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Caltran Engineering Group, Inc. 730 NW 107th Avenue,  Suite 115
Miami, Fl 33172 Phone: 786-456-7700
Fax: 786-513-0711
jcalderon@caltrangroup.com Juan S. Calderon, P.E., PTOE

Table of Contents

1.0 Executive Summary	4
2.0 Analysis Methodology	4
3.0 Introduction	4
Roadway Geometric Conditions	5
Las Ramblas Community Access/ Egress Roads	7
5.0 Traffic Data Collection	8
6.0 Proposed Gate Access and Operations	11
7.0 Residents New Traffic Assignment	11
8.0 Level of Service Analysis	13
Queue Analysis	16
Storage Length Evaluation	16
Emergency Vehicles Access	17
10.0 Summary of Findings and Recommendations	17
Table of Figures

Figure 1: Proposed Project Site	5
Figure 2: Existing AM Peak Hour TMCs	9
Figure 3: Existing PM Peak Hour TMCs	10
Figure 4: Proposed Gate S  stem AM Peak TMCs	12
Figure 5: Proposed Gate S  stem PM Peak TMCs	13
Figure 6: Future AM Peak Hour TMCs	18
Figure 7: Future PM Peak Hour TMCs	19

Table of Tables

Table 1: Traffic Volumes	8
Table 2: Las Ramblas Delay Study	8
Table 3: Proposed Access Road Operations	11
Table 4: Level of Service Analysis Tables	15
Table 5: Proposed Access Road Operations	16

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Table of Appendixes

Appendix A: Residential Gate Entrance Plan Appendix B:  Traffic Data Collection Appendix C: OTISS Repor s-Trip Generation Appendix D: Growth Analysis
Appendix E: Level Of Services Appendix F: Concurrency Appendix G: Queueing Theory

(Rest of Page Left Blank Intentionally)

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DATE FROM: TO:

SUBJECT:

February 7 , 2016
Juan S. Calderon, P.E., PTOE, Project Manager Neil Kalin
Fontainebleau Lakes CDD District Manager
305-777-0761 Ext 1094
Las Ramblas Community Gates Study

Engineer’s Certification

I, Juan S. Calderon, certify that I currently hold an active Professional Engineer’s License in the State of Florida and I am competent through educat on and experience to provide engineering services in the civil and traffic engineering disciplines contained in this report. I further certify that this report was prepared by me, or under my responsible charge, as required by Chapter 61G15-18.001 F.A.C. and that all statements, conclusions and recommendations made herein are true and correct to the best of my knowledge and ability.

Digitally signed by juan calderon

_________________________________

DN: c=US, o=IdenTrust ACES	   Business Representative,
ou=CALTRAN ENGINEERING
GROUP, cn=juan calderon,

Juan S. Calderon, P.E. PTOE

0.9.2342.19200300.100.1.1= A0109800000014D3089CB6 700004E90
Date: 2016.02.08 17:03:56
-05'00'

State of Florida Board of Professional Engineers, Professional Engineer License No. 58569
State of Florida Board of Professional Engineers Certificate of Authorization No.29379

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1.0 Executive Summary

CALTRAN Engineering Group, Inc. was retained by the Fontainebleau Lakes Community Development District (CDD) to provide a comprehensive assessm nt to modify the current gate access locations in order to reduce residents queue delay and enhance safety procedures upon visitors at Las Ramblas Community located along Fontainebleau Boulevard within the CDD under Miami-Dade County jurisdiction. Las Ramblas Community is located at 9934 NW 10th Street, Miami FL 33172.

Analysis Methodology

The Gate Traffic Impact Analysis was performed in accordance with Miami Dade county Guidelines for Gate Traffic Impact Studies; field observations, data collection, and traffic operations were analyzed using the capacity analysis methodology published in the 2010 Highway Capacity Manual (HCM) through Trafficware, Synchro 8 analysis software.

Considering Miami Dade County standard approach, two development scenarios were analyzed as part of the traffic impact analysis. The scenarios are as follows:

Scenario 1- Existing Gate Operation Analysis: Current gate service time evaluation for a baseline condition during the Weekday, 7 to 9 AM and 4 to 6 PM time periods. A level of service analysis is provided for Fontainebleau Boulevard at the intersections of Northwest 99th Court and Northwest 97th Avenue. In addition, to the intersection of Northwest 97th Avenue at Northwest 900 Block.

Scenario 2-Future Gate Operation Analysis: Evaluation and re-distribution of the AM & PM Trips generated by Las Ramblas Community due to a new entrance gate access. Intersections analysis was performed consistent with 2010 HCM methodologies. A Synchro 8.0 Network Simulation was evaluated with a fully operational proposed residents-only entrance gate along Northwest 99th Court in order to identify areas of potential deficiencies in which measures of mitigation were recommended as appropriate.

3.0 Introduction

Las Ramblas Community is composed by 450 single family residential dwelling units located at 9934 NW 10th Street, Miami FL 33172 under Miami-Dade County jurisdiction within the Fontainebleau Lakes CDD. Community access is provided through the intersection of NW 97 Avenue at NW 900 Block. The physical design characteristics of the main access gate consist of a one- lane entry, for visitors and residents, and a one-lane exit divided by a guard house in which visitors are required to provide full name and house destination number as a safety procedure. Additionally, a separate exit-only driveway serves the community at Fontainebleau Boulevard with NW 99 Court. Figure 1 shows the location of the Community site relative to the surrounding roadway network.

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Dolphin Expressway/836

Las Ramblas Community

Legend
Signalized Intersection

Las Ramblas CDD

Stop-controlled Intersection

TMC Intersection

Figure 1: Proposed Project Site

Roadway Geometric Conditions

A detailed field review was conducted to determine the existing intersection geometry, traffic control devices, signal phasing and other factors, which may affect intersection or roadway segment capacity. The following is a detailed description of roadways in the study area:

Fontainebleau Boulevard is an east-west Urban Minor Arterial that runs along the south side of the community development under Active-On System FDOT Section ID 87053000 with a 40 mph posted speed limit. The roadway typical section consists of three lanes of 33 feet of pa ement width divided by a 25 foot raised median.

Northwest 97th Avenue runs north-south as a two-way divided Urban Principal Minor Arterial that runs along the east side of the community development under Active-On System FDOT Section ID 87047000 with a 40 mph posted speed limit. The roadway typical section consists of three lanes of 33 feet of pavement width divided by an 11 foot raised median with a posted speed limit of 40 mph.

Three intersections were selected for evaluation; existing geometric conditions are as follows:

Fontainebleau Blvd & Northwest 97th Avenue is a four legged signalized intersection under the asset ID 2811 by the Miami- Dade Signal Division. This intersection provides a Semi-Actuated Time of Day Plan (TOD) in which all approaches operate with a lead protected-permissive left-turn phase. Fontainebleau Blvd and Northwest 97th Avenue consist of a single and double through lanes respectively. All Four approaches present exclusive left turn lanes. There are “No Turn on Red” (NTOR) restrictions on all four approaches. Sidewalks are provided along both sides of all four approaches and crosswalks are provided across all four intersection legs.

Northwest 97th Avenue & Northwest 900 Block is a four legged signalized intersection under the asset ID 4253 by the Miami- Dade Signal Division. This intersection provides a Semi-Actuated Time of Day Plan (TOD) in which all approaches operate with a lead protected-permissive left-turn phase. Northwest 97th Avenue and Northwest 900th Block consist of double and single through lanes respectively. All Four approaches present exclusive left turn lanes. There are “No Turn on Red” (NTOR) restrictions on all four approaches. Sidewalks are provided along both sides of all four approaches and crosswalks are provided across the south and west legs.

Fontainebleau Blvd and Northwest 99 Court provide a two-way (three-legged) unsignalized intersection. Northwest 99th  Court
operates a   one-way southbound with a STOP controlled approach. The East and West of Fontainebleau Blvd approaches
consist of dual through lanes as well as auxiliary left turn lanes. Sidewalks are provided along both sides of all three approaches and a crosswalk is provided across the north leg.

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Las Ramblas Commu ity Access/ Egress Roads

Northwest 900th

Block serves

as an access/egress point for the community of Las Ramblas. Gate

design

c aracteristics provide a two-way divided segment. Typical section consists of two lanes of 11 feet of pavement width divided by a +/- 18 foot raised median in which guard house is located.

Northwest 900th Block

h

Northwest 99th Court Block serves as an egress point for the community of Las Ramblas. Gate design characteristics provide a one-way undivided segment. Typical section consists of two lanes of 20 feet of pavement width.

Nort  west 99th Court

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5.0 Traffic Data Collection

Traffic data was collected on a typical weekday Wednesday, January 14th, 2016. The data collection includes 24-hour machine counts along Fontainebleau Boulevard and a turning movement counts (TMCs) at the three concerned intersections. In addition, a delay study was perform d in order to evaluate queue lengths and determine gate processing service time at Northwest 900th Block. Raw data reports can be found in Appendix A.

Hour Bi-directional Machine Count: Th 24-hour bi-directional machine volume counts on Fontainebleau Boulevard east of

Northwest follows:

9th Court. Raw traffic counts were adjusted to a peak seasonal factor of 1.04. Traffic volumes are summarized as

M

Table 1: Traffic Volumes

Location	
Direction	
24 Hour Volume	
A Peak Volume	
PM Peak Volume	
Fontainebleau Blvd East of NW 99th Court	EB	11,133	860	842	
	WB	12,049	779	1,144	
	Total	23,182	1,639	1,986	

Peak Traffic Volumes: Turning Movement Counts were performed on Thursday, January 14st, 2016 at the concern intersections. Volumes were obtained at 15-Minute intervals. The peak hour was determined for each traffic period. The existing turning movement volumes, lane geometry, and intersection controls are illustrated in Figure 2 & Figure 3- Scenario 1

Queue Analysis: A queue and delay study was performed on Wednesday, January 14th, 2016 at Northwest 900th Block, main access poi t for the community of Las Ramblas. Volumes were counted on intervals of 1 minute For the AM and PM peak periods. Queue traffic reports and service times are summarized as follows:

e

k

H

Table 2: Las Ramblas Delay Study

Location	
Period	P ak Period Entrance
Volume	Pea Hour Residents
Volume	Peak our Visitors Volume	Average Residents Processing time	Average Visitors Processing time	

Las Ramblas	AM	80	71	9	9 Sec	27 Sec	
	PM	146	64	23	5 Sec	34 Sec	

As visitors and residents shared a single lane vehicles with a processing time > than 15 sec were categorized as visitors.

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PHF = 0.96

0017
0410
0008

0061
0000
0106

0053
0000

0037
1434
0026

0040

NW 97th Ave

PHF = 0.98

0040

0002

PHF = 0.98

Seasonal Factor = 1.04

Figure 2: Existing AM Peak Hour TMCs

PHF = 0.97

0048
1568
0027

0029
0000
0049

0028
0000

0059
0653
0079

0020

NW 97th Ave

PHF = 0.98

0028

0006

PHF = 0.98

Seasonal Factor = 1.04

Figure 3: Existing PM Peak Hour TMCs

Proposed Gate Access and Operations

As part of the new entrance gate location, it is anticipate a change in traffic patterns of the vehicles entering and exiting the
community. In addition, it is expected that residents will access the community through Fontainebleau Boulevard and NW 99th Court for rapid community access. On the other hand, visitors will experience a higher average service time due to a change in safety proc dures upon arrival. Table 3 presents the proposed restrictions.

Table 3: Proposed Access Road Operations

Location	
Authorization	
Operation	
Authorization	
Operation	
NW 97th Avenue & NW 900 Block	Residents	Ingress
Egress	Visitors	Ingress
Egress	
Fontainebleau Boulevard & NW 99th Court	Residents	Ingress
Egress	Visitors	Egress	

All visitors will enter the community through Northwest 97th Avenue & Northwest 900 Block.
Fontainebleau Boulevard & NW 99th Court will serve the community as ingress for Residents and egress for both; visitors and residents.
Northwest 97th Avenue & Northwest 900 Block and Fontainebleau Boulevard & Northwest 99th Court will serve as egress for visitors and residents.

7.0 Residents New Traffic Assignment

Trip distribution and assignment are a function of the origin and destination of the site users and the available roadway system. For  the  pr  posed  gate  at Fontainebleau  Boulevard  and  Northwest  99th   Court,  the  trip  distribution  of  the  residents’ traffic
generated   y the Community of Las Ramblas was determined based on the existing percentage of traffic heading northbound
and southbound along Northwest 97th Avenue at Fontainebleau Boulevard and Northwest 900th Block. Scenario 2 - Figure 4 & Figure 5 describe traffic assignment distribution followed by Figures 6 & 7 illustrating future gate operations.

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0017 31% (-15)
0410 74% (+15)

0037 69% (-33)

Proposed Visitor Entrance

NW 97th Ave

Proposed Residence Entrance

Fontainebleau Blvd

Black
Blue Red

Current Background Traffic
Current Approach Percent Volume Addition/Reduction

Figure 4: Proposed Gate System AM Peak TMCs

0048 45% (-35)
1568 96% (+35)

0059 55% (-43)

Proposed Visitor Entrance

NW 97th Ave

Proposed Residence Entrance

Fontainebleau Blvd

Black
Blue Red

Current Background Traffic
Current Approach Percent Volume Addition/Reduction

Figure 5: Proposed Gate System PM Peak TMCs

0004
1434
0026

Proposed Visitor Entrance

0053
0000

NW 97th Ave

0040

0061

0002
0425
0008

0000
0106

0040
0002

Proposed Residence Entrance

Fontainebleau Blvd

Black
Blue

Background Traffic
Change in Traffic

Figure 6: Future AM Peak Hour TMCs

0016
0653
0079

Proposed Visitor Entrance

0028
0000

NW 97th Ave

0020

0029

0013
1603
0027

0000
0049

0028
0006

Proposed Residence Entrance

Fontainebleau Blvd

Black
Blue

Background Traffic
Change in Traffic

Figure 7: Future PM Peak Hour TMCs

Level of Service Analysis

The existing and proposed conditions were analyzed for Northwest 97th Avenue at Northwest 900th Block & Fontainebleau Blvd in addition to Fontainebleau Blvd at Northwest 99th Court for the existing and proposed traffic operation scenarios:

Scenario 1- LOS evaluation at Northwest 97th Avenue at Northwest 900th Block & Fontainebleau Blvd, as well as, LOS analysis at Fontainebleau Blvd and Northwest 99th Court for the AM and PM peak hour.

Scenario 2- LOS analysis after traffic re-distribution of residents generated by Las Ramblas during the AM and PM due to proposed gate System.

This traffic analysis utilizes Synchro 8.0, which applies methodologies are outlined in the Highway Capacity Manual, 2010 Edition. LOS Analysis for signalized/unsignalized intersections are based on the amount of control delay which is a measurement in seconds per vehicle that act as an indicator of lost time, fuel consumption, frustration and driver’s discomfort at the signalized intersections. The level of services for signalized intersections is a scale from “A” to “F” in accordance with control delay thresholds that range from less than 10 seconds to greater than 80 seconds of delay per vehicle.

In order to perform this analysis, cycle lengths and clearance intervals used in the analysis are consistent with the current Miami- Dade County signal control sections and signal operating plans for the study intersection in conjunction with physical and operational characteristics observed during peak hours (Asset 5117 & 6505). Table 4 shows the existing and future LOS and delay for the identified intersections per each scenario; details of the LOS results and Operational analysis (TOD Schedule) are documented in Appendix C.

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LEVEL OF SERVICE ANALYSIS WEEKDAY AM & PM HOUR OF ADJACENT STREET

T

Table 4: Level of Service Analysis Tables

EXISTING CONDITIONS	
Intersection	Period	Approach	Delay	LOS	

Northwest 97th Avenue and Northwest 900th Block	

AM	NB	17.1	B	
		SB	10.4	B	
		EB	33.6	C	
		WB	32.3	C	
Intersection Delay	17.7	B	

Fontainebleau Blvd and Northwest 97th Avenue	

AM	NB	42.5	D	
		SB	36.2	D	
		EB	40.1	D	
		WB	81.1	F	
Intersection Delay	54.4	D	
Fontainebleau Blvd and		SB	11.17	B	
Northwest 99th Court	AM	EB			
		WB			
Intersection Delay	0.3	A	

EXISTING CONDI  IONS	
Intersection	Period	Approach	Delay	LOS	

Northwest 97th Avenue and Northwest 900th Block	

PM	NB	9.7	A	
		SB	17.2	B	
		EB	48.9	D	
		WB	42.8	D	
	Intersection Delay	14.3	B	

Fontainebleau Blvd and Northwest 97th Avenue	

PM	NB	58.1	E	
		SB	57.9	E	
		EB	132.1	F	
		WB	97.3	F	
	Intersection Delay	82.5	F	
Fontainebleau Blvd and		SB	16	C	
	Northwest 99th Court	PM	EB			
			WB			
	Intersection Delay	0.3	A	

FUTURE CONDITIONS	
Intersection	Period	Approach	Delay	LOS	

Northwest 97 h Avenue and Northwest 900th Block	

AM	NB	21.4	C	
		SB	10.8	B	
		EB	33.1	C	
		WB	27.3	C	
Intersection Delay	20.3	C	

Fontainebleau Blvd and Northwest 97th Avenue	

AM	NB	41.1	D	
		SB	36.6	D	
		EB	40.4	D	
		WB	79.6	E	
Intersection Delay	53.5	D	
Fontainebleau Blvd and Northwest 99th Court	

AM	SB	12.4	B	
		EB			
		WB			
Intersection Delay	0.4	A	

FUTURE CONDITIONS	
Intersection	Period	Approach	Delay	LOS	

Northwest 97th Avenue and Northwest 900th Block	

PM	NB	9.4	A	
		SB	15.1	B	
		EB	49.4	D	
		WB	43.3	D	
	Intersection Delay	14.6	B	

Fontainebleau Blvd and Northwest 97th Avenue	

PM	NB	68.5	E	
		SB	63.7	E	
		EB	125.7	F	
		WB	96.8	F	
	Intersection Delay	85.0	F	
Fontainebleau Blvd and Northwest 99th Court	

PM	SB	22.2	C	
		EB			
		WB			
	Intersection Delay	0.4	A	

Existing Conditions: This scenario evaluates existing traffic volumes and roadway conditions based on Year 2015 traffic counts and field surveys.

Future Conditions: This scenario shows the re-distribution of t affic volumes and roadway conditions based on the proposed gate system. Results indicate that delays at the intersections of Northwest 97th Avenue at Northwest 900th Block & Fontainebleau Blvd Avenue will continue to operate at the same level of service prior to system implementation. After the re–distributing Las Ramblas residents’ travel patterns, a nominal increment of delay, could affect certain approaches.

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Queue Analysis

In order to determine the future stacking length accumulations under the proposed gate system while improving the existing
processing rates of visitors and residents,  a queuing analyses was performed using the collected Trip generation rates and
service rates for the PM peak hour, which indicates a total ingress of 107 vehicles in which 27% (29) are visitors; The analysis encompassed comparing the results obtained from simulations of the gates as per the queue traffic model calculations using the latest Sync ro 8.0 model.

In order to imulate a more detailed and conservative safety protocol, the average processing time was increased to 60 seconds
per vehicle for visitors. As a result, the queue analysis concludes that the overall 95th percentile queue will be 56 feet of the available 343 feet of storage. Synchro reports can be found on Appendix D

Storage Length Evaluation

According to the gated development requirements in Transportation and Land Development 2nd Edition, ITE, 2002, the following recommendations should be met for a gated community:
Communities with more than 200 dwelling units, the minimum gate storage length is 100 feet.

Also, storage distance in advance of the gate needs to be of sufficient length to have a very high probability of storing all arriving vehicles. A 98% probability is suggested for gated access for a major arterial and 90% probability to lower road categories. Peak 15-minute interval volume expressed in vehicles per hour should be used for delay and queue analysis.

According

to the gated

development requirements by Miami Dade

County Public Works Department, the following

recommendations should be met for a gated community:
Communities with more than 200 dwelling units, the minimum gate storage length is 175 feet.

Therefore, n order to determine the stacking length accumulation under the future traffic conditions, a queuing analysis was
performed encompassing the M/M/C/K (Queue can only hold K customers) queuing traffic model. Table 5 presents a summary  of the queuing analysis based on the proposed conditions and procedures.

