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Home My WebLink About2017-11-06; Traffic Safety Commission; ; RE-STRIPING PLANS FOR AVENIDA ENCINASCITY OF CARLSBAD TRAFFIC SAFETY COMMISSION STAFF REPORT COMMISSION MEETING OF: November 6, 2017 ITEM NO. 6A LOCATION: Avenida Encinas Avenue between Cannon Road and Palomar Airport Road INITIATED BY: John Kim, Associate Engineer REQUESTED ACTION: Support the implementation of striping modifications on Avenida Encinas between Cannon Road and Palomar Airport Road in conjunction with the construction of the Vista/Carlsbad Interceptor Sewer project. BACKGROUND: DATA: The Vista/Carlsbad Interceptor Sewer project along Avenida Encinas is currently under construction. When underground construction of the sewer interceptor pipeline is complete, the entire roadway will be re-surfaced. This results in an opportunity to stripe the roadway with buffered bicycle lanes in each direction. Avenida Encinas is classified as a Neighborhood Connector Street in the Mobility Element. The portion of Avenida Encinas between Palomar Airport Road and Cannon Road has a roadway width between 50 and 64 feet and is currently striped with two vehicle lanes in each direction with no bicycle lanes. It carries between 6,000 and 9,500 vehicles per day. Surrounding land uses include light industrial, professional offices and restaurants. The posted speed limit on this portion of the roadway is 40 miles per hour. BASIS OF ACTION: The Mobility Element of the Carlsbad General Plan directs staff to "evaluate methods and transportation facility improvements to promote biking, walking, safer street crossings, and attractive streetscapes. The City Council shall have the sole discretion to approve any such road diet or vehicle traffic calming improvements that would reduce vehicle capacity to or below a LOS D". As a Neighborhood Connector Street Avenida Encinas is intended to "connect people to different neighborhoods and land uses of the city" and to be "designed to safely move all modes of travel while enhancing mobility for pedestrians and bicyclists." Staff is proposing to utilize the construction of the Vista/Carlsbad Interceptor Sewer as an opportunity to enhance bicycle mobility by striping Avenida Encinas with a buffered bicycle lane in each direction. This proposed striping would reduce the number of vehicular travel lanes from two to one in each direction to accommodate the proposed buffered bicycle lanes. In support of this proposal an operational analysis of the proposed striping changes was conducted to evaluate the projected vehicular levels of service. Three locations were analyzed: (1) intersection level of service at Cannon Road/ Avenida Encinas; (2) mid-block level of service south of Cannon Road; and (3) mid-block level of service north of Palomar Airport Road. Intersection Level of Service Analysis Since the proposed striping changes would reduce the number of vehicular travel lanes on Avenida Encinas in each direction from two to one, the westbound left turn on Cannon Road at Avenida Encinas would need to be modified from the two existing lanes to one proposed lane. In accordance with the Carlsbad Growth Management Plan and SANTEC/ITE guidelines, the intersection was analyzed using the Highway Capacity Manual (HCM) methodology. Synchro 9.0 computer software was used with recent traffic counts to calculate delay (in seconds) and the corresponding level of service as summarized in Table 1 below. TABLE 1: Intersection Level of Service Analysis Summary Existing Proposed Intersection AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Delay LOS Delay LOS Delay LOS Delay LOS Cannon Rd & Avenida 15.2 B 22.2 C 17.7 B 22.5 C Encinas Mid-block Level of Service Analysis Traffic counts were collected for the mid-block analysis and utilized to calculate level of service as summarized in Table 2 below. TABLE 2: Mid-Block Level of Service Analysis Summary Existing Proposed Segment Capacity Volume LOS Capacity Volume LOS South of Cannon Rd 30,000 5,307 A 15,000 5.307 B North of PAR 30,000 6,664 A 15,000 6,664 B As noted above the implementation of the road diet will not reduce the vehicle capacity to or below LOS D and therefore staff can proceed with the implementation of the striping modifications in conjunction with the previously approved and ongoing construction of the Vista/Carlsbad Interceptor Sewer project. RECOMMENDATION: Support the implementation of striping modifications on Avenida Encinas between Cannon Road and Palomar Airport Road in conjunction with the construction of the Vista/Carlsbad Interceptor Sewer project. NECESSARY CITY COUNCIL ACTION: None ATTACHMENTS: 1. Avenida Encinas Road Diet Traffic Analysis by LSA 2. Proposed Signing and Striping Plans for Avenida Encinas LSA MEMORANDUM DATE: October 3, 2017 To: John T. Kim, City of Carlsbad FROM: Dean Arizabal, LSA SUBJECT: Avenida Encinas Road Diet Traffic Analysis BERKELEY CARLSBAD