ANALYSIS OF LEFT-TURN PHASE OPERATION FOR EASTBOUND LEFT-TURN MOVEMENT The eastbound left-turn movement at this intersection is currently operated as both protected and permitted. There have been several crashes over the past three years of data during the permitted phase. For this reason, an analysis was completed to determine if the existing operation can be converted to protected-only based on the City's flow diagram. An annotated version

Attachment E - Traffic Study Ms. Erin Bagnall

Page 5

September 10, 2025 5501 & 5505 Arapahoe

of the flow diagram is included in the appendix of the report for ease of reference. The following summarizes the findings from the flow chart. Physical/Geometry: There is one eastbound left-turn lane and one opposing westbound left-turn lane so the option on the right is boxed on the annotated flow diagram. The volume counts do not rise to the levels listed so the NO option was boxed on the annotated flow diagram. Volume: The existing traffic volumes in Figure 3 show the morning peak-hour has more than three eastbound left-turning vehicles per traffic signal cycle and the stated cross product is well over 100,000. The morning peak hour turning volume was counted as 139 vehicles. The existing cycle length is 108 seconds which results in just over 33 traffic signal cycles per hour. The 139 peak hour vehicles distributed over 33 traffic signal cycles per hour results in over four eastbound left-turning vehicles per traffic signal cycle. The westbound through and right-turn peak hour volume total 1,373 vehicles per hour which results in a cross-product of over 190,000 which greatly exceeds the threshold. The YES option was boxed in the annotated flow diagram. Speed: The existing posted speed limit on Arapahoe Avenue (SH 7) adjacent to the site is 45 mph. CDOT typically sets posted speed limits based on the 85th percentile running speed which suggests the 85th percentile running speed is over 40 mph. There are currently three westbound travel lanes on Arapahoe Avenue (SH 7) - the City and CDOT have an upcoming project to convert the northernmost lane to buses and right-turns only but three lanes will remain. The YES option was boxed in the annotated flow diagram. The Yes option in the Speed section leads to protected-only being the suggested left-turn treatment. Summary: The information above and the City's flow diagram leads to a recommendation to convert the eastbound left-turn movement phasing from protected-permitted to protected-only. The total traffic scenario capacity analyses include this recommended change. SUPPORT FOR RIGHT-IN-ONLY SECONDARY ACCESS FROM 55TH STREET Consistent with the City’s design standards, the site’s primary full movement access is proposed to 56th Street which is the lowest classification street that fronts the site. While the City would typically limit access to this single point, there are a few conditions that support a secondary limited-access point for this project. One of these conditions is the intersection of 56th Street and Arapahoe Avenue (SH 7) being restricted to right-in/right-out by an existing raised median. Additionally, northbound 56th Street dead-ends two blocks north of the site, with no public right-of-way connections between 55th Street and 56th Street other than Arapahoe Avenue (SH 7).

Attachment E - Traffic Study Ms. Erin Bagnall

Page 6

September 10, 2025 5501 & 5505 Arapahoe

If limited only to right-in/right-out access from Arapahoe Avenue (SH 7) and 56th Street, the projected 490 daily vehicles of east-, north-, and southbound site-generated vehicles approaching the site would be required to drive east past the site on Arapahoe Avenue (SH 7) and complete an unprotected U-Turn movement to head back west to enter the site via 56th Street. Throughout the day, this condition is projected to generate about 490 additional U-turn vehicles merging into the roughly 10,000 vpd of westbound traffic on Arapahoe Avenue (SH 7). A review of crash data shows that two of the four crashes on Arapahoe Avenue (SH 7) near 56th Street were caused by unprotected left-turns or U-Turns. Further, since the access at 56th Street and Arapahoe Avenue (SH 7) is unsignalized, all vehicles entering the site would be crossing unprotected bike and pedestrian routes, as opposed to the fully signalized and soon to be protected intersection with 55th Street. The recommendation to convert the eastbound left-turn movement to protected only operation at the intersection of Arapahoe Avenue (SH 7)/55th Street will improve pedestrian/bicycle safety at that location. To increase safety and better manage vehicular traffic, the applicant is proposing a secondary right-in-only access from 55th Street. This secondary access into the site will avoid the need for significant out of direction travel and U-Turn movements on Arapahoe Avenue (SH 7) and benefit from the recommended changes to the eastbound left-turn phasing at the signalized intersection. The secondary right-in-only access is supported by the form based code requirement for the main building entries to be along the type A frontage. While the right-in-only access from 55th Street does introduce a vehicle/pedestrian conflict point, it will be designed to be a safe condition for pedestrians/cyclists by the applicant, with traffic calming measures including signage, landscaping, and engineered grades. Additional detail and data are provided below to substantiate the secondary right-in-only access request. Support for Right-In Movement from 55th Street Figure 10 provides considerable detail on providing or not providing a secondary right-in-only access from 55th Street. These details are summarized as follows: With Secondary Right-In-Only Access from 55th Street: •

• •

The secondary right-in-only access would result in about 15 vph (morning peak) and 40 vph (afternoon peak) making the eastbound to northbound left-turn movement from Arapahoe Avenue (SH 7) to 55th Street. This movement is operated both as protected and permitted but is recommended to be converted to protected only. The pedestrian/bicycle volume on the north leg of the intersection is expected to be in the range of 15 to 31 pedestrians per hour and about 13 to 14 bicycles per hour. The secondary right-in-only access would result in about 18 vph (AM peak) and 48 vph (afternoon peak) making the northbound to eastbound movement from 55th Street into the site. This scenario is consistent with driver expectation to turn left to enter a site before passing by the site.

Attachment E - Traffic Study Ms. Erin Bagnall

Page 7

September 10, 2025 5501 & 5505 Arapahoe

The secondary right-in-only access is supported by the form based code requirement for the main building entries to be along the type A frontage. Without Secondary Right-In-Only Access from 55th Street: •

•

Vehicles approaching the site from the south of Arapahoe Avenue (SH 7) on 55th Street will be required to turn right (east) on Arapahoe Avenue (SH 7) and increase pedestrian/ bicycle conflicts on the east leg of the intersection. This volume of trips is expected to be low at about 1 vph in the morning peak and about 3 vph in the afternoon peak. About 16 vph in the morning peak-hour and about 43 vph in the afternoon peak-hour (and about 490 vehicles per day) would be required to drive east past the site on Arapahoe Avenue (SH 7) or turn right (east) on Arapahoe Avenue (SH 7) from northbound 55th Street and complete an unprotected U-Turn movement to head back west to enter the site via 56th Street. The out-of-direction travel will increase considerably if the Arapahoe Avenue (SH 7) median modification plan remains as is but the City has indicated they would work with the applicant to maintain a U-Turn opportunity as close to the site as possible.

Summary The secondary right-in-only access from 55th Street is recommended for the following reasons: • •

Meets driver expectation to turn left before the site rather than drive past it and be required to complete an unprotected U-Turn maneuver on a busy state highway. This will be particularly difficult for senior drivers. The eastbound left-turn movement at the Arapahoe Avenue (SH 7)/55th Street signalized intersection is recommended to be converted to protected only operations based on the City’s flow diagram. This will improve pedestrian/bicycle safety on the north leg of the intersection and support site-generated trips making this movement and entering the site via the secondary right-in-only access.

VISION ZERO HIGH RISK STREET NETWORK ANALYSIS The section of Arapahoe Avenue (SH 7) from 55th Street to 56th Street adjacent to the site is identified by the City of Boulder as a high risk street. Existing Conditions A summary of the City’s crash history from 2019 through 2024 was provided by the City and evaluated. The raw data was formatted into a readable format and included in the report appendix. The following is our interpretation of the crash data: Intersection of Arapahoe Avenue (SH 7)/56th Street During this time period, there were a total of eight crashes reported in the area of the 56th Street intersection with Arapahoe Avenue (SH 7). Seven of the crashes were property damage only and one reported a possible injury. Four of the eight crashes were within 500 feet of the intersection - the other four were over 500 feet to the east of the intersection. None were reported to involve a pedestrian. Of the four that were near 56th Street, all were property damage

Attachment E - Traffic Study Ms. Erin Bagnall

Page 8

September 10, 2025 5501 & 5505 Arapahoe

only, two were rear-end crashes, one was a 90-degree crash, and one was a vehicle striking the curb. Two of the four crashes involved either an unprotected left-turn movement and/or an unprotected U-Turn movement. This small subset of crashes suggests the largest contributor to crashes in this location were related to unprotected left-turn or U-Turn movements along Arapahoe Avenue (SH 7). Intersection of Arapahoe Avenue (SH 7)/55th Street During this time period, there were between 100 and 105 crashes within 500 feet of the intersection. Approximately 65 percent of the crashes were property damage only, about 16 percent were reported as possible injuries, and about 16 percent were reported as non-incapacitating injuries. Three of the crashes, or about 3 percent, reported an incapacitating injury. These 3 crashes were related to a westbound to southbound left-turning vehicle not yielding to an eastbound vehicle during the flashing yellow arrow (permitted) phase (1), a southbound to westbound right-turning vehicle not yielding to a bicycle in the crosswalk (1), and an eastbound vehicle losing control of their vehicle and striking a pedestrian in the sidewalk on the southeast corner (1). There was a large number of crashes reported as noted above, but a major theme of the crashes is a failure of vehicles to yield to oncoming vehicles during a flashing yellow arrow (permitted) phase. Less frequent, but still a general theme, was a driver failing to yield to pedestrians and cyclists in the crosswalk. Potential Mitigation One or more of the signalized left-turn movements could be changed from protected/permitted to protected only to reduce conflicts during the permitted phase. This would reduce overall vehicle capacity of the intersection, but would likely reduce the number of crashes caused by drivers not yielding to oncoming vehicles or pedestrians/cyclists during the flashing yellow arrow (permitted) phase. The City’s Left-Turning Phasing flow diagram was used to show the eastbound to northbound left-turn movement is recommended to be converted from protected/ permitted operation to protected only operation which will improve pedestrian/bicycle safety on the north leg of the intersection. The City is planning to modify the Arapahoe Avenue (SH 7)/55th Street intersection to be a protected intersection for pedestrians/cyclists - the applicant will be participating in this effort by updating the northeast corner of the intersection. The City and CDOT have plans to convert the outside through lanes on Arapahoe Avenue (SH 7) to dedicated bus/right-turn lanes in the summer of 2025. This will shift high speed east-west through movement vehicles 12 feet further away from the corners of the intersection. Proposed Conditions to Help Reduce Crash Probability In addition to the considerations mention above, the following characteristics will help reduce the crash probability in the area: 1.

The proposed site replaces a prior commercial site so a decrease in trip generation potential for the site is expected in the area based on historic conditions.

Attachment E - Traffic Study Ms. Erin Bagnall

2. 3. 4. 5. 6. 7.

8. 9. 10. 11. 12.

13.

Page 9

September 10, 2025 5501 & 5505 Arapahoe

The proposed secondary right-in-only access from 55th Street will have a narrow entry lane to reduce vehicle turning speed. This will help reduce vehicle/bicycle conflicts at the driveway. No additional travel lanes are expected or recommended in the area. No crosswalk lengths are expected to be lengthened from redevelopment of the site. The proposed site will not be adding any new unprotected left-turn movements but will add U-Turn trips along Arapahoe Avenue (SH 7). There are no mid-block crosswalks on 55th Street in the area so there will be no impacts related to this type of crossing. The project will provide acceptable sight distance both to and from the proposed access point for both vehicles and non-motorized users such as pedestrians and cyclists. This will help reduce vehicle/bicycle conflicts at the driveway. All sight triangle requirements of Section 9-9-7 will be met at the driveway access and multi-use path intersections. The applicant will be updating the northeast corner of the Arapahoe Avenue (SH 7)/55th Street intersection to provide a protected intersection for pedestrians and cyclists - the City will update the other three corners. The proposed site is not planning any obstructions that would block or limit pedestrian/ cyclist flow in the area. This will help reduce vehicle/bicycle conflicts at the driveway. The proposed site will provide ADA ramps where applicable to ease pedestrian travel in the area. The sidewalk that crosses the driveway access will be elevated above street level for pedestrian safety. The applicant is making improvements to the Arapahoe Avenue (SH 7) multi-use path and providing sidewalk level bike lanes consistent with City long term goals and the STAMP plan. No new access points are proposed to Arapahoe Avenue (SH 7). There is an existing rightin/right-out access to Arapahoe Avenue (SH 7) that is being removed by the applicant. There are also full movement accesses to 55th Street being removed by the applicant and replaced with a secondary right-in-only access. The eastbound left-turn movement at Arapahoe Avenue (SH 7)/55th Street is recommended to be converted from protected/permitted operation to protected only operation based on results of the City’s flow diagram.

Summary of Analysis The proposed site redevelopment will improve pedestrian and cyclist access in the area and has many positive characteristics that will help reduce the probability of a crash in the area. PROJECTED LEVELS OF SERVICE The intersections in Figures 8 and 9 were analyzed to determine the 2028 and 2045 total levels of service. Table 1 shows the level of service analysis results. The level of service reports are attached. 1.

55th Street/Commercial Access: All movements at this stop-sign controlled intersection are expected to operate at LOS “D” or better during both morning and afternoon peakhours through 2045.

Attachment E - Traffic Study Ms. Erin Bagnall

Page 10

September 10, 2025 5501 & 5505 Arapahoe

55th Street/West Secondary Right-In-Only Site Access: All movements at this right-inonly intersection are expected to operate at LOS “A” during both morning and afternoon peak-hours through 2045.

56th Street/East Primary Full Movement Site Access: All movements at this stop-sign controlled intersection are expected to operate at LOS “A” during both morning and afternoon peak-hours through 2045.

Arapahoe Avenue (SH 7)/55th Street: This signalized intersection is expected to operate at an overall LOS “D” during both morning and afternoon peak-hours through 2045 with conversion of the eastbound left-turn movement to protected only operation.

Arapahoe Avenue (SH 7)/56th Street: All movements at this stop-sign controlled rightin/right-out intersection are expected to operate at LOS “C” or better during both morning and afternoon peak-hours through 2045.

CONCLUSIONS AND RECOMMENDATIONS Trip Generation 1.

The site is projected to generate about 1,521 vehicle-trips on the average weekday, with about half entering and half exiting during a 24-hour period. During the morning peakhour about 30 vehicles would enter and about 88 vehicles would exit the site. During the afternoon peak-hour, about 81 vehicles would enter and about 56 vehicles would exit. These estimates are expected to be reduced by about 30 percent due to alternative travel modes. This reduction is supported by a separate Travel Demand Management (TDM) Plan.

Projected Levels of Service 2.

All movements at the unsignalized intersections analyzed are expected to operate at LOS “D” or better during both morning and afternoon peak-hours through 2045.

The signalized intersections analyzed are expected to operate at an overall LOS “D” or better during both morning and afternoon peak-hours through 2045.

Conclusions 4.

The impact of the proposed 5501 & 5505 Arapahoe development can be accommodated by the existing roadway network with the following recommendations:

Recommendations 5.

A secondary right-in-only access should be provided from 55th Street to supplement the primary full movement access proposed on 56th Street. This recommendation is paired with a second recommendation to convert the eastbound left-turn movement from Arapahoe Avenue (SH 7) to 55th Street from protected/permitted operation to protected only operation based on the findings of the City’s flow diagram. This change will improve pedestrian/bicycle safety on the north leg of the intersection and compliment the proposed secondary right-in-only access.

Attachment E - Traffic Study Ms. Erin Bagnall

Page 11

September 10, 2025 5501 & 5505 Arapahoe

The applicant should follow the recommendations of the separate Travel Demand Management (TDM) Plan to help increase the alternative travel mode trips generated by the site. * * * * *

We trust this information will assist you in planning for the proposed 5501 & 5505 Arapahoe development. Respectfully submitted, LSC Transportation Consultants, Inc.

By: Christopher S. McGranahan, P.E. Principal/President CSM/wc Enclosure:

Tables 1 and 2 Figures 1 - 10 Traffic Study Parameters Worksheet Traffic Counts by Counter Measures, Inc. Traffic Counts from City Website for Arapahoe Avenue (SH 7)/55th Street Intersection LOS Descriptions LOS Printouts City of Boulder Left-Turn Phasing Guidelines Crash Data Provided by the City

G:\Shared drives\Denver Projects 2021-2030\2024\240860-5501-Arapahoe\TIA\Sept-2025\5501-Arapahoe_091025.wpd

Attachment E - Traffic Study

Table 1 Intersection Levels of Service Analysis 5501 & 5505 Arapahoe Boulder, CO LSC #240860; September, 2025

Intersection No. & Location

Traffic Control

1) 55th Street/Commercial Access NB Left EB Left EB Through/Right WB Approach SB Left

TWSC

2) 55th Street/West Site Access NB Right

TWSC Right-In Only

3) 56th Street/East Site Access NB Left/Through EB Approach

TWSC Full Movement

4) 55th Street/Arapahoe Avenue EB Left EB Through EB Right WB Left WB Through WB Right NB Left NB Through/Right SB Left SB Through SB Right Entire Intersection Delay (sec /veh) Entire Intersection LOS

Signalized

5) Arapahoe Avenue/56th Street NB Right SB Right

TWSC Right-In/ Right-Out

Existing Traffic Level MoveLevel Moveof ment of ment Service Delay Service Delay AM PM

2028 Background Traffic Level MoveLevel Moveof ment of ment Service Delay Service Delay AM PM

2028 Total Traffic (1) Level MoveLevel Moveof ment of ment Service Delay Service Delay AM PM

2045 Background Traffic Level MoveLevel Moveof ment of ment Service Delay Service Delay AM PM

2045 Total Traffic (1) Level MoveLevel Moveof ment of ment Service Delay Service Delay AM PM

A B A B A

8.5 12.6 9.8 13.0 8.3

B D B B A

11.2 26.4 14.4 11.9 7.7

A B A B A

8.5 12.7 9.8 13.1 8.3

B D B B A

11.2 26.9 14.6 11.9 7.7

A B A B A

8.5 12.8 9.9 13.4 8.3

B D B B A

11.3 27.3 14.9 12.2 7.8

A B B B A

8.6 13.0 10.0 13.4 8.4

B D C B A

11.6 29.1 15.2 12.3 7.8

A B B B A

8.6 13.1 10.1 13.7 8.4

B D C B A

11.6 29.6 15.6 12.6 7.9

0.0

---

A A

7.2 8.6

A A

7.3 8.5

---

A A

7.3 8.6

A A

7.3 8.5

C B B B C B D D C D D

24.1 17.0 14.4 14.7 27.8 19.9 36.0 48.5 32.2 36.7 37.0

C C C C C C D D C E C

21.2 32.1 24.0 23.7 27.9 23.3 35.0 36.0 27.4 61.0 32.0

C B B B C C D D C D D

25.0 17.3 14.6 14.9 28.8 20.3 35.8 48.1 32.0 36.5 36.8

C C C C C C C D C E C

21.6 32.9 24.3 24.2 28.5 23.6 34.9 35.8 27.2 61.3 31.8

D B B B D C C D C D D

52.8 18.2 15.4 18.0 40.9 25.5 34.8 46.1 31.4 35.8 36.2

E C C C C C D D C E C

55.4 32.6 24.2 25.5 33.8 27.7 35.6 36.6 27.7 67.4 32.4

C B B B D C D D C D D

29.5 18.4 15.2 15.7 35.6 21.4 36.1 49.0 31.5 35.8 36.2

C D C C C C C C C E C

23.7 39.0 26.0 28.0 31.4 25.0 34.5 34.9 26.3 63.2 31.1

D B B B D C D D C D D

54.7 18.4 15.3 17.9 54.6 25.7 36.9 52.5 32.0 36.4 36.8

E D C C D C D D C E C

56.0 37.2 25.3 28.3 36.8 28.6 36.2 36.4 27.4 65.0 32.3

30.2 C

A C

34.0 C

9.7 18.4

B B

30.5 C

11.1 13.3

A C

34.4 C

9.6 16.5

B B

36.1 D

12.8 12.2

(1) Proposed mitigation is to convert EB LT from Protected/Permitted to Protected only based on the results of the City's flow diagram.

