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Home My WebLink AboutAMIGOS AT SHIELDS PRELIMINARY PUD - 47 90A - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYAMIGOS RESTAURANT SITE ACCESS STUDY FORT COLLINS, COLORADO AUGUST 1992 Prepared for: Amigos Restaurants P.O. Box 6189 Lincoln, NE 68506 Prepared by: MATTHEW J. DELICH, P.E. 3413 Banyan Avenue Loveland, CO 80538 Phone: 303-669-2061 Trip Generation .Trip generation estimates for the Amigos Restaurant were obtained from Trip Generation, 4th Edition, ITE. The trip generation for the Amigos restaurant is shown in Table 2. Table 2 shows trip generation on a daily and peak hour basis. Due to the proximity of the proposed restaurant to CSU, some patrons of Amigos will likely walk or bike to the restaurant. It was assumed that 35 percent of the generated vehicle trips would be walk or bike trips. These walk/bike trips are also reflected in Table 2. ' Background Traffic Background traffic is defined as the traffic that is and/or 1 will be on the area streets but is not related to the proposed development. The roads considered for the operations analysis are West Elizabeth Street and Shields Street. Background traffic for impacted streets was projected for each of the two future years analyzed (1995 and 2010). Background traffic was projected to increase at 2 percent per year for the ' short range future. This rate of increase is normal for streets in this area of the City of Fort Collins. It accounts for general traffic growth. While the traffic is expected to grow at a similar rate to the year 2010, this growth will occur to the daily traffic. The peak hours will grow at a lesser rate of increase due to physical constraints of the street system. ' Trip Distribution Trip distribution was determined based upon an evaluation of trip productions and the most likely routes available to travel from those productions. The directional distribution of the ' - approaching and departing traffic generated at the Amigos Restaurant is a function of: - Geographic location within the City of Fort Collins; - Location of employment/business centers and residential uses which are likely to produce trips; - Access to the site. Figure 6 illustrates the trip distribution percentages used in the ' subsequent traffic assignments. Traffic Assignment and Intersection Operation Using the vehicular trip generation estimates presented in Table 2, the site generated traffic was assigned to the area street network." The street network consisted of Shields Street and West Elizabeth Street as they are today. The analyzed intersections 1 3 I 1 1 1 1 1 II [] 1 1 N C.S.U. 1 TRIP DISTRIBUTION Figure 6 were Shields/West Elizabeth, with the existing signalization, and the accesses to this site. Figure 7 shows the short range (1995) peak hour traffic assignment. This assignment also includes a 2 percent per year increase in background traffic as described earlier in this report. Table 3 shows the peak hour operation at the key intersections. Calculation forms are provided in Appendix D. The signalized Shields/West Elizabeth intersection will be at level of service D during the peak hours. The right-in/right-out accesses to Amigos will operate acceptably. While not directly related to the Amigos Restaurant development, the driveway access to the Campus West Shops from Shields Street bears some comment. As indicated earlier in this report, the full movement access to Shields Street, south of West Elizabeth Street, presents some operational concerns. These concerns are related to left -turn ingress and egress. The proposed Amigos accesses will improve the operation at the present Texaco site. However, as long as the Campus West Shops access to the north functions as a full movement intersection, the concerns will continue. There are advantages to a shared access between Amigos and Campus West Shops. This was pursued as part of this proposal, but agreement could not be reached with Campus West Shops. Since agreement could not be reached to consolidate accesses, it is recommended that, at a minimum, the Campus West Shops access be restricted to right-in/right-out. It is further recommended that the City of Fort Collins consider closing the Campus West Shops access to Shields Street as part of the Choices 95 program. Since a connection is proposed between the Amigos and Campus West Shops, Campus West Shops would continue to have access to Shields Street. This recommendation may also provide additional parking for Campus West Shops. The alley between the proposed Amigos and Campus West Shops is proposed to remain open. While the various site plans show this --a-l-ley as 20 feet wide it is functionally no more than 12 feet wide, due to dumpsters, poles, and walls. This alley can be accessed from Shields Street on the east and West Elizabeth Street on the west. once a vehicle is in the alley, it becomes a one-way alley for the period that the vehicle is there. If the Campus West Shops access to Shields Street remains, even as a right-in/right-out, the alley can function as it does today. If the Campus West Shops access to Shields Street is eliminated, then trucks will not be able to enter the alley in the westbound direction from the proposed Amigos northern access. However, trucks will be able to exit the alley in the eastbound direction via this proposed Amigos access. Figure 8 shows the long range (2010) peak hour traffic assignment, which includes background traffic on the area streets. Table 4 shows the peak hour operation at the key intersections. 4 C.S.U. NOON / PM SHORT RANGE PEAK HOUR TRAFFIC Figure 7 Table 3 Short Range Peak Hour Operation Level of Service Intersection Noon PM Shields/West Elizabeth (signal) D D Shields/Combined Right-in/right-out Access (stop sign) EB RT A A Table 4 Long Range Peak Hour Operation Level of Service Intersection Noon PM Shields/West Elizabeth (signal) E* E* C** C** Shields/Combined Right-in/right-out Access (stop sign) EB RT *--With existing geometrics ** With southbound right -turn lane 7 tat 0 Q N C.S.U. NOON / PM LONG RANGE PEAK HOUR TRAFFIC Figure 8 Calculation forms are provided in Appendix E. The Shields/West Elizabeth signalized intersection will be at level of service E with the existing geometry. If a separate southbound right -turn lane is added, the operation will improve to level of service C. As mentioned earlier, there is a high right -turn demand and this lane would allow these vehicles to have a separate signal phase during the eastbound West Elizabeth phase and allow a higher proportion of right -turns -on -red. The accesses to the proposed Amigos will continue