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Home My WebLink About20060698.tiff ~` 5 ' n w � TRAFFIC IMPACT ANALYSIS ST. VRAIN LAKES WELD COUNTY, COLORADO I� T TRANSPORTATION CONSULTANTS, INC. 2006-0698 LSC TRANSPORTATION CONSULTANTS, INC. LtA 1889 York Street Denver,CO 80206 (303)333-1105 FAX(303)333-1107 — E-mail: Isc@lscdenver.com Web Site: http://www.lscdenver.com TRANSPORTATION CONSULTANTS, INC. August 1, 2005 - Mr. Tyler Packard Carma Colorado, Inc. 9110 E. Nichols Ave. - Englewood, CO 80112 Re: St. Vrain Lakes Weld County, CO (LSC #040840) Dear Mr. Packard: We are pleased to submit our Traffic Impact Analysis (TIA) report of the proposed St. Vrain Lakes development to be located in Weld County, Colorado. This traffic impact study first provides a summary of the existing roadways and traffic volumes - in the vicinity of the proposed development, followed by estimates of the amount and directional distribution of vehicular traffic likely to be generated. This information is then combined with projected future traffic volumes in the vicinity to evaluate the impact of the new - development on the existing and future roadway system and, where appropriate, to make recommendations for the necessary roadway improvements. - We trust that our findings and recommendations will assist in the planning for the proposed St. Vrain Lakes development. Please call us if we can be of further assistance. Respectfully submitted, LSC Transportation Consultant , Inc. `�" 'N0NIa�'°.rcr O:'S O�:at reQ $5827 a11 By: ' enj . Waldman, .E. •cts 417 BTW/wc irks \\Server_0\file_se[ver\LSC\Projects\2004\040840\August 2005\TOC-StVrain.wpd Traffic Impact Analysis St. Vrain Lakes Weld County, Colorado Prepared for Canna Colorado, Inc. 9110 E. Nichols Avenue Englewood, CO 80112 Prepared by LSC Transportation Consultants, Inc. 1889 York Street Denver, CO 80206 (303) 333-1105 August 1, 2005 (LSC #040840) TABLE OF CONTENTS Section Description Page A Introduction 1 B Roadway and Traffic Conditions 3 C Traffic Generation 13 D Traffic Distribution 18 E Traffic Assignment 22 F Traffic Impacts 33 G Recommendations 46 H Conclusions 48 Appendix A: Traffic Counts Appendix B: Year 2011 Capacity Analyses Appendix C: Year 2014 Capacity Analyses Appendix D: Year 2025 Capacity Analyses - LIST OF TABULATIONS Table Description Page 1 Estimated Traffic Generation - Buildout 15 2 Estimated Traffic Generation - Phase 1 16 3 Estimated Traffic Generation - Phases 1 & 2 17 4 Intersection Levels of Service - Phases 1 & 2 38-39 5 Intersection Levels of Service - Phases 1 & 2 40-44 LIST OF ILLUSTRATIONS Figure Description Page 1 Vicinity Map 2 2 Site Plan 6 3 Existing Traffic Volumes 7 4 Year 2011 Background Traffic 8 5 Year 2014 Background Traffic (External Intersections) 9 6 Year 2014 Background Traffic (Internal Intersections) 10 7 Year 2025 Background Traffic (External Intersections) 11 8 Year 2025 Background Traffic (Internal Intersections) 12 9 Directional Distribution of 2011 86 2014 Site-Generated Traffic 20 10 Directional Distribution of 2025 Site-Generated Traffic 21 11 Year 2011 Assignment of Site-Generated Traffic 23 12 2014 Assignment of Site-Generated Traffic (External Intersections) 24 13 2014 Assignment of Site-Generated Traffic (Internal Intersections) . 25 14 2025 Assignment of Site-Generated Traffic (External Intersection) . 26 15 2025 Assignment of Site-Generated Traffic (Internal Intersections) 27 16 Year 2011 Total Traffic 28 17 Year 2014 Total Traffic (External Intersections) 29 18 Year 2014 Total Traffic (Internal Intersections) 30 19 Year 2025 Total Traffic (External Intersections) 31 20 Year 2025 Total Traffic (Internal Intersections) 32 21 Year 2011 Recommended Lane Geometry 8s Traffic Control 35 22 Year 2014 Recommended Lane Geometry 8s Traffic Control 36 23 Year 2025 Recommended Lane Geometry & Traffic Control 37 24 Year 2025 Average Daily Traffic Impacts 45 SECTION A Introduction The St. Vrain Lakes mixed use development is planned for a parcel of land located east of I-25, west of Weld County Road (WCR) 13, south of State Highway (SH) 66, and north of the St. Vrain River (see Figure 1). The 1,313-acre site is proposed to contain approximately 3,308 single-family homes, 1,823 townhouses, 735,000 square feet of commercial/municipal property, three schools totaling approximately 1,800 students, and approximately 40,000 square feet of recreation centers. LSC Transportation Consultants, Inc. has been retained by Carma Colorado, Inc. to prepare a Traffic Impact Analysis (TIA) of the development, consistent with the require- ments of Weld County. This analysis identifies the impacts of the proposed development on the surrounding roadway system and describes its access requirements. Specific steps taken in this analysis process are described below: — ^ • A review of present roadway and traffic conditions in the vicinity of the site. • A determination of the amount of peak-hour traffic that would be generated by the proposed development and an analysis of the directional distribution of that traffic on the surrounding roadway system. • A projection of future background traffic volumes on the adjacent street system for the Years 2011, 2014 and 2025,which will provide the basis for estimating future short- and long-term impacts. • A determination of future traffic impacts associated with the proposed development. These impacts are based upon estimates of the total amount of traffic on the surrounding roadway system in the vicinity of the develop- ment. • A determination of street and access improvements that will be necessary to mitigate the traffic impacts associated with the proposed development. St. Vrain Lakes (LSC#040840) August 1, 2005 LSC Transportation Consultants, Inc. Page 1 y ' 3 ' � ) , s� xlmate Sca/e 1" 4P 2a0v di 4�S 4E �tr 1 '.'rw. 1'. yv • is I. ''..-1541:':;\ r1 i (, 1,4 1 '4.. °. Cr' 4 _ y _.... \ .r'. Pr cjil[ C /dam , ar. Vii. �i_ .'f^ is �.YFm. ~1 _. ri X 1 1 a , f \- N' s i i Figure 1 Vicinity it Map Ei -= St.Vrain Lakes(LSC#040840) ..' a S!Ca t\Nw\umnu/,ew.4/++u;uM.//.WAn 1nun,m.;.may August 1, 2005 Page 2 SECTION B Roadway and Traffic Conditions The location of the proposed St. Vrain Lakes mixed use development is shown in Figure 1. As indicated, the study area is located east of I-25, west of Weld County Road (WCR) 13, south of State Highway(SH) 66, and north of the St. Vrain River. Although the site is within Weld County, portions of the study area are annexed, or will soon be annexed, to the Town of Mead. At full buildout, three access points are proposed along SH 66, three access points are planned along WCR 13, five access points are planned along WCR 11, six access points are planned along WCR 28, two access points are planned along WCR 9.5, and a single access point is planned along the I-25 East Frontage Road. A site plan showing the planning areas and proposed access control plan is shown in Figure 2. The site is planned to be constructed in three phases. Phase 1 is _ expected to be completed in the Year 2011 while Phase 2 is expected to be completed in the Year 2014. The Year 2025 was assumed as full buildout of site as well as the surrounding developments. Area Roadways Major existing and proposed roadways in the vicinity of the site (see Figure 2) are described below: • SH 66 is a paved two-lane state highway with east-west continuity from Long- mont to US Highway 85. It is posted at 45 mph in the vicinity of the site. The intersection with the I-25 East Frontage Road is currently signalized while the intersections with WCR 11 and WCR 13 are north/south Stop controlled. • SH 119 is a paved two-lane state highway connecting Boulder and Longmont and continuing east, past I-25 to the I-25 East Frontage Road. It is posted at 45 mph in the vicinity of the site. The roadway continues east from the 1-25 East Frontage Road as WCR 24 and terminates at WCR 23 just west of the Platte River. The intersections with the I-25 East Frontage Road and WCR 13 are currently signalized. • I-25 is a four-lane interstate highway with north-south continuity throughout the State of Colorado. There are currently full interchanges located at SH 66 northwest of the site and at SH 119 southwest of the site. St. Vrain Lakes(LSC#040840) August 1, 2005 LSC Transportation Consultants, Inc. Page 3 • I-25 East Frontage Road is a two-lane roadway with north-south continuity throughout Weld County. • WCR 11 is currently an unpaved,two-lane roadway with north-south continuity from SH 66 to WCR 28. • WCR 13 is currently a two-lane roadway with north-south continuity from SH 60 on the north to the Denver metropolitan area on the south. • WCR 28 is currently a two-lane roadway with east-west continuity from WCR 3 on the west to WCR 13 on the east. East of the site, the roadway travels through a one-lane underpass underneath I-25. It was assumed that this underpass would remain one lane through the Year 2014. Therefore, the amount of site-generated traffic from the first two phases of the development using WCR 28 to travel to and from the west was limited based on the capacity — of the underpass. By the Year 2025, it is expected that the bridge will be widened to allow for more travel lanes. As a result, more site-generated traffic was assumed to use WCR 28 in the Year 2025 traffic scenario. • WCR 9.5 does not currently exist in the vicinity of the site. It is planned to be constructed as part of the proposed development and run north/south through the site connecting SH 66 on the north to the I-25 East Frontage Road on the south. — Initial Roadway System Assumptions Figure 2 illustrates the proposed roadway network. As this figure shows, the future alignment of WCR 9.5 is planned through the development area and will be extended to the south by connecting to the existing I-25 East Frontage Road. Existing and Future Traffic Conditions Figure 3 shows the existing morning and evening peak-hour turning movement counts at key intersections in the study area. These counts were collected by Counter Measures, Inc. in January 2005. The raw count data is included in Appendix A. Figure 3 also shows the existing daily traffic volumes on the study area roadways, which are based on recent traffic counts conducted by Weld County rounded to the nearest 100. Since the development will be constructed in three major phases, background traffic volumes were developed for the Years 2011, 2014, and 2025 which represent buildout of Phase 1, Phase 2, and the whole development, respectively. The background traffic projections were derived by applying a 2.8 percent annual growth rate to the existing traffic volumes to account for regional growth. This growth rate was estimated based on St. Vrain Lakes(LSC#040840) August 1, 2005 LSC Transportation Consultants,Inc. Page 4 the Colorado Department of Transportation's (CDOT) 20-Year Growth Factors for SH 66 _ and SH 119 in the vicinity of the site. In addition, the Year 2025 background traffic volumes include site-generated traffic for the out-lots located between the St.Vrain Lakes development and I-25. We assumed that the total development of these lots would include approximately 1,435,000 square feet of business park and 1,330 single-family residential dwelling units. These developments were not assumed in the Years 2011 and 2014. The resulting Year 2011 background traffic volumes are depicted in Figure 4; Year 2014 background traffic volumes are depicted in Figures 5 and 6; and the Year 2025 back- - ground traffic volumes are shown in Figures 7 and 8. Background traffic does not include the traffic expected to be produced by the proposed development. St. Vrain Lakes(LSC#040840) August 1, 2005 LSC Transportation Consultants, Inc. Page 5 t IS fie Approximate Scat Seale./•_1400 HWY 66 _ -- J+rte.. I _, I piss I .. .. I ' :ltt r cit.rf• -,, 1.. pair SFC s/r ..r L p v' r _- I,, MIMI' OUP • ® ill se Wit Ur II y Wit "1.141.: ' a r �_.ram) )aw •.J irf 1 /p .J !� OaIY WCIt 28 a-ag1'po ✓ sJ kf v /a _____ . •.ter - ' r, 371IT4 .� !, Chia- W) 1 rur a� W .,,. -�iT/air. 4Lr ur VI all u rat — �..•. Z �a)r4 w�»L U33l."033 a.nr. 1 1. 1 1 ^v )[Molt i ;l ) - iv eN IE w I I a LEGEND: Figure 2 • = Full—Movement Site ,b = 3/4 Movement Co No •«-. =Right—Turn Only Plan 0 St. Vrain Lakes (LSC #040840) ^. ` 19 20 \ / �g 33 '20 4 \ r/// 27 12 da 58 81 Iii 4 A 4,1, 5 9 44 355 II, J `13 423 201 444 177 -� 6- 385 458 437 2-� ` 290 358 2U� `30 252 45 35 2 3 lw _ 19 I�r 29 0 1 r� 2l Iir15 18 _ w 14 I 2 l 27 19 5-8- 14 40 Approximate Scale 38 r 13,000 - sale:!-3ca2 SN 66 / 8,000-Z 110 I 00 1 100 2,500 z rl� 2 -7 a t- 1 I _ 1 59 f- 3 2 li 1 itr o ' i3i SITE 7 47 F — 140 -H, Wet 28 I 74 \\\ L+ 2 200 is 1 31 4 -Y 1 � - /� _ ir - x 2 1I 59 /// 103 ___..____ _ ._ L___ ,§, 2 2 .33 M J L0 0 1 -7 C.. 3 4 3 2,000 500 SH 119 WCR 24 50 P4 67 103 9 121 15 34 J `16 12 151 43 139 J 28 112 76-4A 290 -. 207"'-7 L 27 640 3'14 �35 l34 96 643 5-�l 294 X11 3� ;51�ir 27 154 I r 7� 39 15 319 37 /� 58— %We 3 68 LEGEND: Existing 26 _ AM Peak—Hour Traffic Traffic Volumes PM Peak—Hour Traffic 32 500 = Average Weekday Traffic St.Vrain Lakes(LSC#040840) r o:V.x+roMallmrwnemlm.aosw+oe+o_oa4a.7/a'srsf W s un.sW r s+.w August 1, 2005 Page 7 \ / / zs 25 \ / 77...; / 35 15 1D014)70 i �M�5 5 10 tOr1�S 15 10 10 •••• 430 #1 � 515 245 #7 �-- 540 215 -, #2 465 485555530 350 ass in 55-4f-45 5 5 25 35 u 25 I}r35 40 -S 5 1 r5 5 25 l}r20 20 SO 15 5 '� 35 25 b6 45 50 .... 51166 �1 Approximate Scale 000 �/ Scale-l"=.TGqT 135 \ 7S 5 3 a—)tl-5 6° 5 1U #9 t- 5 5 #14 f. 5 5 , #3 ! 8 ee ---vl 10 570 6 WCR 28XIS 90 c 7 405 #8 - #13 /// t 1 Lii 660 _ \/ 5 5 " #10 5 6.1 l�5 5 'la 5 6-7 #6 1 5 5 5 ---2 ///// — 511119 ■ Wat 24 60 80 / 125IS- 10 III 145 20 .4..„. 20 / 40 .4..„. 1s — 170 Jf� I` .. 35 135 ' #4 10 350 � 250 , #5 t--�775 3�11s� 040160 780355 15 420 }�I 25 _ ITSr 40 \\305 35 1851}1 10 180 45 'FS 385 45 $ 70 80 — Figure 4 LEGEND: Year 2011 ,_ =26 AM Peak—Hour Traffic Background Traffic PM Peak—Hour Traffic Note: Traffic volumes rounded to the nearest five. St.Vrain Lakes(LSC#040840) _ o:usabrula0403luor-maswAe+n_oa.a 9 7M/1M ZW 4n.yir.af August 1, 2005 Page 8 25 / 25 45 �L 5 (/// <T3-35 ..„,,_15 75 J l_ 10 \— 475 , #1 615565 260 #7 595 235 , #2 1—40 515 N 535 610 5 S Kitr� 45 � r 5 // 3°�tr 20 , T / 5 TS- 25 50 55 n SH 66 Approximate Seek Scale:/'=3,000 145 I 0 86 0 _ / 5 aJI�5 ° / 5 �J #3 � 0 5 K:5 -1 f-5fr0 5 366s _ SITE 85 — WI WA 38 (---- 160 \ 100Ja \ C ft \\\\\ I g 5 3 5 �Jl • — #13 / ;� #8 t 5_yir_ 6s 3 s 1 f / •-.� 205 135 / 160 65.., 255 2 \\*-----... } _ SH119 WOt24 65 lfil if 135 10 6�S 20 MO 15 i TG _ z6a�° ss7 JjL 1230 35 150 , #4 385 275 J #5 ass 4zo ,� 860K° 11r-C15 130 30 345 tO10 335 200 I�r _50 33" 75 90 Figure 5 LEGEND: Year 2014 Background Traffic 26 AM Peak—Hour Traffic = PM Peak—Hour Traffic (External Intersections) Note: Traffic volumes rounded to the nearest five. St.Vrain Lakes(LSC#040840) fl *ost DMwcemo7-manomo_0WR 7/79/Z0523talW Wr s+a August 1, 2005 Page 9 666 7 T - s #15� s s #16_ s N fie // Q 6H 66 Approximate Scak Scale 1-=3,000 \ (..---'- ----.-...".\\ I 10 #9 .-- 5 5 v #17, 5 3I� SI E —2 H waem _ o '. 5 5 E. 3 /.... - \_Y \ 5 5 5 #14� 5 s �' #6 T - s s ,-2 \\------ } .9 , SH119 WO124 / Figure 6 LEGEND: Year 2014 Background Traffic 2__ -6f AM Peak—Hour Traffic (Internal Intersections) PM Peak—Hour Traffic Note: Traffic volumes rounded to the nearest five. St.Vrain Lakes(LSC#040840) .... ovsxabem m- 04090_0r 2x271.4,Mara.®., August 1, 2005 Page 10 /// \ 35 40 / \\\ /// 80 25 (<11045J 5 d0 10 8j I 10 iS5 10 35 Jj` 15 110 J � 1045 if a 770 � X25 915 450 y #22 955 385 -' #2 --- 810 N 880 980 430 #30 925 935 630 755 530 x165 855 r 30 560 40� �35 270��100„s 20 r 31 36 40-It r30 490 25 220 50 35 90 70 75 1 —. I '• 51466 • I Approximate Scale Scale/'=3,000' 115 f \\ 37 20 \ TO 430 #7 905 J 910100 33; r �� #21 r- 140 20 130 -113U � " 20- 170 105 no 1L210 Wat24 771r 113 30 in b fl 5 Th 30 , 1/ 1 235 —7 #3 150 —. 160 70-1 230 / #20 S 10 5 1tr 0 5 15 90 TO / 1— ..� 265 1 3 10— __Y 5 220 140 135 2125 13- 5 10 10 s 135 I s ..) 10 _mil #8 J #19 #13 14544 // K..__70 8900 #23 �— 625930 266 190 / It 0 /160 110 /// 5 ,0.53-3 // 90 r 20 195 180 290 55 511119 ' WIX31 11 200 270 145 195 55 435 31f 60 3S 85 600 160 260 65 75 Td55 •� 60 sits Mi.. 145 Tic 225 ) / 420 220 ' #4 575 395 ggl, " 12,5 its f 620 -� r 65 265 #5 90 #10 K7153 ///// 1' 6 `—,5 660 `/ ��50 300 J 295��15 445 5 210605100 '.13- 2901225 figure 7 150 ..---/11 LEGEND: Year ear 2025 Background Traffic 26 = AM Peak—Hour Traffic — -3T (External Intersections) PM Peak—Hour Traffic Note: Traffic volumes rounded to the nearest five. St.Vrain Lakes(LSC#040840) 0'.112AcµcA2co1 arse 1J1A9!Naas 23425M.MV Amer August 1, 2005 Page 11 — tzo i 14's' 1n ,zo \ i ti5 115 TO \ N ISO I le #26 #24 #25 A 55 #27 It t t L t 110110 95 I100 —, 125 5 130 Approximate Scale 125 12 10 145 120 \ re e ' 3 125 ITS \\9H66 / 1 260 1 #28 11$ 421)190 2— ; 2�6�I t.„. 140 ` t 75 60 100 m tzs 2 3 44275 l' 421) � 150 y #18 t- 195 260 %/ / 205 165 1 „ #„ \ _ i.... 945 — 275 ç .... 2-2. / 260/ 420r 145 #14 200 #12 \\ 130 #16 r 195 445 \ 200 165 2752 \ / 2 _ SH 119 WCA24 1 _ )/7/ 35 55 60 � 50 90 � #6 A 145 \\ 14) 100 ... K I 150 #15 19$ 200 165 �/ Figure 8 LEGEND: I ear 2025 Background Traffic 26 _ AM Peak-Hour Traffic -3-1 (Internal Intersections) PM Peak-Hour Traffic Note: Traffic volumes rounded to the nearest five. St.Vrain Lakes(1SC#040840) o orpr tm‘monoceatAbNe mlwma 0e o.tlamm 2345 m.wry—e/ August 1, 2005 Page 12 SECTION C Traffic Generation The preliminary land use plan for the study area is summarized in Table 1. The site is proposed to contain a variety of uses consisting of approximately 5,131 residential units, 735,000 square feet of retail/municipal use development, two elementary schools, one middle school, and two recreation centers. The amount of traffic that will be generated by the proposed development has been estimated using trip generation rates published by the Institute of Transportation Engineers (ITE) in its report Trip Generation, 7th Edition, 2003. The results of the generation analysis are also given in Table 1. Figure 2 illustrates the zone system used for this report. Note that, due to the fact that this is a large mixed use development, many of the trips will be captured within the development area(internally captured trips or trips traveling to/from residential zones to/from retail or office zones). Therefore, we have assumed seven percent internal capture for the residential zones and ten percent internal capture for the retail, municipal and recreational zones. In addition, we assumed that 75 percent of the traffic from the proposed schools will be from residential units within the development. Although the internal capture trips remain internal to the site and are not assigned to any external intersections,they were assigned between zones within the site and therefore accounted for at internal intersections. Furthermore, previous studies by ITE have shown that, on an average, 34 percent of the trips generated by a neighborhood shopping center are pass-by trips, or trips that are already on the roadway network and simply stop into the retail center and then continue on their route. Therefore, for the three neighborhood shopping centers, we assumed a total of 44 percent internal capture and pass-by trips. As with internal trips,pass-by trips were also assigned at nearby intersections and therefore accounted for in the future traffic volumes. As indicated in Table 1, buildout of the St. Vrain Lakes mixed use development is expected to generate about 63,290 total external vehicle-trips per day (31,645 entering and 31,645 exiting vehicles in a 24-hour period). In addition, about 1,176 vehicles would St. Vrain Lakes(LSC#040840) August 1, 2005 LSC Transportation Consultants, Inc. Page 13 enter and 2,654 vehicles would exit during the morning peak-hour. During the evening peak-hour, there would be about 3,582 entering vehicles and 2,447 exiting vehicles. In addition, the trip generation estimates for Phases 1 and 2 are shown in Tables 2 and 3, respectively. As shown in Table 2, Phase 1 is expected to develop with a total of 793 single-family dwelling units, 409 townhouses, 300,000 square feet of retail/municipal space, an elementary school with approximately 500 students, and a 20,000 square-foot recreation center. The estimates were used to determine site-generated traffic for the Year 2011. As shown in Table 2, at buildout of Phase 1, the proposed development is expected to generate about 21,554 total external vehicle-trips per day (10,777 entering and 10,777 exiting vehicles in a 24-hour period). In addition, about 386 vehicles would enter and 703 vehicles would exit during the morning peak-hour. During the evening peak-hour, there would be about 1,131 entering vehicles and 879 exiting vehicles. These totals assume internal capture rates of six percent for residential dwelling units, ten percent for retail, municipal, and recreation uses, and 75 percent for the elementary school. Table 3 shows the cumulative trip generation of Phases 1 and 2 and was used to deter- _ mine site-generated traffic for the Year 2014. In addition to the development outlined for Phase 1, Phase 2 was assumed to add 912 single-family dwelling units for a total of _ 1,705. As shown in Table 3, buildout of Phases 1 and 2 is expected to generate about 29,758 total external vehicle-trips per day (14,879 entering and 14,879 exiting vehicles in a 24-hour period). In addition, about 549 vehicles would enter and 1,183 vehicles would exit during the morning peak-hour. During the evening peak-hour, there would be about 1,688 entering vehicles and 1,188 exiting vehicles. These totals assume the same internal capture rates as listed above for Phase 1. St. Vrain Ink-s (LSC#040840) August 1, 2005 LSC Transportation Consultants, Inc. 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V N )n E 0 0 0 on a 2 Z Z F'cla •C C a N N N _ 0 T o 0 o p o o -. al — D D O 0 .N r W r co r CO O a c c c w 0 m m a) _C coj 0- or J J J t 0 w w w -- z a. 0 H H l_ O N 9 N o 5 rn N. c no) r9) r o )n corm m O O = O r d d d d d d W 7 N -+e W q « a0) m O O a co LO CO LO 0r CO (7 co 7 _ g c co 0 or 0 C7 eo V = V O u) a r d d d d d d .2c: d ct % Fre< Y O 9 g W cO = O O 0 cc o el * r co cor C0O J v co 0 0 0 0 0 0 0 N wC9V Cto o 0 0- Q ' 3 () (7g c CCO00) r N r0 0 � >• M a ddddddd w r t CO n W W Y NI- co co0. ur) N co co C E 0 0 Q N N •O) r D) N O) 0 Q � Uj c c 0 D c c _ o 2.. 0 ,-. .� ., ^ 0 L o. c LL'^. ILL.2 D a, '^ M0030 0 J5 ocwil .E N c E — m YoYOCO oo OYGO Y 2 IS F- a) c O C] O c•) O N 0 t000 Q 00N0303- 0 0 W N O O N N (J CO N N N r O N Csi To O a - C C c o.0 a - a LL 0 O p0) 0D O �m o 0 0 43 50 o0 N CO W X 0 0 m o n o D O 0 0 0 0 0 0 c Er O T O Te C O V' Z c Z .f.a o 5 — N _ T O E — To a N N • � E ,co_ m mE H 9 3 0 t y z co ~ o O D f U' -V w m N N N LL 0 2' "130 N N ~ co C 2 II J J a c " o0) Em= 000 .'0 o LL F 2f W O WQ) Fo HHH V) I— YI— C .r...N...O..V 0 NQrN �n00r V' a) _ n. D Z August 1, 2005 Page 17 SECTION D Traffic Distribution The directional distribution of generated vehicular traffic on the roadways providing access to and from the proposed St. Vrain Lakes mixed use development is one of the most important elements in planning its specific access requirements and in determining its traffic impacts on surrounding roadways and intersections. Major factors which will influence the traffic distribution include: • The site's location relative to the nearby population and activity centers. • The existing and future roadway network serving the area as detailed in Figure 2. • The specific access and circulation characteristics of the development plan. Based upon the influences described above, Figures 9 and 10 show the anticipated directional distribution of traffic to be generated by the St. Vrain Lakes mixed use development for the Years 2011/2014 and 2025, respectively. As indicated in Figure 9, upon buildout of Phase 1 (Year 2011) it is estimated that 43 percent of project-generated traffic will be oriented to and from the west on SH 119, 20 percent will be oriented to and from the west on SH 66, 13 percent will be oriented to and from the south on WCR 13, ten percent will be oriented to and from the west on WCR 28, five percent will be oriented to and from the east on both SH 66 and WCR 24, two percent will be oriented to and from the south on the I-25 East Frontage Road south of WCR 24, and the remaining two percent of the trips would be oriented to and from the north on WCR 13. A slight shift is expected in the Year 2014 due to changes in the surrounding land uses and the additional trips generated by Phase 2 of the St. Vrain Lakes development. It is expected that some of the traffic utilizing SH 119 and WCR 28 to travel to and from the west will utilize SH 66 instead. This is expected due to increased growth in areas north of the site as well as the capacity of the WCR 28/I-25 underpass. - By Year 2025, the distribution of project-generated traffic is anticipated to be different due to the buildout of the development and the surrounding areas. The projected St. Vrain Lakes(LSC#040840) August 1, 2005 LSC Transportation Consultants, Inc. Page 18 distribution of project-generated traffic on the 2025 network is shown in Figure 10. As indicated, approximately 21 percent of project-generated traffic will be oriented to and from the west on SH 119, 35 percent will be oriented to and from the west on SH 66, 13 percent will be oriented to and from the south on WCR 13, 15 percent will be oriented to and from the west on WCR 28, five percent will be oriented to and from the east on both SH 66 and WCR 24, two percent will be oriented to and from the south on the I-25 East Frontage Road south of WCR 24, two percent will be oriented to and from the north on the I-25 Frontage Road, and the remaining two percent of the trips would be oriented to and from the north on WCR 13. — St. Vrain Lakes(LSC#040840) August 1, 2005 LSC Transportation Consultants, Inc. Page 19 3 — N 4 20% w — I30% 2% Appm I ate S ak Scale 1-=3,000 I 5% 5% i — $ 5% 1I - 10% s 5% 7i SITE 5% �p ^- --y� WCx za b- /� j , i 8 20'/° 15% — 15 ° _ 20% _ ^ t.1! r _ _ - _ :2 ___ L_____ _ 50% 45% . 43% 5% 38% 5% 5H119 / WCR29 / 13%= 13% t2% — 2% — Figure 9 Directional Distribution of Years 2011 LEGEND: and 2014 Site-Generated Traffic 20% _ Year 2011 Percent of Directional Distribution St.Vrain Lakes(LSC#040840) 30% Year 2014 Percent Directional Distribution o tasos0al0409Moa1e�,\a®n onw.811/326 rxarn,nrr.%.wn August 1, 2005 Page 20 — N 4) 35% 2% n / SH w _ Scale r=pan 5% 2% 0 I 15%1 15% 3 _ 15% + + I SITE — — —� WCK 26 I 45% 15% } 30% 21% _ 5% sn 119 Wal24 44. 13% t %44.4 Figure 10 Directional Distribution of LEGEND: Year 2025 Site-Generated Traffic Percent Directional St.Vrain Lakes (LSC#040840) 65% Distribution — oMAAvhd{10441NLW-LO}+WMOAN.7/21a5234-24R4 41w Dower August 1, 2005 Page 21 -- SECTION E - Traffic Assignment Traffic Assignment Figures 11 through 15 illustrate the assignment of project-generated traffic for Years 2011, 2014 and 2025. These figures show the number of project-generated vehicle turning movements expected at the key study area intersections. These assignments of generated traffic are based upon the traffic distribution percentages shown in Figures 9 and 10 and the vehicle-trip generation estimates of Tables 1 and 2. Background Traffic As mentioned in Section B of this report, the projections of future non-site-generated peak-hour traffic (i.e. background traffic) are shown in Figures 4 through 8 for the Years — 2011, 2014 and 2025. The background traffic volumes represent projections of traffic that would be on the street system if traffic generated by the St. Vrain Lakes development were not included. Thus,they represent a"base condition"for measuring traffic impacts. Total Traffic Total peak-hour traffic volumes for the most impacted intersections are depicted in Figures 16 through 20. These volumes were derived by adding site-generated traffic to the background traffic. Figure 16 shows Year 2011 site-generated traffic from Figure 11 added to Year 2011 background traffic from Figure 4, while Figures 17 and 18 depict Year 2014 project-generated traffic from Figures 12 and 13 added to the Year 2014 back- ground traffic from Figures 5 and 6. In addition, Figures 19 and 20 show buildout site- - generated traffic from Figures 14 and 15 added to Year 2025 background traffic from Figures 7 and 8. St. Vrain Lakes(LSC#040840) August 1, 2005 LSC Transportation Consultants, Inc. Page 22 i i -------- (9:5 ...)1 ------ - 49 #1 94 4 #18._ 1 22 J #2 2 N 147 Kel � 1 111 49� `16 ly 4 r1 3i 94-1 r30 48tr-5 111 37 5 6 _ I f/11 sH� - — 'II Appale:/ Scak / Scale.Approximate Sc l ri;. / \14 // \ _ 3� 10 21 #3 t � 39 K..., - #7 f—� 25 22 i r#19 6 352 4 18-1 `4 IT 62 I 71 37 2918�tr2 lU 139 3 30� r17a 52 12 11 47If 1 .�� wan n 10 L37 33 V / , I19 T S J _ 3 — #15 L110 J #23 152 \:...„._37� _41 y 233 13 276 : 41 3 3 70 0 0 141 �' 30 6 6 33344TR (732.-..TV 1./, I ` 16 LO 65 66 34r 76 \\� #8 4z a91 #16 ! i�3, / 23 f6 �/ l3 r1128 #10r 69 154 yl Td /`24 tl 82 4S2 118 #1_4 23 I K. / c 1; 68 40 n l6 139 - 162 7�/� 153 10 57 'FI 153 170 - SH119 WQ24 1► 27 17 14 / 10 302 6 TS 90 6 166 378 4:35 56 L 11 25 16 41%J 1-162 38 #5 45 #6 65� Ql ,t / t117 ?o / 30 23— Figure 11 LEGEND: — 26 = AM Peak—Hour Traffic Year 2011 Assignment of IT PM Peak—Hour Traffic Site-Generated Traffic St.Vrain Lakes(LSC#040840) ..— ouQshre\xmn�w.-2905Va110_0O L 7lH S1 4s RI, hmN' August 1, 2005 Page 23 Is TS_ _ �- 123 #1 285 3 #18 r 8 31 , #2 16 N 12 le 387 ,...%2710 12 3 35 21 47 12014� 1 339 r.311 $� I �37 70 I 278 4433 /// 7 28 .... 96 235 9•+ / 5 11 24 10 1 5H 66 O - - Approximate Scale In i— 57 0-22: 52 32 19 _ #3 50 58 33 9 v `12 -_ rs 9 'lf r 5 is 2 3 SITE 26 18 i0 68 _ wa¢za m [ 43 — 1Q8 ry, _ ___ KL 32 3 19 \\1 115 - #15 46 r 45 215 r / J #23r 70 ,, 42� 49 163 496 — 38S 273 ) / 70 #8 2-05 )f 1 / 5H119 WCR24 89 37 23 19 34 431 90 I 22 459 1 135 7 J 1 L 12 202 ,11 l.„.. 56 22, �Y4 62b 162 25 #5 16 b #5 1e ;e ar 21 ` 12 6s l 78 �1 \ 1 41 I} 1r 117 31 \ s11 s iij212 LEGEND: Year 2014 Assignment of Site-Generated Traffic 26 AM Peak—Hour Traffic = PM Peak—Hour Traffic (External Intersections) St.Vrain lakes(LSC#040840) 0 444bpY1.d1MAlPp7-amlwwul�u>ie/em za44R1,,Her%—n August 1, 2005 Page 24 ._ ...„ K r i - it #24 237 297 29 125 r 223 121 172 #25 r 188 �1 r� 6 VVVIII 99 _ I 1 2040 8 85 17 I 36 �1 28 55 1171 �24 75 3(..,'"--1 5H 66 — Approximate Scale 17 #7 r 48 (19 65 ` 38dx 27 281 #31 55 € \ �1 r 303 96 —? 145 7\\ 66 1154 26 8 42 asi a SI E �.i +5 2e 78 I r24 50 1S --, r271 H 1 wotze SO ..... #16 r 138 #26 r 57 75 5'117 97 —b `17 165 149 ,r 131 r 59 3no 93 12 n \\ 8 — 12TT 90 3:-.......\\ 2 171 6 j 11„, 115 2111 66 300 116 - 74 201 — j5.s66 ills192 160 y #19 295 251 #10 184 �/ 22 424 --1 ` 320 t7� ` 6 �/ k 36 11 37 108 fr #14 32 r 162 49111_17 9 I I 17 20 C 24 34 144 32 36 TT 361 13 21 $� 23 190 9 110 53 n 1 339 155 - 5H119 WCR24 /71 Figure 13 LEGEND: Year 2014 Assignment of Site-Generated Traffic 26 PM Peak—Hour Traffic -3T _ (Internal Intersections) PM Peak—Hour Traffic St.Vrain Lakes(LSC#040840) — o.uxm$elm 4Mba0\m-Amwmc_oa.,w 7rslag zmoan.Mry%.®w August 1, 2005 Page 25 / 12 \ // 9 3 \\\ 34 t 186 #1 546 139 #34 53 85 -, #2 _ 25 5841 -�73 • 3U 413 2M #62 184 187 200 36 '18 122 79 67- 1 �1 4 39 27 r 68 I t r 7 263 r35 86 r 145 84 47 32 319 73 96 % 110 13 ₹7 11 n ' • SH 65 466 U // //r Approximate Scale Scale /'=.g6L17' / �i 205 / 121)1 1 2 \\ — 118 #18_ 176 1j1 \ 307 103 X11 C � #33 \3r2 35 \34011 6703 r63 1 3 3I • 'i 21%� t 4 92 147 — i TT17 H Waite _1�5u49ii 113 \ 237 31 14 130 #3 327 393 C 240 1 a 24 64 #32 20-ltr 20 3 D�� 3 1, n -�92 //:::: 3 97 147 210 I52 41 \ 168\\\ 33 23b 1.ig 44 J� JI IT — #15 x'169 , #23 , #31 221 83 182\\-----.. r 21 187 #35 71 188I89 I t 67 41 "�t \ 1;+[ 41 300 1 � 2 213 N 2 21 ... SH119 WCA 24 It / 250 409 33 72 / 84113 97 179 3% I Lila 62 520 E3 77 J 523 90 35 37 95 ' #a ic— 77 13- #8 ms 250 �J #s 7— 17 r8 21 52 • / \ tr3> 22336 90 441tr / \\ 17 3 227 / l3 89 F1gUlE 14 272 LEGEND: /// Year 2025 Assignment of Site-Generated Traffic .., 26 = AM Peak—Hour Traffic -31- (External Intersections) PM Peak—Hour Traffic St.Vrain Lakes(LSC#O40840) D'SCRww6 4Ow 444072fro10 94v.Iran zae 6461.49+e August 1, 2005 Page 26 _ ------- A 219 r 219 / 27364 IN 1117 7S0 380 / (...""--- �^ ! 130 78 j 33 13 I ----TC\I\ 89 7543 #40 #39 U 53 #37 #38 ' `143 try _ \ 1x12 \ tr'103423 2x25 467 43 \ 390 17 \ 382 435 424 App le r= Scak 413 \\299 523 219 Scale l'=3,LgT 6H 66318 77 133 1 T- 372 31 372 39 31 105 19 �l�' ZB 25 l 124 J #7 265 C 4: 325 367 i- 208 � 24 359 g 414 313 98-th-151 `¢ 3 3 66 235 ' 7 , 54 285 3.5 • ,• i 40474 115 , 156 -1 r 15 3%06 1303259 /�- r, #26 53 L. ,177 @ 135 -. #16 IT K 225 tr37 .7.� 581 � � 45 n .1 9 29 -- 220 #48 �" 229 269 28 ` 256 10 K 35 '31 Xi 71 76 288 — 2 182 + 197 3 fir/ �z 297 #19�-- 669 839 549 65 22 8t#l4 44 S� il 41 .- al / /� 3 \\ �91 20 29 164)//'6 15 j \\\ 56 #25 253 3 229 146 36 159 q8p 313 457 106 98 38� '12 SHt19 WCF24 r� 42 37 _ / 14 145 58 52 1T4 I I 198 IT 128 rly 34 18 7 3-07 A 37, �25 246 #10!"M 317 267 #24 302 540 284 s69 3Q5 Kli.._� `328 itr9 ii 20 23 175 6 \\ Figure 15 113 LEGEND: Year 2025 Assignment of Site-Generated Traffic 26 = AM Peak—Hour Traffic (Internal Intersections) 31 PM Peak—Hour Traffic St.Vrain Lakes(LSC#040840) .6.66 946464669034\040040‘074164010843_06,22/0282Q@M�Y�N August 1, 2005 Page 27 25NCI -23 25 40 :-..--...\\ 1s ^, 70 ice.11115 / (lig Jl�5 - 480 is as' #1 �- 605 245 #18 540 235 J #2 `.- 480 630 KH3-8570lir35 �50 685 53550� `15355965 25 (-45340 45180 95 30 50b025 1f30 15 110 115 4b 35 30 75 45 55 n SH66 u 'll Approximate Scale 1 Scale/-=30.M17 150 / I \ 0 I 1 15 35 / \ I \ ...... 0 J!`� 10 y #7 �-- 3570' \ 625 0 60 #3 45 25 f- 30 130 #19` 140 Kii5— r10 60 17 is >130 f51040 f90 /1.1 3 50 x1 70 TS- • , 30 215 Wat 28 // 145 �J 'T65 10 I#15L110 #23 — r50\\ f r75 \ 60 230 - ("A 70 ^ 1A5125140 ..... 355 30 70 360 313 195 \ r l� 65 in 5 { #8 45 DK #16 �' 130 135 40 130 1ss / ra/o/// su #10 �0 / :630400 U ' #74yo 70 140/ 55 55 W 155 170 — SH119 \\ Wa224 90 95 125 ISO 20 450 33" 110 25 5b0 185 40 �!L 20 3 j1,(,... 90 / 195 160�, #5 20 370 780 #6 420 420 1 205 355 15 ' I f r 25 345 35 - 1851 f r.- l0 10 295 55 n'� 385 55 3II 100 105 LEGEND: Figure 16 ^ Year 2011 ,^ _ AM Peak—Hour Traffic Total Traffic PM Peak—Hour Traffic Note: Traffic volumes rounded to the nearest five. St.Vrain Lakes (LSC#040840) ov.aptom\ Wics+om.aae.\agtnad.¢.7/2W4 t18i11H,AW9wt August 1, 2005 Page 28 25liT 75- 30 45 5 40 15 ,� 5 75 T 5 ��` 10 z0 _Ill,' 10 13 - 595 -' #1 15 850 270 #78 r 600 265 �— #2 10 530 920 -3.7 f-55 870 595125 X20 3� 575 307 `so 385 4. fib ,tr 50 380 r 65 75 —if 60 95 40 280 45 35 r50 150 20 120 260 35 50 65 f 5H66 Approximate Scale Scale r= 170 I T-45 0 20 — 8Jit? sso o 20 #3 1-- 50 60 15� F 35 S� 15 ,o itr5 5 31 SITE 35 Z 0 4T WOt29 _ ---I 55 45 a 00 Ii60 110 /I \ L. 30 3u J 115 45 — #15J C50 #23 1457oa_ Ktr ! 65 5a�� 205 l/ ; 165 80 � � 735 — i: 306 4185 95 / / 135 420 \/\ #8 /f— — 511119 WCR 29 155 110 155 in 45 IT 595 110 45 — bT0 180 507,..)1 30 390 ...I lc 95 145 IT 350 200 175 #5 • 405 28880 ' #6 t 870 455 ` z� 45 390 �15 K95 Itr 623 �tr 703542510 85 4S 425 �0 'ES 180 figure 17 LEGEND: Year 2014 Total Traffic — 26 AM Peak—Hour Traffic = PM Peak—Hour Traffic (External Intersections) Note: Traffic volumes rounded to the nearest five. St.Vrain Lakes(LSC#040840) D'.usaroMu\monou+ua/-aHK\ociec_o END'I M'eaa 2Bo wn.KW s..w August 1, 2005 Page 29 ... , r i --------\\ t mo y #24 240 300 30-1 3 225 125 #25 r 170 N s 4 1$p 20 40� C10 85 ' 15 155 � 7� 3a I 55 W 115 1 I I 25 75 IT ( ) 511 66 Appror to Scale// Scale r!"=. Lip 20 #7 55 \ 70 -1 3 40 g 25 280 125 #31 60 ffi —1 r 305 10D 150 Q$ 310 \65 155 //7 �1 WI 3 SI E �I 80 I r-25:2 SO W wcx 2e .... 270 E! 7 �,'• �IL 50 ._ #16 L % , 3 / / I 140 #26 f 55 7� 75 % ' 110 = 3 170 15 t\\\ f I 5a % 15 r� 60 \ 150 "" / r i 3 t5 I 50 355 \ Tj ... 10 Iti — 95 40 270 1133 175 JjL 115 265 75 300 65 115 -� #10 1- 20.5 55 so". 1900 163 430 #19 325 255 15-1 1 190 /`35 10 1 r 45 3; 20 1555 0) #14 30 00 , r 160 50 I�I 15 C 25. 35 14 330 35 15 5 \ 15 50 25 /�� 140 10 110 55 W 340 155 r 511119 WCa24 Figure 18 LEGEND: Year 2014 Total Traffic 26 AM Peak—Hour Traffic _ (Internal Intersections) � = PM Peak—Hour Traffic Note: Traffic volumes rounded to the nearest five. St.Vrain Lakes (SC#040840) -_ O:YY 6TJW ID-AalmMan404 � - OS MdI_00.9.7/$i a Z 39 .Ntv Avon August 1, 2005 Page 30 40la 50 65 10 (9:1TO 25 155 t ,a \\\\ b' ,a 110 „V_ 10 JjL 15 .— 9551-7 #1 1251460 590 #34 1005 470 --r #2 3835 14657�� 1957,395 1,140 #62 1760 1,13535--i 420 835 105 nie- 485 610 lisk 773 535�tr135165 r5 45 r35 90 133 951 r 85 85 70 185 85 60-1t r�,10 — 80s 25 523 130 50 70 85 SH 66 • • A � Approximate Scale / 7 Scale-f'=„WOO /// I� 220 / 20 55 3i0 545 #18 r 1 080 ) j — 1,220 —, r 695 200 30 #33 65 '� - go \, r90 G` 40 475 85 i ; E I�'-• � y 195 365 215 watt' — l� 245 0 Ii23 50 IA38 15 5 0 ri,`75 65 7.6�+365 2 J#3`t- 475 555 35165 470 #32 0 30 <D �� as-lfr 90 3 a• I 3b 25 -.it ..� 275 ; 95 3195 65 350 305 \ *J.. 225 145 365 \50 455 0175 1145 .J1 35 J!45 , 35, 1170 #23 #31 .— #15 90 160 0 20 #35 18 00 265 I 3yS 420 2 Y � 50 19 / fry r 3U 420 4 0 75 395 / 290 90 5 25 \ T 75 — 511119 _ WCµ Zq 450 185 280 455155 845 115 135 / 775 I 755 973 2&5 780 705 r+` 110 7652T0 165 1�.5 a A 205 225 f 945 640 ' #5 5595 95 430 _ #6 _ 1295 1,375 735 110 #8 255 465 5555 11fr4Zo / sas1}rs0 °° 295 ,5 600 435 300 35 605 120 1'005 495 figure 19 - LEGEND: Year 2025 Total Traffic 26—, 31 = AM Peak—Hour Traffic PM Peak—Hour Traffic (External Intersections) Note: Traffic volumes rounded to the nearest five. St.Vrain Lakes(LSC#040840) 04SC-A b\ao4Pael W7-mml 00310_0 dm lmram urra1..v%.w August 1, 2005 Page 31 a�33585 235 U// 115'^ / I90 130 f50�I 130 113 90 ! 60 \ is11 #139 k_55 , #37 L80 #3895 1-#1: /// „o `1as 65 125I. trio ,10 951tr105 ir25 565 aS 490 125 390 565 ''�' 550 Approximate Scak 540 310 470 335 Scale-P=30P0' SH 66 5 390 I / #41 45 745 _ 2 2 0 jL io5 js tr J ,a 3-6 175 --7 #7 L 325 425 460 270 Sd c 540 25 360 1 v —sao 3 tr 100 150 315 65 sT€art 560 33 15 ef WIX2: 15 5 _ 660 S '%i ,• ,� , 375 311' #26 1— 290 115 365 470 IL it 305 5 `15 260 / 25//X475IF r3 tr35 / ,._, 665 i� j�//%�/J//�// / 3 45 _ ....... 860 r TO 15 J 10 s113-6 370 J #48 �- 420 — 470 30� 4 520 10 §1- 35 r30 - 7-6 .., 70 75 545 5 180 f45 620 T 'di so aao #19 870 7s #14 4s 1,o4s 710 23015 $$ !� s \\::. r90 7u ', 30 rr _� \\ TS 380 #25 445 590 35 160 600 480 735 1Q$ 100 K-3140) � �10SH 119 Wa24 r3$ 25 _ / 1s 205 Ill 120 f40 2ss 180 r!� 85 50 370 i i 110 ST 1 6 #10 0 20 J 25 1st s 420 J #24" 495 T l t r 10 790 ` 470 205 10 30 $ 1;o ns T r20 2s Figure 20 115 is LEGEND: Year 2025 Total Traffic .... L26IT = AM Peak—Hour Traffic PM Peak—Hour Traffic (Internal Intersections) Note: Traffic volumes rounded to the nearest five. St.Vrain Lakes((SC#040840) -_ DYSCA ®oya4\2UQ0g073J0SOIDUyb9,7/30:05T:2 19liAntsyS.n August 1, 2005 Page 32 SECTION F - Traffic Impacts Level of Service Capacity Analyses A significant methodology for determining traffic impacts is to examine the Levels of Service at the individual intersections and access points that will be directly impacted by a development. To assess the traffic impacts of the St. Vrain Lakes mixed use development,intersection Level of Service analyses have been conducted at intersections in the vicinity of the site as well as major intersections within the site. Intersection capacities have been analyzed in accordance with the requirements of the 2000 Highway Capacity Manual(HCM),using the methodology outlined in"Signalized and Unsignalized Intersection Capacities." Roundabout capacity analyses were performed in the software RODEL. The concept of Level of Service (LOS) is used as a basis for computing combinations of roadway operating conditions. By definition, six different Levels of Service are used (A, B, C, D, E, and F) with "A" being a free-flow condition and "E" _ representing the "capacity" of a given intersection or traffic movement. Traffic volumes used in the analyses include those from Figures 4 through 8 and 16 through 20. The — lane geometry and traffic controls used in the analysis are shown in Figures 21, 22, and 23 for the Years 2011, 2014, and 2025 respectively. The results of these capacity analyses are found in Appendix B and are summarized in Table 4 for the Years 2011 and 2014 and Table 5 for the Year 2025. As shown in Tables 4 and 5, all signalized and roundabout intersections are expected to operate at an acceptable Level of Service (LOS"D") during both the morning and evening peak-hours through the Year 2025. This is true in both the background and total traffic scenarios. In addition, the critical approaches at all Stop controlled intersections are also expected to operate at an acceptable Level of Service (LOS "D") through the Year 2025 with the exception of Intersection #2 (SH 66/WCR 13), Intersection #7 (SH 66/ WCR 11), and Intersection #12 (the PA-5/PA-2 site access point on WCR 9.5). Some approaches at these three intersections are expected to have a poor Level of Service (LOS "F") during the Years 2011 and 2014. However, all three intersections are expected to meet Manual on Uniform Traffic Control Devices (MUTCD) traffic signal warrants (Inter- St. Vrain Lakes(LSC#040840) August 1, 2005 LSC Transportation Consultants,Inc. Page 33 sections #2 and #7 by the Year 2014 and Intersection #12 by the Year 2025) and were assumed to be signalized upon buildout of the site. Average Daily Traffic Impacts The Year 2025 average weekday traffic impacts of the proposed development are illustrated in Figure 24. This figure illustrates the average weekday traffic expected to be generated by the proposed St. Vrain Lakes development, background plus site- generated average daily traffic, roadway capacities, and the percent of traffic that is site- generated traffic. Two-lane roadway capacities are assumed to be 10,000 vehicles per day, and four-lane roadway capacities are assumed to be 35,000 vehicles per day. The figure shows that all surrounding roads will operate within their roadway capacities. Average daily traffic impacts are not shown for the other development years because the recommended lane geometry and traffic control for the interim traffic conditions were determined by the intersection Levels of Service. St. Vrain Lakes(LSC#040840) August 1, 2005 LSC Transportation Consultants, Inc. Page 34 1+ _ -i- el 4- r---i- t _ -I- ,r + ---y SH 66 I -- - Approximate&ra@ Scale I-=3,006r // �y _._ • � i � -{-� r 31 SITE - W0228 Q .............