MEMORANDUM. Lynn Hayes LSA Associates, Inc.

Transcription

1 MEMORANDUM To: Lynn Hayes LSA Associates, Inc. Date: May 5, 217 From: Zawwar Saiyed, P.E., Senior Transportation Engineer Justin Tucker, Transportation Engineer I Linscott, Law & Greenspan, Engineers LLG Ref: Subject: Temescal Canyon Wash Bridge, Lake Elsinore Revised Traffic Assessment Linscott, Law & Greenspan, Engineers (LLG) is pleased to provide the following revised memorandum for the Temescal Canyon Wash Bridge Project in the City of Lake Elsinore, California. The following memo summarizes the traffic mix for existing conditions, discusses the preparation of peak hour traffic volume data at sixteen (16) roadway segments and three (3) study intersections for Existing, Year 24 (No Build) and Year 24 (Build) traffic conditions, discusses the development of average annual daily traffic (AADT) volumes and conducts LOS analyses along Temescal Canyon Road for Year 221 and Year 24 traffic conditions, and presents figures that illustrate these volumes. STUDY AREA Existing, Year 24 (No Build) and Year 24 (Build) peak hour traffic volumes have been developed at the following sixteen (16) segments within the immediate vicinity of the Project: I-15 Mainline Segments 1. I-15, south of I-15 Off-Ramp 2. I-15, between I-15 NB Off-Ramp and I-15 NB On-Ramp 3. I-15, north of I-15 On-Ramp 4. I-15, north of I-15 Off-Ramp 5. I-15, between I-15 SB Off-Ramp and I-15 SB On-Ramp 6. I-15, south of I-15 On-Ramp I-15 Ramp Segments 1. I-15 Off-Ramp to 2. I-15 On-Ramp from 3. I-15 Off-Ramp to 4. I-15 On-Ramp from Temescal Canyon Road Segments 1. Temescal Canyon Road, north of Lincoln Avenue 2. Temescal Canyon Road, between Lincoln Avenue and Segments 1., south of Temescal Canyon Road 2., between Temescal Canyon Road and I-15 SB Ramps 3., between I-15 SB Ramps and I-15 NB Ramps 4., north of I-15 Ramps N:\37\ Temescal Canyon Wash Bridge Project, Lake Elsinore\Report\ Revised Temescal Canyon Wash Bridge Project, Lake Elsinore doc

2 Ms. Lynn Hayes May 5, 217 Page 2 EXISTING TRAFFIC CONDITIONS Existing Traffic Volumes Existing AM and PM peak hour traffic segment volumes for the ten (1) key roadway segments, excluding the six (6) mainline segments, were derived from counts conducted by Counts Unlimited on December 13, 216 at the following three (3) intersections: Key Intersections 1. at I-15 Ramps 2. at I-15 Ramps 3. at Temescal Canyon Road The existing AM and PM peak hour traffic volumes are comprised of passenger vehicles, large 2-axle trucks, 3-axle trucks and 4+ axle trucks. The truck traffic turning movements were converted to passenger car equivalents (P.C.E. s) using SANBAG approved factors. P.C.E. factors of 1.5, 2. and 3. were utilized for large 2-axle trucks, 3-axle trucks and 4+ axle trucks, respectively. Table 1 presents a summary of the existing vehicle classification split for each of the sixteen (16) roadway segments. Appendix A contains the existing intersection turning movement count worksheets. The freeway peak-hour traffic volume forecast at the six (6) mainline segments were developed through the utilization of the Caltrans traffic counts, and is consistent with the Caltrans Methodology. Using the base year (Year 215) segment volumes provided on Caltrans website, directional peak-hour segment volumes were calculated and using K- and D-factors. A K-factor is the percentage of AADT in both directions during the peak hour. A D-factor is the percentage of traffic in the peak direction during the peak hour. The Year 215 volumes were grown by 2% per year to reflect Year 217 Existing traffic conditions. Figures 1 and 2 present the AM and PM peak hour Existing traffic volumes, respectively, at the six (6) I-15 Mainline Segments, the four (4) I-15 Ramps, the two (2) Temescal Canyon Road segments, and the four (4) segments. Additionally, Figures 1 and 2 present the turning movement volumes at the three (3) intersections as mentioned above. YEAR 24 TRAFFIC CONDITIONS Year 24 (No Build) Traffic Volumes Year 24 (No Build) AM and PM peak hour traffic segment volumes for the ten (1) key roadway segments, excluding the six (6) mainline segments, were derived from Year 235 Without Project volume forecasts at the following three (3) intersections as N:\37\ Temescal Canyon Wash Bridge Project, Lake Elsinore\Report\ Revised Temescal Canyon Wash Bridge Project, Lake Elsinore doc

