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CC - Item 5A - Rosemead Place Shopping Center Traffic Impact Study - Review Of Recommendationst, TO: HONORABLE MAYOR AND MEMBERS ROSEMEAD CITY COUNCIL FROM: BILL CROWE, CITY MANAGER DATE: DECEMBER 6,2002 RE: ROSEMEAD PLACE SHOPPING CENTER TRAFFIC IMPACT STUDY- REVIEW OF RECOMMENDATIONS At the December 5, 2002 Traffic Commission meeting, the Traffic Commission was presented with the recommendations that were developed by Linscott, Law and Greenspan (LLG) for the Rosemead Place Shopping Center. Discussion was made regarding the six recommendations made by LLG along with staffs recommendations for action. Traffic Commission unanimously approved staff recommendations for Items 1 thru 4. However, upon pubic input by residents, concern was expressed regarding Items 5 and 6. Items 5 and 6 made recommendations regarding traffic mitigation measures on Marshall Street between Rosemead Boulevard and Hart Avenue, including all- way stops at Marshall Avenue and Hart Avenue, pruning of median trees and bushes, and installation of a traffic signal at Marshall Avenue and Driveway C. Relative to Items 5 and 6, staff recommendations to the Traffic Commission were to approve the all-way stop and to prune the median trees and bushes, and to study the need for a traffic signal at Driveway C when the shopping center was fully leased. However, due to the public input, the traffic commission felt that there is an immediate need to restrict vehicles exiting the shopping center at Driveway C from making left turns onto Marshall Avenue. Without a complete analysis to determine the impact of this restriction on the overall traffic patterns on Marshall Avenue as well as internally within the shopping center, it is premature install turn restrictions at this time. Additionally, the recommendations in the LLG study were not based on this scenario. AGENDA I DEC 10 2002 ITEM No. - The Traffic Commission also discussed completely closing the median on Marshall Avenue at Driveway C and recommended that staff utilize LLG study data to determine the overall impacts this would have on Marshall Avenue and in the shopping center. RECOMMENDATION It is recommended that the City Council approve staffs recommendation with respect to Items 1 thru 4, but defer installing any traffic restrictions at Driveway C and Marshall Avenue until all impacts are studied. ~11- . CC-.D APPROVAL OF APPLICATION FOR A TATTOO PARLOR FOR SAM AND LIZ NEEDLE yWORKS, 8966 GARVEY AVENUE, n1 Mayor Bruesch stated that with his years of involvement with anti-gang activities; the more tattoos of a gang nature the gang members have. the more involved they will be with the gang. Mr. Bruesch asked the . owner if they will disallow the gang member from coming into their establishment to have gang tattoos put on them. Elizabeth Siswath, owner, stated that she and her husband are in agreement with Mayor Bruesch. They will not allow anyone to come near their business that is negative to the community or involved with gangs. Ms. Siswath stated that they agree with the stipulations discussed during the Administrative Hearing to not allowing anyone under 18 years of age to get a tattoo, even with a parent's permission. Councilman Imperial confirmed with Ms. Siswath that no one under 18 years of age into get a tattoo; if they are over 18 years they can ask for identification, and.they will not allow anv loitering near at their establishment. Robert Kress; City Attorney; suggested one additional condition, no tattoos of a gang oriented nature be provided to customers. Mr. Kress stated for the record that a memo was given to the Council indicating that Condition N'o. 9, have an additional sentence stating that "no loiterina shall be allowed outside the premises°; addition of a Condition 12 stating that "Tattoo customers shall be at least 18 years of age; the ownerlmanager shall require a picture identification to verify age" and Condition No. 13 - "No tattoos of a gang oriented nature be provided to customers". MOTION BY MAYOR PRO TEM VASQUEZ, SECOND BY COUNCILMAN IN4-PERIAL that the Council grant a Tattoo Parlor license; with amended Conditions, to Sam & Liz Needle Works, 8966 E. Garvey Avenue, r1. Vote resulted:. Yes: Imperial, Taylor, Bruesch, Clark, Vasquez No: None Absent: None Abstain: None The Mayor declared said motion duly carried and so ordered. 4111r,N MATTERS FOR DISCUSSION AND ACTION A. ROSEMEAD PLACE SHOPPING CENTER TRAFFIC IMPACT, STUDY - REVIER' OF RECOMMENDATIONS Bill Crowe, City Manager, presented the staff report. ccHtN:12~ 1 o-c2 Page k'~ Joanne lta_aki, Traffic Engineer, stated that at the Traffic Commission meeting of December 5, 2002; items I through 4 were approved. However, after public input there were some concerns with items 5 and 6. Those items involve mitigation measures on Marshall between Rosemead and Hat-,. Ms. ltagaki continued that the staff recommendation was to include the installation of all-way stops at Marshall and Hart, prune the median trees and bushes, and look into the installation of a traffic signal at Marshall Avenue and Driveway C at a later date. The Commission was concerned with Driveway C; and recommended the installation of turn restriction signs at that driveway. Ms. Itaeaki concluded that tonight the Commission is asking that the Council approve Recommendations 1 through 4, but defer the installation of any traffic restrictions at Driveway C and Marshall until all impacts are studied. Councilman Taylor asked what are the proposed restrictions on Driveway C? Ms. Itaeaki replied that what was proposed by the Traffic Commission was to install a "Right Turn Out` only sign, with a "No Left Turn" sign on the median nose facing the exiting traffic. Councilman Tav_ for asked what the Commission's discussion was regarding "Right Turn Only" at Driveways C and D. Ms. Itaeaki stated that there was no discussion of Driveway D. only of Driveway C. Ms. Itagki continued that the Commission was concerned that exiting driveway C was a problem and they wanted to eliminate that movement. Councilman Taylor read a paragraph from a letter written by the Sheriffs Department which states that there are no records of fatalities at the location in question. There have been traffic accidents at or near the area. Mr. Taylor, read further on that the Commission is asking the Council to put up restriction signs and painting markers on Marshall to restrict vehicles from making left turns out of the shopping center driveways. Mr. Taylor stated that the letter clearly mentions two driveways, C and D. Nis. Itagaki replied that that was not the intent of the Commission, they discussed just Driveway C. Councilman Taylor continued reading from the letter which states that the Commission wants vehicles to turn eastbound, then make a u-turn at the next break in the island to return back to Rosemead Boulevard. Mr. Taylor stated that when the traffic study was done (February 5, 2002), the Center was only at only 40% occupancy, or 260;000 square feet of the Center was not occupied then. Ms. Itaeaki agreed that the counts were done on February 5"' . The consultant then Projected the trios associated with Target I-Hop, etc., to arrive at the distribution of the additional trips. Councilman Taylor stated that the traffic study indicates that when the Center is fully occupied, that it be re-studied. Mr. Taylor asked what percentage of the Center is occupied. Mr. Taylor stated that the shopping center was 60% vacant when the study was conducted. Ms. Itaeaki stated that when the study was conducted, they took the counts existing prior to the February 2002 and projected the trip generations of retail uses, restaurants, etc. Ms. Itaeaki continued that the Page 46 v-io-os Pa~~ ~6 consultant has taken the allowable uses of the center; including Target and others, and projected what those trips would be. Mayor Bruesch, asked the manager to the shopping center; Stacy Abajian, when the center is expected to be fully occupied. Stacy Abajian; manager of the Rosemead Place Shopping Center, responded that the major part of that vacancy consists of 70,000 square feet of undeveloped office space above Tareet. Target alone is approximately 200,000 square feet, which is half ofthe leasable space. Ms. -Abajian explained that the second floor of Target will not be developed for the next year or two. Currently they are 20% vacant, which includes the retail spaces of the old'-P to-.Aid, Kragen and Pacific Bell. Ms. Abajian continued that they have two potential national tenants for the Rite-.Aid and Kragen space, and another national tenant for the corner of Rosemead and Marshall. Ms. Abajian stressed that any closure of the driveways will force the traffic at the current level to back up within the center. In addition, Ms. Abajian continued, they have seven or eight national tenants such as Target, Starbucks; Supercuts, Radio Shack and Kids R Us with lease clauses which places the landlord in default if the landlord modifies or changes any of the driveways for ingress or egress. Councilman Taylor discussed the Traffic Commissions review of the Impact Study recommendations to close Driveway A which exits onto Rosemead Boulevard. Closure of that driveway would force at least 200 more cars to use driveways C and D. Mr. Taylor stated that there is a concern of placing a traffic signal at driveway C. Ms. Abajian responded that the property management would not be opposed to a signal at that location. At this point, Mayor Bruesch asked Holly Knapp; Traffic Commissioner, to address the Council. Holly Knapp; Rosemead Traffic Commissioner, stated that the residents have been concerned through the years with accidents and near accidents on Marshall. Ms. Knapp continued that the Commission opposed a traffic signal at driveway C because it would be too close to the signal at Rosemead Boulevard. Ms. Knapp stated that the Traffic Commission's recommendation for safety for eastbound traffic and for drivers exiting - driveway C is to paint a Right Turn Only sign on the driveway with a sign posted to the right of the road, and post a No Left Turn sign on the median. Ms. Knapp stated exiting cars can drive to driveway D and make a left turn there with'clear bisibility for eastbound and westbound traffic. Mayor Bruesch stated that many drivers will want to make a u-turn at the driveway D median which will result in four opposing types of traffic-at that intersection. Mr. Bruesch explained drivers making u-turns will expose themselves to potential rear-end collisions. . Ms. Knapp requested that the Council consider making a decision tonieht on the recommendations on the Rjaht Turn Only signage in time for file Christmas traffic. Mayor Bruesch suggested that the Council bifurcate the recommendations and approve numbers 1 ,2,33,4 and 6, and make a separate motion for recommendation number 6. CoM IN:! 2- I 0-02 . Paee k7 Councilman Taylor stated that he opposes approval at this time as there are mane unanswered ouestions. Mr. Taylor stated that the Study indicates that when the center is fully leased; there will be 2,006 inbound and outbound trips per 24-hour period. Currently, with the Center being 80% full, there will be at least 1500 more cars inbound and outbound daily; mainly exiting onto Marshall. Mayor Bruesch asked if the majority of the trips projected are already being generated? Ms. ltagaki explained that traffic counts were taken prior to Target coming in, they then added Target into the analysis. The Study includes the 70,000 square feet of empty office space; Target being fully opened, and all other leaseable spaces available as of today. Mayor Bruesch stated that his concern again with potential accidents occurring because of drivers making u-turns. Councilman Imperial stated that accidents occur all over because drivers ignore marked or posted signa6e, and that there are more people and cars now. Mr. Imperial stated that once the shopping center is fully occupied; traffic counts can be retaken. Ms. Knapp addressing Councilman Taylors concerns with driveway C, explained that not all cars will use that driveway. Ms. Knapp stated that driveway D goes straight into Target and moST people are learning to use it. Ms. Knapp stated the perhaps in the future, a signal and/or u-turn pocket can be considered at Han Avenue. Ms. Knapp continued that the neighbors are mainly concerned with more accidents due to the increased traffic. Commissioner Knapp explained that the Commission wants to encourage the drivers to exit the Target driveway. Councilman Taylor stated that the Council needs to evaluate the u-turn situation further and that more time is needed to study this issue. Councilman Taylor stated that he is not in favor of making a decision two weeks before Christmas to mark the driveways as the residents and patrons of the center are familiar with the entrances and exits.- Mayor Bruesch suggested that the motorcycle units be placed there during peak traffic hours from now until the week after Christmas. Ms. Abajian stated that there will be a definite impact to traffic safety if the Council approves a 3-way Stop sign at Han. Ms. Abajian stated that she is a resident of Rosemead also and her daughter attends Savannah School. There are hundreds of children crossing the street. up and down Marshall. If a driver misses the u-turn median, they will then drive down Hart to Savannah School. Ms. Abajian continued that she is sympathetic to the residents that live on Marshall, however, the pedestrians will be impacted because of the backup in the center. Ms. Abajain stated that the propeny management hopes that there will be no closures or modifications of anv of the driveways; that they would like to see a Stop sign at the corner of Marshall and Han. and have the other issues studied and addressed at a later date. Councilman Taylor stated that he agrees with 1\2s. Abajian. Mr. Taylor continued that installation of the Stop signs will slow the traffic down at that portion of the center, and that the traffic count will need to be checked again. Poem a r- i u-e Paez "S At this time, Mayor Bruesch asked the Traffic Engineer to review the staff recommendations. Ms. Itagaki read the LL&G recommendations and staff recommendations as follows: 1) A significant impact at one end of the five study intersections is expected to occur with the addition of traffic due to the project. This impact is expected to occur under the existing driveway configuration as well as under the closure of the driveway A egress alternative. Incremental- but not significant impacts are forecast at the remaining four study intersections." Staff agrees with the assessment of the traffic impacts associated with the "fully leased" Shopping Center, based on analysis presented by LL&G; 2) The westbound approach of Marshall Street at Rosemead Boulevard should be restriped to provide one exclusive left-turn lane; one shared left-turnhhrough lane and one shared through/right-turn lane. This mitigation measure can be accommodated in the existing roadway width. Further, a signal modification is required to provide for split phasing on -Marshall Street at Rosemead Boulevard. The recommended mitigation measure is expected to reduce the project-related impact to less than significant levels." Staff recommendation- Based on the projected traffic volumes for westbound left-turns on Marshall Street at Rosemead Boulevard (184 Ah2 Peak/251 PM Peak); staff agrees additional left-turn capacity will be needed with the "fully-leased" Shopping Center. With the shared left-turn lane conf_uration, a split phasing operation.on Marshall Street will be required and is also recommended by staff, 3) Based on a comparison of the project alternatives, closure of Driveway A egress is recommended. Drive%&ay A should be closed in conjunction with full occupancy of the project." Staff Recommendation: Based on conversations with the property management company of the Rosemead Place Shopping Center; the closure of Driveway A would not be agreeable with the property management company. The property management company has indicated to City staff that several lease agreements have options to be released from their agreements should any changes be made to the access points of the Center. Therefore; staff recommends this conclusion not to be feasible at this time, 4) This project is expected to provide 1,681 parking spaces which is in excess of the City Code parking requirements (1461 spaces). However, certain areas within the shopping center may be deficient in parking. If a four space deficit is deemed to be unacceptable, then area .A should be reconfigured. Internal site design adjustments to promote pedestrian connectivity between area A and areas B and D should be considered. Areas F and G are also deficient in parking by three spaces and 40 spaces respectively. The southern-most aisle as well as 40 spaces in the adjoining aisles ofthe parking structure should be marked for medical and general office use only. This would be consistent with the current area F signs and would satisfy the City code parking requirements for the shopping center." Staff Recommendation: This is an on-site improvement. The City agrees that connectivity or reconfieuration or areas .A, B and D should be considered. Staff also agrees with the recommendation to mark the parking spaces in areas F and G. Mayor Bruesch requested that number 5 be skipped as that item will be deferred. Ms. Itagaki continued- 6) Signalization of the Marshall Street and Driveway C intersection is recommended. The intersection should be studied again after the project is fully occupied. If any of the traffic signal warrants are met, the intersection should be signalized." Staff Recommendation: As stated previously, staff recommends that when the Shopping Center is "fully leased" a traffic signal warrant study be conducted to determine if a signal is needed at that time. MOTION BY COUNCILMAN TAYLOR SECOND BY COUNCILMAN 1IMIPERIAL that the Council approve recommendations number 1, 2, 3 and 6. Before vote could result; more dialogue ensued. ccnairI:12-10-02 Pass :9 Ms. Itagaki explained that two recommendations from item 5 should be included in the Motion. They are the installation Ora three-way stop control at the Marshall Street/ Tart Avenue intersection as was discussed with the property managers, and continuation of pruning of the trees and median bushes. There being no objection, vote resulted: Yes: Imperial, Taylor, Bruesch; Clark; Vasquez No: "None Absent: None Abstain: None The Mayor declared said motion duly carried and so ordered. Mayor Bruesch requested a Motion for staff to work the property management of the shopping center to determine any parking deficiencies and to develop mitigation plans to overcome those deficiencies MOTION BY COUNCILMAN IMPERIAL, SECOND BY MAYOR PRO TEM.VASQUEZ that the Council direct staff to work with the property management firm of the Rosemead Shopping Center to determine parking deficiencies and to develop mitigation plans to overcome those deficiencies. Vote resulted: Yes: Imperial, Taylor. Bruesch, Clark, Vasquez No: None Absent:. None Abstain: None The Mayor declared said motion duly carried and so ordered. I`lavor Bruesch stated that many rear-end collisions are caused by vehicles exiting the 110 westbound freeway offramp that stop or slow down to allow entering cars to pass in front of them. Mayor Bruesch asked if there is any signage to put on the ramp stating that exiting vehicles do not have to yield right-of way? Councilman Taylor stated that there should be traffic accident reports available from that entire area. Lt. Wallace stated that the offramp area falls within CalTrans jurisdiction. MM~layor Bruesch requested that staff investigate with CalTrans what type of signage can be placed there. V. MATTERS FOR DISCUSSION AND ACTION - None Nrl. STATUS REPORTS - None V'II. IvQ TTERS FROM OFFICIALS Councilman Imperial reported that the Trevor lawsuit that was filed against the businesses in the San Gabriel Valley was dismissed. Mr. Imperial stressed that everyone needs to be aware of such frivolous type lawsuits occurring in the future. ccn4N: t z-10-oz Page'10 t ~ Staff Report a Rosemead Traffic Commission TO: HONORABLE CHAIRMAN AND MEMBERS ROSEMEAD TRAFFIC COMMISSSION FROM: JOANNE ITAGAKI, TRAFFIC ENGINEERING DEPUTY DATE: c November 25, 2002 ~J RE: Rosemead Place Shopping Center Traffic Impact Study - Review of Recommendations BACKGROUND With the recent tenant improvements of the Rosemead Place Shopping Center, the City requested an outside traffic consultant to complete a traffic impact study. The traffic consultant, Linscott, Law & Greenspan (LL&G) analyzed the impacts of a "fully leased" Shopping Center. Exhibit 2, from the LL&G study, depicts the site plan of the Shopping Center. The study has been presented and reviewed by City staff and the Shopping Center's property management company. The traffic study analyzed the on-site parking of the Shopping Center (Exhibit 3). The City specifically requested analysis of parking per City Code requirements throughout the Center. Overall, Table 2 from the study, indicates the parking for the entire Center was found to be sufficient. However, there were some areas that experienced a deficit in available parking. For example, the shops and parking area in the northwest corner of the Center (Project Area A) where Starbucks is located was found to have a deficiency of 4 parking spaces. However, with spaces available in adjacent areas, this is not considered significant. The traffic study also analyzed the operating conditions of five intersections including: 1. Rosemead BoulevardNalley Boulevard 2. Rosemead Boulevard/Marshall Street 3. Rosemead Boulevard/Glendon Way & 1-10 Freeway Westbound Off-ramp 4. Hart Avenue/Marshall Street 5. Hart Avenue/Ramona Boulevard & Driveway H From Table 7 of the LL&G study, under existing conditions, before the opening of the tenant improvements (Target), the intersections of Rosemead BI.Nalley BI. and Rosemead BI./Marshall St. were operating at Level of Service (LOS) "E". LOS "D" is considered acceptable in the City of Rosemead. December 5, 2002 Traffic Commission Meeting Rosemead Place Shopping Center Traffic Impact Study Review of Recommendations Page 2 of 2 With the addition of the "fully leased" Shopping Center (Year 2002 with Project), Rosemead BI.Nalley BI. and Rosemead BI./Marshall St. continue to operate at LOS "E". The intersection of.Rosemead Boulevard/Glendon Way & 1-10 Freeway Westbound Off-ramp also operates at LOS "E" with the "fully leased" Shopping Center. Another aspect of the traffic study was the impact of closure of the egress (exiting traffic) from the Center onto Glendon Way & 1-10 Freeway Westbound Off-ramp. This was identified as Driveway A in the Site Plan. From Table 8, with this closure, the intersections of Rosemead BI.Nalley BI. and Rosemead BI./Marshall St. continue to operate at Level of Service (LOS) "E" under existing conditions. However, with the "fully leased" Shopping Center, the PM peak period of Rosemead BI./Marshall St. lowers to a LOS "F". RECOMMENDATIONS To mitigate the traffic impacts of the "fully leased" Shopping Center, LL&G made six recommendations. These recommendations are provided in the Executive Summary attached for the Traffic Commission's review. The primary objective for the Traffic Commission is to review the conclusions of this report and make recommendations to the City Council. Therefore, we will review and discuss the recommendations of the study point-by-point. The following are the LL&G recommendations and staffs recommendation. 1. A significant impact at one of the five study intersections (Rosemead Boulevard and Marshall Street) is expected to occur with the addition of traffic due to the project. This impact is expected to occur under the existing driveway configuration as well as under the closure of the driveway A egress alternative. Incremental, but not significant impacts are forecast at the remaining four study intersections." Staff Recommendation: Staff agrees with this assessment of the traffic impacts associated with the "fully leased" Shopping Center. This is based on the traffic analysis presented by LL&G. 2. The westbound approach of Marshall Street at Rosemead Boulevard should be-restriped to provide one exclusive left-turn lane, one shared left- turn/through lane and one shared through/right-turn lane. This mitigation measure can be accommodated in the existing roadway width. Further, a signal modification is required to provide for split phasing on Marshall Street at Rosemead Boulevard. The recommended mitigation measure is expected to reduce the project-related impact to less than significant levels." December 5, 2002 Traffic Commission Meeting Rosemead Place Shopping Center Traffic Impact Study Review of Recommendations Page 3 of 3 Staff Recommendation: Based on the projected traffic volumes for westbound left-turns on Marshall Street at Rosemead Boulevard (184 AM Peak/251 PM Peak), staff agrees additional left-turn capacity will be needed with the `fully leased" Shopping Center. With the shared left-turn lane configuration, a split phasing operation on Marshall Street will be required and is also recommended by staff. 3. Based on a comparison of the project alternatives, closure of the Driveway A egress is recommended. Driveway A should be closed in conjunction with full occupancy of the project." Staff Recommendation: Based on conversations with the property management company of the Rosemead Place Shopping Center, the closure of Driveway A would not be. agreeable with the property management company. The property management company has indicated to City staff that several lease agreements have options to be released from their agreements should any changes be made to the access points of the Center. Therefore, staff recommends this conclusion not be considered feasible at this time. 4. The project is expected to provide 1,681, parking spaces which is in excess of the City Code parking requirements (1,461 spaces). However, certain areas within the shopping center may be deficient in parking. If a four space deficit is deemed to be unacceptable then area A should be reconfigured. Internal site design adjustments to promote pedestrian connectivity between area A and areas B and. D should be considered. Areas F. and G are also deficient in parking by three spaces and 40 spaces respectively. The southern-most aisle as well as 40 spaces in the adjoining aisles of the parking structure should be marked for medical and general office use only. This would be consistent with the current area F signs and would satisfy the City Code parking requirements for the shopping center." Staff Recommendation: This is an on-site improvement. The City agrees that connectivity or reconfiguration of areas A, B, and D should be considered. Staff also agrees with the recommendation to mark the parking spaces in areas F and G. 5. For Marshall Street between Rosemead Boulevard and Hart Avenue, the reported traffic accident rate of 2.39 accidents per million vehicle-miles of travel is greater than the average accident rate of 1.55 accidents per million vehicle-miles of travel. Recommended measures to reduce the traffic accident rate on Marshall Street include installing all-way stop control at the Marshall Street/Hart Avenue intersection, improving the sight December 5, 2002 Traffic Commission Meeting Rosemead Place Shopping Center Tratfic Impact Study Review of Recommendations Page 4 of 4 distance on Marshall Street by pruning and/or removing a' portion of the trees on the existing raised median, and considering the installation of a traffic signal at the intersection of Marshall Street and Driveway C." Staff Recommendation: Staff agrees that an all-way stop should be installed at the intersection of Marshall Street and Hart Avenue. This may -better control traffic flow of westbound Marshall Street traffic for vehicles exiting the Shopping Center. Staff also agrees that pruning of the median trees and bushes will help improve the sight distance on Marshall Street. With regards to the recommendation of installing a traffic signal at Marshall Street and Driveway C, staff recommends that when the Shopping Center is "fully leased" a traffic signal warrant study be conducted to determine if a signal is needed at that time. Staff considers the installation of a traffic signal at this time to be premature. When the Center is `fully leased", traffic flow patterns of the project site as well as on City streets will be more stable and may result in fewer trips using Driveway C at Marshall Street and thus not satisfying the traffic signal warrants. 6. Signalization of the Marshall Street and Driveway C intersection is recommended. The intersection should be studied again after the project is fully occupied. If any of the traffic signal warrants are met, the intersection should be signalized." Staff Recommendation: As stated previously, staff recommends that when the Shopping Center is `fully leased" a traffic signal warrant study be conducted to determine if a signal is needed at that time. Attachments from the LL&G Study • Exhibit 2 - Site Plan • Exhibit 3 - Location of Parking Areas • Table 2 - Parking Analysis by Area • Table 7 - Summary of Volume to Capacity Ratios and Levels of Service • Table 8 - Summary of Volume to Capacity Ratios and Levels of Service with Closure of the Driveway A Egress • Executive Summary P:\06-160\Jll\RSD\2002 Agendas & Documents\Dec-Rosemead Place Study Review.doc ~f ri x s 90 ;l - T_______-___ HART AVENUE i~ 'w I 1 I ~ J. I Q 1 x I (n I I Q I ~ I ~l ' II .e dNfflkII mil I I I ROSEMEAD BOULEVARD NZ I U O W z n. N w U Q O w 2 W O fr Ug~ - Q CQ 5 O z z Q OQS Z W z (n Lu u uZ J HpfC:80 dOl 6 6.pga~6..p~6~ IL\~Ip`gol~:a I ~ 1 1 1 I lm6n_ I I I I i ! y ~ s rQ ~..-•t I ~ Ir,.... Ri d , Jill v a~ - 1% J J xnnt/.0/90 CC:10:*1 d0l 9 Cl) Cr) a W Q z Z o. 10 c w Q a J r2 0 LL w O W O 0 U O s Fa S C+C OO a Z Z W u Lu z . tI) W U ~~U Z i.pCa\6x.p\8. I C\°1!1 9°I R7 LIN'COTT Lh"t & GREENSF'AN Table 2 PARKING ANALYSIS,11 BY AREA Rosemead Place Shopping Center vor„rau~~ [71 PROJECT AREA 121 BUILDING FLOOR AREA 131 PARKING.CODE REQUIREMENT - I RE PA [41 QUIRED RKING 151 AVAILABLE PARKING [6) SURPLUS OR DEFICIENCY A 29,247 SF 1 space per 300 SF _ 9 7 spaces 93 spaces (4)spaces B 21,904 SF 1 space per 300 SF 71 3 spaces 99 spaces 26 spaces C 63,197 SF 1 space per 300 SF 21 1 spaces 242 spaces 31 spaces D 143,560 SF 1 space per 300 5F 41 9 spaces 680 spaces 201 spaces E 46,872. SF 1 space per 300 SF 15 6 spaces 165 spaces 9 spaces F 33.463 SF 1 space per 300 SF 11 2 spaces 109 spaces (3)spaces G 100,000 SF 1 space per 3D0 SF M 3 spaces 293 spaces (40)spaces TOTAL 438,243 SF '1 space per 300 SF 1,46 1 spaces 1,681 spaces 220 spaces [t] The parking areas were defined by their proximity to specific uildings and are depicted in Exhibit 3. (2) The building floor areas were provided by City of Rosemead tall. [3] The parking code requirements are per City of Rosemead Mdnicipal Code. [4] The required parking was calculated by dividing column (2] bK column [3]. - (5] The available parking was verified through a field review by LLG Engineers. [61 The surplus or deficiency in parking per area was determinedl by subtracting column [4] from column [53. Rnscmead Place Shopping Center 10 Cirv of Rosemead, California Mr' U) 0 a } c F W m m UU_KU a o c Q W x O ui U fn y a n O W ¢ ° w - O W in w J a ~ cl u F J a L O p a > J ~ R Oz E }¢~dN a a° M t w ~ Z v w W . 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Z ❑ d y N m N m a a v ' ' cv o3 m u `m D o N Z m m m o 5 L T 9 L 'O vJ C CO W y d m N d j [ > C z E ~ o aL a o _ C E y N 'p N O N LL' [0 W 2 . S C I . Z r N M R, { II ~ I f 46 N N N N UI d C l] ~ t C 0 U ~ L N 0 3 Ime y ~ N F m rn c 5 o m C m C " m r ES m~ N 0 L 1 m[ U ~ C O [ z OJ C 1: ~ N l 'O o aE ,Y [ man! - ~ m o C [ E q O d b N mC7 U d pUj [ y =O 'p I X m a I N N -ru E i N E m Qf [p N pJ i 4}1 a' F-h ..r N t a e ab o g m N U ~ ~ O g r. ~ U 0 E NC I N E E F'5 I i TRAFFIC IMPF ROSEMEAD PLACE SI STUDY CENTER CITY OF ROSEMEAD, I EXECUTIVE X I F I I The Rosemead Place Shopping Center is located on the and Marshall Street intersection in the City of Rosem of 438,243 square feet (SF) of building floor area. Oc building floor area while vacant space totals 275,316 including retail, restaurant, health club, general office When fully-leased, the project is expected to generate and 52 outbound trips) during the AM peak hour. Dur to generate 503 net new vehicle taps (207 inbound tri period the project is forecast to generate 5,212 net n outbound trips) during a typical weekday. In order to evaluate the potential impacts to the local stn under two alternatives to determine changes in operation Place Shopping Center. The first alternative was ar driveway configuration and the second alternative was driveway egress at the Rosemead Boulevard and intersection. A parking analysis, traffic safety review, prepared to identify any project-related transportation i utheast corner of the Rosemead Boulevard d, California The project contains a total pied uses include a total of 162,927 SF of of building floor area. A mix of land uses id medical office are a part of the project. 6 net new vehicle trips (194 inbound trips the PM peak hour, the project is expected and 296 outbound trips). Over a 24-hour trip ends (2,606 inbound trips and 2,606 .t system, five intersections were analyzed following full-occupancy of the Rosemead analysis of the project with the existing i analysis of the project with closure of the. ie I-10 Freeway Westbound Off-Ramp ld traffic signal warrant analysis were also Rosemead Place Shopping Cenicr v City of Rosemead, California I E N G I N-E E R 5 Based on the analyses mentioned above, the following is concluded: 1 2. A significant impact at one of the five si Marshall Street) is expected to occur w This impact is expected to occur under as under the closure of the driveway significant impacts are forecast at the r The westbound approach of Marshall restriped to provide one exclusive left-tu one shared through/right-turn lane. Thi in the existing roadway width. Further, for split phasing on Marshall Street at mitigation measure is expected to red significant levels. y intersections (Rosemead Boulevard and i the addition of traffic due to die project. e existing driveway configuration as well egress alternative.. Incremental, but not airing four study intersections. treet at Rosemead Boulevard should be lane, one shared left-turn/through lane and measure can be accommodated signal modification is required to provide osemeM Boulevard. The recommended e the project-related impact to less than 3. Based on a comparison of the project is recommended. Driveway A should of the project. to promote pedestrian connectivity bete considered. Areas F and G are also de spaces, respectively. The southern-most aisles of the parking structure should be only. This would be consistent with the City Code parking requirements for the s ;natives, closure of the Driveway A egress closed in conjunction with full occupancy ig spaces which is in excess of the City However, certain areas within the If a four space deficit is deemed to be red. Internal site design adjustments area A and areas B and D should be t in parking by three spaces and 40 as well as 40 spaces in the adjoining :d for medical and general office use nt area F signs and would satisfy the ng center. Rosemead Place Shopping Center vi Ch), of Rosemead, California 4. The project is expected to provide 1,681 X Code parking requirements (1,461 spas shopping center may be deficient in park unacceptable then area A should be reco 11 5. For Marshall Street between Rosemead traffic accident rate of 2.39 accidents p than the average accident rate of 1.55 ac Recommended measures to reduce the tr installing all-way stop control at the improving the sight distance on Marshall of the trees on the existing raised median signal at the intersection of Marshall Stt 6. Signahzation of the Marshall Street anc The intersection should be studied again the traffic signal warrants are met, the i o:UOa_FILE13140\mportt3149EXS.W PD Boulevard and Hari Avenue, the reported r million vehicle-miles of travel is greater ,idents per million vehicle-miles of travel. ffic accident rate on Marshall Street include 4arshall Street/Hart Avenue intersection,. Street bypruning and/or removing a portion and considering the installation of a traffic ;et and Driveway C. Driveway C intersection is recommended. after the project is fully occupied. If any of tersection should be signalized. Rosemead Place Shopping Cutler vii City of Rosemead, California TABLE OF CONTENTS E N G I N E E R S Description Page Executive Summary v Introduction ...................1 Project Description ...................3 Site Access and Internal Circulation 3 Project Parking Analysis 7 Local Public Transit Services 1 I Existing Street System 12 Traffic Counts .................15 Study Intersections .................15 Project Driveways Project Trip Generation 21 Project Trip Distribution .................23 Related Projects .................38 Traffic Impact Analysis Methodology 38 Impact Criteria and Thresholds 38 Traffic Impact Analysis Scenarios 44 Traffic Analysis ..................47 - Existing Conditions .................47 With Related Projects 47 With Project .................48 With Project Mitigation 48 Traffic Analysis with Closure of Driveway A Egress 55 Existing Conditions With Related Projects 55 With Project .................56 With Project Mitigation 63 Comparison of Project Alternatives 63 Traffic Safety Review .................64 Traffic Signal Warrant Analysis 67 Conclusions .................69 Rosemead Place Shopping Center City of Rosemead, California TRAFFIC IMPACT STUDY ROSEMEAD PLACE SHOPPING CENTER ROSEME4D, CALIFORNIA Prepared for: Citv of Rosemead , 8838 East Valley Boulevard Rosemead. California 91770 Prepared by: Linscott; Law & Greenspan, Engineers 234 East Colorado Boulevard, Suite 400 Pasadena, California 91101 Phone: 626.796 ?322 Fax: 626.792.0941 E-mail: pasadena@llgengineers.com June 13. 