FRESNO IRVINE LOS ANGELES PALM SPRINGS POINT RICHMOND RIVERSIDE ROSEVILLE SAN LUIS OBISPO LSA is pleased to present this Traffic Analysis for the proposed Avenida Encinas road diet in Carlsbad (City), California. As part of the project, use of Avenida Encinas within the right-of-way will be reassigned between Cannon Road and Palomar Airport Road from two lanes in each direction to one lane with a buffered bicycle lane in each direction. To assess the effects of the project on the existing circulation system, LSA has conducted an analysis consistent with the requirements of the San Diego Traffic Engineers' Council/Institute ofTransportation Engineers (SANTEC/ITE) Guidelines for Traffic Impact Studies in the San Diego Region. The scope of this analysis has been discussed and approved by the City Public Works Department. PROJECT DESCRIPTION The proposed Avenida Encinas road diet is located in the City just west of and parallel to the Interstate 5. According to the City's General Plan Mobility Element, Avenida Encinas is classified as a Neighborhood Connector Street. The existing roadway has four travel lanes separated by a raised median. Along the approximately 0.9-mile segment of Avenida Encinas between Cannon Road and Palomar Airport Road, various land uses take access from the roadway, including hotel, retail, office, and restaurant uses. Additionally, the North County Transit District serves three bus stops along the study area segment. The proposed road diet includes physical changes to the roadway to reduce the two travel lanes in each direction to one lane with a buffered bicycle lane in each direction. These physical changes include striping two-way left-turn lanes, adding the bicycle lanes, and placing new signage. These changes are illustrated in detail on the attached site plans (Figures lA, 18, and lC). The westbound dual left-turn lanes at Avenida Encinas/Cannon Road will also need to be reduced to one turn lane because there will only be one receiving lane on Avenida Encinas. METHODOLOGY Study Area As defined by the City Public Works Department, the project study area consists of the Avenida Encinas/Cannon Road intersection and two roadway segments of Avenida Encinas (one segment south of Cannon Road and one segment north of Palomar Airport Road). 20 Executive Park, Suite 200, Irvine, California 92614 949.553.0666 www.lsa.net LSA Intersection Level of Service Methodology In accordance with the Carlsbad Growth Management Plan and the SANTEC/ITE guidelines, the study_ area intersection was analyzed using the Highway Capacity Manual (HCM) methodology for Existing and Existing plus Project scenarios. The Synchro 9.0 computer software was used to determine the level of service (LOS) based on the existing traffic volume and the existing and proposed intersection geometry (with and without dual westbound left-turn lanes). The HCM worksheets are provided as an attachment. HCM methodology calculates the average delay experienced by all vehicles at an intersection. The resulting calculation of average delay experienced by vehicles at the intersection is then used to determine the LOS at that location. LOS A represents free-flow activity, and LOS F represents overcapacity operation. LOS is a qualitative assessment of the quantitative effects of such factors as traffic volume, roadway geometrics, speed, delay, and maneuverability on roadway and intersection operations. The relationship between LOS and the delay (in seconds) or volume-to-capacity (v/c) ratio at intersections is as follows: Delay in Seconds Level of Service (HCM Methodology) A < 10.0 B > 10.0 and .'.S.,20.0 C > 20.0 and< 35.0 D > 35.0 and< 55.0 E > 55.0 and< 80.0 F >80.0 HCM = Highway Capacity Manual Roadway Analysis Methodology The study area roadway segments were assessed using the v/c analysis. The existing average daily traffic (ADT) volumes are divided by the theoretical daily capacities determined by the SANTEC/ITE guidelines to calculate the v/c ratio. The theoretical daily capacity of a roadway is dependent on roadway classification. Although the City classifies Avenida Encinas as a Neighborhood Connector, this analysis has been conducted according to San Diego County's (County) standards. The County classifies the roadway as a Secondary Arterial/Collector with four lanes divided by a median . With the road diet, the roadway will be classified as a Collector with two lanes and a continuous left-turn lane. The following table shows theoretical capacities based on LOS for the SANTEC/ITE street classifications. Level of Service Street Classification Lanes A B C D E Secondary Arterial/Collector 41anes 10,000 14,000 20,000 25,000 30,000 Collector (continuous left-turn lane) 21anes 5,000 7,000 10,000 13,000 15,000 Source: Table 2 from SANTEC/ITE Guidelines for Traffic Impact Studies [TIS] in the San Diego Region 10/3/17 «P:\HCR1705\Traffic Analysis Memo.docx» 2 LSA Performance Criteria The City