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HomeMy WebLinkAboutPLATT FARM PUD PRELIMINARY - 3 90A - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDY0 U I I r r I [] i 11 PLATT/MOUNTAINRIDGE FARM SITE ACCESS STUDY FORT COLLINS, COLORADO JANUARY 1990 Prepared for: The Group, Inc. 323 S. College Avenue Fort Collins, CO 80524 Prepared by: MATTHEW J. DELICH, P.E. 3413 Banyan Avenue Loveland, Colorado 80538 Phone 303-669-2061 No Text 0 Table 2 Trip Generation Da11y Land Use Trips Platt Property South - 59 S.F. DU 590 North - 31 S.F. DU 310 Subtotal 900 Mountai_nri.dae Farm 2-A - 20 S.F. DU 200 2-8 - 72 Patio DU 475 2=0 - 40 S.F. DU 400 2-D - Church - 45 KSF 345 2-E - 150 M.F. DU 990 2-F - 84 M.F. DU 555 2-6 - 24 Townhouse DU 140 2-H - 36 Townhouse DU 210 Subtotal 3315 P i neu i_ew Tract A - 326 Condo DU 1910 Tract B - 77 Condo DU 450 Tract C - Shopping Cent. 9540 140 KSF Tract D - 97 Condo DU 570 Tract E - 124 Condo DU 725 Subtotal 13195 Total 17410 A.M. Peak P.M. Peak Trips Trips Trips Trips In out in out 12 32 37 22 6 17 20 12 18 49 57 34 4 11 13 7 8 29 29 16 8 22 25 15 36 13 15 13 17 61 61 33 10 34 34 18 2 9 9 4 3 13 14 7 88 192 200 113 23 122 123 60 5 29 29 14 155 66 380 395 7 36 36 18 9 47 47 23 199 300 615 510 305 541 872 657 I ® 0 1 r n 1 Li L 11 u L L Ci 1 L 1 1 1 1 provided by the Fort Collins Development Center. The trip distributions used are shown in Figure 5. Several land use generators such as shopping centers, drive-in (fast food) restaurants, service stations, convenience markets, and other support services (banks, etc.) capture trips from the normal traffic passing -by the site. For many of these trips, the stop at the site is a secondary part of a linked trip such as from work to shopping center to home. In all of these cases, the driveway volumes at the site are higher than the actual amount of traffic added to the adjacent street system,, since some of the site generated traffic was already counted in the adjacent street traffic. A pass -by factor of 40%* was applied to the newly generated retail trips to and from the retail center in the Pineview Subdivision. The procedure used to account for both pass -by traffic and primary destination traffic is as follows: - Estimate the trip generation rate as is currently done and determine the total number of trips forecast to occur, based on the size of the development. - Estimate the percentage of pass -by trips, and split the total number of trips into two components, one for pass -by trips and one for new trips. - Estimate the trip distributions for the two individual components. The distribution of pass -by trips must reflect the predominant commuting directions on adjacent and nearby roadway facilities. Most peak period pass -by trips are an intermediate link in a work trip. Conduct two separate trip assignments, one for pass -by trips and one for new trips. The distribution for pass -by trips will require that trips be subtracted from some intersection approaches and added back in to others. Typically, this will involve. reducing through -roadway volumes and increasing certain turning movements. - Combine the assigned trips to yield the total link loadings, and proceed with capacity analysis as normally done. * This pass -by factor was obtained by averaging pass -by factors from the following sources: 1. Transporta.ti.on Engineering Desion Standards, City of Lakewood., June 1985. 2. De_ve.looment and Application of Trip Generation Rates, FHWA/USDUT, January 1985. 3. °A Methodology for Consideration of Pass -by Trips in Traffic Impact Analyses for Shopping Centers," Smith, S., ITE Journal, August 1986s Pg. 37. 4..Trip Generation, 4th Edition, ITE, 1987. 5. Transportation and Land.De..vel_opment, Stover/Koepke, ITE, 1988. 1 4 ®10% - HARMONY RESIDENTIAL ONLY RESIDENTIAL/COMMERCIAL SHORT RANGE LONG RANGE 40% 40% 3596/30% 0%/20% a m m- TRIP DISTRIBUTION Figure 5 Trip assignment is how the generated and distributed trips are expected to be loaded on the street system. The assigned trips are the resultant of the trip distribution process. Figure 6 shows the Phase 1 (59 D.U. of the Platt Property) peak hour trip assignment with the factored 1989 peak hour volumes. Figure 7 shows the year 2000 peak hour projections in the area. This reflects development of the entire Platt/Mountainridge Farm properties, but no development of the Pineview Subdivision. This assignment assumes completion of Seneca Street to Horsetooth Road. Seneca Street would likely be completed as part of the Mountainridge Farm development. The peak hour traffic was factored by 2 percent per year to determine the background traffic growth In the area. Figure B shows the year 2010 peak hour projections in the area. This assumes full development of the Platt/Mountalnridge Farm and Pineview Subdivision. Background traffic was factored by 2 percent per year. Traffic Projections Traffic volumes are projected for various streets within the City of Fort Collins utilizing a tool known as the gravity model, which considers future land use, population, and employment locations. For 20+ year projections (year 2010), this gravity model output Is the usual source for projections used in traffic impact studies. However, the last Traffic Flow Map provides projections for the year 2000. Therefore, an estimation was made of traffic In this area by the year 2010 using the latest Traffic Flow Map and the knowledge of what has been occurring and what is expected to occur in this area of Fora Collins. Figure 9 shows the expected average daily traffic (ADT) for Harmony, Horsetooth, and Shields near this site in the year 2000. Figure 10 shows the expected average daily traffic for Harmony, Horsetooth, and Shields near this site in the year 2010.. 1 Signal Warrants As a matter of policy, traffic signals are not installed at any location unless warrants are met according to the "Manual on Uniform Traffic Control Devices." However, it Is possible to determine whether traffic signal warrants are ' likely to be met based upon estimated ADT and utilizing a chart and peak hour signal warrants shown in Appendix D. Utilizing the volumes shown in Figure 7, signals will be ' warranted at the Shields/Troutman intersection based upon the school crossing warrant. Using the peak hour signal warrants, signals will be warranted at this Intersection with the development of the Pineview Subdivision commercial parcel. Signals will not be warranted at the Harmony/ Regency, Shields/Wakerobin, or Shields/Michie intersections. 1 5 i R 345/ O/ tJ 0 '-?V0 110/315 2/12 AM/PM VITA SHORT RANGE (PHASE I) PEAK HOUR TRAFFIC, Z$/ 19 b3/I5G 56/40 0a-* ' C4 M M 131/2TIo 913/303 46/ 110 t- v� r cr Figure 6 0 �- 35J4Z35/7000 5foo/340 3S/40 W Z LU II �- 200/10so o�ernnTu 1 ./- 55/IZO WAK top O _ 25/10 a-120/4Z0 �— 5/ IS H 40/ZS 5o0/ZSo---► "15/40 --/- -1 I 495/310� ENO �N MICHIE Z5/10 -� f 0 p � d► r■...� J 1 r 10/5 YEAR 2000 PEAK HOUR TRAFFIC -15/7 5 -"" I �' 30/10 -► 50/35 _ NIP N RO "—ZO/10 I .� J 1 �-- 5/5 ✓- 5/5 N o -140/ S45 J l �; ~ 120/ 3'l0 60/ 135 440/190 le5/45 -.a AM/PM cc�«o .J W_ y Figure 7 30/too g �- 225/450 39s/140 350/770 j 35/40 HORSETOOTH Ios1150 PO/M5 , 35/40 ---� Q LU z fA I T ( Nap\ Ned b05/500—� 50/40 —� t� N N15/5 MICHIE 20/10 I sOO N 40116 �aN O_ cr dN l'i 1 I 75/45 20/10 TROUTMAN � IIo/1001 f 46/56 I ZO/ 145 -� N $moo ro WAKEROBIN t5/to5 110/55 -� I64 ID W tP Z s \-- 40/5D �J �-1 /450 Y�0 I l-15/25 �- Ib0/4"iS �- I b0/450 1 HARMONY 50/40 45/S01 5l5/250 10/ 15 hp o � � � AM/PM W YEAR 2010 PEAK HOUR TRAFFIC w Figure 8 HORSETOOTH a 12,50 � ZO,�► W SITE y O O Q d� 5,100_ 15,200 YEAR 2000 DAILY TRAFFIC 0 9 N oI-7 900 HORSETOOTH ---s. 4,� gQDo S 0 N y C J W_ SITE _ y O N O C4 HARMONY II�� �9,400 0 .s m Figure 9 �` N YEAR 2010 DAILY TRAFFIC Figure 10 1 Since Seneca is classified as a collector, it is likely that it will be signalized if it is close to meeting signal warrants. Signal Progression Signal progression was analyzed on Shields Street to evaluate whether a signal at Troutman Parkway would fit into a reasonable progression pattern along Shields Street. The signal progression also was used in evaluating the unsignalized intersection operation at Wakerobin Lane and 1 Michie Drive. The technique used in the signal progression analysis 1 was a computer program called Signal Progression Analysis (SPAN) prepared by the University of Florida Transportation Research Center. Its main functions includes 1 - Interactive entry of arterial system data. - Display a time location diagram which provides graphical representation of the quality of arterial 1 progression. - Printing of a time -space diagram to show the quality of progression. - Optimization of signal offsets for arterial pro- gression. The program inputs area - Intersection location - Cycle length - Phasing Offsets - Speed Any or all of these inputs can be changed iteratively in achieving the optimal progression. 1 Shields Street data for existing and future signals to the north of Harmony were used in evaluating progression along Shields. Future signals were placed at arterial/ collector or arterial/arterial intersections. Other traffic studies were used as references for this analysis. The signal progression on Shields Street was analyzed based upon 1 the following criterias - Cycle length/of 90-120 seconds - Posted speed of 35-45 mph. - Mainlin!(Shields) G/C Ratio Drake G/C = 0.30 Swallow G_/C = 0.60 Horsetooth G/C = 0.30 Michie G/C = 1.00 (no signal) 1 6 EXECUTIVE SUMMARY The Plafit/Mountainridge Farm, located near the intersec- 1 tion of Harmony Road and Shields Street in Fort Collins, Colorado, is proposed to be a mixed density residential development. The Platt Property Is proposed as single family detached residential, and the Mountainridge Farm is proposed as a mix of single family and multi-f amlly residential. The study involved the steps of trip generation, distribution and assignment; traffic projection; capacity analysis; traffic signal progression analysis; and accident analysis as set forth in the City's Traffic Impact Study Guidelines. This study assessed the impacts of the Platt/Mountain- ridge Farm on the existing street system in the short range, 2000, and 2010. As a result of this analysis, the following is concluded: - The development of the Platt/Mountainridge Farm is feasible from a traffic engineering standpoint with specific improvements in the area. It is estimated that more than 900 and 3300 average weekday trips will be generated by the Platt Property and Mountainridge Farm, respectively. Also considered in this study at the ye.ar 2010 future is 13,200 trips generated by the Pineview Subdivision. - Full development of the Platt Property (90 single family dwelling units) has less overall impact on the area streets than the two recently completed school facilities. The Mountainridge. Farm will impact the area streets approximately three times more than the Platt Property. The Pineview Subdivision, as proposed, will impact the area streets approximately ten times more than the Platt Property. - Current operation of the Harmony/Shields intersection is acceptable with the four-way stop sign control. The stop sign controlled intersections (Shields/Wakerobin and Harmony/ Regency) operate acceptably. Signals are warranted at the Harmony/Shields intersection and will likely be installed in Ithe near future. - Phase 1 (59 single family dwelling units) of the Platt Property has a minimal impact on the area intersections. With a signal, the Harmony/Shields intersection operates acceptably. The Harmony/Regency intersection operates acceptably. Exits from eastbound Wakerobin fall into the level of service E category. This is primarily caused by the additional traffic generated by the new junior high school. Provision of an exclusive left -turn lane on eastbound Wakerobin will confine delays to only those vehicles desiring to turn left. These left turns do have alternative means of access via Regency. 1 0 Troutman G/C = 1.00 (no signal), G/C = 0.60 (with signal) Wakerobin G/C = 1.00 (no signal) Harmony G/C = 0.30 Green time on the cross street is greater than the pedestrian crossing time of the mainline at 4 feet per second. Achieve the largest bandwidth possible along Shields. A number of speeds and cycle lengths were examined... A cycle length of 100 seconds and a progressed travel speed of 35 mph gives a 27 second bandwidth (27% efficiency) without a signal at Troutman as shown on Page 1 of Appendix E. Page 2 of Appendix E shows the progression scheme with a signal at Troutman Parkway. There is no reduction of the bandwidths in either direction with a signal Introduced at Troutman. Progression is also possible at other speeds and cycle lengths. The above progression analyses are presented to show that a signal at Troutman can fit along Shields. Design progression analysis must be conducted on a regular basis reflecting change in land use, speed, and other variables. Operations Analysis Capacity analyses were performed on key intersections to determine how each would operate at three levels of r development. The first level of development (Phase 1) includes 59 single family dwelling units located on the southern portion of the Platt Property. The second level of development (year 2000) assumed full development of the Platt Property (90 single family dwelling units) and the Mountainridge Farm (426 dwelling units and a church site). The third level of development (year 2010) assumed full development of the Platt Property, Mountainridge Farm, and Pineview Subdivision. The initial capacity analyses were conducted on the traffic as shown in Figure 6. The analyses assumed minimally 1 improved geometric conditions at the Harmony/Shields inter- section and recommended geometries at other intersections. Since traffic signals will likely be installed at the Harmony/Shields intersection in the next few years, it was analyzed with signal control. The results of these analyses are shown in Table 3. Backup calculation forms are provided in Appendix F. With signal control, the Harmony/Shields Intersection operates at level of service B in the morning and afternoon peak hours. The Harmony/Regency stop sign controlled intersection will operate acceptably. The Shields/Wakerobin stop sign controlled intersection will operate unacceptably on the west leg during the morning peak hour. There is little that can be done to improve this 7 11 Table 3 Short Range Peak Hour Operation Operation intersection AM PM Harmony/Shields (signal) B B Harmony/Regency WB LT A EB LT A SB LT/T/RT A NB LT/T/RT A Shields/Wakerobin (Existing Geometrics) NB LT A SB LT A WB LT/T/RT c EB LT/T/RT E Shields/Wakerobin (Add EB LT lane) NB LT A SB LT A WB LT/T/RT c EB LT E EB T/RT A A A A A A A B D A A B E A operation. Separate left -turn lanes and right-turn/through lanes on the west leg of Wakerobin will confine the expected delays to only those vehicles desiring to turn left. This improvement can be accomplished at little expense since the west approach is already oversized and has a median which can be modified to accommodate an exclusive left -turn lane. This left -turn lane can be of minimal length since the left -turn volume is low. The left -turn exits, which will be at level of service E operation, will have an alternative means of egressing this area via Regency Drive. If the traffic projections for the junior high school or the background volumes on Shields Street are less than that used in these analyses, then the left -turn exits may operate at an acceptable level of service. Capacity analyses were also conducted utilizing the year 2000 traffic as shown in Figure 7. The results of these analyses are shown in Table 4. Backup calculation forms are provided in Appendix G. With a signal at the Harmony/Shields intersection and four lane plus left -turn lane geometries on Shields, one lane plus left -turn lane geometries eastbound, and one lane plus right- and left -lane geometries westbound, this intersection will operate acceptably. With current geometries, the Shields/Horsetooth Intersection will operate acceptably. The signal at the Shields/Troutman intersection will operate acceptably with a four lane cross section plus left -turn lanes on Shields and a two lane cross section plus left -turn lanes on Troutman. The two lane section of Shields (between Troutman and Horsetooth) should be widened to four lanes when the peak hour volumes reach 600 vehicles in one direction. This may occur because of these developments or may occur because of background traffic. Current traffic is At 70 percent of this threshold. The Harmony/Regency stop sign controlled intersection will operate acceptably. The Shields/Wakerobin intersection will operate acceptably except for left -turn exits. When considering good signal progression on Shields Street, the left -turn exits operate acceptably. The Shields/Mic.hie intersection will operate acceptably. The Horsetooth/Sene.ca stop sign controlled Intersection will operate acceptably except for left -turn exits during the afternoon peak hour. These left -turn exits do have alternative means of egress via either Regency, Seneca (to Harmony), or Troutman. Capacity analyses were conducted utilizing the year 2010 traffic as shown in Figure B. The results of these analyses are shown in Table 5. Backup calculation forms are provided In Appendix H. With signal control and full arterial (4 lane) cross sections with left -turn lanes, the Harmony/ Shields and Shields/Horsetooth intersections operate acceptably. The signalized collector intersections (Shields/ Troutman and Horsetooth/Seneca) would operate acceptably. The Harmony/Regency intersection would operate acceptably with stop sign control. The Shields/Wakerobin and Shields/ 8 11 \J Table 4 2000 Peak Hour Operation Operation I n t e rse.c-t i on AM PM Harmony/Shields (signal) C A Shields/Troutman (signal) A A Shields/Horsetooth (signal) D D Harmony/Regency WB LT A A EB LT A A SB LT/T/RT B B NB LT/T/RT B B Shields/Wakerobin NB LT A A SB LT A A WB LT E (D) E (D) WB T/RT B C ES LT E (D) E (D) EB TAT B C Shields/Michie NB LT A A EB LT E (E) E (E) EB RT A A Horsetooth/Seneca WB LT A A NB LT D E NB RT A A C ) Level of service when considering good signal progression on Shields Street. 