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Home My WebLink AboutHEALTHCARE INTERNATIONAL AT OAK RIDGE WEST - PRELIMINARY - 23-87A - - TRAFFIC STUDYHEALTHCARE INTERNATIONAL, INC. PSYCHIATRIC HOSPITAL SITE ACCESS STUDY FORT COLLINS, COLORADO MAY 1 ?S? Prepared for: Haraaood K. Smith & Partners 1 1 1 1 Plaza of the Americas North LB 307 Dallas, Texas 75201 Prepared by, MATTHEW J. GELICH, P.E. 3413 Banyan Avenue Loveland, Colorado 80538 Phone 303-665-2061 Introduction i The purpose of this report is to document the operation of Lemay Avenue and Pule Drive with the development of the Healthcare International Inc. Psychiatric Hospital (Hospital) . Also considered in this report is the develop- ment of Oak Ridge PUD proposed to be developed east of this site. A tr•aff i c stud), t,.ias performed for Oak P, i doe PUD dated September 1984. The traffic study for the Hospital ut i 1 i zes this study in developing traffic projections. Existing Conditions. Land use along Lemay Avenue between Harmony Road and Boar•civialk is predominantly agricultural. Commercial and residential parcels are being developed in the Oak Ridge PUD. The Evangelical Covenant Church is built further north on Lemay Avenue, and an office development has been proposed for the northv,ies:t corner of Lemay Avenue and Rule Drive. The site location is shown in Figure 1. Lemay Avenue vli l l be the impacted major street should development occur in this area. It is designated as a four lane arterial can the Fort Collins Master Street Plan, but is currently built vii th two travel lanes. All intersections are stop sign controlled with Lemay receiving the right-of-way. The Harmony/Lemay intersection Wlas recently signalized. Daily traffic counts taken at the Harmony/Lemay intersection in September 1983 are shown in Figure 2. In addition, peak hour directional counts vier•e taken in May 1984. These are also shown in Figure 2. Ravi count data is shovan in Appendix A. Operation of Lemay Avenue south of Harmony Road is difficult to determine since it is a function of many factors: traffic composition, turns, speed, side fr•i.r_tion, intersections, etc. Techniques used to calculate the capacity of urban ar•ter i -e.l s such as Lemay are not very specific: The approach used in this analysis assumes that the cross section of Lemay Avenue governs the capacity of Lemay south of Harmony. The technique used was to calculate the combined northbound and southbound capacity of Lemay given the existing cross section of Lemay. The analytical procedure is given in the Highway Capacity Manual 1985. Using this technique, the current capacity was calculated at 2400 vehicles per hour. Using the 1984 peak hour traffic counts, the fol 1 ot-ai ng volume/capacity (v/c) ratios are determined: A.M. - 58/2400 = 0.02 P.M. - 54/2400 = 0.02 1 ;F.!", * ** SITE LoCATION FiGuRr to 0) t �� 4-1/ 76-0 H^PMONY 14-/ 1 7 ---if/ 3 e G to 1 /4 AM/FM RECENT TRAFFIC COUNTS F i c.. u P, e-- P U U D 0 Therefore, current operation along Lemay Avenue is considered at level of service A in both the morning and afternoon peak hours. This is considered an acceptable operation category. Observation during traffic counting pr•oc.edures verified this calculated level of service. 1t was observed that vehicles were not influenced by the environment and traffic since volumes were to 1 ov,. The traffic f 1 ova conditions were stable and moved through this area vii th no delay. These operational levels indicate that there is much excess capacity Available on Lemay Avenue south of Harmony Road. In the past few years traffic has increased substan= tially on Lemay due to the connection to Horsetooth to the north and the golf course and residential development to the south. Ho:&iever, even a 10 times increase in traffic would still yield acceptable operational levels of service. Proposed Development The hospital is a proposed psychiatric hospital and related medical offices to be located at the southwest corner of the Lemax/R.ule intersection. Access i,s proposed to both Lemay and Rule. The facility would be developed in two phases. The first phase to be completed in several years would include a 48,000 square foot hospital and 7,000 square foot medical office building. The ultimate development of the. site would be a 79,000 square foot hospital and 14,000 square