Maverik Wagner TIS

https://d.docs.live.net/b9c823671a18451b/ATOBE/PROJECTS_2019/Maverik_RB_Wagner/Maverik_Wagner_TTL_12_16_2009_FINAL.docx

Maverik Convenience Store (Rio Bravo Blvd. / Wagner Dr.)

Traffic Impact Study

December 16, 2019

F I N A L

Presented to: New Mexico Department of Transportation District 3 Bernalillo County Public Works Dept. Prepared for: Tierra West, LLC 5571 Midway Park Pl. NE Albuquerque, NM 87109

December 16, 2019 Maverik Convenience Store (Rio Bravo Blvd. / Wagner Dr.) Page i


Maverik Convenience Store - ABQ

(Rio Bravo Blvd. / Wagner Dr.)


Executive Summary

The purpose of this study is to evaluate the transportation conditions before and after

implementation of the proposed Maverik Convenience Store, determine the impact of the

development on the adjacent transportation system and recommend mitigation measures where

necessary. This study is prepared to meet the requirements of the New Mexico Department of

Transportation, District 3 and the Bernalillo County Public Works Department associated with their

review of the Maverik Convenience Store. A Scoping Report was provided to the Bernalillo

County Public Works Department dated May 20, 2019. A Scoping Meeting for the Traffic Impact

Study for this project was held in May 2019. Scoping Report notes are in the Appendix on Pages

A-108 thru A-114.

The proposed development is located at the southwest corner of Rio Bravo Blvd. / Wagner Dr. It

occupies the tract in the northwest corner of the Wagner Site, the Traffic Impact Study for which

was performed in July 2015 and finalized in August 2017. The Wagner Site Traffic Impact Study

assumed that the tract at the northwest corner of the Wagner Site would be developed as a 300-

room motel. The current proposed use is the Maverik Convenience Store. This Traffic Impact

Study can be considered an update to the Wagner Site Traffic Impact Study that addresses the

impact of replacing the 300-room motel with the Maverik Convenience Store.

Subsequent to the hotel proposal but prior to this Maverik proposal was a Pilot Express proposal

which generated a similar volume of traffic as the Maverik. This new Traffic Impact Study for the

Maverik Site follows the New Mexico Department of Transportation’s preferred distribution of

heavy commercial traffic associated with the project. We believe that the local need for heavy

commercial fueling will still bring in more trucks from the local area than the Interstate but have

followed the NM DOT’s methodology.

The proposed development, which will be constructed in one phase, is described as the

development of a Maverik Convenience Store containing 10 fueling positions for passenger

vehicles and 5 fueling positions for heavy commercial trucks in addition to a convenience store.

The implementation year will be 2020 and the horizon year for the project will be 2030. The Study

Area is defined as the intersections of El Rey Rd. / Broadway Blvd., Rio Bravo Blvd. / Wagner Dr.,

Caterpillar / Wagner Dr., and the proposed access driveways for the project. A summary of the

trip generation rate calculations is in the following table:

December 16, 2019 Maverik Convenience Store (Rio Bravo Blvd. / Wagner Dr.) Page ii


The overall Wagner Development will be accessed via two driveways that exist for the larger project including the proposed Maverik Convenience Store project. El Rey Rd. / Broadway Blvd. is a full access unsignalized driveway that is located on the east side of Broadway Blvd. approximately 2,000 feet south of Rio Bravo Blvd. (centerline to centerline). The second access driveway (Wagner Drive at Rio Bravo Blvd.) is a right-in, right-out, left-in only driveway located along the south side of Rio Bravo Blvd. approximately 1,200 feet east of Broadway Blvd. (centerline to centerline). Wagner Dr. is also located approximately 600 feet east of an existing railroad track (centerline to centerline). There is an existing 370 feet long (approximately) eastbound right turn deceleration lane on Rio Bravo Blvd. at Wagner Dr. The right-in, right-out, left-in only unsignalized driveway at Wagner Dr. was approved by the Mid-Region Council of Governments Metropolitan Transportation Board (MTB) in August 2005.

Additionally, the Maverik Convenience Store is accessed locally via three proposed driveways:

• Driveway “A” on Wagner Dr. will be a full access driveway for passenger vehicles entering

the passenger car fueling center / convenience store portion of the project. Driveway “A”

(centerline) is located approximately 100 feet south of the south curb line of Rio Bravo

Blvd.

• Driveway “B” on Wagner Dr. will be a new right-in, left-in only driveway to accommodate

the heavy truck component of Maverik Convenience Store large truck customers. It is

proposed as a one-way entering only driveway (right-in, left-in only). Driveway “B” is

located approximately 150 feet south of Driveway “A” (centerline to centerline).

• Driveway “C” is a proposed exit only unsignalized driveway on the south side of the project

accessing Caterpillar Ct. (aka Wagner Dr. as the extension of Caterpillar Ct.).

Local Driveways (Driveways “A”, “B”, and “C”) were analyzed for the implementation year BUILD

condition only. Because they are local internal driveways to the Wagner Mechanical Site, there

is no background traffic growth rate to apply. A horizon year analysis will utilize the same volumes

and yield identical results as the implementation year analysis. All volumes are volumes

generated by the Wagner Mechanical Equipment development including the proposed Maverik

Convenience Store.

Analysis results by analysis year are included in the following table:

Maverik Convenience Store (Rio Bravo Blvd. / Wagner Dr.)Maverik Convenience Store (Rio Bravo Blvd. / Wagner Dr.)Maverik Convenience Store (Rio Bravo Blvd. / Wagner Dr.)Maverik Convenience Store (Rio Bravo Blvd. / Wagner Dr.)Trip Generation Data (ITE Trip Generation Manual - 10th Edition)

USE (ITE CODE) 24 HR VOL A. M. PEAK HR. P. M. PEAK HR.

COM M ENT DESCRIPTION GROSS ENTER EXIT ENTER EXIT

Summary Sheet Units

15 Fueling Positions (10 Passenger Vehicles + 5 Heavy Commercial)Gasoline / Service Station w/ Convenience Market (945) 15 3,080 96 92 107 103

December 16, 2019 Maverik Convenience Store (Rio Bravo Blvd. / Wagner Dr.) Page iii


Note: Intersection #1 was not analyzed.

Results of the local driveway analyses (Driveways “A”, “B”, and “C”) for the Maverik Convenience

Store were all level-of-service “A” or “B” during the 2020 analysis and no worse than level-of-

service “C” for the 2030 analysis. Offsite intersections such as El Rey Rd. / Broadway Blvd. and

Rio Bravo Blvd. / Wagner Dr. experienced no worse than level-of-service “D” for either the 2020

or the 2030 analysis.

