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Home My WebLink About- - - (12)E E HEALTHCARE INTERNATIONAL, INC. PSYCHIATRIC HOSPITAL SITE ACCESS STUDY FORT COLLINS:, COLORADO MAY 1?87 Prepared for: Harwood K. Smith & Partners 1111 plaza of the Americas North LB 307 Dallas, Texas 75201 Prepared by; MATTHEQ J. DEEICH, P.E. 3413 Banyan Avenue Loveland, Colorado 80538 Phone 303-662-2061 Introduction The purpose of this report is to document the operation of Lemay Avenue and Rule Drive with the development of the Healthcare International Inc. Ps>,chiatrir_ Hospital (Hospital). Also considered in this report is the develop- ment of Oak Ridge PUD proposed to be developed east of this site. A traffic study vial performed for Oak Ridge PING dated September 1?84. The traffic study for the Hospital utilizes this study in developing traffic projections. Existing Conditions Land use along Lemay Avenue beh%ieen Harmony Road and Boardt,lal k 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 t-he northwest corner of Lemay Avenue and Rule Drive. The site location is shown in Figure 1. Lemay Avenue will be the impacted major street should development occur in this area. It is designated as a four lane arterial on the Fort Collins Master Street Plan, but is currently bu i 1 t twi th two travel lanes. All intersections are stop sign controlled vti th Lemay receiving the right-of-way. The Harmony/Lemay` intersection was recently signalized. Daily traffic counts taken at the Harrnony/Lemay intersection in SeRtember 1983 are shoixin. in Figure 2. In add t.ion, peak hour directional counts t,iere taken in May 1984. These are also shot,ln in Figure 2. Raw,, count data is shown 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 friction, intersections, etc. Techniques used to calculate the capacity of urban arterials 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,ii ng volume/capacity rv/c, ratios are determined: A.M. - 58/2400 = 0.02 P.M. - 54/2400 = 0.02 1 Mill Ji° F'llDiS�li �U F nu�rsa f � •' N} v. TV e 11� V I"?L YR j � �i l.7 i.: a .+ FosRf '�•"• '�• A�I�B c,a-1RII r i o 1 ,i�ASll �:; M., �jp��p A.l.�4.., �� `�.I •1 �•.�` I. , r t�-,� jjl a �r ..A �11�� II'�INI�e l - .. &• ;1MIN'a --- _e__ of �_.� MY __ �. .. + .. •fib FL 47-1 s s Omr 1'' / ,t � �- � .� L. �-'@,•�- Crin - P •''. �� aN ':� r• . �► ..� ®.a . e to Ise ' �� i o Healthcare International, Inc. I Psychiatric Hospital SITE LOCATION FIGURE cn 0 l l HARMONY +— 341 �750 Co8C�3 ! - zo/P- r -�-=--- 731/3BG--� ��l I r� a0 h I 1 /4 a Q, AM/PM rn W �• J RECENT TRAFFIC COUNTS FIGURE Z 1 0 0 Ther•efor•e , current operation along Lemay Avenue is considered at level of service A in both the morning and afternoon pear 1 hours. This is considered an acceptable operation category. Observation during traffic counting procedures verified this calculated level of service. It Was observed that vehicles were not influenced by the environment and traff i s since volumes v3ere so 1 ov,. The traf# i s f l oar conditions were stable and moored through this area with 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. Hoviever•, even a 10 times increase in traffic would still yield acceptable operational levels of service. IProposed Development The hospital is a proposed psychiatric hospital and related medical offices to be located at the southt,lest corner of the Lemay/Rule intersection. Access is proposed to both Lemay and Rule. The facility would be developed in tvio phases. The first phase to be completed in several years t&lould include a 43,000 square foot hospital and 7,000 square foot medical office building. The ultimate development of the site viould 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 full - 1 service hospital and medical office. The ITE Trip Generation Repor• t , vih i ch 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, traffic