3 Ms. Lynn Hayes May 5, 217 Page 3 presented in the Alberhill Villages Specific Plan TIA, prepared by LLG Engineers, dated February 25, 213: Key Intersections 1. at I-15 Ramps 2. at I-15 Ramps 3. at A Street The Year 235 forecasted traffic volumes were grown by 2% per year for five years. This results in a ten percent (1%) growth in Year 235 volumes in order to derive Year 24 volumes. The forecasted Year 24 volumes at these three (3) intersections were then used to derive peak hour roadway segment volumes at adjacent segments. The Alberhill Villages Specific Plan TIA does not contain traffic volume data for the I-15 mainline segments. The freeway peak-hour traffic volume forecast at the six (6) mainline segments for Year 24 traffic conditions were developed through the utilization of the Transportation and Analysis Model (LETAM), obtained by LSA Associates, Inc. Model runs have been conducted for Base (Year 27) and Future (Year 235) scenarios. The growth between these scenarios, for both the AM and PM peak hour, was then added on top of the existing volumes. It should be noted that the growth was increased further in order to derive Year 24 (Build) traffic volumes. Lastly, the Alberhill Villages Specific Plan trips were then subtracted from the mainline segments to derive Year 24 (No Build) traffic volumes. Figures 3 and 4 present the anticipated AM and PM peak hour Year 24 (No Build) traffic volumes, respectively, at the six (6) I-15 Mainline Segments, the four (4) I-15 Ramps, the two (2) Temescal Canyon Road segments, and the four (4) segments. Additionally, Figures 3 and 4 present the turning movement volumes at the three (3) intersections used to derive the adjacent roadway segment peak hour volumes. Year 24 (Build) Traffic Volumes Year 24 (Build) AM and PM peak hour traffic segment volumes for the ten (1) key roadway segments, excluding the six (6) mainline segments, were derived from Year 235 volume forecasts at the following four (4) intersections as presented in the Alberhill Villages Specific Plan TIA, prepared by LLG Engineers, dated October 14, 215: N:\37\ Temescal Canyon Wash Bridge Project, Lake Elsinore\Report\ Revised Temescal Canyon Wash Bridge Project, Lake Elsinore doc

4 Ms. Lynn Hayes May 5, 217 Page 4 Key Intersections 1. at I-15 Ramps 2. at I-15 Ramps 3. at Temescal Canyon Road 4. Lincoln Street at Temescal Canyon Road The Year 235 With Project forecasted traffic volumes were grown by 2% per year for five years. This results in a ten percent (1%) growth in Year 235 volumes in order to derive Year 24 volumes. The forecasted Year 24 volumes at these four (4) intersections were then used to derive peak hour roadway segment volumes at adjacent segments. The Alberhill Villages Specific Plan TIA does not contain traffic volume data for the I-15 mainline segments. The freeway peak-hour traffic volume forecast at the six (6) mainline segments for Year 24 traffic conditions were developed through the utilization of the Transportation and Analysis Model (LETAM), obtained by LSA Associates, Inc. Model runs have been conducted for Base (Year 27) and Future (Year 235) scenarios. The growth between these scenarios, for both the AM and PM peak hour, was then added on top of the existing volumes. It should be noted that the growth was increased further in order to derive Year 24 (Build) traffic volumes. Figures 5 and 6 present the anticipated AM and PM peak hour Year 24 (Build) traffic volumes, respectively, at the six (6) I-15 Mainline Segments, the four (4) I-15 Ramps, the two (2) Temescal Canyon Road segments, and the four (4) segments. Additionally, Figures 5 and 6 present the turning movement volumes at the four (4) intersections used to derive the adjacent roadway segment peak hour volumes. AVERAGE ANNUAL DAILY TRAFFIC ROADWAY SEGMENT VOLUMES Year 221 (No Build) Traffic Volumes Year 221 daily traffic segment volumes for the two (2) key roadway segments were derived through utilization of the Transportation and Analysis Model (LETAM). Model runs have been conducted for the Base (Year 27) and Future (Year 235) scenarios. It should be noted that Year 221 (No Build) and Year 221 (Build) traffic scenarios will yield the same volumes along Temescal Canyon Road regardless of the road realignment (Build scenario). Existing daily traffic segment volumes for the two (2) key roadway segments were derived from Existing (Year 215) traffic volumes as presented in the Alberhill Villages Specific Plan TIA, prepared by LLG Engineers, dated October 14, 215. N:\37\ Temescal Canyon Wash Bridge Project, Lake Elsinore\Report\ Revised Temescal Canyon Wash Bridge Project, Lake Elsinore doc

5 Ms. Lynn Hayes May 5, 217 Page 5 The Existing traffic volume was grown by 2% per year for two years. This results in a four percent (4%) growth in Year 215 volumes in order to derive Year 217 volumes. The interpolated growth for Year 221 utilizing the 27 Model run and the 235 Model run was added on top of the Year 217 Existing volumes in order to determine the Year 221 traffic volumes. Figure 7 presents the anticipated Year 221 daily traffic volumes at the two (2) Temescal Canyon Road segments. Year 221 (Build) Traffic Volumes It should be noted that the Year 221 (No Build) and (Build) traffic volumes are the same since Alberhill Villages Specific Plan and Lincoln Street would not be built. The only difference is the realignment of Temescal Canyon Road, which would not have an affect on the traffic volumes. Year 24 (No Build) Traffic Volumes Year 24 (No Build) daily traffic segment volumes for the two (2) key roadway segments were derived from Year 235 Without Project volume forecasts as presented in the Alberhill Villages Specific Plan TIA, prepared by LLG Engineers, dated February 25, 213. The Year 235 forecasted traffic volume was grown by 2% per year for five years. This results in a ten percent (1%) growth in Year 235 volumes in order to derive Year 24 volumes. Figure 8 presents the anticipated Year 24 (No Build) daily traffic volumes at the two (2) Temescal Canyon Road segments. Year 24 (Build) Traffic Volumes Year 24 (Build) daily traffic segment volumes for the two (2) key roadway segments were derived from Year 235 Without Project volume forecasts as presented in the Alberhill Villages Specific Plan TIA, prepared by LLG Engineers, dated October 14, 215. The Year 235 forecasted traffic volume was grown by 2% per year for five years. This results in a ten percent (1%) growth in Year 235 volumes in order to derive Year 24 volumes. Figure 8 also presents the anticipated Year 24 (No Build) daily traffic volumes at the two (2) Temescal Canyon Road segments. AVERAGE ANNUAL DAILY TRAFFIC ROADWAY SEGMENT ANALYSIS In conformance with the requirements, daily operating conditions for the key study roadway segments along Temescal Canyon Road have been investigated according to the Volume to Capacity (V/C) Ratio of each roadway segment. The V/C relationship is used to estimate the LOS of the roadway segment N:\37\ Temescal Canyon Wash Bridge Project, Lake Elsinore\Report\ Revised Temescal Canyon Wash Bridge Project, Lake Elsinore doc