0 Table 5 2010 Peak Hour Operation Operation In-te.rsec_ti_on AM PM Harmony/Shields (signal) C B Shields/Troutman (signal) A A Shields/Horsetooth (signal) C D Hors.etooth/Seneca (signal) A A Harmony/Regency WB LT A A ES LT A A SB LT/T/RT D D NB LT/T/RT C C Shields/Wakerobin NB LT A B SB LT B C WB LT E (D) F (E) WB T/RT C C EB LT F (E) F (E) EB T/RT B C Shields/Michie NB LT A A SB LT B B WB LT E (E) E (E) WB TAT D D EB LT E (E) E (E) EB T/RT C C ( ) Level of service when considering good signal progression on Shields Street. r 1 r Michie intersections would operate acceptably with stop sign control except for left -turn exits from the minor streets. Even when considering good progression on Shields, the operation of the left. -turn exits does not fall into acceptable level of service categories. This is due to the expected high volumes on Shields. Provision of a separate left -turn lane on the minor streets will confine delays to only those vehicles desiring to turn left. Additionally, these left turns do have convenient alternative routes that do not require the stop sign controlled left turn. 1 Accident Analysis The geometric and control changes at all the analyzed intersections should alter the accident rate at these intersections. The auxiliary lanes discussed above should remove turning vehicles from the through traffic stream and thus eliminate the likelihood of rear end accidents. Provision of a signal at Troutman should decrease the likelihood of accidents caused by selection of an inadequate gap when entering traffic. This signal will also aid the school children to cross Shields Street. IV.. CONCLUSIONS This study assessed the impacts of the Platt/Mountain- ridge Farm on the existing street system in the short range, 2000, and 2010..As a result of this analysis, the following is concluded: - The development of the Platt/Mountainridge Farm is feasible from a traffic engineering standpoint with specific improvements in the area. It is estimated that more than 900 and 3300 average weekday trips will be generated by the Platt Property and Mountainridge Farm, respectively. Also considered in this study at the year 2010 future is 1.3,200 trips generated by the Pineview Subdivision. i ® - Full development of the Platt Property (90 single family dwelling units) has less overall impact on the area streets than the two recently completed school facilities. The Mountainridge Farm will impact the area streets approximately three times more than the Platt Property. The Pineview Subdivision, as proposed, will impact the area streets approximately ten times more than the Platt Property. - Current operation of the Harmony/Shields intersection is acceptable with the four-way stop sign control. The stop sign controlled intersections (Shields/Wakerobin and Harmony/ Regency) operate acceptably. Signals are warranted at the Harmony/Shields intersection and will likely be installed in the near future. A 9 i - Phase 1 (59 single family dwelling units) of the Platt Property has a minimal impact on the area intersections. With a signal, the Harmony/Shields Intersection operates acceptably. The Harmony/Regency Intersection operates acceptably. Exits from eastbound Wakerobin fall Into the level of service E category. This is primarily caused by the additional traffic generated by the new junior high school. Provision of an exclusive left -turn lane on eastbound Wakerobin will confine delays to only those vehicles desiring to turn left. These left turns do have alternative means of access via Regency. With development of the Platt/Mountainridge Farm and the year 2000 traffic volumes, traffic signals will be warranted at the Shields/Troutman intersection. This signal 1 will not negatively affect the signal progression along Shields Street. - With development of the Platt/Mountainridge Farm and the year 2000 traffic, the Harmony/Shields, Shields/ Horsetooth, and Shields/Troutman intersections will operate acceptably with signal control. The Harmony/Regency Inter- section will operate acceptably. Selected left -turn movements at the other stop sign controlled intersections are In the level of service E category. These movements do have 1 other reasonable alternatives. With good signal progression on Shields Street, the left -turn exits at Wakerobin operate acceptably. The two lane section of Shields between Horsetooth and Troutman should be widened to a four lane cross section. With development of the Platt/Mountainridge Farm, the Pineview Subdivision, and the year 2010 traffic, all signalized intersections (Harmony/Shields, Shields/Troutman, Shields/Horsetooth, and Horsetooth/Seneca) will operate acceptably. The Harmony/Regency Intersection will operate acceptably with stop sign control. Selected left -turn movements at the other stop sign controlled intersections operate unacceptably. These movements do have other reasonable alternatives. Shields Street, Horsetooth Road, and Harmony Road should have a four lane cross section. With good design of the aforementioned geometric improvements to streets and public street intersections as well as other access driveways, the accident rate should be ' acceptable for urban conditions. 1 7 L 1 10 1 L' 1 1 1 1 1 1 1 1 1 1 1 1 J i APPEPJb Y x A MATrHEWJ. DE{_ICH, P.E. 3413 BANYAN AVENUE LOVELAND, CO 8053S TABULAR SUMMARY OF VEHICLE COUNTS Observer Date /2 $ Day MOAJtAy City FpJFT COGww)S R = Right turn S H I,� L r> G AND LJAKE 20 . r AU L = Straight INTERSECTION OF turn p1t�t-nS S14►GLDS (.JAr—Ge09(AJ I-JAt=(s'tzJgr/U TIME tram NORTH from SOUTH TOTAL from EAST ram tWEST TOTAL TOTAL BEGINS North East ALL R S L Total R S L Total South R S L Total -R S L Total West -71s— I 1 Sls ) !R"7 0 SDI o 61 149 14 0 10 4. 10 0 2 z (0 rs4 730 Z $Z O ?4 C> ?O 1 Z I 11 1s5- 1.4 0 10 A O 0 3 3 1 -7 !!nL as s 93 Z 1oa I' 97 1 $q 11 189 'co O 10 (6 0© Z r 9 7 �o 4 1lo co rzv 1 lo5' o (9(p II 1 Vp S o 0 5- 0 0 3 3 Sr 1 4 IS ! 73 3 9`2 O (�O -Z (�Z 15 4 ,r o 1 / ! O 3 4 io t1�4 63v t l (,Z o T8. 1 SS D S-& 1134 3 o ID 1 3 0 0 z Z. s 1 39 .I 730-&30 27135$ I1 39Co Z !Z$Z' 4 128!S �$4 Zo' o i. Z I 1 0 I I f 2 3 3 1 717 P. H P.14. ® M m r = M 'M ® ® ® ® M M = M _ = � M 'MATTHEW J. DELICH, P.E. 3413 BANYAN AVENUE LOVELAND, CO 8053S TABULAR SUMMARY OF VEHICLECOUWS ,AI Observer Date / 2 ! $ �9 Day r 0JI)A Y City FO a T COL. ` iti s R = Right turn INTERSECTION OF G C--A.IrV AND t14 A IZ M OAJ? S = Straight L =Lett turn TIME BEGINS from SOLITH North South from WEST T� West TOTAL ALL from NORTH from EAST R S L Total R S I. Total R S L Total R S L I Total 1-5 I Z 3 3 O 0 -3 II L Z 9 I 12 O ¢9 0 49 61 67 730 11 0 (, 7 2 0 z 4 11 H z I I 1 19 10 4-6 z 4Z- �z 74S 1 2 O 2 4 14 O o 4 1 3 0 I 13 o i3 o &4 s &9 g2 90 80o I I -7 14 0 0 4 II II s I.9 ► 1 S o 63 4- &-7 S-Z 9-3 $I S 1 O 4 5 3 1 0 O -3 II is 19 D hS O 5-1 Z S 3 (o -7& 830 I I I O (0 3 10 0 3 .10 3 1(o I zo 0 137 7 44 6>4 I _74 7?o-e?o 5 I 17 Z3 1131 o 1 Z- I 111 38 13 4- Z (oZ O 1-1 13 Z31 Z93 1 331 I I II l II I 4 0 0' o 1 t o 0 a 1 o II 3 4 5 10 31 1 3 Z -, 7 7R 445- 1 4 0 z F l o C. o f U II io r;� '1-7 1 o 11 1 133 1 1 3 mot" 1 O(p 1 1 1 Z 5JU Z I^ 2 4- 114- o e7 ¢ I SC 3 1/ `? 3 -7 4 I �4 �S 7 9 1/ 07 s� 3 10 3 ! 1 1 1 0 10 1 I II 7 .1 -71 1 Z 14 o z5 1 Z(a 100 107 5"3a o I 0 o O o .,g If 11 II I Fa-1! ( 7 (,f to 1 �7 =1-Z-- I 93 f I I I t 445 y 9 Io �' I(� S b I I I Zz c :_ � 1Z 14 Z Fo% 7 1+2 3�� I41q - With development- of the Platt/Mountainridge Farm and the year 2000 traffic volumes, traffic signals will be warranted at the Shields/Troutman intersection. This signal will not negatively affect the signal progression along Shields Street. With development of the Platt/Mountainridge Farm and the year 2000 traffic, the Harmony/Shields, Shields/ i Horsetooth, and Shields/Troutman intersections will operate acceptably with signal control. The Harmony/Regency inter- section will operate acceptably. Selected left -turn movements at the other stop sign controlled intersections are in the level of service E category. These movements do have other reasonable alternatives. With good signal progression on Shields Street, the left -turn exits at Wakerobin operate acceptably. The two lane section of Shields between Horsetooth and Troutman should be widened to a four lane cross section. - With development of the Platt/Mountainridge Farm, the Pineview Subdivision, and the year 2010 traffic, all signalized intersections (Harmony/Shields, Shields/Troutman, Shields/Horsetooth, and Horsetooth/Seneca) will operate acceptably. The Harmony/Regency intersection will operate acceptably with stop sign control. Selected left -turn movements at the other stop sign controlled intersections operate unacceptably. These movements do have other reasonable alternatives. Shields Street, Horsetooth Road, iand Harmony Road should have a four lane cross section. - With good design of the aforementioned geometric Improvements to streets and public street Intersections as well as other access driveways, the accident rate should be acceptable for urban conditions. I U N-S Street: SHIELDS ST. FILE: 102-I289' E-N Street: HARMONY RD. SUNNY : SUNNY/WARM ® Movements by: Primary DATE: 12/04/81 PEAK, PERIOD ANALYSIS FOR THE PERIOD: 7:30 AM - 08:0 AN DIRECTION START PEAK' HR ........... VOLUMES ........... :...:. F'EPCEt_rdTS ....... FROM PEAK HOUR FACTOR PED Right Thru Left Total PE➢ Right Thru Left ----------------------------------------- -------- North 7:30 AM 0.92 0 7 212 IBB 407 0 2 52 46 East 7:30 AM 0.83 1 83 99 48 224 0 36 43 21 South 7:30 AM 0.19 1 97 336 It 444 0 22 76 2 Nest 1:30 AM 0.92 0 53 363 28 444 0 12 92 6 Entire Intersection North 7:30 AM 0.82 0 7 212 198 407 0 2 52 46 East 033 1 83 49 49 229 ii 36 43 21 South 0.79 1 97 336 11 444 0 22 76 2 West 0.82 0 53 363 28 444 0 12 82 6 .... ..... .... ... — .._._..___ [AJ -+ E S 1 1 4/17 ... 1 f_F'ED I t { y 1 21.:;? 1 1.82 1...... .. �f 29 — . 48 63 444 HARI%101dY RD. ... .................. 1 648 ........ T _ _.._. _-..)F.- CF'ED 7 ............ 1 1.1. 1 '6 1 T7 1 1 1F'ED ] ............' 1 1 � 1 Site Code : 00000102 N-S Street: SHIELDS ST. E-W Street: HARMONY RD. SUNNY : ----------------------- SUNNY/WARM ® CITY OF FORT COLLINS PAGE: 1 FILE: 102-1289 Movements by: Primary DATE: 12/04/89 :,--AK PERIOD ANALYSIS. FOR THE PERIOD: 12:00 PM - 01:00 PM DIRECTION START PEAK HR. VOLUME PERCENTS FUM PEAK HOUR FACTOR FED Right Thru Left Total PED Right Thru Left North 12:00 RM 0.94 0 19 187 102 308 0 6 61 33 East 1200 PM 0.93 0 103 149 71 323 0 32 46 22 South 12:00 PM 0.83 0 80 177 11 268 0 30 66 4 West. 12:00 PM 0.73 0 13 146 1.1 170 0 8 86 6 Entire Intersection North 12:00 PH 0.94 0 1.9 187 102 308 0 6 61 33 r East 0.83 0 103 149 71 323 0 T,•2 46 22 South 0.83 0 80 lit 11 268 0 30 66 4 Nest 0.73 0 13 146 11 170 0 8 86 6 £ MT..ELDS ST, 1 .. , 1 N £ .... .... .... .._._..._....._.._.... £ W—S .,I.„, . .. CF'E_D ] ti 19 I 1.87 £ 1C.)2 ; <? [FED ] ............. ..............., . , , --- *,i' £.. - ....._ 1 - r... HAF MONY F:D, ':'•: 1.49 ---------------- 1 1 h :I.'7(? I fA)RMMIY RD. .. . 1 -- - - - -- --- -- -- --- ..... . ... . ....... . :. 8 .......... i ......... IF'ED ] c:? ............. '271. 1.:1. £ i.:-'T 8C? £ o 1 ........... , £ ... £ SH1.E1._DS ST , 1 _ Site Code :0000002 N~SStreet: SHIELDS Sl. E^WStreet: HARMONY RD. � CITY OF FORT COLLINS 0 — SUNNY :SUNNY/WARM Movements by: Primary --_---__-__------------__-____------._~--__-_-_____--___-___`---_--^---______ F[AK0[RIU0ANALYS.ISFORTHEPER[UD:04:30PM-05:30Ph _ DIRECTION FROM START PEAK HOUR PEAK MR FA2TOR ........... P[D Right VOLUMES ........... Thru Left Total ...... PB0 PERCENTS ....... Right Thnu Left ----_.._--__----��---_---_=---=��=_=_= North East 4:30PM 4:30Ph 0,85 0,98 0 32 0 259 323 103 J03 110 458 672 0 0 7 39 71 45 22 16 � ~= South 4:30PH 0.92 0 97 266 25 38U 0 35 69 6 West 4:30PM 0.73 0 39 155 19 213 O 18 73 9 PAGE- I FILE: 102-12B9 0AlE:12/04/89 ---------------- North East 4:'�OPM 0,85 0,90 0 32 0 2�9 323 303 \KS 458 1l0 672 0 0 7 39 71 77 45 16 �m South 0.92 ^ 0 97 266 25 388 0 15 69 6 West 0,73 V 39 155 19 213 0 is 73 9 | SHIELDS ST. |... | N | ............. |.,. | W-+-E | | | | ............ |.. 544 | � -- [PED ] 0 | 32 | 323 | 103 |.... .........| 0 [PED ] .~................ --- 458 -- -- 259 ...~.-.... 360 . | �� ....^^......'~.... ... ... HARMONY RD. 672 303 � __________________ 19 �� �----------------- | | ---------------�-- N� 155 213 . ... HARMONY RD. ... ----------- ~ ^ ^ . . . . . . . . . . ~ . . . ^ , . � . 355 ._.,..~.. 39 ~� � --� 388 ..... .... .... � .......,.....~^~^. , . . . . . ' ' , . . . . . ' . . . [PED J 0 |............ | 25 | 266 | 97 | 0 [PED ] � |............ 472 . . . | | | | | | | | |-.......~..| ` . . . . . . . . . . . | | | � �� 1 0 0 « weekly summary for weel, of November 26, 1989 « « Page ! Data Fi I : MI189ose.pRN t a t !on = 1l0206 Lane s) dentificatlo : 102 Direet on : Northbo nd \ty/Tow : FT. COLLINS County : LARIMER . Location : SHIELDS SOUTH of HARMONY !N i, D, ^ f +,}\�y+«« «,!«« }/##tff, 26 30 !2 day Daily Time Sun Mon Tue wed Thu Fri Sat Avg. Avg. I Clo 0 2:� -a. • 00 14: am 06: 00 1:e .n 13 : .U., 1:< 2:00 ,{0/ 00 l6:00 7:00 8.00 !3 25 22 27 !2 !e a !4 ^ !3 47 55 191 tfe 498 405 4o x 9 9 — 7-15 6& 3 } 270 _25 306 _02 2 363 7:99 ..... 409 470 45# 482 465 !9 !4 25 1B 15 !! 11 B !B !3 5! 36 203 _ 145 4 9.2 3s! 2 s . .f�\.400 : 61 186 329 27.5 197 141. 298 213 304 217 3&B 263 404 288 462 330 & 474 338 .�.... . 352 251 0: < 0 276 206 241 1.72 !: 1 140 177 159 113 22:00 135 1 148 105 e 4:00 � \\\\ 83 � 115 69 99 62 71. 4\ Tot al= 3400 563E 1.406 5387 3848 � a,z % Avg wkday 63.1 104.7 26.1 Avg pay 88.4 146.5 36.5 rM Peal, Hr l2:00 0e:00 0e:00 Count 63 498 485 iM M Peak Hr Is:o0 lB:00 PM count 482 46 $ I I ® m m i ® ® ® m ® ® ® i wfifi Weekly Summary for week of November 26, 19B9 rtkrt Page 1 wkxR++**i**fi*+*x%+%x*.•�h±eR�F******#*%!Ft^!*1!.Ts***i!Rig*wwh*s*******w***fi*Y*%*Y**Y{FYR Data File : M1199J50. PRN Station . 1110-0- Lane ie> 1 Identification 102 Direction : Southbound Ci ty/Town FT. CJL1_I.NS County : LARIMER Location SHIELl`5 1,11DF:11-1 of HARI10Nl' IS. DOUND) 26 2- 29 29 7. 1 2 Wlcday Daily Time Sur: Men Tue !Cell TLu Fri Sat Avg. Avg. 01.00 13 15 14 ___ 10 02:OU 8 12 10 7 03: 00 6 9 8 5 04:00 15 9 12 9 ,-,5: 00 14 20 17 12 06:0G - 65 7' 52 07.:00 189 217• 201 144 OS: 00 299 35i, 34i) 243 09:00 344 344 34Z 344 246 111:00 242 64 15-7 109 1-1:00 26^ 262 187 12. Oct 176 282 229 164 � 13:OC ^_ �' 310 297 212 14: 00 --12 30' 305 22O 15:00 -104 Z57, 329 235 16. QQ 3E' 7.99 391 279 17:00 4h37 40'• 416 299 I B. U•:! =21 447 �+ 39i! 278 19: 00 381 336 359 256 20:00 214 115 215 153 21•:00 154 167 161 115 22: 00 177 13e 138 98 23: C0 I03 BB 96 6E 24: 00 _____ ____ 46 _ _____ 36 41 29 Totals _____ '2 35P _____ __i__ _____ 494' 1134 _____ 4600 _'__ 3A29 X Nvg Wkday 67.9 103.0 _-..6 Z Avg Da•: 95.0 14.1.7 :3.1 AM Peai: Hr 1 ^; 0i - �17i; i!9: %:O !8: 00 AM LOWMt '_.44 7.811 PM Peak Hr 17:Q0 IS: Cie, PM Count 43'_. 4.17 Wee!:ly Summary ic:- elee!c of November _6:, 198T wfiR Page 1 x+.+-rR.!:...x*<#+.+>•r.r++-��wv-+-+i..*R+R+*R+-+-tr+*�wx.�#*n*xR#+x+xRRxw#rtxxxwR+xxx#+r Dat � Fi l = tMd 1 89!:!46. PRh1 St at: on 1L72-:9 Lane-('_) I �enti ?icati cn LU=' Dir-ect'i or. : Eastbound FT. COLLI MS County : LARIMER L cc at i,o.,; HARMONY NEST of SHIELD-- (E°L. SOUMD) 26 '-2? 2E 29 30 1 _ Wkday Daily Time _____ _____ Sun Mon Tue Wed _.____ _ Thu Fri ____c _____ Sat Avg. _____ Avg.. _____ 7 5 in: 00 5 1 4 3 04:00 ? 10 9 ® 6 r_.5:'(0 26 21 24 17 06:00 80 lOCr 90 64 0...110 cot 25 258 le4 G6n00 400 =116 408 --?1rro... r!, 35- >-,1 373 3+7 241 10..00 1.9J I07 150 107 11:00 147 147 105 '-'-: CEO 114 161 138 98 0^ 184 162 17 126 1.4: 00 186 166 6 I5:.00 1:67 167 177 126 16:00 200 -1 -it) _ 17: 00 191 216 204 145 1B:AO 167 171) li Z 179 128 1 ..00 1B_ 167 175 125 20`:On 9e 119 IOS 77 21:oO 59 70 65 46 22: 00 47 43 45 ?^ _ 23:00 41 43 42 30 24 Of) _____ _____ 15 _____ _____ _____ _3 '' _____ 19 14 Totals 1679 3202 1246 ___ 313 ----- '241 R+.