foot office building. Typically, a psychiatric hospital and related medical office building does not generate as much traffic as a ful1- service hospital and medical office. The ITE Trip Generation Report, which is the standard source of trip generation numbers, does not include any information on psychiatric facilities. Since trip generation information was not available for this site, traff i c projections were developed using known information on the hospital's operation from the proposed operator of this fac i 1 i ty. This information is based upon their considerable experience in this specific medical field. The hospital portion of the site wi 1 l have two types of employees. The medical staff will consist of doctors, 1 nurses, dieticians, housekeeping and maintenance personnel. The medical staff will operate on 3 shifts per day (7:O0 AM - 3:00 PH, 3:00 PH - 11:00 PH, and 11:00 Fm - 7:O0 AM). The 7:00 AM shift change would be the only change that occurs during a peak hour of traffic operations. To provide a conservative analysis, it is assumed that the night shift will all leave and day shift will Arrive between 7:00 AM and 8:00 AM. �O The hospital administrative staff will work from 8:00 AM to 5:00 PM on weekdays. The traffic generated from the administrative staff will impact both the API and PM peak hours of traffic operation. The visitors to a psychiatric hospital are much fewer in number than to a full -service hospital. However, some visitors will drive to and from the hospital during the PH peak hour. To be conservative, it is assumed that 10Y of the patients will have visitors during the PM peak hour. The medical office professionals wi 1 1 be seeing patients/clients from 9:00 AM to 4:00 PM on weekdays. There- fore, patients/clients will not be arriving or departing during peak periods of traffic. This report assumed two support staff personnel for each professional working at the medical offices. This information on the operations of the fac i 1 i ty was translated to traffic projections shown in Table 1. For a conservative analysis, no r i deshar i ng or transit use was assumed. Two future planning horizons were considered in this analysis: the short range - 1990 (shortly after opening of Phase I development) and the long range - 200 (full development of all expected uses on this site). In the short range future, traffic can Lemay and Rule (east of Lemay) is expected to be as described in the Oak Ridge PUD traffic impact study. In the short range future, land to the west of Lemay is not expected to be occupied by development except for the existing church. The traffic projections from the Oak Ridge PUD traffic impact study were increased by 2' 1 annually to project traffic in 1990. Erased upon the short range future and long range future land use data available from the Fart Col 1 i ns Planning Department, the following distributions were used. Approach to site Phase I Ultimate Development Southbound Lemay 80% 60X Northbound Lemay 20;. 4OX Figure 3 shows the peak hour assignments of the hospital along with the short range traffic from the Oak Ridge PUD Traffic Impact Study. The City of Fort Collins conducts a transportation planning modelling procedure to determine future traffic on city streets. Hoviever, the last Traffic Flow h-lap does not provide projections for this area of Fort Collins. There- fore, an estimation .was made of traffic in this area by the 1 0 Tabl e 1 Trip Generation A.M. Peak P.M. Peak Land Use Trips Trips Trips Trips in out in out Ph_a.se I Development Hospital Medical Staff 30 11 - - Administrative 5.1 - - 51 Visitors - - 5 5 Medical Offices Staff 42 - - 42 Total 123 11 5 95 Ultimate Development Hospital Medical Staff 60 22 - - Administrative 70 - - 70 Visitors - - 9 9 Medical Offices Staff 66 - - 66 Total 196 22 9 145 0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 N N N O CD 6 -- O/O T ,or--2/ 7 00��4�" 0218 N S I T E SHORT RANGE TRAFFIC ASSIGNMENT RULE AM /PM FigtJ RE 3 1 i 1 1-1 r 1 r 1 year 2007 using the latest Traffic Flow Map and the knowledge of what has been occurring and 4,ihat is expected to occur- in this area of Fort Collins. These projections, with the ultimate site generated traffic, are shown in Figure 4. 