Table 5: Proposed Access Road Operations

C ( No. of Server)	K ( Queue Capacity)	λ ( Incoming Rate)	µ ( services/hour)		Probability of Entities being in the System	
1	14	29 (veh/hour)	60 (veh /hour)			
ρ (Server Utilization)	L ( Average Entities in System)	Lq(Average Entities in Queue)	W (Average Time Spent in System)	W (Average Time Waiting in Line)		
0.4833	0.9352	0.4519	0.0322	0.0156	0.1207	

q

60 seconds for visitors credentials at northwest 97th Avenue and Northwest 900th Block
25 feet of storage length per vehicle
343 feet storage capacity

An MMCK probability analysis was performed for the 29 vehicles that will ingress the Community through during the PM peak hour. Based on the 60 seconds of visitors registration time at main entrance, it is concluded that a probability of less than 15% of having 2 vehicles in queue. Therefore, the 343 feet of storage capacity for the proposed gate system safety improvement will satisfy the traffic demand.

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Emergency Vehicles Access

According to “Miami-Dade ire Rescue Access Road Requirements”, for Gated communities or properties:

Gates to communities or properties shall be a minimum 15 feet clear width if the approach to and/or departure from the gate is not within a turn radius,

Gates that are within a turn radius shall be a minimum 20 feet clear width,

Fire Department access to gated communities shall be by Knox Key Switch model 3502 ONLY or Knox padlock model 3753 on manual gates where permitted.

As a result, fire departments minimum requirements are being included as part of the concept development.

Summary of Findings and Recommendations

Based on the gate operation analysis performed during the development of this report, the following conclusions and
recommendations were determined:

As part of the proposed gate system, 100% of the visitors will enter the community through Northwest 97th Avenue at Northwest 900th Court while Residents’ will access the community through Fontainebleau Blvd at Northwest 900th Court. Both access points will serve as exit for visitors and residents only. Appendix  A show the proposed gate          c ncept development layout for the community of Las Ramblas.

As part of the LOS analysis, a microscopic increase of delay for certain lane groups and movements will occur under the AM and PM Peak hours once the new gate system is implemented. Differentials cannot be perceived by drivers. Intersections will continue operating at the same current LOS.

A simulation of the gate and keypad operations was performed using SYNCHRO 8.0. The queue analysis concluded that the proposed gates and closures queues will be of 56 feet, which is less than the 343 feet available.

Based on the M/M/C/K method of queue theory, it is concluded that the 343 feet of storage capacity for the proposed gate system safety improvement processed within a 60 seconds will have sufficient capacity to serve traffic demand.

It is recommended a smart gate system with features such as priority arm opening given to residents at arrival time in order to ensure high processing speed and optimum traffic flow at community entrance.

In summary, the gate access traffic pattern modification a Las Ramblas Community would not have an adverse impact on the
surrounding roadway network and/or affect other traffic generators in the area.

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Appendix A: Residential Gate Entrance Plan

		
	REV I S IO N S	
CALTRAN ENGINEERING GROUP, INC.
730 NW 107 AVENUE, SUITE 115
MIAMI, FLORIDA 33172
PHONE: (786) 456-7700 FAX: (786) 513-0711
CERTIFICA TE OF AUTHORIZA TION NO.: 29379 ENGINEER OF RECORD: JUAN S. CALDERON , P.E., PTOE
P.E. LICENSE NO.:58569	STA TE OF FLORJIDA
DE PART MENT OF TRA NS PORTA TJIO N	LAS	RAMBLAS PROPOSED GATED ENTRANCE	SHEET
NO.	
DATE	DESCRIPTION	DATE	DESCRIPTION					
					ROAD NO.	COUN TY	FIN ANC I AL PROJECT ID			
						
fv1/Afv1l-DADE				
SU SERS	$DATES	$TIMES	$FILES

Appendix B: Traffic Data Collection

County:	99
Station:	0005
Description:	FONTAINEBLEU BLVD E NW 99TH COURT
Start Date:	01/14/2016 Start Time:	0000
---------------------------------------------------------------------------------------
Direction: E					Direction: W			Combined Time	1st	2nd	3rd	4th	Total	1st	2nd	3rd	4th	Total		Total
--------------------------------------------------------------------------------------- 0000	35	20	17	26	98 |	26	36	25	34	121 |	219
0100	16	10	13	6	45 |	22	16	14	11	63 |	108
0200	13	5	6	6	30 |	3	10	8	11	32 |	62
0300	15	12	5	7	39 |	14	7	10	8	39 |	78
0400	10	14	15	29	68 |	9	9	10	16	44 |	112
0500	20	25	47	63	155 |	12	15	22	35	84 |	239
0600	68	104	118	160	450 |	43	67	92	112	314 |	764
0700	163	189	236	212	800 |	122	108	152	159	541 |	1341
0800	180	216	247	217	860 |	208	201	182	188	779 |	1639
0900	144	152	126	132	554 |	120	151	125	128	524 |	1078
1000	122	131	132	135	520 |	110	147	118	137	512 |	1032
1100	121	144	126	128	519 |	144	142	125	176	587 |	1106
1200	143	164	156	168	631 |	161	159	169	157	646 |	1277
1300	144	148	137	165	594 |	187	136	174	169	666 |	1260
1400	161	129	155	147	592 |	179	201	154	213	747 |	1339
1500	124	187	156	170	637 |	142	263	214	213	832 |	1469
1600	149	177	198	190	714 |	234	294	256	311	1095 |	1809
1700	197	218	231	196	842 |	283	268	265	268	1084 |	1926
1800	184	192	179	172	727 |	252	256	285	231	1024 |	1751
1900	172	222	162	138	694 |	207	197	172	192	768 |	1462
2000	142	162	138	137	579 |	163	170	139	116	588 |	1167
2100	112	118	103	113	446 |	110	111	97	95	413 |	859
2200	95	89	80	87	351 |	87	70	87	84	328 |	679
2300	62	47	41	38	188 |	59	58	55	46	218 |	406
--------------------------------------------------------------------------------------- 24-Hour Totals:	11133	12049	23182
---------------------------------------------------------------------------------------
Peak Volume Information
Direction: E	Direction: W	Combined Directions
	Hour	Volume	Hour	Volume	Hour	Volume	
A.M.	800	860	800	779	800	1639	
P.M.	1700	842	1615	1144	1645	1963	
Daily	800	860	1615	1144	1645	1963	

Generated by SPS 5.0.30P

NW 97th Avenue & NW 900 BLK

Groups Printed- Veh - Trucks - Turns

File Name : NW 97th Avenue Blvd & NW 900 BLK Site Code : 00000000
Start Date : 1/14/2016 Page No	: 1

	NW 97th Avenue Southbound	NW 97th Avenue Northbound	NW 900 BLK
Westbound	NW 900 BLK
Eastbound		
Start Time	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Int. Total	
07:00 AM	1	88	4	0	93	4	318	2	2	326	13	0	10	0	23	10	0	6	5	21	463	
07:15 AM	1	69	4	0	74	5	312	4	3	324	26	0	15	0	41	7	0	2	8	17	456	
07:30 AM	2	98	3	0	103	6	357	7	1	371	29	0	13	0	42	10	0	9	2	21	537	
07:45 AM	2	90	2	0	94	8	374	6	0	388	30	0	11	0	41	16	0	7	3	26	549	
Total	6	345	13	0	364	23	1361	19	6	1409	98	0	49	0	147	43	0	24	18	85	2005	

08:00 AM	2	105	5	0	112	11	351	1	0	363	24	0	15	0	39	18	0	13	1	32	546	
08:15 AM	2	101	6	1	110	11	297	11	0	319	19	0	20	0	39	7	0	9	2	18	486	
08:30 AM	3	123	6	0	132	7	309	7	2	325	21	0	13	0	34	6	0	3	4	13	504	
08:45 AM	3	107	0	0	110	4	332	7	0	343	16	0	13	0	29	10	0	2	2	14	496	
Total	10	436	17	1	464	33	1289	26	2	1350	80	0	61	0	141	41	0	27	9	77	2032	

*** BREAK ***

04:00 PM	13	270	6	0	289	20	109	14	0	143	13	0	11	0	24	9	2	9	2	22	478	
04:15 PM	8	388	9	0	405	11	128	13	0	152	26	0	7	0	33	3	0	4	0	7	597	
04:30 PM	5	319	9	0	333	18	139	12	1	170	10	0	3	0	13	7	0	6	0	13	529	
04:45 PM	3	372	10	0	385	11	170	23	0	204	14	0	9	0	23	7	0	9	5	21	633	
Total	29	1349	34	0	1412	60	546	62	1	669	63	0	30	0	93	26	2	28	7	63	2237	

05:00 PM	8	370	3	0	381	15	152	14	1	182	13	0	8	0	21	6	0	4	0	10	594	
05:15 PM	8	392	19	0	419	13	156	19	1	189	10	0	7	0	17	9	0	2	1	12	637	
05:30 PM	7	374	14	0	395	18	150	20	2	190	8	0	4	0	12	5	0	4	2	11	608	
05:45 PM	14	363	10	0	387	19	147	19	1	186	14	0	6	0	20	5	0	5	2	12	605	
Total	37	1499	46	0	1582	65	605	72	5	747	45	0	25	0	70	25	0	15	5	45	2444	

Grand Total	82	3629	110	1	3822	181	3801	179	14	4175	286	0	165	0	451	135	2	94	39	270	8718	
Apprch %	2.1	95	2.9	0		4.3	91	4.3	0.3		63.4	0	36.6	0		50	0.7	34.8	14.4			
Total %	0.9	41.6	1.3	0	43.8	2.1	43.6	2.1	0.2	47.9	3.3	0	1.9	0	5.2	1.5	0	1.1	0.4	3.1		
Veh	78	3597	108	1	3784	169	3777	175	11	4132	281	0	163	0	444	133	2	93	26	254	8614	
% Veh	95.1	99.1	98.2	100	99	93.4	99.4	97.8	78.6	99	98.3	0	98.8	0	98.4	98.5	100	98.9	66.7	94.1	98.8	
Trucks	2	32	2	0	36	3	24	4	3	34	5	0	2	0	7	2	0	1	13	16	93	
% Trucks	2.4	0.9	1.8	0	0.9	1.7	0.6	2.2	21.4	0.8	1.7	0	1.2	0	1.6	1.5	0	1.1	33.3	5.9	1.1	
U-Turns	2	0	0	0	2	9	0	0	0	9	0	0	0	0	0	0	0	0	0	0	11	
% U-Turns	2.4	0	0	0	0.1	5	0	0	0	0.2	0	0	0	0	0	0	0	0	0	0	0.1	

NW 900 BLK
In 444
7
0
451

Out 255
6
2
263

Total 699
13
2
714

163
2
0
165
RIght

0
0
0
0
Thru

281
5
0
286
Left

0
0
0
0
Peds

NW 900 BLK
In

Out

Total 531
21
9
561

277

254
16
0
270

5
9
291

26
13
0
39
Peds

93	2
1	0
0	0
94	2
RIght Thru

133
2
0
135
Left

NW 97th Avenue & NW 900 BLK

File Name : NW 97th Avenue Blvd & NW 900 BLK Site Code : 00000000

NW 97th Avenue

RIght Thru Left Peds

North
1/14/2016 07:00 AM
1/14/2016 05:45 PM

Veh Trucks U-Turns

Left	Thru RIght Peds

NW 97th Avenue

Start Date : 1/14/2016 Page No	: 2

Out		In		Total	
4073		3784		7857	
28		36		64	
0		2		2	
4101		3822		7923	

108	3597	78	1	
2	32	2	0	
0	0	2	0	
110	3629	82	1	

169	3777	175	11	
3	24	4	3	
9	0	0	0	
181	3801	179	14	

3971		4132		8103	
38		34		72	
0		9		9	
4009		4175		8184	
Out		In		Total	

NW 97th Avenue & NW 900 BLK

File Name : NW 97th Avenue Blvd & NW 900 BLK Site Code : 00000000
Start Date : 1/14/2016 Page No	: 3

	NW 97th Avenue Southbound	NW 97th Avenue Northbound	NW 900 BLK
Westbound	NW 900 BLK
Eastbound		
Start Time	Left	Thru	RIght	
Peds/Bike	App. Total	Left	Thru	RIght	
Peds/Bike	App. Total	Left	Thru	RIght	
Peds/Bike	App. Total	Left	Thru	RIght	
Peds/Bike	App. Total	Int. Total	
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM	2	98	3	0	103	6	357	7	1	371	29	0	13	0	42	10	0	9	2	21	537	
07:45 AM	2	90	2	0	94	8	374	6	0	388	30	0	11	0	41	16	0	7	3	26	549	
08:00 AM	2	105	5	0	112	11	351	1	0	363	24	0	15	0	39	18	0	13	1	32	546	
08:15 AM	2	101	6	1	110	11	297	11	0	319	19	0	20	0	39	7	0	9	2	18	486	
Total Volume	8	394	16	1	419	36	1379	25	1	1441	102	0	59	0	161	51	0	38	8	97	2118	
% App. Total	1.9	94	3.8	0.2		2.5	95.7	1.7	0.1		63.4	0	36.6	0		52.6	0	39.2	8.2			
PHF	1.00	.938	.667	.250	.935	.818	.922	.568	.250	.928	.850	.000	.738	.000	.958	.708	.000	.731	.667	.758	.964	

NW 900 BLK
In 161

Out
33

Total 194

59

0	102	0

RIght    Thru	Left Peds

NW 900 BLK
Out	In
52	97

Total 149

8	38	0
Peds RIght Thru

51
Left

NW 97th Avenue & NW 900 BLK

File Name : NW 97th Avenue Blvd & NW 900 BLK Site Code : 00000000

NW 97th  Avenue Out	In	Total
1489	419	1908

16	1
RIght Thru Left Peds

Peak Hour Data

North

Left	Thru  RIght   Peds 36		1

534
Out

1441
In

1975
Total

NW 97th Avenue

25

1379

8

394

Peak Hour Begins at 07:30 AM

Veh Trucks U-Turns

Start Date : 1/14/2016 Page No	: 4

NW 97th Avenue & NW 900 BLK

File Name : NW 97th Avenue Blvd & NW 900 BLK Site Code : 00000000
Start Date : 1/14/2016 Page No	: 5

	NW 97th Avenue Southbound	NW 97th Avenue Northbound	NW 900 BLK
Westbound	NW 900 BLK
Eastbound		
Start Time	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Int. Total	
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM	3	372	10	0	385	11	170	23	0	204	14	0	9	0	23	7	0	9	5	21	633	
05:00 PM	8	370	3	0	381	15	152	14	1	182	13	0	8	0	21	6	0	4	0	10	594	
05:15 PM	8	392	19	0	419	13	156	19	1	189	10	0	7	0	17	9	0	2	1	12	637	
05:30 PM	7	374	14	0	395	18	150	20	2	190	8	0	4	0	12	5	0	4	2	11	608	
Total Volume	26	1508	46	0	1580	57	628	76	4	765	45	0	28	0	73	27	0	19	8	54	2472	
% App. Total	1.6	95.4	2.9	0		7.5	82.1	9.9	0.5		61.6	0	38.4	0		50	0	35.2	14.8			
PHF	.813	.962	.605	.000	.943	.792	.924	.826	.500	.938	.804	.000	.778	.000	.793	.750	.000	.528	.400	.643	.970	

NW 900 BLK
In
73

Out 102

Total 175

28

0	45	0

RIght    Thru	Left Peds

NW 900 BLK
Out	In
103	54

Total 157

8	19	0
Peds RIght Thru

27
Left

NW 97th Avenue & NW 900 BLK

File Name : NW 97th Avenue Blvd & NW 900 BLK Site Code : 00000000

NW 97th  Avenue Out	In	Total
683	1580	2263

46	0
RIght Thru Left Peds

Peak Hour Data

North

Left	Thru  RIght   Peds 57		4

1572
Out

765
In

2337
Total

NW 97th Avenue

76

628

26

1508

Peak Hour Begins at 04:45 PM

Veh Trucks U-Turns

Start Date : 1/14/2016 Page No	: 6

NW 97th Avenue & NW 900 BLK

Groups Printed- Turns

File Name : NW 97th Avenue Blvd & NW 900 BLK Site Code : 00000000
Start Date : 1/14/2016 Page No	: 1

	NW 97th Avenue Southbound	NW 97th Avenue Northbound	NW 900 BLK
Westbound	NW 900 BLK
Eastbound		
Start Time	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Int. Total	
*** BREAK ***
07:45 AM	0	0	0	0	0	1	0	0	0	1	0	0	0	0	0	0	0	0	0	0	1	
Total	0	0	0	0	0	1	0	0	0	1	0	0	0	0	0	0	0	0	0	0	1	

08:00 AM	0	0	0	0	0	2	0	0	0	2	0	0	0	0	0	0	0	0	0	0	2	
08:15 AM	0	0	0	0	0	1	0	0	0	1	0	0	0	0	0	0	0	0	0	0	1	
*** BREAK ***
08:45 AM	0	0	0	0	0	1	0	0	0	1	0	0	0	0	0	0	0	0	0	0	1	
Total	0	0	0	0	0	4	0	0	0	4	0	0	0	0	0	0	0	0	0	0	4	

*** BREAK ***
04:00 PM	1	0	0	0	1	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	1
*** BREAK ***
04:30 PM	0	0	0	0	0	1	0	0	0	1	0	0	0	0	0	0	0	0	0	0	1

Total	1	0	0	0	1	1	0	0	0	1	0	0	0	0	0	0	0	0	0	0	2	

05:00 PM	0	0	0	0	0	1	0	0	0	1	0	0	0	0	0	0	0	0	0	0	1	
05:15 PM	0	0	0	0	0	2	0	0	0	2	0	0	0	0	0	0	0	0	0	0	2	
05:30 PM	1	0	0	0	1	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	1	

*** BREAK ***
*** BREAK ***
Total	1	0	0	0	1	3	0	0	0	3	0	0	0	0	0	0	0	0	0	0	4	

Grand Total	2	0	0	0	2	9	0	0	0	9	0	0	0	0	0	0	0	0	0	0	11	
Apprch %	100	0	0	0		100	0	0	0		0	0	0	0		0	0	0	0			
Total %	18.2	0	0	0	18.2	81.8	0	0	0	81.8	0	0	0	0	0	0	0	0	0	0		

NW 900 BLK
In
0

Out

Total
2

2

0

0	0

0

RIght    Thru	Left Peds/Bike

NW 900 BLK
Out	In

Total
9

9

0

0

0	0

0

Peds/BikeRIght Thru

Left

NW 97th Avenue & NW 900 BLK

File Name : NW 97th Avenue Blvd & NW 900 BLK Site Code : 00000000

NW 97th Avenue Out	In

0	2

Total
2

0	0
RIght Thru Left Peds/Bike

North

Left		Thru  RIghtPeds/Bike 9		0

0

9

Out	In

9
Total

NW 97th Avenue

0

0

2

0

1/14/2016 07:00 AM
1/14/2016 05:45 PM

U-Turns

Start Date : 1/14/2016 Page No	: 2

NW 97th Avenue & NW 900 BLK

File Name : NW 97th Avenue Blvd & NW 900 BLK Site Code : 00000000
Start Date : 1/14/2016 Page No	: 3

	NW 97th Avenue Southbound	NW 97th Avenue Northbound	NW 900 BLK
Westbound	NW 900 BLK
Eastbound		
Start Time	Left	Thru	RIght	
Peds/Bike	App. Total	Left	Thru	RIght	
Peds/Bike	App. Total	Left	Thru	RIght	
Peds/Bike	App. Total	Left	Thru	RIght	
Peds/Bike	App. Total	Int. Total	
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	
07:45 AM	0	0	0	0	0	1	0	0	0	1	0	0	0	0	0	0	0	0	0	0	1	
08:00 AM	0	0	0	0	0	2	0	0	0	2	0	0	0	0	0	0	0	0	0	0	2	
08:15 AM	0	0	0	0	0	1	0	0	0	1	0	0	0	0	0	0	0	0	0	0	1	
Total Volume	0	0	0	0	0	4	0	0	0	4	0	0	0	0	0	0	0	0	0	0	4	
% App. Total	0	0	0	0		100	0	0	0		0	0	0	0		0	0	0	0			
PHF	.000	.000	.000	.000	.000	.500	.000	.000	.000	.500	.000	.000	.000	.000	.000	.000	.000	.000	.000	.000	.500	

NW 900 BLK
In
0

Out

Total
0

0

0

0	0	0

RIght    Thru	Left Peds

NW 900 BLK
Out	In

Total
4

4

0

0	0	0
Peds RIght Thru

0

Left

NW 97th Avenue & NW 900 BLK

File Name : NW 97th Avenue Blvd & NW 900 BLK Site Code : 00000000

NW 97th Avenue Out	In

0	0

Total
0

0

0

RIght Thru Left Peds

Peak Hour Data

North

Left		Thru   RIght    Peds 4		0

0

4

Out	In

4
Total

NW 97th Avenue

0

0

0

0

Peak Hour Begins at 07:30 AM

U-Turns

Start Date : 1/14/2016 Page No	: 4

NW 97th Avenue & NW 900 BLK

File Name : NW 97th Avenue Blvd & NW 900 BLK Site Code : 00000000
Start Date : 1/14/2016 Page No	: 5