*fi*w*RRfix*fiR*fi#xrt*%fi**xxf*!t+Rx*wRila*#xll#R*+#+.%YRR*x*wRRRxxxRrtx***RR :1 Avg Wkday 53.5 10_.1 79.7 �RRR# Avg Day 74.9 142.4 55.6 AM Peak Hr 12: 00 Cie. 00 08: On AM Count 114 400 416 FM Feat; Hr 16: 00 1?h00 PM Count 209 216 **wR*#x*##w#+xxwk*Yi1!.#fififiY*w'-fiRfi%1!r*ktcx%YY.k+*Y*x+kR#M*%x*iF*kkk#k*kkrtkxkkkkkkkkfik ® ® ® ® ® ® M M %** Wee!:1% Summar', fcr weeb: of November 26, 1989 %** Page 2 Data File : M1169046.PRP1 Stat: nn . 1.1. _"4- L_ane(si _ Identification : 1;J2 Direction : Westbound Ci ty!Town : FT. COLLINS County : LARIMER Location : HARMON%' WEST of SHIELDS (E.&W BOUND) 26 27 28 29 30 1 2 Wkday Daily Time _____ _____ Sun Mon Tut Wed _____ _____ _____ Thu Fri _____ _____ _____ Sat Avg. Avg. _____ _____ 01•00 19 25 _2 16 02: CIO 12 16 14 10 03: 00 B 6 4 04: 00 3 1 2 1 05: 00 5 6 6 4 0b:00 11 15 13 9 08:(10 09: 00 /05 140 122 11B 123 .y4i 1120 88 86 10:OU 114 40 79 56 11: 00 120 120 86 12: 00 97 12B 113 80 13. 00 157 155 156 ill 14: 00 147 150 149 106' 15:00 199 171' 185 132 16:00 257 221 237 169 17:00 282 305 294 210 1 IS: 00 3Be 344 366 261 19: 00 237 24 240 171. 20: 00 159 155 157 112 21•00 127 151 139 ? 99 _ 22: 00 105 147 126 90 23 00 64 83 74 53 4 24: 00 41 43 42 30 1 Totals 2256 2866 415 2830 2021 x Avg Wkday 79.7 101.4 14:7 L. Avg Day 111.6 141.9 20.5 AM Feak Hr !2: 00 12: 00 08: 00 AM Count. 97 128 140 PM Peal: Hr IB: 00 ler00 PM Count 3BB 344 wB+ Weel::ly Summary for WeC-1: of November 26, 1989 *w* Page 1 +rx+w*++xww#*+wxRt#r#+#+w+#*+±rw*xx+,:••rw#*x#K+R#Kxw#+ww*www*+www%wwwwwxwwwxwwwwww Data File : M118904e..PRN Station : 11.0284 Lanes) 1 I dent: f icat ion : 102 Iirection Westbound City;Town : FT. COLLINS County > LARIMER Location : HARMONY EAST of SHIELDS (Et4W BOUND) 26 27 28 29 3ii 1 2 Wkday Daily Time Sun Mon Tue Wed Thu Fri Sat Avg.. Avg. 01 : ul0 37 43 40 29 (.i2:00 22 24 23 16 '03000 15 8 12 8 04: 00 6 7 5 3 O5r00 9 7 8 6 06:uj0 20 25 23 16 07: 00 B2 89 86 61 OP. CIO 200 213 207 148 09: 00 21S 261 2Z'V 240 171 1U:-i rig 223 liri "' 162 116 11 . 00 229 229 164 !2•Oir 230 298 264 189 13:00 729 S36 333 23B 14: 00 309 1 318 227 15: 00 39B 390 '394 281 485 346 17:1:10 bG3 65' 62B 449 18:00 744 645 bbZ 695 496 1 :00 444 4bu 452 _ 323 20500 _ 295 284 203 21:00 219 2B6 268 191 22.-00 2111' 222 158 23:00 112 145 129 92 24:00 78 75 77 55 _____ _____ _____ _____ _____ _____ _____ _____ _____ ----- Totals ',,505 5645 774 5577 3983 Avc Wkday 80.8 101.2 13.9 Avg Day 113.1 1-4l.7 19.4 AM Peak Hr 1'2: 00 12: 00 09.-00 AM Count 270 298 261 PM Peal Hr IB: 00 17:00 PM Count 744 653 O O ® ® O i ® = ! - O iM ® i x** Weekly Summary far weef:: o-r Hovemt L•r 26, 1989 #x* Page _ )ata File :• M119904 S.PRN 3tatior 110284 Lane l:;? 2 :denti41cation : 10'7: Lb recti on Eastoound :i ty/Town FT. COLLINS Coup t 1.AR]MER _ocation HARMOH' EAST a! SHTELDS tE:1,M TiOLILJD) t***#xx*xxxxR***#*+x+•.x*e�txAxx x,<**xx#x+t*re���x�a+,:+-tx�. �.•*xA r:#*#wx,:#R##*##x#Y*# 26 27 "_O 29 .,. 1 Wkday ➢aiIy Time Sun Mori Tue Wed Thy. Fri. Sat Avg. Avg. J 1.: 00 .., 12 9 00 73: Oct 6 9 8 5 34:i3O 14 16 15 11 )5: 00 7o6 24 30 21 06e.00 111 !3? 123 88 . 07:.00 _'.40 -67 354 253 OB: 00 - 536 556 546 390 09. 00 494 4-1 512 478 341 10:'O i 1 300 177 c 240 171 11:00 301 301 215 12: 00 24S 315 282 201 13;00 317 7.38 328 234 14:00 "-.41) 326 333 238 15: 00 345 340 243 I b: 00 7-49 366 358 255 17: 00 _., _. 413 �� /"mac/ I 393 281 19:00 :>47 ?06 327 333 20: 00, 223 220 222 158 ^_1: 00 133 133 133 95 22.:.00 81 90 86 61 23:.00 67 63 65 46 24:100 31 35 _____ _____ _____ 33 ----- 24 ----- ----- _____ Totals _____ _____ _____ 3216 5458 1771 5373 3838 'l. Avg Wkday 59-5 101.6 33.0 % Ave Dav e3.8 142.2 46.1 AM Peak Hr 12: 00 05: 00 08: 00 AM Count 248 E36 SSE. PM Peak Hr 17: 00 1'7; uO PM Count 373 413 ### Weekly Summary for week of September 24, 1989 ### Page 1 **#*****#####AR***********Y*x*##A####***Y##R#M*#***##A####xRx#RA#RA#RY#AARRYARx Data File : M6989017.PRN Station : 110106 Lane(s) : 1 Identification : 161 Direction : Northbound City/Town : F1'. COLLINS County : LARIMER Location e SHIELLS SOUTH of HORSETOOTH (N.-bOUND) *xx#RRR**RRYx##xxxx**x+*##*MAx##*xxxx***#*#*x###R*#***####RR#*##R#*x####YR##YY# 24 25 26 27 28 29 30 Wkday Daily Time Sun .Mon T'ue Wed Thu Fri Sat Avg. Avg. 01: 00 23 IB 21 15 02: 00 15 15 15 11 03:00 2 e 5 4 04: 00 13 8 6 05tOO 16 16 16 11 06:00 65 53 59 08. 00 228 OB:i1U 617 617 b1U 610 614 614 38 09:00 460 342 401 296 10. 00 406 40-6--29C 11300 454 384 419 299 12.00 439 421 430 307 13:00 419 428 424 303 14:00 398 368 383 274 15:00 449 456 .453 323 16t00 617 597 607 434 17:00 553 565 559 399 18: 00 563 547 '555 396 19:00 599 568584 _ 417 20:00 319 276 398 213 21.00 217 255 256 169 22:00 221 250 236 168 23: 00 105 124 115 82 24:00 _____ _____ 40 _____ 47 _____ _____ _____ _____ 44 31 Totals 5393 7141 _____ 1263 _____ 7112 ----- 50BO Avg Wkday 75.B 100.4 18.0 Avg Day 106.2 140.E 25.3 AM Peak Hr 11.00 OB:00 08:00 AM Count 454 617 610 PM Feak Hr 16:00 16:00 PM Cdunt 617 -597 #######x*YYRYx*YYx#*##x###kYR****Y*##x####xAx##x##**###RR****x*######*#Rxx##### *# Weekly Summary for Weel: of September 24, 1989 #ix Page 1 fi RRfi%#Y**fiii##*Rfififi##%%iiR#*fifi%ifi%fififi%fiR*fi*R#fi*i**#*#xii**iii*ii#Riiiii*#RY%%%* Data File : M0989022.,PRN Station : 110126 Lane(s) : 1 Identification : 101 Direction : Southbound City/Town : FT. COLLINS County : LARIMER Location :SHIELDS NORTH of HORSETOOTH (N&S BOUND) 24 25 26 27 28 29 30 Wkday Daily Time __ Sun __Mon Tue Wed Thu Fri Sat Avg_ - Avg_ 01:00 29 21 25 18 02: 00 15 17 16 11 03:00 16 10 13 9 04.00 6 8 7 5 05:00 30 29 30 21 06.00 127 120 124 Be 07:00 08:00 09:OQ 366 726 609 363 736 297 365 731 453 260 522 324 1 O: 00 454 :454 ---�-324 11:'CIO 230 443 337 240 12:oO 525 516 521 372 . 13200 598 596 597- 426 14.00 586 537 562 401 15: CIO 653 573 613 438 16:00 923 B29 876 626 17200 998 978 98B 706 18:00 894 1054 974 696 20: 00 436 463 450 321 21:00 339 331 335 239 22: 00 317 305 311 222 23:00 136 145 141 100 24.-00 73 61 67 48 Totals _____ _____ 74.15 _____ _____ _____ _____ 9904 1601 _____ _____ 9687 ----- 6919 I% Avg Wkday 'J. Avg Day IAM Peal: Hr AM Count IPM Peal: Hr PM Count 76.5 102.2 16.5 107..2 143.1 23.1 12:'i00 08: 00 08: 00 525 726 736 17: 00 18:00 998 1054 fi%%#%fi%%%fi%%RfifiRiRfi*%%%%fi%YYRRR%fi%#ii#RRfifi%fi%R%%%*R%%Rfi%#fi#%RRxYYY%Y%*%Y%YYYYY% Weekly Summary for week of September 24, 1989 Y%% Page 2 Data File : M0989022.PRN Station . 116126 Lane(s) 2 Identification.: 101 Direction :-Northbound City. Town i'FT. EOLL1NS County : LARIMER Location :SHIELDS NORTH of HORSETOOTH (N.<S HOUND) %R*fi*%*%*r*ixiRRxx*?F%%ixiix%**#*Rx%iR*xxx*%%xxRxx**xx#*x#x#*xi%*%%iY%RR#R%RYfiiR 24 25 26 27 28 29 30 Wkday Daily Time _-Sun _____ Mon Tue _____ _____ Wed Thu Fri __Sat _____ _____ Avg. 01-:00 51 49 ---50 _Avg. 36 02.04:' 29 30 30 21 03: 0<' 13 IS 14 30 04:00 18 4 11 8 05:00 le 1B 18 13• ® 06:00 51 57 54 39 07.00 2G.1 22� 212 i51 08:00 693 701 697 498 09:00 582 263 423 30^ 404 404 269 1U:00 1:00 225 420 323 230 12: 00 546 515 531 13: UO 558 571 565 403 40� 14:00 483 511 497 355 15: 00 559 545 552 394 16: 00 707 691 69q_499 17:00 772 768 770 550 18.00 895 880 BBB 634 19:00 830 625 828 591 20:00 495 477 486 347 21:00 326 368 22:00 320 394 357 255 23:00 191 197 194 139 24:00 80 98 89 64 Totals 6987 9320 1359 9035 6454 % Avg Wkday 77.3 103.2 15.0 % Avg Day IOB.3 144.4 21.1 AM Peak Hr 12:00 08: 00 Oe. 00 AM Count 546 693 7p1 PM Peak Hr 18:00 18:00 PM Count 895 e8O ® m® i m M M == ® = M Rx# Weekly Summary for Week of September 24, 1969 x#fi Page I xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx+xx#x###xxR#x##x#xRx#xxx#*#x##xfifififixxR Data File : M0989020.F'RN Station . 110148 Lane(s) . I Identification : 101 Direction : Eastbound City/Town .: FT. COLLINS County : LARIMER Location HOREETOOTH WEST of SHIELDS (Eu1J B11UND) fixx#.xxRfixxxR##R###xxrrxxxxxxxxxxxxxxxrxxxxxxxxxxxxxxxxfififififiRxxRRxxRRRxxRRx#fi xx 24 25 26 27 28 29 30 Wkday Daily Time Sun Mon Tue _____ _____ _____ Wed _____ Thu Fri _____ _____ Sat Avg. _____ Avg. _____ ----- _____ 01.: 00 11 15 17, 9 02:00 1.0 13 12 8 03: 00 10 8 9 6 04: 00 14 5 10 7 05:00 23 39 '31 22 06: 00 140 157 149 106 07: 00 4uo 40 406 290 08:00 729 703 716 5171 09:00 550 795 -473 338 1000 301 301 215 11:00 255 280 26B 191 12:00 296 295 297 212 13.00 328 338 333 23B 14.00 296 310 303 216 18:00 301 270 286 204 16:00 374 357 366 261 17:00 378 385 -382 273 I9:,00 _ 370 396 383 274 20:00 260 266 263 188 21.00 132 140 136 97 22:00 127 126 127 90 23:00 97 75 86 61 24:00 27 37 32 23 _____ _____ Totals _____ 7633 _____ 5351 _____ _____ _____ 1741 _____ _____ 5763 ----- 4116 % Avg Wkday 63.0 101.5' -30.2 % Avg Day 8B.3 142.1 42.3 AM Peal: Hr 12: 00 OBi 00 O8h 00 AM Count 298 729 703 PM Peak Hr 18: 00 19:00 PM Count 390 396 #*# Weekly Summary for week of September 24, 1989 #x* Page 2 #######fiR##fi xfi xfi###xR##xR#Rxxfi RRRxxfi#xx#fifi###x####xfi R#RR#R#RR*RfiR#R**fi #fi RRfiR#Rfi Data File : M0989020.PRN Station : 110148 Lane(s) : 2 Identification : 101 Direction : Westbound City/Town : FT. COLLINS County : LARIMER Location : HORSETOOTH WEST of SHIELDS (E&W BOUND) *#fix###xxRRRRR##xfi#fi Rxxxfi RRfiR#xRxRfi######fi#######fifi*#fifi xR###RRR*xRRRRRRRfifi*RR*k 24 25 26 27 28 29 30 wkday Daily Time _____ _____ Sun Mon Tue _____ _____ _____ Wed _____ Thu Fri _____ _____ Sat Avg. _____ Avg. ----- (I I : 00 45 45 45 32 02:00 19 39 29 21 03: 00 19 13 16 11 ® 04:00 10 9 10 7 05: 00 8 7 .8' 5 06•00 32 21 27 19 07: 00 120 109 115 8�2 08.00 207 223 215 154 09:00 251 178 215' 153 10: 00 255 255 182 11: 00 264 287 276 197 1200 373 351 362 259 13i00 442 419 431 308 14:00 389 366 378 270 15: 00 418 397 408 291 17:00 698 685 692 494 18:00 917 854 886 633 19: 00 622 651 b 55- 20:00 405 433 419 299 21:00 301 345 323 231 22:00 293 294 294 210 23:00 160 153 157 112 24: 00 ----- 91 ----- 119 ----- ----- ----- ----- 105 ----- ----- 75 ----- Totals 5886 6901 644 6843 46BB x xxxxxxxxxxxxxxxxxxxxxxxxRxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx Avg Wkday 86.0 100.8 9.4 Avg Day 120.4 141.2 13.2 AM Peal: Hr 12:00 12:00 08:00 AM Count 373 351 223 PM Peal: Hr IB:00 18:00 PM Count 917 854 fifi Rfixxxx#xxfi x*Rx#xfi RRxxRfifi xM#R#RRRxxR##RRfifi#*#fiR#RxRfi RRfixfi RfifiRRRRRRRMRRxR#**### rtx* Weekly Summary for week of September 24, 1989 rtrtrt Page 1 rt#* Weekly Summary for week of September 24, 19B9 rt#x Page 2 %R*k%*rtrtrtrtrt%#xrtrtrtrtrtrtrtrtl!%x*%rtrtrt#rtrtrtrtrtRrtrtrtrtrtrtrtrt#*%%%%%%****rt#%%%x%%%rt%%rt%%%%#%rtRrt #rtrt*x**%*#*x%rt%rtrtx#rt%%rtrtrtrtrt*rt%rtxrt*#%%%*#xrtrtYx#**x#%%%xxrtrt**rtxrt%rtxYrtrt%*rtY%%rtrtRRx Data File : M0989015.PRN Data File : M0989015.FRN Station . 110184 Lane(s) 1 Station 110184 Lane(s) 2 Identification : 101 Direction :- Westbound Identification : 101 Direction :. Eastbound City/Town : FT. COLLINS County LARIMER City/Town : FT. CCLLINS County LARIMER Location : HORSETOOTH EAST of SHIELDS (E&W BOUND) Location : HORSETOOTH EAST of SHIELDS (E&W BOUND) ##%#%#%##rtrtrtrt#rtrt%%%%rt#rtrt%rt#*#x*xxx%##%%rtrt#%rtrt#rtxrtrt*%*%%#%*x%%%rtxxxrtx%R%%#x%%%RR 24 23 26 27 2B 29 30 Wkday Dai l.y 24 25 26 27 28 29 30 Wkday Daily Time _____ _____ Sun Mon _____ Tue _____ Wed _____ _____ Thu Fri _____ _____ Sat Avg. _____ Avg. _____ Time _____ _____ Sun Mon Tue Wed Thu Fri Sat Avg. Avg. 01:00 70 82 80 57 01: 00 _____ _____ 26 _____ _____ _____ _____ 34 _____ 30 _____ 21 0200 33 87 45 32 02e.00 14 19 17 12 03:00 24 20 22 16 03:00 16 13 IS Si: 04:.00 16, 11 15 10 04:00 21 7 14 10 05: 00 18 18 18 13 05:00 50 60 55 06:00 57 41 49 35 06:00 263 248 256 + 07:00 192 206 199. 142 U7:00 696 676 666 490 08:00 453 464 301 08:00 1160 1144 1152 823 09600 527 335 335 431 308 09:00 953 699 826 590 10: 00 4'36 - 438 313- 10:00 648 648 463 11:00 380 475 428 305 11:00 469 611 540 386 12: OU 104 660 6S2 497 12:'00 658 622 640 457 13: 00 T3 716 725 518 13e 00 713 718 716 511 14: 00 631 655 643 459 14:00 686 649 668 477 15:00 690 659 675 482 15: 00 643 609 16.00 873 978 876 625 .00 BOB 781 795 568 17:00 1089 1050 1070 764 17:00 823 768 606 575 18:00 1330 -1052 1297, 1312 937 - 18:00 796 816 B06 576 19; 00 1066 1059 756 19:00 837 777 B07 576 20: OU 672 676 674 481 20e.00 556 543 550 393 21:00 493 492 493 352 21:00 352 332 3442 244 22100 465 528 497 355 22 r00 340 3i:1 '32 244 29 23:00 264 270 267 191 23:00 1B2 132 1B2 136 24:00 141, 165 _____ _____ _____ _____ _____ 153 _____ 109 _____ 24-00 67 71 69 49 Totals 9517 11421 1244 11310 8079 I Totals 79T0 11647 2900 11563 8259 Avg Wkday84.1 101.0 11.0 % Avg Wkday 68.6 100.7 25.1 Avg Day 117.8 141.4 15.4 % Avg Day 96.0 141.0 35..1 AM Peak Hr 12:-00 1.2:00 08:00 AM Peak Hr 12:00 OB:00 08: 00 AM Count 704 660 474 AM Count 658 1160 1444 FM Peak Hr 1B:00 18.00 PM Peak Hr 19: 00 18:00 FM Count 1330 1293 ! PM Count B37 816 1. INTRODUCTION This traffic impact study addresses the capacity, geometric, and control requirements at and near a proposed development known as the Platt/Mountainridge Farm located west of Shields Street and north of Wakerobin Lane in Fort. Collins, Colorado. The location of the proposed development I is shown in Figure 1. Also shown in Figure 1 Is the location of the proposed Pineview Subdivision which was also included in this traffic study. During the course of this analysis, numerous contacts were made with the project planning consultant (EDAW), the developer (The Group, Inc.), and the City Traffic Engineering Department.. The study conforms to the format set forth by the Transportation Department of the City of Fort Collins. The study involved the following steps: t- Collect physical, traffic, and development data. - Perform trip generation, trip distribution, and trip assignment. Project traffic growth. - Determine peak hour traffic volumes. - Conduct capacity and operational level of service analyses on key intersections. ' - Analyze signal warrants and signal progression. - Accident analysis. II. EXISTING CONDITIONS ' The site of the Platt/Mountainridge Farm, as shown in Figure 1, is in a mixed use area.. To the south is part of the Pineview Subdivision and an existing single family residential area. To the west across Seneca Street are an existing elementary school and a junior high school scheduled to be opened in 1990. To the north is existing single family 1 residential. To the east is the remainder of the Pineview Subdivision and Shields Street. The Pineview Subdivision is not constructed and may be revised by the developer/owner of that land. The information used in this study is the latest development proposal. Both Harmony and Shields are classified as arterials with the following geometries In the area of the Platt/ Mountainridge Farm: 1 - Harmony (west of Shields) - two lanes - Harmony (east of Shields) - two lanes plus right -turn lane in westbound direction near Harmony/Shields intersection. - Shields (south of Harmony) - one lane plus a right- L l�J r�r='RErAa i x 0 CAPACITY AND LEVEL OF SERVICE The concepts of:eapscity and.levd of service ate central to the analysis of intersections. as theyare for ail type of feciiitim In interaction amlysis: however. the two concepts arc not in roe Ely correlated a.they ate for other facility type In pro- viow chapter. the same analysis results yielded a determination of both the capacity and level of seiviee of the facility. For signalized interactions. the twoara analyzed separately, and am not simply felatd,to =it other. Ibis critical to now at the ovum. however. thatboth capacity and:fevef:ojservice 'mind be fully considered to evaluate the overdl operation of a signalized intasetim Capacity,analysu Of Interactions ranks in,the mnrpmatims of r/e rtim for nndividarl movements and a composite r/e ratio. for the sum of critical movements or time grouva within the intrecdan. The v/a ratio lathe actual or, projected rate of HOW on an approach a designated group of lane during a pelt IS -min interval divided by the capacity of the approach or designated group of sees. Levelof service is blind an the average stopped delay Per vehicle for various nrovaneeo within the intern ectim While v/e ap'cs delay, that ere other param. eter that name so gly�afect it, such as the quality of prs III ' n, length of Steam phew, cycle lengths, and others. Thus, for my given v/c ratio, a range of delay value may result, and vion.vaaa,For: this reason, both the capacity and level of service of the interaction man be carefully examined. These two con - a" are discussed in detail inibe foll v g:seetions. Capacity at Shad ImusaeUan Capacity at intersections is defined for each approach. Inter- section appiciad capacity is the mazimum rate of flow (for the subject approach) which my pan through'. the interseetion.un- der prevailing traffic, roadway. and stgndiation conditima The rate of flow is generally antsm or projected fora IS-mm period, and capacity is stated in vehicles per hem. Tmfflc condition include volumes on each approach, the dis- tribution of vehicle by movement (left, through, right). the vehicle type djstribhcoe within each;moventen. the location of and use of bin stop within the intersection seenpedestrian cos . inflows, and puking movements within the intesseetion Roadway condition include -the basic geometries of