to operate acceptably. The earlier comments regarding the Campus West Shops access to Shields Street and the alley apply in the long range future. The geometry of the proposed Amigos accesses were verified for a 30 foot single unit vehicle. This is typical for a garbage truck or step delivery van. The accesses will work for the Amigos site. However, a SU 30 vehicle, turning from southbound Shields to the Campus West Shops or the alley via the Amigos right -in, will not be able to make the turn. However, the SU 30 vehicle can exit from either the Campus West Shops or the alley via the Amigos northern access. III. Conclusions The following summarizes the significant findings as a result of this study: - The Amigos Restaurant is expected to generate approximately 1420 daily trip ends. A portion of these will likely be bike and walk trips. - Traffic operation at the area intersections is acceptable except for the eastbound left -turns from stop sign controlled intersections along Shields Street. Left -turn ingress at the Texaco service station access and the Campus West Shops access causes the turning vehicle to occupy the left -turn lane for the _signalized intersection to the north. - In the short range future (1995), the key intersections ' operate acceptably. The right-in/right-out accesses of the Amigos will operate acceptably. In conjunction with the Choices 95 improvements, the City of Fort Collins should consider restricting the Campus West Shops access to Shields Street as right-in/right- out or eliminating it completely. ' - In the long range future (2010), the Shields/West Elizabeth intersection will operate acceptably with the addition of a southbound right -turn lane. The right-in/right-out accesses of the Amigos will operate acceptably. L I 5 I i 1 1 i i II II II APPENDIX A i MA-1 i HEIN J. DELICH, P.E. 3413 BANYAN AVENUE LOVELAND, CO 80538 TABULAR SUMMARY OF VEHICLE. COUNTS Observer Date ¢ 4Z Day — City �� /z T (2d (, L I A-) S R = Rignt turn _rf Gam— Tgnt INTERSEC ION OF t-f f tr G S AND �' L! -;-A P, T f e S� C> L = Lett' um TIME BEGINS S rflL c S Srf t U L 1� S TOTAL Narth South e S (� W C: Lr �ABeTff II TOTAL W' TOTAL ALL from NORTH II from SOUTH from EAST from WESTEast R I S I L I Tate! 11 R I S I L I Total R I S I L I Total II R I S I L I Total I IZ.0-0 Ilgo 1Z30 o 132-011 5 12.01 1&o 1 2g311 &a3 11 3 1 1 9 I Z 1 115-(p1 1 1(P3 1 1 Z011 l 4- t II 7¢4- t2/srllgsil9-1 I I IZ<6311 4 1 iq 1'�41z87 1 5-70II r 1 3 1 3 1 % 11 55 1 4 Itfl'� IIz 7 II 134 11 704- lZ3011-7911931S IZ-7-7IIQ Ir5-9l(p'?1231 IlsogllS l 3 I(p 1 14 IIW1 ¢ 1&511¢911 r(p311(,71 to 4 5-11'9'4. 1 194-1 I z 6311 -7 11Tto 15-51L4-9' 11 53.1 11 1 Ito I Z4 I10131 3 1.7 I 1 &7 II ► 9 1 11 72 Z it I I I II I I I II II I I I II I i I II II rz-r 1133W1$14 II 111(o3112-017s31 7 11o4911Z2 Iz 111-7 Izl IZAI & 6o11734 1ZIZG71�6'311 & 7, 9 IZW 1 II I I I II I i t q II i I I II I i t II II II I I I II I I I II II I I I II I I I II II INN -1 II I I it I I I II II I I I II I I I II II II I I I II I I I II II I I I II I I I II II 11 1 11 111 11 II II I I I II I I I II II 43o1173 IzZO I I I z 9 11 ? I169 16TI z3s 11 S29 112 1 3 ltsl zo II GI AQ 1a471 9 4- 11 114- I16,43 45115(p I-L49I 2 154(011 � Izo9 I&t 1Z79 II62Z4- I1Z 1 (9 1 9 1 1 -7 II5-010 13s1lo5 11 1 ZZ 1174& Sao Ilia 1Z81 1 r 1353 11 1 ItB.31a* 1z40 II Co7,3 II 1 1 s 15' I 1 1 II 401 _. 1391 Loa 11 1 14- 11737 sty 1194-Iz3l10 1331 11(9 11s3I7Z1231 11sCaZ 11 1 1 3 13 1 7 II !1 1 1451 t1-7 11 12-4-11(oFSb II I I i II � I I I II II I I I II I- I l II II 3a-53oI13(D4IQg�I 4- 113s4112-31714'IZA71 93¢IIZ33S'11& 1 )"7 1321 5---54271 s-1)S714-1 '1114-74II2-9 1 z MATTHEW J. DELICH, P.E. 3413 BANYAN AVENUE LOVELAND, CO 80538 r r, TABULAR SUMMARY OF VEHICLE COUNTS Obaervar Date 7 /$ 91 pay tKI :LA'/ qty F09-r UO"I/1S R a Right turn Sr1/EL DS (/n1I 1/G--7� S v Stmpm INTERSECTION OF AND L = Lett turn TIME BEGINS AL TNohn South TOTAL We% TALL from NORTH from SOUTH tmm EAST from WEST R I S L Total R S I L Total R S L Total R S L I Total imp 1 ISO ISI III I IIZ. Z(�3 z I 3 3 I Z(o Cn 71s 1 1 2 IB31 1147S 1 1s4 337 Z I 3 3 1340 750 IZ ZZO 222I 173 1[a1 1T9 I4D 1 3 D 33 3 I404- 74 Z 27a Z11Z 297 14 311 15G3 4 4 c f`? 6-71 gaP I Z03 z04 ZZ7 Z3(all4¢D I I (0 4 1U 10 14�"0 `d 1'� I 215- zICn 19(0l l 1 197 I4/3 I S 0 S S" 1412, `d30 210 ZII I IS-? 3 )9Z. 14o3 I o 1 2- 9- r 141 I 1 730-03 ss8$ $ Bq3 30 923 18 7 11 $ ?-(a zCo I I B43 u I 1 1145 3 245 24 z Z3G S24 3ZB - 33Z ( 4$ SS 7 Q 11 I( 1593 IZ15to z1a841 zZq4l S z31 szz S S o to IszzIZOO I Z 30 I zs 10 Z IZ - I10 I(D5Z3�4 I), zs 52 7IZ4S /5 r 1770 Ior) 9 374 333 IZ ZZS SS 13 4 57Z4 zovlW 3Co3 (,01301990 z4n9 37 1-1471 2s2o MATTHEW J. DELICH, P.E. 3413 BANYAN AVENUE LOVELAND, CO 80538 TABULAR SUMMARY OF VEHICLE COUNTS Observer Data? I$ pay k5 city f-O" -r a<-f—m) s R . Right lum S = Straight OF SF111-L �� AND (JA.r r t/ERS I T t/ L - Leh tum TIME BEGINS .�rl/vLD� `So Ir_=LDS TOTAL North South U,Cq 1/E"/-' i TOTAL East Wm 70TAL ALL from NORTH tmm SOUTH tmm EAST from WEST R S L Total R S L Total R S L Total R 5 L 11 To 413- 3 12q,-1 17 W z43 9 1 zsZ 440 3 2 s- s 445- 30 s 3c'7 31Z 729 S 1 z34 54(0 41 10 1 4 4 1sso 445- 19 34 3531 Z40- 17,1*-57 &10 1 S 3 8 $ rol$ ''-fro 1111 3(c1'6 379 Z5 Ito z74 1 &53 110 I 1 1t II Co64- s1s-I s 34Z 34-7 z7o 9 z79 Z61 I to I II I 7 536 3 3Z-7 a30 23 (v 1237 1567 3 (0 9 115 7Co I I 445-,W, Z$ 13'R 14o9 I hoo4-431io47 245 la16 11 3 31 IZ496 I I I I I I I I I I I I I PR 6a Retail uses south of the of the site. Shields. I I. Introduction Amigos Restaurant is proposing a sit down/drive-through restaurant on approximately 0.6 acres, located west of Shields Street and 300 feet south of Elizabeth Street in Fort Collins, Colorado. The site location is shown in Figure 1. This study conforms to the City of Fort Collins guidelines for traffic impact studies. The area streets are shown in Figure 2. Shields Street is classified as an arterial on the Fort Collins Master Street Plan. The segment between Prospect Road and Laurel Street has a four lane plus center turn lane cross section. ' The posted speed in both directions is 30 mph. There is signal control at the Shields/Elizabeth intersection and stop sign control on University Avenue at its intersection with Shields Street. Elizabeth Street is classified as an arterial west of Shields Street on the Fort Collins Master Street Plan. It is 60 feet wide approaching Shields Street. There are three eastbound lanes and one westbound lane. Elizabeth Street is a heavily used bike route. East of Shields Street, across from Elizabeth Street, is an access to the Moby Gym parking lot. West of Shields Street, Elizabeth