Prepared for: APPENDICES - fampo.gwregion.org Access Study/FINAL_IJR/IJR... · New I-95 Interchange (Daily Volumes) SB to WB Off Ramp EB to SB On Ramp NB to WB Off ... NB Mainline

Prepared for:

APPENDICES

Prepared by:

Michael Baker Jr., Inc.October 22, 2010

Appendices for the I-95 ACCESS STUDY bound under a separate cover.

New Access to I-95 between Route 3 and the Rappahannock River

Appendix A……………………..Existing Conditions Appendix B……………………..No-Build Conditions Appendix C……………………..Alternatives Analysis Appendix D……………………..Preferred Alternatives

Prepared for:

George Washington Regional Commission / Fredericksburg Area MPO Virginia Department of Transportation

Prepared by:

Michael Baker Jr., Inc.

In association with: Vanasse Hangen Brustlin, Inc

T3 Design, PC Peggy Malone & Associates

October 22, 2010

Appendix D – Preferred Alternative

2035 Build Volume Methodology D-1 Intersection Turn Movement Counts D-19 Capacity Analysis Output D-32 I-95 Mainline, C-D Road, and Ramp D-33 Route 3 and Route 17 Intersections D-99 Connector Road D-126 Route 3 / Connector Road Interchange Operations D-147

2035 Build Volume Methodology

D-1

I-95 Access Study

2035 Build Volume Methodology

Travel Demand Model

The connector road and proposed new interchange were added to the November 2008 version of the 2035 FAMPO travel demand model (the same one used for the no-build forecasts). The connector road was coded as a four lane divided parkway with a connection on I-95 between Fall Hill Avenue and the Rappahannock River and a terminus at Gordon Road on Route 3 with a single access location at Celebrate Virginia. The connector road was coded as a free (non-toll facility) with a length of about 4 miles. The I-95 ramps coded include: a two lane SB off-ramp, a single lane SB on-ramp, a single lane NB off-ramp and a two-lane NB on-ramp. Interchange Awas coded as a diamond interchange with single lane on and off ramps. No other improvements were made to the model. Due to the relative coarseness of the roadway network, the links added to the model to represent the interchange will suffice to determine the forecast volumes for the connector road and the directional volumes from the interstate regardless of the interchange alternatives developed. The assignment portion of the model was rerun to determine how much traffic would use the new connector road.

Since the connector road is a new roadway and no historic traffic data exists, the unadjusted daily traffic volumes from the model were used for the connector road and interchange ramps with no adjustments. The daily volumes are shown in Table 1.

Table 1

New I-95 Interchange (Daily Volumes)

SB to WB Off Ramp

EB to SB On Ramp

NB to WB Off Ramp

EB to NB On Ramp

34,400 4,700 3,900 29,800

The model was also used to determine the amount of diversion to/from each of the main roads or interchanges that would occur to generate the volumes on the new interchange ramps. Traffic is diverted from the Route 3 interchange, some Route 17 ramps, Cowan Boulevard, Fall Hill Avenue, and the US 1 (Exit 126) Interchange. Volumes will increase on some of the Route 17 ramps due to traffic using the interchange ramps instead of passing through the interchange to/from Route 1. The model output is shown in Table 2.

Overall there are several major changes in traffic patterns: � A significant portion of traffic that uses Route 3 to travel between I-95 and the Gordon

Road Area will now use the new connector road.

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� A portion of Spotsylvania County traffic that uses Route 3 to travel between the retail areas near I-95 and the Gordon Road Area will now use the new connector road.

� A portion of the traffic that travels east to I-95 and uses the Route 1 interchange (Exit 126) and then north on I-95 will now travel north on Gordon Road, cross Route 3 and travel on the new connector road to I-95. This reduces traffic on I-95 between Route 1 and Route 3.

� A portion of traffic from north of the study area that previously utilized the Route 17/I-95 Interchange and travelled east to Route 1 and then used either Fall Hill Avenue or Cowan Boulevard to access the retail areas will now use I-95 and the new interchange.

� A portion of the traffic from west of the study area that previously travelled east on Route 17 to Route 1 and then used either Fall Hill Avenue or Cowan Boulevard to access the retail areas will now get on I-95 and use the new interchange.

Table 2

When looking at the diversion calculated in the model, there is a big difference between the SB to WB off-Ramp volume that is diverted from the Route 3 Interchange and the EB to NB on-Ramp volume that is diverted from the Route 3 Interchange. Since these are complementary movements, it would be expected that the diversion volume for one movement would be similar to the other for a daily volume (the notion of returning to where you came from). However, asshown in Table 3, existing volumes at the Route 3 Interchange show this same trend for the same SB to WB and EB to NB movements.

Diversion to/from (1) SB to WB Off Ramp

EB to SB On RampNB to WB Off

RampEB to NB On Ramp TOTAL

Route 17 Interchange 3100 0 0 4400 7500


Cowan Boulevard 3100 0 0 4700 7800

Fall Hill Avenue 4100 0 0 3800 7900

US 1 Interchange 6900 0 0 9300 16200

TOTAL 34400 4700 3900 29800 72800

(1) Traffic is diverted from all roads and interchanges except for some Route 17 ramps which increase.

New Interchange (Daily Diversion Volumes)

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Table 3

The ratio between the two Route 3 Interchange ramp volumes is similar to the ratio between the forecast volumes for the two new interchange ramps (shown in Table 3). It is expected that the diversion from the two Route 3 Interchange ramps would be similar to this ratio. Below the diversion volumes were adjusted to match this ratio. The same ratio was used for diversion from the other adjacent interchanges and directional movements on Cowan Boulevard and Fall Hill Avenue. The total diversion volume was not altered. Below in Table 4 are the adjusted diversion volumes.

Table 4

In Table 5, the diversion for each Route 3 interchange ramp is calculated by looking at one or more ramps that will lose volume to one of the new interchange ramps. The diversion split for each ramp is then determined based on a ratio of its existing volume as compared to the existing volume of the other ramp. The other column refers to ramps that do not have a same directionalmovement as one of the new interchange ramps. The two ramps facing south and providing

Existing Daily Volume

RatioForecast Daily

VolumeRatio

SB to WB Off Ramp 22,500 0.53 34,400 0.54

EB to NB On Ramp 20,200 0.47 29,800 0.46

TOTAL 42,700 1.00 64,200 1.00

Route 3 Interchange New Interchange

Diversion to/from (Adjusted) (1)

SB to WB Off Ramp

EB to SB On RampNB to WB Off

RampEB to NB On Ramp TOTAL



Cowan Boulevard 4200 0 0 3600 7800

Fall Hill Avenue 4200 0 0 3700 7900

US 1 Interchange 8700 0 0 7500 16200

TOTAL 34400 4700 3900 29800 72800

(1) Traffic is diverted from all roads and interchanges except for some Route 17 ramps which increase.

New Interchange (Adjusted Daily Diversion Volumes)

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access to and from the east increase in volume under the Build condition due to traffic diverting from US 1 to I-95 as a result of the reduction in traffic on I-95.

Table 5. Daily Volume to divert from each Route 3 Ramp to the New Interchange

A similar calculation was done for the Route 17 Interchange Ramps facing to and from the north(see Table 6). The remaining volume was split evenly between the ramps facing to the south as it was predicted that diversion from Route 1 to I-95 would occur evenly between the ramps.

Table 6. Daily Volume to divert from each Route 17 Ramp to the New Interchange

Volumes will increase on some of the Route 17 on ramps due to traffic using the interchange ramps instead of passing through the interchange to/from Route 1.

Existing Volume

SB to WB Off Ramp

EB to SB On Ramp

NB to WB Off Ramp

EB to NB On Ramp

I) NB to EB Off Ramp 3920 3800

J) EB to NB On Loop Ramp 20160 -7900

K) NB to WB Off Loop Ramp 6520 -3900

L) WB to NB On Ramp 9090 -3600

M) SB to WB Off Ramp 22530 -9900

N) WB to SB On Loop Ramp 3260 3100

O) SB to EB Off Loop Ramp 7630 -3400

P) EB to SB On Ramp 8150 -4700

-13300 -4700 -3900 -11500 6900Total

Route 3 Interchange

New Interchange

Other

Existing Volume

SB to WB Off Ramp

EB to SB On Ramp

NB to WB Off Ramp

EB to NB On Ramp

A) NB to EB Off Ramp 2930 900

B) EB to NB On Loop Ramp 6620

C) NB to WB Off Loop Ramp 18250 900

D) WB to NB On Ramp 6050 -1600

E) SB to WB Off Ramp 7430

F) WB to SB On Loop Ramp 2070 1100

G) SB to EB Off Loop Ramp 6360 -1800

H) EB to SB On Ramp 21130 1100

4000 0 0 3500Total

Route 17 Interchange

New Interchange

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HOT Lanes Traffic Volumes

HOT lane volumes were not changed from the No-Build forecasts. The HOT lane volumes shown are consistent through the study area between the Route 3 interchange and the Route 17 Interchange. The status of the HOT lanes project is not known at this time. The location of the entrance and exit lanes to the HOT lanes are also unknown but for this study it was assumedaccess to and from the HOT lanes would occur north of Route 17 or south of Route 3.

2035 Build I-95 Mainline Daily Volumes

Diversion for the I-95 mainline volume south of Route 3 was taken from the model and is equal to -5600 daily volume for southbound I-95 and -5900 daily volume for northbound I-95 for the build condition. The diversion rates developed above were applied to the 2035 No-Build traffic volumes for the mainline sections of I-95, south of Route 3 and also to the No-Build ramp volumes at Exit 130 and Exit 133. The resulting ramp traffic volumes were added to and subtracted from the mainline volume south of Route 3 to develop northbound and southbound mainline volumes at locations between the interchanges, and north of Exit 133. The process is outlined below for both northbound and southbound directions. Please see the attached spreadsheet for the northbound and southbound directions showing the addition and subtraction of ramp volumes.

Northbound:

NB Mainline Volume south of Route 3 Interchange (diversion applied) Subtract NB to EB Off-Ramp at Exit 130 (diversion applied) Add EB to NB On-Ramp at Exit 130 (diversion applied)

Subtract NB to WB Off-Ramp at Exit 130 (diversion applied) Add WB to NB On-Ramp at Exit 130 (diversion applied)

NB Mainline Volume between Route 3 & New Interchange (calculated)Subtract NB to WB Off-Ramp at New Interchange (from model)

Add EB to NB On-Ramp at New Interchange (from model)NB Mainline Volume between New Interchange & Route 17 Interchange (calculated)

Subtract NB to EB Off-Ramp at Exit 133 (diversion applied) Add EB to NB On-Ramp at Exit 133 (diversion applied)

Subtract NB to WB Off-Ramp at Exit 133 (diversion applied) Add WB to NB On-Ramp at Exit 133 (diversion applied)

NB Mainline Volume north of Route 17 Interchange (calculated)

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Southbound:

SB Mainline Volume south of Route 3 Interchange (diversion applied) Subtract EB to SB On-Ramp at Exit 130 (diversion applied) Add SB to EB Off-Ramp at Exit 130 (diversion applied)

Subtract WB to SB On-Ramp at Exit 130 (diversion applied) Add SB to WB Off-Ramp at Exit 130 (diversion applied) SB Mainline Volume between Route 3 & New Interchange (calculated)

Subtract EB to SB On-Ramp at New Interchange (from model) Add SB to WB Off-Ramp at New Interchange (from model) SB Mainline Volume between New Interchange & Route 17 Interchange (calculated)

Subtract EB to SB On-Ramp at Exit 133 (diversion applied) Add SB to EB Off-Ramp at Exit 133 (diversion applied)

Subtract WB to SB On-Ramp at Exit 133 (diversion applied) Add SB to WB Off-Ramp at Exit 133 (diversion applied) SB Mainline Volume north of Route 17 Interchange (calculated)

Below are the 2035 No-Build volumes and Build volumes (totals for both directions) for I-95.

Table 7

Peak Hour I-95 Mainline and Ramp Volumes

The build ramp volumes for the AM and PM peak hours were calculated by taking the ratio of the peak hour no-build ramp volume versus the daily ramp volume for each ramp and applying the ratio to the build ramp daily volumes. The same calculation was done for the mainline volume south of Route 3. The peak hour HOT lane volumes were not changed from the No-Build forecasts. The resulting ramp traffic volumes were added to and subtracted from the mainline volume south of Route 3 to develop northbound and southbound mainline volumes at locations between the interchanges, and north of Exit 133. The process is outlined above under the section 2035 Build I-95 Mainline Daily Volumes for both northbound and southbounddirections. For the new interchange ramps, the ratio of the peak hour no-build ramp volume versus the daily ramp volume for the same directional movement at the Route 3 Interchange was used to calculated peak hour volumes. Please see Table 8 for the northbound and southbound directions showing the addition and subtraction of ramp volumes. Table 9 shows the peak hours volumes for the new I-95 Interchange.

Difference

GP Lanes HOT Lanes Total GP Lanes HOT Lanes Total Total

South of Route 3 174,600 18,300 192,900 163,100 18,300 181,400 -11,500

At River Crossing 226,000 18,300 244,300 247,000 18,300 265,300 21,000

North of US 17 194,000 18,300 212,300 207,600 18,300 225,900 13,600

Daily Volumes

I-952035 No-Build 2035 Build

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GeneralPurposeMainline

Vol

HOT Lane Daily VolGen.

Purpose & HOT

Ramp Vol CD Road Vol


Vol

HOT Lane Peak Hour Vol

Gen.Purpose &

HOTRamp Vol CD Road

Vol


Vol


Gen.Purpose &

HOTRamp Vol CD Road

Vol Mainline Ramp CD Road


Vol

HOT Lane Daily VolGen.

Purpose & HOT & CD



Vol


Gen.Purpose & HOT & CD



Vol


Gen.Purpose & HOT & CD


SOUTHBOUND I-95Entering Volume (N of US 17) 92,920 104,470 4,130 4,130 5,850 8,330 101,320 112,870 4,160 4,160 7,000 9,480

US 17 CD Road Off-Ramp 19,590 1,080 1,32081,730 112,870 19,590 3,080 4,160 1,080 5,680 9,480 1,320

E) SB to WB Off Ramp 12,450 700 790 0 12,450 700 79080,470 92,020 3,430 3,430 5,060 7,540 81,730 100,420 7,140 3,080 3,460 380 5,680 8,690 530

F) WB to SB On Loop Ramp 2,910 150 200 1100 4,010 210 280(Now left turn onto EB/SB ramp 83,380 94,930 3,580 3,580 5,260 7,740G) SB to EB Off Loop Ramp 8,940 480 660 -1800 7,140 380 530

74,440 85,990 3,100 3,100 4,600 7,080 0 0 0

CD Road Off-Ramp for New TI 28,370 810 2,87053,360 93,280 28,370 2,270 3,080 810 2,810 8,160 2,870

Braided Ramp Volume 53,360 9,380 2,270 280 2,810 840H) EB to SB On Ramp 35,390 1,390 2,660 1100 36,490 1,430 2,740

53,360 102,660 37,750 2,270 3,360 1,090 2,810 9,000 3,710Combined B&H Ramp onto I-95 31,120 1,360 2,180(minus braided volume)River Crossing 109,830 121,380 4,490 4,490 7,260 9,740 84,480 133,780 37,750 3,630 4,720 1,090 4,990 11,180 3,710

SB to WB Off Ramp 34400 34,400 940 3,44084,480 96,030 3,630 3,630 4,990 7,470

EB to SB On Ramp 4700 4,700 180 37089,180 104,080 3,350 3,810 3,960 150 5,360 8,110 270

SB to WB Off Ramp 3,350 150 270 0 3,350 150 270106,480 118,030 4,340 4,340 6,990 9,470 89,180 100,730 3,810 3,810 5,360 7,840

WB to SB On Ramp 3,350 150 270 0 3,350 150 270

Cowan Boulevard Underpass 109,830 121,380 4,490 4,490 7,260 9,740 92,530 104,080 3,960 3,960 5,630 8,110

M) SB to WB Off Ramp 31,650 860 3,160 -13300 18,350 500 1,83078,180 89,730 3,630 3,630 4,100 6,580 74,180 85,730 3,460 3,460 3,800 6,280

N) WB to SB On Loop Ramp 4,140 180 340 3100 7,240 310 59082,320 93,870 3,810 3,810 4,440 6,920 81,420 92,970 3,770 3,770 4,390 6,870

O) SB to EB Off Loop Ramp 9,690 510 720 0 9,690 510 72072,630 84,180 3,300 3,300 3,720 6,200 71,730 83,280 3,260 3,260 3,670 6,150

P) EB to SB On Ramp 11,450 450 890 -4700 6,750 270 520

South of Route 3 84,080 95,630 3,750 3,750 4,610 7,090 -5600 78,480 90,030 3,530 3,530 4,190 6,670

SB Off Ramp

SB On Ramp

South of US 1

NORTHBOUND I-95

Entering Volume (S of Route1)

NB to EB Off Ramp

NB to WB Off Loop Ramp

EB/WB to NB On Ramp

Entering Volume (S of Route3) 90,480 97,180 3,390 5,850 5,540 5,540 -5900 84,580 91,280 3,040 5,500 5,200 5,200

I) NB to EB Off Ramp 4,980 340 300 3800 8,780 600 53085,500 92,200 3,050 5,510 5,240 5,240 75,800 82,500 2,440 4,900 4,670 4,670

J) EB to NB On Loop Ramp 28,320 2,700 1,260 -11500 16,820 1,600 750113,820 120,520 5,750 8,210 6,500 6,500 92,620 99,320 4,040 6,500 5,420 5,420

K) NB to WB Off Loop Ramp 9,160 390 690 -3900 5,260 220 400104,660 111,360 5,360 7,820 5,810 5,810 87,360 94,060 3,820 6,280 5,020 5,020

L) WB to NB On Ramp 11,540 1,050 620 0 11,540 1,050 620

Cowan Boulevard Underpass 116,200 122,900 6,410 8,870 6,430 6,430 98,900 105,600 4,870 7,330 5,640 5,640

NB to WB Off Ramp 0 3,900 170 29095,000 101,700 4,700 7,160 5,350 5,350

EB to NB On Ramp 29800 29,800 2,840 1,330

River Crossing 95,000 131,500 29,800 4,700 10,000 2,840 5,350 6,680 1,330

US 17 CD Road Off Ramp 34,690 2,680 2,180 28,220 2,000 1,830Braided Ramp Volume 66,780 8,270 2,700 790 3,520 460New TI CD On-Ramp 21,530 2,050 870

88,310 131,500 36,490 4,750 10,000 2,790 4,390 6,680 2,290A) NB to EB Off Ramp 4,120 170 250 900 5,020 210 300

81,510 88,210 30,570 3,730 6,190 2,510 4,250 4,250 1,930 88,310 126,480 31,470 4,750 9,790 2,580 4,390 6,380 1,990C) NB to WB Off Loop Ramp 30,570 2,510 1,930 900 31,470 2,580 1,990

81,510 88,210 0 3,730 6,190 0 4,250 4,250 0 88,310 95,010 4,750 7,210 4,390 4,390B) EB to NB On Loop Ramp 11,090 1,020 570 0 11,090 1,020 570

81,510 88,210 11,090 3,730 6,190 1,020 4,250 4,250 570 88,310 106,100 11,090 4,750 8,230 1,020 4,390 4,960 570D) WB to NB On Ramp 8,500 580 460 -1600 6,900 470 370

19,590 1,600 1,030 17,990 1,490 940North of Route 17 101,100 107,800 5,330 7,790 5,280 5,280 106,300 113,000 6,240 8,700 5,330 5,330

BAKER

DailyFuture 2035 NB Volume

BAKER

AM Peak HourFuture 2035 Build Volume

BAKER

PM Peak HourFuture 2035 Build Volume

BAKER

AM Peak HourFuture 2035 NB Volume

BAKER

PM Peak HourFuture 2035 NB Volume

BAKER

Route 3 Interchange

New TI

US 17 Interchange

6,700 2,460 0 6,700 2,460 0

US 17 Interchange

New TI

Rest Area

Route 3 Interchange

US 1 Interchange

US 1 Interchange

11,550 0 2,480 11,550 0 2,480

DailyFuture 2035 Build VolumeDiversion

BAKER

TABLE 8: 2035 Build Traffic Volumes for Alternative N5 Full Interchange

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Table 9. New I-95 Interchange Volumes

Connector Road Volumes

The connector road will have one access point between its I-95 and Route 3 termini providing access to the retail areas adjacent to I-95. The interchange is labeled as Interchange A for this study. Since the connector road is a new roadway and no historic traffic data exists, the unadjusted daily traffic volumes from the model were used for the new ramps of Interchange Awith no adjustments. The daily volumes are shown in Table 10. For the Interchange A ramps, the ratio of the peak hour new I-95 ramp volumes (for the respective direction of travel) versus the new I-95 daily ramp volume for the same directional movement at was used to calculated peak hour volumes.

Table 10. Interchange A Volumes

The new I-95 ramp traffic volumes (Table 9) were added together by direction to get the connector road mainline volume between I-95 and Interchange A. Interchange A ramp volumes were added and subtracted from the connector road mainline volumes (between I-95 and Interchange A) to get connector road mainline volumes between Route 3 and Interchange A. The same process was completed for both the daily and peak hour volumes (see Table 11).

SB to WB Off Ramp EB to SB On Ramp NB to WB Off Ramp EB to NB On Ramp Total

Daily Volume 34400 4700 3900 29800 72800

AM Peak Hour Volume 940 190 170 2850 4150

PM Peak Hour Volume 3440 370 290 1330 5430

New Interchange @ I-95

WB Off Ramp WB On Ramp EB Off Ramp EB On Ramp Total

Daily Volume 13600 9000 9800 13500 45900

AM Peak Hour Volume 390 260 290 1290 2230

PM Peak Hour Volume 1320 880 480 670 3350

New Interchange with Connector Road (Interchange A)

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Table 11. New Connector Road Volumes

Intersection Turn Movement Volumes

Build turn movement volumes for the intersections along Route 3 were calculated by determining how much of the Interchange A volumes (Table 10) would divert from the Route 3 intersections. Through movements at the three intersections were also adjusted by volume diverted from the I-95/ Route 3 Interchange ramps to the new Connector Road. Daily diversion was calculated by taking the volumes shown in Table 4 and subtracting them from Table 10. (45900-10800-12400=22700). Peak hour diversion was calculated the same way using the same peak hour ratios calculated previously for the Connector Road. Diversion volumes are shown in Table 12.

Table 12. Diversion Volumes to Connector Road

Traffic diverted to Interchange A would come from the three intersections on Route 3 nearest I-95 including Bragg Road, Central Park Boulevard, and Carl D. Silver Parkway. The turn movements at the three intersections that would be affected by Interchange A include the eastbound left turns into Central Park, the westbound right turns into Central Park, and the southbound left and right turns out of Central Park. Table 13 shows the existing 2008 turn movements at these intersections. Table 14 shows the ratio of turns at each intersection compared to the total volume making that movement from or to Route 3.

Table 15 shows the change in each turn movement by applying the Interchange A ramp volumes from Table 10 to the ratio in Table 14. For example the eastbound off-ramp has an AM peak hour volume of 290. Travelers using this ramp are diverted from the eastbound left turn off of Route 3 from the three intersections. Since the eastbound left turn at the Bragg Road intersection handles 42% of the total eastbound left turns from the three intersection then it is expected that 42% (of 290) or ~120 vehicles will divert from the eastbound left turn at Bragg Road to the new

Westbound Eastbound Total Westbound Eastbound Total

Daily Volume 38300 34500 72800 33700 30800 64500

AM Peak Hour Volume 1110 3040 4150 980 2020 3000

PM Peak Hour Volume 3730 1700 5430 3290 1510 4800

Connector Road

Between I-95 and Interchange A Between Interchange A and Route 3

Remaining to Route 3 Intersections

Eastbound Westbound Eastbound Westbound Eatbound Westbound Eastbound Westbound Total

Daily Volume -3700 -4200 -3600 -4200 -3500 -4000 -10800 -12400 -22700

AM Peak Hour Volume -330 -120 -320 -120 -200 -120 -850 -360 -860

PM Peak Hour Volume -180 -410 -180 -410 -170 -390 -530 -1210 -1610

TotalCowan BoulevardFall Hill US 17 Interchange

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Interchange A eastbound off-ramp. The change in intersection volumes between the Build and No-Build Conditions is shown in Figure 1.