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 he met based upon estimated ADT (ADT estimates are from the Oak Ridge PUG Traffic Impact Study) and utilizing the chart shown in Appendix L . Based on the 1990 total traffic projection, traffic signals would not be warranted at the Lemay/Rule intersection. Hot.kieuer, , using the long range projections shown in the Oak Ridge PUD Traffic Impact Study, signals will likely be warranted at this intersection. Capacity analysis was conducted at the intersections of Lemay/Rule and Lemay/Access to assess the impact of this development. The 1?.85 Highway Capacity Manual vlas used for this analysis. Table 2 illustrates the levels of service attained at the intersections for the short term (195,0) and long term (2007) traffic projections. The definitions for levels of service are given in Appendix B. Calculation forms are provided in Appendix C. As tan be seen from Table 2, the intersection of Lemay Avenue and Rule Drive will operate acceptably for the short term development. By the year 2007, traffic volumes wi 1 1 be too oreat for the intersection to operate acceptably as an unsignalized intersection. With signalization, the inter- section of Lemay Avenue and Rule Drive wi 1 1 operate at level of service A. The access intersection with Lemay Avenue wi 1 1 operate at an acceptable level of service through the year 2007, except for left -turn exits during the afternoon peak hour. The signal at the Lemay/Rule intersection. as well as others alono Lemay will, with good progression as indicated in the Oak Ridge PUD Traffic Impact Study, create gaps in the through traffic on Lemay. Generally, these created gaps raise the operation one level of service category at a stop sign controlled intersection. A signal progression analysis was conducted for Lemay Avenue in the Oak Ridge PUD Traffic. Impact Study. This analysis included a signal at Rule Drive. This progression analysis is presented in Appendix D to show that signals can fit along Lemay Avenue. Design progression analysis must be conducted on a regular basis reflecting changes in land use, speed, and other variables. C C7 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1r-- 5 9 / 3 V N S I T E a0 to N ' <1Q_ — �- 174/ 115 No I�-- L 6/5 i-- 4 9 / 12 2 24 / 93 -! 4/ 5 ---P 218 N �\ 0 N M �to N 01 0% h - 7/44—d t \ Lf\ O� IA LONG RANGE TRAFFIC ASSIGNMENT RULE AM/PM F1GuRE 4 0 t t 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 Tabl e 2 Intersection Capacity Analysis Summary Lemay/Rule (unsifinalized) Lef t turn from PJB Lem.ay Left turn from SB Lemay Right turn from EB Rule Left turn from EB Rule Thru EB Rule Right turn from W8 Rule Left turn from 148 Rule Thru US Rule Lema,y/R,ul a (signalized) Lemay/Access Left turn from Lem•a.y Right turn farm Access Left turn from Access Level of Service 1',90 2007 AM PM AM FM A A A A A A A A A A A A A A C E A A A B A A A A A A C E A A A A A A A A A B A A A A A A B D Conclusions Based upon the foregoing analyses, the following conclusions can be drawn regarding the traffic impacts of the Healthcare Inter -national Inc. Psychiatric Hospital on Lemay Avenue. - The hospital is feasible from a traffic engineering standpoint. - The planned cross section of Lemay Avenue should be adequate through build -out of this area of Fort Collins. - In the short range future, stop sign control will provide acceptable operation at the Lemay/Rule intersection. - In the long range future, a signal is expected to be w arrant.ed at the Lemay/Rule intersection. This signal will provide acceptable operation of this intersection. Driveway access to the hospital site vti11 operate acceptably during the peak hours when considering good signal progression along Lemay Avenue. - The signal at Pule can fit into signal progression schemes along Lemay Avenue. 