A C

37.8 D

9.5 20.0

B B

33.4 C

12.8 12.9

A C

37.1 D

9.8 18.6

B B

42.4 D

13.8 13.1

A C

39.4 D

9.7 22.7

B B

13.8 13.5

Attachment E - Traffic Study

Table 2 ESTIMATED TRAFFIC GENERATION 5501 & 5505 Arapahoe Boulder, CO LSC #240860; September, 2025

Trip Generating Category

Quantity

CURRENTLY PROPOSED LAND USE Apartments (2) 300 DU (3) (4) Retail 2.918 KSF (5)

Trip Generation Rates (1) Average AM Peak-Hour PM Peak-Hour Weekday In Out In Out

4.54 54.45

0.085 1.416

0.285 0.944

0.238 3.295

Average Weekday

Vehicle-Trips Generated AM Peak-Hour PM Peak-Hour In Out In Out

0.152 3.295

1,362 159

26 4

85 3

71 10

46 10

Total =

1,521

30% ATM Reduction (5) =

456

Net Trips =

1,065

Notes: (1) Source: Trip Generation, Institute of Transportation Engineers, 11th Edition, 2021 (2) ITE Land Use No. 221 - Multifamily Housing (Mid-Rise) (3) DU = Dwelling Units (4) ITE Land Use No. 822 - Strip Retail Plaza (<40k) (5) The alternative travel mode reduction is supported by a separate Travel Demand Management (TDM) plan.

Attachment E - Traffic Study

Approximate Scale Scale: 1"=600'

SITE

Figure 1

Vicinity Map 5501 & 5505 Arapahoe Ave. (LSC #240860)

Attachment E - Traffic Study

32 18

400 987

5 1

5 11

2 7

0 0

1 1

0 0

5 1

1 1

79 13

876 412

12 9

5 1

0 0

0 0 0 3

2 3

0 3

0 1

1 2

0 0

1 1

0 1 2 0

3 0

Approximate Scale Scale: 1"=200'

965 435 10 10

2 2

0 0

2 3

0 0

15 10

148 530

129 145 1 145 380 2 223 2 139 120 10 113 1,150 Vehicles and 1 4 23,000 bicycles in travel 501 4 12 750 6 lanes and 59 1,032 3 pedestrian in 32 98 4 crosswalks 163 3 165 59 9 74 536 59 Note: The Arapahoe Avenue 9SH 7) lane changes to provide a 177 dedicated bus/right-turn lane in each direction of Arapahoe Avenue (SH 7) are assumed in the existing condition per direction from City staff.

26 35 1,000

4 4

17 65

Bicycles in crosswalks and in travel lanes

420 1,055

26 35

11 10 17 9

4 2

715 1,450

1,432 961

5 4 10

0 0

2 2

Figure 3

Existing Traffic, Lane Geometry and Traffic Control 5501 & 5505 Arapahoe Ave. (LSC #240860)

Attachment E - Traffic Study

32 18

405 995

5 1

5 11

2 7

0 0

2 2

0 0

6 2

2 2

6 2

4 4

17 65 79 13

Bicycles in crosswalks and in travel lanes

425 1,065

12 9

880 415

10 10

2 2

0 0 0 0

0 0 0 3

2 3

0 3

0 1

1 2

0 0

1 1

0 1 2 0

Approximate Scale Scale: 1"=200'

975 440

3 0

2 3

0 0

15 10

149 535

130 11 146 1 146 10 383 2 225 3 140 121 11 1,170 Vehicles and 114 730 1 3 23,400 765 bicycles in travel 510 4 13 6 1,480 60 lanes and 1,050 4 pedestrian in 4 33 99 5 crosswalks 164 10 3 166 60 9 75 540 60 Note: An annual growth rate of 0.25 percent was assumed on 55th 179 Street and 0.60 percent was used on Arapahoe Avenue (SH 7) per coordination with City staff - see the attached traffic study parameters.

26 35 26 35 1,000

17 9

5 3

1,462 980

5 1 1

2 2

Figure 4

Year 2028 Background Traffic, Lane Geometry and Traffic Control 5501 & 5505 Arapahoe Ave. (LSC #240860)

Attachment E - Traffic Study

32 18

425 1,045

5 1

5 11

2 7

0 0

5 5

0 0

1 105

5 5

2 105

4 4

17 65 79 13

Bicycles in crosswalks and in travel lanes

445 1,115

12 9

935 440

12 11

3 3

1 1 1 1

1 1 1 3

3 4

1 4

1 2

2 3

1 1

3 2

1 2 2 1

Approximate Scale Scale: 1"=200'

1,025 460

4 1

3 4

1 1

18 10

155 560

135 12 155 1 155 11 400 2 234 5 146 125 21 119 1,295 Vehicles and 805 3 4 26,000 bicycles in travel 565 845 4 17 8 1,635 62 lanes and 1,165 7 pedestrian in 35 5 103 8 crosswalks 175 11 4 175 62 10 80 565 62 Note: An annual growth rate of 0.25 percent was assumed on 55th 185 Street and 0.60 percent was used on Arapahoe Avenue (SH 7) per coordination with City staff - see the attached traffic study parameters.

26 35 26 35 1,000

18 10

10 10

1,615 1,085

5 5 5

3 3

Figure 5

Year 2045 Background Traffic, Lane Geometry and Traffic Control 5501 & 5505 Arapahoe Ave. (LSC #240860)

Attachment E - Traffic Study

Approximate Scale Scale: 1"=600'

15%

70%

SITE

10% 5%

Figure 6

65%

Directional Distribution of Site-Generated Traffic 5501 & 5505 Arapahoe Ave. (LSC #240860)

Attachment E - Traffic Study 3 9

3 9

160

1 105

2 105

9 6

Bicycles in crosswalks and in travel lanes

10 5 5 10

9 6

10 5

0 0

4 10 10 0 0

0 0

0 0 0 0

1 4 15 40

4 0 0

0 0

1 1

62 39 3 9

675

745

2 5

245 62 39

3 2 6 4

690

44 27

1 3

26 35 1,000

550

9 6

10 10 2 2

390

0 0

5 10

Approximate Scale Scale: 1"=200'

675

0 0

10 10

18 48

2 2

7 8

Note: A few eastbound to westbound u-turn movements will be made to the east of Intersection #5. City staff has suggested they would work with the applicant to maintain a u-turn opportunity as close to the site as possible.

26 35

3 9

Figure 7

Assignment of Site-Generated Traffic 5501 & 5505 Arapahoe Ave. (LSC #240860)

Attachment E - Traffic Study

32 18

408 1,004

5 1

5 11

2 7

0 0

2 2

0 0

1 11 12

79 13

10 5 5 10

889 421

12 7

12 9

2 11 12

0 1

2 0

0 0

4 11 12 0 0

8 10

2 3

390 62 39 3 9

149 535 147 2 387 5 130 146

5 8

4 142 4 5

166 60 75 541 60 182

10 10

0 0

13 21

18 48

0 0

675

0 3

1 1

0 1

984 446

0 0

12 13

0 3

1 2 155 154 Vehicles and bicycles in travel 510 lanes and 1,050 pedestrian in 33 crosswalks 164

2 2

4 4

17 65

Bicycles in crosswalks and in travel lanes

428 1,074

15 10

73 49 234 127 1,214 792 63 101 9 13

24,090

20 18

7 5

737 1,488

1,462 980

5 4 10

1 1

2 2 Note: These volumes are the sum of the volumes in Figures 4 and 7.

Figure 8

26 35 26 35 1,000

Year 2028 Total Traffic, Lane Geometry and Traffic Control 5501 & 5505 Arapahoe Ave. (LSC #240860)

Attachment E - Traffic Study

32 18

428 1,054

5 1

5 11

2 7

0 0

5 3

0 0

1 15 15

79 13

11 6 6 11

944 446

13 8

12 9

2 15 15

1 2

2 1

0 0

4 12 13 1 1

9 11

3 4

390 62 39 3 9

155 560 156 2 135 404 5 155

6 10

4 184 7 8

175 62 80 566 62 188

12 11

1 1

15 31

18 48

0 0

675

1 3

3 2

1 2

1,034 466

1 1

13 14

1 4

1 2 161 159 Vehicles and bicycles in travel 565 lanes and 1,165 pedestrian in 35 crosswalks 175

5 5

4 4

17 65

Bicycles in crosswalks and in travel lanes

448 1,124

18 10

74 50 243 131 1,339 872 65 105 10 14

26,690

21 19

12 12

812 1,643

1,615 1,085

5 5 11

5 5

3 3 Note: These volumes are the sum of the volumes in Figures 5 and 7.

Figure 9

26 35 26 35 1,000

Year 2045 Total Traffic, Lane Geometry and Traffic Control 5501 & 5505 Arapahoe Ave. (LSC #240860)

Attachment E - Traffic Study

Approximate Scale Scale: 1"=200'

Key to Map Notes: With Right-In-Only Access from 55th Street 1 Protected/permissive EB LT - additional 15vph in AM - additional 40vph in PM (Figure 7) - one existing vehicle/pedestrian conflict point at this location. 2 NB through - additional 1vph in AM - additional 3vph in PM (Figure 7). 3 NB right into site - additional 18vph in AM - additional 48 vph in PM (Figure 7) - introduces one new vehicle/pedestrian conflict point.

Right-In-Only Access

Full Movement Access

1 2

Without Right-In-Only Access from 55th Street 4 NB RT protected/permissive - additional 1vph in AM - additional 3vph in PM - one existing vehicle/pedestrian conflict point at this location. 5 EB to WB u-turn - permissive u-turn movement - additional 18vph in AM - additional 48vph in PM - one existing vehicle to vehicle conflict point. 6 WB RT - permissive - additional 18vph in AM - additional 48vph in PM - one existing vehicle/pedestrian conflict point at this location.

Notes: 1. There is no east/west public right-of-way connection between 55th Street and 56th Street to the north of the site. 2. The EB LT at #1 is both protected and permitted and the EB to WB u-turn at #5 is permitted. 3. See report narrative section recommending the EB LT movement at Arapahoe Avenue (SH 7)/55th Street be converted from protected/permitted to protected only based on the City's flow diagram.

6 5

Existing RIRO Intersection with Arapahoe Avenue (SH 7)

Figure 10

Data for Right-In Access on 55th Street 5501 & 5505 Arapahoe Ave. (LSC #240860)

Attachment E - Traffic Study

Traﬃc Study Ini al Parameters Last Revised (date)

October 30th, 2023

Purpose

The purpose of this document is to outline the ini al study parameters for traﬃc studies conducted as a part of a development project in the city pursuant to sec on 2.01 (E) of the City of Boulder Design and Construc on Standards.

Scope

Please submit this document to your assigned review engineer prior to ini al dra ing of the traﬃc study and/or Site Review. This document is designed to only outline ini al study parameters and parameters may change through the course of traﬃc analysis conducted during the study.

PROJECT INFORMATION Project Name: 5501 Arapahoe Applied Subarea Plans: East Boulder Subcommunity Plan

Project Address: 5501 & 5505 Arapahoe Avenue (SH 7) Project Use (Residential Vs Non-residential): Residential and Non-Residential

TRAFFIC DATA AND ANALYSIS CRITERIA Study Area Boundary: Study Years:

Study Intersections (Please provide Level of Service Analysis for Each): Traffic Counts:

North: Site Access Intersections East: 56th Street

South: Arapahoe Avenue (SH 7) West: 55th Street

Short-Term 2028 Long-Range: 20 years (buildout): 1. Access Driveways 6. th 2. Arapahoe Ave (SH 7)/ 55 Street 7. 3. Arapahoe Ave (SH 7)/56th Street 8. 4. TWLTL on 55th Street 9. 5. 10. Data Collection Method (Visual, devices to be used, etc): Manual turning movement counts

2045

Collection Times: 7:30 – 9:30 AM, 11:30 AM – 1:30 PM, and 4:00 – 6:00 PM Conduct on Tuesday, Wednesday, or Thursday of a typical week Provide raw data in Excel format Special Considerations for Counts (Schools in session, events going on in the area during counts, etc): Pedestrians and bicycles will be counted Background Traffic Growth Rates: Based on City historic data

Short-Term:

0.25% on 55th 0.60% on SH 7

Long-Range:

0.25% on 55th 0.60% on SH 7

Trip Generation Rates:

ITE Data Code?

221

Use Type?

Multifamily Housing (Mid-Rise)

Trip Generation Rates:

ITE Data Code?

822

Use Type?

Retail

Attachment E - Traffic Study ITE Data Code? Specify ITE Use Type?

Trip Generation Rates:

Provide Use Description

Code

Trip Adjustment Factors (Provide Supporting Data): Trip Distribution:

Passby Trips:

Diverted Trips:

Internal Capture:

Provide Attached Sketch

OTHER STUDY ITEMS AND CONSIDERATIONS Hazard Assessment:

Transportation Master Plan (TMP) Identified Improvements: Transportation Demand Management Plan (TDM):

☒ Does the Project have an immediate Frontage on a High Risk Network

Street as detailed in the most recent version of the Vision Zero Action Plan? □ Has the project site been identified by the city as a high-hazard area for any other reason? (Outline areas to assess if any boxes checked above) Arapahoe Avenue (SH 7) adjacent to the site is shown on the High Risk Network Map. Will include access recommendations for both 55th and 56th Streets. (Required improvements to be outlined by staff) Improvements are needed to 55th Street and Arapahoe Avenue (SH 7) per the pre-app review summary. A plan is required to be submitted which outlines strategies to mitigate traffic impacts created by the proposed development and implementable measures for promoting alternate modes of travel. The applicant must submit the TDM plan as a separate document with Site Review submittal in addition to incorporating the TDM Plan into the traffic impact study as an appendix to the study. BRC 9-2-14(h)(2)(D), DCS 2.03(I) TDM Measures to Utilize: ☒Parking Management Strategies TDM measures will be proposed in a ☒Enhanced Design and Amenities separate TDM plan. ☒Financial Incentives ☒Trip Reduction Programs and Policies ☒Marketing and Outreach □Other________________ Trip Reduction Percent:

20%

Other Considerations:

Reviewed By Date: Traffic Division Representative :

1/10/25 , 20_ Daniel Valerin

Daniel Valerin

Printed Name

Signature

Printed Name

Signature

Applicant Representative:

Attachment E - Traffic Study

Approximate Scale Scale: 1"=600'

15%

70%

SITE

10% 5%

Figure 6

65%

Directional Distribution of Site-Generated Traffic 5501 Arapahoe Ave. (LSC #240860)

Attachment E - Traffic Study City of Boulder (CO) 1777 Broadway P.O. Box 791 Boulder, Colorado, United States 80306 303.441.3266 riceb@bouldercolorado.gov

Count Name: Arapahoe Ave & 55th St_TMC_49-2024 Site Code: 21 Start Date: 04/09/2024 Page No: 1

Turning Movement Data Start Time

Southbound Approach

Westbound Approach

Northbound Approach

Southbound

Westbound

Northbound

Eastbound Approach Eastbound

Right

Thru

Left

U-Turn

Peds

App. Total

Right

Thru

Left

U-Turn

Peds

App. Total

Right

Thru

Left

U-Turn

Peds

App. Total

Right

Thru

Left

U-Turn

Peds

App. Total

7:15 AM

141

190

107

106

455

7:30 AM

180

235

123

109

532

Int. Total

7:45 AM

225

289

102

140

134

638

Hourly Total

192

121

546

714

266

370

258

349

1625

8:00 AM

210

303

140

656

8:15 AM

101

254

334

121

167

106

147

749

8:30 AM

125

244

304

135

198

134

171

798

8:45 AM

105

275

361

143

203

142

182

851

Hourly Total

119

157

128

404

252

983

1302

493

158

708

476

114

640

3054 733

9:00 AM

218

277

137

192

119

173

*** BREAK ***

Hourly Total

218

277

137

192

119

173

733

11:30 AM

135

197

249

155

200

667

11:45 AM

132

211

277

201

265

736

Hourly Total

267

408

526

145

356

465

1403

12:00 PM

164

190

251

173

249

750

12:15 PM

138

211

263

173

242

737

12:30 PM

122

169

238

177

239

677

12:45 PM

114

153

215

180

251

659

Hourly Total

195

149

194

538

152

723

967

168

337

703

194

981

2823

1:00 PM

127

137

175

150

238

614

1:15 PM

109

203

271

185

245

688

*** BREAK ***

Hourly Total

236

340

446

137

335

111

483

1302

4:15 PM

107

223

146

213

263

335

857

4:30 PM

135

259

152

206

246

316

866

4:45 PM

129

104

266

163

211

256

326

870

Hourly Total

371

283

748

461

630

133

238

124

765

977

2593

5:00 PM

132

257

151

206

267

333

868

5:15 PM

103

222

161

230

178

229

749

5:30 PM

172

146

198

165

210

650

5:45 PM

146

133

186

151

195

605

Hourly Total

120

385

292

797

117

591

103

820

170

288

112

761

967

2872

6:00 PM

129

152

192

128

169

577

Grand Total

824

1371

1207

3402

930

4422

461

5874

368

1557

577

2502

481

3901

810

5204

16982

Approach %

24.2

40.3

35.5

0.0

15.8

75.3

7.8

1.0

14.7

62.2

23.1

0.0

9.2

75.0

15.6

0.2

Total %

4.9

8.1

7.1

0.0

20.0

5.5

26.0

2.7

0.4

34.6

2.2

9.2

3.4

0.0

14.7

2.8

23.0

4.8

0.1

30.6

All Vehicles (no classification)

823

1367

1207

3397

930

4422

461

5873

367

1546

577

2490

481

3901

810

5204

16964

Attachment E - Traffic Study % All Vehicles (no classification)

99.9

99.7

100.0

99.9

100.0

98.4

100.0

99.7

99.3

100.0

99.5

100.0

Bicycles on Road

% Bicycles on Road

0.1

0.3

0.0

0.1

0.0

1.6

0.0

0.3

0.7

0.0

0.5

0.0

0.1

Bicycles on Crosswalk

99.9

% Bicycles on Crosswalk

31.0

11.1

7.7

20.5

Pedestrians

% Pedestrians

69.0

88.9

92.3

79.5

Attachment E - Traffic Study City of Boulder (CO) 1777 Broadway P.O. Box 791 Boulder, Colorado, United States 80306 303.441.3266 riceb@bouldercolorado.gov

Count Name: Arapahoe Ave & 55th St_TMC_49-2024 Site Code: 21 Start Date: 04/09/2024 Page No: 3

4799

2313

2502

4815

Out

Total

U L

481

12 810

0 0

3901

481 0

Northbound Approach [S]

Turning Movement Data Plot

Westbound Approach [E]

