Clovis City Council
June 16, 2025

The Project proposes to rezone the property from R -1-AH to C -P for the hotel use and alcohol sales. The City of Clovis General Plan designates the site as Office.

The estimated total number of employees is 30 to provide coverage for four planned eight - hour shifts. Site access is proposed via two driveways connecting to Magill Avenue.

A site vicinity map is presented in the attached Figure 1, Site Vicinity Map, following the text of this report. A site plan is presented in Figure 2, Site Plan. 563
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3.0 STUDY AREA AND TIME PERIOD
This report includes analysis of the following intersections:

1. Peach Avenue / Spruce Avenue

2. Peach Avenue / Fir Avenue

3. Willow Avenue / Herndon Avenue

4. Helm Avenue / Herndon Avenue

5. Peach Avenue / Herndon Avenue

6. Villa Avenue / Herndon Avenue

7. Willow Avenue / Magill Avenue

8. Peach Avenue / Magill Avenue

9. Peach Avenue / Peach Avenue

10. Minnewawa Avenue / Alluvial Avenue
The study time periods include the weekday a.m. and p.m. peak hours determined between 7:00 and 9:00 a.m. and between 4:00 and 6:00 p.m. The peak hours are analyzed for the following conditions:
• Existing Conditions;
• Existing-Plus-Project Conditions;
• Near-Term With-Project Conditions (includes pending and approved projects); • Cumulative (Year 2045) With-Project Conditions.

4.0 LANE CONFIGURATIONS AND INTERSECTION CONTROL
The existing lane configurations and intersection control at the study intersections are illustrated in Figure 3, Existing Lane Configurations and Intersection Control. The lane configurations and intersection control assumed for the year 2045 analyses are presented in Figure 4, Year 2045 Lane Configurations and Intersection Control.

5.0 CITY OF CLOVIS GENERAL PLAN
The City of Clovis General Plan designates the streets at the study locations as follows:

Herndon Avenue: Expressway
Alluvial Avenue: Collector
Spruce Avenue: Local
Fir Avenue: Local
Magill Avenue: Local
Willow Avenue: Arterial
Helm Avenue: Collector
Peach Avenue: Collector
Villa Avenue: Arterial north of Herndon Avenue, Collector south of Herndon Avenue Minnewawa Avenue: Arterial
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6.0 CEQA IMPACT ANALYSIS

6.1 Background and Significance Threshold
The City Guidelines provide guidance relative to analyzing vehicle miles traveled (VMT) for purposes of determining transportation impacts in accordance with the California Environmental Quality Act (CEQA).

For projects such as hotels, the City Guidelines identify the impact threshold as follows:
“The City will make a determination of the applicable thresholds on a case -by-case basis based on the land use type, project description, and setting. Research and development, medical offices, assisted living, and industrial projects may be evaluated similar to office projects using the VMT per employee metric. Projects such as religious institutions, regional parks, hotels, private schools and medical offices may be evaluated using the net VMT criteria similar to retail projects.”
For retail projects, the City Guidelines state the impact threshold as follows: “ A net increase in total VMT. The total VMT for the region without and with the project is calculated. The difference between the two scenarios is the net change in total VMT that is attributable to the project.”

6.2 Project-Specific VMT Analysis
The Project will generate more than 500 trips per day (see the Project Trip Generation section of this report). Therefore, the Project was not screened out with respect to transportation impacts and a Project-specific VMT analysis was performed.

Project-specific traffic modeling was performed by a COG -approved traffic modeling consultant and the results are presented in Appendix A. The modeling indicates the regional VMT with the Project is less than the regional VMT without the Project. Therefore, the Project does not create a significant transportation impact.

7.0 LEVEL OF SERVICE
The Transportation Research Board Highway Capacity Manual , 7th Edition, (HCM) defines level of service (LOS) as, “A quantitative stratification of a performance measure or measures that represent quality of service, measured on an A -F scale, with LOS A representing the best operating conditions from the traveler’s perspective and LOS F the worst.” Automobile mode LOS characteristics for both unsignalized and signalized intersections are presented in Tables 1 and 2.

Table 1
Level of Service Characteristics for Unsignalized Intersections Level of Service Average Vehicle Delay (seconds)
A 0-10
B >10-15
C >15-25
D >25-35
E >35-50
F >50
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Table 2
Level of Service Characteristics for Signalized Intersections Level of
Service Description Average Vehicle
Delay (seconds)
A Volume-to-capacity ratio is no greater than 1.0. Progression is exceptionally favorable or the cycle length is very short. <10 B Volume-to-capacity ratio is no greater than 1.0. Progression is highly favorable or the cycle length is very short. >10-20
C Volume-to-capacity ratio is no greater than 1.0. Progression is favorable or cycle length is moderate. >20-35
D
Volume-to-capacity ratio is high but no greater than 1.0. Progression is ineffective or cycle length is long. Many vehicles stop and individual cycle failures are noticeable.
>35-55
E Volume-to-capacity ratio is high but no greater than 1.0. Progression is unfavorable and cycle length is long. Individual cycle failures are frequent. >55-80 F Volume-to-capacity ratio is greater than 1.0. Progression is very poor and cycle length is long. Most cycles fail to clear the queue. >80 Reference for Tables 1 and 2: Highway Capacity Manual, 7th Edition, Transportation Research Board, 2022

The City of Clovis General Plan requires a minimum LOS D at intersections under the City’s jurisdiction. The City Guidelines state: “All City intersections and roadway segments shall operate at a LOS D or better under the near -term conditions, unless a finding of overriding consideration was adopted in the General Plan EIR. Under long -term conditions, all City intersections and roadway segments shall operate at a LOS D or better, except for the roadway segments adopted in the General Plan EIR to operate at LOS E or F. Exceptions to this standard may be allowed on a case by case basis where lower levels of service would result in other public benefits, such as:
a) Preserving agriculture or open space land
b) Preserving the rural/historic character of a neighborhood c) Preserving or creating a pedestrian -friendly environment in Old Town or mixed -use village districts
d) Avoiding adverse impacts to pedestrians, cyclists, and transit riders e) Where right-of-way constraints would make capacity expansion infeasible” For purposes of this study, a traffic issue may be identified if the addition of the traffic generated by the Project results in any one of the following:
• Triggers an intersection operating at acceptable LOS to operate at unacceptable levels of service;
• Increases the average delay for a study intersection that is already operating at unacceptable LOS.

8.0 EXISTING TRAFFIC VOLUMES
Existing traffic volumes were determined by performing manual turning movement counts between 7:00 and 9:00 a.m. and between 4:00 and 6:00 p.m. on a weekday . The traffic count 566
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data sheets are presented in Appendix B. The existing peak-hour turning movement volumes are presented in Figure 5, Existing Peak-Hour Traffic Volumes.

9.0 PROJECT TRIPS

9.1 Project Trip Generation
Data provided in the Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition, are typically used to estimate the number of trips anticipated to be generated by proposed projects. Table 3 presents the vehicle trip generation estimates for the Project.

Table 3
Project Trip Generation Estimate
Land Use Units Daily A.M. Peak Hour P.M. Peak Hour
Rate Total Rate In:Out In Out Total Rate In:Out In Out Total Hotel (310) 242 7.99 1,934 0.46 56:44 63 49 112 0.59 51:49 73 70 143 Hotel (310) 108 7.99 863 0.46 56:44 28 22 50 0.59 51:49 33 31 64 TOTAL: 350 - 2,797 - - 91 71 162 - - 106 101 207
Reference: Trip Generation Manual, 11th Edition, Institute of Transportation Engineers 2021 Rates are reported in trips per room

9.2 Trip Generation – Comparison with Current General Plan Designation The City of Clovis General Plan designates the site as Office. It is assumed that a 90,000 - square-foot medical office building with approximately 359 parking spaces (floor area ratio of approximately 28 percent) is feasible on the 7.45 -acre site. Table 4 presents the vehicle trip generation estimates for potential development of the site with a medical office.

Table 4
Office Trip Generation Estimate
Land Use Units Daily A.M. Peak Hour P.M. Peak Hour
Rate Total Rate In:Out In Out Total Rate In:Out In Out Total Medical-Dental
Office Building –
Stand-Alone (720)

90.0 36.00 3,240 3.10 79:21 220 59 279 3.93 30:70 106 248 354 Reference: Trip Generation Manual, 11th Edition, Institute of Transportation Engineers 2021 Rates are reported in trips per 1,000 square feet of building area.

Table 5 presents the net Project trip generation by taking the difference between the proposed Project trip generation (Table 3) and the office land use trip generation (Table 4).

Table 5
Net Project Trip Generation
Development Daily A.M. Peak Hour P.M. Peak Hour
Hotels 2,797 162 207
Medical Office 3,240 279 354
Difference -443 -117 -147

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The results of the trip generation comparison indicate that the proposed Project will likely result in fewer trips than would have occurred if the site were developed in accordance with the current General Plan land use designation.

9.3 Project Parking Generation
Data provided in the Institute of Transportation Engineers (ITE) Parking Generation Manual, 5th Edition dated January 2019 were used to estimate the number of parked vehicles anticipated to be generated by the hotels based on empirical data. Table 6 presents parking generation calculations based on ITE Land Use 310, Hotel, for both weekday peak and Saturday peak conditions for General Urban conditions.

Table 6
ITE Parking Generation Estimates – General Urban
Scenario ITE Land Use ITE Code Occupied
Rooms
Peak Hour
Parking Demand
Rate Demand
Weekday Hotel 310 350 0.83 291
Saturday Hotel 310 350 1.18 413
Reference: Parking Generation Manual, 5th Edition, Institute of Transportation Engineers 2019 Rates are reported in vehicles per occupied room, assuming all rooms are occupied.

Table 7 presents parking generation calculations based on ITE Land Use 310, Hotel, for both weekday peak and Saturday peak conditions for Dense Multi-Use Urban conditions.

Table 7
ITE Parking Generation Estimates – Dense Multi-Use Urban Scenario ITE Land Use ITE Code Rooms
Peak Hour
Parking Demand
Rate Demand
Weekday Hotel 310 350 0.89 312
Saturday Hotel 310 350 0.71 249
Reference: Parking Generation Manual, 5th Edition, Institute of Transportation Engineers 2019 Rates are reported in vehicles per occupied room, assuming all rooms are occupied.

A review of the time -of-day distributions presented in the Parking Generation Manual indicates that the peak parking hour for all of the scenarios calculated above occurs between 12:00 a.m. and 9:00 a.m., with the exception that the peak for Saturdays in general urban/suburban areas (Table 6) occurred at about 9:00 p.m. and then declines substantially by 11:00 p.m. This suggests the data for Saturdays in Table 6 are likely influenced by large events such as wedding receptions and banquets.

It appears reasonable to estimate the peak parking demand will be on the order of 291 to 312 parking spaces in the absence of large events when the hotels are at 100-percent occupancy.

9.4 Project Trip Distribution and Assignment
The regional distribution of Project trips was estimated using the results of a select zone analysis utilizing the Fresno County travel model maintained by the Fresno Council of Governments (COG), engineering judgment based on knowledge of, and familiarity with, the 568
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Project site area, the traffic counts, the location and configuration of site access points, and available travel routes. A COG -approved traffic modeling consultant performed the Project - specific traffic modeling and the results are presented in Appendix A.

The estimated percentage distribution of Project trips is presented in Figure 6, Peak -Hour Project Traffic Distribution Percentages. The peak -hour trips presented in Table 3 were assigned to the adjacent road network in accordance with the trip distribution percentages in Figure 6. The peak -hour Project traffic volumes at the study intersections for existing -plus- Project and near -term conditions are presented in Figure 7, Peak -Hour Project Traffic Volumes (Near -Term Scenarios). In the future conditions, when the intersection of Helm and Herndon Avenues has been opened to left turns from the southbound approach, the Project trips are expected to be as presented in Figure 8, Peak-Hour Project Traffic Volumes (Future Scenario).

10.0 EXISTING-PLUS-PROJECT TRAFFIC VOLUMES
Existing-Plus-Project traffic volumes are presented in Figure 9, Existing-Plus-Project Peak- Hour Traffic Volumes. The values in Figure 9 were determined by adding the values in Figures 5 and 7.

11.0 PENDING/APPROVED PROJECTS
Projects that were pending or approved but not yet occupied when the traffic counts were performed are considered in the analyses. City staff indicated the following projects should be considered in the analyses:
• SPR 2019 -006: 10,143 -square-foot m edical office building northwest of the intersection of Villa and Herndon Avenues.
• SPR 2023-008: two 44,376-square-foot medical office buildings (total 88,752 square feet) on the north side of Magill Avenue at Timmy Avenue.

The trip generation estimates for the cumulative projects are presented in Table 8.

Table 8
Pending/Approved Trip Generation Estimate
Land Use Area Daily A.M. Peak Hour P.M. Peak Hour
Rate Total Rate In:Out In Out Total Rate In:Out In Out Total Medical-
Dental Office
Building -
Stand-Alone
(720)
10,143
sq. ft. 36.00 366 3.10 79:21 25 7 32 3.93 30:70 12 28 40 88,752
sq. ft. 36.00 3,196 3.10 79:21 218 58 276 3.93 30:70 105 244 349 Reference: Trip Generation Manual, 11th Edition, Institute of Transportation Engineers 2021 Rates are reported in trips 1,000 square feet of building area

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12.0 NEAR-TERM TRAFFIC VOLUMES
Peak-hour near-term with -Project traffic volumes are presented in Figure 10, Near -Term With-Project Peak-Hour Traffic Volumes and include trips expected to be generated by the specified cumulative projects.

13.0 CUMULATIVE YEAR 2045 TRAFFIC VOLUMES
Cumulative traffic volumes for the year 2045 were estimated based on information available from the COG travel model. The base year and horizon year model output is presented in Appendix A. Future weekday turning movements were estimated based on the methods presented in Chapter 8 of the Transportation Research Board National Cooperative Highway Research Program Report 255 entitled “Highway Traffic Data for Urbanized Area Project Planning and Design.” Cumulative With-Project traffic volumes are presented in Figure 11, Cumulative (Year 2045) With-Project Peak-Hour Traffic Volumes.

14.0 INTERSECTION ANALYSES
The intersection levels of service were determined using the computer program Synchro 11, which incorporates HCM procedures for calculating levels of service. For roundabouts, the computer program Sidra Intersection 9 was utilized. The intersection analysis sheets are presented in Appendix C.

Tables 9 through 12 present the results of the intersection analyses. For signalized intersections, the overall intersection LOS and the average delay per vehicle are presented.

For one-way and two-way stop-controlled intersections, the HCM does not define an overall intersection LOS; therefore, the average delay and LOS for the approach with the greatest delay is presented. Delays and LOS worse than the target LOS are presented in bold type and are underlined.