is posted at 30 mph. University Avenue is not classified and is considered to be a local street. It has a two lane urban cross section west of Shields Street. It has stop sign control at its intersection with Shields Street. Land uses in the immediate area are commercial and school. are north of the site. A professional office exists site across University Avenue. There is a church west Colorado State University is east of the site across II. Existing Conditions - The most recent daily traffic counts near this site were obtained in 1991. These counts are directional volumes on area streets and are shown in Figure 3. Peak hour intersection counts were obtained in 1989, 1991, and 1992. These counts are provided in Appendix A. The traffic counts cover a three year period and were obtained both during the summer and when CSU is in regular session. The various counts were analyzed to determine a relationship between the various years and between the summer and "school" counts. The peak hour traffic shown in Figure 4 is adjusted and balanced to reflect typical weekday traffic when school is in session. With the existing control at the various intersections, the peak hour operation of those intersections is shown in Table 1. F1 CITY OF FORT COLLINS CITY OF FORT COLLINS Site [ode : 00000046 PARE: 1 Site Code : 00000046 PAGE: ! N-S Street: SHIELDS ST. FILE: 46-9-99 N-S Street: SHIELDS ST. FILE: 46-9-89 E-N Street: ELIZABETH ST. E-1 Street: ELIZABETH ST. SUNNY : SNHl/RA14 Movements Sv: Pr4auy DATE: ?112189 SUNNY SNOW/RAIN Movements iy: Primary DATE: ?112189 PEA PERIOD ANALYSIS FOR THE PERIOD: 04:30 FM - 05:3O PM PEAK PERIOD ANALYST- FOR THE PERIOD: 12:00 IN - 01:00 ?4 DIRECTION START PEAK ''.R ........... VOLUMES ........... ...... FERCENTS ....... rmr n DIRECTION - START P PEAK HA •' !'J• ' ........... ..D ,Ea ........... .... .. PERCENTS ....... - -mn r__M PEAK HOUR fACiCR FED ;;=it ...,, TEro Left atal :__ Rita inru t 'E'' L=_ : FROM PEAK HOUR. FACTOR PED Right Thru Leit Total PED Ri ant Thru Left ----------- _------ ____ --- —_— ---- _----------- ___ ': ___--_______-__-_______-_-__ 4arth 4:30 ?M 0.?5 ? »23 ;044 7 1479 ! 29 J North 12:00 PM O.B9 6 ;5l 749 I1 11:4 1 3l i7 2 East 4:30 ?.M 0.93 65 93 174 2O 3 ;8 53 East 12:00 ?M 04 64 23 1S S4 l" !B IS 44 43 molt; t:3J FM 0.59 _. i0! ?r? 4T: - ! ._ .2 Soath li:OQ PM 1!:00 Q. 5 i_ ].? c!4 ?$i ! i i7 ?' le=.t ..:i FM 0.3$ _ __. .. ?40 - 58 gee: P• 0.70 !3 29R .. i2: S3 .. :? En tin Zn:e!set:Z.a entire !ntersecti;n Barth t:TO %M ').9S ? a?; !049 1479 ! ?? 71 ') 9art6 12:00 PA 9.39 6 15! 749 24 1124 ! ;l 67 ? east 0.93 .._ 15 6i 93 '74 20 9 3S ' East 0.84 23 !i __ 04 i8 13 44 43 Souti 0.39 ?5 70l 29? 9T: 75 C2 South d.43 - 45 528 214 i97 1 6 i7 21 Jest 0.5B _ _.. IS ^,yrj 504 5J 3 48 lest 0.70 18 299 37 327 663 3 45 5 49 SHIEL DS ST. ,... N SHIELDS ST. .. !J ___________ W—+—E ............ S ............. S , ,1049 :.....56 9�6 .... I 1 ....... ..., 1' CPED D 9 — 142Z 1 7 .............I 35 CPED B CPED D 6 1 351 1749 I 24 f.......... 23 CPED D _ .................. : , .................. ••••••......••••.. ___ , 1479 ____ __ 15 1124 -- lb .......... 696 -; .......... 620 1 __________________ -•-•••......•..... .................. .. ELIZABETH ST. 174 66 ... ELIZABETH ST. 125 55 240 -- -- 93 327 -- -- 54 37 663 ELIZABETH ST. ... 13 504 ELIZABETH ST. ... 106 . ...... .....•.... ......... ....... CPED D 1E3 .............: 214 529 45 5 [FED 3 CPED 1 3 1 ....... ., 207 701 25 1 6 CPED D .. 1102 .... ... 1393 ..., . ..., SHIELDS ST. -..., SHIELDS ST. SAMPLE Site Code : 00000046 PAGE: 1 M-S Street: SHIELDS 37. FILE: 46 E-1 Street: ELIZABETH ST. SUNNY Movements by: Primary DATE: 3111189 PEAK PERIOD ANALYSIS FOR THE PERIOD: 12:d0 PM - 01:00 PM i DIRECTION START PEAK HR ........... VOLUMES ........... ...... PERCENTS ....... FROM PEAK HOUR FACTOR PD/0K Allot Thru Left Total ?DIEK Right Thru Left --- —_—---------- _____—------- —_—---- __------- _— ------------------- — ----- ___ North L":00 PM 0.96 10 317 662 6 985 1 67 i East 12:00 PM 0.72 17 4 21 24 49 'S 8 43 49 South 12:00 PM 0.92 9 !2 607 290 909 t 1 67 32 Aest 12:00 PM 1.15 31 298 !6 305 St9 48 1 49 Entire !utersec::on North 12:00 PM 0.94 10 317 562 5 985 57 ! East 0.72 17 4 21 24 49 'E �B 43 49 South 0.92 9 I2 107 °0 909 ! 67 .. Mest 0.75 31 293 16 7J5 519 5 48 3 49 SHIELDS ST. N ----------- W_-_E ............ i S 916 CPD/BK3 10 ; 317 ; 662 ; 6 17 CPD/BK3 .................. . .................. ___ 985 ____ __ 4 .......... 628 .................. ; ______—___________ ... ELIZABETH ST. 49 21 ------------- 305 -- -- 24 __________________—_______—_—_---___ 16 619 ELIZABETH ST. ... ------------- __________________ : .................. I 34 .......... . 298 __ ___ 909 ____ ........... .................. __________________--________________ CPD/BK3 31 1............1 290 ; 607 12 ; 9 CPD/BK3 .. 984 ... SHIELDS ST. SAMPLE Site Cade : 00000046 PAGE: I N-S Street: SHIELDS ST. FILE: 46 E-M Street: ELIZABETH ST. SUNNY Movements hv: Priury DATE: 3117189 PEAK PERIOD ANALYSIS FOR THE PERI00: 04:C0 PM - 05:30 PM DIRECTION START PEAK HR ........... VOLUMES ........... ...... PERCENTS ....... ..P.ON PEAK HOUR FACTOR ?DISK Ript Thru Left Total FRISK Riiht Thru Left ------------ —._---- __------ _________+—____---- —___------ —._ North 4:30 PM 0.?3 !0 je4 934 2 1289 1 27 72 0 East 4:30 PM 0.59 22 14 29 35 78 CS !S i7 45 South 4:30 PM ORO B 11 73I 218 960 76 _ Aest 4:30 PM )AO 17 'fig !0 133 401 4 .71 1. ir _ iatrec:i cn AOfth 4:30 FM 0. P3 !0 934 _ 1239 ! 0 72 East n a _ .c7 _9 _. 73 29 !8 31 45 South i.S0 3 !! 731 21, 06.3 1 76 23 lest 0.90 !7 202 !0 !83 401 4 52 2 46 SHIELDS ST. N 5 9 2 S CPD/BK3 SO 753 934 _ __ CPD/BKI ___________________ w__________________ .................. .................. --- 1289 ____ __ 14 .......... 600 .................. __________________ ... ELIZABETH ST. 78 29 ------------- 183 __ __ 35 __________________ --_______________- 10 401 ELIZABETH ST. ... _____________ ... __________________ .................. I 223 .......... 