San Marcos City Council
December 12, 2023

Appendix I
Local Transportation Assessment (LTA)

www.IntersectingMetrics.com
PO Box 1956, La Mesa, CA 91944

MEMORANDUM

To: David Shepherd, Lennar
From: Stephen Cook, TE, Intersecting Metrics
Date: November 28, 2023
Regarding: Old California Restaurant Row Focused Local Transportation Assessment

The purpose of this technical memorandum is to document the changes in traffic operations that may be associated with the proposed redevelopment of the Old California Restaurant Row site (Proposed Project). The Proposed Project is located on the northwest corner of the West San Marcos Boulevard and Via Vera Cruz intersection, in the City of San Marcos. The Proposed Project plans to replace existing restaurant uses with multifamily dwelling units, commercial retail uses, and a community park.

This proposed change in land uses will result in a net decrease in the site’s total trip generation.

Therefore, since the Proposed Project is anticipated to reduce trips, it is not required to conduct a full local transportation assessment (LTA) per the City’s Transportation Impact Study Guidelines. However, a focused transportation assessment analyzing the site’s driveways and the adjacent major intersection, West San Marcos Boulevard and Via Vera Cruz, was conducted to ensure that acceptable operations would still be maintained with the change in travel patterns associated with the Proposed Project.

Following this introductory section, this memo is organized in the following sections:

1. Proposed Project

2. Analysis Methodology

3. Existing and Existing Plus Project Conditions

4. Site Access and Circulation

1.0 Proposed Project
This section provides a description of the Proposed Project as well as its associated trip generation, trip distribution patterns, and the resulting project trip assignment.

Project Description
The Proposed Project will replace 63,484 square feet (SF) of existing restaurant uses with 202 multi- family dwelling units,10,400 SF of commercial retail uses, and 1.1 acres of a community park. The Proposed Project will have four primary access points, which include the two unsignalized driveways on West San Marcos Boulevard, and two unsignalized driveways on Via Vera Cruz (the existing northern and southern Restaurant Row driveways). The western driveway on West San Marcos Boulevard will be converted from full-access to right-in-right-out access only. The northern driveway on Via Vera Cruz will connect to the existing east-west roadway that traverses through the OCRR site and the Regal Edwards San Marcos theater lot, and connects to South Las Posas Road. The project site will have access to the driveway on South Las Posas Road, but it is anticipated to serve a negligible amount of project trips as it would be a circuitous path for people accessing the project site from the east or north.

Figure 1 displays the Proposed Project’s location, while Figure 2 displays the Proposed Project site plan.

CARLSBAD

EL CAJON

ENCINITAS
POWAY
SANTEE

CHULA VISTA

ESCONDIDO
S.D. COUNTY

SAN MARCOS
VISTA

OCEANSIDE

SAN DIEGO
Julian
Barona
Central
Mountain
Alpine
Pala-Pauma
Mountain
Empire
North
Mountain
Bonsall
County
Islands
County
Islands
Crest-Dehesa
Fallbrook
Jamul-Dulzura
Lakeside
Otay
Pendleton-De
Luz
Ramona
San Dieguito
Spring
Valley
Sweetwater
Valle De Oro
Valley Center
North
County
Metro
North
County
Metro
8 8
15 15
15 5
5 5
805
56 78
67 94
76 163
94 78
52 75
54 15
125
78 79
76 78

W SAN MARCOS BL

GRAND AV

MCMAHR RD

S LAS POSAS RD

S BENT AV

VIA VERA CRUZ

LINDA VISTA DR
1 5
3 4
2 Specific Project Location
Project Location
Old California Restaurant Row
Figure 1
Project Location
¯
0 4.5 92.25
Miles
Project Location

Trip Generation
Table 1 displays the anticipated trip generation for the Proposed Project, as well as the trip credits that would be associated with the removal of the existing restaurant uses. Trip Generation rates were derived from the SANDAG (Not so) Brief Guide of Vehicular Traffic Generation Rates for the San Diego Region, April 2002.

Table 1: Proposed Project Trip Generation
Land Use Units Trip Rate ADT
AM PM
% Trips In Out % Trips In Out
Multi-Family Units 202 DU 6/DU 1,212 8% 97 19 78 9% 110 77 33 Strip Commercial 10,400 SF 40/KSF 416 3% 13 8 5 9% 38 19 19 City Park 1.1 Acres 50/Acres 55 13% 9 5 4 9% 6 3 3
Project Total 1,683 118 31 87 153 99 54
Existing Uses
Restaurant (Quality) -63,484 SF 100/KSF -6,3481 1% -64 -38 -26 8% -508 -356 -152 Net Change -4,665 54 -7 61 -355 -257 -98

As shown in Table 1, implementation of the Proposed Project is anticipated to result in a net decrease of 4,665 daily trips, a net increase of 54 AM peak hour trips (-7 inbound; 61 outbound), as well as a net decrease of 355 PM peak hour trips (-257 inbound; -98 outbound).

Project Trip Distribution & Assignment
The Proposed Project trip distribution was developed based on land use characteristics of the Proposed Project, the surrounding roadway network, and the existing travel patterns. Figure 3 displays the assumed trip distribution patterns and the net trip assignment associated of the Proposed Project1.

Detailed trip assignment calculations are provided in Attachment 1.

2.0 Analysis Methodology & Substantial Effects
The signalized and unsignalized intersection analyses utilized in this study conforms to the operational analysis methodology outlined in Chapters 19 and 20, respectively, of the Highway Capacity Manual 6th Edition (HCM 6th Edition). The computerized analysis of intersection operations was performed utilizing Synchro 11 traffic analysis software (by Trafficware). Additional information regarding the analysis methodology and Level of Service (LOS) definitions are provided in Attachment 2. Per the City’s LTA guidelines, the Proposed Project is considered having a Substantial Effect if the traffic from the Proposed Project causes an intersection currently operating at acceptable LOS A through D to operate at LOS E or F and adds two (2) or more seconds to the average vehicle delay. If an intersection is already operating at LOS E, then the Proposed Project is considered to have a Substantial Effect if the Proposed Project adds two (2) or more seconds to the average vehicle delay.

1 It should be noted that the existing restaurant uses were not performing/operating at their full capacity when the traffic counts were conducted. In some cases, the trip credits, which assume the restaurants are operating at their full capacity, exceeded the existing intersection turning movement volume at some locations. Thus, for movements where the trip credit exceeded the existing volume it was assumed that the volume would be reduced to zero with the removal of the existing uses, and the total trip assignment for the Proposed Project uses (i.e. multi-family, commercial, and/or park) for the movement was assumed.
7 8
7 8

W SAN MARCOS BL

S LAS POSAS RD

GRAND AV

MCMAHR RD

S BENT AV

VIA VERA CRUZ

LINDA VISTA DR
1 5
3 4
2 WOO
m
HBf
n
G
HBBHBB
WAWA
AA
Bf
HBf
WAO
u
u
HBf
WAO
V i a V e r a C r u z / W
S a n M a r c o s B l v d
W P r o j e c t D r w y /
W S a n M a r c o s B l v d
E P r o j e c t D r w y /
W S a n M a r c o s B l v d
V i a V e r a C r u z /
S P r o j e c t D r w y
V i a V e r a C r u z /
N P r o j e c t D r w y
N Project DrwyW San Marcos Blvd
W San Marcos Blvd
W San Marcos Blvd S Project Drwy
Via Vera Cruz
Via Vera Cruz
Via Vera CruzW Project Drwy
E Project Drwy
1 2 3 4
5 Old California Restaurant Row
Figure 3
Intersection Lane Configurations
Existing Conditions

3.0 Existing Conditions
This section describes the study area roadway conditions, intersection geometrics, and peak hour traffic volumes under Existing conditions. LOS analysis for all study area intersections under Existing and Existing Plus Project conditions are also presented.

Existing Roadway Network
Direct access to the Proposed Project site is provided via West San Marcos Boulevard and Via Vera Cruz. Descriptions of these transportation network facilities are described below:

West San Marcos Boulevard is a four-lane divided roadway that connects Carlsbad to its eastern terminus at East Mission Road. San Marcos Boulevard has and has a posted speed limit of 40 miles per hour (mph). Sidewalks and bicycle lanes are currently provided on both sides of the roadway. Bus route 347 by the North County Transit District (NCTD) serves Palomar College and travels on West San Marcos Boulevard. The closest bus stops are on South Las Posas Road and Via Vera Cruz, approximately ¼-mile east and south, respectively, of the project site. Along the project frontage, West San Marcos Boulevard is classified as a Multi-Way Boulevard by the City of San Marcos Mobility Element (February 2012). The City’s San Marcos Boulevard Multi-Way Complete Streets project plans to transform the roadway to provide complete streets elements, including a multiway path on the north side of the roadway to provide a safe space for pedestrians, bicyclists, and vehicles accessing the commercial uses, such as the Proposed Project and Restaurant Row sites.

Via Vera Cruz is a four-lane roadway with a two-way left-turn lane, which connects State Route 78 (SR-78) and Grand Avenue to Discovery Street. South of Discover Street, Via Vera Cruz serves the single family residential communities near Discovery Lake. Within the study area, sidewalks and bicycle lanes are currently provided on both sides of the roadway, and the roadway has a posted speed limit of 40 mph.

Bus Route 347 travels on Via Vera Cruz, south of West San Marcos Boulevard, with a bus stop located south of the West San Marcos Boulevard and Via Vera Cruz intersection. Along the project frontage, Via Vera Cruz is classified as a Major Roadway by the City of San Marcos Mobility Element (February 2012).

Figure 4 displays the existing intersection geometries at the study intersections.

Existing Traffic Volumes
Peak hour vehicular intersection counts were performed on Thursday, September 16, 2021 between the hours of 7:00AM - 9:00AM and 4:00PM - 6:00PM. The traffic counts were compared to pre-pandemic conditions (collected in May 2018) and were determined to have nominal variations in traffic patterns for most movements, but higher traffic volumes in 2021 than 2018 on San Marcos Boulevard. Therefore, recent 2021 counts were deemed to be representative as “typical conditions” and appropriate to use in the analysis. Attachment 3 contains the intersection traffic counts sheets, Including the 2018 counts.

Figure 5 displays the existing traffic volumes.

Existing Intersection Analysis
Table 2 displays intersection LOS and average vehicle delay results for the study area intersections under Existing conditions. LOS calculation worksheets for Existing conditions are provided in Attachment 4. As shown, all study area intersections currently operate at an acceptable LOS C or better during both the AM and PM peak hours, except the West San Marcos Boulevard and Western Project Driveway. The southbound left-turn at this side-street stop-controlled intersection currently experiences long delays as vehicles must wait for gaps in traffic on West San Marcos Boulevard during the AM and PM peak hours.

