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HomeMy WebLinkAbout2015-01-10 Homes - Initial Traffic Impact StudyLA 4- V) +-1 v V (A 4- v E C d 0 w V) V QJ a- V Eq v Q V J �Ln 0 v v, I� .. ^L W v I� 6, w 4 NiASER C 0 N S U L T I N 6 P. A. 10®0 www.maserconsulting.com Traffic Impact Study Sun Homes At Reckson Executive Park Rye Brook, Westchester County, New York January 14, 2015 Prepared For Mr. William Null Cuddy & Feder LLP 445 Hamilton Avenue - 14th Floor White Plains, NY 10601 Prepared By Maser Consulting P.A. 11 Bradhurst Avenue Hawthorne, NY 10532 914.347.7500 John T. Col li s P ., P.E„ Principal Associate License No. 46029 Ronald P. Rieman, Assistant Project Manager MC Proiect No. 14001622A Traffic Impact Study 44W Sun Homes at Reckson Executive Park MASER MC Project No.: 14001622A eeeeull ixc P. w. Table of Contents TABLE OF CONTENTS PAGE NO. A. INTRODUCTION ..................................................................................... ..............................1 B. PROJECT DESCRIPTION AND LOCATION ......................................... ..............................1 C. YEAR 2014 EXISTING TRAFFIC VOLUMES ....................................... ..............................1 D. YEAR 2019 NO -BUILD TRAFFIC VOLUMES ..................................... ............................... 2 E. YEAR 2019 BUILD TRAFFIC VOLUMES W/ APPROVED OFFICE .. ............................... 3 F. YEAR 2019 BUILD TRAFFIC VOLUMES W/ PROPOSED RESIDENTIAL ..................... 3 G. DESCRIPTION OF ANALYSIS PROCEDURES .................................... ..............................4 H. RESULTS OF ANALYSIS ........................... I. SUMMARY AND CONCLUSION ......................................................... ............................... 8 APPENDICES APPENDIXA ............................................................................................. ............................... FIGURES APPENDIXB ........................................................................... ............................... ... TABLES APPENDIX C ...................................................... ............................... LEVEL OF SERVICE STANDARDS APPENDIX D ....................................... ............................... CAPACITY ANALYSIS SUMMARY SHEETS APPENDIXE ..................................................................................... ............................... COUNT DATA Traffic Impact Study Sun Homes at Reckson Executive Park MASER MC Project No.: 14001622A C9 w, Y,r Sac P. A. Page 1 of A. INTRODUCTION This Study was prepared to evaluate the potential traffic impacts of the proposed Sun Homes residential development proposed at Reckson Executive Park on the surrounding roadway network. The following sections provide a description of the proposed Project and the tasks undertaken in completing our evaluation. B. PROJECT DESCRIPTION AND LOCATION Sun Homes is proposing a 110 home (100 market rate homes and 10 affordable units) on property located at Reckson Executive Park in Rye Brook, New York. Access will be provided by the existing signalized driveway to the Reckson Executive Park (International Drive) as shown on Figure No. 1 in Appendix A of this Study. Phase I and II of Reckson Executive Park consists of 540,000 s.f. of existing office space of which 154,000 s.f. is currently vacant. (See Section D of this Study). The Proposed Residential development will replace the previously approved Reckson Executive Park Phase III office space (280,000 s.f.). This is further discussed in Section E of this Study. C. YEAR 2014 EXISTING TRAFFIC VOLUMES In order to identify current traffic conditions in the vicinity of the Site, turning movement traffic counts were conducted on Thursday, November 13, 2014 between the hours of 7:00 AM and 9:30 AM to determine the Weekday Peak AM Highway Hour and between the hours of 4:00 PM and 6:30 PM to determine the Weekday Peak PM Highway Hour for the following intersections: • King Street (Route 120A) and Anderson Hill Road • King Street (Route 120A) and International Drive ( Reckson Executive Park) Based upon a review of the traffic counts, the peak hours generally are: • Weekday Peak AM Highway Hour 7:30 AM — 8:30 AM • Weekday Peak PM Highway Hour 5:00 PM — 6:00 PM The resulting Year 2014 Existing Traffic Volumes are shown on Figures No. 2 and 3 for the Weekday Peak AM and Weekday Peak PM Highway Hours, respectively. 14 Traffic Impact Study Sun Homes at Reckson Executive Park MASER MC Project No.: 14001622A E I M t Y L T l X G R 1 Page 2 of 8 D. YEAR 2019 NO -BUILD TRAFFIC VOLUMES For the purpose of analysis, a Design Year of 2019 has been utilized in completing the traffic analysis. In order to account for normal background traffic growth in the area including traffic for the Brunswick School Expansion and Kingswood Residential Development, the Year 2014 Existing Traffic Volumes were increased by a total background growth rate of 10 %. The resulting Year 2019 Projected Traffic Volumes are shown on Figures No. 4 and 5 for each of the Peak Hours, respectively. In addition, traffic for the unrented office space at Reckson Executive Park (154,000 s.f.) was included as part of the background traffic volume. The Hourly Trip Generation Rates (HTGR) and anticipated Site Generated Traffic Volumes are summarized below. UNRENTED ENTRY EXIT TOTAL HTGR Volume HTGR Volume HTGR Volume 154,000 s.f. Office Weekday Peak AM Highway Hour 1.37 211 0.19 29 1.56 240 Weekday Peak PM Highway Hour 0.25 39 1.24 191 1.49 230 Based on ITE Land Use 710 - Uttice — ITE Trip Generation Manual, y "' Edition, 2012 In order to assign the unrented office space traffic volumes to the roadway network, it was necessary to establish an arrival /departure distribution. Based on a review of the existing traffic volumes on the surrounding roadway network and expected travel patterns, an arrival /departure distribution was established and is shown on Figure No. 6. The resulting unrented office space traffic volumes are shown on Figures No. 7 and 8 for each of the Peak Hours, respectively. These volumes were added the Year 2019 Projected Traffic Volumes to obtain the Year 2019 No -Build Traffic Volumes. The resulting Year 2019 No -Build Traffic Volumes are shown on Figures No. 9 and 10 for each of the Peak Hours, respectively. A19F Traffic Impact Study Sun Homes at Reckson Executive Park IVIES E R MC Project No.: 14001622A C O N S U L T I N G P. A. Page 3 of 8 E. YEAR 2019 BUILD TRAFFIC VOLUMES W/ APPROVED OFFICE As previously discussed, Reckson Executive Park has been approved for an additional 280,000 s.f. office building (R.E.P. Phase III). The Hourly Trip Generation Rates and anticipated Site Generated Traffic Volumes are summarized below: APPROVED - OFFICE ENTRY EXIT TOTAL HTGR Volume HTGR Volume HTGR Volume 280,000 s.f. Office Weekday Peak AM Highway Hour 1.37 384 0.19 53 1.56 437 Weekday Peak PM Highway Hour 0.25 70 1.24 347 1.49 417 Based on ITE Land Use 710 - Office — f CE Trip Generation Manual, T" Edition, 2012 The Approved Site Generated Traffic Volumes for the 280,000 s.f. R.E.P. Phase III Office were assigned to the roadway network based on the arrival /departure distribution patterns shown on Figure No. 6. The resulting Approved Site Generated Traffic Volumes are shown on Figures No. 11 and 12 for each of the Peak Hours, respectively. These volumes were added to the Year 2019 No -Build Traffic Volumes to obtain the Year 2019 Build Traffic Volumes with the Approved 280,000 s.f. Office. The resulting Year 2019 Build Traffic Volumes with the Approved 280,000 s.f. Office are shown on Figures No. 13 and 14 for each of the Peak Hours, respectively. F. YEAR 2019 BUILD TRAFFIC VOLUMES W/ PROPOSED RESIDENTIAL As previously discussed, the Proposed Residential development (110 homes) will replace the previously Approved Reckson Executive Park (R.E.P.) Phase III Office (280,000 s.f.). The Hourly Trip Generation Rates and anticipated Site Generated Traffic Volumes for the 110 homes are summarized below: PROPOSED RESIDENTIAL ENTRY EXIT TOTAL HTGR I Volume HTGR Volume HTGR Volume 110 homes Weekday Peak AM Highway Hour 0.20 22 0.59 65 0.79 87 Weekday Peak PM Highway Hour 0.66 73 0.38 42 1.04 115 Based on ITE Land Use 210 - Single Family Housing — ITE Trip Generation Manual, 9 Edition, 2012 Traffic Impact Study Sun Homes at Reckson Executive Park MASER MC Project No.: 14001622A eea Iairixc F. A. Page 4of8 The Proposed Site Generated Traffic Volumes for the 110 homes were assigned to the roadway network based on the arrival /departure distribution patterns shown on Figure No. 15. The resulting Proposed Site Generated Traffic Volumes are shown on Figures No. 16 and 17 for each of the Peak Hours, respectively. These volumes were added to the Year 2019 No -Build Traffic Volumes to obtain the Year 2019 Build Traffic Volumes with the Proposed Residential — 110 homes. The resulting Year 2019 Build Traffic Volumes with the Proposed Residential — 110 homes are shown on Figures No. 18 and 19 for each of the Peak Hours, respectively. The change from Office (280,000 s.f.) to Residential (110 homes) would result in 350 fewer vehicles during the Weekday Peak AM Highway Hour and 302 fewer vehicles during the Weekday Peak PM Highway Hour. G. DESCRIPTION OF ANALYSIS PROCEDURES In order to determine existing and future traffic operating conditions at the Study Area Intersections, it was necessary to perform capacity analyses. The following is a brief description of the analysis method utilized in this report: The capacity analysis for a signalized intersection was performed in accordance with the procedures described in the 2010 Highway Capacity Manual, published by the Transportation Research Board. The terminology used in identifying traffic flow conditions is Levels of Service. A Level of Service "A" represents the best condition and a Level of Service "F" represents the worst condition. A Level of Service "C" is generally used as a design standard while a Level of Service "D" is acceptable during peak periods. A Level of Service "E" represents an operation near capacity. In order to identify an intersection's Level of Service, the average amount of vehicle delay is computed for each approach to the intersection as well as for the overall intersection. Additional information concerning signalized Levels of Service can be found in Appendix C of this Study. Traffic Impact Study Sun Homes at Reckson Executive Park MASER MC Project No.: 14001622A C 6 N i N L I I N N R A. Page 5 of 8 H. RESULTS OF ANALYSIS In order to evaluate current and future traffic operating conditions, SYNCHRO analyses were conducted at each of the study area intersections utilizing the procedures described above. Summarized below is a description of the existing geometrics, traffic control and a summary of the existing and future Levels of Service. Copies of the SYNCHRO analysis which also indicate the existing geometry for each of the intersections studied are contained in Appendix D of this Study. Table No. 1 summarizes the Levels of Service and delays for the Year 2014 Existing, Year 2019 No- Build, Year 2019 Build with Approved 280,000 s.f. Office and Year 2019 Build with Proposed Residential — 110 Homes Conditions. 1. King Street (Route 120A) and Anderson Hill Road Anderson Hill Road intersects King Street (Route 120A) at a "T" type, signalized intersection. The King Street (Route 120A) northbound approach consists of two lanes in the form of a separate left turn lane and a separate through lane and the King Street (Route 120A) southbound approach consists of two lanes in the form of a separate through lane and separate right turn lane. The Anderson Hill Road westbound approach consists of two lanes in the form of a separate left turn lane and a separate right turn lane. Year 2014 Existing Traffic Volumes Capacity analysis conducted utilizing the Year 2014 Existing Traffic Volumes indicates that the intersection is currently operating at an overall Level of Service "B" during the Weekday Peak AM Highway Hour and is currently operating at an overall Level of Service "B" during the Weekday Peak PM Highway Hour. Year 2019 No -Build Traffic Vol Capacity analysis conducted utilizing the Year 2019 No -Build Traffic Volumes indicates that the intersection is projected to operate at an overall Level of Service "B" during the Weekday Peak AM Highway Hour and is projected to operate at an overall Level of Service "C" during the Weekday Peak PM Highway Hour. W/ Signal Optimization With signal timing changes (signal optimization) the intersection is projected to operate at an overall Level of Service "B" during the Weekday Peak AM Highway Hour and is projected to operate at an overall Level of Service "B" during the Weekday Peak PM Highway Hour. iAm Traffic Impact Study Sun Homes at Reckson Executive Park MASER MC Project No.: 14001622A E C 1, b L,, N C F. A. Page 6 of 8 Year 2019 Build Traffic Volumes — Approved 280,000 s.