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$: PARISH OF ASCENSION OFFICE OF PLANNING AND DEVELOPMENT€¦ · Neel-Schaffer, Inc. LA\Ascension\12242\Submittal\Report.docx Baton Rouge, LA. November 5, 2014 Executive Summary The$
PARISH OF ASCENSION OFFICE OF PLANNING AND DEVELOPMENT

PLANNING DEPARTMENT

Planning Commission May 13, 2015 - 6:00 PM

Courthouse East, 2nd Floor, Council Meeting Room Gonzales, Louisiana

AGENDA

1. Call to Order

2. Roll Call of Members

3. Pledge of Allegiance

4. Introduction of Staff

5. Chairman's Comments

6. General Business

7. Minutes

(A) Approval or Denial of the Minutes of the April 8, 2 015 Planning Commission Meeting

(B) Approval or Denial of the Minutes of the April 8, 2 015 Joint Planning and Zoning Commission Meeting

8. Consent Agenda

(A) Affidavit of Mortgage Declaration Tom C. Williams Jr. and Wendy B. Williams Property - Lot 2 This item was pulled from the agenda prior to meeting. Letter of Objection was received from the lending agency.

(B) Affidavit of Mortgage Declaration Morgan Tract (Mark Hebert Property)

(C) Affidavit of Mortgage Declaration She-Lee Place - Lot 53 (Lowell D. Ford)

(D) Affidavit of Mortgage Declaration W. R. Christy Property - Lot 2-B-2-A (Troy M Johnson) This item was pulled from the agenda prior to meeting. Letter was received from lending agency.

(E) Affidavit of Mortgage Declaration William and Charlotte Stafford Property - Lot 10-A-2

(F) Affidavit of Mortgage Declaration Jimmie Hebert Property - Lot A-1-B (Robert and Lynette Starkey); Lot A-2 & A-1-A-1 (Steve Hebert); Lot A-5 (Dwayne D Hebert)

9. Public Hearing to Approve or Deny the Following F amily Partition:

(A) Gary J and Monica S Boudreaux Property - Lots B -1-A-1 & B-1-A-2 BEI Surveying, LLC (Council District 6)

(B) Ranette Braud Property - Lots X -1 & X-2 Earles and Associates, LLC (Council District 9)

(C) Lewis E Roussel, Jr Property - Lots Z -1, Z-2 & Z-3 Earles and Associates, LLC (Council District 8)

(D) Gloria D Hidalgo Property - Lots Z, 3 -4-A, 3-4-B & 3-4-C W. J. Cointment Surveyors (Council District 11) This item was pulled from the agenda prior to meeting by the surveyor.

(E) Mary H Delatte Property - Lots 6 -C & 6-D W. J. Cointment Surveyors (Council District 2)

10. Public Hearing to Approve or Deny the Following Preliminary Plats:

(A) Pelican Crossing - 4th, 5th and 6th Phases Quality Engineering & Surveying, LLC (Council District 2)

11. Staff Report

12. Engineering Staff Report

13. Adjourn

Description: Approval or Denial of the Minutes of the April 8, 2015 Planning Commission Meeting

ATTACHMENTS:Name: Description:

Apr_8_2015_PC_Minutes.pdf April 8 2015 Planning Commission Minutes

Description: Approval or Denial of the Minutes of the April 8, 2015 Joint Planning and Zoning Commission Meeting


Apr_8_2015_Jnt_P_Z_Minutes.pdf Apr 8 2015 Jnt Planning and Zoning Comm Minutes

Description: Affidavit of Mortgage Declaration Tom C. Williams Jr. and Wendy B. Williams Property - Lot 2 This item was pulled from the agenda prior to meeting. Letter of Objection was received from the lending agency.


No Attachments Available

Description: Affidavit of Mortgage Declaration Morgan Tract (Mark Hebert Property)


Morgan_Tract.pdf Morgan Tract (Mark Hebert)

Description: Affidavit of Mortgage Declaration She-Lee Place - Lot 53 (Lowell D. Ford)


She-Lee_Place_Lot_53.pdf She-Lee Place Lot 53 (Lowell Ford)

Description: Affidavit of Mortgage Declaration W. R. Christy Property - Lot 2-B-2-A (Troy M Johnson) This item was pulled from the agenda prior to meeting. Letter was received from lending agency.



Description: Affidavit of Mortgage Declaration William and Charlotte Stafford Property - Lot 10-A-2


William_Stafford.pdf William and Charlotte Stafford

Description: Affidavit of Mortgage Declaration Jimmie Hebert Property - Lot A-1-B (Robert and Lynette Starkey); Lot A-2 & A-1-A-1 (Steve Hebert); Lot A-5 (Dwayne D Hebert)


Jimmie_Hebert.pdf Jimmie Hebert Property

Description: Gary J and Monica S Boudreaux Property - Lots B-1-A-1 & B-1-A-2 BEI Surveying, LLC (Council District 6)


Gary_and_Monica_Boudreaux.pdf Gary and Monica Boudreaux

Description: Ranette Braud Property - Lots X-1 & X-2 Earles and Associates, LLC (Council District 9)


Ranette_Braud.pdf Ranette Braud

Description: Lewis E Roussel, Jr Property - Lots Z-1, Z-2 & Z-3 Earles and Associates, LLC (Council District 8)


Lewis_Roussel_Jr.pdf Louis Roussel Jr

Description: Gloria D Hidalgo Property - Lots Z, 3-4-A, 3-4-B & 3-4-C W. J. Cointment Surveyors (Council District 11) This item was pulled from the agenda prior to meeting by the surveyor.



Description: Mary H Delatte Property - Lots 6-C & 6-D W. J. Cointment Surveyors (Council District 2)


Mary_H_Delatte.pdf Mary H Delatte

Description: Pelican Crossing - 4th, 5th and 6th Phases Quality Engineering & Surveying, LLC (Council District 2)


Pelican_Crossing_4th,_5th___6th_Phases.pdf Pelican Crossing 4th, 5th & 6th Phases PRELIM

Pelican_Crossing_TIS_11-5-14.pdf Pelican Crossing 4th, 5th, 6th Phases TIS

Traffic Impact Study

Pelican Crossing Subdivision Ascension Parish

Prepared for:

Quality Engineering & Surveying, LLC 18350 Hwy 42

Port Vincent, LA 70726

November 5, 2014

Neel-Schaffer, Inc. Neel-Schaffer, Inc. Neel-Schaffer, Inc. Neel-Schaffer, Inc.