	NW 97th Avenue Southbound	NW 97th Avenue Northbound	NW 900 BLK
Westbound	NW 900 BLK
Eastbound		
Start Time	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Int. Total	
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM	0	0	0	0	0	1	0	0	0	1	0	0	0	0	0	0	0	0	0	0	1	
04:45 PM	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	
05:00 PM	0	0	0	0	0	1	0	0	0	1	0	0	0	0	0	0	0	0	0	0	1	
05:15 PM	0	0	0	0	0	2	0	0	0	2	0	0	0	0	0	0	0	0	0	0	2	
Total Volume	0	0	0	0	0	4	0	0	0	4	0	0	0	0	0	0	0	0	0	0	4	
% App. Total	0	0	0	0		100	0	0	0		0	0	0	0		0	0	0	0			
PHF	.000	.000	.000	.000	.000	.500	.000	.000	.000	.500	.000	.000	.000	.000	.000	.000	.000	.000	.000	.000	.500	

NW 900 BLK
In
0

Out

Total
0

0

0

0	0	0

RIght    Thru	Left Peds

NW 900 BLK
Out	In

Total
4

4

0

0	0	0
Peds RIght Thru

0

Left

NW 97th Avenue & NW 900 BLK

File Name : NW 97th Avenue Blvd & NW 900 BLK Site Code : 00000000

NW 97th Avenue Out	In

0	0

Total
0

0

0

RIght Thru Left Peds

Peak Hour Data

North

Left		Thru   RIght    Peds 4		0

0

4

Out	In

4
Total

NW 97th Avenue

0

0

0

0

Peak Hour Begins at 04:30 PM

U-Turns

Start Date : 1/14/2016 Page No	: 6

NW 97th Avenue & NW 900 BLK

Groups Printed- Trucks

File Name : NW 97th Avenue Blvd & NW 900 BLK Site Code : 00000000
Start Date : 1/14/2016 Page No	: 1

	NW 97th Avenue Southbound	NW 97th Avenue Northbound	NW 900 BLK
Westbound	NW 900 BLK
Eastbound		
Start Time	Left	Thru	RIght	Bikes	App. Total	Left	Thru	RIght	Bikes	App. Total	Left	Thru	RIght	Bikes	App. Total	Left	Thru	RIght	Bikes	App. Total	Int. Total	
07:00 AM	0	6	0	0	6	0	1	0	0	1	0	0	0	0	0	0	0	0	1	1	8	
07:15 AM	0	4	1	0	5	2	4	0	0	6	0	0	0	0	0	0	0	0	2	2	13	
07:30 AM	0	1	0	0	1	0	3	2	0	5	0	0	2	0	2	0	0	0	0	0	8	
07:45 AM	0	1	0	0	1	0	1	0	0	1	0	0	0	0	0	0	0	0	2	2	4	
Total	0	12	1	0	13	2	9	2	0	13	0	0	2	0	2	0	0	0	5	5	33	

08:00 AM	0	4	0	0	4	0	2	0	0	2	0	0	0	0	0	0	0	0	0	0	6	
08:15 AM	0	1	0	0	1	0	1	1	0	2	0	0	0	0	0	0	0	0	0	0	3	
08:30 AM	0	6	0	0	6	0	0	0	0	0	1	0	0	0	1	0	0	0	1	1	8	
08:45 AM	0	4	0	0	4	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	4	
Total	0	15	0	0	15	0	3	1	0	4	1	0	0	0	1	0	0	0	1	1	21	

*** BREAK ***

04:00 PM	2	2	1	0	5	0	2	0	0	2	3	0	0	0	3	0	0	1	1	2	12	
04:15 PM	0	1	0	0	1	0	1	0	0	1	0	0	0	0	0	1	0	0	0	1	3	
04:30 PM	0	1	0	0	1	0	3	0	0	3	0	0	0	0	0	1	0	0	0	1	5	
04:45 PM	0	0	0	0	0	0	1	1	0	2	1	0	0	0	1	0	0	0	4	4	7	
Total	2	4	1	0	7	0	7	1	0	8	4	0	0	0	4	2	0	1	5	8	27	

05:00 PM	0	1	0	0	1	0	2	0	1	3	0	0	0	0	0	0	0	0	0	0	4	
05:15 PM	0	0	0	0	0	0	2	0	1	3	0	0	0	0	0	0	0	0	1	1	4	
05:30 PM	0	0	0	0	0	1	1	0	1	3	0	0	0	0	0	0	0	0	1	1	4	
*** BREAK ***
Total	0	1	0	0	1	1	5	0	3	9	0	0	0	0	0	0	0	0	2	2	12	

Grand Total	2	32	2	0	36	3	24	4	3	34	5	0	2	0	7	2	0	1	13	16	93	
Apprch %	5.6	88.9	5.6	0		8.8	70.6	11.8	8.8		71.4	0	28.6	0		12.5	0	6.2	81.2			
Total %	2.2	34.4	2.2	0	38.7	3.2	25.8	4.3	3.2	36.6	5.4	0	2.2	0	7.5	2.2	0	1.1	14	17.2		

NW 900 BLK
In
7

Out

Total
13

6

2

0	5	0

RIght    Thru	Left Bikes

NW 900 BLK
Out	In
5	16

Total
21

13	1	0
Bikes RIght Thru

2

Left

NW 97th Avenue & NW 900 BLK

File Name : NW 97th Avenue Blvd & NW 900 BLK Site Code : 00000000

NW 97th  Avenue Out	In	Total
28	36	64

2	0
RIght     Thru      Left   Bikes

North

Left		Thru   RIght    Bikes 3		3

38
Out

34
In

72
Total

NW 97th Avenue

4

24

2

32

1/14/2016 07:00 AM
1/14/2016 05:45 PM

Trucks

Start Date : 1/14/2016 Page No	: 2

NW 97th Avenue & NW 900 BLK

File Name : NW 97th Avenue Blvd & NW 900 BLK Site Code : 00000000
Start Date : 1/14/2016 Page No	: 3

	NW 97th Avenue Southbound	NW 97th Avenue Northbound	NW 900 BLK
Westbound	NW 900 BLK
Eastbound		
Start Time	Left	Thru	RIght	Bikes	App. Total	Left	Thru	RIght	Bikes	App. Total	Left	Thru	RIght	Bikes	App. Total	Left	Thru	RIght	Bikes	App. Total	Int. Total	
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM
07:00 AM	0	6	0	0	6	0	1	0	0	1	0	0	0	0	0	0	0	0	1	1	8	
07:15 AM	0	4	1	0	5	2	4	0	0	6	0	0	0	0	0	0	0	0	2	2	13	
07:30 AM	0	1	0	0	1	0	3	2	0	5	0	0	2	0	2	0	0	0	0	0	8	
07:45 AM	0	1	0	0	1	0	1	0	0	1	0	0	0	0	0	0	0	0	2	2	4	
Total Volume	0	12	1	0	13	2	9	2	0	13	0	0	2	0	2	0	0	0	5	5	33	
% App. Total	0	92.3	7.7	0		15.4	69.2	15.4	0		0	0	100	0		0	0	0	100			
PHF	.000	.500	.250	.000	.542	.250	.563	.250	.000	.542	.000	.000	.250	.000	.250	.000	.000	.000	.625	.625	.635	

NW 900 BLK
In
2

Out

Total
4

2

2

0	0	0

RIght    Thru	Left Peds

NW 900 BLK
Out	In

Total
8

3

5

5	0	0
Peds RIght Thru

0

Left

NW 97th Avenue & NW 900 BLK

File Name : NW 97th Avenue Blvd & NW 900 BLK Site Code : 00000000

NW 97th  Avenue Out	In	Total
11	13	24

1	0
RIght Thru Left Peds

Peak Hour Data

North

Left		Thru   RIght    Peds 2		0

12
Out

13
In

25
Total

NW 97th Avenue

2

9

0

12

Peak Hour Begins at 07:00 AM

Trucks

Start Date : 1/14/2016 Page No	: 4

NW 97th Avenue & NW 900 BLK

File Name : NW 97th Avenue Blvd & NW 900 BLK Site Code : 00000000
Start Date : 1/14/2016 Page No	: 5

	NW 97th Avenue Southbound	NW 97th Avenue Northbound	NW 900 BLK
Westbound	NW 900 BLK
Eastbound		
Start Time	Left	Thru	RIght	Bikes	App. Total	Left	Thru	RIght	Bikes	App. Total	Left	Thru	RIght	Bikes	App. Total	Left	Thru	RIght	Bikes	App. Total	Int. Total	
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM	2	2	1	0	5	0	2	0	0	2	3	0	0	0	3	0	0	1	1	2	12	
04:15 PM	0	1	0	0	1	0	1	0	0	1	0	0	0	0	0	1	0	0	0	1	3	
04:30 PM	0	1	0	0	1	0	3	0	0	3	0	0	0	0	0	1	0	0	0	1	5	
04:45 PM	0	0	0	0	0	0	1	1	0	2	1	0	0	0	1	0	0	0	4	4	7	
Total Volume	2	4	1	0	7	0	7	1	0	8	4	0	0	0	4	2	0	1	5	8	27	
% App. Total	28.6	57.1	14.3	0		0	87.5	12.5	0		100	0	0	0		25	0	12.5	62.5			
PHF	.250	.500	.250	.000	.350	.000	.583	.250	.000	.667	.333	.000	.000	.000	.333	.500	.000	.250	.313	.500	.563	

NW 900 BLK
In
4

Out

Total
7

3

0

0	4	0

RIght    Thru	Left Peds

NW 900 BLK
Out	In

Total
9

1

8

5	1	0
Peds RIght Thru

2

Left

NW 97th Avenue & NW 900 BLK

File Name : NW 97th Avenue Blvd & NW 900 BLK Site Code : 00000000

NW 97th Avenue Out	In

9	7

Total
16

1

0

RIght Thru Left Peds

Peak Hour Data

North

Left		Thru   RIght    Peds 0		0

9

8

Out	In

17
Total

NW 97th Avenue

1

7

2

4

Peak Hour Begins at 04:00 PM

Trucks

Start Date : 1/14/2016 Page No	: 6

Fontainebleau Blvd & NW 99th Court

Groups Printed- Veh - Trucks - Turns

File Name : Fontainebleau Blvd & NW 99th Court Site Code : 00000000
Start Date : 1/14/2016 Page No	: 1

	NW 99th Court Southbound	NW 99th Court Northbound	Fontainebleu Blvd Westbound	Fontainebleau Blvd Eastbound		
Start Time	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Int. Total	
07:00 AM	1	0	8	3	12	0	0	0	0	0	0	119	0	0	119	1	154	0	0	155	286	
07:15 AM	1	0	5	4	10	0	0	0	0	0	0	123	0	0	123	0	194	0	0	194	327	
07:30 AM	0	0	12	2	14	0	0	0	0	0	0	157	0	0	157	0	219	0	0	219	390	
07:45 AM	1	0	13	2	16	0	0	0	0	0	0	156	0	0	156	0	199	0	0	199	371	
Total	3	0	38	11	52	0	0	0	0	0	0	555	0	0	555	1	766	0	0	767	1374	

08:00 AM	0	0	14	0	14	0	0	0	0	0	0	208	0	0	208	0	170	0	0	170	392	
08:15 AM	0	0	12	2	14	0	0	0	0	0	0	179	0	0	179	0	203	0	0	203	396	
08:30 AM	2	0	7	1	10	0	0	0	0	0	0	173	0	1	174	0	220	0	0	220	404	
08:45 AM	0	0	5	3	8	0	0	0	0	0	0	185	0	0	185	0	196	0	0	196	389	
Total	2	0	38	6	46	0	0	0	0	0	0	745	0	1	746	0	789	0	0	789	1581	

*** BREAK ***

04:00 PM	1	0	4	2	7	0	0	0	0	0	0	235	0	0	235	0	141	0	0	141	383	
04:15 PM	2	0	7	0	9	0	0	0	0	0	1	281	1	0	283	2	197	0	0	199	491	
04:30 PM	0	0	6	1	7	0	0	0	0	0	0	272	0	0	272	0	190	0	0	190	469	
04:45 PM	2	0	9	2	13	0	0	0	0	0	0	297	0	0	297	0	201	0	0	201	511	
Total	5	0	26	5	36	0	0	0	0	0	1	1085	1	0	1087	2	729	0	0	731	1854	

05:00 PM	1	0	3	2	6	0	0	0	0	0	1	301	0	0	302	0	185	0	0	185	493	
05:15 PM	1	0	9	0	10	0	0	0	0	0	0	277	0	0	277	0	224	0	0	224	511	
05:30 PM	2	0	6	1	9	0	0	0	0	0	0	293	0	0	293	0	220	0	0	220	522	
05:45 PM	2	0	3	2	7	0	0	0	0	0	0	285	0	0	285	0	184	0	0	184	476	
Total	6	0	21	5	32	0	0	0	0	0	1	1156	0	0	1157	0	813	0	0	813	2002	

Grand Total	16	0	123	27	166	0	0	0	0	0	2	3541	1	1	3545	3	3097	0	0	3100	6811	
Apprch %	9.6	0	74.1	16.3		0	0	0	0		0.1	99.9	0	0		0.1	99.9	0	0			
Total %	0.2	0	1.8	0.4	2.4	0	0	0	0	0	0	52	0	0	52	0	45.5	0	0	45.5		
Veh	16	0	121	20	157	0	0	0	0	0	0	3493	1	1	3495	0	3047	0	0	3047	6699	
% Veh	100	0	98.4	74.1	94.6	0	0	0	0	0	0	98.6	100	100	98.6	0	98.4	0	0	98.3	98.4	
Trucks	0	0	2	7	9	0	0	0	0	0	0	48	0	0	48	0	50	0	0	50	107	
% Trucks	0	0	1.6	25.9	5.4	0	0	0	0	0	0	1.4	0	0	1.4	0	1.6	0	0	1.6	1.6	
U-Turns	0	0	0	0	0	0	0	0	0	0	2	0	0	0	2	3	0	0	0	3	5	
% U-Turns	0	0	0	0	0	0	0	0	0	0	100	0	0	0	0.1	100	0	0	0	0.1	0.1	

Fontainebleu Blvd

Out

In 3495
48
2
3545

Total 6558
98
2
6658

3063
50
0
3113

1
0
0
1
RIght

3493
48
0
3541
Thru

0
0
2
2

1
0
0
1
Peds

Left

Fontainebleau Blvd

Out

In 3047
50
3
3100

Total 6661
100
3
6764

3614
50
0

3664

0
0
0
0

0
0
0
0

3047
50
0
3097
Thru

0
0
3
3

Peds RIght

Left

Fontainebleau Blvd & NW 99th Court

File Name : Fontainebleau Blvd & NW 99th Court Site Code : 00000000

NW 99th Court
Out	In	Total

RIght Thru Left Peds

North
1/14/2016 07:00 AM
1/14/2016 05:45 PM

Veh Trucks U-Turns

Left	Thru RIght Peds

Out

In
NW 99th Court

Total

Start Date : 1/14/2016 Page No	: 2

	1			157		158	
	0			9		9	
	3			0		3	
			4			166		170	
									
		121			0		16	20	
		2			0		0	7	
		0			0		0	0	
		123			0		16	27	

	0			0		0		0	
	0			0		0		0	
	0			0		0		0	
		0			0		0		0	
										
			0			0			0	
			0			0			0	
			2			0			2	
			2			0			2	

Fontainebleau Blvd & NW 99th Court

File Name : Fontainebleau Blvd & NW 99th Court Site Code : 00000000
Start Date : 1/14/2016 Page No	: 3

	NW 99th Court Southbound	NW 99th Court Northbound	Fontainebleu Blvd Westbound	Fontainebleau Blvd Eastbound		
Start Time	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Int. Total	
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM
08:00 AM	0	0	14	0	14	0	0	0	0	0	0	208	0	0	208	0	170	0	0	170	392	
08:15 AM	0	0	12	2	14	0	0	0	0	0	0	179	0	0	179	0	203	0	0	203	396	
08:30 AM	2	0	7	1	10	0	0	0	0	0	0	173	0	1	174	0	220	0	0	220	404	
08:45 AM	0	0	5	3	8	0	0	0	0	0	0	185	0	0	185	0	196	0	0	196	389	
Total Volume	2	0	38	6	46	0	0	0	0	0	0	745	0	1	746	0	789	0	0	789	1581	
% App. Total	4.3	0	82.6	13		0	0	0	0		0	99.9	0	0.1		0	100	0	0			
PHF	.250	.000	.679	.500	.821	.000	.000	.000	.000	.000	.000	.895	.000	.250	.897	.000	.897	.000	.000	.897	.978	

Fontainebleu Blvd Out	In	Total
791	746	1537

0	745	0	1
RIght Thru Left Peds

Fontainebleau Blvd

Out	In

Total 1572

783	789

0	0	789
Peds RIght Thru

0

Left

Fontainebleau Blvd & NW 99th Court

File Name : Fontainebleau Blvd & NW 99th Court Site Code : 00000000

NW 99th Court
Out	In	Total
0	46	46

38	6
RIght Thru Left Peds

Peak Hour Data

North

Left		Thru   RIght    Peds 0		0

0

0

Out

In
NW 99th Court

0
Total

0

0

2

0

Peak Hour Begins at 08:00 AM

Veh Trucks U-Turns

Start Date : 1/14/2016 Page No	: 4

Fontainebleau Blvd & NW 99th Court

File Name : Fontainebleau Blvd & NW 99th Court Site Code : 00000000
Start Date : 1/14/2016 Page No	: 5

	NW 99th Court Southbound	NW 99th Court Northbound	Fontainebleu Blvd Westbound	Fontainebleau Blvd Eastbound		
Start Time	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Int. Total	
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM	2	0	9	2	13	0	0	0	0	0	0	297	0	0	297	0	201	0	0	201	511	
05:00 PM	1	0	3	2	6	0	0	0	0	0	1	301	0	0	302	0	185	0	0	185	493	
05:15 PM	1	0	9	0	10	0	0	0	0	0	0	277	0	0	277	0	224	0	0	224	511	
05:30 PM	2	0	6	1	9	0	0	0	0	0	0	293	0	0	293	0	220	0	0	220	522	
Total Volume	6	0	27	5	38	0	0	0	0	0	1	1168	0	0	1169	0	830	0	0	830	2037	
% App. Total	15.8	0	71.1	13.2		0	0	0	0		0.1	99.9	0	0		0	100	0	0			
PHF	.750	.000	.750	.625	.731	.000	.000	.000	.000	.000	.250	.970	.000	.000	.968	.000	.926	.000	.000	.926	.976	

Fontainebleu Blvd

Out

In	Total

836

1169	2005

0    1168	1	0
RIght Thru Left Peds

Fontainebleau Blvd

Out	In

Total 2025

1195	830

0	0	830
Peds RIght Thru

0

Left

Fontainebleau Blvd & NW 99th Court

File Name : Fontainebleau Blvd & NW 99th Court Site Code : 00000000

NW 99th Court
Out	In	Total
0	38	38

27	5
RIght Thru Left Peds

Peak Hour Data

North

Left		Thru   RIght    Peds 0		0

1

0

Out

In
NW 99th Court

1
Total

0

0

6

0

Peak Hour Begins at 04:45 PM

Veh Trucks U-Turns

Start Date : 1/14/2016 Page No	: 6

Fontainebleau Blvd & NW 99th Court

Groups Printed- Turns

File Name : Fontainebleau Blvd & NW 99th Court Site Code : 00000000
Start Date : 1/14/2016 Page No	: 1

	NW 99th Court Southbound	NW 99th Court Northbound	Fontainebleu Blvd Westbound	Fontainebleau Blvd Eastbound		
Start Time	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Int. Total	
07:00 AM	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	1	0	0	0	1	1	
*** BREAK ***
Total	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	1	0	0	0	1	1	

*** BREAK ***
04:15 PM	0	0	0	0	0	0	0	0	0	0	1	0	0	0	1	2	0	0	0	2	3

Total	0	0	0	0	0	0	0	0	0	0	1	0	0	0	1	2	0	0	0	2	3	

*** BREAK ***
05:00 PM	0	0	0	0	0	0	0	0	0	0	1	0	0	0	1	0	0	0	0	0	1
*** BREAK ***
Total	0	0	0	0	0	0	0	0	0	0	1	0	0	0	1	0	0	0	0	0	1	