5 APPENDIX A i) i I / i N A w -.A lr wt� m Imi'mmiC iw vd URCPRI REVISED WEEKLY COUNT DATA - =6 = ® DATE 09-23-1983 m ® m DIRECTION Ateam O EAST .AVERAGE DAY MONDAY TUESDAY WEDNESDAY THURSDAY FR DAY WEEKDAY SATURDAY SUNDAYSTATION 025-1- HOUR COUNT COUNT COUNT COUNT COUNT COUNT COUNT WEEK 35 YEAR 83 00 - 0.1 29 29 SATURDAY 01 - 02 16 16 02 - 03 6 6 SUNDAY TOTAL 03 - 04 9 9 04 - 05 39 39 OS - 06 1127 127 06 - 07 627 627 AVERAGE DAY OF WEEK 07 - 08 757 757 08 - 09 450 450 GROUP 09 - 10 290 290 GRP 1 00.88 GRP 0 00.00 10 - 11 315 315 11 - 12 BEGI.N 368 368 PRELIM AVERAGE DAILY TRAFFIC 8 12 - 13 330 END 330 PEAK LOAD AND HOUR 13 - 14 350 350 757 @ 7 - 8 AM TUESDAY 14 - 15 429 4.29 15 - 16 425 425 16 - 17 424 424 17 - 18 433 433 18 - 19 308 19 - 20 250 250 20 - 21 239 239 .21 - 22 164 164 22 - 23 159 159 23 - 24 67 67 TOTAL 3578 3033 661.T r r URCPRI •REVtiSED 'WEEKLY COUNT DATA DATE 09-23-1983 �, D9.RECTION 4 AVERAGE HOUR COUNT COUNT COUNT COUNT COUNT COUNT COUNT WEEK 35 YEAR 8$ 01 - 02 33 33 02 - 03 - 03 04 18 7 18 7 SUNDAY TOTAL 05 06 43 43 06 - 07 - 07 06 155 356 155 356 ` AVERAGE DAY OF WEEK 09 - 10 - 10 11 373 381 373 3811 GRP 1 00.88 GRP 0 00.00 11 - 12 BEGIN 386 386 PRELIM AVERAGE DAILY TRAFFIC 12 - 13 - 13 14 397 359 END 397 359 PEAK LOAD AND HOUR 780 @4 - S.PM MONDAY 15 - 16 688 688 16 - 17 780 780 17 - 18 612 612 19 - 20 321 321 20 - 21 203 203 21 - 22 142 142 23 - 24 164 164 �. TOTAL 4609 2254 6863 i 0 URCPRI+REVISED WEEKLY r;OUNT DATA DATE 09-26-1903 DIRECTION TOTAL HIGHWAY AVERAGE DAY MG:`iD Y TUZSDAY WEUNUSDA'f TTHURSDAY FP•.IDAY WEEKDAY SATURDAY SUNDAY STATIUM 090-1-0030 C.T. 5 1 iOUP COUNT COIIQIT COUNT COUPIT COUNT COUNT COUNT WEEK 30 YEAR 83 i►i► - ii1 - — ----- _ ' 0 -- -- 0 SATURUAY TOTAL n1 - a2 1 1 n' - na 1 1 SUNDAY TOTAL 03 - 04 _ __ �._ — 1 1 U' - 66 ?_ _._ 2 AVERAGE WEEKDAY 439 na - on 0 0. fill 07 20 20 AVERAGE DAY OF WEEK Olf - 09 29 29 GROUP NUMBER & MEAN FACTOR 09 - 10 36 36 GRP 1 00.88 GRP 0 00.00 10 - 11 30 30 11 _ i_ 2 BEGIN 33 33 PRELIM AVERAGE DAILY TRAFFIC 386 0 IP - 13 37 END 37 PEAK LOAD AND HOUR in 1.1 _. 30 _ �2i 30 39_ @ 3 - 4 PM MONDAY 11 - 13 26 15 - iG 39 39 1n - 17 27 27 17 - le .- - 36 ------ 35 I !1 - 18 3S 35 in - 2n is 16 nil - 21 9 9 71 _ 22 2 2 73 - 24 n 0 TOTAL_ _ — 200_ 179 439 ll;trl ui REu1SEn 17171-IGLY COI NT DATA DATE 09-2G-1983 D I,RECT ION TOTAL I UI GHWAY AVERAGE it^'f — Eh; Flhnl' 1'UI:SDAY WEUNE3P:1Y THl R ,DA1' FRI DAY WEEKDAY SATURDAY SUNDAY STATION 090- 1 -0031 C. T. 5 I K11 IR C01,11 i f COUNT COUNT '"OUNT COUNT COUNT COUNT WEEK 35 YEAR 83 . 611 _. _ 0 — _ ._ -- �.... , _ -- 7 --- SATURDAY TOTAL 1 SUNDAY TOTAL n;t 1 U4 - 115_ — —__ 4 — 4 AVERAGE WEEKDAY 930 05 - OG 12 12 OG - 07 26 26 AVERAGE DAY OF WEEK 07 - 08 01 81 00 09 _ 48 _ 48 GROUP NUMBER 6' MEAN FACTOR 00 - 110 58 '58 GRP '1 00.83 GRP 0 00.00 1.0 - 11 BEGIN 38 38 11 12 59 55 57 PRELIM AVERAGE DAILY TRAFFIC _ 825 0 12 - 13 67 52 60 PEAK,COAD AND HOUR 13 _ 59 F_t_ID 59 10 6 4 - 5 PM MONDAY •14 _ _ — 33 1 !S - 16 G9 69 lit 17 70 90 I Ill 7q 79 _ 11t - 19 .. — GSl - ---- 69 19 - 20 54 54 .^.t) - 21 42 42 1 22 is 19 —_ .. pa-14 --- -- 1;4 ' 23 - 24 11 11 TO SAL 970 384 938 _ APPENDIX B I F 1 VOLUME REQUIREMENTS • 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 BOTH APPROACHES). A.. D.T.* DIRECTION ONLY) A.D.T.* MAJOR ST. MINOR ST. 100% 80% 70% 100% .80% 70% 100% 80% 70% 100X 80% 70% 1 1 500 400 350 8,300 6,640 5,81.0 150 120 105 4,600 3,680 3,220 Z 2 or more 1 600 480 420 10,000 8,000 7,000 150 120 105 4,600 3,680 3,220 c 2 or more 2 or more 600 480 420 10,000 8,000 7,000 200 160 140 6,000 4,800 4,200 a 1 2 or more 500 400 350 8,300 6,640 5,810 200 160 140 6,000 4,800 4,200 1 1 750 600 525 12,500 10,000 8-,750 75 60 53 2,300 1,840 1,610 2 or more 1 900 720 630 15,000 12,000 1 O,500- 75 60 53 2,300 .1, 840 1,510 c 2 or more 2 or more 900 720 630 15,,000 12,000 10,500 100 80 70 3,100 2,480 2,170 3 1 2or more 750 600 •525 12,500 10,000 8,750 100 80 70 3,100 2,480 2,170 *Box, P. "Warrants for Traffic Control Signals", Traffic Engineering, November 1967. NOT 1. Minor street ADT of 3600 (one -lane) and 4800 (two-lane) have been accepted' in some instances as meeting Warrant I requirements. 2. For one-way minor street, reduce minor street ADT requirement by 33-1/3%. 0 G 11 1 1� 1 1 ill I] I TABLE 10-3. LEVEL -OF -SERVICE CRITERIA IFOR UNSIONAL- IZED INTERSECTIONS RESERVE CAPACITY LEVEL OF EXPECTED DELAY TO (PCPH) SERVICE MINOR STREET TRAFFIC Z 400 A Little or no May 300-399 0 Short traffic delays 200-299 C Average traffic delays 100-199 D Long traffic delays 0- 99 E Very long traffic delays _ p a • 1khen demand volume exceeds the capacity of the lane. extreme delays will be encountered with queuing which may cause severe congestion affecting other traffic movements in the intersection. This condition usually warrants Improvement to the Intersection. it �J 1 11 7 APPOADIX C L D I� 1 1 U L' 1 D j i 1 0 UNSIGNALIZED INTERSECTIONS 19 10-37 U I 1 1 WORKSHEET FOR ANALYSIS OF T INTERSECTIONS LOCATION: NAME: HOURLY VOLUMES VOLUMES IN PCPH Major Street: O N N =0 V5 T►9 ys Grade /Yi V2 V4 -Z V3 .