12021 Bricksome Avenue 314 Audubon Boulevard 3 Sanctuary Blvd 6425 Youree Drive

Baton Rouge, LA 70816 Lafayette, LA 70503 Mandeville, LA 70471 Shreveport, LA 71105

Traffic Impact Study:

Pelican Crossing Subdivision Ascension Parish

Prepared for:

Quality Engineering & Surveying, LLC 18350 Hwy 42

Port Vincent, LA 70726

Conducted by:

Neel-Schaffer, Inc. LA\Ascension\12242\Submittal\Report.docx Baton Rouge, LA. November 5, 2014

Table of Contents

Executive Summary ........................................................................................................................ 1

I Introduction ............................................................................................................................. 1

II Existing Conditions and Traffic Volumes ............................................................................... 4

III Future Conditions .................................................................................................................... 6

IV Analyses .................................................................................................................................. 9

V Conclusions and Recommendations ...................................................................................... 12

Appendix ....................................................................................................................................... 13

24-Hour Tube Counts

Turning Movement Counts

Trip Generation

Turn Lane Warrant Analysis

Intersection Analysis

List of Figures

Figure 1: Vicinity Map.................................................................................................................... 2

Figure 2: Site Plan ........................................................................................................................... 3

Figure 3: Existing Peak Hour Volumes .......................................................................................... 5

Figure 4: Trip Generation Volumes ................................................................................................ 7

Figure 5: Future Build Peak Hour Volumes ................................................................................... 8

List of Tables

Table 1: Trip Generation ................................................................................................................. 6

Table 2: Crash Data ........................................................................................................................ 9

Table 3: Intersection of LA 44 at Pelican Point Parkway ............................................................. 10

Table 4: Intersection of LA 44 at Pelican Crossing Drive ............................................................ 10

Table 5: Intersection of LA 44 at Pelican Crossing Drive – Recommended Geometry ............... 11

Table 6: Intersection of LA 44 at LA 941 / Loosemoore Road .................................................... 11

Neel-Schaffer, Inc. LA\Ascension\12242\Submittal\Report.docx

Baton Rouge, LA. November 5, 2014

Executive Summary

The proposed Pelican Crossing Subdivision (4th, 5th and 6th Filings) will include 365 Single Family

Detached Housing lots and will be located on the east side of LA 44 in Ascension Parish,

Louisiana. The proposed subdivision will directly access LA 44 via Pelican Crossing Drive.

As per the National Cooperative Highway Research Program (NCHRP) Report Number 457

entitled “Evaluating Intersection Improvements”, the intersection of LA 44 at Pelican Crossing

Drive warrants an exclusive right turn lane for the northbound approach on LA 44. As per

LADOTD’s “Traffic Impact Policy for New Access Requests”, for a speed limit of 45 mph the

northbound right turn lane requires 155 feet of deceleration length in addition to a 165 feet taper

length. Upon completion of the development, the westbound approach of this intersection is

anticipated to experience a minor increase in delays during the AM and PM peaks. It is

recommended that an exclusive right turn lane on the westbound approach of Pelican Crossing

Drive be considered. The analysis indicate that with this recommended geometry, the intersection

is anticipated to operate at an acceptable Levels of Service (LOS) during the AM and PM peaks.

However, it should be noted that the proposed development is anticipated to be constructed in three

phases. The exclusive right turn lanes on the LA 44 and Pelican Crossing Drive are not required

for the Pelican Crossing Subdivision 4th filling. The recommended right turn lanes should be

constructed along with the Pelican Crossing Subdivision 5th / 6th filings.

In addition, this development will not have a significant impact on LOS at the intersection of LA

44 at Pelican Point Parkway.

The intersection capacity analysis indicates that the intersection of LA 44 at LA 941 / Loosemoore

Road experiences delays for the eastbound and westbound approaches on LA 941 for both existing

and build conditions during the AM and PM peaks. However, this is a low volume approach and

it doesn’t meet the requirements for the additional intersection traffic control. Therefore no

roadway improvements are recommended at this time for this location.


1

I Introduction

This study is in reference to the proposed Pelican Crossing Subdivision (4th, 5th and 6th Filings)

which is to be located on the east side of LA 44 in Ascension Parish, Louisiana. A vicinity map

of the development is shown in Figure 1.

The proposed development will consist of 365 single-family homes to be constructed in three

phases. The proposed development will directly access LA 44 via Pelican Crossing Drive. A site

plan is shown in Figure 2.

The purpose of this study is to evaluate the impact of the development at the intersections of LA

44 at Pelican Point Parkway, LA 44 at Pelican Crossing Drive and LA 44 at LA 941 / Loosemoore.

Methodology

The analyses performed include the following elements:

Determined existing traffic counts at relevant intersections to the study area from counts

performed by NSI

Determined future generated trips using the ITE Trip Generation Handbook, 9th edition.

Distributed generated trips onto adjacent roadway and intersections for both AM and PM

peak periods.

Determined the capacity and Levels of Service (LOS) of unsignalized intersections using

the “HCM Unsignalized” module of the Synchro Software (Version 8).

Determined the capacity and Levels of Service (LOS) of signalized intersection using the

“HCM Signalized” module of the Synchro Software (Version 8).

Performed Right Turn Lane Warrants Analyses using Figure 2-6 of the National

Cooperative Highway Research Program (NCHRP) Report 457 “Evaluating Intersection

Improvements: An Engineering Study Guide”.


4

II Existing Conditions and Traffic Volumes

LA 44 in the vicinity of the development is a two (2) lane roadway with a posted speed limit of 45

miles per hour (mph). A twenty-four (24) hour count on LA 44 north of Pelican Crossing Drive

indicates that LA 44 currently accommodates approximately 16,500 vehicles per day. These

counts are provided in the Appendix (Section: 24-Hr Tube Counts).

The intersection of LA 44 at Pelican Point Parkway is a three (3) legged signalized intersection

that operates as a volume density intersection. The left turn phase for the northbound approach on

LA 44 consists of protected/permitted operations. The northbound approach consists of one (1)

exclusive left turn lane and one (1) through lane. The southbound approach consists of one (1)

exclusive right turn lane and one (1) through lane. The eastbound approach on Pelican Point

Parkway consists of one (1) shared left / right turn lane.

The intersection of LA 44 at Pelican Crossing Drive is a three (3) legged unsignalized intersection

with stop control for the westbound approach on Pelican Crossing Drive. The westbound approach

consists of one (1) shared left / right turn lane. The northbound approach on LA 44 consists of

one (1) shared through/right lane. The southbound approach consists of one (1) exclusive left turn

lane and one (1) through lane.

The intersection of LA 44 at LA 941 / Loosemoore Road is a four (4) legged unsignalized

intersection with a stop control for the eastbound approach on Loosemoore Road and westbound

approach on LA 941. All approaches of this intersection consists of one (1) shared

left/through/right lane.

The turning movement counts at the intersection of LA 44 and Pelican Crossing Drive were

collected by NSI personnel on Wednesday October 1, 2014. The turning movement counts for the

intersections of LA 44 and Pelican Point Parkway and LA 44 and LA 941 / Loosemoore Road

were provided by Urban System, Inc. These counts were collected on Tuesday December 18,

2012. For this project, the through movement counts along LA 44 at the intersections of LA 44 at

Pelican Point Parkway and LA 44 at LA 941 / Loosemoore Road were obtained from the

intersection counts at the intersection of LA 44 at Pelican Crossing Drive. The volumes are shown

in Figure 3 and are also provided in the Appendix (Section: Turning Movement Counts).

PELICAN CROSSINGS SUBDIVISION TIS

FIGURE 3: EXISTING PEAK HOUR VOLUMES

12 (63)

689 (738)

12 (44)

18 (10)

0 (1)

29 (43)

(39) 24

(733) 580

(16) 1

(10) 10

(3) 4

(24) 26

LA 941

PELICAN POINT PKWY

AM (PM)

ASCENSION PARISH

LA

44

LA

44

PELICAN CROSSING DR

10 (60)

707 (698)

2 (5)

66 (36)

(752) 539

683 (602)

(668) 418

26 (101)

(29) 12

(20) 15

(95) 126

(11) 5

*

*

*

*

* THROUGH MOVEMENT COUNTS OBTAINED FROM PELICAN CROSSING DR INTERSECTION COUNTS

PAGE 5


6

III Future Conditions

Additional traffic generated by this development was determined using the Institute of

Transportation Engineers (ITE) Trip Generation Manual, 9th edition. The additional traffic

generated was determined using the land use for 365 Single Family Detached Housing dwelling

units. A summary of the AM and PM peak generated trips is shown in Table 1.