the in- tenctim. including the number and width of lane, grades. and Isnause allocnmm (including parking lases). Signalfmmn condilmnr mclde a fail dennitiou of the signal phasing, timing, type of contmL:ad anevaluation of signal prop,,,non - oa `ash' appmech The capacity of designated lanes m groups of lam within an approach my also be enluatediand determined using the pro- endure of this chapter. This my be done to isolate lanes serving a particular movement or movements, such m an exclusive fight - or IeWtun Into. lase so designated for separate analysis arc refercd to a 'Tam gongs." The procedure herein contains guideline fa when and how separate lane groups should be designatediin an:approach. Capacity at signalized intersection; is bmed.on the concept of aeration flow and saturation now rates. Salumnon flow ate is defload.as the maammn rate of flow that can pas through a given intersection approach or lane group under prevailing itaflb and roadway condition% assuming that the approach.or line group had 100 percent of real time available n effective green time Saturation flow, rste.is,given the symbol s. and is expressed in units of vehicles per hour of etyective green time (Vphg)• H'muwAY C mcj M ® ® ® M M Meta- Apwkdo��nnarrw�ir m r MAmumw. S. R. ZO% TRB/N RG "°"eM' 3 S. The flow rand far a givers approach or Iane::group is defined a the ratio Ofthe actual flow rate for the approach or line group, F. to the utaratim now rue The now ratio is even the symbol. (v/s)„ for approach or lane group:i. The cepac'rty of a given line group or approach my be stated a: 4 — a, x (B/L), (9=q where 4 - capaery of hoe poopor approach L in vph; s, w xtmsuc a now rate for lane peep or apphoch L invpbg; and (g/C), w gram ratio for lane poop or approach L The ratio of now rate: -to cspedty, r/c. is given the symbol Xin intesatior,analysd This new symbol is introduced in this chapter to empl , the turning :.relationship of capacity to sig• mliation canditios and for consonancy with the liteatus% which also refers to then variable as the "degree of saminson." .Fora given lane group or approach is X, _ We), — rW(s, X 41,03 (9-2) X, - v,C/s,g, _ (v/s)✓ VC), X, — v/c ratio for law group oa epproae1 is r, — aetuaL flew rue:fm lane group or approach L in s, ,..saturation pow rate for: lace pomp: Or approach L in vphg; and 'A >..effect" green time for lung group aat apptoaeb L in sea Value of X, range :fn to 1.00'when the, Bow: roe equals a paciry to 0.00 when the goer rate is anno. The capacity ofthe fullinte secisnotasigsificent coaceI and isnot specifically de8ued:herem._Rarely do ail movements at an:inteneetim beame-seturata&M the same time of day. It is the ability of individual monuments to move,thiocgb the intersect= with some efficiency, which is the ancient concern. Another capecityomeepr' of utility m the analyses of signal- ird-inteneaioss is, however. the critical v/c'anw:X,. This is a v/c ratio for the intersection as a wholk considering Only the lare groups m approaches that have the higbet nowrata , v/L fin a given signal phma For example. In a two-phase sigma, opposingapproaches move during the same geen.time. Generally. ciao( these two approaches will require mom Stuart time than the other (Le., it will have a higher flow ratio). This would be the "critical" approach fin the subject signal phase Each signal phase will have a critical tare pomp or approach that determine the green time requirements for the phase. Whera:sigmd phasesoverlap. the identifcationof these critical lane groups or approacheavu someerha:comples,:and is discussed in the "Methodology" sea tion,Of this chapter. The critical r/eratin for the interaction is defined, in to of critical later groups or approaches: X w J'(r/s). X (C/(C-L)) (9.3) X. — critical r/e ratio far tbuintenacnom Lv/s). — the sommation offlow ratio$ for aB,ait. ical-lane groups or apprmchm, f: C — cycle largth.Ju air and L — total km time per cycle; computed 'asthe sum of "start-up" and change interval lose time minor tbe',pordoe of. the change fis terval used by vehicle for each aftinl sipwlpb— This equation is nodal in evaluating the overall interaction with respect to the gmneain and total cycle length provided, and is also undidin atimting. signal timbip her they are ma known or specified by local policies a proadoes. Xgives the v/c ratio for all mitical;movements. assuming that tram time has ban appropriately or proportionally albcata L It is tbedae possible to: ban haitial r/c rap elleathan Lft and stt0'have iodioidud movemm overatmated within the signal cycle A critical r/cratbim,thm 1.00, bowe a data indicate tha:an'aovmmb in the interaction, can be.aocom- modated within the ddned cycle length and:phea sequence by .proportionally alloo1mg greas tons. In msmee, the total aved- atde gam time in tbaphae sequence is adequate to handle ail movements if properly allocated. The analysis of capacity in this dopier n ors the arm- p0ution of saturation Ease nun r/c ratio% mid tapsa ti s� for .alum approaches or lane groups of the inteseetio t. Pence dine fm than, computations aa:described in greater detail in the "Methodology",and "Procedure far Applintim" sections of this chapter. Level of Servlca far Slgm fled lntwo dtl leveldset, for sipvalbed interucdo s n denmd in term of delay. Delay is mesun of driver discomfort, ftmtntio . Ind eousampum and bet travel' time Speigealy, lereld= service criteria are stated in terms of the average stopped delay per vehicle for a 13-mis analysis period. The criteria ategiven in Tibia 9-1. Delay my`be;meaaured hi.the'neid, or my'he. cumtd using procedures presented later in this chapter. Delay is a onmplat measure.: and is dependent cs a number of variable, including the quality of pmpwim the cycle length. the gran ratio. and the v/c ratio for the lam group or approseb 'le Levelof-service A deeribe,opentiona with very low, delay, he..Iles than 5.0 son per vehicle. This Occurs when progression is extremely favorable, snd mast vehicles arrive during the great phase.,Moat'vehieb do not stop at all. Short cycle. lengths may also contribute m:low, delay. LrdoF-none B describe opentiom wrath delay in the range of 3.1 to 15.0 m per vehicle This geor may occurs with: god progression ad/or shoe cycle lengths. Mot vehicles stop than for LOS A, causing highs imb of. averagedelay. stonvD oetaY M vmna.a tavu or MRVNM (SEC) A S 3.0 B fit te:13.0 C 13.1 to 25.0 D 23:1 to 40.0 B eGs to 60.0 P > 60.0 LewloFserrier C describe operations with delay in the range. of I3A to 25.0: se per vehicle, Theme higher delays: myreuit from fair progression adlor'loager cycle lengths. Individual cycle failuresmy begin Ito appear in:this •level. The number of vehicles stopping is aramt as this level, although many still pass through the intersection without stopping, Lgnrlof-renict D describe operations with delay in the range of 25.1 to e0.0 sec per vehicle. At level D. the Influence -of congestion become mom noticeable. Langer delays my result ftom:some combination,of unfavorable progression, long cycle lengths, or high r/c ratios. Many vehicles stop, and the pro- 'put tioe.of vehicle not stopping decline.. hdivid fail - on* we noticeable.fsrrlo%nrvrce E describe operations with de4y i range of 40.1. to 60.0 see per vehicle This is considered to be the limit of adaptable delay. These high delay value generally indicate poor progression, long cycle Iangths6 and high r/a rating. In. dkvidaa,cycle'ffdare us frequent occurrences. Levdof-servieeF describe operations with delay in aaaa of 60.0 sin per vehicle This is considered-te be unacceptable to in=driven This tan ... often occurswithovemuurawm i.e. when. arrival flow rate email the capacity of the inteac- don. It may also aomxa at high v/e ratios below' LM with many individual cycle failures. Poor progression and long cycle lengths may also be asjor coati bating cause to smh�deiey-levels, RnstbnE Capacity and Level at Service Because delay is a complex meaam% its relationship to ca- peaty is also mxmtples. The levels of aerviee'of Table 9-Thave 'ban established basd,onthe.aceptability of various delays'to drivels. It is importantte,note,thatthis ooeeept:isnot related to capacity ina simple onNoone,fathion. In Murton chapters, the lower bond of LOS ways en d to defined be capacity, i.e. the v/c ratio n. 'tin% 1'.00. This it no the cnae.fur the procedures of this chapter. It is'possiW for example,:us he" delays in:the range of LOS F (unacceptable) while the v/c ratio is below 1:001 perhapsas low a 0.75-0.53. Very high .delays'.. can occur. at such r/c ratios when somecombination of lhe.following conditions esisw,(1) the cycle length is lung, (2) the lam group:can question is dis- advantaged (has a long.red time) by the signal tuning, ad/m (3) the signal' progression for the subject movement is poor. The reverse is also possible a saturated approach or lam group (ix.: v/cratio — 1.00) may here low delays d (1) the cycle length is short, ad/or (2)',lhe sigml'.progtasioniu favor- able fin the subject movement. Thus, the designationtof LOS F does not automatically imply that the intersection, approach, or. lane group, is overloaded, nor don a level of servieein the A to E range aummaiWly imply tha:there is mused capacity svmlable The procedure and methods of this chapter r"uha the anal - yin; of both capacity and leveW-service mditiom to fully evaluate the operation of a signalized interaction. It imper- ative that the analyst recognize the unique relationship of than two concepts as they apply to dgalud intersections. LEVEL OF SERVICE CRITERIA FOR UNS IBNAL 1 ZEU IN1 ERSEL'T 1 Um5 Level -of -service criteria for unsianalited intersec- tions are stated in very general terms, and are related to general delay ranaps. Analysis ftrr a stop- or yield -controlled interse"CHon results in solutions for - the Capacity of each lane on the mirror approaches. the level -of -service criteria are then based on the reserve, or ur►used, capacity of the lane in question, e>:pressed in passenger tars per hour (F•CPH). RESERVE CAPACITY LEVEL OF EXPECTED DELAY TU (PCPH) SERVICE M1NUR STREET TRAFFIC -------------- ;•4!rir A Little or no delay a Short traffic delays <<►!�-�9� C Avpr-aae traffic delays 1!iv-199 D Lor,g traffic delays fir- 99 E Very long traffic delays F *41hen demand volume exteeds the capcity of the lane, exEreme delays will be encountered with queuing which may tause severe congestion effecting other traffic movemer►ts in the intersection. 'this condition Usually war-r-ants improvement to the intersection. F:eferoncea Hiyl►way- Cgpac -ty Manual. grpcial Report 2619. 'transportation Research Eoa►-d, Nation- al Research Cot-rnciI Wash ifiat: on, D.C. 1985. I I E 1 .1 1 1 1 fl 1 I 1 1 n i] 1 1 -- - ---------- 4 OAY F m FM 4 t 4- 75 -2: 1 b-44- 44¢ 440 OS C 17Z-0 45 4(p 44 it c 1 175-CIII-0 c�;t.Cpvel C 12?a4j Am M:;TTHEW J DELICH CRITICAL MOVEMENT ANALYSIS HARMONY/SHIELDS :AM 1989 DATE ■xxxxxxxxxxxxxxxxxxxxxxxx<x�xxxxxx LEVEL OF SERVICE B SATURATION 59' CRITICAL N/S VOL 550 CRITICAL E/W VOL 471 CRITICAL SUM 1021 xex►xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx LANE GEOMETRY NORTHBOUND SOUTHBOUND EASTBOUND LANE MOV WRATH MOV WIDTH MOV WIDTH 1 R.. 12.0 R:.. 12.0 RT. 12.0 2 T.. 12.0 T.. 12.0 L.. 12.0 3 L.. 12.0 L,.. 12.0 ... .... 4 .... ... ..... ..... .... 5 ... .... ... .... ... .... 6 ... .:.:.: .... ... .... TRAFFIC VOLUMES 4" WESTBOUND MOV WIDTH PT. 120 L.,. 12.0 NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND LEFT 11 188 28 48 THRU 336 212 363 98 RIGHT 977 53 83 TRUCKS (%) LOCAL BUSES (#/HR) PEAK HOUR FACTOR NORTHBOUND 2 0 .9 SOUTHBOUND 2' 1 .9 EASTBOUND 2 0 .9 WESTBOUND 2 1 .9 PHASING N/S :2. HEAVIEST TURN PROTECTED E/W :1. NEITHER TURN PROTECTED PEDESTRIAN ACTIVITY 1. 0 - 99 (NPEDS/HR) CYCLE LENGTH 80 SECONDS CRITICAL LANE VOLUMES BY MOVEMENT NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND THRU -RIGHT 380 244 471• 209 LEFT 0 170 0 0 LEFT TURN CHECK NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND INPUT VOLUME 11 188 28 48 ADJUSTED VOL 0 1.70 0 0 CAPACITY 306 0 262 0 MOVEMENT OK N/A OK OK. 4 ►J MATTHEW J DELICH CRITICAL MOVEMENT ANALYSIS HARMONY/SHIELDS *M(5 1989 �`�J DATE xxs�xxxxxxxxxxxxxxxxxxxxxxxsxxxxxx LEVEL OF SERVICE 8 SATURATION 59 CRITICAL N/S VOL 370 CRITICAL E/W VOL 640 CRITICAL SUM 1010 xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxr .LANE GEOMETRY NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND LANE MOV WIDTH HOY WIDTH MOV WIDTH MOV WIDTO 1 R.. 12.0 R.. 12.0 RT. 12.0 RT:. 12.0 2 T.. 12.0 T'.. 12.0 L.. 12.0 L.. 12.0 3 L., 12,.0 L... 12.0 ... .... ... _ 4 ... .... ... .... .... ... .... •5 ... .... .. ... .... .... 6 ... ... .... .. TRAFFIC VOLUMES NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND LEFT 25 103 19 IIO THRU 266 323 155 303 RIGHT 97 32 39 259 TRUCKS (%) LOCAL 'BUSES (N/MR) PEAK HOUR FACTOR NORTHBOUND 2 0 .9 SOUTHBOUND 2 1 .9 EASTBOUND 2 0 .9 WESTBOUND 2 1 .9 PHASING N/S :2. HEAVIEST TURN PROTECTED 'E/W .1. NEITHER TURN PROTECTED PEDESTRIAN ACTIVITY : 1. 0 - 99 (#PEDS/HR) CYCLE LENGTH 1 80 SECONDS CRITICAL LANE VOLUMES BY MOVEMENT NORTHBOUND SOUTHBOUND EASTBOIAND WESTBOUND THRU-P.I�GHT 301 370 219 640 LEFT 0 69 0 22 LEFT TURN CHECK NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND INPUT VOLUME 25 103 19 110 ADJUSTED VOL 0 69 0 22 CAPACITY 0 69 0 421 1OVEMENT OK N/A OK OK m m ® ® m m m m m ® m ® m m m m 4X 1985 HCM: UNS ION Al. 1ZE0 I N 1 Ek'_iLCi:l'N:. gape -I .. v... :.. ......... r....... ....... ................ c.. IDENTIFYING INFORMATI-UN ------------------------------------------------- ___--_ __ ___-_ ___ AVERAo_ :;UN:r:ta i_; b. Lc.. ..,.;;i.' .. .... .... PEAK HOUR FACTOR ............................. .. .. .B AkGk VUPULAT IUA........... ................. ... oJ'J'f NAME OF THE EAS1/WES1- SIrE=1..................... waKerobin r; A. ME OF 111E t:Uk-I F: ,'::VUIr•-.:(EL............. NAME OF THE ANALYST .............................. DATE OF IHE ANAL 'SIS (MM/dd/�'.:... .............. TIME PERIOD ANALYZED ............................. OTHEk INFOkMATI'ON: INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------- INTERSECTION TYPE: 4-LEG MAJOk STREET UikLC11U::: CONTROL TYPE EASTBUUNU: SiUF SIGN CUN-;NUL I E WL'..,:UUIN: =•Ut_;'Ai TRAFFIC VOLUMES ------------------------------------------------ Er Wu r.c. ---- ---- ---- ---- LEFT 11 i 4 1. THRU 0 0 361 ?58 RIGHT 1 zo t 27 NUMBER OF LANES AND LANL Ut AGE -------------------------------------------------------------------------- Et d6 ANE„ LAN`_ L •.. 4--i;-L7 CAVAI'ITY AND LEVLL-�, -$LRVICL Face-: PuTEN- k ATE C.A PAC11 CAFAC 11 ".: h'A1; 11Y LAVA" -I,Y MOVEMENT v(p"ll _ IPC Psi �• IPCPI" (t.:phi - _ - - v LD r. .+hS k SH STREET ------- ------- ------------------- ----------- --- 0 MINUk Wb LEFT 1 18" 185 - 18b 164 ) 0 THROUGH U 215 214 _ 9D 214 ?A C R I OH 24 983 9S3 > S"c5 959 - A M1NUR STREET Er LEFT 13 Isti l8U RIGHT 1 972 972 MAJUR STREET Nb LEFT 6ul 601 Stt LEFT 1 b'v :66 > U 219 >U C 4i2 > 971 > A 6U1 596 A G:o bO4 A C IN 4 AA 1985 HCM: UNS IGNAL l2EU I rIItR:.tC i I UN- ..... I... a ........... ......... ........................ Yage-1 .,, 10ENT1FYING INFOF;MAI IUN ------------------------------------ — -------------------------- AVERAGE KUNI:INO'-,PLEJ. Ii},J '1,: :II(--' .............. PEAK HOUR FACTOR ................................. .5 AkEA PUPU LA IUI:.................................. "OU Ui� NAME OF 1HE EAST/WEST STREET ..................... w::. n;e r ob in NAME OF THE NURIH/t=i h ST;La:................... e.nielGs NAME OF THE ANALYST ------ ------------------------ rt•.d DATE OF THE ANALYSISs'A;--- TIME PERIOD ANALYZED ............................. ara� t93S UIHEF: 1N.L URMAIILW: f.,++'_�� INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------- INT£RSECTION TYPE: 4-LEG MAJUK STkEE'. UfkECsiur-: NUR1Y/JUUir, CONTROL TYPE EASTFUUNO: STOv SIGN CUNiKOL TYPE WE'SIB001,C: _:UFD:UN TRAFFIC VOLUMES -------------`----------------------------------------------------- EB we. r<_- �. ---- ---- ---- ---- LEFT 13 17 THRU U 0 478 aUU kluHT A 1.c - NUMBER Ur LANES ANTI LANs UbAGL 4 c C-- CAPACITY AND ---------------------------------------------------------------------- LEVEL -Or -SERVI C'c Paae--, POTEN- -•_iOA� FLOW- 11.',- rr.lv�r,-tu. _.•� REt a;VE PATE CAPACIIY CAFAI..It C:.:•AC•111 CAPACIII MOVEMENT v(pCph} , (P�cl', _ iUcpn tp,. ,•, _ . - v LUS p M SY• K '-+H MINUk SIRLET Wb LEFT 2 13 128 t28 s tY5 > U I HI"UtIp1H 1 4�1J4 ,A U RiGHl 1[ 921 9tl > 9 U 8 > A MINUFc s.TREeI Et'• LEFT lb 137 127 127 111 > L) 1'H F:000H U t.5; .... .-: 155 13a 155 >U D R 1GHT .. 958 95E > S58 - 953 > A MAJUFI S1kEEl u NB LEFT 1 58U 580 5uu 578 A SE- LEFT 21 - I-, — 504 A 4DD 1�985 HCM: UNSIUNALIZED INTERSECTIUN5 . ..............�... .. ............... ............ ✓age -I ............., ......, ...,.. IDENItIFYINV INFOIiMATIUN ---------------------- _______________________________________________ AVEkAUE I:UNN 1 fn_' , MAJOR .. . ............ . PEAK HOUR FACTOk................................. . AREA PUPULATIUN.................................. cUuiiiI NAME OF THE EAST/WEST STREET ...................... harmunv NAME OF THE NOR-IFI/E•UUTH STREET ................... ..eacnzy NAME OF THE ANALYST.. .......................... . ..6 c; DATE OF -If:E ANAL;'i IS iovii; Cd/YY:................. . TIME PERIOD ANALYZED ............................. 0rnw'I98f-! U'IHEk 1NFURMA7 ION: r� INTERSECTION TYPE AND CONTROL ---------------------------------------------------------------------- INTERSECTION TYPE: 4-LEG MAJOR STREET UIF.ECTIUN< LAS1/WLS7 CONTROL TYPE NURIHBOUNU: STOP SIGN CONTROL TYPE SOUIHBUUNu: STUF' S11,N TRAFFIC VOLUMES ____________________________________________________________________- EC We Nt .,. ---- ---- ---- ---- LEFT 1 1% THRU 343 107 'J I I!IOHi i 1: .: NUMBER OF LANES AND LANE USAUE Ee WL. LANES LANE USAciE L... 4-FP CAPAGiTY ANU LEVEL-0-SEkVIC'- ------------------------------------------ Page-_ PU ItN- A. IUAL LOW- 1:A TE CA P:,L 11! C.:='AC l!Y ,..,: ,.:IY .,. ;y AC I I Y MUVt MEN pcp C 4GC Glii _ _ , - Y ..US p M Sn H SH MINUk bIRLET _______ ________ ______ ------------ ------------- Ntt LEFT 369 362 362 36U > B 111RUUl'H U n';,; 4'lu _.. 4.1J SUu 41U >A A R IOHY 16 637 d-7 - 6:i7 > 611 > A MINOR STREET SS LEFT 21 3U9 359 :59 > 338 , B 1 HRUUUH 419 414 4.4 3Bc 413 >E. A RIGHT 6 b69 Bo9 869 863 > A MAJOR STREET EB LEFT 16 960 96U 96U 944 A KB LEFT < :1-,• ... ;i/ 715 A C ® r� ar �r �■r ® � ® ur ar ® ® it ar r� r �r r� rr 4-6 G 1985 HCM: UNSIGNALIZED 1NT Ek5EC T: CN:; >.xsxss.sw...a.♦v..........................................................a:.. Pagr I u IDENTIFYING INFOP.MATIUN _________________________________________.--___-------___----_-__-____ AVE'k AGE kUNNIN6 :3PELU, MAJUf( i lk:'-1 .............. < PEAK HOUR FACTOR ............................. .... AREA F'UPULAIION .......................... NAME OF THE EASI/WES1 STREET ..................... herruu riy NAME OF THE N0klr:/L.UUfH :,'k_L............ ........ ey�ricy NAME OF THE ANALYST ........ . ..................... nijd u ATE OF THE P.NALr_:L (wr,/ UC/iYi.................. TIME PERIOD ANALYZED .............................. UIHEk INFORMATION: 19"-- I INTERSECTION TYPE AND CONTROL _____________________________________________________________________ INTERSECTION TYPE: 4-LEG MAJOR STREET U1kECIIUN: cA51/61LSf CONTROL TYPE NUR1-HP.UUNU: STOP SIGN CONTROL TYPE SOUlHUUUNL): SIOF _::UN TRAFFIC VOLUMES _____________________________________________________________________ Eb W0 NL ____ ---- ____ ____ LEFT _ 1i THkU 180 312 0 U R4 GH1 2 c NUMBER OF LANES AND LANE USAGr_ ---------------------------------------------------- ..-_-_____-- Eet WB N',Wit. ------ ------- ------- LANES LANE L, AUE .. c CAPACITY AND LEVEL-O.`---ERVICE Page-3 PU TEN- AC[UAL I'LOW- I i;,L rGJVLI4_I. .,r.AKL; k AIE CA('AC I1t CAPACIII C;w AC Ili I;APAC I TY MOVEMENT vip. Pill (P Pr,. C .i.CF I 1;:C ✓i,) . = C - v LDS p M SH k SH STREET _______ ________ ---------- -------------- ------------ --- '® M1NOk NB LEFT 1 342 334 334 > 333 > V. 1 Hl;OUGH L` E911.4 bob 3a4 - 639 J84 >A I; R 1GHT 6 '94 794 794 > 78a > A MINOR STREET SR LEFT 9 346 34U - 340 ? 331 > G 1HROUGF; U 3'.;0 463 --c> > 449 J85 ?A B RIGHT 11 665 665 oo5 > 654 > A MAJWi SIREET EB LEFT 4 74Z 742 14, �3C A W0 LEFT .. '8t; GtU 688 67S A E I U] 1 0 I 1 I 1 I [7 i 1 �J 1 V1 1 1 N • _ _, - 4 r ° . airpa._ z, Gravel Pit .- - Pat I r _ Di y_ ? e�0 .. p�p Roselavm '' Cem Arrowhead 11... st@ ri sal II�� �� -A A BM4954 �.�-•�� ii II�uQ j[` I/� N\ 1• UNIVER 1'€ } T1 - 'ravel Pit ''• • �•- - � : 1 Ili ix. 065.- s«000 :Radio ru o To rs 19 y tl 1 2Q m ;w r rj� a es na `•BM48 N, K (I Rea1i 29 ' „, yy Mounta[rtiridge ' �' �ILL e. Farm F • t Omega 77 FF 6 i � 9508#10 SETOOF t ^^ � C�� Y r -4. ]p � Y�._� a4,j 1I��JJII a ►► rt l', r- , • n-I - 35., 'Aw'<99r :36 32 n ,�I_ r._ Pineview HARMQNY u 1 MV I °, • Harmony asio' CemLT T— i.are. JAL j Vzz Pr Platt 6°` partyW , ' ,� �� �J6 / 5 •• _b.. \mot \� —� W151p0 _V_u .. \ --,'cam` ' l 1/� �� - � , ^lnl'Ir(rI 4916 lcrxr:, l,n• r49e � \ . nizcvi co el' 497313 .�► 15 � If Y4 � ,. ltO )CO, /3ei7xl l ,:\Lake aao i 17 �<r e f / -- 1 SITE LOCATION Figure 1 1 0 1 1 1 1 1 L-1 1 1 1 1 rn R,Rpa D i x o L ® ® ® M ® ® ® ® M ® ® ® ® = M M M VOLUME REQUIR..%= • FOR' SIGNAL WARRANTS VEHICLES PER HOUR ON NUMBER OF LANES. VEHICLES -PER HOUR ON HIGHER VOLUME MINOR FOR MOVING TRAFFIC MAJOR STREET (TOTAL EQUIVALENT STREET APPROACH (ONE EQUIVALENT ON EACH APPROACH OF 80TH APPROACHES)- A.D..T.* DIRECTION ONLY) A.D.T.* MAJOR ST. MINOR r.- 1000o' 80% 70a 1001V .806a 70p 1100Z 80% 70% 1100: 80% 70Z 1 1 :500 400 350 89300 6,640 5,S1A ISO 120 105 4,600 3,680 3920 = 2 or more 1 600 480 420 10,000 89000 7,000 150 120 1.05 49600 39680 39ZZO c 2 or more 2.or more 600 480 420 109:000 89000 7;000 200 160 140 69000 41800 4.9200 1 2 or more 500 400 350 89300 61640 59810 ZOO 160 140 61000 41800 4.9ZOO 1. 1 750 600 5Z5 12,500 .10,000 89750 75 60 53 Z,300, 1,840 1:96110 2 or more 1 900 720 630 Is 000 1Z9000 10,500 75 60 53 2,300 .1,840 1,610 .Z or more Z or more 900 720 630 15,000 129000 10,500 100 .80 70 3,100 2,480 Z,170 i 1 Z or more 750 600 -525 12,500 10,000 89750 100 80 70 3,100 20480 29170 *box, P. "Warrants for Traffic Control Signals", Traffic Enoineerno, November 1967. ;TOTES: 1. Minor street ADT of 3600 (one -lane) and 4800 (two -Bane) have been accepted in some instances as meeting Warrant I requirements. Z. For one-way minor street, reduce minor street. ADT requirement by 33-1/3.. ® ® ® M ® ® ® ® ® ® ® M ® i 4C-10J Warrant 11, Peak Hour Volume The peak hour volume warrant is also:intended for -application when traffic conditions are such that for one hour of the day minor street traffic suffersundue traffic delay in entering.or crossing the major street. The peak hour volume warrant is satisfied when the plotted point representing the vehicles per hour on the major street (total of both approaches) and the corresponding vehicle per hourof thehighervolume w minor streapproach (one direction only) for one hour (any four consecutive 15-minute periods) of., an average day falls above the curve in Figure 4-5 for the existing:combination of approach lanes. When the 85th,percentile speed of major street traffic exceeds 40 mph or when!the intersection Hes within a built-up area of an isolated community having a population less than 10,000, the peak hour volumetequirements is satisfied when the plotted point referred to above falls above .the curve in Figure 4-6 for the existing combination,of approach lanes. FIGURE 4-5. PEAK HOUR VOLUME WARRANT x a > 1 600 x 2 OR MORE LANES fr 2 OR MORE LANES t u 500 Hcr 400 20 MORE LANES & 1 LANE to a 1 LANE 3 1 LANE ZW 300 200 >> 100 r x r x 400 600 800 1000 1200 1400 1600 1800 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH *NOTE: 150 VPH APPLIES AS THE LOWER THRESHOLD VOLUME, FORr A MINOR,STREET APPROACH WITH TWO OR MORE LANES AND 100 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE. I-HiUHt 4-U. PtAK HUUH VULUIVIt VVAHHAN I (COMMUNITY LESS THAN 10,000 :POPULATION OR ABOVE 40 MPH ON MAJOR STREET_ ) x a F- U' tU Q wp 2 cc �a ina xQ ZtL 0 x c� rr ■�� ° °RE LANES OR ° E crr WIN' ®■ r t t on ■o t t ■■ No N x qUU 7 00 900 1000 1100 1200 1300 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH *NOTE: 100 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FORA MINOR STREET APPROACH WITH TWO OR MORE LANES AND 75 VPH APPLIES AS THsLOWER THRESHOLD VOLUME -FORA MINOR STREET APPROACHING WITH ONE LANE. .® APRENC7I X E MATTHEW J DELICH I ARTERIAL PRO *ION DEGIGN �A RUN3 ROUTE: SHIELDS INTERSECTIONS: 7 CYCLE LENGTH: 100 SYSTEM OFFSET: 0 BANDWIDTH LEFT: 27 SBC RIGHT: 27 Si` PERFORMANCE INDEX: 41 EFFICIENCY.: 27 ATTAINABILITY: 98 INTERFERENCE: 22 NO. .........TIME -LOCATION DIAGRAM.......... DISTANCE SPEED RIGHT80UND ... READ DOWN LEFT RIGHT LEFT RIGHT 1 XXXXXXXXXXXXX XXXXXXXXXXXXXXX 2380 0 35 35 2 XXXXXXXX XXXXXXXX 2900 23SO 35 35 3 XXXXXXXXXXXX XXXXXXXXXXXXXXXX 1430 2900 35 35 4 1750 1430 35 35 5 I500 1750 35 35 6 600 1500 35 35 7 XXXXXXXXXXXX XXXXXXXXXXXXXXXX 0 600 35 35 NO. OFFSET .........TIME -LOCATION DIAGRAM................ PHASE LENGTHS LEFTBOUND ... READ UP 1 2 3 4 5 6 7 E 1 32 XXXXXXXXXXXX XXXXXXXXXXXXXXXX 30 70 2 67 XXXXX XXXXXXXXXXX 60.46 3 32 XXXXXXXXXXXXX XXXXXXXXXXXXXXX 30 70 4 0 100 5 0 100 6 0 100 7 --------------------------------------------------------------------------- 32 XXXXXXXXXXXXX XXXXXXXXXXXXXXX 30 70 TIME SPACE DIAGRAM ROUTE: SHIELDS COMMENT: RUN3 CYCLE LENGTH 100 SECONDS: SCALE (INCH=40% OF CYCLE: I LINE= 264 FT MATTHEW J DELICH ARTERIAL PROJOSION DEGIGN PAS? RUN4 �— ROUTE: SHIELDS INTERSECTIONS: 7 CYCLE LENGTH: 100 SYSTEM OFFSET: 0 BANDWIDTH LEFT: 27Sk RIGHT: 27 36L PERFORMANCE INDEX: 35 EFFICIENCY: 27 po ATTAINABILITY': n INTERFERENCE: 29 --------------------------------------------------------------------------- N0. ...........TIME -LOCATION DIAGRAM...._............ DISTANCE SPEED RIGHTSOUND ... READ DOWN LEFT RIGHT LEFT RIGHT 1 XXXXXXXXXXXX XXXXXXXXXXXXXXXX 2380 0 35 35 2 XXXXXXX XXXXXXXXX 2900 23RO 35 35 3 XXXXXXXXXXX XXXXXXXXXXXXXXXXX 1.430 2900 35 35 4 1750 1430 35 35 5 X XXXXXXXXXXXXXXX 1500 1750 35 35 6 600 1800 35 35 7 XXXXXXXXXXX XXXXXXXXXXXXXXXXX 0 600 35 35 NO. OFFSET .........TIME -LOCATION DIAGRAM.......... PHASE LENGTHS LEFTBOLUID READ UP 1 2 3 4 5 6 7 S 1 30 XXXXXXXXXXX XXXXXXXXXXXXXXXXX 30 70 2 65 XXXX XXXXXXXXXXXX 60 40 3 30 XXXXXXXXXXXX XXXXXXXXXXXXXXXX 30 70 4 0 100 5 65 XXXXXXXXXX XXXXXX 60 40 6 0 100 7 30 XXXXXXXXXXXX XXXXXXXXXXXXXXXX 30 70 TIME SPACE DIAGRAM ROUTE: SHIELDS COMMENT: RUN4 CYCLE LENGTH 100 SECONDS: SCALE ]INCH=40Y OF CYCLE.: 1 LINE= 264 FT 4 i 1 I L 1 r 1 1 I 1 1 1 1 1 1 A RFEE" 0I X F 7Xx 7✓L' i r !MATTHEW J DELFCH MATTHEW J DELICH R1 MOVEMENT ANALY CRITICALS, I-S CRITI:CAL MOVEMENT ANALYSIS HARMONY/SHIELDSIAM/PM PI P. HARMONY/SHIELDS-Am l I T.� DATE 'DATE x xxxtxxxxxx xaxxxxxxxxxxxxxxxxxxxxx xx:xxxxxxx►xxxxxxxxxxxxxxxxxxxxxxx LEVEL OF SERVICE E. 'LEVEL OF SERVICE B SATURATION tit SATURATION 61 CRITICAL 14.%S 'VOL 59e CRITICAL N/S VOL 390 CRITICAL E/W VOL 476 CRITICAL E/W VOL 655 CRITICAL SUM 1072 CRITICAL SUM 1045 xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx�xxxx xxxxxxwxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx LANE GEOMETRY LANE GEOMETRY NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND LANE NOV WIDTH MOV WIDTH MOV WIDTH MOV WIDTH LANE MOV WIDTH MOV WIDTH MOV WIDTH MOV WIDT I P,.. 12.0 R.. 1-2.0 PT. 122.0 RT. 12.0 1 R.... 12.0 R.. 12.0 RT. 12 .0 PT. 10 2 T.. 12.0 T.. 12.0 L.. 12..0 L.. '121.0 2 T.. 12.0 T.. 12.0 L.. 12.0 L,.. 12.0 -3 L:.. 122.0 L., 1.2.0 ... .... ... .... 3 L.. 12.0 L.. 12.0 - 4 ... .... ... .... ... ...... .... ...... 4 .-... .... ... ....... ...... .... .... ... . 5 ..• •..• . •..• • ••• ••• •••• 5 •.• •... •.• ...• ... ...• •.• 6 ....... ..... ... .... .. ... .... 6 ... .. .... ... ... .... TRAFFIC VOLUMES TRAFFIC VOLUMES NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND LEFT 20 226 28 48 - LEFT 25 1f6 19 110 THRU 337 215 363 98 THRU 270 325 155 303 RIGHT 97 7 58 131 'RI BHT 97 32 40 276, TRUCKS (%) LOCAL BUSES (#/HR) PEAK HOUR FACTOR TRUCKS (%) LOCAL BUSES (#/HR) PEAK: HOUF FACTOR NORTHBOUND 2 0 .9 NORTHBOUND 2 0 .9 SOUTHBOUND 2 0 .9 SOUTHBOUND 2, 0 .9 EASTBOUND 2 0 .9 EASTBOUND 2 0 ,9 WESTBOUND 2 0 .9 WESTBOUND 2 0 .9 PHASING N/S :2. HEAVIEST TURN PROTECTED PHASING N/S :2. HEAVIEST TURN PROTECTED E/W :1. NEITHER TURN PROTECTED E/W :1. NEITHER. TURN PROTECTED PEDESTRIAN ACTIVITY : 1. 0 - 99 (NPEDS/HR) PEDESTRIAN ACTIVITY : 1. 0 - 99 (OPEDS/HR) CYCLE LENGTH 80 SECONDS CYCLE LENGTH 80 SECONDS CRITICAL LANE 'VOLUMES BY MOVEMENT CRITICAL,LANE VOLUMES BY MOVEMENT NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND THRU -RIGHT 381 243 476 259 THRU -RIGHT 306 368 220 655 LEFT 0 215 0 '0 LEFT 0 84 0 22 LEFT TURN' -CHECK LEFT TURN CHECK 'NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND INPUT VOLUME 20 226 28 48 INPUT VOLUME 25 116 19 110 ADJUSTED VOL 0. 2.15 0 0 ADJUSTED VOL 0 84 0 22 CAPACITY 353 0 217 0 CAPACITY 22 62 0 435 MOVEMENT OK N/A OK OK: MOVEMENT OK N/A QK OK ®® ® m i= ® ® M ® ® ® ® = ® ,M m "_, '® 1995 HCM: UNSI6NALIZE0 INTERSECTIONS %%%t%%.lT.l1'aI%!%al.Y..aa:alY.�Y.,.a%��taa.Y.,•.,�.aa,,... Page-1 a. la s. �. a. l.!!'Y.%%%%+% IDENTIFYING INFORMAL"ION ------------------------------------------- -------------------------- AVE, Aul KUNNIWG Sr,.L: r+ILJ'Jf' Lire_ .......... ... .; PEAK HOUR FACTOR ......................... ........ .s AKEA PUF'ULAI 1Vi......... NAME OF THE EAST/WEST STREET ..................... harmony NAME OF THE NORIH/SUL!lh £IKEEN........... ........ regency NAME OF THE ANALYST ... :--_---------------------- m.jd DATE OF 1HE ANALi51S ('mm/dd/y,).................. TIME PERIOD ANALYZED... .......................... (a3 OTHER INFORMA'IIUN: pha_e l INTERSECTION TYPE AND CONTROL ---------------------------------------------------- --------- INTEkSECTION TYPE-: 4-LEG MAJOR SIt<EET' U1kEC'I:UK. '`_A L, 11Wl__II CONTROL TYPE NURIHBOUNU: $TO,' SIGN (;ONIKOL 1YF'E SUU 1`a: UU�FL) .;.IUF :13N TRAFFIC VOLUMES ----- ------------------------------------------------------ ____ —__L ---- LEFT 3< THRU 345 110 2 2 R4 GHT 0 22 1C lb NUMBER OF LANES ANU LANE USAGE E� Wt:. T, t.t.e. ------- ------- --- LANES I I LANE U_,At,L CAPACITY ANU ------------------------------------------ LEVEL-01--'SERVICE ----------- .----------------- P IJ1EN- ACTUAL L UW- I,L MU VILri E rt c I(ESERvE KATE CAPACIIY CARACIIY CAPACITY CAPACITY MOVEMENT v(pcprl) z (PCplh) C (p.F'rii (PJW_ p M Stl k SH MINOF'. STREET Nb LEFT 2 336 321 S21 > 319 > B T HRUUGH -CU 978 >A 1, RIGHT td 635 630 > 635 - 619 > A MINOR STkEE Sb LEFT 2? 647 332 lHkUUeH RIGHT �.. 801 btl mAJOK. S1REL: EB LEFT 39 946 946 Wb LEFT .. 71b - 5 40; _fib >A 6 bel 839 > A 940 907 A 11 - TT 1985 HCM: UNS'IGNALIZ'L0 INTERSL(iT IUN'i Pao,I IDENTIFYING 1NFOkMATIUN --------------------------------------------------------------------- AVEkALE kUNNING N"L`__ , MAJOR _ .,,,. ............... .. PEAK HOUR FACTOR ................................... . AREA POPULATION .................................. O11000 NAME OF THE EAST/WEST STREET ..................... harmony NAME OF THE NUR1H/SOUTH STREET ................... reaancy NAME OF THE ANALYST ............................... m-id DATE OF THE ANALYST[. (mm/dd/yy)............... .. TIME PERIOD ANALYZED ------------------- .---- .---- a.n pm 1.9bt^' OTHER INFOkMAT IU;J c•nase ": INTERSECTION TYPE AND CUNTRUL --------------------------------------------------------------------- INTERSECTION TYPE: 4-LEG MAJOR STREET UIHECIIUk: EASi/WL_T CONTROL TYPE NOR-IHBUUNU: STOP SIGN CONTROL TYPE SUUIHEUUNL!: :;W, 51UN TRAFFIC VOLUMES E8 WE NV.. ;,G ---- ---- ---- ---- LEFT 8 12 1 8 THRU 1Ti0 315 1 1 RIGHT 6 NUMBER OF LANES ANU LANE 'J.i AGE Etl LANES '-ANt Uc A(i lJV CAPACITY AND _______________________________________..__..________-_____-__-_--_____ LtVEL-Ur-SLRVI.CL Pace- PO T EN- AC IVAL FLOW- IIA- : ...;A1ZL: RLS-ti.'VE RATL CAPACITY CAPAC III CAI'AU 111 CAPAC IIr MOVEMENT vlPcphl c (,pcpl'.i ._ ;p. cr. rpc p ri; c _c - v LUE• p M c k SH PlIN014 STREET NG LEFT 320 > E IHRUUGH ., ,. .., ;, ,,_ 376 572 -75 >A B RIGHT G 7i4 794 19a 788 > A MINOR STREET SB LEFT 10 340 ..__ THROUGH 1 3F.4 RIGHT 16 662 662 MAJOR STREET EB LEFT lU 739 739 Wc. LEF-i 22 > B 4 .•L ,,. ,, 44.7 37p iA B > Lb2 > 646 > A 739 729 A 8b8 87s A turn lane and a left -turn lane In the northbound direction near the Harmony/Shields Intersection. - Shields (north of Harmony) - two lanes widening to four lanes near the Harmony/Shields intersection. It Is expected that, in the future, both Harmony and Shields will be four -lane arterials plus center left -turn lane at appropriate locations. Actually, Harmony is designated as a six lane major arterial on the Fort Collins Master Street Plan. Seneca Street and Troutman Parkway are classified as collectors. Other streets in the immediate vicinity are classified as locals, consisting of two travel lanes. Four way stop sign control exists at the Harmony/Shields Intersection. Control on other area streets consists of stop signs. Signals currently exist at the College/Harmony and Harmony/Mason intersections east of this site and at the Shields/Horsetooth intersection north of this site. The current posted speed on Shields Street is 45 mph in this area. The posted speed on Harmony Road varies. The approaches to the Shields/Harmony intersection are posted at 40 mph, while the exits from this intersection are posted at 50 mph westbound and 45 mph eastbound. The Shields/Wakerobin intersection has four legs with stop sign control. The Harmony/Regency intersection has four legs. The area south of Harmony is not fully developed, therefore, the south leg of Regency handles very little ' traffic. Seneca Street does not intersect with Harmony, but will do so in the future. Seneca Street does not intersect with Horsetooth, but will do so in the future. At the present time, Troutman Parkway does not continue west of Shields Street. Timing of the continuation of Troutman will be addressed in this report. Existing Traffic Daily traffic flow in this area is shown in Figure 2. These volumes are directional, machine -counted volumes conducted by the City of Fort Collins in the fall of 1989. In addition to the daily count data, peak hour turning movements were obtained at the Harmony/Shields, Harmony/ Regency, and Shields/Wakerobin intersections in the fall of 1989. Counts were performed when school was in session. The counts at the Harmony/Regency and Shields/Wakerobin intersec-tions were performed on a cold snowy day. When these counts were compared to the daily and peak hour counts performed by the City, it was noted that the new counts were significantly lower. It was concluded that the reason for this was the weather on the count day. Therefore, the peak hour counts at Harmony/Regency and Shields/Wakerobin were factored to better 1 2 -7 ce-=� 1985 HCM: UNSI:GNALIZED iNI EF:.SECTlt'Nr. Page -I 1.R1..lYA..FI ).. A.AA \.1 •.1.1 .11. {..l A. •.I .al. ♦.Ilil................ ......)F.11A.t}lA IDENTIFYING Ir:FURMATIUN -------------------------------------------------------------------- AVERAGE RUNNING EtPEEL , V.;,J,li: g Rt-- i .............. -. _ PEAK HOUR FACTOR .................................. .9 AREA PUPULAT ION .................................. t'UUJG NAME OF THE EAST/WEST STREET ..................... WaKerobin NAME OF THE NORTH/SOU iH S;KEL1.......... c_ NAME OF THE ANALYST .............................. m_,C DATE OF ThEE ANALYSIS (-Inmf ddi S'>--------- -------- TIME PER40D ANALYZED ............................. OTHER INFORMATION: = INTERSECTION TYPE ANO CUN'TRUL INTERSECTION TYPE: 4-LE6 MAJOR STREET UIRLC'i IUN,: HURT H/SUUTH CONTROL TYPE EASTBOUND: STOP SIGN CUNTRUL TYPE WESfP.UUN'J: S10-. S:l LiN TRAFFIC VOLUMES ----------------------------------------------------------- Eb WL r; c _•: ---- ---- ---- ---- LEFT 81 1 '1 THRU 6 10 365 38U RIGHT 42 20 2 1. NUMBER OF LANES ANU LANE CAGE ----------------------------------------------------------------- EE WU NL• ------- _-_____ _.. _.. LANES t I LANE USAGE LIP r: G CAPACITY AND LEVEL -OF -SERVICE Pace-3 POTEN- AJTUAL PATE CAPACITY CAPACIi'! ;;AY A;J111 CAPACITY MUVEMENI vCi) C ' (P�P�-', �M U-. ;i1 - = _ - v L'J5 p SH SH MINOR EF.EET WB LEFT 1 119 102 - lU2 lUi > U HRuUGH- 12 15: � 3U3 i.4,. 27U .GU >11 U ' R I6HT T4 981 9.81 961 > 957 > A MINOR STREET EB LEFT 99 141 121 THRUUGH - ti9 163 RI"GHT 51 919919 MAJUR STREET NB LEFT 65 523 523 SB LEFT 1, 6t i.t E 1Z1 > 22 > E . lc 13 t5o >E U 919 > 868 > .. 458 A. 6 u 601 A ® ® awn m ! ® ® ® ® m m ® ® m m r m mm 7 Hµ 1985 HCM: ONS'1GNALIZEU INIEI-tLEC11UNS Fage—I ..Earn „........ .v,........ r... ..,...crr.............11..,..: ........... . IDENTIFYING INFORMAT.l UN --------------------------------------------------------------------- AVtkA(iE KUNNlNG 'YL _'- •.A J'Jk _I if �_:...... .. .. ...... PEAK HUUR FACTOR ................................. .9 AREA PUPULAlIOr,*.................................... UUUUU, NAME OF THE EAST/WEST STREET ..................... wakaretin NAME OF ]HE NOR1M/:100H SIF<EET................... _-.ieI NAME OF THE ANALYST .............................. mid DATE OF THE ANALYSIS (mm/de;yy).................. TIME PERIOD ANALYZED ............................ 1-b'^ OTHER INFORMATION. phase 1 INTERSECTION TYPE AND CONTROL ------------------------------------------------------------------- INTERSECTION TYPE: 4—LtG MAJOR S1kEE1 UikLC:1Ur�: Nuk1Y.,'SUUTn CONTROL TYPE EASIBUUNU: STOP SIGN CUM1'IkOL TYPE WEzl000LJ: -!',W �•. Ufa TRAFFIC VOLUMES ------------------------------------ EB WE; Nil :,e ---- ---- ---- ---- LEFT 32 2 1; THRU 1 0 480 405 k1GHT 19 10 4 F11 NUMBER OF LANES AND LANE USAGE tv. W::. NL LANES LAI:E is �....,,. .. .. 7 �� CAPACITY AND LEVLL-Or-SLHV1CL F+aq r3 F'OTtN- ACIUAL r LUW- ;L r1U\"cMcRI _i-AI;L is hLSLiiVE RATE CAPACITY CAPACITY CA'r AC 1 T CAPACI11 MOVEMENT v(pCpEU � (PCph) - c (pcpti; c = - p M SP R SH MINOR STREET WB LEFT 2 115 108 IU6 > 105 > U 1 HfiUUGH •�., t o - .,., -�.- 39 >O U RIGHT 12 910 92U V2U ? 907 ) A MINOR STREET EB LEFT 39 122 114 114 75 > E THROUGH '•4i 'I41 lc6' 141 lUG i4o >0 D R 1011T 23 945 945 > 945 912 > A MAJUk' ;i7REE7 NO LEFT 27 551 -161 551 534 A SE; LEFT 2i „'4 SZ4 ..4 503 A ® r M ® ®®® M® ®® ,= M i M M M m M 1985 HCM: UNSIUNALI2EU INTE}:sECTIUNS Page -I xxa.xrxxx r.xx.w.xxrxa.............x..................... ... ... .. v.. .. x.._.xa.. v.. IDENTIFYINU INFORMATIUN --------------------------------------------------------------------- AVERAGE kUNNI'NI':'6PELU, r1AJUF: "' "' PEAK HOUR FACTUR................................. .0 AREA PUPULATIUN.................................. HOC...: NAME OF THE EAST/WES SIREET..................... Nal<ar-ctin NAME OF 1HE NDRTH/SUU'H S I RLL i................... o-h'i NAME OF THE ANALYST .............................. mid DATE OF THE ANALYSIS (mm;Gd/yy)..... ........ TIME PERIOD ANALYZED ............................ UIHEk INFUHMAT1UN ariasE 1 L (� L-T. LANa- INTERSECTION TYPE AND CONTRUL ---------------------- -------------- ---------------------------- , INTERSECTION TYPE: 4-LEG MAJOR STREET UIRECTIUN: CONTROL TYPE EASTBOUND: STOP SIGN CUNIRUL TYPE WESTGUUr:U: _•TOP TRAFFIC VOLUMES EB WI'. 14U t.0 ---- ---- ---- LEFT 61 THRU 6 IU 365 36U RIGHT 42 2U _ NUMBEk OF LANES AND LANE USAGE ------------------------------------------------------------------ Ee. w6 Ne• -------------- ------ ------ LANE°. LANE USAI:c —1 M M CAPACITY AND LEVEL-OF-SEkVICE Page-8 POTLN- ACIUAL FLOW- i;.,L r;r r,•r.n_r,l RVE 1,ATE CAPACITY CAPACITY -Ai AC1iY CAPACITY MOVEMENT v(ccpnl c (pcpi,; pcpl,? c _ - v LUS ------- p -------- M --------------------- SH R SH M)NUR S"IKEET ------------ --- WB LEFT 1 119 102 > lu2 > 101 > U THRUUUH l2 T6t 14-_ ,, ,, lag 270 730 >C U RIGHT 24 961 951 gel 957 > A MINOR S•TREE-i E6 LEFT 99 1.41 121 121 '2 E THRUUUH 7 1,?9 163 ,,, . 156 > U RIGHT 51 919 919 > SU2 s19 > 523 868 >A A MAJUR SIkEE1 NB LEFT 65 523 523 _.,: 458 A SE LEFT I t:5 - ,,:, 001 A awe ® i m_ m m®®®® r m m m ;m m 7 koO 1985 HCM: UNSIGNALIZEt) 1N 1'E RSEC7 IUNz'. Page-1 AI. t....1..RA. 1. . 1. I ♦1.,......... +.A/ ir......... ................ IDENTIFYING INFOKMATIUN AVERAGE RUNNiNI 'c;f'EEU. MAJUh-. EOzt.0 I .............. 4. PEAK HOUR FACTOR ................................. .9 AREA POPULAT.ION............................ ...... .: G.:::U NAME OF THE EAST/WESI" STREET ..................... wakerobin NAME OF THE NURIH/SUUIH STTEET................... shields NAME OF THE ANALYST - _ -- _ -------------"------- mid DATE OF THE ANALYSIS (mri/dd/yy) .................. TIME PERIOD ANALYZED ----------------------------- as OI,HER 1NFORMAI IU -: Ph.. INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------- INTERSECTION TYPE: 4-LEG MAJOR STREtt D)kECiiUrc: NORTH/SU,;ih CONTROL TYPE EASTBOUND: STOP SIGN CON"1ROL TYPE WESIUUUND: S'lu� '_!UN TRAFF-IC VOLUMES --------------------------------------------------------------------- Eb WF. rt.- ---- ---- ---- ---- LEFT 3L, 2 zz 1; THRU 1 0 480 4U5 RIGHT 19 10 4]:t NUMBER OF LANES AND LANE USAGL ------------------------------------- LANES LAn't 'J--AUL 7pP CAPACITY AND ---------------------------------------------------------------------- LEVEL -OF -SERVICE Page-3 POTEN- ACTUAL i`LUW- IIAL MUVLMLNT _ ,.:Lis ;.-_SERVE RATE CAPACITY CAPACITY C�vACIiI CAI'ACI TY MUVEMEN7 v(PcPh1 < iPCPI-i) IPCPhi 1PCP1�i = _ - v �R LUS p --------------- M --------------------- SH SH ------------ --- MINUR SIItELI W8 LEFT 2 !To 1U8 IU8 lU5 > D 1HR000H u 146 .ZU 4qk 1:; _9_ 138 >c U RIGHT 12 920 9ZU 9YU 1, 907 > A MINUR STREET EB LEFT 39 122 114 THROUGH 1 149 141 RIGHT Z3 945 945 MAJOR STREET NB LEFT 27 561 561 Sb LEFT 21 524 524 114 75 E .41 > 140 > D 736 945 > 711 922 >A A 55t 534 A 503 A 0 0 E 1 1 1 1 1 1 1 1 1 1 1 1 ® ® ® '® r m m MATTHEW J D.ELI_CH CRITICAL MOVEMENT ANALYSIS r HARMONY/SHIELDS AF1 AlPi P2�P$CL DATE r rraarrrreearrrrr aae:area+arrrar re LEVEL OF SERVICE C SATURATION 71 CRITICAL N/S VOL 577 CRITICAL E/W VOL 599 CRITICAL SUM 1176 arrrrrrrreaerarrrraaarrrrarrrrrrerrra LANE GEOMETRY NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND LANE NOV WIDTH MOV WIDTH NOV WIDTH MOV WIDTH 1 RT. 12.0 RT. 12.0 RT. 12.0 R.. 12.0 2 T.. 12.0 T.. 12.0 L.. 12.0 T.. 12.0 3 L.. 12.0 L.. F2.0 ... L.. 1'12.0 4 .... .... ... .... ... ...... 6 ... .... ... ... ... .... TRAFFIC VOLUMES NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND LEFT 25 260 35 60 THRU 410 260 440 120 RIGHT 120 10 65 140 TRUCKS (%) LOCAL BUSES (N/HR) PEAK HOUR FACTOR, NORTHBOUND 2 0 .9 SOUTHBOUND 2 0 •9 EASTBOUND 2 0 .9 WESTBOUND 2 0 .9 PHASING N/S :2. HEAVIEST TURN PROTECTED E/W o-2. HEAVIEST TURN PROTECTED PEDESTRIAN ACTIVITY 1. 0 - 99 (OPEDS/HR) CYCLE LENGTH 100 SECONDS CRITICAL LAME VOLUMES BY MOVEMENT NORTHBOUND SOUTHBOUND EASTBOUND THRU -RIGHT 311 160 571 LEFT 0 266 0 LEFT TURN CHECK NORTHBOUND SOUTHBOUND EASTBOUND INPUT VOLUME 25 260 35 ADJUSTED VOL 0 266 0 CAPACITY 417 0 463 MOVEMENT OK N/A OK MATTHEW J DELI'CH CRITICAL MOVEMENT A1ALYSIS HARMONY/SHIELDS W4 c.;g P2 DATE rrrrrrrrrrrrrrrrrrrrarrrrrrrrrrri:a LEVEL OF SERVICE A SATURATION 49 CRITICAL N/S VOL 384 CRITICAL E/W VOL 419 CRITICAL SUM 803 rrrrrrrrerrrrrrrrrrrrrrrrrrrrrrrrrrrr LANE GEOMETRY NORTHBOUND SOUTHBOUND EASTBOUND LANE MOV WIDTH MOV WIDTH NOV WIDTH I RT. 12.0 2 T.. 12:0 3 L. 12.10 4 5 6 NORTHBOUND RT. 12.0 T.. 12.0 L.. 12.0 TRAFFIC VOLUMES SOUTHBOUND RT. 1,2.0 L. 12.0 WESTBOUNIft MOV WIDTW R.. 12.0 T.. 12.0 L.. 12.0 EASTBOUND WESTBOUND LEFT 30 140 25 135 THRU 325 395 190 370 RIGHT 120 40 45 345 TRUCKS (%) LOCAL BUSES (p./HR) PEAK HOUR FACTOR NORTHBOUND 2 0 .9 SOUTHBOUND 2 0 .9 EASTBOUND 2 0 .9 WESTBOUND 2 0 .9 PHASING N/S :2. HEAVIEST TURN PROTECTED E/W :2. HEAVIEST TURN PROTECTED PEDESTRIAN ACTIVITY CYCLE LENGTH 1. 0 - 99 100 SECONDS (#PEDS/HR) CRITICAL.LANE VOLUMES BY MOVEMENT WESTBOUND 136 NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 28 THRU -RIGHT 261 257 266 419 LEFT 0 123 0 117 LEFT TUR14 CHECK WESTBOUND 60 NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 28 INPUT VOLUME 30 I40 25 135 0 ADJUSTED VOL 0 123 0 117 N/A CAPACITY 127 0 0 153 MOVEMENT OK N/A OF N/A ® ® m ® ® m a■m ® ® ® ® ® ® ® amm MATTHEW J DELICH CRITI=CAL MOVEMENT ANALYSIS SHIELDS/TROUTMANl Atli P9iw3 f2-FUEt DATE k kkkkkk*kkiikkk***kk*i****k******kk LEVEL OF SERVICE A SATURATION 47 CRITICAL N/S VOL 617 CRITICAL E/W VOL 182 CRITICAL SUM 799 kkkkkkkkkk**kkkk*kkkl!***Nkk***kk****k NORTHBOUND LANE MOV WIDTH i RT'. 1 2. 0 2 L.. 12.0 3 ... .... 4 ... .... 5 .... 6 ... .... NORTHBOUND LEFT 30 THRU 540 RIGHT 5 LANE GEOMETRY SOUTHBOUND MOV WIDTH RT. 12.0 L.. 12.0 TRAFFIC VOLUMES SOUTHBOUND 30 465 70 MATTHEW J DELICH CRITICAL MOVEMENT ANALYSIS T SHIELDS/TROUTMAN lit%(T)`R3 `P2,i FE2t DATE *k**kk*kk*k****k*kkk*k*kkkkk***kkk LEVEL OF SERVICE A SATURATION 43 CRITICAL N/S VOL 71P CRITICAL E/W VOL '50 CRITICAL SUM 769 kkkk*k*kkkkkkkk******kkkk****kkkkkkkk EASTBOUND WESTBOUND NORTHBOUND MOV WIDTH MOV WIDTH LANE MOV WIDTH RT. 12.0 RT. 12-.0 1 RT. 12.0 L... 12.0 L.. 12.0 2: L.. 12.0 ... .... ... ....... 3 ... .... ... .... ... .... 4 .... ... .... ..... ....... 5 ... .... ... .... 6 ... .... EASTBOUND WESTBOUND 75 10 30 60 50 60 TRUCKS (%) LOCAL BUSES (#/HR) PEAK HOUR FACTOR NORTHBOUND 2 0 .9 SOUTHBOUND 2 0 .9 EASTBOUND 2 0 .9 WESTBOUND 2 0 .9 PHASING N/S :1.: NEITHER TURN PROTECTED E/W :2. HEAVIEST TURN -PROTECTED PEDESTRIAN ACTIVITY : 1. 0 - 99 (NPEDS/HR) CYCLE LENGTH 100 SECONDS CRITICAL LANE VOLUMES BY MOVEMENT NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND THRU -RIGHT 617 606 90 136 LEFT 0 0 46 0 NORTHBOUND INPUT VOLUME 30 ADJUSTED VOL 0 CAPACITY 11 MOVEMENT OK .LEFT TURN CHECK SOUTHBOUND EASTBOUND 30 75 0 46 0 0 OK N/A WESTBOUND 10 0 92 OK LANE GEOMETRY SOUTHBOUND EASTBOUND WESTBOUND MOV WIDTH MOV WIDTH MOV WIDT® RT. 12..0 RT. 12.0 RT. 12.0 L.. 12.0 L.. 12.0 L.. 12.0 TRAFFIC VOLUMES NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND LEFT 60 55 25 5 THRU 620 545 10 5 RIGHT 15 iU 35 30 TRUCKS (%) LOCAL BUSES (N/MR) PEAK. HOUR FACTOR NORTHBOUND 2 0 .9 SOUTHBOUND 2 0 .9 EASTBOUND 2 0 .9 WESTBOUND 2 0 .9 PHASING N/S :1. NEITHER TURN PROTECTED E/W :1. NEITHER TURN PROTECTED `PEDESTRIAN ACTIVITY 1. 0 - 99 (NPEDS/HR) CYCLE LENGTH 100 SECONDS CRITICAL LANE VOLUMES BY MOVEMENT NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND THRU -RIGHT 719 626 50 39 LEFT 0 0 0 0 LEFT TURN CHECK NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND INPUT VOLUME 60 55 25 5 ADJUSTED VOL 0 0 0 0 CAPACITY 91 0 11 0 MOVEMENT OK OK OK OK MATTHEW •J DELI'CH CRITICAL MOVEMENT ANALYSTS SHIELDS/HORSETOOTH/AM)PM P2 F� l.J DATE LEVEL OF SERVICE 0 SATURATION 76 CRITICAL N/S 'VOL 628 CRITIICAL E/W VOL 658 CRITICAL SUM 1286 LANE GEOMETRY NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND LANE MOV'WIDTH MOV WIDTH MOV WIDTH MOV WIDTH I R.. 12.0 R.. 12..0 RT. 1.2:.0 R.. 12.0 2 T.. 12.0 T.. 12.0 L.. 1.2.0 T.. 12.0 3 T.. 12..0 L.. 12.,0 ... .... L.. 1'2.0 4 L.. 12•.0 ... ... .. .. 5 .... .:: .... ... ... .... 6 ,. ... .... ... ... .... TRAFFIC VOLUMES NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND LEFT 40 245 75 85 THRU 640 440 475 200 RIGHT 100 30 35 185 TRUCKS (%) LOCAL BUSES (N/HR) PEAK HOUR, FACTOR NORTHBOUND 2 0 .9 SOUTH96UND 2 0 .9 EASTBOUS,ID 2 0 .9 WESTBOUND 2 0 .9 PHASING N/S :2.. HEAVIEST TURN PROTECTED •E/W :2. HEAV.IEST TURN PROTECTED PEDESTRIANS ACTIVITY 1. 0 - 99 (NPEDS/HR) CYCLE LENGTH ,1,,00 SECONDS CRITIICAL LANE VOLUMES BY MOVEMENT .NORTHBOUND SOUTHBOUND EASTBOUND THRU -RIGHT 380 498 600 LEFT 0 248 6 LEFT TURN CHECK NORTHBOUND SOUTHBOUND 'EASTBOUND INPUT VOLUME 40 -245 75 ADJUSTED VOL 0 248 6 CAPACITY 130 118 432 MOVEMENT OK N/A OK. WESTBOUND 226 58 WESTBOUND 85 58 0 N/A MATTHEW J DELICH CRITICAL MOVEMENT ANALYSES 3HI-ELDS/HORSETOOTH -AM 1PM F:: 1RULi DATE LEVEL OF SERVICE D SATURATION 84 CRITICAL N/S VOL 670 CRITICAL E/W VOL 714 CRITIICAL SUM 1384, a��r•+�•����rxrrx�e*�erx•witx+���ie�wat•��rtxrt LANE GEOMETRY NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND .LANE MOV WIDTH MOV WIDTH MOV WIDTH MOV WIDTH 1 R.. 12.0 R.. 12.0 RT.. 12.0 R. I: 2 T.:. 12..0- T., 12.0 L.. 12.0 T:p . IJ2 3 T.. 12.0 L.. 1'.2..0 ..... .... L.. 12.0 4 L.. 12.0• ... .... ... .... ... ..... 5 ....,... ... .... a w .. .... 6 ... .... ... ,... ..... TRAFFIC VOLUMES NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND LEFT 45 345 40 120 THRU 510 475 310 630 RIGHT 100 75 25 41'5 TRUCKS (%) LOCAL BUSES (#/HR) PEAK HOUR FACTOR NORTHBOUND 2 0 .9 SOUTHBOUND 2 0 .-9 EASTBOUND 2 0 .9 WESTBOUND 2 0 .9 PHASING N/S :-2. HEAVIEST TURN PROTECTED E/W :2. HEAVIEST TURN. PROTECTED PEDESTRIAN ACTIVITY 1. 0 - 99 (NPEDS/HR) CYCLE LENGTH' 1.00 SECONDS CRI:T,I:CAL LANE VOLUMES BY MOVEMENT .NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND THRU -RIGHT 303 538 379 714 LEFT 0 367 0 99 LEFT TURN CHECK. NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND INPUT VOLUME 45 345 40 120 ADJUSTED VOL 0 367 0 99 CAPACITY 132, 235 0 335 'MOVEMENT OK N/A OK N/A 1985 HCM: UNS IONAL IZEU I TEk'SECI.UNt rage-t IDENTIFYING INFORMATION _____________________________________________________________________ AVERAUE RUNNING SF'EEO, MAJU,: SIREEI... ... ........ 4U PEAK HOUR FACTOR ................................. .9 AREA POPULATION' .................................. SU CL;0 NAME OF THE EAST/WEST STREET ...................... narmony NAME OF THE Nl1Rl':,'SUUiH SIREE�................... re..cncy NAME OF THE ANALYST. ................. ........... mid UATE OF ;HE A:.mLYSl� Unn/dd/yy:................. TIME PER-IOD ANALYZED----- ------------------------ ------------------------ am wn /p2 INFORMATION: OTHER INFORMATION: INTERSECTION TYPE AND CONTROL __________________________________________-_____-_-_________-_-_-_-__ INTERSECTION TYPE: 4-LEG MAJOR STREET OIk'ECIiUn: CONTROL TYPE NORTHBOUND: STUB SIGN CONTROL TYPE SUUIHBUUNU: STUD E;.., TRAFFIC VOLUMES ______________________________________________________________ EB W: N: --- ---- ---- ---- LEFT :;0 5 5 -� THRU 500 120 5 5 R1GHl 5 NUMBER OF LANES ANU LANE U�AGE En wt: ------ -------_--- LANES LANE USAGE CAPACITY AND LEVEL -OF -SERVICE Paae-C. RATE LAr•AC II I CAF'AI. I TY C APAC I I Y NUVEMENI PC v .i .r_vt'�i iF�: li, .,-:rf = c - v LU_- P _______________ M _____________________ Lei' k SH ____________ --- MINOR SIRtEl NB LEFT B 268 25U - 25u 244 > C I HRUUGH ..:>a RIGHT T8 509 509 - -09 - 491 > A MINOR STREET S8 LEFT 31 281 2b4 I HROUGH 6 :,4U poi RIGHT 37 848 848 MAJOR STREET EB LEFT 37 991 991 WS LEFT G bE2 Gb > 2b4 234 > C 11 > 848 > 811 > A 991 954 A bt2 t5b c 1985 HCM: UNSIGNALIZED 1NTEkSEC.TIiwt. Paae-1 ...........><...,,...,........................................... .,.x, IDENTIFYING INFURMAFION AVEkAGE RUNNING t.PEtU. MAJUH ........ ...... 4U PEAK HOUR FACTOR ................................. .9 AREA PUPUL41ION.................................. L: U L':. NAME OF THE EAST/WEST S".1kLEi..................... .+armori- NAME OF THE NUitI H/SOU it b I REE i................... rage n c y NAME OF THE ANALYST .............................. mid UATE OF Iht AN ALYSI3 (ulm/UG/Y.Y)............ .. .... TIME PERIOD ANALYZED ............................. ow oni G2 i:11 OTHER INFOkMA11ON' INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------- INTERSECTION TYPE: 4-LEG MAJOR STREET DIRECTION: EAB /WLS'I CONTROL TYPE NORTHBOUND: STOP SIGN CONTROL TYPE SUU)HbUUND: SIUP SiriN TRAFFIC VOLUMES ----------------------------------------------- ------------------- EB Wb I.J ---- ---- ---- ---- LEFT 25 'S 5 :0 THRU 250 420 5 ., k I'GHT ,. 