Grand Total	0	0	0	0	0	0	0	0	0	0	2	0	0	0	2	3	0	0	0	3	5	
Apprch %	0	0	0	0		0	0	0	0		100	0	0	0		100	0	0	0			
Total %	0	0	0	0	0	0	0	0	0	0	40	0	0	0	40	60	0	0	0	60		

Fontainebleu Blvd

Out

In

Total
2

0

2

0

0	2

0

RIght Thru Left Peds/Bike

Fontainebleau Blvd

Out

In

Total
3

0

3

0

0	0	3

Peds/BikeRIght    Thru	Left

Fontainebleau Blvd & NW 99th Court

File Name : Fontainebleau Blvd & NW 99th Court Site Code : 00000000

NW 99th Court
Out	In	Total
3	0	3

0	0
RIght Thru Left Peds/Bike

North

Left		Thru  RIghtPeds/Bike 0		0

2

0

Out

In
NW 99th Court

2
Total

0

0

0

0

1/14/2016 07:00 AM
1/14/2016 05:45 PM

U-Turns

Start Date : 1/14/2016 Page No	: 2

Fontainebleau Blvd & NW 99th Court

File Name : Fontainebleau Blvd & NW 99th Court Site Code : 00000000
Start Date : 1/14/2016 Page No	: 3

	NW 99th Court Southbound	NW 99th Court Northbound	Fontainebleu Blvd Westbound	Fontainebleau Blvd Eastbound		
Start Time	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Int. Total	
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM
07:00 AM	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	1	0	0	0	1	1	
07:15 AM	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	
07:30 AM	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	
07:45 AM	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	
Total Volume	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	1	0	0	0	1	1	
% App. Total	0	0	0	0		0	0	0	0		0	0	0	0		100	0	0	0			
PHF	.000	.000	.000	.000	.000	.000	.000	.000	.000	.000	.000	.000	.000	.000	.000	.250	.000	.000	.000	.250	.250	

Fontainebleu Blvd

Out

In

Total
0

0

0

0

0	0	0

RIght Thru Left Peds

Fontainebleau Blvd

Out

In

Total
1

0

1

0	0	0	1
Peds   RIght    Thru	Left

Fontainebleau Blvd & NW 99th Court

File Name : Fontainebleau Blvd & NW 99th Court Site Code : 00000000

NW 99th Court
Out	In	Total
1	0	1

0

0

RIght Thru Left Peds

Peak Hour Data

North

Left		Thru   RIght    Peds 0		0

0

0

Out

In
NW 99th Court

0
Total

0

0

0

0

Peak Hour Begins at 07:00 AM

U-Turns

Start Date : 1/14/2016 Page No	: 4

Fontainebleau Blvd & NW 99th Court

File Name : Fontainebleau Blvd & NW 99th Court Site Code : 00000000
Start Date : 1/14/2016 Page No	: 5

	NW 99th Court Southbound	NW 99th Court Northbound	Fontainebleu Blvd Westbound	Fontainebleau Blvd Eastbound		
Start Time	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Int. Total	
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM
04:15 PM	0	0	0	0	0	0	0	0	0	0	1	0	0	0	1	2	0	0	0	2	3	
04:30 PM	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	
04:45 PM	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	
05:00 PM	0	0	0	0	0	0	0	0	0	0	1	0	0	0	1	0	0	0	0	0	1	
Total Volume	0	0	0	0	0	0	0	0	0	0	2	0	0	0	2	2	0	0	0	2	4	
% App. Total	0	0	0	0		0	0	0	0		100	0	0	0		100	0	0	0			
PHF	.000	.000	.000	.000	.000	.000	.000	.000	.000	.000	.500	.000	.000	.000	.500	.250	.000	.000	.000	.250	.333	

Fontainebleu Blvd

Out

In

Total
2

0

2

0

0	2	0

RIght Thru Left Peds

Fontainebleau Blvd

Out

In

Total
2

0

2

0	0	0	2
Peds   RIght    Thru	Left

Fontainebleau Blvd & NW 99th Court

File Name : Fontainebleau Blvd & NW 99th Court Site Code : 00000000

NW 99th Court
Out	In	Total
2	0	2

0

0

RIght Thru Left Peds

Peak Hour Data

North

Left		Thru   RIght    Peds 0		0

2

0

Out

In
NW 99th Court

2
Total

0

0

0

0

Peak Hour Begins at 04:15 PM

U-Turns

Start Date : 1/14/2016 Page No	: 6

Fontainebleau Blvd & NW 99th Court

Groups Printed- Trucks

File Name : Fontainebleau Blvd & NW 99th Court Site Code : 00000000
Start Date : 1/14/2016 Page No	: 1

	NW 99th Court Southbound	NW 99th Court Northbound	Fontainebleu Blvd Westbound	Fontainebleau Blvd Eastbound		
Start Time	Left	Thru	RIght	Bikes	App. Total	Left	Thru	RIght	Bikes	App. Total	Left	Thru	RIght	Bikes	App. Total	Left	Thru	RIght	Bikes	App. Total	Int. Total	
07:00 AM	0	0	0	0	0	0	0	0	0	0	0	2	0	0	2	0	4	0	0	4	6	
07:15 AM	0	0	0	2	2	0	0	0	0	0	0	4	0	0	4	0	7	0	0	7	13	
07:30 AM	0	0	1	0	1	0	0	0	0	0	0	5	0	0	5	0	6	0	0	6	12	
07:45 AM	0	0	0	0	0	0	0	0	0	0	0	4	0	0	4	0	5	0	0	5	9	
Total	0	0	1	2	3	0	0	0	0	0	0	15	0	0	15	0	22	0	0	22	40	

08:00 AM	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	0	1	0	0	1	1	
08:15 AM	0	0	0	0	0	0	0	0	0	0	0	1	0	0	1	0	2	0	0	2	3	
08:30 AM	0	0	0	0	0	0	0	0	0	0	0	2	0	0	2	0	6	0	0	6	8	
08:45 AM	0	0	0	0	0	0	0	0	0	0	0	2	0	0	2	0	2	0	0	2	4	
Total	0	0	0	0	0	0	0	0	0	0	0	5	0	0	5	0	11	0	0	11	16	

*** BREAK ***

04:00 PM	0	0	0	0	0	0	0	0	0	0	0	4	0	0	4	0	4	0	0	4	8	
04:15 PM	0	0	0	0	0	0	0	0	0	0	0	4	0	0	4	0	6	0	0	6	10	
04:30 PM	0	0	1	1	2	0	0	0	0	0	0	6	0	0	6	0	2	0	0	2	10	
04:45 PM	0	0	0	2	2	0	0	0	0	0	0	5	0	0	5	0	0	0	0	0	7	
Total	0	0	1	3	4	0	0	0	0	0	0	19	0	0	19	0	12	0	0	12	35	

05:00 PM	0	0	0	0	0	0	0	0	0	0	0	4	0	0	4	0	1	0	0	1	5	
05:15 PM	0	0	0	0	0	0	0	0	0	0	0	2	0	0	2	0	0	0	0	0	2	
05:30 PM	0	0	0	1	1	0	0	0	0	0	0	1	0	0	1	0	3	0	0	3	5	
05:45 PM	0	0	0	1	1	0	0	0	0	0	0	2	0	0	2	0	1	0	0	1	4	
Total	0	0	0	2	2	0	0	0	0	0	0	9	0	0	9	0	5	0	0	5	16	

Grand Total	0	0	2	7	9	0	0	0	0	0	0	48	0	0	48	0	50	0	0	50	107	
Apprch %	0	0	22.2	77.8		0	0	0	0		0	100	0	0		0	100	0	0			
Total %	0	0	1.9	6.5	8.4	0	0	0	0	0	0	44.9	0	0	44.9	0	46.7	0	0	46.7		

Fontainebleu Blvd Out	In	Total
50	48	98

0	48	0	0
RIght     Thru      Left   Bikes

Fontainebleau Blvd

Out	In

Total 100

50	50

0	0	50
Bikes RIght Thru

0

Left

Fontainebleau Blvd & NW 99th Court

File Name : Fontainebleau Blvd & NW 99th Court Site Code : 00000000

NW 99th Court
Out	In	Total
0	9	9

2	7
RIght     Thru      Left   Bikes

North

Left		Thru   RIght    Bikes 0		0

0

0

Out

In
NW 99th Court

0
Total

0

0

0

0

1/14/2016 07:00 AM
1/14/2016 05:45 PM

Trucks

Start Date : 1/14/2016 Page No	: 2

Fontainebleau Blvd & NW 99th Court

File Name : Fontainebleau Blvd & NW 99th Court Site Code : 00000000
Start Date : 1/14/2016 Page No	: 3

	NW 99th Court Southbound	NW 99th Court Northbound	Fontainebleu Blvd Westbound	Fontainebleau Blvd Eastbound		
Start Time	Left	Thru	RIght	Bikes	App. Total	Left	Thru	RIght	Bikes	App. Total	Left	Thru	RIght	Bikes	App. Total	Left	Thru	RIght	Bikes	App. Total	Int. Total	
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM
07:00 AM	0	0	0	0	0	0	0	0	0	0	0	2	0	0	2	0	4	0	0	4	6	
07:15 AM	0	0	0	2	2	0	0	0	0	0	0	4	0	0	4	0	7	0	0	7	13	
07:30 AM	0	0	1	0	1	0	0	0	0	0	0	5	0	0	5	0	6	0	0	6	12	
07:45 AM	0	0	0	0	0	0	0	0	0	0	0	4	0	0	4	0	5	0	0	5	9	
Total Volume	0	0	1	2	3	0	0	0	0	0	0	15	0	0	15	0	22	0	0	22	40	
% App. Total	0	0	33.3	66.7		0	0	0	0		0	100	0	0		0	100	0	0			
PHF	.000	.000	.250	.250	.375	.000	.000	.000	.000	.000	.000	.750	.000	.000	.750	.000	.786	.000	.000	.786	.769	

Fontainebleu Blvd Out	In	Total
22	15	37

0	15	0	0
RIght Thru Left Peds

Fontainebleau Blvd

Out	In

Total
38

16	22

0	0	22
Peds RIght Thru

0

Left

Fontainebleau Blvd & NW 99th Court

File Name : Fontainebleau Blvd & NW 99th Court Site Code : 00000000

NW 99th Court
Out	In	Total
0	3	3

1

2

RIght Thru Left Peds

Peak Hour Data

North

Left		Thru   RIght    Peds 0		0

0

0

Out

In
NW 99th Court

0
Total

0

0

0

0

Peak Hour Begins at 07:00 AM

Trucks

Start Date : 1/14/2016 Page No	: 4

Fontainebleau Blvd & NW 99th Court

File Name : Fontainebleau Blvd & NW 99th Court Site Code : 00000000
Start Date : 1/14/2016 Page No	: 5

	NW 99th Court Southbound	NW 99th Court Northbound	Fontainebleu Blvd Westbound	Fontainebleau Blvd Eastbound		
Start Time	Left	Thru	RIght	Bikes	App. Total	Left	Thru	RIght	Bikes	App. Total	Left	Thru	RIght	Bikes	App. Total	Left	Thru	RIght	Bikes	App. Total	Int. Total	
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM	0	0	0	0	0	0	0	0	0	0	0	4	0	0	4	0	4	0	0	4	8	
04:15 PM	0	0	0	0	0	0	0	0	0	0	0	4	0	0	4	0	6	0	0	6	10	
04:30 PM	0	0	1	1	2	0	0	0	0	0	0	6	0	0	6	0	2	0	0	2	10	
04:45 PM	0	0	0	2	2	0	0	0	0	0	0	5	0	0	5	0	0	0	0	0	7	
Total Volume	0	0	1	3	4	0	0	0	0	0	0	19	0	0	19	0	12	0	0	12	35	
% App. Total	0	0	25	75		0	0	0	0		0	100	0	0		0	100	0	0			
PHF	.000	.000	.250	.375	.500	.000	.000	.000	.000	.000	.000	.792	.000	.000	.792	.000	.500	.000	.000	.500	.875	

Fontainebleu Blvd Out	In	Total
12	19	31

0	19	0	0
RIght Thru Left Peds

Fontainebleau Blvd

Out	In

Total
32

20	12

0	0	12
Peds RIght Thru

0

Left

Fontainebleau Blvd & NW 99th Court

File Name : Fontainebleau Blvd & NW 99th Court Site Code : 00000000

NW 99th Court
Out	In	Total
0	4	4

1

3

RIght Thru Left Peds

Peak Hour Data

North

Left		Thru   RIght    Peds 0		0

0

0

Out

In
NW 99th Court

0
Total

0

0

0

0

Peak Hour Begins at 04:00 PM

Trucks

Start Date : 1/14/2016 Page No	: 6

Fontainebleau Blvd & NW 97th Avenue

Groups Printed- Veh - Trucks - Turns

File Name : Fontainebleau Blvd & NW 97th Avenue Site Code : 00000000
Start Date : 1/14/2016 Page No	: 1

	NW 97th Avenue Southbound	NW 97th Avenue Northbound	Fontainebleu Blvd Westbound	Fontainebleau Blvd Eastbound		
Start Time	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Int. Total	
07:00 AM	15	78	10	0	103	24	196	35	0	255	55	86	85	1	227	60	85	30	0	175	760	
07:15 AM	40	60	6	4	110	10	189	30	0	229	50	86	84	1	221	86	100	24	4	214	774	
07:30 AM	42	87	16	1	146	30	204	65	1	300	69	104	84	5	262	77	122	40	6	245	953	
07:45 AM	32	71	20	0	123	17	201	58	3	279	89	117	122	3	331	89	108	39	0	236	969	
Total	129	296	52	5	482	81	790	188	4	1063	263	393	375	10	1041	312	415	133	10	870	3456	

08:00 AM	21	75	30	2	128	20	162	55	0	237	94	159	108	4	365	77	87	34	1	199	929	
08:15 AM	12	67	33	0	112	29	141	71	2	243	67	147	127	7	348	49	138	42	0	229	932	
08:30 AM	32	61	31	4	128	30	145	80	5	260	60	124	109	8	301	69	140	34	0	243	932	
08:45 AM	51	42	16	0	109	38	184	74	5	301	51	116	95	6	268	65	116	15	1	197	875	
Total	116	245	110	6	477	117	632	280	12	1041	272	546	439	25	1282	260	481	125	2	868	3668	

*** BREAK ***

04:00 PM	48	147	64	6	265	41	64	114	0	219	71	143	47	4	265	29	110	35	0	174	923	
04:15 PM	91	209	114	10	424	55	87	87	0	229	62	152	48	2	264	36	116	38	0	190	1107	
04:30 PM	75	212	73	1	361	46	82	77	1	206	48	165	59	10	282	37	133	29	0	199	1048	
04:45 PM	102	237	75	0	414	52	105	100	2	259	54	205	55	2	316	64	112	38	0	214	1203	
Total	316	805	326	17	1464	194	338	378	3	913	235	665	209	18	1127	166	471	140	0	777	4281	

05:00 PM	86	237	69	2	394	41	89	92	0	222	83	204	49	13	349	57	116	39	0	212	1177	
05:15 PM	103	264	62	0	429	49	109	87	0	245	67	151	39	4	261	52	130	47	0	229	1164	
05:30 PM	82	227	78	0	387	48	87	91	2	228	87	156	58	5	306	53	142	61	0	256	1177	
05:45 PM	104	228	59	0	391	38	105	111	0	254	56	167	37	3	263	57	122	33	0	212	1120	
Total	375	956	268	2	1601	176	390	381	2	949	293	678	183	25	1179	219	510	180	0	909	4638	

Grand Total	936	2302	756	30	4024	568	2150	1227	21	3966	1063	2282	1206	78	4629	957	1877	578	12	3424	16043	
Apprch %	23.3	57.2	18.8	0.7		14.3	54.2	30.9	0.5		23	49.3	26.1	1.7		27.9	54.8	16.9	0.4			
Total %	5.8	14.3	4.7	0.2	25.1	3.5	13.4	7.6	0.1	24.7	6.6	14.2	7.5	0.5	28.9	6	11.7	3.6	0.1	21.3		
Veh	926	2289	752	27	3994	560	2134	1203	20	3917	1041	2272	1196	78	4587	948	1841	569	12	3370	15868	
% Veh	98.9	99.4	99.5	90	99.3	98.6	99.3	98	95.2	98.8	97.9	99.6	99.2	100	99.1	99.1	98.1	98.4	100	98.4	98.9	
Trucks	10	13	4	3	30	4	16	24	1	45	5	10	10	0	25	9	36	9	0	54	154	
% Trucks	1.1	0.6	0.5	10	0.7	0.7	0.7	2	4.8	1.1	0.5	0.4	0.8	0	0.5	0.9	1.9	1.6	0	1.6	1	
U-Turns	0	0	0	0	0	4	0	0	0	4	17	0	0	0	17	0	0	0	0	0	21	
% U-Turns	0	0	0	0	0	0.7	0	0	0	0.1	1.6	0	0	0	0.4	0	0	0	0	0	0.1	

Fontainebleu Blvd

Out

In 4587
25
17
4629

Total 8557
95
17
8669

3970
70
0
4040

1196
10
0
1206
RIght

2272
10
0
2282
Thru

1041
5
17
1063
Left

78
0
0
78
Peds

Fontainebleau Blvd

Out

In 3370
54
0
3424

Total 6954
72
4
7030

3584
18
4

3606

12
0
0
12
Peds

569
9
0
578
RIght

1841
36
0
1877
Thru

948
9
0
957
Left

Fontainebleau Blvd & NW 97th Avenue

File Name : Fontainebleau Blvd & NW 97th Avenue Site Code : 00000000

NW 97th Avenue

RIght Thru Left Peds

North
1/14/2016 07:00 AM
1/14/2016 05:45 PM

Veh Trucks U-Turns

Left	Thru RIght Peds

NW 97th Avenue

Start Date : 1/14/2016 Page No	: 2

Out		In		Total	
4278		3994		8272	
35		30		65	
0		0		0	
4313		4024		8337	

752	2289	926	27	
4	13	10	3	
0	0	0	0	
756	2302	936	30	

560	2134	1203	20	
4	16	24	1	
4	0	0	0	
568	2150	1227	21	

3899		3917		7816	
27		45		72	
17		4		21	
3943		3966		7909	
Out		In		Total	

Fontainebleau Blvd & NW 97th Avenue

File Name : Fontainebleau Blvd & NW 97th Avenue Site Code : 00000000
Start Date : 1/14/2016 Page No	: 3

	NW 97th Avenue Southbound	NW 97th Avenue Northbound	Fontainebleu Blvd Westbound	Fontainebleau Blvd Eastbound		
Start Time	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Int. Total	
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM	42	87	16	1	146	30	204	65	1	300	69	104	84	5	262	77	122	40	6	245	953	
07:45 AM	32	71	20	0	123	17	201	58	3	279	89	117	122	3	331	89	108	39	0	236	969	
08:00 AM	21	75	30	2	128	20	162	55	0	237	94	159	108	4	365	77	87	34	1	199	929	
08:15 AM	12	67	33	0	112	29	141	71	2	243	67	147	127	7	348	49	138	42	0	229	932	
Total Volume	107	300	99	3	509	96	708	249	6	1059	319	527	441	19	1306	292	455	155	7	909	3783	
% App. Total	21	58.9	19.4	0.6		9.1	66.9	23.5	0.6		24.4	40.4	33.8	1.5		32.1	50.1	17.1	0.8			
PHF	.637	.862	.750	.375	.872	.800	.868	.877	.500	.883	.848	.829	.868	.679	.895	.820	.824	.923	.292	.928	.976	

Fontainebleu Blvd

Out

In 1306

Total 2117

811

441

527	319	19

RIght Thru Left Peds

Fontainebleau Blvd

Out

In 909

Total 1631

722

7	155	455
Peds RIght Thru

292
Left

Fontainebleau Blvd & NW 97th Avenue

File Name : Fontainebleau Blvd & NW 97th Avenue Site Code : 00000000

NW 97th  Avenue Out	In	Total
1441	509	1950

99	3
RIght Thru Left Peds

Peak Hour Data

North

Left	Thru  RIght   Peds 96		6

774
Out

1059
In

1833
Total

NW 97th Avenue

249

708

107

300

Peak Hour Begins at 07:30 AM

Veh Trucks U-Turns

Start Date : 1/14/2016 Page No	: 4

Fontainebleau Blvd & NW 97th Avenue

File Name : Fontainebleau Blvd & NW 97th Avenue Site Code : 00000000
Start Date : 1/14/2016 Page No	: 5

