212 Intersections
Topic #625-000-002FDOT Design ManualJanuary 1, 2018212 Intersections212.1GeneralThis chapter provides design criteria and guidance for the geometric layout of at-gradeconventional intersections. Conventional intersections include, 3-leg (T), 4-leg, and Multileg (5 or more legs).Multi-leg conventional intersections should be avoided. Alternatives to existing multi-legintersections include:(1)Converting to a roundabout.(2)Converting one or more legs to a one-way operation(3)Reconfiguring or realigning the intersection to create separate intersections, eachwith no more than four legs.See FDM 201 for design vehicle selection and design speed requirements.See FDM 210 for lane width, median width, and deflection angle requirements.See FDM 222 for requirements concerning pedestrian facilities and FDM 223 for bicyclefacilities.212.1.1Alternative IntersectionsAlternative intersection design is a key component of upgrading our transportationfacilities and improving the mobility and safety of all road users. These innovative designsare becoming more common as increasing traffic demand exceed the limitations oftraditional intersection solutions.Alternative intersections offer the potential to improve safety and reduce delay at lowercost and with fewer impacts than traditional solutions such as adding lanes or gradeseparation. Three of the more common alternative intersection types are: Displaced Left Turn (a.k.a. Continuous Flow Intersection) Restricted Crossing U-Turn (RCUT) Median U-Turn (MUT)212-Intersections1
Topic #625-000-002FDOT Design ManualJanuary 1, 2018The FHWA has published comprehensive informational guides for alternativeintersections which include guidance on how to plan, design, construct, and operatethem. The following link provides access to these guides: FHWA Alternative Designs.These types of alternate intersection designs should be coordinated with the CentralOffice Roadway Design.212.2Intersection ControlConventional intersections utilize one of four control types; yield, stop, all-way stop andsignal.212.2.1Yield ControlCertain channelized movements at intersections and interchanges, and all approaches toroundabouts are often yield controlled. Refer to the MUTCD for information on thelocations where yield control traffic control devices may be appropriate.212.2.2Stop ControlStop-controlled intersections have one or more legs of the intersection controlled by a"STOP" sign (R1-1).Intersections with stop control are a common, low-cost control, which require the trafficon the minor roadway to stop before entering the major roadway. It is used whereapplication of the normal R/W rule is not appropriate for certain approaches at theintersection.To meet the requirements for the assigned access classification, or where U-turnopportunities exist within a corridor, consider limiting stop controlled minor roads ordriveways to “right-in, right-out” only.212.2.3All-Way Stop ControlFor an all-way stop intersection, traffic approaching it from all directions is required to stopbefore proceeding through the intersection. An all-way stop may have multipleapproaches and typically marked with a supplemental signing stating the number ofapproaches.212-Intersections2
Topic #625-000-002FDOT Design ManualJanuary 1, 2018All-way stop control is most effective at the intersection of low-speed, 2-lane roadwaysnot exceeding 1,400 vehicles during the peak hour. All-way stop control should not beused on multilane highways. Guidance for consideration of the application of all-way stopcontrol is provided in the MUTCD.All-way stop control may be used as an interim measure when a traffic signal orroundabout is warranted, but the installation is delayed.212.2.4Signal ControlSignalization provides an orderly and predictable movement of motorized and nonmotorized traffic throughout the highway transportation system. It also provides guidanceand warnings to ensure the safe and informed operation of the traffic stream.Refer to FDM 232 for design criteria for signalization.212.3Intersection TypesConventional intersection configurations include flared and channelized intersections(divided and undivided). Flared intersections are illustrated in Figure 212.3.1 andchannelized intersections in Figure 212.3.2.Figure 212.3.1 Flared IntersectionsRef: Figure 9-5, 2011 AASHTO Green Book212-Intersections3