7 8
7 8

W SAN MARCOS BL

S LAS POSAS RD

GRAND AV

MCMAHR RD

S BENT AV

VIA VERA CRUZ

LINDA VISTA DR
1 5
3 4
2 20%
5%
40%
35%
V i a V e r a C r u z / W
S a n M a r c o s B l v d
W P r o j e c t D r w y /
W S a n M a r c o s B l v d
E P r o j e c t D r w y /
W S a n M a r c o s B l v d
V i a V e r a C r u z /
S P r o j e c t D r w y
V i a V e r a C r u z /
N P r o j e c t D r w y
A OG C
J
D
H B
A OG
Q
C
J
D
G
Q
C
D
G A
J
R
H B
A
J
R
H B
N Project DrwyW San Marcos Blvd
W San Marcos Blvd
W San Marcos Blvd S Project Drwy
Via Vera Cruz
Via Vera Cruz
Via Vera CruzW Project Drwy
E Project Drwy
1 2 3 4
5 19 / -12
26 / -2
4 / -7
5 / -20
-9 / -43
5 / -12
-13 / -42
-3 / -18
4 / -1
4 / -1
-2 / -102
3 / -6
5 / 24
1 / -20
-1 / -10
-1 / -18
-1 / -18
-1 / -2 -2 / 0
0 / -17
0 / -3
0 / -4
11 / -10
25 / -20
28 / -21
3 / -5
3 / -6
4 / -7
4 / 9
4 / 9
Old California Restaurant Row
Figure 4
Traffic Volumes
Project Trip Assignment
7 8
7 8

W SAN MARCOS BL

S LAS POSAS RD

GRAND AV

MCMAHR RD

S BENT AV

VIA VERA CRUZ

LINDA VISTA DR
1 5
3 4
2 V i a V e r a C r u z / W
S a n M a r c o s B l v d
W P r o j e c t D r w y /
W S a n M a r c o s B l v d
E P r o j e c t D r w y /
W S a n M a r c o s B l v d
V i a V e r a C r u z /
S P r o j e c t D r w y
V i a V e r a C r u z /
N P r o j e c t D r w y
N Project DrwyW San Marcos Blvd
W San Marcos Blvd
W San Marcos Blvd S Project Drwy
Via Vera Cruz
Via Vera Cruz
Via Vera CruzW Project Drwy
E Project Drwy
1 2 3 4
5 A OG
Q
C
I
J
D
R
H B P
A OG
Q
C
I
J
D
R
P
G
Q
C
D
G A
J
R
H B
G A
J
R
H B
2 / 18
10 / 32
16 / 27
5 / 27
8 / 23
1125 / 980
24 / 60
13 / 42
4 / 4
41 / 51
51 / 49
826 / 1244
878 / 1188
12 / 10
1277 / 1025
136 / 198
26 / 7
77 / 105
898 / 897
900 / 1277
0 / 4
1 / 18
1 / 2
12 / 25
13 / 60
151 / 272
161 / 161
169 / 210
17 / 28
18 / 25
23 / 12
250 / 462
264 / 431
269 / 365
296 / 493
33 / 44
45 / 63
64 / 179
Old California Restaurant Row
Figure 5
Traffic Volumes
Existing Conditions

Table 2 Peak Hour Intersection LOS Results - Existing Conditions Intersection Control
AM PM
Delay LOS Delay LOS
1: West San Marcos Boulevard & Western Driveway SSSC 61.4 F 40.7 E 2: West San Marcos Boulevard & Eastern Driveway SSSC 14.4 B 12.9 B 3: Via Vera Cruz & Northern Driveway SSSC 10.6 B 14.8 B 4: Via Vera Cruz & Southern Driveway SSSC 11.0 B 15.6 C 5: Via Vera Cruz & West San Marcos Boulevard Signal 19.2 B 30.4 C Note:

Bold indicates substandard operations.

SSSC = Side-Street Stop Controlled. For SSSC intersections, the delay shown is the worst delay experienced by any of the approaches.

Existing with Project Roadway Network and Traffic Volumes The roadway network under Existing with Project conditions was assumed to be identical to Existing conditions shown in Figure 3, except the existing western project driveway on West San Marcos Boulevard that will be converted to right-in-right-out, as shown in Figure 2. As part of the San Marcos Boulevard Multi-Way Boulevard Complete Streets project, a continuous median will be constructed along the project frontage on West San Marcos Boulevard, which will eliminate the left -turn ingress and egress movements at the western project driveway. The Proposed Project will move the existing curb approximately 16 feet into the project site to correspond with the ultimate alignment of the multi -way roadway.

Existing with Project traffic volumes were derived by adding the project trip assignment volumes (shown in Figure 3) to existing intersection volumes (shown in Figure 4). Existing with Project traffic volumes are shown in Figure 6.

Existing Plus Project Intersection Analysis
Table 3 displays intersection LOS and average vehicle delay results under Existing with Project conditions. LOS calculation worksheets for Existing with Project conditions are provided in Attachment

5. 7 8
7 8

W SAN MARCOS BL

S LAS POSAS RD

GRAND AV

MCMAHR RD

S BENT AV

VIA VERA CRUZ

LINDA VISTA DR
1 5
3 4
2 V i a V e r a C r u z / W
S a n M a r c o s B l v d
W P r o j e c t D r w y /
W S a n M a r c o s B l v d
E P r o j e c t D r w y /
W S a n M a r c o s B l v d
V i a V e r a C r u z /
S P r o j e c t D r w y
V i a V e r a C r u z /
N P r o j e c t D r w y
A OG
Q
C
I
J
D
R
H B P
G
Q
C
I
D
R
P
G
Q
C
D
G A
J
R
H B
G A
J
R
H B
N Project DrwyW San Marcos Blvd
W San Marcos Blvd
W San Marcos Blvd S Project Drwy
Via Vera Cruz
Via Vera Cruz
Via Vera CruzW Project Drwy
E Project Drwy
1 2 3 4
5 2 / 18
14 / 25
21 / 7
24 / 15
34 / 21
1130 / 968
15 / 17
4 / 4
45 / 50
51 / 49
830 / 1243
875 / 1170
12 / 10
1280 / 1019
136 / 198
31 / 31
77 / 105
896 / 795
901 / 1257
12 / 8
13 / 60
15 / 19
15 / 28
154 / 267
161 / 161
168 / 200
18 / 8
268 / 424
27 / 21
273 / 374
275 / 442
295 / 475
32 / 26
45 / 60
92 / 158
4 / 4
Old California Restaurant Row
Figure 6
Intersection Lane Configurations
Existing Plus Project Conditions

Table 3 Peak Hour Intersection LOS Results - Existing with Project Conditions Intersection Control
AM PM
Delay w/o
Project
(sec)
AM/PM
LOS
w/o
Project
AM/PM
Δ Delay (sec) SE?
Delay LOS Delay LOS
1: West San Marcos
Boulevard & Western
Driveway
SSSC 14.6 B 13.9 B 61.4 / 40.7 F / E -46.8 / -26.8 N / N 2: West San Marcos
Boulevard & Eastern
Driveway
SSSC 14.5 B 12.4 B 14.4 / 12.9 B / B 0.1 / -0.5 N / N
3: Via Vera Cruz &
Northern Driveway SSSC 11.2 B 13.3 B 10.6 / 14.8 B / B 0.6 / -1.5 N / N 4: Via Vera Cruz &
Southern Driveway SSSC 11.3 B 15.2 C 11.0 / 15.6 B / C 0.3 / -0.4 N / N 5: Via Vera Cruz &
West San Marcos
Boulevard
Signal 14.2 B 28.4 C 19.2 / 30.4 B / C -5.0 / -2.0 N / N

Notes:

Bold indicates substandard operations.

SSSC = Side-Street Stop Controlled. For SSSC intersections, the delay shown is the worst delay experienced by any of the approaches
SE = Substantial Effect

As shown in Table 3, all study area intersections are anticipated to operate at an acceptable LOS C or better during both the AM and PM peak hours, with the anticipated changes in the traffic patterns associated with the Proposed Project. Additionally, the reconfiguration of the western driveway on West San Marcos Boulevard from right-in right out only eliminated the failing movement (the southbound left-turn out of the project site), resulting in much improved operations at the driveway.

Therefore, the Proposed Project is not considered to be having a Substantial Effect to the study area intersections under Existing with Project conditions.

4.0 Site Access and Circulation
The Proposed Project is located on the north side of West San Marcos Boulevard, just west of the West San Marcos Boulevard/Via Vera Cruz intersection. Based on review of the project site plan and field conditions, the following comments regarding site access are offered:

• The Proposed Project will maintain all existing driveways on West San Marcos Boulevard and Via Vera Cruz; however, the western driveway on West San Marcos Boulevard will convert to a right - in-right-out access.
• Adequate corner and stopping site distances will be maintain at all driveway locations. • All project site driveways will operate at acceptable LOS C or better during both the AM and PM peak hours with the Proposed Project.

5.0 Conclusions
As outlined in Table 3, all study area intersections and driveways will continue to operate at LOS C or better with the implementation of the Proposed Project. Thus, the implementation of the Proposed Project will not result in a Substantial Effect to the surrounding roadway network.

ATTACHMENT 1:

TRIP ASSIGNMENT CALCULATIONS

DATE TIME INTID NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Step 1
1 0 0 0 -3 0 -4 -5 -2 0 0 -2 -5
2 0 0 0 0 0 -2 0 -5 0 0 -5 -14
3 -1 -2 0 0 -3 -11 -7 0 -3 0 0 0
4 -3 -1 0 0 -6 0 -2 0 -5 0 0 0
5 0 -2 0 -7 -1 -3 -2 -3 0 0 -15 0
Step 2
1 0 0 2 -3 1 -3 8 824 4 12 1275 21
2 0 0 0 0 0 10 0 895 0 0 1120 10
3 22 262 0 0 293 6 -2 0 5 0 0 0
4 15 268 0 0 244 13 8 0 11 0 0 0
5 45 167 161 57 150 30 39 875 51 136 883 77
Step 3
1 0 0 2 0 1 0 0 824 4 12 1275 21
2 0 0 0 0 0 10 0 895 0 0 1120 10
3 22 262 0 0 293 6 0 0 5 0 0 0
4 15 268 0 0 244 13 8 0 11 0 0 0
5 45 167 161 57 150 30 39 875 51 136 883 77
Step 4
1 0 0 0 0 -1 12 0 6 0 0 5 10
2 0 0 0 0 0 5 0 6 0 0 10 5
3 5 6 2 9 24 29
4 3 5 31 6 10
5 0 1 0 35 4 2 6 0 0 0 13 0
Step 5 (Steps 3+5)
1 0 0 2 0 0 12 0 830 4 12 1280 31
2 0 0 0 0 0 15 0 901 0 0 1130 15
3 27 268 0 0 295 15 24 0 34 0 0 0
4 18 273 0 0 275 13 14 0 21 0 0 0
5 45 168 161 92 154 32 45 875 51 136 896 77

TRIP ASSIGNMENT - AM PEAK HOUR

RAW EXISTING RESTAURANT VOLS (USING TRIP RATES)
Ex+Removal of Restaurant Vols
Ex+Removal of Restaurant Vols (NO NEGATIVES)
Proposed Project (MF DUs, Commercial, Park) Trip Assn

EXISTING PLUS PROJECT VOLUMES - AM PEAK HOUR
# was a negative, so
changed to 0.