208 __ --- 960 ---- .................. .................. __________________ -_ CPD/SK.3 17 218 ; 731 ; 11 B CPD/BK.3 1177 SHIELDS ST. 0 LEVEL -OF -SERVICE CRITERIA SIGNALIZED INTERSECTIONS Level -of -service for signalized intersections is defined in terms of delay. Delay is a measure of driver discomfort, frustration, fuel consumption, and lost travel time. Specifically, level -of -service criteria are stated In terms of the average stopped delay per vehicle for a 15-minUte analysis period. Level -of -service A describes operations with very low delay, i.e., lees then 5.0 seconds per vehicle. Level -of -service 6 describes operations with delay in the range of 5.1 to 15.0 seconds per vehicle. Level -of -service C describes operations with delay in the range of 15.1 to 25.0 seconds per vehicle. Level -of -service D describes operations with delay in the range of 25.1 to 40.0 seconds per vehicle. Level -of -service E describes operations with delay in the range of 4U.1 to 60.0 seconds per vehicle. This is considered to be the limit of acceptable delay. Level -of -service F describes operations with delay in excess of 60.0 seconds per vehicle. This is considered to be unacceptable to most drivers. RESERVE CAPACITY UNSIGNALIZED INTERSECTIONS LEVEL OF SERVICE EXPECTED DELAY TO MINOR STREET TRAFFIC 40U A Little or no delay 30U-399 6 Short traffic delays 200-299 C Average traffic delays IOU-199 D Long [.ruffle delays 0- 99 E Very luny traffic delays * F *When demand volume exceeds the capacity of the lane, extreme delays will be encountered with queuing which may cause severe congestion sffeut.ing other traffic movements in the intersection. This condition usually warrants improvement to the intersection. APPENDIX C r =. = r M m m m M M r M M M_ M M M M 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT ###############F############################# INTERSECTION..west elizabeth/shields AREA TYPE ..... OTHER ANALYST....... mid DATE.......... noon TIME......... noon p 19� COMMENT ...... .s ort Iona -------------------------------------------------------------------------- VOLUMES GEOMETRY EB W8 NB SB EB W8 NB 58 LT 307 60 276 25 L 12.0 L il.0 L 12.0 L 12.0 TH 35 55 753 895 LT 12.0 TR 12.0 T 12.0 T 12.0 RT 312 34 40 380 R 12.0 12.0 TR 12.0 TR 12.0 RR 0 15 33 33 12.0 12.0 12.0 12.0 GRADE (%) EB 0.00 WB 0.00 NB 0.00 SB 0.00 ------------ EB LT TH RT PO WB LT TH RT PD GREEN YELLOW PH-1 K X X X 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 ------------------------------------------------------------ ADJUSTMENT FACTORS HV AD-1 PKG BUSES PHF PEDS RED. BUT. ARR. TYPE (%) Y/N Nm Nb Y/N min T 0.00 N 0 2 0.95 100 Y 25.8 3 0.00 N 0 2 0.95 100 Y 25.8 3 1.00 N 0 2 0.95 100 Y 22.8 3 1.00 N 0 2 0.95 100 Y 22.8 3 ---------------------------------------------------- ----- SIGNAL SETTINGS CYCLE LENGTH = 110.0 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 NB LT X X TH X X RT X X PO X X X SS LT X X TH X X RT X X PD X 17.0 12.0 0.0 0.0 GREEN 14.0 48.0 0.0 0.0 5.0 5.0 0.0 0.0 YELLOW 4.0 5.0 0.0 0.0 ------------------------------- ------------------------------ LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS ES L 0.656 0.173 35.9 O 32.2 D LT 0.555 0.173 33.4 D R 0.723 0.309 29.5 D WB L 0.290 0.127 33.3 0 33.5 D TR 0.360 0.127 33.8 D NB L 0.808 0.618 23.1 C 11.9 8 TR 0.381 0.618 6.0 g SB L 0.108 0.455 13.1 6 26.0 0 TR 0.896 0.455 26.2 0 1 ------------------------------------------------------ 7------------------- INTERSECTION: Delav = 22.9 (sec/veh) V/C = 0.881 LOS = C 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY kEPORT INTERSECTION -west elizabeth/shields AREA TYPE ..... OTHER ANALYST....... mid DATE ........ ..7/23/92 TIME.......... noon pm 97 COMMENT....... shorpong -------------------------------------------------------------------------- VOLUMES GEOMETRY ES WB NB S8 EB W6 NB 56 LT 240 90 247 8 L 12.0 L 12.0 L 12.0 L 12.0 TH 15 65 714 1085 LT 12.0 TR 12.0 T 12.0 T 12.0 RT 250 15 45 420 R 12.0 12.0 TR 12.0 TR 12.0 RR 0 15 33 33 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 -------------------------------------------------------------------------- ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (%) (%) Y/N Nm Nb Y/N min T EB 0.00 0.00 N 0 2 0.95 100 Y 25.8 3 WB 0.00 0.00 N 0 2 0.95 100 Y 25.8 3 NB 0.00 1.00 N 0 2 0.95 100 Y 22.8 3 SB 0.00 1.00 N 0 2 0.95 100 Y 22.9 3 -------------------------------------------------------------------------- SIGNAL SETTINGS CYCLE LENGTH = 110.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X NB LT X X TH X TH X X RT X RT X X PO X PD X X WB LT X 58 LT X TH X TH X RT X RT X PO X PD X GREEN 16.0 12.0 0.0 0.0 GREEN 10.0 53.0 0.0 0.0 YELLOW 5.0 5.0 0.0 0.0 YELLOW 4.0 5.0 0.0 0.0 -------------------------------------- ------ ----------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.542 0.164 33.7 0 32.0 D LT 0.414 0.164 31.9 0 R 0.681 0.264 31.0 D WB L 0.435 0.127 34.6 D 34.1 D TR 0.301 0.127 33.3 D NS L 0.398 0.627 37.3 0. 14.9 8 TR 0.360 0.627 7.5 B S8 L 0.028 0.500 10.6 B 30.4 D TR 0.962 0.500 30.5 D -------------------------------------------------------------------------- INTERSECTION: Delay = 26.0 (sec/veh) V/C = 0.904 LOS = 0 r M M M M r M M M M M w M M M r Mao m 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 YX<.V[1X3X:kXXXXXXXH.XX.Y.XXW.X:RXXX.Y.XXWf.....XXX>YXl[Y Y MYIXX'X YN1X1(:RXkXYXXX:K>'Y IDENTIFYING INFORMATION --------------------------------------------------------------------- AVERAGE RUNNING, SPEED, MAJOR STREET.. 30 PEAK HOUR FACTOR ..................... 1 AREA POPULATION ...................... 100000 - NAME OF THE EAST/WEST STREET......... university NAME OF THE NORTH/SOUTH STREET....... shields NAME OF THE ANALYST .................. mJd DATE OF THE ANALYSIS (mm/dd/yy)...... 7/28/92 TIME PERIOD ANALYZED ................ a pm 1992 OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL -------------------------------------------------- INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE EASTBOUND: STOP SIGN TRAFFIC VOLUMES -------------------------------------------------- EB WB NB SB ---- ---- ---- ---- LEFT 20 -- 40 0 THRU 0 -- 1049 1227 RIGHT 45 -- 0 40 NUMBER OF LANES EB WB NB SE, ------- ------- ------- ------- LANES 1 -- 2 CAPACITY AND LEVEL -OF -SERVICE page-3 --------------------------------------------------------------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c= c v LOS p M SH R SH ------------------------------------------------ --- MINOR STREET ES LEFT 22 83 72 RIGHT 50 533 533 MAJOR STREET NB LEFT 44 233 233 91I7J01&A IUM W MIS RJUQP > 72 > 50 > E > 180 > 108 >D > 533 .> 484 > A 233 NAME OF THE EAST/WEST STREET...... university NAME OF THE NORTH/SOUTH STREET.... shields DATE AND TIME OF THE ANALYSIS..... 7/28/92 noo pm 1992 OTHER INFORMATION.... 189 D M w M= M w M w r w M M= M M r w r M 1965 HCM: UNSIGNALIZED INTERSECTIONS Page-1 ♦xxsxxszxzszz<xxx.rxs:rszxxxxxsssssxzzzz.r sxxsxsss z:rsxrx zzxx z:rsaxz r.sxs x:r IDENTIFYING INFORMATION --------------------------------------------------------------------- AVERAGE RUNNING SPEED, MAJOR STREET.. 30 PEAK HOUR FACTOR ..................... 1 AREA POPULATION ...................... 100000 NAME OF THE EAST/WEST STREET......... university NAME OF THE NORTH/SOUTH STREET....... shields NAME OF THE ANALYST .................. mid DATE OF THE ANALYSIS (mm/dd/yy).._... 