2002 1-013149-1 Prepared by: Micah S. Hershberg Transportation Engineer 11 ~o=ess~o era Under the supervision of I p L xolo. .911 S 0/ Ezo, SI3GIG2 David S. Shender. P.E. Sq. c„''~ r ot~ CAOtc Principal TABLE OF CONTENTS (Continued) E N G I N E E R S Tables 1 2 3 4 5 6 7 8 9 10 Pape List of Occupied and Vacant Space by Area 4 Parking Area Analysis ...............10 Existing AM and PM Peak Hour Traffic Volumes 16 Project Trip Generation List of Related Projects 39 Related Projects Trip Generation 41 Alternative A Levels of Service Summary 45 Alternative B Levels of Service Summary 46 List of Reported Accidents on Marshall Street 65 Traffic Signal Warrants Summary 68 Exhibits 1 Vicinity Map ......2 2 Site Plan ......6 3 Parking Areas ......9 4 Existing Lane Configurations 14 5 Existing Traffic Volumes - AM Peak Hour 17 6 Existing Traffic Volumes - PM Peak Hour 18 7 Existing Traffic Volumes for Project Driveways - AM Peak Hour 19 8 Existing Traffic Volumes for Project Driveways - PM Peak Hour 20 9 Project Trip Distribution for Driveways 24 - 10 Project Traffic Volumes for Driveways - AM Peak Hour 11 Project Traffic Volumes for Driveways - PM Peak Hour 26 12 Project Trip Distribution for Driveways with Closure of Driveway A Egress 27 13 Project Traffic Volumes for Driveways with Closure of Driveway A Egress - AM Peak Hour 28 14 Project Traffic Volumes for Driveways with Closure of Driveway A Egress - PM Peak Hour 29 15 Project Trip Distribution 30 16 Project Traffic Volumes - AM Peak Hour 31 17 Project Traffic Volumes - PM Peak Hour 32 l8 Project Trip Distribution with Closure of Driveway A Egress 33 19 Project Traffic Volumes With Closure of Driveway A Egress - AM Peak Hour 34 20 Project Traffic Volumes with Closure of Driveway A Egress - PM Peak Hour 35 - Rosemead Place Shopp ing Center Il City of Rosemead, California TABLE OF CONTENTS (Continued) E N G I N E E R 5 Exhibits 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 .Paoc Existing Traffic Volumes with Closure of Driveway A Egress - AM Peak Hour 36 Existing Traffic Volumes with Closure of Driveway A Egress - PM Peak Hour 37 Location of Related Projects 40 Related Projects Traffic Volumes - AM Peak Hour 42 Related Projects Traffic Volumes - PM Peak Hour 43 Future Pre-Project (Existing plus Related Projects) Traffic Volumes - AM Peak Hour 49 Future Pre-Project (Existing plus Related Projects) Traffic Volumes - PM Peak Hour 50 Future With Project (Existing, Related Projects plus Proposed Project) Traffic Volumes - AM Peak Hour 51 Future With Project (Existing, Related Projects plus Proposed Project) Traffic Volumes - PM Peak Hour 2 Future With Project (Existing, Related Projects plus Proposed Project) Driveway Traffic Volumes - AM Peak Hour 53 Future With Project (Existing, Related Projects plus Proposed Project) Driveway Traffic Volumes - PM Peak Hour 54 Future Pre-Project (Existing plus Related Projects) Traffic Volumes with Closure of Driveway A Egress - AM Peak Hour 57 Future Pre-Project (Existing plus Related Projects) Traffic Volumes with Closure of Driveway A Egress - PM Peak Hour 58 Future With Project (Existing, Related Projects Plus Proposed Project) Traffic Volumes with Closure of Driveway A Egress - AM Peak Hour 59 Future With Project (Existing, Related Projects plus Proposed Project) Traffic Volumes with Closure of Driveway A Egress - PM Peak Hour 60 Future With Project (Existing, Related Projects plus Proposed Project) Driveway Traffic Volumes with Closure of Driveway A Egress - AM Peak Hour 61 Future With Project (Existing, Related Projects plus Proposed Project) Driveway Traffic Volumes with Closure of Driveway A Egress - PM Peak Hour 62 Rosemead Place Shopping Center City of Rosemead, California TABLE OF CONTENTS (Continued) E N. G I N E E R S Appendices A Manual Turning Movement Counts and Automatic 24-Hour Machine Counts B ICU Methodology and Levels of Service Description C ICU Data Worksheets AM and PM Peak Hours D ICU Data Worksheets With Closure of the Driveway A Egress AM and PM Peak Hours E ICU Data Worksheets for the Project Driveways AM and PM Peak Hours F ICU Data Worksheets for the Project Driveways With Closure of the Driveway A Egress AM and PM Peak Hours G Traffic Signal Warrant Study Worksheets O:UOEI FILE131494epor113149T0C.WPD Rosemead Place Shopptng Center iv City of Rosemead, California I'N E N G I N E E R S TRAFFIC IMPACT STUDY ROSEMEAD. PLACE SHOPPING CENTER CITY OF ROSEMEAD, CALIFORNIA EXECUTIVE SUMMARY The Rosemead Place Shopping Center is located on the southeast comer of the Rosemead Boulevard and Marshall Street intersection in the City of Rosemead, California. The project contains a total of 438,243 square feet (SF) of building floor area. Occupied uses include a total of 162,927 SF of building floor area while vacant space totals 275,316 SF of building floor area. A mix of land uses including retail, restaurant, health club, general office and medical office are a part of the project. When fully-leased, the project is expected to generate 246 net new vehicle trips (194 inbound trips and 52 outbound trips) during the AM peak hour. During the PM peak hour, the project is expected to generate 503 net new vehicle trips (207 inbound trips and 296 outbound trips). Over a 24-hour period the project is forecast to generate 5,212 net new trip ends (2,606 inbound trips and 2,606 outbound trips) during a typical weekday. In order to evaluate the potential impacts to the local street system, five intersections were analyzed under two alternatives to determine changes in operations following full-occupancy of the Rosemead Place Shopping Center.. The first alternative was an analysis of the project with the existing driveway configuration and the second alternative was an analysis of the project with closure of the driveway egress at the Rosemead Boulevard and the 1-10 Freeway Westbound Off-Ramp intersection. A parking analysis, traffic safety review, and traffic signal warrant analysis were also prepared to identify any project-related transportation impacts. Rosemead Place Shopping Center v City of Rosemead, California E N G I N E E R S Based on the analyses mentioned above, the following is concluded: I. A significant impact at one of the five study intersections (Rosemead Boulevard and Marshall Street) is expected to occur with the addition of traffic due to the project. This impact is expected to occur under the existing driveway configuration as well as under the closure of the driveway A egress alternative. Incremental, but not significant impacts are forecast at the remaining four study intersections. 2. The westbound approach of Marshall Street at Rosemead Boulevard should be restriped to provide one exclusive left-turn lane, one shared left-turn/through lane and one shared through/right-turn lane. This mitigation measure can be accommodated in the existing roadway width. Further, a signal modification is required to provide for split phasing on Marshall Street at Rosemead Boulevard. The recommended mitigation measure is expected to reduce the project-related impact to less than significant levels. 3. Based on a comparison of the project alternatives, closure of the Driveway A egress is recommended. Driveway A should be closed in conjunction with full occupancy of the project. 4. The project is expected to provide 1',6S 1 parking spaces which is in excess of the City Code parking requirements (1,461 spaces). However, certain areas within the shopping center may be deficient in parking. If a four space deficit is deemed to be unacceptable then area A should be reconfigured. Internal site design adjustments to promote pedestrian connectivity between area A and areas B and D should be considered. Areas F and G are also deficient in parking by three spaces and 40 spaces, respectively. The southern-most aisle as well as 40 spaces in the adjoining aisles of the parking structure should be marked for medical and general office use only. This would be consistent with the current area F signs and would satisfy the City Code parking requirements for the shopping center. Rosemead Place Shoppin.- Center vi City of Rosemead, California E N G I N E E R S 5. For Marshall Street between Rosemead Boulevard and Hart Avenue, the reported traffic accident rate of 2.39 accidents per million vehicle-miles of travel is greater than the average accident rate of 1.55 accidents per million vehicle-miles of travel. Recommended measures to reduce the traffic accident rate on Marshall Street include installing all-way stop control at the Marshall Street/Hart Avenue intersection, improving the sight distance on Marshall Street by pruning and/or removing aportion of the trees on the existing raised median, and considering the installation of a traffic signal at the intersection of Marshall Street and Driveway C. 6. Signalization of the Marshall Street and Driveway C intersection is recommended. The intersection should be studied again after the project is fully occupied. If any of the traffic signal warrants are met, the intersection should be signalized. O:UOES FILE\3149\repOn0149EX5.WPD Rosereead Place Shopping Center vii City of Rosemead, California E N G I N E E R S TRAFFIC IMPACT STUDY ROSEMEAD PLACE SHOPPING CENTER CITY OF ROSEMEAD, CALIFORNIA INTRODUCTION This traffic analysis has been conducted to identify and evaluate the potential traffic impacts of the Rosemead Place Shopping Center project. The shopping center is located on the southeast comer of the Rosemead Boulevard and Marshall Street intersection in the City of Rosemead, California. The shopping center location and general vicinity are shown in Exhibit 1. The traffic analysis is consistent with traffic impact assessment guidelines set forth in the 1999 Congestion Management Program for Los Angeles County. The traffic analysis evaluates potential impacts at five key intersections in the vicinity of the project. The study intersections were determined by City of Rosemead Traffic Engineering Department staff. The Intersection Capacity Utilization methodology was used to determine Volume-to-Capacity ratios and Levels of Service for the key intersections. The traffic analysis also considers the project with closure of the driveway egress at the Rosemead Boulevard and Glendon Way/I-10 Freeway Westbound Off-Ramp intersection. Additionally, the traffic analysis evaluates the shopping center parking areas and site access issues. Further, a review of the accident history for Marshall Street between Rosemead Boulevard and Hart Avenue is included in the traffic analysis. Finally, a traffic signal warrant analysis has been prepared for each of the shopping center driveways. This study (i) presents existing traffic volumes, (ii) forecasts future traffic volumes with and without the project, (iii) determines project-related traffic impacts, and (iv) presents recommendations for mitigation where appropriate. Rosemead Place Shopping Center 1 City of Rosemead, California T C Q w U U Z z 0 U = > w U Q J 0 w w w O w 0 s p V1 Q m a O O WrQ U ? O m a Z0 p r r z Z N Z z w - (.n Lu u m~V 2 .v wocic~i cu 7c nu 7~ au. E N G I N E E R S PROJECT DESCRIPTION The Rosemead Place Shopping Center is located on the southeast comer of the Rosemead Boulevard and Marshall Street intersection in the City of Rosemead, California. The project contains a total of 438,243 square feet (SF) of building floor area. A mix of land uses including retail, restaurant, health club, general office and medical office are a part of the project. A breakdown of the occupied and vacant floor area within the shopping center is provided in Table 1. The Rosemead Place Shopping Center site plan is displayed in Exhibit 2. The shopping center currently contains 162,927 SF of occupied building floor area. This includes 5,098 SF of medical office space, 23,132 SF of general office space, 80,748 SF of retail space, 11,449 SF of restaurant space, and a health club with 42,500 SF of building floor area. The remaining 275,316 SF of building floor area at the shopping center is currently vacant. The vacant building floor area includes 100,000 SF of general office space, 170,944 SF of retail space (including the Target Store), and 4,372 SF of restaurant space. Upon full occupancy, the shopping center will contain 310,780 SF of retail space (including restaurants and the health club), 4,331 SF of medical office space and 123,132 SF of general office space. SITE ACCESS AND INTERNAL CIRCULATION Site access for the project is illustrated in Exhibit 2. As shown in Exhibit 2, a total of eight driveways are provided at the shopping center as follows: 1. Driveway A and Rosemead Boulevard/1-10 Freeway Westbound Off-Ramp. 2. Driveway B and Rosemead Boulevard (south of Marshall Street). 3. Driveway C and Marshall Street (east of Rosemead Boulevard). 4. Driveway D and Marshall Street (west of Hart Avenue). 5. Driveway E and Hart Avenue (south of Marshall Street). 6. Driveway F and Hart Avenue (south of Driveway E and north of Driveway G). 7. Driveway G and Hart Avenue (north of Ramona Boulevard). 8. Driveway H/Ramona Boulevard and Hart Avenue. Rosemead Place Shopping Center 3 City of Rosemead, California E N G I N E E R S Table 1 LIST OF OCCUPIED AND VACANT SPACE BY AREA [1] Rosemead Place Shopping Center TENANT LAND USE SIZE COMMENTS AREA A Starbucks Restaurant 1,400 SF Vacant Retail 1,400 SF Assumed to remain Retail Shoe City Retail 1,487 SF Radio Shack Retail 1,915 SF Subway Restaurant .1,173 SF Household Finance Retail 1,925 SF Vacant _ Retail 5,277 SF Assumed to remain Retail Vacant Retail 900 SF Assumed to remain Retail Vacant Retail 1,299 SF Assumed to remain Retail Ultra Tan Retail 1,212 SF Vacant Retail 899 SF Assumed to remain Retail St. Jude Dentistry Medical Office 767 SF Future Retail Use H&R Block Retail 1,921 SF China Way Restaurant 1,176 SF JBI Apparel Retail 2,896 SF Maria's Fashions Retail 1,300 SF Lublae Restaurant 2,300 SF Subtotal A: Retail = 12,656 SF, Restaurant = 6,049 SF, Medical Office = 767 SF, Vacant = 9,775 SF AREA B Hollywood Video Retail 6,577 SF Factory 2 U GNC Health Store Retail Retail 12,620 SF 1,507 SF Winchells Restaurant 1,200 SF Subtotal B: Retail = 20,704 SF, Restaurant = 1,200 SF AREA C ]HOP Restaurant 4,200 SF Vacant Retail 9,600 SF Former Restaurant Kids R Us Retail 21,500 SF - Kragen Retail 10,054 SF Vacant Retail 10,054 SF Former Rite Aid Vacant Retail 3,916 SF Assumed to remain Retail Verizon Wireless Retail 3,873 SF Subtotal C: Retail = 35,427.SF, Restaurant = 4,200 SF, Vacant = 23,570 SF AREA D Happy Fashions Retail 2,977 SF Kids of California Retail 1,469 SF Formosa Cleaners Retail _ 1,515 SF Vacant Retail _ 1,552 SF Assumed to remain Retail Vacant Retail 667 SF Assumed to remain Retail Tar et 2 Retail 135.380 SF Former Wards - Opened 3/8/02 Subtotal D: Retail = 5,961 SF, Vacant = 137,599 SF Rosemead Place Shopping Center 4 City ofRoseaead, California E N G I N E E R S Table 1 (Continued) LIST OF OCCUPIED AND VACANT SPACE BY AREA [1] Rosemead Place Shopping Center TENANT LAND USE SIZE COMMENTS AREA E Balleys Health Club 42,500 SF Vacant Restaurant 4,372 SF Assumed to remain Restaurant Subtotal E: Health Club = 42,500 SF, Vacant = 4,372 SF AREA F Office Pro Retail 6,000 SF Career Partners Office 21,782 SF J&W Chiropractic Medical Office 2,931 SF San Gabriel Dental Medical Office 1,400 SF Beacon Management Office 695 SF space America Office 655 SF Subtotal F: Retail = 6,000 SF, Office = 23,132 SF, Medical Office = 4,331 SF AREA G Vacant Office 100,000 SF Subtotal G: Vacant= 100,000 SF TOTAL 438,243 SF [1]The areas in this table are consistent with the parking areas defined in Exhibit 3. [2] Included as vacant space since it opened after the traffic count data was collected. Summary Totals: Existing Retail (including restaurant and health club) = 134,697 SF Medical Office = 5,098 SF Office = 23,132 SF Vacant = 275,316 SF Proposed Retail (including restaurant and health club) = 310,780 SF Medical Office = 4,331 SF Office = 123,132 SF Rosemead Place Shoppin, Center $ City of Rosemead, California e F gg Z y I h~ - - - - t HART AVENUE I I J Q- @@ T4 EE ss I ] DRIVEWAY T\\,` D- , i r _ , 6 fir, ~ i-s F \ \ ^ • I I i I I ~ y I o4 / h~ ~ ~ u I t s`, l~ f ~ 3. a ` u` ~n Z DRIVEWAY C 7 o a S_ +i • lj m ~ n _ _ r cwcl7ws ei a eu au N Z J w ~ U W z U VJ Cf) w U J d ww w a) Cc U a 0 v J Z ~ r O z Z ~ u 7- z ZQV g LL, 6r.P'ya\6-P\6a i f \aj,-qcf\:o 6 E N G I N E E R S Full ingress and egress are provided at the two driveways on Marshall Street (i.e., Driveways C and D) and the four driveways on Hart Avenue (i.e., Driveways E, F, G and H). Right-turn only ingress and egress are provided at Driveway Bon Rosemead Boulevard. Ingress only from the I-10 Freeway Westbound Off-Ramp and full egress are provided at Driveway A on Rosemead Boulevard. The driveways are connected via an internal circulation network that provides access to the parking areas. The current site access at Driveway A provides for full egress at Rosemead Boulevard. However, a conflict with traffic from the I-10 Freeway Westbound Off-Ramp exists at this driveway. To improve the overall traffic flow at this location, the egress at Driveway A has been proposed to be closed. Ingress from the I-10 Freeway Westbound Off-Ramp is proposed to remain. An analysis of the `with Closure of Driveway A Egress' alternative is included as part of this report. PROJECT PARKING ANALYSIS Parking rates are based on the City of Rosemead Municipal Code, Part XXH - Automobile Parking Requirements. Rates applicable to the project include the requirement of one (1) parking space for each three hundred 300 square feet of combined gross floor area if the total combined floor space of all structures on the parcel is above two hundred fifty thousand one (250,001) square feet of floor area. Based on the City Code parking requirements, a total of 1,461 parking spaces (438,243 SF 300 SF = 1,461 spaces) are required for the project. The off-street parking spaces included in the Rosemead Place Shopping Center are shown in Exhibit 2. A total of 1,681 parking spaces are included as part of the project. Thus, the supply of 1,681 parking spaces exceeds the City Code requirement of 1,461 parking spaces. While the overall parking supply for the project is expected to exceed the City Code parking requirement, a more detailed analysis of the on-site parking has been performed to determine if any areas in the shopping center may contain a parking supply deficiency. This was accomplished by dividing the project site into separate areas and then performing an analysis of each area based on the City Code parking requirements for the project. Rosemead Place Shopping Center 7 City of Rosemead, California E N G I N E E R S The project areas used for this analysis are displayed in Exhibit 3. As shown in Exhibit 3, seven areas have been identified for the shopping center. These areas were defined based on the natural break in parking as a result of the internal roadway system, as well as the location of parking with respect to the adjacent land uses. For instance, areas C and E were split at one of the project site monument signs which is located between restaurant and retail space. The parking analysis by area is provided in Table 2. As shown in Table 2, based on the City Code parking requirements, areas B, C, D, and E are expected to exceed the required number of parking spaces while areas A, F, and G are expected to be deficient in parking. Area A is expected to be i deficient by four spaces. This deficiency may be permissible considering the adjacent areas Band Dare expected to exceed the City Code parking requirements thereby providing vacant spaces which would accommodate the four space deficiency in area A. It is recommended that area A be reconfigured to accommodate additional spaces if this parking space deficiency is deemed to be unacceptable. Also, adjustments to the internal site design maybe considered to promote pedestrian connectivity between area A and areas B and D. As shown in Table 2, area F is expected to be deficient by three spaces. This area includes the southern-most aisle (i.e, 39 spaces) on the lower level of the shopping center parking structure. These parking spaces are currently signed to restrict parking by the fitness facility patrons. It is recommended that these spaces be signed to permit the medical and general office use only, consistent with the other spaces in this parking area. It may also be appropriate to designated additional spaces on the lower-level of the parking structure for the medical and general office use. As shown in Table 2, area G is expected to be deficient by 40 spaces. This parking area is expected to be fully utilized by the proposed general office space on the second floor of the Target Store building. A walkway will be constructed from this level of the parking structure to the office space. It is recommended that 40 lower-level spaces at the south-end of the parking structure be designated for the general office use. The use of the these additional spaces by office tenants should not adversely affect the parking supply for the Target Store based on the complementing nature of the peak parking demands for office and retail use (i.e., office is a weekday parking generator and retail is a weekend parking generator). Rosemead Place Shopping Center 8 City ofRosemcad, California i l 1 p 2 5 Y. LL6 ii yy U I .I ~3 Y5Y .s. w i - I I c` e Zy ~ i xanoppm ZOOZ/L0/90 CS IU>l dUI M CA W cf: Q 0 z O a a Z 0 ~ Q U a J 0- 0 LL w O W Z O O U O J U U 0 W O 2 L Z Ig w O~Z z u cn Z- IX z~V z I., I 9 E N G I N E E R S Table .2 PARKING ANALYSIS BY AREA Rosemead Place Shopping Center PROJECT AREA [21 BUILDING FLOOR AREA [31 PARKING CODE REQUIREMENT [41 REQUIRED PARKING 151 AVAILABLE PARKING [61 SURPLUS OR DEFICIENCY A 29,247 SF 1 space per 300 SF 97 spaces 93 spaces (4)spaces B 21,904 SF 1 space per 300 SF 73 spaces 99 spaces 26 spaces C 63,197 SF 1 space per 300 SF 211 spaces 242 spaces 31 spaces D 143,560. SF 1 space per 300 SF 479 spaces 680 spaces 201 spaces E 46,872 SF 1 space per 300 SF 156 spaces 165 spaces 9 spaces F 33,463 SF 1 space per 300 SF 112 spaces 109 spaces (3)spaces G 100,000 SF 1 space per 300 SF 333 spaces 293 spaces (40)spaces TOTAL 438,243 SF 1 space per 300 SF 1,461 spaces 1,681 spaces 220 spaces [11 The parking areas were defined by their proximity to specific buildings and are depicted in Exhibit 3. [21 The building floor areas were provided by City of Rosemead staff. [3] The parking code requirements are per City of Rosemead Municipal Code. [4] The required parking was calculated by dividing column [21 by column [3]. [5] The available parking was verified through a field review by LLG Engineers. [6] The surplus or deficiency in parking per area was determined by subtracting column [4] from column [5]. Rosemead Place Shopping Center 10 City of Rosemead, California E N G I N E E R S LOCAL PUBLIC TRANSIT SERVICES The Rosemead Place Shopping Center vicinity is currently served by the Los Angeles County Metropolitan Transportation Authority (MTA). The following paragraphs provide brief descriptions of the bus lines with transit service in the project vicinity. MTA Route 76 MTA Route 76 provides service through parts of Los Angeles, Lincoln Heights, Alhambra, Rosemead, and El Monte. MTA Route 76 provides service along Valley Boulevard in the project area. During the AM peak hour, MTA Route 76 provides four buses per hour in the eastbound direction and five buses per hour in the westbound direction. During the PM peak hour, MTA Route 76 provides five buses per hour in the eastbound direction and four buses per hour in the westbound direction. MTA Route 170 MTA Route 170 provides service through parts of El Monte, South El Monte, Rosemead, and Montebello. MTA Route 170 provides service along Marshall Street and Rosemead Boulevard in the project area. During the AM and PM peak hours, MTA Route 170 provides one bus per hour in the eastbound and westbound directions. MTA Route 176 MTA Route 176 provides service through parts of Glassell Park, Highland Park, South Pasadena, Alhambra, San Gabriel, Rosemead, and El Monte. MTA Route 176 provides service along Rosemead Boulevard in the project area. During the AM and PM peak hours, MTA Route 176 provides one bus per hour in the eastbound and westbound directions. MTA Route 266 MTA Route 266 provides service through parts of Lakewood, Bellflower, Downey, Pico Rivera, South El Monte, Rosemead, Temple City and Pasadena. MTA Route 266 provides service along Rosemead Boulevard in the project area. During the AM peak hour, MTA Route 266 provides three buses per hour in the northbound and southbound directions. During the PM peak hour, MTA Route 266 provides two buses per hour in the northbound and southbound directions. Rosemead Place Shopping Center 1 1 City of Rosemead, California E N G I N E E R S MTA Route 489 MTA Route 489 provides service through parts ofDowntown Los Angeles, San Gabriel, Rosemead, Pasadena, and Sierra Madre. MTA Route 489 provides service along Valley Boulevard and Rosemead Boulevard in the project area. During the AM peak hour, MTA Route 489 provides two buses per hour in the eastbound direction and three buses per hour in the westbound direction. During the PM peak hour, MTA Route 489 provides three buses per hour in the eastbound direction and one bus per hour in the westbound direction. EXISTING STREET SYSTEM The following five intersections were selected by City staff for analysis of potential impacts related to the project: a. Rosemead Boulevard and Valley Boulevard.' b. Rosemead Boulevard and Marshall Str'eei:' C. Rosemead Boulevard and Glendon Way/I-10 Freeway Westbound Off-Ramp.' d. Hart Avenue and Marshall Street.' e. Hart Avenue and Driveway H/Ramona Boulevard.' As indicated above, the first three study intersections selected for analysis are controlled by traffic signals while the remaining two study intersections are stop-sign controlled. The existing lane configurations at the five study intersections are displayed in Exhibit 4. Brief descriptions of the important roadways in the project site vicinity are provided in the following paragraphs. 'Signalized intersection. ''Unsignalized intersection. Rosemead Place Shopping Center 12 City of Rosemead, California t ++4 i BOULEVARD VALLEY y Z S4)., +r V STREET MARSHALL ~ ~ I GLENDON E ~ RAMONA BLVD SAN to O TRAFFIC SIGNAL CONTROL i STOP SIGN LOCATION LINSCOTT LAW & GREENSPAN E N G O N E E R S NOT TO SCALE 4 EXISTING LANE CONFIGURATIONS ROSEMEAD PLACE SHOPPING CENTER 13 E N G I N E E R S Rosemead Boulevard is a north-south major arterial roadway that borders the Rosemead Place Shopping Center on the west. Two to three through travel lanes are generally provided in each direction on Rosemead Boulevard near the project. Exclusive turn lanes are provided at major intersections with Rosemead Boulevard. Parking is generally permitted on Rosemead Boulevard north of Marshall Street with peak hour restrictions. The posted speed limit on Rosemead Boulevard is 40 miles per hour (MPH) near the project. Valley Boulevard is an east-west major arterial roadway located approximately one-half mile north of the shopping center. Two through travel lanes are generally provided in each direction on Valley Boulevard near the project. Parking is generally permitted on Valley Boulevard near the project. The posted speed limit on Valley Boulevard is 35 MPH near the project. Marshall Street is an east-west minor arterial roadwaythat borders the shopping center on the north. Near the project, two through travel lanes are generally, provided in each direction on Marshall Street. Exclusive left-turn lanes are generally provided at major intersections with Marshall Street near the project. Parking is generally permitted on the north side of Marshall Street near the project. The posted speed limit on Marshall Street is 30 MPH west of Rosemead Boulevard and 35 MPH east of Rosemead Boulevard near the project. Glendon Way is an east-west minor arterial roadway that bisects the shopping center on the west. At Rosemead Boulevard, Glendon Way provides access to/from the I-10 Freeway via the westbound on/off ramps. Further, Glendon Way provides ingress to the shopping center directly from the I-10 Freeway Westbound Off-Ramp and egress from the shopping center to Rosemead Boulevard. Hart Avenue is a local roadway that borders the shopping center on the east. One through travel lane is generally provided on Hart Avenue near the project. Parking is generally permitted on Hart Avenue near the project. There is no posted speed limit on Hart Avenue so a prima-facie 25 MPH speed limit is assumed. Rosemead Place Shopping Center 14 City of Rosemead, California E N G I N E E R S Ramona Boulevard is a local roadway located to the east of the shopping center. One through travel lane is generally provided on Ramona Boulevard near the project. Parking is generally permitted on the north side of Ramona Boulevard near the project. There is no posted speed limit on Ramona Boulevard so a prima-facie 25 MPH speed limit is assumed. TRAFFIC COUNTS Study Intersections Morning (AM) and afternoon (PM) peak period manual counts were conducted on Tuesday, February 5, 2002, at the for five study intersections. The manual counts were conducted at the study intersections from 7:00 to 9:00 AM to determine the weekday morning peak commuter hour, and from 4:00 to 6:00 PM to determine the weekday afternoon peak commuter hour. Traffic volumes at the study intersections show typical peak periods between 7:00 to 9:00 AM and 4:00 to 6:00 PM generally associated with weekday peak commuter hours. The AM and PM peak period manual counts of turning movements at the five study intersections are summarized in Table 3. The existing traffic volumes at the study intersections during the AM and PM peak hours are shown in Exhibits 5 and 6, respectively. Summary data worksheets of the manual traffic counts are contained in Appendix A. Project Driveways Traffic counts were also conducted for all of the project driveways. Depending on the location, either peak period manual counts or automatic 24-hour machine counts were conducted for the driveways. The existing traffic volumes at the project driveways during the AM and PM peak hours are shown in Exhibits 7 and 8, respectively. Summary data worksheets of the driveway traffic counts are contained in Appendix A. Rosemead Place Shopping Center 15 City of Rosemead, California E N G I N E E R S Table 3 EXISTING TRAFFIC VOLUMES [1] Rosemead Place Shopping Center AM PEAK HOUR PM PEAK HOUR INT. INTERSECTION DATE DIR BEGAN VOLUME BEGAN VOLUME 1 Rosemead Boulevard 02/05/02 NB 7:30 1,735 4:45 1,875 and Valley Boulevard SB 1,793 1,466 EB 657 1,098 W B 958 650 2 Rosemead Boulevard 02/05/02 NB 7:30 1,788 .5:00 2,127 and Marshall Street SB 1,938 1,653 EB 345 421 WB 562 415 3 Rosemead Boulevard 02/05/02 NB 7:30 1,995 4:45 2,880 and Glendon Way SB 2,167 1,803 EB 150 110 WB 346 418 4 Hart Avenue and 02/05/02 NB 7:30 160 5:00 117 Marshall Street SB 0 0 EB 210 515 WB 327 142 5 Hart Avenue and 02/05/02 NB 7:30 0 5:00 0 Ramona Boulevard SB 14 49 EB 22 33 W B 95 43 [1] Counts conducted by Accutek. Rosemead Place Shopping Center 16 - City of Rosemead, California L ~ 101 BOULEVARD moo - 3 L19 J V ~ a ALLEY 14~ ~ I ~ 364- m 1521 O m m ` o o `,es ` j { ~1a6 , \ 141"1 ,o `379 14 -306 STREET 21 MARSHALL ) 1 l , J - ( - > 1 49J I , 126- 124"ro ~ m 83-1 o 447 172- - 12J GLENDON WAY SITE _ RAMONA BLVD SAN BERNARDINO 10 FREEWAY ~O G~ FL 9~ i O LINSCOTT LAW & GREENSPAN E N G I N E E R S 5 EXISTING TRAFFIC VOLUMES ~N AM PEAK HOUR NOT TO SCALE ROSEMEAD PLACE SHOPPING CENTER 17 `5e BOULEVARD -434 I sa VALLEY 6 51-- 2041 O m `242 - -103 ' J V X73 I 24J I r `tta -129 STREET MARSHALL J I l c176 3 - 243 ~ m^~ 1031 -19 971 1 14J I GLENDON r SWAY SITE RAMONABwD NO FREEWAY SAN o BERNARDI e0 O G ~ FG FAQ LINSCOTT 6 LAW & EXISTING TRAFFIC VOLUMES GREENSPAN PM PEAK HOUR E N G 9 N E E iR S NOT TO SCALE ROSEMEAD PLACE SHOPPING CENTER 18 61 0:\jo6_fue\3149\awg\e7 dwg z nrr ADZ C) m~E cn~ m / l) z zpo z w 0 0 m Z n m m m r^ Cl) D -n n n O c m Cf) O M O -u m m O m D C- m r o n m O ~l m D C n 7 C M = D o Cl) V LDP 09:23:26 03/06/2002 md,,,uez I w ro r6 HART r6 e- 0 0 0 ° `34 6 DWY D 16 a 0 DWY C 0 ROSEMEAD J J Q S 0= Q A`,33 x o r Q W w LL O z Q z w m BOULEVARD r Q z O z W J C~ z a co ~J zan6uooJ mm/anlCn ocs7:6n dm 20 00 (J) Q 7 O T- 0 W IL > cL Q CL CL O W U U a J W O W B_ O O LL Cl) W O U Q a= Z 1- Cf) X W J Q N z o z z O~ Z V w Z w Q m u ~ JJV L.paa\6.nP\6>tt\al'ij-4or E N G I N E E R S PROJECT TRIP GENERATION Traffic volumes expected to be generated by full occupancy of the shopping center during the AM and PM peak hours, as well as over a 24-hour period were estimated using accepted trip generation rates published in the Institute of Transportation Engineers' (ITE) Trip Generation manual, 6`h Edition, 1997. Traffic volumes expected to be generated by the project were based upon rates per thousand square feet of floor area. ITE Land Use Code 720 (Medical-Dentist Office Building) trip generation rates were used to forecast the traffic volumes expected to be generated by the 4,331 SF of medical office space. ITE Land Use Code 710 (General Office Building) trip generation rates were used to forecast the traffic volumes expected to be generated by the 123,132 SF of office space. ITE Land Use Code 820 (Shopping Center) trip generation rates were used to forecast the traffic volumes expected to be generated by the 310,780 SF of retail, restaurant and health club space. A trip generation forecast for the current tenants in the shopping center was also prepared. This forecast was subtracted from the trip generation estimate for the fully occupied project to determine the net new trips associated with the shopping center. Further, a credit for pass-by trips was taken for the retail component of the shopping center. Pass-by trips are defined as existing trips on the adjacent roadway network that currently`pass-by' the shopping center. A certain percentage of these trips will be diverted to utilize the fully occupied shopping center as is the case for some of the existing trips. Since pass-by trips are already included in the existing traffic counts, they can be removed from the trip generation estimate for the project. The credit for the pass-by trips was based on information contained in the ITE Trip Generation Handbook, March, 2001. The trip generation forecast for the project is summarized in Table 4. As shown in Table 4, occupancy of the currently vacant floor area at the shopping center is expected to generate 246 net new vehicle trips (194 inbound trips and 52 outbound trips) during the AM peak hour. During the PM peak hour, the project is expected to generate 503 net new vehicle trips (207 inbound trips and 296 outbound trips). Over a 24-hour period the project is forecast to generate 5,212 net new trip ends (2:606 inbound trips and 2,606 outbound trips) during a typical weekday. Rosemead Place Shopping Center 21 City of Rosemead, California E N G I N E E R S Table 4 PROJECT TRIP GENERATION [11 Rosemead Place Shopping Center DAILY AM PEAK HOUR PM PEAK HOUR LAND USE SIZE TRIP ENDS [2] VOLUMES VOLUMES IN OUT TOTAL VOLUMES [2] IN OUT TOTAL Proposed Uses Medical Office [3] 4,331 GSF 156 8 2 10 4 12 16 General Office [4] 123,132 GSF 1,557 194 26 220 37 180 217 Retail [5] 310,780 GLSF 14,132 192 122 314 637 690 1,327 . less 30% pass-by (61 (4,240) (58) (37) (95) (191) (207) (398) SUBTOTAL PROPOSED 438,243 GSF 11,606 336 1 113 1 449 487 1 675 1 1,162 Existing Uses - Medical Office [3] 5,098 GSF 184 10 2 12 5 14 19 General Office [4] 23,132 GSF 431 51 7 58 18 87 105 Retail (51 134,697 GLSF 8,256 116 74 190 367 397 764 less 30% pass-by (6] (2,477) (35) (22) (57) (110) (119) (229) SUBTOTAL EXISTING 162 927 GSF 6,394 142 1 61 1 203 280 379 659 NET NEW TRIPS 275 316 GSF 5,212 194 1 52 246 207 1 296 503 [1] Source: ITE "Trip Generation," 6th Edition, 1997. [2] Trips are one-way traffic movements, entering or leaving. [3] ITE Land Use Code 720 (Medical-Dental Office Building) trip generation. average rates. [4] ITE Land Use Code 710 (General Office Building) trip generation equation rates. [5] ITE Land Use Code 820 (Shopping Center) trip generation equation rates. [6] Pass-by trip credit based on information contained in the ITE "Trip Generation Handbook," March, 2001. Rosemead Place Shopping Center 22 City of Rosemead, California E N G I N E E R S PROJECT TRIP DISTRIBUTION Net new traffic generated by the project was assigned to the local roadway system based on the proposed land uses, existing traffic movements at the shopping center, existing traffic movements on the adjacent roadways, characteristics of the surrounding roadway system, and nearby regional population and employment centers. Two trip distribution patterns were prepared for the project. One trip distribution pattern was prepared for the project under the existing roadway geometry while the other trip distribution pattern was prepared for the project with closure ofthe Driveway A egress. The project traffic volume distribution percentages at the project driveways are provided in Exhibit 9. The forecast project traffic volumes at the project driveways for the AM and PM peak hours are displayed in Exhibits 10 and 11, respectively. The project traffic volume distribution percentages at the project driveways with closure of the Driveway A egress are provided in Exhibit 12. The forecast project traffic volumes at the project driveways with closure of the Driveway A egress for the AM and PM peak hours are displayed in Exhibits 13 and 14, respectively. The project traffic volume distribution percentages at the five study intersections are provided in Exhibit 15. The forecast project traffic volumes at the study intersections for the AM and PM peak hours are displayed in Exhibits 16 and 17, respectively. The project traffic volume distribution percentages with closure of the Driveway A egress at the five study intersections are provided in Exhibit IS. The forecast project traffic volumes with closure of the Driveway A egress at the study intersections for the AM and PM peak hours are displayed in Exhibits 19 and 20, respectively. To determine the traffic impacts of the project with closure of the Driveway A egress, it was necessary to modify the existing traffic volumes at the study intersections. The peak hour traffic volumes that currently use the Driveway A egress to Rosemead Boulevard were shifted to Driveways B, C and D. This shift in vehicle turning movements at the four driveways affected only Intersection Nos. 2 and 3. The existing traffic volumes with closure of the Driveway A egress at the study intersections during the AM and PM peak hours are displayed on Exhibits 21 and 22, respectively. Rosemead Place Shopping Center 23 City of Rosemead, California Q ~ W z > IL o w r a 0 LL 0 Z w 0 :2 w F- O Z) m F - co 0 d. U D m 0- w w~ W W Q w ao zz n O ~m9 c 90 X V W a Z p N r r O Z ~ O~Z Z ZQV as 'lull u4/YV tl, , tlV ..i mpa\bmp\6t LC\aj, Qo!