DATE TIME INTID NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Step 1
1 0 0 0 -18 0 -21 -50 -21 0 0 -9 -43
2 0 0 0 0 0 -9 0 -40 0 0 -43 -128
3 -7 -11 0 0 -25 -100 -43 0 -20 0 0 0
4 -28 -7 0 0 -45 0 -11 0 -30 0 0 0
5 -4 -14 0 -43 -8 -25 -21 -18 0 0 -142 0
Step 2
1 0 0 18 -14 2 -3 -8 1223 4 10 1016 -36
2 0 0 0 0 0 16 0 1237 0 0 937 -68
3 5 420 0 0 468 -72 -16 0 3 0 0 0
4 -3 358 0 0 417 60 21 0 -3 0 0 0
5 59 196 161 136 264 19 30 1170 49 198 755 105
Step 3
1 0 0 18 0 2 0 0 1223 4 10 1016 0
2 0 0 0 0 0 16 0 1237 0 0 937 0
3 5 420 0 0 468 0 0 0 3 0 0 0
4 0 358 0 0 417 60 21 0 0 0 0 0
5 59 196 161 136 264 19 30 1170 49 198 755 105
Step 4
1 -2 8 20 3 31
2 3 20 31 17
3 16 4 7 28 15 18
4 8 16 25 4 7
5 1 4 22 3 7 20 40
Step 5 (Steps 3+5)
1 0 0 18 0 0 8 0 1243 4 10 1019 31
2 0 0 0 0 0 19 0 1257 0 0 968 17
3 21 424 0 0 475 28 15 0 21 0 0 0
4 8 374 0 0 442 60 25 0 7 0 0 0
5 60 200 161 158 267 26 50 1170 49 198 795 105

TRIP ASSIGNMENT - PM PEAK HOUR

RAW EXISTING RESTAURANT VOLS (USING TRIP RATES)
Ex+Removal of Restaurant Vols
Ex+Removal of Restaurant Vols (NO NEGATIVES)
Proposed Project (MF DUs, Commercial, Park) Trip Assn

EXISTING PLUS PROJECT VOLUMES - PM PEAK HOUR
# was a negative, so
changed to 0.

ATTACHMENT 2:

HCM 6TH EDITION METHODOLOGIES AND LEVEL OF SERVICE

DEFINITION

Level of Service Definition
Level of Service (LOS) is a quantitative measure describing operational conditions within a traffi c stream, and the motorist’s and/or passengers’ perception of operations. A LOS definition generally describes these conditions in terms of such factors as delay, speed, travel time, freedom to maneuver, interruptions in traffic flow, queuing, comfort, and convenience. Table 1 describes generalized definitions of the various LOS categories (A through F) as applied to roadway operations.

Table 1 Level of Service Definitions
LOS Category Definition of Operation
A
This LOS represents a completely free-flow condition, where the operation of vehicles is virtually unaffected by the presence of other vehicles and only constrained by the geometric features of the highway and by driver preferences.

B
This LOS represents a relatively free-flow condition, although the presence of other vehicles becomes noticeable. Average travel speeds are the same as in LOS A, but drivers have slightly less freedom to maneuver.

C At this LOS the influence of traffic density on operations becomes marked. The ability to maneuver within the traffic stream is clearly affected by other vehicles.

D
At this LOS, the ability to maneuver is notably restricted due to traffic congestion, and only minor disruptions can be absorbed without extensive queues forming and the service deteriorating.

E
This LOS represents operations at or near capacity. LOS E is an unstable level, with vehicles operating with minimum spacing for maintaining uniform flow. At LOS E, disruptions cannot be dissipated readily thus causing deterioration down to LOS F.

F
At this LOS, forced or breakdown of traffic flow occurs, although operations appear to be at capacity, queues form behind these breakdowns. Operations within queues are highly unstable, with vehicles experiencing brief periods of m ovement followed by stoppages.

Source: Highway Capacity Manual 6th Edition

Signalized Intersection Analysis
The analysis of signalized intersections utilized the operational analysis procedure as outlined in the Highway Capacity Manual (HCM) 6th Edition signalized intersection analysis methodology. This method defines LOS in terms of delay, or more specifically, average stopped delay per vehicle. Delay is a measure of driver and/or passenger discomfort, frustration, fuel consumption and lost tra vel time.

This technique uses 1,900 vehicles per hour per lane (VPHPL) as the maximum saturation volume of an intersection. This saturation volume is adjusted to account for lane width, on ‐street parking, pedestrians, traffic composition (i.e., percentage trucks) and shared lane movements (i.e., through and right‐turn movements originating from the same lane). The LOS criteria used for the analysis of signalized intersections are described in Table 2, identifying the thresholds of control delays and the associated LOS. The computerized analysis of intersection operations was performed utilizing the Synchro Version 11 traffic analysis software by Trafficware Ltd.

Table 2 Signalized Intersection LOS Operational Analysis Method Average Stopped
Delay Per Vehicle
(seconds) Level of Service (LOS) Characteristics
<10
LOS A describes operations with very low delay. This occurs when progression is extremely favorable, and most vehicles do not stop at all. Short cycle lengths may also contribute to low delay.
>10– 20
LOS B describes operations with generally good progression and/or short cycle lengths. More vehicles stop than for LOS A, causing higher levels of average delay.
>20 – 35
LOS C describes operations with higher delays, which may result from fair progression and/or longer cycle lengths. Individual cycle failures may begin to appear at this level. The number of vehicles stopping is significant at this level, although many still pass through the intersection without stopping. >35– 55
LOS D describes operations with high delay, resulting from some combination of unfavorable progression, long cycle lengths, or high volumes.

The influence of congestion becomes more noticeable, and individual cycle failures are noticeable.
>55 – 80 LOS E is considered the limit of acceptable delay. Individual cycle failures are frequent occurrences.
>80
LOS F describes a condition of excessively high delay, considered unacceptable to most drivers. This condition often occurs when arrival flow rates exceed the LOS D capacity of the intersection. Poor progression and long cycle lengths may also be major contributing causes to such delay.

Source: Highway Capacity Manual 6th Edition
Unsignalized Intersection Analysis
Side-street stop-controlled intersections were analyzed using the Highway Capacity Manual 6th Edition (Section 19) Two-Way Stop-Controlled Intersection analysis methodology. The Synchro Version 11 software supports this methodology and was utilized to produce LOS results. The LOS for a two-way stop-controlled (SSSC) intersection is determined by the computed or measured control delay and is defined for each minor movement. Table 3 summarizes the LOS criteria for unsignalized intersections.

Table 3 LOS Criteria for Stop-Controlled Unsignalized Intersections Average Stopped Delay Per Vehicle (sec/veh) LOS
<10 A
>10 to <15 B
>15 to <25 C
>25 to <35 D
>35 to <50 E
>50 F
Source: Highway Capacity Manual 6th Edition

ATTACHMENT 3:

INTERSECTION TRAFFIC COUNTS
THURSDAY - SEPTEMBER 16, 2021 AREA: SAN MARCOS PROJECT:

Western Driveway - West San Marcos Boulevard

AM NB SB EB WB PM NB SB EB WB
00:00 0 0 12:00 22 9
00:15 2 0 12:15 13 8
00:30 0 0 12:30 6 5
00:45 0 2 2 2 4 12:45 11 52 6 28 80
01:00 0 0 13:00 13 4
01:15 0 0 13:15 8 5
01:30 1 0 13:30 5 7
01:45 0 1 0 0 1 13:45 10 36 9 25 61
02:00 0 0 14:00 9 4
02:15 0 0 14:15 4 8
02:30 0 0 14:30 7 6
02:45 0 0 0 0 14:45 14 34 4 22 56
03:00 0 0 15:00 9 7
03:15 1 0 15:15 9 5
03:30 0 0 15:30 8 7
03:45 0 1 0 0 1 15:45 9 35 6 25 60
04:00 0 0 16:00 9 2
04:15 1 1 16:15 14 2
04:30 0 0 16:30 12 4
04:45 0 1 0 1 2 16:45 8 43 3 11 54
05:00 0 0 17:00 13 6
05:15 1 0 17:15 12 7
05:30 2 1 17:30 14 5
05:45 0 3 0 1 4 17:45 9 48 7 25 73
06:00 0 0 18:00 15 7
06:15 0 0 18:15 5 5
06:30 3 0 18:30 8 5
06:45 3 6 0 0 6 18:45 3 31 4 21 52
07:00 7 1 19:00 14 8
07:15 2 0 19:15 7 6
07:30 6 0 19:30 5 4
07:45 7 22 2 3 25 19:45 2 28 5 23 51
08:00 5 1 20:00 3 4
08:15 11 2 20:15 2 0
08:30 15 4 20:30 1 3
08:45 10 41 4 11 52 20:45 2 8 4 11 19
09:00 12 6 21:00 4 3
09:15 6 8 21:15 1 1
09:30 9 6 21:30 0 2
09:45 4 31 5 25 56 21:45 1 6 0 6 12
10:00 8 5 22:00 0 0
10:15 6 4 22:15 1 1
10:30 5 4 22:30 2 0
10:45 11 30 4 17 47 22:45 2 5 1 2 7
11:00 9 9 23:00 1 0
11:15 11 8 23:15 1 1
11:30 11 6 23:30 0 2
11:45 15 46 4 27 73 23:45 0 2 1 4 6
Total Vol. 184 87 271 328 203 531
NB SB EB WB Combined
512 290 802
Split % 67.9% 32.1% 33.8% 61.8% 38.2% 66.2%
Peak Hour 11:30 10:45 11:30 12:00 12:00 12:00
Volume 61 27 88 52 28 80
P.H.F. 0.69 0.75 0.71 0.53 0.78 0.65
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC
PMAM
Daily Totals
ETD21-0917-01-00
THURSDAY - SEPTEMBER 16, 2021 AREA: SAN MARCOS PROJECT:

Eastern Driveway - West San Marcos Boulevard

AM NB SB EB WB PM NB SB EB WB
00:00 1 0 12:00 15 7
00:15 0 1 12:15 13 9
00:30 0 0 12:30 5 9
00:45 0 1 0 1 2 12:45 11 44 8 33 77
01:00 1 0 13:00 12 7
01:15 0 0 13:15 10 5
01:30 1 0 13:30 8 14
01:45 0 2 1 1 3 13:45 8 38 8 34 72
02:00 0 0 14:00 11 5
02:15 0 0 14:15 4 4
02:30 0 0 14:30 7 8
02:45 0 0 0 0 14:45 8 30 7 24 54
03:00 0 0 15:00 8 4
03:15 0 0 15:15 8 4
03:30 0 0 15:30 7 7
03:45 0 0 0 0 15:45 7 30 5 20 50
04:00 0 0 16:00 9 9
04:15 0 1 16:15 10 8
04:30 0 0 16:30 12 5
04:45 0 0 1 2 2 16:45 17 48 7 29 77
05:00 1 0 17:00 15 6
05:15 1 0 17:15 12 11
05:30 1 0 17:30 16 1
05:45 0 3 1 1 4 17:45 18 61 4 22 83
06:00 1 0 18:00 14 7
06:15 1 0 18:15 9 5
06:30 1 0 18:30 16 5
06:45 0 3 0 0 3 18:45 16 55 5 22 77
07:00 1 0 19:00 16 10
07:15 2 0 19:15 9 8
07:30 5 1 19:30 14 5
07:45 3 11 2 3 14 19:45 9 48 6 29 77
08:00 5 0 20:00 4 4
08:15 6 3 20:15 7 3
08:30 8 2 20:30 11 6
08:45 5 24 1 6 30 20:45 7 29 11 24 53
09:00 4 4 21:00 5 10
09:15 4 2 21:15 6 5
09:30 7 3 21:30 12 6
09:45 9 24 3 12 36 21:45 6 29 6 27 56
10:00 9 7 22:00 5 5
10:15 7 4 22:15 6 0
10:30 7 3 22:30 10 2
10:45 10 33 2 16 49 22:45 3 24 3 10 34
11:00 8 4 23:00 1 3
11:15 16 7 23:15 1 7
11:30 12 4 23:30 1 0
11:45 24 60 7 22 82 23:45 0 3 4 14 17
Total Vol. 161 64 225 439 288 727
NB SB EB WB Combined
600 352 952
Split % 71.6% 28.4% 23.6% 60.4% 39.6% 76.4%
Peak Hour 11:15 11:45 11:15 17:00 12:45 16:30
Volume 67 32 92 61 34 85
P.H.F. 0.70 0.89 0.74 0.92 0.61 0.89
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC
PMAM
Daily Totals
ETD21-0917-01-00
THURSDAY - SEPTEMBER 16, 2021 AREA: SAN MARCOS PROJECT:

Southern Driveway - Via Vera Cruz

AM NB SB EB WB PM NB SB EB WB
00:00 2 3 12:00 11 26
00:15 1 0 12:15 16 23
00:30 4 1 12:30 17 19
00:45 1 8 0 4 12 12:45 19 63 17 85 148
01:00 1 0 13:00 16 20
01:15 1 0 13:15 25 27
01:30 0 0 13:30 27 17
01:45 0 2 1 1 3 13:45 26 94 18 82 176
02:00 0 0 14:00 17 17
02:15 0 0 14:15 24 17
02:30 0 0 14:30 15 21
02:45 0 0 0 0 14:45 14 70 20 75 145
03:00 1 1 15:00 14 12
03:15 0 0 15:15 13 23
03:30 0 0 15:30 14 16
03:45 0 1 0 1 2 15:45 12 53 24 75 128
04:00 0 0 16:00 12 27
04:15 0 1 16:15 17 22
04:30 0 0 16:30 15 12
04:45 0 0 1 2 2 16:45 15 59 24 85 144
05:00 0 0 17:00 13 19
05:15 1 2 17:15 15 19
05:30 3 1 17:30 17 13
05:45 2 6 1 4 10 17:45 11 56 20 71 127
06:00 0 0 18:00 13 13
06:15 1 1 18:15 19 23
06:30 2 1 18:30 15 14
06:45 0 3 1 3 6 18:45 23 70 15 65 135
07:00 2 0 19:00 13 12
07:15 3 8 19:15 17 18
07:30 1 1 19:30 13 8
07:45 3 9 7 16 25 19:45 8 51 10 48 99
08:00 10 3 20:00 12 10
08:15 5 9 20:15 12 6
08:30 8 12 20:30 10 12
08:45 3 26 7 31 57 20:45 24 58 9 37 95
09:00 2 13 21:00 13 8
09:15 11 7 21:15 14 3
09:30 6 10 21:30 14 4
09:45 9 28 15 45 73 21:45 6 47 4 19 66
10:00 14 11 22:00 6 3
10:15 14 15 22:15 7 4
10:30 7 9 22:30 8 2
10:45 15 50 20 55 105 22:45 10 31 1 10 41
11:00 10 30 23:00 3 2
11:15 22 26 23:15 8 2
11:30 17 23 23:30 13 1
11:45 16 65 27 106 171 23:45 4 28 0 5 33
Total Vol. 198 268 466 680 657 1337
NB SB EB WB Combined
878 925 1803
Split % 42.5% 57.5% 25.8% 50.9% 49.1% 74.2%
Peak Hour 11:15 11:00 11:00 13:15 15:15 13:00
Volume 66 106 171 95 90 176
P.H.F. 0.75 0.88 0.89 0.88 0.83 0.85
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC
PMAM
Daily Totals
ETD21-0917-01-00
THURSDAY - SEPTEMBER 16, 2021 AREA: SAN MARCOS PROJECT:

Mid Driveway - Via Vera Cruz

AM NB SB EB WB PM NB SB EB WB
00:00 0 0 12:00 1 5
00:15 0 0 12:15 4 5
00:30 0 0 12:30 3 4
00:45 0 0 0 0 12:45 8 16 7 21 37
01:00 0 0 13:00 4 6
01:15 0 0 13:15 7 6
01:30 0 0 13:30 3 4
01:45 0 0 0 0 13:45 5 19 5 21 40
02:00 0 0 14:00 5 4
02:15 0 0 14:15 6 2
02:30 0 0 14:30 2 3
02:45 0 0 0 0 14:45 7 20 2 11 31
03:00 0 0 15:00 6 4
03:15 1 0 15:15 4 3
03:30 0 0 15:30 2 4
03:45 0 1 0 0 1 15:45 4 16 7 18 34
04:00 0 0 16:00 7 4
04:15 0 0 16:15 1 6
04:30 0 0 16:30 2 3
04:45 0 0 0 0 16:45 4 14 11 24 38
05:00 0 0 17:00 5 14
05:15 0 0 17:15 3 9
05:30 0 1 17:30 5 6
05:45 0 0 0 1 1 17:45 3 16 15 44 60
06:00 0 0 18:00 4 3
06:15 0 0 18:15 1 9
06:30 0 0 18:30 5 3
06:45 0 0 1 1 1 18:45 6 16 5 20 36
07:00 0 0 19:00 2 1
07:15 1 0 19:15 6 7
07:30 0 0 19:30 2 1
07:45 1 2 2 2 4 19:45 4 14 2 11 25
08:00 0 0 20:00 5 0
08:15 0 2 20:15 5 0
08:30 0 3 20:30 6 0
08:45 1 1 0 5 6 20:45 0 16 1 1 17
09:00 0 0 21:00 4 0
09:15 0 2 21:15 1 1
09:30 3 1 21:30 2 2
09:45 1 4 4 7 11 21:45 1 8 1 4 12
10:00 1 1 22:00 0 2
10:15 2 2 22:15 1 0
10:30 1 1 22:30 2 0
10:45 2 6 2 6 12 22:45 0 3 1 3 6
11:00 4 5 23:00 0 0
11:15 2 12 23:15 0 0
11:30 0 5 23:30 1 1
11:45 2 8 8 30 38 23:45 0 1 0 1 2
Total Vol. 22 52 74 159 179 338
NB SB EB WB Combined
181 231 412
Split % 29.7% 70.3% 18.0% 47.0% 53.0% 82.0%
Peak Hour 11:45 11:00 11:00 12:30 17:00 17:00
Volume 10 30 38 22 44 60
P.H.F. 0.63 0.63 0.68 0.69 0.73 0.79
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC
PMAM
Daily Totals
ETD21-0917-01-00
THURSDAY - SEPTEMBER 16, 2021 AREA: SAN MARCOS PROJECT:

Northern Driveway - Via Vera Cruz

AM NB SB EB WB PM NB SB EB WB
00:00 0 0 12:00 3 12
00:15 0 0 12:15 22 10
00:30 1 0 12:30 20 11
00:45 0 1 0 0 1 12:45 17 62 11 44 106
01:00 0 1 13:00 14 2
01:15 1 0 13:15 10 10
01:30 1 0 13:30 15 10
01:45 1 3 0 1 4 13:45 15 54 6 28 82
02:00 0 0 14:00 18 10
02:15 1 1 14:15 17 1
02:30 0 0 14:30 7 7
02:45 0 1 0 1 2 14:45 14 56 7 25 81
03:00 0 0 15:00 17 8
03:15 0 0 15:15 12 12
03:30 0 0 15:30 14 10
03:45 0 0 0 0 15:45 11 54 12 42 96
04:00 0 0 16:00 13 7
04:15 0 0 16:15 10 12
04:30 0 0 16:30 18 11
04:45 0 0 0 0 16:45 12 53 9 39 92
05:00 0 0 17:00 10 7
05:15 0 0 17:15 13 8
05:30 1 0 17:30 11 5
05:45 1 2 2 2 4 17:45 10 44 8 28 72
06:00 0 0 18:00 16 6
06:15 0 1 18:15 8 9
06:30 1 2 18:30 7 3
06:45 2 3 2 5 8 18:45 4 35 8 26 61
07:00 2 2 19:00 19 0
07:15 2 1 19:15 7 4
07:30 0 7 19:30 12 3
07:45 2 6 12 22 28 19:45 5 43 2 9 52
08:00 3 8 20:00 5 0
08:15 5 8 20:15 1 0
08:30 3 11 20:30 4 0
08:45 4 15 13 40 55 20:45 4 14 1 1 15
09:00 6 5 21:00 3 1
09:15 6 2 21:15 3 0
09:30 5 7 21:30 2 1
09:45 11 28 6 20 48 21:45 1 9 1 3 12
10:00 2 7 22:00 3 0
10:15 3 3 22:15 4 0
10:30 4 7 22:30 0 0
10:45 5 14 7 24 38 22:45 1 8 0 0 8
11:00 5 6 23:00 0 0
11:15 9 16 23:15 1 1
11:30 7 15 23:30 2 0
11:45 14 35 14 51 86 23:45 3 6 0 1 7
Total Vol. 108 166 274 438 246 684
NB SB EB WB Combined
546 412 958
Split % 39.4% 60.6% 28.6% 64.0% 36.0% 71.4%
Peak Hour 11:45 11:15 11:45 12:15 12:00 12:15
Volume 59 57 106 73 44 107
P.H.F. 0.67 0.89 0.83 0.83 0.92 0.84
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC
PMAM
Daily Totals
ETD21-0917-01-00

DATE: LOCATION: SAN MARCOS PROJECT #: ETD21-0917-01
9/16/21 NORTH & SOUTH: SAN MARCOS RR WEST DWY LOCATION #: 1 THURSDAY EAST & WEST: SAN MARCOS BLVD CONTROL: STOP
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X X
7:00 AM 0 0 0 1 0 0 6 151 0 1 295 1 455 0
7:15 AM 0 0 0 0 0 0 3 196 0 2 343 0 544 1 1
7:30 AM 0 0 0 0 0 0 4 194 1 1 371 2 573 0
7:45 AM 0 0 1 0 1 0 4 222 2 4 307 4 545 0
8:00 AM 0 0 1 0 0 1 2 214 1 5 256 1 481 0
8:15 AM 0 0 0 0 0 2 7 271 0 3 190 5 478 0
8:30 AM 0 0 2 2 0 2 8 245 0 2 205 8 474 0
8:45 AM 0 0 3 0 0 5 5 162 2 4 217 5 403 0
VOLUMES 0 0 7 3 1 10 39 1,655 6 22 2,184 26 3,953 0 0 1 0 1 APPROACH % 0% 0% 100% 21% 7% 71% 2% 97% 0% 1% 98% 1%
APP/DEPART 7 / 65 14 / 29 1,700 / 1,665 2,232 / 2,194 0

BEGIN PEAK HR
VOLUMES 0 0 2 0 1 1 13 826 4 12 1,277 7 2,143
APPROACH % 0% 0% 100% 0% 50% 50% 2% 98% 0% 1% 99% 1%
PEAK HR FACTOR 0.500 0.500 0.924 0.866 0.935
APP/DEPART 2 / 20 2 / 17 843 / 828 1,296 / 1,278 0
4:00 PM 0 0 7 0 0 3 7 314 5 3 207 3 549 0
4:15 PM 1 0 5 1 0 0 13 281 2 3 242 1 549 0
4:30 PM 0 1 5 1 0 2 10 348 2 2 237 2 610 0
4:45 PM 0 0 0 0 0 4 9 289 0 2 224 0 528 0
5:00 PM 0 0 7 2 0 5 12 286 2 6 262 2 584 0
5:15 PM 0 0 3 0 1 5 12 318 0 1 267 1 608 0
5:30 PM 0 0 7 1 0 4 12 323 1 3 245 2 598 0
5:45 PM 0 0 1 1 1 4 6 317 1 0 251 2 584 0
VOLUMES 1 1 35 6 2 27 81 2,476 13 20 1,935 13 4,610 0 0 0 0 0 APPROACH % 3% 3% 95% 17% 6% 77% 3% 96% 1% 1% 98% 1%
APP/DEPART 37 / 95 35 / 35 2,570 / 2,517 1,968 / 1,963 0