----a......... 4 `� / l -ki 3 Krj ic 3 C!Li{ _ JL LI )/ _ - 5H119 µq(24 .... / j A LI - LEGEND: 1f/ \Ir` s = Traffic Signal — I. = Stop Sign Figure 21 Red indicates improvements to be Year 2011 Recommended be made by St. Vrain Lakes. Lane Geometry and Traffic Control St.Vrain Lakes(LSC#040840) — 0tsca ctwor oceama.-IDUSomm 66.9.7/A"a052JkN P4 N.,se-ev August 1, 2005 Page 35 �� --i---&7- �� lc�/ X1-7 A SH 66 — _ — Approximate Scak _ I / Scale:l"-3,,000 T r2 T I :: I I E——3-- . —1— C- ± gi SITE I �� WCR28 O f • 9ww C i�� I — 1-y + + \�` i}-� ma y\ >� )- `� C \/ _ IA11� _ SH 119 NCR 24 \_ ,. -wi I C-. \i(9- / LEGEND: le = Traffic Signal — E = Stop Sign Figure 22 Red indicates improvements to be Year 2014 Recommended _ be made by St. Vrain Lakes. Lane Geometry and Traffic Control St.Vrain Lakes(LSC#040840) o b_SCaorte\�+amoWr.mm\9�n aw9,lr W=sxam.n aierev August 1, 2005 Page 36 1H_ tt I- - irr = s ` fr - s ` -1 ft � s � - r ` d -91r -�r �' r J ��"1 - fr -1-ifrr ' ` sH 66 " _,a __. S .` Approximate Scale Scale /'=.V00" - f r SITE �► p It jii i Jeeil 11 lit J1!` WCR 29 . • • . ,. -,ff j j!! !!� { -)f it if fir � � r -1--if-� 5" r-- n T r ! d > Y/ jt �_ _ it - >// j/T( � r � J � err ... 5H119 WCR24 J S ~ s r - -1--lif� 511ffr LEGEND: S = Traffic Signal — Figure 23 F = Stop Sign — a. L _ 6 Lanes Year 2025 Recommended 4 Lanes Lane Geometry and Traffic Control 2 Lanes St.Vrain Lakes(LSC#040840) o:uzao}n.�monwm,mm-mmllwowye,c,,iaamzxsm..a.,s..., August 1, 2005 Page 37 Table 4(page 1 of 2) Intersection Levels of Service Analysis(1) St.Vrain Lakes,Phases 1 and 2 Weld County,Colorado (LSC#040840,August,2005) Year2011 Year2011 Year2014 Year2014 Background Traffic Total Traffic Background Traffic Total Traffic Level of Level of Level of Level of Level of Level of Level of Level of Traffic Service Service Service Service Service Service Service Service Intersedion Location Control AM PM AM PM AM PM AM PM 1. SH 66/1-25 Frontage Road Signalized Eastbound Approach B B B B B B D Westbound Approach B B B B B B C .— Northbound Approach a C C C C D F Southbound Approach C C C C C C C Intersection Delay(sec./veh.) 1 .7 15.8 14.4 20.4 13.3 16.0 15.1 45.5 Intersection Level of Service B B B B B B D 2. SH 66/WCR 13 Stop Eastbound Approach Control A A A A - - - - Westbound Approach A A A A - - - - Northbound Approach C D C F - - - _ Southbound Approach C C C C - - - - '—• Critical Approach Delay(sec./veh.) 20.5 29.9 22.5 51.8 - - - - Eastbound Left/Through Signalized - - - - A A A A Eastbound RigM - - - - A A A A Westbound Left - - - - A A A A Westbound Through/Right - - - - A A A A Northbound Left - - - - D O D D Northbound Through/Right - - - - D D D C Southbound Approach - - - - D D D D ..., Intersection Delay(sec./veh.) - - - - 8.3 8.6 9.9 9.3 Intersection Level of Service - - - _ A A A A 3. WCR 28/1-25 Frontage Road Stop Eastbound Approach Control A A B B A A B C ..... Westbound Approach B B B C B B B C Northbound Approach A A A A A A A A Southbound Approach A A A A A A A A Critical Approach Delay(sec./veh.) 10.0 10.7 11.1 15.2 10.2 11.0 11.4 16.1 4. WCR24/WCR 13 Signalized Eastbound Left B A B A C A C Eastbound Through/Right C A C D C A C Westbound Left C B C C C B C Westbound Through/Right C B C B D C D Northbound Left B C B D B B C Northbound Through B C B C B C B Northbound Right B C B C B C B Southbound Lab C C C C C C C Southbound Through/Right C D C D C C D Intersection Delay(sec./veh.) 24.7 16.0 25.5 33.4 24.5 13.5 29.7 2 .3 Intersection Level of Service C B C C C B C 5. SH 119/WCR 24/1-25 Frontage Road Signalized ..... Eastbound Left B C B C B B D Eastbound Through/Right B C B B B B B Westbound Left B C B C B B C Westbound Through/Right C D C C C C D Northbound Left C B C C C C D Northbound Through C B C C C C C Northbound Right C B C C C C C Southbound Left C C C C C C C Southbound Through C C D D C O D Southbound Right A A A A A A A Intersection Delay(sec./veh.) 18.1 24.1 16.7 22.7 19.3 2 .5 16.9 27.7 Intersection Level of Service B C B C B B C 6. WCR 28/WCR 11 Stop Eastbound Approach ControlR1 - _ A A A A A A Westbound Approach - - A A A A A A Northbound Approach - - - - A A A A Southbound Approach - - A A A A A A Critical Approach Delay(sec./veh.) - - 8.8 9.7 - - - - - Intersection Delay(sec./veh.) - - - - 2.8 2.8 4.0 5.1 Intersection Level of Service - _ _ - A A A A Notes: (1) Using 2000 Highway Capacity Manual(HCM)methodology and Level of Service(LOS)definitions. — (2) Stop Control was assumed in the Year 2011 while in the Year 2014 the intersection was assumed to be reconstructed as a one-lane roundAlatiust 1, 2 05 Its,. 38 Table 4(page 2 of 2) Intersection Levels of Service Analysis(1) St.Vrain Lakes, Phases 1 and 2 — Weld County,Colorado ^ (LSC#040840,August,2005) Year2011 Year2011 Year2014 Year2014 — Background Traffic Total Traffic Background Traffic Total Traffic Level of Level of Level of Level of Level of Level of Level of Level of Traffic Service Service Service Service Service Service Service Service Intersection Location Control AM PM AM PM AM PM AM PM 7. SH 66/WCR 11 Stop Westbound Left Control A A A A A A - - Northbound Approach A C C E A C - - Critical Approach Delay(sec./veh.) 0.0 15.9 20.1 37 9 0.0 17.4 - - Eastbound Through/Right Signalized - - - - - - A A Westbound Left - - - - - - A B Westbound Through/Right - - - - - - A A Northbound Left - - - - - - D D Northbound Right - - - - - - C C Intersection Delay(sec./veh.) - - - - - - 15.5 12.4 Intersection Level of Service - _ _ _ - - B B 8. WCR 28/WCR 13 Stop Eastbound Approach Control A A A B A A A B Northbound Approach A A A A A A A A Southbound Approach A A A A A A A A Critical Approach Delay(sec./veh.) 9.1 9.4 9.4 10.2 9.2 9.5 10.0 11.7 9. WCR 28/WCR 9.5 Stop — Westbound Left Control - - A A - - A A Northbound Approach - - A B - - B B Critical Approach Delay(sec./veh.) - - 9.5 10.1 - - t21 13.0 10. I-25 Frontage Road/WCR 9.5 Stop Eastbound Approach Control - - B B - - C C Northbound Left - _ A A - - A A Critical Approach Delay(sec./veh.) - - 13.0 14.5 - - 6.2 166 11. School Access/WCR 9.5 Westbound Approach - - B B - - B C Southbound Left - - A A - - A A Critical Approach Delay(sec./veh.) - - 10.4 12.7 - - 13.3 20.3 12 PA-2/PA-5 Access/WCR 9.5 Stop — Westbound Approach Control - - C D - - C F Eastbound Approach - - B C - - B F Northbound Left - - A A - - A A Southbound Left - - A A _ - A A Critical Approach Delay(sec./veh.) - - 15.3 31.5 - - 22.1 71.0 13. PA-1 Access/I-25 Frontage Road Stop Westbound Approach Control - - B D - - B D Southbound Left - - A A _ - A A Critical Approach Delay(sec.Neh.) - - 10.6 34.6 - 0.8 34.6 14. WCR 28/PA-6 Access Stop Westbound Left Control - - A A - - A A Northbound Approach - - A B - - B C Critical Approach Delay(sec./veh.) - - 10.0 11.6 - - 1 8 17.9 15. WCR 28/VVest PA-12 Access Stop Westbound Left Control - - - - _ A A Northbound Approach _ - - - - - �. Critical Approach Delay(sec./veh.) - _ _ _ - - B B 2.4 14.8 16. WCR 28/Middle PA-12 Access Stop Westbound Left Control - - - - - - A A Northbound Approach - - - - - - B B Critical Approach Delay(sec./veh.) - - - - - - 11.6 13.2 17. WCR 28/Eastern PA-12 Access Stop Westbound Left Control - - - - - - A A Northbound Approach - - - - - Critical Approach Delay(sec./veh.) - - - - - - B B 10.4 11.2 18. WCR 28/Easternmost PA-12 Access Stop Westbound Left Control - - - - - A A Northbound Approach - - - - - - A A — Critical Approach Delay(sec./veh.) - - - - - - 9.6 9.7 Notes: (1) Using 2000 Highway Capacity Manual(HCM)methodology and Level of Service(LOS)definitions. — August 1, 2005 Page 39 Table 5(page 1 of 5) ^ Intersection Levels of Service Analysis111 St.Vrain Lakes, Phases 1 and 2 Weld County, Colorado — (LSC#040840,August, 2005) Year 2025 Year 2025 Background Traffic Total Traffic — Level of Level of Level of Level of Traffic Service Service Service Service Intersection Location Control AM PM AM PM 1. SH 66/WCR 9.5 Signalized — Eastbound Through B B C C Eastbound Right A A A A Westbound Left A A C D Westbound Through A A A B Northbound Left C C C D Northbound Right C C B C Intersection Delay(sec./veh.) 8.4 14.1 13.5 23.1 Intersection Level of Service A 8 B C 2. SH 66/WCR 13 Signalized Eastbound Left A A A A Eastbound Through A A A A Eastbound Right A A A A Westbound Left A A A a Westbound Through A A B B Westbound Right A A A B — Northbound Left D D C C Northbound Through D D D C Northbound Right D D D C Southbound Left D D D D Southbound Through/Right D D D D Intersection Delay(sec./veh.) 12.0 11.8 15.6 14.7 Intersection Level of Service B B B B — • 3. WCR 28/1-25 Frontage Road Signalized Eastbound Left C C B B Eastbound Through/Right C C B B Westbound Left C C 8 C Westbound Through/Right C C B C Northbound Left A A A A Northbound Through/Right A A A A Southbound Left A A A A Southbound Through/Right A A A A Intersection Delay(sec./veh.) 14.1 13.4 12.9 15.9 Intersection Level of Service B B a a — 4. WCR 24/WCR 13 Signalized Eastbound Left C A D C Eastbound Through C B C D Eastbound Right B D B D — Westbound Left C C C D Westbound Through D C D D Westbound Right C C D 0 Northbound Left B C D C - Northbound Through B C B C Northbound Right B C B B Southbound Left C C C B Southbound Through C D D C Southbound Right C D D C Intersection Delay(sec./veh.) 27.9 27.6 33.9 34.3 Intersection Level of Service C C C C - Notes: (1) Using 2000 Highway Capacity Manual(HCM)methodology and Level of Service(LOS)definitions. August 1, 2005 Page 40 Table 5 (page 2 of 5) — Intersection Levels of Service Analysis(1) St. Vrain Lakes, Phases 1 and 2 Weld County, Colorado (LSC #040840, August, 2005) Year 2025 Year 2025 — Background Traffic Total Traffic Level of Level of Level of Level of Traffic Service Service Service Service Intersection Location Control AM PM AM PM — 5. SH 119/WCR 2411-25 Frontage Road Signalized Eastbound Left D C D D — Eastbound Through A C A B Eastbound Right B B A B Westbound Left B C B D Westbound Through C C C D Westbound Right B C C D Northbound Left D C D D Northbound Through D D 0 D Northbound Right D C D D Southbound Left D C D D Southbound Through D D D D — Southbound Right A A A A Intersection Delay(sec./veh.) 25.8 22.2 26.3 31.0 Intersection Level of Service C C C C 6. WCR 28/WCR 11 Roundabout Eastbound Approach A A A A Westbound Approach A A A A —. Northbound Approach A A A A Southbound Approach A A A A Intersection Delay(sec./veh.) 2.5 2.9 2.4 2.8 Intersection Level of Service A A A A — 7. SH 66/WCR 11 Signalized Eastbound Through A A A A Eastbound Right A A A A Westbound Left A A A B Westbound Through A A A A Northbound Left D D D D — Northbound Right D D D D Intersection Delay(sec./veh.) 6.7 7.5 15.3 11.6 Intersection Level of Service A A B B r 8. WCR 28/WCR 13 Signalized Eastbound Left C C C C Eastbound Right C C C C — Northbound Left A A A A Northbound Through A A A A Southbound Through A A A A Southbound Right A A A A — Intersection Delay(sec./veh.) 8.3 8.8 10.6 8.6 Intersection Level of Service A A B A — Notes: (1) Using 2000 Highway Capacity Manual (HCM) methodology and Level of Service(LOS)definitions. — August 1, 2005 Page 41 Table 5 (page 3 of 5) — Intersection Levels of Service Analysist1) -- St. Vrain Lakes, Phases 1 and 2 Weld County, Colorado — (LSC #040840, August, 2005) Year 2025 Year 2025 Background Traffic Total Traffic Level of Level of Level of Level of Traffic Service Service Service Service Intersection Location Control AM PM AM PM 9. WCR 28/WCR 9.5 Signalized Eastbound Left C C D C Eastbound Through/Right C C D D Westbound Left D D C D Westbound Through/Right D D D C Northbound Left A A B C — Northbound Through A A B C Northbound Right A A A B Southbound Left A A B C Southbound Through B A C C — Southbound Right B A 8 B Intersection Delay(sec./veh.) 20.7 13.1 28.2 29.0 Intersection Level of Service C B C C — 10. 1-25 Frontage Road/WCR 9.5 3/4 Movement Eastbound Right B B C B Northbound Left A A A C Critical Movement Delay(sec./veh.) 10.6 10.6 15.7 17.1 11. School Access/WCR 9.5 3/4 Movement Westbound Right — — C C — Southbound Left — — B C Critical Movement Delay(sec./veh.) — — 15.1 15.6 12. PA-2/PA-5 Access/WCR 9.5 Signalized — Westbound Left/Through — — C C Westbound Right — — C B Eastbound Left/Through — — D C Eastbound Right — — C B Northbound Left — — A A Northbound Through — — A A Northbound Right — — A A Southbound Left - - A A Southbound Through — — A A Southbound Right — — A B Intersection Delay(sec.Neh.) — — 7.6 9.5 — Intersection Level of Service — — A A 13. PA-1 Access/1-25 Frontage Road Stop — Westbound Approach Control — — A 8 Southbound Left - - A A Critical Approach Delay(sec./veh.) - - 9.0 12.0 — 14. WCR 28/PA-6 Access Right-Turns-Only Northbound Approach - - B B Critical Approach Delay(sec./veh.) - - 10.4 12.7 — Notes: (1) Using 2000 Highway Capacity Manual(HCM)methodology and Level of Service (LOS)definitions. P August 1, 2005 Page 42 Table 5(page 4 of 5) — Intersection Levels of Service Analysist'I St. Vrain Lakes, Phases 1 and 2 Weld County, Colorado (LSC #040840, August, 2005) Year 2025 Year 2025 — Background Traffic Total Traffic Level of Level of Level of Level of Traffic Service Service Service Service Intersection Location Control AM PM AM PM 15. WCR 28/West PA-12 Access 3/4 Movement Eastbound Left — — A A Westbound Left — — A B — Northbound Approach — — A B Southbound Approach — — B B Critical Approach Delay(sec./veh.) — — 10.4 11.5 16. WCR 28/Middle PA-12 Access 3/4 Movement Eastbound Left — — A A Westbound Left - - A A — Northbound Approach - - A B Southbound Approach - - B B Critical Approach Delay(sec./veh.) - - 10.3 11.2 — 17. WCR 28/Eastern PA-12 Access 3/4 Movement Eastbound Left — — A A Westbound Left — — A A _ Northbound Approach A B Southbound Approach A B Critical Approach Delay(sec./veh.) — — 10.0 10.4 18. WCR 28/Easternmost PA-12 Access 3/4 Movement Eastbound Left - - A A Westbound Left - - A A Northbound Approach - - A A — Southbound Approach — — A B Critical Approach Delay(sec./veh.) — — 9.7 10.2 19. South Access Drive/WCR 13 Signalized Eastbound Left — — C C Eastbound Right — -- C C Northbound Left — — A A Northbound Through — — A A Southbound Through — — A A Southbound Right - - A A Intersection Delay(sec./veh.) - - 5.5 4.6 — Intersection Level of Service — — A A 20. Central Access Drive/WCR 13 3/4 Movement Eastbound Right — — A A Northbound Left — — A A Critical Approach Delay(sec./veh.) — — 9.5 9.9 21. Commercial RTO Access/WCR 13 Right-Turns-Only Eastbound Right - - A B Critical Approach Delay(sec./veh.) - - 9.1 10.2 — Notes: (1) Using 2000 Highway Capacity Manual (HCM) methodology and Level of Service(LOS) definitions. August 1, 2005 Page 43 Table 5 (page 5 of 5) — Intersection Levels of Service Analysistlt St. Vrain Lakes, Phases 1 and 2 Weld County, Colorado — (LSC #040840, August, 2005) Year 2025 Year 2025 Background Traffic Total Traffic Level of Level of Level of Level of Traffic Service Service Service Service Intersection Location Control AM PM AM PM 22. SH 66/North Access Drive Signalized Eastbound Through — — B A Eastbound Right — — B A — Westbound Left — — A A Westbound Through — — A A Northbound Left — — D D Northbound Right — — C D — Intersection Delay(sec./veh.) — — 12.4 7.2 Intersection Level of Service — — B A _ 23. SH 66/East Commercial 3/4 Access 3/4 Movement Westbound Left - - A B Northbound Right - - B B Critical Approach Delay(sec./veh.) - - 10.7 14.6 24. Main Internal Collector/WCR 11 Stop Westbound Approach Control — — C C Southbound Left — — A A Critical Approach Delay(sec./veh.) — — 15.2 23.4 25. Commercial RTO Access/WCR 11 Right-Turns-Only — Westbound Right — — B B Critical Approach Delay(sec./veh.) — — 13.5 12.8 26. South Center AccessfwCR 11 Right-Turns-Only — Westbound Right — — B B Critical Approach Delay(sec./veh.) — — 13.0 12.9 27. North Center Access/WCR 11 Right-Turns-Only — Westbound Right — — B B Critical Approach Delay(sec./veh.) — — 12.7 12.4 28. Southernmost AccessNVCR 11 Right-Turns-Only — Westbound Right — — B B Critical Approach Delay(sec./veh.) — — 12.0 13.1 _, 29. WCR 28/Main Internal Collector Roundabout Eastbound Approach — — A A Westbound Approach — — A A Southbound Approach — — A A — Intersection Delay(sec./veh.) — — 4.3 5.2 Intersection Level of Service - - A A 30. SH 66NVest Commercial 3/4 Access 3/4 Movement — Westbound Left - - A C Northbound Right - - B B Critical Approach Delay(sec./veh.) - - 10.4 15.6 Notes: (1) Using 2000 Highway Capacity Manual (HCM)methodology and Level of Service (LOS)definitions. August 1, 2005 Page 44 1,080/3,830/10,000/28% 4,830/21,440/35,000/23% - N 11,470/30,090/35,000/38% r4 SH fi6 ( I — Approximate Scale Scale I/a OW I I 9,740/28,180/35,000/35 0 8,960/12,485/15,000/72% 5,370/8,790/35,000/61 E ; SITE WCR25 44. I I 1 5,390/9,420/35,000/57% 8,250/15,510/35,000/53% - 3 - 14,310/19,340/35,000/74% 8,810/13,860/35,000/64% 12,920/20,880/35,000/62% 3,540/7,640/10,000/46% 13,650/25,650/35,000/53% 511119 WCR24 — / LEGEND: ° = Site— Site—Generated 12,180/25,580/35,000/53/O Generated Total RoadwayTraffic Capacity/ Percent of Figure24 Traffic Total Traffic Year 2025 Average Daily Traffic Impacts St.Vrain Lakes( #040840) D\ucnoen\mon°mmo,-ao!W. c,.a.¢4U�s aamaa wra.nr August 1, 2005 Page 45 SECTION G Recommendations As previously mentioned, Figures 21 through 23 illustrate the recommended traffic control and lane geometry for key intersections in the study area. As shown, it is expected that a total of nine traffic signals adjacent to and within the site may be required by the Year 2025. These will be located at the intersections of SH 66/WCR 9.5, SH 66/WCR 11, SH 66/WCR 13, WCR 28/I-25 East Frontage Road, WCR 28/WCR 9.5, WCR 28/WCR 13, as well as one site access intersection along SH 66, one along WCR 13, and one along WCR 9.5. In addition, two-lane roundabouts on WCR 28 at WCR 11 and an internal collector roadway are also planned. Phase 1 - Year 2011 None of the traffic signals will be required upon buildout of Phase 1 (expected to occur by the Year 2011); however, the following improvements will be needed: • Construct half of the ultimate cross-section of WCR 9.5 from East I-25 Frontage Road to WCR 28 such that it operates as a two-lane paved roadway and re- aligning the East I-25 Frontage Road to form a T-intersection with WCR 9.5. • Implement dust control on the existing sections of WCR 28, from East I-25 Frontage Road to WCR 11, and WCR 11. • Improve the SH 66/WCR 11 intersection with a separate westbound left-turn lane according to Colorado Department of Transportation (CDOT) standards. • The only off-site improvement that will be required due to site-generated traffic is at the intersection of SH 119/WCR 24/I-25 East Frontage Road where the west and north approaches will require widening to accommodate a second eastbound left-turn lane. It appears that the median on SH 119 west of the intersection is sufficiently wide to accommodate a second left-turn lane. There- - fore,only a median modification is required at that approach. The north leg will require widening to accommodate a second receiving lane. This wider section should continue north to terminate as a right-turn lane at the first access on I-25 East Frontage Road north of WCR 24. These improvements should also be constructed in conjunction with Phase 1. Phase 2 - Year 2014 Phase 2 (expected to be completed by the Year 2014) will require further improvements: St. Vrain Lakes(LSC#040840) August 1, 2005 LSC Transportation Consultants, Inc. Page 46 1. Pave half the ultimate cross-sections of WCR 11 and WCR 28 within the site so that they operate as two-lane roadways with auxiliary lanes where needed. 2. Construct the WCR 28/WCR 11 two-lane roundabout but temporarily stripe as a one-lane roundabout. 3. Improve the WCR 28/WCR 13 intersection with a separate northbound left-turn lane. 4. Improve the SH 66/WCR 13 intersection with separate left-turn lanes at the northbound and westbound approaches and with a separate right-turn lane at the eastbound approach in accordance with CDOT standards. In addition, a traffic signal should also be constructed at this intersection. 5. Construct a traffic signal at the SH 66/WCR 11 intersection. Buildout - Year 2025 Finally, by the Year 2025, the following additional improvements will be required: _ 1. Extend WCR 9.5 from WCR 28 north to SH 66 and construct the ultimate four- lane arterial roadway cross-section through the site. 2. Widen WCR 28 and WCR 11 through the site to the ultimate four-lane arterial roadway cross-section. 3. Construct the WCR 28/Internal Collector two-lane roundabout and modify the WCR 28/WCR 11 roundabout to function as a two-lane roundabout. 4. Signalize the remaining seven intersections that will require a traffic signal by the Year 2025. 5. Construct various additional geometric improvements (outlined in Figure 23) to the study area intersections along SH 66 and WCR 13. Figure 23 also illustrates the number of lanes for the proposed roadway system upon buildout of the whole St. Vrain Lakes development. As shown, four-lane arterial road- ways (two lanes in each direction with turn lanes where needed) are recommended for SH 66, WCR 9.5, WCR 13, WCR 11 and WCR 28. I-25 East Frontage Road and the other roadways internal to the site are recommended as two-lane collector roadways (one lane in each direction with turn lanes where needed). St. Vrain Lakes(LSC#040840/ August 1, 2005 LSC Transportation Consultants, Inc. Page 47 SECTION H Conclusions Based upon the foregoing analysis,the following conclusions may be made regarding the St. Vrain Lakes mixed use development: 1. At full buildout, the proposed development is expected to generate about 63,290 total external vehicle-trips per day (31,645 entering and 31,645 exiting vehicles in a 24-hour period). In addition, about 1,176 vehicles would enter and 2,654 vehicles would exit during the morning peak-hour. During the evening peak-hour, there would be about 3,582 entering vehicles and 2,447 exiting vehicles. 2. The development will be served by three access points along SH 66, three access points along WCR 13,five access points along WCR 11, six access points along WCR 28, two access points along WCR 9.5 and a single access point along the 1-25 East Frontage Road. 3. Upon buildout of Phase 1 (Year 2011) it is estimated that 43 percent of project- generated traffic will be oriented to and from the west on SH 119, 20 percent will be oriented to and from the west on SH 66, 13 percent will be oriented to and from the south on WCR 13, ten percent will be oriented to and from the west on WCR 28, five percent will be oriented to and from the east on both SH 66 and WCR 24, two percent will be oriented to and from the south of the 1-25 East Frontage Road south of WCR 24, and the remaining two percent of the trips would be oriented to and from the north on WCR 13. A slight shift is expected in the Year 2014 due to changes in the surrounding land uses and the additional trips generated by Phase 2 of the St. Vrain Lakes development. It is expected that some of the traffic utilizing SH 119 and WCR 28 to travel to and from the west will utilize SH 66 instead. By Year 2025, the distribution of project-generated traffic is anticipated to be different due to the buildout of the development and the surrounding areas. It is expected that approximately 21 percent of project-generated traffic will be oriented to and from the west on SH 119, 35 percent will be oriented to and from the west on SH 66, 13 percent will be oriented to and from the south on WCR 13, 15 percent will be oriented to and from the west on WCR 28, five percent will be oriented to and from the east on both SH 66 and WCR 24, two percent will be oriented to and from the south of the I-25 East Frontage Road south of WCR 24, and the remaining two percent of the trips would be oriented to and from the north on WCR 13. 4. All signalized intersections are expected to operate at an acceptable Level of Service (LOS"D") during both the morning and evening peak-hours through the Year 2025. This is true for both the background and total traffic scenarios. St. Vrain Lakes(LSC#040840) August 1, 2005 LSC Transportation Consultants, Inc. Page 48 5. The critical approaches at all Stop controlled intersections are also expected to operate at an acceptable Level of Service (LOS "D") through the Year 2025 with the exception of Intersection #2 (SH 66/WCR 13), Intersection #7 (SH 66/ WCR 11), Intersection #12 (the PA-5/PA-2 site access point on WCR 9.5), and Intersection#13 (PA-1 Access/I-25 Frontage Road). Some approaches at these four intersections are expected to have a poor Level of Service (LOS "F") during the Years 2011 and 2014. However, Intersections#2, #7, and#12 are expected to meet Manual on Uniform Traffic Control Devices (MUTCD) traffic signal warrants by the Year 2025 and were assumed to be signalized upon buildout of the site. Intersection #13 is expected to be restricted to a three-quarter movement by the Year 2025 which will remedy the poor Levels of Service. 6. Figures 21 through 23 show the recommended lane geometry and traffic control for the study area. It is expected that a total of nine traffic signals adjacent to and within the site may be required by the Year 2025. These will be located at the intersections of SH 66/WCR 9.5, SH 66/WCR 11, SH 66/WCR 13,WCR 28/ I-25 East Frontage Road, WCR 28/WCR 9.5, WCR 28/WCR 13, as well as one site access intersection along SH 66, one along WCR 13, and one along WCR 9.5. In addition, two-lane roundabouts on WCR 28 at WCR 11 and an internal collector roadway are also planned. 7. Based on the expected Year 2025 total daily traffic volumes, four-lane arterial roadways (two lanes in each direction with turn lanes where needed) are recommended for SH 66, WCR 9.5, WCR 13, WCR 11 and WCR 28. I-25 East _ Frontage Road and the other roadways internal to the site are recommended as two-lane collector roadways (one lane in each direction with turn lanes where needed). Specifically, the following is a breakdown of the required improve- - ments by phase. Phase 1 - Year 2011 a. Construct half of the ultimate cross-section of WCR 9.5 from the East 1-25 Frontage Road to WCR 28 such that it operates as a two-lane paved roadway and re-aligning the East I-25 Frontage Road to form ' a T-intersection with WCR 9.5. b. Implement dust control on the existing sections of WCR 28, from the East I-25 Frontage Road to WCR 11, and WCR 11. c. Improve the SH 66/WCR 11 intersection with a separate westbound left-turn lane according to the Colorado Department of Transportation (CDOT) standards. Phase 2 - Year 2014 a. Pave half the ultimate cross-sections of WCR 11 and WCR 28 within the site so that they operate as two-lane roadways with auxiliary lanes where needed. St. Vrain Lakes(LSC#040840) August 1, 2005 LSC Transportation Consultants, Inc. Page 49 b. Improve the WCR 28/WCR 13 intersection with a separate north- bound left-turn lane. c. Construct the WCR 28/WCR 11 two-lane roundabout but temporarily stripe as a one-lane roundabout. d. Improve the SH 66/WCR 13 intersection with separate left-turn lanes at the northbound and westbound approaches and with a separate right-turn lane at the eastbound approach in accordance with CDOT standards. In addition, a traffic signal should also be constructed at this intersection. e. Construct a traffic signal at the SH 66/WCR 11 intersection. Buildout - Year 2025 a. Extend WCR 9.5 from WCR 28 north to SH 66 and construct the ultimate four-lane arterial roadway cross-section through the site. b. Widen WCR 28 and WCR 11 through the site to the ultimate four-lane arterial roadway cross-section. c. Construct the WCR 28/Internal Collector two-lane roundabout and modify the WCR 28/WCR 11 roundabout to function as a two-lane — roundabout. d. Signalise the remaining seven intersections that will require a traffic _ signal by the Year 2025. e. Construct various additional geometric improvements (outlined in Figure 23) to the study area intersections along SH 66 and WCR 13. 8. Off-site improvements will be required only at the intersection of SH 119/ WCR 24/I-25 East Frontage Road where the west and north approaches will require widening to accommodate a second eastbound left-turn lane. It appears that the median on SH 119 west of the intersection is sufficiently wide to accommodate a second left-turn lane. Therefore, only a median modification is required at that approach. The north leg will require widening to accommodate a second receiving lane. This wider section should continue north to terminate as a right-turn lane at the first access on the I-25 East Frontage Road north of WCR 24. 9. Traffic associated with the construction of the St. Vrain Lakes mixed use development can be safely accommodated by the adjacent roadway network with the improvements recommended herein. St. Vrain Lakes (LSC#040840) August 1, 2005 LSC Transportation Consultants, Inc. Page 50 APPENDIX A Traffic Counts Counter Measures S..e Code : 4 PAGE: 1 I/S STREET: I-25 FRONTAGE RD FILE: FRONSB66 E` STREET: SE-66 _ Movements by: Vehicles DATE: 1/19/05 Use From North From East From South From West Vehicle F in RT TNRD LT RT TRH LT RT TARR LT RT TRH LT Total 6:30 6 7 0 1 106 12 4 1 3 8 62 15 225 45 6 9 1 3 129 10 11 3 2 6 80 22 282 8. TOTAL 12 16 1 4 235 22 15 4 5 14 142 37 507 "00 AM 9 4 2 2 86 9 5 4 2 9 67 6 205 15 9 4 0 2 119 12 8 4 5 6 104 8 281 7:30 8 7 1 1 106 4 6 1 7 14 65 18 238 1:45 7 4 0 2 121 16 4 7 4 16 104 20 305 6 TOTAL 33 19 3 7 432 41 23 16 18 45 340 52 1029 8:00 AM 9 5 3 1 77 7 11 2 3 9 82 12 221 —15 7 2 0 1 90 8 4 0 3 7 78 9 209 Break 00 PM 9 5 2 3 94 9 20 7 6 2 107 8 272 4:15 8 5 0 5 109 11 24 6 7 4 117 7 303 li30 19 5 1 2 119 7 22 12 16 3 96 10 312 45 18 5 0 4 100 6 21 12 6 4 82 10 268 8- TOTAL 54 20 3 14 422 33 87 37 35 13 402 35 1155 ^'0°"" 36 5 3 2 130 11 21 8 11 3 104 5 339 1. 13 2 3 2 107 6 29 8 9 2 108 11 300 5:30 9 4 2 3 103 5 21 6 11 6 111 6 287 5445 7 4 2 3 98 3 22 6 12 1 94 4 256 B TOTAL 65 15 10 10 438 25 93 28 43 12 411 26 1182 DAY TOTAL 180 77 20 37 1694 136 233 87 107 100 1461 171 4303 Counter Measures S..e Code : 4 PAGE: 1 N/S STREET: I-25 FRONTAGE RD FILE: FRONSH66 r STREET: SH-66 Movements by: Vehicles DATE: 1/19/05 PEAK PERIOD ANALYSIS FOR THE PERIOD: 6:30 AM - 8:30 AM DIRECTION START PEAK HR VOLUMES ,... PERCENTS ... __ FROM PEAR HOUR FACTOR Right Thru Left Total Right Thru Left North 6:45 AM 0.94 32 24 4 60 53 40 7 East 6:30 AM 0.86 8 440 43 491 2 90 9 South 7:15 AM 0.91 29 14 19 62 47 23 31 West 7:15 AM 0.82 45 355 58 458 10 78 13 Entire Intersection North 7:15 AM 0.84 33 20 4 57 58 35 7 East 0.84 6 423 39 468 1 90 8 South 0.91 29 14 19 62 47 23 31 West 0.82 45 355 58 458 10 78 13 RE I-25 FRONTAGE RD N W--I---E S _ ;f;78::: y:;:t 8 :Kni 33 20 4 57 6 f:::::::•:.x.:K:K::;::::::::::::::::::::::::::::: 475 ...:::: r 3 SH-66 468 423 _ ......... 58 1 L 39 HA 355 458 SH-66 ?: :::;:3:388 45 i 62 ::. :104 ' 19 14 29 I-25 FRONTAGE RD Counter Measures Sake Code : 4 PAGE: 1 N/S STREET: I-25 FRONTAGE RD FILE: FRONSH66 8—STREET: SH-66 Movements by: Vehicles DATE: 1/19/05 PEAK PERIOD ANALYSIS FOR THE PERIOD: 4:00 PM - 6:00 PM _ DIRECTION START PEAK HR VOLUMES PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 4:30 PM 0.63 86 17 7 110 78 15 6 East 4:15 PM 0.88 13 458 35 506 3 91 7 South 4:30 PM 0.88 93 40 42 175 53 23 24 West 5:00 PM 0.92 12 417 26 455 3 92 6 Entire Intersection North 4:15 PM 0.60 81 20 4 105 17 19 4 East 0.88 13 458 35 506 3 91 7 South 0.83 88 38 40 166 53 23 24 West 0.87 14 399 32 445 3 90 7 I-25 FRONTAGE RD mN W-1-E S _ 83 . 81 20 4 - L •':2:;::3'5 79 :?' 105 13 SH-66 506 458 _ ......... 32 L 35 1 399 445 SH-66 .`•:': ffE z' 491 166 . � : J .- 14 69 40 38 88 EfSgREgaa I-25 FRONTAGE RD Counter Measures L..e Code : 13 PAGE: 1 I/S STREET: CR-11 FILE: CR11SH66 fl STREET: SH-66 Movements by: Vehicles DATE: 1/19/05 time From North From East From South From Nest Vehicle I an RT THRO LT RT THRO LT RT THRO LT RT TIRO LT Total 6:30 0 0 0 0 122 0 0 0 1 0 46 0 169 45 0 0 0 0 96 0 0 0 2 0 46 0 144 I TOTAL 0 0 0 0 218 0 0 0 3 0 92 0 313 S00 AM 0 0 0 0 99 0 0 0 0 2 40 0 141 15 0 0 0 0 109 0 0 0 0 0 65 0 174 7:30 0 0 0 0 125 1 0 0 0 0 44 0 170 1;45 0 0 0 0 111 0 0 0 0 0 52 0 163 I TOTAL 0 0 0 0 444 1 0 0 0 2 201 0 648 8:00 AM 0 0 0 0 88 0 0 0 1 2 46 0 137 —15 0 0 0 0 76 0 0 0 0 0 50 0 126 Break 00 PM 0 0 0 0 61 1 0 0 0 1 97 0 160 4:15 0 0 0 0 90 2 1 0 1 1 97 0 192 4:30 0 0 0 0 78 0 0 0 0 1 108 0 187 45 0 0 0 0 68 0 0 0 1 0 95 0 164 L. TOTAL 0 0 0 0 297 3 1 0 2 3 397 0 703 'iN-"'4 0 0 0 0 67 2 0 0 0 0 112 0 181 A. 0 0 0 0 81 0 1 0 1 0 117 0 200 5:30 0 0 0 0 68 0 0 0 0 1 116 0 185 .i45 0 0 0 0 74 1 0 2 1 1 92 0 171 I TOTAL 0 0 0 0 290 3 1 2 2 2 437 0 737 DAY TOTAL 0 0 0 0 1413 7 2 2 8 9 1223 0 2664 Counter Measures S .J Code : 13 PAGE: 1 N/S STREET: CR-11 FILE: CR11SH66 Et"STREET: SH-66 Movements by: Vehicles DATE: 1/19/05 PEAK PERIOD ANALYSIS FOR THE PERIOD: 6:30 AM - 8:30 AM DIRECTION START PEAK HR VOLUMES .... PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 12:00 AN 0.00 0 0 0 0 0 0 0 — East 7:00 AN 0.88 0 444 1 445 0 %100 0 South 6:30 AN 0.38 0 0 3 3 0 0 %100 West 7:15 AN 0.80 2 207 0 209 1 99 0 Entire Intersection North 7:00 AM 0.00 0 0 0 0 0 0 0 — East 0.88 0 444 1 445 0 %100 0 South 0.00 0 0 0 0 0 0 0 Nest 0.78 2 201 0 203 1 99 0 CR-11 N 4. S I 0 0 0 L 0 0 444'szo-:: SH-66 445 444 am L 1 201 203 SH-66 J201 2 0 0 0 0 Counter Measures S..a Code : 13 PAGE: 1 N/S STREET: CR-11 FILE: CR11SH66 Er STREET: SH-66 Moneoents by: Vehicles DATE: 1/19/05 PEAK PERIOD ANALYSIS FOR THE PERIOD: 4:00 PM - 6:00 PM DIRECTION START PEAK HR VOLUMES .... PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 4:30 PM 0.00 0 0 0 0 0 0 0 East 4:15 PM 0.83 0 303 4 307 0 99 1 South 5:00 PM 0.42 1 2 2 5 20 40 40 Nest 4:45 PM 0.94 1 440 0 441 0 1100 0 Entire Intersection North 5:00 PM 0.00 0 0 0 0 0 0 0 East 0.90 0 290 3 293 0 99 1 South 0.42 1 2 2 5 20 40 40 Nest 0.94 2 437 0 439 0 1100 0 CR-11 N W I E 0 0 0 0 0 SH-66 293 290 L 3 437 439 SH-66 '#i 438';:';':: _ 2 5 2 2 1 ....................... Counter Measures Sit Code : 14 PAGE: 1 K/S STREET: CR-13 FILE: CR13SH66 Kr-STREET: SH-66 Movements by: Vehicles DATE: 1/19/05 Ti.'• From Korth From East From South From West Vehicle Be n RT TARO LT KT THRU LT HT THRU LT RT THRU LT Total 6y30 5 3 2 6 116 8 4 8 10 1 30 4 197 E 5 11 6 2 4 85 15 1 6 5 6 36 1 178 ER .OTAL 16 9 4 10 201 23 5 14 15 7 66 5 375 7"0 AM 9 2 2 4 79 5 3 7 4 4 36 2 157 i .5 7 5 1 0 91 8 1 5 7 4 57 2 188 7:30 4 9 1 3 121 7 6 3 1 4 39 3 201 7-.45 7 3 8 2 94 10 5 4 9 8 45 0 195 HI OTAL 27 19 12 9 385 30 15 19 21 20 177 7 741 8:00 AM 8 6 1 2 76 5 6 1 6 4 39 1 155 5-5 3 3 5 3 63 4 8 8 3 8 41 4 153 Break 4 .0 PM 6 3 1 3 52 6 11 7 10 11 78 11 199 4:15 5 2 2 2 66 5 7 4 8 9 81 10 201 4,;.P 3 4 0 3 69 5 12 11 4 12 94 8 225 4 15 1 7 4 0 57 2 9 12 10 10 81 4 197 HL :OPAL 15 16 7 8 244 18 39 34 32 42 334 33 822 '"1^" 2 6 1 1 62 7 12 7 3 15 88 15 219 E 4 2 0 3 64 4 15 10 10 11 95 8 226 5:30 2 2 1 2 58 4 10 8 6 9 87 13 202 5:15 7 3 1 2 61 2 1 11 7 10 74 13 192 OF 'OPAL 15 13 3 8 245 17 38 36 26 45 344 49 839 DAY TOTAL 84 66 32 40 1214 97 111 112 103 126 1001 99 3085 Counter Measures Si« Code : 14 PAGE: 1 V/S STREET: CR-13 FILE: CR13SH66 Er—STREET: SR-66 , Movements by: Vehicles DATE: 1/19/05 PEAK PERIOD ANALYSIS FOR THE PERIOD: 6:30 AM - 8:30 AM DIRECTION START PEAK OR VOLUMES .... PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 7:15 AM 0.83 26 23 11 60 43 38 18 East 7:00 AM 0.81 9 385 30 424 2 91 7 South 6:30 AN 0.69 9 26 26 61 15 43 43 West 7:15 AM 0.82 20 180 6 206 10 87 3 Entire Intersection North 7:00 AN 0.81 27 19 12 58 47 33 21 East 0.81 9 385 30 424 2 91 7 South 0.76 15 19 21 55 27 35 38 West 0.81 20 177 7 204 10 87 3 CR-13 N W+E S _ 35: f:`. 27 19 12 ?:;: 433i;:y L 58 9 $ '„,„„,„„„„„ SH-66 424 385 7 1 L 30 177 204 SH-66 J204 20 55 21 19 15 CR-13;;e;;: Counter Measures L..e Code : 14 PAGE: 1 MSS STREET: CR-13 FILE: CR13SH66 F— STREET: SH-66 Movements by: Vehicles DATE: 1/19/05 PEAK PERIOD ANALYSIS FOR THE PERIOD: 4:00 PM - 6:00 PM DIRECTION START PEAR HR VOLUMES .... PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 4:00 PM 0.79 15 16 7 38 39 42 18 East 4:15 PM 0.91 6 254 19 279 2 91 7 South 4:30 PM 0.82 48 40 27 115 42 35 23 Nest 4:30 PM 0.93 48 358 35 441 11 81 8 Entire Intersection North 4:30 PM 0.71 10 19 5 34 29 56 15 East 0.90 7 252 18 277 3 91 6 South 0.82 48 40 27 115 42 35 23 Nest 0.93 48 358 35 441 11 81 8 CR-13 N 82 S 10 19 5 `3r :2:892ti:3:; 34 7 .`•f.'• SH-66 277 252 ......... 35 L 18 358 441 SH-66 411 NffggggggeEMEa 48 115 27 40 48 85ff-Mg :;::: f CR-13;;;i2: : 3:: Counter Measures Si.. Code : 2 PAGE: 1 I/S STREET: I-25 FRONTAGE RD FILE: I2SFSH11 E/"STREET: SH-119 Movements by: Vehicles DATE: 1/18/05 TiA4 From North From East From South From Nest Vehicle Be a RI THE! LT RT THU LT RT THRB LT RT THRD LT Total 6:30 27 11 1 9 116 2 1 7 29 46 49 18 316 6--5 31 20 1 10 150 5 1 9 31 90 50 22 420 HR _OTAL 58 31 2 19 266 7 2 16 60 136 99 40 736 7^'0 AM 18 14 0 8 160 5 1 5 42 55 49 18 375 7 5 31 10 3 7 172 2 0 15 43 54 42 22 401 7:30 23 21 5 5 173 2 2 5 36 64 56 28 420 7JS 34 23 2 6 167 2 4 11 39 104 69 41 502 Hi OTAL 106 68 10 26 672 11 7 36 160 277 216 109 1698 8:00 AM 33 13 5 10 128 5 1 6 36 72 40 48 397 1_S 37 8 3 11 121 4 2 7 33 35 44 32 337 Break 4 0 PM 26 6 13 8 70 2 11 15 41 38 129 50 409 4:15 35 10 13 11 72 1 2 19 43 58 153 33 450 4j0 43 10 8 7 100 2 10 21 84 45 125 40 495 4 5 28 9 7 12 78 2 6 24 88 46 136 41 477 BR _OTAL 132 35 41 38 320 7 29 79 256 187 543 164 1831 54 8 7 5 85 3 8 21 109 52 134 39 525 S 33 6 16 3 78 1 2 16 74 41 184 44 498 5:30 36 8 13 7 107 1 2 7 48 45 189 47 510 5J5 38 7 4 8 58 0 4 12 39 50 185 48 453 HR OTAL 161 29 40 23 328 5 16 56 270 188 692 178 1986 DAY TOTAL 527 184 101 127 1835 39 57 200 815 895 1634 571 6985 Counter Measures Si.: Code : 2 PAGE: 1 N/S STREET: I-25 FRONTAGE RD FILE: I25FSR11 E/"STREET: SN-119 Movements by: Vehicles DATE: 1/18/05 PEAK PERIOD ANALYSIS FOR THE PERIOD: 6:30 AM - 8:30 AM DIRECTION START PEAK HR VOLUMES .... PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 7:30 AM 0.88 127 65 15 207 61 31 7 — East 7:00 AM 0.98 26 672 11 709 4 95 2 South 7:00 AM 0.88 7 36 160 203 3 18 79 Vest 7:15 AM 0.75 294 207 139 640 46 32 22 Entire Intersection North 7:15 AM 0.86 121 67 15 203 60 33 7 East 0.94 28 640 11 679 4 94 2 South 0.85 7 37 154 198 4 19 78 Vest 0.75 294 207 139 640 46 32 22 I-25 FRONTAGE RD N S _ :?2:`204;:`;:x` 121 67 15 203 28 SH-119 679 640 ......... 139 L 11 207 640 SH-119 i£ J 294 198 _ 154 37 7 I-25 FRONTAGE RD Counter Measures Si.J Code : 2 PAGE: 1 N/S STREET: I-25 FRONTAGE RD FILE: I25FSH11 Er'STREET: SH-119 Movements by: Vehicles DATE: 1/18/05 PEAK PERIOD ANALYSIS FOR THE PERIOD: 4:00 PM - 6:00 PM DIRECTION START PEAK HR VOLUMES .... PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 4:15 PM 0.84 160 37 35 232 69 16 15 East 4:45 PM 0.83 27 348 7 382 7 91 2 South 4:30 PM 0.84 26 82 355 463 6 18 77 Nest 5:00 PM 0.93 188 692 178 1058 18 65 17 Entire Intersection North 4:45 PM 0.82 151 31 43 225 67 14 19 — East 0.83 27 348 7 382 7 91 2 South 0.73 18 68 319 405 4 17 79 West 0.89 184 643 171 998 18 64 17 I-25 FRONTAGE RD N S 151 31 43 L 225 I 27 818 :„,„„:„,:„„, SH-119 382 348 - ••'.••'•• 171 L 7 643 998 SH-119 :.`•> 704 184 405 2f: :2z2i;:S: 319 68 18 I-25' FRONTAGE RD Counter Measures Si.. Code : 15 PAGE: 1 II/S STREET: CR-13 FILE: CR13CR28 E/"—STREET: CR-28 Movements by: Vehicles DATE: 1/19/05 Tit& From North Prom East From South From West Vehicle Be a RT THRD LT RT THRO LT ET THRU LT RT THRO LT Total 6:30 0 11 0 1 0 0 0 17 0 0 0 1 30 6 5 0 23 0 0 0 0 0 18 1 2 0 0 44 HR _OTAL 0 34 0 1 0 0 0 35 1 2 0 1 74 7'0 AM 0 6 0 0 0 0 0 9 0 0 0 0 15 7 5 0 3 0 0 0 0 0 5 0 0 0 0 8 7:30 1 23 0 0 0 0 0 10 0 1 0 0 35 715 0 19 0 0 0 0 0 19 1 0 0 0 39 HR OTAL 1 51 0 0 0 0 0 43 1 1 0 0 97 8:00 AM 1 16 0 0 0 0 0 14 0 0 0 0 31 8--5 0 16 0 0 0 0 0 16 1 0 0 1 34 Break 4 0 PM 0 20 0 0 0 0 0 26 1 0 0 2 49 4:15 0 15 0 0 0 0 0 19 1 0 0 0 35 4;10 0 20 0 0 0 0 0 24 0 2 0 2 48 4 5 0 23 0 0 0 0 0 28 1 0 0 0 52 HR .OTAL 0 78 0 0 0 0 0 97 3 2 0 4 184 5"'ll'a` 0 27 1 0 0 0 0 21 0 1 0 0 50 5 0 18 0 0 0 0 0 30 0 1 0 2 51 5:30 0 15 0 0 0 1 0 23 0 0 0 2 41 5.45 0 14 0 0 0 0 0 18 0 0 0 0 32 HR OTAL 0 74 1 0 0 1 0 92 0 2 0 4 174 DAT TOTAL 2 269 1 1 0 1 0 297 6 7 0 10 594 Counter Measures PAGE: 1 S.Le Code : 15 N/S STREET: CR-13 FILE: CR13CR28 r STREET: CR-28 Movements by: Vehicles DATE: 1/19/05 PEAK PERIOD ANALYSIS FOR THE PERIOD: 6:30 AM - 8:30 AM DIRECTION START PEAK HR VOLUMES PERCENTS ... FROM Right Thru Left Total PEAK HOUR FACTOR Right Thru Left North 7:30 AM 0.79 2 74 0 76 3 97 0 __ East 6:30 AM 0.25 1 0 0 1 8100 0 0 South 7:30 AM 0.76 0 59 2 61 0 97 3 Nest 6:30 AM 0.38 2 0 1 3 67 0 33 Entire Intersection North 7:30 AM 0.79 2 74 0 76 3 97 0 East 0.00 0 0 0 0 0 0 0 South 0.76 0 59 2 61 0 97 3 West 0.50 1 0 1 2 50 0 50 CR-13 N - W-f-E S 2 74 0 76 0 8::::iiif::::::.:ii":::::::i:iff::::.:ig:q:::i.:::::;i:i 4 :::::::-: r CR-28 0 0 L 0 0 2 CR-28 S:> 1 _ i 61 2 59 0 Counter Measures PAGE: 1 Site Code : 15 N/S$TREET: CR-13 FILE: CR13CR28 8/1 ITREET: CR-28 Movements by: Vehicles DATE: 119/05 PEAK PERIOD ANALYSIS FOR THE PERIOD: 4:00 PM - 6:00 PM -- DIRECTION START PEAK HR VOLUMES PERCENTS ... FROM PEAK HOUR FACTOR Right Tbru Left Total Right Thru Left 0 99 1 _- North 4:30 PM 0.79 0 88 1 89 East 4:45 PM 0.25 0 0 1 1 0 0 1100 South 4:30 PM 0.87 0 103 1 104 0 99 1 West 4:30 PM 0.50 4 0 4 8 80 0 50 Entire Intersection North 4:30 PM 0.19 0 88 1 89 0 99 1 East 0.00 0 0 0 0 0 0 0 South 0.87 0 103 1 104 0 99 1 West 0.50 4 0 4 8 50 0 50 — CR-13 N — W+E agggangE S 0 88 1 ::::::::::::-Kgit:3333i::3K:m:K:::i:i:::K:i::::::::::3::: 89 0 83:::i.isKsi:]:::::::sia::::::::i:K:i:EE: .1....3i: f:f:fzi:pkx.guKm.