Table 9
Intersection LOS Summary – Existing Conditions
Intersection Control
A.M. Peak Hour P.M. Peak Hour
Delay
(sec) LOS Delay
(sec) LOS
Peach / Spruce One-way stop 17.2 C 23.3 C
Peach / Fir One-way stop 14.2 B 15.8 C
Willow / Herndon Signals 46.0 D 40.9 D
Helm / Herndon Signals 4.5 A 5.5 A
Peach / Herndon Signals 32.7 C 32.9 C
Villa / Herndon Signals 33.4 C 32.1 C
Willow / Magill Signals 12.0 B 21.9 C
Peach / Magill One-way stop 14.1 B 12.8 B
Peach / Peach One-way stop 11.9 B 11.6 B
Minnewawa / Alluvial Signals 31.0 C 24.4 C

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Table 10
Intersection LOS Summary – Existing-Plus-Project Conditions Intersection Control
A.M. Peak Hour P.M. Peak Hour
Delay
(sec) LOS Delay
(sec) LOS
Peach / Spruce One-way stop 17.2 C 23.7 C
Peach / Fir One-way stop 14.3 B 15.9 C
Willow / Herndon Signals 46.8 D 41.4 D
Helm / Herndon Signals 4.4 A 5.5 A
Peach / Herndon Signals 33.7 C 35.4 D
Villa / Herndon Signals 33.7 C 32.8 C
Willow / Magill Signals 12.2 B 23.5 C
Peach / Magill One-way stop 17.8 C 16.7 C
Peach / Peach One-way stop 12.0 B 11.7 B
Minnewawa / Alluvial Signals 31.0 C 24.4 C

Table 11
Intersection LOS Summary – Near-Term With-Project Conditions Intersection Control
A.M. Peak Hour P.M. Peak Hour
Delay
(sec) LOS Delay
(sec) LOS
Peach / Spruce One-way stop 17.9 C 24.8 C
Peach / Fir One-way stop 14.4 B 16.4 C
Willow / Herndon Signals 48.3 D 42.5 D
Helm / Herndon Signals 4.4 A 5.5 A
Peach / Herndon Signals 35.9 D 37.9 D
Villa / Herndon Signals 33.9 C 33.5 C
Willow / Magill Signals 15.2 B 26.1 C
Peach / Magill One-way stop 24.6 C 31.8 D
Peach / Peach One-way stop 12.2 B 12.0 B
Minnewawa / Alluvial Signals 31.5 C 24.7 C

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Table 12
Intersection LOS Summary – Year 2045 Cumulative With-Project Conditions Intersection Control
A.M. Peak Hour P.M. Peak Hour
Delay
(sec) LOS Delay
(sec) LOS
Peach / Spruce One-way stop 64.3 F >300 F
Peach / Fir One-way stop 20.3 C 50.4 F
Willow / Herndon Signals 99.9 F 95.7 F
Helm / Herndon Signals 14.4 B 14.5 B
Peach / Herndon Signals 51.0 D 43.8 D
Villa / Herndon Signals 43.5 D 44.3 D
Willow / Magill Signals 19.4 B 48.3 D
Peach / Magill One-way stop 28.1 D 41.4 E
Peach / Peach One-way stop 13.0 B 12.8 B
Minnewawa / Alluvial Signals 40.6 D 37.0 D

The results of the intersection operational analyses include an estimate of the 95 th-percentile queue lengths. The existing storage capacity (where applicable) and the calculated 95 th- percentile queue lengths are presented in Table s 13 through 16. The storage capacities reported in Table s 13 through 16 are based on measurements from available aerial photographs. Calculated 95 th-percentile queue lengths that exceed the storage capacity by more than 25 (approximate average space required for storage of each vehicle) or that are considered to be excessive are indicated in bold type and are underlined. 572
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Table 13
Intersection Queuing Summary – Existing Conditions
Intersection Number of Lanes, Storage (feet), and Queue Length (feet)

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Peach /
Spruce
Lanes 1 S 1 1 1 S
Storage 1,350 175 350 470
A.M. 38 5 DNS DNS
P.M. 128 5 DNS DNS
Peach / Fir
Lanes 1 S 1 S 1 1
Storage 1,840 385 175 350
A.M. 18 DNS 8 DNS
P.M. 40 DNS 5 DNS
Willow /
Herndon
Lanes 2 3 1 2 3 1 2 3 1 2 2 1
Storage 280 1,800 220 265 1,235 140 315 560 215 250 1,110 200 A.M. 160 271 95 52 594 49 292 246 22 91 508 119
P.M. 239 520 295 126 361 122 195 330 35 110 357 65
Helm /
Herndon
Lanes 2 3 3 1 2
Storage 300 1,245 1,250 200 >650
A.M. 12 46 193 14 0
P.M. 22 97 136 25 0
Peach /
Herndon
Lanes 1 3 1 1 3 1 1 1 1 1 1 1
Storage 285 1,300 125 150 1,765 110 235 >400 50 100+ >400 220 A.M. 155 233 0 51 539 17 92 255 0 259 215 35
P.M. 145 523 39 81 453 100 80 138 0 383 192 43
Villa /
Herndon
Lanes 1 3 1 2 3 1 2 1 1 2 2 1
Storage 290 1,175 110 255 1,900 165 180 2,525 185+ 150 350 150 A.M. 138 249 56 63 510 129 103 360 44 140 122 28
P.M. 124 541 52 78 429 70 88 286 15 160 130 9
Willow /
Magill
Lanes 1 1 S 1 1 1 1 2 S 1 2 1
Storage Priv. Priv. 80 825 80 140 1,885 165 565 75
A.M. 60 35 23 14 0 35 443 106 248 0
P.M. 154 60 41 20 0 85 476 140 348 0
Peach /
Magill
Lanes 1 S S 1 1 S
Storage 910 400 >490
A.M. 18 3 DNS
P.M. 13 3 DNS
Peach /
Peach
Lanes 1 S 1 1 S 1
Storage 760 1,625 100 485
A.M. 3 DNS DNS 0
P.M. 5 DNS DNS 0
Minnewawa
/ Alluvial
Lanes 1 1 1 1 1 1 1 2 S 1 1 1
Storage 120+ 2,525 120 150+ 2,675 120 250 2,720 250 2,550 200+ A.M. 45 226 0 77 408 32 105 208 110 424 10
P.M. 45 322 10 37 239 17 80 203 91 271 0
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Table 14
Intersection Queuing Summary – Existing-Plus-Project Conditions Intersection Number of Lanes, Storage (feet), and Queue Length (feet)

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Peach /
Spruce
Lanes 1 S 1 1 1 S
Storage 1,350 175 350 470
A.M. 38 5 DNS DNS
P.M. 130 5 DNS DNS
Peach / Fir
Lanes 1 S 1 S 1 1
Storage 1,840 385 175 350
A.M. 18 DNS 8 DNS
P.M. 40 DNS 5 DNS
Willow /
Herndon
Lanes 2 3 1 2 3 1 2 3 1 2 2 1
Storage 280 1,800 220 265 1,235 140 315 560 215 250 1,110 200 A.M. 160 279 100 55 606 51 295 246 25 94 508 119
P.M. 239 532 305 131 371 127 200 330 39 113 357 65
Helm /
Herndon
Lanes 2 3 3 1 2
Storage 300 1,245 1,250 200 >650
A.M. 12 47 197 14 0
P.M. 23 100 141 25 0
Peach /
Herndon
Lanes 1 3 1 1 3 1 1 1 1 1 1 1
Storage 285 1,300 125 150 1,765 110 235 >400 50 100+ >400 220 A.M. 155 233 19 125 539 17 136 261 0 259 219 35
P.M. 146 527 64 183 457 101 141 144 3 386 197 43
Villa /
Herndon
Lanes 1 3 1 2 3 1 2 1 1 2 2 1
Storage 290 1,175 110 255 1,900 165 180 2,525 185+ 150 350 150 A.M. 148 255 57 63 523 131 105 360 44 140 122 31
P.M. 130 556 55 78 442 70 90 286 15 160 130 13
Willow /
Magill
Lanes 1 1 S 1 1 1 1 2 S 1 2 1
Storage Priv. Priv. 80 825 80 140 1,885 165 565 75
A.M. 60 36 34 14 0 36 449 113 249 0
P.M. 154 60 55 20 0 85 486 145 350 0
Peach /
Magill
Lanes 1 S S 1 1 S
Storage 910 400 >490
A.M. 40 3 DNS
P.M. 40 3 DNS
Peach /
Peach
Lanes 1 S 1 1 S 1
Storage 760 1,625 100 485
A.M. 3 DNS DNS 0
P.M. 5 DNS DNS 0
Minnewawa
/ Alluvial
Lanes 1 1 1 1 1 1 1 2 S 1 1 1
Storage 120+ 2,525 120 150+ 2,675 120 250 2,720 250 2,550 200+ A.M. 45 226 0 78 408 32 105 209 110 428 10
P.M. 45 322 10 38 239 17 80 205 91 274 0
S: shared movement DNS: does not stop Priv.: private shopping center driveway

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Table 15
Intersection Queuing Summary – Near-Term With-Project Conditions Intersection Number of Lanes, Storage (feet), and Queue Length (feet)

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Peach /
Spruce
Lanes 1 S 1 1 1 S
Storage 1,350 175 350 470
A.M. 40 5 DNS DNS
P.M. 135 5 DNS DNS
Peach / Fir
Lanes 1 S 1 S 1 1
Storage 1,840 385 175 350
A.M. 18 DNS 8 DNS
P.M. 43 DNS 5 DNS
Willow /
Herndon
Lanes 2 3 1 2 3 1 2 3 1 2 2 1
Storage 280 1,800 220 265 1,235 140 315 560 215 250 1,110 200 A.M. 164 288 148 56 615 52 309 246 25 95 508 117
P.M. 245 536 306 128 372 127 219 339 39 114 376 72
Helm /
Herndon
Lanes 2 3 3 1 2
Storage 300 1,245 1,250 200 >650
A.M. 12 47 198 14 0
P.M. 23 100 143 25 0
Peach /
Herndon
Lanes 1 3 1 1 3 1 1 1 1 1 1 1
Storage 285 1,300 125 150 1,765 110 235 >400 50 100+ >400 220 A.M. 155 278 12 164 547 36 128 265 0 259 247 36
P.M. 154 597 74 198 449 98 141 173 77 422 231 47
Villa /
Herndon
Lanes 1 3 1 2 3 1 2 1 1 2 2 1
Storage 290 1,175 110 255 1,900 165 180 2,525 185+ 150 350 150 A.M. 159 253 57 63 530 130 110 364 44 140 124 43
P.M. 157 563 62 78 450 70 92 289 15 160 132 23
Willow /
Magill
Lanes 1 1 S 1 1 1 1 2 S 1 2 1
Storage Priv. Priv. 80 825 80 140 1,885 165 565 75
A.M. 62 36 51 14 0 37 513 167 248 0
P.M. 174 64 108 20 43 88 535 191 367 0
Peach /
Magill
Lanes 1 S S 1 1 S
Storage 910 400 >490
A.M. 70 8 DNS
P.M. 143 8 DNS
Peach /
Peach
Lanes 1 S 1 1 S 1
Storage 760 1,625 100 485
A.M. 3 DNS DNS 0
P.M. 5 DNS DNS 0
Minnewawa
/ Alluvial
Lanes 1 1 1 1 1 1 1 2 S 1 1 1
Storage 120+ 2,525 120 150+ 2,675 120 250 2,720 250 2,550 200+ A.M. 45 217 18 102 408 54 105 200 126 444 10
P.M. 45 322 10 44 239 17 80 215 91 280 0
S: shared movement DNS: does not stop Priv.: private shopping center driveway

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Table 16
Intersection Queuing Summary – Year 2045 Cumulative With-Project Conditions Intersection Number of Lanes, Storage (feet), and Queue Length (feet)

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Peach /
Spruce
Lanes 1 S 1 1 1 S
Storage 1,350 175 350 470
A.M. 213 30 DNS DNS
P.M. 1,065 33 DNS DNS
Peach / Fir
Lanes 1 S 1 S 1 1
Storage 1,840 385 175 350
A.M. 33 DNS 13 DNS
P.M. 160 DNS 8 DNS
Willow /
Herndon
Lanes 2 3 1 2 3 1 2 3 1 2 2 1
Storage 280 1,800 220 265 1,235 140 315 560 215 250 1,110 200 A.M. 261 537 341 189 1,026 115 501 381 55 155 996 209
P.M. 379 1,019 720 340 596 256 422 716 169 230 897 230
Helm /
Herndon
Lanes 2 3 3 1 2 2
Storage 300 1,245 1,250 200 325 >650
A.M. 130 131 528 35 129 31
P.M. 173 320 438 76 167 44
Peach /
Herndon
Lanes 1 3 1 1 3 1 1 1 1 2 1 1
Storage 285 1,300 125 150 1,765 110 235 >400 50 100+ >400 220 A.M. 403 366 32 176 821 149 189 405 10 246 311 55
P.M. 459 652 58 214 609 199 233 180 48 267 286 163
Villa /
Herndon
Lanes 1 3 1 2 3 1 2 1 1 2 2 1
Storage 290 1,175 110 255 1,900 165 180 2,525 185+ 150 350 150 A.M. 210 319 111 76 714 170 146 539 66 205 163 52
P.M. 242 738 158 156 545 171 151 425 69 231 181 51
Willow /
Magill
Lanes 1 1 S 1 1 1 1 2 S 1 2 1
Storage Priv. Priv. 80 825 80 140 1,885 165 565 75
A.M. 68 40 50 16 0 87 712 213 608 16
P.M. 291 89 154 28 70 170 1,281 304 893 5
Peach /
Magill
Lanes 1 S S 1 1 S
Storage 910 400 >490
A.M. 83 5 DNS
P.M. 173 5 DNS
Peach /
Peach
Lanes 1 S 1 1 S 1
Storage 760 1,625 100 485
A.M. 5 DNS DNS 0
P.M. 8 DNS DNS 0
Minnewawa
/ Alluvial
Lanes 1 1 1 1 1 1 1 2 S 1 1 1
Storage 120+ 2,525 120 150+ 2,675 120 250 2,720 250 2,550 200+ A.M. 61 276 8 124 543 77 135 304 180 596 30
P.M. 61 514 21 50 352 44 126 271 149 598 0
S: shared movement DNS: does not stop Priv.: private shopping center driveway

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15.0 DISCUSSION

15.1 Existing Conditions
The results of the analyses indicate that the study intersections are currently operating at acceptable levels of service . The calculated 95th-percentile queues are contained within the available storage capacity, with the following exceptions:
• Willow Avenue / Herndon Avenue: right-turn lane on the eastbound approach during the p.m. peak hour.
• Peach Avenue / Herndon Avenue : left -turn lane on the southbound approach during the p.m. peak hour.

15.2 Existing-Plus-Project Conditions
The existing -plus-Project-conditions analyses represent conditions that would occur after construction of the Project if none of the pending and approved projects were constructed.

This scenario isolates the specific effects of the Project.

The results of the analyses indicate that the study intersections are expected to continue to operate at acceptable levels of service. The Project will not cause the study intersections to operate worse than the target LOS.

Calculated 95 th-percentile queues exceed the available storage capacity at the following locations:
• Willow Avenue / Herndon Avenue: right-turn lane on the eastbound approach during the p.m. peak hour (this condition is nearly identical to the existing condition). • Peach Avenue / Herndon Avenue : left -turn lane on the southbound approach during the p.m. peak hour (this condition is nearly identical to the existing condition) and the left-turn lane on the westbound approach during the p.m. peak hour.

Potential Improvements
The Project is expected to contribute to queues that may exceed the existing storage capacity in the left -turn lane on the westbound approach to the intersection of Peach and Herndon Avenues during peak periods . The existing left -turn lane (approximately 150 feet long) is shorter than most similar left -turn lanes in median islands at signalized intersections. In order to prevent queues in the left -turn lane from backing up into the adjacent through lane , the existing left-turn lane could be lengthened to provide at least 275 feet of storage.

15.3 Near-Term With-Project Conditions
The near-term with-Project analyses represent conditions that are expected after construction of the Project and the known pending and approved projects. This scenario isolates the near - term cumulative effects of the Project and other known projects.

The results of the analyses indicate that the study intersections are expected to continue to operate at acceptable levels of service. The cumulative near -term projects will not cause the study intersections to operate worse than the target LOS. 577
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Calculated 95 th-percentile queues exceed the available storage capacity at the following locations:
• Willow Avenue / Herndon Avenue: right-turn lane on the eastbound approach during the p.m. peak hour (this condition is nearly identical to the existing condition). • Peach Avenue / Herndon Avenue : left -turn lane on the southbound approach during the p.m. peak hour (this condition is nearly identical to the existing condition) and the left-turn lane on the westbound approach during the p.m. peak hour (this condition is similar to the existing-plus-Project conditions).
• Willow Avenue / Magill Avenue : left-turn lanes on the westbound and southbound approaches during the p.m. peak hour. These queues are expected to exceed the storage capacity primarily as a result of the SPR 2023 -008 medical office buildings on the north side of Magill Avenue at Timmy Avenue.