6 Ms. Lynn Hayes May 5, 217 Page 6 with the volume based on the 24-hour traffic volumes and the capacity based on the City s classification of each roadway. The six qualitative categories of Level of Service have been defined along with the corresponding Volume to Capacity (V/C) value range and are shown in Table 2. The roadway segment daily capacity of each street classification according to the City of Lake Elsinore General Plan Update Draft Program EIR (August 211) is presented in Table 3. According to criteria, LOS D is the minimum acceptable condition that should be maintained along all roadway segments. Year 221 (No Build) Traffic Conditions Table 4 summarizes the daily level of service results at the key study roadway segments during a typical weekday for the Year 221 (No Build) traffic conditions. The first column (1) in Table 4 presents LOS E daily roadway capacity values from the General Plan Update Draft Program EIR, dated August 211, the number of travel lanes, as well as forecasts the Year 221 (No Build) traffic conditions. It should be noted that for Year 221 (No Build) traffic conditions, it is assumed that Temescal Canyon Road will remain to be a 2-lane, undivided roadway along the bridge as well as the adjoining roadway. Review of column (1) of Table 4 indicates that for the Year 221 (No Build) traffic conditions, both of the key study roadway segments are forecast to operate at acceptable levels of service on a daily basis when compared to the LOS standards defined in this report. Year 221 (Build) Traffic Conditions Table 4 also summarizes the daily level of service results at the key study roadway segments during a typical weekday for the Year 221 (Build) traffic conditions. The second column (2) in Table 4 presents LOS E daily roadway capacity values from the General Plan Update Draft Program EIR, dated August 211, the number of travel lanes, as well as forecasts the Year 221 (Build) traffic conditions. The third column (3) of Table 4 presents the increase in the V/C ratio and indicates whether the roadway segment operates at an adverse level of service based on the LOS standards and the impact criteria defined in this report. It should be noted that for Year 221 (Build) traffic conditions, it is assumed that the bridge portion of Temescal Canyon Road will be widened to a 4-lane, divided roadway while the adjoining roadway will remain 2-lanes and undivided. Transition lanes will be constructed on either side of the bridge along the adjoining roadway in order to allow vehicles to appropriately utilize the four lanes on the bridge. N:\37\ Temescal Canyon Wash Bridge Project, Lake Elsinore\Report\ Revised Temescal Canyon Wash Bridge Project, Lake Elsinore doc

7 Ms. Lynn Hayes May 5, 217 Page 7 Review of column (2) of Table 4 indicates that for the Year 221 (Build) traffic conditions, both of the key study roadway segments are forecast to operate at acceptable levels of service on a daily basis when compared to the LOS standards defined in this report. Year 24 (No Build) Traffic Conditions Table 5 summarizes the daily level of service results at the key study roadway segments during a typical weekday for the Year 24 (No Build) traffic conditions. The first column (1) in Table 5 presents LOS E daily roadway capacity values from the General Plan Update Draft Program EIR, dated August 211, the number of travel lanes, as well as forecasts the Year 24 (No Build) traffic conditions. It should be noted that for Year 24 (No Build) traffic conditions, it is assumed that Temescal Canyon Road will remain to be a 2-lane, undivided roadway along the bridge as well as the adjoining roadway. Review of column (1) of Table 5 indicates that for the Year 24 (No Build) traffic conditions, both of the key study roadway segments are forecast to operate at unacceptable levels of service on a daily basis when compared to the LOS standards defined in this report. The roadway segments operating at adverse levels of service are: Key Roadway Segment Volume Daily V/C Ratio 1. Temescal Canyon Road, west of Lincoln Street (Bridge Portion) 28,6 2.2 F 2. Temescal Canyon Road, east of Lincoln Street (Adjoining roadway) 28,6 2.2 F LOS Year 24 (Build) Traffic Conditions Table 5 also summarizes the daily level of service results at the key study roadway segments during a typical weekday for the Year 24 (Build) traffic conditions. The second column (2) in Table 5 presents LOS E daily roadway capacity values from the General Plan Update Draft Program EIR, dated August 211, the number of travel lanes, as well as forecasts the Year 24 (Build) traffic conditions. The third column (3) of Table 5 presents the increase in the V/C ratio and indicates whether the roadway segment operates at an adverse level of service based on the LOS standards and the impact criteria defined in this report. It should be noted that for Year 24 (Build) traffic conditions, it is assumed that both the bridge portion of Temescal Canyon Road as well as the adjoining roadway will be widened to a 4-lane, divided roadway. N:\37\ Temescal Canyon Wash Bridge Project, Lake Elsinore\Report\ Revised Temescal Canyon Wash Bridge Project, Lake Elsinore doc

8 Ms. Lynn Hayes May 5, 217 Page 8 Review of column (2) of Table 5 indicates that for the Year 24 (Build) traffic conditions, both of the key study roadway segments are forecast to operate at unacceptable levels of service on a daily basis when compared to the LOS standards defined in this report. The roadway segments operating at adverse levels of service are: Key Roadway Segment Volume Daily V/C Ratio 1. Temescal Canyon Road, west of Lincoln Street (Bridge Portion) 48, F 2. Temescal Canyon Road, east of Lincoln Street (Adjoining roadway) 38, F LOS Please note that while these segments operate at adverse levels of service, the LOS improves under the (Build) conditions due to the widening of the bridge and adjoining roadway to four lanes. * * * * * * * * * * * Please let us know if you have any comments or questions regarding this response memorandum. Attachments cc: Keil D. Maberry, P.E., Principal, LLG Jason Lui, LSA Associates, Inc. Ambarish Mukherjee, LSA Associates, Inc. Michael Slavick, LSA Associates, Inc. File N:\37\ Temescal Canyon Wash Bridge Project, Lake Elsinore\Report\ Revised Temescal Canyon Wash Bridge Project, Lake Elsinore doc

