navajo elementary school tia (final)

8/9/2019 Navajo Elementary School TIA (Final)

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NAVAJOELEMENTARY SCHOOL

TRAFFIC IMPACTANALYSIS

Bernalillo County PWTR No.90026

January 2010

Prepared for

Prepared byWilson & Company

4900 Lang Avenue, NEAlbuquerque, NM 87109

505-348-4000Fax 505-348-4072

09-600-001-00


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Navajo Elementary School Traffic Impact Analysis, January 2010 PWTR No. 90026

i

TABLE OFCONTENTS1.0 Introduction and Summary ................................................................................ 1

a. Purpose and Objectives .................................................................................... 1b. Site Location and Study Area ........................................................................... 1c. Brief Description of the Development ................................................................ 1d. Approved Scope ............................................................................................... 2e. Conduct of the Study ........................................................................................ 5

1) Principal Assumptions Used in the Study ......................................................... 52) Resources Used in the Study ........................................................................... 53) Traffic Monitoring or Other Field Data Collected for the Study .......................... 5

f. Findings and/or Conclusion(s) .......................................................................... 6g. Recommendations Proposed as Part of the Development for On-Site and

Off-Site Improvements ...................................................................................... 62.0 Proposed Development .................................................................................... 6

a. Location ............................................................................................................ 6b. Land Use and Intensity ..................................................................................... 6c. Site Plan ........................................................................................................... 7d. Phasing and Timing .......................................................................................... 7

3.0 Area Conditions ................................................................................................ 8a.

Off-Site Study Area ........................................................................................... 8

1) Area of Influence ............................................................................................... 82) Area of Traffic Impact ........................................................................................ 83) Current and Planned Development ................................................................. 10

b. On-Site Study Area ......................................................................................... 101) Area of Influence ............................................................................................. 102) Current Phase of Development ....................................................................... 10

c. Site Access ..................................................................................................... 101) Existing and Proposed Road System .............................................................. 102) Existing and Proposed Alternative Mode Systems.......................................... 103) Existing and Proposed Sidewalks ................................................................... 104) Improvements to Accommodate Site Traffic ................................................... 105) Improvement Alternatives ............................................................................... 10

4.0 Projected Traffic .............................................................................................. 11


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a. Growth Rate .................................................................................................... 11b. Site Motorized Vehicle Traffic ......................................................................... 11c. Site Non-Motorized Vehicle and Pedestrian Traffic (by Horizon Year, Phase

and Land Use) ................................................................................................ 12d. Off-Site Traffic (by Horizon Year) .................................................................... 12

5.0 Traffic Analysis................................................................................................ 12a. Site Access ..................................................................................................... 12

1) Capacity and Level of Service ........................................................................ 122) Safety Assessment ......................................................................................... 14

b. Off-Site Roadways and Intersections (Build and No-Build) ............................. 14c. Site Circulation ................................................................................................ 17

6.0 Improvement Analysis ..................................................................................... 187.0

Findings .......................................................................................................... 18

8.0 Recommendations .......................................................................................... 18

a. Site Access and Circulation Plan .................................................................... 18b. Off-Site Improvements and Mitigation Measures ............................................ 18

LIST OF FIGURESFigure 1 Study Area ....................................................................................................... 3Figure 2 Site Plan ........................................................................................................... 4Figure 3 Existing Intersection Location and Counts ....................................................... 9Figure 4 Year 2013 Estimated Peak Hour .................................................................... 13Figure 5 Charter School Exhibit ................................................................................... 19

LIST OF TABLESTable 1 Existing Trip Generation Summary .................................................................. 11Table 2 Signalized and Unsignalized Intersection ........................................................ 14Table 3 Crash Summary .............................................................................................. 15Table 4 Existing Peak-Hour Intersection Level of Service ............................................ 16Table 5 Future Peak-Hour Intersection Level of Service .............................................. 17Appendix A Traffic CountsAppendix B Capacity Computations


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1.0 INTRODUCTION AND SUMMARYThis report was prepared in conformance with the Traffic Impact Analysisguidelines established by Bernalillo County Public Works Division (BCPWD). Itpresents information relating to potential traffic impacts and summarizes the

process and results of the Traffic Impact Analysis (TIA) for the proposed facilityimprovements at Navajo Elementary School (NES).

a. PURPOSE AND OBJECTIVES

The purpose of this analysis is to evaluate the potential impacts of proposedimprovements to NES. The proposed improvements will be conducted intwo phases, with the first phase being the addition of new class rooms andoutdoor play areas. The second phase will include the consolidation of theNavajo Elementary school campus with the South Valley Academy (SVA)charter school campus, located to the north. In conjunction with the secondphase, a new access road is proposed to connect the campuses to Blake

Road in the north. The Phase 1 classroom additions are planned for year2010; the timing of the Phase 2 campus consolidation is contingent upon thepublic school bond cycles, currently estimated for year 2013.

b. SITE LOCATION AND STUDY AREA

NES is located in southwest Albuquerque, east of Coors Boulevard betweenBlake Road and Barcelona Road. The study area is shown on the vicinitymap on Figure 1. The study area includes the intersections of CoorsBoulevard at Blake Road and Barcelona Road. The school itself is situatedwithin the residential area east of Coors Boulevard. SVA is located directlynorth of NES and has access via Blake Road.

c. BRIEF DESCRIPTION OF THE DEVELOPMENT

NES currently has 670 students enrolled, with approximately 90% of themriding one of the nine school buses that serve the site. The school currentlyhas approximately 80 teachers/staff members. Access to the school isprovided via two residential streets, Sylvia Road and Hughes Road, withboth roads stemming north from Barcelona Rd. The existing parking lot andpick-up drop off area is designated in the southeast corner of the site, withaccess via Hughes Road. The existing classrooms, gymnasium, cafeteria,etc. are located to the north and west of the existing parking lot. The internaltraffic circulation occurs around the existing parking lot in a counterclockwise

direction. Buses enter the campus via Hughes Road, turn left along the southproperty line, and exit via Sylvia Road.

The proposed NES improvements consist of the construction of additionalclassrooms and outdoor play areas as illustrated in Figure 2. While theproject consists of additional classrooms, the new facilities are simplyreplacing temporary, portable classroom units currently on-site and are notexpected to result in an increase to the student population. Furthermore, the


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current enrollment represents a decrease of 13% from last years total of 770students. The proposed improvements will, however, redirect buses from thecurrent entrance on Hughes Road to a new bus entrance on Sylvia Road,with a dedicated bus lane that will segregate bus traffic from staff and parentdrop-off traffic. Construction of the improvements shown in Figure 2 is slated

for year 2010. Construction of additional improvements, consisting of anathletic field at the west end of the campus, is tied to the 2011 school bondcycle.

The capacity of the SVA high school is 235 students. With only 2 busesserving the facility, it is estimated that nearly half of the students arrive viaother means (personal vehicle, walk, etc.). There are currentlyapproximately 30 teachers/staff at the facility. A proposed middle school thatwill be located within the same parcel and north of the high school campuswill have a capacity of 180 students. The site is not currently managed byAPS, but planned for acquisition and improvement as part of the year 2011bond cycle. Construction of the middle school campus, if approved in the

bond program, would be programmed for year 2013. Access would remainvia Blake Road. Buses and personally-occupied vehicles (POVs) currentlyaccess the site via Blake Road to the parking area at the southwest area ofthe campus, which has 70 parking spaces and 3 bus stalls, circulating in acounterclockwise direction.

If the bond program is passed and SVA is managed by APS, buses from theNES campus would likely be routed through the SVA campus to helpalleviate crowding within the NES campus. Access would occur via a north-south extension of the existing SVA access, integral with existing parking lotcirculation. This operation would be effective due to the fact that the schoolsstart and end times are staggered, thus reducing congestion conflicts.

d. APPROVED SCOPE

The analyses presented herein were conducted in conformance with theProject Scoping Report approved by BCPWD in December 2009.