BEGIN PEAK HR
VOLUMES 0 0 18 4 2 18 42 1,244 4 10 1,025 7 2,374
APPROACH % 0% 0% 100% 17% 8% 75% 3% 96% 0% 1% 98% 1%
PEAK HR FACTOR 0.643 0.857 0.960 0.965 0.976
APP/DEPART 18 / 49 24 / 16 1,290 / 1,266 1,042 / 1,043 0

SAN MARCOS RR WEST DWY

NORTH SIDE

SAN MARCOS BLVD WEST SIDE EAST SIDE SAN MARCOS BLVD

SOUTH SIDE

SAN MARCOS RR WEST DWY

N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SI DE TOTAL NS SS ES WS TOTAL 7:00 AM 0 0 0
7:15 AM 0 0 0
7:30 AM 0 0 2 2
7:45 AM 0 0 0
8:00 AM 0 0 1 1 2
8:15 AM 0 0 0
8:30 AM 0 0 1 1
8:45 AM 0 0 0
TOTAL 0 0 0 0 0 0 0 0 0 0 2 3 0 0 5
4:00 PM 0 0 1 1
4:15 PM 0 0 0
4:30 PM 0 0 0
4:45 PM 0 0 1 1
5:00 PM 0 0 0
5:15 PM 2 2 0 0
5:30 PM 0 0 0
5:45 PM 0 0 0
TOTAL 2 0 0 0 2 0 0 0 0 0 2 0 0 0 2

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC

INCLUDES BIKE & PED

U-TURNS

SAN MARCOS RR WEST DWY SAN MARCOS RR WEST DWY SAN MAR COS BLVD SAN MARCOS BLVD

BICYCLE CROSSINGS

AM PM AM
7:15 AM
PM
5:00 PM

PEDESTRIAN CROSSINGS PEDESTRIAN ACTIVATIONS

DATE: LOCATION: SAN MARCOS PROJECT #: ETD21-0917-01
9/16/21 NORTH & SOUTH: VIA VERA CRUSE LOCATION #: 2
THURSDAY EAST & WEST: SAN MARCOS BLVD CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X X
7:00 AM 3 18 28 2 9 6 1 154 3 11 297 4 536 2 2
7:15 AM 5 23 32 12 22 3 2 189 2 20 334 13 657 0
7:30 AM 7 24 21 3 19 7 4 189 9 14 357 11 665 0
7:45 AM 15 34 28 16 43 10 7 197 7 30 281 13 681 1 1 2
8:00 AM 11 38 29 20 32 10 8 198 12 31 234 19 642 1 2 3
8:15 AM 5 53 52 18 38 7 14 228 16 42 185 16 674 0
8:30 AM 14 44 52 10 38 6 12 255 16 33 198 29 707 3 6 9
8:45 AM 15 46 49 18 26 10 9 154 5 35 199 19 585 6 6
VOLUMES 75 280 291 99 227 59 57 1,564 70 216 2,085 124 5,147 0 0 5 17 22 APPROACH % 12% 43% 45% 26% 59% 15% 3% 92% 4% 9% 86% 5%
APP/DEPART 646 / 461 385 / 513 1,691 / 1,954 2,425 / 2,219 0

BEGIN PEAK HR
VOLUMES 45 169 161 64 151 33 41 878 51 136 898 77 2,704 APPROACH % 12% 45% 43% 26% 61% 13% 4% 91% 5% 12% 81% 7% PEAK HR FACTOR 0.852 0.899 0.857 0.857 0.956
APP/DEPART 375 / 287 248 / 338 970 / 1,103 1,111 / 976 0 4:00 PM 28 61 42 45 51 8 19 294 9 38 169 35 799 1 6 7
4:15 PM 15 57 41 47 73 8 10 266 14 54 215 39 839 1 2 7 10 4:30 PM 11 45 32 45 59 10 11 323 17 55 221 25 854 9 9
4:45 PM 23 67 38 39 72 8 10 298 8 42 196 48 849 12 12
5:00 PM 18 49 42 45 74 14 14 283 8 53 244 18 862 10 10
5:15 PM 11 49 49 50 67 12 16 284 16 48 236 14 852 4 4
5:30 PM 16 31 27 43 61 7 13 300 13 49 226 30 816 2 3 5
5:45 PM 16 58 33 57 67 9 11 309 8 52 232 29 881 1 8 9
VOLUMES 138 417 304 371 524 76 104 2,357 93 391 1,739 238 6,752 1 0 6 59 66 APPROACH % 16% 49% 35% 38% 54% 8% 4% 92% 4% 17% 73% 10% APP/DEPART 859 / 759 971 / 1,008 2,554 / 3,032 2,368 / 1,953 0

BEGIN PEAK HR
VOLUMES 63 210 161 179 272 44 51 1,188 49 198 897 105 3,417 APPROACH % 15% 48% 37% 36% 55% 9% 4% 92% 4% 17% 75% 9%
PEAK HR FACTOR 0.848 0.930 0.917 0.952 0.991
APP/DEPART 434 / 366 495 / 519 1,288 / 1,528 1,200 / 1,004 0

VIA VERA CRUSE

NORTH SIDE

SAN MARCOS BLVD WEST SIDE EAST SIDE SAN MARCOS BLVD

SOUTH SIDE

VIA VERA CRUSE

N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SI DE TOTAL NS SS ES WS TOTAL 7:00 AM 1 1 2 0 1 1 2
7:15 AM 2 2 0 1 1
7:30 AM 1 1 0 2 1 3
7:45 AM 0 0 1 1
8:00 AM 0 0 1 1 2
8:15 AM 0 0 0
8:30 AM 1 1 0 1 1
8:45 AM 1 1 0 1 1
TOTAL 4 2 0 1 7 0 0 0 0 0 6 2 1 2 11
4:00 PM 1 1 0 0
4:15 PM 2 1 3 0 0
4:30 PM 2 1 3 0 0
4:45 PM 1 1 0 1 1
5:00 PM 4 1 2 7 0 0
5:15 PM 3 3 0 1 1 2
5:30 PM 1 1 2 0 0
5:45 PM 2 1 3 0 1 1
TOTAL 10 4 1 8 23 0 0 0 0 0 2 0 2 0 4

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC

INCLUDES BIKE & PED

U-TURNS

VIA VERA CRUSE VIA VERA CRUSE SAN MARCOS BLVD SAN MARC OS BLVD

BICYCLE CROSSINGS

AM PM AM
7:45 AM
PM
4:30 PM

PEDESTRIAN CROSSINGS PEDESTRIAN ACTIVATIONS

DATE: LOCATION: SAN MARCOS PROJECT #: ETD21-0917-01
9/16/21 NORTH & SOUTH: VIA VERA CRUSE LOCATION #: 3
THURSDAY EAST & WEST: SAN MARCOS RR NORTH DWY CONTROL: STOP NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X X
7:00 AM 1 21 0 0 18 1 1 0 1 0 0 0 43 0
7:15 AM 1 36 0 8 48 0 1 0 1 0 0 0 95 0
7:30 AM 4 37 0 1 56 3 0 0 0 0 0 0 101 0
7:45 AM 7 49 0 1 101 5 1 0 1 0 0 0 165 0
8:00 AM 4 66 0 0 58 4 1 0 2 0 0 0 135 0
8:15 AM 4 71 0 0 70 4 1 0 3 0 0 0 153 0
8:30 AM 8 78 0 0 67 4 2 0 2 0 0 0 161 0
8:45 AM 5 63 0 0 70 7 1 0 2 0 0 0 148 0
VOLUMES 34 421 0 10 488 28 8 0 12 0 0 0 1,001 0 0 0 0 0 APPROACH % 7% 93% 0% 2% 93% 5% 40% 0% 60% 0% 0% 0%
APP/DEPART 455 / 429 526 / 500 20 / 10 0 / 62 0

BEGIN PEAK HR
VOLUMES 23 264 0 1 296 17 5 0 8 0 0 0 614
APPROACH % 8% 92% 0% 0% 94% 5% 38% 0% 62% 0% 0% 0%
PEAK HR FACTOR 0.834 0.734 0.813 0.000 0.930
APP/DEPART 287 / 269 314 / 304 13 / 1 0 / 40 0
4:00 PM 5 113 0 1 11 2 8 0 5 0 0 0 145 0
4:15 PM 6 109 0 0 129 7 9 0 2 0 0 0 262 0
4:30 PM 1 104 0 0 114 10 8 0 11 0 0 0 248 0
4:45 PM 3 127 0 3 126 7 6 0 5 0 0 0 277 0
5:00 PM 2 91 0 0 124 4 4 0 5 0 0 0 230 0
5:15 PM 1 79 0 0 98 7 6 0 8 0 0 0 199 0
5:30 PM 3 87 0 0 104 1 6 0 4 0 0 0 205 0
5:45 PM 2 92 0 0 116 7 4 0 7 0 0 0 228 0
VOLUMES 23 802 0 4 822 45 51 0 47 0 0 0 1,794 0 0 0 0 0 APPROACH % 3% 97% 0% 0% 94% 5% 52% 0% 48% 0% 0% 0%
APP/DEPART 825 / 853 871 / 869 98 / 4 0 / 68 0

BEGIN PEAK HR
VOLUMES 12 431 0 3 493 28 27 0 23 0 0 0 1,017
APPROACH % 3% 97% 0% 1% 94% 5% 54% 0% 46% 0% 0% 0%
PEAK HR FACTOR 0.852 0.963 0.658 0.000 0.918
APP/DEPART 443 / 458 524 / 516 50 / 3 0 / 40 0

VIA VERA CRUSE

NORTH SIDE

SAN MARCOS RR NORTH DWY WEST SIDE EAST SIDE SAN MARCOS RR NORTH DWY

SOUTH SIDE

VIA VERA CRUSE

N SIDE S SIDE E SIDE W SIDE TOTAL N SIDE S SIDE E SIDE W SI DE TOTAL NS SS ES WS TOTAL 7:00 AM 0 0 0
7:15 AM 0 0 0
7:30 AM 0 0 0
7:45 AM 0 0 0
8:00 AM 0 0 0
8:15 AM 0 0 0
8:30 AM 0 0 0
8:45 AM 0 0 0
TOTAL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:00 PM 0 0 0
4:15 PM 0 0 0
4:30 PM 0 0 0
4:45 PM 0 0 1 2 3
5:00 PM 1 1 0 2 2
5:15 PM 0 0 0
5:30 PM 0 0 0
5:45 PM 0 0 0
TOTAL 1 0 0 0 1 0 0 0 0 0 1 2 0 2 5

BICYCLE CROSSINGS

AM PM AM
7:45 AM
PM
4:15 PM

PEDESTRIAN CROSSINGS PEDESTRIAN ACTIVATIONS

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: ELITE TRAFFIC DYNAMICS, LLC

INCLUDES BIKE & PED

U-TURNS

VIA VERA CRUSE VIA VERA CRUSE SAN MARCOS RR NORTH DWY SAN MARCOS RR NORTH DWY ATTACHMENT 4:

LOS ANALYSIS WORKSHEETS – EXISTING CONDTIONS
HCM 6th TWSC Existing AM
1: West San Marcos Boulevard & Western Driveway 06/24/2022 Existing AM San Marcos Restaurant Row 3:18 pm 09/24/2021 Existing Synchro 11 Report

Intersection
Int Delay, s/veh 0.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 13 826 4 12 1277 26 0 0 2 0 1 1
Future Vol, veh/h 13 826 4 12 1277 26 0 0 2 0 1 1
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 250 - - 140 - - - - 0 - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 14 879 4 13 1359 28 0 0 2 0 1 1