£ Office Capacity analysis conducted utilizing the Year 2019 Build Traffic Volumes with the Approved 280,000 Office indicates that the intersection is projected to operate at an overall Level of Service "C" during the Weekday Peak AM Highway Hour and is projected to operate at an overall Level of Service "D" during the Weekday Peak PM Highway Hour. W/ Signal Optimization With signal timing changes (signal optimization) the intersection is projected to operate at an overall Level of Service "C" during the Weekday Peak AM Highway Hour and is projected to operate at an overall Level of Service "C" during the Weekday Peak PM Highway Hour. Year 2019 Build Traffic Volumes — Proposed Residential — 110 Homes Capacity analysis conducted utilizing the Year 2019 Build Traffic Volumes with the Proposed Residential — 110 Homes indicates that the intersection is projected to operate at an overall Level of Service "B" during the Weekday Peak AM Highway Hour and is projected to operate at an overall Level of Service "C" during the weekday Peak PM Highway Hour. W/ Signal Optimization With signal timing changes (signal optimization) the intersection is projected to operate at an overall Level of Service "B" during the Weekday Peak AM Highway Hour and is projected to operate at an overall Level of Service "C" during the Weekday Peak PM Highway Hour. 2. King Street (Route 120A) and Reckson Executive Park (International Drive) Reckson Executive Park (International Drive) intersects King Street (Route 120A) at a "T" type signalized intersection. The King Street (Route 120A) northbound approach consists of two lanes in the form of a separate left turn lane and a separate through lane and the King Street (Route 120A) southbound approach consists of two lanes in the form of a separate through lane and separate right turn lane. The Reckson Executive Park (International Drive) westbound approach consists of two lanes in the form of a separate left turn lane and a separate right turn lane. Year 2014 Existing Traffic Volumes Capacity analysis conducted utilizing the Year 2014 Existing Traffic Volumes indicates that the intersection is currently operating at an overall Level of Service "A" during the Weekday Peak AM Highway Hour and is currently operating at an overall Level of Service "A" during the Weekday Peak PM Highway Hour. Traffic Impact Study Sun Homes at Reckson Executive Park MASER MC Project No.: 14001622A E I I A Y L f I M A P. A. Page 7 of 8 Year 2019 No -Build Traffic Volumes Capacity analysis conducted utilizing the Year 2019 No -Build Traffic Volumes indicates that the intersection is projected to operate at an overall Level of Service "A" during the Weekday Peak AM Highway Hour and is projected to operate at an overall Level of Service "B" during the Weekday Peak PM Highway Hour. W/ Signal Optimization With signal timing changes (signal optimization) the intersection is projected to operate at an overall Level of Service "A" during the Weekday Peak AM Highway Hour and is projected to operate at an overall Level of Service "B" during the Weekday Peak PM Highway Hour. Year 2019 Build Traffic Volumes — Approved 280,000 s.f. Office Capacity analysis conducted utilizing the Year 2019 Build Traffic Volumes with the Approved 280,000 Office indicates that the intersection is projected to operate at an overall Level of Service "E" during the Weekday Peak AM Highway Hour and is projected to operate at an overall Level of Service "C" during the Weekday Peak PM Highway Hour. W/ Signal Optimization With signal timing changes (signal optimization) the intersection is projected to operate at an overall Level of Service "C" during the Weekday Peak AM Highway Hour and is projected to operate at an overall Level of Service "C" during the Weekday Peak PM Highway Hour. Year 2019 Build Traffic Volumes — Proposed Residential — 110 Homes Capacity analysis conducted utilizing the Year 2019 Build Traffic Volumes with the Proposed Residential — 110 Homes indicates that the intersection is projected to operate at an overall Level of Service "B" during the Weekday Peak AM Highway Hour and is projected to operate at an overall Level of Service "B" during the weekday Peak PM Highway Hour. W/ Signal Optimization With signal timing changes (signal optimization) the intersection is projected to operate at an overall Level of Service "A" during the Weekday Peak AM Highway Hour and is projected to operate at an overall Level of Service "B" during the Weekday Peak PM Highway Hour. Traffic Impact Study Sun Homes at Reckson Executive Park MASER MC Project No.: 14001622A C I AeiriIa P. A. Page 8 of 8 I. SUMMARY AND CONCLUSION As summarized in this Study, the proposed Residential development (110 homes) will not significantly affect the area roadways. Similar Levels of Service and delays are expected under Future No -Build and Future Build Conditions. It addition it should be noted that the Proposed Residential development would result in significantly fewer vehicles and better Levels of Service when compared to the traffic generated by the approved Reckson Executive Park (R.E.P.) Phase III office building. r: \projects\2014 \14001622a - residential \reports \traffic \word \150114 tis.docx 49T Traffic Impact Study Sun Homes at Reckson Executive Park MASER MC Project No.: 14001622A C! N f N I T I II I F. N. Appendix SUN HOMES A T RECKSON EXECUTIVE PARK APPENDIX A FIGURES SITE ER r KING STREET (ROUTE 120A) ......... . Consulting, xunicipol & Envroommtd Enggineers Plaeuers •�.sws' LaA=poAichitects Stale of N.Y. Cailiffrole of Authomation: 0000172 New Jersev New York Jersev New York Penns�vania Virginia Customer Loyalty through Client Satisfaction WESTCHESTER OFFICE 11 Bradhurst Avenue Hawthorne, NY 10532 Phone: 914.347.7500 Fax: 914.347.7266 email: solutions @maserconsulting.com KING STREET (ROUTE 120A) NOTE: LINE DIAGRAM NOTTO SCALE SUN HOMES @ RECKSON EXECUTIVE PARK RYE BROOK, NEW YORK O SITE LOCATION 1407162 1/13/2015 FIGURE NUMBER: SITE E KING STREET (ROUTE 120A) 441 C l CL1 `— rn KING STREET (ROUTE 120A) NOTE: LINE DIAGRAM NOTTO SCALE WESTCHESTER OFFICE J4',"M"ASM 1 1 0 1 1 1 i l I 1 r. A. 11 Bradhurst Avenue Cmault4 4unl5pal & EnAranmerldEnpneery Hawthorne, NY 10532 ftnerx • Slumm* Land a Ara peals Phone: 914.347.7500 Slate at N.Y ce 0cole of Aulhalrol W 0=172 Fax: 914.347.7266 email: solutions @ maserconsultin com New Jersey NewrYark PennsWygnia �rginla 9' caft;bMar Layapy lih/pV0 C,," Sa.tsPUCl6wr SUN HOMES @ RECKSON EXECUTIVE PARK RYE BROOK, NEW YORK O YEAR 2014 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR JOB NUMBER: DATE: _ 14001622A 1 1/13/2015 FlG1.IfdF: t�IUMBEFt: SI TE ER KING STREET (ROUTE 120A) '1 T Ln '1 T KING STREET (ROUTE 120A) NOTE: LINE DIAGRAM NOTTO SCALE �� WESTCHESTER OFFICE • r r o r r t r r .. r e 11 Bradhurst Avenue Consulting, Npunklpol k Ernrro rnoliol Engineers Hawthorne, NY 10532 Planners ■S"pnl Lmdacoye Wilects Phone: 914.347.7500 State of N.Y. Cerlifkale of Aulhomotian: 0000172 Fax: 914.347.7266 New Jer email: solutions @ maserconsulting.com sey New York Pennsylvania Virginia customer Loyalty through Client Satisfaction SUN HOMES @ RECKSON EXECUTIVE PARK RYE BROOK, NEW YORK O YEAR 2014 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR JOB NUMBER DATE; 14001622A 1 1/13/2015 FIGURE NUMBER; 3 SI TE Ek KING STREET (ROUTE 120A) '1 T � d- N 41 t n co r7 N I,- KING STREET (ROUTE 120A) NOTE: LINE DIAGRAM NOT TO SCALE �� NW P WESTCHESTER OFFICE SUN HOMES @ RECKSON EXECUTIVE PARK RYE BROOK, NEW YORK O r s s r e r f n s f. a. 11 Bradhurst Avenue t Consldlvlg, Munko & fnsirsmmentol Engineers rimufrs " Srrtmyws • Lmdseapt Nchitects Hawthorne, NY 10532 Phone: 914 347.7500 YEAR 2019 PROJECTED TRAFFIC VOLUMES JOB NUMBER: (DATE: Stott of H.Y. Cerlifkolt oP Futhnnral>w 0000172 Fax: 914.347.7266 WEEKDAY PEAK AM HIGHWAY HOUR 14001622A 1 1/13/2015 New Jersey New York Pennsylvania Pennsylvania Vi�inia email: solutions @ maserconsulting.com FIGURE NUMBER: Customer Loyalty fhrough Client Satisfaction 1 4 SITE ER KING STREET (ROUTE 120A) ♦l T 0 N 0 1 Ln CD KING STREET (ROUTE 120A) NOTE: LINE DIAGRAM NOT TO SCALE WESTCHESTER OFFICE SUN HOMES @ RECKSON EXECUTIVE PARK RYE BROOK, NEW YORK O 11 Bradhurst Avenue Consulting, Rua ci of & Emvanmental Engineers Planners •Swm ws' Landscape Ardiilects Hawthorne, NY 10532 Phone: 914.347.7500 YEAR 2019 PROJECTED TRAFFIC VOLUMES JOB NUMBER: DATE: State of N.Y. Ccttkate of Aak6ialvn 0000172 Fax: 914.347.7266 WEEKDAY PEAK PM HIGHWAY HOUR 14001622A 1 1/13/2015 New Jersey New York Pennsylvania Virginia email: solutions @ maserconsulting.com IFIGURE NUMBER Customer Loyalty through Client Satisfactlon 5 SITE Ei KING STREET (ROUTE 120A) '1 ererr�tMr�i r. o, CanWthg, Idun''4d k Woonmental Engineers Planers • Surve1are • Landscape Architects State of k.Y. Cal1 ate of Authorization: 0000172 Maw J rsav Ma+.w York. Pennsylvania Vlrvinia Cuslprntrr Lpyaly r7rrOVg G6trnt SxlSlxalWln WESTCHESTER OFFICE 11 Bradhurst Avenue Hawthorne, NY 10532 Phone: 914.347.7500 Fax: 914.347.7266 email: solutions @ maserconsulting.com 41T N 0 0 ♦l T ON 0 KING STREET (ROUTE 120A) % - ARRIVAL [ % ] - DEPARTURE NOTE: LINE DIAGRAM NOTTO SCALE SUN HOMES @ RECKSON EXECUTIVE PARK RYE BROOK. NEW YORK ARRIVAL /DEPARTURE DISTRIBUTION (OFFICE) s 114001622A 1 1/13/2015 1 SITE ER KING STREET (ROUTE 120A) 41T 00 o 7t ♦l T O r- KING STREET (ROUTE 120A) NOTE: LINE DIAGRAM NOT TO SCALE WESTCHESTER OFFICE 11 Bradhurst Avenue l�+ rs Hawthorne, NY 10532 Consulting, tlunkipol & Entiirmmmtd engineers Planners •Swra�vr� + Ltndswpe Architects Phone: 914.347.7500 Stale of N.Y. C[rNNOOIa or Aulhanwlim: 0000172 Fax: 914.347.7266 New Jersey New York Pennsylvania Virginia email: solutions 0 masercOnsl11ti0(f.com Customer Loyalty through Client satisfaction SUN HOMES @ RECKSON EXECUTIVE PARK RYE BROOK. NEW YORK O OTHER DEVELOPMENT TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR (UNRENTED OFFICE SPACE - 154,00 S.F.) '103 NUMBER: DATE- 14001622A 1/13/2015 FIGURE URE N NUMBER: 1 7 SITE Ei KING STREET (ROUTE 120A) '1 T r-- O cJ .411 O n (V KING STREET (ROUTE 120A) NOTE: LINE DIAGRAM NOT TO SCALE ' WESTCHESTER OFFICE 11 Bradhurst Avenue Consulting, Municipal & Environmental Engineers Hawthorne, NY 10532 Planners •Surveyors• Landscape Architects Phone: 914.347.7500 Slate of N.Y. Certificate of Authorization: 0000172 Fax: 914.347.7266 email: solutions ® moserconsulting.com NewJersev New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction SUN HOMES @ RECKSON EXECUTIVE PARK RYE BROOK, NEW YORK O OTHER DEVELOPMENT TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR (UNRENTED OFFICE SPACE - 154,000 S.F.) J013 NUMBER: DATE: 14001622A 1 1/13/2015 FIGURE NUMBER@ - 6 SITE ER KING STREET (ROUTE 120A) ♦l T CU r- ♦l T to Go KING STREET (ROUTE 120A) NOTE: LINE DIAGRAM NOT TO SCALE . WESTCHESTER OFFICE • e r , , , t , r , r r. �. 11 Bradhurst Avenue Consullina, Mu mod k Enwanmental togineers Hawthorne, NY 10532 Pianaers "Ser+eyvrx" landscape Architects Phone: 914.347.7500 Stale of H.Y. Certificate of huhmratbn: 0000172 Fax: 914.347.7266 New Jersey New York Pennsylvania Virginia email: solutions @ maserconsulting.com Customer Loyalty through Client Satisfaction SUN HOMES @ RECKSON EXECUTIVE PARK RYE BROOK, NEW YORK O YEAR 2019 NO -BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR JOB NUMBER: DATE: 14001622A 1 1/13/2015 FIGURE NUMBER: 9 SITE E) KING STREET (ROUTE 120A) ♦l t r- O �N ♦l t ,n :;7 �2 Lf) KING STREET (ROUTE 120A) NOTE: LINE DIAGRAM NOT TO SCALE I ■ ,� MASM WESTCHESTER OFFICE I I N i l t r 1 n e P. F. 11 Bradhurst Avenue Consultng, LW'xywi k Eiwiranmental Enyineers Hawthorne, NY 10532 Nmnrrs •Suneyws• bxWscape Architects Phone: 914.347.7500 Slatc of H.T. Ccrlikolc of Whonzation: 0000172 Fax: 914.347.7266 email: solutions @ maserconsulting.com New Jersey New York Pennsylvania Viminia Customer Loyalty through COent Sallsfacdon SUN HOMES @ RECKSON EXECUTIVE PARK RYE BROOK, NEW YORK O YEAR 2019 NO -BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR ,JOB NUMBER- DATE_ 14001622A 1 1/13/2015 FIGURE NUMBER; 10 SITE E)l KING STREET (ROUTE 120A) '1 T M O N 41 t 00 r� N KING STREET (ROUTE 120A) NOTE: LINE DIAGRAM NOT TO SCALE SUN HOMES @ RECKSON EXECUTIVE PARK �� WESTCHESTER OFFICE RYE BROOK, NEW YORK O 11 Bradhurst Avenue - - L 1 e 1 T l 1 1 ■ r t. A. D%Wti3g. wkwcod !c EnvkUmentol fngineers Hawthorne, NY 10532 Planntrs •Swicyers• Lon6uoyr Frahitects Phone: 914.347.7500 APPROVED SITE GENERATED TRAFFIC VOLUMES ,1013 lVL1Mf3ER� PATE: Slate 01 It Cerlifxnle ur kul a orolica: 0000172 Fax: 914.347.7266 WEEKDAY PEAK AM HIGHWAY HOUR 14001622A 1 1/13/2015 email: solutions o maserconsulting.com NewJersev New York Penns�vania Virginia (OFFICE - 280,000 S.F.) FIGURE NUMBER? 11 Customer Loyalty through Cllan[ Salisfac8on SITE D KING STREET (ROUTE 120A) 41T M CD ♦l T CD (U KING STREET (ROUTE 120A) NOTE: LINE DIAGRAM NOT TO SCALE ' SUN HOMES @ RECKSON EXECUTIVE PARK WESTCHESTER OFFICE RYE BROOK, NEW YORK O APPROVED ♦ I e n r Y L T I n I F. A. 11 Bradhurst Avenue Hawthorne, NY 10532 Cmsi 4 Munkipd 4 Enwommltd Enyineers Plaatt�s •suvelws• t.odscope Architects Phone: 914.347.7500 SITE GENERATED TRAFFIC VOLUMES JOB NUMBER: DATE: Slate at H.Y. Certilocale ai Authmealiut 0000172 Fax: 914.347.7266 WEEKDAY PEAK PM HIGHWAY HOUR 14001622A 1 1/13/2015 email: solutions a moserconsulting.com New Jersey New York Pennsylvania Virginia (OFFICE - 280,000 S.F.) FIGURE NUMBER: 12 Customer Loyalty through Client Sallsfadon SITE D KING STREET (ROUTE 120A) LO r I� r7 rf? r7 00 O KING STREET (ROUTE 120A) NOTE: LINE DIAGRAM NOT TO SCALE ' , AM WESTCHESTER OFFICE e o n r u l r l n e r. w. 11 Bradhurst Avenue Cwsltng, knn4dl & EnwoRmentd Enggineers Hawthorne, NY 10532 PWcm •$urvalats' Lw&cTe Ardiilects Phone: 914.347.7500 Slete e1 ky. Cetlfrcple of Authonmliolc 0000172 Fax: 914.347.7266 New Jersey New York Pennsylvania Virginia email: solutions @maserconsulting.com Customer Loyalty through Client Satisfaclian SUN HOMES @ RECKSON EXECUTIVE PARK RYE BROOK, NEW YORK O YEAR 2019 BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR (W/ APPROVED 280,000 S.F. OFFICE) JOB NUMBER: D77E 14001622A 1/13/2015 FIGURE NUMBER: 13 KING STREET (ROUTE 120A) d SITE EXECUTIVE NTERNAl10NAL DRIVE p 231 539—+ �l A o a v , r LTV ANDERSON HILL ROAD) 98 Sri KING STREET (ROUTE 120A) NOTE: LINE DIAGRAM NOT TO SCALE AWMASM WESTCHESTER OFFICE SUN HOMES @ RECKSON EXECUTIVE PARK RYE BROOK, NEW YORK O T e r r 1+ t r t e b P. A. 11 Bradhurst Avenue Consulting, Yanicipal k Envionmentot Enyineers Planners •5urie}}aqrsn Landscape Mitilects State of N.Y. CcrliOWe of Authwuatiur. 0000172 NewJersev New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction Hawthorne, NY 10532 Phone: 914.347.7500 Fox: 914.347.7266 email: solutions a maserconsulting.com YEAR 2019 BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR (W/ APPROVED 280,000 S.F. OFFICE) .10Ei NtIMEiER; DATE: - 14001622A 1 1/13/2015 FIGURE NL1ME31Ef2: 1 4 KING STREET (ROUTE 120A) SITE EXECUTIVE INTERNATIONAL DRIVE U t'7O t PARK [30 %]_+ O o 00 ANDERSON HILL ROAD 10%%--# 0� KING (ROUTE STREET 120A) % - ARRIVAL [ % ] - DEPARTURE NOTE: LINE DIAGRAM NOT TO SCALE WESTCHESTER OFFICE SUN HOMES @ RECKSON EXECUTIVE PARK RYE BROOK, NEW YORK O I r I, t z, 1 I t B.S. 11 Bradhurst Avenue Comulting. Wmico & Ewkwmental Engineers Plonners •Surrcyos' Eondscope Architects slote at N.Y. Cerltl'kote of Authorization: 0000172 New Jersey New York Pennsylvania Virginia Customer Loyalty through Client Satisfaction Hawthorne, NY 10532 Phone: 914.347.7500 Fax: 914.347.7266 email: solutions @ moserconsulting.com ARRIVAL /DEPARTURE DISTRIBUTION (RESIDENTIAL) JOB NUMBER: DATE: 14001622A 1 1/13/2015 FIGURE NUMBER: 15 SI TE ER KING STREET (ROUTE 120A) 41T Ln o '1 T o� KING STREET (ROUTE 120A) NOTE: LINE DIAGRAM NOT TO SCALE ,� WESTCHESTER OFFICE r d r. l i t r, F,,, 11 Bradhurst Avenue cosulting EnwdrncntolI t x Hawthorne, NY 10532 PNxnws .