Transcription
Roberts Road Typical SectionSection ‘A’ - Begins at STA: 97 00Section ‘B’ - From STA: 96 00 To STA: 97 00Pavement DesignFriction Couse - 9.5 (1.5”)Type SP - 12.5 Structural Course (2”)10” Limerock Base CourseLBR 100/98% Maximum DensityPer AASHTO T-180Primed Entire Width12” Stabilized SubgradeLBR 100/98% Maximum DensityPer AASHTO T-180Sheet 90
Sheet 91
Roberts Road Typical Section - Sheet 93Pavement DesignFriction Couse - 9.5 (1.5”)Type SP - 12.5 Structural Course (2”)10” Limerock Base CourseLBR 100/98% Maximum DensityPer AASHTO T-180Primed Entire Width12” Stabilized SubgradeLBR 100/98% Maximum DensityPer AASHTO T-180Sheet 92
Sheet 93
Roberts Road Typical Section - Sheet 95Pavement DesignFriction Couse - 9.5 (1.5”)Type SP - 12.5 Structural Course (2”)10” Limerock Base CourseLBR 100/98% Maximum DensityPer AASHTO T-180Primed Entire Width12” Stabilized SubgradeLBR 100/98% Maximum DensityPer AASHTO T-180Sheet 94
Sheet 95
Roberts Road Typical SectionSection ‘A’ - Begins at STA: 108 50Section ‘B’ - Begins at STA: 111 75Pavement DesignFriction Couse - 9.5 (1.5”)Type SP - 12.5 Structural Course (2”)10” Limerock Base CourseLBR 100/98% Maximum DensityPer AASHTO T-180Primed Entire Width12” Stabilized SubgradeLBR 100/98% Maximum DensityPer AASHTO T-180Sheet 96
Sheet 97
Lige Branch LaneThe intersection of Lige Branch Lane at Roberts Road is atwo-way, stop-controlled T-intersection with Lige BranchLane being the east leg to the intersection controlled by astop sign and Roberts Road operating as free-flow. Thisintersection was not counted and no operational analysiswas performed. An exclusive left-turn lane is present inthe southbound direction and an exclusive right-turn laneis present in the northbound direction. As summarized inTables 8 and 9, the existing turn lane lengths are sufficient toaccommodate the existing traffic queues.Needs: NonePavement DesignFriction Couse - 9.5 (1.5”)Type SP - 12.5 Structural Course (2”)10” Limerock Base CourseLBR 100/98% Maximum DensityPer AASHTO T-180Primed Entire Width12” Stabilized SubgradeLBR 100/98% Maximum DensityPer AASHTO T-180Sheet 98Roberts Road Typical SectionSection ‘A’ - Begins at STA: 112 90Section ‘B’ - Begins at STA: 114 00
Sheet 99
Greenridge Circle WestThe intersection of Greenridge Circle West at Roberts Road is atwo-way, stop-controlled T-intersection with Greenridge CircleWest being the west leg to the intersection controlled by a stopsign and Roberts Road operating as free-flow. This intersectionwas not counted and no operational analysis was performed. Anexclusive left-turn lane is present in the northbound direction. Assummarized in Tables 8 and 9, the intersection is also required tohave a southbound right-turn lane. The existing northbound leftturn lane is anticipated to require 25 feet of storage and 155 feetof deceleration and taper distance for a total turn lane length of180 feet. The existing northbound left-turn lane is approximately115 feet long and requires an additional 65 feet to accommodatethe full storage, deceleration, and taper length. Since the proposedsouthbound right-turn lane will operate as uncontrolled, a storagelength is not required and the total required length is therefore 155feet to accommodate deceleration and taper.Needs: New 155-foot southbound right-turn laneAdditional 65 feet of storage for northbound left-turn laneRoberts Road Typical SectionMallard Landing BoulevardThe intersection of Mallard Landing Boulevard at Roberts Road is a twoway, stop-controlled T-intersection with Mallard Landing Boulevard beingthe east leg to the intersection controlled by a stop sign and Roberts Roadoperating as free-flow. As summarized in Tables 6 and 7, the Mallard LandingBoulevard stop-controlled approach currently operates at LOS C during theAM Peak Hour and LOS B during the PM Peak Hour. As summarized inTables 8 and 9, the intersection has no existing turn lanes yet is required tohave a northbound right-turn lane and southbound left-turn lane. Since theproposed northbound right-turn lane will operate as uncontrolled, a storagelength is not required and the total required length is therefore 155 feet toaccommodate deceleration and taper. The proposed southbound left-turnlane is anticipated to require 25 feet of storage and 155 feet of deceleration andtaper distance for a total turn lane length of 180 feet.Needs: Sheet 100New 155-foot northbound right-turn laneNew 180-foot southbound left-turn laneSection ‘A’ - Begins at STA: 115 75 andContinues from STA: 120 00Section ‘B’ - From STA: 118 50 To 120 00Section ‘C’ - From STA: 118 50 To 120 00Pavement DesignFriction Couse - 9.5 (1.5”)Type SP - 12.5 Structural Course (2”)10” Limerock Base CourseLBR 100/98% Maximum DensityPer AASHTO T-180Primed Entire Width12” Stabilized SubgradeLBR 100/98% Maximum DensityPer AASHTO T-180
