Aldridge Transportation Consultants, LLC Advanced Transportation Planning and Traffic Engineering

Aldridge Transportation Consultants, LLC Advanced Transportation Planning and Traffic Engineering John M.W. Aldridge, PE, PTOE, AICP 1082 Chimney Rock Road Colorado Registered Professional Engineer Highlands Ranch, CO 80126 Professional Traffic Operations Engineer Tele: 303-703-9112 American Institute of Certified Planners Fax: 303-703-9152 Mobile: 303-594-4132 Email: john@atceng.com January 25, 2015 Mr. Rob Berry Cadence Capital Investments, LLC 8480 E. Orchard Road Suite 4350 Greenwood Village, CO 80111 Re: Traffic Impact Study NEC 136 th / Holly, Thornton, CO Dear Mr. Berry: Aldridge Transportation Consultants () is pleased to present this traffic impact study regarding the proposed development of the northeast corner of 136 th Ave. and Holly St. in Thornton, Colorado. is professional service firm specializing in traffic engineering and transportation planning. s principal, John M.W. Aldridge, is a Colorado licensed professional engineer and a certified professional traffic operations engineer (PTOE). In the past 20 years, has prepared over 1,000 traffic impact studies, designed over 100 traffic signals, and has provided expert witness testimony on engineering design and access issues on multi-million dollar interchange and highway projects in Kansas and Colorado. We acknowledge that the City of Thornton s review of this study is only for general performance with submittal requirements, current design criteria, and standard engineering principles and practice. We are also aware of the provisions of Section 18 of the City Code of the City of Thornton. appreciates the opportunity to be of service. Please call if you have any questions. We can be reached at 303-703-9112. Respectfully submitted, Aldridge Transportation Consultants, LLC John M.W. Aldridge, PE, PTOE, AICP Principal

Aldridge Transportation Consultants, LLC Page 2 of 9 BACKGROUND INFORMATION This traffic impact study provides a study of the traffic impact occasioned by the development of the northeast corner of 136 th and Holly in Thornton, Colorado. The development plan proposes construction of a 3,000 square foot 7-11 store and a future 6,000 square foot retail building on the adjacent property directly to the east. The graphic shows the location of the site, adjacent streets and intersections, access locations and type, and proposed street restriping to accommodate the access locations. Also shown are the maximum 95 th percentile queue lengths for the 2015 PM peak hour. Table 3 shows the 95 th percentile queue lengths for the existing and 2035 conditions. These are less on the critical southbound through movement. Figure 1 Location and Site Plan GENERAL EXISTING CONDITIONS Both 136 th Ave. and Holly St. are Major Arterials per the City of Thornton Transportation Plan 2009. Currently, 136 th Ave. is a four-lane roadway with a painted center median. Holly St. is currently built to a two-lane cross-section. 136 th Ave. terminates now at Monaco but an extension to Quebec is under construction and should be open soon and certainly by the time the stores open. Currently 136 th Ave. carries 12,360 ADT on the western leg and 2,300 on the eastern. Holly St. carries 6,210 ADT northern leg and 13,870 on the southern. These daily volumes are derived from the PM peak hour data assuming that the PM peak hour is 10 percent of the daily.

Aldridge Transportation Consultants, LLC Page 3 of 9 The intersection of 136 th and Holly was counted for the AM and PM peak hour turning movements on October 29, 2014. The counts are provided in the appendix. The HCM 2010 analysis indicates that the intersection operates at LOS C/D in the AM/PM peak hours, respectively. DEVELOPMENT SITE CHARACTERISTICS The following chart presents the estimated trip generation based on the rates and values in the 9 th Edition of the ITE Trip Generation Manual. The proposed use is a convenience store with gas pumps, ITE Code 853, and general retail, ITE Code 820. The chart shows the ADT and the AM and PM peak hour trip generation. Table 1 Trip Generation Trip Generation Worksheet AM PM ITE Code Land Use Unit Quantity ADT In Out In Out 853 Convenience Store KSF 3 845.60 20.46 20.46 25.46 25.46 with Gasoline Pumps 2537 61 61 76 76 820 Retail KSF 6 42.70 0.60 0.36 1.78 1.93 256 4 2 11 12 Total Trips 2793 65 64 87 88 The site plan proposes two access locations. On Holly St., a full-movement located approximately 275 feet north of 136 th Ave. and on 136 th Ave., a right in/right out approximately 240 feet east of Holly St. Figure 1 shows the location of the accesses and how the streets would be restriped to accommodate them. The access locations and type are designed to accommodate the trip distribution and assignment safely and efficiently and without adversely affecting the operations and traffic flow of the adjacent streets and intersections. The left turn out movement from Holly St. will eliminate awkward and circuitous on-site circulation and temptation to make illegal movements and/or U-turns at the intersection. The distribution is based on a reasonable assessment of the origin/destination trip paths and assumes the extension of 136 th Ave. is open. Under these conditions, the trip distribution is set at 25 percent to/from each cardinal direction. TRAFFIC ASSIGNMENTS AND OFF-SITE TRAFFIC ANALYSIS The following figures show the AM/PM trip assignments for the 2015 and 2035 AM and PM analysis periods. The trip distribution and assignment is the same in both horizons. The assignments assume that most drivers will enter and exit in the same direction, left in and left out or right in and right out, (aka a pass-by trip) and that others will return to their origin.

Aldridge Transportation Consultants, LLC Page 4 of 9 Figure 2 2015 & 2035 AM Peak Hour Assignment Figure 3 2015 & 2035 PM Peak Hour Assignment

Aldridge Transportation Consultants, LLC Page 5 of 9 Two future scenarios are provided. The first is a 2015 scenario with the extension of 136 th Ave. to Quebec St. and a fully developed site. The 2015 scenario assumes that the volume on 136 th Ave. east of Holly St. will triple when the extension is complete. The existing volumes have been adjusted accordingly. The tripling of traffic on the eastern leg of the intersection is a guesstimate based on the existing and potential development that is underway east of Monaco. Figure 4 provides a comprehensive depiction of the projected 24-hour volumes (ADT). Figure 4 Average Daily Traffic Analysis The 2035 scenario is based on the forecast volume in the Thornton Transportation Plan 2009. 1 The forecast volumes indicate that Holly will carry 13,000 ADT both north and south sections. The forecast volumes show 9,000 ADT on 136 th Ave. west of Holly and 11,000 ADT on the section east of Holly. The forecast volumes however are inconsistent with the existing observed volumes. The current volume on the west section of 136 th Ave. is well above the projection at 12,360 ADT and on Holly St. south of 136 th Ave. the ADT is currently around 16,000 ADT. For the 2035 analysis, adjustments were made to bring up the northern section of Holly to the projected volume. Also on the eastern section of 136 th Ave. the volumes were increased to match the projections. But these increases also increased the sections of 136 th Ave. and Holly that are already in excess of the projections. The western section of 136 th Ave. is up to 18,700 ADT and the south section of Holly is up to 21,400 ADT. The Thornton Transportation Plan 2009 projects Holly as a four-lane roadway in 2035. This was programmed in the analysis, which also assumed some changes to the intersection configuration 1 Figure 17 on Page 51