„8 ..z.f„.„ .... .,..gfmmx... ........ii„",„.......... .g .k: $ CR-28 0 0 L 0 0 8 CR-28 :4": ittit 4 — i 104 ::;;:92:kf: 1 103 0 CR-13 Counter Measures Si.4 Code : 5 PAGE: 1 I/S STREET: CR-13 FILE: CR135811 Er-''STREET: SR-119 : Movements by: Vehicles DATE: 1/19/05 !SPA From North From East From South From Nest Vehicle Be n RT TURD LT RT TARO LT RT TURD LT RT TURD LT Total 6,30 24 7 2 1 60 2 1 5 39 12 28 7 188 t 5 23 8 4 3 67 3 2 4 43 21 30 6 214 HL 'OTAL 47 15 6 4 127 5 3 9 82 33 58 13 402 '"10 AM 24 10 2 4 73 9 3 9 54 24 18 9 239 ' .5 28 14 1 5 80 11 7 5 52 27 34 6 270 7:30 27 11 6 2 76 6 11 10 81 23 31 10 294 1:45 24 15 0 1 61 9 6 15 64 22 29 9 255 HI 'OTAL 103 50 9 12 290 35 27 39 251 96 112 34 1058 8:00 AN 23 9 6 1 45 4 4 11 50 14 27 7 201 175 21 6 3 2 39 4 5 8 40 22 26 7 183 Break i0 PM 9 19 5 5 38 3 10 24 27 59 44 18 261 4:15 12 11 1 4 34 3 2 14 27 58 62 13 241 UO 10 16 6 4 40 3 7 15 39 56 54 25 275 I5 13 18 4 5 35 5 8 18 35 66 63 18 288 HL :OPAL 44 64 16 18 147 14 27 71 128 239 223 74 1065 ""r" 14 18 4 0 22 4 4 15 33 62 75 23 274 11 17 3 1 45 9 2 9 37 71 93 17 315 5:30 10 16 5 3 32 4 5 16 43 58 83 18 293 5-45 2 12 4 2 36 4 10 17 33 59 65 22 266 HI 'OTA& 37 63 16 6 135 21 21 57 146 250 316 80 1148 DAY TOTAL 275 207 56 43 783 83 87 195 697 654 762 215 4057 Counter Measures S.,a Code : 5 PAGE: 1 N/S STREET: CR-13 FILE: CR13SH11 Ei STREET: SH-119 Novenents by: Vehicles DATE: 1/19/05 PEAR PERIOD ANALYSIS FOR THE PERIOD: 6:30 AM - 8:30 AM DIRECTION START PEAR HR VOLUMES .... PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 7:15 AM 0.93 102 49 13 164 62 30 8 East 6:45 AM 0.88 14 296 29 339 4 87 9 South 7:00 AM 0.78 27 39 251 317 9 12 79 West 7:00 AM 0.90 96 112 34 242 40 46 14 Entire Intersection North 7:00 AM 0.92 103 50 9 162 64 31 6 East 0.88 12 290 35 337 4 86 10 South 0.78 27 39 251 317 9 12 79 West 0.90 96 112 34 242 40 46 14 CR-13 N S 2A5:2 :85 103 162 50 9 644 ;R:.. 12 • SH-119 337 290 ^ ......... 34 L 35 112 242 SH-119 — 96 J 317 251 39 27 181 ;:t;'•S3:'_:;`•fa ......... ....................... Counter Measures Sid Code : 5 PAGE: 1 N/S STREET: CR-13 FILE: CR135811 E/—STREET: SH-119 Movements by: Vehicles DATE: 1/19/05 PEAK PERIOD ANALYSIS FOR THE PERIOD: 4:00 PM - 6:00 PM DIRECTION START PEAK HA VOLUMES PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 4:30 PM 0.93 48 69 17 134 36 51 13 East 4:00 PM 0.95 18 147 14 179 10 82 8 South 4:00 PM 0.93 27 71 128 226 12 31 57 West 4:45 PM 0.89 257 314 76 647 40 49 12 Entire Intersection North 4:45 PM 0.92 48 69 16 133 36 52 12 East 0.75 9 134 22 165 5 81 13 South 0.88 19 58 148 225 8 26 66 West 0.89 257 314 76 647 40 49 12 RE CR-13 N E S - ^• k"':143::::2 48 69 16 I 133 9 a JYO". : ::::: r .... ......................................................................................„ SH-119 165 134 ......... - 76 L 22 - 1 314 647 SH-119 f:$ - - 257 J 225 148 58 19 2 r3.348S:?;r?':3::tS . ..... .. ....................... Counter Measures Site Code : 3 PAGE: 1 Fa STREET: CR-11 FILE: CR11CR28 E. STREET: CR-28 Movements by: Vehicles DATE: 1/20/05 Tin From Forth From East From South From West Vehicle B' in RT THAD LT RT THAD LT RT THRO LT RT TARO LT Total fi.:30 0 0 0 1 0 0 0 0 0 0 0 0 1 15 0 0 1 0 3 0 0 0 0 0 1 1 6 Re TOTAL 0 0 1 1 3 0 0 0 0 0 1 1 7 -JO AM 1 0 1 0 0 0 0 0 0 0 0 1 3 Break 30 1 0 0 0 0 0 0 0 0 0 0 1 2 i:45 0 0 0 0 2 0 0 0 0 0 0 0 2 RI YOTAL 2 0 1 0 2 0 0 0 0 0 0 2 7 ,.30 AM 0 0 0 0 1 0 0 0 0 0 0 0 1 8:15 0 0 1 0 0 0 0 0 0 0 0 0 1 Break dc00 PM 0 0 0 0 2 0 0 0 0 0 1 0 3 15 0 0 0 0 1 0 0 0 0 0 1 0 2 t.30 0 0 0 0 0 0 0 0 0 0 1 1 2 4:45 1 0 0 0 0 0 0 0 0 0 1 0 2 H-r"' 1 0 0 0 3 0 0 0 0 0 4 1 9 5:00 PM 0 0 1 0 0 0 0 0 0 0 1 0 2 x-15 0 0 0 0 1 0 0 0 0 0 2 0 3 30 0 0 1 0 0 0 0 0 0 0 0 0 1 5:45 0 0 0 0 1 0 0 0 0 0 1 0 2 HQ TOTAL 0 0 2 0 2 0 0 0 0 0 4 0 8 B, TOTAL 3 0 5 1 11 0 0 0 0 0 9 4 33 Counter Measures Site Code : 3 PAGE: 1 I/S STREET: CR-11 FILE: CR11CR28 Er-STREET: CR-28 Movements by: Vehicles DATE: 1/20/05 PEAK PERIOD ANALYSIS FOR THE PERIOD: 6:30 AM - 8:30 AM DIRECTION START PEAK HR VOLUMES .... PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 6:45 AM 0.50 2 0 2 4 50 0 50 East 6:30 AM 0.33 1 3 0 4 25 75 0 South 6:30 AN 0.00 0 0 0 0 0 0 0 West 6:45 AM 0.50 0 1 3 4 0 25 75 Entire Intersection North 6:45 AM 0.50 2 0 2 4 50 0 50 Bast 0.25 0 3 0 3 0 1100 0 South 0.00 0 0 0 0 0 0 0 West 0.50 0 1 3 4 0 25 75 CR-11 :------------------ S ------------------ ...... 2 0 2 EMZMOMEE --------------------------- 4 0 CR-28 3 3 3 L 0 1 4 CR-28 0 0 0 0 0 ......... ....................... Counter Measures Si.a Code : 3 PAGE: 1 I/S STREET: CR-11 FILE: CR11CR28 Er-STREET: CR-28 • Movements by: Vehicles DATE: 1/20/05 PEAK PERIOD ANALYSIS FOR THE PERIOD: 4:00 PM - 6:00 PM DIRECTION START PEAK HR VOLUMES .... PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 4:45 PM 0.75 1 0 2 3 33 0 67 -- East 4:00 PM 0.38 0 3 0 3 0 1100 0 South 4:00 PM 0.00 0 0 0 0 0 0 0 West 4:30 PM 0.75 0 5 1 6 0 83 17 Entire Intersection North 4:00 PM 0.25 1 0 0 1 1100 0 0 East 0.38 0 3 0 3 0 1100 0 South 0.00 0 0 0 0 0 0 0 Nest 0.63 0 4 1 5 0 80 20 CR-11 N E S ---------------- 1 0 0 1 _ 0 -- 'ff-MgffggEgfOgg.gggN ::: CR-28 3 3 1 ___, L 0 __ 1 .:::.:.:.:.:.:.:.: .....x.:::::.:4: 4 5 CR-28 :.`•:: :i:;:.:s 0 i p ..•. 0 0 0 Counter Measures Site Code : 2 PAGE: 1 N/S STREET: I-25 FRONTAGE RD FILE: I25FCR28 1/ STREET: CR-28 Movements by: Vehicles DATE: 1/20/05 Ti-- From North From East From South From Nest Vehicle Be .0 RT THIN LT RT THRO LT ET THRO LT RT THU LT Total L30 0 20 0 0 1 0 0 14 1 0 1 0 37 f :5 0 24 0 0 2 1 0 11 0 2 0 1 41 Rk TOTAL 0 44 0 0 3 1 0 25 1 2 1 1 78 '10 AM 0 23 0 0 1 0 0 14 0 1 1 1 41 ' .5 0 22 0 0 0 1 0 12 0 1 0 0 36 7:30 0 28 0 0 0 0 0 6 1 0 0 0 35 7,45 0 37 0 0 0 2 0 15 0 3 1 1 59 RI 'OTAL 0 110 0 0 1 3 0 47 1 5 2 2 171 11j0 AN 0 24 0 0 0 0 0 13 1 1 0 0 39 f .5 0 17 0 1 0 0 0 17 0 1 0 0 36 Break i t0 PM 0 13 0 0 2 0 1 23 0 0 1 1 41 4:15 0 16 0 0 1 0 0 34 2 3 1 1 58 4.0 0 15 0 0 0 0 3 38 1 1 0 0 58 i '.5 0 12 0 0 1 1 1 32 2 1 0 1 51 HA i0TAL 0 56 0 0 4 1 5 127 5 5 2 3 208 ri'--` 0 17 1 0 0 0 1 36 2 0 0 0 57 0 12 0 0 0 0 2 35 2 1 0 0 52 5:30 0 11 0 0 0 0 0 23 0 0 0 0 34 5-!5 1 13 1 0 0 1 0 38 1 0 1 1 57 II 'OTAL 1 53 2 0 0 1 3 132 5 1 1 1 200 DAY TOTAL 1 304 2 1 8 6 8 361 13 15 6 7 732 Counter Measures S.‘d Code : 2 PAGE: 1 N/S STREET: I-25 FRONTAGE RD FILE: I25FCR28 Ei—'STREET: CR-28 Movements by: Vehicles DATE: 1/20/05 PEAK PERIOD ANALYSIS FOR TEE PERIOD: 6:30 AM - 8:30 AM DIRECTION START PEAK ER VOLUMES .... PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 7:15 AM 0.75 0 111 0 111 0 8100 0 — East 6:30 AM 0.50 0 4 2 6 0 67 33 South 7:30 AN 0.78 0 51 2 53 0 96 4 Vest 7:00 AM 0.45 5 2 2 9 56 22 22 Entire Intersection _ North 7:00 AM 0.74 0 110 0 110 0 1100 0 East 0.50 0 1 3 4 0 25 75 South 0.80 0 47 1 48 0 98 2 West 0.45 5 2 2 9 56 22 22 I-25 FRONTAGE RD N W+E S 49 ;i`. 0 110 0 110 0 CR-28 4 1 2 --I L 3 2 9 CR-28 :#2 - 5 48 -1 mommolliegle 0 118 1 47 I-25 FRONTAGE RD Counter Measures S.ie Code : 2 PAGE: 1 NIS STREET: I-25 FRONTAGE RD FILE: I25FCR28 B'— STREET: CR-28 Movements by: Vehicles DATE: 1/20/05 PEAK PERIOD ANALYSIS FOR THE PERIOD: 4:00 PM - 6:00 PM -_ DIRECTION START PEAK HR VOLUMES .... PERCENTS ... FROM PEAK HOUR FACTOR Right Thru Left Total Right Thru Left North 4:15 PM 0.85 0 60 1 61 0 98 2 East 4:00 PM 0.63 0 4 1 5 0 80 20 South 4:30 PM 0.92 7 141 7 155 5 91 5 West 4:00 PM 0.50 5 2 3 10 50 20 30 Entire Intersection North 4:15 PM 0.85 0 60 1 61 0 98 2 East 0.38 0 2 1 3 0 61 33 South 0.90 5 140 7 152 3 92 5 Vest 0.40 5 1 2 8 62 12 25 I-25 FRONTAGE RD N W-f-E S - 314 `•::;: ....;.;. 0 60 1 -- Mg°fMnaft.Nci.Witeviti. 61 0 r .......„.„......„.„.....„.:::::„ „...,...,,.....,..........„,,,,8x ,„„„x„.„.......„,.... — ,:,:,„:,:,:,:,:,:. 2sr CR-28 3 2 2 --1 L i s..:,::::,„: 1 8 CR-28 : i5 152 7 140 5 - I-25 FRONTAGE RD APPENDIX B - Year 2011 Capacity Analyses HCM Signalized Intersection Capacity Analysis 2011 AM Peak Background — 1 : SH 66 & I-25 Frontage Road 3/24/2005 -I -40 1 c '— t '\ t , '* l 1 - Havant nt -�z *EBL% -EBT ,EBRAINBL AVBT r"WBFi tiNBL- a NBT,4NI38 , ISBI2 ,SBT_,SSBF Lane Configurations «. 4. 4. 40 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 — Total Lost time (s) 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 0.99 1.00 0.94 0.92 — Flt Protected 0.99 1.00 0.98 1.00 Satd. Flow (prot) 1827 1852 1716 1710 Flt Permitted 0.87 0.92 0.92 0.99 - Satd. Flow(perm) 1591 1708 1596 1699 Volume (vph) 70 430 54 47 512 7 23 16 35 4 24 40 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 76 467 59 51 557 8 25 17 38 4 26 43 — RTOR Reduction (vph) 0 4 0 0 0 0 0 27 0 0 31 0 Lane Group Flow(vph) 0 598 0 0 616 0 0 53 0 0 42 0 Turn Type Perm Perm Perm Perm — Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 64.0 64.0 28.0 28.0 Effective Green, g (s) 64.0 64.0 28.0 28.0 Actuated g/C Ratio 0.64 0.64 0.28 0.28 Clearance Time (s) 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 — Lane Grp Cap (vph) 1018 1093 447 476 v/s Ratio Prot v/s Ratio Perm c0.38 0.36 c0.03 0.02 _ v/c Ratio 0.59 0.56 0.12 0.09 Uniform Delay, dl 10.4 10.1 26.8 26.6 Progression Factor 1.00 1.00 0.69 1.00 Incremental Delay, d2 2.5 2.1 0.5 0.4 — Delay(s) 12.9 12.2 19.1 26.9 Level of Service B B B C Approach Delay(s) 12.9 12.2 19.1 26.9 — Approach LOS B B B C Inferseclion Summary _ HCM Average Control Delay 13.7 HCM Level of Service B — HCM Volume to Capacity ratio 0.44 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 62.2% ICU Level of Service B — Analysis Period (min) 15 c Critical Lane Group — St. Vrain Lakes (LSC#040840) 2011 AM Peak Background Bart Przybyl Page 1 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 AM Peak Background 2: SH 66 & WCR 13 3/24/2005 t t 4\ f t ti l d Moverne f :: `, . EBL '^ BT ...EBR;a:4WBL` 11)BT- WBR NBL . NBT ;gf+IBR`,,SBL SBT,r;SBR Lane Configurations 4, 4, 4, 4, Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 8 214 24 36 466 10 25 23 18 14 23 32 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 Hourly flow rate (vph) 9 233 26 39 507 11 27 25 20 15 25 35 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 517 259 901 859 246 885 866 512 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 517 259 901 859 246 885 866 512 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF(s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free% 99 97 88 91 98 94 91 94 cM capacity(veh/h) 1048 1306 220 283 793 234 280 562 D?3ttorn,'L'ane;# .*3EB 1 4.0B1 .-NB.1. _ SB 1 . k. , Volume Total 267 557 72 75 Volume Left 9 39 27 15 Volume Right 26 11 20 35 cSH 1048 1306 303 347 Volume to Capacity 0.01 0.03 0.24 0.22 Queue Length 95th (ft) 1 2 23 20 Control Delay(s) 0.4 0.9 20.5 18.2 Lane LOS A A CC Approach Delay(s) 0.4 0.9 20.5 18.2 Approach LOS C C Intersection Summary ,., Average Delay 3.5 Intersection Capacity Utilization 54.0% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2011 AM Peak Background Bart Przybyl Page 2 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 AM Peak Background 3: WCR 28 & I-25 Frontage Road 3/24/2005 t k" 4\ t t " 1 1 Move` 1 t>~x t EBL sEBTo tBI . WEL 'Mgr' WES., 1BV "NBT NBR , SBL, SBIC4-5SBf Lane Configurations 4. 40 4.0 4. Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 2 2 6 3 1 0 1 56 0 0 133 0 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 Hourly flow rate(vph) 2 2 7 3 1 0 1 61 0 0 145 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 208 208 145 215 208 61 145 61 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 208 208 145 215 208 61 145 61 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free°/0 100 100 99 100 100 100 100 100 cM capacity(veh/h) 748 689 903 734 689 1004 1438 1542 DireCf± rz' r .w.€$ 1. WBI NBt B1 t' E .' . . v :, `1. .. Volume Total 11 4 62 145 Volume Left 2 3 1 0 Volume Right 7 0 0 0 cSH 818 722 1438 1542 Volume to Capacity 0.01 0.01 0.00 0.00 Queue Length 95th (ft) 1 0 0 0 Control Delay(s) 9.5 10.0 0.1 0.0 Lane LOS A B A Approach Delay(s) 9.5 10.0 0.1 0.0 Approach LOS A B Iritersectioif Summary ', ' , _ Average Delay 0.7 Intersection Capacity Utilization 17.0% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2011 AM Peak Background Bart Przybyl Page 3 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2011 AM Peak Background — 5: WCR 24 & WCR 13 3/24/2005 ` c 4-- t `1 t P `► • 1 MovementY, ., , g ,EBL EBT :EBR *Men T J NlBR ,4s1BL 'NBT VTR-<zSBL 5:SBT ,,SBR Lane Configurations 11 1* ) Is ) t r '1 1. Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.93 1.00 0.99 1.00 1.00 0.85 1.00 0.90 — Fit Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 1734 1770 1852 1770 1863 1583 1770 1674 Flt Permitted 0.28 1.00 0.46 1.00 0.47 1.00 1.00 0.72 1.00 Satd. Flow(perm) 523 1734 851 1852 869 1863 1583 1348 1674 — Volume (vph) 41 135 116 42 351 14 304 47 32 10 60 124 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 45 147 126 46 382 15 330 51 35 11 65 135 - RTOR Reduction (vph) 0 31 0 0 1 0 0 0 19 0 65 0 Lane Group Flow(vph) 45 242 0 46 396 0 330 51 16 11 135 0 Turn Type pm+pt pm+pt pm+pt Perm pm+pt — Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 2 6 Actuated Green, G (s) 37.3 33.2 36.3 32.7 51.2 46.0 46.0 30.8 29.6 Effective Green, g (s) 37.3 33.2 36.3 32.7 51.2 46.0 46.0 30.8 29.6 _ Actuated g/C Ratio 0.37 0.33 0.36 0.33 0.51 0.46 0.46 0.31 0.30 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 — ^ Lane Grp Cap (vph) 246 576 342 606 604 857 728 420 496 v/s Ratio Prot c0.01 0.14 0.00 c0.21 c0.10 0.03 0.00 0.08 v/s Ratio Perm 0.06 0.04 c0.18 0.01 0.01 _. v/c Ratio 0.18 0.42 0.13 0.65 0.55 0.06 0.02 0.03 0.27 Uniform Delay, dl 21.4 25.9 21.1 28.8 15.2 15.0 14.7 24.1 26.9 Progression Factor 0.90 0.84 1.00 1.00 1.00 1.00 1.00 0.96 0.95 Incremental Delay, d2 0.4 2.2 0.2 5.4 1.0 0.1 0.1 0.0 1.3 — Delay(s) 19.6 23.9 21.3 34.2 16.2 15.1 14.8 23.1 27.0 Level of Service B C C C BBBCC Approach Delay(s) 23.3 32.9 15.9 26.8 — Approach LOS C C B C Irtterspctio l8 unary =" '. ,. Ap , ,_ , HCM Average Control Delay 24.7 HCM Level of Service C HCM Volume to Capacity ratio 0.56 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 63.6% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group — St. Vrain Lakes (LSC#040840) 2011 AM Peak Background Bart Przybyl Page 4 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 AM Peak Background 18: SH 66 & WCR 11 3/24/2005 -► 7 r` ~ 4\ /* Mov Re"J≥ EBTx aiR-I WBI2t W,BT �7f U .'NB$ k , Ti,.;Z; Lane Configurations 1 t r Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 243 2 1 538 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 264 2 1 585 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 266 852 265 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 266 852 265 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 — r- p0 queue free% 100 100 100 cM capacity(veh/h) 1298 330 773 DW,ee loaned# .. LB,1 .-WB 1 iW82i;>if$111:" 'NB 2 + .,• Li. '. •',,, Volume Total 266 1 585 0 0 Volume Left 0 1 0 0 0 Volume Right 2 0 0 0 0 cSH 1700 1298 1700 1700 1700 Volume to Capacity 0.16 0.00 0.34 0.00 0.00 Queue Length 95th (ft) 0 0 0 0 0 Control Delay(s) 0.0 7.8 0.0 0.0 0.0 Lane LOS A A A Approach Delay(s) 0.0 0.0 0.0 Approach LOS A Intersection.Sjimmary Average Delay 0.0 Intersection Capacity Utilization 31.6% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2011 AM Peak Background Bart Przybyl Page 10 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2011 AM Peak Background — 6: WCR 24 & I-25 Frontage Road 3/24/2005 t _ 14- &. 4\ t t '► 1 I - MaveiTerft _ r >z-EBL I est EBR WBL `Y(C_.WBFR , 'NBLs `NBT .-NBRaSBLISBT..sSBR Lane Configurations ) tit 11 tl 11 I' r vi t r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 — Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.91 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 — Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 3227 1770 3517 1770 1863 1583 1770 1863 1583 Fit Permitted 0.16 1.00 0.40 1.00 0.59 1.00 1.00 0.73 1.00 1.00 Satd. Flow(perm) 305 3227 747 3517 1102 1863 1583 1352 1863 1583 — Volume (vph) 168 250 356 13 775 33 186 44 8 18 81 146 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 183 272 387 14 842 36 202 48 9 20 88 159 — RTOR Reduction (vph) 0 180 0 0 3 0 0 0 6 0 0 0 Lane Group Flow(vph) 183 479 0 14 875 0 202 48 3 20 88 159 Turn Type pm+pt Perm pm+pt Perm pm+pt Free — Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 8 2 2 6 Free Actuated Green, G (s) 53.6 53.6 38.8 38.8 38.4 32.0 32.0 24.3 21.9 100.0 Effective Green, g (s) 53.6 53.6 38.8 38.8 38.4 32.0 32.0 24.3 21.9 100.0 Actuated g/C Ratio 0.54 0.54 0.39 0.39 0.38 0.32 0.32 0.24 0.22 1.00 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 — Lane Grp Cap (vph) 322 1730 290 1365 507 596 507 339 408 1583 v/s Ratio Prot c0.06 0.15 c0.25 c0.05 0.03 0.00 0.05 v/s Ratio Perm 0.24 0.02 c0.10 0.00 0.01 0.10 — v/c Ratio 0.57 0.28 0.05 0.64 0.40 0.08 0.01 0.06 0.22 0.10 Uniform Delay, dl 15.2 12.6 19.1 24.9 21.5 23.7 23.2 29.0 32.0 0.0 Progression Factor 1.00 1.00 0.80 0.81 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.3 0.4 0.3 2.0 0.5 0.3 0.0 0.1 1.2 0.1 Delay(s) 17.5 13.0 15.6 22.2 22.0 24.0 23.2 29.1 33.2 0.1 Level of Service B B B C CCCCC A Approach Delay(s) 14.0 22.1 22.4 13.2 — Approach LOS B C C B Inieraectron Burpmarjr _ v "-_, , s HCM Average Control Delay 18.1 HCM Level of Service B — HCM Volume to Capacity ratio 0.53 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 58.8% ICU Level of Service B — Analysis Period (min) 15 c Critical Lane Group — St. Vrain Lakes (LSC#040840) 2011 AM Peak Background Bart Przybyl Page 5 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 AM Peak Background 23: WCR 28 & WCR 13 3/24/2005 l(Agrrt . x , 8kt. de't3-..=.*NBL` f e RSE•3R, N Lane Configurations 4 t. Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 1 1 2 71 89 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 1 1 2 77 97 2 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 179 98 99 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 179 98 99 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF(s) 3.5 3.3 2.2 p0 queue free% 100 100 100 cM capacity(veh/h) 809 958 1494 Volume Total 2 79 99 Volume Left 1 2 0 Volume Right 1 0 2 cSH 877 1494 1700 Volume to Capacity 0.00 0.00 0.06 Queue Length 95th (ft) 0 0 0 Control Delay(s) 9.1 0.2 0.0 Lane LOS A A Approach Delay(s) 9.1 0.2 0.0 Approach LOS A i. [se i-_ „ In?itection;Sunmary r _ � � ,�.', Average Delay 0.2 Intersection Capacity Utilization 15.3% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2011 AM Peak Background Bart Przybyl Page 12 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2011 AM Peak Total — 1: SH 66 & I-25 Frontage Road 7/29/2005 f -- C t 4 t t '► 1 1 Movement , , x n. 'sEBL. LEST _ Eat r `yl/BL ^V1lBT WBR NBC 3,NBT 'NBA , SBL SBT -=SBR Lane Configurations 4+ 4. 4+ 4 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 — Total Lost time (s) 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 0.98 1.00 0.96 0.92 Flt Protected 0.99 1.00 0.97 1.00 Satd. Flow (prot) 1820 1853 1738 1710 Fit Permitted 0.86 0.92 0.80 0.99 Satd. Flow(perm) 1579 1709 1435 1696 — Volume (vph) 70 479 82 48 606 7 69 16 36 4 24 40 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 76 521 89 52 659 8 75 17 39 4 26 43 — RTOR Reduction (vph) 0 5 0 0 0 0 0 15 0 0 32 0 Lane Group Flow(vph) 0 681 0 0 719 0 0 116 0 0 41 0 Turn Type Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 67.0 67.0 25.0 25.0 Effective Green, g (s) 67.0 67.0 25.0 25.0 — Actuated g/C Ratio 0.67 0.67 0.25 0.25 Clearance Time (s) 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 — ^ Lane Grp Cap (vph) 1058 1145 359 424 v/s Ratio Prot v/s Ratio Perm c0.43 0.42 c0.08 0.02 v/c Ratio 0.64 0.63 0.32 0.10 Uniform Delay, dl 9.6 9.4 30.6 28.8 Progression Factor 1.00 1.00 0.87 1.00 Incremental Delay, d2 3.0 2.6 2.4 0.5 — Delay(s) 12.6 12.0 29.0 29.3 Level of Service B B C C Approach Delay(s) 12.6 12.0 29.0 29.3 — Approach LOS B B C C Irt•ersectfon' uthn rt ff. £,F_ .,-,- .4,:. r. c, HCM Average Control Delay 14.4 HCM Level of Service B — HCM Volume to Capacity ratio 0.56 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 70.6% ICU Level of Service C _ Analysis Period (min) 15 c Critical Lane Group St. Vrain Lakes (LSC#040840) 2011 AM Peak Total Bart Przybyl Page 1 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 AM Peak Total 2: SH 66 & WCR 13 7/29/2005 Movement EBL,, BT:< EBR WBLT i3T,.WBR . IBL NBT NBR C4SI3L., SBT . >SBR Lane Configurations 4, 4, 4, 4, Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 17 236 24 43 478 10 25 28 32 14 26 37 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 Hourly flow rate (vph) 18 257 26 47 520 11 27 30 35 15 28 40 Pedestrians Lane Width (ft) Walking Speed (ft/s) — Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 530 283 979 930 270 975 938 525 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 530 283 979 930 270 975 938 525 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free% 98 96 85 88 95 92 89 93 cM capacity(veh/h) 1037 1280 186 253 769 192 250 552 ._..-r �.i 'LB-it-MBA — P _ o e:# 1 'TSB irecti n, L� � w,..,... NB- .r Volume Total 301 577 92 84 Volume Left 18 47 27 15 Volume Right 26 11 35 40 cSH 1037 1280 297 316 Volume to Capacity 0.02 0.04 0.31 0.27 Queue Length 95th (ft) 1 3 32 26 Control Delay(s) 0.7 1.0 22.5 20.5 Lane LOS A ACC Approach Delay(s) 0.7 1.0 22.5 20.5 Approach LOS C C Intersection Summary ; Average Delay 4.4 Intersection Capacity Utilization 53.6% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2011 AM Peak Total Bart Przybyl Page 2 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 AM Peak Total 3: WCR 28 & I-25 Frontage Road 7/29/2005 '- t t `► 1 J Movement . ;Oit7 ;EBL ,EBR 1NBL NOT, WBR NM:RAM-'NBT NBA SBL' ` SBT s8R Lane Configurations Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 2 23 24 7 53 35 19 68 2 14 148 0 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 Hourly flow rate (vph) 2 25 26 8 58 38 21 74 2 15 161 0 Pedestrians Lane Width (ft) Walking Speed (f/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 374 309 161 346 308 75 161 76 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 374 309 161 346 308 75 161 76 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free% 100 96 97 99 90 96 99 99 cM capacity(veh/h) 509 591 884 561 592 986 1418 1523 DiFectionr atai;,? _ aEBd WB:1°f f�i61 r%"SH I w' ` ttk Volume Total 53 103 97 176 Volume Left 2 8 21 15 Volume Right 26 38 2 0 _ cSH 700 691 1418 1523 Volume to Capacity 0.08 0.15 0.01 0.01 Queue Length 95th (ft) 6 13 1 1 Control Delay(s) 10.6 11.1 1.7 0.7 Lane LOS BB A A Approach Delay(s) 10.6 11.1 1.7 0.7 Approach LOS B B Intersection Summary Average Delay 4.7 Intersection Capacity Utilization 23.9% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2011 AM Peak Total Bart Przybyl Page 3 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2011 AM Peak Total — 5: WCR 24 & WCR 13 7/29/2005 7 te f— 4\ t P `- 4 1 — Movement `rr =, . -EBL -EBT aft. WBL - WBT 7 WBR NBL NBT NBR. :BBL I SBT -SBR Lane Configurations li I) 'I I II I' r 'I 1. Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 — Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.92 1.00 0.99 1.00 1.00 0.85 1.00 0.91 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1770 1714 1770 1849 1770 1863 1583 1770 1699 Fit Permitted 0.26 1.00 0.32 1.00 0.42 1.00 1.00 0.72 1.00 Satd. Flow(perm) 492 1714 602 1849 789 1863 1583 1335 1699 Volume(vph) 41 160 181 42 367 18 345 57 32 20 87 124 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 45 174 197 46 399 20 375 62 35 22 95 135 - RTOR Reduction (vph) 0 41 0 0 2 0 0 0 19 0 45 0 Lane Group Flow(vph) 45 330 0 46 417 0 375 62 16 22 185 0 Turn Type pm+pt pm+pt pm+pt Perm pm+pt — Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 2 6 Actuated Green, G (s) 35.6 33.2 35.6 33.2 52.4 46.8 46.8 30.9 29.3 Effective Green, g (s) 35.6 33.2 35.6 33.2 52.4 46.8 46.8 30.9 29.3 Actuated g/C Ratio 0.36 0.33 0.36 0.33 0.52 0.47 0.47 0.31 0.29 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 — ^ Lane Grp Cap (vph) 206 569 242 614 601 872 741 419 498 v/s Ratio Prot c0.01 0.19 0.00 c0.23 c0.12 0.03 0.00 0.11 v/s Ratio Perm 0.07 0.06 c0.21 0.01 0.02 _ v/c Ratio 0.22 0.58 0.19 0.68 0.62 0.07 0.02 0.05 0.37 Uniform Delay, dl 22.7 27.6 22.2 28.8 15.2 14.6 14.3 24.2 28.0 Progression Factor 0.75 0.77 1.00 1.00 1.00 1.00 1.00 0.98 0.97 Incremental Delay, d2 0.5 4.1 0.4 6.0 2.0 0.2 0.1 0.1 2.1 — Delay(s) 17.6 25.3 22.6 34.8 17.2 14.8 14.4 23.9 29.3 Level of Service B C C C BBBCC Approach Delay(s) 24.5 33.6 16.7 28.8 — Approach LOS C C B C Intersection Stitrimary , ,.; : ; r s-P-,-,, :' ..., , HCM Average Control Delay 25.5 HCM Level of Service C — HCM Volume to Capacity ratio 0.63 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 68.4% ICU Level of Service C — Analysis Period (min) 15 c Critical Lane Group — St. Vrain Lakes (LSC#040840) 2011 AM Peak Total Bart Przybyl Page 4 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2011 AM Peak Total — 6: WCR 24 & 1-25 Frontage Road 7/29/2005 — lady .rtient ^ " :EBL >MT -EBR -"WBL, 1VBT20/1BR RBL,;-.NBT NBR . SB12 !SBT -SBR Lane Configurations 1111 ti) 11 ft* 11 tr ifitr Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.91 1.00 0.98 1.00 1.00 0.85 1.00 1.00 0.85 —. Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3433 3227 1770 3484 1770 1863 1583 1770 1863 1583 Flt Permitted 0.15 1.00 0.40 1.00 0.55 1.00 1.00 0.72 1.00 1.00 Satd. Flow (perm) 559 3227 747 3484 1019 1863 1583 1341 1863 1583 — Volume (vph) 334 250 356 13 775 89 186 52 8 108 95 448 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 363 272 387 14 842 97 202 57 9 117 103 487 - RTOR Reduction (vph) 0 170 0 0 8 0 0 0 7 0 0 0 Lane Group Flow (vph) 363 489 0 14 931 0 202 57 2 117 103 487 Turn Type pm+pt Perm pm+pt Perm pm+pt Free .- Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 8 2 2 6 Free Actuated Green, G (s) 56.0 56.0 41.2 41.2 36.0 24.3 24.3 27.2 19.5 100.0 Effective Green, g (s) 56.0 56.0 41.2 41.2 36.0 24.3 24.3 27.2 19.5 100.0 — Actuated g/C Ratio 0.56 0.56 0.41 0.41 0.36 0.24 0.24 0.27 0.20 1.00 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 — Lane Grp Cap (vph) 623 1807 308 1435 461 453 385 398 363 1583 v/s Ratio Prot c0.06 0.15 c0.27 c0.05 0.03 0.02 0.06 v/s Ratio Perm 0.26 0.02 c0.10 0.00 0.06 0.31 — v/c Ratio 0.58 0.27 0.05 0.65 0.44 0.13 0.01 0.29 0.28 0.31 Uniform Delay, dl 14.5 11.4 17.6 23.6 23.3 29.6 28.7 28.4 34.3 0.0 Progression Factor 1.00 1.00 0.88 0.88 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.4 0.4 0.2 1.9 0.7 0.6 0.0 0.4 2.0 0.5 — Delay(s) 15.9 11.8 15.7 22.6 23.9 30.1 28.7 28.8 36.2 0.5 Level of Service B B B C C C C C D A Approach Delay(s) 13.2 22.5 25.4 10.4 — Approach LOS B C C B Intersection Surnmary =. -- - HCM Average Control Delay 16.7 HCM Level of Service B HCM Volume to Capacity ratio 0.55 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 60.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group — St. Vrain Lakes (LSC#040840) 2011 AM Peak Total Bart Przybyl Page 5 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 AM Peak Total 7: WCR 28 & WCR 9.5 7/29/2005 -• r ~ 4\ /I. Movement . 7EBT : EBE WBL,,1N¢fNBL 'NBf3: . , Lane Configurations 1 ? 1 Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 12 26 73 32 62 71 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 13 28 79 35 67 77 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 41 221 27 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 41 221 27 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF(s) 2.2 3.5 3.3 po queue free% 95 91 93 cM capacity(veh/h) 1568 729 1048 Direefion, Lane EEft. WB 1 WB 2,tNB7��T:NW2 ; Volume Total 41 79 35 67 77 Volume Left 0 79 0 67 0 Volume Right 28 0 0 0 77 cSH 1700 1568 1700 729 1048 Volume to Capacity 0.02 0.05 0.02 0.09 0.07 Queue Length 95th (ft) 0 4 0 8 6 Control Delay(s) 0.0 7.4 0.0 10.4 8.7 Lane LOS A B A Approach Delay(s) 0.0 5.2 9.5 Approach LOS A Intersection Summary Average Delay 6.5 Intersection Capacity Utilization 20.8% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2011 AM Peak Total Bart Przybyl Page 6 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 AM Peak Total 8: 1-25 Frontage Road & WCR 9.5 7/29/2005 4\ t r Moveingnt, ;: '`EBL 'EBA -`aNBC NBT . SBT SBR": Lane Configurations P t A Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 195 134 154 354 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 212 146 167 385 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 843 385 385 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 843 385 385 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free% 100 68 88 cM capacity(veh/h) 292 663 1174 Directon;,J_ane'# EB 1 EBt. NBN,3- NB2 SE! 1 z =. Volume Total 0 212 146 167 385 Volume Left 0 0 146 0 0 Volume Right 0 212 0 0 0 cSH 1700 663 1174 1700 1700 Volume to Capacity 0.00 0.32 0.12 0.10 0.23 Queue Length 95th (ft) 0 34 11 0 0 Control Delay(s) 0.0 13.0 8.5 0.0 0.0 — Lane LOS A B A Approach Delay(s) 13.0 4.0 0.0 Approach LOS B Intersection Summary Average Delay 4.4 Intersection Capacity Utilization 37.4% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2011 AM Peak Total Bart Przybyl Page 7 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 AM Peak Total 10: WCR 28 & WCR 11 7/29/2005 Movement s.' EBL_* -EBt ;WWI- =W)3.A " BL ; Lane Configurations ►) T r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 127 57 26 0 2 67 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 138 62 28 0 2 73 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 28 366 28 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 28 366 28 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 _ p0 queue free% 91 100 93 cM capacity(veh/h) 1565 578 1047 Directionotf ne i- EB:t.. --EB 2 WB 5 SB=i1 :GB.2 ; _ :'_? Volume Total 138 62 28 2 73 Volume Left 138 0 0 2 0 Volume Right 0 0 0 0 73 Y cSH 1585 1700 1700 578 1047 Volume to Capacity 0.09 0.04 0.02 0.00 0.07 Queue Length 95th (ft) 7 0 0 0 6 Control Delay(s) 7.5 0.0 0.0 11.2 8.7 Lane LOS A B A Approach Delay(s) 5.2 0.0 8.8 Approach LOS A Intersection Summary Average Delay 5.6 Intersection Capacity Utilization 23.7% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2011 AM Peak Total Bart Przybyl Page 8 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 AM Peak Total 14: PA-2 and PA-5 Access & WCR 9.5 7/29/2005 f t 4\ t t ti 4/ Movement ; . ` `EBI- ,riEBT, EBR WRI WBT: WBR AiBL Nut. NBR rSBL' i -SBT "SBR Lane Configurations TI 'i 10 '1 A TI Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 42 6 60 153 16 23 40 57 57 13 141 43 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 Hourly flow rate (vph) 46 7 65 166 17 25 43 62 62 14 153 47 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 388 416 177 430 408 93 200 124 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 388 416 177 430 408 93 200 124 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 - p0 queue free % 91 99 92 65 97 97 97 99 cM capacity(veh/h) 525 506 866 475 511 964 1372 1463 Direr" op,'L.ane'# EB 1 "EBj WB 1-WB 2'.'.NB 1 .,-N13,2 .$B1 <SB 2 Volume Total 46 72 166 42 43 124 14 200 Volume Left 46 0 166 0 43 0 14 0 Volume Right 0 65 0 25 0 62 0 47 cSH 525 814 475 707 1372 1700 1463 1700 Volume to Capacity 0.09 0.09 0.35 0.06 0.03 0.07 0.01 0.12 Queue Length 95th (ft) 7 7 39 5 2 0 1 0 Control Delay(s) 12.5 9.9 16.6 10.4 7.7 0.0 7.5 0.0 Lane LOS B A CB A A Approach Delay(s) 10.9 15.3 2.0 0.5 Approach LOS B C Intersection Summary Average Delay 7.0 Intersection Capacity Utilization 38.5% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2011 AM Peak Total Bart Przybyl Page 9 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 AM Peak Total 15: PA-1 Access & I-25 Frontage Road 7/29/2005 t f P �► 4 Move tiers .. , WBRWEIR-, NBT1= ,NBR :w,SBL' SBT Abt; Lane Configurations VTIt Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 52 33 58 76 37 143 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 57 36 63 83 40 155 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 340 104 146 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 340 104 146 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free% 91 96 97 cM capacity(veh/h) 637 950 1436 Direction, Lrte#. .• ^WB 1' NBA 68,1=4r;SB,2 .. °' Volume Total 92 146 40 155 Volume Left 57 0 40 0 Volume Right 36 83 0 0 cSH 731 1700 1436 1700 Volume to Capacity 0.13 0.09 0.03 0.09 Queue Length 95th (ft) 11 0 2 0 Control Delay(s) 10.6 0.0 7.6 0.0 Lane LOS B A Approach Delay(s) 10.6 0.0 1.6 Approach LOS B Intersection Summary Average Delay 3.0 Intersection Capacity Utilization 25.9% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2011 AM Peak Total Bart Przybyl Page 10 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 AM Peak Total 16: School Access & WCR 9.5 7/29/2005 N)`ovement � �=�1tt.' � • '.N/BL-.Wf3B NBT NBR Lane Configurations r f Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 128 65 68 53 30 70 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 139 71 74 58 33 76 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 244 103 132 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 244 103 132 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF(s) 3.5 3.3 2.2 .— p0 queue free% 81 93 98 cM capacity(veh/h) 728 952 1454 Diregion, Lane# '.' 1NB,1 W62-.NB 1 :aS6 1 ,;¢62 <, �"' Volume Total 139 71 132 33 76 Volume Left 139 0 0 33 0 Volume Right 0 71 58 0 0 cSH 728 952 1700 1454 1700 Volume to Capacity 0.19 0.07 0.08 0.02 0.04 Queue Length 95th (ft) 18 6 0 2 0 Control Delay(s) 11.1 9.1 0.0 7.5 0.0 Lane LOS B A A Approach Delay(s) 10.4 0.0 2.3 Approach LOS B Intersection Summary - Average Delay 5.4 Intersection Capacity Utilization 27.2% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2011 AM Peak Total Bart Przybyl Page 11 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 AM Peak Total 18: SH 66 & WCR 11 7/29/2005 -� 7 f ~ 4 Moyeine it 4 EBT.,-EBFt,#JNBL yy�TF.t NBLt fi(VBR - Lane Configurations f, t r Sign Control Free Free Stop — Grade 0% 0% 0% Volume (veh/h) 244 51 17 539 94 30 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 265 55 18 586 102 33 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 321 916 293 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 321 916 293 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free% 99 66 96 CM capacity(veh/h) 1239 298 746 DRection n6# _., , E81 .17(37,44#18,2 v NB 10 482 Volume Total 321 18 586 102 33 Volume Left 0 18 0 102 0 Volume Right 55 0 0 0 33 cSH 1700 1239 1700 298 746 Volume to Capacity 0.19 0.01 0.34 0.34 0.04 Queue Length 95th (ft) 0 1 0 37 3 Control Delay(s) 0.0 7.9 0.0 23.3 10.0 Lane LOS A C B Approach Delay(s) 0.0 0.2 20.1 Approach LOS C IntersedtionaStimmary_ .r. Average Delay 2.7 Intersection Capacity Utilization 40.2% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2011 AM Peak Total Bart Przybyl Page 12 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 AM Peak Total 19: WCR 28 & PA-6 Access 7/29/2005 ~ 4 P Mdvement DEBT E :E13Fi , IVBL 1N8T' N$L NBR _ ,.rr« , Lane Configurations 'I:P Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 69 16 36 58 49 114 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 75 17 39 63 53 124 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 92 225 84 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 92 225 84 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free% 97 93 87 cM capacity(veh/h) 1502 743 976 pirection, Larie# ;EB,1, =W81 WILZg-N6ag-ra agc:Rz . Volume Total 92 39 63 177 Volume Left 0 39 0 53 Volume Right 17 0 0 124 cSH 1700 1502 1700 892 Volume to Capacity 0.05 0.03 0.04 0.20 Queue Length 95th (ft) 0 2 0 18 Control Delay(s) 0.0 7.5 0.0 10.0 — Lane LOS A B Approach Delay(s) 0.0 2.9 10.0 Approach LOS B Inteisectwn Summary.. . , Average Delay 5.6 Intersection Capacity Utilization 25.1% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2011 AM Peak Total Bart Przybyl Page 13 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 AM Peak Total 23: WCR 28 & WCR 13 7/29/2005 t 4\ t 1 d Iv airr501: �. r. a4 .1 0—BI r'Ne v T, "S6E " 4 m3,,< 1 . Lane Configurations 1 Sign Control Stop Free Free Grade 0% 0% 0% Volume(veh/h) 20 38 15 71 89 12 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 22 41 16 77 97 13 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 213 103 110 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 213 103 110 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free% 97 96 99 cM capacity(veh/h) 767 952 1480 biye_et(o INAl e.`#. ;EB 1 illia Rk g e _? Volume Total 63 93 110 Volume Left 22 16 0 Volume Right 41 0 13 cSH 879 1480 1700 Volume to Capacity 0.07 0.01 0.06 Queue Length 95th (ft) 6 1 0 Control Delay(s) 9.4 1.4 0.0 Lane LOS A A Approach Delay(s) 9.4 1.4 0.0 Approach LOS A In"tersectwn.Summary .. • Average Delay 2.7 Intersection Capacity Utilization 21.3% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2011 AM Peak Total Bart Przybyl Page 14 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2011 PM Peak Background — 1 : SH 66 & 1-25 Frontage Road 3/24/2005 l 1 14- t 1 f P "► l d Moveirt@nt.w, 4EBL :EBj ,.BBR _'WBL, XIVBT,g 1Bit: NBU t4B-r N8Rto "SBL _ 5BT;" SBR Lane Configurations 4. 4. 4. 4. Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 "' Total Lost time (s) 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.93 0.89 — Flt Protected 1.00 1.00 0.99 1.00 Satd. Flow(prot) 1849 1850 1709 1664 Flt Permitted 0.93 0.93 0.90 0.99 Satd. Flow (perm) 1722 1735 1560 1655 — Volume (vph) 38 483 16 42 555 15 48 46 106 4 24 98 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 41 525 17 46 603 16 52 50 115 4 26 107 RTOR Reduction (vph) 0 1 0 0 1 0 0 41 0 0 74 0 Lane Group Flow(vph) 0 582 0 0 664 0 0 176 0 0 63 0 Turn Type Perm Perm Perm Perm — Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 61.0 61.0 31.0 31.0 Effective Green, g (s) 61.0 61.0 31.0 31.0 Actuated g/C Ratio 0.61 0.61 0.31 0.31 Clearance Time(s) 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 — ^ Lane Grp Cap (vph) 1050 1058 484 513 v/s Ratio Prot v/s Ratio Perm 0.34 c0.38 c0.11 0.04 — v/c Ratio 0.55 0.63 0.36 0.12 Uniform Delay, dl 11.5 12.3 26.8 24.7 Progression Factor 1.00 1.00 0.60 1.00 Incremental Delay, d2 2.1 2.8 2.0 0.5 _ Delay(s) 13.6 15.1 18.1 25.2 Level of Service B B B C Approach Delay(s) 13.6 15.1 18.1 25.2 — Approach LOS B B B C fdtelsection,Sunmary: ' ` •'g ' ,.n 1 '•: . HCM Average Control Delay 15.8 HCM Level of Service B HCM Volume to Capacity ratio 0.54 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 70.9% ICU Level of Service C — Analysis Period (min) 15 c Critical Lane Group St. Vrain Lakes (LSC#040840) 2011 PM Peak Background Bart Przybyl Page 1 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 PM Peak Background 2: SH 66 & WCR 13 3/24/2005 s' ~ t t t ti l 1 Movernent r .: .:'EBL EBT,,,%EBELfalaL '.WBT - WBR, jNBL ='NBT. NBR SBL .SBT.,F SBR Lane Configurations 4.0 4. 4. 4. Sign Control Free Free Stop Stop — Grade 0% 0% 0% 0% Volume (veh/h) 42 434 58 21 305 8 32 48 58 6 23 12 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 Hourly flow rate(vph) 46 472 63 23 332 9 35 52 63 7 25 13 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None -' Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 340 535 1002 980 503 1065 1008 336 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 340 535 1002 980 503 1065 1008 336 tC, single(s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 — p0 queue free % 96 98 82 78 89 95 89 98 cM capacity(veh/h) 1219 1033 190 235 568 141 226 706 Direction,La `#k '.: :DEB 1 WB;1 K JNBn"SB 1 .;. _". Volume Total 580 363 150 45 Volume Left 46 23 35 7 Volume Right 63 9 63 13 cSH 1219 1033 291 255 Volume to Capacity 0.04 0.02 0.52 0.18 Queue Length 95th (ft) 3 2 69 16 Control Delay(s) 1.0 0.8 29.9 22.1 Lane LOS A A DC Approach Delay(s) 1.0 0.8 29.9 22.1 Approach LOS D C Intersection Summary Average Delay 5.6 Intersection Capacity Utilization 58.4% ICU Level of Service B Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2011 PM Peak Background Bart Przybyl Page 2 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 PM Peak Background 3: WCR 28 & 1-25 Frontage Road 3/24/2005 is f ~ 4 4\ t t '- 1 r Movemeflt EBL 'EBT .,,EBR WBL 1NBT .tWBR -,NBL'"-.,NBT ' ,NBR 'SBL`: , SBT -.'SBR Lane Configurations Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 2 1 6 1 2 0 8 169 6 1 72 0 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 Hourly flow rate (vph) 2 1 7 1 2 0 9 184 7 1 78 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 286 288 78 292 285 187 78 190 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 286 288 78 292 285 187 78 190 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free% 100 100 99 100 100 100 99 100 cM capacity(veh/h) 661 618 982 652 620 855 1520 1384 Direetion;,Larie# B 7-s�NB'1 . NB1 SB 1 °'; ,,°aN.