368

2490

1557

Total

577 2309

Out

11408

5873

5535

11411

367

1546

5874

577

5537

All Vehicles (no classification) Bicycles on Road Bicycles on Crosswalk Pedestrians

04/09/2024 7:15 AM Ending At 04/09/2024 6:15 PM

461

4422

1207

930

1371

810

824

3901

11039

5204

5835

1207

1367

823

6699

3402

Total

3297

11038

461

5204

Total 6683

4422

Out

In 3397

5834

Out 3286

930

Eastbound Approach [W]

Southbound Approach [N]

Attachment E - Traffic Study City of Boulder (CO) 1777 Broadway P.O. Box 791 Boulder, Colorado, United States 80306 303.441.3266 riceb@bouldercolorado.gov

Count Name: Arapahoe Ave & 55th St_TMC_49-2024 Site Code: 21 Start Date: 04/09/2024 Page No: 4

Turning Movement Peak Hour Data (8:15 AM) Start Time

Southbound Approach

Westbound Approach

Northbound Approach

Southbound

Westbound

Northbound

Eastbound Approach Eastbound

Right

Thru

Left

U-Turn

Peds

App. Total

Right

Thru

Left

U-Turn

Peds

App. Total

Right

Thru

Left

U-Turn

Peds

App. Total

Right

Thru

Left

U-Turn

Peds

App. Total

Int. Total

8:15 AM

101

254

334

121

167

106

147

749

8:30 AM

125

244

304

135

198

134

171

798

8:45 AM

105

275

361

143

203

142

182

851

9:00 AM

218

277

137

192

119

173

733 3131

Total

129

148

145

422

223

991

1276

536

165

760

501

139

673

Approach %

30.6

35.1

34.4

0.0

17.5

77.7

4.6

0.2

7.8

70.5

21.7

0.0

4.8

74.4

20.7

0.1

Total %

4.1

4.7

4.6

0.0

13.5

7.1

31.7

1.9

0.1

40.8

1.9

17.1

5.3

0.0

24.3

1.0

16.0

4.4

0.0

21.5

PHF

0.921

0.771

0.824

0.000

0.844

0.734

0.901

0.641

0.375

0.884

0.819

0.937

0.917

0.000

0.936

0.727

0.882

0.724

0.250

0.924

0.920

All Vehicles (no classification)

128

148

145

421

223

991

1275

534

165

758

501

139

673

3127

% All Vehicles (no classification)

99.2

100.0

99.8

100.0

66.7

99.9

100.0

99.6

100.0

99.7

100.0

99.9

Bicycles on Road

% Bicycles on Road

0.8

0.0

0.2

0.0

33.3

0.1

0.0

0.4

0.0

0.3

0.0

0.1 -

Bicycles on Crosswalk

% Bicycles on Crosswalk

50.0

0.0

50.0

Pedestrians

% Pedestrians

50.0

100.0

50.0

Attachment E - Traffic Study City of Boulder (CO) 1777 Broadway P.O. Box 791 Boulder, Colorado, United States 80306 303.441.3266 riceb@bouldercolorado.gov

Count Name: Arapahoe Ave & 55th St_TMC_49-2024 Site Code: 21 Start Date: 04/09/2024 Page No: 5

U L

139

165

536

239

758

997

239

760

999

Out

Total

Northbound Approach [S]

Turning Movement Peak Hour Data Plot (8:15 AM)

Westbound Approach [E]

Total

534

Out

165

1982

1984

All Vehicles (no classification) Bicycles on Road Bicycles on Crosswalk Pedestrians

1275

1276

04/09/2024 8:15 AM Ending At 04/09/2024 9:15 AM

Peak Hour Data

707

708

501

991

223

139

145

148

129

501

1959

673

1286

145

148

128

1320

Total

422

1958

898

673

Out

Total 1317

991

1285

In 421

Eastbound Approach [W]

Out 896

223

Southbound Approach [N]

Attachment E - Traffic Study City of Boulder (CO) 1777 Broadway P.O. Box 791 Boulder, Colorado, United States 80306 303.441.3266 riceb@bouldercolorado.gov

Count Name: Arapahoe Ave & 55th St_TMC_49-2024 Site Code: 21 Start Date: 04/09/2024 Page No: 6

Turning Movement Peak Hour Data (11:45 AM) Start Time

Southbound Approach

Westbound Approach

Northbound Approach

Southbound

Westbound

Northbound

Eastbound Approach Eastbound

Right

Thru

Left

U-Turn

Peds

App. Total

Right

Thru

Left

U-Turn

Peds

App. Total

Right

Thru

Left

U-Turn

Peds

App. Total

Right

Thru

Left

U-Turn

Peds

App. Total

Int. Total

11:45 AM

132

211

277

201

265

736

12:00 PM

164

190

251

173

249

750

12:15 PM

138

211

263

173

242

737

12:30 PM

122

169

238

177

239

677

Total

204

147

205

556

152

781

1029

157

320

724

186

995

2900

Approach %

36.7

26.4

36.9

0.0

14.8

75.9

7.4

1.9

23.4

49.1

27.5

0.0

8.3

72.8

18.7

0.2

Total %

7.0

5.1

7.1

0.0

19.2

5.2

26.9

2.6

0.7

35.5

2.6

5.4

3.0

0.0

11.0

2.9

25.0

6.4

0.1

34.3

PHF

0.836

0.721

0.986

0.000

0.848

0.905

0.925

0.826

0.625

0.929

0.750

0.835

0.786

0.000

0.851

0.943

0.900

0.845

0.500

0.939

0.967

All Vehicles (no classification)

204

147

205

556

152

781

1029

157

320

724

186

995

2900

% All Vehicles (no classification)

100.0

Bicycles on Road

% Bicycles on Road

0.0

Bicycles on Crosswalk

% Bicycles on Crosswalk

27.3

16.7

11.1

0.0

Pedestrians

% Pedestrians

72.7

83.3

88.9

100.0

Attachment E - Traffic Study City of Boulder (CO) 1777 Broadway P.O. Box 791 Boulder, Colorado, United States 80306 303.441.3266 riceb@bouldercolorado.gov

Count Name: Arapahoe Ave & 55th St_TMC_49-2024 Site Code: 21 Start Date: 04/09/2024 Page No: 7

U L

186

157

306

320

626

306

320

626

Out

Total

Northbound Approach [S]

Turning Movement Peak Hour Data Plot (11:45 AM)

Westbound Approach [E]

Total

157

Out

2053

All Vehicles (no classification) Bicycles on Road Bicycles on Crosswalk Pedestrians

1029

04/09/2024 11:45 AM Ending At 04/09/2024 12:45 PM

Peak Hour Data

1024

724

781

152

186

205

147

204

724

2070

995

1075

205

147

204

1051

Total

556

2070

495

995

Out

Total 1051

781

1075

In 556

Eastbound Approach [W]

Out 495

152

Southbound Approach [N]

Attachment E - Traffic Study City of Boulder (CO) 1777 Broadway P.O. Box 791 Boulder, Colorado, United States 80306 303.441.3266 riceb@bouldercolorado.gov

Count Name: Arapahoe Ave & 55th St_TMC_49-2024 Site Code: 21 Start Date: 04/09/2024 Page No: 8

Turning Movement Peak Hour Data (4:15 PM) Start Time

Southbound Approach

Westbound Approach

Northbound Approach

Southbound

Westbound

Northbound

Eastbound Approach Eastbound

Right

Thru

Left

U-Turn

Peds

App. Total

Right

Thru

Left

U-Turn

Peds

App. Total

Right

Thru

Left

U-Turn

Peds

App. Total

Right

Thru

Left

U-Turn

Peds

App. Total

Int. Total

4:15 PM

107

223

146

213

263

335

857

4:30 PM

135

259

152

206

246

316

866

4:45 PM

129

104

266

163

211

256

326

870

5:00 PM

132

257

151

206

267

333

868

Total

122

503

380

1005

117

612

836

177

310

163

1032

113

1310

3461

Approach %

12.1

50.0

37.8

0.0

14.0

73.2

11.7

1.1

19.0

57.1

23.9

0.0

12.4

78.8

8.6

0.2

Total %

3.5

14.5

11.0

0.0

29.0

3.4

17.7

2.8

0.3

24.2

1.7

5.1

2.1

0.0

9.0

4.7

29.8

3.3

0.1

37.9

PHF

0.924

0.931

0.913

0.000

0.945

0.886

0.939

0.742

0.750

0.981

0.615

0.819

0.881

0.000

0.901

0.926

0.966

0.911

0.500

0.978

0.995

All Vehicles (no classification)

122

500

380

1002

117

612

836

175

308

163

1032

113

1310

3456

% All Vehicles (no classification)

100.0

99.4

100.0

99.7

100.0

98.9

100.0

99.4

100.0

99.9

Bicycles on Road

% Bicycles on Road

0.0

0.6

0.0

0.3

0.0

1.1

0.0

0.6

0.0

0.1

Bicycles on Crosswalk

% Bicycles on Crosswalk

14.3

7.7

7.1

20.0

Pedestrians

% Pedestrians

85.7

92.3

92.9

80.0

Attachment E - Traffic Study City of Boulder (CO) 1777 Broadway P.O. Box 791 Boulder, Colorado, United States 80306 303.441.3266 riceb@bouldercolorado.gov

Count Name: Arapahoe Ave & 55th St_TMC_49-2024 Site Code: 21 Start Date: 04/09/2024 Page No: 9

U L

113

163

13 14

177

761

308

1069

764

310

1074

Out

Total

Northbound Approach [S]

Turning Movement Peak Hour Data Plot (4:15 PM)

Westbound Approach [E]

Total

175

Out

2316

All Vehicles (no classification) Bicycles on Road Bicycles on Crosswalk Pedestrians

836

04/09/2024 4:15 PM Ending At 04/09/2024 5:15 PM

Peak Hour Data

1480

1032

612

117

113

380

503

122

1032

2120

1310

810

380

500

122

1412

Total

1005

2120

407

1310

Out

Total 1407

612

810

In 1002

Eastbound Approach [W]

Out 405

117

Southbound Approach [N]

Attachment E - Traffic Study COUNTER MEASURES INC 1889 YORK ST DENVER COLORADO 303-333-7409

N/S STREET: 55TH ST *BICYCLES* E/W STREET: ARAPAHOE AVE CITY: BOULDER COUNTY: BOULDER

Start Time 06:30 AM 06:45 AM Total

55TH ST SOUTHBOUND Left Thru Right Peds 0 0 0 0 0 0 0 0 0 0 0 0

File Name : 55TH ST ARAPAHOE AVE BICYCLES Site Code : 00000015 Start Date : 9/3/2025 Page No : 1

Groups Printed- Bank 1 ARAPAHOE AVE 55TH ST WESTBOUND NORTHBOUND Left Thru Right Peds Left Thru Right Peds 0 1 0 0 0 2 0 0 0 0 1 0 0 0 0 0 0 1 1 0 0 2 0 0

ARAPAHOE AVE EASTBOUND Left Thru Right Peds Int. Total 0 0 0 0 3 0 0 0 0 1 0 0 0 0 4

07:00 AM 07:15 AM 07:30 AM 07:45 AM Total

0 0 0 0 0

0 0 2 0 2

0 0 0 0 0

1 0 0 2 3

0 0 0 0 0

0 0 0 2 2

0 0 0 0 0

0 2 2 0 4

0 0 0 0 0

0 0 0 1 1

0 0 0 0 0

0 1 0 0 1

0 0 0 0 0

1 3 4 5 13

08:00 AM 08:15 AM

0 0

2 0

0 1

0 0

0 1

2 2

Total

04:00 PM 04:15 PM 04:30 PM 04:45 PM Total

0 0 0 0 0

0 2 0 0 2

0 0 0 0 0

0 0 1 0 1

0 0 0 0 0

2 0 2 1 5

0 0 0 0 0

0 2 0 1 3

0 0 0 0 0

1 1 0 0 2

3 5 3 2 13

05:00 PM 05:15 PM 05:30 PM 05:45 PM Total

0 0 0 0 0

1 1 0 1 3

0 0 0 0 0

1 0 0 0 1

0 0 0 0 0

2 0 1 1 4

0 3 0 0 3

0 0 1 0 1

0 0 0 0 0

0 0 1 0 1

0 0 0 0 0

0 2 1 0 3

0 0 0 0 0

2 0 0 0 2

0 1 0 0 1

0 1 1 0 2

6 8 5 2 21

Grand Total Apprch % Total %

0 0 0

7 87.5 12.7

0 0 0

1 12.5 1.8

0 0 0

9 42.9 16.4

4 19 7.3

8 38.1 14.5

2 14.3 3.6

8 57.1 14.5

0 0 0

4 28.6 7.3

0 0 0

6 50 10.9

1 8.3 1.8

5 41.7 9.1

Attachment E - Traffic Study COUNTER MEASURES INC 1889 YORK ST DENVER COLORADO 303-333-7409

N/S STREET: 55TH ST *BICYCLES* E/W STREET: ARAPAHOE AVE CITY: BOULDER COUNTY: BOULDER

55TH ST SOUTHBOUND

File Name : 55TH ST ARAPAHOE AVE BICYCLES Site Code : 00000015 Start Date : 9/3/2025 Page No : 2

ARAPAHOE AVE WESTBOUND

Start Time Left Thru Right Peds App. Total Left Thru Right Peds Peak Hour Analysis From 07:30 AM to 08:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 2 2 0 0 0 0 0 0 0 07:30 AM 2 2 0 0 0 0 0 0 0 07:45 AM 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 AM Total Volume 0 2 0 0 2 0 2 0 2 % App. Total 0 100 0 0 0 50 0 50 PHF .000 .250 .000 .000 .250 .000 .250 .000 .250

55TH ST NORTHBOUND Left Thru

App. Total

0 4 0 0 4

0 0 2 0 2 33.3

2 0 0 1 3 50

Peds

App. Total

0 0 1 0 0 0 0 0 0 1 0 16.7

2 1 2 1 6

Right

.250 .250 .375 .000 .250

Out 3

55TH ST In 2

0 2 Right Thru

ARAPAHOE AVE EASTBOUND Left Thru

Peds

App. Total

Int. Total

0 0 0 0 0 0 1 0 0 1 0 100

0 0 0 1 1

4 5 2 2 13

.750 .000 .000 .000 .250

.250

.650

0 0 0 0 0 0

Right

Total 5

0 0 Left Peds

0 Left

Peak Hour Begins at 07:30 AM 0 2 Left Peds

1 0 0 Peds Right Thru

North

Bank 1

Left Thru Right Peds 2 3 0 1 2 Out

6 In 55TH ST

8 Total

ARAPAHOE AVE Out In Total 0 4 4

0 2 Right Thru

ARAPAHOE AVE Out In Total 4 1 5

Peak Hour Data

Attachment E - Traffic Study COUNTER MEASURES INC 1889 YORK ST DENVER COLORADO 303-333-7409

N/S STREET: 55TH ST *BICYCLES* E/W STREET: ARAPAHOE AVE CITY: BOULDER COUNTY: BOULDER 55TH ST SOUTHBOUND

File Name : 55TH ST ARAPAHOE AVE BICYCLES Site Code : 00000015 Start Date : 9/3/2025 Page No : 3

ARAPAHOE AVE WESTBOUND

Start Time Left Thru Right Peds App. Total Left Thru Right Peds Peak Hour Analysis From 04:30 PM to 05:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM 2 04:30 PM 0 0 0 0 0 0 1 0 04:45 PM 0 0 0 0 0 0 0 0 1 1 1 2 2 05:00 PM 0 0 0 0 0 3 05:15 PM 0 1 0 0 1 0 0 0 Total Volume 0 2 0 1 3 0 3 3 3 % App. Total 0 66.7 0 33.3 0 33.3 33.3 33.3 PHF .000 .500 .000 .250 .375 .000 .375 .250 .375

55TH ST NORTHBOUND Left Thru

App. Total

3 1 2 3 9

0 0 0 0 0 0

Right

Peds

0 0 0 0 0 0

0 0 0 2 2 100

.750 .000 .000 .000 .250

Out 3

55TH ST In 3

0 2 Right Thru

ARAPAHOE AVE EASTBOUND Left Thru

Right

Peds

0 0 0 1 1 20

App. Total

Int. Total

0 0 0 1 1 20

0 1 2 2 5

3 2 6 8 19

.250 .000 .375 .250 .250

.625

.594

App. Total

0 0 0 2 2

0 0 0 0 0 0

0 1 2 0 3 60

Total 6

0 1 Left Peds

0 Left

Peak Hour Begins at 04:30 PM 0 3 Left Peds

1 1 3 Peds Right Thru

North

Bank 1

Left Thru Right Peds 0 0 0 2 3 Out

2 In 55TH ST

5 Total

ARAPAHOE AVE Out In Total 3 9 12

3 3 Right Thru

ARAPAHOE AVE Out In Total 3 5 8

Peak Hour Data

Attachment E - Traffic Study COUNTER MEASURES INC 1889 YORK ST DENVER COLORADO 303-333-7409

N/S STREET: 55TH ST E/W STREET: 5501 PARKING LOT CITY: BOULDER COUNTY: BOULDER

Start Time 07:30 AM 07:45 AM Total

55TH ST SOUTHBOUND Left Thru Right Peds 0 49 6 0 0 63 7 0 0 112 13 0

File Name : 55TH ST PARKING 5501 PARKING LOT Site Code : 00000008 Start Date : 1/14/2025 Page No : 1

Groups Printed- Unshifted 5501 PARKING LOT 55TH ST WESTBOUND NORTHBOUND Left Thru Right Peds Left Thru Right Peds 0 2 0 0 11 133 0 0 0 0 0 0 20 211 3 0 0 2 0 0 31 344 3 0

PRIVATE DRIVE EASTBOUND Left Thru Right Peds Int. Total 1 1 0 0 203 2 0 0 0 306 3 1 0 0 509