Table 13. 2008 Peak Hour Turn Movements

Table 14. Ratio of Turns between Intersections

Table 15. Diversion Volumes to New Connector Road

Bragg Road Central Park Blvd Carl D. Silver Total Bragg Road Central Park Blvd Carl D. Silver Total

Eastbound Lefts In 295 256 144 695 217 313 273 803

Westbound Rights In 69 29 455 553 249 66 935 1250

Soutbound to WB Rights Out 209 77 55 341 483 362 303 1148

Southbound to EB Lefts Out 118 7 351 476 117 97 848 1062

AM Peak HourExisting Counts PM Peak Hour

Route 3 Intersections


Eastbound Lefts In 0.42 0.37 0.21 1.00 0.27 0.39 0.34 1.00

Westbound Rights In 0.12 0.05 0.82 1.00 0.20 0.05 0.75 1.00

Soutbound to WB Rights Out 0.61 0.23 0.16 1.00 0.42 0.32 0.26 1.00

Southbound to EB Lefts Out 0.25 0.01 0.74 1.00 0.11 0.09 0.80 1.00

% of Total


AM Peak Hour PM Peak Hour


Eastbound Lefts In -120 -110 -60 -290 -130 -190 -160 -480

Westbound Rights In 0 0 -20 -30 -20 -10 -80 -110

Soutbound to WB Rights Out -160 -60 -40 -260 -370 -280 -230 -880

Southbound to EB Lefts Out -70 -10 -210 -280 -20 -10 -110 -140

TOTAL -860 -1610

Diversion


AM Peak Hour PM Peak Hour

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Figure 1. Change in Turn Movement Volumes between Build and No-Build Conditions (Eastern Route 3 Intersections)

Bragg Road Central Park Blvd Carl D Silver Parkway

AM PEAK HOUR

-160 -70 0 -60 -10 -10 -40 -210 -20-760 -600 -540 -510 -530

Route 3

-1280 -120 -110 -60 -1280-1160 -1120 -1070

Through movements are sum of diversion from Route 3 ramps

Bragg Road Central Park Blvd Carl D Silver Parkway

PM PEAK HOUR

-370 -20 -20 -280 -10 -10 -230 -110 -80-2390 -2020 -1760 -1540 -1620

Route 3

-1220 -130 -190 -160 -880-1090 -920 -770

Left and Right Turn Movements at intersections are from Table 15.

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The same process was used to determine the Build turn movements at the western intersectionson Route 3, Harrison Road, Gordon Road, and Five Mile Extension. Table 16 shows the diversion for eastbound Route 3 on and off movements at the three intersections. Table 17 shows the diversion for westbound Route 3 on and off movements at the three intersections. The total diversion for each direction matches the diversion shown in Figure 1 for eastbound and westbound Route 3 traffic. The change in intersection volumes between the Build and No-Build Conditions for the three western intersections is shown in Figure 2.

Table 16. 2008 Peak Hour Turn Movement Diversion (Eastbound Route 3)

Table 17. 2008 Peak Hour Turn Movement Diversion (Westbound Route 3)

Intersection Movement Existing Count Ratio Diversion Existing Count Ratio Diversion

SB Left 57 0.02 -30 123 0.08 -100

EB Thru 1614 0.64 -820 903 0.58 -700

NB Right 14 0.01 -10 27 0.02 -20

Gordon Road NB Right 447 0.18 -230 248 0.16 -190

SB Left 50 0.02 -30 30 0.02 -20

NB Right 332 0.13 -170 238 0.15 -190

Total 2514 -1280 1569 -1220

PM Peak HourAM Peak HourEastbound Route 3

Harrison Rd

Five Mile Extension

Intersection Movement Existing Count Ratio Diversion Existing Count Ratio Diversion

WB Right 56 0.06 -50 265 0.09 -230

WB Thru 614 0.71 -540 1636 0.58 -1400

WB Left 23 0.03 -20 57 0.02 -50

Gordon Road WB Left 124 0.14 -110 601 0.21 -510

WB Right 10 0.01 -10 54 0.02 -50

WB Left 38 0.04 -30 184 0.07 -160

Total 865 -760 2797 -2390

Harrison Rd

Five Mile Extension

Westbound Route 3 AM Peak Hour PM Peak Hour

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Figure 2. Change in Turn Movement Volumes between Build and No-Build Conditions (Western Route 3 Interse

Harrison Road Gordon Road/Connector Road Five Mile Road

AM PEAK HOUR 9802020

0 190 -100 0 0 20 630 310 40 -610 30 0 -30 -730 -770

20 0 -110 -530 -30 -760Route 3

60 0 920 10 -1290 -128060 0 0 0 -860 0 910 -230 -1050 -1090 170 0 -1700 0 30

200

680

Harrison Road Gordon Road/Connector Road Five Mile Road

PM PEAK HOUR 32901510

0 210 -500 0 0 110 1790 1300 200 -1680 20 0 -20 -2190 -2400

110 0 -510 -1980 -160 -2390Route 3

20 0 840 50 -1230 -122020 0 0 0 -820 0 460 -190 -810 -1020 190 0 -1900 0 160

790

270

Left and Right Turn Movements at intersections are from Table 16 and Table 17.

D-14

As was done for the existing conditions and no-build conditions, the turn movement volumes at the intersections adjacent to the I-95 interchanges at Exit 130 (Route 3) and Exit 133 (Route 17), were adjusted to balance the intersection volumes with the ramp volumes through the interchange. The methodology of balancing volumes at the Route 3 and Route 17 interchanges is discussed below. Route 3 and Route 17 intersection balancing adjustment spreadsheets are included after the discussion for reference. Note that this was mainly a checking exercise since the No-build volumes were already balanced from which volumes were diverted to the new connector road.

Route 3 Intersection Balancing Adjustment:The intersections of Route 3/Carl D Silver Pkwy (west of the Exit 130 interchange) and Route 3/Gateway Blvd (east of the Exit 130 interchange) were adjusted to balance the volumes across the interchange. To balance the eastbound and westbound directions, the turn movements at the Carl D Silver Pkwy intersection were totaled to determine the eastbound and westbound volumes to the west of the intersection. The previously developed eastbound and westbound ramp peak hour volumes were then added or subtracted to the appropriate Route 3 directional volume to determine the peak hour volume of Route 3 to the west of the Gateway Blvd intersection. These eastbound and westbound volumes were compared to the volumes based on the Gateway Blvd intersection turn movement volumes. The Carl D Silver and the Gateway Blvd turn movement volumes were adjusted to balance the intersection turn movements. Half of the volume difference was applied to the intersection at Carl D Silver Pkwy and the other half applied to the Gateway Blvd intersection. The applied adjusted approach volumes were divided among the appropriate turn movements based on the actual turn movement percentages of each approach (i.e. 12% Left, 72% Thru, 16% Right, etc.).

Route 17 Intersection Balancing Adjustment: The intersections of Route 17/Sanford Dr (west of the Exit 133 interchange) and Route 17/Short St (east of the Exit 133 interchange) were adjusted to balance the volumes across the interchange. To balance the northbound and southbound directions, the turn movements at the Sanford Dr intersection were totaled to determine the northbound and southbound volumes to the west of the intersection. The developed northbound and southbound ramp peak hour volumes were then added or subtracted to the appropriate Route 17 directional volume to determine the peak hour volume of Route 17 to the west of the Short St intersection. These northbound and southbound volumes were compared to the volumes based on the Short St intersection turn movement volumes. The Sanford Dr and the Short St turn movement volumes were adjusted to balance the intersection turn movements. Half of the volume difference was applied to the intersection at Sanford Dr and the other half applied to the Short St intersection. The applied adjusted approach volumes were divided among the appropriate turn movements based on the actual turn movement percentages of each approach (i.e. 12% Left, 72% Thru, 16% Right, etc.).

D-15

Route 3 - Intersection Balancing 2035 Build

1830 600 400 620500 320 220 1050

3500 3500 1670 1670 2270 2270 1870 1870 2490 2490 5 5 2485 2485Route 3 1640 1640 1140 1140 1460 1460 1240 1240 2290 2290 10 10 2280 2280 Route 3

3210 3210 2940 2940 3450 3450 1850 1850 2450 2450 10 10 2440 24402860 2860 2330 2330 3050 3050 2300 2300 2830 2830 -10 -10 2840 2840

270 510 1600 600530 720 750 530

# AM Peak Hour Volume

# PM Peak Hour Volume

Route 3 / Carl D Silver Pkwy 2035 Build

AM PM AM PM AM PMLeft 20 30 20 30Thru 10 10 10 10Right 30 40 -0.05 0.07 30 40Left 270 1060 -0.42 1.85 270 1060Thru 10 20 10 20Right 40 200 40 200Left 140 220 140 220Thru 2910 1760 -4.53 3.08 2910 1760Right 20 20 20 20Left 30 50 -0.09 -0.04 30 50Thru 1000 2230 -3.05 -1.59 1000 2230Right 610 1220 -1.86 -0.87 610 1220

Route 3 / Gateway Blvd 2035 Build

AM PM AM PM AM PMLeft 310 400 0.68 0.40 310 400Thru 10 5 10 5Right 140 280 140 280Left 10 10 10 10Thru 5 5 5 5Right 30 5 0.07 0.01 30 5Left 40 40 0.08 -0.07 40 40Thru 1970 2200 4.04 -3.87 1970 2200Right 430 600 0.88 -1.06 430 600Left 140 290 140 290Thru 1940 2080 4.25 2.09 1940 2080Right 10 0 10 0

Eastbound

Westbound

Westbound

Original Peak Hour TM Balance Adjustment

Adjusted Peak Hour TM

Northbound

Southbound



Northbound

Southbound

Eastbound

Carl

D S

ilver

Pkw

y

Gatew

ayBlvd

Route 3 Peak Hour volume based on Adjusted Carl D Silver Pkwy and Ramp Volumes

Route 3Original

Difference

Original Route 3

Peak Hour volume

based on Gateway

Blvd

Original Route 3 Volume from Carl D

Silver Pkwy TM

Adjusted Route 3 Volume from Carl D

Silver Pkwy TM

AdjustedRoute 3

Peak Hour volume

based on Gateway

Blvd

Route 3Adjusted

Difference

Route 3 Peak Hour volume

based on Original Carl D

Silver Pkwy and Ramp Volumes

D-16

Route 17 - Intersection Balancing 2035 Build

790 280 1990 370700 210 2580 470

3630 3630 2840 2840 3120 3120 1130 1130 1500 1500 0 0 1500 1500Route 17 4290 4290 3590 3590 3800 3800 1220 1220 1690 1690 10 10 1680 1680

3410 3410 1980 1980 2360 2360 1340 1340 1550 1550 0 0 1550 15505120 5120 2380 2380 2910 2910 2340 2340 2650 2650 0 0 2650 2650

1430 380 1020 2102740 530 570 310

# AM Peak Hour Volume

# PM Peak Hour Volume

Route 17 / Sanford Dr 2035 Build

AM PM AM PM AM PMLeft 480 530 -0.56 0.00 480 530Thru 3620 2960 -4.22 0.00 3620 2960Right 190 140 -0.22 0.00 190 140Left 20 10 20 10Thru 2950 3660 0.00 0.00 2950 3660Right 30 70 30 70Left 90 50 90 50Thru 10 10 10 10Right 390 1350 0.00 0.00 390 1350Left 70 110 0.00 0.00 70 110Thru 100 30 100 30Right 30 10 30 10

Route 17 / Short Rd 2035 Build

AM PM AM PM AM PMLeft 20 20 20 20Thru 1530 1380 4.55 0.00 1530 1380Right 5 5 5 5Left 10 10 0.00 0.00 10 10Thru 1470 2520 0.00 0.00 1470 2520Right 70 120 0.00 0.00 70 120Left 130 110 0.39 0.00 130 110Thru 0 5 0 5Right 20 40 20 40Left 5 5 5 5Thru 0 5 0 5Right 20 10 0.06 0.00 20 10

Eastbound

Westbound

Westbound



Northbound

Southbound



Northbound

Southbound

Eastbound

Sanf

ord

Dr

Short Rd

Route 17 Peak Hour volume based on

Adjusted Sanford Dr and Ramp Volumes

Route 17Adjusted

Difference

Route 17 Peak Hour volume based on Adjusted Short Rd

Route 17Original

Difference

Route 17 Peak Hour volume based on Original Sanford

Dr and Ramp Volumes

Route 17 Peak Hour volume based on Original Short Rd

Original Route 17 Volume from

Sanford Dr TM

Adjusted Route 17 Volume from

Sanford Dr TM

D-17

Route 3 and Route 17 Volumes Average Daily Traffic Volumes (ADT)

As was done for the existing and no-build conditions, ADT volumes were developed on Route 3 and Route 17 to the immediate east and west of the I-95 interchange. The ramp tube counts at Exit 130 and Exit 133 were utilized to determine AM and PM peak hour K-Factors for both Eastbound and Westbound Route 3 and WB/NB Route 17 (shown as NB in tables below) and EB/SB Route 17 (shown as SB in tables below). The respective K-Factors were applied to the peak hour turn movements of the intersections adjacent to the interchange. The ADT volumes developed based on the AM peak hour turn movements and K-Factor were averaged with the ADT volumes developed based on the PM peak hour turn movements and K-Factor for each roadway direction. Detailed information for each location is shown below.

Route 3 - Western Area

EB WB EB WB EB WB TotalAM Peak Hour 2,130 280 0.06 0.06 37,714 4,958 42,672 (based on AM peaks)PM Peak Hour 990 1,140 0.07 0.07 14,118 16,258 30,376 (based on PM peaks)

25,900 10,600 36,500 AM & PM Average

Route 3 - West of Bragg RoadPeak Hour K-Factor Calculated Daily Volume

Route 3 w/o Interchange Route 3 w/o Interchange Route 3 w/o InterchangeEB WB EB WB EB WB Total

AM Peak Hour 2,880 1,160 0.06 0.06 50,994 20,539 71,533 (based on AM peaks)PM Peak Hour 1,980 2,040 0.07 0.07 28,237 29,092 57,329 (based on PM peaks)

39,600 24,800 64,400 AM & PM Averagebased on Carl D Silver Pkwy TMs based on Exit 130 Ramps

Route 3 - East of Altoona DrivePeak Hour K-Factor Calculated Daily Volume

Route 3 e/o Interchange Route 3 e/o Interchange Route 3 e/o InterchangeEB WB EB WB EB WB Total


38,100 33,500 71,600 AM & PM Averagebased on Gateway Blvd TMs based on Exit 130 Ramps

Route 17 - West of Falls Run DrivePeak Hour K-Factor Calculated Daily Volume

Route 17 w/o Interchange Route 17 w/o Interchange Route 17 w/o InterchangeNB SB NB SB NB SB Total


53,600 50,300 103,900 AM & PM Averagebased on Sanford Dr TMs based on Exit 133 Ramps

Route 17 - East of Short Street

NB SB NB SB NB SB TotalAM Peak Hour 1,560 1,500 0.06 0.06 25,311 24,338 49,649 (based on AM peaks)PM Peak Hour 1,410 2,570 0.07 0.07 21,241 38,716 59,957 (based on PM peaks)

23,300 31,500 54,800 AM & PM Averagebased on Short St TMs based on Exit 133 Ramps

Peak Hour K-Factor Calculated Daily VolumeRoute 17 e/o Interchange Route 17 e/o Interchange Route 17 e/o Interchange

based on Carl D Silver Pkwy TMs based on Exit 130 Ramps

Peak Hour K-Factor Calculated Daily VolumeRoute 3 w/o Interchange Route 3 w/o Interchange Route 3 w/o Interchange

D-18

Intersection Turn Movement Counts

D-19

Intersection:�Route�3�/�Harrison�Road

Start�DateStart�Time 6:30

Street�Name AM�Total�Intersection�Peak�Hour�VolumeStart�Time Right� Thru� Left� Right� Thru� Left� Right� Thru� Left� Right� Thru� Left� 3104

Cars 6:30�AM 2 2 5 16 117 5 4 5 28 65 407 9 665Trucks� 6:30�AM 0 0 0 0 7 0 0 0 0 0 9 0 16 AM�Total�Truck�PercentageTotal 6:30�AM 2 2 5 16 124 5 4 5 28 65 416 9 681 2.4%Cars 6:45�AM 2 2 15 17 124 5 3 18 41 74 384 23 708

Trucks� 6:45�AM 0 0 0 0 5 0 0 0 2 0 13 0 20 AM�Intersection�PHFTotal 6:45�AM 2 2 15 17 129 5 3 18 43 74 397 23 728 0.97Cars 7:00�AM 2 7 7 14 166 9 4 18 51 76 369 39 762

Trucks� 7:00�AM 0 0 0 1 3 0 0 0 0 0 6 0 10Total 7:00�AM 2 7 7 15 169 9 4 18 51 76 375 39 772Cars 7:15�AM 1 7 20 14 177 5 4 12 59 100 366 24 789





Trucks� 8:15�AM 0 0 0 1 12 1 0 1 0 0 3 1 19Total 8:15�AM 2 4 13 21 169 5 2 16 33 60 369 22 716

Grand�Total 38 102 200 240 2348 80 58 192 634 1256 6260 352 11760

2008 6:45�7:45 6 27 57 56 614 23 14 56 173 357 1614 107 3104

Vehicles 19 50 99 114 1118 39 29 93 311 628 3063 175 5738Trucks 0 1 1 6 56 1 0 3 6 0 67 1 142

%�Trucks 0.0% 2.0% 1.0% 5.0% 4.8% 2.5% 0.0% 3.1% 1.9% 0.0% 2.1% 0.6% 2.4%

PHF 0.75 0.61 0.71 0.82 0.84 0.64 0.88 0.78 0.72 0.83 0.86 0.69 0.97

Growth�Rate 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5% 1.5%Vehicles 10 40 80 80 860 30 20 80 240 500 2270 150 4360

Adjustment 0 0 0 0 20 0 0 0 0 0 60 0 80Vehicles 10 40 80 80 880 30 20 80 240 500 2330 150 4440


Street�NameStart�Time Right� Thru� Left� Right� Thru� Left� Right� Thru� Left� Right� Thru� Left� PM�Total�Intersection�Peak�Hour�Volume

Cars 4:00�PM 17 23 21 56 396 15 6 12 50 61 215 29 901 3839Trucks� 4:00�PM 0 0 1 1 7 0 0 0 1 1 8 1 20Total 4:00�PM 17 23 22 57 403 15 6 12 51 62 223 30 921 PM�Total�Truck�PercentageCars 4:15�PM 25 25 25 58 330 9 1 23 38 45 223 18 820 1.8%

Trucks� 4:15�PM 0 0 0 0 10 0 0 0 0 0 16 1 27Total 4:15�PM 25 25 25 58 340 9 1 23 38 45 239 19 847 PM�Intersection�PHFCars 4:30�PM 27 29 32 59 342 19 1 24 42 54 214 20 863 0.97

Trucks� 4:30�PM 0 0 1 0 1 0 0 0 0 1 9 0 12Total 4:30�PM 27 29 33 59 343 19 1 24 42 55 223 20 875Cars 4:45�PM 22 22 17 71 359 15 4 28 67 49 205 28 887





Trucks� 5:45�PM 0 0 0 1 7 0 0 1 0 0 7 0 16Total 5:45�PM 36 25 27 48 412 14 4 29 43 42 212 12 904

Grand�Total 422 432 440 1020 6168 230 78 352 786 798 3598 434 14758

2008 5:00�6:00 120 117 123 265 1636 57 27 89 195 187 903 120 3839

Vehicles 210 216 218 505 3045 115 39 174 392 394 1727 214 7249Trucks 1 0 2 5 39 0 0 2 1 5 72 3 130

%�Trucks 0.5% 0.0% 0.9% 1.0% 1.3% 0.0% 0.0% 1.1% 0.3% 1.3% 4.0% 1.4% 1.8%

PHF 0.83 0.73 0.77 0.91 0.99 0.65 0.75 0.77 0.77 0.94 0.94 0.48 0.97



2035�No�Build

2035�Build

2035�No�Build

2035�Build

5/13/2008

Harrison�Road��Southbound Route�3��Westbound Harrison�Road��Northbound Route�3��EastboundTotal

5/13/2008

Harrison�Road��Southbound Route�3��Westbound Harrison�Road��Northbound Route�3��EastboundTotal

D-20

Intersection:�Route�3�/�Gordon�Road











Grand�Total 0 0 0 0 2436 510 1714 0 394 268 6044 0 11366

2008 7:00�8:00 0 0 0 0 639 124 447 0 144 73 1542 0 2969

Vehicles 0 0 0 0 1121 248 845 0 193 126 2934 0 5467Trucks 0 0 0 0 97 7 12 0 4 8 88 0 216

%�Trucks #DIV/0! #DIV/0! #DIV/0! #DIV/0! 8.0% 2.7% 1.4% #DIV/0! 2.0% 6.0% 2.9% #DIV/0! 3.8%

PHF #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0.89 0.69 0.86 #DIV/0! 0.75 0.91 0.90 #DIV/0! 0.98


Adjustment 630 310 40 190 �610 �110 �230 910 0 0 �860 920 1190Vehicles 630 310 40 190 290 60 400 910 200 100 1310 920 5360


Street�Name PM�Total�Intersection�Peak�Hour�VolumeStart�Time Right� Thru� Left� Right� Thru� Left� Right� Thru� Left� Right� Thru� Left� 3822

Cars 4:00�PM 0 0 0 0 383 111 65 0 22 13 278 0 872Trucks� 4:00�PM 0 0 0 0 15 1 1 0 2 0 24 0 43 PM�Total�Truck�PercentageTotal 4:00�PM 0 0 0 0 398 112 66 0 24 13 302 0 915 2.9%Cars 4:15�PM 0 0 0 0 400 129 53 0 17 16 228 0 843

Trucks� 4:15�PM 0 0 0 0 9 2 2 0 1 0 10 0 24 PM�Intersection�PHFTotal 4:15�PM 0 0 0 0 409 131 55 0 18 16 238 0 867 0.98Cars 4:30�PM 0 0 0 0 384 117 68 0 35 8 208 0 820







Grand�Total 0 0 0 0 6834 2190 974 0 572 266 3972 0 14808

2008 5:00�6:00 0 0 0 0 1771 601 248 0 169 78 955 0 3822

Vehicles 0 0 0 0 3339 1075 477 0 281 129 1888 0 7189Trucks 0 0 0 0 78 20 10 0 5 4 98 0 215

%�Trucks #DIV/0! #DIV/0! #DIV/0! #DIV/0! 2.3% 1.8% 2.1% #DIV/0! 1.7% 3.0% 4.9% #DIV/0! 2.9%

PHF #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0.99 0.88 0.89 #DIV/0! 0.70 0.75 0.94 #DIV/0! 0.98


Adjustment 1790 1300 200 210 �1680 �510 �190 460 0 0 �820 840 1600Vehicles 1790 1300 200 210 810 330 160 460 240 110 520 840 6970

2035�No�Build

2035�Build

2035�No�Build

2035�Build

5/14/2008

Gordon�Road��Southbound Route�3��Westbound Gordon�Road��Northbound Route�3��EastboundTotal

5/14/2008

Gordon�Road��Southbound Route�3��Westbound Gordon�Road��Northbound Route�3��EastboundTotal

D-21

Intersection:�Route�3�/�Five�Mile�Road



Cars 6:30�AM 0Trucks� 6:30�AM 0 AM�Total�Truck�PercentageTotal 6:30�AM 0Cars 6:45�AM 0