	NW 97th Avenue Southbound	NW 97th Avenue Northbound	Fontainebleu Blvd Westbound	Fontainebleau Blvd Eastbound		
Start Time	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Int. Total	
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM	102	237	75	0	414	52	105	100	2	259	54	205	55	2	316	64	112	38	0	214	1203	
05:00 PM	86	237	69	2	394	41	89	92	0	222	83	204	49	13	349	57	116	39	0	212	1177	
05:15 PM	103	264	62	0	429	49	109	87	0	245	67	151	39	4	261	52	130	47	0	229	1164	
05:30 PM	82	227	78	0	387	48	87	91	2	228	87	156	58	5	306	53	142	61	0	256	1177	
Total Volume	373	965	284	2	1624	190	390	370	4	954	291	716	201	24	1232	226	500	185	0	911	4721	
% App. Total	23	59.4	17.5	0.1		19.9	40.9	38.8	0.4		23.6	58.1	16.3	1.9		24.8	54.9	20.3	0			
PHF	.905	.914	.910	.250	.946	.913	.894	.925	.500	.921	.836	.873	.866	.462	.883	.883	.880	.758	.000	.890	.981	

Fontainebleu Blvd

Out

In 1232

Total 2475

1243

201

716	291	24

RIght Thru Left Peds

Fontainebleau Blvd

Out

In 911

Total 2101

1190

0	185	500
Peds RIght Thru

226
Left

Fontainebleau Blvd & NW 97th Avenue

File Name : Fontainebleau Blvd & NW 97th Avenue Site Code : 00000000

NW 97th  Avenue Out	In	Total
817	1624	2441

284	2
RIght Thru Left Peds

Peak Hour Data

North

Left	Thru     RIght   Peds
190	4

1441
Out

954
In

2395
Total

NW 97th Avenue

370

390

373

965

Peak Hour Begins at 04:45 PM

Veh Trucks U-Turns

Start Date : 1/14/2016 Page No	: 6

Fontainebleau Blvd & NW 97th Avenue

Groups Printed- Turns

File Name : Fontainebleau Blvd & NW 97th Avenue Site Code : 00000000
Start Date : 1/14/2016 Page No	: 1

	NW 97th Avenue Southbound	NW 97th Avenue Northbound	Fontainebleu Blvd Westbound	Fontainebleau Blvd Eastbound		
Start Time	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Int. Total	
07:00 AM	0	0	0	0	0	0	0	0	0	0	2	0	0	0	2	0	0	0	0	0	2	
07:15 AM	0	0	0	0	0	1	0	0	0	1	0	0	0	0	0	0	0	0	0	0	1	
07:30 AM	0	0	0	0	0	0	0	0	0	0	1	0	0	0	1	0	0	0	0	0	1	
07:45 AM	0	0	0	0	0	0	0	0	0	0	2	0	0	0	2	0	0	0	0	0	2	
Total	0	0	0	0	0	1	0	0	0	1	5	0	0	0	5	0	0	0	0	0	6	

*** BREAK ***
08:15 AM	0	0	0	0	0	1	0	0	0	1	0	0	0	0	0	0	0	0	0	0	1	
08:30 AM	0	0	0	0	0	0	0	0	0	0	3	0	0	0	3	0	0	0	0	0	3	
08:45 AM	0	0	0	0	0	0	0	0	0	0	1	0	0	0	1	0	0	0	0	0	1	
Total	0	0	0	0	0	1	0	0	0	1	4	0	0	0	4	0	0	0	0	0	5	

*** BREAK ***

04:00 PM	0	0	0	0	0	0	0	0	0	0	1	0	0	0	1	0	0	0	0	0	1	
04:15 PM	0	0	0	0	0	0	0	0	0	0	3	0	0	0	3	0	0	0	0	0	3	
04:30 PM	0	0	0	0	0	0	0	0	0	0	1	0	0	0	1	0	0	0	0	0	1	
04:45 PM	0	0	0	0	0	0	0	0	0	0	1	0	0	0	1	0	0	0	0	0	1	
Total	0	0	0	0	0	0	0	0	0	0	6	0	0	0	6	0	0	0	0	0	6	

*** BREAK ***
05:15 PM	0	0	0	0	0	1	0	0	0	1	1	0	0	0	1	0	0	0	0	0	2	
05:30 PM	0	0	0	0	0	1	0	0	0	1	1	0	0	0	1	0	0	0	0	0	2	
*** BREAK ***
Total	0	0	0	0	0	2	0	0	0	2	2	0	0	0	2	0	0	0	0	0	4	

Grand Total	0	0	0	0	0	4	0	0	0	4	17	0	0	0	17	0	0	0	0	0	21	
Apprch %	0	0	0	0		100	0	0	0		100	0	0	0		0	0	0	0			
Total %	0	0	0	0	0	19	0	0	0	19	81	0	0	0	81	0	0	0	0	0		

Fontainebleu Blvd

Out

In
17

Total
17

0

0

0	17

0

RIght Thru Left Peds/Bike

Fontainebleau Blvd

Out

In

Total
4

4

0

0

0	0	0

Peds/BikeRIght    Thru	Left

Fontainebleau Blvd & NW 97th Avenue

File Name : Fontainebleau Blvd & NW 97th Avenue Site Code : 00000000

NW 97th Avenue Out	In

0	0

Total
0

0	0
RIght Thru Left Peds/Bike

North

Left		Thru  RIghtPeds/Bike 4		0

17
Out

4

In

21
Total

NW 97th Avenue

0

0

0

0

1/14/2016 07:00 AM
1/14/2016 05:45 PM

U-Turns

Start Date : 1/14/2016 Page No	: 2

Fontainebleau Blvd & NW 97th Avenue

File Name : Fontainebleau Blvd & NW 97th Avenue Site Code : 00000000
Start Date : 1/14/2016 Page No	: 3

	NW 97th Avenue Southbound	NW 97th Avenue Northbound	Fontainebleu Blvd Westbound	Fontainebleau Blvd Eastbound		
Start Time	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Int. Total	
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM
07:00 AM	0	0	0	0	0	0	0	0	0	0	2	0	0	0	2	0	0	0	0	0	2	
07:15 AM	0	0	0	0	0	1	0	0	0	1	0	0	0	0	0	0	0	0	0	0	1	
07:30 AM	0	0	0	0	0	0	0	0	0	0	1	0	0	0	1	0	0	0	0	0	1	
07:45 AM	0	0	0	0	0	0	0	0	0	0	2	0	0	0	2	0	0	0	0	0	2	
Total Volume	0	0	0	0	0	1	0	0	0	1	5	0	0	0	5	0	0	0	0	0	6	
% App. Total	0	0	0	0		100	0	0	0		100	0	0	0		0	0	0	0			
PHF	.000	.000	.000	.000	.000	.250	.000	.000	.000	.250	.625	.000	.000	.000	.625	.000	.000	.000	.000	.000	.750	

Fontainebleu Blvd

Out

In

Total
5

0

5

0

0	5	0

RIght Thru Left Peds

Fontainebleau Blvd

Out

In

Total
1

1

0

0	0	0	0
Peds   RIght    Thru	Left

Fontainebleau Blvd & NW 97th Avenue

File Name : Fontainebleau Blvd & NW 97th Avenue Site Code : 00000000

NW 97th Avenue Out	In

0	0

Total
0

0

0

RIght Thru Left Peds

Peak Hour Data

North

Left		Thru   RIght    Peds 1		0

5

1

Out	In

6
Total

NW 97th Avenue

0

0

0

0

Peak Hour Begins at 07:00 AM

U-Turns

Start Date : 1/14/2016 Page No	: 4

Fontainebleau Blvd & NW 97th Avenue

File Name : Fontainebleau Blvd & NW 97th Avenue Site Code : 00000000
Start Date : 1/14/2016 Page No	: 5

	NW 97th Avenue Southbound	NW 97th Avenue Northbound	Fontainebleu Blvd Westbound	Fontainebleau Blvd Eastbound		
Start Time	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Left	Thru	RIght	Peds/Bike	App. Total	Int. Total	
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM	0	0	0	0	0	0	0	0	0	0	1	0	0	0	1	0	0	0	0	0	1	
04:15 PM	0	0	0	0	0	0	0	0	0	0	3	0	0	0	3	0	0	0	0	0	3	
04:30 PM	0	0	0	0	0	0	0	0	0	0	1	0	0	0	1	0	0	0	0	0	1	
04:45 PM	0	0	0	0	0	0	0	0	0	0	1	0	0	0	1	0	0	0	0	0	1	
Total Volume	0	0	0	0	0	0	0	0	0	0	6	0	0	0	6	0	0	0	0	0	6	
% App. Total	0	0	0	0		0	0	0	0		100	0	0	0		0	0	0	0			
PHF	.000	.000	.000	.000	.000	.000	.000	.000	.000	.000	.500	.000	.000	.000	.500	.000	.000	.000	.000	.000	.500	

Fontainebleu Blvd

Out

In

Total
6

0

6

0

0	6	0

RIght Thru Left Peds

Fontainebleau Blvd

Out

In

Total
0

0

0

0	0	0	0
Peds   RIght    Thru	Left

Fontainebleau Blvd & NW 97th Avenue

File Name : Fontainebleau Blvd & NW 97th Avenue Site Code : 00000000

NW 97th Avenue Out	In

0	0

Total
0

0

0

RIght Thru Left Peds

Peak Hour Data

North

Left		Thru   RIght    Peds 0		0

6

0

Out	In

6
Total

NW 97th Avenue

0

0

0

0

Peak Hour Begins at 04:00 PM

U-Turns

Start Date : 1/14/2016 Page No	: 6

Fontainebleau Blvd & NW 97th Avenue

Groups Printed- Trucks

File Name : Fontainebleau Blvd & NW 97th Avenue Site Code : 00000000
Start Date : 1/14/2016 Page No	: 1

	NW 97th Avenue Southbound	NW 97th Avenue Northbound	Fontainebleu Blvd Westbound	Fontainebleau Blvd Eastbound		
Start Time	Left	Thru	RIght	Bikes	App. Total	Left	Thru	RIght	Bikes	App. Total	Left	Thru	RIght	Bikes	App. Total	Left	Thru	RIght	Bikes	App. Total	Int. Total	
07:00 AM	2	3	0	0	5	0	1	3	0	4	1	1	0	0	2	0	3	1	0	4	15	
07:15 AM	2	1	0	1	4	1	3	0	0	4	2	3	3	0	8	0	4	2	0	6	22	
07:30 AM	1	0	0	0	1	1	2	3	1	7	1	2	1	0	4	2	5	0	0	7	19	
07:45 AM	0	1	0	0	1	0	1	1	0	2	1	4	1	0	6	0	3	1	0	4	13	
Total	5	5	0	1	11	2	7	7	1	17	5	10	5	0	20	2	15	4	0	21	69	

08:00 AM	0	2	0	0	2	0	0	1	0	1	0	0	0	0	0	0	1	2	0	3	6	
08:15 AM	0	0	0	0	0	0	0	2	0	2	0	0	2	0	2	0	0	0	0	0	4	
08:30 AM	0	0	0	1	1	0	0	1	0	1	0	0	0	0	0	0	2	1	0	3	5	
08:45 AM	1	1	0	0	2	0	0	2	0	2	0	0	0	0	0	0	1	0	0	1	5	
Total	1	3	0	1	5	0	0	6	0	6	0	0	2	0	2	0	4	3	0	7	20	

*** BREAK ***

04:00 PM	1	2	2	0	5	0	1	5	0	6	0	0	0	0	0	1	5	1	0	7	18	
04:15 PM	1	1	0	0	2	0	0	2	0	2	0	0	2	0	2	1	4	0	0	5	11	
04:30 PM	0	1	1	1	3	0	0	1	0	1	0	0	1	0	1	2	4	0	0	6	11	
04:45 PM	1	0	1	0	2	0	2	2	0	4	0	0	0	0	0	0	1	1	0	2	8	
Total	3	4	4	1	12	0	3	10	0	13	0	0	3	0	3	4	14	2	0	20	48	

05:00 PM	1	1	0	0	2	1	3	1	0	5	0	0	0	0	0	0	2	0	0	2	9	
05:15 PM	0	0	0	0	0	0	2	0	0	2	0	0	0	0	0	0	0	0	0	0	2	
05:30 PM	0	0	0	0	0	1	0	0	0	1	0	0	0	0	0	2	0	0	0	2	3	
05:45 PM	0	0	0	0	0	0	1	0	0	1	0	0	0	0	0	1	1	0	0	2	3	
Total	1	1	0	0	2	2	6	1	0	9	0	0	0	0	0	3	3	0	0	6	17	

Grand Total	10	13	4	3	30	4	16	24	1	45	5	10	10	0	25	9	36	9	0	54	154	
Apprch %	33.3	43.3	13.3	10		8.9	35.6	53.3	2.2		20	40	40	0		16.7	66.7	16.7	0			
Total %	6.5	8.4	2.6	1.9	19.5	2.6	10.4	15.6	0.6	29.2	3.2	6.5	6.5	0	16.2	5.8	23.4	5.8	0	35.1		

Fontainebleu Blvd Out	In	Total
70	25	95

10	10	5	0
RIght     Thru      Left   Bikes

Fontainebleau Blvd

Out	In

Total
72

18	54

0	9	36
Bikes RIght Thru

9

Left

Fontainebleau Blvd & NW 97th Avenue

File Name : Fontainebleau Blvd & NW 97th Avenue Site Code : 00000000

NW 97th  Avenue Out	In	Total
35	30	65

4	3
RIght     Thru      Left   Bikes

North

Left		Thru   RIght    Bikes 4		1

27
Out

45
In

72
Total

NW 97th Avenue

24

16

10

13

1/14/2016 07:00 AM
1/14/2016 05:45 PM

Trucks

Start Date : 1/14/2016 Page No	: 2

Fontainebleau Blvd & NW 97th Avenue

File Name : Fontainebleau Blvd & NW 97th Avenue Site Code : 00000000
Start Date : 1/14/2016 Page No	: 3

	NW 97th Avenue Southbound	NW 97th Avenue Northbound	Fontainebleu Blvd Westbound	Fontainebleau Blvd Eastbound		
Start Time	Left	Thru	RIght	Bikes	App. Total	Left	Thru	RIght	Bikes	App. Total	Left	Thru	RIght	Bikes	App. Total	Left	Thru	RIght	Bikes	App. Total	Int. Total	
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM
07:00 AM	2	3	0	0	5	0	1	3	0	4	1	1	0	0	2	0	3	1	0	4	15	
07:15 AM	2	1	0	1	4	1	3	0	0	4	2	3	3	0	8	0	4	2	0	6	22	
07:30 AM	1	0	0	0	1	1	2	3	1	7	1	2	1	0	4	2	5	0	0	7	19	
07:45 AM	0	1	0	0	1	0	1	1	0	2	1	4	1	0	6	0	3	1	0	4	13	
Total Volume	5	5	0	1	11	2	7	7	1	17	5	10	5	0	20	2	15	4	0	21	69	
% App. Total	45.5	45.5	0	9.1		11.8	41.2	41.2	5.9		25	50	25	0		9.5	71.4	19	0			
PHF	.625	.417	.000	.250	.550	.500	.583	.583	.250	.607	.625	.625	.417	.000	.625	.250	.750	.500	.000	.750	.784	

Fontainebleu Blvd Out	In	Total
27	20	47

5	10	5	0
RIght Thru Left Peds

Fontainebleau Blvd

Out	In

Total
33

12	21

0	4	15
Peds RIght Thru

2

Left

Fontainebleau Blvd & NW 97th Avenue

File Name : Fontainebleau Blvd & NW 97th Avenue Site Code : 00000000

NW 97th  Avenue Out	In	Total
14	11	25

0	1
RIght Thru Left Peds

Peak Hour Data

North

Left		Thru   RIght    Peds 2		1

14
Out

17
In

31
Total

NW 97th Avenue

7

7

5

5

Peak Hour Begins at 07:00 AM

Trucks

Start Date : 1/14/2016 Page No	: 4

Fontainebleau Blvd & NW 97th Avenue

File Name : Fontainebleau Blvd & NW 97th Avenue Site Code : 00000000
Start Date : 1/14/2016 Page No	: 5

	NW 97th Avenue Southbound	NW 97th Avenue Northbound	Fontainebleu Blvd Westbound	Fontainebleau Blvd Eastbound		
Start Time	Left	Thru	RIght	Bikes	App. Total	Left	Thru	RIght	Bikes	App. Total	Left	Thru	RIght	Bikes	App. Total	Left	Thru	RIght	Bikes	App. Total	Int. Total	
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM	1	2	2	0	5	0	1	5	0	6	0	0	0	0	0	1	5	1	0	7	18	
04:15 PM	1	1	0	0	2	0	0	2	0	2	0	0	2	0	2	1	4	0	0	5	11	
04:30 PM	0	1	1	1	3	0	0	1	0	1	0	0	1	0	1	2	4	0	0	6	11	
04:45 PM	1	0	1	0	2	0	2	2	0	4	0	0	0	0	0	0	1	1	0	2	8	
Total Volume	3	4	4	1	12	0	3	10	0	13	0	0	3	0	3	4	14	2	0	20	48	
% App. Total	25	33.3	33.3	8.3		0	23.1	76.9	0		0	0	100	0		20	70	10	0			
PHF	.750	.500	.500	.250	.600	.000	.375	.500	.000	.542	.000	.000	.375	.000	.375	.500	.700	.500	.000	.714	.667	

Fontainebleu Blvd

Out

In

Total
30

27

3

3

0	0	0

RIght Thru Left Peds

Fontainebleau Blvd

Out

In

Total
24

4	20

0	2	14
Peds RIght Thru

4

Left

Fontainebleau Blvd & NW 97th Avenue

File Name : Fontainebleau Blvd & NW 97th Avenue Site Code : 00000000

NW 97th  Avenue Out	In	Total
10	12	22

4	1
RIght Thru Left Peds

Peak Hour Data

North

Left		Thru   RIght    Peds 0		0

6

Out

13
In

19
Total

NW 97th Avenue

10

3

3

4

Peak Hour Begins at 04:00 PM

Trucks

Start Date : 1/14/2016 Page No	: 6

Appendix C: Level Of Services

HCM Signalized Intersection Capacity Analysis

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

Volume (vph)	53	0	40	106	0	61	37	1434	26	8	410	17	

Total Lost time (s)	6.4	6.7	6.4	6.7	6.4	6.4	6.4	6.4	6.4	6.4	

Frt	1.00	0.85	1.00	0.85	1.00	1.00	0.85	1.00	1.00	0.85	

Satd. Flow (prot)	1770	1583	1770	1583	1770	3539	1583	1770	3539	1583	

Satd. Flow (perm)	1863	1583	1693	1583	894	3539	1583	201	3539	1583	

Adj. Flow (vph)	55	0	42	110	0	64	39	1494	27	8	427	18	

Lane Group Flow (vph)	55	0	2	110	0	4	39	1494	14	8	427	9	

Protected Phases	7	4	3	8	5	2	1	6	

Actuated Green, G (s)	6.1	2.9	9.1	4.4	41.6	38.9	38.9	38.0	37.1	37.1	

Actuated g/C Ratio	0.08	0.04	0.12	0.06	0.57	0.53	0.53	0.52	0.51	0.51	

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

v/s Ratio Prot	0.02	c0.03	c0.00	c0.42	0.00	0.12	

3: NW 97 Av. & NW 900 Block - AM Existing	2/4/2016

													
Lane Configurations	

	

	

	

	
													
Ideal Flow (vphpl)	1900	1900	1900	1900	1900	1900	1900	1900	1900	1900	1900	1900	
													
Lane Util. Factor	1.00		1.00	1.00		1.00	1.00	0.95	1.00	1.00	0.95	1.00	
													
Flt Protected	0.95		1.00	0.95		1.00	0.95	1.00	1.00	0.95	1.00	1.00	
													
Flt Permitted	1.00		1.00	0.91		1.00	0.48	1.00	1.00	0.11	1.00	1.00	
													
Peak-hour factor, PHF	0.96	0.96	0.96	0.96	0.96	0.96	0.96	0.96	0.96	0.96	0.96	0.96	
													
