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PZ - Meridian and Waltman Intersection - Concept Design Letter Rev1 - 012323
SIX MILE ENGINEERING U, January 23, 2023 Mr. Ethan Mansfield Pre-Development Project Manager Hawkins Companies 855 W. Broad Street, Suite 300 Boise, ID 83702 Subject: Concept Designs for Development Mitigation Meridian Road and Waltman Lane Intersection Dear Ethan: This letter describes alternative improvements at the Meridian Road and Waltman Lane intersection that will provide more capacity and mitigate some of the impacts of additional traffic from the proposed Meridian IC Commercial and Tanner Creek developments. Two improvement options were developed that modify the existing intersection primarily within the existing intersection footprint and right-of-way. Background As detailed in the Tanner Creek traffic impact study (TIS) dated June 2, 2022, the improvements required to mitigate the operational deficiencies at the Meridian Road/Waltman Lane intersection for the 2026 build-out year include adding a fourth northbound and southbound through lane, a second northbound left-turn lane, a second eastbound right-turn lane, and allowing right-turn overlap phasing for the (see Table 1 for existing and TIS mitigation). Additional turn lane storage is required for most turn lanes. Table 1. Meridian Road and Waltman Lane— Existing intersection confi uration and TIS Mitigation TIS Ultimate Mitigation Existing Configuration (2026 Build-Out) -�111Vi (additional mitigation mitigation lanes in red) The ACHD Development Services staff report from July 18, 2022, stated that the TIS mitigation is infeasible because it would require significant redesign and right-of-way and would have impacts to businesses. Six Mile Engineering, PA (208)378-0654 704 E. United Heritage Court, Suite 204 www.sixmile.com Meridian, ID 83642 Ethan Mansfield SIX M I LE January 23, 2023 ENGINEERING Page 2 Six Mile designed the current Meridian Road and Waltman Lane intersection that was constructed in 2009. Having knowledge of the intersection design and site constraints, we evaluated alternative options that would reduce delay for motorists traveling through the intersection and improve access for motorists traveling to and from the existing and proposed developments off Waltman Lane. Concept Design Options Two concept design options that do not require right-of-way were developed. These options are phased options, where Phase 1 can be constructed first followed by Phase 2, alternatively both options could be constructed concurrently. A Phase 3 option that adds additional capacity but requires right-of-way was also developed and is discussed in the following section on page 6. The phased option improvements are summarized in Table 2. Table 2. Phased options improvements Phase 1 Phase 2 Phase 3 Waltman Lane • Add shared through/right turn lane to provide dual right-turn lanes ✓ ✓ ✓ • Increase left-turn and right-turn vehicle storage to meet 2026 build-out needs • Add one westbound receiving lane (two total) Meridian Road Northbound Left-Turn • Add northbound left-turn lane (two total) ✓ ✓ ✓ • Increase left-turn vehicle storage to meet 2026 build-out needs Meridian Road/Main Street Northbound Through • Add northbound through lane and receiving lane X (four total) Meridian Road Southbound Through • Add southbound through lane and receiving lane (four total) )c )c • Increase southbound right-turn and left-turn lane storage as much as possible Central Drive x • Increase left-turn and right-turn storage to meet 2026 build-out needs Not possible due to proximity of Progress Avenue Additional right-of-way required from property owners No No Yes other than Meridian IC Commercial? Exhibits of the Phase 1 and Phase 2 concept options are attached. Six Mile Engineering, PA (208)378-0654 704 E. United Heritage Court, Suite 204 www.sixmile.com Meridian, ID 83642 Ethan Mansfield SIX MILE January 23, 2023 ENGINEERING Page 3 To add the additional lanes and storage, the Phase 1 and Phase 2 concept options have the following modifications to the existing intersection: • Lane Widths: o Lane widths are reduced from 12 feet to 11 feet. • Bike Lanes: o The southbound bike lane on Meridian Road, from Waltman Lane to the 1-84 SPUI, is removed and bicycles will be rerouted to a proposed 10-foot multi- use path on the west side of Meridian Road. • Multi-use Path: o A 10-foot multi-use path with minimum 8-foot landscape buffer is added on the west side of Meridian Road south, from Waltman Lane to the 1-84 westbound on-ramp. o Several pedestrian ramps and select lengths of sidewalk at the intersection will require reconstruction to a 10-foot multi-use path to connect the existing multi-use path on the east side of Main Street to the new multi-use path on Waltman Lane and south Meridian Road. o At the 1-84 SPUI, select pedestrian ramps will require reconstruction to accommodate the multi-use path on the west side of Meridian Road. Southbound bicycles will transition from the new multi-use path to the bicycle lane after crossing the 1-84 westbound on-ramp entrance. • Northbound Dual-Left Turn Lane: o Remove portions of the SPUI median island to increase northbound left-turn storage to meet 2026 build-out storage requirements (475 feet). Southbound left-turn storage for the SPUI is not impacted. o ACHD noted that near-side signal heads should be considered for this movement due to 50% or more of the crashes occurring in the northbound approach and the larger intersection width. This improvement should be incorporated in the redesign phase if dual-left turn lanes are approved. • Shoulder: o The inside shoulder along the median island dividing the northbound left-turn and through lanes is removed to provide additional width for the northbound left-turn lanes. • Waltman Lane: o Increase left-turn and right-turn storage to meet 2026 build-out storage requirements (325 feet and 475 feet, respectively). o Restrict Meridian IC Commercial eastern access to right-in-right-out to prevent left-in queues from spilling into the signalized intersection. o Restrict existing access to ACHD drainage basin and business on northeast corner to right-in/right-out. An eastbound left-in is not possible because it conflicts with the eastbound left-turn queue at the signal. Drivers will have alternate routes to the property via a future extension of Corporate Drive to Waltman Lane. Six Mile Engineering, PA (208)378-0654 704 E. United Heritage Court, Suite 204 www.sixmile.com Meridian, ID 83642 Ethan Mansfield SIX M I LE January 23, 2023 ENGINEERING Page 4 o Provide two westbound receiving lanes for the dual northbound left-turn lanes. To maximize left-turn lane utilization, extend both receiving lanes as far west as possible. For example, the left-hand lane can trap into the farthest west Meridian IC Commercial driveway and the right-hand lane can continue west and will be used by Tanner Creek motorists. • Signal Operations: o Operate the Waltman Lane and Central Drive approaches split phased. For all concept options, the eastbound and westbound left-turn lanes do not have adequate path separation and cannot run concurrently. This mirrors the current traffic signal operations. o Modify the eastbound, northbound and southbound right-turn signal heads to overlap the right-turn movements with left-turn phases. The Phase 2 concept option has the following additional modifications: • Northbound Through Lane: o Widen the east side of Meridian Road 5 feet along the right-turn lane. This widening does not require additional right-of-way. o Widen the west side of Main Street several hundred feet to provide a fourth receiving lane. This widening does not require additional right-of-way. • Shoulder: o The inside shoulder along the median island dividing the northbound left-turn and through lanes is removed to provide additional width for the fourth northbound through lane. Phase 3 Concept Design A third concept option, Phase 3, was developed that provides a fourth southbound through lane