projections were developed using knovin information on the hospital's operation from the proposed operator of this facility. This information is based upon their considerable experience in this specific medical field. The hospital portion of the site wi 1 1 have two types of employees. The medical staff will consist of doctors, nurses, dieticians, housekeeping and maintenance personnel. The medical staff vii 1 1 operate on 3 shifts per day (7:00 AM - 3:00 PM, 3:00 PI-1 - 11:00 PM, and 11:00 Pm - 7:00 AM?. The 7:00 AM shift change would be the only change that occurs during a peak hour of traffic operations. To provide e. 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. 1 The hospital administrative staff will work from 8:00 AM to 5:00 PM on weekdays. The traffic generated from the administrative staff wi 1 1 impact both the AM 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 wi 1 1 drive to and from the hospital during the PM peak hour. To be conservative, it is assumed that 10i. of the patients wi 1 1 have visitors during the Phi peak hour. The medical office professionals vii 1 1 be seeing patients/clients from 9:00 AM to 4:00 PM on weekdays. There- fore, patients/cl ients tii l l 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 i . For a conservative analysis, no r i deshar• i ng or transit use teas assumed. Tvlo 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 on 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 Lernax 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% annually to project traffic in 1990. Based upon the short range future and long range future land use data available from the Fort Collins Planning Department, the following distributions were used. Approach to site Phase I Ultimate Development Sou thbound Lemay 80% 60;: Northbound Lemay 20% 40f Figure S shot -is the peak hour assignments of the hospital along vti th the short range traffic from the Oak Ridge PUD Traf-f i c Impact Study. The City of Fort C:ol l ins conducts a transportation planning modelling procedure to determine future traffic on city streets. However, the last Traffic Flow Map does not provide projections for this area of Fort Col 1 i ns. There- fore, an estimation tias made of traffic in this area by the 1 3 Table i Trip Generation A.M. Peak R.M. Peak Land Use Trips Trips Trips Trips in out in out Phase I. Development Hospital Medical Staff 30 11 - - Administrative 51 - - 51 Visitors - - 5 5 Medical Offices Staff 42 - - 4.2 Total 123 11 5 98 Ultimate Uevel opment Hospital Medical Staff 60 22 - - Administrative -n - - 70 Vi s i tors - - 9 9 Medical Offices Staff 66 - - 66 Total 196 22 9 145 rm N � o cWo �-- 4 912 L 1,45/270 249/212 — 4/39--� A N -�-- 19 0 / 257 f 8 /3 I 1 /2 7/2 N Q, � boo+ c � In � c r M. LEMAY �11 1 0 1 r E I I-] P year 2007 using the latest Traffic Flow., Map and the knowledge of wlhat has been occurr• i ng and what is expected to occur in this area of Fort Col 1 i ns. 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 w.aar•rants are met according to the Manual on Un i form Traffic Control Devices. Hoviever, it is possible to determine whether traffic signal warrants are likely to be met based upon estimated ADT (ADT estimates are from the Oak Ridge PUG Traffic Impact Study) and utilizing the chart shown in Appendix B. Based on the 1990 total traffic projection, traffic signals would not be wda.rranted at the Lemay/Rule intersection. However, using the long range projections showan 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 1985 Highway Capacity Manual w,las used for this analysis. Table 2 illustrates the levels of service attained at the intersections for the short term (1990) 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 can be seen from Table 2, the intersection of Lemay Avenue and Rule Drive w,ri l l operate acceptably for the short term development. By the year 2007, traffic volumes will be too great 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 wli th 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 al ona 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 PUG 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. 