Table 1: Trip Generation

Land Use AM Peak

Entering

AM Peak

Exiting

PM Peak

Entering

PM Peak

Exiting

Single Family Detached

Housing 66 199 212 125

These generated traffic volumes were distributed onto LA 44 based on existing traffic patterns.

The AM and PM peak distribution of the generated volumes are shown in Figure 4.

By adding the generated traffic from the proposed development to the existing traffic volumes on

LA 44, existing plus generated turning volumes were estimated. These existing and generated

turning movement counts are shown in Figure 5.

10%

FIGURE 4: TRIP GENERATION VOLUMES

AM (PM)

ASCENSION PARISH

90%


59 (191)

(113) 179

LA 941

PELICAN POINT PKWY

LA

44

LA

44

PELICAN CROSSING DR

59 (191)

20 (12)

179 (113)

20 (12)

(21) 7

(21) 7

PAGE 7

FIGURE 5: FUTURE PEAK HOUR VOLUMES

AM (PM)

ASCENSION PARISH


12 (63)

748 (929)

12 (44)

18 (10)

0 (1)

29 (43)

(39) 24

(846) 759

(16) 1

(10) 10

(3) 4

(24) 26

LA 941

PELICAN POINT PKWY

LA

44

LA

44

PELICAN CROSSING DR

69 (251)

707 (698)

22 (17)

245 (149)

(752) 539

703 (614)

(689) 425

26 (101)

(29) 12

(20) 15

(95) 126

(32) 12

PAGE 8


9

IV Analyses

Turn Lane Analysis

By using existing plus generated traffic volumes for the development, right turn-lane warrant

analyses were performed for the intersection of LA 44 at Pelican Crossing Drive. The turn-lane

warrant analyses were performed using National Cooperative Highway Research Program

(NCHRP) Report Number 457 entitled “Evaluating Intersection Improvements”. The analyses

indicated that the generated volume warrants an exclusive right turn lane for the northbound

approach on LA 44. As per LADOTD’s “Traffic Impact Policy for New Access Requests”, the

desirable deceleration length for a right turn lane on a roadway with a posted speed of 45 mph is

155’ in addition to a 165’ taper length. Detailed turn-lane analyses for the generated volumes are

provided in the Appendix (Section: Turn Lane Warrant Analysis).

Crash Analyses

The historic crash data on LA 44 within 1000 feet from of Pelican Crossing Drive was obtained

from LADOTD. The summary of the three (3) years crash data is shown in Table 2 and the details

are provided in the Appendix (Section: Crash Data). An average of four (4) crash per year was

observed at this location. Majority of crashes at this intersection were observed to be rear-end

collisions.

Table 2: Crash Data

Type of

Crash

Year

2011 2012 2013

Rear End 3 0 3

Right Angle 0 0 1

Other 2 2 0

Total 5 2 4

CONFIDENTIAL INFORMATION - This document and the information contained herein is prepared solely for the

purpose of identifying, evaluating and planning safety improvements on public roads which may be implemented

utilizing federal aid highway funds; and is therefore exempt from discovery or admission into evidence pursuant to

23 U.S.C. 409.

Signalized Intersection Analysis

By using traffic volumes for existing and full build out of the development, signalized intersection

analyses were performed for the intersection of LA 44 at Pelican Point Parkway during the AM

and PM peaks. The signalized intersection analyses were performed using the “HCM 2000

Signalized” module of the Synchro Software (Version 8).


10

LA 44 at Pelican Point Parkway

The LOS analyses for this intersection during the AM and PM peaks upon completion of the

development are presented in Table 3. These analyses are presented in the Appendix (Section:

Intersection Analysis).

Table 3: Intersection of LA 44 at Pelican Point Parkway

Hour Scenario NB

LOS / Delay

SB

LOS / Delay

WB

LOS / Delay

Overall LOS / Delay

AM Peak Existing A / 4.7 B / 14.0 C / 28.2 B / 12.5

Build A / 4.7 B / 14.3 C / 29.9 B / 12.8

PM Peak Existing A / 5.2 B / 10.2 C / 32.3 A / 9.6

Build A / 5.3 B / 10.4 C / 33.4 A / 9.8

Delay – seconds/vehicle

These analyses indicate that this development will not have a significant impact on this intersection

during the AM and PM peaks.

Unsignalized Intersection Analysis

By using traffic volumes for existing and full build out of the development, unsignalized

intersection analyses were performed for the intersections of LA 44 at Pelican Crossing Drive and

LA 44 at LA 941 / Loosemoore Road during the AM and PM peaks. The unsignalized intersection

analyses were performed using the “HCM 2000 unsignalized” module of the Synchro Software

(Version 8).

LA 44 at Pelican Crossing Drive

The intersection of LA 44 at Pelican Crossing Drive was analyzed as an unsignalized three (3)

legged intersection with stop control for the westbound approach on Pelican Crossing Drive. The

westbound approach consists of one (1) shared left / right turn lane. The northbound approach on

LA 44 consists of one (1) through land and one (1) exclusive right lane. The southbound approach

consists of one (1) exclusive left turn lane and one (1) through lane.

The LOS analyses for this intersection during the AM and PM peaks upon completion of the

development are presented in Table 4. These analyses are presented in the Appendix (Section:

Intersection Analysis).

Table 4: Intersection of LA 44 at Pelican Crossing Drive

Hour Scenario SBL

LOS / Delay

WB

LOS / Delay

AM Peak Existing A / 8.7 B / 12.9

Build A / 9.0 C / 20.8

PM Peak Existing B / 10.2 C / 15.9

Build B / 12.6 D / 26.2



11

These analyses indicate that for both AM and PM peaks, this development will have minor impacts

on the westbound approach for this intersection on Pelican Crossing Drive. It is recommend that

an exclusive right turn lane for the westbound approach be considered.

The LOS analyses for the recommended intersection geometry during the AM and PM peaks are

presented in Table 5. These analyses are presented in the Appendix (Section: Intersection

Analysis).

Table 5: Intersection of LA 44 at Pelican Crossing Drive – Recommended Geometry

Hour Scenario SBL

LOS / Delay

WB

LOS / Delay

AM Peak Build A / 9.0 C / 17.9

PM Peak Build B / 12.6 C / 21.1


These analyses indicate that with the recommended turn lanes, the intersection will operate at an

acceptable LOS during the AM and PM peaks. It should be noted that the proposed development

is anticipated to be constructed in three (3) phases. The exclusive right turn lanes on the LA 44

and Pelican Crossing Drive are not required for the Pelican Crossing Subdivision 4th filling. The

recommended right turn lanes should be constructed along with the Pelican Crossing Subdivision

5th / 6th filings.

LA 44 at LA 941 / Loosemoore Road

The LOS analyses for the recommended intersection geometry during the AM and PM peaks are

presented in Table 6. These analyses are presented in the Appendix (Section: Intersection

Analysis).

Table 6: Intersection of LA 44 at LA 941 / Loosemoore Road

Hour Scenario WB

LOS / Delay

WB

LOS / Delay

NB

LOS / Delay

SB

LOS / Delay

AM Peak Existing E / 44.6 D / 27.6 A / 0.0 A / 0.4

Build F / 78.3 E / 43.2 A / 0.0 A / 0.4

PM Peak Existing F / 115.5 D / 34.2 A / 0.6 A / 2.2

Build F / 301.3 F / 62.1 A / 0.7 A / 2.8


These analyses indicate that during the AM and PM peaks the eastbound and westbound

approaches on LA 941 experiences delays for both existing and future conditions. However, this

is a low volume approach and it doesn’t meet the requirements for the additional intersection traffic

control. Therefore no roadway improvements are recommended at this time for this location.