In summary, the proposed development does not have a significant adverse impact to the

adjacent transportation system and the minimal impact to the transportation system can be

mitigated by the recommended measures described in this report and summarized in the table

above. Therefore, the driveways and associated recommendations should be approved. In

summary, the recommendations of this study are:

Intersection No. / Name Signalization Case AM Peak PM Peak AM Peak PM Peak

NO BUILD C - 15.5 C - 21.9 C - 16.1 C - 23.8

BUILD C - 16.1 D - 27.1 C - 16.7 D - 30.1

NO BUILD B - 12.8 B - 11.9 B - 13.1 B - 13.4

BUILD B - 13.7 B - 12.8 B - 13.7 B - 14.4

NO BUILD N/A N/A N/A N/A

BUILD B - 10.2 B - 10.0 B - 10.2 B - 10.0


BUILD A - 9.7 A - 9.9 A - 9.1 B - 8.8


BUILD B - 11.7 B - 11.9 B - 10.0 B - 10.1

NO BUILD B - 10.0 B - 11.9 B - 10.0 B - 11.9

BUILD B - 10.9 B - 13.2 B - 10.1 B - 11.9

6 - Caterpillar / Driveway "C" Unsignalized

7 - Caterpillar / Wagner Dr. Unsignalized

3 - Rio Bravo Blvd. / Wagner Dr. Unsignalized

4 - Driveway "A" / Wagner Dr. Unsignalized

5 - Driveway "B" / Wagner Dr. Unsignalized

Executive Summary Results Table

2020 Conditions 2030 Conditions

2 - El Rey Rd. / Broadway Blvd. Unsignalized

December 16, 2019 Maverik Convenience Store (Rio Bravo Blvd. / Wagner Dr.) Page iv


Recommendations:

For Implementation Year (2020):

Construct Driveway “A” as a full access unsignalized intersection on Wagner Dr. as generally

shown on the Maverik Convenience Store Site Plan on Page A-3 in the Appendix of this Report.

A southbound right turn deceleration lane is warranted on Wagner Dr. at Driveway “A”. The

required length of the right turn lane is 130 feet plus transition. There is not sufficient distance

between Rio Bravo Blvd. and Driveway “A” to construct a 130-feet long deceleration lane plus

transition. This report, therefore, recommends that a 75 feet long taper lane (or as long as can

physically fit) be constructed on Wagner Dr. at Driveway “A”. A northbound left turn deceleration

lane is not warranted on Wagner Dr. at Driveway “A”. However, this study recommends that a

northbound left turn deceleration lane be constructed in consideration of the fact that the

northbound travel lane on Wagner Dr. is a single lane and that the median in Wagner Dr. is being

eliminated south of Driveway “A”. The median area should be striped and used as a northbound

left turn lane.

Construct Driveway “B” on Wagner Dr. as generally shown on the Maverik Convenience Store

Site Plan on Page A-3 in the Appendix of this Report. Driveway “B” should be constructed as a

right-in, left-in only driveway. Neither a southbound right turn deceleration lane nor a northbound

left turn deceleration lane is warranted on Wagner Dr. at Driveway “B”. This report recommends

that Driveway “B” radius returns be designed and constructed to accommodate heavy commercial

vehicles turning left and right into the driveway. Also, a short northbound left turn lane should be

constructed where the existing median is eliminated.

Construct Driveway “C” on Caterpillar Pl. as an exit only unsignalized driveway with one exiting

lane minimum. Neither an eastbound left turn deceleration lane nor a westbound right turn

deceleration lane are warranted. Therefore, there is no recommendation for a deceleration lane

on Caterpillar Pl. at Driveway “C”.

Driveway “B” and Driveway “C” should be designed and constructed to facilitate WB-50 thru WB-

67 trucks.

All design and construction associated with Maverik Convenience Store shall maintain adequate site distances on public roadways and at driveways. Bernalillo County has commented that a pedestrian / bicycle connectivity to public right-of-way should be provided to both Rio Bravo Blvd. and to Wagner Dr. A pedestrian / bicycle connection to Rio Bravo is not possible due to site topography which requires retaining wall in the area near the west side of the Maverik building. A pedestrian / bicycle connection to Wagner Dr. and to Rio Bravo Blvd. will be provided for this project. Detail design of the connection will be shown on future site plans provided by the architect / engineer during the detail design of the project site elements.

December 16, 2019 Maverik Convenience Store (Rio Bravo Blvd. / Wagner Dr.) Page v


For Horizon Year (2030):

No new deficiencies, significant impacts, or recommendations arose during the horizon year

analysis. All recommendations associated with the Implementation Year also apply for the

Horizon Year analyses. Therefore, there are no additional recommendations associated with the

horizon year analysis.

December 16, 2019 Maverik Convenience Store (Rio Bravo Blvd. / Wagner Dr.) Page vi





Contents

Executive Summary ..................................................................................................................... i

Introduction ................................................................................................................................ 1

Description of Proposed Development ....................................................................................... 2

Study Area Conditions ............................................................................................................... 3

Analysis of Existing Conditions .................................................................................................. 5

Analysis of Implementation Year Conditions .............................................................................. 5

Traffic Projections ................................................................................................................... 5

Traffic Analysis ......................................................................................................................10

Local Access .........................................................................................................................17

Analysis of Horizon Year Conditions .........................................................................................17

Impact Assessment (Implementation Year and Horizon Year) ...............................................19

Access Design Specifications ................................................................................................20

Summary of Deficiencies, Anticipated Impacts, and Recommendations ...................................22

APPENDIX ................................................................................................................................25

December 16, 2019 Maverik Convenience Store (Rio Bravo Blvd. / Wagner Dr.) Page 1





Introduction

The purpose of this study is to evaluate the transportation conditions before and after

implementation of the proposed Maverik Convenience Store and determine the impact of the

development on the adjacent transportation system. The recommendations of this study will

provide measures to mitigate the impact of the development of the site plan on critical

intersections and street segments. This study is prepared to meet the requirements of the New

Mexico Department of Transportation, District 3 and the Bernalillo County Public Works

Department associated with its review of the Maverik Convenience Store as shown on the plan

on Page A-3 in the Appendix of this report.

The proposed development is located at the southwest corner of Rio Bravo Blvd. / Wagner Dr. in

Albuquerque, New Mexico. If the property were to develop in a manner significantly different than

the proposed plan considered in this report such that the number of generated trips is significantly

greater, then an update to this study may be required by the New Mexico Department of

Transportation, District 3 and Bernalillo County.

Following and on Appendix Page A-1 is a vicinity map depicting the location of the proposed

project:



Description of Proposed Development

The proposed project is described as a 15 fueling position Gas Station w/Convenience Market on

the northwest corner of The Wagner Caterpillar Development. The new convenience store is

proposed to have 10 fueling positions for passenger vehicles and 5 fueling positions for heavy

commercial trucks. Previously, this lot was designated as a hotel within the 2015 Wagner Site

Traffic Impact Study. The project lies in the jurisdictional limits of Bernalillo County, NM. The

project fronts on an Urban Principal Arterial Limited Access Roadway, Rio Bravo Blvd. which is

maintained by the New Mexico Department of Transportation. Therefore, the project will be

required to comply with the requirements of Bernalillo County with regard to the overall

development and with the requirements of the New Mexico Department of Transportation with

regard to transportation issues along State Roads.

This development will be constructed in one phase. This study will analyze an implementation

year of 2020 and a horizon year of 2030. Analysis for the Rio Bravo Blvd. / I-25 interchange is not

required for this study. It is not possible to obtain valid current traffic counts nor will the 2015

traffic counts be valid since traffic patterns are expected to change at the new interchange. The

development includes 10 fueling positions for cars and 5 fueling positions for semi-trucks.

Existing zoning is M-2. The proposed Maverik facility will service large trucking firms under

contract as well as independent trucking operators.