Trucks� 6:45�AM 0 AM�Intersection�PHFTotal 6:45�AM 0Cars 7:00�AM 0

Trucks� 7:00�AM 0Total 7:00�AM 0Cars 7:15�AM 0





Trucks� 8:15�AM 0Total 8:15�AM 0

Grand�Total 0 0 0 0 0 0 0 0 0 0 0 0 0

2008 AM�Peak 5 10 50 10 694 38 332 12 5 5 2041 5 3207

VehiclesTrucks

%�Trucks

PHF


Adjustment 30 0 �30 �10 �730 �30 �170 0 170 30 �1090 10 �1820Vehicles 40 10 40 0 250 20 300 20 180 40 1780 20 2700



Cars 4:00�PMTrucks� 4:00�PM PM�Total�Truck�PercentageTotal 4:00�PMCars 4:15�PM

Trucks� 4:15�PM PM�Intersection�PHFTotal 4:15�PMCars 4:30�PM

Trucks� 4:30�PMTotal 4:30�PMCars 4:45�PM





Trucks� 5:45�PMTotal 5:45�PM

Grand�Total

2008 PM�Peak 16 30 30 54 2268 184 238 30 26 12 1238 12 4138

VehiclesTrucks

%�Trucks

PHF


Adjustment 20 0 �20 �50 �2190 �160 �190 0 190 160 �1020 50 �3210Vehicles 40 40 20 30 1000 100 140 40 230 180 720 70 2610

Intersection�Turn�Movements�Hand�Counted�by�Baker

Intersection�Turn�Movements�Hand�Counted�by�Baker

Route�3��Westbound Five�Mile�Road��Northbound Route�3��EastboundTotal

5/13/2008

Five�Mile�Road��Southbound Route�3��Westbound Five�Mile�Road��Northbound Route�3��EastboundTotal

2035�No�Build

2035�Build

2035�No�Build

2035�Build

5/13/2008

Five�Mile�Road��Southbound

D-22

Intersection:�Route�3�/�Bragg�Road











Grand�Total 700 120 452 196 3704 436 384 104 184 418 10626 1106 18430

2008 7:30�8:30 209 40 118 69 1096 145 109 29 66 132 2532 295 4840

Vehicles 347 60 222 95 1742 215 189 52 90 207 5222 541 8982Trucks 3 0 4 3 110 3 3 0 2 2 91 12 233

%�Trucks 0.9% 0.0% 1.8% 3.1% 5.9% 1.4% 1.6% 0.0% 2.2% 1.0% 1.7% 2.2% 2.5%

PHF 0.78 0.77 0.76 0.78 0.89 0.66 0.63 0.66 0.57 0.73 0.86 0.92 0.95


Adjustment �160 0 �70 0 �600 0 0 0 0 0 �1160 �120 �2110Vehicles 130 60 100 100 940 200 150 40 90 190 2400 290 4690











Grand�Total 1956 458 466 862 9842 602 508 350 744 720 7262 946 24716

2008 5:00�6:00 483 120 117 249 2486 124 123 96 182 179 1888 217 6264

Vehicles 976 229 230 428 4851 300 252 175 372 359 3521 465 12158Trucks 2 0 3 3 70 1 2 0 0 1 110 8 200

%�Trucks 0.2% 0.0% 1.3% 0.7% 1.4% 0.3% 0.8% 0.0% 0.0% 0.3% 3.0% 1.7% 1.6%

PHF 0.91 0.73 0.86 0.94 0.91 0.89 0.83 0.83 0.89 0.83 0.93 0.89 0.98


Adjustment �370 0 �20 �20 �2020 0 0 0 0 0 �1090 �130 �3650Vehicles 310 170 140 330 1470 170 170 130 260 250 1560 170 5130

5/14/2008

Bragg�Road��Southbound

5/14/2008

2035�No�Build

2035�Build

2035�No�Build

2035�Build

Route�3��Westbound Bragg�Road��Northbound Route�3��EastboundTotal

Bragg�Road��Southbound Route�3��Westbound Bragg�Road��Northbound Route�3��EastboundTotal

D-23

Intersection:�Route�3�/�Central�Park�Blvd











Grand�Total 300 34 64 92 4004 306 602 72 18 166 10634 922 17214

2008 7:30�8:30 77 13 7 29 1159 92 157 25 4 52 2565 256 4436

Vehicles 144 15 31 44 1905 144 293 35 9 82 5221 457 8380Trucks 6 2 1 2 97 9 8 1 0 1 96 4 227

%�Trucks 4.0% 11.8% 3.1% 4.3% 4.8% 5.9% 2.7% 2.8% 0.0% 1.2% 1.8% 0.9% 2.6%

PHF 0.88 0.54 0.44 0.73 0.92 0.79 0.85 0.89 1.00 0.87 0.89 0.82 0.98













Grand�Total 1490 732 416 228 9152 1838 1510 404 334 378 6474 1244 24200

2008 4:00�5:00 362 180 97 66 2334 485 394 99 80 103 1603 313 6116

Vehicles 742 366 206 114 4500 915 753 202 167 188 3153 620 11926Trucks 3 0 2 0 76 4 2 0 0 1 84 2 174

%�Trucks 0.4% 0.0% 1.0% 0.0% 1.7% 0.4% 0.3% 0.0% 0.0% 0.5% 2.6% 0.3% 1.4%

PHF 0.95 0.90 0.78 0.83 0.94 0.95 0.79 0.88 0.87 0.86 0.89 0.91 0.96



Route�3��Westbound Central�Park�Blvd��Northbound Route�3��EastboundTotal

Central�Park�Blvd��Southbound Route�3��Westbound Central�Park�Blvd��Northbound Route�3��EastboundTotal

2035�No�Build

2035�Build

2035�No�Build

2035�Build

5/13/2008

Central�Park�Blvd��Southbound

5/13/2008

D-24

Intersection:�Route�3�/�Carl�D�Silver











Grand�Total 170 30 1230 1608 4178 90 82 38 48 40 10872 446 18832

2008 7:30�8:30 55 7 324 498 1198 23 17 7 12 12 2654 144 4951

Vehicles 85 15 603 791 2015 44 37 19 24 19 5363 222 9237Trucks 0 0 12 13 74 1 4 0 0 1 73 1 179

%�Trucks 0.0% 0.0% 2.0% 1.6% 3.5% 2.2% 9.8% 0.0% 0.0% 5.0% 1.3% 0.4% 1.9%

PHF 0.76 0.44 0.89 0.85 0.92 0.64 0.61 0.58 0.75 0.60 0.88 0.86 0.98

2008�Balanced* 7:30�8:30 55 7 351 455 1094 21 18 7 12 12 2875 144 5051*�Intersection�volumes�adjsuted�to�balance�volumes�across�the�Route�3�Interchange�(See�interchange�balancing�worksheet)


7:30�8:30 80 10 480 630 1510 30 30 10 20 20 3980 200 7000*�Intersection�volumes�adjusted�to�balance�volumes�across�the�Route�3�Interchange�(See�interchange�balancing�worksheet













Grand�Total 1204 52 3256 3730 10042 156 88 50 78 40 6930 1030 26656

2008 4:00�5:00 303 13 818 908 2638 36 25 10 21 11 1775 273 6831

Vehicles 602 26 1624 1858 4969 74 43 24 39 20 3397 515 13191Trucks 0 0 4 7 52 4 1 1 0 0 68 0 137

%�Trucks 0.0% 0.0% 0.2% 0.4% 1.0% 5.1% 2.3% 4.0% 0.0% 0.0% 2.0% 0.0% 1.0%

PHF 0.84 0.46 0.85 0.94 0.96 0.75 0.69 0.50 0.75 0.46 0.96 0.73 0.96

2008�Balanced* 4:00�5:00 303 13 848 935 2715 37 26 10 21 11 1839 273 7031*�Intersection�volumes�adjusted�to�balance�volumes�across�the�Route�3�Interchange�(See�interchange�balancing�worksheet)





2035�Build

2035�No�Build�Balanced*

2035�Build�Balanced*

Route�3��Westbound Carl�D�Silver��Northbound Route�3��EastboundTotal

5/14/2008

Carl�D�Silver��Southbound Route�3��Westbound Carl�D�Silver��Northbound Route�3��EastboundTotal

2035�No�Build


2035�No�Build

5/13/2008

Carl�D�Silver��Southbound

2035�Build


D-25

Intersection:�Route�3�/�Gateway�Blvd











Grand�Total 186 8 30 28 4562 402 442 60 862 1162 5232 258 13232

2008 7:30�8:30 21 3 10 9 1263 107 109 10 217 380 1505 38 3672

Vehicles 93 4 14 14 2094 196 211 30 426 555 2529 129 6295Trucks 0 0 1 0 187 5 10 0 5 26 87 0 321

%�Trucks 0.0% 0.0% 6.7% 0.0% 8.2% 2.5% 4.5% 0.0% 1.2% 4.5% 3.3% 0.0% 4.9%

PHF 0.58 0.38 0.50 0.56 0.94 0.76 0.61 0.63 0.97 0.89 0.92 0.63 0.95
















Grand�Total 30 6 40 4 5896 938 856 4 1352 1944 6098 174 17342

2008 5:00�6:00 3 1 10 0 1482 228 217 2 327 477 1578 33 4358

Vehicles 15 3 20 1 2846 464 423 2 665 966 2970 86 8461Trucks 0 0 0 1 102 5 5 0 11 6 79 1 210

%�Trucks 0.0% 0.0% 0.0% 50.0% 3.5% 1.1% 1.2% 0.0% 1.6% 0.6% 2.6% 1.1% 2.4%

PHF 0.38 0.25 0.63 � 0.89 0.66 0.78 0.50 0.83 0.89 0.97 0.75 0.94






2035�Build


2035�No�Build

2035�No�Build


2035�Build



Total

5/13/2008

Gateway�Blvd��Southbound Route�3��Westbound Gateway�Blvd��Northbound Route�3��EastboundTotal

5/13/2008

Gateway�Blvd��Southbound Route�3��Westbound Gateway�Blvd��Northbound Route�3��Eastbound

D-26

Intersection:�Route�3�/�Mahone�St�(Atoona�Drive)











Grand�Total 88 10 172 60 4492 98 114 12 140 52 5514 116 10868

2008 7:30�8:30 15 3 55 17 1228 35 34 4 38 14 1566 32 3041

Vehicles 44 5 86 30 2109 47 57 6 69 25 2594 57 5129Trucks 0 0 0 0 137 2 0 0 1 1 163 1 305

%�Trucks 0.0% 0.0% 0.0% 0.0% 6.1% 4.1% 0.0% 0.0% 1.4% 3.8% 5.9% 1.7% 5.6%

PHF 0.63 0.75 0.65 0.71 0.98 0.67 0.71 0.50 0.86 0.50 0.84 0.80 0.90













Grand�Total 38 16 154 72 6636 112 156 30 302 146 6318 268 14248

2008 5:00�6:00 15 4 42 24 1718 28 34 8 81 38 1652 63 3707

Vehicles 18 8 77 36 3230 56 76 15 151 73 3072 134 6946Trucks 1 0 0 0 88 0 2 0 0 0 87 0 178

%�Trucks 5.3% 0.0% 0.0% 0.0% 2.7% 0.0% 2.6% 0.0% 0.0% 0.0% 2.8% 0.0% 2.5%

PHF 0.47 0.50 0.66 0.75 0.90 0.78 0.77 0.50 0.72 0.79 0.96 0.83 0.96



Route�3��Westbound Mahone�Street��Northbound Route�3��EastboundTotal

Altoona�Drive��Southbound Route�3��Westbound Mahone�Street��Northbound Route�3��EastboundTotal

2035�No�Build

2035�Build

2035�No�Build

2035�Build

5/14/2008

Altoona�Drive��Southbound

5/14/2008

D-27

Intersection:�Route�17�/�Falls�Run�Drive



Cars 6:30�AM 0Trucks� 6:30�AM 0 AM�Total�Truck�PercentageTotal 6:30�AM 0 0 0 0 0 0 0 0 0 0 0 0 0 #DIV/0!Cars 6:45�AM 0

Trucks� 6:45�AM 0 AM�Intersection�PHFTotal 6:45�AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0.94Cars 7:00�AM 0

Trucks� 7:00�AM 0Total 7:00�AM 17 422 4 5 2 10 28 457 41 24 0 0 1010Cars 7:15�AM 0





Trucks� 8:15�AM 0Total 8:15�AM 1 364 34 1 0 8 83 329 11 5 0 0 836

Grand�Total 49 2434 95 44 7 96 350 2689 127 61 0 0 5952

2008 7:00�8:00 45 1693 46 33 7 62 212 1949 104 52 0 0 4203

Vehicles 0 0 0 0 0 0 0 0 0 0 0 0 0Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0

%�Trucks #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0!

PHF 0.66 0.96 0.68 0.69 0.44 0.78 0.72 0.91 0.63 0.54 #DIV/0! #DIV/0! 0.94





Cars 4:00�PM 0Trucks� 4:00�PM 0 PM�Total�Truck�PercentageTotal 4:00�PM 1 495 4 4 1 59 8 437 0 7 1 0 1017 #DIV/0!Cars 4:15�PM 0

Trucks� 4:15�PM 0 PM�Intersection�PHFTotal 4:15�PM 1 509 7 12 0 64 43 530 4 38 0 18 1226 0.96Cars 4:30�PM 0

Trucks� 4:30�PM 0Total 4:30�PM 1 530 7 15 1 72 10 467 21 104 0 42 1270Cars 4:45�PM 0





Trucks� 5:45�PM 0Total 5:45�PM 5 484 18 13 3 40 3 381 31 116 2 72 1168

Grand�Total 15 3837 172 110 9 451 101 3542 162 655 3 326 9383

2008 4:15�5:15 5 2017 36 59 2 264 82 1887 68 316 0 165 4901

Vehicles 0 0 0 0 0 0 0 0 0 0 0 0 0Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0


PHF 0.42 0.95 0.69 0.64 0.50 0.92 0.48 0.89 0.71 0.74 #DIV/0! 0.59 0.96



2035�No�Build

2035�Build

2035�No�Build

2035�Build

6/7/2007

Route�17��Southbound Falls�Run�Dr��Westbound Route�17��Northbound Commuter�Lot��EastboundTotal

6/7/2007

Route�17��Southbound Falls�Run�Dr��Westbound Route�17��Northbound Commuter�Lot��EastboundTotal

D-28

Intersection:�Route�17�/�McLane�Drive



Cars 6:30�AM 0Trucks� 6:30�AM 0 AM�Total�Truck�PercentageTotal 6:30�AM 0 #DIV/0!Cars 6:45�AM 0

Trucks� 6:45�AM 0 AM�Intersection�PHFTotal 6:45�AM 0 0.85Cars 7:00�AM 0







Grand�Total 42 3900 40 19 1 45 46 2369 19 7 10 22 6520

2008 7:30�8:30 25 1770* 26 12 1 32 33 2190* 15 6 8 17 4135*Adjusted�to�balance��between�adjacent�intersections

Vehicles 0 0 0 0 0 0 0 0 0 0 0 0 0Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0


PHF 0.52 0.92 0.43 0.50 0.25 0.67 0.75 0.98 0.54 0.50 0.50 0.61 0.85













Grand�Total 32 4295 26 24 4 72 27 4517 15 11 2 17 9042

2008 5:00�6:00 20 2321 10 17 4 38 15 2206 9 7 1 9 4657

Vehicles 0 0 0 0 0 0 0 0 0 0 0 0 0Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0


PHF 0.50 0.86 0.63 0.61 0.50 0.63 0.63 0.95 0.75 0.29 0.25 0.45 0.95



McLane�Dr��Westbound Route�17��Northbound Hardee's�Access��EastboundTotal

Route�17��Southbound McLane�Dr��Westbound Route�17��Northbound Hardee's�Access��EastboundTotal

2035�No�Build

2035�Build

2035�No�Build

2035�Build

7/17/2007

Route�17��Southbound

7/17/2007

D-29

Intersection:�Route�17�/�Sanford�Drive



Cars 6:30�AM 0Trucks� 6:30�AM 0 AM�Total�Truck�PercentageTotal 6:30�AM 0 #DIV/0!Cars 6:45�AM 0

Trucks� 6:45�AM 0 AM�Intersection�PHFTotal 6:45�AM 0 0.95Cars 7:00�AM 0







Grand�Total 38 2710 14 22 76 64 155 3142 396 315 7 63 7002

2008 7:00�8:00 20 1823 11 15 61 44 111 2172 287 243 5 52 4844

Vehicles 0 0 0 0 0 0 0 0 0 0 0 0 0Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0


PHF 0.71 0.98 0.69 0.63 0.54 0.69 0.68 0.97 0.68 0.58 0.42 0.87 0.95




Adjustment 0 0 0 0 0 0 0 0 0 0 0 0Vehicles 30 2950 20 30 100 70 190 3620 480 390 10 90 7980












Grand�Total 70 4673 8 12 37 135 159 3627 460 1354 11 81 10627

2008 4:45�5:45 44 2369 6 6 19 70 80 1779 319 872 4 32 5600

Vehicles 0 0 0 0 0 0 0 0 0 0 0 0 0Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0


PHF 0.65 0.93 0.50 0.50 0.79 0.67 0.77 0.98 0.72 0.68 0.50 0.62 0.94




Adjustment 0 0 0 0 0 0 0 0 0 0 0 0Vehicles 70 3660 10 10 30 110 140 2960 530 1350 10 50 8930


Sanford�Dr��Westbound Route�17��Northbound Sanford�Dr��EastboundTotal

Sanford�Dr��Westbound Route�17��Northbound Sanford�Dr��EastboundTotal

6/6/2007



6/6/2007


2035�Build


2035�No�Build


2035�Build


2035�No�Build

D-30

Intersection:�Route�17�/�Short�Road











Grand�Total 42 0 12 8 4430 46 60 0 410 186 3770 22 8986

2008 7:15�8:15 12 0 2 1 1152 14 11 0 91 51 1035 8 2377

Vehicles 17 0 6 4 2167 23 29 0 198 91 1831 9 4375Trucks 4 0 0 0 48 0 1 0 7 2 54 2 118

%�Trucks 19.0% #DIV/0! 0.0% 0.0% 2.2% 0.0% 3.3% #DIV/0! 3.4% 2.2% 2.9% 18.2% 2.6%

PHF 0.60 #DIV/0! 0.25 0.25 0.93 1.17 0.55 #DIV/0! 0.88 0.80 0.85 0.50 0.92




Adjustment 0 0 0 0 �120 0 0 0 0 0 �100 0Vehicles 20 0 5 5 1530 20 20 0 130 70 1470 10 3280












Grand�Total 24 4 16 4 3990 58 86 8 324 314 6316 28 11172

2008 4:45�5:45 7 1 2 1 1016 11 26 2 74 70 1636 5 2851

Vehicles 12 2 8 2 1964 28 43 4 159 153 3082 14 5471Trucks 0 0 0 0 31 1 0 0 3 4 76 0 115

%�Trucks 0.0% 0.0% 0.0% 0.0% 1.6% 3.4% 0.0% 0.0% 1.9% 2.5% 2.4% 0.0% 2.1%

PHF 0.58 0.25 0.50 0.25 0.89 0.69 0.65 0.50 0.66 0.73 0.93 0.63 0.96




Adjustment 0 0 0 0 �70 0 0 0 0 0 �150 0Vehicles 10 5 5 5 1380 20 40 5 110 120 2520 10


2035�No�Build

2035�No�Build

5/14/2008

Short�Road��Southbound

2035�Build



2035�Build


5/14/2008

Short�Road��Southbound


Route�17��Westbound Short�Road��Northbound Route�17��EastboundTotal

Route�17��Westbound Short�Road��Northbound Route�17��EastboundTotal

D-31

Capacity Analysis Output

I-95 Mainline, C-D Road, Ramp Junctions

I-95 Northbound Mainline Analysis – AM & PM Peak HourI-95 Southbound Mainline Analysis – AM & PM Peak HourI-95 Northbound Ramp Junctions AM & PM Peak HoursI-95 Southbound Ramp Junctions AM & PM Peak Hours

Route 3 and Route 17 Intersections

2035 No-Build HCS+ Intersection Analysis Summary2035 No-Build Conditions HCS+ Output - AM & PM Peak Hour

Connector Road

Route 3 / Connector Road Interchange

D-32

I-95 Mainline, C-D Road, and Ramp

D-33

BASIC FREEWAY SEGMENTS WORKSHEET

General Information Site Information Analyst JM Highway/Direction of Travel NBAgency or Company Michael Baker Jr, Inc. From/To I-95 s/o Route 3 Interchange Date Performed 7-7-10 Jurisdiction MS-1 Analysis Time Period AM Peak Analysis Year 2035 N5 Full Interchange Project Description Fampo Radco/I-95 Transportation Analysis

Oper.(LOS)�� Des.(N)�� Planning Data ��

Flow InputsVolume, V 3040 veh/h Peak-Hour Factor, PHF 0.94 AADT veh/day %Trucks and Buses, PT 13 Peak-Hr Prop. of AADT, K %RVs, PR 0Peak-Hr Direction Prop, D General Terrain: Rolling DDHV = AADT x K x D veh/h Grade % Length mi Driver type adjustment 1.00 Up/Down %Calculate Flow Adjustments fp 1.00 ER 2.0

ET 2.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.837

Speed Inputs Calc Speed Adj and FFSLane Width 12.0 ftRt-Shoulder Lat. Clearance 6.0 ftInterchange Density 0.50 I/mi Number of Lanes, N 3FFS (measured) mi/h Base free-flow Speed, BFFS 70.0 mi/h

fLW 0.0 mi/h fLC 0.0 mi/h fID 0.0 mi/h

fN 3.0 mi/h

FFS 67.0 mi/h

LOS and Performance Measures Design (N)

Operational (LOS)vp = (V or DDHV) / (PHF x N x fHV x fp)

1288 pc/h/ln

S 67.0 mi/h D = vp / S 19.2 pc/mi/ln LOS C

Design (N) Design LOSvp = (V or DDHV) / (PHF x N x fHV x fp)

pc/h

S mi/h D = vp / S pc/mi/ln Required Number of Lanes, N

Glossary Factor LocationN - Number of lanes S - SpeedV - Hourly volume D - Densityvp - Flow rate FFS - Free-flow speedLOS - Level of service BFFS - Base free-flow speedDDHV - Directional design hour volume

ER - Exhibits23-8, 23-10 fLW - Exhibit 23-4ET - Exhibits 23-8, 23-10, 23-11 fLC - Exhibit 23-5fp - Page 23-12 fN - Exhibit 23-6LOS, S, FFS, vp - Exhibits 23-2, 23-3 fID - Exhibit 23-7

Copyright © 2005 University of Florida, All Rights Reserved HCS+TM Version 5.21 Generated: 7/9/2010 9:04 AM

Page 1 of 1BASIC FREEWAY WORKSHEET

7/9/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\f2k21A9.tmp

D-34


General Information Site Information Analyst JM Highway/Direction of Travel NBAgency or Company Michael Baker Jr, Inc. From/To I-95 s/o Route 3 Interchange Date Performed 7-7-10 Jurisdiction MS-1 Analysis Time Period PM Peak Analysis Year 2035 N5 Full Interchange Project Description Fampo Radco/I-95 Transportation Analysis



ET 2.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.847



fN 3.0 mi/h

FFS 67.0 mi/h



2087 pc/h/ln

S 61.1 mi/h D = vp / S 34.2 pc/mi/ln LOS D


pc/h






7/9/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\f2k21AE.tmp

D-35


General Information Site Information Analyst JM Highway/Direction of Travel SB I-95 Agency or Company Michael Baker Jr, Inc. From/To s/o Route 3 Interchange Date Performed 7-7-10 Jurisdiction MS-1 Analysis Time Period AM Peak Analysis Year 2035 N5 Full Interchange Project Description Fampo Radco/I-95 Transportation Analysis