Aldridge Transportation Consultants, LLC Page 6 of 9 with dual left turn lanes where applicable and protected left turn phasing. Figure 5 shows how the 2035 four-lane cross-section (100-foot ROW) and the Build-Out 2058 six-lane cross-section (150- foot ROW) would fit the existing cross-section. Note that the Build-Out scenario is highly speculative and not analyzed in this report. Moreover, the projected Build-Out volume on Holly is 36,000 ADT, which its capacity at LOS E for a four-lane Major Arterial. The additional ROW would come from the west side of the road. Note that the access shown in Figure 1 would not be impacted by the widening. Figure 5 2035 4-lane and Build-Out 6-lane Cross-Sections

Aldridge Transportation Consultants, LLC Page 7 of 9 OPERATIONS ANALYSIS uses Synchro v.8 for operations analyses. The Synchro methodology is based on the Highway Capacity Manual 2010 (HCM). The Synchro HCM reports are attached for reference. The chart summarizes the existing and forecast (full build) LOS (level of service). LOS is letter rating from A to F. LOS A indicates free-flow traffic conditions and no delay at intersections. LOS F is heavy traffic congestion with significant delay. LOS is provided for the overall operations at signalized intersections. LOS D is generally the benchmark for acceptable signalized intersection operations during the weekday peak hours. The LOS rating for unsignalized intersections is provided by the critical movement - not the overall - which is generally a left turn from the minor approach. Caution must be used when evaluating the LOS at unsignalized intersections particularly when LOS F is shown. In this case of an LOS F, the HCM 2 suggests that other evaluation measures should be considered such as the volume over capacity ratio and 95 th percentile queue length to make the most effective traffic control decision. LOS F at unsignalized intersections is generally normal for the weekday peak hour when the v/c ratio and the 95 th percentile queue length are acceptable. The following table shows the Existing, Existing + Site Generated and the 2035 AM/PM peak hour LOS and vehicles seconds of delay. Table 2 LOS Analysis Level of Service Analysis Existing 2015 + Site Generated 2035 Intersection AM PM AM PM AM PM 136th/Holly - Signalized B/19.5 C/30.6 C/25.0 C/34.9 C/32.0 D/39.0 136th/Holly - Signalized (Adj.) C/23.9 C/31.9 Holly Access n/a n/a C/17.7 C/17.0 C/23.5 D/30.4 136th RI/RO Access n/a n/a A/9.8 A/9.2 B/10.7 A/9.5 The HCM analysis shows that the recommended access locations will operate at a high level of service with virtually no multiple vehicular queuing on the left turn out from the full-movement access location. The signalized intersection will operate at an acceptable level of service in the 2015 condition and in 2035 with the expected improvements including the widening of Holly to fourlanes. None of the accesses generate sufficient traffic to consider a traffic signal warrant. The left turn out movement would have to be at least 100 vehicles per hour. The highest left turn out volume is on the Holly St. access projected to be 50 vehicles per hour. QUEUING ANALYSIS The following table presents the 95 th percentile queue lengths in feet for the AM and PM for each of the analysis periods. The lengths shown represent the back of the queue. 2 Highway Capacity Manual 2010 page 19-40

Aldridge Transportation Consultants, LLC Page 8 of 9 Table 3 95th Percentile Queue Lengths 95th Percentile Queue Length (feet) Existing 2015 2035 Intersection SBR SBT SBL SBR SBT SBL SBR SBT SBR 136th/Holly AM 4 214 38 11 251 32 72 173 64 PM 6 202 16 25 235 35 88 222 60 The queue analysis indicates that left turn out at the Holly St. access would not have to break into the 95 th percentile queue. The access is 275 feet from 136 th Ave. and the maximum-recorded 95 th percentile queue length on the southbound approach is 255 feet in the 2015 PM peak hour. Note queues are conservative at 25 feet per vehicle and calculated for the highest 15-minute period in the peak hour. SUMMARY OF REPORT FINDINGS AND RECOMMENDATIONS The analysis contained herein provides engineering proof that the proposed access locations and type will function safely and efficiently and within acceptable traffic engineering parameters proffered by the COT standards. In my professional opinion, the full-movement on Holly St. is critical for safe operation. Otherwise, movement to the east on 136 th Ave. would likely involve an illegal left turn around the traffic island (pork chop) at the right in / right out on 136 th Ave. or at the right in / right out (possibly a 3/4 movement) on Holly Street. Alternatively, a U-turn movement at the intersection could be made by getting into the westbound left turn lane from the right in / right out access on 136 th Ave. From the Holly St. access without a full-movement, the only movement would be northbound which would require circuitous routing to get back to the intersection to go another direction. As mentioned earlier, drivers from the north would typically enter and want to exit going in the same southbound direction. Without the left out movement, this would create a problematic situation and the driver would likely avoid it by passing by. The recommendations for access are as follows: 1. A full-movement access on Holly St. approximately 275 feet north of 136 th Ave. This access would include a 150-foot right turn lane (100 foot taper and 50 feet of storage). 2. A right in / right out on 136 th Ave. approximately 240 feet east of Holly St. The existing tangent section on the right turn lane at Holly extends back from the access approximately 200 feet to a 125 foot taper. No further improvement to this lane is necessary. 3. When Holly is widened to four-lanes, dual left turn lanes should be added to the eastbound and northbound approaches. In addition, the left turn phasing should be protected only on all approaches. Figure 1 shows the location of the accesses and how the streets would be restriped to accommodate them in the 2015 condition.