�v� s • Lw6c9m Arch v0% Phone: 914.347.7500 State of N -% Cr�liaEcat,of AultoimtWp 00072 Fax: 914.347.7266 email: solutions @ maserconsulting.com New Jersey New York Pennsylvania Virginia Customer Loyalty through Client satisfaction SUN HOMES @ RECKSON EXECUTIVE PARK RYE BROOK, NEW YORK O PROPOSED SITE GENERATED TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR (RESIDENTIAL - 110 HOMES) JOB NUMBER: DATE: 14001622A 1 1/13/2015 FIGURE NUMBER: 16 SITE EX KING STREET (ROUTE 120A) ♦l T � O ♦l t O t KING STREET (ROUTE 120A) NOTE: LINE DIAGRAM NOT TO SCALE SUN HOMES @ RECKSON EXECUTIVE PARK lmmm WESTCHESTER OFFICE w RYE BROOK NEW YORK O 11 Bradhurst Avenue a i 4 x 1 r. I O N I P.O. fansWing. Ranklpal & Enwh mental Engineers Hawthorne, NY 10532 Plan ws • & •Landscape Architects Phone: 914.347.7500 PROPOSED SITE GENERATED TRAFFIC VOLUMES JOB Nl1MBER: DATE: Stale of H.Y. Cerlf of Authonzotion: 0000172 Fax: 914.347.7266 WEEKDAY PEAK PM HIGHWAY HOUR 14001622A 1 1/13/2015 email: solutions @ maserconsulting.com NewJersev New York n ylvania Virginia Pens (RESIDENTIAL - 110 HOMES) FIGURE NUMBER: 17 Customer Loyalt y through Client Sallsfac0on SITE ER KING STREET (ROUTE 120A) cu r� I� �o r7 � �00, KING STREET (ROUTE 120A) NOTE: LINE DIAGRAM NOTTO SCALE f WESTCHESTER OFFICE SUN HOMES @ RECKSON EXECUTIVE PARK RYE BROOK, NEW YORK O V r a a a a a r I, f., 11 Bradhurst Avenue r Consulting, Municipal k Environmental Environmental Engineers • • Hawthorne, NY 10532 Phone: 914.347.7500 YEAR 2019 BUILD TRAFFIC VOLUMES Planners Surveyors Landscape Architects State of N.Y. Certificate of Authorization: 01100172 FOX: 914.347.7266 WEEKDAY PEAK AM HIGHWAY HOUR JOB NUMBER: DATE: 14001622A 1 1/113/2015 email: solutions 0 moserconsulting.com (W/ PROPOSED RESIDENTIAL -110 HOMES) New Jersey New York Pennsylvania Virginia FIGURE NUMBER: customer Loyalty through Client Satisfaction 18 SITE ER KING STREET (ROUTE 120A) 41 T co o 00 N '1 T tn u7 Ln KING STREET (ROUTE 120A) NOTE: LINE DIAGRAM NOT TO SCALE WESTCHESTER OFFICE SUN HOMES @ RECKSON EXECUTIVE PARK RYE BROOK, NEW YORK O �. 11 Bradhurst Avenue I s 0 1 1 b r a s r s CanwltYrg 1wn'xdd do En+woomental Engineers Hawthorne, NY 10532 YEAR 2019 BUILD TRAFFIC VOLUMES Pkalncra •Surveprs• Landscope Architects Phone: 914.347.7500 WEEKDAY PEAK PM HIGHWAY HOUR JOB NUMBER: DATE: Stale of f1.Y. CnliAcaka of Authorization: 0000172 Fax: 914.347.7266 (W/ PROPOSED RESIDENTIAL -110 HOMES) 14001622A 1 1/13/2015 New Jersey New York Pennsylvania Virginia email: solutions @ maserconsulting.com FIGURE NUMBER: Customer Loyalty through Client Satisfaction 19 �z4G MASER Traffic Impact Study Sun Homes at Reckson Executive Park MC Project No.: 14001622A E N N f N l T I N i F. A. Appendix S UN HOMES A T RECKSON EXECUTI VE PARK APPENDIX B TABLES m ¢ H r D m U_ > EO 0 O J W > W J w 2 O } o m M O1 F;::7 F7 N; R 7 W t�l O� W N N N (� (O N O� m m Oi O u] f� N Oi m U Of F m ifl N O Y a .: EE, y N .N.. N � n W ON .�.., m M V i j ON N ap C (2 N u2 m` 0 M N m r V E M M N �. W m Q Q U¢ U o W o U m¢ Q U¢ m o W 0 U ¢¢ Q m Q m U m m m ¢¢¢ m¢ m U m U m J Q m m Z Z rn W o O N w Q K } 'L m } ¢ o O� M t^n N N m M O m i N; V d W O p V dY Q !p O O O W N` V V< r N T W .r_, N .N-. N. '� n O�1 n N u M y Em. 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Appendix LEVEL OF SERVICE STANDARDS LEVEL OF SERVICE FOR SIGNALIZED INTERSECTIONS Level of Service (LOS) can be characterized for the entire intersection, each intersection approach, and each lane group. Control delay alone is used to characterize LOS for the entire intersection or an approach. Control delay and volume -to- capacity (v /c) ratio are used to characterize LOS for a lane group. Delay quantifies the increase in travel time due to traffic signal control. It is also a measure of driver discomfort and fuel consumption. The volume -to- capacity ratio quantifies the degree to which a phase's capacity is utilized by a lane group. LOS A describes operations with a control delay of 10 s /veh or less and a volume -to- capacity ratio no greater than 1.0. This level is typically assigned when the volume -to- capacity ratio is low and either progression is exceptionally favorable or the cycle length is very short. If it is due to favorable progression, most vehicles arrive during the green indication and travel through the intersection without stopping. LOS B describes operations with control delay between 10 and 20 s /veh and a volume -to- capacity ratio no greater than 1.0. This level is typically assigned when the volume -to- capacity ratio is low and either progression is highly favorable or the cycle length is short. More vehicles stop than with LOS A. LOS C describes operations with control delay between 20 and 35 s /veh and a volume -to capacity ratio no greater than 1.0. This level is typically assigned when progression is favorable or the cycle length is moderate. LOS D describes operations with control delay between 35 and 55 s /veh and a volume -to- capacity ratio no greater than 1.0. This level is typically assigned when the volume -to- capacity ratio is high and either progression is ineffective or the cycle length is long. a& Traffic Impact Study r► Sun Homes at Reckson Executive Park 1v1AS E R MC Project No.: 14001622A C O M f Y l T I N i P, A. Appendix LOS E describes operations with control delay between 55 and 80 s /veh and a volume -to- capacity ratio no greater than 1.0. This level is typically assigned when the volume -to- capacity ratio is high, progression is unfavorable, and the cycle length is long. LOS F describes operations with control delay exceeding 80 s /veh or a volume -to- capacity ratio greater than 1.0. This level is typically assigned when the volume -to- capacity ratio is very high, progression is very poor, and the cycle length is long. A lane group can incur a delay less than 80 s /veh when the volume -to- capacity ratio exceeds 1.0. This condition typically occurs when the cycle length is short, the signal progression is favorable, or both. As a result, both the delay and volume -to- capacity ratio are considered when lane group LOS is established. A ratio of 1.0 or more indicates that cycle capacity is fully utilized and represents failure from a capacity perspective (just as delay in excess of 80 s /veh represents failure from a delay perspective). The Level of Service Criteria for signalized intersections are given in Exhibit 18 -4 from the 2010 Highway Capacity Manual published by the Transportation Research Board. Exhibit 18 -4 LOS by Volume -to- Capacity Ratio Control Delay (s /veh) v/c g.0 We >1.0 g0 A F >10-20 B F >20-35 C F >35 -55 D F >55 -80 E F >80 F F For approach -based and intersection wide assessments, LOS is defined solely by control delay. MASER Traffic Impact Study Sun Homes at Reckson Executive Park MC Project No.: 14001622A E I M I I L T I X O P. A. Appendix SUN HOMES A T RECKSON EXECUTIVE PARK APPENDIX D CAPACITY ANALYSIS YEAR 2014 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 1: ANDERSON HILL ROAD & KING STREET 120A) 12/18/2014 t► Lane Configurations t t r Volume (vph) 121 660 575 86 118 117 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1,00 0.98 0.95 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1719 1810 1810 1538 1719 1538 Flt Permitted 0.287 0.950 Satd. Flow (perm) 518 1810 1810 1538 1676 1464 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 35 35 30 Link Distance (ft) 1256 2649 2715 Travel Time (s) 24.5 51.6 61.7 Confl. Peds. ( # /hr) 10 10 10 10 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles ( %) 5% 5% 5% 5% 5% 5% Adj. Flow (vph) 136 742 646 97 133 131 Shared Lane Traffic ( %) Lane Group Flow (vph) 136 742 646 97 133 131 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type pm +pt NA NA pt +ov Prot Perm Protected Phases 1 6 2 24 4 3 Permitted Phases 6 4 Detector Phase 1 6 2 24 4 4 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 14001622A_AMEX Synchro 8 Report Page 1 YEAR 2014 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 1: ANDERSON HILL ROAD & KING STREET 120A 12/18/2014 Area Type: Other Cycle Length: 120 Actuated Cycle Length: 93.7 Natural Cycle: 75 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.58 Intersection Signal Delay: 14.2 Intersection Capacity Utilization 53.5% Analysis Period (min) 15 Intersection LOS: B ICU Level of Service A is and Phases: 1: ANDERSON HILL ROAD & KING STREET 15.s I 160S � g° 25 ti t06 Page 2 t # Minimum Split (s) 9.0 9.0 9.0 9.0 9.0 20.0 Total Split (s) 15.0 75.0 60.0 25.0 25.0 20.0 Total Split ( %) 12.5% 62.5% 50.0% 20.8% 20.8% 17% Maximum Green (s) 10.0 70.0 55.0 20.0 20.0 18.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4,0 2.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 Lost Time Adjust (s) -1.0 -1,0 -1.0 -1,0 -1.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 Lead /Lag Lead Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Max Max None None None Walk Time (s) 5.0 Flash Dont Walk (s) 11.0 Pedestrian Calls ( # /hr) 0 Act Effct Green (s) 71.1 71.1 58.4 70 14.6 14.6 Actuated g/C Ratio 0.76 0.76 0,62 0.52 0.16 0.16 v/c Ratio 0.27 0.54 0.57 0.08 0.50 0.58 Control Delay 4.8 7.0 13.9 11.8 42.6 46.9 „ Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 4.8 7,0 13.9 1.8 42,6 46.9 LOS A A B A D D Approach Delay 6.6 12.3 44.7 Approach LOS A B D Queue Length 50th (ft) 17 146 204 8 73 73 ' Queue Length 95th (ft) 40 278 368 17 128 129 Internal Link Dist (ft) 1176 2569 2635 Turn Bay Length (ft) 75 200 250 Base Capacity (vph) 534 1373 1128 1369 385 328 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.25 0.54 0.57 0.07 4.35 0.40 Area Type: Other Cycle Length: 120 Actuated Cycle Length: 93.7 Natural Cycle: 75 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.58 Intersection Signal Delay: 14.2 Intersection Capacity Utilization 53.5% Analysis Period (min) 15 Intersection LOS: B ICU Level of Service A is and Phases: 1: ANDERSON HILL ROAD & KING STREET 15.s I 160S � g° 25 ti t06 Page 2 YEAR 2014 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 2: INTERNATIONAL DRIVE & KING STREET (120A) 12/1812014 Lane Configurations + t r Volume (vph) 609 46 112 649 2 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 325 450 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.97 1.00 0.98 0.96 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1810 1538 1719 1810 1719 1538 Flt Permitted 0.287 0.950 Satd. Flow (perm) 1810 1497 518 1810 1684 1477 Right Turn on Red No Yes Satd. Flow (RTOR) 12 Link Speed (mph) 35 35 30 Link Distance (ft) 1949 2649 1520 Travel Time (s) 38.0 51.6 34.5 Confl. Peds. ( # /hr) 10 10 10 10 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles ( %) 5% 5% 5% 5% 5% 5% Adj. Flow (vph) 684 52 126 729 2 12 Shared Lane Traffic ( %) Lane Group Flow (vph) 684 52 126 729 2 12 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Rlght Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 1G 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Number of Detectors 0 0 1 0 1 1 Detector Template Leading Detector (ft) 0 0 50 0 50 50 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex Ci +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type NA pm +ov pm +pt NA Prot Perm Protected Phases 2 3 1 6 3 Permitted Phases 2 6 3 Detector Phase 2 3 1 6 3 3 Switch Phase Minimum Initial (s) 5.0 3.0 4.0 3.0 3.0 3.0 14001622A AMEX Synchro 8 Report Page 3 YEAR 2014 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 2: INTERNATIONAL DRIVE & KING STREET (120A) 12/18/2014 Area Type: Other Cycle Length: 85 Actuated Cycle Length: 69.7 Natural Cycle: 50 Control Type: Semi Act - Uncoord Maximum v/c Ratio: 0.54 Intersection Signal Delay: 6.3 Intersection LOS: A Intersection Capacity Utilization 53.3% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: INTERNATIONAL DRIVE & KING STREET 120A x"01 I \* 02 _ A3 14001622A AMEX Synchro 8 Report Page 4 Minimum Split (s) 11.0 9.0 10.0 11.0 9.0 9.0 Total Split (s) 46.0 25.0 14.0 60.0 25.0 25.0 Total Split ( %) 54.1% 29.4% 16.5% 70,6% 29.4% 29,4% Maximum Green (s) 40.0 20.0 8.0 54.0 20.0 20 -0 Yellow Time (s) 5.0 4.0 5.0 5.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1,0 -1.0 Total Lost Time (s) 5.0 4.0 5.0 5.0 4.0 4.0 Lead /Lag Lag Lead Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 0.2 3.0 3.0 0.2 3.0 3.0 Recall Mode Max None None Max None None Act Effct Green (s) 48.6 54.4 58.1 60.2 6.9 6.9 Actuated g/C Ratio 0.70 0.78 0.83 0.86 0.10 0.10 v/c Ratio 0.54 0,04 0,22 0,47 0.01 0.08 Control Delay 10.1 2.3 2.7 3.5 29.0 16.9 Queue Delay 0.0 0.0 0.0 0.0 0,0 0.0 Total Delay 10.1 2.3 2.7 3.5 29.0 16.9 LOS B A A A C B Approach Delay 9.5 3.4 18.6 Approach LOS A A B Queue Length 50th (ft) 170 4 9 82 1 0 Queue Length 95th (ft) 294 11 20 143 7 14 Internal Link Dist (ft) 1869 2569 1440 Turn Bay Length (ft) 325 450 250 Base Capacity (vph) 1262 1380 587 1564 521 456 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.54 0.04 0.21 0.47 0.00 0.03 Area Type: Other Cycle Length: 85 Actuated Cycle Length: 69.7 Natural Cycle: 50 Control Type: Semi Act - Uncoord Maximum v/c Ratio: 0.54 Intersection Signal Delay: 6.3 Intersection LOS: A Intersection Capacity Utilization 53.3% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: INTERNATIONAL DRIVE & KING STREET 120A x"01 I \* 02 _ A3 14001622A AMEX Synchro 8 Report Page 4 YEAR 2014 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 1: ANDERSON HILL ROAD & KING STREET 120A) 12/18/2014 Lane Configurations t t r ' Volume (vph) 123 471 571 88 79 197 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.98 0.95 _.._. Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1719 1810 1810 1538 1719 1538 Flt Permitted 0.267 0.950 Satd. Flow (perm) 482 1810 1810 1538 1676 1464 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 35 35 30 Link Distance (ft) 1256 2649 2715 Travel Time (s) 24.5 51.6 61.7 Confl. Peds. ( # /hr) 10 10 10 10 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles ( %) 5% 5% 5% 5% 5% 5% Adj. Flow (vph) 138 529 642 99 89 221 Shared Lane Traffic ( %) Lane Group Flow (vph) 138 529 642 99 89 221 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right. Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel - , Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type pm +pt NA NA pt +ov Prot Perm Protected Phases 1 6 2 24 4 3 Permitted Phases 6 4 Detector Phase 1 6 2 24 4 4 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 14001622A PMEX Synchro 8 Report Page 1 YEAR 2014 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 1: ANDERSON HILL ROAD & KING STREET (120A) 12/18/2014 is) t l Splits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A) 0) 01 d4� 02 A3 -1.5 S 20 s 12 5 5 t06 IBM 9.0 9.0 20.0 Minimum Split (s) 9.0 9.0 910 Total Split (s) 15.0 75.0 60.0 25.0 25.0 20.0 Total Split ( %) 12.5% 62.5% 50.0% 20.8% 20.8% 17% Maximum Green (s) 10.0 70.0 55.0 20.0 20.0 18.0 Yellow Time (s) 4.0 4.0 4.0 4,0 4.0 2.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1,0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 Lead /Lag Lead Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 10 3,0 3.0 3.0 3.0 Recall Mode None Max Max None None None Walk Time (s) 5.0 Flash Dont Walk (s) 11.0 Pedestrian Calls ( # /hr) 0 Act Effct Green (s) 71.0 71.0 58.0 81.8 19.8 19.8 Actuated g/C Ratio 0.72 0.72 0.59 0.83 0.20 0,20 v/c Ratio 0.30 0.41 0.60 0.08 0.26 0.75 Control Delay 6.2 6.8 16.6 1.8 35.4 54.