\:o 24 ¢ ¢ T O W Q = W U w W z > CL IL Q O U) w ~ U O LL 0 CO w w m w 0 O U U- . Q H U LLJ Cc IL J U N O z z z O~Z z N 3 w ZI U z z an oppm LOOZ/Ot/90 n6:>[ 'BO dol 6.p'0Ia\b.xp\66 if\al! 25 W W - r4 HART rb 2,~, -j~ AVENUE 2h w (3 a ° `78 89 W DWY D W m H O Cl) z C) a z ir a w m r44 DWY C N m ` `41 O ROSEMEAD j `s2 BOULEVARD r a z a z O J J z z a w Q ou... ZOO. /"/90 ZF9Z:a0 .01 TM mm 2 w ° U w W z IL E. IL O Q Cf) W ~ U J O LL yJ w C W G ~ Q O U P LL Q H U J U 0 0 z z O~sZ z~~ JJV z ,vita\6Mv\sotc\aui 9vf\:v 26 Q a ~ F- W w cl) raz r2% HART r3% z~ xz~ AVENUE ioz~ ( xz~ N Ko w Kr LLV.. on C7 N =n Q 11 io ~ k) W DWY D ' I I ) r W ~ m O ^1 1 V Z / a Q m ~~zaz) o DWY C K sz m L 20% 0 H BOULEVARD ROSEMEA D j~2sx Q ?i Z Q Z O D J Z w a 3 Q ZanopPm ZUUC/UV90 SS US SO dU1 u 27 N (A U) r QW M v Lu 0 z z > W k Q Q O w Ir Q U Oda LL W o Z w Q w C) co /D o LL W 0 U) Q= IL 0 ~0 Uf-> ^c I - wQ U U w w, ~z z z D X W ~ ,~1 <JO 0 z Z 03~ vzw\6no\evir\aci qor\:o Q W w CC co r4 HART r6 J z Z~ AVENUE jr LL V = ~ D ~ O Q `3 L Z DWY D ( d LLJ W LL O Cn Z 0 a z cl: w o m ro DWYC d m `39 ROSEMEAD )`4g BOULEVARD r Q 3 z a co z O J J z z Q S W -ii a) O C Q as y ~ LVUL/Vl/yV LS'{V OV aVi T C^J w¢t Om f" L 1 1 ~ U >W~E. 2 a Q Q O w 4~ u- W o cf) W~ w w Q U) 0 J LL O W UM ::D LLCf) ~O ~U W~ O CL w zz z O~Z y z1w 6x.p'{ t a\e.p\6b it\al!I-ao(\:o 28 dU)COMQ T CO 0 Q Lu U of Rw z_ > WIL o_ Fr Q O n W w 0~ J L. W o co w w Q w U) D J LL 00 > W Urr U) ~ O < ~U w~ O rr C w 0 Z Zanoupm ZOOZ/0L/90 N:ZO:60 dOl Om z O~Z u ZQV bt.\b.0\6 Y tC\a, 29 1 i BOULEVARD g ~ rsz VALLEY loz~ oo~ X O U) m o~ o la~ ' J II r( I - _{ioi `5z r STREET MARSHALL Q 25 r( ` GLENDON WAY SITE RAMONA BLVD BERNARDINO FREEWAY SA~ 0 ~O G~ FL O LINSCOTT LAW'& GREENSPAN E N G 0 N E E R S XX - INBOUND PERCENTAGES (XX) - OUTBOUND PERCENTAGES 15 PROJECT TRIP DISTRIBUTION N NOT TO SCALE ROSEMEAD PLACE SHOPPING CENTER 30 BOULEVARD VALLEY ~ f ~ O U) m nm -5 J I r5 O } - ° STREET \ MARSHALL 1 Q c13 19- 3- l h `10 /i 1 19 n J l 10 - 3 GLENDON Y WAY SITE RAMONABLVD SA~ 10 BERNARDINO FREEWAY 60 G~ FL 9,p O LAW &TT GREENSPAN E N C O N E E R S 16 PROJECT TRAFFIC VOLUMES qN AM PEAK HOUR NOT TO SCALE ROSEMEAD PLACE SHOPPING CENTER 31 BOULEVARD I r10 VALLEY O N m _30 J i r 30 ' I - `30 -+0 0 STREET - - - MARSHALL 2 74 15- l 0 ~ ,11 1, -10 - - GLENDON- WAY SITE s RAMONA BLVD O BERNARDIN FREEWAY SA o AO G~ FL 9,Q O LINSCOTT LAW & GREENSPAN E N G I N E E R S 17 PROJECT TRAFFIC VOLUMES QN PM PEAK HOUR NOT TO SCALE ROSEMEAD PLACE SHOPPING CENTER 32 g BOULEVARD ~ 5% VALLEY ioz~ oo~ O ur m 0 J I ° ' t `(i 5I) - 10 -5S rsz STREET MARSHALL <5 \ 1°z- (SAY J,y, ; ec,r~i L5~ y y Y Esz~ GLENDON WA SITE RAMONA BLVD SAN ea BERNARDINO FREEWAY ~O G~ FG 9,Q O LINSCOTT LAW & GREENSPAN XX - INBOUND PERCENTAGES (XX) - OUTBOUND PERCENTAGES 18 E N G 8 N E E R 5 7~ PROJECT TRIP DISTRIBUTION WITH W CLOSURE OF DRIVEWAY A EGRESS NOT TO SCALE ROSEMEAD PLACE SHOPPING CENTER 33 BOULEVARD j K-10 VALLEY 1 f O cn m 5~2:2\ , + " " -0 STREET - MARSHALL r-z3 ~ ~ ` L , 19- ~ 191 10 , L -10 GLENDON WAY SITE a om' RAMONA BLVD Y SAN o BERNARDINO FREEWAY <9 O G~ ~L O LINSCOTT 19 LAW & PROJECT TRAFFIC VOLUMES WITH GREENSPAN CLOSURE OF DRIVEWAY A EGRESS AM PEAK HOUR E N G I N E E R S NOT TO SCALE ROSEMEAD PLACE SHOPPING CENTER 34 BOULEVARD VALLEY zr~ O c m JI ' I L 44 -30 _ STREET - MARSHALL x133 L 2 0 iloo GLENDON WAY SITE RAMONA BLVD SAe 0 BERNARDINO FREEWAY OO , G~ FL yp O LINSCOTT 20 LAW & PROJECT TRAFFIC VOLUMES WITH GREENSPAN CLOSURE OF DRIVEWAY A EGRESS PM PEAK HOUR E N G I N E E R 5 NOT TO SCALE ROSEMEAD PLACE SHOPPING CENTER 35 ` BOULEVARD ma 663 J I ` X194 . VALLEY 14}~ ~ I ~ rn 364-- r 152- - O m m `111 -32 6 x J 1 9 J ~ d ( t ar-~ `321 -3s STREET - - MARSHALL J I ~227 ~ I r 126_ z 1 E? 8 r 17 GLENDON \WAY SITE 10 RAMONA BLVD SAN to BERNARDINO FREEWAY 0 00 G~ ° FG ° 0 a 9P O 21 LINSCOTT EXISTING TRAFFIC VOLUMES WITH LAW & CLOSURE OF DRIVEWAY A EGRESS GREENSPAN U AM PEAK HOUR E N G I N E E R S NOTTOSCAL.E ROSEMEAD PLACE SHOPPING CENTER 36 58 BOULEVARD -434 )1 ` x158 VALLEY 243J a N 65F _ 2041 ^ ^ 0 N m m ` m ~ - `156 ~ p ~ -6i ~ r46 24J ~ } 56 ` 1 mom _ _ ^Nf 154 136 - 7 -129 3 3 STREET ` MARS HALL J 1 ~ r226 \ g}J I r 409 t24 243- m r r 971 103-1 1 L -19 1 , GLENDON` WAY SITE 9 9 RAMONABLVD BERNARDINO FREEWAY SASH to AO G O LINSCOTT 22 LAW & EXISTING TRAFFIC VOLUMES WITH GREENSPAN ~ CLOSURE OF DRIVEWAY A EGRESS PM PEAK HOUR E N C 0 N E E R 5 NOT TO SCALP ROSEMEAD PLACE SHOPPING CENTER 37 E N G I N E E R S RELATED PROJECTS A forecast of on-street traffic conditions prior to occupancy of the project was prepared by incorporating the potential trips associated with other known developments (i.e., related projects) in the area. With this information, the potential impact of the project can be evaluated within the context of the cumulative impact of all ongoing development. The list of related projects was prepared in consultation with City of Rosemead Planning Department staff. The list of related projects is presented in Table 5. The location of the related projects are displayed in Exhibit 23. Traffic volumes expected to be generated by the related projects were calculated using rates provided in the ITE Trip Generation manual. The related projects traffic generation forecast for the AM and PM peak hours, as well as on a daily basis is shown in Table G. The anticipated distribution of the related projects traffic volumes to the study intersections during the AM and PM peak hour are displayed in Exhibits 24 and 25, respectively. TRAFFIC IMPACT ANALYSIS METHODOLOGY The study intersections were evaluated using the intersection Capacity Utilization (ICU) method of analysis which determines Volume-to-Capacity (V/C) 'ratios on a critical lane basis. The overall intersection V/C ratio is subsequently assigned a Level of Service (LOS) value to describe intersection operations. The Levels of Service vary from LOS A (free flow) to LOS F (jammed condition). A description of the ICU method and the V/C ratios and corresponding Levels of Service is provided in Appendix B. Impact Criteria and Thresholds The relative impact of the additional traffic volume expected to be generated by the project during the AM and PM peak hours was evaluated based on analysis of future operating conditions at the five key study intersections, without and then with the project. The previously discussed capacity analysis procedures were utilized to evaluate the future volume-to-capacity relationships and service level characteristics at each study intersection. Rosemead Place Shopping Center 38 City of Rosemead, California E N G I N E E R S Table 5 LIST OF RELATED PROJECTS [1] Rosemead Place Shopping Center 11- -tin-9002 MAP NO. PROJECT LOCATION LAND USE SIZE STATUS 1 Best Buy South of Glendon Way between Retail 50,000 SF Proposed Ivar Avenue and Rosemead Blvd. 2 Carl's Jr. Near the Rosemead Boulevard Fast-Food 3,200 SF Proposed and Valley Boulevard intersection Restaurant 3 Walgreens Northwest corner of Rosemead Pharmacy/ 14,000 SF Proposed Boulevard and Valley Boulevard Drugstore 4 Sav-on Near the Rosemead Boulevard Pharmacy/ 14,000 SF Proposed and Mission Drive intersection Drugstore [1] Source: City of Rosemead Planning Department. Rosemead Place Shopping Center 19 City of Rosemead, California co U W ~ Z O a_ 0 cn Q U Lu J Q J w W w 0 LL Ir O O U O 0 0 m 0 m a 0 F- w 0 z o ~N s z~ O~sZ z z3~ JJV z up., LOOC/9OAO a ma.aI eui 5'o'L ialb-F\6b tfVlll-c-!\:o 40 E N C I N E E R S Table 6 RELATED PROJECTS TRIP GENERATION [1] Rosemead Place Shopping Center 1 I'JUII'LV VL DAILY AM PEAK HOUR PM PEAK HOUR TRIP ENDS [21 VOLUMES [21 VOLUMES 21_ LAND USE SIZE VOLUMES IN OUT TOTAL IN OUT TOTAL Retail [3] 50,000 GSF 779 94 13 107 23 112 135 less 50% pass-by[4] (390) (47) (7) (54) (12) (56) (68) Fast-Food Restaurant [5] 3,200 GSF 1,588 81 78 159 56 51 107 less 50% pass-by [4] (794) (41) (39) (80) (28) (26) (54) Pharmacy [6] 14,000 GSF 1,234 21 16 37 71 74 145 less 50% pass-by [4] (617) (11) (8) (19) (36) (37) (73) Pharmacy [6] 14,000 GSF 1,234 21 16 37 71 74 145 less 50% pass-by[4] (617) (11) (8) (19) (36) (37) (73) TOTAL 81,200 GSF 2,417 107 61 168 109 155 264 [1] Source: ITE'Trip Generation," 6th Edition, 1997. [2] Trips are one-way traffic movements, entering or leaving. [3] ITE Land Use Code 820 (Shopping Center) trip generation equation rates. [4] Pass-by trip credit based on information contained in the ITE'Trip Generation Handbook;' March, 2001. [5] ITE Land Use Code 834 (Fast-Food Restaurant w/Drive Thru) trip generation average rates. (6] ITE Land Use Code 881 (Pharmacy/Drugstore w/Drive Thru) trip generation average rates. Rosemeaa trace 5noppmg Lenrer 41 City of Rosemead, California ~o o BOULEVARD 1 l VALLEY 10- 1 r O a) IT! 0 +2 STREET MARSHALL 1 ~z I GLENDON ~W°Y SITE n RAMONA BLVD SAN o BERNARDINO FREEWAY 00 G FL O LINSCOTT LAW & GREENSPAN E N G d N E E R 5 24 RELATED PROJECTS TRAFFIC VOLUMES w AM PEAK HOUR NOT TO SCALE ROSEMEAD PLACE SHOPPING CENTER 42 O O O N h O m 0 0 a 0 LINSCOTT LAW & ,GREENSPAN ~o E N G@ N E E R 5 25 RELATED PROJECTS TRAFFIC VOLUMES N PM PEAK HOUR NOT TO SCALE ROSEMEAD PLACE SHOPPING CENTER 43 E N G I N E E R S The significance of the potential impacts ofthe project traffic at each key intersection was evaluated using the City of Rosemead approved traffic impact criteria from the 1999 Congestion Management Program for Los Angeles County (CMP). According to the CMP criterion of significance threshold for intersections, a significant transportation impact occurs at those study locations where the project-related increase in the V/C ratio is two percent (0.02) or more with a final V/C ratio of 1.001 or worse (i.e., LOS F). For the ICU calculations, lane capacities of 1,600 vehicles per hour (vph) were utilized for left-turn, through and right-turn lanes, and a yellow clearance of 0.100 was utilized. These assumptions are consistent with the CMP criteria. Traffic Impact Analysis Scenarios Pursuant to City of Rosemead traffic study guidelines, Level of Service calculations have been prepared for the following scenarios: a. Existing conditions. b. Condition (a) with completion and occupancy of the related projects. C. Condition (b) with completion and occupancy of the project. d. Condition (c) with implementation of project mitigation measures, where necessary. The traffic volumes for each new condition were added to the volumes in the prior condition to determine the change in capacity utilization at the five study intersections. Summaries of the V/C ratios and LOS values for the study intersections during the AM and PI /I peak hours are shown in Table 7. The ICU data worksheets are contained in Appendix C. For the project with closure of the Driveway A egress, summaries of the V/C ratios and LOS values for the study intersections during the AM and PM peak hours are shown in Table 8. The ICU data worksheets for the with closure of the Driveway A egress alternative are contained in Appendix D. Rosemead Place Shopping Center 44 City ofRnsemead, California N O Q K y > F- W Vnd U U 2 U a>> m aw= (o CL Q UfgY a n O LL ¢ r QF- Oww a wy IL y m g.w ~ U r-j > am oa >Z O Q LL 0 O ZaQ N o Q ~ M 7 O K U w a w F W N O p N O N V n m Q Z Z m M _ _ j 00 Q 0 O O O O 00 2 66 Oi 0i O O 00 0 0 U o 0 0 w w 0 w w O ¢ Q 00 oc~ a3 U ~ F' W a rnrn mrn rnm vv > > 0 0 0 0 0 0 60 0 6 LL ~ za OO OW OO OO OO ZZ Zy ZZ ZZ ZZ h _ w N m 0 7 O O m ` m z U 0 Q?> O O O O O O O O O O x 00 00 0 0 00 00 U o V O W W w LL w O ¢ Q = J F-n M O Q Nm rnrn > rnc p My on } a j m m rn o m m v v 0 0 0 0 6 60 66 N O H O W W W W W D Q Q N m W U J F- w N~_Q' NO tom u O mM MN Mm on O w w U m rn rn rn O~ o n CL > 00 00 00 06 00 00 w W w w co Z J w0 V) > N n a n M NO M OO m~ NOl O M mm <O X U W> rn m m c o m m V v o 0 co 0 0 co O O Q 7 2: .22 2E :2 22 w0 ¢d ¢d QCL ¢d ¢d a= D p D D Z m m m m N N N d m m D D> F 0 _ m m m C w O m$ O m~ O Mc - o N -O C C CO m m m m m m m z E > ¢ y ¢ o D N D N 'p C~ C E 0 p~ ~ m O C K m O C ~ m m m 2~ m m S~ ~ N M V ~ Z ~ C L d o `C J C1 N V O ~ C d ?U C 45 N N w w w z Q Z } Q Q N O w F' > d w w u 2 7 p UHO~ Q LL 2 'a Q O Y o d U x W L O N ~a W O C m CL _ C a J = Z O Q E LL 0 OW o w w (n O N J W > W J c z ~ W Q co W (g Y F w z z U N p M p r m V n N O O O O O O O O O O 2 O O 99 O O 66 66 U o F" 00 W W W O O Q a a s J 2 w F- -of 0 ~nm mc~ vm MM Ma a§ O~ m nM mN Nm O~ T W V a rn M m m m m v v 77 } jj > 0 0 0 0 0 0 0 0 0 0 ~ LL _ zQ 00 OW 00 00 00 Fn _ W N N O- m~ n N Z U ' ? p M 0- Q > 00 O- Co 00 O O 2 M 66 66 O O 66 0 0 U o U 0 W W W LL O❑ Q Q a s J 2 r' M of rn m w v rn m rn° m ro v a a } > 66 0- 60 66 00 o H O J w w w w ¢ a a s _N=FU r W N - J' u ro M, MN O ~O O m m O W cO ` m~ oM rm w W 00 m O m m 6~ CL > } ~a> 00 6 00 06 00 06 W Z 0 W W W W O U a s a s o N LL F.. Q0: E U) O x U n v rM n rn vin co M nog ~n rn oM m ~O nm w } w> m rn m m 0 0 m r 6 v 6 0 O 6 00 0 w0 an. as as aW aW CL = D D a 0 > > m y > d~ > a~ m -o a F- c c ' 2 m m m> W CO m m co e N U =O w co d y > m > z E f° m E~ E~ c N N i 0 ~°`m s~ N N x:5 (O lU 2K I z N M O N N v N N .N- UI n N xX N W c ~ U ~ N 3 a~ N n (0 m F- m c N ~ a mi T l9 m ~ 3 ~ m c' ~ N d t E m L u=j N O ~ U O O J U ~ N N 9 O d >N c O > C E c a N ~ i0 h U' c.~ n O o U > N OI > U d _N =O O x m n N N N °o E NEa~ i0 N i o `c r J m C C = U 0 z 46 E N G I N E E R S TRAFFIC ANALYSIS Existing Conditions As shown in Column [1] of Table 7, three of the five study intersections are currently operating at LOS D or better during the AM and PM peak hours under existing conditions. The following study intersections are currently operating at LOS E during the peak hours as shown below: • Int. No. 1: Rosemead Boulevard and - AM Peak Hour: V/C=0.977, LOS E Valley Boulevard • Int. No. 2: Rosemead Boulevard and Marshall Street PM Peak Hour: V/C=0.934, LOS E AM Peak Hour: V/C=0.912, LOS E PM Peak Hour: V/C=0.939, LOS E As previously mentioned, the existing traffic volumes at the study intersections during the AM and PM peak hours are displayed in Exhibits 5 and 6, respectively. With Related Projects The V/C ratios at the study intersections are incrementally increased with the addition of traffic generated by the related projects listed in Table 5. As shown in Column [2] of Table 7, two of the five study intersections are anticipated to operate at LOS D or better with the addition of traffic due to the related projects. The following study intersections are expected to operate at LOS E with the addition of related projects traffic during the peak hours as shown below: hu. No. 1: Rosemead Boulevard and AM Peak Hour: V/C=0.936, LOS E Valley Boulevard • Int. No. 2: Rosemead Boulevard and Marshall Street • Int. No. 3: Rosemead Boulevard and Glendon Way PM Peak Hour: V/C=0.953, LOS E AM Peak Hour: V/C=0.923, LOS E PM Peak Hour: V/C=0.952, LOS E AM Peak Hour: V/C=0.903, LOS E Rosemead Place Shopping Center 47 City of Rosemead, California E N G I N E E R 5 The future pre-project (existing plus related projects) traffic volumes at the study intersections for the AM and PM peak hours are shown on Exhibits 26 and 27, respectively. With Project As shown in Column [3] of Table 7, application of the City's threshold criterion for traffic signal- controlled intersections to the "With Project" scenario indicates that one study intersection is anticipated to be significantly impacted by the project. The project is expected to create a significant traffic impact according to City impact criteria at the following location: • Intersection No. 2: Rosemead Boulevard and Marshall Street PM peak hour V/C ratio increase of 0.090 [0.952 to 1.042 (LOS F)] As shown in Table 7, incremental, but not significant, changes in V/C ratios are noted at the remaining four study intersections. The future with project (existing, related projects plus project) traffic volumes at the study intersections for the AM and PM peak hours are displayed on Exhibits 28 and 29, respectively. The future with project driveway traffic volumes at the study intersections for the AM and PM peak hours are displayed on Exhibits 30 and 31, respectively. With Project Mitigation Direct project mitigation, in the form of roadway and signal improvement measures, is proposed at the following intersection in response to project-related traffic impacts. • Intersection No. 2: Rosemead Boulevard and Marshall Street Mitigation for this location consists of restriping the westbound approach to provide one exclusive left-turn lane, one shared left-turn/through lane and one shared through/right-turn lane. This mitigation measure can be accommodated within the existing roadway width and no parking spaces are expected to be removed. A traffic signal modification will be needed to accommodate this mitigation measure. The signal timing at this intersection will be modified to allow for split phasing of the eastbound and westbound approaches. Rosemead Place Shopping Center 48 City of Rosemead, California mm ~m BOULEVARD m o -673 VALLEY 142J §1 374- 9 v 1 152-1 , ;o O m -62 ' J I ~108 r nmr `314 -30fi STREET MARSHALL J 1 - -171 125 ~ r 4 L 1 og , o L ' 1 12a- 631 m - ` 47 ' - _ 1721 \ 12J GLENDON Y WAY SITE i 1 10 RAMONA BLVD BERNARDINO FREEWAY SAN 10 e0 G~ FG 9'f' O - 26 LLIANV CO TT FUTURE PRE-PROJECT LAW &PAN TRAFFIC VOLUMES QNF) AM PEAK HOUR E N G 0 N E E R S NOT TO SCALP ROSEMEAD PLACE SHOPPING CENTER - 49 `64 ^ BOULEVARD -446 J I l x167 VALLEY 247J ~ 1 r 664- ` - 2041 O cn m II TT + 44f `114 -129 -125 STREET " MARSHALL J 1 x177 r - 61J 409- ~ ~ o'+ L 24 ` -19 24r m 103- ° ` - - 97 WAY ~ GLENDON SITE 19 ` om/ RAMONA BLVD Y BERNARDINO o FREEWAY SAN ~O G FL 9~ s 0 27 LINSCOTT FUTURE PRE-PROJECT LAW & TRAFFIC VOLUMES GREENSPAN PM PEAK HOUR I E N G I N E E R 5 NOT TO SCALE ROSEMEAD PLACE SHOPPING CENTER 50 'IT ~I O O O O n n 0 a 0 LINSCOTT 28 LAW & FUTURE WITH PROJECT GREENSPAN TRAFFIC VOLUMES AM PEAK HOUR E N G O N E E R S NOT TO SCALE ROSEMEAD PLACE SHOPPING CENTER 0 51 ~-e4 BOULEVARD -446 {L x177 VALLEY 247J 664- m-m 225 O mm + 44 ' 1 -155 -139 23 STREET MARSHALL J I ~251 ` 8 1 r 424- L:34 ' 264- mmry 124-1 i ` -29 ' - - 971 c i 20J - g 3' r SWAY GLENDON SITE RAMONA13LVD SAN ~o BERNARDINO FREEWAY ~O G~ FL 9'Q O LINSCOTT 29 LAW & FUTURE WITH PROJECT GREENSPAN TRAFFIC VOLUMES PM PEAK HOUR E N G O N E E R 5 NOT TO SCALE ROSEMEAD PLACE SHOPPING CENTER 52 a W w cc r (j) r.Z rn HAM r20 ~ 3 ~ r Zr l ( AVENUE 75 ^ LL U Z Q ti `57 w DWY D W m O r lJ) J Z o a z M < w n `9 m r77 Dwr c ~ m ` `178 O BOULEVARD ROSEMEAD J ~1a3 r Q zz rn z O J J ~ Z Q W ~ O Q zannupoj zooz/ot/go gg-gYEO dol b 53 o cn W o ~ = W ~ J W U z O d _ d Q (L O U U) LL LL a J Q D_ 0 W LU Q 0 . W Q U W W W H LL z o N z ~zS Z zz U w - V) Lu U ,a o¢a\5.o\6v,\alfl con T C W O ~ = w U J w z_ O w a. > o U w w L U L a J Q O w Q U IL D H w a Z p N r z z z g Z z V) Lu ZQce J J V za nbilbbl .o ".\6^0\6V K\aervo^:o 54 E N G I N E E R S As shown in Column [4] of Table 7, this mitigation measure is expected to improve the V/C ratio in the AM peak hour from 0.937 (LOS E) to 0.857 (LOS D) and in the PM peak hour from 1.042 (LOS F) to 0.917 (LOS E). Thus, this improvement is expected to reduce the project-related PM peak hour traffic impact to less than significant levels. TRAFFIC ANALYSIS WITH CLOSURE OF THE DRIVEWAY A EGRESS Existing Conditions As shown in Column [1] of Table 8, three of the five study intersections are currently operating at LOS D or better during the AM and PM peak hours under existing conditions. The following study intersections are currently operating at LOS E during the peak hours as shown below: • Int. No. 1: Rosemead Boulevard and AM Peak Hour: V/C=0.977, LOS E Valley Boulevard • Int. No. 2: Rosemead Boulevard and Marshall Street PM Peak Hour: V/C=0.934, LOS E AM Peak Hour: V/C=0.947, LOS E PM Peak Hour: V/C=0.959, LOS E As previously mentioned, the existing traffic volumes with closure of driveway A egress at the study intersections during the AM and PM peak hours are displayed in Exhibits 21 and 22, respectively. With Related Projects The V/C ratios at the study intersections are incrementally increased with the addition of traffic generated by the related projects listed in Table 5. As shown in Column [2] of Table 8, three of the five study intersections are anticipated to operate at LOS D or better with the addition of traffic due to the related projects. The following study intersections are expected to operate at LOS E with the addition of related projects traffic during the peak hours as shown below: Rosemead Place Slopping Center 55 City of Rosemead, California E N G I N E E R S • Int. No. 1: Rosemead Boulevard and Valley Boulevard • Int. No. 2: Rosemead Boulevard and Marshall Street AM Peak Hour: V/C=0.986, LOS E PM Peak Hour: V/C=0.953, LOS E AM Peak Hour: V/C=0.958, LOS E PM Peak Hour: V/C=0.972, LOS E The future pre-project (existing plus related projects) traffic volumes with closure of the driveway A egress at the study intersections for the AM and PM peak hours are shown on Exhibits 32 and 33, respectively. With Project As shown in Column [3] of Table 8, application of the City's threshold criterion for traffic signal- controlled intersections to the "With Project" scenario indicates that one study intersection is anticipated to be significantly impacted by the project. The project is expected to create a significant traffic impact according to City impact criteria at the following location: • Intersection No. 2: Rosemead Boulevard and Marshall Street PM peak hour V/C ratio increase of 0.132 [0.972 to 1.104 (LOS F)] As shown in Table 8, incremental, but not significant, changes in V/C ratios are noted at the remaining four study intersections. The future with project (existing, related projects plus project) traffic volumes with closure ofdriveway A egress at the study intersections for the AM and PM peak hours are displayed on Exhibits 34 and 35, respectively. The future with project driveway traffic volumes with closure of driveway A egress at the study intersections for the AM and PM peak hours are displayed on Exhibits 36 and 37, respectively. Rosemead Plaee Shopping Center 56 City of Rosemead, California mm"' BOULEVARD moo -673 J I ` ~Z1 VALLEY uxt ~ I r 374- ° 162- - 0 6n m ` ~ 0 mv°i `117 ~ ~ I X66, i 1~ ~'r i 1431 r~~ - - gym,"a -306 - 321 21 STREET \ MARSHALL J 1 l r- 121 L 44J r 6 126 i ° `46 _ a- moo 12 3~ - 1721 J l -47 _ 10 GLENDON WAY SITE RAMONA BLVD SA~ BERNARDINO FREEWAY e0 G~ FL 9po 8 ° 0 0 n i P v LINSCOTT 32 LAW & FUTURE PRE-PROJECT TRAFFIC VOLUMES W AM WITH CLOSURE OF DRIVEWAY A EGRESS GREENSPAN E N G B N E E R 5 NOT TO SCALE ROSEMEAD PLACE SHOPPING CENTER 57 `-64 BOULEVARD + (I- VALLEY 247J r 664- 204_ - O cn m + Jl ° `1 3 6 -139 STREET - 2 2 ' MARSHALL J I 1 ' Bt-~ 1 b ~ ( L~:24 i _ 243- m. 971 _ 10 1 GLENDON WAY SITE 9- 1 RAMONA BLVD SAN 1o BERNARDINO FREEWAY 00 G~ FL O 33 LINSCOTT FUTURE PRE-PROJECT TRAFFIC VOLUMES LAW & WITH CLOSURE OF DRIVEWAY A EGRESS GREENSPAN QNp PM PEAK HOUR E N G 0 N E E R S NOT TO SCALE ROSEMEAD PLACE SHOPPING CENTER 58 All BOULEVARD me° -677 JIB x221 VALLEY 4t z 174- o 171-, O O) m ` 0 r X117 ' J I X66 ~ 143 - _ ~ma `,22 -116 -126 11 STREET , - - \ I f-252 MARSHALL J 4s~ 1 ( zed m^ L88 ` m 143 ,82'1 "2 J L -67 . 1 11J ' GLENDON` WAY SITE 2 13 RAMONA BLVD BERNARDINO mmommommomm~ FREEWAY SAN 10 3 ~O G FL v a 34 LINSCOTT FUTURE WITH PROJECT TRAFFIC VOLUMES LAW & WITH CLOSURE OF DRIVEWAY A EGRESS GREENSPAN AM PEAK HOUR E N C I N E E R S NOT TO SCALE ROSEMEAD PLACE SHOPPING CENTER 59 r `i~ BOULEVARD m fi { L x177 VALLEY 247J It r 664- 225- O w m ~ ~ TTD11 O + 4 N ~ `198 -139 -166 23 STREET - MARSHALL ) I f-362 N r e 424- L:34 4 26 ' 97-1 GLENDON~ --,,WAY SITE 34 74 RAMONA 13LVD L~ BERNARDINO FREEWAY SAN ~o e0 G~ FL ~Pa LAW LINSCOTT 35 FUTURE WITH PROJECT TRAFFIC VOLUMES LAW & PAtd WITH CLOSURE OF DRIVEAY A EGRESS PM PEAK HOUR E N G I N E E R 5 NOT TO SCALE ROSEMEAD PLACE SHOPPING CENTER 60 W w rs rn HART r20 I 1-. l ( Zr` U AVENUE ^ LL (7 I Q `86 w DWY D u Cc ( i f _ O V J Z_ 0 a z w a w r ~9 x150 p m DWY C m L 118 r 3 O BOULEVARD ROSEMEAD Q ~ z a z O J J z Z Q W co O 0= Q i anbupol ZOOZ/Ol/90 6V:9060 dOl 5 61 (C) rj) Cl) Co Lu ~wQw Lu ~ U J MCI z OWD- ~ Q Q O W L ~ a LL L dJ Q W O a w Q 1n Q W O LLI Q F- 0 WU 02 a: IL W H LL J ~U m 0 i z O~Z z Z Q 0 JJU +P'9fa\6MP\6v if\al!1 Ool\ m w w HART ~12 I ~ ~ 1z-~ 1 ~ AVENUE 5z-~ 1 ( m 1r~~ I n LL~ O Q = Q Q Q Q ° `49 219 77 7 W DWY D ' I I 1 1 1 ' LL O C0 Z_ a z m w 36 p m r-261 DWY C r m `174 ROSEMEAD 3 x-195 BOULEVARD Q 3 z a Cf) z O J J z Q S w W J U) ~ Q Q I aul, 7~ ne yv v~ aui ~Cf) cf) jcr ~w Lu ~oWz 0 W IL OL ~0- >Q~0 U~ w LL < Q LL > d Q W O w Q cf) U- Q W 0 W Q ~rr^^ VJ Uo )U LL J U 0 z z z ~~Z C1 z W Q P'L2a\6m P\60 Lt\., W!\.o 62 E N G I N E E R S With Project Mitigation Direct project mitigation, in the form of roadway and signal improvement measures, is proposed at the following intersection in response to project-related traffic impacts. • Intersection No. 2: Rosemead Boulevard and Marshall Street Mitigation for this location consists of restriping the westbound approach to provide one exclusive left-turn lane, one shared left-turn/through lane and one shared through/right-turn lane. This mitigation measure can be accommodated within the existing roadway width and no parking spaces are expected to be removed. A traffic signal modification will be needed to accommodate this mitigation measure. The signal timing at this intersection will be modified to allow for split phasing of the eastbound and westbound approaches. This mitigation measure is identical to the mitigation measure proposed under existing conditions. As shown in Column [4] of Table 8, this mitigation measure is expected to improve the V/C ratio in the AM peak hour from 0.978 (LOS E) to 0.878 (LOS D) and in the PM peak hour from 1.132 (LOS F) to 0.933 (LOS E). Thus, this improvement is expected to reduce the project-related PM peak hour traffic impact to less than significant levels. COMPARISON OF PROJECT ALTERNATIVES Based on the above analysis, a comparison of the project alternatives has been prepared. As shown in Tables 7 and 8, the project is expected to significantly impact Intersection No. 2, Rosemead Boulevard and Marshall Street. For both project alternatives, this project-related traffic impact can be fully mitigated through restriping of the westbound approach and modification of the signal timing to allow for split phasing. However, based on the comparison of V/C ratios in Tables 7 and 8, the project under existing geometric conditions is expected to worsen Intersection No. 3, Rosemead Boulevard and Glendon Way/I-10 Freeway Westbound Off-Ramp, from LOS D to LOS E while the project with closure of the driveway A egress is expected to maintain Intersection No. 3 at LOS D. Therefore, it is recommended that the project alternative be implemented and as such the egress at driveway A should be closed. Rosemead Place Shopping Center 63 City of Rosemead, California E N G I N E E R S TRAFFIC SAFETY REVIEW A traffic safety review of Marshall Street between Rosemead Boulevard and Hart Avenue was performed as part of this traffic study. Required data includes the annual number of accidents at this location and the annual number of vehicles that travel on this segment of Marshall Street. This information is used to determine an accident rate for this portion of Marshall Street. The accident rate is expressed as the number of accidents per million vehicle-miles of travel. Traffic accident data from January, 1998, through June, 2001, originally collected by the Statewide Integrated Traffic Reporting System (SWITRS) was provided by the City of Rosemead for this analysis. The annual number of vehicles that travel on Marshall Street between Rosemead Boulevard and Hart Avenue was estimated based on the average daily traffic (ADT) count information provided by the City of Rosemead. The segment length was determined to be approximately 1,500 feet based on the existing site plan of the shopping center. With the number of reported accidents, the annual number of vehicles, and the segment length, the accident rate for the study street segment was calculated. As determined from the information provided by City staff, the 24-hour traffic volume count was 10,389 ADT for Marshall Street between Rosemead Boulevard and Hart Avenue. Further, there were nine (9) traffic accidents reported during the 3.5 year period from January, 1998, through June, 2001 on Marshall Street between Rosemead Boulevard and Hart Avenue. A list of the reported traffic accidents is provided in Table 9. The following equation, from the Traffic Engineering Handbook, ITE, 1992, is utilized to obtain the section rate in terms of accidents per million vehicle- miles of travel: A x 106 Section Rate= _365TxVxL Where: A = number of reported accidents, T = time frame of the analysis in years, V = average daily trips (ADT), and L = the section length in miles. Rosemead Place Shopping Center 64 Qv of Rosemead, California E N G I N E E R S Table 9 LIST OF REPORTED ACCIDENTS ON MARSHALL STREET [1] Rosemead Place Shopping Center nail v9nm DATE TIME LOCATION TYPE PROBABLE CAUSE 01/12/98 12:05 PM 423 Fest East of Rosemead Blvd. Broadside Right of Way 02/04/98 06:00 PM 400 Feet West of Hart Avenue Broadside Right of Way . 03/17/98 03:50 PM 416 Feet East of Rosemead Blvd. Broadside Right of Way 03/18/98 11:30 AM 405 Feet East of Rosemead Blvd. Broadside Right of Way 10/03198 04:20 PM 150 Feet West of Hart Avenue Broadside Right of Way 06/10/99 05:00 PM 150 Feet West of Hart Avenue Other Starting/Backing Up 08/13/00 12:00 PM 408 Feet East of Rosemead Blvd. Broadside Right of Way 01/11/01 06:25 PM 120 Feet East of Rosemead Blvd. Broadside Right of Way 02/13/01 04:35 PM 408 Feet East of Rosemead Blvd. Broadside Right of Way [t] Source: SW ITRS, for the 3.5 year period from 01/98 to 06/01 on Marshall Street between Rosemead Boulevard and Hart Avenue. Rosemead Place Shopping Center 65 City of Rosemead, California E N G I N E E R S Thus, Section Rate = 9X 106 365(3.5)(10,3 89)(0.284) Section Rate = 9,000,000 3,769,233 Section Rate =2.39 Based on the above calculation, the section rate for Marshall Street between Rosemead Boulevard and Hart Avenue is estimated to be 2.39 accidents per million vehicle-miles of travel. The rate of reported accidents is greater than the average accident rate of 1.55 accidents per million vehicle- miles of travel for mixed development locations with critical speed less than 45 mph. The average accident rate is provided by the Los Angeles County Department of Public Works. The rate of reported accidents indicates that potential safety remedies should be considered for Marshall Street. Further, as shown in Table 9, the majority of reported accidents in this area over the 3.5 year analysis period were broadside collisions. The following measures are recommended: 1. Installation of all-way stop control at the Marshall Street/Hart Avenue intersection. In addition to improving traffic flow at the intersection, the all-way stop control would reduce travel speeds on Marshall Street west of Hart Avenue. 2. Improve sight distance on Marshall Street by pruning and/or removing a portion of the; trees that are located on the existing raised median. A more detailed sight distance analysis is required to specifically identify which trees should be modified or removed to improve safety. 