Aldridge Transportation Consultants, LLC Page 9 of 9 In conclusion this study finds that the site generated traffic from the site will blend harmoniously with the existing and future traffic on the adjacent streets and intersection provided the above recommendations on access and future intersection improvements are deployed. We appreciate the opportunity to be of service. Should you have any questions or concerns, please call me at 303-703-9112. Respectfully submitted, Aldridge Transportation Consultants, LLC John M.W. Aldridge, PE, PTOE, AICP Principal

23 289 472 Holly 136th/Holly EX AM 3 225 111 8 79 56 136th 59 15 264 JMWA 1/25/2015 Aldridge Transportation Consultants, LLC

136/Holly EX AM 3: Holly & 136th 1/25/2015 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 64 16 287 61 86 9 513 314 25 3 245 121 v/c Ratio 0.26 0.04 0.65 0.24 0.20 0.03 0.57 0.26 0.02 0.01 0.62 0.28 Control Delay 29.3 33.7 12.5 28.9 33.4 0.1 8.4 7.0 0.0 11.7 35.4 6.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.3 33.7 12.5 28.9 33.4 0.1 8.4 7.0 0.0 11.7 35.4 6.7 Queue Length 50th (ft) 22 3 0 21 17 0 91 50 0 1 97 0 Queue Length 95th (ft) 67 14 74 64 47 0 185 136 0 4 214 38 Internal Link Dist (ft) 399 689 326 347 Turn Bay Length (ft) 250 225 275 450 150 200 50 Base Capacity (vph) 247 1300 763 256 1300 665 1185 1664 1424 353 922 850 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.26 0.01 0.38 0.24 0.07 0.01 0.43 0.19 0.02 0.01 0.27 0.14 Intersection Summary jmwa Page 1

136/Holly EX AM 3: Holly & 136th 1/25/2015 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 59 15 264 56 79 8 472 289 23 3 225 111 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 64 16 287 61 86 9 513 314 25 3 245 121 Adj No. of Lanes 1 2 1 1 2 1 1 1 1 1 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 443 779 348 415 775 347 656 858 729 327 379 322 Arrive On Green 0.04 0.22 0.22 0.04 0.22 0.22 0.26 0.46 0.46 0.00 0.20 0.20 Sat Flow, veh/h 1774 3539 1583 1774 3539 1583 1774 1863 1583 1774 1863 1583 Grp Volume(v), veh/h 64 16 287 61 86 9 513 314 25 3 245 121 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1583 1774 1863 1583 1774 1863 1583 Q Serve(g_s), s 1.8 0.2 11.3 1.7 1.3 0.3 13.5 7.2 0.6 0.1 7.9 4.3 Cycle Q Clear(g_c), s 1.8 0.2 11.3 1.7 1.3 0.3 13.5 7.2 0.6 0.1 7.9 4.3 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 443 779 348 415 775 347 656 858 729 327 379 322 V/C Ratio(X) 0.14 0.02 0.82 0.15 0.11 0.03 0.78 0.37 0.03 0.01 0.65 0.38 Avail Cap(c_a), veh/h 477 1245 557 451 1245 557 1252 1880 1598 430 883 750 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 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.5 20.0 24.3 18.5 20.4 20.1 13.1 11.4 9.7 20.6 23.9 22.5 Incr Delay (d2), s/veh 0.1 0.0 5.4 0.2 0.1 0.0 2.1 0.3 0.0 0.0 1.9 0.7 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(50%),veh/ln 0.9 0.1 5.5 0.8 0.6 0.1 6.8 3.7 0.2 0.0 4.2 2.0 LnGrp Delay(d),s/veh 18.7 20.0 29.7 18.7 20.5 20.1 15.2 11.7 9.7 20.6 25.7 23.2 LnGrp LOS B B C B C C B B A C C C Approach Vol, veh/h 367 156 852 369 Approach Delay, s/veh 27.4 19.8 13.7 24.9 Approach LOS C B B C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 4.2 35.1 6.7 19.4 21.0 18.3 6.7 19.3 Change Period (Y+Rc), s 4.0 5.0 4.0 5.0 4.0 5.0 4.0 5.0 Max Green Setting (Gmax), s 4.0 66.0 4.0 23.0 39.0 31.0 4.0 23.0 Max Q Clear Time (g_c+i1), s 2.1 9.2 3.7 13.3 15.5 9.9 3.8 3.3 Green Ext Time (p_c), s 0.0 3.8 0.0 1.1 1.6 3.4 0.0 1.5 Intersection Summary HCM 2010 Ctrl Delay 19.5 HCM 2010 LOS B jmwa Page 2

57 185 377 Holly 136th/Holly EX PM 5 216 83 4 48 34 136th 128 82 518 JMWA 1/25/2015 Aldridge Transportation Consultants, LLC

136/Holly EX PM 3: Holly & 136th 1/25/2015 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 139 89 563 37 52 4 410 201 62 5 235 90 v/c Ratio 0.46 0.13 0.75 0.14 0.10 0.01 0.51 0.18 0.06 0.01 0.58 0.20 Control Delay 27.2 25.8 9.9 22.3 28.9 0.0 9.9 9.1 1.4 11.4 32.5 3.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 27.2 25.8 9.9 22.3 28.9 0.0 9.9 9.1 1.4 11.4 32.5 3.1 Queue Length 50th (ft) 43 14 0 11 10 0 72 32 0 1 85 0 Queue Length 95th (ft) 107 42 93 37 29 0 191 111 10 6 202 16 Internal Link Dist (ft) 399 689 326 347 Turn Bay Length (ft) 250 225 275 450 150 200 50 Base Capacity (vph) 305 2209 1199 262 2090 989 968 1500 1293 396 880 818 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.46 0.04 0.47 0.14 0.02 0.00 0.42 0.13 0.05 0.01 0.27 0.11 Intersection Summary jmwa Page 1

136/Holly EX PM 3: Holly & 136th 1/25/2015 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 128 82 518 34 48 4 377 185 57 5 216 83 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 139 89 563 37 52 4 410 201 62 5 235 90 Adj No. of Lanes 1 2 1 1 2 1 1 1 1 1 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 649 1351 604 395 1202 538 514 705 599 283 319 271 Arrive On Green 0.07 0.38 0.38 0.03 0.34 0.34 0.21 0.38 0.38 0.01 0.17 0.17 Sat Flow, veh/h 1774 3539 1583 1774 3539 1583 1774 1863 1583 1774 1863 1583 Grp Volume(v), veh/h 139 89 563 37 52 4 410 201 62 5 235 90 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1583 1774 1863 1583 1774 1863 1583 Q Serve(g_s), s 4.2 1.4 29.6 1.2 0.9 0.1 15.5 6.5 2.2 0.2 10.4 4.3 Cycle Q Clear(g_c), s 4.2 1.4 29.6 1.2 0.9 0.1 15.5 6.5 2.2 0.2 10.4 4.3 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 649 1351 604 395 1202 538 514 705 599 283 319 271 V/C Ratio(X) 0.21 0.07 0.93 0.09 0.04 0.01 0.80 0.29 0.10 0.02 0.74 0.33 Avail Cap(c_a), veh/h 649 1511 676 429 1429 639 710 1117 950 355 602 511 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 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.4 17.0 25.7 17.7 19.2 18.9 21.2 18.8 17.4 29.5 34.1 31.6 Incr Delay (d2), s/veh 0.2 0.0 18.6 0.1 0.0 0.0 4.4 0.2 0.1 0.0 3.3 0.7 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(50%),veh/ln 2.0 0.7 16.0 0.6 0.4 0.1 8.2 3.4 1.0 0.1 5.6 1.9 LnGrp Delay(d),s/veh 15.6 17.0 44.4 17.8 19.2 18.9 25.6 19.0 17.5 29.5 37.4 32.3 LnGrp LOS B B D B B B C B B C D C Approach Vol, veh/h 791 93 673 330 Approach Delay, s/veh 36.2 18.6 22.9 35.9 Approach LOS D B C D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 4.5 37.8 6.4 38.1 22.4 19.8 10.0 34.4 Change Period (Y+Rc), s 4.0 5.0 4.0 5.0 4.0 5.0 4.0 5.0 Max Green Setting (Gmax), s 4.0 52.0 4.0 37.0 28.0 28.0 6.0 35.0 Max Q Clear Time (g_c+i1), s 2.2 8.5 3.2 31.6 17.5 12.4 6.2 2.9 Green Ext Time (p_c), s 0.0 2.9 0.0 1.5 0.9 2.5 0.0 3.0 Intersection Summary HCM 2010 Ctrl Delay 30.6 HCM 2010 LOS C jmwa Page 2