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Study Area

FIGUR

1

Navajo Elementary School Project

Study Location

Blake Road

Barcelona Road

Coors

Bou

levar

d

1

2

South Valley Academy

Navajo Elementary School


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FIGUR

2


Site Plan

T

EXISTINGADMINISTRATIONANDCAFETERIABUILDING

NEWCLASSROOMBUILDING

EXISTINGRESTROOMBUILDING

EXISTINGCLASSROOMBUILDING

EXISTINGDEPRESSED

LANDSCAPE/POND AREA

EXISTINGCLASSROOMBUILDING

EXISTINGRAISEDPLANTER

EXISTINGRAISEDPLANTER

EXISTINGMEDIACENTER

ANDCOMPUTERCLASSROOM

EXISTINGGYMNASIUM

NEWKINDERBUILDING

EXISTINGPLAYGROUND

ARTANDMUSIC

COURTYARD

NEWARTMUSICANDCOMPUTERBUILDING

NEWTOTLOT

NEWBASKETBALL

COURTS

PLAYGROUNDEXPANSION

PATHTOGRASSFIELD

NEWWALLBALL

COURT

PLANTERGARDEN

PROPOSED

BUSLANE

PROPOSEDKINDERGARTENPICK-UP/DROP-OFF

EXISTINGPARKINGLOT

PICK

-UP

/DRO

P-OFF

1

2 3

A)

B)

C)

D)

E)

F)

CONTRACTORSHALLPROTECTALL EXISTINGCONDITIONSANDCONSTRUCTIONTOREMAIN.ANY DAMAGECAUSEDTO THESEAREASSHALLBE REPAIREDBYTHECONTRACTORAT NOADDITIONALCOSTTO THEOWNER.FINISHTO MATCHEXISTINGADJACENTSURFACESATBOTH INTERIORANDEXTERIOR.

DURINGCONSTRUCTIONWHILESCHOOLISINSESSIONINADJACENTFACILITIES,CONTRACTOR SHALLMAINTAINSAFE ANDCODECOM PLIANTACCESSANDEGRESSTOANDFROMALLOCCUPIEDSPACESFORTHEENTIREDURATIONOF THEPROJECT.CONTRACTORSHALLSECUREWORK AREASTOPREVENT STUDENTANDSTAFFACCESS.

REFERTOCIVIL, ELECTRICALANDMECHANICALDRAWINGSFOREXTENTOFSCOPEOFSITERELATEDWORK.

SITEANDTRAFFICSIGNAGE ANDOTHER SITEWORKITEMS ARENOTINDICATEDONTHISPLAN. REFERTOCIVIL DRAWINGSFOREXTENTOFSITE WORKREQUIRED.

LIMITSITEDISTURBANCE,INCLUDINGEARTHWORKAN DCLEARINGVEGETATION,TO40 FEETBEYONDBUILDINGPERIMETER;5 FEETBEYONDPRIMARYROADWAYCURBS,WALKWAYS,ANDMAINUTILITYBRANCHTRENCHES;AND25 FEETBEYONDPERVIOUSPAVINGAREAS.

REFERTOSHEETSG-004,G-005ANDG-006FORDESCRIPTIONOFBASEBID,ALTERNATESAND PROJECTCONSTRUCTIONANDSEQUENCINGREQUIREMENTS.

SHEET GENERAL NOTES

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SCALE: 1"=40' -0"1NEW SITE PLAN

SCALE:1"= 40'

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SHEET KEYED NOTES

REFERENCE KEYED NOTES

1 E X IS T INGTOREMAINUNLESSOTHERWISENOTED.

2 R EFERTOENLARGEDSITEPLANONSHEETAS-102.

3 REFERTOENLARGEDSITEPLANONSHEETAS-103.


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e. CONDUCT OF THE STUDY

This report was prepared in conformance with TIA guidelines established byBCPWD. These guidelines require preparation of a TIA when the proposeddevelopment results in the generation of 250 additional daily, or 25 additionalpeak-hour trips. In addition, the County requires TIAs for safety

considerations and/or in cases where no TIA has previously been submitted.

Since the proposed NES classroom additions will not result in any new studyarea trips, the proposed project does not exceed the required thresholds fora TIA. While the improvements will result in a diversion of bus traffic to a newentrance, this represents less than 10 trips during a peak period, which alsodoes not exceed the trip generation thresholds. However, it has beendetermined that an analysis will be conducted in order to define existingstudy area conditions and identify whether any existing deficiencies exist thatrequire remediation. Furthermore, the potential consolidation of the SVAcampus and addition of a middle school will be addressed with this study.

1) Principal Assumptions Used in the Study

The first phase of improvements will occur at NES in year 2010.Since the proposed improvements will not result in an increase instudent population, existing study area conditions are assumed to berepresentative of operations following completion of the NESimprovements.

Expansion of the SVA campus is anticipated to be complete in Year2013. Therefore, this year has been selected for analysis of futurebuildout traffic operations.

Proposed improvements at NES will not result in any additional trips.However, to provide a conservative analysis of future buildoutoperations (Year 2013), a nominal increase was assumed.

2) Resources Used in the Study

Institute of Transportation Engineers (ITE) Trip Generation Manual,8th Edition.

The Highway Capacity Manual, Special Report 209, Updated 2000(HCM 2000).

3) Traffic Monitoring or Other Field Data Collected for the Study

Traffic counts were collected at the following locations in September, 2009:

1. Manual turning movement count at Coors Boulevard / Blake Road onThursday, September 3, 2009. The period covered the a.m. (7 9) andp.m. (3 5) peak periods of the school site.

2. Manual turning movement count at Coors Boulevard / Barcelona Road onThursday, September 3, 2009. The period covered the a.m. (7 9) andp.m. (3 5) peak periods of the school site.


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3. 48-hour mechanical counts on Barcelona Road east and west of NESand east and west of the SVA entrance on Blake Road beginningWednesday, September 2 and ending Friday morning September 4,2009. These data will be used in the site traffic capacity analysis.

f. FINDINGS AND/OR CONCLUSION(S)Volumes were analyzed for weekday AM and PM peak hours of the schoolfor adjacent street traffic at each intersection. Traffic volumes during the AMpeak-hour of adjacent street traffic coincide with the AM peak hour of schooltrip generation. However, the PM peak-hour of school trip generation occursprior to that of the adjacent street system. Results of the analysis of existingpeak school hour operations at adjacent study area intersections indicatethat acceptable levels of service are currently being provided. Results of theanalysis also indicate that, even with the additional traffic generated withbuildout of the SVA campus (year 2013), acceptable intersection operationswill continue.

g. RECOMMENDATIONS PROPOSED AS PART OF THE DEVELOPMENT FOR ON-SITE AND OFF-SITE IMPROVEMENTS

The proposed site plan provides for safe and efficient site circulation andaccess. Therefore, no additional site improvements are recommended.

Results of the analysis of existing peak hour operations at adjacent studyarea intersections indicate that acceptable levels of service are currentlybeing provided. Furthermore, an analysis of traffic operations with additionaltraffic generated at buildout of the SVA campus (year 2013) indicates thatacceptable levels of service will continue to be provided at study area

intersections. Therefore, no off-site improvements are recommended.

2.0 PROPOSED DEVELOPMENT

a. LOCATION

NES is located in southwest Albuquerque, east of Coors Boulevard betweenBlake Road and Barcelona Road. The study area is shown on the vicinitymap on Figure 1. The study area includes the intersections of CoorsBoulevard at Blake Road and Barcelona Road. The school itself is situatedwithin the residential area east of Coors Boulevard. SVA is located directlynorth of NES and has via Blake Road.

b. LAND USE AND INTENSITY

Currently, the approximately 11 acre site contains the nearly 57,000SFexisting school facility, plus several additional portables. The proposedimprovements consist of an expansion of the existing school facilities alongwith various site improvements to address grading, ADA accommodations,paving, and drainage issues. The proposed improvements will remove anapproximately 4,300SF kindergarten building and replace it with slightly over


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32,000SF of new building, bringing the facility to approximately 85,000SF.The main component of this expansion project is a new kindergarten facilitythat will replace several existing portable units, as illustrated in Figure 2.

In addition, APS plans various improvements at the adjacent South ValleyAcademy (SVA), a charter high school located north of NES. The 16 acre

site currently contains an approximately 16,700SF facility, plus additionalportables. Plans include site improvements and the addition of a middleschool. The proposed improvements will ultimately create an approximate65,000SF facility at buildout.

While the project consists of additional classrooms, the new facilities aresimply replacing temporary, portable classroom units currently on-site andare not expected to result in an increase to the student population.Furthermore, the current enrollment represents a decrease of 13% from lastyears total of 770 students. The proposed improvements will, however,redirect buses from the current entrance on Hughes Road to a new busentrance on Sylvia Road, with a dedicated bus lane that will segregate bustraffic from staff and parent drop-off traffic.

The capacity of the SVA high school is 235 students. With only 2 busesserving the facility, it is estimated that nearly half of the students arrive viaother means (personal vehicle, walk, etc.). There are currentlyapproximately 30 teachers/staff at the facility. A proposed middle school thatwill be located within the same parcel and north of the high school campuswill have a capacity of 180 students. The site is not currently managed byAPS, but planned for acquisition and improvement as part of the year 2011bond cycle. Access would remain via Blake Road. Buses and personally-occupied vehicles (POVs) currently access the site via Blake Road to the

parking area at the southwest area of the campus, which has 70 parkingspaces and 3 bus stalls, circulating in a counterclockwise direction.