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.2 6.8 16.6 1.8 35.4 54.6 LOS A A B A D D Approach Delay 6.7 14.7 491 Approach LOS A B D Queue Length 50th (ft) 24 120 249 8 48 132 Queue Length 95th (ft) 42 171 371 17 91 #233 Internal Link Dist (ft) 1176 2569 2635 Turn Bay Length (ft) 75 200 250 Base Capacity (vph) 484 1301 1062 1292 365 311 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.29 0.41 0.60 0.08 0.24 0.71 Area Type: Other Cycle Length: 120 Actuated Cycle Length: 98.8 Natural Cycle: 90 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.75 Intersection Signal Delay: 17.8 Intersection LOS: B Intersection Capacity Utilization 51.2% ICU Level of Service A Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A) 0) 01 d4� 02 A3 -1.5 S 20 s 12 5 5 t06 YEAR 2014 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 2: INTERNATIONAL DRIVE & KING STREET (120A) 12/18/2014 %X � � � ' �-* 14001622A PMEX Synchro 8 Report Page 3 Lane Configurations t r Volume (vph) 522 6 9 564 64 147 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 325 450 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.97 1.00 0.98 0.96 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1810 1538 1719 1810 1719 1538 Flt Permitted 0.348 0.950 Satd. Flow (perm) 1810 1497 628 1810 1684 1477 Right Turn on Red No Yes Satd. Flow (RTOR) 165 Link Speed (mph) 35 35 30 Link Distance (ft) 1949 2649 1520 Travel Time (s) 38.0 51.6 34.5 Confl. Peds. ( # /hr) 10 10 10 10 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles ( %) 5% 5% 5% 5% 5% 5% Adj. Flow (vph) 587 7 10 634 72 165 Shared Lane Traffic ( %) Lane Group Flow (vph) 587 7 10 634 72 165 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane - - =g Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Number of Detectors 0 0 1 0 1 1 Detector Template r Leading Detector (ft) 0 0 50 0 50 50 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0,0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type NA pm +ov pm +pt NA Prot Perm Protected Phases 2 3 1 6 3 Permitted Phases 2 6 3 Detector Phase 2 3 1 6 3 3 Switch Phase Minimum Initial (s) 5.0 3.0 4.0 3.0 3.0 3.0 14001622A PMEX Synchro 8 Report Page 3 YEAR 2014 EXISTING TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 2: INTERNATIONAL DRIVE & KING STREET (120A) 1211812014 Analysis Period (min) 15 Splits and Phases: 2: INTERNATIONAL DRIVE & KING STREET (120A) A17-01 I \1k 02 � .03 \6 14001622A PMEX Synchro 8 Report Page 4 Fill 111:11 lll�llilill 11.0 9.0 50.0 11.0 9.0 9.0 Minimum Split (s) Total Split (s) 46.0 25.0 14.0 60.0 25.0 25.0 Total Split ( %) 54.1% 29.4% 16.5% 70.6% 29.4% 29.4% Maximum Green (s) 40.0 20.0 8.0 54.0 20.0 20.0 Yellow Time (s) 5.0 4.0 5.0 5.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 5.0 4.0 5.0 5.0 4.0 4.0 Lead /Lag Lag Lead Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 0.2 3.0 3.0 0.2 3.0 3.0 Recall Mode Max None None Max None None Act Effct Green (s) 52.8 63.2 55.1 55.1 9.4 9.4 Actuated g/C Ratio 0.72 0.86 0.75 0.75 0.13 0.13 v/c Ratio 0.45 0.01 0.02 0.47 0.33 0.50 Control Delay 7.1 1.2 2.9 5.2 33.1 10.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.1 1.2 2.9 5.2 33.1 10.9 LOS A A A A C B Approach Delay 7.0 5.2 17.6 Approach LOS A A B Queue Length 50th (ft) 75 0 1 84 30 0 Queue Length 95th (ft) 254 2 5 161 66 48 Internal Link Dist (ft) 1869 2569 1440 Turn Bay Length (ft) 325 450 250 Base Capacity (vph) 1200 1397 604 1355 491 540 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.45 0.01 0.02 0.47 0.15 0.31 Area Type: Other Cycle Length: 85 Actuated Cycle Length: 73.5 Natural Cycle: 50 Control Type: Semi Act- Uncoord Maximum v/c Ratio: 0.50 Intersection Signal Delay: 7.9 Intersection LOS: A Intersection Capacity Utilization 45.1% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: INTERNATIONAL DRIVE & KING STREET (120A) A17-01 I \1k 02 � .03 \6 14001622A PMEX Synchro 8 Report Page 4 YEAR 2019 NO -BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 1: ANDERSON HILL ROAD & KING STREET 120A 1/13/2015 ,g1 �► �i Lane Configurations t t Volume (vph) 133 853 650 98 151 129 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.98 0.95 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1719 1810 1810 1538 1719 1538 Flt Permitted 0.232 0.950 Satd. Flow (perm) 419 1810 1810 1538 1677 1464 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 35 35 30 Link Distance (ft) 1256 2649 2715 Travel Time (s) 24.5 51.6 61.7 Confl. Peds. ( # /hr) 10 10 10 10 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles ( %) 5% 5% 5% 5% 5% 5% Adj. Flow (vph) 149 958 730 110 170 145 Shared Lane Traffic ( %) Lane Group Flow (vph) 149 958 730 1:10 170 145 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type pm +pt NA NA pt +ov Prot Perm Protected Phases 1 6 2 24 4 3 Permitted Phases 6 4 Detector Phase 1 6 2 24 4 4 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 14001622A AMNB Synchro 8 Report Page 1 YEAR 2019 NO -BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 1: ANDERSON HILL ROAD & KING STREET (120A ) 111312015 .0) t Analysis Period (min) 15 piits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A) ofi23 0 -i t06 Page 2 yaw- 9.0 9.0 9.0 20.0 Minimum Split (s) 9,0 H Total Split (s) 15.0 75.0 60.0 25.0 25.0 20.0 Total Split ( %) 12.5% 62,5% 50.0% 20.8% 20.8% 17% Maximum Green (s) 10.0 70.0 55.0 20.0 20.0 18.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 2.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1,0 -1,0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 Lead /Lag Lead Lag Lag Lag Leapt Lead -Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Max Max None None None Walk Time (s) 5.0 Flash Dont Walk (s) 11.0 Pedestrian Calls ( #Ihr) 0 Act Effct Green (s) 71.1 71.1 58.1 77.7 15.5 15.5 Actuated g/C Ratio 0.75 0.75 0.61 0.82 0.16 0.16 vfc Ratio 0.34 0.70 0.66 0.09 0.60 0.60 Control Delay 5.9 10.6 16.6 1.9 46.0 47.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 5.9 10.6 16.6 1.9 46.0 47.6 LOS A B B A D D Approach Delay 10.0 14.6 46.7 Approach LOS A B D Queue Length 50th (ft) 20 248 259 9 96 82 Queue Length 95th (ft) 44 475 459 20 160 142 Internal Link Dist (ft) 1176 2569 2635 Turn Bay Length (ft) 75 200 250 Base Capacity (vph) 466 1359 1111 1350 381 325 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.32 070 0.66 0.08 0.45 0.45 rl. _ . t IM 0 Area Type: Other Cycle Length: 120 Actuated Cycle Length: 94.7 Natural Cycle: 90 Control Type: Actuated - Uncoordinated Maximum vlc Ratio: 0.70 Intersection Signal Delay: 16.8 Intersection LOS: B Intersection Capacity Utilization 59.9% ICU Level of Service B Analysis Period (min) 15 piits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A) ofi23 0 -i t06 Page 2 YEAR 2019 NO -BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 2: INTERNATIONAL DRIVE & KING STREET 120A 1/13/2015 Lane Configurations t r ' Volume (vph) 670 114 271 714 11 32 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 325 450 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.97 1.00 0.98 0.96 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1810 1538 1719 1810 1719 1538 Flt Permitted 0.209 0.950 Satd. Flow (perm) 1810 1497 377 1810 1684 1477 Right Turn on Red No Yes Satd. Flow (RTOR) 36 Link Speed (mph) 35 35 30 Link Distance (ft) 1949 2649 1520 Travel Time (s) 38.0 51.6 34.5 Confl. Peds. ( # /hr) 10 10 10 10 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles ( %) 5% 5% 5% 5% 5% 5% Adj. Flow (vph) 753 128 304 802 12 36 Shared Lane Traffic ( %) Lane Group Flow (vph) 753 128 304 802 12 36 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Number of Detectors 0 0 1 0 1 1 Detector Template Leading Detector (ft) 0 0 50 0 50 50 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 Detector 1 Type CI +Ex CI +Ex Cl+Ex Cl+Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type NA pm +ov pm +pt NA Prot Perm Protected Phases 2 3 1 6 3 Permitted Phases 2 6 3 Detector Phase 2 3 1 6 3 3 Switch Phase Minimum Initial (s) 5.0 3.0 4.0 3.0 3.0 3.0 14001622A AMNB Synchro 8 Report Page 3 YEAR 2019 NO -BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 2: INTERNATIONAL DRIVE & KING STREET 120A 1/1312015 ,.,* ► Ar-% *N, ' Approach Delay 13.3 6.4 17.5 Minimum Split (s) 11.0 9,0 10.0 11.0 9.0 9,0 Total Split (s) 46.0 25.0 14.0 60.0 25.0 25.0 Total Split ( %) 54.1% 29.4% 16.5% 70,6% 29.4% 29.4% Maximum Green (s) 40.0 20.0 8.0 54.0 20.0 20.0 Yellow Time (s) 5.0 4.0 5.0 5.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1,0 -1.0 Total Lost Time (s) 5.0 4.0 5.0 5.0 4.0 4.0 LeadlLag Lag 0 Lead 0 0 0 Lead -Lag Optimize? Yes 0.10 Yes 0.54 0.02 0.08 Vehicle Extension (s) 0.2 3.0 3.0 0.2 3.0 3,0 Recall Mode Max None None Max None None Act Effct Green (s) 41.2 49.5 55.3 56.4 7.3 7.3 Actuated g/C Ratio 0.60 0.72 0.80 0.82 0.11 0.11 v/c Ratio 0.70 0.12 0.64 0.54 0.07 0.19 Control Delay 15.1 2.8 10.6 4.8 29.6 13.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.1 2.8 10.6 4.8 29.6 13.5 LOS B A B A C B Approach Delay 13.3 6.4 17.5 Approach LOS B A B Queue Length 50th (ft) 214 12 25 99 5 0 Queue Length 95th (ft) 361 23 82 187 19 24 Internal Link Dist (ft) 1869 2569 1440 Turn Bay Length (ft) 325 450 250 Base Capacity (vph) 1077 1347 476 1476 524 475 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.70 0.10 0.64 0.54 0.02 0.08 Area Type: Other Cycle Length: 85 Actuated Cycle Length: 69.2 Natural Cycle: 60 Control Type: Semi Act- Uncoord Maximum v/c Ratio: 0.70 Intersection Signal Delay: 9.7 Intersection LOS: A Intersection Capacity Utilization 65.3% ICU Level of Service C Analysis Period (min) 15 its and Phases: 2: INTERNATIONAL DRIVE & KING STREET x`01 %X 02 I t _ 03 I XV6 14001622A AMNB Synchro 8 Report Page 4 YEAR 2019 NO -BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 1: ANDERSON HILL ROAD & KING STREET 120A 1/13/2015 P) t Lane Configurations t t r Volume (vph) 135 541 743 116 91 217 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.98 0.95 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1719 1810 1810 1538 1719 1538 Flt Permitted 0.138 0.950 Satd. Flow (perm) 249 1810 1810 1538 1678 1464 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 35 35 30 Link Distance (ft) 1256 2649 2715 Travel Time (s) 24.5 51.6 61.7 Confl. Peds. ( # /hr) 10 10 10 10 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles ( %) 5% 5% 5% 5% 5% 5% Adj. Flow (vph) 152 608 835 130 102 244 Shared Lane Traffic ( %) Lane Group Flow (vph) 152 608 835 130 102 244 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 Detector 1 Type CI +Ex CI +Ex C1 +Ex Ci +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type pm +pt NA NA pt +ov Prot Perm Protected Phases 1 6 2 24 4 3 Permitted Phases 6 4 Detector Phase 1 6 2 24 4 4 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 14001622A PMNB Synchro 8 Report Page 1 YEAR 2019 NO -BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 1: ANDERSON HILL ROAD & KING STREET 120A 111312015 ,0) Minimum Split (s) 9.0 9.0 9.0 9.0 9.0 20.0 Total Split (s) 15.0 75.0 60.0 25.0 25.0 20.0 Total Split ( %) 12.5% 62.5% 50.0% 20.8% 20.8% 17% Maximum Green (s) 10.0 70.0 55.0 20.0 20.0 18.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 2.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 Lead /Lag Lead Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Max Max None None None Walk Time (s) 5.0 Flash Dont Walk (s) 11.0 Pedestrian Calls ( #!hr) 0 Act Effct Green (s) 71.0 71.0 57.0 81.9 20.9 20.9 Actuated g/C Ratio 0.71 0.71 0.57 0,82 0.21 0.21 vlc Ratio 0.47 0.47 0.81 0.10 0.28 0.80 Control Delay 9.5 7.8 25.2 2.1 35.8 58.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.5 7.8 25.2 2.1 35.8 58.1 LOS A A C A D E Approach Delay 8.1 22.1 51.5 Approach LOS A C D Queue Length 50th (ft) 27 146 408 13 55 149 Queue Length 95th (ft) 45 208 586 23 102 #267 Internal Link Dist (ft) 1176 2569 2635 Turn Bay Length (ft) 75 200 250 Base Capacity (vph) 338 1286 1033 1262 361 307 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced vlc Ratio 0.45 0.47 0.81 0,10 0.28 0.79 Area Type: Other Cycle Length: 120 Actuated Cycle Length: 99.9 Natural Cycle: 90 Control Type: Actuated - Uncoordinated Maximum vlc Ratio: 0.81 Intersection Signal Delay: 21.9 Intersection LOS: C Intersection Capacity Utilization 61.6% ICU Level of Service B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ANnFRSnN Hu I RGAn & KING STREET (1 20A) YEAR 2019 NO -BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 2: INTERNATIONAL DRIVE & KING STREET (120A) 1/13/2015 *,,* ; x-, '', ' enk Lane Configurations t t Volume (vph) 574 19 37 620 127 296 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 325 450 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.97 1.00 0.98 0.96 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1810 1538 1719 1810 1719 1538 Flt Permitted 0.279 0.950 Satd. Flow (perm) 1810 1497 504 1810 1684 1477 Right Turn on Red No Yes Satd. Flow (RTOR) 331 Link Speed (mph) 35 35 30 Link Distance (ft) 1949 2649 1520 Travel Time (s) 38.0 51.6 34.5 ° Confl. Peds. ( # /hr) 10 10 10 10 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89_ Heavy Vehicles ( %) 5% 5% 5% 5% 5% 5% Adj. Flow (vph) 645 21 42 697 143 333' Shared Lane Traffic ( %) Lane Group Flow (vph) 645 21 42 697 143 333 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Righter Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane .�,.. Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 _.., .. Number of Detectors 0 0 1 0 1 1 Detector Template Leading Detector (ft) 0 0 50 0 50 50 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0,,0 4,0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type NA pry +ov pm +pt NA Prot Perm Protected Phases 2 3 1 6 3 Permitted Phases 2 6 3 Detector Phase 2 3 1 6 3 3 Switch Phase Minimum Initial (s) 5.0 3.0 4.0 3.0 3.0 3.0 14001622A PMNB Synchro 8 Report Page 3 YEAR 2019 NO -BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 2: INTERNATIONAL DRIVE & KING STREET 120A) 1/13/2015 Analysis Period (min) 15 14001622A PMNB Synchro 8 Report Page 4 11.0 9.0 10.0 11.0 9.0 9.0 Minimum Split (s) Total Split (s) 46.0 25.0 14.0 60.0 25.0 25.0 Total Split ( %) 54.1% 29.4% 16.5% 70.6% 29.4% 29.4% Maximum Green (s) 40.0 20.0 8.0 54.0 20.0 20.0 Yellow Time (s) 5.0 4.0 5.0 5.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 5.0 4.0 5.0 5.0 4.0 4.0 LeadlLag Lag Lead Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 0.2 3.0 3.0 0.2 3.0 3.0 Recall Mode Max None None Max none None Act Effct Green (s) 47.8 61.8 55.1 55.1 110 73.0 Actuated g/C Ratio 0.62 0.80 0.71 0.71 0.17 0.17 v/c Ratio 0.57 0.02 0.09 0.54 0.49 0.64 Control Delay 13.9 1.8 4.5 7.7 34.9 9.