4 �c-- 59/3 N S I T E 90 OD 0 N d \p- N �-- 174/ 115 1� .-49/122 24/ 93 4/5 --P I 2/8--� N �\ 0 N �to N M p� h - 7/44 - J 9 A5 8 C qt t� \ M LONG RANGE TRAFFIC ASSIGNMENT R U LE AM/PM F1 G v R€ 4 0 Table 2 Intersection Capacity Analysis Summary Lemay/Rule (unsignatized) Left turn from N8 Lemay Left turn from SB Lemay Fright turn from EB Rule Left turn from EB Rule Thru EB Rule R,i ght turn from l,.)B Rule Left turn from UIB Rule Thru UIB Rule Lemay/Rule (signalized) Lemay/Access Left turn from Lemay Right turn form Access Left turn from Access Level of Service 1990 2007 AM PM AM PM 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 International 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 Col 1 i ns. 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 warranted at the Lemay/Rule intersection. This signal will provide acceptable operation of this intersection. Driveway access to the hospital site v,0 11 operate acceptably during the peak hours when considering good signal progression along Lemay Avenue. - The signal At Rule can fit into signal progression schemes along Lemay Avenue. 5 APPENDIX A I 1 11 1 'J 1 URCPRI REVISED WEEKLY COUNT DATA DATE 09-23-1983 D I RECT I ON Ami=EA 4' O ST AVERAGE DAY MONDAY T ESDAY WEDNESDAY THURSDAY FR DAY WEEKDAY SATURDAY SUNDAYSTATION 2 - - HOUR COUNT COUNT COUNT COUNT COUNT COUNT COUNT WEEK 35 YEAR 83 00 - 01 29 29 SATURDAY 01 - 02 16 16 02 - 03 6 6 SUNDAY TOTAL 03 - 04 9 9 04 - 05 39 39 AVERAGE WEEKDAY Sall 05 - 06 127 127 06 - 07 627 627 AVERAGE DAY OF WEEK 07 - 08 75.7 757 08 - 09 450 450 GROUP NUMBER & MEAN FACTOR 09 - 10 290 290 GRP 1 00,.88 GRP 0 00.00 10 - 11 315 31,5 11 - 12 BEGIN 368 368 PRELIM AVERAGE DAILY TRAFFIC 8 1.2 1.3 330 END 330 'PEAK LOAD AND HOUR 13 - 1.4 350 350 757 @ 7 - 8 AM TUESDAY 1A - 15 429 429 1*5 - 16 425 425 16 - 17 424 424 1'7 - 18 433 433 18 - 9 308 308 19 - 20 250 250 20 - 21 239 239 21 - 22 164 164 22 - 23 159 159 23 - 24 67 67 TOTAL 3578 3033 6611 r I r URCPRI•REVISED WEEKLY COUNT DATA DATE 09-23-1983 D I RECT'I'ON =80!91 AVERAGE. HOUR COUNT COUNTCOUNT COUNT COUNT COUNT COUNT WEEK 35 YEAR 8$ 01 - 02 33 33 02 - 03 1.8 1.8 SUNDAY TOTAL 03 - 04 7 7 05 06 43 43 06 - 07 155 1155 AVERAGE DAY OF WEEK 07 - 08 356 356 ` 09 - 10 373 373 GRP 1 00.88 GRP 0 00.00 10 - 1.1 381 381 11 - 12 BEGIN 386 386 PRELIM AVERAGE DAILY TRAFFIC 12 - 13 397 END 397 PEAK LOAD AND HOUR 13 - 14 359 359 780 0 4' - 8 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 URCFI21 REV'IZED WEEKLY COUNT DATA DATE_ 09-26-1903 DIRECTION TOTAL HIGHWAY AVERAGE DAY MG�IDAY TU:.SDAY WEUNGSDA*( THURSDAY FRIDAY WEEKDAY S7ATURDAY SUNDAY STATEUi•I 090-1-0030 C.T. 5 IIOUR COUNT COUNT COUNTCOUNT COUNT COUNT COUNT WEEK 35 YEAR 83 ittl - u1 — -- �- - O --- 0 �— SATURUAY TOTAL ni - 02 1 1 na - na 1 1 SUNDAY TOTAL. 03 - 04_ , _—� _ , 1 _ 1' U4 - OD _ 2 2 AVERAGE WEEKDAY 439 n5-on 0 0: v, - 07 20 20 AVERAGE DAY OF WEEK (i? - n8 _ 26 26 uo -- 09 29 — 29 GROUP NUMUER & MEAN FACTOR 09 - 10 36 36 GRP 1 00.88 GRP 0 00.00 10 - 11 30 30 /1_ _ 12 BEGIN 33 33 PRELIM AVERAGE DAILY TRAFFIC 386 0 17 - 13 37 END 37 PEAK LOAD AND HOUR n - ... 14' � ,1S_ ;30 �2;_ 30 :19 6 3 - 4 PM MONDAY I 26 _ 1O - 1G 39 39 1n - 17 7-7 27 17 -J8 — _ _ 36 �_-- - 36 its 19 3Ci 35 1a - 2n Is 1s ?.t ) - 21 9 9 71 _ 22 _ 2 2 ?3 1' 1 _ 2d - 24 0 0 TOTAL 200 179 439 • . L,� lqtrf Itb' RE.vISEn 11I'F.I;L'( Ct711FIT DATA DATE 09-20-1983 DIRECTION TOTAL 111GHWAY AVERAGE UA'f Ni:�111n1' 1`lI1:SD/lY 1lGDNE3RIY TH4R3DA1' FR1 DAY WEEKDAY SATURDAY SUNDAY STATION. 090- 1 -0031 C.T. 5 I K1111; COIJW f COUNT COUNT 'AUNT COUNT COUNT COUNT WEEK 35 YEAR 83 . 