If the bond program is passed and SVA is managed by APS, buses from theNES campus would likely be routed through the SVA campus to helpalleviate crowding within the NES campus. Access would occur via a north-south extension of the existing SVA access, integral with existing parking lotcirculation. This operation would be effective due to the fact that the schoolsstart and end times are staggered, thus reducing congestion conflicts.

c. SITE PLAN

The project site plan is depicted in Figure 2.

d. PHASING AND TIMING

Construction of the improvements shown in Figure 2 is slated for year 2010.Construction of additional improvements, consisting of an athletic field at thewest end of the campus, is tied to the 2011 school bond cycle. Constructionof the middle school campus, if approved in the bond program, would beprogrammed for year 2013.


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3.0 AREA CONDITIONS

a. OFF-SITE STUDY AREA

The study area includes the intersections of Coors Boulevard at Blake Roadand Barcelona Road. The school itself is situated within the residential area

east of Coors Boulevard. SVA is located directly north of NES and hasaccess via Blake Road.

1) Area of Influence

The area of influence encompasses the population boundaries for the twoschools. The following facilities lie within the study area:

1. Sylvia Rd. runs north-south and accounts for the school bus traffic toNES. Sylvia Rd. is a typical residential road that is un-signalized,without pavement markings, and provides residential access on bothsides of the street.

2. Hughes Rd. runs north-south and accounts a majority of the passengercar traffic to NES. Hughes Rd. is a typical residential road that is un-signalized, without pavement markings, and provides residentialaccess on both sides of the street. The speed is posted as 15 mphwhen children are present.

3. Barcelona Rd. runs east-west as a 2-lane collector street with nopedestrian facilities that were recently signalized at the intersectionwith Coors Blvd. as part of a NMDOT project.

4. Blake Rd. runs east-west as a 2-lane collector street with nopedestrian facilities and is signalized at the intersection with Coors

Blvd. Blake Road is planned as a future bike route in the Long RangeBikeway System Map.

5. Coors Boulevard runs north-south as a 4-lane principal arterial with nopedestrian facilities and signals as Barcelona Road and Blake Road.Coors Boulevard is planned for future bike lanes in the Long RangeBikeway System Map.

Roadway classifications are per the Long Range Roadway System of theAlbuquerque Metropolitan Planning Area. None of the study area facilitiesprovide sidewalks for pedestrian travel to the schools.

2) Area of Traffic ImpactThe area of traffic impact is contiguous with the study area (refer to Figure1) and includes the intersections of Coors Boulevard at Blake Road andBarcelona Road. Figure 3 illustrates the existing lane geometry, trafficcontrol, and peak hour turning movements at each of these intersections.


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Existing Intersection Locations and Counts

FIGUR

3


Study Location

Intersection LOCATION

Lanes

Lanes

Blake Road

Barcelona Road

Coors

Bou

levar

d

1

2

X

[xxx] = pm traffic volumes

xxx = am traffic volumes

61

[127]

86 [126]

59 [63]

62 [77]

[96] 120

[88] 119

[205] 293

829[

902]

77[

88]

[32]17

[886]972

[65]120

21

[32]

3 [4]

120 [135]

41 [57]

[3] 2

[11] 17

[27] 21

1001(1032)

162[

120]

[32]17

[1038]1047

[65]120


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3) Current and Planned Development

There are no other know planned developments in the area of influence.

b. ON-SITE STUDY AREA

The on-site study area encompasses the site of NES campus (approx. 11

acres) and SVA campus (approx. 16 acres), refer to Figure 2.

1) Area of Influence

For NES, the area of influence includes the parking area and studentloading zones at the eastern and southern parts of the campus. For SVA,it is limited to the access road and parking lot. Presently, there is noconnection between the NES and SVA campuses. Should consolidationoccur, a potential interaction would involve a bus lane extension from theNES campus through the SVA access.

2) Current Phase of Development

The proposed campus expansion will occur in a two phases, as describedin Section 2.0(d) above.

c. SITE ACCESS

1) Existing and Proposed Road System

NES is accessed from Barcelona Road via Hughes Road, SVA isaccessed from Blake Road via an on-site drive. Details of the existing roadsystem are summarized in Section 3.a.(1) above. No new proposedroadway improvements have been identified.

2) Existing and Proposed Alternative Mode Systems

Blake Road is planned as a future bike route in the Long Range BikewaySystem Map. Coors Boulevard is planned for future bike lanes in the LongRange Bikeway System Map.

3) Existing and Proposed Sidewalks

None of the study area facilities provide sidewalks. A marked crosswalkwith school zone signs and flashing beacons exists on Barcelona Road atHughes Road. Pedestrian activity to the schools is low and occurs via theunpaved shoulder areas.

4) Improvements to Accommodate Site Traffic

No improvements to the existing access system are proposed ornecessary to accommodate site traffic.

5) Improvement Alternatives

Because no improvements are necessary to accommodate site traffic, noimprovement alternatives were developed.


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4.0 PROJECTED TRAFFIC

a. GROWTH RATE

The Mid-Region Council of Governments Traffic Flow Maps indicateapproximately a 1% annual historical growth rate in traffic on Coors

Boulevard. No growth is anticipated on any other study area facilities as thestudy area is generally built out.

b. SITE MOTORIZED VEHICLE TRAFFIC

Table 1 summarizes the current trip generation characteristics of NES andSVA, based on trip generation data provided in the Institute ofTransportation Engineers(ITE) Trip Generation Manual, 8th Edition. Landuse categories 520 (Elementary School) and 530 (High School) were utilizedfor NES and SVA, respectively. Trip estimates documented in this table arefor the peak hours of school traffic, which occur in conjunction with thebeginning and end of the school day (approximately 8:00AM and 3:00PM).

Table 1 Existing Trip Generation SummaryStudents

(X)Equation/Rate

Trips(T)

Entering Exiting


AM Peak Hr of Generator

670

Ln(T)=1.14Ln(X)-1.86 259 55% 143 45% 117

PM Peak Hr of Generator Ln(T)=1.09Ln(X)-1.92 176 45% 79 55% 97

Total Weekday T=1.29*X 864 50% 432 50% 432

South Valley Academy Middle/High School


235

T=0.42*X 99 68% 67 32% 32

PM Peak Hr of Generator T=0.29*X 68 33% 22 67% 46

Total Weekday Ln(T)=0.81Ln(X)+1.86 535 50% 267 50% 267

Combined (Study Area)AM Peak Hr of Generator

905

n/a 358 59% 210 41% 148

PM Peak Hr of Generator n/a 244 41% 101 59% 143

Total Weekday n/a 1399 50% 699 50% 699

Future Trip Generation SummaryStudents

(X)Equation/Rate

Trips(T)

Entering Exiting



720

Ln(T)=1.14Ln(X)-1.86 282 55% 155 45% 127

PM Peak Hr of Generator Ln(T)=1.09Ln(X)-1.92 191 45% 86 55% 105

Total Weekday T=1.29*X 929 50% 464 50% 464

South Valley Academy Middle/High School


485

T=0.42*X 174 68% 119 32% 56

PM Peak Hr of Generator T=0.29*X 120 33% 40 67% 81

Total Weekday Ln(T)=0.81Ln(X)+1.86 848 50% 424 50% 424

Combined (Study Area)


870

n/a 456 60% 274 40% 182

PM Peak Hr of Generator n/a 311 41% 126 59% 186

Total Weekday n/a 1777 50% 888 50% 888


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Table 1 also summarizes the anticipated trip generation of the two facilitiesat project buildout (year 2013). To provide a conservative analysis, amoderate increase in student population at NES was assumed to occur byyear 2013. As indicated in this table, the proposed improvements andcampus expansion are anticipated in result in 98 new trips during the AM

peak and 67 new trips during the PM peak at build out of the campus (year2013). The estimated traffic volumes used for the analysis are presented inFigure 4.

c. SITE NON-MOTORIZED VEHICLE AND PEDESTRIAN TRAFFIC (BY HORIZONYEAR,PHASE AND LAND USE)

Due to lack of available pedestrian and bicycle facilities in the study area, theproposed campus expansion is not anticipated to result in any increase innon-motorized vehicle or pedestrian traffic. An estimated 10 pedestriansand/or bicyclists access the NES campus from Barcelona Road via HughesRoad.

d. OFF-SITE TRAFFIC (BY HORIZON YEAR)

As previously discussed, the Mid-Region Council of Governments TrafficFlow Maps indicate approximately a 1% annual historical growth rate intraffic on Coors Boulevard. No growth is anticipated on any other study areafacilities as the study area is generally built out.