-- N =FL] — Vi V4 V3 -� (;�r�— V7 Vq Date of Counts: �� Z ❑ STOP 7 V9 V Time Period: — ❑ YIELD Average Running Speed: N =F-1 Minor Street: PHF: Grade VOLUME ADJUSTMENTS Movement No. 2 3 4 5 7 9 Volt me.(vph) /3/$ -1/q 25 1.y17 Vol. (pcph), see Table 10-1 STEP I.: RT from Minor Street r- V9 Conflicting Flow, Vc 1 /2 V3 + V2 = ZS + l ys = / 7b Vph (Vc9) Critical Gap, Tc , and Potential Capacity, cp Tc =5 sec (Table 10-2) cp9 = -TA?pcph (Fig. 10-3) Actual Capacity, cm cm9 = cp9 = -Z62 pcph STEP 2: LT From Major Street j' V4 Conflicting Flow, Vc V3 + V2 = �� +/y� _ ��L vph (Vt4) Critical Gap, Tc , and Potential Capacity, cp Tc = X, 0 sec (Table 10-2) cp4 = 1U pcph (Fig. 10-3) Percent of cp Utilized and Impedance Factor (Pig. 10-5) (v4/cp4) X 100 =.� P4 = • 9% Actual Capacity, c,„ cm4 = cp4 = $/O pcph . STEP 3: IT From Minor Street V7 Conflicting Flow, VC 1 /2 V3+V2+VS+V4 = + + ZB = 7 vph (Vc7) Critical Gap, Tc , and Potential Capacity, cp Tc =_ sec (Table 10-2) cp7 = 45J?P- pcph (Fig. 10-3) Actual Capacity, c,, cm7 = cp7 X P4=.5)X--V-=�"f pcph SHARED -LANE CAPACITY V7 + v9 if lane is shared SH = - (V7/Cm7) + (V9/Cm9) Movement No. v(c h) cR, (pcph) c ,4 (c h) CR LOS 7 sli .4 9 2 7 ZD q - A 4 78Z A I 1 ® UNSIGNALIZED INTERSECTIONS * 10-37 D I 1 WORKSHEET FOR ANALYSIS OF T INTERSECTIONS LOCATION: Lc - - NAME; 1 y3lZP��* HOURLY VOLUMES VOLUMES IN PCPH Major Street:" O N N=M V5�Z s V5 — Grade 27 V2 _—� V4 -°16 -7 V3 �N=O — Vz—► V4 - V3 - V7 V9 Date of Counts: 11 O STOP 7 9 Time Period.: O YIELD Average Running Speed: N Minor Street: PHF: Grade % VOLUME ADJUSTMENTS Movement No. 2 3 4 5 7 9 Volume (vph) 270 Z / Z 1 Z 37 20 Vol. (pcph), see Table 10-1 1 #3 Z 2 STEP T: RT from Minor Street V9 Conflicting Flow, V, 1 /2 V3 + V2 = + 7 _ / vph (V,q) Critical Gap, T� , and Potential Capacity, cp T, = � sec (Table 10-2) cpq = 10 pcph (Fig. 10-3) Actual Capacity, cm cm9 = cpq = �Q pcph STEP 2: LT From Major Street r i V4 Conflicting Flow, Vc V3 + V2 = _ + Z 70 = ZZZvph M4) Critical Gap, T� , and Potential Capacity, cp T,, = -6._ sec (Table 10-2) cp4 = 7W pcph (Fig. 10-3) Percent of cp Utilized and Impedance Factor (Fig. 10-5) (v4/cp4) X 100 = P4 = �_ Actual Capacity, cm cm4 = cp4 = .i ZO pCph STEP 3: IT From Minor Street V7 Conflicting Flow, V, 1/2 V3+V2+V5+V4 =L+ 17a+- + / = 7/J7vph (VC7) Critical Gap, T� , and Potential Capacity, cp T, = !�- see (Table 10-2) cp, = 00 pcph (Fig. 10-3) Actual Capacity, cm cm7 = cp7 X P4 =5 X 4-6� pcph SHARED -LANE CAPACITY v7 + vg if lane is shared SH = (v7/Cm7) + M/Cm9) Movement No. v(pcph) cm (pcph) csH (c h) . C. LOS 4 1 1 7Z0 71 el 1 ® UNSIGNALIZED INTERSECTIONS ® - 10-37 71 1 F i� 1 ,F] 11 D 1 WORKSHEET FOR ANALYSIS OF T INTERSECTIONS LOCATION, << NAME: Z007 .4t P-J- HOURLY VOLUMES VOLUMES IN PCPH Major Street:. LGrria.✓ O N N = 0 VS H3G V5 — Grade 11M V2 --0 V478 —% $L V3 .- �N=M — VZ— V4 — V3 V7 V9 Date of Counts: _ ZI ❑ STOP V 7 V1 Time Period: ❑ YIELD Average Running Speed: N Minor Street: PHF: Grade - % VOLUME ADJUSTMENTS Movement No. 2 3 4 5 7 9 Volume (vph) J 4 -Z S9 79 156 7 7 Vol. (pcph), see Table 104 8 & S /D STEP 1: RT from Minor Street f— V9 Conflicting Flow, V, 1 /2 V3 + V2 = �o + ZZZ. vph (Vq) Critical Gap, T� , and Potential Capacity, cp T, _ ✓%S sec (Table 10-2) cp9 = 870 pcph (Fig. 10-3) Actual Capacity, cm cm9 = cp9 = O/U pcph STEP 2: LT From Major Street . V4 Conflicting Flow, V, V3 + V2 + / _ vph (Vc4) Critical Gap, T� , and Potential Capacity, cp Tc =� sec (Table 10-2) cp4 = d - pcph (Fig. 10-3) Percent of cp Utilized and Impedance Factor (Fig. 10-5) (v4/cp4) X 100 = LZ.$ P4 = " 9Z Actual Capacity, cm cm4 - cp4 = re 7b pcph STEP 3: LT From Minor Street V, Conflicting Flow, Vc 1 /2 V 3 + V 2 + V 5 + V 4 = JO- + L`LZ+ 3-1-4+ ph (Vc,) Critical Gap, T� , and Potential Capacity, cp T, = _720 sec (Table 10-2) cp, = s310 pcph (Fig. 10-3) Actual Capacity, cm cm, = cp, X P4 =.11�2 X . 