7 _-- SATURDAY 'TOTAL ni - 01 I 1 W2 - 03 1 1 SUNDAY TOTAL nn - 01 1 1 _ U4 - _ _ _ .4 4 AVERAtSE WEEKDAY 930 05 - nG 12 12 OG - 07 26 26 AVERAGE DAY OF WEEK 07 - 08 al el Oa 09 _ 48 40 GROUP NUMBER B,MEAN FACTOR 0n - 10 '58 58 GRP 1 00.8S GRP 0 00.00 10 - 11 BEGIN 38 38 3n 55 57 PRELIM AVERAGE 'DAILY TRAFFIC " -- —• 825 0 12 - 13 67 52 60 PEAK LOAD AND HOUR 13 _ 14— 59 END 59 30 4 - 5 PM MONDAY _ — 33 1!1 - is G9 69 111 17 00 90 10, In 71 79 its - i 9 GJ 69 19 - 20 54 54 .tl - 21 42 42 ;71 -_ 22 1.`9 19 -- :-a- - P..3 _-- -- 14 14 23 - 24 it 11 TOIfAL 870 ., 384 928 _ e 0 APPENDIX B J- n- L-' NUMBER OF LANES. FOR MOVING TRAFFIC ON EACH APPROACH MAJOR ST. MINOR ST. . 1 1 �- 2 or more 1 Z c2 or more 2 or more 3 1 2 or more 2 or more 1 c2 or more 2 or more 3 1 2 or more VOLUME REQUIREMENTS • FOR'. SIGNAL WARRANTS VEHICLES PER HOUR ON MAJOR STREET (TOTAL OF BOTH APPROACHES). 100% 80% 70% 500 400 350 600 480 420 600 480 420 500 400 350 750 600 525 900 720 630 900 720 630 750 600 •525 EQUIVALENT A.D.T.* 100% .80% 70% 8,300 6,6.40 5_,810 10,000 8,000 7,000 1.0,000 8,000 7,000 8,:300 6,640 5,810 12,500 10,.000 8,750 15,000 12,000 10,500 15,000 12,000 10,500 12,500 10,000 8,750 VEHICLES PER HOUR ON HIGHER VOLUME MINOR STREET APPROACH (ONE DIRECTION ONLY) 100% 80% 70% 150 120 10.5 150 120 105 200 160 140 200 1,60 140 EQUIVALENT A.D.T.* 100% 80:% 70% 4,600 3,680 3,220 4,600 3,680 3:,220 6,000 4,800 4,200 6,000 4,800 4,200 75 60 53 2,300 1,840 1,61:0 75 60 '53 2,300 .1, 840 1,610 100 80 70 3,100 -2,480 2,170 100 80 70 3,1,00 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 Irequirements. 2. for one-way minor street, reduce minor street ADT requirement by 33-1/3%. gd I f��H I 1 C 9 _ a �$y •aa sill �� 0• � � flAB l.ti. E�He �� 8I if 16 ...E � � ►i �t � � � 'a . b � � � ,� • � � 9 � .��.B�.B bd , ••� E�� '� � g�� b9•a � p 1 �;Ii1� 9999^ <-UoWm x I TABLE 10-3. LEVEL -OF -SERVICE CRITERIA FOR UNSIONAL- IZED INTERSECTIONS RESERVE CAPACITY LEVEL OF EXPECTED DELAY TO (PCPtl) SERVICE MINOR STREET TRAFFIC z 400 A Little or no May 300-399 B Short traffic delays 200-199 C Averfige traMe delays 100-199 U Long traMc delays 0- 99 E Very long traMe delays F a • When demand volume exceeds the capacity of the lane, extetFtoeedelays will be encountered with Queuing which may cause severe congestion affecting other Itsmc, movements In the (� intersection. This condition usually warrants improvement to the Intersection. U 1 • • F, F, ii APPENDIX G I 1 0 UNSIGNALIZED INTERSECTIONS 19 10-37 fl I 1 WORKSHEET FOR ANALYSIS OF T INTERSECTIONS LOCATION: NAME: HOURLY VOLUMES VOLUMES IN PCPH Major Street: O N N=% - m VSZqy VS — V22 V4 — Grade V2 — V4 -2-'3 _% V3 N =F — — V3 V7 V9 P Date of Counts: !L1 12 FOYIELD V7 V9 Time Period: — Average Running Speed: N = Minor Street: PHF: Grade % VOLUME ADJUSTMENTS Movement No. 2 3 4 5 7 9 Volume (vph) / /$ '`ii 2 5 zy y •jl 7- Vol. (pcph), see Table 10-1 ZS A/ 2 STEP 1: RT from Minor Street r' V9 Conflicting Flow, V, 1 /2 V3 + V2 = ZS + /YS = L� vph (V0) Critical Gap, T� , and Potential Capacity, cp T, = 5,5 sec (Table 10-2) cp9 = _9:42 pcph (Fig. 10-3) Actual Capacity, cm Cm9 = cp9 = _Z62 pcph STEP 2: LT From Major Street j V4 Conflicting Flow, V, V3 + V2 vph (Vc4) Critical Gap, T� , and Potential Capacity, cp Tc = A 2 sec (Table 10-2) cp4 = w pcph (Fig. 10-3) Percent of cp Utilized and Impedance Factor (Fig. 10-5) (v4/Cp4) X 100 =.� P4 = • 9% Actual Capacity, cm Cm4 = Cp4 = -S/O pcph STEP 3: LT From Minor Street V7 Conflicting Flow, V, 1 /2 V3+V2+V5+V4 = � + �y+2 + �8 = vph (Vc7) Critical Gap, T� , and Potential Capacity, cp T, _ sec (Table 10-2) cp7 =jM pcph (Fig. 1063) Actual Capacity, cm cm7 = cp7 X P4 = SX_,= pcph SHARED -LANE_ CAPACITY SH = v:7 + v9 if lane is shared (V7/Cm7) + (V9/Cm9) Movement No. v(pcph) cm (pcph) c ,i (c h) CR LOS 7 y _5/ 5 _ 51.1 A . 