08:00 AM 08:15 AM 08:30 AM 08:45 AM Total

0 1 0 4 5

64 104 90 75 333

12 6 4 10 32

1 0 0 0 1

1 2 0 1 4

0 0 0 0 0

0 0 2 0 2

0 0 0 0 0

17 19 21 22 79

216 207 223 230 876

4 1 3 4 12

2 2 1 0 5

1 1 1 2 5

0 0 0 0 0

3 2 6 6 17

0 0 0 0 0

321 345 351 354 1371

09:00 AM 09:15 AM

2 4

61 73

10 6

1 0

0 1

0 0

1 3

0 0

17 14

208 171

1 2

3 1

0 0

6 8

0 0

311 285

Total

134

379

596

11:30 AM 11:45 AM Total

4 3 7

111 114 225

2 6 8

0 0 0

0 2 2

1 0 1

5 1 6

0 0 0

4 3 7

94 93 187

1 3 4

0 0 0

0 2 2

0 0 0

15 12 27

0 0 0

237 239 476

12:00 PM 12:15 PM 12:30 PM 12:45 PM Total

5 4 3 2 14

114 120 104 105 443

13 6 2 4 25

0 0 1 0 1

3 5 1 5 14

0 0 1 0 1

5 5 1 1 12

0 0 0 0 0

8 8 7 8 31

89 99 107 121 416

0 1 2 3 6

1 0 2 0 3

3 2 4 8 17

1 1 1 0 3

11 11 8 5 35

0 0 0 0 0

253 262 244 262 1021

01:00 PM 01:15 PM

2 1

123 100

9 3

1 0

3 3

0 1

1 5

0 0

5 4

111 103

5 2

0 1

3 3

0 1

4 5

0 0

267 232

Total

223

214

499

04:00 PM 04:15 PM 04:30 PM 04:45 PM Total

1 0 1 0 2

258 247 230 208 943

2 0 0 0 2

0 1 0 0 1

1 1 1 1 4

0 0 0 0 0

3 4 1 0 8

0 0 0 0 0

5 1 4 5 15

116 103 96 107 422

4 4 2 1 11

0 0 0 0 0

4 5 3 2 14

0 0 0 0 0

10 13 21 15 59

0 2 0 0 2

404 381 359 339 1483

05:00 PM 05:15 PM 05:30 PM 05:45 PM Total

0 0 0 0 0

302 215 172 141 830

2 0 2 1 5

0 1 1 0 2

1 0 0 0 1

0 0 0 0 0

2 1 1 1 5

0 0 0 1 1

3 1 2 2 8

106 95 76 67 344

2 3 1 2 8

1 1 1 0 3

1 5 1 2 9

0 0 0 0 0

16 13 18 4 51

0 1 0 0 1

436 336 275 221 1268

Grand Total Apprch % Total %

37 1.1 0.5

3243 95.4 44.9

113 3.3 1.6

7 0.2 0.1

32 39.5 0.4

5 6.2 0.1

43 53.1 0.6

1 1.2 0

211 6.1 2.9

3182 91.9 44.1

54 1.6 0.7

15 0.4 0.2

60 21.4 0.8

5 1.8 0.1

212 75.7 2.9

3 1.1 0

7223

Attachment E - Traffic Study COUNTER MEASURES INC 1889 YORK ST DENVER COLORADO 303-333-7409

N/S STREET: 55TH ST E/W STREET: 5501 PARKING LOT CITY: BOULDER COUNTY: BOULDER

55TH ST SOUTHBOUND

File Name : 55TH ST PARKING 5501 PARKING LOT Site Code : 00000008 Start Date : 1/14/2025 Page No : 2

5501 PARKING LOT WESTBOUND

Start Time Left Thru Right Peds App. Total Left Thru Right Peds Peak Hour Analysis From 08:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM 1 0 64 12 77 1 0 0 0 08:00 AM 111 2 1 104 6 0 08:15 AM 0 0 0 2 08:30 AM 0 90 4 0 94 0 0 0 4 1 0 0 0 08:45 AM 75 10 0 89 Total Volume 5 333 32 1 371 4 0 2 0 % App. Total 66.7 1.3 89.8 8.6 0.3 0 33.3 0 PHF .313 .800 .667 .250 .836 .500 .000 .250 .000

55TH ST NORTHBOUND

App. Total

Out 883

1 2 2 1 6

Left Thru

Right

Peds

App. Total

17 216 19 207 21 223 22 230 79 876 8.1 90.1

4 1 3 4 12 1.2

2 2 1 0 5 0.5

239 229 248 256 972

.750 .898 .952 .750 .625 55TH ST In 371

32 333 Right Thru

PRIVATE DRIVE EASTBOUND Left Thru

Right

Peds

App. Total

Int. Total

0 3 0 2 6 0 0 6 0 17 0 77.3

0 0 0 0 0 0

4 3 7 8 22

321 345 351 354 1371

.949 .625 .000 .708 .000

.688

.968

1 1 1 2 5 22.7

Total 1254

5 1 Left Peds

5 Left

Peak Hour Begins at 08:00 AM 4 0 Left Peds

0 17 0 Peds Right Thru

North

Unshifted

Left Thru Right Peds 79 876 12 5 354 Out

972 In 55TH ST

1326 Total

5501 PARKING LOT Out In Total 17 6 23

2 0 Right Thru

PRIVATE DRIVE Out In Total 111 22 133

Peak Hour Data

Attachment E - Traffic Study COUNTER MEASURES INC 1889 YORK ST DENVER COLORADO 303-333-7409

N/S STREET: 55TH ST E/W STREET: 5501 PARKING LOT CITY: BOULDER COUNTY: BOULDER 55TH ST SOUTHBOUND

File Name : 55TH ST PARKING 5501 PARKING LOT Site Code : 00000008 Start Date : 1/14/2025 Page No : 3

5501 PARKING LOT WESTBOUND

Start Time Left Thru Right Peds App. Total Left Thru Right Peds Peak Hour Analysis From 12:30 PM to 01:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 12:30 PM 3 104 1 1 12:30 PM 2 110 1 1 0 5 12:45 PM 2 105 4 0 111 0 1 0 9 135 01:00 PM 2 123 1 3 0 1 0 5 01:15 PM 1 100 3 0 104 3 1 0 Total Volume 8 432 18 2 460 12 2 8 0 % App. Total 54.5 1.7 93.9 3.9 0.4 9.1 36.4 0 PHF .667 .878 .500 .500 .852 .600 .500 .400 .000

55TH ST NORTHBOUND

App. Total

Out 468

Left Thru

Right

Peds

7 107 8 121 5 111 4 103 24 442 5 91.9

2 3 5 2 12 2.5

2 0 0 1 3 0.6

3 6 4 9 22

.611 .750 .913 .600 .375 55TH ST In 460

18 432 Right Thru

PRIVATE DRIVE EASTBOUND Left Thru

Right

Peds

1 8 0 5 0 4 1 5 2 22 4.8 52.4

App. Total

Int. Total

0 0 0 0 0 0

13 13 7 9 42

244 262 267 232 1005

.911 .563 .500 .688 .000

.808

.941

App. Total

118 132 121 110 481

4 8 3 3 18 42.9

Total 928

8 2 Left Peds

18 Left

Peak Hour Begins at 12:30 PM 12 0 Left Peds

0 22 2 Peds Right Thru

North

Unshifted

Left Thru Right Peds 24 442 12 3 466 Out

481 In 55TH ST

947 Total

5501 PARKING LOT Out In Total 22 22 44

8 2 Right Thru

PRIVATE DRIVE Out In Total 44 42 86

Peak Hour Data

Attachment E - Traffic Study COUNTER MEASURES INC 1889 YORK ST DENVER COLORADO 303-333-7409

N/S STREET: 55TH ST E/W STREET: 5501 PARKING LOT CITY: BOULDER COUNTY: BOULDER 55TH ST SOUTHBOUND

File Name : 55TH ST PARKING 5501 PARKING LOT Site Code : 00000008 Start Date : 1/14/2025 Page No : 4

5501 PARKING LOT WESTBOUND

Start Time Left Thru Right Peds App. Total Left Thru Right Peds Peak Hour Analysis From 04:15 PM to 05:00 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 1 1 4 04:15 PM 0 247 0 248 0 0 1 230 04:30 PM 0 0 231 1 0 1 0 04:45 PM 0 208 0 0 208 1 0 0 0 2 304 05:00 PM 0 302 0 1 0 2 0 Total Volume 1 987 2 1 991 4 0 7 0 % App. Total 36.4 0.1 99.6 0.2 0.1 0 63.6 0 1.0 .000 .438 .000 .250 .817 .250 .250 PHF .815 0

55TH ST NORTHBOUND

App. Total

Out 430

Left Thru

Right

Peds

1 103 4 96 5 107 3 106 13 412 3 94.7

4 2 1 2 9 2.1

0 0 0 1 1 0.2

5 2 1 3 11

.550 .650 .963 .563 .250 55TH ST In 991

2 987 Right Thru

PRIVATE DRIVE EASTBOUND Left Thru

Right

Peds

0 13 0 21 0 15 0 16 0 65 0 83.3

App. Total

Int. Total

2 0 0 0 2 2.6

20 24 17 17 78

381 359 339 436 1515

.962 .550 .000 .774 .250

.813

.869

App. Total

108 102 113 112 435

5 3 2 1 11 14.1

Total 1421

1 1 Left Peds

11 Left

Peak Hour Begins at 04:15 PM 4 0 Left Peds

2 65 0 Peds Right Thru

North

Unshifted

Left Thru Right Peds 13 412 9 1 1056 Out

435 In 55TH ST

1491 Total

5501 PARKING LOT Out In Total 10 11 21

7 0 Right Thru

PRIVATE DRIVE Out In Total 15 78 93

Peak Hour Data

Attachment E - Traffic Study COUNTER MEASURES INC 1889 YORK ST DENVER COLORADO 303-333-7409

N/S STREET: 56TH ST E/W STREET: ARAPAHOE AVE (HWY 7) CITY: BOULDER COUNTY: BOULDER

Start Time 07:30 AM 07:45 AM Total

56TH ST SOUTHBOUND Left Thru Right Peds 0 0 0 0 0 0 2 0 0 0 2 0

File Name : 56TH ST ARAPAHOE AVE Site Code : 00000015 Start Date : 1/14/2025 Page No : 1

Groups Printed- Unshifted ARAPAHOE AVE PRIVATE DRIVE WESTBOUND NORTHBOUND Left Thru Right Peds Left Thru Right Peds 0 286 2 0 0 0 0 0 0 332 2 0 0 0 0 0 0 618 4 0 0 0 0 0

ARAPAHOE AVE EASTBOUND Left Thru Right Peds Int. Total 0 129 2 0 419 0 141 0 1 478 0 270 2 1 897

08:00 AM 08:15 AM 08:30 AM 08:45 AM Total

0 0 0 0 0

1 2 5 3 11

0 0 0 0 0

363 338 355 376 1432

3 7 3 4 17

1 0 2 1 4

0 0 0 0 0

0 0 0 2 2

0 0 0 0 0

146 178 185 206 715

1 1 1 1 4

0 0 0 0 0

515 526 551 593 2185

09:00 AM 09:15 AM

0 0

3 3

0 0

324 283

5 7

1 4

0 0

1 1

0 0

171 159

2 2

0 0

507 459

Total

607

330

966

11:30 AM 11:45 AM Total

0 0 0

3 2 5

0 0 0

263 239 502

3 6 9

2 1 3

0 0 0

1 0 1

0 0 0

243 236 479

1 0 1

0 0 0

516 484 1000

12:00 PM 12:15 PM 12:30 PM 12:45 PM Total

0 0 0 0 0

5 3 1 0 9

0 0 0 0 0

239 259 207 256 961

3 5 2 3 13

2 3 1 1 7

0 0 0 0 0

1 0 0 2 3

0 0 0 0 0

228 256 255 249 988

0 0 1 6 7

1 0 0 0 1

479 526 467 517 1989

01:00 PM 01:15 PM

0 0

5 4

0 0

246 252

3 1

0 0

248 267

0 3

0 0

502 527

Total

498

515

1029

04:00 PM 04:15 PM 04:30 PM 04:45 PM Total

0 0 0 0 0

15 6 4 3 28

0 2 0 0 2

0 0 0 0 0

261 213 234 265 973

2 1 4 3 10

1 2 3 2 8

0 0 0 0 0

4 1 2 1 8

0 0 0 0 0

379 463 437 437 1716

1 0 1 1 3

0 0 0 1 1

663 688 685 713 2749

05:00 PM 05:15 PM 05:30 PM 05:45 PM Total

0 0 0 0 0

6 10 6 6 28

0 0 0 0 0

243 199 199 186 827

1 3 2 0 6

1 0 0 0 1

0 0 0 0 0

5 1 0 2 8

0 0 0 0 0

0 2 1 0 3

444 457 374 316 1591

2 3 2 3 10

0 0 0 0 0

702 675 584 513 2474

Grand Total Apprch % Total %

0 0 0

98 98 0.7

2 2 0

0 0 0

6418 98.4 48.3

75 1.2 0.6

28 0.4 0.2

0 0 0

24 100 0.2

0 0 0

3 0 0

6604 99.4 49.7

34 0.5 0.3

3 0 0

13289

Attachment E - Traffic Study COUNTER MEASURES INC 1889 YORK ST DENVER COLORADO 303-333-7409

N/S STREET: 56TH ST E/W STREET: ARAPAHOE AVE (HWY 7) CITY: BOULDER COUNTY: BOULDER

56TH ST SOUTHBOUND

File Name : 56TH ST ARAPAHOE AVE Site Code : 00000015 Start Date : 1/14/2025 Page No : 2

ARAPAHOE AVE WESTBOUND

Start Time Left Thru Right Peds App. Total Left Thru Right Peds Peak Hour Analysis From 07:30 AM to 09:15 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM 0 0 1 0 1 0 363 3 1 08:00 AM 7 0 0 2 0 2 0 338 0 08:15 AM 5 5 2 08:30 AM 0 0 0 0 355 3 0 0 3 0 3 0 376 4 1 08:45 AM Total Volume 0 0 11 0 11 0 1432 17 4 % App. Total 0 0 100 0 0 98.6 1.2 0.3

PHF .000 .000 .550 .000

PRIVATE DRIVE NORTHBOUND Left Thru

App. Total

367 345 360 381 1453

.550 .000 .952 .607 .500

Out 17

0 0 0 0 0 0

Right

Peds

App. Total

0 0 0 0 0 0 2 0 0 2 0 100

0 0 0 0 0 0

0 0 0 2 2

.953 .000 .000 .250 .000

56TH ST In 11

11 0 Right Thru

ARAPAHOE AVE EASTBOUND Left Thru

0 146 0 178 0 185 0 206 0 715 0 99.4

.250 .000 .868

Peds

App. Total

Int. Total

1 0 1 0 1 0 1 0 4 0 0.6 0 1.0 .000 0

147 179 186 207 719

515 526 551 593 2185

.868

.921

Right

Total 28

0 0 Left Peds

0 Left

Unshifted

Left Thru Right Peds 0 0 2 0 4 2 6 Out In Total PRIVATE DRIVE

0 4 Left Peds

0 4 715 Peds Right Thru

Peak Hour Begins at 08:00 AM

ARAPAHOE AVE Out In Total 717 1453 2170

North

17 1432 Right Thru

ARAPAHOE AVE Out In Total 1443 719 2162

Peak Hour Data

Attachment E - Traffic Study COUNTER MEASURES INC 1889 YORK ST DENVER COLORADO 303-333-7409

N/S STREET: 56TH ST E/W STREET: ARAPAHOE AVE (HWY 7) CITY: BOULDER COUNTY: BOULDER 56TH ST SOUTHBOUND

File Name : 56TH ST ARAPAHOE AVE Site Code : 00000015 Start Date : 1/14/2025 Page No : 3

ARAPAHOE AVE WESTBOUND

Start Time Left Thru Right Peds App. Total Left Thru Right Peds Peak Hour Analysis From 11:30 AM to 01:15 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 12:30 PM 1 12:30 PM 0 0 1 0 1 0 207 2 3 12:45 PM 0 0 0 0 0 0 256 1 5 5 01:00 PM 0 0 0 0 246 3 0 01:15 PM 0 0 4 0 4 0 252 1 0 Total Volume 0 0 10 0 10 0 961 9 2 % App. Total 0 0 100 0 0 98.9 0.9 0.2 PHF .000 .000 .500 .000 .500 .000 .938 .750 .500

PRIVATE DRIVE NORTHBOUND Left Thru

App. Total

210 260 249 253 972

0 0 0 0 0 0

Right

Peds

0 0 2 0 0 0 0 0 0 2 0 100

0 0 0 0 0 0

.935 .000 .000 .250 .000

Out 9

56TH ST In 10

10 0 Right Thru

ARAPAHOE AVE EASTBOUND Left Thru

Right

Peds

0 255 0 249 0 248 0 267 0 1019 0 99

1 6 0 3 10 1

App. Total

Int. Total

0 0 0 0 0 0

256 255 248 270 1029

467 517 502 527 2013

.250 .000 .954 .417 .000

.953

.955

App. Total

0 2 0 0 2

Total 19

0 0 Left Peds

0 Left

Unshifted

Left Thru Right Peds 0 0 2 0 10 2 12 Out In Total PRIVATE DRIVE

0 2 Left Peds

0 10 1019 Peds Right Thru

Peak Hour Begins at 12:30 PM

ARAPAHOE AVE Out In Total 1021 972 1993

North

9 961 Right Thru

ARAPAHOE AVE Out In Total 971 1029 2000

Peak Hour Data

Attachment E - Traffic Study COUNTER MEASURES INC 1889 YORK ST DENVER COLORADO 303-333-7409

N/S STREET: 56TH ST E/W STREET: ARAPAHOE AVE (HWY 7) CITY: BOULDER COUNTY: BOULDER 56TH ST SOUTHBOUND

File Name : 56TH ST ARAPAHOE AVE Site Code : 00000015 Start Date : 1/14/2025 Page No : 4

ARAPAHOE AVE WESTBOUND

Start Time Left Thru Right Peds App. Total Left Thru Right Peds Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 6 2 8 04:15 PM 0 0 0 213 1 2 4 3 04:30 PM 0 0 4 0 4 0 234 04:45 PM 0 0 3 0 3 0 265 3 2 05:00 PM 0 0 6 0 6 0 243 1 1 Total Volume 0 0 19 2 21 0 955 9 8 % App. Total 0 0 90.5 9.5 0 98.3 0.9 0.8 PHF .000 .000 .792 .250 .656 .000 .901 .563 .667

PRIVATE DRIVE NORTHBOUND Left Thru

App. Total

216 241 270 245 972

0 0 0 0 0 0

Right

Peds

0 1 0 2 0 1 5 0 0 9 0 100

0 0 0 0 0 0

.900 .000 .000 .450 .000

Out 9

56TH ST In 21

19 0 Right Thru

ARAPAHOE AVE EASTBOUND Left Thru

Right

Peds

0 463 0 437 0 437 0 444 0 1781 0 99.7

0 1 1 2 4 0.2

App. Total

Int. Total

0 0 1 0 1 0.1

463 438 439 446 1786

688 685 713 702 2788

.450 .000 .962 .500 .250

.964

.978

App. Total

1 2 1 5 9

Total 30

0 2 Left Peds

0 Left

Unshifted

Left Thru Right Peds 0 0 9 0 4 9 13 Out In Total PRIVATE DRIVE

0 8 Left Peds

1 4 1781 Peds Right Thru

Peak Hour Begins at 04:15 PM

ARAPAHOE AVE Out In Total 1790 972 2762

North

9 955 Right Thru

ARAPAHOE AVE Out In Total 974 1786 2760

Peak Hour Data

Attachment E - Traffic Study

LEVEL OF SERVICE DEFINITIONS From Highway Capacity Manual, Transportation Research Board SIGNALIZED INTERSECTION LEVEL OF SERVICE (LOS)

LOS

Average Vehicle Delay sec/vehicle

<10 seconds

Describes operations with low control delay, up to 10 sec/veh. This LOS occurs when progression is extremely favorable and most vehicles arrive during the green phase. Many vehicles do not stop at all. Short cycle lengths may tend to contribute to low delay values.

10 to 20 seconds

Describes operations with control delay greater than 10 seconds and up to 20 sec/veh. This level generally occurs with good progression, short cycle lengths, or both. More vehicles stop than with LOS A, causing higher levels of delay.

20 to 35 seconds

Describes operations with control delay greater than 20 and up to 35 sec/veh. These higher delays may result from only fair progression, longer cycle length, or both. Individual cycle failures may begin to appear at this level. Cycle failure occurs when a given green phase does not serve queued vehicles, and overflows occur. The number of vehicles stopping is significant at this level, though many still pass through the intersection without stopping.