9Z = 3UL pcph SHARED -LANE CAPACITY v, + v9 if lane is shared SH = (V7/Cm7) + (V9/cm9) Movement No. v( h) cm (pcph) c5H (c h) cR LOS 7 305 )3r 9 9313 970 A 4 f3(o /v 7b S A 1 ® UNSIGNALIZED INTERSECTIONS ® 1Q-31 t H 1 1 �F 1 WORKSHEET FOR ANALYSIS OF T INTERSECTIONS LOCATION: NAME: 7-067 F'-" HOURLY VOLUMES VOLUMES IN PCPH Major Street: Le-m" O N N=0 Vs-Y61, Vs — Grade 11L,5_ V2 - - V, A- % 3_ V3 1' N Q — V2---•- � V4 — V3 V7 V9 Date of Counts: D STOP V7 V9 Time Period: D YIELD Average Running Speed: N = Minor Street: PHF: Grade % VOLUME ADJUSTMENTS Movement No. 2 3 4 5 7 -- 9 Volume (vph.) G/5 3 .3 y$y y/f/ ✓�$ Vol. (pcph), see Table 10-1 3 y8 lo� STEP 1: RT from Minor Street r► V9 Conflicting Flow, Vc 1 /2 V3 + V2 = z _. + 6/5 =17 vph (Vc9) Critical Gap, Tc , and Potential Capacity, cp Tc = V5 sec (Table 10-2) cp9 =.: ` pcph (Fig. 10-3) Actual Capacity, c,,, cm9 = cP9 =-5YA pcph STEP 2: IT From Major Street V, Conflicting Flow, V, V3 + V2 = _ + 61-5 _ vph (V,,) Critical Gap, T� ,and Potential Capacity, cP Tc = fir. sec (Table 10-2) cp, = fft pcph (Fig. 10-3) Percent of cp Utilized and Impedance Factor (Fig. 10-5) (v,/cp,) X 100 =. 75 P, Actual Capacity, cm cm, = eP4 = Ob pcph STEP 3: IT From Minor Street V7 Conflicting Flow, Vc 1/2 V3+V2+Vs+V, = 2+61S+1�_'y + = ZAZYvph (Vc7) Critical Gap, Tc , and Potential Capacity, cp Tc = 7, 0 sec (Table 10-2) cp7 = 0-4 pcph (Fig. 10-3) Actual Capacity, cm cm7 = cp7 X P, =17 5 X _� =17 pcph SHARED -LANE CAPACITY v7 + v9 if lane is shared SH = (V7/Cm7) + (V9/Cm9) Movement No. v(pcph) cm.( h) c,,j (c h) cR LOS 9 y v 4 4 3 -_3 - = =~ �� -= 1USLAR 281 WORKSHEET: UNSIGNALIZED - 4 APPROACHES (PAGE 1 OF 2) 04-30-1987 TIME:15:55:50 HCARE - LEMAY/RULE - YEAR 1990 - AM 11EY: D | A- -B C ENERAL CHARACTERISTICS OPULATION GREATER THAN 250,000: YES -CONTROLS: FROM C: STOP FROM D: STOP REVAILING SPEED: 30 MPH AIN STREET # OF LANES: 2 LANES STREET LANES I INOR PpROACH: C: WO RULE EXCLUSIVE LEFT TURN LANES: YES 11XCLUSIVE RIGHT TURN LANES: N ARGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: NO IGHT TURN ACCELERATION LANE ON MAJOR: NO 11PPROACH: D: EB RULE EXCLUSIVE LEFT TURN LANES: YES XCLUSIVE RIGHT TURN LANES: N 0�ARGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: NO RIGHT TURN ACCELERATION LANE ON MAJOR: NO 11PPROACH A: NB LEMAY �: SB LEMAY [: Wg RULE __�� - -- __' LT TH RT LT TH RT 11 231 7 8 190 117 I OLUME ERCENT GRADE 0.00 0.00 STEP 1 RIGHT TURNS FROM 11ONFLICTINS FLOWS RITICAL GAPS APACITY CAPACITY USED IMPEDANCE FACTOR CTUAL CAPACITY 11TEP 2 LEFT TURNS FROM CONFLICTING FLOWS 11RlTICAL GAPS APACITY APACITY USED IMPEDANCE FACTOR 11 CTUAL CAPACITY �___ LT TH 2 0 0.00 2 0 D: ES RULE RT LT TH RT 6 17 0 2 7 19 0 2 C:WB RULE D:EB RULE 235 249 5.0 5.0 957 943 1% 0% 1.00 1.00 957 943 B:SB LEMAY A:NB LEMAY 238 307 4.5 4.5 1087 1018 1% 1% 1.00 1.00 1087 1018 9 0 IRCULAR 281 WORKSHEET: UNSI8NALIZED - 4 APPROACHES (PAGE 2 OF 2) ATE:04-30-1987 TIME: 15:56:00 ~HEALTHCARE - LEMAY/RULE - YEAR 1990 - AM 1TEP 3 THRU MOVES FROM C:WB RULE D:EB RULE ONFLICTING FLOWS 561 506 CRITICAL GAPS 5.5 5.5 582 620 IAPACITY APACITY USED 0% 0% IMPEDANCE FACTOR 1,00 1.00 CTUAL CAPACITY 577 615 STEP 4 LEFT TURNS FROM C:WB RULE D:EB RULE LICTING FLOWS ' I-R.111CAL 563 512 GAPS 6.0 6.0 CAPACITY 501 535 TUAL CAPACITY 497 529 IOVEMF-",Wl' LT FROM A: tT FROM B: LT FROM C: HARED TH/RT FROM C: LT FROM D: 011ARED TH/RT FROM D: SUMMARY OF LEVEL OF SERVICE BY MOVEMENT DEMAND CAPACITY RESERVE LOS AVG DEL(SEC) AVG QUEUE 12 1018 1006 A 3.58 0.01 9 1087 1078 A 3.34 0.01 2 497 495 A 7.27 0.00 7 957 951 A 3.79 0.01 19 529 511 A 7.05 0.04 2 943 941 A 3.82 0.00 tULAR 281 WORKSHEE�: UNSIGNALIZED - 4 APPROACHES (PAGE 1 OF 2) E:04-30-1987 TIME:15:38:15 ALTHCARE - LEMAY/RULE - YEAR 1990 - PM ty: D | A- -B C ERAL CHARACTERISTICS ULATION GREATER THAN �ONTROLS: FROM C: STOP FROM D: STOP 1EVAILIN8 SPEED: 30 11N STREET # OF LANES: 2501000: YES MPH 2 LANES NOR STREET LANES ��PROACH: C: WB RULE EXCLUSIV� LEFT TURN LANES: YES CLUSIVE RIGHT TURN LANES: N RGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: NO lRIGHT TURN ACCELERATION LANE ON MAJOR: NO t'FROACH- D: EB RULE EXCLUSIVE LEFT TURN LANES: YES I CLUSIVE RIGHT TURN LANES: N ARGE 1:"RI8HT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: NO RIGHT TURN ACCELERATION LANE ON MAJOR: NO 7�PPROACH A: NB LEMAY B: SB LEMAY C: WB RULE D: EB RULE _ LT TH RT LT TH RT LT TH RT LT TH RT LUME 2 208 t 2 3 257 12 7 0 16 88 0 8 RCENT GRADE 0.00 0.00 0.00 PASS CAR/HR 2 3 8 0 18 97 0 9 STEP 1 RIGHT TURNS FROM C:WB RULE D:EB RULE FLOWS 209 263 lFLICTING ITICAL GAPS 5.0 5.0 Af_,()C.T. Ty 984 929 PACITY USED 2% 1% IPEDANCE FACTOR 0.99 1.00 C-l"W-4L