The larger Wagner Development will be accessed via two driveways that exist for this parcel of

land. El Rey Rd. / Broadway Blvd. is a full access unsignalized driveway that is located on the

east side of Broadway Blvd. approximately 2,000 feet south of Rio Bravo Blvd. (centerline to

centerline). The second access driveway (Wagner Drive / Rio Bravo Blvd.) is a right-in, right-out,

left-in only driveway located along the south side of Rio Bravo Blvd. approximately 1,200 feet east

of Broadway Blvd. (centerline to centerline). Wagner Dr. is also located approximately 600 feet

east of an existing railroad track (centerline to centerline). There is an existing approximately 370

feet long eastbound right turn deceleration lane plus transition on Rio Bravo Blvd. at Wagner Dr.

Additionally, the Maverik Convenience Store is accessed locally via three proposed driveways.

Driveway “A” on Wagner Dr. will be a full access driveway primarily for passenger vehicles

entering the passenger car fueling center / convenience store portion of the project. Driveway “B”

on Wagner Dr. will be a new right-in, left-in only driveway to accommodate the heavy truck

component of Maverik Convenience Store large truck customers. Driveway “C” on Caterpillar Ct.

will be an exit only driveway to be utilized by heavy trucks. Driveway “A” (centerline) is located

approximately 100 feet south of the south curb line of Rio Bravo Blvd. Driveway “B” is located

approximately 150 feet south of Driveway “A” (centerline to centerline). Caterpillar Court is

located approximately 150 feet south of Driveway “B” (centerline to centerline). Driveway “C” is

located approximately 220 feet west of the intersection of Caterpillar Ct. / Wagner Dr. (centerline

to centerline).



Following is the proposed site development plan depicting driveway (access) locations (also, see

Appendix Page A-3 for a larger version of the proposed site development plan):

Study Area Conditions

A Traffic Impact Study Scoping Meeting was held at the N.M. Department of Transportation,

District 3 with staff (Nancy Perea, Margaret Haynes) early in May 2019. At the Scoping Meeting,

it was determined that since this area has been studied repeatedly, the study area would be

limited to the following list of intersections to be analyzed in the Traffic Impact Study:

1. Broadway Blvd. / El Rey Rd. (Intersection #2)

2. Rio Bravo Blvd. / Wagner Dr. (Intersection #3)

3. Caterpillar / Wagner Dr. (Intersection #7)

4. Access Driveways for the project (3 driveways – Intersection #4, #5, and #6)

A subsequent telephone conversation with Julie Luna at the Bernalillo County Public Works

Department resulted in the requirement to analyze the unsignalized intersection of El Rey Rd. /

Broadway Blvd. requested by the County. This scope of study was based on the assumption that



the parcel in question would be developed as a 15 fueling position (10 passenger vehicles plus 5

large truck fueling positions) Gas Station w/ Convenience Market as shown on the proposed site

plan.

Also, a Scoping Report dated 05/20/2019 was prepared and submitted to the New Mexico

Department of Transportation and to Bernalillo County Public Works Department for review /

comment.

There is one other known land development project in the area which needs to be incorporated

into the background traffic model for this study. It is the remainder of the Wagner Caterpillar

Development utilizing the same two driveways. Those traffic volumes can be found in the “Wagner

Equipment Caterpillar Development” row in the Appendix (Pages A-32 thru A-61). There is one

known Transportation Improvement Program project in the area that is considered in the Traffic

Impact Study, the new Rio Bravo / I-25 Interchange currently under construction. The new

interchange is expected to be completed in late summer, 2019.

The traffic signal at the intersection of Rio Bravo Blvd. / Broadway Blvd. is a part of an

interconnected traffic signal system along Rio Bravo Blvd. The new signal on Rio Bravo Blvd. at

the I-25 Ramps will become a part of that interconnected system when completed, but the timing

/ offset plan for the new signal has not yet been established. Analysis in this study emulates

existing signal timing and, for the proposed new signal on Rio Bravo Blvd. at I-25, utilizes the

most current information available from the design engineer. The signal timing at the intersection

of Rio Bravo Blvd. / Broadway Blvd. is important since it assists with the operational characteristics

of the unsignalized right-in, right-out, left-in intersection of Rio Bravo / Wagner. The red phase

for eastbound traffic on Rio Bravo Blvd. at Broadway Blvd. interrupts the heavy flow of eastbound

traffic on Rio Bravo, thus allowing entering westbound left turn and exiting northbound right turns

to occur at Rio Bravo / Wagner Dr.

Rio Bravo Blvd. and University Blvd. are served by public transit services in this area. Specifically,

there are several ABQ Ride bus routes in the area. Route 51 runs from Rio Bravo / Prince north

& west along Isleta and Atrisco to Central Ave. every hour on weekdays and weekends. Route

222 runs from Rio Bravo / Coors along Rio Bravo and University to Kirtland AFB. See the complete

route information in the Appendix, Page. A-105.

Rio Bravo Blvd. is designated on the Futures 2040 Metropolitan Transportation Plan (2040 Long

Range Roadway System) as a Regional Principal Arterial roadway (see 2040 Futures Map –

Appendix Pages A-6).

Rio Bravo is generally a four-lane paved rural type divided facility with a raised landscaped median

in the center of the roadway. The segment of Rio Bravo Blvd. from Broadway Blvd. to I-25 is

being improved so that it is a six-lane facility.



Broadway Blvd. SW is a paved four-lane rural type roadway with no median except at major

intersections. Broadway Blvd. is classified as an Existing Urban Principal Arterial roadway on the

Futures 2040 Metropolitan Transportation Plan (2040 Long Range Roadway System) for the ABQ

Metro Planning Area.

Analysis of Existing Conditions

For this project, the existing conditions were not analyzed because the implementation year is

less than one year into the future; therefore, the 2020 NO BUILD Conditions analysis closely

emulates the 2019 existing conditions analysis.

Recent traffic volumes (turning movement counts) were collected at the intersections targeted for

analysis in this study in 2015 and are included on Appendix Pages A-106 and A-107.

As Rio Bravo Blvd. and Broadway Blvd. are New Mexico Department of Transportation

maintained facilities, analysis of signalized and unsignalized intersections along Rio Bravo Blvd.

and Broadway Blvd. will need to meet the requirements of the New Mexico Department of

Transportation’s State Access Management Manual Table 15.C-1 (Minimum Acceptable Level of

Service Standards) as follows:

Based on the above table, signalized intersections along Rio Bravo Blvd. should be level-of-

service D or better.

Analysis of Implementation Year Conditions

Traffic Projections

This study assumes that the Maverik development will be implemented in one phase (2020).

Table 15.C-1

Minimum Acceptable Level of Service Standards

Facility Type1 Access Categories

UINT UPA UMA UCOL RINT RPA RMA RCOL

Freeway Sections D - - - C - - -

Ramp Junctions D -2 -2 -2 C -2 -2 -2

Weaving Areas D -2 -2 -2 C -2 -2 -2

Multi-Lane Highways - D D C - C C B

Two-Lane Highways - D D C - C C B

Signalized Intersections - D D D - C C C

Unsignalized Intersections - D D D - D D C



Projected trips were calculated based on the ITE trip generation data for a 15 fueling position Gas

Station w/ Convenience Market. Trips for the development were determined based on land use

defined on the Conceptual Site Development Plan on Page A-3 in the Appendix of this report.