Sheet 101
Roberts Road Typical SectionSection ‘A’ - Begins at STA: 122 85Section ‘B’ - From STA: 121 00 To STA: 123 00Pavement DesignFriction Couse - 9.5 (1.5”)Type SP - 12.5 Structural Course (2”)10” Limerock Base CourseLBR 100/98% Maximum DensityPer AASHTO T-180Primed Entire Width12” Stabilized SubgradeLBR 100/98% Maximum DensityPer AASHTO T-180Sheet 102
Sheet 103
Pavement DesignFriction Couse - 9.5 (1.5”)Type SP - 12.5 Structural Course (2”)10” Limerock Base CourseLBR 100/98% Maximum DensityPer AASHTO T-180Primed Entire Width12” Stabilized SubgradeLBR 100/98% Maximum DensityPer AASHTO T-180Highland Forest DriveRoberts Road Typical SectionSection ‘A’ - From STA: 122 50 To STA: 126 00Section ‘B’ - From STA: 126 00 To STA: 129 00Section ‘C’ - Begins at STA: 129 00Sheet 104The intersection of Highland Forest Drive at Roberts Road is a two-way,stop-controlled T-intersection with Highland Forest Drive being the west legto the intersection controlled by a stop sign and Roberts Road operating asfree-flow. As summarized in Tables 6 and 7, the Highland Forest Drive stopcontrolled approach currently operates at LOS C during the AM and PM PeakHours. An exclusive right-turn lane is present in the southbound direction.As summarized in Tables 8 and 9, the intersection is not required to have anyadditional turn lanes. The southbound right-turn lane operates as uncontrolledand no storage length is required. The total required length is therefore 155feet to accommodate deceleration and taper. The existing southbound rightturn lane is approximately 150 feet long and requires an additional 5 feet toaccommodate the full deceleration and taper length.Needs: Additional 5 feet of deceleration for southbound right-turn lane
Sheet 105
Pavement DesignFriction Couse - 9.5 (1.5”)Type SP - 12.5 Structural Course (2”)10” Limerock Base CourseLBR 100/98% Maximum DensityPer AASHTO T-180Primed Entire Width12” Stabilized SubgradeLBR 100/98% Maximum DensityPer AASHTO T-180Roberts Road Typical SectionSection ‘A’ - Begins at STA: 129 20Section ‘B’ - Begins at STA: 130 75Section ‘C’ - Begins at STA: 131 75Sheet 106
Sheet 107
Mallard Lake Ave. / Beluthahatchee RoadThe intersection of Mallard Lake Avenue/Beluthahatchee Road at Roberts Roadis a two-way, stop-controlled intersection with Mallard Lake Avenue beingthe east leg to the intersection controlled by a stop sign, Beluthahatchee Roadbeing the west leg to the intersection controlled by a stop sign, and RobertsRoad operating as free-flow. As summarized in Tables 6 and 7, the MallardLake Avenue stop-controlled approach currently operates at LOS C during theAM Peak Hour and LOS B during the PM Peak Hour and the BeluthahatcheeRoad stop-controlled approach operates at LOS C during the AM Peak Hourand LOS D during the PM Peak Hour. As summarized in Tables 8 and 9, theintersection has no existing turn lanes yet is required to have a northboundright-turn lane. Since the proposed northbound right-turn lane will operate asuncontrolled, a storage length is not required and the total required length istherefore 155 feet to accommodate deceleration and taper.Roberts Road Typical Section - Sheet 109Needs: New 155-foot northbound right-turn lanePavement DesignFriction Couse - 9.5 (1.5”)Type SP - 12.5 Structural Course (2”)10” Limerock Base CourseLBR 100/98% Maximum DensityPer AASHTO T-180Primed Entire Width12” Stabilized SubgradeLBR 100/98% Maximum DensityPer AASHTO T-180Sheet 108
Sheet 109
Per AASHTO T-180 Roberts Road Typical Section Section ‘A’ - From STA: 122 50 To STA: 126 00 Section ‘B’ - From STA: 126 00 To STA: 129 00 Section ‘C’ - Begins at STA: 129 00. Sheet 105. Sheet 106 Pavement Design Friction Couse - 9.5 (1.5”) Type SP - 12.5 Structural Course (2”) 10” Limerock Base Course LBR 100/98% Maximum Density Per AASHTO T-180 Primed Entire Width 12 .