CAPACITY 984 929 ITE`17' 2 LEFT TURNS FROM B:SB LEMAY A:NB LEMAY CONFLICTING FLOWS 210 269 GAPS 4.5 4.5 orqlT'I(-"AL- ACITY 1116 1055 ff-'ACITy USED 0% 0% IMPEDANCE FACTOR 1.00 1.00 TUAL CAPACITY 1116 1055 11 �� ~~ �� L RC 281 WORKSHEET: UNSI8NALIZED — 4 APPROACHES (PAGE 2 OF 2) tR TE:04-30—i98'7 TIME:15':38:25 ALTHCARE — LEMAY/RULE — YEAR 1990 — PM t-EP 3 THRU MOVES FROM C:WB RULE D:EB RULE wl IC"I"It-A.3 FLOWS 483 478 CRITICAL GAPS 5.5 5.5 1PACJTY -%fPACITY 636 640 USED 0% 0% IMPEDANCE FACTOR 1.00 1.00 TUAL CApACITy 635 639 EP 4 LEFT TURNS FROM C:WB RULE D:EB RULE NI'—IC—TING FLOWS tc 491 494 ITICAL GAPS 6.0 6.0 CAPACITY 549 547 TUAL CAPACITY 546 542 SUMMARY OF LEVEL OF SERVICE BY MOVEMENT �&OVEMENT �� DEMAND CAPACITY RESERVE LOS AVG DEL(SEC) AVG QUEUE F ROM A: 2 1055 1853 A 3.42 0.00 T FROM B: i 3 1116 1113 A 3.24 0.00 LT FROM C: 8 546 538 A 6.69 0.01 HARED TH/RT FROM C: 18 984 966 A 3.73 0.02 LT FROM D: 97 542 445 A 8.09 0.22 HAF,ED TH/RT FROM D: m� 9 929 920 A 3.91 0.01 ' 11 0 281 WORKSHEET: UNSIGNALIZED — 4 APPROACHES (PAGE 1 OF 2) E:04-30-1987 TIME: 15:44:15 iALTHCARE — LEMAY/RULE — YEAR 2007 — AM ty: D i A— —B | Cl QFNERAL RACTERISTICS GREATER THAN 250,000: YES ��NTROLS: FROM C: STOp FROM D: STOP t EVAILING SPEED: 30 MPH IN STREET # OF LANES: 4 LANES R STREET LANES IFTOACH: C: WB RULE EXCLUSIVE LEFT TURN LANES: YES CLUSIVE RIGHT TURN LANES: N RGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: NO 1-:'PROACH: D: EB RULE EXCLUSIVE LEFT TURN LANES: YES fCLUSIVE RIGHT TURN LANES: N RGE RIGHT TURN RADIUS OR SHALLOW RI[�|T TURN ANGLE: NO j)GHT TURN ACCELERATION LANE ON MAJOR: NO tlt:'R0AC>-1 A: NB LEMAY B: SB LEMAY C: WB RULE D: EB RULE LT TH RT LT TH RT LT TH RT LT TH RT 25 305 26 81 200 117 49 6 174 24 4 2 tLUME RCENT GRADE 0.00 0.00 0.00 PASS CAR/HR 28 89 54 7 191 26 4 2 $-'I*'F'.'f*:, *1 AIQAT TURNSFROM CnWB RULE D:EB RULE FLICTI1',ff8 FLOWS 166 159 tITICAL GAPS 5.0 5.0 l:-'A(,'ITY 1030 1037 CAPACITY USED 19% 0% FACTOR 0.87 i.00 FPEDANCE ITUAL CAPACITY 1030 1037 tEP 2 LEFT TURNS FROM B:SB LEMAY A:NB LEMAY NFA.- I CTI NO FLOWS 331 317 ITICAL GAPS 5.0 5.0 1pACITY -WACITY 865 878 USED 10% 3% IMPEDANCE FACTOR 0.94 0.98 TUAL CAPACITY 865 378 CULAR 281 WORKSHEET: UNSIGNALIZED - 4 APPROACHES (PAGE 2 OF 2) TE:04-30-1987 t TIME* 15:44:25 ALTHCARE - LEMAY/RULE - YEAR 2007 - AM tEP 3 THRU MOVES FROM C:WB RULE D:EB RULE 11FLICTIN8 FLOWS 741 696 CRITICAL GAPS 6.0 6.0 tACITY 400 424 l-'ACi *,rY USED 2% 1% IMPEDANCE FACTOR 0,99 1.00 TUAL CAPACITY 369 391 EP 4 LEFT TkRNS FROM C:WB RULE D:EB RULE NFLICTIN8 FLOWS 747 876 �RITICAL GAPS 6.5 6.5 CAPACITy 339 284 TUAL CAPACITY I 311 226 SUMMARY OF LEVEL OF SERVICE BY MOVEMENT 13VEMENT DEMAND CAPACITY RESERVE LOS AVG DEL (SEC) AVG QUEUE LT FROM A: 28 878 850 A 4,23 0.03 FROM B: 89 865 776 A 4.64 0.11 � LT FROM C: 54 311 257 C 14.01 0~21 tPiRED TH/RT FROM C: 198 972 774 A 4.65 0.26 LT FROM D: 26 226 200 C 17.99 0.13 I-IARED TH/RT FROM D: 7 493 487 A 7.40 0.01 11 RCULAR 281 WORKSHEET: UNSIGNALIZED - 4 APPROACHES (PAGE 1 OF 2) TE:04-30-1987 TIME,15:46:59 �EALTHCARE - LEMAY/RULE - YEAR 2007 - PM t Y D A- -B | C "FNEHRAL CHARACTERISTICS k ATION GREATER THAN 250000: YES NTROLS; FROM C: STOp FROM D: STOP �REVAILING SPEED: 30 MPH IN STREET # OF LANES: 4 LANES F NOR STREET LANES CH: C: WB RULE EXCLUSIVE LEFT TURN LANES: YES I=YCLUSIVE RIGHT TURN LANES: N tRGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: NO f.C3HT TURN ACCELERATION LANE ON MAJOR: NO ' tPROACH: D: EB RULE EXCLUSIVE LEFT TURN LANES: YES LUSIVE RIGHT TURN LANES: N RGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: NO RIGHT TURN ACCELERATION LANE ON MAJOR: NO 1`PR(.'.)ACH A: NB LEMAY LT TH RT tLUME 1 336 117 RCENT GRADE 0.00 PASS CAR/HR 1 ITEP 1 RIGHT TURNS FROM FLICTIN8 FLOWS ITICAL GAPS �nPACITv CAPACITY USED PEDANCE FACTOR 2 LEFT TURNS FROM NFLICTING FLOWS CRITICAL GAPS tPACITY PACITY USED IMPEDANCE FACTOR TUAL CAPACITY B: SB LEMAY C: WB RULE D: EB RULE LT TH RT LT TH RT LT TH RT 160 488 12 122 5 115 93 5 8 0.00 0.00 176 134 6 127 102 6 9 C:WB RULE D:EB RULE 227 250 5.0 5^0 966 942 13% 1% 0.92 1.00 966 942 B:SB LEMAY A:NB LEMAY 453 500 5.0 5.0 760 724 23% 0% 0.83 1.00 760 724 LAR 281 WORKSHEET: UNSIGNALIZED - 4 APPROACHE�� (PAGE 2 OF 2) E�04^30-1987 TIME:15:47:08 HEALTHCARE - LEMAY/RULE - YEAR 2007 - PM IOP 3 THRU MOVES FROM C:WB RULE D:EB RULE NFLICTING