Potential Improvements
The Project is expected to contribute to queues that may exceed the existing storage capacity in the left -turn lane on the westbound approach to the intersection of Peach and Herndon Avenues during peak periods as discussed above for the existing-plus-Project conditions.

At the intersection of Willow and Magill Avenues, the length of the left -turn lane on the westbound approach could likely be extended with striping modifications. However, the length of the left-turn lane on the southbound approach appears to be constrained by the left - turn lanes on the northbound Willow Avenue approach to Herndon Avenue.

15.4 Cumulative Year 2045 With-Project Conditions
The year 2045 cumulative with-Project conditions analyses are based on the assumption that the Project has been constructed, the pending and approved projects have been constructed, and that 20 years of growth has occurred in the Clovis, Fresno, and Fresno County region as incorporated into the adopted Fresno County travel model.

The analyses indicate that the following study intersections are expected to operate worse than the target LOS D:
• Peach Avenue / Spruce Avenue : LOS F during the a.m. and p.m. peak hour s on the eastbound approach.
• Peach Avenue / Fir Avenue : LOS F during the p.m. peak hour on the westbound approach.
• Willow Avenue / Herndon Avenue: LOS F during the a.m. and p.m. peak hours. • Peach Avenue / Magill Avenue : LOS E during the peak hour on the eastbound approach.
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The calculated 95 th-percentile queues exceed the storage capacity during at least one peak hour at following locations:
• Willow Avenue / Herndon Avenue: left-turn lanes on the eastbound, westbound, and northbound approaches, right-turn lane s on the eastbound, westbound, and southbound approaches, and the through lanes on the northbound approach. • Peach Avenue / Herndon Avenue : left -turn lanes on the eastbound and westbound approaches and right -turn lane on the westbound approach. (It should be noted that the future lane configurations include the assumption that a second left -turn lane has been constructed on the southbound approach.)
• Villa Avenue / Herndon Avenue : left -turn lane on the southbound approach and right-turn lane on the eastbound approach.
• Willow Avenue / Magill Avenue : left -turn lanes on the eastbound, northbound, and southbound approaches, through lanes on the southbound approach.

Potential Improvements
The intersection of Peach and Spruce Avenues is expected to require signalization or a roundabout to operate at acceptable LOS. With signalization, the intersection is expected to operate at LOS B during the a.m. and p.m. peak hours in the year 2045. As a single -lane roundabout, the intersection is expected to operate at LOS A during the a.m. peak hour and LOS B during the p.m. peak hour in the year 2045. The queueing analyses suggest that there is no clear preferred option; therefore, the eventual improvement could be determined based on cost. Traffic signal installations at existing intersections are typically less costly than new roundabouts. The intersection analysis sheets for the improved conditions are presented in Appendix D. The improved conditions are summarized in Tables 17 and 18.

The intersection of Peach and Fir Avenues is expected to be frequently blocked by queues extending from Herndon Avenue. Furthermore, the relatively short distances between Fir and Herndon Avenues and between Fir and Spruce Avenues suggests that signalization is not an option at Fir Avenue. Therefore, it is suggested that westbound -to-southbound left turns from Fir Avenue to Peach Avenue may ultimately need to be restricted. A median worm could be constructed on Peach Avenue that would prevent left turns from Fir Avenue while allowing southbound-to-eastbound left turns to Fir Avenue.

The intersection of Willow and Herndon Avenues has been constructed to its ultimate configuration; therefore, physical improvements are not likely to be feasible. The City has considered timing improvements, such as adaptive signal control technology that adjusts signal timing in real time, to optimize traffic progression on the Herndon Avenue corridor.

Lengthening existing turn lanes may be considered to reduce the potential for queues to block through lanes.

The intersection of Peach and Herndon Avenues is expected to operate at acceptable LOS; however, calculated 95 th-percentile queues exceeding 400 feet in the left -turn lane on the eastbound approach suggest that the lane may require lengthening in the future, or a second left-turn lane may be considered. The Project is expected to contribute to queues that may exceed the existing storage capacity in the left -turn lane on the westbound approach to the 579
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intersection of Peach and Herndon Avenues during peak periods as discussed above for the existing-plus-Project conditions. The right -turn lane on the westbound approach may also benefit from lengthening in the future; however, long queues expected in the through lanes are likely to govern accessibility to the right-turn lane.

The intersection of Villa and Herndon Avenues has been constructed to its ultimate configuration; therefore, physical improvements to address queuing issues are not likely to be feasible. T he length of the left -turn lane on the southbound approach appears to be constrained by the left -turn lane on the northbound Villa Avenue approach to Fir Avenue.

The right-turn lane on the eastbound approach may benefit from lengthening in the future.

At the intersection of Willow and Magill Avenues , the length of the left -turn lane on the westbound approach could likely be extended with striping modifications. However, the lengths of the left -turn lane s on the northbound and southbound approach es appear to be constrained by other left-turn lanes.

The intersection of Peach and Magill Avenues is expected to require signalization or a roundabout to operate at acceptable LOS. With signalization, the intersection is expected to operate at LOS B during the a.m. and p.m. peak hours in the year 2045 . As a single -lane roundabout, the intersection is expected to operate at LOS A during the a.m. and p.m. peak hours in the year 2045 . Considering the approximate 400 -foot spacing to Herndon Avenue, coordination of traffic signals at Magill Avenue and at Herndon Avenue to prevent blocking of intersections may be difficult to achieve , particularly if priority if given to the Herndon Avenue corridor. Therefore, a roundabout may be the preferred alternative. The intersection analysis sheets for the improved conditions are presented in Appendix D. The improved conditions are summarized in Tables 17 and 18.

Table 17
Intersection LOS Summary
Improved Year 2045 Cumulative With-Project Conditions
Intersection Control
A.M. Peak Hour P.M. Peak Hour
Delay
(sec) LOS Delay
(sec) LOS
Peach / Spruce Signals 18.8 B 18.6 B
Roundabout 7.8 A 10.8 B
Peach / Magill Signals 13.4 B 18.2 B
Roundabout 5.5 A 6.2 A

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Table 18
Intersection Queuing Summary
Improved Year 2045 Cumulative With-Project Conditions
Intersection Number of Lanes, Storage (feet), and Queue Length (feet)

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Peach /
Spruce
Signals
Lanes 1 1 1 1 1 1
Storage 1,350 TBD TBD 350 470 TBD
A.M. 66 61 210 113 455 23
P.M. 178 77 241 220 311 39
Peach /
Spruce
Roundabout
Lanes 1 S S 1 1 S
Storage 1,350 350 350
A.M. 109 133 260
P.M. 270 372 174
Peach /
Magill
Signals
Lanes 1 1 1 1 1 S
Storage 910 TBD TBD 400 >490
A.M. 116 21 65 82 245
P.M. 190 27 60 65 304
Peach /
Magill
Roundabout
Lanes 1 S S 1 1 S
Storage 910 400 >490
A.M. 28 55 74
P.M. 53 37 80
S: shared movement TBD: to be determined

16.0 EQUITABLE SHARE CALCULATIONS
Where required future improvements are not included in established development fees and are not the sole responsibility of a particular project, but rather a cumulative result of regional growth, the responsibility for the improvement may be determined based on equitable share calculations as presented in the Caltrans Guide for the Preparation of Traffic Impact Studies dated December 2002. The following equation was used to determine the project’s equitable share percentage at the intersection s that may require improvements to improve LOS to acceptable levels.
where:

P = The equitable share of the project’s traffic responsibility; T = The project trips generated during the peak hour of the adjacent facility; TB = The forecasted (future with project) traffic volume on the affected facility; TE = The existing traffic on the State Highway facility.

Table 19 presents equitable share responsibility calculations.

EB TT
TP −=
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Table 19
Equitable Share Responsibility Calculations – P.M. Peak Hour Location Project
Trips
Existing
Traffic
2045
Traffic
Equitable
Share
Peach / Spruce 10 1,232 2,031 1.3%
Peach / Fir 10 1,158 1,792 1.6%
Peach / Magill 173 579 1,017 39.5%

Alternatively, the Project trips may be divided by the year 2045 traffic volume to determine the Project’s percentage of the overall traffic as presented in Table 20.

Table 20
Project Percentage of Total Trips – Year 2045 P.M. Peak Hour Location Project
Trips
2045
Traffic
Equitable
Share
Peach / Spruce 10 2,031 0.5%
Peach / Fir 10 1,792 0.6%
Peach / Magill 173 1,017 17.0%

17.0 CONCLUSIONS AND RECOMMENDATIONS
Standard traffic engineering principles and methods were employed to establish the existing conditions, to estimate the number of trips expected to be generated by the Project, and to analyze the traffic conditions that are expected to occur in the future. The conclusions of the study are summarized in the following sections.

Trip Generation
The Project is expected to generate approximately 2,797 vehicle trips per weekday (approximately 1,399 trips entering the site and 1,399 trips exiting the site). Weekday peak- hour traffic volumes are expected to be on the order of 162 trips during the a.m. peak hour and 207 trips during the p.m. peak hour.

The proposed Project will likely result in fewer trips than would have occurred if the site were developed in accordance with the current General Plan land use designation.

CEQA Impact Analysis (VMT)
Project-specific traffic modeling indicates the regional VMT with the Project is less than the regional VMT without the Project. Therefore, the Project does not create a significant transportation impact.
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Existing Conditions
The study intersections are currently operating at acceptable levels of service. The calculated 95th-percentile queues are contained within the available storage capacity, with the following exceptions:
• Willow Avenue / Herndon Avenue: right-turn lane on the eastbound approach during the p.m. peak hour.
• Peach Avenue / Herndon Avenue : left -turn lane on the southbound approach during the p.m. peak hour.

Existing-Plus-Project Conditions
The study intersections are expected to continue to operate at levels of service very similar to the existing conditions. The Project will not cause the study intersections to operate worse than the target LOS. The Project is expected to contribute to queues that may exceed the existing storage capacity in the left -turn lane on the westbound approach to the intersection of Peach and Herndon Avenues during peak periods. The existing left -turn lane (approximately 150 feet long) is shorter than most similar left -turn lanes in median islands at signalized intersections. In order to prevent queues in the left -turn lane from backing up into the adjacent through lane, the existing left -turn lane could be lengthened to provide at least 275 feet of storage.

Near-Term With-Project Conditions
The study intersections are expected to continue to operate at acceptable levels of service .

The cumulative near -term projects will not cause the study intersections to operate worse than the target LOS. Calculated 95th-percentile queues exceed the available storage capacity at the following locations:
• Willow Avenue / Herndon Avenue: right-turn lane on the eastbound approach during the p.m. peak hour (this condition is nearly identical to the existing condition). • Peach Avenue / Herndon Avenue : left -turn lane on the southbound approach during the p.m. peak hour (this condition is nearly identical to the existing condition) and the left-turn lane on the westbound approach during the p.m. peak hour (this condition is similar to the existing-plus-Project conditions).
• Willow Avenue / Magill Avenue : left -turn lanes on the westbound and southbound approaches during the p.m. peak hour. These queues are expected to exceed the storage capacity primarily as a result of the SPR 2023 -008 medical office buildings on the north side of Magill Avenue at Timmy Avenue.

The Project is expected to contribute to queues that may exceed the existing storage capacity in the left -turn lane on the westbound approach to the intersection of Peach and Herndon Avenues during peak periods as discussed above for the existing-plus-Project conditions.

At the intersection of Willow and Magill Avenues, the length of the left -turn lane on the westbound approach could likely be extended with striping modifications. However, the 583
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length of the left-turn lane on the southbound approach appears to be constrained by the left - turn lanes on the northbound Willow Avenue approach to Herndon Avenue.

Cumulative Year 2045 With-Project Conditions
The following study intersections are expected to operate worse than the target LOS D in the year 2045:
• Peach Avenue / Spruce Avenue : LOS F during the a.m. and p.m. peak hours on the eastbound approach.
• Peach Avenue / Fir Avenue : LOS F during the p.m. peak hour on the westbound approach.
• Willow Avenue / Herndon Avenue: LOS F during the a.m. and p.m. peak hours. • Peach Avenue / Magill Avenue : LOS E during the peak hour on the eastbound approach.

The calculated 95 th-percentile queues exceed the storage capacity during at least one peak hour at following locations:
• Willow Avenue / Herndon Avenue: left-turn lanes on the eastbound, westbound, and northbound approaches, right -turn lanes on the eastbound, westbound, and southbound approaches, and the through lanes on the northbound approach. • Peach Avenue / Herndon Avenue : left -turn lanes on the eastbound and westbound approaches and right -turn lane on the westbound approach. (It should be noted that the future lane configurations include the assumption that a second left -turn lane has been constructed on the southbound approach.)
• Villa Avenue / Herndon Avenue : left -turn lane on the southbound approach and right-turn lane on the eastbound approach.
• Willow Avenue / Magill Avenue : left -turn lanes on the eastbound, northbound, and southbound approaches, through lanes on the southbound approach.

Potential Improvements
The intersection of Peach and Spruce Avenues is expected to require signalization or a roundabout to operate at acceptable LOS. With signalization, the intersection is expected to operate at LOS B during the a.m. and p.m. peak hours in the year 2045. As a single -lane roundabout, the intersection is expected to operate at LOS A during the a.m. peak hour and LOS B during the p.m. peak hour in the year 2045. The queueing analyses suggest that there is no clear preferred option; therefore, the eventual improvement could be determined based on cost. Traffic signal installations at existing intersections are typically less costly than new roundabouts.

The intersection of Peach and Fir Avenues is expected to be frequently blocked by queues extending from Herndon Avenue. Furthermore, the relatively short distances between Fir and Herndon Avenues and between Fir and Spruce Avenues suggests that signalization is not an option at Fir Avenue. Therefore, it is suggested that westbound -to-southbound left turns 584
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from Fir Avenue to Peach Avenue may ultimately need to be restricted. A median worm could be constructed on Peach Avenue that would prevent left turns from Fir Avenue while allowing southbound-to-eastbound left turns to Fir Avenue.

The intersection of Willow and Herndon Avenues has been constructed to its ultimate configuration; therefore, physical improvements are not likely to be feasible. The City has considered timing improvements, such as adaptive signal control technology that adjusts signal timing in real time, to optimize traffic progression on the Herndon Avenue corridor.

Lengthening existing turn lanes may be considered to reduce the potential for queues to block through lanes.

The intersection of Peach and Herndon Avenues is expected to operate at acceptable LOS; however, calculated 95 th-percentile queues exceeding 400 feet in the left -turn lane on the eastbound approach suggest that the lane may require lengthening in the future, or a second left-turn lane may be considered. The Project is expected to contribute to queues that may exceed the existing storage capacity in the left -turn lane on the westbound approach to the intersection of Peach and Herndon Avenues during peak periods as discussed above for the existing-plus-Project conditions. The right -turn lane on the westbound approach may also benefit from lengthening in the future; however, long queues expected in the through lanes are likely to govern accessibility to the right-turn lane.

The intersection of Villa and Herndon Avenues has been constructed to its ultimate configuration; therefore, physical improvements to address queuing issues are not likely to be feasible. The length of the left -turn lane on the southbound approach appears to be constrained by the left -turn lane on the northbound Villa Avenue approach to Fir Avenue.

The right-turn lane on the eastbound approach may benefit from lengthening in the future.

At the intersection of Willow and Magill Avenues , the length of the left -turn lane on the westbound approach could likely be extended with striping modifications. However, the lengths of the left -turn lanes on the northbound and southbound approaches appear to be constrained by other left-turn lanes.

The intersection of Peach and Magill Avenues is expected to require signalization or a roundabout to operate at acceptable LOS. With signalization, the intersection is expected to operate at LOS B during the a.m. and p.m. peak hours in the year 2045. As a single -lane roundabout, the intersection is expected to operate at LOS A during the a.m. and p.m. peak hours in the year 2045. Considering the approximate 400 -foot spacing to Herndon Avenue, coordination between traffic signals at Magill Avenue and at Herndon Avenue to prevent blocking of intersections may be difficult to achieve, particularly if priority if given to the Herndon Avenue corridor. Therefore, a roundabout may be the preferred alternative.