9 TABLE 1 EXISTING VEHICLE CLASSIFICATION SPLIT SUMMARY 1 (1) Vehicle Classification Split Existing Traffic Conditions Time Passenger Large 2 Axle 3 Axle 4 Axle Key Intersection Period Vehicles Vehicles Vehicles Vehicles Total I-15 Mainline Segments I-15, South of I-15 Off-Ramp I-15, Between I-15 NB Off-Ramp and I-15 NB On-Ramp I-15, North of I-15 On-Ramp I-15, North of I-15 Off-Ramp I-15, Between I-15 SB Off-Ramp and I-15 SB On-Ramp AM 94.7%.8% 1.3% 3.2% 1.% PM 88.6% 1.3% 3.1% 7.% 1.% AM 94.7%.8% 1.3% 3.2% 1.% PM 88.1% 1.3% 3.2% 7.4% 1.% AM 95.1%.7% 1.2% 3.% 1.% PM 88.8% 1.3% 3.1% 6.8% 1.% AM 86.2% 2.1% 3.4% 8.3% 1.% PM 94.3%.6% 1.6% 3.5% 1.% AM 85.3% 2.2% 3.6% 8.9% 1.% PM 93.8%.7% 1.7% 3.8% 1.% 6. I-15, South of I-15 On-Ramp I-15 Ramp Segments 3 1. I-15 Off-Ramp to 2. I-15 On-Ramp from 3. I-15 Off-Ramp to 4. I-15 On-Ramp from Temescal Canyon Road Segments 3 1. Temescal Canyon Road, north of Lincoln Avenue AM 86.3% 2.% 3.4% 8.3% 1.% PM 94.%.7% 1.6% 3.7% 1.% AM 94.2% 2.2%.5% 3.1% 1.% PM 94.7% 1.3%.% 4.% 1.% AM 97.8%.9%.% 1.3% 1.% PM 96.% 1.9%.% 2.1% 1.% AM 88.1% 5.2%.5% 6.2% 1.% PM 98.9%.8%.1%.2% 1.% AM 95.% 1.5% 1.2% 2.3% 1.% PM 95.8% 2.1%.% 2.1% 1.% AM 97.5% 1.1%.3% 1.1% 1.% PM 98.7% 1.%.%.3% 1.% 2. Temescal Canyon Road, between Lincoln Avenue and AM 97.5% 1.1%.3% 1.1% 1.% PM 98.7% 1.%.%.3% 1.% Appendix A contains the existing turning movement count worksheets. Source: Transportation and Analysis Model (LETAM) data provided by LSA Associates, Inc. Source: Existing turning movement counts conducted by Counts Unlimited on Tuesday, December 13, 216. N:\37\ Temescal Canyon Wash Bridge Project, Lake Elsinore\Report\ Revised Temescal Canyon Wash Bridge Project, Lake Elsinore doc

10 TABLE 1 (CONTINUED) EXISTING VEHICLE CLASSIFICATION SPLIT SUMMARY 4 (1) Vehicle Classification Split Existing Traffic Conditions Time Passenger Large 2 Axle 3 Axle 4 Axle Key Intersection Period Vehicles Vehicles Vehicles Vehicles Total Segments 5 1., south of Temescal Canyon Road AM 96.2% 1.1%.3% 2.4% 1.% PM 97.4% 1.4%.1% 1.1% 1.% 2. 3., between Temescal Canyon Road and I-15 SB Ramps, between I-15 SB Ramps and I-15 NB Ramps AM 97.9%.6%.2% 1.3% 1.% PM 97.2% 1.2%.4% 1.2% 1.% AM 96.4% 1.1%.6% 1.9% 1.% PM 96.6%.9%.5% 2.% 1.% 4., north of I-15 Ramps AM 88.9% 5.6%.% 5.5% 1.% PM 92.9%.% 7.1%.% 1.% 4 5 Appendix A contains the existing turning movement count worksheets. Source: Existing turning movement counts conducted by Counts Unlimited on Tuesday, December 13, 216. N:\37\ Temescal Canyon Wash Bridge Project, Lake Elsinore\Report\ Revised Temescal Canyon Wash Bridge Project, Lake Elsinore doc

11 TABLE 2 LEVEL OF SERVICE CRITERIA FOR ROADWAY SEGMENTS (V/C METHODOLOGY) 6 Level of Service (LOS) Volume to Capacity Ratio (V/C) Level of Service Description A.6 B.61.7 C.71.8 D.81.9 E F > 1. EXCELLENT. Describes primarily free flow operations at average travel speeds, usually about 9% of the free flow speed for the arterial class. Vehicles are completely unimpeded in their ability to maneuver within the traffic stream. Stopped delay at signalized intersections is minimal. VERY GOOD. Represents reasonably unimpeded operations at average travel speeds, usually about 7% of the free flow speed for the arterial class. The ability to maneuver within the traffic stream is only slightly restricted and stopped delays are not bothersome. Drivers are not generally subjected to appreciable tension. GOOD. Represents stable conditions; however, ability to maneuver and change lanes in mid-block location may be more restricted than in LOS B, and longer queues and/or adverse signal coordination may contribute to lower average travel speeds of about 5% of the average free flow speed for the arterial class. Motorists will experience appreciable tension while driving. FAIR. Borders on a range in which small increases in flow may cause substantial increases in approach delay and, hence, decreases in arterial speed. This may be due to adverse signal progression, inappropriate signal timing, high volumes, or some combination of these. Average travel speeds are about 4% of free flow speed. POOR. Characterized by significant approach delays and average travel speeds of one-third the free flow speed or lower. Such operations are caused by some combination of adverse progression, high signal density, extensive queuing at critical intersections, and inappropriate signal timing. FAILURE. Characterizes arterial flow at extremely low speeds below one-third to one-quarter of the free flow speed. Intersection congestion is likely at critical signalized locations, with resultant high approach delays. Adverse progression is frequently a contributor to this condition. 6 Source: Transportation Research Board 2. N:\37\ Temescal Canyon Wash Bridge Project, Lake Elsinore\Report\ Revised Temescal Canyon Wash Bridge Project, Lake Elsinore doc