The following table summarized the trip generation rate for the project:

Pass-by trips of 30% were applied to this project. See Appendix Pages A-7 thru A-11 for more

information regarding the trip generation.

The gravity model was used to determine trip distribution where primary passenger car trips for

the commercial land use development were distributed proportionally to the 2020 projected

population of Data Analysis Subzones within a two-mile radius of the proposed development.

Population data for the years 2012 and 2040 were taken from the 2040 Socioeconomic Forecasts

by Data Analysis Subzones for the Mid-Region of New Mexico supplied by the Mid-Region

Council of Governments (MRCOG). Population data from the years 2012 and 2040 was

interpolated linearly to obtain 2020 population data to utilize for this analysis. Population

Subzones were grouped based on the most likely major street(s) or route(s) to the subject

development. The trip distribution worksheet and associated map of data analysis subzones are

shown in the Appendix on Pages A-12 thru A-13. The Trip Distribution maps for automobiles and

trucks, respectively, can be found below and in the Appendix on Page A-14 and A-23.

Wagner Development (Maverik Plan) - Rio Bravo Blvd. / Wagner Dr.Wagner Development (Maverik Plan) - Rio Bravo Blvd. / Wagner Dr.Wagner Development (Maverik Plan) - Rio Bravo Blvd. / Wagner Dr.Wagner Development (Maverik Plan) - Rio Bravo Blvd. / Wagner Dr.Trip Generation Data (ITE Trip Generation Manual - 10th Edition)

USE (ITE CODE) 24 HR VOL A. M. PEAK HR. P. M. PEAK HR.

COM M ENT DESCRIPTION GROSS ENTER EXIT ENTER EXIT

Summary Sheet Units

Tract No. Wagner Site (Based on Local Data) 250.00 1,926 88 30 22 158

Tract No. Industrial Park (130) 175.33 1,257 57 13 15 55

Passenger Vehicles Gasoline / Service Station w/ Convenience Market (945) 10 2,054 64 61 71 69

Heavy Commercial Vehicles Gasoline / Service Station w/ Convenience Market (945) 5 1,027 32 31 36 34 Total Primary Trips 6,264 241 135 144 316

% H.C. 33% 34% 34% 33%

Wagner / IP Trips (non-Wagner Trips) 3,183 145 43 37 213

Maverik Trips 3,081 96 92 107 103

Pass-by Trips (Maverik Passenger Vehicles) 30% (19) (18) (21) (21)

Primary Trips (Maverik Passenger Vehicles) 45 43 50 48

Primary Trips (Maverik Heavy Commercial Vehicles) 32 31 36 34



Trip Distribution for passenger vehicles were determined based on Mid-Region Council of

Government Socioeconomic Data. Passenger vehicles were distributed proportional to the

distribution of residential population within a two-mile radius of the project. Additional percentage

was distributed towards I-25 to account for freeway traffic using this facility. As a result, the total

trip distribution adds up to more than 100% to provide a conservative analysis for the intersection

of Rio Bravo Blvd. / Wagner Rd.

Trip Distribution for heavy commercial trucks were determined in proportion of heavy commercial

volumes of traffic on I-25, on Rio Bravo Blvd., and on Broadway Blvd. It was determined that the

volume of heavy commercial truck traffic on I-25 constituted 70% of the heavy commercial traffic

in the area.

Trip assignments are first made on a percentage basis derived from data established in the trip

distribution determination process and logical routing. Those percentages are then applied to the

projected trips to determine individual traffic movements. Percentage trip assignments for

automobile and truck trips, respectively, are shown in the Appendix on Pages A-15 thru A-23. An

adjustment for pass-by trips of 30% for passenger vehicles was applied on this project.

Generally speaking, trip assignments for both passenger vehicles and heavy commercial were

overestimated for this Study to compensate for unsurety regarding specific routes that customer

would use to access the project.

Background traffic growth rates were considered for each individual approach to an intersection

that was targeted for analysis based on data from the 2008 through 2017 Traffic Flow maps

prepared by the Mid-Region Council of Governments. Most of the Traffic Flow Data for those

years taken from the MRCOG Traffic Flow Maps were Standard Data. The data from those years

for each approach was plotted on a graph and a linear “regression trend line” calculated using the

equation format y=mx+b. The growth rate was determined by calculating the average volume

increase per year during the time period considered and dividing that volume into the most recent

AWDT used in the analysis from which future volumes will be calculated. The rate of growth of

that trend line was utilized as the annual growth rate for each approach if that calculated rate

appeared feasible. However, in every roadway segment considered in this analysis, the rate

indicated a negative growth trend; therefore, the growth rate was considered to be a generic 0.5%.

Historical Growth Rate Graphs with linear regression trend lines and a Growth Rate Map are

shown in the Appendix on Pages A-25 thru A-29. The growth rate utilized for each approach to

an intersection is printed at the top of the Turning Movement sheets for each intersection

(Appendix Pages A-34 thru A-61).

The trip generation, trip distribution and trip assignments were utilized along with the existing 2015

background traffic volumes and the historical traffic growth rates to determine the Implementation

year and Horizon year NO BUILD and BUILD volumes. Implementation year and horizon year

AM Peak Hour and PM Peak Hour NO BUILD and BUILD volumes, lane geometries, and levels-



of-service information are summarized on the Lanes / Volumes / Analysis Maps at the end of the

front-end text of this report.

Traffic Analysis

Traffic Analysis provides a level-of-service / delay for signalized and unsignalized intersections. It should be noted that Levels of Service (LOS) for unsignalized intersections cannot be compared directly with Levels of Service for signalized intersections. LOS for unsignalized intersections is based on reserve capacity, which is converted to generalized levels of delay; LOS for signalized intersections is based on actual delay in seconds.

LEVEL-OF-SERVICE CRITERIA FOR SIGNALIZED INTERSECTIONS

Average Delay

(secs)

Level-of-Service

≤ 10 A

> 10 and ≤ 20 B

> 20 and ≤ 35 C

> 35 and ≤ 55 D

> 55 and ≤ 80 E

> 80 F

LEVEL-OF-SERVICE CRITERIA FOR UNSIGNALIZED INTERSECTIONS

Average Delay

(secs)

Level-of-Service

≤ 10 A

> 10 and ≤ 15 B

> 15 and ≤ 25 C

> 25 and ≤ 35 D

> 35 and ≤ 50 E

> 50 F

A capacity analysis was conducted for the Implementation Year (2020) and the Horizon Year

(2030) NO BUILD and BUILD Conditions and the results are summarized as follows:



#1 – Rio Bravo Blvd. / Broadway Blvd. – not analyzed, but considered with unsignalized

intersections of El Rey / Broadway and Rio Bravo Blvd. / Wagner Dr.

#2 – El Rey Rd. / Broadway Blvd. - Pages A-62 thru A-79

The results of the 2020 analyses of the full access unsignalized intersection of El Rey Rd. /

Broadway Blvd. are summarized in the following tables:

The 2020 analysis of the intersection of El Rey Rd. / Broadway Blvd. demonstrates that the delays

and 95th Percentile queueing will be acceptable for all conditions analyzed in this report. The 95th

Percentile queuing is calculated to be 3.3 vehicles for the westbound approach on El Rey Rd. and

less than one vehicle for the southbound left turn lane on Broadway Blvd. at El Rey Rd.