The Project may be required to pay an equitable share of future improvements if those improvements are not included in a fee program.

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Thank you for the opportunity to perform this transportation impact analysis. Please feel free to contact me if you have any questions.

PETERS ENGINEERING GROUP

John Rowland, PE, TE

Attachments: Figures 1 through 11
Appendix A - Traffic Modeling
Appendix B - Traffic Count Data Sheets
Appendix C - Intersection Analyses
Appendix D - Improved Intersection Analyses

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FIGURES
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APPENDIX A

TRAFFIC MODELING
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VMT Results
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LSA is a business name of LSA Associates, Inc.

CARLSBAD
FRESNO
IRVINE
LOS ANGELES
PALM SPRINGS
POINT RICHMOND

RIVERSIDE

ROSEVILLE
SAN LUIS OBISPO
1500 Iowa Avenue, Suite 200, Riverside, California  92507     951.781.9310     www.lsa.net

MEMORANDUM
DATE:  December 18, 2023
TO:  John Rowland
FROM:  Ambarish Mukherjee, P.E., AICP
SUBJECT:  Herndon and Peach Hotel Project Vehicle Miles Traveled Analysis Memorandum LSA has prepared a Vehicle Miles Traveled (VMT) Analysis Memorandum (Memo) for the proposed Herndon and Peach Hotel project (project) in the City of Clovis (City). The project will be located at the southwest corner of Herndon Ave. & Peach Ave. and fronts on Magill Ave., west of Peach Ave. in the City of Clovis. The project proposes to develop a vacant site of 7.45 acres into a hotel with 350 rooms. Based on LSA’s understanding, the project would require a General Plan Amendment (GPA).

BACKGROUND
On December 28, 2018, the California Office of Administrative Law cleared the revised California Environmental Quality Act (CEQA) guidelines for use. Among the changes to the guidelines was removal of vehicle delay and level of service from consideration under CEQA. With the adopted guidelines, transportation impacts are to be evaluated based on a project generated VMT.

The City has adopted its Senate Bill 743 (SB 743) guidelines (guidelines) on October 17, 2022 “Transportation Impact Analysis Guidelines, City of Clovis, CA”, through City Resolution 22‐122. The guidelines include screening criteria, VMT analysis methodology, VMT impact thresholds, and VMT mitigation measures. Therefore, the City’s guidelines were used in the evaluation of the project’s VMT analysis.

The guidelines provide multiple screening criteria for project types and thresholds for land use projects. The project was compared with the screening criteria established in the “Project Screening” section of the guidelines to check if the project can be screened out. The following is a brief description of the project in relation with the project screening criteria:
 Small Project: The guidelines state that projects generating less than 500 daily trips could be screened out of a detailed VMT analysis. The project is estimated to generate 2,797 daily trips.

Therefore, the project does not satisfy this screening criteria.  Provision of Affordable Housing: The project proposes to develop a hotel which is not affordable housing. Therefore, this screening criteria does not apply to the project.  Local‐Serving Retail: The project consists of hotel use and is greater than 100 KSF. Based on City’s guidelines local‐serving retail consists of groceries, medicines, fast food and casual 601
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12/18/23 (P:\20231242_HendronPeachHtl_Peters\Traffic\HerndonPchHtl_VMTMemo.docx) 2 restaurants, fitness, and beauty services. Therefore, this screening criteria does not apply to the project.
 Project Located in a High‐Quality Transit Area (HQTA): The project is not located within an HQTA; therefore, this screening criteria does not apply to the project.  Project Located in Low VMT Area: This criterion is not applicable for project land use type.

As shown above, the project could not be screened out from a detailed VMT analysis. As such, pursuant to the guidelines, a detailed VMT analysis was conducted to assess the project’s VMT impact.

METHODOLOGY
The project is a hotel land use, and the guidelines recommend use of retail land use category for evaluation of hotel projects. The guidelines established use of regional total VMT under cumulative conditions as the VMT metric for evaluation of retail projects. Therefore, the project would result in a significant VMT impact if the project causes a net increase in total VMT i.e., if the total regional VMT for “with project” scenario is greater than total regional VMT for “without project” scenario under cumulative conditions. The definition of the “region” is assumed as the entire Fresno County, consistent with other VMT metric thresholds (VMT per capita and VMT per employee). However, total VMT for the City of Clovis is also provided for comparison purposes.

The guidelines recommend use of the regional travel demand model for detailed VMT analysis.

Fresno Council of Governments’ (Fresno COG’s) Activity‐Based Model (ABM) is the regional model for the city and therefore, the Fresno COG ABM was used to conduct project VMT analysis. No project cumulative scenario (2046) model run was conducted to establish the regional total VMT threshold for comparison purposes. Following is a detailed description of the VMT analysis.

Project Traffic Analysis Zone Update
The first step in preparation of this analysis was to update the traffic analysis zones (TAZs) in the model that include the project area. The Fresno COG ABM includes the ability to add or split zones.

In order to isolate the project VMT, a new zone was created in the model. The project employment was included in the newly created zone for modeling purposes. No project‐specific network modifications were required for the model run. A model run was conducted for the cumulative scenario with updated model inputs. The outputs from this updated model run were used to calculate the total regional VMT under “with project” condition.

VMT ANALYSIS
The project is a hotel and was evaluated as retail under cumulative scenario as suggested in the guidelines. Total regional /countywide VMT for “without project” condition was compared to the “with project” scenario under cumulative scenario. As shown in Table A, the regional total VMT under “with project” is lower than the “without project” under cumulative conditions. Therefore, based on the guidelines, the project will not have a significant VMT impact. 602
AGENDA ITEM NO. 13.

12/18/23 (P:\20231242_HendronPeachHtl_Peters\Traffic\HerndonPchHtl_VMTMemo.docx) 3 Table A: Cumulative (2046) Total Regional VMT Comparison Total Roadway VMT  With Project  Without Project  Difference Within Fresno County         29,254,916       29,263,263                (8,347) Within City of Clovis            1,551,936           1,552,959                 (1,023) Source: Fresno COG Activity Based Model (ABM)
VMT = Vehicle Miles Traveled

Conclusion
As mentioned before, the project consists of hotel land use. The guidelines recommend evaluation of hotel project as retail land use. Retail land uses should be evaluated using “net change” in regional VMT under cumulative scenario based on the guidelines. Therefore, the project will have a significant VMT impact if total regional VMT under “with project” conditions is greater than “without project” conditions. As shown in Table A, the project doesn’t have significant impact.

603
AGENDA ITEM NO. 13.

TRANSPORTATION IMPACT ANALYSIS – PROPOSED HOTEL

Select Zone Analysis
604
AGENDA ITEM NO. 13.