RTOR Reduction (vph)	0	0	40	0	0	60	0	0	13	0	0	9	
													
Turn Type	pm+pt		Perm	pm+pt		Perm	pm+pt	NA	Perm	pm+pt	NA	Perm	
													
Permitted Phases	4		4	8		8	2		2	6		6	
													
Effective Green, g (s)	6.1		2.9	9.1		4.4	41.6	38.9	38.9	38.0	37.1	37.1	
													
Clearance Time (s)	6.4		6.7	6.4		6.7	6.4	6.4	6.4	6.4	6.4	6.4	
													
Lane Grp Cap (vph)	150		62	215		95	539	1878	840	123	1791	801	
													
v/s Ratio Perm	0.01		0.00	c0.03		0.00	0.04		0.01	0.03		0.01	
													
Uniform Delay, d1	31.8		33.8	30.0		32.5	7.0	14.0	8.1	10.9	10.2	9.0	
													
Incremental Delay, d2	1.5		0.2	2.1		0.2	0.1	3.6	0.0	0.2	0.3	0.0	
													
Level of Service	C		C	C		C	A	B	A	B	B	A	
													
Approach LOS		C			C			B			B		
				
HCM 2000 Control Delay	17.7	HCM 2000 Level of Service	B	
				
Actuated Cycle Length (s)	73.3	Sum of lost time (s)	25.9	
				
Analysis Period (min)	15			

1/21/2016 Baseline	Synchro 8 Report

v/c Ratio	0.37	0.03	0.51	0.04	0.07	0.80	0.02	0.07	0.24	0.01	

Progression Factor	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	

Delay (s)	33.3	34.0	32.0	32.6	7.1	17.6	8.2	11.1	10.5	9.0	

Approach Delay (s)	33.6	32.3	17.1	10.4	

Intersection Summary	

HCM 2000 Volume to Capacity ratio	0.76	

Intersection Capacity Utilization	63.1%	ICU Level of Service	B	

c Critical Lane Group	

Page 1

Initial Q (Qb), veh	0	0	0	0	0	0	0	0	0	0	0	0	

Parking Bus, Adj	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	

Adj Flow Rate, veh/h	313	488	166	342	565	473	103	759	267	114	322	106	

Peak Hour Factor	0.97	0.97	0.97	0.97	0.97	0.97	0.97	0.97	0.97	0.97	0.97	0.97	

Cap, veh/h	349	775	262	443	535	448	338	1005	450	216	759	246	

Sat Flow, veh/h	1774	2599	879	1774	1831	1532	1774	3539	1583	1774	2631	851	

Grp Sat Flow(s),veh/h/ln	1774	1770	1708	1774	1770	1592	1774	1770	1583	1774	1770	1713	

Cycle Q Clear(g_c), s	16.5	19.4	19.6	15.7	35.0	35.0	4.9	23.4	17.4	5.4	11.8	12.1	

Lane Grp Cap(c), veh/h	349	527	509	443	517	465	338	1005	450	216	511	494	

Avail Cap(c_a), veh/h	786	527	509	890	517	465	358	1005	450	227	511	494	

Upstream Filter(I)	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	

Incr Delay (d2), s/veh	8.2	2.4	2.6	2.9	55.2	57.5	0.5	5.3	5.7	2.0	2.5	2.7	

%ile BackOfQ(50%),veh/ln	10.9	9.8	9.6	8.0	24.9	22.7	2.4	12.1	8.3	2.7	6.1	6.1	

LnGrp LOS	D	D	D	C	F	F	C	D	D	C	D	D	

Approach Delay, s/veh	40.1	81.1	42.5	36.2	

Timer	1	2	3	4	5	6	7	8	

HCM 2010 Signalized Intersection Summary

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

Volume (veh/h)	304	473	161	332	548	459	100	736	259	111	312	103	

4: Fontainebleau Blvd. & NW 97 Av. - AM Existing	2/4/2016

 	 	 	 	 	 	 	 	 	 	 	

Lane Configurations	

	

	

	

	
													
Number	7	4	14	3	8	18	5	2	12	1	6	16	
													
Ped-Bike Adj(A_pbT)	1.00		1.00	1.00		1.00	1.00		1.00	1.00		1.00	
													
Adj Sat Flow, veh/h/ln	1863	1863	1900	1863	1863	1900	1863	1863	1863	1863	1863	1900	
													
Adj No. of Lanes	1	2	0	1	2	0	1	2	1	1	2	0	
													
Percent Heavy Veh, %	2	2	2	2	2	2	2	2	2	2	2	2	
													
Arrive On Green	0.16	0.30	0.30	0.16	0.29	0.29	0.06	0.28	0.28	0.06	0.29	0.29	
													
Grp Volume(v), veh/h	313	331	323	342	546	492	103	759	267	114	215	213	
													
Q Serve(g_s), s	16.5	19.4	19.6	15.7	35.0	35.0	4.9	23.4	17.4	5.4	11.8	12.1	
													
Prop In Lane	1.00		0.51	1.00		0.96	1.00		1.00	1.00		0.50	
													
V/C Ratio(X)	0.90	0.63	0.63	0.77	1.06	1.06	0.30	0.76	0.59	0.53	0.42	0.43	
													
HCM Platoon Ratio	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	
													
Uniform Delay (d), s/veh	34.8	36.3	36.4	25.2	42.4	42.4	28.3	39.1	36.9	30.4	34.5	34.6	
													
Initial Q Delay(d3),s/veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0	
													
LnGrp Delay(d),s/veh	43.0	38.7	38.9	28.0	97.5	99.8	28.8	44.4	42.6	32.4	37.0	37.3	
													
Approach Vol, veh/h		967			1380			1129			542		
													
Approach LOS		D			F			D			D		
													
Assigned Phs	1	2	3	4	5	6	7	8					
													
Change Period (Y+Rc), s	6.0	6.0	6.0	6.0	6.0	6.0	6.0	6.0					
													
Max Q Clear Time (g_c+I1), s	7.4	25.4	17.7	21.6	6.9	14.1	18.5	37.0					

Intersection Summary	
HCM 2010 Ctrl Delay	54.4	

Phs Duration (G+Y+Rc), s	13.2	40.0	24.8	41.7	12.7	40.6	25.5	41.0	

Max Green Setting (Gmax), s	8.0	34.0	49.0	35.0	8.0	34.0	49.0	35.0	

Green Ext Time (p_c), s	0.0	5.3	1.1	8.8	0.0	9.1	1.0	0.0	

HCM 2010 LOS	D

1/21/2016 Baseline	Synchro 8 Report
Page 1

Sign Control	Free    Free	Free    Free	Stop	Stop	

Storage Length	100	-	-	-	0	0	

Grade, %	-	0	0	-	0	-	

Heavy Vehicles, %	2	2	2	2	2	2	

Stage 2	-	-	-	-	423	-	

Critical Hdwy Stg 1	-	-	-	-	5.84	-	

Follow-up Hdwy	2.22	-	-	-	3.52	3.32	

Stage 1	-	-	-	-	403	-	

HCM 2010 TWSC

Intersection	

9: NW 99 Ct & Fontainebleau Blvd. - AM Existing	2/4/2016

		
Int Delay, s/veh	0.3	
	
Movement	EBL	EBT	WBT	WBR	SBL	SBR	
Vol, veh/h	0	821	775	0	2	40	
Conflicting Peds, #/hr	0	0	0	0	0	0	
							
RT Channelized	-	None	-	None	-	None	
							
Veh in Median Storage, #	-	0	0	-	0	-	
							
Peak Hour Factor	97	97	97	97	97	97	
							
Mvmt Flow	0	846	799	0	2	41	
	
Major/Minor	Major1		Major2		Minor2	
Conflicting Flow All	799	0	-	0	1222	399	
Stage 1	-	-	-	-	799	-	
				
Critical Hdwy	4.14	-	-	-	6.84	6.94	
				
Critical Hdwy Stg 2	-	-	-	-	5.84	-	
				
Pot Cap-1 Maneuver	819	-	-	-	172	601	
				
Stage 2	-	-	-	-	629	-	
				
Mov Cap-1 Maneuver	819	-	-	-	172	601	
				
Stage 1	-	-	-	-	403	-	

Approach	EB	WB	SB	

Platoon blocked, %	-	-	-	

Mov Cap-2 Maneuver	-	-	-	-	172	-	

Stage 2	-	-	-	-	629	-	

Minor Lane/Major Mvmt	EBL	EBT WBT WBR SBLn1 SBLn2	

HCM Lane V/C Ratio	-	-	-	- 0.012 0.069	

HCM Lane LOS	A	-	-	-	D	B	

HCM Control Delay, s	0	0	12.1
HCM LOS	B	

				
Capacity (veh/h)	819	-	-	-	172	601	
				
HCM Control Delay (s)	0	-	-	-	26.2	11.4	
				
HCM 95th %tile Q(veh)	0	-	-	-	0	0.2	

1/21/2016 Baseline	Synchro 8 Report
Page 1

HCM Signalized Intersection Capacity Analysis

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

Volume (vph)	28	0	20	49	0	29	59	653	79	27	1568	48	

Total Lost time (s)	6.4	6.7	6.4	6.7	6.4	6.4	6.4	6.4	6.4	6.4	

Frt	1.00	0.85	1.00	0.85	1.00	1.00	0.85	1.00	1.00	0.85	

Satd. Flow (prot)	1770	1583	1770	1583	1770	3539	1583	1770	3539	1583	

Satd. Flow (perm)	1863	1583	1285	1583	143	3539	1583	720	3539	1583	

Adj. Flow (vph)	29	0	21	51	0	30	61	673	81	28	1616	49	

Lane Group Flow (vph)	29	0	0	51	0	2	61	673	50	28	1616	30	

Protected Phases	7	4	3	8	5	2	1	6	

Actuated Green, G (s)	6.2	2.0	13.8	5.8	69.6	64.3	64.3	66.0	62.5	62.5	

Actuated g/C Ratio	0.06	0.02	0.13	0.06	0.67	0.62	0.62	0.64	0.60	0.60	

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

v/s Ratio Prot	0.01	c0.02	c0.02	0.19	0.00	c0.46	

3: NW 97 Avenue & NW 900 Block - PM Existing	2/4/2016

													
Lane Configurations	

	

	

	

	
													
Ideal Flow (vphpl)	1900	1900	1900	1900	1900	1900	1900	1900	1900	1900	1900	1900	
													
Lane Util. Factor	1.00		1.00	1.00		1.00	1.00	0.95	1.00	1.00	0.95	1.00	
													
Flt Protected	0.95		1.00	0.95		1.00	0.95	1.00	1.00	0.95	1.00	1.00	
													
Flt Permitted	1.00		1.00	0.69		1.00	0.08	1.00	1.00	0.39	1.00	1.00	
													
Peak-hour factor, PHF	0.97	0.97	0.97	0.97	0.97	0.97	0.97	0.97	0.97	0.97	0.97	0.97	
													
RTOR Reduction (vph)	0	0	21	0	0	28	0	0	31	0	0	19	
													
Turn Type	pm+pt		Perm	pm+pt		Perm	pm+pt	NA	Perm	pm+pt	NA	Perm	
													
Permitted Phases	4		4	8		8	2		2	6		6	
													
Effective Green, g (s)	6.2		2.0	13.8		5.8	69.6	64.3	64.3	66.0	62.5	62.5	
													
Clearance Time (s)	6.4		6.7	6.4		6.7	6.4	6.4	6.4	6.4	6.4	6.4	
													
Lane Grp Cap (vph)	107		30	208		88	179	2194	981	493	2132	954	
													
v/s Ratio Perm	0.01		0.00	c0.01		0.00	0.21		0.03	0.03		0.02	
													
Uniform Delay, d1	46.6		49.9	40.1		46.3	12.2	9.2	7.7	7.0	15.1	8.3	
													
Incremental Delay, d2	1.4		0.2	0.6		0.1	1.1	0.4	0.1	0.0	2.6	0.1	
													
Level of Service	D		D	D		D	B	A	A	A	B	A	
													
Approach LOS		D			D			A			B		
				
HCM 2000 Control Delay	16.3	HCM 2000 Level of Service	B	
				
Actuated Cycle Length (s)	103.7	Sum of lost time (s)	25.9	
				
Analysis Period (min)	15			

1/21/2016 Baseline	Synchro 8 Report

v/c Ratio	0.27	0.01	0.25	0.02	0.34	0.31	0.05	0.06	0.76	0.03	

Progression Factor	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	

Delay (s)	48.0	50.1	40.8	46.3	13.3	9.6	7.8	7.0	17.7	8.4	

Approach Delay (s)	48.9	42.8	9.7	17.2	

Intersection Summary	

HCM 2000 Volume to Capacity ratio	0.68	

Intersection Capacity Utilization	69.3%	ICU Level of Service	C	

c Critical Lane Group	

Page 1

Initial Q (Qb), veh	0	0	0	0	0	0	0	0	0	0	0	0	

Parking Bus, Adj	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	

Adj Flow Rate, veh/h	240	531	196	309	760	213	202	414	397	396	1024	301	

Peak Hour Factor	0.98	0.98	0.98	0.98	0.98	0.98	0.98	0.98	0.98	0.98	0.98	0.98	

Cap, veh/h	191	503	185	309	722	202	196	1042	466	493	1050	307	

Sat Flow, veh/h	1774	2536	932	1774	2732	766	1774	3539	1583	1774	2703	790	

Grp Sat Flow(s),veh/h/ln	1774	1770	1698	1774	1770	1728	1774	1770	1583	1774	1770	1723	

Cycle Q Clear(g_c), s	9.0	24.0	24.0	17.0	32.0	32.0	9.0	11.3	28.6	18.1	44.9	45.6	

Lane Grp Cap(c), veh/h	191	351	337	309	468	457	196	1042	466	493	687	669	

Avail Cap(c_a), veh/h	191	351	337	309	468	457	196	1042	466	517	687	669	

Upstream Filter(I)	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	

Incr Delay (d2), s/veh	149.6	62.9	65.8	51.4	56.0	56.4	72.1	1.1	17.6	8.6	28.1	30.5	

%ile BackOfQ(50%),veh/ln	8.0	17.8	17.4	14.7	22.9	22.4	6.1	5.7	14.8	10.0	27.3	27.2	

LnGrp LOS	F	F	F	F	F	F	F	D	E	C	E	E	

Approach Delay, s/veh	132.1	97.3	58.1	57.9	

Timer	1	2	3	4	5	6	7	8	

HCM 2010 Signalized Intersection Summary

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

Volume (veh/h)	235	520	192	303	745	209	198	406	389	388	1004	295	

4: Fointainebleau Blvd. & NW 97 Ave. - PM Existing	2/4/2016

 	 	 	 	 	 	 	 	 	 	 	

Lane Configurations	

	

	

	

	
													
Number	7	4	14	3	8	18	5	2	12	1	6	16	
													
Ped-Bike Adj(A_pbT)	1.00		1.00	1.00		1.00	1.00		1.00	1.00		1.00	
													
Adj Sat Flow, veh/h/ln	1863	1863	1900	1863	1863	1900	1863	1863	1863	1863	1863	1900	
													
Adj No. of Lanes	1	2	0	1	2	0	1	2	1	1	2	0	
													
Percent Heavy Veh, %	2	2	2	2	2	2	2	2	2	2	2	2	
													
Arrive On Green	0.07	0.20	0.20	0.14	0.26	0.26	0.07	0.29	0.29	0.17	0.39	0.39	
													
Grp Volume(v), veh/h	240	370	357	309	492	481	202	414	397	396	668	657	
													
Q Serve(g_s), s	9.0	24.0	24.0	17.0	32.0	32.0	9.0	11.3	28.6	18.1	44.9	45.6	
													
Prop In Lane	1.00		0.55	1.00		0.44	1.00		1.00	1.00		0.46	
													
V/C Ratio(X)	1.25	1.05	1.06	1.00	1.05	1.05	1.03	0.40	0.85	0.80	0.97	0.98	
													
HCM Platoon Ratio	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	
													
Uniform Delay (d), s/veh	40.9	48.5	48.5	35.3	44.5	44.5	33.5	34.1	40.2	22.9	36.3	36.6	
													
Initial Q Delay(d3),s/veh	0.0	0.0	0.0	0.0	0.0	0.0	0.2	0.0	0.0	0.0	0.0	0.0	
													
LnGrp Delay(d),s/veh	190.4	111.4	114.3	86.8	100.5	100.9	105.8	35.2	57.8	31.5	64.4	67.1	
													
Approach Vol, veh/h		967			1282			1013			1721		
													
Approach LOS		F			F			E			E		
													
Assigned Phs	1	2	3	4	5	6	7	8					
													
Change Period (Y+Rc), s	6.0	6.0	6.0	6.0	6.0	6.0	6.0	6.0					
													
Max Q Clear Time (g_c+I1), s	20.1	30.6	19.0	26.0	11.0	47.6	11.0	34.0					

Intersection Summary	
HCM 2010 Ctrl Delay	82.5	

Phs Duration (G+Y+Rc), s	26.4	41.6	23.0	30.0	15.0	53.0	15.0	38.0	

Max Green Setting (Gmax), s	22.0	34.0	17.0	24.0	9.0	47.0	9.0	32.0	

Green Ext Time (p_c), s	0.3	3.0	0.0	0.0	0.0	0.0	0.0	0.0	

HCM 2010 LOS	F

1/21/2016 Baseline	Synchro 8 Report
Page 1

Sign Control	Free    Free	Free    Free	Stop	Stop	

Storage Length	100	-	-	-	0	0	

Grade, %	-	0	0	-	0	-	

Heavy Vehicles, %	2	2	2	2	2	2	

Stage 2	-	-	-	-	445	-	

Critical Hdwy Stg 1	-	-	-	-	5.84	-	

Follow-up Hdwy	2.22	-	-	-	3.52	3.32	

Stage 1	-	-	-	-	232	-	

HCM 2010 TWSC

Intersection	

9: NW 99 Ct & Fontainebleau Blvd. - PM Existing	2/4/2016

		
Int Delay, s/veh	0.3	
	
Movement	EBL	EBT	WBT	WBR	SBL	SBR	
Vol, veh/h	0	863	1215	0	6	28	
Conflicting Peds, #/hr	0	0	0	0	0	0	
							
RT Channelized	-	None	-	None	-	None	
							
Veh in Median Storage, #	-	0	0	-	0	-	
							
Peak Hour Factor	97	97	97	97	97	97	
							
Mvmt Flow	0	890	1253	0	6	29	
	
Major/Minor	Major1		Major2		Minor2	
Conflicting Flow All	1253	0	-	0	1698	626	
Stage 1	-	-	-	-	1253	-	
				
Critical Hdwy	4.14	-	-	-	6.84	6.94	
				
Critical Hdwy Stg 2	-	-	-	-	5.84	-	
				
Pot Cap-1 Maneuver	551	-	-	-	83	427	
				
Stage 2	-	-	-	-	613	-	
				
Mov Cap-1 Maneuver	551	-	-	-	83	427	
				
Stage 1	-	-	-	-	232	-	

Approach	EB	WB	SB	

Platoon blocked, %	-	-	-	

Mov Cap-2 Maneuver	-	-	-	-	83	-	

Stage 2	-	-	-	-	613	-	

Minor Lane/Major Mvmt	EBL	EBT WBT WBR SBLn1 SBLn2	

HCM Lane V/C Ratio	-	-	-	- 0.075 0.068	

HCM Lane LOS	A	-	-	-	F	B	

HCM Control Delay, s	0	0	20.7
HCM LOS	C	

				
Capacity (veh/h)	551	-	-	-	83	427	
				
HCM Control Delay (s)	0	-	-	-	51.8	14	
				
HCM 95th %tile Q(veh)	0	-	-	-	0.2	0.2	

1/21/2016 Baseline	Synchro 8 Report
Page 1

HCM Signalized Intersection Capacity Analysis

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

Volume (vph)	53	0	40	106	0	61	4	1434	26	8	425	2	

Total Lost time (s)	6.4	6.7	6.4	6.7	6.4	6.4	6.4	6.4	6.4	6.4	

Frt	1.00	0.85	1.00	0.85	1.00	1.00	0.85	1.00	1.00	0.85	

Satd. Flow (prot)	1770	1583	1770	1583	1770	3539	1583	1770	3539	1583	

Satd. Flow (perm)	1863	1583	1285	1583	923	3539	1583	217	3539	1583	

Adj. Flow (vph)	55	0	42	110	0	64	4	1494	27	8	443	2	

Lane Group Flow (vph)	55	0	1	110	0	5	4	1494	13	8	443	1	

Protected Phases	7	4	3	8	5	2	1	6	

Actuated Green, G (s)	5.3	2.0	12.9	5.8	35.2	34.4	34.4	35.2	34.4	34.4	

Actuated g/C Ratio	0.08	0.03	0.18	0.08	0.50	0.49	0.49	0.50	0.49	0.49	

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

v/s Ratio Prot	0.02	c0.04	0.00	c0.42	c0.00	0.13	

3: NW 97 Av. & NW 900 Block - AM Future	2/4/2016

													
Lane Configurations	

	

	

	

	
													