3. Consider the installation of a traffic signal at the intersection of Marshall Street and _ a. project access location (see the following section). While a traffic signal may reduce some types of accidents (e.g., broadside), it may result in an increase of other types of accidents (e.g., rear-end). Rosemead Place Shopping Center 66 City of Rosemead, California E N G I N E E R S TRAFFIC SIGNAL WARRANT ANALYSIS A traffic signal warrant analysis has been prepared for the project driveways. The traffic signal warrant analysis has been prepared based on the procedures contained in the Caltrans Traffic Manual. The Traffic Manual contains 11 measures that may be used to determine whether a traffic signal is warranted. The various warrants include analysis of the minimum vehicular volume, interruption of continuous traffic, accident experience, four hour volume, peak hour volume, among others. Based on the data available for the project, all of the warrants were reviewed to determine if any of the driveways satisfied the conditions for installation of a traffic signal. A review of the future with project and future with project and closure of the Driveway A egress conditions was performed. The AM and PM peak hour driveway traffic volume worksheets are included in Appendix E. The AM and PM peak hour driveway traffic volume with closure of the Driveway A egress worksheets are included in Appendix F. The results of the traffic signal warrants analysis are summarized in Table 10 while the worksheets are available in Appendix . As shown in Table 10, for the Rosemead Boulevard/Driveway B intersection, the peak hour volume warrant is met for the future conditions with closure of the Driveway A egress. For the Marshall Street/Driveway C intersection, the minimum vehicular volume warrant is met for the future conditions with closure ofthe Driveway A egress. None of the other driveways met any of the traffic signal warrants. It should be noted that meeting the requirements for one of the warrants alone may not justify the installation of traffic signals'at one of the driveways. In fact, since only right-turn access is provided at Driveway B, the Rosemead Boulevard/Driveway B intersection should not be given ahigh priority for the installation of traffic signals. However, the Marshall StrecCDriveway C intersection should be studied further once the project is in place. With respect to the traffic safety review from the previous section, if any of the wan-ants are satisfied after the project is fully occupied, then installation of traffic signals at this location would be recommended. Rosemead Place Shopping Center 67 City of Rosemead, California E N G I N E E R 5 Table 10 TRAFFIC SIGNAL WARRANTS SUMMARY [1] Rosemead Place Shopping Center [2] Warrants Satisfied [3] Intersection Condition 1 2 3 4 5T6 7 8 9 10 11 I-10 Freeway WBOff-Ramp A No No No N No No No No No No and Driveway A B N/A N/A N/A L J N/A HNA N/A N/A N/A NIA N/A Rosemead Boulevard A No No No I No I No No No No ( No No No and Driveway B B No No No No No No No No No No Yes Marshall Street A No No No ~ No No No No No No No and Driveway C B Yes No + No No No No No No No Marshall Street A No No I No No No No No No No No No and Driveway D B No No No No No No No No No No No Hart Avenue A No No No No No + No No No No and Driveway E B No I No ( No No No I No No No No No No Hart Avenue A No I No No No No No No No No I No No and Driveway F B No No No I No No No ( No No No No No Hart Avenue and Driveway G A B No I-No No No No No No No No No No No I No No No No No No No No No No Hart Avenue and A No No No I No No No No No ! No No No Driveway H(Ramona Blvd _ B No No ~ _ No No I No No No No No No No [1] Based on the Caltrans "Traffic Manual" Traffic Signal Warrants. [2] A - Future With Project Condition B - Future With Project and Closure of Driveway A Condition ' [3] 1 -Minimum Vehicular Volume 7 - Systems Warrant 2 - Interruption of Continuous Traffic 8 - Combination of Warrants 3 - Minimum Pedestrian Volume 9 - Four Hour Volume 4 - School Crossing 10 - Peak Hour Delay 5 - Progressive Movement 11 - Peak Hour Volume 6 - Accident Experience N/A - Not Applicable Rosemead Place Shopping Center 68 City of Rosemead, California E N G I N E E R 5 CONCLUSIONS The Rosemead Place Shopping Center is located on the southeast corner of the Rosemead Boulevard and Marshall Street intersection in the City of Rosemead, California. The project contains a total of 438,243 square feet (SF) of building floor area. A mix of land uses including retail, restaurant, health club, general office and medical office are a part of the project. The project is expected to generate 246 net new vehicle trips (194 inbound trips and 52 outbound trips) during the AM peak hour. During the PM peak hour, the project is expected to generate 503 net new vehicle trips (207 inbound trips and 296 outbound trips). Over a 24-hour period the project is forecast to generate 5,212 net new trip ends (2,606 inbound trips and 2,606 outbound trips) during a typical weekday. In order to evaluate the potential impacts to the local street system, five intersections were analyzed to determine changes in operations following full-occupancy of the Rosemead Place Shopping Center. A parking analysis, traffic safety review, and traffic signal warrant analysis were also prepared to identify any project-related transportation impacts. Based on these analyses, the following is concluded: A significant impact at one of the five study intersections (Rosemead Boulevard and Marshall Street) is expected to occur with the addition of traffic due to the project. This impact is expected to occur under the existing driveway configuration as well as under the closure of the driveway A egress alternative. Incremental, but not significant impacts are forecast at the remaining four study intersections. 2. The westbound approach of Marshall Street at Rosemead Boulevard should be restriped to provide one exclusive left-turn lane, one shared left-turn/through lane and one shared through/right-tum lane. This mitigation measure can be accommodated in the existing roadway width. Further, a signal modification is required to provide for split phasing on Marshall Street at Rosemead Boulevard. The recommended mitigation measure is expected to reduce the project-related impact to less than significant levels. Rosemead Place Shopping Center 69 City of Rosemead, California E N G I N E E R S 3. Based on a comparison of the project altematives, closure of the Driveway A egress is recommended. Driveway A should be closed in conjunction with full occupancy of the project. 4. Theproject is expected to provide 1,681 parking spaces which is in excess of the City Code parking requirements (1,461 spaces). However, certain areas within the shopping center may be deficient in parking. If a four space deficit is deemed to be unacceptable then area A should be reconfigured. Intemal site design adjustments to promote pedestrian connectivity between area A and areas B and D should be considered. Areas F and G are also deficient in parking by three spaces and 40 spaces, respectively. The southern-most aisle as well as 40 spaces in the adjoining aisles of the parking structure should be marked for medical and general office use only. This would be consistent with the current area F signs and would satisfy the City Code parking requirements for the shopping center. 5. For Marshall Street between Rosemead Boulevard and Hart Avenue, the reported traffic accident rate of 2.39 accidents per million vehicle-miles of travel is greater than the average accident rate of 1.55 accidents per million vehicle-miles of travel. Recommended measures to reduce the traffic accident rate on Marshall Street include installing all-way stop control at the Marshall Street/Hart Avenue intersection, improving the sight distance on Marshall Street by pruning and/orremoving aportion of the trees on the existing raised median, and considering the installation of a traffic signal at the intersection of Marshall Street and Driveway C. 6. Signalization of the Marshall Street and Driveway C intersection is recommended. The intersection should be studied again after the project is fully occupied. If any of the traffic signal warrants are met, the intersection should be signalized. O:\JOB FILE\3149\repon\3149RPT1.WPD Rosemead Place Shoppia.- Center 70 City of Rosemead, California Linscott, Law & Greenspan, Engineers APPENDIX A Manual Turning Movement Counts and Automatic 24-Hour Machine Counts « ACCUTEK » << 21114 TRIGGER LANE << DIAMOND BAR, CA 91765 << (909) 595-6199 FAX: (909) 595-6022 > r- c Paolna- Tur n Mn manf File Name :306201 Site Code : 00306201 Start Date : 02/05/2002 Page No : 1 - ROSEMEA -BLVD. VALLEY BLVD. ROSEMEAD BLVD. VALLEY BLVD. Southbound Westbound _ Northbound Eastbound Start Time j I _ Ri ht i g Thru I j Left' App' Right Totall hru Left App' otal I Right . Thru j Left App' Totall Right Thru Left i App. ! Totali Int. Totall i Factor 1 1.0 1 1.0 1 1.0 1.0 1.0 1.0 1 1.0 1.0 1 1.0 1 1.0 1.0 : 1.0 ! 07:00 AM 47 327 1 375 1 5 112 27 144 1 13 263 28 304 10 40 16 66 889 07:15 AM 58 370 3 4311 16 118 26 160 18 326 33 377 18 29 10 57 1025 07:30 AM 80 361 it 452 25 181 40 246 23 422 47 - 492 26 72 21 119 1309 07:45 AM 75 374 8 4571 35 160 53 248 39 402 49 490 48 113 48 209 1404 Tntzl J6n 1497 73 1715i 81 571 146 798. 93 1413 157 16631 102 254 95 4511 4627 08:00 AM 49 391 8 448 25 159 50 234 26 283 51 -360 S2 104, 38 194 1236 08:15 AM 83 340 13 436 16 - 163 51 230 23 320 50 393 26 75 34 135 1194 08:30 AM 56 366 13 435 17 165 46 228 17 314' 54 385 27 54 27 108 1156 08:45 AM 69 363 16 448. 7 160 49 216 28 322 52. 402 32 64 21 1171 1183 Total 257 1460 50 17671 65 647 196 908 94 1239 207 15401 137 297 120 554! 4769 BREAK , • 04:00 PM 39 274 15 328 27 115 40 182 39 312 32 383 54 169 65 2881 1181 04:15 PM 32 347 22 4011 18 105 42 165 40 356 41 437 50 151 57 2581 1261 ' 04:30 PM 36 311 23 370 17 98 34 149 40 318 37 395 36 175 76 2871 1201 04:45 PM 51 303 17 371 15 95 39 149 43 406 38 487 60 158 64 2821 1289 • Total. 158 1235 77 14701 77 413 155 6451 162 1392 148 1702 200 653 262 11151 4932 05:00 PM 43 300 22 365 13 104 47 164 32 371 30 433 48 156 55 2591 1221 05:15 PM 34 307 11 352 16 111 26 153 39 427 38 504 53 173 63 289 1298 05:30 PM 57 305 16 378 14 124 46 184 45 367 39 451 43 164 61 268 1281 05:45 PM 53 310 11 3741 21 114 36 171 42 392 29 463 51 159 56 2661 1274 Total 187 1222 60 1469 64 453 155 6721 158 1557 136 1851 195 652 235 10821 5074 Grand Total 862 5349 210 6421; 287 2084 652 3023 507 5601 648 6756] 634 1856 712 3202 19402 Apprch % 13.4 83.3 3.3 ; 9.5 68.9 21.6 7.5 82.9 9.6 1 19.8 58.0 22.2 Total % 4.4 27.6 1.1 33.1 1 1.5 10.7 3.4 15.6 j 2.6 28.9 3.3 34.8 3.3 9.6 3.7 16.5 ROSEMEAD BLVD. VALLEY BLVD. ROSEMEAD BLVD. VALLEY BLVD. Southbound Westbound Northbound Eastbound App. ! APP APP• 1 1 App. ! Int. Start Time Right , Thru Left. Total Right Thru Left Total Right Thru Left Total j Right Thru 1 Left Total Total. Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1 Intersection 07:30 AM - ! Volume 287 1466 40 1793: 101 663 194 958, 111 1427 197 1735 152 364 141 657 S143 Percent 16.0 81.8 2.2 10.5 69.2 20.3 6.4 82.2 11.4 : 23.1 55.4 21.5 ! i , 07:45 75 374 8 457 35 160 53 248 39 402 49 490; 48 113 48 209 1404 Volume 0.916 Peak Factor High Int. 07:45 AM 07:45 AM 07:30 AM 07:45 AM Volume 7S 374 8 457 ! 35 160 53 248 23 422 47 492 . 48 113 48 209 Peak Factor 0.981 , 0.966 0.882 : 0.786 Peak Hour From 04:00 PM to 05:45 PM - Peak I of 1 Intersection 04:45 PM ! Volume 185 1215 66 1466 58 434 158 650 159 1571 145 1875 204 651 243 1098, 5089 Percent 12.6 82.9 4.5 8.9 66.8 24.3 8.5 83.8 7.7 18.6 59.3 22.1 Volume 34 307 11 352 16 111 26 153, 39- 427 38 50,4 53 173 63 289; 1298 Peak Factor 0.980 High Int. 05:30 PM 05:30 PM 05:15 PM 05:15 PM Volume 57 305 16 378 14 124 46 184; 39 427 38 504 53 173 63 289 Peak Factor 0.970 ; 0.883 0.930 : 0.950 <<ACCUTEK «21114 TRIGGER LANE» << DIAMOND BAR, CA 91765 << (909) 595-6199 FAX: (909) 595-6022 > Grouos Printed- Turning Movement File Name :306202 Site Code :00306202 Start Date : 02105/2002 Page No : 1 1 ROSEMEAD BLVD. MARSHALL ST. ROSEMEAD BLVD. MARSHALL 51. South bound Westbound Northbound Eastbound Start Time Right Thru Left Toted Right j Thru Left Total I Right I Thru I Left App' I Total Right I Thru Left I App' I Total Int. Total Factor' 101 10 10 101 101 101 1 101 101 101 '1 1.01 1.01 1.01 1 07: 00 AM 12 339 20 371 22 26 38 86 9 1 314 7 3301 18 17 6 41 828 07: 15 AM 9 443 15 467 13 33 39 85 14 344 14 3721 21 17 10 48 972 07: 30 AM 19 403 21 443 17 70 47 134 1 25 475 12 5121 36 14 11 61 1150 07: 45 AM 12 458 23 493 20 88 43 151 24 425 13 462 48 34 18 100 1206 r..r~i c1 194v 74 1774 1 77 217 167 4S6 72 1558 46 1676 ; 123 82 45 250 1 4156 08:00 AM 12 498 28 538 21 90 39 150: 24 346 13 3831 49 43 9 101 1172 08:15 AM 12 427 25 464 21 66 40 127 29 378 24 4311 39 33 11 83 1105 06:30 AM 11 424 21 456 24 68 32 ' 124 26 367 20 4131 36 28 15 79 1072 08:45 AM 30 437 27 474 17 37 41 95 20 381 21 422 27 28 14 69 1060 Total 45 1786 101 19321 83 261 152 496 99 1472 78 - 16491 151- 132 49 3321 4409 BREAK I ' 04:00 PM 5 405 33 443 19 24 40 831 38 392 18 448.1 28 49 21 981 1072 04:15 PM 6 387 25 418 17 26 33 76 56 379 31 466 29 61 20 110 ~ 1070 04:30 PM 9 370 22 401 27 22 40 891 45 449 27 5211 30 49 18 97 1 1108 04:45 PM 14 342 24 380 22 28 42 92 64 462 21 547 27 45 24 96 1115 ' Total 34 1504 104 16421 85 100 155 3401 203 1682 97 19821 114 204 83 4011 4365 05:00 PM 9 398 35 442 24 33 - 32 89 56 406 21 483 32 47 14 931 1107 05:15 PM 6 343 23 374 24 22 48 94~ 63 455 22 540 24 69 22 115 1123 05:30 PM 9 398 26 433 36 37 43 116 70 461 27 5581 23 66 14 103 1210 ' 05:45 PM 11 363 30 404 30 33 53 116 88 442 16 5461 18 61 31 110 1176 Total 37 1502 114 1653 114 125 176 415; 277 1764 86 21271 97 243 81 4211 4616 Grand Total 168 6435 398 7001 354 703 650 17071 651 6476 307 74341 485 661 258 1,4041 175,46 Apprch % 2.4 91.9 5.7 20.7 41.2 38.1 8.8 87.1 4.1 1 34.5 47.1 18.4 Total % 1.0 36.7 2.3 39.9 2.0 4.0 3.7 9.7 3.7 36.9 1.7 42.4 2.8 3.8 1.5 8.0 Start Time Right Thru I Left App' 1 Right Thru 1 Left App' Right Thru Left ApP' Right . Thru Left ` App' ' Int. Totals Total Total - Totali Total Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1 Intersection 07:30 AM I Volume 55 1786 97 1938 79 314 169 562 102 1624 62 1788- 172 124 49 345 4633 Percent 2.8 92.2 5.0 14.1 55.9 30.1 5.7 90.8 3.5 49.9 35.9 14.2 07:45 12 458 23 493 20 88 43 151 24 425 13 462 48 34 18 10011 1206 Volume Peak Factor 0.960 High Int. 08:00 AM 07:45 AM ; 07:30 AM : 08:00 AM Volume 12 * 498 28 538 20 88 43 151 25 475 12 512: 49 43 9 1011 Peak Factor 0.901 0.930 0.873 0.854 Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 . Intersection 05:00 PM i Volume 37 1502 114 16531, 114 125 176 415 277 1764 86 2127 97 243 81 421 4616 Percent 2.2 90.9 6.9 j 27.5 30.1 42.4 13.0 82.9 4.0 23.0 57.7 19.2 05:30 9 398 26 433, 36 37 43 116; 70 461 27 558 23 66 14 1031 1210 Volume Peak Factor 1 0.954 High Int. 05:00 PM 05:30 PM : 05:30 PM 05:15 PM Volume 9 398 35 4421 36 37 43 116, 70 461 27 558 24 69 22 115 Peak Factor 0.935 0.894 0.953 0.915 <<ACCUTEK>> << 21114 TRIGGER LANE c< DIAMOND BAR, CA 91765 File Name : 306203 << (909) 595-6199 FAX. (909) 595-6022 > Site Code : 00306203 Start Date : 02105/2002 Page No : 1 Groups Pnnted- Turning Movement ROSEMEAD BLVD. GLENDON WAY ROSEMEAD BLVD. I GLENDON WAY _ Southbound Westbound Northbound Eastbound Start Time •1 Right Thru Left App' Right Thru Left I App' Right Thru j Left I App' I Right Thru ! Left App' ! Int. l Total I Total: Total; I Totall Total• Factor 101 10: 10 101 10' 101 1 1,01 101 1.0! 1.01 1.01 1.01 07:00 AM 63 322 0 385 41 6 16 63 35 305 5 345 21 0 4 251 818 07:15 AM 69 416 0 4651 38 10 15 63 51 369 10 430 29 1 1 31 1009 07:30 AM 64 441 0 505 37 11 26 74 40 506 11 557 30 1 4 35 1171 07:45 AM 65 496 0 5611 42 15 29 86 35 464 15 514 43 1 1 45 1206 Total 261 1675 0 1936, 158 42 86 2861 161 1644 41 18461 123 3 10 136 4204 08:00 AM 63 520 0 583:, 52 12 24 88 54 374 21 449 52 0 1 53 1173 08:15 AM 69 449 0 5181 54 15 29 98 45 416 14 475 16 0 1 17 1108 08:30 AM 62 448 0 510; 44 12 22 78 57 407 15 479 S 0 2 7 1074 08:45 AM 78 42S 0 503 32 7 23 62 57 405 6 468 12 0 8 20 1053 Total 272 1842 0 2114; 182 46 98 3261 213 1602 56 18711 85 0 12 971 4408 BREAK 04:00 PM 81 388 0 469 45 23 17 85 133 430 19 5821 10 .0 5 15 1151 04:15 PM 101 324 0 425. 55 22 22 99 152 439 17 608 11 0- 12 23 1155 04:30 PM 94 347 0 441 61 15 14 90 184 500 33 717 27 0 6 33 1281 04:45 PM 83 361 0 4,44 51 21 25 97 165 532 17 7141 20 0 8 28 1283 - Total 359 1420 0 1779 212 81 78 3711 634 1901 86 2621! 68 0 31 991 4870 05:00 PM 101 373 0 4741 52 25 15 921 221 492 12 725 22 0 5 27 1318 05:15 PM 81 349 0 430 72 28 17 117 207 511 27 745 18 0 7 25 1317 05:30 PM 82 373 0 455 67 29 16 112j 164 490 42 696 26 0 4 30 1293 05:45 PM 89 354 0 443 65 23 29 117 150 .501 34 685 27 0 6 33 1278 Total 353 1449 0 1802: 256 105 77 4381 742 1994 115 2851; 93 0 22 1151 5206 Grand Total 1245 6386 0 7631 808 274 339 1421 1750 7141 298 9189; 369 3 75 4471 18688 Apprch % 16.3 83.7 0.0 56.9 19.3 219 I 19.0 77.7 3.2 ; 82.6 0.7 16.8 1 Total % 6.7 34.2 0.0 40.8 43 1.5 1.8 7.6 9.4 38.2 1.6 49.2 ; 2.0 0.0 0.4 2.4 I ROSEMEAD BLVD. GLENDON WAY ROSEMEAD BLVD. GLENDON WAY Southbound Westbound Northbound i Eastbound ! ! Left App' Right Thru Left ; App' Right Thru Left' App' Right ! Thru Let ! App. 11 Int. Start Time Right Thru Total Total ( Total'.. 1 Totall Total' Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1 Intersection 07:30 AM Volume 261 1906 0 2167 185 53 108 346 174 1760 61 1995 141 2 7 150j 4658 Percent 12.0 88.0 0.0 53.5 15.3 31.2 8.7 88.2 3.1 94.0 1.3 4.7 07:45 65 496 0 561 42 15 29 86 35 464 15 514 43 1 1 45~ 1206 Volume Peak Factor 10.966 High Int. 08:00 AM 08:15 AM 07:30 AM : 08:00 AM Volume 63 520 0 583 54 15 29 98! 40 506 11 557: 52 0 1 53 Peak Factor 0.929 0.883 0.895 0.708 j Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 Intersection 04:45 PM Volume 347 1456 0 1803 242 103 73 418! 757 2025 98 2880- 86 0 24 110 5211 Percent 19.2 80.8 0.0 57.9 24.6 17.5 26.3 70.3 3.4 78.2 0.0 21.8 05m Volume e 101 373 0 474 52 25 15 92. 221 492 - 12 725• 22 0 - 5 27 1318 ' Peak Factor 0.988 High Int. 05:00 PM 05:15 PM 05:15 PM . 05:30 PM Volume 101 373 0 474 72 28 17 117 207 511 27 7,15 26 0 4 30 Peak Factor 0.951 0.8931 0.966 0.917 <<ACCUTEK» << 21114 TRIGGER LANE << DIAMOND BAR, CA 91765 File Name : 306204 << (909 ).595-61 99 FAX: (909) 595-6022 > Site Code :00306204 Start Date : 02/05/2002 Page No Groups Prin ted- Turning Movement MARSH ALL ST. ! HART AVE. MARSHALL ST. Southbound West bound ~i Northbound Eastbound i Start Time Right Thru Left App' Right Thru I Left 1 Right 1 App' Th ru I Left I App' ' Right Thru ; Left App. j Int. j I Total ! . Total I ~ Total : I Total . Total I Factor 10 10 10 10 10 1.01 1 1.01 1.0 1.01 1.0 : 1.01 1.01 - 07: 00 AM 0 0 0 0 0 42 1 43 3 0 12 15 1 9 14 0 23 81 07: 15 AM 0 0 0 0 0 54 7 61 3 0 19 221 11 20 0 31 114 07: 30 AM 0 0 0 0 0 69 1 70 3 0 36 391 10 33 0 43 152 07: 45 AM 0 0 0 0 0 86 9 95 3 0 30 33 20 30 1 51 179 Total 0 0 0 0 0 251 18 269 12 0 97 109 50 97 1 148 526 08: 00 AM 0 0 0 0 0 87 3 90 5 0 51 561 26 33 0 59 205 08: 15 AM 0 0 0 0 0 64 8 72 1 0 31 32'. 27 30 0 57 1 161 08: 30 AM 0 0 0 0 0 67 6 73 7 0 26 33 I 17 20 0 37 143 08: 45 AM 0 0 0 0 0 45 3 48 3 0 17 20 15 14 0 29 ! 97 Total 0 0 0 0 0 263 20 283 16 0 125 141 85 97 0 182 606 BREAK * 04: 00 PM 0 0 0 0 0 27 1 28 2 0 17 19 1 21 55 0 76 I 123 04: 15 PM 0 0 0 0 0 28 2 30 4 0 14 181 19 76 0 95 143 04: 30 PM 0 0 0 0 0 42 '0 42 5 0 15 201 23 68 0 91 153 04. 45 PM 0 0 0 O 0 30 1 31 7 0 25 3Z 20 80 0 100 163 Total 0 0 0 0 0 127 4 1311 18 0 71 891 83 279 .0 362 1 582 05: 00 PM 0 0 0 0 0 32 3 35 6 0 25 31 25 89 0 114 180 1 05: 15 PM 0 0 0 0 0 22 3 25 4 0 25 291 27 88 1 116 170 05: 30 PM 0 0 0 0 1 -0 38 4 42 12 0 29 41 20 111 1 132 .1 215 05: 45 PM 0 0 0 0 0 37 3 40 15 0 26 41 31 121 1 153 234 Total 0 0 0 0 0 129 13 142 1 37 0 105 142! 103 409 3 515 799 Grand Total 0 0 0 0 1 0 770 55 8251 83 0 398 481 321 882 4 1207 2513 Apprch % 0.0 0.0 0.0 0.0 93.3 6.7 17.3 0.0 82.7 26.6 73.1 0.3 T otal % 0.0 0.0 0.0 0.0 0.0 30.6 2.2 32.8 3.3 0.0 15.8 19.1 12.8 35.1 0.2 48.0 M[ANaMALL J i. MnM' HvC Southbound I Westbound Northbound Eastbound StartTme Right Thru ! Left App' 1 Right Thru ! LeftApp' Right'; Thru Left I App' Right Thru i Left I APP• _ Totall Total I Total' _ Totals Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1 Intersection 07:30 AM Volume 0 0 0• 0 0 306 21 327 12 0 1,18 160 83 126 1 210 697 Percent 0.0 0.0 0.0 0.0 93.6 6.4 ! 7.5 0.0 92.5 39.5 60.0 0.5 flm 0 0 0 0: 0 87 3 90 5 0 51 56 26 33 0 59 205 e Volume Peak Factor 0.850. High Int. 6:45:00 AM 07:45 AM 08:00 AM 08:00 AM Volume 0 0 0 0 0 86 9 95 ! 5 0 51 56 26 33 0 59 Peak Factor 0.861 0.714 0.890 Peak Hour Fro m 04:00 PM to 05:45 PM - Peak 1 of 1 Intersection 05:00 PM Volume 0 0 0 01 0 129 13 142; 37 0 105 142 103 409 3 515: 799 Percent 0.0 0.0 0.0 0.0 90.8 9.2 26.1 0.0 719 20.0 79.4 0.6 05:45 0 0 0 0 0 37 3 40 15 0 26 41 31 121 1 153 234 Volume Peak Factor ! 0.854 High Int. 05:30 PM 05:30 PM 05:45 PM Volume 0 0 0 0. 0 38 4 421 12 0 29 41 31 121 1 153 Peak Factor 0.845 ! 0.866 0.842 cc ACCUTEK << 21114 TRIGGER LANE << DIAMOND BAR, CA 91765 » File Name : 306205 < < (909) 595-6199 FAX: (909) 595-602 2 > Site Code : 00306205 Start D ate : 02/05/2002 Page No :1 - Groups Prin ted- Turning Movement D~sswgy_ HART AVE. RAMONA BLVD. i Southbound Westbound Northbound Eastbound _ Start Time ! Right : Thru Left App' j Right Thru Left _ App' 'Right Thru Left App' Right Thru Left App. Int. j Total, Total! Totals ; Total Total Factori 1.0 1.0 '1,0 1 1.0 1.0E 1.0 1.0 1.0 1401 1.01 1.0 1.01 07:00 AM 0 0 3 31 5 7 0 12 1 0 0 0 0 0 4 2 6f 21 07:15 AM 1- 0 1 2 9 8 0 17~ 0 0 0 0 0 2 0 2~ 21 07:30 AM 0 0 2 2 10 14 0 24 0 0 0 0 0 4 3 7 33 07:45 AM 1 0 1 2 i 12 13 0 25 0 0 0 0 0 1 2 3 1 30 Total 2 0 7 9 36 42 0, 781 0 0 0 01 0 11 7 18 105 08:00 AM 3 0 3 6 12 8 0 20 0 0 0 0 0 4 3 7 33 08:15 AM 0 0 4 4 14 12 0 26 0 0 0 0 0 1 4 5 35 08:30 AM 1 0 1 2 13 12 0 25 0 0 0 0 0 2 4 6 33 08:45 AM 0 0 2 2 3 5 0 8 0 0 0 0 0 4 1 5 15 Total 4 0 10 14 42 37 0 79 0 0 0 0 0 11 12 23 ! 116 • BREAK - ' 04:00 PM 1 0 6 7 2 7 0 9 I 0 0 0 0 0 5 4 9 25 04:15 PM 1 0 7 8 1 8 0 0 8 0 0 0 0 0 3 1 4 20 04:30 PM 1 0 9 10 8 5 0 13 0 0 0 0 0 2 0 2 25 04:45 PM 2 0 8 10 6 5 0 11 1 0 0 0 0 0 1 1 21 23 Total 5 0 30 35 24 17 0 41 0 0 0 0 0 11 6 17 1 93 05:00 PM 0 0 10 10 6 5 0 11 0 0 0 0. 0 3 5 8 29 05:15 PM 2 0 9 11 9 2 0 11 0 0 0 0 0 4 2 6 1 28 05:30 PM 3 0 9 12 5 8 0 13 0 0 0 0 0 7 0 7 32 05:45 PM 3 0 13 16 4 4 0 8i 0 0 0 0 0 5 7 12 36 Total 8 0 41 49 24 19 0 43 0 0 0 0 0 19 14 33 125 Grand Total 19 0 88 1071 126 115 0 241 0 0 0 0 0 52 39 91 439 Apprch % 17.8 0.0 82.2 l 52.3 47.7 0.0 0.0 0.0 0.0 1 0.0 57.1 42.9 Total % . 4.3 0.0 20.0 i 24.4 28.7 26.2 0.0 54.9 0.0 0.0 0.0 0.0 1 0.0 11.8 8.9 20.7 DRTJG Wpy HART AVE. RAMONA BLVD. ~ 9. 1 Southbound Westbound I Northbound Eastbound Start Time ' Right Thru Left App' Total s Right ~ Thru I. 1 Left ' . App' R Total , ight Thru Left App' l Tota Right Thru Left 'pp Total Int. Total . Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1 Intersection 07:30 AM I Volume 4 0 10 14 48 47 0 95 0 0 0 0 0 10 • 12 22 131 Percent 28.6 0.0 71.4 50.5 49.5 0.0 0.0 0.0 0.0 0.0 45.5 54.5 08:15 0 0 4 4: 14 12 0 26 0 0 0 0 0 1 4 S 35 Volume Peak Factor 0.936 High Int. 08:00 AM 1 08:15 AM .6 :45:00 AM j 07:30 AM Volume 3 0 3 6l1 14 12 0 26 0 0 0 0 0 4 3 7 Peak Factor 0.583, 0.913 0.786 Peak Hour Fro m 04:00 PM to 05:45 PM - Peak 1 of 1 Intersection 05:00 PM I I Volume 8 0 41 49 24 19 0 43 0 0 0 0 i 0 19 14 33 125 Percent 16.3 0.0 83.7 55.8 44.2 0.0 0.0 0.0 0.0 0.0 57.6 42.4 flm 3 0 13 16 4 4 0 8 0 0 0 0 0 ; 5 7 12 36 e Volume . Peak Factor 0.868 High Int. 05:45 PM : 05:30 PM ! 05:45 PM Volume 3 0 13 16 5 8 0 13 0 0 0 0 0 5 7 12 Peak Factor ) 0.766 0.827 0.688 <<ACCUTEK» << 21114 TRIGGER LANE » << DIAMOND BAR, CA 91765 File Name : 306206 << (909) 595-6199 FAX: (909) 595-6022 > Site Code : 00306206 Start Date : 02/05/2002 Page No : 1 DWY B Groups Printed- i urning Movement ROSEMAD BLVD. I BWY-R. S/O MARSHALL ROSEMEAD BLVD. DWY/RAMADA H Southbound Westbound Northbound Eastbound App. App, App. tal Right Thru Left Total Right ( Thru 1 Left Total Right Thru I Left Start Time Right Thru Left To 07:00 AM 0 403 0 403 3 0 0 3 15 334 0 349 1 0 0 0 0 1 1 755 _ 07:15 AM 1 498 0 499 3 0 0 3 19 374 0 393 0 0 0 0 1 895 07:30 AM 0 504 0 504 3 0 0 3 i 33 518 0 551 1 0 0 1 i 1059 07:45 AM 0 553 0 553 3 0 0 3. 28 472 0 500 1 0 0 1 1057 Total 1 1958 0 1959 12 0 0 12 95 1698 0 17931 2 0 0 21 3766 08:00 AM 0 585 0 585 2 0 0 2 38 377 0 415 2 0 0 2' 1004 08:15 AM 0 512 0 512 - 8 0 0 8 35 433 0 '468 3 0 0 3 991 08:30 AM 1 493 0 494 1 0 0 1 34 405 0 439 2 0 0 2 936 _ 08:45 AM 1 519 0 520 9 0 0 9 18 416 0 434 1 0 0 1 964 Total 2 2109 0 2111 1 20 0 0 20 125 1631 0 17561 8 0 . 0 8; 3895 BREAK 04:00 PM 2 460 0 462 5 0 0 5 32 454 0- 486: 0 0 0 o f 953 04:15 PM 2 461 0 463 11 0 0 11 30 480 0 510; 1 0 0 li 985 04:30 PM 2 423 0 425 7 0 0 7 j 22 521 0 543 2 0 0 2 977 04:45 PM 1 438 0 439 4 0 0 4 I 28 535 0 563 0 0 0 0! 1006 Total 7 1782 0 1789 27 0 0 27 112 1990 0 2102. 3 0 0 3 1 3921 05:00 PM 0 457 0 457 10 0 0 10 30 513 0 543! 0 0 0 1010 05:15 PM 1 440 0 441 5 0 0 S 42 543 0 585 1 0 0 0 0 1032 05:30 PM 1 462 0 463 . 15 0 0 15 38 522 0 560 0 0 0 0 1038 05:45 PM 1 424 0 425 8 0 0 8 33 .548 0 581 1 0 0 0 0 1014 Total 3 1783 0 1786 38 0 0 38 143 2126 0 2269 1 0 0 1 1 4094 Grand Total 13 7632 0 7645 97 0 0 97 475 7445 0 7920 14 0 0 14 15676 Apprch % 0.2 99.8 0.0 10 0 0.0 0.0 6.0 94.0 0.0 10 0 0.0 0.0 Total % 0.1 48.7 0.0 48.81 0.6 0.0 0.0 0.6 3.0 47.5 0.0 50.5 ' 0.1 0.0 0.0 0.1 6UY B t ROSEMAD BLVD. By 1'4 S/O MARSHALL ROSEMEAD BLVD. DWY/RAMADA HOTEL ! Southbound Westbound Northbound Eastbound App. Int. Start Time Right Thru 1 Left App' 1 Right - Thru Left App' Right Thru . Left App. Right Thru Left Totali Total Total Total Total Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1 Intersection 07:30 AM 1 Volume 0 2154 0 21541 16 0 0 16 134 1800 0 1934 7 0 0 7! 4111 Percent 0.0 1000. 0.0 '00. 0.0 0.o 6.9 93.1 0.0 100 0.0 0.0 i 07:30 0 504 0 5041 3 0 0 3 33 518 0 551 1 0 0 1. 1059 Volume Peak Factor 0.970 High Int. 08:00 AM ! 08:15 AM 07:30 AM 08:15 AM Volume 0 585 0 585 1 8 0 0 8 33 518 0 551 3 0 0 3 Peak Factor 0.921 0.500 0.877 0.583 . Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 Intersection 05:00 PM Volume 3 1783 0 1786 ! 38 0 0 38 143 2126 0 2269 1 0 0 1 409,4 Percent 0.2 99.8 0.0 100. 0 0.0 0.0 6.3 93.7 0.0 100. 0 0.0 0.0 05:30 e 1 462 0 463''. 15 0 0 15 38 522 0 560 0 . 0 0 0, 1038 Volume Peak Factor 0.986 High Int. 05:30 PM j 05:30 PM 05:15 PM 05:15 PM Volume 1 462 0, 463; 15. 0 0 15 42 543 0 585 1 0 0 1 Peak Factor 0.964 1 0.633 0.970 0.250 <<ACCUTEK » «21114 TRIGGER LANE » << DIAMOND BAR, CA 91765 << (909) 595-6199 FAX: (909) 595-6022 > Grnuos Printed- Turnina Movement File Name : 306207 Site Code : 00306207 Start Date : 02/05/2002 Page No : 1 MARSHALL ST. . E/O ROSEMEAD I MARSHALL ST. Southbound Westbound DNNorthb ound Eastbound Start Time _ Right Thru I Left' App' R ' ight . Thru Left App' Right Thru Left App' Ri ght Thru Left App' li T t Int. T t li Total , Total Total o a o a Factor : 1.0 1 1.0 1.0 1.0 1.0 1.0 1 1.0 1.01 1.0 1 1 1.0 1.0 1.0 1 I 07:00 AM 0 0 0 0 0 66 3 69 3 0 14 17 11 33 0 44 130 07:15 AM 0 0 0 0 0 72 6 78 2 0 14 16 15 35 1 51 145 07:30 AM 0 0 0 0 0 103 4 107 2 0 16 181 11 50 0 61i 186 07:45 AM 0 0 0 0 0 119 8 127 . 1 0 18 19 20 61 0 81 227 Total 0 0 0 0 0 360 21 381 8 0 62 70 57 179 1 237 ! 688 08:00 AM 0 0 0 0 0 143 5 148 2 0 13 151 17 72 0 89 252 08:15 AM 0 0 0 o 0 loo 4 104 5 0 16 21 30 62 0 92; 217 08:30 AM 0 0 0 0 0 105 4 109 1 0 17 18 24 46 0 70 197 08:45 AM 0 0 0 0 1 0 68 7 75 0 0 18 181 21 46 1 68 161 Total 0 0 0 0 0 416 20 436 6 0 64 721 92 226 1 319 827 BREAK 04:00 PM 0 0 0 01 1 48 8 57 4 0 25 29~ 36 80 0 116 202 04:15 PM c 0 0 0 0 0 47 5 52 14 0 24 381 32 95 0 127 217 04:30 PM, 0 0 0 0 1 64 4 69 5 0 28 33 24 94 0 118 220 04:45 PM 0 0 0 . 0 0 64 5 69 10 0 26 36 18 300 0 1181 223 Total 0 0 0 0; 2 223 22 247 33 0 103 1361 110 369 0 479: 862 - 05:00 PM 0 0 0 0 3 70 7 80 9 0 23 321 40 104 1 145! 257 05:15 PM 0 0 0 0 1 2 54 1 57 11 0 28 391 27 115 0 142 238 05:30 PM 0 0 0 0 0 98 3 101 9 0 33 42 1 34 135 0 169 312 05:45 PM 0 0 0 0 ! 0 63 6 69 7 0 40 47 ! 25 150 1 176 292 Total 0 0 0 0; 5 285 17 307 36 0 124 1601 126 504 2 632; 1099 Grand Total 0 0 0 0 7 1284 80 1371 85 0 353 438 385 1278 4 1667i 3,476 Apprch % 0.0 0.0 0.0 0.5 93.7 5.8 19.4 0.0 80.6 23.1 76.7 0.2 ' Total % 0.0 0.0 0.0 0.0 0.2 36.9 2.3 39.4 2.4 0.0 10.2 12.6 1 11.1 36.8 0.1 48.0 -i r... Start Time Right Thru : Left App' Right Thru Left App Right : Thru I Left App' Right Thru ~ Left App' Int. Total : Total Total ' Total . Tota - Peak Hour From 07:00 AM to 08:45 AM - Pea k 1 of 1 Intersection 07:45 AM Volume 0 0 0 0 0 467 21 488! 9 0 64 73 91 241 0 332 . 893 Percent 0.0 0.0 0.0 0.0 95.7 4.3 i 12.3 0 .0 87.7 27.4 72.6 0.0 0 0 0 0 0 143 5 148; 2 0 13 15 17 72 0 89 252 Vol Volume 886 0 Peak Factor . High Int' 6:45:00 AM 08:00 AM 11 08:15 AM 108:15 AM Volume 0 0 0 0 0 143 5 1481 5 0 16 21;. 30 62 0 92~ Peak Factor 0.824 0.869 0.902 Peak Hour From 04:00 PM to 05:45 PM - Peak_ 1 of 1 Intersection 05:00 PM - Volume 0 0 0 0 5 285 17 307 36 0 12,4 160 126 509 2 632 1099 Percent 0.0 0.0 0.0 1.6 92.8 5.5 22.5 0.0 77.5 , 19.9 79.7 0.3 05:30 0 0 0 0 0 98 3 101: 9 0 33 42 34 135 0 169 312 Volume 0.881 Peak Factor High Int. 05:30 PM . 05:45 PM 05:45 PM Volume 0 0 0 0 0 98 3 101. 7 0 40 47 25 150 1 176 Peak Factor 0.760 1 0.851 0.898 . <<ACCUTEK>> << 21114 TRIGGER LANE » << DIAMOND BAR, CA 91765 File Name : 306208 << (909) 595-6199 FAX: (909) 595-602 2 > Site Code : 00 306208 Start Date : 02/05/2002 Page No : 1 Groups Prin ted- Turning movement _ - MARSHALL ST. Pw* W/O HART AVE. MARSHALL ST. Southbound - Westb ound iDWY D Northbound Eastbound i Start Tme Right Thru Left App' TotalI Right 1 Thru' Left' 1 App' Right Total Thru 1 Left App Total Right 1 Thru Left Total Total' I Factor l 1.0 1.0 ! 1.0 1.01 1.0 1 1.0 1 1 1.0 1.01 1.0 1 1 1.0 1 1.0 1 1.0 1 1 07:00 AM 0 0 0 0 0 55 0 55 3 0 13 16 1,4 22 0 36 107 • 07:15 AM 0 0 0 I 0 0 71 1 72 1 0 9 10 11 28 0 39 121 07:30 AM 0 0 0 0 1 0 105 3 108 2 0 3 5 10 42 0 52 165 07:45 AM 0 0 0 0 0 118 0 118 3 0 8 11 12 50 0 62 191 Total 0 0 0 0 1 0 349 4 353 9 0 33 421 47 142 0 189 i 584 08:00 AM 0 0 0 0 0 129 6 135 6 0 13 19 15 58 0 73 227 08:15 AM 0 0 0 0 0 90 5 95 j 3 0 17 20 j 15 53 0 68 183 08:30 AM 0 0 0 0 0 97 2 99 3 0 11 14 12 35 0 47 160 08:45 AM 0 0 0 0 1 0 62 1 63 1 0 13 14 ' 15 28 0 43 1 120 Total 0 0 0 0 0 378 14 3921 13 0 54 67 1 57 174 0 2311 690 BREAK 04:00 PM 0 0 0- 0 0 . 41 3 44 2 0 18 20 12 72 0 84 148 04:15 PM 0 0 0 0 0 43 0 43 6 0 9 15 19 89 0 108 166 04:30 PM 0 0 0 0 0 52 2 54'I 13 0 16 29 17 77 0 94 I 177 . 04:45 PM 0 0 0 O 0 56 1 57 5 0 14 19 15 96 0 111 ! 187 Total 0 0 0 0 i 0 192 6 198 26 0 57 83 1 63 334 0 397 1 678 05:00 PM 0 0 0 0 0 63 1 641 7 0 14 21 10 105 0 115 200 05:15 PM 0 0 0 0 0 39 2 41 8 0 16 24 1 17 ! 107 25 2 0 126 142 1 191 246 05:30 PM 0 0 0 0 0 65 3 68 7 0 29 36 17 1 05:45 PM 0 0 - 0 0 0 53 4 57 12 0 17 29 I 16 139 0 155 241 Total 0 0 0 0 0 220 10 230 34 0 76 110 1, 60 476 2 538 878 Grand Total 0 0 0 0 0 1139 34 1173 82 0 . 220 302 227 1126 2 1355 2830 Apprch % 0.0 0.0 0.0 1 0.0 97.1 2.9 27.2 0.0 72.8 16.8 83.1 0.1 Total % 0.0 0.0 0.0 0.0 0.0 40.2 1.2 41.4 2.9 0.0 7.8 10.7 8.0 39.8 0.1 47.9 DWYD MARSHALL ST. eYo--8. W/O HART AVE. ! MARSH ALL ST. South bound 1 Westbound Northbound Eastbound _ Start Time Right Thru Left App Right Thru 1 Left App' Right l T t Thru Left App Total Right Thru Left i App. Total Int. Total Total o a _ Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1 - Intersection 07:30 AM Volume 0 0 0 0 0 4,42 14 456 14 0 41 55 52 203 0 255. 766 Percent 0.0 0.0 0.0 0.0 96.9 3.1 25.5 0.0 74.5 20.4 79.6 0.0 flm 0 0 0 0j 0 129 6 135 6 0 13 19 15 58 0 73 227 e Volume Peak Factor 0.844 High Int. 6:45:00 AM 08:00 AM 08:15 AM . 08:00 AM Volume 0 0 0 0! 0 129 6 135 3 0 17 20 15 58 0 73 Peak Factor 0.844 0.688 0.873 Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 Intersection 05:00 PM 1 Volume 0 0 0 0 0 220 10 230 34 0 76 li0' 60 476 2 538 878 Percent 0.0 0.0 0.0 0.0 95.7 4.3 30.9 0.0 69.1 11.2 88.5 0.4 05:30 0 0 0 00 65 3 68 7 0 29 36 17 125 0 142 246 Volume 0.892 Peak Factor High Int. 05:30 PM 05:30 PM 05:45 PM Volume 0 0 0 0' 0 65 3 68 7 0 29 36 16 139 0 155 Peak Factor 0.846 , 0.764 0.868 <<ACCUTEK « 21114 TRIGGER LANE » << DIAMOND BAR, CA 91765 » File Name : 306209 << (909) 595-6199 FAX: (909) 595-6022 > Site Code 00306209 Start Date : 02/05/2002 Page No : 1 HART AVE. S/O MARSHALL I HART AVE S/O MARSHALL DRIVEWAY @ ii1 ST. ST. Sout bound Westbound Northbound Eastbound Start Time Right Thru Lek App' I Right ru Lek App' Right Thru I Left I Appi Right Thru Left App' Int. TntalI Total) i i Tota) _ Total) Total BREAK 07:15 AM 1 0 0 1 0 0 0 01 0 0 0 0 1 0 0 0 0 1 1 BREAK Total 1 0 0 1 0 0 0 0 0 0 0 O 0 0 ' 0 0 . 1 08:00 AM 1 0 0 1. 0 0 0 0~ 0 0 2 21 0 0 2 2'. 5 08:15 AM 0 0 0 0 0 0 0 0 0 0 0 01 1 0 0 1; 1 BREAK 08:45 AM 0 0 0 0: 0 0 0 01 0 0 0 01 1 0 0 1 1 1 Total 1 0 0 1 0 0 0 01 0 0 2 2 1 2 0 2 41 7 BREAK . Grand Total 2 0 0 2' 0 0 0 0 0 0 2 2 2 0 2 4 8 Apprch % 10 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10 50.0 0.0 50.0 Total % 2S.0 0.0 0.0 25.0 0.0 0.0 0.0 0.0 0.0 0.0 25.0 25.0 25.0 0.0 25.0 50.0 HART AVE. S/O MARSHALL ST. Westbound Southbound Start Time Right I Thru Lek Right Thru Left Total Peak Hour From 07:00 AM to 08:45 AM - Pea k 1 of 1 Intersection 08:00 AM Volume 1 0 0 1 0 0 0 . 0.0 0.0 Percent 100 0.0 0.0 0.0 0 08:00 1 0 0 1 0 0 0 Volume Peak Factor High Int. 08:00 AM 6:45:00 AM Volume 1 0 0 1 0 0 0 Peak Factor 0.250 Peak Hour From 04:00 PM to 05:45 PM - Pea k 1 of 1 Intersection 04:00 PM Volume 0 0 0 0 0 0 0 Percent 0.0 0.0 0.0 0.0 0.0 0.0 04:45 0 0 0 0 0 0 0 Volume Peak Factor High Int. Volume Peak Factor HART AVE S/O MARSHALL DRIVEWAY 1 S. Eastbound Northbound 1 P I Right I Thru Lek APP; Right I Thru Left T fAp~ 01 0 0 2 0.0 0.0 100. 0 0I 0 0 2 08:00 AM 01 0 0 2 OI, 0 0 0 I• 0.0 0.0 0.0 oI 0 0 0 2I 2 0 2 4i 7 50.0 0.0 50.0 2 0 0 2 2 5 0.350 08:00 AM 2' 0 0 2 2' 0.250 0.500 0! 0 0 0 0 0 0.0 0.0 0.0 0 0 0 0 0 0 i 0.000 i I i « ACCUTEK » << 21114 TRIGGER LANE » << DIAMOND BAR, CA 91765 File Name :306210 << (909) 595-61 99 FAX: (909) 595-602 2 > Site C ode : 00 306210 Start Date : 02/05/2002 Page No : 1 Groups Printed- Turning Movement Dw)' F HART AVE. I HART AVE. f"E. N/0 GLENDON j Southbound Westbound Northbound ` -Eastbound I Start Time Right Thru I Left ToApp. tal Right I Thu Left Total Right I Thru I Left ToApp. tal Right I Thru-I Left I Total I Int. Total Factor 1 1.0 1.0 1 1.01 1.0 1 1.0 1.0 1 1.0 I 1.0 1.0 1 1.0 1 1.01 1.01 i 07:00 AM 1 8 0 9 0 0 0 0 0 15 1 16 2 0 0 2 27 07:15 AM 5 11 0 16 0 0 0 0 0 19 0 19~ 0 0 2 2~ 37 07:30 AM 1 6 0 7 0 0 0 0 0 38 1 39 0 0 2 2: 48 07:45 AM 5 23 0 28 0 0 0 0 0 32 2 34 1 0 2 3 65 Total 12 48 0 60 0 0 0 0 1 0 104 4 108 3 0 6 9 177 08:00 AM 1 28 0 29 0 0 0 0 0 52 2 54 1 0 1 2 85 08:15 AM 7 28 0 35 0 0 0 0 1 0 30 0 30 2 0 1 3 1 68 08:30 AM 4 20 0 24 0 0 0 0 0 32 3 35 1 0 1 2 i 61 08'45 AM 1 19 0 20 0 0 0 0 0 19 1 20 0 0 1 1, 41 . Total 13 95 0 108 0 0 0 0 0 133 6 139 4 0 4 8j 255 BREAK 04:00 PM 1 21 0 22 0 0 0 0 0 20 1 21 4 0 0 4 47 04:15 PM 1 20 0 21 0 0 0 0 0 15 0 15~ 3 0 2 5I 41 ' 04:30 PM 1 21 0 22 0 0 0 0 ( 0 18 1 19 1 0 2 3 j 44 04:45 PM 0 22 0 22 0 0 0 0 I 0 27 3 30 : 2 0 5 7 1 59 Total 3 84 0 87 0 0 0 0 0 80 5 85 10 0 9 19 191 05:00 PM 2 24 0 26 1 0 0 0 0 0 27 2 29 1 0 4 5 1 60 05:15 PM 2 30 0 32 0 0 0 0 0 24 1 25 1 0 4 5. 62 05:30 PM 2 21 0 23 0 0 0 0 0 32 0 32 ! 1 0 10 11 66 0545 PM 2 33 0 35 0 0 0 0 0 32 2 34 2 0 8 10 ! 79 Total 8 108 0 116 0 . 0 0 0 0 115 5 120 5 0 26 31 1 267 Grand Total 36 335 0 371 0 0 0 0 0 432 20 452 22 0 45 67 I 890 Apprch % 9.7 90.3 0.0 0.0 0.0 0.0 0.0 95.6 4.4 32.8 0.0 67.2 Total % 4.0 37.6 0.0 41.7 0.0 0.0 0.0 0.0 0:0 48.5 2.2 50.8 2.5 0.0 5.1 7.5 Dwy F HART AVE. HART AVE. 1TE. N/O GLENDON Southbound Westbound Northbound Eastbound Start Time Right Thru i Left App' T l t Right ! f Thru Left App' T,.r.i Right Thru i Left App' Tnral Right Thru Left 1 . App' Total Int. Total. a o Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1 Intersection 07:45 AM Volume 17 99 0 116 0 0 0 Percent 14.7 85.3 0.0 I 0.0 0.0 0.0 1 28 0 29 0 0 0 Volume ; Peak Factor _ High Int. 08:15 AM 6:45:00 AM Volume 7 28 0 351 0 0 0 Peak Factor 0.829 I Peak Hour Fro m 04:00 PM to 05:45 PM - Peak 1 of 1 Intersection 05:00 PM I Volume 8 108 0 116; 0 0 0 Percent 6.9 93.1 0.0 0.0 0.0 0.0 05:45 2 33 0 35 0 0 0 Volume Peak Factor High Int. 05:45 PM Volume 2 33 0 35 0 0 0 Peak Factor 0.829 0 0 146 7 153 5 0 5 10 279 0.0 95.4 4.6 50.0 0.0 50.0 0 0 52 2 54 1 0 1 2 85 0.821 08:00 AM 07:45 AM 0'. 0 52 2 54 1 0, 2 3: 0.708 0.833 0~ 0 115 5 120 5 0 26 31 267 0.0 95.8 4.2 16.1 0.0 83.9 0• 0 32 2 34 2 0 8 10 79 0.845 05:45 PM 05:30 PM 0; 0 32 2 34 1 0 10 it 0.882 0.705 <<ACCUTEK » << 21114 TRIGGER LANE » << DIAMOND BAR, CA 91765 << (909) 595-6199 FAX: (909) 595-6022 > File Name :306211 Site Code : 00306211 Start Date : 02/0512002 Page No : 1 Southbound Westbound Northbound_ _ Eastbound Start Time Right Thru ! Left App' ; Right' Thru i Left App' Right I s Thru Left App' 1 R l) T t ight Thru Left App. Total Int. Total 1 Total Total o a Factory 1.0i 1.0 1 . 1.01 1.0i 1.01 1.0 1.01 1.01 1.01 ! 1.0 1.0 1.01 07:00 AM 3 3 0 6' 0 0 0 Oi 0 7 0 7j 0 0 4 4 17 07:15 AM 6 3 0 9 0 0 0 0. 0 7 1 8~ 0 0 7 7j 24 07:30 AM 4 2 0 6 0 0 0 0 0 12 1 13 0 0 3 3 3: 3 22 36 07:45 AM 17 1 0 18 0 0 0 0 1 9 5 15 0 0 Total 30 9 0 39 0 0 0 0 1 35 7 43 0 0 17 17 99 08:00 AM 11 6 0 17 0 0 0 0 0 13 4 17 0 0 6 6 40 08:15 AM 17 3 0 20 0 0 0 0 0 13 4 17 0 0 4 4! 41 08:30 AM 12 2 0 . 