7/28/92 TIME PERIOD ANALYZED ................. noon pm 1992 OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------- INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE EASTBOUND: STOP SIGN TRAFFIC VOLUMES EB WB NB SB ---- ---- ---- ---- LEFT 15 -- 50 0 THRU 0 -- 1001 1390 RIGHT 40 -- 0 35 NUMBER OF LANES --------------------------------------------------------------------- ES W6 NB S6 ------ ------- ------- ------- LANES 1 -- 2 2 CAPACITY AND LEVEL -OF -SERVICE Page-3 --------------------------------------------------------------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c= c v LOS p M SH R SH ------- ----------------------------------------- --- MINOR STREET EB LEFT 17 83 64 > 64 > 48 > E > 173 > 113 >D RIGHT 44 482 482 > 482 > 438 > A MAJOR STREET N8 LEFT 55 184 184 184 129 D IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET...... university NAME OF THE NORTH/SOUTH STREET.... shields DATE AND TIME OF THE ANALYSIS..... 7/28/92 : noon pm 1992 OTHER INFORMATION.... M= M= M w M w M M M M= w M M M r M u 1985 HCM: UNSIGNALIZED INTERSECTIONS Paae-1 XY.KYY Y.4 XYYYY.FYY.F YtY)YYY<YF.0 YYY X'Y.FX.F.K YYYYX.F.0 X:R YYYYYYYYYYM.F .K YYYXYYYY.tXX IDENTIFYING INFORMATION AVERAGE RUNNING SPEED. MAJOR STREET.. 30 PEAK HOUR FACTOR ..................... 1 AREA POPULATION ...................... 100000 NAME OF THE EAST/WEST STREET......... combined access NAME OF THE NORTH/SOUTH STREET....... shields NAME OF THE ANALYST .................. mid DATE OF THE ANALYSIS (mm/dd/yy)...... 7/28/92 TIME PERIOD ANALYZED ................. noon pm 1992 OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL ---------------------------------- ------------------------------- INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE EASTBOUND: STOP SIGN TRAFFIC VOLUMES ---------------------------------- -------------------------------- EB WB NB SB ---- ---- ---- ---- LEFT 10 -- 10 0 THRU 0 -- 1059 1252 RIGHT 15 -- 0 15 NUMBER OF LANES ------------------------------------------------------------------_ EB WB NB SE ------- ------- ------- ------- LANES. i -- 2 � �I CAPACITY AND LEVEL -OF -SERVICE Page-3 --------------------------------------------------------------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c= c v LOS P M SH R SH ------------------------------------ ------------ --- MINOR STREET EB LEFT 11 83 81 > 81 > 70 > E > 164 > 137 >D RIGHT 17 533 533 > 533 > 517 > A MAJOR STREET INB LEFT 11 233 233 233 222 C IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET...... combined access NAME OF THE NORTH/SOUTH STREET.... shields DATE AND TIME OF THE ANALYSIS..... 7/28/92 noon pm 1992 OTHER INFORMATION.... I M M M= M M= w M= M M= w M" M r M 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 :K,KYiM(i XYR'KZIYYY LKKKKkKM:I .K K.K KK K.K .K K:K KKY<Kt K:K .Y .KKK.KK<Y%.K t:K :KYK t?.KMYY". Z.K R:I:TY IDENTIFYING INFORMATION AVERAGE RUNNING SPEED, MAJOR STREET.. 30 PEAK HOUR FACTOR ..................... 1 AREA POPULATION ...................... 100000 NAME OF THE EAST/WEST STREET......... combined access NAME OF THE NORTH/SOUTH STREET....... shields NAME OF THE ANALYST .................. mjd DATE OF THE ANALYSIS (mm/dd/yy)...... 7/28/92 TIME PERIOD ANALYZED ................. noon �� L/ 1992 OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL -------------------------------------------------------------- ---- INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE EASTBOUND: STOP SIGN TRAFFIC VOLUMES ------------------------------------------------------------ EB WB NB SB ---- ---- ---- ---- LEFT 5 -- 15 0 THRU 0 -- 1001 1415 RIGHT 10 -- 0 10 NUMBER OF LANES -------------------------------------------------------------- EB WB NB SB ------- ------ ------ ------ LANES. 1 -- 2 I CAPACITY AND LEVEL -OF -SERVICE Paqe-3 --------------------------------------------------------------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c= c v LOS p M SH R SH ------- ----------------- ------------ ------------ --- MINOR STREET EB LEFT 6 83 79 > 79 > 73 > E > 178 > 161 >D RIGHT 11 462 482 > 482 > 471 > A MAJOR STREET NB LEFT 17 184 184 184 168 D IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET...... combined access NAME OF THE NORTH/SOUTH STREET.... shields DATE AND TIME OF THE ANALYSIS..... 7/28/92 ; noon pm 1992 OTHER INFORMATION.... Gravel 5267 2 4 i'll'Su6sti r lkk .:j ........... ... z 4 ti 3 hristrnJ� Field jtr4 •r I IN ui f Ref in(ry it L North Yar North Yar u ai;;:' A 0 416 L - --- -- 7171 I z 7 4 :itJL "AMIGOS G if Co'U0 . Ff JL ... P0 S(wz I .-ul . . . . . V, mi e - ;p sal A REST URAN W tj A- Q 1510 PM 4954 II 17 W. it 1z 'iE mat I 4'� M. 7 j 18 (I Ali jq _3P ...... tol A01FE1 AJE . — 'if fr ?0-65 1544 LU r --A Hughes t77,�' #,�— I 1 �' Stadium 20 - :w 22 :S 'Ll.. !Vh'Veei' [it Mlil= 19 avel Ddve-ik orill A Q, IL# I 7 yon U) Q-., $A rakes Ir 1 zY. 9 11 A. 9 28 Zb 1 L L 1�� _' 30 \\ f a' Grav r S. 5 79 V, I I Ito- offle 1549 . 4 . Dry 1.41 -Ac, of Lak 33((' Spring Canyon _1�ravel 0 - - ) 34 35 36 499/, 5-a — m..hikes Dam f hie Clellands . " ill Marmon}, 4L 'j! Cem 0 k5oho .1 - ---------------- 4� 6 77� A, "Lm 1 . SITE LOCATION Figure 1 11 I Fl I I n I I II I APPENDIX D 11 1 1� 1 1 I 1 1 M M M M M M M M M M M r M M w M r M M 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION..west elizabeth/shields AREA TYPE ..... OTHER ANALYST....... mjd DATE .......... 7/23/92 TIME......... inon pm 192 COMMENT...... short: long _____________ ____-___------_-_-------------------------------------- VOLUMES GEOMETRY EB WB NB SB : EB WB N8 SB LT 339 71 306 27 : L 12.0 L 12.0 L 12.0 L 12.0 TH 46 58 798 962 : LT 12.0 TR 12.0 T 12.0 T 12.0 RT 339 36 42 402 : R 12.0 12.0 TR 12.0 TR 12.0 RR 0 15 33 33 : 12.0 12.0 12.0 12.0 GRADE EB 0.00 WS 0.00 NB 0.00 SB 0.00 -------------- PH-1 EB LT X TH X RT X PO X WB LT TH RT PD GREEN 17.0 YELLOW 5.0 -------------- 12.0 12.0 12.0 12.0 12.0 12.0 ------------------------------------------------- ADJUSTMENT FACTORS HV ADJ PKG BUSES PHF REDS RED. BUT. (%) YIN NM Nb YIN min T 12.0 12.0 ARR. TYPE 0.00 N 0 2 0.95 100 Y 25.8 3 0.00 N 0 2 0.95 100 Y 25.8 3 1.00 N 0 2 0.95 100 Y 22.8 3 1.00 N 0 2 0.95 100 Y 22.8 3 ------------------------------------------------------------ SIGNAL SETTINGS CYCLE LENGTH = 110.0 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 NB LT X X TH X X RT X X PD X X X SB LT X X TH X X RT X X PD X 12.0 0.0 0.0 GREEN 14.0 48.0 0.0 0.0 5.0 0.0 0.0 YELLOW 4.0 5.0 0.0 0.0 ----------------------------------------------------------- 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTFRSECTION..west elizabeth/shields AREA TYPE ..... OTHER ANALYST....... mjd DATE.......... 7/28/92 TIME.......... r+ m 192 COMMENT ...... .shorr long ------------- __---______------------__--------_--___-_________-__----- VOLUMES GEOMETRY EB WB NB SB EB WB N8 SS LT 261 100 269 9 L 12.0 L 12.0 L 12.0 L 12.0 TH 21 69 756 1158 LT 12.0 TR 12.0 T 12.0 T 12.0 RT 11 16 47 440 R 12.0 12.0 TR 12.0 TR 12.0 RR 0 15 33 33 12.0 12.0 12.0 12.0 ------------ GRADE EB 0.00 WB 0.00 NB 0.00 SB 0.00 ------------ EB LT TH RT PD WB LT TH RT PO GREEN YELLOW PH-1 X X X X 15.0 5.0 LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APR. DELAY APR. LOS LANE GRP. EB L 0.725 0.173 38.5 D 34.8 D EB L LT 0.638 0. 