5.0 TRAFFIC ANALYSIS

a. SITE ACCESS

1) Capacity and Level of Service

The Highway Capacity Manual, Special Report 209, Updated 2000 (HCM2000) defines operational measures of effectiveness for all types ofroadways and junctions in terms of qualitative levels of service (LOS). Thisstudy is concerned with levels of service for signalized intersections. LOSat intersections is measured in terms of average vehicle delay, in seconds,for each approaching vehicle. Control delay is the sum of thedeceleration, queue, stop, and acceleration delays, computed for eachapproach movement. Table 2 summarizes LOS definitions and criteria forsignalized intersections.

Attainment of an overall LOS D or higher generally is the desirable basecondition for intersection operations in urban areas. However, LOS E maybe acceptable for certain low-volume approaches or minor movements,especially where a higher LOS may significantly degrade a majormovement or where the default is LOS E based upon the intersectioncycle length or low approach volumes.


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FIGUR

4


61[

127]

86 [120]

59 [63]

62 [77]

[96] 120

[88] 119

[205] 293

862[

938]

77[

88]

[223]129

[

921]1011

[75]83

21[32]

3 [4]

120[135]

41 [57]

[3] 2

[11] 17

[27] 21

1041[1073]

162[120]

[32]17

[1080]1088

[65]120

10 [13]

7 [11]

7 [11]

[8] 20

8[

5]

16[

5]

7[

6]

16[

5]

7 [6]

3 [2]

7[

11]

8[

5]

[5]16

[2]4

61[

127]

96 [133]

66 [74]

69 [88]

[104]140

[88] 119

[205] 293

870[

943]

93[

93]

[223]129

[927]1018

[80]99

21[

32]

3 [4]

127 [141]

44 [59]

[3] 2

[11] 17

[27] 21

1048[1084]

170[

125]

[32]17

[1085]1104

[67]124

Year 2013 Estimated Peak Hour

Intersection Turning Movement Volumes[xxx] = pm traffic volumes

xxx = am traffic volumes

Background Project Trips Combined

Barcelona Road

Blake Road


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Table 2 Signalized and Unsignalized IntersectionLevel of Service Criteria

Level ofService

SignalizedIntersection

Control Delay(sec/veh)

Definition

A 10 Very Low Delay Free Flow

B > 10 - 20 Minimal Delays - Good Progression

C > 20 - 35 Moderate Delay

D > 35 55 Significant Delay

E > 55 - 80 High Delay

F > 80 Excessive Delay

The intersections in the study area are off-site and addressed in Section5.b. below.

2) Safety Assessment

A review of the most recent four years of accident data was conducted forthe study area. NMDOT provided data for Blake Road and BarcelonaRoad, which is summarized in Table 3. As indicated in this table, themajority of accidents were Property Damage Only, rear-end typecollisions, which are typical for roadway segments with numerousdriveways and intersections. None of the reported collisions involvedschool buses.

b. OFF-SITE ROADWAYS AND INTERSECTIONS (BUILD AND NO-BUILD)

HCM 2000 methodologies were employed, using Synchro 7 software, toassess existing intersection LOS during peak hours. Traffic volumes wereanalyzed for weekday AM and PM peak hours of adjacent street traffic ateach intersection. Traffic volumes during the AM peak-hour of adjacentstreet traffic coincide with the AM peak hour of school trip generation.However, the PM peak-hour of school trip generation occurs prior to that ofthe adjacent street system.

Table 4 summarizes the results of this analysis for existing conditions, whichindicates that the analyzed intersections are currently operating withacceptable levels of service during the peak periods (refer to Figure 3 for

location of intersections). Table 5 summarizes the results of the analysis ofanticipated traffic conditions for project buidout (year 2013). As indicated,acceptable intersection operations are expected to continue in the future,even with the additional traffic generated by the proposed project.

See Appendix B for capacity computations.


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Table 3 Crash SummaryYEAR2005

YEAR2006

YEAR2007

YEAR2008 TOTAL

INTERSECTION/SEGMENT: BLAKE RD

TOTAL ACCIDENTS 42 68 58 17 185

ACCIDENT TYPE

Fixed Object 4 6 5 2 17

Right Angle 5 4 6 1 16

Rear End 12 11 14 6 43

Backing 1 1 2 0 4

Sideswipe:Same Direction 3 2 1 1 7

Sideswipe:Opposite Direction 0 1 2 1 4

Head On 0 1 1 0 2

Left Turn 2 10 11 3 26

Parked Vehicle/Parking Maneuver 0 2 0 0 2

Overturn 0 0 0 0 0

Driveway/Driveway Maneuver 9 23 9 0 41

Pedestrian/Bicyclist 0 0 1 1 2Animal 0 0 1 0 1

Other 6 7 5 2 20

Property Damage 34 60 44 9 147

Injury Accidents 8 8 14 8 38

Fatal Accidents 0 0 0 0 0

INTERSECTION/SEGMENT: BARCELONA RD

TOTAL ACCIDENTS 8 10 13 5 36

ACCIDENT TYPE

Fixed Object 3 1 2 0 6

Right Angle 1 1 2 0 4

Rear End 0 2 2 1 5Backing 0 3 1 0 4

Sideswipe:Same Direction 1 0 0 1 2

Sideswipe:Opposite Direction 0 0 0 1 1

Head On 2 0 1 0 3

Left Turn 1 1 0 1 3

Parked Vehicle/Parking Maneuver 0 0 0 1 1

Overturn 0 0 0 0 0

Driveway/Driveway Maneuver 0 0 1 0 1

Pedestrian/Bicyclist 0 0 0 0 0

Animal 0 0 0 0 0

Other 0 2 4 0 6

Property Damage 6 9 11 5 31

Injury Accidents 2 1 2 0 5

Fatal Accidents 0 0 0 0 0Source: New Mexico Department of Transportation.


19/50


16

Table 4 Existing Peak-Hour Intersection Level of Service

Intersection Eastbound Westbound Northbound Southbound

LT TH RT LT TH RT LT TH RT LT TH RT

1 BLAKE & COOKS BLVD

LT-TH RT LT-TH-RT LT TH-RT LT RT

Volume to Capacity(v/c)

0.53(0.52)

0.34(0.14)

0.38(0.60)

0.52(0.64)

0.83(0.67)

0.38(0.38)

0.70(0.76)

0.04(0.09)

Approach Delay(sec)

17.2(19.3) 16.3(24.0) 19.2(13.9) 16.6(17.6)

Approach LOS B(B) B(C) B(B) B(B)

Intersection Delay(sec)

17.8(16.9)

Intersection LOS B(B)

2 BARCELONA & COORS BLVD

LT-TH-RT LT-TH-RT LT TH-RT LT TH-RT


0.06(0.05)

0.19(0.24)

0.10(0.20)

0.84(0.78)

0.62(0.54)

0.61(0.69)

Approach Delay(sec)

16.7(15.1) 18.1(17.0) 20.2(16.5) 12.0(13.0)

Approach LOS B(B) B(B) C(B) B(B)


16.2(14.9)



20/50


17

Table 5 Future Peak-Hour Intersection Level of Service

Intersection Eastbound Westbound Northbound Southbound

LT TH RT LT TH RT LT TH RT LT TH RT

1 BLAKE & COOKS BLVD

LT-TH RT LT-TH-RT LT TH-RT LT RT


0.58(0.50)

0.35(0.19)

0.44(0.63)

0.58(0.68)

0.87(0.72)

0.45(0.46)

0.70(0.82)

0.04(0.09)

Approach Delay (sec) 18.2(18.2) 17.5(23.8) 21.8(15.8) 16.1(20.2)

Approach LOS B(B) B(C) C(B) B(C)


18.9(18.5)


2 BARCELONA & COORS BLVD

LT-TH-RT LT-TH-RT LT TH-RT LT TH-RT


0.06(0.05)

0.21(0.24)

0.10(0.21)

0.85(0.80)

0.65(0.64)

0.62(0.73)

Approach Delay (sec) 17.5(14.8) 19.1(16.7) 20.2(17.3) 11.8(14.8)

Approach LOS B(B) B(B) C(B) B(B)


16.2(16.1)


Notes:( ) Denotes PM peak

c. SITE CIRCULATION

The existing NES parking lot and pick-up drop off area is designated in thesoutheast corner of the site, with access via Hughes Road. The existingclassrooms, gymnasium, cafeteria, etc. are located to the north and west ofthe existing parking lot. The internal traffic circulation occurs around theexisting parking lot in a counterclockwise direction. Buses enter the campusvia Hughes Road, turn left along the south property line, and exit via SylviaRoad. The proposed improvements will redirect buses from the current

entrance on Hughes Road to a new bus entrance on Sylvia Road, with adedicated bus lane that will segregate bus traffic from staff and parent drop-off traffic.