9 2 9w at/8A 4 0 $/ O 8 Z- - _ 4 D 1 ® UNSIGNALIZED INTERSECTIONS 16 . 10-37 P U 9 1 1 WORKSHEET FOR ANALYSIS OF_T-INTERSECTIONS IACATION: L��, NAME: /99�_- J�iss Y�.0 HOURLY VOLUMES VOLUMES IN PCPH Major Street: ma O N N=0 e V5zLZ a VS - _ — Grade 27-0- V2 o V4 L -% -� V3 N-M V2 V4 - v3 V7 V9 Date of Counts: ❑ S7�D, V 7 V9 Time Period: ❑ YIELD Average Running Speed: _ N Minor Street: PHF: - - Grade % VOLUME ADJUSTMENTS Movement No. 2 3 4 5 7 9 Volume (vph) 270 Z / Z l z 3 Vol. (pcph), see Table 10-1 1 413 Z 7- STEP 1: RT from Minor Street r► V9 Conflicting Flow, V, 1/2 V3 + V2 = I + 7 7_7/ vph (Vt9) Critical Gap, T, and Potential Capacity, cp T, = -5,!5 sec (Table 10-2) cp9 = fd pcph (Fig. 10-3) Actual Capacity, cm cm9 = cpq = JLQ pcph STEP 2: IT From Major Street j V4 Conflicting Flow, V, V3 + V2 — + 70 = Z72yph MI) Critical Gap, T,, and Potential Capacity, cp T, =1-- sec (Table 10-2) cp4 = ?w pcph (Fig. 10-3) Percent of cp Utilized and Impedance Factor (Fig. 10-5) (V4/cp4) X 100 = � P4 Actual Capacity, c,,, Cm4 = ep, _ pcph STEP 3: IT From Minor Street V7 Conflicting Flow, Vc 1 /2 V:3+V2+V5+V1= _L + 170+ Z_ + / _ 3"vph (Vr7) Critical Gap, T� , and Potential Capacity, cp T, = 4L4-- sec (Table 10-2) cp7 =- oo pcph (Fig. 10-3) Actual Capacity, cm cm7 = Cp7 X P4 =50a X / = A:rQ(Z pcph SHARED -LANE CAPACITY SH = v7 + v9 if lane is shared (V7/Cm7) + (V9/Cm9) Movement No. v(pcph) cm (pcph) CSH (pcph) CR LOS 7 �l3 - - SAP 57 i4 9 22 /V 70S A 4 7Z0 1 1 71 _ 14 i ® UNSIGNALIZED INTERSECTIONS ® - ]0-37 I I I 0 FA u J 1 WORKSHEET FOR ANALYSIS OF T INTERSECTIONS LOCATION: LG NAME: Z007 4M P HOURLY VOLUMES VOLUMES IN PCPH Major Street; /ery+cW O N N =a V5_CG + VS - Grade /I! VZ V, 7 V3 �N=a — V2--=-® V, — V 3 / V7 V9 Date of Counts: Z1 ❑ STOP [ED3 V7 V9 Time Period: YIELD Average Running Speed: N = M Minor Street: PHF Grade % VOLUME ADJUSTMENTS Movement No. 2 3 4 5 7 9 Volume (vph) / 4 Z S9 79 354 7 9 Vol. (pcph), see Table 104 STEP 1: RT from Minor Street r.• V9 Conflicting Flow, V, 1 /2 V3 + V2 = + ZZL vph (Vt9) Critical Gap, T� , and Potential Capacity, cP T, _ -j%S sec (Table 10-2) cp = 870 pcph (Fig. 10-3) Actual Capacity, cm cm9 = cp9 = ,2VJ2 pcph _ STEP I IT From Major Street j V4 Conflicting Flow, V, V3 + V2 = �� + /2Z = Z51 vph (V,,) Critical Gap, T� , and Potential Capacity, cP T, =&.!; sec (Table 10-2) cp, = &M pcph (Fig. 10-3) Percent of cP Utilized and Impedance Factor (Fig. 10-5) (v,/cP,) X 100 = LZ'$ P, _ • 9Z Actual Capacity, cm cma = CPa = AeX-7�-Z—) pcph STEP 3: IT From Minor Street V7 Conflicting Flow, V, 1 /2 V3+V2+VS+V, = 3Q + LY-7- +Z5--G+ �2 = �Ge`vph (Vc7) Critical Gap, T� , and Potential Capacity, cP Tc = _22 sec (Table 10-2) cp7 = -3 pcph (Fig. 10-3) Actual Capacity, cm Cm7 = CP7 X P, ="ia X . f2 = 3-0- pcph SHARED -LANE CAPACITY V7 + v9 if lane is Shared SH = (V7/Cm7) + (V9/Cm9) Movement No. v(pcph) cm (pcph) cSH (pcph) cR LOS 7 305 9970 &0 A 4 t3(a G 7b 15 A- 1 ® UNSIGNALIZED INTERSECTIONS ® 10-37 I r] 1 I I F I WORKSHE- ET FOR ANALYSIS OF T INTERSECTIONS LOCATION: NAME: Z12107 Pi" HOURLY VOLUMES VOLUMES IN PCPH Major Street: ln:imeq O N N = a V5 F6V - _ V5 - — Grade I.1.- VZ --i V4 -3- -% 3 V3 N = 50 — Vz V, - V3 V7 V9 Date of Counts: STOP V7 V9 Time Period: O YIELD Average Running Speed.- N = Q Minor Street: PHF: Grade % VOLUME ADJUSTMENTS Movement No. 2 3 4 5 7 9 Volume (vph) 6115 3 3 y5y y �S Vol. (pcph), see Table 10-1 3 STEP 1: RT from Minor Street r.. V9 Conflicting Flow, V, 1 /2 V3 + V2 = 2 + G15 = 617 vph (V,) Critical Gap, T� , and Potential Capacity, cp T, = 5, 5 sec (Table 10-2) cp9 =:::�' a pcph (Fig. 10-3) Actual Capacity, cm Cm9 = cp9 = SRO pCph STEP 2: LT From Major Street j' V4 Conflicting Flow, V, V3 + V2 = 3 + 6 _ vph (Vc4) Critical Gap, T� , and Potential Capacity, cp T, =1iL,5_ sec (Table 10-2) cp4 = y� pcph (Fig. 10-3) Percent of cp Utilized and Impedance