but requires additional right-of-way from third parties on both sides of Meridian Road from Waltman Drive to north of Corporate Drive. The multi-use pathway on the Meridian IC frontage shown for Phases 1 and 2 is located to allow the future Meridian Road widening for Phase 3. An exhibit of the Phase 3 concept options is attached. Intersection Operations with Concept Design Options The existing and 2026 build-out operations at the Meridian Road and Waltman Lane intersection are shown in Table 3 and Table 4 on page 5. As described above, the intersection was evaluated with split eastbound and westbound phasing and right-turn overlaps for the eastbound, northbound and southbound right-turns. The TIS evaluated the eastbound and westbound left-turns as concurrently running phases, so the delays shown in the TIS are lower than those shown below. For the Phase 1, 2 and 3 concept options, the proposed reduced 11-foot lane widths were updated in the Synchro HCM6 analysis for the eastbound and southbound lane groups. Six Mile Engineering, PA (208)378-0654 704 E. United Heritage Court, Suite 204 www.sixmile.com Meridian, ID 83642 'd, Ethan Mansfield SIX MILE January 23, 2023 ENGINEERING Page 5 Table 3. Meridian Road and Waltman Lane-Existing and 2026 operations 2026 Build-Out Traffic Peak HCM6 Measure 2022 No Hour of Effectiveness Existing' Improvements Phase 1 Phase 2 Phase 3 Int. Delay, sec/veh 19 125 45 43 42 AM Int. LOS B F D D D Int. v/c Rati02 0.57 0.96 0.86 0.86 0.75 Int. Delay, sec/veh 53 237 94 86 72 PM Int. LOS D F F F E Int. v/c Rati02 0.81 1.48 1.23 1.21 1.09 ' Existing results from Tanner Creek TIS (June 2022) 2 HCM2000 method used for intersection v/c ratio Table 4. Meridian Road and Waltman Lane-Existing and 2026 v/c ratios AM Peak Hour PM Peak Hour 2026 Build-Out Traffic 2026 Build-Out Traffic No No Lane 2022 Improve- 2022 Improve- Group Existing' ments Phase 1 Phase 2 Phase 3 Existing' ments Phase 1 Phase 2 Phase 3 EBL 0.11 0.68 0.46 0.46 0.46 0.10 0.97 0.94 0.94 0.94 EBT 0 0.29 - - - 0.04 0.25 - - - EBR 0.14 3.18 0.54 0.54 0.54 0.22 3.82 0.82 0.82 0.82 WBL 0.76 0.97 0.81 0.81 0.81 0.91 1.37 1.16 1.16 1.16 WBT 0 0.31 0.26 0.26 0.26 0.01 0.23 0.20 0.20 0.20 WBR 0.75 0.97 0.80 0.80 0.80 0.72 1.08 0.91 0.91 0.91 NBL 0 0.97 0.89 0.89 0.89 0.50 1.49 1.15 1.15 1.15 NBT 0.59 0.69 0.75 0.60 0.60 0.92 1.01 1.02 0.86 0.86 NBR 0.34 0.40 0.39 0.39 0.39 0.51 0.59 0.44 0.46 0.46 SBL 0.81 0.81 0.82 0.81 0.81 0.89 1.01 1.19 0.96 0.96 SBT 0.51 0.93 0.81 0.81 0.64 0.73 1.26 1.09 1.09 0.87 SBR 0 0.31 0.22 0.22 0.22 0 0.65 0.45 0.45 0.45 ' Existing results from Tanner Creek TIS(June 2022) Six Mile Engineering, PA (208)378-0654 704 E. United Heritage Court, Suite 204 www.sixmile.com Meridian, ID 83642 Ethan Mansfield SIX M I LE January 23, 2023 ENGINEERING Page 6 To improve the traffic signal operation efficiency at this high-volume intersection, the side-street through phase splits were reduced to values shorter than the required pedestrian crossing time (walk + flashing don't walk + yellow change + red clearance). This reduces overall intersection delay and provides results that are closer to how the traffic signal would be programmed and operated in the field. With ACHD's Trafficware controllers, this is accomplished with a Max II function. If the overall cycle length is large enough to fit all the pedestrian crossing times (if pedestrians are present at all crossings during a single signal cycle), then the pedestrians will be accommodated, and the intersection will not run out of coordination. The cycle lengths used in this analysis — 150 seconds in the AM and 170 seconds in the PM — are from the Tanner Creek TIS and are large enough to accommodate the pedestrian crossing times. The Central Drive approach has existing queues that extend beyond the queue storage in the peak hours and the additional traffic from Meridian IC Commercial and Tanner Creek Subdivision will cause these queues to increase. No improvements are proposed to Central Drive because adding lanes or storage is not feasible with the proximity of businesses and the Corporate Drive all-way stop-controlled intersection. However, with the proposed alternative improvements, the Central Drive queues are expected to be reduced as shown in Table 5. The 95th-percentile queues are calculated with a 25-foot vehicle length. Table 5. Central Drive 95th-percentile queues feet — Existing and 2026 traffic AM Peak Hour PM Peak Hour 2026 Build-Out Traffic 2026 Build-Out Traffic No No Lane 2022 Improve- 2022 Improve- Group Existing' ments Phase 1 Phase 2 Phase 3 Existing' ments Phase 1 Phase 2 Phase 3 WBL 165 225 188 188 188 423 770 648 648 648 WBT 0 58 55 55 55 5 95 93 93 93 WBR 153 230 185 185 185 295 493 420 420 420 ' Existing results from Tanner Creek TIS(June 2022) Sincerely, yta� Leah G. Kelsey, P.E., PTOE Six Mile Engineering, PA (208)378-0654 704 E. United Heritage Court, Suite 204 www.sixmile.com Meridian, ID 83642 100' 200' 300' Meridian Road and Waltman Lane December 8, 2022 Phase 1 kw•: �, - •� . Air 10' multi-use path with _ ' 8' landscape buffer r • t, r 91116 Rebuild ramps for Median curb multi-use ath 10'multi-use path with Rebuild ramps for 8'landscape buffer j multi-use ath � rr Widen existing sidewalk to multi-use path and rebuild ram s for multi-use ath _ 100 '1� R7� •�ai�^ 1 t' 10, Remove median island . , ' .•> > for left-turn stora e , + , ► , Y s ■ 3 A` Rebuild ram s for multi-use ath Increase to WB left-turn and --1- 3 '1� ri ht-turn stora a not ossible �_+� 1° 2° s° Meridian Road and Waltman Lane December 8, 2022 Phase 2 f f IVR � t •+ � r 10, multi-use path with t 8' landsca a buffer:• � ' t Rebuild ramps for 10'multi-use path with Median curb multi-use path Rebuild ramps for 8'landsca a buffer multi-use ath Widen existing sidewalk to 10' F multi-use path and rebuild rams for multi-use path a • 1 J • e,.er r..+Y �I Remove median for left-turn stora a Rebuild curb and sidewalk s` - �-i � to rovide four lanes _ �' 0 Widen 5'to provide four ,� �o +►� '+ +?• • + r NB throu h lanes �`►- 'Rebuild ramps for multi-use path j j - 7i w Increase to WB left-turn and noht-turn storage not ossible' w y i y � •r rt -, -_� x F � f °°' 200' 300' Meridian Road and Waltman Lane December 8, 2022 Phase 3 Oq rK, �. . hJ Air 46 y ! IF ,1 # k Im rovements for Phases 1 and '+ shown in red F r � 1 Improvements for Phase 3 m shown in blue Rebuild ramps for j multi-use path Widen roadway 11 to rovide four SB lanesf . .� Widen roadway T to 21'to provide four SIB through lanes _ 1 and increase turn lane storage =z. ,..► 1 R `` .7• t P s� - e. , o z HCM 6th Signalized Intersection Summary 2022 Existing 3: Meridian Rd & Waltman Ln/Central Dr AIM Peak Hour -*--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r t r ) ttt r ) ttt r Traffic Volume(veh/h) 2 0 1 159 0 72 0 1569 290 67 1495 3 Future Volume(veh/h) 2 0 1 159 0 72 0 1569 290 67 1495 3 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,vehlh/In 1772 1772 1843 1772 1772 1772 1772 1772 1843 1772 1772 1772 Adj Flow Rate,veh/h 5 0 3 201 0 91 0 1669 309 79 1759 4 Peak Hour Factor 0.38 0.38 0.38 0.79 0.79 0.79 0.94 0.94 0.94 0.85 0.85 0.85 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 44 24 21 264 143 121 1 2840 917 98 3466 1076 Arrive On Green 0.01 0.00 0.01 0.08 0.00 0.08 0.00 0.59 0.59 0.06 0.72 0.72 Sat Flow,vehlh 3274 1772 1562 3274 1772 1502 1688 4837 1562 1688 4837 1502 Grp Volume(v),veh/h 5 0 3 201 0 91 0 1669 309 79 1759 4 Grp Sat Flow(s),vehlh/In 1637 1772 1562 1637 1772 1502 1688 1612 1562 1688 1612 1502 Q Serve(g_s),s 0.2 0.0 0.3 8.4 0.0 8.3 0.0 30.5 14.3 6.5 22.7 0.1 Cycle Q Clear(g_c),s 0.2 0.0 0.3 8.4 0.0 8.3 0.0 30.5 14.3 6.5 22.7 0.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 44 24 21 264 143 121 1 2840 917 98 3466 1076 V/C Ratio(X) 0.11 0.00 0.14 0.76 0.00 0.75 0.00 0.59 0.34 0.81 0.51 0.00 Avail Cap(c_a),veh/h 234 127 112 608 329 279 157 2840 917 157 3466 1076 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.00 0.37 0.37 1.00 1.00 1.00 Uniform Delay(d),s/veh 68.2 0.0 68.3 63.0 0.0 63.0 0.0 18.2 14.9 65.1 8.8 5.6 Incr Delay(d2),s/veh 0.8 0.0 2.3 3.4 0.0 6.7 0.0 0.3 0.4 11.3 0.