ET 2.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.787



fN 3.0 mi/h

FFS 67.0 mi/h



1607 pc/h/ln



pc/h






7/9/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\f2k21B6.tmp

D-36


General Information Site Information Analyst JM Highway/Direction of Travel SB I-95 Agency or Company Michael Baker Jr, Inc. From/To s/o Route 3 Interchange Date Performed 7-7-10 Jurisdiction MS-1 Analysis Time Period PM Peak Analysis Year 2035 N5 Full Interchange Project Description Fampo Radco/I-95 Transportation Analysis



ET 2.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.837



fN 3.0 mi/h

FFS 67.0 mi/h



1739 pc/h/ln



pc/h






7/9/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\f2k21BB.tmp

D-37


General Information Site Information Analyst JM Highway/Direction of Travel NBAgency or Company Michael Baker Jr, Inc. From/To I-95 n/o Route 3 Interchange Date Performed 03-02-10 Jurisdiction MS-2 Analysis Time Period AM Peak Analysis Year 2035 N5 Full Interchange Project Description Fampo Radco/I-95 Transportation Analysis



ET 2.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.837



fN 0.0 mi/h

FFS 70.0 mi/h



2064 pc/h/ln



pc/h




Copyright © 2005 University of Florida, All Rights Reserved HCS+TM Version 5.21 Generated: 9/8/2010 4:49 PM



D-38


General Information Site Information Analyst JM Highway/Direction of Travel NBAgency or Company Michael Baker Jr, Inc. From/To I-95 n/o Route 3 Interchange Date Performed 03-02-10 Jurisdiction MS-2 Analysis Time Period PM Peak Analysis Year 2035 N5 Full Interchange Project Description Fampo Radco/I-95 Transportation Analysis



ET 2.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.847



fN 0.0 mi/h

FFS 70.0 mi/h



2287 pc/h/ln

S 57.4 mi/h D = vp / S 39.8 pc/mi/ln LOS E


pc/h







D-39


General Information Site Information Analyst JM Highway/Direction of Travel SB I-95 Agency or Company Michael Baker Jr, Inc. From/To n/o Route 3 Interchange Date Performed 03-02-10 Jurisdiction MS-2 Analysis Time Period AM Peak Analysis Year 2035 N5 Full Interchange Project Description Fampo Radco/I-95 Transportation Analysis



ET 2.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.787



fN 0.0 mi/h

FFS 70.0 mi/h



1310 pc/h/ln



pc/h






9/8/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\f2k2AC.tmp

D-40


General Information Site Information Analyst JM Highway/Direction of Travel SB I-95 Agency or Company Michael Baker Jr, Inc. From/To n/o Route 3 Interchange Date Performed 03-02-10 Jurisdiction MS-2 Analysis Time Period PM Peak Analysis Year 2035 N5 Full Interchange Project Description Fampo Radco/I-95 Transportation Analysis



ET 2.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.787



fN 0.0 mi/h

FFS 70.0 mi/h



1862 pc/h/ln



pc/h







D-41


General Information Site Information Analyst JM Highway/Direction of Travel I-95 NB Agency or Company Michael Baker Jr, Inc. From/To @ River Date Performed 10-20-09 Jurisdiction Mainline Segment 3 Analysis Time Period AM Peak Hour Analysis Year 2035 N5 Full Interchange Project Description Fampo Radco/I-95 Transportation Analysis



ET 2.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.837



fN 0.0 mi/h

FFS 70.0 mi/h



1930 pc/h/ln



pc/h







D-42


General Information Site Information Analyst JM Highway/Direction of Travel NB I-95 Agency or Company Michael Baker Jr, Inc. From/To @ River Date Performed 03-03-10 Jurisdiction Mainline Segment 3 Analysis Time Period PM Peak Hour Analysis Year 2035 N5 Full Interchange Project Description Fampo Radco/I-95 Transportation Analysis



ET 2.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.847



fN 0.0 mi/h

FFS 70.0 mi/h



2147 pc/h/ln



pc/h






9/8/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\f2k2BE.tmp

D-43


General Information Site Information Analyst JM Highway/Direction of Travel I-95 SB Agency or Company Michael Baker Jr, Inc. From/To @ River Date Performed 03-05-10 Jurisdiction Mainline Segment 3 Analysis Time Period AM Peak Analysis Year 2035 N5 Full Interchange Project Description



ET 2.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.787



fN 0.0 mi/h

FFS 70.0 mi/h



1601 pc/h/ln



pc/h






9/8/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\f2k2C4.tmp

D-44


General Information Site Information Analyst JM Highway/Direction of Travel I-95 SB Agency or Company Michael Baker Jr, Inc. From/To @ River Date Performed 7-13-10 Jurisdiction Mainline Segment 3 Analysis Time Period PM Peak Analysis Year 2035 N5 Full Interchange Project Description Fampo Radco/I-95 Transportation Analysis



ET 2.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.837



fN 0.0 mi/h

FFS 70.0 mi/h



2049 pc/h/ln



pc/h






9/8/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\f2k2CA.tmp

D-45


General Information Site Information Analyst JM Highway/Direction of Travel I-95 NB Agency or Company Michael Baker Jr, Inc. From/To n/o Route 17 Interchange Date Performed 7-7-10 Jurisdiction Mainline Segment 4 Analysis Time Period AM Peak Hour Analysis Year 2035 N5 Full Interchange Project Description Fampo Radco/I-95 Transportation Analysis



ET 2.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.837



fN 3.0 mi/h

FFS 67.0 mi/h



2702 pc/h/ln

S mi/h D = vp / S pc/mi/ln LOS F


pc/h






7/9/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\f2k21E9.tmp

D-46


General Information Site Information Analyst JM Highway/Direction of Travel NB I-95 Agency or Company Michael Baker Jr, Inc. From/To n/o Route 17 Interchange Date Performed 7-7-10 Jurisdiction Mainline Segment 4 Analysis Time Period PM Peak Hour Analysis Year 2035 N5 Full Interchange Project Description Fampo Radco/I-95 Transportation Analysis



ET 2.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.847



fN 3.0 mi/h

FFS 67.0 mi/h



2230 pc/h/ln



pc/h






7/9/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\f2k21EE.tmp

D-47


General Information Site Information Analyst JM Highway/Direction of Travel I-95 SB Agency or Company Michael Baker Jr, Inc. From/To North of US17 Date Performed 03-03-10 Jurisdiction Mainline Segment 4 Analysis Time Period AM Peak Analysis Year 2035 N5 Full Interchange Project Description I-95 Access Study



ET 2.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.787



fN 3.0 mi/h

FFS 67.0 mi/h



1834 pc/h/ln



pc/h






7/9/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\f2k21F3.tmp

D-48


General Information Site Information Analyst JM Highway/Direction of Travel I-95 SB Agency or Company Michael Baker Jr, Inc. From/To North of US17 Date Performed 03-03-10 Jurisdiction Mainline Segment 4 Analysis Time Period PM Peak Analysis Year 2035 N5 Full Interchange Project Description I-95 Access Study



ET 2.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.837



fN 3.0 mi/h

FFS 67.0 mi/h



2875 pc/h/ln

S mi/h D = vp / S pc/mi/ln LOS F


pc/h







D-49

2035 No-Build Analysis - Manual Freeway Analysis

JunctionID Location Analysis

IDAM Peak

VolAM Truck

% AM PHF Terrain Fhv VolumeEquivalent

Number of lanes Vp Speed Density LOS PM Peak

VolPM Truck

% PM PHF Terrain Fhv VolumeEquivalent

Number of lanes Vp Speed Density LOS

Northbound AM Peak Hour PM Peak Hour

ID ID Vol % Equivalent lanes Vol % Equivalent lanes

NB MS-1 South of Route 3 Interchange

MainlineSegment

1Mainline

NB MS-2 North of Route 3 Interchange

MainlineSegment

2

NB MS-3 South of Route 17 Interchange

MainlineSegmentNB MS 3 Interchange Segment

3

NB MS-4 North of Route 17 Interchange

MainlineSegment

46240 12.6% 0.92 Rolling* 0.841 8,065 3 2,688 35.7 75.2 F

Southbound AM Peak Hour PM Peak Hour

JunctionID Location Analysis

TypeAM Peak

VolAM Truck

% AM PHF Terrain Fhv VolumeEquivalent

Number of lanes Vp Speed Density LOS PM Peak

VolPM Truck

% PM PHF Terrain Fhv VolumeEquivalent

Number of lanes Vp Speed Density LOS

SB MS-4 North of Route 17 Interchange

MainlineSegment 7,000 12.5% 0.97 Rolling* 0.842 8,570 3 2,857 24.2 117.9 FSB MS 4 Interchange Segment

47,000 12.5% 0.97 Rolling 0.842 8,570 3 2,857 24.2 117.9 F

SB MS-3 South of Route 17 Interchange

MainlineSegment

3M i li

SB MS-2 North of Route 3 Interchange

MainlineSegment

25630 12.5% 0.97 Rolling* 0.842 6,892 3 2,297 54.1 42.5 F

SB MS-1 South of Route 3 MainlineSegmentSB MS-1 Interchange Segment

1

* For Rolling Terrain - Et = 2 5 Er=2

LOS Criteria for MainlineLOS Density

For Rolling Terrain - Et = 2.5, Er=2

LOS DensityA 0-11B >11-18C >18-26D >26-35E >35-45F >45

D-50


General Information Site Information Analyst JM Highway/Direction of Travel NBAgency or Company Michael Baker Jr, Inc. From/To CD-1 NB C/D Road @ River Date Performed 7-7-10 JurisdictionAnalysis Time Period AM Peak Hour Analysis Year 2035 Build N5 Full Interchange Project Description Fampo Radco/I-95 Transportation Analysis



ET 2.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.837



fN 4.5 mi/h

FFS 65.5 mi/h



1749 pc/h/ln



pc/h






7/9/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\f2k218A.tmp

D-51


General Information Site Information Analyst JM Highway/Direction of Travel NBAgency or Company Michael Baker Jr, Inc. From/To CD-1 NB C/D Road @ River Date Performed 7-7-10 JurisdictionAnalysis Time Period PM Peak Hour Analysis Year 2035 Build N5 Full Interchange Project Description Fampo Radco/I-95 Transportation Analysis



ET 2.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.847



fN 4.5 mi/h

FFS 65.5 mi/h



809 pc/h/ln

S 65.5 mi/h D = vp / S 12.4 pc/mi/ln LOS B


pc/h






7/9/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\f2k218F.tmp

D-52


General Information Site Information Analyst JM Highway/Direction of Travel SBAgency or Company Michael Baker Jr, Inc. From/To CD-2 SB C/D Road @ River Date Performed 07-07-10 JurisdictionAnalysis Time Period AM Peak Hour Analysis Year 2035 N5 Full Interchange Project Description Fampo Radco/I-95 Transportation Analysis



ET 2.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.787



fN 4.5 mi/h

FFS 65.5 mi/h



721 pc/h/ln



pc/h






7/9/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\f2k219E.tmp

D-53


General Information Site Information Analyst JM Highway/Direction of Travel SBAgency or Company Michael Baker Jr, Inc. From/To CD-2 SB C/D Road @ River Date Performed 7-7-10 JurisdictionAnalysis Time Period PM Peak Analysis Year 2035 N5 Full Interchange Project Description Fampo Radco/I-95 Transportation Analysis



ET 2.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.837



fN 4.5 mi/h

FFS 65.5 mi/h



2285 pc/h/ln



pc/h







D-54

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst JM Freeway/Dir of Travel NBAgency or Company Michael Baker Jr, Inc Junction D-1 NB 95 to EB 3Date Performed 10-20-09 JurisdictionAnalysis Time Period AM peak Analysis Year 2035 Build ConditionsProject Description Radco/I-95 Transportation AnalysisInputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = ft

Vu = veh/h

Terrain: Rolling Downstream Adj Ramp

Yes�� On��

No�� Off��

Ldown = 1000 ft

VD = 1600 veh/h S FF = 70.0 mph SFR = 50.0 mph

Sketch ( show lanes, LA, LD,VR,Vf)

Conversion to pc/h Under Base Conditions (pc/h) V

(Veh/hr) PHF Terrain %Truck %Rv fHV fp v = V/PHF x fHV x fp

Freeway 3040 0.94 Rolling 13 0 0.837 1.00 3865 Ramp 600 0.84 Rolling 13 0 0.837 1.00 854 UpStream DownStream 1600 0.98 Rolling 13 0 0.837 1.00 1951

Merge Areas Diverge AreasEstimation of v12 Estimation of v12

V12 = VF ( PFM )LEQ = (Equation 25-2 or 25-3)PFM = using Equation (Exhibit 25-5) V12 = pc/h V3 or Vav34 pc/h (Equation 25-4 or 25-5) Is V3 or Vav34 > 2,700 pc/h? Yes No��

Is V3 or Vav34 > 1.5 * V12/2 Yes No��

If Yes,V12a = pc/h (Equation 25-8)

V12 = VR + (VF - VR)PFDLEQ = (Equation 25-8 or 25-9) PFD = 0.624 using Equation (Exhibit 25-12) V12 = 2733 pc/h V3 or Vav34 1132 pc/h (Equation 25-15 or 25-16) Is V3 or Vav34 > 2,700 pc/h? Yes No��

Is V3 or Vav34 > 1.5 * V12/2 Yes No��


Capacity Checks Capacity ChecksActual Capacity LOS F? Actual Capacity LOS F?

VFO Exhibit 25-7

VF 3865 Exhibit 25-14 7200 NoVFO = VF - VR 3011 Exhibit 25-14 7200 No

VR 854 Exhibit 25-3 2100 No

Flow Entering Merge Influence Area Flow Entering Merge Influence AreaActual Max Desirable Violation? Actual Max Desirable Violation?

VR12 Exhibit 25-7 V12 2733 Exhibit 25-14 4400:All NoLevel of Service Determination (if not F) Level of Service Determination (if not F)

DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA

DR = (pc/mi/ln)LOS = (Exhibit 25-4)

DR = 4.252 + 0.0086 V12 - 0.0009 LD

DR = 20.8 (pc/mi/ln)LOS = C (Exhibit 25-4)

Speed Determination Speed DeterminationMS = (Exibit 25-19) SR= mph (Exhibit 25-19) S0= mph (Exhibit 25-19) S = mph (Exhibit 25-14)

Ds = 0.310 (Exhibit 25-19) SR= 61.3 mph (Exhibit 25-19) S0= 76.3 mph (Exhibit 25-19) S = 65.1 mph (Exhibit 25-15)


Page 1 of 1RAMPS AND RAMP JUNCTIONS WORKSHEET

7/8/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\r2k208D.tmp

D-55

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst JM Freeway/Dir of Travel NBAgency or Company Michael Baker Jr, Inc Junction D-1 95 NB to Rt 3 EBDate Performed 7-7-10 JurisdictionAnalysis Time Period PM peak Analysis Year 2035 Build ConditionsProject Description Fampo Radco/I-95 Transportation Analysis InputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = ft

Vu = veh/h


Yes�� On��

No�� Off��

Ldown = 1000 ft








Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��



VFO Exhibit 25-7





DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA


DR = 4.252 + 0.0086 V12 - 0.0009 LD

DR = 30.5 (pc/mi/ln)LOS = D (Exhibit 25-4)





7/8/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\r2k2092.tmp

D-56

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst JM Freeway/Dir of Travel NBAgency or Company Michael Baker Jr, Inc Junction D-2 95 NB to 17 CD roadDate Performed 03-05-10 JurisdictionAnalysis Time Period AM peak Analysis Year 2035 Build N5 FullProject Description Fampo Radco/I-95 Transportation Analysis InputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = ft

Vu = veh/h


Yes�� On��

No�� Off��

Ldown = ft

VD = veh/h S FF = 70.0 mph SFR = 50.0 mph




Freeway 4700 0.97 Rolling 13 0 0.837 1.00 5790 Ramp 2000 0.86 Rolling 13 0 0.837 1.00 2779 UpStream DownStream



Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��



VFO Exhibit 25-7


VR 2779 Exhibit 25-3 4100 No



DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA


DR = 4.252 + 0.0086 V12 - 0.0009 LD






7/13/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\r2kF5.tmp

D-57

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst JM Freeway/Dir of Travel NBAgency or Company Michael Baker Jr, Inc Junction D-2 95 NB to 17 CD roadDate Performed 03-05-10 JurisdictionAnalysis Time Period PM peak Analysis Year 2035 Build N5 FullProject Description Fampo Radco/I-95 Transportation Analysis InputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = ft

Vu = veh/h


Yes�� On��

No�� Off��

Ldown = ft








Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��



VFO Exhibit 25-7


VR 2273 Exhibit 25-3 4100 No



DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA


DR = 4.252 + 0.0086 V12 - 0.0009 LD






7/13/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\r2kEF.tmp

D-58

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst JM Freeway/Dir of Travel NBAgency or Company Michael Baker Jr, Inc Junction D-3 Route 17 C/D Ramp SplitDate Performed 7-7-10 JurisdictionAnalysis Time Period AM peak Analysis Year 2035 Build ConditionsProject Description Radco/I-95 Transportation AnalysisInputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = ft

Vu = veh/h


Yes�� On��

No�� Off��

Ldown = ft








Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��



VFO Exhibit 25-7





DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA


DR = 4.252 + 0.0086 V12 - 0.0009 LD



Ds = 0.256 (Exhibit 25-19) SR= 55.4 mph (Exhibit 25-19) S0= N/A mph (Exhibit 25-19) S = 55.4 mph (Exhibit 25-15)



7/8/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\r2k20A3.tmp

D-59

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst JM Freeway/Dir of Travel NBAgency or Company Michael Baker Jr, Inc Junction D-3 Route 17 C/D Ramp SplitDate Performed 7-7-10 JurisdictionAnalysis Time Period PM peak Analysis Year 2035 Build ConditionsProject Description Radco/I-95 Transportation AnalysisInputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = ft

Vu = veh/h


Yes�� On��

No�� Off��

Ldown = ft








Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��



VFO Exhibit 25-7





DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA


DR = 4.252 + 0.0086 V12 - 0.0009 LD

DR = 19.8 (pc/mi/ln)LOS = B (Exhibit 25-4)





7/8/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\r2k20A8.tmp

D-60

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst JM Freeway/Dir of Travel SBAgency or Company Michael Baker Jr, Inc Junction D-4 95 SB to 17 CD OffDate Performed 03-05-10 JurisdictionAnalysis Time Period AM peak Analysis Year 2035 Build N5 FullProject Description Fampo Radco/I-95 Transportation Analysis InputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = ft

Vu = veh/h


Yes�� On��

No�� Off��

Ldown = ft








Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��



VFO Exhibit 25-7


VR 1559 Exhibit 25-3 2100 No



DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA


DR = 4.252 + 0.0086 V12 - 0.0009 LD






7/8/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\r2k20AD.tmp

D-61

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst JM Freeway/Dir of Travel SBAgency or Company Michael Baker Jr, Inc Junction D-4 SB 95 to NB 17 CD OffDate Performed 03-05-10 JurisdictionAnalysis Time Period PM peak Analysis Year 2035 Build N5 FullProject Description Fampo Radco/I-95 Transportation Analysis InputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = ft

Vu = veh/h


Yes�� On��

No�� Off��

Ldown = ft








Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��

If Yes,V12a = 5924 pc/h (Equation 25-18)Capacity Checks Capacity Checks

Actual Capacity LOS F? Actual Capacity LOS F?

VFO Exhibit 25-7

VF 8624 Exhibit 25-14 7200 YesVFO = VF - VR 7014 Exhibit 25-14 7200 No

VR 1610 Exhibit 25-3 2100 No



DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA


DR = 4.252 + 0.0086 V12 - 0.0009 LD

DR = 46.2 (pc/mi/ln)LOS = F (Exhibit 25-4)





7/8/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\r2k20B2.tmp

D-62

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst JM Freeway/Dir of Travel I-95 SouthboundAgency or Company Michael Baker Jr, Inc. Junction D-5 SB CD Rd to WB Connect RdDate Performed 3/5/2010 JurisdictionAnalysis Time Period AM Peak Analysis Year 2035 Build N5 FullProject Description Fampo Radco/I-95 Transportation Analysis InputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = ft

Vu = veh/h


Yes�� On��

No�� Off��

Ldown = ft








Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��



VFO Exhibit 25-7





DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA


DR = 4.252 + 0.0086 V12 - 0.0009 LD

DR = 7.7 (pc/mi/ln)LOS = A (Exhibit 25-4)





7/8/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\r2k20B7.tmp

D-63

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst JM Freeway/Dir of Travel I-95 SouthboundAgency or Company Michael Baker Jr, Inc. Junction D-5 SB CD Rd to WB Connect RdDate Performed 3/5/2010 JurisdictionAnalysis Time Period PM Peak Analysis Year 2035 Build N5 fullProject Description Fampo Radco/I-95 Transportation Analysis InputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = ft

Vu = veh/h


Yes�� On��

No�� Off��

Ldown = ft








Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��



VFO Exhibit 25-7





DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA


DR = 4.252 + 0.0086 V12 - 0.0009 LD






7/8/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\r2k20BC.tmp

D-64

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst JM Freeway/Dir of Travel SBAgency or Company Michael Baker Jr, Inc Junction D-6 SB 95 to WB 3Date Performed 03-05-10 JurisdictionAnalysis Time Period AM peak Analysis Year 2035 Build N5 FullProject Description Fampo Radco/I-95 Transportation Analysis InputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = ft

Vu = veh/h


Yes�� On��

No�� Off��

Ldown = 1000 ft








Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��



VFO Exhibit 25-7





DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA


DR = 4.252 + 0.0086 V12 - 0.0009 LD






7/8/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\r2k20C1.tmp

D-65

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst JM Freeway/Dir of Travel SBAgency or Company Michael Baker Jr, Inc Junction D-6 SB 95 to WB 3Date Performed 03-05-10 JurisdictionAnalysis Time Period PM peak Analysis Year 2035 Build N5 FULLProject Description Fampo Radco/I-95 Transportation Analysis InputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = ft

Vu = veh/h


Yes�� On��

No�� Off��

Ldown = 1000 ft








Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��



VFO Exhibit 25-7


VR 2302 Exhibit 25-3 2100 Yes



DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA


DR = 4.252 + 0.0086 V12 - 0.0009 LD

DR = 29.7 (pc/mi/ln)LOS = F (Exhibit 25-4)






D-66

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst JM Freeway/Dir of Travel NBAgency or Company Michael Baker Jr, Inc Junction D-7 NB 95 to WB ConnectorDate Performed 7-7-10 JurisdictionAnalysis Time Period AM peak Analysis Year 2035 Build ConditionsProject Description Radco/I-95 Transportation AnalysisInputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = ft

Vu = veh/h


Yes�� On��

No�� Off��

Ldown = ft








Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��



VFO Exhibit 25-7





DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA


DR = 4.252 + 0.0086 V12 - 0.0009 LD






7/8/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\r2k20CB.tmp

D-67

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst JM Freeway/Dir of Travel NBAgency or Company Michael Baker Jr, Inc Junction D-7 NB 95 to WB ConnectorDate Performed 7-7-10 JurisdictionAnalysis Time Period PM peak Analysis Year 2035 Build ConditionsProject Description Radco/I-95 Transportation AnalysisInputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = ft

Vu = veh/h


Yes�� On��

No�� Off��

Ldown = ft








Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��

If Yes,V12a = 4161 pc/h (Equation 25-18)Capacity Checks Capacity Checks

Actual Capacity LOS F? Actual Capacity LOS F?