12

V Conclusions and Recommendations

As per the National Cooperative Highway Research Program (NCHRP) Report Number 457

entitled “Evaluating Intersection Improvements”, the intersection of LA 44 at Pelican Crossing

Drive warrants an exclusive right turn lane for the northbound approach on LA 44. As per

LADOTD’s “Traffic Impact Policy for New Access Requests”, for a speed limit of 45 mph the

northbound right turn lane requires 155 feet of deceleration length in addition to a 165 feet taper

length. Upon completion of the development, the westbound approach of this intersection is

anticipated to experience a minor increase in delays during the AM and PM peaks. It is

recommended that an exclusive right turn lane on the westbound approach of Pelican Crossing

Drive be considered. The analysis indicate that with this recommended geometry, the intersection

is anticipated to operate at an acceptable Levels of Service (LOS) during the AM and PM peaks.

However, it should be noted that the proposed development is anticipated to be constructed in three

phases. The exclusive right turn lanes on the LA 44 and Pelican Crossing Drive are not required

for the Pelican Crossing Subdivision 4th filling. The recommended right turn lanes should be

constructed along with the Pelican Crossing Subdivision 5th / 6th filings.

In addition, this development will not have a significant impact on LOS at the intersection of LA

44 at Pelican Point Parkway.

The intersection capacity analysis indicates that the intersection of LA 44 at LA 941 / Loosemoore

Road experiences delays for the eastbound and westbound approaches on LA 941 for both existing

and build conditions during the AM and PM peaks. However, this is a low volume approach and

it doesn’t meet the requirements for the additional intersection traffic control. Therefore no

roadway improvements are recommended at this time for this location.

APPENDIX

24-Hour Tube Counts

Page 1

Site Code: 12242

Station ID: LA 44, North of Pelican Crossing Dr

Latitude: 0' 0.0000 Undefined

Neel-Schaffer, Inc.12021 Bricksome Ave, Baton Rouge, LA 70816

Start 01-Oct-14 Northbound Hour Totals Southbound Hour Totals Combined TotalsTime Wed Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon

12:00 8 105 7 10712:15 7 99 8 11712:30 10 94 6 9612:45 4 98 29 396 9 112 30 432 59 82801:00 2 93 10 10901:15 13 77 5 10901:30 0 87 5 7801:45 4 92 19 349 7 103 27 399 46 74802:00 0 96 3 10502:15 2 91 4 9402:30 2 96 2 10602:45 7 95 11 378 8 119 17 424 28 80203:00 2 129 6 14303:15 7 122 5 11803:30 14 121 19 13603:45 15 143 38 515 27 160 57 557 95 107204:00 19 146 23 14704:15 39 184 33 16604:30 26 197 36 15204:45 36 247 120 774 86 166 178 631 298 140505:00 48 193 102 19205:15 32 173 189 21805:30 58 157 250 19605:45 69 206 207 729 235 170 776 776 983 150506:00 82 171 230 18006:15 103 124 223 14106:30 133 106 216 14206:45 158 98 476 499 155 120 824 583 1300 108207:00 213 73 127 12407:15 192 90 110 12507:30 137 65 119 13507:45 127 43 669 271 118 118 474 502 1143 77308:00 133 49 107 10008:15 118 40 77 8308:30 89 48 88 7808:45 91 66 431 203 94 78 366 339 797 54209:00 74 51 84 5609:15 72 48 68 6109:30 109 25 93 5109:45 105 24 360 148 84 41 329 209 689 35710:00 90 22 97 4610:15 90 12 83 3410:30 119 11 77 3010:45 111 11 410 56 96 28 353 138 763 19411:00 116 8 93 2011:15 119 5 109 1011:30 119 11 96 1311:45 103 8 457 32 97 19 395 62 852 94Total 3227 4350 3826 5052 7053 9402

Percent 42.6% 57.4% 43.1% 56.9% 42.9% 57.1%Total 3227 4350 3826 5052 7053 9402

Percent 42.6% 57.4% 43.1% 56.9% 42.9% 57.1%

ADT ADT 16,455 AADT 16,455

Turning Movement Counts

File Name : Pelican CrossingSite Code : 00000000Start Date : 10/1/2014Page No : 1

Groups Printed- Unshifted - Bank 1LA 44

SouthboundPELICAN CROSSING DR

WestboundLA 44

NorthboundPELICAN CROSSING DR

Eastbound

Start Time Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Left Thru Right App. Total Int. Total

05:15 AM 2 185 0 187 4 0 3 7 0 33 0 33 0 0 0 0 22705:30 AM 0 245 0 245 0 0 7 7 0 49 0 49 0 0 0 0 30105:45 AM 0 231 0 231 1 0 6 7 0 58 3 61 0 0 0 0 299

Total 2 661 0 663 5 0 16 21 0 140 3 143 0 0 0 0 827

06:00 AM 2 232 0 234 3 0 6 9 0 79 0 79 0 0 0 0 32206:15 AM 0 219 0 219 0 0 8 8 0 95 1 96 0 0 0 0 32306:30 AM 0 216 0 216 2 0 23 25 0 109 2 111 0 0 0 0 35206:45 AM 3 157 0 160 0 0 17 17 0 139 0 139 0 0 0 0 316

Total 5 824 0 829 5 0 54 59 0 422 3 425 0 0 0 0 1313

07:00 AM 7 115 0 122 0 0 18 18 0 196 2 198 0 0 0 0 33807:15 AM 5 106 0 111 5 0 20 25 0 163 0 163 0 0 0 0 29907:30 AM 4 106 0 110 0 0 12 12 0 124 3 127 0 0 0 0 24907:45 AM 4 113 0 117 2 0 11 13 0 117 5 122 0 0 0 0 252

Total 20 440 0 460 7 0 61 68 0 600 10 610 0 0 0 0 1138

08:00 AM 6 99 0 105 3 0 13 16 0 114 1 115 0 0 0 0 236*** BREAK ***

Total 6 99 0 105 3 0 13 16 0 114 1 115 0 0 0 0 236

*** BREAK ***

03:00 PM 8 128 0 136 2 0 7 9 0 127 3 130 0 0 0 0 27503:15 PM 5 112 0 117 1 0 5 6 0 115 2 117 0 0 0 0 24003:30 PM 9 126 0 135 1 0 5 6 0 116 3 119 0 0 0 0 26003:45 PM 9 147 0 156 1 0 6 7 0 132 4 136 0 0 0 0 299

Total 31 513 0 544 5 0 23 28 0 490 12 502 0 0 0 0 1074

04:00 PM 11 139 0 150 0 0 4 4 0 149 4 153 0 0 0 0 30704:15 PM 13 150 0 163 1 0 8 9 0 169 4 173 0 0 0 0 34504:30 PM 9 152 0 161 1 0 5 6 0 198 0 198 0 0 0 0 36504:45 PM 13 145 0 158 3 0 11 14 0 240 0 240 0 0 0 0 412

Total 46 586 0 632 5 0 28 33 0 756 8 764 0 0 0 0 1429

05:00 PM 10 177 0 187 1 0 4 5 0 199 3 202 0 0 0 0 39405:15 PM 17 194 0 211 1 0 10 11 0 159 2 161 0 0 0 0 38305:30 PM 20 182 0 202 0 0 11 11 0 154 6 160 0 0 0 0 373

Grand Total 157 3676 0 3833 32 0 220 252 0 3034 48 3082 0 0 0 0 7167Apprch % 4.1 95.9 0 12.7 0 87.3 0 98.4 1.6 0 0 0