Therefore, no recommendations are made for the intersection of El Rey Rd. / Broadway Blvd.

El Rey Rd. / Broadway Blvd.

2020 Conditions L T R L T R L T R

Existing Lane Geometry 1> 0 2> 0 1 2

AM Peak Hour

2020 NO BUILD Conditions Volumes 8 21 496 22 45 370

V/C Ratio 0.09 0.07

Level-of-Service C B

Control Delay (Seconds) 15.5 10.4

Intersection LOS

95th Percentile Queue (veh) 0.3 0.2

2020 BUILD Conditions Volumes 15 61 502 33 45 370

V/C Ratio 0.21 0.07



Intersection LOS


PM Peak Hour


V/C Ratio 0.41 0.02



Intersection LOS



V/C Ratio 0.56 0.02

Level-of-Service D B


Intersection LOS


WB (El Rey Rd.) NB (Broadway Blvd.) SB (Broadway Blvd.)

TWSC

TWSC

TWSC

TWSC



#3 – Rio Bravo Blvd. / Wagner Dr. – Pages A-62 thru A-79

This driveway is an existing right-in, right-out, left-in only driveway. This driveway was approved

as such by the Metropolitan Transportation Board at the Mid-Region Council of Governments

(Resolution R-05-14-MTB). The results of the implementation year analysis of the unsignalized

intersection of Rio Bravo Blvd. / Wagner Dr. are summarized in the following table:

The 2020 analysis of the intersection of Rio Bravo Blvd. / Wagner Dr. demonstrates that the delays

and 95th Percentile queuing will be acceptable for all conditions analyzed in this report. The

analysis for this intersection takes into account the upstream platooning effect of the signal at Rio

Bravo / Broadway. The anticipated northbound right turn queue length (95th Percentile) is less

than 2 vehicles. Therefore, no recommendations are made for the intersection of Rio Bravo Blvd.

/ Wagner Dr.

Rio Bravo Blvd. / Wagner Dr.


Existing Lane Geometry 3 1 1 3 0 1

AM Peak Hour

2020 NO BUILD Conditions Volumes 1,525 35 125 817 0 33

V/C Ratio 0.21 0.07

Level-of-Service B B


Intersection LOS


2020 BUILD Conditions Volumes 1,511 92 162 812 0 78

V/C Ratio 0.28 0.16



Intersection LOS


PM Peak Hour

2020 NO BUILD Conditions Volumes 956 10 34 1,412 0 173

V/C Ratio 0.04 0.25

Level-of-Service A B


Intersection LOS


2020 BUILD Conditions Volumes 945 69 80 1,402 0 219

V/C Ratio 0.11 0.33



Intersection LOS


EB (Rio Bravo Blvd.) WB (Rio Bravo Blvd.) NB (Wagner Dr.)

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#4 – Driveway “A” / Wagner Dr. - Pages A-62 thru A-79

The results of the 2020 analyses of the full access unsignalized intersection of Driveway “A” /

Wagner Dr. are summarized in the following tables:

The 2020 analysis of the intersection of Driveway “A” / Wagner Dr. demonstrates that the delays

and 95th Percentile queueing will be acceptable for all conditions analyzed in this report. The

calculated 95th Percentile queue lengths are not more than one vehicle in any case. Therefore,

no recommendations are made for the intersection of Driveway “A” / Wagner Dr.

Driveway "A" / Wagner Dr.


Proposed Lane Geometry 1> 0 1 1 2> 0

AM Peak Hour


V/C Ratio 0.11 0.01

Level-of-Service B A


Intersection LOS


PM Peak Hour


V/C Ratio 0.11 0.00

Level-of-Service B A


Intersection LOS


EB (Driveway "A") NB (Wagner Dr.) SB (Wagner Dr.)

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#5 – Driveway “B” / Wagner Dr. - Pages A-62 thru A-79

The results of the 2020 analyses of the entering only access unsignalized intersection of Driveway

“B” / Wagner Dr. are summarized in the following tables:

The 2020 analysis of the intersection of Driveway “B” / Wagner Dr. demonstrates that the delays



no recommendations are made for the intersection of Driveway “B” / Wagner Dr.

Driveway "B" / Wagner Dr.


Existing Lane Geometry

AM Peak Hour


V/C Ratio 0.00 0.01

Level-of-Service A A


Intersection LOS


PM Peak Hour


V/C Ratio 0.00 0.01

Level-of-Service A A


Intersection LOS


EB (Driveway "B") NB (Wagner Dr.) SB (Wagner Dr.)

TWSC

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#6 – Caterpillar / Driveway “C” - Pages A-62 thru A-79

The results of the 2020 analyses of the exiting only access unsignalized intersection of Caterpillar

/ Driveway “C” are summarized in the following tables:

The 2020 analysis of the intersection of Caterpillar / Driveway “C” demonstrates that the delays



no recommendations are made for the intersection of Caterpillar / Driveway “C”

Catepillar / Driveway "C"


Proposed Lane Geometry 0 <1 1> 0 1> 0

AM Peak Hour


V/C Ratio 0.10



Intersection LOS


PM Peak Hour


V/C Ratio 0.11



Intersection LOS


EB (Catepillar) WB (Catepillar) SB (Driveway "C")

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#7 – Caterpillar / Wagner Dr. – Pages A-62 thru A-79

The results of the 2020 analyses of the exiting only access unsignalized intersection of Caterpillar

/ Wagner Dr. are summarized in the following tables:

The 2020 analysis of the intersection of Caterpillar / Wagner Dr. demonstrates that the delays



no recommendations are made for the intersection of Caterpillar / Wagner Dr.

Catepillar / Wagner Dr.


Existing Lane Geometry 0 <1 1> 0 1 1

AM Peak Hour


V/C Ratio 0.02 0.12 0.10

Level-of-Service A A B A

Control Delay (Seconds) 7.8 0.0 10.0 9.3

Intersection LOS

95th Percentile Queue (veh) 0.0 0.4 0.3


V/C Ratio 0.05 0.13 0.15



Intersection LOS


PM Peak Hour


V/C Ratio 0.09 0.05 0.03



Intersection LOS



V/C Ratio 0.12 0.06 0.09



Intersection LOS


EB (Catepillar) WB (Catepillar) SB (Wagner Dr.)

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Local Access

The Maverik Convenience Store is accessed locally via three proposed driveways. Driveway “A”

on Wagner Dr. will be a full access unsignalized intersection primarily for passenger vehicles

entering the passenger car fueling center / convenience store portion of the project. Driveway “B”

on Wagner Dr. will be a new driveway to accommodate the entering (right-in, left-in only) heavy

commercial truck component of Maverik Convenience Store large truck customers. Driveway “A”

(centerline) is located approximately 100 feet south of the south curb line of Rio Bravo Blvd.

Driveway “B” is located approximately 150 feet south of Driveway “A” (centerline to centerline).

Caterpillar Court is located approximately 150 feet south of Driveway “B” (centerline to centerline).

Driveway “C” is a proposed exit only unsignalized driveway on the south side of the project

accessing Caterpillar Ct. (aka Wagner Dr. as the extension of Caterpillar Ct.).