Ideal Flow (vphpl)	1900	1900	1900	1900	1900	1900	1900	1900	1900	1900	1900	1900	
													
Lane Util. Factor	1.00		1.00	1.00		1.00	1.00	0.95	1.00	1.00	0.95	1.00	
													
Flt Protected	0.95		1.00	0.95		1.00	0.95	1.00	1.00	0.95	1.00	1.00	
													
Flt Permitted	1.00		1.00	0.69		1.00	0.50	1.00	1.00	0.12	1.00	1.00	
													
Peak-hour factor, PHF	0.96	0.96	0.96	0.96	0.96	0.96	0.96	0.96	0.96	0.96	0.96	0.96	
													
RTOR Reduction (vph)	0	0	41	0	0	59	0	0	14	0	0	1	
													
Turn Type	pm+pt		Perm	pm+pt		Perm	pm+pt	NA	Perm	pm+pt	NA	Perm	
													
Permitted Phases	4		4	8		8	2		2	6		6	
													
Effective Green, g (s)	5.3		2.0	12.9		5.8	35.2	34.4	34.4	35.2	34.4	34.4	
													
Clearance Time (s)	6.4		6.7	6.4		6.7	6.4	6.4	6.4	6.4	6.4	6.4	
													
Lane Grp Cap (vph)	136		45	285		130	472	1734	775	126	1734	775	
													
v/s Ratio Perm	0.01		0.00	c0.03		0.00	0.00		0.01	0.03		0.00	
													
Uniform Delay, d1	31.0		33.2	25.0		29.6	8.7	15.8	9.2	12.1	10.4	9.1	
													
Incremental Delay, d2	2.0		0.2	0.9		0.1	0.0	5.9	0.0	0.2	0.4	0.0	
													
Level of Service	C		C	C		C	A	C	A	B	B	A	
													
Approach LOS		C			C			C			B		
				
HCM 2000 Control Delay	20.3	HCM 2000 Level of Service	C	
				
Actuated Cycle Length (s)	70.2	Sum of lost time (s)	25.9	
				
Analysis Period (min)	15			

1/21/2016 Baseline	Synchro 8 Report

v/c Ratio	0.40	0.03	0.39	0.04	0.01	0.86	0.02	0.06	0.26	0.00	

Progression Factor	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	

Delay (s)	33.0	33.4	25.8	29.8	8.8	21.7	9.2	12.3	10.8	9.1	

Approach Delay (s)	33.1	27.3	21.4	10.8	

Intersection Summary	

HCM 2000 Volume to Capacity ratio	0.78	

Intersection Capacity Utilization	63.1%	ICU Level of Service	B	

c Critical Lane Group	

Page 1

Initial Q (Qb), veh	0	0	0	0	0	0	0	0	0	0	0	0	

Parking Bus, Adj	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	

Adj Flow Rate, veh/h	303	488	166	342	572	466	120	742	267	114	322	122	

Peak Hour Factor	0.97	0.97	0.97	0.97	0.97	0.97	0.97	0.97	0.97	0.97	0.97	0.97	

Cap, veh/h	339	763	258	439	545	443	340	1018	455	222	721	268	

Sat Flow, veh/h	1774	2599	879	1774	1855	1511	1774	3539	1583	1774	2527	940	

Grp Sat Flow(s),veh/h/ln	1774	1770	1708	1774	1770	1596	1774	1770	1583	1774	1770	1697	

Cycle Q Clear(g_c), s	15.8	19.4	19.6	15.6	35.0	35.0	5.6	22.5	17.2	5.4	12.3	12.7	

Lane Grp Cap(c), veh/h	339	520	502	439	519	469	340	1018	455	222	505	484	

Avail Cap(c_a), veh/h	789	520	502	890	519	469	348	1018	455	234	505	484	

Upstream Filter(I)	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	

Incr Delay (d2), s/veh	8.2	2.6	2.8	3.0	53.4	55.6	0.6	4.6	5.4	1.8	2.8	3.1	

%ile BackOfQ(50%),veh/ln	10.5	9.9	9.6	8.0	24.7	22.6	2.8	11.7	8.2	2.7	6.4	6.3	

LnGrp LOS	D	D	D	C	F	F	C	D	D	C	D	D	

Approach Delay, s/veh	40.4	79.6	41.1	36.6	

Timer	1	2	3	4	5	6	7	8	

HCM 2010 Signalized Intersection Summary

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

Volume (veh/h)	294	473	161	332	555	452	116	720	259	111	312	118	

4: Fontainebleau Blvd. & NW 97 Av. - AM Future	2/4/2016

 	 	 	 	 	 	 	 	 	 	 	

Lane Configurations	

	

	

	

	
													
Number	7	4	14	3	8	18	5	2	12	1	6	16	
													
Ped-Bike Adj(A_pbT)	1.00		1.00	1.00		1.00	1.00		1.00	1.00		1.00	
													
Adj Sat Flow, veh/h/ln	1863	1863	1900	1863	1863	1900	1863	1863	1863	1863	1863	1900	
													
Adj No. of Lanes	1	2	0	1	2	0	1	2	1	1	2	0	
													
Percent Heavy Veh, %	2	2	2	2	2	2	2	2	2	2	2	2	
													
Arrive On Green	0.16	0.29	0.29	0.16	0.29	0.29	0.06	0.29	0.29	0.06	0.29	0.29	
													
Grp Volume(v), veh/h	303	331	323	342	546	492	120	742	267	114	224	220	
													
Q Serve(g_s), s	15.8	19.4	19.6	15.6	35.0	35.0	5.6	22.5	17.2	5.4	12.3	12.7	
													
Prop In Lane	1.00		0.51	1.00		0.95	1.00		1.00	1.00		0.55	
													
V/C Ratio(X)	0.89	0.64	0.64	0.78	1.05	1.05	0.35	0.73	0.59	0.51	0.44	0.46	
													
HCM Platoon Ratio	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	
													
Uniform Delay (d), s/veh	34.4	36.6	36.7	25.2	42.1	42.1	28.0	38.3	36.4	29.9	34.9	35.0	
													
Initial Q Delay(d3),s/veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0	
													
LnGrp Delay(d),s/veh	42.6	39.2	39.5	28.2	95.5	97.7	28.6	42.9	41.8	31.7	37.7	38.1	
													
Approach Vol, veh/h		957			1380			1129			558		
													
Approach LOS		D			E			D			D		
													
Assigned Phs	1	2	3	4	5	6	7	8					
													
Change Period (Y+Rc), s	6.0	6.0	6.0	6.0	6.0	6.0	6.0	6.0					
													
Max Q Clear Time (g_c+I1), s	7.4	24.5	17.6	21.6	7.6	14.7	17.8	37.0					

Intersection Summary	
HCM 2010 Ctrl Delay	53.5	

Phs Duration (G+Y+Rc), s	13.2	40.3	24.7	41.0	13.5	40.0	24.7	41.0	

Max Green Setting (Gmax), s	8.0	34.0	49.0	35.0	8.0	34.0	49.0	35.0	

Green Ext Time (p_c), s	0.0	5.7	1.1	8.8	0.0	9.0	0.9	0.0	

HCM 2010 LOS	D

1/21/2016 Baseline	Synchro 8 Report
Page 1

Sign Control	Free    Free	Free    Free	Stop	Stop	

Storage Length	100	-	-	-	0	0	

Grade, %	-	0	0	-	0	-	

Heavy Vehicles, %	2	2	2	2	2	2	

Stage 2	-	-	-	-	444	-	

Critical Hdwy Stg 1	-	-	-	-	5.84	-	

Follow-up Hdwy	2.22	-	-	-	3.52	3.32	

Stage 1	-	-	-	-	394	-	

HCM 2010 TWSC

Intersection	

9: Fontainebleau Blvd. & NW 99 Ct. - AM Future	2/4/2016

		
Int Delay, s/veh	0.4	
	
Movement	EBL	EBT	WBT	WBR	SBL	SBR	
Vol, veh/h	10	821	775	38	2	40	
Conflicting Peds, #/hr	0	0	0	0	0	0	
							
RT Channelized	-	None	-	None	-	None	
							
Veh in Median Storage, #	-	0	0	-	0	-	
							
Peak Hour Factor	97	97	97	97	97	97	
							
Mvmt Flow	10	846	799	39	2	41	
	
Major/Minor	Major1		Major2		Minor2	
Conflicting Flow All	838	0	-	0	1263	419	
Stage 1	-	-	-	-	819	-	
				
Critical Hdwy	4.14	-	-	-	6.84	6.94	
				
Critical Hdwy Stg 2	-	-	-	-	5.84	-	
				
Pot Cap-1 Maneuver	792	-	-	-	162	583	
				
Stage 2	-	-	-	-	614	-	
				
Mov Cap-1 Maneuver	792	-	-	-	160	583	
				
Stage 1	-	-	-	-	394	-	

Approach	EB	WB	SB	

Platoon blocked, %	-	-	-	

Mov Cap-2 Maneuver	-	-	-	-	160	-	

Stage 2	-	-	-	-	606	-	

Minor Lane/Major Mvmt	EBL	EBT WBT WBR SBLn1 SBLn2	

HCM Lane V/C Ratio	0.013	-	-	- 0.013 0.071	

HCM Lane LOS	A	-	-	-	D	B	

HCM Control Delay, s	0.1	0	12.4
HCM LOS	B	

				
Capacity (veh/h)	792	-	-	-	160	583	
				
HCM Control Delay (s)	9.6	-	-	-	27.8	11.6	
				
HCM 95th %tile Q(veh)	0	-	-	-	0	0.2	

1/21/2016 Baseline	Synchro 8 Report
Page 1

HCM Signalized Intersection Capacity Analysis

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

Volume (vph)	28	0	20	49	0	29	16	653	79	27	1603	13	

Total Lost time (s)	6.4	6.7	6.4	6.7	6.4	6.4	6.4	6.4	6.4	6.4	

Frt	1.00	0.85	1.00	0.85	1.00	1.00	0.85	1.00	1.00	0.85	

Satd. Flow (prot)	1770	1583	1770	1583	1770	3539	1583	1770	3539	1583	

Satd. Flow (perm)	1863	1583	1285	1583	157	3539	1583	688	3539	1583	

Adj. Flow (vph)	29	0	21	51	0	30	16	673	81	28	1653	13	

Lane Group Flow (vph)	29	0	0	51	0	2	16	673	51	28	1653	8	

Protected Phases	7	4	3	8	5	2	1	6	

Actuated Green, G (s)	6.2	2.0	13.8	5.8	67.6	65.3	65.3	70.0	66.5	66.5	

Actuated g/C Ratio	0.06	0.02	0.13	0.06	0.65	0.62	0.62	0.67	0.64	0.64	

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

v/s Ratio Prot	0.01	c0.02	c0.00	0.19	0.00	c0.47	

3: NW 97 Ave. & NW 900 Block - PM Future	2/4/2016

													
Lane Configurations	

	

	

	

	
													
Ideal Flow (vphpl)	1900	1900	1900	1900	1900	1900	1900	1900	1900	1900	1900	1900	
													
Lane Util. Factor	1.00		1.00	1.00		1.00	1.00	0.95	1.00	1.00	0.95	1.00	
													
Flt Protected	0.95		1.00	0.95		1.00	0.95	1.00	1.00	0.95	1.00	1.00	
													
Flt Permitted	1.00		1.00	0.69		1.00	0.08	1.00	1.00	0.37	1.00	1.00	
													
Peak-hour factor, PHF	0.97	0.97	0.97	0.97	0.97	0.97	0.97	0.97	0.97	0.97	0.97	0.97	
													
RTOR Reduction (vph)	0	0	21	0	0	28	0	0	30	0	0	5	
													
Turn Type	pm+pt		Perm	pm+pt		Perm	pm+pt	NA	Perm	pm+pt	NA	Perm	
													
Permitted Phases	4		4	8		8	2		2	6		6	
													
Effective Green, g (s)	6.2		2.0	13.8		5.8	67.6	65.3	65.3	70.0	66.5	66.5	
													
Clearance Time (s)	6.4		6.7	6.4		6.7	6.4	6.4	6.4	6.4	6.4	6.4	
													
Lane Grp Cap (vph)	106		30	206		87	136	2207	987	496	2247	1005	
													
v/s Ratio Perm	0.01		0.00	c0.01		0.00	0.07		0.03	0.04		0.01	
													
Uniform Delay, d1	47.1		50.4	40.6		46.8	10.6	9.2	7.7	5.9	13.1	7.0	
													
Incremental Delay, d2	1.4		0.2	0.6		0.1	0.4	0.4	0.1	0.0	2.2	0.0	
													
Level of Service	D		D	D		D	B	A	A	A	B	A	
													
Approach LOS		D			D			A			B		
				
HCM 2000 Control Delay	14.9	HCM 2000 Level of Service	B	
				
Actuated Cycle Length (s)	104.7	Sum of lost time (s)	25.9	
				
Analysis Period (min)	15			

1/21/2016 Baseline	Synchro 8 Report

v/c Ratio	0.27	0.01	0.25	0.02	0.12	0.30	0.05	0.06	0.74	0.01	

Progression Factor	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	

Delay (s)	48.5	50.6	41.3	46.8	11.0	9.5	7.8	6.0	15.3	7.0	

Approach Delay (s)	49.4	43.3	9.4	15.1	

Intersection Summary	

HCM 2000 Volume to Capacity ratio	0.67	

Intersection Capacity Utilization	67.2%	ICU Level of Service	C	

c Critical Lane Group	

Page 1

Initial Q (Qb), veh	0	0	0	0	0	0	0	0	0	0	0	0	

Parking Bus, Adj	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	

Adj Flow Rate, veh/h	228	531	196	309	771	202	222	394	397	396	1024	337	

Peak Hour Factor	0.98	0.98	0.98	0.98	0.98	0.98	0.98	0.98	0.98	0.98	0.98	0.98	

Cap, veh/h	191	503	185	309	734	192	191	1042	466	499	1020	333	

Sat Flow, veh/h	1774	2536	932	1774	2777	727	1774	3539	1583	1774	2625	856	

Grp Sat Flow(s),veh/h/ln	1774	1770	1698	1774	1770	1734	1774	1770	1583	1774	1770	1712	

Cycle Q Clear(g_c), s	9.0	24.0	24.0	17.0	32.0	32.0	9.0	10.7	28.6	18.1	47.0	47.0	

Lane Grp Cap(c), veh/h	191	351	337	309	468	459	191	1042	466	499	687	665	

Avail Cap(c_a), veh/h	191	351	337	309	468	459	191	1042	466	523	687	665	

Upstream Filter(I)	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	

Incr Delay (d2), s/veh	125.9	62.9	65.8	51.4	55.3	55.8	114.6	1.0	17.6	7.9	34.3	38.2	

%ile BackOfQ(50%),veh/ln	6.7	17.8	17.4	14.7	22.8	22.4	8.1	5.4	14.8	9.9	29.5	29.2	

LnGrp LOS	F	F	F	F	F	F	F	C	E	C	F	F	

Approach Delay, s/veh	125.7	96.8	68.5	63.7	

Timer	1	2	3	4	5	6	7	8	

HCM 2010 Signalized Intersection Summary

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

Volume (veh/h)	223	520	192	303	756	198	218	386	389	388	1004	330	

4: Fointainebleau Blvd. & NW 97 Ave.- PM Future	2/4/2016

 	 	 	 	 	 	 	 	 	 	 	

Lane Configurations	

	

	

	

	
													
Number	7	4	14	3	8	18	5	2	12	1	6	16	
													
Ped-Bike Adj(A_pbT)	1.00		1.00	1.00		1.00	1.00		1.00	1.00		1.00	
													
Adj Sat Flow, veh/h/ln	1863	1863	1900	1863	1863	1900	1863	1863	1863	1863	1863	1900	
													
Adj No. of Lanes	1	2	0	1	2	0	1	2	1	1	2	0	
													
Percent Heavy Veh, %	2	2	2	2	2	2	2	2	2	2	2	2	
													
Arrive On Green	0.07	0.20	0.20	0.14	0.26	0.26	0.07	0.29	0.29	0.17	0.39	0.39	
													
Grp Volume(v), veh/h	228	370	357	309	491	482	222	394	397	396	687	674	
													
Q Serve(g_s), s	9.0	24.0	24.0	17.0	32.0	32.0	9.0	10.7	28.6	18.1	47.0	47.0	
													
Prop In Lane	1.00		0.55	1.00		0.42	1.00		1.00	1.00		0.50	
													
V/C Ratio(X)	1.19	1.05	1.06	1.00	1.05	1.05	1.16	0.38	0.85	0.79	1.00	1.01	
													
HCM Platoon Ratio	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	1.00	
													
Uniform Delay (d), s/veh	40.9	48.5	48.5	35.3	44.5	44.5	32.9	33.9	40.2	22.7	37.0	37.0	
													
Initial Q Delay(d3),s/veh	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0	0.0	
													
LnGrp Delay(d),s/veh	166.8	111.4	114.3	86.8	99.8	100.3	147.4	34.9	57.8	30.6	71.3	75.2	
													
Approach Vol, veh/h		955			1282			1013			1757		
													
Approach LOS		F			F			E			E		
													
Assigned Phs	1	2	3	4	5	6	7	8					
													
Change Period (Y+Rc), s	6.0	6.0	6.0	6.0	6.0	6.0	6.0	6.0					
													
Max Q Clear Time (g_c+I1), s	20.1	30.6	19.0	26.0	11.0	49.0	11.0	34.0					

Intersection Summary	
HCM 2010 Ctrl Delay	85.0	

Phs Duration (G+Y+Rc), s	26.4	41.6	23.0	30.0	15.0	53.0	15.0	38.0	

Max Green Setting (Gmax), s	22.0	34.0	17.0	24.0	9.0	47.0	9.0	32.0	

Green Ext Time (p_c), s	0.3	3.0	0.0	0.0	0.0	0.0	0.0	0.0	

HCM 2010 LOS	F

1/21/2016 Baseline	Synchro 8 Report
Page 1

Sign Control	Free    Free	Free    Free	Stop	Stop	

Storage Length	100	-	-	-	0	0	

Grade, %	-	0	0	-	0	-	

Heavy Vehicles, %	2	2	2	2	2	2	

Stage 2	-	-	-	-	470	-	

Critical Hdwy Stg 1	-	-	-	-	5.84	-	

Follow-up Hdwy	2.22	-	-	-	3.52	3.32	

Stage 1	-	-	-	-	223	-	

HCM 2010 TWSC

Intersection	

9: Fontainbleau Blvd. & NW 99 Ct, - PM Future	2/4/2016

		
Int Delay, s/veh	0.4	
	
Movement	EBL	EBT	WBT	WBR	SBL	SBR	
Vol, veh/h	12	863	1215	66	6	28	
Conflicting Peds, #/hr	0	0	0	0	0	0	
							
RT Channelized	-	None	-	None	-	None	
							
Veh in Median Storage, #	-	0	0	-	0	-	
							
Peak Hour Factor	97	97	97	97	97	97	
							
Mvmt Flow	12	890	1253	68	6	29	
	
Major/Minor	Major1		Major2		Minor2	
Conflicting Flow All	1321	0	-	0	1757	660	
Stage 1	-	-	-	-	1287	-	
				
Critical Hdwy	4.14	-	-	-	6.84	6.94	
				
Critical Hdwy Stg 2	-	-	-	-	5.84	-	
				
Pot Cap-1 Maneuver	519	-	-	-	76	406	
				
Stage 2	-	-	-	-	595	-	
				
Mov Cap-1 Maneuver	519	-	-	-	74	406	
				
Stage 1	-	-	-	-	223	-	

Approach	EB	WB	SB	

Platoon blocked, %	-	-	-	

Mov Cap-2 Maneuver	-	-	-	-	74	-	

Stage 2	-	-	-	-	581	-	

Minor Lane/Major Mvmt	EBL	EBT WBT WBR SBLn1 SBLn2	

HCM Lane V/C Ratio	0.024	-	-	- 0.084 0.071	

HCM Lane LOS	B	-	-	-	F	B	

HCM Control Delay, s	0.2	0	22.2
HCM LOS	C	

				
Capacity (veh/h)	519	-	-	-	74	406	
				
HCM Control Delay (s)	12.1	-	-	-	58	14.5	
				
HCM 95th %tile Q(veh)	0.1	-	-	-	0.3	0.2	

1/21/2016 Baseline	Synchro 8 Report
Page 1

Queuing and Blocking Report
Baseline - Gate Stop on Yellow	2/2/2016

Intersection: 7: Las Ramblas Entrance

Movement	WB	

Maximum Queue (ft)	52	

Directions Served	T

95th Queue (ft)	56	

Average Queue (ft)	28
Link Distance (ft)	343
Upstream Blk Time (%)	                                                                                                                                                                             Queuing Penalty (veh)
Storage Bay Dist (ft)	                                                                                                                                                                                  Storage Blk Time (%)
Queuing Penalty (veh)	