Topic #625-000-002FDOT Design ManualJanuary 1, 2018Figure 212.3.2 Channelized IntersectionsRef: Figure 9-6, 2011 AASHTO Green Book212.4Intersection Functional AreaThe functional area of an intersection extends in both directions including auxiliary lanesand their associated channelization. This is illustrated in Figures 212.4.1 and 212.4.2.The functional area on the approach to an intersection or driveway consists of three basicelements:(1)Perception-reaction-decision distance(2)Maneuver distance(3)Queue-storage distance (see FDM 212.14.2)These elements are shown in Figure 212.4.3. The maneuver distance includes thelength needed for both braking and lane changing when there is a left or right turninglane. In the absence of turn lanes, the maneuver distance is the distance to brake to acomfortable stop. The storage length includes the most distant extent of any intersectionrelated queue expected to occur during the design period.212-Intersections4
Topic #625-000-002FDOT Design ManualJanuary 1, 2018Figure 212.4.1 Physical DefinitionFigure 212.4.2 Functional DefinitionRef: Figure 9-1, 2011 AASHTO Green BookRef: Figure 9-1, 2011 AASHTO Green BookFigure 212.4.3 Elements of the Functional AreaRef: Figure 9-2, 2011 AASHTO Green Book212-Intersections5
Topic #625-000-002FDOT Design Manual212.5January 1, 2018Intersection AngleThe intersection angle between two roadways has a significant influence on the safetyand operation of an intersection. Intersection angles are to be as close to 90 degrees aspractical. Intersection angles less than 75 degrees should be avoided for the followingreasons:(1)Heavy skew angles increase the intersection crossing length, exposing vehicles,pedestrians, and cyclists to conflicting traffic streams for longer periods of time.This is of particular concern at stop-controlled approaches on high speed facilities.(2)The road user’s sight angle to the crossing leg becomes restricted due to the skew,making it difficult to see conflicting vehicles and to perceive safe crossing gaps.(3)Turning movements are difficult because of the skew. Additional pavement maybe necessary to accommodate the turning of large trucks.(4)Turning movements or positioning may be confusing and require additionalchannelization.(5)Increased open pavement areas of highly skewed intersections increaseconstruction and maintenance costs.Evaluate intersections with severe skew angles and crash histories for geometricimprovements as shown in Figure 212.5.1. A high incidence of right-angle crashes is anindicator that improvements may be justified.Figure 212.5.1 Intersection ReconfigurationsRef: Figure 9-14, 2011 AASHTO Green Book212-Intersections6
Topic #625-000-002FDOT Design Manual212.6January 1, 2018Lane TapersStandard taper lengths for auxiliary lanes are given in FDM 212.14. Taper length is basedon the following equations:(1)Merging Taper (L):(a)For design speeds 40 mph: L (W*S2)/60(b)For design speeds 45 mph: L W*SWhere:(2)L Taper length (feet)W Width of offset (feet)S Design speed (mph)Shifting Taper is equal to Merging Taper (L) / 2.Minimum deceleration lengths are illustrated in Exhibit 212-1. Additional information onlane transitions (add or drop) are provided in Exhibits 212-2 and 212-3.212-Intersections7