Fresno COG 2046 Travel Model - AM Peak hour Select Zone Distribution (Herndon @ Peach Hotel) (Total Volume - Project Select Zone Volumes)
(Licensed to LSA Associates)
0 0
0 0
0 0
0 1
0 0
0 0 0
0 0
0 0
0 0
0 0
0 0
0 3
0 0
0 2
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 2
0 1
0 0
0 0
0 0
0 0
0 0
0 0
0 0 0
0 0
0 0
0 0
2 1
0 3
0 0
0 0
0 0
0 0
0 0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
1 0
0 0
0 1
0 0
0 0
0 0
0 0
0 0
0 00
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 00
0 0
0 0
0 0
0 0
0 0
0 0
1 0
0 0
0 0
0 0
0 0
0 0
0 0
1 0
0 1
0 0
0 0
0 0
0 0
0 0
0 0
0 1
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 2
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 2
0 1
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 1
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
01 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 1
0 10
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
2 0
0 1
0 0
1 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
1 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 1
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 1
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
2 0
0 0
0 0
0 0
0 0
0 0
0 0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
1 1
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 1
0 0
1 0
0 0
0 0
0 1
2 0
2 0
0 0
0 1
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 3
0 0
0 0
0 0
100
Behym
er
0 Behym
er
0 Behym
er
0 0
0 Chestnut
1 Chestnut
1 Chestnut
2 5
Minnewawa
4 0
0 Nees
0 Nees
1 Minnewawa
4 Alluvial
0 Allu
vial 0
Locan
0 Shaw 0
Shepherd
0 0
Locan
0 Locan
0 Locan
0 0Locan
0 Locan
0 Locan
0 Temperance
0 Armstrong
0 Armstrong
0 Fowler
0 Sunnyside
0 Sunnyside
0 Gettysburg
0 0
Leonard
0 0
Barstow
0 0
Temperance
1 Barstow
0 SR 168
7 10
SR 168 0
Fowler
1 Fowler/168 0
SR 168 0
Herndon/168 0
SR 168
2 6 7
0 SR 168
0 2
SR 168
0 Herndon/168
3 SR 168
0 Shaw 0
0 0 0
SR 168 10
Shaw/168 0
SR 168
7 Shaw0
0 0
Shaw 0
SR 168
7 Shaw/168
0 0
Shaw0
SR 168 0
SR 168
2 Bullard/168
0 SR 168
7 Bullard
100
Herndon
6 0
0 9
Fowler
1 5
Fowler
1 SR 168
0 Fo
wler
/168
0 SR 168
0 0
Fowler
1 Fowler/168
0 SR 168
3 SR 168
3 Fowler
0 Fowler
0 Fowler
0 2
0 Temperance0
Temp/168
0 0
SR 168
0 Tem
p/168
0 SR 168
3 0Temperance0
0 0
Temperance
1 Teague
0 Teague
0 Chestnut
0 Behym
er
0 0
Chestnut
0 Chestnut
0 Teague
0 Teague
0 Peach
0 Peach
0 Peach
0 Peach
0 0
Teague
0 Ashlan
0 Ashlan
0 Temperance
0 0
SR 41
0 Dakota
0 SR 41
0 SR 41
0 Fresno
0 Fresno
0 Fresno
0 Dakota
0 Fresno
0 Dakota
0 0
Fresno
0 Fresno
0 0
Ashlan
0 0
Fresno
00 Fresno
0 Fresno
0 Ashlan
10 Fresno
0 Ashlan
1 Ashlan
1 Fresno
0 Fresno
0 0
Dakota
0 Dakota
0 0
Dakota
0 Dakota
0 Dakota
0 First
0 First
0 First
0 0
First
0 Dakota
0 0
First
0 Dakota
0 1
Ashlan
1 Ashlan
1 Ashlan
1 0
First
0 00
First
0 1
First
0 Ashlan
1 0
First
0 0
First
0 First
0 First
0 Millbrook
1Millbrook
11 Millbrook
1 Dakota
0 Dakota
0 Dakota
0 Millbrook
1 Millbrook
0 Dakota
1 00
Millbrook
000
Dakota
1 Dakota
1 Dakota
1 0
Ashlan
1 Ashlan
1 Millbrook
0 Millbrook
0 Ashlan
1 0
1Millbrook
0 Ashlan
1 0
Millbrook
0 0
Ashlan
1 Millbrook
0 Millbrook
000
Millbrook
0 Millbrook
0 Cedar
0 Cedar
0 Dakota
1 0
Cedar
0 Cedar
0 Dakota
0 0
Cedar
0 Cedar
0 SR 168
8SR 168
8 Dakota
0 Dakota
0 SR 168 0
SR 168 8
0 Cedar
0 Cedar
0 Cedar
01 Ashlan
0 0
0 Ashlan
1Cedar
0 Cedar
0 Ashlan
1 Cedar
0 0
0 Cedar
0 Cedar
0 Cedar
0 1
Ashlan
2 Ashlan
2 Gettysburg
Shaw 0
0 Shaw 0
Fresno
0 Gettysburg
0 Gettysburg
0 0
Fresno
0 Fresno
0 Gettysburg
0 Shaw
0 0
Fresno
00 0
0 Fresno
0 Fresno
0 Fresno
0 Fresno
0 0Shaw 0Shaw 0
Shaw0
Bullard/41
0 Fresno
0 Fresno
0 Barstow
0 Fresno
0 Barstow
0 Barstow
0 Fresno
0 Fresno
1 0
Gettysburg
0 Gettysburg
0 Shaw 0
0 Shaw 0
Shaw 0
0 First
0 Gettysburg
0 0
First
0 First
0 First
0 0
0 0
First
0 First
0 Shaw
0 0 0
0 0
Shaw 0
First
0 0 0
Shaw 0
0 0
Barstow
0 0
First
0 First
0 First
0 First
00 0
First
0 Barstow
0 First
0 Barstow
0 First
0 0
0 First
0 SR 41
0 0Bullard
0 0
0 Bullard
0 1Bullard
0 Fresno
1 Fresno
1 0
Fresno
1 0Bullard
0 0
1Fresno
0 Sierra
1 Sierra
0 Fresno
2 Sierra
0 Sierra
0 SR 41
0 Herndon/41
0 SR 41
00 6
0SR 41
0 60
SR 41
0 SR 41
0 Fresno
2 Fresno
2 Herndon
6 7Fresno
0 Fresno
0 Fresno0
Fresno
0 0
Herndon
9 Bullard
0 Bullard
00 0
Bullard
0 Bullard
0 Sierra
0 Sierra
0 0
0 Bullard
0 First
0 First
0 First
0 0
First
0 0
Bullard
0 First
0 First
0 First
0 Sierra
0 0
First
0 Sierra
0 Sierra
0 Sierra
0 First
1 0
First
0 First
0 0
First
0 First
0 0
First
0 First
0 10
Herndon
2 0First
1First0
0 Herndon
10 First
0 0
0 0
0 Gettysburg
0 Gettysburg
0Millbrook 0
Gettysburg
0 Millbrook 0
Millbrook 0Millbrook
0 Millbrook
0 Gettysburg
0 0
Shaw 0
0Shaw 0
Shaw
0Shaw 0 Shaw
0 Barstow
0 0
Barstow
0 0
Barstow
0 Sixth
0 Bulldog
0 Sixth
0 Sixth
0 Bulldog
0 0
Barstow
0 0
Millbrook
0 0
Barstow
0 Bulldog
0 Millbrook 0
Millbrook
0 0
Gettysburg
0 0
Cedar
0 Gettysburg
0 Cedar
0 Gettysburg
0 Cedar
0 0
Cedar
0 Cedar
0 Shaw 0
Shaw 0
Cedar
0 Cedar
00 0
Shaw 0
Cedar
0 Cedar
0 Gettysburg
0 0
Gettysburg
0 Shaw 0
0 Shaw 0
00 Cam
pus
0 0
Cam
pus
0 0
Barstow
0 0
Cedar
0 0
Cedar
0 Cedar
0 Barstow
0 0
Cedar
0 Campus
0 Cam
pus
0 Barstow
1 Campus
0 Cam
pus
1 Barstow
1 0
Bullard
0 0
0 00
Sierra
0 0
Sierra
0 Sierra
0 0
Sierra
0 0
Bullard
0 Millbrook
0 00
Bullard
0 Millbrook
0Millbrook
0 Millbrook
0 0
Bullard
0 Millbrook
0 Millbrook
0 Millbrook
000
Millbrook
0 Sierra
0 Millbrook
0 Millbrook
0 Sierra
0 Sierra
0 Sierra
0 Sierra
0 0
Millbrook
0 Millbrook
0Millbrook
0 Millbrook
0 00
Herndon
10 Millbrook
0 Herndon
2 0 Bullard
0 Bullard
0 0
Bullard
0 Cedar
0 1
0 Cedar
0 0
Sierra
0 Sierra
0 Sierra
0 0
Cedar
0 Sierra
0 Sierra
0 Sierra
0 Cedar
0 Cedar
0 Sierra
0 Sierra
0 Cedar
0Cedar
0 0
Cedar
0 Cedar
0 Cedar
0 Cedar
0 Cedar11
0 Cedar
0 Cedar
0 10
Cedar
0 0
Herndon
10 Herndon
2 1
Herndon
10 Maple
0 Maple
0 Maple
0 Dakota
0 Dakota
0 SR 168
0 Ashlan
2 Ashlan
2 SR 168
0 2
Ashlan
0 2SR 168
7 SR 168
0 SR 168 10
Maple
0 Maple
0 Maple
0 1
Chestnut
0 0 0
0 0
Dakota
0 Chest-Will
0 Dakota
0 0Chest-Will
0 Dakota
0 0
Ashlan
0 Chestnut
0 Ashlan
0 Chestnut
0Chestnut
0 Chestnut
0 Chestnut
0Chestnut
0 Chestnut
0 0
Ashlan
0 0
Winery
0 0Chest_Will
0 Ashlan
0 Ashlan
0 0
Chest_Will
1 Winery
0 Winery
0Winery
0 Winery
0Winery
0 0
Dakota
0 Dakota
0 Dakota
0 Dakota
0 Dakota
0 0
Peach
0 Peach
0 0
Ashlan
0 Willow
0 Willow
0 0
Ashlan
0 Willow
0Willow
0 Gettysburg
0 0
Gettysburg
0 0
Ashlan
0 0
0 Ashlan
0Peach
0 Peach
0 Peach
0 Peach
0Peach
1 Peach
1 Peach
1 Peach
1 Gettysburg
0 0
Ashlan
0 Ashlan
0 0
Ashlan
0 Ashlan
0 00
Minnewawa
0 Minnewawa
0 Minnewawa
0 Minnewawa
0 Minnewawa
00 Gettysburg
0 0
Maple
0 Gettysburg
0 Maple
0 0
Maple
0 Maple
0 Maple
0 0
Shaw 0
Maple
00 Shaw 0Campus
00 Cam
pus
0 0
Gettysburg
0 Gettysburg
0 Gettysburg
0 Shaw 0
Shaw0
0 Shaw 0
Campus
0 Campus
0 Campus
0 Cam
pus
0 Shaw 0
Campus
0 Cam
pus
0 Cam
pus
1 Barstow
1 Barstow
1 1
Campus
0 Barstow
1 Barstow
1 Gettysburg
0 Gettysburg
0 Gettysburg
0 Gettysburg
0 Shaw 0
0 Chestnut
0 0
0 0
Gettysburg
0 Shaw 0
0 Willow
1 0
Barstow
0 Sierra
0 Maple
0 Sierra
0 Maple
0 Sierra
0 Sierra
0 Sierra
0 Sierra
0 Sierra
0 0
Maple
0 Maple
2 Maple
2 Maple
2 Maple
2 Maple
0 2
Herndon
10 Maple
2 Herndon
3 1
Chestnut
35 Chestnut
5 Chestnut
0 Bullard
1 Chestnut
1 Bullard
1 0
Chestnut
0Chestnut
0 Chestnut
0 Sierra
0 Chestnut
0 Chestnut
0 Sierra
0 0
0 Sierra
0 1
Willow
1 Bullard
1 Bullard
0 Willow
2 Bullard
0 Willow
0Willow
2Willow
2 Sierra
1 1
Sierra
1 1
Willow
2 Sierra
12 Willow
2 0Chestnut
0 Chestnut
1 Chestnut
111
Chestnut
1 3
0 Herndon
14 Chestnut
6 Chestnut6
3 Willow
22 15
Willow
2 0
Herndon
19 Willow
1 1
Willow
1 0
Willow
0 Gettysburg
0 Willow
0Willow
00 Willow
0 Willow
00 Santa Ana
0 Willow
0 Willow
0 Santa Ana
0 0
Willow
1 Shaw0
0 Shaw 0Willow
0 0
Shaw
0 0 Shaw 0
Peach
1 Peach
1 0
Peach
1 Santa Ana
0 Peach
1 0
Shaw 0
0 Shaw 1
Willow
1 0
0 Willow
1 Barstow
0Willow
1 0
Barstow
0 0
Barstow
0 Barstow
0 0
Barstow
0 Barstow
0 Barstow
0 Gettysburg
0 Gettysburg
0 Santa Ana
0 Santa Ana
0 2 Shaw 1
Villa
2 00000
Minnewawa
0 Santa Ana
0 07 Shaw 8
Minnewawa
0 Minnewawa
8 Shaw0
Shaw
8 8
Minnewawa
8 Villa
2 0
Villa
2 Villa
22 Villa
2 Villa
6 Barstow
3 6
Villa
6 Villa
6 Villa
6 Villa
6 3
Barstow
3 Minnewawa
9 Minnewawa
9 Minnewawa
9Barstow
2 Minnewawa
7 Barstow
2 7Minnewawa
77 Minnewawa
7 Minnewawa
7 Bullard
0 0
Bullard
0 Bullard
0 Bullard
0 Sierra
1 Sierra
1 Sierra
1 1
Sierra
1 Sierra
1 1
Bullard
0 5
Sierra
1 Sierra
1 Peach
1Peach
32 Sierra
31 Peach
32 Peach
32Peach
32 Peach
35 Herndon
9 Peach
65 Herndon
16 Peach
7Fir 0
Peach
7 Peach
7 Peach
3 Fir 0
Herndon
9 Bullard
10 Bullard
6 Villa
6 Villa
30 Villa
30 Villa
30 Villa
30Villa
0 Sierra
1 Sierra
31 Villa
0 Villa
0 Sierra
1 Bullard
6 0
2 Bullard
0 Sierra
1 Sierra
1 1
Sierra
1 Villa
0 Villa
0 Villa
0 0
Villa
0Villa
0 Villa
0 Fir 0
1 Herndon
9 Villa
5 Villa
5 Vil/Minnew 5
Herndon
9 Minnewawa 1
5 Herndon
9 0 0
Alluvial
0 Alluvial
2 Fresno
2 2
El Paso
2 Fresno
0 El Paso
0Fresno
0 1
Fresno
0 Nees
0 2
2 2
El Paso
0 El Paso
0 0
Nees
1 Fresno
0 Nees
1 El Paso
0 0
El Paso
00 Nees
1 El Paso
0 Fresno
0 Cole
0 Fresno
0 0
Fresno
0 Friant 0
Audubon
0 Cole 0
Cole 0
0 Friant
0 0
Audubon
0Friant 0
Audubon
0 Audubon
0 Cole 0 2
Alluvial
2 0
First
1 First
0 2 First
0 First
0 2
Nees 0
Nees
1 0
First
0 1 First
0 0
Nees
1 Nees
0 Audubon
0 Alluvial
2 Alluvial
2 Alluvial
2 Alluvial
2 Alluvial
2 Alluvial
2 0
Nees
1 Nees
1 Audubon0
0 Audubon0
0 0
Cole 0
Cole 0
Cole 0
Cole 0
Cole 0
Cole 0
0 0
Shepherd
0Friant
0 0
FtW
ashingt
0 Friant
0 Shepherd
0 Shepherd
0 Cole
0 Shepherd
0 Perrin 0
Shepherd
0Perrin 0
0 0
0 Friant
0 Cham
plain
0 FtWashingt
0 Cham
plain
0 0
Cham
plain
0 0
0 Cham
plain
0 FtWashingt 0
0 Cham
plain
0 0
Champlain
0 FtWashingt 0
FtWashingt 0
FtWashingt 0
2 Alluvial
2 Alluvial
2 2
Alluvial
2 Millbrook
0 Millbrook
0 Alluvial
2 Millbrook
0 Millbrook
0 Millbrook
0 Nees
1 Millbrook
00 Millbrook
00 Ne
es
1 Millbrook
0 Alluvial
4 Alluvial
4 Nees
1 0
Nees
1 Millbrook
0 Millbrook
00 Millbrook
0 Millbrook
0 Teague
0 Millbrook
0 Teague
0 0
Millbrook
00 0
0 Teague
0 Teague
0 0
4 0
4Cedar
0 Cedar
0Cedar
0 0
Cedar
0 Cedar
0 1
Cedar
0 Nees
1 Nees
1 Alluvial
4 Alluvial
4 4
4 4
4 4
Alluvial
4 0
1 Nees
1 0
0 Cedar
00 00
Cedar
0 Cedar
0 0
Cedar
0 Teague
0 0
Cedar
0 Cedar
0 Cedar
0 Teague
0 Teague
0 Teague
0 Teague
0 Teague
0 Cole 0
0 Cole 0
Millbrook
0 Millbrook
0 0
Millbrook
00 Shepherd
0 Shepherd
0 Perrin 0
0 Champlain
0 Champlain0
Perrin 0
Shepherd
0 0 Cham
plain
0 0 Champlain
0N. M
illbroo 0
N. Millbroo
0 N. Millbroo
0N. Millbroo
00 N. Millbroo
0 N. Millbroo
0 N. Millbroo
Perrin
0 Perrin
0 Cedar
0 Cedar
0Cedar
0 0
0 Shepherd
0 Shepherd
0 Shepherd
0 Shepherd
0 0
Perrin
0 Cedar
0 Perrin
0 Cedar
0 Cedar
0 Cedar
0 Perrin
0 Perrin