14 : 0 0 0 0 1 18 1 20 1 1 0 8 9; 43 08:45 AM 11 3 0 14 0 0 0 0 1 1 3 0 4 0 0 5 5 1 23 Total 51 14 0 65 : 0 0 0 0 i 2 47 9 58, 1 0 23 24 j 147 BREAK 04:00 PM 04:15 PM 04:30 PM 04:45 PM Total 05:00 PM 05:15 PM 05:30 PM 05:45 PM 8 6 0 9 8 0 4 8 0 6 10 0 27 32 0 9 8 0 6 10 0 6 11 0 14 17 12 16 0 0 0 0 0 0 0 0 0 0 0 0 59 0 0 0 17; 0 0 0 16, 0 0 0 17 0 0 0 25 0 0 0 75 0 0 0 238 0 0 0 0.0 0.0 0.0 43.4 0.0 0.0 0.0 01 0, 0; O1 0 0 0 0 6 8 4 9 0 2 2 0 O 0 27 4 0 0 10 1 01 0 8 2 0 0 5 1 0 0 8 2 0; 0 31 6 0' 3 140 26 1 1.8 82.8 15.4 0.0 0.5 25.5 4.7 61 1 1 8 10 30 101 1 0 6 7 34 6 1 0 8' 9 27 9i 0 0 12 12 i 37 31 ; 3 1 34 38 1 128 11 1 0 15 16 1 44 10 2 0 10 12I 38 6 1 0 19 20 43 10 2 0 12 141 49 37 6 0 56 62 ! 174 169! 10 1 130 141 548 7.1 0.7 92.2 30.8 1.8 0.2 23.7 25.7 Grand Total 139 99 0 Apprch % 58.4 41.6 0.0 Total % 25.4 18.1 0.0 HART AVE. Southbound DRIVEWAY 96 Westbound HART AVE. Northbound Eastbound Start Time ht Thru Left Ri App' Right Thru Left App' Right Thru Left App' Right Thru Left App' Total Int. Total: g Total- Total Total. Peak Hour From 07:00 AM to 08:45 AM - Pea k 1 of 1 Intersection 07:45 AM Volume 57 12 0 69 0 0 0 0 1 2 53 14 69. 1 0 21, 22 160 Percent 82.6 17.4 0.0 0.0 0.0 0.0 2.9 76.8 20.3 4.5 0.0 95.5 08:30 12 2 0 14 0 0 0 0 1 18 1 20 : 1 0 8 9 43 Volume 0.930 Peak Factor High Int. 08:15 AM 6:45:00 AM 08:30 AM 08:30 AM. Volume 17 3 0 20 0 0 0 0 1 18 1 20 1 0 8 9 Peak Factor 0.863 0.863 0.611 Peak Hour Fro m 04:00 PM to 05:45 PM - Pea k 1 of 1 Intersection 05:00 PM Volume 31 44 0 75 0 0 0 0 0 31 6 37 . 6 0 56 62 : 174 Percent 41.3 58.7 0.0 0.0 0.0 0.0 0.0 83.8 16.2 9.7 0.0 90.3 u 10 15 . 0 25 0 0 0 0 0 8 2 10 ! 2 0 12 14 49 Vol me 0'888 Peak Factor High Int. 05:45 PM 05:00 PM 05:30 PM Volume 10 15 0 25 0 0 0. 0 0 10 1 11 1 0 19 20 Peak Factor 0.750 0.841 0.775 I ACCUTEK 21114 TRIGGER LANE Site Code : 000011306211 DIAMOND BAR, CA 91765 Start Date: 02/05/2002 PHONE (909)595-6199, FAX (909)595-6022 File I.D. 30621NB Street name p1 OFF RAMP W /0 ROSEMEAD BLVD Direction 1 Page 1 Begin < Quarter Hour Hour Time 1st 2nd 3rd 4th Total Each ` Equals 25 Vehicles . 12:00 02/05 1 1 1 1 4 01:00 1 0 0 1 2 02:00 1 1 0 2 4 . :'.03:00 0 0 0 0 0 :04:00 2 0 1 0 3 05:00 2 2 2 3 9 06:00 2 5 6 6 19 ` -'07:00' 10 12 ' 11 20 53 " 08:00 14 4 13 9 40 09:00 7 4 9 9 29 " 10:00 14 4 8 8 34 ` 11:00 5 7 7 3 22 ` 12:00 11 8 11 9 39 01:00 5 6 10 13 34 02:00 8 9 6 14 37 ` ,03:00 11 4 8 5 28 ` 04:00 13 13 18 20 64 05:00 17 18 17 20 72 06:00 14 12 11 4 41 07:00 - 14 5 3 5 27 ` '08:00 8 10 7. 10 35 * - 09:00 9 6 6 9 30 -.10:00 7 5 3 5 - 20 " 11:00 1 5 2 3 11 Total 657 .AM Peak The AM peak hour began 07:15. The peak volume was 57. The largest interval began 07:45, and contained 20 vehicles. The peak hour factor was .71 PM Peak The PM peak hour began 04:30. The peak volume was 73. The largest interval began 04:45, and contained 20 vehicles. The peak hour factor was .91 I ACCOTEK 21114 TRIGGER LANE Site Code : 000029306222 DIAMOND BAR, CA 91765 Start Date: 02/05/2002 PHONE (909)595-6199, FAX (909)595-6022 File I.D. : 30622EB Street name •02 OFF RAMP W/ O ROSEMEAD B LVD. Direction 1 Page 1 Begin Quarter Hour Hour Time 1st 2nd 3rd 4th Total Each ` Equals 25 Vehicles 12:00 02/05 2 8 7 11 28 01:00 4 6 5 3 18 02:00 6 7 3 8 24 ' 03:00 7 10 5 7 29 + 04:00 7 10 10 18 45 05:00 15 28 47 77 167 06:00 57 50 42 79 228 07:00 86 79 89 132 386 08:00 123 131 113 117 484 09:00 115 114 132 116 477 10:00 94 81 69 80 324 11:00 63 85 76 111 335 12:00 84 89 107 97 377 01:00 70 79 80 94 323 02:00 90 88 76 81 335 03:00 86 97 83 92 358 04:00 87 67 90 62 306 05:00 74 88 83 90 335 06:00 76 62 51 47 236 07:00 35 43 34 33 145 08:00 25 25 26 18 94 09:00 24 32 22 19 97 10:00 14 24 20 18 76 11:00 11 10 6 4 31 Total 5258 AM Peak The AM peak hour began 07:45. The peak volume was 499. The largest interval began 07:45, and contained 132 vehicles. The peak hour factor was .95 PM Peak The PM peak hour began 12:00. The peak volume was 377. The largest interval began 12:30, and contained 107 vehicles. The peak hour factor was .88 ACCUTEK 21114 TRIGGER LANE Site Code : 000025306231 DIAMOND BAR, CA 91765 Start Date: 02/05/2002 PHONE (909)595-6 199, FAX (909)595-60 22 File I.D. 30623NB Street name OFF RAMP E/0 ROSEMEAD BLVD Di rection 1 Page 1 Begin < k4,RT p3,THR Combined Tuesday Time A.M. P.M. A.M. P.M. A .M. P.M. 12:00 02/05 2 32 4 69 6 101 12:15 0 27 5 69 5 96 12:30 0 29 7 81 7 110 .12:45 0 2 32 .120 4 20 84 303 4 22 116 423 01:00 1 21 16 66 17 87 `01:15 0 22 5 73 5 95 01:30 1 21 7 79 8 100 01:45 0 2 25 89 3 31 87 305 3 33 112 394 02:00 0 22 4 61 4 83 02:15 0 28 2 72 2 100 02:30 0 23 5 50 I 5 73 02:45 2 2 22 95 1 12 69 252 3 14 91 347 03:00 0 12 1 72 1 84 03:15 0 33 4 68 4 101 03:30 1 28 3 65 4 93 :03:45 1 2 25 98 3 11 55 260 4 13 80 358 04:00 1 26 4 55 5 81 04:15 4 26 3 56 7 82 04:30 2 34 10 67 12 101 ^ -:=04:45 11 18 26 112 14 31 53 231 25 49 79 343 - . ;05:00 11 31 8 67 19 98 05:15 14 35 22 82 36 117 05:30 12 27 26 74 38 101 05:45 14 51 40 133 27 83 76 299 41 134 116 432 06:00 11 43 22 61 33 104 06:15 16 20 26 - 68 42 88 .06:30 14 37 41 53 55 90 06:45 21 62 32 132 47 136 69 251 68 198 101 383 07:00 19 25 43 46 62 71 07:15 17 35- 32 50 49 85 07:30 11 24 44 39 55 63 !07:45 '23 70 30 114 47 166 43 178 70 236 73 292 - '08:00 28 23 59 52 87 75 08:15 14 21 57 44 71 65 j08:30 14 16 50 35 64 51 108:45 20 76 17 77 36 202 37 168 56 278 54 245 09:00 24 16 55 33 79 49 09:15 24 12 61 51 85 63 ' -09:30 23 14 63 40 86 54 09:45 15 86 12 54 68 247 39 163 83 333 51 - 217 10:00 23 13 75 27 98 40 ,10:15 29 9 66 - 32 95 41 10:30 21 6 60 31 81 37 !10:45 32 105 3 31 76 277 18 108 108 382 21 139 11:00 29 3 80 16 109 19 11:15 21 3 70 19 91 22 11:30 22 2 64 17 86 19 .11:45 20 92 2 10 61 275 14 66 I 81 367 16 76 Totals 568 1065 1491 2584 2059 3649 Day Totals 1633 4075 5708 Split % 27.5% 29.1% 72.4% 70.87, - ' Peak Hour 10:15 05:15 10:45 01:00 1 0:45 05:15 Volume 111 145 290 305 394 438 P.H.F. .86 .84 .90 .87 .90 .93 ACCUTEK 21114 TRIGGER LANE Site Code : 000010306254 DIAMOND BAR, CA 91765 Start Date: 02/05/2002 A PHONE (909)595-6199, FAX (909)595-6022 File I.D. 30625WB Street name :#5 DRIVEWAY THRU - E /0 ROSEMEAD BLVD Direction 1 Page 1 Begin < Quarter Hour Hour Time 1st 2nd 3rd 4th Total Each « Equals 25 Vehicles 12:00 02/05 1 25 5 1 2 33 l 01:00 1 1 0 0 2 02:00 4 0 0 0 4 03:00' 1 1 0 1 3 ' 04:00 1 3 3 4 11 05:00 5 12 13 13 43 06:00 12 22 23 33 90 07:00 27 24 32 37 120 08:00 30 38 31 27 126- 09:00 41 34 34 37 146 10:00 33 34 44 46 157 11:00 40 42 34 38 154 12:00 37 45 51 43 176 01:00 45 47 48 37 177 02:00 34 41 32 27 134 . 03:00 45 29 43 37 154 04:00 42 32 26 39 139 05:00 27 40 39 46 152 06:00 41 30 35 38 144 07:00 37 42 40 37 156 JJ 08:00 30 70 44 50 194 09:00 39 41 48 38 166 10:00 38 36 31 23 128 - 11:00 35 26 20 14 95 Total 2704 AM Peak The AM peak hour began 10:30. The peak volume was 172. The largest interval began 10:45, and contained 46 vehicles. The peak hour factor was .93 PM Peak The PM peak hour began 08:15. - The peak volume was 203. The largest interval began 08:15, and contained 70 vehicles. The peak hour factor was .73 Linscott, Law & Greenspan, Engineers APPENDIX B ICU Methodology and Levels of Service Description INTERSECTION CAPACITY UTILIZATION (ICU) DESCRIPTION Level of Service is a term used to describe prevailing conditions and their effect on traffic. Broadly interpreted, the Levels of Service concept denotes any one of a number of differing combinations of operating conditions which may occur as a roadway is accommodating various traffic volumes. Level of Service is a qualitative measure of the effect of such factors as travel speed, travel time, traffic interruptions, freedom to maneuver, safety, driving comfort and convenience. Six Levels of Service, A through F, have been defined in the 1965 Highway Capacity Manual, published by the Transportation Research Board. Level of Service A describes a condition offree flow, with low traffic volumes and relativelyhigh speeds, while Level of Service F describes forced traffic flow at low speeds with jammed conditions and queues which cannot clear during the green phases. The Intersection Capacity Utilization (ICU) method of intersection capacity analysis has been used in our studies. It directly relates traffic demand and available capacity for key intersection movements, regardless of present signal timing, The capacity per hour of green time for each approach is calculated based on the methods of the f(tghway Capacity Manual. The proportion of total signal time needed by each key movement is determined and compared to the total time available (100 percent of the hour). The result of summing the requirements of the conflicting key movements plus an allowance for clearance times is expressed as a decimal fraction. Conflicting key traffic movements are those opposing movements whose combined green time requirements are greatest. The resulting ICU represents the proportion of the total hour required to accommodate intersection demand volumes if the key conflicting traffic movements are operating at capacity. Other movements may be operating near capacity, or may be operating at significantly better levels. The ICU may be translated to a Level of Service as tabulated below. The Levels of Service (abbreviated from the Highway Capacity Manua!) are listed here with their corresponding ICU and Load Factor equivalents. Load Factor is that proportion of the signal cycles during the peak hour which are fully loaded; i.e. when all of the vehicles waiting at the beginning of green are not able to clear on that green phase. Intersection Capacity Utilization Characteristics Level of Service Load Factor Equivalent ICU A 0.0 0.00-0.60 B 0.0-0.1 0.61-0.70 C 0.1-03 0.71-0.30 D 0.3-0.7 0.81-0.90 E 0.7-1.0 0.91-I.00 F Not Applicable Not Applicable SERVICE LEVEL A There are no loaded cycles and few are even close to loaded at this service level. No approach phase is Fully utilized bytraffic and no vehicle waits longer than one red indication. SERVICE LEVEL B This level represents stable operation where an occasional approach phase is fully utilized and a substantial number are approaching full use. IvIany drivers begin to feel restricted within platoons of vehicles. SERVICE LEVEL C At this level stable operation continues. Loading is still intermittent but more frequent than at Level B. Occasionally drivers may have to wait through more than one red signal indication and backups may develop behind turning vehicles. Most drivers feel somewhat restricted, but not objectionably so. SERVICE LEVEL D This level encompasses a zone of increasing restriction approaching instability at the intersection. Delays to approaching vehicles may be substantial during short peaks within the peak hour, but enough cycles with lower demand occur to permit periodic clearance of queues, thus preventing excessive backups. Drivers frequently have to wait through more than one red signal. This level is the lower limit of acceptable operation to most drivers. SERVICE LEVEL E This represents near capacity and capacity operation. At capacity (ICU = 1.0) it represents the most vehicles that the particular intersection can accommodate. However, full utilization of every signal cycle is seldom attained no matter how great the demand. At this level all drivers wait through more than one red signal, and frequently through several. SERVICE LEVEL F Jammed conditions. Traffic backed up from a downstream location on one of the street restricts or prevents movement of traffic through the intersection under consideration. Linscott, Law & Greenspan, Engineers APPENDIX C ICU Data Worksheets - AM and PM Peak Hours I I O N ~ O 0 N C O U O m w ~ Y O a F i Q a N = J m P: ~ T U > Q Q d a a U > 2 ~ O 'o F m V a W m = y O W N Y z O N ~d O M N O rn r N Q w W m c W U C7 a $ N W ry o Z a a o a ° L o rn. ~ m N e 0 d a m $ N N W i q - ~ V O j wN K m m da - N a o N O O ~ ~ ~ O m O m ~ 3 m m m 0~ 1 - 0 ~ > 0U N J O N O N w, N ~ o $ N N > n > O N J N O Z W d LL m mm mo mrn morn o ~n ~ v n M ~o m m o c2 m o m U o, _ Q o o v o ~ ; N O m ql 000 000 000 000 O OW Z > d' O Q o o o 000 o o o c o o f7 o 0 0 m N m 0 0 o m N m o o o W N m .00 m NO F M t7 M t7 N q A f- U W 00, O n m N Q ~ ~t7 r d OMN NOIm Qn Nn~ O q = N^ V N M N lp a F o, 3 > N 000 000 OOo 00 0 O a - o a : E N a z Q o, m m - m n n W o rn O m f Qr Mm m moo -m o m U U G 1 0 o v o N O m I Oo0 000 000 000 O OW LL ~ QK 000 000 000 coo 000 ip m O O O mmm 00. m"m c o o m~m F m ~ N N a: VI V W 1 i0 VI r O n m N Q M O 0 O M N N OI m a n N r O R E I N Q Q N M N (p a o f r l 3 > N ~ NNM 00)O OOrn 000 ° N o v E~ N a S a o Q ~ ~O la m N O 2 N O O1 O m I ~ E V O O Q O H O N O rn U n 060 000 000 c o o O OW N > K r U w ' L` O o 0.0 0 0 0 000 ~ . c O oO ONO ooo m NO ooo ON m ooo 0"0 ~ M ~ M M ~ CI a N n W m U F . 00, CO. N Q N ' M Q _ V, OM Nnm V n f .-n J q E. N Q Q N t7 N 1p W J. K H G 3 > N ' I M m ON- -00 100 p a O, p N a 7 a o: a > V Mmo mm rn main ~rM - o r LL O• - Q o O Q 0 N O m LL V 0.0 .0. . O O O 000 O O w H C7 2; coo coo OOO coo $ ' 00. Co. O O O O O O ~ u. m~ m m~ m m~ m m m m y N W U' N n n ~ O (O n _ Q N Q M ~ p O QI N ~ Q m m ^ c0 W T m O o E' ~ N M m N J. p O: u > c i C ~ LI G ` L Q E. L w'. = L rn r= GI ~ rn N L 3 y'. N L ~ N L N L a o• n a n n n a a a a L n 3 y U U J ~ . z z z o m m w w w > - U C - m `o m C ~ n y x 'o v L E = L C U W E Q > ~ T C a O p N E m E a n c m v o u c m T= n Y U U N N 00 ~ O O N 02 C 0 0 U O N ~ mm o> O ° r > N N N 0 J_ m r T ~ m m> >a ¢ dU m D U i O o F m U w D E o ¢ _ E W a Y r Z o 0 ~a m e N O m N C ~ U y w w "T Z A ~ W Ip p 2 d o P d O a L O i j N N° o v D 0 ^ ' w~ 0 a 0 D 0 D N O W ~ z N E E > T A N J O Q 0 C) ~ U J N N d> d O F } r O N p U U w ~ U)N N ( /I Z P~ O U J Zi O A 7N~ Zula ii m V l m t 0 N W e m O l 0 o O f o e m N o v m Q o m o f N` O f ` N O O? U q 666 666 O O O O O O O O O W Z C, O Q c o o 000 c o o 000 o 0,D0 m N (O o o O (O N m 0.0 m N lO c o m N !0 F u M t7 ~'f t7 N A A U U w mn m n~m 11 0 nm Q A m m n N m I W N r e( O O A E G N N. N Q O C r r a r o 3 > N c o o 000 c o o O O O °o v A E N p ~ D O Q ~ i p O m ' m N m e m O I O O O " O a QI m O` M e O ~O U U O - N O N r N ~ O O _ O O O O O O 666 O O O O O W LL ~ K r .00 00,0 000 .00 000 0.0 00. c o o w V m N m (O N m m N m m N( O r q t'1 t7 f'I N N o_ r. A V U W mnm n~rn nQm nioe O m m n V] m Q m N r Q m Q q E ~ <O N ~ N m N Q O O r a r > 3 N O O' O O 0 0 O O O N N N N O y E N D D 5 O Q > m m m m o m e m m e 0 O o n o m o Q m h o N o M e o m V G oe oc~~ N o m 000 0 0 0 0 0 0 000 0 o w y > K r U OOO O O Ooo 0 00 o O o W 0 0 0 0 0 0 0 0 0 O u W N W W N W m N m m NW a. N d O A V W m n n m Q m "I Q I W I Q A N m n m e m O m v m J _ A E ~ N N m N ~ Q w o 0 r' > rv ~ m a IM, 110 M N W op D y E 9 Q O > V m o m IV m rn ~c m o Q N w O m m m p O Q m p r N ~2 0 o N q O O o m w U j p 000 0O O .00 O O O O O W r V L • 0 coo o coo Z 000 O O O O c o o c o o i r u o~m m~m wmm mm n N N 6 X A W V p Q n N <D m Q N O h tO N O E ~ N ~ N ~O N e N = y O U > C 3 C O L L L m E r E rn E c~ r E m `v L . 3 _ _ ~ J r Q 1 J r d F d' J F o a n a L a a a° n 333 m U O J 2 zzz woo www > - D V E a d C of n ~ ~ o q L ~ L V E Q > E n c 0 o m E 2? p U y c ~ n D K C V 0 C V _T O 4 'v U C A T ~ D YOU N N N O O O o N E U `o d A v O> F Q m m N N J F ~ A H ) F Q Q 1 v a a U > Z O u o r m U a w w 'o w x m s ~ Z a v ~a Q ~ N o ~ mQ ~ U N W W C z Z j - N U O Z A ~ W tj n is n ' ° o a ti 1 rn i O N v ~ d m $ N M W' Or - U O N A W ~ ~ D N d E i E 3 N `NN 0~l Q a J m , ~a 2 A K oU N O M H O N yLu NN w ZEN ~3'av JNrU Zwaii O7 Q Q V O r0 m (7 O I~ O V O O rll o O N O O r m C o o O O 00 00 O O Q Z > K O I C ooo ooo ooo 000 U ~2 i N 1O e e u' Dn C i ~ N AI r U~ U w N t O N (O N u l 01 ] N P O m (O Q O C r(1 Q f ^ m O m Ei m ~ ~ m I a F > 3 N 000 000 000 000 °o y y E' N a ~ a c a > - meQ < ~m ~nm o r <h m m m th o ~ o n U U O O r 0 0 O h r o 0 Q t q O O O 06 O O o O O O W LL > O: H C o o 000 000 000 ui 000 N m m 00 mm 00 mm 00 ~n F Ai C ,t ~ N dl F A U U W N N N m N IA OI t7 N 1.0 o A Ei m~o ~mm mom n o ~ ° > N o n a - o a o m o M n O u E; Q N a ~ Q >i I i m ° O m ~ m m m O t O N N 'O' O N O O N O O m U I O O O O O O O O O O O W U w o 0 0 o O o o O 0 0 O ul O mmU m~ m~ om ~ a N d 0 U W F Nth N r r0 V) OI V N O m Q d: m Q O rn b e N r J m EI m ~ m N w S i ° 3 N 00~ O ON O 000 NOO 0 a U . o E N y ~i a c Q U rnme ~h ~m mth o N O NO ^ ON O u U ~ _ O OV ] r 00 W LL .00 O O O O O O O O 4 IL > H O 000 .00 0 0 0 0 0 0 = ' 00. 00 0 0 0 0 F uj m m m m m m~ co ~ y N d X W Ui N d N V N n N e N O) V Of r` °o E' m~o 0W m I w~ mf N ~ ~ y C' U C O = P 2a a E C° m _E ` c ! u ryL m m w L m m_- 3 m w www 3 U z z z o 3 > Q m 0 D U `0 w C O A a a A x 'o w m L A L C rUJ N E Q > E r c 0 a o a w E ,n O U N 5 v n a 0 ~ U U C N T= d YUU Q N 0 0 0 O N C c U O d ~ N d or F d N N J - ~ A L ~ a ~ Q ~ a a > z z O 0. a H m U W o m o W x ~ Z O N ~a o m O N WU W W z c U Ua Z 01 N W a - Z a o° o d m ~ ~ Q O d d Z Z N (V W T - U Q W q W,^ ~ m,a . N j O a N a N A - d x m F EE N ~ d N d N o~o~ gD T N ~ ~ ~ U O O N OUro y w N Z P ~O 3 . . (n > O d zwa ' P T O P O I N N O n ~O t0 r O m OI ` ,n o m U O _ ova ~P oo o ~ o O O O o O O O o o O W z K p Q C o o 000 C O O 00. U' Co. m N (O 00 10 N m 0 m N A U U w Coo .01 1 1 d m 'mm m (O 01 N p q E m N r ~O N N O O r r a F o 3 > N c o o Co. c o o .00 °o au d E N a ~ Q O > ^ U p O O ~O Q O O 000 00 00 00 0 ~ LL LL ~ K a K f 000 000 c o o 000 ' C O O 00 O O O O w u m ~~d mm .N mN r A y a r A U U W m 00 m0 n P n ~,ON d m N m 10 Cl t7 m m Q1 ,fl f f p q E m N ~ N N N a O ] r r a r o 3 ~ N C N O N C O O" o l o w N n N ~n N a ~ a p a ~ N N n n m N O n O N O o~n OP o cO m U 000 00 00 00 0 a ow y ~ ¢ U 1 Z, 000 000 000 000 ' C O O 00 00 cc 0 q l' (O N t0 (O ~ <O m m m N , c a n W U mono Pon inn non Q d m o m - m N m P m f N J _ q E m N N N W G J 3 N O ' N O m-O O O O X 0 0 0 E P N o a a v a O a ~ U Q ~ N ~ ~ m n o m o rn n LL U ~n ~n n o In n m O P ~ o O n O O O LL q coo O cc O O O O O O W (7 0.. 000 000 .00 Z _ 000 00 00 00 r d l iO n `O 1 5 y N d X A W U N (O Q n IN, t0 n (O N f O d m m O t") m Q m f O E n N ~ N N ~ N ~ V O U > c C ~ ~ 01 ` OI d L 3 d d L • ry W L _ ' J H R' p > J F CL J H J H ~ L d a L n a n L n a n 333 m U O ~ z z z 000 www r - U ~ O d L O qn o Y 0 O A I L C U d d Q > E ac > a o a N E d m U N V C d - 9 K C ] d = O 0 U _T V E V u c A T d YUV N O N O o a E2 C 0 0 U 0 m v O Y E d 0 O N 3 3 d LL z ° O p T N 3 J ~ r o ~ a y d Q F C7 Q ~ a a U i z d O o' H m w ¢ v E O _ w y z o ¢ 0 a _ a nm P ° O N a o ~ c N Q U 'o a w y w '6 y c Z c 3 V ~a z d N w N ~ O Z a p v d o o Q a LLy oa a N Q O d N O m Z M N ^ - U w ' N m m a ~ N a a O d c d °am x Eao E N 30 „~0 d ~ k o ~ U , O w N N v N z P 0 m 3 o ro JN~ Zw a`ii n o N m o m ° m o m P C a l a O O m r O O - d O O m o O O O O^ 6 U? V q 60 O c o o 066 O O W Z > C O Q 0 0 o 000 000 000 O u 0°m c°~~ 0 0 00 F P t7 ~ N d d N U W N O P O N n O M t7 r 7 d n N N m O m 01 O m E ^ m m N ~ a o a r o _ N 000 00. 000 c o o °0 v d E N D ~ 9 ~ Q > n O N 41 n O m O m ^ P o o r w o o m r o 0 U U o P 0 m 00 0 0 _ 0 0 000 00. 000 0 OW LL > K ¢ K coo °o° Co. °O ° o 0 O o r u m m m m m m m m d N N 2 F q U U W N O P O N n ~ O f 7 t' 1 r ~ d n N r N m ~ e ~ m Of O m E m ~ m N ~ o o a F 3 N o m o o m N o 0 o N N o ° d P o v E N D O D Q Q > -0 0m m r am m Wm o n P ° m ° ° d 0 ° o - 0 00 0 m u 00 600 600 o o 0 0 o w N > K U i, 0 00 000 000 000 0 0 0 0 0 0 0 0 O u m m N m m m m m N A P (7 a o. q U N - P O r N -am m N m d n 0 e om - d E m w a o ~ r 3 N Q O O- N O N O m ~ D ° d f F r N o a E N D 6 a o Q > U m n O ml 000 m m o m m w U o I o o P O m m °,n o am oo O m o a-- o p O O O O O O O O O O O O O p f coo 000 000 000 z ' 00 00 0 0 00 u m m N w m m m m N P (+1 N Q x d W U N S O P O m ~ m 0 ~ m (7 N ° E o ~ `o` rnN ~ oNm o n N r ~ f f Uj Q U 3 C a i l Q E C i L L D E L O d L 3 d d L d L d L J~~ O > J F' 2 J H J r CL m = N o a a n ° N° m n a a n U p 2 z z z 000 1 ww 3 3: Y -J V w `o Y m d O n d Y O ~ L C U N- d Q > E a c v n a O D y E d m V W c a n U., W E U T O !"u V C N v 0 M YUU O N O O O O N C U O . N ~ m v p T E A O 7 O n m 3 m LL z ° 0 1- T J C F O ~ D ° a C7 a a U Z ~ p ° H m w v O ~ E w m s z - o ~ d a m rn o pN ~ 9Q c U n° ~ w W T N C z c 3 U Z ~ W a T m o 6 ° W rn a (n Q ~ A rn _ ° N ^ $ d N V 7 ° a w m m ~ ~ N D 3 D ~ O m - x N A A c u E ° E m A ~ O l~ w° mc> a N o U o N J O N c ! O~ F O N p U ~ y LLI l~ (A N N Z e ~O > (n > O W J N b Z W d li t7 P o P P m o P v m r o o m n mm ore Novo ~oP~ ° _ O m O P N O O O O ~ ~ p q O O O O O O O O O O O O O O Z > O Q O O O 000 000 000 ~ ('J (O m N N (O m m W F' N AI Q C] A U U w n O°O >o` ° _ - i m omu i rn o on'n p A E ~ O n ` C'f N a. Q O N a F j 3 N O O'O O O O O O O O O O °o d y E N a ~ D ~ a > n Q O P P M O P Q m r O m ( m O r e N O C m V~ m U U Q - qi OP N COO O 0 0❑ _ m 00 0.0 0.0 .0. LL > ~ ' ° O O ° T. OO O ° 0 0 .0 V ~ N ( O f A P (7 N N a U p w P n o m C P o° m m ~ m o m m m e o o m N o n E w o n ~ m Qr > N a r o _ 3 > N ON O C I O c o o c o o ° O N P t7 m N O v E N D ~ D Q Q > t7 OON wo, mgr O m 10 m O Q N N O m P O U O _ 0.3 O Oo0 O O O p q O O .00 C O O 000 U ° ° ° ° ° ° 000 000 o O oo o o O u 0. ~ m m m o d' N A a ~ A U W H ~ N r ON O 10, Cf N d ~M Q o rod 5 - A E °o~ w S ~ N N m r o ° m M o o ~ o N m °o d u E N D 'J ~ Q ~ O O N N O Q m 0 ~ O m V m m ^ O N O N P m ~ Q m LL O O m O P N O O O O V q O O O O O O O O O O O O O O f ° ° ° 000 Co . ° C O ° ~ o O o O 0 O 0 m u m m ~ m m m m X A W U N m N n Cm r 10. t'I M N ° m o m v ° N m r o N o E - N N N o u > 3 O N G I 1 O O I m N L 3 _ N L _ ~ ~ _ U > J f CL J F' ~ J F K 1 ] ~ N ° ° L 1 J UO f z moo www > z z U ~ O A c m n N s O d L A V L C U N m 4 > v T C LD o a m E m m U N C ~ d _a U C d = o ~ U T U C A T ~ a YUU N N N o p O p N c U `o ro ~ m w Or in a U - a a ~ ~ a U ~ a V H m W N o - K Q ` W r t m Z m xa v o m 0 m N ~U v W W z m V Z N C za a L y P O O Z N O~ N N w~^ mva K _ ~ ~ N a ~ L ~O y O m > 0 ~ C N v j `v N S C U O N O N 00, OVe mu mNv Z P O ~ ~i O m J N Z W d LT ° °i^ ° m o oo om m o o _ O ~ O O O O O O N ? 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X n W U N O O O O S) f~ O O ml 0 O e N 0 E N r ~ Qj O C O p L Q - E J J J~~ p O J 1- ~ r~ r~ ~ UJ z 00 333 i ~?o zz zzz 0 wwwwwww U ~ `o v t p1 a ~ m x O N _N L ~ V L C V > d E Q T C > a D E D y E m rn u ~ 5 ~ n D K V 0 y ~ °U _T O U C ~ T O O YUw N Linscott, Law & Greenspan, Engineers APPENDIX F ICU Data Worksheets for the Project Driveways With Closure of the Driveway A Egress - AM and PM Peak Hours N N o p o O O N C ° 0 U O d ~ of a J ~ 7 d Q V a a Z d W 7 ~ O O ~ H m U a ~ O ' W O J y K z d = w F m r z _ ¢a ~3 m O N 0 m N¢ ~ U y w w c U O a Z y w m m a Za a o d O T L N N P O d d Z wrn^ ° m a Q N a a 0 N T N j mm d ry d m> 3 O 0 > Q J m N K O~ O O N C] O N pUm N w rn N N N Z P r0 . > [n > O d J N O z w Q LL m o< 0 0 0 0 0 0 o m O1~ 00 00 00 O ~ V O ' 00 00 00 00 N q O O O O O O O O O O O G O Q 000 000 000 o o 0 °m °m ~ q u N N U U W n o m 0 0 0 0 0 0 0 0 0 y O m E N ~ O ° a ~ o 3 > rv 00. c o o 0 0 0 0 0 0 °o am d E r a ~ Q o m 01 00 00 0 o o m no, co 00 00 0 0 U U ° 0 0 0 o 0 0 0 o N n 000 00 00 00 o o Q LL > Q. i H O O O 000 O O O .00 W u O O m m q N d F N U U w lo. o 0 o a o 0 0 0 0 d O n E o a f o N o O m c o o 000 000 ° d o a E r a ~ a ° m o m 00 .0 0 0 O m O P 00 co .0 O O V ° O O 09 O O 00 N 0.0 00 00 00 O O Q V1 > K U Z, 000 000 000 000 O m I ~ N q a O ~j W a r o m 000 0 0 0 000 d r J m E ~ w c N h O O .00 000 O O O °o a d E _ o o Q U m o m 00 00 00 o m N iy O N O 00 O O 00 00 00 00 00 O N LL V U a`q Oo0 00 00 00 O oQ LLLL H O o 00 000 000 000 Z O O r m m y N d X d W U rv N o m .00 0.0 000 o d o p E N ° d G > d I 0 C I _ - a E ` L _ L ` L m d L d d L d L d L J F~ O > J F CE J F K J H w N O ° DL n n° a°° v U O 2 z z z VI w www Q O U ~ `o m at n ° d Y O N d L C U d d Q > E c > ~ a o a y E 2 p U N C ~ p U O d a x 0 U _T N O C N T 0 n d O m Y U U r N r N ~ O ~o O N 0 U `o or r~ ¢ J T d ~ a ~ a a Q U > Z d w ' O o ~ r 6l N O H va x ~ w F x = m r Z _ ~a ~3 m v O N 0 rn W Q ~ U y w w z c U p a Z N ~ w a Z ° a o L om a v1 N Q O d d Z aI N j V wy^ m a U N D ° aQa N T N ~m d d d E 3: E > r 0 ~s ~ n O N O U o w ~ m ~ N Z T > d f/J > O N 7~~ zw a`ii worn 00 00 00 o e m 0 0 0 0 cc O O O m U ° _ o ~ o 0 0 0 0 o N q O O O O O O O O O O O Q Z > C O Q 000 000 000 c o o r U N 0 0 N 6 r L) U W c o l o 0 0 0 0 0 000 d n o A E N o ° a r o 3 > N O O O O 00 O O O 0O O °o y d E N D D ° Q > Q o m .0 co 00 O O m o o 00 00 cc o m U U ° o.- 00 00 00 N LL A 0 0 0 0 o 00 co 0 o< ~ r Z. 000 000 000 000 w u o 0 ~ io r h N d r A U U W o o v o 0 0 0 0 0 0 0 0 d o ~ E M a F. o 3 > N 0 0 ~ O O O O O O O O O ° D d v o d E N a ~ o C O t0 00 00 00 O K m O m O O O o O O O m U ° o 0 0 0 go 00 N o00 0o co 00 0 0¢ r U 000 000 000 000 0 0 O u C N ~ a n. ~ U W Q 00, 0 0 o 0.0 00. d J m E ~ w o ~ ~ r o N .=o 0 000 00 o Oo 0 o D d E N y ~ a o U ^ o n cc 00 00 0 ^ LL U ° m o m O o o 0 0 0 .0 0 0 0 0 0 o o m N LL q .00 00 00 O O O O¢ r U Z, 000 000 00 0 000 = 0 0 H u m m m N 2 X n W U N m o m 000 000 000 ° d o E N y O ° > c 3 ~ o d L L L ~ L Q . ` m r` m OI y L °i _ n > J r C J r C J r C n fA ° L n n n n n n n a L n d U O f z z z woo www Q O 0 U `o d t m ° x 0 N d L N ~ L C V d W ¢ > E a5 > n a E a m E ~ h m j N ~ a u ~ c m ° ~ U T V C N T ~ O YUU <v N O ° 0 O N C U `a m ~ N d p> N .m J T d r ~ d > F > ¢ - o Q (aj . a a a > Z _ w K O E 7 F m m U a 0 O E m U ET ¢ w = d 0 r r z ¢a m e v 0 , m a ~ U y w W C Q ~ a p W m Z d N C w a Za ° P Q a o ` N o c , a m m ° m d $ d N -J V W a wy^ p d m a m N a m a , O ° d T d j m m d d d w v v> 3 O N > a J mN CLOKO `o N r ~ O y W ~ m N m Zv<6 m3 o ti zwa` O N O O O O O O m O m 00 00 00 00'1 O U ° _ o e o 0 0 0 0 0 0 m O O O O O O O O O O O Q O r Q 000 c o o 000 c o o C7 h °m m r_ N ~ R ~ R r U U W o o m o00 000 D o m p m N O n E E a r o N c o o 000 O O O 000 o y O E rv a ~ Q o O N 00 00 00 (O O m 00 00 00 OO C') O t7 U U O o l 00 0 0 0 0 0 00 00 00 000 o cQ a r O O O 000 0O O 000 ~ U O O m ) N p Vl N 6 r U U W O N t7 000 000 00 m d < m Y 0 O' m E ^ o ° a r o 3 > N O O m 000 000 O 00 ° d v o u E N a 6 a o a > O 00 00 00t O m O O1 00 O O o O 7 O N ° o o 0 0 0 0 0 0 U 00 00 00 000 c 0Q U 000 000 0 0 0 000 O v I m ~ N SC C a o- w U W r O N V 000 000 00 t7 d 5 A E w c 0 m r > 3 rv o 0 0 0 0 0 0.. 000 °o a d E rv a c a o Q > U o m o 0 0 0 00" o 1 i O O m o f 7 0 0 90 0 0 0 0 o 0 c .00 O N O . 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U 06 o c 00 .0 o c Q U L, 000 o 000 0000 0000 O u 0 0 m o W V 000 O of QOM O OOH N q ; - q E W G 0 3 ry O O O O O O O O O O O O o aw u E a ~ Q O U po 0.- m~ on o 0 t0 w 2 co .0 N t7 o 0 O N 00 O N 00 O w U . q O O O O 00 00 O O Q H Z . 000 00 0 00 0 00 0 Z 0 0 0 ~ ~n m o ~ ry N a q W U ry O O O ~ O (O O O~ O O T N ° q e o E N ~ J y a O ` m E c 2 L c 2 L - 2 L Ot WL' 3 N WL~ NL~ NL y wrK o > ~r~ Jr wr LLL win 0 LLL Lan d UO ~ Z2 Z w VIU woo W ww Q O U ~ O E t O a `o m r o ~ L q L C V N ry Q > E ~ n E a N E 2? rn u m c a n V O ~ ~ V T O ~ 'V V C N 0 O q YUU Linscott, Law & Greenspan, Engineers i APPENDIX G Traffic Signal Warrant Study Worksheets w1~La Ptio~r~'( ~T ~,/n_anntiTFq 9-6 TRAFFIC SIGNALS AND LIGHTING Traffic Manual -,vsz Figure 9-1 TRAFFIC SIGNAL WARRANTS CALC ESN DATE DIST CO RTE PM CHK DATE Major St: S-Io FRf~ W 1 t-~P~ 0Ff--RPAP Critical Approach Speed KO mph Minor St: Qr--r✓EdnLi A Critical Approach Speed No mph Critical speed of major street traffic ? 40 mph - - - - - - - - - - - - - 0 l RURAL (R) In built up area of isolated community of < 10,000 pop. _ _ _ _ _ _ _ - _ ❑ ) N URBAN (U) WARRANT 1 - Minimum Vehicular Volume 100% SATISFIED YES ❑ NO 80% SATISFIED YES ❑ NO MINIMUM REQUIREMENTS (80% SHOWN I N BRACKETS) PF.G1k ~(,2"OQS U R U R AM OM APPROACH LANES 1 2 or more 7: U0 V:ro ru S:cv Both Apprchs. Major street 500 (400) 350 (280) X00 1. (480) 420 (336) Zq o 332- 3q's 4/~'r~-`,, Highest Apprch. 11500 105 200 140 13 3( laa 1 2 Minor street tL20)` (84) (160) (112) 0 ' 1 t WARRANT 2 - Interruption of Continuous Traffic 100% SATISFIED 80% SATISFIED Hour YES ❑ NO YES ❑ NO Fa MINIMUM REQUIREMENTS (80% SHOWN IN BRACKETS) U R U R APPROACH 1 2 or more LANES /3:.))1. w Both Apprchs. 750 525 ZSO-0~ 630 Major Street (600) (420) (720)1 504 X40 1?2 Highest Apprch.'-'75- -1 53 100 70 Minor Street `..(6011 (42) (80) (56) WARRANT 3 - Minimum Pedestrian Volume Hour 100% SATISFIED YES ❑ NO Z REQUIREMENT FULFILLED Pedestrian volume crossing the major street is 100 or more _ for each of any four hours or is 190 or more during any one Yes ❑ No hour; AND There are less than 60 gaps per hour in the major street Irat- Y ❑ N ❑ Lc stream of adequate length for pedestrians to cross: AND es o The nearest traffic signal along the major street is greater Y ❑ N than 300 feet, AND es o 1'he new traffic signal will not seriously disrupt progressive Yes ❑ No traffic flow on the major street. The satisfaction ofa warrant Is not necessarily justification for a signal. Delay, congestion, confusion or other evidence of the need for right-of-way assignment must be shown. Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-7 1-1992 Figure 9-2 TRAFFIC SIGNAL WARRANTS WARRANT 4 - School Crossings Not Applicable See School Crossings Warrant Sheet ❑ WARRANT 5 - Progressive Movement SATISFIED YES ❑ NO 0 MINIMUM REQUIREMENTS DISTANCE TO NEAREST SIGNAL FULFILLED > 1000 FT. N M, S _ft. E -ft, W On ft. YES ❑ NO ON ONE WAY ISOLATED STREETS OR STREETS WITH ONE WAY TRAFFIC SIGNIFICANCE AND ADJACENT SIGNALS ARE SO FAR APART THAT NECESSARY PLATOONING 8 SPEED CONTROL WOULD BE LOST ON 2-WAY STREETS WHERE ADJACENT SIGNALS DO NOT PROVIDE NECESSARY PLATOONING AND SYSTEM NA - ❑ ❑ L SPEED CONTROL PROPOSED SIGNALS COULD CONSTITUTE A PROGRESSIVE SIG WARRANT 6 - Accident Experience SATISFIED YES ❑ NO REQUIREMENTS WARRANT ,I FULFILLED ONE WARRANT WARRANT 1 - MINIMUM VEHICULAR VOLUME SATISFIED OR _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ TRAFFIC YES[] NOW 80% WARRANT 2 INTERRUPTION OF CONTINUOUS ❑ ❑ SIGNAL WILL NOT SERIOUSLY DISRUUPT PROGRESSIVE TRAFFIC FLOW ADEQUATE TRIAL OF LESS RESTRICTIVE REMEDIES HAS FAILED TO REDUCE ACCIDENT FREQUENCY ❑ ❑ ACC. WITHIN A 12 MONTH PERIOD SUSCEPTIBLE OF CORR. 8 INVOLVING INJURY OR ? $500 DAMAGE - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - MINIMUM REQUIREMENT NUMBER OF ACCIDENTS ❑ ❑ S OR MORE WARRANT 7 - Systems Warrant SATISFIED YES ❑ NO 0 MINIMUM! VOLUME ENTERING VOLUMES - ALL APPROACHES I FULFILLED REQUIREMENT - DURING TYPICAL WEEKDAY PEAK HOUR GQ1 _ VEH/HR 1000 VEHfHR _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ OR DURING EACH OF ANY 5 HRS. OF A SAT. AND/OR SUN. VEH/HR YES ❑ NON CHARACTERISTICS OF MAJOR ROUTES MAJOR ST. MINOR ST. I IWY SYSTEM SERVING AS PRINCIPLE NET`AORK FOR THROUGH TRAFFIC N~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - RURAL OR SUBURBAN HWY OUTSIDE OF. ENTERING. OR TRAVERSING A CITY - f1J~- - - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ APPEARS AS MAJOR ROUTE ON AN OFFICIAL PLAN ANY MAJOR ROUTE CHARACTERISTICS MET, BOTH STREETS ❑ A The satisfaction of a warrant Is not necessarily justification for a signal. Delay, congestion, confusion or other evidence of the need for right-of-way asslgmmnent must be shown. 9-8 TRAFFIC SIGNALS AND LIGHTING Traffic Manual 1.1991 Figure 9-3 TRAFFIC SIGNAL WARRANTS WARRANT 8 - Combination of Warrants SATISFIED YES ❑ NO tZ REQUIREMENT WARRANT J FULFILLED TWO WARRANTS 1. MINIMUM VEHICULAR VOLUME SATISFIED 2. INTERRUPTION OF CONTINUOUS TRAFFIC YES ❑ NO 80% WARRANT 9 -Four Hour Volume SATISFIED* YES ❑ NO Ate, Ora f~~fr.~. 2 or /a, r.., /:rn uo Hour Both Approaches - Major Street 7l X32 3°5 Highest Approaches - Minor Street X 130 ~3( ~aO LI°! * Refer to Figure 9-6 (URBAN AREAS) or Figure 9-7 (RURAL AREAS) to determine if this warrant is satisfied. WARRANT 10 -Peak Hour Delay SATISFIED YES ❑ NO (ALL PARTS MUST BE SATISFIED) 1 . The total delay experienced for traffic on one minor street approach controlled by a STOP sign equals or exceeds four vehicle-hours for a one-lane approach and five vehicle-hours for a two-lane approach. AND YES ❑ NO 2. The volume on the same minor street approach equals or exceeds 100 vph for one moving lane of traffic or 150 vph for two moving lanes, AND YES ~O NO ❑ 3. The total entering volume serviced during the hour equals or exceeds 800 vph for intersections with four or more approaches or 650 vph for intersections with three approaches. YES ® NO ❑ * . WARRANT 11 -Peak Hour Volume SATISFIED YES ❑ NO El 2or nnn mole na, rt, Hour [3011) nppio~ches ~ Major Sheet _ .=35 Refer to Figure 9 8 (URBAN AREAS) or Figure 9 9 (RURAL AREAS) to delerrnine if this warrant is satisfied. The satisfaction of a warrant is not necessarily justification for a signal. Delay, congestion, confusion or other evidence of (tie need tot right-of-way assignment must be shown. Ihghi~s.l nppio:~che5 ~ Minor SlreCl Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-11 1-1991 Figure 9-6 FOUR HOUR VOLUME WARRANT (Urban Areas) 500 2 I 400 l U I- W a 0 300 I- a CL w 200 0 z .2 _ J O > 100 2 C7 S 0 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH * NOTE: 115 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 80 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE. 2 OR MORE LANES (MAJOR) & 2 OR MORE LANES (MINOR) 2 OR MORE LANES (MAJOR) & 1 LANE MINOR R 1 LANE (MAJOR 2 MVMM LANES (MINOR ) t 1 1LANE MI NOR) 1 LANE (MAJO Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-13 1-1991 Figure 9-8 PEAK HOUR VOLUME WARRANT (Urban Areas) 600 2 a 500 x p 400 CC cc r m a a ¢o w 300 z E o 200 x 0 = 100 0 2 OR MORE LANES (MAJOR) & 2 OR MORE LANES (MINOR) OR MORE LANES MAJOR & 1 LANE MINOR OR 1 LANE MAJOR) & 2 OR MORE LANES (MINOR) r 4 I ~ 1 LANE (MAJOR) & 1 LANE (MINOR) I 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH NOTE: 150 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 100 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE. A'f_ ( ✓Azaiwr(.0 9-6 TRAFFIC SIGNALS AND LIGHTING Traffic Manual 1-lssx Figure 9-1 TRAFFIC SIGNAL WARRANTS CALC M=N DATE o~- DIST CO RTE PM CHK DATE Major St: _-)o- r0irt✓ny W6 OF<-;4n,MF Critical Approach Speed mph Minor St: L)A'7'iC.Jr'-( A Critical Approach Speed mph Critical speed of major street traffic > 40 mph - - - - - - - - - - - - - 0 l RURAL (R) In built up area of isolated community of < 10,000 pop. _ _ _ _ _ _ _ _ _ ❑ ) Q URBAN (U) WARRANT 1 - Minimum Vehicular Volume 100% SATISFIED YES ❑ NO ❑ 80% SATISFIED YES ❑ NO ❑ MINIMUM REOUIREMENTS (80% SHOWN IN BRACKETS) U R U R APPROACH 1 2 or more Hour LANES Both Apprchs. 500 ' 350 1 600 1 420 1 : - ~n c `4 3 Major Street (400) (280) (480) (336) .0 d . L Highest Apprch. 150 105 200 140 Minor Street 020) 1 (64) 1 (160) (112) WARRANT 2 - Interruption of Continuous Traffic 100% SATISFIED YES ❑ NO ❑ 80% SATISFIED YES ❑ NO ❑ MINIMUM REOUIREMENTS (80% SHOWN IN BRACKETS) U R U R An jM APPROACH 1 2 or more Hour r LANES Both Apprchs. 750 525 900 630 Major Street (600) (420) (720) 5o4 l? l s✓ Highest Apprch. 7,5 53 100 70 Minor Street (60) (42) (80) (56) WARRANT 3 - Minimum Pedestrian Volume 100% SATISFIED YES ❑ NO ❑ REQUIREMENT FULFILLED Pedestrian volume crossing the major street is 100 or more for each of any four hours or is 190 or more during any one Yes ❑ No ❑ hour, [ND There are less than 60 gaps per hour in the major street traf- Yes ❑ No ❑ fic stream of adequate length for pedestrians to cross. AN The nearest traffic signal along the major street is greater Y ❑ N ❑ than 300 feet. AND es o The new traffic signal will not seriously disrupt progressive Yes ❑ No ❑ traffic flow on the major street. The satlsfaclion of a warrant is not necessarily justification for a signal. Delay, congestion, confusion or other evidence of the need for rfghl-of-way assignment must be shown. Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-7 1-1991 Figure 9-2 TRAFFIC SIGNAL WARRANTS WARRANT 4 - School Crossings WARRANT 5 - Progressive Movement Not Applicable__________ ❑ See School Crossings Warrant Sheet ❑ SATISFIED YES ❑ NO ❑ MINIMUM REQUIREMENTS DISTANCE TO NEAREST SIGNAL FULFILLED > 1000 FT. N _ft. S _fl, E it. W It. YES ❑ NO ❑ ON ONE WAY ISOLATED STREETS OR STREETS WITH ONE WAY TRAFFIC SIGNIFICANCE AND ADJACENT SIGNALS ARE SO FAR APART THAT NECESSARY PLATOONING & SPEED CONTROL WOULD BE LOST ON 2-WAY STREETS WHERE ADJACENT SIGNALS DO NOT PROVIDE NECESSARY PLATOONING AND ❑ ❑ SPEED CONTROL PROPOSED SIGNALS COULD CONSTITUTE A PROGRESSIVE SIGNAL SYSTEM WARRANT 6 - Accident Experience SATISFIED YES ❑ NO ❑ REQUIREMENTS WARRANT FULFILLED ONE WARRANT WARRANT 1 - MINIMUM VEHICULAR VOLUME SATISFIED OR _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ YES ❑ NO ❑ 80% WARRANT 2 - INTERRUPTION OF CONTINUOUS TRAFFIC ❑ ❑ SIGNAL WILL NOT SERIOUSLY DISRUUPT PROGRESSIVE TRAFFIC FLOW ADEQUATE TRIAL OF LESS RESTRICTIVE REMEDIES HAS FAILED TO REDUCE ACCIDENT FREQUENCY ❑ ❑ ACC. WITHIN A 12 MONTH PERIOD SUSCEPTIBLE OF CORR. & INVOLVING INJURY OR ? $500 DAMAGE _ MINIMUM REQUIREMENT NUMBER OF ACCIDENTS ❑ ❑ S OR MORE WARRANT 7 - Systems Warrant SATISFIED YES ❑ NO ❑ MINIMUM VOLUME ENTERING VOLUMES ALL APPROACHES FULFILLED REQUIREMENT DURING TYPICAL WEEKDAY PEAK HOUR _ VEH/HR 1000 VEHIHR _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ OR DURING EACH OF ANY 5 HRS. OF A SAT. AND/OR SUN. VEHMR YES ❑ NO ❑ CHARACTERISTICS OF MAJOR ROUTES MAJOR ST. MINOR ST. HWY SYS T EM SERVING AS PRINCIPLE NETWORK FOR THROUGH TRAFFIC - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - RURAL OR SUBURBAN HWY OUTSIDE OF, ENTERING, OR TRAVERSING A CITY PLAN ARS AS MAJOR ROUT E ON AN OFFICIAL ANY MAJOR ROUTE CHARACTERISTICS MET, BOTH STREETS ❑ ❑ The satisfaction of a warrant Is not necessarily justification for a signal. Delay, congestion, confusion or other evidence of the need for right-of-way assigmmnent must be shown. 