MEDIAN TURN LANESMINIMUM DECELERATION LENGTHSTraffic SeparatorConcrete CurbBegin Lane LineTaper 100'Begin Lane LineL L Queue Length(Measured From StopL Bar Location)LBrakes Applied After TurningVehicle Clears Through Lane;Entry Speed:10 mph Below Design SpeedFor Urban ConditionDOUBLE LEFT TURNAverage Running Speed ForRural ConditionDelineator Post10'2" Misc. Asphalt Pavt.Concrete CurbTaper 50'Begin Lane LineL Stop Bar (If Required)L Queue LengthLBrakes Applied After TurningVehicle Clears Through LaneEntry Speed:10 mph Below Design SpeedFor Urban ConditionSINGLE LEFT TURNAverage Running Speed ForRural ConditionMEDIAN TURN LANESURBAN CONDITIONSClearance Brake ToRURAL CONDITIONSDesignEntryBrake cel.Clearance(mph)(mph)L nceL (ft.)L (ft.)L (ft.)L (ft.)L (ft.)L 21452604052306555170290460270NOT TO SCALEEXHIBIT 212-101/01/2018
LANE TRANSITIONS: 4-LANE ROADWAYSTaCRCRVariesTaTdVariesSee Exhibit 212-1 ForQueue LengthDeceleration Length (L)DESIGNSPEEDTa (ft.)Td(mph)TWO-WAY LEFT-TURN LANES1:25 3030-45 451:4, 50 ft. min.1:301:40Note: For locations with unrelocatable control pointsminimum taper rates for lane drop (T ) will be 1:20.dCRCRL (See Exhibit 212-3 )dTaSee Exhibit 212-1 ForQueue LengthDeceleration Length (L)UNDIVIDED FLARED - SYMMETRICALNOT TO SCALEEXHIBIT 212-201/01/2018
LANE TRANSITIONS: 2-LANE ROADWAYSLaCRLd50'See Exhibit 212-1Queue LengthFor Deceleration Length (L)LEFT SIDE WIDENINGCRLdLd50'See Exhibit 212-1Queue LengthFor Deceleration Length (L)CENTERED WIDENINGCR300' (Desirable) (1: 25)LdLa50'See Exhibit 212-1Queue LengthFor Deceleration Length (L)RIGHT SIDE WIDENINGFLARED & PAINTED LEFT TURNS FOR 2-LANE ROADWAYSDESIGNL (Ft.)aSPEEDL (Ft.)dMINIMUM UNDERMINIMUM INTSNOT TO SCALEEXHIBIT 212-301/01/2018
Topic #625-000-002FDOT Design Manual212.7January 1, 2018Lane ShiftsLane shifts through intersections should meet the requirements for non-mergingconditions. Pavement markings should be used through the intersection to providepositive guidance to the motorist. The shifting taper length is controlled by the size of theintersection and the deflection angle. Although deflections through intersections arediscouraged, there may be conditions where they are necessary.The maximum deflection angles at intersections to be used in establishing the horizontalalignment are given in Table 212.7.1.Table 212.7.1 Maximum Deflection Angle Through IntersectionMaximum Deflection Angle Through Intersection (DM)Design Speed (mph) 20253035404516 00'11 00'8 00'6 00'5 00'3 00'(1) Deflection angle used is not to cause a lane shift (W) of more than 6 feet from stop bar to stop bar.212-Intersections11
Topic #625-000-002FDOT Design Manual212.8January 1, 2018Profile GradesThe profile grade line defines the vertical alignment for construction. The grade line of themainline road is typically carried through the intersection and the minor cross road (or crossstreet) is adjusted to it. This design involves a transition in the crown of the cross road toan inclined cross section at its junction with the mainline road, as illustrated inFigure 212.8.1.The break in the cross road profile at the center of the intersection should be accomplishedwith a vertical curve.Vertical alignments at or near intersections should provide traffic lanes that are:(1)Clearly visible and understandable to drivers for any desired direction of travel,(2)Free from sudden appearance of potential conflicts, and(3)Consistent in design with the portions of the highway just traveled.Steep grades at intersections may increase or decrease stopping or acceleration distance.Avoid grades in excess of 3% on intersecting roads in the vicinity of the intersection.Where conditions make such designs impractical, grades should not exceed 6%.Provide adequate sight distance along both intersecting roads and across their includedcorners, even where one or both intersecting roads are on vertical curves. The gradientsof intersecting roads should be as flat as practical on those sections that are to be usedfor storage of stopped vehicles.212-Intersections12
Topic #625-000-002FDOT Design ManualJanuary 1, 2018Figure 212.8.1 Cross Street Intersection Transition212-Intersections13