VFO Exhibit 25-7





DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA


DR = 4.252 + 0.0086 V12 - 0.0009 LD






7/8/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\r2k20D0.tmp

D-68

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst JM Freeway/Dir of Travel NBAgency or Company Michael Baker Jr, Inc Junction D-8 Connector Ramp SplitDate Performed 7-7-10 JurisdictionAnalysis Time Period AM peak Analysis Year 2035 Build ConditionsProject Description Radco/I-95 Transportation AnalysisInputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = ft

Vu = veh/h


Yes�� On��

No�� Off��

Ldown = ft








Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��



VFO Exhibit 25-7


VR 1111 Exhibit 25-3 2100 No



DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA


DR = 4.252 + 0.0086 V12 - 0.0009 LD






7/8/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\r2k20D6.tmp

D-69

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst JM Freeway/Dir of Travel NBAgency or Company Michael Baker Jr, Inc Junction D-8 Connector Ramp SplitDate Performed 7-7-10 JurisdictionAnalysis Time Period PM peak Analysis Year 2035 Build ConditionsProject Description Radco/I-95 Transportation AnalysisInputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = ft

Vu = veh/h


Yes�� On��

No�� Off��

Ldown = ft








Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��



VFO Exhibit 25-7





DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA


DR = 4.252 + 0.0086 V12 - 0.0009 LD






7/8/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\r2k20DB.tmp

D-70

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst JM Freeway/Dir of Travel SBAgency or Company Michael Baker Jr, Inc Junction D-9 SB C/D Rd to 17 NBDate Performed 7-7-10 JurisdictionAnalysis Time Period AM peak Analysis Year 2035 Build N5 FullProject Description Fampo Radco/I-95 Transportation Analysis InputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = ft

Vu = veh/h


Yes�� On��

No�� Off��

Ldown = ft








Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��



VFO Exhibit 25-7


VR 1010 Exhibit 25-3 2100 No



DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA


DR = 4.252 + 0.0086 V12 - 0.0009 LD






7/8/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\r2k20E0.tmp

D-71

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst JM Freeway/Dir of Travel SBAgency or Company Michael Baker Jr, Inc Junction D-9 SB C/D Rd to 17 NBDate Performed 7-7-10 JurisdictionAnalysis Time Period PM Peak Analysis Year 2035 Build N5 FullProject Description Fampo Radco/I-95 Transportation Analysis InputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = ft

Vu = veh/h


Yes�� On��

No�� Off��

Ldown = ft








Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��



VFO Exhibit 25-7





DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA


DR = 4.252 + 0.0086 V12 - 0.0009 LD






7/8/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\r2k20E5.tmp

D-72

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst JM Freeway/Dir of Travel SBAgency or Company Michael Baker Jr, Inc Junction D-10 SB 95 to SB C/D RdDate Performed 7-7-10 JurisdictionAnalysis Time Period AM peak Analysis Year 2035 Build N5 FullProject Description Fampo Radco/I-95 Transportation Analysis InputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = ft

Vu = veh/h


Yes�� On��

No�� Off��

Ldown = ft








Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��



VFO Exhibit 25-7


VR 1072 Exhibit 25-3 4400 No



DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA


DR = 4.252 + 0.0086 V12 - 0.0009 LD






7/8/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\r2k20EA.tmp

D-73

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst JM Freeway/Dir of Travel SBAgency or Company Michael Baker Jr, Inc Junction D-10 SB 95 to SB C/D RdDate Performed 7-7-10 JurisdictionAnalysis Time Period PM Peak Analysis Year 2035 Build N5 FullProject Description Fampo Radco/I-95 Transportation Analysis InputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = ft

Vu = veh/h


Yes�� On��

No�� Off��

Ldown = ft








Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��



VFO Exhibit 25-7


VR 3536 Exhibit 25-3 4400 No



DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA


DR = 4.252 + 0.0086 V12 - 0.0009 LD






7/8/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\r2k20EF.tmp

D-74

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst JM Freeway/Dir of Travel NBAgency or Company Michael Baker Jr, Inc Junction M-1 Rt 3 WB to 95 NBDate Performed 03-05-10 JurisdictionAnalysis Time Period AM peak Analysis Year 2035 Build N5 fullProject Description Fampo Radco/I-95 Transportation Analysis InputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = 1000 ft

Vu = 390 veh/h


Yes�� On��

No�� Off��

Ldown = ft





Freeway 3820 0.97 Rolling 13 0 0.837 1.00 4706 Ramp 1050 0.99 Rolling 13 0 0.837 1.00 1267 UpStream 390 0.88 Rolling 13 0 0.837 1.00 530 DownStream


V12 = VF ( PFM )LEQ = 2157.22 (Equation 25-2 or 25-3)PFM = 0.546 using Equation (Exhibit 25-5) V12 = 2572 pc/h

V3 or Vav342134 pc/h (Equation 25-4 or 25-5)

Is V3 or Vav34 > 2,700 pc/h? Yes No��

Is V3 or Vav34 > 1.5 * V12/2 Yes No��

If Yes,V12a = 2689 pc/h (Equation 25-8)

V12 = VR + (VF - VR)PFDLEQ = (Equation 25-8 or 25-9) PFD = using Equation (Exhibit 25-12) V12 = pc/h V3 or Vav34 pc/h (Equation 25-15 or 25-16) Is V3 or Vav34 > 2,700 pc/h? Yes No��

Is V3 or Vav34 > 1.5 * V12/2 Yes No��



VFO 5973 Exhibit 25-7 No

VF Exhibit 25-14VFO = VF - VR Exhibit 25-14

VR Exhibit 25-3


VR12 3956 Exhibit 25-7 4600:All No V12 Exhibit 25-14Level of Service Determination (if not F) Level of Service Determination (if not F)

DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LADR = 26.3 (pc/mi/ln) LOS = C (Exhibit 25-4)

DR = 4.252 + 0.0086 V12 - 0.0009 LD


Speed Determination Speed DeterminationMS = 0.375 (Exibit 25-19) SR= 59.5 mph (Exhibit 25-19) S0= 64.5 mph (Exhibit 25-19) S = 61.1 mph (Exhibit 25-14)

Ds = (Exhibit 25-19) SR= mph (Exhibit 25-19) S0= mph (Exhibit 25-19) S = mph (Exhibit 25-15)



7/8/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\r2k20F4.tmp

D-75

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst JM Freeway/Dir of Travel NBAgency or Company Michael Baker Jr, Inc Junction M-1 Rt 3 WB to 95 NBDate Performed 03-05-10 JurisdictionAnalysis Time Period PM peak Analysis Year 2035 Build N5 FullProject Description Fampo Radco/I-95 Transportation Analysis InputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = 1000 ft

Vu = 690 veh/h


Yes�� On��

No�� Off��

Ldown = ft










Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��





VR Exhibit 25-3



DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LADR = 28.4 (pc/mi/ln) LOS = D (Exhibit 25-4)

DR = 4.252 + 0.0086 V12 - 0.0009 LD






7/8/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\r2k20F9.tmp

D-76

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D-78

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst JM Freeway/Dir of Travel NBAgency or Company Michael Baker Jr, Inc Junction M-3 17 CD to 95 NBDate Performed 03-05-10 JurisdictionAnalysis Time Period AM peak Analysis Year 2035 Build N5 FullProject Description Fampo Radco/I-95 Transportation Analysis InputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = ft

Vu = veh/h


Yes�� On��

No�� Off��

Ldown = ft







V12 = VF ( PFM )LEQ = (Equation 25-2 or 25-3)PFM = 0.619 using Equation (Exhibit 25-5) V12 = 3822 pc/h



Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��



VFO 8127 Exhibit 25-7 Yes


VR Exhibit 25-3



DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LADR = 40.2 (pc/mi/ln) LOS = F (Exhibit 25-4)

DR = 4.252 + 0.0086 V12 - 0.0009 LD






7/8/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\r2k20FE.tmp

D-79

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst JM Freeway/Dir of Travel NBAgency or Company Michael Baker Jr, Inc Junction M-3 NB CD to 95 NBDate Performed 03-05-10 JurisdictionAnalysis Time Period PM peak Analysis Year 2035 Build N5 fullProject Description Fampo Radco/I-95 Transportation Analysis InputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = ft

Vu = veh/h


Yes�� On��

No�� Off��

Ldown = ft










Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��





VR Exhibit 25-3




DR = 4.252 + 0.0086 V12 - 0.0009 LD







D-80

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst JM Freeway/Dir of Travel SBAgency or Company Michael Baker Jr, Inc Junction M-4 17 NB/SB to 95 SBDate Performed 03-05-10 JurisdictionAnalysis Time Period AM peak Analysis Year 2035 Build N5 fullProject Description Fampo Radco/I-95 Transportation Analysis InputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = 1000 ft

Vu = 2870 veh/h


Yes�� On��

No�� Off��

Ldown = ft










Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��





VR Exhibit 25-3



DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LADR = 7.7 (pc/mi/ln) LOS = A (Exhibit 25-4)

DR = 4.252 + 0.0086 V12 - 0.0009 LD







D-81

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst JM Freeway/Dir of Travel SBAgency or Company Michael Baker Jr, Inc Junction M-4 17 NB/SB to 95 SBDate Performed 03-05-10 JurisdictionAnalysis Time Period PM peak Analysis Year 2035 Build N5 fullProject Description Fampo Radco/I-95 Transportation Analysis InputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = 1000 ft

Vu = 2870 veh/h


Yes�� On��

No�� Off��

Ldown = ft










Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��





VR Exhibit 25-3



DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LADR = 15.9 (pc/mi/ln) LOS = B (Exhibit 25-4)

DR = 4.252 + 0.0086 V12 - 0.0009 LD







D-82

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst JM Freeway/Dir of Travel SBAgency or Company Michael Baker Jr, Inc Junction M-5 Rest Area to 95 SBDate Performed 7-7-10 JurisdictionAnalysis Time Period AM peak Analysis Year 2035 Build N5 fullProject Description Fampo Radco/I-95 Transportation Analysis InputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = 1000 ft

Vu = 180 veh/h


Yes�� On��

No�� Off��

Ldown = ft










Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��





VR Exhibit 25-3




DR = 4.252 + 0.0086 V12 - 0.0009 LD







D-83

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst JM Freeway/Dir of Travel SBAgency or Company Michael Baker Jr, Inc Junction M-5 Rest Area to 95 SBDate Performed 7-7-10 JurisdictionAnalysis Time Period PM peak Analysis Year 2035 Build N5 fullProject Description Fampo Radco/I-95 Transportation Analysis InputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = 1000 ft

Vu = 370 veh/h


Yes�� On��

No�� Off��

Ldown = ft










Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��





VR Exhibit 25-3




DR = 4.252 + 0.0086 V12 - 0.0009 LD







D-84

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst JM Freeway/Dir of Travel SBAgency or Company Michael Baker Jr, Inc Junction M-6 Rt 3 EB to 95 SBDate Performed 7-7-10 JurisdictionAnalysis Time Period AM peak Analysis Year 2035 Build ConditionsProject Description Radco/I-95 Transportation AnalysisInputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = 1000 ft

Vu = 510 veh/h


Yes�� On��

No�� Off��

Ldown = ft










Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��





VR Exhibit 25-3




DR = 4.252 + 0.0086 V12 - 0.0009 LD






7/8/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\r2k211C.tmp

D-85

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst JM Freeway/Dir of Travel SBAgency or Company Michael Baker Jr, inc Junction M-6 Rt 3 EB to 95 SBDate Performed 7-7-10 JurisdictionAnalysis Time Period PM peak Analysis Year 2035 Build ConditionsProject Description Radco/I-95 Transportation AnalysisInputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = 1000 ft

Vu = 720 veh/h


Yes�� On��

No�� Off��

Ldown = ft










Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��





VR Exhibit 25-3




DR = 4.252 + 0.0086 V12 - 0.0009 LD







D-86

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst JM Freeway/Dir of Travel I-95 NBAgency or Company Michael Baker Jr, Inc Junction New Rd to Mainline mergeDate Performed 03-02-10 Jurisdiction M-7Analysis Time Period AM peak Analysis Year 2035 Build N5 fullProject Description Fampo Radco/I-95 Transportation Analysis InputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = ft

Vu = veh/h


Yes�� On��

No�� Off��

Ldown = ft










Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��





VR Exhibit 25-3




DR = 4.252 + 0.0086 V12 - 0.0009 LD






9/10/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\r2k1BEE.tmp

D-87

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst JM Freeway/Dir of Travel I-95 NBAgency or Company Michael Baker Jr, Inc Junction New Rd to Mainline mergeDate Performed 03-02-10 Jurisdiction M-7Analysis Time Period PM peak Analysis Year 2035 Build N5 FullProject Description Fampo Radco/I-95 Transportation Analysis InputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = ft

Vu = veh/h


Yes�� On��

No�� Off��

Ldown = ft










Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��





VR Exhibit 25-3




DR = 4.252 + 0.0086 V12 - 0.0009 LD






9/10/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\r2k1BF5.tmp

D-88

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst JM Freeway/Dir of Travel NBAgency or Company Michael Baker Jr, Inc Junction M-8 C/D Road to Rte 17 RampsDate Performed 7-7-10 JurisdictionAnalysis Time Period AM peak Analysis Year 2035 Build N5 fullProject Description Fampo Radco/I-95 Transportation Analysis InputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = ft

Vu = veh/h


Yes�� On��

No�� Off��

Ldown = 2000 ft







V12 = VF ( PFM )LEQ = (Equation 25-2 or 25-3)PFM = 1.000 using Equation (Exhibit 25-5) V12 = 2812 pc/h V3 or Vav34 0 pc/h (Equation 25-4 or 25-5) Is V3 or Vav34 > 2,700 pc/h? Yes No��

Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��





VR Exhibit 25-3




DR = 4.252 + 0.0086 V12 - 0.0009 LD


Speed Determination Speed DeterminationMS = 0.368 (Exibit 25-19) SR= 50.2 mph (Exhibit 25-19) S0= N/A mph (Exhibit 25-19) S = 50.2 mph (Exhibit 25-14)





D-89

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst JM Freeway/Dir of Travel NBAgency or Company Michael Baker Jr, Inc Junction M-8 C/D Road to Rte 17 RampsDate Performed 7-7-10 JurisdictionAnalysis Time Period PM peak Analysis Year 2035 Build N5 fullProject Description Fampo Radco/I-95 Transportation Analysis InputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = ft

Vu = veh/h


Yes�� On��

No�� Off��

Ldown = 2000 ft








Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��





VR Exhibit 25-3




DR = 4.252 + 0.0086 V12 - 0.0009 LD







D-90

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst JM Freeway/Dir of Travel SBAgency or Company Michael Baker Jr, Inc Junction M-9 17 NB/SB to SB C/D RdDate Performed 7-7-10 JurisdictionAnalysis Time Period AM peak Analysis Year 2035 Build N5 fullProject Description Fampo Radco/I-95 Transportation Analysis InputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = ft

Vu = veh/h


Yes�� On��

No�� Off��

Ldown = ft








Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��





VR Exhibit 25-3




DR = 4.252 + 0.0086 V12 - 0.0009 LD






7/8/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\r2k213C.tmp

D-91

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst JM Freeway/Dir of Travel SBAgency or Company Michael Baker Jr, Inc Junction M-9 17 NB/SB to SB C/D RdDate Performed 7-7-10 JurisdictionAnalysis Time Period PM peak Analysis Year 2035 Build N5 fullProject Description Fampo Radco/I-95 Transportation Analysis InputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = ft

Vu = veh/h


Yes�� On��

No�� Off��

Ldown = ft








Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��





VR Exhibit 25-3




DR = 4.252 + 0.0086 V12 - 0.0009 LD







D-92

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst JM Freeway/Dir of Travel SBAgency or Company Michael Baker Jr, Inc Junction M-10 EB Connector Rd to SB 95Date Performed 7-7-10 JurisdictionAnalysis Time Period AM peak Analysis Year 2035 Build N5 fullProject Description Fampo Radco/I-95 Transportation Analysis InputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = ft

Vu = veh/h


Yes�� On��

No�� Off��

Ldown = ft










Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��





VR Exhibit 25-3




DR = 4.252 + 0.0086 V12 - 0.0009 LD







D-93

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst JM Freeway/Dir of Travel SBAgency or Company Michael Baker Jr, Inc Junction M-10 EB Connector Rd to SB 95Date Performed 7-7-10 JurisdictionAnalysis Time Period PM peak Analysis Year 2035 Build N5 fullProject Description Fampo Radco/I-95 Transportation Analysis InputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = ft

Vu = veh/h


Yes�� On��

No�� Off��

Ldown = ft










Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��





VR Exhibit 25-3




DR = 4.252 + 0.0086 V12 - 0.0009 LD






7/8/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\r2k214B.tmp

D-94

FREEWAY WEAVING WORKSHEETGeneral Information Site Information

Analyst JMAgency/Company Michael Baker Jr, Inc Date Performed 03-04-10 Analysis Time Period AM Peak

Freeway/Dir of Travel I-95 NB Weaving Seg Location W-1 NB 95 at Rt 3 weave JurisdictionAnalysis Year 2035 Build N5 full

InputsFreeway free-flow speed, SFF (mi/h) 70 Weaving number of lanes, N 4 Weaving seg length, L (ft) 900 Terrain Rolling

Weaving type AVolume ratio, VR 0.44 Weaving ratio, R 0.13

Conversions to pc/h Under Base Conditions(pc/h) V PHF Truck % RV % E T E R fHV fp vVo1 2220 0.94 13 0 2.5 2.0 0.837 1.00 2822 Vo2 0 0.93 13 0 2.5 2.0 0.837 1.00 0Vw1 1600 0.98 13 0 2.5 2.0 0.837 1.00 1951 Vw2 220 0.88 13 0 2.5 2.0 0.837 1.00 298 Vw 2249 Vnw 2822 V 5071 Weaving and Non-Weaving Speeds

Unconstrained ConstrainedWeaving (i = w) Non-Weaving (i = nw) Weaving (i = w) Non-Weaving ( = nw)

a (Exhibit 24-6) 0.35 0.0020 b (Exhibit 24-6) 2.20 4.00 c (Exhibit 24-6) 0.97 1.30 d (Exhibit 24-6) 0.80 0.75 Weaving intensity factor, Wi 3.48 0.57 Weaving and non-weaving speeds, Si (mi/h) 28.40 53.18 Number of lanes required for unconstrained operation, Nw 1.83 Maximum number of lanes, Nw (max) 1.40

If Nw < Nw(max) unconstrained operation�� if Nw > Nw (max) constrained operation��

Weaving Segment Speed, Density, Level of Service, and CapacityWeaving segment speed, S (mi/h) 38.34 Weaving segment density, D (pc/mi/ln) 33.06 Level of service, LOS DCapacity of base condition, cb (pc/h) 6708 Capacity as a 15-minute flow rate, c (veh/h) 5613 Capacity as a full-hour volume, ch (veh/h) 5347 Notesa. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type A), 4,000 (Type B), 3,500 (Type C). g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases.


Page 1 of 1FREEWAY WEAVING WORKSHEET

7/8/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\s2k2159.tmp

D-95


Analyst JMAgency/Company Michael Baker Jr, Inc Date Performed 03-05-10 Analysis Time Period PM Peak

Freeway/Dir of Travel I-95 NB Weaving Seg Location W-1 Rt 3 NB weave JurisdictionAnalysis Year 2035 Build N5 Full







Weaving Segment Speed, Density, Level of Service, and CapacityWeaving segment speed, S (mi/h) 47.68 Weaving segment density, D (pc/mi/ln) 34.50 Level of service, LOS DCapacity of base condition, cb (pc/h) 7656 Capacity as a 15-minute flow rate, c (veh/h) 6488 Capacity as a full-hour volume, ch (veh/h) 6310 Notesa. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type A), 4,000 (Type B), 3,500 (Type C). g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases.



7/8/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\s2k215E.tmp

D-96


Analyst JMAgency/Company Michael Baker Jr, Inc Date Performed 03-05-10 Analysis Time Period AM Peak

Freeway/Dir of Travel I-95 SB Weaving Seg Location W-4 SB VA 3 Weave JurisdictionAnalysis Year 2035 Build N5 full







Weaving Segment Speed, Density, Level of Service, and CapacityWeaving segment speed, S (mi/h) 47.32 Weaving segment density, D (pc/mi/ln) 35.64 Level of service, LOS ECapacity of base condition, cb (pc/h) 5782 Capacity as a 15-minute flow rate, c (veh/h) 4553 Capacity as a full-hour volume, ch (veh/h) 4310 Notesa. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type A), 4,000 (Type B), 3,500 (Type C). g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases.




D-97


Analyst JMAgency/Company Michael Baker Jr, Inc Date Performed 03-05-10 Analysis Time Period PM Peak

Freeway/Dir of Travel I-95 SB Weaving Seg Location W-4 SB VA 3 Weave JurisdictionAnalysis Year 2035 Build N5 full







Weaving Segment Speed, Density, Level of Service, and CapacityWeaving segment speed, S (mi/h) 42.55 Weaving segment density, D (pc/mi/ln) 42.56 Level of service, LOS ECapacity of base condition, cb (pc/h) 5454 Capacity as a 15-minute flow rate, c (veh/h) 4564 Capacity as a full-hour volume, ch (veh/h) 4406 Notesa. Weaving segments longer than 2500 ft. are treated as isolated merge and diverge areas using the procedures of Chapter 25, "Ramps and Ramp Junctions". b. Capacity constrained by basic freeway capacity. c. Capacity occurs under constrained operating conditions. d. Three-lane Type A segments do not operate well at volume ratios greater than 0.45. Poor operations and some local queuing are expected in such cases. e. Four-lane Type A segments do not operate well at volume ratios greater than 0.35. Poor operations and some local queuing are expected in such cases. f. Capacity constrained by maximum allowable weaving flow rate: 2,800 pc/h (Type A), 4,000 (Type B), 3,500 (Type C). g. Five-lane Type A segments do not operate well at volume ratios greater than 0.20. Poor operations and some local queuing are expected in such cases. h. Type B weaving segments do not operate well at volume ratios greater than 0.80. Poor operations and some local queuing are expected in such cases. i. Type C weaving segments do not operate well at volume ratios greater than 0.50. Poor operations and some local queuing are expected in such cases.