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 0.2 0.0 0.2 6.6 0.0 6.1 0.0 14.4 7.3 5.6 11.9 0.1 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 69.1 0.0 70.6 66.4 0.0 69.7 0.0 18.6 15.3 76.4 9.4 5.6 LnGrp LOS E A E E A E A B B E A A Approach Vol,veh/h 8 292 1978 1842 Approach Delay,s/veh 69.7 67.4 18.0 12.2 Approach LOS E E B B Timer-Assigned Phs 2 3 4 6 7 8 Phs Duration(G+Y+Rc),s 21.3 0.0 106.8 11.9 18.1 88.7 Change Period (Y+Rc),s 10.0 8.0 6.5 10.0 10.0 6.5 Max Green Setting(Gmax),s 26.0 13.0 56.5 10.0 13.0 54.5 Max Q Clear Time(g_c+11),s 10.4 0.0 24.7 2.3 8.5 32.5 Green Ext Time(p-c),s 0.9 0.0 27.1 0.0 0.1 19.5 Intersection Summary HCM 6th Ctrl Delay 19.0 HCM 6th LOS B Notes User approved ignoring U-Turning movement. Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-March 2022 CR Engineering, Inc. HCM2000 Intersection v/c 2022 Existing 3: Meridian Rd & Waltman Ln/Central Dr AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r t r ) ttt r ) ttt r Traffic Volume(vph) 2 0 1 159 0 72 0 1569 290 67 1495 3 Future Volume(vph) 2 0 1 159 0 72 0 1569 290 67 1495 3 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 11 16 11 11 11 11 12 16 12 12 12 Total Lost time(s) 6.0 6.0 6.0 6.0 4.0 4.0 6.0 4.0 4.0 Lane Util. Factor 0.97 1.00 0.97 1.00 0.91 1.00 1.00 0.91 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3252 1700 3144 1450 4818 1700 1676 4818 1500 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3252 1700 3144 1450 4818 1700 1676 4818 1500 Peak-hour factor, PHF 0.38 0.38 0.38 0.79 0.79 0.79 0.94 0.94 0.94 0.85 0.85 0.85 Adj. Flow(vph) 5 0 3 201 0 91 0 1669 309 79 1759 4 RTOR Reduction(vph) 0 0 3 0 0 79 0 0 137 0 0 1 Lane Group Flow(vph) 5 0 0 201 0 12 0 1669 172 79 1759 3 Turn Type Split Perm Split Perm Prot NA Perm Prot NA Perm Protected Phases 6 6 2 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 2.8 2.8 13.9 13.9 75.3 75.3 11.5 96.8 96.8 Effective Green,g(s) 6.8 6.8 17.9 17.9 77.8 77.8 15.5 99.3 99.3 Actuated g/C Ratio 0.05 0.05 0.13 0.13 0.56 0.56 0.11 0.71 0.71 Clearance Time(s) 10.0 10.0 10.0 10.0 6.5 6.5 10.0 6.5 6.5 Vehicle Extension(s) 2.5 2.5 2.5 2.5 3.0 3.0 2.5 3.0 3.0 Lane Grp Cap(vph) 157 82 401 185 2677 944 185 3417 1063 v/s Ratio Prot c0.00 c0.06 c0.35 0.05 c0.37 v/s Ratio Perm 0.00 0.01 0.10 0.00 v/c Ratio 0.03 0.00 0.50 0.06 0.62 0.18 0.43 0.51 0.00 Uniform Delay,dl 63.5 63.4 56.9 53.7 21.1 15.4 58.1 9.3 5.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 0.0 0.7 0.1 1.1 0.4 1.2 0.6 0.0 Delay(s) 63.5 63.4 57.6 53.8 22.2 15.8 59.3 9.9 5.9 Level of Service E E E D C B E A A Approach Delay(s) 63.5 56.4 21.2 12.0 Approach LOS E E C B Intersection Summary HCM 2000 Control Delay 19.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.57 Actuated Cycle Length(s) 140.0 Sum of lost time(s) 22.0 Intersection Capacity Utilization 62.6% ICU Level of Service B Analysis Period(min) 15 Description: PM Peak Hour Count Date: Unavailable for new configuration c Critical Lane Group Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-March 2022 CR Engineering, Inc. HCM 6th Signalized Intersection Summary 2022 Existing 3: Meridian Rd & Waltman Ln/Central Dr PM Peak Hour -*--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r t r ) ttt r ) ttt r Traffic Volume(veh/h) 5 1 5 481 3 173 8 1855 330 164 1809 4 Future Volume(veh/h) 5 1 5 481 3 173 8 1855 330 164 1809 4 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,vehlh/In 1772 1772 1843 1772 1772 1772 1772 1772 1843 1772 1772 1772 Adj Flow Rate,veh/h 9 2 9 529 3 190 8 1932 344 178 1966 4 Peak Hour Factor 0.54 0.54 0.54 0.91 0.91 0.91 0.96 0.96 0.96 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 86 47 41 579 313 265 16 2106 680 199 2696 835 Arrive On Green 0.03 0.03 0.03 0.18 0.18 0.18 0.00 0.14 0.14 0.12 0.56 0.56 Sat Flow,vehlh 3274 1772 1562 3274 1772 1499 1688 4837 1562 1688 4837 1499 Grp Volume(v),veh/h 9 2 9 529 3 190 8 1932 344 178 1966 4 Grp Sat Flow(s),vehlh/In 1637 1772 1562 1637 1772 1499 1688 1612 1562 1688 1612 1499 Q Serve(g_s),s 0.4 0.2 0.8 23.8 0.2 17.9 0.7 59.1 30.5 15.6 45.5 0.2 Cycle Q Clear(g_c),s 0.4 0.2 0.8 23.8 0.2 17.9 0.7 59.1 30.5 15.6 45.5 0.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 86 47 41 579 313 265 16 2106 680 199 2696 835 V/C Ratio(X) 0.10 0.04 0.22 0.91 0.01 0.72 0.50 0.92 0.51 0.89 0.73 0.00 Avail Cap(c_a),veh/h 218 118 104 611 331 280 135 2106 680 225 2696 835 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.61 0.61 0.61 1.00 1.00 1.00 Uniform Delay(d),s/veh 71.3 71.2 71.5 60.6 50.9 58.2 74.4 61.6 49.3 65.2 24.8 14.7 Incr Delay(d2),s/veh 0.4 0.3 1.9 17.6 0.0 7.5 5.4 5.1 1.6 30.2 1.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 0.3 0.1 0.6 16.9 0.2 11.8 0.6 33.3 17.8 13.1 24.2 0.1 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 71.7 71.5 73.5 78.2 50.9 65.7 79.8 66.6 51.0 95.5 26.5 14.7 LnGrp LOS E E E E D E E E D F C B Approach Vol,veh/h 20 722 2284 2148 Approach Delay,s/veh 72.5 74.8 64.3 32.2 Approach LOS E E E C Timer-Assigned Phs 2 3 4 6 7 8 Phs Duration(G+Y+Rc),s 36.5 9.4 90.1 14.0 27.7 71.8 Change Period (Y+Rc),s 10.0 8.0 6.5 10.0 10.0 6.5 Max Green Setting(Gmax),s 28.0 12.0 65.5 10.0 20.0 55.5 Max Q Clear Time(g_c+11),s 25.8 2.7 47.5 2.8 17.6 61.1 Green Ext Time(p-c),s 0.7 0.0 16.9 0.0 0.1 0.0 Intersection Summary HCM 6th Ctrl Delay 52.5 HCM 6th LOS D Notes User approved ignoring U-Turning movement. Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-March 2022 CR Engineering, Inc. HCM2000 Intersection v/c 2022 Existing 3: Meridian Rd & Waltman Ln/Central Dr PM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r t r ) ttt r ) ttt r Traffic Volume(vph) 5 1 5 481 3 173 8 1855 330 164 1809 4 Future Volume(vph) 5 1 5 481 3 173 8 1855 330 164 1809 4 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 11 16 11 11 11 11 12 16 12 12 12 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 4.0 4.0 4.0 6.0 4.0 4.0 Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 1.00 1.00 0.91 1.00 1.00 0.91 1.00 Frpb,ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.98 Flpb,ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3252 1706 1700 3144 1706 1430 1621 4818 1700 1676 4818 1463 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3252 1706 1700 3144 1706 1430 1621 4818 1700 1676 4818 1463 Peak-hour factor, PHF 0.54 0.54 0.54 0.91 0.91 0.91 0.96 0.96 0.96 0.92 0.92 0.92 Adj. Flow(vph) 9 2 9 529 3 190 8 1932 344 178 1966 4 RTOR Reduction(vph) 0 0 9 0 0 150 0 0 171 0 0 2 Lane Group Flow(vph) 9 2 0 529 3 40 8 1932 173 178 1966 2 Confl. Peds. (#/hr) 1 2 Turn Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 6 6 2 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 4.2 4.2 4.2 27.2 27.2 27.2 1.4 62.6 62.6 19.5 82.7 82.7 Effective Green,g(s) 8.2 8.2 8.2 31.2 31.2 31.2 5.4 65.1 65.1 23.5 85.2 85.2 Actuated g/C Ratio 0.05 0.05 0.05 0.21 0.21 0.21 0.04 0.43 0.43 0.16 0.57 0.57 Clearance Time(s) 10.0 10.0 10.0 10.0 10.0 10.0 8.0 6.5 6.5 10.0 6.5 6.5 Vehicle Extension(s) 2.5 2.5 2.5 2.5 2.5 2.5 2.0 3.0 3.0 2.5 3.0 3.0 Lane Grp Cap(vph) 177 93 92 653 354 297 58 2091 737 262 2736 830 v/s Ratio Prot c0.00 0.00 c0.17 0.00 0.00 c0.40 c0.11 c0.41 vls Ratio Perm 0.00 0.03 0.10 0.00 v/c Ratio 0.05 0.02 0.01 0.81 0.01 0.13 0.14 0.92 0.23 0.68 0.72 0.00 Uniform Delay,dl 67.2 67.1 67.0 56.6 47.1 48.4 70.0 40.1 26.7 59.7 23.6 14.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.11 1.20 2.50 1.00 1.00 1.00 Incremental Delay,d2 0.1 0.1 0.0 7.3 0.0 0.1 0.3 6.1 0.5 6.2 1.7 0.0 Delay(s) 67.3 67.2 67.1 63.9 47.1 48.5 78.3 54.3 67.4 65.9 25.3 14.0 Level of Service E E E E D D E D E E C B Approach Delay(s) 67.2 59.8 56.4 28.7 Approach LOS E E E C Intersection Summary HCM 2000 Control Delay 45.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length(s) 150.0 Sum of lost time(s) 22.0 Intersection Capacity Utilization 81.9% ICU Level of Service D Analysis Period(min) 15 Description: PM Peak Hour Count Date: Unavailable for new configuration c Critical Lane Group Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-March 2022 CR Engineering, Inc. HCM 6th Signalized Intersection Summary No Improvements - 2026 Build-Out 3: Meridian Rd & Waltman Ln/Central Dr AIM Peak Hour --I. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r t r ) ttt r ) ttt r Traffic Volume(veh/h) 148 34 328 172 30 78 352 1693 320 74 1613 167 Future Volume(veh/h) 148 34 328 172 30 78 352 1693 320 74 1613 167 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,vehlh/In 1772 1772 1843 1772 1772 1772 1772 1772 1843 1772 1772 1772 Adj Flow Rate,veh/h 164 38 364 191 33 87 391 1881 356 82 1792 186 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 240 130 115 196 106 90 405 2726 880 101 1919 596 Arrive On Green 0.07 0.07 0.07 0.06 0.06 0.06 0.08 0.19 0.19 0.06 0.40 0.40 Sat Flow,vehlh 3274 1772 1562 3274 1772 1502 1688 4837 1562 1688 4837 1502 Grp Volume(v),veh/h 164 38 364 191 33 87 391 1881 356 82 1792 186 Grp Sat Flow(s),vehlh/In 1637 1772 1562 1637 1772 1502 1688 1612 1562 1688 1612 1502 Q Serve(g_s),s 7.3 3.0 11.0 8.7 2.7 8.7 34.7 54.5 30.1 7.2 53.3 12.8 Cycle Q Clear(g_c),s 7.3 3.0 11.0 8.7 2.7 8.7 34.7 54.5 30.1 7.2 53.3 12.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 240 130 115 196 106 90 405 2726 880 101 1919 596 V/C Ratio(X) 0.68 0.29 3.18 0.97 0.31 0.97 0.97 0.69 0.40 0.81 0.93 0.31 Avail Cap(c_a),veh/h 240 130 115 196 106 90 405 2726 880 158 1919 596 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.37 0.37 0.37 1.00 1.00 1.00 Uniform Delay(d),s/veh 67.8 65.8 69.5 70.4 67.5 70.3 68.4 48.8 38.9 69.7 43.4 31.2 Incr Delay(d2),s/veh 7.2 0.9 1002.7 55.9 1.2 83.0 19.2 0.5 0.5 13.1 9.9 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 6.0 2.6 56.4 9.0 2.3 9.2 22.2 28.7 16.4 6.3 30.5 8.5 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 75.0 66.7 1072.2 126.3 68.7 153.4 87.7 49.4 39.4 82.8 53.3 32.5 LnGrp LOS E E F F E F F D D F D C Approach Vol,veh/h 566 311 2628 2060 Approach Delay,s/veh 715.7 127.8 53.7 52.6 Approach LOS F F D D Timer-Assigned Phs 2 3 4 6 7 8 Phs Duration(G+Y+Rc),s 21.0 44.0 66.0 19.0 19.0 91.0 Change Period (Y+Rc),s 10.0 8.0 6.5 10.0 10.0 6.5 Max Green Setting(Gmax),s 11.0 36.0 59.5 9.0 14.0 79.5 Max Q Clear Time(g_c+11),s 13.0 36.7 55.3 10.7 9.2 56.5 Green Ext Time(p-c),s 0.0 0.0 4.1 0.0 0.1 21.3 Intersection Summary HCM 6th Ctrl Delay 124.8 HCM 6th LOS F Notes User approved pedestrian interval to be less than phase max green. User approved ignoring U-Turning movement. Development Mitigation Analysis Synchro 11 Report December 2022 Six Mile Engineering, PA HCM2000 Intersection v/c No Improvements - 2026 Build-Out 3: Meridian Rd & Waltman Ln/Central Dr AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r t r ) ttt r ) ttt r Traffic Volume(vph) 148 34 328 172 30 78 352 1693 320 74 1613 167 Future Volume(vph) 148 34 328 172 30 78 352 1693 320 74 1613 167 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 11 16 11 11 11 11 12 16 12 12 12 Total Lost time(s) 10.0 10.0 10.0 10.0 10.0 10.0 8.0 6.5 6.5 10.0 6.5 6.5 Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 1.00 1.00 0.91 1.00 1.00 0.91 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3252 1706 1700 3144 1706 1450 1621 4818 1700 1676 4818 1500 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3252 1706 1700 3144 1706 1450 1621 4818 1700 1676 4818 1500 Peak-hour factor, 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 Adj. Flow(vph) 164 38 364 191 33 87 391 1881 356 82 1792 186 RTOR Reduction(vph) 0 0 282 0 0 82 0 0 161 0 0 112 Lane Group Flow(vph) 164 38 82 191 33 5 391 1881 195 82 1792 74 Turn Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 2 2 6 6 3 8 7 4 Permitted Phases 2 6 8 4 Actuated Green,G(s) 10.6 10.6 10.6 9.4 9.4 9.4 36.0 82.0 82.0 11.5 59.5 59.5 Effective Green,g(s) 10.6 10.6 10.6 9.4 9.4 9.4 36.0 82.0 82.0 11.5 59.5 59.5 Actuated g/C Ratio 0.07 0.07 0.07 0.06 0.06 0.06 0.24 0.55 0.55 0.08 0.40 0.40 Clearance Time(s) 10.0 10.0 10.0 10.0 10.0 10.0 8.0 6.5 6.5 10.0 6.5 6.5 Vehicle Extension(s) 2.5 2.5 2.5 2.5 2.5 2.5 2.0 3.0 3.0 2.5 3.0 3.0 Lane Grp Cap(vph) 229 120 120 197 106 90 389 2633 929 128 1911 595 v/s Ratio Prot c0.05 0.02 c0.06 0.02 c0.24 0.39 0.05 c0.37 v/s Ratio Perm 0.05 0.00 0.11 0.05 v/c Ratio 0.72 0.32 0.69 0.97 0.31 0.06 1.01 0.71 0.21 0.64 0.94 0.12 Uniform Delay,dl 68.2 66.3 68.1 70.2 67.2 66.1 57.0 25.3 17.4 67.2 43.5 28.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.03 0.79 0.11 1.00 1.00 1.00 Incremental Delay,d2 9.5 1.1 13.9 54.6 1.2 0.2 37.0 1.0 0.3 9.3 10.4 0.4 Delay(s) 77.8 67.4 82.0 124.8 68.4 66.4 95.9 21.0 2.2 76.5 53.8 29.1 Level of Service E E F F E E F C A E D C Approach Delay(s) 79.8 102.5 29.6 52.5 Approach LOS E F C D Intersection Summary HCM 2000 Control Delay 47.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.96 Actuated Cycle Length(s) 150.0 Sum of lost time(s) 36.5 Intersection Capacity Utilization 85.7% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group Development Mitigation Analysis Synchro 11 Report December 2022 Six Mile Engineering, PA HCM 6th Signalized Intersection Summary No Improvements - 2026 Build-Out 3: Meridian Rd & Waltman Ln/Central Dr PM Peak Hour --I. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r t r ) ttt r ) ttt r Traffic Volume(veh/h) 285 40 537 521 48 188 520 1925 364 181 1858 295 Future Volume(veh/h) 285 40 537 521 48 188 520 1925 364 181 1858 295 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,vehlh/In 1772 1772 1843 1772 1772 1772 1772 1772 1843 1772 1772 1772 Adj Flow Rate,veh/h 317 44 597 579 53 209 578 2139 404 201 2064 328 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 327 177 156 424 229 194 387 2120 684 199 1636 506 Arrive On Green 0.10 0.10 0.10 0.13 0.13 0.13 0.23 0.44 0.44 0.12 0.34 0.34 Sat Flow,vehlh 3274 1772 1562 3274 1772 1498 1688 4837 1562 1688 4837 1497 Grp Volume(v),veh/h 317 44 597 579 53 209 578 2139 404 201 2064 328 Grp Sat Flow(s),vehlh/In 1637 1772 1562 1637 1772 1498 1688 1612 1562 1688 1612 1497 Q Serve(g_s),s 16.4 3.9 17.0 22.0 4.6 22.0 39.0 74.5 33.3 20.0 57.5 31.6 Cycle Q Clear(g_c),s 16.4 3.9 17.0 22.0 4.6 22.0 39.0 74.5 33.3 20.0 57.5 31.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 327 177 156 424 229 194 387 2120 684 199 1636 506 V/C Ratio(X) 0.97 0.25 3.82 1.37 0.23 1.08 1.49 1.01 0.59 1.01 1.26 0.65 Avail Cap(c_a),veh/h 327 177 156 424 229 194 387 2120 684 199 1636 506 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.61 0.61 0.61 1.00 1.00 1.00 Uniform Delay(d),s/veh 76.2 70.6 76.5 74.0 66.4 74.0 65.5 47.8 36.2 75.0 56.2 47.7 Incr Delay(d2),s/veh 41.0 0.5 1285.7 179.5 0.4 86.9 230.1 17.5 2.3 67.1 122.8 6.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 13.7 3.3 95.3 30.8 3.8 19.7 60.5 40.5 17.8 18.2 60.4 18.5 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 117.3 71.1 1362.2 253.5 66.8 160.9 295.6 65.2 38.5 142.1 179.0 54.0 LnGrp LOS F E F F E F F F D F F D Approach Vol,veh/h 958 841 3121 2593 Approach Delay,s/veh 890.9 218.7 104.4 160.3 Approach LOS F F F F Timer-Assigned Phs 2 3 4 6 7 8 Phs Duration(G+Y+Rc),s 27.0 47.0 64.0 32.0 30.0 81.0 Change Period (Y+Rc),s 10.0 8.0 6.5 10.0 10.0 6.5 Max Green Setting(Gmax),s 17.0 39.0 57.5 22.0 20.0 74.5 Max Q Clear Time(g_c+11),s 19.0 41.0 59.5 24.0 22.0 76.5 Green Ext Time(p-c),s 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 236.8 HCM 6th LOS F Notes User approved pedestrian interval to be less than phase max green. User approved ignoring U-Turning movement. Development Mitigation Analysis Synchro 11 Report December 2022 Six Mile Engineering, PA HCM2000 Intersection v/c No Improvements - 2026 Build-Out 3: Meridian Rd & Waltman Ln/Central Dr PM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r t r ) ttt r ) ttt r Traffic Volume(vph) 285 40 537 521 48 188 520 1925 364 181 1858 295 Future Volume(vph) 285 40 537 521 48 188 520 1925 364 181 1858 295 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 11 16 11 11 11 11 12 16 12 12 12 Total Lost time(s) 10.0 10.0 10.0 10.0 10.0 10.0 8.0 6.5 6.5 10.0 6.5 6.5 Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 1.00 1.00 0.91 1.00 1.00 