70 289 472 Holly 136th/Holly EX AM 2015 w/ Extension 9 225 111 24 240 170 136th 59 45 264 JMWA 1/25/2015 Aldridge Transportation Consultants, LLC

136/Holly EX AM 2015 3: Holly & 136th 1/25/2015 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 64 49 287 185 261 26 513 314 76 10 245 121 v/c Ratio 0.27 0.14 0.69 0.50 0.39 0.06 0.65 0.29 0.08 0.03 0.68 0.27 Control Delay 28.6 37.6 14.4 30.9 34.0 0.3 12.8 9.9 0.4 13.1 42.2 3.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 28.6 37.6 14.4 30.9 34.0 0.3 12.8 9.9 0.4 13.1 42.2 3.3 Queue Length 50th (ft) 23 12 0 72 62 0 118 64 0 2 112 0 Queue Length 95th (ft) 66 33 76 162 121 0 231 162 3 8 226 17 Internal Link Dist (ft) 399 689 326 347 Turn Bay Length (ft) 250 225 275 450 150 200 50 Base Capacity (vph) 241 927 626 378 1158 607 955 1498 1299 311 732 725 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.27 0.05 0.46 0.49 0.23 0.04 0.54 0.21 0.06 0.03 0.33 0.17 Intersection Summary jmwa Page 1

136/Holly EX AM 2015 3: Holly & 136th 1/25/2015 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 59 45 264 170 240 24 472 289 70 9 225 111 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 64 49 287 185 261 26 513 314 76 10 245 121 Adj No. of Lanes 1 2 1 1 2 1 1 1 1 1 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 399 763 341 486 980 438 622 821 698 301 359 305 Arrive On Green 0.04 0.22 0.22 0.10 0.28 0.28 0.26 0.44 0.44 0.01 0.19 0.19 Sat Flow, veh/h 1774 3539 1583 1774 3539 1583 1774 1863 1583 1774 1863 1583 Grp Volume(v), veh/h 64 49 287 185 261 26 513 314 76 10 245 121 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1583 1774 1863 1583 1774 1863 1583 Q Serve(g_s), s 2.2 0.9 13.5 5.9 4.5 0.9 16.5 8.8 2.2 0.4 9.5 5.2 Cycle Q Clear(g_c), s 2.2 0.9 13.5 5.9 4.5 0.9 16.5 8.8 2.2 0.4 9.5 5.2 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 399 763 341 486 980 438 622 821 698 301 359 305 V/C Ratio(X) 0.16 0.06 0.84 0.38 0.27 0.06 0.82 0.38 0.11 0.03 0.68 0.40 Avail Cap(c_a), veh/h 442 912 408 534 1141 510 1010 1513 1286 375 720 612 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 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.3 24.2 29.2 18.8 21.9 20.6 16.4 14.6 12.7 24.8 29.1 27.4 Incr Delay (d2), s/veh 0.2 0.0 12.7 0.5 0.1 0.1 3.0 0.3 0.1 0.0 2.3 0.8 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(50%),veh/ln 1.1 0.4 7.1 2.9 2.2 0.4 8.4 4.5 1.0 0.2 5.1 2.3 LnGrp Delay(d),s/veh 22.5 24.2 41.8 19.3 22.0 20.7 19.4 14.9 12.8 24.8 31.4 28.2 LnGrp LOS C C D B C C B B B C C C Approach Vol, veh/h 400 472 903 376 Approach Delay, s/veh 36.6 20.9 17.3 30.2 Approach LOS D C B C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 4.8 39.2 11.9 21.7 24.0 19.9 7.1 26.5 Change Period (Y+Rc), s 4.0 5.0 4.0 5.0 4.0 5.0 4.0 5.0 Max Green Setting (Gmax), s 4.0 63.0 10.0 20.0 37.0 30.0 5.0 25.0 Max Q Clear Time (g_c+i1), s 2.4 10.8 7.9 15.5 18.5 11.5 4.2 6.5 Green Ext Time (p_c), s 0.0 4.0 0.1 1.2 1.5 3.5 0.0 2.7 Intersection Summary HCM 2010 Ctrl Delay 23.9 HCM 2010 LOS C jmwa Page 2

171 185 377 Holly 136th/Holly EX PM 2015 w/ Extension 15 216 83 12 154 102 136th 128 246 518 JMWA 1/25/2015 Aldridge Transportation Consultants, LLC

136/Holly EX PM 2015 3: Holly & 136th 1/25/2015 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 139 267 563 111 167 13 410 201 186 16 235 90 v/c Ratio 0.38 0.35 0.72 0.34 0.28 0.03 0.57 0.20 0.20 0.05 0.64 0.21 Control Delay 24.7 28.8 8.8 24.6 29.6 0.2 13.2 11.0 2.6 12.7 37.9 3.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.7 28.8 8.8 24.6 29.6 0.2 13.2 11.0 2.6 12.7 37.9 3.2 Queue Length 50th (ft) 46 57 0 36 35 0 92 40 0 3 98 0 Queue Length 95th (ft) 107 107 91 89 73 0 206 118 35 13 208 16 Internal Link Dist (ft) 399 689 326 347 Turn Bay Length (ft) 250 225 275 450 150 200 50 Base Capacity (vph) 362 1787 1078 325 1737 844 821 1359 1205 349 731 702 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.38 0.15 0.52 0.34 0.10 0.02 0.50 0.15 0.15 0.05 0.32 0.13 Intersection Summary jmwa Page 1