Traffic volumes at the three driveways are not subject to background traffic growth since all of the

volumes are generated trips within the Wagner Development including the Maverik Convenience

Store. Therefore, the local access analysis will only exist for full development. There will be no

additional analysis required for a horizon year.

Analysis of Horizon Year Conditions

The Horizon Year analysis will require only reporting for the unsignalized intersections of El Rey

Rd. / Broadway Blvd. and Rio Bravo Blvd. / Wagner Dr. The project driveways will have identical

volumes and conditions as the implementation year analyses.



#2 – El Rey Rd. / Broadway Blvd. - Pages A-80 thru A-97

The results of the 2030 analyses of the full access unsignalized intersection of El Rey Rd. /

Broadway Blvd. are summarized in the following tables:

The 2030 analysis of the intersection of El Rey Rd. / Broadway Blvd. demonstrates that the delays


calculated 95th Percentile queue lengths are not more than two vehicles in any case. Therefore,

no recommendations are made for the intersection of El Rey Rd. / Broadway Blvd.




AM Peak Hour

2030 NO BUILD Condition Volumes 1,598 35 125 857 0 33

V/C Ratio 0.22 0.07



Intersection LOS



V/C Ratio 0.29 0.17



Intersection LOS


PM Peak Hour

2030 NO BUILD Condition Volumes 1,003 10 34 1,480 0 173

V/C Ratio 0.05 0.29



Intersection LOS



V/C Ratio 0.11 0.37



Intersection LOS


TWSC

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#3 – Rio Bravo Blvd. / Wagner Dr. - Pages A-80 thru A-97

The results of the 2030 analyses of the full access unsignalized intersection of Rio Bravo Blvd. /

Wagner Dr. are summarized in the following tables:

The 2030 analysis of the intersection of Rio Bravo Blvd. / Wagner Dr. demonstrates that the delays


calculated 95th Percentile queue lengths are not more than two vehicles in any case. Therefore,

no recommendations are made for the intersection of Rio Bravo Blvd. / Wagner Dr.

Impact Assessment (Implementation Year and Horizon Year)

The proposed development will have minimal adverse impact on the adjacent transportation

system. All the levels-of-service were determined to be acceptable for the overall intersections.

Currently, Wagner Dr. has only one lane northbound.




AM Peak Hour

2030 NO BUILD Condition Volumes 1,598 35 125 857 0 33

V/C Ratio 0.22 0.07



Intersection LOS



V/C Ratio 0.29 0.17



Intersection LOS


PM Peak Hour

2030 NO BUILD Condition Volumes 1,003 10 34 1,480 0 173

V/C Ratio 0.05 0.29



Intersection LOS



V/C Ratio 0.11 0.37



Intersection LOS


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All of the projected levels-of-services and delays are found to be in an acceptable range. Also,

the calculated 95th Percentile queuing along Wagner Dr. near Driveways “A” and “B” demonstrate

that there should be no queuing problems associated with this project based on the 2020

Implementation Year analysis and the 2030 Horizon Year analysis.

In summary, the proposed development does not have a significant adverse impact to the

adjacent transportation system and the minimal impact to the transportation system can be

mitigated by the recommended measures described in this report and summarized in the tables

above. Therefore, the driveways and associated recommendations should be approved.

Access Design Specifications


A Determination of Warrants for Deceleration Lanes was performed for Rio Bravo Blvd. / Wagner

Dr. An eastbound right turn deceleration lane is warranted at a length of 370 feet plus a 12.5:1

taper. The warranted eastbound right turn deceleration lane has already been designed and

constructed by the previous larger development (Wagner Site Development). In addition, a

westbound left turn deceleration lane is warranted at a length of 500 feet plus a 12.5:1 taper. The

warranted westbound left turn lane has already been designed and constructed by the previous

larger development. The subject westbound left turn lane is being reconstructed as a part of the

Rio Bravo / I-25 Interchange Reconstruction Project albeit at a reduced length.

El Rey Rd. / Broadway Blvd.

A Determination of Warrants for Deceleration Lanes was performed for El Rey Rd. / Broadway

Blvd. A northbound right turn deceleration lane is warranted at a length of 550 feet plus a 16.5:1

taper. In addition, a southbound left turn deceleration lane is warranted at a length of 525 feet

plus a 16.5:1 taper. Both lanes have been designed based on negotiations with the New Mexico

Department of Transportation associated with the Wagner Site development and both lanes have

been constructed as approved by the New Mexico Department of Transportation. See Appendix

Pages A-98 thru A-104 for Determination of Warrants for Deceleration Lanes worksheets.

Driveway “A” / Wagner Dr.

A Determination of Warrants for Deceleration Lanes was performed for Driveway “A” / Wagner

Dr. A southbound right turn deceleration lane is warranted at a length of 130 feet plus a 4:1 taper.

However, there is not sufficient length to construct the right turn lane to the required length.

Instead, a southbound right turn taper lane should be constructed to the maximum length possible

(approximately 75 feet long). A northbound left turn deceleration lane is not warranted.



Elimination of the raised median in Wagner should allow a short northbound left turn lane to be

constructed to serve both Driveway “A” and Driveway “B”. This Study recommends both a

southbound right turn taper lane (approximately 75 feet long) and a northbound left turn lane 130

feet long plus transition (or as long a is physically possible). See Appendix Pages A-98 thru A-

104 for Determination of Warrants for Deceleration Lanes worksheets.

Driveway “B” / Wagner Dr.

A Determination of Warrants for Deceleration Lanes was performed for Driveway “B” / Wagner

Dr. A southbound right turn deceleration lane is not warranted. This Study recommends a

driveway design for Driveway “B” that would incorporate curb return radii design that will

accommodate entering heavy commercial traffic turning into the driveway. See Appendix Pages

A-98 thru A-104 for Determination of Warrants for Deceleration Lanes worksheets

Driveway “C” / Caterpillar Ct.

There should be no entering traffic into Driveway “C”. Therefore, neither an eastbound left turn

deceleration lane nor a westbound right turn deceleration lane are warranted on Caterpillar Ct.

(Wagner Dr.) at Driveway “C”.

Sight distances on Rio Bravo Blvd. at Wagner Dr. are adequate. There are no sight restrictive

vertical or horizontal curves along this portion of Rio Bravo Blvd. and there are no structures

should be permitted that would block sight distance into and out of the driveway. Sight distance

is also adequate at El Rey Rd. as there are no sight restricting horizontal or vertical curves south

of the driveway and there are no structures that are blocking sight distance into and out of the

driveway.

Pedestrian facilities / bicycle facilities along Rio Bravo Blvd. exist as shown on the 2040 Long

Range Bikeway Map previously discussed; therefore, no additional bicycle facilities are

necessary. Tierra West, LLC has negotiated the required pedestrian / bicycle facilities

requirements with the New Mexico Department of Transportation as part of the Wagner

Development. No further improvements should be required.

Bernalillo County Public Works Department has commented that two pedestrian / bicycle

connections are required: 1) from the multi-use trail along Rio Bravo and 2) from the existing

sidewalk along Wagner Dr. The multi-use trail connection to Rio Bravo Blvd. near the west side

of the Maverik Convenience Store building is impossible to implement due to topography which

requires retaining wall in that area, thus precluding construction of the pedestrian / bicycle facility.