0 Cedar
0 0
Behym
er
0 Behym
er
0 Perrin
0 Perrin
0 Perrin
0 Behym
er
0 Maple
0 Maple
0 Alluvial
5Maple
0 Maple
0 Maple
0 0
Maple
0 5
5 5
5 Alluvial
5 5
Maple
00 Maple
00Maple
00 Nees
1 Maple
0 Nees 0Nees
1 0
Nees
1 Nees
0 Alluvial
5 4
Chestnut
1 Alluvial
0 1
Chestnut
1 Nees
1 10
Chestnut
1 Chestnut
1 0
1 Nees
0 Chestnut
1 Maple
00 Maple
0 Maple
0 Maple
0 Maple
0 Maple
0 Maple
0 Teague
0 Maple
0 Maple
0 Maple
0 Maple
0 Teague
0 Teague
0 Teague
0 0
0 Chestnut
1 Chestnut
1 Chestnut
1 Teague
0 Teague
0 0
Chestnut
1 Teague
0 0
Alluvial
0 Nees
0 0
Nees
0 Alluvial
0 0
11 Teague
0 Teague
0 Teague
0 0
Willow
1 Teague
0 Maple
0 Maple
00 Shepherd
0 Maple
0 Maple
0 Shepherd
0 Shepherd
0 0 Shepherd
0 Maple
0 Maple
0 Maple
0 0
Maple
0 Maple
0 Shepherd
0 1
Shepherd
0 0
Chestnut
1 Chestnut
0 0
Chestnut
1 Chestnut
0 Chestnut0
Chestnut0
Maple
0 Perrin
0 Maple
0 Maple 0
Maple/Chest
0 Maple/Chest0
Perrin
0 Perrin
0 Perrin
0 Maple
0 0
0 Maple
0 Maple
0 Behym
er
0 Behym
er
0 Behym
er
0 0
0 Chestnut
0 Perrin 0
Chestnut 0
Chestnut
0 0
Perrin 0
Perrin
0 Perrin
0 Chestnut 0
Shepherd
0 0
Shepherd
0 Willow
2 Willow
2 Shepherd
0 0
Perrin
0 Perrin
0 Perrin
0 Willow
0 Behym
er
0 Willow
0 Behym
er
0 Alluvial
0 Alluvial
0 Alluvial
1 Alluvial
1 0 Nees
0 Nees
0 0
Nees
0 Nees
0 Peach
3 Peach
3 Peach
2 Alluvial
0 Peach
2 Peach
2 Peach
2 Peach
2 Peach
22 Nees
0 Peach
2 Peach
1 Nees
0 Peach
1 Peach
1 Peach
1 Teague
1 Peach
0 Alluvial
0 Alluvial
0 Minnewawa
1 0
Alluvial
0 Alluvial
1 00
Alluvial
1 1
Minnewawa
000
0 Minnewawa
0 Teague
0 Perrin
0 Perrin
0 Sylmar
0 Sylmar
0 Peach
0 Peach
0 Behym
er
0 Behym
er
0 Peach
Shepherd
0 0
Perrin
0 Perrin
0 Minnewawa
0 Minnewawa
0 Behym
er
0 Behym
er
0 Minnewawa
0 Minnewawa
0 Clovis
0Clovis
2 0
Clovis
3 Clovis
3 Ashlan
0 Ashlan
0 Ashlan
0 Ashlan
0 Ashlan
0 Ashlan
0 Ashlan
0 Clovis
3 0
Clovis
3 Ashlan
0Clovis
3 Ashlan
0 Clovis
3 Clovis
3 0
0 Ashlan 0
Clovis
3 Gettysburg
0 Gettysburg
0 Ashlan
0 Ashlan
0 Ashlan
0 0
0 0
Gettysburg
0 0Sierra Vist
0 0
0 Ashlan
0 Ashlan
0 0
Ashlan
0 Ashlan
0 0
0 Ashlan
0 0
Gettysburg
0 Gettysburg
0 Gettysburg
0 Fowler
0Fowler
0 Dakota
0 Fowler
0 Ashlan
00 Ashlan
0 0
Fowler
0 Fowler
0 Fowler
0 Fowler
0 Ashlan
0 0
0 0Fowler
0 Gettysburg
0 Fowler
0 Fowler
0 Fowler
0 Fowler
0 Fowler
0 Fowler
0 0
00 Ashlan
0 Ashlan
00 Gettysburg
0 0
0 0
Gettysburg
0 0
Armstrong
0 Armstrong
0 Dakota
0 Dakota
0 Armstrong
0 Ashlan
0 0
Armstrong
0 Armstrong
00 0
Armstrong
0 Armstrong
0 Gettysburg
0 Armstrong
00 Armstrong
0 Armstrong
0 Gettysburg
0 Armstrong
0 Gettysburg
0 Ashlan
0 00
Ashlan
0 Gettysburg
0 Gettysburg
0 Gettysburg
0 0
0 0 0
0 Santa Ana
0 Shaw
8 8
1 Shaw
8 Shaw1
Shaw 8Pollasky
0 Pollasky
0 Pollasky
0 Pollasky
0 Clovis
3 3
0 Clovis
3 Clovis
3 1
3 Santa Ana
1 Clovis
3 0
Santa Ana
1 4
Clovis
4 3
Shaw 4Clovis
2 Shaw 4
Clovis
2 Shaw 4
Barstow
2 Barstow
2 Barstow
2 Pollasky
0 Pollasky
0 Pollasky
0 Barstow
2 Woodworth
0 Barstow
2 Woodworth
0 Woodworth
0 Woodworth
0 0
Clovis
2 Clovis
0 Barstow
0 Barstow
0 Clovis
0 Clovis
0 Clovis
0 Clovis
0 Clovis
0 Clovis
0 0
Santa Ana
0 0
Santa Ana
0 0
Sierra Vist
0 2 Shaw 0
Cole
0 Sierra Vist
0 0
Sierra Vist 0
0 0
Shaw 0
Shaw0
Sunnyside
0 Sunnyside
0 Sunnyside
0 0
Shaw
0Shaw 0
Shaw 0
Barstow
0 Sunnyside
0 Sunnyside
0 Sunnyside
0 Sunnyside
0 Barstow
0 Sunnyside
0 Barstow
0 Barstow
0 Sunnyside
001
Sunnyside
1 Sunnyside
1 0
Bullard
0 Bullard 0
Bullard 0Bullard 0Bulard/5th
0 Woodworth
0 Woodworth
0 Woodworth
0 0
Fifth 0
0 Woodworth
0 Woodworth
0 Sierra
1 Sierra
1 Sierra
1 Woodworth
0 Woodworth
0Sierra
1 Sierra
1 0
Clovis
0 Fifth
0 Clovis
0 Clovis
0 Fifth 0
Clovis
1 Clovis
1 Third
0 Fifth 0
Third
0 Third
0 Third
0 Clovis
1 Clovis
1 Clovis
0 Sierra
1 0
Sierra
0 Sierra
0 0 Herndon
9 Clovis
0 Herndon
6 0
0 6
6 0 Herndon
6 Herndon
6 Clovis
0 0
Clovis
0 Clovis
00Clovis
0 Herndon
6 Fifth
0 Third
0 Third
0 Fifth 0
Third
0 Third
0 Third
0 0
Sierra
0 Sierra
0 Sierra
0 0
Sierra
0 Sierra
0 Sunnyside
1 Sunnyside
1 Bullard
0 Sunnyside
1 0
Bullard
0 Sunnyside
111
Sunnyside
1 Tollhouse
0 Bullard
0 Bullard
0 Bullard
0 0
Sunnyside
1 Sunnyside
1 Tollhouse 0
0 Sunnyside
1 Sunnyside
1 Tollhous
e 0
Tollhouse
0 0
Herndon
6 Herndon
6 Sunnyside0
Sunnyside
0 0
Sunnyside
111
Sunnyside
1 Sunnyside
11 Herndon
6 Fowler
0 Fowler
00 Fowler
0 0
Fowler
0 Fowler
0 0 Fowler
0 Shaw0
0 Shaw 0
Fowler
0 Fowler
0 Shaw 0
Shaw 0
Shaw0
Shaw 0
Shaw 0
Shaw 0
Barstow
0 Barstow
0 0 Fowler
0 Fowler
0Fowler
0 Fowler
0 0
Fowler
0 Barstow
00 0 Fowler
0 Fowler
1 Fowler
1 Fowler
1 Barstow
0 0
Barstow
0 Barstow
0 Barstow
0 Armstrong
000
Armstrong
00 Armstrong
00 Armstrong
00 Shaw 0
Armstrong
00Armstrong
0 Shaw 0
Shaw 0
Shaw 0
Barstow
0 Barstow
0 Barstow
0 Armstrong
00 Armstrong
0 Barstow
0Armstrong
0 Barstow
0 Barstow
0 Armstrong
0 Armstrong
00 Barstow
0 Barstow
0 Barstow
0 Barstow
0 Barstow
0 0
Bullard
0 0
0 Bullard
0 1 Bullard
0 Fowler
1Fowler
1 Fowler
1 Fowler
11 Tollhouse
0 Fowler
1 Fowler
1 Fowler
1 Sierra
0 Fowler
1 Bullard
0 0
0 Bullard
0 0
Bullard
0 Bullard
0 Sierra
0 Sierra
0 0
Fowler
0 Herndon
4 0
Herndon
5 Fowler/168
0 Herndon
4 Tollhouse
0 Tollhouse
0 Tollhouse
0 00
Bullard
0 Armstrong
000
Bullard
0 Armstrong
0 Armstrong
0 Armstrong
0 Sierra
0 Sierra
0 Armstrong
0 Armstrong
0 Armstrong
0Armstrong
0 Sierra
0 Armstrong
0 Armstrong
0 Sierra
0 0
Bullard
0 Bullard
0 0
0 Bullard
0 Sierra
0 Sierra
0 0
Sierra
0 Armstrong
11 Tollhouse
0 Armstrong
0 Armstrong
0 1
1 Herndon
4 1
Herndon
3 Armstrong
00 Armstrong
0 0
0Herndon
4 Tollhouse
0 Temperance
0 1
Dakota
0 Ashlan
0 Ashlan
0 Temperance
1 0
Ashlan
0 0
1 Temperance
1 Gettysburg
0 0
1 0
Gettysburg
0 0
Ashlan
0 Ashlan
0 Locan
0 Locan
0 Locan
0 De Wolf
0 De Wolf
0 De Wolf
0 De Wolf
0 Locan
0 Locan
0 0
Gettysburg
0 Locan
0 Gettysburg
0 Locan
0 Ashlan
0 0
De Wolf
0 De Wolf
0 De Wolf
0 De Wolf
0 Gettysburg
0 Gettysburg
0 Ashlan
0 0
Ashlan
0 Leonard
0 Leonard
0 Gettysburg
0 Gettysburg
0 0
1 Shaw0
Barstow
0 Barstow
0 Locan
0 Shaw0
Locan
0 Shaw 1
Shaw0
De Wolf
0 De Wolf
0 Shaw 0
Locan
0 Locan
0 0
Locan
0 Barstow
0 Barstow
0 De Wolf
0 Barstow
0 De Wolf
0 Barstow
0 0
1 Bullard
0 Temperance
1 Temperance
2 0 Bullard
0 Sierra
0 Sierra
0 Temperance
2 Bullard
0 Temperance
1 Temperance
1 Herndon
2 0
Herndon
3 Herndon
3 3
Herndon
2 Herndon
2 Herndon
2 Herndon
2 Locan
0 Locan
0 Bullard
0 0
De Wolf
1 De Wolf
0 Bullard
0 Bullard
1 De Wolf
1 0
De Wolf
1 Locan
0 Herndon
2 Locan
0 Herndon
2 Herndon
2 De Wolf
1 De Wolf
0 Herndon
2 De Wolf
0 Herndon
1 Leonard
0 Shaw0
Sha
Barstow
0 Leonard
0Leonard
0 Bullard
1 Leonard
1 Herndon
1 Herndon
1 He
Leonard
0 Leonard0
Alluvial
1 Alluvial
1Clovis
0 0
Nees
0 00
Clovis
0 Clovis0
1 Alluvial
1 Alluvial
1 Nees
0 Nees
0 Nees
0 0
Alluvial
1 0
Sunnyside
0 Sunnyside
0 Alluvial
1 Sunnyside
0Sunnyside
0 Sunnyside
0 Sunnyside
0 Nees
0 Nees
0 1
Alluvial
1 Sunnyside
0 Sunnyside
0 Teague
0 0
Sunnyside
0 Clovis
0 Perrin
0 Shepherd
0 Sunnyside
0 Sunnyside
0Sunnyside
0 Shepherd
3 Shepherd
0 Sunnyside
0 Perrin0
Alluvial
1 Fowler
2 Alluvial
0 1
Fowler
22 Fowler
2 Nees
0 Nees
0 Fowler
2 Fowler
0 Teague
2 Teague
0 Fowler
0 0
Armstrong
0 Armstrong
0 Alluvial
0 Alluvial
0 000
Armstrong
0 Armstrong
00 Armstrong
0 Nees
0 0
Nees
0 Nees
0 Temperance
0 0
Teague
2 Fowler
0 0
Fowler
0 0
Shepherd
0 0
Fowler
0 Fowler
0 Behym
er
0 Tollhouse 0Nees
0 Tollhouse
0 Locan
0 Alluvial
0 Tollhouse
0 Locan
0 Nees
0 Locan
0 Locan
0 Locan
0 Locan
0 Locan
0 Locan
0 Alluvial
0 Alluvial
0 Alluvial 0
Alluvial
0 De Wolf
0 Tollhouse 0
De Wolf
0 Tollhouse
0 Nees
0 Tollhouse
0 Shepherd
0 0
Locan
0 Locan
0 Shepherd
0 0
Windmill
0 0
Alluvial
0Nees
0 Alluvial
1 Leonard
0 Leonard
1 Alluvial
1 Nees
0 Leonard
1 Leonard
1 0
Temperance
0 Fowler
0 0
Temp/168
1 Temperance
0 0
SR 168 10
Bullard/168
10 Bullard/168
2 Bullard
0 2
Bullard
2 Bullard
5 Villa
30 Bullard
5 Bullard
5 0
Bullard
0 Bullard/168 0
Temperance
1 Temperance
1 Nees
0 0
Fowler
0 Fowler/168
0 1 Nees
1 SR 168 0
Alluvial
0 SR 168
2 Nees1
Tollhouse 0
Tollhouse
0 Owens Mt Pkwy
1 Owens/168
0 Alluvial
0 Teague
0 0
Teague
1 2
Herndon/168 0
0 1
Nees
0 Tem
p/
16 8
0 Willow
1 Locan
0 Nees
0 Perrin
0 Willow
1 Willow
1 Perrin
0 Fowler
1 0
0 Teague
0 0
Willow
1 Locan
0 Locan
0 Chestnut
1 Temperance
0 Shepherd
0 Shepherd
0 Willow
2 Leonard
0 Chestnut
0 Chestnut
0 0
0 Willow
1 Locan
0 Locan
0 Leonard
0 Temperance
1 Nees
0 0
Nees
0 Willow
2 Pryor
0 Minnewawa
0 Minnewawa
3 Peach
0 Shepherd
0 0
Behym
er
0 0
Plym
outh
0 0
Shepherd
0 Villa
0 Herndon
4 SR 168
2 0
Clovis 0
Clovis
1 Shaw 0
0 Shepherd
0 0
Chestnut
0 Behym
er
0 Ashlan
0 0
0 Gettysburg
0 Clovis
0 Clovis
0 Locan
0 Locan
0 Locan
0 Teague
0 Willow
1 Shepherd
0 0
Nees
0 Nees
0 0
Teague
0 3
0 0
Temperance
1 0 Alluvial 0
1 0Nees
1 Clovis
0 Clovis
0 Clovis
0 0
Teague
0 Teague
0 Teague 0
0 0
Clovis
0 1
Willow
4 Gettysburg
0 Gettysburg
0 SR 168 0
SR 168
7 SR 41
0 SR 41
0 0
Armstrong
0 Alluvial
0 Willow
1 Alluvial
0 0
Friant
0 0
0 De Wolf
0 De Wolf
0 De Wolf
0 De Wolf
0 0
Peach
7 0
Fowler
0 De Wolf
0 0
Alluvial
0 Alluvial
0 Locan
0 De Wolf
0 De Wolf
0 Shepherd
0 Minnewawa
0 6
2 Villa
6 0
Locan
0 Shepherd
00 Clovis
0 Teague
1 Peach
35 SR 168
0 SR 168 2
Shaw/168
0 Shaw/168 0
Bullard/168
5 Herndon/168
2 1
0 0
Shaw0
Shaw1
0 Clovis
0 0
Ashlan
0 Ashlan
0 Alluvial
4 Alluvial
4 Bullard
1 SR 41
0 Cedar
0 First
0 First
0 First
0 First
0 Nees
0 Ashlan
0 Ashlan
0 Ashlan
0 Ashlan
0 Peach
0 Bullard
1 Bullard
1 Peach35
Shaw/410
Herndon
16 Herndon
4 Herndon
4 Herndon
4 Nees
0 Nees
0 0
Shepherd
0 0
Willow
11 Willow
1 Willow
1 5
0 Chest_Will
1 Chest-Will
1 Clovis
0 Fowler
0 0 0
Shepherd
0 0
Alluvial
0 Temperance
1 Leonard
0 Clovis
1 Clovis
1 Clovis
1 Clovis
1 Clovis
11 Shepherd
0 Peach
0 Sylmar
0 3
Minnewawa
1 Shepherd
1 Shepherd
3 0
Shepherd
0 Windmill
0 Shepherd
0 Shepherd
0 Shepherd
0 Shephe
0 0
SR 168
0 Willow
1 7
Shaw/168
0 SR 168
0 3
0 0
1 1
0 1
Chestnut
0 0
0 0
0 Campus
0 Chestnut
0 Chestnut
0 Owens/168
0 Tollhouse
0 De Wolf
0 Leonard
0 Leonard
0 Barstow
0 Barstow
0 Locan
0 Ashlan
0 Ashlan
0 Willow
0 0
Temperance
0 Bullard/410
Ashlan/410
0 2
Sierra
1 0
0 0
Chestnut
0 Chestnut
0 Dakota
0 Campus
0 0 00 0
Fresno
0 Ashlan
0 Ashlan
0 0
Alluvial
4 Leonard
0 0
0 0 0
0 1
Ashlan
1 Ashlan
0 SR 168 0
Alluvial
5 Cam
pus
1 Campus
0 Campus
0 0
Alluvial
5 5
0 Millbrook
0 Willow
1 0
Shepherd
0 Shepherd
0 Peach
0 Peach
0 Ashlan
0 Alluvial
0 Alluvial
0 Alluvial 0
De Wolf
0 Alluvial
0 Owens Mt Pkwy
0 Clovis
0 Clovis
0 Behym
er
0 Peach
0 Plym
outh
0 Plym
outh
0 Peach
0 Perrin
0 Clovis
0Clovis
0 Pryor
0 Pryor0
Clovis
0 Marion 0
Behym
er
0 Villa
0 Villa
0 Villa
0 Plym
outh
0 Pryor
0 Villa
0 Sylmar
0 Pryor
0 Pryor
0 Villa
0 Pryor
0 Pryor
0 Pryor
0 Villa
0 Marion
0 Plymouth
0 Plymouth
0 W
indm
ill
0 Windmill
0 Windmill
0 605
AGENDA ITEM NO. 13.