� ° ate /„.3,. s Volume Total 10 3 199 79 Volume Left 2 1 9 1 Volume Right 7 0 7 0 cSH 837 631 1520 1384 Volume to Capacity 0.01 0.01 0.01 0.00 Queue Length 95th (ft) 1 0 0 0 Control Delay(s) 9.4 10.7 0.4 0.1 Lane LOS A B A A Approach Delay(s) 9.4 10.7 0.4 0.1 Approach LOS A B Intersection Summary Average Delay 0.7 Intersection Capacity Utilization 23.9% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2011 PM Peak Background Bart Przybyl Page 3 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2011 PM Peak Background — 5: WCR 24 & WCR 13 3/24/2005 — f c k• 4\ t P ti 1 d - MoCg'iiiiit„a .'Elti EB EBR -Writa,Y a :1111BR IEBEr ?•NBT >`,1Bj3 SBL $,BT_. SBI f Lane Configurations ►j j, 11 ' 11 T r vi it Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 "' Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.93 1.00 0.99 1.00 1.00 0.85 1.00 0.94 — Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 1737 1770 1846 1770 1863 1583 1770 1748 Flt Permitted 0.61 1.00 0.17 1.00 0.44 1.00 1.00 0.71 1.00 Satd. Flow (perm) 1140 1737 320 1846 818 1863 1583 1318 1748 — Volume (vph) 92 380 311 26 162 10 179 70 23 19 83 58 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 100 413 338 28 176 11 195 76 25 21 90 63 — RTOR Reduction (vph) 0 30 0 0 2 0 0 0 18 0 24 0 Lane Group Flow(vph) 100 721 0 28 185 0 195 76 7 21 129 0 Turn Type pm+pt pm+pt pm+pt Perm pm+pt — Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 2 6 Actuated Green, G (s) 56.4 53.2 54.8 52.4 32.4 26.8 26.8 20.2 18.6 Effective Green, g (s) 56.4 53.2 54.8 52.4 32.4 26.8 26.8 20.2 18.6 Actuated g/C Ratio 0.56 0.53 0.55 0.52 0.32 0.27 0.27 0.20 0.19 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 — ^ Lane Grp Cap (vph) 663 924 210 967 358 499 424 273 325 v/s Ratio Prot c0.00 c0.42 0.00 0.10 c0.05 0.04 0.00 0.07 v/s Ratio Perm 0.08 0.07 c0.12 0.00 0.01 — v/c Ratio 0.15 0.78 0.13 0.19 0.54 0.15 0.02 0.08 0.40 Uniform Delay, dl 10.1 18.7 14.7 12.6 26.0 27.9 26.9 32.2 35.8 Progression Factor 0.11 0.22 1.00 1.00 1.00 1.00 1.00 0.97 0.98 Incremental Delay, d2 0.1 5.0 0.3 0.4 1.7 0.6 0.1 0.1 3.5 — Delay(s) 1.2 9.1 15.0 13.0 27.7 28.6 27.0 31.4 38.6 Level of Service A A B B CCCCD Approach Delay(s) 8.2 13.3 27.9 37.7 — Approach LOS A B C D Inter'ssattooSuf!ima'ry ' , , . , . . •-:-.;-4,..t:' HCM Average Control Delay 16.0 HCM Level of Service B HCM Volume to Capacity ratio 0.64 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 73.5% ICU Level of Service D — Analysis Period (min) 15 c Critical Lane Group — St. Vrain Lakes (LSC#040840) 2011 PM Peak Background Bart Przybyl Page 4 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2011 PM Peak Background — 6: WCR 24 & 1-25 Frontage Road 3/24/2005 — 4- 4-- 4\ 1 t '► 1 1 — k eveinent .* ' -'EBL , BT. "EBR WBL: N 4!WBR ,Haug:„1t3T NBR ,.8aI^SBT 8B13 Lane Configurations 'I ti, ►( tio ii t r lit r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 — Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 3421 1770 3502 1770 1863 1583 1770 1863 1583 Flt Permitted 0.28 1.00 0.22 1.00 0.62 1.00 1.00 0.70 1.00 1.00 Satd. Flow (perm) 525 3421 405 3502 1155 1863 1583 1303 1863 1583 _ Volume (vph) 207 779 223 8 421 32 386 82 21 52 37 183 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 225 847 242 9 458 35 420 89 23 57 40 199 - RTOR Reduction (vph) 0 27 0 0 5 0 0 0 14 0 0 0 Lane Group Flow(vph) 225 1062 0 9 488 0 420 89 9 57 40 199 Turn Type pm+pt Perm pm+pt Perm pm+pt Free .— Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 8 2 2 6 Free Actuated Green, G (s) 44.2 44.2 26.7 26.7 47.8 39.0 39.0 27.2 22.4 100.0 _ Effective Green, g (s) 44.2 44.2 26.7 26.7 47.8 39.0 39.0 27.2 22.4 100.0 Actuated g/C Ratio 0.44 0.44 0.27 0.27 0.48 0.39 0.39 0.27 0.22 1.00 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 — Lane Grp Cap (vph) 400 1512 108 935 684 727 617 377 417 1583 v/s Ratio Prot 0.08 c0.31 0.14 c0.13 0.05 0.01 0.02 v/s Ratio Perm 0.17 0.02 c0.16 0.01 0.03 0.13 — v/c Ratio 0.56 0.70 0.08 0.52 0.61 0.12 0.01 0.15 0.10 0.13 Uniform Delay, dl 18.9 22.6 27.5 31.2 18.0 19.5 18.7 27.4 30.8 0.0 Progression Factor 1.00 1.00 1.05 1.10 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.8 2.8 1.4 2.0 1.6 0.3 0.0 0.2 0.5 0.2 — Delay(s) 20.7 25.3 30.2 36.2 19.6 19.9 18.8 27.6 31.2 0.2 Level of Service C C C D BBBCC A Approach Delay(s) 24.5 36.1 19.6 9.6 — Approach LOS C D B A tnteisection Summary S HCM Average Control Delay 24.1 HCM Level of Service C HCM Volume to Capacity ratio 0.65 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 70.0% ICU Level of Service C — Analysis Period (min) 15 c Critical Lane Group St. Vrain Lakes (LSC#040840) 2011 PM Peak Background Bart Przybyl Page 5 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 PM Peak Background 18: SH 66 & WCR 11 3/24/2005 l •! `— `\ p Movement t f6 � EBR WBLw W$T ;.NBL NBR .i- Lane Configurations '1 + r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 529 2 3 351 2 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 575 2 3 382 2 1 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 577 964 576 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 577 964 576 tC, single(s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 — p0 queue free% 100 99 100 cM capacity(veh/h) 996 282 517 D rectr6 arie`-# _ r;vEIPPOVEt *WB 2 ',NB 1 °NB 2 = ', r „ 1 .r Volume Total 577 3 382 2 1 Volume Left 0 3 0 2 0 Volume Right 2 0 0 0 1 cSH 1700 996 1700 282 517 Volume to Capacity 0.34 0.00 0.22 0.01 0.00 Queue Length 95th (ft) 0 0 0 1 0 _ Control Delay(s) 0.0 8.6 0.0 17.9 12.0 Lane LOS A C B Approach Delay(s) 0.0 0.1 15.9 Approach LOS C Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 38.0% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2011 PM Peak Background Bad Przybyl Page 10 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 PM Peak Background 23: WCR 28 & WCR 13 3/24/2005 l 1 4\ t d Movement�,,�: F„ EBL .:,;EBR . NBL N s ' T.-r SBA , Lane Configurations V 4 to Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 4 4 1 124 106 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 4 4 1 135 115 1 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked — vC, conflicting volume 253 116 116 vC1, stage 1 conf vol vC2, stage 2 conf vol _ vCu, unblocked vol 253 116 116 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 — - p0 queue free% 99 100 100 cM capacity(veh/h) 735 937 1472 Direction,+Lane:# =EB- ;,1UB 1 .SB 1 tf: 2 ., Volume Total 9 136 116 Volume Left 4 1 0 Volume Right 4 0 1 cSH 824 1472 1700 Volume to Capacity 0.01 0.00 0.07 Queue Length 95th (ft) 1 0 0 Control Delay(s) 9.4 0.1 0.0 Lane LOS A A Approach Delay(s) 9.4 0.1 0.0 Approach LOS A Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 17.3% ICU Level of Service A Analysis Period (min) 15 r-. St. Vrain Lakes (LSC#040840) 2011 PM Peak Background Bart Przybyl Page 12 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2011 PM Peak Total — 1: SH 66 & I-25 Frontage Road 7/29/2005 -- r i 1 ` 4- t 4\ t P ti J — Movement A, EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL`{SBT SBR Lane Configurations 4) 4, 4, 4. Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 0.98 1.00 0.94 0.89 — Flt Protected 1.00 1.00 0.98 1.00 Satd. Flow(prot) 1827 1852 1723 1664 Flt Permitted 0.94 0.92 0.78 0.99 Satd. Flow (perm) 1719 1701 1365 1653 — Volume (vph) 38 630 95 45 666 15 112 46 110 4 24 98 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 41 685 103 49 724 16 122 50 120 4 26 107 — RTOR Reduction (vph) 0 5 0 0 1 0 0 25 0 0 76 0 Lane Group Flow(vph) 0 824 0 0 788 0 0 267 0 0 61 0 Turn Type Perm Perm Perm Perm — Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 63.0 63.0 29.0 29.0 Effective Green, g (s) 63.0 63.0 29.0 29.0 _ Actuated g/C Ratio 0.63 0.63 0.29 0.29 Clearance Time (s) 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 — ^ Lane Grp Cap(vph) 1083 1072 396 479 v/s Ratio Prot v/s Ratio Perm c0.48 0.46 c0.20 0.04 v/c Ratio 0.76 0.74 0.67 0.13 Uniform Delay, dl 13.1 12.8 31.3 26.2 Progression Factor 1.00 1.00 0.76 1.00 Incremental Delay, d2 5.0 4.5 8.5 0.5 _ Delay(s) 18.2 17.2 32.2 26.7 Level of Service B B C C Approach Delay(s) 18.2 17.2 32.2 26.7 — Approach LOS B B C C Intersection Summary HCM Average Control Delay 20.4 HCM Level of Service C HCM Volume to Capacity ratio 0.73 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 84.3% ICU Level of Service E — Analysis Period (min) 15 c Critical Lane Group — St. Vrain Lakes (LSC#040840) 2011 PM Peak Total Bart Przybyl Page 1 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 PM Peak Total 2: SH 66 & WCR 13 7/29/2005 t 4\ t p '* 1 Movement EBL EST EBR iWVBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume(veh/h) 54 463 58 41 341 8 32 54 73 6 31 27 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 Hourly flow rate (vph) 59 503 63 45 371 9 35 59 79 7 34 29 Pedestrians Lane Width (ft) _ Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 379 566 1162 1121 535 1225 1148 375 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 379 566 1162 1121 535 1225 1148 375 — tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 - p0 queue free% 95 96 73 69 85 93 81 96 cM capacity(veh/h) 1179 1006 131 187 545 94 181 671 Direction, Lane ' EB 1 -WB,1 NB 1 SB 1 Volume Total 625 424 173 70 Volume Left 59 45 35 7 Volume Right 63 9 79 29 cSH 1179 1006 239 232 Volume to Capacity 0.05 0.04 0.72 0.30 Queue Length 95th (ft) 4 3 123 30 Control Delay(s) 1.3 1.4 51.6 27.0 Lane LOS A A F D Approach Delay(s) 1.3 1.4 51.6 27.0 Approach LOS F D Intersection Summary Average Delay 9.5 Intersection Capacity Utilization 62.1% ICU Level of Service B Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2011 PM Peak Total Bart Przybyl Page 2 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 PM Peak Total 3: WCR 28 & I-25 Frontage Road 7/29/2005 -• 1 C ~ t 1 t t " l 1 Movement . ' 'EBL 'EBT ESA< WBL :-VVBT WBR NBL^ ,;NBT NBR SBL SBT SBR Lane Configurations 4. 4. 4. 4. Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 2 61 59 11 38 21 60 216 17 39 117 0 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 Hourly flow rate (vph) 2 66 64 12 41 23 65 235 18 42 127 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 630 596 127 684 586 244 127 253 vC1, stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 630 596 127 684 586 244 127 253 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free% 99 83 93 96 89 97 96 97 cM capacity(veh/h) 332 386 923 277 390 795 1459 1312 Direction;(anew Ea 1 WB-1 .NB:l SB 1 =' Volume Total 133 76 318 170 Volume Left 2 12 65 42 Volume Right 64 23 18 0 cSH 535 428 1459 1312 Volume to Capacity 0.25 0.18 0.04 0.03 Queue Length 95th (ft) 24 16 4 3 Control Delay(s) 13.9 15.2 1.9 2.2 Lane LOS BC A A Approach Delay(s) 13.9 15.2 1.9 2.2 Approach LOS B C Intersection Summary Average Delay 5.7 Intersection Capacity Utilization 36.5% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2011 PM Peak Total Bart Przybyl Page 3 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2011 PM Peak Total — 5: WCR 24 & WCR 13 7/29/2005 - Movement EBL EBT EBR `;iVBL IACBT WBR . ,NBL 'NBT NBR SBL Sat -SBR Lane Configurations ) 14 II 1+ li t r 1 14 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 "' Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.93 1.00 0.99 1.00 1.00 0.85 1.00 0.95 — Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 1724 1770 1837 1770 1863 1583 1770 1760 Flt Permitted 0.55 1.00 0.08 1.00 0.39 1.00 1.00 0.69 1.00 Satd. Flow (perm) 1028 1724 146 1837 721 1863 1583 1279 1760 — Volume(vph) 92 418 409 26 207 21 296 100 23 25 100 58 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 100 454 445 28 225 23 322 109 25 27 109 63 - RTOR Reduction (vph) 0 36 0 0 4 0 0 0 18 0 21 0 Lane Group Flow(vph) 100 863 0 28 244 0 322 109 7 27 151 0 Turn Type pm+pt pm+pt pm+pt Perm pm+pt .— Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 2 6 Actuated Green, G (s) 55.2 52.0 53.6 51.2 33.6 27.2 27.2 20.0 17.6 Effective Green, g (s) 55.2 52.0 53.6 51.2 33.6 27.2 27.2 20.0 17.6 — Actuated g/C Ratio 0.55 0.52 0.54 0.51 0.34 0.27 0.27 0.20 0.18 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 —' Lane Grp Cap (vph) 591 896 117 941 368 507 431 268 310 v/s Ratio Prot 0.01 c0.50 c0.01 0.13 c0.10 0.06 0.00 0.09 v/s Ratio Perm 0.09 0.12 c0.19 0.00 0.02 v/c Ratio 0.17 0.96 0.24 0.26 0.88 0.21 0.02 0.10 0.49 Uniform Delay, dl 10.8 23.1 20.5 13.7 29.1 28.1 26.6 32.5 37.1 Progression Factor 0.34 0.69 1.00 1.00 1.00 1.00 1.00 0.97 0.99 Incremental Delay, d2 0.1 19.9 1.1 0.7 20.0 1.0 0.1 0.2 5.4 — Delay(s) 3.8 35.9 21.6 14.4 49.1 29.1 26.7 31.7 42.1 Level of Service A D C B DCCCD Approach Delay(s) 32.7 15.1 43.1 40.7 — Approach LOS C B D D Intersection SumTary HCM Average Control Delay 33.4 HCM Level of Service C — HCM Volume to Capacity ratio 0.86 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 88.9% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group — St. Vrain Lakes (LSC#040840) 2011 PM Peak Total Bart Przybyl Page 4 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2011 PM Peak Total — 6: WCR 24 & I-25 Frontage Road 7/29/2005 — Movement EBL :EBT EBR WBCCOBT.. WBR NBL NBT NBIi.::SR- SBT SBR Lane Configurations 'PI fio 11 44, 'I f r "i f 1 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 0.95 1.00 1.00 0.85 1.00 1.00 0.85 — Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3433 3421 1770 3372 1770 1863 1583 1770 1863 1583 Flt Permitted 0.17 1.00 0.26 1.00 0.58 1.00 1.00 0.68 1.00 1.00 Satd. Flow (perm) 625 3421 489 3372 1080 1863 1583 1273 1863 1583 — Volume (vph) 693 779 223 8 421 194 386 105 21 187 55 561 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 753 847 242 9 458 211 420 114 23 203 60 610 ^ RTOR Reduction (vph) 0 26 0 0 52 0 0 0 17 0 0 0 Lane Group Flow(vph) 753 1063 0 9 617 0 420 114 6 203 60 610 Turn Type pm+pt Perm pm+pt Perm pm+pt Free — Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 8 2 2 6 Free Actuated Green, G (s) 52.0 52.0 27.3 27.3 40.0 24.8 24.8 28.0 16.8 100.0 Effective Green, g (s) 52.0 52.0 27.3 27.3 40.0 24.8 24.8 28.0 16.8 100.0 Actuated g/C Ratio 0.52 0.52 0.27 0.27 0.40 0.25 0.25 0.28 0.17 1.00 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 — ^ Lane Grp Cap (vph) 906 1779 133 921 564 462 393 412 313 1583 v/s Ratio Prot c0.17 0.31 0.18 c0.14 0.06 0.06 0.03 v/s Ratio Perm c0.26 0.02 c0.15 0.00 0.08 0.39 v/c Ratio 0.83 0.60 0.07 0.67 0.74 0.25 0.01 0.49 0.19 0.39 Uniform Delay, dl 21.2 16.7 26.9 32.3 23.7 30.1 28.4 29.3 35.8 0.0 Progression Factor 1.00 1.00 0.92 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.6 1.5 0.8 3.2 5.3 1.3 0.1 0.9 1.4 0.7 — Delay(s) 27.8 18.2 25.6 35.0 29.0 31.4 28.4 30.2 37.2 0.7 Level of Service C B C D CCCCD A Approach Delay(s) 22.1 34.9 29.5 10.1 — Approach LOS C C C B Int'e'rsection Summary HCM Average Control Delay 22.7 HCM Level of Service C HCM Volume to Capacity ratio 0.78 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 75.7% ICU Level of Service D _. Analysis Period (min) 15 c Critical Lane Group — St. Vrain Lakes (LSC#040840) 2011 PM Peak Total Bart Przybyl Page 5 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 PM Peak Total 7: WCR 28 & WCR 9.5 7/29/2005 ~ 1 P Movement EBT , EBR WBL WET .NBL NEW( Lane Configurations 10 t111 1 Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 47 70 139 28 42 139 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 51 76 151 30 46 151 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 127 422 89 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 127 422 89 tC, single (s) 4.1 6.4 6.2 tC, 2 stage(s) tF (s) 2.2 3.5 3.3 p0 queue free% 90 91 84 cM capacity(veh/h) 1459 528 969 Direction Lane# EB 1 WB 1 WB 2 NB 1 NB 2 Volume Total 127 151 30 46 151 Volume Left 0 151 0 46 0 Volume Right 76 0 0 0 151 cSH 1700 1459 1700 528 969 Volume to Capacity 0.07 0.10 0.02 0.09 0.16 Queue Length 95th (ft) 0 9 0 7 14 Control Delay(s) 0.0 7.8 0.0 12.5 9.4 Lane LOS A B A Approach Delay(s) 0.0 6.5 10.1 Approach LOS B Intersection Summary Average Delay 6.3 Intersection Capacity Utilization 24.4% ICU Level of Service A �- Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2011 PM Peak Total Bart Przybyl Page 6 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 PM Peak Total 8: 1-25 Frontage Road & WCR 9.5 7/29/2005 a 41 t 1 r Movement ...-k EBL fEBFI NBL NBTT.,. SBR Lane Configurations r ►) t 1. Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 313 403 452 298 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 340 438 491 324 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1691 324 324 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1691 324 324 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 — p0 queue free% 100 53 65 cM capacity(veh/h) 66 717 1236 Djrection,'Lane# EB'1d-' EB 24 NB 1 ~!;NB 24-$13.1..-$13.1. = : Volume Total 0 340 438 491 324 Volume Left 0 0 438 0 0 Volume Right 0 340 0 0 0 cSH 1700 717 1236 1700 1700 Volume to Capacity 0.00 0.47 0.35 0.29 0.19 Queue Length 95th (ft) 0 64 41 0 0 Control Delay(s) 0.0 14.5 9.5 0.0 0.0 Lane LOS A B A Approach Delay(s) 14.5 4.5 0.0 Approach LOS B Intersection Summary Average Delay 5.7 Intersection Capacity Utilization 44.7% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2011 PM Peak Total Bart Przybyl Page 7 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 PM Peak Total 10: WCR 28 & WCR 11 7/29/2005 t MoveMent , * BBL ' EBT W@T; =WBR BBL•` SB13 Lane Configurations t � r Sign Control Free Free Stop — Grade 0% 0% 0% Volume (veh/h) 149 48 72 0 0 195 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 162 52 78 0 0 212 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 78 454 78 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 78 454 78 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 — p0 queue free% 89 100 78 cM capacity(veh/h) 1520 504 982 Direction, _L'ane# EB 1 EB 2 MB 1,: SB 1 SB,2 Volume Total 162 52 78 0 212 Volume Left 162 0 0 0 0 Volume Right 0 0 0 0 212 cSH 1520 1700 1700 1700 982 Volume to Capacity 0.11 0.03 0.05 0.00 0.22 Queue Length 95th (ft) 9 0 0 0 20 Control Delay(s) 7.7 0.0 0.0 0.0 9.7 Lane LOS A A A Approach Delay(s) 5.8 0.0 9.7 Approach LOS A Intersection Summary Average Delay 6.5 Intersection Capacity Utilization 22.5% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2011 PM Peak Total Bart Przybyl Page 8 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 PM Peak Total 14: PA-2 and PA-5 Access & WCR 9.5 7/29/2005 Vovement EBL, EBT BIB. WBL hTBT WBR NBL "iNBT NBR SBL SBA SBR. Lane Configurations 11 1,0 11 I. TI Sign Control Stop Stop Free Free — Grade 0% 0% 0% 0% Volume(veh/h) 111 18 118 91 10 13 130 153 170 24 89 109 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 Hourly flow rate (vph) 121 20 128 99 11 14 141 166 185 26 97 118 Pedestrians Lane Width (ft) Walking Speed (f/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 677 842 156 828 809 259 215 351 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 677 842 156 828 809 259 215 351 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF(s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 - p0 queue free% 62 93 86 53 96 98 90 98 cM capacity(veh/h) 316 264 890 212 276 780 1355 1208 Qir'ection, Laniti ,^„ , EBi ,E82 WB1 °=;WBPM B1. 5NB2 'SB Volume Total 121 148 99 25 141 351 26 215 Volume Left 121 0 99 0 141 0 26 0 Volume Right 0 128 0 14 0 185 0 118 cSH 316 677 212 434 1355 1700 1208 1700 Volume to Capacity 0.38 0.22 0.47 0.06 0.10 0.21 0.02 0.13 Queue Length 95th (ft) 43 21 56 5 9 0 2 0 _ Control Delay(s) 23.2 11.8 35.9 13.8 8.0 0.0 8.0 0.0 Lane LOS CBEB A A Approach Delay(s) 16.9 31.5 2.3 0.9 Approach LOS C D Intersection Summary Average Delay 8.7 Intersection Capacity Utilization 48.4% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2011 PM Peak Total Bart Przybyl Page 9 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 PM Peak Total 15: PA-1 Access & I-25 Frontage Road 7/29/2005 overraen 14,E `;IIII,E�_' NPESR N ia i Lane Configurations Y A ►( ? Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 220 110 184 219 108 80 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 239 120 200 238 117 87 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 641 319 438 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 641 319 438 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 �— p0 queue free % 39 83 90 cM capacity(veh/h) 393 722 1122 D rec tof rt,SASR � x k ',=f n . ��'r � sy ,,t„ '74 ) Volume Total 359 438 117 87 Volume Left 239 0 117 0 Volume Right 120 238 0 0 cSH 464 1700 1122 1700 Volume to Capacity 0.77 0.26 0.10 0.05 Queue Length 95th (ft) 169 0 9 0 Control Delay(s) 34.6 0.0 8.6 0.0 Lane LOS D A Approach Delay(s) 34.6 0.0 4.9 Approach LOS D Irlter`secttortcsummary _ * a ,,, „ , Average Delay 13.4 Intersection Capacity Utilization 58.0% ICU Level of Service B Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2011 PM Peak Total Bart Przybyl Page 1 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 PM Peak Total 16: School Access & WCR 9.5 7/29/2005 < < t P ti 1 MaverpenjJ j ,:r" WaL WBR NBT JBR ,' .SE3L Lane Configurations 1 f Sign Control Stop Free Free — Grade 0% 0% 0% Volume (veh/h) 82 42 139 139 68 141 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 89 46 151 151 74 153 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 528 227 302 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 528 227 302 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 — p0 queue free% 81 94 94 cM capacity(veh/h) 481 813 1259 Direction,'Laite`Yf 4f sn-A\N "W B 2:,*Bar.SB 1 ' rSe 2 Volume Total 89 46 302 74 153 Volume Left 89 0 0 74 0 Volume Right 0 46 151 0 0 cSH 481 813 1700 1259 1700 Volume to Capacity 0.19 0.06 0.18 0.06 0.09 Queue Length 95th (ft) 17 4 0 5 0 Control Delay(s) 14.2 9.7 0.0 8.0 0.0 — Lane LOS B A A Approach Delay(s) 12.7 0.0 2.6 Approach LOS B Intersection Summary Average Delay 3.5 Intersection Capacity Utilization 34.1% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2011 PM Peak Total Bart Przybyl Page 11 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 PM Peak Total 18: SH 66 & WCR 11 7/29/2005 h Mergment { SE EBR iU1i L jt ANNEr , NB Ei Lane Configurations t ►� P Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 533 149 50 354 113 38 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 579 162 54 385 123 41 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 741 1154 660 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 741 1154 660 tC, single(s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 .� p0 queue free% 94 40 91 cM capacity(veh/h) 866 204 463 D amn,Lane# x (1B1 WB igEi ; 16 `- 4,_ µ >'. Volume Total 741 54 385 123 41 Volume Left 0 54 0 123 0 Volume Right 162 0 0 0 41 cSH 1700 866 1700 204 463 Volume to Capacity 0.44 0.06 0.23 0.60 0.09 Queue Length 95th (ft) 0 5 0 85 7 Control Delay(s) 0.0 9.4 0.0 46.1 13.5 Lane LOS A E B Approach Delay(s) 0.0 1.2 37.9 Approach LOS E IritePsectilon Summary Average Delay 5.0 Intersection Capacity Utilization 54.5% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2011 PM Peak Total Bart Przybyl Page 12 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 PM Peak Total 19: WCR 28 & PA-6 Access 7/29/2005 —� l •! `— '\ - o em R Lane Configurations f, ►� >� Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 128 55 129 138 30 70 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 139 60 140 150 33 76 Pedestrians Lane Width (ft) Walking Speed (ft/s) '— Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 199 599 169 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 199 599 169 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 — -_ p0 queue free% 90 92 91 cM capacity(veh/h) 1373 417 875 Dfrec Ig o`aR 1,A'I(B "ninC0 C �, „* .;";:; 'wit rekr 'rjc-c "3 Volume Total 199 140 150 109 Volume Left 0 140 0 33 Volume Right 60 0 0 76 cSH 1700 1373 1700 658 Volume to Capacity 0.12 0.10 0.09 0.17 Queue Length 95th (ft) 0 9 0 15 Control Delay(s) 0.0 7.9 0.0 11.6 — Lane LOS A B Approach Delay(s) 0.0 3.8 11.6 Approach LOS B lnteks`ee1 tBtitmary Average Delay 4.0 Intersection Capacity Utilization 33.2% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2011 PM Peak Total Bart Przybyl Page 13 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2011 PM Peak Total 23: WCR 28 & WCR 13 7/29/2005 4\ t 4/ NlgveteWf BF;. .<NBL Lane Configurations 4 to Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 25 27 42 124 106 29 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 27 29 46 135 115 32 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 357 131 147 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 357 131 147 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF(s) 3.5 3.3 2.2 .-� p0 queue free% 96 97 97 cM capacity(veh/h) 621 919 1435 EnelfOfl h ' ?WASH ..�a$11. ja [x "k"' . 'ate°;Xif,.�L.`. r..e:. is a .mew ,'`rvek� • s . 4-1h t Volume Total 57 180 147 Volume Left 27 46 0 Volume Right 29 0 32 cSH 746 1435 1700 Volume to Capacity 0.08 0.03 0.09 Queue Length 95th (ft) 6 2 0 Control Delay(s) 10.2 2.1 0.0 Lane LOS B A Approach Delay(s) 10.2 2.1 0.0 Approach LOS B (ritersechort Summary { Average Delay 2.5 Intersection Capacity Utilization 29.5% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2011 PM Peak Total Bart Przybyl Page 14 LSC, Inc. APPENDIX C Year 2014 Capacity Analyses HCM Signalized Intersection Capacity Analysis 2014 AM Peak Background — 1: SH 66 & 1-25 Frontage Road 3/24/2005 -' —• . . r ~ 4\ t t `► 1 1 — Yement .,l _3 lEnag t3ft%WFrk NBW fa;2,NBT Bft .SBL_'. BT, Ba Lane•Configurations 40 40 4. 4. Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 ea Total Lost time (s) 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 0.99 1.00 0.94 0.92 Flt Protected 0.99 1.00 0.98 1.00 Satd. Flow(prot) 1827 1852 1719 1708 Flt Permitted 0.85 0.91 0.91 0.99 Satd. Flow (perm) 1563 1687 1591 1694 _ Volume (vph) 77 473 60 52 564 8 25 18 38 5 26 44 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 84 514 65 57 613 9 27 20 41 5 28 48 — RTOR Reduction (vph) 0 4 0 0 0 0 0 30 0 0 36 0 Lane Group Flow(vph) 0 659 0 0 679 0 0 58 0 0 45 0 Turn Type Perm Perm Perm Perm — Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 66.0 66.0 26.0 26.0 Effective Green, g (s) 66.0 66.0 26.0 26.0 Actuated g/C Ratio 0.66 0.66 0.26 0.26 Clearance Time (s) 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1032 1113 414 440 v/s Ratio Prot v/s Ratio Perm c0.42 0.40 c0.04 0.03 — v/c Ratio 0.64 0.61 0.14 0.10 Uniform Delay, dl 10.0 9.7 28.4 28.1 Progression Factor 1.00 0.87 0.70 1.00 Incremental Delay, d2 3.0 2.4 0.7 0.5 — Delay(s) 13.0 10.7 20.7 28.6 Level of Service B B C C Approach Delay(s) 13.0 10.7 20.7 28.6 — Approach LOS B B C C Intejsectton-$urriipai, r .. -. 4t HCM Average Control Delay 13.3 HCM Level of service B HCM Volume to Capacity ratio 0.50 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 67.1% ICU Level of Service C — Analysis Period (min) 15 c Critical Lane Group — St. Vrain Lakes (LSC#040840) 2014 AM Peak Background Bart Przybyl Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 AM Peak Background — 2: SH 66 & WCR 13 7/21/2005 - -) l te ~ t 4\ t P \• j d Lane Configurations 4 r 'i 10 ' Is 4) Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 — Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.93 0.94 — Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 0.99 Satd. Flow (prot) 1859 1583 1770 1856 1770 1737 1727 Flt Permitted 0.98 1.00 0.59 1.00 0.59 1.00 0.92 Satd. Flow(perm) 1827 1583 1108 1856 1099 1737 1610 Volume (vph) 9 236 26 40 513 12 28 25 20 16 25 36 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 10 257 28 43 558 13 30 27 22 17 27 39 RTOR Reduction (vph) 0 0 4 0 0 0 0 20 0 0 36 0 Lane Group Flow(vph) 0 267 24 43 571 0 30 29 0 0 47 0 Turn Type Perm Perm Perm Perm Perm - Protected Phases 4 8 2 6 Permitted Phases 4 4 8 2 6 Actuated Green, G (s) 84.0 84.0 84.0 84.0 8.0 8.0 8.0 - Effective Green, g (s) 84.0 84.0 84.0 84.0 8.0 8.0 8.0 Actuated g/C Ratio 0.84 0.84 0.84 0.84 0.08 0.08 0.08 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1535 1330 931 1559 88 139 129 v/s Ratio Prot c0.31 0.02 v/s Ratio Perm 0.15 0.01 0.04 0.03 c0.03 - v/c Ratio 0.17 0.02 0.05 0.37 0.34 0.21 0.37 Uniform Delay, dl 1.5 1.3 1.3 1.8 43.5 43.0 43.6 Progression Factor 0.33 0.15 1.00 1.00 0.96 0.96 1.00 Incremental Delay, d2 0.2 0.0 0.1 0.7 2.3 0.7 1.8 - Delay(s) 0.7 0.2 1.4 2.5 44.0 42.1 45.3 Level of Service A A A A D D D Approach Delay(s) 0.7 2.4 42.8 45.3 - Approach LOS A A D D f S c+u b .,ter W - HCM Average Control Delay 8.3 HCM Level of Service A HCM Volume to Capacity ratio 0.37 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 51.0% ICU Level of Service A — Analysis Period (min) 15 c Critical Lane Group St. Vrain Lakes (LSC#040840) 2014 AM Peak Background Bart Przybyl Page 1 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 AM Peak Background 3: WCR 28 & I-25 Frontage Road 3/24/2005 -- r '— , t ► d Moyem�pt BBL , DEBT BF3 ri-naWSitcwgR7ftig. NOTT;`,3BR SBL , BHT SBF Lane Configurations 4, 4. 4. 4 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 2 2 6 4 1 0 1 62 0 0 146 0 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 Hourly flow rate(vph) 2 2 7 4 1 0 1 67 0 0 159 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 229 228 159 236 228 67 159 67 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 229 228 159 236 228 67 159 67 tC, single(s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF(s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free% 100 100 99 99 100 100 100 100 cM capacity(veh/h) 725 671 887 711 671 996 1421 1534 Drcee>iori,Lane# 1 Sn3;EBraVIlR1 :NB1J Sf _ .. F, ' Volume Total 11 5 68 159 Volume Left 2 4 1 0 Volume Right 7 0 0 0 cSH 799 703 1421 1534 Volume to Capacity 0.01 0.01 0.00 0.00 Queue Length 95th (ft) 1 1 0 0 Control Delay(s) 9.6 10.2 0.1 0.0 Lane LOS A B A Approach Delay(s) 9.6 10.2 0.1 0.0 Approach LOS A B Intersection Summary Average Delay 0.7 Intersection Capacity Utilization 17.7% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2014 AM Peak Background Bart Przybyl Page 3 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 AM Peak Background — 5: WCR 24 & WCR 13 3/24/2005 i" r 41-- k• 4\ t P `- 1 1 — MPg rrtrrrd» rs ., ,,m ` ":EBB ) BR u wal-- 1M,(3T'#SI)IBf -TgBL'-. 'N@T ' VBR SBLf", air ,SBR Lane Configurations li t r ►) 1. ill t r ) A Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 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 0.99 1.00 1.00 0.85 1.00 0.90 — Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1770 1863 1583 1770 1852 1770 1863 1583 1770 1674 Flt Permitted 0.25 1.00 1.00 0.60 1.00 0.43 1.00 1.00 0.72 1.00 Satd. Flow (perm) 458 1863 1583 1126 1852 796 1863 1583 1341 1674 — Volume (vph) 45 149 128 46 387 16 335 52 36 12 66 137 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 49 162 139 50 421 17 364 57 39 13 72 149 - RTOR Reduction (vph) 0 0 92 0 1 0 0 0 21 0 66 0 Lane Group Flow(vph) 49 162 47 50 437 0 364 57 18 13 155 0 Turn Type pm+pt Perm pm+pt pm+pt Perm pm+pt — Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 2 6 Actuated Green, G (s) 36.8 33.6 33.6 36.8 33.6 51.2 46.4 46.4 29.1 28.3 Effective Green, g (s) 36.8 33.6 33.6 36.8 33.6 51.2 46.4 46.4 29.1 28.3 Actuated g/C Ratio 0.37 0.34 0.34 0.37 0.34 0.51 0.46 0.46 0.29 0.28 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 211 626 532 435 622 592 864 735 394 474 v/s Ratio Prot c0.01 0.09 0.00 c0.24 c0.12 0.03 0.00 0.09 v/s Ratio Perm 0.08 0.03 0.04 c0.20 0.01 0.01 v/c Ratio 0.23 0.26 0.09 0.11 0.70 0.61 0.07 0.02 0.03 0.33 Uniform Delay, dl 22.1 24.1 22.7 20.6 28.9 15.7 14.8 14.5 25.3 28.3 Progression Factor 0.90 0.87 0.61 1.00 1.00 1.00 1.00 1.00 0.95 0.95 Incremental Delay, d2 0.5 1.0 0.3 0.1 6.5 1.9 0.1 0.1 0.0 1.8 Delay(s) 20.4 21.9 14.2 20.7 35.4 17.6 15.0 14.6 24.2 28.8 Level of Service CCBCD BBBCC Approach Delay(s) 18.6 33.9 17.0 28.5 — Approach LOS B C B C In'tdrsectiKSLiiFlmary 1 r----'- , HCM Average Control Delay 24.5 HCM Level of Service C HCM Volume to Capacity ratio 0.63 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 68.5% ICU Level of Service C — Analysis Period (min) 15 c Critical Lane Group — St. Vrain Lakes (LSC#040840) 2014 AM Peak Background Bart Przybyl Page 4 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 AM Peak Background 6: WCR 24 & 1-25 Frontage Road 3/24/2005 � ") I '~ k- 4\ t t " 1 I _ Movemertt ,1 ;a $ _EBj . � BR: 13 r 31 W)3R L $ ; 4BB. , SBL`IK SBT, BR Lane Configurations li) ti ►) ft li t r ) t P Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.91 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 — Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3433 3228 1770 3517 1770 1863 1583 1770 1863 1583 Flt Permitted 0.12 1.00 0.38 1.00 0.59 1.00 1.00 0.72 1.00 1.00 Satd. Flow (perm) 451 3228 700 3517 1091 1863 1583 1346 1863 1583 Volume (vph) 185 276 392 14 854 37 205 49 9 20 89 161 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 201 300 426 15 928 40 223 53 10 22 97 175 RTOR Reduction (vph) 0 210 0 0 3 0 0 0 7 0 0 0 Lane Group Flow(vph) 201 516 0 15 965 0 223 53 3 22 97 175 Turn Type pm+pt Perm pm+pt Perm pm+pt Free — Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 8 2 2 6 Free Actuated Green, G (s) 50.6 50.6 38.2 38.2 41.4 34.6 34.6 26.6 23.8 100.0 _ Effective Green, g (s) 50.6 50.6 38.2 38.2 41.4 34.6 34.6 26.6 23.8 100.0 Actuated g/C Ratio 0.51 0.51 0.38 0.38 0.41 0.35 0.35 0.27 0.24 1.00 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 479 1633 267 1343 544 645 548 370 443 1583 v/s Ratio Prot c0.04 0.16 c0.27 c0.06 0.03 0.00 0.05 v/s Ratio Perm 0.18 0.02 c0.11 0.00 0.01 0.11 — v/c Ratio 0.42 0.32 0.06 0.72 0.41 0.08 0.01 0.06 0.22 0.11 Uniform Delay, dl 16.6 14.5 19.5 26.3 19.8 22.0 21.4 27.3 30.6 0.0 Progression Factor 1.00 1.00 0.86 0.83 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.6 0.5 0.3 2.8 0.5 0.2 0.0 0.1 1.1 0.1 — Delay(s) 17.2 15.0 17.1 24.7 20.3 22.3 21.5 27.3 31.8 0.1 Level of Service B B B C CCCCC A Approach Delay(s) 15.5 24.6 20.7 12.6 — Approach LOS B C C B >._ lnteisecttoFl"��!lnirY._. " ii*_/z.., ; _ 4- ,es.. At,1 . - .Wr - , HCM Average Control Delay 19.3 HCM Level of Service B HCM Volume to Capacity ratio 0.54 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 58.1% ICU Level of Service B — Analysis Period (min) 15 c Critical Lane Group — St. Vrain Lakes (LSC#040840) 2014 AM Peak Background Bart Przybyl Page 5 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 AM Peak Background 18: SH 66 & WCR 11 3/24/2005 7 C ~ 4\ ra n.S..Ri- ' , "~ `v.�. + '4=1,4e Lane Configurations f, ►( t Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 268 2 1 592 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 291 2 1 643 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 293 938 292 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 293 938 292 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF(s) 2.2 3.5 3.3 p0 queue free% 100 100 100 cM capacity(veh/h) 1268 293 747 y Volume Total 293 1 643 0 0 Volume Left 0 1 0 0 0 Volume Right 2 0 0 0 0 .— cSH 1700 1268 1700 1700 1700 Volume to Capacity 0.17 0.00 0.38 0.00 0.00 Queue Length 95th (ft) 0 0 0 0 0 Control Delay(s) 0.0 7.8 0.0 0.0 0.0 Lane LOS A A A Approach Delay(s) 0.0 0.0 0.0 Approach LOS A rt5 e l rr;SUmmary to W, e Y t` i:'i .₹ . ?tFi , a a, n Fes.., k. v Average Delay 0.0 Intersection Capacity Utilization 34.5% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2014 AM Peak Background Bart Przybyl Page 1 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 AM Peak Background 23: WCR 28 & WCR 13 3/24/2005 l l 1 t l d Movem eit�,_ *' ''t aEBL ,ry6.04;' BL . iBT .` 6R: .: Y 4. . Lane Configurations r ►( T 1 Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 1 1 2 78 98 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 1 1 2 85 107 2 Pedestrians Lane Width (ft) Walking Speed (fUs) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 197 108 109 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 197 108 109 — tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 po queue free% 100 100 100 cM capacity(veh/h) 791 946 1482 D iection;Lane f�: .F--,,,.EB 1 . `` tB 2. iSB :_, x : . Volume Total 1 1 2 85 109 Volume Left 1 0 2 0 0 Volume Right 0 1 0 0 2 cSH 791 946 1482 1700 1700 Volume to Capacity 0.00 0.00 0.00 0.05 0.06 Queue Length 95th (ft) 0 0 0 0 0 Control Delay(s) 9.6 8.8 7.4 0.0 0.0 Lane LOS A A A Approach Delay(s) 9.2 0.2 0.0 Approach LOS A Intersection Summary ` «.�„ _; :' . Average Delay 0.2 Intersection Capacity Utilization 15.3% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2014 AM Peak Background Bart Przybyl Page 14 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 AM Peak Total — 1: SH 66 & I-25 Frontage Road 7/29/2005 t r z 4\ t P ti 1 J Movement,,--- EBL- EBT EBR .'.UCB Mti MlBt ,NBL ' NB-r- -NB i $BL' -Strurallti Lane Configurations 4, 4. 4, 4, Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 — Total Lost time (s) 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 0.98 1.00 0.97 0.92 — Flt Protected 1.00 1.00 0.97 1.00 Satd. Flow (prot) 1821 1855 1744 1708 Flt Permitted 0.83 0.91 0.75 0.98 Satd. Flow(perm) 1510 1702 1357 1686 _ Volume (vph) 77 596 102 53 849 8 95 18 39 5 26 44 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 84 648 111 58 923 9 103 20 42 5 28 48 — RTOR Reduction (vph) 0 5 0 0 0 0 0 12 0 0 39 0 Lane Group Flow(vph) 0 838 0 0 990 0 0 153 0 0 42 0 Turn Type Perm Perm Perm Perm — Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 73.0 73.0 19.0 19.0 Effective Green, g (s) 73.0 73.0 19.0 19.0 Actuated g/C Ratio 0.73 0.73 0.19 0.19 Clearance Time (s) 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 — ^ Lane Grp Cap (vph) 1102 1242 258 320 v/s Ratio Prot v/s Ratio Perm 0.55 c0.58 c0.11 0.02 — v/c Ratio 0.76 0.80 0.59 0.13 Uniform Delay, dl 8.2 8.7 37.0 33.6 Progression Factor 1.00 0.66 0.92 1.00 Incremental Delay, d2 4.9 4.8 9.5 0.9 — Delay(s) 13.1 10.6 43.4 34.5 Level of Service B B D C Approach Delay(s) 13.1 10.6 43.4 34.5 — Approach LOS B B D C (nteregctlonSuinmary C.,`, ,. w e .�t;... HCM Average Control Delay 15.1 HCM Level of Service B — HCM Volume to Capacity ratio 0.75 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 84.8% ICU Level of Service E — Analysis Period (min) 15 c Critical Lane Group — St. Vrain Lakes (LSC#040840) 2014 AM Peak Total Bart Przybyl Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 AM Peak Total — 2: SH 66 & WCR 13 7/29/2005 is —i C 4— 41/4" 4\ t ti t J — Mouefnettit, _ JEBLL",)=37 ≤EBRa Er WErit fi N-BR SBL 56T,s,>SBR Lane Configurations 4 r 1 A II 1, 4, Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 — Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.91 0.94 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 0.99 Satd. Flow(prot) 1856 1583 1770 1857 1770 1703 1727 Fit Permitted 0.95 1.00 0.57 1.00 0.52 1.00 0.93 Satd. Flow(perm) 1765 1583 1062 1857 966 1703 1612 _ Volume (vph) 21 267 28 52 529 12 35 36 48 16 30 42 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 23 290 30 57 575 13 38 39 52 17 33 46 — RT0R Reduction (vph) 0 0 5 0 0 0 0 48 0 0 42 0 Lane Group Flow(vph) 0 313 25 57 588 0 38 43 0 0 54 0 Turn Type Perm Perm Perm Perm Perm — Protected Phases 4 8 2 6 Permitted Phases 4 4 8 2 6 Actuated Green, G (s) 83.6 83.6 83.6 83.6 8.4 8.4 8.4 Effective Green, g (s) 83.6 83.6 83.6 83.6 8.4 8.4 8.4 — Actuated g/C Ratio 0.84 0.84 0.84 0.84 0.08 0.08 0.08 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 — ^ Lane Grp Cap (vph) 1476 1323 888 1552 81 143 135 v/s Ratio Prot c0.32 0.03 v/s Ratio Perm 0.18 0.02 0.05 c0.04 0.03 v/c Ratio 0.21 0.02 0.06 0.38 0.47 0.30 0.40 Uniform Delay, dl 1.6 1.4 1.4 2.0 43.7 43.0 43.4 Progression Factor 0.37 0.36 1.00 1.00 0.97 0.97 1.00 Incremental Delay, d2 0.3 0.0 0.1 0.7 4.2 1.2 1.9 — Delay(s) 0.9 0.5 1.6 2.7 46.5 42.7 45.3 Level of Service A A A A D D D Approach Delay(s) 0.9 2.6 43.9 45.3 — Approach LOS A A D D Iritesectwtrturrimary , , HCM Average Control Delay 9.9 HCM Level of Service A — HCM Volume to Capacity ratio 0.39 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 61.6% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group — St. Vrain Lakes (LSC#040840) 2014 AM Peak Total Bart Przybyl Page 2 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 AM Peak Total 3: WCR 28 & I-25 Frontage Road 7/29/2005 Meiye nent ,,Y 1 ,EBL_ BT ,-^EBR iW8L�.�L-il_ WBEt �L NBT,_ iJBR ;SBL= SBT SBR Lane Configurations 4. 4. 4. 4. Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 2 20 15 16 51 52 10 80 5 20 168 0 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 Hourly flow rate (vph) 2 22 16 17 55 57 11 87 5 22 183 0 Pedestrians Lane Width (ft) _ Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 422 340 183 365 338 90 183 92 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 422 340 183 365 338 90 183 92 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free% 100 96 98 97 90 94 99 99 cM capacity(veh/h) 465 569 860 554 571 968 1392 1502 Diiect�on, Lahe# EB` 4WBKT., NB.1 SB1 - - _. ri Volume Total 40 129 103 204 Volume Left 2 17 11 22 Volume Right 16 57 5 0 — cSH 650 692 1392 1502 Volume to Capacity 0.06 0.19 0.01 0.01 Queue Length 95th (ft) 5 17 1 1 Control Delay(s) 10.9 11.4 0.9 0.9 Lane LOS BB A A Approach Delay(s) 10.9 11.4 0.9 0.9 Approach LOS B B Iftle-ri-ebtionStimman/ r • Average Delay 4.6 Intersection Capacity Utilization 31.7% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2014 AM Peak Total Bart Przybyl Page 3 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 AM Peak Total — 5: WCR 24 & WCR 13 7/29/2005 la r k- 4\ t t \* 1 d Grove nent ,n i zs ;v ' it-al: ' QTi E$R,� WBL -NFB , iwBR, NBL . ;NBT -NBR , SBE .SBT PSBR Lane Configurations li t r to ii t r 'p Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 — Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 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 0.99 1.00 1.00 0.85 1.00 0.92 — Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1770 1863 1583 1770 1845 1770 1863 1583 1770 1722 Flt Permitted 0.20 1.00 1.00 0.56 1.00 0.26 1.00 1.00 0.70 1.00 Satd. Flow(perm) 376 1863 1583 1050 1845 481 1863 1583 1301 1722 _ Volume (vph) 52 174 193 46 403 28 376 83 36 46 155 156 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 57 189 210 50 438 30 409 90 39 50 168 170 - RTOR Reduction (vph) 0 0 141 0 3 0 0 0 22 0 34 0 Lane Group Flow (vph) 57 189 69 50 465 0 409 90 17 50 304 0 Turn Type pm+pt Perm pm+pt pm+pt Perm pm+pt — Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 2 6 Actuated Green, G (s) 36.2 33.0 33.0 36.2 33.0 51.8 44.6 44.6 30.5 27.3 Effective Green, g (s) 36.2 33.0 33.0 36.2 33.0 51.8 44.6 44.6 30.5 27.3 _ Actuated g/C Ratio 0.36 0.33 0.33 0.36 0.33 0.52 0.45 0.45 0.30 0.27 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 — ^ Lane Grp Cap (vph) 181 615 522 403 609 513 831 706 412 470 v/s Ratio Prot c0.01 0.10 0.00 c0.25 c0.16 0.05 0.00 0.18 v/s Ratio Perm 0.10 0.04 0.04 c0.25 0.01 0.03 — v/c Ratio 0.31 0.31 0.13 0.12 0.76 0.80 0.11 0.02 0.12 0.65 Uniform Delay, dl 23.1 25.0 23.5 21.0 30.0 17.4 16.1 15.5 24.9 32.1 Progression Factor 0.86 0.89 0.97 1.00 1.00 1.00 1.00 1.00 0.97 0.98 Incremental Delay, d2 1.0 1.2 0.5 0.1 8.8 8.4 0.3 0.1 0.1 6.7 — Delay(s) 20.7 23.5 23.4 21.2 38.8 25.9 16.4 15.6 24.3 38.0 Level of Service CCCCD CBBCD Approach Delay(s) 23.1 37.1 23.5 36.3 — Approach LOS C D C D I'n`te`rsecti4,n", urnmary .. Hi' .,,--;:::iliti a°f„ , . . ...`.% - : , HCM Average Control Delay 29.7 HCM Level of Service C HCM Volume to Capacity ratio 0.76 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 78.1% ICU Level of Service D — Analysis Period (min) 15 c Critical Lane Group St. Vrain Lakes (LSC#040840) 2014 AM Peak Total Bart Przybyl Page 4 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 AM Peak Total — 6: WCR 24 & I-25 Frontage Road 7/29/2005 de z C ~ 4\ t t ti 1 1 - Movgment , "igibm 6_L „ EBTagicriFWBL, /(3T :WBR .NOL ON,Brel:OFI a .SBL = SBr''SBR Lane Configurations 1111 tit '1 +10 11 t r is t r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 — Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.91 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 — Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3433 3231 1770 3488 1770 1863 1583 1770 1863 1583 Flt Permitted 0.12 1.00 0.37 1.00 0.48 1.00 1.00 0.71 1.00 1.00 Satd. Flow(perm) 434 3231 695 3488 903 1863 1583 1331 1863 1583 — Volume (vph) 387 282 392 15 872 93 205 60 9 110 112 592 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 421 307 426 16 948 101 223 65 10 120 122 643 — RTOR Reduction (vph) 0 179 0 0 8 0 0 0 8 0 0 0 Lane Group Flow(vph) 421 554 0 16 1041 0 223 65 2 120 122 643 Turn Type pm+pt Perm pm+pt Perm pm+pt Free — Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 8 2 2 6 Free Actuated Green, G (s) 58.0 58.0 41.9 41.9 34.0 24.0 24.0 23.1 17.1 100.0 Effective Green, g (s) 58.0 58.0 41.9 41.9 34.0 24.0 24.0 23.1 .17.1 100.0 Actuated g/C Ratio 0.58 0.58 0.42 0.42 0.34 0.24 0.24 0.23 0.17 1.00 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 — Lane Grp Cap (vph) 615 1874 291 1461 419 447 380 334 319 1583 v/s Ratio Prot c0.08 0.17 0.30 c0.07 0.03 0.02 0.07 v/s Ratio Perm c0.31 0.02 c0.11 0.00 0.06 c0.41 — v/c Ratio 0.68 0.30 0.05 0.71 0.53 0.15 0.01 0.36 0.38 0.41 Uniform Delay, dl 15.8 10.6 17.3 24.1 25.1 29.9 28.9 31.7 36.8 0.0 Progression Factor 1.00 1.00 0.82 0.85 1.00 1.00 1.00 1.01 1.00 1.00 Incremental Delay, d2 3.2 0.4 0.2 2.1 1.3 0.7 0.0 0.7 3.5 0.8 — Delay(s) 19.0 11.0 14.4 22.6 26.4 30.6 29.0 32.6 40.4 0.8 Level of Service B B B C C C C C D A Approach Delay(s) 13.9 22.5 27.4 10.5 — Approach LOS B C C B Intersection Suintnary w : ",, R=, HCM Average Control Delay 16.9 HCM Level of Service B HCM Volume to Capacity ratio 0.59 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 4.0 Intersection Capacity Utilization 66.1% ICU Level of Service C — Analysis Period (min) 15 c Critical Lane Group — St. Vrain Lakes (LSC#040840) 2014 AM Peak Total Bart Przybyl Page 5 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 AM Peak Total 7: WCR 28 & WCR 9.5 7/29/2005 c ~ 4\ /r I:kt�.P'.ry .e11t iia:g - B.R.' .y1/W4Wi T n[WNBE `: r.; . ' Lane Configurations t Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 19 27 281 53 66 154 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 21 29 305 58 72 167 Pedestrians Lane Width (ft) _ Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None — Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 50 704 35 vC1, stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 50 704 35 tC, single(s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 — p0 queue free% 80 78 84 cM capacity(veh/h) 1557 324 1037 preartieSiie,# ;-E8111KB1.eWB,2 ,;TtB1 "BZ4 _ Volume Total 50 305 58 72 167 Volume Left 0 305 0 72 0 Volume Right 29 0 0 0 167 cSH 1700 1557 1700 324 1037 Volume to Capacity 0.03 0.20 0.03 0.22 0.16 Queue Length 95th (ft) 0 18 0 21 14 Control Delay(s) 0.0 7.9 0.0 19.2 9.1 Lane LOS A C A Approach Delay(s) 0.0 6.6 12.2 Approach LOS B Iriterse6tfon=Summary , Average Delay 8.1 Intersection Capacity Utilization 32.6% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2014 AM Peak Total Bart Przybyl Page 6 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 AM Peak Total 8: 1-25 Frontage Road & WCR 9.5 7/29/2005 l 1 '\ t Allavr9t t nE$LEBFI.wef18 f3TSBT „ S8[3 f ,.'�,:}. . '. - _` Lane Configurations ►+j r t 1. Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 205 134 199 496 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 223 146 216 539 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1047 539 539 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1047 539 539 tC, single(s) 6.4 6.2 4.1 tC, 2 stage (s) tF(s) 3.5 3.3 2.2 — �- p0 queue free% 100 59 86 cM capacity(veh/h) 217 542 1029 Directiiion, (cane .11 xEB 1. ,,tE&,2aiWtt B2triS8 Volume Total 0 223 146 216 539 Volume Left 0 0 146 0 0 Volume Right 0 223 0 0 0 cSH 1700 542 1029 1700 1700 Volume to Capacity 0.00 0.41 0.14 0.13 0.32 Queue Length 95th (ft) 0 50 12 0 0 Control Delay(s) 0.0 16.2 9.1 0.0 0.0 Lane LOS A C A Approach Delay(s) 16.2 3.7 0.0 Approach LOS C Intersection'Summary Average Delay 4.4 Intersection Capacity Utilization 45.5% ICU Level of Service A ^ Analysis Period (min) 15 ^ St. Vrain Lakes (LSC#040840) 2014 AM Peak Total Bart Przybyl Page 7 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 AM Peak Total 14: PA-2 and PA-5 Access & WCR 9.5 7/29/2005 Move bent EBL t?fert EB13 IVP WBT-i-WRR'.*Wi1_„ NBT Na teSBL. SBT -S1A Lane Configurations 1$ Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 56 5 56 140 13 32 36 110 53 22 300 66 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 Hourly flow rate (vph) 61 5 61 152 14 35 39 120 58 24 326 72 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 649 665 362 664 672 148 398 177 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 649 665 362 664 672 148 398 177 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free% 82 98 91 53 96 96 97 98 cM capacity(veh/h) 343 361 683 324 358 898 1161 1399 Dire'cfio. . a`fle`ji . ..EB 1 .1,E9. .iWa t'wB.21_ `181 I Bfl STZ-,582 . >. . Volume Total 61 66 152 49 39 177 24 398 Volume Left 61 0 152 0 39 0 24 0 Volume Right 0 61 0 35 0 58 0 72 cSH 343 636 324 626 1161 1700 1399 1700 Volume to Capacity 0.18 0.10 0.47 0.08 0.03 0.10 0.02 0.23 Queue Length 95th (ft) 16 9 60 6 3 0 1 0 Control Delay(s) 17.7 11.3 25.6 11.2 8.2 0.0 7.6 0.0 Lane LOS CBDB A A Approach Delay(s) 14.4 22.1 1.5 0.4 Approach LOS B C "� Intersection�'$.y[irnary Average Delay 7.0 Intersection Capacity Utilization 47.6% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2014 AM Peak Total Bart Przybyl Page 9 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 AM Peak Total 15: PA-1 Access & 1-25 Frontage Road 7/29/2005 f P �► l Movement r - mWBL5, WBR NBT-4 NBR, 'S,BL SBf Lane Configurations V 1 t Sign Control Stop Free Free — Grade 0% 0% 0% Volume (veh/h) 48 32 64 70 43 157 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 52 35 70 76 47 171 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 372 108 146 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 372 108 146 tC, single(s) 6.4 6.2 4.1 tC, 2 stage (s) tF(s) 3.5 3.3 2.2 — -- p0 queue free% 91 96 97 cM capacity(veh/h) 608 946 1436 Direction,Lane::#_. La3t1-ANB:1 SB ,z' B ; ` Volume Total 87 146 47 171 Volume Left 52 0 47 0 Volume Right 35 76 0 0 cSH 710 1700 1436 1700 Volume to Capacity 0.12 0.09 0.03 0.10 Queue Length 95th (ft) 10 0 3 0 Control Delay(s) 10.8 0.0 7.6 0.0 — Lane LOS B A Approach Delay(s) 10.8 0.0 1.6 Approach LOS B Intersection Summary Average Delay 2.9 Intersection Capacity Utilization 25.6% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2014 AM Peak Total Bart Przybyl Page 10 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 AM Peak Total 16: School Access & WCR 9.5 7/29/2005 MoveRneFlt. . , ` -VVBL IN ,.NBT NBA'', §L „ ;SE T, „ . - :` ;F Lane Configurations ►( P 1+ ►( t Sign Control Stop Free Free — Grade 0% 0% 0% Volume(veh/h) 117 70 150 49 37 271 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 127 76 163 53 40 295 Pedestrians Lane Width (ft) Walking Speed (fts) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 565 190 216 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 565 190 216 — tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free% 73 91 97 cM capacity(veh/h) 472 852 1353 Diregi& Lanett,. WBa ,W0 'N tl _7,SB1arSBr2 =r•, . , Volume Total 127 76 216 40 295 Volume Left 127 0 0 40 0 Volume Right 0 76 53 0 0 cSH 472 852 1700 1353 1700 Volume to Capacity 0.27 0.09 0.13 0.03 0.17 Queue Length 95th (ft) 27 7 0 2 0 Control Delay(s) 15.4 9.6 0.0 7.7 0.0 — Lane LOS C A A Approach Delay(s) 13.3 0.0 0.9 Approach LOS B Intersgctidh$unimary _ ,;: - Average Delay 4.0 Intersection Capacity Utilization 30.7% ICU Level of Service A -� Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2014 AM Peak Total Bart Przybyl Page 11 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 AM Peak Total 18: SH 66 & WCR 11 7/29/2005 1 Lane Configurations r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 0.96 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1785 1770 1863 1770 1583 Fit Permitted 1.00 0.48 1.00 0.95 1.00 _ Satd. Flow(perm) 1785 888 1863 1770 1583 Volume (vph) 271 122 22 600 278 43 Peak-hour factor, PI-IF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 295 133 24 652 302 47 RTOR Reduction (vph) 11 0 0 0 0 37 Lane Group Flow(vph) 417 0 24 652 302 10 Turn Type Perm Perm Protected Phases 4 8 2 Permitted Phases 8 2 Actuated Green, G (s) 71.0 71.0 71.0 21.0 21.0 Effective Green, g (s) 71.0 71.0 71.0 21.0 21.0 Actuated g/C Ratio 0.71 0.71 0.71 0.21 0.21 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 — Lane Grp Cap (vph) 1267 630 1323 372 332 v/s Ratio Prot 0.23 c0.35 c0.17 v/s Ratio Perm 0.03 0.01 v/c Ratio 0.33 0.04 0.49 0.81 0.03 Uniform Delay, dl 5.5 4.3 6.5 37.6 31.4 Progression Factor 0.49 0.90 0.85 1.00 1.00 Incremental Delay, d2 0.4 0.1 1.3 12.6 0.0 Delay(s) 3.1 4.0 6.8 50.3 31.4 Level of Service A AA DC Approach Delay(s) 3.1 6.7 47.7 Approach LOS A A D Irife' a ttonV rr HCM Average Control Delay 15.5 HCM Level of Service B HCM Volume to Capacity ratio 0.57 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 53.6% ICU Level of Service A _ Analysis Period (min) 15 c Critical Lane Group St. Vrain Lakes (LSC#040840) 2014 AM Peak Total Bart Przybyl Page 12 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 AM Peak Total 19: WCR 28 & PA-6 Access 7/29/2005 .— 4\ P © Ifient �BT . EBR WBf 1NBT t fa�B_L° NBF3,_, Lane Configurations t ►� Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 165 11 46 301 34 144 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 179 12 50 327 37 157 Pedestrians Lane Width (ft) Walking Speed (f/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 191 612 185 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 191 612 185 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free% 96 92 82 cM capacity(veh/h) 1382 440 857 gi ion tans# EB 1 /B : W B 2, NB 1 y '4 " w ; '... Volume Total 191 50 327 193 Volume Left 0 50 0 37 Volume Right 12 0 0 157 — cSH 1700 1382 1700 725 Volume to Capacity 0.11 0.04 0.19 0.27 Queue Length 95th (ft) 0 3 0 27 Control Delay(s) 0.0 7.7 0.0 11.8 Lane LOS A B Approach Delay(s) 0.0 1.0 11.8 Approach LOS B Irtt rsecUon Si mmary , Average Delay 3.5 Intersection Capacity Utilization 33.4% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2014 AM Peak Total Bart Przybyl Page 13 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 AM Peak Total 23: WCR 28 & WCR 13 7/29/2005 t 1 ti t 1 1 M.< e i10 _, g4i ;JEER.--" BR::-RtvfeJTMIRTt gBTrSBF3 Ti Lane Configurations ►) r '1 t I> Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 47 144 51 78 98 21 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 51 157 55 85 107 23 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 314 118 129 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 314 118 129 tC, single(s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free% 92 83 96 cM capacity(veh/h) 653 934 1456 Direcfign, Lane k EB 1 _E82;sN c 8,2 -'591 Volume Total 51 157 55 85 129 Volume Left 51 0 55 0 0 Volume Right 0 157 0 0 23 cSH 653 934 1456 1700 1700 Volume to Capacity 0.08 0.17 0.04 0.05 0.08 Queue Length 95th (ft) 6 15 3 0 0 Control Delay(s) 11.0 9.6 7.6 0.0 0.0 Lane LOS B A A Approach Delay(s) 10.0 3.0 0.0 Approach LOS A Intersection Summary Average Delay 5.2 Intersection Capacity Utilization 22.0% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2014 AM Peak Total Bart Przybyl Page 14 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 AM Peak Total 24: WCR 28 & West PA-12 Access 7/29/2005 --► F 4\ fi ly5ovemen r 4 .L ; NBR max:_ �z -� . ��g��EBF� N7�BL�_BT � 8'�� Lane Configurations ►) T V Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 148 29 6 241 85 17 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 161 32 7 262 92 18 Pedestrians Lane Width (ft) Walking Speed (ft/s) — Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 192 452 177 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 192 452 177 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free% 100 84 98 cM capacity(veh/h) 1381 563 866 Dire.ciwn,.tane'#f .ah 1 ;N/S1, ,Wt2 w, N8 j..s,y' ''... A*, Volume Total 192 7 262 111 Volume Left 0 7 0 92 Volume Right 32 0 0 18 _ cSH 1700 1381 1700 598 Volume to Capacity 0.11 0.00 0.15 0.19 Queue Length 95th (ft) 0 0 0 17 Control Delay(s) 0.0 7.6 0.0 12.4 Lane LOS A B Approach Delay(s) 0.0 0.2 12.4 Approach LOS B Intersection Summary Average Delay 2.5 Intersection Capacity Utilization 25.1% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2014 AM Peak Total Bart Przybyl Page 15 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 AM Peak Total 25: WCR 28 & Middle PA-12 Access 7/29/2005 7 ~ 4\ 1, Ma le . . ; . x EB B 1 6R 44WW th7BT arli =WBR^ >�� ` . Lane Configurations '� ►) } V Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 125 40 8 129 117 24 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 136 43 9 140 127 26 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 179 315 158 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 179 315 158 " tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF(s) 2.2 3.5 3.3 -- — p0 queue free% 99 81 97 cM capacity(veh/h) 1396 673 888 Dlre trQ aie-3k .::EB TWB �P Volume Total 179 9 140 153 Volume Left 0 9 0 127 Volume Right 43 0 0 26 cSH 1700 1396 1700 702 Volume to Capacity 0.11 0.01 0.08 0.22 Queue Length 95th (ft) 0 0 0 21 Control Delay(s) 0.0 7.6 0.0 11.6 Lane LOS A B Approach Delay(s) 0.0 0.4 11.6 Approach LOS B '— Intersectign S'iimmary '. .` Average Delay 3.8 Intersection Capacity Utilization 23.6% ICU Level of Service A �— Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2014 AM Peak Total Bart Przybyl Page 16 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 AM Peak Total 26: WCR 28 & Easternmost PA-12 Access 7/29/2005 P Movement, M_ 783T2 EBR WBL4WB.Fa-f�1BL. NBR s-, _ Lane Configurations 1 t V Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 140 4 17 56 13 50 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 152 4 18 61 14 54 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 157 252 154 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 157 252 154 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 — p0 queue free% 99 98 94 cM capacity(veh/h) 1423 727 892 Direction Lane# EB 1 .WB 1 WB2i` B 1 , .wI a, Volume Total 157 18 61 68 Volume Left 0 18 0 14 Volume Right 4 0 0 54 — cSH 1700 1423 1700 852 Volume to Capacity 0.09 0.01 0.04 0.08 Queue Length 95th (ft) 0 1 0 7 Control Delay(s) 0.0 7.6 0.0 9.6 Lane LOS A A Approach Delay(s) 0.0 1.8 9.6 Approach LOS A Intersection"Summary . Average Delay 2.6 Intersection Capacity Utilization 24.6% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2014 AM Peak Total Bart Przybyl Page 17 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 AM Peak Total 31: WCR 28 & Eastern PA-12 Access 7/29/2005 te ~ 4\ P Mdyement, :EBT.:, F F "W BL AII-BTa =[VBW `NBFl Lane Configurations I. 1 + Y Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 131 26 8 51 78 24 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 142 28 9 55 85 26 Pedestrians Lane Width (ft) _ Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 171 229 157 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 171 229 157 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 — p0 queue free% 99 89 97 cM capacity(veh/h) 1407 754 889 Direct�gn?Lane# : EB1"'( yy8t ,WB 2 NB Volume Total 171 9 55 111 Volume Left 0 9 0 85 Volume Right 28 0 0 26 cSH 1700 1407 1700 782 Volume to Capacity 0.10 0.01 0.03 0.14 Queue Length 95th (ft) 0 0 0 12 Control Delay(s) 0.0 7.6 0.0 10.4 — Lane LOS A B Approach Delay(s) 0.0 1.0 10.4 Approach LOS B Intersection Summary " Average Delay 3.5 Intersection Capacity Utilization 20.9% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2014 AM Peak Total Bart Przybyl Page 18 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 PM Peak Background — 1: SH 66 & 1-25 Frontage Road 3/24/2005 I 4- k" 4\ t r ti l d — FAo$2ment ,w „E.BL; -iear-, "EBR WBL°aB .AJVBFI %,IBL ° NBT, ABR \SBL ,SEM ;SBR Lane Configurations 44 40 4. 4+ Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.93 0.89 — Fit Protected 1.00 1.00 0.99 1.00 Satd. Flow(prot) 1848 1850 1708 1664 Flt Permitted 0.92 0.93 0.90 0.99 Satd. Flow(perm) 1702 1722 1561 1652 - Volume (vph) 42 532 18 46 611 17 53 50 117 5 26 108 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 46 578 20 50 664 18 58 54 127 5 28 117 - RTOR Reduction (vph) 0 1 0 0 1 0 0 40 0 0 83 0 Lane Group Flow(vph) 0 643 0 0 731 0 0 199 0 0 67 0 Turn Type Perm Perm Perm Perm - Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 63.0 63.0 29.0 29.0 Effective Green, g (s) 63.0 63.0 29.0 29.0 Actuated g/C Ratio 0.63 0.63 0.29 0.29 Clearance Time (s) 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 - Lane Grp Cap (vph) 1072 1085 453 479 v/s Ratio Prot v/s Ratio Perm 0.38 c0.42 c0.13 0.04 — v/c Ratio 0.60 0.67 0.44 0.14 Uniform Delay, dl 11.0 11.9 28.9 26.3 Progression Factor 1.00 0.94 0.59 1.00 Incremental Delay, d2 2.5 3.3 3.0 0.6 — Delay(s) 13.5 14.6 20.2 26.9 Level of Service B B C C Approach Delay(s) 13.5 14.6 20.2 26.9 — Approach LOS B B C C Intersseetiort Summary ik,:c M ; - HCM Average Control Delay 16.0 HCM Level of Service B HCM Volume to Capacity ratio 0.60 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 77.0% ICU Level of Service D — Analysis Period (min) 15 c Critical Lane Group — St. Vrain Lakes (LSC#040840) 2014 PM Peak Background Bart Przybyl Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 PM Peak Background — 2: SH 66 & WCR 13 7/21/2005 f —÷ 7 I ~ t 1 t fi ti 1 d - Lane Configurations Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.92 0.96 — Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 0.99 Satd. Flow(prot) 1855 1583 1770 1855 1770 1710 1776 Flt Permitted 0.94 1.00 0.43 1.00 0.82 1.00 0.88 Satd. Flow (perm) 1754 1583 803 1855 1527 1710 1577 — Volume (vph) 46 477 64 24 336 9 36 53 64 6 25 13 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 50 518 70 26 365 10 39 58 70 7 27 14 - RTOR Reduction (vph) 0 0 12 0 1 0 0 57 0 0 13 0 Lane Group Flow(vph) 0 568 58 26 374 0 39 71 0 0 35 0 Turn Type Perm Perm Perm Perm Perm — Protected Phases 4 8 2 6 Permitted Phases 4 4 8 2 6 Actuated Green, G (s) 83.3 83.3 83.3 83.3 8.7 8.7 8.7 Effective Green, g (s) 83.3 83.3 83.3 83.3 8.7 8.7 8.7 Actuated g/C Ratio 0.83 0.83 0.83 0.83 0.09 0.09 0.09 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 — Lane Grp Cap (vph) 1461 1319 669 1545 133 149 137 v/s Ratio Prot 0.20 c0.04 v/s Ratio Perm c0.32 0.04 0.03 0.03 0.02 — v/c Ratio 0.39 0.04 0.04 0.24 0.29 0.48 0.26 Uniform Delay, dl 2.1 1.4 1.4 1.7 42.8 43.5 42.6 Progression Factor 0.30 0.13 1.00 1.00 0.95 0.93 1.00 Incremental Delay, d2 0.6 0.1 0.1 0.4 1.2 2.4 1.0 Delay(s) 1.3 0.2 1.5 2.1 41.9 42.7 43.6 Level of Service A A A A D D D Approach Delay(s) 1.2 2.1 42.5 43.6 — Approach LOS A A D D I J4'9/ Tw..ve ,4, ,p 1s M a cri+e>` -7C-44:` x: a' p HCM Average Control Delay 8.6 HCM Level of Service A "- HCM Volume to Capacity ratio 0.40 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 64.5% ICU Level of Service C — Analysis Period (min) 15 c Critical Lane Group — St. Vrain Lakes (LSC#040840) 2014 PM Peak Background Bart Przybyl Page 1 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 PM Peak Background 3: WCR 28 & 1-25 Frontage Road 3/24/2005 -- f ~ 4- 4\ t t ' l I Movement _ A IB_ ' 4- z�:�rBL�.�.EBT EBE�'.:, �I116L '�4VB'[��WBR 1913L- NBT_ R SBL SB7e ,SBR Lane Configurations 4. 4. 4 4. Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 2 1 6 1 2 0 9 186 6 1 80 0 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 Hourly flow rate (vph) 2 1 7 1 2 0 10 202 7 1 87 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 315 317 87 321 314 205 87 209 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 315 317 87 321 314 205 87 209 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free% 100 100 99 100 100 100 99 100 cM capacity(veh/h) 632 594 972 623 597 835 1509 1362 I eq" toaane# aaggi'F;MWB 1 NB} r.561 .. �r, , :'' F Volume Total 10 3 218 88 Volume Left 2 1 10 1 Volume Right 7 0 7 0 cSH 817 605 1509 1362 Volume to Capacity 0.01 0.01 0.01 0.00 Queue Length 95th (ft) 1 0 0 0 Control Delay(s) 9.5 11.0 0.4 0.1 Lane LOS A B A A Approach Delay(s) 9.5 11.0 0.4 0.1 Approach LOS A B Intersection Sumriiary _ Average Delay 0.7 Intersection Capacity Utilization 25.6% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2014 PM Peak Background Bart Przybyl Page 3 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 PM Peak Background — 5: WCR 24 & WCR 13 3/24/2005 t —► 7 te ~ t 4\ t P j I — M4fir rt i`s : , ,EBL t4EBT4 EBB W3L 1tBT WBF ,_NFL NBT "NBR { SBCiy SBT -z.SBR Lane Configurations 11 t r i 1, ►j T r rj I) Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 — Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 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 0.99 1.00 1.00 0.85 1.00 0.94 — Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 1863 1583 1770 1845 1770 1863 1583 1770 1748 Flt Permitted 0.54 1.00 1.00 0.32 1.00 0.48 1.00 1.00 0.70 1.00 Satd. Flow(perm) 999 1863 1583 590 1845 896 1863 1583 1308 1748 Volume (vph) 101 419 343 29 178 12 197 77 25 21 92 64 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 110 455 373 32 193 13 214 84 27 23 100 70 - RTOR Reduction (vph) 0 0 222 0 2 0 0 0 17 0 23 0 Lane Group Flow(vph) 110 455 151 32 204 0 214 84 10 23 147 0 Turn Type pm+pt Perm pm+pt pm+pt Perm pm+pt — Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 2 6 Actuated Green, G (s) 46.6 40.5 40.5 42.6 38.5 43.4 36.6 36.6 28.6 25.8 Effective Green, g (s) 46.6 40.5 40.5 42.6 38.5 43.4 36.6 36.6 28.6 25.8 Actuated g/C Ratio 0.47 0.40 0.40 0.43 0.38 0.43 0.37 0.37 0.29 0.26 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 513 755 641 300 710 508 682 579 387 451 v/s Ratio Prot c0.01 c0.24 0.00 0.11 c0.06 0.05 0.00 0.08 v/s Ratio Perm 0.09 0.10 0.04 c0.13 0.01 0.02 — v/c Ratio 0.21 0.60 0.24 0.11 0.29 0.42 0.12 0.02 0.06 0.33 Uniform Delay, dl 15.4 23.4 19.6 17.8 21.3 18.6 21.0 20.2 25.8 30.1 Progression Factor 0.24 0.23 0.11 1.00 1.00 1.00 1.00 1.00 1.02 1.04 — Incremental Delay, d2 0.1 2.5 0.6 0.2 1.0 0.6 0.4 0.1 0.1 1.9 Delay(s) 3.8 7.7 2.8 18.0 22.3 19.2 21.4 20.3 26.5 33.3 Level of Service A A A BC BCCCC Approach Delay(s) 5.3 21.7 19.8 32.5 Approach LOS A C B C Iriters@aiokBummary` ` . , „,:,;_"4.: . HCM Average Control Delay 13.5 HCM Level of Service B HCM Volume to Capacity ratio 0.50 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 58.4% ICU Level of Service B — Analysis Period (min) 15 c Critical Lane Group St. Vrain Lakes (LSC#040840) 2014 PM Peak Background Bart Przybyl Page 4 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 PM Peak Background 6: WCR 24 & I-25 Frontage Road 3/24/2005 j 7 I- 4— 4".• 4 f P b 1 r Moveateht c., , '?W4rE$T;c,EBFI' 1IIFBL IBT VVBR /4014: NBT,,iNBR SBL.- -SBT 3. $6)? Lane Configurations 'Pi tt' II f1 11 tr v) P Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 — Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 0.99 1.00 1.00 0.85 1.00 1.00 0.85 — Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3433 3421 1770 3501 1770 1863 1583 1770 1863 1583 Flt Permitted 0.31 1.00 0.12 1.00 0.61 1.00 1.00 0.69 1.00 1.00 Satd. Flow (perm) 1117 3421 225 3501 1137 1863 1583 1292 1863 1583 Volume(vph) 228 858 245 9 464 36 425 90 24 57 41 201 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 248 933 266 10 504 39 462 98 26 62 45 218 - RTOR Reduction (vph) 0 27 0 0 6 0 0 0 16 0 0 0 Lane Group Flow(vph) 248 1172 0 10 537 0 462 98 10 62 45 218 Turn Type pm+pt Perm pm+pt Perm pm+pt Free — Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 8 2 2 6 Free Actuated Green, G (s) 44.2 44.2 35.2 35.2 47.8 39.8 39.8 24.8 20.8 100.0 Effective Green, g (s) 44.2 44.2 35.2 35.2 47.8 39.8 39.8 24.8 20.8 100.0 Actuated g/C Ratio 0.44 0.44 0.35 0.35 0.48 0.40 0.40 0.25 0.21 1.00 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 — Lane Grp Cap (vph) 610 1512 79 1232 689 741 630 340 388 1583 v/s Ratio Prot 0.02 c0.34 0.15 c0.15 0.05 0.01 0.02 v/s Ratio Perm 0.16 0.04 c0.17 0.01 0.04 0.14 — v/c Ratio 0.41 0.78 0.13 0.44 0.67 0.13 0.02 0.18 0.12 0.14 Uniform Delay, dl 17.7 23.7 22.0 24.8 18.6 19.1 18.2 29.3 32.1 0.0 Progression Factor 1.00 1.00 1.04 1.07 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.4 4.0 3.2 1.1 2.6 0.4 0.0 0.3 0.6 0.2 Delay(s) 18.1 27.6 25.9 27.6 21.1 19.5 18.3 29.6 32.7 0.2 Level of Service B C C C C B B C C A Approach Delay(s) 26.0 27.6 20.7 10.3 — Approach LOS C C C B Intesecfion Surriinary m-�S- _,t '.,.. HCM Average Control Delay 23.5 HCM Level of Service C HCM Volume to Capacity ratio 0.72 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 75.1% ICU Level of Service D — Analysis Period (min) 15 c Critical Lane Group St. Vrain Lakes (LSC#040840) 2014 PM Peak Background Bart Przybyl Page 5 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 PM Peak Background 18: SH 66 & WCR 11 3/24/2005 1 ~ 4\ P eryb ,gnt B ',1 EBR ftafff i T lBv.ryNBR r , : ;< ;: .. a,,r. Lane Configurations j, T 'r1 P Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 583 2 4 387 2 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 634 2 4 421 2 1 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 636 1064 635 vC1, stage 1 conf vol vC2, stage 2 conf vol _ vCu, unblocked vol 636 1064 635 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 ^ p0 queue free% 100 99 100 cM capacity(veh/h) 948 246 479 Di[ecn,Lane".#.. , EB'l "WB'j .rWB2= iB1z ', t x Volume Total 636 4 421 2 1 Volume Left 0 4 0 2 0 Volume Right 2 0 0 0 1 -- cSH 1700 948 1700 246 479 Volume to Capacity 0.37 0.00 0.25 0.01 0.00 Queue Length 95th (ft) 0 0 0 1 0 Control Delay(s) 0.0 8.8 0.0 19.8 12.5 Lane LOS A C B Approach Delay(s) 0.0 0.1 17.4 Approach LOS C Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 40.8% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2014 PM Peak Background Bart Przybyl Page 1 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 PM Peak Background 23: WCR 28 & WCR 13 3/24/2005 _ 1 4\ t l d Lane Configurations P R f 1+ Sign Control Stop Free Free — Grade 0% 0% 0% Volume (veh/h) 5 5 1 137 117 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 — Hourly flow rate(vph) 5 5 1 149 127 1 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 279 128 128 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 279 128 128 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF(s) 3.5 3.3 2.2 _ p0 queue free% 99 99 100 cM capacity(veh/h) 711 922 1458 _YEB`na�`�1 Volume Total 5 5 1 149 128 Volume Left 5 0 1 0 0 Volume Right 0 5 0 0 1 cSH 711 922 1458 1700 1700 Volume to Capacity 0.01 0.01 0.00 0.09 0.08 Queue Length 95th (ft) 1 0 0 0 0 Control Delay(s) 10.1 8.9 7.5 0.0 0.0 Lane LOS B A A Approach Delay(s) 9.5 0.1 0.0 Approach LOS A Irate section Surnmary k Average Delay 0.4 Intersection Capacity Utilization 17.2% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2014 PM Peak Background Bart Przybyl Page 14 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 PM Peak Total — 1: SH 66 & 1-25 Frontage Road 7/29/2005 is (e ~ 4\ t P ti 1 J Move-M ntr EBL rEaB6 ' Bg..MBIR iNBT.-WBR .NBLrir- NBA :=NBA . BLS 5BT, ``SBP Lane Configurations 4, 4+ 4, 4, Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 — Total Lost time (s) 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 Frt 0.98 1.00 0.95 0.89 Flt Protected 1.00 1.00 0.98 1.00 Satd. Flow (prot) 1828 1853 1727 1664 Flt Permitted 0.93 0.89 0.70 0.99 Satd. Flow (perm) 1708 1651 1235 1650 _ Volume (vph) 42 919 137 49 871 17 149 50 121 5 26 108 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 46 999 149 53 947 18 162 54 132 5 28 117 ^ RTOR Reduction (vph) 0 5 0 0 1 0 0 22 0 0 88 0 Lane Group Flow(vph) 0 1189 0 0 1017 0 0 326 0 0 62 0 Turn Type Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 67.0 67.0 25.0 25.0 Effective Green, g (s) 67.0 67.0 25.0 25.0 _ Actuated g/C Ratio 0.67 0.67 0.25 0.25 Clearance Time (s) 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 ^ ^ Lane Grp Cap(vph) 1144 1106 309 413 v/s Ratio Prot v/s Ratio Perm c0.70 0.62 c0.26 0.04 v/c Ratio 1.04 0.92 1.06 0.15 Uniform Delay, dl 16.5 14.2 37.5 29.2 Progression Factor 1.00 0.56 0.80 1.00 Incremental Delay, d2 37.3 13.1 64.6 0.8 — Delay(s) 53.8 21.1 94.8 30.0 Level of Service D C F C Approach Delay(s) 53.8 21.1 94.8 30.0 — Approach LOS D C F C Infe ectwn SU.fzt[liiry ` . -` •„,71,-,,,,.:,<, " HCM Average Control Delay 45.5 HCM Level of Service D — HCM Volume to Capacity ratio 1.04 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 107.1% ICU Level of Service G _. Analysis Period (min) 15 c Critical Lane Group — St. Vrain Lakes (LSC#040840) 2014 PM Peak Total Bart Przybyl Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 PM Peak Total — 2: SH 66 & WCR 13 7/29/2005 Moyeinent ,.-, ; , ESL a ESR I ' WI3T -WBR f j3L, NBT [fyi3R ' SBL- SBT -"sari Lane Configurations 4 r ►I A ►I A 4. Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 — Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.91 0.94 — Flt Protected 0.99 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1853 1583 1770 1856 1770 1699 1752 Flt Permitted 0.92 1.00 0.40 1.00 0.60 1.00 0.85 Satd. Flow(perm) 1712 1583 743 1856 1123 1699 1488 _ Volume (vph) 60 512 72 61 383 9 41 63 88 6 40 32 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 65 557 78 66 416 10 45 68 96 7 43 35 - RTOR Reduction (vph) 0 0 14 0 0 0 0 65 0 0 31 0 Lane Group Flow(vph) 0 622 64 66 426 0 45 99 0 0 54 0 Turn Type Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 4 8 2 6 Actuated Green, G (s) 81.6 81.6 81.6 81.6 10.4 10.4 10.4 Effective Green, g (s) 81.6 81.6 81.6 81.6 10.4 10.4 10.4 — Actuated g/C Ratio 0.82 0.82 0.82 0.82 0.10 0.10 0.10 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 — ^ Lane Grp Cap (vph) 1397 1292 606 1514 117 177 155 v/s Ratio Prot 0.23 c0.06 v/s Ratio Perm c0.36 0.04 0.09 0.04 0.04 — v/c Ratio 0.45 0.05 0.11 0.28 0.38 0.56 0.35 Uniform Delay, dl 2.7 1.8 1.9 2.2 41.8 42.6 41.6 Progression Factor 0.62 0.59 1.00 1.00 0.82 0.72 1.00 Incremental Delay, d2 0.6 0.0 0.4 0.5 2.1 4.0 1.3 — Delay(s) 2.3 1.1 2.2 2.7 36.5 34.8 43.0 Level of Service A A A A D C D Approach Delay(s) 2.2 2.6 35.1 43.0 — Approach LOS A A D D Inteysection:Si mmary, :: f,',:..-::6;:;-i— ,. Ps. . HCM Average Control Delay 9.3 HCM Level of Service A — HCM Volume to Capacity ratio 0.46 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 70.3% ICU Level of Service C — Analysis Period (min) 15 c Critical Lane Group — St. Vrain Lakes (LSC#040840) 2014 PM Peak Total Bart Przybyl Page 2 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 PM Peak Total 3: WCR 28 & I-25 Frontage Road 7/29/2005 ~ tom, t `► 1 d (vlavameFl(„ _ 'E-01- '1= 'lp .eEBR1;WBL ll B( "WBf3-. NBL 'fJBT NBR :S3f ,.SBT BR Lane Configurations 40 4. 4. 4.0 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 2 59 32 16 35 32 35 254 26 58 146 0 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 Hourly flow rate (vph) 2 64 35 17 38 35 38 276 28 63 159 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 705 665 159 718 651 290 159 304 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 705 665 159 718 651 290 159 304 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 — p0 queue free % 99 82 96 94 89 95 97 95 cM capacity(veh/h) 290 352 887 268 358 749 1421 1256 Dlre4flor Lane$. EF:ta t r9B1 Volume Total 101 90 342 222 Volume Left 2 17 38 63 Volume Right 35 35 28 0 cSH 441 415 1421 1256 Volume to Capacity 0.23 0.22 0.03 0.05 Queue Length 95th (ft) 22 20 2 4 Control Delay(s) 15.6 16.1 1.1 2.6 Lane LOS CC A A Approach Delay(s) 15.6 16.1 1.1 2.6 Approach LOS C C Intersection Summary Average Delay 5.2 Intersection Capacity Utilization 40.0% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2014 PM Peak Total Bart Przybyl Page 3 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 PM Peak Total — 5: WCR 24 & WCR 13 7/29/2005 le - T I ~ t 4\ t P ti 1 d — Movement , l --LISTWESMIWBVPFWEIL, WBR N8V "IT13 -NBR -Sr . SBT ''SBR Lane Configurations ) + r 'I t 0 ) 4 r To Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 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 0.97 1.00 1.00 0.85 1.00 0.95 — Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1770 1863 1583 1770 1811 1770 1863 1583 1770 1768 Flt Permitted 0.39 1.00 1.00 0.26 1.00 0.37 1.00 1.00 0.64 1.00 Satd. Flow(perm) 721 1863 1583 478 1811 685 1863 1583 1183 1768 _ Volume (vph) 123 457 441 29 223 51 314 179 25 43 149 76 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 134 497 479 32 242 55 341 195 27 47 162 83 — RTOR Reduction (vph) 0 0 297 0 9 0 0 0 16 0 17 0 Lane Group Flow(vph) 134 497 182 32 288 0 341 195 11 47 228 0 Turn Type pm+pt Perm pm+pt pm+pt Perm pm+pt — Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 2 2 6 Actuated Green, G (s) 44.0 38.0 38.0 36.8 34.4 47.6 41.2 41.2 28.1 25.7 Effective Green, g (s) 44.0 38.0 38.0 36.8 34.4 47.6 41.2 41.2 28.1 25.7 _ Actuated g/C Ratio 0.44 0.38 0.38 0.37 0.34 0.48 0.41 0.41 0.28 0.26 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 — ^ Lane Grp Cap (vph) 380 708 602 207 623 520 768 652 347 454 v/s Ratio Prot c0.02 c0.27 0.00 0.16 c0.12 0.10 0.00 0.13 v/s Ratio Perm 0.13 0.11 0.05 c0.19 0.01 0.03 — v/c Ratio 0.35 0.70 0.30 0.15 0.46 0.66 0.25 0.02 0.14 0.50 Uniform Delay, dl 17.9 26.2 21.7 21.7 25.6 18.0 19.3 17.4 26.6 31.7 Progression Factor 0.96 0.81 1.17 1.00 1.00 1.00 1.00 1.00 0.97 0.96 Incremental Delay, d2 0.4 4.5 1.0 0.3 2.5 3.0 0.8 0.0 0.2 3.9 — Delay(s) 17.6 25.9 26.5 22.0 28.1 21.0 20.1 17.5 25.9 34.5 Level of Service BCCCC CCBCC Approach Delay(s) 25.1 27.5 20.5 33.1 — Approach LOS C C C C Intersection Sutpmary`_- HCM Average Control Delay 25.3 HCM Level of Service C — HCM Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 70.6% ICU Level of Service C — Analysis Period (min) 15 c Critical Lane Group — St. Vrain Lakes (LSC#040840) 2014 PM Peak Total Bart Przybyl Page 4 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 PM Peak Total — 6: WCR 24 & I-25 Frontage Road 7/29/2005 la l `— t 1 t / \* I, d — -� B.1-Asa .SBT. 'SBR A�oYementw� �<� `� , .��raESL;,a„€f3T 'EBR cWBL" 'W�T�.�WBR-� .,NBL '�)VBT NB Lane Configurations VI 4Io 'I }t, 'It r 'I r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 .— Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3433 3424 1770 3383 1770 1863 1583 1770 1863 1583 Fit Permitted 0.14 1.00 0.23 1.00 0.57 1.00 1.00 0.67 1.00 1.00 Satd. Flow (perm) 505 3424 428 3383 1060 1863 1583 1250 1863 1583 — Volume (vph) 848 879 245 10 476 198 425 123 25 192 64 640 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 922 955 266 11 517 215 462 134 27 209 70 696 — RTOR Reduction (vph) 0 25 0 0 45 0 0 0 21 0 0 0 Lane Group Flow(vph) 922 1196 0 11 687 0 462 134 6 209 70 696 Turn Type pm+pt Perm pm+pt Perm pm+pt Free — Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 8 2 2 6 Free Actuated Green, G (s) 53.0 53.0 24.6 24.6 39.0 23.7 23.7 27.3 16.0 100.0 Effective Green, g (s) 53.0 53.0 24.6 24.6 39.0 23.7 23.7 27.3 16.0 100.0 _ Actuated g/C Ratio 0.53 0.53 0.25 0.25 0.39 0.24 0.24 0.27 0.16 1.00 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 982 1815 105 832 548 442 375 400 298 1583 v/s Ratio Prot c0.23 0.35 0.20 c0.16 0.07 0.06 0.04 v/s Ratio Perm c0.27 0.03 c0.17 0.00 0.08 0.44 v/c Ratio 0.94 0.66 0.10 0.83 0.84 0.30 0.02 0.52 0.23 0.44 Uniform Delay, dl 27.2 17.0 29.2 35.7 25.8 31.4 29.2 30.0 36.7 0.0 Progression Factor 1.00 1.00 0.95 0.88 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 15.9 1.9 1.7 8.1 11.3 1.8 0.1 1.2 1.8 0.9 _ Delay(s) 43.0 18.9 29.6 39.6 37.1 33.1 29.3 31.1 38.3 0.9 Level of Service D B C D D C C C D A Approach Delay(s) 29.3 39.5 35.9 10.0 — Approach LOS C D D B Inte ection'Sumenary.,.. 4• A, ,, HCM Average Control Delay 27.7 HCM Level of Service C HCM Volume to Capacity ratio 0.88 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 83.9% ICU Level of Service E — Analysis Period (min) 15 c Critical Lane Group — St. Vrain Lakes (LSC#040840) 2014 PM Peak Total Bart Przybyl Page 5 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 PM Peak Total 7: WCR 28 & WCR 9.5 7/29/2005 -► % f ~ 4 laov pegt 4u -EBT `El3R 1W wr .:"NBL `NBFI m' Lane Configurations 1 11 t r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 71 73 303 42 42 400 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 77 79 329 46 46 435 Pedestrians Lane Width (ft) Walking Speed (f/s) — Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 157 821 117 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 157 821 117 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 77 83 54 cM capacity(veh/h) 1423 264 935 Direction, Lane# EB 1 VVI3 1 W¢ NB 1 ,,NB 2 Volume Total 157 329 46 46 435 Volume Left 0 329 0 46 0 Volume Right 79 0 0 0 435 cSH 1700 1423 1700 264 935 Volume to Capacity 0.09 0.23 0.03 0.17 0.46 Queue Length 95th (ft) 0 22 0 15 63 Control Delay(s) 0.0 8.3 0.0 21.4 12.1 Lane LOS A C B Approach Delay(s) 0.0 7.3 13.0 Approach LOS B Intersection Summary Average Delay 8.9 Intersection Capacity Utilization 39.6% ICU Level of Service A �- Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2014 PM Peak Total Bart Przybyl Page 6 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 PM Peak Total 8: 1-25 Frontage Road & WCR 9.5 7/29/2005 4\ t 4r r N�oyar.. fl lEaL iEBR NBIatt( 111 @T, SBR ' "- Lane Configurations r fr Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 303 403 614 383 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 329 438 667 416 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1960 416 416 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1960 416 416 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free% 100 48 62 cM capacity(veh/h) 43 636 1143 DirectjoReLake`#‘:4. ` B 'E a EB ;NB 1',=NB 2 =SB1t _ t . . Volume Total 0 329 438 667 416 Volume Left 0 0 438 0 0 Volume Right 0 329 0 0 0 cSH 1700 636 1143 1700 1700 Volume to Capacity 0.00 0.52 0.38 0.39 0.24 Queue Length 95th (ft) 0 75 46 0 0 Control Delay(s) 0.0 16.6 10.1 0.0 0.0 Lane LOS A C B Approach Delay(s) 16.6 4.0 0.0 Approach LOS C Intersection Summary Average Delay 5.3 Intersection Capacity Utilization 49.2% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2014 PM Peak Total Bart Przybyl Page 7 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 PM Peak Total 14: PA-2 and PA-5 Access & WCR 9.5 7/29/2005 f '- 4\ t ,' ti 1 Movement all: DEBT- 'f=BR 8T WBR . NBL ' NBT NI3R7 SBL .SBT- SBR Lane Configurations to 1. 