The pedestrian / bicycle facility connection to Wagner Dr. is possible. As per County comment,

this Study recommends that connections and the design details will be negotiated at the time that

the site detail design is developed.



Summary of Deficiencies, Anticipated Impacts, and Recommendations

Deficiencies and impacts resulting from the proposed Maverik Convenience Store were mitigated

by improvements to the adjacent transportation system constructed by the Wagner Development

based on the approved Traffic Study prepared in 2015 and finalized in August, 2017. The issues

of concern are related to the implementation year analysis. The horizon year analysis resulted in

no additional concerns. The recommendations associated with this study, therefore, are restricted

to aspects of the access to the new Maverik Convenience Store. The recommendations based

on this study are:

Recommendations:

For Implementation Year (2020):

Construct Driveway “A” as a full access unsignalized intersection on Wagner Dr. as generally

shown on the Maverik Convenience Store Site Plan on Page A-3 in the Appendix of this Report.

A southbound right turn deceleration lane is warranted on Wagner Dr. at Driveway “A”. The

required length of the right turn lane is 130 feet plus transition. There is not sufficient distance

between Rio Bravo Blvd. and Driveway “A” to construct a 130-feet long deceleration lane plus

transition. This report, therefore, recommends that a 75 feet long taper lane (or as long as can

physically fit) be constructed on Wagner Dr. at Driveway “A”. A northbound left turn deceleration

lane is not warranted on Wagner Dr. at Driveway “A”. However, this study recommends that a

northbound left turn deceleration lane be constructed in consideration of the fact that the

northbound travel lane on Wagner Dr. is a single lane and that the median in Wagner Dr. is being

eliminated south of Driveway “A”.

Construct Driveway “B” on Wagner Dr. as generally shown on the Maverik Convenience Store

Site Plan on Page A-3 in the Appendix of this Report. Driveway “B” should be constructed as a

right-in, left-in only driveway. Neither a southbound right turn deceleration lane nor a northbound

left turn deceleration lane is warranted on Wagner Dr. at Driveway “B”. This report recommends

that Driveway “B” radius returns be designed and constructed to accommodate heavy commercial

vehicles turning left and right into the driveway. Also, a short northbound left turn lane should be

constructed where the existing median is eliminated.

Construct Driveway “C” on Caterpillar Pl. as an exit only unsignalized driveway with one exiting

lane minimum. Neither an eastbound left turn deceleration lane nor a westbound right turn

deceleration lane are warranted. Therefore, there is no recommendation for a deceleration lane

on Caterpillar Pl. at Driveway “C”.

Driveway “B” and Driveway “C” should be designed and constructed to facilitate WB-50 thru WB-

67 trucks.



All design and construction associated with Maverik Convenience Store shall maintain adequate

site distances on public roadways and at driveways to the extent possible.

Bernalillo County has commented that a pedestrian / bicycle connectivity to public right-of-way

should be provided to both Rio Bravo Blvd. and to Wagner Dr. A pedestrian / bicycle connection

to Rio Bravo is not possible due to site topography which requires retaining wall in the area near

the west side of the Maverik building. A pedestrian / bicycle connection to Wagner Dr. will be

provided for this project. Detail design of the connection will be shown on future site plans

provided by the architect / engineer during the detail design of the project site elements.

For Horizon Year (2030):

No new deficiencies, significant impacts, or recommendations arose during the horizon year

analysis. All recommendations associated with the Implementation Year also apply for the

Horizon Year analyses. Therefore, there are no additional recommendations associated with the

horizon year analysis.

Following are the Lanes / Volumes / Analysis Maps that summarize the Lane Configurations, 2020

and 2030 AM and PM Peak Hour NO BUILD and BUILD Volumes, and associated levels-of-

service for each analysis of each lane group and each intersection in the Study.

Test2020 BUILD Conditions

2: Broadway Blvd. & El Rey Rd.

TWSC

C(D)

61(158)

15(38)

B(B

)

370(5

40)

45(1

3)

502(6

87)

33(1

9)

2

3: Wagner Dr. & Rio Bravo Blvd.

TWSC

1511(945)

92(69)B(B)

812(1402)

162(80)

B(B

)

0(0

)

78(2

19)

3

4: Wagner Dr. & "A"

TWSC

B(B)23(22)

47(57)

192(8

0)

64(7

1)

A(A

)

55(1

97)

5(5

)

4

5: Wagner Dr. & "B"

TWSC

A(A)

0(0)

1(1)

207(1

01)

32(3

6)

A(A

)

60(2

02)

6(7

)

5

2020 NO BUILD Conditions


TWSC

C(C)

21(109)

8(30)

B(B

)

370(5

40)

45(1

3)

496(6

81)

22(7

)

2


TWSC

1525(956)

35(10)B(A)

817(1412)

125(34)

B(B

)

0(0

)

33(1

73)

3

7: Catepillar & Wagner Dr.

TWSC

A(A)

A(A)10(20)

17(87)

10(20)

17(87)

A(A

)

B(B

)

80(2

5)

80(2

5)

7

AM(PM)

Maverik

Co

nven

ien

ce S

tore

Rio

Bra

vo

Blv

d. / W

ag

ne

r D

r.L

OS

/ V

olu

me

An

aly

sis

Ma

p

terry

Rectangle

terry

Text Box

NO RECOMMENDATION NO RECOMMENDATION NO RECOMMENDATION NO RECOMMENDATION

terry

Line


6: Catepillar & "C"

TWSC

A(A)

111(112)

0(0)

147(157)

0(0)

B(B

)

29(3

3)

22(2

4)

6


TWSC

A(A)

A(A)10(20)

50(123)

10(20)

17(87)

A(A

)

B(B

)

122(6

9)

80(2

2)

7

2020 NO BUILD Conditions

AM(PM)

Maverik

Co

nven

ien

ce S

tore

Rio

Bra

vo

Blv

d. / W

ag

ne

r D

r.L

OS

/ V

olu

me

An

aly

sis

Ma

p

terry

Text Box

NO RECOMMENDATION NO RECOMMENDATION

terry

Line

terry

Rectangle



TWSC

C(D)

61(158)

15(39)

B(B

)

388(5

67)

46(1

3)

526(7

20)

34(1

9)

2


TWSC

1584(992)

92(69)B(B)

852(1470)

162(80)

B(B

)

0(0

)

78(2

19)

3

4: Wagner Dr. & "A"

TWSC

B(B)23(22)

47(57)

192(8

0)

64(7

1)

A(A

)

55(1

97)

5(5

)

4

5: Wagner Dr. & "B"

TWSC

A(A)

0(0)

1(1)

207(1

01)

32(3

6)

A(A

)

60(2

02)

6(7

)

5

2030 NO BUILD Condition


TWSC

C(C)

21(110)

8(31)

B(B

)

388(5

67)

46(1

3)

520(7

14)

23(7

)

2


TWSC

1598(1003)

35(10)B(B)

857(1480)

125(34)

B(B

)

0(0

)

33(1

73)

3


TWSC

A(A)

A(A)10(20)

17(87)

10(20)

17(87)

A(A

)

B(B

)

80(2

5)

80(2

5)

7

AM(PM)