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 13.9 1.8 4.5 7.7 34.9 9.6 LOS B A A A C A Approach Delay 13.5 7.5 17.2 Approach LOS B A 8 Queue Length 50th (ft) 192 2 5 123 63 1 Queue Length 95th (ft) 362 5 16 255 114 64 Internal Link Dist (ft) 1869 2569 1440 Turn Bay Length (ft) 325 450 250 Base Capacity (vph) 1123 1306 502 1293 469 643 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.57 0.02 0.08 0,54 0.30 0.52 Area Type: Other Cycle Length: 85 Actuated Cycle Length: 77.1 Natural Cycle: 55 Control Type: Semi Act- Uncoord Maximum v/c Ratio: 0.64 Intersection Signal Delay: 12.1 Intersection LOS: B Intersection Capacity Utilization 57.1% ICU Level of Service B Analysis Period (min) 15 14001622A PMNB Synchro 8 Report Page 4 YEAR 2019 BUILD TRAFFIC VOLUMES - APPROVED AM 1: ANDERSON HILL ROAD & KING STREET 120A 1/13/2015 Lane Configurations t t r Volume (vph) 133 1083 682 103 190 129 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.98 0.95 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1719 1810 1810 1538 1719 1538 Flt Permitted 0.199 0.950 Satd. Flow (perm) 359 1810 1810 1538 1677 1464 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 35 35 30 Link Distance (ft) 1256 2649 2715 Travel Time (s) 24.5 51.6 61.7 Confl. Peds. ( # /hr) 10 10 10 10 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles ( %) 5% 5% 5% 5% 5% 5% Adj. Flow (vph) 149 1217 766 116 213 145 Shared Lane Traffic ( %) Lane Group Flow (vph) 149 1217 766 116 213 145 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 Detector 1 Type CI +Ex Cl +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type pm +pt NA NA pt +ov Prot Perm Protected Phases 1 6 2 24 4 3 Permitted Phases 6 4 Detector Phase 1 6 2 24 4 4 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 14001622A AMBD APPROVED OFFICE - 280,000 S.F. Synchro 8 Report Page 1 YEAR 2019 BUILD TRAFFIC VOLUMES - APPROVED AM 1: ANDERSON HILL ROAD & KING STREET (120L 1/13/2015 Minimum Split (s) 9.0 9.0 9.0 $ 9.0 9,0 20.0 Total Split (s) 15.0 75.0 60.0 25.0 25.0 20.0 Total Split ( %) 12.5% 62.5% 50.0% 20.8% 20,8% 17% Maximum Green (s) 10.0 70.0 55.0 20.0 20.0 18.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 2.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -LO -1.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 Lead /Lag Lead Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Max Max None None None Walk Time (s) 5.0 Flash Dont Walk (s) 11.0 Pedestrian Calls ( # /hr) 0 Act Effct Green (s) 71.1 71.1 57.6 79.3 17.6 17.6 Actuated g/C Ratio 0,74 0.74 0:60 0.82 0.18 0.18 v/c Ratio 0.38 0.92 0.71 0.09 0.68 0.54 Control Delay 6.9 24.1 19,4 2.0 48.5 43.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.9 24.1 19.4 2.0 48.5 43.8 LOS A C B A D D Approach Delay 22.2 17.1 46.6 Approach LOS C B D Queue Length 50th (ft) 23 528 314 10 123 82 Queue Length 95th (ft) 44 #996 499 21 198 142 Internal Link Dist (ft) 1176 2569 2635 Turn Bay Length (ft) 75 200 250 Base Capacity (vph) 418 1330 1078 1 314 373 318 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.36 0.92 0.71 0.09 0.57 0.46 Nil a 111 1 10 Area Type: Other Cycle Length: 120 Actuated Cycle Length: 96.7 Natural Cycle: 130 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.92 Intersection Signal Delay: 23.9 Intersection LOS: C Intersection Capacity Utilization 74.2% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. .qnhk and PhacPS• 1- ANDERSON HILL ROAD & KING STREET 1120A1 ail 62 3 #04 1S s EQ $ 125S t06 YEAR 2019 BUILD TRAFFIC VOLUMES - APPROVED AM 2: INTERNATIONAL DRIVE & KING STREET 120A) 1113/2015 Lane Configurations t r t r Volume (vph) 670 229 540 714 27 69 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 325 450 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.97 1.00 0.98 0.96 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1810 1538 1719 1810 1719 1538 Flt Permitted 0.194 0.950 Satd. Flow (perm) 1810 1497 350 1810 1684 1477 Right Turn on Red No Yes Satd. Flow (RTOR) 78 Link Speed (mph) 35 35 30 Link Distance (ft) 1949 2649 1520 Travel Time (s) 38.0 51.6 34.5 Confl. Peds. ( # /hr) 10 10 10 10 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles ( %) 5% 5% 5% 5% 5% 5% Adj, Flow (vph) 753 257 607 802 30 78 Shared Lane Traffic ( %) Lane Group Flow (vph) 753 257 607 802 30 78 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Number of Detectors 0 0 1 0 1 1 Detector Template Leading Detector (ft) 0 0 50 0 50 50 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0:0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type NA pm +ov pm +pt NA Prot Perm Protected Phases 2 3 1 6 3 Permitted Phases 2 6 3 Detector Phase 2 3 1 6 3 3 Switch Phase Minimum Initial (s) 5.0 3.0 4.0 3.0 3.0 3.0 14001622A AMBD APPROVED OFFICE - 280,000 S.F. Synchro 8 Report Page 3 YEAR 2019 BUILD TRAFFIC VOLUMES - APPROVED AM 2: INTERNATIONAL DRIVE & KING STREET (120A) 1/13/2015 Splits and Phases: 2: INTERNATIONAL DRIVE & KING STREET (120A) All- cil 02 �J 03 4s 155r. Minimum Split (s) 11.0 9.0 10.0 11.0 9.0 9.0 Total Split (s) 46.0 25.0 14.0 60.0 25.0 25.0 Total Split ( %) 54.1% 29.4% 16.5% 70.6% 29,4% 29.4% Maximum Green (s) 40.0 20.0 8.0 54,0 20.0 20.0 Yellow Time (s) 5.0 4.0 5.0 5.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 5.0 4.0 5.0 5.0 4.0 4.0 Lead /Lag Lag Lead Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 0.2 3.0 3,0 0.2 3.0 3.0 Recall Mode Max None None Max None None Act Effct Green (s) 41.0 50.2 55.0 55.0 8.2 8.2 Actuated g/C Ratio 0.57 0.70 0.76 0.76 0.11 0.11 v/c Ratio 0.73 0.25 1.39 0.58 0.15 0.33 Control Delay 17.3 3.5 206.0 6.0 30.5 11.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 17.3 3.5 206.0 6.0 30.5 11.9 LOS B A F A C B Approach Delay 13.8 92.1 17.1 Approach LOS B F B Queue Length 50th (ft) 220 26 -152 107 12 0 Queue Length 95th (ft) 391 44 #396 221 35 35 Internal Link Dist (ft) 1869 2569 1440 Turn Bay Length (ft) 325 450 250 Base Capacity (vph) 1028 1318 437 1379 500 484 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.73 019 1.39 0.58 0.06 0.16 Area Type: Other Cycle Length: 85 Actuated Cycle Length: 72.2 Natural Cycle: 90 Control Type: Semi Act - Uncoord Maximum v/c Ratio: 1.39 Intersection Signal Delay: 57.6 Intersection LOS: E Intersection Capacity Utilization 80.2% ICU Level of Service D Analysis Period (min) 15 - Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 2: INTERNATIONAL DRIVE & KING STREET (120A) All- cil 02 �J 03 4s 155r. YEAR 2019 BUILD TRAFFIC VOLUMES - APPROVED PM 1: ANDERSON HILL ROAD & KING STREET (120A ) 1/13/2015 -`1 ri Lane Configurations t t r Volume (vph) 135 583 951 151 98 217 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.98 0.95 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1719 1810 1810 1538 1719 1538 Flt Permitted 0.066 0.950 Satd. Flow (perm) 119 1810 1810 1538 1680 1464 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 35 35 30 Link Distance (ft) 1256 2649 2715 Travel Time (s) 24.5 51.6 61.7 Confl. Peds. ( # /hr) 10 10 10 10 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles ( %) 5% 5% 5% 5% 5% 5% Adj. Flow (vph) 152 655 1069 170 110 244 Shared Lane Traffic ( %) Lane Group Flow (vph) 152 655 1069 170 110 244 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right. Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type pm +pt NA NA pt +ov Prot Perm Protected Phases 1 6 2 24 4 3 Permitted Phases 6 4 Detector Phase 1 6 2 24 4 4 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 14001622A_PMBD_APPROVED OFFICE - 280,000 S.F. Synchro 8 Report Page 1 YEAR 2019 BUILD TRAFFIC VOLUMES - APPROVED PM 1: ANDERSON HILL ROAD & KING STREET (120L 1113/2015 14001622A PMBD APPROVED OFFICE - 280,000 S.F. Synchro 8 Report Page 2 t MIN Minimum Split (s) 9.0 9.0 9,0 9.0 9.0 20.0 Total Split (s) 15.0 75.0 60.0 25.0 25.0 20.0 Total Split ( %) 12.5% 62.5% 50.0% 20.8% 203% 17% Maximum Green (s) 10.0 70.0 55.0 20.0 20.0 18.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 2.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 Lead /Lag Lead Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Max Max None None None Walk Time (s) 5.0 Flash Dont Walk (s) 11.0 Pedestrian Calls ( #Ihr) 0 Act Effct Green (s) 71.0 71.0 57.0 81.9 20.9 20.9 Actuated g/C Ratio 0.71 0.71 0.57 0.82 0.21 0.21 vlc Ratio 0.62 0.51 1.03 0.13 0.31 0.80 Control Delay 28.1 8.2 60.7 2.2 36.2 58.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 28.1 8.2 60.7 2.2 36.2 58.1 LOS C A E A D E Approach Delay 12.0 52.6 51.3 Approach LOS B D D Queue Length 50th (ft) 42 164 -749 17 60 149 Queue Length 95th (ft) 106 233 #977 29 108 #267 Internal Link Dist (ft) 1176 2569 2635 Turn Bay Length (ft) 75 200 250 Base Capacity (vph) 260 1286 1033 1262 361 307 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced vlc Ratio 0.58 0.51 1.03 0.13 0.30 0.79 1111111 eW �'�� Area Type: Other Cycle Length: 120 Actuated Cycle Length: 99.9 Natural Cycle: 150 Control Type: Actuated- Uncoordinated Maximum vlc Ratio: 1.03 Intersection Signal Delay: 38.8 Intersection LOS: D Intersection Capacity Utilization 73.0% ICU Level of Service C Analysis Period (min) 15 - Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 14001622A PMBD APPROVED OFFICE - 280,000 S.F. Synchro 8 Report Page 2 YEAR 2019 BUILD TRAFFIC VOLUMES - APPROVED PM 1: ANDERSON HILL ROAD & KING STREET 120A) 111312015 14001622A_PMBD_APPROVED OFFICE - 280,000 S.F. Synchro 8 Report Page 3 YEAR 2019 BUILD TRAFFIC VOLUMES - APPROVED PM 2: INTERNATIONAL DRIVE & KING STREET (120A) 1/13/2015 14001622A_PMBD_APPROVED OFFICE - 280,000 S.F. Synchro 8 Report Page 4 Lane Configurations t r t Volume (vph) 574 40 86 620 231 539 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 325 450 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.97 1.00 0.98 0.96 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1810 1538 1719 1810 1719 1538 Flt Permitted 0.221 0.950 Satd. Flow (perm) 1810 1497 399 1810 1684 1477 Right Turn on Red No Yes Satd. Flow (RTOR) 331 Link Speed (mph) 35 35 30 Link Distance (ft) 1949 2649 1520 Travel Time (s) 38.0 51.6 34.5 Confl. Peds. ( # /hr) 10 10 10 10 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles ( %) 5% 5% 5% 5% 5% 5% Adj. Flow (vph) 645 45 97 697 260 606 Shared Lane Traffic ( %) Lane Group Flow (vph) 645 45 97 697 260 606 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Number of Detectors 0 0 1 0 1 1 Detector Template Leading Detector (ft) 0 0 50 0 50 50 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI+Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type NA pm +ov pm +pt NA Prot Perm Protected Phases 2 3 1 6 3 Permitted Phases 2 6 3 Detector Phase 2 3 1 6 3 3 Switch Phase Minimum Initial (s) 5.0 3.0 4.0 3.0 3.0 3.0 14001622A_PMBD_APPROVED OFFICE - 280,000 S.F. Synchro 8 Report Page 4 YEAR 2019 BUILD TRAFFIC VOLUMES - APPROVED PM 2: INTERNATIONAL DRIVE & KING STREET (120A) 1/13/2015 plits and Phases: 2: INTERNATIONAL DRIVE & KING STREET 120A ►r'e1 �4 o2 6 14001622A_PMBD_APPROVED OFFICE - 280,000 S.F. Synchro 8 Report Page 5 Minimum. Split (s) 11.0 9.0 10.0 11.0 9.0 9.0 Total Split (s) 46.0 25.0 14.0 60.0 25.0 25.0 Total Split ( %) 54.1% 29.4% 16.5% 70.6% 29.4% 29.4% Maximum Green (s) 40.0 20.0 8.0 54.0 20.0 20.0 Yellow Time (s) 5,0 4.0 5.0 5.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1,0 -1.0 Total Lost Time (s) 5.0 4.0 5.0 5.0 4.0 4.0 Lead /Lag Lag Lead Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 0.2 3.0 3.0 0.2 3.0 3.0 Recall Mode Max None None Max None None Act Effct Green (s) 44.3 66.3 55.0 55.0 21.0 21.0 Actuated g/C Ratio 0.52 0.78 0.65 0.65 0.25 0.25 v/c Ratio 0.68 0.04 0.25 0.60 0.61 0.99 Control Delay 21.1 2.1 7.3 11.3 35.6 49.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 21.1 2.1 7.3 11.3 35.6 49.9 LOS C A A B D D Approach Delay 19.9 10.8 45.6 Approach LOS - B B D Queue Length 50th (ft) 259 4 17 189 123 165 Queue Length 95th (ft) 392 9 34 281 200 #383 Internal Link Dist (ft) 1869 2569 1440 Turn Bay Length (ft) 325 450 250 Base Capacity (vph) 942 1177 397 1171 424 614 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.68 0.04 0.24 0.60 0.61 0.99 Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Natural Cycle: 80 Control Type: Semi Act - Uncoord Maximum v/c Ratio: 0.99 Intersection Signal Delay: 26.3 Intersection LOS: C Intersection Capacity Utilization 72.1% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. plits and Phases: 2: INTERNATIONAL DRIVE & KING STREET 120A ►r'e1 �4 o2 6 14001622A_PMBD_APPROVED OFFICE - 280,000 S.F. Synchro 8 Report Page 5 YEAR 2019 BUILD TRAFFIC VOLUMES - PROPOSED AM 1: ANDERSON HILL ROAD & KING STREET (120A) 1113/2015 Lane Configurations t t r Volume (vph) 133 866 689 105 153 129 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.98 0.95 Frt 0.850 0.850 At Protected 0.950 0.950 Satd. Flow (prot) 1719 1810 1810 1538 1719 1538 Flt Permitted 0.203 0.950 Satd. Flow (perm) 367 1810 1810 1538 1677 1464 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 35 35 30 Link Distance (ft) 1256 2649 2715 Travel Time (s) 24.5 51.6 61.7 Confl. Peds. ( # /hr) 10 10 10 10 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles ( %) 5% 5% 5% 5% 5% 5% Adj. Flow (vph) 149 973 774 118 172 145 Shared Lane Traffic ( %) Lane Group Flow (vph) 149 973 774 118 172 145 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Tuming Speed (mph) 15 9 15 9 Number of Detectors 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type pm +pt NA NA pt +ov Prot Perm Protected Phases 1 6 2 24 4 3 Permitted Phases 6 4 Detector Phase 1 6 2 24 4 4 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 14001622A_AMBD_PROPOSED RESIDENTIAL -110 HOMES Synchro 8 Report Page 1 YEAR 2019 BUILD TRAFFIC VOLUMES - PROPOSED AM 1: ANDERSON HILL ROAD & KING STREET (120A) 111312015 x) T Analysis Period (min) 15 gNitc nnri Phacas• 1 • ANnPR.gnN HII I ROAD R KING STREET 1120A) 1s s J 11111160S 20s � Minimum Split (s) 9.0 9.0 9.0 9,0 9.0 20.0 Total Split (s) 15.0 75,0 60.0 25.0 25.0 20.0 Total Split ( %) 12.5% 62.5% 50.0% 20.8% 20.8% 17% Maximum Green (s) 10.0 70.0 55.0 20,0 20.0 18.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 2.