Topic #625-000-002FDOT Design Manual212.8.1January 1, 2018Special ProfilesSpecial profiles for certain roadway elements may be necessary to ensure a safe,efficient, well-drained and smooth roadway system. Elements that may require specialprofiles include pavement edges or gutter flow lines at street intersections, profile gradelines, intersection plateaus, curb returns, and special superelevation details. Specialprofiles are developed at close intervals and large scale to clearly identify all constructiondetails of these elements.212.8.2PlateauingIn some instances, it is desirable for the cross road to receive the same profileconsiderations as the mainline road. To provide this "equal treatment", with respect toprofile, a technique commonly known as intersection plateauing is applied. Plateauingrefers to flattening of the intersection and the transition of both roadway profiles and crossslopes on the intersection approaches.Provide a profile combination that provides a smooth transition and adequate drainagewhen applying intersection plateauing. Transition slope rates are to meet the valuesprovided in Table 212.8.1; however, the minimum length of cross slope transition is 50feet for design speeds less than or equal to 35 mph and 75 feet for design speeds of 40mph or greater.An example of a plateaued intersection is illustrated in Figure 212.8.2.Table 212.8.1 Slope Rates for Intersection ApproachesDesign Speed (mph)Slope 90212-Intersections14
Topic #625-000-002FDOT Design ManualJanuary 1, 2018Figure 212.8.2 Example of Plateaued Intersection212-Intersections15
Topic #625-000-002FDOT Design Manual212.9January 1, 2018Median OpeningsLocate and design median openings to meet traffic requirements in accordance with theaccess management plan for the facility. See FDM 201.3 for more information on accessmanagement plans and decision making.See FDM 210.3 for additional requirements for medians at intersections.The following conditions may require additional median width: accommodation for trees (provide space above and below ground for growth) offset turn lanes directional median openings dual and triple left turn lanesThe overall length of a full median opening is typically the same width as the intersectingroad (including shoulders) which is sufficient to accommodate the swept path of leftturning vehicles. Median functions and minimum widths are provided in Table 212.9.1.For un-signalized intersections, median openings should not be longer than the requiredlength to avoid multiple vehicles attempting to stop within the opening.Table 212.9.1 Minimum Median WidthMedian FunctionMinimum Width (feet)Separation of opposing traffic4Provision for pedestrian refuge6Provision for storage of left-turning vehiclesSee Table 210.3.1Provision for protection of vehicles crossing through lanes22Provision for U-turns, left turn lane to outside lanes30Provision for Dual Left Turn Lanes and U Turns42The control radius refers to a radius that must be considered in establishing the locationof median or traffic separator ends on divided highways and the stop bar on undividedhighways. Provide this radius for left-turn movements when appropriate.Design guidance on minimum edge-of-traveled-way design for various design vehicles isprovided in FDM 212.12.1.212-Intersections16
Topic #625-000-002FDOT Design ManualJanuary 1, 2018For the central part of the turn the use of compound curves is not necessary and the useof simple curves is satisfactory. Table 212.9.2 provides control radii for minimum-speedturns (10 to 15 mph) that can be used for establishing the location of the median ends.Table 212.9.2 Control Radii for Minimum Speed TurnsDesign VehiclesAccommodatedControl Radius (feet)50 (40 min)60 (50 min)75130PredominantPSU-30SU-40, WB-40WB-62FLOccasionalSU-30SU-40, WB-40WB-62WB-67212.9.1U-TurnsMedian width should accommodate passenger vehicle (P) left-turn and U-turnmaneuvers. If adequate median width does not exist for accommodating U-turns, thenconsider adding extra pavement width such as a taper or additional shoulder width. SeeFDM 210.3 for information on median width criteria.In cases