Factor (Fig. 10-5) (V4/cp4) X 100 = 75 P4 = Actual Capacity, cm cm, = cp4 = Ob pc.ph STEP 3: LT From Minor Street V7 Conflicting Flow, V, 1/2 V3+VI+V5+V4 = +(o1S+� +, = "-ZYvph (Vc7) Critical Gap, T� , and Potential Capacity, cp T, = 7, a sec (Table 10-2) cp7 = J-Z4— pcph (Fig. 10-3) Actual Capacity, cm cm7 = cp7 X P4 = 17'5 X L7 pcph SHARED -LANE CAPACITY SH = v7 + v9 if lane is shared (V7/Cm7) + (V9/tm9) Movement No.. v(pcph) cm (pcph) c H (c h) CR LOS 7 'i18 175 /27 4 3 L- J 1 3 0 RC 1 WORKSHEET: UNSIGNALIZED - 4 APPROACHES (PAGE 1 OF 2) ATE: 04-30-1987 TIME:15:55:50 l9EALTHCARE - LEMAY/RULE - YEAR 1990 - AM lEY: D | A- -B C EN ERAL CHARACTERISTICS PULATION GREATER THAN 250,000: YES -CONTROLS: FROM C: STOP FROM D: STOP IR E V A I L I N G SPEED: 30 MPH AIN STREET # OF LANES: 2 LANES INOR STREET LANES 0�PPROACH: C: WO RULE EXCLUSIVE LEFT TURN LANES: YES XCLUSIVE RIGHT TURN LANES: N ARGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: NO ��IGHT TURN ACCELERATION LANE ON MAJOR: NO IPPROACH- D: EB RULE EXCLUSIVE LEFT TURN LANES: YES CLUSIVE RIGHT TURN LANES: N RGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: NO RIGHT TURN ACCELERATION LANE ON MAJOR: NO IPPROACH Av NB LEMAY LT TH RT OLUME 11 231 7 ERCENT GRADE 0.00 PASS CAR/HR 12 STEP 1 RIGHT TURNS FROM 0ON LICTING FLOWS RITlCAL 8APG APACITY CAPACITY USED IMPEDANCE FACTOR CTUAL CAPACITY I.TEP 2 LEFT TURNS FROM CONFLICTING FLOWS 0RITICAL GAPS APACITY APACITY USED IMPEDANCE FACTOR CTUAL CAPACITY B: SB LEMAY C: WB RULE D: EB RULE LT TH RT LT TH RT LT TH RT 8 190 117 2 0 6 17 0 2 0.00 0.00 9 2 0 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 IRCULAR 281 WORKSHEE-T: UNSIGNALIZED - 4 APPROACHES (PAGE 2 OF 2) ATE: 04... 30-1987 TIME: 15:56:00 l9EALTHCARE - LEMAY/RULE - YEAR 1990 - AM EP 3 THRU MOVES IONFLICTING FROM C:WB RULE D:EB RULE FLOWS 561 506 CRITICAL GAPS 5.5 5.5 APACITY 582 620 APACITY ySED 0% 0% IMPEDANCE FACTOR 1.00 1.00 CTUAL CAPACITY i 577 615 STEP 4 LEFT TURNS FROM C:WB RULE D:EB RULE IONFLICTING FLOWS -Ri"['IC(.*)t.- 563 512 8APS 6.0 6.0 CAPACITY 501 535 CTUAL CAPACITY 497 529 OVEMENT SUMMARY OF DEMAND LEVEL OF SERVICE CAPACITY BY RESERVE MOVEMENT LOS AVG DEL(SEC) AVG QUEUE 4� LT FROM A: 12 1018 1006 A 3.58 0.01 T FROM B: 9 1087 1078 A 3.34 0.01 LT FROM C: 2 497 495 A 7.27 0.00 HARED TH/RT FROM C: 7 957 951 A 3.79 0.01 LT FROM D: 19 529 511 A 7.05 0.04 �01-ARED TH/RT FROM D: 2 943 941 A 3.82 0.00 = == =~ tRCULAR 28WORKSHEET: UNSIGNALIZ��D - 4 APPROACHES (PAGE 1 OF 2) TE:04-30-1987 TIME:15:38:15 1 ALTHCARE - LEMAY/RULE � YEAR 1990 PM A- -B NE C AL CHARACTERISTICS PULOTION GREATER THAN CONTROLS: FROM C: STOP FROM D: STOP tEVAILIN�9 SPEED: 30 IN STREET # OF LANES: 250,000: YES MPH 2 LANES tNOR STREET LASNEPROACH: C: WB RULE EXCLUSIVE LEFT TURN LANES: YES IF USIVE RIGHT TURN LANES: N RGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: NO IGHT TURN ACCELERATIQN LANE ON MAJOR� NO tPROACH.- D: EB RULE EXCLUSIVE LEFT TURN LANES: YES ICLUSIVE RIGHT TURN LANES: N �RGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: NO RIGHT TURN ACCELERATION LANE ON MAJOR: NO PROACH 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:ED AULE 0LICTI11G FLOWS ITlCAL 8APS 209 5.0 263 5.0 APACITY 984 929 ACITY USED 2% 1% IPEDANCE FACTOR 0.99 1.00 C,TUAI CAPACITY 984 929 I-TE-T, 2 LEFT TURNS FROM B:SB LEMAY A: NB LEMAY CONFLICTING FLOWS 210 269 0TICAL GAPS ACITY ,(A,IPACITY 4.5 1116 4.5 1055 USED 0% 0% IMPEDANCE FACTOR 1.00 1.00 TUAL CAPAClTY 1116 1055 RCULAR 281 WORKSHEET: UNSIGNALIZED - 4 APPROACHES (PAGE 2 OF 2) TE:04-30-1987 TIME:15:38:25 HEALTHCARE - LEMAY/RULE - YEAR 1990 - PM IZEP 3 THRU MOVES FROM C:WB RULE D:EB RULE FLTCTING FLOWS 483 478 CRITICAL GAPS 5.5 5.5 tPACITY 636 640 *`ACT'I"Y USED 0% 0% IMPEDANCE FACTOR 1.00 1.00 TUAL CAPACITY 635 639 EP 4 LEFT TURNS FROM C:WB RULE D:EB RULE NFLICTING FLOWS 491 494 ITICAL GAPS 6.0 6.0 CAPACITY 