Maverik

Co

nven

ien

ce S

tore

Rio

Bra

vo

Blv

d. / W

ag

ne

r D

r.L

OS

/ V

olu

me

An

aly

sis

Ma

p

terry

Text Box

NO RECOMMENDATION NO RECOMMENDATION

terry

Line

terry

Rectangle

terry

Rectangle

terry

Text Box

2030 Analysis for Driveways and Wagner Development Internal Intersections is same as 2020 Analysis.


6: Catepillar & "C"

TWSC

A(A)

111(112)

0(0)

147(157)

0(0)

B(B

)

29(3

3)

22(2

4)

6


TWSC

A(A)

A(A)10(20)

50(123)

10(20)

17(87)

A(A

)

B(B

)

122(6

9)

80(2

2)

7

2030 NO BUILD Condition

AM(PM)

Maverik

Co

nven

ien

ce S

tore

Rio

Bra

vo

Blv

d. / W

ag

ne

r D

r.L

OS

/ V

olu

me

An

aly

sis

Ma

p

terry

Line

terry

Rectangle

terry

Rectangle

terry

Text Box

2030 Analysis for Driveways and Wagner Development Internal Intersections is same as 2020 Analysis.



Appendix

SITE INFORMATION Vicinity Map A-1 Aerial Map A-2

Proposed Site Plan A-3 Portion - 2017 Traffic Flow Map (from MRCOG) A-4

Portion Long Range Bikeway System Map A-5 Portion - Long Range System Roadway Map (from MRCOG) A-6

TRIP GENERATION Trip Generation Summary A-7

Trip Generation Worksheets A-8 thru A-11 TRIP DISTRIBUTION AND TRIP ASSIGNMENTS

DASZ Map A-12a Trip Distribution Worksheet – Passenger Vehicles A-13

Trip Distribution Map (%) - Automobiles A-14 Trip Assignments Map (% Entering) - Automobiles A-15 Trip Assignments Map (% Exiting) - Automobiles A-16

Trip Assignments Map (% Entering) - Driveways - Automobiles A-17 Trip Assignments Map (% Exiting) – Driveways - Automobiles A-18

Trip Distribution Map (%) - Trucks A-19 Trip Assignments Map (% Entering) - Trucks A-20 Trip Assignments Map (% Exiting) - Trucks A-21

Trip Assignments Map (% Entering) - Driveways - Trucks A-22 Trip Assignments Map (% Exiting) – Driveways - Trucks A-23

Pass-by Trip Assignments Map (% Entering, Exiting) - Automobiles A-24 GROWTH RATE

Historic Growth Rate Table A-25 Growth Rate Charts A-26 thru A-29 Growth Rate Map A-30

TURNING MOVEMENT VOLUMES

2020 Turning Movement Volumes Summary Table A-31 thru A-32 2020 Turning Movement Volumes Intersection Worksheets A-33 thru A-45

2030 Turning Movement Volumes Summary Table A-46 thru A-47 2030 Turning Movement Volumes Intersection Worksheets A-48 thru A-61

2020 IMPLEMENTATION YEAR ANALYSIS A-62 thru A-79 2030 HORIZON YEAR ANALYSIS A-80 thru A-97

MISCELLANEOUS DATA Determination of Warrants for Deceleration Lanes A-98 thru A-104

ABQ Ride Schedules A-105 Traffic Count Data A-106 thru A-107

Traffic Impact Analysis Scoping Study A-108 thru A-114



APPENDIX

M-2

M-2

M-H

M-H

M-2

M-H

M-H

M-H

CENTER

M-H

M-H

RADIO TOWER

M-2

M-2

M-2

M-2

M-H

M-H

SU-PERMIT

M-2

M-2

M-H

M-2

SU-PE

RMIT

2MH B

OXCA

RCO

NST E

QUIP

M-H

M-2

M-H

M-2

M-H

M-2

M-2

SU-PERMIT

M-H

M-H

M-H

M-H

M-H

M-2

M-2

M-2

M-H

M-H

M-2

M-2 M-2

FIRE STATION

M-2

M-H

SU-PERMITPUBLIC BLDG

M-H

M-2

M-HM-2

PURPOSE

M-H

M-2

M-H

M-H

M-H

M-H

M-2

M-H

M-H

M-H

M-H

M-2

M-H

SU-PERMIT MH PARK

M-2

M-2

MULTI-

M-H

M-H

M-2

M-2

M-H

M-2

M-H

M-2

M-2

M-2

M-H

M-H

M-2

M-H

M-H

M-2M-2

M-2M-2

M-2

M-2

M-H

M-2

SU-PE

RMIT M

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NIGH

T WAT

CHMA

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9A4A1

8A3A1A2

2A

141

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9A1A

68

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1

3

8A1C1

8

4

19C

1

24

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1

14

97

25B4A

11

8

1A3

3

1

D

4A

B1B

B

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8A1D

4

7 PARCEL B

B

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15

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62

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AGE E

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9A4A2A

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98

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M

12

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58

96

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1

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92

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14

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85

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10

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RR SPUR TO K IRTLAND & SANDIA BASES

1

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82

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69

C

63

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11 1020

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RR SP

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SP-93-97

SP-80-109

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1000730

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SP-97-115

SRP5-10081

SRP-50036

SP9791

SP94-192

1000270

SP97105

100033

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SP-97

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SP96-69

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SP-92-27

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0 7

SRP-40061

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1000330

SRP-30060

SP-84-177

SP-97

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SRP-97-115

LD-69-2

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SP-82-230

SP-82-320

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1000792

LD-72-435

1000330

SRP5-99-31

SP-81-41

S P - - 8 8 - - 6 0

SP-96

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S P - - 7 9 - - - - 8 0

SP-84

-68

S-74-275(SP)

SP-84-177

SRP5

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SP-80-298

L D - - - 9 2 - - - 2 8

S P - - 78 - - - - 3

9 4

S P - - 8 6 - - 8 4

SP-79

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SP-89-200

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SRP-3

0033

SP-98-79

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SP97-135

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SP-82-249

SP-84-346

SRP-30060

1000330

S P - - 9 0 - - 1 3

SRP-30060

SP-85-314

LD-69-1

SRP-40082

LD-70

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S P - - 78 - - 3 9 51001183

SP-94-238

1000270

SRP5-20046

SC-40002

SRP-80036

SP--91--147

SP--87--312

SRP-90054

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Escarpment2 Mile Airport ZoneAirport Noise ContoursWall Overlay Zone

Note: Grey ShadingRepresents Area Outsideof the City Limits

For more current information and more details visit: http://www.cabq.gov/gis

1/24/2011

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Maverik Convenience Store (Rio Bravo Blvd. / Wagner Dr.) Vicinity Map

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A-1

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Maverik Convenience Store

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(Rio Bravo Blvd. / Wagner Rd.) Aerial Photo

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A-2

Wagner Drive, S.E.

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PONDSAS MAINT.

ACCESS RD

MAVERIK AT I-25 & RIO BRAVOPRELIM LAYOUTDATE OF PREP: 1/15/19SCALE: 1"=50'

TIERRA WEST, LLC

PARKING PROVIDED: 47 SPACES

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Driveway "C"

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Driveway "A"

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Driveway "B"

Maverik Wagner TIS

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