where U-turn traffic volumes are high, consider the use of jug handles, loopdesigns, or indirect left turn designs.212.10Stopping Sight DistanceSee FDM 210.11.1 for stopping sight distance requirements.212.11Clear Sight TrianglesEstablish clear sight triangles to assure that drivers are provided a sufficient view of theintersecting highway to identify gaps in traffic and decide when it is safe to proceed.Document the analysis of sight distance for all intersections.Clear sight triangles are the areas along intersection approach legs and across theircommon corners that should be clear of visual hindrances. Dimensions of clear sighttriangles are based on design speed, design vehicle, and the type of traffic control usedat the intersection.212-Intersections17
Topic #625-000-002FDOT Design Manual212.11.1January 1, 2018Stop Control (AASHTO Case B)Figure 212.11.1 illustrates clear sight triangles for intersections and driveways.Figure 212.11.1 Clear Sight TrianglesThe minimum driver-eye setback of 14.5 feet from the edge of the traveled way may beadjusted on any intersection leg only when justified by a documented, site-specific fieldstudy of vehicle stopping position and driver-eye position.Exhibits 212-4 through 212-7 provide intersection sight distances for stop controlledintersections. The tables in the exhibits provide sight distance values for Passengervehicles, Single Unit (SU) Trucks, and Combination vehicles for design speeds rangingfrom 30 mph to 65 mph. Intersection sight distance based on Passenger vehicles issuitable for most intersections; however, consider the values for SU Vehicles orCombination vehicles for intersections with high truck volumes.The following guidance applies to Exhibits 212-4 through 212-7:(1)(2)Limitations(a)The exhibits apply to intersections in all context classifications with stopcontrol or flashing beacon control.(b)The exhibits apply only to intersections with intersecting angles between60 and 120 , and where vertical and horizontal curves are not present.Dimensions212-Intersections18
Topic #625-000-002FDOT Design Manual(3)January 1, 2018(a)Sight distance (d) is measured from the center of the entrance lane of thecrossroad to the center of the near approach lane (right or left) of thehighway.(b)Distances ‘dL’ and ‘dr’ are measured from the centerline of the entrance laneof the crossroad to a point on the edge of the near side outer traffic lane onthe highway.(c)Distance ‘dm’ is measured from the centerline of the entrance lane of thecrossroad to a point on the median clear zone limit or horizontal clearancelimit for the far side road of the highway.Vertical limits(a)Provide a clear sight window throughout the limits of all intersection sighttriangles.(b)Provide a clear line of sight between vehicles at intersection stop locationsand vehicles on the highway throughout the limits of all intersection sighttriangles.(c)The reference datum between roadways is 3’-6” above respectivepavements since observations are made in both directions along the line ofsight.212-Intersections19
INTERSECTION SIGHT DISTANCE: 2-LANE UNDIVIDED¡ CrossroadDesignSpeed(mph)Limit Of Clear SightDesigndddLr(Ft.) (Ft.) (Ft.)DesigndSpeed(mph)ddLr(Ft.) (Ft.) (Ft.)Speed(mph)dddLr(Ft.) (Ft.) 4156066547030060840595375601015 7204556572051032565910645410651100 780495Limit Of Clear SightdLdrddPassenger VehicleSU VehicleCombination VehicleSIGHT DISTANCE (d) AND RELATED DISTANCES L(d , dr ) (FEET)2 LANE UNDIVIDED2-LANE UNDIVIDED¡ CrossroadLimit Of Clear SightLimit Of Clear SightdLdrdd2-LANE WITH LEFT TURN LANEDesignSpeed(mph)DesigndddLr(Ft.) (Ft.) (Ft.)DesigndSpeed(mph)ddLr(Ft.) (Ft.) (Ft.)Speed(mph)dddLr(Ft.) (Ft.) 6071039027060900495340601080 5904106576542029065975535370651170 640440Passenger VehicleSU Vehicle205NOT TO SCALECombination VehicleSIGHT DISTANCE (d) AND RELATED DISTANCES L(d , dr ) (FEET)LEGENDNOTE:1. See Figure 212.11.1 for origin of clear sight line on the minor road.2-LANE WITH LEFT TURNAreas Free Of Sight ObstructionsEXHIBIT 212-401/01/2018