Total % 2.2 51.3 0 53.5 0.4 0 3.1 3.5 0 42.3 0.7 43 0 0 0 0Unshifted 157 3676 0 3833 32 0 220 252 0 3034 48 3082 0 0 0 0 7167

% Unshifted 100 100 0 100 100 0 100 100 0 100 100 100 0 0 0 0 100Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

% Bank 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Neel-Schaffer, Inc.12021 Bricksome Ave

Baton Rouge, LA 70816


LA 44 Southbound

PELICAN CROSSING DR Westbound

LA 44 Northbound

PELICAN CROSSING DR Eastbound


Peak Hour Analysis From 05:15 AM to 11:45 AM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 06:15 AM

06:15 AM 0 219 0 219 0 0 8 8 0 95 1 96 0 0 0 0 32306:30 AM 0 216 0 216 2 0 23 25 0 109 2 111 0 0 0 0 35206:45 AM 3 157 0 160 0 0 17 17 0 139 0 139 0 0 0 0 31607:00 AM 7 115 0 122 0 0 18 18 0 196 2 198 0 0 0 0 338

Total Volume 10 707 0 717 2 0 66 68 0 539 5 544 0 0 0 0 1329% App. Total 1.4 98.6 0 2.9 0 97.1 0 99.1 0.9 0 0 0

PHF .357 .807 .000 .818 .250 .000 .717 .680 .000 .688 .625 .687 .000 .000 .000 .000 .944

LA 44

PE

LIC

AN

CR

OS

SIN

G D

R

PE

LIC

AN

CR

OS

SIN

G D

R

LA 44

Right0

Thru707

Left10

InOut Total605 717 1322

Rig

ht

66

T

hru0

L

eft2

Ou

tT

ota

lIn

15

6

8

83

Left0

Thru539

Right5

Out TotalIn709 544 1253

Le

ft0

T

hru

0

Rig

ht0

To

tal

Ou

tIn

0

0

0

Peak Hour Begins at 06:15 AM UnshiftedBank 1

Peak Hour Data

North




LA 44 Southbound

PELICAN CROSSING DR Westbound

LA 44 Northbound

PELICAN CROSSING DR Eastbound


Peak Hour Analysis From 12:00 PM to 05:30 PM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 04:45 PM

04:45 PM 13 145 0 158 3 0 11 14 0 240 0 240 0 0 0 0 41205:00 PM 10 177 0 187 1 0 4 5 0 199 3 202 0 0 0 0 39405:15 PM 17 194 0 211 1 0 10 11 0 159 2 161 0 0 0 0 38305:30 PM 20 182 0 202 0 0 11 11 0 154 6 160 0 0 0 0 373

Total Volume 60 698 0 758 5 0 36 41 0 752 11 763 0 0 0 0 1562% App. Total 7.9 92.1 0 12.2 0 87.8 0 98.6 1.4 0 0 0

PHF .750 .899 .000 .898 .417 .000 .818 .732 .000 .783 .458 .795 .000 .000 .000 .000 .948

LA 44

PE

LIC

AN

CR

OS

SIN

G D

R

PE

LIC

AN

CR

OS

SIN

G D

R

LA 44

Right0

Thru698

Left60

InOut Total788 758 1546

Rig

ht

36

T

hru0

L

eft5

Ou

tT

ota

lIn

71

4

1

11

2

Left0

Thru752

Right11

Out TotalIn703 763 1466

Le

ft0

T

hru

0

Rig

ht0

To

tal

Ou

tIn

0

0

0

Peak Hour Begins at 04:45 PM UnshiftedBank 1

Peak Hour Data

North



Start Time Right Thru Left U-Turn Right Thru Left U-Turn Right Thru Left U-Turn Right Thru Left U-Turn Hourly Total5:00 PM 13 182 21 0 20 0 2 0 11 226 2 0 0 0 4 0 17635:15 PM 7 177 14 0 6 0 3 0 9 203 4 0 2 2 4 0

5:30 PM 16 174 14 0 10 1 4 0 12 205 5 0 3 0 7 0

5:45 PM 8 182 14 0 7 0 1 0 7 161 5 0 5 1 9 0

6:00 AM 4 149 2 0 5 0 4 0 0 97 0 0 2 1 6 0 12706:15 AM 1 154 2 0 6 0 2 0 3 114 0 0 2 1 8 0

6:30 AM 3 186 5 0 10 0 8 0 6 134 1 0 3 1 8 0

6:45 AM 4 137 3 0 8 0 4 0 15 163 0 0 3 1 4 0

AM Totals 12 626 12 0 29 0 18 0 24 508 1 0 10 4 26 0PM Totals 44 715 63 0 43 1 10 0 39 795 16 0 10 3 24 0

Study Name LA 44 and LA 941

Start Date 12/18/2012

Start Time 5:00 PM

Southbound Westbound Northbound EastboundSouthbound Street Westbound Street Northbound Street Eastbound Street

Start Time Right Thru Left U-Turn Right Thru Left U-Turn Right Thru Left U-Turn Right Thru Left U-Turn Hourly Total

5:00 PM 25 147 0 0 0 0 0 0 0 212 9 0 4 0 25 0 15525:15 PM 23 146 0 0 0 0 0 0 0 189 10 0 2 0 25 1

5:30 PM 19 156 0 0 0 0 0 0 0 176 4 0 9 0 35 0

5:45 PM 34 122 0 0 0 0 0 0 0 158 6 0 5 0 10 0

6:00 AM 8 144 0 0 0 0 0 0 0 65 1 0 2 0 20 0 11486:15 AM 5 152 0 0 0 0 0 0 0 83 5 0 1 0 26 0

6:30 AM 4 190 0 0 0 0 0 0 0 96 4 0 7 0 32 0

6:45 AM 9 133 0 0 0 0 0 0 0 106 2 0 5 0 48 0

AM Totals 26 619 0 0 0 0 0 0 0 350 12 0 15 0 126 0PM Totals 101 571 0 0 0 0 0 0 0 735 29 0 20 0 95 1

Study Name LA 44 and Pelican Point

Start Date 12/18/2012

Start Time 5:00 PM

Southbound Westbound Northbound EastboundSouthbound Street Westbound Street Northbound Street Eastbound Street

Trip Generation

Trip Generation Summary - Alternative 1

Project:

Alternative:

Open Date:

Analysis Date:

Pelican Crossing

Alternative 1

10/29/2014

10/29/2014

ITE Land Use Enter Exit Enter Exit

Average Daily Trips

Enter Exit TotalTotal Total

AM Peak Hour ofAdjacent Street Traffic

PM Peak Hour ofAdjacent Street Traffic

210 Pelican Crossing

365 Dwelling Units

33712521226519966345617281728

Unadjusted Volume 0 0 0 0 0 0 0 0 0

Internal Capture Trips 0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0

0 0 0 0 0 0 0 0 0

Pass-By Trips

Volume Added to Adjacent Streets

Total AM Peak Hour Internal Capture = 0 Percent

Total PM Peak Hour Internal Capture = 0 Percent

1TRIP GENERATION 2014, TRAFFICWARE, LLCSource: Institute of Transportation Engineers, Trip Generation Manual 9th Edition, 2012

Detailed Land Use Data

Project:

Phase:

Description:

Open Date:

Analysis Date:

Pelican Crossing

Phase 1

Traffic Impact Study

10/29/2014

10/29/2014

For 365 Dwelling Units of Pelican Crossing

( 210 ) Single-Family Detached Housing

Day / Period RateAvg

RateMin

RateMax

DevStd

TripsPass-By

SizeAvg

Enter Exit% %

Eq.Use

Equation R2TripsTotal

Weekday Average Daily Trips 9.52 4.31 3.721.85 198 50 50 True Ln(T) = 0.92 Ln(X) + 2.72 0.953456 0

Weekday AM Peak Hour of Adjacent Street Traffic 0.75 0.33 0.92.27 194 25 75 True T = 0.70(X) + 9.74 0.89265 0

Weekday PM Peak Hour of Adjacent Street Traffic 1 0.42 1.052.98 207 63 37 True Ln(T) = 0.90 Ln(X) + 0.51 0.91337 0

1TRIP GENERATION 2013, TRAFFICWARE, LLCSource: Institute of Transportation Engineers, Trip Generation Manual 9th Edition, 2012

Turn Lane Warrant Analysis

Pelican Crossings SubdivisionLA 44 at Pelican Crossings Dr

NBR - Existing AM Peak

Figure 2 - 6. Guideline for determining the need for a major-road right-turn bay at a two-way stop-controlled intersection.