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1387 0 0 883 0 0 - - 442 1867 2310 694 Stage 1 - - - - - - - - - 1399 1399 -
Stage 2 - - - - - - - - - 468 911 -
Critical Hdwy 4.14 - - 4.14 - - - - 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - - - - 6.54 5.54 -
Critical Hdwy Stg 2 - - - - - - - - - 6.54 5.54 -
Follow-up Hdwy 2.22 - - 2.22 - - - - 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 490 - - 762 - - 0 0 563 45 38 385
Stage 1 - - - - - - 0 0 - 148 206 -
Stage 2 - - - - - - 0 0 - 545 351 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 490 - - 762 - - - - 563 43 36 385
Mov Cap-2 Maneuver - - - - - - - - - 43 36 -
Stage 1 - - - - - - - - - 144 202 -
Stage 2 - - - - - - - - - 527 341 -

Approach EB WB NB SB
HCM Control Delay, s 0.2 0.1 11.4 61.4

HCM LOS B F

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 563 490 - - 762 - - 66
HCM Lane V/C Ratio 0.004 0.028 - - 0.017 - - 0.032
HCM Control Delay (s) 11.4 12.6 - - 9.8 - - 61.4
HCM Lane LOS B B - - A - - F
HCM 95th %tile Q(veh) 0 0.1 - - 0.1 - - 0.1
HCM 6th TWSC Existing AM
2: West San Marcos Boulevard & Eastern Driveway 06/24/2022 Existing AM San Marcos Restaurant Row 3:18 pm 09/24/2021 Existing Synchro 11 Report

Intersection
Int Delay, s/veh 0.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 900 1125 24 0 12
Future Vol, veh/h 0 900 1125 24 0 12
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - - 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 87 87 50 50
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 978 1293 28 0 24

Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 661
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - - - - - 6.94
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - - - - - 3.32
Pot Cap-1 Maneuver 0 - - - 0 405
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 405
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -

Approach EB WB SB
HCM Control Delay, s 0 0 14.4

HCM LOS B

Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 405
HCM Lane V/C Ratio - - - 0.059
HCM Control Delay (s) - - - 14.4
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 0.2
HCM 6th TWSC Existing AM
3: Via Vera Cruz & Northern Driveway 06/24/2022
Existing AM San Marcos Restaurant Row 3:18 pm 09/24/2021 Existing Synchro 11 Report

Intersection
Int Delay, s/veh 0.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 5 8 23 264 296 17
Future Vol, veh/h 5 8 23 264 296 17
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 0 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 93 93 93 93 93 93
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 5 9 25 284 318 18

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 519 168 336 0 - 0
Stage 1 327 - - - - -
Stage 2 192 - - - - -
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 486 847 1220 - - -
Stage 1 703 - - - - -
Stage 2 822 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 476 847 1220 - - -
Mov Cap-2 Maneuver 476 - - - - -
Stage 1 689 - - - - -
Stage 2 822 - - - - -

Approach EB NB SB
HCM Control Delay, s 10.6 0.6 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1220 - 652 - -
HCM Lane V/C Ratio 0.02 - 0.021 - -
HCM Control Delay (s) 8 - 10.6 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0.1 - 0.1 - -
HCM 6th TWSC Existing AM
4: Via Vera Cruz & Southern Driveway 06/24/2022
Existing AM San Marcos Restaurant Row 3:18 pm 09/24/2021 Existing Synchro 11 Report

Intersection
Int Delay, s/veh 0.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 10 16 18 269 250 13
Future Vol, veh/h 10 16 18 269 250 13
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 0 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 81 81 83 83 73 100
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 12 20 22 324 342 13

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 555 178 355 0 - 0
Stage 1 349 - - - - -
Stage 2 206 - - - - -
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 462 834 1200 - - -
Stage 1 685 - - - - -
Stage 2 808 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 454 834 1200 - - -
Mov Cap-2 Maneuver 454 - - - - -
Stage 1 673 - - - - -
Stage 2 808 - - - - -

Approach EB NB SB
HCM Control Delay, s 11 0.5 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1200 - 631 - -
HCM Lane V/C Ratio 0.018 - 0.051 - -
HCM Control Delay (s) 8.1 - 11 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0.1 - 0.2 - -
HCM 6th Signalized Intersection Summary Existing AM
5: Via Vera Cruz & West San Marcos Boulevard 06/24/2022 Existing AM San Marcos Restaurant Row 3:18 pm 09/24/2021 Existing Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 41 878 51 136 898 77 45 169 161 64 151 33 Future Volume (veh/h) 41 878 51 136 898 77 45 169 161 64 151 33 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 43 915 53 142 935 80 47 176 168 67 157 34 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 77 1167 68 181 1327 114 81 279 249 196 251 54 Arrive On Green 0.04 0.34 0.34 0.10 0.40 0.40 0.05 0.16 0.16 0.06 0.17 0.17 Sat Flow, veh/h 1781 3414 198 1781 3313 283 1781 1777 1585 3456 1490 323 Grp Volume(v), veh/h 43 476 492 142 501 514 47 176 168 67 0 191 Grp Sat Flow(s),veh/h/ln 1781 1777 1835 1781 1777 1819 1781 1777 1585 1728 0 1812 Q Serve(g_s), s 1.4 14.1 14.1 4.5 13.8 13.8 1.5 5.4 5.8 1.1 0.0 5.7 Cycle Q Clear(g_c), s 1.4 14.1 14.1 4.5 13.8 13.8 1.5 5.4 5.8 1.1 0.0 5.7 Prop In Lane 1.00 0.11 1.00 0.16 1.00 1.00 1.00 0.18
Lane Grp Cap(c), veh/h 77 607 627 181 712 729 81 279 249 196 0 305 V/C Ratio(X) 0.56 0.78 0.78 0.78 0.70 0.70 0.58 0.63 0.67 0.34 0.00 0.63 Avail Cap(c_a), veh/h 153 974 1006 305 1126 1153 183 1004 896 296 0 993 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 27.4 17.3 17.3 25.6 14.6 14.6 27.3 23.0 23.2 26.5 0.0 22.6 Incr Delay (d2), s/veh 2.4 0.9 0.8 2.8 0.5 0.5 2.4 0.9 1.2 0.4 0.0 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.6 5.2 5.4 1.9 4.9 5.0 0.7 2.2 2.1 0.4 0.0 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.8 18.1 18.1 28.4 15.1 15.1 29.7 23.9 24.4 26.9 0.0 23.4 LnGrp LOS C B B C B B C C C C A C
Approach Vol, veh/h 1011 1157 391 258
Approach Delay, s/veh 18.6 16.7 24.8 24.3
Approach LOS B B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.3 14.2 10.9 24.9 7.7 14.8 7.5 28.4 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 5.0 33.0 10.0 32.0 6.0 32.0 5.0 37.0 Max Q Clear Time (g_c+I1), s 3.1 7.8 6.5 16.1 3.5 7.7 3.4 15.8 Green Ext Time (p_c), s 0.0 1.4 0.1 3.9 0.0 0.7 0.0 4.5 Intersection Summary
HCM 6th Ctrl Delay 19.2
HCM 6th LOS B
HCM 6th TWSC Existing AM
6: Via Vera Cruz & Central Driveway 06/24/2022
Existing AM San Marcos Restaurant Row 3:18 pm 09/24/2021 Existing Synchro 11 Report

Intersection
Int Delay, s/veh 0.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 1 3 282 282 2
Future Vol, veh/h 0 1 3 282 282 2
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 0 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 81 81 83 83 73 73
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 1 4 340 386 3

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 566 195 389 0 - 0
Stage 1 388 - - - - -
Stage 2 178 - - - - -
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 454 814 1166 - - -
Stage 1 655 - - - - -
Stage 2 835 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 453 814 1166 - - -
Mov Cap-2 Maneuver 453 - - - - -
Stage 1 653 - - - - -
Stage 2 835 - - - - -

Approach EB NB SB
HCM Control Delay, s 9.4 0.1 0

HCM LOS A

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1166 - 814 - -
HCM Lane V/C Ratio 0.003 - 0.002 - -
HCM Control Delay (s) 8.1 - 9.4 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 - 0 - -
HCM 6th TWSC Existing PM
1: West San Marcos Boulevard & Western Driveway 06/24/2022 Existing PM San Marcos Restaurant Row 2:24 pm 09/24/2021 Existing Synchro 11 Report

Intersection
Int Delay, s/veh 0.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 42 1244 4 10 1025 7 0 0 18 4 2 18
Future Vol, veh/h 42 1244 4 10 1025 7 0 0 18 4 2 18
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 250 - - 140 - - - - 0 - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 98 98 98 98 98 98 98 98 98 98 98 98
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 43 1269 4 10 1046 7 0 0 18 4 2 18

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1053 0 0 1273 0 0 - - 637 1791 2429 527 Stage 1 - - - - - - - - - 1070 1070 -
Stage 2 - - - - - - - - - 721 1359 -
Critical Hdwy 4.14 - - 4.14 - - - - 6.94 7.54 6.54 6.94 Critical Hdwy Stg 1 - - - - - - - - - 6.54 5.54 -
Critical Hdwy Stg 2 - - - - - - - - - 6.54 5.54 -
Follow-up Hdwy 2.22 - - 2.22 - - - - 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 657 - - 541 - - 0 0 420 51 32 496
Stage 1 - - - - - - 0 0 - 236 296 -
Stage 2 - - - - - - 0 0 - 385 215 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 657 - - 541 - - - - 420 46 29 496
Mov Cap-2 Maneuver - - - - - - - - - 46 29 -
Stage 1 - - - - - - - - - 221 291 -
Stage 2 - - - - - - - - - 344 201 -

Approach EB WB NB SB
HCM Control Delay, s 0.4 0.1 14 40.7

HCM LOS B E

Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 420 657 - - 541 - - 125
HCM Lane V/C Ratio 0.044 0.065 - - 0.019 - - 0.196
HCM Control Delay (s) 14 10.9 - - 11.8 - - 40.7
HCM Lane LOS B B - - B - - E
HCM 95th %tile Q(veh) 0.1 0.2 - - 0.1 - - 0.7
HCM 6th TWSC Existing PM
2: West San Marcos Boulevard & Eastern Driveway 06/24/2022 Existing PM San Marcos Restaurant Row 2:24 pm 09/24/2021 Existing Synchro 11 Report

Intersection
Int Delay, s/veh 0.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 1277 980 60 0 25
Future Vol, veh/h 0 1277 980 60 0 25
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - - 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 96 96 96 96 86 86
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 1330 1021 63 0 29

Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 542
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - - - - - 6.94
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - - - - - 3.32
Pot Cap-1 Maneuver 0 - - - 0 485
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 485
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -

Approach EB WB SB
HCM Control Delay, s 0 0 12.9

HCM LOS B

Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 485
HCM Lane V/C Ratio - - - 0.06
HCM Control Delay (s) - - - 12.9
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 0.2
HCM 6th TWSC Existing PM
3: Via Vera Cruz & Northern Driveway 06/24/2022
Existing PM San Marcos Restaurant Row 2:24 pm 09/24/2021 Existing Synchro 11 Report

Intersection
Int Delay, s/veh 0.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 27 23 12 431 493 28
Future Vol, veh/h 27 23 12 431 493 28
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 0 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 29 25 13 468 536 30

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 811 283 566 0 - 0
Stage 1 551 - - - - -
Stage 2 260 - - - - -
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 317 714 1002 - - -
Stage 1 541 - - - - -
Stage 2 760 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 313 714 1002 - - -
Mov Cap-2 Maneuver 313 - - - - -
Stage 1 534 - - - - -
Stage 2 760 - - - - -