173 35.3 0 LT R 0.785 0.309 32.4 D R WB L 0.343 0.127 33.7 D 33.9 0 WB L TR 0.385 0.127 34.1 D TR N8 L 0.922 0.618 38.4 0 16.2 C NB L TR 0.405 0. 618 8.2 8 1 TR 58 L 0.128 0.455 13.2 8 32.4 0 58 L ----------------------------------------------- TR 0.960 0.455 32.8 D TR INTERSECTION: Delay = �7.6 (sec/veh) --------------------------- V/C = 0.957 LOS = 0 -------------- INTERSECTION: 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 ------------------------------------------------------------ ADJUSTMENT FACTORS HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (%) YIN Nm Nb YIN min T 0.00 N 0 2 0.95 100 Y 25.8 3 0.00 N 0 2 0.95 100 Y 25.8 3 1.00 N 0 2 0.95 100 Y 22.8 3 1.00 N 0 2 0.95 100 Y 22.8 3 ---------------------------------------------------------- SIGNAL SETTINGS CYCLE LENGTH = 110.0 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 NB LT X X TH X X RT X X PD X X X 58 LT X X TH X X RT X X PD X 11.0 0.0 0.0 GREEN 11.0 54.0 0.0 0.0 5.0 0.0 0.0 YELLOW 4.0 5.0 0.0 0.0 ---------------------------------------------------------- LEVEL OF SERVICE V/C G/C DELAY LOS APR. DELAY APR. LOS 0.624 0.155 36.2 D 34.0 D 0.494 0.155 33.6 D 0.735 0.264 33.0 D 0.521 0.118 36.6 0 35.6 D 0.349 0.118 34.3 D 0.938 0.645 43.8 E 16.2 C 0.371 0.645 7.0 6 0.034 0.509 10.3 B 37.9 D 1.004 0.509 38.1 0 ---------------------------------------------------------- Delay = 30.4 (sec/veh) V/C = 0.974 LOS = D 1985 HCM: UNSIGNALIZED INTERSECTIONS Paae-1 X kXXX2X Y'.<1f.KXXXX Y.'K.KX:Kk.V(Xkt><:K:r:KX:K.K:KW. X.kXX:KMXXXMYYXX<MX:k .R X:A :A KXX K RX:K X M'.#Y IDENTIFYING INFORMATION AVERAGE RUNNING SPEED, MAJOR STREET.. 30 PEAK HOUR FACTOR ..................... 1 AREA. POPULATION ...................... 100000 NAME OF THE EAST/WEST STREET......... combined access NAME OF THE NORTH/SOUTH STREET....... shields NAME OF THE ANALYST .................. mid DATE OF THE ANALYSIS (mm/dd/yy)...... 7/28/92 TIME PERIOD 0 1994 ANALYZED ................ pm OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------- INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE EASTBOUND: STOP SIGN TRAFFIC VOLUMES --------------------------------------------------------------------- EB WB NB SB ---- ---- ---- ---- LEFT 0 -- 0 0 THRU 0 -- 0 1337 RIGHT 20 -- 0 35 NUMBER OF LANES ---------------------------------------------------------------------' EB WB NS Sc I ------ ------- ------- ------ LANES 2 -- 2 2 CAPACITY AND LEVEL-OF-SERVICE------------------Pear-3 POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) cp(pcph) cM(pcph) cSH(pcph) cR= cSH- v LOS MINOR STREET EB LEFT 0 113 113 113 .113 D RIGHT 22 499 499 499 477 A MAJOR STREET NB LEFT 0 199 199 199 199 D IDENTIFYING INFORMATION -----------------------------------------------------------------' NAME OF THE EAST/WEST STREET...... combined access NAME OF THE NORTH/SOUTH STREET.... shields DATE AND TIME OF THE ANALYSIS..... 7/28/92 noon pm }9-= OTHER INFORMATION..._ cal/ ,"� 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-I .K:K.ZXXXXXtZZZXZXZZZXXXZ.ZXZKXXXXXZZMXZX.FXX%.ZXZZZ.FZ CXXXXXZXXXXXXYZYXX X.KZ IDENTIFYING INFORMATION --------------------------------------------------------------------- AVERAGE RUNNING SPEED. MAJOR. STREET.. 30 PEAK HOUR FACTOR ..................... 1 AREA POPULATION ...................... 100000 NAME OF THE EAST/WEST STREET......... combined access NAME OF THE NORTH/SOUTH STREET....... shields NAME OF THE ANALYST .................. mjd DATE OF THE ANALYSIS (mm/dd/yy)...... 7/28/92 TIME PERIOD ANALYZED ................. noon pm L49 q OTHER INFORMATION.... 2 INTERSECTION TYPE AND CONTROL V --------------------------------------------------------------------- INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE EASTBOUND: STOP SIGN TRAFFIC VOLUMES --------------------------------------------------------------------- ES W8 NB SB ---- ---- ---- ---- LEFT 0 -- 0 0 THRU 0 -- 0 1508 RIGHT 15 -- 0 20 NUMBER OF LANES --------------------------------------------------------------------- EB WB NB SB ------- ------ ------- ------- LANES 2 -- 2 2 CAPACITY AND LEVEL -OF -SERVICE Page-3 --------------------------------------------------------------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS p M SH R SH MINOR STREET EB LEFT 0 87 87 87 87 E RIGHT 17 448 448 448 432 A MAJOR STREET N8 LEFT 0 161 161 161 161 0 IDENTIFYING INFORMATION --------------------------------------------------------------------- NAME OF THE EAST/WEST STREET...... combined access NAME OF THE NORTH/SOUTH STREET..._ shields DATE AND TIME OF THE ANALYSIS..... 7/28/92 ; noon Lp.' OTHER INFORMATION.... v d FLI APPENDIX E M= M M M M M M M M M M M M M M r M M 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT #M############=#xx############....... ###################_################# INTERSECTION..west elizabeth/shields AREA TYPE..... OTHER ANALYST....... mjd DATE.......... 7/23/92 TIME......... noon Pm 192 COMMENT....... snort long -------------------------------------------------------------------------- VOLUMES GEOMETRY EB W8 NS SB EB WB NB S8 LT 390 75 345 30 L 12.0 L 12.0 L 12.0 L 12.0 TH 50 60 940 1100 LT 12.0 TR 12.0 T 12.0 T 12.0 RT 390 40 45 460 R 12.0 12.0 TR 12.0 TR 12.0 RR 0 15 33 33 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 -------------------------------------------------------------------------- ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS RED. BUT. ARR. TYPE (%) (%) YIN Nm Nb YIN min T EB 0.00 0.00 N 0 2 0.95 100 Y 25.8 3 WB 0.00 0.00 N 0 2 0.95 100 Y 25.8 3 NB 0.00 1.00 N 0 2 0.95 100 Y 22.8 3 SB 0.00 1.00 N 0 2 0.95 100 Y 22.8 3 ------------------- -------------------------------------------------- SIGNAL SETTINGS CYCLE LENGTH = 120.