0.91 1.00 Frpb,ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.97 Flpb,ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3252 1706 1700 3144 1706 1429 1621 4818 1700 1676 4818 1462 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3252 1706 1700 3144 1706 1429 1621 4818 1700 1676 4818 1462 Peak-hour factor, 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 Adj. Flow(vph) 317 44 597 579 53 209 578 2139 404 201 2064 328 RTOR Reduction(vph) 0 0 263 0 0 182 0 0 174 0 0 149 Lane Group Flow(vph) 317 44 334 579 53 27 578 2139 230 201 2064 179 Confl. Peds. (#/hr) 1 2 Turn Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 2 2 6 6 3 8 7 4 Permitted Phases 2 6 8 4 Actuated Green,G(s) 17.0 17.0 17.0 22.0 22.0 22.0 39.0 74.5 74.5 20.0 57.5 57.5 Effective Green,g(s) 17.0 17.0 17.0 22.0 22.0 22.0 39.0 74.5 74.5 20.0 57.5 57.5 Actuated g/C Ratio 0.10 0.10 0.10 0.13 0.13 0.13 0.23 0.44 0.44 0.12 0.34 0.34 Clearance Time(s) 10.0 10.0 10.0 10.0 10.0 10.0 8.0 6.5 6.5 10.0 6.5 6.5 Vehicle Extension(s) 2.5 2.5 2.5 2.5 2.5 2.5 2.0 3.0 3.0 2.5 3.0 3.0 Lane Grp Cap(vph) 325 170 170 406 220 184 371 2111 745 197 1629 494 v/s Ratio Prot 0.10 0.03 c0.18 0.03 c0.36 0.44 0.12 c0.43 vls Ratio Perm c0.20 0.02 0.14 0.12 v/c Ratio 0.98 0.26 1.97 1.43 0.24 0.15 1.56 1.01 0.31 1.02 1.27 0.36 Uniform Delay,dl 76.3 70.7 76.5 74.0 66.5 65.7 65.5 47.8 31.0 75.0 56.2 42.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 42.9 0.6 455.2 205.6 0.4 0.3 264.0 22.9 1.1 69.5 125.2 2.1 Delay(s) 119.2 71.3 531.7 279.6 66.9 65.9 329.5 70.7 32.1 144.5 181.4 44.5 Level of Service F E F F E E F E C F F D Approach Delay(s) 374.1 213.1 113.6 161.3 Approach LOS F F F F Intersection Summary HCM 2000 Control Delay 174.4 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.48 Actuated Cycle Length(s) 170.0 Sum of lost time(s) 36.5 Intersection Capacity Utilization 111.1% ICU Level of Service H Analysis Period(min) 15 c Critical Lane Group Development Mitigation Analysis Synchro 11 Report December 2022 Six Mile Engineering, PA HCM 6th Signalized Intersection Summary Phase 1 - 2026 Build-Out 3: Meridian Rd & Waltman Ln/Central Dr AIM Peak Hour -*--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� r t r )) ttt r ) ttt r Traffic Volume(veh/h) 148 34 328 172 30 78 352 1693 320 74 1613 167 Future Volume(veh/h) 148 34 328 172 30 78 352 1693 320 74 1613 167 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,vehlh/In 1772 1772 1772 1772 1772 1772 1772 1772 1843 1772 1772 1772 Adj Flow Rate,veh/h 164 0 389 191 33 87 391 1881 356 82 1792 186 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 360 0 721 236 128 108 437 2509 922 100 2215 848 Arrive On Green 0.11 0.00 0.11 0.07 0.07 0.07 0.09 0.35 0.35 0.06 0.46 0.46 Sat Flow,vehlh 3375 0 3003 3274 1772 1502 3274 4837 1562 1688 4837 1502 Grp Volume(v),veh/h 164 0 389 191 33 87 391 1881 356 82 1792 186 Grp Sat Flow(s),vehlh/In 1688 0 1502 1637 1772 1502 1637 1612 1562 1688 1612 1502 Q Serve(g_s),s 6.8 0.0 16.0 8.6 2.6 8.6 17.7 51.5 22.4 7.2 47.9 9.2 Cycle Q Clear(g_c),s 6.8 0.0 16.0 8.6 2.6 8.6 17.7 51.5 22.4 7.2 47.9 9.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 360 0 721 236 128 108 437 2509 922 100 2215 848 V/C Ratio(X) 0.46 0.00 0.54 0.81 0.26 0.80 0.89 0.75 0.39 0.82 0.81 0.22 Avail Cap(c_a),veh/h 360 0 721 262 142 120 480 2509 922 113 2215 848 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 0.37 0.37 0.37 1.00 1.00 1.00 Uniform Delay(d),s/veh 62.9 0.0 49.7 68.6 65.8 68.6 67.2 40.4 23.3 69.7 35.0 16.2 Incr Delay(d2),s/veh 0.7 0.0 0.7 15.1 0.8 28.0 7.4 0.8 0.5 31.6 3.3 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 5.4 0.0 10.6 7.5 2.2 7.4 10.9 26.1 13.9 7.2 26.4 7.7 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 63.6 0.0 50.4 83.7 66.6 96.6 74.6 41.1 23.7 101.4 38.3 16.8 LnGrp LOS E A D F E F E D C F D B Approach Vol,veh/h 553 311 2628 2060 Approach Delay,s/veh 54.3 85.5 43.8 38.9 Approach LOS D F D D Timer-Assigned Phs 2 3 4 6 7 8 Phs Duration(G+Y+Rc),s 26.0 28.0 75.2 20.8 18.9 84.3 Change Period (Y+Rc),s 10.0 8.0 6.5 10.0 10.0 6.5 Max Green Setting(Gmax),s 16.0 22.0 65.5 12.0 10.0 75.5 Max Q Clear Time(g_c+11),s 18.0 19.7 49.9 10.6 9.2 53.5 Green Ext Time(p-c),s 0.0 0.3 14.5 0.2 0.0 20.5 Intersection Summary HCM 6th Ctrl Delay 45.3 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. User approved ignoring U-Turning movement. Development Mitigation Analysis Synchro 11 Report January 2023 Six Mile Engineering, PA HCM2000 Intersection v/c Phase 1 - 2026 Build-Out 3: Meridian Rd & Waltman Ln/Central Dr AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� r t r )) ttt r ) ttt r Traffic Volume(vph) 148 34 328 172 30 78 352 1693 320 74 1613 167 Future Volume(vph) 148 34 328 172 30 78 352 1693 320 74 1613 167 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 11 11 11 11 11 11 11 12 16 11 11 11 Total Lost time(s) 10.0 10.0 8.0 10.0 10.0 10.0 8.0 6.5 10.0 10.0 6.5 10.0 Lane Util. Factor 0.97 0.95 0.95 0.97 1.00 1.00 0.97 0.91 1.00 1.00 0.91 1.00 Frt 1.00 0.88 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3144 1423 1378 3144 1706 1450 3144 4818 1700 1621 4657 1450 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3144 1423 1378 3144 1706 1450 3144 4818 1700 1621 4657 1450 Peak-hour factor, 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 Adj. Flow(vph) 164 38 364 191 33 87 391 1881 356 82 1792 186 RTOR Reduction(vph) 0 107 75 0 0 80 0 0 143 0 0 82 Lane Group Flow(vph) 164 98 122 191 33 7 391 1881 213 82 1792 104 Turn Type Split NA pm+ov Split NA Perm Prot NA pm+ov Prot NA pm+ov Protected Phases 2 2 3 6 6 3 8 6 7 4 2 Permitted Phases 2 6 8 4 Actuated Green,G(s) 13.7 13.7 34.7 11.9 11.9 11.9 21.0 78.0 89.9 9.9 68.9 82.6 Effective Green,g(s) 13.7 13.7 34.7 11.9 11.9 11.9 21.0 78.0 89.9 9.9 68.9 82.6 Actuated g/C Ratio 0.09 0.09 0.23 0.08 0.08 0.08 0.14 0.52 0.60 0.07 0.46 0.55 Clearance Time(s) 10.0 10.0 8.0 10.0 10.0 10.0 8.0 6.5 10.0 10.0 6.5 10.0 Vehicle Extension(s) 2.5 2.5 2.0 2.5 2.5 2.5 2.0 3.0 2.5 2.5 3.0 2.5 Lane Grp Cap(vph) 287 129 318 249 135 115 440 2505 1018 106 2139 798 v/s Ratio Prot 0.05 c0.07 0.05 c0.06 0.02 c0.12 c0.39 0.02 0.05 c0.38 0.01 v/s Ratio Perm 0.03 0.00 0.11 0.06 v/c Ratio 0.57 0.76 0.38 0.77 0.24 0.06 0.89 0.75 0.21 0.77 0.84 0.13 Uniform Delay,dl 65.3 66.5 48.6 67.7 64.8 63.9 63.4 28.3 13.8 68.9 35.6 16.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.05 0.86 1.00 1.00 1.00 1.00 Incremental Delay,d2 2.2 21.2 0.3 12.7 0.7 0.2 12.6 1.3 0.0 27.9 4.1 0.1 Delay(s) 67.6 87.7 48.9 80.4 65.5 64.0 79.3 25.6 13.9 96.8 39.8 16.4 Level of Service E F D F E E E C B F D B Approach Delay(s) 68.4 74.2 32.0 39.9 Approach LOS E E C D Intersection Summary HCM 2000 Control Delay 41.0 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.86 Actuated Cycle Length(s) 150.0 Sum of lost time(s) 36.5 Intersection Capacity Utilization 87.1% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group Development Mitigation Analysis Synchro 11 Report January 2023 Six Mile Engineering, PA HCM 6th Signalized Intersection Summary Phase 1 - 2026 Build-Out 3: Meridian Rd & Waltman Ln/Central Dr PM Peak Hour -*--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� r t r )) ttt r ) ttt r Traffic Volume(veh/h) 285 40 537 521 48 188 520 1925 364 181 1858 295 Future Volume(veh/h) 285 40 537 521 48 188 520 1925 364 181 1858 295 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,vehlh/In 1772 1772 1772 1772 1772 1772 1772 1772 1843 1772 1772 1772 Adj Flow Rate,veh/h 317 0 626 579 53 209 578 2139 404 201 2064 328 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 338 0 760 501 271 229 501 2091 914 169 1892 737 Arrive On Green 0.10 0.00 0.10 0.15 0.15 0.15 0.15 0.43 0.43 0.10 0.39 0.39 Sat Flow,vehlh 3375 0 3003 3274 1772 1499 3274 4837 1562 1688 4837 1499 Grp Volume(v),veh/h 317 0 626 579 53 209 578 2139 404 201 2064 328 Grp Sat Flow(s),vehlh/In 1688 0 1502 1637 1772 1499 1637 1612 1562 1688 1612 1499 Q Serve(g_s),s 15.9 0.0 17.0 26.0 4.4 23.3 26.0 73.5 24.6 17.0 66.5 24.2 Cycle Q Clear(g_c),s 15.9 0.0 17.0 26.0 4.4 23.3 26.0 73.5 24.6 17.0 66.5 24.