35 to 55 seconds

Describes operations with control delay greater than 35 and up to 55 sec/veh. At LOS D, the influence of congestion becomes more noticeable. Longer delays may result from some combination of unfavorable progression, long cycle lengths, and high v/c ratios. Many vehicles stop, and the proportion of vehicles not stopping declines. Individual cycle failures are noticeable.

55 to 80 seconds

Describes operations with control delay greater than 55 and up to 80 sec/veh. These high delay values generally indicate poor progression, long cycle lengths, and high v/c ratios. Individual cycle failures are frequent.

>80 seconds

Describes operations with control delay in excess of 80 sec/veh. This level, considered unacceptable to most drivers, often occurs with over-saturation, that is, when arrival flow rates exceed the capacity of lane groups. It may also occur at high v/c ratios with many individual cycle failures. Poor progression and long cycle lengths may also contribute significantly to high delay levels.

Operational Characteristics

Attachment E - Traffic Study

LEVEL OF SERVICE DEFINITIONS From Highway Capacity Manual, Transportation Research Board UNSIGNALIZED INTERSECTION LEVEL OF SERVICE (LOS) Applicable to Two-Way Stop Control, All-Way Stop Control, and Roundabouts

LOS

Average Vehicle Control Delay

<10 seconds

Normally, vehicles on the stop-controlled approach only have to wait up to 10 seconds before being able to clear the intersection. Left-turning vehicles on the uncontrolled street do not have to wait to make their turn.

10 to 15 seconds

Vehicles on the stop-controlled approach will experience delays before being able to clear the intersection. The delay could be up to 15 seconds. Left-turning vehicles on the uncontrolled street may have to wait to make their turn.

15 to 25 seconds

Vehicles on the stop-controlled approach can expect delays in the range of 15 to 25 seconds before clearing the intersection. Motorists may begin to take chances due to the long delays, thereby posing a safety risk to through traffic. Left-turning vehicles on the uncontrolled street will now be required to wait to make their turn causing a queue to be created in the turn lane.

25 to 35 seconds

This is the point at which a traffic signal may be warranted for this intersection. The delays for the stop-controlled intersection are not considered to be excessive. The length of the queue may begin to block other public and private access points.

35 to 50 seconds

The delays for all critical traffic movements are considered to be unacceptable. The length of the queues for the stop-controlled approaches as well as the left-turn movements are extremely long. There is a high probability that this intersection will meet traffic signal warrants. The ability to install a traffic signal is affected by the location of other existing traffic signals. Consideration may be given to restricting the accesses by eliminating the left-turn movements from and to the stop-controlled approach.

>50 seconds

The delay for the critical traffic movements are probably in excess of 100 seconds. The length of the queues are extremely long. Motorists are selecting alternative routes due to the long delays. The only remedy for these long delays is installing a traffic signal or restricting the accesses. The potential for accidents at this intersection are extremely high due to motorist taking more risky chances. If the median permits, motorists begin making two-stage left-turns.

Operational Characteristics

Attachment E - Traffic Study HCM 6th TWSC Existing AM Peak 1: 55th St & Commercial Site Access/Western Site Driveay (North)

Intersection Int Delay, s/veh

0.7

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 17 4 0 2 79 876 12 5 400 32 Traffic Vol, veh/h 5 0 Future Vol, veh/h 5 0 17 4 0 2 79 876 12 5 400 32 1 5 0 5 1 0 5 5 0 1 Conflicting Peds, #/hr 1 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None - None - None - None Storage Length 0 25 25 Veh in Median Storage, # 1 1 0 0 Grade, % 0 0 0 0 97 97 97 97 97 97 97 97 97 97 Peak Hour Factor 97 97 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 0 2 81 903 12 5 412 33 Mvmt Flow 5 0 18 4 Major/Minor Minor2 Conflicting Flow All 1059 1522 Stage 1 440 440 Stage 2 619 1082 Critical Hdwy 7.54 6.54 Critical Hdwy Stg 1 6.54 5.54 Critical Hdwy Stg 2 6.54 5.54 Follow-up Hdwy 3.52 4.02 Pot Cap-1 Maneuver *549 207 Stage 1 *566 576 Stage 2 *695 510 Platoon blocked, % 1 1 Mov Cap-1 Maneuver *512 190 Mov Cap-2 Maneuver *477 320 Stage 1 *524 573 Stage 2 *639 470 Approach HCM Control Delay, s HCM LOS

EB 10.4 B

Minor1 Major1 229 1297 1532 468 446 - 1076 1076 - 221 456 6.94 7.54 6.54 6.94 4.14 - 6.54 5.54 - 6.54 5.54 3.32 3.52 4.02 3.32 2.22 774 310 203 *737 1111 - 553 514 - 761 567 1 1 1 770 283 187 *730 1110 - 387 304 - 511 474 - 737 564 WB 13 B

Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

NBL 1110 0.073 8.5 A 0.2

Notes ~: Volume exceeds capacity

$: Delay exceeds 300s

0 -

Major2 0 920 - 4.14 - 2.22 - *1102 1 - *1097 -

NB 0.7

NBT NBR EBLn1 EBLn2WBLn1 SBL - 477 770 459 * 1097 - 0.011 0.023 0.013 0.005 - 12.6 9.8 13 8.3 B A B A 0 0.1 0 0 -

0 -

SB 0.1

SBT SBR -

+: Computation Not Defined

*: All major volume in platoon

Synchro 11 Report CSM

Attachment E - Traffic Study Existing

Timings 4: 55th St & Arapahoe Ave

Lane Group Lane Configurations Traffic Volume (vph) Future Volume (vph) Turn Type Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead-Lag Optimize? Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS

AM Peak

EBU

EBL

EBT

EBR

WBU

WBL

WBT

WBR

NBL

NBT

SBL

SBT

1 1 custom

139 139 pm+pt 7 4 7

501 501 NA 4

32 32 Perm

3 3 pm+pt 3 8 3

59 59 pm+pt 3 8 3

1150 1150 NA 8

223 223 Perm

165 165 pm+pt 5 2 5

536 536 NA 2

145 145 pm+pt 1 6 1

148 148 NA 6

4.0 9.2 13.0 12.0% 3.2 2.0

4.0 10.0 10.0 9.2 31.0 31.0 13.0 41.0 41.0 12.0% 38.0% 38.0% 3.2 4.3 4.3 2.0 1.7 1.7 0.0 0.0 0.0 5.2 6.0 6.0 Lead Lag Lag Yes Yes Yes None C-Max C-Max 51.7 45.0 45.0 0.48 0.42 0.42 0.15 0.85 0.32 13.3 36.7 7.0 0.0 0.0 0.0 7.0 13.3 36.7 B D A 31.1 C

4.0 9.0 11.0 10.2% 3.0 2.0 0.0 5.0 Lead Yes None 31.7 0.29 0.50 32.4 0.0 32.4 C

6.0 35.9 36.0 33.3% 3.9 2.0 0.0 5.9 Lag Yes Min 24.8 0.23 0.80 46.3 0.0 46.3 D 43.3 D

4.0 9.0 11.0 10.2% 3.0 2.0 0.0 5.0 Lead Yes None 31.0 0.29 0.47 28.6 0.0 28.6 C

6.0 35.9 36.0 33.3% 3.9 2.0 0.0 5.9 Lag Yes Min 24.5 0.23 0.38 37.0 0.0 37.0 D 23.8 C

7 7 4.0 9.2 20.0 18.5% 3.2 2.0 Lead Yes None

4 4

10.0 4.0 10.0 9.2 25.0 25.0 48.0 20.0 48.0 18.5% 44.4% 44.4% 3.2 4.3 4.3 1.7 2.0 1.7 0.0 0.0 0.0 5.2 6.0 6.0 Lead Lag Lag Yes Yes Yes None C-Max C-Max 60.8 51.4 51.4 0.56 0.48 0.48 0.64 0.32 0.04 30.4 19.9 0.1 0.0 0.0 0.0 30.4 19.9 0.1 C B A 21.1 C

Lead Yes None

8 8

Intersection Summary Cycle Length: 108 Actuated Cycle Length: 108 Offset: 98 (91%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.85 Intersection Signal Delay: 30.9 Intersection LOS: C Intersection Capacity Utilization 78.8% ICU Level of Service D Analysis Period (min) 15 Splits and Phases:

4: 55th St & Arapahoe Ave

Synchro 11 Report CSM

Timings 4: 55th St & Arapahoe Ave

Attachment E - Traffic Study Existing AM Peak

SBR 129 129 Perm 6 6 6.0 35.9 36.0 33.3% 3.9 2.0 0.0 5.9 Lag Yes Min 24.5 0.23 0.28 3.2 0.0 3.2 A

Intersection Summary

Synchro 11 Report CSM

Attachment E - Traffic Study Existing

HCM 6th Signalized Intersection Summary 4: 55th St & Arapahoe Ave

Movement EBU Lane Configurations Traffic Volume (veh/h) 1 Future Volume (veh/h) 1 Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS

1 10.7 5.0 6.0 5.8 0.0

AM Peak

EBL

EBT

EBR

WBU

WBL

WBT

WBR

NBL

NBT

NBR

SBL

139 139 0 1.00 1.00

501 501 0

32 32 0 0.98 1.00

3 3

59 59 0 1.00 1.00

1150 1150 0

223 223 0 0.98 1.00

165 165 0 1.00 1.00

536 536 0

59 59 0 0.98 1.00

145 145 0 1.00 1.00

1870 242 0.92 2 717 0.46 1560 242 1560 10.7 10.7 1.00 717 0.34 717 1.00 1.00 18.7 1.3 0.0 3.9

1870 179 0.92 2 319 0.06 1781 179 1781 6.0 6.0 1.00 319 0.56 319 1.00 1.00 34.6 1.4 0.0 1.4

1870 64 0.92 2 77 0.22 353 326 1799 18.7 18.7 0.20 394 0.83 501 1.00 1.00 40.2 8.2 0.0 8.9

1870 158 0.92 2 387 0.05 3456 158 1728 3.8 3.8 1.00 387 0.41 395 1.00 1.00 31.9 0.3 0.0 1.5

36.0 D

48.5 D

32.2 C

1870 151 0.92 2 239 0.06 1781 151 1781 4.7 4.7 1.00 239 0.63 369 1.00 1.00 21.3 2.8 0.0 1.9

1.00 No 1870 545 0.92 2 1746 0.49 3554 545 1777 10.0 10.0 1746 0.31 1746 1.00 1.00 16.5 0.5 0.0 3.9

1.00 No 1870 1250 0.92 2 1633 0.46 3554 1250 1777 31.7 31.7

1870 35 0.92 2 759 0.49 1546 35 1546 1.3 1.3 1.00 759 0.05 759 1.00 1.00 14.3 0.1 0.0 0.4

1870 64 0.92 2 456 0.03 1781 64 1781 2.0 2.0 1.00 456 0.14 528 1.00 1.00 14.7 0.1 0.0 0.8 14.7 B

27.8 C 1556 26.1 C

19.9 B

6 29.3 5.9 30.1 10.4 0.9

7 12.1 * 5.2 * 15 6.7 0.2

8 55.6 *6 * 35 33.7 1.0

24.1 C

17.0 B 731 18.3 B

14.4 B

2 29.6 5.9 30.1 20.7 2.1

3 8.7 * 5.2 * 7.8 4.0 0.0

4 59.1 *6 * 42 12.0 1.7

5 11.0 5.0 6.0 8.0 0.0

1633 0.77 1633 1.00 1.00 24.3 3.5 0.0 13.0

1.00 No 1870 583 0.92 2 706 0.22 3223 321 1777 18.6 18.6 389 0.82 495 1.00 1.00 40.2 8.1 0.0 8.7 48.2 D 826 45.7 D

30.2 C

Notes User approved ignoring U-Turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Synchro 11 Report CSM

HCM 6th Signalized Intersection Summary 4: 55th St & Arapahoe Ave

Movement SBT Lane Configurations Traffic Volume (veh/h) 148 Future Volume (veh/h) 148 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) Parking Bus, Adj 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1870 161 Adj Flow Rate, veh/h Peak Hour Factor 0.92 2 Percent Heavy Veh, % Cap, veh/h 405 Arrive On Green 0.22 Sat Flow, veh/h 1870 Grp Volume(v), veh/h 161 Grp Sat Flow(s),veh/h/ln 1870 Q Serve(g_s), s 8.0 Cycle Q Clear(g_c), s 8.0 Prop In Lane Lane Grp Cap(c), veh/h 405 V/C Ratio(X) 0.40 Avail Cap(c_a), veh/h 521 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 36.3 Uniform Delay (d), s/veh Incr Delay (d2), s/veh 0.5 0.0 Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln 3.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 36.7 LnGrp LOS D Approach Vol, veh/h 459 Approach Delay, s/veh 35.3 Approach LOS D

Attachment E - Traffic Study Existing AM Peak

SBR 129 129 0 0.98 1.00 1870 140 0.92 2 337 0.22 1554 140 1554 8.4 8.4 1.00 337 0.42 433 1.00 1.00 36.4 0.6 0.0 3.1 37.0 D

Timer - Assigned Phs

Synchro 11 Report CSM

Attachment E - Traffic Study Existing

HCM 6th TWSC 5: Neuromuscular Therapy Driveway/56th St & Arapahoe Ave

Intersection Int Delay, s/veh

AM Peak

0.1

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 0 1432 17 0 0 2 0 0 11 Traffic Vol, veh/h 0 715 Future Vol, veh/h 0 715 4 0 1432 17 0 0 2 0 0 11 0 0 0 4 0 0 0 0 0 4 Conflicting Peds, #/hr 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None - None - None Storage Length 0 0 Veh in Median Storage, # 0 0 0 0 Grade, % 0 0 0 0 92 92 92 92 92 92 92 92 92 92 Peak Hour Factor 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 18 0 0 2 0 0 12 Mvmt Flow 0 777 4 0 1557 Major/Minor Major1 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver 0 Stage 1 0 Stage 2 0 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS

0 -

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) Notes ~: Volume exceeds capacity

Major2 0 0 0 0 WB 0

NBLn1 768 0.003 9.7 A 0

Minor1 0 0 0 0 -

0 0 0 -

Minor2 391 7.14 3.92 *768 0 0 0 1 *768 -

NB 9.7 A

0 0 0

796 7.14 3.92 283 -

281 -

SB 18.4 C

EBT EBR WBT WBR SBLn1 - 281 - 0.043 - 18.4 C 0.1 -

$: Delay exceeds 300s

+: Computation Not Defined

*: All major volume in platoon

Synchro 11 Report CSM

Attachment E - Traffic Study HCM 6th TWSC Existing PM Peak 1: 55th St & Commercial Site Access/Western Site Driveay (North)

Intersection Int Delay, s/veh

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 65 4 0 7 13 412 9 1 987 18 Traffic Vol, veh/h 11 0 Future Vol, veh/h 11 0 65 4 0 7 13 412 9 1 987 18 1 1 0 1 1 0 1 1 0 1 Conflicting Peds, #/hr 1 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None - None - None - None Storage Length 0 25 25 Veh in Median Storage, # 1 1 0 0 Grade, % 0 0 0 0 87 87 87 87 87 87 87 87 87 87 Peak Hour Factor 87 87 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 0 8 15 474 10 1 1134 21 Mvmt Flow 13 0 75 5 Major/Minor Minor2 Conflicting Flow All 1416 1663 Stage 1 1148 1148 Stage 2 268 515 Critical Hdwy 7.54 6.54 Critical Hdwy Stg 1 6.54 5.54 Critical Hdwy Stg 2 6.54 5.54 Follow-up Hdwy 3.52 4.02 Pot Cap-1 Maneuver *132 114 Stage 1 *211 272 Stage 2 *871 701 Platoon blocked, % 1 1 Mov Cap-1 Maneuver *128 110 Mov Cap-2 Maneuver *181 215 Stage 1 *206 271 Stage 2 *841 683 Approach HCM Control Delay, s HCM LOS

EB 16.1 C

Minor1 Major1 580 1080 1668 244 1156 - 510 510 - 570 1158 6.94 7.54 6.54 6.94 4.14 - 6.54 5.54 - 6.54 5.54 3.32 3.52 4.02 3.32 2.22 458 256 113 *924 600 - 782 704 - 474 269 1 1 1 457 209 110 *923 599 - 311 205 - 762 686 - 396 268 WB 11.9 B

Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

NBL 599 0.025 11.2 B 0.1

Notes ~: Volume exceeds capacity

$: Delay exceeds 300s

0 -

Major2 0 485 - 4.14 - 2.22 - 1323 1 - 1322 -

NB 0.3

NBT NBR EBLn1 EBLn2WBLn1 SBL - 181 457 538 1322 - 0.07 0.163 0.024 0.001 - 26.4 14.4 11.9 7.7 D B B A 0.2 0.6 0.1 0 -

0 -

SB 0

SBT SBR -

+: Computation Not Defined

*: All major volume in platoon

Synchro 11 Report CSM

Attachment E - Traffic Study Existing

Timings 4: 55th St & Arapahoe Ave

PM Peak

EBU

EBL

EBT

EBR

WBU

WBL

WBT

WBR

NBL

NBT

SBL

SBT

2 2 custom

113 113 pm+pt 7 4 7

1032 1032 NA 4

163 163 Perm

9 9 Perm

750 750 NA 8

120 120 Perm

380 380 pm+pt 1 6 1

530 530 NA 6

8 8

74 74 pm+pt 5 2 5

177 177 NA 2

4 4

98 98 pm+pt 3 8 3

4.0 9.0 11.0 9.2% 3.0 2.0 0.0 5.0 Lead Yes None 35.9 0.30 0.52 35.1 0.0 35.1 D

6.0 35.9 37.0 30.8% 3.9 2.0 0.0 5.9 Lag Yes Min 29.3 0.24 0.28 31.1 0.0 31.1 C 32.0 C

4.0 9.0 20.0 16.7% 3.0 2.0 0.0 5.0 Lead Yes None 47.3 0.39 0.45 25.7 0.0 25.7 C

6.0 35.9 46.0 38.3% 3.9 2.0 0.0 5.9 Lag Yes Min 37.6 0.31 0.93 63.1 0.0 63.1 E 41.9 D

7 7 4.0 9.2 12.0 10.0% 3.2 2.0 Lead Yes None

10.0 10.0 4.0 10.0 9.2 25.0 25.0 31.0 47.0 51.0 12.0 47.0 10.0% 39.2% 39.2% 42.5% 3.2 4.3 4.3 4.3 1.7 1.7 2.0 1.7 0.0 0.0 0.0 5.2 6.0 6.0 Lead Lag Lag Lag Yes Yes Yes Yes None C-Max C-Max C-Max 56.4 48.6 48.6 0.47 0.40 0.40 0.39 0.74 0.23 21.1 35.9 5.0 0.0 0.0 0.0 21.1 35.9 5.0 C D A 30.8 C

8 8

4.0 10.0 10.0 9.2 31.0 31.0 16.0 51.0 51.0 13.3% 42.5% 42.5% 3.2 4.3 4.3 2.0 1.7 1.7 0.0 0.0 0.0 5.2 6.0 6.0 Lead Lag Lag Yes Yes Yes None C-Max C-Max 58.2 49.4 49.4 0.48 0.41 0.41 0.52 0.52 0.17 25.6 29.4 1.9 0.0 0.0 0.0 1.9 25.6 29.4 C C A 25.6 C

Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 98 (82%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.93 Intersection Signal Delay: 32.7 Intersection LOS: C Intersection Capacity Utilization 84.9% ICU Level of Service E Analysis Period (min) 15 Splits and Phases:

4: 55th St & Arapahoe Ave

Synchro 11 Report CSM

Timings 4: 55th St & Arapahoe Ave

Attachment E - Traffic Study Existing PM Peak

SBR 145 145 Perm 6 6 6.0 35.9 46.0 38.3% 3.9 2.0 0.0 5.9 Lag Yes Min 37.6 0.31 0.26 7.0 0.0 7.0 A

Intersection Summary

Synchro 11 Report CSM

Attachment E - Traffic Study Existing

HCM 6th Signalized Intersection Summary 4: 55th St & Arapahoe Ave

Movement EBU Lane Configurations Traffic Volume (veh/h) 2 Future Volume (veh/h) 2 Initial Q (Qb), veh Ped-Bike Adj(A_pbT) Parking Bus, Adj Work Zone On Approach Adj Sat Flow, veh/h/ln Adj Flow Rate, veh/h Peak Hour Factor Percent Heavy Veh, % Cap, veh/h Arrive On Green Sat Flow, veh/h Grp Volume(v), veh/h Grp Sat Flow(s),veh/h/ln Q Serve(g_s), s Cycle Q Clear(g_c), s Prop In Lane Lane Grp Cap(c), veh/h V/C Ratio(X) Avail Cap(c_a), veh/h HCM Platoon Ratio Upstream Filter(I) Uniform Delay (d), s/veh Incr Delay (d2), s/veh Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh LnGrp LOS Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s Max Green Setting (Gmax), s Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s Intersection Summary HCM 6th Ctrl Delay HCM 6th LOS

1 16.6 5.0 15.0 11.6 0.1

PM Peak

EBL

EBT

EBR

WBU

WBL

WBT

WBR

NBL

NBT

NBR

SBL

113 113 0 1.00 1.00

1032 1032 0

163 163 0 0.96 1.00

9 9

98 98 0 1.00 1.00

750 750 0

120 120 0 0.98 1.00

74 74 0 1.00 1.00

177 177 0

59 59 0 0.97 1.00

380 380 0 0.99 1.00

1870 122 0.98 2 635 0.41 1547 122 1547 6.1 6.1 1.00 635 0.19 635 1.00 1.00 22.7 0.7 0.0 2.2

1870 76 0.98 2 159 0.04 1781 76 1781 3.7 3.7 1.00 159 0.48 170 1.00 1.00 34.2 0.8 0.0 1.6

1870 60 0.98 2 215 0.26 838 121 1688 6.9 6.9 0.50 432 0.28 438 1.00 1.00 35.8 0.3 0.0 2.8

1870 388 0.98 2 890 0.10 3456 388 1728 9.6 9.6 1.00 890 0.44 987 1.00 1.00 27.3 0.1 0.0 3.9

35.0 D

36.0 D

27.4 C

1870 115 0.98 2 309 0.05 1781 115 1781 4.4 4.4 1.00 309 0.37 317 1.00 1.00 20.4 0.7 0.0 1.8

1.00 No 1870 1053 0.98 2 1477 0.42 3554 1053 1777 29.5 29.5 1477 0.71 1477 1.00 1.00 29.1 3.0 0.0 12.5

1.00 No 1870 765 0.98 2 1458 0.41 3554 765 1777 19.4 19.4

1870 166 0.98 2 634 0.42 1526 166 1526 8.6 8.6 1.00 634 0.26 634 1.00 1.00 23.0 1.0 0.0 3.1

1870 100 0.98 2 222 0.05 1781 100 1781 3.9 3.9 1.00 222 0.45 298 1.00 1.00 23.2 0.5 0.0 1.6 23.7 C

27.9 C 987 26.9 C

23.3 C

6 43.0 5.9 40.1 35.8 1.3

7 11.5 * 5.2 * 6.8 6.4 0.0

8 55.2 *6 * 45 21.4 5.4

21.2 C

32.1 C 1334 30.1 C

24.0 C

2 36.6 5.9 31.1 8.9 1.0

3 10.9 * 5.2 * 11 5.9 0.0

4 55.9 *6 * 41 31.5 2.8

5 10.3 5.0 6.0 5.7 0.0

1458 0.52 1458 1.00 1.00 26.6 1.4 0.0 8.1

1.00 No 1870 181 0.98 2 672 0.26 2627 120 1777 6.5 6.5 455 0.26 460 1.00 1.00 35.6 0.2 0.0 2.8 35.8 D 317 35.7 D

34.0 C

Notes User approved ignoring U-Turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Synchro 11 Report CSM

HCM 6th Signalized Intersection Summary 4: 55th St & Arapahoe Ave

Movement SBT Lane Configurations Traffic Volume (veh/h) 530 Future Volume (veh/h) 530 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) Parking Bus, Adj 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1870 541 Adj Flow Rate, veh/h Peak Hour Factor 0.98 2 Percent Heavy Veh, % Cap, veh/h 578 Arrive On Green 0.31 Sat Flow, veh/h 1870 Grp Volume(v), veh/h 541 Grp Sat Flow(s),veh/h/ln 1870 Q Serve(g_s), s 33.8 Cycle Q Clear(g_c), s 33.8 Prop In Lane Lane Grp Cap(c), veh/h 578 V/C Ratio(X) 0.94 Avail Cap(c_a), veh/h 625 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 40.3 Uniform Delay (d), s/veh Incr Delay (d2), s/veh 20.7 0.0 Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln 18.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 61.0 LnGrp LOS E Approach Vol, veh/h 1077 Approach Delay, s/veh 44.9 Approach LOS D

Attachment E - Traffic Study Existing PM Peak

SBR 145 145 0 0.97 1.00 1870 148 0.98 2 476 0.31 1540 148 1540 8.8 8.8 1.00 476 0.31 515 1.00 1.00 31.7 0.3 0.0 3.2 32.0 C

Timer - Assigned Phs

Synchro 11 Report CSM

Attachment E - Traffic Study Existing

HCM 6th TWSC 5: Neuromuscular Therapy Driveway/56th St & Arapahoe Ave

Intersection Int Delay, s/veh

0.1

Movement EBL Lane Configurations Traffic Vol, veh/h 0 Future Vol, veh/h 0 Conflicting Peds, #/hr 2 Sign Control Free RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor 98 Heavy Vehicles, % 2 Mvmt Flow 0 Major/Minor Major1 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver 0 Stage 1 0 Stage 2 0 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS

PM Peak

EBT EBR WBL WBT WBR

Notes ~: Volume exceeds capacity

NBT NBR

SBL

SBT SBR

10 0 961 9 0 0 2 0 0 10 1450 1450 10 0 961 9 0 0 2 0 0 10 0 0 0 2 0 0 0 0 0 0 0 Free Free Free Free Free Stop Stop Stop Stop Stop Stop - None - None - None - None 0 0 0 0 0 0 0 0 0 0 98 98 98 98 98 98 98 98 98 98 98 2 2 2 2 2 2 2 2 2 2 2 9 0 0 2 0 0 10 1480 10 0 981

0 -

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)

NBL

Major2 0 0 0 0 WB 0

NBLn1 588 0.003 11.1 B 0

Minor1 0 0 0 0 -

0 0 0 -

Minor2 745 7.14 3.92 *588 0 0 0 1 *588 -

NB 11.1 B

0 0 0

497 7.14 3.92 444 -

443 -

SB 13.3 B

EBT EBR WBT WBR SBLn1 - 443 - 0.023 - 13.3 B 0.1 -

$: Delay exceeds 300s

+: Computation Not Defined

*: All major volume in platoon

Synchro 11 Report CSM

Attachment E - Traffic Study HCM 6th TWSC 2028 Background AM Peak 1: 55th St & Commercial Site Access/Western Site Driveay (North)

Intersection Int Delay, s/veh

0.7

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 17 4 0 2 79 880 12 5 405 32 Traffic Vol, veh/h 5 0 Future Vol, veh/h 5 0 17 4 0 2 79 880 12 5 405 32 2 6 0 6 2 0 6 6 0 2 Conflicting Peds, #/hr 2 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None - None - None - None Storage Length 0 25 25 Veh in Median Storage, # 1 1 0 0 Grade, % 0 0 0 0 97 97 97 97 97 97 97 97 97 97 Peak Hour Factor 97 97 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 0 2 81 907 12 5 418 33 Mvmt Flow 5 0 18 4 Major/Minor Minor2 Conflicting Flow All 1069 1534 Stage 1 447 447 Stage 2 622 1087 Critical Hdwy 7.54 6.54 Critical Hdwy Stg 1 6.54 5.54 Critical Hdwy Stg 2 6.54 5.54 Follow-up Hdwy 3.52 4.02 Pot Cap-1 Maneuver *536 203 Stage 1 *560 572 Stage 2 *695 505 Platoon blocked, % 1 1 Mov Cap-1 Maneuver *499 185 Mov Cap-2 Maneuver *471 315 Stage 1 *518 568 Stage 2 *638 465 Approach HCM Control Delay, s HCM LOS

EB 10.5 B

Minor1 Major1 234 1306 1544 472 453 - 1081 1081 - 225 463 6.94 7.54 6.54 6.94 4.14 - 6.54 5.54 - 6.54 5.54 3.32 3.52 4.02 3.32 2.22 768 303 199 *737 1104 - 548 510 - 757 562 1 1 1 762 276 182 *728 1102 - 381 299 - 504 469 - 732 558 WB 13.1 B

Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

NBL 1102 0.074 8.5 A 0.2

Notes ~: Volume exceeds capacity

$: Delay exceeds 300s

0 -

Major2 0 925 - 4.14 - 2.22 - *1102 1 - *1096 -

NB 0.7

NBT NBR EBLn1 EBLn2WBLn1 SBL - 471 762 453 * 1096 - 0.011 0.023 0.014 0.005 - 12.7 9.8 13.1 8.3 B A B A 0 0.1 0 0 -

0 -

SB 0.1

SBT SBR -

+: Computation Not Defined

*: All major volume in platoon

Synchro 11 Report CSM

Attachment E - Traffic Study 2028 Background

Timings 4: 55th St & Arapahoe Ave

AM Peak

EBU

EBL

EBT

EBR

WBU

WBL

WBT

WBR

NBL

NBT

SBL

SBT

1 1 Perm

140 140 pm+pt 7 4 7

510 510 NA 4

33 33 Perm

3 3 Perm

1170 1170 NA 8

225 225 Perm

146 146 pm+pt 1 6 1

149 149 NA 6

8 8

166 166 pm+pt 5 2 5

540 540 NA 2

4 4

60 60 pm+pt 3 8 3

4.0 9.0 11.0 10.2% 3.0 2.0 0.0 5.0 Lead Yes None 31.9 0.30 0.50 32.4 0.0 32.4 C

6.0 35.9 36.0 33.3% 3.9 2.0 0.0 5.9 Lag Yes Min 25.0 0.23 0.80 46.3 0.0 46.3 D 43.3 D

4.0 9.0 11.0 10.2% 3.0 2.0 0.0 5.0 Lead Yes None 31.1 0.29 0.47 28.7 0.0 28.7 C

6.0 35.9 36.0 33.3% 3.9 2.0 0.0 5.9 Lag Yes Min 24.6 0.23 0.38 36.9 0.0 36.9 D 23.8 C

4 4 10.0 25.0 48.0 44.4% 4.3 1.7 Lag Yes C-Max

10.0 10.0 4.0 10.0 9.2 25.0 25.0 31.0 48.0 41.0 20.0 48.0 18.5% 44.4% 44.4% 38.0% 3.2 4.3 4.3 4.3 1.7 1.7 2.0 1.7 0.0 0.0 0.0 5.2 6.0 6.0 Lead Lag Lag Lag Yes Yes Yes Yes None C-Max C-Max C-Max 60.7 51.2 51.2 0.56 0.47 0.47 0.64 0.33 0.05 30.7 20.1 0.1 0.0 0.0 0.0 30.7 20.1 0.1 C C A 21.3 C

8 8

4.0 10.0 10.0 9.2 31.0 31.0 13.0 41.0 41.0 12.0% 38.0% 38.0% 3.2 4.3 4.3 2.0 1.7 1.7 0.0 0.0 0.0 5.2 6.0 6.0 Lead Lag Lag Yes Yes Yes None C-Max C-Max 51.6 44.9 44.9 0.48 0.42 0.42 0.15 0.87 0.32 13.3 37.9 7.3 0.0 0.0 0.0 7.3 13.3 37.9 B D A 32.1 C

Intersection Summary Cycle Length: 108 Actuated Cycle Length: 108 Offset: 98 (91%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.87 Intersection Signal Delay: 31.4 Intersection LOS: C Intersection Capacity Utilization 79.9% ICU Level of Service D Analysis Period (min) 15 Splits and Phases:

4: 55th St & Arapahoe Ave

Synchro 11 Report CSM

Timings 4: 55th St & Arapahoe Ave

Attachment E - Traffic Study 2028 Background AM Peak

SBR 130 130 Perm 6 6 6.0 35.9 36.0 33.3% 3.9 2.0 0.0 5.9 Lag Yes Min 24.6 0.23 0.28 3.2 0.0 3.2 A

Intersection Summary

Synchro 11 Report CSM

Attachment E - Traffic Study 2028 Background

HCM 6th Signalized Intersection Summary 4: 55th St & Arapahoe Ave

1 10.7 5.0 6.0 5.8 0.0

AM Peak

EBL

EBT

EBR

WBU

WBL

WBT

WBR

NBL

NBT

NBR

SBL

140 140 0 1.00 1.00

510 510 0

33 33 0 0.97 1.00

3 3

60 60 0 1.00 1.00

1170 1170 0

225 225 0 0.98 1.00

166 166 0 1.00 1.00

540 540 0

60 60 0 0.98 1.00

146 146 0 1.00 1.00

1870 245 0.92 2 711 0.46 1559 245 1559 11.0 11.0 1.00 711 0.34 711 1.00 1.00 19.0 1.3 0.0 4.0

1870 180 0.92 2 321 0.06 1781 180 1781 6.0 6.0 1.00 321 0.56 321 1.00 1.00 34.4 1.3 0.0 1.4

1870 65 0.92 2 79 0.22 356 329 1798 18.8 18.8 0.20 399 0.82 501 1.00 1.00 40.0 8.1 0.0 8.9

1870 159 0.92 2 389 0.05 3456 159 1728 3.8 3.8 1.00 389 0.41 397 1.00 1.00 31.7 0.3 0.0 1.6

35.8 D

48.1 D

32.0 C

1870 152 0.92 2 234 0.06 1781 152 1781 4.8 4.8 1.00 234 0.65 363 1.00 1.00 21.9 3.0 0.0 2.0

1.00 No 1870 554 0.92 2 1734 0.49 3554 554 1777 10.2 10.2 1734 0.32 1734 1.00 1.00 16.8 0.5 0.0 4.0

1.00 No 1870 1272 0.92 2 1621 0.46 3554 1272 1777 32.7 32.7

1870 36 0.92 2 753 0.49 1544 36 1544 1.3 1.3 1.00 753 0.05 753 1.00 1.00 14.5 0.1 0.0 0.5

1870 65 0.92 2 449 0.03 1781 65 1781 2.1 2.1 1.00 449 0.14 520 1.00 1.00 14.9 0.1 0.0 0.8 14.9 B

28.8 C 1582 26.9 C

20.3 C

6 29.6 5.9 30.1 10.4 0.9

7 12.1 * 5.2 * 15 6.8 0.2

8 55.3 *6 * 35 34.7 0.2

25.0 C

17.3 B 742 18.7 B

14.6 B

2 29.8 5.9 30.1 20.8 2.1

3 8.7 * 5.2 * 7.8 4.1 0.0

4 58.7 *6 * 42 12.2 1.7

5 11.0 5.0 6.0 8.0 0.0

1621 0.78 1621 1.00 1.00 24.9 3.9 0.0 13.5

1.00 No 1870 587 0.92 2 714 0.22 3219 323 1777 18.7 18.7 394 0.82 495 1.00 1.00 40.0 8.0 0.0 8.8 47.9 D 832 45.4 D

30.5 C

Notes User approved ignoring U-Turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Synchro 11 Report CSM

HCM 6th Signalized Intersection Summary 4: 55th St & Arapahoe Ave

Movement SBT Lane Configurations Traffic Volume (veh/h) 149 Future Volume (veh/h) 149 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) Parking Bus, Adj 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1870 162 Adj Flow Rate, veh/h Peak Hour Factor 0.92 2 Percent Heavy Veh, % Cap, veh/h 410 Arrive On Green 0.22 Sat Flow, veh/h 1870 Grp Volume(v), veh/h 162 Grp Sat Flow(s),veh/h/ln 1870 Q Serve(g_s), s 8.0 Cycle Q Clear(g_c), s 8.0 Prop In Lane Lane Grp Cap(c), veh/h 410 V/C Ratio(X) 0.39 Avail Cap(c_a), veh/h 521 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 36.0 Uniform Delay (d), s/veh Incr Delay (d2), s/veh 0.5 0.0 Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln 3.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 36.5 LnGrp LOS D Approach Vol, veh/h 462 Approach Delay, s/veh 35.0 Approach LOS D

Attachment E - Traffic Study 2028 Background AM Peak

SBR 130 130 0 0.98 1.00 1870 141 0.92 2 340 0.22 1552 141 1552 8.4 8.4 1.00 340 0.41 433 1.00 1.00 36.2 0.6 0.0 3.1 36.8 D

Timer - Assigned Phs

Synchro 11 Report CSM

Attachment E - Traffic Study 2028 Background

HCM 6th TWSC 5: Neuromuscular Therapy Driveway/56th St & Arapahoe Ave

Intersection Int Delay, s/veh

AM Peak

0.1

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 0 1462 17 0 0 2 0 0 11 Traffic Vol, veh/h 0 730 Future Vol, veh/h 0 730 4 0 1462 17 0 0 2 0 0 11 1 0 0 3 0 0 1 0 0 3 Conflicting Peds, #/hr 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None - None - None Storage Length 0 0 0 0 Veh in Median Storage, # 0 0 0 0 Grade, % 0 0 0 0 92 92 92 92 92 92 92 92 92 92 Peak Hour Factor 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 18 0 0 2 0 0 12 Mvmt Flow 0 793 4 0 1589 Major/Minor Major1 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver 0 Stage 1 0 Stage 2 0 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS

0 -

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) Notes ~: Volume exceeds capacity

Major2 0 0 0 0 WB 0

NBLn1 792 0.003 9.6 A 0

Minor1 0 0 0 0 -

0 0 0 -

Minor2 399 6.94 3.32 *794 0 0 0 1 *792 -

NB 9.6 A

0 0 0

801 6.94 3.32 327 -

325 -

SB 16.5 C

EBT EBR WBT WBR SBLn1 - 325 - 0.037 - 16.5 C 0.1 -

$: Delay exceeds 300s

+: Computation Not Defined

*: All major volume in platoon

Synchro 11 Report CSM

Attachment E - Traffic Study HCM 6th TWSC 2028 Background PM Peak 1: 55th St & Commercial Site Access/Western Site Driveay (North)