considers LOS D to be the recognized standard for all intersections and roadway segments. Significant impacts for intersections are defined by an increase of 2 seconds of delay to an intersection operating at LOS D, E, or F in the baseline condition. Roadway segments operating at LOS D, E, or Fin the baseline condition are significantly impacted if the project adds 0.02 or more to the v/c ratio. If there is a significant project impact, mitigation measures must be identified. EXISTING AND PLUS PROJECT LEVEL OF SERVICE ANALYSIS In order to establish existing conditions, an independent car count company (National Data & Surveying Services) has collected traffic volumes at the study area intersection and roadway segments. Intersection turning movement volumes for Avenida Encinas/Cannon Road were collected on Wednesday, September 20, 2017, during the a.m. peak hour (between 7:00 a.m. and 9:00 a.m.) and the p.m. peak hour (between 4:00 p.m. and 6:00 p.m.). The 24-hour ADT volumes were collected on Wednesday, September 20, 2017, at two mid-block segments of Avenida Encinas, one near the intersection with Palomar Airport Road and one near the intersection with Cannon Road. All existing traffic volumes are provided as an attachment. Based on the existing a.m. and p.m. peak-hour LOS analysis, Avenida Encinas/Cannon Road operates at satisfactory LOS B (15.2 seconds of delay) during the a.m. peak hour and satisfactory LOS C (22.2 seconds of delay) during the p.m. peak hour. With implementation of the road diet project (removal of the westbound left-turn lane), the study area intersection is expected to continue to operate at satisfactory LOS B (17.7 seconds of delay) during the a.m . peak hour and satisfactory LOS C (22.5 seconds of delay) during the p.m. peak hour. The results of HCM analysis reflect delay of the entire intersection, which is calculated as the average of the approach delays. Therefore, it should be noted that the westbound approach currently operates at satisfactory LOS B (14.3 seconds of delay) during the a.m. peak hour and LOS C (22.3 seconds of delay) during the p.m. peak hour. With the implementation of the project, the westbound approach is expected to continue to operate at satisfactory LOS B (17.4 seconds of delay) during the a.m. peak hour and LOS C (22.5 seconds of delay) during the p.m. peak hour. Thus, the project would not significantly impact the intersection of Avenida Encinas/Cannon Road. Table A presents the ADT volumes and v/c ratios for existing and plus project conditions. As this table indicates, all study area roadway segments currently operate at satisfactory LOS A. With the implementation of the project, the study area roadway segments are expected to operate at satisfactory LOS B. Therefore, no significant project impacts would be created on the Avenida Encinas roadway segments with the project. 10/3/17 «P:\HCR1705\Traffic Analysis Memo.docx» 3 LSA Table A: Existing ADT Volumes and V/C Ratios Roadway Avenida Encinas Avenida Encinas ADT = average daily trips LOS = level of service Segment South of Cannon Road North of Palomar Airport Road V/C = volume-to-capacity CONCLUSION Existing Capacity ADT 30,000 5,307 30,000 6,664 Plus Project LOS Capacity ADT LOS A 15,000 5,307 B A 15,000 6,664 B Based on the SANTEC/ITE guidelines used in this analysis, the proposed Avenida Encinas road diet is not expected to significantly impact the surrounding circulation system. If you have any questions, please call me at (949) 553-0666. Attachments: Figures lA-lC HCM Worksheets Existing Traffic Volumes 10/3/17 «P:\HCR1705\Traffic Analysis Memo.docx» 4 LSA 0 70 140 p---, FEET SOURCE: Linscott, Law & Greenspan, Engineers l:\HCRI70S\G\Site Plan.cdr (10/2/2017) OET,IJl,2S. 1101..F, -;JM!lES. el ' [§~c.~? EXISTING SIGNS :n<IS SH~CNl.:0 LEGEND (SHEETS 38 TO 4(1) {EXISTING STRIPING --( --(PROPOSED STRIPING EXISTING ROADSIDE SIGN PROPOSED ROADSIDE SIGN EXISTING PAVEMENT ARROW ., INSTALL TYPE IV{L) PAVEMENT: ARROW AS INDICATED fl INSTALL "A.HEAD" PAVEMENT LEGEND AS IND!CATI:0 OET/Jl19 17~LF. PROPOSED SIGNS (TlflSSHEET ONLY) DETAIL:!:i 3.tnL.F, 1¥1""'"' {~. FIGURE lA Avenida Encinas Raad Diet Site Plan PROPOSED SIGNS (TH1SSHEETONLY) LSA 0 70 140 p---, FEET SOURCE: Linscott, Law & Greenspan, Engineers l:\HCR1705\G\Site Plan.cdr (10/2/2017) !':it:;' --L -•:r.11 --o. ,x. ,. 10' ,. .-,,------ FIGURE 1B Avenida Encinas Road Diet Site Plan 0ET1'1l.22. l5(JL.F. LSA OETAll.32. 1tnLF. ~·.~~~@4:YO.C. OETM..~. 2701..1', Ol;TAIL:12. 