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 338 0 760 501 271 229 501 2091 914 169 1892 737 V/C Ratio(X) 0.94 0.00 0.82 1.16 0.20 0.91 1.15 1.02 0.44 1.19 1.09 0.45 Avail Cap(c_a),veh/h 338 0 760 501 271 229 501 2091 914 169 1892 737 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 0.61 0.61 0.61 1.00 1.00 1.00 Uniform Delay(d),s/veh 76.0 0.0 59.9 72.0 62.9 70.9 72.0 48.2 19.7 76.5 51.8 28.2 Incr Delay(d2),s/veh 33.3 0.0 7.2 90.9 0.3 36.2 83.2 21.5 0.9 130.0 50.2 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 13.3 0.0 19.5 25.9 3.7 16.8 23.5 41.4 17.8 20.8 48.0 16.6 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 109.3 0.0 67.1 162.9 63.1 107.1 155.2 69.7 20.7 206.5 101.9 30.1 LnGrp LOS F A E F E F F F C F F C Approach Vol,veh/h 943 841 3121 2593 Approach Delay,s/veh 81.3 142.8 79.2 100.9 Approach LOS F F E F Timer-Assigned Phs 2 3 4 6 7 8 Phs Duration(G+Y+Rc),s 27.0 34.0 73.0 36.0 27.0 80.0 Change Period (Y+Rc),s 10.0 8.0 6.5 10.0 10.0 6.5 Max Green Setting(Gmax),s 17.0 26.0 66.5 26.0 17.0 73.5 Max Q Clear Time(g_c+11),s 19.0 28.0 68.5 28.0 19.0 75.5 Green Ext Time(p-c),s 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 94.1 HCM 6th LOS F Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. User approved ignoring U-Turning movement. Development Mitigation Analysis Synchro 11 Report January 2023 Six Mile Engineering, PA HCM2000 Intersection v/c Phase 1 - 2026 Build-Out 3: Meridian Rd & Waltman Ln/Central Dr PM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� r t r )) ttt r ) ttt r Traffic Volume(vph) 285 40 537 521 48 188 520 1925 364 181 1858 295 Future Volume(vph) 285 40 537 521 48 188 520 1925 364 181 1858 295 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 11 11 11 11 11 11 11 12 16 11 11 11 Total Lost time(s) 10.0 10.0 8.0 10.0 10.0 10.0 8.0 6.5 10.0 10.0 6.5 10.0 Lane Util. Factor 0.97 0.95 0.95 0.97 1.00 1.00 0.97 0.91 1.00 1.00 0.91 1.00 Frpb,ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.99 Flpb,ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.87 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3144 1410 1378 3144 1706 1430 3144 4818 1700 1621 4657 1432 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3144 1410 1378 3144 1706 1430 3144 4818 1700 1621 4657 1432 Peak-hour factor, 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 Adj. Flow(vph) 317 44 597 579 53 209 578 2139 404 201 2064 328 RTOR Reduction(vph) 0 135 65 0 0 159 0 0 144 0 0 67 Lane Group Flow(vph) 317 190 251 579 53 50 578 2139 260 201 2064 261 Confl. Peds. (#/hr) 1 2 Turn Type Split NA pm+ov Split NA Perm Prot NA pm+ov Prot NA pm+ov Protected Phases 2 2 3 6 6 3 8 6 7 4 2 Permitted Phases 2 6 8 4 Actuated Green,G(s) 17.0 17.0 43.0 26.0 26.0 26.0 26.0 73.5 99.5 17.0 66.5 83.5 Effective Green,g(s) 17.0 17.0 43.0 26.0 26.0 26.0 26.0 73.5 99.5 17.0 66.5 83.5 Actuated g/C Ratio 0.10 0.10 0.25 0.15 0.15 0.15 0.15 0.43 0.59 0.10 0.39 0.49 Clearance Time(s) 10.0 10.0 8.0 10.0 10.0 10.0 8.0 6.5 10.0 10.0 6.5 10.0 Vehicle Extension(s) 2.5 2.5 2.0 2.5 2.5 2.5 2.0 3.0 2.5 2.5 3.0 2.5 Lane Grp Cap(vph) 314 141 348 480 260 218 480 2083 995 162 1821 703 v/s Ratio Prot 0.10 c0.13 0.11 c0.18 0.03 c0.18 c0.44 0.04 0.12 c0.44 0.04 vls Ratio Perm 0.07 0.03 0.11 0.15 v/c Ratio 1.01 1.35 0.72 1.21 0.20 0.23 1.20 1.03 0.26 1.24 1.13 0.37 Uniform Delay,dl 76.5 76.5 58.0 72.0 63.0 63.2 72.0 48.2 17.3 76.5 51.8 26.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 53.2 195.9 6.1 111.1 0.3 0.4 110.3 26.9 0.1 149.8 67.5 0.2 Delay(s) 129.7 272.4 64.2 183.1 63.2 63.6 182.3 75.2 17.4 226.3 119.3 27.2 Level of Service F F E F E E F E B F F C Approach Delay(s) 156.5 145.9 87.5 115.9 Approach LOS F F F F Intersection Summary HCM 2000 Control Delay 112.6 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.23 Actuated Cycle Length(s) 170.0 Sum of lost time(s) 36.5 Intersection Capacity Utilization 111.9% ICU Level of Service H Analysis Period(min) 15 c Critical Lane Group Development Mitigation Analysis Synchro 11 Report January 2023 Six Mile Engineering, PA HCM 6th Signalized Intersection Summary Phase 2 - 2026 Build-Out 3: Meridian Rd & Waltman Ln/Central Dr AIM Peak Hour -*--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� r t r f tf f r ) ttt r Traffic Volume(veh/h) 148 34 328 172 30 78 352 1693 320 74 1613 167 Future Volume(veh/h) 148 34 328 172 30 78 352 1693 320 74 1613 167 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,vehlh/In 1772 1772 1772 1772 1772 1772 1772 1772 1843 1772 1772 1772 Adj Flow Rate,veh/h 164 0 389 191 33 87 391 1881 356 82 1792 186 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 360 0 721 236 128 108 437 3159 922 101 2215 848 Arrive On Green 0.11 0.00 0.11 0.07 0.07 0.07 0.09 0.35 0.35 0.06 0.46 0.46 Sat Flow,vehlh 3375 0 3003 3274 1772 1502 3274 6095 1562 1688 4837 1502 Grp Volume(v),veh/h 164 0 389 191 33 87 391 1881 356 82 1792 186 Grp Sat Flow(s),vehlh/In 1688 0 1502 1637 1772 1502 1637 1524 1562 1688 1612 1502 Q Serve(g_s),s 6.8 0.0 16.0 8.6 2.6 8.6 17.7 38.1 22.4 7.2 47.9 9.2 Cycle Q Clear(g_c),s 6.8 0.0 16.0 8.6 2.6 8.6 17.7 38.1 22.4 7.2 47.9 9.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 360 0 721 236 128 108 437 3159 922 101 2215 848 V/C Ratio(X) 0.46 0.00 0.54 0.81 0.26 0.80 0.89 0.60 0.39 0.81 0.81 0.22 Avail Cap(c_a),veh/h 360 0 721 262 142 120 480 3159 922 158 2215 848 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 0.37 0.37 0.37 1.00 1.00 1.00 Uniform Delay(d),s/veh 62.9 0.0 49.7 68.6 65.8 68.6 67.2 36.0 23.3 69.7 35.0 16.2 Incr Delay(d2),s/veh 0.7 0.0 0.7 15.1 0.8 28.0 7.4 0.3 0.5 13.1 3.3 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 5.4 0.0 10.6 7.5 2.2 7.4 10.9 18.8 13.9 6.3 26.4 7.7 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 63.6 0.0 50.4 83.7 66.6 96.6 74.6 36.3 23.7 82.8 38.3 16.8 LnGrp LOS E A D F E F E D C F D B Approach Vol,veh/h 553 311 2628 2060 Approach Delay,s/veh 54.3 85.5 40.3 38.2 Approach LOS D F D D Timer-Assigned Phs 2 3 4 6 7 8 Phs Duration(G+Y+Rc),s 26.0 28.0 75.2 20.8 19.0 84.2 Change Period (Y+Rc),s 10.0 8.0 6.5 10.0 10.0 6.5 Max Green Setting(Gmax),s 16.0 22.0 65.5 12.0 14.0 71.5 Max Q Clear Time(g_c+11),s 18.0 19.7 49.9 10.6 9.2 40.1 Green Ext Time(p-c),s 0.0 0.3 14.5 0.2 0.1 28.5 Intersection Summary HCM 6th Ctrl Delay 43.4 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. User approved ignoring U-Turning movement. Development Mitigation Analysis Synchro 11 Report January 2023 Six Mile Engineering, PA HCM2000 Intersection v/c Phase 2 - 2026 Build-Out 3: Meridian Rd & Waltman Ln/Central Dr AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� r t r f tf f r ) ttt r Traffic Volume(vph) 148 34 328 172 30 78 352 1693 320 74 1613 167 Future Volume(vph) 148 34 328 172 30 78 352 1693 320 74 1613 167 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 11 11 11 11 11 11 11 12 16 11 11 11 Total Lost time(s) 10.0 10.0 8.0 10.0 10.0 10.0 8.0 6.5 10.0 10.0 6.5 10.0 Lane Util. Factor 0.97 0.95 0.95 0.97 1.00 1.00 0.97 0.86 1.00 1.00 0.91 1.00 Frt 1.00 0.88 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3144 1423 1378 3144 1706 1450 3144 6071 1700 1621 4657 1450 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3144 1423 1378 3144 1706 1450 3144 6071 1700 1621 4657 1450 Peak-hour factor, 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 Adj. Flow(vph) 164 38 364 191 33 87 391 1881 356 82 1792 186 RTOR Reduction(vph) 0 107 75 0 0 80 0 0 147 0 0 56 Lane Group Flow(vph) 164 98 122 191 33 7 391 1881 209 82 1792 130 Turn Type Split NA pm+ov Split NA Perm Prot NA pm+ov Prot NA pm+ov Protected Phases 2 2 3 6 6 3 8 6 7 4 2 Permitted Phases 2 6 8 4 Actuated Green,G(s) 13.7 13.7 34.7 11.9 11.9 11.9 21.0 76.3 88.2 11.6 68.9 82.6 Effective Green,g(s) 13.7 13.7 34.7 11.9 11.9 11.9 21.0 76.3 88.2 11.6 68.9 82.6 Actuated g/C Ratio 0.09 0.09 0.23 0.08 0.08 0.08 0.14 0.51 0.59 0.08 0.46 0.55 Clearance Time(s) 10.0 10.0 8.0 10.0 10.0 10.0 8.0 6.5 10.0 10.0 6.5 10.0 Vehicle Extension(s) 2.5 2.5 2.0 2.5 2.5 2.5 2.0 3.0 2.5 2.5 3.0 2.5 Lane Grp Cap(vph) 287 129 318 249 135 115 440 3088 999 125 2139 798 v/s Ratio Prot 0.05 c0.07 0.05 c0.06 0.02 c0.12 c0.31 0.02 0.05 c0.38 0.01 v/s Ratio Perm 0.03 0.00 0.11 0.07 v/c Ratio 0.57 0.76 0.38 0.77 0.24 0.06 0.89 0.61 0.21 0.66 0.84 0.16 Uniform Delay,dl 65.3 66.5 48.6 67.7 64.8 63.9 63.4 26.2 14.5 67.3 35.6 16.