At SVA, access would remain via Blake Road. Buses and personally-occupied vehicles (POVs) currently access the site via Blake Road to theparking area at the southwest area of the campus, which has 70 parkingspaces and 3 bus stalls, circulating in a counterclockwise direction.


21/50


18

If the bond program is passed and SVA is managed by APS, buses from theNES campus would likely be routed through the SVA campus to helpalleviate crowding within the NES campus. Access would occur via a north-south extension of the existing SVA access, integral with existing parking lotcirculation as depicted in Figure 5. This operation would be effective due to

the fact that the schools start and end times are staggered, thus reducingcongestion conflicts.

6.0 IMPROVEMENT ANALYSISNo operational or safety deficiencies were identified relative to the schools.Therefore, improvements to study area or access roadways to accommodateexisting or future traffic volumes beyond the existing conditions were notevaluated.

7.0 FINDINGSSince the proposed NES campus expansion is not anticipated to result in anynew trips to the study area, it is not anticipated to alter existing intersection levelsof service or accident occurrences. The proposed expansion of the SVA campusto add a Middle School is expected to generate a small increase in traffic, whichwould have negligible impact to the adjacent signalized intersections at CoorsBlvd.

8.0 RECOMMENDATIONS

a. SITE ACCESS AND CIRCULATION PLAN

The proposed site plan provides for safe and efficient site circulation and

access. Therefore, no additional site improvements are recommended.

b. OFF-SITE IMPROVEMENTS AND MITIGATION MEASURES

Results of the analysis of existing peak hour operations at adjacent studyarea intersections indicate that acceptable levels of service are currentlybeing provided. Furthermore, an analysis of traffic operations with additionaltraffic generated at buildout of the SVA campus (year 2013) indicates thatacceptable levels of service will continue to be provided at study areaintersections. Therefore, no off-site improvements are recommended.

Because the SVA campus draws students from throughoutthe area, pedestrian activity is expected to be very low andtherefore a flashing beacon warning system is notrecommended. It is recommended that a school speed limitassembly (S4-3, R2-1) with supplemental plaque (WhenChildren Are Present, S4-2) be installed on Blake Roadadjacent to the SVA campus.


22/50

Existing HighSchool

NAVAJO

ELEMENTARY

SCHOOL

SOUTH VALLEY

ACADEMY

ProposedMiddleSchool

Proposed busroute from NavajoElementarythrough SVACampus (see NESSite Plan, Fig. 2)


23/50


24/50

Wilson & Company, Inc.4900 Lang Avenue NE

Albuquerque, NM 87109505-348-4000 File Name : Barcelona_Coors Turning Co

Site Code : 00000000Start Date : 9/3/2009Page No : 1

Weather: Cloudyounter: AVG,LARoard #: D-4784-03

Groups Printed- Cars - Bus - TrucksCoors Blvd.From North

Barcelona Rd.From East

Coors Blvd.From South

Barcelona Rd.From West

Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Int07:00 AM 8 0 2 0 4 0 17 0 0 0 3 0 6 0 4 007:15 AM 14 0 10 1 2 0 16 0 5 1 5 0 2 0 12 007:30 AM 12 0 5 0 4 0 10 0 2 0 9 0 5 0 9 007:45 AM 20 0 1 0 3 0 13 0 1 0 9 3 1 1 6 0

Total 54 0 18 1 13 0 56 0 8 1 26 3 14 1 31 0

08:00 AM 18 0 6 0 7 0 11 1 5 0 11 0 7 0 6 008:15 AM 32 0 5 0 6 0 5 2 5 0 11 0 4 0 4 008:30 AM 65 0 5 0 7 1 43 0 2 0 51 1 6 1 6 008:45 AM 47 0 5 0 21 2 61 0 5 0 47 0 0 1 5 0

Total 162 0 21 0 41 3 120 3 17 0 120 1 17 2 21 0

* BREAK ***

03:00 PM 18 0 7 0 3 3 13 0 6 0 15 0 1 0 3 003:15 PM 27 0 7 0 7 3 17 0 8 0 19 0 4 1 5 103:30 PM 42 0 7 1 5 0 30 0 8 0 27 0 1 0 8 003:45 PM 40 0 6 1 23 0 55 0 10 0 15 0 4 1 9 0

Total 127 0 27 2 38 6 115 0 32 0 76 0 10 2 25 1

04:00 PM 11 0 12 0 22 1 33 0 6 0 4 1 2 1 5 004:15 PM 22 0 9 0 2 0 14 0 6 0 10 0 4 3 7 004:30 PM 16 0 11 2 10 0 18 1 5 0 11 0 3 0 10 004:45 PM 14 0 9 0 8 1 25 0 5 0 4 0 1 1 7 0

Total 63 0 41 2 42 2 90 1 22 0 29 1 10 5 29 0

Grand Total 406 0 107 5 134 11 381 4 79 1 251 5 51 10 106 1

Apprch % 78.4 0 20.7 1 25.3 2.1 71.9 0.8 23.5 0.3 74.7 1.5 30.4 6 63.1 0.6Total % 26.2 0 6.9 0.3 8.6 0.7 24.5 0.3 5.1 0.1 16.2 0.3 3.3 0.6 6.8 0.1Cars 398 0 105 5 132 11 371 4 74 0 238 5 51 10 103 1

% Cars 98 0 98.1 100 98.5 100 97.4 100 93.7 0 94.8 100 100 100 97.2 100Bus 8 0 2 0 2 0 10 0 5 0 13 0 0 0 1 0

% Bus 2 0 1.9 0 1.5 0 2.6 0 6.3 0 5.2 0 0 0 0.9 0Trucks 0 0 0 0 0 0 0 0 0 1 0 0 0 0 2 0

% Trucks 0 0 0 0 0 0 0 0 0 100 0 0 0 0 1.9 0


25/50





Coors Blvd.From North




Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Inak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1

eak Hour for Entire Intersection Begins at 08:00 AM08:00 AM 18 0 6 0 24 7 0 11 1 19 5 0 11 0 16 7 0 6 0 1308:15 AM 32 0 5 0 37 6 0 5 2 13 5 0 11 0 16 4 0 4 0 808:30 AM 65 0 5 0 70 7 1 43 0 51 2 0 51 1 54 6 1 6 0 1308:45 AM 47 0 5 0 52 21 2 61 0 84 5 0 47 0 52 0 1 5 0 6

Total Volume 162 0 21 0 183 41 3 120 3 167 17 0 120 1 138 17 2 21 0 40% App. Total 88.5 0 11.5 0 24.6 1.8 71.9 1.8 12.3 0 87 0.7 42.5 5 52.5 0

PHF .623 .000 .875 .000 .654 .488 .375 .492 .375 .497 .850 .000 .588 .250 .639 .607 .500 .875 .000 .769

Coors Blvd.

BarcelonaR

d.

BarcelonaRd.

Coors Blvd.

Right21

Thru0

Left162

Peds0

InOut Total137 183 320

Right

120

T

hru3

Left 41

Peds3

Out

Total

In

284

167

451

Left17

Thru0

Right120

Peds1

Out TotalIn62 138 200

Left1

7

Thru

2

Right

21

Peds0

Total

Out

In

41

40

81

Peak Hour Begins at 08:00 AMCarsBusTrucks

Peak Hour Data

North


26/50





Coors Blvd.From North




Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Inak Hour Analysis From 03:00 PM to 04:45 PM - Peak 1 of 1

eak Hour for Entire Intersection Begins at 03:15 PM03:15 PM 27 0 7 0 34 7 3 17 0 27 8 0 19 0 27 4 1 5 1 1103:30 PM 42 0 7 1 50 5 0 30 0 35 8 0 27 0 35 1 0 8 0 903:45 PM 40 0 6 1 47 23 0 55 0 78 10 0 15 0 25 4 1 9 0 1404:00 PM 11 0 12 0 23 22 1 33 0 56 6 0 4 1 11 2 1 5 0 8

Total Volume 120 0 32 2 154 57 4 135 0 196 32 0 65 1 98 11 3 27 1 42% App. Total 77.9 0 20.8 1.3 29.1 2 68.9 0 32.7 0 66.3 1 26.2 7.1 64.3 2.4

PHF .714 .000 .667 .500 .770 .620 .333 .614 .000 .628 .800 .000 .602 .250 .700 .688 .750 .750 .250 .750

Coors Blvd.