INTERSECTION SIGHT DISTANCE: 4-LANE UNDIVIDEDDesign¡ CrossroadSpeed(mph)Limit Of Clear SightLimit Of Clear SightdLdrDesigndddLr(Ft.) (Ft.) (Ft.)DesigndSpeed(mph)ddLr(Ft.) (Ft.) (Ft.)Speed(mph)dddLr(Ft.) (Ft.) 3256070550023060900640295601080 7653556576554525065975690320651170 830385Passenger VehicleSU VehicleCombination VehicleddSIGHT DISTANCE (d) AND RELATED DISTANCES L(d , dr ) (FEET)4 LANE UNDIVIDED4-LANE UNDIVIDEDDesignSpeed(mph)dLDesigndddLr(Ft.) (Ft.) (Ft.)DesigndSpeed(mph)ddLr(Ft.) (Ft.) (Ft.)Speed(mph)dddLr(Ft.) (Ft.) 050800440230505202755569038020055880485255551045 5753006075041021560960525280601140 62533065815450235651040 570300651235 675355drPassenger VehicledSU VehicleCombination VehicledSIGHT DISTANCE (d) AND RELATED DISTANCES L(d , d ) (FEET)r4-LANE UNDIVIDED WITH LEFT TURN LANE4-LANE UNDIVIDED WITH LEFT TURN LANEDesignSpeed(mph)dLdrddLr(Ft.) (Ft.) (Ft.)DesigndSpeed(mph)ddLr(Ft.) (Ft.) (Ft.)Speed(mph)dddLr(Ft.) (Ft.) 0570170509506752055569049015055880625190551045 7402256075053016060960680205601140 81024565815580175651040 740220651235 875265Passenger VehicleddDesigndSU VehicleCombination VehicleSIGHT DISTANCE (d) AND RELATED DISTANCESL(d , rd ) (FEET)4-LANE UNDIVIDED WITH LEFT TURN LANE AND OPTIONAL LANE4-LANE UNDIVIDED WITH LEFT TURN LANE AND OPTIONAL LANENOT TO SCALELEGENDNOTE:Areas Free Of Sight Obstructions1. See Figure 212.11.1 for origin of clear sight line on the minor road.EXHIBIT 212-501/01/2018
INTERSECTION SIGHT DISTANCE: 4-LANE DIVIDED¡ CrossroadSee INSET ASee INSET B*Median 22' or Less25'-64' Median*DesignSpeed(mph)DesignddddLrm(Ft.) (Ft.) (Ft.) (Ft.)Speed(mph)Limit Of Clear SightddddLvvL(Ft.) (Ft.) (Ft.) 6585060518570065765545720520Limit Of Clear SightLimit Of MediandrSight ObstructiondmdLdd4-LANE DIVIDEDPassenger VehicleMedian 35' or Less40'-64' MedianDesignSpeed(mph)dvddddLrm(Ft.) (Ft.) (Ft.) (Ft.)Speed(mph)ddddLvvL(Ft.) (Ft.) (Ft.) *Design70019584055825585770600601080 76521591560900640840655651170 83023099065975690910710dvL*INSET BWhere The Median Is Sufficiently Wide For The Design Vehicle To Pause In The Median (VehicleSU Vehicle* Lateral Offset For Restricted ConditionsLength Plus 6' Min.) The Clear Line Of Sight To The Right (dV ) Is Measured From The VehicleClear Zone For Nonrestricted ConditionsPause Location, i.e., Not From The Cross Road Stop Position; Distances dr & dm Do Not Apply.Median 30' or Less35'-50' MedianDesignSpeed(mph)64' MedianDesignddddLrm(Ft.) (Ft.) (Ft.) (Ft.)Speed(mph)INSET ADesignddddLrm(Ft.) (Ft.) (Ft.) (Ft.)Speed(mph)ddddLvvL(Ft.) (Ft.) (Ft.) 0 71015587545810575760645501025 725200860501110 79017097050900640845720551130 800220950551225 870190 107055990700930790601230 870240 1035601335 945205 1165601080 765 1015 865651335 945260 1120651445 1025 225 1265651165 825 1100 935Combined VehiclesNOTES FOR 4-LANE DIVIDED ROADWAY1.See Figure 212.11.1 for origin of clearsight line on the minor road.Vehicle TypeVehicle Length (Ft.)Passenger (P)19Single Unit(SU)30Large SchoolBus40WB-4045.5WB-50552.Values shown in the tables are thegoverning (controlling) sight distancescalculated based on 'AASHTO Case B Intersection with Stop Control on theMinor Road.'SIGHT DISTANCES (d) & (d(dr, d ,m d & d) (FEET)v ) AND RELATED DISTANCESLVLNOT TO SCALELEGENDAreas Free Of Sight ObstructionsEXHIBIT 212-601/01/2018
INTERSECTION SIGHT DISTANCE: 6-LANE DIVIDED¡ CrossroadSee INSET ASee INSET B*25'-64'MEDIANSpeed(mph)ddddxLrm(Ft.) (Ft.) (Ft.) (Ft.)DesignSpeedMedian 22' or LessDesignddLdv*Limit Of Clear SightdvLLimit Of Clear SightLimit Of MediandrSight 654806590064017076565815580720520dmdLd (dx For One-Step Crossing)d (dx For One-Step Crossing)6-LANE DIVIDEDPassenger VehicledvMedian 35' or Less40'-64' MedianDesignSpeed(mph)*DesignddddLrmx(Ft.) (Ft.) (Ft.) (Ft.)Speed(mph)dvLddddLvvL(Ft.) (Ft.) (Ft.) 0 74517091555885625770600601145 81018599560965685840665651240 880200 10801045 74091071065Where The Median Is Sufficiently Wide For The Design