D-98

Route 3 and Route 17 Intersection

D-99

SHORT REPORT General Information Site Information

Analyst ZPH Agency or Co. Baker Date Performed 03/01/2010 Time Period AM Peak Hour

Intersection #1 Germanna Hwy & Shopping Ctr

Area Type All other areas Jurisdiction Analysis Year 2035 Build Conditions

Volume and Timing InputEB WB NB SB

LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 3 1 2 3 1 2 2 1 1 2 1 Lane Group L T R L T R L T R L T R Volume (vph) 150 2330 500 30 880 80 240 80 20 80 40 10 % Heavy Vehicles 1 2 0 3 5 5 2 3 0 1 2 0 PHF 0.80 0.86 0.83 0.80 0.84 0.82 0.80 0.80 0.88 0.80 0.80 0.80 Pretimed/Actuated (P/A) A P P A P P P P P P P P Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 6.0 8.0 8.0 6.0 8.0 8.0 6.0 6.0 6.0 6.0 6.0 6.0 Arrival Type 3 3 3 2 5 5 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 50 0 0 8 0 0 2 0 0 1 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 3.2 3.2 3.2 3.2 Phasing EB Only Thru & RT WB Only 04 NB Only SB Only 07 08

Timing G = 8.0 G = 36.0 G = 6.0 G = 0.0 G = 8.0 G = 8.0 G = G = Y = 8 Y = 10 Y = 10 Y = 0 Y = 8 Y = 8 Y = Y =

Duration of Analysis (hrs) = 0.25 Cycle Length C = 110.0 Lane Group Capacity, Control Delay, and LOS Determination

EB WB NB SB

Adjusted Flow Rate 187 2709 542 37 1048 88 300 100 20 100 50 11

Lane Group Capacity 379 2675 852 309 2599 811 375 383 176 195 387 176

v/c Ratio 0.49 1.01 0.64 0.12 0.40 0.11 0.80 0.26 0.11 0.51 0.13 0.06

Green Ratio 0.11 0.53 0.53 0.09 0.53 0.53 0.11 0.11 0.11 0.11 0.11 0.11

Uniform Delay d1 46.1 26.0 18.5 46.0 15.6 13.0 47.8 44.9 44.2 46.2 44.3 44.0

Delay Factor k 0.11 0.50 0.50 0.11 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50

Incremental Delay d2 1.0 20.6 3.6 0.2 0.5 0.3 16.3 1.7 1.3 9.3 0.7 0.7 PF Factor 1.000 1.000 1.000 1.000 0.256 0.256 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 47.2 46.6 22.1 46.1 4.5 3.6 64.1 46.6 45.5 55.6 45.0 44.6

Lane Group LOS D D C D A A E D D E D D

Approach Delay 42.8 5.7 59.0 51.5

Approach LOS D A E D

Intersection Delay 36.0 Intersection LOS DCopyright © 2005 University of Florida, All Rights Reserved HCS+TM Version 5.21 Generated: 7/6/2010 1:28 PM

Page 1 of 1Short Report


D-100


Analyst ZH Agency or Co. Baker Date Performed 03/01/2010 Time Period PM Peak Hour

Intersection #1 Germanna Hwy & Shopping Ctr



LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 3 1 2 3 1 2 2 1 1 2 1 Lane Group L T R L T R L T R L T R Volume (vph) 170 1290 260 80 2410 370 270 130 40 170 160 170 % Heavy Vehicles 1 4 1 0 1 1 0 1 0 1 0 1 PHF 0.80 0.94 0.94 0.80 0.99 0.91 0.80 0.80 0.80 0.80 0.80 0.83 Pretimed/Actuated (P/A) A P P A P P P P P P P P Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 6.0 8.0 8.0 6.0 8.0 8.0 6.0 6.0 6.0 6.0 6.0 6.0 Arrival Type 3 3 3 2 4 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 26 0 0 37 0 0 4 0 0 17 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 3.2 3.2 3.2 3.2 Phasing WB Only Thru & RT EB Only 04 SB Only NB Only 07 08

Timing G = 8.0 G = 51.0 G = 6.0 G = 0.0 G = 16.0 G = 11.0 G = 0.0 G = 0.0 Y = 8 Y = 10 Y = 10 Y = 0 Y = 8 Y = 8 Y = 0 Y = 0


EB WB NB SB



v/c Ratio 0.83 0.51 0.29 0.32 0.89 0.43 0.87 0.41 0.25 0.81 0.38 0.78

Green Ratio 0.07 0.54 0.54 0.09 0.54 0.54 0.11 0.11 0.11 0.15 0.15 0.15

Uniform Delay d1 62.2 20.1 17.3 58.2 27.8 18.9 59.5 56.4 55.4 56.1 52.4 55.9

Delay Factor k 0.37 0.50 0.50 0.11 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50


Lane Group LOS F C B E C C F E E E D E

Approach Delay 27.6 24.1 73.5 70.4

Approach LOS C C E E

Intersection Delay 34.5 Intersection LOS CCopyright © 2005 University of Florida, All Rights Reserved HCS+TM Version 5.21 Generated: 7/6/2010 1:31 PM



D-101


Analyst ZH Agency or Co. Baker Date Performed 03/01/2010 Time Period AM Peak Hour

Intersection #2 Germanna Hwy & Gordon Rd

Area Type All other areas Jurisdiction Analysis Year 2035 Build Condition


LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 3 1 1 3 1 2 2 1 2 2 1 Lane Group L T R L T R L T R L T R Volume (vph) 920 1310 100 60 290 190 200 910 400 40 310 630 % Heavy Vehicles 0 3 6 3 8 0 2 0 1 1 1 1 PHF 0.90 0.90 0.91 0.80 0.89 0.90 0.80 0.90 0.86 0.90 0.90 0.90 Pretimed/Actuated (P/A) A P P A P P A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 6.0 6.0 3.5 6.0 2.0 4.0 2.0 4.0 2.0 2.0 2.0 Arrival Type 3 1 1 1 1 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 7 0 0 19 0 0 45 0 0 63 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 3.2 3.2 3.2 3.2 Phasing Excl. Left EB Only Thru & RT 04 Excl. Left Thru & RT 07 08

Timing G = 8.1 G = 21.4 G = 17.0 G = 0.0 G = 6.0 G = 30.0 G = G = Y = 5.5 Y = 4 Y = 8 Y = 0 Y = 4 Y = 6 Y = Y =


EB WB NB SB



v/c Ratio 0.92 0.69 0.16 0.49 0.36 0.76 1.00 1.02 0.89 0.23 0.35 1.44

Green Ratio 0.32 0.42 0.42 0.09 0.19 0.15 0.07 0.27 0.29 0.05 0.27 0.27

Uniform Delay d1 36.1 25.9 19.7 47.9 38.6 44.5 51.0 40.0 37.3 49.8 32.2 40.0

Delay Factor k 0.43 0.50 0.50 0.11 0.50 0.50 0.50 0.50 0.41 0.11 0.11 0.50


Lane Group LOS D D C D D E F E E D C F

Approach Delay 41.4 52.2 75.2 169.2

Approach LOS D D E F

Intersection Delay 74.3 Intersection LOS ECopyright © 2005 University of Florida, All Rights Reserved HCS+TM Version 5.21 Generated: 7/6/2010 1:33 PM


7/6/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\s2k149A.tmp

D-102



Intersection #2 Germanna Hwy & Gordon Rd



LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 3 1 1 3 1 2 2 1 2 2 1 Lane Group L T R L T R L T R L T R Volume (vph) 840 520 110 330 810 210 240 460 160 200 1300 1790 % Heavy Vehicles 0 5 3 2 2 0 2 0 2 0 0 0 PHF 0.90 0.94 0.80 0.88 0.99 0.90 0.80 0.90 0.89 0.90 0.90 0.90 Pretimed/Actuated (P/A) A P P A P P A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 6.0 6.0 3.5 6.0 2.0 4.0 2.0 4.0 2.0 2.0 2.0 Arrival Type 3 1 1 2 2 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 11 0 0 21 0 0 16 0 0 179 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 3.2 3.2 3.2 3.2 Phasing Excl. Left Thru & RT 03 04 Excl. Left Thru & RT 07 08

Timing G = 19.5 G = 16.0 G = G = G = 7.0 G = 70.0 G = G = Y = 5.5 Y = 8 Y = Y = Y = 6 Y = 4 Y = Y =


EB WB NB SB



v/c Ratio 1.85 0.76 0.54 1.37 1.10 1.11 1.32 0.27 0.19 1.23 0.78 2.15

Green Ratio 0.14 0.15 0.15 0.15 0.15 0.12 0.07 0.51 0.53 0.05 0.51 0.51

Uniform Delay d1 58.3 55.7 53.7 57.5 58.0 60.0 63.5 18.6 16.8 64.5 26.7 33.0

Delay Factor k 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.11 0.11 0.50 0.32 0.50

Incremental Delay d2 391.7 6.9 8.0 173.6 49.1 64.5 172.1 0.1 0.1 116.2 0.5 520.3

PF Factor 1.000 1.115 1.115 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

Control Delay 450.0 69.0 67.9 231.1 107.1 124.5 235.6 18.7 16.9 180.7 27.2 553.3

Lane Group LOS F E E F F F F B B F C F

Approach Delay 289.7 142.9 85.3 309.5

Approach LOS F F F F

Intersection Delay 244.5 Intersection LOS FCopyright © 2005 University of Florida, All Rights Reserved HCS+TM Version 5.21 Generated: 7/6/2010 1:34 PM


7/6/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\s2k14AD.tmp

D-103



Intersection #3 Route 3 & Five Mile Rd Ext



LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 3 1 1 3 1 0 1 1 0 1 1 Lane Group L T R L T R LT R LT R Volume (vph) 20 1780 40 20 250 0 180 20 300 40 10 40 % Heavy Vehicles 4 4 4 4 4 4 4 4 4 4 4 4 PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Pretimed/Actuated (P/A) A P P A P P A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 3.5 5.0 5.0 4.5 5.0 5.0 4.0 4.0 4.0 4.0 Arrival Type 2 4 5 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 4 0 0 0 0 0 30 0 0 4 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 3.2 3.2 3.2 3.2 Phasing WB Only Thru & RT EB Only 04 NB Only SB Only 07 08

Timing G = 5.0 G = 39.0 G = 5.0 G = G = 23.0 G = 7.0 G = G = Y = 6.5 Y = 7 Y = 5.5 Y = Y = 6 Y = 6 Y = Y =


EB WB NB SB

Adjusted Flow Rate 22 1978 40 22 278 0 222 300 55 40

Lane Group Capacity 103 2443 762 118 2421 755 397 353 144 127

v/c Ratio 0.21 0.81 0.05 0.19 0.11 0.00 0.56 0.85 0.38 0.31

Green Ratio 0.06 0.49 0.49 0.07 0.49 0.49 0.23 0.23 0.08 0.08

Uniform Delay d1 49.3 23.7 14.6 48.4 15.4 14.5 37.6 40.7 47.9 47.6

Delay Factor k 0.11 0.50 0.50 0.11 0.50 0.50 0.16 0.38 0.11 0.11

Incremental Delay d2 0.5 1.5 0.1 0.8 0.1 0.0 1.8 17.5 1.7 1.4 PF Factor 1.000 0.780 0.357 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 49.8 19.9 5.3 49.1 15.5 14.5 39.4 58.2 49.6 49.0

Lane Group LOS D B A D B B D E D D

Approach Delay 20.0 17.9 50.2 49.3

Approach LOS B B D D



7/6/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\s2k14C0.tmp

D-104



Intersection #3 Route 3 & Five Mile Rd Ext

Area Type All other areas Jurisdiction Analysis Year 2035 Build Condirions


LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 3 1 1 3 1 0 1 1 0 1 1 Lane Group L T R L T R LT R LT R Volume (vph) 70 720 180 100 1000 30 230 40 140 20 40 40 % Heavy Vehicles 4 4 4 4 4 4 4 4 4 4 4 4 PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Pretimed/Actuated (P/A) A P P A P P P P P P P P Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 3.5 5.0 5.0 4.5 5.0 5.0 4.0 4.0 4.0 4.0 Arrival Type 4 1 1 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 18 0 0 3 0 0 14 0 0 4 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 3.2 3.2 3.2 3.2 Phasing Excl. Left Thru & RT 03 04 SB Only NB Only 07 08

Timing G = 17.0 G = 44.0 G = 0.0 G = G = 11.0 G = 40.0 G = G = Y = 5.5 Y = 7 Y = 0 Y = Y = 6 Y = 6 Y = Y =


EB WB NB SB



v/c Ratio 0.33 0.47 0.34 0.45 0.65 0.06 0.56 0.29 0.39 0.27

Green Ratio 0.14 0.34 0.34 0.14 0.34 0.34 0.31 0.31 0.10 0.10

Uniform Delay d1 53.4 35.0 33.2 53.6 37.8 29.9 39.5 36.0 58.0 57.3

Delay Factor k 0.11 0.50 0.50 0.11 0.50 0.50 0.50 0.50 0.50 0.50


Lane Group LOS D D D D D C D D E E

Approach Delay 48.0 40.8 41.6 63.5

Approach LOS D D D E



7/6/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\s2k14D3.tmp

D-105



Intersection #4 Germanna Hwy & Bragg Rd



LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 3 1 2 3 1 1 1 1 2 1 2 Lane Group L T R L T R L LT R L T R Volume (vph) 290 2400 190 200 940 100 90 40 150 100 60 130 % Heavy Vehicles 2 2 1 1 6 3 2 0 2 2 0 1 PHF 0.92 0.86 0.80 0.80 0.89 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Pretimed/Actuated (P/A) A A A A A A P P P P P P Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 3.5 4.5 4.5 3.5 4.5 4.5 4.0 4.0 4.0 4.0 4.0 4.0 Arrival Type 3 3 3 4 1 1 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 19 0 0 10 0 0 15 0 0 13 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 3.2 3.2 3.2 3.2 Phasing WB Only Thru & RT EB Only 04 NB Only SB Only 07 08

Timing G = 9.5 G = 43.5 G = 13.5 G = 0.0 G = 7.0 G = 6.0 G = G = Y = 5.5 Y = 6.5 Y = 6.5 Y = 0 Y = 6 Y = 6 Y = Y =


EB WB NB SB



v/c Ratio 0.67 0.92 0.22 0.72 0.39 0.13 0.54 0.56 1.30 0.50 0.54 0.71

Green Ratio 0.14 0.60 0.60 0.10 0.55 0.55 0.08 0.08 0.08 0.07 0.07 0.07

Uniform Delay d1 45.2 19.6 10.2 48.0 13.9 11.8 48.5 48.6 50.5 49.1 49.2 49.9

Delay Factor k 0.24 0.44 0.11 0.28 0.11 0.11 0.50 0.50 0.50 0.50 0.50 0.50


Lane Group LOS D C B D C C E E F E E E

Approach Delay 26.0 30.4 148.2 63.0

Approach LOS C C F E



7/6/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\s2k14E6.tmp

D-106



Intersection #4 Germanna Hwy & Bragg Rd



LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 3 1 2 3 1 1 1 1 2 1 2 Lane Group L T R L T R L LT R L T R Volume (vph) 170 1560 250 170 1470 330 260 130 170 140 170 310 % Heavy Vehicles 2 3 0 0 1 1 0 0 1 1 0 0 PHF 0.89 0.93 0.83 0.89 0.91 0.94 0.89 0.83 0.83 0.86 0.80 0.91 Pretimed/Actuated (P/A) A A A A A A P P P P P P Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 3.5 4.5 4.5 3.5 4.5 4.5 4.0 4.0 4.0 4.0 4.0 4.0 Arrival Type 3 3 3 2 5 5 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 25 0 0 33 0 0 17 0 0 31 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 3.2 3.2 3.2 3.2 Phasing WB Only Thru & RT EB Only 04 NB Only SB Only 07 08

Timing G = 11.5 G = 38.5 G = 10.5 G = 0.0 G = 20.0 G = 25.0 G = G = Y = 5.5 Y = 6.5 Y = 6.5 Y = 0 Y = 6 Y = 6 Y = Y =


EB WB NB SB



v/c Ratio 0.63 0.78 0.39 0.57 0.74 0.46 0.70 0.81 0.71 0.24 0.56 0.54

Green Ratio 0.09 0.43 0.43 0.10 0.43 0.43 0.16 0.16 0.16 0.20 0.20 0.20

Uniform Delay d1 59.9 33.6 26.9 58.8 32.7 27.9 53.9 55.0 54.0 45.8 49.2 48.9

Delay Factor k 0.21 0.33 0.11 0.16 0.30 0.11 0.50 0.50 0.50 0.50 0.50 0.50


Lane Group LOS E D C E B B E E E D E D

Approach Delay 37.0 20.8 71.0 52.0

Approach LOS D C E D



7/6/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\s2k14F9.tmp

D-107



Intersection #5 Germanna Hwy & Central Park



LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 3 1 2 4 0 1 1 1 1 2 1 Lane Group L T R L TR L LT R L LT R Volume (vph) 250 2480 70 130 1090 30 10 40 220 1 20 50 % Heavy Vehicles 1 2 1 6 5 4 0 3 3 3 12 4 PHF 0.82 0.89 0.87 0.80 0.92 0.80 1.00 0.89 0.85 0.80 0.80 0.88 Pretimed/Actuated (P/A) A P P A P P P P P P P P Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 3.5 4.5 4.5 3.5 4.5 4.0 4.0 4.0 4.0 4.0 4.0 Arrival Type 2 5 6 4 5 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 7 0 0 3 0 0 22 0 0 5 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 3.2 3.2 3.2 3.2 Phasing EB Only Thru & RT WB Only 04 NB Only SB Only 07 08

Timing G = 12.8 G = 43.7 G = 9.0 G = G = 6.0 G = 8.0 G = G = Y = 5.5 Y = 6.5 Y = 6.5 Y = Y = 6 Y = 6 Y = Y =


EB WB NB SB

Adjusted Flow Rate 305 2787 72 162 1219 7 48 233 1 25 51

Lane Group Capacity 451 2975 938 316 3672 131 134 114 159 294 141

v/c Ratio 0.68 0.94 0.08 0.51 0.33 0.05 0.36 2.04 0.01 0.09 0.36

Green Ratio 0.13 0.59 0.59 0.10 0.56 0.07 0.07 0.07 0.09 0.09 0.09

Uniform Delay d1 45.6 20.9 9.9 47.3 13.0 47.5 48.6 51.0 45.5 45.8 47.0

Delay Factor k 0.25 0.50 0.50 0.12 0.50 0.50 0.50 0.50 0.50 0.50 0.50

Incremental Delay d2 1.9 3.7 0.1 1.3 0.2 0.8 7.3 498.8 0.1 0.6 7.1 PF Factor 1.000 0.121 0.121 1.000 0.148 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 47.5 6.2 1.3 48.6 2.2 48.2 55.9 549.8 45.6 46.4 54.1

Lane Group LOS D A A D A D E F D D D

Approach Delay 10.1 7.6 455.3 51.5

Approach LOS B A F D



7/6/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\s2k150C.tmp

D-108



Intersection #5 Germanna Hy & Central Park



LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 3 1 2 4 0 1 1 1 1 2 1 Lane Group L T R L TR L LT R L LT R Volume (vph) 250 1330 140 680 1520 80 110 140 550 130 250 230 % Heavy Vehicles 0 3 1 0 2 0 0 0 0 1 0 0 PHF 0.91 0.89 0.86 0.95 0.94 0.83 0.87 0.88 0.90 0.80 0.90 0.95 Pretimed/Actuated (P/A) A P P A P P P P P P P P Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 3.5 4.5 4.5 3.5 4.5 4.0 4.0 4.0 4.0 4.0 4.0 Arrival Type 3 1 1 4 5 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 14 0 0 0 0 0 55 0 0 51 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 3.2 3.2 3.2 3.2 Phasing EB Only Thru & RT WB Only 04 NB Only SB Only 07 08

Timing G = 20.3 G = 20.7 G = 24.5 G = G = 29.0 G = 11.0 G = G = Y = 5.5 Y = 6.5 Y = 6.5 Y = Y = 6 Y = 6 Y = Y =


EB WB NB SB



v/c Ratio 0.49 0.83 0.26 1.07 0.64 0.21 0.46 1.49 0.66 0.95 1.22

Green Ratio 0.16 0.36 0.36 0.19 0.40 0.23 0.23 0.23 0.10 0.10 0.10

Uniform Delay d1 52.0 39.6 30.6 55.0 33.0 42.6 45.3 52.5 59.4 61.2 61.5

Delay Factor k 0.11 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50


Lane Group LOS D E D F B D D F E F F

Approach Delay 55.9 42.9 206.5 127.2

Approach LOS E D F F

Intersection Delay 79.8 Intersection LOS ECopyright © 2005 University of Florida, All Rights Reserved HCS+TM Version 5.21 Generated: 7/9/2010 9:45 AM



D-109



Intersection #6 Germanna Hy & Carl DSilver



LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 4 1 1 4 1 0 1 1 2 1 1 Lane Group L T R L TR R LT R L LT R Volume (vph) 140 2910 20 30 1000 610 10 10 30 270 10 40 % Heavy Vehicles 0 1 5 2 4 2 0 0 10 2 0 0 PHF 0.86 0.88 0.80 0.80 0.92 0.85 0.80 0.80 0.80 0.89 0.80 0.80 Pretimed/Actuated (P/A) A A A A A A P P P P P P Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 3.5 4.5 4.5 4.5 4.5 4.5 4.0 4.0 4.5 4.5 4.5 Arrival Type 2 4 2 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 2 0 0 0 0 0 3 0 0 8 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 3.2 3.2 3.2 3.2 Phasing WB Only Thru & RT EB Only 04 SB Only NB Only 07 08

Timing G = 5.0 G = 49.8 G = 6.7 G = 0.0 G = 11.5 G = 5.0 G = 0.0 G = 0.0 Y = 6.5 Y = 6.5 Y = 6.5 Y = 0 Y = 6.5 Y = 6 Y = 0 Y = 0


EB WB NB SB



v/c Ratio 0.62 0.81 0.02 0.31 0.30 0.70 0.20 0.37 0.49 0.45 0.19

Green Ratio 0.07 0.60 0.60 0.07 0.58 0.58 0.06 0.06 0.13 0.13 0.13

Uniform Delay d1 49.4 17.4 9.1 48.8 11.8 16.4 48.9 49.4 44.6 44.4 43.0

Delay Factor k 0.21 0.35 0.11 0.11 0.11 0.27 0.50 0.50 0.50 0.50 0.50


Lane Group LOS D B B D B B D E D D D

Approach Delay 12.8 15.1 57.1 48.8

Approach LOS B B E D

Intersection Delay 16.2 Intersection LOS BCopyright © 2005 University of Florida, All Rights Reserved HCS+TM Version 5.21 Generated: 7/6/2010 1:41 PM



D-110



Intersection #6 Germanna Hy & Carl D Silver



LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 4 1 1 4 1 0 1 1 2 1 1 Lane Group L T R L TR R LT R L LT R Volume (vph) 220 1760 20 50 2230 1220 30 10 40 1060 20 200 % Heavy Vehicles 0 2 0 5 1 0 0 4 2 0 0 0 PHF 0.80 0.96 0.80 0.80 0.96 0.94 0.80 0.80 0.80 0.85 0.80 0.84 Pretimed/Actuated (P/A) A P P A P P P P P P P P Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 3.5 4.5 4.5 4.5 4.5 4.5 4.0 4.0 4.5 4.5 4.5 Arrival Type 2 5 5 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 2 0 0 60 0 0 4 0 0 20 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 3.2 3.2 3.2 3.2 Phasing WB Only Thru & RT EB Only 04 NB Only SB Only 07 08

Timing G = 7.1 G = 52.6 G = 9.0 G = G = 5.0 G = 31.3 G = G = Y = 6.5 Y = 6.5 Y = 5.5 Y = Y = 6 Y = 6.5 Y = Y =


EB WB NB SB



v/c Ratio 1.01 0.52 0.03 0.51 0.71 1.36 0.53 0.56 1.00 0.88 0.53

Green Ratio 0.08 0.52 0.52 0.07 0.51 0.51 0.05 0.05 0.25 0.25 0.25

Uniform Delay d1 62.8 21.6 15.9 60.9 26.0 33.7 62.9 63.0 51.1 49.2 44.3

Delay Factor k 0.50 0.50 0.50 0.12 0.50 0.50 0.50 0.50 0.50 0.50 0.50


Lane Group LOS F A A E C F F F F E D

Approach Delay 20.0 82.3 85.0 74.4

Approach LOS C F F E




D-111



Intersection #7 Plank Rd & Gateway Dr Area Type All other areas Jurisdiction Analysis Year 2035 Build Conditions


LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 3 1 2 3 1 1 1 1 1 1 0 Lane Group L T R L T R L LT R L TR Volume (vph) 40 1970 430 140 1940 10 310 10 140 10 5 30 % Heavy Vehicles 0 3 5 5 3 8 1 0 5 7 0 0 PHF 0.80 0.92 0.89 0.80 0.94 0.80 0.97 0.80 0.80 0.80 0.80 0.80 Pretimed/Actuated (P/A) A P P A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 3.5 5.5 5.5 3.5 5.5 5.5 3.5 3.5 3.5 3.5 3.5 Arrival Type 3 3 3 4 6 6 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 43 0 0 1 0 0 14 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 3.2 3.2 3.2 3.2 Phasing EB Only Thru & RT WB Only 04 NB Only SB Only 07 08

Timing G = 4.0 G = 38.5 G = 3.5 G = G = 16.5 G = 16.0 G = G = Y = 5.5 Y = 7.5 Y = 7.5 Y = Y = 5.5 Y = 5.5 Y = Y =


EB WB NB SB



v/c Ratio 0.56 0.91 0.60 1.15 0.85 0.02 0.77 0.37 0.62 0.04 0.16

Green Ratio 0.05 0.47 0.47 0.05 0.48 0.48 0.16 0.16 0.16 0.16 0.16

Uniform Delay d1 51.1 27.1 21.7 52.5 25.1 14.9 44.0 40.9 42.8 39.2 39.9

Delay Factor k 0.15 0.50 0.50 0.50 0.38 0.11 0.32 0.11 0.21 0.11 0.11


Lane Group LOS E C C F A A E D D D D

Approach Delay 32.8 16.9 50.0 40.0

Approach LOS C B D D




D-112



Intersection #7 Plank Rd & Gateway Dr Area Type All other areas Jurisdiction Analysis Year 2035 Build Conditions


LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 3 1 2 3 1 1 1 1 1 1 0 Lane Group L T R L T R L LT R L TR Volume (vph) 40 2200 600 290 2080 0 400 5 280 10 5 5 % Heavy Vehicles 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.80 0.97 0.89 0.80 0.89 0.80 0.83 0.80 0.80 0.80 0.80 0.80 Pretimed/Actuated (P/A) A P P A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 3.5 5.5 5.5 3.5 5.5 5.5 3.5 3.5 3.5 3.5 3.5 Arrival Type 3 3 3 4 5 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 60 0 0 0 0 0 28 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 1 3 1 1 1 4 2 0 1 0 0 Minimum Pedestrian Time 3.2 3.2 3.2 3.2 Phasing EB Only Thru & RT WB Only 04 NB Only SB Only 07 08

Timing G = 4.7 G = 53.8 G = 10.5 G = G = 19.5 G = 16.0 G = G = Y = 5.5 Y = 7.5 Y = 7.5 Y = Y = 5.5 Y = 5.5 Y = Y =


EB WB NB SB



v/c Ratio 0.61 0.89 0.76 1.17 0.82 0.00 1.22 0.54 1.27 0.05 0.05

Green Ratio 0.05 0.50 0.50 0.09 0.55 0.55 0.15 0.15 0.15 0.13 0.13

Uniform Delay d1 63.7 30.8 27.7 62.0 24.7 13.5 57.5 53.0 57.5 52.0 52.0

Delay Factor k 0.20 0.50 0.50 0.50 0.36 0.11 0.50 0.14 0.50 0.11 0.11

Incremental Delay d2 12.5 5.0 6.7 102.2 1.6 0.0 125.8 2.1 149.3 0.1 0.1

PF Factor 1.000 1.000 1.000 1.000 0.173 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 76.2 35.8 34.4 164.2 5.9 13.5 183.3 55.1 206.8 52.1 52.1

Lane Group LOS E D C F A B F E F D D

Approach Delay 36.2 27.1 168.4 52.1

Approach LOS D C F D



7/6/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\s2k156B.tmp

D-113



Intersection #8 Plank Rd & Mahone St Area Type All other areas Jurisdiction Analysis Year 2035 Build Conditions


LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 3 1 1 2 1 1 1 1 0 1 0 Lane Group L T R L T R L LT R LTR Volume (vph) 40 2250 20 40 1700 20 50 10 40 70 5 20 % Heavy Vehicles 2 6 4 4 6 0 1 0 0 0 0 0 PHF 0.80 0.84 0.80 0.80 0.98 0.80 0.86 0.80 0.80 0.80 0.80 0.80 Pretimed/Actuated (P/A) A P P A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 3.5 5.5 5.5 3.5 5.5 5.5 3.5 3.5 3.5 3.5 Arrival Type 5 6 6 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 2 0 0 2 0 0 4 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 3.2 3.2 3.2 3.2 Phasing EW Perm Excl. Left 03 04 NB Only SB Only 07 08

Timing G = 58.0 G = 4.0 G = G = G = 12.0 G = 12.0 G = G = Y = 7.5 Y = 5.5 Y = Y = Y = 5.5 Y = 5.5 Y = Y =


EB WB NB SB



v/c Ratio 0.16 0.98 0.03 0.16 0.91 0.02 0.19 0.13 0.23 0.54

Green Ratio 0.70 0.56 0.56 0.70 0.56 0.56 0.12 0.12 0.12 0.12

Uniform Delay d1 31.9 23.7 10.8 8.8 21.7 10.8 43.3 43.0 43.5 45.3

Delay Factor k 0.11 0.50 0.50 0.11 0.43 0.11 0.11 0.11 0.11 0.14


Lane Group LOS C B A A C B D D D D

Approach Delay 14.9 27.9 43.8 48.1

Approach LOS B C D D

Intersection Delay 21.4 Intersection LOS CCopyright © 2005 University of Florida, All Rights Reserved HCS+TM Version 5.21 Generated: 7/9/2010 9:48 AM



D-114



Intersection #8 Plank Rd & Mahone St Area Type All other areas Jurisdiction Analysis Year 2035 Build Conditions


LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 3 1 1 2 1 1 1 1 0 1 0 Lane Group L T R L T R L LT R LTR Volume (vph) 80 2330 50 40 2440 30 100 10 40 50 10 20 % Heavy Vehicles 0 3 0 0 3 0 0 0 3 0 0 5 PHF 0.83 0.96 0.80 0.80 0.90 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Pretimed/Actuated (P/A) A P P A A A A A A A A A Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 3.5 5.5 5.5 3.5 5.5 5.5 3.5 3.5 3.5 3.5 Arrival Type 1 6 6 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 5 0 0 3 0 0 4 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 3.2 3.2 3.2 3.2 Phasing EW Perm Excl. Left 03 04 NB Only SB Only 07 08

Timing G = 83.5 G = 4.5 G = G = G = 12.0 G = 12.0 G = G = Y = 7.5 Y = 5.5 Y = Y = Y = 5.5 Y = 5.5 Y = Y =


EB WB NB SB



v/c Ratio 0.37 0.75 0.05 0.18 1.21 0.03 0.49 0.27 0.29 0.57

Green Ratio 0.75 0.64 0.64 0.75 0.64 0.64 0.10 0.10 0.10 0.10

Uniform Delay d1 52.6 17.1 9.1 7.5 24.5 9.0 58.0 56.7 56.8 58.5

Delay Factor k 0.11 0.50 0.50 0.11 0.50 0.11 0.11 0.11 0.11 0.16


Lane Group LOS E A A A F A E E E E

Approach Delay 5.8 118.5 58.8 62.8

Approach LOS A F E E

Intersection Delay 64.2 Intersection LOS ECopyright © 2005 University of Florida, All Rights Reserved HCS+TM Version 5.21 Generated: 7/9/2010 9:49 AM



D-115



Intersection #9 Warrenton Rd & Falls Run Dr



LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 0 1 2 1 1 1 2 3 1 1 3 1 Lane Group LT R L LT R L T R L T R Volume (vph) 0 0 90 100 10 60 170 3260 360 80 2840 80 % Heavy Vehicles 4 4 4 4 4 4 4 4 4 4 4 4 PHF 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.91 0.80 0.80 0.96 0.80 Pretimed/Actuated (P/A) A A A A A A A P P A P P Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 4.0 4.0 4.5 4.5 4.5 3.5 4.5 4.5 3.5 4.5 4.5 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 5.0 5.0 3.0 5.0 5.0 Ped/Bike/RTOR Volume 0 0 9 0 0 6 0 0 36 0 0 8 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 3.2 3.2 3.2 3.2 Phasing WB Only EB Only 03 04 Excl. Left NB Only Thru & RT 08

Timing G = 16.0 G = 16.0 G = G = G = 6.4 G = 1.5 G = 95.6 G = Y = 6.5 Y = 6 Y = Y = Y = 5.5 Y = Y = 6.5 Y =


EB WB NB SB



v/c Ratio 0.00 0.33 0.44 0.24 0.37 0.68 1.16 0.34 1.16 0.97 0.08

Green Ratio 0.11 0.11 0.12 0.12 0.12 0.09 0.62 0.76 0.05 0.61 0.73

Uniform Delay d1 63.0 65.4 65.9 64.4 65.4 70.2 30.2 6.1 76.1 29.5 6.2

Delay Factor k 0.11 0.11 0.11 0.11 0.11 0.25 0.50 0.23 0.50 0.50 0.23

Incremental Delay d2 0.0 0.6 1.5 0.6 1.3 5.7 74.4 0.4 147.5 10.5 0.1 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

Control Delay 63.0 66.0 67.4 65.0 66.7 75.9 104.6 6.4 223.6 40.1 6.3

Lane Group LOS E E E E E E F A F D A

Approach Delay 66.0 66.6 93.7 44.9

Approach LOS E E F D



7/6/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\s2k15A4.tmp

D-116



Intersection #9 Warrenton Rd & Falls Run Dr



LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 0 1 2 1 1 1 2 3 1 1 3 1 Lane Group LT R L LT R L T R L T R Volume (vph) 280 0 530 440 5 100 110 3160 140 60 3380 10 % Heavy Vehicles 4 4 4 4 4 4 4 4 4 4 4 4 PHF 0.80 0.80 0.80 0.92 0.80 0.80 0.80 0.89 0.80 0.80 0.95 0.80 Pretimed/Actuated (P/A) A A A A A A A P P A P P Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 4.0 4.0 4.5 4.5 4.5 3.5 4.5 4.5 3.5 4.5 4.5 Arrival Type 3 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 5.0 5.0 3.0 5.0 5.0 Ped/Bike/RTOR Volume 0 0 53 0 0 10 0 0 14 0 0 1 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 3.2 3.2 3.2 3.2 Phasing EB Only WB Only 03 04 Excl. Left Thru & RT 07 08

Timing G = 21.0 G = 17.5 G = G = G = 5.0 G = 92.0 G = G = Y = 6 Y = 6.5 Y = Y = Y = 5.5 Y = 6.5 Y = Y =


EB WB NB SB



v/c Ratio 1.40 1.51 1.54 0.68 0.58 1.00 1.21 0.14 1.06 1.21 0.01

Green Ratio 0.14 0.14 0.13 0.13 0.13 0.04 0.59 0.72 0.04 0.59 0.76

Uniform Delay d1 68.5 68.5 70.0 67.0 66.0 76.8 32.8 7.2 76.8 32.8 4.5

Delay Factor k 0.50 0.50 0.50 0.25 0.17 0.50 0.50 0.23 0.50 0.50 0.23

Incremental Delay d2 202.4 241.8 266.3 8.5 4.2 76.9 97.0 0.1 123.2 98.0 0.0 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

Control Delay 270.9 310.3 336.3 75.5 70.2 153.6 129.7 7.3 199.9 130.7 4.6

Lane Group LOS F F F E E F F A F F A

Approach Delay 295.7 221.1 125.6 131.8




7/6/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\s2k15B7.tmp

D-117


Analyst JM Agency or Co. Baker Date Performed 10/29/2009 Time Period AM Peak Hour

Intersection #10 Warrenton Rd & McLane Dr

Area Type All other areas Jurisdiction Analysis Year 2035 Build N5 Full


LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 0 1 0 0 1 0 1 3 1 1 3 1 Lane Group LTR LTR L T R L T R Volume (vph) 30 10 10 50 5 20 30 3670 60 40 2960 40 % Heavy Vehicles 4 4 4 4 4 4 4 4 4 4 4 4 PHF 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.98 0.80 0.80 0.92 0.80 Pretimed/Actuated (P/A) A A A A A A A P P A P P Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 4.5 4.5 3.5 4.5 4.5 4.5 4.5 4.5 Arrival Type 3 3 3 5 6 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 6 0 0 4 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 Thru & RT Excl. Left 07 08

Timing G = 10.0 G = G = G = G = 126.5 G = 4.0 G = G =

Y = 6.5 Y = Y = Y = Y = 6.5 Y = 6.5 Y = Y = Duration of Analysis (hrs) = 0.25 Cycle Length C = 160.0 Lane Group Capacity, Control Delay, and LOS Determination

EB WB NB SB

Adjusted Flow Rate 61 93 37 3745 67 50 3217 45

Lane Group Capacity 107 103 60 4013 1252 71 4013 1252

v/c Ratio 0.57 0.90 0.62 0.93 0.05 0.70 0.80 0.04

Green Ratio 0.08 0.08 0.03 0.81 0.81 0.04 0.81 0.81

Uniform Delay d1 71.2 73.1 76.2 12.1 3.1 75.8 8.5 3.1

Delay Factor k 0.16 0.42 0.20 0.50 0.50 0.27 0.50 0.50

Incremental Delay d2 7.1 58.8 13.2 4.0 0.1 27.0 1.8 0.1 PF Factor 1.000 1.000 1.000 0.258 0.258 1.000 1.000 1.000

Control Delay 78.2 131.9 89.4 7.2 0.9 102.8 10.3 3.1

Lane Group LOS E F F A A F B A

Approach Delay 78.2 131.9 7.9 11.6

Approach LOS E F A B

Intersection Delay 11.7 Intersection LOS BCopyright © 2005 University of Florida, All Rights Reserved HCS+TM Version 5.21 Generated: 9/10/2010 11:24 AM



D-118


Analyst JM Agency or Co. Baker Date Performed 10/29/2009 Time Period PM Peak Hour

Intersection #10 Warrenton Rd & McLane Dr

Area Type All other areas Jurisdiction Analysis Year 2035 Build N5 Full


LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 0 1 0 0 1 0 1 3 1 1 3 1 Lane Group LTR LTR L T R L T R Volume (vph) 20 5 10 60 10 30 20 3700 30 20 3890 30 % Heavy Vehicles 4 4 4 4 4 4 4 4 4 4 4 4 PHF 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.95 0.80 0.80 0.86 0.80 Pretimed/Actuated (P/A) A A A A A A A P P A P P Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 4.5 4.5 3.5 4.5 4.5 4.5 4.5 4.5 Arrival Type 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 3 0 0 3 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 3.2 3.2 3.2 3.2 Phasing EW Perm 02 03 04 Excl. Left Thru & RT 07 08

Timing G = 10.5 G = G = G = G = 11.5 G = 118.5 G = G = Y = 6.5 Y = Y = Y = Y = 6.5 Y = 6.5 Y = Y =


EB WB NB SB

Adjusted Flow Rate 43 124 25 3895 34 25 4523 34

Lane Group Capacity 104 114 141 3764 1174 152 3764 1174

v/c Ratio 0.41 1.09 0.18 1.03 0.03 0.16 1.20 0.03

Green Ratio 0.08 0.08 0.08 0.76 0.76 0.09 0.76 0.76

Uniform Delay d1 69.9 73.5 68.5 19.5 4.9 67.6 19.5 4.9

Delay Factor k 0.11 0.50 0.11 0.50 0.50 0.11 0.50 0.50

Incremental Delay d2 2.7 109.8 0.6 24.7 0.0 0.5 93.5 0.0 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 72.5 183.3 69.1 44.2 4.9 68.1 113.0 4.9

Lane Group LOS E F E D A E F A

Approach Delay 72.5 183.3 44.0 112.0

Approach LOS E F D F

Intersection Delay 81.9 Intersection LOS FCopyright © 2005 University of Florida, All Rights Reserved HCS+TM Version 5.21 Generated: 9/10/2010 11:24 AM



D-119



Intersection #11 Warrenton Rd & Gateway Dr



LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 3 1 1 3 1 1 1 1 2 1 1 Lane Group L T R L T R L T R L T R Volume (vph) 20 2950 30 480 3620 190 90 10 390 70 100 30 % Heavy Vehicles 4 4 4 4 4 4 4 4 4 4 4 4 PHF 0.80 0.98 0.80 0.80 0.97 0.80 0.87 0.80 0.80 0.80 0.80 0.80 Pretimed/Actuated (P/A) P P P P P P P P P P P P Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 4.0 2.0 4.0 2.0 4.0 4.0 4.0 4.5 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 4 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 3 0 0 19 0 0 39 0 0 3 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 3.2 3.2 3.2 3.2 Phasing WB Only Thru & RT EB Only 04 SB Only NB Only 07 08

Timing G = 37.0 G = 75.5 G = 4.5 G = G = 6.0 G = 6.0 G = G = Y = 6 Y = 6.5 Y = 6.5 Y = Y = 6 Y = 6 Y = Y =


EB WB NB SB



v/c Ratio 0.51 1.12 0.04 1.42 1.01 0.18 1.58 0.13 5.63 0.51 1.29 0.59

Green Ratio 0.03 0.54 0.54 0.24 0.74 0.75 0.04 0.05 0.05 0.05 0.05 0.04

Uniform Delay d1 76.7 36.8 17.3 60.5 20.7 5.7 77.0 72.7 76.0 74.1 75.8 75.8

Delay Factor k 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50

Incremental Delay d2 33.2 59.0 0.1 201.8 18.0 0.3 324.0 3.0 2110 9.9 183.5 34.0

PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 109.9 95.8 17.4 262.3 38.7 6.0 401.0 75.7 2186 84.0 259.2 109.7

Lane Group LOS F F B F D A F E F F F F

Approach Delay 95.0 66.7 1809 176.6

Approach LOS F E F F



7/6/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\s2k15F0.tmp

D-120



Intersection #11 Warrenton Rd & Gateway Dr



LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 3 1 1 3 1 1 1 1 2 1 1 Lane Group L T R L T R L T R L T R Volume (vph) 10 3660 70 530 2960 140 50 10 1350 110 30 10 % Heavy Vehicles 4 4 4 4 4 4 4 4 4 4 4 4 PHF 0.80 0.93 0.80 0.80 0.98 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Pretimed/Actuated (P/A) P P P P P P P P P P P P Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 4.0 2.0 4.0 2.0 4.0 4.0 4.0 4.5 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 4 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 7 0 0 14 0 0 135 0 0 1 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 3.2 3.2 3.2 3.2 Phasing WB Only Thru & RT EB Only 04 SB Only NB Only 07 08

Timing G = 24.0 G = 50.5 G = 4.5 G = G = 6.0 G = 44.0 G = G = Y = 6 Y = 6.5 Y = 6.5 Y = Y = 6 Y = 6 Y = Y =


EB WB NB SB



v/c Ratio 0.24 2.06 0.13 2.35 1.21 0.20 0.13 0.02 3.41 0.81 0.38 0.19

Green Ratio 0.03 0.38 0.38 0.16 0.50 0.52 0.28 0.29 0.29 0.05 0.05 0.04

Uniform Delay d1 76.1 49.3 31.9 67.0 39.8 20.9 43.6 40.9 57.0 75.3 73.2 74.6

Delay Factor k 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50

Incremental Delay d2 11.5 477.5 0.5 617.3 96.8 0.5 0.6 0.1 1088 28.9 9.4 6.1 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

Control Delay 87.6 526.7 32.4 684.3 136.5 21.4 44.2 41.0 1145 104.2 82.6 80.7

Lane Group LOS F F C F F C D D F F F F

Approach Delay 515.7 226.3 1094 98.5





D-121



Intersection #12 Warrenton Rd & Short St



LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 0 2 1 1 2 0 0 1 1 0 1 0 Lane Group LT R L TR LT R LTR Volume (vph) 10 1470 70 20 1530 50 130 0 20 5 0 20 % Heavy Vehicles 18 3 2 0 2 0 3 0 3 0 0 19 PHF 0.80 0.85 0.80 0.80 0.93 0.80 0.88 0.80 0.80 0.80 0.80 0.80 Pretimed/Actuated (P/A) P P P A P P P P P P P P Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 4.5 4.5 3.5 4.5 4.0 4.0 4.0 Arrival Type 3 3 3 3 3 3 3 Unit Extension 5.0 5.0 3.0 5.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 7 0 0 0 0 0 2 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 Minimum Pedestrian Time 3.2 3.2 3.2 3.2 Phasing WB Only EW Perm 03 04 NB Only SB Only 07 08

Timing G = 5.0 G = 56.0 G = G = G = 10.0 G = 5.0 G = G = Y = 5.5 Y = 6.5 Y = Y = Y = 6 Y = 6 Y = Y =


EB WB NB SB

Adjusted Flow Rate 1741 79 25 1707 148 22 31

Lane Group Capacity 1915 926 193 2436 211 188 102

v/c Ratio 0.91 0.09 0.13 0.70 0.70 0.12 0.30

Green Ratio 0.58 0.58 0.69 0.69 0.12 0.12 0.07

Uniform Delay d1 18.4 9.1 14.7 9.3 42.3 39.3 44.2

Delay Factor k 0.50 0.50 0.11 0.50 0.50 0.50 0.50

Incremental Delay d2 7.9 0.2 0.3 1.7 17.7 1.3 7.5 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 26.3 9.2 15.0 11.0 60.0 40.5 51.7

Lane Group LOS C A B B E D D

Approach Delay 25.5 11.1 57.5 51.7

Approach LOS C B E D




D-122



Intersection #12 Warrenton Rd & Short St



LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 0 2 1 1 2 0 0 1 1 0 1 0 Lane Group LT R L TR LT R LTR Volume (vph) 10 2520 120 20 1380 5 110 5 40 5 5 10 % Heavy Vehicles 0 2 3 3 2 0 2 0 0 0 0 0 PHF 0.80 0.93 0.80 0.80 0.89 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Pretimed/Actuated (P/A) P P P A P P P P P P P P Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 4.5 4.5 3.5 4.5 4.0 4.0 4.0 Arrival Type 3 3 3 3 3 3 3 Unit Extension 5.0 5.0 3.0 5.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 12 0 0 0 0 0 4 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 Minimum Pedestrian Time 3.2 3.2 3.2 3.2 Phasing WB Only EW Perm 03 04 NB Only SB Only 07 08

Timing G = 5.0 G = 71.0 G = G = G = 5.0 G = 5.0 G = G = Y = 5.5 Y = 6.5 Y = Y = Y = 6 Y = 6 Y = Y =


EB WB NB SB

Adjusted Flow Rate 2722 135 25 1557 143 45 24

Lane Group Capacity 2234 1048 171 2707 113 103 111

v/c Ratio 1.22 0.13 0.15 0.58 1.27 0.44 0.22

Green Ratio 0.67 0.67 0.76 0.76 0.06 0.06 0.06

Uniform Delay d1 18.2 6.6 28.0 5.5 51.5 49.6 48.9

Delay Factor k 0.50 0.50 0.11 0.50 0.50 0.50 0.50

Incremental Delay d2 102.6 0.3 0.4 0.9 172.2 12.9 4.4 PF Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control Delay 120.9 6.9 28.4 6.4 223.7 62.5 53.3

Lane Group LOS F A C A F E D

Approach Delay 115.5 6.7 185.1 53.3

Approach LOS F A F D



7/6/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\s2k162A.tmp

D-123



Intersection #13 Warrenton Rd & I-95 Ramp



LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 3 3 1 Lane Group L T TR R Volume (vph) 210 1700 1980 1430 % Heavy Vehicles 4 4 4 4 PHF 0.90 0.97 0.98 0.98 Pretimed/Actuated (P/A) A A A A Startup Lost Time 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 4.0 4.5 2.0 Arrival Type 3 3 4 3 Unit Extension 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 3 Lane Width 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 Minimum Pedestrian Time 3.2 3.2 Phasing 01 02 03 04 Thru & RT NB Only 07 08

Timing G = G = G = G = G = 98.0 G = 38.0 G = G = Y = Y = Y = Y = Y = 7 Y = 7 Y = Y =


EB WB NB SB

Adjusted Flow Rate 233 1753 2602 874

Lane Group Capacity 854 4811 3222 1015

v/c Ratio 0.27 0.36 0.81 0.86

Green Ratio 0.25 0.97 0.67 0.65

Uniform Delay d1 44.9 0.1 17.8 20.6

Delay Factor k 0.11 0.11 0.35 0.39

Incremental Delay d2 0.2 0.0 1.5 7.1 PF Factor 1.000 1.500 0.372 1.000 Control Delay 45.1 0.2 8.1 27.7

Lane Group LOS D A A C

Approach Delay 5.5 13.0

Approach LOS A B

Intersection Delay 10.3 Intersection LOS BCopyright © 2005 University of Florida, All Rights Reserved HCS+TM Version 5.21 Generated: 7/9/2010 9:49 AM


7/9/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\s2k226C.tmp

D-124



Intersection #13 Warrenton Rd & I-95 Ramp



LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 3 3 1 Lane Group L T TR R Volume (vph) 280 1640 2380 2740 % Heavy Vehicles 4 4 4 4 PHF 0.97 0.97 0.98 0.98 Pretimed/Actuated (P/A) A A A A Startup Lost Time 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 4.0 4.5 2.0 Arrival Type 3 3 4 4 Unit Extension 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 3 Lane Width 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 Minimum Pedestrian Time 3.2 3.2 Phasing 01 02 03 04 Thru & RT NB Only 07 08

Timing G = G = G = G = G = 120.0 G = 16.0 G = G =

Y = Y = Y = Y = Y = 7 Y = 7 Y = Y = Duration of Analysis (hrs) = 0.25 Cycle Length C = 150.0 Lane Group Capacity, Control Delay, and LOS Determination