12 TABLE 3 DAILY ROADWAY SEGMENT CAPACITIES 7 Type of Arterial Lane Configuration LOS E Capacity (VPD) Urban Arterial 8-Lanes 71,8 Urban Arterial 6-Lanes 53,9 Major 4-Lanes 34,1 Secondary 4-Lanes 25,9 Divided Collector 4-Lanes 18, Collector 2-Lanes 13, Notes: VPD = Vehicles per Day 7 Source: General Plan Update Draft Program EIR Section 3.4: Transportation and Circulation, August 211. N:\37\ Temescal Canyon Wash Bridge Project, Lake Elsinore\Report\ Revised Temescal Canyon Wash Bridge Project, Lake Elsinore doc

13 TABLE 4 YEAR 221 CONDITIONS DAILY ROADWAY SEGMENT CAPACITY ANALYSIS SUMMARY (1) (2) (3) Year 221 (No Build) Traffic Conditions Year 221 (Build) Traffic Conditions Adverse Condition LOS E LOS E Type of Capacity 8 Daily V/C Type of Capacity 8 Daily V/C V/C Yes/ Key Roadway Segment Arterial (VPD) Lanes Volume Ratio LOS Arterial (VPD) Lanes Volume Ratio LOS Inc. No 1. Temescal Canyon Road, west of (Bridge Portion) Collector 13, 2U 1, C Major 34,1 4D 9 1,38.34 A. No 2. Temescal Canyon Road, west of (Adjoining Roadway) Collector 13, 2U 1, C Collector 13, 2U 1, C. No Notes: VPD = Vehicles Per Day D = Divided; U = Undivided V/C = Volume to Capacity Ratio LOS = Level of Service, please refer to Table 2 for the LOS definitions Bold V/C /LOS values indicate adverse service levels based on the LOS standards mentioned in this report 8 9 Source: General Plan Update Draft Program EIR (August 211). Transition lanes will be constructed on either side of the bridge along the adjoining roadway in order to allow vehicles to appropriately utilize the four lanes on the bridge. N:\37\ Temescal Canyon Wash Bridge Project, Lake Elsinore\Report\ Revised Temescal Canyon Wash Bridge Project, Lake Elsinore doc

14 TABLE 5 YEAR 24 CONDITIONS DAILY ROADWAY SEGMENT CAPACITY ANALYSIS SUMMARY (1) (2) (3) Year 24 (No Build) Traffic Conditions Year 24 (Build) Traffic Conditions Adverse Condition LOS E LOS E Type of Capacity 1 Daily V/C Type of Capacity 1 Daily V/C V/C Yes/ Key Roadway Segment Arterial (VPD) Lanes Volume Ratio LOS Arterial (VPD) Lanes Volume Ratio LOS Inc. No 1. Temescal Canyon Road, west of (Bridge Portion) Collector 13, 2U 28,6 2.2 F Major 34,1 4D 48, F Yes 2. Temescal Canyon Road, west of (Adjoining Roadway) Collector 13, 2U 28,6 2.2 F Major 34,1 4D 38, F Yes Notes: VPD = Vehicles Per Day D = Divided; U = Undivided V/C = Volume to Capacity Ratio LOS = Level of Service, please refer to Table 2 for the LOS definitions Bold V/C /LOS values indicate adverse service levels based on the LOS standards mentioned in this report 1 Source: General Plan Update Draft Program EIR (August 211). N:\37\ Temescal Canyon Wash Bridge Project, Lake Elsinore\Report\ Revised Temescal Canyon Wash Bridge Project, Lake Elsinore doc

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23 APPENDIX A EXISTING TRAFFIC COUNT DATA LINSCOTT, LAW & GREENSPAN, engineers LLG Ref Temescal Canyon Wash Bridge Project, Lake Elsinore N:\37\ Temescal Canyon Wash Bridge Project, Lake Elsinore\Report\3782 Dividers.doc

24 APPENDIX A-I INTERSECTION #1 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref Kendall-Palm Commercial, San Bernardino N:\37\ Temescal Canyon Wash Bridge Project, Lake Elsinore\Report\3782 Sub-Dividers.doc A-1

25 N/S: E/W: I-15 Ramps File Name : LKELA15NAM Site Code : Start Date : 12/13/216 Page No : 1 Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks I-15 Off Ramp Westbound I-15 On Ramp Start Time App. Total App. Total App. Total App. Total Int. Total 7: AM :15 AM :3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total Grand Total Apprch % Total % Passenger Vehicles % Passenger Vehicles Large 2 Axle Vehicles % Large 2 Axle Vehicles Axle Vehicles % 3 Axle Vehicles Axle Trucks % 4+ Axle Trucks I-15 Off Ramp Westbound I-15 On Ramp Start Time App. Total App. Total App. Total App. Total Int. Total Peak Hour Analysis From 7: AM to 8:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 7: AM 7: AM :15 AM :3 AM :45 AM Total Volume % App. Total PHF A-2