549 547 TUAL CAPACITY 546 542 SUMM�Y � LE�L � ��I� BY MOVEMENT' 1OVEMEN'T DEMAND CAPACITY RESERVE LOS AVG DEL(SEC) AVG QUEUE T FROM A: 2 1055 1053 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 0.81 HARED TH/RT FROM C: 18 984 966 A 3.73 0.02 LT FROM D: 97 542 445 A 8.09 0.22 ARED TH/RT FROM D: 9 929 920 A 3.91 0.01 IRCULAR 281 WORKSHEET: UNSIGNALIZED - 4 o.PPROACHEs (PAGE 1 OF 2) TE:04-30-1987 TIME:15:44:15 ALTFICARE - LEMAY/RULE - YEAR 2007 - AM Y: D | A- -B C NERAL CHARACTERISTICS PULATION GREATER THAN �uNTROLS: FROM C: STOP FROM D: STOP tEVA I L I N G SpEED: 30 IN STREET # OF LANES: 250,000: YES MPH 4 LANES EET LANES PROACH: C: WB RULE EXCLUSIVE LEFT TURN LANES: YES CLUSIVE RIGHT TURN LANES: N RGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: NO ��GHT TURN ACCELERATION LANE ON MAJOR: NO t-PRE)ACH: D: EB RULE EXCLUSIVE LEFT TURN LANES: YES RIGHT TURN LANES: N RGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: NO R3GHT TURN ACCELERATION LANE ON MAJOR: NO ROACH A: NB LEMAY LT TH RT t LUME 25 305 26 RCENT GRADE 0.00 PASS CAR/HR 28 IrEP '1 RIGHT TURNS FROM CONFLICT11%K3 FLOWS TICAL GAPS ��PACITv CAPACITY USED PEDANCE FACTOR tEl-"2 LEFT TURNS FROM NFLICTING FLOWS ITICAL GAPS 1"PACITY W"ACITY USED IMPEDANCE FACTOR TUAL CAPACITY B: SB LEMAY C: WB RULE D: EB RULE LT TA RT LT TH RT LT TH RT 81 200 117 49 6 174 24 4 2 0.00 0.00 C:WB RULE D- EB RULE 166 159 5.0 5.0 1030 1037 19% 0% 0.87 1.00 1030 1037 B:SB LEMAY A:NB LEMAY 331 317 5.0 5.0 865 878 10% 3% 0.94 0.98 865 878 �� 0 0 ULAR 281 WORKSHEET: UNSIGNALIZED - 4 APPROACHES (PAGE 2 OF 2) �ATE:04-30-1987 TIME:15:44:25 ncALTHCARE - LEMAY/RULE - YEAR 2007 - AM P 3 THRU MOVES FROM IFLICTING C:WB RULE D:EB RULE FLOWS 741 696 CRITICAL GAPS 6.0 6.0 400 424 SPACITY PACITY USED 2% 1% IMPEDANCE FACTOR 0.99 1.00 TUAL CAPACITY 369 391 m� EP 4 LEFT TURNS FROM C:WB RULE D:EB RULE NFLICTING FLOWS 11ITICAL, 747 876 GAPS! 6^5 6.5 CAPACITY 339 284 ifTUAL CAPACITY 311 226 11VEMENT LT FROM A: it' FROM B: LT FROM C: ARED TH/RT FROM C.- LT FROM D: fARED TH/RT FROM D: Ll 11 SUMMARY OF LEVEL OF SERVICE BY MOVEMENT DEMAND CAPACITY RESERVE LOS AyG DEL(SEC) AVG QUEUE 28 878 850 A 4.23 0.03 89 865 776 A 4.64 0.11 54 311 257 C 14.01 0.21 198 972 774 A 4.65 0,26 26 226 200 C 17.99 0.13 7 493 487 A 7.40 0.01 �� I�� 0 CULAR 281 WORKSHEET: UNSIGNALIZED - 4 APPROACHES (PAGE 1 OF 2) TE:04-30-1987 TIME:15:46:59 �EALTHCARE - LEMAY/RULE - YEAR 2007 - PM A- -B | C AL CHARACTERISTICS ATION GREATER THAN 250,000: YES 0-IONTROLS: FROM C: STOP FROM D: STOP t(EVAILIM3 SPEED: 30 MPH Iy« STREET # OF LANES: 4 LANES FNOR STREET LANES PROACHx C: WB RULE �XCLUSIVE LEFT TURN LANES: YES tCLUSIVE RIGHT TyRN LANES: N RGE RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: NO GHT TURN ACCELERATION LANE ON MAJOR: NO ' 1"FROACH. D: EB RULE EXCLUSIVE LEFT TURN LANES: YES kLUSIVE RIGHT TURN LANES: N 8E RIGHT TURN RADIUS OR SHALLOW RIGHT TURN ANGLE: NO RlGHT TURN ACCELERATION LANE ON MAJOR: NO t1:`RC3ACH A: NB LEMAY B: SB LEMAY C: WB RULE D: EB RULE LT TH RT LT TH RT LT TH RT LT TH RT 1 336 117 160 488 12 122 5 115 93 5 B. tLUME --.,RCENT GRADE 0.00 0.00 0.00 PASS CAR/HR 1 176 134 6 127 182 6 9 lbT�P 1 RIGHT TURNS FROM C:WB RULE D:EB RULE NFLICTIN8 FLOWS 227 250 ITICAL GAPS i 5.0 5.0 �PACITY 966 942 CAPACITY USED 13% 1% FACTOR 0.92 1.00 tcPEDANCE TUAL CAPACITY 966 942 IT. EP 2 LEFT TURNS FROM B:SB LEMAY A:NB LEMAY LINFLICTING FLOWS 453 500 ITICAL GAPS 5.0 5.0 li)l:'-'A(',.I'T'Y 760 724 gPACITv USED 23% 0% IMPEDANCE FACTOR 0.83 1.00 TUAL CAPACITY 760 724 R 281 li�f]F.'I�::SHEE" T : UNS I GNAL I Z ED --• 4 APPROACHES (PAGE 2 OF 2 ) �-30-1987 llll!