INPUT

Value455395

OUTPUTValue

38

right-turn bay for a 2-lane roadway:Do NOT add right-turn bay.

Roadway geometry:

Variable

Variable

Guidance for determining the need for a major-road

Major-road speed, mph:Major-road volume (one direction), veh/h:Right-turn volume, veh/h:

Limiting right-turn volume, veh/h:

0

20

40

60

80

100

120

140

200 400 600 800 1000 1200 1400 1600

Rig

ht-

Tu

rn V

olu

me,

veh

/h

Major-Road Volume (one direction), veh/h

Add right - turn bay

2-lane roadw ay


NBR - Existing PM Peak


INPUT

Value4575211

OUTPUTValue

20

right-turn bay for a 2-lane roadway:

VariableLimiting right-turn volume, veh/h:Guidance for determining the need for a major-road

Do NOT add right-turn bay.

Roadway geometry:

VariableMajor-road speed, mph:Major-road volume (one direction), veh/h:Right-turn volume, veh/h:

0

20

40

60

80

100

120

140

200 400 600 800 1000 1200 1400 1600

Rig

ht-

Tu

rn V

olu

me,

veh

/h



2-lane roadw ay


NBR - Future AM Peak


INPUT

Value4555112

OUTPUTValue

36



Do NOT add right-turn bay.

Roadway geometry:


0

20

40

60

80

100

120

140

200 400 600 800 1000 1200 1400 1600

Rig

ht-

Tu

rn V

olu

me,

veh

/h



2-lane roadw ay


NBR - Future PM Peak


INPUT

Value4578432

OUTPUTValue

19



Add right-turn bay.

Roadway geometry:


0

20

40

60

80

100

120

140

200 400 600 800 1000 1200 1400 1600

Rig

ht-

Tu

rn V

olu

me,

veh

/h



2-lane roadw ay

Crash Data

LADOTD Crash List

Control-Section 265-01 between logmiles 1.973 and 2.353

2011-01-01 to 2013-12-31

Csect Log Mile Route Mile Point tot acc pdo acc fat acc inj acc num fat num inj crash date most harm evt manner coll type acc surf cond crash num par ish hour int iv agy dir trav move prior

265-01 2.34 44 10.56 1 0 0 1 0 1 2/1/2011 MV in Trans Rear End Coll wt veh dry 20110003078- 3 6 0 A SS BB

265-01 2.12 44 10.78 1 1 0 0 0 0 3/21/2011 MV in Trans Rear End Coll wt veh dry 110323081432784- 3 14 1 C SS BA

265-01 2.04 44 10.86 1 0 0 1 0 2 4/22/2011 Util Pole/Light Sup Rear End Run off rd dry 20110020763- 3 14 0 A S G

265-01 2.13 44 10.77 1 1 0 0 0 0 7/18/2011 Util Pole/Light Sup Non Coll Run off rd wet 110719102957397- 3 15 0 C W B

265-01 2.02 44 10.88 1 1 0 0 0 0 12/22/2011 Cargo Loss Other Non Col on Rd dry 111222182922625- 3 17 0 C SN BB

Total 2011 5 3 0 2 0 3

265-01 2.34 44 10.56 1 0 0 1 0 1 11/13/2012 Overturned Non Coll Run off rd dry 20120042881- 3 5 0 A S G

265-01 2.12 44 10.78 1 1 0 0 0 0 12/10/2012 Other Fixed Object Non Coll Run off rd dry 121210175505125- 3 17 0 C W G

Total 2012 2 1 0 1 0 1

265-01 2.02 44 10.88 1 0 0 1 0 5 1/21/2013 MV in Trans Rt Angle Coll wt veh dry 20130001319- 3 15 0 A ES WB

265-01 2.23 44 10.67 1 1 0 0 0 0 4/2/2013 MV in Trans Rear End Coll wt veh dry 20130011121- 3 15 0 A SS BA

265-01 2.16 44 10.74 1 1 0 0 0 0 5/6/2013 MV in Trans Rear End Coll wt veh dry 130420085157984- 3 6 0 C SS BA

265-01 1.99 44 10.91 1 1 0 0 0 0 11/4/2013 MV in Trans Rear End Coll wt veh dry 131105213400321- 3 12 0 C NN BA

Total 2013 4 3 0 1 0 5

Grand Total 11 7 0 4 0 9

report generated by ladotdom\cnsh0009 on 10/31/2014 10:01:31 AM

CONFIDENTIAL INFORMATION - This document and the information contained herein is prepared solely for the purpose of identifying, evaluating and planning safety improvements on public roads which may be implemented utilizing

federal aid highway funds; and is therefore exempt from discovery or admission into evidence pursuant to 23 U.S.C. 409. Contact the Traffic Safety Office at (225)379-1871 before releasing any information.

Intersection Analysis

LA 44 at Pelican Point Parkway

HCM Signalized Intersection Capacity Analysis Existing Conditions - AM Peak1: LA 44 & Pelican Point Pkwy Pelican Crossing Subdivision

11/4/2014 Synchro 8 Report

PM Page 1

Movement EBL EBR NBL NBT SBT SBR

Lane Configurations

Volume (vph) 126 15 12 418 683 26

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900

Total Lost time (s) 5.0 7.0 7.0 7.0 5.0

Lane Util. Factor 1.00 1.00 1.00 1.00 1.00

Frt 0.99 1.00 1.00 1.00 0.85

Flt Protected 0.96 0.95 1.00 1.00 1.00

Satd. Flow (prot) 1757 1770 1863 1863 1583

Flt Permitted 0.96 0.19 1.00 1.00 1.00

Satd. Flow (perm) 1757 358 1863 1863 1583

Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94

Adj. Flow (vph) 134 16 13 445 727 28

RTOR Reduction (vph) 7 0 0 0 0 10

Lane Group Flow (vph) 143 0 13 445 727 18

Turn Type Prot pm+pt NA NA pm+ov

Protected Phases 8 1 6 2 8

Permitted Phases 6 2

Actuated Green, G (s) 6.8 36.0 36.0 28.4 35.2

Effective Green, g (s) 6.8 36.0 36.0 28.4 35.2

Actuated g/C Ratio 0.12 0.66 0.66 0.52 0.64

Clearance Time (s) 5.0 7.0 7.0 7.0 5.0

Vehicle Extension (s) 2.0 2.0 5.0 5.0 2.0

Lane Grp Cap (vph) 218 250 1223 965 1016

v/s Ratio Prot c0.08 0.00 c0.24 c0.39 0.00

v/s Ratio Perm 0.03 0.01

v/c Ratio 0.66 0.05 0.36 0.75 0.02

Uniform Delay, d1 22.9 6.2 4.2 10.4 3.5

Progression Factor 1.00 1.00 1.00 1.00 1.00

Incremental Delay, d2 5.3 0.0 0.4 4.0 0.0

Delay (s) 28.2 6.3 4.6 14.4 3.5

Level of Service C A A B A

Approach Delay (s) 28.2 4.7 14.0

Approach LOS C A B

Intersection Summary

HCM 2000 Control Delay 12.5 HCM 2000 Level of Service B

HCM 2000 Volume to Capacity ratio 0.77

Actuated Cycle Length (s) 54.8 Sum of lost time (s) 19.0

Intersection Capacity Utilization 53.8% ICU Level of Service A

Analysis Period (min) 15

c Critical Lane Group

HCM Signalized Intersection Capacity Analysis Future Conditions - AM Peak1: LA 44 & Pelican Point Pkwy Pelican Crossing Subdivision