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.05 0.84 1.26 1.00 1.00 1.00 Incremental Delay,d2 2.2 21.2 0.3 12.7 0.7 0.2 12.6 0.6 0.0 10.5 4.1 0.1 Delay(s) 67.6 87.7 48.9 80.4 65.5 64.0 79.3 22.5 18.4 77.8 39.8 16.7 Level of Service E F D F E E E C B E D B Approach Delay(s) 68.4 74.2 30.4 39.2 Approach LOS E E C D Intersection Summary HCM 2000 Control Delay 40.0 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.86 Actuated Cycle Length(s) 150.0 Sum of lost time(s) 36.5 Intersection Capacity Utilization 87.1% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group Development Mitigation Analysis Synchro 11 Report January 2023 Six Mile Engineering, PA HCM 6th Signalized Intersection Summary Phase 2 - 2026 Build-Out 3: Meridian Rd & Waltman Ln/Central Dr PM Peak Hour -*--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� r t r f tf f r ) ttt r Traffic Volume(veh/h) 285 40 537 521 48 188 520 1925 364 181 1858 295 Future Volume(veh/h) 285 40 537 521 48 188 520 1925 364 181 1858 295 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,vehlh/In 1772 1772 1772 1772 1772 1772 1772 1772 1843 1772 1772 1772 Adj Flow Rate,veh/h 317 0 626 579 53 209 578 2139 404 201 2064 328 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 338 0 760 501 271 229 501 2492 877 208 1892 736 Arrive On Green 0.10 0.00 0.10 0.15 0.15 0.15 0.15 0.41 0.41 0.12 0.39 0.39 Sat Flow,vehlh 3375 0 3003 3274 1772 1499 3274 6095 1562 1688 4837 1498 Grp Volume(v),veh/h 317 0 626 579 53 209 578 2139 404 201 2064 328 Grp Sat Flow(s),vehlh/In 1688 0 1502 1637 1772 1499 1637 1524 1562 1688 1612 1498 Q Serve(g_s),s 15.9 0.0 17.0 26.0 4.4 23.3 26.0 54.3 26.0 20.1 66.5 24.3 Cycle Q Clear(g_c),s 15.9 0.0 17.0 26.0 4.4 23.3 26.0 54.3 26.0 20.1 66.5 24.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 338 0 760 501 271 229 501 2492 877 208 1892 736 V/C Ratio(X) 0.94 0.00 0.82 1.16 0.20 0.91 1.15 0.86 0.46 0.96 1.09 0.45 Avail Cap(c_a),veh/h 338 0 760 501 271 229 501 2492 877 208 1892 736 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 0.61 0.61 0.61 1.00 1.00 1.00 Uniform Delay(d),s/veh 76.0 0.0 59.9 72.0 62.9 70.9 72.0 45.8 22.0 74.1 51.8 28.2 Incr Delay(d2),s/veh 33.3 0.0 7.2 90.9 0.3 36.2 83.2 2.6 1.1 51.8 50.2 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 13.3 0.0 19.5 25.9 3.7 16.8 23.5 26.7 18.5 17.4 48.0 16.6 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 109.3 0.0 67.1 162.9 63.1 107.1 155.2 48.3 23.1 126.0 101.9 30.1 LnGrp LOS F A E F E F F D C F F C Approach Vol,veh/h 943 841 3121 2593 Approach Delay,s/veh 81.3 142.8 64.9 94.7 Approach LOS F F E F Timer-Assigned Phs 2 3 4 6 7 8 Phs Duration(G+Y+Rc),s 27.0 34.0 73.0 36.0 31.0 76.0 Change Period (Y+Rc),s 10.0 8.0 6.5 10.0 10.0 6.5 Max Green Setting(Gmax),s 17.0 26.0 66.5 26.0 21.0 69.5 Max Q Clear Time(g_c+11),s 19.0 28.0 68.5 28.0 22.1 56.3 Green Ext Time(p-c),s 0.0 0.0 0.0 0.0 0.0 12.8 Intersection Summary HCM 6th Ctrl Delay 86.0 HCM 6th LOS F Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. User approved ignoring U-Turning movement. Development Mitigation Analysis Synchro 11 Report January 2023 Six Mile Engineering, PA HCM2000 Intersection v/c Phase 2 - 2026 Build-Out 3: Meridian Rd & Waltman Ln/Central Dr PM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� r t r f tf f r ) ttt r Traffic Volume(vph) 285 40 537 521 48 188 520 1925 364 181 1858 295 Future Volume(vph) 285 40 537 521 48 188 520 1925 364 181 1858 295 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 11 11 11 11 11 11 11 12 16 11 11 11 Total Lost time(s) 10.0 10.0 8.0 10.0 10.0 10.0 8.0 6.5 10.0 10.0 6.5 10.0 Lane Util. Factor 0.97 0.95 0.95 0.97 1.00 1.00 0.97 0.86 1.00 1.00 0.91 1.00 Frpb,ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.98 Flpb,ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.87 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3144 1410 1378 3144 1706 1430 3144 6071 1700 1621 4657 1420 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3144 1410 1378 3144 1706 1430 3144 6071 1700 1621 4657 1420 Peak-hour factor, 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 Adj. Flow(vph) 317 44 597 579 53 209 578 2139 404 201 2064 328 RTOR Reduction(vph) 0 135 65 0 0 177 0 0 153 0 0 67 Lane Group Flow(vph) 317 190 251 579 53 32 578 2139 251 201 2064 261 Confl. Peds. (#/hr) 1 2 Turn Type Split NA pm+ov Split NA Perm Prot NA pm+ov Prot NA pm+ov Protected Phases 2 2 3 6 6 3 8 6 7 4 2 Permitted Phases 2 6 8 4 Actuated Green,G(s) 17.0 17.0 43.0 26.0 26.0 26.0 26.0 69.5 95.5 21.0 66.5 83.5 Effective Green,g(s) 17.0 17.0 43.0 26.0 26.0 26.0 26.0 69.5 95.5 21.0 66.5 83.5 Actuated g/C Ratio 0.10 0.10 0.25 0.15 0.15 0.15 0.15 0.41 0.56 0.12 0.39 0.49 Clearance Time(s) 10.0 10.0 8.0 10.0 10.0 10.0 8.0 6.5 10.0 10.0 6.5 10.0 Vehicle Extension(s) 2.5 2.5 2.0 2.5 2.5 2.5 2.0 3.0 2.5 2.5 3.0 2.5 Lane Grp Cap(vph) 314 141 348 480 260 218 480 2481 955 200 1821 697 v/s Ratio Prot 0.10 c0.13 0.11 c0.18 0.03 c0.18 c0.35 0.04 0.12 c0.44 0.04 vls Ratio Perm 0.07 0.02 0.11 0.15 v/c Ratio 1.01 1.35 0.72 1.21 0.20 0.15 1.20 0.86 0.26 1.00 1.13 0.37 Uniform Delay,dl 76.5 76.5 58.0 72.0 63.0 62.4 72.0 45.9 19.2 74.5 51.8 27.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 53.2 195.9 6.1 111.1 0.3 0.2 110.3 4.2 0.1 64.9 67.5 0.2 Delay(s) 129.7 272.4 64.2 183.1 63.2 62.6 182.3 50.1 19.3 139.4 119.3 27.2 Level of Service F F E F E E F D B F F C Approach Delay(s) 156.5 145.6 70.6 109.2 Approach LOS F F E F Intersection Summary HCM 2000 Control Delay 103.3 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.21 Actuated Cycle Length(s) 170.0 Sum of lost time(s) 36.5 Intersection Capacity Utilization 111.9% ICU Level of Service H Analysis Period(min) 15 c Critical Lane Group Development Mitigation Analysis Synchro 11 Report January 2023 Six Mile Engineering, PA HCM 6th Signalized Intersection Summary Phase 3 - 2026 Build-Out 3: Meridian Rd & Waltman Ln/Central Dr AIM Peak Hour -*--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� r t r f tf f r f tf f r Traffic Volume(veh/h) 148 34 328 172 30 78 352 1693 320 74 1613 167 Future Volume(veh/h) 148 34 328 172 30 78 352 1693 320 74 1613 167 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,vehlh/In 1772 1772 1772 1772 1772 1772 1772 1772 1843 1772 1772 1772 Adj Flow Rate,veh/h 164 0 389 191 33 87 391 1881 356 82 1792 186 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 360 0 721 236 128 108 437 3159 922 101 2791 848 Arrive On Green 0.11 0.00 0.11 0.07 0.07 0.07 0.09 0.35 0.35 0.06 0.46 0.46 Sat Flow,vehlh 3375 0 3003 3274 1772 1502 3274 6095 1562 1688 6095 1502 Grp Volume(v),veh/h 164 0 389 191 33 87 391 1881 356 82 1792 186 Grp Sat Flow(s),vehlh/In 1688 0 1502 1637 1772 1502 1637 1524 1562 1688 1524 1502 Q Serve(g_s),s 6.8 0.0 16.0 8.6 2.6 8.6 17.7 38.1 22.4 7.2 33.9 9.2 Cycle Q Clear(g_c),s 6.8 0.0 16.0 8.6 2.6 8.6 17.7 38.1 22.4 7.2 33.9 9.