Intersection Int Delay, s/veh

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 65 4 0 7 13 415 9 1 995 18 Traffic Vol, veh/h 11 0 Future Vol, veh/h 11 0 65 4 0 7 13 415 9 1 995 18 2 2 0 2 2 0 2 2 0 2 Conflicting Peds, #/hr 2 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None - None - None - None Storage Length 0 25 25 Veh in Median Storage, # 1 1 0 0 Grade, % 0 0 0 0 87 87 87 87 87 87 87 87 87 87 Peak Hour Factor 87 87 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 0 8 15 477 10 1 1144 21 Mvmt Flow 13 0 75 5 Major/Minor Minor2 Conflicting Flow All 1430 1678 Stage 1 1159 1159 Stage 2 271 519 Critical Hdwy 7.54 6.54 Critical Hdwy Stg 1 6.54 5.54 Critical Hdwy Stg 2 6.54 5.54 Follow-up Hdwy 3.52 4.02 Pot Cap-1 Maneuver *128 111 Stage 1 *208 268 Stage 2 *871 697 Platoon blocked, % 1 1 Mov Cap-1 Maneuver *124 108 Mov Cap-2 Maneuver *177 212 Stage 1 *202 267 Stage 2 *840 679 Approach HCM Control Delay, s HCM LOS

EB 16.4 C

Minor1 Major1 587 1090 1683 248 1167 - 514 514 - 576 1169 6.94 7.54 6.54 6.94 4.14 - 6.54 5.54 - 6.54 5.54 3.32 3.52 4.02 3.32 2.22 453 251 110 *924 594 - 777 702 - 470 265 1 1 1 451 205 107 *921 593 - 306 202 - 756 683 - 391 264 WB 11.9 B

Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

NBL 593 0.025 11.2 B 0.1

Notes ~: Volume exceeds capacity

$: Delay exceeds 300s

0 -

Major2 0 489 - 4.14 - 2.22 - 1318 1 - 1315 -

NB 0.3

NBT NBR EBLn1 EBLn2WBLn1 SBL - 177 451 532 1315 - 0.071 0.166 0.024 0.001 - 26.9 14.6 11.9 7.7 D B B A 0.2 0.6 0.1 0 -

0 -

SB 0

SBT SBR -

+: Computation Not Defined

*: All major volume in platoon

Synchro 11 Report CSM

Attachment E - Traffic Study 2028 Background

Timings 4: 55th St & Arapahoe Ave

PM Peak

EBU

EBL

EBT

EBR

WBU

WBL

WBT

WBR

NBL

NBT

SBL

SBT

2 2 Perm

114 114 pm+pt 7 4 7

1050 1050 NA 4

164 164 Perm

9 9 Perm

765 765 NA 8

121 121 Perm

383 383 pm+pt 1 6 1

535 535 NA 6

8 8

75 75 pm+pt 5 2 5

179 179 NA 2

4 4

99 99 pm+pt 3 8 3

4.0 9.0 11.0 9.2% 3.0 2.0 0.0 5.0 Lead Yes None 36.3 0.30 0.53 35.3 0.0 35.3 D

6.0 35.9 37.0 30.8% 3.9 2.0 0.0 5.9 Lag Yes Min 29.6 0.25 0.28 30.9 0.0 30.9 C 31.9 C

4.0 9.0 20.0 16.7% 3.0 2.0 0.0 5.0 Lead Yes None 47.5 0.40 0.45 25.6 0.0 25.6 C

6.0 35.9 46.0 38.3% 3.9 2.0 0.0 5.9 Lag Yes Min 37.9 0.32 0.93 62.9 0.0 62.9 E 41.8 D

4 4 10.0 25.0 47.0 39.2% 4.3 1.7 Lag Yes C-Max

10.0 10.0 4.0 10.0 9.2 25.0 25.0 31.0 47.0 51.0 12.0 47.0 10.0% 39.2% 39.2% 42.5% 3.2 4.3 4.3 4.3 1.7 1.7 2.0 1.7 0.0 0.0 0.0 5.2 6.0 6.0 Lead Lag Lag Lag Yes Yes Yes Yes None C-Max C-Max C-Max 56.1 48.2 48.2 0.47 0.40 0.40 0.40 0.75 0.24 21.5 36.8 5.2 0.0 0.0 0.0 21.5 36.8 5.2 C D A 31.5 C

8 8

4.0 10.0 10.0 9.2 31.0 31.0 16.0 51.0 51.0 13.3% 42.5% 42.5% 3.2 4.3 4.3 2.0 1.7 1.7 0.0 0.0 0.0 5.2 6.0 6.0 Lead Lag Lag Yes Yes Yes None C-Max C-Max 57.8 49.1 49.1 0.48 0.41 0.41 0.54 0.54 0.17 26.8 29.8 1.9 0.0 0.0 0.0 1.9 26.8 29.8 C C A 26.1 C

Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 98 (82%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.93 Intersection Signal Delay: 33.1 Intersection LOS: C Intersection Capacity Utilization 85.7% ICU Level of Service E Analysis Period (min) 15 Splits and Phases:

4: 55th St & Arapahoe Ave

Synchro 11 Report CSM

Timings 4: 55th St & Arapahoe Ave

Attachment E - Traffic Study 2028 Background PM Peak

SBR 146 146 Perm 6 6 6.0 35.9 46.0 38.3% 3.9 2.0 0.0 5.9 Lag Yes Min 37.9 0.32 0.26 7.2 0.0 7.2 A

Intersection Summary

Synchro 11 Report CSM

Attachment E - Traffic Study 2028 Background

HCM 6th Signalized Intersection Summary 4: 55th St & Arapahoe Ave

1 16.7 5.0 15.0 11.6 0.1

PM Peak

EBL

EBT

EBR

WBU

WBL

WBT

WBR

NBL

NBT

NBR

SBL

114 114 0 1.00 1.00

1050 1050 0

164 164 0 0.96 1.00

9 9

99 99 0 1.00 1.00

765 765 0

121 121 0 0.98 1.00

75 75 0 1.00 1.00

179 179 0

60 60 0 0.97 1.00

383 383 0 0.99 1.00

1870 123 0.98 2 629 0.41 1546 123 1546 6.2 6.2 1.00 629 0.20 629 1.00 1.00 22.9 0.7 0.0 2.3

1870 77 0.98 2 159 0.04 1781 77 1781 3.8 3.8 1.00 159 0.48 169 1.00 1.00 34.1 0.8 0.0 1.6

1870 61 0.98 2 217 0.26 841 122 1687 7.0 7.0 0.50 436 0.28 437 1.00 1.00 35.6 0.3 0.0 2.9

1870 391 0.98 2 893 0.10 3456 391 1728 9.6 9.6 1.00 893 0.44 989 1.00 1.00 27.1 0.1 0.0 3.9

34.9 C

35.8 D

27.2 C

1870 116 0.98 2 303 0.05 1781 116 1781 4.5 4.5 1.00 303 0.38 309 1.00 1.00 20.8 0.8 0.0 1.9

1.00 No 1870 1071 0.98 2 1465 0.41 3554 1071 1777 30.4 30.4 1465 0.73 1465 1.00 1.00 29.7 3.2 0.0 13.0

1.00 No 1870 781 0.98 2 1447 0.41 3554 781 1777 20.0 20.0

1870 167 0.98 2 629 0.41 1524 167 1524 8.7 8.7 1.00 629 0.27 629 1.00 1.00 23.3 1.0 0.0 3.2

1870 101 0.98 2 217 0.05 1781 101 1781 3.9 3.9 1.00 217 0.47 292 1.00 1.00 23.7 0.6 0.0 1.6 24.2 C

28.5 C 1005 27.5 C

23.6 C

6 43.2 5.9 40.1 36.1 1.2

7 11.6 * 5.2 * 6.8 6.5 0.0

8 54.9 *6 * 45 22.0 5.5

21.6 C

32.9 C 1354 30.9 C

24.3 C

2 36.9 5.9 31.1 9.0 1.0

3 11.0 * 5.2 * 11 5.9 0.0

4 55.5 *6 * 41 32.4 2.7

5 10.3 5.0 6.0 5.8 0.0

1447 0.54 1447 1.00 1.00 27.0 1.4 0.0 8.4

1.00 No 1870 183 0.98 2 677 0.26 2622 122 1777 6.5 6.5 459 0.27 460 1.00 1.00 35.4 0.2 0.0 2.8 35.7 D 321 35.6 D

34.4 C

Notes User approved ignoring U-Turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Synchro 11 Report CSM

HCM 6th Signalized Intersection Summary 4: 55th St & Arapahoe Ave

Movement SBT Lane Configurations Traffic Volume (veh/h) 535 Future Volume (veh/h) 535 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) Parking Bus, Adj 1.00 Work Zone On Approach No Adj Sat Flow, veh/h/ln 1870 546 Adj Flow Rate, veh/h Peak Hour Factor 0.98 2 Percent Heavy Veh, % Cap, veh/h 582 Arrive On Green 0.31 Sat Flow, veh/h 1870 Grp Volume(v), veh/h 546 Grp Sat Flow(s),veh/h/ln 1870 Q Serve(g_s), s 34.1 Cycle Q Clear(g_c), s 34.1 Prop In Lane Lane Grp Cap(c), veh/h 582 V/C Ratio(X) 0.94 Avail Cap(c_a), veh/h 625 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 40.2 Uniform Delay (d), s/veh Incr Delay (d2), s/veh 21.1 0.0 Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln 18.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 61.3 LnGrp LOS E Approach Vol, veh/h 1086 Approach Delay, s/veh 45.0 Approach LOS D

Attachment E - Traffic Study 2028 Background PM Peak

SBR 146 146 0 0.97 1.00 1870 149 0.98 2 479 0.31 1539 149 1539 8.9 8.9 1.00 479 0.31 514 1.00 1.00 31.5 0.3 0.0 3.2 31.8 C

Timer - Assigned Phs

Synchro 11 Report CSM

Attachment E - Traffic Study 2028 Background

HCM 6th TWSC 5: Neuromuscular Therapy Driveway/56th St & Arapahoe Ave

Intersection Int Delay, s/veh

0.1

Movement EBL Lane Configurations Traffic Vol, veh/h 0 Future Vol, veh/h 0 Conflicting Peds, #/hr 0 Sign Control Free RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor 98 Heavy Vehicles, % 2 Mvmt Flow 0 Major/Minor Major1 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver 0 Stage 1 0 Stage 2 0 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS

PM Peak

EBT EBR WBL WBT WBR

Notes ~: Volume exceeds capacity

NBT NBR

SBL

SBT SBR

10 0 980 9 0 0 2 0 0 10 1480 1480 10 0 980 9 0 0 2 0 0 10 1 0 0 3 0 0 1 0 0 3 0 Free Free Free Free Free Stop Stop Stop Stop Stop Stop - None - None - None - None 0 0 0 0 0 0 0 0 0 0 0 0 98 98 98 98 98 98 98 98 98 98 98 2 2 2 2 2 2 2 2 2 2 2 9 0 0 2 0 0 10 1510 10 0 1000

0 -

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)

NBL

Major2 0 0 0 0 WB 0

NBLn1 464 0.004 12.8 B 0

Minor1 0 0 0 0 -

0 0 0 -

Minor2 757 6.94 3.32 *465 0 0 0 1 *464 -

NB 12.8 B

0 0 0

506 6.94 3.32 512 -

509 -

SB 12.2 B

EBT EBR WBT WBR SBLn1 - 509 - 0.02 - 12.2 B 0.1 -

$: Delay exceeds 300s

+: Computation Not Defined

*: All major volume in platoon

Synchro 11 Report CSM

Attachment E - Traffic Study HCM 6th TWSC 2028 Total AM Peak 1: 55th St & Commercial Site Access/Western Site Driveay (North)

Intersection Int Delay, s/veh

0.7

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 17 4 0 2 79 889 12 5 408 32 Traffic Vol, veh/h 5 0 Future Vol, veh/h 5 0 17 4 0 2 79 889 12 5 408 32 2 11 0 11 2 0 11 11 0 2 Conflicting Peds, #/hr 2 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None - None - None - None Storage Length 0 25 25 Veh in Median Storage, # 1 1 0 0 Grade, % 0 0 0 0 97 97 97 97 97 97 97 97 97 97 Peak Hour Factor 97 97 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 0 2 81 916 12 5 421 33 Mvmt Flow 5 0 18 4 Major/Minor Minor2 Conflicting Flow All 1081 1551 Stage 1 450 450 Stage 2 631 1101 Critical Hdwy 7.54 6.54 Critical Hdwy Stg 1 6.54 5.54 Critical Hdwy Stg 2 6.54 5.54 Follow-up Hdwy 3.52 4.02 Pot Cap-1 Maneuver *514 195 Stage 1 *558 570 Stage 2 *697 492 Platoon blocked, % 1 1 Mov Cap-1 Maneuver *476 177 Mov Cap-2 Maneuver *464 307 Stage 1 *516 566 Stage 2 *637 451 Approach HCM Control Delay, s HCM LOS

EB 10.6 B

Minor1 Major1 240 1327 1561 486 456 - 1095 1095 - 232 466 6.94 7.54 6.54 6.94 4.14 - 6.54 5.54 - 6.54 5.54 3.32 3.52 4.02 3.32 2.22 761 285 191 *740 1101 - 527 497 - 750 561 1 1 1 752 257 173 *724 1099 - 364 291 - 483 455 - 722 557 WB 13.4 B

Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

NBL 1099 0.074 8.5 A 0.2

Notes ~: Volume exceeds capacity

$: Delay exceeds 300s

0 -

Major2 0 939 - 4.14 - 2.22 - *1106 1 - *1095 -

NB 0.7

NBT NBR EBLn1 EBLn2WBLn1 SBL - 464 752 436 * 1095 - 0.011 0.023 0.014 0.005 - 12.8 9.9 13.4 8.3 B A B A 0 0.1 0 0 -

0 -

SB 0.1

SBT SBR -

+: Computation Not Defined

*: All major volume in platoon

Synchro 11 Report CSM

Attachment E - Traffic Study 2028 Total

HCM 6th TWSC 3: 56th St & Full Movement Site Access

Intersection Int Delay, s/veh

AM Peak

6.2

Movement EBL EBR NBL NBT SBT SBR Lane Configurations 3 15 10 0 Traffic Vol, veh/h 0 62 Future Vol, veh/h 0 62 3 15 10 0 0 0 0 0 Conflicting Peds, #/hr 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 80 80 80 80 Peak Hour Factor 80 80 Heavy Vehicles, % 2 2 2 2 2 2 13 0 Mvmt Flow 0 78 4 19 Major/Minor Minor2 Major1 13 13 Conflicting Flow All 40 Stage 1 13 Stage 2 27 Critical Hdwy 6.42 6.22 4.12 Critical Hdwy Stg 1 5.42 Critical Hdwy Stg 2 5.42 Follow-up Hdwy 3.518 3.318 2.218 Pot Cap-1 Maneuver 972 1067 1606 Stage 1 1010 Stage 2 996 Platoon blocked, % Mov Cap-1 Maneuver 969 1067 1606 Mov Cap-2 Maneuver 969 Stage 1 1007 Stage 2 996 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

EB 8.6 A NBL 1606 0.002 7.2 A 0

Major2 0 -

0 -

NB 1.2

SB 0

NBT EBLn1 - 1067 - 0.073 0 8.6 A A 0.2

SBT SBR -

Synchro 11 Report CSM

Attachment E - Traffic Study 2028 Total

Timings 4: 55th St & Arapahoe Ave

AM Peak

EBL

EBT

EBR

WBU

WBL

WBT

WBR

NBL

155 155 Prot 7

510 510 NA 4

33 33 Perm

9 9 Perm

1214 1214 NA 8

234 234 Perm

4 4

8 8

63 63 pm+pt 3 8 3

166 166 pm+pt 5 2 5

10.0 4.0 10.0 10.0 9.2 25.0 25.0 31.0 40.0 22.0 48.0 48.0 20.2% 44.1% 44.1% 36.7% 3.2 4.3 4.3 4.3 1.7 2.0 1.7 1.7 -1.7 0.0 0.0 3.5 6.0 6.0 Lead Lag Lag Lag Yes Yes Yes Yes None C-Max C-Max C-Max 16.4 51.6 51.6 0.15 0.47 0.47 0.64 0.33 0.05 54.3 20.3 0.1 0.0 0.0 0.0 54.3 20.3 0.1 D C A 26.9 C

8 8

4.0 10.0 10.0 9.2 31.0 31.0 14.0 40.0 40.0 12.9% 36.7% 36.7% 3.2 4.3 4.3 2.0 1.7 1.7 0.0 -0.5 0.0 5.2 5.5 6.0 Lead Lag Lag Yes Yes Yes None C-Max C-Max 48.4 41.8 41.3 0.44 0.38 0.38 0.19 0.97 0.37 14.0 53.2 10.3 0.0 0.0 0.0 10.3 14.0 53.2 B D B 44.7 D

4.0 9.0 11.0 10.1% 3.0 2.0 0.0 5.0 Lead Yes None 32.0 0.29 0.51 32.9 0.0 32.9 C

NBT

SBU

SBL

SBT

541 2 541 2 NA custom 2 1 2 1

147 147 pm+pt 1 6 1

149 149 NA 6

4.0 9.0 11.0 10.1% 3.0 2.0 0.0 5.0 Lead Yes None 31.4 0.29 0.49 29.3 0.0 29.3 C

6.0 35.9 35.9 33.0% 3.9 2.0 0.0 5.9 Lag Yes Min 24.8 0.23 0.38 37.3 0.0 37.3 D 24.2 C

6.0 35.9 35.9 33.0% 3.9 2.0 0.0 5.9 Lag Yes Min 25.1 0.23 0.81 47.1 0.0 47.1 D 44.0 D

4.0 9.0 11.0 10.1% 3.0 2.0 Lead Yes None

Intersection Summary Cycle Length: 108.9 Actuated Cycle Length: 108.9 Offset: 98 (90%), Referenced to phase 4:EBT and 8:WBTL, Start of Green Natural Cycle: 100 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.97 Intersection Signal Delay: 38.3 Intersection LOS: D Intersection Capacity Utilization 83.4% ICU Level of Service E Analysis Period (min) 15 Splits and Phases:

4: 55th St & Arapahoe Ave

Synchro 11 Report CSM

Timings 4: 55th St & Arapahoe Ave

Attachment E - Traffic Study 2028 Total AM Peak

SBR 130 130 Perm 6 6 6.0 35.9 35.9 33.0% 3.9 2.0 0.0 5.9 Lag Yes Min 24.8 0.23 0.29 3.4 0.0 3.4 A

Intersection Summary

Synchro 11 Report CSM

Attachment E - Traffic Study 2028 Total

HCM 6th Signalized Intersection Summary 4: 55th St & Arapahoe Ave

1 10.8 5.0 6.0 5.8 0.0

AM Peak

EBL

EBT

EBR

WBU

WBL

WBT

WBR

NBL

NBT

NBR

SBU

155 155 0 1.00 1.00

510 510 0

33 33 0 0.95 1.00

9 9

63 63 0 0.99 1.00

1214 1214 0

234 234 0 0.96 1.00

166 166 0 0.99 1.00

541 541 0

60 60 0 0.96 1.00

2 2

1870 254 0.92 2 610 0.40 1519 254 1519 13.1 13.1 1.00 610 0.42 610 1.00 1.00 23.4 2.1 0.0 4.8

1870 180 0.92 2 331 0.06 1781 180 1781 6.0 6.0 1.00 331 0.54 331 1.00 1.00 33.8 1.0 0.0 1.3 34.8 C

1870 168 0.92 2 224 0.13 1781 168 1781 9.9 9.9 1.00 224 0.75 302 1.00 1.00 46.0 6.9 0.0 4.7