5 .. NUMBER OF LANES AND LANE USAGE --------------------------------------'- ---------------- ---------- EB W.'. Nh ----"--------- - — --- ---...-- LANES 1 LANE USAGE CAPACITY AND LEVEL—OF—SERVIC'L t'a qa-3 F'OTcv- ACIUAL rLUW— ,_ I�UVLh1L:+. 'ohA1(LU r;tSLFVt kA'TE CAPACITY CAPADllti CAh'AG ITT CAPACITY MOVEMENT v(GCGh) (POpi,) : _ — v LUS G ----- -------- hl -------- ----------- SH R SH ------------ --- MINOR SIkEET NB LEFT 6 251 232 ? 232 - 225 C THROUGH 6 ;:U9 o..: 29' 31"s 291 >B C RIGHT 6 727 727> 727 720 > A MINOR STREET 88 LEFT 12 261 247 1 HkUU G'H 6 .'10 9'i RIGHT 31 569 569 MAJOR t:;F:EEI EB LEFT 31 731 731 WB LEF1 18 9U 4:0 47 > 235 > C S i'S 4i 292 >b C S69 > $39 > A of 700 A 50o SB8 A 1 1 1 i 1 1 1 ® r- ® HOR ET 6843 �l 1� II 3t0 S OOTH. �— 11156 N t=� SITE HARMONY �2530 51"1 3131 J 4r LaId) COUNTS SHOWN N ARE WEEKDAY N RECENT DAILY TRAFFIC COUNTS Figure 2 o 0 to ��\ WAKER013IN ) II/i3 � � DO 0/0 —► 1/4 --� co dr' 9 M W -j W 0 W Y �o-13/l0 cc �o 4 ` N. N 63 259 --101/ 312 2/t2 r N r . 9b/303 45/110 HARMONY 13 343/IO3� ---► 33551�t� O/2 53/39 N �. w AM/PM 1989 PEAK HOUR TRAFFIC Figure 3 1985 HCM: UNS.IGNALIZED I'NTERSECTI'UNS Page-1 :«x»x»xxx»s»,»+»»»rl.•+..,:x.•+...I'll .....,..ill ....x........ . IDENTIFYING INFORMATION AVERAGE" RUNNd!"G 'c.PE'dc, MAJult SikEET.............. 4u PEAK HOUR FACTOR ................................. .9 AREA POPULAIIUN.................................. CUUCU NAME OF THE EAST/WES1 STREET ..................... wakerobir NAME OF THE NUkIH/SUUIH z9iHC'T................... .=.h-. alds. NAME OF THE ANALYST .............................. mid DATE Ur 1HE ANALYSIS (1Pm/dd/YY).................. TIME PERIOD ANALYZED ............................. OTHER I'.NFORMATIUN: Z E6 INTERSECTION TYPE AND CONTROL ------------------------------------------------ ----------------- INTERSECTION•TYPE: 4-LEG MAJOR STREET UlkEC1:UN: NUR!H;SUUIH CONTROL TYPE EASTBOUND: STOP SIGN CUNTRUL TYPE WESTBUUNUi 1.401 STUN TRAFFIC VOLUMES ------------------------------------------------------- -------- — EB 66 NB ---- ---- ---- ---- LEFT 10 5 THRU 5 5 545 500 k I13HT 25 2:0 - 15 NUMBER•OF LANES ANU LANE USAGE ------- ---------------------------------- EE. We. N:'. ------- - LANES - - LANE USAGE - - L + i',t CAPACITY AND ----------------------- LEVEL Ot-'-LRVIC'L ------- ---------------------- Page-3 ----------------- POIEN- ACTUAL FLOW- Iil,L I =:,AKLU IiESEKVE RATE CAPACITY CAPACITY CAPAC11Y CAPACITY MUVEMENT v(pcph) c (pcph) (PCph) _ c - v LUS p M SH H SH MINUi: STREET WB LEFT 6 104 93 93 87 E 1HROU6H 6 135 127 > 121 > 121 > D RIGHT 24 705 705 > 369 'U5 > 338 681 >B A MINOR STREET ;EB LEFT 12 106 95 7HRODUH 6 1J6 'RIGHT 31 -722 722 MAJOR STREET NB LEFT 43 575 575 SB LEFT 12 54<: b4G 95 83 E > 407 722 > 370 5.91 >8 A 575 532 A bob 536 A C 1985 HCM: UNSI6NA'_1ZEP INTEI;SECTIUNt: Page-1 Iz..,..I................ ,...,,......a............. .. .... ..............,.: IDENTIFYING INFORMATION -------------------------------------------------------------------- AVERAGE RUNNING ,Y EEC. MAJUK S1kEE i... 4I' PEAK HOUR FACTOR ................................. .9 AREA POPULATION .................................. CUUUU NAME OF THE EAS1"/WES1 STREET ..................... wakerobi r. NAME OF IHE NORTH/SOUTH STREEf................... shie lc.> NAME OF THE ANALYST ---------------------- -------- mid UAIE OF THE ANALYSIS (mo-/cd/Vy:.... . ... ..... TIME PERIOD ANALYZED ............................. am Pm 0 p2 hri'7 O1HER INFURMAI IUIJ: z rg ci INTERSECTION TYPE AND CONTROL ---------- ----------------------------------------------------- INTERSECTION TYPE: 4-LEG MAJOR STREET DIRECT TUN: NORTH;5U nr: CONTROL TYPE EASTBOUND: STOP SiUN CONTROL TYPE WESTBUUND: SbUP '3iGN TRAFFIC VOLUMES --------------------------------------------------------------------- ---- ---- ---- ---- LEFT - c; THRU 5 5 670 550 RIGHT 15 1D J t5 'NUMBER OF LANES AND LANE USAGE --------------------------------------------------------------------- EB W:'• Nt. Si. ------- --- LANES 2 < LANE USAGE _ + 1 k L CAPACITY AND LEVEL -OF -SERVICE Page-3 ------------------------------------------------------------------ POTEr.- Aa IU ,L L:.L ;'W" .rv,L I.. Cdi AI;L.1 f:L:: L t:VE k ATL CAYA:;IIY CAYACIII U,%F,AC iT; CAPACITY MUVcI",EN-T v(pcph) . it=F •1 kp:pno = A ' - v LOS p M .�� k SH ------- -------- --------- ------------ ------------ --- MINOR STREET .! WB LEFT o 7.6 08 - 62 E T HkUUGH ., LUZ 91 > E RIGHT 12 t43 643 > 223 643 > 'Z05 63U >C A MINOR 5IkEEl EB LEFT 18 77 70 70 51 E THRUUUH 6 1Uc: 9C - S<: > 9Z > E RIGHT 18 695 695 - 275 695 > 250 677 >C A MAJOR STREET N8 LEFT 24 533 533 533 5U9 A SB LEFT 16 4C;6 4D_ 15a 439 A 1985 HCM: UNS IONAL IZED IN"I ERSL'CI IONS Papa -I •+r•wrwv. rxxsv vx»...v...s vwssvn........ r ....... i... ....... v. ._.v ..a»: ♦:. »n a• IDENTIFYING INFORMATION AVERAGE F(UNNYNO SFEEE' , NAJL)K SIr;tEl .......... .... au PEAK HOUR FACTOR ................................. .9 AREA POPULATION .................................. BUUJO NAME OF THE EAST/WEST STREET ..................... michie NAME OF 1HE NORTH/SOUTH SlkEET................... shields NAME OF THE ANALYST .............................. mid UATE OF IHE ANALYSlt Ummlddiyv).................. TIME PERIOD ANALYZED_ ........................... a®:�n p2're. rim OTHER LNFURMATI-0N: INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------- INTERSECTION TYPE: T-INTERSECTION MAJOR STREET UIRECTIUN: NUkINIP;OUIH CONTROL TYPE EASTBOUND: STOP SIGN TRAFFIC VOLUMES --------------------------------------------------------------------. EB WB NE ---- ---- ---- ---- LEFT 25 -- Zp THRU 0 -- 655 530 RIGHT 35 -- U :;0 NUMBER OF LANES --------------------------------------------------------------------- Et. W_ .•iv ------- ------- -- LAND. 1 - - CAPACIIY ACL! LEVEL-!.,--_'n NV II:L Page-3 ---------------------------------------------------------------------- NUI t1l- ..I.IUO.- FLOW- TEAL M(NGMEN; SHARLU P.EStRVE HALE Cr. F'i,:; 1 li _AP'AC11! I;:..','A., 1 1 T GA%lAUIIY MOVEMENT v.(pcph) c (pcph) c (pcph) - (pcph) _ A - v LUS P 1� oil K SH ------- -------- --------- ------------ ------------ --- mINUP. STREET EB LEFT 31 88 85• > 85 > 55 > E RIGHT 4 7U0 'DO 700 - 657 > A MAJOR STREET NB LEFT 24 541 541 541 516 A ® m = I= ® m ® ® ® m ! _ ® m m = i = Im, 1985 HUM: UNSIUNALIZLLI ll::Lf:CEC;; Ur•:. Page-1 x:xxxxxxxxzxxxxxztzzrazzt+ttxz++raa+z irr+aarr...r .z+zxxzzzzt+attxtztzx I DENT IF Y INO INFUI(P.A1 1CW --------------------------------------------------------------------- AVEkAGE NUNN1140 S;'EEU. MAJVti: :.fkLL'.......... =U PEAK HOUR FACTOR ................................. .9 AREA POPULAI IUN.................................. �J00 NAME OF THE EAST/WEST STREET_ ................ .. micr,ie NAME OF IHE NUR IH/SUU1H SI ;LEI ................... Ids NAME OF THE ANALYST .............................. mid DATE OF THE ANALYSIS (mm/dd/yy).................. TIME PERIOD ANALYZED ............................. UIHER INFOkMAT1UN: INTERSECTION TYPE AND CONTROL -------------------------------------------------------------------- INTERSECTION TYPE: T-INTERSECTIONS MAJOR STREET DIkECT.IUN: NUkIH/bUUIH CONTROL TYPE EASTBUUNU: STOP SIGN TRAFFICVULUMES - EL'• WL NL bG ---- ---- ---- ---- LEFT TO -- 00 c THRU 0 -- 645 585 k IGHT 25 -- 0 �5 NUMBER OF LANES ------------------------------------------------------ ECG we• ,.. ... ------- ------- ------- ------- LANES 1 -- C APACIIY AN L1 LEVLL-;1F-'p L R V ILL Pa 4e-3 --------------------------------------------------------------------- F•U1LN- AI, IJI,L FLOW- TIAL MUVEMENI V. AREU RESERVE I: AE (;AYAC1IY AE',C1`Y CAPAll' IIy LA,'AC11Y MOVEMENT V(pcah) c IPCPh) c (PCPh) c (ccch) c = c - v LOS u M• SH sn -------------- --------- ------------ ------------ --- MINOR STREET 0 EB LEFT 12 78 75 > 75 > 62 > E Zud 161 >D RIGHT 31 670 670 > 670 > 639 > A MAJOR STREET NB LEFT 37 497 497 497 461 A 1985 HCM: UNSIGNALIZED INTERSECI'FONS Page-1 .. .,.......,.......,,..............................................».,.»,. x. ,.» CAPACITY ANU --------------------------------------------------------------------- LLVtL-u:-..�.:VI CL Nap -� IDENTIFYINU INFURMAT:IUN --------------------------------------------------------------------- FLOW- 11AL MOVEMtNI REStRVE AVERAUE kUNNINC SPELL., MAJOR P:IkLEi.............. -. IZA)E CA;';,C1 LAPAt:i.: -;.*;,.:i I! :: AFW. 11Y MOVEMENT v(PCDh) c (Pcpn) c (PCPh) c (Pc Ph) - = c - v LO5 �R PEAK HOUR FACTOR ................................. .9 ------- -------- m --------------------- _.; ,M ------------ --- AREA POPULATION .................................. CODUU M1NUk STREET NAME OF THE EAST/WEST STREET ..................... horsetooth NB LEFT 31 182 173 173 142 D NAME OF THE NORM/SUUIH SIRES .................... senecs k1UH1 49 - t63 t.33 acs 684 A NAME OF THE ANALYST ............................... mid MAJOR STREET UATE OF lHE ANALYSTS (mn./dc/XY).................. WB LEFT 43 515 515 515 473 A TIME PERIOD ANALYZED ................ OTHER INFUkMAIIUN: INTERSECTION TYPE AND CONTROL ------------------------------------ ----------------------------- INTERSECTION TYPE: T-INTERSECTION MAJOR STREET U1+;ECI ION: EAST/hSST CONTROL TYPE NURIHBOUNU: STOP SIGN TRAFFIC VOLUMES -------------------`--___--------`------_----_----------------------- E.P. W° Nn 5', LEFT 40 35-- THRU 560 235 5 -- RIGHT 35 5U 40 -- NUMBER OF LANES --------------------------------------------------------------------- EE: WE: I:_. ------- ------- ------- ------- LANES 1985 HUM: ONSI GNAL 1 ZLD It+!tR✓L(:ION. rage-1 ##f#######1#F#F#F#Z##FF##FFF##F#####f;f.......;##Ff Ff Ff F.f ♦;#F#Af;###F♦ I DENT IF 1NG 1N FORMA IIUI= _____________________________________________________________________ AVERAUE RUNNING 'iI'LLU. 11:,,:UR STKE_I.............. :0 PEAK HOUR FACTOR ................................. .9 AREA POPULATION .................................. eUUuu NAME OF THE EAST/WES1 STRL''1..................... horsetOoth NAME OF THE NURI'H,--UUiH S'RP_Ei................... sc,.ecs NAME OF THE ANALYST .............................. mid DATE OF THE ANALYSIS (mm/dd/VY).................. TIME PERIOD ANALYZED ............................. e+. m p'.+irl-o- OTHER INFORMATION: INTERSECTION TYPE AND CONTROL ----------------------------------------------------------------- INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: EAST/WET CONTROL TYPE NORTHBOUND: STOP SIGN TRAFFIC VULUME Lb W,-, NC --- LEFT ____ 4U ____ 40 ____ 2J -- THRU 340 700 I -- RIGHT 4U 5U 35 -- NUMBER ---------------------------------- OFLANES Et Wh LANE=: _______ _______ ------------------------- - U AVACIIY AN LEVLL-VF-_LIVIL'_ rage ---------------------------------- ----- __-----___-_-___-__---------___ F•O I tN- AU i;;;,_ FLOW- TIAL MOVEMENI=•HAREU RESERVE' I(AIE UAVAC 11i LAPRCIIi 1. AF'AUI 11 UAF•ACIIY MOVEMENT v(pcph) c (pcph) c (pcoh) c (pcph) c = c - v -OS p r; bhl R till -- -------- ------- — ------------ ------------ --- MINOR STREET is NB LEFT 31 111 106 10ti 76 E R 1liH7 43 786 70� %u6 743 A MAJOR STREET WB LEFT 49 684 684 684 635 A 1 0 11 u 1 1 1 1 i i 1 1 F7 I.- l- 1 1 1 fnlPPEr- D I X H u MATTHEW J DELICH MATTHEW J DELICH CRITICAL MOVEMENT ANALYSIS CRITICAL MOVEMENT ANALYSIS '-� HARMONY.'SHIELDS AM)f'P2 FUL HAPMONY/SHIELDS Yid PM,fj=9 FULL DATE DATE xxxxxxxxxxxxxxxxxxwxxxxxxxx�rxxxxxx xxxxxxxxx+>xxxxxxxxxxxxxxxxxxxxxxx LEVEL OF SERVICE C LEVEL OF SERVICE B SATURATION 70 SATURATION 61 CRITICAL 0/6 VOL 762 CRITICAL N/S VOL 486 CRITICAL E/W VOL 387 CRITICAL E/W VOL 526 CPITI,CAL SUM 1150 CRITICAL SUM 1.012 xxxxxxxxxxxxxxxxxxxx*xxxxxxxxxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx LANE GEOMETRY LANE GEOMETRY NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NORTHBOUND SOUTHBOUTAD EASTBOUND WESTBOUND LANE MOV WIDTH MOV WIDTH MOV WIDTH MOV 'WIDTH LANE MOV WIDTH MOV WIDTH MOV WIDTH MOV WIDT I RT. 12.0 RT-. 12:0 RT. 12.0 RT. 12.0 1 RT. 12.0 RT. 12.0 RT. 12.0 RT. 1- 2 T., 12.0 T.. 12.0 T.. 12.0 T.. 12.0 2 T.. '1'2.0 T.. 12.0 T.,.. 12.0 T.. 12.0 3 L...- 12.0 L.. 12.0 L.. 12.0 L:. 12.0 3 L.. 1'2.0 L.. 12.0 L.. 1.2.0 L.. 12.0. 4 ... .... ... ... ... .... ... ... .... 4 ... ....... 5 ... ... ... ... .... ... .... ... ........ ... .... ... .. ... 5 ... ...... ... .... .,.. . .. ... .... TRAFFIC VOLUMES TRAFFIC VOLUMES NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND 'WESTBOUND LEFT 25 345 45 75 LEFT 40 200 50 165 THRU 600 410 535 160 THRU :400 435 230 450 RIGHT 145 30 BD ISO, RIGHT 1,45 60 55 -480 TRUCKS (%) LOCAL BUSES (N/HR) -PEAK HOUR FACTOR TRUCKS C%) LOCAL BUSES (N/HR) PEAK. HOUR FACTOR NORTHBOUND 2 0 .95 NORTHBOUND 20 .95 SOUTHBOUND 2 0 i95 SOUTHBOUND 2 0 .95 EASTBOUND 2 0 .95 EASTBOUND 20 .95 WESTBOUND 20 .95 WESTBOUND 2 0 .95 PHASING N/S :4. BOTH TURNS PROTECTED- (WITH OVERLAP) PHASING N/S :4. BOTH TURNS PROTECTED (WITH OVERLAP) E/W :A. BOTH TURNS PROTECTED (WITH OVERLAP) E/W :4. BOTH TURNS PROTECTED (WITH OVERLAP) PEDESTRIAN ACTIVITY 1.. U - 99 (NPEDS/HR) PEDESTRIAN ACTIVITY 1. 0 - 99 (#PEDS/HR) CYCLE LENGTH a 1'00 SECONDS CYCLE LENGTH 100 SECONDS CRITICAL LANE VOLUMES BY MOVEMENT CRITICAL LANE VOLUMES BY MOVEMENT NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND THRU -RIGHT 415 247 344 186 THRU -RIGHT 302 277 159 511 LEFT 0 348 10 43 LEFT 4 184 15 145 LEFT TURN CHECK 'LEFT TURN CHECK NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND - NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND INPUT VOLUME 40 200 50' 165 INPUT VOLUME 25 345 45 75 ADJUSTED VOL 4 184 15 145 ADJUSTED VOL 0 348 1.0 43 CAPACITY 127 0 0 153 CAPACITY 127 0 0 1:53 MOVEMENT N/A N/A N/A N/A MOVEMENT N/A N/A N/A N/A MATTHEW J DELICH MATT HEW J DELICH CRITICAL MOVEMENT ANALYSIS CRITICAL MOVEMENT ANALYSIS SHIELL) S/TROUTMANI AM,�13 FUL SHI,ELDS./TP.OUTMAN-t4. PM!P3s--P2 FUL ' DATE DATE LEVEL OF SERVICE A LEVEL OF SERVICE A SATURATION 41 SATURATION 46 CRITICAL N/S VOL 447 CRITICAL N/S VOL 556 CRITICAL E/W VOL 227 CRITICAL E/W VOL 206 CRITICAL SUM 674 CRITICAL SUM 764 LANE GEOMETRY LANE GEOMETRY NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND LANE MOV WIDTH MOV WIDTH MOV WIDTH MOV WIDTH LANE NOV WIDTH MOV WIDTH MOV WIDTH MOV WIDTH I RT. 1-2.0 RT. 12.0 RT, 12.0 RT. F2.0 1 RT-. 12.0 RT. 12.0 RT. 12.0 RT. l 2 T.. 12.0 T.. 12.0 L.. 12.0 L.. 12.0 2 T.. 12.0 T.. 1-2.0 L.. 12-.0 L.. 1 3 L.. 12r0 L.. 12.0 ... ...... ... .... 3 L•_. 12..0 L.. 1,2.0 ... .... ... .... 4 ... .... ... .... ... .... ... .... 4 ... .... ... .... ...... ...... ..... .... 5 ... .... ... .... .... •• 5 ... •..• ...• •.• •..• •.• •... 6 ... _ ... .... ... ........ ... .... 6 ..".". .... ... .... ... .... ... .... TRAFFIC VOLUMES TRAFFIC VOLUMES NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND LEFT 80 30 110 20 LEFT 180 55 100 t0 THRU 785 590 40 75 THRU 730 610 50 45 RIGHT 10 100 120 60 RIGHT 20 95 145 30 TRUCKS (%) LOCAL BUSES (M/HR) PEAK HOUR FACTOR TRUCKS (%) LOCAL BUSES (k/HR) PEAK HOUR FACTOR NORTHBOUND 2 0 .95 NORTHBOUND 2 0 .95 SOUTHBOUND 2 0 .95 SOUTHBOUND 2 0 .95 EASTBOUND 2 0 .95 EASTBOUND 2 0 .95 WESTBOUND 2 0 .95 WESTBOUND 2 0 .95 PHASING N/S :4. BOTH TURNS PROTECTED (WITH OVERLAP) PHASING N/S :4. BOTH TURNS PROTECTED (WITH OVERLAP) E/W :4. BOTH TURNS PROTECTED (WITH OVERLAP) E/W :4. BOTH TURNS PROTECTED (WITH OVERLAP) PEDESTRIAN ACTIVITY : 1.. 0 - 99 (#PEDS/HR) PEDESTRIAN ACTIVITY 1. 0 - 99 (#PEDS/HR) CYCLE LENGTH 100 SECONDS CYCLE LENGTH 100 SECONDS CRITICAL LANE VOLUMES BY MOVEMENT CRITICAL LANE VOLUMES BY MOVEMENT NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND THRU -RIGHT 447 386 170 144 THRU -RIGHT 421 394 206 80 LEFT 49 0 83 0 LEFT 162 21 72 0 LEFT TURN CHECK LEFT TURN CHECK NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND INPUT VOLUME 80 30 110 20 INPUT VOLUME 180 55 100 10 ADJUSTED VOL 49 0 83 0 ADJUSTED VOL 162 21 '72 0 CAPACITY 91 0 it 0 CAPACITY 91 0 11 0 MOVEMENT. N/A N/A N/A N/A MOVEMENT N/A N/A N/A N./A ® ® ® r Im ® m ® m ® ® ® ® ® = = := m MATTHEW J DELICH CRITICAL MOVEMENT ANALYSIS SHIELDS/HORSETOOTH AM1721iE222 CFUL�L1 -DATE � xxxxxxxxxxxxxxxxxxxxxxxxxxxxx xexxx LEVEL OF SERVICE C SATURATION 70 CRITICAL N/S VOL 702 CRITICAL E/W VOL 444 CRITICAL SUN 1146 xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx xxxxxx LANE GEOMETRY NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND LANE MOV WIDTH MOV WIDTH MOV WIDTH, MOV WIDTH 1 R.. 12.0 RT. 12.0 RT. 12.0 RT. 1,2.0 2 T.. 12.0 T.. 12.0 T.. 12.0 T.. 12.0 3 T.. 12.0 L.. 1�2..0 L.. 12.0 L.. 12.0 4 L.. 12.0 ... ... ... ..... 6 ... .... ... ... .... ... .... TRAFFIC VOLUMES NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND LEFT 60 270 100 105 THRU 780 540 605 350 RIGHT 120 1110 50 225 TRUCKS (%) LOCAL BUSES (#/HR) PEAK HOUR FACTOR NORTHBOUND 2 0 .95 SOUTHBOUND 2 0 .95 EASTBOUND 2 0 .95 WESTBOUND 2 0 .95 PHASING N/S :4. BOTH TURNS PROTECTED (WITH OVERLAP) E/W :4. BOTH TURNS PROTECTED (WITH OVERLAP) PEDESTRIAN ACTIVITY 1. 