Approach EB NB SB
HCM Control Delay, s 14.8 0.2 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1002 - 422 - -
HCM Lane V/C Ratio 0.013 - 0.129 - -
HCM Control Delay (s) 8.6 - 14.8 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0 - 0.4 - -
HCM 6th TWSC Existing PM
4: Via Vera Cruz & Southern Driveway 06/24/2022
Existing PM San Marcos Restaurant Row 2:24 pm 09/24/2021 Existing Synchro 11 Report

Intersection
Int Delay, s/veh 1.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 32 27 25 365 462 60
Future Vol, veh/h 32 27 25 365 462 60
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 0 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 66 66 85 85 96 96
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 48 41 29 429 481 63

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 786 272 544 0 - 0
Stage 1 513 - - - - -
Stage 2 273 - - - - -
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 329 726 1021 - - -
Stage 1 566 - - - - -
Stage 2 748 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 320 726 1021 - - -
Mov Cap-2 Maneuver 320 - - - - -
Stage 1 550 - - - - -
Stage 2 748 - - - - -

Approach EB NB SB
HCM Control Delay, s 15.6 0.6 0

HCM LOS C

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1021 - 430 - -
HCM Lane V/C Ratio 0.029 - 0.208 - -
HCM Control Delay (s) 8.6 - 15.6 - -
HCM Lane LOS A - C - -
HCM 95th %tile Q(veh) 0.1 - 0.8 - -
HCM 6th Signalized Intersection Summary Existing PM
5: Via Vera Cruz & West San Marcos Boulevard 06/24/2022 Existing PM San Marcos Restaurant Row 2:24 pm 09/24/2021 Existing Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 51 1188 49 198 897 105 63 210 161 179 272 44 Future Volume (veh/h) 51 1188 49 198 897 105 63 210 161 179 272 44 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 52 1200 49 200 906 106 64 212 163 181 275 44 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 72 1370 56 236 1556 182 82 343 252 253 319 51 Arrive On Green 0.04 0.39 0.39 0.13 0.49 0.49 0.05 0.18 0.18 0.07 0.20 0.20 Sat Flow, veh/h 1781 3480 142 1781 3205 375 1781 1956 1433 3456 1573 252 Grp Volume(v), veh/h 52 612 637 200 502 510 64 192 183 181 0 319 Grp Sat Flow(s),veh/h/ln 1781 1777 1845 1781 1777 1803 1781 1777 1612 1728 0 1825 Q Serve(g_s), s 2.6 28.3 28.4 9.7 18.0 18.0 3.2 8.8 9.4 4.5 0.0 15.0 Cycle Q Clear(g_c), s 2.6 28.3 28.4 9.7 18.0 18.0 3.2 8.8 9.4 4.5 0.0 15.0 Prop In Lane 1.00 0.08 1.00 0.21 1.00 0.89 1.00 0.14
Lane Grp Cap(c), veh/h 72 700 727 236 863 875 82 312 283 253 0 369 V/C Ratio(X) 0.72 0.88 0.88 0.85 0.58 0.58 0.78 0.61 0.65 0.72 0.00 0.86 Avail Cap(c_a), veh/h 181 901 935 301 1021 1036 140 660 599 272 0 678 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 42.1 24.9 24.9 37.7 16.4 16.4 41.9 33.8 34.0 40.2 0.0 34.2 Incr Delay (d2), s/veh 4.9 6.6 6.5 13.7 0.2 0.2 5.8 0.7 0.9 6.6 0.0 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 12.2 12.6 5.0 6.6 6.7 1.5 3.7 3.6 2.1 0.0 6.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.9 31.5 31.4 51.3 16.6 16.6 47.7 34.6 35.0 46.8 0.0 36.6 LnGrp LOS D C C D B B D C C D A D
Approach Vol, veh/h 1301 1212 439 500
Approach Delay, s/veh 32.1 22.3 36.7 40.3
Approach LOS C C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.5 20.6 16.7 40.0 9.1 23.0 8.6 48.1 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 7.0 33.0 15.0 45.0 7.0 33.0 9.0 51.0 Max Q Clear Time (g_c+I1), s 6.5 11.4 11.7 30.4 5.2 17.0 4.6 20.0 Green Ext Time (p_c), s 0.0 1.3 0.1 4.6 0.0 1.0 0.0 4.2 Intersection Summary
HCM 6th Ctrl Delay 30.4
HCM 6th LOS C
HCM 6th TWSC Existing PM
6: Via Vera Cruz & Central Driveway 06/24/2022
Existing PM San Marcos Restaurant Row 2:24 pm 09/24/2021 Existing Synchro 11 Report

Intersection
Int Delay, s/veh 0.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 9 7 13 410 500 31
Future Vol, veh/h 9 7 13 410 500 31
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 0 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 66 66 85 85 96 96
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 14 11 15 482 521 32

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 808 277 553 0 - 0
Stage 1 537 - - - - -
Stage 2 271 - - - - -
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 319 720 1013 - - -
Stage 1 550 - - - - -
Stage 2 750 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 314 720 1013 - - -
Mov Cap-2 Maneuver 314 - - - - -
Stage 1 542 - - - - -
Stage 2 750 - - - - -

Approach EB NB SB
HCM Control Delay, s 14.2 0.3 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1013 - 417 - -
HCM Lane V/C Ratio 0.015 - 0.058 - -
HCM Control Delay (s) 8.6 - 14.2 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0 - 0.2 - -
ATTACHMENT 5:

LOS ANALYSIS WORKSHEETS – EXISTING PLUS PROJECT

CONDTIONS
HCM 6th TWSC Existing AM With Project
1: West San Marcos Boulevard & Western Driveway 06/24/2022 Existing AM With Project San Marcos Restaurant Row 3:49 pm 09/24/2021 Existing + Project Synchro 11 Report

Intersection
Int Delay, s/veh 0.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 830 4 12 1280 31 0 0 2 0 0 9
Future Vol, veh/h 0 830 4 12 1280 31 0 0 2 0 0 9
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - 140 - - - - 0 - - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 883 4 13 1362 33 0 0 2 0 0 10

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 0 0 887 0 0 - - 444 - - 698
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Critical Hdwy - - - 4.14 - - - - 6.94 - - 6.94
Critical Hdwy Stg 1 - - - - - - - - - - - -
Critical Hdwy Stg 2 - - - - - - - - - - - -
Follow-up Hdwy - - - 2.22 - - - - 3.32 - - 3.32
Pot Cap-1 Maneuver 0 - - 759 - - 0 0 561 0 0 383
Stage 1 0 - - - - - 0 0 - 0 0 -
Stage 2 0 - - - - - 0 0 - 0 0 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - - 759 - - - - 561 - - 383
Mov Cap-2 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -

Approach EB WB NB SB
HCM Control Delay, s 0 0.1 11.4 14.6

HCM LOS B B

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h) 561 - - 759 - - 383
HCM Lane V/C Ratio 0.004 - - 0.017 - - 0.025
HCM Control Delay (s) 11.4 - - 9.8 - - 14.6
HCM Lane LOS B - - A - - B
HCM 95th %tile Q(veh) 0 - - 0.1 - - 0.1
HCM 6th TWSC Existing AM With Project
2: West San Marcos Boulevard & Eastern Driveway 06/24/2022 Existing AM With Project San Marcos Restaurant Row 3:49 pm 09/24/2021 Existing + Project Synchro 11 Report

Intersection
Int Delay, s/veh 0.2
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 901 1130 15 0 15
Future Vol, veh/h 0 901 1130 15 0 15
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - - 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 87 87 50 50
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 979 1299 17 0 30

Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 658
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - - - - - 6.94
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - - - - - 3.32
Pot Cap-1 Maneuver 0 - - - 0 407
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 407
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -

Approach EB WB SB
HCM Control Delay, s 0 0 14.5

HCM LOS B

Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 407
HCM Lane V/C Ratio - - - 0.074
HCM Control Delay (s) - - - 14.5
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 0.2
HCM 6th TWSC Existing AM With Project
3: Via Vera Cruz & Northern Driveway 06/24/2022
Existing AM With Project San Marcos Restaurant Row 3:49 pm 09/24/2021 Existing + Project Synchro 11 Report

Intersection
Int Delay, s/veh 1.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 22 34 26 268 295 15
Future Vol, veh/h 22 34 26 268 295 15
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 0 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 93 93 93 93 93 93
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 24 37 28 288 317 16

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 525 167 333 0 - 0
Stage 1 325 - - - - -
Stage 2 200 - - - - -
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 482 848 1223 - - -
Stage 1 705 - - - - -
Stage 2 814 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 471 848 1223 - - -
Mov Cap-2 Maneuver 471 - - - - -
Stage 1 689 - - - - -
Stage 2 814 - - - - -

Approach EB NB SB
HCM Control Delay, s 11.2 0.7 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1223 - 645 - -
HCM Lane V/C Ratio 0.023 - 0.093 - -
HCM Control Delay (s) 8 - 11.2 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0.1 - 0.3 - -
HCM 6th TWSC Existing AM With Project
4: Via Vera Cruz & Southern Driveway 06/24/2022
Existing AM With Project San Marcos Restaurant Row 3:49 pm 09/24/2021 Existing + Project Synchro 11 Report

Intersection
Int Delay, s/veh 0.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 10 16 18 276 275 13
Future Vol, veh/h 10 16 18 276 275 13
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 0 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 81 81 83 83 73 100
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 12 20 22 333 377 13

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 595 195 390 0 - 0
Stage 1 384 - - - - -
Stage 2 211 - - - - -
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 436 814 1165 - - -
Stage 1 658 - - - - -
Stage 2 804 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 428 814 1165 - - -
Mov Cap-2 Maneuver 428 - - - - -
Stage 1 645 - - - - -
Stage 2 804 - - - - -

Approach EB NB SB
HCM Control Delay, s 11.3 0.5 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1165 - 604 - -
HCM Lane V/C Ratio 0.019 - 0.053 - -
HCM Control Delay (s) 8.1 - 11.3 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0.1 - 0.2 - -
HCM 6th TWSC Existing PM With Projet
1: West San Marcos Boulevard & Western Driveway 06/24/2022 Existing PM With Projet San Marcos Restaurant Row 11:43 am 09/27/2021 Existing + Project Synchro 11 Report

Intersection
Int Delay, s/veh 0.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 1243 4 10 1019 31 0 0 18 0 0 8
Future Vol, veh/h 0 1243 4 10 1019 31 0 0 18 0 0 8
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - 140 - - - - 0 - - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 98 98 98 98 98 98 98 98 98 98 98 98
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 1268 4 10 1040 32 0 0 18 0 0 8

Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 0 0 1272 0 0 - - 636 - - 536
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Critical Hdwy - - - 4.14 - - - - 6.94 - - 6.94
Critical Hdwy Stg 1 - - - - - - - - - - - -
Critical Hdwy Stg 2 - - - - - - - - - - - -
Follow-up Hdwy - - - 2.22 - - - - 3.32 - - 3.32
Pot Cap-1 Maneuver 0 - - 542 - - 0 0 421 0 0 489
Stage 1 0 - - - - - 0 0 - 0 0 -
Stage 2 0 - - - - - 0 0 - 0 0 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - - 542 - - - - 421 - - 489
Mov Cap-2 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -

Approach EB WB NB SB
HCM Control Delay, s 0 0.1 13.9 12.5

HCM LOS B B

Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT WBR SBLn1
Capacity (veh/h) 421 - - 542 - - 489
HCM Lane V/C Ratio 0.044 - - 0.019 - - 0.017
HCM Control Delay (s) 13.9 - - 11.8 - - 12.5
HCM Lane LOS B - - B - - B
HCM 95th %tile Q(veh) 0.1 - - 0.1 - - 0.1
HCM 6th Signalized Intersection Summary Existing AM With Project 5: Via Vera Cruz & West San Marcos Boulevard 06/24/2022 Existing AM With Project San Marcos Restaurant Row 3:49 pm 09/24/2021 Existing + Project Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 45 875 51 136 896 77 45 168 161 92 154 32 Future Volume (veh/h) 45 875 51 136 896 77 45 168 161 92 154 32 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 47 911 53 142 933 80 47 175 168 96 160 33 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 272 1365 79 286 1325 114 571 711 634 1022 602 124 Arrive On Green 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 Sat Flow, veh/h 556 3413 199 583 3312 284 1190 1777 1585 2013 1504 310 Grp Volume(v), veh/h 47 474 490 142 501 512 47 175 168 96 0 193 Grp Sat Flow(s),veh/h/ln 556 1777 1835 583 1777 1819 1190 1777 1585 1006 0 1815 Q Serve(g_s), s 3.1 8.7 8.7 7.3 9.4 9.4 1.1 2.6 2.8 1.3 0.0 2.9 Cycle Q Clear(g_c), s 12.5 8.7 8.7 16.0 9.4 9.4 4.0 2.6 2.8 4.2 0.0 2.9 Prop In Lane 1.00 0.11 1.00 0.16 1.00 1.00 1.00 0.17
Lane Grp Cap(c), veh/h 272 711 734 286 711 728 571 711 634 1022 0 726 V/C Ratio(X) 0.17 0.67 0.67 0.50 0.70 0.70 0.08 0.25 0.26 0.09 0.00 0.27 Avail Cap(c_a), veh/h 272 711 734 286 711 728 571 711 634 1022 0 726 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 15.2 9.8 9.8 17.3 10.0 10.0 9.4 8.0 8.1 9.5 0.0 8.1 Incr Delay (d2), s/veh 1.4 4.9 4.8 6.1 5.8 5.7 0.3 0.8 1.0 0.2 0.0 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 3.4 3.5 1.6 3.8 3.8 0.3 0.9 0.9 0.3 0.0 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.6 14.7 14.6 23.4 15.8 15.7 9.7 8.8 9.1 9.6 0.0 9.0 LnGrp LOS B B B C B B A A A A A A
Approach Vol, veh/h 1011 1155 390 289
Approach Delay, s/veh 14.8 16.7 9.0 9.2
Approach LOS B B A A
Timer - Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 20.0 20.0 20.0 20.0
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 16.0 16.0 16.0 16.0
Max Q Clear Time (g_c+I1), s 6.0 14.5 6.2 18.0
Green Ext Time (p_c), s 1.6 1.0 1.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 14.2
HCM 6th LOS B
HCM 6th TWSC Existing AM With Project
6: Via Vera Cruz & Central Driveway 06/24/2022
Existing AM With Project San Marcos Restaurant Row 3:49 pm 09/24/2021 Existing + Project Synchro 11 Report

Intersection
Int Delay, s/veh 0.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 1 3 293 285 2
Future Vol, veh/h 0 1 3 293 285 2
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 0 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 81 81 83 83 73 73
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 1 4 353 390 3

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 577 197 393 0 - 0
Stage 1 392 - - - - -
Stage 2 185 - - - - -
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 447 811 1162 - - -
Stage 1 652 - - - - -
Stage 2 828 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 446 811 1162 - - -
Mov Cap-2 Maneuver 446 - - - - -
Stage 1 650 - - - - -
Stage 2 828 - - - - -

Approach EB NB SB
HCM Control Delay, s 9.4 0.1 0

HCM LOS A

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1162 - 811 - -
HCM Lane V/C Ratio 0.003 - 0.002 - -
HCM Control Delay (s) 8.1 - 9.4 - -
HCM Lane LOS A - A - -
HCM 95th %tile Q(veh) 0 - 0 - -
HCM 6th TWSC Existing PM With Projet
2: West San Marcos Boulevard & Eastern Driveway 06/24/2022 Existing PM With Projet San Marcos Restaurant Row 11:43 am 09/27/2021 Existing + Project Synchro 11 Report

Intersection
Int Delay, s/veh 0.1
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 0 1257 968 17 0 19
Future Vol, veh/h 0 1257 968 17 0 19
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - - 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 96 96 96 96 86 86
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 1309 1008 18 0 22

Major/Minor Major1 Major2 Minor2
Conflicting Flow All - 0 - 0 - 513
Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy - - - - - 6.94
Critical Hdwy Stg 1 - - - - - -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy - - - - - 3.32
Pot Cap-1 Maneuver 0 - - - 0 506
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - - 506
Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - -
Stage 2 - - - - - -

Approach EB WB SB
HCM Control Delay, s 0 0 12.4

HCM LOS B

Minor Lane/Major Mvmt EBT WBT WBR SBLn1
Capacity (veh/h) - - - 506
HCM Lane V/C Ratio - - - 0.044
HCM Control Delay (s) - - - 12.4
HCM Lane LOS - - - B
HCM 95th %tile Q(veh) - - - 0.1
HCM 6th TWSC Existing PM With Projet
3: Via Vera Cruz & Northern Driveway 06/24/2022
Existing PM With Projet San Marcos Restaurant Row 11:43 am 09/27/2021 Existing + Project Synchro 11 Report

Intersection
Int Delay, s/veh 0.6
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 15 21 17 424 475 28
Future Vol, veh/h 15 21 17 424 475 28
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 0 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 16 23 18 461 516 30

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 798 273 546 0 - 0
Stage 1 531 - - - - -
Stage 2 267 - - - - -
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 323 725 1019 - - -
Stage 1 554 - - - - -
Stage 2 754 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 317 725 1019 - - -
Mov Cap-2 Maneuver 317 - - - - -
Stage 1 544 - - - - -
Stage 2 754 - - - - -

Approach EB NB SB
HCM Control Delay, s 13.3 0.3 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1019 - 472 - -
HCM Lane V/C Ratio 0.018 - 0.083 - -
HCM Control Delay (s) 8.6 - 13.3 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0.1 - 0.3 - -
HCM 6th TWSC Existing PM With Projet
4: Via Vera Cruz & Southern Driveway 06/24/2022
Existing PM With Projet San Marcos Restaurant Row 11:43 am 09/27/2021 Existing + Project Synchro 11 Report

Intersection
Int Delay, s/veh 1.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 32 27 25 363 442 60
Future Vol, veh/h 32 27 25 363 442 60
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 0 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 66 66 85 85 96 96
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 48 41 29 427 460 63

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 764 262 523 0 - 0
Stage 1 492 - - - - -
Stage 2 272 - - - - -
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 340 737 1040 - - -
Stage 1 580 - - - - -
Stage 2 749 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 330 737 1040 - - -
Mov Cap-2 Maneuver 330 - - - - -
Stage 1 564 - - - - -
Stage 2 749 - - - - -

Approach EB NB SB
HCM Control Delay, s 15.2 0.6 0

HCM LOS C

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1040 - 442 - -
HCM Lane V/C Ratio 0.028 - 0.202 - -
HCM Control Delay (s) 8.6 - 15.2 - -
HCM Lane LOS A - C - -
HCM 95th %tile Q(veh) 0.1 - 0.7 - -
HCM 6th Signalized Intersection Summary Existing PM With Projet 5: Via Vera Cruz & West San Marcos Boulevard 06/24/2022 Existing PM With Projet San Marcos Restaurant Row 11:43 am 09/27/2021 Existing + Project Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 1170 49 198 795 105 60 200 161 158 267 26 Future Volume (veh/h) 50 1170 49 198 795 105 60 200 161 158 267 26 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 51 1182 49 200 803 106 61 202 163 160 270 26 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 73 1380 57 237 1543 204 80 322 246 233 320 31 Arrive On Green 0.04 0.40 0.40 0.13 0.49 0.49 0.04 0.17 0.17 0.07 0.19 0.19 Sat Flow, veh/h 1781 3477 144 1781 3156 417 1781 1916 1467 3456 1680 162 Grp Volume(v), veh/h 51 604 627 200 452 457 61 187 178 160 0 296 Grp Sat Flow(s),veh/h/ln 1781 1777 1844 1781 1777 1795 1781 1777 1606 1728 0 1841 Q Serve(g_s), s 2.4 26.5 26.5 9.3 14.9 14.9 2.9 8.3 8.9 3.9 0.0 13.2 Cycle Q Clear(g_c), s 2.4 26.5 26.5 9.3 14.9 14.9 2.9 8.3 8.9 3.9 0.0 13.2 Prop In Lane 1.00 0.08 1.00 0.23 1.00 0.91 1.00 0.09
Lane Grp Cap(c), veh/h 73 705 732 237 869 878 80 298 270 233 0 351 V/C Ratio(X) 0.70 0.86 0.86 0.84 0.52 0.52 0.76 0.63 0.66 0.69 0.00 0.84 Avail Cap(c_a), veh/h 188 938 974 314 1063 1074 146 688 622 284 0 713 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 40.3 23.5 23.5 36.1 14.9 14.9 40.3 33.0 33.2 38.8 0.0 33.3 Incr Delay (d2), s/veh 4.4 4.9 4.7 11.7 0.2 0.2 5.6 0.8 1.0 3.2 0.0 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 11.4 11.8 4.7 5.6 5.7 1.4 3.6 3.5 1.7 0.0 5.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.7 28.3 28.2 47.8 15.1 15.1 45.8 33.8 34.2 42.1 0.0 35.4 LnGrp LOS D C C D B B D C C D A D
Approach Vol, veh/h 1282 1109 426 456
Approach Delay, s/veh 28.9 21.0 35.7 37.8
Approach LOS C C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.8 19.3 16.3 38.8 8.8 21.2 8.5 46.7 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 7.0 33.0 15.0 45.0 7.0 33.0 9.0 51.0 Max Q Clear Time (g_c+I1), s 5.9 10.9 11.3 28.5 4.9 15.2 4.4 16.9 Green Ext Time (p_c), s 0.0 1.4 0.1 5.3 0.0 1.0 0.0 4.2 Intersection Summary
HCM 6th Ctrl Delay 28.4
HCM 6th LOS C
HCM 6th TWSC Existing PM With Projet
6: Via Vera Cruz & Central Driveway 06/24/2022
Existing PM With Projet San Marcos Restaurant Row 11:43 am 09/27/2021 Existing + Project Synchro 11 Report

Intersection
Int Delay, s/veh 0.5
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 9 7 13 413 515 31
Future Vol, veh/h 9 7 13 413 515 31
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 0 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 66 66 85 85 96 96
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 14 11 15 486 536 32

Major/Minor Minor2 Major1 Major2
Conflicting Flow All 825 284 568 0 - 0
Stage 1 552 - - - - -
Stage 2 273 - - - - -
Critical Hdwy 6.84 6.94 4.14 - - -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 2.22 - - -
Pot Cap-1 Maneuver 311 713 1000 - - -
Stage 1 541 - - - - -
Stage 2 748 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 306 713 1000 - - -
Mov Cap-2 Maneuver 306 - - - - -
Stage 1 533 - - - - -
Stage 2 748 - - - - -

Approach EB NB SB
HCM Control Delay, s 14.4 0.3 0

HCM LOS B

Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1000 - 408 - -
HCM Lane V/C Ratio 0.015 - 0.059 - -
HCM Control Delay (s) 8.7 - 14.4 - -
HCM Lane LOS A - B - -
HCM 95th %tile Q(veh) 0 - 0.2 - -