Fresno COG 2046 Travel Model - PM Peak hour Select Zone Distribution (Herndon @ Peach Hotel) (Total Volume - Project Select Zone Volumes)
(Licensed to LSA Associates)
0 2
0 0
0 0
0 2
0 0
0 0 0
0 0
0 0
0 0
0 0
0 0
0 1
3 0
0 2
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 1
0 0
0 0
0 0
0 0
0 0
0 0 1
0 0
0 0
0 1
2 1
0 2
0 0
0 0
0 0
0 0
0 0 0
0 1
0 1
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 1
0 0
0 0
0 0
0 0
0 0
0 00
0 0
0 0
0 0
1 0
0 0
0 0
0 0
0 0
0 00
0 0
0 1
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 1
0 1
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 1
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
00 0
0 0
0 1
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 10
0 0
0 0
0 0
2 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
1 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
1 0
0 0
0 1
0 0
1 0
0 1
0 0
1 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 1
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
1 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 1
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 1
0 0
0 0
0 0
1 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
1 0
0 0
0 0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
1 0
0 0
1 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
1 0
2 0
0 0
0 0
0 0
0 1
0 0
0 1
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 1
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 1
0 0
0 0
0 0
100
Behym
er
0 Behym
er
0 Behym
er
0 0
1 Chestnut
2 Chestnut
3 Chestnut
6 5
Minnewawa
1 0
0 Nees
1 Nees
0 Minnewawa
1 Alluvial
0 Allu
vial 0
Locan
0 Shaw 0
Shepherd
0 0
Locan
0 Locan
0 Locan
0 0Locan
0 Locan
0 Locan
0 Temperance
0 Armstrong
0 Armstrong
0 Fowler
0 Sunnyside
0 Sunnyside
0 Gettysburg
0 0
Leonard
0 0
Barstow
0 0
Temperance
1 Barstow
0 SR 168
9 4
SR 168 0
Fowler
0 Fowler/168 0
SR 168 0
Herndon/168 0
SR 168
1 8 6
1 SR 168
0 3
SR 168
0 Herndon/168
5 SR 168
1 Shaw 0
0 0 0
SR 168 4
Shaw/168 0
SR 168
9 Shaw0
0 0
Shaw 0
SR 168
9 Shaw/168
0 0
Shaw0
SR 168 0
SR 168
1 Bullard/168
0 SR 168
9 Bullard
40 Herndon
8 0
0 14
Fowler
0 6
Fowler
0 SR 168
1 Fo
wler
/168
0 SR 168
1 0
Fowler
0 Fowler/168
0 SR 168
5 SR 168
5 Fowler
0 Fowler
0 Fowler
0 0
0 Temperance1
Temp/168
0 0
SR 168
1 Tem
p/168
1 SR 168
5 1Temperance0
0 0
Temperance
2 Teague
0 Teague
0 Chestnut
0 Behym
er
0 0
Chestnut
0 Chestnut
0 Teague
0 Teague
0 Peach
1 Peach
1 Peach
1 Peach
1 0
Teague
0 Ashlan
0 Ashlan
0 Temperance
0 0
SR 41
0 Dakota
0 SR 41
0 SR 41
0 Fresno
0 Fresno
0 Fresno
0 Dakota
0 Fresno
0 Dakota
0 0
Fresno
0 Fresno
0 0
Ashlan
0 0
Fresno
00 Fresno
0 Fresno
0 Ashlan
00 Fresno
0 Ashlan
0 Ashlan
0 Fresno
0 Fresno
0 0
Dakota
0 Dakota
0 0
Dakota
0 Dakota
0 Dakota
0 First
0 First
0 First
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First
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First
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Ashlan
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First
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First
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First
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First
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First
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Millbrook
000
Dakota
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Millbrook
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Ashlan
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000
Millbrook
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First
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SR 41
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First
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First
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First
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First
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Herndon
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Millbrook
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pus
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Bullard
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000
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Herndon
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Cedar
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Herndon
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Maple
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Chestnut
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Dakota
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Gettysburg
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Ashlan
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Minnewawa
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Maple
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Maple
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Gettysburg
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pus
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Maple
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Herndon
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Chestnut
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Chestnut
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Willow
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Sierra
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222
Chestnut
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Willow
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Herndon
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Willow
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Willow
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Willow
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Minnewawa
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Shaw
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Villa
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22 Villa
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Villa
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Barstow
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4Barstow
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33 Minnewawa
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Bullard
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Sierra
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Bullard
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Sierra
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24 Sierra
20 Peach
24 Peach
24Peach
24 Peach
26 Herndon
12 Peach
74 Herndon
20 Peach
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Peach
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Herndon
12 Bullard
4 9
Bullard
2 Villa
4 Villa
18 Villa
18 Villa
18 Villa
18Villa
0 Sierra
1 Sierra
20 Villa
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1 Bullard
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Sierra
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Villa
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5 Herndon
7 Villa
6 Villa
6 Vil/Minnew 6
Herndon
7 Minnewawa 5
6 Herndon
7 2 2
Alluvial
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El Paso
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Fresno
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El Paso
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Nees
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El Paso
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Audubon
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Cole 0
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Audubon
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Audubon
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Alluvial
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First
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Nees 0
Nees
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First
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1 Alluvial
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2 Alluvial
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Nees
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Cole 0
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Shepherd
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FtW
ashingt
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Shepherd
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plain
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plain
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Cham
plain
0 0
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plain
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plain
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Champlain
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2 Alluvial
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Alluvial
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es
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Nees
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10 Millbrook
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Millbrook
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2Cedar
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Cedar
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Cedar
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2 2
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Alluvial
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Cedar
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Cedar
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Cedar
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Millbrook
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Millbrook
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Perrin 0
Shepherd
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plain
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1N. M
illbroo 1
N. Millbroo
1 N. Millbroo
1N. Millbroo
11 N. Millbroo
1 N. Millbroo
1 N. Millbroo
Perrin
0 Perrin
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0Cedar
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0 Shepherd
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Perrin
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1 Cedar
1 Cedar
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1 Perrin
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Behym
er
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er
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er
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Maple
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4 4
4 Alluvial
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Maple
11 Maple
11Maple
11 Nees
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1 0
Nees
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Chestnut
3 Alluvial
0 3
Chestnut
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1 30
Chestnut
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3 Nees
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11 Maple
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1 Maple
1 Maple
1 Maple
1 Maple
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1 Maple
1 Maple
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2 1
Chestnut
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Alluvial
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Nees
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11 Teague
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Willow
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Maple
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Shepherd
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Chestnut
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Chestnut
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Chestnut1
Maple
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Maple/Chest
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Perrin
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1 Maple
1 Maple
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er
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er
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er
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Chestnut 0
Chestnut
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Perrin
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Shepherd
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Shepherd
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Perrin
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er
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er
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Nees
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5 Peach
3 Alluvial
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3 Peach
3 Peach
3 Peach
3 Peach
33 Nees
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3 Nees
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5 1
Alluvial
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Alluvial
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Minnewawa
444
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er
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er
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1 1
Perrin
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er
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er
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Clovis
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Clovis
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Clovis
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Gettysburg
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Gettysburg
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Fowler
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Gettysburg
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Armstrong
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Armstrong
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Ashlan
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1 1
1 Shaw
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Shaw 1Pollasky
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Santa Ana
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Clovis
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Shaw 0Clovis
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Clovis
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Barstow
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Clovis
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1 Clovis
1 Clovis
1 Clovis
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Santa Ana
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Santa Ana
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Sierra Vist
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Cole
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Sunnyside
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Shaw
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Barstow
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000
Sunnyside
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Bullard
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Fifth 0
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1 Sierra
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1 Sierra
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Clovis
1 Fifth
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Clovis
1 Clovis
1 Third
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Third
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Sierra
1 Sierra
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7 Clovis
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5 1
0 5
4 1 Herndon
4 Herndon
8 Clovis
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Clovis
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4 Fifth
0 Third
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Third
0 Third
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Sierra
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Sierra
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Bullard
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000
Sunnyside
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Sunnyside
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e 0
Tollhouse
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Herndon
3 Herndon
7 Sunnyside0
Sunnyside
0 0
Sunnyside
011
Sunnyside
1 Sunnyside
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3 Fowler
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Fowler
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Fowler
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Shaw0
Shaw 0
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Barstow
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Fowler
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Barstow
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000
Armstrong
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Armstrong
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Barstow
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Bullard
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1Fowler
1 Fowler
1 Fowler
11 Tollhouse
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1 Fowler
1 Sierra
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1 Bullard
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Bullard
0 Bullard
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Fowler
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Herndon
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2 Tollhouse
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Bullard
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000
Bullard
0 Armstrong
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Bullard
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Sierra
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Herndon
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Dakota
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Ashlan
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Gettysburg
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Ashlan
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1 De Wolf
1 De Wolf
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Gettysburg
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De Wolf
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1 De Wolf
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Ashlan
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Barstow
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Locan
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Shaw1
De Wolf
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Locan
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Locan
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1 Bullard
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4 0
Herndon
2 Herndon
2 2
Herndon
1 Herndon
1 Herndon
1 Herndon
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1 0
De Wolf
0 De Wolf
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0 De Wolf
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De Wolf
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1 Herndon
1 De Wolf
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1 De Wolf
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Sha
Barstow
0 Leonard
0Leonard
0 Bullard
0 Leonard
0 Herndon
1 Herndon
1 He
Leonard
0 Leonard0
Alluvial
1 Alluvial
1Clovis
0 0
Nees
0 00
Clovis
0 Clovis0
1 Alluvial
0 Alluvial
1 Nees
0 Nees
0 Nees
0 0
Alluvial
0 0
Sunnyside
0 Sunnyside
0 Alluvial
0 Sunnyside
0Sunnyside
0 Sunnyside
0 Sunnyside
0 Nees
0 Nees
0 0
Alluvial
0 Sunnyside
0 Sunnyside
0 Teague
0 0
Sunnyside
0 Clovis
0 Perrin
0 Shepherd
1 Sunnyside
0 Sunnyside
0Sunnyside
0 Shepherd
1 Shepherd
0 Sunnyside
0 Perrin0
Alluvial
0 Fowler
0 Alluvial
0 0
Fowler
00 Fowler
0 Nees
0 Nees
0 Fowler
0 Fowler
0 Teague
0 Teague
0 Fowler
0 0
Armstrong
0 Armstrong
0 Alluvial
0 Alluvial
0 000
Armstrong
0 Armstrong
00 Armstrong
0 Nees
0 0
Nees
0 Nees
0 Temperance
0 0
Teague
0 Fowler
0 0
Fowler
0 0
Shepherd
0 0
Fowler
0 Fowler
0 Behym
er
0 Tollhouse 0Nees
0 Tollhouse
0 Locan
0 Alluvial
0 Tollhouse
0 Locan
0 Nees
0 Locan
0 Locan
0 Locan
0 Locan
0 Locan
0 Locan
0 Alluvial
0 Alluvial
0 Alluvial 0
Alluvial
0 De Wolf
0 Tollhouse 0
De Wolf
0 Tollhouse
0 Nees
0 Tollhouse
0 Shepherd
0 0
Locan
0 Locan
0 Shepherd
0 0
Windmill
0 0
Alluvial
0Nees
0 Alluvial
0 Leonard
0 Leonard
0 Alluvial
0 Nees
0 Leonard
0 Leonard
0 0
Temperance
0 Fowler
0 0
Temp/168
2 Temperance
1 1
SR 168 4
Bullard/168
4 Bullard/168
1 Bullard
0 2
Bullard
2 Bullard
8 Villa
18 Bullard
8 Bullard
7 0
Bullard
0 Bullard/168 0
Temperance
0 Temperance
0 Nees
0 0
Fowler
0 Fowler/168
0 0 Nees
0 SR 168 1
Alluvial
2 SR 168
3 Nees0
Tollhouse 0
Tollhouse
0 Owens Mt Pkwy
0 Owens/168
0 Alluvial
2 Teague
0 0
Teague
1 1
Herndon/168 0
0 2
Nees
0 Tem
p/
16 8
0 Willow
1 Locan
0 Nees
0 Perrin
0 Willow
3 Willow
2 Perrin
0 Fowler
1 0
0 Teague
0 0
Willow
1 Locan
0 Locan
0 Chestnut
2 Temperance
0 Shepherd
0 Shepherd
0 Willow
3 Leonard
0 Chestnut
1 Chestnut
1 1
0 Willow
3 Locan
0 Locan
0 Leonard
0 Temperance
1 Nees
0 0
Nees
0 Willow
3 Pryor
0 Minnewawa
4 Minnewawa
1 Peach
1 Shepherd
0 0
Behym
er
0 0
Plym
outh
0 0
Shepherd
0 Villa
0 Herndon
2 SR 168
3 0
Clovis 0
Clovis
0 Shaw 0
0 Shepherd
0 0
Chestnut
0 Behym
er
0 Ashlan
0 0
0 Gettysburg
0 Clovis
1 Clovis
1 Locan
0 Locan
0 Locan
0 Teague
0 Willow
1 Shepherd
0 2
Nees
0 Nees
0 0
Teague
0 1
0 0
Temperance
1 0 Alluvial 0
1 0Nees
0 Clovis
0 Clovis
0 Clovis
0 2
Teague
2 Teague
0 Teague 2
0 0
Clovis
0 0
Willow
1 Gettysburg
0 Gettysburg
0 SR 168 1
SR 168
6 SR 41
0 SR 41
0 0
Armstrong
0 Alluvial
0 Willow
3 Alluvial
0 0
Friant
0 0
0 De Wolf
0 De Wolf
2 De Wolf
0 De Wolf
0 1
Peach
9 0
Fowler
0 De Wolf
1 1
Alluvial
0 Alluvial
0 Locan
0 De Wolf
1 De Wolf
1 Shepherd
1 Minnewawa
2 2
2 Villa
4 0
Locan
0 Shepherd
10 Clovis
0 Teague
1 Peach
26 SR 168
0 SR 168 0
Shaw/168
0 Shaw/168 0
Bullard/168
7 Herndon/168
1 1
0 0
Shaw1
Shaw1
0 Clovis
0 0
Ashlan
0 Ashlan
0 Alluvial
2 Alluvial
2 Bullard
3 SR 41
0 Cedar
0 First
0 First
0 First
0 First
0 Nees
0 Ashlan
0 Ashlan
0 Ashlan
0 Ashlan
0 Peach
0 Bullard
1 Bullard
3 Peach26
Shaw/410
Herndon
20 Herndon
1 Herndon
1 Herndon
1 Nees
0 Nees
0 0
Shepherd
0 0
Willow
33 Willow
3 Willow
1 6
0 Chest_Will
1 Chest-Will
1 Clovis
0 Fowler
0 0 0
Shepherd
0 0
Alluvial
0 Temperance
0 Leonard
0 Clovis
0 Clovis
0 Clovis
0 Clovis
0 Clovis
00 Shepherd
0 Peach
0 Sylmar
0 0
Minnewawa
1 Shepherd
0 Shepherd
0 0
Shepherd
0 Windmill
0 Shepherd
0 Shepherd
0 Shepherd
0 Shephe
0 0
SR 168
0 Willow
1 9
Shaw/168
0 SR 168
2 5
1 0
0 1
1 0
Chestnut
1 1
0 1
1 Campus
0 Chestnut
1 Chestnut
1 Owens/168
0 Tollhouse
0 De Wolf
0 Leonard
0 Leonard
0 Barstow
0 Barstow
0 Locan
0 Ashlan
0 Ashlan
0 Willow
1 0
Temperance
0 Bullard/410
Ashlan/410
0 0
Sierra
0 0
0 1
Chestnut
1 Chestnut
1 Dakota
0 Campus
0 0 00 0
Fresno
0 Ashlan
0 Ashlan
0 0
Alluvial
2 Leonard
0 0
0 0 0
0 0
Ashlan
0 Ashlan
2 SR 168 1
Alluvial
4 Cam
pus
0 Campus
0 Campus
0 0
Alluvial
4 4
0 Millbrook
0 Willow
1 0
Shepherd
0 Shepherd
0 Peach
0 Peach
0 Ashlan
1 Alluvial
0 Alluvial
0 Alluvial 0
De Wolf
2 Alluvial
2 Owens Mt Pkwy
0 Clovis
0 Clovis
0 Behym
er
0 Peach
0 Plym
outh
0 Plym
outh
0 Peach
0 Perrin
0 Clovis
0Clovis
0 Pryor
0 Pryor0
Clovis
0 Marion 0
Behym
er
0 Villa
0 Villa
0 Villa
0 Plym
outh
0 Pryor
0 Villa
0 Sylmar
0 Pryor
0 Pryor
0 Villa
0 Pryor
0 Pryor
0 Pryor
0 Villa
0 Marion
0 Plymouth
0 Plymouth
0 W
indm
ill
0 Windmill
0 Windmill
0 606
AGENDA ITEM NO. 13.