Barcelo

naRd.

BarcelonaRd.

Coors Blvd.

Right32

Thru0

Left120

Peds2


Right

135

Thru 4

Left57

Peds0

Out

Total

In

188

196

384

Left32

Thru0

Right65

Peds1


Left1

1

Thru

3

Right2

7

Peds1

Total

Out

In

68

42

110

Peak Hour Begins at 03:15 PMCarsBusTrucks

Peak Hour Data

North


27/50

Pag

Site Code: Barcelona

Between Coors Blvd. and Sylvia

Wilson & Company4900 Lang Ave. NE

Albuquerque, NM 87109505-348-4000

Start 02-Sep-09Time Wed Westbound Eastbound Tot

12:00 AM * *01:00 * *02:00 * *

03:00 * *04:00 * *05:00 * *06:00 * *07:00 * *08:00 * *09:00 * *10:00 * *

11:00 61 88

12:00 PM 78 158

01:00 117 11302:00 64 8503:00 76 7504:00 80 7705:00 87 11306:00 78 9707:00 70 8208:00 62 72

09:00 47 3910:00 29 3011:00 18 9Total 867 1038

Percent 45.5% 54.5%AM Peak 11:00 11:00

Vol. 61 88 PM Peak 13:00 12:00

Vol. 117 158


28/50

Pag




Albuquerque, NM 87109505-348-4000

Start 03-Sep-09Time Thu Westbound Eastbound Tot

12:00 AM 3 1501:00 8 402:00 3 3

03:00 5 204:00 10 705:00 16 906:00 33 4807:00 62 8008:00 105 285

09:00 118 10510:00 55 5511:00 74 69

12:00 PM 46 8501:00 80 8102:00 67 9303:00 78 20504:00 80 9605:00 103 9006:00 74 9507:00 85 8008:00 68 6809:00 31 4910:00 25 3011:00 16 20Total 1245 1674

Percent 42.7% 57.3%AM Peak 09:00 08:00

Vol. 118 285 PM Peak 17:00 15:00

Vol. 103 205


29/50

Pag




Albuquerque, NM 87109505-348-4000

Start 04-Sep-09Time Fri Westbound Eastbound Tot

12:00 AM 9 1001:00 2 902:00 4 2

03:00 2 504:00 7 405:00 16 1006:00 39 3307:00 77 10408:00 118 28109:00 107 9710:00 * *11:00 * *

12:00 PM * *01:00 * *02:00 * *03:00 * *04:00 * *05:00 * *06:00 * *07:00 * *08:00 * *

09:00 * *10:00 * *11:00 * *Total 381 555

Percent 40.7% 59.3%AM Peak 08:00 08:00

Vol. 118 281 PM Peak

Vol.Grand Total 2493 3267

Percent 43.3% 56.7%

ADT ADT 2,919 AADT 2,919


30/50

Pag


Between Hughes Rd and Eames


Albuquerque, NM 87109505-348-4000


12:00 AM * *01:00 * *02:00 * *

03:00 * *04:00 * *05:00 * *06:00 * *07:00 * *08:00 * *09:00 * *10:00 * *

11:00 63 6712:00 PM 86 113

01:00 110 12002:00 82 10603:00 81 9004:00 82 8605:00 99 9406:00 80 9607:00 58 8308:00 54 60

09:00 46 3610:00 23 2611:00 20 12Total 884 989

Percent 47.2% 52.8%AM Peak 11:00 11:00

Vol. 63 67 PM Peak 13:00 13:00

Vol. 110 120


31/50

Pag




Albuquerque, NM 87109505-348-4000


12:00 AM 6 1301:00 9 402:00 2 2

03:00 4 104:00 11 605:00 12 906:00 32 5207:00 62 7608:00 114 16209:00 78 8810:00 49 5911:00 72 68

12:00 PM 50 7001:00 71 7702:00 73 94

03:00 150 18404:00 87 12605:00 110 9306:00 77 9407:00 79 8408:00 60 69

09:00 36 4010:00 24 2811:00 18 10Total 1286 1509

Percent 46.0% 54.0%AM Peak 08:00 08:00

Vol. 114 162 PM Peak 15:00 15:00

Vol. 150 184


32/50

Pag




Albuquerque, NM 87109505-348-4000


12:00 AM 7 801:00 3 502:00 3 1

03:00 3 404:00 5 705:00 16 1106:00 38 4007:00 76 10208:00 126 16209:00 72 9210:00 37 4211:00 * *

12:00 PM * *01:00 * *02:00 * *03:00 * *04:00 * *05:00 * *06:00 * *07:00 * *08:00 * *

09:00 * *10:00 * *11:00 * *Total 386 474

Percent 44.9% 55.1%AM Peak 08:00 08:00



Percent 46.2% 53.8%



33/50


Albuquerque, NM 87109505-348-4000 File Name : Blake_Coors Turning Co


Weather: Cloudyounted By: JPRoard #: D-4784-03

Groups Printed- Cars - Bus - TrucksCOORS

From NorthBLAKE

From EastCOORS

From SouthBLAKE

From West

Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Int07:00 AM 7 0 7 0 12 11 14 0 34 0 11 0 38 18 50 107:15 AM 8 0 13 0 13 12 11 0 33 0 18 0 41 24 59 007:30 AM 15 0 12 0 13 10 18 0 22 0 25 0 40 30 67 007:45 AM 21 0 19 1 10 11 12 0 26 0 19 0 38 42 103 0

Total 51 0 51 1 48 44 55 0 115 0 73 0 157 114 279 1

08:00 AM 16 0 16 2 14 19 7 2 35 0 17 0 36 26 68 108:15 AM 20 0 12 2 9 14 18 0 29 0 14 0 27 32 58 308:30 AM 20 0 19 0 18 26 10 0 28 0 20 0 31 26 75 108:45 AM 21 0 14 0 21 27 24 0 37 0 32 1 25 36 92 0

Total 77 0 61 4 62 86 59 2 129 0 83 1 119 120 293 5

* BREAK ***

03:00 PM 15 0 31 0 21 22 12 0 45 0 13 1 18 11 45 103:15 PM 19 0 19 1 32 26 11 0 61 0 14 0 19 33 62 003:30 PM 24 0 32 1 18 27 17 0 23 0 14 0 31 18 59 003:45 PM 21 0 23 0 18 34 15 0 58 0 14 0 26 29 50 0

Total 79 0 105 2 89 109 55 0 187 0 55 1 94 91 216 1

04:00 PM 26 0 24 0 20 35 13 0 62 0 34 1 25 20 35 004:15 PM 23 0 35 0 26 36 22 1 54 0 18 1 13 20 63 104:30 PM 18 0 45 1 13 21 13 0 49 0 9 0 24 27 57 004:45 PM 20 0 29 0 23 24 14 0 56 0 8 0 25 18 48 3

Total 87 0 133 1 82 116 62 1 221 0 69 2 87 85 203 4

Grand Total 294 0 350 8 281 355 231 3 652 0 280 4 457 410 991 11

Apprch % 45.1 0 53.7 1.2 32.3 40.8 26.6 0.3 69.7 0 29.9 0.4 24.5 21.9 53 0.6Total % 6.8 0 8.1 0.2 6.5 8.2 5.3 0.1 15.1 0 6.5 0.1 10.6 9.5 22.9 0.3Cars 293 0 343 8 278 345 228 3 629 0 276 4 454 400 957 11

% Cars 99.7 0 98 100 98.9 97.2 98.7 100 96.5 0 98.6 100 99.3 97.6 96.6 100Bus 1 0 3 0 2 10 0 0 16 0 2 0 2 7 21 0

% Bus 0.3 0 0.9 0 0.7 2.8 0 0 2.5 0 0.7 0 0.4 1.7 2.1 0Trucks 0 0 4 0 1 0 3 0 7 0 2 0 1 3 13 0

% Trucks 0 0 1.1 0 0.4 0 1.3 0 1.1 0 0.7 0 0.2 0.7 1.3 0


34/50





COORSFrom North

BLAKEFrom East

COORSFrom South

BLAKEFrom West

Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Inak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1

eak Hour for Entire Intersection Begins at 08:00 AM08:00 AM 16 0 16 2 34 14 19 7 2 42 35 0 17 0 52 36 26 68 1 13108:15 AM 20 0 12 2 34 9 14 18 0 41 29 0 14 0 43 27 32 58 3 12008:30 AM 20 0 19 0 39 18 26 10 0 54 28 0 20 0 48 31 26 75 1 13308:45 AM 21 0 14 0 35 21 27 24 0 72 37 0 32 1 70 25 36 92 0 153