26 N/S: E/W: I-15 Ramps File Name : LKELA15NAM Site Code : Start Date : 12/13/216 Page No : Peak Hour Data I-15 On Ramp North Peak Hour Begins at 7: AM Passenger Vehicles Large 2 Axle Vehicles 3 Axle Vehicles 4+ Axle Trucks I-15 Off Ramp Peak Hour Analysis From 7: AM to 8:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 7:15 AM 7: AM 7: AM 7: AM + mins mins mins mins Total Volume % App. Total PHF A-3

27 N/S: E/W: I-15 Ramps File Name : LKELA15NAM Site Code : Start Date : 12/13/216 Page No : 1 Groups Printed- Passenger Vehicles I-15 Off Ramp Westbound I-15 On Ramp Start Time App. Total App. Total App. Total App. Total Int. Total 7: AM :15 AM :3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total Grand Total Apprch % Total % I-15 Off Ramp Westbound I-15 On Ramp Start Time App. Total App. Total App. Total App. Total Int. Total Peak Hour Analysis From 7: AM to 7:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 7: AM 7: AM :15 AM :3 AM :45 AM Total Volume % App. Total PHF A-4

28 N/S: E/W: I-15 Ramps File Name : LKELA15NAM Site Code : Start Date : 12/13/216 Page No : Peak Hour Data I-15 On Ramp North Peak Hour Begins at 7: AM Passenger Vehicles I-15 Off Ramp Peak Hour Analysis From 7: AM to 7:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 7: AM 7: AM 7: AM 7: AM + mins mins mins mins Total Volume % App. Total PHF A-5

29 N/S: E/W: I-15 Ramps File Name : LKELA15NAM Site Code : Start Date : 12/13/216 Page No : 1 Groups Printed- Large 2 Axle Vehicles I-15 Off Ramp Westbound I-15 On Ramp Start Time App. Total App. Total App. Total App. Total Int. Total 7: AM :15 AM :3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total Grand Total Apprch % Total % I-15 Off Ramp Westbound I-15 On Ramp Start Time App. Total App. Total App. Total App. Total Int. Total Peak Hour Analysis From 7: AM to 7:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 7: AM 7: AM :15 AM :3 AM :45 AM Total Volume % App. Total PHF A-6

30 N/S: E/W: I-15 Ramps File Name : LKELA15NAM Site Code : Start Date : 12/13/216 Page No : Peak Hour Data I-15 On Ramp 6 6 North Peak Hour Begins at 7: AM Large 2 Axle Vehicles I-15 Off Ramp Peak Hour Analysis From 7: AM to 7:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 7: AM 7: AM 7: AM 7: AM + mins mins mins mins Total Volume % App. Total PHF A-7

31 N/S: E/W: I-15 Ramps File Name : LKELA15NAM Site Code : Start Date : 12/13/216 Page No : 1 Groups Printed- 3 Axle Vehicles I-15 Off Ramp Westbound I-15 On Ramp Start Time App. Total App. Total App. Total App. Total Int. Total 7: AM :15 AM 7:3 AM 7:45 AM Total : AM :15 AM :3 AM :45 AM Total Grand Total Apprch % 1 1 Total % I-15 Off Ramp Westbound I-15 On Ramp Start Time App. Total App. Total App. Total App. Total Int. Total Peak Hour Analysis From 7: AM to 7:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 7: AM 7: AM :15 AM 7:3 AM 7:45 AM Total Volume % App. Total 1 PHF A-8

32 N/S: E/W: I-15 Ramps File Name : LKELA15NAM Site Code : Start Date : 12/13/216 Page No : 2 Peak Hour Data I-15 On Ramp North Peak Hour Begins at 7: AM 3 Axle Vehicles I-15 Off Ramp 1 1 Peak Hour Analysis From 7: AM to 7:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 7: AM 7: AM 7: AM 7: AM + mins mins. +3 mins. +45 mins. Total Volume 1 1 % App. Total 1 PHF A-9

33 N/S: E/W: I-15 Ramps File Name : LKELA15NAM Site Code : Start Date : 12/13/216 Page No : 1 Groups Printed- 4+ Axle Trucks I-15 Off Ramp Westbound I-15 On Ramp Start Time App. Total App. Total App. Total App. Total Int. Total 7: AM :15 AM :3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total Grand Total Apprch % Total % I-15 Off Ramp Westbound I-15 On Ramp Start Time App. Total App. Total App. Total App. Total Int. Total Peak Hour Analysis From 7: AM to 7:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 7: AM 7: AM :15 AM :3 AM :45 AM Total Volume % App. Total PHF A-1

34 N/S: E/W: I-15 Ramps File Name : LKELA15NAM Site Code : Start Date : 12/13/216 Page No : Peak Hour Data I-15 On Ramp 8 8 North Peak Hour Begins at 7: AM 4+ Axle Trucks I-15 Off Ramp Peak Hour Analysis From 7: AM to 7:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 7: AM 7: AM 7: AM 7: AM + mins mins mins mins Total Volume % App. Total PHF A-11

35 N/S: E/W: I-15 Ramps File Name : LKELA15NPM Site Code : Start Date : 12/13/216 Page No : 1 Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks I-15 Off Ramp Westbound I-15 On Ramp Start Time App. Total App. Total App. Total App. Total Int. Total 4: PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM :45 PM Total Grand Total Apprch % Total % Passenger Vehicles % Passenger Vehicles Large 2 Axle Vehicles % Large 2 Axle Vehicles Axle Vehicles % 3 Axle Vehicles Axle Trucks % 4+ Axle Trucks I-15 Off Ramp Westbound I-15 On Ramp Start Time App. Total App. Total App. Total App. Total Int. Total Peak Hour Analysis From 4: PM to 5:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 4: PM 4: PM :15 PM :3 PM :45 PM Total Volume % App. Total PHF A-12