�ICARE TITHE : 15: 4'7: 08 -.. L.EMAY/Rl.dl. E - YEAR 2007 - FM W3 THRU MOVES FROM C: WB RULED: EB RULE LICTINCB FLOWS 1056 1108 CRITICAL GAPS 6.0 6.0 PACITY 269 251 Z PAC I TY USED 2 = l IMPEDANCE DANCE FACTOR 0.99 0.99 STEP 4 LEFT TURNS FROM w wa RULE D: EB RULE NFL.ICTI'NG FLOWS 117ICAL 1069 1'229 GAPS 6.5 6.5 CAPACITY 2113 175 If TUALCAPACITY 17B 132 FVEMENT LT FROM A: 11 FROM D: LT FROM C irHRED TH/RT FROM C: LT FROM D: JTARED TH/RT FROM D: �I u_- SUMMARY OF LEVEL OF: SERVICE BY MOVEMENT DEMAND CAPACITY RESERVE LOS AVG DEL(SEC) AVG QUEUE 1 724 722. A 4.98 0. c_ o 1 76 76(" 584 A 6.16 0.30 134 178 44 E 81 . =:8 3.03 132 848 716 A 5.03 0.18 102 2 132 30 E 121.79 3.46 14 401 387 B 9.31 0.04 I 1 11 Ci I t h Critical Avement Analysis . PLIKNING Calculation Form 1 Intersection _ �,P�i� Design Hour 4m r>A_ _ _ _ Problem Statement `Yr zooz Step 1. Identify Lane Geometry Step 4. Left Turn Check Step 6b. Volume Adjustment for Mul*hase 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 m 17'1*6, 1010 ' _ r w on change interval, in vph c. G/C S� L t t c Ratio d_. Opposing volume in �G L '> n y a Q < vph e. Left turn �JJ capacity on green, in vph (( f. Left turn capacity in vph (b+c) g. Left turn volume in vph Approach h. Is volume > capac- ity (8 i f)1 Step 2. Identify Volumes, in vph Steps. Assign Lane Volumes, Step 7. Sum of Critical Volumes in vph Approach 3 �• �- RT = ii7 I Y TH = 2e0 LT = _ 8_L_ Approach 3 --�— ��O__ + -Bel + /10& + _ - yz7 vph o~c F d L; Step 8. Intersection Level of Service t C" 0 0OL R N Z y P-s5 t o W (compare Step 7 with Table 6) CL 0 -- Step 9. Recalculate _ _ ` Ft LT _ J n WI h v Geometric Change TH =� \ Signal Change AT =� F _ Volume Change pp oac -J H oc proac Ste 3. Identify Phasing p fY g Ste 6a. Critical Volumes, in vph P P Comments (two phase signal) Approach_ 3 �z L � N L O p Q Q Al A3 + 131 B3 A2 a-- A4 } B2 B4 Approach fl d 1 1 I 1 Critica l Movement Analysis: PLIKNING Calculation Form 1 Intersection zewl,:�ie Design Hour P Problem Statement V, zoo 7 Step 1. Identify Lane Geometry Step 4. Lef[ Turn Check Step 6b. Volume Adjustment for Multiphase Signal Overlap Approach 3 CM 0 a � o J a 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 turn capacity in vph (b + c) g. Left turn volume in vph h. Is volume > capac- ity lg > f►`? Possible Volume Ad)usted Probable Critical Carryover Critical Phase Volume to next Volume in vph phase in vph �, -7.5 f l = Z13 �� 2 1 (i� 2Z% 3 Step 2. Identify Volumes, in vph Step 5. Assign Lane Volumes, in vph Step 7. Sum of Critical Volumes Approach 3 RT w 1 r _ TH =BR H = F LT= -J Approach 3 yt;� L: 7-1-3 �+ ZZ7 = -�QCL vph Step 8. Intersection Level of Service N C 0 a n a Q N 93 `3 e 13 ` 1 ZZ g ` Jr < (compare Step 7 with Table 6) 0 Step 9. Recalculate LT _—� N TH = RT = %17 a n a _ � pproac -t ►- is 1 ZZ% proac Geometric Change Signal Change Volume Change Step 3. Identify Phasing 7 �i — -- SN3 Step 6a. Critical Volumes, in vph (two phase signal) Approach 3 O O Q Q Comments - - At A3 + 131 B3 A2 . A4 4 B2 B4 pp►A oach 4 AFFEIADIX D IInIIHEW j LPELICH HRTERIHL PROGRESSION DEGIGI4 RU145 ROUTE: LEIk,Y INTERSECTIOIIS: 4 CYCLE LENGTH: 100 SYSTEM OFFSETt 0 8l,NDI:d1UTH LEFTt 15 Ser. RIGHT: 15 S6t PERFORMANCE INUEXI 32 EFFICIENCYt 15 ATTAINHBILITYt 46 INTERFERENCEs 25 --------------------------------------------------------------------------- 140. .........TIME -LOCATION DIAGRAM.......... DISTANCE SPEED RIGHTSOUND ... READ DOWN LEFT RIGHT LEFT RIGHT l XX:XXXX.XXXXXXXXXXXXXXXX XXXX 950 0 40 40 2 XXXXXX,XXXXX XXXXXXX 650 950 40 40 3 XXXXxx XXXXXXXXXXXX 1630 850 40 40 4 XXXXXXXXXXXXX XXXXXXX 0 1630 40 40 NO. OFFSET .........TIME —LOCATION DIAGRAM.......... PHASE LENGTHS LEFTBOUND ... READ UP 1 2 3 4 5 6 7 8 1 55 XXXXXXXXXXXXXXXXXXXXXXXXXX 35 65 2 42 XXXXXXXX7XXXXXXXXXX 55 45 3 45 Xxxxxxx XXXXXxXXXXX 55 45 4 90 XXXXXXXXXXXXXXXXXXXX 50 50 TIME SPACE DIAGRAM ROUTES LEMAY COMMENT- RU945 CYCLE LENGTH 100 SECONDS- SCALE 11NC:H=40Y OF CYCLE- 1 LINE- 85 FT R RRRRRR#RRiRIt'R RRRRRRRRRiIRRRRRR#RRRRRRRRI!R REif#Rif#RRilRRIFRRRNNYRatIRRRI!4RRR♦RIFl IiRR #'k LEMAY AVENUE PROGRESSION(ALL STREETS 91GNALIZED)