1.00 No 1870 554 0.92 2 1694 0.48 3554 554 1777 10.5 10.5 1694 0.33 1694 1.00 1.00 17.7 0.5 0.0 4.1

1.00 No 1870 1320 0.92 2 1445 0.41 3554 1320 1777 38.2 38.2

1870 36 0.92 2 721 0.48 1513 36 1513 1.4 1.4 1.00 721 0.05 721 1.00 1.00 15.3 0.1 0.0 0.5

1870 68 0.92 2 440 0.04 1781 68 1781 2.4 2.4 1.00 440 0.15 520 1.00 1.00 18.0 0.1 0.0 1.0 18.0 B

40.9 D 1642 37.6 D

25.5 C

6 31.0 5.9 30.0 10.6 0.9

7 17.2 * 5.2 * 17 11.9 0.2

8 49.8 *6 * 34 40.2 0.0

52.8 D

18.2 B 758 25.7 C

15.4 B

2 31.2 5.9 30.0 20.8 2.1

3 9.1 * 5.2 * 8.8 4.4 0.0

4 58.0 *6 * 42 12.5 1.7

5 11.0 5.0 6.0 8.0 0.0

1445 0.91 1445 1.00 1.00 30.5 10.4 0.0 17.2

1.00 No 1870 588 0.92 2 746 0.23 3211 325 1777 18.7 18.7 413 0.79 489 1.00 1.00 39.3 6.6 0.0 8.7 45.9 D 833 43.6 D

1870 65 0.92 2 82 0.23 354 328 1788 18.8 18.8 0.20 415 0.79 492 1.00 1.00 39.3 6.7 0.0 8.8 46.1 D

36.1 D

Notes User approved ignoring U-Turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Synchro 11 Report CSM

HCM 6th Signalized Intersection Summary 4: 55th St & Arapahoe Ave

Movement SBL Lane Configurations Traffic Volume (veh/h) 147 Future Volume (veh/h) 147 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 0.99 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1870 160 Adj Flow Rate, veh/h Peak Hour Factor 0.92 2 Percent Heavy Veh, % Cap, veh/h 404 Arrive On Green 0.05 Sat Flow, veh/h 3456 Grp Volume(v), veh/h 160 Grp Sat Flow(s),veh/h/ln 1728 Q Serve(g_s), s 3.8 Cycle Q Clear(g_c), s 3.8 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 404 V/C Ratio(X) 0.40 Avail Cap(c_a), veh/h 412 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 31.2 Uniform Delay (d), s/veh Incr Delay (d2), s/veh 0.2 0.0 Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln 1.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.4 LnGrp LOS C Approach Vol, veh/h Approach Delay, s/veh Approach LOS

SBT

SBR

149 149 0

130 130 0 0.96 1.00

1.00 No 1870 162 0.92 2 430 0.23 1870 162 1870 8.0 8.0 430 0.38 515 1.00 1.00 35.4 0.4 0.0 3.6 35.8 D 463 34.4 C

Attachment E - Traffic Study 2028 Total AM Peak

1870 141 0.92 2 349 0.23 1516 141 1516 8.6 8.6 1.00 349 0.40 417 1.00 1.00 35.6 0.6 0.0 3.1 36.2 D

Timer - Assigned Phs

Synchro 11 Report CSM

Attachment E - Traffic Study 2028 Total

HCM 6th TWSC 5: Neuromuscular Therapy Driveway/56th St & Arapahoe Ave

Intersection Int Delay, s/veh

AM Peak

0.6

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 0 1462 20 0 0 2 0 0 73 Traffic Vol, veh/h 0 737 Future Vol, veh/h 0 737 4 0 1462 20 0 0 2 0 0 73 1 0 0 7 0 0 1 0 0 7 Conflicting Peds, #/hr 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None - None - None Storage Length 0 0 0 0 Veh in Median Storage, # 0 0 0 0 Grade, % 0 0 0 0 92 92 92 92 92 92 92 92 92 92 Peak Hour Factor 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 22 0 0 2 0 0 79 Mvmt Flow 0 801 4 0 1589 Major/Minor Major1 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap-1 Maneuver 0 Stage 1 0 Stage 2 0 Platoon blocked, % Mov Cap-1 Maneuver Mov Cap-2 Maneuver Stage 1 Stage 2 Approach HCM Control Delay, s HCM LOS

0 -

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) Notes ~: Volume exceeds capacity

Major2 0 0 0 0 WB 0

NBLn1 795 0.003 9.5 A 0

Minor1 0 0 0 0 -

0 0 0 -

Minor2 403 6.94 3.32 *796 0 0 0 1 *795 -

NB 9.5 A

0 0 0

809 6.94 3.32 323 -

319 -

SB 20 C

EBT EBR WBT WBR SBLn1 - 319 - 0.249 20 C 1 -

$: Delay exceeds 300s

+: Computation Not Defined

*: All major volume in platoon

Synchro 11 Report CSM

Attachment E - Traffic Study HCM 6th TWSC 2028 Total PM Peak 1: 55th St & Commercial Site Access/Western Site Driveay (North)

Intersection Int Delay, s/veh

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 65 4 0 7 13 421 9 1 1004 18 Traffic Vol, veh/h 11 0 Future Vol, veh/h 11 0 65 4 0 7 13 421 9 1 1004 18 2 12 0 12 2 0 12 12 0 2 Conflicting Peds, #/hr 2 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None - None - None - None Storage Length 0 25 25 Veh in Median Storage, # 1 1 0 0 Grade, % 0 0 0 0 87 87 87 87 87 87 87 87 87 87 Peak Hour Factor 87 87 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 0 8 15 484 10 1 1154 21 Mvmt Flow 13 0 75 5 Major/Minor Minor2 Conflicting Flow All 1453 1705 Stage 1 1169 1169 Stage 2 284 536 Critical Hdwy 7.54 6.54 Critical Hdwy Stg 1 6.54 5.54 Critical Hdwy Stg 2 6.54 5.54 Follow-up Hdwy 3.52 4.02 Pot Cap-1 Maneuver *123 106 Stage 1 *205 265 Stage 2 *871 684 Platoon blocked, % 1 1 Mov Cap-1 Maneuver *118 102 Mov Cap-2 Maneuver *174 208 Stage 1 *199 264 Stage 2 *832 658 Approach HCM Control Delay, s HCM LOS

EB 16.7 C

Minor1 Major1 602 1122 1710 271 1177 - 531 531 - 591 1179 6.94 7.54 6.54 6.94 4.14 - 6.54 5.54 - 6.54 5.54 3.32 3.52 4.02 3.32 2.22 443 236 105 *924 589 - 756 688 - 460 262 1 1 1 437 187 101 *903 588 - 291 197 - 728 663 - 377 261 WB 12.2 B

Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

NBL 588 0.025 11.3 B 0.1

Notes ~: Volume exceeds capacity

$: Delay exceeds 300s

0 -

Major2 0 506 - 4.14 - 2.22 - 1296 1 - 1281 -

NB 0.3

NBT NBR EBLn1 EBLn2WBLn1 SBL - 174 437 512 1281 - 0.073 0.171 0.025 0.001 - 27.3 14.9 12.2 7.8 D B B A 0.2 0.6 0.1 0 -

0 -

SB 0

SBT SBR -

+: Computation Not Defined

*: All major volume in platoon

Synchro 11 Report CSM

Attachment E - Traffic Study 2028 Total

HCM 6th TWSC 3: 56th St & Full Movement Site Access

Intersection Int Delay, s/veh

PM Peak

5.8

Movement EBL EBR NBL NBT SBT SBR Lane Configurations 9 10 10 0 Traffic Vol, veh/h 0 39 Future Vol, veh/h 0 39 9 10 10 0 0 0 0 0 Conflicting Peds, #/hr 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 80 80 80 80 Peak Hour Factor 80 80 Heavy Vehicles, % 2 2 2 2 2 2 13 0 Mvmt Flow 0 49 11 13 Major/Minor Minor2 Major1 13 13 Conflicting Flow All 48 Stage 1 13 Stage 2 35 Critical Hdwy 6.42 6.22 4.12 Critical Hdwy Stg 1 5.42 Critical Hdwy Stg 2 5.42 Follow-up Hdwy 3.518 3.318 2.218 Pot Cap-1 Maneuver 962 1067 1606 Stage 1 1010 Stage 2 987 Platoon blocked, % Mov Cap-1 Maneuver 955 1067 1606 Mov Cap-2 Maneuver 955 Stage 1 1003 Stage 2 987 Approach HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh)

EB 8.5 A NBL 1606 0.007 7.3 A 0

Major2 0 -

0 -

NB 3.4

SB 0

NBT EBLn1 - 1067 - 0.046 0 8.5 A A 0.1

SBT SBR -

Synchro 11 Report CSM

Attachment E - Traffic Study 2028 Total

Timings 4: 55th St & Arapahoe Ave

PM Peak

EBL

EBT

EBR

WBU

WBL

WBT

WBR

NBL

154 154 Prot 7

1050 1050 NA 4

164 164 Perm

13 13 Perm

792 792 NA 8

127 127 Perm

4 4

8 8

101 101 pm+pt 3 8 3

75 75 pm+pt 5 2 5

10.0 4.0 10.0 10.0 9.2 25.0 25.0 31.0 41.0 25.0 47.0 47.0 20.8% 39.2% 39.2% 34.2% 3.2 4.3 4.3 4.3 1.7 2.0 1.7 1.7 -2.2 0.0 0.0 3.0 6.0 6.0 Lead Lag Lag Lag Yes Yes Yes Yes None C-Max C-Max C-Max 17.8 49.2 49.2 0.15 0.41 0.41 0.61 0.74 0.23 57.3 35.1 4.9 0.0 0.0 0.0 57.3 35.1 4.9 E D A 34.1 C

8 8

4.0 10.0 10.0 9.2 31.0 31.0 19.0 41.0 41.0 15.8% 34.2% 34.2% 3.2 4.3 4.3 2.0 1.7 1.7 0.0 0.0 0.0 5.2 6.0 6.0 Lead Lag Lag Yes Yes Yes None C-Max C-Max 51.3 42.1 42.1 0.43 0.35 0.35 0.53 0.65 0.20 26.3 37.5 0.7 0.0 0.0 0.0 0.7 26.3 37.5 C D A 31.7 C

4.0 9.0 11.0 9.2% 3.0 2.0 0.0 5.0 Lead Yes None 34.5 0.29 0.53 36.8 0.0 36.8 D

NBT

SBU

SBL

SBT

182 5 182 5 NA custom 2 1 2 1

387 387 pm+pt 1 6 1

535 535 NA 6

4.0 9.0 20.0 16.7% 3.0 2.0 0.0 5.0 Lead Yes None 46.1 0.38 0.47 27.2 0.0 27.2 C

6.0 35.9 43.0 35.8% 3.9 2.0 0.0 5.9 Lag Yes Min 36.5 0.30 0.97 71.9 0.0 71.9 E 46.4 D

6.0 33.9 34.0 28.3% 3.9 2.0 0.0 5.9 Lag Yes Min 27.9 0.23 0.31 33.1 0.0 33.1 C 34.0 C

4.0 9.0 20.0 16.7% 3.0 2.0 Lead Yes None

Intersection Summary Cycle Length: 120 Actuated Cycle Length: 120 Offset: 98 (82%), Referenced to phase 4:EBT and 8:WBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.97 Intersection Signal Delay: 36.9 Intersection LOS: D Intersection Capacity Utilization 86.1% ICU Level of Service E Analysis Period (min) 15 Splits and Phases:

4: 55th St & Arapahoe Ave

Synchro 11 Report CSM

Timings 4: 55th St & Arapahoe Ave

Attachment E - Traffic Study 2028 Total PM Peak

SBR 146 146 Perm 6 6 6.0 35.9 43.0 35.8% 3.9 2.0 0.0 5.9 Lag Yes Min 36.5 0.30 0.26 4.5 0.0 4.5 A

Intersection Summary

Synchro 11 Report CSM

Attachment E - Traffic Study 2028 Total

HCM 6th Signalized Intersection Summary 4: 55th St & Arapahoe Ave

1 16.9 5.0 15.0 11.8 0.1

PM Peak

EBL

EBT

EBR

WBU

WBL

WBT

WBR

NBL

NBT

NBR

SBU

154 154 0 1.00 1.00

1050 1050 0

164 164 0 0.95 1.00

13 13

101 101 0 1.00 1.00

792 792 0

127 127 0 0.95 1.00

75 75 0 1.00 1.00

182 182 0

60 60 0 0.96 1.00

5 5

1870 130 0.98 2 549 0.36 1512 130 1512 7.2 7.2 1.00 549 0.24 549 1.00 1.00 26.6 1.0 0.0 2.7

1870 77 0.98 2 154 0.04 1781 77 1781 3.8 3.8 1.00 154 0.50 163 1.00 1.00 34.7 0.9 0.0 1.7 35.6 D

1870 157 0.98 2 216 0.12 1781 157 1781 10.2 10.2 1.00 216 0.73 327 1.00 1.00 50.8 4.6 0.0 4.7

1.00 No 1870 1071 0.98 2 1473 0.41 3554 1071 1777 30.3 30.3 1473 0.73 1473 1.00 1.00 29.4 3.2 0.0 12.9

1.00 No 1870 808 0.98 2 1290 0.36 3554 808 1777 22.5 22.5

1870 167 0.98 2 624 0.41 1506 167 1506 8.8 8.8 1.00 624 0.27 624 1.00 1.00 23.1 1.1 0.0 3.2

1870 103 0.98 2 224 0.05 1781 103 1781 4.3 4.3 1.00 224 0.46 338 1.00 1.00 25.0 0.5 0.0 1.8 25.5 C

33.8 C 1041 32.2 C

27.7 C

6 42.5 5.9 37.1 36.4 0.3

7 17.5 * 5.2 * 20 12.2 0.2

8 49.5 *6 * 35 24.5 4.0

55.4 E

32.6 C 1395 34.2 C

24.2 C

2 36.0 5.9 28.1 9.1 1.0

3 11.3 * 5.2 * 14 6.3 0.0

4 55.7 *6 * 41 32.3 2.8

5 10.4 5.0 6.0 5.8 0.0

1290 0.63 1290 1.00 1.00 31.5 2.3 0.0 9.6

1.00 No 1870 186 0.98 2 660 0.25 2627 123 1777 6.7 6.7 446 0.28 446 1.00 1.00 36.2 0.2 0.0 2.9 36.4 D 324 36.3 D

1870 61 0.98 2 208 0.25 828 124 1679 7.1 7.1 0.49 422 0.29 422 1.00 1.00 36.3 0.3 0.0 2.9 36.6 D

37.8 D

Notes User approved pedestrian interval to be less than phase max green. User approved ignoring U-Turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Synchro 11 Report CSM

HCM 6th Signalized Intersection Summary 4: 55th St & Arapahoe Ave

Movement SBL Lane Configurations Traffic Volume (veh/h) 387 Future Volume (veh/h) 387 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 0.99 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1870 395 Adj Flow Rate, veh/h Peak Hour Factor 0.98 2 Percent Heavy Veh, % Cap, veh/h 879 Arrive On Green 0.10 Sat Flow, veh/h 3456 Grp Volume(v), veh/h 395 Grp Sat Flow(s),veh/h/ln 1728 Q Serve(g_s), s 9.8 Cycle Q Clear(g_c), s 9.8 Prop In Lane 1.00 Lane Grp Cap(c), veh/h 879 V/C Ratio(X) 0.45 Avail Cap(c_a), veh/h 969 HCM Platoon Ratio 1.00 Upstream Filter(I) 1.00 27.6 Uniform Delay (d), s/veh Incr Delay (d2), s/veh 0.1 0.0 Initial Q Delay(d3),s/veh %ile BackOfQ(50%),veh/ln 4.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 27.7 LnGrp LOS C Approach Vol, veh/h Approach Delay, s/veh Approach LOS

SBT

SBR

535 535 0

146 146 0 0.96 1.00

1.00 No 1870 546 0.98 2 571 0.31 1870 546 1870 34.4 34.4 571 0.96 578 1.00 1.00 40.9 26.5 0.0 19.5 67.4 E 1090 48.2 D

Attachment E - Traffic Study 2028 Total PM Peak

1870 149 0.98 2 466 0.31 1526 149 1526 9.0 9.0 1.00 466 0.32 472 1.00 1.00 32.1 0.3 0.0 3.3 32.4 C

Timer - Assigned Phs

Synchro 11 Report CSM

Attachment E - Traffic Study 2028 Total

HCM 6th TWSC 5: Neuromuscular Therapy Driveway/56th St & Arapahoe Ave

Intersection Int Delay, s/veh

0.3

PM Peak

EBT EBR WBL WBT WBR

Notes ~: Volume exceeds capacity

NBT NBR

SBL

SBT SBR

10 0 980 18 0 0 2 0 0 49 1488 1488 10 0 980 18 0 0 2 0 0 49 1 0 0 5 0 0 1 0 0 5 0 Free Free Free Free Free Stop Stop Stop Stop Stop Stop - None - None - None - None 0 0 0 0 0 0 0 0 0 0 0 0 98 98 98 98 98 98 98 98 98 98 98 2 2 2 2 2 2 2 2 2 2 2 18 0 0 2 0 0 50 1518 10 0 1000

0 -

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)

NBL

Major2 0 0 0 0 WB 0

NBLn1 464 0.004 12.8 B 0

Minor1 0 0 0 0 -

0 0 0 -

Minor2 761 6.94 3.32 *465 0 0 0 1 *464 -

NB 12.8 B

0 0 0

510 6.94 3.32 509 -

504 -

SB 12.9 B

EBT EBR WBT WBR SBLn1 - 504 - 0.099 - 12.9 B 0.3 -

$: Delay exceeds 300s

+: Computation Not Defined

*: All major volume in platoon

Synchro 11 Report CSM

Attachment E - Traffic Study HCM 6th TWSC 2045 Background AM Peak 1: 55th St & Commercial Site Access/Western Site Driveay (North)

Intersection Int Delay, s/veh

0.7

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 17 4 0 2 79 935 12 5 425 32 Traffic Vol, veh/h 5 0 Future Vol, veh/h 5 0 17 4 0 2 79 935 12 5 425 32 5 10 0 10 5 0 10 10 0 5 Conflicting Peds, #/hr 5 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None - None - None - None Storage Length 0 25 25 Veh in Median Storage, # 1 1 0 0 Grade, % 0 0 0 0 97 97 97 97 97 97 97 97 97 97 Peak Hour Factor 97 97 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 0 2 81 964 12 5 438 33 Mvmt Flow 5 0 18 4 Major/Minor Minor2 Conflicting Flow All 1124 1618 Stage 1 470 470 Stage 2 654 1148 Critical Hdwy 7.54 6.54 Critical Hdwy Stg 1 6.54 5.54 Critical Hdwy Stg 2 6.54 5.54 Follow-up Hdwy 3.52 4.02 Pot Cap-1 Maneuver *541 184 Stage 1 *543 558 Stage 2 *668 496 Platoon blocked, % 1 1 Mov Cap-1 Maneuver *499 167 Mov Cap-2 Maneuver *456 301 Stage 1 *500 552 Stage 2 *610 454 Approach HCM Control Delay, s HCM LOS

EB 10.7 B