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 360 0 721 236 128 108 437 3159 922 101 2791 848 V/C Ratio(X) 0.46 0.00 0.54 0.81 0.26 0.80 0.89 0.60 0.39 0.81 0.64 0.22 Avail Cap(c_a),veh/h 360 0 721 262 142 120 480 3159 922 158 2791 848 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 0.37 0.37 0.37 1.00 1.00 1.00 Uniform Delay(d),s/veh 62.9 0.0 49.7 68.6 65.8 68.6 67.2 36.0 23.3 69.7 31.2 16.2 Incr Delay(d2),s/veh 0.7 0.0 0.7 15.1 0.8 28.0 7.4 0.3 0.5 13.1 1.1 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 5.4 0.0 10.6 7.5 2.2 7.4 10.9 18.8 13.9 6.3 18.4 7.7 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 63.6 0.0 50.4 83.7 66.6 96.6 74.6 36.3 23.7 82.8 32.4 16.8 LnGrp LOS E A D F E F E D C F C B Approach Vol,veh/h 553 311 2628 2060 Approach Delay,s/veh 54.3 85.5 40.3 33.0 Approach LOS D F D C Timer-Assigned Phs 2 3 4 6 7 8 Phs Duration(G+Y+Rc),s 26.0 28.0 75.2 20.8 19.0 84.2 Change Period (Y+Rc),s 10.0 8.0 6.5 10.0 10.0 6.5 Max Green Setting(Gmax),s 16.0 22.0 65.5 12.0 14.0 71.5 Max Q Clear Time(g_c+11),s 18.0 19.7 35.9 10.6 9.2 40.1 Green Ext Time(p-c),s 0.0 0.3 26.1 0.2 0.1 28.5 Intersection Summary HCM 6th Ctrl Delay 41.5 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. User approved ignoring U-Turning movement. Development Mitigation Analysis Synchro 11 Report January 2023 Six Mile Engineering, PA HCM2000 Intersection v/c Phase 3 - 2026 Build-Out 3: Meridian Rd & Waltman Ln/Central Dr AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� r t r f tf f r f tf f r Traffic Volume(vph) 148 34 328 172 30 78 352 1693 320 74 1613 167 Future Volume(vph) 148 34 328 172 30 78 352 1693 320 74 1613 167 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 11 11 11 11 11 11 11 12 16 11 11 11 Total Lost time(s) 10.0 10.0 8.0 10.0 10.0 10.0 8.0 6.5 10.0 10.0 6.5 10.0 Lane Util. Factor 0.97 0.95 0.95 0.97 1.00 1.00 0.97 0.86 1.00 1.00 0.86 1.00 Frt 1.00 0.88 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3144 1423 1378 3144 1706 1450 3144 6071 1700 1621 5868 1450 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3144 1423 1378 3144 1706 1450 3144 6071 1700 1621 5868 1450 Peak-hour factor, 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 Adj. Flow(vph) 164 38 364 191 33 87 391 1881 356 82 1792 186 RTOR Reduction(vph) 0 107 75 0 0 80 0 0 147 0 0 71 Lane Group Flow(vph) 164 98 122 191 33 7 391 1881 209 82 1792 115 Turn Type Split NA pm+ov Split NA Perm Prot NA pm+ov Prot NA pm+ov Protected Phases 2 2 3 6 6 3 8 6 7 4 2 Permitted Phases 2 6 8 4 Actuated Green,G(s) 13.7 13.7 34.7 11.9 11.9 11.9 21.0 76.3 88.2 11.6 68.9 82.6 Effective Green,g(s) 13.7 13.7 34.7 11.9 11.9 11.9 21.0 76.3 88.2 11.6 68.9 82.6 Actuated g/C Ratio 0.09 0.09 0.23 0.08 0.08 0.08 0.14 0.51 0.59 0.08 0.46 0.55 Clearance Time(s) 10.0 10.0 8.0 10.0 10.0 10.0 8.0 6.5 10.0 10.0 6.5 10.0 Vehicle Extension(s) 2.5 2.5 2.0 2.5 2.5 2.5 2.0 3.0 2.5 2.5 3.0 2.5 Lane Grp Cap(vph) 287 129 318 249 135 115 440 3088 999 125 2695 798 v/s Ratio Prot 0.05 c0.07 0.05 c0.06 0.02 c0.12 c0.31 0.02 0.05 c0.31 0.01 v/s Ratio Perm 0.03 0.00 0.11 0.07 v/c Ratio 0.57 0.76 0.38 0.77 0.24 0.06 0.89 0.61 0.21 0.66 0.66 0.14 Uniform Delay,dl 65.3 66.5 48.6 67.7 64.8 63.9 63.4 26.2 14.5 67.3 31.6 16.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.05 0.84 1.26 1.00 1.00 1.00 Incremental Delay,d2 2.2 21.2 0.3 12.7 0.7 0.2 12.6 0.6 0.0 10.5 1.3 0.1 Delay(s) 67.6 87.7 48.9 80.4 65.5 64.0 79.3 22.5 18.4 77.8 32.9 16.5 Level of Service E F D F E E E C B E C B Approach Delay(s) 68.4 74.2 30.4 33.2 Approach LOS E E C C Intersection Summary HCM 2000 Control Delay 37.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.75 Actuated Cycle Length(s) 150.0 Sum of lost time(s) 36.5 Intersection Capacity Utilization 78.8% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group Development Mitigation Analysis Synchro 11 Report January 2023 Six Mile Engineering, PA HCM 6th Signalized Intersection Summary Phase 3 - 2026 Build-Out 3: Meridian Rd & Waltman Ln/Central Dr PM Peak Hour -*--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� r t r f tf f r f tf f r Traffic Volume(veh/h) 285 40 537 521 48 188 520 1925 364 181 1858 295 Future Volume(veh/h) 285 40 537 521 48 188 520 1925 364 181 1858 295 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,vehlh/In 1772 1772 1772 1772 1772 1772 1772 1772 1843 1772 1772 1772 Adj Flow Rate,veh/h 317 0 626 579 53 209 578 2139 404 201 2064 328 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 338 0 760 501 271 229 501 2492 877 208 2384 736 Arrive On Green 0.10 0.00 0.10 0.15 0.15 0.15 0.15 0.41 0.41 0.12 0.39 0.39 Sat Flow,vehlh 3375 0 3003 3274 1772 1499 3274 6095 1562 1688 6095 1498 Grp Volume(v),veh/h 317 0 626 579 53 209 578 2139 404 201 2064 328 Grp Sat Flow(s),vehlh/In 1688 0 1502 1637 1772 1499 1637 1524 1562 1688 1524 1498 Q Serve(g_s),s 15.9 0.0 17.0 26.0 4.4 23.3 26.0 54.3 26.0 20.1 53.0 24.3 Cycle Q Clear(g_c),s 15.9 0.0 17.0 26.0 4.4 23.3 26.0 54.3 26.0 20.1 53.0 24.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 338 0 760 501 271 229 501 2492 877 208 2384 736 V/C Ratio(X) 0.94 0.00 0.82 1.16 0.20 0.91 1.15 0.86 0.46 0.96 0.87 0.45 Avail Cap(c_a),veh/h 338 0 760 501 271 229 501 2492 877 208 2384 736 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 0.61 0.61 0.61 1.00 1.00 1.00 Uniform Delay(d),s/veh 76.0 0.0 59.9 72.0 62.9 70.9 72.0 45.8 22.0 74.1 47.6 28.2 Incr Delay(d2),s/veh 33.3 0.0 7.2 90.9 0.3 36.2 83.2 2.6 1.1 51.8 4.5 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 13.3 0.0 19.5 25.9 3.7 16.8 23.5 26.7 18.5 17.4 28.2 16.6 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 109.3 0.0 67.1 162.9 63.1 107.1 155.2 48.3 23.1 126.0 52.2 30.1 LnGrp LOS F A E F E F F D C F D C Approach Vol,veh/h 943 841 3121 2593 Approach Delay,s/veh 81.3 142.8 64.9 55.1 Approach LOS F F E E Timer-Assigned Phs 2 3 4 6 7 8 Phs Duration(G+Y+Rc),s 27.0 34.0 73.0 36.0 31.0 76.0 Change Period (Y+Rc),s 10.0 8.0 6.5 10.0 10.0 6.5 Max Green Setting(Gmax),s 17.0 26.0 66.5 26.0 21.0 69.5 Max Q Clear Time(g_c+11),s 19.0 28.0 55.0 28.0 22.1 56.3 Green Ext Time(p-c),s 0.0 0.0 11.2 0.0 0.0 12.8 Intersection Summary HCM 6th Ctrl Delay 72.3 HCM 6th LOS E Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. User approved ignoring U-Turning movement. Development Mitigation Analysis Synchro 11 Report January 2023 Six Mile Engineering, PA HCM2000 Intersection v/c Phase 3 - 2026 Build-Out 3: Meridian Rd & Waltman Ln/Central Dr PM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� r t r f tf f r f tf f r Traffic Volume(vph) 285 40 537 521 48 188 520 1925 364 181 1858 295 Future Volume(vph) 285 40 537 521 48 188 520 1925 364 181 1858 295 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 11 11 11 11 11 11 11 12 16 11 11 11 Total Lost time(s) 10.0 10.0 8.0 10.0 10.0 10.0 8.0 6.5 10.0 10.0 6.5 10.0 Lane Util. Factor 0.97 0.95 0.95 0.97 1.00 1.00 0.97 0.86 1.00 1.00 0.86 1.00 Frpb,ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.98 Flpb,ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.87 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3144 1410 1378 3144 1706 1430 3144 6071 1700 1621 5868 1420 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3144 1410 1378 3144 1706 1430 3144 6071 1700 1621 5868 1420 Peak-hour factor, 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 Adj. Flow(vph) 317 44 597 579 53 209 578 2139 404 201 2064 328 RTOR Reduction(vph) 0 135 65 0 0 177 0 0 153 0 0 84 Lane Group Flow(vph) 317 190 251 579 53 32 578 2139 251 201 2064 244 Confl. Peds. (#/hr) 1 2 Turn Type Split NA pm+ov Split NA Perm Prot NA pm+ov Prot NA pm+ov Protected Phases 2 2 3 6 6 3 8 6 7 4 2 Permitted Phases 2 6 8 4 Actuated Green,G(s) 17.0 17.0 43.0 26.0 26.0 26.0 26.0 69.5 95.5 21.0 66.5 83.5 Effective Green,g(s) 17.0 17.0 43.0 26.0 26.0 26.0 26.0 69.5 95.5 21.0 66.5 83.5 Actuated g/C Ratio 0.10 0.10 0.25 0.15 0.15 0.15 0.15 0.41 0.56 0.12 0.39 0.49 Clearance Time(s) 10.0 10.0 8.0 10.0 10.0 10.0 8.0 6.5 10.0 10.0 6.5 10.0 Vehicle Extension(s) 2.5 2.5 2.0 2.5 2.5 2.5 2.0 3.0 2.5 2.5 3.0 2.5 Lane Grp Cap(vph) 314 141 348 480 260 218 480 2481 955 200 2295 697 v/s Ratio Prot 0.10 c0.13 0.11 c0.18 0.03 c0.18 c0.35 0.04 0.12 c0.35 0.03 vls Ratio Perm 0.07 0.02 0.11 0.14 v/c Ratio 1.01 1.35 0.72 1.21 0.20 0.15 1.20 0.86 0.26 1.00 0.90 0.35 Uniform Delay,dl 76.5 76.5 58.0 72.0 63.0 62.4 72.0 45.9 19.2 74.5 48.6 26.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 53.2 195.9 6.1 111.1 0.3 0.2 110.3 4.2 0.1 64.9 6.2 0.2 Delay(s) 129.7 272.4 64.2 183.1 63.2 62.6 182.3 50.1 19.3 139.4 54.8 26.8 Level of Service F F E F E E F D B F D C Approach Delay(s) 156.5 145.6 70.6 57.8 Approach LOS F F E E Intersection Summary HCM 2000 Control Delay 85.5 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.09 Actuated Cycle Length(s) 170.0 Sum of lost time(s) 36.5 Intersection Capacity Utilization 102.4% ICU Level of Service G Analysis Period(min) 15 c Critical Lane Group Development Mitigation Analysis Synchro 11 Report January 2023 Six Mile Engineering, PA