Total Volume 77 0 61 4 142 62 86 59 2 209 129 0 83 1 213 119 120 293 5 537% App. Total 54.2 0 43 2.8 29.7 41.1 28.2 1 60.6 0 39 0.5 22.2 22.3 54.6 0.9

PHF .917 .000 .803 .500 .910 .738 .796 .615 .250 .726 .872 .000 .648 .250 .761 .826 .833 .796 .417 .877

COORS

BLAKE

BLA

KE

COORS

Right61

Thru0

Left77

Peds4


Right

59

T

hru 86

Left62

Peds 2

Out

Total

In

280

209

489

Left129

Thru0

Right83

Peds1


Left

119

Thru

120

Right

293

Peds5

Total

Out

In

276

537

813

Peak Hour Begins at 08:00 AMCarsBusTrucks

Peak Hour Data

North


35/50





COORSFrom North

BLAKEFrom East

COORSFrom South

BLAKEFrom West

Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Inak Hour Analysis From 03:00 PM to 04:45 PM - Peak 1 of 1

eak Hour for Entire Intersection Begins at 03:45 PM03:45 PM 21 0 23 0 44 18 34 15 0 67 58 0 14 0 72 26 29 50 0 10504:00 PM 26 0 24 0 50 20 35 13 0 68 62 0 34 1 97 25 20 35 0 8004:15 PM 23 0 35 0 58 26 36 22 1 85 54 0 18 1 73 13 20 63 1 9704:30 PM 18 0 45 1 64 13 21 13 0 47 49 0 9 0 58 24 27 57 0 108

Total Volume 88 0 127 1 216 77 126 63 1 267 223 0 75 2 300 88 96 205 1 390% App. Total 40.7 0 58.8 0.5 28.8 47.2 23.6 0.4 74.3 0 25 0.7 22.6 24.6 52.6 0.3

PHF .846 .000 .706 .250 .844 .740 .875 .716 .250 .785 .899 .000 .551 .500 .773 .846 .828 .813 .250 .903

COORS

BLAKE

BLAKE

COORS

Right127

Thru0

Left88

Peds1


Right

63

Thru

126

Left 77

Peds 1

Out

Total

In

259

267

526

Left223

Thru0

Right75

Peds2


Left8

8

Thru9

6

Right

205

Peds1

Total

Out

In

476

390

866

Peak Hour Begins at 03:45 PMCarsBusTrucks

Peak Hour Data

North


36/50

Pag

Site Code: Blake

West of Sch


Albuquerque, NM 87109505-348-4000


12:00 AM * *01:00 * *02:00 * *

03:00 * *04:00 * *05:00 * *06:00 * *07:00 * *08:00 * *09:00 * *10:00 107 117

11:00 114 13112:00 PM 147 141

01:00 182 17902:00 226 18403:00 233 21204:00 240 245

05:00 288 26206:00 228 22007:00 184 15408:00 164 176

09:00 133 10810:00 60 7011:00 34 27Total 2340 2226

Percent 51.2% 48.8%AM Peak 11:00 11:00

Vol. 114 131 PM Peak 17:00 17:00

Vol. 288 262


37/50

Pag

Site Code: Blake

West of Sch


Albuquerque, NM 87109505-348-4000


12:00 AM 19 1601:00 13 1102:00 5 5

03:00 6 704:00 8 705:00 31 2606:00 81 8107:00 160 25208:00 230 30709:00 138 15210:00 127 13911:00 136 128

12:00 PM 148 15001:00 155 17002:00 226 196

03:00 263 22804:00 260 26405:00 252 22406:00 249 21407:00 204 19008:00 180 148

09:00 117 12010:00 68 7611:00 27 46Total 3103 3157

Percent 49.6% 50.4%AM Peak 08:00 08:00

Vol. 230 307 PM Peak 15:00 16:00

Vol. 263 264


38/50

Pag

Site Code: Blake

West of Sch


Albuquerque, NM 87109505-348-4000


12:00 AM 16 2501:00 12 902:00 10 4

03:00 4 604:00 13 805:00 18 1406:00 72 78

07:00 166 324

08:00 204 29409:00 148 17410:00 45 5311:00 * *

12:00 PM * *01:00 * *02:00 * *03:00 * *04:00 * *05:00 * *06:00 * *07:00 * *08:00 * *

09:00 * *10:00 * *11:00 * *Total 708 989

Percent 41.7% 58.3%AM Peak 08:00 07:00



Percent 49.1% 50.9%



39/50

Pag

Site Code: Blake

East of Sch


Albuquerque, NM 87109505-348-4000


12:00 AM * *01:00 * *02:00 * *

03:00 * *04:00 * *05:00 * *06:00 * *07:00 * *08:00 * *09:00 * *10:00 * *

11:00 108 12912:00 PM 126 148

01:00 137 16802:00 148 19603:00 178 20704:00 189 222

05:00 218 24206:00 188 21207:00 174 15908:00 167 180

09:00 130 11110:00 60 7011:00 32 30Total 1855 2074

Percent 47.2% 52.8%AM Peak 11:00 11:00

Vol. 108 129 PM Peak 17:00 17:00

Vol. 218 242


40/50

Pag

Site Code: Blake

East of Sch


Albuquerque, NM 87109505-348-4000


12:00 AM 20 1601:00 12 1002:00 6 6

03:00 6 604:00 6 805:00 29 2506:00 74 72

07:00 157 228

08:00 222 22309:00 126 15110:00 120 13611:00 123 130

12:00 PM 120 13801:00 116 16502:00 188 17803:00 211 21104:00 190 25805:00 220 206

06:00 238 22007:00 190 18408:00 178 15009:00 112 11410:00 74 7711:00 26 43Total 2764 2955

Percent 48.3% 51.7%AM Peak 08:00 07:00

Vol. 222 228 PM Peak 18:00 16:00

Vol. 238 258


41/50

Pag

Site Code: Blake

East of Sch


Albuquerque, NM 87109505-348-4000


12:00 AM 15 2801:00 12 1002:00 11 4

03:00 3 604:00 12 805:00 19 1106:00 66 70

07:00 156 293

08:00 178 22709:00 148 16010:00 65 9211:00 * *

12:00 PM * *01:00 * *02:00 * *03:00 * *04:00 * *05:00 * *06:00 * *07:00 * *08:00 * *

09:00 * *10:00 * *11:00 * *Total 685 909

Percent 43.0% 57.0%AM Peak 08:00 07:00



Percent 47.2% 52.8%



42/50


Appendix B

Capacity Computations


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HCM Signalized Intersection Capacity Analysis1: Blake Rd & Coors Blvd Existing AM

Baseline Synchro 7 - Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 119 120 293 62 86 59 129 972 83 77 829 61

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95 1.00

Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.97

Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Frt 1.00 0.85 0.96 1.00 0.99 1.00 1.00 0.85

Flt Protected 0.98 1.00 0.99 0.95 1.00 0.95 1.00 1.00

Satd. Flow (prot) 1815 1563 1756 1769 3491 1769 3539 1538

Flt Permitted 0.76 1.00 0.85 0.18 1.00 0.19 1.00 1.00

Satd. Flow (perm) 1414 1563 1508 327 3491 351 3539 1538

Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Adj. Flow (vph) 129 130 318 67 93 64 140 1057 90 84 901 66

RTOR Reduction (vph) 0 0 130 0 23 0 0 11 0 0 0 42

Lane Group Flow (vph) 0 259 188 0 201 0 140 1136 0 84 901 24

Confl. Peds. (#/hr) 4 1 1 4 5 2 2 5

Turn Type Perm Perm Perm pm+pt pm+pt Perm

Protected Phases 2 6 3 8 7 4

Permitted Phases 2 2 6 8 4 4

Actuated Green, G (s) 20.2 20.2 20.2 27.4 22.8 24.2 21.2 21.2

Effective Green, g (s) 20.2 20.2 20.2 27.4 22.8 24.2 21.2 21.2

Actuated g/C Ratio 0.35 0.35 0.35 0.47 0.39 0.42 0.37 0.37

Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 492 544 525 269 1372 220 1294 562

v/s Ratio Prot c0.04 c0.33 0.02 0.25

v/s Ratio Perm c0.18 0.12 0.13 0.20 0.14 0.02

v/c Ratio 0.53 0.34 0.38 0.52 0.83 0.38 0.70 0.04Uniform Delay, d1 15.1 14.0 14.2 10.1 15.8 11.8 15.7 11.9

Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Incremental Delay, d2 4.0 1.7 2.1 1.8 4.3 1.1 1.7 0.0