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 4.0 4.0 4.0 4,0 4.0 Lead /Lag Lead Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Max Max None None None Walk Time (s) 5.0 Flash Dont Walk (s) 11.0 Pedestrian Calls ( #Ihr) 0 Act Effct Green (s) 71.1 71.1 57.6 77.2 15.6 15.6 Actuated g/C Ratio 0.75 0.75 0.61 0.82 0.16 0.16 vlc Ratio 0.36 0.72 0.70 0.09 0.61 0.60 Control Delay 6.3 10.9 18.3 2.0 46.2 47,5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.3 10.9 18.3 2.0 46.2 47.5 LOS A B B A D D Approach Delay 10.3 16.1 46.8 Approach LOS B B D Queue Length 50th (ft) 20 257 295 10 97 82 Queue Length 95th (ft) 44 492 510 21 161 142 Internal Link Dist (ft) 1176 2569 2635 Turn Bay Length (ft) 75 200 250 Base Capacity (vph) 432 1358 1101 1342 381 324 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.34 0.72 0.70 0.09 0.45 0.45 Area Type: Other Cycle Length: 120 Actuated Cycle Length: 94.7 Natural Cycle: 90 Control Type: Actuated - Uncoordinated Maximum vlc Ratio: 0.72 Intersection Signal Delay: 17.5 Intersection LOS: B Intersection Capacity Utilization 62.1% ICU Level of Service B Analysis Period (min) 15 gNitc nnri Phacas• 1 • ANnPR.gnN HII I ROAD R KING STREET 1120A) Page 2 1s s J 11111160S 20s � t06 Page 2 YEAR 2019 BUILD TRAFFIC VOLUMES - PROPOSED AM 2: INTERNATIONAL DRIVE & KING STREET (120A) 1/13/2015 Lane Configurations t r t ` Volume (vph) 670 121 286 714 30 78 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 325 450 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.97 1.00 0.98 0.96 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1810 1538 1719 1810 1719 1538 Flt Permitted 0.195 0.950 Satd. Flow (perm) 1810 1497 352 1810 1684 1477 Right Turn on Red No Yes Satd. Flow (RTOR) 88 Link Speed (mph) 35 35 30 Link Distance (ft) 1949 2649 1520 Travel Time (s) 38.0 51.6 34.5 Confl. Peds. ( # /hr) 10 10 10 10 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles ( %) 5% 5% 5% 5% 5% 5% Adj. Flow (vph) 753 136 321 802 34 88 Shared Lane Traffic ( %) Lane Group Flow (vph) 753 136 321 802 34 88 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Number of Detectors 0 0 1 0 1 1 Detector Template Leading Detector (ft) 0 0 50 0 50 50 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 Detector 1 Type CI +Ex CI +Ex C1 +Ex CV +Ex CI +Ex C1 +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type NA pm +ov pm +pt NA Prot Perm Protected Phases 2 3 1 6 3 Permitted Phases 2 6 3 Detector Phase 2 3 1 6 3 3 Switch Phase Minimum Initial (s) 5.0 3.0 4.0 3.0 3.0 3.0 14001622A AMBD PROPOSED RESIDENTIAL -110 HOMES Synchro 8 Report Page 3 YEAR 2019 BUILD TRAFFIC VOLUMES - PROPOSED AM 2: INTERNATIONAL DRIVE & KING STREET 120A) 111312015 14001622A_AMBD_PROPOSED RESIDENTIAL -110 HOMES Synchro 8 Report Page 4 Am *S' �l Minimum Split (s) 11.0 9.0 10.0 11.0 9.0 9.0 Total Split (s) 46.0 25.0 14.0 60.0 25.0 25.0 Total Split ( %) 54A% 29A% 16.5% 70.6% 29.4% 29.4% Maximum Green (s) 40.0 20.0 8.0 54.0 20.0 20.0 Yellow Time (s) 5.0 4.0 5.0 5.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 5.0 4.0 5.0 5.0 4.0 4.0 Lead /Lag Lag Lead Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 0.2 3,0 3.0 0.2 3.0 3.0 Recall Mode Max None None Max None None Act Effct Green (s) 41.0 50.1 55.0 55.0 8.1 8,1 Actuated g/C Ratio 0.57 0.69 0.76 0.76 0.11 0.11 v/c Ratio 0.73 0.13 0.73 0.58 0,18 0.36 Control Delay 17.1 2.9 17.0 5.9 31.0 12.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 17.1 2.9 17.0 5.9 31.0 12.1 LOS B A B A C B Approach Delay 15.0 9.1 17.4 Approach LOS B A B Queue Length 50th (ft) 223 12 30 108 14 0 Queue Length 95th (ft) 383 24 #82 211 38 37 Internal Link Dist (ft) 1869 2569 1440 Turn Bay Length (ft) 325 450 250 Base Capacity (vph) 1029 1320 439 1381 500 492 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.73 0.10 0.73 0.58 0.07 0.18 Area Type: Other Cycle Length: 85 Actuated Cycle Length: 72.1 Natural Cycle: 60 Control Type: Semi Act - Uncoord Maximum v/c Ratio: 0,73 Intersection Signal Delay: 12.0 Intersection LOS: B Intersection Capacity Utilization 66.1 % ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. 14001622A_AMBD_PROPOSED RESIDENTIAL -110 HOMES Synchro 8 Report Page 4 YEAR 2019 BUILD TRAFFIC VOLUMES - PROPOSED PM 1: ANDERSON HILL ROAD & KING STREET 120A 1/13/2015 A) t � � � �► Lane Configurations t t r Volume (vph) 135 585 768 120 98 217 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.98 0.95 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1719 1810 1810 1538 1719 1538 Flt Permitted 0.121 0.950 Satd. Flow (perm) 219 1810 1810 1538 1678 1464 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 35 35 30 Link Distance (ft) 1256 2649 2715 Travel Time (s) 24.5 51.6 61.7 Confl. Peds. ( # /hr) 10 10 10 10 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles ( %) 5% 5% 5% 5% 5% 5% Adj. Flow (vph) 152 657 863 135 110 244 Shared Lane Traffic ( %) Lane Group Flow (vph) 152 657 863 135 110 244 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0:0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type pm +pt NA NA pt +ov Prot Perm Protected Phases 1 6 2 24 4 3 Permitted Phases 6 4 Detector Phase 1 6 2 24 4 4 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 14001622A PMBD_PROPOSED RESIDENTIAL -110 HOMES Synchro 8 Report Page 1 YEAR 2019 BUILD TRAFFIC VOLUMES - PROPOSED PM 1: ANDERSON HILL ROAD & KING STREET (120A) 1/13/2015 and Phases: 1: ANDERSON HILL ROAD & KING STREET 120A) 1� Minimum Split (s) 9.0 9.0 9.0 9.0 9.0 20.0 Total Split (s) 15.0 75.0 60.0 25.0 25.0 20.0 Total Split ( %) 12.5% 62,5% 50.0% 20.8% 20.8% 17% Maximum Green (s) 10.0 70.0 55.0 20.0 20.0 18.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4,0 2.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 Lead /Lag Lead Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 10 3.0 3.0 Recall Mode None Max Max None None None Walk Time (s) 5,0 Flash Dont Walk (s) 11.0 Pedestrian Calls ( # /hr) 0 Act Effct Green (s) 71.0 71.0 57.0 81.9 20.9 20.9 Actuated g/C Ratio 0.71 0.71 0.57 0.82 0.21 0.21 v/c Ratio 0.50 0.51 0.84 0.11 0.31 0.80 Control Delay 11.8 8.3 27.0 2.1 36.2 58.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.8 8.3 27.0 2.1 36.2 58.1 LOS B A C A D E Approach Delay 8.9 23.7 51.3 Approach LOS A C D Queue Length 50th (ft) 27 165 435 13 60 149 Queue Length 95th (ft) 58 234 #644 24 108 #267 Internal Link Dist (ft) 1176 2569 2635 Turn Bay Length (ft) 75 200 250 Base Capacity (vph) 320 1286 1033 1262 361 307 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.47 0.51 0.84 0.11 0.30 0.79 Area Type: Other Cycle Length: 120 Actuated Cycle Length: 99.9 Natural Cycle: 90 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 22.7 Intersection LOS: C Intersection Capacity Utilization 63.3% ICU Level of Service B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. and Phases: 1: ANDERSON HILL ROAD & KING STREET 120A) 1� YEAR 2019 BUILD TRAFFIC VOLUMES - PROPOSED PM 2: INTERNATIONAL DRIVE & KING STREET (120A) 1/13/2015 14001622A PMBD PROPOSED RESIDENTIAL -110 HOMES Synchro 8 Report Page 3 Lane Configurations t r ' t` Volume (vph) 574 41 88 620 140 325 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 325 450 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.97 1.00 0.98 0.96 Frt 0.850 0.850 Flt Protected 0,950 0.950 Satd. Flow (prot) 1810 1538 1719 1810 1719 1538 Flt Permitted 0.257 0.950 Satd. Flow (perm) 1810 1497 464 1810 1684 1477 Right Turn on Red No Yes Satd. Flow (RTOR) 331 Link Speed (mph) 35 35 30 Link Distance (ft) 1949 2649 1520 Travel Time (s) 38.0 51.6 34.5 Confl. Peds. ( # /hr) 10 10 10 10 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles ( %) 5% 5% 5% 5% 5% 5% Adj. Flow (vph) 645 46 99 697 157 365 Shared Lane Traffic ( %) Lane Group Flow (vph) 645 46 99 697 157 365 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Number of Detectors 0 0 1 0 1 1 Detector Template Leading Detector (ft) 0 0 50 0 50 50 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type NA pm +ov pm +pt NA Prot Perm Protected Phases 2 3 1 6 3 Permitted Phases 2 6 3 Detector Phase 2 3 1 6 3 3 Switch Phase Minimum Initial (s) 5.0 3.0 4.0 3.0 3.0 3.0 14001622A PMBD PROPOSED RESIDENTIAL -110 HOMES Synchro 8 Report Page 3 YEAR 2019 BUILD TRAFFIC VOLUMES - PROPOSED PM 2: INTERNATIONAL DRIVE & KING STREET 120A) 1/13/2015 Minimum Split (s) 11.0 9.0 10.0 11.0 9.0 9.0 Total Split (s) 46.0 25.0 14.0 60.0 25.0 25.0 Total Split ( %) 54.1% 29.4% 16.5% 70.6% 29.4% 29.4% Maximum Green (s) 40.0 20.0 8.0 54.0 20.0 20.0 Yellow Time (s) 5.0 4.0 5.0 5.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 5.0 4.0 5.0 5.0 4.0 4.0 Lead /Lag Lag Lead Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 0.2 3.0 3.0 0.2 3.0 3.0 Recall Mode Max None None Max None None Act Effct Green (s) 44.8 59.7 55.2 55.2 13.9 13.9 Actuated g/C Ratio 0.57 0.76 0.71 0.71 0.18 0.18 v/c Ratio 0.62 0.04 0.22 0.54 0.51 0.68 Control Delay 16.8 2.1 5.6 8.2 34.9 12.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.8 2.1 5.6 8.2 34.9 12.1 LOS B A A A C B Approach Delay 15.8 7.9 19.0 Approach LOS B A B Queue Length 50th (ft) 202 4 12 128 70 14 Queue Length 95th (ft) 392 10 34 281 123 87 Internal Link Dist (ft) 1869 2569 1440 Turn Bay Length (ft) 325 450 250 Base Capacity (vph) 1039 1259 473 1279 463 640 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.62 0.04 0.21 0.54 0.34 0.57 Area Type: Other Cycle Length: 85 Actuated Cycle Length: 78.1 Natural Cycle: 60 Control Type: Semi Act - Uncoord Maximum v/c Ratio: 0.68 Intersection Signal Delay: 13.5 Intersection LOS: B Intersection Capacity Utilization 58.9% ICU Level of Service B Analysis Period (min) 15 Splits and Phases_: 2: INTERNATIONAL DRIVE & KING STREET 120A) X01 02 03 *_06 14001622A_PMBD_PROPOSED RESIDENTIAL -110 HOMES Synchro 8 Report Page 4 W/ SIGNAL OPTIMIZATION YEAR 2019 NO -BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 1: ANDERSON HILL ROAD & KING STREET (120A) 1/13/2015 t 1 Lane Configurations t t r Volume (vph) 133 853 650 98 151 129 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.97 0.95 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1719 1810 1810 1538 1719 1538 Flt Permitted 0.261 0.950 Satd. Flow (perm) 471 1810 1810 1538 1667 1454 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 35 35 30 Link Distance (ft) 1256 2649 2715 Travel Time (s) 24.5 51.6 61.7 Confl. Peds. ( #Ihr) 10 10 10 10 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles ( %) 5% 5% 5% 5% 5% 5% Adj. Flow (vph) 149 958 730 110 1:70 145 Shared Lane Traffic ( %) Lane Group Flow (vph) 149 958 730 110 170 145 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type pm +pt NA NA pt +ov Prot Perm Protected Phases 1 6 2 24 4 3 Permitted Phases 6 4 Detector Phase 1 6 2 24 4 4 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 14001622A_AMNB- OPTIMIZATION Synchro 8 Report Page 1 YEAR 2019 NO -BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 1: ANDERSON HILL ROAD & KING STREET 120A) 1/13/2015 11=11M Minimum Split (s) 9.0 9.0 9.0 1 �1101 9,0 9.0 ­11111 20.0 Total Split (s) 10.0 79.0 69.0 21.0 21.0 20.0 Total Split ( ° /o) 8.3% 65.8% 57.5% 17,5% 17.5% 17% Maximum Green (s) 5.0 74.0 64.0 16.0 16.0 18.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 2.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 Lost Time Adjust (s) -1.0 -1,0 -1.0 -1.0 -1.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 Lead /Lag Lead Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None Max Max None None None Walk Time (s) 5.0 Flash Dont Walk (s) 11.0 Pedestrian Calls ( #Ihr) 0 Act Effct Green (s) 75.0 75.0 65.0 84.1 15.1 15.1 Actuated g/C Ratio 0.76 0,76 0,66 0.86 0.15 0,15 v/c Ratio 0.34 0.69 0.61 0.08 0.64 0.65 Control Delay 5.4 9.4 12.4 1.2 50.9 53.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 5.4 9.4 12.4 1.2 50.9 53.3 LOS A A B A D D Approach Delay 8.9 10,9 52.0 Approach LOS A B D Queue Length 50th (ft) 21 263 243 7 101 86 Queue Length 95th (ft) 37 392 351 12 168 150 Internal Link Dist (ft) 1176 2569 2635 Turn Bay Length (ft) 75 200 250 Base Capacity (vph) 436 1384 1199 1348 298 252 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.34 0,69 0.61 0,08 0.57 0.58 Area Type: Other Cycle Length: 120 Actuated Cycle Length: 98.1 Natural Cycle: 90 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.69 Intersection Signal Delay: 15.7 Intersection LOS: B Intersection Capacity Utilization 59.9% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A) 01 02 � 3 04 its" 69 s 1 120S 1 1219 to Page 2 YEAR 2019 NO -BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 2: INTERNATIONAL DRIVE & KING STREET (120A) 1/13/2015 Lane Configurations t r '� t Volume (vph) 670 114 271 714 11 32 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 325 450 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.97 1.00 0.93 0.91 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1810 1538 1719 1810 1719 1538 Flt Permitted 0.240 0.950 Satd. Flow (perm) 1810 1496 434 1810 1597 1401 Right Turn on Red No Yes Satd. Flow (RTOR) 36 Link Speed (mph) 35 35 30 Link Distance (ft) 1949 2649 1520 Travel Time (s) 38.0 51.6 34.5 Confl. Peds. ( # /hr) 10 10 10 10 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles ( %) 5% 5% 5% 5% 5% 5% Adj. Flow (vph) 753 128 304 802 12 36 Shared Lane Traffic ( %) Lane Group Flow (vph) 753 128 304 802 12 36 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Number of Detectors 0 0 1 0 1 1 Detector Template Leading Detector (ft) 0 0 50 0 50 50 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +£x CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0,0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type NA pm +ov pin +pt NA Prot Perm Protected Phases 2 3 1 6 3 Permitted Phases 2 6 3 Detector Phase 2 3 1 6 3 3 Switch Phase Minimum Initial (s) 5.0 3.0 4.0 3.0 3.0 3.0 14001622A_AMNB- OPTIMIZATION Synchro 8 Report Page 3 YEAR 2019 NO -BUILD TRAFFIC VOLUMES WEEKDAY PEAK AM HIGHWAY HOUR 2: INTERNATIONAL DRIVE & KING STREET 120A) 1/13/2015 Analysis Period (min) 15 Splits and Phases: 2: INTERNATIONAL DRIVE & KING STREET 120A) Ar-¢1 I %X 02 � 03 1 a 6 7 14001622A_AMNB- OPTIMIZATION Synchro 8 Report Page 4 10.0 11.0 9.0 9.0 Minimum Split (s) 11.0 9.0 Total Split (s) 55.0 10.0 20.0 75.0 10.0 10.0 Total Split ( %) 64.7% 11.8% 23.5% 88.2% 11.8% 11.8% Maximum Green (s) 49.0 5.0 14.0 69.0 5.0 5.0 Yellow Time (s) 5.0 4.0 5.0 5.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 5.0 4.0 5.0 5.0 4.0 4.0 Lead /Lag Lag Lead Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 0.2 10 3.0 0.2 3.0 3.0 Recall Mode Max None None Max None None Act Effct Green (s) 54.6 61.6 70.0 70.0 6.0 6.0 Actuated g/C Ratio 0.64 0.72 0.82 0.82 0.07 0.07 v/c Ratio 0.65 0.12 0.59 0.54 0.10 0.27 Control Delay 13.3 3.2 6.9 3.9 39.0 18.