PM Page 1


Lane Configurations

Volume (vph) 126 15 12 425 703 26

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900

Total Lost time (s) 5.0 7.0 7.0 7.0 5.0

Lane Util. Factor 1.00 1.00 1.00 1.00 1.00

Frt 0.99 1.00 1.00 1.00 0.85

Flt Protected 0.96 0.95 1.00 1.00 1.00

Satd. Flow (prot) 1757 1770 1863 1863 1583

Flt Permitted 0.96 0.18 1.00 1.00 1.00

Satd. Flow (perm) 1757 343 1863 1863 1583


Adj. Flow (vph) 134 16 13 452 748 28









Clearance Time (s) 5.0 7.0 7.0 7.0 5.0


Lane Grp Cap (vph) 213 245 1236 979 1025

v/s Ratio Prot c0.08 0.00 c0.24 c0.40 0.00


v/c Ratio 0.67 0.05 0.37 0.76 0.02

Uniform Delay, d1 23.5 6.4 4.2 10.5 3.5



Delay (s) 29.9 6.5 4.6 14.7 3.5



Approach LOS C A B


HCM 2000 Control Delay 12.8 HCM 2000 Level of Service B






HCM Signalized Intersection Capacity Analysis Existing Conditions - PM Peak1: LA 44 & Pelican Point Pkwy Pelican Crossing Subdivision


PM Page 1


Lane Configurations

Volume (vph) 95 20 29 668 602 101

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900

Total Lost time (s) 5.0 7.0 7.0 7.0 5.0

Lane Util. Factor 1.00 1.00 1.00 1.00 1.00

Frt 0.98 1.00 1.00 1.00 0.85

Flt Protected 0.96 0.95 1.00 1.00 1.00

Satd. Flow (prot) 1747 1770 1863 1863 1583

Flt Permitted 0.96 0.26 1.00 1.00 1.00

Satd. Flow (perm) 1747 475 1863 1863 1583


Adj. Flow (vph) 100 21 31 703 634 106









Clearance Time (s) 5.0 7.0 7.0 7.0 5.0


Lane Grp Cap (vph) 158 352 1263 969 966

v/s Ratio Prot c0.06 0.00 c0.38 c0.34 0.01


v/c Ratio 0.69 0.09 0.56 0.65 0.07

Uniform Delay, d1 22.9 4.6 4.3 9.1 4.1



Delay (s) 32.3 4.6 5.2 11.2 4.1



Approach LOS C A B


HCM 2000 Control Delay 9.6 HCM 2000 Level of Service A






HCM Signalized Intersection Capacity Analysis Future Conditions - PM Peak1: LA 44 & Pelican Point Pkwy Pelican Crossing Subdivision


PM Page 1


Lane Configurations

Volume (vph) 95 20 29 689 614 101

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900

Total Lost time (s) 5.0 7.0 7.0 7.0 5.0

Lane Util. Factor 1.00 1.00 1.00 1.00 1.00

Frt 0.98 1.00 1.00 1.00 0.85

Flt Protected 0.96 0.95 1.00 1.00 1.00

Satd. Flow (prot) 1747 1770 1863 1863 1583

Flt Permitted 0.96 0.25 1.00 1.00 1.00

Satd. Flow (perm) 1747 463 1863 1863 1583


Adj. Flow (vph) 100 21 31 725 646 106









Clearance Time (s) 5.0 7.0 7.0 7.0 5.0


Lane Grp Cap (vph) 156 347 1268 972 968

v/s Ratio Prot c0.06 0.00 c0.39 c0.35 0.01


v/c Ratio 0.69 0.09 0.57 0.66 0.07

Uniform Delay, d1 23.1 4.7 4.4 9.1 4.1



Delay (s) 33.4 4.7 5.4 11.4 4.1



Approach LOS C A B


HCM 2000 Control Delay 9.8 HCM 2000 Level of Service A






LA 44 at Pelican Crossing Drive

HCM Unsignalized Intersection Capacity Analysis Existing Conditions - AM Peak2: LA 44 & Pelican Crossing Dr Pelican Crossing Subdivision


PM Page 2

Movement WBL WBR NBT NBR SBL SBT

Lane Configurations

Volume (veh/h) 2 66 539 5 10 707

Sign Control Stop Free Free

Grade 0% 0% 0%

Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94

Hourly flow rate (vph) 2 70 573 5 11 752

Pedestrians

Lane Width (ft)

Walking Speed (ft/s)

Percent Blockage

Right turn flare (veh)

Median type TWLTL None

Median storage veh) 2

Upstream signal (ft) 273

pX, platoon unblocked 0.89 0.89 0.89

vC, conflicting volume 1349 576 579

vC1, stage 1 conf vol 576


vCu, unblocked vol 1331 461 464

tC, single (s) 6.4 6.2 4.1

tC, 2 stage (s) 5.4

tF (s) 3.5 3.3 2.2

p0 queue free % 99 87 99

cM capacity (veh/h) 371 534 976

Direction, Lane # WB 1 NB 1 SB 1 SB 2

Volume Total 72 579 11 752

Volume Left 2 0 11 0

Volume Right 70 5 0 0

cSH 527 1700 976 1700

Volume to Capacity 0.14 0.34 0.01 0.44

Queue Length 95th (ft) 12 0 1 0

Control Delay (s) 12.9 0.0 8.7 0.0

Lane LOS B A


Approach LOS B


Average Delay 0.7



HCM Unsignalized Intersection Capacity Analysis Future Conditions - AM Peak2: LA 44 & Pelican Crossing Dr Pelican Crossing Subdivision


PM Page 2


Lane Configurations

Volume (veh/h) 22 245 539 12 69 707


Grade 0% 0% 0%

Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94


Pedestrians

Lane Width (ft)


Percent Blockage










tC, single (s) 6.4 6.2 4.1

tC, 2 stage (s) 5.4

tF (s) 3.5 3.3 2.2



Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2

Volume Total 284 573 13 73 752

Volume Left 23 0 0 73 0

Volume Right 261 0 13 0 0

cSH 507 1700 1700 969 1700

Volume to Capacity 0.56 0.34 0.01 0.08 0.44

Queue Length 95th (ft) 85 0 0 6 0

Control Delay (s) 20.8 0.0 0.0 9.0 0.0

Lane LOS C A


Approach LOS C


Average Delay 3.9

Intersection Capacity Utilization 60.2% ICU Level of Service B


HCM Unsignalized Intersection Capacity Analysis Existing Conditions - PM Peak2: LA 44 & Pelican Crossing Dr Pelican Crossing Subdivision