136/Holly EX PM 2015 3: Holly & 136th 1/25/2015 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 128 246 518 102 154 12 377 185 171 15 216 83 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 139 267 563 111 167 13 410 201 186 16 235 90 Adj No. of Lanes 1 2 1 1 2 1 1 1 1 1 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 588 1326 593 384 1288 576 503 683 580 272 318 270 Arrive On Green 0.06 0.37 0.37 0.05 0.36 0.36 0.21 0.37 0.37 0.01 0.17 0.17 Sat Flow, veh/h 1774 3539 1583 1774 3539 1583 1774 1863 1583 1774 1863 1583 Grp Volume(v), veh/h 139 267 563 111 167 13 410 201 186 16 235 90 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1583 1774 1863 1583 1774 1863 1583 Q Serve(g_s), s 4.6 4.8 32.5 3.7 3.0 0.5 16.9 7.2 7.9 0.7 11.3 4.7 Cycle Q Clear(g_c), s 4.6 4.8 32.5 3.7 3.0 0.5 16.9 7.2 7.9 0.7 11.3 4.7 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 588 1326 593 384 1288 576 503 683 580 272 318 270 V/C Ratio(X) 0.24 0.20 0.95 0.29 0.13 0.02 0.81 0.29 0.32 0.06 0.74 0.33 Avail Cap(c_a), veh/h 588 1353 605 384 1316 589 658 1029 875 321 554 471 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 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 16.8 19.9 28.6 17.1 20.0 19.2 23.3 21.2 21.4 31.5 37.0 34.3 Incr Delay (d2), s/veh 0.2 0.1 24.4 0.4 0.0 0.0 6.0 0.2 0.3 0.1 3.4 0.7 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(50%),veh/ln 2.2 2.3 18.1 1.8 1.4 0.2 8.9 3.7 3.5 0.3 6.1 2.1 LnGrp Delay(d),s/veh 17.0 20.0 52.9 17.6 20.0 19.2 29.3 21.4 21.7 31.6 40.4 35.0 LnGrp LOS B B D B C B C C C C D D Approach Vol, veh/h 969 291 797 341 Approach Delay, s/veh 38.7 19.0 25.5 38.6 Approach LOS D B C D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 5.4 39.5 9.0 40.3 23.8 21.1 10.0 39.3 Change Period (Y+Rc), s 4.0 5.0 4.0 5.0 4.0 5.0 4.0 5.0 Max Green Setting (Gmax), s 4.0 52.0 5.0 36.0 28.0 28.0 6.0 35.0 Max Q Clear Time (g_c+i1), s 2.7 9.9 5.7 34.5 18.9 13.3 6.6 5.0 Green Ext Time (p_c), s 0.0 3.4 0.0 0.8 0.9 2.8 0.0 5.1 Intersection Summary HCM 2010 Ctrl Delay 31.9 HCM 2010 LOS C jmwa Page 2

30 372 14 245 131 136th/Holly 2015 AM w/ Site Generated Holly 20 345 5 50 Holly FM 24 245 175 10 15 434 136th 74 45 264 472 304 70 134 Holly JMWA 1/25/2015 Aldridge Transportation Consultants, LLC

136th/Holly 2015 AM 3: Holly & 136th 1/25/2015 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 80 49 287 190 266 26 513 330 76 15 266 142 v/c Ratio 0.32 0.14 0.69 0.50 0.40 0.06 0.66 0.31 0.08 0.05 0.71 0.31 Control Delay 30.3 39.8 15.0 31.5 35.6 0.3 14.2 10.5 0.4 13.4 44.1 5.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.3 39.8 15.0 31.5 35.6 0.3 14.2 10.5 0.4 13.4 44.1 5.0 Queue Length 50th (ft) 31 12 0 78 67 0 128 74 0 3 130 0 Queue Length 95th (ft) 81 34 78 171 127 0 256 182 3 11 251 32 Internal Link Dist (ft) 399 201 326 195 Turn Bay Length (ft) 250 200 275 150 50 Base Capacity (vph) 254 890 613 399 1158 607 924 1401 1223 325 656 668 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.31 0.06 0.47 0.48 0.23 0.04 0.56 0.24 0.06 0.05 0.41 0.21 Intersection Summary jmwa Page 1

136th/Holly 2015 AM 3: Holly & 136th 1/25/2015 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 74 45 264 175 245 24 472 304 70 14 245 131 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 80 49 287 190 266 26 513 330 76 15 266 142 Adj No. of Lanes 1 2 1 1 2 1 1 1 1 1 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 404 756 338 486 949 425 609 824 701 312 376 320 Arrive On Green 0.05 0.21 0.21 0.10 0.27 0.27 0.25 0.44 0.44 0.01 0.20 0.20 Sat Flow, veh/h 1774 3539 1583 1774 3539 1583 1774 1863 1583 1774 1863 1583 Grp Volume(v), veh/h 80 49 287 190 266 26 513 330 76 15 266 142 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1583 1774 1863 1583 1774 1863 1583 Q Serve(g_s), s 2.8 0.9 13.9 6.3 4.8 1.0 16.8 9.6 2.2 0.5 10.6 6.3 Cycle Q Clear(g_c), s 2.8 0.9 13.9 6.3 4.8 1.0 16.8 9.6 2.2 0.5 10.6 6.3 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 404 756 338 486 949 425 609 824 701 312 376 320 V/C Ratio(X) 0.20 0.06 0.85 0.39 0.28 0.06 0.84 0.40 0.11 0.05 0.71 0.44 Avail Cap(c_a), veh/h 449 886 396 567 1151 515 979 1408 1197 389 653 555 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 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.7 25.1 30.2 19.4 23.1 21.8 16.8 15.1 13.0 24.8 29.7 27.9 Incr Delay (d2), s/veh 0.2 0.0 14.0 0.5 0.2 0.1 3.8 0.3 0.1 0.1 2.4 1.0 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(50%),veh/ln 1.4 0.4 7.4 3.1 2.3 0.4 8.6 4.9 1.0 0.3 5.7 2.8 LnGrp Delay(d),s/veh 22.9 25.1 44.2 19.9 23.3 21.8 20.6 15.4 13.1 24.8 32.1 28.9 LnGrp LOS C C D B C C C B B C C C Approach Vol, veh/h 416 482 919 423 Approach Delay, s/veh 37.9 21.9 18.1 30.8 Approach LOS D C B C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 5.1 40.4 12.3 22.1 24.4 21.2 8.0 26.4 Change Period (Y+Rc), s 4.0 5.0 4.0 5.0 4.0 5.0 4.0 5.0 Max Green Setting (Gmax), s 4.6 60.4 12.0 20.0 37.0 28.0 6.0 26.0 Max Q Clear Time (g_c+i1), s 2.5 11.6 8.3 15.9 18.8 12.6 4.8 6.8 Green Ext Time (p_c), s 0.0 4.3 0.2 1.2 1.5 3.5 0.0 2.7 Intersection Summary HCM 2010 Ctrl Delay 25.0 HCM 2010 LOS C jmwa Page 2