36 N/S: E/W: I-15 Ramps File Name : LKELA15NPM Site Code : Start Date : 12/13/216 Page No : Peak Hour Data I-15 On Ramp North Peak Hour Begins at 4: PM Passenger Vehicles Large 2 Axle Vehicles 3 Axle Vehicles 4+ Axle Trucks I-15 Off Ramp Peak Hour Analysis From 4: PM to 5:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 4: PM 5: PM 4: PM 4: PM + mins mins mins mins Total Volume % App. Total PHF A-13

37 N/S: E/W: I-15 Ramps File Name : LKELA15NPM Site Code : Start Date : 12/13/216 Page No : 1 Groups Printed- Passenger Vehicles I-15 Off Ramp Westbound I-15 On Ramp Start Time App. Total App. Total App. Total App. Total Int. Total 4: PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM :45 PM Total Grand Total Apprch % Total % I-15 Off Ramp Westbound I-15 On Ramp Start Time App. Total App. Total App. Total App. Total Int. Total Peak Hour Analysis From 4: PM to 4:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 4: PM 4: PM :15 PM :3 PM :45 PM Total Volume % App. Total PHF A-14

38 N/S: E/W: I-15 Ramps File Name : LKELA15NPM Site Code : Start Date : 12/13/216 Page No : Peak Hour Data I-15 On Ramp North Peak Hour Begins at 4: PM Passenger Vehicles I-15 Off Ramp Peak Hour Analysis From 4: PM to 4:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 4: PM 4: PM 4: PM 4: PM + mins mins mins mins Total Volume % App. Total PHF A-15

39 N/S: E/W: I-15 Ramps File Name : LKELA15NPM Site Code : Start Date : 12/13/216 Page No : 1 Groups Printed- Large 2 Axle Vehicles I-15 Off Ramp Westbound I-15 On Ramp Start Time App. Total App. Total App. Total App. Total Int. Total 4: PM :15 PM :3 PM 4:45 PM Total : PM :15 PM :3 PM :45 PM Total Grand Total Apprch % Total % I-15 Off Ramp Westbound I-15 On Ramp Start Time App. Total App. Total App. Total App. Total Int. Total Peak Hour Analysis From 4: PM to 4:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 4: PM 4: PM :15 PM :3 PM 4:45 PM Total Volume % App. Total PHF A-16

40 N/S: E/W: I-15 Ramps File Name : LKELA15NPM Site Code : Start Date : 12/13/216 Page No : 2 Peak Hour Data I-15 On Ramp 6 6 North Peak Hour Begins at 4: PM Large 2 Axle Vehicles I-15 Off Ramp Peak Hour Analysis From 4: PM to 4:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 4: PM 4: PM 4: PM 4: PM + mins mins mins. +45 mins. 1 1 Total Volume % App. Total PHF A-17

41 N/S: E/W: I-15 Ramps File Name : LKELA15NPM Site Code : Start Date : 12/13/216 Page No : 1 Groups Printed- 3 Axle Vehicles I-15 Off Ramp Westbound I-15 On Ramp Start Time App. Total App. Total App. Total App. Total Int. Total 4: PM :15 PM 4:3 PM 4:45 PM Total : PM :15 PM :3 PM :45 PM Total Grand Total Apprch % 1 1 Total % I-15 Off Ramp Westbound I-15 On Ramp Start Time App. Total App. Total App. Total App. Total Int. Total Peak Hour Analysis From 4: PM to 4:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 4: PM 4: PM :15 PM 4:3 PM 4:45 PM Total Volume % App. Total 1 PHF A-18

42 N/S: E/W: I-15 Ramps File Name : LKELA15NPM Site Code : Start Date : 12/13/216 Page No : Peak Hour Data I-15 On Ramp North Peak Hour Begins at 4: PM 3 Axle Vehicles I-15 Off Ramp 2 2 Peak Hour Analysis From 4: PM to 4:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 4: PM 4: PM 4: PM 4: PM + mins mins. +3 mins. +45 mins. 1 1 Total Volume 2 2 % App. Total 1 PHF A-19

43 N/S: E/W: I-15 Ramps File Name : LKELA15NPM Site Code : Start Date : 12/13/216 Page No : 1 Groups Printed- 4+ Axle Trucks I-15 Off Ramp Westbound I-15 On Ramp Start Time App. Total App. Total App. Total App. Total Int. Total 4: PM :15 PM :3 PM :45 PM Total : PM :15 PM :3 PM :45 PM Total Grand Total Apprch % Total % I-15 Off Ramp Westbound I-15 On Ramp Start Time App. Total App. Total App. Total App. Total Int. Total Peak Hour Analysis From 4: PM to 4:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 4: PM 4: PM :15 PM :3 PM :45 PM Total Volume % App. Total PHF A-2

44 N/S: E/W: I-15 Ramps File Name : LKELA15NPM Site Code : Start Date : 12/13/216 Page No : 2 Peak Hour Data I-15 On Ramp 7 7 North Peak Hour Begins at 4: PM 4+ Axle Trucks I-15 Off Ramp Peak Hour Analysis From 4: PM to 4:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 4: PM 4: PM 4: PM 4: PM + mins mins mins mins Total Volume % App. Total PHF A-21