TRANSPORTATION IMPACT ANALYSIS – PROPOSED HOTEL

Baseline and Future Model Output
607
AGENDA ITEM NO. 13.

Licensed to Peters Engineering
AM and PM Peak-Hour Traffic Volumes
2019 Fresno County Travel Demand Model
104
37 110
93 376 998
80 31
153
37 118
100
132
180
126
419
411
227
8 35 9
332
96 196
307
97 74
117
92 82 6183
11 8
41 24
40 40
70175
164
110
42 78
98 57
36 42
48 34
72 52
59 72
00 00 1010
1619
67 50
74 86
62 8381 56 0 00 0
7 15
11 8
21 11
31 00 0
181
72 127
201
1 10 0
50 105
95 84
111
89 121
123
140 70
288
288
331
280
79 41
82 73
5295 10
349
77 0
39 9
Chestn
ut
32 9
57 5
91 9
33932088SR 16
8 1428
3450
SR 168
37 72
58 41
Sierra
Sierra
69 72
58 41
Sierra
Sierra
69 72
58 41
Sierra
Sierra
1543
2141
Herndon
985
678Chest
nut
329575
329
575
Ch
estn
ut
20 1
77 2
75 0
64 9
Ch
estn
ut
Ch
estn
ut
20 1
77 2
75 0
64 9
Ch
estn
ut
Chestn
ut
69 72
58 41
Sierra
Sierra
20 1
77 2
75 0
64 9
209
728
719
621
Chestnut
Chestnut
49 105
42 22
Sierra
Sierra
728
209
621
719
49 105
42 22
49 105
42 22
Sierra
Sierra
1296
1694
Willow
63 105
49 22
Sierra
Sierra
63 49
22 63
105
49 22
Sierra
Sierra2062
1354
Willow
1297
1673
100
231
193
148
Sierra
Sierra
19 73
13 49
129
7 167
3 Will
ow
72 8
20 9
62 1
71 9 209
728
719
621
Chestnut
Chestnut
276
629
666
653
Ches
tnu
t
Ches
tnu
t
629276653 666
629
276
653
666
27 6
62 9
66 6
65 3
27 6
62 9
66 6
653
Ches
tnut
Ches
tnut
1905
1594
Herndon
1917
2298
Herndon
583812
Chestnut
583812
Che
stnut985
678
583
812
Che
stnut
985678
Ches
tnu
t
129
7 167
3 Will
ow
1973
1349
Wil
low
1973
1349
Willow
198
2 142
6 Will
ow
2231
1873
Herndon
1329
1883
Herndon
1068
1828
Willow
10 01
18 11
W
illow
100
231
193
148
100
231
193
148
Sierra
Sierra
100
231
193
148
100
231
193
148
Sierra
Sierra
69 74
85 119
Sierra
Sierra
69 74
85 69
74 85
119
69 74
85 119
Sierra
Sierra
30 5051 39
Peach
Peach
3518 9972
Pe
ach
Pe
ach
79 82
135
208
Sierra
Sierra
18 3572 99Pe
ach
Pe
ach
18 3572 99Pea
ch
Pea
ch
3518 9972
Peach
Peach
10 0
60 15
5 14
1 1274
1847
Herndon60
100141
155
Peach
Peach
1792
1772
Herndon
295
264
318
413
Pe
ach
Pe
ach
0 0
0 0
Fir
Fir29
5 26
4 31
8 41
3 Pea
ch
Pea
ch
295264 318413
308151237 370Pea
ch
Pea
ch
0 0
0 0
Fir
Fir
1274
1847
Herndon
744782775 916Villa Villa
782
744
916
775
Villa
Villa
735814748 853Villa Villa
116
160
161
196
Sierra
Sierra
79 82
135
208
Sierra
Sierra
81 4
73 5
85 3
74 8
Vi
lla
Vi
lla
73 5
81 4
74 8
85 3
Vi
lla
Vi
lla
116
160
161
196
Sierra
Sierra
128
171
181
213
Sierra
Sierra
128
171
181
213
Sierra
Sierra
128
171
181
213
128
171
181
213
Sierra
Sierra
73 5
81 4
74 8
85 3
Vil
la
Vil
la
698
782
717
821
Vill
a
Vill
a
735814748 853Vi
lla
Vi
lla
698782
717
821
Vill
a
Vill
a
698
782
717
821
Villa
Villa
1727
1628
Herndon
00 0
0 0
0 Fir
Fir
1030
1640
Herndon
1727
1628
Herndon
50 1
57 5
49 3
64 7
Vi
lla
Vi
lla
501
575
493647
Vill
aVill
a
501
575
493
647
Vil/Minnew
Vil/Minnew
1030
1640
Herndon
147281
Minn
ewawa
1030
1640
Herndon
1326
1164
Herndon
120
129
191
117
Alluvial
Alluvial
77 0
39 9
Ches
tnut
329
575
Chestnut
770399
338
616
Ch
estnut
122
141
195
127
Alluvial
Alluvial
76 9
43 5
Chestn
ut
125
128
191
204
129
176
240
198
Alluvial
Alluvial
129
176
240
198
Alluvial
Alluvial
280
195
343
271
Alluvial
Alluvial
280
195
343
271
Alluvial
Alluvial
210
153
223
266
Alluvial
Alluvial
210
153
223
266
Alluvial
Alluvial
151
308
370
237
Peach
Peach
15 1
30 8
37 0
23 7
Pe
ach
Pe
ach
52 129
152
86 Peach
Peach
21 45
66 43
Alluvial
Alluvial
21 97
66 208
Alluvial
Alluvial
21 45
66 43
Alluvial
Alluvial
536276
M
innewa
wa
0 0
0 0
147281
Min
new
awa
536
276
Minnewawa
21 97
66 208
Alluvial
Alluvial
153
270
308
311
Alluvial
Alluvial
14 0
20 7
48 8
34 1
M
innew
awa
153
270
308
311
Alluvial
Alluvial
153
270
308
311
128
171
181
213
Sierra
Sierra
128
171
181
213
Sierra
Sierra
00 00
1030
1640
Herndon
1326
1164
Herndon
Alluvial
Alluvial
31 5718
56 SR
168
1326
1164
Herndon
1982
1426
1363
1707
Willow
280
195
343
271
Alluvial
Alluvial
10 01
18 11
W
illow
155
6 118
4 Will
ow
13 63
17 07
W
illow
122
141
195
127
Alluvial
Alluvial
29 5
26 4
31 8
41 3
Pe
ach
Pe
ach
129
176
240
198
Alluvial
Alluvial
60 100
141
155
Pe
ach
Pe
ach
236232
Hernd
on/168
0 060
100141
155
1792
1772
Herndon
1774
1821
Herndon
1329
1883
Herndon
1030
1640
Herndon
1030
1640
Herndon
1556
1184
Willow
1001
1811
Wil
low
10 68
18 28
W
illow
50 157
5 49
3 64
7 140
207
Minn
ewa
wa
1428
3450
SR 16
8 15
56 11
84 W
illow
1982
1426
W
illo
w
155
6 118
4 Will
ow
10 68
18 28
W
illow
106
8 182
8 Will
ow
155
6 118
4 Will
ow
608
AGENDA ITEM NO. 13.

Licensed to Peters Engineering
AM and PM Peak-Hour Traffic Volumes
2035 Fresno County Travel Demand Model
108
68 129
78 6158 123119
138
35 175
50 205
113
186
201
100
385
375
205
7 25 6
295
90 174
302
67 79
107
78 19
8 7696
12 3
47 31
49 50
99228
205
151
68 84
119
76 37
53 53
40 73
53 63
92 00 00 2122
2131
135
68 110
125
52 5589 58 0 00 0
3 14
10 7
23 33
95 00 0
177
70 142
208
15 21 2
83 94
135
99 117
155
190
145
133 111
305
388
395
328
59 49
166
91 10
7 24
0 25
787
68 4
44 6
Chestn
ut
25 1
69 8
12 36
53322782SR 16
8 1959
4536
SR 168
0 0
0 0
Old Town
Old Town
30 267
172
72 Sierra
Sierra
125
267
172
72 Sierra
Sierra
125
267
172
72 Sierra
Sierra
2139
2559
Herndon
Herndon Frontage Rd
Herndon Frontage Rd
908
824Chest
nut
251698
251
698
Ch
estn
ut
24 7
15 00
99 3
83 5
Ch
estn
ut
Ch
estn
ut
24 7
15 00
99 3
83 5
Ch
estn
ut
Chestn
ut
125
267
172
72 Sierra
Sierra
24 7
15 00
99 3
83 5
252
1307
918
830
Chestnut
Chestnut
27 367
211
42 Sierra
Sierra
252
830
918
27 367
211
42 27
367
211
42 Sierra
Sierra
1405
2105
Willow
38 356
220
42 Sierra
Sierra
38 42
38 356
220
42 Sierra
Sierra1999
1691
Willow
1363
2110
112
457
349
221
Sierra
Sierra
19 29
16 46
136
3 211
0 Will
ow
13 07
25 2
83 0
91 8 252
1307
918
830
Chestnut
Chestnut
325
1262
851
865
Ches
tnu
t
Ches
tnu
t
126
2 325865 851
325
865
851
32 5
85 1
86 5
32 5
1262 85
1 865
Ches
tnut
Ches
tnut
1767
1342
Herndon
2059
2772
Herndon
5681084
Chestnut
568
1084
Che
stnut908
824
568
1084
Che
stnut
908824
Ches
tnu
t
136
3 211
0 Will
ow
1929
1646
Wil
low
1929
1646
Willow
199
5 170
8 Will
ow
2284
1829
Herndon
2052
2452
Herndon
1274
2411
Willow
12 35
23 61
W
illow
112
457
349
221
112
457
349
221
Sierra
Sierra
112
457
349
221
112
457
349
221
Sierra
Sierra
119
332
222
179
Sierra
Sierra
119
332
222
179
119
332
222
179
Sierra
Sierra
38 5152 50
Peach
Peach
6827
9 29
6 24
2 Pe
ach
Pe
ach
376
364
442
455
Sierra
Sierra
27 9
6824
2 29
6 Pe
ach
Pe
ach
27 9
6824
2 29
6 Pea
ch
Pea
ch
68 279
296
242
Peach
Peach
14 1
32 0
35 9
32 0
2055
2348
Herndon320141320
359
Peach
Peach
1977
1848
Herndon
262
501
365
402
Pe
ach
Pe
ach
0 0
0 0
Fir
Fir26
2 50
1 36
5 40
2 Pea
ch
Pea
ch
262501 365402
523181255 471Pea
ch
Pea
ch
0 0
0 0
Fir
Fir
2055
2348
Herndon
933870885 106
2 Villa Villa
870
933
1062
885
Villa
Villa
792816789 877Villa Villa
264
340
365
288
Sierra
Sierra
376
364
442
455
Sierra
Sierra
81 6
79 2
87 7
78 9
Vi
lla
Vi
lla
79 2
81 6
78 9
87 7
Vi
lla
Vi
lla
264
340
365
288
Sierra
Sierra
282
358
394
308
Sierra
Sierra
282
358
394
308
Sierra
Sierra
282
358
394
308
282
358
394
308
Sierra
Sierra
79 2
81 6
78 9
87 7
Vil
la
Vil
la
789
766
767
841
Vill
a
Vill
a
792816789 877Vi
lla
Vi
lla
789766
767
841
Vill
a
Vill
a
789
766
767
841
Villa
Villa
1920
1668
Herndon
00 0
0 0
0 Fir
Fir
2136
2015
Herndon
1920
1668
Herndon
42 0
98 9
82 5
64 7
Vi
lla
Vi
lla
420
989
825647
Vill
aVill
a
420
989
825
647
Vil/Minnew
Vil/Minnew
2136
2015
Herndon
115672
Minn
ewawa
2136
2015
Herndon
1453
1437
Herndon
231
306
453
254
Alluvial
Alluvial
68 4
44 6
Ches
tnut
251
698
Chestnut
684446
266
711
Ch
estnut
226
325
413
200
Alluvial
Alluvial
67 5
47 3
Chestn
ut
260
296
368
297
277
447
500
260
Alluvial
Alluvial
277
447
500
260
Alluvial
Alluvial
361
236
416
389
Alluvial
Alluvial
361
236
416
389
Alluvial
Alluvial
262
263
337
340
Alluvial
Alluvial
262
263
337
340
Alluvial
Alluvial
181
523
471
255
Peach
Peach
18 1
52 3
47 1
25 5
Pe
ach
Pe
ach
62 330
237
92 Peach
Peach
30 106
110
42 Alluvial
Alluvial
30 156
110
201
Alluvial
Alluvial
30 106
110
42 Alluvial
Alluvial
957353
M
innewa
wa
0 0
0 0
115672
Min
new
awa
957
353
Minnewawa
30 156
110
201
Alluvial
Alluvial
183
315
387
418
Alluvial
Alluvial
11 5
67 6
95 2
41 8
M
innew
awa
183
315
387
418
Alluvial
Alluvial
183
315
387
418
282
358
394
308
Sierra
Sierra
282
358
394
308
Sierra
Sierra
00 00
2136
2015
Herndon
1453
1437
Herndon
Alluvial
Alluvial
0 0
0 0
Dry Cre
ek
Dry Cre
ek
42 8724
70 SR
168
1453
1437
Herndon
1995
1708
1407
2174
Willow
361
236
416
389
Alluvial
Alluvial
12 35
23 61
W
illow
225
5 159
2 Will
ow
14 07
21 74
W
illow
226
325
413
200
Alluvial
Alluvial
26 2
50 1
36 5
40 2
Pe
ach
Pe
ach
277
447
500
260
Alluvial
Alluvial
320
141
320
359
Pe
ach
Pe
ach
1046
312
Hernd
on/168
0 0320
141320
359
1977
1848
Herndon
1885
1863
Herndon
2052
2452
Herndon
2136
2015
Herndon
2136
2015
Herndon
2255
1592
Willow
1235
2361
Wil
low
12 74
24 11
W
illow
42 098
9 82
5 64
7 115
676
Minn
ewa
wa
1959
4536
SR 16
8 22
55 15
92 W
illow
1995
1708
W
illo
w
225
5 159
2 Will
ow
12 74
24 11
W
illow
127
4 241
1 Will
ow
225
5 159
2 Will
ow
0 0
0 0
Old To
wn
Old To
wn
0 0
0 0
Old Town
Old Town
00Old To
wn
0 0
0 0
609
AGENDA ITEM NO. 13.

TRANSPORTATION IMPACT ANALYSIS – PROPOSED HOTEL

APPENDIX B

TRAFFIC COUNT DATA SHEETS
610
AGENDA ITEM NO. 13.

Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Peters Engineering Group
800-975-6938 Phone/Fax 862 Pollasky Ave
www.metrotrafficdata.com Clovis, CA 93612

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks 7:00 AM - 7:15 AM 0 27 0 0 0 0 67 3 0 0 1 0 18 0 0 0 0 0 0 0 7:15 AM - 7:30 AM 3 49 0 0 2 0 96 3 0 0 1 0 17 0 0 0 0 0 0 0 7:30 AM - 7:45 AM 6 60 0 0 1 0 102 6 0 0 2 0 20 0 0 0 0 0 0 0 7:45 AM - 8:00 AM 10 69 0 0 2 0 133 11 0 1 10 0 23 0 1 0 0 0 0 0 8:00 AM - 8:15 AM 21 127 0 0 7 0 136 8 0 4 3 0 22 0 1 0 0 0 0 0 8:15 AM - 8:30 AM 10 102 0 0 0 0 128 12 0 0 10 0 31 0 0 0 0 0 0 0 8:30 AM - 8:45 AM 7 56 0 0 2 0 129 19 0 2 4 0 31 0 1 0 0 0 0 0 8:45 AM - 9:00 AM 8 50 0 0 0 0 63 9 0 3 12 0 18 0 2 0 0 0 0 0 TOTAL 65 540 0 0 14 0 854 71 0 10 43 0 180 0 5 0 0 0 0 0 Time Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks 4:00 PM - 4:15 PM 14 69 0 0 1 0 71 22 0 1 12 0 76 0 0 0 0 0 0 0 4:15 PM - 4:30 PM 9 87 0 0 1 0 58 20 0 2 18 0 57 0 0 0 0 0 0 0 4:30 PM - 4:45 PM 21 83 0 0 0 0 59 20 0 2 13 0 59 0 0 0 0 0 0 0 4:45 PM - 5:00 PM 11 90 0 0 0 0 80 29 0 0 19 0 72 0 1 0 0 0 0 0 5:00 PM - 5:15 PM 14 96 0 0 0 0 90 20 0 0 23 0 64 0 1 0 0 0 0 0 5:15 PM - 5:30 PM 9 125 0 0 0 0 79 20 0 2 20 0 72 0 0 0 0 0 0 0 5:30 PM - 5:45 PM 17 80 0 0 0 0 90 14 0 1 19 0 79 0 1 0 0 0 0 0 5:45 PM - 6:00 PM 18 80 0 0 0 0 73 20 0 2 20 0 78 0 2 0 0 0 0 0 TOTAL 113 710 0 0 2 0 600 165 0 10 144 0 557 0 5 0 0 0 0 0 PEAK HOUR Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks Left Thru Right (RTOR) Trucks 7:45 AM - 8:45 AM 48 354 0 0 11 0 526 50 0 7 27 0 107 0 3 0 0 0 0 0 4:45 PM - 5:45 PM 51 391 0 0 0 0 339 83 0 3 81 0 287 0 3 0 0 0 0 0 PHF Trucks
AM 0.877 1.9% PM 0 83 339 0 0.959
PM 0.948 0.5%
PM AM
AM 0 50 526 0 0.973
AM PM

0.939 0.817 PHF
(RTOR) PHF
(RTOR) 0 0
81 27 0 0
0 0 0 0
287 107 0 0
0 0 (RTOR) PHF ##### #####

PHF (RTOR)
AM 0.679 48 354 0 0
PM 0.825 51 391 0 0

W Spruce Ave
N Peach Ave
WestboundEastbound
Turning Movement Report
N Peach Ave / W Spruce Ave
Fresno
Thursday, February 08, 2024 Clear

36.8401
-119.7202
SouthboundNorthbound
Northbound Southbound Eastbound Westbound
Northbound Southbound Eastbound Westbound
N Peach Ave
611
AGENDA ITEM NO. 13.