EB WB NB SB



v/c Ratio 0.81 0.35 1.04 1.01

Green Ratio 0.11 0.97 0.82 0.80

Uniform Delay d1 65.5 0.1 13.8 15.0

Delay Factor k 0.35 0.11 0.50 0.50


Lane Group LOS E A C C


Approach LOS B C

Intersection Delay 26.2 Intersection LOS CCopyright © 2005 University of Florida, All Rights Reserved HCS+TM Version 5.21 Generated: 7/9/2010 9:49 AM


7/9/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\s2k227E.tmp

D-125

Connector Road

- Connector Rd Freeway Operations

- Ramp Junctions@ Celebrate VA

- Ramp Termini Intersections

D-126


General Information Site Information Analyst ZPH Highway/Direction of Travel EB Connector Rd Agency or Company Michael Baker Jr, Inc From/To Celebrate VA to 95 Date Performed 3/5/2010 JurisdictionAnalysis Time Period AM Analysis Year 2035 Full Interchange Project Description ROUTE 3 INTERCHANGE ANALYSIS



ET 2.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.837

Speed Inputs Calc Speed Adj and FFSLane Width 12.0 ftRt-Shoulder Lat. Clearance 6.0 ftInterchange Density 0.50 I/mi Number of Lanes, N 3FFS (measured) 55.0 mi/h Base free-flow Speed, BFFS mi/h

fLW mi/h fLC mi/h fID mi/h

fN mi/h

FFS 55.0 mi/h



1124 pc/h/ln



pc/h






7/9/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\f2k22DF.tmp

D-127


General Information Site Information Analyst ZPH Highway/Direction of Travel EB Connector Rd Agency or Company Michael Baker Jr, Inc From/To Celebrate VA to 95 Date Performed 3/5/2010 JurisdictionAnalysis Time Period AM Analysis Year 2035 Full Interchange Project Description ROUTE 3 INTERCHANGE ANALYSIS



ET 2.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.837



fN mi/h

FFS 55.0 mi/h



1345 pc/h/ln



pc/h






7/28/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\f2k2BE.tmp

D-128


General Information Site Information Analyst ZPH Highway/Direction of Travel EB Connector Rd Agency or Company Michael Baker Jr, Inc From/To Rt 3 to Celebrate VA Date Performed 3/5/2010 JurisdictionAnalysis Time Period AM Analysis Year 2035 Full Interchange Project Description ROUTE 3 INTERCHANGE ANALYSIS


Flow InputsVolume, V 2020 veh/h Peak-Hour Factor, PHF 0.90 AADT veh/day %Trucks and Buses, PT 4Peak-Hr Prop. of AADT, K %RVs, PR 0Peak-Hr Direction Prop, D General Terrain: Rolling DDHV = AADT x K x D veh/h Grade % Length mi Driver type adjustment 1.00 Up/Down %Calculate Flow Adjustments fp 1.00 ER 2.0

ET 2.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.943



fN mi/h

FFS 55.0 mi/h



1190 pc/h/ln



pc/h






7/9/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\f2k22EB.tmp

D-129


General Information Site Information Analyst ZPH Highway/Direction of Travel EB Connector Rd Agency or Company Michael Baker Jr, Inc From/To Rt 3 to Celebrate VA Date Performed 3/5/2010 JurisdictionAnalysis Time Period PM Analysis Year 2035 North Facing Interchange Project Description ROUTE 3 INTERCHANGE ANALYSIS



ET 2.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.943



fN mi/h

FFS 55.0 mi/h



889 pc/h/ln



pc/h







D-130


General Information Site Information Analyst ZPH Highway/Direction of Travel WB Connector Rd Agency or Company Michael Baker Jr, Inc From/To I-95 to Celebrate VA Date Performed 3/5/2010 JurisdictionAnalysis Time Period AM Analysis Year 2035 Full Interchange Project Description ROUTE 3 INTERCHANGE ANALYSIS



ET 2.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.787



fN mi/h

FFS 55.0 mi/h



522 pc/h/ln

S 55.0 mi/h D = vp / S 9.5 pc/mi/ln LOS A


pc/h







D-131


General Information Site Information Analyst ZPH Highway/Direction of Travel WB Connector Rd Agency or Company Michael Baker Jr, Inc From/To I-95 to Celebrate VA Date Performed 3/5/2010 JurisdictionAnalysis Time Period PM Analysis Year 2035 Full Interchange Project Description ROUTE 3 INTERCHANGE ANALYSIS



ET 2.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.837



fN mi/h

FFS 55.0 mi/h



1651 pc/h/ln



pc/h






7/9/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\f2k22FD.tmp

D-132


General Information Site Information Analyst ZPH Highway/Direction of Travel WB Connector Rd Agency or Company Michael Baker Jr, Inc From/To Celebrate VA to Rt 3 Date Performed 3/5/2010 JurisdictionAnalysis Time Period AM Analysis Year 2035 Full Interchange Project Description ROUTE 3 INTERCHANGE ANALYSIS



ET 2.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.943



fN mi/h

FFS 55.0 mi/h



577 pc/h/ln

S 55.0 mi/h D = vp / S 10.5 pc/mi/ln LOS A


pc/h






7/9/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\f2k2303.tmp

D-133


General Information Site Information Analyst ZPH Highway/Direction of Travel WB Connector Rd Agency or Company Michael Baker Jr, Inc From/To Celebrate VA to Rt 3 Date Performed 3/5/2010 JurisdictionAnalysis Time Period PM Analysis Year 2035 Full Interchange Project Description ROUTE 3 INTERCHANGE ANALYSIS



ET 2.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)] 0.943



fN mi/h

FFS 56.0 mi/h



1937 pc/h/ln



pc/h






7/9/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\f2k2309.tmp

D-134

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst ZPH Freeway/Dir of Travel Connector Rd/ArterialAgency or Company Michael Baker Jr., Inc Junction EB DivergeDate Performed 3/5/2010 JurisdictionAnalysis Time Period AM Peak Analysis Year 2035 Full InterchangeProject Description ROUTE 3 INTERCHANGE ANALYSIS InputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = ft

Vu = veh/h


Yes�� On��

No�� Off��

Ldown = 2000 ft








Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��



VFO Exhibit 25-7





DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA


DR = 4.252 + 0.0086 V12 - 0.0009 LD







D-135

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst ZPH Freeway/Dir of Travel Connector Rd/ArterialAgency or Company Michael Baker Jr., Inc Junction EB DivergeDate Performed 3/5/2010 JurisdictionAnalysis Time Period PM Peak Analysis Year 2035 Full InterchangeProject Description ROUTE 3 INTERCHANGE ANALYSIS InputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = ft

Vu = veh/h


Yes�� On��

No�� Off��

Ldown = 2000 ft








Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��



VFO Exhibit 25-7





DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA


DR = 4.252 + 0.0086 V12 - 0.0009 LD







D-136

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst Michael Baker Jr, Inc Freeway/Dir of Travel Connector Rd/ArterialAgency or Company Michael Baker Jr, Inc Junction EB MergeDate Performed 3/5/2010 JurisdictionAnalysis Time Period AM Analysis Year 2035 North Facing RampsProject Description ROUTE 3 INTERCHANGE ANALYSIS InputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = 2000 ft

Vu = 290 veh/h


Yes�� On��

No�� Off��

Ldown = ft








Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��





VR Exhibit 25-3




DR = 4.252 + 0.0086 V12 - 0.0009 LD







D-137

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst Michael Baker Jr, Inc Freeway/Dir of Travel Connector Rd/ArterialAgency or Company Michael Baker Jr, Inc Junction EB MergeDate Performed 3/5/2010 JurisdictionAnalysis Time Period PM Analysis Year 2035 Full InterchangeProject Description ROUTE 3 INTERCHANGE ANALYSIS InputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = 2000 ft

Vu = 480 veh/h


Yes�� On��

No�� Off��

Ldown = ft








Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��





VR Exhibit 25-3




DR = 4.252 + 0.0086 V12 - 0.0009 LD







D-138

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst ZPH Freeway/Dir of Travel Connector Rd/ArterialAgency or Company Michael Baker Jr., Inc Junction WB DivergeDate Performed 3/5/2010 JurisdictionAnalysis Time Period AM Peak Analysis Year 2035 Full InterchangeProject Description ROUTE 3 INTERCHANGE ANALYSIS InputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = ft

Vu = veh/h


Yes�� On��

No�� Off��

Ldown = 2000 ft








Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��



VFO Exhibit 25-7





DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA


DR = 4.252 + 0.0086 V12 - 0.0009 LD







D-139

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst ZPH Freeway/Dir of Travel Connector Rd/ArterialAgency or Company Michael Baker Jr., Inc Junction WB DivergeDate Performed 3/5/2010 JurisdictionAnalysis Time Period PM Peak Analysis Year 2035 Full InterchangeProject Description ROUTE 3 INTERCHANGE ANALYSIS InputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = ft

Vu = veh/h

Terrain: Level Downstream Adj Ramp

Yes�� On��

No�� Off��

Ldown = 2000 ft





Freeway 3730 0.90 Level 18 0 0.917 1.00 4517 Ramp 1320 0.90 Level 18 0 0.917 1.00 1599 UpStream DownStream 880 0.90 Level 4 0 0.980 1.00 997



Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��



VFO Exhibit 25-7


VR 1599 Exhibit 25-3 2000 No



DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LA


DR = 4.252 + 0.0086 V12 - 0.0009 LD







D-140

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst Freeway/Dir of Travel Connector Rd/ArterialAgency or Company Michael Baker Jr, Inc Junction WB MergeDate Performed 3/5/2010 JurisdictionAnalysis Time Period AM Analysis Year 2035 Full InterchangeProject Description ROUTE 3 INTERCHANGE ANALYSIS InputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = 2000 ft

Vu = 390 veh/h


Yes�� On��

No�� Off��

Ldown = ft








Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��





VR Exhibit 25-3



DR = 5.475 + 0.00734 v R + 0.0078 V12 - 0.00627 LADR = 8.1 (pc/mi/ln) LOS = A (Exhibit 25-4)

DR = 4.252 + 0.0086 V12 - 0.0009 LD







D-141

RAMPS AND RAMP JUNCTIONS WORKSHEETGeneral Information Site Information Analyst Freeway/Dir of Travel Connector Rd/ArterialAgency or Company Michael Baker Jr, Inc Junction WB MergeDate Performed 3/5/2010 JurisdictionAnalysis Time Period PM Analysis Year 2035 Full InterchangeProject Description ROUTE 3 INTERCHANGE ANALYSIS InputsUpstream Adj Ramp

Yes�� On��

No�� Off��

Lup = 2000 ft

Vu = 1320 veh/h


Yes�� On��

No�� Off��

Ldown = ft








Is V3 or Vav34 > 1.5 * V12/2 Yes No��



Is V3 or Vav34 > 1.5 * V12/2 Yes No��





VR Exhibit 25-3




DR = 4.252 + 0.0086 V12 - 0.0009 LD







D-142


Analyst ZPH Agency or Co. BAKER Date Performed 03/04/10 Time Period AM PEAK

Intersection EB on/off and arterial Area Type All other areas Jurisdiction Analysis Year 2035 full interchange


LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 2 1 2 Lane Group R T R T Volume (vph) 290 260 1290 390 % Heavy Vehicles 4 4 13 0 PHF 0.90 0.90 0.90 0.90 Pretimed/Actuated (P/A) A A A Startup Lost Time 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 29 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 2 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 Minimum Pedestrian Time 3.2 3.2 3.2 Phasing 01 02 03 04 NB Only Thru & RT 07 08

Timing G = 0.0 G = 0.0 G = G = G = 41.2 G = 38.8 G = G = Y = 0 Y = 0 Y = Y = Y = 5 Y = 5 Y = Y =


EB WB NB SB



v/c Ratio 0.41 0.09 1.06 0.28

Green Ratio 0.46 0.94 0.94 0.43

Uniform Delay d1 16.2 0.2 2.5 16.5

Delay Factor k 0.50 0.11 0.50 0.11


Lane Group LOS B A D B

Approach Delay 17.9 37.6 16.6

Approach LOS B D B



9/10/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\s2k1C7D.tmp

D-143


Analyst ZPH Agency or Co. BAKER Date Performed 03/04/10 Time Period PM PEAK

Intersection EB on/off and arterial Area Type All other areas Jurisdiction Analysis Year 2035 full interchange


LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 2 1 2 Lane Group R T R T Volume (vph) 480 880 670 1320 % Heavy Vehicles 4 4 13 0 PHF 0.90 0.90 0.90 0.90 Pretimed/Actuated (P/A) A A A Startup Lost Time 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 29 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 2 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 Minimum Pedestrian Time 3.2 3.2 3.2 Phasing 01 02 03 04 NB Only Thru & RT 07 08

Timing G = 0.0 G = 0.0 G = G = G = 40.0 G = 42.0 G = G = Y = 0 Y = 0 Y = Y = Y = 5 Y = 5 Y = Y =


EB WB NB SB



v/c Ratio 0.74 0.30 0.55 0.89

Green Ratio 0.43 0.95 0.95 0.46

Uniform Delay d1 21.6 0.2 0.3 22.9

Delay Factor k 0.50 0.11 0.15 0.41


Lane Group LOS C A A C


Approach LOS C A C




D-144



Intersection WB on/off and arterial Area Type All other areas Jurisdiction Analysis Year 2035 full interchange


LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 2 Lane Group L L Volume (vph) 390 260 % Heavy Vehicles 18 4 PHF 0.90 0.90 Pretimed/Actuated (P/A) P A Startup Lost Time 2.0 2.0 Extension of Effective Green 2.0 2.0 Arrival Type 3 3 Unit Extension 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 Lane Width 12.0 12.0 Parking/Grade/Parking N 2 N N 0 N Parking/Hour Bus Stops/Hour 0 0 Minimum Pedestrian Time 3.2 3.2 Phasing WB Only 02 03 04 NB Only 06 07 08

Timing G = 54.9 G = 0.0 G = 0.0 G = G = 25.1 G = 0.0 G = G = Y = 5 Y = 0 Y = 0 Y = Y = 5 Y = 0 Y = Y =


EB WB NB SB Adjusted Flow Rate 433 289

Lane Group Capacity 1794 940

v/c Ratio 0.24 0.31

Green Ratio 0.61 0.28

Uniform Delay d1 8.0 25.6

Delay Factor k 0.50 0.11

Incremental Delay d2 0.3 0.2 PF Factor 1.000 1.000 Control Delay 8.3 25.8

Lane Group LOS A C


Approach LOS A C




D-145



Intersection WB on/off and arterial Area Type All other areas Jurisdiction Analysis Year 2035 full interchange


LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 2 Lane Group L L Volume (vph) 1320 880 % Heavy Vehicles 18 4 PHF 0.90 0.90 Pretimed/Actuated (P/A) P A Startup Lost Time 2.0 2.0 Extension of Effective Green 2.0 2.0 Arrival Type 3 3 Unit Extension 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 Lane Width 12.0 12.0 Parking/Grade/Parking N 2 N N 0 N Parking/Hour Bus Stops/Hour 0 0 Minimum Pedestrian Time 3.2 3.2 Phasing WB Only 02 03 04 NB Only 06 07 08

Timing G = 48.6 G = 0.0 G = 0.0 G = G = 31.4 G = 0.0 G = G = Y = 5 Y = 0 Y = 0 Y = Y = 5 Y = 0 Y = Y =


EB WB NB SB

Adjusted Flow Rate 1467 978

Lane Group Capacity 1588 1176

v/c Ratio 0.92 0.83

Green Ratio 0.54 0.35

Uniform Delay d1 19.0 26.9

Delay Factor k 0.50 0.37

Incremental Delay d2 10.5 5.2 PF Factor 1.000 1.000 Control Delay 29.5 32.1

Lane Group LOS C C


Approach LOS C C




D-146

Route 3 / Connector Road Interchange Operations

D-147



Intersection RTE 3 / GORDON INT Area Type All other areas Jurisdiction Analysis Year 2035


LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 1 1 0 1 1 1 3 0 1 2 1 Lane Group L LT R LT R L TR L T R Volume (vph) 50 20 140 10 10 30 50 1280 20 20 290 40 % Heavy Vehicles 4 4 4 4 4 4 4 4 4 4 4 4 PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Pretimed/Actuated (P/A) A A A A A A A P P A P P Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 44 0 0 3 0 0 0 0 0 20 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 3.2 3.2 3.2 3.2 Phasing EB Only WB Only 03 04 Excl. Left Thru & RT 07 08



EB WB NB SB



v/c Ratio 0.13 0.05 0.29 0.18 0.29 0.39 0.66 0.15 0.21 0.03

Green Ratio 0.24 0.24 0.24 0.07 0.07 0.08 0.44 0.08 0.44 0.44

Uniform Delay d1 35.7 35.0 37.1 52.9 53.3 52.1 26.3 51.1 20.6 18.9

Delay Factor k 0.11 0.11 0.11 0.11 0.11 0.11 0.50 0.11 0.50 0.50


Lane Group LOS D D D D D D C D C B

Approach Delay 36.8 54.3 28.8 22.6

Approach LOS D D C C



7/6/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\s2k16EA.tmp

D-148



Intersection RTE 3 / GORDON INT Area Type All other areas Jurisdiction Analysis Year 2035


LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 1 1 1 0 1 1 1 3 0 1 2 1 Lane Group L LT R LT R L TR L T R Volume (vph) 50 20 420 10 10 30 50 590 20 20 1300 200 % Heavy Vehicles 4 4 4 4 4 4 4 4 4 4 4 4 PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Pretimed/Actuated (P/A) A A A A A A A P P A P P Startup Lost Time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 0 0 0 0 0 Minimum Pedestrian Time 3.2 3.2 3.2 3.2 Phasing EB Only WB Only 03 04 Excl. Left Thru & RT 07 08



EB WB NB SB



v/c Ratio 0.13 0.05 1.16 0.21 0.36 0.48 0.30 0.19 0.92 0.32

Green Ratio 0.26 0.26 0.26 0.06 0.06 0.07 0.45 0.07 0.45 0.45

Uniform Delay d1 34.1 33.4 44.5 53.9 54.4 54.0 21.0 52.9 31.0 21.2

Delay Factor k 0.11 0.11 0.50 0.11 0.11 0.11 0.50 0.11 0.50 0.50


Lane Group LOS C C F D E E C D D C

Approach Delay 127.0 56.0 24.1 39.2

Approach LOS F E C D




D-149


Analyst ZPH Agency or Co. BAKER Date Performed 03/04/10 Time Period AM Peak Hour

Intersection East Area Type All other areas Jurisdiction Analysis Year 2035


LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 3 3 1 Lane Group L T T R Volume (vph) 870 1350 350 190 % Heavy Vehicles 4 4 4 4 PHF 0.90 0.90 0.90 0.90 Pretimed/Actuated (P/A) A P P P Startup Lost Time 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 150 Lane Width 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 Minimum Pedestrian Time 3.2 3.2 Phasing EB Only Thru & RT 03 04 05 06 07 08

Timing G = 75.0 G = 35.0 G = 0.0 G = 0.0 G = G = G = G = Y = 5 Y = 5 Y = 0 Y = 0 Y = Y = Y = Y =


EB WB NB SB



v/c Ratio 0.46 0.30 0.27 0.10

Green Ratio 0.63 1.00 0.29 0.29

Uniform Delay d1 11.8 0.0 32.7 31.0

Delay Factor k 0.11 0.50 0.50 0.50


Lane Group LOS B A C C


Approach LOS A C

Intersection Delay 9.0 Intersection LOS ACopyright © 2005 University of Florida, All Rights Reserved HCS+TM Version 5.21 Generated: 7/6/2010 3:08 PM


7/6/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\s2k16FD.tmp

D-150


Analyst ZPH Agency or Co. BAKER Date Performed 03/04/10 Time Period PM Peak Hour

Intersection East Area Type All other areas Jurisdiction Analysis Year 2035


LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 2 3 3 1 Lane Group L T T R Volume (vph) 790 720 1140 210 % Heavy Vehicles 4 4 4 4 PHF 0.90 0.90 0.90 0.90 Pretimed/Actuated (P/A) A P P P Startup Lost Time 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 180 Lane Width 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 Minimum Pedestrian Time 3.2 3.2 Phasing EB Only Thru & RT 03 04 05 06 07 08



EB WB NB SB



v/c Ratio 0.63 0.16 0.51 0.04

Green Ratio 0.42 1.00 0.50 0.50

Uniform Delay d1 27.6 0.0 20.1 15.3

Delay Factor k 0.21 0.50 0.50 0.50


Lane Group LOS C A C B


Approach LOS B C




D-151


Analyst ZPH Agency or Co. BAKER Date Performed 03/04/10 Time Period AM Peak

Intersection West Area Type All other areas Jurisdiction Analysis Year 2035


LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 3 1 1 4 1 Lane Group T R L T R Volume (vph) 2180 100 60 920 40 % Heavy Vehicles 4 4 4 4 4 PHF 0.90 0.90 0.90 0.90 0.90 Pretimed/Actuated (P/A) P P A P Startup Lost Time 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 30 Lane Width 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 Minimum Pedestrian Time 3.2 3.2 3.2 Phasing WB Only Thru & RT 03 04 05 06 07 08

Timing G = 10.0 G = 100.0 G = 0.0 G = 0.0 G = G = G = G =

Y = 5 Y = 5 Y = 0 Y = 0 Y = Y = Y = Y = Duration of Analysis (hrs) = 0.25 Cycle Length C = 120.0 Lane Group Capacity, Control Delay, and LOS Determination

EB WB NB SB

Adjusted Flow Rate 2422 111 67 1022 11

Lane Group Capacity 4147 1294 145 6635 132

v/c Ratio 0.58 0.09 0.46 0.15 0.08

Green Ratio 0.83 0.83 0.08 1.00 0.08

Uniform Delay d1 3.2 1.8 52.4 0.0 50.8

Delay Factor k 0.50 0.50 0.11 0.50 0.11

Incremental Delay d2 0.6 0.1 2.3 0.0 0.3 PF Factor 1.000 1.000 1.000 0.950 1.000 Control Delay 3.9 1.9 54.8 0.0 51.0

Lane Group LOS A A D A D


Approach LOS A A D



7/6/2010file://C:\Documents and Settings\JMasinick\Local Settings\Temp\s2k170F.tmp

D-152


Analyst ZPH Agency or Co. BAKER Date Performed 03/04/10 Time Period PM Peak

Intersection West Area Type All other areas Jurisdiction Analysis Year 2035


LT TH RT LT TH RT LT TH RT LT TH RT Number of Lanes 3 1 1 4 1 Lane Group T R L T R Volume (vph) 1310 110 330 2600 200 % Heavy Vehicles 4 4 4 4 4 PHF 0.90 0.90 0.90 0.90 0.90 Pretimed/Actuated (P/A) P P A P Startup Lost Time 2.0 2.0 2.0 2.0 2.0 Extension of Effective Green 2.0 2.0 2.0 2.0 2.0 Arrival Type 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 11 0 0 0 0 150 Lane Width 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N Parking/Hour Bus Stops/Hour 0 0 0 0 0 Minimum Pedestrian Time 3.2 3.2 3.2 Phasing WB Only Thru & RT 03 04 05 06 07 08



EB WB NB SB

Adjusted Flow Rate 1456 110 367 2889 56

Lane Group Capacity 3243 1012 460 6635 419

v/c Ratio 0.45 0.11 0.80 0.44 0.13

Green Ratio 0.65 0.65 0.26 1.00 0.26

Uniform Delay d1 10.3 7.8 41.1 0.0 33.6

Delay Factor k 0.50 0.50 0.34 0.50 0.11

Incremental Delay d2 0.5 0.2 9.6 0.2 0.1 PF Factor 1.000 1.000 1.000 0.950 1.000 Control Delay 10.7 8.1 50.7 0.2 33.7

Lane Group LOS B A D A C


Approach LOS B A C




D-153