136th/Holly 2015 AM 6: Holly FM & Holly 1/25/2015 Intersection Int Delay, s/veh 1.3 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 50 5 372 30 20 345 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0-150 0 - Veh in Median Storage, # 0-0 - - 0 Grade, % 0-0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 54 5 404 33 22 375 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 822 404 0 0 404 0 Stage 1 404 - - - - - Stage 2 418 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 344 647 - - 1155 - Stage 1 674 - - - - - Stage 2 664 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 337 647 - - 1155 - Mov Cap-2 Maneuver 337 - - - - - Stage 1 674 - - - - - Stage 2 651 - - - - - Approach WB NB SB HCM Control Delay, s 17.1 0 0.4 HCM LOS C Minor Lane/Major Mvmt NBT NBR WBLn1 WBLn2 SBL SBT Capacity (veh/h) - - 337 647 1155 - HCM Lane V/C Ratio - - 0.161 0.008 0.019 - HCM Control Delay (s) - - 17.7 10.6 8.2 - HCM Lane LOS - - C B A - HCM 95th %tile Q(veh) - - 0.6 0 0.1 - jmwa Page 4

136th/Holly 2015 AM 8: 136th RI/RO 1/25/2015 Intersection Int Delay, s/veh 0.2 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 0 134 434 15 0 10 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - 0-0 Veh in Median Storage, # - 0 0-0 - Grade, % - 0 0-0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 146 472 16 0 11 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 472 0-0 545 236 Stage 1 - - - - 472 - Stage 2 - - - - 73 - Critical Hdwy 4.14 - - - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy 2.22 - - - 3.52 3.32 Pot Cap-1 Maneuver 1086 - - - 468 766 Stage 1 - - - - 594 - Stage 2 - - - - 941 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1086 - - - 468 766 Mov Cap-2 Maneuver - - - - 468 - Stage 1 - - - - 594 - Stage 2 - - - - 941 - Approach EB WB SB HCM Control Delay, s 0 0 9.8 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1086 - - - 766 HCM Lane V/C Ratio - - - - 0.014 HCM Control Delay (s) 0 - - - 9.8 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0 jmwa Page 5

50 325 35 236 108 136th/Holly 2015 PM w/ Site Generated Holly 25 314 10 65 Holly FM 12 164 107 15 25 268 136th 153 246 518 377 210 171 457 Holly JMWA 1/25/2015 Aldridge Transportation Consultants, LLC

136th/Holly 2015 PM 3: Holly & 136th 1/25/2015 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 166 267 563 116 178 13 410 228 186 38 257 117 v/c Ratio 0.42 0.35 0.72 0.35 0.34 0.04 0.60 0.25 0.21 0.11 0.67 0.27 Control Delay 25.5 30.6 8.9 25.6 33.7 0.2 14.2 14.0 2.9 13.1 39.9 6.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.5 30.6 8.9 25.6 33.7 0.2 14.2 14.0 2.9 13.1 39.9 6.2 Queue Length 50th (ft) 58 60 0 39 41 0 98 65 0 7 113 0 Queue Length 95th (ft) 133 115 97 97 84 0 216 140 36 25 235 35 Internal Link Dist (ft) 399 201 326 195 Turn Bay Length (ft) 250 200 275 150 50 Base Capacity (vph) 396 1602 1024 327 1469 735 797 1289 1153 360 684 665 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.42 0.17 0.55 0.35 0.12 0.02 0.51 0.18 0.16 0.11 0.38 0.18 Intersection Summary jmwa Page 1

136th/Holly 2015 PM 3: Holly & 136th 1/25/2015 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 153 246 518 107 164 12 377 210 171 35 236 108 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 166 267 563 116 178 13 410 228 186 38 257 117 Adj No. of Lanes 1 2 1 1 2 1 1 1 1 1 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 579 1269 568 385 1197 536 497 679 577 301 342 291 Arrive On Green 0.08 0.36 0.36 0.06 0.34 0.34 0.21 0.36 0.36 0.03 0.18 0.18 Sat Flow, veh/h 1774 3539 1583 1774 3539 1583 1774 1863 1583 1774 1863 1583 Grp Volume(v), veh/h 166 267 563 116 178 13 410 228 186 38 257 117 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1583 1774 1863 1583 1774 1863 1583 Q Serve(g_s), s 5.7 5.0 33.5 4.0 3.3 0.5 16.7 8.4 8.0 1.6 12.4 6.2 Cycle Q Clear(g_c), s 5.7 5.0 33.5 4.0 3.3 0.5 16.7 8.4 8.0 1.6 12.4 6.2 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 579 1269 568 385 1197 536 497 679 577 301 342 291 V/C Ratio(X) 0.29 0.21 0.99 0.30 0.15 0.02 0.82 0.34 0.32 0.13 0.75 0.40 Avail Cap(c_a), veh/h 608 1269 568 397 1197 536 672 1022 869 340 542 461 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 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.7 21.1 30.3 18.4 21.9 20.9 23.0 21.8 21.7 30.2 36.6 34.1 Incr Delay (d2), s/veh 0.3 0.1 35.5 0.4 0.1 0.0 6.1 0.3 0.3 0.2 3.3 0.9 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(50%),veh/ln 2.8 2.4 20.1 2.0 1.6 0.2 8.9 4.4 3.5 0.8 6.7 2.8 LnGrp Delay(d),s/veh 18.0 21.2 65.7 18.8 21.9 20.9 29.1 22.1 22.0 30.4 40.0 35.0 LnGrp LOS B C E B C C C C C C D D Approach Vol, veh/h 996 307 824 412 Approach Delay, s/veh 45.8 20.7 25.6 37.7 Approach LOS D C C D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.5 39.6 9.7 39.0 23.7 22.4 11.6 37.1 Change Period (Y+Rc), s 4.0 5.0 4.0 5.0 4.0 5.0 4.0 5.0 Max Green Setting (Gmax), s 4.6 52.0 6.4 34.0 29.0 27.6 9.2 31.2 Max Q Clear Time (g_c+i1), s 3.6 10.4 6.0 35.5 18.7 14.4 7.7 5.3 Green Ext Time (p_c), s 0.0 3.8 0.0 0.0 0.9 3.0 0.1 5.1 Intersection Summary HCM 2010 Ctrl Delay 34.9 HCM 2010 LOS C jmwa Page 2