Vehicle To Pause In The Median (VehicleSU VehicleINSET BLength Plus 6' Min.) The Clear Line Of Sight To The Right (dv ) Is Measured From The Vehicle* Lateral Offset For Restricted ConditionsPause Location, i.e., Not From The Cross Road Stop Position; Distances dr & dm Do Not Apply.Median 30' or Less35'-50' MedianDesignSpeed(mph)ddddxLrm(Ft.) (Ft.) (Ft.) (Ft.)Speed(mph)INSET A64' MedianDesignDesignddddxLrm(Ft.) (Ft.) (Ft.) (Ft.)Speed(mph)ddddLvvL(Ft.) (Ft.) (Ft.) 45409306601308254076054068057545970690165835451045 74014593045855605760645930Clear Zone For Nonrestricted Conditions501080 765185501165 825160 103550675845720551185 840200 1025551280 905175 1140551045 740950930790601290 915220 1115601395 990190 1240601140 805 1015 865651400 990235 1210651510 1070 210 1340651235 875 1100 935NOTES FOR 6-LANE DIVIDED ROADWAYVehicle TypeVehicle Length (Ft.)Passenger (P)191.See Figure 212.11.1 for origin of clearsight line on the minor road.Single Unit(SU)30Large SchoolBus40governing (controlling) sight distancesWB-4045.5calculated based on 'AASHTO Case B -WB-50552.Values shown in the tables are theIntersection with Stop Control on theCombined VehiclesMinor Road.'NOT TO SCALESIGHT DISTANCES (d), (dV ) & (dX ) AND RELATED DISTANCESL (dr, d ,m d & dvL ) (FEET)LEGENDAreas Free Of Sight ObstructionsEXHIBIT 212-701/01/2018
Topic #625-000-002FDOT Design Manual212.11.2January 1, 2018All-Way Stop Control (AASHTO Case E)Provide clear sight lines on each of the approach legs for all-way stop controlledintersections.212.11.3Signal Control (AASHTO Case D)For signalized intersections incorporate the following:(1)Develop sight distances based on AASHTO ‘Case D-Intersections with SignalControl’.(2)The first vehicle stopped on any approach leg is visible to the driver of the firstvehicle stopped on each of the other approach legs.(3)For permissive left turns provide sufficient sight distance for left turning vehicles toselect gaps in oncoming traffic and complete left turns.(4)If a traffic signal is to be placed on two-way flashing operation (i.e. flashing yellowon the major road approaches and flashing red on the minor road approaches)under off peak or nighttime conditions, then provide the appropriate departure sighttriangles for AASHTO Case B (Stop Control on the Minor Road).(5)If right turns on red are permitted from any approach leg then provide theappropriate departure sight triangle to the left for AASHTO Case B above.212.11.4Left Turn from Highway (AASHTO Case F)Provide sufficient sight distance to accommodate a left turn maneuver for locations whereleft turns across opposing traffic are permitted. Table 212.11.1 provides clear sightdistance values for left turn from highway.For additional information on determining the sight distance refer to Chapter 9 ofAASHTO’s A Policy on Geometric Design of Highways and Streets.212-Intersections24
Topic #625-000-002FDOT Design ManualJanuary 1, 2018Table 212.11.1 Sight Distance for Left Turn from HighwayDesignSpeed(mph)25-303540451 Lane 5da (feet)2 Lane 53 Lane 0Notes:(1) Provide a lateral offset (LO) of 6' as shown in the diagram above. db may be determined by theequation db da (w/(w 12)). For roadways with non-restricted conditions, da and db should be basedon the geometry for the left turn storage and on clear zone widths.(2) For wide medians where the turning vehicle can approach the through lane at or near 90 , use dvalues from tables in Exhibits 212-6 and 212-7. (The clear sight line origin is assumed to be 14.5feet from the edge of the near travel lane.212.11.5On-Street ParkingTable 212.11.2 provides parking restrictions for intersections; including mid-blockcrossi
FDOT Design Manual 212-Intersections 212 Intersections 212.1 General This chapter provides design criteria and guidance for the geometric layout of at-grade conventional intersections. Conventional intersections include, 3-leg (T), 4-leg, and Multi-leg (5 or more legs). Multi-leg conventional intersections should be avoided.