10 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 156 15 108 83 9 24 119 339 155 36 192 148 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 Hourly flow rate (vph) 170 16 117 90 10 26 129 368 168 39 209 161 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1026 1163 289 1124 1159 453 370 537 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1026 1163 289 1124 1159 453 370 537 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 - p0 queue free% 2 90 84 29 94 96 89 96 cM capacity(veh/h) 174 167 750 127 168 607 1189 1031 Direction,Lane:# v EB'1. EB_2' vWa 4 Bei . NB 2. SB 1 SP-2 ;, "'i Volume Total 170 134 90 36 129 537 39 370 Volume Left 170 0 90 0 129 0 39 0 Volume Right 0 117 0 26 0 168 0 161 cSH 174 526 127 354 1189 1700 1031 1700 Volume to Capacity 0.98 0.25 0.71 0.10 0.11 0.32 0.04 0.22 Queue Length 95th (ft) 193 25 99 8 9 0 3 0 Control Delay(s) 115.8 14.2 83.3 16.3 8.4 0.0 8.6 0.0 — Lane LOS F BF C A A Approach Delay(s) 71.0 64.3 1.6 0.8 Approach LOS F F Intersection"Summary '<_ Average Delay 20.6 Intersection Capacity Utilization 56.0% ICU Level of Service B Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2014 PM Peak Total Bart Przybyl Page 9 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 PM Peak Total 15: PA-1 Access & 1-25 Frontage Road 7/29/2005 k- t P ti 1 Movement, tz ''NBT `NBR SBL SBT, Lane Configurations ►e t Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 210 115 202 201 108 88 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 228 125 220 218 117 96 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 659 329 438 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 659 329 438 tC, single(s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free% 40 82 90 cM capacity(veh/h) 384 713 1122 Direcfiorr,+Lane# •w1 ','1*J41 ; SB I SB 2 _ Volume Total 353 438 117 96 Volume Left 228 0 117 0 Volume Right 125 218 0 0 cSH 458 1700 1122 1700 Volume to Capacity 0.77 0.26 0.10 0.06 Queue Length 95th (ft) 167 0 9 0 Control Delay(s) 34.6 0.0 8.6 0.0 Lane LOS D A Approach Delay(s) 34.6 0.0 4.7 Approach LOS D Intersection Surtimary Average Delay 13.2 Intersection Capacity Utilization 57.6% ICU Level of Service B Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2014 PM Peak Total Bart Przybyl Page 10 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 PM Peak Total 16: School Access & WCR 9.5 7/29/2005 t P V Movement " . ' -1NBL VJHfj „NB„T.'',N€1R BBL••,:, SBT Lane Configurations r 'I t Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 75 50 393 127 75 301 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 82 54 427 138 82 327 Pedestrians Lane Width (ft) _ Walking Speed (fUs) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 986 496 565 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 986 496 565 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free% 68 91 92 cM capacity(veh/h) 252 574 1007 Direction L' neWM, VVI3,1 WB2 N871 °'x$61 s "S8`2 v2z Volume Total 82 54 565 82 327 Volume Left 82 0 0 82 0 Volume Right 0 54 138 0 0 cSH 252 574 1700 1007 1700 Volume to Capacity 0.32 0.09 0.33 0.08 0.19 Queue Length 95th (ft) 34 8 0 7 0 Control Delay(s) 25.9 11.9 0.0 8.9 0.0 "- Lane LOS D B A Approach Delay(s) 20.3 0.0 1.8 Approach LOS C Intersection,5uinrpary . Average Delay 3.1 Intersection Capacity Utilization 46.7% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2014 PM Peak Total Bart Przybyl Page 11 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2014 PM Peak Total 18: SH 66 & WCR 11 7/29/2005 1 ~ '`4 Movement. ,; BT ,EBFC WBL `W BT [JBL 18R , Lane Configurations t II if Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 0.95 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1765 1770 1863 1770 1583 Flt Permitted 1.00 0.15 1.00 0.95 1.00 Satd. Flow (perm) 1765 277 1863 1770 1583 Volume (vph) 595 381 67 395 257 47 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 647 414 73 429 279 51 RTOR Reduction (vph) 21 0 0 0 0 41 Lane Group Flow(vph) 1040 0 73 429 279 10 Turn Type Perm Perm Protected Phases 4 8 2 Permitted Phases 8 2 Actuated Green, G (s) 73.0 73.0 73.0 19.0 19.0 _ Effective Green, g (s) 73.0 73.0 73.0 19.0 19.0 Actuated g/C Ratio 0.73 0.73 0.73 0.19 0.19 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 — ^ Lane Grp Cap(vph) 1288 202 1360 336 301 v/s Ratio Prot c0.59 0.23 c0.16 v/s Ratio Perm 0.26 0.01 v/c Ratio 0.81 0.36 0.32 0.83 0.03 Uniform Delay, dl 8.9 5.0 4.7 39.0 33.0 Progression Factor 0.21 1.54 1.37 1.00 1.00 Incremental Delay, d2 0.5 4.9 0.6 15.8 0.0 Delay(s) 2.4 12.5 7.1 54.8 33.1 Level of Service A B A DC Approach Delay(s) 2.4 7.9 51.4 Approach LOS A A D In'Eerseptioh,Summary A , w _. r ,k"^` HCM Average Control Delay 12.4 HCM Level of Service B HCM Volume to Capacity ratio 0.81 Actuated Cycle Length (s) 100.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 76.6% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group St. Vrain Lakes (LSC#040840) 2014 PM Peak Total Bart Przybyl Page 12 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 PM Peak Total 19: WCR 28 & PA-6 Access 7/29/2005 --► { 4-- 4\ /, Mo ment, _ E&l EBR WSL-':WBT Na --;-148(1 ' Lane Configurations ►� t V Sign Control Free Free Stop —� Grade 0% 0% 0% Volume (veh/h) 430 39 162 325 21 88 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 467 42 176 353 23 96 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 510 1194 489 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 510 1194 489 tC, single(s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free% 83 87 83 cM capacity(veh/h) 1055 172 579 Direction,Lane EB 1 WO)i WB 2 ;,NB 1 :A • Volume Total 510 176 353 118 Volume Left 0 176 0 23 Volume Right 42 0 0 96 _ cSH 1700 1055 1700 398 Volume to Capacity 0.30 0.17 0.21 0.30 Queue Length 95th (ft) 0 15 0 31 Control Delay(s) 0.0 9.1 0.0 17.9 Lane LOS A C Approach Delay(s) 0.0 3.0 17.9 Approach LOS C Intersection Summary Average Delay 3.2 Intersection Capacity Utilization 50.6% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2014 PM Peak Total Bart Przybyl Page 13 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 PM Peak Total 23: WCR 28 & WCR 13 7/29/2005 4\ t 1 d Moveft—011 EB4: 1=8R .N :w NBT r„�SBT x SBFi Lane Configurations r ii } t Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 44 96 165 137 117 61 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 — Hourly flow rate (vph) 48 104 179 149 127 66 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 668 160 193 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 668 160 193 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free% 87 88 87 cM capacity(veh/h) 368 885 1380 Direction, Lane:# Volume Total 48 104 179 149 193 Volume Left 48 0 179 0 0 Volume Right 0 104 0 0 66 cSH 368 885 1380 1700 1700 Volume to Capacity 0.13 0.12 0.13 0.09 0.11 Queue Length 95th (ft) 11 10 11 0 0 Control Delay(s) 16.2 9.6 8.0 0.0 0.0 Lane LOS C A A Approach Delay(s) 11.7 4.4 0.0 Approach LOS B — Intersection Summary Average Delay 4.8 Intersection Capacity Utilization 32.4% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2014 PM Peak Total Bart Przybyl Page 14 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 PM Peak Total 24: WCR 28 & West PA-12 Access 7/29/2005 NIT 4— 1 "- tikW f,)fknt T.:0T&T r, EBE1 YVBL'r W BT ricifi r .IVBF1. . Lane Configurations 't+ '1 t M Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 302 99 20 227 55 11 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 — Hourly flow rate (vph) 328 108 22 247 60 12 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 436 672 382 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 436 672 382 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free% 98 86 98 cM capacity(veh/h) 1124 413 665 Dif toj ;Lar017, EB WB1 B2BNB1'. Volume Total 436 22 247 72 Volume Left 0 22 0 60 Volume Right 108 0 0 12 cSH 1700 1124 1700 441 Volume to Capacity 0.26 0.02 0.15 0.16 Queue Length 95th (ft) 0 1 0 14 Control Delay(s) 0.0 8.3 0.0 14.8 Lane LOS A B Approach Delay(s) 0.0 0.7 14.8 Approach LOS B Intersection:Sunman/ Average Delay 1.6 Intersection Capacity Utilization 32.3% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2014 PM Peak Total Bart Przybyl Page 15 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 PM Peak Total 25: WCR 28 & Middle PA-12 Access 7/29/2005 -► 7 ~ 4\ /1. EBT "..?EBR ;WBL70.ffi NFL r c.NBR .:.; s3 Lane Configurations Y Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 177 136 28 172 75 15 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 192 148 30 187 82 16 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 340 514 266 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 340 514 266 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free% 98 84 98 cM capacity(veh/h) 1219 507 772 D rection,FLaneVail i,.E83 jWB 1 .1NB. IB;ts .i. ;" .- Volume Total 340 30 187 98 Volume Left 0 30 0 82 Volume Right 148 0 0 16 cSH 1700 1219 1700 538 Volume to Capacity 0.20 0.02 0.11 0.18 Queue Length 95th (ft) 0 2 0 16 Control Delay(s) 0.0 8.0 0.0 13.2 Lane LOS A B Approach Delay(s) 0.0 1.1 13.2 Approach LOS B - i Intersection Summary Average Delay 2.3 Intersection Capacity Utilization 35.0% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2014 PM Peak Total Bart Przybyl Page 16 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 PM Peak Total 26: WCR 28 & Easternmost PA-12 Access 7/29/2005 -► l I ~ 1 P Movement..; . EBT .NEBR VVBL VNBT ,al3L NBf Lane Configurations 1. ►( at Y Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 107 15 59 167 8 32 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 116 16 64 182 9 35 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 133 434 124 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 133 434 124 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 _ p0 queue free% 96 98 96 cM capacity(veh/h) 1452 553 926 Diraetion,'Larke# EB� WB 1 .'WB 2-% NB 1 t • Volume Total 133 64 182 43 Volume Left 0 64 0 9 Volume Right 16 0 0 35 cSH 1700 1452 1700 816 Volume to Capacity 0.08 0.04 0.11 0.05 Queue Length 95th (ft) 0 3 0 4 Control Delay(s) 0.0 7.6 0.0 9.7 Lane LOS A A Approach Delay(s) 0.0 2.0 9.7 Approach LOS A Intersection Summary i=' ' Average Delay 2.2 Intersection Capacity Utilization 23.2% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2014 PM Peak Total Bart Przybyl Page 17 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2014 PM Peak Total 31 : WCR 28 & Eastern PA-12 Access 7/29/2005 -♦ l f ~ 4\ /` Movement, ? z., EBT E$R stWBL We '.JBL -NBR ` Lane Configurations t V Sign Control Free Free Stop Grade 0% 0% 0% Volume(veh/h) 95 91 28 156 50 15 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 103 99 30 170 54 16 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 202 383 153 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 202 383 153 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free% 98 91 98 cM capacity(veh/h) 1370 606 893 Direction,Lane1l1 EB 1 -WB 1 WB2 - NB 1= Volume Total 202 30 170 71 Volume Left 0 30 0 54 Volume Right 99 0 0 16 cSH 1700 1370 1700 654 Volume to Capacity 0.12 0.02 0.10 0.11 Queue Length 95th (ft) 0 2 0 9 Control Delay(s) 0.0 7.7 0.0 11.2 Lane LOS A B Approach Delay(s) 0.0 1.2 11.2 Approach LOS B Intersection Summary Average Delay 2.2 Intersection Capacity Utilization 27.6% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2014 PM Peak Total Bart Przybyl Page 18 LSC, Inc. 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NrI . • a) - ..?rI NCC?)CCr) CO,N�LNnrrI .rl r1O0 Cr) O N U_ J N 0'.0 CO 000 0 LL LACC,0O0LA -C..C N (A-C-C LA LA LA LA CI) G) C C CI) CL) U +7O Cr)OO'.O 00000 D. ,•rI•rl 0 7 Cl.) el N Cr)Cr) 0 • • E E L C rl rl rl ri •'- 7}w w N — LO C wCn 000]0] 7CS C===w O E E E E-C ELLI ==C/)Lu= I—JJww - Gs)--- f =00elCOrl 0C000'44 Cr') OI-IC=Q C0CYaaCC OdWXwX 7 -- CV - C=SI-1 a Ill 0000 -IC27CC7C= O u. 7=0-OCD J==== LLUC==CC= E ,-I - APPENDIX D Year 2025 Capacity Analyses _ ._ HCM Signalized Intersection Capacity Analysis 2025 AM Peak Background 1: SH 66 & WCR 9.5 3/24/2005 7 f ~ 4\ e. Movement ';., EBT>,,EBR WBLr .NBL ,NBR Lane Configurations tt r '1 }} VI r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 1.00 1.00 0.95 0.97 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3539 1583 1770 3539 3433 1583 Flt Permitted 1.00 1.00 0.27 1.00 0.95 1.00 Satd. Flow (perm) 3539 1583 502 3539 3433 1583 Volume (vph) 769 528 163 913 271 102 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 836 574 177 992 295 111 RTOR Reduction (vph) 0 0 0 0 0 84 Lane Group Flow(vph) 836 574 177 992 295 27 Turn Type Free pm+pt Perm Protected Phases 4 3 8 2 Permitted Phases Free 8 2 Actuated Green, G (s) 72.5 120.0 83.0 83.0 29.0 29.0 Effective Green, g (s) 72.5 120.0 83.0 83.0 29.0 29.0 Actuated g/C Ratio 0.60 1.00 0.69 0.69 0.24 0.24 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2138 1583 416 2448 830 383 v/s Ratio Prot 0.24 0.02 0.28 0.09 v/s Ratio Perm c0.36 c0.27 0.02 ._ v/c Ratio 0.39 0.36 0.43 0.41 0.36 0.07 Uniform Delay, dl 12.3 0.0 7.7 7.9 37.7 35.1 Progression Factor 1.00 1.00 0.44 0.03 0.81 0.77 _ Incremental Delay, d2 0.5 0.6 0.7 0.5 1.1 0.3 Delay(s) 12.8 0.6 4.1 0.7 31.6 27.4 Level of Service B A A A CC Approach Delay(s) 7.9 1.2 30.5 Approach LOS A A C Intersection Summary HCM Average Control Delay 8.4 HCM Level of Service A HCM Volume to Capacity ratio 0.40 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 0.0 Intersection Capacity Utilization 48.0% ICU Level of Service A .- Analysis Period (min) 15 c Critical Lane Group St. Vrain Lakes (LSC#040840) 2025 AM Peak Background Bart Przybyl Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Background — 2: SH 66 & WCR 13 7/21/2005 — - .,>-1"Y, +.S Sea .. .,LL,PC: ea .2 -.A.3, ., . ,,..7- yy(-t1ze .,z. iLl— yl_a r -Ttrkk::`,t ,71 .:.'T'm,`m. Lane Configurations ) ft r is ft r iii t r iii TO Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 _ Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 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 0.90 — Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1668 Flt Permitted 0.30 1.00 1.00 0.49 1.00 1.00 0.40 1.00 1.00 0.73 1.00 Satd. Flow(perm) 557 3539 1583 918 3539 1583 753 1863 1583 1363 1668 Volume (vph) 33 385 38 57 808 17 39 36 28 22 36 82 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 36 418 41 62 878 18 42 39 30 24 39 89 RTOR Reduction (vph) 0 0 0 0 0 5 0 0 28 0 80 0 Lane Group Flow(vph) 36 418 41 62 878 13 42 39 2 24 48 0 Turn Type pm+pt Free pm+pt Perm pm+pt Perm pm+pt — Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 Free 8 8 2 2 6 Actuated Green, G (s) 88.0 84.0 120.0 91.0 85.5 85.5 15.4 9.9 9.9 13.6 9.0 — Effective Green, g (s) 88.0 84.0 120.0 91.0 85.5 85.5 15.4 9.9 9.9 13.6 9.0 Actuated g/C Ratio 0.73 0.70 1.00 0.76 0.71 0.71 0.13 0.08 0.08 0.11 0.08 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 449 2477 1583 735 2522 1128 143 154 131 170 125 v/s Ratio Prot 0.00 0.12 c0.00 c0.25 c0.01 0.02 0.01 c0.03 v/s Ratio Perm 0.06 c0.03 0.06 0.01 0.02 0.00 0.01 — v/c Ratio 0.08 0.17 0.03 0.08 0.35 0.01 0.29 0.25 0.02 0.14 0.38 Uniform Delay, dl 4.5 6.1 0.0 3.7 6.6 5.0 46.8 51.6 50.6 47.8 52.8 Progression Factor 0.53 0.29 1.00 1.00 1.00 1.00 0.84 0.87 1.07 1.00 1.00 Incremental Delay, d2 0.1 0.1 0.0 0.0 0.4 0.0 1.1 0.9 0.1 0.4 1.9 Delay(s) 2.5 1.9 0.0 3.7 7.0 5.0 40.3 45.8 54.2 48.2 54.8 Level of Service A A A A A A DDDDD Approach Delay(s) 1.8 6.7 46.0 53.7 Approach LOS A A D D HCM Average Control Delay 12.0 HCM Level of Service B — HCM Volume to Capacity ratio 0.33 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 44.5% ICU Level of Service A — Analysis Period (min) 15 c Critical Lane Group St. Vrain Lakes (LSC#040840) 2025 AM Peak Background Bart Przybyl Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Background — 3: WCR 28 & I-25 Frontage Road 3/24/2005 i - , f ~ k 4\ t P `► l I Movement,,. *, , - . EBL EST- EBR 1VBL -WST WBR ,-NBL --NBT=_NBR SBL I. SBTI SBR Lane Configurations ►t tt. II }'t ) 1 III TO Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.98 1.00 1.00 1.00 1.00 — Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1770 3519 1770 3476 1770 1863 1770 1863 Flt Permitted 0.64 1.00 0.57 1.00 0.62 1.00 0.69 1.00 Satd. Flow (perm) 1184 3519 1068 3476 1149 1863 1293 1863 — Volume (vph) 3 233 9 5 149 20 1 89 0 31 209 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 3 253 10 5 162 22 1 97 0 34 227 0 - RTOR Reduction (vph) 0 8 0 0 19 0 0 0 0 0 0 0 Lane Group Flow(vph) 3 255 0 5 165 0 1 97 0 34 227 0 Turn Type Perm Perm Perm Perm — Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 9.0 9.0 9.0 9.0 43.0 43.0 43.0 43.0 Effective Green, g (s) 9.0 9.0 9.0 9.0 43.0 43.0 43.0 43.0 — Actuated g/C Ratio 0.15 0.15 0.15 0.15 0.72 0.72 0.72 0.72 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 — — Lane Grp Cap (vph) 178 528 160 521 823 1335 927 1335 v/s Ratio Prot c0.07 0.05 0.05 c0.12 v/s Ratio Perm 0.00 0.00 0.00 0.03 — v/c Ratio 0.02 0.48 0.03 0.32 0.00 0.07 0.04 0.17 Uniform Delay, dl 21.7 23.4 21.8 22.8 2.4 2.5 2.5 2.7 Progression Factor 1.00 1.00 0.95 0.96 0.29 0.45 1.00 1.00 Incremental Delay, d2 0.0 0.7 0.1 0.4 0.0 0.1 0.1 0.3 _ Delay(s) 21.8 24.1 20.8 22.1 0.7 1.2 2.5 3.0 Level of Service C C C C A A A A Approach Delay(s) 24.0 22.1 • 1.2 3.0 — Approach LOS C C A A Intersection Summary ,u` . .. �' HCM Average Control Delay 14.1 HCM Level of Service B HCM Volume to Capacity ratio 0.22 Actuated Cycle Length (s) 60.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 24.4% ICU Level of Service A — Analysis Period (min) 15 c Critical Lane Group St. Vrain Lakes (LSC#040840) 2025 AM Peak Background Bart Przybyl Page 3 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Background — 5: WCR 24 & WCR 13 3/24/2005 -f C 4-- t 4\ t P "► l d - Move ent ., _ °EBL` DEBT EBR-,-WBL WBT WBA NBL NBT; NBA/1,:',T8I3L ` SBT SBR Lane Configurations ►) Pt r 'I ft r li tat r ) fT r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 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) 1770 3539 1583 1770 3539 1583 1770 3539 1583 1770 3539 1583 Flt Permitted 0.20 1.00 1.00 0.57 1.00 1.00 0.53 1.00 1.00 0.61 1.00 1.00 Satd. Flow(perm) 376 3539 1583 1058 3539 1583 981 3539 1583 1137 3539 1583 — Volume (vph) 64 221 205 66 576 74 541 209 51 57 200 195 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 70 240 223 72 626 80 588 227 55 62 217 212 RTOR Reduction (vph) 0 0 163 0 0 59 0 0 27 0 0 149 Lane Group Flow(vph) 70 240 60 72 626 21 588 227 28 62 217 63 Turn Type pm+pt Perm pm+pt Perm pm+pt Perm pm+pt Perm — Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 8 2 2 6 6 Actuated Green, G (s) 38.0 32.4 32.4 36.4 31.6 31.6 70.8 62.0 62.0 40.2 35.4 35.4 Effective Green, g (s) 38.0 32.4 32.4 36.4 31.6 31.6 70.8 62.0 62.0 40.2 35.4 35.4 Actuated g/C Ratio 0.32 0.27 0.27 0.30 0.26 0.26 0.59 0.52 0.52 0.34 0.29 0.29 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 184 956 427 349 932 417 785 1828 818 406 1044 467 v/s Ratio Prot c0.02 0.07 0.01 c0.18 c0.20 0.06 0.01 0.06 v/s Ratio Perm 0.10 0.04 0.05 0.01 c0.25 0.02 0.05 0.04 — v/c Ratio 0.38 0.25 0.14 0.21 0.67 0.05 0.75 0.12 0.03 0.15 0.21 0.13 Uniform Delay, dl 30.4 34.3 33.2 30.4 39.6 33.0 15.4 15.0 14.3 27.5 31.8 31.0 Progression Factor 0.88 0.86 0.48 1.00 1.00 1.00 1.00 1.00 1.00 0.92 0.93 0.87 Incremental Delay, d2 1.3 0.6 0.7 0.3 3.9 0.2 3.9 0.1 0.1 0.2 0.5 0.6 — Delay(s) 28.2 30.0 16.7 30.7 43.4 33.2 19.3 15.1 14.4 25.4 30.1 27.6 Level of Service CCBCDCBBBCCC Approach Delay(s) 24.2 41.2 17.9 28.4 — Approach LOS C D B C Intersection Summary HCM Average Control Delay 27.9 HCM Level of Service C HCM Volume to Capacity ratio 0.70 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 68.3% ICU Level of Service C — Analysis Period (min) 15 c Critical Lane Group St. Vrain Lakes (LSC#040840) 2025 AM Peak Background Bart Przybyl Page 4 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Background "- 6: WCR 24 & I-25 Frontage Road 7/21/2005 II - , c •- k 4\ t P `► 4 r ate g 1- {yt fF ? e :: '+¢-4 Tl._. } .b.�M�4 JR r §' 1�? 4. ��'=�P,', 1v �. n l'9 �� .s ^S . ._v.?�la�m k� .. 4'v�. .t � .e ;fir`."S�.. Lane Configurations ►)►) 'Pt r ft r �� tt r 'i ?t r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 _ Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 1.00 1.00 0.95 1.00 0.97 0.95 1.00 1.00 0.95 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) 3433 3539 1583 1770 3539 1583 3433 3539 1583 1770 3539 1583 Flt Permitted 0.07 1.00 1.00 0.50 1.00 1.00 0.56 1.00 1.00 0.68 1.00 1.00 _ Satd. Flow (perm) 245 3539 1583 937 3539 1583 2020 3539 1583 1271 3539 1583 Volume (vph) 587 393 558 20 1216 143 292 101 13 60 147 436 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 638 427 607 22 1322 155 317 110 14 65 160 474 RTOR Reduction (vph) 0 0 175 0 0 60 0 0 11 0 0 0 Lane Group Flow(vph) 638 427 432 22 1322 95 317 110 3 65 160 474 Turn Type pm+pt Perm Perm Perm pm+pt Perm pm+pt Free — Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 4 8 8 2 2 6 Free Actuated Green, G (s) 79.2 79.2 79.2 55.0 55.0 55.0 31.2 23.2 23.2 26.4 20.8 120.0 Effective Green, g (s) 79.2 79.2 79.2 55.0 55.0 55.0 31.2 23.2 23.2 26.4 20.8 120.0 Actuated g/C Ratio 0.66 0.66 0.66 0.46 0.46 0.46 0.26 0.19 0.19 0.22 0.17 1.00 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 698 2336 1045 429 1622 726 619 684 306 303 613 1583 v/s Ratio Prot c0.15 0.12 0.37 c0.03 0.03 0.01 0.05 v/s Ratio Perm c0.45 0.27 0.02 0.06 c0.10 0.00 0.04 c0.30 — v/c Ratio 0.91 0.18 0.41 0.05 0.82 0.13 0.51 0.16 0.01 0.21 0.26 0.30 Uniform Delay, dl 37.8 7.9 9.5 18.0 28.1 18.7 36.6 40.3 39.1 37.9 42.9 0.0 Progression Factor 1.00 1.00 1.00 0.90 0.80 0.89 1.00 1.00 1.00 1.29 1.21 1.00 Incremental Delay, d2 16.5 0.2 1.2 0.2 3.8 0.3 0.7 0.5 0.1 0.4 1.0 0.5 — Delay(s) 54.2 8.1 10.7 16.4 26.4 17.0 37.3 40.8 39.2 49.3 52.9 0.5 Level of Service D A BBC BDDDD D A Approach Delay(s) 26.6 25.2 38.2 17.0 Approach LOS C C D B s r HCM Average Control Delay 25.8 HCM Level of Service C — HCM Volume to Capacity ratio 0.78 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 76.1% ICU Level of Service D — Analysis Period (min) 15 c Critical Lane Group St. Vrain Lakes (LSC#040840) 2025 AM Peak Background Bart Przybyl Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Background — 7: WCR 28 & WCR 9.5 3/24/2005 l c - 4\ t /* \* 1 d — fvinvement .. .; . EBL EBTr .EBR .>iWBL VYC -Ai1l.BR NBL ;NBT NBR ,SBL SBT. SBR Lane Configurations ►'j ft, 19 Att. 'I tit r i ff r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 0.95 0.95 1.00 0.95 1.00 Frt 1.00 1.00 0.90 1.00 1.00 1.00 0.85 — Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 3539 3169 3539 1770 3539 1583 Flt Permitted 0.33 1.00 1.00 1.00 0.43 1.00 1.00 Satd. Flow (perm) 616 3539 3169 3539 796 3539 1583 — Volume (vph) 215 49 0 0 60 138 0 443 0 89 259 114 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 234 53 0 0 65 150 0 482 0 97 282 124 - RTOR Reduction (vph) 0 0 0 0 140 0 0 0 0 0 0 52 Lane Group Flow(vph) 234 53 0 0 75 0 0 482 0 97 282 72 Turn Type pm+pt pm+pt pm+pt Perm pm+pt Perm — Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 2 6 6 Actuated Green, G (s) 33.1 33.1 8.1 66.9 77.4 69.4 69.4 Effective Green, g (s) 33.1 33.1 8.1 66.9 77.4 69.4 69.4 Actuated g/C Ratio 0.28 0.28 0.07 0.56 0.65 0.58 0.58 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 - ^ Lane Grp Cap (vph) 372 976 214 1973 578 2047 916 v/s Ratio Prot c0.11 0.01 0.02 c0.14 c0.01 0.08 v/s Ratio Perm c0.06 0.10 0.05 — v/c Ratio 0.63 0.05 0.35 0.24 0.17 0.14 0.08 Uniform Delay, dl 36.5 31.9 53.4 13.6 8.2 11.6 11.2 Progression Factor 0.85 0.67 1.01 0.52 1.07 1.05 1.27 Incremental Delay, d2 3.3 0.0 1.0 0.3 0.1 0.1 0.2 — Delay(s) 34.5 21.4 55.0 7.4 8.9 12.3 14.4 Level of Service C C D A A B B Approach Delay(s) 32.1 55.0 7.4 12.2 — Approach LOS C D A B Intersection Summary ' 9 HCM Average Control Delay 20.7 HCM Level of Service C HCM Volume to Capacity ratio 0.36 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 48.5% ICU Level of Service A .— Analysis Period (min) 15 c Critical Lane Group St. Vrain Lakes (LSC#040840) 2025 AM Peak Background Bart Przybyl Page 6 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Background 8: 1-25 Frontage Road & WCR 9.5 3/24/2005 h t 1 4" Movement EBL, EBR_= NBC-`NBT -SEIT SBR • - Lane Configurations ' tt ti. Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 224 91 443 259 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 243 99 482 282 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 720 141 282 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 720 141 282 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 — p0 queue free% 100 72 92 cM capacity(veh/h) 335 881 1278 Directiorf, Lane#. EB1 aNBet'NB2 ,rNB 'SB,1. SB2 r? . Volume Total 243 99 241 241 188 94 Volume Left 0 99 0 0 0 0 Volume Right 243 0 0 0 0 0 cSH 881 1278 1700 1700 1700 1700 Volume to Capacity 0.28 0.08 0.14 0.14 0.11 0.06 Queue Length 95th (ft) 28 6 0 0 0 0 Control Delay(s) 10.6 8.1 0.0 0.0 0.0 0.0 Lane LOS B A Approach Delay(s) 10.6 1.4 0.0 Approach LOS B Intersection Summary Average Delay 3.1 Intersection Capacity Utilization 27.7% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2025 AM Peak Background Bart Przybyl Page 7 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Background 18: SH 66 & WCR 11 7/21/2005 4 p Lane Configurations tf r ►) ff ►j►j r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 1.00 1.00 0.95 0.97 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 3539 1583 1770 3539 3433 1583 Flt Permitted 1.00 1.00 0.47 1.00 0.95 1.00 Satd. Flow(perm) 3539 1583 867 3539 3433 1583 Volume (vph) 428 98 20 904 138 22 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 465 107 22 983 150 24 RTOR Reduction (vph) 0 0 0 0 0 22 Lane Group Flow(vph) 465 107 22 983 150 2 Turn Type Free pm+pt Perm Protected Phases 4 3 8 2 Permitted Phases Free 8 2 Actuated Green, G (s) 95.7 120.0 102.1 102.1 9.9 9.9 Effective Green, g (s) 95.7 120.0 102.1 102.1 9.9 9.9 Actuated g/C Ratio 0.80 1.00 0.85 0.85 0.08 0.08 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2822 1583 756 3011 283 131 v/s Ratio Prot 0.13 0.00 c0.28 c0.04 v/s Ratio Perm 0.07 0.02 0.00 v/c Ratio 0.16 0.07 0.03 0.33 0.53 0.02 Uniform Delay, dl 2.8 0.0 1.4 1.8 52.8 50.6 Progression Factor 0.18 1.00 0.92 0.90 1.00 1.02 Incremental Delay, d2 0.1 0.1 0.0 0.3 1.9 0.0 Delay(s) 0.6 0.1 1.3 1.9 54.8 51.4 Level of Service A A A ADD Approach Delay(s) 0.5 1.9 54.3 Approach LOS A A D trti- 1` ,t* .. ,. „ .J HCM Average Control Delay 6.7 HCM Level of Service A HCM Volume to Capacity ratio 0.34 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 35.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group St. Vrain Lakes (LSC#040840) 2025 AM Peak Background Bad Przybyl Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Background 23: WCR 28 & WCR 13 3/24/2005 f l '1 t j r Movement 3 '.< `EBL . EBR ,f4BL NBT0 SBT, ,SBA ; N' ₹ 1 Lane Configurations r ►i tt tt r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(prot) 1770 1583 1770 3539 3539 1583 Flt Permitted 0.95 1.00 0.59 1.00 1.00 1.00 Satd. Flow(perm) 1770 1583 1093 3539 3539 1583 Volume (vph) 1 146 190 112 140 3 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1 159 207 122 152 3 RTOR Reduction (vph) 0 144 0 0 0 0 Lane Group Flow(vph) 1 15 207 122 152 3 Turn Type Perm pm+pt Free Protected Phases 4 5 2 6 Permitted Phases 4 2 Free Actuated Green, G (s) 5.7 5.7 46.3 46.3 34.0 60.0 Effective Green, g (s) 5.7 5.7 46.3 46.3 34.0 60.0 Actuated g/C Ratio 0.10 0.10 0.77 0.77 0.57 1.00 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 168 150 937 2731 2005 1583 v/s Ratio Prot 0.00 c0.03 0.03 0.04 v/s Ratio Perm c0.01 c0.14 0.00 v/c Ratio 0.01 0.10 0.22 0.04 0.08 0.00 Uniform Delay, dl 24.6 24.8 1.9 1.6 5.9 0.0 Progression Factor 1.00 1.00 0.84 0.65 0.92 1.00 Incremental Delay, d2 0.0 0.3 0.1 0.0 0.1 0.0 Delay(s) 24.6 25.1 1.7 1.1 5.5 0.0 Level of Service CC A A A A Approach Delay(s) 25.1 1.5 5.4 Approach LOS C A A Intersection Summary HCM Average Control Delay 8.3 HCM Level of Service A HCM Volume to Capacity ratio 0.21 Actuated Cycle Length (s) 60.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 27.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group St. Vrain Lakes (LSC#040840) 2025 AM Peak Background Bart Przybyl Page 14 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Total 1: SH 66 & WCR 9.5 7/29/2005 te ~ 4 Mov`�eMSPT pa -R- GfIBL� "s NWT . h .. .F <., ,., s. P.. Lane Configurations ft r j tt 'r r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 1.00 1.00 0.95 0.97 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 3539 1583 1770 3539 3433 1583 Flt Permitted 1.00 1.00 0.17 1.00 0.95 1.00 Satd. Flow (perm) 3539 1583 324 3539 3433 1583 Volume (vph) 955 701 193 1460 534 137 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 1038 762 210 1587 580 149 RTOR Reduction (vph) 0 0 0 0 0 107 Lane Group Flow(vph) 1038 762 210 1587 580 42 Turn Type Free pm+pt Perm Protected Phases 4 3 8 2 Permitted Phases Free 8 2 Actuated Green, G (s) 63.1 120.0 78.0 78.0 34.0 34.0 Effective Green, g (s) 63.1 120.0 78.0 78.0 34.0 34.0 Actuated g/C Ratio 0.53 1.00 0.65 0.65 0.28 0.28 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 — r Lane Grp Cap (vph) 1861 1583 342 2300 973 449 v/s Ratio Prot 0.29 0.06 c0.45 c0.17 v/s Ratio Perm 0.48 0.34 0.03 v/c Ratio 0.56 0.48 0.61 0.69 0.60 0.09 Uniform Delay, dl 19.1 0.0 12.7 13.3 37.1 31.7 Progression Factor 1.00 1.00 1.43 0.39 0.80 0.53 Incremental Delay, d2 1.2 1.1 2.9 1.5 2.3 0.4 Delay(s) 20.3 1.1 21.1 6.8 32.0 17.2 Level of Service C A C A CB Approach Delay(s) 12.2 8.5 29.0 Approach LOS B A C HCM Average Control Delay 13.5 HCM Level of Service B HCM Volume to Capacity ratio 0.66 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 62.3% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Bart Przybyl Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Total 2: SH 66 & WCR 13 7/29/2005 J 7 te ~ t 4\ t P ti it J M$Veineri f-_EB IM lig ; 13L*i1M&T WB t P2NBTfi NB€N_SBL, SBTIASBB Lane Configurations j aft r 'i 44 P P 1. Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 �- Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 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 0.90 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1680 Flt Permitted 0.27 1.00 1.00 0.43 1.00 1.00 0.25 1.00 1.00 0.72 1.00 Satd. Flow (perm) 511 3539 1583 801 3539 1583 469 1863 1583 1346 1680 Volume (vph) 66 469 105 84 832 17 86 49 60 22 48 91 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 72 510 114 91 904 18 93 53 65 24 52 99 RTOR Reduction (vph) 0 0 0 0 0 6 0 0 56 0 65 0 Lane Group Flow(vph) 72 510 114 91 904 12 93 53 9 24 86 0 Turn Type pm+pt Free pm+pt Perm pm+pt Perm pm+pt Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 Free 8 8 2 2 6 Actuated Green, G (s) 80.8 75.1 120.0 84.4 76.9 76.9 25.4 16.9 16.9 16.4 11.9 Effective Green, g (s) 80.8 75.1 120.0 84.4 76.9 76.9 25.4 16.9 16.9 16.4 11.9 Actuated g/C Ratio 0.67 0.63 1.00 0.70 0.64 0.64 0.21 0.14 0.14 0.14 0.10 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 404 2215 1583 624 2268 1014 202 262 223 200 167 v/s Ratio Prot 0.01 0.14 c0.01 c0.26 c0.04 0.03 0.00 0.05 v/s Ratio Perm 0.11 c0.07 0.09 0.01 c0.06 0.01 0.01 v/c Ratio 0.18 0.23 0.07 0.15 0.40 0.01 0.46 0.20 0.04 0.12 0.52 Uniform Delay, dl 7.1 9.8 0.0 5.7 10.4 7.8 39.8 45.6 44.5 45.3 51.3 Progression Factor 0.70 0.80 1.00 1.00 1.00 1.00 0.89 0.87 0.93 1.00 1.00 Incremental Delay, d2 0.2 0.2 0.1 0.1 0.5 0.0 1.7 0.4 0.1 0.3 2.7 Delay(s) 5.2 8.1 0.1 5.8 10.9 7.8 37.3 39.9 41.7 45.6 54.0 Level of Service A A A A B A DD DD D Approach Delay(s) 6.5 10.4 39.3 52.8 Approach LOS A B D D Irtiesecaton§umrary ,. k. '. HCM Average Control Delay 15.6 HCM Level of Service B HCM Volume to Capacity ratio 0.38 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 52.9% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Bart Przybyl Page 2 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Total — 3: WCR 28 & I-25 Frontage Road 7/29/2005 f -- - . C r- 4\ t r ti 4 d tv pverxler>₹ EKYAMI .EKR fi4 ff Car 't BL IaaB riNgI ,SBI_ S F Lane Configurations ►) no 'I no 'I to VI 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 — Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.98 1.00 0.97 1.00 1.00 — Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1770 3495 1770 3478 1770 1812 1770 1863 Flt Permitted 0.28 1.00 0.42 1.00 0.61 1.00 0.68 1.00 Satd. Flow(perm) 529 3495 784 3478 1144 1812 1264 1863 _ Volume (vph) 3 363 33 29 476 63 21 92 20 48 213 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 3 395 36 32 517 68 23 100 22 52 232 0 - RTOR Reduction (vph) 0 16 0 0 23 0 0 9 0 0 0 0 Lane Group Flow(vph) 3 415 0 32 562 0 23 113 0 52 232 0 Turn Type Perm Perm Perm Perm — Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 15.3 15.3 15.3 15.3 36.7 36.7 36.7 36.7 Effective Green, g (s) 15.3 15.3 15.3 15.3 36.7 36.7 36.7 36.7 — Actuated g/C Ratio 0.26 0.26 0.26 0.26 0.61 0.61 0.61 0.61 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 — Lane Grp Cap (vph) 135 891 200 887 700 1108 773 1140 v/s Ratio Prot 0.12 c0.16 0.06 c0.12 v/s Ratio Perm 0.01 0.04 0.02 0.04 — v/c Ratio 0.02 0.47 0.16 0.63 0.03 0.10 0.07 0.20 Uniform Delay, dl 16.7 16.9 17.4 19.9 4.6 4.8 4.7 5.2 Progression Factor 1.00 1.00 0.61 0.65 0.79 0.73 1.00 1.00 Incremental Delay, d2 0.1 0.4 0.3 1.3 0.1 0.2 0.2 0.4 Delay(s) 16.8 19.3 11.0 14.3 3.7 3.7 4.9 5.6 Level of Service B B B B A A A A Approach Delay(s) 19.3 14.1 3.7 5.4 — Approach LOS B B A A Intersection Summary Z4-g4..3-7 nz _ HCM Average Control Delay 12.9 HCM Level of Service B — HCM Volume to Capacity ratio 0.33 Actuated Cycle Length (s) 60.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 46.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group — St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Bart Przybyl Page 3 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Total — 5: WCR 24 & WCR 13 7/29/2005 c .— k- t P ► 1, J AAci e i r ... r ' 9R aiNKOMIR Atte_ w.'f { IVBR v" P ' BT_, 39 Lane Configurations ►) +4 r ff r fR r ff r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 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) 1770 3539 1583 1770 3539 1583 1770 3539 1583 1770 3539 1583 Flt Permitted 0.15 1.00 1.00 0.58 1.00 1.00 0.24 1.00 1.00 0.56 1.00 1.00 Satd. Flow(perm) 281 3539 1583 1088 3539 1583 455 3539 1583 1035 3539 1583 Volume (vph) 104 241 257 66 593 108 585 298 51 153 449 279 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 113 262 279 72 645 117 636 324 55 166 488 303 RTOR Reduction (vph) 0 0 205 0 0 89 0 0 28 0 0 129 Lane Group Flow(vph) 113 262 74 72 645 28 636 324 27 166 488 174 Turn Type pm+pt Perm pm+pt Perm pm+pt Perm pm+pt Perm — Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 8 2 2 6 6 Actuated Green, G (s) 39.0 32.0 32.0 33.0 29.0 29.0 72.0 58.3 58.3 37.4 27.7 27.7 Effective Green, g (s) 39.0 32.0 32.0 33.0 29.0 29.0 72.0 58.3 58.3 37.4 27.7 27.7 Actuated g/C Ratio 0.32 0.27 0.27 0.28 0.24 0.24 0.60 0.49 0.49 0.31 0.23 0.23 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 178 944 422 322 855 383 715 1719 769 382 817 365 v/s Ratio Prot c0.04 0.07 0.01 c0.18 c0.30 0.09 0.04 0.14 v/s Ratio Perm 0.17 0.05 0.05 0.02 c0.24 0.02 0.10 0.11 v/c Ratio 0.63 0.28 0.18 0.22 0.75 0.07 0.89 0.19 0.03 0.43 0.60 0.48 Uniform Delay, dl 31.2 34.8 33.9 32.9 42.2 35.1 23.4 17.5 16.1 31.4 41.2 39.9 Progression Factor 0.90 0.79 0.34 1.00 1.00 1.00 1.00 1.00 1.00 0.83 0.90 0.81 Incremental Delay, d2 7.1 0.7 0.9 0.4 6.1 0.4 13.0 0.2 0.1 0.8 3.1 4.3 Delay(s) 35.2 28.3 12.4 33.2 48.3 35.5 36.4 17.7 16.2 26.9 40.1 36.5 Level of Service DC BCD DD BBCDD Approach Delay(s) 22.7 45.2 29.4 36.7 Approach LOS C D C D lotersecfioriBummaiy - , HCM Average Control Delay 33.9 HCM Level of Service C HCM Volume to Capacity ratio 0.86 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 80.3% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Bart Przybyl Page 4 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Total 6: WCR 24 & I-25 Frontage Road 7/29/2005 _ Moveme f EtiL 7a E. E ._ N 13 ,S rTaTO S5 Lane Configurations ►�►� tt r tt r vi tt r it Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 1.00 1.00 0.95 1.00 0.97 0.95 1.00 1.00 0.95 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 _ Fit 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) 3433 3539 1583 1770 3539 1583 3433 3539 1583 1770 3539 1583 Flt Permitted 0.07 1.00 1.00 0.48 1.00 1.00 0.50 1.00 1.00 0.67 1.00 1.00 Satd. Flow(perm) 251 3539 1583 901 3539 1583 1796 3539 1583 1250 3539 1583 Volume (vph) 765 430 558 28 1293 204 292 118 16 132 185 846 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 832 467 607 30 1405 222 317 128 17 143 201 920 RTOR Reduction (vph) 0 0 119 0 0 79 0 0 15 0 0 0 Lane Group Flow(vph) 832 467 488 30 1405 143 317 128 2 143 201 920 Turn Type pm+pt Perm Perm Perm pm+pt Perm pm+pt Free Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 4 8 8 2 2 6 Free Actuated Green, G (s) 85.0 85.0 85.0 53.5 53.5 53.5 24.0 17.0 17.0 22.0 16.0 120.0 Effective Green, g (s) 85.0 85.0 85.0 53.5 53.5 53.5 24.0 17.0 17.0 22.0 16.0 120.0 Actuated g/C Ratio 0.71 0.71 0.71 0.45 0.45 0.45 0.20 0.14 0.14 0.18 0.13 1.00 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 .3.0 3.0 3.0 3.0 3.0 3.0 3.0 — Lane Grp Cap(vph) 907 2507 1121 402 1578 706 455 501 224 255 472 1583 v/s Ratio Prot c0.21 0.13 0.40 0.04 0.04 0.03 0.06 v/s Ratio Perm c0.44 0.31 0.03 0.09 c0.10 0.00 0.07 c0.58 v/c Ratio 0.92 0.19 0.44 0.07 0.89 0.20 0.70 0.26 0.01 0.56 0.43 0.58 Uniform Delay, dl 37.3 5.9 7.4 19.1 30.6 20.3 43.5 45.9 44.3 43.7 47.8 0.0 Progression Factor 1.00 1.00 1.00 0.93 0.85 0.97 1.00 1.00 1.00 0.94 0.95 1.00 Incremental Delay, d2 13.8 0.2 1.2 0.2 5.6 0.4 4.6 1.2 0.1 2.8 2.8 1.6 "- Delay(s) 51.1 6.0 8.6 18.0 31.4 20.2 48.1 47.1 44.4 43.7 48.1 1.6 Level of Service D A A BCCDDDDD A Approach Delay(s) 26.5 29.7 47.7 13.7 Approach LOS C C D B 4nterilai,S1n niRCW --: Ps?:gjJ.• ". x`..31'. . 'rn`F"+:t ,, ,-AW 2 4 .• HCM Average Control Delay 26.3 HCM Level of Service C HCM Volume to Capacity ratio 0.82 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 4.0 Intersection Capacity Utilization 84.3% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Bart Przybyl Page 5 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Total — 7: WCR 28 & WCR 9.5 7/29/2005 i ~ t 41 t , '► 1 1 Wifnitit ; . g tEBVArs7RwaiRT 1111BLr. Y 11k3. 1tt,tJBL: "NBTt`ar ' ESBLF?SBT OR Lane Configurations li ft* 11 0 'i Tat r 'i tt r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 — Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 0.98 1.00 0.95 1.00 1.00 0.85 1.00 1.00 0.85 — Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1770 3475 1770 3348 1770 3539 1583 1770 3539 1583 Flt Permitted 0.20 1.00 0.48 1.00 0.47 1.00 1.00 0.25 1.00 1.00 Satd. Flow (perm) 363 3475 890 3348 874 3539 1583 473 3539 1583 — Volume (vph) 234 173 24 359 326 183 98 678 150 127 392 146 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 254 188 26 390 354 199 107 737 163 138 426 159 - RTOR Reduction (vph) 0 9 0 0 69 0 0 0 93 0 0 88 Lane Group Flow (vph) 254 205 0 390 484 0 107 737 70 138 426 71 Turn Type pm+pt pm+pt pm+pt Perm pm+pt Perm — Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 2 6 6 Actuated Green, G (s) 40.1 20.5 45.3 23.1 59.3 51.3 51.3 63.3 53.3 53.3 Effective Green, g (s) 40.1 20.5 45.3 23.1 59.3 51.3 51.3 63.3 53.3 53.3 — Actuated g/C Ratio 0.33 0.17 0.38 0.19 0.49 0.43 0.43 0.53 0.44 0.44 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 — ^ Lane Grp Cap (vph) 351 594 499 644 492 1513 677 358 1572 703 v/s Ratio Prot 0.12 0.06 c0.14 0.14 0.01 c0.21 c0.03 0.12 v/s Ratio Perm 0.12 c0.15 0.09 0.04 0.17 0.04 — v/c Ratio 0.72 0.34 0.78 0.75 0.22 0.49 0.10 0.39 0.27 0.10 Uniform Delay, dl 31.9 43.8 30.0 45.7 16.4 24.8 20.6 16.0 21.1 19.4 Progression Factor 1.15 1.05 0.93 0.86 0.73 0.73 0.40 0.95 0.94 0.70 Incremental Delay, d2 7.1 0.3 6.7 4.2 0.2 1.1 0.3 0.6 0.4 0.3 "- Delay(s) 43.8 46.2 34.5 43.6 12.3 19.3 8.6 15.9 20.1 13.8 Level of Service D D C D B B A B C B Approach Delay(s) 44.9 39.8 16.8 17.9 — Approach LOS D D B B l et action 5 mtnary : .,... r.i - : ` , x HCM Average Control Delay 28.2 HCM Level of Service C — HCM Volume to Capacity ratio 0.64 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 20.0 Intersection Capacity Utilization 66.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Bart Przybyl Page 6 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Total 8: 1-25 Frontage Road & WCR 9.5 7/29/2005 7 4\ t 1 d P.T ., `a . a Ew :EBR¢. I4D _, z S j e S nag i t .N x« li 3... Lane Configurations P ►( ft +1' Sign Control Stop Free Free Grade 0% 0% 0% Volume(veh/h) 0 224 112 678 779 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 243 122 737 847 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1459 423 847 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1459 423 847 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF(s) 3.5 3.3 2.2 p0 queue free% 100 58 85 cM capacity(veh/h) 102 579 786 Volume Total 243 122 368 368 564 282 Volume Left 0 122 0 0 0 0 Volume Right 243 0 0 0 0 0 cSH 579 786 1700 1700 1700 1700 Volume to Capacity 0.42 0.15 0.22 0.22 0.33 0.17 Queue Length 95th (ft) 52 14 0 0 0 0 Control Delay(s) 15.7 10.4 0.0 0.0 0.0 0.0 Lane LOS C B Approach Delay(s) 15.7 1.5 0.0 Approach LOS C Average Delay 2.6 Intersection Capacity Utilization 42.1% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Bart Przybyl Page 7 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Total — 14: PA-2 and PA-5 Access & WCR 9.5 7/29/2005 t - T f 4- 4 4\ t P ti 1 J - Mivel &St °. A ALP". f8 'g33fl6 .N k T'SI SBR Lane Configurations 4 P 4 P ) ft P 'i ft P Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 — Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 - Satd. Flow (prot) 1776 1583 1775 1583 1770 3539 1583 1770 3539 1583 Flt Permitted 0.55 1.00 0.67 1.00 0.43 1.00 1.00 0.40 1.00 1.00 Satd. Flow (perm) 1021 1583 1252 1583 795 3539 1583 754 3539 1583 Volume (vph) 71 2 73 159 3 44 54 589 36 38 547 76 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 77 2 79 173 3 48 59 640 39 41 595 83 - RTOR Reduction (vph) 0 0 64 0 0 39 0 0 12 0 0 27 Lane Group Flow(vph) 0 79 15 0 176 9 59 640 27 41 595 56 Turn Type Perm Perm Perm Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 4 8 8 2 2 6 6 Actuated Green, G (s) 11.2 11.2 11.2 11.2 40.8 40.8 40.8 40.8 40.8 40.8 Effective Green, g (s) 11.2 11.2 11.2 11.2 40.8 40.8 40.8 40.8 40.8 40.8 — Actuated g/C Ratio 0.19 0.19 0.19 0.19 0.68 0.68 0.68 0.68 0.68 0.68 Clearance Time(s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 — ^ Lane Grp Cap (vph) 191 295 234 295 541 2407 1076 513 2407 1076 v/s Ratio Prot c0.18 0.17 v/s Ratio Perm 0.08 0.01 c0.14 0.01 0.07 0.02 0.05 0.04 v/c Ratio 0.41 0.05 0.75 0.03 0.11 0.27 0.02 0.08 0.25 0.05 Uniform Delay, dl 21.5 20.0 23.1 20.0 3.3 3.8 3.1 3.2 3.7 3.2 Progression Factor 1.00 1.00 1.00 1.00 0.55 0.53 0.58 0.54 0.63 0.61 Incremental Delay, d2 1.5 0.1 12.8 0.0 0.3 0.2 0.0 0.3 0.2 0.1 Delay(s) 23.0 20.1 35.9 20.0 2.1 2.2 1.8 2.0 2.6 2.0 Level of Service C C DC A A A A A A Approach Delay(s) 21.5 32.5 2.1 2.5 — Approach LOS C C A A krtBfs 6. �yww G G z ,# �,'��ggme"s s Z ' y li s . . .a�,S+.m�≥i�.o�o-a . ."tA�C�h a< 3r.