9-8 TRAFFIC SIGNALS AND LIGHTING Traffic Manual 1-1991 Figure 9-3 TRAFFIC SIGNAL WARRANTS WARRANT 6 - Combination of Warrants SATISFIED YES ❑ NO ❑ REQUIREMENT WARRANT J FULFILLED TWO WARRANTS 1. MINIMUM VEHICULAR VOLUME SATISFIED 2, INTERRUPTION OF CONTINUOUS TRAFFIC YES E] NO [:J 80% WARRANT 9 -Four Hour Volume SATISFIED* YES ❑ NO ❑ 2 or n- m11. -7,,- /q., D,,/w -c Hour Both Approaches - Major Street 240 332 3q5 2r3`{ Highest Approaches - Minor Street - - - * Refer to Figure 9-6 (URBAN AREAS) or Figure 9-7 (RURAL AREAS) to determine it this warrant is satisfied. WARRANT 10 -Peak Hour Delay SATISFIED YES ❑ NO ❑ (ALL PARTS MUST BE SATISFIED) 1. The total delay experienced for traffic on one minor street approach controlled by a STOP sign equals or exceeds four vehicle-hours for a one-lane approach and live vehicle-hours for a two-lane approach. AND YES ❑ NO ❑ 2 The volume on the same minor street approach equals or exceeds 100 vph for one moving lane of traffic or 150 vph for two moving lanes. AND YES ❑ NO ❑ 3 The total entering volume serviced during the hour equals or exceeds 800 vph for intersections with four or more approaches or 650 vph for intersections with three approaches, YES ❑ NO ❑ * WARRANT 11 -Peak Hour Volume SATISFIED YES ❑ NO 2 or n- nln,n AM / /0(1, Hour Both Appfu:tches Major Street I;eler to I-iquie 9 8 (URBAN AREAS) or Figure 9 9 (RURAL AREAS) to determine it this warrant is satisfied. # I Lghest Approaches Minor Street The satisfaction of a warrant is not necessarily justification for a signal. Delay, congestion, confusion or other evidence of the need tot night-of-way assignment must he shown. Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-11 t-1991 Figure 9-6 FOUR HOUR VOLUME WARRANT (Urban Areas) 500 2 > I 400 W a0 300 F CL m CL a Q w 200 z m J O > 100 2 OR MORE LANES (MAJOR) & 2 OR MORE LANES (MINOR) 2 OR MORE LANES (MAJOR) & 1 LANE (MINOR) OR 1 LANE (MAJOR) & 2 MORE LANES (MINOR) 1 LANE (MAJOR) & 1 LANE (MINOR) I I 1 1 0 L 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH * NOTE: 115 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE. LANES AND 80 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE. Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-13 1-1991 Figure 9-8 PEAK HOUR VOLUME WARRANT (Urban Areas) 600 x a 500 x ~ w U p 400 ¢ t- ¢ a rn a o w 300 z o 200 x 0 = 100 0 2 OR MORE LANES (MAJOR) & 2 OR MORE LANES (MINOR) 2 OR MORE LANES (MAJOR) & 1 LANE (MINOR) OR 1 LANE (MAJOR) & 2 OR MORE LANES (MINOR) 1 LANE (MAJOR) & 1 LANE (MINOR) 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH i NOTE: 150 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 100 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE. Wy<t-Ir Pao.-r' -r No k Wnrzanr~~~!4 9-6 TRAFFIC SIGNALS AND LIGHTING Traffic Manual 1-1"2 Figure 9-1 TRAFFIC SIGNAL WARRANTS CALC DATE n-l -OZ DIST CO RTE PM CHK DATE Major St: ~O~EyhGAG Go~~F/r,a4 J 7.Sn-,. :-f~ Critical Approach Speed y0 mph Minor St: C7ti i ✓/tN 75 Critical Approach Speed < 4o mph Critical speed of major street traffic > 40 mph - - - - - - - - - - - or l RURAL (R) or _ _ In built up area of isolated community of < 10,000 pop. - _ - - - - - ❑ URBAN (U) WARRANT 1 - Minimum Vehicular Volume 100% SATISFIED YES ❑ NO 19 80% SATISFIED YES El NO 0 MINIMUM REQUIREMENTS (80% SHOWN IN BRACKETS) Pro 1c n(?SOS i U R 11 U R Al~ P APPROACH 2 or more -7;c~ g:~ N'.w S.op Hour 1 LANES 1 Both Apprchs. 500 350 600 [L(336), vl Ir$Z'( 2, 1a 7,365 Major Street (400) (260) (480) IrO Highest Apprch. 150 105 200 140 Minor Street f1201 f841 11601 (112) 15 23 ~i2 53 WARRANT 2 - Interruption of Continuous Traffic 100% SATISFIED YES ❑ NO [Z 80% SATISFIED YES ❑ NO M MINIMUM REQUIREMENTS (80% SHOWN IN BRACKETS) , U R U R APPROACH LANES 1 2 or more ,r.J,..,, Hour Both Apprchs. 750 525 900 630 1061 j,94Y' I'j ?~3~i Major Street (600) (420) (720) (50401 Highest Apprch. - 7.5 53 I 100 70 J - Minor Street - (60) i (80) (56) WARRANT 3 - Minimum Pedestrian Volume 100% SATISFIED YES ❑ NO 0 REQUIREMENT FULFILLED Pedestrian volume crossing the major street is 100 or more for each of any lour hours or is 190 or more during any one Yes ❑ No ❑ hour: ND There are less than 60 gaps per hour in the major street trat- ❑ Yes No ❑ lic stream of adequate length for pedestrians to cross: AND The nearest traffic signal along the major street is greater Yes E) No 0 than 300 feet: AND The new traffic signal will not seriously disrupt progressive Yes ❑ No Irallic flow on the major street. The satisfaction of a warrant Is not necessarily justification for a signal. Delay, congestion, confusion or other evidence of the need for right-of-way assignment must be shown. Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-7 1-1992 Figure 9-2 TRAFFIC SIGNAL WARRANTS i WARRANT 4 - School Crossings Not Applicable _ _ _ _ _ 21 See School Crossings Warrant Sheet ❑ SATISFIED YES ❑ NON MINIMUM REQUIREMENTS DISTANCE TO NEAREST SIGNAL FULFILLED > 1000 FT. IN 3S ft, S _ft, E -ft. W ft. YES ❑ NO ON ONE WAY ISOLATED STREETS OR STREETS WITH ONE WAY TRAFFIC SIGNIFICANCE AND ADJACENT SIGNALS ARE SO FAR APART THAT NECESSARY PLATOONING 8 SPEED CONTROL WOULD BE LOST ON 2-WAY STREETS WHERE ADJACENT SIGNALS DO NOT PROVIDE NECESSARY PLATOONING AND EM ❑ ❑ SPEED CONTROL PROPOSED SIGNALS COULD CONSTITUTE A PROGRESSIVE SIGNAL SYST WARRANT 5 - Progressive Movement WARRANT 6 - Accident Experience SATISFIED YES ❑ NO REQUIREMENTS WARRANT FULFILLED ONE WARRANT WARRANT 1 - MINIMUM VEHICULAR VOLUME SATISFIED OR _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 80% WARRANT 2 - INTERRUPTION OF CONTINUOUS TRAFFIC YES ❑ NO 21 ❑ ❑ SIGNAL WILL NOT SERIOUSLY DISRUUPT PROGRESSIVE TRAFFIC FLOW ADEQUATE TRIAL OF LESS RESTRICTIVE REMEDIES HAS FAILED TO REDUCE ACCIDENT FREQUENCY ❑ ❑ ACC. WITHIN A 12 MONTH PERIOD SUSCEPTIBLE OF CORR. S INVOLVING INJURY OR ? $500 DAMAGE - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - MINIMUM REQUIREMENT NUMBER OF ACCIDENTS ❑ ❑ 5 OR MORE SATISFIED YES ❑ NO ❑ WARRANT 7 - Systems Warrant MINIMUM VOLUME ENTERING VOLUMES ALL APPROACHES J FULFILLED REQUIREMENT DURING TYPICAL WEEKDAY PEAK HOUR -'~t~_--VEH/HR 1000 VEH/HR _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ OR DURING EACH OF ANY 5 HRS. OF A SAC AND/OR SUN. VEH/HR YES NO ❑ CHARACTERISTICS OF MAJOR ROUTES MAJOR ST. MINOR ST. HWY SYSTEM SERVING AS PRINCIPLE NETWORK FOR THROUGH TRAFFIC PJ0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - RURAL OR SUBURBAN HWY OUTSIDE OF, ENTERING. OR TRAVERSING A CITY /JO nl ) - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - APPEARS AS MAJOR ROUTE ON AN OFFICIAL PLAN `/r~ (.L/ ANY MAJOR ROUTE CHARACTERISTICS MET. BOTH STREETS ❑ The satisfaction of a warrant Is not necessarily justification for a signal. Delay, congestion, confusion or other evidence of the need for right-of-way assigmmnent must be shown. 9-8 TRAFFIC SIGNALS AND LIGHTING Traffic Manual Figure 9-3 TRAFFIC SIGNAL WARRANTS WARRANT 8 - Combination of Warrants SATISFIED YES ❑ NO REOUIREMENT WARRANT J FULFILLED TWO WARRANTS I. MINIMUM VEHICULAR VOLUME SATISFIED 2. INTERRUPTION OF CONTINUOUS TRAFFIC YES ❑ NO 80 WARRANT 9 -Four Hour Volume _I r SATISFIED YES ❑ NO 2 or n M r Pte, (r:,;~. lino mnra 11n /1, 1vo Hour Both Approaches - Major Street 1,861 I,rb2~l Z,iq~j L,3~S Highest Approaches - Minor Street x S 3 * Refer to Figure 9-6 (URBAN AREAS) or Figure 9-7 (RURAL AREAS) to determine if this warrant is satisfied. WARRANT 10 - Peak Hour Delay SATISFIED YES ❑ NO (ALL PARTS MUST BE SATISFIED) 1. The total delay experienced for traffic on one minor street approach controlled by a STOP sign equals or exceeds four vehicle-hours for a one-lane approach and five vehicle-hours for a two-lane approach; AND YES ❑ NO Il 2. The volume on the same minor street approach equals or exceeds 100 vph for one moving lane of traffic or 150 vph for two moving lanes: AND YES ❑ NO The total entering volume serviced during the hour equals or exceeds 800 vph for intersections with lour or more approaches or 650 vph for intersections with three approaches. YES ❑ NO ❑ WARRANT 11 - Peak Hour Volume SATISFIED YES ❑ NO 2o( (-)np more 7:?~0 / Hour Both Apps o:,cl?es - Major Street Refer Io 1 itTUrc 9 8 ( UiIHAN AREAS ) or Figure 9 9 (RURAL AREAS) to determine it Ibis warrant is selished_ Lr.'~.os1 At,nreachue. - Minor Street The satisfaction of a warrant is not necessarily justification fora signal. Delay, congestion, confusion or other evidence of the need for right-of-way assignment must be shown. 9-12 1.1991 TRAFFIC SIGNALS AND LIGHTING Traffic Manual Figure 9-7 FOUR HOUR VOLUME WARRANT (Rural Areas) 400 CL = 300 ~U wQ w0 ¢ C cc n a ¢ ¢ 200 Ow Z2 ~O J O > = 100 O 0 200 2 OR MORE LANE S (MAJOR) 2 OR MORE L ANES (MINO R) 2 OR MORE LANES (MAJORI & i LANE_ (MINOR OR t LANE (MAJOR) & 2 OR MORE LANES H) 1 LANE (MAJOR) & 1 LANE (MINOR) , 300 400 500 600 700 800 900 1000 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH ' NOTE: 80 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 60 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE. 9-14 -1"1 TRAFFIC SIGNALS AND LIGHTING Traffic Manual Figure 9-9 PEAK HOUR VOLUME WARRANT (Rural Areas) 500 S a > 400 U F Q ¢ w 300 w- a 0 a a cc w Z~200 J O > S 0 100 2 0 2 OR MORE LANES (MAJOR) & 2 OR MORE LANES (MINOR) 2 OR MORE LANES SMAJOR MORE 1 LANE (MINOR7 `OR T LANE (MAJOR) & -20113 MORE LANES-(9001) 1 LANE (MAJOR) & 1 LANE (MINOR) 300 400 500 600 700 800 900 1000 1100 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH NOTE: 100 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 75 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE. 1200 1300 l'J5'ILA Lwg~2~ WA22A91,0 9-6 TRAFFIC SIGNALS AND LIGHTING Traffic Manual 1-lest Figure 9-1 TRAFFIC SIGNAL WARRANTS CALC MSS DATE 5-30-0Z DIST CO RTE PM ' CHK DATE Major St: Ro~✓,15AO P0;LE✓Fr1.0 (03 D=2. (7r3Ly~ Critical Approach Speed L) mph Minor SC D R ~ 'JEI~A / E _ Critical Approach Speed GAD mph Critical speed of major street traffic ? 40 mph - - - - - - - - - - - - - ~ l RURAL (R) In built up area of isolated community of < 10,000 pop. _ - - - - _ - - - ❑ 1 ❑ URBAN (U) WARRANT 1 - Minimum Vehicular Volume MINIMUM REQUIREMENTS (80% SHOWN IN BRACKETS) U R U R APPROACH 1 2 or more LANES Both Apprchs. 500 350 600 420 Major Street (400) (260) 1 1 (480)1 1(11611 Highest Apprch. 150 5 - 200 140 Minor Street (120) 1 (84) 1 (160) (112) 52 100% SATISFIED YES ❑ NO 91 80% SATISFIED YES ❑ NO ~•.In P r^ 150 z, I IN z~ 60 9q Ilo WARRANT 2 - Interruption of Continuous Traffic 100% SATISFIED 80% SATISFIED Hour YES ❑ NO ❑ YES ❑ NO ❑ MINIMUM REQUIREMENTS (60% SHOWN IN BRACKETS) U R U R APA FNn APPROACH 1 20f more LANES ~ (:7,) - Botn Apprchs. 750 525 900 630 Major Street (600) (420) (720) 504 , x';71 '1~ 111 Z~LO Highest Apprch. 75 I -53 100 70 _ f Minor Street (601 (42)' (80) (56) lu WARRANT 3 - Minimum Pedestrian Volume Hour 100% SATISFIED YES ❑ NO 0 REQUIREMENT FULFILLED Pedestrian volume crossing the major street is 100 or more for each of any four hours or is 190 or more during any one Yes ❑ No ❑ hour. Lr D There are less than 60 gaps per hour in the major street traf- Y ❑ N ❑ fic stream of adequate length for pedestrians to cross, AND o es The nearest traffic signal along the major street is greater Yes ❑ No f2l than 300 feet, AND The new traffic signal will not seriously disrupt progressive Yes ❑ No ❑ traffic flow on the major street. The satisfaction of a warrant is not necessarily justification for a signal. Delay, congestion, confusion or other evidence of the need for right-of-way assignment must be shown. r Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-7 i-1992 Figure 9-2 TRAFFIC SIGNAL WARRANTS - WARRANT 4 - School Crossings Not Applicable _ _ _ _ _ z See School Crossings Warrant Sheet ❑ WARRANT 5 - Progressive Movement SATISFIED YES ❑ NO N MINIMUM REQUIREMENTS DISTANCE TO NEAREST SIGNAL FULFILLED > 1000 FT. N ? - 5 ft, S _ft, E It, W ft. YES ❑ NO ON ONE WAY ISOLATED STREETS OR STREETS WITH ONE WAY TRAFFIC SIGNIFICANCE AND ADJACENT SIGNALS ARE SO FAR APART THAT NECESSARY PLATOONING 6 SPEED CONTROL WOULD BE LOST ON 2-WAY STREETS WHERE ADJACENT SIGNALS DO NOT PROVIDE NECESSARY PLATOONING AND YSTEM ❑ ❑ SPEED CONTROL PROPOSED SIGNALS COULD CONSTITUTE A PROGRESSIVE SIGNAL S WARRANT 6 - Accident Experience SATISFIED YES ❑ NO REQUIREMENTS WARRANT FULFILLED ONE WARRANT WARRANT 1 - MINIMUM VEHICULAR VOLUME . SATISFIED OR _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ YES ❑ NO 80% WARRANT 2 - INTERRUPTION OF CONTINUOUS TRAFFIC ❑ ❑ SIGNAL WILL NOT SERIOUSLY DISRUUPT PROGRESSIVE TRAFFIC FLOW ADEQUATE TRIAL OF LESS RESTRICTIVE REMEDIES HAS FAILED TO REDUCE ACCIDENT FREQUENCY ❑ ❑ ACC. WITHIN A 12 MONTH PERIOD SUSCEPTIBLE OF CORR. 8 INVOLVING INJURY OR ? $500 DAMAGE _ MINIMUM REQUIREMENT NUMBER OF ACCIDENTS ❑ ❑ 5 OR MORE WARRANT 7 - Systems.Warrant SATISFIED YES ❑ NO Z MINIMUM VOLUME ENTERING VOLUMES ALL APPROACHES FULPLLED REQUIREMENT DURING TYPICAL WEEKDAY PEAK HOUR VEH/HR 1000 VEH/HR _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ OR DURING EACH OF ANY 5 HRS. OF A SAT. AND/OR SUN. VEH/HR YES IZ NO ❑ CHARACTERISTICS OF MAJOR ROUTES MAJOR ST. MINOR ST. HWY SYSTEM SERVING AS PRINCIPLE NETWORK FOR THROUGH TRAFFIC YE< th) RURAL OR SUBURBAN HWY OUTSIDE OF, ENTERING, OR TRAVERSING A CITY hk) APPEARS AS MAJOR ROUTE ON AN OFFICIAL PLAN ANY MAJOR ROUTE CHARACTERISTICS MET, BOTH STREETS ❑ Q The satisfaction of a warrant Is not necessarily justification for a signal. Delay, congestion, confusion or other evidence of the need for right-of-way assigmmirent must be shown. 9-8 TRAFFIC SIGNALS AND LIGHTING Traffic Manual ,-,T, Figure 9-3 TRAFFIC SIGNAL WARRANTS WARRANT 8 - Combination of Warrants SATISFIED YES ❑ NO REQUIREMENT WARRANT ✓ FULFILLED TWO WARRANTS 1. MINIMUM VEHICULAR VOLUME ' SATISFIED 2, INTERRUPTION OF CONTINUOUS TRAFFIC YES ❑ NO 80% WARRANT 9 -Four Hour Volume SATISFIED YES ❑ NO AV- P=AS Pr* P~~k.. 2 or One mnrp' /:0b xoG /->?Hour IVPlill l-PIIGJ Both Approaches - Major Street I !g~ I Aso { 23l Highest Approaches - Minor Street 52 6U q~i t tQ ` Refer to Figure 9-6 (URBAN AREAS) or Figure 9-7 (RURAL AREAS) to determine if this warrant is satisfied. WARRANT 10 -Peak Hour Delay SATISFIED YES ❑ NO (ALL PARTS MUST BE SATISFIED) 1. The total delay experienced for traffic on one minor street approach controlled by a STOP sign equals or exceeds four vehicle-hours for a one-lane approach and five vehicle-hours for a two-lane approach, AND YES ❑ NO 2. The volume on the same minor street approach equals or exceeds 100 vph for one movino lane of traffic or 150 vph for two moving lanes: AND YES ❑ NO The total entering volume serviced during the hour equals or exceeds 800 vph for intersections wim four or more approaches or 650 vph for intersections with three approaches. YES ® NO ❑ WARRANT 11 -Peak Hour Volume SATISFIED* YES ® NO ❑ 2 or X Hour Refer to Figure 9 8 ( UR13AN AREAS) or Figu re 9 9 (RURAL AREAS) to determine if thi s warrant is satisfied. Both Approaches - Major Street Ihghcs.~ Approaches - Minor Street t\p The satisfaction of a warrant is riot necessarily justification for a signal. Delay, congestion. confusion or other evidence of the need for right-of-w.ry assignment must be shown. 9-12 TRAFFIC SIGNALS AND LIGHTING Traffic Manual Figure 9-7 FOUR HOUR VOLUME WARRANT (Rural Areas) 400 2 a = 300 ~ U W Q WU N a CL ¢ a 200 Ow z~ J O > x 100 2 0 2 OR MORE LANES (MAJOR) 2 OR MORE LANES (MINOR) 12 OR MORE LANES (MAJOR) & 1 LANE (MINOR) -OR-rUNEjMAJOR) & 2 Off-M E LANES (MINOR) 1 LANE (MAJOR) & 1 LANE (MINOR) 200 300 400 S00 600 700 800 900 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH ' NOTE: 80 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET ' APPROACH WITH TWO OR MORE LANES AND 60 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE. 1000 7 9-14 TRAFFIC SIGNALS AND LIGHTING Traffic Manual Figure 9-9 PEAK HOUR VOLUME WARRANT (Rural Areas) 500 S a > 400 2 ~ Q ¢ w 300 ~ a ,i a a ¢w Z 2 200 J O > S 0100 0 2 OR MORE LANES (MAJOR) & 2 OR MORE LANES (MINOR) 2 OR MORE LANES (MAJOR) & 1 LANE (MINOR? OR-i LANE(MAJOR)-&-2-OR'MORELANES (MINOR) I 1 LANE (MAJOR) & 1 LANE (MINOR) 300 400 500 600 700 800 900 1000 1100 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH NOTE: 100 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 75 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE. 1200 1300 * ~s~n Pws ~7 k))~(''/nvr -ro 9-6 TRAFFIC SIGNALS AND LIGHTING Traffic Manual 1-r~z Figure 9-1 TRAFFIC SIGNAL WARRANTS CALC ~1SI { DATE G'7 02 DIST co RTE PM CHK DATE Major St: {MAa! (i l , ST~Ir< Critical Approach Speed (o mph Minor St: T ✓Fw'~ / C- Critical Approach Speed mph Critical speed of major street traffic > 40 mph - - - - - - - - - - - - - or l RURAL (R) In built up area of isolated community of < 10,000 pop. _ _ - - - - - - ❑ 1 N URBAN (U) WARRANT 1 - Minimum Vehicular Volume 100% SATISFIED YES ❑ NO 80% SATISFIED YES ❑ NO MINIMUM REQUIREMENTS (80% SHOWN I N BRACKETS) U R U R APPROACH 1 20f more LANES x,00 grt~ ill cJ 5[.m Both Apprchs. 500 350 420 6Z 6 x( -714 , a'♦6 Major Street 400) if (280) I 480 (336) ~ 0 c Highest Approh. 150 105 200 140 113 go 1'30 Z q - Mirror Street I20)I (84) (160) (112) o WARRANT 2 - Interruption of Continuous Traffic MINIMUM REQUIREMENTS (80% SHOWN IN BRACKETS) 100% SATISFIED 80% SATISFIED Hour YES ❑ NO 0 YES ❑ NO 2 APPROACH LANES 1 2 or more %.UC 1` Both Apprchs. 750 525 900 630 _ Major Street (600) (420) 720 504 ._.Lp -rc r_ o Highest Apprch tI-'73" 53 100 70 Minor Street I (6011 1 (42) 1 (80) (56) WARRANT 3 - Minimum Pedestrian Volume Hour 100% SATISFIED YES ❑ NO 71 REQUIREMENT FULFILLED Pedestrian volume crossing the major street is 100 or more for each of any tour hours or is 190 or more during anyone Yes ❑ No 0 hour; 1O There are less than 60 gaps per hour in the major street Iraf- Y ❑ N ❑ tic stream of adequate length for pedestrians to cross, AN es o The nearest traffic signal along the major street is greater Y Q N ❑ than 300 feet, AND es o The new traffic signal will not seriously disrupt progressive Yes ❑ No frallic flow on the major street. The satisfaction of a warrant Is not necessarily justification for a signal. Delay, congestion, contusion or other evidence of the need for right-of-way assignment must be shown. Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-7 11992 Figure 9-2 TRAFFIC SIGNAL WARRANTS WARRANT 4 - School Crossings WARRANT 5 - Progressive Movement Not Applicable _ _ _ _ _ _ _ _ _ _ See School Crossings Warrant Sheet ❑ SATISFIED YES ❑ NO M MINIMUM REQUIREMENTS DISTANCE TO NEAREST SIGNAL FULFILLED > 1000 FT. N h, s _ft, E it, W 14gO it. YES ❑ NO ON ONE WAY ISOLATED STREETS OR STREETS WITH ONE WAY TRAFFIC SIGNIFICANCE AND ADJACENT SIGNALS ARE SO FAR APART THAT NECESSARY PLATOONING 8 SPEED CONTROL WOULD BE LOST ON 2-WAY STREETS WHERE ADJACENT SIGNALS DO NOT PROVIDE NECESSARY PLATOONING AND YSTEM ❑ ❑ SPEED CONTROL PROPOSED SIGNALS COULD CONSTITUTE A PROGRESSIVE SIGNAL S WARRANT 6 - Accident Experience SATISFIED YES ❑ NO 10 REQUIREMENTS WARRANT ✓ FULFILLED ONE WARRANT WARRANT I - MINIMUM VEHICULAR VOLUME SATISFIED OR _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ YES ❑ NO 80% WARRANT 2 - INTERRUPTION OF CONTINUOUS TRAFFIC ❑ ❑ SIGNAL WILL NOT SERIOUSLY DISRUUPT PROGRESSIVE TRAFFIC FLOW ADEQUATE TRIAL OF LESS RESTRICTIVE REMEDIES HAS FAILED TO REDUCE ACCIDENT FREQUENCY ❑ ❑ ACC. WITHIN A 12 MONTH PERIOD SUSCEPTIBLE OF CORR. 8 INVOLVING INJURY OR ? $500 DAMAGE MINIMUM REQUIREMENT NUMBER OF ACCIDENTS 5 OR h10R E WARRANT 7 - Systems Warrant SATISFIED YES ❑ NO F MINIMUM VOLUME ENTERING VOLUMES ALL APPROACHES FULFILLED REQUIREMENT DURING TYPICAL WEEKDAY PEAK HOUR 111 59 _ VEH/HR f 1000 VEH!HR _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ OR DURING EACH OF ANY 5 HRS. OF A SAT. AND/OR SUN. VEH/HR CHARACTERISTICS OF MAJOR ROUTES MAJOR ST. MINOR ST. HWY SYSTEM SERVING AS PRINCIPLE NETWORK FOR THROUGH TRAFFIC Nv IJ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - RURAL OR SUBURBAN HWY OUTSIDE OF, ENTERING, OR TRAVERSING A CITY NJ0 N I APPEARS AS MAJOR ROUTE ON AN OFFICIAL PLAN Ajo rte ' ANY MAJOR ROUTE CHAnACTERISTICS MET. BOTH STREETS YES 0 No U ❑ 1A The satisfaction of a warrant Is not necessarily justification for a signal. Delay, congestion, confusion or other evidence of the need for right-of-way assigmmnent must be shown. 9-8 TRAFFIC SIGNALS AND LIGHTING Traffic Manual 1-1991 Figure 9-3 TRAFFIC SIGNAL WARRANTS WARRANT 8 - Combination of Warrants SATISFIED YES ❑ NO 0 REQUIREMENT WARRANT J FULFILLED TWO WARRANTS 1. MINIMUM VEHICULAR VOLUME SATISFIED 2. INTERRUPTION OF CONTINUOUS TRAFFIC YES ❑ NO 80% WARRANT 9 - Four Hour Volume SATISFIED YES ❑ NO JZ 2or Apr Pr,~- pM PEAS rlna mnra 7`03 Awo lrv~ /u. Hour Both Approaches - Major Street (2'~ 1 -7q0 Highest Approaches - Minor Street '75 c;i t'-+n 60`( * Refer to Figure 9-6 (URBAN AREAS) or Figure 9-7 (RURAL AREAS) to determine it this warrant is satisfied. WARRANT 10 -Peak Hour Delay SATISFIED YES ❑ NO (ALL PARTS MUST BE SATISFIED) 1. The total delay experienced for traffic on one minor street approach controlled by a STOP sign equals or exceeds four vehicle-hours for a one-lane approach and five vehicle-hours for a two-lane approach. AND YES ❑ NO Z 2. The volume on the same minor street approach equals or exceeds 100 vph for one moving lane of traffic or 150 vph for two moving lanes: AND YES NO ❑ :3. The total entering volume serviced during the hour equals or exceeds 800 vph for intersections witil four or more approaches or 650 vph for intersections with three approaches. YES NO ❑ * YES ❑ NO WARRANT 1 t -Peak Hour Volume SATISFIED 2 or Approach Lanes One more op Hour Both Approaches - Major Street oil Lt c I hghn,;l Appioachu" - Minor Sheet ..~-zo' _ ` Relcr to Figure 9 8 (UHRAN'AREAS) or Figure 9 9 (RURAL AREAS) to determine it this warrant is satisfied. The satisfaction of a warrant is not necessarily justification for a signal. Delay, congestion, confusion or other evidence of the need for right-of-way assignment must the shown. Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-11 1-1991 Figure 9-6 FOUR HOUR VOLUME WARRANT (Urban Areas) 500 S 400 t ~ U w 40 300 cc 0 F d CL a w 200 z 2 J O > 100 2 0 2 OR MORE LANES (MAJOR) 8,2 OR MORE LANES (MINOR) 2 OR MORE LANES (MAJOR) & 1 LANE R1LANE (MA LANES (MINOR) + 1 LANE (MAJOR) & 1 LANE (MINOR) 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH # NOTE: 115 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 80 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE. Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-13 - 1-1991 Figure 9-8 PEAK HOUR VOLUME WARRANT (Urban Areas) 600 x a 500 s W p 400 ~ a rn a o w 300 z 2 o 200 x 100 0 2 OR MORE LANES (MAJOR) & 2 OR MORE LANES (MINOR) 2 OR MORE LANES (MAJOR) & 1 LANE MINOR OR 1 LANE MA 2 OR MOR E LANE S (MIN R) 1 LANE (MAJOR) & 1 LANE (MINOR) 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH ` NOTE: 150 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 100 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE. vJ~ C(,vSJr.Tz l,JAQn.a.rr- SEA 9-6 TRAFFIC SIGNALS AND LIGHTING Traffic Manual 1-1N2 Figure 9-1 TRAFFIC SIGNAL WARRANTS CALC MSN DATE 530-02 DIST CO RTE PM CHK DATE Major St: MAP-51- AU_ ST2EE r Critical Approach Speed <L AC) mph Minor St: 02 5,)15LdA`f G Critical Approach Speed < O mph Critical speed of major street traffic ? 40 mph - - - - - - - - - - - - - ❑ or RURAL (ft) , In built up area of isolated community of < 10,000 pop. _ _ _ _ _ _ _ _ _ ❑ ® U RBAN (U) WARRANT 1 - Minimum Vehicular Volume 100% SATISFIED YES ® NO ❑ 80% SATISFIED YES ® NO ❑ MINIMUM REQUIREMENTS (80% SHOWN IN BRACKETS) QEAk. (Rt`o0$ U R U R Ayi P IM .j APPROACH 1 2 Or more tUU LANES 0'. UO N.'UO S; bO Hour Both Apprchs. Mapr so-eet 500 (400) 350 (280) 600 aeo 420 (336) b2q 16G No quo R Highest Apprch. Minor Street 150 120 105 1 (64) 1 1 200 (160) 140 (112) 156, 1 158 1 7-"13 Zq WARRANT 2 - Interruption of Continuous Traffic 100% SATISFIED YES ❑ NO 80% SATISFIED YES ❑ NO MINIMUM REQUIREMENTS (80% SHOWN IN BRACKETS) 1^FA~_ rl'L U R U R IOit•1 APPROACH LANES 1 2 or more co y:o~ N:cO ~'Uo Both Apprchs. 750 525 900 630 a Major Street (600) (420) 720)! 504) o2 Highest Apprch. 75 53 100 70 Minor Street (601 1 (421 (801 (561 15r- 1--? "%-i %•~'1' WARRANT 3 - Minimum Pedestrian Volume Hour 100% SATISFIED YES ❑ NO Z REQUIREMENT FULFILLED Pedestrian volume crossing the major street is 100 or more for each of any four hours or is 190 or more during any one Yes ❑ No ❑ hour, ND There are less than 60 gaps per hour in the major street traf- Yes El No ❑ lic stream of adequate length for pedestrians to cross. AND The nearest traffic signal along the major street is greater Y ® N ❑ than 300 feet: AND es o The new traffic signal will not seriously disrupt progressive Yes ❑ No ❑ traffic flow on the major street. The satisfaction of a warrant Is not necessarily justification for a signal. Delay, congestion, confusion or other evidence of the need for rlght-of-way assignment must be shown. Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-7 1-1992 Figure 9-2 TRAFFIC SIGNAL WARRANTS WARRANT 4 - School Crossings Not Applicable _ _ See School Crossings Warrant Sheet ❑ WARRANT 5 - Progressive Movement SATISFIED YES ❑ NO K MINIMUM REQUIREMENTS DISTANCE TO NEAREST SIGNAL FULFILLED > 1000 Fr. N _h. S _ft, E _ft, W NqD It. YES ❑ NO ON ONE WAY ISOLATED STREETS OR STREETS WITH ONE WAY TRAFFIC SIGNIFICANCE AND ADJACENT SIGNALS ARE SO FAR APART THAT NECESSARY PLATOONING & SPEED CONTROL WOULD BE LOST ON 2-WAY STREETS WHERE ADJACENT SIGNALS DO NOT PROVIDE NECESSARY PLATOONING AND A YSTEM ❑ ❑ L S SPEED CONTROL PROPOSED SIGNALS COULD CONSTITUTE A PROGRESSIVE SIGN WARRANT 6 - Accident Experience SATISFIED YES ❑ NO REQUIREMENTS WARRANT FULFILLED ONE WARRANT WARRANT 1 - MINIMUM VEHICULAR VOLUME SATISFIED _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ OR YES ❑ NO 80% WARRANT 2 - INTERRUPTION OF CONTINUOUS TRAFFIC SIGNAL WILL NOT SERIOUSLY DISRUUPT PROGRESSIVE TRAFFIC FLOW ❑ ❑ ADEQUATE TRIAL OF LESS RESTRICTIVE REMEDIES HAS FAILED TO REDUCE ACCIDENT FREQUENCY ❑ ❑ ACC. WITHIN A 12 MONTH PERIOD SUSCEPTIBLE OF CORR. & INVOLVING INJURY OR ? 5500 DAMAGE - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - MINIMUM REQUIREMENT NUMBER OF ACCIDENTS ❑ 5 OR MORE WARRANT 7 - Systems Warrant SATISFIED YES ❑ NO ND -MINIMUM VOLUME FULFILLED REQUIREMENT ENTERING VOLUMES - ALL APPROACHES DURING TYPICAL WEEKDAY PEAK HOUR 11ZN3 VEH/HR i, 1000 VEH'HR _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ OR DURING EACH OF ANY 5 HRS. OF A SAT. AND/OR SUN. VEH/HR YES IZ NO[:) CHARACTERISTICS OF MAJOR ROUTES MAJOR ST. MINOR ST. HIYY SYSTEM SERVING AS PRINCIPLE NETWORK FOR THROUGH TRAFFIC j'1,.^ N(? RURAL OR SUBURBAN HWY OUTSIDE OF, ENTERING. OR TRAVERSING A CITY (J^ N~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - APPEARS AS MAJOR ROUTE ON AN OFFICIAL PLAID (Jo ANY MAJOR ROUTE CHARACTE RIS TICS MET, BOTH STREETS ❑ rp The satisfaction of a warrant is not necessarily justification for a signal. Delay, congestion, confusion or other evidence of the need for right-of-way assigmmnenl must be shown. ID 9-8 TRAFFIC SIGNALS AND LIGHTING Traffic Manual 1-7991 Figure 9-3 TRAFFIC SIGNAL WARRANTS WARRANT 8 - Combination of Warrants SATISFIED YES ❑ NO tZ REQUIREMENT WARRANT J FULFILLED TWO WARRANTS 1. MINIMUM VEHICULAR VOLUME SATISFIED 2. INTERRUPTION OF CONTINUOUS TRAFFIC YES ❑ NO 10 80 WARRANT 9 -Four Hour Volume SATISFIED YES ❑ NO Am PEak ArH PEn1K_ 2 or r)na mnre -Poo A.oo IL4 to 5:0.7 Hour Both Approaches - Major Street X 621 ?(70 N(, Highest Approaches - Minor Street 156 159 * Refer to Figure 9-6 (URBAN AREAS) or Figure 9-7 (RURAL AREAS) to determine if this warrant is satisfied. WARRANT 10 - Peak Hour Delay SATISFIED YES ❑ NO (ALL PARTS MUST BE SATISFIED) 1. The total delay experienced for traffic on one minor street approach controlled by a STOP sign equals or exceeds four vehicle-hours for a one-lane approach and five vehicle-hours for a two-lane approach. AND YES ❑ NO 2 The volume on the same minor street approach equals or exceeds 100 vph for one moving lane of traffic or 150 vph for two moving lanes: AND YES ® NO ❑ 3. The total entering volume serviced during the hour equals or exceeds 800 vph for intersections vJtn four or more approaches or 650 vph for intersections with three approaches. YES ® NO ❑ * YES ❑ NO ❑ WARRANT 11 -Peak Hour Volume SATISFIED z or AP tp oach Lanes One moie :yS S:oO Hour --Both Aopt oaches - Major Street ,CJ3Z ~Uo Ifi hes Aopioadws Minor Sheet " I;eler to Figure 98 IU11I3AN Alli-AS) or Figure 99 (RURAL AREAS) to determine if this warrant is salislied. The satisfaction of a warrant is not necessarily justilic a lion for a signal. Delay, congestion. confusion or other evidence of the need for right-of-way assignment must be shown. Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-11 1-1991 Figure 9-6 FOUR HOUR VOLUME WARRANT (Urban Areas) 500 S > I 400 F- U w 300 ¢ F ¢ 0- N a W 200 0 z _ J O > 100 0 400 500 600 700 800 900 1000 1100 1200 1300 1400 0 300 2 OR MORE LANES (MAJOR) & 2 OR MORE LANES (MINOR) 2 OR MORE LANES (MAJO 1 LANE (MINOR SAE (RfA70MT-2 l~ORE-t-- NE5W OR ) 1 LANE (MAJOR) & 1 LANE (MINOR) MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH * NOTE: 115 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 80 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE. Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-13 1-1991 Figure 9-8 PEAK HOUR VOLUME WARRANT (Urban Areas) 600 x a 500 x F- U u p 400 rn a a o w 300 z m m o 200 x C7 = 100 * 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 0 2 OR MORE LANES (MAJOR) & 2 OR MORE LANES (MINOR) 4~ 2 OR MORE LANES_(MAJOR) & 1 LANE (MINOR) R 1 LANE MAJOR) & 2 ORIafORE-QiftES OR) t I 1 LANE (MAJOR) & 1 LANE (MINOR) MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH NOTE: 150 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 100 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE. A) , ')x4 AA&rt (~J 9-6 TRAFFIC SIGNALS AND LIGHTING Traffic Manual Figure 9-1 TRAFFIC SIGNAL WARRANTS CALC ~Sh DATE DIST CO RTE PM CHK DATE Major St: rVAi1e HALL 'I itfF7 Critical Approach Speed G N o mph Minor SC Jro'vG JAy fl Critical Approach Speed 11-(40 mph Critical speed of major street traffic ? 40 mph - - - - - - - - - - - - - or RURAL (R) In built up area of isolated community of < 10,000 pop. - - - - - - - - - ❑ ® URBAN (U) WARRANT 1 - Minimum Vehicular Volume 100, SATISFIED YES ❑ NO 80% SATISFIED YES ❑ NO MINIMUM REQUIREMENTS (80% SHOWN IN BRACKETS) - APPROACH LANES 1 2 or more Both Apprd,s. 500 350 T WO 1 420 11 5q~{ 6'15 6S0 821 Major Street (400) (280) 490 (336) Highest Apprch. 150 ( 105 200 140 C i ~ ' ? 3' Zi `-I Minor.Street 0201 (941 (160) (112) o i e WARRANT 2 - Interruption of Continuous Traffic MINIMUM REQUIREMENTS (80% SHOWN IN BRACKETS) U R U R APPROACH 1 2 or more LANES Both Approhs. 750 525 90D 630 Major Street (600) (420) (720),.. 504; Highest Apprch. 75 53 100 70 Minor Street (60)_. (42) (80) (56) WARRANT 3 - Minimum Pedestrian Volume 100% SATISFIED YES ❑ NO REQUIREMENT FULFILLED Pedestrian volume crossing the major street is 100 or more for each of any four hours or is 190 or more during any one Yes El No Q hour; eND There are less than 60 gaps per hour in the major street tral - Yes ❑ No ❑ fic stream of adequate lonoth for pedestrians to cross, AN The nearest traffic signal along the major street is greater Yes No ❑ than 300 feet; AND The new traffic signal will not seriously disrupt progressive Yes ❑ No ❑ trallic flow on the major street. The satisfaction of a warrant Is not necessarily justification for a signal. Delay, congestion, confusion or other evidence of the need for right-of-way assignment must be shown. r_ C% 100% SATISFIED 80% SATISFIED PFs,~ PF%.,ros r~M P~ Hour Hour YES ❑ NO YES ❑ NO Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-7 1-1992 J Figure 9-2 TRAFFIC SIGNAL WARRANTS WARRANT 4 - School Crossings Not Applicable _ _ _ _ See School Crossings Warrant Sheet ❑ WARRANT 5 - Progressive Movement SATISFIED YES ❑ NO N MINIMUM REQUIREMENTS DISTANCE TO NEAREST SIGNAL FULFILLED > 1000 FT. N ft, S ft, E ft, W 9SO It. YES ❑ NO ON ONE WAY ISOLATED STREETS OR STREETS WITH ONE WAY TRAFFIC SIGNIFICANCE AND ADJACENT SIGNALS ARE SO FAR APART THAT NECESSARY PLATOONING 8 SPEED CONTROL WOULD BE LOST ON 2-WAY STREETS WHERE ADJACENT SIGNALS DO NOT PROVIDE NECESSARY PLATOONING AND SYSTEM NA ❑ ❑ L SPEED CONTROL PROPOSED SIGNALS COULD CONSTITUTE A PROGRESSIVE SIG WARRANT 6 - Accident Experience SATISFIED YES ❑ NO 0 REQUIREMENTS WARRANT FULFILLED ONE WARRANT WARRANT I - MINIMUM VEHICULAR VOLUME SATISFIED Ofl _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ TRAFFIC YES ❑ NO 80% WARRANT 2 - INTERRUPTION OF CONTINUOUS ❑ ❑ SIGNAL WILL NOT SERIOUSLY DISRUUPT PROGRESSIVE TRAFFIC FLOW ADEQUATE TRIAL OF LESS RESTRICTIVE REMEDIES HAS FAILED TO REDUCE ACCIDENT FREQUENCY ❑ ❑ ACC. WITHIN A 12 MONTH PERIOD SUSCEPTIBLE OF CORR. S INVOLVING INJURY OR ? $5()0 DAMAGE MINIMUM REQUIREMENT NUMBER OF ACCIDENTS ❑ ❑ 5 OR MORE WARRANT 7 - Systems Warrant SATISFIED YES ❑ NO MINIMUM VOLUME ENTERING VOLUMES - ALL APPROACHES J FULFILLED REQUIREMENT DURING TYPICAL WEEKDAY PEAK HOUR -VEH/HR 1000 VEH!HR _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ OR DURING EACH OF ANY 5 HRS. OF A SAT. AND/OR SUN. VEH/HR YES ~ NO ❑ CHARACTERISTICS OF MAJOR ROUTES MAJOR ST. MINOR ST. HINY SYSTEM SERVING AS PRINCIPLE NETWORK FOR THROUGH TRAFFIC NT N,) - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - RURAL OR SUBURBAN HWY OUTSIDE OF, ENTERING, OR TRAVERSING A CITY N01 IV APPEARS AS MAJOR ROUTE ON AN OFFICIAL PLAN "'p) ANY MAJOR ROUTE CHARACTERISTICS ME 1. BOTH STREETS ❑ The satisfaction of a warrant is not necessarily justification for a signal. Delay, congestion, confusion or other evidence of the need for right-of-way assigmmnent must be shown. 9-8 TRAFFIC SIGNALS AND LIGHTING Traffic Manual 1-1991 Figure 9-3 TRAFFIC SIGNAL WARRANTS WARRANT 8 - Combination of Warrants SATISFIED YES ❑ NO REQUIREMENT WARRANT J FULFILLED TWO WARRANTS 1. MINIMUM VEHICULAR VOLUME SATISFIED 2. INTERRUPTION OF CONTINUOUS TRAFFIC YES ❑ NO 80% WARRANT 9 - Four Hour Volume SATISFIED* YES ❑ NO Pin rrt• 419,-t-Ptr'tte. 2 or n rte morn 1..~n Hour - Both Approaches - Major Street _ 54 6 6 5o B21 Highest Approaches - Minor Street 61 c36 1'3'l ? ~ k * Refer to Figure 9-6 (URBAN AREAS) or Figure 9-7 (RURAL AREAS) to determine if this warrant is satisfied. WARRANT 10 -Peak Hour Delay SATISFIED YES ❑ NO (ALL PARTS MUST BE SATISFIED) 1. The total delay experienced for traffic on one minor street approach controlled by a STOP sign equals or exceeds four vehicle-hours for a one-lane approach and five vehicle-hours for a two lane approach: AND YES ❑ NO 171 2. The volume on the same minor street approach equals or exceeds 100 vph for one moving lane of traffic or 150 vph for two moving lanes: AND YES 0 NO ❑ The total entering volume serviced during the hour equals or exceeds 800 vph for inlerseClions wild four or more approaches or 650 vph for intersections with three approaches YES ❑ NO ❑ * WARRANT 11 - Peak Hour Volume SATISFIED YES ❑ NO 2 or Al,proach Lanes One more -1:3o Hour Both Appronches Major Street L I linh(!.! ArwoaCheS Minor Slleel I,eler to I iqure 9 8 tLAWAN AREAS) or Figure 9 9 (RURAL AREAS) to determine it this warrant is salished The satisfaction of a warrant is not necessarily justification fora signal. Delay, congestion, confusion or other evidence of the need to, right-of-way assignment must be shown. J Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-11 1-1991 Figure 9-6 FOUR HOUR VOLUME WARRANT (Urban Areas) S00 400 i I 2 F U w a0 300 ¢ F- ¢ a m (L 0 LU 200 z n _ ~ J O > 100 x O S 400 500 600 700 800 900 1000 1100 1200 1300 1400 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH 0 300 2 OR MORE LANES (MAJOR) & 2 OR MORE LANES (MINOR) 2 OR MORE LANES (MAJOR) & 1 LANE (MINOfl1 OR 1 LANE (MAJOR) & 2 MORE LANES (MINOR) 1 LANE (MAJOR) & 1 LANE (MINOR) * NOTE: I 115 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 80 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE. Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-13 1-1991 Figure 9-8 PEAK HOUR VOLUME WARRANT (Urban Areas) 600 . x a 500 x p 400 r n a a o w 300 z o 200 x 100 0 2 OR MORE LANES (MAJOR) & 2 OR MORE LANES (MINOR) 2 OR MORR AAET(MAJO NE (MINOR) % MIN _ MAJOR)-&3 OFl MORE S (MIN OR) OR) + I I 1 LANE (MAJOR) & 1 LANE (MINOR) 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 MAJOR STREET-TOTAL OF BOTH APPROACHES - VPH ' NOTE: 150 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 100 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE. W i~~F C W,~Rrz ~ )422Ar7 FiQ 9-6 TRAFFIC SIGNALS AND LIGHTING Traffic Manual 1-lvez Figure 9-1 TRAFFIC SIGNAL WARRANTS CALC F✓•:~°'. DATE vim DIST CO RTE PM CHK DATE Major St: Critical Approach Speed mph Minor St: G!'( ✓l f (U Critical Approach Speed 7 mph Critical speed of major street traffic > 40 mph - - - - - - - - - - - - - RURAL (R) In built up area of isolated community of < 10,000 pop. _ _ _ - _ _ _ _ _ ❑ ® URBAN (U) WARRANT 1 - Minimum Vehicular Volume APPROACH LANES Both Apprchs. Maior Street Minor Street 100% SATISFIED YES ❑ NO 80% SATISFIED YES ❑ NO Q MINIMUM REQUIREMENTS (80% SHOWN IN BRACKETS) Prw, GFr4. ^C U R 1 1 U R /`,ri, Pr•, 1 2 or more -7. , a, •„r. ::z 500 (400) 35o (280) 600 480 420 (336) S°~ 07`; 050 21 (120) 105 (84) 200 (160) 140 (112) 'i0 ll5 2,lI 2t"a WARRANT 2 - Interruption of Continuous Traffic 100% SATISFIED 80% SATISFIED MINIMUM REQUIREMENTS (80% SHOWN IN BRACKETS) U R U R CH AP P R A I ~ O S 1 2 or more s,7J Both Apprchs. 750 525 900 630 brr. Pv ~~l Major Street (600) (420) j(720 504) Highest Apprcn. ~75 53 100 70 C4 D IIS -2 ~'^3 Minor Street 60 (42) (80) (56) WARRANT 3 - Minimum Pedestrian Volume Hour 100% SATISFIED YES ❑ NO Q REOUIREMENT FULFILLED Pedestrian volume crossing the major street is 100 or more for each of any four hours or is 190 or more during any one Yes ❑ No Q hour; ID There are less than 60 gaps per hour in the major street trat6 Y ❑ N ❑ fic stream of adequate longth for pedestrians to cross, AND es o The nearest traffic signal along the major street is greater Yes ❑ ti- No ❑ than 300 feet, AND The new traffic signal will not seriously disrupt progressive Yes El No ❑ traffic flow on the major street. 1 1 Hour YES ❑ NO YES ❑ NO the satisfaction of a warrant Is not necessarily justification for a signal. Delay, congestion, confusion or other evidence of the need for right-of-way assignment must be shown. Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-7 1.1992 Figure 9-2 TRAFFIC SIGNAL WARRANTS WARRANT 4 - School Crossings WARRANT 5 - Progressive Movement Not Applicable _ _ _ _ _ _ _ _ _ _ Iz See School Crossings Warrant Sheet ❑ SATISFIED YES ❑ NO 0 MINIMUM REQUIREMENTS DISTANCE TO NEAREST SIGNAL FULFILLED > 1000 FT. N -ft, S _ft. E ft, W •asc7 ft- YES ❑ NO I) ON ONE WAY ISOLATED STREETS OR STREETS WITH ONE WAY TRAFFIC SIGNIFICANCE AND ADJACENT SIGNALS ARE SO FAR APART THAT NECESSARY PLATOONING 8 SPEED CONTROL WOULD BE LOST ON 2-WAY STREETS WHERE ADJACENT SIGNALS DO NOT PROVIDE NECESSARY PLATOONING AND SYSTEM NA ❑ ❑ L SPEED CONTROL PROPOSED SIGNALS COULD CONSTITUTE A PROGRESSIVE SIG WARRANT 6 - Accident Experience SATISFIED YES ❑ NO 0 REQUIREMENTS WARRANT FULFILLED ONE WARRANT WARRANT 1 - MINIMUM VEHICULAR VOLUME SATISFIED _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ OR YES ❑ NO 80% WARRANT 2 - INTERRUPTION OF CONTINUOUS TRAFFIC ❑ ❑ SIGNAL WILL NOT SERIOUSLY DISRUUPT PROGRESSIVE TRAFFIC FLOW ADEQUATE TRIAL OF LESS RESTRICTIVE REMEDIES HAS FAILED TO REDUCE ACCIDENT FREQUENCY ❑ ❑ ACC. WITHIN A 12 MONTH PERIOD SUSCEPTIBLE OF CORR. & INVOLVING INJURY OR ? $500 DAMAGE MINIMUM REQUIREMENT NUMBER OF ACCIDENTS ❑ 5 OR MORE WARRANT 7 - Systems Warrant SATISFIED YES ❑ NO FA F MINIMUM VOLUME ENTERING VOLUMES ALL APPROACHES FULFILLED REQUIREMENT DURING TYPICAL WEEKDAY PEAK HOUR 1, OQ-R - VEH/HR 1000 VEH HR _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ OR DURING EACH OF ANY 5 HRS. OF A SAT. AND/OR SUN, VEH/HR CHARACTERISTICS OF MAJOR ROUTES MAJOR ST. MINOR ST. HWY SYSTEM SERVING AS PRINCIPLE NETWORK FOR THROUGH TRAFFIC i•: RURAL OR SUBURBAN HWY OUTSIDE OF, ENTERING, OR TRAVERSING A CITY APPEARS AS MAJOR ROUTE ON AN OFFICIAL PLAN i7 i'- ANY MAJOR ROU TE CHARACTERISTICS MET, BOTH STREETS YES Z NO ❑ ❑ o The satisfaction of a warrant Is not necessarily justification for a signal. Delay, congestion, confusion or other evidence of the need for right-of-way asslgmmnenl must be shown. 9-8 TRAFFIC SIGNALS AND LIGHTING Traffic Manual 1.1991 Figure 9-3 TRAFFIC SIGNAL WARRANTS WARRANT 8 - Combination of Warrants SATISFIED YES ❑ NO REOUIREMENT WARRANT J FULFILLED TWO WARRANTS 1. MINIMUM VEHICULAR VOLUME SATISFIED 2. INTERRUPTION OF CONTINUOUS TRAFFIC YES ❑ NO 80% WARRANT 9 -Four Hour Volume SATISFIED YES ❑ NO 2 or Ar PG^,1 Pr1, Pr Both Approaches - Major Street SRK (0 5 R ighest Approaches - Minor Street H ✓n I"S _"'t h * Refer to Figure 9-6 (URBAN AREAS) or Figure 9-7 (RURAL AREAS) to determine if this warrant is satisfied. WARRANT 10 -Peak Hour Delay SATISFIED YES ❑ NO 5 (ALL PARTS MUST BE SATISFIED) 1. The total delay experienced for traffic on one minor street approach controlled by a STOP sign equals or exceeds four vehicle-hours for a one-lane approach and five vehicle-hours for a two-lane approach: AND YES ❑ NO it 2- The volume on the same minor street approach equals or exceeds 100 vph for one moving lane of traffic or 150 vph for two moving lanes: AND YES 0 NO ❑ 3- The lolal entering volume serviced during the hour equals or exceeds 800 vph for intersections whin four or more approaches or 650 vph for intersections with three approaches YES © NO ❑ WARRANT 11 - Peak Hour Volume Belli Appruaches ~ Major Street I hghes~ Approaches Minor Slreel SATISFIED* YES ❑ NO S PnP6h. 4 or more o~ ea Hour Refer to Figure 9 6 lURBAN AREAS) or Figure 9 9 (RURAL AREAS) to determine if this warrant is satisfied. The satisfaction of a warrant is not necessarily justification for a signal. Delay, congestion, confusion or other evidence of the need for right-ol-way assignment must be shown. Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-11 1-1991 Figure 9-6 FOUR HOUR VOLUME WARRANT (Urban Areas) 500 S > 1 400 U F- w Oa 300 ¢ ¢ a rn a w 200 0 z Zi _ ~ J O > 100 L7• 2 0 2 OR MORE LANES (MAJOR) & 2 OR MORE LANES (MINOR) 2 OR MORE LANES (MAJOR) & 1 LANE (MINOR Ofi 1 LANE-MWJ-OR)-&---MORE ANES-( IM NOR) 1 1 LANE (MAJOR) & 1 LANE (MINOR) 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH * NOTE: 115 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 80 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE. Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-13 1-1991 Figure 9-8 PEAK HOUR VOLUME WARRANT (Urban Areas) 600 x CL 500 x ~ U p 400 2 y a 0 Uj 300 z m o 200 x c~ = 100 0 2 OR MORE LANES (MAJOR) & 2 OR MORE LANES (MINOR) E 2 OR MORE LANES (MAJOR) & 1 - MINOR OR 1 LANE MAJOR OR MOR ) & 2 _ ANE S (MINOR) I 1 LANE (MAJOR) & 1 LANE (MINOR) 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700.1800 MAJOR STREET- TOTAL OF BOTH APPROACHES - VPH ' NOTE: 150 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 100 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE. IN 1--n4 Pru1J1.-c 7 /u7! r;/Atii.nNTFO 9-6 TRAFFIC SIGNALS AND LIGHTING Traffic Manual 1-1ev2 Figure 9-1 TRAFFIC SIGNAL WARRANTS CALC (XA Slj DATE- y-n2 DIST CO RTE PM CHK DATE Major St: I ~AaT ~✓/NSF Critical Approach Speed mph Minor St: ~hTVf In / F Critical Approach Speed G {o mph - Critical speed of major street traffic ? 40 mph - - - - - - - - - - - - - or RURAL (R) ' In built up area of isolated community of < 10,000 pop. - - - _ - - - - - ❑ ® URBAN (U) WARRANT 1 - Minimum Vehicular Volume 100% SATISFIED YES ❑ NO B 80% SATISFIED YES ❑ NO ❑ MINIMUM REQUIREMENTS (80% SHOWN IN BRACKETS) _ U R 11 U R i ~r APPROACH 1 2 Or more LANES Hour 3.ia %r:oJ 5: u,7 . Both Apprchs. Major Street 500 (400). 350 (280) 600 (480) 420 (336) j7j 3`3 175 23~ Highest App(ch. 105 200 140 ' 3 3 Minor Street '(120) (84) (160) (112) - WARRANT 2 - Interruption of Continuous Traffic 100% SATISFIED YES ❑ NO Z 80% SATISFIED YES ❑ NO ❑ MINIMUM REQUIREMENTS (80% SHOWN IN BRACKETS) U R U R ('r_ APPROACH I LANES - 1 2 or more -1 u'D /.?';/a < oa Hour Both Apprchs. '750 525 900 630 Major street ,(600) (420) (720) 504 Highest Apprch. 75 S3 100 70 r Minor Street . 60 (42) (60) (56) f - - - WARRANT 3 -Minim um Pe destrian Volume 100% SATISFIED YES ❑ NO REQUIREMENT FULFILLED Pedestrian volume crossing the major street is 100 or mere for each of any four hours or is 190 or more during any one Yes ❑ No hour. ,ND There are less than 60 gaps per hour in the major street Iraf- Y ❑ N ❑ Lc stream of adequate length for pedestrians to cross: AN es o The nearest traffic signal along the major street is greater Yes ❑ ❑ No than 300 feet: AND The new traffic signal will not seriously disrupt progressive Yes ❑ No ❑ trallic flow on the major street. The satisfaction of a warrant-Is not necessarily justification for a signal. Delay, congestion, confusion or other evidence of the need for right-of-way assignment must be shown. Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-7 1-1993 Figure 9-2 TRAFFIC SIGNAL WARRANTS WARRANT 4 - School Crossings Not Applicable See School Crossings Warrant Sheet ❑ WARRANT 5 - Progressive Movement SATISFIED YES ❑ NO E] N 0 T a P P C A L MINIMUM REQUIREMENTS DISTANCE TO NEAREST SIGNAL FULFILLED > 1000 FT. N n, S ft, E 11. W it. vES ❑ No ❑ ON ONE WAY ISOLATED STREETS OR STREETS WITH ONE WAY TRAFFIC SIGNIFICANCE AND ADJACENT SIGNALS ARE SO FAR APART THAT NECESSARY PLATOONING 8 SPEED CONTROL WOULD BE LOST ON 2-WAY STREETS WHERE ADJACENT SIGNALS DO NOT PROVIDE NECESSARY PLATOONING AND TEM ❑ ❑ SPEED CONTROL PROPOSED SIGNALS COULD CONSTITUTE A PROGRESSIVE SIGNAL SYS WARRANT 6 - Accident Experience SATISFIED YES ❑ NO P REQUIREMENTS WARRANT FULFILLED ONE WARRANT WARRANT 1 - MINIMUM VEHICULAR VOLUME SATISFIED OR _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 80% WARRANT 2 - INTERRUPTION OF CONTINUOUS TRAFFIC YES E:1 NO ❑ ❑ SIGNAL WILL NOT SERIOUSLY DISRUUPT PROGRESSIVE TRAFFIC FLOW ADEQUATE TRIAL OF LESS RESTRICTIVE REMEDIES HAS FAILED TO REDUCE ACCIDENT FREQUENCY ❑ ❑ ACC. WITHIN A 12 MONTH PERIOD SUSCEPTIBLE OF CORR. s INVOLVING INJURY OR ? $500 DAMAGE _ - - - - - - - - - - - - - - - - - - - - - - - MINIMUM REQUIREMENT NUMBER OF ACCIDENTS ❑ ❑ 5OR MORE WARRANT 7 - Systems Warrant - SATISFIED YES ❑ NO EJ MINIMUM VOLUME J FULFILLED ENTERING VOLUMES ALL APPROACHES REQUIREMENT DURING TYPICAL WEEKDAY PEAK HOUR VEHIHR 1000 VEHIHR _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ OR DURING EACH OF ANY 5 HRS. OF A SAT. AND/OR SUN. VEH/HR YES ❑ NO CHARACTERISTICS OF MAJOR ROUTES MAJOR ST. MINOR ST. HWY SYSTEM SERVING AS PRINCIPLE NETWORK FOR THROUGH TRAFFIC N) - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - RURAL OR SUBURBAN HWY OUTSIDE OF, ENTERING. OR TRAVERSING A CITY ,j.) APPEARS AS MAJOR ROUTE ON AN OFFICIAL PLAN Pp) ,y' ) ANY MAJOR ROUTE CHARACTERISTICS MET, BOTH STREETS The satisfaction of a warrant Is not necessarily justification for a signal. Delay, congestion, confusion or other evidence of the need for right-of-way assigmmnent must be shown. 9-8 TRAFFIC SIGNALS AND LIGHTING Traffic Manual 1-1991 Figure 9-3 TRAFFIC SIGNAL WARRANTS WARRANT B - Combination of Warrants SATISFIED YES ❑ NO REQUIREMENT WARRANT J FULFILLED TWO WARRANTS 1. MINIMUM VEHICULAR VOLUME SATISFIED 2, INTERRUPTION OF CONTINUOUS TRAFFIC YES ❑ NO 80% WARRANT 9 -Four Hour Volume SATISFIED* YES ❑ NO A M PrA t, 0119, PrAIL 2 or lino mnra ~J!.ao-u) /rao Sl JO Hour - H T0aUI LarlcJ Both Approaches . Major Street X - \ 13 g~ - l~5 ! 3 Highest Approaches - Minor Street x f S 3 3 * Refer to Figure 9-6 (URBAN AREAS) or Figure 9-7 (RURAL AREAS) to determine if this warrant is satisfied. WARRANT 10 - Peak Hour Delay SATISFIED YES ❑ NO (ALL PARTS MUST BE SATISFIED) 1. The total delay experienced for traffic on one minor street approach controlled by a STOP sign equals or exceeds four vehicle-hours for a one-lane approach and five vehicle-hours for a two-lane approach, AND YES ❑ NO 2 The volume on the same minor street approach equals or exceeds 100 vph for one moving lane of traffic or 150 vph for two moving lanes, AND YES ❑ NO EJ The total entering volume serviced during the hour equals or exceeds 600 vph for intersections with four or more approaches or 650 vph for intersections with three approaches. YES ❑ NO I * YES E:1 NO WARRANT 11 - Peak Hour Volume SATISFIED n n; rF., pn, e 2 or Approach Lanes One more 0'.~' Hour Both npprooches Major Street 1'9 ~ 1 high e<I Approaches - Minor Street - - Gelcr to Figure 9-B (URBAN AREAS) or Figure 9 9 (RURAL AREAS) to delerminc if This warrant is satisfied. The satisfaction of a warrant is not necessarily justification for a signal. Delay, congestion, confusion or other evidence of the need for right-of-way assignment must be shown. Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-11 1-1991 Figure 9-6 FOUR HOUR VOLUME WARRANT (Urban Areas) 500 x 400 1 F- U w~300 rt ¢ ~ a cn a 0 w 200 z M O > 100 x C0 x 0 2 OR MORE LANES (MAJOR) & 2 OR MORE LANES (MINOR) 2 OR MORE LANES (MAJOR) & 1 LANE (MINOR) OR 1 LANE (MAJOR) & 2 MORE LANES (MINOR) 1 LANE (MAJOR) & 1 LANE (MINOR) 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH * NOTE: ! 115 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 80 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE. Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-13 1-1991 Figure 9-8 PEAK HOUR VOLUME WARRANT (Urban Areas) 600 ' a 500 x p 400 a m a o w 300 z m o 200 x O = 100 0 2 OR MORE LANES (MAJOR) & 2 OR MORE LANES (MINOR) 2 OR MORE LANES (MAJOR) & 1 LANE (MINOR) OR 1 LANE (MAJOR) & 2 OR MORE LANES (MINOR) 1 LANE (MAJOR) & 1 LANE 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 -MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH ' NOTE: 150 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 100 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE. ~JS'tN C~G:.J2Fi.- No r Jnvnv(rp 9-6 TRAFFIC SIGNALS AND LIGHTING Traffic Manual t-tsvz Figure 9-1 TRAFFIC SIGNAL WARRANTS CALC M5l-l, DATE DIST CO RTE PM CHK DATE Major SI: \~PAR'( ,nlrw Critical Approach Speed <O co mph Minor St: ~2 JFWR`( E Critical Approach Speed 4 L4 L) mph Critical speed of major street traffic ? 40 mph - - - - - - - - - - - - - 0 RURAL (R) In built up area of isolated community of < 10,000 pop. _ _ _ _ _ _ _ _ _ ❑ J © URBAN (U) WARRANT 1 - Minimum Vehicular Volume 100% SATISFIED YES ❑ NO 80%SATISFIED YES ❑ NO S MINIMUM REQUIREMENTS (80q SHOWN IN BRACKETS) U R U R ?r_ Pr„ APPROACH LANES 1 2 Of more Hour Both Apprchs. 500 350 600 420 Major Street 1 (400) (260) (480) (336) j73 i?s Zj Highest Apprch. 150 105 200 140 Misr Street 020) (841 (1601 (112) 1 S 3 3 WARRANT 2 - Interruption of Continuous Traffic 100% SATISFIED YES ❑ NO 80% SATISFIED YES ❑ NO ❑ MINIMUM REQUIREMENTS (80% SHOWN IN BRACKETS) - U R U R f APPROACH H 1 2 or more Hour Botn Apprchs. 750 525 500 630 ) Major Street (600) (420) (720) 504) , Highest Apprch_ 75 53 100 70 Minor Street (60) (42) (60) (56 ) I 3 3 WARRANT 3 - Minimum Pedestrian Volume 100% SATISFIED YES ❑ NO 0 REQUIREMENT FULFILLED Pedestrian volume crossing the major street is 100 or more for each of any four hours or is 190 or more during any one Yes ❑ No 21 hour, AND There are less than 60 gaps per hour in the major street traf- fic stream of adequate length for pedestrians to cross. AND The nearest traffic signal along the major street is greater Y ❑ ❑ N than 300 feet: AND es o The new traffic signal will not seriously disrupt progressive Yes ❑ No ❑ traffic flow on the major street The satisfaction of a warrant Is not necessarily justification for a signal. Delay, congestion, confusion or other evidence of the need for right-of-way assignment must be shown. Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-7 1.1992 Figure 9-2 TRAFFIC SIGNAL WARRANTS WARRANT 4 - School Crossings Not Applicable _ _ _ _ li _ _ _ _ See School Crossings lWarrant Sheet ❑ WARRANT 5 - Progressive Movement SATISFIED YES ❑ NO ❑ i MINIMUM REQUIREMENTS DISTANCE TO NEAREST SIGNAL FULFILLED > 1000 FT. N _ft, S _ft, E _ft, W _ft. YES ❑ NO ❑ ON ONE WAY ISOLATED STREETS OR STREETS WITH ONE WAY TRAFFIC SIGNIFICANCE AND ADJACENT SIGNALS ARE SO FAR APART THAT NECESSARY PLATOONING 8 SPEED CONTROL WOULD BE LOST ON 2-WAY STREETS WHERE ADJACENT SIGNALS DO NOT PROVIDE NECESSARY PLATOONING AND NAL SYSTEM ❑ ❑ SPEED CONTROL PROPOSED SIGNALS COULD CONSTITUTE A PROGRESSIVE SIG A P P L Y L A 4 L WARRANT 6 - Accident Experience SATISFIED YIES El NO ,Z i REQUIREMENTS WARRANT I I FULFILLED ONE WARRANT WARRANT 1 - MINIMUM VEHICULAR VOLUME SATISFIED OR _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 80% WARRANT 2 - INTERRUPTION OF CONTINUOUS TRAFFIC YES ❑ NO ~f ❑ ❑ SIGNAL WILL NOT SERIOUSLY DISRUUPT PROGRESSIVE TRAFFIC FLOW ADEQUATE TRIAL OF LESS RESTRICTIVE REMEDIES HAS FAILED TO REDUCE ACCIDENT FREQUENCY ❑ ❑ ACC. WITHIN A 12 MONTH PERIOD SUSCEPTIBLE OF CORR. 8 INVOLVING INJURY OR ? $500 DAMAGE _ MINIMUM REQUIREMENT NUMBER OF ACCIDENTS - ❑ ❑ 5OR MORE WARRANT 7 - Systems Warrant SATISFIED YES ❑ NO -0 MINIMUM VOLUME ENTERING VOLUMES - ALL APPROACHES ✓ I 111 I FULFILLED REQUIREMENT DURING TYPICAL WEEKDAY PEAK HOUR Z~i2 VEH/HR 1000 VEHIHR _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ OR DURING EACH OF ANY 5 HRS. OF A SAT. AND/OR SUN. VEH/HR I YES ❑ NO CHARACTERISTICS OF MAJOR ROUTES MAJOR ST. . MINOR ST. ' HWY SYS i FM SERVING AS PRINCIPLE NETWORK FOR THROUGH TRAFFIC _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ le Lj _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ RURAL OR SUBURBAN HWY OUTSIDE OF, ENTERING, OR TRAVERSING A CITY J , - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - APPEARS AS MAJOR ROUTE ON AN OFFICIAL PLAN - - - - - - !y - - - - - - in ANY MAJOR ROUTE CHARACTERISTICS MET, BOTH STREETS u The satisfaction of a warrant is not necessarily justification for a signal. Delay, congestion, collI fusion or other evidence of the need for right-of-way assigmmnent must be shown. 9-8 TRAFFIC SIGNALS AND LIGHTING Traffic Manual 1-1991 Figure 9-3 TRAFFIC SIGNAL WARRANTS WARRANT 8 - Combination of Warrants SATISFIED YES ❑ NO I REQUIREMENT WARRANT J FULFILLED TWO WARRANTS 1. MINIMUM VEHICULAR VOLUME SATISFIED 2. INTERRUPTION OF CONTINUOUS TRAFFIC YES ❑ NO ~f 80°,b WARRANT 9 - Four Hour Volume SATISFIED* YES ❑ NO A WAf` on, frAk 2or / n.,o mnra ~ ,:n u•~_ f -o, c'Hour H ruacn uanca - - - - - BothApproaches - Major Street x'13 ra0 I-IS 2-9 Highest Approaches - Minor Street f 5 3 3 * Refer to Figure 9-6 (URBAN AREAS) or Figure 9-7 (RURAL AREAS) to determine it this warrant is satisfied. WARRANT 10 -Peak Hour Delay SATISFIED YES ❑ NO (ALL PARTS MUST BE SATISFIED) 1. The total delay experienced for traffic on one minor street approach controlled by a STOP sign equals or exceeds four vehicle-hours for a one-lane approach and five vehicle-hours for a two-lane approach: AND YES ❑ NO El 2. The volume on the same minor street approach equals or exceeds 100 vph for one moving lane of traffic or 150 von for two moving lanes: AND YES ❑ NO 3. The total entering volume serviced during the hour equals or exceeds 800 vph for intersections with four or more approaches or 650 vph for intersections with three approaches. YES ❑ NO WARRANT I1 - Peak Hour Volume SATISFIED YES ❑ NO 2 or _AI)proach Lanes _ One more our -Z q - Both Approaches . Major Street 14ghesl Apoionche5 Minor Street neler to Figure 9-8 1URBAN AREAS) or Figure 9 9 (RURAL AREAS) to determine if this V:auant is satisfied The satisfaction of a warrant is not necessarily justification for a signal. Delay, congestion, confusion or other evidence of the need for right-of-way assignment must be shown. Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-11 1-1991 Figure 9-6 FOUR HOUR VOLUME WARRANT (Urban Areas) 500 j 400 U H w a0 300 ~ a N a O w 200 z 2 J O > 100 Z 0 2 OR MORE LANES (MAJOR) & 2 OR MORE LANES (MINOR) . 2 OR MORE LANES (MAJOR) & 1 LANE (MINOR) OR 1 LANE (MAJOR) & 2 MORE LANES (MINOR) 1 LANE (MAJOR) & 1 LANE (MINOR * 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH * NOTE: 115 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 80 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE. Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-13 1-1991 Figure 9-8 PEAK HOUR VOLUME WARRANT (Urban Areas) 2 OR MORE LANES (MAJOR) & 2 OR MORE LANES (MINOR) 600 x CL 500 x p 400 CC CC y a IL ¢o W 300 z zi o 200 x O = 100 0 ,}--2 OR MORE LANES (MAJOR) & 1 LANE (MINOR) 1/ I OR 1 LANE (MAJOR) & 2 OR MORE LANES (MINOR) 1 - - 11 LANE (MAJOR) 1.-LANE_(MINOR) ~I 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH NOTE: 150 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 100 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE. W-J-w (vhoTF_C7 Nb-( CJM-?Axr7?,:0 9-6 TRAFFIC SIGNALS AND LIGHTING Traffic Manual -,vsz Figure 9-1 TRAFFIC SIGNAL WARRANTS CALC me.0, DATE ~-f'oZ DIST CO RTE PM CHK DATE Major St: JAAR ( ~1 ✓P~A)L Critical Approach Speed L mph Minor St: d t i Jr ' ✓ y F Critical Approach Speed t K~ mph Critical speed of major street traffic ? 40 mph - - - - - - - - - - - - - RURAL (R) In built up area of isolated community of < 10,000 pop. - - - - - - - - _ ❑ ® URBAN (U) i i WARRANT 1 - Minimum Vehicular Volume MINIMUM REQUIREMENTS (80% SHOWN IN BRACKETS) U R U R APPROACH 1 1 2 or more 1 LANES Both Apprchs. 0 350 600 42o i 1 Major Street (400) (260) (480) (336) Highest Apprch. 150 105 200 140 Minor Street (120) (841 (160) (1121 WARRANT 2 - Interruption of Continuous Traffic MINIMUM REQUIREMENTS (80% SHOWN IN BRACKETS) U R U R APPROACH 1 2 or more - LANES . 7 Both Apprchs. 525 900 630 Major Street 600 (420) (720) 504 Highest Apprch. 75 I 53 100 70 Minor Street (60) j (42) (80) (56) WARRANT 3 - Minimum Pedestrian Volume 100% SATISFIED YES ❑ NO 80% SATISFIED YES ❑ NO PE.~I~. PF4'o/Jc GJ: N:~o Hour S:u~ qI iNo Z~y 10 31 U; 100% SATISFIED YES ❑ NO 80% SATISFIED YES ❑ NO P(a l• (~(~r :`0Oe / Yf~x 4: Hour S:UU 4 11 i I ? 100% SATISFIED YES ❑ NO Q REOUIREMENT FULFILLED Pedestrian volume crossing the major street is 100 or more for each of any four hours or is 190 or more during any one Yes ❑ No hour, AND There are less than 60 gaps per hour in the major street traf- N Y fic stream of adequate lenglh for pedestrians to cross. AAA o es The nearest traffic signal along the major street is greater ❑ No Y ❑ than 300 feet, AND es The new traffic signal will not seriously disrupt progressive ❑ No Yes Irallic flow on the major street. The satisfaction of a warrant is not necessarily justification for a signal. Delay, congestion, confusion or other evidence of the need for right-of-way assignment must be shown. Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-7 1-1992 Figure 9-2 TRAFFIC SIGNAL WARRANTS WARRANT 4 - School Crossings WARRANT 5 - Progressive Movement N 0 A P P L 1 c a Not Applicable _ _ _ _ _ _ _ _ _ _ See School Crossings Warrant Sheet ❑ SATISFIED YES ❑ NO ❑ MINIMUM REQUIREMENTS - DISTANCE TO NEAREST SIGNAL FULFILLED > 1000 FT. N _ft, S _ft, E _ft. W ft. YES[:) NO E] ON ONE WAY ISOLATED STREETS OR STREETS WITH ONE WAY TRAFFIC SIGNIFICANCE AND ADJACENT SIGNALS ARE SO FAR APART THAT NECESSARY PLATOONING d SPEED CONTROL WOULD BE LOST ON 2-WAY STREETS WHERE ADJACENT SIGNALS DO NOT PROVIDE NECESSARY PLATOONING AND SYSTEM NA ❑ ❑ L SPEED CONTROL PROPOSED SIGNALS COULD CONSTITUTE A PROGRESSIVE SIG E WARRANT 6 - Accident Experience SATISFIED YES ❑ NO 0 REQUIREMENTS WARRANT FULFILLED ONE WARRANT WARRANT 1 - MINIMUM VEHICULAR VOLUME SATISFIED _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ OR YES[:] NO 80% WARRANT 2 - INTERRUPTION OF CONTINUOUS TRAFFIC ❑ ❑ SIGNAL WILL NOT SERIOUSLY DISRUUPT PROGRESSIVE TRAFFIC FLOW ADEQUATE TRIAL OF LESS RESTRICTIVE REMEDIES HAS FAILED TO REDUCE ACCIDENT FREQUENCY ❑ ❑ ACC. WITHIN A 12 MONTH PERIOD SUSCEPTIBLE OF CORR. 8 INVOLVING INJURY OR ? 5500 DAMAGE MINIMUM REQUIREMENT NUMBER OF ACCIDENTS ❑ ❑ 5OR MORE WARRANT 7 - Systems Warrant SATISFIED YES ❑ NO MINIMUM VOLUME ULFILL ED REQUIREMENT ENTERING VOLUMES ALL APPROACHES J F DURING TYPICAL WEEKDAY PEAK HOUR Zg- _ VEH/HR 1000 VEH.!HR _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ OR DURING EACH OF ANY 5 HRS. OF A SAT. AND/OR SUN. _ VEH/HR YES ❑ NO CHARACTERISTICS OF MAJOR ROUTES MAJOR ST. MINOR ST. HWY SYSTEM SERVING AS PRINCIPLE NETWORK FOR THROUGH TRAFFIC N p1J - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - RURAL OR SUBURBAN HWY OUTSIDE OF, ENTERING, OR TRAVERSING A CITY rl~ gj1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - APPEARS AS MAJOR ROUTE ON AN OFFICIAL PLAN ANY MAJOR ROUTE CHARACTERISTICS MET, BOTH STREETS ❑ The satisfaction of a warrant Is not necessarily justification for a signal. Delay, congestion, confusion or other evidence of the need for right-of-way assigmmnent must be shown. 9-8 TRAFFIC SIGNALS AND LIGHTING Traffic Manual 1-1991 Figure 9-3 TRAFFIC SIGNAL WARRANTS WARRANT 8 - Combination of Warrants SATISFIED YES ❑ NO REOUIREMENT WARRANT J FULFILLED TWO WARRANTS 1. MINIMUM VEHICULAR VOLUME SATISFIED 2. INTERRUPTION OF CONTINUOUS TRAFFIC YES ❑ NO 80% WARRANT 9 - Four Hour Volume SATISFIED YES ❑ NO 14r`161'rt 2 or One morn 5',,o Hour H IVdlill LQIIGJ Both Approaches Major Street Highest Approaches - Minor Street 1t 1 o a 1 * Refer to Figure 9-6 (URBAN AREAS) or Figure 9-7 (RURAL AREAS) to determine it this warrant is satisfied. WARRANT 10 -Peak Hour Delay SATISFIED YES ❑ NO (ALL PARTS MUST BE SATISFIED) 1. The total delay experienced for traffic on one minor street approach controlled by a STOP sign equals or exceeds four vehicle-hours for a one-lane approach and live vehicle hours for a two-lane approach. AND YES ❑ NO Q 2, The volume on the same.minor street aooroach equals or exceeds 100 vph for one moving lane of traffic or 150 vph for two moving lanes. AND YES ❑ NO The total entering volume serviced dunng the hour equals or exceeds 800 vph for intersections wine four or more approaches or 650 vph for intersections with three approaches YES ❑ NO WARRANT 11 - Peak Hour Volume SATISFIED YES F7 NO or / Ono mnrrz 7"a S.-D Hour 1 I;cter 10 1 iqurc 9.8 ( URBAN AREAS) Or Fig ure 9 9 (RURAL AREAS) to determine if til ls warrant is satisfied. 3ou1 nplio.jchls - Major Sueel 1inh1 1nplo:x us - Minor Sreef 1 The satisfaction of a warrant is not necessarily justification for a signal. Delay, congestion, confusion or other evidence of the need for right-of-way assignment must be shown. Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-11 1.1991 Figure 9-6 FOUR HOUR VOLUME WARRANT (Urban Areas) 500 S ' t 400 H U 0 300 a ~ a O w 200 z 0 > 100 U 2 OR MORE LANES (MAJOR) & 2 OR MORE LANES (MINOR) 2 OR MORE LANES (MAJOR) & 1 LANE (MINOR) OR 1 LANE (MAJOR) & 2 MORE LANES (MINOR) i LANE (MAJOR) & 1 LANE (h11NOR) T7= 0 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH * NOTE: 115 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 80 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE. Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-13 1-1991 Figure 9-8 PEAK HOUR VOLUME WARRANT (Urban Areas) 2 OR MORE LANES (MAJOR) & 2 OR MORE LANES (MINOR) 600 x a 500 x w p 400 n a CL wo w 300 z 2 o 200 x O = 100 0 2 OR MORE LANES (MAJOR) & 1 LANE (MINOR) OR 1 LANE (MAJOR) & 2 OR MORE LANES (MINOR) 1 LANE (MAJOR) & 1 LANE (MINOR) 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH ' NOTE: 150 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 100 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE. \~Z-ri-j GLoSv2F~ 1001/6 SATISFIED YES ❑ NO B 80% SATISFIED YES ❑ NO 0 9-6 _ TRAFFIC SIGNALS AND LIGHTING Traffic Manual Figure 9-1 TRAFFIC SIGNAL WARRANTS CALC MAN DATE DIST CO RTE PM CHK DATE Major St: I-A2t 1`\\IrfJJf` Critical Approach Speed <Y('~ mph Minor St: V R J L'A ( F Critical Approach Speed < (o mph Critical speed of major street traffic ? 40 mph - - - - - - - - - - - - - rr l RURAL (R) In built up area of isolated community of < 10,000 pop. - - - _ - - - - - ❑ ) ® URBAN (U) WARRANT 1 - Minimum Vehicular Volume MINIMUM REQUIREMENTS (80% SHOWN IN BRACKETS) 4'Fnt~ Fr;l':;u= U R U R Avi, Ph'1 APPROACH 1 2 or more - r ' i' LANES . :;,..a 0. i3 Both Apprchs. 1 350 600 420 1~6 q j f BO z`7H AAajor Street (400) (280) (460) (336) Highest Appmh. Minor street 150 1(1201 j 105 (84) 200 (1601 140 (1121 II 10 31 43 WARRANT 2 - Interruption of Continuous Traffic APPROACH LANES Both Apprchs. Major Suee[ Highest Apprd,. Minor Street MINIMUM REQUIREMENTS (80% SHOWN I N BRACKETS) U R U R 1 2 or more 750 525 900 630 L 00) (420) (720) 504 116 --75 53 100 70 (60) (42) (80) (56) it WARRANT 3 - Minimum Pedestrian Volume A)b-C --/AM/V,-G70 Hour 100% SATISFIED YES ❑ NO O 80% SATISFIED YES ❑ NO 0 Hour q' 131) ?-NK I I 1 100% SATISFIED YES ❑ NO 71 REQUIREMENT FULFILLED Pedestrian volume crossing the major street is 100 or more for each of any four hours or is 190. or more during any one Yes ❑ No hour; 1ND There are less than 60 gaps per hour in the major street traf- Y ❑ ❑ N tic stream of adequate length for pedestrians to cross: AND es o The nearest traffic signal along the major street is greater Y ❑ ❑ N than 300 feel: AND es o The new traffic signal will not seriously disrupt progressive Yes ❑ No El traffic flow on the major street The satisfaction of a warrant Is not necessarily justification for a signal. Delay, congestion, confusion or other evidence of the need for right-of-way assignment must be shown. Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-7 -1992 Figure 9-2 TRAFFIC SIGNAL WARRANTS WARRANT 4 - School Crossings fJ WARRANT 5 - Progressive Movement Not Applicable _ _ _ _ - - - - - - See School Crossings Warrant Sheet ❑ SATISFIED YES ❑ NO ❑ MINIMUM REQUIREMENTS DISTANCE TO NEAREST SIGNAL - FULFILLED > 1000 F7. N ft, S 11, E It, W It. YES[-] NO ❑ ON ONE WAY ISOLATED STREETS OR STREETS WITH ONE WAY TRAFFIC SIGNIFICANCE AND ADJACENT SIGNALS ARE SO FAR APART THAT NECESSARY PLATOONING 8 SPEED CONTROL WOULD BE LOST ON 2-WAY STREETS WHERE ADJACENT SIGNALS DO NOT PROVIDE NECESSARY PLATOONING AND NA SYSTEM ❑ ❑ L SPEED CONTROL PROPOSED SIGNALS COULD CONSTITUTE A PROGRESSIVE SIG P i L U V E WARRANT 6 - Accident Experience SATISFIED YES ❑ NO - REQUIREMENTS WARRANT FULFILLED ONE WARRANT WARRANT 1 - MINIMUM VEHICULAR VOLUME -SATISFIED _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 80% OR WARRANT 2 INTERRUPTION OF CONTINUOUS TRAFFIC YES ❑ NO SIGNAL WILL NOT SERIOUSLY DISRUUPT PROGRESSIVE TRAFFIC FLOW ❑ ❑ ADEQUATE TRIAL OF LESS RESTRICTIVE REMEDIES HAS FAILED TO REDUCE ACCIDENT FREQUENCY ❑ ❑ ACC. WITHIN A 12 MONTH PERIOD SUSCEPTIBLE OF CORR. 8 INVOLVING INJURY OR ? $500 DAMAGE - - - - - - - - - - - - - - - - - - - - - - MINIMUM REQUIREMENT NUMBER OF ACCIDENTS ❑ El 5 OR MORE WARRANT 7 - Systems Warrant SATISFIED YES ❑ NO ;S MINIMUM VOLUME ENTERING VOLUMES - ALL APPROACHES J FULFILLED REQUIREMENT DURING TYPICAL WEEKDAY PEAK HOUR VEH/HR 1000 VEH!HR _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ OR DURING EACH OF ANY 5 HRS. OF A SAT. AND/OR SUN. VEH/HR YES ❑ NON CHARACTERISTICS OF MAJOR ROUTES MAJOR ST. MINOR ST. Hl4'1' SYSTEM SERVING AS PRINCIPLE NETWORK FOR THROUGH TRAFFIC rd:" RURAL OR SUBURBAN HWY OUTSIDE OF, ENTERING, OR TRAVERSING A CITY - t j'- - - t,l o- - ~ APPEARS AS MAJOR ROUTE ON AN OFFICIAL PLAN ANY MAJOR HOUTE CHARACTERISTICS MET, BOTH S TREETS ❑ 0 The satisfaction of a warrant Is not necessarily justification for a signal. Delay, congestion, confusion or other evidence of the need for right-of-way assigmmnent must be shown. 9-8 TRAFFIC SIGNALS AND LIGHTING Traffic Manual 1-1991 Figure 9-3 TRAFFIC SIGNAL WARRANTS WARRANT 8 - Combination of Warrants SATISFIED YES ❑ NO REQUIREMENT WARRANT J FULFILLED TWO WARRANTS 1. MINIMUM VEHICULAR VOLUME SATISFIED 2. INTERRUPTION OF CONTINUOUS TRAFFIC YES ❑ NO 80% WARRANT 9 -Four Hour Volume SATISFIED YES ❑ NO 2 or Air~i PFAII- Pr~ Pr M luau. ~auco BothApproaches - Major Street - - 1~6 ql I8o ZuN Highest Approaches - Minor Street {I t0 31 '~3 * Refer to Figure 9-6 (URBAN AREAS) or Figure 9-7 (RURAL AREAS) to determine if this warrant is satisfied. WARRANT 10 - Peak Hour Delay SATISFIED YES ❑ NO 19 (ALL PARTS MUST BE SATISFIED) 1. The total delay experienced for traffic on one minor street approach controlled by a STOP sign equals or exceeds four vehicle-hours for a one-lane approach and five vehicle-hours for a two-lane approach, AND YES ❑ NO ❑ 2 The volume on the same minor street approach equals or exceeds 100 vph for one moving lane of traffic or 150 vph for two moving lanes: AND YES ❑ NO 3 The total entering volume serviced during the, hour equals or exceeds 800 vph for intersections with four or more approaches or 650 vph for intersections with three approaches YES ❑ NO WARRANT 11 - Peak Hour Volume SATISFIED YES ❑ NO 2 or flap mare Hour Loth I;efer to Fiqure 9.8 (URBAN AREAS) or Figure 9 9 (RURAL AREAS) Io determine if this warrant is salisfied. Approaches Major Street Ifir7he£I Approaches Minor Street iZ The satisfaction. of a warrant is not necessarily justification for a signal. Delay, congestion, confusion or other evidence of the need for right-of-way assignment must be shown. Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-11 1.1991 Figure 9-6 FOUR HOUR VOLUME WARRANT (Urban Areas) 500 400 i I- U w 300 X a: ~ a fn a 0 w 200 z_ ~ J O > 100 C7 OR MORE LANES (MAJOR) & 2 OR MORE LANES (MINOR) 2 OR MORE LANES (MAJOR) & 1 LANE (MINOR) OR 1 LANE (MAJOR) & 2 MORE LANES (MINOR) 1 0 L 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH NOTE: 115 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 80 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE. Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-13 1-1991 Figure 9-8 PEAK HOUR VOLUME WARRANT (Urban Areas) 600 x a 500 x p 400 rn a a o w 300 z ~ ~ x o 200 x cs = 100 0 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 2 OR MORE LANES (MAJOR) & 2 OR MORE LANES (MINOR) 2 OR MORE LANES (MAJOR) & 1 LANE (MINOR) OR 1 LANE MAJOR) & 2 OR MORE LANES (MINOR) t 1 LANE (MAJOR) & 1 LANE (MINOR MAJOR STREET- TOTAL OF BOTH APPROACHES - VPH NOTE: 150 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 100 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE. w llot VAD-1kC IvJ ~ L /IvLr`Ar ( r'/1J 9-6 TRAFFIC SIGNALS AND LIGHTING Traffic Manual 1.1vs2 Figure 9-1 TRAFFIC SIGNAL WARRANTS CALC DATE DIST CO, RTE PM CHK DATE Major St: Ir1AV( A,1rNVr Critical Approach Speed mph Minor St: fl L ~i i. Ay T Critical Approach Speed mph Critical speed of major street traffic ? 40 mph - - - - - - - - - - - - - o❑r l RURAL (R) In built up area of isolated community of < 10,000 pop. - _ _ - - - _ - - ❑ J ® URBAN (U) WARRANT 1 - Minimum Vehicular Volume 100% SATISFIED YES ❑ NO 80% SATISFIED YES ❑ NO MINIMUM REQUIREMENTS (80% SHOWN IN BRACKETS) U R U R APPROACH 1 2 Of more z' f LANES Both Apprchs. 500 350 600 420 • Major Street (400) (280) (480) (336) Iv-l Highest Apprch. 150 105 200 140 Minor Street (120) (84) (160) (112) 2q PrAf,, 06:acat5 jKCJ il~ I~• WARRANT 2 - Interruption of Continuous Traffic Hour 100% SATISFIED YES ❑ NO 80% SATISFIED YES ❑ NO MINIMUM REQUIREMENTS (80% SHOWN IN BRACKETS) U R U R APPROACH 1 2 or more . :i Hour LANES Both Apprchs. 750 525 900 630 major Street (600) (420) (720) SOU I u r~ Highest Apprch. 75 53 100 70 Minor Sireer (60) (42) (80) (56) WARRANT 3 - Minimum Pedestrian Volume 100% SATISFIED YES ❑ NO 0 REQUIREMENT - FULFILLED Pedestrian volume crossing the major street is 100 or more for each of any four hours or is 190 or more during any one Yes ❑ No hour; AND There are less than 60 gaps per hour in the major street traf- Y ❑ No ❑ fic stream of adequate length for pedestrians to cross; AN es The nearest traffic signal along the major street is greater Yes ❑ No ❑ than 300 feet; AND The new traffic signal will not seriously disrupt progressive Yes - ❑ No traffic flow on the major street. The satisfaction of a warrant Is not necessarily justification for a signal. Delay, congestion, confusion or other evidence of the need for rlght-of-way assignment must be shown. Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-7 14992 Figure 9-2 TRAFFIC SIGNAL WARRANTS WARRANT 4 - School Crossings WARRANT 5 - Progressive Movement 0 F'. f N Not Applicable _ _ _ _ _ R1 See School Crossings Warrant Sheet ❑ SATISFIED YES ❑ NO ❑ MINIMUM REQUIREMENTS DISTANCE TO NEAREST SIGNAL FULFILLED > 1000 FT. N _h, S _ft, E -ft, W ft. YES E:1 NOD ON ONE WAY ISOLATED STREETS OR STREETS WITH ONE WAY TRAFFIC SIGNIFICANCE AND ADJACENT SIGNALS ARE SO FAR APART THAT NECESSARY PLATOONING 8 SPEED CONTROL WOULD BE LOST ON 2-WAY STREETS WHERE ADJACENT SIGNALS DO NOT PROVIDE NECESSARY PLATOONING AND M ❑ ❑ SPEED CONTROL PROPOSED SIGNALS COULD CONSTITUTE A PROGRESSIVE SIGNAL SYSTE t WARRANT 6 - Accident Experience SATISFIED YES ❑ NO PI REQUIREMENTS WARRANT J FULFILLED ONE WARRANT WARRANT 1 - MINIMUM VEHICULAR VOLUME SATISFIED OR _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ YES ❑ NO 80 % WARRANT 2 - INTERRUPTION OF CONTINUOUS TRAFFIC ❑ ❑ SIGNAL WILL NOT SERIOUSLY DISRUUPT PROGRESSIVE TRAFFIC FLOW RESTRICTIVE REMEDIES HAS FAILED TO REDUCE ACCIDENT FREQUENCY ❑ ❑ ADEQUATE TRIAL OF LESS ACC. WITHIN A 12 MONTH PERIOD SUSCEPTIBLE OF CORR. 8 INVOLVING INJURY OR ? $500 DAMAGE MINIMUM REQUIREMENT NUMBER OF ACCIDENTS ❑ ❑ 5 OR MORE WARRANT 7 - Systems Warrant SATISFIED YES ❑ NO 0 F MINIMUM VOLUME ENTERWG VOLUMES ~ ALLAPPROACHES I .j FULFILLED REQUIREMENT DURING TYPICAL WEEKDAY PEAK HOUR 2`10 _ VEH/HR 1000 VEH/HR _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ OR DURING EACH OF ANY 5 HRS OF A SAT. AND/OR SUN. VEH/HR CHARACTERISTICS OF MAJOR ROUTES MAJOR ST. MINOR ST. !!:YY SYSTEM SERVING AS PRINCIPLE NETWORK FOR HROUGH TRAFFIC il/? ~llp - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - RURAL OR SUBURBAN HWY OUTSIDE OF, ENTERING, OR TRAVERSING A CITY N) ;N - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ APPEARS AS MAJOR ROUTE ON AN OFFICIAL PLAN ANY MAJOR ROUTE CHARACTERISTICS MET. BOTH STREETS YES ❑ NO Q I ❑ ❑ The satisfaction of a warrant Is riot necessarily justification for a signal. Delay, congestion, confusion or other evidence of the need for right-of-way assigmmnent must be shown. 9-8 TRAFFIC SIGNALS AND LIGHTING Traffic Manual 1.1991 Figure 9-3 TRAFFIC SIGNAL WARRANTS WARRANT 8 - Combination of Warrants SATISFIED YES ❑ NO REOUIREMENT WARRANT J FULFILLED TWO WARRANTS 1. MINIMUM VEHICULAR VOLUME SATISFIED 2. INTERRUPTION OF CONTINUOUS TRAFFIC YES ❑ NO ZI 80% - WARRANT 9 -Four Hour Volume SATISFIED YES ❑ NO P M P61 I, Or" rct f 2 or n1 . mnrn ?v» ~ :n ~,U) .f o:> Hour H IVdlill LQIIGJ Both Approaches - Major Street 10 1 1 Hq 1'.9 Highest Approaches '.M,,,,, Street 24 31 1~ I~l * Refer to Figure 9-6 (URBAN AREAS) or Figure 9-7 (RURAL AREAS) to determine if this warrant is satisfied. WARRANT 10 -Peak Hour Delay SATISFIED YES ❑ NO (ALL PARTS MUST BE SATISFIED) 1 The total delay experienced for traffic on one minor street approach controlled by a STOP sign equals or exceeds four vehicle-hours for a one-lane approach and live vehicle-hours for a two-lane approach; AND YES ❑ NO 2 The volume on the same minor street approach equals or exceeds 100 vph for one moving lane of traffic or 150 vph lot two moving lanes: -AND YES ❑ NO 3. The total entering volume serviced during the hour equals or exceeds 800 vph for intersections %vith four or more approaches or 650 vph for intersections with three approaches. YES ❑ NO Q WARRANT 11 - Peak Hour Volume SATISFIED* YES 2 or One mare Sys 5:~_ T~ 1c`- - ❑NO© _ Approach Lanes 1 50111 Apprunches - Malot Sheet Ihghasl Appronchi!s Minor Slieet i Hour leler to 1-igure 9 8 (URBAN AREAS) or Figure 9 9 (RURAL AREAS) to deternlinc it this v,larr lnI is satisfied The satisfaction of a warrant is not necessarily justification for a signal. Delay, congestion. confusion or other evidence of the need lot righLol-way assignment must be shown. Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-11 1-1991 Figure 9-6 FOUR HOUR VOLUME WARRANT (Urban Areas) 500 S > I 400 Z F- U w a0 300 I- a ~ a 0 w 200 Z 2 _ ~ J 0 > 100 S 0 2 OR MORE LANES (MAJOR) & 2 OR MORE LANES (MINOR) 2 OR MORE LANES (MAJOR) & 1 LANE (MINOR) OR .1 LANE (MAJOR) & 2 MORE LANES (MINOR) 1 LANE (MAJOR) & 1 LANE (MINOR) . 300 400 500 600 700 600 900 1000 1100 1200 1300 1400 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH * NOTE: 115 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 80 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE. Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-13 1-1991 Figure 9-8 PEAK HOUR VOLUME WARRANT (Urban Areas) 600 x a 500 ~ O p 400 y a CL o w 300 z n o 200 x c~ = 100 0 2 OR MORE LANES (MAJOR) & 2 OR MORE LANES (MINOR) 2 OR MORE LANES (MAJOR) & 1 LANE (MINOR) OR 1 LANE (MAJOR) & 2 OR MORE LANES (MINOR) & 1 LANE 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH NOTE: 150 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 100 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE. UJYTJ, LLUSJn-~ N9'' LJ/~2an7~"'z0 9-6 TRAFFIC SIGNALS AND LIGHTING Traffic Manual 1-lssz Figure 9-1 TRAFFIC SIGNAL WARRANTS CALC Yt'1 ig DATE 5-'-C) - DIST CO RTE PM CHK DATE Major SC ~,V .0.`< !~✓FNJ[ Critical Approach Speed 's mph Minor St: JF w'P / r Critical Approach Speed < 40 mph Critical speed of major street traffic ? 40 mph - - - - - - - - - - - - - RURAL (R) In built up area of isolated community of < 10,000 pop" _ _ _ _ _ _ _ _ _ ❑ ® URBAN (U) WARRANT 1 - Minimum Vehicular Volume 100% SATISFIED YES ❑ NO 80% SATISFIED YES ❑ NO ❑ MINIMUM REQUIREMENTS (80% SHOWN IN BRACKETS) - - U F R I F U R APPROACH LANES 1 2 or more , our °('w 15 Both Apprchs. 1 500- 350 600 420 Major Street 1(400); (280) (480) (336) 101 IN8 111 (3q Highest Apprch. 150 1 105 1 1 200 140 ZN 3 `I"' IOl Minor street (120) (84) (160) (112) 1 WARRANT 2 - Interruption of Continuous Traffic 100% SATISFIED YES ❑ NO 80% SATISFIED YES ❑ NO i,Z MINIMUM REQUIREMENTS (60% SHOWN IN BRACKETS) U R U R A-~ (?rte? APPROACH LANES 1 2 Or more Hour Both Apprchs. 750 525 900 630 Major Street (6001 (420) (720) 504 l p'1 I 1t 1 Highest Apprch. 75 i 53 100 70 r Minor Street ( (¢-0)_ (42) (80) (56)-~ WARRANT 3 - Minimum Pedestrian Volume 100% SATISFIED YES ❑ NO 0 REQUIREMENT FULFILLED Pedestrian volume crossing the major street is 100 or more for each of any four hours or is 190 or more during any one Yes ❑ No EJ hour; AND There are less than 60 gaps per hour in the major street Iral- ❑ Y N ❑ lic stream of adequate length for pedestrians to cross, AND es o The nearest traffic signal along the major street is greater Yes ❑ ❑ No than 300 feet; AND The new traffic signal will not seriously disrupt progressive Yes ❑ No ❑ traffic flow on the major street. The satisfaction of a warrant Is not necessarily justification for a signal. Delay, congestion, confusion or other evidence of the need for right-of-way assignment must be shown. Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-7 1-1997 Figure 9-2 TRAFFIC SIGNAL WARRANTS WARRANT 4 - School Crossings N) WARRANT 5 - Progressive Movement V i H r P G L. A L Not Applicable _ _ _ _ _ _ _ _ _ _ 21 See School Crossings Warrant Sheet El SATISFIED YES E] NO ❑ r WARRANT 6 - Accident Experience SATISFIED YES ❑ NO ~9 REQUIREMENTS WARRANT FULFILLED ONE WARRANT WARRANT I - MINIMUM VEHICULAR VOLUME SATISFIED OR _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ YES ❑ NO 80 % WARRANT 2 - INTERRUPTION OF CONTINUOUS TRAFFIC ❑ ❑ SIGNAL WILL NOT SERIOUSLY DISRUUPT PROGRESSIVE TRAFFIC FLOW ADEQUATE TRIAL OF LESS RESTRICTIVE REMEDIES HAS FAILED TO REDUCE ACCIDENT FREQUENCY ❑ ❑ ACC. WITHIN A 12 MONTH PERIOD SUSCEPTIBLE OF CORR. & INVOLVING INJURY OR ? $500 DAMAGE MINIMUM REQUIREMENT NUMBER OF ACCIDENTS ❑ ❑ 5 OR MORE WARRANT 7 - Systems Warrant SATISFIED YES ❑ NO 59.1 F MINIMUM VOLUME ENTERING VOW MES -ALL APPROACHES FULFILLED REQUIREMENT DURING TYPICAL WEEKDAY PEAK HOUR 2uP0 VEH/HR 1000 VEH!HR _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ OR DURING EACH OF ANY 5 HRS. OF A SAT. AND/OR SUN. VEH/HR CHARACTERISTICS OF MAJOR ROUTES MAJOR ST. MINOR ST. Hl`;Y SYSTEM SERVING AS PRINCIPLE NETWORK FOR THROUGH TRAFFIC IJO - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - RURAL OR SUBURBAN HWY OUTSIDE OF, ENTERING, OR TRAVERSING A CITY N j L" _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ APPEARS AS MAJOR ROUTE ON AN OFFICIAL PLAN ANY MAJOR ROUTE CHARACTERISTICS MET, BOTH STREETS YES ❑ NO Z ❑ ❑ MINIMUM REQUIREMENTS DISTANCE TO NEAREST SIGNAL FULFI D > 1000 FT. N S tt, E -ft, W ft. tNO YES E] ❑ ONE WAY ISOLATED STREETS OR STREETS WITH ONE WAY TRAFFIC SIGNIFICANCE AND ADJACENT ON SIGNALS ARE SO FAR APART THAT NECESSARY PLATOONING & SPEED CONTROL WOULD BE LOST _ ON 2-WAY STREETS WHERE ADJACENT SIGNALS DO NOT PROVIDE NECESSARY PLATOONING AND M ❑ ❑ SPEED CONTROL PROPOSED SIGNALS COULD CONSTITUTE A PROGRESSIVE SIGNAL SYSTE The satisfaction of a warrant Is not necessarily justification for a signal. Delay, congestion, confusion or other evidence of the need for right-of-way assigmmnent must be shown. 9-8 TRAFFIC SIGNALS AND LIGHTING Traffic Manual i-1991 ~ Figure 9-3 TRAFFIC SIGNAL WARRANTS WARRANT 8 - Combination of Warrants SATISFIED YES ❑ NO s REQUIREMENT WARRANT J FULFILLED TWO WARRANTS 1. MINIMUM VEHICULAR VOLUME SATISFIED 2. INTERRUPTION OF CONTINUOUS TRAFFIC YES ❑ NO kC] 80% WARRANT 9 -Four Hour Volume SATISFIED* YES ❑ NO 21 ~~r~^rL Prr;~~ 2 or A,. line mnro 1'.uc 1Uo Hour Both Approaches - Major Street 0-1 INS l l 13~( Highest Approaches - Minor Street 2K 3t 1 lok * Refer to Figure 9-6 (URBAN AREAS) or Figure 9-7 (RURAL AREAS) to determine if this warrant is satisfied. WARRANT 10 -Peak Hour Delay SATISFIED YES ❑ NO 71 (ALL PARTS MUST BE SATISFIED) 1. The total delay experienced for traffic on one minor street approach controlled by a STOP sign equals or exceeds four vehicle-hours for a one-lane approach and five vehicle-hours for a two-lane approach, AND YES ❑ NO 2 The volume on the same minor street approach equals or exceeds 100 vph for one moving lane of traffic or 150 vph for two moving lanes: AND YES ❑ NO 7. The lo!al entering volume serviced during the hour equals or exceeds 800 vph for intersections vdit'n tour or more approaches or 650 vph for intersections with three approaches. YES ❑ NO WARRANT 11 - Peak Hour Volume Both Approaches Major Street 14ghesl Approaches - Minor Street SATISFIED* 2 or One more >G~ I ~ If I 13 9 YES ❑ NO ;.~..je ..,Hour Refer to Figure 9 8 fURUAN AREAS) or Figure 9 9 (RURAL AREAS) to determine it this warrant is satisfied. The satisfaction of a warrant is not necessarily justification for a signal. Delay, congestion, confusion or other evidence of the need for right-of-way assignment must be shown. Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-11 1-1991 Figure 9-6 FOUR HOUR VOLUME WARRANT (Urban Areas) 500 2 j 1 400 F U w a 0 300 OC ~ Cr a (n a w 200 0 ~ J O > 100 C7 OR MORE LANES (MAJOR) & 2 OR MORE LANES (MINOR) I I \ ~2 OR MORE LANES (MAJOR) & 1 LANE (MINOR) OR 1 LANE (MAJOR) & 2 MORE LANES (MINOR) * 1 LANE (MAJOR) & 1 LANE ---1 1r- 0 L 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH NOTE: 115 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 80 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE. Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-13 1-1991 Figure 9-8 PEAK HOUR VOLUME WARRANT (Urban Areas) 600 2 a 500 p 400 a y a a w 300 z 0 200 x c~ = 100 0_ - - 2 OR MORE LANES (MAJOR) & 2 OR MORE LANES (MINOR) 2 OR MORE LANES (MAJOR) & 1 LANE (MINOR) OR 1 LANE MAJOR) & 2 OR MORE LANES (MINOR) I ~ 1 LANE(MAJ09&~1.ANE (MI !OR%_ 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 MAJOR STREET- TOTAL OF BOTH APPROACHES - VPH ° NOTE: 150 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 100 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE. ~~H VR-JIL~'1 -J I Wn"c 4/JU~o 9-6 TRAFFIC SIGNALS AND LIGHTING Traffic Manual 1-1892 Figure 9-1 TRAFFIC SIGNAL WARRANTS CALC Msla DATE 6 -7 - oZ DIST. CO RTE PM CHK DATE Major St: ~AMn,JA r~V,)L.F_✓AADI10 LT✓r1,4Ay H Critical Approach Speed 0 mph Minor St: "A21 AdFN✓~ Critical Approach Speed z-Ko mph Critical speed of major street traffic > 40 mph - - - - - - - - - - - - - or l RURAL (R) ❑ In built up area of isolated community of < 10,000 pop. _ _ _ _ _ _ _ ❑ ) URBAN (U) WARRANT 1 - Minimum Vehicular Volume 100% SATISFIED YES ❑ NO 80% SATISFIED YES ❑ NO 21 MINIMUM REQUIREMENTS (80% SHOWN IN BRACKETS) U R U R APPROACH LANES 1 2 Or more 1'Oo Both Apprchs. 500 350 600 420 11~ Major Street (400) (280) (480) (336) Highest Apprch. 150 105 200 140 Minor Street (120) (84) (160) (112) 13 'PrA AM OM 1l6 qi( to, 18 -3q S3 WARRANT 2 - Interruption of Continuous Traffic MINIMUM REQUIREMENTS (80% SHOWN IN BRACKETS) U R U R APPROACH 1 2 or more LANES Both Apprchs. 750 525 900 630 Major street (600) (420) (720) 504 11D Highest Apprclh. 75 53 100 70 13 Minor Sree; (60) (42) (80) (56) WARRANT 3 - Minimum Pedestrian Volume Hour 100% SATISFIED YES ❑ NO 80% SATISFIED YES ❑ NO Hour 116 ~3' 101 100% SATISFIED YES ❑ NO IR REQUIREMENT Pedestrian volume crossing the major street is 100 or more for each of any four hours or is 190 or more during any one 7[:1 hour. AND There are less than 60 gaps per hour in the major street traf- ficstream of adequate length for pedestrians to cross, AND al along the major street is greater The nearest traflic sign ❑ Yes No ❑ than 300 feet, AND T he new traffic signal will not seriously disrupt progressive yes ❑ No ❑ traltic flow on the major street. The satisfaction of a warrant Is not necessarily justification for a signal. Delay, congestion, confusion or other evidence of the need for right-of-way assignment must be shown. Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-7 1-1992 Figure 9-2 TRAFFIC SIGNAL WARRANTS WARRANT 4 - School Crossings Not Applicable _ _ _ _ _ 21 See School Crossings Warrant Sheet ❑ WARRANT 5 - Progressive Movement SATISFIED YES ❑ NO ❑ 0 MINIMUM REQUIREMENTS DISTANCE TO NEAREST SIGNAL FULFILLED > 1000 FT. N ft, S _ft, E _ft, W fl. YES ❑ NO ❑ ON ONE WAY ISOLATED STREETS OR STREETS WITH ONE WAY TRAFFIC SIGNIFICANCE AND ADJACENT SIGNALS ARE SO FAR APART THAT NECESSARY PLATOONING 8 SPEED CONTROL WOULD BE LOST _ _ _ ON 2-WAY STREETS WHERE ADJACENT SIGNALS DO NOT PROVIDE NECESSARY PLATOONING AND ❑ ❑ SPEED CONTROL PROPOSED SIGNALS COULD CONSTITUTE A PROGRESSIVE SIGNAL SYSTEM 1 P. P 0 i L (ti L SATISFIED YES ❑ NO REQUIREMENTS WARRANT J FULFILLED ONE WARRANT WARRANT 1 - MINIMUM VEHICULAR VOLUME SATISFIED Oa _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ YES ❑ NO 80% WARRANT 2 INTERRUPTION OF CONTINUOUS TRAFFIC ❑ ❑ SIGNAL WILL NOT SERIOUSLY DISRUUPT PROGRESSIVE TRAFFIC FLOW ADEQUATE TRIAL OF LESS RESTRICTIVE REMEDIES HAS FAILED TO REDUCE ACCIDENT FREQUENCY - ❑ ❑ ACC. WITHIN A 12 MONTH PERIOD SUSCEPTIBLE OF CORR. 8 INVOLVING INJURY OR ? 5500 DAMAGE MINIMUM REQUIREMENT NUMBER OF ACCIDENTS El 0 5 OR MORE WARRANT 6 - Accident Experience SATISFIED YES ❑ NO ,9 WARRANT 7 - Systems Warrant MINIMUM VOLUME ENTERING VOLUMES - ALL APPROACHES FULFILLED REQUIREMENT ~ DURING TYPICAL WEEKDAY PEAK HOUR 1 h0 _ VEH/HR 1000 VCWHR _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ OR DURING EACH OF ANY 5 HRS. OF A SAT. AND/OR SUN. _ VEH/HR CHARACTERISTICS OF MAJOR ROUTES MAJOR ST. MINOR ST. HWY SYSTEM SERVING AS PRINCIPLE NETV:ORK FOR THROUGH TRAFFIC (,h /tip _ RURAL OR SUBURBAN HWY OUTSIDE OF, ENTERING, OR TRAVERSING A CITY /'J ~ A1) APPEARS AS MAJOR ROUTE ON AN OFFICIAL PLAN No AjQ ANY MAJOR ROUTE CHARACTERISTICS MET. BOTH STREETS YES ❑ NO ❑ 0 The satisfaction of a warrant is not necessarily justification for a signal. Delay, congestion, confusion or other evidence of the need for right-of-way assigmmnent must be shown. 9-8 TRAFFIC SIGNALS AND LIGHTING Traffic Manual 1-1991 Figure 9-3 TRAFFIC SIGNAL WARRANTS WARRANT 8 - Combination of Warrants SATISFIED YES ❑ NO REQUIREMENT WARRANT F ULFILLED TWO WARRANTS 1. MINIMUM VEHICULAR VOLUME J SATISFIED 2. INTERRUPTION OF CONTINUOUS TRAFFIC ES ❑ NO EN3 Y 80% WARRANT 9 -Four Hour Volume SATISFIED YES ❑ NO f1,.,lYals Pn,~a.~ 2 or X;,' n Hour M IV4U1 ~-allco Both Approaches - Major Street - 11° I L Vq ic, Highest Approaches - Minor Street 13 1 8 3q 53 ' Refer to Figure 9-6 (URBAN AREAS) or Figure 9-7 (RURAL AREAS) to determine if this warrant is satisfied. WARRANT 10 -Peak Hour Delay SATISFIED YES ❑ NO El (ALL PARTS MUST BE SATISFIED) 1 The total delay experienced for traffic on one minor street approach ntr end by a STOP sign equals or exceeds four vehicle-hours for a one-lane approach five vehicle-hours for a two-lane approach. AND YES ❑ NO 2. The volume On the same minor street approach equals or exceeds 100 vph for one moving lane of traffic or 150 vph for two moving lanes: AND YES ❑ NO ❑ 3 The total entering volume serviced during the hour equals or exceeds 800 vph for intersections With four or more approaches or 650 vph for intersections with three approaches. YES ❑ NO Ej I * YES ❑ NO WARRANT 11 - Peak Hour Volume SATISFIED r ~r~k nom, rr~l.. z or i rlnn mnrp 1:7 / UO Hour Both ADOW,fiches Major Street l of Ihghc_ ADplonchr - Minor Slteel y'.-.. # Heler 10 I-Iqure 9 8 IURBAN AREAS) of Figure 9 9 (RURAL AREAS) to determine if this wairant is sarshed. The satisfaction of a warrant is not necessarily justification fora signal. Delay, congestion, confusion or other evidence of the need for right-of-way assignment must be shown. _ Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-11 1-1991 Figure 9-6 FOUR HOUR VOLUME WARRANT (Urban Areas) 500 Z I 400 F- U w p 300 ¢ Ir- ¢ a cn Q_ 0 w 200 z 2 J O > 100 S OR MORE LANES (MAJOR) & 2 OR MORE LANES (MINOR) 2 OR MORE LANES (MAJOR) & 1 LANE (MINOR) OR 1 LANE (MAJOR) & 2 MORE LANES (MINOR) 1 LANE 0 -L 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH * NOTE: 115 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET I APPROACH WITH TWO OR MORE LANES AND 80 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE. Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-13 1-1991 Figure 9-8 PEAK HOUR VOLUME WARRANT (Urban Areas) 600 x IL 500 x F- U p 400 r a U) CL o m 300 z o 200 x O = 100 0 2 OR MORE LANES (MAJOR) & 2 OR,MORE LANES (MINOR) 2 OR MORE LANES (MAJOR) & 1 LANE (MINOR) OR 1 LANE (MAJOR) & 2 OR MORE LANES (MINOR) LANE 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 MAJOR STREET-TOTAL OF BOTH APPROACHES - VPH NOTE: 150 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 100 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE. W: -rl-4 CLJSu),V . tibT Wa2ngtiL~ro 9-6 TRAFFIC SIGNALS AND LIGHTING Traffic Manual -ssz Figure 9-1 TRAFFIC SIGNAL WARRANTS CALC DATE - 30 -,)2. DIST CID RTE PM CHK DATE Major St: RA r' JA 6,'-)-(-11n6 0 / 0n,%Of //t/ H Critical Approach Speed C L!D mph Minor St: Critical Approach Speed 4"40 mph Critical speed of major street traffic ? 40 mph - - - - - - - - - - - - - l RURAL (R) In built up area of isolated community of <10,000 pop. - - - - - _ _ - - ❑ ) Q URBAN (U) WARRANT 1 - Minimum Vehicular Volume 100% SATISFIED YES ❑ NO 121 80% SATISFIED YES ❑ NO 0 MINIMUM REQUIREMENTS (80% SHOWN IN BRACKETS) U R U R APPROACH 1 2 or more LANES Both Apprchs. 500 350 600 420 Major Street (400)_ (260) (480) (336) Highest Apprch. 50 105 200 140 Minor Street IL?0) (84) (160) (112) Frn i~ h~i' ;or'~. Ah P~ Hour ~j'PO S;Oo %3°l IDS 3q .3: jl0 F., WARRANT 2 - Interruption of Continuous Traffic 100% SATISFIED YES ❑ NO 0 80% SATISFIED YES ❑ NO 21 MINIMUM REQUIREMENTS (80% SHOWN IN BRACKETS) U R U R APPROACH 1 2 or more - LANES Appr~hs. 750 I 525 900 630 " r Street r 1600- 1, (420) (720) 504)- j D I I (e 1.; r est Appoh H 75 53 100 70 r Street X60) (42) (80) (56) - I - WARRANT 3 - Minimum Pedestrian Volume Hour 100% SATISFIED YES ❑ NO 0 REOUIREMENT FULFILLED Pedestrian volume crossing the major street is 100 or more for each of any four hours or is 190 or more during any one Yes ❑ No hour; AND There are less than 60 gaps per hour in the major street traf- Y ❑ No ❑ tic stream of adequate length for pedestrians to cross; AN es The nearest traffic signal along the major street is greater Yes ❑ ❑ No than 300 feet; AND The new traffic signal will not seriously disrupt progressive Yes ❑ No ❑ traffic flow on the major street The satisfaction of a warrant Is not necessarily justification for a signal. Delay, congestion, confusion or other evidence of the need for right-of-way assignment must be shown. Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-7 1-1992 Figure 9-2 TRAFFIC SIGNAL WARRANTS WARRANT 4 - School Crossings N WARRANT 5 = Progressive Movement J T P r' L. n L Not Applicable _ _ _ _ _ _ _ _ _ See School Crossings Warrant Sheet ❑ SATISFIED YES ❑ NO ❑ MINIMUM REQUIREMENTS DISTANCE TO NEAREST SIGNAL FULFILLED > 1000 FT. N ft, S It, E It, W ft. YES ❑ NO ❑ ON ONE WAY ISOLATED STREETS OR STREETS WITH ONE WAY TRAFFIC SIGNIFICANCE AND ADJACENT SIGNALS ARE SO FAR APART THAT NECESSARY PLATOONING 8 SPEED CONTROL WOULD BE LOST ON 2-WAY STREETS WHERE ADJACENT SIGNALS DO NOT PROVIDE NECESSARY PLATOONING AND SYSTEM NA ❑ ❑ L SPEED CONTROL PROPOSED SIGNALS COULD CONSTITUTE A PROGRESSIVE SIG C WARRANT 6 - Accident Experience SATISFIED YES ❑ NO 0 REQUIREMENTS WARRANT FULFILLED ONE WARRANT WARRANT 1 - MINIMUM VEHICULAR VOLUME SATISFIED _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ OR YES ❑ NO 80% WARRANT 2 - INTERRUPTION OF CONTINUOUS TRAFFIC ❑ ❑ SIGNAL WILL NOT SERIOUSLY DISRUUPT PROGRESSIVE TRAFFIC FLOW ADEQUATE TRIAL OF LESS RESTRICTIVE REMEDIES HAS FAILED TO REDUCE ACCIDENT FREQUENCY ❑ ❑ ACC. WITHIN A 12 MONTH PERIOD SUSCEPTIBLE OF CORR. 8 INVOLVING INJURY OR ? $500 DAMAGE - MINIMUM REQUIREMENT NUMBER OF ACCIDENTS ❑ ❑ 5OR MORE WARRANT 7 - Systems Warrant SATISFIED YES ❑ NO Z MINRdUM VOLUME ENTERING VOLUMES ALL APPROACHES FULFILLED REQUIREMENT DURING TYPICAL WEEKDAY PEAK HOUR 'I 0/7 - VEH/HR 1000 VEH~HR - OR DURING EACH OF ANY 5 HRS. OF A SAT. AND/OR SUN. _ VEH/HR CHARACTERISTICS OF MAJOR ROUTES MAJOR ST. Nil NOR Sr. H%VY SYSTEM SERVING AS PRINCIPLE NETWORK FOR THROUGH TRAFFIC M - RURAL OR SUBURBAN HWY OUTSIDE OF, ENTERING, OR TRAVERSING A CITY - rfl~- _ _ I_: _ APPEARS AS MAJOR ROUTE ON AN OFFICIAL PLAN ANY MAJOR ROUTE CHARACTERISTICS MET, BOTH STREETS YES ❑ NON El LJ The satisfaction of a warrant is not necessarily justification for a signal. Delay, congestion, confusion or other evidence of the need for right-of-way assigmmnent must be shown. 9-8 TRAFFIC SIGNALS AND LIGHTING Traffic Manual Figure 9-3 TRAFFIC SIGNAL WARRANTS WARRANT 8 - Combination of Warrants SATISFIED YES ❑ NO FE REQUIREMENT WARRANT J FULFILLED TWO WARRANTS t. MINIMUM VEHICULAR VOLUME SATISFIED 2. INTERRUPTION OF CONTINUOUS TRAFFIC YES ❑ NO . ff) 80% WARRANT 9 -Four Hour Volume SATISFIED* YES ❑ NO iii 2 or At, Pr.141_ / no mnre -1~UO / oo A'.oo juo Hour (l IVUVL Both Approaches - Major Street f t o 11 I o7 Highest Approaches - Minor Street ~l 13 143 3c 53 * Refer to Figure 9-6 (URBAN AREAS) or Figure 9-7 (RURAL AREAS) to determine it this warrant is satisfied. WARRANT 10 -Peak Hour Delay SATISFIED YES ❑ NO 0 (ALL PARTS MUST BE SATISFIED) 1. The total delay experienced for traffic on one minor street approach controlled by a STOP sign equals or exceeds four vehicle-hours for a one-lane approach and five vehicle-hours for a two-lane approach. AND YES ❑ NO I] 2. The volume on the same minor street approach equals or exceeds 100 vph for one moving lane of traffic or 150 vph for two moving lanes: AND YES ❑ NO 21 a. The total entering volume serviced during the hour equals or exceeds 800 vph for intersections with four or more approaches or 650 vph for intersections with three approaches. YES ❑ NO WARRANT 11 - Peak Hour Volume Al,proaeh Lanes vne BDih Appio:,che.s Mrijor Street 14g11ost Approaches Minor Street . SATISFIED* YES ❑ NO 2 or more Hour 131 ~ ; l r7 # Refer to l 9 8 URBAN AREAS) or i:figure 9-9 (RURAL AREAS) to determine if this warrant is satisfied. The satisfaction of a warrant is not necessarily justilicalion fora signal. Delay, congestion. confusion or other evidence of the need for right-of-way assignment must be shown. Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-11 1-1991 Figure 9-6 FOUR HOUR VOLUME WARRANT (Urban Areas) 500 S > 1 400 F- U w 300 Cr 1- 0: rn a a 0 w 200 z _ ~ J O > 100 C7 OR MORE LANES (MAJOR) & 2 OR MORE LANES (MINOR) 2 OR MORE LANES (MAJOR) & 1 LANE (MINOR) OR 1 LANE (MAJOR) & 2 MORE LANES (MINOR) &1 0 -L 300 400 500 600 /uu twu m~u vw MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH ' NOTE: 115 VPH AFPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 80 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE. Traffic Manual TRAFFIC SIGNALS AND LIGHTING 9-13 1-1991 Figure 9-8 PEAK HOUR VOLUME WARRANT (Urban Areas) 600 2 a 500 1 ~ U j ¢ p 400 r CL N EL 0 w 300 z 2 o 200 S C7 = 100 0 - - 2 OR MORE LANES (MAJOR) & 2 OR MORE LANES (MINOR) 2 OR MORE LANES (MAJOR) & 1 LANE (MINOR) OR 1 LANE MAJOR) & 2 OR MORE LANES (MINOR) I 1 LANE ~MAJOR)_& 1. LANE (MINOR) 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 MAJOR STREET - TOTAL OF BOTH APPROACHES - VPH, 1 NOTE: 150 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACH WITH TWO OR MORE LANES AND 100 VPH APPLIES AS THE LOWER THRESHOLD VOLUME FOR A MINOR STREET APPROACHING WITH ONE LANE. OFFICE OF THE ATTORNEY GENERAL OF THE STATE OF CALIFORNIA No. 01-502 2001 Cal. AG LE-XIS 20; 84 Op. Any Gen. Cal. 91 Jul), 9, 2001 CORE TERMS: school district,, planning commission, incompatible, planning, governing board, general plan, duties, ten itory, lovalties, clash, site, board of trustees, land use, ordinance, zoning, proposed construction, zoning ordinance; specific plan, local public, consistency, educational, variance QUESTION: [*1] THE HONORABLE GEORGE EISER, 111, CITY PROSECUTING ATTORNEY, CITY. OF NATIONAL CITY, has requested an opinion on the following question: May a person serve simultaneously as a member of a city planning commission and as a member of a school district board of trustees if the city and the school district have territory in common? _ CONCLUSION A person may not serve simultaneously as a member of a city planning commission and as a member of a school district board of trustees if the city and the school district have territory in common. - OPINIONBY: BILL LOCKYER, Attorney General; GREGORY L. GONOT, Deputy Attorney General OPINION ANALYSIS We are asked to determine whether a person may serve simultaneously as a city planning commissioner and as a school district trustee in light of the common law rule prohibiting a person fi om holding "incompatible offices" applicable in California. (See Civ. Code, § 22.2; Mott v. Horsimann (1950) 36 Cal.2d 388, 391-392; People ex rel. Chapman v. Rapsey (1940) 16 Ca1.2d 636, 640-644; Eldridge v. Sierra View Local Hospital Dist. (1990) 224 Ca1.App.3d 311, 319.) Given that the city and [*2] the school district have territory in common, we conclude that the offices in question are incompatible, and thus a person may not serve in both capacities at the same time. Under the common law doctrine, offices are incompatible if one of the offices has a supervisory. auditory. or removal power over the other or if there would be any significant clash of duties or loyalties in the exercise of official duties. Only one potential significant clash of duties or loyalties is necessary to make offices incompatible. If the performance of the duties of either office could have an adverse effect on the other, the doctrine precludes acceptance of the second office. If the second office is accepted, such acceptance constitutes an automatic resignation from the first office. People ex rel. Chapman v. Rapsey, supra, 16 Ca1.2d ai pp. 641-644; 84 Ops.Cal.Atgy.Gen. 34, 38 (2001); 83 Ops.Cal.Atry.Gen. 153, 154 (2000); 83 Ops.Cal.Atro Gen. 53, 54 (2000); 83 Ops.Cal.Auy.Gen. 50, 51 (2000).) A member of the governing board of a school district holds a public office [*3] for purposes of the common law prohibition (82 Ops.Cal.Auy.Gen. 83, 84 (1999); 56Ops Cal.4tr7,.Gen. 488, 489 (1973)), as does a city planning commissioner (82 Ops.Cal.Attr.Gen. 68. 70.(1999); 66 Ops.Cal.Atn,.Gen. 293, 295 (1983)). Since both of the positions in question are offices, we turn to whether the two offices would be incompatible. . We have previously concluded that holding the office of count}' planning commissioner would be incompatible with holding the office of member of a county board of education (79 Ops.Cal.Attr.Gen. 15i (1996)) and with holding the office of trustee of a local school district (56 Ops.Cal.Atr),.Gen. 488, supra). We have also determined ihat the offices of city planning commissioner and member of the board of directors of a local water district are incompatible. (82 _ Ops,CaLAtry, Gen. 68, supra.) Both city and county planning commissions are governed by the state planning and zoning law (Gov. Code, 65000- 6649958); nI and land use activities by a school district [*43 are subject to regulation by the city or county in which- - the district's property is located. Under the state law, the city planning commission in question would be responsible for the preparation and implementation of the city's general plan. 65103, 65300, 65450.) A general plan includes the location of educational facilities. 65302; subd. (a); 56 Ops.Cal.Attv.Gen., supra, at p. 490.) n2 The planning commission is required to review annually the local public works projects of other local agencies for their consistency with the general plan. 651033 65401.) Additionally, no local public works project may be approved within an area covered by a specific plan unless it is consistent with the adopted specific plan. 65455.) A five-year capital improvement program prepared by a school district must be referred to the planning commission for review as to its consistency with the general plan and any applicable specific plans. 65403.) A planning commission also typically hears and decides whether to grant applications for conditional use permits and variances from zoning ordinances. 65900-65906.) Footnotes ni All references hereafter to the Government Code are by section number only. [*5 n2 The dual exercise of school board and-planning commission authority with respect to the location of new schools is demonstrated in Education Code section 17521, which provides in part that "the State Department of Education shall . . . upon the request of the governing board of any school district, advise the governing board on the acquisition of new schoolsites and, after a review of available plots, give the governing board in writing a list of the recommended locations in the order of their merit, considering especially the matters of educational merit, safety, reduction of traffic hazards, and conformity to the land use element, in the general plan of the city, county, or city and county having jurisdiction...." -----------------End Footnotes---- = Pursuant to sections 53090-530975, a school district must comply with all applicable building and zoning ordinances of the city in which it is located, except that, by a vote of two thirds of its members, the governing board of a school may render a city zoning ordinance inapplicable to a proposed use of property by the district. 53094; see 82 Ops.Cal.Any.Gen. 135 (1999)) [*6] With respect to school facilities built with state funds, the planning commission "shall consider in its review for approval information relating to attendance area enrollment, adequacy of the site upon which the construction is proposed, safety features of the site and proposed construction, and present and future land utilization...." 53091.) Education Code section 17569 authorizes the governing board of a school district to "construct in immediate proximity to any school or site owned or controlled by the district, pedestrian tunnels, overpasses, footbridges, sewers and water pipes when required for school or administrative purposes...." Such construction activities by the school district may be subject to a conditional use permit or a'variance from zoning ordinances granted by the planning commission. - What the school district considers to be in the best interests of the public with respect to its land use decisions may differ from that of the planning commission in its determination of whether the decisions are consistent with the city's general plan. (See, e.g., City afSanta Clara v. Santa Clara Unified Sch. Dist. (1971) 22 Cal.App3d 152 [*7] [school district declared city zoning ordinance inapplicable to proposed construction of high school in area zoned for residential use].) We believe that an}' school district decision relating to land use issues would present a "significant clash of duties and loyalties" (37 Ops.Cal.Atry. Gen. 21, 22 (1961)) "'in the regular operation of the statutory plan"' (66 Ops.Cal.Aav.Gen. 176, 177 (1983)) so as to preclude a person from holding both offices of city plarmiug cormnissioier and school district trustee at the same time. Accordimghv, we conclude that a person may not serve simultaneously as a member of a city planning commission and .as a member of a school district board of trustees if the city and the school district have territory in conunon. MAYOR: ROBERT W. BRUESCH MAYOR PRO TEM: JOEVASOUEZ COUNCILMEMBERS: MARGARETCLARK JAYT. IMPERIAL GARY A. TAYLOR Posemcad 8838 E. VALLEY BOULEVARD • P.O. BOX 399 ROSEMEAD, CALIFORNIA 91770 TELEPHONE (626) 569-2100 FAX (626) 307-9218 MEMORANDUM TO: FROM: DATE: BRAD JOHNSON, PLANNING DIRECTOR MILAN MRAKICH, CODE ENFORCEMENT SUPERVISOR DECEMBER 9. 2002 SUBJECT: ROSEMEAD PLACE MEETING NOTICES On Friday December 6, Parking Control Officers Alvarez, Espinoza and Rodriguez hand delivered meeting notices to 88 residences on Marshall between Rosemead and Rio Hondo. . Code Enforcement Clerk Valenzuela hand delivered an additional 8 notices including a notice to the property management of the Rosemead Place Center. Packets were also delivered to all council members. If you have any questions please contact me. TO: RESIDENTS IN THE VICINITY OF ROSEMEAD PLACE As many of you are aware, the Rosemead Traffic Commission, at its regular meeting of December 5, 2002, considered certain proposed traffic mitigation measures for the public streets in the vicinity of the Rosemead Place Shopping Center. The Traffic Commission's recommendation will be considered by the City Council at its regular meeting to be held as follows: ROSEMEAD CITY COUNCIL CITY COUNCIL CHAMBERS - CITY HALL 8838 E. VALLEY BOULEVARD ROSEMEAD, CALIFORNIA 8:00 PM - TUESDAY, DECEMBER 10, 2002 You are cordially invited to attend and participate in the City Council meeting. For further information, please contact Planning Director Brad Johnson (626) 569-2141 on Monday or Tuesday. a •a u IQ. G /9 r7 G_ O O An `G Oo wN 'c G 'LS S B N N O O IJ R p U ~ N N3~ "cq 8 vq ® n mgr. n fD N ~ Q = N~ • ~ ♦ SANdY Y 1-J _ ~ J 8N~ A R H a O O a a nm~ a a~g a N 363VV .a. w:. c 'e. o:. W x' r. w cn a a, a co .z M f• a. n~ Injs y x a r~ =c N c<. 'yam. w w Lm w caw aLASH6ROOKfRUEr. n C `N '-G G CD (D O MAYOR: ROBERT W. BRUESCH MAYOR PRO TEM: JOE VASOUEZ COUNCILMEMBERS: MARGARET CLARK JAY T. IMPERIAL GARY A. TAYLOR T~oscmcad 8838 E. VALLEY BOULEVARD • P.O. BOX 399 ROSEMEAD, CALIFORNIA 91770 TELEPHONE (626) 569-2100 FAX (626) 307-9218 COUNCIL MEMORANDUM FROM: CITY M.A 'AGER DATE: DECEMBER 9, 2002 RE: ADDITIONAL: INFORMATION RELATING TO AGENDA ITEM V.A. - ROSEMEAD PLACE SHOPPING CENTER TRAFFIC IMPACT STUDY At the Traffic Commission meeting, a resident reported that there had been a fatality several years ago on Marshall at the entrance to Rosemead Place shopping center. This in pan was the basis for the request to limit left turn movements out of the shopping center onto Marshall. As staff had no knowledge of any fatality, we requested the Sheriffs Department to research their records and provide us with their findings both on the records search and the request for a left turn restriction. Attached is a copy of a memorandum from Lt. Wallace that responds to these issues. C O U N T Y OF L O S A N G E L E S SHERIFF'S DEPARTMENT D; E OFFICE CORRESPONDENCE FROMI WAYNE A. WALLACE. LIEUTENANT TO TEMPLE STATION F: _E N`Q. December 9. 2002 BILL CROVVE, CITY MAIJAG'R CITY OF ROSEMEAD SUBJECT: TRAFFIC HISTORY FOR MARS-ALL AVE. Bill, I have reviewed the traffic history from November 2000 to the present, also Sergeant Izell the station traffic sergeant hand Searched station records back to 1992. Based Loon the information obtained I have found no record of any fatalities, there have been traffic accidents reported at or near the areas in question and they are marked on the attached Traffic Collision History Report. As you know, the commission is asking the council to consider putting up signs and paintina markings on Marshall Street to restrict vehicles from making left turns out of the shopping centers exit driveway onto Marshall Street. The commission wants to make vehicles exiting out of the driveways to turn eastbound and then either make a U-turn at the next break in the island or continue down to Hart Street and then make a U-tum there, and then back to Rosemead Blvd. Sergeant Izell indicates that he is not sure that directing traffic east on Marshall Street, and requiring them to make U-turns either mid block or at Hart Street would mitieate the problem. Sergeant Iz_ell also expressed concern that traic directed in such a fashion could have an adverse impact on traffic around Savannah School. Based upon my review of the available information and the comments made by Sergeant Izell. 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