Department of Neurological Surgery Division of Pain Medicine Department of Physical Department of Neurology Dr. Härtl Tel: 212-746-2152/ Fax: 212-746-8339 Department of Anesthesiology Medicine and Rehabilitation Tel: 646-962-3202 Dr. Elowitz Tel: 212-746-2870/ Fax: 212-746-8339 Tel: 646-962-7246 Tel: 212-746-1500 Fax: 646-962-0511
Nov 08, 2005 · Michael Thearle Michael Mazzola Andrew Carey Aracelis Lucero Brian Marchellos Pete Woroniecki Matt Linnane email: repo trade support DATA ENTRY Eleuterio Marcelino (Marcie) INFINITY SYSTEMS SUPPORT Ruth Weinreich Alex Robayo Hot Line 212-526-7121 212-526-7019 212-526-7022 212-526-7023 212-526-7015 212-526-7021 212-526
Nov 23, 2020 · 27a. solicitation incorporates by reference far 52.212-1, 52.212-4. far 52.212-3 and far 52.212-5 are attached. addenda are are not attached 27b. contract/purchase order incorporates by reference far 52.212-4. far 52.212-5 is attached. addenda are are not attached 28. contractor is required to sign this document and return copies to issuing office.
Campbell Helicopters Ltd. - Bell 212 Type rating Workbook 2017-001 Page 2 of 19 MODULE 1 - INTRODUCTION TO THE BELL 212 Read: Bell 212 Transition Manual Section 2 - General Description Section 5 - Airframe Bell 212 Flight Manual General Information pages i-iv Bell 212 Manufacturers Data Section 1 - Systems Description Review Questions: 1.
Bart Oosterveld 1.212.553.7914 John Nelson 1.212.553.4096 Lisa Washburn 1.212.553.4133 Robert Kurtter 1.212.553.4453 Gail Sussman 1.212.553.0819 San Francisco . large, fiscally sound issuers in these sectors would likely map
Anne Moore, MD 212-821-0550 almoore@med.cornell.edu Linda Vahdat, MD 212-821-0644 ltv2001@med.cornell.edu Breast Radiation Oncology Mary Katherine Hayes, MD 212-746-3610 mkh2001@med.cornell.edu Michael J. Smith, MD 212-746-3614 mis9146@med.cornell.edu Breast Cancer Genetic Counseling Peter Pressman, MD 212-821-0830 pip2002@med.cornell.edu
Pricing Mortgage-backed Securities September 25, 2006 Sharad Chaudhary 212.583.8199 sharad.chaudhary@bankofamerica.com RMBS Trading Desk Strategy Ohmsatya Ravi 212.933.2006 ohmsatya.p.ravi@bankofamerica.com Qumber Hassan 212.933.3308 qumber.hassan@bankofamerica.com Sunil Yadav 212.847.6817 sunil.s.yadav@bankofamerica.com Ankur Mehta 212.933.2950
This is a digital copy of a book that was preserved for generations on library shelves before it was carefully scanned by Google as part of a project