0 - 99 (#PEDS/HR) CYCLE LENGTH 100 SECONDS CRITICAL LANE VOLUMES BY MOVEMENT NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND THRU -RIGHT 439 363 367 317 LEFT 27 263 72 77 LEFT TURN CHECK NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND INPUT VOLUME 60 270 100 105 ADJUSTED VOL 27 263 72 77 CAPACITY 132 235 0 335 MOVEMENT N/A N/A N/A N/A MATTHEW J DELI:CH CRITICAL MOVEMENT ANALYSIS SHIELDS/HORSETOOTH 1W M)"fti" FULL ATE xxxxMxxxxxxxxxxxxxxxxxxxxxxxxxxxxx LEVEL OF SERVICE D SATURATION 85 CRITICAL N/S VOL646 CRITICAL E/W VOL 751 CRITICAL SUM 1397 xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx+� LANE GEOMETRY NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND LANE MOV WIDTH MOV WIDTH MOV WIDTH MOV WIDTH 1 R.. 12.0 RT. 12.0 RT. 12.0 RT. 1� 2 T.. 12.0 T.. 12.0 T... 12.0 T.:. 1 3 T.. 12.0 L.. 12.0 L.. 12.0 L.. 12.0 4 L..,. 12..0 ... ..... ... .... ... .... 5 ... .... .... ........ ... .... ... .... 6 ... .... ... .... ..... ....... .... ..... TRAFFIC VOLUMES NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND LEFT 65 290 90 150 THRU 640 580 500 770 RIGHT 120 130 40 480 TRUCKS (%) LOCAL BUSES (#/HR) PEAK HOUR FACTOR NORTHBOUND 2 0 .95 SOUTHBOUND 2 0 .95 EASTBOUND 2 0 .95 WESTBOUND 2 0 .95 PHASING N/S :4. BOTH TURNS PROTECTED (WITH OVERLAP) E/W -:4. BOTH TURNS PROTECTED (WITH OVERLAP) PEDESTRIAN. ACTIVITY .:i 1. 0 - 99 (#PEDS/HR) CYCLE LENGTH 100 SECONDS CRITICAL LANE VOLUMES BY MOVEMENT NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND THRU -RIGHT 360 396 302 691 LEFT 32 286 60 128 LEFT TURN CHECK NORTHBOUND SOUTHSOUIND EASTBOUND WESTBOUND INPUT VOLUME 65 290 90 I50 ADJUSTED VOL 32 286 60 126 CAPACITY 132 235 0 335 MOVEMENT N/A N/A N/A N/A 1 1 reflect average traffic conditions. The g peak hour counts 1 (factored) are shown in Figure 3. All raw traffic count data is provided In Appendix A. Existing Operation Using the traffic volumes shown in Figure 3 and the existing geometries and control, intersections operate as shown in Table 1. ARPendix B describes level of service for signalized and unsignalized intersections as defined in the 1985 Highway_ Caoac._ty Manual. Calculation forms for these analyses are provided in Appendix C. With the four way stop sign control at the Harmony/Shields intersection, acceptable operation is achieved. Four way stop sign control is a reasonable interim control measure at Intersections where there is no clear major street. It is expected that this intersection will be signalized in the next year or so. The Harmony/Regency and Shields/Wakerobin intersections operate acceptably with stop sign control. 1 III. PROPOSED DEVELOPMENT The Platt/Mountainridge Farm is a proposed mixed density residential development east of Seneca and north of Wakerobin. Also included in this analysis is the Pineview Subdivision which is a proposed mixed residential/commercial development just west of Shields Street. A schematic of the site plan showing the proposed street system and land uses is provided in Figure 4. Trip Generation Trip generation is Important in considering the impact of a development such as this upon the existing street, system. A compilation of trip generation information was prepared by the Institute of Transportation Engineers in 1976, updated in 1987, and was used to project trips that would be generated by the proposed uses at this site. Table 2 shows the expected trip generation for the Platt./Mountain- ridge Farm and the Pineview Subdivision on a daily and peak hour basis. The analysis assumed no transit or ridesharing. At -full development, when the Pineview Subdivision commercial tract is developed, a 10 percent internal trip factor was applied to the generated trips. ' Trip Distribution and Assignment ' The direc.t.ional distribution of generated trips from the Platt/Mountainridge Farm was determined based upon analysis of current and future population/employment.data 1 9 m' ® ® ® m m ® m ® ® m m ® m MATTHEW J DELICH CRITICAL MOVEMENT ANALYSIS MATTHEW J DELI:CH CRITICAL MOVEMENT ANALYSIS HORSETOOTH/SENECA AM PM FULL DATE HOPSETOOTH/SENECA AM PM FULL DATE xrtrtxrtrtrtrtrtrtrtrt****xrtrtxrtxxrt***rtrtrtx*** LEVEL OF SERVICE A x xxrtx*********x***********xxrtxrtxrtx SATURATION 55 LEVEL OF SERVICE A CRITICAL N/S VOL 36 SATURATION 43 CRITICAL VOL 901 CRITICAL N/S VOL 95 CRITICAL SUM 937 SUM CRITICAL E/W VOL 638 ****xxrtxx*rtxrtrtxxxxxwx*rtx***rt*rtrtrtxxx*x CRITICAL SUM 733 *x*xrtxrtrt****xxrtxxxxxxx*xrtxxx***xx*x** LANE GEOMETRY NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND LANE GEOMETRY LANE MOV WIDTH MOV WIDTH MOV WIDTH MOV WIDTH NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND LANE MOV WIDTH MOV WIDTH MOV WIDTH MOV WIDTH 1 RT. 12.0 RT. 12.0 RT. 12.0 RT. 2 T.,. 12.0 T.. 12.0 L.. 12.0 L.. is 1 RT. 12.0 RT, 12.0 RT. 12.0 RT. 12.0 3 L.. 12.0 L.. 12.0 ... ..... ... .... 2 T.. 12.0 T.. 12.0 L.. 12.0 L.. 12.0 4 ... .... ... .... ... .... ... .... 3 L.. 12.0 L.. 12.0 .... ... 4 ... .... ... .... ... ....... ... .... 6 ... .... ... .... ... .... ... .... 5 ... .... ... .... ... .... ... .... - 6 .... - .. ... .... ... . TRAFFIC VOLUMES NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND TRAFFIC VOLUMES NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND LEFT 25 50, 20 40 THRU 5 5 495 740 LEFT 25 300 10 35 RIGHT 35 10 AO 100 THRU 5 '5 560 395 RIGHT 40 20 35 30 TRUCKS (%) LOCAL BUSES (#/HR) PEAK HOUR FACTOR TRUCKS (%) LOCAL BUSES (N/HR) PEAK HOUR FACTOR NORTHBOUND 2 0 .95 SOUTHEOU14D 2 0 .95 NORTHBOUND 2 0 .95 EASTBOUND 2 0 .95 SOUTHBOUND 2 0 .-95 WESTBOUND 2 0 .95 EASTBOUND 2 0 .95 WESTBOUND 2 0 .95 PHASING N/S .2. HEAVIEST TURN PROTECTED E/W ::1. NEITHER TURN PROTECTED PHASING N/S :2. HEAVIESTAVIEST TURN PROTECTED PEDESTRIAN ACTIVITY 1. 0 - 99 (NPEDS/HR) E/W :I.. TURN PROTECTED CYCLE LENGTH .. 100 SECONDS PEDESTRIAN ACTIVITY 1. 0 - 99 (#PEDS/HR) CYCLE LENGTH 100 SECONDS CRITICAL LANE VOLUMES BY MOVEMENT CRITICAL LANE VOLUMES BY MOVEMENT NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND THRU -RIGHT 21 7 573 901 NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND LEFT 0 15 0 0 THRU -RIGHT 23 13 638 456 LEFT 0 72 0 0 LEFT TURN CHECK LEFT TURN CHECK NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND INPUT VOLUME 25 50 20 40 NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND ADJUSTED VOL 0 15 0 0 INPUT VOLUME 25 100 10 35 CAPACITY 29 0 0 328 ADJUSTED VOL 0 72 0 O MOVEMENT OK N/A OK OK CAPACITY 82' 0 182 0 MOVEMENT OK N/A OK OK 1985 HCM: UNS16NALIZEU INTERSECTION'-; Pege-1 IDENTIFYING INFOkMATIUN -------------------------------------------------------------------- AVERAGE I:UNNIN6 Sf'LLU, MAJ'.4, ............. 4U PEAK HUUR FACTOR ................................. .9 AREA PUPULATION.................................. SUUUU NAME OF THE EAST/WEST STREET ..................... harmony NAME OF THE NUR1H/5VUtH 51REET................... regency NAME OF THE ANALYST .............................. mid DATE OF THE .ANALYSIS lmm/dd!yri.................. TIME PERIOD ANALYZED ............................. amZ full OIHEk INFORmATIUN: INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------- INTERSECTION TYPE: 4-LEG MAJOk STREET DIKECii;UN: EA`.,/WEST CONTROL TYPE NOkTHBOUND: STOP SIGN CUNTkUL IYPE SUUI-HGUUNO: S:U6' 6:0R TRAFFIC VOLUMES EB WE. NE. ::8 LEFT --4@ _-15 15 60 THkU 575 160 5 5 RIGHT 10 40 4. NUMBER OF LANES AND LANE USAGE ------------------- —---------------------------------- ----- EB WB Nt: -------------- ------ _._____- LANES 2 LANE U;,AuE 1 CAPACITY AND LEVEL -OF. -SERVICE Page-3 ------------------------ -- — ------------------------------------- POTEN- ACTUAL F.LUW- TIAL P�JVLmLr•.I SHAkL'J i(ESEkVE RATE CAPACITY CAPACd1Y CAPACITY CAPACITY MUVEMENI v(pCph) a (pcph) (pcpi,) c (pcphi _ = - v LOS P M SH k SH ------- -------- --------- ----------- ------------ --- MINOR STREET NB LEFT 18 166 149 > 149 > 131 >e THRUUGH 6 1 2J5 2;9 z0:- - Y24 1bB >C 0 RIGHT 31 688 638 c6E > E6', > A MINUk STREET SB LEFT 73 181 164 > io4 > 90 > E 1HR000H 6 t[3 > 24> - 115 205 >D C RIGHT 55 884 884 > 884 - E29 > A MAJOR STREET EB LEFT 49 808 808 853 619 A WB LEFT 1E ;,__ 504 A ® ® = M M ate, ® ® ® ® s ® ® mmmmmm 1985 HCM: UNSIGNALIZEU INTEkSECTluNE. Paoe-1 ..,...,.......... ..,,:.....,.....,.,....... ....................,:.. ,..,,....,...., ,. CAPACITY AND LEVEL-OF-SERV{CE Paae-3 IDENTIFYING INFORMAIIUN _____________________________________________________________________ _______________________________________________________________.--_--- POTEN- ACTUAL FLUW- IIAL MVVEMti.i SH:.kLU CESEKVE AVERAGE NUNNING '4'EEO, MAJUK C.IKLL" T ............. 40 RATE CAPACITY CAPACITY CAVAC'11.Y CAPACITY MOVEMENT v(pcpr:) c (pcph) (pcpn) ipcph) `= c - v LUS 'PEAK HOUR FACTOk................................... .9 P M''h ------------ k SH AREA POPULATION ........................... ...... SUUUO MINOk STREET ------- -------- ------ ---------- --- NAME OF THE EAST/WESTSTREET .... ............. .... harmony NB LEFT 12 153 133 > 133 > 121 > D NAME OF THE NUk7N/SOUTH STREET ................... regency THROUGH G 1S:a 1s6 ;49 1t� > 212 t7E6 ?C U RIGHT 18 831 831 > 831 > 813 > A NAME OF THE ANALYST .............................. mid MINOR STREET DATE OF THE ANALYSIS (mm/GG/yy).................. TIME PERIOD ANALYZED ............................. an. Fr•. v:_ ruTl SB LEFT IHkUUGH 49 6 168 207 151 191 > 151 > b4 191 > 102 > U > 144 185 >D D RIGHT 55 717 717 > 717 > 662 > A OTHER INFORMATION: MAJOR STREET INTERSECTION TYPE AND CONTROL -------------------------------- — --- ---- ---------------------- EB LEFT 49 567 567 167 518 A WB LEFT 734 A INTERSECTION TYPE: 4-LEG MAJOR SIkEET DIkECTIUN: EAST/WE6-1 CONTROL TYPE NORTHBOUNU: STOP SIGN CONTROL TYPE SUUIHbUUNU: ',TUP STUN TRAFFIC VOLUMES EB we. NB ,• ---- ---- ---- ---- LEFT 40 25 10 40 THRU 280 475 5 5 k IOHT 15 SU 15 45 NUMBER OF LANES AND LANE USAGE EB WC'. Nt• :i6 —______ _______ _______ ______.. LANES LANE 1985 HCM: UNSIGNALIZED INTERSECTIUNS F'e ae-1 k##.i#i};kk;tii#;ia\.R;1\aRa.\\.anal a��aAwaalia �. .. 11 . aala R; wwiVi####iRVI IDENTIFYING INFORMATIUN AVEkACE RUNN114G SPEEc, 11A,1UK SIkLE-i.............. 4.1 PEAK HOUR FACTOR ................................. .9 AREA POPULA11UN.................................. dUUOU NAME OF THE EAST"/WEST STREET -..................... wakerooin NAME OF THE NURIH/50UIH SlkEEI.................... shields NAME OF THE ANALYST ........................ ...... mJd UATE OF THE ANALYSIS (mm/od/yy).................. TIME PERIOD ANALYZED.......... .................... (av a=aa2 Lull OTHER INFORMATION: INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------- INTERSECTION TYPE:.4-LEG MAJOR STREET UikEC11U:,,: NUKIH/SUUIH CONTROL TYPE EASTBOUNU: STOP SIGN CUNIROL TYPE WESIE',U'JNU: STUB S1UN TRAFFIC VOLUMES -------------------------------------------------------------------- EB WE NE.. Sd. ---- ---- ---- ---- LEFT 55 25 45 55 " THRU 5 5 765 650 RIGHT 110 55 15 25 NUMBER OF LANES AND LANE USAGE ------------------------------------------------------------------- EB Wd NU e. ------- ------ ------ LANES 2 ------ 2 LANE USAGE L + FF.' L �n - CAPACITY AND LEVEL -OF -SERVICE Page-3 ------------------------------------- --------------------------- POTEN- ACTUAL FLUW- TIAL MU`.'Ll,iLNi SHAF:LL' kESEkVE RATE CAPACITY CAPACITY CAPAI;IT'Y CAPACITY MOVEMENT v(pcph) c (pcphi c (pcpr,) `(pcph) c = - v LOS p M S11 R �SH ------- -------- -------- ------------ ------------ --- MINOR STREET WB.'LEFT 31 60 40 40 9 E THROUGH 6 1 5 61 > 6"! 55 > E RIGHT 67 597 597 > 345 597 > 272 529 >C A MINOR STREET EB .LEFT 67 6C 43 7Hk0U6H o RIGHT 134 643 643 MAJUk STREET NB LEFT 55 458 458 SE'E, LEFT 67 393 39:: 43 -24 F dl > 55 > E > 455 643 > 314 508 >B A 458 403 A J93 326 B 11 1985 HCM: UNSiGNALIZED INTERSECTIUNS f:z era r....... I.. +t. aa.♦ r.r.. .. ... .a'... L s........... Page-1 ...... a. s. cs .. a....... IDENTIFYINGINFORMATION --------------------------------------------------------------------- AVERAGE RUNNING 5PEE0. MA-10: [,11<LEI.............. »U PEAK HOUR FACTOR ................................. .9 AREA POPULATION .................................. 80UJO NAME OF THE EAST/WEST S1REET..................... wakerobin NAME OF THE NORTH/SUU1H SIREET................... Sh-leids NAME OF THE ANALYST ...............................,.. mid DATE OF THE ANALYSIS-(mm/dd/yy).................. TIME PERIOD ANALYZED ............................. ewr pm ve rull OTHER INFORMATION: INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------- INTERSECTION TYPE: 4-LEG MAJOR STREET DIkECIIUN: NUIxTri.SUUi-H CONTROL TYPE EASTBOUND: STOP SIGN CONTROL TYPE WESTBOUND: SIUP SIGN TRAFFIC VOLUMES ------------------------------------------------------------------- EB WB NE Sn ---- ---- ---- ---- LEFT 40 65 95 130 THRU 5 5 765 575 RIGHT 55 lub 60 NUMBER OF LANES AND LANE USAGE --------------------------------------- ------------ ------------- EB Wb NB SC, ------- ---------------------- LANES 2 2 LANE UOAUL + In < CAPACITY AND LEVEL -OF -SERVICE Paae-3 --------------------------------------------------------------------- POTEN- ACTUAL FLOW- TIAL MUVLMtWI SHARLD KLbERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(Pcph) -- (Pcpl,) P�phi w (Pcp"; c c A - v LOS P M tif'i k SH ------- -------- --------- ------------ ------ ----- --- MINOR STREET WB LEFT 79 6U 28 28 -51®F THROUGH 6 i5 <U »U - 34 > E RIGHT 128 575 575 > 357 515 > 223 447 >C A MINOR STREET EB LEFT 49 6U 26 Zb -23 F IHRUUuH c 75 4u = 46 > 34 > E RIGHT 67 663 663 > 28.8 663 > 214 595 >C A MAJOR STREET NB LEFT 116 486 486 486 370 B SB LEFT 159 364 '5b4 sti4 205 C 11 CAPACITY AND UEVEL-OF-SERVICE Page-3 --------------------------------------------------------------------- POTEN- ACTUAL FLUWr TIAL MUVL19Er+i 6H.AREU RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) (pcph) c = c - v LOS p M SH R SH ------------------------------------------------ --- MINOR STREET WO LEFT 18 60 5.2 52 33 E THROUGH 6 75 ?1 - 71 > 65 > E RIGHT 18 538 538 > IU4 538 > 179 520 >U A MINOR STREET EB LEFT 24 60 53 53 29 E THROUGH 75 71 > 71 > 65 > E RIGHT 49 635 635 > 353 635 > 283 586 >C A MAJOR STREET N8 LEFT 31 447 447 447 41ti A S8 LEFT 6 318 31c 316 311 B 1985 HCM: UN516NALIZED 1NTERSELJIUNS Page-1 IDENTIFYING INFORMATION -------------------- ------------------------------------------------ AVERAUE RUNNING ST'EEU, MAJOR SIRtEi.............. 4U PEAK HOUR FACTOR ................................. .9 AREA PUPULAT':UN.................................. THE EAST/WEST STREET 6UCJ0 NAME OF ..................... michie NAME OF THE NORTH/SOUTH STREET ................... shie lds NAME OF THE ANALYST .............................. mjd DATE OF THE ANALYSIS (mm/dd/yy)..................... TIME PERIOD ANALYZED... .......................... (9 irCgi 'ull OTHER INFORMA:TION.: INTERSECTION TYPE AND CONTROL ---------------------------------- --- -- - ----- ------------------ INTERSECTI'ON TYPE: 4-LEG MAJOR STREET U3REGTIUN: NWF!l1/SUUIH CONTROL TYPE EASTBOUNDu STOP SIGN CONTROL TYPE WES"TSUUND: STUP SION TRAFFIC VOLUMES -------------------------------------------------------------- EB WB Nt1 SD ---- ---- ---- ---- LEFT 2U 1 .1 5 THkU 5 5 925 665 RIGHT 40 15 5 ,.., .. NUMBER OF LANES AND LANE USAUE ---------------------------------------- --- ----------------------- I ES Wb NB Su ------- ------- ..-____- LANES ? 2 .._----_ I LANE USAUE L 1P L f IR M ® r ®®® M M M i ®® ® ®! M i M i CAPACITY AND LEVEL -OF -SERVICE Page-3 ------------------------- -------------- ------------ POTEN- ACTUAL FLOW- TIAL movtMENI ShAkEO RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) : (Pcph) c 1pcph) c = c — v LOS p M SH R SH _______ ________ _________ ____________ ____________ --- MINOR STREET WB LEFT 6 60 50 5U 44 E THRUUUH 75 bU ti8 > 62 > E RIGHT 6 579 579 > 1Z2 579 > 110 573 >0 A MINOR STREET EBLEFT 12 SU 51 51 39 E THRUUUH b 75 ce > 8n 62 > E RIGHT 37 606 6U6 > 235 606 > 242 570 >C A MAJOR STREET NO LEFT 43 41.17 4U7 4U7 364 B S8 LEFT 18 370 370 370 351, B 1985.HCM: UN51GNALLZED IN:f ERSECTIONS ' xrxxxcx.xxx x.xxx.r.x..xr.nxx..s.r�+..r.x...r....r.rr.. r.. r...wn.nn Page-1 n. �:x �:nxrrx>xxxxs IDENTIFYINU INFORMAfIUN --------------- ______________________________________________________ AVERAUE RUNNING SPE'U, MAJUK SIRLe".............. .0 PEAK HOUR FACTOR ................................. . 9 AREA POPULATIUN.................................. 8UUJ0 NAME OF THE EAST/WEST STREET ..................... michia NAME OF THE NORTH/SOUTH STREET ................... shields NAME OF THE ANALYST .............................. mid DATE OF THE ANALYSIS (mm/dd/yy).................. TIME PERIOD ANALYZED ............................. pm full OTHER INFORMATION: INTERSECTION TYPE AND CON!TRUL ------------------------------------------------------------------ -- INTERSECTFON TYPE: 4-LEG MAJOR STREET C U;ECl1UN: NORfH;SOUfH CONTROL TYPE EASTBOUND: STOP SIGN CONTROL TYPE WESTBOUND: STOP SION TRAFFIC VOLUMES _______________________________________________________________ EB WB NB :56 ____ ____ ____ ---- LEFT 10 5 35 1.. THRU 5 5 310 725 RIGHT 3U 5 14jU ' NUMBER OF LANES'ANU LANE USAUE _____________________________________________________________________ EB WB NB 30 ____-_ _--__ _-__Z------- LANES _ LANE USAUE L � .P _ r Ik Table 1 1989 Peak Hour Operation Intersection Harmony/Shields 4 way stop sign control With signal Harmony/Regency WB LT EB LT SIB LT/T/RT NB LT/T/RT Shields/Wakerobin NB LT SB LT WB LT/T/RT EB LT/T/RT Operation AM PM C B 16 C B -10