1101..1'. FIGURE lC .d Encinas Raad Diet Aveni a Site Plan HCM 2010 Signalized Intersection Summary 1: Avenida Encinas & Cannon Rd 09/27/2017 /' -+ ,. f +-' "" t ;--\.. + ..; ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SB Lane Configurations "i tf+ "i"i t~ "i t r' "i"i t r' Traffic Volume (veh/h) 9 247 41 288 227 93 8 19 65 71 24 18 Future Volume (veh/h) 9 247 41 288 227 93 8 19 65 71 24 18 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 10 268 45 313 247 101 9 21 71 77 26 20 Adj No. of Lanes 1 2 0 2 2 0 1 1 1 2 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy \/eh, % 2 2 2 2 ·2 2 2 2 2 2 2 2 Cap, veh/h 23 661 110 497 863 343 21 216 412 240 324 296 Arrive On Green 0.01 0.22 0.22 0.14 0.35 0.35 0.01 0.12 0.12 0.07 0.17 0.17 Sat Flow, veh/h 1774 3040 504 3442 2475 984 1774 1863 1583 3442 1863 1583 Grp Volume(v), veh/h 10 155 158 313 175 173 9 21 71 77 26 20 Grp Sat Flow(s),veh/h/ln 1774 1770 1774 1721 1770 1689 1774 1863 1583 1721 1863 1583 Q Serve(g_s), s 0.2 3.2 3.3 3.7 3.1 3.2 0.2 0.4 1.5 0.9 0.5 0.4 Cycle Q Clear(g_c), s 0.2 3.2 3.3 3.7 3.1 3.2 0.2 0.4 1.5 0.9 0.5 0.4 Prop In Lane 1.00 0.28 1.00 0.58 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 23 385 386 497 617 589 21 216 412 240 324 296 V/C Ratio(X) 0.43 0.40 0.41 0.63 0.28 0.29 0.43 0.10 0.17 0.32 0.08 0.07 Avail Cap(c_a), veh/h 206 1149 1152 1078 1498 1430 206 1685 1661 399 1720 1482 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21 .1 14.5 14.5 17.4 10.1 10.2 21.2 17.0 12.3 19.1 14.9 14.4 Iner Delay (d2), s/veh 12.1 0.7 0.7 1.3 0.2 0.3 13.2 0.2 0.2 0.8 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 1.6 1.7 1.8 1.5 1.5 0.2 0.2 0.7 0.5 0.3 0.2 LnGrp Delay(d),s/veh 33.2 15.1 15.2 18.7 10.4 10.5 34.3 17.2 12.5 19.8 15.0 14.5 LnGre LOS C B B B B B C B B B B B Approach Vol, veh/h 323 661 101 123 Approach Delay, s/veh 15.7 14.3 15.5 18.0 Approach LOS B B B B imer 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.5 10.4 10.7 14.5 5.0 12.9 5.1 20.1 Change Period (Y+Rc), s 4.5 5.4 4.5 5.1 4.5 • 5.4 4.5 5.1 Max Green Setting (Gmax), s 5.0 39.0 13.5 28.0 5.0 * 40 5.0 36.5 Max Q Clear Time (g_c+l1), s 2.9 3.5 5.7 5.3 2.2 2.5 2.2 5.2 Green Ext Time (p_c), s 0.0 0.5 0.7 4.1 0.0 0.5 0.0 4.4 , ntersection Summa HCM 2010 Ctrl Delay 15.2 HCM 2010 LOS B ,Notes Avenida Encinas Road Diet [HCR1705] 09/27/2017 01 Existing AM Synchro 9 Report LSA Analyst, AY Page 1 HCM 2010 Signalized Intersection Summary 1 : Avenida Encinas & Cannon Rd 09/27/2017 __;. -+ ..... 'f +-' "" t I"' \. ! .; ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SB Lane Configurations "i tf. "i"'i +~ "i + '(' "i"i t '(' Traffic Volume (veh/h) 15 170 13 92 350 107 82 16 367 168 19 42 Future Volume (veh/h) 15 170 13 92 350 107 82 16 367 168 19 42 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 18 205 16 111 422 129 99 19 442 202 23 51 Adj No. of Lanes 1 2 0 2 2 0 1 1 1 2 1 1 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 38 689 53 242 685 207 128 573 599 310 607 550 Arrive On Green 0.02 0.21 0.21 0.07 0.26 0.26 0.07 0.31 0.31 0.09 0.33 0.33 Sat Flow, veh/h 1774 3329 258 3442 2678 811 1774 1863 1583 3442 1863 1583 Grp Volume(v), veh/h 18 108 113 111 277 274 99 19 442 202 23 51 Grp Sat Flow(s),veh/h/ln 1774 1770 1817 1721 1770 1720 1774 1863 1583 1721 1863 1583 Q Serve(g_s), s 0.6 3.1 3.1 1.9 8.3 8.5 3.3 0.4 14.5 3.4 0.5 1.3 Cycle Q Clear(g_c), s 0.6 3.1 3.1 1.9 8.3 8.5 3.3 0.4 14.5 3.4 0.5 1.3 Prop In Lane 1.00 0.14 1.00 0.47 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 38 366 376 242 452 440 128 573 599 310 607 550 VIC RaUo(X) 0.47 0.30 0.30 0.46 0:61 0.62 0.77 0.03 0.74 0.65 0.04 0.09 Avail Cap(c_a), veh/h 151 876 899 487 976 948 260 1201 1132 493 1220 1071 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.0 20.1 20.1 26.8 19.7 19.8 27.4 14.5 16.1 26.4 13.8 13.2 Iner Delay (d2), s/veh 8.7 0.4 0.4 1.4 1.4 1.4 9.5 0.0 1.8 2.3 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 1.5 1.6 0.9 4.2 4.1 1.9 0.2 6.6 1.7 0.3 0.6 LnGrp Delay(d),s/veh 37.7 20.5 20.6 28.2 21.1 21.2 36.9 14.6 17.9 28.7 13.8 13.3 LnGr~ LOS D C C C C C D B B C B B Approach Vol, veh/h 239 662 560 276 Approach Delay, s/veh 21.8 22.3 21.2 24.6 Approach LOS C C C C !Timer 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.9 23.9 8.7 17.5 8.8 25.0 5.8 20.4 Change Period (Y+Rc), s 4.5 5.4 4.5 5.1 4.5 * 5.4 4.5 5.1 Max Green Setting (Gmax), s 8.6 38.7 8.5 29.7 8.8 * 39 5.1 33.1 Max Q Clear Time (g_c+l1), s 5.4 16.5 3.9 5.1 5.3 3.3 2.6 10.5 Green Ext Time (p_c), s 0.2 2.0 0.1 5.0 0.1 2.1 0.0 4.9 ntersection Summa HCM 2010 Ctrl Delay 22.2 HCM 2010 LOS C ates Avenida Encinas Road Diet [HCR1705] 09/27/2017 01 Existing PM Synchro 9 Report LSA Analyst, AY Page 1 HCM 2010 Signalized Intersection Summary 1 : Avenida Encinas & Cannon Rd 09/28/2017 /' -+ t f +-' "" t I" \. + '*' ovement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SB~ Lane Configurations "i tf+ "i tf+ "i t '{' "i"i t '{' Traffic \/olume (veh/h) 9 247 41 288 227 93 8 19 65 71 24 18 Future Volume (veh/h) 9 247 41 288 227 93 8 19 65 71 24 18 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 10 268 45 313 247 101 9 21 71 77 26 20 Adj No. of Lanes 1 2 0 1 2 0 1 1 1 2 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 23 623 103 380 1004 399 21 195 505 231 298 274 Arrive On Green 0.01 0.20 0.20 0.21 0.41 0.41 0.01 0.10 0.10 0.07 0.16 0.16 Sat Flow, veh/h 1774 3040 504 1774 2475 984 1774 1863 