�:.'$, ,. t � �`_. _. ;� G.4 ,v.r'..."• HCM Average Control Delay 7.6 HCM Level of Service A — HCM Volume to Capacity ratio 0.37 Actuated Cycle Length (s) 60.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 45.2% ICU Level of Service A — Analysis Period (min) 15 c Critical Lane Group — St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Bart Przybyl Page 9 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Total 15: PA-1 Access & I-25 Frontage Road 7/29/2005 t P ti 1 Movement _ Ia J I aNPO S U IT; M .a g . ..a.a,, . "_' Lane Configurations r II f Sign Control Stop Free Free Grade 0% 0% 0% Volume(veh/h) 0 44 91 21 52 224 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 48 99 23 57 243 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 467 110 122 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 467 110 122 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 95 96 cM capacity(veh/h) 533 943 1466 atCRIOA,;,t3laE%:f[: .+� `;r _:aQ:,' �:M1^e'°='' n.x..,k`i4i7 ut-.S 'Lti"yy�pt`�ta.S-N44."s_,�w�-°', `. .-. Volume Total 48 122 57 243 Volume Left 0 0 57 0 Volume Right 48 23 0 0 cSH 943 1700 1466 1700 Volume to Capacity 0.05 0.07 0.04 0.14 Queue Length 95th (ft) 4 0 3 0 Control Delay(s) 9.0 0.0 7.6 0.0 Lane LOS A A Approach Delay(s) 9.0 0.0 1.4 Approach LOS A lrt�gefiOaii rflary' t ga it`via S d ,. CA.,,v 2, •44,4r 4R .. ems.,, r',..t kbl Average Delay 1.8 Intersection Capacity Utilization 16.1% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Bart Przybyl Page 10 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Total 16: School Access & WCR 9.5 7/29/2005 Maa frrellt ZtA 1 , o ll,(a gia* 16T sf0BEta, 8'[ tTi Lane Configurations r art i" 5 ti Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 259 667 37 115 660 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 282 725 40 125 717 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1334 362 765 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1334 362 765 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free% 100 56 85 cM capacity(veh/h) 124 634 844 Eta-4 - 8,V6: b x{i ayr3..x -<," ; Volume Total 282 362 362 40 125 359 359 Volume Left 0 0 0 0 125 0 0 Volume Right 282 0 0 40 0 0 0 cSH 634 1700 1700 1700 844 1700 1700 Volume to Capacity 0.44 0.21 0.21 0.02 0.15 0.21 0.21 Queue Length 95th (ft) 57 0 0 0 13 0 0 Control Delay(s) 15.1 0.0 0.0 0.0 10.0 0.0 0.0 Lane LOS C B Approach Delay(s) 15.1 0.0 1.5 Approach LOS C w,, sue° ^ Intersect:%bi.�Utimary :, � �� £�f,� ,_ ,� t�sr�� . Average Delay 2.9 Intersection Capacity Utilization 41.1% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Bart Przybyl Page 11 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Total 18: SH 66 & WCR 11 7/29/2005 te 4-- 4\ /* _ Moueme t ?' " .., v` , 'EBT. E1 argBtWelti t MAMBK _ Lane Configurations tt r 'i tt vi r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 1.00 1.00 0.95 0.97 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 3539 1583 1770 3539 3433 1583 Flt Permitted 1.00 1.00 0.38 1.00 0.95 1.00 Satd. Flow(perm) 3539 1583 713 3539 3433 1583 Volume(vph) 546 201 31 1079 540 88 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 593 218 34 1173 587 96 RTOR Reduction (vph) 0 0 0 0 0 76 Lane Group Flow(vph) 593 218 34 1173 587 20 Turn Type Free pm+pt Perm — Protected Phases 4 3 8 2 Permitted Phases Free 8 2 Actuated Green, G (s) 78.6 120.0 86.4 86.4 25.6 25.6 Effective Green, g (s) 78.6 120.0 86.4 86.4 25.6 25.6 Actuated g/C Ratio 0.65 1.00 0.72 0.72 0.21 0.21 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 — ^ Lane Grp Cap (vph) 2318 1583 547 2548 732 338 v/s Ratio Prot 0.17 0.00 c0.33 c0.17 v/s Ratio Perm 0.14 0.04 0.01 v/c Ratio • 0.26 0.14 0.06 0.46 0.80 0.06 Uniform Delay, dl 8.6 0.0 5.1 7.0 44.8 37.6 Progression Factor 0.38 1.00 0.75 0.66 0.97 1.05 Incremental Delay, d2 0.2 0.2 0.0 0.5 6.3 0.1 — Delay(s) 3.5 0.2 3.9 5.2 49.7 39.4 Level of Service A A A A DD Approach Delay(s) 2.6 5.1 48.2 Approach LOS A A D Ifiterse tionjarRrit ,,. w ' ==h HCM Average Control Delay 15.3 HCM Level of Service B HCM Volume to Capacity ratio 0.54 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 51.9% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Bart Przybyl Page 12 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Total 19: WCR 28 & PA-6 Access 7/29/2005 te 4— 4 Lane Configurations ft r ff r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 438 17 0 869 0 91 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 476 18 0 945 0 99 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 1280 pX, platoon unblocked vC, conflicting volume 495 948 238 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 495 948 238 — tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 87 cM capacity(veh/h) 1065 259 763 t 9rane: y EQ EfR .. t , f . .", , _. Volume Total 238 238 18 472 472 99 Volume Left 0 0 0 0 0 0 Volume Right 0 0 18 0 0 99 cSH 1700 1700 1700 1700 1700 763 Volume to Capacity 0.14 0.14 0.01 0.28 0.28 0.13 Queue Length 95th (ft) 0 0 0 0 0 11 Control Delay(s) 0.0 0.0 0.0 0.0 0.0 10.4 Lane LOS B Approach Delay(s) 0.0 0.0 10.4 Approach LOS B Thte.`r`sabpr;Summary z Average Delay 0.7 Intersection Capacity Utilization 27.4% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Bart Przybyl Page 13 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Total 23: WCR 28 & WCR 13 7/29/2005 t 1 1 t — Movefrin_t�� " :. ��9EdL -E�Fi (�. -a _BT�=s'SB�r-�SBFt. Lane Configurations r ►`j ff ff r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1770 1583 1770 3539 3539 1583 Flt Permitted 0.95 1.00 0.47 1.00 1.00 1.00 Satd. Flow(perm) 1770 1583 868 3539 3539 1583 Volume (vph) 43 366 264 201 350 44 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 47 398 287 218 380 48 RTOR Reduction (vph) 0 341 0 0 0 0 Lane Group Flow (vph) 47 57 287 218 380 48 Turn Type Perm pm+pt Free Protected Phases 4 5 2 6 Permitted Phases 4 2 Free Actuated Green, G (s) 8.6 8.6 43.4 43.4 30.9 60.0 Effective Green, g (s) 8.6 8.6 43.4 43.4 30.9 60.0 Actuated g/C Ratio 0.14 0.14 0.72 0.72 0.51 1.00 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 254 227 756 2560 1823 1583 v/s Ratio Prot 0.03 c0.05 0.06 0.11 v/s Ratio Perm c0.04 c0.22 0.03 v/c Ratio 0.19 0.25 0.38 0.09 0.21 0.03 Uniform Delay, dl 22.6 22.8 2.9 2.4 7.9 0.0 Progression Factor 1.00 1.00 0.99 0.51 0.96 1.00 Incremental Delay, d2 0.4 0.6 0.3 0.1 0.3 0.0 Delay(s) 23.0 23.4 3.2 1.3 7.9 0.0 Level of Service CC A A A A Approach Delay(s) 23.4 2.4 7.0 Approach LOS C A A IntersecLon:Suin4nary . HCM Average Control Delay 10.6 HCM Level of Service B HCM Volume to Capacity ratio 0.35 Actuated Cycle Length (s) 60.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 39.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Bart Przybyl Page 14 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Total 24: WCR 28 & West PA-12 Access 7/29/2005 C ~ ti t , `- 4 4/ Ajlovemertt Y ; -,ESL 3 zEB7ri EBR x.2WBL A V EiT; WBR sINTBETf. NBT °NBp, °SBLs SETT :SBA Lane Configurations +1. fro P r Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 18 417 28 7 494 7 0 0 20 0 0 52 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 Hourly flow rate (vph) 20 453 30 8 537 8 0 0 22 0 0 57 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 878 pX, platoon unblocked vC, conflicting volume 545 484 848 1067 242 843 1079 272 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 545 484 848 1067 242 843 1079 272 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free% 98 99 100 100 97 100 100 92 cM capacity(veh/h) 1021 1075 230 215 759 244 211 725 DieecTiprt,Lane Fi1� B'i*`fEB2 TEB3 NBA $E4,17U 4 , Volume Total 20 302 182 8 358 187 22 57 Volume Left 20 0 0 8 0 0 0 0 Volume Right 0 0 30 0 0 8 22 57 cSH 1021 1700 1700 1075 1700 1700 759 725 Volume to Capacity 0.02 0.18 0.11 0.01 0.21 0.11 0.03 0.08 Queue Length 95th (ft) 1 0 0 1 0 0 2 6 Control Delay(s) 8.6 0.0 0.0 8.4 0.0 0.0 9.9 10.4 Lane LOS A A A B Approach Delay(s) 0.3 0.1 9.9 10.4 Approach LOS A B Intersection,Sumntary Average Delay 0.9 Intersection Capacity Utilization 23.9% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Bart Przybyl Page 15 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Total 25: WCR 28 & Middle PA-12 Access 7/29/2005 l I t- -, t t ti l 4/ Mtiveme[tt .≥,„ - EBC, ,4EB'E"ta EBR _:WBL'-�iN�T,rtNBR;' NBL :IVBT SBL-: SET SBR Lane Configurations ►) +if 11 II* r r Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 21 378 38 12 445 9 0 0 37 0 0 63 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 Hourly flow rate (vph) 23 411 41 13 484 10 0 0 40 0 0 68 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 493 452 814 997 226 806 1012 247 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 493 452 814 997 226 806 1012 247 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free% 98 99 100 100 95 100 100 91 cM capacity(veh/h) 1066 1105 239 235 777 253 230 753 Dire;-tort, Lane"# EB 1 . EBB EB VIIB 1 °WB,2 nWB'; ,'1VB,1 . SB i - Volume Total 23 274 178 13 322 171 40 68 Volume Left 23 0 0 13 0 0 0 0 Volume Right 0 0 41 0 0 10 40 68 cSH 1066 1700 1700 1105 1700 1700 777 753 Volume to Capacity 0.02 0.16 0.10 0.01 0.19 0.10 0.05 0.09 Queue Length 95th (ft) 2 0 0 1 0 0 4 7 Control Delay(s) 8.4 0.0 0.0 8.3 0.0 0.0 9.9 10.3 Lane LOS A A A B Approach Delay(s) 0.4 0.2 9.9 10.3 Approach LOS A B Intersection,Surtimary Average Delay 1.3 Intersection Capacity Utilization 23.2% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Bart Przybyl Page 16 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Total 26: WCR 28 & Easternmost PA-12 Access 7/29/2005 __ Mgvemenitity-'. , EB1= 'Eat WBR APtBL i1VBT NBR ' SBL- SBT MR Lane Configurations 11tt ►i titr Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 14 375 3 15 289 4 0 0 35 0 0 54 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 Hourly flow rate (vph) 15 408 3 16 314 4 0 0 38 0 0 59 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 615 pX, platoon unblocked vC, conflicting volume 318 411 688 791 205 621 790 159 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 318 411 688 791 205 621 790 159 tC, single(s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free% 99 99 100 100 95 100 100 93 cM capacity(veh/h) 1238 1144 304 312 801 347 312 858 Direction, Lane=# r, ••.B B 1,FEE 2 EB 3�]MB ;M y1 VB,2, WB 3 NB 1 . SB 1 , .'•? Volume Total 15 272 139 16 209 109 38 59 Volume Left 15 0 0 16 0 0 0 0 Volume Right 0 0 3 0 0 4 38 59 cSH 1238 1700 1700 1144 1700 1700 801 858 Volume to Capacity 0.01 0.16 0.08 0.01 0.12 0.06 0.05 0.07 Queue Length 95th (ft) 1 0 0 1 0 0 4 5 Control Delay(s) 7.9 0.0 0.0 8.2 0.0 0.0 9.7 9.5 Lane LOS A A A A Approach Delay(s) 0.3 0.4 9.7 9.5 Approach LOS A A Intersection Summary Average Delay 1.4 Intersection Capacity Utilization 20.5% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Bart Przybyl Page 17 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Total 31: South Access Drive & WCR 13 7/29/2005 4\ t i d Mis ent„a, = 77-70-L R zNBL < WBT liFG Lane Configurations ►j r i tt 4f r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1770 1583 1770 3539 3539 1583 Flt Permitted 0.95 1.00 0.55 1.00 1.00 1.00 Satd. Flow(perm) 1770 1583 1029 3539 3539 1583 Volume (vph) 36 91 48 196 304 41 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 39 99 52 213 330 45 RTOR Reduction (vph) 0 90 0 0 0 10 Lane Group Flow (vph) 39 9 52 213 330 35 Turn Type Perm Perm Perm Protected Phases 4 2 6 Permitted Phases 4 2 6 Actuated Green, G (s) 5.6 5.6 46.4 46.4 46.4 46.4 Effective Green, g (s) 5.6 5.6 46.4 46.4 46.4 46.4 • — Actuated g/C Ratio 0.09 0.09 0.77 0.77 0.77 0.77 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 — -- Lane Grp Cap (vph) 165 148 796 2737 2737 1224 v/s Ratio Prot c0.02 0.06 c0.09 v/s Ratio Perm 0.01 0.05 0.02 v/c Ratio 0.24 0.06 0.07 0.08 0.12 0.03 Uniform Delay, dl 25.2 24.8 1.6 1.6 1.7 1.6 Progression Factor 1.00 1.00 0.61 0.63 0.72 0.48 Incremental Delay, d2 0.7 0.2 0.2 0.1 0.1 0.0 Delay(s) 26.0 25.0 1.2 1.1 1.3 0.8 Level of Service CC A A A A Approach Delay(s) 25.3 1.1 1.3 Approach LOS C A A Intl s", on ummary v t` , - ,,., . :` ..4: HCM Average Control Delay 5.5 HCM Level of Service A HCM Volume to Capacity ratio 0.13 Actuated Cycle Length (s) 60.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 25.1% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Bart Przybyl Page 18 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Total 32: Central Access Drive & WCR 13 7/29/2005 f 1 4 t l d _ Mpvethent E '+r. • EBLS ..NfiL -$BR �a , Lane Configurations r 'H r Sign Control Stop Free Free ^ Grade 0% 0% 0% Volume(veh/h) 0 89 26 196 243 14 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 97 28 213 264 15 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 427 132 279 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 427 132 279 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free% 100 89 98 cM capacity(veh/h) 543 893 1280 Direcfi4n 'n'ertVi EB a NE .NB 2 38;3; SB4I. -BB-2 �S& .F , Volume Total 97 28 107 107 132 132 15 Volume Left 0 28 0 0 0 0 0 Volume Right 97 0 0 0 0 0 15 cSH 893 1280 1700 1700 1700 1700 1700 Volume to Capacity 0.11 0.02 0.06 0.06 0.08 0.08 0.01 Queue Length 95th (ft) 9 2 0 0 0 0 0 Control Delay(s) 9.5 7.9 0.0 0.0 0.0 0.0 0.0 Lane LOS A A Approach Delay(s) 9.5 0.9 0.0 Approach LOS A Intersection amnia Average Delay 1.9 Intersection Capacity Utilization 18.9% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Bart Przybyl Page 19 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Total 33: Commercial RTO Access & WCR 13 7/29/2005 f -\ t 1 -' Movement E- f'$ (=BL , BFf Z„*,NBL"- I1B0Tr `Sg .SBR #_ . Lane Configurations ft tat r Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 39 0 196 218 19 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 42 0 213 237 21 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 720 pX, platoon unblocked vC, conflicting volume 343 118 258 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 343 118 258 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free% 100 95 100 cM capacity(veh/h) 627 911 1304 Da;8tton,Lane'e SB f, IC ,S&3 " . Volume Total 42 107 107 118 118 21 Volume Left 0 0 0 0 0 0 Volume Right 42 0 0 0 0 21 _ cSH 911 1700 1700 1700 1700 1700 Volume to Capacity 0.05 0.06 0.06 0.07 0.07 0.01 Queue Length 95th (ft) 4 0 0 0 0 0 Control Delay(s) 9.1 0.0 0.0 0.0 0.0 0.0 Lane LOS A Approach Delay(s) 9.1 0.0 0.0 Approach LOS A — Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 16.0% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Bart Przybyl Page 20 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 AM Peak Total 34: SH 66 & North Access Drive 7/29/2005 1 { ~ 4 P EBT.^-xEB t Bt iIN T N0L az Ngl , Lane Configurations tt r ►i tt ►j i" Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3539 1583 1770 3539 1770 1583 Flt Permitted 1.00 1.00 0.35 1.00 0.95 1.00 Satd. Flow(perm) 3539 1583 655 3539 1770 1583 Volume (vph) 588 36 18 1006 145 84 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 639 39 20 1093 158 91 RTOR Reduction (vph) 0 15 0 0 0 65 Lane Group Flow(vph) 639 24 20 1093 158 26 Turn Type Perm pm+pt Perm Protected Phases 4 3 8 2 Permitted Phases 4 8 2 Actuated Green, G (s) 72.8 72.8 78.0 78.0 34.0 34.0 Effective Green, g (s) 72.8 72.8 78.0 78.0 34.0 34.0 Actuated g/C Ratio 0.61 0.61 0.65 0.65 0.28 0.28 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 — ^ Lane Grp Cap (vph) 2147 960 437 2300 502 449 v/s Ratio Prot 0.18 0.00 c0.31 c0.09 v/s Ratio Perm 0.01 0.03 0.02 v/c Ratio 0.30 0.02 0.05 0.48 0.31 0.06 Uniform Delay, dl 11.3 9.4 7.9 10.6 33.8 31.3 Progression Factor 0.92 1.31 0.42 0.73 1.01 1.04 Incremental Delay, d2 0.3 0.0 0.0 0.7 1.6 0.2 Delay(s) 10.8 12.4 3.4 8.4 35.8 32.9 Level of Service BB A ADC Approach Delay(s) 10.9 8.3 34.7 Approach LOS B A C Intersecrorr STmrcrra HCM Average Control Delay 12.4 HCM Level of Service B HCM Volume to Capacity ratio 0.43 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 42.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Bart Przybyl Page 21 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Total 35: SH 66 & East Commercial 3/4 Access 7/29/2005 ~ 4\ /* Movement, , EBf3BL2;sz BT "' Lane Configurations tie r ►( tt r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 617 61 10 1000 0 23 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 671 66 11 1087 0 25 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 1025 pX, platoon unblocked 0.88 vC, conflicting volume 737 1236 335 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 737 1133 335 tC, single(s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free% 99 100 96 cM capacity(veh/h) 865 171 660 Di n,;Lane# °',,,.TEB 1 EB 2 :En AWS 1 ,I W6;3 .-NB H1 ',. Volume Total 335 335 66 11 543 543 25 Volume Left 0 0 0 11 0 0 0 Volume Right 0 0 66 0 0 0 25 cSH 1700 1700 1700 865 1700 1700 660 Volume to Capacity 0.20 0.20 0.04 0.01 0.32 0.32 0.04 Queue Length 95th (ft) 0 0 0 1 0 0 3 Control Delay(s) 0.0 0.0 0.0 9.2 0.0 0.0 10.7 Lane LOS A B Approach Delay(s) 0.0 0.1 10.7 Approach LOS B Intersection-Summary Average Delay 0.2 Intersection Capacity Utilization 31.0% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Bart Przybyl Page 22 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Total 37: Main Internal Collector & WCR 11 7/29/2005 ..'111YBLw9R .,15BT;nN'f3R ;,�SBL :�, �'?<�; Lane Configurations ►( r � F ) ? Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 143 78 387 104 38 83 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 155 85 421 113 41 90 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 593 421 534 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 593 421 534 tC, single(s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free% 65 87 96 cM capacity(veh/h) 449 633 1034 Volume Total 155 85 421 113 41 90 Volume Left 155 0 0 0 41 0 Volume Right 0 85 0 113 0 0 cSH 449 633 1700 1700 1034 1700 Volume to Capacity 0.35 0.13 0.25 0.07 0.04 0.05 Queue Length 95th (ft) 38 12 0 0 3 0 Control Delay(s) 17.2 11.6 0.0 0.0 8.6 0.0 Lane LOS C B A Approach Delay(s) 15.2 0.0 2.7 Approach LOS C Inter ectidnsgmmary - '=`. Average Delay 4.4 Intersection Capacity Utilization 41.6% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Bart Przybyl Page 23 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Total 38: Commercial RTO Access & WCR 11 7/29/2005 < t l' v Moverie'"nk f l.leia WS9-all" _,f SBL£ WBF Lane Configurations r 4 F f Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 61 567 25 0 233 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 66 616 27 0 253 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 613 pX, platoon unblocked vC, conflicting volume 870 616 643 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 870 616 643 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free% 100 86 100 cM capacity(veh/h) 322 490 941 Direc'tign,t=ine , yfl a B Volume Total 66 616 27 253 Volume Left 0 0 0 0 Volume Right 66 0 27 0 cSH 490 1700 1700 1700 Volume to Capacity 0.14 0.36 0.02 0.15 Queue Length 95th (ft) 12 0 0 0 Control Delay(s) 13.5 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 13.5 0.0 0.0 Approach LOS B "' Intersection Summary r . v "':u Average Delay 0.9 Intersection Capacity Utilization 40.3% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Bart Przybyl Page 24 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Total 39: South Center Access & WCR 11 7/29/2005 • ?JLent , rte: . . . VB[; A1iv �f�7, fi16i' T3L : S . _ Lane Configurations r 1 r } Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 89 490 12 0 336 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 97 533 13 0 365 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 898 533 546 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 898 533 546 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF(s) 3.5 3.3 2.2 p0 queue free% 100 82 100 cM capacity(veh/h) 310 547 1024 Di eption Ltate#.. Va' 8 N82 j' SB 1 , .'N :as ,s < .ti Volume Total 97 533 13 365 Volume Left 0 0 0 0 Volume Right 97 0 13 0 cSH 547 1700 1700 1700 Volume to Capacity 0.18 0.31 0.01 0.21 Queue Length 95th (ft) 16 0 0 0 Control Delay(s) 13.0 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 13.0 0.0 0.0 Approach LOS B IniterSection=Summary .- r Average Delay 1.2 Intersection Capacity Utilization 38.0% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Bart Przybyl Page 25 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Total 40: North Center Access & WCR 11 7/29/2005 t T P ti rilkeffi t E TNBL OWE 144 L _;s ,P7, 0` .;tom - " Lane Configurations r T r t Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 20 566 13 0 336 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 22 615 14 0 365 Pedestrians Lane Width (ft) Walking Speed (his) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 980 615 629 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 980 615 629 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free% 100 96 100 cM capacity(veh/h) 277 491 953 Dfreetit i . , -7---t-WRATtriNttiall3T2AWMe::+74Nsi Volume Total 22 615 14 365 Volume Left 0 0 0 0 Volume Right 22 0 14 0 cSH 491 1700 1700 1700 Volume to Capacity 0.04 0.36 0.01 0.21 Queue Length 95th (ft) 3 0 0 0 Control Delay(s) 12.7 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 12.7 0.0 0.0 Approach LOS B _ lgte secff©n ma y: 4, __ i . ₹ . . ., Average Delay 0.3 Intersection Capacity Utilization 39.8% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Bart Przybyl Page 26 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Total 41: Southernmost Access & WCR 11 7/29/2005 KfO ardent. ;x r ky$ ,. B ri fAlC e @RanESBT, Lane Configurations r f r f Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 77 425 12 0 336 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 84 462 13 0 365 Pedestrians Lane Width (ft) Walking Speed (ft/s) '- Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 765 pX, platoon unblocked 0.99 0.99 0.99 vC, conflicting volume 827 462 475 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 826 457 470 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free% 100 86 100 cM capacity(veh/h) 339 598 1082 D,3rehliorf. Lapp=#,z.a8 N9at1BaS Volume Total 84 462 13 365 Volume Left 0 0 0 0 Volume Right 84 0 13 0 cSH 598 1700 1700 1700 Volume to Capacity 0.14 0.27 0.01 0.21 Queue Length 95th (ft) 12 0 0 0 Control Delay(s) 12.0 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 12.0 0.0 0.0 Approach LOS B lritefsection;SUn*iiary _ at- e .�, Average Delay 1.1 Intersection Capacity Utilization 33.8% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Bart Przybyl Page 27 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Total 48: WCR 28 & Eastern PA-12 Access w t 7/29/2005 Met ether -4 ' ' ` E a4ggv ill- . H x TT BR:. l S Fart aB ' BE Lane Configurations ►( �� ►� f'� Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 17 370 28 10 420 9 0 0 30 0 0 45 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 Hourly flow rate (vph) 18 402 30 11 457 10 0 0 33 0 0 49 Pedestrians Lane Width (ft) Walking Speed (ft/s) '— Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 466 433 753 942 216 754 953 233 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 466 433 753 942 216 754 953 233 tC,single(s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 - p0 queue free% 98 99 100 100 96 100 100 94 cM capacity(veh/h) 1091 1123 274 254 788 280 251 769 Direr'parr. > al . '.BB tLcEe wtinwo Volume Total 18 268 164 11 304 162 33 49 Volume Left 18 0 0 11 0 0 0 0 Volume Right 0 0 30 0 0 10 33 49 cSH 1091 1700 1700 1123 1700 1700 788 769 Volume to Capacity 0.02 0.16 0.10 0.01 0.18 0.10 0.04 0.06 Queue Length 95th (ft) 1 0 0 1 0 0 3 5 Control Delay(s) 8.4 0.0 0.0 8.2 0.0 0.0 9.8 10.0 Lane LOS A A A B Approach Delay(s) 0.3 0.2 9.8 10.0 Approach LOS A B In erssectrortSUmttt8fy s 5`<# r - - *i' Average Delay 1.0 Intersection Capacity Utilization 21.9% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Bart Przybyl Page 29 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 AM Peak Total 62: SH 66 & West Commercial 3/4 Access 7/29/2005 —+ 7 f 4\ t P.,: f " t ". a"EBIt Whllat _ B L ts1Q,_` *. _,Zn, `" 4 Lane Configurations tt r ►f �f r Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 588 46 39 1111 0 36 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 639 50 42 1208 0 39 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 1278 1160 pX, platoon unblocked 0.97 0.86 0.97 vC, conflicting volume 689 1328 320 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 655 1128 275 tC, single(s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free% 95 100 94 cM capacity(veh/h) 905 162 704 ORFANartaWel= fir-- Efw'2 EBsa lg' 8 .. 1 aVg* ' *_. . Volume Total 320 320 50 42 604 604 39 Volume Left 0 0 0 42 0 0 0 Volume Right 0 0 50 0 0 0 39 cSH 1700 1700 1700 905 1700 1700 704 Volume to Capacity 0.19 0.19 0.03 0.05 0.36 0.36 0.06 Queue Length 95th (ft) 0 0 0 4 0 0 4 Control Delay(s) 0.0 0.0 0.0 9.2 0.0 0.0 10.4 Lane LOS A B Approach Delay(s) 0.0 0.3 10.4 Approach LOS B f :or- ; — tnt�ers�ction Summary k. �, �y ': �_,�. ��F � } � �'� , �,-�,�.� Average Delay 0.4 Intersection Capacity Utilization 34.0% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2025 AM Peak Total Bart Przybyl Page 32 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Background 1: SH 66 & WCR 9.5 3/24/2005 -► 7 ~ 4\ t Moyemertt , EBT . EBR WBL .WBT NBL NBR Lane Configurations ft r 'i ft 'i'i r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 1.00 1.00 0.95 0.97 1.00 Fri 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3539 1583 1770 3539 3433 1583 Fit Permitted 1.00 1.00 0.21 1.00 0.95 1.00 Satd. Flow (perm) 3539 1583 384 3539 3433 1583 Volume (vph) 882 275 116 982 488 249 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 959 299 126 1067 530 271 RTOR Reduction (vph) 0 0 0 0 0 190 Lane Group Flow(vph) 959 299 126 1067 530 81 Turn Type Free pm+pt Perm Protected Phases 4 3 8 2 Permitted Phases Free 8 2 Actuated Green, G (s) 65.1 120.0 76.0 76.0 36.0 36.0 Effective Green, g (s) 65.1 120.0 76.0 76.0 36.0 36.0 Actuated g/C Ratio 0.54 1.00 0.63 0.63 0.30 0.30 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1920 1583 323 2241 1030 475 v/s Ratio Prot c0.27 0.02 c0.30 c0.15 v/s Ratio Perm 0.19 0.22 0.05 v/c Ratio 0.50 0.19 0.39 0.48 0.51 0.17 Uniform Delay, dl 17.2 0.0 11.2 11.5 34.8 31.0 Progression Factor 1.00 1.00 0.66 0.33 0.81 0.75 Incremental Delay, d2 0.9 0.3 0.8 0.7 1.8 0.8 Delay(s) 18.2 0.3 8.1 4.6 30.0 23.9 Level of Service B A A ACC Approach Delay(s) 13.9 4.9 27.9 Approach LOS B A C Intersection Su mary HCM Average Control Delay 14.1 HCM Level of Service B HCM Volume to Capacity ratio 0.51 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 54.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group St. Vrain Lakes (LSC#040840) 2025 PM Peak Background Bart Przybyl Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Background 2: SH 66 & WCR 13 7/21/2005 f —• C t t P `► 1 d �•f."�axlfi ` .,e1 � -'! �_7� -„'i �. i -? *' c,"1:1-f- - S4 '� ; ., 1..�0.. Lane Configurations 'j tt r .T4 r f i" 1a Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 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 0.92 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow(prot) 1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1716 Flt Permitted 0.40 1.00 1.00 0.32 1.00 1.00 0.46 1.00 1.00 0.70 1.00 Satd. Flow(perm) 746 3539 1583 590 3539 1583 856 1863 1583 1310 1716 Volume (vph) 96 755 91 34 531 13 51 76 91 9 36 40 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 104 821 99 37 577 14 55 83 99 10 39 43 RTOR Reduction (vph) 0 0 0 0 0 5 0 0 85 0 38 0 Lane Group Flow(vph) 104 821 99 37 577 9 55 83 14 10 44 0 Turn Type pm+pt Free pm+pt Perm pm+pt Perm pm+pt Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 Free 8 8 2 2 6 Actuated Green, G (s) 87.8 81.7 120.0 83.4 79.5 79.5 22.4 17.0 17.0 12.4 11.0 Effective Green, g (s) 87.8 81.7 120.0 83.4 79.5 79.5 22.4 17.0 17.0 12.4 11.0 Actuated g/C Ratio 0.73 0.68 1.00 0.70 0.66 0.66 0.19 0.14 0.14 0.10 0.09 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 598 2409 1583 448 2345 1049 216 264 224 141 157 v/s Ratio Prot c0.01 c0.23 0.00 0.16 c0.02 c0.04 0.00 0.03 v/s Ratio Perm 0.12 c0.06 0.05 0.01 0.03 0.01 0.01 v/c Ratio 0.17 0.34 0.06 0.08 0.25 0.01 0.25 0.31 0.06 0.07 0.28 Uniform Delay, dl 4.8 8.0 0.0 5.9 8.2 6.9 41.1 46.3 44.6 48.5 50.8 Progression Factor 0.17 0.36 1.00 1.00 1.00 1.00 0.87 0.88 1.21 1.00 1.00 Incremental Delay, d2 0.1 0.4 0.1 0.1 0.3 0.0 0.6 0.7 0.1 0.2 1.0 Delay(s) 0.9 3.2 0.1 5.9 8.4 6.9 36.2 41.3 54.1 48.7 51.8 Level of Service A A A A A A DDDDD Approach Delay(s) 2.7 8.2 45.4 51.4 Approach LOS A A D D HCM Average Control Delay 11.8 HCM Level of Service B HCM Volume to Capacity ratio 0.31 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 43.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group St. Vrain Lakes (LSC#040840) 2025 PM Peak Background Bart Przybyl Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Background — 3: WCR 28 & I-25 Frontage Road 3/24/2005 J f ~ 4 t t ti 1 J Movement , EBL 'tEBT- EBR °WBL tz.WaT WI3R NBL ,_NBT NBR :SRL',, SBT- SBR Lane Configurations j ti. I ti, ' To I 1. Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 — Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.98 1.00 0.99 1.00 1.00 — Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 3511 1770 3477 1770 1853 1770 1863 Flt Permitted 0.54 1.00 0.64 1.00 0.68 1.00 0.58 1.00 Satd. Flow (perm) 997 3511 1183 3477 1262 1853 1076 1863 Volume (vph) 3 161 9 1 228 30 13 266 9 22 114 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 3 175 10 1 248 33 14 289 10 24 124 0 - RTOR Reduction (vph) 0 9 0 0 26 0 0 1 0 0 0 0 Lane Group Flow(vph) 3 176 0 1 255 0 14 298 0 24 124 0 Turn Type Perm Perm Perm Perm — Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 8.3 8.3 8.3 8.3 43.7 43.7 43.7 43.7 Effective Green, g (s) 8.3 8.3 8.3 8.3 43.7 43.7 43.7 43.7 — Actuated g/C Ratio 0.14 0.14 0.14 0.14 0.73 0.73 0.73 0.73 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 — ^ Lane Grp Cap (vph) 138 486 164 481 919 1350 784 1357 v/s Ratio Prot 0.05 c0.07 c0.16 0.07 v/s Ratio Perm 0.00 0.00 0.01 0.02 v/c Ratio 0.02 0.36 0.01 0.53 0.02 0.22 0.03 0.09 Uniform Delay, dl 22.3 23.5 22.3 24.0 2.2 2.6 2.3 2.4 Progression Factor 1.00 1.00 0.93 0.98 0.71 0.69 1.00 1.00 Incremental Delay, d2 0.1 0.5 0.0 1.1 0.0 0.3 0.1 0.1 Delay(s) 22.4 23.9 20.8 24.7 1.6 2.2 2.3 2.5 Level of Service C C C C A A A A Approach Delay(s) 23.9 24.7 2.1 2.5 — Approach LOS C C A A (rite section Summary HCM Average Control Delay 13.4 HCM Level of Service B — HCM Volume to Capacity ratio 0.27 Actuated Cycle Length (s) 60.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 32.2% ICU Level of Service A — Analysis Period (min) 15 c Critical Lane Group — St. Vrain Lakes (LSC#040840) 2025 PM Peak Background Bart Przybyl Page 3 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Background — 5: WCR 24 & WCR 13 7/21/2005 f -W C ~ t 4\ t /* ti t r - �. �,, Lane Configurations li ft jw ,i tat r 1 tit r li it r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 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) 1770 3539 1583 1770 3539 1583 1770 3539 1583 1770 3539 1583 Flt Permitted 0.52 1.00 1.00 0.30 1.00 1.00 0.43 1.00 1.00 0.60 1.00 1.00 Satd. Flow(perm) 960 3539 1583 556 3539 1583 792 3539 1583 1117 3539 1583 Volume (vph) 144 617 544 41 263 61 304 225 36 83 270 91 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 157 671 591 45 286 66 330 245 39 90 293 99 - RTOR Reduction (vph) 0 0 355 0 0 41 0 0 26 0 0 75 Lane Group Flow(vph) 157 671 236 45 286 25 330 245 13 90 293 24 Turn Type pm+pt Perm pm+pt Perm pm+pt Perm pm+pt Perm — Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 8 2 2 6 6 Actuated Green, G (s) 56.3 48.0 48.0 51.7 45.7 45.7 54.0 41.2 41.2 37.9 29.1 29.1 Effective Green, g (s) 56.3 48.0 48.0 51.7 45.7 45.7 54.0 41.2 41.2 37.9 29.1 29.1 Actuated g/C Ratio 0.47 0.40 0.40 0.43 0.38 0.38 0.45 0.34 0.34 0.32 0.24 0.24 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 — -- Lane Grp Cap (vph) 506 1416 633 300 1348 603 527 1215 543 401 858 384 v/s Ratio Prot c0.02 c0.19 0.01 0.08 c0.11 0.07 0.02 0.08 v/s Ratio Perm 0.12 0.15 0.06 0.02 c0.17 0.01 0.05 0.02 v/c Ratio 0.31 0.47 0.37 0.15 0.21 0.04 0.63 0.20 0.02 0.22 0.34 0.06 Uniform Delay, dl 18.7 26.7 25.4 20.5 25.0 23.4 22.7 27.8 26.1 29.6 37.5 35.0 Progression Factor 0.42 0.50 1.72 1.00 1.00 1.00 1.00 1.00 1.00 0.93 0.96 1.04 Incremental Delay, d2 0.3 0.9 1.3 0.2 0.4 0.1 2.3 0.4 0.1 0.3 1.1 0.3 _ Delay(s) 8.1 14.3 44.8 20.7 25.4 23.5 25.1 28.2 26.2 27.7 37.0 36.8 Level of Service A BDCCCCCCCDD Approach Delay(s) 26.3 24.5 26.4 35.2 — Approach LOS C C C D ,y1�LnfiiiAgj. w, aA. -..ourv.;c.."f. _ ..y. ,„ ?t .� I. . ;:4-%H.. f ''c4 .ern. HCM Average Control Delay 27.6 HCM Level of Service C HCM Volume to Capacity ratio 0.54 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 58.0% ICU Level of Service B — Analysis Period (min) 15 c Critical Lane Group St. Vrain Lakes (LSC#040840) 2025 PM Peak Background Bart Przybyl Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Background 6: WCR 24 & 1-25 Frontage Road 3/24/2005 A — f ~ t 4\ t P 1 J Movement EBL --EBr --EBR :;WBL .4fflBT--;WBR NBL - NBT- NBA •SBL :SBT SBR Lane Configurations tt r ?f i" 'i'i ti r it r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 1.00 1.00 0.95 1.00 0.97 0.95 1.00 1.00 0.95 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) 3433 3539 1583 1770 3539 1583 3433 3539 1583 1770 3539 1583 Flt Permitted 0.21 1.00 1.00 0.17 1.00 1.00 0.58 1.00 1.00 0.65 1.00 1.00 Satd. Flow(perm) 758 3539 1583 310 3539 1583 2101 3539 1583 1208 3539 1583 Volume (vph) 548 1221 349 13 661 83 606 150 34 158 88 600 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 596 1327 379 14 718 90 659 163 37 172 96 652 RTOR Reduction (vph) 0 0 174 0 0 58 0 0 28 0 0 0 Lane Group Flow(vph) 596 1327 205 14 718 32 659 163 9 172 96 652 Turn Type pm+pt Perm Perm Perm pm+pt Perm pm+pt Free Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 4 8 8 2 2 6 Free Actuated Green, G (s) 65.0 65.0 65.0 42.3 42.3 42.3 47.0 30.2 30.2 33.9 21.1 120.0 Effective Green, g (s) 65.0 65.0 65.0 42.3 42.3 42.3 47.0 30.2 30.2 33.9 21.1 120.0 Actuated g/C Ratio 0.54 0.54 0.54 0.35 0.35 0.35 0.39 0.25 0.25 0.28 0.18 1.00 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 827 1917 857 109 1247 558 1066 891 398 401 622 1583 v/s Ratio Prot 0.11 c0.37 0.20 c0.11 0.05 0.05 0.03 v/s Ratio Perm c0.28 0.13 0.05 0.02 c0.13 0.01 0.08 0.41 v/c Ratio 0.72 0.69 0.24 0.13 0.58 0.06 0.62 0.18 0.02 0.43 0.15 0.41 Uniform Delay, dl 18.4 20.2 14.5 26.3 31.6 25.7 27.6 35.2 33.8 34.2 41.9 0.0 Progression Factor 1.00 1.00 1.00 0.87 0.92 1.30 1.00 1.00 1.00 0.83 0.89 1.00 Incremental Delay, d2 3.1 2.1 0.7 2.3 1.9 0.2 1.1 0.5 0.1 0.7 0.5 0.8 Delay(s) 21.5 22.2 15.1 25.2 31.1 33.6 28.6 35.7 33.9 29.1 38.0 0.8 Level of Service CC BCCCCDCCD A Approach Delay(s) 20.9 31.2 30.2 10.0 Approach LOS C C C A Intersection'Summary' - HCM Average Control Delay 22.2 HCM Level of Service C HCM Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 71.0% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ifs St. Vrain Lakes (LSC#040840) 2025 PM Peak Background Bart Przybyl Page 5 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Background — 7: WCR 28 & WCR 9.5 3/24/2005 la —• - , C t 4\ t t ti 1 4/ — Movetent s EBL ISBTs, .EBR i WBL. WBT WBR ' NBL >NBT ..NBR , SKC--RS&T ,SBR Lane Configurations II $1. ) no 11 +t r i ff r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 0.95 0.95 1.00 0.95 1.00 Frt 1.00 1.00 0.91 1.00 1.00 1.00 0.85 — Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 3539 3211 3539 1770 3539 1583 Flt Permitted 0.34 1.00 1.00 1.00 0.55 1.00 1.00 Satd. Flow(perm) 626 3539 3211 3539 1016 3539 1583 — Volume (vph) 121 73 0 0 59 96 0 277 0 135 422 200 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 132 79 0 0 64 104 0 301 0 147 459 217 RTOR Reduction (vph) 0 0 0 0 97 0 0 0 0 0 0 78 Lane Group Flow(vph) 132 79 0 0 71 0 0 301 0 147 459 139 Turn Type pm+pt pm+pt pm+pt Perm pm+pt Perm — Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 2 6 6 Actuated Green, G (s) 25.5 25.5 7.9 74.3 85.2 77.0 77.0 Effective Green, g (s) 25.5 25.5 7.9 74.3 85.2 77.0 77.0 Actuated g/C Ratio 0.21 0.21 0.07 0.62 0.71 0.64 0.64 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 — Lane Grp Cap (vph) 263 752 211 2191 773 2271 1016 v/s Ratio Prot c0.06 0.02 0.02 0.09 c0.01 c0.13 v/s Ratio Perm c0.05 0.12 0.09 — v/c Ratio 0.50 0.11 0.34 0.14 0.19 0.20 0.14 Uniform Delay, dl 40.4 38.1 53.5 9.5 5.5 8.9 8.4 Progression Factor 0.75 0.76 0.66 0.61 0.88 0.88 0.48 Incremental Delay, d2 1.5 0.1 0.9 0.1 0.1 0.2 0.3 — Delay(s) 31.7 29.2 36.2 5.9 5.0 8.0 4.4 Level of Service C C D A A A A Approach Delay(s) 30.7 36.2 5.9 6.5 — Approach LOS C D A A Intersection Summary '. HCM Average Control Delay 13.1 HCM Level of Service B "" HCM Volume to Capacity ratio 0.27 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 39.9% ICU Level of Service A — Analysis Period (min) 15 c Critical Lane Group — St. Vrain Lakes (LSC#040840) 2025 PM Peak Background Bart Przybyl Page 6 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Background 8: 1-25 Frontage Road & WCR 9.5 3/24/2005 `1 t j J Movement .e rEBL , EBB . NBL NBT SBT, SBR Lane Configurations r Sign Control Stop Free Free — Grade 0% 0% 0% Volume (veh/h) 0 125 288 277 422 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 136 313 301 459 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1235 229 459 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1235 229 459 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 — p0 queue free% 100 82 72 cM capacity(veh/h) 120 773 1099 Direction, Lane`# „xEBt1 NB1 . NB 2; NB 3 SB 1• SB 2 Volume Total 136 313 151 151 306 153 Volume Left 0 313 0 0 0 0 Volume Right 136 0 0 0 0 0 cSH 773 1099 1700 1700 1700 1700 Volume to Capacity 0.18 0.28 0.09 0.09 0.18 0.09 Queue Length 95th (ft) 16 30 0 0 0 0 Control Delay(s) 10.6 9.6 0.0 0.0 0.0 0.0 Lane LOS B A Approach Delay(s) 10.6 4.9 0.0 Approach LOS B Intersection Summary Average Delay 3.7 Intersection Capacity Utilization 34.3% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2025 PM Peak Background Bart Przybyl Page 7 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Background 18: SH 66 & WCR 11 7/21/2005 —OP Z • '— `t icrz. a si i.i LC ';:f11`. 14. rt'sx eSzt7: a. . 0,1:;"ei1. .77,:x:1,1", .: Lane Configurations tt ® r ?t r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 1.00 1.00 0.95 0.97 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 3539 1583 1770 3539 3433 1583 Flt Permitted 1.00 1.00 0.26 1.00 0.95 1.00 Satd. Flow (perm) 3539 1583 478 3539 3433 1583 Volume (vph) 912 127 30 547 169 23 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 991 138 33 595 184 25 RTOR Reduction (vph) 0 0 0 0 0 23 Lane Group Flow(vph) 991 138 33 595 184 2 Turn Type Free pm+pt Perm Protected Phases 4 3 8 2 Permitted Phases Free 8 2 Actuated Green, G (s) 93.3 120.0 100.9 100.9 11.1 11.1 Effective Green, g (s) 93.3 120.0 100.9 100.9 11.1 11.1 Actuated g/C Ratio 0.78 1.00 0.84 0.84 0.09 0.09 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 — Lane Grp Cap (vph) 2752 1583 441 2976 318 146 v/s Ratio Prot c0.28 0.00 c0.17 c0.05 v/s Ratio Perm 0.09 0.06 0.00 v/c Ratio 0.36 0.09 0.07 0.20 0.58 0.02 Uniform Delay, dl 4.1 0.0 2.1 1.8 52.2 49.5 Progression Factor 0.49 1.00 0.88 0.87 1.00 1.01 Incremental Delay, d2 0.3 0.1 0.1 0.1 2.5 0.0 Delay(s) 2.3 0.1 1.9 1.7 54.7 49.9 Level of Service A A A A DD Approach Delay(s) 2.1 1.7 54.1 Approach LOS A A D "u 'WS"? V.77f. „ 3rr ' �' k '£'. n HCM Average Control Delay 7.5 HCM Level of Service A HCM Volume to Capacity ratio 0.38 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 36.7% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group St. Vrain Lakes (LSC#040840) 2025 PM Peak Background Bart Przybyl Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Background 23: WCR 28 & WCR 13 3/24/2005 Movement .- _;;' EBL EBR= NBL tNBT "SBT SBR ' Lane Configurations r 14 ft r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(prot) 1770 1583 1770 3539 3539 1583 Flt Permitted 0.95 1.00 0.57 1.00 1.00 1.00 _ Satd. Flow(perm) 1770 1583 1066 3539 3539 1583 Volume (vph) 7 199 161 195 167 1 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 8 216 175 212 182 1 ^- RTOR Reduction (vph) 0 190 0 0 0 0 Lane Group Flow(vph) 8 26 175 212 182 1 Turn Type Perm pm+pt Free Protected Phases 4 5 2 6 Permitted Phases 4 2 Free Actuated Green, G (s) 7.1 7.1 44.9 44.9 35.5 60.0 _ Effective Green, g (s) 7.1 7.1 44.9 44.9 35.5 60.0 Actuated g/C Ratio 0.12 0.12 0.75 0.75 0.59 1.00 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 — ^ Lane Grp Cap (vph) 209 187 861 2648 2094 1583 v/s Ratio Prot 0.00 c0.02 0.06 0.05 v/s Ratio Perm c0.02 c0.13 0.00 v/c Ratio 0.04 0.14 0.20 0.08 0.09 0.00 Uniform Delay, dl 23.4 23.7 2.3 2.0 5.3 0.0 Progression Factor 1.00 1.00 0.73 0.54 1.04 1.00 Incremental Delay, d2 0.1 0.3 0.1 0.1 0.1 0.0 Delay(s) 23.5 24.0 1.8 1.2 5.6 0.0 Level of Service CC A A A A Approach Delay(s) 24.0 1.4 5.6 Approach LOS C A A Intersection Summary , . ',. HCM Average Control Delay 8.8 HCM Level of Service A HCM Volume to Capacity ratio 0.19 Actuated Cycle Length (s) 60.