136th/Holly 2015 PM 6: Holly FM & Holly 1/25/2015 Intersection Int Delay, s/veh 1.8 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 65 10 325 50 25 314 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0-150 0 - Veh in Median Storage, # 0-0 - - 0 Grade, % 0-0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 71 11 353 54 27 341 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 749 353 0 0 353 0 Stage 1 353 - - - - - Stage 2 396 - - - - - Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 379 691 - - 1206 - Stage 1 711 - - - - - Stage 2 680 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 371 691 - - 1206 - Mov Cap-2 Maneuver 371 - - - - - Stage 1 711 - - - - - Stage 2 665 - - - - - Approach WB NB SB HCM Control Delay, s 16.1 0 0.6 HCM LOS C Minor Lane/Major Mvmt NBT NBR WBLn1 WBLn2 SBL SBT Capacity (veh/h) - - 371 691 1206 - HCM Lane V/C Ratio - - 0.19 0.016 0.023 - HCM Control Delay (s) - - 17 10.3 8.1 - HCM Lane LOS - - C B A - HCM 95th %tile Q(veh) - - 0.7 0 0.1 - jmwa Page 4

136th/Holly 2015 PM 8: 136th RI/RO 1/25/2015 Intersection Int Delay, s/veh 0.2 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 0 457 268 25 0 15 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - 0-0 Veh in Median Storage, # - 0 0-0 - Grade, % - 0 0-0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 497 291 27 0 16 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 291 0-0 539 146 Stage 1 - - - - 291 - Stage 2 - - - - 248 - Critical Hdwy 4.14 - - - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy 2.22 - - - 3.52 3.32 Pot Cap-1 Maneuver 1268 - - - 473 875 Stage 1 - - - - 733 - Stage 2 - - - - 770 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1268 - - - 473 875 Mov Cap-2 Maneuver - - - - 473 - Stage 1 - - - - 733 - Stage 2 - - - - 770 - Approach EB WB SB HCM Control Delay, s 0 0 9.2 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1268 - - - 875 HCM Lane V/C Ratio - - - - 0.019 HCM Control Delay (s) 0 - - - 9.2 HCM Lane LOS A - - - A HCM 95th %tile Q(veh) 0 - - - 0.1 jmwa Page 5

30 572 44 345 206 136th/Holly 2035 AM w/ Site Generated Holly 20 545 5 50 Holly FM 49 345 250 10 15 643 136th 149 95 264 472 404 120 259 Holly JMWA 1/25/2015 Aldridge Transportation Consultants, LLC

136/Holly 2035 AM 3: Holly & 136th 1/25/2015 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 162 103 287 272 375 53 513 439 130 48 375 224 v/c Ratio 0.57 0.23 0.64 0.68 0.55 0.13 0.68 0.32 0.19 0.30 0.56 0.47 Control Delay 43.1 37.1 12.2 39.5 34.2 0.7 35.4 20.7 4.9 45.9 35.0 8.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.1 37.1 12.2 39.5 34.2 0.7 35.4 20.7 4.9 45.9 35.0 8.5 Queue Length 50th (ft) 73 24 0 121 88 0 118 86 0 22 87 0 Queue Length 95th (ft) 178 60 77 260 165 0 228 161 38 72 173 64 Internal Link Dist (ft) 399 201 326 195 Turn Bay Length (ft) 250 200 275 200 150 Base Capacity (vph) 416 935 629 648 1398 706 1123 1889 907 185 1102 647 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.39 0.11 0.46 0.42 0.27 0.08 0.46 0.23 0.14 0.26 0.34 0.35 Intersection Summary jmwa Page 1

136/Holly 2035 AM 3: Holly & 136th 1/25/2015 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 149 95 264 250 345 49 472 404 120 44 345 206 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 162 103 287 272 375 53 513 439 130 48 375 224 Adj No. of Lanes 1 2 1 1 2 1 2 2 1 1 2 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 201 759 340 318 994 445 632 1266 566 61 738 330 Arrive On Green 0.11 0.21 0.21 0.18 0.28 0.28 0.18 0.36 0.36 0.03 0.21 0.21 Sat Flow, veh/h 1774 3539 1583 1774 3539 1583 3442 3539 1583 1774 3539 1583 Grp Volume(v), veh/h 162 103 287 272 375 53 513 439 130 48 375 224 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1583 1721 1770 1583 1774 1770 1583 Q Serve(g_s), s 7.5 2.0 14.6 12.5 7.2 2.1 12.0 7.6 4.8 2.3 7.9 11.0 Cycle Q Clear(g_c), s 7.5 2.0 14.6 12.5 7.2 2.1 12.0 7.6 4.8 2.3 7.9 11.0 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 201 759 340 318 994 445 632 1266 566 61 738 330 V/C Ratio(X) 0.81 0.14 0.84 0.85 0.38 0.12 0.81 0.35 0.23 0.79 0.51 0.68 Avail Cap(c_a), veh/h 380 850 380 591 1271 568 1023 1717 768 169 1001 448 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 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.4 26.7 31.7 33.4 24.3 22.5 32.9 19.8 18.9 40.3 29.5 30.7 Incr Delay (d2), s/veh 7.5 0.1 14.7 6.5 0.2 0.1 2.6 0.2 0.2 19.8 0.5 2.5 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(50%),veh/ln 4.1 1.0 7.8 6.7 3.5 0.9 5.9 3.7 2.1 1.4 3.9 5.0 LnGrp Delay(d),s/veh 43.9 26.8 46.4 40.0 24.6 22.6 35.5 20.0 19.1 60.1 30.0 33.1 LnGrp LOS D C D D C C D B B E C C Approach Vol, veh/h 552 700 1082 647 Approach Delay, s/veh 42.0 30.4 27.2 33.3 Approach LOS D C C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.9 35.1 19.1 23.0 19.4 22.5 13.5 28.6 Change Period (Y+Rc), s 4.0 5.0 4.0 5.0 4.0 5.0 4.0 5.0 Max Green Setting (Gmax), s 8.0 40.8 28.0 20.2 25.0 23.8 18.0 30.2 Max Q Clear Time (g_c+i1), s 4.3 9.6 14.5 16.6 14.0 13.0 9.5 9.2 Green Ext Time (p_c), s 0.0 6.9 0.6 1.4 1.4 4.6 0.2 3.9 Intersection Summary HCM 2010 Ctrl Delay 32.0 HCM 2010 LOS C jmwa Page 2