1583 3442 1863 1583 Grp Volume(v), veh/h 10 155 158 313 175 173 9 21 71 77 26 20 Grp Sat Flow(s),veh/h/ln 1774 1770 1774 1774 1770 1689 1774 1863 1583 1721 1863 1583 Q Serve(g_s), s 0.3 3.6 3.7 8.0 3.1 3.2 0.2 0.5 1.5 1.0 0.6 0.5 Cycle Q Clear(g_c), s 0.3 3.6 3.7 8.0 3.1 3.2 0.2 0.5 1.5 1.0 0.6 0.5 Prop In Lane 1.00 0.28 1.00 0.58 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 23 363 364 380 718 686 21 195 505 231 298 274 V/C Ratio(X) 0.43 0.43 0.44 0.82 0.24 0.25 0.43 0.11 0.14 0.33 0.09 0.07 Avail Cap(c_a), veh/h 186 1040 1042 503 1355 1294 186 1524 1634 361 1556 1343 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.3 16.5 16.5 17.9 9.3 9.4 23.4 19.3 11.6 21.2 17.0 16.5 Iner Delay (d2), s/veh 12.3 0.8 0.8 8.3 0.2 0.2 13.4 0.2 0.1 0.8 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 1.8 1.9 4.8 1.5 1.5 0.2 0.3 0.7 0.5 0.3 0.2 LnGrp Delay(d),s/veh 35.6 17.3 17.4 26.1 9.5 9.6 36.8 19.5 11.7 22.1 17.2 16.6 LnGre LOS D B B C A A D B B C B B Approach Vol, veh/h 323 661 101 123 Approach Delay, s/veh 17.9 17.4 15.6 20.1 Approach LOS B B B C imer 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.7 10.4 14.7 14.9 5.1 13.0 5.1 24.4 Change Period (Y+Rc), s 4.5 5.4 4.5 5.1 4.5 * 5.4 4.5 5.1 Max Green Setting (Gmax), s 5.0 39.0 13.5 28.0 5.0 * 40 5.0 36.5 Max Q Clear Time (g_c+l1), s 3.0 3.5 10.0 5.7 2.2 2.6 2.3 5.2 Green Ext Time (p_c), s 0.0 0.5 0.3 4.1 0.0 0.5 0.0 4.4 Intersection Summa!}'. HCM 2010 Ctrl Delay 17.7 HCM 2010 LOS B ates Avenida Encinas Road Diet [HCR1705] 09/27/2017 02 Existing Plus Project AM Synchro 9 Report LSA Analyst, AY Page 1 HCM 2010 Signalized Intersection Summary 1: Avenida Encinas & Cannon Rd 09/28/2017 ~ -+ -.. f +-' ~ t r \.. + .,, Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SB Lane Configurations "'i t~ "'i t~ "'i t r' "'i"'i + r' Traffic Volume (veh/h) 15 170 13 92 350 107 82 16 367 168 19 42 Future Volume (veh/h) 15 170 13 92 350 107 82 16 367 168 19 42 Number 7 4 14 3 8 18 5 2 12 1 6 16 ln_itial Q (Ob), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 18 205 16 111 422 129 99 19 442 202 23 51 Adj No. of Lanes 1 2 0 1 2 0 1 1 1 2 1 1 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 38 657 51 143 686 208 128 568 611 310 602 546 Arrive On Green 0.02 0.20 0.20 0.08 0.26 0.26 0.07 0.31 0.31 0.09 0.32 0.32 Sat Flow, veh/h 1774 3329 258 1774 2678 811 1774 1863 1583 3442 1863 1583 Grp Volume(v), veh/h 18 108 113 111 277 274 99 19 442 202 23 51 Grp Sat Flow(s),veh/h/ln 1774 1770 1817 1774 1770 1720 1774 1863 1583 1721 1863 1583 Q Serve(g_s), s 0.6 3.1 3.2 3.7 8.3 8.4 3.3 0.4 14.2 3.4 0.5 1.3 Cycle Q Clear(g_c}, s 0.6 3.1 3.2 3.7 8.3 8.4 3.3 0.4 14.2 3.4 0.5 1.3 Prop In Lane 1.00 0.14 1.00 0.47 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 38 349 358 143 453 441 128 568 611 310 602 546 V/C Ratio(X) 0.47 0.31 0.31 0.78 0.61 0.62 0.77 0.03 0.72 0.65 0.04 0.09 Avail Cap(c_a}, veh/h 152 881 904 253 981 954 262 1208 1154 496 1227 1077 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(!) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d}, s/veh 28.9 20.5 20.5 26.9 19.6 19.6 27.2 14.6 15.6 26.2 13.8 13.2 Iner Delay (d2), s/veh 8.7 0.5 0.5 8.7 1.3 1.4 9.5 0.0 1.6 2.3 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back0fQ(50%),veh/ln 0.4 1.6 1.6 2.1 4.2 4.1 1.9 0.2 6.4 1.7 0.3 0.6 LnGrp Delay(d),s/veh 37:5 21 .0 21.0 35.6 20.9 21.1 36.8 14.6 17.3 28.5 13.9 13.3 LnGre LOS D C C D C C D B B C B B Approach Vol, veh/h 239 662 560 276 Approach Delay, s/veh 22.2 23.4 20.6 24.5 Approach LOS C C C C imer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.9 23.6 9.3 16.9 8.8 24.7 5.8 20.4 Change Period (Y+Rc), s 4.5 5.4 4.5 5.1 4.5 * 5.4 4.5 5.1 Max Green Setting (Gmax), s 8.6 38.7 8.5 29.7 8.8 * 39 5.1 33.1 Max Q Clear Time (g_c+l1), s 5.4 16.2 5.7 5.2 5.3 3.3 2.6 10.4 Green Ext Time (p_c), s 0.2 2.0 0.1 5.0 0.1 2.1 0.0 4.9 ntersection Summa!}'. HCM 2010 Ctrl Delay 22.5 HCM 2010 LOS C , ates Avenida Encinas Road Diet [HCR1705] 09/27/2017 02 Existing Plus Project PM Synchro 9 Report LSA Analyst, AY Page 1 National Data & Surveying Services Intersection Turning Movement Count Location: Avenida Encinas & Cannon Rd City: Carlsbad Project ID: 17-04287-001 Control: Signalized Date: 9/20/2017 Total Avenida Encinas Avenida Encinas Cannon Rd Cannon Rd NORTiiBOUND S0Ul1iB0UND EASTBOUND WESTBOUND 1 1 1 0 2 1 1 0 1 2 0 0 2 2 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 7:00 AM 3 6 11 0 15 0 0 6 38 8 0 41 59 12 0 200 7:15AM 3 4 10 0 19 2 0 4 51 5 0 34 54 18 1 207 7:30 AM 0 6 14 0 15 2 0 2 68 11 0 63 68 20 0 275 7:45 AM 2 6 14 0 25 7 0 2 62 8 0 75 61 32 0 302 8:00 AM 4 2 20 0 15 6 0 3 57 10 0 80 49 17 1 266 8:15AM 2 5 17 0 16 3 0 2 60 12 0 69 49 24 0 267 8:30 AM 2 6 20 0 16 8 0 3 56 13 0 64 44 20 1 256 8:45 AM 5 5 21 0 14 2 0 3 62 10 0 66 39 12 0 244 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES : 21 40 127 0 135 35 30 0 25 454 77 0 492 423 155 3 2017 APPROACH 0/o's : 11.17% 21.28% 67.55% 0.00% 67.50% 