FLOWS 1056 1108 CRITICAL GAPS 6.0 6.0 PACITY 269 251 110PACITY USED 2% 3% IMPEDANCE FACTOR 0.99 0.99 TUAL CAPACITY 223 209 4 LEFT TURNS FROM C:WB RULE D:EB RULE lSTEP NFLICTING FLOWS 1069 1228 ITICAL GAPS 6.5 6.5 CAPACITY ' 218 175 IfTUAL CAPACITY 178 132 SUMMARY OF LEVEL OF SERVICE BY MOVEMENT FVEMENJ' DEMAND CAPACITY RESERVE LOS AVG DEL(SEC) AVG QUEUE LT FROM A: 1 724 722 A 4.98 0.00 FROM B: IV 176 760 584 A 6.16 0.30 LT FROM C: 134 178 44 E 81.38 3.03 irARED TH/RT FROM C: 132 848 716 A 5.03 0.18 LT FROM D: 102 132 30 E 121.79 3.46 D TH/RT FROM D: .ir 14 401 387 B 9.31 0.04 F I 1 L� 1 Critical &vernent Ana lysis: PLtNING Calculation Form 1 Intersection ze��i� Design Hour- .4irn ff A, Problem Statement yr 2oo7 Step 1. Identify Lane Geometry Step 4. Left Turn Check Step 6b. Volume Adjustment for Multiphase Signal Overlap Approach 3 Approach 1 2 3 4 a_. Number of Possible Volume Adjusted Probable Critical Carryover Critical Phase Volume to next Volume in vph phase in vph change intervals per hour b. Left turn capacity 17,1 t G /00 - a � on change interval. in vph c. G/C S� L t t a J� c Ratio d. Opposing volume jGL n a Q Q in vph e. Left turn 3 I r capacity on green. in vph f. Left turn capacity in vph (b+c) g. Left turn volume in vph Approach 4 h. Is volume > capac- ity (g i f)? Step 2. Identify Volumes, in vph Step 5. Assign Lane Volumes, Step 7. Sum of Critical Volumes in vph Approach 3 y,. FIT =17 f V TH = 260 J LT =131IN.—— Approach 3- �/' = —L--�— vph Step 8. Intersection Level of Service t a 0 00 N z s5 y t (compare Step 7 with Table 6) Q. n 0 0 n > 174 ` fj -i' Q - Step 9. Recalculate Q Q - - LT 25 n v Geometric Change TH =305 Ah \ Signal Change - RT =_26 F Volume Change ppr� o�, F= Q ApproaJT Step 3. Identify Phasing Step 6a. Critical Volumes, in vph Comments (two phase signal) Approach 3 �z -- - O p CL CIL a a Al A3 + Bl B3 A2.-- A4 B2 84 pproac CI I 0 I 0 t d 7 7 Critical t cal Movement Analysis: PLICIVNING Calculation Form 1 Intersection lki:ole - - Design Hour giy, Problem Statement V, 200 7 - Step 1. Identify Lane Geometry Step 4. Left Turn Check Step 6b. Volume Adjustment for Mu1t3Phase Signal Overlap Approach 3 N t CS c W n �J n a a Q 7*' Q A r• Approach 4 Approach 1 2 3 4 a. Number of change intervals per hour b. Left turn capacity on change interval, in vph c. G/C Ratio d. Opposing volume in vph e. Left turn capacity on green, in vph f. Left ft turn capacity in vph (b + c) g. Left turn volume in vph h. Is volume > capac- ity (g > f)' Possible Volume Adjusted Probable Critical Carryover Critical Phase Volume to next Volume in vph phase in vph � Z �( 27-7 CY3 Step 2 Identify Volumes, in vph Step 5. Assign Lane Volumes, in vph Step 7. Sum of Critical Volumes Approach 3 r RT = TH = if ti n u H, J LT = Approach 3 y� V00 Z + I&C>. ZZ7 + vph - - -- . _ - -- -- Step 8. Intersection Level of Service ev 0 n o CL Q < N L 0 0 Q 13 `- � I ZZ n a <, (compare Step 7 with Table 6) Step 9. Recalculate LT =�_ N TH = RT — u n u -�_ HS H pproec � F ¢ Z�7 proac Geometric Change. Signal Change Volume Change Step 3. Identify Phasing l � I Step 6a. Critical Volumes, in vph (two phase signal) Approach 3 Comments - o 0 CIL Al ._ A3 + B1 i- 83 A2 A4 4 B2 B4 pproac APPENDIX D Pin 1' I HEW J UEL 1 CH HRTERIAL PROGRESSIC14 DEGIC44 ® RUNS ROUTE: LEIiaY INTERSECTIOUS1 4 CYCLE LENGTH: 100 SYSTEM OFFSET: 0 BF.N)WIDTH LEFTt 15 Set: RIGHT- 15 S6t PERFORMANCE INDEY.s 32 EFFICIENCY: 15 ATTAINs4SILITYt 46 INTERFERENCEs 25 --------------------------------------------------------------------------- 140. .........TIME -LOCATION DIAGRAM.......... DISTANCE SPEED RIGHTBOUdD . READ DOUR) LEFT RIGHT LEFT RIGHT 1 XXX}xXXXXXXXXXXXXXXXXX XXXX 950 0 40 40 2 XXXXXXX?:XXX XXXi:XXX S50 950 40 40 3 XXXXXX XXXXXXXXXXXX 1630 850 40 40 4 XXXXY.XXXXXXXX XXXXXXX 0 1630 40 40 NO. OFFSET .........TIME —LOCATION DIAGRAM.......... PHASE LENGTHS LEFTBOUND . READ UP 1 2 3 4 5 6 7 9 1 55 XXXXXXX.XXXXXXXXXXXXXXXXXXX 35 65 2 42 X_X.XXXXXXXXXXXXX'XXX 55 45 3 45 XXXXXXX XXXXXXXXXXX 55 45 4 90 XXXXXXXXXXXXXXXXXXXX 50 50 --------------------------- --------------------------- TIME SPACE DIAGRAM ROUTES LEMAY COMMENT: RUI45 CYCLE LENGTH 100 S'ECONDSs SCALE 11NC:H=46Y OF CYCLES I LINE- 85 FT ARR#R#RRRR#f#RRfRR#RRR R:R#R###RR##RRRRR##R RR RI!RMRRRRRRRR#RRR##RifRR/RIi###RR#RRR#! LEMAY AVENUE PROGRESSION(All STREETSSIGNALIZED)