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 13.3 3.2 6.9 3.9 39.0 18.7 LOS B A A A D B Approach Delay 11.8 4.7 23.8 Approach LOS B A C Queue Length 50th (ft) 213 12 23 91 6 0 Queue Length 95th (ft) 387 32 38 135 23 28 Internal Link Dist (ft) 1869 2569 1440 Turn Bay Length (ft) 325 450 250 Base Capacity (vph) 1162 1086 584 1490 121 132 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.65 0.12 0.52 0.54 0.10 0.27 Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Natural Cycle: 60 Control Type: Semi Act- Uncoord Maximum v/c Ratio: 0.65 Intersection Signal Delay: 8.2 Intersection LOS: A Intersection Capacity Utilization 65.3% ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 2: INTERNATIONAL DRIVE & KING STREET 120A) Ar-¢1 I %X 02 � 03 1 a 6 7 14001622A_AMNB- OPTIMIZATION Synchro 8 Report Page 4 YEAR 2019 NO -BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 1: ANDERSON HILL ROAD & KING STREET (120A) 1/13/2015 AIL) t J Lane Configurations pm +pt NA t t IN IS Protected Phases 1 6 Volume (vph) 135 541 743 116 91 217 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.98 0.95 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1719 1810 1810 1538 1719 1538 Flt Permitted 0.165 0.950 Satd. Flow (perm) 298 1810 1810 1538 1680 1466 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 35 35 30 Link Distance (ft) 1256 2649 2715 Travel Time (s) 24.5 51.6 61.7 Confl. Peds. ( # /hr) 10 10 10 10 Peak Hour Factor 0:89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles ( %) 5% 5% 5% 5% 5% 5% Adj. Flow (vph) 152 608 835 130 102 244 Shared Lane Traffic ( %) Lane Group Flow (vph) 152 608 835 130 102 244 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type pm +pt NA NA pt +ov Prot Perm Protected Phases 1 6 2 24 4 3 Permitted Phases 6 4 Detector Phase 1 6 2 24 4 4 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 14001622A PMNB Synchro 8 Report Page 1 YEAR 2019 NO -BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 1: ANDERSON HILL ROAD & KING STREET 120A 1/13/2015 Minimum Split (s) 9.0 9,0 9.0 20s I 9.0 9.0 20.0 Total Split (s) 10.0 74.0 64.0 26 -0 26.0 20.0 Total Split ( %) 8.3% 61.7% 533% 21.7% 21.7% 17% Maximum Green (s) 5.0 69.0 59.0 21.0 21.0 18.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 2,0 All -Red Time (s) 1.0 1.0 1.0 1 -0 1.0 0.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 Lead /Lag Lead Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3,0 3.0 3.0 3.0 3.0 Recall Mode None Max Max None None None Walk Time (s) 5.0 Flash Dont Walk (s) 11.0 Pedestrian Calls ( #/hr) 0 Act Effct Green (s) 70.0 70.0 60.0 85.3 21.3 21.3 Actuated g/C Ratio 0.70 0.70 0.60 0.86 0,21 0.21 v/c Ratio 0.52 0.48 0.76 0.10 0.28 0.78 Control Delay 11.3 8.1 20.5 1.2 34.8 55.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.3 8.1 20.5 1.2 34.8 55.1 LOS B A C A C E Approach Delay 8.8 17.9 49.1 Approach LOS A B D Queue Length 50th (ft) 28 153 366 8 54 146 Queue Length 95th (ft) 47 217 524 14 101 #257 Internal Link Dist (ft) 1176 2569 2635 Turn Bay Length (ft) 75 200 250 Base Capacity (vph) 295 1276 1094 1332 381 324 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.52 0.48 0.76 0.10 0.27 0.75 Afea Type: Other Cycle Length: 120 Actuated Cycle Length: 99.3 Natural Cycle: 90 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 19.8 Intersection LOS: B Intersection Capacity Utilization 61.6% ICU Level of Service B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. S iits and Phases: 1: ANDERSON HILL ROAD & KING STREET {120A) �14o2 3 % 04 los I W40 20s I 126s t06 YEAR 2019 NO -BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 2: INTERNATIONAL DRIVE KING STREET (120A) 1/13/2015 }& Lane Configurations + t Volume (vph) 574 19 37 620 127 296 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 325 450 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.97 1.00 0.98 0.96 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1810 1538 1719 1810 1719 1538 Flt Permitted 0.290 0.950 Satd. Flow (perm) 1810 1498 523 1810 1683 1475 Right Turn on Red No Yes Satd. Flow (RTOR) 290 Link Speed (mph) 35 35 30 Link Distance (ft) 1949 2649 1520 Travel Time (s) 38.0 51.6 34.5 Confl. Peds. ( # /hr) 10 10 10 10 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles ( %) 5% 5% 5% 5% 5% 5% Adj. Flow (vph) 645 21 42 697 143 333 Shared Lane Traffic ( %) Lane Group Flow (vph) 645 21 42 697 143 333 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Number of Detectors 0 0 1 0 1 1 Detector Template Leading Detector (ft) 0 0 50 0 50 50 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0:0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type NA pm +ov pm +pt NA Prot Perm Protected Phases 2 3 1 6 3 Permitted Phases 2 6 3 Detector Phase 2 3 1 6 3 3 Switch Phase Minimum Initial (s) 5.0 3.0 4.0 3.0 3.0 3.0 14001622A PMNB Synchro 8 Report Page 3 YEAR 2019 NO -BUILD TRAFFIC VOLUMES WEEKDAY PEAK PM HIGHWAY HOUR 2: INTERNATIONAL DRIVE & KING STREET 120A 111312015 Analysis Period (min) 15 Splits and Phases: 2: INTERNATIONAL DRIVE & KING STREET 120A A'¢1 I *"* d2 t 03 14001622A PMNB Synchro 8 Report Page 4 Minimum Split (s) 11.0 9.0 10.0 11.0 9.0 9.0 Total Split (s) 51.0 24.0 10.0 61.0 24.0 24.0 Total Split ( %) 60.0% 28,2% 11.8% 71.8% 28.2% 28.2% Maximum Green (s) 45.0 19.0 4.0 55.0 19.0 19.0 Yellow Time (s) 5.0 4.0 5.0 5.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1,0 -1.0 Total Lost Time (s) 5.0 4.0 5.0 5.0 4.0 4.0 Lead /Lag Lag Lead Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 0.2 3.0 3.0 0.2 3.0 3.0 Recall Mode Max None None Max None None Act Effct Green (s) 50.4 64.7 56,2 56.2 13.3 13.3 Actuated g/C Ratio 0.64 0.82 0.72 0.72 0.17 0.17 vlc Ratio 0.56 0.02 0.09 0.54 0.49 0.68 Control Delay 12.3 1.3 4.6 7.8 35.1 13.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.3 1.3 4.6 7.8 35.1 13.5 LOS B A A A D B Approach Delay 12.0 7.6 20.0 Approach LOS B A C Queue Length 50th (ft) 179 1 5 124 64 18 Queue Length 95th (ft) 341 4 17 269 115 91 Internal Link Dist (ft) 1869 2569 1440 Turn Bay Length (ft) 325 450 250 Base Capacity (vph) 1160 1320 450 1295 439 592 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced vlc Ratio 0.56 0.02 0.09 0.54 0.33 0.56 Area Type: Other Cycle Length: 85 Actuated Cycle Length: 78.5 Natural Cycle: 55 Control Type: Semi Act - Uncoord Maximum vlc Ratio: 0.68 Intersection Signal Delay: 12.3 Intersection LOS: B Intersection Capacity Utilization 57.1% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 2: INTERNATIONAL DRIVE & KING STREET 120A A'¢1 I *"* d2 t 03 14001622A PMNB Synchro 8 Report Page 4 YEAR 2019 BUILD TRAFFIC VOLUMES - APPROVED AM 1: ANDERSON HILL ROAD & KING STREET 120A 1/13/2015 is) fi Lane Configurations t t r Volume (vph) 133 1083 682 103 190 129 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 t.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.97 0.94 Frt 0.850 0.850 Flt Protected 0.950 0,950 Satd. Flow (prot) 1719 1810 1810 1538 1719 1538 Flt Permitted 0.246 0:950 Satd. Flow (perm) 444 1810 1810 1538 1661 1447 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 35 35 30 Link Distance (ft) 1256 2649 2715 Travel Time (s) 24.5 51.6 61.7 Confl. Peds. ( # /hr) 10 10 10 10 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles ( %) 5% 5% 5% 5% 5% 5% Adj. Flow (vph) 149 1217 766 116 213 145 Shared Lane Traffic ( %) Lane Group Flow (vph) 149 1217 766 116 213 145 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type pm +pt NA NA pt +ov Prot Perm Protected Phases 1 6 2 24 4 3 Permitted Phases 6 4 Detector Phase 1 6 2 24 4 4 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 14001622A AMBD APPROVED OFFICE - 280,000 S.F. - OPTIMIZATION Synchro 8 Report Page 1 YEAR 2019 BUILD TRAFFIC VOLUMES - APPROVED AM 1: ANDERSON HILL ROAD & KING STREET 120A 111312015 plits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A) A) of 4 02 it Jko 3 %o4 tp6 xl I 113 "lilt, IS I Minimum Split (s) 9.0 9.0 9.0 9.0 9.0 20.0 Total Split (s) 10.0 81.0 71.0 19.0 19.0 20.0 Total Split ( %) 8.3% 67.5% 59,2% 15.8% 15.8% 17% Maximum Green (s) 5.0 76.0 66.0 14.0 14.0 18.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 2.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 Lost Time Adjust (s) -1.0 -1.0 _1'0 -1.0 -1.0 Total Lost Time (s) 4.0 4.0 4.0 4 -0 4.0 Lead /Lag Lead Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3,0 10 3,0 3.0 Recall Mode None Max Max None None None Walk Time (s) 5.0 Flash Dont Walk (s) 11.0 Pedestrian Calls ( #Ihr) 0 Act Effct Green (s) 77.0 77.0 67.0 86.0 15.0 15.0 Actuated g/C Ratio 0.77 0.77 0.67 0.86 0.15 0.15 vlc Ratio 0.36 0.87 0.63 0.09 0.83 0.67 Control Delay 5.3 17.3 12.4 1.2 68.1 56.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 5.3 17.3 12.4 1.2 68.1 56.5 LOS A B B A E E Approach Delay 16.0 10.9 63.4 Approach LOS B B E Queue Length 50th (ft) 19 439 249 7 134 88 Queue Length 95th (ft) 33 706 355 13 #252 #169 Internal Link Dist (ft) 1176 2569 2635 Turn Bay Length (ft) 75 200 250 Base Capacity (vph) 418 1393 1212 1322 257 217 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.36 0.87 0.63 0.09 0 -83 0.67 Area Type: Other Cycle Length: 120 Actuated Cycle Length: 100 Natural Cycle: 130 Control Type: Actuated - Uncoordinated Maximum vlc Ratio: 0.87 Intersection Signal Delay: 20.8 Intersection LOS: C Intersection Capacity Utilization 74.2% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. plits and Phases: 1: ANDERSON HILL ROAD & KING STREET (120A) A) of 4 02 it Jko 3 %o4 tp6 YEAR 2019 BUILD TRAFFIC VOLUMES - APPROVED AM 2: INTERNATIONAL DRIVE & KING STREET (120A) 1/13/2015 Lane Configurations t r t r Volume (vph) 670 229 540 714 27 69 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 325 450 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.97 1.00 0.92 0.90 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1810 1538 1719 1810 1719 1538 Flt Permitted 0.097 0.950 Satd. Flow (perm) 1810 1493 175 1810 1573 1379 Right Turn on Red No Yes Satd. Flow (RTOR) 78 Link Speed (mph) 35 35 30 Link Distance (ft) 1949 2649 1520 Travel Time (s) 38.0 51.6 34.5 Confl. Peds. ( # /hr) 10 10 10 10 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles ( %) 5% 5% 5% 5% 5% 5% Adj. Flow (vph) 753 257 607 802 30 78 Shared Lane Traffic ( %) Lane Group Flow (vph) 753 257 607 802 30 78 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Number of Detectors 0 0 1 0 1 1 Detector Template Leading Detector (ft) 0 0 50 0 50 50 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type NA pm +ov pm +pt NA Prot Perm Protected Phases 2 3 1 6 3 Permitted Phases 2 6 3 Detector Phase 2 3 1 6 3 3 Switch Phase Minimum Initial (s) 5.0 3.0 4.0 3.0 3.0 3.0 14001622A AMBD_APPROVED OFFICE - 280,000 S.F. - OPTIMIZATION Synchro 8 Report Page 3 YEAR 2019 BUILD TRAFFIC VOLUMES - APPROVED AM 2: INTERNATIONAL DRIVE & KING STREET 120A 1/13/2015 Splits and Phases: 2: INTERNATIONAL DRIVE & KING STREET (1 Jr-01 *1_16 tJ 03 14001622A_AMBD_APPROVED OFFICE - 280,000 S.F. - OPTIMIZATION Synchro 8 Report Page 4 Ell Im Minimum Split (s) 11.0 9,0 10.0 11.0 9.0 9.0 Total Split (s) 44.0 9.0 32.0 76.0 9.0 9.0 Total Split ( %) 51.8% 10.6% 37.6% 89,4% 10.6% 10.6% Maximum Green (s) 38.0 4.0 26.0 70.0 4.0 4.0 Yellow Time (s) 5.0 4.0 5.0 5.0 4,0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 5.0 4.0 5.0 5.0 4.0 4.0 Lead /Lag Lag Lead Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 0.2 3.0 3.0 0.2 3.0 3.0 Recall Mode Max None None Max None None Act Effct Green (s) 39.2 45.2 71.0 71.0 5.0 5.0 Actuated g/C Ratio 0.46 0.53 0.84 0.84 0.06 0.06 v/c Ratio 0.90 0.32 0.96 0.53 0.30 0.51 Control Delay 37.8 10.6 50.3 3.5 46.3 21.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 37.8 10.6 50.3 3.5 46.3 21.9 LOS D B D A D C Approach Delay 30.9 23.7 28.7 Approach LOS C C C Queue Length 50th (ft) 358 64 256 80 16 0 Queue Length 95th (ft) #582 106 #464 120 43 41 Internal Link Dist (ft) 1869 2569 1440 Turn Bay Length (ft) 325 450 250 Base Capacity (vph) 834 796 636 1511 101 154 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reduc.0 0 0 0 0 0 0 Reduced v/c Ratio 0.90 0.32 0.95 0.53 0.30 0.51 Area Type: Other Cycle Length: 85 Actuated Cycle Length: 85 Natural Cycle: 90 Control Type: Semi Act - Uncoord Maximum v/c Ratio: 0.96 Intersection Signal Delay: 26.8 Intersection LOS: C Intersection Capacity Utilization 80.2% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer, Queue shown is maximum after two cycles. Splits and Phases: 2: INTERNATIONAL DRIVE & KING STREET (1 Jr-01 *1_16 tJ 03 14001622A_AMBD_APPROVED OFFICE - 280,000 S.F. - OPTIMIZATION Synchro 8 Report Page 4 YEAR 2019 BUILD TRAFFIC VOLUMES - APPROVED PM 1: ANDERSON HILL ROAD & KING STREET (120A) 1/13/2015 is') fi Lane Configurations t ' r ' Volume (vph) 135 583 951 151 98 217 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.98 0.95 Frt 0.850 0.850 At Protected 0:950 0.950 Satd. Flow (prot) 1719 1810 1810 1538 1719 1538 Flt Permitted 0.064 0.950 Satd. Flow (perm) 116 1810 1810 1538 1676 1460 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 35 35 30 Link Distance (ft) 1256 2649 2715 Travel Time (s) 24.5 51.6 61.7 Confl. Peds. ( # /hr) 10 10 10 10 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles ( %) 5% 5% 5% 5% 5% 5% Adj. Flow (vph) 152 655 1069 170 110 244 Shared Lane Traffic ( %) Lane Group Flow (vph) 152 655 1069 170 110 244 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type pm +pt NA NA pt +ov Prot Perm Protected Phases 1 6 2 24 4 3 Permitted Phases 6 4 Detector Phase 1 6 2 24 4 4 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 14001622A_PMBD_APPROVED OFFICE - 280,000 S.F. - OPTIMIZATION Synchro 8 Report Page 1 YEAR 2019 BUILD TRAFFIC VOLUMES - APPROVED PM 1: ANDERSON HILL ROAD & KING STREET 120A 1/13/2015 -`1 t ►� putts and Phases: 1: ANDERSON HILL ROAD & KING STREET (1 20A) 01 4 02 3 �4 1 Minimum Split (s) 9.0 9.0 9.0 9.0 9.0 20.0 Total Split (s) 9.0 77.0 68.0 23.0 23.0 20.0 Total Split ( %) 7,5% 64.2% 56.7% 19.2% 19.2% 17% Maximum Green (s) 4.0 72.0 63.0 18.0 18.0 18.0 Yellow Time (s) 4.0 4.0 4,0 4.0 4.0 2.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 Lead /Lag Lead Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 310 3.0 10 3.0 3.0 Recall Mode None Max Max None None None Walk Time (s) 5.0 Flash Dont Walk (s) 11.0 Pedestrian Calls ( # /hr) 0 Act Effct Green (s) 73.0 73.0 64.0 87.0 19.0 19.0 Actuated g/C Ratio 0.73 0.73 0.64 0:87 0.19 0.19 I. v/c Ratio 0.93 0.50 0.92 0.13 0.34 0.88 Control Delay 72.9 7.3 30.7 1,2 38.5 71.