17.50% 15.00% 0.00% 4.50% 81.65% 13.85% 0.00% 45.85% 39.42% 14.45% 0.28°/i PEAK HR: 07:30 AM -08:30 AM TOTAL PEAK HR VOL : 8 19 65 0 71 · 24 18 0 9 247 41 0 287 227 93 1 1110 PEAK HR FACTOR : 0.500 0.792 0.813 0.000 0.710 0.750 0.643 0.000 0.750 0.908 0.854 0.000 0.897 0.835 0.727 0.250 0.919 0.885 0.706 0.917 0.905 N0Rl1iB0UND S0Ul1iB0UND EASTBOUND WESTBOUND 1 1 1 0 2 1 1 0 1 2 0 0 2 2 0 0 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 11 4 65 0 17 8 0 0 46 4 1 19 70 23 0 272 4:15 PM 12 3 61 0 18 7 0 4 37 3 0 26 79 35 0 286 4:30 PM 14 5 73 0 33 6 0 0 42 3 0 24 59 27 0 286 4:45 PM 18 3 84 0 41 6 0 5 38 5 0 31 71 18 327 5:00 PM 19 3 117 0 75 21 0 3 54 2 1 20 BB 25 434 5:15 PM 20 5 100 0 29 9 0 3 43 2 0 21 109 32 375 5:30 P 25 5 66 0 23 6 0 3 35 4 0 18 82 32 305 5:45 PM 8 5 66 0 17 3 0 3 37 5 0 28 69 18 260 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES 127 33 632 0 253 25 66 0 21 332 28 2 187 627 210 2 2545 APPROACH 0/o's 16.04% 4.17% 79.80% 0.00% 73.55% 7.27% 19.19% 0.00% 5.48% 86.68% 7.31% 0.52% 18.23% 61.11% 20.47% 0.19°A PEAK HR 04:45 PM -05:45 PM TOTAL PEAK HR VOL 82 16 367 0 168 19 42 0 14 170 13 1 90 350 107 2 1441 PEAK HR FACTOR 0.820 0.800 0.784 0.000 0.560 0.792 0.500 0.000 0.700 0.787 0.650 0.250 0.726 0.803 0.836 0.500 0.830 0.836 0.561 0.825 0.847 Day: Wednesday Date: 9/20/2017 Prepared by NDS/ATD VOLUME Avenida Encinas S/0 Cannon Rd City: Carlsbad Project#: CA17 _ 4286_001 i DAILY TOTALS 1---*7- I AM Period NB SB EB WB TOTAL PM Period NB SB EB WB TOTAL 0:00 1 2 3 12:00 76 39 115 0:15 4 2 6 12:15 66 46 112 0:30 6 1 7 12:30 77 55 132 0:45 2 13 0 5 2 18 12:45 63 282 50 190 113 472 1:00 1 0 1 13:00 58 66 124 1:15 0 1 1 13:15 56 58 114 1:30 0 0 0 13:30 77 43 120 1:45 1 2 0 1 1 3 13:45 54 245 39 206 93 451 2:00 3 1 4 14:00 47 56 103 2:15 1 0 1 14:15 38 48 86 2:30 1 1 2 14:30 71 42 113 2:45 0 5 0 2 0 7 14:45 50 206 44 190 94 396 3:00 0 0 0 15:00 54 35 89 3:15 1 2 3 15:15 54 39 93 3:30 0 0 0 15:30 72 39 111 3:45 1 2 1 3 2 5 15:45 69 249 32 145 101 394 4:00 0 0 0 16:00 66 26 92 4:15 0 2 2 16:15 63 24 87 4:30 2 4 6 16:30 92 24 116 4:45 3 5 7 13 10 18 16:45 88 309 40 114 128 423 5:00 5 4 9 17:00 127 27 154 5:15 2 4 6 17:15 98 24 122 5:30 2 12 14 17:30 86 34 120 5:45 7 16 18 38 25 54 17:45 58 369 26 111 84 480 6:00 9 18 27 18:00 62 27 89 6:15 11 18 29 18:15 45 17 62 6:30 8 22 30 18:30 47 17 64 6:45 12 40 62 120 74 160 18:45 48 202 18 79 66 281 7:00 15 43 58 19:00 32 22 54 7:15 17 59 76 19:15 40 12 52 7:30 19 62 81 19:30 35 11 46 7:45 21 72 79 243 100 315 19:45 21 128 14 59 35 187 8:00 22 65 87 20:00 30 10 40 8:15 25 70 95 20:15 27 11 38 8:30 31 89 120 20:30 15 8 23 8:45 21 99 65 289 86 388 20:45 12 84 8 37 20 121 9:00 26 63 89 21:00 21 6 27 9:15 19 51 70 21:15 18 6 24 9:30 27 57 84 21:30 16 8 24 9:45 29 101 46 217 75 318 21:45 16 71 3 23 19 94 10:00 30 44 74 22:00 10 1 11 10:15 18 29 47 22:15 7 6 13 10:30 38 30 68 22:30 13 3 16 10:45 31 117 52 155 83 272 22:45 10 40 2 12 12 52 11:00 35 49 84 23:00 14 2 16 11:15 55 38 93 23:15 4 1 5 11:30 55 33 88 23:30 3 1 4 11:45 46 191 57 177 103 368 23:45 2 23 3 7 5 30 TOTALS 663 1263 1926 TOTALS 2208 1173 3381 SPLIT% 34.4% 65.6% 36.3% SPLIT% 65.3% 34.7% 63.7% DAILY TOTALS 1---*7- AM Peak Hour 11:45 7:45 11:45 PM Peak Hour 16:30 12:30 16:45 AM Pk Volume 265 303 462 PM Pk Volume 405 229 524 Pk Hr Factor 0.860 0.851 0.875 Pk Hr Factor 0.797 0.867 0.851 7 • 9Volume 171 532 0 0 703 4-6Volume 678 225 0 0 903 7 • 9 Peak Hour 7:45 7:45 7:45 4 • 6 Peak Hour 16:30 16:45 16:45 7 • 9 Pk Volume 99 303 0 0 402 4 - 6 Pk Volume 405 125 0 0 524 Pk Hr Factor 0.798 0.851 0.000 0.000 0.838 Pk Hr Factor 0.797 0.781 0.000 0..000 0.851 Day: Wednesday Date: 9/20/2017 Prepared by NDS/ATD VOLUME Avenida Encinas N/0 Palomar Airport Rd City: Carlsbad Project #: CAl 7 _ 4286 _ 002 ! DAILY TOTALS ~ AM Period NB SB EB WB TOTAL PM Period NB SB EB WB TOTAL 0:00 5 4 9 12:00 90 85 175 0:15 6 9 15 12:15 80 67 147 0:30 6 2 8 12:30 90 84 174 0:45 4 21 11 26 15 47 12:45 98 358 73 309 171 667 1:00 0 1 1 13:00 73 65 138 1:15 0 1 1 13:15 81 69 150 1:30 1 2 3 13:30 87 75 162 1:45 2 3 2 6 4 9 13:45 79 320 68 277 147 597 2:00 2 2 4 14:00 57 51 108 2:15 0 1 1 14:15 56 57 113 2:30 1 1 2 14:30 66 43 109 2:45 1 4 3 7 4 11 14:45 46 225 68 219 114 444 3:00 0 0 0 15:00 61 59 120 3:15 1 1 2 15:15 61 57 118 3:30 0 0 0 15:30 53 59 112 3:45 0 1 0 1 0 2 15:45 70 245 57 232 127 477 4:00 0 0 0 16:00 66 70 136 4:15 1 2 3 16:15 47 53 100 4:30 5 0 5 16:30 78 74 152 4:45 8 14 1 3 9 17 16:45 67 258 85 282 152 540 5:00 6 1 7 17:00 78 118 196 5:15 2 3 5 17:15 80 67 147 5:30 5 5 10 17:30 76 67 143 5:45 15 28 5 14 20 42 17:45 44 278 58 310 102 588 6:00 22 6 28 18:00 51 52 103 6:15 23 9 32 18:15 34 39 73 6:30 11 14 25 18:30 so 52 102 6:45 34 90 23 52 57 142 18:45 51 186 44 187 95 373 7:00 34 45 79 19:00 49 43 92 7:15 39 44 83 19:15 40 33 73 7:30 32 36 68 19:30 40 33 73 7:45 68 173 46 171 114 344 19:45 32 161 38 147 70 308 8:00 69 28 97 20:00 32 28 60 8:15 66 29 95 20:15 24 