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 26.9% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group St. Vrain Lakes (LSC#040840) 2025 PM Peak Background Bart Przybyl Page 14 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Total 1: SH 66 & WCR 9.5 7/29/2005 7 C ~ 4\ f* NCoite. t. a M wotswvoia at^' i k . w a Lane Configurations tt r '1 '9 Vi r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 1.00 1.00 0.95 0.97 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3539 1583 1770 3539 3433 1583 Flt Permitted 1.00 1.00 0.06 1.00 0.95 1.00 Satd. Flow(perm) 3539 1583 114 3539 3433 1583 Volume (vph) 1467 774 155 1395 807 324 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 1595 841 168 1516 877 352 RTOR Reduction (vph) 0 0 0 0 0 146 Lane Group Flow(vph) 1595 841 168 1516 877 206 Turn Type Free pm+pt Perm Protected Phases 4 3 8 2 Permitted Phases Free 8 2 Actuated Green, G (s) 61.6 120.0 77.0 77.0 35.0 35.0 Effective Green, g (s) 61.6 120.0 77.0 77.0 35.0 35.0 Actuated g/C Ratio 0.51 1.00 0.64 0.64 0.29 0.29 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 — — Lane Grp Cap (vph) 1817 1583 230 2271 1001 462 v/s Ratio Prot c0.45 0.07 c0.43 c0.26 v/s Ratio Perm 0.53 0.40 0.13 v/c Ratio 0.88 0.53 0.73 0.67 0.88 0.45 Uniform Delay, dl 25.9 0.0 32.4 13.5 40.4 34.6 Progression Factor 1.00 1.00 1.31 0.74 0.79 0.55 Incremental Delay, d2 6.4 1.3 11.0 1.5 10.1 2.9 Delay(s) 32.2 1.3 53.3 11.5 42.1 21.9 Level of Service C A D BDC Approach Delay(s) 21.6 15.7 36.3 Approach LOS C B D frll"e.'rs rtt" v W f ,v514r. ar¢ ^ l s o HCM Average Control Delay 23.1 HCM Level of Service C HCM Volume to Capacity ratio 0.86 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 82.2% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Bart Przybyl Page 1 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Total 2: SH 66 & WCR 13 7/29/2005 l ( .- t 1 f P V j d Mby rtie",R a ..` L ri t3T BFt :1�7 .'. NBR r NFL ` T±ADT3 $6L- lai = BF Lane Configurations 111 tt r ►) tt r ►) f r q t. Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 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 0.93 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1724 Flt Permitted 0.36 1.00 1.00 0.23 1.00 1.00 0.35 1.00 1.00 0.70 1.00 _ Satd. Flow(perm) 664 3539 1583 421 3539 1583 659 1863 1583 1295 1724 Volume (vph) 127 833 183 110 610 13 160 87 117 9 70 69 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 138 905 199 120 663 14 174 95 127 10 76 75 RTOR Reduction (vph) 0 0 0 0 0 6 0 0 95 0 32 0 Lane Group Flow(vph) 138 905 199 120 663 8 174 95 32 10 119 0 Turn Type pm+pt Free pm+pt Perm pm+pt Perm pm+pt Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 Free 8 8 2 2 6 Actuated Green, G (s) 69.9 63.4 120.0 74.3 65.6 65.6 35.9 30.5 30.5 17.8 16.4 Effective Green, g (s) 69.9 63.4 120.0 74.3 65.6 65.6 35.9 30.5 30.5 17.8 16.4 Actuated g/C Ratio 0.58 0.53 1.00 0.62 0.55 0.55 0.30 0.25 0.25 0.15 0.14 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 — ^ Lane Grp Cap (vph) 447 1870 1583 358 1935 865 341 474 402 198 236 v/s Ratio Prot 0.02 c0.26 c0.02 0.19 c0.07 0.05 0.00 0.07 v/s Ratio Perm 0.16 c0.13 0.18 0.00 c0.09 0.02 0.01 v/c Ratio 0.31 0.48 0.13 0.34 0.34 0.01 0.51 0.20 0.08 0.05 0.50 Uniform Delay, dl 11.6 17.9 0.0 11.1 15.2 12.4 33.1 35.2 34.1 43.8 48.0 Progression Factor 0.27 0.31 1.00 1.00 1.00 1.00 0.84 0.84 0.92 1.00 1.00 Incremental Delay, d2 0.4 0.8 0.1 0.6 0.5 0.0 1.3 0.2 0.1 0.1 1.7 Delay(s) 3.5 6.4 0.1 11.7 15.7 12.4 29.1 29.8 31.4 43.9 49.7 Level of Service A A A BBBCCCDD Approach Delay(s) 5.1 15.0 30.0 49.4 Approach LOS A B C D InerSCtIIO_rt]F17GItafya YY 3 t' $ E2ma u HCM Average Control Delay 14.7 HCM Level of Service B HCM Volume to Capacity ratio 0.48 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 59.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Bart Przybyl Page 2 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Total — 3: WCR 28 & I-25 Frontage Road 7/29/2005 ' is —.• k-te '— -\ t P \* 1 I — I dte rerr ,.; L , .. _ ' 5FE' $l44 NBTr lRB,449B E BT SBR Lane Configurations j tte 11 tt' ►j 1. 1 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 — Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 0.98 1.00 0.96 1.00 1.00 — Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1770 3472 1770 3478 1770 1792 1770 1863 Flt Permitted 0.33 1.00 0.25 1.00 0.67 1.00 0.47 1.00 Satd. Flow (perm) 617 3472 468 3478 1248 1792 873 1863 — Volume (vph) 3 555 80 65 468 61 86 277 94 73 125 0 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 3 603 87 71 509 66 93 301 102 79 136 0 - RTOR Reduction (vph) 0 22 0 0 20 0 0 16 0 0 0 0 Lane Group Flow (vph) 3 668 0 71 555 0 93 387 0 79 136 0 Turn Type Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 18.4 18.4 18.4 18.4 33.6 33.6 33.6 33.6 Effective Green, g (s) 18.4 18.4 18.4 18.4 33.6 33.6 33.6 33.6 — Actuated g/C Ratio 0.31 0.31 0.31 0.31 0.56 0.56 0.56 0.56 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 — ^ Lane Grp Cap (vph) 189 1065 144 1067 699 1004 489 1043 v/s Ratio Prot c0.19 0.16 c0.22 0.07 v/s Ratio Perm 0.00 0.15 0.07 0.09 v/c Ratio 0.02 0.63 0.49 0.52 0.13 0.39 0.16 0.13 Uniform Delay, dl 14.5 17.9 17.0 17.2 6.3 7.4 6.4 6.3 Progression Factor 1.00 1.00 1.17 1.22 1.03 1.03 1.00 1.00 Incremental Delay, d2 0.0 1.2 2.5 0.4 0.4 1.0 0.7 0.3 — Delay(s) 14.5 19.0 22.4 21.4 6.8 8.7 7.1 6.5 Level of Service B B C C A A A A Approach Delay(s) 19.0 21.5 8.3 6.7 — Approach LOS B C A A tnt seoarGr uFnmary "_y a t' ,; ci' `"d HCM Average Control Delay 15.9 HCM Level of Service B — HCM Volume to Capacity ratio 0.47 Actuated Cycle Length (s) 60.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 59.2% ICU Level of Service B — Analysis Period (min) 15 c Critical Lane Group — St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Bart Przybyl Page 3 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Total — 5: WCR 24 & WCR 13 7/29/2005 is —. NIT te ~ t 4\ t t l r — l7ov4inertE reaM 8 r W_B.Fi }t,(: _" BT :Tat " a r,�S - SBR Lane Configurations li+1'r)it r v it r r) it r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 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) 1770 3539 1583 1770 3539 1583 1770 3539 1583 1770 3539 1583 Flt Permitted 0.29 1.00 1.00 0.26 1.00 1.00 0.35 1.00 1.00 0.45 1.00 1.00 Satd. Flow(perm) 533 3539 1583 488 3539 1583 643 3539 1583 840 3539 1583 Volume (vph) 248 652 633 41 313 166 435 497 36 154 452 174 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 270 709 688 45 340 180 473 540 39 167 491 189 - RTOR Reduction (vph) 0 0 397 0 0 151 0 0 21 0 0 120 Lane Group Flow (vph) 270 709 291 45 340 29 473 540 18 167 491 69 Turn Type pm+pt Perm pm+pt Perm pm+pt Perm pm+pt Perm — Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 4 8 8 2 2 6 6 Actuated Green, G (s) 41.0 32.2 32.2 24.1 19.3 19.3 71.0 56.7 56.7 53.8 43.5 43.5 Effective Green, g (s) 41.0 32.2 32.2 24.1 19.3 19.3 71.0 56.7 56.7 53.8 43.5 43.5 — Actuated g/C Ratio 0.34 0.27 0.27 0.20 0.16 0.16 0.59 0.47 0.47 0.45 0.36 0.36 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 — — Lane Grp Cap (vph) 365 950 425 149 569 255 601 1672 748 456 1283 574 v/s Ratio Prot c0.11 c0.20 0.01 0.10 c0.15 0.15 0.03 0.14 v/s Ratio Perm 0.14 0.18 0.05 0.02 c0.31 0.01 0.13 0.04 — v/c Ratio 0.74 0.75 0.69 0.30 0.60 0.11 0.79 0.32 0.02 0.37 0.38 0.12 Uniform Delay, dl 31.4 40.2 39.4 39.5 46.7 43.0 15.1 19.7 16.9 20.2 28.3 25.5 Progression Factor 0.80 0.86 1.22 1.00 1.00 1.00 1.00 1.00 1.00 0.80 0.85 0.87 Incremental Delay, d2 5.7 4.0 6.5 1.1 4.6 0.9 6.7 0.5 0.1 0.5 0.8 0.4 — Delay(s) 31.0 38.5 54.6 40.6 51.3 43.9 21.9 20.2 17.0 16.6 24.8 22.6 Level of Service CDDDDDCCBBCC Approach Delay(s) 43.9 48.1 20.8 22.7 — Approach LOS D D C C ntersiciton M mtr t °' t ii a s ` , a 'A HCM Average Control Delay 34.3 HCM Level of Service C — HCM Volume to Capacity ratio 0.76 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 72.3% ICU Level of Service C — Analysis Period (min) 15 c Critical Lane Group — St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Bart Przybyl Page 4 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Total — 6: WCR 24 & I-25 Frontage Road 7/29/2005 f -,' i f- -\ t r - l d N rit ' ' ;w` I L $ EBR t im a NBL:kf/NO' FV6F $13. 4SI3T-.PSBR Lane Configurations Vi ft r 'I tt r 't'i ?t r ) tt r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.97 0.95 1.00 1.00 0.95 1.00 0.97 0.95 1.00 1.00 0.95 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) 3433 3539 1583 1770 3539 1583 3433 3539 1583 1770 3539 1583 Flt Permitted 0.12 1.00 1.00 0.19 1.00 1.00 0.66 1.00 1.00 0.51 1.00 1.00 Satd. Flow(perm) 424 3539 1583 346 3539 1583 2396 3539 1583 947 3539 1583 — Volume (vph) 1102 1317 349 20 736 265 606 204 43 282 122 965 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1198 1432 379 22 800 288 659 222 47 307 133 1049 — RTOR Reduction (vph) 0 0 142 0 0 178 0 0 40 0 0 0 Lane Group Flow(vph) 1198 1432 237 22 800 110 659 222 7 307 133 1049 Turn Type pm+pt Perm Perm Perm pm+pt Perm pm+pt Free — Protected Phases 7 4 8 5 2 1 6 Permitted Phases 4 4 8 8 2 2 6 Free Actuated Green, G (s) 75.0 75.0 75.0 30.1 30.1 30.1 33.0 18.0 18.0 33.0 18.0 120.0 Effective Green, g (s) 75.0 75.0 75.0 30.1 30.1 30.1 33.0 18.0 18.0 33.0 18.0 120.0 — Actuated g/C Ratio 0.62 0.62 0.62 0.25 0.25 0.25 0.28 0.15 0.15 0.28 0.15 1.00 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 — -- Lane Grp Cap (vph) 1291 2212 989 87 888 397 789 531 237 363 531 1583 v/s Ratio Prot c0.32 0.40 0.23 0.10 0.06 c0.11 0.04 v/s Ratio Perm c0.26 0.15 0.06 0.07 0.13 0.00 c0.13 0.66 — v/c Ratio 0.93 0.65 0.24 0.25 0.90 0.28 0.84 0.42 0.03 0.85 0.25 0.66 Uniform Delay, dl 31.2 14.2 9.9 36.0 43.5 36.2 39.4 46.3 43.5 38.9 45.0 0.0 Progression Factor 1.00 1.00 1.00 0.87 0.90 1.40 1.00 1.00 1.00 0.92 0.93 1.00 Incremental Delay, d2 11.5 1.5 0.6 5.9 12.3 1.5 7.6 2.4 0.2 16.2 1.1 2.2 — Delay(s) 42.8 15.7 10.5 37.0 51.5 52.0 47.0 48.7 43.8 52.0 43.0 2.2 Level of Service DBBDDDDDDDD A Approach Delay(s) 25.8 51.3 47.3 16.1 — Approach LOS C D D B InteFs. ipieummary :-F , ate_ ,o., HCM Average Control Delay 31.0 HCM Level of Service C — HCM Volume to Capacity ratio 0.89 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 86.4% ICU Level of Service E — Analysis Period (min) 15 c Critical Lane Group — St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Bart Przybyl Page 5 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Total — 7: WCR 28 & WCR 9.5 7/29/2005 II -► c ~ t 4\ t i. ti 1 r — 0P: " . °EBL FEB __Y 1F t:WN6rgR )B)_.. WT_.A°NB f-:;; BL BF Lane Configurations li +1. I 0 ►j ft r vj tit r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 — Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 0.98 1.00 0.95 1.00 1.00 0.85 1.00 1.00 0.85 — Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1770 3477 1770 3371 1770 3539 1583 1770 3539 1583 Flt Permitted 0.50 1.00 0.15 1.00 0.23 1.00 1.00 0.25 1.00 1.00 Satd. Flow(perm) 938 3477 284 3371 425 3539 1583 471 3539 1583 _ Volume (vph) 201 461 62 312 268 124 66 562 407 240 793 261 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 218 501 67 339 291 135 72 611 442 261 862 284 - RTOR Reduction (vph) 0 9 0 0 46 0 0 0 295 0 0 147 Lane Group Flow(vph) 218 559 0 339 380 0 72 611 147 261 862 137 Turn Type pm+pt pm+pt pm+pt Perm pm+pt Perm — Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 2 6 6 Actuated Green, G (s) 38.5 25.0 52.6 35.1 47.3 39.8 39.8 59.4 47.9 47.9 Effective Green, g (s) 38.5 25.0 52.6 35.1 47.3 39.8 39.8 59.4 47.9 47.9 — Actuated g/C Ratio 0.32 0.21 0.44 0.29 0.39 0.33 0.33 0.49 0.40 0.40 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 -- ^ Lane Grp Cap (vph) 395 724 417 986 252 1174 525 402 1413 632 v/s Ratio Prot 0.06 0.16 c0.16 0.11 0.02 0.17 c0.08 0.24 v/s Ratio Perm 0.12 c0.20 0.10 0.09 c0.24 0.09 v/c Ratio 0.55 0.77 0.81 0.39 0.29 0.52 0.28 0.65 0.61 0.22 Uniform Delay, dl 31.6 44.8 29.2 33.8 23.7 32.4 29.5 19.9 28.6 23.7 Progression Factor 0.78 0.82 1.30 0.90 0.90 0.73 0.48 1.07 0.91 0.75 Incremental Delay, d2 1.5 4.8 10.2 0.2 0.6 1.6 1.3 3.4 1.8 0.7 Delay(s) 26.0 41.6 48.1 30.8 21.8 25.3 15.3 24.6 28.0 18.4 Level of Service C D D C CC BCCB Approach Delay(s) 37.3 38.4 21.1 25.5 — Approach LOS D D C C Irate section mgr rri i'=,.e m . ' k# xl n . _ '-'•.,:;:,•1, -;-,-,-.:,;:.:',!::-f w i= . HCM Average Control Delay 29.0 HCM Level of Service C — HCM Volume to Capacity ratio 0.71 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 74.2% ICU Level of Service D — Analysis Period (min) 15 c Critical Lane Group St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Bart Przybyl Page 6 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Total 8: 1-25 Frontage Road & WCR 9.5 7/29/2005 f 4\ t 1 r ttaraBFRMSIWyiat"inM*i*airatA Lane Configurations P ►( tt +1. Sign Control Stop Free Free ^- Grade 0% 0% 0% Volume (veh/h) 0 125 350 1004 944 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 136 380 1091 1026 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 2333 513 1026 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2333 513 1026 tC, single (s) 6.8 6.9 4.1 tC, 2 stage(s) tF(s) 3.5 3.3 2.2 — p0 queue free% 100 73 43 cM capacity(veh/h) 13 506 672 Volume Total 136 380 546 546 684 342 Volume Left 0 380 0 0 0 0 Volume Right 136 0 0 0 0 0 cSH 506 672 1700 1700 1700 1700 Volume to Capacity 0.27 0.57 0.32 0.32 0.40 0.20 Queue Length 95th (ft) 27 89 0 0 0 0 Control Delay(s) 14.7 17.1 0.0 0.0 0.0 0.0 Lane LOS B C Approach Delay(s) 14.7 4.4 0.0 Approach LOS B I�feecttQnsumfinary 5 # .*' z ,.,i, � ' ;; , Average Delay 3.2 Intersection Capacity Utilization 52.2% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Bart Przybyl Page 7 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Total — 14: PA-2 and PA-5 Access & WCR 9.5 7/29/2005 _' -s -• 't c ~ t 4\ t t "► j d - fvioveme0> ... .EBLs fEI3T E63 n ,B . ,,_ ; BR. 'ISTBT, tAtBfU;SBL BTQ i Lane Configurations 4 r 4 r ) 4f r ) tt r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 — Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 — Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1775 1583 1776 1583 1770 3539 1583 1770 3539 1583 Flt Permitted 0.65 1.00 0.54 1.00 0.38 1.00 1.00 0.32 1.00 1.00 Satd. Flow (perm) 1214 1583 1006 1583 708 3539 1583 603 3539 1583 Volume (vph) 182 3 228 97 3 41 164 734 106 52 619 195 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 198 3 248 105 3 45 178 798 115 57 673 212 — RTOR Reduction (vph) 0 0 159 0 0 34 0 0 43 0 0 79 Lane Group Flow(vph) 0 201 89 0 108 11 178 798 72 57 673 133 Turn Type Perm Perm Perm Perm Perm Perm Perm Perm — Protected Phases 4 8 2 6 Permitted Phases 4 4 8 8 2 2 6 6 Actuated Green, G (s) 14.4 14.4 14.4 14.4 37.6 37.6 37.6 37.6 37.6 37.6 Effective Green, g (s) 14.4 14.4 14.4 14.4 37.6 37.6 37.6 37.6 37.6 37.6 — Actuated g/C Ratio 0.24 0.24 0.24 0.24 0.63 0.63 0.63 0.63 0.63 0.63 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 — ^ Lane Grp Cap (vph) 291 380 241 380 444 2218 992 378 2218 992 v/s Ratio Prot 0.23 0.19 v/s Ratio Perm c0.17 0.06 0.11 0.01 c0.25 0.05 0.09 0.08 v/c Ratio 0.69 0.23 0.45 0.03 0.40 0.36 0.07 0.15 0.30 0.13 Uniform Delay, dl 20.8 18.4 19.4 17.4 5.6 5.4 4.4 4.6 5.2 4.6 Progression Factor 1.00 1.00 1.00 1.00 1.04 0.85 1.01 0.91 0.96 2.33 Incremental Delay, d2 6.9 0.3 1.3 0.0 1.7 0.3 0.1 0.6 0.3 0.2 Delay(s) 27.7 18.7 20.7 17.5 7.6 4.9 4.5 4.8 5.2 10.8 Level of Service C B C B A A A A A B Approach Delay(s) 22.7 19.8 5.3 6.5 .— Approach LOS C B A A IritefsectioR;Su'mrnary ' ,t g " _. .' 3,.+-1.11',,:= -r', HCM Average Control Delay 9.5 HCM Level of Service A — HCM Volume to Capacity ratio 0.48 Actuated Cycle Length (s) 60.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 53.1% ICU Level of Service A — Analysis Period (min) 15 c Critical Lane Group — St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Bart Przybyl Page 9 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Total 15: PA-1 Access & I-25 Frontage Road 7/29/2005 f P �► l - 11Qf%yefiegt �L.: l 87IBtT;g f . " _. Lane Configurations r + Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 169 288 62 145 125 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 184 313 67 158 136 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 798 347 380 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 798 347 380 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 .-. p0 queue free% 100 74 87 cM capacity(veh/h) 308 696 1178 �� a, ,' '� .' �.2 e„Ks �'�..FF,:' t ''�'`.7. *= Volume Total 184 380 158 136 Volume Left 0 0 158 0 Volume Right 184 67 0 0 cSH 696 1700 1178 1700 Volume to Capacity 0.26 0.22 0.13 0.08 Queue Length 95th (ft) 26 0 12 0 Control Delay(s) 12.0 0.0 8.5 0.0 Lane LOS B A Approach Delay(s) 12.0 0.0 4.6 Approach LOS B Ir)le ctio mma 4, Average Delay 4.1 Intersection Capacity Utilization 36.1% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Bart Przybyl Page 10 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Total 16: School Access & WCR 9.5 7/29/2005 Movement "VBL Eil aB Lane Configurations r ft r 11 ft Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 177 858 99 302 865 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 192 933 108 328 940 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 2059 466 1040 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2059 466 1040 tC, single(s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free% 100 65 51 cM capacity(veh/h) 24 543 664 Volume Total 192 466 466 108 328 470 470 Volume Left 0 0 0 0 328 0 0 Volume Right 192 0 0 108 0 0 0 cSH 543 1700 1700 1700 664 1700 1700 Volume to Capacity 0.35 0.27 0.27 0.06 0.49 0.28 0.28 Queue Length 95th (ft) 40 0 0 0 69 0 0 Control Delay(s) 15.2 0.0 0.0 0.0 15.6 0.0 0.0 — Lane LOS C C Approach Delay(s) 15.2 0.0 4.0 Approach LOS C _ Intej%& nou itnarY z;.. .„;.- :,, , re ` ar Average Delay 3.2 Intersection Capacity Utilization 47.1% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Bart Przybyl Page 11 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Total 18: SH 66 & WCR 11 7/29/200S` ~ 4\ its. Me ,., wE4yHRfl11BL ' _ ��NBR; f �. Lane Configurations tt F ►i tt 'i'j r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 1.00 1.00 0.95 0.97 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3539 1583 1770 3539 3433 1583 Flt Permitted 1.00 1.00 0.14 1.00 0.95 1.00 Satd. Flow(perm) 3539 1583 266 3539 3433 1583 Volume (vph) 1220 479 65 696 473 86 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1326 521 71 757 514 93 RTOR Reduction (vph) 0 0 0 0 0 75 Lane Group Flow(vph) 1326 521 71 757 514 18 Turn Type Free pm+pt Perm _. Protected Phases 4 3 8 2 Permitted Phases Free 8 2 Actuated Green, G (s) 79.2 120.0 89.4 89.4 22.6 22.6 Effective Green, g (s) 79.2 120.0 89.4 89.4 22.6 22.6 Actuated g/C Ratio 0.66 1.00 0.75 0.75 0.19 0.19 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 ^ Lane Grp Cap (vph) 2336 1583 276 2637 647 298 v/s Ratio Prot c0.37 0.01 0.21 c0.15 v/s Ratio Perm c0.33 0.18 0.01 v/c Ratio 0.57 0.33 0.26 0.29 0.79 0.06 Uniform Delay, dl 11.1 0.0 7.5 5.0 46.5 40.0 Progression Factor 0.23 1.00 2.59 0.64 0.96 0.96 Incremental Delay, d2 0.5 0.3 0.5 0.3 6.6 0.1 Delay(s) 3.1 0.3 19.8 3.5 51.1 38.3 Level of Service A A B ADD Approach Delay(s) 2.3 4.9 49.1 Approach LOS A A D IntersegrontSurfmary __ s `. HCM Average Control Delay 11.6 HCM Level of Service B HCM Volume to Capacity ratio 0.59 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 60.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Bart Przybyl Page 12 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Total 19: WCR 28 & PA-6 Access 7/29/2005 —1" F 4— 1 P .effe aEBticiaB€GVIBBT NBL a1i3R„r _;3:. Lane Configurations P 4t P Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 1043 61 0 706 0 56 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 — Hourly flow rate(vph) 1134 66 0 767 0 61 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 1280 pX, platoon unblocked 0.91 0.91 0.91 vC, conflicting volume 1200 1517 567 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1121 1469 425 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free% 100 100 88 cM capacity(veh/h) 563 107 526 Diiectton;Lane s,=E8 1 -EB2_l ,WB aAN,,¢2 NBlF Volume Total 567 567 66 384 384 61 Volume Left 0 0 0 0 0 0 Volume Right 0 0 66 0 0 61 cSH 1700 1700 1700 1700 1700 526 Volume to Capacity 0.33 0.33 0.04 0.23 0.23 0.12 Queue Length 95th (ft) 0 0 0 0 0 10 Control Delay(s) 0.0 0.0 0.0 0.0 0.0 12.7 Lane LOS B Approach Delay(s) 0.0 0.0 12.7 Approach LOS B Interseptto04mma'ry' '; Average Delay 0.4 Intersection Capacity Utilization 39.0% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Bart Przybyl Page 13 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Total 23: WCR 28 & WCR 13 7/29/2005 f 1 t 1 d M©"eT ant g(`_rgE313 a L„' Tai E [s 4 r il,. . " _`< Lane Configurations r i tit ft Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1770 1583 1770 3539 3539 1583 Flt Permitted 0.95 1.00 0.46 1.00 1.00 1.00 Satd. Flow (perm) 1770 1583 851 3539 3539 1583 Volume (vph) 48 335 418 418 366 117 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 52 364 454 454 398 127 RTOR Reduction (vph) 0 312 0 0 0 0 Lane Group Flow(vph) 52 52 454 454 398 127 Turn Type Perm pm+pt Free Protected Phases 4 5 2 6 Permitted Phases 4 2 Free Actuated Green, G (s) 8.5 8.5 43.5 43.5 30.3 60.0 Effective Green, g (s) 8.5 8.5 43.5 43.5 30.3 60.0 Actuated g/C Ratio 0.14 0.14 0.72 0.72 0.51 1.00 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 251 224 758 2566 1787 1583 v/s Ratio Prot 0.03 c0.09 0.13 0.11 v/s Ratio Perm c0.03 c0.34 0.08 v/c Ratio 0.21 0.23 0.60 0.18 0.22 0.08 Uniform Delay, dl 22.8 22.8 3.3 2.6 8.3 0.0 Progression Factor 1.00 1.00 1.16 0.42 1.00 1.00 Incremental Delay, d2 0.4 0.5 1.2 0.1 0.3 0.1 Delay(s) 23.2 23.4 5.0 1.2 8.5 0.1 Level of Service CC A A A A Approach Delay(s) 23.4 3.1 6.5 Approach LOS C A A tR1er action: ttih ,.� r fiw.� " v^i't„ vk-, - ; to ;a., _.�. . °z`; -„ Iy�P51��.s�+. a''� , ..r .{',x,,. mar#,,-s HCM Average Control Delay 8.6 HCM Level of Service A HCM Volume to Capacity ratio 0.53 Actuated Cycle Length (s) 60.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 46.6% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Bart Przybyl Page 14 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Total 24: WCR 28 & West PA-12 Access 7/29/2005 1 C ~ 4 `\ t -itraM-1a E a. WWaika :*atilt BL NBT :2C16R`BBL:_ VBT R Lane Configurations tt. '1 tat. Ic Ic Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 60 788 95 23 469 25 0 0 13 0 0 33 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 Hourly flow rate (vph) 65 857 103 25 510 27 0 0 14 0 0 36 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 878 pX, platoon unblocked 0.95 0.95 0.95 0.95 0.95 0.95 vC, conflicting volume 537 960 1379 1626 480 1146 1664 268 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 537 910 1349 1607 406 1105 1647 268 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 - p0 queue free% 94 96 100 100 98 100 100 95 cM capacity(veh/h) 1027 710 92 90 567 142 85 730 f]t: 13:e , 6 an13~' ' wB Volume Total 65 571 389 25 340 197 14 36 Volume Left 65 0 0 25 0 0 0 0 Volume Right 0 0 103 0 0 27 14 36 cSH 1027 1700 1700 710 1700 1700 567 730 Volume to Capacity 0.06 0.34 0.23 0.04 0.20 0.12 0.02 0.05 Queue Length 95th (ft) 5 0 0 3 0 0 2 4 Control Delay(s) 8.7 0.0 0.0 10.3 0.0 0.0 11.5 10.2 Lane LOS A B B B Approach Delay(s) 0.6 0.5 11.5 10.2 Approach LOS B B Average Delay 0.8 Intersection Capacity Utilization 34.8% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Bart Przybyl Page 15 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Total 25: WCR 28 & Middle PA-12 Access 7/29/2005 -• k t t ti 1 J Maert " a :1 gtilM T 4EQB :.4"A WBFiaWar „ Wi3R . sBt : S(3T;.SB3 Lane Configurations 11 tt. r Ic Sign Control Free Free Stop Stop — Grade 0% 0% 0% 0% Volume (veh/h) 71 599 131 42 477 29 0 0 24 0 0 41 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 Hourly flow rate (vph) 77 651 142 46 518 32 0 0 26 0 0 45 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 550 793 1272 1518 397 1132 1573 275 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 550 793 1272 1518 397 1132 1573 275 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free% 92 94 100 100 96 100 100 94 cM capacity(veh/h) 1016 823 105 103 603 136 95 722 ©IF :. q it�$9?. ,_ �'.. ,�L: ��83 ., . , �.W.133 N .z1�tS6�1,: ° .. Tait r`1 Volume Total 77 434 359 46 346 204 26 45 Volume Left 77 0 0 46 0 0 0 0 Volume Right 0 0 142 0 0 32 26 45 cSH 1016 1700 1700 823 1700 1700 603 722 Volume to Capacity 0.08 0.26 0.21 0.06 0.20 0.12 0.04 0.06 Queue Length 95th (ft) 6 0 0 4 0 0 3 5 Control Delay(s) 8.8 0.0 0.0 9.6 0.0 0.0 11.2 10.3 '- Lane LOS A A B B Approach Delay(s) 0.8 0.7 11.2 10.3 Approach LOS B B ne Average Delay 1.2 Intersection Capacity Utilization 30.7% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Bart Przybyl Page 16 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Total 26: WCR 28 & Easternmost PA-12 Access 7/29/2005 Movement , ,rgBL. F [ -R9'- PI [B ' 1BR H'NB6 .-NBT TNI-37.E3 sSBL€ 'SBT:T4SBR Lane Configurations j tt 'its r r Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 48 362 12 53 467 15 0 0 22 0 0 35 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 Hourly flow rate (vph) 52 393 13 58 508 16 0 0 24 0 0 38 Pedestrians Lane Width (ft) _ Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 615 pX, platoon unblocked vC, conflicting volume 524 407 911 1143 203 956 1142 262 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 524 407 911 1143 203 956 1142 262 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 - p0 queue free% 95 95 100 100 97 100 100 95 cM capacity(veh/h) 1039 1149 201 179 804 191 180 737 0: :41t4 rin a�I S2 SflW WB„x.,;: NB IJ SB 1 ". 70 37-7 Volume Total 52 262 144 58 338 186 24 38 Volume Left 52 0 0 58 0 0 0 0 Volume Right 0 0 13 0 0 16 24 38 cSH 1039 1700 1700 1149 1700 1700 804 737 Volume to Capacity 0.05 0.15 0.08 0.05 0.20 0.11 0.03 0.05 Queue Length 95th (ft) 4 0 0 4 0 0 2 4 Control Delay(s) 8.6 0.0 0.0 8.3 0.0 0.0 9.6 10.2 Lane LOS A A A B Approach Delay(s) 1.0 0.8 9.6 10.2 Approach LOS A B IntetsectioWSvmmary- 4& r Average Delay 1.4 Intersection Capacity Utilization 23.4% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Bart Przybyl Page 17 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Total 31: South Access Drive & WCR 13 7/29/2005 `1 t 4 ' Lane Configurations if 'i tt ft if Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 0.95 0.95 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 Satd. Flow(prot) 1770 1583 1770 3539 3539 1583 Flt Permitted 0.95 1.00 0.50 1.00 1.00 1.00 _ Satd. Flow (perm) 1770 1583 936 3539 3539 1583 Volume (vph) 54 91 75 392 394 63 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 59 99 82 426 428 68 RTOR Reduction (vph) 0 89 0 0 0 16 Lane Group Flow(vph) 59 10 82 426 428 52 Turn Type Perm Perm Perm Protected Phases 4 2 6 Permitted Phases 4 2 6 Actuated Green, G (s) 6.0 6.0 46.0 46.0 46.0 46.0 _ Effective Green, g (s) 6.0 6.0 46.0 46.0 46.0 46.0 Actuated g/C Ratio 0.10 0.10 0.77 0.77 0.77 0.77 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 177 158 718 2713 2713 1214 v/s Ratio Prot c0.03 0.12 c0.12 v/s Ratio Perm 0.01 0.09 0.03 v/c Ratio 0.33 0.06 0.11 0.16 0.16 0.04 Uniform Delay, dl 25.1 24.5 1.8 1.9 1.9 1.7 Progression Factor 1.00 1.00 0.53 0.52 0.84 0.76 Incremental Delay, d2 1.1 0.2 0.3 0.1 0.1 0.1 Delay(s) 26.3 24.6 1.3 1.1 1.7 1.4 Level of Service CC A A A A Approach Delay(s) 25.2 1.1 1.6 Approach LOS C A A HCM Average Control Delay 4.6 HCM Level of Service A HCM Volume to Capacity ratio 0.18 Actuated Cycle Length (s) 60.0 Sum of lost time (s) 8.0 Intersection Capacity Utilization 28.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Bart Przybyl Page 18 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Total 32: Central Access Drive & WCR 13 7/29/2005 J 1 4\ 1 1 r dale 2 t '� ..rc t''dx_r... ��` 1. 4.',- ,v 4. itki o": f` "f-:�, ,. '�?'., ; ,,S + ut uNt M�._�`s"r�rf_ ��. � >� `�—L�` � ERs Lane Configurations r ►) f4 tat r Sign Control Stop Free Free �- Grade 0% 0% 0% Volume (veh/h) 0 52 97 364 397 59 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 57 105 396 432 64 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 840 216 496 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 840 216 496 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free% 100 93 90 cM capacity(veh/h) 274 789 1064 SJP7 rae# ,.��. B BB B E <;- . �:' S.l` gam. :.' Yom- 4 _ : . . ,.. Volume Total 57 105 198 198 216 216 64 Volume Left 0 105 0 0 0 0 0 Volume Right 57 0 0 0 0 0 64 cSH 789 1064 1700 1700 1700 1700 1700 Volume to Capacity 0.07 0.10 0.12 0.12 0.13 0.13 0.04 Queue Length 95th (ft) 6 8 0 0 0 0 0 Control Delay(s) 9.9 8.8 0.0 0.0 0.0 0.0 0.0 Lane LOS A A Approach Delay(s) 9.9 1.8 0.0 Approach LOS A Irite secf011- u ?mary Average Delay 1.4 Intersection Capacity Utilization 23.0% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Bart Przybyl Page 19 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Total 33: Commercial RTO Access & WCR 13 7/29/2005 IGivmBrt't 3EBL''' EBR �[og £ ' Ta#ar5B T g� 3- Lane Configurations tt top ri Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 149 0 364 307 55 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 162 0 396 334 60 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 720 pX, platoon unblocked vC, conflicting volume 532 167 393 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 532 167 393 tC, single (s) 6.8 6.9 4.1 tC, 2 stage (s) tF(s) 3.5 3.3 2.2 p0 queue free% 100 81 100 cM capacity(veh/h) 478 848 1162 oirection' `ne7 P. ' 1Q pNBg E grat I SIEFO 813 '_. + F y {�_ Volume Total 162 198 198 167 167 60 Volume Left 0 0 0 0 0 0 Volume Right 162 0 0 0 0 60 cSH 848 1700 1700 1700 1700 1700 Volume to Capacity 0.19 0.12 0.12 0.10 0.10 0.04 Queue Length 95th (ft) 18 0 0 0 0 0 Control Delay(s) 10.2 0.0 0.0 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 10.2 0.0 0.0 Approach LOS B Intersectrori'Sufimary • -•,. •, a' Average Delay 1.7 Intersection Capacity Utilization 24.4% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Bart Przybyl Page 20 LSC, Inc. HCM Signalized Intersection Capacity Analysis 2025 PM Peak Total 34: SH 66 & North Access Drive 7/29/2005 7 f ~ 4\ /* A110 ent a _ t $R qst :. . ; aT•v ' .4.:.-j}.7..,: :N7-#TIZaW Lane Configurations tat r 'i 4f r Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Fft Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 3539 1583 1770 3539 1770 1583 Flt Permitted 1.00 1.00 0.16 1.00 0.95 1.00 Satd. Flow(perm) 3539 1583 293 3539 1770 1583 Volume (vph) 1136 135 68 752 96 50 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 1235 147 74 817 104 54 RTOR Reduction (vph) 0 53 0 0 0 42 Lane Group Flow (vph) 1235 94 74 817 104 12 Turn Type Perm pm+pt Perm Protected Phases 4 3 8 2 Permitted Phases 4 8 2 Actuated Green, G (s) 76.4 76.4 86.0 86.0 26.0 26.0 Effective Green, g (s) 76.4 76.4 86.0 86.0 26.0 26.0 Actuated g/C Ratio 0.64 0.64 0.72 0.72 0.22 0.22 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 — ^ Lane Grp Cap (vph) 2253 1008 279 2536 384 343 v/s Ratio Prot c0.35 0.01 c0.23 c0.06 v/s Ratio Perm 0.06 0.18 0.01 v/c Ratio 0.55 0.09 0.27 0.32 0.27 0.03 Uniform Delay, dl 12.2 8.4 8.1 6.3 39.1 37.1 Progression Factor 0.23 0.00 0.81 1.12 1.02 1.08 Incremental Delay, d2 0.9 0.2 0.5 0.3 1.7 0.2 Delay(s) 3.6 0.2 7.1 7.3 41.4 40.1 Level of Service A A A ADD Approach Delay(s) 3.3 7.3 41.0 Approach LOS A A D i�sectwnSurnmary� v�.. �.... �� .. -� :� �w�. j � _•:��. . HCM Average Control Delay 7.2 HCM Level of Service A HCM Volume to Capacity ratio 0.47 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.0 Intersection Capacity Utilization 50.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group — St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Bart Przybyl Page 21 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Total 35: SH 66 & East Commercial 3/4 Access 7/29/2005 i 7 ~ 4\ /* x a atTal 17i3L rN.1BT� I L . _, n .a r _ Lane Configurations 'Ft r 'i Fr Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 1069 123 30 810 0 75 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 1162 134 33 880 0 82 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 1025 pX, platoon unblocked 0.91 vC, conflicting volume 1296 1667 581 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1296 1635 581 tC, single (s) 4.1 6.8 6.9 tC, 2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 94 100 82 cM capacity(veh/h) 531 78 457 R! io')2" e#,., , , EB1 'EB EB,3M1/B1Wa $ lBifrn <. • Volume Total 581 581 134 33 440 440 82 Volume Left 0 0 0 33 0 0 0 Volume Right 0 0 134 0 0 0 82 cSH 1700 1700 1700 531 1700 1700 457 Volume to Capacity 0.34 0.34 0.08 0.06 0.26 0.26 0.18 Queue Length 95th (ft) 0 0 0 5 0 0 16 Control Delay(s) 0.0 0.0 0.0 12.2 0.0 0.0 14.6 Lane LOS B B Approach Delay(s) 0.0 0.4 14.6 Approach LOS B Intesecpouinmary" => ,. Average Delay 0.7 Intersection Capacity Utilization 40.9% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Bart Przybyl Page 22 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Total 37: Main Internal Collector & WCR 11 7/29/2005 t t P ti j - Lane Configurations r ? r T Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 123 78 308 137 130 266 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 134 85 335 149 141 289 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked _ vC, conflicting volume 907 335 484 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 907 335 484 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 .— r. p0 queue free% 50 88 87 cM capacity(veh/h) 266 707 1079 Volume Total 134 85 335 149 141 289 Volume Left 134 0 0 0 141 0 Volume Right 0 85 0 149 0 0 cSH 266 707 1700 1700 1079 1700 Volume to Capacity 0.50 0.12 0.20 0.09 0.13 0.17 Queue Length 95th (ft) 65 10 0 0 11 0 Control Delay(s) 31.4 10.8 0.0 0.0 8.8 0.0 Lane LOS D B A Approach Delay(s) 23.4 0.0 2.9 Approach LOS C tttte[seetlon SgatyZ. ?3 .._'w. .vr . `#07M a +a'ak,` : ., fi, r Average Delay 5.6 Intersection Capacity Utilization 40.2% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Bart Przybyl Page 23 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Total 38: Commercial RTO Access & WCR 11 7/29/2005 I k" t P b Moeinent � 5r:uY4BT : �) 56L, SBT z -H -. w �< rxbz ` ; ' Lane Configurations r t r f Sign Control Stop Free Free — Grade 0% 0% 0% Volume (veh/h) 0 97 467 54 0 545 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 105 508 59 0 592 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 613 pX, platoon unblocked vC, conflicting volume 1100 508 566 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1100 508 566 tC, single(s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free% 100 81 100 cM capacity(veh/h) 235 565 1006 Volume Total 105 508 59 592 Volume Left 0 0 0 0 Volume Right 105 0 59 0 cSH 565 1700 1700 1700 Volume to Capacity 0.19 0.30 0.03 0.35 Queue Length 95th (ft) 17 0 0 0 Control Delay(s) 12.8 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 12.8 0.0 0.0 Approach LOS B Intes¢ctio Summary.•; v3� .' x°r r,;4 ,ts . ,vz.y Average Delay 1.1 Intersection Capacity Utilization 37.3% ICU Level of Service A -- Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Bart Przybyl Page 24 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Total 39: South Center Access & WCR 11 7/29/2005 fN10ge[le ,ryA ND M LMASPrgsfir C r4 k v.::T`Yiii 4 . Lane Configurations T r T Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 53 538 47 0 493 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 58 585 51 0 536 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1121 585 636 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1121 585 636 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF(s) 3.5 3.3 2.2 — p0 queue free% 100 89 100 cM capacity(veh/h) 228 g�5511 y 948 D{fQC, naSTCS hEai� .₹�„iSw ` 'µl3 "r& b "*'`w° x 't a u fMx e e .u,'. Volume Total 58 585 51 536 Volume Left 0 0 0 0 Volume Right 58 0 51 0 cSH 511 1700 1700 1700 Volume to Capacity 0.11 0.34 0.03 0.32 Queue Length 95th (ft) 9 0 0 0 Control Delay(s) 12.9 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 12.9 0.0 0.0 Approach LOS B fnte_fsectro um ary .0 . . ` 'xs _ , . r,.. 7 a' Average Delay 0.6 Intersection Capacity Utilization 38.3% ICU Level of Service A �- Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Bart Przybyl Page 25 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Total 40: North Center Access & WCR 11 7/29/2005 t P �► 1 Lane Configurations r t r t Sign Control Stop Free Free — Grade 0% 0% 0% Volume(veh/h) 0 13 548 43 0 493 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 14 596 47 0 536 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1132 596 642 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1132 596 642 — tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free% 100 97 100 cM capacity(veh/h) 225 504 942 ptrafTiaW# a<iS_ a kaRa' r;V` r , ttita4.w�''�k y,. .-�' .�.."k 3„�:5S a Volume Total 14 596 47 536 Volume Left 0 0 0 0 Volume Right 14 0 47 0 cSH 504 1700 1700 1700 Volume to Capacity 0.03 0.35 0.03 0.32 Queue Length 95th (ft) 2 0 0 0 Control Delay(s) 12.4 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 12.4 0.0 0.0 Approach LOS B — IrseCFiorjSilmmary Ir ,r, <. . . . '. Average Delay 0.1 Intersection Capacity Utilization 38.8% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Bart Przybyl Page 26 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Total 41 : Southernmost Access & WCR 11 7/29/2005 T P y 1 Afitaue, g � Lane Configurations r f r f Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh/h) 0 45 539 49 0 493 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 49 586 53 0 536 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 765 pX, platoon unblocked 0.93 0.93 0.93 _ vC, conflicting volume 1122 586 639 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1132 552 610 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 — p0 queue free% 100 90 100 cM capacity(veh/h) 208 493 896 Volume Total 49 586 53 536 Volume Left 0 0 0 0 Volume Right 49 0 53 0 cSH 493 1700 1700 1700 Volume to Capacity 0.10 0.34 0.03 0.32 Queue Length 95th (ft) 8 0 0 0 Control Delay(s) 13.1 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 13.1 0.0 0.0 Approach LOS B Interseefior} r rnmary ;',.:; . E=a 141,W - ,, d<„ 4 , .. F Average Delay 0.5 Intersection Capacity Utilization 38.4% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Bart Przybyl Page 27 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Total 48: WCR 28 & Eastern PA-12 Access 7/29/2005 f f 4- t 4\ t P " l d .EOLIS: WWfB'zL ° ,Ya SL WN T N SB.M= 6'F =SBki Lane Configurations ►) +I '1 1t. r r Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 59 467 96 35 519 29 0 0 20 0 0 29 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 Hourly flow rate (vph) 64 508 104 38 564 32 0 0 22 0 0 32 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) • pX, platoon unblocked vC, conflicting volume 596 612 1078 1360 306 1060 1396 298 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 596 612 1078 1360 306 1060 1396 298 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 93 96 100 100 97 100 100 95 cM capacity(veh/h) 977 963 152 132 690 159 126 698 Dle retlftri#f _ EBI EBOSBN vy $ SB_1 Volume Total 64 338 274 38 376 220 22 32 Volume Left 64 0 0 38 0 0 0 0 Volume Right 0 0 104 0 0 32 22 32 cSH 977 1700 1700 963 1700 1700 690 698 Volume to Capacity 0.07 0.20 0.16 0.04 0.22 0.13 0.03 0.05 Queue Length 95th (ft) 5 0 0 3 0 0 2 4 Control Delay(s) 8.9 0.0 0.0 8.9 0.0 0.0 10.4 10.4 Lane LOS A A B B Approach Delay(s) 0.8 0.5 10.4 10.4 Approach LOS B B Iri t ectlpp u nmarji.. s ., a ,.` , '4--:S', Average Delay 1.1 Intersection Capacity Utilization 26.0% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Bart Przybyl Page 29 LSC, Inc. HCM Unsignalized Intersection Capacity Analysis 2025 PM Peak Total 62: SH 66 & West Commercial 3/4 Access 7/29/2005 { ~ 4 Lane Configurations tt F ►) t? F Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 1140 166 88 760 0 131 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 1239 180 96 826 0 142 Pedestrians Lane Width (ft) Walking Speed (ftls) — Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 1278 1160 pX, platoon unblocked 0.81 0.84 0.81 vC, conflicting volume 1420 1843 620 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1285 1630 299 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free% 78 100 75 cM capacity(veh/h) 435 60 566 Volume Total 620 620 180 96 413 413 142 Volume Left 0 0 0 96 0 0 0 Volume Right 0 0 180 0 0 0 142 cSH 1700 1700 1700 435 1700 1700 566 Volume to Capacity 0.36 0.36 0.11 0.22 0.24 0.24 0.25 Queue Length 95th (ft) 0 0 0 21 0 0 25 Control Delay(s) 0.0 0.0 0.0 15.6 0.0 0.0 13.5 Lane LOS C B Approach Delay(s) 0.0 1.6 13.5 Approach LOS B Itial8 n vmwcx�- ,^I _'I i t: ,ssa, -€ ro ss- ',4.7.,-. ...� _,:��..FEt2jg$k`<.y f_ .... , '. w� �?;�7 ;"a'-�s�.:4 �iYr �^, � Average Delay 1.4 Intersection Capacity Utilization 46.3% ICU Level of Service A Analysis Period (min) 15 St. Vrain Lakes (LSC#040840) 2025 PM Peak Total Bart Przybyl Page 32 LSC, Inc. - V W V 7E LA LA in LA r a- LA w r---MLA LA0 Lc)nn Hr-r- r-r-- • • CT rI f-m r--W C2 H N4-1 r1 C E - • 7 In LA LA LA N 7 LALf)LA 3�7 ...f..7 L rl.--I rl 0 CD LA LA LA LA LL H 4 -I4 -I 4 -I J C C C L CL E V)Ca0WO" •.-1-.I.. 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