Network Summary

Network wide Queuing Penalty: 0	

SimTraffic Report
Page 1

Appendix D: Queueing Theory

File Name: Las Ramblas Entrance Start Date: 1/14/2016
Start Time: 7:00:00 AM

Vehicle
Number	
Joined Queue	Released from
Queue	Time in
Queue		
1	7:00:05 AM	7:00:27 AM	0:00:22	22	
2	7:00:52 AM	7:02:16 AM	0:01:24	84	
3	7:05:36 AM	7:05:49 AM	0:00:13	13	
4	7:05:49 AM	7:06:02 AM	0:00:13	13	
5	7:11:18 AM	7:11:29 AM	0:00:11	11	
6	7:13:44 AM	7:14:00 AM	0:00:16	16	
7	7:14:15 AM	7:14:20 AM	0:00:05	5	
8	7:14:27 AM	7:14:33 AM	0:00:06	6	
9	7:14:33 AM	7:14:42 AM	0:00:09	9	
10	7:15:01 AM	7:15:14 AM	0:00:13	13	
11	7:16:48 AM	7:16:48 AM	0:00:00	0	
12	7:20:26 AM	7:20:36 AM	0:00:10	10	
13	7:23:47 AM	7:23:56 AM	0:00:09	9	
14	7:24:39 AM	7:24:53 AM	0:00:14	14	
15	7:26:34 AM	7:26:43 AM	0:00:09	9	
16	7:29:44 AM	7:29:49 AM	0:00:05	5	
17	7:30:45 AM	7:30:59 AM	0:00:14	14	
18	7:31:35 AM	7:31:45 AM	0:00:10	10	
19	7:31:54 AM	7:32:00 AM	0:00:06	6	
20	7:33:06 AM	7:33:16 AM	0:00:10	10	
21	7:35:40 AM	7:35:47 AM	0:00:07	7	
22	7:36:54 AM	7:36:57 AM	0:00:03	3	
23	7:38:09 AM	7:38:20 AM	0:00:11	11	
24	7:43:00 AM	7:43:17 AM	0:00:17	17	
25	7:44:58 AM	7:45:20 AM	0:00:22	22	
26	7:45:20 AM	7:45:25 AM	0:00:05	5	
27	7:45:29 AM	7:45:33 AM	0:00:04	4	
28	7:46:53 AM	7:47:10 AM	0:00:17	17	
29	7:49:10 AM	7:49:25 AM	0:00:15	15	
30	7:50:06 AM	7:50:16 AM	0:00:10	10	
31	7:51:47 AM	7:52:06 AM	0:00:19	19	
32	7:59:53 AM	8:00:04 AM	0:00:11	11	
33	8:02:04 AM	8:02:15 AM	0:00:11	11	
34	8:02:18 AM	8:02:26 AM	0:00:08	8	
35	8:03:44 AM	8:03:59 AM	0:00:15	15	
36	8:03:59 AM	8:04:20 AM	0:00:21	21	
37	8:05:24 AM	8:05:36 AM	0:00:12	12	
38	8:05:57 AM	8:06:07 AM	0:00:10	10	
39	8:07:20 AM	8:07:35 AM	0:00:15	15	
40	8:08:27 AM	8:08:38 AM	0:00:11	11	
41	8:10:41 AM	8:10:49 AM	0:00:08	8	
42	8:10:55 AM	8:11:00 AM	0:00:05	5	
43	8:11:43 AM	8:11:54 AM	0:00:11	11	
44	8:12:30 AM	8:12:40 AM	0:00:10	10	
45	8:13:08 AM	8:13:25 AM	0:00:17	17	
46	8:13:45 AM	8:14:00 AM	0:00:15	15	
47	8:15:31 AM	8:15:42 AM	0:00:11	11	
48	8:15:42 AM	8:15:50 AM	0:00:08	8	
49	8:18:01 AM	8:18:13 AM	0:00:12	12	
50	8:19:23 AM	8:19:29 AM	0:00:06	6	
51	8:20:13 AM	8:20:13 AM	0:00:00	0	
52	8:20:31 AM	8:20:31 AM	0:00:00	0	
53	8:20:41 AM	8:20:41 AM	0:00:00	0	
54	8:21:17 AM	8:22:14 AM	0:00:57	57	
55	8:22:14 AM	8:22:14 AM	0:00:00	0	
56	8:22:43 AM	8:22:55 AM	0:00:12	12	
57	8:23:04 AM	8:23:04 AM	0:00:00	0	
58	8:23:12 AM	8:23:12 AM	0:00:00	0	
59	8:25:06 AM	8:25:24 AM	0:00:18	18	
60	8:27:01 AM	8:27:06 AM	0:00:05	5	
61	8:28:50 AM	8:29:00 AM	0:00:10	10	
62	8:29:40 AM	8:29:50 AM	0:00:10	10	
63	8:29:54 AM	8:30:05 AM	0:00:11	11	
64	8:30:05 AM	8:30:20 AM	0:00:15	15	
65	8:31:21 AM	8:31:40 AM	0:00:19	19	
66	8:31:49 AM	8:31:49 AM	0:00:00	0	
67	8:35:47 AM	8:35:47 AM	0:00:00	0	
68	8:35:47 AM	8:36:00 AM	0:00:13	13	
69	8:37:25 AM	8:37:34 AM	0:00:09	9	
70	8:37:47 AM	8:37:47 AM	0:00:00	0	
71	8:39:26 AM	8:39:37 AM	0:00:11	11	
72	8:40:28 AM	8:40:28 AM	0:00:00	0	
73	8:40:30 AM	8:40:32 AM	0:00:02	2	
74	8:40:34 AM	8:40:49 AM	0:00:15	15	
75	8:41:23 AM	8:41:35 AM	0:00:12	12	
76	8:41:52 AM	8:42:00 AM	0:00:08	8	
77	8:46:22 AM	8:46:28 AM	0:00:06	6	
78	8:46:31 AM	8:46:31 AM	0:00:00	0	
79	8:46:43 AM	8:46:43 AM	0:00:00	0	
80	8:51:25 AM	8:51:37 AM	0:00:12	12	

Total Vehicle Count: Average Stop Time: Maximum Stop Time: Min. Sec. for Delay: Average Queue: Queue Density: Maximum Queue: Delay in Vehicle Hour: Total Delay:

80
10.89
84
0

2
0.13
871

7:00:05 AM	8:51:37 AM	1:51:32 AM

Residents Average time	Residents	
8	71	
Visitors Average time	Visitors	
31	9	
Peak Hour Residents Average time	Residents	
9	43	
Peak Visitors Average time	Visitors	
27	5	

File NPMe: Las RPMblas Entrance Start Date: 1/14/2016
Start Time: 7:00:00 PM

Vehicle
Number	
Joined Queue	Released from
Queue	Time in
Queue		
1	4:02:26 PM	4:02:38 PM	0:00:12	12	
2	4:03:01 PM	4:03:12 PM	0:00:11	11	
3	4:03:47 PM	4:03:53 PM	0:00:06	6	
4	4:04:00 PM	4:04:00 PM	0:00:00	0	
5	4:04:59 PM	4:04:59 PM	0:00:00	0	
6	4:05:45 PM	4:05:45 PM	0:00:00	0	
7	4:07:20 PM	4:07:30 PM	0:00:10	10	
8	4:07:20 PM	4:07:59 PM	0:00:39	39	
9	4:07:20 PM	4:08:08 PM	0:00:48	48	
10	4:08:08 PM	4:08:08 PM	0:00:00	0	
11	4:08:08 PM	4:08:19 PM	0:00:11	11	
12	4:08:32 PM	4:08:32 PM	0:00:00	0	
13	4:08:32 PM	4:08:46 PM	0:00:14	14	
14	4:09:13 PM	4:09:31 PM	0:00:18	18	
15	4:10:29 PM	4:10:40 PM	0:00:11	11	
16	4:10:40 PM	4:10:46 PM	0:00:06	6	
17	4:12:03 PM	4:12:41 PM	0:00:38	38	
18	4:12:43 PM	4:12:48 PM	0:00:05	5	
19	4:13:40 PM	4:13:40 PM	0:00:00	0	
20	4:14:05 PM	4:14:05 PM	0:00:00	0	
21	4:14:45 PM	4:14:55 PM	0:00:10	10	
22	4:15:21 PM	4:15:27 PM	0:00:06	6	
23	4:16:39 PM	4:16:51 PM	0:00:12	12	
24	4:17:08 PM	4:17:16 PM	0:00:08	8	
25	4:17:47 PM	4:17:58 PM	0:00:11	11	
26	4:19:38 PM	4:19:51 PM	0:00:13	13	
27	4:22:08 PM	4:22:20 PM	0:00:12	12	
28	4:22:43 PM	4:22:52 PM	0:00:09	9	
29	4:23:16 PM	4:23:16 PM	0:00:00	0	
30	4:24:08 PM	4:24:17 PM	0:00:09	9	
31	4:24:17 PM	4:24:21 PM	0:00:04	4	
32	4:25:40 PM	4:25:54 PM	0:00:14	14	
33	4:26:29 PM	4:26:37 PM	0:00:08	8	
34	4:27:22 PM	4:28:16 PM	0:00:54	54	
35	4:27:41 PM	4:28:41 PM	0:01:00	60	
36	4:27:54 PM	4:28:27 PM	0:00:33	33	
37	4:28:25 PM	4:28:36 PM	0:00:11	11	
38	4:28:25 PM	4:28:53 PM	0:00:28	28	
39	4:29:08 PM	4:29:19 PM	0:00:11	11	
40	4:30:10 PM	4:30:18 PM	0:00:08	8	
41	4:30:10 PM	4:30:24 PM	0:00:14	14	
42	4:30:22 PM	4:30:30 PM	0:00:08	8	
43	4:30:57 PM	4:31:07 PM	0:00:10	10	
44	4:31:26 PM	4:31:26 PM	0:00:00	0	
45	4:31:54 PM	4:32:05 PM	0:00:11	11	
46	4:32:44 PM	4:32:59 PM	0:00:15	15	
47	4:33:54 PM	4:34:06 PM	0:00:12	12	
48	4:34:49 PM	4:34:49 PM	0:00:00	0	
49	4:36:13 PM	4:37:19 PM	0:01:06	66	
50	4:36:33 PM	4:37:24 PM	0:00:51	51	
51	4:36:42 PM	4:37:33 PM	0:00:51	51	
52	4:38:12 PM	4:38:12 PM	0:00:00	0	
53	4:38:12 PM	4:38:31 PM	0:00:19	19	
54	4:38:28 PM	4:38:35 PM	0:00:07	7	
55	4:39:15 PM	4:39:42 PM	0:00:27	27	
56	4:40:33 PM	4:40:44 PM	0:00:11	11	
57	4:40:46 PM	4:40:53 PM	0:00:07	7	
58	4:40:56 PM	4:40:56 PM	0:00:00	0	
59	4:41:10 PM	4:41:20 PM	0:00:10	10	
60	4:42:37 PM	4:42:45 PM	0:00:08	8	
61	4:42:43 PM	4:42:49 PM	0:00:06	6	
62	4:42:45 PM	4:43:00 PM	0:00:15	15	
63	4:43:20 PM	4:43:47 PM	0:00:27	27	
64	4:43:20 PM	4:43:58 PM	0:00:38	38	
65	4:43:34 PM	4:43:59 PM	0:00:25	25	
66	4:44:15 PM	4:44:15 PM	0:00:00	0	
67	4:44:29 PM	4:44:29 PM	0:00:00	0	
68	4:46:12 PM	4:46:23 PM	0:00:11	11	
69	4:46:23 PM	4:46:33 PM	0:00:10	10	
70	4:47:17 PM	4:47:17 PM	0:00:00	0	
71	4:47:17 PM	4:47:30 PM	0:00:13	13	
72	4:48:06 PM	4:48:22 PM	0:00:16	16	
73	4:48:58 PM	4:48:58 PM	0:00:00	0	
74	4:50:34 PM	4:50:41 PM	0:00:07	7	
75	4:50:49 PM	4:50:49 PM	0:00:00	0	
76	4:51:20 PM	4:51:31 PM	0:00:11	11	
77	4:51:20 PM	4:51:33 PM	0:00:13	13	
78	4:51:20 PM	4:51:38 PM	0:00:18	18	
79	4:52:09 PM	4:52:16 PM	0:00:07	7	
80	4:52:09 PM	4:52:21 PM	0:00:12	12	
81	4:52:21 PM	4:52:25 PM	0:00:04	4	
82	4:53:21 PM	4:53:32 PM	0:00:11	11	
83	4:54:18 PM	4:54:25 PM	0:00:07	7	
84	4:54:18 PM	4:54:31 PM	0:00:13	13	
85	4:54:31 PM	4:54:31 PM	0:00:00	0	
86	4:54:43 PM	4:54:43 PM	0:00:00	0	
87	4:55:15 PM	4:55:27 PM	0:00:12	12	
88	4:55:49 PM	4:55:55 PM	0:00:06	6	
89	4:56:05 PM	4:56:05 PM	0:00:00	0	
90	4:56:37 PM	4:56:43 PM	0:00:06	6	
91	4:58:30 PM	4:58:42 PM	0:00:12	12	
92	4:59:24 PM	4:59:29 PM	0:00:05	5	
93	4:59:24 PM	4:59:37 PM	0:00:13	13	
94	5:03:30 PM	5:04:14 PM	0:00:44	44	
95	5:03:30 PM	5:03:49 PM	0:00:19	19	
96	5:04:06 PM	5:04:06 PM	0:00:00	0	
97	5:04:38 PM	5:04:55 PM	0:00:17	17	
98	5:05:13 PM	5:05:13 PM	0:00:00	0	
99	5:05:13 PM	5:05:16 PM	0:00:03	3	
100	5:07:59 PM	5:08:11 PM	0:00:12	12	
101	5:10:17 PM	5:11:11 PM	0:00:54	54	
102	5:11:15 PM	5:11:15 PM	0:00:00	0	
103	5:11:15 PM	5:11:33 PM	0:00:18	18	
104	5:11:23 PM	5:11:34 PM	0:00:11	11	
105	5:12:10 PM	5:12:10 PM	0:00:00	0	
106	5:13:41 PM	5:13:58 PM	0:00:17	17	
107	5:14:12 PM	5:14:12 PM	0:00:00	0	
108	5:16:38 PM	5:17:01 PM	0:00:23	23	
109	5:16:44 PM	5:17:30 PM	0:00:46	46	

Total Vehicle Count: Average Stop Time: Maximum Stop Time: Min. Sec. for Delay: Average Queue: Queue Density: Maximum Queue: Delay in Vehicle Hour: Total Delay:

189
12.69
99
0

3
2.93
2399

4:02:26 PM	5:59:50 PM	1:57:24 AM

Residents Average time	Residents	
6	146	
Visitors Average time	Visitors	
36	42	
Peak Hour Residents Average time Residents	
5	64	
Peak Visitors Average time	Visitors	
34	23	

110	5:17:13 PM	5:17:38 PM	0:00:25	25	
111	5:18:01 PM	5:18:36 PM	0:00:35	35	
112	5:18:55 PM	5:18:55 PM	0:00:00	0	
113	5:19:08 PM	5:19:08 PM	0:00:00	0	
114	5:19:15 PM	5:19:28 PM	0:00:13	13	
115	5:20:04 PM	5:20:15 PM	0:00:11	11	
116	5:20:11 PM	5:20:20 PM	0:00:09	9	
117	5:20:20 PM	5:20:21 PM	0:00:01	1	
118	5:20:45 PM	5:21:05 PM	0:00:20	20	
119	5:20:45 PM	5:21:16 PM	0:00:31	31	
120	5:20:08 PM	5:21:22 PM	0:01:14	74	
121	5:21:53 PM	5:21:53 PM	0:00:00	0	
122	5:22:09 PM	5:22:09 PM	0:00:00	0	
123	5:24:05 PM	5:25:15 PM	0:01:10	70	
124	5:24:36 PM	5:24:41 PM	0:00:05	5	
125	5:25:01 PM	5:25:01 PM	0:00:00	0	
126	5:25:01 PM	5:25:08 PM	0:00:07	7	
127	5:25:53 PM	5:25:57 PM	0:00:04	4	
128	5:26:01 PM	5:26:01 PM	0:00:00	0	
129	5:26:07 PM	5:26:07 PM	0:00:00	0	
130	5:26:39 PM	5:27:04 PM	0:00:25	25	
131	5:26:39 PM	5:28:18 PM	0:01:39	99	
132	5:28:32 PM	5:28:33 PM	0:00:01	1	
133	5:29:55 PM	5:29:55 PM	0:00:00	0	
134	5:30:12 PM	5:30:12 PM	0:00:00	0	
135	5:30:18 PM	5:30:18 PM	0:00:00	0	
136	5:30:36 PM	5:30:51 PM	0:00:15	15	
137	5:31:32 PM	5:31:32 PM	0:00:00	0	
138	5:31:32 PM	5:31:43 PM	0:00:11	11	
139	5:31:43 PM	5:31:53 PM	0:00:10	10	
140	5:31:43 PM	5:31:58 PM	0:00:15	15	
141	5:33:09 PM	5:33:14 PM	0:00:05	5	
142	5:33:09 PM	5:33:16 PM	0:00:07	7	
143	5:33:38 PM	5:33:38 PM	0:00:00	0	
144	5:37:13 PM	5:37:13 PM	0:00:00	0	
145	5:37:15 PM	5:37:26 PM	0:00:11	11	
146	5:38:37 PM	5:38:37 PM	0:00:00	0	
147	5:39:09 PM	5:39:16 PM	0:00:07	7	
148	5:39:16 PM	5:39:16 PM	0:00:00	0	
149	5:37:21 PM	5:37:25 PM	0:00:04	4	
150	5:37:25 PM	5:37:29 PM	0:00:04	4	
151	5:40:15 PM	5:40:15 PM	0:00:00	0	
152	5:40:29 PM	5:40:29 PM	0:00:00	0	
153	5:40:37 PM	5:40:37 PM	0:00:00	0	
154	5:41:02 PM	5:41:33 PM	0:00:31	31	
155	5:41:06 PM	5:41:34 PM	0:00:28	28	
156	5:41:16 PM	5:41:36 PM	0:00:20	20	
157	5:41:53 PM	5:41:59 PM	0:00:06	6	
158	5:41:57 PM	5:42:06 PM	0:00:09	9	
159	5:42:57 PM	5:43:10 PM	0:00:13	13	
160	5:43:28 PM	5:43:28 PM	0:00:00	0	
161	5:43:51 PM	5:43:51 PM	0:00:00	0	
162	5:45:37 PM	5:46:08 PM	0:00:31	31	
163	5:45:46 PM	5:46:13 PM	0:00:27	27	
164	5:46:06 PM	5:46:16 PM	0:00:10	10	
165	5:46:59 PM	5:47:00 PM	0:00:01	1	
166	5:47:08 PM	5:47:12 PM	0:00:04	4	
167	5:47:13 PM	5:47:16 PM	0:00:03	3	
168	5:47:24 PM	5:47:24 PM	0:00:00	0	
169	5:48:34 PM	5:48:40 PM	0:00:06	6	
170	5:48:38 PM	5:48:45 PM	0:00:07	7	
171	5:50:15 PM	5:50:21 PM	0:00:06	6	
172	5:51:01 PM	5:51:06 PM	0:00:05	5	
173	5:51:11 PM	5:51:11 PM	0:00:00	0	
174	5:51:11 PM	5:51:37 PM	0:00:26	26	
175	5:51:38 PM	5:51:45 PM	0:00:07	7	
176	5:51:39 PM	5:51:50 PM	0:00:11	11	
177	5:52:12 PM	5:52:21 PM	0:00:09	9	
178	5:53:15 PM	5:53:25 PM	0:00:10	10	
179	5:54:47 PM	5:54:57 PM	0:00:10	10	
180	5:54:50 PM	5:55:01 PM	0:00:11	11	
181	5:54:50 PM	5:55:04 PM	0:00:14	14	
182	5:55:18 PM	5:55:22 PM	0:00:04	4	
183	5:56:27 PM	5:56:36 PM	0:00:09	9	
184	5:57:00 PM	5:57:13 PM	0:00:13	13	
185	5:57:44 PM	5:57:44 PM	0:00:00	0	
186	5:58:03 PM	5:58:13 PM	0:00:10	10	
187	5:58:45 PM	5:59:00 PM	0:00:15	15	
188	5:59:10 PM	5:59:40 PM	0:00:30	30	
189	5:59:15 PM	5:59:50 PM	0:00:35	35	
2399