25 49 8:30 65 41 106 20:30 20 17 37 8:45 83 283 22 120 105 403 20:45 20 96 16 86 36 182 9:00 65 33 98 21:00 30 18 48 9:15 60 31 91 21:15 23 15 38 9:30 44 48 92 21:30 10 16 26 9:45 54 223 33 145 87 368 21:45 23 86 13 62 36 148 10:00 39 31 70 22:00 14 18 32 10:15 48 32 80 22:15 11 19 30 10:30 57 42 99 22:30 13 10 23 10:45 49 193 38 143 87 336 22:45 12 50 4 51 16 101 11:00 53 41 94 23:00 6 7 13 11:15 76 51 127 23:15 3 7 10 11:30 63 56 119 23:30 4 8 12 11:45 64 256 71 219 135 475 23:45 5 18 3 25 8 43 TOTALS 1289 907 2196 TOTALS 2281 2187 4468 SPLIT% 58.7% 41.3% 33.0% SPLIT% 51.1% 48.9% 67.0% DAILY TOTALS ~ AM Peak Hour 11:45 11:45 11:45 PM Peak Hour 12:00 16:30 12:00 AM Pk Volume 324 307 631 PM Pk Volume 358 344 667 Pk Hr Factor 0.900 0.903 0.901 Pk Hr Factor 0.913 0.729 0.953 7 • 9Volume 456 291 0 0 747 4-6Volume 536 592 (\ J 1128 7 • 9 Peak Hour 8:00 7:00 7:45 4 • 6 Peak Hour 16:30 16:30 16:30 7 • 9 Pk Volume 283 171 0 0 412 4 • 6 Pk Volume 303 344 C 0 647 Pk Hr Factor 0.852 0.929 O.O{•r. G.000 0.904 Pk Hr Factor 0.947 0.729 0 . .JCO v.00.., 0.825 SIGNING AND STRIPING GENERAL NOTES (SHEETS3BT040) 1. THE CONTRACTOR IS RESPONSIBLE FOR ALL SIGNING AND STRIPING. 2. SIGNING, STRIPING AND PAVEMENT MARKINGS SHALL CONFORM TO THE LATEST CAL TRANS TRAFFIC MANUAL, CAL TRANS STANDARD SPECIFICATIONS (LATEST VERSION), THESE PLANS AND THE SPECIAL PROVISIONS. 3. ALL SIGNING AND STRIPING IS SUBJECT TO THE APPROVAL OF THE TRANSPORTATION DIRECTOR OR HIS REPRESENTATIVE, PRIOR TO INSTALLATION. 4. ANY DEVIATION FROM THIS SIGNING AND STRIPING PLAN SHALL BE APPROVED BY THE ENGINEER OF WORK AND TRANSPORTATION DIRECTOR PRIOR TO ANY CHANGE IN THE FIELD. 5. ALL SIGNING AND STRIPING SHALL BE REFLECTIVE PER ASTM DESIGNATION D4956. STRIPING SHALL BE REPAINTED TWO WEEKS AFTER INITIAL PAINTING. SIGNING SHALL USE TYPE IV EN CAP SULA TED LENS REFLECTIVE SHEETING (HIGH INTENSITY OR EQUAL). 6. PRIOR TO FINAL ACCEPTANCE OF STREET IMPROVEMENTS, ALL STREET STRIPING AND MARKINGS WITHIN A 500' PERIMETER OF THE CONSTRUCTION PROJECT WILL BE RESTORED TO A "LIKE NEW" CONDITION, IN A MANNER MEETING THE APPROVAL OF THE CITY INSPECTOR. ··--R7-9aJ §jR26(CA)/ R7-9a ~RB1B(CA) 11' 11' 5' ~R26(CA) -\-··-~"'"' DETAIL 39A, 75 L.F. C :, D (3 ~ ; :g ~ i:j .,; DECLARATION OF RESPONSIBLE CHARGE I HEREBY DECLARE THAT I AM THE ENGINEER OF WORK FOR THIS I PROJECT, THAT I HAVE EXERCISED RESPONSIBLE CHARGE OVER £ ~~~ ~0~:~~gAT:i ::i~:i~i~i~~~:.DAl~Dsii;ioTNH~7g~~~N IS CONSISTENT WITH CURRENT STANDARDS. ·g_ I UNDERSTAND THAT THE CHECK OF PROJECT DRAWINGS AND ~' SPECIFICATIONS BY THE CITY OF CARLSBAD IS CONFINED TO A ~ ~ig'~~~o~N~~ ~~f p~~~tB~3+i:i~~~~~c3J:~:~~~~i~R OF " ,;; i IT: WARNING 0 1/2 L... IF THIS BAR DOES NOT MEASURE 1" THEN DRAWING IS NOT TO SCALE. 10/6/17 R.C.E. 43595 DATE LINSCOTT, LAW & GREENSPAN, ENGINEERS 4542 Ruffner Street, Suite 100 San Diego, Ca 92111 (B5B)300-8800 (~)300-8510 (FX) S1-13'49157.J)Pl10N1JlWC 10 6/17 HORIZONTAL 11t=40' SCALE VERTICAL #### 40 40 60 SIGNING AND STRIPING NOTES CONTINUED 7. EXACT LOCATION OF STRIPING AND STOP LIMIT LINES SHALL BE APPROVED BY THE TRANSPORTATION DIRECTOR OR HIS REPRESENTATIVE PRIOR TO INSTALLATION. B. CONTRACTOR SHALL REMOVE ALL CONFLICTING PAINTED LINES, MARKINGS ANVE PAVEMENT LEGENDS BY GRINDING. DEBRIS SHALL BE PROMPTLY REMOVED BY THE CONTRACTOR. 9. ALL PAVEMENT LEGENDS SHALL BE THE LATEST VERSION OF THE CAL TRANS METRIC STENCILS. 10. LIMIT LINES AND CROSSWALKS SHALL BE FIELD LOCATED. CROSSWALKS SHALL HAVE 10' -INSIDE DIMENSION UNLESS OTHERWISE SPECIFIED. 11. ALL CROSSWALKS, LIMIT LINES, STOP BARS, PAVEMENT ARROWS AND PAVEMENT LEGENDS SHALL BE THERMOPLASTIC UNLESS OTHERWISE SPECIFIED. BIKE LANE LEGENDS SHALL BE PAINTED. 12. FIRE HYDRANT PAVEMENT MARKERS SHALL CONFORM TO THE LATEST CAL TRANS TRAFFIC MANUAL AND SAN DIEGO REGIONAL STANDARD DRAWING M-19. 13. ALL RAISED MEDIAN NOSES SHALL BE PAINTED YELLOW. DETAIL 29, 110 L.F. LEGEND (SHEETS 38 TO 40) {EXISTING STRIPING =-= f RO POSED STRIPING EXISTING ROADSIDE SIGN -r PROPOSED ROADSIDE SIGN EXISTING PAVEMENT ARROW ., INSTALL TYPE IV(L) PAVEMENT ARROW AS INDICATED IIJ INSTALL "AHEAD" PAVEMENT LEGEND AS INDICATED DETAIL29 170 L.F. rR26(CA) I. t I.JI II! @) §] INSTALL "SIGNAL" PAVEMENT LEGEND AS INDICATED INSTALL BIKE LANE PAVEMENT ARROW AS INDICATED INSTALL "LANE" PAVEMENT LEGEND AS INDICATED INSTALL "BIKE" PAVEMENT LEGEND AS INDICATED TRAFFIC SIGNAL REMOVE CONFLICTING EXISTING STRIPING BY GRINDING. ALL DEBRIS SHALL BE REMOVED BY THE END OF EACH WORKDAY. ~R26(CA) ~709a (/)s: g:\~ .5' ro 11' ~::r: DETAIL 22, 420 L.F. DETAIL 39, 965 L.F. iS R26(CA) AVEN\DA ENCINAS mr 10' ,,_ rZ 11' !:1im BO 100 DETAIL39/ 515 L.F. §jR26(CA)/ DETAIL 39A,~ - ~m. _\ ". 