136/Holly 2035 AM 6: Holly FM & Holly 1/25/2015 Intersection Int Delay, s/veh 1.1 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 50 5 572 30 20 545 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0-150 150 - Veh in Median Storage, # 0-0 - - 0 Grade, % 0-0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 54 5 622 33 22 592 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 962 311 0 0 622 0 Stage 1 622 - - - - - Stage 2 340 - - - - - Critical Hdwy 6.84 6.94 - - 4.14 - Critical Hdwy Stg 1 5.84 - - - - - Critical Hdwy Stg 2 5.84 - - - - - Follow-up Hdwy 3.52 3.32 - - 2.22 - Pot Cap-1 Maneuver 254 685 - - 955 - Stage 1 498 - - - - - Stage 2 692 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 248 685 - - 955 - Mov Cap-2 Maneuver 248 - - - - - Stage 1 498 - - - - - Stage 2 676 - - - - - Approach WB NB SB HCM Control Delay, s 22.3 0 0.3 HCM LOS C Minor Lane/Major Mvmt NBT NBR WBLn1 WBLn2 SBL SBT Capacity (veh/h) - - 248 685 955 - HCM Lane V/C Ratio - - 0.219 0.008 0.023 - HCM Control Delay (s) - - 23.5 10.3 8.9 - HCM Lane LOS - - C B A - HCM 95th %tile Q(veh) - - 0.8 0 0.1 - jmwa Page 4

136/Holly 2035 AM 8: 136th RI/RO 1/25/2015 Intersection Int Delay, s/veh 0.1 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 0 259 643 15 0 10 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - 0-0 Veh in Median Storage, # - 0 0-0 - Grade, % - 0 0-0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 282 699 16 0 11 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 699 0-0 840 349 Stage 1 - - - - 699 - Stage 2 - - - - 141 - Critical Hdwy 4.14 - - - 6.84 6.94 Critical Hdwy Stg 1 - - - - 5.84 - Critical Hdwy Stg 2 - - - - 5.84 - Follow-up Hdwy 2.22 - - - 3.52 3.32 Pot Cap-1 Maneuver 893 - - - 304 647 Stage 1 - - - - 454 - Stage 2 - - - - 871 - Platoon blocked, % - - - Mov Cap-1 Maneuver 893 - - - 304 647 Mov Cap-2 Maneuver - - - - 304 - Stage 1 - - - - 454 - Stage 2 - - - - 871 - Approach EB WB SB HCM Control Delay, s 0 0 10.7 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 893 - - - 647 HCM Lane V/C Ratio - - - - 0.017 HCM Control Delay (s) 0 - - - 10.7 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0 - - - 0.1 jmwa Page 5

50 625 55 436 183 136th/Holly 2035 PM w/ Site Generated Holly 25 614 10 65 Holly FM 37 214 132 15 25 368 136th 228 346 518 377 410 271 682 Holly JMWA 1/25/2015 Aldridge Transportation Consultants, LLC

136/Holly 2035 PM 3: Holly & 136th 1/25/2015 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 248 376 563 143 233 40 410 446 295 60 474 199 v/c Ratio 0.69 0.42 0.83 0.58 0.36 0.09 0.67 0.38 0.41 0.37 0.63 0.41 Control Delay 45.2 29.0 21.6 49.9 33.8 0.4 42.5 26.5 5.4 50.7 37.2 8.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.2 29.0 21.6 49.9 33.8 0.4 42.5 26.5 5.4 50.7 37.2 8.0 Queue Length 50th (ft) 126 90 92 74 58 0 107 102 0 31 125 0 Queue Length 95th (ft) 255 150 258 171 111 0 207 185 63 88 222 60 Internal Link Dist (ft) 399 201 326 195 Turn Bay Length (ft) 250 200 275 200 150 Base Capacity (vph) 566 1654 942 326 1175 640 760 1523 849 196 1132 641 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.44 0.23 0.60 0.44 0.20 0.06 0.54 0.29 0.35 0.31 0.42 0.31 Intersection Summary jmwa Page 1

136/Holly 2035 PM 3: Holly & 136th 1/25/2015 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 228 346 518 132 214 37 377 410 271 55 436 183 Number 7 4 14 3 8 18 5 2 12 1 6 16 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 248 376 563 143 233 40 410 446 295 60 474 199 Adj No. of Lanes 1 2 1 1 2 1 2 2 1 1 2 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 286 1326 593 175 1105 494 491 1063 476 77 713 319 Arrive On Green 0.16 0.37 0.37 0.10 0.31 0.31 0.14 0.30 0.30 0.04 0.20 0.20 Sat Flow, veh/h 1774 3539 1583 1774 3539 1583 3442 3539 1583 1774 3539 1583 Grp Volume(v), veh/h 248 376 563 143 233 40 410 446 295 60 474 199 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1583 1721 1770 1583 1774 1770 1583 Q Serve(g_s), s 13.4 7.3 34.0 7.8 4.8 1.8 11.4 9.9 15.8 3.3 12.2 11.3 Cycle Q Clear(g_c), s 13.4 7.3 34.0 7.8 4.8 1.8 11.4 9.9 15.8 3.3 12.2 11.3 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 286 1326 593 175 1105 494 491 1063 476 77 713 319 V/C Ratio(X) 0.87 0.28 0.95 0.82 0.21 0.08 0.84 0.42 0.62 0.78 0.67 0.62 Avail Cap(c_a), veh/h 468 1364 610 270 1105 494 628 1256 562 162 933 417 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 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.3 21.6 29.9 43.6 25.0 23.9 41.1 27.6 29.7 46.7 36.3 36.0 Incr Delay (d2), s/veh 9.3 0.1 24.1 10.6 0.1 0.1 7.7 0.3 1.6 15.1 1.1 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(50%),veh/ln 7.4 3.6 18.8 4.3 2.3 0.8 5.9 4.9 7.1 1.9 6.0 5.1 LnGrp Delay(d),s/veh 49.6 21.7 54.1 54.2 25.1 24.0 48.8 27.9 31.2 61.8 37.5 38.0 LnGrp LOS D C D D C C D C C E D D Approach Vol, veh/h 1187 416 1151 733 Approach Delay, s/veh 42.9 35.0 36.2 39.6 Approach LOS D C D D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.3 34.6 13.7 42.0 18.1 24.9 19.9 35.8 Change Period (Y+Rc), s 4.0 5.0 4.0 5.0 4.0 5.0 4.0 5.0 Max Green Setting (Gmax), s 9.0 35.0 15.0 38.0 18.0 26.0 26.0 27.0 Max Q Clear Time (g_c+i1), s 5.3 17.8 9.8 36.0 13.4 14.2 15.4 6.8 Green Ext Time (p_c), s 0.0 6.9 0.1 0.9 0.6 5.7 0.5 6.0 Intersection Summary HCM 2010 Ctrl Delay 39.0 HCM 2010 LOS D jmwa Page 2