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 72.9 73 30.7 1.2 38.5 71.6 LOS E A C A D E Approach Delay 19.6 26.6 61.3 Approach LOS B C E Queue Length 50th (ft) 43 150 545 9 61 153 Queue Length 95th (ft) #163 213 #880 16 111 #287 Internal Link Dist (ft) 1176 2569 2635 Turn Bay Length (ft) 75 200 250 Base Capacity (vph) 164 1321 1168 1338 326 277 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 -1 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.93 0.50 0.92 0.13 0.34 0.88 Area Type: Other Cycle Length: 120 Actuated Cycle Length: 100 l Natural Cycle: 150 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.93 Intersection Signal Delay: 29.4 Intersection LOS: C Intersection Capacity Utilization 73.0% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. putts and Phases: 1: ANDERSON HILL ROAD & KING STREET (1 20A) 01 4 02 3 �4 1 YEAR 2019 BUILD TRAFFIC VOLUMES - APPROVED PM 2: INTERNATIONAL DRIVE & KING STREET 120A 1/13/2015 111111111,1110 11 Lane Configurations -E t r t Volume (vph) 574 40 86 620 231 539 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 325 450 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.97 1.00 0.99 0.97 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1810 1538 1719 1810 1719 1538 Flt Permitted 0.173 0.950 Satd. Flow (perm) 1810 1498 312 1810 1695 1486 Right Turn on Red No Yes Satd. Flow (RTOR) 235 Link Speed (mph) 35 35 30 Link Distance (ft) 1949 2649 1520 Travel Time (s) 38.0 51.6 34.5 Confl. Peds. ( # /hr) 10 10 10 10 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles ( %) 5% 5% 5% 5% 5% 5% Adj. Flow (vph) 645 45 97 697 260 606 Shared Lane Traffic ( %) Lane Group Flow (vph) 645 45 97 697 260 606 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Righl Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Tuming Speed (mph) 9 15 15 9 Number of Detectors 0 0 1 0 1 1 Detector Template Leading Detector (ft) 0 0 50 0 50 50 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex C1 +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type NA pm +ov pm +pt NA Prot Perm Protected Phases 2 3 1 6 3 Permitted Phases 2 6 3 Detector Phase 2 3 1 6 3 3 Switch Phase Minimum Initial (s) 5.0 3.0 4.0 3.0 3.0 3.0 14001622A_PMBD_APPROVED OFFICE - 280,000 S.F. - OPTIMIZATION Synchro 8 Report Page 3 YEAR 2019 BUILD TRAFFIC VOLUMES - APPROVED PM 2: INTERNATIONAL DRIVE & KING STREET (120A) 1/13/2015 Splits and Phases: 2: INTERNATIONAL DRIVE & KING STREET( 1 20A) 0'41 1 \4 02 t 03 Ins 1 0415 34 s X36 14001622A_PMBD_APPROVED OFFICE - 280,000 S.F. - OPTIMIZATION Synchro 8 Report Page 4 Minimum Split (s) 11,0 9.0 10.0 11.0 9.0 9.0 Total Split (s) 41.0 34.0 10.0 51.0 34.0 34.0 Total Split ( %) 48.2% 40.0% 11.8% 60.0% 40.0% 40.0% Maximum Green (s) 35.0 29.0 4.0 45.0 29.0 29.0 Yellow Time (s) 5.0 4.0 5.0 5.0 4.0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 5.0 4.0 5.0 5.0 4.0 4.0 Lead /Lag Lag Lead Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 0.2 3.0 3.0 0.2 3.0 3.0 Recall Mode Max None None Max None None Act Effct Green (s) 38.3 66.9 46.1 46.1 27.5 27.5 Actuated g/C Ratio 0.46 0.81 0.56 0.56 0.33 0.33 v/c Ratio 0.77 0:04 0.37 0.69 0.45 0.93 Control Delay 28.5 1.4 13.7 18.4 24.4 39.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 28.5 1.4 13.7 18.4 24.4 39.3 LOS C A B B C D Approach Delay 26.7 17.8 34.9 Approach LOS C B C Queue Length 50th (ft) 299 3 24 260 104 197 Queue Length 95th (ft) #487 6 46 386 169 #403 Internal Link Dist (ft) 1869 2569 1440 Turn Bay Length (ft) 325 450 250 Base Capacity (vph) 838 1244 259 1009 625 690 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.77 0.04 0.37 0.69 0.42 0.88 Area Type: Other Cycle Length: 85 Actuated Cycle Length: 82.7 Natural Cycle: 80 Control Type: Semi Act - Uncoord Maximum v/c Ratio: 0.93 Intersection Signal Delay: 26.7 Intersection LOS: C Intersection Capacity Utilization 72.1% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 2: INTERNATIONAL DRIVE & KING STREET( 1 20A) 0'41 1 \4 02 t 03 Ins 1 0415 34 s X36 14001622A_PMBD_APPROVED OFFICE - 280,000 S.F. - OPTIMIZATION Synchro 8 Report Page 4 YEAR 2019 BUILD TRAFFIC VOLUMES - PROPOSED AM 1: ANDERSON HILL ROAD & KING STREET (120A) 1/13/2015 Lane Configurations t t r Volume (vph) 133 866 689 105 153 129 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.97 0.95 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1719 1810 1810 1538 1719 1538 Flt Permitted 0.231 0.950 Satd. Flow (perm) 417 1810 1810 1538 1668 1454 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 35 35 30 Link Distance (ft) 1256 2649 2715 Travel Time (s) 24.5 51.6 61.7 Confl. Peds. ( # /hr) 10 10 10 10 Peak Hour Factor 0.89 0,89 0.89 0.89 0.89 0.89 Heavy Vehicles ( %) 5% 5 %° 5% 5% 5% 5% Adj, Flow (vph) 149 973 774 118 172 145 Shared Lane Traffic ( %) Lane Group Flow (vph) 149 973 774 118 172 145 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Tuming Speed (mph) 15 9 15 9 Number of Detectors 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type pm +pt NA NA pt +ov Prot Perm Protected Phases 1 6 2 24 4 3 Permitted Phases 6 4 Detector Phase 1 6 2 24 4 4 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 14001622A AMBD PROPOSED RESIDENTIAL -110 HOMES Synchro 8 Report Page 1 YEAR 2019 BUILD TRAFFIC VOLUMES - PROPOSED AM 1: ANDERSON HILL ROAD & KING STREET (120A) 1/13/2015 .0) t J Analysis Period. (min) 15 Page 2 Minimum Split (s) 9.0 9,0 9.0 9.0 9.0 20.0 Total Split (s) 11.0 79.0 68.0 21.0 21.0 20.0 Total Split ( %) 9.2% 65.8% 56.7% 17.5% 17.5% 17% Maximum Green (s) 6.0 74.0 63.0 16.0 16.0 18.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 2.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 Lead /Lag Lead Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 10 3.0 Recall Mode None Max Max None None None Walk Time (s) 5.0 Flash Dont Walk (s) 11.0 Pedestrian Calls ( #/hr) 0 Act Effct Green (s) 75.1 75.1 64.0 83.2 15.1 15.1 Actuated g/C Ratio 0.76 0.76 0.65 0.85 0.15 0.15 v/c Ratio 0.36 0.70 0.66 0.09 0.65 0.65 Control Delay 5.8 9.7 14.1 1.4 51.2 53.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 5.8 9.7 14.1 1.4 51.2 53.1 LOS A A B A D D Approach Delay 9.2 12.4 52.0 Approach LOS A B D Queue Length 50th (ft) 21 271 278 8 102 86 Queue Length 95th (ft) 37 407 402 14 170 150 Internal Link Dist (ft) 1176 2569 2635 Turn Bay Length (ft) 75 200 250 Base Capacity (vph) 411 1383 1180 1332 297 252 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.36 0.70 0.66 H9 0.58 0.58 Area Type: Other Cycle Length: 120 Actuated Cycle Length: 98.2 Natural Cycle: 90 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.70 Intersection Signal Delay: 16,3 Intersection LOS: B Intersection Capacity Utilization 62.1% ICU Level of Service B Analysis Period. (min) 15 Page 2 YEAR 2019 BUILD TRAFFIC VOLUMES - PROPOSED AM 2: INTERNATIONAL DRIVE & KING STREET 120A) 1/13/2015 Lane Configurations t r '� t Volume (vph) 670 121 286 714 30 78 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 325 450 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.97 1.00 0.94 0.92 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1810 1538 1719 1810 1719 1538 Flt Permitted 0.230 0.950 Satd. Flow (perm) 1810 1496 415 1810 1615 1416 Right Turn on Red No Yes Satd. Flow (RTOR) 88 Link Speed (mph) 35 35 30 Link Distance (ft) 1949 2649 1520 Travel Time (s) 38.0 51.6 34.5 Confi. Peds. ( # /hr) 10 10 10 10 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles ( %) 5% 5% 5% 5% 5% 5% Adj. Flow (vph) 753 136 321 802 34 88 Shared Lane Traffic ( %) Lane Group Flow (vph) 753 136 321 802 34 88 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Number of Detectors 0 0 1 0 1 1 Detector Template Leading Detector (ft) 0 0 50 0 50 50 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type NA pm +ov pm +pt NA Prot Perm Protected Phases 2 3 1 6 3 Permitted Phases 2 6 3 Detector Phase 2 3 1 6 3 3 Switch Phase Minimum Initial (s) 5.0 3.0 4.0 3.0 3.0 3.0 14001622A AMBD PROPOSED RESIDENTIAL - 110 HOMES Synchro 8 Report Page 3 YEAR 2019 BUILD TRAFFIC VOLUMES - PROPOSED AM 2: INTERNATIONAL DRIVE & KING STREET (120A) 111312015 Area Type: Other Cycle Length: 85 Actuated Cycle Length: 84.9 Natural Cycle: 60 Control Type: Semi Act - Uncoord Maximum vlc Ratio: 0.67 Intersection Signal Delay: 9.7 Intersection LOS: A Intersection Capacity Utilization 66.1% ICU Level of Service C Analysis Period (min) 15 Cnlitc anri Phasas 9• INTFRNATIONAL DRIVE & KING STREET (120A) X41 0 2 �! o3 205 i S4s its X36 Minimum Split (s) 11,0 9.0 10.0 11.0 9,0 9.0 Total Split (s) 54.0 11.0 20.0 74.0 11.0 11.0 Total Split ( %) 63.5% 12.9% 23.5% 87.1% 12.9% 12.9% Maximum Green (s) 48.0 6.0 14.0 68.0 6.0 6.0 Yellow Time (s) 5.0 4.0 5.0 5,0 4.0 4,0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 •1,0 -1.0 Total Lost Time (s) 5.0 4.0 5.0 5.0 4.0 4.0 Lead /Lag Lag Lead Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 0.2 3.0 3.0 0.2 3.0 3.0 Recall Mode Max None None Max None None Act Effct Green (s) 53.1 61.0 69.0 69.0 6.9 6.9 Actuated g/C Ratio 0.63 0.72 0.81 0.81 0.08 0.08 vlc Ratio 0.67 0.13 0.64 0.55 0.24 0.45 Control Delay 14.6 3.4 9.0 4.3 41.2 16.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.6 3.4 9.0 4.3 41.2 16.7 LOS B A A A D B Approach Delay 12.9 5.6 23.5 Approach LOS B A C Queue Length 50th (ft) 225 14 28 101 17 0 Queue Length 95th (ft) 401 34 65 150 45 42 Internal Link Dist (ft) 1869 2569 1440 Turn Bay Length (ft) 325 450 250 Base Capacity (vph) 1130 1078 567 1470 141 197 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced vlc Ratio 0.67 0.13 0.57 0.55 0.24 0.45 Area Type: Other Cycle Length: 85 Actuated Cycle Length: 84.9 Natural Cycle: 60 Control Type: Semi Act - Uncoord Maximum vlc Ratio: 0.67 Intersection Signal Delay: 9.7 Intersection LOS: A Intersection Capacity Utilization 66.1% ICU Level of Service C Analysis Period (min) 15 Cnlitc anri Phasas 9• INTFRNATIONAL DRIVE & KING STREET (120A) X41 0 2 �! o3 205 i S4s its X36 14001622A AMBD PROPOSED RESIDENTIAL -110 HOMES Synchro 8 Report Page 4 YEAR 2019 BUILD TRAFFIC VOLUMES - PROPOSED PM 1: ANDERSON HILL ROAD & KING STREET (120A) 1/1312015 x) T Lane Configurations t t r Volume (vph) 135 585 768 120 98 217 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 75 200 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 1.00 0.98 0.95 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1719 1810 1810 1538 1719 1538 Flt Permitted 0.154 0.950 Satd. Flow (perm) 278 1810 1810 1538 1678 1464 Right Turn on Red No No Satd. Flow (RTOR) Link Speed (mph) 35 35 30 Link Distance (ft) 1256 2649 2715 Travel Time (s) 24.5 51.6 61.7 Confl. Peds. ( #Ihr) 10 10 10 10 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles ( %) 5% 5% 5% 5% 5% 5% Adj. Flow (vph) 152 657 863 135 110 244 Shared Lane Traffic ( %) Lane Group Flow (vph) 152 657 863 135 110 244 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 7 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 Detector 1 Type CI +Ex CI +Ex CI +Ex CI +Ex C11-Ex Ci +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0 -0 0.0 Turn Type pm +pt NA NA pt +ov Prot Perm Protected Phases 1 6 2 24 4 3 Permitted Phases 6 4 Detector Phase 1 6 2 24 4 4 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 14001622A_PMBD_PROPOSED RESIDENTIAL - 110 HOMES Synchro 8 Report Page 1 YEAR 2019 BUILD TRAFFIC VOLUMES - PROPOSED PM 1: ANDERSON HILL ROAD & KING STREET 120A 1/13/2015 J� fi Minimurn Split (s) 9.0 9.0 9,0 9.0 9.0 20.0 Total Split (s) 10.0 75.0 65.0 25.0 25.0 20.0 Total Split ( %) 8.3% 62.5% 54.2% 20.8% 20.8% 17% Maximum Green (s) 5.0 70.0 60.0 20.0 20.0 18.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 2.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 0.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 Lead /Lag Lead Lag Lag Lag Lead Lead -Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 10 3.0 Recall Mode None Max Max None None None Walk Time (s) 5.0 Flash Dont Walk (s) 11.0 Pedestrian Calls ( # /hr) 0 Act Effct Green (s) 71.0 71.0 61.0 85.9 20.9 20.9 Actuated g/C Ratio 0.71 0.71 0.61 0.$6 0.21 0.21 v/c Ratio 0.54 0.51 0.78 0.10 0.31 0.80 Control Delay 11.8 8.3 20.8 1.2 36.2 58.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.8 8.3 20.8 1.2 36,2 58.1 LOS B A C A D E Approach Delay 8.9 18.2 51.3 Approach LOS A B D Queue Length 50th (ft) 27 165 378 8 60 149 Queue Length 95th (ft) 45 234 543 15 108 #267 Internal Link Dist (ft) 1176 2569 2635 Turn Bay Length (ft) 75 200 250 Base Capacity (vph) 283 1286 1105 1324 361 307 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.54 0.51 0.78 0.10 0.30 0.79 Area Type: Other Cycle Length: 120 Actuated Cycle Length: 99.9 Natural Cycle: 90 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.80 Intersection Signal Delay: 20.1 Intersection LOS: C Intersection Capacity Utilization 63.3% ICU Level of Service B Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. YEAR 2019 BUILD TRAFFIC VOLUMES - PROPOSED PM 2: INTERNATIONAL DRIVE & KING STREET 120A) 1/13/2015 Lane Configurations t r Volume (vph) 574 41 88 620 140 325 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 325 450 250 0 Storage Lanes 1 1 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor 0.97 1.00 0.98 0.96 Frt 0.850 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1810 1538 1719 1810 1719 1538 Flt Permitted 0.271 0.950 Satd. Flow (perm) 1810 1497 489 1810 1684 1477 Right Turn on Red No Yes Satd. Flow (RTOR) 295 Link Speed (mph) 35 35 30 Link Distance (ft) 1949 2649 1520 Travel Time (s) 38.0 51.6 34,5 Confl. Peds. ( # /hr) 10 10 10 10 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles ( %) 5% 5% 5% 5% 5% 5% Adj. Flow (vph) 645 46 99 697 157 365 Shared Lane Traffic ( %) Lane Group Flow (vph) 645 46 99 697 157 365 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Number of Detectors 0 0 1 0 1 1 Detector Template Leading Detector (ft) 0 0 50 0 50 50 Trailing Detector (ft) 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 Detector 1 Type CI +Ex Ci +Ex CI +Ex CI +Ex CI +Ex CI +Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type NA pm +ov pm +pt NA Prot Perm Protected Phases 2 3 1 6 3 Permitted Phases 2 6 3 Detector Phase 2 3 1 6 3 3 Switch Phase Minimum Initial (s) 5.0 3.0 4.0 3.0 3.0 3.0 14001622A_PMBD_PROPOSED RESIDENTIAL -110 HOMES Synchro 8 Report Page 3 YEAR 2019 BUILD TRAFFIC VOLUMES - PROPOSED PM 2: INTERNATIONAL DRIVE & KING STREET 120A 1/13/2015 Analysis Period (min) 15 Sn1itc and Phasas• 9- INTERNATIONAL DRIVE & KING STREET 020A) -r.,... _.._ . .._ -_ - -. 0`01 _... - � -� -- -� - � - - -- -- - - _ _ 02 03 5 49s' N6 Minimum Split (s) 11.0 9.0 10.0 11,0 9.0 9.0 Total Split (s) 49.0 25.0 11.0 60.0 25.0 25.0 Total Split ( %) 57.6% 29.4% 12.9% 70.6% 29.4% 29.4% Maximum Green (s) 43.0 20.0 5.0 54.0 20.0 20.0 Yellow Time (s) 5.0 4.0 5.0 5.0 4,0 4.0 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s) 5.0 4.0 5.0 5.0 4.0 4.0 Lead /Lag Lag Lead Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 0.2 3.0 3.0 0.2 3.0 3.0 Recall Mode Max None None Max None None Act Effct Green (s) 46.5 61.4 55.2 55.2 13.9 13.9 Actuated g/C Ratio 0.60 0.79 011 0.71 0.18 0.18 v/c Ratio 0.60 0.04 123 0.54 0.51 0.72 Control Delay 14.8 1.6 5.7 8.2 34.9 15.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.8 1.6 5.7 8.2 34.9 15.8 LOS B A A A C B Approach Delay 13.9 7.9 21.5 Approach LOS B A C Queue Length 50th (ft) 189 3 12 128 70 30 Queue Length 95th (ft) 361 7 34 281 123 111 Internal Link Dist (ft) 1869 2569 1440 Turn Bay Length (ft) 325 450 250 Base Capacity (vph) 1078 1291 440 1279 463 614 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.60 0.04 0.23 0.54 0.34 0,59 tc�r 5�� rnrr t MIN Area Type: Other Cycle Length: 85 Actuated Cycle Length: 78.1 Natural Cycle: 60 Control Type: Semi Act - Uncoord Maximum v/c Ratio: 0.72 Intersection Signal Delay: 13.5 Intersection LOS: B Intersection Capacity Utilization 58.9% ICU Level of Service B Analysis Period (min) 15 Sn1itc and Phasas• 9- INTERNATIONAL DRIVE & KING STREET 020A) -r.,... _.._ . .._ -_ - -. 0`01 _... - � -� -- -� - � - - -- -- - - _ _ 02 03 5 49s' N6 14001622A PMBD PROPOSED RESIDENTIAL - 110 HOMES Synchro 8 Report Page 4 v ^� MASER Traffic Impact Study Sun Homes at Reckson Executive Park MC Project No.: 14001622A N I I l T I N i P. 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