5' 11' 11' 51 DETAIL 29, 20 L.F. DETAIL39:/ 45L.F. VARIES -5: 12' ~ 10' 11' Ii ~ 5' 11' 11' -.. -5' DETAIL 39, 225 L.F. ~=,,.:; --/I; DETAIL39A, 215 L.F. OOM1-3 (§vRH R2-1(45) R3-7(RT) [!l]R4-7 ~R26(CA) 00 DETAIL 22, 230 L.F. OPTION 1-SINGLE LANE & BIKE LANE §JR26(CA)/ DETAIL 38, 230 L.F. DETAIL39A/ 35 L.F. '@R26(CA) DETAIL 39, 250l.F. REPAINT DETAIL 29, 25 L.F: R7-9aj §jR26(CA)/ 6.5'. _, )> DETAIL 38A, 105 L.F. "AS BUILT" P.E. ___ EXP. ----DATE REVIEWED BY: INSPECTOR DATE t---+---+--------------+--+--+---+--< ~ Cl~r,S?,~~f:'R~~~BAD ~ V/C INTERCEPTOR RELIEF SEWER IN AVENIDA ENCINAS SIGNING AND STRIPING AVENIDA ENCINAS APPROVED: Marshall K. Plantz t---+--t---------------+--+---+--+---< ENGINEERING MANAGER PE42790 EXPIRES 3/31/18 DATE DATE IN!TIAL DATE tNlTIAL ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL DWN BY: .QY§__ I CHKDBY: ~ RVWD BY; :!..E!L._ PROJECT NO. 3949 I DRAWING NO. 467-9 VISTA CIP NO. 8130 .... .... .... .... 9a 'a• DETAIL 39A, R3-5(RT\ 50 L.F. RS R26(CA) PROPOSED SIGNS (THIS SHEET ONLY) r,i R3-5(RT) ~ EXISTING SIGNS (THIS SHEET ONLY) DETAIL 9, /"' ~ 13' Eli ~-12'ei 10' 12' 8' DETAIL 38, I 70L.F. ~R26(CA). OOM1-3 RIGHT LANE MUST R3-7(RT) TURN RIGHT WR26(CA) <®>· 00 ~ W3-3 @R1-1 ~R3-4 W1-3(LT) R2-1(40) 0·'~"' [!Z]R4-7 • ONE M$ > R6-1(RT) DETAIL 39A, A5L.F. ·~ 0 C ~ :, 0 cl 11' ~ :g ~ ~ '° DECLARATION OF RESPONSIBLE CHARGE I HEREBY DECLARE THAT I AM THE ENGINEER OF WORK FOR THIS ! PROJECT, THAT I HAVE EXERCISED RESPONSIBLE CHARGE OVER n.] THE DESIGN OF THE PROJECT AS DEFINED IN SECTION 6703 OF THE BUSINESS AND PROFESSIONS CODE, AND THAT THE DESIGN IS CONSISTENT WITH CURRENT STANDARDS. :g_ ~I ;l; ~ • ~ .,, C: I UNDERSTAND THAT THE CHECK OF PROJECT DRAWINGS AND SPECIFICATIONS BY THE CITY OF CARLSBAD IS CONFINED TO A REVIEW ONLY AND DOES NOT RELIEVE ME, AS ENGINEER OF WORK, OF MY RESPONSIBILITIES FOR PROJECT DESIGN. WARNING 0 1/2 I.... IF THIS BAR DOES NOT MEASURE 1" THEN DRAWING !S NOT TO SCALE. t0/6/17 R.C.E. 43595 DATE UNSCOTI, lAW & GREENSPAN, ENGINEERS 4542 Ruffner Street, Suite 100 San Diego, Ca 92111 (~)300-8800 (558)300-8810 (FX) S2-1349117JlPIION1.DWG 10/8/17 n.lgr\ldBy:HQL HORIZONTAL 1"=40' SCALE VERTICAL -f###t. ~W13-1(25) ~ Mw13-1(30) ~ 40 40 R4-11 I DETAIL 39A, DETAIL 39, / ;~~c,a J~Le~(SD ~R7-9a _,.,. 13'_ = 12' ~ ,FIO' 12' ~-~.-~8' R7-9a~ AVENIDA ENCINAS 4" WHITE LINE @ 40' O.C. & 45°, TYPICAL 4" WHITEUNE @40' O.C. DETAIL 39A, & 45'; TYPICAL DETAIL 39A, 8. A110 L.F A· . ·_· ·6-5 L.F. IR7-9a s·:--••• li' : ::::t::::::::.::::t.::::.::z::::::::==::'.liz:::=:::::::z 12 12 10',. 12' 8' DETAIL 39, 395 L.F. 4" WHITE LIINE @40' O.C. & 45', TYPICAL 4" WHITE LINE @40' 0.C. & 45°, TYPICAL \l'3-5(RT) .. .. DETAIL 39A, ~-50L.F. ........ R7-97f ~R26(CA) . _.·. DETAIL 39A, 40 L.F. "AS BUILT" SHEET NAME SS-2 P.E. ---EXP. ----DATE REVIEWED BY: INSPECTOR DATE OPTION 1-SINGLE LANE & BIKE LANE 1----+---+--------------+-----<--1----+-----< ~ CITrn~,fs £;:R~~~BAD ~ NOTE FOR SIGNING AND STRIPING GENERAL 60 80 100 NOTES AND LEGEND, SEE SHEET 38. V/C INTERCEPTOR RELIEF SEWER IN AVENIDA ENCINAS SIGNING AND STRIPING AVENI DA ENCINAS APPROVED: Marshall K. Plantz f----+--f----------------+--+---+---+---i ENGINEERING MANAGER PE42790 EXPIRES 3/31/18 DATE ENGINEER OF WORK OTHERAPPROVAL CITY APPROVAL DATE INITIAL DATE OWN BY: ...QYL_ I PROJECT NO. I DRAWING ND. ~~~ ~~: ~~~ 3949 _ 467-9 REVISION DESCRIPTION VISTA CIP NO. 8130 OOM1-3 R18-1(CA) @R1-1 [!l]R4-7 rfr]R26(CA) R2-1(25) 'ONE WAY> R6-1(RT} ~- al m DECLARATION OF RESPONSIBLE CHARGE 8 I HEREBY DECLARE THAT I AM THE ENGINEER OF WORK FOR THIS I PROJECT, THAT I HAVE EXERCISED RESPONSIBLE CHARGE OVER £ i~~ ~5~:~~sC: :NHJ ::i~:rJi~~r~~~:.DAl~D8i~~;+oT~~ 7 g~~~N § IS CONSISTENT WITH CURRENT STANDARDS. 15. ~I ~ ;;; "' ~ ~ EE I UNDERSTAND THAT THE CHECK OF PROJECT DRAWINGS AND SPECIFICATIONS BY THE CITY OF CARLSBAD IS CONFINED TO A REVIEW ONLY AND DOES NOT RELIEVE ME, AS ENGINEER OF WORK, OF MY RESPONSIBILITIES FOR PROJECT DESIGN. WARNING 0 1/2 L...; IF THIS BAR DOES NOT MEASURE 1" THEN DRAWING IS NOT TO SCALE. 10/6/17 R.C.E. 43595 DATE LINSCOTT, LAW & GREENSPAN, ENGINEERS 4542 Ruffner Street, Suite 100 San Diego, Ca 92111 (858)J00-8800 (65a)JOCHIB10 (FX) SJ-1349!7JlP'IION1.11111G 10/6/17 HORIZONTAL 1"=40' SCALE VERTICAL fl###. DETAIL39A, 1l'' 4" WHITE LINE @ 40' O.C. & 45°, TYPICAL 40 PROPOSED SIGNS (THIS SHEET ONLY) r,i R3-5(RT) ~ RIGHT LANE MUST R3-7(RT) ~R4-11 ~ 4" WHITE LINE@ 40' O.C. & 45°, TYPICAL 4" WHITE LINE @ 40' 0.C. & 45°, TYPICAL DETAIL 29, 270 L.F. OPTION 1 -SINGLE LANE & BIKE LANE 40 60 80 100 NOTE FOR SIGNING AND STRIPING GENERAL NOTES AND LEGEND, SEE SHEET 38. DETAIL22 200 L.F. R7-9a I DETAIL 29, 175 L.F. 12" YELLOW LINE @ 25' 0.C. & 45°, TYPICAL MATCH EXISTING STRIPING ~R4-7 OM1-3 DETAIL 22, 50 L.F. "AS BUILT" SHEET NAME SS-3 P.E. ___ EXP. ----DATE REVIEWED BY: INSPECTOR DATE r---+---+--------------+---r--+---+----i ~ c1rrTgl~£!R~M~~BAD ~ DATE INITIAL DATE INITIAL ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL V/C INTERCEPTOR RELIEF SEWER IN AVENIDA ENCINAS SIGNING AND STRIPING AVENIDA ENCINAS APPROVED: Marshall K. Plantz ENGINEERING MANAGER PE 42790 EXPIRES 3/31/18 DATE OWN BY: ...Q:::'.§__ I PROJECT NO. I DRAWING NO. ~~~~~: ~~~ 3949 . 467-9 VISTA GIP NO. 8130