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X NB LT X X TH X TH X X RT X RT X X PO X PO X X W8 LT X SB LT X TH X TH X RT X RT X PO X PO X GREEN 19.0 10.0 0.0 0.0 GREEN 18.0 54.0 0.0 0.0 YELLOW 5.0 5.0 0.0 0.0 YELLOW 4.0 5.0 0.0 0.0 ------------------------------------------------- ---------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APR. DELAY APR. LOS EB L 0.323 0.175 47.7 E 40.7 E LT 0.714 0.175 40.7 E R 0.836 0.333 36.4 D WB L 0.462 0.100 40.2 E 40.9 E TR 0.531 0.100 41.5 E NB L 0.972 0.650 47.3 E 18.1 C TR 0.455 0.650 8.0 B 38 L 0.194 0.467 14.3 B 64.9 F TR 1.073 0.467 65.8 F ------- ------------------------------------- --------------------------- 1NTERSECTION: Oelay = 43.0 (sec/veh) V/C = 1.092 LOS = E 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT INTERSECTION..west elizabeth/shields AREA TYPE..... OTHER ANALYST....... mjd DATE.......... 7/28/92 TIME.......... noon m 192 t lorigCOMMENT.......shor -------------------------------------------------------------------------- VOLUMES GEOMETRY EB W8 NB SB EB WB NB SB LT 300 100 310 10 L 12.0 L 12.0 L 12.0 L 12.0 TH 25 70 880 1300 LT 12.0 TR 12.0 T 12.0 T 72.0 RT 310 20 50 510 k 12.0 12.0 TR 12.0 TR 12.0 RR 0 15 33 33 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 -------------------------------------------------------------------------- ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (%) (%) YIN Nm Nb YIN min T EB 0.00 0.00 N 0 2 0.95 100 Y 25.8 3 WB 0.00 0.00 N 0 2 0.95 100 Y 25.8 3 NB 0.00 1.00 N 0 2 0.95 100 Y 22.8 3 S8 0.00 1.00 N 0 2 0.95 100 Y 22.8 3 --------------- -------------------------------------------------------- SIGNAL SETTINGS CYCLE LENGTH = 110.0 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X NB LT X X TH X TH X X RT X RT X X PD X PD X X WB LT X SB LT X TH X TH X RT X RT X PO X PD X GREEN 14.0 10.0 0.0 0.0 GREEN 12.0 55.0 0.0 0.0 YELLOW 5.0 5.0 0.0 0.0 YELLOW 4.0 5.0 0.0 0.0 ------------------------------------ -- ---------------------------------- LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APR. DELAY APR. LOS EB L 0.762 0.145 43.1 E 39.9 D LT 0_607 0.145 36.4 0 R 0.841 0.264 39.7 D WB L 0.564 0.109 33.2 0 37.1 0 TR 0.409 0. 109 35.5 0 NB L 1.054 0.664 77.4 F 24.2 C TR 0.420 0.664 6.6 B SB L 0.047 0.518 9.9 8 83.7 F TR 1.122 0.518 84.1 F -------------------------------------------------------------------------- INTERSECTION: Delay = 55.7 (sec/veh) V/C = 1.109 LOS = E 1935 HCM: SIGNALIZED INTERSECTIONS 1985 HCM: SIGNALIZED INTERSECTIONS SUMMARY REPORT SUMMARY REPORT <=x=======x=x===x=xx==x=x====xxxx=xx=======xxxx===xx=====x=xx=xx=xx=xx===x =txzz=zx=Yx=zzxxx==xt=xxzxi=xz=zzx<xZxzYxlxz=x'Kx=xx=:Kx=zxxxxx=<zYY(=xxxX=xz INTERSECTION -west elizabeth/shields INTERSECTION..west elizabeth/shields AREA TYPE ----- OTHER AREA TYPE ..... OTHER ANAL ....... ANALYST....... mjd DATE ...... ....... /27/2 8/92 DATE.......... TIME......... 7/28/92 192 TIME.......... noon m 192 noon p COMMENT.......short unq COMMENT ....... short long ------ ------------------------------------------------------------------ VOLUMES GEOMETRY VOLUME°. GEOMETRY EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB LT 390 75 345 30 L 12.0 L 12.0 L 12.0 L 12.0 LT 300 100 310 10 L 12.0 L 12.0 L 12.0 L 12.0 TH 50 60 940 1100 LT 12.0 TR 12.0 T 12.0 T 12.0 TH 25 70 880 1300 LT 12.0 TR 12.0 T 12.0 T 12.0 RT 390 40 45 460 R 12.0 12.0 TR 12.0 T 12.0 RT 310 20 50 510 R 12.0 12.0 TR 12.0 T 12.0 RR 0 15 33 0 12.0 12.0 12.0 R 12.0 RR 0 15 33 0 12.0 12.0 12.0 R 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 __________________________________________________________________________ 12.0 12.0 12.0 12.0 _ _________________________________________________________________________ ADJUSTMENT FACTORS ADJUSTMENT FACTORS GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE GRADE HV ADJ PKG BUSES PHF PEDS PED. BUT. ARR. TYPE (%) (%) Y/N Nm Nb Y/N min T (%) (%) Y/N Nm Nb Y/N min T EB 0.00 0.00 N 0 2 0.95 100 Y 25.8 3 EB 0.00 0.00 N 0 2 0.95 100 Y 25.8 3 WB 0.00 0.00 N 0 2 0.95 100 Y 25.8 3 W8 0.00 0.00 N 0 2 0.95 100 Y 25.8 3 NB 0.00 1.00 N 0 2 0.95 100 Y 22.8 3 NB 0.00 1.00 N 0 2 0.95 100 Y 22.8 3 SB 0.00 1.00 N 0 2 0.95 100 Y 22.8 3 SB 0.00 -------------- 1.00 ----------------------------------------------`---------- N 0 2 0.95 100 Y 22.8 3 ----- ------------------------------------------------------------------ SIGNAL SETTINGS CYCLE LENGTH = 110.0 SIGNAL SETTINGS CYCLE LENGTH = 110.0. PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 PH-1 PH-2 PH-3 PH-4 EB LT X NB LT X X EB LT X NB LT X X TH X TH X X TH X TH X X RT X RT X X RT X RT X X PD X PO X X PD X PD X X WB LT X SB LT X WB LT X SB LT K TH X TH X TH X TH K RT X RT X RT X RT X PD X PD X PD X PD X GREEN 19.0 13.0 0.0 0.0 GREEN 18.0 45.0 0.0 0.0 GREEN 19.0 13.0 0.0 0.0 GREEN 18.0 45.0 0.0 0.0 YELLOW 5.0 5.0 0.0 0.0 YELLOW 0.0 5.0 0.0 0.0 YELLOW 5.0 ------------------------------------------------------------------------ 5.0 0.0 0.0 YELLOW 0.0 5.0 0.0 0.0 - ------------------------------------------------------------------------- LEVEL OF SERVICE LEVEL OF SERVICE LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS LANE GRP. V/C G/C DELAY LOS APP. DELAY APP. LOS EB L 0.755 0.191 38.5 D 36.3 D EB L 0.580 0.191 32.7 0 29.5 D LT 0.655 0.191 34.5 0 LT 0.463 0.191 30.8 D R 0.854 0.327 36.0 D R 0.679 0.327 27.0 D WB L 0.339 0. 136 33.0 0 33.3 D W8 L 0.451 0. 136 34.2 D 33.7 D TR 0.389 0.136 33.5 D TR 0.328 0.136 32.9 D N8 L 0.933 0.591 41.8 E 18.2 C N8 L 0.937 0.591 42.6 E 18.0 C TR 0.500 0.591 10.1 B ' TR 0.472 0.591 9.3 B 1;8 L 0.215 0.427 15.2 C 10,0 C SB L 0.063 0.427 14.1 8 25.6 0 T 0.794 0.427 22.9 C I ' T 0.939 0.427 31.3 D R 0.540 0.618 9.7 8 R 0.598 0.618 10.5 8 __________________________________________________________________________ iN TERSEf,TION: Delay = 22.9 (sec/veh) V/C = 0.898 LOS = C ---__-__-_-________-___-___-__----------_-------_____-___-___-___-_---____ INTERSECTION: Delay = 24.1 (sec/veh) V/C = 0.913 LOS = C 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 tYYZFRiztt3tCYt<M*1.Y fk:KY1'Y:K:K ....... .tZ:Y.K....:Y KFR.KY......YZ.tYXt IDENTIFYING INFORMATION --------------------------------------------------------------------- AVERAGE RUNNING SPEED, MAJOR STREET.. 30 PEAK HOUR FACTOR ..................... 1 AREA POPULATION ...................... 100000 NAME OF THE EAST/WEST STREET......... combined access NAME OF THE NORTH/SOUTH STREET....... shields NAME OF THE ANALYST .................. mid DATE OF THE ANALYSIS (mm/dd/yy)...... 7/28/92 TIME PERIOD ANALYZED ................ noon m 199t• OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL --------------------------------------------------------------------- INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE EASTBOUND: STOP SIGN TRAFFIC VOLUMES --------------------------------------------------------------------- EB WB N8 SB ---- ---- ---- ---- LEFT 0 -- 0 0 THRU 0 -- 0 1530 RIGHT 20 -- 0 35 NUMBER OF LANES --------------------------------------------------------------------- EB WB NB SB ---------------------------- LANES 2 -- 2 - I CAPACITY AND LEVEL -OF -SERVICE ----------------------------------- -- Page-3 POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT V(pcph) c (pcph) C (pcph) c (pcph) c = r - v LOS p M SH R SH ------------------------------------------------ --- MINOR STREET EB LEFT 0 83 83 83 83 E RIGHT 22 436 436 436 414 A MAJOR STREET NB LEFT 0 153 153 153 153 0 IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET...... combined access NAME OF THE NORTH/SOUTH STREET.... shields DATE AND TIME OF THE ANALYSIS..... 7/28/92 noo pm V99 ' OTHER INFORMATION.... LO�''�}I 1985 HCM: UNSIGNALIZED INTERSECTIONS Page-1 2Xi.................. Y XXY A...................trtKYR t.K Yi IDENTIFYING INFORMATION --------------------------------------------------------------------- AVERAGE RUNNING SPEED, MAJOR STREET.. 30 PEAK HOUR FACTOR ..................... 1 AREA POPULATION ...................... 100000 NAME OF THE EAST/WEST STREET......... combined access NAME OF THE NORTH/SOUTH STREET....... shields NAME OF THE ANALYST .................. mid DATE OF THE ANALYSIS (mm/dd/yy)...... 7/28/92 TIME PERIOD ANALYZED ................. noon&1.9922- OTHER INFORMATION.... L INTERSECTION TYPE AND CONTROL V -------------------------------------------------------------------- INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH/SOUTH CONTROL TYPE EASTBOUND: STOP SIGN TRAFFIC VOLUMES ------------------------------------------------------------------- EB WB NB SB ---- ---- ---- ---- LEFT 0 -- 0 0 THRU 0 -- 0 1690 RIGHT 15 -- 0 20 NUMBER OF LANES --------------------------------------------------------------------- EB WB NB SB ---------------------------- LANES 2 -- 2 2 CAPACITY AND LEVEL -OF -SERVICE Page-3 --------------------------------------------------------------------- POTEN- ACTUAL FLOW- TIAL MOVEMENT SHARED RESERVE RATE CAPACITY CAPACITY CAPACITY CAPACITY MOVEMENT v(pcph) c (pcph) c (pcph) c (pcph) c = c - v LOS p M SH R SH ------------------------------------------- ----- --- MINOR STREET EB LEFT 0 75 75 75 75 E RIGHT 17 399 399 399 382 B MAJOR STREET NB LEFT 0 145 145 145 145 D IDENTIFYING INFORMATION NAME OF THE EAST/WEST STREET...... combined access NAME OF THE NORTH/SOUTH STREET.... shields DATE AND TIME OF THE ANALYSIS..... 7/28/92 ; noon ® 1_9 OTHER INFORMATION.... LV7 Q N I PRIMARY STREETS Figure 2 1 1 I � s N 4 ! 2aoo S ' �i Oi70i1' 3300 ► ! 3400 2500 ► J /400 ► G 4400 ► / 2300 = d 6c'00 W ! 3000 - v a LL 600 ► _ 3600 ► W ® ! 700 ' 3800 0 1 � 5500 W. MULBERRY 6900 ► d 6200 ! 7600 e seoo ► ,AtiMm 7200 ► M ! 6700 ! 8600 .. ELIZA ETH 6400 PpI ' a 9600 ! 4800 M - -- --- � � SITE o 2100 ► � � 910 ► £500 No. 1 44590 6300 ► ME ! 45W e600 ► PROSPECT 9800 ► ! Q00 ! ee00 a 14400 1 1 1991 DAILY TRAFFIC Figure 3 WEST ELIZABETH TEXACO UNIVERSITY 00 N O 0 O 0 m U) McON 307/240 35/15 312/250 34/1.5 55/65 60/90 �'tv �Co O M d �0 N 10/5 —� 15/10 —y 0� ,- o O o rn 0 0 o rn M r N co G � N J oN W d r I N 20/15 45/40 1992 ADJUSTED / BALANCED PEAK HOUR TRAFFIC Q N C.S.U. NOON / PM Figure 4 Table 1 1992 Peak Hour Operation Level of Service Intersection Noon PM Shields/West Elizabeth (signal) C D Shields/University (stop sign) EB LT E E EB RT A A NB LT D D Shields/Combined Access (stop sign) EB LT E E EB RT A A NB LT C D Land Use Table 2 Trip Generation Daily Trips Amigos Restaurant 1420 Walk/Bike - 35% 500 Remaining Vehicle Trips 920 R Noon Peak Trips Trips in out 72 72 25 25 47 47 P.M. Peak Trips Trips in out 38 37 13 13 25-- _24 This operation is deemed acceptable, except for eastbound exits at the Shields/University intersection and left -turn exits from the driveway accesses on Shields Street. Acceptable operation is defined as level of service D or better. Descriptions of level of service from the 1985 Highway Capacity Manual for signalized and unsignalized intersections are provided in Appendix B. Calculation forms for the operation shown in Table 1 are provided in Appendix C. The signalized Shields/West Elizabeth intersection operates acceptably with the existing geometrics. A southbound right -turn lane on the north leg of Shields Street will greatly reduce the vehicle delay when considering the high number of right turns and the high southbound through traffic. This right turn lane should be considered as part of future capital improvements at this I intersection or incorporated into future redevelopment plans for the properties in the northwest quadrant of the intersection. 1 Left -turn exits from stop sign controlled along Shields Street are at level of service streets and driveways E. This operation is due to the high volumes on Shields Street. Observations of the existing access situation on the west side of Shields indicates that, during a number of hours a day, a congested condition exists. Northbound left turns on Shields ' Street approaching West Elizabeth often extend to the Texaco service station. The left -turn lane is striped to the Texaco service station. A number of times, northbound left -turning vehicles desiring to enter either Campus West Shops or the Texaco service station were in the left -turn lane approaching West Elizabeth. This created a confusing situation for vehicles desiring to turn left at West Elizabeth. These vehicles were often 'stuck" behind the vehicles desiring to enter one of the driveways. Left turns from the Texaco and Campus West driveways were delayed. As indicated in Table 1, these left -turns are at level of service IE during both peak hours. This is considered to be long delays. III. Proposed Development — — Amigos is proposing to develop a sit down/drive-through restaurant on a parcel of land south of West Elizabeth Street and 1 west of Shields Street. A schematic site plan is shown in Figure 5. The parcel currently has a Texaco service station on it. It is proposed that the north access will be right-in/right-out and the south access will be right -out only. Two-way access exists to the Campus West Shops parking lot to the north. The existing access driveway to the Campus West Shops from Shields Street is shown to remain. This access is not part of the Amigos proposal, nor does Amigos have control over this access. Land to the south of the proposed Amigos (between Amigos and University Avenue) is under private ownership and not part of this proposal. ' 2 11 II I I �J 1 1 I WEST ELIZABETH STREET Campus West Shops ALLEY W M F- co N I IT I � N PROPOSED __ _ 0 I\ AMIGOS N University Center : L Church Parking ; L" John 23rd University Center I I UNIVERSITY AVENUE John 23rd Q N ' SITE PLAN Figure 5