45 APPENDIX A-II INTERSECTION #2 LINSCOTT, LAW & GREENSPAN, engineers LLG Ref Kendall-Palm Commercial, San Bernardino N:\37\ Temescal Canyon Wash Bridge Project, Lake Elsinore\Report\3782 Sub-Dividers.doc A-22

46 N/S: E/W: I-15 Ramps File Name : LKELA15SAM Site Code : Start Date : 12/13/216 Page No : 1 Groups Printed- Passenger Vehicles - Large 2 Axle Vehicles - 3 Axle Vehicles - 4+ Axle Trucks I-15 On Ramp Westbound I-15 Off Ramp Start Time App. Total App. Total App. Total App. Total Int. Total 7: AM :15 AM :3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total Grand Total Apprch % Total % Passenger Vehicles % Passenger Vehicles Large 2 Axle Vehicles % Large 2 Axle Vehicles Axle Vehicles % 3 Axle Vehicles Axle Trucks % 4+ Axle Trucks I-15 On Ramp Westbound I-15 Off Ramp Start Time App. Total App. Total App. Total App. Total Int. Total Peak Hour Analysis From 7: AM to 8:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 7: AM 7: AM :15 AM :3 AM :45 AM Total Volume % App. Total PHF A-23

47 N/S: E/W: I-15 Ramps File Name : LKELA15SAM Site Code : Start Date : 12/13/216 Page No : Peak Hour Data I-15 Off Ramp North Peak Hour Begins at 7: AM Passenger Vehicles Large 2 Axle Vehicles 3 Axle Vehicles 4+ Axle Trucks I-15 On Ramp Peak Hour Analysis From 7: AM to 8:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 7: AM 7: AM 7: AM 7:3 AM + mins mins mins mins Total Volume % App. Total PHF A-24

48 N/S: E/W: I-15 Ramps File Name : LKELA15SAM Site Code : Start Date : 12/13/216 Page No : 1 Groups Printed- Passenger Vehicles I-15 On Ramp Westbound I-15 Off Ramp Start Time App. Total App. Total App. Total App. Total Int. Total 7: AM :15 AM :3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total Grand Total Apprch % Total % I-15 On Ramp Westbound I-15 Off Ramp Start Time App. Total App. Total App. Total App. Total Int. Total Peak Hour Analysis From 7: AM to 7:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 7: AM 7: AM :15 AM :3 AM :45 AM Total Volume % App. Total PHF A-25

49 N/S: E/W: I-15 Ramps File Name : LKELA15SAM Site Code : Start Date : 12/13/216 Page No : Peak Hour Data I-15 Off Ramp North Peak Hour Begins at 7: AM Passenger Vehicles I-15 On Ramp Peak Hour Analysis From 7: AM to 7:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 7: AM 7: AM 7: AM 7: AM + mins mins mins mins Total Volume % App. Total PHF A-26

50 N/S: E/W: I-15 Ramps File Name : LKELA15SAM Site Code : Start Date : 12/13/216 Page No : 1 Groups Printed- Large 2 Axle Vehicles I-15 On Ramp Westbound I-15 Off Ramp Start Time App. Total App. Total App. Total App. Total Int. Total 7: AM :15 AM :3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total Grand Total Apprch % Total % I-15 On Ramp Westbound I-15 Off Ramp Start Time App. Total App. Total App. Total App. Total Int. Total Peak Hour Analysis From 7: AM to 7:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 7: AM 7: AM :15 AM :3 AM :45 AM Total Volume % App. Total PHF A-27

51 N/S: E/W: I-15 Ramps File Name : LKELA15SAM Site Code : Start Date : 12/13/216 Page No : Peak Hour Data I-15 Off Ramp North Peak Hour Begins at 7: AM Large 2 Axle Vehicles 4 4 I-15 On Ramp Peak Hour Analysis From 7: AM to 7:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 7: AM 7: AM 7: AM 7: AM + mins mins mins mins. 1 1 Total Volume % App. Total PHF A-28

52 N/S: E/W: I-15 Ramps File Name : LKELA15SAM Site Code : Start Date : 12/13/216 Page No : 1 Groups Printed- 3 Axle Vehicles I-15 On Ramp Westbound I-15 Off Ramp Start Time App. Total App. Total App. Total App. Total Int. Total 7: AM :15 AM 7:3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total Grand Total Apprch % Total % I-15 On Ramp Westbound I-15 Off Ramp Start Time App. Total App. Total App. Total App. Total Int. Total Peak Hour Analysis From 7: AM to 7:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 7: AM 7: AM :15 AM 7:3 AM :45 AM Total Volume % App. Total PHF A-29

53 N/S: E/W: I-15 Ramps File Name : LKELA15SAM Site Code : Start Date : 12/13/216 Page No : Peak Hour Data I-15 Off Ramp North Peak Hour Begins at 7: AM 3 Axle Vehicles 3 3 I-15 On Ramp Peak Hour Analysis From 7: AM to 7:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 7: AM 7: AM 7: AM 7: AM + mins mins. +3 mins mins Total Volume % App. Total PHF A-3

54 N/S: E/W: I-15 Ramps File Name : LKELA15SAM Site Code : Start Date : 12/13/216 Page No : 1 Groups Printed- 4+ Axle Trucks I-15 On Ramp Westbound I-15 Off Ramp Start Time App. Total App. Total App. Total App. Total Int. Total 7: AM :15 AM :3 AM :45 AM Total : AM :15 AM :3 AM :45 AM Total Grand Total Apprch % Total % I-15 On Ramp Westbound I-15 Off Ramp Start Time App. Total App. Total App. Total App. Total Int. Total Peak Hour Analysis From 7: AM to 7:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 7: AM 7: AM :15 AM :3 AM :45 AM Total Volume % App. Total PHF A-31