PM Page 2


Lane Configurations

Volume (veh/h) 5 36 752 11 60 698


Grade 0% 0% 0%

Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95


Pedestrians

Lane Width (ft)


Percent Blockage










tC, single (s) 6.4 6.2 4.1

tC, 2 stage (s) 5.4

tF (s) 3.5 3.3 2.2



Direction, Lane # WB 1 NB 1 SB 1 SB 2




cSH 374 1700 758 1700



Control Delay (s) 15.9 0.0 10.2 0.0

Lane LOS C B


Approach LOS C


Average Delay 0.8



HCM Unsignalized Intersection Capacity Analysis Future Conditions - PM Peak2: LA 44 & Pelican Crossing Dr Pelican Crossing Subdivision


PM Page 2


Lane Configurations

Volume (veh/h) 17 149 752 32 251 698


Grade 0% 0% 0%

Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95


Pedestrians

Lane Width (ft)


Percent Blockage










tC, single (s) 6.4 6.2 4.1

tC, 2 stage (s) 5.4

tF (s) 3.5 3.3 2.2



Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2

Volume Total 175 792 34 264 735

Volume Left 18 0 0 264 0

Volume Right 157 0 34 0 0

cSH 341 1700 1700 739 1700

Volume to Capacity 0.51 0.47 0.02 0.36 0.43

Queue Length 95th (ft) 70 0 0 41 0

Control Delay (s) 26.2 0.0 0.0 12.6 0.0

Lane LOS D B


Approach LOS D


Average Delay 3.9

Intersection Capacity Utilization 73.6% ICU Level of Service D


HCM Unsignalized Intersection Capacity AnalysisFuture Conditions - Recc Geometry - AM Peak2: LA 44 & Pelican Crossing Dr Pelican Crossing Subdivision


PM Page 1


Lane Configurations

Volume (veh/h) 22 245 539 12 69 707


Grade 0% 0% 0%

Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94


Pedestrians

Lane Width (ft)


Percent Blockage










tC, single (s) 6.4 6.2 4.1

tC, 2 stage (s) 5.4

tF (s) 3.5 3.3 2.2



Direction, Lane # WB 1 WB 2 NB 1 NB 2 SB 1 SB 2

Volume Total 23 261 573 13 73 752

Volume Left 23 0 0 0 73 0

Volume Right 0 261 0 13 0 0

cSH 318 536 1700 1700 969 1700

Volume to Capacity 0.07 0.49 0.34 0.01 0.08 0.44

Queue Length 95th (ft) 6 66 0 0 6 0

Control Delay (s) 17.2 17.9 0.0 0.0 9.0 0.0

Lane LOS C C A


Approach LOS C


Average Delay 3.4



HCM Unsignalized Intersection Capacity AnalysisFuture Conditions - Recc Geometry - PM Peak2: LA 44 & Pelican Crossing Dr Pelican Crossing Subdivision


PM Page 1


Lane Configurations

Volume (veh/h) 17 149 752 32 251 698


Grade 0% 0% 0%

Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95


Pedestrians

Lane Width (ft)


Percent Blockage










tC, single (s) 6.4 6.2 4.1

tC, 2 stage (s) 5.4

tF (s) 3.5 3.3 2.2



Direction, Lane # WB 1 WB 2 NB 1 NB 2 SB 1 SB 2

Volume Total 18 157 792 34 264 735

Volume Left 18 0 0 0 264 0

Volume Right 0 157 0 34 0 0

cSH 154 395 1700 1700 739 1700

Volume to Capacity 0.12 0.40 0.47 0.02 0.36 0.43

Queue Length 95th (ft) 10 46 0 0 41 0

Control Delay (s) 31.4 20.0 0.0 0.0 12.6 0.0

Lane LOS D C B


Approach LOS C


Average Delay 3.5

Intersection Capacity Utilization 66.8% ICU Level of Service C


LA 44 at LA 941 / Loosemoore Road

HCM Unsignalized Intersection Capacity Analysis Existing Conditions - AM Peak3: LA 44 & LA 941 Pelican Crossing Subdivision


PM Page 3

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

Lane Configurations

Volume (veh/h) 26 4 10 18 0 29 1 580 24 12 689 12

Sign Control Stop Stop Free Free

Grade 0% 0% 0% 0%

Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94

Hourly flow rate (vph) 28 4 11 19 0 31 1 617 26 13 733 13

Pedestrians

Lane Width (ft)


Percent Blockage


Median type None None

Median storage veh)

Upstream signal (ft)

pX, platoon unblocked

vC, conflicting volume 1428 1410 739 1410 1403 630 746 643

vC1, stage 1 conf vol


vCu, unblocked vol 1428 1410 739 1410 1403 630 746 643

tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1

tC, 2 stage (s)

tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2

p0 queue free % 73 97 97 82 100 94 100 99

cM capacity (veh/h) 104 136 417 109 138 482 862 942

Direction, Lane # EB 1 WB 1 NB 1 SB 1




cSH 132 209 862 942



Control Delay (s) 44.6 27.6 0.0 0.4

Lane LOS E D A A

Approach Delay (s) 44.6 27.6 0.0 0.4

Approach LOS E D


Average Delay 2.4



HCM Unsignalized Intersection Capacity Analysis Future Conditions - AM Peak3: LA 44 & LA 941 Pelican Crossing Subdivision


PM Page 3


Lane Configurations

Volume (veh/h) 26 4 10 18 0 29 1 759 24 12 748 12


Grade 0% 0% 0% 0%

Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1

tC, 2 stage (s)

tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2

p0 queue free % 59 96 97 73 100 92 100 98

cM capacity (veh/h) 68 95 384 72 96 375 817 800





cSH 89 143 817 800



Control Delay (s) 78.3 43.2 0.0 0.4

Lane LOS F E A A

Approach Delay (s) 78.3 43.2 0.0 0.4

Approach LOS F E


Average Delay 3.4



HCM Unsignalized Intersection Capacity Analysis Existing Conditions - PM Peak3: LA 44 & LA 941 Pelican Crossing Subdivision


PM Page 3


Lane Configurations

Volume (veh/h) 24 3 10 10 1 43 16 733 39 63 738 44


Grade 0% 0% 0% 0%

Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1

tC, 2 stage (s)

tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2

p0 queue free % 49 96 97 81 99 88 98 92

cM capacity (veh/h) 50 74 385 56 74 389 807 814





cSH 67 179 807 814



Control Delay (s) 115.5 34.2 0.6 2.2

Lane LOS F D A A

Approach Delay (s) 115.5 34.2 0.6 2.2

Approach LOS F D


Average Delay 4.9

Intersection Capacity Utilization 87.4% ICU Level of Service E


HCM Unsignalized Intersection Capacity Analysis Future Conditions - PM Peak3: LA 44 & LA 941 Pelican Crossing Subdivision


PM Page 3


Lane Configurations

Volume (veh/h) 24 3 10 10 1 43 16 846 39 63 929 44


Grade 0% 0% 0% 0%

Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95


Pedestrians

Lane Width (ft)


Percent Blockage



Median storage veh)







tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1

tC, 2 stage (s)

tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2

p0 queue free % 10 93 96 67 98 86 98 91

cM capacity (veh/h) 28 46 295 32 46 332 678 735





cSH 39 117 678 735



Control Delay (s) 301.3 62.1 0.7 2.8

Lane LOS F F A A

Approach Delay (s) 301.3 62.1 0.7 2.8

Approach LOS F F


Average Delay 8.9

Intersection Capacity Utilization 98.7% ICU Level of Service F


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