Delay (s) 19.1 15.7 16.3 11.9 20.1 12.9 17.3 11.9

Level of Service B B B B C B B B

Approach Delay (s) 17.2 16.3 19.2 16.6

Approach LOS B B B B

Intersection Summary

HCM Average Control Delay 17.8 HCM Level of Service B

HCM Volume to Capacity ratio 0.69

Actuated Cycle Length (s) 58.0 Sum of lost time (s) 12.0

Intersection Capacity Utilization 65.4% ICU Level of Service CAnalysis Period (min) 15

c Critical Lane Group


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HCM Signalized Intersection Capacity Analysis2: Barcelona Rd & Coors Blvd Existing AM



Lane Configurations

Volume (vph) 17 2 21 41 3 120 17 1047 120 162 1001 21

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 0.95

Frpb, ped/bikes 0.99 1.00 1.00 1.00 1.00 1.00

Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00

Frt 0.93 0.90 1.00 0.98 1.00 1.00

Flt Protected 0.98 0.99 0.95 1.00 0.95 1.00

Satd. Flow (prot) 1681 1658 1770 3476 1770 3528

Flt Permitted 0.88 0.93 0.20 1.00 0.13 1.00

Satd. Flow (perm) 1507 1553 379 3476 239 3528


Adj. Flow (vph) 18 2 23 45 3 130 18 1138 130 176 1088 23



Confl. Peds. (#/hr) 1 1 3 3

Turn Type Perm Perm pm+pt pm+pt


Permitted Phases 2 6 8 4

Actuated Green, G (s) 18.0 18.0 28.0 27.2 37.2 32.4

Effective Green, g (s) 18.0 18.0 28.0 27.2 37.2 32.4

Actuated g/C Ratio 0.28 0.28 0.44 0.43 0.59 0.51

Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0

Lane Grp Cap (vph) 429 442 186 1496 286 1809

v/s Ratio Prot 0.00 c0.36 c0.06 0.31

v/s Ratio Perm 0.02 c0.05 0.04 0.30

v/c Ratio 0.06 0.19 0.10 0.84 0.62 0.61Uniform Delay, d1 16.5 17.1 10.2 16.0 10.6 10.9

Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00

Incremental Delay, d2 0.3 1.0 0.2 4.3 3.9 0.6

Delay (s) 16.7 18.1 10.4 20.3 14.5 11.6

Level of Service B B B C B B

Approach Delay (s) 16.7 18.1 20.2 12.0

Approach LOS B B C B








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HCM Signalized Intersection Capacity Analysis1: Blake Rd & Coors Blvd Existing PM



Lane Configurations

Volume (vph) 88 96 205 77 120 63 223 886 75 88 902 127

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900


Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.97

Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Frt 1.00 0.85 0.97 1.00 0.99 1.00 1.00 0.85

Flt Protected 0.98 1.00 0.99 0.95 1.00 0.95 1.00 1.00

Satd. Flow (prot) 1817 1563 1768 1769 3491 1769 3539 1537

Flt Permitted 0.72 1.00 0.85 0.16 1.00 0.20 1.00 1.00

Satd. Flow (perm) 1331 1563 1521 290 3491 369 3539 1537


Adj. Flow (vph) 96 104 223 84 130 68 242 963 82 96 980 138



Confl. Peds. (#/hr) 4 1 1 4 5 2 2 5







Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0


Lane Grp Cap (vph) 384 451 439 377 1545 252 1297 563

v/s Ratio Prot c0.09 0.30 0.03 c0.28

v/s Ratio Perm 0.15 0.04 c0.17 0.28 0.14 0.03




Delay (s) 22.6 16.3 24.0 12.8 14.2 11.4 19.0 12.4

Level of Service C B C B B B B B

Approach Delay (s) 19.3 24.0 13.9 17.6

Approach LOS B C B B








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HCM Signalized Intersection Capacity Analysis2: Barcelona Rd & Coors Blvd Existing PM



Lane Configurations

Volume (vph) 11 3 27 57 4 135 32 1038 65 120 1032 32

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900


Frpb, ped/bikes 0.99 1.00 1.00 1.00 1.00 1.00

Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00

Frt 0.91 0.91 1.00 0.99 1.00 1.00

Flt Protected 0.99 0.99 0.95 1.00 0.95 1.00

Satd. Flow (prot) 1660 1664 1770 3503 1770 3523

Flt Permitted 0.92 0.91 0.16 1.00 0.14 1.00

Satd. Flow (perm) 1545 1533 290 3503 266 3523


Adj. Flow (vph) 12 3 29 62 4 147 35 1128 71 130 1122 35










Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0


Lane Grp Cap (vph) 455 451 172 1531 241 1678

v/s Ratio Prot 0.01 c0.34 c0.03 0.33

v/s Ratio Perm 0.02 c0.07 0.09 0.26




Delay (s) 15.1 17.0 10.1 16.7 11.8 13.2

Level of Service B B B B B B

Approach Delay (s) 15.1 17.0 16.5 13.0






Intersection Capacity Utilization 63.4% ICU Level of Service BAnalysis Period (min) 15



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HCM Signalized Intersection Capacity Analysis1: Blake Rd & Coors Blvd Buildout AM



Lane Configurations

Volume (vph) 119 140 293 69 96 66 129 1018 99 93 870 61

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900


Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.97

Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Frt 1.00 0.85 0.96 1.00 0.99 1.00 1.00 0.85

Flt Protected 0.98 1.00 0.99 0.95 1.00 0.95 1.00 1.00

Satd. Flow (prot) 1819 1563 1756 1769 3485 1770 3539 1538

Flt Permitted 0.75 1.00 0.83 0.17 1.00 0.18 1.00 1.00

Satd. Flow (perm) 1401 1563 1487 322 3485 333 3539 1538


Adj. Flow (vph) 129 152 318 75 104 72 140 1107 108 101 946 66



Confl. Peds. (#/hr) 4 1 1 4 5 2 2 5







Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0


Lane Grp Cap (vph) 485 541 514 242 1378 222 1357 590

v/s Ratio Prot c0.04 c0.35 0.02 0.27

v/s Ratio Perm c0.20 0.12 0.15 0.23 0.17 0.02




Delay (s) 20.6 16.0 17.5 13.8 22.7 13.4 16.7 11.3

Level of Service C B B B C B B B

Approach Delay (s) 18.2 17.5 21.8 16.1






Intersection Capacity Utilization 77.1% ICU Level of Service DAnalysis Period (min) 15



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HCM Signalized Intersection Capacity Analysis2: Barcelona Rd & Coors Blvd Buildout AM



Lane Configurations

Volume (vph) 17 2 21 44 3 127 17 1104 124 170 1048 21

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900


Frpb, ped/bikes 0.99 1.00 1.00 1.00 1.00 1.00

Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00

Frt 0.93 0.90 1.00 0.98 1.00 1.00

Flt Protected 0.98 0.99 0.95 1.00 0.95 1.00

Satd. Flow (prot) 1681 1658 1770 3476 1770 3529

Flt Permitted 0.87 0.92 0.19 1.00 0.12 1.00

Satd. Flow (perm) 1497 1548 355 3476 231 3529


Adj. Flow (vph) 18 2 23 48 3 138 18 1200 135 185 1139 23










Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0


Lane Grp Cap (vph) 403 416 181 1551 286 1865

v/s Ratio Prot 0.00 c0.38 c0.06 0.33

v/s Ratio Perm 0.02 c0.06 0.04 0.33




Delay (s) 17.5 19.1 9.9 20.4 15.7 11.1

Level of Service B B A C B B

Approach Delay (s) 17.5 19.1 20.2 11.8









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HCM Signalized Intersection Capacity Analysis2: Barcelona Rd & Coors Blvd Buildout PM


Lane Configurations

Volume (vph) 11 3 27 59 4 141 32 1085 67 125 1084 32

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900


Frpb, ped/bikes 0.99 1.00 1.00 1.00 1.00 1.00

Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00

Frt 0.91 0.91 1.00 0.99 1.00 1.00

Flt Protected 0.99 0.99 0.95 1.00 0.95 1.00

Satd. Flow (prot) 1660 1664 1770 3503 1770 3524

Flt Permitted 0.92 0.91 0.15 1.00 0.14 1.00

Satd. Flow (perm) 1545 1533 283 3503 268 3524


Adj. Flow (vph) 12 3 29 64 4 153 35 1179 73 136 1178 35










Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0


Lane Grp Cap (vph) 473 469 170 1548 214 1647

v/s Ratio Prot 0.01 c0.36 c0.03 0.34

v/s Ratio Perm 0.02 c0.07 0.09 0.30




Delay (s) 14.8 16.7 10.5 17.5 16.5 14.6

Level of Service B B B B B B

Approach Delay (s) 14.8 16.7 17.3 14.8








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